258 M_A_KK;ET ST., 
 
 ARCHITECTMITtfON WORK. 
 
 A PRACTICAL WORK 
 
 WORKERS, 
 
 ARCHITECTS, AND ENGINEERS, 
 
 AND ALL WHOSE TRADE, PROFESSION, OR BUSINESS CONNECTS 
 THEM WITH ARCHITECTURAL IRON WORK. 
 
 THE ORGANIZATION AND MECHANICAL AND FINANCIAL 
 MANAGEMENT OF A FOUNDRY AND SHOPS 
 
 VOB THE KAKUFACTCKE OP 
 
 IRON WORK FOR BUILDINGS, 
 
 WITH 
 
 SPECIFICATIONS OF IRON WORK, 
 USEFUL TABLES, 
 
 VALUABLE SUGGESTIONS FOR THE SUCCESSFUL CONDUCT 
 OF THE BUSINESS. 
 
 BT WM. J. FRYER, JR. 
 
 NEW YORK: 
 JOHN WILEY & SONS. 
 
 1876. 
 
COPYKIOHT, 1876, B* 
 
 JOHN WILEY & SON& 
 
 JOHN F. TROW & SON, 
 
 STKREOTYPERS AND PRINTERS, 
 
 205-213 East iztk St., 
 
 NEW YORK. 
 
DEDICATED 
 
 TO 
 
 CA.PITAL, 
 
 IN THE PERSON OF 
 
 (Eugene Kelly, (Esq., 
 
 BANKER, 
 
 A CHRISTIAN GENTLEMAN, A TRUE 
 
 FRIEND, A WISE AND SAGACIOUS 
 
 COUNSELOR. 
 
 AND 
 
 TO 
 
 LA^B O R , 
 
 IN THE PERSONS OF 
 
 fttn former felloto It) orkmen, 
 
 WHO EXTENDED TO ME THEIR SYM- 
 PATHY IN THE MOST TRYING 
 PERIOD OF MY LIFE. 
 
 THE AUTHOR. 
 
CONTENTS. 
 
 PAGE 
 
 A Model Shop Buildings 3 
 
 Location 2 
 
 Amount of One Year's Business, etc 18 
 
 Angle Iron, Weight of 200 
 
 Apportioned Expenses of Shops 10 
 
 Arch Girders 37 
 
 Example of Cost 43 
 
 " Table of ; 39-42 
 
 Arches of Floors '. 91 
 
 Areas of Circles 208 
 
 Ashler Fronts 90 
 
 Balls, Cast Iron, Weight of 204 
 
 Bar Iron, Quotations of 139 
 
 u Tables of Cost 16 
 
 " To Test the Quality of 194 
 
 Blacksmith Shop 15 
 
 Blank Form of Contract 173 
 
 Proposal 172 
 
 Request for Estimate 172 
 
 Testing Girders 169 
 
 Boiler Iron, Weight of 199 
 
 Bolts and Nuts, Weight of 203 
 
 Box Columns, Example of Cost 30 
 
 44 Cost of 28 
 
 Table of Weights 29 
 
 Table of Workmanship 29 
 
 Beams I, and Channels 91 
 
 44 Condensed Table of Weights and Strength 118 
 
 4 4 Moulded 122 
 
 44 Notes for Engineers 116 
 
 44 Prices of 118 
 
 44 Relative Efficiency of Ill 
 
 44 Setting and Connecting Ill 
 
 44 Unsupported Side-Ways 112 
 
 4 Used as Pillars, etc 115 
 
 " Tables of 93-110 
 
 " Weights and Co efficients 113-114 
 
VI CONTENTS. 
 
 Beams T, Cast Iron ............................................... 30 
 
 " " Example of Cost ................................. 37 
 
 " " Rule for Strength of ............................. 31 
 
 " Table of Weights .............................. 32-36 
 
 Building Law, Extracts from ....................................... 154 
 
 Building Materials, Weights of .................................... . 206 
 
 Bundle Iron, Number of Feet in .................................... 198 
 
 By-Laws ................ . .......................................... 145 
 
 Capital ........................................................... 9 
 
 Cast Iron Arch Girders .............................................. 37 
 
 " Hollow Columns, Table of Safe Load ...................... 24-26 
 
 " " Table of Weights .......................... 23 
 
 " T Beams ................................................. 30 
 
 " " Rule to Determine Strength of .................... 31 
 
 " " Table of Weights ............................... 82-36 
 
 Castings, Cost of ..................................... . ............. 14 
 
 " Shrinkage of ........................ .................... 190 
 
 Channels and I Beams .............................................. 91 
 
 1 ' Prices of .................................................. 118 
 
 Circles, Areas ...................................................... 208 
 
 " Circumferences .............................................. 207 
 
 Coal .............................................................. 12 
 
 " Prices of ..................................................... 140 
 
 Colors of Iron caused by Heat ..................................... v 205 
 
 Columns, Box, Cost of ............................................. 28 
 
 " " Example of Cost ...................................... 30 
 
 " " Table of Weights ............ . ......................... 21) 
 
 " " Table of Workmanship ................................ 29 
 
 " Round, Deep Fluted, Cost of ............................... 27 
 
 " " Sharp Fluted, Cost of .............................. 21 
 
 " " Tables of Safe Loads ............................. 24-26 
 
 " Table of Weights .................................. 23 
 
 Company A, Stock .................................................. 140 
 
 Conducting Power of Building Materials .............................. 206 
 
 Contract, Blank Form of ........................................... 172 
 
 Cornice and Lintel, Example of Cost ................................. 43 
 
 Corrugated Iron .................................................... 201 
 
 Cost, Example of, Arch Girder ........................... ............ 43 
 
 " " Box Columns ...................................... 30 
 
 " " Gratings ......................................... 50 
 
 " " Lintel and Cornice ................................. 43 
 
 " " Newel Post ....................................... 47 
 
 " " Oat Manger ....................................... 47 
 
 " " Railing ............................................ 46 
 
 " " Roof Cresting. . . . ................................. 49 
 
 " " Shutters ........ ................................. 48 
 
 " " T Beams .......................................... 37 
 
 " " Window Lintel .. , 44 
 
CONTENTS. Vll 
 
 PAGE 
 
 Cost, Example of, Window Sill 44 
 
 " " Wrought Iron Plate Girder , 45 
 
 ' ' Illustrations 20 
 
 Cost of Box Columns 28 
 
 u Castings 14 
 
 Melted Iron 12-13 
 
 Cost of Round Columns, Deep Fluted 27 
 
 Sharp Fluted 21 
 
 44 Tile Floors 128 
 
 4 ' Workmanship on Box Columns 29 
 
 " Wrought Bar Iron 10 
 
 Cylinders, Solid Cast Iron, Weight of 205 
 
 Department of Buildings, Blank Forms 169 
 
 Engine and Boiler Expenses 10 
 
 Engineers' Association, War Prices 184 
 
 Erecting and Finishing Shop 15 
 
 Estimate, Blank Form of Request 172 
 
 Estimate of One Year's Business, etc 18 
 
 Example of Cost Arch Girder 43 
 
 " Box Columns. 30 
 
 44 Gratings 50 
 
 Lintel and Cornice 43 
 
 Newel Post 47 
 
 " Oat Manger 47 
 
 Railing 40 
 
 " Roof Cresting 49 
 
 u Shutters 48 
 
 " T Beams 37 
 
 " Window Lintel 44 
 
 " Window Sill 44 
 
 44 Wrought Iron Plate Girder 45 
 
 Exhaust Steam Traps 187 
 
 Expenses, Engine and Boiler 10 
 
 44 Office 9 
 
 " Shop, Apportioned 10 
 
 Extracts from the Building Law 154 
 
 Financial Management 5 
 
 Finishing and Erecting Shop 15 
 
 Fire Proof Floors 91 
 
 44 Tile Floors 125 
 
 " " Cost of 128 
 
 " " Specification 127 
 
 44 44 Test of Strength 129 
 
 Flat Bar Iron,- Weight of , 196-197 
 
 Floors, Fire Proof 91 
 
 Founding 173 
 
 Foundry 10 
 
 Galvanized Sheet Iron, Weight of 200 
 
Vlll CONTENTS. 
 
 PAQK 
 
 General Remarks 1 
 
 Girders, Arch 37 
 
 " " Example of Cost 43 
 
 " " Table of 39-42 
 
 ' k Plate, Example of Cost 45 
 
 " Riveted, Table of Strength 119-121 
 
 " Testing, Blank Form for 169 
 
 Gold, Prices of 140 
 
 Gratings, Example of Cost 50 
 
 " Table of Weights 51-56 
 
 Hoop Iron, Weight of 199 
 
 I Beams and Channels 91 
 
 " Condensed Table of Weights 118 
 
 Moulded 122 
 
 ' Notes for Engineers 116 
 
 " Prices of 118 
 
 " Relative Efficiency of Ill 
 
 4 ' Setting and Connecting Ill 
 
 " Unsupported Side-Ways 112 
 
 " Used as PiUars, etc 115 
 
 " Tables of 93-110 
 
 " Weights and Co-efficients 113-114 
 
 Illustrations of Cost 20 
 
 Iron Founders' Association, War Prices 186 
 
 Iron Fronts 80 
 
 A Representative 81 
 
 " Ashler 90 
 
 Iron, Mixtures of 12 
 
 " Quotations of Bar Iron 189 
 
 Pig Iron 138-139 
 
 Labor and Materials, Prices for 20 
 
 Labor Question 209 
 
 Lintei and Cornice, Example of Cost 43 
 
 Lintel, Window Example of Cost .44 
 
 List of Machinery, Tools, etc 17 
 
 Machinery, Tools, etc. , List of . 17 
 
 Management, Financial 5 
 
 Manger, Oat, Example of Cost 47 
 
 Mansard Roof 136 
 
 Materials and Labor, Prices for 20 
 
 Materials, Building, Weights of . . 206 
 
 Melted Iron, Table of Cost 12-13 
 
 Melting Point of Metals 206 
 
 Mixtures of Iron .' 12 
 
 Moulded Iron Beams 122 
 
 Moulding 178 
 
 Newel Post, Example of Cost 47 
 
 Oat Manger, Example of Cost 47 
 
CONTENTS. IX 
 
 Office Expenses ........................................... ......... 9 
 
 Pattern Shop ..................................................... 1? 
 
 Pig Iron, Quotations of ......................................... 138-139 
 
 Plate Girder, Example of Cost ....................................... 45 
 
 Plates for Round Columns ........................................... 22' 
 
 Port-Holes ......................................................... 189 
 
 Post, Newel, Example of Cost ....................................... 47 
 
 Prices for Labor and Materials ...................................... 20 
 
 " Bar Iron ............. ........................................ 139 
 
 " Coal ..................................................... 140 
 
 " Gold ................................................... 140 
 
 " of I Beams and Channels ...................................... 118 
 
 ' ' Pig Iron ... ........... ...................................... 138 
 
 " War .................................................. ...... 183 
 
 Profit .............................................................. 19 
 
 Proposal, Blank Form of ............................................ 172 
 
 Railing, Example of Cost ............................................ 46 
 
 Relative Conducting Power of Materials .............................. 200 
 
 " Weights of Metals ......................................... 204 
 
 Riveted Girders ............................................... 1 19-121 
 
 Rivets, Weight of ....... ........................................... 201 
 
 Rolled Iron I Beams and Channels ................................... 91 
 
 " " u Condensed Table of Weights ......... 118 
 
 " " Moulded .................. , ................... 122 
 
 " " Notes for Engineers ............................. 116 
 
 " " Relative Efficiency of ........................... Ill 
 
 ** u Setting and Connecting .......................... Ill 
 
 " " Unsupported Side-Ways ......................... 112 
 
 " Used as Pillars, etc .............................. 115 
 
 " " Tables of .................. ................... 93-110 
 
 " Weights and Co-efficients .................... . . 113-114 
 
 Roof Cresting, Example of Cost ...................................... 49 
 
 Roofs.. ............................................................ 129 
 
 " Mansard ...................................................... 136 
 
 Round Columns, Deep Fluted, Cost of ............................... 27 
 
 " Sharp Fluted, Cost of ............................... 21 
 
 " Tables of Safe Loads ............................... 24-26 
 
 " Tables of Weights ................................. 23 
 
 Round Iron, Weight of .......... ................................... 195 
 
 Rule to Compute the Weight of Box Columns ........................ 192 
 
 " " Cast Iron, Wrought Iron, etc ..... . . . . 191 
 
 " " Plates .............................. 191 
 
 " u Round Columns ...................... 193 
 
 " " T Beams ............................ 193 
 
 Rule to Determine the Strength of T Beams .......................... 31 
 
 u to Find Weight of Casting from the Pattern ...................... 191 
 
 Sheet Iron, Weight of ............................................... 199 
 
 Shop, a Model ...................................................... 2 
 
X CONTENTS. 
 
 PAGE 
 
 Shop, Blacksmith 15 
 
 % ' Finishing 1 Shop 15 
 
 " Pattern Shop 17 
 
 4 ' Expenses Apportioned 10 
 
 Shrinkage of Castings 190 
 
 Shutters, Example of Cost 48 
 
 Specification of Iron Work 62 
 
 u Anchors 70 
 
 " Arch Girders 60 
 
 " Balconies 77 
 
 " Beams and Girders 71 
 
 44 Book Vault Doors 71 
 
 44 Bridle Irons 70 
 
 " Chimney Caps 76 
 
 " " Shafts 76 
 
 " Coal Cover 74 
 
 " " Vault Door 77 
 
 " Columns, Fire Proof 67 
 
 u " Interior 6(> 
 
 u " Plates for Wooden 73 
 
 44 Coping 76 
 
 44 Cornice, Galvanized 72 
 
 4fc Crestings 72 
 
 44 Dimensions 62 
 
 4w Doors for Book Vault 71 
 
 " Doors for Coal Vault 77 
 
 44 " Flue 73 
 
 44 Door Saddles 73 
 
 " Dowels 73 
 
 44 Drill for Carpenter 74 
 
 44 Elevator , 75 
 
 44 Eyes for Shutters 69 
 
 44 Fire Escape 75 
 
 44 Fire-Proof Columns 67 
 
 44 u Floors 127 
 
 44 Floor Beams and Girders 71 
 
 44 Floor-Lights 68 
 
 44 Flue Doors 73 
 
 ' 4 " Rings 74 
 
 44 Front 62 
 
 44 Fuel Room 76 
 
 44 Galvanized Cornice 72 
 
 General Requirements 79 
 
 44 Girders, Arch 66 
 
 44 44 and Floor Beams 71 
 
 44 4C Vault, and Columns 65 
 
 44 Gratings, Wrought Iron , '72 
 
 44 44 Ventilating 74 
 
CONTENTS. XI 
 
 PAGE 
 
 Specification of Guards to Windows 70 
 
 14 Hooks 79 
 
 44 Illuminated Platform 64 
 
 " Interior Columns 60 
 
 41 Ladder to Scuttle 75 
 
 " Lining of Fuel Room 70 
 
 14 Lintels and Sills for Windows 76 
 
 " Painting 79 
 
 Plates for Wooden Columns 64 
 
 *' Platforms, Illuminated 64 
 
 " Port-Holes 77 
 
 ** Rings and Covers for Flues 73 
 
 " Rolling Shutters 64 
 
 44 Roof Cornice 72 
 
 44 " Cresting 72 
 
 44 Saddles 73 
 
 44 Scrap 62 
 
 44 Screen Work 73 
 
 4 Scuttle 75 
 
 44 44 Ladder to 75 
 
 44 Shutter Eyes 61) 
 
 44 Shutters, Rear Outside (55) 
 
 " Rolling 64 
 
 Sills and Lintels for Windows. 76 
 
 44 Sky-Lights 67 
 
 Stairs 77 
 
 44 Trimmings 77 
 
 44 Vault Doors, Book 71 
 
 44 44 Coal 77 
 
 44 Vault Girder and Column 65 
 
 Ventilating Gratings 74 
 
 44 Window Guards 70 
 
 44 44 Lintels and Sills 76 
 
 44 Wrought Iron Gratings 72 
 
 Square Iron, Weight of 195 
 
 Steam Traps, Exhaust 187 
 
 Stock Company 140 
 
 Strength of Riveted Girders 119-121 
 
 T Beams, Rule for 31 
 
 Table of Cost of Melted Iron 12-13 
 
 Workmanship on Box Columns 29 
 
 u Wrought Bar Iron 10 
 
 Table of Safe Load on Round Columns 24-26 
 
 44 Strength of Riveted Girders 119-121 
 
 Table of Weights of Angle Iron 200 
 
 44 Arch Girders 39-42 
 
 14 Boiler Iron 199 
 
 " Bolts and Nuts. . .203 
 
Xll CONTENTS. 
 
 PAGE 
 
 Table of Weights of Box Columns 29 
 
 " Building Materials 206 
 
 " Cast Iron Balls. 205 
 
 " Flat Bar Iron 196-197 
 
 " Galvanized Sheet Iron 200 
 
 Gratings 51-56 
 
 " Hoop Iron 199 
 
 " I Beams, Condensed , 118 
 
 " Relative Weights of Metals 204 
 
 *' Rivets 201 
 
 " Round Columns 23 
 
 ** Round Iron 195 
 
 " Solid Cylinders 205 
 
 u Sheet Iron 199 
 
 Square Iron 195 
 
 " T Beams 32-36 
 
 Tee Iron 200 
 
 " Various Metals 204 
 
 " Washers 204 
 
 Taritf of Prices for Labor and Materials 20 
 
 T Beams, Cast Iron 30 
 
 " Example of Cost 37 
 
 " Rule to Determine Strength of 31 
 
 " Table of Weights 32-36 
 
 Tee Iron, Weight of 200 
 
 Tension Rod Girders 37 
 
 Testing Girders, Blank Form for 169 
 
 The Labor Question 209 
 
 Tile Floors and Ceilings 125-129 
 
 Tools, Machinery, etc. , List of 17 
 
 To Young Men 215 
 
 Traps for Exhaust Pipes 187 
 
 Value of Iron 198 
 
 Various Metals, Weight of 204 
 
 War Prices of Iron Founders' Association 184 
 
 ' ' Engineers' Association 186 
 
 Weights and Measures 202 
 
 Weights of Angle Iron 200 
 
 " Arch Girders 39-42 
 
 " Boiler Iron 199 
 
 " Bolts and Nuts ; 203 
 
 " Box Columns 29 
 
 " Building Materials 206 
 
 " Cast Iron Balls 205 
 
 " Cylinders 205 
 
 " Flat Bar Iron 196-197 
 
 " Galvanized Sheet Iron 200 
 
 4t Gratings 51-06 
 
CONTENTS. Xlll 
 
 pxon 
 
 Weights of Hoop Iron 199 
 
 I Beams 118 
 
 ' Relative Weights of Metals 204 
 
 " Rivets 202 
 
 " Round Columns 23 
 
 " Round Iron 195 
 
 " Sheet Iron 190 
 
 " Square Iron 195 
 
 " T Beams 32-30 
 
 " Tee Iron 200 
 
 " Various Metals 204 
 
 u Washers 204 
 
 Window Lintel, Example of Cost 44 
 
 u Sill, Example of Cost 44 
 
 Wrought Bar Iron, Table of Cost 16 
 
 Wrought Plate Girder, Example of Cost 45 
 
UNIVERSITY 
 
 ORK. 
 
