ie ie 45 
 Nitin y, 
 it eats 
 
 ny 
 
 
 
30 
 355 
 $22 
 i905 
 
 \ EXPANDED METAL? 
 ) FIRE ea 
 
 
 
 
 
 D. E. GARRISON, 
 President. 
 
 Date GARRISON, JT; 
 Sec’y and Treas. 
 
 A. L. JOHNSON, M. Am. Soe. C. E., 
 Chief Engineer. 
 
 St. Louis Expanded Metal Fireproofing Go; 
 Suite 606 Century Building, 
 ST. LOUIS, MO. 
 
 
 
 
 
 
 
 SOLE AGENTS FOR THE SALE OF = 
 
 
 
 CORRUGATED BARS. 
 
 
 
 
 
 
 
 SUB-AGENCIES. 
 
 H. C. MILLER & CoO., 
 
 1 Madison Av., New York City. 
 HDWARD AW DUCK ER, Gr H:, 
 
 683 Atlantic Av., Boston, Mass. 
 WALTER LORING WEBB, C. E., 
 
 2222 Land Title Bldg., Philadelphia. 
 
 CHAS! EO WALTHBHERS, Cy EH. 
 507 House Bldg., Pittsburg, Pa. 
 SYDNEY B. WILLIAMSON, C. E., 
 Baltimore, Maryland. 
 WOOLSEY CROWE SUPPLY CO., 
 252 Oak Street, Portland, Ore. 
 
 OMAHA STRUCTURAL STEEL WORKS, 
 
 Omaha, Nebraska. 
 Ss. G SHAW & CoO., 
 Boston Bldg., Denver, Colo. 
 VON HAMM-YOUNG CoO., Ltd., 
 Honolulu, T. H. 
 SMITH & DAVIS, 
 Aguiar 81, Havana, Cuba. 
 
 EASTERN ENG. & CONTRACTING CO., 
 
 13 Canton Road, Shanghai, China. 
 
 COLONIAL TRADING CO.(For Panama.) 
 
 26 Cortland St., New York City. 
 BUFFALO EXPANDED METAL CO., 
 
 D. S. Morgan Bldg., Buffalo, N. Y. 
 Teele CONDRON CC! lE:, 
 
 1750 Monadnock Block, Chicago, IIl. 
 JOHNAESCOWING.@. E. 
 
 423 Citizens Bldg., Cleveland, oO. 
 CONVERSE BRIDGE CO., 
 
 Chattanooga, Tenn. 
 F. CODMAN FORD, 
 
 306 Baronne St., New Orleans, La. 
 GUARANTEE CEMENT & STONE CO., 
 
 N. Y. Life Bldg., Minneapolis, Minn. 
 
 KANSAS CITY BRIDGE CO 
 
 1109-1111 McGee St., Kansas City, Mo. 
 
 tape CROWE: & CO; 
 
 222-223 Globe Bldg., Seattle, Wash. 
 JOHN B. LEONARD, @e.B 
 
 608 Crossley Bldg., San Francisco, Cal. 
 EARNSHAW BRADLEY, ey. Jae, 
 
 3 Place D’Armes Hill, Montreal, Que. 
 
 
 
 
 
 
 

 
 
 
 
 
 EXPANDED METAL 
 ) FIRE PROOFING 
 
 
 
 
 
 
 
 ‘TABEEREOHeECON TEN ES 
 
 Page. 
 PNET OCMUGETON sirens wc. 0.4 0-3slsiewe ais ate boners React asin a is.ca trate ene Toisvaten ote tecumelsfehip s sanre al sveneveaea ane raters 4-10 
 Gold Medal! PAW isco oc.c cescso cS eee eT Totes otecnirere Noctelte ray, cobssielia) ele\ choice evereatctone aieteten alte TL 
 Old Style *Corrucated. Barge sc. cra epimers isle chai okeushatel eta crstanh tata eleteete) yc siloteconstal eae niane 12 
 Ne We Style COPrPUsated “Bars aerate peietete rete ee teres etarotsn foresee ele reicustans sen eee) treioteloge 13 
 Ploor” System “NOs osx sa. fis orto Ries tene alee eeiere tne eieie) cretion, 6 nya are comets enetere 14 
 Mioor System NO w Ais echoes creoreteaee tet ereie oe sucisaalaiete ke ee ebe Whereis ere cchoudivns ec sncencinatate nee 15 
 Bloor. ‘System eNO. bic wees aa tebe Te es SC Re tee ere eae orca ere sole eae eS 16 
 FNOOTRSYStenVeIN OFG wtp a esate ree ce Ree rane era tie tsa tee as eee 17-19 
 Carleton (BulldingyRetaininia Wigley e occ aire te oe once etait s.c ase, a oe 20-21 
 interborough “POWeEr UELOUSE facie Gers Meus sis ete cme meter eericcilieta se oiatiake) sieve, cious Semen ooerere 22 
 Wall Street Pixchamee > Buildin com a c-. << 2 scuateitebe enc titebctsaetectiene carstarcG che chute ainclene 23 
 Single FPOOtINES <.iiae eh staacdte e Sick a eee ce a a ade ARI OrE Re eee ean Male scas, @ sire Mayethe 24-25 
 DOUDILS WE OOTIMES we ora wie ti Rie roan e ae arene TE eee eae eo ees sha fers 26-27 
 Stock: Blovsem Walls tex sotepcetas fr cratame ectke se ieee oe ete ete arena ee De A EE 28-29 
 Rétainines. Wallss. snc ce caer ceeersts crem heures orca dearer Gress MTech Sielti CN ares ait os a Sina 30-33 
 ICI? > COyISERUCELON ie sic ene ace o cochs tote e oe ros (Clee chai arene RCE ENE TONG ane ea tas ts Shara atic lots Sales oe 34-35 
 Conduit, “Dells Rios, exes foc aa so rec crate Mieratetialbel oteteetentets toetetena nade fevers Sieratarciereas. s) Nicaea stele rare 36-37 
 New Orleans, Drainage 1 Ca rial. circiciclcretente ities RO Ie te ered Pee ean ts erent sits tomar ence 38-41 
 Merminal Railway” SSW. Neat elctcercry wieherere te onde lo Memo lonetsiee tee erataies Ren eL sefed oie afar rch anes 42-43 
 Brooklyaas SG WEPSy nares ie acne ascetic ers halaoteve eer oun 4i order shan c heme so mena ene nacho aloy oeatersnatete eMene oN 44-47 
 Main: Outlete Sewers Kansas. City: as c.cleyatorstns teen crores dcorst cue oisiemec mente ot ata by ee ieee foes ea euemn 48 
 River des se Gres® Sewers acnicaree eee cee eee ea eee Peis Sit etch hap avsne toha nite wioxcas aces 49 
 Metropolitar sliunimel seisconsnis Clive. cisentaarsctte cine ia ieee Ene ee ee 50-51 
 BOSTOME ‘SUP Wa yews atoveys lors Seo nie erotersc oho ele foe e viiens fle te eeeena aie a tt eee te 52-53 
 Grain: TINS sch ethan a headin ote mae tar cave aisrare tt cae Oates vets Sus: Scans SEER EE eee ae 54 
 Galveston sSGa SW. 5 aolteerahomiete sts eietaiets.a srevsys akeke Grice I tin tt. aie 55-57 
 Reservoir, ake Goneva Wisi ci wisars ct wcisde is ccleuseit erates ache ane eee 58-59 
 Ambursen Dan” ConsStrucioritrm ecco. «cision costes seen eee eee 60-61 
 Waiter ‘Tower, Hast Orange: Noe Joa) sae dencis.c a cece ee eee 62-63 
 
 
 
 
 

 
 
 
 Reser Vy Olas tee On Ty aN ape li peapene tone clic Sex ies outs’ o.lkas sus eo NP RCM CR GTI asta) wel as 
 
 
 
 Arch with Hollow Abutments...... 
 Highway Bridge EFloor Construction. .<...a.5.. «aos oes i OCS AS Ce POR Oe tec 68-69 
 Hishwayeoulverts,, NiariOn MGOUN UyeeeLD Cares ts aie torre ie eaielotene/ ese eteye esate 70-73 
 Ornamental Reinforced Concrete Balustrade for Plate Girder Bridge.......... 74-75 
 Puch way -Culyvery aol he Een d LIiGoes ststemeisdie nts osharegetatatoeedeliete tow total erelsiovel s.tlaianecs 76-77 
 Mekinicy™ Srideens HOTESt. Panic’ vanacie wnt! co ce Pate ci ctmenale ms tarethereca ereiere nin el eseldiers ene 78-79 
 Secleva Streche Bdge s DLOOKLY ii cre sclemttars «erates ct ahs 21 eR OIE eaters tae anette 80-83 
 SemiscircularyCulvertaevwabash: Railroad <.ck om... compete eine citar oihec da aie 84-85 
 Eolow cA DUutmentes Wabasha “Railroad aes wat tae al e.telembent eememeniore catate cpc.s aye cree talons 86-87 
 Mane rive: Bridzen WMOres te Pat hee sc clet clare we Ries ovat Renee meee ae ea coh orotic as Mee coees 88-89 
 iste LODs Culverts mVVial Das Lee EVeullT Onc. ce cule chereee nie terel cere menue seeded cienes a. a lenereraien atic aye 90-91 
 Sold BE 1OOrY COnsStriGeron: ain asics cis + one 9.5.1 shen RAMOS Cle NE Sieve cus e re Qieepesnihel s cusleretes ete 92-93 
 Clear Branch ulyertOrambe Oo Glen ER’ Y: «. <tavelae cinckave metentmetsnenn << -ieie es a aie falta ote voce 94-95 
 Plano Arche Ge websee Sew COS O EUCY. «scikeis cis. 010 Sete On tee ee Oe nh heen 96-97 
 CTV Ertan s Ca Vee SoS Ca MP ERY as ioe Voie i, vive: a “ete ae tena Re ee teenie tac eek ic ckatere -oepe nal a eeteye 98-99 
 CUT VSS AE Ee OO GETING: EO Rae C che taice colic vocai.exco Ge oa aie eee te etre oe el Pes Locha te. Molla yaerarararetele tof 100-101 
 A TChesrong ake Shore. Re Boiys ose wale csee oie crew eshte teei a Liev. Guaile levels cane eo iueta ene 102-106 
 Approach Arehess Thebes? IBTIdSe ss. sie/5 seis sia: oe crs sie enetone Ee AAS Gren pit oie 107 
 NG Gl aXe speed ne MG 8 Be eed CR ay RRR RR EPCRA ORC EST Ry ore 7, Ciao lene Sar lets es) A ch RacR ae Pan gr A REE 108-109 
 RECtAM Si aes Cain A ISCITSSLOT ctapare ctesevevecaharehs le Values Pas eanmniaee eee ee erere ede role ite che te ashe as 110-119 
 IMO rVe Tt TAD LGS ie cro reytogete ayes. Mio: boars age, a al ale a oa heTel al Fao ae AACR eis a. ia taste Ie Sr tay oe eu cteinev eae, aren 120 
 Mable vier Spacing. OF sCOPTULa Ted © SATS ca. cre celaei sive ais ere toiaieee eieeivitete ware etn eituses 121 
 Massachusetts Institute Tests on Bond of Different Bars..................... 122-123 
 Migeram: Of Conarony strate ht. line Ieam, MOrmul asics aeeeas else reas 12¢ 
 HOOP A Patel DISCUSSTO Mares asi. 3.:5-5iS ootens steceale Seta e aioumten mete ieyitcas conto hale aire, ene visemes 425 
 Taples Of sStVen Sth OLOHLOON Panelericcs epormeetaieun cers tiate ce esse eer in oneness 126-131 
 Tablestor Désiznines ruichiway (Culverts: sree wbssicle chia tee. s+ cuties sfepeesiMte, suo cucy octets 132-133 
 Mes, Beamy -DiSCUSStO mM mate.« «oo ctecte pudletmbsnckdisiet tetas eecmen sits foe weetc amare it x Grae aah scale ta a 1384-142 
 Taple for Designing hee: Bea miei wcities Bg cia ton oe ayasate Otereceue shactemorellelets, © sbvae 143 
 SHEA! HOS CUSSIO Tiel corebetet nl cadinse oh erates caste neactered de eieyal ds eee a eabvalnie ta Ke Sialla) > tan ate mae veaenee aay 144-145 
 Photographs of Tests of Full-sized Beams at Rose Polytechnic.............. 146-157 
 Maest<at Brooklyn NAVY MAYO dc cm ve aineieie Wore aero erste) sine elalcisvatiais dis if olen tees 158 
 TS SEMO Las VVOF Hoe chee steia: othe tel Mee lcvetate Orolo re, ie e ake ere Oe caesar TP Pras ee tte uta aaneee 159-167 
 
 
 
 
 
 
 

 
 
 
 
 
 
 
 INTRODUCTION 
 
 The year 1904, just closed, has seen many advances in the field of rein- 
 forced concrete construction in general, and in corrugated bars in particular, 
 which the following pages will serve to indicate. 
 
 We have patented a new type of corrugated bar, one having a constant cross 
 section, shown on page 13, but will continue to manufacture the old style bar, as, 
 although this bar has some material not available for strength, there are oc- 
 casions when it will better serve the purpose than the latter type. Both bars 
 are now manufactured in soft, medium or high carbon steel. 
 
 In the general field of reinforced concrete the predictions which we have 
 been making for several years are now being verified. These relate to the advan- 
 tage of a high elastic limit, and the advisability of a mechanical bond. 
 
 
 

 
 
 
 
 
 
 
 
 ST.LOUIS “@j 
 EXPANDED METAL} 
 FIRE PROOFING (} 
 
 ce. 
 
 
 
 ELASTIC LIMIT.—There has been a great deal of discussion as to the re- 
 liability of Considére’s conclusions as to the ability of concrete to stretch without 
 rupture ten or fifteen times as much when reinforced with metal as when 
 unreinforced, and there is certainly reason to suspect that his results are incor- 
 rect, at least not true in all cases. Concretes will vary in stretchability, depending 
 upon the materials used, and upon their wet or dry condition. Dry concrete is 
 brash, much like dry timber, and laboratory results on bone-dry specimens would 
 not be representative of open-air structures. Certainly the metal acts as an 
 integrator, enabling us to obtain at all sections the maximum stretch of which 
 each section is capable, instead of, at all sections, only that of which the weakest 
 section is capable. This will give a proportionate elongation, according to the 
 latest investigations, of from .0004 to .0005, equivalent to a stress in the metal 
 of from 12,000 to 15,000 pounds per square inch. 
 
 All of this analysis, however, is really beside the mark. A stress in the im- 
 bedded metal of 50,000 pounds, if inside the elastic limit, can result in no harm 
 to structures reinforced with such a material as the corrugated bar. In such 
 a case, even if the cracks were as far apart as six inches, they would only have 
 a width of .o1” and, at a depth of two or three inches below the surface, even 
 if this crack extended clear down to the bar, as it might do if plain bars were 
 used, it is doubtful if the mild acidity of the carbonic acid in the air could cor- 
 
 
 

 
 
 
 
 
 rode the metal between two such strongly alkaline surfaces only .o1” apart. 
 However this may be with the plain bar, it is certain that the crack could not 
 extend down to the surface of a corrugated bar, as this would involve a slip 
 along the bar, which would necessitate the shearing off of the concrete entering 
 the recesses on the bar’s surface, a condition only to be obtained with the de- 
 molition of the structure. 
 
 The true function of the metal therefore is not to prevent cracks, but to sub- 
 divide a given stretch into a great many cracks. If this is done, and a corrugated 
 bar used, it is of no consequence when the cracking first begins, nor what the 
 stress in the metal reinforcement is, so long as it is inside the elastic limit, be 
 that limit however high. 
 
 Inside the elastic limit, then, we have no damage. Beyond this limit, how- 
 ever, we encounter cracks of very large extent, which would soon result in the 
 collapse of the structure. Therefore, in our judgment, the factor of safety for 
 reinforced concrete should be based upon the capacity at the elastic limit of the 
 metal reinforcement, and should be, generally speaking, not less than four. 
 
 The building laws of many cities which now allow a working stress in the 
 metal reinforcement of 16,000 pounds per square inch, whatever kind of metal 
 it may be, even though it has an elastic limit of not over 30,000 pounds per 
 square inch, are examples of reckless disregard of the public safety. 
 
 
 
 
 
 
 

 
 
 
 
 
 
 | 
 
 \ EXPANDED METAL} 
 
 
 
 
 ST. LOUIS « 
 ' 
 FIRE Joos () 
 
 
 
 
 
 
 
 
 
 If, therefore, we are safe inside any reasonable elastic limit, and our working 
 stress is this limit divided by our factor of safety, which should be not less 
 than four, then it is wise and economical to have as high an elastic limit as 
 possible consistent with such ductility as may be required by the work in hand. 
 Generally little ductility is needed, but in some cases where much cold bending 
 has to be done, medium, or even soft steel might be required, and all three 
 grades we are prepared to furnish. 
 
 MECHANICAL BOND.—There are three influences affecting the adhesion 
 of cement to a metal surface, as follows: 
 
 1°. Breuillié, at La Chainette, reported some investigations in Annals des 
 Ponts et Chaussées for 1900, which showed that soaking in water for nine 
 months reduced the adhesion of concrete to metal from one-half to two-thirds. 
 
 2°. Prof. Schule, who now occupies the position at Zurich formerly held 
 by Prof. Bauschinger, reported at the International Engineering Congress at 
 St. Louis in October, 1904, that when the reinforcing bars were stressed, even 
 though inside the elastic limit, the cross section was slightly reduced. Inasmuch 
 as the adhesion consists, simply, in the entering by the cement particles into 
 microscopical pores on the surface of the metal, any shrinkage of the cross 
 section of the metal, however slight, was sufficient to materially affect the value 
 of this adhesion. 
 
 
 
 
 
 
 
 
 
 
 

 
 
 
 
 
 ° 
 
 ane 
 
 In our experience we have had cases of rupture of the adhesion with 
 plain bars after eight years’ use, where the structure was not wet, nor did the 
 stress in the bars ordinarily amount to much, this failure being due entirely to 
 vibrations and shocks. 
 
 In open-air structures all three of these influences will generally be found 
 working at the same time. Starting with 500 pounds per square inch adhesion, 
 suppose only one-half this is lost by being wet much of the time, this leaves 
 250 pounds. If one-half of this is lost by shrinkage of the cross section of the 
 metal, due to stress in same, we then have only 125 pounds. Taking a factor 
 of safety of four, and making no allowance whatever for vibrations and shocks, 
 which alone are sometimes sufficient to destroy the whole of the adhesion, we 
 have an allowable working stress for adhesion of 30 pounds per square inch. 
 For a rod of 1” diameter this means about 1200 pounds per lineal foot, which, 
 to develop a working stress in the metal of 12,000 pounds per square inch, would 
 require an anchorage of ten feet in which no other increment could be added! 
 Such a requirement in practice would be absurd and impossible, generally 
 speaking. 
 
 That foreign engineers, who have been mainly responsible for the use of 
 plain bars for concrete reinforcement, are coming to realize the unreliability of 
 adhesion alone, is indicated in many ways, chief of which is that the specifica- 
 
 
 
 
 

 
 
 
 
 ST, LOUIS 
 
 EXPANDED METAL 
 
 FIRE PROOFING (} 
 Co. 
 
 
 
 
 
 
 
 
 
 tions prepared about a year ago, covering all this kind of work in the German 
 Empire, state that “the bond shall, so far-as possible, be of a mechanical nature.” 
 Up to that time there had been practically nothing used but plain bars. Further, 
 it is noticeable that most of the French companies are now turning up their 
 rods at the end or using some similar device, though what advantage is to be 
 gained by turning up a three-quarter inch rod sixteen feet long an inch or two 
 at the end, it is hard to realize. 
 
 Foreign engineers, as a matter of fact, have not had the experience that we 
 have. Their beam work, in which alone these weaknesses develop, dates back 
 only eight or nine years, while in the United States we have been building beams 
 almost continuously since 1875. As it has taken eight years for this weakness 
 to develop in some of our own work, and as abroad they first used mortar in- 
 stead of concrete, which gives a stronger adhesion, it may be said that the 
 time is only just arriving when we might expect them to discover the necessity 
 of using other means of obtaining a reliable bond. And as before stated, these 
 expectations are now realized. 
 
 When the unreliability of the adhesion is admitted, then it becomes neces- 
 sary to have a mechanical bond that will avoid all splitting tendency on the 
 concrete. This requires, with mathematical certainty, that the side of the ribs 
 on the bar shall not vary from a plane at right angles to the axis of same by 
 
 
 
 
 
 
 
 
 
 
 

 
 
 
 
 
 an amount greater than the angle of friction between the concrete and metal, 
 which is, generally speaking, about 45°. The corrugated bar is the only one in 
 the market that fulfills, or that can ever fulfill, this condition, as our patent 
 covers all bars that can be rolled in which the condition is complied with. 
 
 Summing up the situation, the corrugated bar has the following vital points 
 of advantage over plain bars, and over all other types of bar reinforcement: 
 
 ° 
 
 1°. Its elastic limit being high (unless by special requirement) enables a 
 higher working stress to be used than should be used for soft steel bars, taking, 
 therefore, proportionately less metal. 
 
 ° 
 
 2°. Cracks in the concrete can not penetrate to the corrugated bar so long 
 as the stress in the steel is inside the elastic limit. 
 
 ° 
 
 3°. Soaking in water concrete reinforced with corrugated bars does not 
 injure their bond. 
 