 GENERAL REMARKS. 
 
 ESTABLISHMENTS devoted exclusively to the manufacture of 
 iron work for buildings are of comparatively recent growth. 
 Almost without exception the larger ones now existing have 
 grown from small beginnings, building after building having 
 been added to the original shop until they became great work- 
 shops without proper plan for the economical working and 
 handling of materials. Formerly there were two distinct divi- 
 sions in contracting the ironwork required for a building; 
 the wrought iron was given to a blacksmith, and the cast iron 
 work to a foundryman. The custom now is to give the entire 
 work to one establishment. 
 
 This branch of iron manufacture has increased enormously 
 within the past fifteen years, and the probabilities are that the 
 future will develop a still greater proportional growth. It is a 
 commonplace saying that as a nation we have but just begun 
 to use iron. This is, indeed, very true as regards its use for 
 building purposes. Good construction, economy of material, 
 and beauty of form in architectural iron work have made 
 greater progress in this country, and particularly in ^Jie city 
 of New York, than elsewhere in the world. A knowledge of 
 the subject requires diffusion. Years of study, observation, and 
 hard practical toil were the price of the author's thorough knowl- 
 edge of this class of work, as it must be to every man who 
 would qualify himself for this business. 
 
 The aim in giving publicity to this knowledge is largely for 
 the enlightenment and advancement of workingmen. They 
 need to have placed before them in plain and intelligible forms 
 
2 ARCHITECTURAL IRON WORK. 
 
 an outline of how the works in which they daily toil are man- 
 aged, and so to help educate up operative mechanics to become 
 competent to command and control the coming great industrial 
 workshops of our land. 
 
 To proprietors of works new light will be thrown on their 
 business, and enable them more thoroughly to understand the 
 principles which govern their every-day doings. The knowledge 
 herein imparted will enable a manufacturer to correctly ascer- 
 tain what his products cost, and to establish prices which will 
 allow fair profits. It is a general complaint that the cost of 
 work almost invariably exceeds an estimate, and the yearly 
 balance-sheets too often indicate that a business has failed to 
 pay a reasonable reward for the labor and use of capital em- 
 ployed. The cost of the various items given in the following 
 pages will differ more or less in every establishment; but if the 
 principles laid down will induce manufacturers of iron work 
 for buildings to make similar statements of actual costs, in 
 detail, applicable to their own shops, there will be little danger 
 that their products will be sold without profit, or that the bal- 
 ance at the end of the year will be found on the wrong side. 
 
 A MODEL SHOP. 
 
 LOCATION. 
 
 In selecting a site for the shops many essential things are to 
 be considered. The land should have a water frontage on a 
 navigable stream, be convenient to railroad depots and steam- 
 boat landings, have good telegraphic and mail connections, 
 and be where skilled labor is easily obtained, and where homes 
 for workingmen are numerous. A good-sized plot of ground 
 is desirable, not alone for the immediate present, but to ac- 
 commodate the future growth and requirements of the busi- 
 ness. The land must be of moderate value, and selected with 
 an eye to its prospective increase in value. Look ahead to a 
 profit on the land purchase. It is well to have the location 
 
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 . 'doqs mfras3iOBig 8 . 
 
 .J. J L 
 
 3 l 
 
 O 43-^ 
 
 02 
 
 P5O 
 
ARCHITECTURAL IRON WORK. 3 
 
 away from other shops in the same line of manufacture, so as 
 to draw employes to the neighborhood and secure their per- 
 manency ; and yet be not so far away as to greatly inconve- 
 nience temporary hands. 
 
 Selecting such a plot of ground, of a size not less than 
 300 x 250 feet, suppose its cost to be $15,000. 
 
 BUILDINGS. 
 
 The buildings will all be of brick, with double-pitch frame 
 roofs, covered with slate, and put up in a good and substantial 
 manner. Their cost may be taken at $40,000. 
 
 The shops are arranged in relation to each other as to insure 
 the least handling and inconvenience from the time the raw ma- 
 terial is landed on the dock until the manufactured article is run 
 out for shipment one succession of advances. By reference to 
 the plan it will be seen that the buildings form a hollow square. 
 This secures the greatest amount of light and ventilation, the 
 greatest security to valuable materials, the least danger from 
 destructive fire, and the best control of the employes. 
 
 The engine and boiler are situated at the centre, the power 
 radiating to all quarters. The cupolas are placed at the centre 
 of the length of the foundry, and the run way for charging 
 the same is in the yard. The foundry is 60x180 feet. A 
 portion of it, fifty feet in length, is railed off for light work. 
 The remainder, for heavy work, is furnished with four cranes. 
 Sheds for sand run alongside the foundry, and the sand is 
 thrown directly in as required. Two cupolas are provided, 
 each with a maximum capacity of x twenty tons, enabling a 
 cast to be made every working day in the year without having 
 to lay by during relining, etc. By using both at once sufficient 
 iron can be melted for almost any purpose. The erecting shop, 
 in which to lay down iron fronts and other work is 60 x 180 
 feet. The blacksmith shop is 30 x 60 feet, and opens out into 
 the erecting shop, so that the latter may be used for purposes 
 
4r ARCHITECTURAL IKON WORK. 
 
 connected with the former. A finishing shop is made two 
 stories in height, in which to make shutters, railings, and lit 
 up small work. The second stdry floors will be suspended by 
 iron rods from the roof trusses, so that the first story shall be 
 entirely free from columns. The opposite building is also 
 made two stories in height, a portion of its first floor being 
 used for a carpenter and a flask-making shop, and the upper 
 story, 40 x 105 feet, for pattern making. The stairs thereto is 
 on the outside of the build i no;. On the first floor of this build- 
 
 O 
 
 ing is arranged the offices ; a main counting-room, a private 
 office, and a drawing-room, the latter connecting with the 
 pattern shop by a circular stairway. From the windows of 
 the private office a general survey of the premises is obtained. 
 Drive-ways through the shops are plentifully provided, and 
 weighing scales are so placed as to accommodate incoming and 
 outgoing materials, and for the weighing of rough castings in 
 transit from the foundry to the finishing shop. The core oven, 
 14 x 20 feet, is placed near the cupolas, together with a house 
 for, core-making. On the other side of the cupolas is a small 
 house for brushing and cleaning castings. It will be advisable 
 in localities where winters are severe to roof over the yard or 
 court, taking care to provide as much light as possible and 
 liberal ventilation. The roof can then be made use of for 
 storage of small flasks and similar things. A stable, 20 x 50 
 feet, is placed where shown in the side yard. This yard gives 
 space for flasks, cord- wood, etc. The workmen in going out 
 and in daily all pass through the entrance way alongside of 
 the office. When being paid off they pass through the hall- 
 way and main office. 
 
 Enlarged capacity to the shops can be had by adding a 
 wing on the foundry, covering more or less of the side yard. 
 The erecting shop may have a gallery added, fifteen feet wide, 
 running around on all sides, suspended from the roof trusses, 
 and used for vice work. In due time a two or three story 
 
ARCHITECTURAL IRON' WORK. 5 
 
 building for storage of patterns will be required ; this will be 
 built on a portion of the space of the side yard, and will be 
 disconnected from the other buildings. 
 
 An iron-works planned as shown and described would, for 
 its purpose, be superior to any existing at the present time, 
 and its capacity, in proportion to its cost, be far ahead of any. 
 
 FINANCIAL MANAGEMENT. 
 
 The iron business is a heavy business, and to manufacture in 
 a first-class way requires a large capital. Whatever amount of 
 money is put into the venture and it is a venture, as all busi- 
 ness operations are be it remembered that this capital is worth 
 seven per cent, per annum, for that interest can be obtained 
 without risk and without trouble. Then there are expenses 
 connected which are inevitable and constant, whether much or 
 little is done. Taxes, insurance, office employes, expenses of 
 running engine, pay to foremen, etc. ; these go on about the 
 same whether 100 or 300 men are employed as producers the 
 same on $100,000 as on $300,000 worth of work. Above a 
 certain limit oa a given investment, the difference between the 
 cost of the raw materials and labor employed, and the prices 
 obtained for the finished articles, is the profit. Therefore, one 
 of the secrets of making money is to keep the works filled to 
 their utmost capacity. 
 
 To illustrate this principle, suppose that a lot of columns, 
 twelve inches in diameter and three-quarters of an inch in 
 thickness, are to be made at a given price say, four cents per 
 pound. Now, if these same columns were to be made one-and- 
 a-half inches thick, and the rate per pound was the same, the 
 heavier weights would afford by far the best profit, because the 
 cost in both cases are alike as to moulding time, and materials, 
 cleaning, chipping, turning off ends, etc., and the heavier 
 weights represent simply melted pig iron poured into the mould. 
 
 There is danger, however, of these facts leading a contractor 
 
6 ARCHITECTURAL IRON WORK. 
 
 astray, and tempting him to take work too low. A limit must, 
 therefore, be established ; and when a man is steeled to refuse 
 work below that limit, and yet has the energy and ability to 
 keep the shops well filled with contract work above that 
 Jimit, .good results may confidently be looked for at the end of 
 the fiscal year. If a job be taken at an unprofitable figure, no 
 amount of drive can overcome the error, whether intentional 
 or unintentional, made at the start. But whether a job is 
 taken at a good price or a poor one, never slight the work. 
 Always do the best that can be done, both in material and in 
 execution. A reputation for good castings and true fitting 
 will, in due time, become extensively known, and turn the 
 scales of owners' preference in giving such an establishment 
 work where estimates run close. The expense of doing good 
 work is no greater, and perhaps not as great, as to do botch 
 work. If the workmen are held up to a proper standard, and 
 whenever a mechanic shows himself incompetent or careless, 
 he be discharged and replaced with a better man, the entire 
 force will do their work in a thorough and expeditious manner. 
 If any journeyman be addicted to drink, no matter how good 
 a mechanic he may be, or if he is disputative or loud in his 
 political preferences or religious views, it is well to weed out 
 all such and be free of them. 
 
 The cost of ground and buildings has been set down as 
 $55,000. The machinery will require an expenditure of 
 $45,000, and a working capital, over and above all, of $50,000. 
 Thus the establishment is supposed to represent $150,000. 
 Expenses will commence with the organization, and go on, 
 unceasingly. These are to be taken into account and appor- 
 tioned to the different shops. They become what will be 
 termed shop expenses so much on the foundry, so much on 
 the finishing shop, etc., in proportion to the room they occupy. 
 
 The cost of castings in the foundry wants to be got at. To 
 one unfamiliar with a foundry perhaps to many familiar with 
 
ARCHITECTURAL IRON WORK. 7 
 
 a foundry this would appear a very difficult task. And yet 
 for a given month, if a record of the quantity and cost of the 
 pig iron consumed, together with the sand, flour, wood, coal, 
 and other supplies used, and the wages paid to moulders, help- 
 ers, etc., l>e aggregated, and to this sum the shop expenses, 
 before referred to, be added, and the total in dollars and cents 
 be divided by the number of pounds of good castings weighed 
 up coming out of the foundry during the month, it will give, 
 beyond the shadow of a doubt, the average cost per pound of 
 those castings. A little good judgment will separate those 
 castings into three grades heavy, medium, and light and the 
 prices to correspond. So simple is the method when syste- 
 matically pursued. A monthly record so kept will give the 
 average daily consumption of materials and cost of labor to the 
 ton of iron melted. It is also necessary to get at the exact cost 
 per pound of any particular casting, large or small, and the 
 method of doing this will be shown further on. 
 
 The same manner of record applied to finishers engaged in 
 fitting up the castings will establish correctly tho average cost 
 per pound of finishing certain grades of castings. 
 
 In the blacksmith shop a record kept of the coal used, the 
 wages paid, and the wrought iron cut up, will give the average 
 cost per pound for forgings and smiths' work. 
 
 In the pattern shop the average cost of each man is obtained 
 through this same principle. For certain classes of- finished 
 castings experience will determine the average cost per pound 
 or per ton for pattern work, including pattern materials, such 
 as lumber, hardware, etc. 
 
 Suppose an iron front to have been manufactured in the 
 shop and set up at the building and finished complete. The 
 cost has been kept at every stage, and it must now show all 
 this: The total weight; the weight of the heavy castings, 
 such as the columns and the pilasters ; the weights of the 
 light castings, such as the arches, cornices, sills, etc. ; the cost 
 
8 ARCHITECTURAL IRON" WORK. 
 
 of the castings as they came out of the foundry ; their cost per 
 pound of finishing in the shop ; and the cost per pound of set- 
 ting up and finishing at the building ; the cost of painting ; the 
 total cost per pound and the total cost in dollars for the front ; 
 also the cost per lineal foot and per square foot superficial. 
 
 With records like these there is little room left for guess- 
 work. The lack of them accounts for the wide difference in 
 bids from contractors, and affords an explanation for the disap- 
 pointing results obtained at the end of a year's business on find- 
 ing little or no profits made or actual losses incurred. Many 
 concerns take work at losing prices through sheer ignorance of 
 what the actual cost is. Every article in the business, and each 
 particular contract, should be reduced in detail to its cost per 
 pound, or per superficial foot, or both. Certain classes of work 
 cost more for the finishing labor than the castings themselves 
 cost. What would seem to be a large price per pound would 
 not give back the manufacturer his money. A contract job 
 may show a loss, or particular parts of it a loss. But future 
 similar mistakes are thus guarded against. Be governed by 
 facts, results actually obtained, and never be influenced by what 
 a competitor takes work at, other than to impel a closer scru- 
 tiny into the correctness of the cost or a more economical man- 
 ner of doing such work. Sooner or later those who defy the 
 teachings of figures, as well as the teachings of experience, will 
 come to grief. 
 
 A man goes into this business for the dollars and cents 
 profit which is in it, not for glory. It is a noble business, and 
 affords scope for the best talents the astuteness of the lawyer, 
 the sound judgment of the merchant, the genius of the mech- 
 anician, and the generalship of the soldier. Fame, however, is 
 but incidental to the business, and surely it will not attach to 
 him who fails to make a financial success of his work. In the 
 eagerness and anxiety to secure contracts, and the liability of 
 mistaking or omitting items, the tendency is to figure too low. 
 
ARCHITECTURAL IRON WORE. 9 
 
 Rather do without work than have it at a loss. Let energy 
 and constant attention to business be the levers which secure 
 to an establishment its complement of work at good prices. 
 The argument that work had better be taken at'cost than not 
 at all, will do for the indolent man, or the man who has out- 
 lived his energy. An iron works requires to be kept con- 
 stantly going, or it becomes self-consuming. "Work at cost 
 pays the interest and taxes and office hire, and keeps the men 
 together and the tools from rusting, and the establishment 
 generally from running behind. But when the manager can- 
 not find sufficient work at remunerative prices, the establish- 
 ment is too large for that man, or the man too small and in- 
 competent for the establishment. This is a growing country, 
 and foundries can hardly keep pace with the demand for iron 
 work for buildings. The live man can always find work, even 
 in dull times, during panics and wars. It is of the first impor- 
 tance to get remunerative prices. 
 
 A good credit would attach itself to an establishment paid 
 for and provided with a working capital as stated ; indeed, an 
 almost unlimited credit, if the manager be known as a compe- 
 tent and reliable man. 
 
 The sum invested is a large one, and is represented and used 
 as follows : 
 
 CAPITAL $150,000. 
 
 Ground cost- $15,000 
 
 Buildings cost 40,000 
 
 Machinery 45,000 
 
 Interest on capital $10,500 
 
 Taxes 1,500 
 
 Insurance 800 
 
 Working capital 50,000 
 
 $150,000 
 
 $15,000 
 
 Gas 700 
 
 Repairs to buildings 500 
 
 Incidentals 1,000 
 
 OFFICE EXPENSES. 
 
 Wages Manager. $5,000 
 
 Book-keeper 1,500 
 
 Time-keeper 800 
 
10 ARCHITECTUEAL IRON WORK. 
 
 Amount brought forward $7,300 $15,000 
 
 Two boys 600 
 
 Draughtsman 1,200 
 
 Night watchman 900 
 
 Incidentals 1,000 
 
 ~ 11,000 
 
 ENGINE AND BOILER EXPENSES. 
 
 Coal, per day $4 00 
 
 Oil, tallow, waste, etc 1 00 
 
 Repairs, etc 2 00 
 
 Wages of engineer 3 00 
 
 Incidentals.. 1 00 
 
 $11 00 
 is. per annum (300 days), 3,300 
 
 14,300 
 
 Expenses $29,300 
 
 APPORTIONED AS FOLLOWS : 
 
 Foundry 7-16 of $29,300 is $12,818.75 per annum, or per day $42 72 
 
 Erecting and finishing shop 7-16 of $29,300 is $12,818.75 per annum, 
 
 or per day 42 73 
 
 Blacksmith 1-lfi of $29,300 is $1,831.25 per annum, or per day 6 10 
 
 Pattern 1-16 of $29,300 is $1,831.25 per annum, or per day 611 
 
 FOUNDRY. 
 
 Shop expenses, as stated above, per day $42 72 
 
 Coal for cupola, H tons at $6 9 00 
 
 Common sand % 00 
 
 White sand 75 
 
 Sea-coal ; fire-clay, etc 2 00 
 
 Flour 2 00 
 
 Repairs to ladles, cupolas, etc 2 50 
 
 Wood and coal for core oven 2 00 
 
 Flasks, material in and wages making 10 00 
 
 Wages 1 foreman $6 00 
 
 1 melter 4 50 
 
 2 helpers, $1.75 3 50 
 
 10 moulders, $3.50 \ 
 
 25 " 3.00Vsay 133 00 
 
 15 helpers, 1.50 ) - 147 00 
 
 219 97 
 
 IronPer ton $30 00 ^U 
 
 Interest, four months 70 
 
 Lighterage 1 00 
 
 Cartage, handling, and short weights. . . 1 00 
 
 32 70x8 tons, 261 60 
 
 * 
 
 $481 57 
 
ARCHITECTURAL IRON WORK. 11 
 
 Amount brought forward $481 57 
 
 Cartages, etc - 5 00 
 
 Contingencies 3 00 
 
 Cost of melting 8 tons, with iron included $489 57 
 
 Or, per ton $61 20 
 
 A gross ton of iron (2,240 Ibs.) yields 2,000 Ibs. in castings ; 
 the rest is wastage, and sprues, gates, etc., which makes the 
 cost, without moulding : 
 
 Melting, per ton $28.50, or per Ib c. 1.425 
 
 Iron, " 32.70, " c. 1.635 
 
 Cost per Ib c. 3.060 
 
 If ten tons is melted, then the cost will be : 
 
 Melting per ton, $22.80, or per pound c. 1 .140 
 
 Iron " 32.70," " c. 1.635 
 
 Cost per pound without moulding c. 2. 775 
 
 It will thus be seen that the cost of melting proportionately 
 decreases as the amount of iron increases. The heavier the 
 castings the cheaper they can be made. To melt ten tons 
 requires scarcely any additional expense over melting eight 
 tons, with the exception of a little coal. 
 