 ° 
 
 4°. Reduction of the cross section of these bars, due to tension stress inside 
 the elastic limit, in no way reduces their effective grip on the concrete. 
 
 5°. Vibrations and shocks do not impair their bonding value. 
 
 6°. Being formed by rolls while hot, the bars are all alike, the shape of each 
 piece not depending upon the personal equation of some workman. 
 
 
 
 10 
 
 
 

 
 
 
 & HE CORRUGATEDESTEEL. BAR} ¢ 
 
 WAS AWARDED THE 
 
 GOLD MEDAL 
 
 BY THE SUPERIOR JURY 
 
 LOUISIANA PURCHASE EXPOSITION 
 
 
 
 SeeeLOWISHEX PANDEDSME DATS FIREPROOEKING- CO. 
 
 CENTURY BUILDING GENERAL AGENTS Sle LOUIS Ua S.A. 
 
 
 
‘parinbed Sst ABM JOYA %G Jo JYUSIOM UL UGTPVIIBA W 
 ‘sueq poyesnis0H 2xAIS PIO 
 Ww dod el! 00°F JUSIOM £,O)0'T UOI0es JON “weg o,AT 
 
 
 
 ‘WJ tod “sql 01°% WUSIOAA {,D0L'0 UOTOeg JON “AVG O,,T 
 
 
 
 ‘WJ tod “sq] 96° JUSIOM ‘0990 UOT}O8g JON “weqGo,% 
 
 
 
 AG 
 
 ‘J Jod ‘Sd Ge'T 1USIOM {,028°0 UOT}OES JON “avg 0,,% 
 
 
 
 ‘WJ dod ‘sql 790 JUSIOM {,O8T'0 UOT}OVg ION “WHA, 
 
 
 
 ————— 
 
 F 
 
 
 
 @ ST. LOUIS 
 EXPANDED METAL 
 
 12 
 
‘paiinbet st AVM J9yIIO0 %e Jo JYSIOM Ul UOTVeLIeA ¥ 
 ‘SsIeq poyesni10pD s[AIS MON 
 
 
 
 
 

 
 
 
 3” sit. LOUIS’. 
 | EXPANDED METAL) 
 ) FIRE ous 
 
 see pages 128 and 131—Suitable for spans up to 
 
 System No. 3.—Flat Slab Floor—For designing tabies, 
 
 sixteen feet. 
 14 
 

 
 
 \Y ST.LOUIS “@; 
 EXPANDED METAL} 
 FIRE PROOFING (| 
 
 Co. 
 
 
 
 
 
 System No. 4.—Expanded Metal Flat Slab—For designing tables, see pages 126, 127, 129 and 130— 
 Suitable for spans up to eight feet. 18 
 

 
 ST. LOUIS 
 
 EXPANDED METAL 
 
 FIRE PROOFING 
 CoO. 
 
 
 
 System No, 5.—Expanded Metal Flat Arch—Suitable for spans up to ten feet—No tie rods necessary. 
 16 
 

 
 System No. 6.—Long Span Tee System Using Corrugated Bars in the Ribs and Expanded Metal in the 
 Flat Slab. For designing table in good rock concrete, see page 148. 
 
 17 
 

 
 
 FIRE PROOFING 
 C9. 
 
 
 
 
 
 
 
 
 
 
 
 Nore Loaded area, (6-84 °K 4-3 
 Jotal loza_ ¢2Z000 “as, 
 
 equal 40 G00 (bs per 3g fr 
 Deflection of rb, g” 
 
 More Portion of floor fo left 
 of C-D was nor built 
 
 hen test was made 
 
 
 
 
 
 
 
 
 
 
 
 Mote. These bars. 
 cach beam hooked 
 over (8° £- beams 
 
 = Corrugated Bars | & S- Zz Corrugated Gars 
 ” 
 
 . | , ” 
 x 4-23 
 | 7’ I-b0am -/5F 7 4 aro = grader 
 TRANSVERSE SECTION A-B a a a A A A! 
 
 howe eie! 
 
 ‘ Dll St PLM HALES 7 
 —— ee Tr 
 CORRUGATED BAR 
 
 
 
 
 
 /6’-Sg" 
 
 
 
 
 
 
 
 
 
 ht A 
 
 
 
 
 
 
 
 Bottom of Aaunch around rie beam 
 
 Is 
 
 LONGITUDINAL SECTION C-D 
 
 System No. 6.—Tee Floor—IFor designing table, see page 143. 
 
 18 
 

 
 
 
 
 
 ST. LOUIS 
 
 EXPANDED METAL 
 
 FIRE PROOFING 
 ce. 
 
 
 
 
 
 
 
 
 
 
 
 Test on System No. 6, as shown on page 18. Rock Concrete, 1:2:5; Age 6 weeks. Load 600 pounds per 
 square foot. Deflection at center of rib 1%”. 
 19 
 
aIsuq ‘Nolleporig “yu ‘tf 
 "@Q-49-98 -SQ-4e-¢9 ON SONILG@H NWAT105 
 
 < or-,Sz é 
 
 6 Alic~——— = vYe-9i ~ Ce) > 
 DNON .9-,S% Sid,8 SUVA HI ee 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 A zg 
 Eee 
 PRR eh aiocy beat Sig. 78 
 a Nwaky7 \H pple bag ht a; suv +4 
 ” em Wows, 
 ch Ni ed) mate 
 a=. 
 leone 
 Vv a (ist 
 yak HOVa NI ZS S129 Suva mI Suarvr Zz ' ¥ 
 0 
 ” 
 Zz 
 4 
 iu 
 A 
 ° | 
 7 
 A : 
 0 i 
 - | 
 ¢ 
 zt 
 Z 
 G 
 re 
 J 
 oO 
 ¢ ow 
 is 
 9 or 
 SLOALINDUY CLI ZI SUVS Y% iu 3 
 NaAaQuvD ¥ WNWASSNYy NVUNVW i f % 
 S WANA) 2S be 
 ONICTIAG NOLAN /0 
 7 
 ‘OW ILOOd qe 
 ONY 0 
 TIVWM NOILYWANAOA Fe 
 =a © {Z 
 SAD Zi SUVE Bf Ht 
 IGN Loe iS : 
 
 ‘N 
 
 9 
 z 
 7 
 o 
 =) 
 fe 
 Pa 
 
 S) 
 
 FIRE 
 
 
 
 20 
 
Carleton Building—Completed Retaining Wall. 
 21 
 
 
 

 
 
 
 ST. LOUIS 
 EXPANDED METAL 
 
 
 
 
 
 
 
 ‘suOT]epUNOY sUISUG, UI pesn sive 
 isu ‘jSuOD pue “oo, ‘MOOTA UPA “VY 
 Sich lon AMOI etSPNC@R ach ile aS 
 yYIOX MON “U “YW PsuvlL pidey ‘esnoy, JOMOd Ysno10q19j,Uy 
 
 
 
 ph, PERL ARRAS RE ITY eA 
 EO es See car een acen seer amen 
 
 
 
 
 

 
 
 
 
 
 
 
 co. 
 
 PROOFING 
 
 ST. LOUIS ~@g 
 EXPANDED METAL 
 
 FIRE 
 
 ‘oinssoid 19}e@M paieMdn jstse1 0} JOOY AB[[eo UI paesn sie 
 ‘Ig9ULSUG JOIUD ‘ApDInNg “AK UopAION 
 ‘s1]U0D “OD 3 1elINw “Vy “095 ‘STyoO1y ‘TTessny 32 uo TTD 
 ‘yIOX MON ‘SUIP[ING oSsuBvYyOXM 39 TIPAA PU} ST SUIplINd [[e} oyL 
 
 
 
 
 
 at 
 
 mr) oo 
 
 
 
 s ra co Be mm i) 
 
 
 
 EIRENE 3 
 
 4 
 
 
 
 
 
 
 
 
 
 
 
ST. 
 EXPANDED METAL/| 
 ) FIRE PROOFING 
 
 
 
 200 TONS. 
 200 TONS. 
 
 SINGLE FOOTINGS. | 
 
 
 
 
 
 
 BASEMENT FLOOR. 
 : ge 
 
 CORRUGATED BAR FOOTING. 
 PLAIN CONCRETE FOOTING. 
 
 , Comparison between Plain and Reinforced Single Footings. 
 
 24 
 

 
 Y_ ST.LOUIS 
 EXPANDED METAL 
 ) FIRE corre 
 
 
 
 — 
 
 
 
 
 
 COMPARISONS OPZCOS EO beshNGERE LOO LENGS 
 PLAIN CONCRETE FOOTING 
 
 
 
 PiseayatlOmel des cUuAyCS:. (Cs SOC te. WN tet PR ea os. 2 $ 5.75 
 Goncretes OCs Ciel aCe 2OCs re An «get nis Oe RO ols nea 07 41.00 
 ROSA oS Sn eae eC gS oe a An $46.75 
 CORRUGATED BAR FOOTING 
 BxcavaliOnse 7yoeClis Wols.p (CD) SOC; oo. eee nt Ser eae et sh aenegile 
 CGncretesn lO se Ciieeltme 20. cls id each, Seen ad Me Certs SNe ss cc 20.40 
 COE ieatedanatce 2520) DS57(0) 36a) cmmeueee see Ges ua es 11.46 
 Pert aecoliniiglenet uo ss DS: (@) 2. C-eemnan cars eo Someta ae 2.98 
 SE ba ee ened attest h ere os tte MME MS wns Ras Se 38s $38.59 
 
 This shows that even in single piers a distinct saving is made 
 by the reinforced concrete design. The percentage of saving increases 
 with the size of the footing. 
 
 The chief recommendation of this construction, however, lies not 
 so much in the decreased cost as in the greatly increased reliability. 
 The plain footing depends upon the tensile strength of the concrete 
 to give the required spread. No more unreliable factor of strength 
 exists in the whole realm of building materials. In the corrugated bar 
 design, even if the tensile strength of the concrete were zero, the 
 strength of the footing would not be materially altered. 
 
 
 
 
 
 25 
 

 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 Heater Wire 24 Mee TTF C1. COL C 
 ' ' ; ais: a 
 oN: 4 ead 
 rT ipt A i 
 are 
 ee 
 eck 
 
 W--- 4 -- + 
 
 CORRUGATED: BAR DESIGN STEEL: I+ BEAM: DESIGN 
 
 DOUBLE: FOQTING 
 
 
 
 
 
 he 
 ‘ 
 
 ' 
 - 
 1 
 
 k---5'2>--4 
 ie it 
 {res 
 
 
 
 
 
 SS oa 
 SECTION. N.N. SECTION-N.N. 
 
 Comparison between Corrugated Bar and I Beam Double Footings. 
 Corrugated Bar Design used for the Norvell-Shapleigh Building, St. Louis. 
 Weber & Groves, Archts. 
 
 26 
 

 
 YY ST.LOUIS 
 
 
 
 
 EXPANDED METAL 
 FIRE PROOFING (| 
 Co. l 
 
 
 
 
 
 
 
 
 
 DOUBLE OR COMBINED FOOTINGS 
 
 On the foregoing page is shown a comparison between a Corrugated Bar and an 
 I Beam footing, of equal strength, for two columns. The column to the left carries 358 
 tons, the other 222 tons. The area of the footing is 232 square feet, making an average 
 pressure of 2.5 tons per square foot. The center of gravity of footing does not coincide 
 with the resultant of the loads, resulting in a variation in soil pressure, which can be 
 obtained by Hooke’s law for beams i where f is the increase or decrease in 
 pressure in tons per square foot at the edge of the footing; y, the distance in feet 
 from the edge in question to the center of gravity of footing; M is the revolving 
 moment in foot tons around this center of gravity; and I is the moment of inertia of 
 the footing plan in feet. In the case shown, I=7565. M=580x0.42—243.5 foot tons. 
 From the small end to the center of gravity is 12.92, This gives f,=0.42 tons per 
 square foot. In the same way fo: is found to be 0.27 tons per square foot. Hence under 
 one edge we have a pressure of 2.77 tons per square foot and under the other 2.08. 
 
 The maximum bending moment occurs at the point of zero shear and is 22,800,000 
 inch pounds for a width of 11.77 feet. Taking a factor of safety of four, we have an 
 ultimate moment for a width of 1’ of 7,760,000 inch pounds. From formulae on page 
 88, for average concrete, this gives a_ thickness of concrete of 45”, and 34% square 
 inches of metal per foot of width=6, %” corrugated bars. 
 
 For the I-beam footing, the moment of 1,900,000 foot pounds requires 8, 24”—80-Ib. 
 beams. 
 
 COMPARISON OF COST. 
 
 
 
 
 
 Corrugated Bar Footing. 1-Beam Footing. 
 
 : ion. 3 . yds., @ 50c....$ 19.50 Excavation, 45 cu. yds., @ 50c....$ 22.50 
 EAE aed @ Ca Rea Conerete, 966 cu. ft., @ 20c........ 193.20 
 Bars, 4,106 Ibs., @ 3C.......00.00s 123.18 Steel beams, 16,660 lbs.. @ 2%4c.... 416.50 
 
 pz: a Bolts and sep’s, 1,120 lbs., @ 2c.. 22.40 
 AMO PM cacao 4 MohotmeoeOGoOCAbeOnE $316.68 AMOUEN Gooch taGagenann stonone aes $654.60 
 
 
 
 
 
 
 
 27 
 
 
 

 
 ‘ashotyyyooig jo site‘ Jo uonNoes oy: 
 “taSCUL “AM IN ‘UOSUIqOY ‘OD “f£ “0D JUSWIOD puYvp4sog smno’y 1g 
 
 
 
 “Suva SNONNILNOD 0 8% - eH, oe 
 
 
 
 % ‘Nid'Wwwid %% aod 
 SIABID HLIM "S42 NO OL 
 AWIAI GOH WIC %|—T 
 
 mM 2B, 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 z 
 ° 
 a 3 
 o 2 
 > o 
 a = > 
 te < > 2» 
 m =a" ae 
 av z 2 x 
 Min a wo a 
 o o > o ie 
 Not, > a ©5 
 a a o re 
 J 
 2 4 1 |X 2 
 o. | a 
 e, i 7 
 ~ _ 
 eh Of, | Ss o 
 o!l 2 
 Zo 3 
 °,* “31y9¢6 ~~ 
 > 
 { SS PE ee i a TT YT r 
 i o,| 
 } 
 | 
 | }w 
 a 
 =< 
 I 3 | 
 ie} : 
 2 Sale 
 > 
 @ » a 
 > rw oO 
 a x 
 °, ey 
 x < ae pS r = 
 al x | a oe 
 ty = ; 
 Bie a im 2 
 ie} ed > oO! ri 
 > 
 zo 5 ieaalecs ~ oo | 
 ay 2 jl iat 
 3 x Paha ity 
 a | 1a ‘a 
 a> on it 
 of a 
 = °. 
 { : 
 9° tet 
 4 1 lew 
 ‘L3SdQ SON] | Ks 
 Y31LN32 01 9-01 saoy ie toed 
 SHLON31 2 NI SONINIOP Lv SLNN BARRIS { H 
 434N39 01 9-01 “GHLONI7 9 ‘'H391N32 OL i | 
 “STINNWHD'LNOD 21 Saou ‘Wrid AY 97,01 SQ0YU wWyid %O | 
 x = 
 1 oath el 
 tf a a ss a SE 
 
 28 
 

 
 
 
 
 
 Y__ ST.LOUIS “®g 
 EXPANDED METAL 
 FIRE PROOFING (| 
 co. ) 
 
 
 
 
 
 
 St. Louis Portland Cement Co. Stockhouse, During Construction. 
 29 
 
‘pepessu sjzurof uotTsuedx9 ON 
 ‘uOISSaIdeqd JO UOI{BAS[A YORLL 1OJ [TRA SuLureyory 
 
 
 
 } S1LD.Zl SUVA “UXOD % 
 ' CLO,S Suva “Uxoo .% 
 
 
 
 \ 12,@ GNV USIHL,el XY 
 \ __ uy sasstutina-TON 
 
 ipa ee : 
 
 
 
 
 
 
 
 
 
 1 
 
 ! 
 ee x 
 
 fa) 
 
 py Salo er 
 Make os 32 
 4A 
 eg Sl a ag 
 \ : 
 
 G a XN 
 > uU 
 yA — 
 UN 
 Bf fe 
 abe 
 JH ! 
 Ji! 
 | aie 
 
 { 
 
 i) 
 Ss, 
 fay 
 re) 
 N 
 A 
 8 
 y 
 ------ 5) 
 lu 
 N, 
 fa} 
 4 
 u 
 
 ! 
 ery. 
 
 
 
 
 
 
 NOLLWAANS HOWL 
 HO3 ive 40 USVA 
 
 
 
 
 30 
 

 
 
 
 CONTENU O Coe \Vauleles 
 
 One of the great advantages of reinforced concrete is in our ability 
 to dispense with expansion joints in long structures. These may be built 
 with the material in one piece from end to end, a mile long if desired, 
 and by a properly proportioned longitudinal metal reinforcement, shrink- 
 age and temperature cracks can be entirely obviated. 
 
 Most engineers have to be shown; and they will not believe it then 
 unless they can see some scientific explanation of the matter. That ex- 
 planation is as follows: 
 
 It has been shown by Considére, Hatt, and others, that concrete, 
 when reinforced with metal well disseminated in small areas, will ap- 
 parently stretch about ten times as much as when no metal is present, 
 and that it will submit to proportionate elongations of about .oors. 
 The co-efficient of expansion of concrete being .0000055, we find that 
 it would take a fall of 270° to develop a proportionate shortening equal 
 to the wall’s ability to stretch. The wall will pull out in this manner 
 at about three-fourths its full tensile strength, or say at 150 pounds per 
 square inch. 
 
 The quantity of metal needed is enough to equal the tensile strength 
 of the wall at an elongation of .oor5, corresponding to a stress per 
 square inch in the metal of 45,000 pounds. The area of metal would 
 
 
 
 
 
 
 
‘M “H 
 ‘pur ‘A]UNOg UOTE ‘TEAL Sutupeyoy Jo uoloog 
 
 Cigar mn) = 
 
 ‘“IoAVAING AjUNOD ‘UUGIUSNeLS 
 
 
 
 
 
 
 
 92.21SHVE YYO2,2/>, 
 
 
 
 
 <— SURFACE OF GROUNO 
 
 J REORR. BARS 2'0"CC 
 WRCORR BARS 12°CC i 
 
 
 
 me 
 2 a6, ayo ———— re wf 
 ai ; ' pate 
 
 
 
 ORR BARS 12°CC 
 
 /2,C ORR. BARS ]2°CC. 
 
 —- +e ew 
 
 NA Y%'CORR BARS 12°CC. 
 
 32 
 
 ea ee Sa ees j 
 : 
 j 
 

 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 ~ ST.LOUIS “@g 
 
 \EXPANDED METAL 
 FIRE PROOFING 
 Ce 
 
 
 
 
 
 Retaining Wall, Marion County, Ind. 
 
 
 
 
 

 
 
 
 
 
 “| EXPANDED METAL/| 
 ) FIRE PROOFING 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 | 
 
 \ 
 
 1 
 
 | 
 Vitefar si. * 
 
 
 
 r i Y LEE; 
 | | 4 ~ és 4 Yi == 
 
 <Eerve 2opfosmotety » cycled 
 
 
 
 
 
 
 Yoong $220 
 | (0 s00rw between ag 
 
 : f . i| y 3 LBs Z SY tty 
 ra SS Spa ZZ 3 yy 
 > 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 L SS | eae fe — = 2 -— Le CQ Wy 
 
 ELEVATION OF Pié Bi Ie ro ie ea tare 
 phi PIER GENERAL SECTION OF RECEIVING CHAMBER 
 
 SECTION B-B 
 St. Louis Water Department—-Section of Weirs. 
 
 B. C. Adkins, Water Commissioner. 
 E. E. Wall, Prin. Asst. Engr. 
 
 34 
 
St. Louis Water Department—Weirs 
 35 
 
 
 
 under Construction. 
 
 
 
 
 
 
 
 
 
 ST. LOUIS “@; 
 
 EXPANDED METAL} 
 
 FIRE PROOFING (| 
 ce. 
 
 
 

 
 
 
 
 
 
 ST. LOUIS 
 
 EXPANDED METAL/} 
 
 FIRE PROOFING 
 C9. 
 
 \ 
 
 
 
 
 
 
 | 
 
 | 
 
 * ' 
 “ 
 
 [itt 
 
 | 
 
 | 
 
 | 
 
 | 
 
 | 
 
 \ 
 
 ' 
 
 | 
 
 | 
 a5 aE. 
 
 k—-——/+//— - ~-3€-—----— 
 Cross Section of Conduit at Del Rio, Texas. J. W. Maxcy, Engineer. 
 
 36 
 

 
 37 
 
 
 
 
 
 
 ST. LOUIS “@j 
 
 EXPANDED METAL 
 
 FIRE PROOFING (| 
 ce. 
 
 
 
 Del Rio Conduit under Construction, 
 

 
 
 ST. LOUIS 
 
 EXPANDED METAL 
 
 FIRE PROOFING 
 Co. 
 
 
 
 
 
 
 
 Section of New Orleans Drainage Canal. Maj. B. M. Harrod, Chief Engineer. 
 38 
 

 
 New Orleans Drainage Canal, Showing Test. 
 inforcement 1%” oO 
 
 6 feet apart. 
 
 
 
 ST. LOUIS “gy 
 
 EXPANDED METAL 
 
 FIRE PROOFING (| 
 Co. 
 
 Gravel Concrete 1:3:6; span 13’; slab 11%” thick; re- 
 corrugated bars, 4%” ects.; load 51150 pounds on two 8”x8” supports in center, 
 Deflection scarcely appreciable. 
 
 39 
 
 
 
 
 
 

 
 
 
 OES st. Louis 
 
 { EXPANDED METAL 
 ()) FIRE PROOFING 
 \ C9. 
 
 
 
 BATTER 6b" PER Foot 
 
 “a - ed ee: eS ee Pisvere Sa ° ° os Be lot . P 
 aS ee 
 Sa, 
 
 Se 
 
 
 
 
 
 ee a 
 = $< — 
 Last Type of New Orleans Drainage Canal. 
 
 40 
 

 
 4 
 j 
 a 
 * 
 ri 
 
 Last 
 
 Type of New Orleans 
 
 
 
 
 
 
 
 Drainage Canal under Construction. 
 41 
 

 
 
 
 
 
 
 
 
 
 
 
 3 Eglo phy) 
 
 Weenider 77 7777 ZZ 
 
 a) 
 
 
 
 
 
 
 
 
 
 
 SS 
 
 Ss 
 
 =e 
 
 NAA OMOMHOOKONV 
 
 
 
 
 
 
 SSS SEAN 
 
 \ ». % aN x * \ 1 
 8 2 g\.\ 
 ——— ys = is 
 
 
 
 SA ASSBASS 
 
 SAE en 
 
 
 
 
 
 
 —— — = 
 
 \ \ 
 \ \ \ 
 —————— 
 
 
 
 
 
 
 
 
 
 
 —— 
 
 
 
 
 
 
 
 
 
 
 
 
 Hi Al 
 a | 
 Wy 
 | | A 
 vb 
 i 
 
 
 
 nS Ole 
 
 
 
 
 
 
 
 
 
 St. Louis Terminal Railway Association—Section of Sewer under Baggage Floor. 
 J. L. Armstrong, Engr. M. of W. ne A. P. Greensfelder, Asst. Engr. 
 
 
 
AIRE PROOFING 
 Ce. 
 
 SEWER CONSTN EXPRESS BLDes 
 : FEB-2-190uL- 
 
 Louis Terminal Railroad Association—Meeting Point of Two Branches of Sewer. 
 
 43 
 
 
 

 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 CONCRETE 
 
 Rig eens ay: 
 N 2°, 
 
 
 
 
 
 
 
 9.0%, 
 oa 
 
 og2 ee 
 
 34 CORRUGATED STEEL RODS, 12° CTO CS 
 
 
 
 = = 
 AQVZGRIE Ao 
 seal 
 
 FieOAse 
 fa tat 
 
 
 
 
 
 
 
 
 
 
 
 SECTION MAIN OUTLET, SEWER BRO@KLYN NEW YoRH. 
 
 H. Asserson, Chf. Engr. 
 
 R. 
 
 44 
 

 
 y 
 
 
 
 
 
 PROOFING 
 
 EXPANDED META 
 Co. 
 
 
 
 | FIRE 
 
 YY ST.LOUIS 
 
 
 
 
 
 
 
 Main Outlet Sewer. Brooklyn, during Construction. 
 
 45 
 

 
 
 ON GRILLAGE. 
 
 
 
 
 R. H. Asserson, Chf. Engr. 
 
 46 
 

 
 
 
 EXPANDED METALS 
 
 
 
 ‘YY ST.LOUIS 
 
 i 
 
 Co. 
 
 PROOFING 
 
 FIRE 
 
 
 
 JaMIg uUATYOOIG Jo sodA, z9ayJoUWy 
 
 
 
 
 
 47 
 

 
 
 
 C9 
 ‘Yof STAGGERED 
 
 Ar fey 9. ca 
 | ROWS|\2' LONG \ 
 
 
 
 ~~ 
 
 ~ 
 
 Proposed Section of Main Outlet Sewer, Kansas City, Mo. D. W. Pike, City Engineer. 
 48 
 
GRADE, 
 
 
 
 
 
 
 
 7@ 0 CORR. BARSX 
 4" Crs. 
 
 
 
 ¥ 
 o 
 eS 
 : 
 iv 
 c 
 | oO 
 re) 
 Lo 
 
 Ye 
 
 
 
 
 
 Proposed River des Péres Sewer through Catlin Tract. 
 
 49 
 
 
 
 
 
 
 
 Julius Pitzman, Engineer. 
 
 \ EXPANDED METAL? 
 | FIRE PROOFING 
 Ce. 
 
 
 

 
 
 
 
 
 “S ST. LOUIS: 
 EXPANDED METAL || 
 !) FIRE PROOFING | 
 
 
 
 
 
 
 
 R__ BARS 4’crs. 
 es 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 % CORR BARS 2'cTS. 
 1 
 
 : oe 
 CORR BARS Sh'cTs 
 
 
 
 ee ee A ee cs oe hb 4) 
 
 
 
 
 oe beer esa 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 > Wes 
 
 
 
 
 
 
 
 
 
 
 
 21%" O < 
 % CORR BARS !2CTS. N 
 + 
 
 
 
 
 
 2018 3°67 
 aati : 
 
 Section of Tunnel and ‘Retaining Wall, Metropolitan Street Railway Co., Kansas City, Mo. 
 Ford, Bacon & Davis, Engineers. 
 
 50 
 

 
 Metropolitan Street Railway Company Tunnel. 
 il 
 
 
 
 
 
 
 
 
 ST. LOUIS 
 
 EXPANDED METAL} 
 
 FIRE PROOFING ( 
 CO. 
 
 
 
‘yooulSug JoIuD ‘UosIeO “VW PABVMOTT ‘UOISS[wWItWOH Hstivig, pidey uojsog ‘[ouUns, 
 
 “ARROW ANAS ASHES ww 
 % 
 
 ot 
 
 
 
Boston Rapid Transit Subway. 
 
 
 
 Howard A. Carson, Chief Engineer. 
 53 
 
 
 
 
 
 [ 
 
 
 
 
 
 
 ST. LOUIS “@g 
 
 EXPANDED METAL 
 
 FIRE PROOFING (} 
 ce, 
 
 
 

 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 Metcalf & Metcalf, Engrs. 
 
 Missouri Pacific R. R. Grain Bins at Kansas City. 
 
 54 
 

 
 
 
 
 
 
 ST. LOUIS 
 
 EXPANDED METAL» 
 
 FIRE PROOFING ( 
 ce. 
 
 
 
 { 
 
 
 
 =o 
 
 UDO 
 
 
 
 Galveston Sea Wall. Geo. W. Boschke, Engr. of Constr. 
 
 « 
 
 5 
 

 
 Go ST. LOUIS: 
 EXPANDED METAL/] 
 FIRE PROOFING 
 9. ; 
 
 
 
 
 
 
 aS 
 
 a 
 Sy 
 
 Galveston Sea Wall during Construction. 
 a6 
 
 
 

 
 
 
 
 
 
 ST. LOUIS 
 EXPANDED META 
 
 
 
 
 
 
 IRE PROOFING([} 
 F Re F Gh 
 RA 
 
 
 
 
 
 
 
 
 
 
 
 
 
 Galveston Sea Wall—Bird’s-eye View. 
 
 57 
 

 
 
 
 
 
 
 
 
 
 
 cove Toe SAVE HOD H ri- —A CHW BOD E21 ye thy 
 MN ——————E— EE es See 
 | S«S«Cua caves go 
 / 
 | | 
 wy ' 
 Po 
 | 
 fia | | 
 Coal | 
 ‘ | 
 ! 
 t | 
 / I ! 
 / | ‘ 
 ! 3 
 ! | | 5 
 / | f 
 / ; ! - 
 ! i & 
 i a 
 / i 
 1 | | “ 
 f | 
 / ' 
 : | 
 / 
 ! 1 
 / | 
 u | 
 Uy 
 z i} 
 / 
 t | 
 i | 
 ! 1 
 f 1 
 / 
 1 
 a oe Re gs eee Se 
 (SSO 5 Selina Sen [San ee eee ee ees -t— poses 
 Ee ee ee 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 A. C. Warren, Engr. 
 
 Reservoir at Lake Geneva, Wis. 
 

 
 
 
 
 
 Photograph of Completed Lake Geneva Reservoir. 
 59 
 
 ST. Louis « 
 
 EXPANDED META 
 
 FIRE PROOFING (| 
 ce. 
 
 
 
 
 
 
 
 
 
 
 
 
 
 ) 
 

 
 
 
 
 
 
 
 ~ ST. LOUIS 
 
 \EXPANDED METAL 
 ) FIRE PROOFING 
 C9. 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 109.06 ~ 
 yp USS SHY Sp Sf SS 
 
 Reinforced Concrete Dam Across the Battenkill. 
 Built for the American Wood Board Co., Schuylerville, N. Y. 
 Patented by Ambursen Hydraulic Construction Co., Boston, Mass. 
 
 60 
 

 
 
 
 
 
 ST. LOUIS 
 
 EXPANDED METAL 
 
 FIRE PROOFING 
 co, 
 
 
 
 
 
 Ambursen Dam at Schuylerville under Construction. 
 61 
 
‘sajuopD “op suyooy Y[eVeOMUOWIUIO’Y) 
 -ISUy “VISUOD ‘9TNEeUTIIA "OD “OD 
 ‘fC CN ‘osuvioC ISA 7E SYIOM J9OJVM AOJ AOMOT, 19JVM 
 
 
 
 
 
 | 
 K Ae os ene -,9I--°- Sates - 
 
 
 
 
 
 
 
 
 
 
 
 
 
 ~+e-*99.9 Sawa r/c 
 
 / 
 
 s+4/e 
 
 
 
 Awotaan 29-L 
 5D ,0) .2h: 9 D «21.76 96.01 HHI. 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 ———<—— 
 
 
 
 vOOl# 
 A Ty LaW a30NWdXd 
 
 . avo. 
 \ q 
 
 
 
 62 
 

 
 
 
 
 
 
 
 ST.LOUIS © 
 
 EXPANDED METAI 
 
 FIRE PROOFING (| 
 co. y 
 
 
 
 
 
 oe a 
 
 ee ee 
 
 Photograph of Completed Tower. 
 
 
 
 63 
 

 
 
 
 ST. LOUIS 
 
 EXPANDED METAL 
 
 FIRE PROOFING 
 Co. 
 
 co = =—— += ~ tpt = 
 
 
 
 
 8 BCCKT BARS ¥4"O" CCH EVA" BA Rol2 
 
 ©CC%*7 BARS 7, 
 
 ' 
 ! 
 ‘ 
 ' 
 t 
 ' 
 ‘ 
 ' 
 ' 
 ' 
 t 
 t 
 t 
 t 
 : 
 i] 
 AS 
 R 
 ' 
 ‘ 
 ‘ 
 ' 
 ‘ 
 1 
 ‘ 
 ‘ 
 ‘ 
 ' 
 ' 
 ‘ 
 ' 
 ‘ 
 
 NBARSYB 
 
 
 
 pisses eee Sut st RE 
 
 7% BARS 54% CC.9'LG. 
 
 4-1 BARS 
 
 Section of Reservoir 
 
 -—--- — >t - ~~) -— 5 = Ht --- —- Je 
 
 = SSS SS SSS 
 
 6" THICK . 4-7/8 BARS 5'LG. S" THICK 
 
 Fi td na ed lta ARNE A ded BSE are 
 eee ' ' Pe eS ' ' ee ae 
 
 ao = eI Ee 
 
 =~: 
 
 Se a 
 
 
 
 rr eS 
 
 Construction, East Orange, N. J. 
 C. C. Vermeule, Conslt. Engr. 
 Commonwealth Roofing Co., Contrs. 
 
 64 
 

 
 
 
 
 
 
 
 
 
 
 
 
 
 East Orange Reservoir under Construction. 
 
 65 
 

 
 
 
 : cae 
 
 #. 
 
 SN TRICE RT 
 
 aa 
 
 
 
 & 
 
 fast Orange Reservoir under Construction. 
 
 66 
 

 
 
 
 
 
 
 ST, LOUIS 
 EXPANDED META 
 | FIRE PROOFING ( 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 eee a eee a 
 SRR BARS I2 cr] *%e) 
 
 
 
 
 
 
 
 
 
 Ps ant 
 ae 
 ¥ ‘ 
 roars a>} 
 rs 
 it 
 
 rae : 
 
 : a iy 
 
 ei ie) 0 < 
 
 roe xe Co) “ea 
 
 “ 7 . x 3 
 
 G7 CORR BARS 6° cTa » 2 
 
 a 
 
 HALF SECTION AT: CROWN < 
 
 40 2'0 
 
 
 
 
 
 
 
 
 
 PART SECTION: AS 
 
 
 
 
 
 
 
 Arch with Hollow Abutments. 
 
 67 
 

 
 Cross Section of Highway Bridge Floor Construction. Designed for Cooper’s Class A specifications. 
 Many floors like this have been built. 
 
 68 
 

 
 
 
 
 
 ee 
 
 
 
 
 
 
 
 
 
 <a) 
 = 
 a= 
 BaSo 
 S820 
 nee 
 = 
 —T 
 
 = 
 ANAT AN AV AV AVA AV AN AV AV AN AN ANAS 3S) 
 
 Dar {0 stat aATATA®. PALETERMT RTS 
 
 
 
 Span 535 feet. 
 
 Metal Floor Construction on Highway EPridge at Waco, Texas. 
 
 Expandcd 
 

 
 s 
 EXPAN 
 
 
 
 
 . LOUIS 
 
 DED METAL 
 FIRE PROOFING 
 
 ” is’ 
 ' BARS 44.CC. {te LONG oe SS 
 EVERY OTHER ONE BENT AS SHOWN« 
 
 
 
 
 
 
 
 2 BARS 6°CC 23 LONG 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 — oS! 
 
 yt 1 BARS 4/2 CC(S LONG EVERY OTHER Si 
 
 ee Qs 
 
 "185+] | ---------------- ------+-------- 20! .--)-------------------- ------- 0 ------ PE 
 ‘ Oy 
 
 ' 3 on 
 
 i Se] ces 
 
 ; D1 bO: 
 
 3 i % & 
 
 ’ oOo, 
 
 a Ee 
 
 ' 1 . 
 
 
 
 Y2"BARSG CC 13° LONG 
 
 . Ye BARS 20°CC I7KLONG .. » 
 
 ne 
 
 
 
 ~71 BARS 5 CC 25'LONG 
 
 
 
 1 BARSS’ CC. 18’ LONG 
 n D : : : : 
 
 S ELE 41co 
 
 
 
 
 
 Hate SECTION 
 
 Section of Highway Culvert Construction, Marion Corsini: 
 H. W. Klausmann, County Engr. 
 

 
 
 
 
 
 
 
 ST. LOUIS 
 
 EXPANDED METAL} 
 
 FIRE PROOFING ( 
 C9. 
 
 
 
 gp win PEITTIAIT, 
 
 
 
 Completed Culvert, Marion Co., Ind. 
 71 
 

 
 
 
 
 + EXPANDED METAL 
 !\ FIRE PROOFING 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 yz" BARS 6"CC 23"LONG 
 
 * . . _ * * . . _ : 
 Fy No Seneeans oc IT’ LONG «| 3] | || [| [| [/ Ea be 5 
 
 
 
 
 
 BARS 3ie°CC 23 LONG 
 
 Wz BARS 12"°CC 13; LONG 
 
 
 
 
 
 
 
 
 37a BARS.S "CC 172" LONG 
 a 
 i 
 
 Te BARS 12°CC 23° LONG 
 
 
 
 
 
 5 ae ‘ S Na = bie eet SEAR Oe "We - 
 le aie 1 Ai BARS 12°C IT’ LONG j % 
 ete . ween owe . ey le | i 
 HALF SECTION | 
 
 HALF ELEVATION 
 
 Section of Highway Culvert Construction. Marion Coreind: 
 H. W. Klausmann, County Engr. 
 
 72 
 

 
 
 
 
 EXPANDED METAL? 
 FIRE PROOFING (| 
 CO. 
 
 
 
 
 
 Completed Culvert, Marion Co., Ind. 
 
 ~] 
 

 
 
 
 
 =o Saxe ['RD-BAR AT EACH STIFE ANGLE 
 
 
 
 eae eae | 8 CC 
 
 rah = Ce ee 
 ele esc 
 o° vyCORR BARS 2' CC EXCEPT 2 BARS ON 
 
 EACH SIDE OF SIDEWALK BRACKET EE 
 
 
 
 
 
 
 
 
 
 WHICH WILL BE 3°CC 
 
 _, CORR BARS 12"CC 
 Section showing Ornamental Balustrade of Reinforced Concrete Screening Steel Plate Girder, 
 Indianapolis, Ind. 
 H. W. Klausmann, County Engr. 
 
 
 
 2LS 6 X4"X Te 
 
 
 
 
 
 74 
 

 
 
 
 EXPANDED METAL 
 FIRE PROOFING (| 
 ] co. ) 
 
 
 
 Photograph of Water Color Drawing, showing one-half of Completed Plat i idg’ 
 mental Balustrade Screen. This Bridge is now under Construction © Scene eS O20 
 
 15 
 

 
 
 
 
 ST. LOUIS: 
 EXPANDED METAL 
 FIRE PROOFING 
 
 
 
 10-10" 
 
 
 
 Section of Highway Culvert at South Bend, Ind. A. J. Hammond, City Engr. 
 
 76 
 

 
 
 
 
 EXPANDED METAL} 
 FIRE PROOFING ( 
 Co. 
 
 
 
 
 
 
 
 
 
 Completed Culvert, South Bend, Ind. 
 {Wt 
 
ST. LOU 
 EXPANDED METAL 
 FIRE PROOFING 
 C9. 
 
 
 
 
 ees Bek itisidtig seabd cee AES PREREEES TEE SEARED 
 ve z Bars: ¢ GCL 2'Bars, 6.106. & 
 Section A-B. Section C-D. 
 
 
 
 F Bars, 6.106%, a ; : 
 BAF B “Bars Lap 64 ih om aati 
 
 4’from 
 Face 
 
 
 
 
 
 River des Péres Arch, Forest Park, St. Louis. R. H. Phillips, Chf. Ener. 
 
 78 
 

 
 
 
 River des Péres Arch—Completed Structure. 
 79 
 
 
 
 
 
 
 
 
 
 
 ST. LOUIS 
 
 EXPANDED METAL} 
 
 FIRE PROOFING ( 
 ce. 
 
 
 
 
 
 
 

 
 
 
 
 
 
 
 
 
 
 
 
 
 
 — = 
 op of Arch and len 8 andre! Well eZ, 
 
 é ‘0 be covers i - 
 edd ered Wi ‘aterprao 17. Goh 
 
 ary ae o 
 
 
 
 
 
 
 
 18" 
 
 
 
 
 
 
 
 
 ft te mncmtertaerevenpesnss mers a 50 LTTE. LAL 
 
 | 
 | 
 
 
 
 
 
 Seeley Street Bridge, Brooklyn, N. Y. G. W. Tillson, Chief Engineer; 
 kK. J. Fort, Assistant Engineer. 
 D. Cuozzo & Bro., Contractors. 
 
 80 
 

 
 
 
 Seeley Street Bridge, Broeklyn, during Construction. 
 
 $1 
 

 
 
 
 fs ST. LOUIS 
 4 EXPANDED METAL/) 
 FIRE PROOFING 
 (9. 
 
 
 
 
 
 
 
 
 
 Seeley Street Bridge, Brooklyn, during Construction. 
 
 $2 
 

 
 
 
 
 | EXPANDED 
 FIRE PROOFING ( 
 
 
 
 fe Beageanerangngeasncgagcegetayssangatatsaaan teeta teat CATH 
 
 
 
 Completed Seeley Street Bridge, Brooklyn. 
 
 83 
 

 
 
 
 
 
 foos -4#4 07s 
 
 
 
 ee halide oe 
 r= S---_-- 2 a -- 
 
 
 
 Roos -/2%CTS 
 
 SECTION SHOWING SPACING OF Rods. 
 
 
 
 Se ae 
 
 r 
 
 
 
 
 
 Ww. S. Newhall, Chief Engineer 
 
 Section of Culvert on Wabash Railroad near Carpenter, Ill. 
 
 A. O. Cunningham, Bridge Engineer. 
 
 84 
 

 
 
 
 \f ST. LOUIS 
 
 EXPANDED METAL 
 
 ) FIRE PROOFING (} 
 F ce. ly 
 
 
 
 Wabash Culvert in Process of Construction. 
 
 85 
 
‘9VULSU OSpliq ‘WeYySsuIuUUND “O “VW 
 ‘IOOUISUTT JOINO ‘“[TPUMOAN ‘S “M 
 TIL ‘OT[9OTUOTT 7B PvorIery YSeqeA UO JUVUIZNaGY JO UoT}Deg 
 
 ievena-----+= 0,81 -2222o=2==-- 
 
 oe EE 22 Pees cts 2 eo hee 
 
 
 
 eebtriipe ve astestaederddec 
 
 
 
 -G\|---------------- 
 wane 
 
 
 
 ) 
 
 u 
 
 ‘4 
 OL %% 
 
 ‘*Q- 
 
 
 
 area a 
 oe ns qs: 
 
 
 
 A Sage 
 
 
 
 86 
 

 
 Monticello Bridge on Wabash Railroad. Photograph of Back of Abutment. 
 87 
 
Ey st. Louis. 
 