 The shop expenses of the foundry are covered when a cer- 
 tain amount of iron is being melted. But the business becomes 
 profitable only when a greater amount is being melted. In 
 manufacturing iron work for buildings, there are very few 
 articles that can be made up into stock or made in advance. 
 Most of the work is taken under contract, and the different 
 parts made just before they are required at the building. 
 Payments are made by the owners of buildings for whom the 
 work is for, as the work progresses. The money turns very 
 quickly, pay for finished work being usually got before the pig 
 iron of which it is made has to be paid for, if bought on the 
 usual four months' credit. Few bad debts are incurred where 
 the contracts are direct with owners, as new buildings for 
 mercantile purposes are rarely built except as investments or to 
 
12 ARCHITECTURAL IRON WORK. 
 
 supply the prosperous demands of commercial firms. A man- 
 ager can, therefore, make close and safe calculations in arrang- 
 ing his finances. There is no heavy stock of articles to be car- 
 ried waiting for purchasers. 
 
 It will be observed that in the foregoing calculation made for 
 the cost of melted iron, the price of pig iron is taken at $30 
 per ton. This price is merely taken as an illustration, for the 
 object of these tables and the views given are to offer correct 
 principles and a guide in making up tables and costs applica- 
 ble to any particular iron works. 
 
 The mixtures of iron will vary greatly according to location, 
 availability of certain brands of iron, and foundrymen's ideas 
 and experience. The following mixtures are not given with 
 any great degree of confidence as the best, but simply what 
 has been found to work well in practice. 
 
 MIXTURES OF IRON. 
 
 For heavy work No. 1 American Iron 3 parts. 
 
 No. 2 u " 2 " 
 
 Scotch. Iron 1 part. 
 
 For medium work No. 1 American Iron 1 " 
 
 No. 2 ." " 1 " 
 
 Scotch Iron 1 " 
 
 For small work No. 1 American Iron 1 k ' 
 
 Scotch Iron 2 parts. 
 
 COAL. 
 
 Amount to be used will differ in accordance with hardness 
 and kind say one ton anthracite coal to six tons of pig iron. 
 
 TABLE. 
 
 Cost of melted iron with foundry expenses added on same : 
 
 Iron at $25 per ton. 
 
 1 ton iron (2,240 Ibs.) $25 00 
 
 4 months' interest. , 58 
 
 Lighterage 1 00 
 
 Cartage, handling, and short weight 1 00 
 
 $27 58 
 Yields 2,000 Ibs. good castings ; the rest is wastage, etc. 
 
ARCHITECTURAL IROX WORK. 
 
 13 
 
 Iron costs per pound c. 1.38 
 
 Melting (as obtained under the head of " Foundry") per paund c. 1.64 
 
 Cost per pound without moulding expenses c. 3.02 
 
 COST OF MELTED IKON. 
 
 The following table shows the cost of melted iron, with pig 
 from $20 to $50 per ton, including foundry expenses : 
 
 
 
 PEB TON. 
 
 
 
 
 PBR LB. 
 
 
 I 
 
 A 
 
 
 II 
 
 
 
 
 
 
 
 
 
 fifi 
 
 
 
 
 
 rj 
 
 j 
 
 &> 
 
 B 4 * 
 
 
 
 
 
 c 
 
 | 
 
 I 
 
 s= M 
 
 
 
 * 
 
 
 
 
 3"!' 
 
 s 
 
 ill 
 
 1 
 
 a 
 
 1 
 
 i 
 
 6 
 
 ^ 
 
 s 
 
 o 
 
 H 
 
 ~ 
 
 
 H 
 
 $20 00 
 
 $0 47 
 
 $1 00 
 
 $1 00 
 
 $22 47 
 
 c.l 12 
 
 c. 1.64 
 
 c.2.76 
 
 21 00 
 
 49 
 
 1 00 
 
 1 00 
 
 23 49 
 
 1.17 
 
 1.64 
 
 2.81 
 
 22 00 
 
 51 
 
 1 00 
 
 1 00 
 
 24 51 
 
 1.23 
 
 1.64 
 
 2.87 
 
 23 00 
 
 54 
 
 1 00 
 
 1 00 
 
 25 54 
 
 1.28 
 
 1.64 
 
 2 92 
 
 24 00 
 
 56 
 
 1 00 
 
 1 00 
 
 26 56 
 
 1.33 
 
 1.64 
 
 2.97 
 
 25 00 
 
 58 
 
 1 00 
 
 1 00 
 
 27 58 
 
 1.38 
 
 1.64 
 
 3.02 
 
 26 00 
 
 61 
 
 1 00 
 
 1 00 
 
 28 61 
 
 1.43 
 
 1.64 
 
 3.07 
 
 27 00 
 
 63 
 
 1 00 
 
 00 
 
 29 63 
 
 1 48 
 
 1.64 
 
 3.12 
 
 28 00 
 
 66 
 
 1 00 
 
 00 
 
 30 66 
 
 1.53 
 
 1.64 
 
 3.17 
 
 29 00 
 
 68 
 
 1 00 
 
 00 
 
 31 68 
 
 1.58 
 
 1.64 
 
 3.22 
 
 30 00 
 
 70 
 
 1 00 
 
 00 
 
 32 70 
 
 1.63 
 
 1.64 
 
 3.27 
 
 31 00 
 
 73 
 
 1 00 
 
 00 
 
 33 73 
 
 1.69 
 
 1.64 
 
 3.33 
 
 32 00 
 
 75 
 
 1 00 
 
 1 00 
 
 34 75 
 
 1.74 
 
 1.64 
 
 3.38 
 
 33 00 
 
 77 
 
 1 00 
 
 1 00 
 
 35 77 
 
 1.79 
 
 1.64 
 
 3.43 
 
 34 00 
 
 79 
 
 1 00 
 
 1 00 
 
 36 79 
 
 1 84 
 
 1.64 
 
 3.48 
 
 35 00 
 
 82 
 
 1 00 
 
 1 00 
 
 37 82 
 
 1.89 
 
 1.64 
 
 3.53 
 
 36 00 
 
 84 
 
 1 00 
 
 1 00 
 
 38 81 
 
 1.9-4 
 
 1.64 
 
 3.58 
 
 37 00 
 
 86 
 
 1 00 
 
 1 00 
 
 39 86 
 
 1 99 
 
 1.64 
 
 3.63 
 
 38 00 
 
 89 
 
 1 00 
 
 1 00 
 
 40 89 
 
 2.05 
 
 1.64 
 
 3.69 
 
 39 00 
 
 91 
 
 1 00 
 
 1 00 
 
 41 91 
 
 2.10 
 
 1.64 
 
 3.74 
 
 40 00 
 
 93 
 
 1 00 
 
 1 00 
 
 42 93 
 
 2.15 
 
 1.64 
 
 3.79 
 
 41 00 
 
 96 
 
 1 00 
 
 1 00 
 
 43 96 
 
 2 20 
 
 1.64 
 
 3.84 
 
 42 00 
 
 98 
 
 1 00 
 
 1 00 
 
 44 98 
 
 2-25 
 
 1.64 
 
 3.89 
 
 43 00 
 
 1 00 
 
 1 00 
 
 1 00 
 
 46 00 
 
 2.30 
 
 1.64 
 
 3 94 
 
 44 00 
 
 1 03 
 
 1 00 
 
 1 00 
 
 47 03 
 
 2-35 
 
 1 64 
 
 3.99 
 
 45 00 
 
 1 05 
 
 1 00 
 
 1 00 
 
 48 05 
 
 2.40 
 
 1.64 
 
 4.04 
 
 46 00 
 
 1 07 
 
 1 00 
 
 1 00 
 
 49 07 
 
 2.45 
 
 1.64 
 
 4 09 
 
 47 00 
 
 1 10 
 
 1 00 
 
 1 00 
 
 50 10 
 
 2.50 
 
 1.64 
 
 4.14 
 
 48 00 
 
 1 12 
 
 1 00 
 
 1 00 
 
 51 12 
 
 2-55 
 
 1.64 
 
 4.19 
 
 49 00 
 
 1 14 
 
 1 00 
 
 1 00 
 
 52 14 
 
 2-60 
 
 1.64 
 
 4.24 
 
 50 00 
 
 1 17 
 
 1 00 
 
 1 00 
 
 53 17 
 
 2.65 
 
 1.64 
 
 4.29 
 
14 ARCHITECTURAL IRON WORK.' 
 
 COST OF CASTINGS. 
 
 When cost of. moulding does not exceed 1 cent per pound. 
 
 Moulding c. 1.00 
 
 Facings, cores, ;ind chaplets .20 
 
 Cleaning and chipping .20 
 
 Labor and handling .05 
 
 Cartage 10 
 
 Losage on bad castings (10 per cent, of above items) 15 
 
 c. 1.70 
 
 Melted iron, with shop expenses added (as obtained under head of 
 " Foundry "). Pig iron calculated on a basis of $30 per ton. See 
 table, u Iron at $30 per ton " 3.27 
 
 Cost, per pound c. 4.97 
 
 Sell (20 per cent, profit) 6c. per pound. 
 
 When cost of moulding is f c. per pound. 
 
 Per Ib. 
 
 Moulding c. 0.75 
 
 Facings, cores, and chaplets 20 
 
 Cleaning and chipping .20 
 
 Labor and handling .05 
 
 Cartage 10 
 
 Losage on bad castings (10 per cent of above items) 13 
 
 c. 1.43 
 Melted iron. (See table, " Iron at $30 per ton ") 3.27 
 
 Costs c. 4.70 
 
 Sell (20 per cent, profit) 5|c. per pound. 
 
 "When cost of moulding is IJc. per pound. 
 
 Per Ib. 
 
 Moulding c. 1.25 
 
 Facing, cores, and chaplets .20 
 
 Cleaning and chipping .20 
 
 Labor and handling .05 
 
 Cartage 10 
 
 Losage on bad castings (10 per cent, of above items) 18 
 
 c. 1.89 
 Melted iron. (See table, "Iron at $80 per ton ") c. 3 27 
 
 Costs c. 5.25 
 
 Sell (20 per cent, profit) 6Jc. per pound. 
 
ARCHITECTURAL IRON WORK. 15 
 
 c 
 
 FINISHING AND ERECTING SHOP. 
 
 Shop expenses (as previously stated), per day $42 73 
 
 Wear and tear of machinery, purchase of new small tools, such as 
 
 drills, chisels, etc 10 00 
 
 Wages 1 foreman $6 00 
 
 1 assistant foreman 4 00 
 
 1 weightman 2 50 
 
 15 finishers, at $3 45 00 
 
 20 finishers, at $2.50 50 00 
 
 25 helpers, at $1.50 37 50 
 
 145 00 
 
 Cartages 5 00 
 
 Contingencies. 5 00 
 
 Cost, per day $207 73 
 
 On 60 men (producers) : 
 
 Average wages $2 41 
 
 Shop expenses 1 05 
 
 Say $3 50 each workman. 
 
 BLACKSMITH SHOP. 
 
 Shop expenses (as previously stated), per day $6 10 
 
 Coal, etc 5 00 
 
 Wages 1 foreman $5 00 
 
 2 smiths, $3 each 6 00 
 
 3 smiths, $2.50 each 7 50 
 
 6 helpers, $1.75 1050 
 
 29 00 
 
 Cartages 3 00 
 
 Cost, per day $43 10 
 
 On 12 men (producers) : 
 
 Average wages $2 41 
 
 Shop expenses 1 18 
 
 Each workman $3 59 
 
 Cost, per day, of blacksmith and helper thus : 
 
 1 blacksmith $3 00 
 
 1 helper , 1 75 
 
 Shop expenses, two men each, $1.18 2 36 
 
 $7 11 
 Charge, per day $8 50 
 
16 
 
 ARCHITECTURAL IRON WORK. 
 
 Cost, per day, of blacksmith and two helpers thus : 
 
 1 blacksmith $3 00 
 
 2 helpers, $1.75 each 3 50 
 
 Shop expenses, 3 men each, $1.18 3 54 
 
 Say $10 00 
 
 Charge, per day $12 00 
 
 TABLE. 
 
 Cost of wrought bar iron, with cartage and interest added, 
 and wastage allowed. Showing rate per pound. 
 
 Bar iron at $50 per ton. 
 
 1 ton iron (2,240 Ibs.) $50 00 
 
 Interest, four months 1 17 
 
 Cartage 2 00 
 
 $53 17 
 
 For wastage (into scrap, etc.), allow 5 per cent. A gross ton (2,240 Ibs.) 
 will yield 2,128 Ibs. for finished work. The bar iron will, therefore, 
 cost, per pound c. 2.50 
 
 Cost of Bar Iron, at $45 to $85, including interest and 
 cartage. 
 
 PER TON. 
 
 Cost of Bar Iron 
 Per Ton. 
 
 Four Months' In- 
 terest. 
 
 Cartage. 
 
 Total. 
 
 Iron. 
 
 $45 00 
 
 $1 05 
 
 $2 00 
 
 $48 05 
 
 c. 2.26 
 
 47 50 
 
 1 11 
 
 2 00 
 
 50 61 
 
 2.38 
 
 50 00 
 
 1 17 
 
 2 00 
 
 53 17 
 
 2.50 
 
 52 50 
 
 1 22 
 
 2 00 
 
 55 72 
 
 2.62 
 
 55 00 
 
 1 28 
 
 2 00 
 
 58 28 
 
 2.74 
 
 57 50 
 
 1 34 
 
 2 00 
 
 60 84 
 
 2.86 
 
 60 00 
 
 1 40 
 
 2 00 
 
 63 40 
 
 2.98 
 
 62 50 
 
 1 46 
 
 2 00 
 
 65 96 
 
 3.10 
 
 60 00 
 
 1 52 
 
 2 00 
 
 68 52 
 
 3.22 
 
 67 50 
 
 1 57 
 
 2 00 
 
 71 07 
 
 3.34 
 
 70 00 
 
 1 63 
 
 2 00 
 
 73 63 
 
 3.46 
 
 72 50 
 
 1 69 
 
 2 00 
 
 76 19 
 
 3.58 
 
 75 00 
 
 1 75 
 
 2 00 
 
 78 75 
 
 3.70 
 
 77 50 
 
 1 81 
 
 2 00 
 
 81 31 
 
 3.87 
 
 80 00 
 
 1 86 
 
 2 00 
 
 83 86 
 
 3.94 
 
 82 50 
 
 1 92 
 
 2 00 
 
 86 42 
 
 4.06 
 
 85 00 
 
 1 98 
 
 2 00 
 
 88 98 
 
 4.18 
 
 PER POUND. 
 
ARCHITECTURAL IRON WORK. 17 
 
 PATTERN SHOP. 
 
 Shop expenses (as previously stated) per day $6 11 
 
 Wear and tear of machinery, purchase of small hardware, etc 5 00 
 
 Wages 1 foreman $5 00 
 
 7 pattern makers $3 00 = 21 00 
 
 44 2 pattern makers 250= 500 
 
 31 00 
 
 Cartages 2 00 
 
 Cost per day, say $44 00 
 
 On 10 men (producers) : 
 
 Average wages $3 10 
 
 Shop expenses 1 30 
 
 Each workman. $4 40 
 
 LIST OF MACHINERY, TOOLS, ETC., 
 
 REQUIRED IN THE VARIOUS SHOPS TO BEGIN WORK WITH. 
 
 ENGINE ROOM. 
 
 160 horse-power engine and boiler $4,500 
 
 Attachments 1,000 
 
 Fan for cupola 200 
 
 Fan for smith's shop 100 
 
 Shafting throughout buildings 3,000 
 
 8,800 
 
 FOUNDRY. 
 
 2 cupolas, maximum capacity 20 tons each $3,750 
 
 4 cranes 4, 000 
 
 Ladles, shovels, bellows, riddles, sieves, etc 2,000 
 
 Sandfloors 600 
 
 Weights, etc., etc 2,000 
 
 12,350 
 
 ERECTING AND FINISHING SHOPS. 
 
 overhead crane $2,500 
 
 column-turning lathe 3,500 
 
 lathe 750 
 
 : planer 600 
 
 punch 650 
 
 shears 500 
 
 Vices and small tools 4,500 
 
 6 drillers 7c 
 
 2 emery wheels 250 
 
 Grindstones 150 
 
 14,150 
 
 2 
 
18 ARCHITECTURAL IKON WORK. 
 
 BLACKSMITH SHOP. 
 6 forges and tools, anvils, etc $3,500 
 
 3,500 
 
 PATTERN SHOP. 
 
 1 wood planer $800 
 
 2 circular saws 500 
 
 1 wood-turning lathe 200 
 
 1 wood facing lathe 150 
 
 1 jig saw 175 
 
 1 band saw 175 
 
 Benches, etc 500 
 
 2,500 
 
 MISCELLANEOUS. 
 
 2 hoisting derricks $500 
 
 2 hand trucks 200 
 
 4 horses and carts, etc 1,800 
 
 2,500 
 
 Contingencies 1,700 
 
 Total $45,000 
 
 ESTIMATED AMOUNT OF ONE YEAR'S BUSINESS 
 AND COST AND PROFIT. 
 
 Interest on capital, 7 per cent, on $150,000 $10,500 
 
 Taxes, insurance, gas, repairs to buildings, etc 4,500 
 
 Office expenses 11,000 
 
 Engine and boiler (wages and coal excluded) 1,200 
 
 Cupola lining, repairs, etc 700 
 
 Tools, small, additions to, etc 3,600 
 
 Lumber in flasks, patterns, etc 4,000 
 
 Foundry equipments 5,000 
 
 Moulding sand, sea coal, etc 2.000 
 
 Lump coal, 550 tons, at $6 3,300 
 
 Soft coal for blacksmiths, engine coal, etc 1,500 
 
 Wood 500 
 
 Paints, oils, etc 2,000 
 
 Stable expenses 2,000 
 
 Truckages of heavy work 1 ,000 
 
 Freights, railroad expenses, etc 2,000 
 
 IRON. 
 
 Pig, 2,400 tons, average, $32 $76,800 
 
 Bar and sheet, 400 tons, average, $90 36,000 
 
 Rolled beams, 100 tons, average, $135 13,500 
 
 126,300 
 
ARCHITECTURAL IRON WORK. 
 
 WAGES. 
 