 EXPANDED METAL/| 
 
 !\ FIRE PROOFING } 
 \ C9. 
 
 
 
 
 
 
 
 
 
 
 
 IS"I BEAN 
 45.38 
 
 
 
 Wabash Plate Girder Bridge with Reinforced Concrete Floor, Hollow Abutments and Ornamental 
 Balustrade, in Forest Park, St. Louis. 
 W. S. Newhall, Chf. Engr.; 
 ss A. O. Cunningham, Bridge Engr. 
 

 
 
 
 
 
 
 
 
 
 Completed Wabash Bridge, Forest Park, St. Louis. 
 
 89 
 

 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 | 
 | | 
 | a 2116 —_—— — ~~. 
 | i 7 oo See 624 
 as Oba 
 9 a No) 
 | 0 a o> A 
 | y <c lant + 11550. 21 LONG SPACED #- CENTERS 
 ra =A SS y 
 | —|% 3/250 erus — 
 i se | | 
 ee wet Aone | 
 Zia my + Ce) le 
 | | Qf. ay a 
 : ss ae > 
 | | a * fi 
 2) 
 2 : . > 
 o Sf O Sea: VU 
 1 ' 
 eee KK 3 -0 — — 10°-0 mals = 
 2 © Oo x ie) ° 
 | bev w = 
 2 
 | 2 : w 
 a r 
 A 4 
 | ~ eos 16 4 E 2 
 : oy WG aS = Z 
 3% ng io ty | 
 | AN Ya Ons as LONG : 
 tei N S 
 | . r& SI'le’SQ -25' LONG SPACED 4 CENTERS 
 | fc) 
 y 
 oy TS 
 P SMT SQ°BW 2G 
 aL Bil a. 8 wee wee we ee 
 
 HALF SECTION HALF END ELEVATION 
 
 Section of Flat Top Culvert, 20’ Span, Wabash R. R., near St. Louis, Mo. 
 W. S. Newhall, Chf. Engr.; 
 A. O. Cunningham, Bridge Engr. 
 
 90 
 
 BASE OF RAIL - a Ee ee 
 
 = 24" 
 

 
 
 
 
 
 
 
 Completed 2 
 
 0’ Culvert, Wabash R. R. 
 91 
 
 
 
 
 
 
 
 
 
 
 
 ST. LOUIS 
 EXPANDED METAI 
 
 FIRE PROOFING 
 ) ia 
 
 
 
 
 

 
 
 
 
 EXPANDED METAL} 
 }) FIRE PROOFING § 
 (Ee 
 
 
 
 
 
 . 
 eae ae 3 
 : 
 8 
 t | * 
 fF wo 4-184" ome at 
 i ie" | ~ 2 
 , eretnerinton_, | 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 — arom 
 —-Sectione 
 
 One Type of Solid Reinforced Concrete Bridge Floor, Wabash Railroad. 
 W. S. Newhall, Chf. Engr.; 
 
 A, O. Cunningham, Bridge Engr. 
 
 92 
 
 
 

 
 
 
 
 
 
 
 # square corrugared bers 
 spaced 3c toe 
 
 
 
 
 
 
 Filled mith concrete 
 
 
 
 
 
 
 
 
 
 
 
 One Type of Solid Reinforced Concrete Bridge Floor on the C., B. & Q. R. R. 
 W. L. Breckinridge, Chief Engineer; C. H. Cartlidge, Bridge Engineer. 
 
 93 
 
 
 
 
 
 
 ST. LOUIS “@g 
 
 EXPANDED METAL 
 
 FIRE PROOFING (} 
 co. ) 
 

 
 
 OS 
 EXPANDED METAL 
 FIRE 2 tellaaee 
 
 > 
 
 Lor 
 
 Grotasseaeukaaeeres 
 
 20° 
 14-0" 
 BATTER KTo 1 
 
 1 
 1 
 
 ee 
 
 Lo” 
 
 5 
 
 foo one wo eo on =n --- 
 
 esas 
 1 
 
 "OM ie oy, 
 
 VERT 
 
 i°% wars. 3%4'crs, 
 
 
 
 
 J2Ny B pars 9'c.10¢. 
 |WiNG WALL salve rok 
 
 
 
 MATERIAL: REQUIRED 
 
 RRUGATED - STEEL+ BARS - CONCRETE -1980.5 CU YD 
 oe CU.YDS. STONE 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 to" 
 
 eal} CBO), INH 
 
 Old Monroe to Mexico Branch 
 
 BRIDGE N°. 77.22 
 
 BATTER ro] 
 
 CLEAR: BRANCH 
 CONGREREY Ober DOXe CVI Eas 
 
 
 
 
 
 SECTION: AT+ END 
 
 See = we- == 5° 3/2- 
 12-32". _ ------» 
 
 SECTION: AT: CENTER 
 

 
 
 
 
 EXPANDED META 
 FIRE PROOFING (} 
 co. y 
 
 Clear Branch Culvert. Nearly 100 Culverts of this type built on the Burlington Road in the years 
 19038 and 1904. 
 
 95 
 

 
 
 t EXPANDED METAL} 
 }) FIRE PROOFING 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 Plano Arch, 75’ Span; C., B. & Q. R: R. W. L. Breckinridge, Chief Engineer; 
 C. H. Cartlidge, Bridge Engineer. 
 
 96 
 

 
 Completed anate Arch. 
 

 
 ¥ ST. LOUIS 
 
 EXPANDED METAL ) 
 A) FIRE PROOFING 
 
 aA 
 
 
 
 Culvert on C., M. & St. P. R. R. C. F. Loweth, Engineer Bridges and Buildings. 
 
 98 
 

 
 Culvert on C., M. & St. P. R. R. C. F. Loweth, Engineer Bridges and Buildings. 
 Many Reinforced Concrete Culverts of all types have been built by this Road. 
 
 99 
 
 
 
 
 
 
 
 
 ST. LOUIS 
 
 EXPANDED META\ 
 
 FIRE PROOFING (| 
 C9. 
 
 
 

 
 
 
 ST. LOUIS 
 
 EXPANDED METAL 
 
 | FIRE PROOFING 
 Co. 
 
 
 
 
 
 
 
 Culvert of 20/ Span, P. S. & N. R. R. M. F. Bonzano, Chief Engineer. 
 160 
 

 
 
 
 
 
 
 
 —_—"= << == 
 {ST.LOUIS 
 EXPANDED METAL 
 
 | FIRE PROOFING 
 / Co. 
 — 
 
 
 
 
 
 Culvert of 6’ Span, P. S. & N. R. R. M. F. Bonzano, Chief Engineer. 
 Many Culverts of both Arch and Box Sections built on this Road in the last two years. 
 
 101 
 

 
 6 ST. LOUIS 
 
 1 EXPANDED METAL/} 
 FIRE PROOFING? 
 Y (9. \ 
 
 —— | 
 
 
 
 
 
 
 
 
 
 
 
 Four-Track Reinforced Concrete Arch at Willoughby Run on lL. S. & M. S. R. R. Clear Span, 154’. 
 E. A. Handy, Chf. Engr.; 
 te Frank Beckwith, Engr. of Bridges. 
 

 
 
 
 
 FIRE PROOFING 
 Co. 
 
 
 
 
 
 
 
 Willoughby Run Arch Completed. 
 
 103 
 

 
 
 
 
 
 
 
 rs ST. LOUIS 
 
 EXPANDED METAL/) 
 
 FIRE PROOFING 
 C9. 
 
 WSS 
 
 
 
 
 
 Photograph of Lake Shore 30/ Arch during Construction. 
 104 
 

 
 
 
 Reinforced Concrete Arch, 30’ Span, L. S. & M. S. R. R. E. A. Handy, Chief Engineer; 
 H. H. Ross, Assistant Engineer. 
 
 105 
 

 
 
 
 —— = — — ae 
 a ST. LOUIS 
 EXPANDED METAL 
 ) FIRE PROOFING 
 oO. 
 
 > 
 
 
 
 Angola Reinforced Concrete Arch, L. S. & M. S. R. R. 
 hy. -A. Handy, Chi. bner., 
 Frank Beckwith, Engr. of B. & S. 
 
 106 
 

 
 7ST. Louis “ag 
 
 \EXPANDED METAL 
 \| FIRE PROOFING | 
 |} Co. : 
 
 
 
 Appreach to Bridge Across Mississippi River at Thebes, Ill. Noble & Modjeski, Engineers. 
 107 
 

 
 
 
 Reinforced Concrete Arch, 60’ Span, on the Illinois Central Railway. H. U. Wallace, Chief Engineer; 
 
 fan H. W. Parkhurst, Bridge Engineer. 
 

 
 
 
 
 
 
 ST. LOUIS “ey 
 
 {\EXPANDED METAL 
 
 FIRE PROOFING (| 
 co. 
 
 
 
 Reinforced Concrete Arch, 75’ Span, on the Illinois Central Railway. H. U. Wallace, Chief Engineer; 
 ne H. W. Parkhurst, Bridge Engineer. 
 
ee ST. LOUIS. 
 
 CaEXPANDED METAL 
 FIRE PROOFING 
 C9. 
 
 
 
 
 
 
 
 
 REINFORCED CONCRETE BEAMS 
 
 The position of the neutral axis in a reinforced beam is almost 
 constantly changing. At the beginning of the loading it is at the 
 center of gravity of the section transformed into its equivalent in con- 
 crete by building out wings on each side opposite the plane of reinforce- 
 ment, having a depth equal to the thickness of the metal and a total 
 area equal to the area of metal multiplied by the ratio of the modulus 
 of elasticity of the steel to the original modulus of the concrete in ten- 
 sion. The neutral axis stays practically at this position until the stress 
 on the extreme fibre of the concrete in tension equals its tensile strength. 
 It then rises, as the loading proceeds, until the stress on the extreme 
 fibre of the concrete in compression amounts to about one-half its ulti- 
 mate strength, at which point the modulus of elasticity of the concrete 
 in compression begins to decrease. This checks the upward movement 
 of the axis, finally stopping it altogether sometime before the maximum 
 load capacity of the beam is reached. It is the peripatetic movement 
 of the neutral axis which makes it impossible to give, in simple 
 equations, a satisfactory scientific expression for the conditions at all 
 stages. Fortunately this is not necessary. We are chiefly interested in 
 knowing how to design the most economical beam for a given strength. 
 
 Most formule for the strength of reinforced concrete beams are 
 based upon a rectilinear relation between stress and strain, and the safe 
 values inserted therein, instead of the w/timate values. In our judgment 
 
 
 
 110 
 
 
 

 
 
 
 
 YY ST.LOUIS “@g 
 \EXPANDED METAL 
 FIRE PROOFING (| 
 ce. ay 
 
 —s 
 
 
 
 
 
 
 
 
 
 this is not wise, as it is impossible to know what factor of safety is ob- 
 tained. Most of these formulz will take 16,000 pounds per square inch 
 for the safe stress in the steel and say that there will be a factor of safety 
 of four on the structure, because the ultimate strength of the steel is 
 64,000 pounds per square inch. But when the elastic limit of the metal 
 is passed its modulus drops fromt 30,000,000 to 5,000,000 andes tie 
 cracks in the concrete become so very large immediately that we do 
 not consider as available any strength that can be obtained beyond this 
 limit; though this excess is considerable if the quantity of reinforce- 
 ment used is only one-half what it should be, as is the case in the 
 method above described. With only one-third the quantity of metal 
 necessary to develop the required ultimate strength at the elastic limit, 
 it is possible to break the metal entirely in two. For example, in a 
 six-inch slab of rock-concrete having expanded metal imbedded in its 
 lower portion, the expanded metal will always be broken apart, though 
 this is soft box-annealed material. But the factor of safety for such 
 construction should be four on the elastic limit, which would be equiva- 
 lent to about six on the maximum load. When, therefore, we give the 
 beam credit for no more strength than it can develop at the elastic limit 
 of the steel reinforcement, it is desirable that this limit should be fairly 
 high. With an elastic limit of 30,000 pounds per square inch the most 
 economical quantity of metal reinforcement is 1.5 per cent of the area 
 of the concrete, while with a limit of 50,000, one per cent only is 
 
 
 
 1il 
 
 
 
 
 

 
 ST. LOUIS 
 CpEXPANDED METAL 
 FIRE foe nes 
 
 
 
 
 
 required, or a saving of approximately one-third in the cost of the 
 metal. 
 
 As has been stated in the introduction, page 5, there is still some 
 discussion as to just when the first crack develops in reinforced con- 
 crete; but as also there shown, a proper reinforcement will cause the 
 beam to develop a large number of cracks very close together, in which 
 case these cracks will be of no material consequence so long as the 
 bars are stressed inside the elastic limit. Corrugated bars will accom- 
 plish this result. The cracks will be close together, small in size, and 
 will not be able to reach the bar itself. With plain bars, or bars of less 
 positive form of bond, this is not true; and beams reinforced with such 
 material cannot demonstrate immunity from injury so long as the stress 
 in the bars is inside the elastic limit. Such beams exposed to the action 
 of the atmosphere for a few months would be liable to have the re- 
 inforcement much corroded in time. | 
 
 In the following discussion it is assumed that a section plane be- 
 fore bending is plane after bending up to an elastic limit in the metal 
 reinforcement of 50,000 pounds per square inch, and up to the full 
 compressive strength of the concrete, which condition will be practically 
 true for corrugated bar reinforcement. The discussion further assumes 
 that such a quantity of metal is used as will cause the elastic limit stress 
 in the reinforcement and the full compressive strength of the concrete 
 to be reached at the same time. 
 
 
 
 
 

 
 
 
 ‘ST.LOUIS 
 
 
 
 
 
 
 
 || EXPANDED 
 FIRE PROOF 
 
 
 
 ING i 
 
 
 
 RECTANGULAR BEAMS 
 
 mnf. 5 
 
 Ene 
 
 
 
 Fig. 1 Fig. 2 Fig. 3 
 
 Fig. 1 is a cross section of a reinforced concrete beam. 
 Fig. 2 represents the strain diagram at the ultimate load. 
 Fig. 3 is the stress diagram corresponding to the above strain 
 
 diagram. 
 Let £,=Modulus of elasticity of steel in pounds per square inch. 
 
 
 
 Zl of the concrete in compression in 
 pounds per square inch. 
 F=Elastic limit of steel in pounds per square inch. 
 
 fe—=Compressive strength of concrete in pounds per square inch. 
 
 
 
 
 
 113 
 
 
 
 
 

 
 
 ‘ “LOUIS: ~~ 
 EXPANDED METAL | 
 ) FIRE cane 
 
 
 
 
 
 
 
 
 
 
 
 f—Tensile strength of concrete in pounds per square inch. 
 6—Width of section in inches. 
 
 a’—=Area of one bar in square inches. 
 
 d—=Spacing of bars in inches. 
 
 2 
 
 a = . . . 
 aime umber of square inches of metal per inch of width. 
 € 
 
 ab 
 
 —7o Total area of metal in width b. 
 
 M.=Moment of ultimate resistance of cross-section in inch 
 
 pounds. 
 M=Bending moment of external forces in 1 inch pounds. 
 W-=Total load on beam in pounds. 
 P.=Total stress on metal in width b in pounds. 
 P.=Total compressive stress on concrete in width D. 
 P.=Total tensile stress in concrete in width b. 
 N= Unit elongation of extreme fibre in compression. 
 A,= Unit elongation of steel. 
 e=Distance in inches from extreme fibre on tension side to 
 middle plane of metal reinforcement. This thickness 
 is not figured into the strength of the beam. 
 
 114 
 
 
 

 
 
 
 
 
 ST. 
 \ EXPAN 
 FIRE 
 
 
 
 
 
 
 
 
 
 Referring to Fig. 3, we assume that the shaded area above the 
 neutral axis represents the complete compressive stress diagram of the 
 concrete, 0 s being the axis of proportionate elongation, and the neutral 
 axis the axis of stress per square inch. From an examination of a 
 great many such diagrams we have found that the resultant modulus— 
 represented by the tangent of the angle  o s—is about two-thirds in 
 rock concrete and one-half in cinder concrete as much as the original 
 modulus—represented by the tangent of the angle m o s. Also that the 
 total area for both kinds of concrete is about one-quarter larger than 
 the triangular area n 0 s. ‘These assumptions seem crude at first, but 
 as a matter of fact they are not more so than would be any formula 
 intended to represent the compressive stress diagram for a class of 
 concrete. The latter would give all points on the curve, whereas our 
 method gives only the end of same; but our location of that point is 
 as accurate as can be obtained by any method. 
 
 We can then write the following equations: 
 
 ROCK CONCRETE 
 
 yaaa ee Rees eran eta: rt) 
 oe 
 a3 
 
 
 
 115 
 
 
 
 
 
 
 
 
 LOUIS 
 DED METAL} 
 PROOFING (| 
 Co. 
 
 
 
 
 

 
 
 
 
 
 
 
 Bute ean 
 Vo 
 F 
 And arp 
 fy, 
 Then a rage 
 . QFE. 4; 
 And Se=3E y, 7 
 DV kis BB 
 ———— Hi et Ue aia MES PRGR eae ay sc sctler cule Matha aie) | daealva stelle Shoe Tehie By 
 Or Vo RFE" (2) 
 For the steel, 
 Fig? 
 aE Re eH eI fo ey tr NE LAOS ae OE 4 
 P= (3) 
 For the concrete in tension, 
 8FE, f,ov 
 Ze. fy Re | Po) rel eet ey (4) 
 The empirical constant 38; is derived from the results of M. 
 Considére. 
 
 
 
 
 
 
 
SY ST.LOUIS “@; 
 
 
 
 
 
 
 
 We then have, 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 WEA ak Ly 2s VN Aen oe ET Pe Pc oe (5) 
 Bf.by, Fab  8FE, fiby, 
 
 be eee Vee eC ot cae (6) 
 Lt Le 
 4. vb 15 f.by,—64 foy\\ FE. ) | 
 
 From which cet (oe mh Ca) 
 
 For the moment of resistance we have, 
 __ farb 2y1\ , 8hbv2(i2 | 2 
 Be 7 (y.+ z)+ iG 5+ mp |eotetts Erk eee: (8) 
 
 The size of beam needed to develop a required moment of resist- 
 ance can now be readily obtained from equations (2), (7) and (8). 
 From (2) we obtain a numerical ratio between y, and y». when the 
 constants depending only upon the particular materials used are known. 
 Equation (7) gives the quantity of metal required in terms of 4, all 
 other factors being known constants for the given materials. Then 
 (8) gives the value of the ultimate moment of resistance in terms of | 
 y, only. As the moment of resistance is to equal the bending moment | 
 of the external proof loads, WM, in equation (8) is known which at 
 once gives the value of y, from which all other values may be 
 determined. 
 
 
 
 
 
 Wa, 
 
ST. LOUIS. 
 EXPANDED METAL 
 
 
 
 FIRE PROOFING 
 co. \ 
 
 
 
 AVERAGE ROCK CONCRETE 
 We have found the best average values for the constants for 1:3:6 
 rock concrete to be the following: 4,=3,000,000, f.=2,000, and /f, 
 =200. 
 
 For the steel the value of E, varies but little for the different grades 
 of rolled material, but F, or the elastic limit, varies greatly. As before 
 stated in the introduction, we can not utilize any of the strength of 
 the steel beyond the elastic limit, therefore it is desirable that this limit 
 should be fairly high. 
 
 Our corrugated bars have an elastic limit of between 50,000 and 
 60,000 pounds per square inch. We therefore use for the constants for 
 the steel, 4,—29,000,000 and “50,000. 
 
 With these values equations (2), (7) and (8) reduce to the 
 following respectively : 
 
 ¥o=1.72y, Lig=12- [pes OSL Lem tase se iene ni uiareisna gnc (9) 
 ab 
 ————. Dby 26 
 
 ad Denes and c= <7 =0.07TA=.64% Be ee (10) 
 M,=27506y,’ 
 
 A=y,+yo+e } we have, WT eH SC20R ao en eee tas CE) 
 
 SPECIAL ROCK CONCRETE 
 
 There are certain grades of rock that give a much more compres- 
 sible concrete than the above and have at the same time a greater com- 
 
 118 
 
 
 

 
 
 
 
 
 
 
 pressive strength. Trap rock falls within this category as well as 
 certain kinds of western limestone using a well proportioned aggregate 
 and a mix of 2:1:5. For such concrete we may assume the following 
 constants : 
 
 £ =2,400,000, f,=2,400, A200. 
 
 Using the same values for the steel our equations of design then 
 become : 
 
 Yoe=1s 1 Dy, | Tid == 12" Bias Whe Ake, aA oe ee (12) 
 ab 
 ———— } 2b 
 
 amen and et —=0.1324=1.1% re: (13) 
 M,=26206y2 ; 
 
 h=y,+y.+e } we have, MV peat) ay epee? ee (14) 
 
 CINDER CONCRETE 
 
 For'a 1:2:5 mix of cinder concrete we have 4,—750,000, f= 
 750 and f,=80. 
 For this material the equations become: 
 
 ¥o=0.862y, If 6=12” eC A Oa /Dy a imsteerer vier dx tae he (15) 
 ab 
 oe Thy 25 
 d PN and =< <-=0.018h=.4% ax a (16) 
 M,=6936y,? 
 
 h=y,+y.+e we have, IW hes RI) ae en aes Ae (17) 
 
 
 
 
 

 
 
 
 
 ST. LOUIS 
 
 EXPANDED METAL 
 
 ) FIRE PROOFING 
 Co. 
 