 Pattern makers, average number, 10 men average, $3.10, 
 
 say ................................................. $31 00 
 
 Finishers and helpers, average number, 63 men average, 
 
 $2.20, say .......................................... 138 00 
 
 Blacksmiths and helpers, average number, 12 men average, 
 
 $2.41, say .......................................... 29 00 
 
 Moulders and helpers, average number, 50 men average, 
 
 $2.73, say .......................................... 136 00 
 
 Flask carpenters, average number, 2 men average, $2.50, 
 
 say ................................................. 5 00 
 
 Painters, average number, 3 men average, $2.25, say ...... 6 75 
 
 Cartmen, average number, 4 men average, $1.87, say ..... 7 50 
 
 Common laborers, average number, 4 men average, $1.50, 
 
 say ................................................. 6 00 
 
 Engineer, 1 man average, $3, say ........................ 3 00 
 
 Weightman, 1 man average, $2.75, say ................... 2 75 
 
 Total number of men, 150 ; wages per day, say ..... $365 00 
 
 300 working days in a year makes the total sum paid for wages ..... $109,500 
 Contingencies ................................................. 10,000 
 
 Total cost ............................................. $300,000 
 
 PRICES REALIZED. 
 
 For pig iron made into finished castings, 2,400 tons, at $100 ........ $240,000 
 
 For bar and sheet iron, finished work, 400 tons, at $160 ............ 64,000 
 
 For rolled beams, 100 tons, at $175 ............................... 17,500 
 
 $321,500 
 
 PROFIT. 
 
 Profit, $21.500 on an investment of $150,000, in addition to 7 per cent, per 
 annum for use of capital. 
 
 The generally profitable character of this business has thus 
 been shown. A new establishment, however, for the first few 
 years, will have to put the larger proportion of its profits in 
 additional machinery, testing apparatus, tools, patterns, etc. 
 In this class of manufacture success attends capacity and 
 industry. 
 
20 ARCHITECTURAL IRON WORK. 
 
 From the preceding tables is obtained the following : 
 TARIFF OF PRICES FOR LABOR AND MATERIALS. 
 
 Cost. Charge. 
 
 Blacksmith (forge) and 1 helper $711 $850 
 
 " " 2 helpers 1000 1200 
 
 Finishers, machinists 3 50 5 00 
 
 " extra helpers 255 350 
 
 Patternmakers 440 600 
 
 Laborers 150 200 
 
 Drill machine and 1 man 3 50 5 00 
 
 Small lathe and 1 man 4 00 6 00 
 
 Planer and 1 man. 4 00 6 00 
 
 Column-turning machine, etc 6 00 10 00 
 
 In making out bills for jobbing work, always charge for the 
 following : 
 
 Pattern materials, 
 Screws, etc., files, 
 Bolts and nuts, 
 
 Cast iron, by weight, 
 Wrought iron, by weight. 
 Labor, 
 
 Cartage, 
 Pattern makers, 
 Finishers, 
 
 Blacksmiths, 
 Machine use, 
 Boxing. 
 
 ILLUSTRATIONS OF COST. 
 
 It is important that the cost of every article of common 
 manufacture be made up in a book to be kept for that pur- 
 pose. From time to time, as variations arise in prices of labor 
 or materials, these costs must be revised. 
 
 As illustrations, the costs of a number of leading articles is 
 given in detail. From these the manner of definitely arriving 
 at the cost of any article will be readily understood. 
 
ARCHITECTURAL IRON WORK. 
 
 21 
 
 O CO 
 
 O OOOJOOJOClOOOO CB 
 
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 d I H 
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 OOOOOOOO1 
 
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 3 g 
 
 JO 
 
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 TH S> 
 
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 MI eoT-ieocoocot>t>*-<ose> ri 
 
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 It 
 
 s* 
 
 if 
 
 !I 
 
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 .SB 
 
 for 
 per 
 
 O O lOtOiCJOiOJOOOOJOCS rj< 
 
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 SS 
 
 
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 q ^ .^5 * O > '-^3 
 
 3 .. ' if UH 
 
 : .2 : : o> ' 06 boS M 
 
 
 
 fl fl fl ^ O 
 
 mil 1 
 
 
 
22 ARCHITECTURAL IRON WORK. 
 
 USUAL SIZE OF PLATES. 
 
 Diameter of Column. Cap Plate. Base Plate. 
 
 4 inch lOxlOx 8x 8x 
 
 10 
 
 ,12x12x1 10x10x1 
 
 .12xl2xli lOxlOxli 
 
 .12xl2xH lOxlOxli 
 
 .14xl4xli 12xl2xl 
 
 .14x14x1^ 12xl2xli 
 
 ,14x14x1$ 12xl2xl 
 
 The cores of columns should be made in one piece in length, 
 the castings made of a uniform thickness of metal, straight 
 and reasonably perfect, and the ends turned off true in a lathe. 
 The somewhat common practice of making columns with a 
 greater thickness at the ends, where it is observable, than at 
 any other part, should not be followed. The risk that is there- 
 by assumed is greater than the value of the metal saved war- 
 rants. 
 
 It is usual to make round columns a little smaller at the 
 upper end than at the middle ; this is advantageous in strength 
 and also in appearance ; the difference should not exceed one- 
 tenth of the diameter. 
 
 It has been a common opinion that long-continued vibra- 
 tion, though very small in amplitude, causes a change in the 
 structure of iron, rendering it more liable to break ; this notion 
 has been abandoned by those best informed. 
 
 For columns, good strong iron must always be used, and the 
 castings made with at least ordinary care. It is too much to 
 expect that long columns will be cast quite straight. Some 
 defects can be readily detected by inspection. Those having 
 'considerable defects in the casting should, of course, be re- 
 jected, 
 
ARCHITECTURAL IRON WORK. 
 
 CAST IRON HOLLOW COLUMNS. 
 
 ^Weight per lineal foot, in Ibs. avoirdupois. Thickness of metal, from one- 
 quarter to two inches. 
 
 Thickness of Metal 
 
 
 
 
 
 
 
 
 
 
 - 
 
 
 
 2" 
 IbR. 
 
 
 Ibs. 
 4.29 
 5.52 
 6.75 
 7.98 
 
 9.2L 
 10.43 
 11.66 
 12.88 
 
 14.11 
 15.4 
 16.6 
 17.8 
 
 19.0 
 20.1 
 21.5 
 22.7 
 
 23.9 
 25.2 
 26.4 
 27.6 
 
 28.9 
 
 A 
 
 * 
 
 Ibs. 
 
 V 
 
 Ibs. 
 
 
 1/ii 
 
 IK" 
 
 Ibs. 
 
 1%" 
 
 Ibs. 
 
 1% 
 
 Outside Diameter, 
 it 
 
 1C 
 
 ii 
 
 Outside Diameter. 
 
 2 inch. 
 
 g:; 
 
 4 || 
 5 
 
 6 
 
 ?*:: 
 
 8 || 
 9 
 
 10 |' 
 11 " 
 
 12 " 
 
 13 " 
 13*" 
 
 14 " 
 15 " 
 
 16 " 
 
 I?*:; 
 
 17*" 
 
 18 " 
 18*" 
 19 " 
 19*" 
 
 20 " 
 20*" 
 21 ' 
 21*" 
 
 22 " 
 
 23 J " 
 
 23*" 
 24mch. 
 
 IbR. 
 6.0 
 7.8 
 97 
 11.5 
 
 13.3 
 15.2 
 17,1 
 18.9 
 
 207 
 22.6 
 24.4 
 26.2 
 
 28.1 
 29.7 
 31.7 
 33.6 
 
 37! 3 
 39.1 
 41.0 
 
 42.8 
 44.6 
 46.5 
 
 Ibs. 
 7.35 
 10.0 
 12.27 
 14.72 
 
 17.18 
 19.64 
 22.1 
 24.54 
 
 26.99 
 29.45 
 31.9 
 34.4 
 
 6.8 
 39.3 
 41.7 
 44.5 
 
 46.6 
 49.1 
 51.5 
 54.0 
 
 56.4 
 58.9 
 61.4 
 63.0 
 
 66.3 
 68.7 
 71.2 
 73.6 
 
 76.0 
 
 78.5 
 81.0 
 83.4 
 
 85.9 
 
 88.3 
 90.0 
 93.2 
 
 95.7 
 98.1 
 101.7 
 105.3 
 
 103.9 
 111.3 
 113.8 
 116.2 
 118.7 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 11.5 
 14.6 
 17.6 
 
 20.7 
 2/18 
 26.9 
 30.0 
 
 33.0 
 36.1 
 39.1 
 42.2 
 
 45.3 
 48.1 
 51.4 
 54.5 
 
 57.5 
 K0.6 
 63.7 
 66.7 
 
 69.8 
 72.9 
 75.9 
 78.5 
 
 82.0 
 85.0 
 87.5 
 91.1 
 
 94.1 
 97.3 
 100.4 
 103.4 
 
 106.5 
 109.5 
 112.2 
 115.6 
 
 118.7 
 121.8 
 1219 
 123.2 
 
 131.3 
 1360 
 139.4 
 142.4 
 145.5 
 
 X" 
 
 16.57 
 
 20.25 
 
 23.92 
 27.61 
 31.29 
 34.97 
 
 88.65 
 42.34 
 46.02 
 49.7 
 
 53.4 
 57.1 
 60.7 
 64.4 
 
 68.1 
 71. S 
 75.5 
 79.1 
 
 82.8 
 86.5 
 90.2 
 93.9 
 
 97.6 
 101.2 
 104.9 
 108.6 
 
 112.3 
 116.0 
 119.7 
 123.3 
 
 127.0 
 130.7 
 134.4 
 138.1 
 
 141.7 
 145.4 
 149.1 
 152.8 
 
 ire.o 
 
 16>).9 
 164.9 
 168.6 
 172.3 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 22.6 
 
 26.8 
 81.1 
 35.4 
 39.7 
 
 44.1 
 48.3 
 52.6 
 56.9 
 
 61.2 
 05.3 
 69.8 
 74.1 
 
 78.4 
 82.7 
 87.0 
 91.3 
 
 95.6 
 99.9 
 !04.2 
 108.4 
 
 1126 
 116.8 
 121.2 
 125.5 
 
 129.8 
 134.2 
 1H8.4 
 142.7 
 
 146.9 
 151.3 
 155.6 
 15!>.8 
 
 164.1 
 168.4 
 172.8 
 177.0 
 
 181.1 
 186.0 
 190.4 
 194.8 
 199.0 
 
 
 
 
 
 
 29.45 
 34.36 
 39.27 
 44.18 
 
 49.08 
 53.99 
 58.9 
 63.81 
 
 68.7 
 73.6 
 78.5 
 83.4 
 
 88.4 
 93.3 
 98.2 
 103.1 
 
 108.0 
 113.0 
 117.8 
 122.9 
 
 127.6 
 132.5 
 137.5 
 142.4 
 
 147.3 
 152.3 
 157.1 
 162.0 
 
 16)5.9 
 171.8 
 176.7 
 181.6 
 
 186.5 
 191.5 
 196.4 
 201.3 
 
 206.2 
 211.1 
 216.0 
 220.9 
 225.8 
 
 37.3 
 42.8 
 48.3 
 
 53.8 
 59.4 
 64.9 
 70.4 
 
 76.0 
 hi. 2 
 87.0 
 92.5 
 
 98.0 
 103.5 
 109.1 
 114.6 
 
 120.1 
 125.6 
 181.2 
 136.7 
 
 1420 
 14S.O 
 153.1 
 159.1 
 
 164.2 
 169.7 
 175.2 
 
 180.8 
 
 186.2 
 191.8 
 197.2 
 202.7 
 
 208.4 
 213.9 
 219.5 
 225.0 
 
 230.5 
 235.9 
 241.5 
 2470 
 252.5 
 
 
 
 
 
 
 41.5 
 46.6 
 51.75 
 
 58. 
 64.75 
 70.5 
 76.3 
 
 82.5 
 89. 
 95.1 
 101.2 
 
 107.4 
 1135 
 119.6 
 125.8 
 
 131.9 
 138.1 
 14 1.2 
 163.3 
 
 1564 
 162.6 
 168.7 
 174.9 
 
 181.0 
 187.1 
 193.8 
 199.6 
 
 205.5 
 211.7 
 217.8 
 223.9 
 
 230.2 
 236.3 
 242.6 
 248.7 
 
 254.8 
 260.8 
 266.9 
 273.0 
 279.1 
 
 '.'.'.'. 
 
 
 :::: 
 
 80.5 
 
 87.5 
 
 95.4 
 103.0 
 110.4 
 117.8 
 
 1252 
 i:;2.5 
 189.9 
 147.3 
 
 154.6 
 16. '.0 
 169.3 
 176.7 
 
 1S4.1 
 191.4 
 
 198.8 
 206.2 
 
 213.5 
 820.9 
 
 2.i5.9 
 
 243.3 
 
 250.6 
 J5xl 
 2!i5.4 
 
 272.7 
 280.1 
 287.1 
 294.5 
 
 SOI. 8 
 309.2 
 316.6 
 323.9 
 331.3 
 
 ' 
 
 
 
 188.0 
 
 142.0 
 150.0 
 159.0 
 168.0 
 
 176.0 
 185.0 
 193.0 
 201.4 
 
 210.1 
 218.2 
 226.9 
 885.6 
 
 2-14.2 
 2VJ.O 
 261.7 
 270.0 
 
 278. (5 
 2S7.3 
 836.0 
 
 304.7 
 
 312.8 
 321.6 
 3oO.O 
 388.8 
 
 347.4 
 855. 
 
 :;7\0 
 381.7 
 
 157.0 
 
 167.0 
 177.0 
 187.0 
 
 196.0 
 206.0 
 216.0 
 226.0 
 
 236.0 
 2450 
 255.0 
 2(55.0 
 
 275.0 
 285.0 
 256.0 
 304.0 
 
 3140 
 824.0 
 334.0 
 344.0 
 
 353.0 
 863.0 
 373.0 
 383.0 
 
 393.0 
 402.0 
 412.0 
 422.0 
 432.0 
 
 
 
 
 
 
 
 
 ... 
 
 
 ' 
 
 
 
 :; ' 
 
 
 Thickness of Metal 
 
 K- 
 
 X" 
 
 *" 
 
 K" 
 
 X" 
 
 1" 
 
 1*" 
 
 IK" 
 
 1*" 
 
 ix"|"" 
 
 Proper allowance must be made for weight of mouldings, ears, or such other 
 projections as may be cast on the columns. 
 
24 AJRCHITECTUJBAL IKON WORK. 
 
 TABLES OF SAFE LOAD ON HOLLOW CYLINDRI- 
 CAL CAST IKON COLUMNS. 
 
 (ONE-FIFTH THE BREAKING WEIGHT.) 
 
 The following tables give the safe load in tons of 2,000 
 pounds, which hollow round iron columns will sustain with 
 safety ; the ends turned off true at right angles with their axis ; 
 level cap and base plates used ; and the columns set up 
 with reasonable care at the building. For columns not turned, 
 one-half of these amounts should be taken for the safe load. 
 
 In estimating the load to be borne by a column, allowance 
 must be made for any use the building may be put to, and the 
 greatest weight that may come on any one column. Besides 
 an allowance for the floors, and the weight to be placed thereon, 
 one-fourth of the total should be allowed, in addition, to make 
 assurance doubly sure. Great allowance must also be made 
 for columns that are subject to vibrations caused by machinery, 
 or under the floors of armory drill-rooms, or subject to concus- 
 sion from bodies falling on a floor above, or liable to lateral 
 blows from goods in transmission being thrown against them. 
 
 The castings should be made of a uniform thickness of 
 metal, straight and reasonably perfect, and both ends turned 
 off true in a lathe. 
 
AKCHITECTUEAL IKON WORK. 
 
 25 
 
 I 
 
 CO 
 
 o 
 
 ^H 
 
 8 
 
 I 
 
 PH 
 
 <1 
 CO 
 
 IDE DIAM 
 9 INCHES. 
 
 TSIDE DIAMETER 
 8 INCHES. 
 
 OUTSIDE DIAMETER 
 7 INCHES. 
 
 TSIDE DIA 
 6 INCH 
 
 DIAMETE 
 NCHES. 
 
 OUTSIDE DIAMETER 
 4 INCHES. 
 
 E DIAM 
 INCHES. 
 
 gggg 
 
 
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ARCHITECTURAL IRON WORK. 
 
 O 
 
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 3 
 
 H 
 
 
 
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ARCHITECTURAL IRON WORK. 
 
28 
 
 ARCHITECTURAL IRON WORK. 
 
 I 
 
 rS 
 
 t- 
 
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 <D 
 
 V 
 
 CV 
 
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ARCHITECTURAL IKON WORK. 
 
 29 
 
 TABLE. 
 
 [Arranged from the foregoing details.] 
 
 COST OF WORKMANSHIP ON BOX COLUMNS, INCLUDING LEAP CAPI- 
 TALS, SAY I 
 
 fix!2 
 
 ..$14 00 
 
 10x12 
 
 .$17 00 
 
 14x12.. 
 
 ...$19 00 
 
 18x12 
 
 $20 00 
 
 6x14 
 
 14 50 
 
 10x14 
 
 . 17 50 
 
 14 x 14. 
 
 19 50 
 
 18 x 14 
 
 20 50 
 
 6x16 
 6x18 
 
 . . . . 15 00 
 ... 15 50 
 
 10x16. .. 
 10x18 
 
 . 18 00 
 . 18 50 
 
 14x16.. 
 14x18.. 
 
 ... 20 00 
 ... 20 50 
 
 18x16... 
 18x18 . 
 
 . 21 00 
 22 00 
 
 6x20 
 
 16 00 
 
 10x20. .. 
 
 . 19 00 
 
 14x20 
 
 21 00 
 
 18x20 
 
 23 00 
 
 8x 12 
 
 14 00 
 
 12x12 
 
 17 00 
 
 16x12 
 
 19 00 
 
 20x12 
 
 20 00 
 
 8x 14 
 
 14 50 
 
 12 x 14 
 
 . 17 50 
 
 16 x 14 
 
 19 50 
 
 20 x 14 
 
 21 00 
 
 8x16 
 
 15 00 
 
 12x16 
 
 . 18 00 
 
 16x16. 
 
 ... 20 00 
 
 '0x16 
 
 22 00 
 
 8x18 
 
 15 50 
 
 12x18 
 
 . 18 50 
 
 16x18. 
 
 ... 21 00 
 
 20x18 
 
 23 00 
 
 8x20 
 
 ... 16 00 
 
 12 x 20 . 
 
 . 19 00 
 
 16x20 
 
 . 22 00 
 
 20x20 
 
 24 00 
 
 
 
 
 
 
 
 
 
 TABLE. 
 
 WEIGHTS OF ORDINARY BOX COLUMNS. PANELLED. MADE AS LIGHT 
 
 AS CAN BE SAFELY RUN, AND WITH OPEN BACKS. 
 
 [Plates included.] 
 
 Size. Weight in Ibs. 
 
 Size. 
 