 
 
 
 
 
 
 
 
 TABLE FOR THE DESIGNING OF 
 STEEL-CONCRETE BEAMS IN AVER- 
 AGE ROCK CONCRETE 1:3°6. 
 
 TABLE FOR THE DESIGNING OF 
 STEEL-CONCRETE BEAMS IN SPE- 
 CIAL ROCK CONCRETE, 1:2°5. 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 M | k 7 M | &k q M\k q 
 
 100 5.27 | 0.408 1000 | 1668 | 1.289 100 4 27 0.562 
 150 6.45 500 1500 | 20.40 | 1.580 150 5 22 .689 
 200 7.45 .576 2000 | 28.50 | 1 812 200 6.02 .795 
 250 8 32 644 2500 | 26.30] 2.088 250 6.74 889 
 300 9.12 706 3000 | 28.80 | 2.280 300 7.38 975 
 350 9 85 . 762 3500 | 31.15} 2.410 350 7:95.) 1 050 
 400 10.52 816 4000 | 33.25 | 2.578 400 8 62 | 1.125 
 450 if Kel 864 4500 | 35.25 | 2.780 450 9.05 1.193 » 
 500 11 73 - 910 5000 | 37 20 | 2 880 500 9.53 | 1.258 
 550 12.38 956 5500 | 39.10 | 3.025 550 10.00 | 1.320 
 600 12 90 .998 6000 | 40.80 | 3.160 600 10.44 | 1.380 
 650 13.40 | 1.040 | 6500 | 42.50 | 3.285 650 10.84 | 1 4385 
 700 13.92 | 1.078 | 7000 ; 44.00 | 3.410 700 11.29 | 1.486 
 750 14.40 | 1.113 7500 | 45 60 | $.530 750 11.68 | 1.540 
 800 14.88 | 1.151 8000 | 4700} 3.640 800 12.02 | 1.588 
 850 15.3h 1.188 | 8590 | 48.55 | 3.760 850 12 41 | 1.640 
 900 15 80 | 1.222 | 9000 | 49.90 | 3 860 909 12.79 | 1 686 
 950 16 25 | 1.258 || 10000 | 52.70| 4.075 950 13 11} 1.735 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 M 
 
 
 
 1000 
 1500 
 2000 
 2500 
 3000 
 3500 
 4000 
 4500 
 5000 
 5500 
 6000 
 6500 
 7000 
 7500 
 8000 
 85)) 
 9000 
 10009 
 
 
 
 h 
 
 
 
 13.49 
 16.50 
 19.05 
 21.30 
 23.35 
 25.20 
 26.90 
 28.59 
 30.10 
 31.60 
 33.05 
 34.39 
 35.65 
 36 90 
 38.10 
 39.30 
 40 40 
 42.60 
 
 
 
 
 
 
 
 M=Ultimate bending moment of external 
 forces in thousands of inch pounds. 
 
 h=Depth of beam in inches. 
 
 q=Number of square inches oi metal re- 
 quired in beam one foot wide. 
 
 Depth to metal taken at 0.9h. 
 
 
 
 
 
 
 
 M=UvUltimate bending moment of external 
 
 h=Depth of beam in inches. 
 q=Number of square inches of metal re- 
 
 quired in beam one foot wide. 
 
 Depth to metal taken at 0.9h. 
 
 forces in thousands of inch pounds. 
 

 
 
 
 
 ST. LOUIS “® 
 
 EXPANDED METAL# 
 
 | FIRE PROOFING ( 
 Ce. 
 
 
 
 | | 
 TABLE OF SPACING REQUIRED FOR DIFFERENT SIZES OF CORRUGATED BARS | 
 | FOR GIVEN AREA OF METAL IN RECTANGULAR BEAMS ONE FOOT WIDE. | 
 ee Ee ee ee | 
 
 | 
 
 
 
 
 
 
 
 | | 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 | OLD STYLE BAR | NEW STYLE BAR. 
 11 
 OCH Bee I) a7" WIP Ab, yw il we | age A NY ae ; | 4" | 
 / Sr ear | BAR BAR ae Bae he || Bae | Bar | BaR | Se Gaye ma ve 
 
 2” 1.080”) 2.220”) 3.300”! 4 200”) 6.480”)| 0.860”) 1.5007] 2 340”] 3 360”! 4.6207} 6.000”! 9.3870” | 
 24%" 0.860”) 1.780”) 2.650”) 3.360”) 5.140”)| 0.290”) 1.200”) 1.870”) 2.690”) 3 700”| 4.800”| 7.500” | 
 
 3” 0.725”) 1.480”) 2 200”) 2.800’! 4.280”|| 0.240”) 1 000”! 1.5607] 2.245”) 8 C80”) 4.000”| 6.240” | 
 3” 0.620”) 1 270”) 1 890”) 2 400”) 3.670”|| 0.210”) 0.860”) 1.340”) 1.920”) 2.610”| 3.480”| 5.360” 
 
 4” 0 540”) 1 11a”) 1.655”) 2.100’! 3.210”|| 0.180”! 0.750”! 1 175”! 1.680”! 2.310”! 3.000”) 4.680” | 
 4\,” 0 480”) 0.990”) 1 470”) 1 860”) 2 850” 0 16 .) 0.670”) 1.040”! 1.490”) 2.050”) 2.670”) 4.160” 
 
 5” 0.430”) 0.890”) 1.320”) 1.680”) 2.570’) 0.140”) 0.600”) 0.940”) 1.340”) 1.850”| 2.400”) 3.750” 
 5M” 0 390”) 0.810”) 1.200”) 1.520”) 2.340”) 0.180”) 0.550”) 0.850”) 1 220”) 1.680”) 2.180”) 3.410” 
 
 6” 0.3607) 0 Tio”) 1.100”) 1.400”) 2.140”)| 0 120”) 0.500”) 0.780”) 1.110%] 1 5380”) 2 000”| 3.120” 
 614” 0.385”) 0.685”) 1.020” 1.290”| 1 970”|| 0.115”| 0.460”; 0.720] 1.080” 1.420] 1.8507] 2 880” 
 
 ie 0.310”) 0.680”) 0 940”) 1.200”) 1.830”)! 0.100”! 0.480”! 0.670”| 0.960”| 1.320” 1.7207] 2.680” 
 Ty," 0.2907) 0.590”) 0 §80”) 1.125”) 1.7Lo0”|| 0.100”) 0.400”} 0.620”) 0.890’ 1.280”) 1.600”! 2.500” 
 
 8” 0 270”) 0.550”) 0 820”) 1.050”) 1.600”)| 0.090”) 0.380”) 0.590”) 0 810”) 1.150”} 1 500”| 2 310” 
 84” 0.250%) 0 520”) 0.770”) 0.995”) 1.510” 0.080” 0.350”) 0.550”) 0.790”) 1.090”) 1.420”) 2.200” 
 
 vi 0.240”) 0.500") 0.730”) 0.980”) 1.430” | 0.080”) 0.3830”) 0.520”) 0.750’) 1.020”) 1.380”) 2.080” 
 91,” 0 280”) 0.470") 0.698") 0 8850”) 1 355”|| 0 080”) 0 320”) 0,495”! 0.710”| 0.970”| 1.260”) 1.970” 
 10” 0.2207] 0 440”| 0.660”| 0.8407] 1.280”|| 0.070”! 0 300”| 0 2" OLoTm OOS cee 20 ewes te STi 
 ALY 0.200”) 0.400”) 0.600”) 0.760”) 1.170” 0.075” 0.270” 0 430”| 0.610” 0.8409”| 1 090”] 1.700” | 
 12” 0.185”) 0.375”) 0.550”) 0.700”} 1 070”|| 0 060”) 0.255”| 0 395”| 0.560”| 0.770”| 1.000”| 1.560” | 
 
 
 
 121 
 

 
 
 
 
 
 S” ST. LOUI 
 
 EXPANDED METAL /| 
 
 !) FIRE PROOFING 
 (9. 
 
 
 
 
 
 TESTS OF THE UNIONSBE TW EENSCONCKETE 
 ANIDSS GEE 
 
 A recent issue of Beton and Hisen gave the results of a series of tests upon the 
 holding power of different types of rods imbedded in concrete, made in the labora- 
 tories of the Massachusetts Institute of Technology by Prof. C. W. Spofford. 
 
 Portland cement concrete was used, made in the following proportions by 
 weight: One part cement, three parts sand, six parts broken stone. This mixture 
 was used in order that the results would correspond with tests upon beams and 
 columns which were under way at the same time. The mixture, however, is very 
 lean and would not again be used. The sand was clean, but rather coarse grained, 
 containing approximately 47 per cent of voids. The broken stone was a mixture of 
 two parts of 1” trap and one part of 4%” trap. The mixing was thoroughly done 
 by hand, the concrete being wet enough when tamped into the moulds to flush 
 water to the surface. The moulds were, in some cases, not as tight as they should 
 have been and some water leaked cut, carrying with it some of the cement. It is 
 not believed, however, that the loss thereby was sufficient to injure the results of 
 the tests except possibly in a very few cases. The rods were all thoroughly cleaned 
 by a sand blast, thus insuring uniformity in the surface conditions. 
 
 A 100,000-pound Olsen vertical testing machine was used, rigged with short 
 uprights, carrying the platform upen which the specimens were placed. The load 
 upon the bearing end of the concrete block was distributed by the interposition of 
 a sheet of 4%” felt between the concrete and an angular steel ring resting upon the 
 platform of the machine. In all cases the rod projected a short distance at the 
 upper end of the block (the pull being downward at the lower end) and this pro- 
 jecting end was carefully watched in order to detect the first evidence of slipping. 
 The rods used were round, square, flat, square but twisted through an angle of 
 20 degrees (Ransome rod), Thacher and Johnson. The table has been arranged 
 from the original tabie in Reton and Eisen so that bars of the same size are 
 together.—Reprinted from the Railroad Gazette, for September 18, 1903. 
 
 
 

 
 
 PROOFING 
 
 EXPANDED M 
 FIRE 
 
 
 
 
 
 
 
 
 
 paddtrs poy 
 paddtis poy 
 peddrs poy 
 poddts poy 
 paddis poy 
 qds ajyo1ou0D 
 ayorq poy 
 qiyds ajatouo0+) 
 peddrs poy 
 poddt[s poy 
 peddt[s poy 
 peddt[s poy 
 peddt[s poy 
 peddi[s poy 
 peddits poy 
 peddits poy 
 poddris poy 
 peddt[s poy 
 qjds ajyatouo0y 
 yitds ajatou0—D 
 qipds ajar 0d ‘QOO'FL 9B paddiys poy 
 yitds ajarowo—y 
 qItds ajarouwod ‘gen‘'6L 38 peddi[s poy 
 yds ajarowod ‘Q00'RT 98 peddtis poy 
 ayorq Poy 
 axOId POY 
 “UT Z-1 TT ysnorqy parrnd 
 ‘OOF FL SSajs *xPUL Yonor4y 
 por ‘ooo'er ge peddits poy 
 pula WO paysndo ajatoW0,) 
 yipds ajatowo:y 
 qitds ajaromoo ‘pots 18 peddi[s poy 
 “ut ¢ ysnosyy parpud poy = “yrds 
 AIIOUOD ALI AM ‘YOO FL OF UTVTR osor 
 ‘0008 0} paddozp ‘Qn0'aE 4B peddtyps poy 
 A[[BUIPHJIDUOT FTAs aJorOUOD 
 yids ajyatomwoy 
 qttds ajarouoo ‘paddits poy 
 ‘ul g Ysnorygy parpnd poy “yrds 
 a}ILNTOD IAM “HOG‘'R OF WIRHR asor 
 ‘000'9 07 peddozp ‘0090's 4 peddrts poy 
 A[[Rurpnysuo; yITds ajatowo0y 
 
 (p fur waurroads) 
 
 DOT 
 pend 
 
 | 009° 9F 
 
 00¢°6E 
 OOL'S8 
 | OOL GF 
 O00 BF 
 -00S°06 
 | OOF 6E 
 
 
 
 | OUS*RS 
 | 00%°98 
 | OOF OF 
 | 006°GF 
 086°8 
 
 00898 
 OOS 
 | 006'¢8 
 OOF 
 009'08 
 | 006'CF 
 | o00'Le 
 00168 
 | 000'eS 
 | 008° 9F 
 | 00686 
 009°8¢ 
 
 000°09 
 | 00°29 
 | 002'£6 
 009° CF 
 
 000'9e 
 | OOF GE 
 002‘28 
 | 006°9% 
 
 00z'ee 
 
 
 
 
 
 *syIBUayy 
 
 out arenbs 
 
 oas Jou Jo T 
 aad spunod ut pos wo ssarjg 
 
 “UorL 
 
 
 
 
 
 
 
 “uOL 
 
 CFL 
 FOL 
 
 | ST 
 
 1a 
 616 
 £8b 
 16 
 
 6EE 
 
 
 
 966 
 61 
 ing 
 1G 
 19+ 
 FFE 
 Sa 
 619 
 8LF 
 IeF 
 $S¢ 
 
 G13 
 
 886 
 S66 
 StS 
 OFS 
 
 
 
 s Surmvayg | 
 
 out a1enbs 
 I sso} 
 
 yoas Jou Jo Y 
 
 spunod u 
 
 aad 
 
 92°0 | OOL‘9% 
 92°0 | O8TAa 
 92°0 | OOL TZ 
 920 006°8% 
 FEO 009°ST 
 
 120 000'8¢ 
 
 62°0 | OOL'SS 
 92°0 | 009°98 
 920 ODE*Es 
 
 
 
 
 
 
 
 
 9¢°0 | OOLTS 
 9 0080 
 1 9°0 | 009° 
 | FF'0 | 009'ST 
 1920) 000° 
 
 9¢°0 | 080% 
 1 9¢°0 | OOF‘ZL 
 }92°0 | 00L°6 
 
 
 
 
 
 
 
 120 009" 
 68°0 | OSU'S 
 19e"0 | 006‘ 
 40 OSL°SL 
 /8L°0 | O¢¢*0OL 
 | 
 | 
 | ¢%'0 | 000‘¢T 
 130 | 008‘ 9T 
 PLO OGL EL 
 /8L°0. 0088 
 1 ¢3'0 | 000°FI 
 /86'0 | OOL'S 
 $10 | 006°CL 
 |SL0 | 0&8" 
 | 
 /£%'0 | 008'8 
 £30 | OOL'SL 
 
 | ty 
 Se| 8 
 6B] & 
 Be! 8 
 ab): 
 rs Sl eS 
 ae) 5 
 
 tee 
 | S| 5 
 1Boel < 
 Bo| 5 
 "wm _ 
 
 w n 
 
 f ‘ 
 
 wn 
 
 & 
 
 [=A 
 
 ° 
 
 B 
 
 
 
 pesca 
 NN 
 
 ANNs 
 
 dur ‘ajJa19M09 
 
 “your 
 pappequirt por so qyZuaT 
 
 ul 
 
 
 
 
 
 | 
 | 
 
 
 
 ‘YOO[q a}a10M09 Jo az 
 
 
 
 
 
 aienbs $-¢ 
 punod f-¢ 
 
 | p-f uosuygor 
 8X8 F-G  LOYORUL, 
 8X8 F-g suULOsuRY 
 8X8) F-T X F-1G 
 8X8 | 8-§ XZ-LT 
 8X8 @-L X8-LI 
 8X8 | arenbs --¢ 
 RXR | punod f-¢ 
 Qxg| FE X F-1G 
 8X8 8-@ X Z-L TL 
 8X8 | 6-1 X8-LT 
 gx arenbs F-¢ 
 punod F-¢ 
 pf uosunygor 
 F-G | TOYORYT, 
 F- VULOSURY 
 $2 uosuyor 
 QXQ F-G AAYORUT, 
 RXg | F-g oULOsURYy 
 9x9 |G-| wosuyor 
 9X9 | S-T AOYoRyL 
 RX | Z-L auLOsuRyy 
 9X9 | G-[ aMoOsuRY 
 9x9 Z-| uosuyor 
 9X9} 6-T rOYoRyL 
 Rx | Z-T auLOsuURy 
 9x9 Z-[ aulosuRy 
 9x9 | G-| uosuyor 
 
 TayoRy I, 
 
 
 
 Z-[ oulosuRy 
 Z-[ ewosuRy 
 
 | 
 
 “yout ‘por jo addy, | 
 
 out 
 
 Y 
 
 
 
 
 
 
 
 | 
 | 
 | 
 
 “1aSaLS GNV 3ALSAYONOSO 
 NS34SML5qa NOINN SHL NO SLSA3L 30 SLINSAY 
 
 
 
 
 
 
 
 
 
 
 
 123 
 
ST. LOUIS. 
 EXPANDED METAL 
 d) FIRE PROOFING ( 
 
 
 
 PRS emee eres 
 a 
 L 2 = 
 + (THEORETICAL POINT FOR L 
 JOHNSONS FORMULA FOR -~ 
 ‘ 1}2-4 IROCK| CONCRETE|- ~ 
 : is 
 iva 
 | Z es 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 40 P 
 of Zea) 
 Le me 
 i) 2 
 W300 
 Ww 
 3 BEAM TESTS 
 q JOHNSON CORRUGATED BARS 
 P 200 UNIVERSITY OF ILLINOIS TESTS+ CONCRETE 1-3-6 
 18 ROSE POLYTECHNIC INSTITUTE = + " 13-6 
 G UNIVERSITY OF PENNSYLVANIA « 1-2-4 
 100 4 UNIVERSITY OF WISCONSIN 3 " 1-2°4 
 GMmMl& Sue RY: a " 2-4 
 : 1-2-3 
 
 
 
 
 
 
 
 BOSTON, TRA ae i 
 
 1.0 \. 
 PERCENTAGE OF REINFORCING 
 
 124 
 

 
 POO ReZAIN Hes 
 
 The foregoing discussion applies to beams on knife edge supports. 
 Rectangular beams when incorporated in floor panels will have just 
 about twice the capacity given by the formula, and the following tables, 
 I to VI, are made up on this basis. 
 
 To give a scientific discussion of this is almost impossible. It is 
 a matter of actual practical experience. We can, however, see that 
 it is reasonable to expect about such an increase. The haunches built 
 down upon the lower flange of the supporting beams give a continuous 
 girder action such as reduces the external bending moment one-third. 
 Also the floor in adjacent panels produces an interior arching action, 
 increasing the area of this compressive stress diagram about one-third, 
 the effect of the two being to double the moment of resistance. 
 
 If the beam does not have the haunches projecting below as de- 
 scribed, but is itself the full depth throughout, then we would add 
 one-third only to the value of the moment of resistance. 
 
 Beams of Tee shape are not greatly strengthened by incorporation 
 in floor panels inasmuch as most of the compressive strength comes 
 from the flanges, too high up to be affected by the interior arching 
 action. That is to say, P.” (see page 135) would remain practically the 
 same and P.’ would be increased probably 50 per cent. But the latter 
 is usually so small as to make this increase of little value. 
 
 YY ST.LOUIS 
 
 
 
 EXPANDED METAL 
 FIRE PROOFING (| 
 co. y 
 
 
 
ST. Louls. 
 
 
 
 
 
 TABLE I. 
 
 GIVING BREAKING LOADS FOR CINDER CONCRETE FLOOR SLABS WITH NO. 16GA. 
 2%" MESH EXPANDED METAL IMBEDDED. 
 
 U=Uniformly distributed load in pounds per square foot, in addition to dead weight. 
 C=Concentrated load in tons, in middle of slab 12” wide. 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 | SPAN IN FEET. 
 Thickness | Mo ”=Floor-Slab 
 of Slab | 4 | 5 6 7 | 8 | a | 10 Moment of Resistance 
 in inches. | l | l | =2Mo 
 ujelulel v c||u|el/u]o, ujelule 
 2 6800 68 435 0.54 300 49)... Ebony facia aeraed ree Nae hee 16300 
 21% ‘1060 1.06 680 0.85)| 470)0 71|| S45 10c61 lee eer eee ote re at 25460 
 3 1360 1 36|| 870 1.09 605|0.91. 445/0.78|| 340)0.68]|....|.... ae | 32830 
 3% “1640 1.64 1050/1.31|| 725 1.09) 535/0.94!| 410)0.82}| 3250.73 | Sdoallsocs | 39210 
 4 1900 1 90, |1220/1.52)| 845 1.27] 620|1 09|) 475)0.95]) 8800.85), 305/0.76 45700 
 4, ove 18}|1390 1.74) 970 1.45 710}L 24)| 545/1.09 430/0.97 | 350 0.87 52200 
 5 AS 1560)1 96)| 1090 1.63, 795)\1.40}) 610/1.22 na ge | 390 oe 58750 
 5% | mile 1740 ae 1210)1 at 890|1 55|| 680/1 36 540 1.21 | 440|1 09) 65300 
 6 os 00) 1910 2.39) 1330 2 975|1.71)|| 750 1.49] pase ta | 480 1.20| 71900 
 | u="e 3 ae l=span in feet. 
 
 
 
 126 
 

 
 TABLE I 
 
 GIVING BREAKING LOADS FOR CINDER CONCRETE FLOOR SLABS WITH No. 10GA. 
 3” MESH EXPANDED METAL IMBEDDED. 
 
 U=Uniformly distributed load in pounds per square foot, in addition to dead weight. 
 C=Concentrated load in tons, in middle of slab 12” wide. 
 
 I. 
 