 Weight in Ibs. 
 
 Size. 
 
 Weight in Ibs. 
 
 Size. 
 
 Weight in Ibs. 
 
 6x10 
 
 . 69 
 
 10x10 
 10x12 
 10x14 
 10x16 
 10x18 
 10x20 
 
 12x10 
 
 12x12 
 12x14 
 12x16 
 12x18 
 12x20 
 
 87 
 
 14x10 
 14x12 
 14x14 
 14x16 
 14x18 
 14x20 
 
 16x10 
 16x12 
 16x14 
 16x16 
 16x18 
 16x20 
 
 105 
 
 18x10 
 
 18x12 
 18x14 
 18x16 
 18 x 18 
 18x20 
 
 20x10 
 
 126 
 
 6x12.. 
 
 78 
 
 96 
 
 ..113 
 
 133 
 
 6x14.. 
 
 89 
 
 105 
 
 123 
 
 ... . 143 
 
 6x16 
 
 99 
 
 . .. 113 
 
 134 
 
 154 
 
 6x18 . 
 
 109 
 
 126 
 
 145 
 
 166 
 
 6x20 
 
 . .120 
 
 138 
 
 160 
 
 180 
 
 8x10.. 
 
 . 78 
 
 . 96 
 
 ..113 
 
 ..138 
 
 8x12 
 
 ... 87 
 
 104 
 
 . 123 
 
 20x12 
 20x14 
 20x16 
 20x18 
 20x20 
 
 . 146 
 
 8x 14 
 
 96 
 
 113 
 
 133 
 
 153 
 
 8x16.. 
 8x18.. 
 
 107 
 118 
 
 123 
 
 144 
 156 
 
 165 
 
 136 
 
 178 
 190 
 
 8x20 
 
 .128 
 
 149 
 
 170 
 
 
 
 
 
 
30 ARCHITECTURAL IKON WORK. 
 
 EXAMPLE. 
 
 What is the cost of a box column 14 inches face, 16 inches 
 deep, and 12 feet long ? 
 
 Weight, 134 Ibs. to a foot [see above table] = 1608 Ibs. @ c. 3.27 $52 50 
 
 Workmanship, including the capital 20 08 
 
 Cost $72 58 
 
 Add 20 per cent, profit 14 52 
 
 Sell $87 10 
 
 Is $7.27 per lineal foot, or c. 5.42 per pound. 
 
 NOTE. If columns are deep panelled or heavy mouldings in panels, the 
 weight will be considerably more. 
 
 If shutter grooves are required, add for additional weight and labor. Set- 
 ting of columns always charged in addition. 
 
 CAST IEON BEAMS. 
 
 The best form of section for cast iron beams or girders is 
 that known as T beams. Experiment has established the rule, 
 that the area of the bottom flange should be a little more than 
 six times that of the top flange, and the flanges connected 
 together by a vertical web curved in the shape of an ellipse, 
 and sufficiently rigid to give lateral stiffness. 
 
 A cast iron beam will be bent to one-third of its breaking 
 weight if the load is laid on gradually ; and one-sixth of it, 
 if laid on at once, will produce the same effect if the weight 
 of the beam is small compared with the weight laid on. 
 Hence the breaking weight of the beam should not be less 
 than three times the greatest load which it has to carry, and 
 for those exposed to vibrations the strength should not be less 
 than six times the load imposed, as sudden shocks tend far 
 more to destroy the cohesion than a permanent load. 
 
ARCHITECTURAL IRON WORK. 31 
 
 f RULE. 
 
 The rule to determine the strength of such beams is as 
 follows : 
 
 Multiply the sectional area of the bottom flange in inches 
 by the depth of the beam in inches, and divide the product by 
 the distance between the supports, also in inches; and 514 
 times the quotient equals the absolute strength of the beam 
 in cwts. 
 
 EXAMPLE. 
 
 What is the load that will break a T beam of the following 
 dimensions: ten feet in length between supports, the load 
 applied in the middle ? 
 
 Top flange 7" x 1". 
 
 Centre web 21" x &" 15" at ends. 
 
 Bottom flange 21" x 2". 
 
 As per rule : 
 
 21" x 2" : = 42" x 21" = 882" -r- 120" = 7.35" x 5U 3,778 
 cwt. or 188^ tons. 
 
 A cubic foot of brick work weighs 112 pounds a foot of 
 wall sixteen inches thick will weigh 150 pounds. 
 
 In the following tables the thicknesses for the castings are 
 set forth, and other necessary details. The weight of brick- 
 work is calculated as a solid wall equally distributed, exclusive 
 of floors or any other weight. If window openings occur, 
 deduct only half weight; that is, take out of the weight of 
 wall only half the actual space which the windows will occupy. 
 Should the weight of wall, by piers or otherwise, be placed 
 at or near the centre of the girder, double the weight calcu- 
 lated to be borne; in other words, use a girder of greater 
 sustaining capacity. 
 
32 
 
 ARCHITECTURAL IRON WORK. 
 
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ARCHITECTURAL IKON WORK. 
 
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ARCHITECTURAL IRON WOKK. 
 
 
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ARCHITECTURAL IKON WOKK. 
 
 35 
 
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ARCHITECTURAL IKON WORK. 37 
 
 EXAMPLE OF COST OF CAST IRON BEAM. 
 
 Length be- 
 
 $2 00 
 
 Suitable to sustain three stories of twelve-inch brick wall, 
 tween supports, eighteen feet. 
 
 Top flange, 4" x 1". 
 
 Centre web, 21 x If 14 inches at ends. 
 
 Bottom flange, 12 " x 2i". 
 
 Average cost of pattern, flasks, etc 
 
 Moulding 2 moulders 1 day, $3.00 , $6 00 
 
 1 helper 1 day 1 50 
 
 Facing 
 
 Chaplets, etc 
 
 Cleaning. 
 
 Chipping 
 
 Labor, bringing in flasks, getting out castings, etc 
 
 Sundries 
 
 Painting. 
 
 Cartage 
 
 Losage 1 beam in 15 
 
 Weight, 3,485 Ibs. @ c. 3.27 
 
 Cost $135 35 
 
 Add 20 per cent, profit for selling price. 
 
 CAST IRON AECH GIRDERS, WITH WROUGHT 
 IRON TENSION RODS. 
 
 Arch girders are principally used for the support of the 
 front or rear walls of brick buildings. They are a cheap and 
 effective method of securing wide openings. The casting is 
 made in one piece with box ends, the latter having grooves 
 and seats to receive the wrought iron tie rod. The tie rod is 
 
SB AECHITECTUEAL IKON WOEK. 
 
 made from one-eighth to three-eighths of an inch shorter than 
 the casting ; and has square ends forming shoulders so as to 
 fit into the casting. The rod has usually one weld on its 
 length, and great care should be taken that this weld be 
 perfect. 
 
 The rod is expanded by heat, and then placed in position in 
 the casting, and allowed to contract in cooling, thus tieing the 
 two ends of the casting together to form abutments to receive 
 the horizontal thrust of the arch. If the tie rod is too long 
 it will not receive the full proportion of the strain until the 
 cast iron has so far deflected that its lower edge is subjected 
 to a severe tensile strain, which cast iron is feeble to resist. If 
 the tie rod is made too short, the casting is cambered up and a 
 severe initial strain put upon both the cast and wrought iron, 
 which enfeebles both in carrying a load. The proper propor 
 tion of cast iron arch to wrought iron tie ; the proper welding 
 and shrinkage of the bar are all important elements. The 
 girders should have a rise of about two feet six inches on 
 a length of twenty-five feet. One square inch of cross-section 
 of rod should be allowed for every ten net tons of load imposed 
 upon the span of the arch. 
 
 In the following tables the thickness for the castings are 
 set forth, the proper diameter of tie rods to be used, and 
 other necessary details. The weight of brick work is calcu- 
 lated as a solid wall equally distributed, exclusive of floors or 
 any other weight. If window openings occur, deduct only 
 half weight ; that is, take out of the weight of wall only half 
 the actual space which the windows will occupy. Should the 
 weight of wall, by piers or otherwise, be placed at or near the 
 centre of the girder, double the weight calculated to be borne ; 
 in other words, use a girder of greater sustaining capacity. 
 
 A cubic foot of brick work weighs 112 pounds ; a foot of 
 wall sixteen inches thick will weigh 150 pounds. 
 
ARCHITECTURAL IRON WORK. 
 
 39 
 
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ARCHITECTURAL IRON WORK. 
 
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ARCHITECTURAL IKON WORK. 
 
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ARCHITECTURAL IRON WORK. 
 
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ARCHITECTURAL IRON WORK. 
 
 ARCH GIRDER EXAMPLE OF COST. 
 
 Suitable to sustain four stories of 12 inch brick wall. 
 Length, 25 feet. 
 
 Average cost of pattern, flasks, etc $2 50 
 
 Moulding. 2 moulders, 1 day each $3 00 $6 00 
 
 2 helpers, 1 day each 1 50 3 00 
 
 9 00 
 
 Cores 1 00 
 
 Facing 1 00 
 
 Chaplets, etc 40 
 
 Cleaning 50 
 
 Chipping 2 00 
 
 Labor, bringing in flasks, taking out casting, etc 1 00 
 
 Sundries 1 00 
 
 Painting 1 25 
 
 Cartage 3 00 
 
 Losage, 1 girder in 10 1 84 
 
 Weight, 2,700 Ibs. ate. 3.27 88 29 
 
 Wrought-iron tension rod, 2f inches diameter, including forging, fit- 
 ting, etc., 520 Ibs. at 7c 36 40 
 
 Cost $149 18 
 
 Add 20 per cent, profit for selling price. 
 
 LINTEL AND CORNICE COURSE EXAMPLE OF COST. 
 
 such as are generally used above first story columns. 
 
 Lintel Weight, say 100 Ibs. to foot, at c. 3.27 $3 27 
 
 Moulding, etc 2 00 
 
 $5 27 
 
44? ARCHITECTURAL IRON WORK. 
 
 Amount brought forward $5 27 
 
 Cornice Weight, 45 Ibs. to foot, at c. 3.27 $1 47 
 
 Moulding, etc 60 
 
 Fitting up at shop 2 00 
 
 Putting up at building 50 
 
 Screws, bolts, files, etc 30 
 
 4 87 
 
 40 
 
 Painting 
 Cartage . 
 Sundries. 
 
 20 
 25 
 
 Cost per foot $10 99 
 
 Add 20 per cent, profit for selling price. 
 
 WINDOW LINTEL EXAMPLE OF COST. 
 
 of pattern $0 15 
 
 Moulding 
 
 Facing 
 
 Cleaning 
 
 Chipping, 
 
 Labor, 
 
 Painting 
 
 Cartage, 
 
 Sundries 
 
 Losage, 1 lintel in 10 
 
 Weight, 90 Ibs. at c. 3.27 
 
 Cost. 
 
 Add 25 per cent, profit for selling price. 
 
 WINDOW SILL EXAMPLE OF COST. 
 
 Average cost of pattern $0 15 
 
 Moulding 85 
 
 Facing 06 
 
ARCHITECTURAL IKON WORK. 45 
 
 Amount brought forward $1 06 
 
 Cleaning 12 
 
 Chipping 15 
 
 Labor 05 
 
 Painting 25 
 
 Cartage 15 
 
 Sundries 10 
 
 Losage, 1 sill in 10 12 
 
 Weight, 60 Ibs. at c. 3.27 1 96 
 
 Cost $3 96 
 
 Add 25 per cent, profit for selling price. 
 
 WROUGHT-IRON PLATE GIRDER EXAMPLE OF COST. 
 
 Web, 20'x-iV. 
 Top plate, 10" x ". 
 Bottom plate, 8"xf. 
 Top angles, 4" x 4* x 
 Bottom angles, 3" x 
 
 Length, 30 feet. 
 
 Weight, say 2,600 Ibs. ; average 3c $91 00 
 
 Making four hours forge and three helpers, $1.30 $5 20 
 
 ten hours forge and three helpers, 71c 710 
 
 twenty hours finisher and four helpers, $1 .40 28 00 
 
 five hours finisher and three helpers, punching, $1.15 5 75 
 
 five hours finisher and one helper, 65c 3 25 
 
 49 30 
 
 Use of punch, shears, etc 10 00 
 
 Rivets, 120 at 7c 8 40 
 
 Painting 2 00 
 
 Cartage and handling ^ 4 00 
 
 Cost $16470 
 
 Add 25 per cent, profit for selling price. 
 
46 
 
 ARCHITECTURAL IKON WORK. 
 
 RAILING EXAMPLE OF COST. 
 
 Cost of one panel of railing, six feet in length, 
 
 Forging $1 00 
 
 Finishing in shop 1 50 
 
 Lead 2i Ibs. at 8c 20 
 
 Files, chisels, etc 20 
 
 Painting 25 
 
 Labor, cartage, etc 25 
 
 Putting up at building 1 50 
 
 Sundries 50 
 
 Weight : Wrought Iron 
 
 Bottom raH, 1 x , 6 feet. <\ 
 
 Top rail, 1 x f , 6 feet. . . . ( 
 
 Brace, ix, 3 feet V 35 Ibs. at c. 3.22 103 
 
 Post, 4 x |, 3 feet j 
 
 $65 per ton [see table]. 
 
 Cast ironHand rail 20 Ibs. 
 
 Railing castings. .60 Ibs. 
 
 80 Ibs. at c. 3.27 2 61 
 
 Pig iron $30 per ton [see table]. 
 
 Moulding and other costs in foundry 1 60 
 
 4 21 
 
 Cost of 6 feet $10 64 
 
 Add 25 per cent, profit for selling price. 
 
AECHITECTUEAL IKON WORK. 
 
 4:7 
 
 NEWAL POST EXAMPLE OF COST. 
 
 Weight, 115 Ibs. ate. 3.27 $3 76 
 
 Moulding, and other costs in foundry, etc 2 30 
 
 Finishing 3 50 
 
 Screws, files, etc 60 
 
 40 
 
 Painting. 
 Labor . . , 
 Cartage. , 
 
 20 
 30 
 
 Cost $11 06 
 
 Add 25 per cent, profit for selling price. 
 
 OAT MANGEK EXAMPLE OF COST. 
 
 Size inside, 22 inches by 14f inches by 9 inches deep. 
 
 Weight, 60 Ibs. at c. 3.27 $1 96 
 
 Moulding 10 
 
 Facing, moulding sand, handling, etc 60 
 
48 ARCHITECTURAL IRON WORK. 
 
 Amount brought forward $2 66 
 
 Cleaning, chipping, files, etc 12 
 
 Cartage 08 
 
 Losage 10 
 
 Cost. 
 
 $2 96 
 
 Add 33 per cent, profit for selling price. 
 
 IKON SHUTTERS EXAMPLE OF COST. 
 
 Made in two folds, and hung to eyes built in the wall. 
 
 Size, 4 feet wide by 6 feet high. 
 
 Frames, 1" x ", covered with No. 16 sheet iron. 
 
 Weight. Lbg. 
 
 4 uprights, 6' each = 24 feet of H x | 60 
 
 4 crosses, 4' " 16 feet of HX! 40 
 
 2hinges, 4' " 8feetofl|x- 20 
 
 1 striking bar, 5' of 2 x | 16 
 
 Latches, rings, etc 3 
 
 Rivets 5 
 
 V 10 per cent 15 
 
 159 
 
ARCHITECTURAL IRON WORK. 49 
 
 Bar iron ($65 per ton) 159 Ibs. at c. 3.22 $5 13 
 
 Sheet iron, No. 16, 4' 3" x 6' 2", including laps 69 
 
 Wastage, 10 per cent. 7 
 
 76at5|c.. 4 18 
 
 Blacksmith and one helper will forge three pair a day, $7.11, is 2 37 
 
 Finisher and one helper, with shop expenses on same, making, say . . 3 00 
 
 Hanging : finisher and one helper will hang six pair a day, say 1 00 
 
 Cartage (eight pair to a load) and handling, say 50 
 
 Painting 60 
 
 Sundries 50 
 
 Cost $17 27 
 
 Cost per square foot, superficial, 72a 
 Add 25 per cent, profit for selling price. 
 
 ROOF CRESTING EXAMPLE OF COST. 
 
 Average weight per foot, including two finials to each 25 feet, 10 Ibs. 
 
 ate. 3.27 $0 33 
 
 Moulding and other cost in foundry '. , 
 
 Cleaning, chipping, etc 
 
 Fitting up in shop 
 
 Screws, files, etc 
 
 Painting, cartage, sundries, etc 
 
 Putting up at building 
 
 Cost per foot 
 
 Add 33^ per cent, profit for selling price. 
 
 4: 
 
 30 
 05 
 10 
 03 
 08 
 15 
 
 $1 04 
 
50 ARCHITECTURAL IRON WORK. 
 
 GKATINGS. 
 
 Example of cost of wrought iron gratings 2' 8" to 4' 0' out, 
 2 inches centres. 
 
 Filling in bars, 1 x } ^ 
 
 Front frame bars, 2 x > Not including platforms or doors. 
 
 Back frame bars, 8 x ) 
 On twenty-five feet run. 
 
 Finisher and helper, with punching machine, 1-^j days at $8 $10 40 
 
 " " " " H days at $6 900 
 
 Forge, straightening bars and cutting off same, 11 hours at 71 c 7 81 
 
 Painting, 6 hours, and paint 5Cc 3 00 
 
 Handling 2 00 
 
 Cartage, 25 feet 2 00 
 
 Drilling, etc., for thimbles 4 00 
 
 Putting down at building: Finisher and helper, 2| days at $6.50 16 25 
 
 Cost of workmanship on 25 feet $54 46 
 
 Or, $2.14 per lineal foot. 
 
 Cost of iron, say, $65 per ton (as per table), is 3.22c. per Ib. 
 
 Wastage, 10 per cent 32c. 
 
 3^c. per Ib. 
 
 A grating of 1| x -J bars 2 inch centres, 4' 0" out, weights 71-,% Ib. to 
 
 footat3ic $2 50 
 
 Cost of workmanship per foot 2 14 
 
 Cost $4 64 
 
 Or, 6|c. per Ib. 
 
 Add additional for cast iron platforms. Add additional for grating to raise 
 up, or doors. 
 
ARCHITECTURAL IKON WORK. 
 
 51 
 
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56 
 
 ARCHITECTURAL IRON WORK. 
 
 TABLE OF WEIGHTS, PEE LINEAL FOOT, OF WEOUGHT IEON GEATINGS. 
 
 2 x filling in bars 2 inches from centres 6 bars to a foot run. 
 8 x f back bar. 
 2 J x front bar, , % 
 Lead and thimbles, 3j & Ibs. to lineal foot, 
 
 bb 
 
 a 
 
 o 
 
 Ibs. per lineal foot. 
 