 
 
 
 
 
 
 
 
 ST. LOUIS “®g 
 EXPANDED METAL} 
 FIRE PROOFING (| 
 
 Co, ) 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 | 
 | SPAN IN FEET. 
 | Thickness Mo”=Floor-Slab 
 | of Slab Porn | eee 6 7 Sites 10 Moment of Resistance 
 in inches. in l =2Mo 
 | Cai CN sURi Ce OrieCe it) Way C: eUy Call Umi Can Cis 
 i | | | 
 
 2 720'0.72)| 460,0.58)) 320/0.48 17350 
 
 24 1180|1.13)} 730.0 91}; 505)0.76)| 370/0.65)|.... 27200 
 
 3 1620,1.62)|10351 29 720 1.08)| 525/0.92)) 405)0.81 38300 
 | 3h, 2140/2. 14)/1370/1.71,) 950 1.42|| 700)1.22 | 535|1.07|| 425)0.95 51300 
 
 4 2490/2 49)/1595/1. 99 |1110)1 66, 815}1 42 | 620/1.24]| 490/1.11}} 400) 1.00 59800 
 
 41% 2850 2. 86 1920 2.28 1270 1.90 930)1. 62!) 710)1.42|| 565)1.26)| 455) 1.14 68300 
 
 5 3200/3. 20/2050 2.56) | 1430/2. 13//1050/1.83)| 800/1.60}} 6830/1 42}| 510)1.28 76900 
 
 5% 3560]3.56||2280|2.85!/ 1580/2. 37||1165/2.03)| 890)1.78|| 705!1 58)| 570}1 42 85500 
 
 6 3950/3 95 2520 3.14 |1750)2 62||1280/2.24|| 980/1.96]| 775/1.74/| 6301.57 94200 
 
 u="27 C nT l=span in feet. 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
EXPANDED METAL 
 !) FIRE PROOFING 
 Co. 
 
 
 
 
 
 TABLE III. 
 GIVING BREAKING LOADS FOR CINDER CONCRETE FLOOR SLABS, USING %” SQUARE 
 
 CORRUGATED STEEL BARS OF SUCH SPACING AS TO MAKE THE SLABS 
 
 OF EQUAL STRENGTH IN TENSION AND COMPRESSION. 
 
 pounds per square foot, in addition to dead weight. 
 in middle of slab 12” wide. 
 
 =Uniformly distributed load in 
 C=Concentrated load in tons, 
 
 
 
 
 
 Thickness of 
 Slab in inches. 
 
 
 
 SPAN IN FEET. 
 
 
 
 
 
 
 
 Floor-Slab 
 
 
 
 Spacing of 
 Bars in inches. 
 [oo] 
 
 Mo” 
 
 Moment of 
 Resistance 
 =2(Mo or Mo’] 
 
 
 
 m oo 
 = 
 
 ~ 
 ~ 
 ro 
 
 
 
 8%|) 930/1.85 
 o| 7%||1170/2.34 
 7 |/1390|2.77 
 6| 6 |/1770)3 54) 
 
 
 
 
 
 
 
 51%| 2100/4 21 
 6} 5 | 2500 5 00) 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 3.37) 
 4 a 
 
 
 
 385.1 06 
 490 1.35 
 620 1.70 
 735 2.02 
 935 2.57 
 1110 3.06 
 1320 3.64 
 
 
 
 | 790 
 
 
 
 
 
 
 
 | 935/2.81 
 1110 3.34 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 37500 
 52400 
 70000 
 89000 
 112400 
 133000 
 170000 
 202000 
 240000 
 
 
 
 
 
 l=span in feet. 
 
 
 

 
 
 
 
 
 
 
 ST. LOUIS 
 {\EXPANDED METAL 
 FIRE PROOFING (] 
 
 ce. ) 
 
 
 
 
 
 
 
 
 GIVING BREAKING LOADS FOR ROCK CONCRETE FLOOR SLABS WITH No. 16GA. 
 2%2” MESH EXPANDED METAL IMBEDDED. 
 
 TABLE IV. 
 
 
 
 U=Uniformly distributed load in pounds per square foot, in addition to dead weight. 
 
 C=Concentrated load in tons, in middle of slab 12” wide. 
 
 
 
 
 
 
 
 
 
 Thickness 
 of Slab 
 
 in inches. 
 
 
 
 SPAN IN FEET. 
 
 
 
 
 
 10 
 
 
 
 
 
 wal Cele] hee 
 
 | C 
 
 lu | 
 
 Cc 
 
 U 
 
 
 
 930)0.93)| 595 
 
 
 
 
 
 
 
 
 
 0.75 
 0.97 
 1.20 
 1.43 
 1.66 
 1.89 
 2.12 
 
 (2.35 
 
 
 
 ) 2.57 
 
 415 
 540 
 665 
 790 
 920 
 1050 
 1180 
 1300 
 1430 
 
 
 
 
 
 OG 2 ererorel | etors 
 400)0.69]|....].... 
 
 0.81 
 1.00 
 1219 
 1 38 
 1.57 
 1.76 
 1.96 
 plats 
 
 
 
 
 
 490|0.86 
 580|1.02 
 675|1.18 
 770\1.35 
 865)1.51 
 960|1.67 
 1050/1.84 
 
 
 
 i=span in feet. 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 330 
 375 
 425 
 
 | 470 
 || 520 
 
 
 
 0.83 
 0.94 
 1.06 
 1.17 
 1.29 
 
 
 
 
 
 
 
 M o”=Floor-Slab 
 Moment of Resistance 
 
 =2Mo 
 
 22450 
 29200 
 36000 
 42850 
 49700 
 56600 
 63500 
 70400 
 77300 
 
 
 
 
 

 
 TABLE V. 
 
 GIVING BREAKING LOADS FOR ROCK CONCRETE FLOOR SLABS WITH No. 10GA. 
 3” MESH EXPANDED METAL IMBEDDED. 
 
 
 
 | U=Uniformly distributed load in pounds per square foot, in addition to dead weight. 
 | C=Concentrated load in tons, in middle of slab 12” wide. 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 SPAN IN FEET. 
 | Thickness . M o”=Floor-Slab 
 of Slab 4 5 6 as 8 | i) 10 Moment of Resistance 
 | in inches. T 7 =2Mo 
 | u/c] ulc|/ulcliuje}/ujciiu/cl|luj|c 
 + F 
 
 2 1230 1.281] 785 0.98 545/0.82)| 400/0.70 Fe, el et BAe loor Bes || 29500 
 
 2% 1600)1.60)/1020)1.28)) 7101.06|) 520/0.91/) 400/0.80/|....|....|)..../.... 38400 
 | 3 ) 1970|1.97)/1260)1.58|| 875/1 32|| 645/1.13)| 495/0.99|) 3900.88||....|.... | 47400 
 | 3% | 2350/2.35 |1500/1.88| 1050)1.57)| 770/1.34)) 590/1.17|| 465/1.04)) 8375/0 94 | 56450 
 | 4 | 2730|2.73||1750 2 18] 1210/1 82) 990/1.56 680/1.36)| 540/1.21)) 435/1.09 | 65500 
 4% | 3110/3. 11 1990 2.49, 1380/2 07|/1010)1.78|) 775/1.55 | 615/1.38)| 495)1. 24 74700 
 
 5 | 3490/3. 49) |2230/2. 79) |1550/2.33//1140/1 99|) 875/1.74!| 6901.55 560)1.39 | 83850 
 
 5% | 3870|3.87 2480 3.10, 1720 2.58} |1265/2.21)/ 970/1.94)| 765)1.72)| 620/1.55)| 93000 
 
 6 | 4260 4.26, 2740 3.41 '1900 2.84) 1400 2.44)|1070)2. 14) 840 1.90 680)1.71 / 102200 
 | : es — ae 2 
 u=se if Gator l=span in feet. 
 
 
 

 
 
 
 
 
 
 ST. LOUIS “@ 
 
 EXPANDED METAL> 
 
 FIRE PROOFING ( 
 ce. 
 
 
 
 
 
 
 
 
 
 TABLE VI. 
 
 GIVING BREAKING LOADS FOR ROCK CONCRETE FLOOR SLABS, USING %” SQUARE | 
 CORRUGATED STEEL BARS OF SUCH SPACING AS TO MAKE THE SLABS | 
 OF EQUAL STRENGTH IN TENSION AND COMPRESSION. 
 
 U=Uniformly distributed load in pounds per square foot, in addition to dead weight. 
 C=Concentrated load in tons, in middle of slab 12” wide. 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 Q 
 6 3\.8 SPAN IN FEET. B33 
 a = Heda 
 0 S| ee l Oa sk 
 aT lso 8 9 | 10 11 12 13 14 15 16 Sere 2 
 Cale | | & Emo 
 agin e ae | I322 
 Basil u| Cc vj c||u c|juje|ule|vje|ulecle CUTE Cail a osines 
 | | | | = 
 3, 7 || 775(.55| 6011.38), 495/1.24|| 410/1.13/|..../.... GA | pe crete ae 74400 
 4 | 6 ||1070/2.14!| 840|1.90/! 685/4.71|| 565/1.56|| 4751.43/| 405|1.92||....].. .|]..-.].--.[]----[.--{] 102700 
 41%4| 5 ||1480/2.96||1165/2.63| 945|2.36| 780/2.15|) 660/1.97|| 560/1 82|| 480/1.69|| 420/1.58]|....|.... 142000 
 
 5 AY) 1860|3.73||1470|3 31||/1190)2.98/| 985)2.71)| 830)2.48|} 705)2.29)| 610.2.13)| 530)1.99)) 465/1.86 179000 
 5u4| 4 //2340 4.68 |1850/4.16|/1500/3. 75/1240 3.40||1040|3.12)| 885)2 88|| 765)2.68)| 665/2.50)| 585 225000 
 6 | 3% |2950/5.90) 2330/5.25 1890)4.74) 1560 4 30 1310 3.94) 1120 3.65)| 965/3.38 | 8403.15 | 740 2.96 284000 
 614| 3% |3250/6. 50 2560/5 .78) 2080 5.20) 1720 4.72) 1440 4.34) /1280 4.00|/1060/3.71)| 920/83. 46 810/3. 24) | 311000 
 7 | 3 |/4100|\8.24||3250/7 30) 2630/6. 58)/2170/5. 98) 1830/5.48)|1560)5. 05)/1340)/4.70)/1170/4 39 1030 4.12) 395000 
 7%| 3 ||4450/8.88//3500)7.88) 2850)7. 10) /2350/6.45) 1980/5 92) 1680)/5.46)/1450/5.08) 1260/4. 75) 1110 4.44 426000 | 
 
 | | | | 
 
 bo 
 ow 
 ou 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 co l=span in feet. 
 
 
 
ST.LOUIS. \~ 
 
 
 
 SS 
 
 
 
 
 
 TABLE FOR DESIGNING HIGHWAY CULVERT COVERS 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 Span 3’ 4’ 5! 6/ | Te 8’ 9/ 10’ il 
 And D 6 | 9 
 Fill T 3 , 7 Tp a2 p ey sd p a p ae , a T a 
 
 1800 iL! 13, 20; 5.1) .27| 5.9} .34) 6.7 -40 7 4 47| 8 2 -54) 9.0) .60) 9.8] .67/ 10.6] .73 
 2100 2! 4.5) .22) 5.4) .29] 6.2). .36] -7.0 -43/ 7.8) .52) 8.7) .58) 9.5} .64/ 10.4] .72/ 41.2! .79 
 2400 3 4,7] 24 | 5.6} .81/ 65] .39) 7.4) .46| 8.3) .55| 9.2 »62/ 10.1) .68) 11.0) .77/ 11 8] .§3 
 
 700 4/ 4.9) .25] 5.8] .83) 6.7] .42] 7.7] .49| 8.6] .57 9.7) .65) 10.6; .73}/ 11.5) .82/ 12.4] .89 
 3000 bf 5.0] .26) 6.0] .35| 7.0] .44 8.0) .52} 9.0) .60/ 10.1) .69/ 11.1] .78] 12.0 87, 13.0) .96 
 ~ 3300 6’ 5.2 27] 6.2) .36) 7.3 46 8.3) 54) 9.4) -63/ 10.4) .72/) 11.5 “81 12.5 90) 13.5 1.00 
 3600 Ne 5.3| .28| 6.4) .38} 7.5] ..48] 8.6! .56] 9 7| .66 10.6; .75) 11.9} .84/ 13.0) .94/ 14.1] 1.04 
 3900 8’ 5.4] .29/ 65] .40| 7.7] .50] 8.9 58} 10.0} .69) 11.2] .78) 12.3 -88) 13.5 97) 14.6) 1.08 
 4200 9/ 5.6] .80] 6.7] .41 19) ..b2\) 9.2 61 10.3 - 72) 11.6} .82! 12.8 91 14.0 O41) 15.1) 1.12 
 4500 10’ 5.7) .32] 6 9] .42) 8.2] 53] 9.4! .63/10.6 74] 11.9] -85/ 13.2; .95] 14.4/ 1.05] 15.6] 1.15 
 4800 ili ke 5.8| .33| 7.1] .44] 8.4 -54) 9.6) .65) 10.9, . 76) 12.2| 88) 13.5! .98/ 14.8] 1.08) 16.0) 1.19 
 5100 12/ 5.9] 34) 7.3} .45] 8.6] .56] 9.9] .67/ 11.2! 78 12.5) .90) 13.8) 1 O01) 15.1] 1.12] 16.4] 1.24 
 5400 13’ 6.0} .35] 7.4] .47] 8.8 -57 10.1 69 11.5 -80/ 12.8) .93] 14.1] 1.04] 15.5 15) 16.8] 1.28 
 5700 14’ 6.1 .36] 7.5) .48] 9.0} .59/10.4 72} 11.7] -83) 13.1 -95) 14.5] 1.07/ 15.9] 1 19] 17.3) 1.32 
 6000 15’ 6.3) EST iG time. ole ord) 61 10.6 4 11.9 85 13.4 .98 14.9, 1.10 16.4 -23| 17.8) 1.36 
 
 T=Thickness concrete roof in inches. 
 2? —=Area (in ”) of steel required per foot width. 
 
 
 
 
 
 132 
 
 
 

 
 
 ST. LOUIS “@y 
 
 |\EXPANDED METAL 
 
 | FIRE PROOFING (| 
 Ce. 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 IN REINFORCED CONCRETE CONSTRUCTION WITH CORRUGATED BARS. 
 Span 12/ GY 1c) L5f 16’ Lee 18’ 19° 20’ 
 Ls ab | a2b | a2b | a2b | /a2b ab | a2b | ab ab 
 Se licase seach lel g Wt | 4 dees dete tag ail ake t ed 
 
 | 
 
 1800 VY |11.4) .81/12.1) .86) 12.9) .93/18.7] .99 14.5) 1.06 15.3) 1.13) 16.0) 1.20) 16.8] 1.27/ 17 6) 1.34 | 
 
 2100 2’ | 12.0) .86)12 8} .92' 13.7) .99] 14.5] 1.06] 15.3) 1.14 16 2) 1.21! 17.0] 1.29] 17.9] 1.36! 18 8| 1.45 
 
 2400 3’ | 12.7) .92) 18 6| .98 14.5] 1.06] 15.3) 1.13] 16.2) 1.22 17.1] 1 29] 18 0} 1.37] 18.9] 1.45] 20.0) 1 54 
 
 2700 4’ 13.3} .98) 14.4 nO 15.3} 1.13] 16.1] 1.21] 17 2 1.29| 18.1) 1.37) 19.0] 1.46] 20.0) 1.54) 21.1] 1.64 
 
 3000 Las 14.0] 1.04) 15.1) 1.12 16.1) 1.20] 17.0) 1.28] 18 1 1.32) 19 1 1.46) 20.1] 1.55) 21.1] 1.64] 22 1) 1.75 
 
 3300 6’ 14.6) 1.09] 15.7] 1.17] 16.7) 1.25] 17.7] 1.35] 18.9) 1.43] 19 9 1 52) 21.0) 1.62} 22.0] 1.71] 23 0) 1.82 
 
 3600 fi 15.2) 1.13) 16 3) 1.21) 17.4 1.80] 18.5] 1.41] 19.6] 1.49} 20.7| 1.58] 21.8] 1.69] 22 9] 1.78] 24 0] 1.89 
 
 3900 8’ 15.7} 1.17) 17.0] 1 27] 18.0) 1.36) 19.2] 1.47] 20.3] 1.55 21.4/ 1.64/ 22.5 1.76} 23.7) 1.85 24.8) 1 97 | 
 
 4200 9 | 16.3) 1.22/ 17.6] 1.32 18.6) 1.41/ 19.8) 1.53) 21.0) 1 61| 22.1) 1.72) 23.3) 1.83] 24.5] 1.95] 25.7/ 2.04 | 
 
 4500 10’ | 16.9] 1.26) 18 1| 1.36) 19.3) 1 47] 20 5) 1.58] 21.7) 1.68] 22.9] 1.78] 24.1] 1.90] 25.3] 2.01] 26.6) 2.12 
 
 4800 | 11’ | 17.4] 1.30] 18.5] 1.41} 19.8) 1.52) 21.1) 1.63) 22.3) 1.73] 28.6) 1.84) 24.8) 1.96] 26.0] 2.07] 27.4] 2.19 
 
 5100 12’ | 17 8| 1.34) 19.0/ 1.46) 20.3) 1.57) 21 7] 1.68) 23 0) 1.78! 24.3) 1.90) 25.5] 2.02} 26.8) 2.13] 28.1) 2.25 
 
 5400 | 18’ | 18.2] 1.38) 19.5! 1.51! 20.9) 1 62] 22.2] 1.73 23.6) 1.84} 25.0 1.95, 26.3] 2.08} 27.6] 2.19} 28.9} 2.31 | 
 
 5700 14’ | 18.7) 1 42) 20.1) 1 56, 21.6} 1.67] 23.0) 1.78] 24.5) 1.90] 25.9! 2 02) 27.3] 2.14] 28 7| 2 25] 29.8] 2.38 
 
 6000 15°* | 19° 3) 2 48 20.8) 1.60} 22.3] 1.72] 28 9] 1.85 25.4 1.96) 26.9 2.07 28.4! 2.20} 29.9) 2.32) 30.4) 2.44 
 
 W=Uniformly distributed breaking load in pounds per square foot (includes road roller, 
 
 24 tons, on 1201’). 
 Note.—Factor of safety: 4 on live load, 2 on dead load. 
 
 
 
 
 
 183 
 

 
 
 
 LOCATION OF NEUTRAL AXIS 
 
 In beams of Tee section y, is the same as for rectangular sections 
 inasmuch as the position of the neutral axis is determined by the 
 relative values of maximum compressibility of the concrete and exten- 
 sibility of the steel inside the elastic limit or by the ratio of A, and d,. 
 This is of course only true at the maximum load. 
 
 We then have as before, 
 
 wy) 
 ees, 4:0 16) a) sk8) es 620.6 1a 6 6 wie) “on eugi'elle a aWeNele te. aif} sel ie) (shelenel eiels (18) 
 Sy pee 
 

 
 
 YY ST.LOUIS “@g 
 EXPANDED METAL} 
 FIRE PROOFING (| 
 
 Co. 
 
 
 
 
 
 VALUES OF b, AND t. 
 
 
 
 Let S,— Total shear in pounds along the two vertical planes of attach- 
 ment between the wings and beam; 
 
 ‘S\\= Total shear in pounds along the horizontal plane of attach- 
 ment between the rib and floor plate; 
 
 s—= Maximum shearing strength of concrete in pounds per square 
 inch: 
 / 
 [gees 
 a4 
 ¢=Length of span in feet; 
 
 P= Total compression in pounds at maximum load between neu- 
 tral axis and underside of floor plate; 
 
 P= Total compression in pounds in flange at maximum load. 
 All other functions as shown on cut, and in inches. 
 
 There are three methods of failure above the neutral axis: 
 1. By compression in the flange; 
 
 2. By deficiency in S, owing to smallness of t; 
 
 3. By deficiency in S, owing to smallness of D. 
 
 
 
 
 

 
 
 
 ST. LOUIS 
 EXPANDED METAL 
 FIRE PROOFING 
 
 (9. 
 
 
 
 
 
 
 
 It would be desirable to have equal strength in all these directions, 
 but this is not always possible owing to other considerations. Where 
 it is possible we have, 
 
 tte Oey CE NAYS Foe is Arye ete 2 Mee ee ene Er aroma AS) 
 But 5,23 OS ee ee ee Seca een ee Poe eC) 
 and SiS j==GLS72, tee eee eA aul ater A as oe se ene een be AOA) 
 
 The shearing stress is a maximum at the ends and for uniformly 
 loaded beam varies uniformly to zero at the center. The value S. 
 may be increased about 50 per cent owing to the metal reinforcement 
 in the underside of floor plate which is always present in these designs. 
 If vertical shear bars were used the same increase could be made in 
 ‘S;, but ordinarily these would not be used so we will not separately 
 discuss this condition. Equation (21) then becomes 
 
 So == OS) ee ROP rey goer ey se amy ree BE eT (22) 
 Assuming the compression stress diagram to be a parabola 
 P=", (A—K%) fy by, 02 os eee eae the eye brid aca ed @ oe 
 
 This is on the assumption that the outer ends of the wings would 
 be just as heavily stressed as the portion next to the beam. This would 
 not be the case, the stress varying according to the ordinates to a 
 parabola from zero at the outer ends to a maximum at the beam, and 
 
 
 
 136 
 
 
 

 
 
 
 
 
 \EXPANDED METAL 
 IRE Pts 
 
 IF 
 
 
 
 we should, therefore, multiply the above value by 24. The portion 
 of this width over the beam itself would not be subject to this modi- 
 fication, but there are other influences tending to offset this so that 
 the above is sufficiently correct. 
 
 et ei ae ee lee EL Dri, overt ces Siclens eee ee ea ene es « (24) 
 
 From (20) and (22) we see that if ¢ is not less than 
 
 
 
 failure 
 =f | 
 
 will not occur along the vertical sides of beam where wings attach. 
 