 2 x | filling in bars If inches from centres 6f bars to a foot run. 
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 2 x $ front bar. 
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ARCHITECTURAL IRON WORK. 57 
 
 The foregoing illustrations could be carried to the full ex- 
 tent of showing the cost of every article that pertains to the 
 business. A sufficient number has been given to enable any 
 foundry man to adapt these principles to his own particular 
 class of work, based on the business expenses under which he 
 rests. 
 
 The prices of architectural castings do not materially fluctu- 
 ate with the price of pig iron. The cost of the iron which 
 enters into many of the finished articles is not twenty-five per 
 cent. The principal item is labor. The cost of the labor em- 
 ployed is probably thirty to fifty per cent, greater than in 1860 
 -'61. This is due not only to the increase in wages, but to the 
 greater care with which work is done. The number of parts 
 and the difficulty of casting them are increasing every year, and 
 more skilled labor is required, in proportion to the amount of 
 iron cast, in the work of fitting up. Of still greater impor- 
 tance, as affecting the cost of castings, is the large amount of 
 capital locked up in patterns, flasks, machinery, buildings, etc., 
 the value of which shrinks every year. Large capital has to be 
 employed, and the proprietors have to work harder than almost 
 any other class of manufacturers. In fact they do double 
 work as manufacturers and as contractors. Patterns are in- 
 creasing in variety and extent, demanding a continual outlay 
 of money. There is a growing discrimination between the 
 true and the false in this branch of productive industry. A 
 higher order of taste is being developed, and the tendency 
 is toward more perfectly finished and more artistically orna- 
 mented work. This is an encouraging fact for the future of 
 the business, and though it involves increased expenditure, it 
 is one which manufacturers must recognize. The enterprising 
 manufacturer who will meet the popular demand and give 
 artistic excellence, even to the smallest detail, will not lack for 
 patronage. 
 
 The cost of most, if not all, of the articles given in illustra- 
 
58 ARCHITECTURAL IRON WOEK. 
 
 tion may appear excessive. It must be remembered, however, 
 that there are but few of a kind to be made at a time, and at 
 considerable intervals of time apart. To get out the patterns 
 and flasks and shifting of various articles, all takes time, which 
 must be considered. The moulding, time and expenses con- 
 nected therewith, and risk of losing the casting, is greater when 
 making up a small number than they are in making up a large 
 number. So in the delivery by cartage : a small number of 
 castings and light weight have frequently to be taken for a 
 load. No one need be told that the cost is much more, propor- 
 tionately, in making two or three castings of a kind than it is 
 in making two or three hundred. It would be a waste of time 
 to recite why the cost is proportionately less on a greater than 
 on a lesser number ; it is self-evident to every foundryman. 
 
 This printed information and guide is entirely in the interest 
 of the producer. It is to enable him to fully cover the cost of 
 every article, and not to make a profit on one article and a loss 
 on another. Everything should be taken out of the realm of 
 guess-work and brought down to hard facts. If errors are to 
 be made at all, they need to be made on the winning side. 
 The costs had better be calculated excessively than not enough. 
 It is quite probable that after a foundryman arranges a com- 
 plete line of costs of the various articles he manufactures, on 
 the system here laid out, that the result will be a curtailment 
 of his business by reason of being unable to compete in prices 
 with his neighbors. Such a man need have no regrets. Let 
 him confine himself to such articles as do pay, or raise the 
 standard of his work so as to command a superior price in 
 market. How many men at the end of a year, after doing a 
 large business, are unable to account to themselves for not 
 taking money? They cannot discover where any material 
 savings could have been made or greater economy practiced, 
 and yet there is nothing to show for a whole year's hard labor 
 and anxiety. The fault lay in the fact that a considerable 
 
ARCHITECTURAL IRON WORK. 59 
 
 portion of their manufactures were made at a loss. The thou- 
 sand and one small items had not been considered, and a system 
 of self-deception had been continuously practiced, bringing, in 
 the end, disappointment and discouragement. The small items 
 make up a gross sum which is truly astonishing. A smaller 
 business may be done, but it will be a profitable one, and will 
 steer clear of bankruptcy. The making up of detailed tables 
 of costs are generally considered disagreeable duties, and put 
 off as long as possible. They are necessary to success, and if 
 a manufacturer studies his best interest, he will not only make 
 them complete, but often revise them. 
 
 In no department should anything be left to guess-work. 
 In taking off quantities from plans, etc., for the purpose of 
 making proposals, it should be done in such a detailed manner 
 as to be readily referred to and compared with the executed 
 work. 
 
 In the foundry, a careful and experienced man should act as 
 foreman. Practical ability in turning out good castings is the 
 one great requisite in such a man, and not one full of scientific 
 theories. More money will be made or lost in the foundry 
 than in any other department. The making of unnecessary 
 flasks must be guarded against those on hand used as much 
 as possible ; the stock of weights, arbors, etc., kept as low as 
 the limits of work will allow ; wages seen to that nothing 
 above market rates is paid, and the work properly sorted the 
 common castings to the cheap grade of moulders, the better 
 qualities to the higher grade of moulders. The melting must be 
 looked after to see that the mixtures of iron are properly made, 
 and the cupola charged without waste of material. Economy 
 everywhere must be enforced. 
 
 In the pattern shop, a foreman of experience, good judgment 
 and exceedingly careful and correct must be selected. Mould- 
 ing is rendered difficult or simple as the patterns are made. 
 The patterns for building work are rarely intricate, and the 
 
60 AKCHITECTUEAL IKON WORK. 
 
 shrinkage of iron and the contraction of castings in cooling are 
 governed by very simple laws. 
 
 Between the draughtsman in making working drawings and 
 the foreman of pattern-makers and the foreman of moulders, 
 perfect accord should reign. It is not always possible to 
 design the casting with equal masses of metal throughout, and 
 then the responsibility will devolve upon the founder, who 
 must, by accelerating cooling of parts by early uncovering, or 
 by retarded cooling of other parts, produce a simultaneous rate 
 of cooling throughout the casting. Great care must be exer- 
 cised in making patterns to secure a proper distribution of 
 metal. This arises from the fact that in cooling the thinnest 
 parts of the casting becomes quite cool, while the heavier 
 parts are yet red hot. The part which has cooled first having 
 contracted and set, while the other portion is yet soft, the 
 result is that the casting pulls apart in the mould, or is left 
 with a strain and tension which, upon being subjected to a 
 sudden jar, or even to the influences of the weather in expand- 
 ing or contracting the iron, will produce after breakage. 
 
 In the finishing department, the foreman must have a thor- 
 ough practical knowledge of his branch of work, and ability to 
 control the men under him and get out of them all the work 
 possible. And he must not only have the drive and snap in 
 him, but the workmanship of his men must be good, as well as 
 expeditiously done. 
 
 Over all, the care and watchfulness of the manager must be 
 omnipresent. Waste must be prevented, each department 
 made to work systematically and harmoniously with every 
 other, surplus men cut off, and the pay-rolls kept within the 
 closest bounds. Supplies must be bought at the lowest ruling 
 rates, and every item in liberal quantities. The shop must be 
 kept well supplied with work. If good results are to be 
 obtained from journeymen, they must have confidence that 
 there is a full quota of work ahead. Otherwise they will 
 
ARCHITECTURAL IRON WORK. 61 
 
 nurse their task in order not to do themselves out of a job. 
 The work must be regular, and not spasmodic. Men work 
 with a will and do their best in busy times, and the reverse 
 of this in dull times. The beginning and the end of the 
 business rests on the manager on his industry, patience, skill 
 and experience. 
 
 The' foundry business is peculiar in one respect. The man- 
 ager has continually to overcome a tendency to name lower 
 rates per pound in taking orders than the facts of the real cost 
 of production warrants. The business is carried on for the 
 purpose of making money, and that aim needs constantly to be 
 enforced by thorough and systematic arrangement of and ref- 
 erence to table of costs. 
 
 The field is broad enough without calling forth an unhealthy 
 competition. Frequent and friendly intercourse between those 
 engaged in the same pursuits, and comparisons of opinions and 
 experiences, contribute to the common good. What effects the 
 prosperity of one affects more or less the prosperity of all. It 
 is certainly desirable to know positively what products cost, 
 and to establish prices which allow fair profits. Those engaged 
 in the manufacture of iron work for buildings need to take a 
 broader corp prehension of their business. The magnificent 
 proportions which the manufacture of this class of iron work is 
 to assume in the future can scarcelv be realized. 
 
62 AECHITECTURAI, IKON WOKE. 
 
 SPECIFICATION 
 
 OF 
 
 IKON WORK AND MATEEIALS AND LABOK 
 
 required to build and complete a to be 
 
 erected on lot No . . . . , Street, for 
 
 Mr , 
 
 Owner, 
 
 in accordance with this specification and the accompanying 
 plans, elevation, section, and working drawings made by 
 
 Architect. 
 
 DIMENSIONS. The size of the building, heights of stories and 
 other dimensions to be obtained from the drawings and 
 the figures thereon. 
 
 SCRAP. Take down and clear away all the old iron from pres- 
 ent buildings, and allow the value of same in making the 
 estimate. 
 
 FRONT. The front of the building, from the foundation up to 
 the roof cornice, will be made of cast iron, as shown on the 
 drawings, including all posts, antaes, columns, piers, jambs, 
 reveals, arches, facias, cornices, capitals, bases, water 
 tables, sills, panels, and other architectural features. The 
 posts, columns, etc., upon which dependence is placed for 
 stability, will average three-quarters of an inch in thick- 
 ness. The remainder of the work will be cast of sufficient 
 thickness to retain their shape, none being less than a 
 quarter of an inch in thickness. And the whole securely 
 bolted, and properly put together in their several parts. 
 The castings to be smooth, straight, sharp and clean. The 
 ends of all columns to be turned off true and even in a 
 lathe. Columns to have ears cast on at top and bottom, 
 
ARCHITECTURAL IRON WORK. 63 
 
 and bolted together with a plate one inch thick interven- 
 ing. Longitudinal ties of 2 x % inch wrought iron will 
 connect the columns of each story, with an eye formed on 
 each end of the tie bar to allow the passing through of 
 the bolts which connect the columns together by the ears. 
 Bolts three-quarters of an inch in diameter and nuts. 
 
 The basement posts will rest on plates one-and-a-quarter 
 inches thick, planed on top, and to be four inches on all 
 sides larger than the posts which rest on them. The 
 plates on top of basement posts will be made with nosings 
 on the front, and sockets on the sides to receive bars for 
 the support of the door sills. 
 
 Cast or bolt on necessary brackets, etc., of suitable shape 
 and thickness. 
 
 End columns to be each secured with three wrougnt 
 iron holdfasts, and each middle antae secured by heavy 
 wrought iron anchors extending back about five feet, and 
 well fastened to the floor timbers. 
 
 The entire front to be done in the most substantial and 
 workmanlike manner. 
 
 Each casting thoroughly coated with paint on all sur- 
 faces, including bolt holes, to be painted before using. 
 All bolts to be dipped in paint before being used, and all 
 screws, rivets, etc., to be treated in this way as well ; care- 
 fully scrape away all burs, etc., after the drilling of holes. 
 
 The joints made flush and true, and water-tight. 
 
 Notes. For a corner building : " The antaes of upper story to continue up 
 to the height necessary to support roof timbers. " 
 
 For a double store : "A bracket cast or bolted on to the back of the centre 
 front antae on each story to take the end of wooden girders. And these 
 antaes to be each one -half inch thicker than the others are called for in the 
 respective stories." 
 
 For a corner building where the floor timbers rest on the return front : " All 
 the front antaes on the side street shall have brackets cast on their sides to 
 receive seven-inch wrought iron beams to support the wooden floor timbers. 
 
64 ARCHITECTURAL IKON WORK. 
 
 These beams shall be made to fit snugly between the antaes, and be fastened 
 with angle pieces bolted through the web of the beam." 
 
 If only the first story is iron that is a brick or stone front used above then 
 specify: "Over the first story columns a box lintel course will be placed, 
 made, say, twenty inches high on face, say twenty-two inches on bed, and 
 say, twelve inches on back, and to average one-and-a-quarter inches thick. 
 The lintels jointed over the centre of columns, turned off on ends in lathe 
 true and even, and bolted together through brackets cast in lintels, with two 
 three-quarter inch bolts and nuts to each joint. Cornice over lintel course to 
 be thoroughly put up, bolted and bracketed to lintels." 
 
 ROLLING SHUTTERS. The front openings of first story to be 
 fitted with revolving iron shutters of approved make, with 
 all shafts, gearings, cranks, chains, counterweights, guides, 
 grooves and all other necessary fixtures complete, put up 
 in the best manner, and left in perfect working order. 
 
 The wooden doors beneath the rolling shutters to be 
 covered with sheet iron on the face and edges, properly 
 screwed on. In the panels plant on cast iron mouldings. 
 
 The entrance to loft will be fitted with dwarf doors 
 made in four folds, frames of l^xf wrought iron, cov- 
 ered with No. 16 sheet iron, panelled and moulded and 
 hung to the iron columns, and furnished with strong bolts 
 and a $15 lock and two keys. 
 
 ILLUMINATED PLATFORM. The steps, risers, platforms and door 
 sills covering front area, shall be of approved make of 
 illuminating tile, consisting of cast iron plates seven- 
 eighths inch thick with knobs on top, and thirty-three 
 double convex lenses set in cement to each square foot of 
 tile. The tile set in cast iron frames, and the latter sup- 
 ported on strong cast iron bearers, beaded on the lower 
 edge. Covering the end walls will be used an iron tile in 
 imitation of the glass. The ends of the walls are to be 
 covered with iron plates extending down below the walk. 
 The exterior surface of frames to be grooved, and edges 
 to be trimmed with nosings. The platform and steps to 
 have proper pitch to the street of about three-quarters of 
 
ARCHITECTURAL IRON WORK. 65 
 
 an inch to the foot. That part of the frame which receives 
 the wrought iron doors over elevator will be set on a greater 
 incline, as shown on the drawings. Let into granite a cast 
 iron shoe, from which the first riser will start. The door 
 sills will each be supported on two 3 x f wrought iron 
 bars, the whole made complete and put down perfectly 
 water-tight, and kept so for one year from completion of 
 the building. 
 
 The elevator doors to be hung and secured to the cast 
 iron frame, -to be made in two folds, with frames of 2 x 
 inch wrought iron and covered with No. 12 sheet iron. 
 Have proper padlock fastenings to secure the doors when 
 shut, and have guard bar of seven-eighth inch round iron 
 for protection when doors are open. Eyes to receive this 
 guard bar to be riveted on at both front and back of doors. 
 
 Note. Sometimes the door sills are checquered plates. Sometimes the 
 risers are plain iron. Sometimes the first riser only is plain, the others illumi- 
 nated. Sometimes checquered plates are introduced in front of the basement 
 columns, in order to reduce the amount of illuminated work, and so cheapen 
 the cost. Sometimes a cheaper platform is required. Then specify : k ' Cast 
 iron tile glazed with 5 x 5 x f glass, set in with putty cement, and made 
 water-tight." 
 
 VAULT GIRDER AND COLUMN. Furnish and set in vault, for 
 support of granite sidewalk, a cast iron girder averaging 
 one-and-a-quarter inches thick, made fifteen inches high 
 on the back flange, six inches on the front flange, and 
 eight inches on the bed ; the column underneath the 
 girder to be seven inches diameter and one inch thick, 
 and to have bottom plate 12 x 12 x li thick, with ring cast 
 on to receive and hold column ; the top plate to be cast on 
 the column, the plate to have a moulded turn-up piece on 
 top to prevent the column from being shifted away from 
 the girder. 
 
 Note. IS. brick arches and stone flags are used instead of granite, then 
 there requires to be specified : " Vault Beams to be in number as shown on 
 4 
 
66 ARCHITECTURAL IKON WORK. 
 
 plai), of cast iron ten inches on the bed, with centre flange ten inches high in 
 middle and four inches on ends. Thickness to average one inch. Beams to 
 be made to hook over and lay into girder so that the bed of the beams will be 
 on the same level as the bed of the girder." Wrought iron beams extending 
 from the front basement columns to the street walls, with headers at the area 
 line, are often used. 
 
 INTERIOR COLUMNS. Inside columns supporting wood girders 
 will be as follows : Basement and first story, twelve inches 
 diameter, one-and-a-quarter inches thick. Second story, 
 ten inches diameter, one-and-a-quarter inches thick. All 
 the foregoing to be deep fluted, and have full Corinthian 
 capitals and Attic bases, with round shell plinths four 
 inches high. Columns in third story, nine inches diame- 
 ter, one-and-a-quarter inches thick. In fourth story, eight 
 inches diameter and one inch thick. In fifth story, seven 
 inches diameter and one inch thick. And these all to 
 have plain shafts, loose Tuscan capitals with egg and dart 
 bed moulding, and moulded bases. 
 
 The columns are all to be turned off true and even on 
 ends. Those for upper stories are to be made with dowel 
 ends to pass through girders. And all to have top plates 
 eighteen inches long by the width of girders, and to be 
 one-and-a-half inches thick. 
 
 Under the basement columns place cast iron bed plates 
 18 x 18 x 1J inches planed on top, and bedded level under- 
 neath with a small quantity of cement. 
 
 The interior columns will be delivered at the building 
 to the f ramer, who will set them up in place. 
 
 Note. The following applies to a double store : 
 
 AECH GIRDER. Furnish and put up for the support of the 
 rear wall two cast iron arch girders with tension rods. 
 The top flange of girder to be sixteen inches wide and one- 
 and-a-quarter inches thick. Centre web twelve inches high 
 
ARCHITECTURAL IRON WORK. 67 
 
 and one inch thick. To have twenty inch bearing^ at 
 each end and skewbacks thereat. Rise of girder at centre 
 to be two feet six inches. Tension rod three inches dia- 
 meter of best refined wrought iron, with square heads at 
 ends, adjusted to the girder in the best manner, and 
 shrunk in while hot. These girders to be well bolted 
 together in the centre, where they meet with four one-inch 
 bolts. Also to be properly bolted to the fire-proof column 
 on which they rest. 
 
 Note. Sometimes two rods are used instead of one. Then they are smaller 
 size rods, the two making in section about fifty per cent, more than the single 
 rod. Sometimes square rods are used instead of round. 
 
 FIRE-PROOF COLUMN. For the support of the arch girders, 
 provide and set up in place a double fire-proof column 
 made as follows : Outside column, sixteen inches diameter, 
 and average three-quarters inch thick, and to correspond 
 in style with the other first story columns. Inside col- 
 umn, twelve inches diameter and one-and-a-quarter inches 
 thick, plain shaft, with top plate two-and-a-half inches 
 cast on. Bottom plate, 24x24x1^. On the inside col- 
 umn cast on bracket to receive wooden girder. The space 
 between the outer and inner column to be filled in with 
 plaster. 
 
 Note. Sometimes a fire-proof column is used in the basement underneath 
 the first slory column, instead of a brick pier. If so, specify this kind of a 
 column to be used both in the basement and first story, and to be strongly 
 bolted together. 
 