 Now we will assume at once that ft will not be allowed to have a value 
 
 less than this. This leaves us to consider the relation between P,.” and 
 
 S;, only. We then have from (20) and (24) 
 
 3bs1=—— (1K) fy 9, from which 
 27bst 
 
 
 
 
 
 o— RO eee ES RE OTE 25 
 GES ay, aes 
 The theoretical relation between s and f, is 
 Se 9 
 29 6 
 Cena (see Johnson’s Materials of Construction, p. 29). . (26) 
 
 where @ is the angle made by the plane of rupture on a compression 
 specimen of moderate length with a plane at right angles to the 
 direction of stress. 
 
 
 
 137 
 
 
 

 
 
 
 
 
 
 
 But this value is high in view of the liability of concrete to crack 
 and we recommend that twice the strength be provided in the shearing 
 values on this basis that is used in compression. 
 
 We would then have S,—2P,” or 
 8 : 
 arg Oe iS.) F.4,y; from which 
 
 re 27bsl 
 80h) fay 
 we have with sufficient accuracy, 
 we bl 
 Rey 
 We will now insert this value in (24) and proceed to obtain the 
 moment of resistance. At times the above value of b1 would be greater 
 than the spacing of the beams, in which case the latter distance would 
 
 be used for the value of b, in (24) and the other values worked over 
 on this basis. 
 
 
 
 and substituting the value of s 
 
 
 

 
 
 
 
 
 
 
 
 
 
 
 Pra fal ee ti eo es aoe ae Sa, a 
 ANSO MME MC t sf DY ei aa es. 55 «501 aes ae Meee mee tr 
 Then Pra Pr+ Pr 52 / . + K%y, 
 I 6 Toe PED E Fh ERS eee OE Ee eee COE (32) 
 Fab 
 ee ee ees ee enn ee a te (33) 
 EO eam coed ical Lake et Ne oc ease ey “ho, wal ROR corals male (34) 
 From which 
 Zi we f.0 7 22 ear) | 
 I= F (+ K sy) —8 fis | Sa eet ae oe (35) 
 and M.=BP, Ae pres Hse Heyy el ase ees (36) 
 
 Problem: Required the size of Tee-shaped beam necessary to carry 
 a total ultimate load of 600 pounds per square foot on a span of 32 
 feet, ribs to be 9 feet apart. 
 
 
 
 139 
 

 
 
 
 
 ¥ ST. LOUIS. 
 
 EXPANDED METAL 
 FIRE epee 
 
 
 
 
 
 12x9x600x1024 : 
 Then IY aed KS “3 = -==8,300,000 inch pounds. 
 
 
 
 Let us assume a depth of beam h equal to 22”. Then y,+y,=20”. 
 For this spacing of beams the thickness of floor plate should be 4”. 
 
 Using special rock concrete we have from (12) 
 
 
 
 
 
 
 
 
 
 20 ur —— Pre 
 MP aise fog and 3 ra KO ‘ 
 Fi Se enna 
 bai 9.3 
 Then 
 Pi=/,K ef by;= /3 X.43X24009.36= 64006 
 Py =< fl =< 2400326  =341006 
 and Vee =405006 
 P= 87 O¥.=.8 200% 10,76 == 41/160 
 cheng se =387856 
 and 
 a’b_ 887856. 
 7 — 50000. 766 
 
 
 
 140 
 
 
 

 
 
 
 
 
 TSE ee aan SLA Ap 
 
 
 
 2 
 
 —64004 x 2.65-+341008 x 7.38+17155%5.35+387855 x 10.7 
 
 = 6901306 
 8,300,000 _ 7 
 or, =—690130 7 12:98 
 
 Substituting in (28) we have 
 125632 
 ee ee OO’ a i 
 ce wee 
 
 As this value of b,, which we have used in determining the value 
 of P."" above, is less than the spacing of the beams it is the proper one 
 to have used. It will be noted that ¢ is just one-third of b. 
 
 From the foregoing we derive the following relations for good 
 grade of 1:2:5 Portland cement rock, concrete, where f,=2400; A= 
 200; 4 ,=2,400,000; 4,=29,000,000; “—50,000. 
 
 P/=1600K %4y,; P=160dy,; P."=106687. 
 
 ab_Pl-PAP." 
 
 ee 50,000 
 
 number of square inches of metal required 
 
 
 
 in rib. 
 
 
 
 
 
 
 
 141 
 

 
 
 ST. LOUIS 
 
 EXPANDED METAL 
 
 FIRE PROOFING 
 C9. 
 
 
 
 
 
 
 
 
 P22 =ultimate mo- 
 
 M.= t 9 
 
 
 
 
 
 : t Lad t 
 ae C3 tig ) +P, (yeh ¥ 2 ) 
 ment of resistance in inch pounds. 
 
 All measures of length in inches except /, the length of span, which 
 isupateet: 
 
 The value of t must not be less than one-third D. 
 
 The value of b, represents the maximum width of flange that can 
 be utilized in figuring the strength of the Tee, and its value is: 
 
 anes: 
 ~ Ay 
 
 distance between the ribs, the above formule and the following table 
 could not be used, and the value of P.’’ would have to be obtained from 
 the general equation (24). 
 
 The values in the following table are based upon the foregoing 
 values for good rock concrete: 
 
 b, Where this value of b, exceeds materially the 
 
 
 
 
 
 142 
 
“ST.LOUIS 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 TABLE FOR THE DESIGN OF TEE BEAMS. 
 34 Ultimate Panel 
 e V1 Yo Kk K*‘/2 Area of Steel moment width by | 
 2.0 3.26 3.74 . 080 023 b(—.0096+4- 0213 1) b(— 654+ 5866 1) .314 bl. 
 2.0 3.72 4 28 .193 - 085 b(—.0036-+-.0213 1) b(+ 882+ 6982 1) .294 bl. 
 2.0 4.2 4.8 . 286 153 b(+.0052+-.0213 1) b( 3708+ 8000 1) .281 bl. 
 2.0 4.65 5.35 3855 212 b(+.0144+ .0213 1) b( 7448+ 9067 1) .272 dl. 
 2.2 5.0 5.8 400 . 253 b(+.0219-+-.0213 1) b( 11072+ 9920 1) .268 bl. 
 2.4 5.4 6.2 445 297 b(+-.0315+-.0213 1) b( 35917+-10773 1) .263 bl. | 
 2.5 5.8 6.7 .483 .336 b(+. 0409+.0213 1) b( 21667+-11734 1) .260 bl. | 
 2.7 6.2 iow! .516 Baye b(+-.0509+-.0213 1} b( 27983+-12587 1) .256 bl. 
 2.8 6.6 7.6 545 -400 b(+.0602+ .0213 1) b( 35085+-13547 1) .253 bl. 
 3.0 7.0 8.0 570 -430 b(+.0707+-.0213 1) b( 48040-+14400 1) .250 bl. 
 3.0 7.4 8.6 596 .460 b(+.0814+-.0213 1) b( 583822+-15474 1) .250 bl. 
 3.0 7.9 9.1 .620 .488 b(+. 0942+ .0213 1) b( 64609+-16533 1) .247 bl. 
 3.0 8.4 9.6 612 515 b(+ 1077-+-.0213 1) b( 77768+17596 1) .245 bl. | 
 3.0 8.8 10.2 660 -536 b(+.11838+.0213 1) | b( 90572418667 1) ~245 DLS | 
 2.0 4.2 4.8 047 -O10 b(—.0140-+-.0213 1) b(—1514+ 7467 1) .240 bl. 
 2.0 4.65 5.35 .140 052 b(—.0094+-.0213 1) b(— 938+ 85383 1) | .227 bl. 
 2.2 5.12 5.88 .218 102 b(—.0021-++.0213 1) b(+ 2616+ 9600 1) -217 bi: 
 2.4 5.6 6.4 . 286 . 153 b(+.0069-+-.0213 1) b( 6595-+-10667 1) spahigoylg | 
 2.5 6.05 6.95 339 .197 b(+.0158-+-.0213 1) b( 11320+-11733 1) .206 bl. | 
 2.6 6.5 iD 885 239 b(+.0257+-.0213 1) b( 17252+12800 1) -202 bl. | 
 2.8 7.0 8.0 429 281 b(+..0373+-.0213 1) Py 24777+-13867 1) | .199 bl. 
 3.2 7.4 8.6 .459 311 b(+.0461+-.0213 1) b( 32008+14933 1) .196 bl. 
 3.4 1.9 9.1 -493 346 b(+.0583--.0218 1) b( 416974-16000 1) | .194 bl. 
 3.5 84 9.6 524 379 b(+-.0712+.0218 1) b( 527386+-17067 1) .192 bl. 
 3.6 8.8 10.2 . 546 - 403 b(+.0808-++-.0213 1) b( 68169-+-181383 1) -190 bla) 
 : 2.3 Dao 6.4 107 0385 b(—.0142+4- 0213 1) b(—1176+-101383 1) 185 bl. | 
 ; 2.6 6.05 6.95 .174 .073 b(—.0081+-.0213 1) b(-+1421+-11200 1) .178 bl. 
 : 30 6.5 1.5 243 120 b(+.0010+-.0213 1) b( 57964-12267 1) vii Jail. 
 ; 3.0 UY 8.0 286 153 b(+.0087-+-.0213 1) b( 103806+-13333 1) .169 bl. | 
 ; 32 7.4 8.6 .329 -185 b(+..0163-+-.0213 1) b( 15545414400 1) .166 bl. 
 20. 3.4 7.9 Gea 367 222 b(+.0270+-.0213 1) b( 22978415467 1) .163 bl. 
 21. 3.5 8.4 9.6 404 ara b(+.0884+-.0213 1) b( 31657+16533 1) .160 bl. 
 22. 3.7 88 10.2 432 . 284 b(+.0473-+-.0213 1) b( 40064+4-17600 1) .159 bl. 
 24. 4.0 9.3 10.7 . 463 315 b(+.0595-+-.0213 1) b( 51069+-18667 1) Sy Mok 
 74% 4.0 9.77 | 11.23 .489 342 b(+-.0710+.0213 1) b( 62696+-19733 1) .155 bl. 
 
 
 

 
 
 
 
 
 ST. LOUIS: 
 
 EXPANDED METAL 
 
 FIRE PROOFING 
 C9. 
 
 
 
 SHEAR IN REINFORCED CONCRETE BEAMS 
 
 Let J/,=moment of resistance in inch pounds at 12’’ from end of beam carry- 
 ing its ultimate load. 
 M,=ultimate moment of resistance in inch pounds at center. 
 7=span of beam in feet. 
 A,=elongation per inch at the plane of the metal, at section 12”’ from end. 
 5=width of beam in inches. 
 s=ultimate shearing strength of the concrete, about one-fourth the ulti- 
 mate compressive strength. 
 Other functions as shown on pages 113 and 114. 
 
 
 
 
 
 
 
 4/—4 
 
 Then 174 — pp Mo for uniformly loaded beam ................--. ee ee ee ees (1) 
 
 M, 
 A= Fr By? Bho By? Fog G2O Yq ceaceesecnecereneccennsceencesensterctenesnnannnncanatrnecerentren (25 
 
 By, el as ee 
 
 (AV I, 
 by, 7=byy*+ I I er ree) 
 Sf eesene A iesa Ae TERE Pama i erate oe Tee eRe ens. eS MG 
 Pg: sae a ote es cen econ ae en) 
 
 a*b 
 After designing the beam by the beam formule, pages (118) and (119) = 
 
 y,+y72) Ec, Es, and 6 are known. From (1) we obtain 44, and from (3) and (4) 
 | y, and yj. From (2) will be obtained A,, which inserted in (5) will give the pull 
 
 
 
 
 

 
 \Y ST. LOUIS 
 
 
 
 
 EXPANDED METAL} 
 | FIRE oy 
 
 
 
 
 
 
 
 in the bars which has to be absorbed by shearing stress in the concrete over an 
 area—124. As it is desirable to take twice the factor of safety in shear that is 
 taken in bending, P. ; should not exceed 6bs, where s is taken at one-fourth the 
 compressive strength of the concrete. 
 
 If beams are loaded at two points some distance apart the maximum shearing 
 stress is likely to be of a very different character. The bending moment being 
 uniform between the loading points, the first cracks on the tension flange are as apt 
 to occur under one of the loads as in the middle and this will greatly reduce the 
 strength of the anchorage of the ends of the bars represented by the shearing 
 resistance of the concrete along the plane just above the metal between the crack 
 and the end of the beam. This is especially true as the maximum shearing stress 
 along this plane is likely to be double the average stress. In such cases, as also 
 in cases of uniform load where the shear exceeds the limits above given, ’the bars 
 should be bent up at the ends as shown in Figs. (1) and (2). 
 
 
 
 
 
 
 
 
 
 145 
 

 
 
 ST. LOUIS. 
 
 EXPANDED METAL 
 
 \ FIRE PROOFING 
 C9. 
 
 Rock Concrete, 1:2:5; Age 74 days. Depth, 5”; Width, 12”; Span, 10’; Two 1%” corrugated bars=.340”. 
 Theoretical, Mo=80,600” pounds; Actual, M=94,200” pounds. No shear bars used. 
 
 146 
 
SY st.Louis “ey 
 (\EXPANDED METAL 
 FIRE PROOFING| 
 
 | Co, 
 
 ——— =< 
 
 h) 
 
 
 
 
 
 
 
 Rock Concrete. 1:2:5; Age 72 days. Depth, 7”; Width, 12”; Span, 12’; Three 1%” corrugated bars=.510”. 
 Theoretical, Mo=174,200” pounds; Actual, M—=212,160” pounds. No shear bars used. 
 
 147 
 

 
 ST. LOUIS. 
 
 Rock Concrete, 1:2:5; Age 76 days. 
 
 Theoretical, Mo 
 each end. 
 
 
 
 —999 9 
 
 ——J 44,4 
 
 00” pounds; Actual, M=—402,700” 
 148 
 
 pounds. 
 
 Four 
 
 vertical rods 
 
 
 
 Depth, 914”; Width, 12”; Span, 15’; Four %” corrugated bars=.680”. 
 
 inserted near 
 

 
 Rock Concrete, 1:2:5; Age 73 days. 
 
 
 
 
 
 ee Soe 
 
 } 
 
 
 
 Came & 
 
 
 
 Depth, 14”; Width, 12”; Span, 15’; 
 Theoretical, Mo=725,000” pounds; Actual, M=929,700” pounds. 
 
 zontal rods bent up vertically at different subdivisions of span. 
 
 149 
 
 w" 
 
 Six 1%4” corrugated bars=1.02 
 
 Each of the three pairs of hori- 
 
 ST. Louis “ 
 
 EXPANDED METAL 
 
 | FIRE PROOFING 
 o 
 
2 ———— ee 
 YS ST. Louis. 
 EXPANDED METAL 
 ) FIRE PROOFING 
 \ C9. \ 
 
 Rock Concrete, Age 71 days. Depth, 10”; Width, 12”; Span, 12’; Two %” corrugated bars=.620 
 Theoretical, M0283 000” pounds; Actual, M=314, 200” pounds. No shear bars used. 
 
 150 
 
 
 
| 
 ) FIRE PRO 
 Oo, 
 
 Rock Concrete, 1:2:5; Age 69 days. Depth, 1444”; Width, 12”; Span, 15’; Three %” corrugated bars=.930” . 
 Theoretical, Mo—625,000” pounds; Actual, M=637,600” pounds. Two bars bent up at quarter point 
 which was too close to center for method of testing. 
 
 151 
 
 
 

 
 ST. LOUIS 
 
 EXPANDED METAL 
 
 FIRE PROOFING 
 Co. 
 
 Rock Concrete, 1:2:5; Age 115 days. Depth, 1444”; Width, 12”; Span, 15’; Three %” corrugated bars=.930”. 
 Theoretical, Mo=—625,000” pounds; Actual, M=655,000” pounds. Four vertical bars at each end. 
 
 152 
 

 
 Rock Concrete, 1:2:5; Age 78 days. Depth, 19”; Width, 12”; Span, 18’; Four 
 Theoretical, Mo=1,121,000” pounds; Actual, M=1,190,900” pounds. 
 
 ay 
 TA. 
 No shearing provision whatever. 
 
 
 
 
 
 ” corrugated bars=1.24 
 
 \ EXPANDED METAL 
 \| FIRE PROOFING | 
 } co 
 
 eee 
 
 Pas ee ST ace 
 
 uw” 
 
Rock Concrete, 1:2:5; Age 78 days. Depth, 19”; idth 12”; Span 18’; Four 34” corrugated bars=1.240”. 
 Theoretical, Mo=1,121,000” pounds; Actual, M=1,151,800” pounds. Four vertical bars at each end. 
 
 154 
 
 
 
= ST. LOUIS “ea 
 EXPANDED METAL 
 ¥ FIRE PROOFING( 
 
 Co. 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 Rock Concrete, 1:2:5; Age 70 days. Depth, 19”; Width, 12”; Span, 17’ 8”; Four %” corrugated bars=1.240”. 
 Theoretical, Mo=1,121,000” pounds; Actual, M=1,142,500” pounds. Four vertical bars at each end. 
 
 155 
 
| 
 
 
 
 
 
 ST. LOUIS 
 
 EXPANDED METAL 
 
 ) FIRE PROOFING } 
 °. \ 
 
 
 
 Rock Concrete, 1:2:5; Age 77 days. 
 
 Theoretical, 
 
 Mo=725,000/” 
 
 pounds; 
 
 
 
 
 
 Depth, 14”; Width, 12”; Span, 15’; Two %” corrugated bars=1.10”.. 
 
 Actual, 
 
 M=755,500” 
 
 pounds. 
 
 Four vertical bars at each end. 
 
Rock Concrete. 1:2:5; Age 75 days. Depth, 18”; Width, 12”; Span, 18’; Two 1” corrugated bars=1.40”. 
 Theoretical, Mo=1,177,800” pounds; Actual, M=1,149,300” pounds, Four vertical bars at each end. 
 
 157 
 
 
 
FROOFING 
 
 FIRE 
 
 EXPANDED METAL 
 C9. 
 
 ‘doy, uo Surysnig Aq pole 
 
 ‘paex AACN UATYOOIgG 9} 78 Ope 3SAL 
 
 
 
 158 
 

 
 
 
 
 
 
 
 
 
 
 BRIDGES, ABUTMENTS, CULVERTS. 
 
 CHICAGO, BURLINGTON & QUINCY RAILROAD. 
 
 WABASH RAILROAD. 
 
 SOUTHERN RAILWAY. 
 
 CHICAGO, MILWAUKEE & ST. PAUI RAILWAY. 
 
 ILLINOIS CENTRAL RAILROAD. 
 
 HANNIBAL & ST. JOSEPH RAILROAD. 
 
 CHICAGO & EASTERN ILLINOIS RAILROAD. 
 
 LOUISVILLE & NASHVILLE RAILROAD. 
 
 LAKE SHORE & MICHIGAN SOUTHERN RAILWAY. 
 
 CHICAGO & WESTERN INDIANA RAILROAD. 
 
 ILLINOIS TERMINAL RAILROAD. 
 
 PENNSYLVANIA RAILROAD SYSTEM, 
 
 TERMINAL RAILROAD ASSOCIATION OF ST. LOUIS. 
 
 NEW YORK RAPID TRANSIT COMMISSION, NEW YORK CITY. 
 CHICAGO & MILWAUKEE ELECTRIC RAILWAY. 
 
 PITTSBURG, SHAWMUT & NORTHERN RAILROAD. 
 SOUTHERN PACIFIC LINES. 
 
 KANSAS CITY, MEXICO & ORIENT RAILWAY, KANSAS CITY, MO. 
 DANSVILLE & MOUNT MORRIS RAILROAD. 
 
 CLEVELAND, CINCINNATI, CHICAGO & ST. LOUIS RAILWAY. 
 GASCONADE RAILWAY CONSTRUCTION CO. 
 
 KANSAS CITY OUTER BELT & ELECTRIC RAILWAY. 
 BOSTON SUBWAY TUNNEL. 
 
 INDIANAPOLIS NORTHERN TRACTION RAILWAY. 
 
 MUSKOGEE UNION RAILWAY, MUSKOGEEH, IND. TER. 
 INTERIOR CONSTRUCTION IMPROVEMENT CO., OLEAN, N. Y. 
 MISSISSIPPI RIVER BRIDGE, THEBES, ILL. 
 AMERICAN BRIDGE CO., NEW YORK. 
 BLOCK BRIDGE & CULVERT CO., INDIANAPOLIS. 
 
 OWEGO BRIDGE CO.. . ROME, N. Y. 
 D. CUOZZO & BRO. (STREET BRIDGE), BROOKLYN. 
 