 SKY-LIGHT. Curved sky-light over first story extension to be 
 of illuminated tile supported on handsome moulded cast 
 iron ribs. To have cast iron moulded gutter on top of 
 extension wall with flanges to fit over the thickness of 
 
63 ARCHITECTURAL IRON WORK. 
 
 wall. The bottom of gutter to have a fall to one end, and 
 to have proper outlet to receive leader. 
 
 The leader pipe to be of cast iron four inches diameter, 
 running down on the outside of wall, and connecting with 
 
 O 7 ~ 
 
 the drain pipe in cellar. The joints of leader properly 
 leaded and caulked and made tight. Put a cast iron 
 strainer over leader in gutter. 
 
 The end brick walls coped with cast iron and turned 
 down over outer side four inches. 
 
 Cover the outer face of arch girders and the brick-work 
 of the rear wall above up to the under side of the second 
 story window sills with No. 14 sheet iron, riveted to two- 
 inch angle iron at top, the angle iron to be furnished to 
 the mason and to be built in the brick wall by him. 
 
 Note. Sometimes the gutter pitches both ways from the centre to each 
 end. 
 
 1 
 
 If a pitch sky-light is wanted, then specify as follows : 
 Over the rear extension of first story provide a pitched 
 sky-light formed of wrought iron sash bars ^ x 2 inches, 
 placed eight inches apart, with one-and-a-quarter inch 
 oval rebate bar riveted on underneath. Front frame 
 bar, 2^ x-J ; back frame bar, 3 xi ; sky-light glazed with 
 rough plate glass three-eighth inch thick, in sheets as long 
 as the sash bars. 
 
 Note. Gutter, leader-pipe, coping, etc., as before specified. 'Sometimes 
 the glass is put in carpenter's specification. 
 
 FLOOR-LIGHTS. Make and put down in first story floor-lights 
 of wrought iron, as per plan. Main bars to be f x 3, with 
 x 1 rebates riveted on ; cross bars, 1 x 1, to run through 
 main bars ; to have a cast iron border of neat pattern, 
 four inches wide on top, and made with sockets on the 
 
ARCHITECTURAL IRON \VORK. 09 
 
 sides to receive ends of bars, and to be well fitted around 
 to the floor, and securely screwed down. Glaze with 
 rough plate glass, one inch thick, well bedded in putty. 
 
 Note. Sometimes where a floor-light is very large, nine inch (or other size) 
 wrought iron beams are used to secure rigidity. The glass used for floor- 
 lights is generally one inch thick, generally twelve inches wide, and from 
 thirty to thirty-six inches long. Even size glass should always be used, that 
 is, ten, twelve, fourteen inches and the like wide not ten-and-a-half, eleven, 
 etc. 
 
 REAR OUTSIDE SHUTTERS. Supply to all the rear openings out- 
 side shutters, in two folds to each window, three panels for 
 those seven' feet or over in height, and two panels for 
 those under seven feet ; made with frames of x 1, and 
 covered with No. 16 sheet iron, riveted to frames with 
 rivets placed about four inches apart, the sheet iron to lap 
 full one inch on the brick-work ; to have strong wrought 
 iron strap hinges extending the full width of shutter, and 
 to be well riveted to and through the frames ; shutting 
 bars of x If, built in brick-work ; all the shutters to be 
 furnished complete with all required rings, latches, staples, 
 turn buckles, etc. ; the shutters of basement, first and sec- 
 ond stories to have three-quarter inch square bolts at top 
 and bottom, in addition to the other fastenings ; the top 
 bolts to be long enough for convenient reach from the 
 floor below ; the bottom bolts to shoot over wrought iron 
 stubs, which must be leaded in the stone window sills ; all 
 the shutters to be left in easy working order. 
 
 Note. Double shutters are frequently used; shutters having a double cov- 
 ering of sheet iron, with an air space between. 
 
 SHUTTER EYES. Furnish to the mason to build in the wall cast 
 iron brick-eyes for all the rear window openings ; three to 
 each jamb for openings of seven feet or over, and two for 
 each jamb of openings less than seven feet in height. 
 
70 ARCHITECTURAL IRON WORK. 
 
 WINDOW GUARDS. Front windows at hoistway in the several 
 stones will have guards extending from sill to soffit of 
 windows, made of three-quarter inch round bars placed 
 five inches from centres, with top and bottom rail and two 
 centre cross bars of \ x 2 inch. 
 
 Note. For windows on side street or for rear windows in basement or first 
 story, then specify : Have guards of seven-eighths round wrought iron bars, 
 sharp pointed at head, or with ornamental cast iron heads, extending up to 
 within four inches of soffit of window, placed five inches from centres, and 
 passed through two - x 2 inch cross bars leaded in brick work. The bottom 
 ends of round bars leaded in the stone window sill. Sometimes one window 
 guard is arranged to open on hinges and secured with strong hasp, staple and 
 brass padlock. 
 
 ANCHORS. Provide a sufficiency of strong wrought iron an- 
 chors, ties, clamps, etc., of every description that may be 
 required to completely finish the building, including an- 
 chors to secure the cast iron front. Beam anchors placed 
 not over seven feet apart, made of f x If iron, with one 
 inch round spear bar twelve inches long ; the end which is 
 fastened to the beam to be hook-shaped, laying over a 
 wrought iron spike driven in side of beam. 
 
 Note. If specifying for a double store, then there is required : Girder straps 
 made of ix2J iron, twenty-four inches long, with wrought iron spikes, two 
 straps to each joint of girder. 
 
 Sometimes star anchors are used on the ends of girders, storehouses and 
 heavy warehouse buildings requiring them. The star is made of cast iron 
 from eight inch up to fourteen inch diameter. The shank of -J x 1$ wrought 
 iron with bolt end and nut, and punched for spikes. 
 
 BRIDLE IRONS (or Stirrup Irons, sometimes called). Furnish to 
 the carpenter as required : Bridle irons for all headers 
 and trimmers of stairways, hoistways, floor-lights, fire- 
 places and flues, made of i x 3 best refined wrought iron, 
 free from flaws and other defects, and furnish wrought 
 iron spikes, of suitable size, to secure them to the timbers. 
 
ARCHITECTURAL IRON WORK. 71 
 
 BOOK VAULT DOORS. Outside hanging frames 2 x -f , inside 
 2 x , properly doweled together through the brick wall. 
 The frame of outside door made of 2 x \ in one fold and 
 covered with one-eighth inch boiler plate. Frame of 
 inside door 1-J- x , made in two folds and covered witli 
 JSTo. 14 sheet iron and secured with swivel bar ; the out- 
 side door to be panelled and moulded, and furnished witli 
 a $15 lock ; the vestibule lined at top, bottom and sides 
 with No. 16 sheet iron. 
 
 GIRDERS AND FLOOR BEAMS. The girders throughout will be 
 formed of rolled wrought iron beams, bolted together with 
 one-inch diameter bolts and nuts passing through cast iron 
 thimble-pieces, of such shape as to hold the beams evenly 
 and closely together. These blocking pieces placed at 
 each end of girders, and intermediately, not exceeding 
 three feet apart. 
 
 The girder beams under basement and first story will be 
 twelve inch heavy, weighing each 180 Ibs. to yard. Those 
 under second and third story floors will be twelve inch 
 light, weighing each 125 Ibs. to yard. Those under the 
 fourth and fifth story floors and roof tie will be light ten- 
 and-a-half inch, weighing each 105 Ibs. to the yard. 
 
 All these girders are to be bolted and fastened to the 
 columns in the strongest and most approved manner. 
 
 The floor beams throughout will be of rolled wrought 
 iron, and placed the distances apart as shown on framing 
 plans. 
 
 Those for basement and first story floors will be twelve 
 inch light) weighing 125 Ibs. to yard. Those for second 
 and third story floors will be nine inch heavy, weighing 
 ninety Ibs. to yard. And the tiers above, including the 
 roof, will be nine inch light, weighing seventy Ibs. to yard. 
 
 Each bay of beams will have one row of seven-eighths 
 inch diameter bolts and nuts, forming tie rods. 
 
72 ARCHITECTURAL IRON WORK. 
 
 All framing beams, headers and trimmers, will be 
 double, bolted together, and the headers and trimmers 
 framed together and connected with 4x4 angle irons and 
 seven-eighths inch bolts and nuts. 
 
 On each tier the beam against front and rear walls will 
 be of channel iron, corresponding in height and thickness 
 with the respective floor beams. 
 
 Note. Sometimes a "plate" girder is used made with centre web, say 
 14 x -fa ; top plate, 10 x \ ; bottom plate, say 8 x ; angle iron, 3 x 3 x , 
 with cast iron shoes bolted on side to receive the floor beams. 
 
 GALVANIZED CORNICE. The main cornice, balustrade, dormer 
 windows, angle ribs, etc., of roof and pavilions, to be of 
 No. 24 galvanized iron, with zinc ornaments. The joints 
 in the galvanized iron riveted together as well as soldered. 
 The cornice to be straight and true and perfectly tight, 
 and well and securely sustained and retained by strong 
 wrought iron straps. 
 
 CRESTING. Put up a cast iron crest railing of approved pat- 
 tern, with end finials, screwed down to roofing plank with 
 screws bedded in white lead, and the cresting strongly 
 braced and made secure. 
 
 GRATINGS. The basement areas are to be enclosed with wrought 
 iron bar gratings, made of \ x 2 frame bars and i X If inch 
 filling in bars, placed one-and-three-quarter inch from 
 centres. Said gratings to be stiffened with rods and thim- 
 bles, and to be well secured to the stone coping and to 
 the brick piers. 
 
 In front of the doorways have perforated cast iron walk- 
 ing plates. 
 
 Note. Sometimes "knee" gratings are required that is, forming steps 
 and risers. 
 
 Sometimes area light holes have to be covered with gratings ; these (or one 
 of them) are usually made to open on hinges, and secured with chain, staple 
 and padlock. 
 
ARCHITECTURAL IRON WORK. 73 
 
 ELEVATOR. Put up in area, from sidewalk to lower story floor, 
 a platform elevator, with iron frame hoisting apparatus, 
 guides, chains, cross-heads, heavy wooden platform, strongly 
 braced, all made complete and done in a substantial man- 
 ner. 
 
 SCREEN WORK. At the foot of stairs in first story cover the 
 entire sash partition, from floor to ceiling, with wrought 
 iron lattice work of a neat selected pattern, made of -J-" x f" 
 scroll iron, well riveted, with frames of 1" x 1" properly 
 secured to the woodwork. Put door in same, with brass 
 padlock and fastenings. 
 
 Cover glass in partitions around hatchway in basement 
 and first, second, third and fourth stories. 
 
 Lattice guards under each store window of the front, 
 securely fastened in. 
 
 SADDLES. Make and screw down cast iron door saddles to all 
 first story doors, from patterns to be furnished by the car- 
 penter, perforated for bolts of doors to shoot in. 
 
 PLATES FOR WOODEN COLUMNS. Furnish top and bottom plates 
 for all the wooden columns, of cast iron, sixteen inches 
 long by the width of girders, under and on top of which 
 they may be used. All to be one-and-a-half inches thick, 
 each to have a raised oval projection on one surface to 
 take the dowel, and on the other surface a raised moulding 
 to hold the column, round or square, as the case may be. 
 
 DOWELS. Furnish cast iron dowels, oval shaped, 5 x 10 inches 
 diameter, three-quarter inch thick, and in length one-quar- 
 ter of an inch less than the depth of the wooden girders 
 through which they pass. 
 
 Note. Sometimes three wrought iron dowel pins are used, one-and-one- 
 quarter inches diameter. 
 
 Sometimes cross-shaped cast iron dowels are used. 
 
 FLUE DOORS. Furnish to mason to build in wall, for all the 
 
74 ARCHITECTURAL IRON WORK. 
 
 flues in cellar, doors 12" x 12", hung and latched to 
 wrought iron frames. 
 
 FLUE RINGS. Furnish cast iron flue boxes, and fi ve-and-one- 
 half inch diameter removable ventilating covers to same, 
 for all flues on each story. The boxes to be furnished to 
 mason to build in, and the covers to be set on after the 
 plastering is done. 
 
 DRILL FOR CARPENTER. Do all drilling and tapping required 
 by carpenter to secure his wood work to the iron work, 
 and furnish all screws and bolts required for this purpose. 
 Do all cutting and fitting that may be required in connec- 
 tion with the iron work. 
 
 COAL COVER. Furnish one cover to coal vault, with cast iron 
 neck ; the latter let into the granite sidewalk. The cover 
 to be quarter-inch wrought iron plate, studded with rivets 
 on top to prevent slipping, secured with proper galvanized 
 chain, hook and staple. 
 
 Note. Often an ordinary cast iron coal cover, 18* diameter, with chain and 
 fastenings, will answer. 
 
 VENTILATING GRATING. Furnish and fasten into the rebate, to 
 be cut in granite sidewalk, a cast iron heavy grating for 
 ventilation, 14x14 inches square, and below it have a 
 movable slat register 14 x 14 , hung on hinges, and a sheet 
 iron drawer to catch and hold the dirt falling through the 
 sidewalk grating. 
 
 SCUTTLE. Cover the wooden scuttle door on the underside ; 
 also line the inside of scuttle curb with No. 12 sheet iron. 
 At the level of ceiling make and put up a grating door to 
 scuttle, the frame of fxlj, the lattice filling of T 3 x f, 
 properly hinged, and arranged for and supplied with pad- 
 lock. 
 
 Note. Oftentimes the lining only is required. Sometimes the lattice door, 
 and not the lining. 
 
ARCHITECTURAL IRON WORK. 75 
 
 LADDER TO SCUTTLE. A wrought iron ladder will be required 
 to scuttle, made of 2 x f sides, placed eighteen inches 
 apart, and the rungs to be double and five-eighths of an 
 inch diameter, twelve inches apart, put strongly together. 
 Set in place at an angle a little less than vertical, and 
 securely fastened at top and bottom. 
 
 FIRE ESCAPES. The platforms of all balconies shall not be less 
 than two feet and six inches in width from the face of the 
 wall, and shall take in two windows in length, either on 
 the front or rear of all double tenement buildings to which 
 they are attached ; and the balconies on all single tene- 
 ment houses shall be constructed precisely the same, except 
 that they shall not be less than six feet in length and take 
 in one of the room windows. 
 
 The bearing bars or brackets shall be made of bar iron, 
 not less than one-and-one-half by one-half inch in thick- 
 ness, and the braces not less than three- quarter round iron, 
 well riveted to the bearing bars ; the guard rails to be not 
 less than two feet and six inches in height, and the top and 
 bottom of the same not less than one-and-one-half by 
 three-eighths inch wide ; the filling in bars may be made of 
 cast or wrought iron, well secured to the top and bottom 
 rails ; if of wrought iron, the bars must not be less than 
 five-eighths inches round, and placed not more than twelve 
 inches from centres. The floors of the balconies may be 
 made either of wood or iron ; if of iron, the bars not to 
 be less than one-and-one-half by one-half inch, and not 
 more than one-and-one-half inches apart ; and if of wood, 
 to be of yellow pine not less than one-and-one-quarter 
 inches thick, a trap door arranged in each. The bear- 
 ing bars and braces and the top and bottom of the guard 
 rails are to be let into all walls, twelve inches or over in 
 thickness, at least six inches, well fastened, and in all 
 walls less than twelve inches thick, the same to go through 
 
76 ARCHITECTURAL IRON WORK. 
 
 the walls, and be well secured on the inside. The ladders 
 to be made of wrought iron, the side bars of 1^ x f inches, 
 the rungs to be five-eighths inches round, and placed not 
 more than fifteen inches apart. The ladder to extend 
 from the ground to the roof. The lower section the one 
 from the ground to the first balcony arranged to slide up, 
 and with hook to hold it in place. The upper section to 
 have circled ends, and at a proper distance above the level 
 of roof, so as to form a safety hand-rail. All to be well 
 fastened. 
 
 FUEL ROOM. Line the fuel room with No. 16 sheet iron, prop- 
 erly lapped and well nailed to the wood studding. The 
 inside of the doors and ceiling included, as well as the 
 floor and sides of the room to be lined. 
 
 CHIMNEY CAPS. The chimney caps to be each in one piece of 
 cast iron one-quarter inch in thickness, arranged for fines, 
 and turned down two inches over the brick work, both in 
 the flues and over the extreme projection of the brick 
 work. To be made slightly crowning toward the centre. 
 
 CHIMNEY SHAFT. Cast iron bases, mouldings in the brick pan- 
 els and moulded tops to the chimney shafts, to be made as 
 shown on drawings, and furnished when required to be 
 built in. 
 
 COPING. Cover the parapet walls with cast iron copings one- 
 quarter inch in thickness, properly crowning on top to 
 shed water both ways, fitted with lap joints, and well put 
 together with screws. To turn down over wall two inches 
 on each side. To be painted two coats metallic paint 
 inside and outside before being put up. 
 
 WINDOW LINTELS AND SILLS. Furnish to the mason when 
 required cast iron moulded ornamental outside window 
 lintels and sills of the designs shown on the elevations. 
 To be about five-sixteenths of an inch in thickness and to 
 have eyes cast on the inside, and furnished with suitable 
 
ARCHITECTURAL IRON WORK. 77 
 
 wrought iron retaining anchors. The top shelves to have 
 turn-up lips to prevent the water getting in behind. To 
 be thoroughly coated with metallic paint, two coats inside 
 and outside, before being put up in place. 
 
 TRIMMINGS. The lines of quoin blocks, ashler bands, etc., will 
 be of cast iron, moulded and ornamented as shown, T 5 5 ' 
 thick, painted two coats inside and out, before being set 
 up. Each casting to have an eye on the inside, and fur- 
 nished with suitable wrought iron anchors. All fitted and 
 put up straight and true. 
 
 COAL VAULT DOOR. Put up to the coal vault a sheet iron 
 door two feet wide by six feet in height, hung to eyes 
 built in the wall. Frame of door, 2 x -J wrought iron, cov- 
 ered with No. 14 sheet iron, properly made and hinged. 
 The lower part of the door, two feet in height, made to 
 turn up and properly hinged. To have strong hinges, 
 bolts and fastenings complete. To be panelled and 
 moulded. 
 
 PORT-HOLES. In the parapet or fire walls, which are carried 
 up about five feet from the roof level, place cast iron 
 port-holes ten feet apart. These port-holes will be made 
 in one casting, in shape like an hour-glass, six inches dia- 
 meter of opening in -the centre, and radiating to a larger 
 diameter of twelve inches. In the small openings place 
 panes of mica. 
 
 BALCONIES. Fancy balconies, composed of ornamental cast iron 
 brackets and selected pattern of railings, all properly 
 braced and tied together with wrought iron bars, will be 
 put up where shown on the elevations. The bars on the 
 brackets will be made to go through the brick wall, and 
 have plate washers and nuts on the back. To be arranged 
 to receive wooden floors. 
 