 
 
 159 
 
 EXPANDED META 
 FIRE PROOFING (5 
 ce. y 
 
 
 

 
 
 
 
 
 JNO. W. TOWLE, 
 
 JOHN JACOB ASTOR, 
 
 LOUISIANA PURCHASE EXPOSITION, 
 CONCRETE ARCH (STANTON & SON, Engrs.), 
 VANDALIA LINE, 
 
 MISSOURI PACIFIC RAILWAY, 
 
 ST. LOUIS & SAN FRANCISCO RAILWAY, 
 INDIANA BRIDGE CO., 
 
 BOX CULVERTS, 
 
 ARCH BRIDGE, 
 
 THEBES RAILROAD BRIDGE, 
 
 ATLANTA, KNOXVILLE & NORTHERN RAILWAY, 
 
 DENVER & RIO GRANDE RAILROAD, 
 BURLINGTON & MISSOURI RIVER RAILWAY CO., 
 WHEELING & LAKE ERIE RAILWAY, 
 
 ARCH BRIDGE, 
 
 CHICAGO, ROCK ISLAND & PACIFIC RAILWAY, 
 ARCH BRIDGE, 
 
 ARCH BRIDGE, 
 
 ARCH BRIDGE, 
 
 NINE ARCH BRIDGES, 
 
 FLAT TOP CULVERT, 400’, 
 
 ARCH BRIDGE, 
 
 ARCH BRIDGE, 
 
 NORFOLK & WESTERN RAILWAY, 
 
 KNOXVILLE, LA FOLLETTE & JELLICO RAILWAY. 
 Cor 
 
 CHICAGO & GREAT LAKES D. & D. : 
 MILWAUKEE ELECTRIC RAILWAY & LIGHT CO.; 
 CHICAGO & MILWAUKEE ELECTRIC RAILWAY, 
 R. Z. SNELL. 
 
 WISCONSIN BRIDGE CO., 
 
 LOGAN STREET BRIDGE, 
 
 GOOSE CREEK BRIDGE, 
 
 OMAHA, NEB. 
 RHINECLIFF, N. Y. 
 ST. LOUIS. 
 VICKSBURG, MISS. 
 INDIANAPOLIS, IND. 
 KANSAS CITY, MO. 
 ST. LOUIS. 
 INDIANAPOLIS, IND. 
 JACKSON, TENN. 
 MANSFIELD, ILL. 
 THEBES, ILL. 
 ATLANTA, GA. 
 SALT LAKE CITY. 
 LINCOLN, NEB. 
 CLEVELAND, OHIO. 
 TRAVERSE, MICH. 
 
 CHICAGO. 
 
 MOORESVILLE, IND. 
 HADLEY, IND. 
 MORGANTOWN, IND. 
 PLAINFIELD, ILL. 
 IOWA CITY. IA. 
 BROWNBERG, IND. 
 
 AMO, IND 
 
 ROANOKE, VA. 
 
 CHICAGO, 
 MILWAUKEE, WIS. 
 CHICAGO. 
 
 SOUTH BEND, IND. 
 MILWAUKEE, WIS. 
 LANSING, MICH. 
 
 MARION CO., IND 
 
 = 
 
 
 
 
 
 160 
 

 
 
 
 NORTHERN PACIFIC RAILWAY, 
 
 GREAT NORTHERN RAILWAY, 
 
 CENTRAL OF GEORGIA, 
 
 ILLINOIS TERMINAL RAILRCAD, 
 
 FONDA, JOHNSTOWN & GLOVERSVILLE RAILROAD, 
 JOHN C. RODGERS, 
 
 CONCRETE ARCHES, 
 
 VOEPP & FRITZ, 
 
 MALLOY, REXFORD & CO., 
 GORDON PARK BRIDGE, 
 ROCKEFELLER BRIDGE, 
 EUCLID CREEK BRIDGE, 
 HAYDEN AVENUE BRIDGE, 
 HIGHLAND ROAD BRIDGE, 
 BALKE & KRAUSS CO., 
 NORTHERN OHIO PAVING CO., 
 HANLON CONSTRUCTION CO., 
 
 FLOORS, FOOTINGS, RETAINING WALLS. 
 
 STAR BUILDING, 
 
 CARLETON BUILDING, 
 NORVELL-SHAPLEIGH BUILDING, 
 WOMAN’S MAGAZINE BUILDING, 
 MAPLE AVENUE M. E. CHURCH, 
 BASEBALL PARK, 
 
 ST. LOUIS TRANSFER CoO., 
 
 J. L. WEES, 
 
 ST. LOUIS PORTLAND CEMENT CO., 
 LINCOLN CENTER BUILDING, 
 FEDERAL LEAD COoO., 
 
 V. JOBST & SONS, 
 
 
 
 
 
 ST, PAUL, MINN. 
 ST. PAUL, MINN. | 
 ATLANTA, GA. | 
 ALTON, ILL. | 
 GLOVERSVILLH, N. Y. 
 NEW YORK. 
 MONASSEN, PA. 
 
 MARION CoO., IND. 
 
 CLEVELAND, OHIO. 
 CLEVELAND, OHIO. 
 CLEVELAND, OHIO. 
 CLEVELAND, OHIO. 
 CLEVELAND, OHIO. 
 INDIANAPOLIS, IND. 
 CLEVELAND, OHIO. 
 CLEVELAND, OHIO. 
 
 WILLIAMS BRIDGE, N. Y. | 
 | 
 | 
 
 ST. LOUIS. 
 
 “ec 
 
 “e 
 
 PY; | 
 
 oe 
 
 CHICAGO. 
 FEDERAL, ILL. 
 PEORIA, ILL. 
 
 
 
 
 
 
 
 161 
 
 aaa | 
 ST. LOUIS 
 EXPANDED METAL} 
 FIRE PROOFING (] 
 ce. 
 
 
 

 
 
 
 
 
 AMERICAN CONCRETE STEEL CoO., NEWARK, N. J. 
 
 YAMPA SMELTING CO., SALT LAKE CITY. 
 ROCHEFORD & GOULD, ‘ OMAHA, NEB. 
 GEHO. A. FULLER CoO., NEW YORK. 
 HARVEY LAND & IMPROVEMENT CcO., HARVEY, LA. 
 SCHLITZ BREWING CoO., MILWAUKEE. 
 GREELY SUGAR CO., GREELY, COLO. 
 COLORADO COLLEGE, COLORADO SPRINGS, COLO. 
 WILSON OFFICE BUILDING, DALLAS, TEXAS. 
 BUFFALO EXPANDED METAL CO., BUFFALO, N. Y. 
 GALVESTON SEA WALL, GALVESTON, TEXAS. 
 DWIGHT BUILDING, KANSAS CITY. 
 METROPOLITAN STREET RAILWAY POWER HOUSE, KANSAS CITY. 
 BUCKINGHAM HOTEL, ST. LOUIS. 
 UNION MANUFACTURING & POWER CO., SANTUC, S.C. 
 WESTERN EXP. METAL & F. P. CO., SAN FRANCISCO. 
 OLIVER CHILLED PLOW WORKS, SOUTH BEND, IND. 
 BARTLETT STEEL CoO., JOPLIN, MO. 
 POE MUU, NEW ORLEANS. 
 VAL. BLATZ BREWING CO., MILWAUKEE, WIS. 
 Bi iS WAR De COr SlLOUX CIRY SLA. 
 KANSAS CITY WATER DEPARTMENT, KANSAS CITY, MO. 
 CONSOLIDATED GAS CO., BALTIMORE, MD. 
 C. A. SICARD, NEW ORLEANS. 
 HOEFFER & CO., CHICAGO. 
 PENNSYLVANIA RAILWAY SHOPS, ALTOONA, PA. 
 PUMPING STATION, CHICAGO. 
 PENNSYLVANIA CEMENT CoO., BATH, PA. 
 RUBEL INDUSTRIAL BUILDING, CHICAGO. 
 RETAINING WALL, MARION CoO., IND. 
 THOMPSON & NORRIS FACTORY, BROOKLYN. 
 ECKENBURG MILK PRODUCT CO., CORTUAN DT Na Yi. 
 
 AMERICAN BEET SUGAR CO., ROCKY FORD, COLO. 
 
 
 
 
 
 
 

 
 
 
 
 
 
 
 
 
 
 RETAINING WALL, 
 
 RIALTO BUILDING, 
 
 SECURITY SAVINGS BANK BUILDING, 
 J. A. FOLGER COMPANY’S WAREHOUSE, 
 FAIRMONT HOTEL, 
 
 FREE PUBLIC LIBRARY BUILDING, 
 REDWOOD CITY COURT HOUSE, 
 
 CALIFORNIA HALL, UNIVERSITY OF CALIFORNIA, 
 
 JOHN HOPKINS’ ESTATE, 
 A. L. WILLEY 
 
 J. C. WHITE & CO., 
 
 ROACH & KIENZLE SASH AND DOOR CO., 
 AMERICAN COLD STORAGE BUILDING, 
 ILLINOIS STEEL CO., 
 
 MASONIC TEMPLE, 
 BERWIND-WHITE COAL MINING 
 INSANE ASYLUM, 
 
 SEWAGE PUMPING STATION, 
 SEWAGE PUMPING STATION, 
 
 CO., 
 
 MEMPHIS, TENN. 
 SAN FRANCISCO. 
 SAN FRANCISCO. 
 
 SAN FRANCISCO 
 
 SAN FRANCISCO. 
 SAN JOSE, CAL. 
 CAL. 
 BERKELEY, CAL. 
 BALTIMORE, MD. 
 BINGHAMTON, N. Y. 
 MANILA, P. I. 
 KANSAS CITY, MO. 
 CHICAGO. 
 
 IND. 
 TEXAS. 
 PHILADELPHIA, PA. 
 PHILADELPHIA, PA. 
 NEW ORLEANS. 
 ALGIERS, LA. 
 
 REDWOOD CITY, 
 
 BUFFINGTON, 
 WACO, 
 
 RESERVOIRS, TANKS, ETC. 
 
 ACKER PROCESS CoO., 
 
 A. ©. SHORTHILE & CO., 
 
 PURIFICATION TANKS (Wyncoop Kiersted, Engr.), 
 WATER RESERVOIR, 
 
 MISSOURI PACIFIC RAILWAY (GRAIN TANKS), 
 WATER RESERVOIRS, 
 
 WATER RESERVOIRS, 
 
 WATER RESERVOIRS, 
 
 RESERVOIR BASIN, 
 
 OIL TANKS, 
 
 NIAGARA FALLS. 
 MARSHALLTOWN, IA. 
 RICHMOND, MO. 
 PADUCAH, KY. 
 
 KANSAS CITY, MO. 
 
 EAST ORANGE, N. J. 
 YAZOO, MISS. 
 
 AMES, IOWA. 
 
 EAST NORWOOD. OHIO. 
 CONSTABLE HOOK, N. J. 
 
 
 
 
 ST. LOUIS “@; 
 {EXPANDED METAL 
 FIRE PROOFING) 
 
 
 
 
 
 
 
 163 
 
t EXPANDED METAL 
 ) FIRE EROUHNG 
 
 
 
 
 
 
 
 FOLSOM & McDARGH, DAYTON, OHIO. 
 WATER RESERVOIR, EDDYVILLE, KY. 
 WATER RESERVOIR, ELGIN, ILL. 
 WATER TANKS, LOUISVILLE, KY. 
 THE TERRE HAUTE WATER WORKS CO TERRE HAUTE, IND. 
 YAZOO CITY LIGHT, WATER AND SEWERAGE PLANT, YAZOO, MISS. 
 LOUISVILLE & NASHVILLE RAILROAD CoO., SOUTH LOUISVILLE. 
 HOEFER & CO., LAKE GENEVA, ILL. 
 
 TUNNELS, SUBWAYS, SEWERS. 
 
 NEW YORK RAPID TRANSIT COMMISSION, NEW YORK. 
 BOSTON RAPID TRANSIT COMMISSION, BOSTON. 
 NEW ORLEANS DRAINAGE CANALS, NEW ORLEANS. 
 BOROUGH CONSTRUCTION CO., ‘ BROOKLYN. 
 J. B. McDONALD (N. Y. SUBWAY), NEW YORK. 
 CITY OF MEMPHIS, TENNESSEE. 
 MOBILE SEWERS, MOBILE, ALA. 
 ABBOT GAMBLE CONSTRUCTION CoO., ; poh hy MESO OA ISG 
 G. BEDELL MOORE, SAN ANTONIO, TEX. 
 GENERAL CONSTRUCTION CO., R. R. TUNNEL, KANSAS CITY. 
 HENRY HESTERBERG, = TR BROOKLYN. 
 JOHN McNAMEEH, BROOKLYN. 
 BACTERIAL SEWAGE PURIFYING CoO., NEW YORK. 
 Mi nA DY ECO: BROOKLYN. 
 LARGE SEWERS, ALTOONA, PA. 
 LARGE SEWERS, GRAND RAPIDS, MICH. 
 
 DRAINAGE CULVERT FOR ST. FRANCIS LEVEE DISTRICT, 
 
 NEAR BREWER’S LAKE, MO. 
 ING oY) gGc Li lake, vn @ Ox, NEW YORK. 
 ELECTRICAL COMMISSION, BALTIMORE, MD. 
 
 
 
 164 
 

 
 
 
 
 \ 
 
 
 
 
 EXPANDED META 
 
 FIRE PROOFING (je 
 1 co. = 
 
 a 
 
 
 
 NEW ORLEANS TERMINAL CoO., NEW ORLEANS. 
 BOROUGH OF BROOKLYN, BROOKE YN, wNiwes 
 SAGINAW SEWERS, SAGINAW, MICH. 
 ROBERT HIGGINS, PHILADELPHIA, PA. 
 
 GOVERNMENT WORK. 
 
 MAJ. GEO. W. GOETHALS, U. S. A., NEWPORT, R. I. 
 CAPA Cork G Leno Briel Bre Un Sie Ac. NEWPORT, R. I. 
 CART OG. ba LlLOW iia) Un on cA. CHARLESTON, S. C. 
 AUGUSTUS SMITH, NAVY YARD, CHARLESTOWN, MASS. 
 MAJ. W. L. MARSHALL, U. S. A., FORT HANCOCK, N. J. 
 CHAS. LE VASSEUR, U. S. ASST. ENG., ' MEMPHIS, TENN. 
 AUGUSTUS SMITH, COB DOCK, BROOKLYN NAVY YARD. 
 U. S. NAVY YARD, NORFOLK, VA. 
 CHARLESTOWN, MASS., NAVY YARD, — BOSTON, MASS. 
 COMMANDING OFFICER, PORT ROYALE SAG. 
 U. S. NAVY YARD, NEW ORLEANS. 
 MAJ. J. H. WILLARD, NEWPORT, R.: I. 
 LIGHTHOUSES, MANILA, P. I. 
 MAJ. W. L. SIBERT, PITESBURGS PAG 
 U.S: Nass ALGIERS, LA. 
 MISCELLANEOUS. 
 SOUTHERN STATES PORTLAND CEMENT CoO., ATLANTA, GA. 
 CONSOLIDATED GAS CoO., BALTIMORE. 
 GEO. B. LOW, HALIFAX, N. S. 
 TIDE WATER OIL CoO., CONSTABLE HOOK, N. J. 
 STATE OF NEW YORK, ROCHESTER, N. Y. 
 UNION UTILITY CO., MORGANTOWN. W. VA. 
 
 PADUCAH WATER CO., PADUCAH, KY. 
 
 
 
 165 
 
 
 
 
 
 
 
ST. LOUIS. Y 
 EXPANDED METAL 
 FIRE PROOFING 
 
 
 
 
 
 
 
 INTERNATIONAL STEAM PUMP CO., 
 MUIR & STROMBERG, 
 
 ELECTRICAL COMMISSION, 
 
 CITY RESERVOIR, WEIRS, 
 
 CRAMP & CO., 
 
 HOUSTON & BLAND, 
 
 BACTERIAL SEWAGH PURIFYING CO., 
 W. J. OLIVER (RAILROAD WORK), 
 BATES & ROGERS CONSTRUCTION CO., 
 N. O. NELSON & CO., SEPTIC TANKS, 
 J. K. CAMPON, 
 
 L. W. ANDERSON, CITY ENGINEER, 
 LOUIS LE SASSIER, 
 
 PARKER-RUSSELL MANUFACTURING CO., 
 
 ELLICOTT MACHINE CoO., 
 
 WM. F. KOSS, 
 
 BEN. G. VEITH, 
 
 TUCKER & VINTON, 
 
 Es .@. sRONDYS 
 
 J. J. CREEM, 
 
 P. N. ASHLEY, 
 
 J. W. WILLIAMS 
 STUBBS-FLICK-JOHNSON CO., 
 
 WwW. W. LAW, 
 
 UNION DEV. & CONSTR. CO., 
 
 PEDEN IRON & STEEL CO., 
 WESTINGHOUSE, CHURCH, KERR & CO., 
 PAXON & VIERLING IRON WORKS, 
 HANSEL-ELCOCK CoO., 
 COMMONWEALTH ROOFING CO., 
 MADISON COUNTY GOOD ROADS COM 
 J. .G. WHITH & CO: (MANILA, P.. 1); 
 G. A. JOHNSON & SONS, 
 
 IMISSION, 
 
 HARRISON, N. J. 
 NEW ORLEANS, LA. 
 BALTIMORE, MD. 
 Sr LOULS: 
 PHILADELPHIA. 
 HANNIBAL, MO. 
 NEW YORK CITY. 
 KNOXVILLE, TENN. 
 CHICAGO. 
 SOULS: 
 
 OLEAN, N. Y. 
 GRAND RAPIDS, MICH. 
 NEW ORLEANS, LA. 
 ST. LOUIS. 
 BALTIMORE. 
 INDIANAPOLIS. 
 JEEFERSON CITY, MO. 
 ITHACA, N. Y¥. 
 INDIANAPOLIS. 
 BROOKLYN. Nae 
 WOODLAND, CAL. 
 CLEVELAND, O. 
 KANSAS CITY, MO. 
 OSSINING, N. Y. 
 NEW ORLEANS. 
 HOUSTON, TEX. 
 NEW YORK. 
 OMAHA, NEB. 
 MILWAUKEE, WIS. 
 NEW YORK. 
 JACKSON, MISS. 
 NEW YORK. 
 CHICAGO. 
 
 
 
 
 

 
 
 
 
 
 ST. LOUIS “® 
 
 EXPANDED META 
 
 FIRE PROOFING (| 
 Ce. 
 
 
 
 
 
 J. H. BURNHAM, 
 
 NORTHERN OHIO PAVING & CONSTRUCTION CO. 
 
 O. P. HERRICK, 
 
 CINCINNATI GRANITOID CoO., 
 
 JNO. McMENAMY, 
 
 SOUTHERN ILLINOIS & MISSOURI BRIDGE CoO., 
 GROCH COAL CoO., 
 
 AMERICAN FALLS CANAL & POWER CO., 
 DOWDLE & WINDETT, 
 
 COOK & LAURIE, 
 
 HEDGES-GOSNEY CONSTRUCTION CO., 
 JACKSON & CORBETT, 
 
 CROUSE CONSTRUCTION CoO., 
 SIMONS-MAYRANT CO., 
 
 COLLIER BRIDGE, 
 
 CONVERSE BRIDGE CoO., 
 
 AMERICAN CONSTRUCTION CO., 
 LEVERSEDGE BRIDGE CoO., 
 
 BARWICK CONSTRUCTION CoO., 
 MOORE-MANSFIELD CONSTRUCTION CO., 
 NEWCASTLE BRIDGE CoO., 
 
 i ea teh ORBIT MAL Tele), 
 
 W. H. HERR, 
 
 FALLS CITY ARTIFICIAL STONE CoO., 
 ELECTRIC COMMISSION, 
 
 EJ. TOBIN & CO., 
 
 PENNSYLVANIA RAILWAY TESTING PLANT, 
 WILLAMETTE PULP & PAPER CO., 
 ONTARIO POWER CO., 
 
 SCHUYLERVILLE DAM, 
 
 PEDEN IRON & STEEL CO.’S DAM, 
 KANKAKEE ELECTRIC LIGHT CO.’S DAM, 
 BARTLETT STEEL CoO., 
 
 
 
 BLOOMINGTON, ILL. 
 : CLEVELAND, 0. | 
 DES MOINES, IA. 
 CINCINNATI, 0. 
 PHILADELPHIA, PA. 
 CHICAGO. 
 SANDUSKY, O. 
 BLACK FOOT, IDAHO. 
 NEW ORLEANS. 
 NEW ORLEANS. | 
 NEW ORLEANS. | 
 CHICAGO. | 
 PERTH AMBOY, N. J. | 
 CHARLESTON, §. C. 
 INDIANAPOLIS, IND. | 
 CHATTANOOGA, TENN. | 
 INDIANAPOLIS, IND. | 
 FORT WORTH, TEX. 
 ST. LOUIS. 
 INDIANAPOLIS, IND. 
 INDIANAPOLIS, IND. 
 CHICAGO. 
 ALTOONA, PA. 
 LOUISVILLE, KY. 
 BALTIMORE, MD. 
 JACKSON, MICH. 
 WORLD'S FAIR, ST.’ LOUIS. 
 OREGON CITY, OREGON. 
 ONTARIO. 
 SCHUYLERVILLE, N. Y. 
 WALLIS, TEX. 
 KANKAKEE, ILL. 
 JOPLIN, MO. 
 
 
 
 
 
 
 
 167 
 
 
 
LAMBERT - DEACON - HULL 
 PRINTING COMPANY 
 ST. LOUIS 
 
 AVERY LIBRARY 
 COLUMBIA UNIVERSITY