 STAIRS. The main staircase, as shown on plans, will commence 
 at the level of first or principal story and run from thence 
 
78 AECHITECTDEAL IKON WORK. 
 
 up to the level of the upper floor. To be of iron, resting 
 on three good and sufficient close stringers of cast iron, 
 one-half inch thick in the thinnest part. The stringers 
 are to be moulded and beaded so as to form a finished 
 appearance underneath, and to have shoulders cast on 
 them to receive treads and risers. The wall string to 
 have a moulded skirting, the skirting carried around the 
 platforms. The risers to be not less than one -quarter of 
 an inch in the thinnest part, panelled inside and out. 
 Steps and platforms one-half inch thick, checquered on 
 top, with fluted margins, and ribbed underneath. All to 
 be well connected with necessary braces, angles, flanges, 
 ties, bolts, etc. 
 
 All stairs to be seven inch rise by thirteen inch tread, 
 including the nosing, which overhangs one-and-one-half 
 inches ; thus making the going of the steps measure on 
 the strings 7 x 11^ inches. 
 
 Newel posts will be as shown, properly secured at all 
 angles of stairs and landings where laid down on plans. 
 Ornamental balusters of cast iron, bolted to the face of 
 outer string, and have wrought iron top rail of \ x 1^ inch 
 drilled, to fasten the wooden hand-rail. The balusters to 
 run along the stairs and well-holes. 
 
 The stringers to be well secured to the brick walls, and 
 all necessary short beams at the platforms to be provided. 
 The joints neatly made, and all put together in a work- 
 manlike manner. 
 
 Note. The strings, or carriages, may be of wrought iron, or a combination 
 of wrought and cast iron. The soffits may be lathed with sheet iron lath. 
 The treads may be of wood, such as oak, yellow pine, etc. , or of marble or 
 other stone, and the iron strings properly prepared to receive them. If the 
 stairs are very wide, two intermediate strings may be required in addition to 
 the outer and wall string. Landings may be supported on wrought iron 
 beams. Open-work risers may be used, or risers entirely omitted. A bracket 
 hand-rail along the wall may be used. Railing balusters and hand-rail may 
 
ARCHITECTURAL IRON WORK. 79 
 
 be of square or round iron or gas-pipe. The hand-rail may be moulded, of 
 cast iron. 
 
 HOOKS. Wrought iron hooks for clothes-line pulleys, awning 
 hooks, and hooks for looking-glasses, as may be required, 
 of suitable shapes and sizes, will be furnished to the mason 
 to be built in by him. 
 
 PAINTING. Prime all the iron work with one good coat of 
 brown mineral paint in oil before being brought to the 
 building. All cornices, ornaments and fittings must be 
 painted both sides. All bolts, screws, etc., must be dipped 
 in paint before being used. All joints puttied up and 
 made tight. 
 
 All the iron work must be painted two good coats, in 
 addition to the priming coat, of the best English or selected 
 American white lead and oil, in such colors as may be re- 
 quired, except the top of area platform, which latter will 
 be painted in two coats black tar paint. The following 
 may be observed, unless otherwise directed : The fronts, 
 interior columns, underside of vault work, underside of 
 skylight, etc., in white ; the rolling shutters and outside 
 rear shutters in green. 
 
 GENERAL REQUIREMENTS. All the castings to be of the best 
 quality of cast iron, straight and smooth and well fitted, 
 with neat, close joints. All the materials to be of the best 
 quality of their several kinds. The entire work is to be 
 executed in the best and most workmanlike manner, and 
 in strict conformity with the particulars set forth in this 
 specification and the several drawings. Any work shown 
 on the plans and not included in the specification, or vice 
 versa, or that may be required to finish the job complete, 
 to the true intent and meaning of the plans and specifica- 
 tions, shall be done by the contractor without any extra 
 charge whatever. 
 
80 ARCHITECTURAL IKON WORK. 
 
 All the work is to be so done as to meet the require- 
 ments of the building laws as now in force in the district 
 where this building is to be erected. Proper tests and 
 examinations of the iron work shall be made by the con- 
 tractor, and he shall be held responsible for any and all 
 damages. All columns, lintels, girders, etc., to have the 
 maximum weights they will safely sustain marked or 
 stamped thereon. 
 
 All the work is to be done to the entire satisfaction of 
 the owner and of the architect. 
 
 The building is to commence on day of - 
 
 next, and to be completed, fit for occupancy, on or before 
 the day of following. 
 
 IKON FRONTS. 
 
 For building purposes, cast iron possesses unequalled advan- 
 tages of strength, durability, economy, and adaptability to or- 
 nament and decoration. In resisting any kind of strain, it is 
 vastly superior to granite, marble, sandstone, or brick. Practi- 
 cally, cast iron is crushing proof, for a column must be ten 
 miles in height before it will crush itself by its own weight. 
 Unlike wrought iron and steel, it is not subject to rapid oxida- 
 tion and decay by exposure to the atmosphere ; and whatever 
 tendency it may have in that direction can easily be prevented 
 by a proper coating of paint. No other material is so valuable 
 after it has served its original purpose, as it may be recast into 
 new forms and adapted to new uses. 
 
 In business quarters, where blocks of stores are built up 
 solid, where each building nearly covers the full lot, rear 
 almost butting to rear, with window openings generally only 
 at the front and back, light becomes one of the most important 
 requirements. A light edifice of iron may be safely substi- 
 
ARCHITECTURAL IKON WORK. 
 
 81 
 
 A REPRESENTATIVE IRON FRONT. 
 
 OF THE 
 
02 ARCHITECTURAL IRON WOEK. 
 
 tuted for the cumbrous structures of other substances, and 
 ample strength secured without the exclusion of daylight. 
 Iron in this respect presents peculiar fitness. 
 
 The introducing manufacturers and architects in iron acted 
 on the self-evident proposition that a multiplicity of ornament 
 and decoration could be executed in iron at an expense not to 
 be named in comparison with that of stone, and literally cov- 
 ered their fronts with useless filagree work. Every column 
 was made fluted or of some intricate pattern, every moulding 
 enriched. The carvings high up in the air, on the fifth story, 
 were the same as those low down on the first no bolder, and 
 in every case too flat and fine. Instead of seeking for beauti- 
 ful outlines and proportions, and appropriately embellishing 
 special features to contrast with other portions of the edifice 
 purposely left plain and unpretending, ornateness was made 
 the governing idea, and an extreme elaboration produced, with 
 .twistings and contortions of outline, and crowding in of small 
 columns and pilasters, and diminutive friezes and cornices, 
 overlaying everything with so-called ornament. Constructors 
 in iron took advantage of the ability of cast iron to resist com- 
 pression, and of the tensile power of wrought iron, and in an 
 utilitarian spirit produced spider -like structures, suggesting 
 nothing save economy of space and material. Overloading 
 the surface with poorly executed ornament, gave their struc- 
 tures a flashy and vulgar appearance. These early stages have 
 been passed, and taste and utility now go hand in hand. For 
 a time, the material was judged more from the mistakes of the 
 unskilful than by its capabilities for proper application. 
 
 A building should bear the impress of solidity, as though it 
 were indeed a growth of the earth itself, and not of so fragile 
 an appearance that the winds can blow it away. In architec- 
 ture, the recognition of permanency is one of the true princi- 
 ples of the art. A front must not only be strong enough it 
 must also possess such an evident reserve of strength, which is 
 
ARCHITECTURAL IRON WORK. 83 
 
 the result of obvious abundance. Convenience, permanence 
 and beauty, as well as strength, are the tests of iron work. 
 And constantly large columns are used where smaller ones 
 would answer. A broad play for light and shadow should be 
 carefully studied. Ornamentation should not be made an end, 
 but a mere adjunct. If beautiful outline and proportion be 
 lacking, no amount of meretricious ornamentation can supply 
 the deficiency. Iron affords a cheaper material, a more endur- 
 ing material, and cleaner and sharper than stone, and it is the 
 best material, all things considered, for the street architecture 
 of our American cities. Whatever moulding is good in stone, 
 for projection or general outline, is also good in iron. If the 
 ancient examples of cornices and capitals, and ornaments gen- 
 erally, which have stood the test of criticism and been judged 
 correct, are deemed best for stone, then they are best for iron 
 also. But correct outlines must be faithfully followed, and 
 can be in the hands of a skilful manufacturer. If error be 
 committed by the unskilful, it no more condemns the mate- 
 rial than will the thousands of ludicrous mistakes in wood and 
 stone condemn those materials. The ancients worked in stone, 
 and artistically produced outlines that perhaps never can* be 
 rivalled. The principles of architecture, which have endured 
 so long, will remain forever, simply because they embody true 
 taste and common sense, both of which the public have and 
 understand. On the presumption that the public possess no 
 taste, gross incongruities in design are too often put upon the 
 credulity of those who build. Here a great mistake is made. 
 The public- eye is a sharp one, and demands to be pleased. 
 Whether there is an educated or a natural taste, there is at 
 least an opinion to be gratified ; and in such cases the majority 
 rules, for, though all do not think alike, a vast number may 
 come to one conclusion, and that is generally sure to be cor- 
 rect. Iron is the modern building material, dug from the bow- 
 els of the earth, smelted and purified by an advanced science, 
 
84 ARCHITECTURAL IKON WORK. 
 
 and ready to supplant stone, just as history relates stone sup- 
 planted mud in the construction of dwellings for men. Each 
 tells of a growth in knowledge, applying a better material. 
 Long after a stone front lias gone to decay and disappeared, 
 the iron will be retained in its original fulness and sharpness 
 in every line. Keep it painted, and after a thousand years of 
 exposure to the wind and weather, an iron front will be as per- 
 fect as on the day of erection. 
 
 To paint iron costs much less than to paint wood or other 
 materials, on account of its non-absorbing surface. The inter- 
 est on the difference in first cost between a stone and an iron 
 front will easily pay for one coat of paint a year. More than 
 that allow the difference in cost to accumulate with legal 
 interest, less the expense of one coat of paint a year, and by 
 the time the stone is ruined the iron will not only have cleared 
 itself and stand on the balance sheet at a profit, but be in 
 prime condition for continued service. On any much-travelled 
 street a marble front soon becomes rusty and discolored with 
 dust and rain. An iron front kept properly painted appears 
 periodically in a new dress, and is always clean and bright. 
 Other things being equal, place two merchants respectively in 
 a stone front and an iron front store, side by side, and he in 
 the clean, bright, attractive front will do the most business, and 
 can afford to pay the largest rent. A stone front soon becomes 
 discolored and dirty, and shows almost as many different soiled 
 colors as there are different pieces of stone, caused by the 
 chemical ingredients in the stone striking to the surface. An 
 iron front reveals no joints, and looks as though it were cut 
 out of one solid block and of one even color. Every time it is 
 painted it looks new. More than one white marble front now 
 regularly receives a coat of white paint to keep it white, be- 
 cause without the paint they looked dark and dingy alongside 
 of their neighboring white iron fronts. 
 
 A great deal has been written about the color to paint iron 
 
ARCHITECTURAL IRON WORK. 85 
 
 work. Iron being a material which requires a coating of lead 
 and oil, it is proper to give it any color that good taste may. 
 suggest. The color will often be regulated by the color and 
 .hue of adjoining buildings or other surroundings. Because 
 marble is white or sandstone brown, the painting of iron work in 
 these colors must not be prohibited. What is to be condemned 
 is the graining of iron in imitation of marble, and sanding in 
 imitation of stone. Tints and colors and gilding produce rich 
 and sparkling effects, but great care and exceeding good taste 
 must be exercised or failure will be the result. The best pig- 
 ments must be used, or the colors, exposed to the air and sun, 
 will fade rapidly and the best do fade and leave the front 
 shabby. Wherever practicable, iron work should be painted 
 inside as well as out, without delay. Particular care in this 
 respect should be given to all parts put together in pieces, as 
 cornices, trusses, etc. These should have their joints well 
 painted before being bolted or riveted together. Painting on 
 the inside, however, applies only to the shell parts. Columns 
 cannot be painted on the inside, nor do they need it. Column 
 stands over column with an intervening plate ; the very con- 
 struction makes of the inside of a column an almost air-tight 
 chamber, where the air is always dry. No oxidation takes 
 place under these conditions, and so no paint is necessary. 
 The inside of a column is covered with a coating of foundry 
 sand, which clings to it for ages. On the shell work, when 
 the paint has fairly reached every crevice, these parts too 
 become air-tight, and paint only becomes requisite on the 
 outside, and to brighten up the color. In applying ornaments^ 
 such as leaves of capitals, etc., not only should the ornaments 
 themselves be first thoroughly painted, but the screws which 
 fasten the ornament to the main work should be dipped in 
 paint as well. After drilling a hole in iron, the burs around 
 the hole should always be filed away, so that no streaks of rust 
 from rain-water down the face of the building will tell of 
 
86 ARCHITECTURAL IRON WORK. 
 
 carelessness in this respect. A lack of care in such little 
 matters often causes the greatest annoyance, and has been the 
 chief reason why iron fronts have had to be painted more 
 often during the ensuing few years of their erection than 
 afterward. Some fronts in a dark color have only been 
 painted for intervals of five years during the past twenty 
 years, and previous to that did not average more than once in 
 two years. For the first coating of iron nothing is superior to 
 oxide of iron mixed with oil, or what is known as metallic 
 paint. 
 
 On the manufacturer depends the artistic appearance of an 
 iron building, as well as its durability. The material is capa- 
 ble of receiving the sharpest kind of lines. But to secure 
 under-cuttings and that certain crispness necessary to the 
 proper effect, particularly of carved work, requires a combined 
 technical knowledge of architectural detail, of artistic pattern- 
 work, and of foundry moulding, and, withal, a business pride 
 and reputation. An architect may design a front, but its exe- 
 cution is beyond his control, and its effect, whether very ornate 
 or very plain, may be entirely spoiled by falling into the hands 
 of incompetent mechanics. Between the fronts of to-day and 
 those erected not many years ago there is a perceptible im- 
 provement. The artistic working-up of the material is better 
 imderstood. After years of alterations and comparison, bold- 
 ness and good proportion in every part has been obtained. 
 The greatest possible caution should be exercised in awarding 
 contracts, and the difference of any moderate sum should never 
 permit the giving of work to parties who are lacking in experi- 
 ence or in knowledge or in facilities, or who habitually do 
 their work in a slovenly manner, or who are notoriously slow. 
 It is not always to the interest of an owner to give his work to 
 the lowest bidder. The grade of men in the iron business in 
 no wise differs from any other manufacturers, in that there are 
 some whose productions are superior and intrinsically worth 
 
ARCHITECTURAL IRON WORK. 87 
 
 more than the like made by others. The thousand items of 
 intricate detail about a job of iron work, which go to make up 
 a complete whole, each of which requires the direct super- 
 vision of competent principals, but faintly tells of the constant 
 and unwearying watchfulness that must be given to ensure 
 good results. 
 
 Much has been said against iron from misconception. It is 
 exceedingly difficult in the minds of most writers and talkers, 
 who use sweeping denunciations and citations against iron, to 
 separate wrought iron and cast iron in their respective endur- 
 ance against weather. Wrought iron rapidly oxidizes when 
 exposed to the atmosphere, and goes to decay. Cast iron, on 
 the contrary, slowly oxidizes in damp situations ; rust does not 
 scale from it, and the oxidation, when formed, is of a much 
 less dangerous kind than on wrought iron. A coating of paint 
 will counteract whatever tendency cast iron has to rust when 
 exposed. 
 
 Whatever has been done in iron which deserves censure 
 from critics can be remedied. Let it not be forgotten that the 
 material is not at fault, but the workmanship. Iron can be 
 made to imitate anything perfectly. Men who have said most 
 against iron have been they who knew the least about it. Ar- 
 guments have been made that iron is a sham, but a stone build- 
 ing is a greater sham, because it leads one to believe that it is 
 all stone, when, in fact, it is nothing but a veneer set up against 
 a brick wall. 
 
 The adaptability of all building materials depends princi- 
 pally upon their property of resisting the destroying influences 
 of the atmospheric air, be these influences either mechanical or. 
 chemical. The objection to brown stone for buildings is that 
 it is porous, and rains penetrate it ; the water freezes, and in 
 expanding scales off the exterior layer, and a rapid decay is the 
 result. Marble is denser, but every rain-storm dissolves a thin 
 film of its surface. A bowl of water collected from the rain 
 
88 ARCHITECTURAL IRON WORK. 
 
 that has touched a marble front will be found by chemical test 
 to be so charged with carbonate of lime as to be unfit for pur- 
 poses for which rain-water is required. The effect is that the 
 sharp edges of the architectural details become blunted, and 
 gradually wear away. In marble there is carbonate of iron, 
 which absorbs oxygen from the air, and then presents itself in 
 yellowish spots, which gradually turn brown or black. Gran- 
 ite, which is the best building stone in the world, when sub- 
 jected to strong heat cracks and splits off in flakes, and crum- 
 bles like dry plaster. 
 
 When iron fronts were first introduced, it was strenuously 
 asserted by some that expansion and contraction would dislo- 
 cate the joints and render a building unsafe. An examination 
 of any of the numerous cast iron structures which, for a num- 
 ber of years, have been exposed to every change of atmos- 
 pheric temperature without, and to the heat of steam-boilers, 
 etc., within, will show everything unchanged. This proves 
 that the temperature of our climate throughout its utmost 
 range, from the greatest heat to the greatest cold, exerts upon it 
 no appreciable effect Events have also proven in the cases of 
 burning of storehouses tilled with combustible goods that cast 
 iron fronts are absolutely tire-proof, and will neither warp nor 
 crack nor fall down, unless the entire building falls, pulling 
 the front with it. Only let it be remembered, that, in addition 
 to a high and intense heat, the use of a blast is required to 
 reduce cast iron to a molten state, and the ability of iron 
 fronts to stand heat will be readily understood. They are also 
 perfectly safe during thunder-storms ; the metal presents so 
 great a mass to the over-charged clouds, so as to become a 
 huge conductor in itself, and silently conveys all the elec- 
 tricity to the earth. In them the intensity current is instantly 
 diffused throughout the entire mass, and changed into a cur- 
 rent of quantity, thus obviating all danger from disruptive 
 discharges. Iron fronts liave stood erect in cases where the 
 
ARCHITECTURAL IRON WORK. 89 
 
 side brick walls were entirely thrown down and demolished by 
 the elements. 
 
 A front of iron is usually laid down and fitted together com- 
 plete in the manufactory previous to erection at the building. 
 It can be transported to any distance to the place of erection, 
 and put together with wonderful rapidity, and at all seasons of 
 the year. It takes up less space than any other material, and 
 so enlarges the interior of a building. When it becomes 
 desirable to tear down the building itself, to make way for 
 other improvements, the iron front may be taken to pieces, 
 without injury to any of its parts, and be re-erected elsewhere 
 with the same perfection as at first. Instead of destruction, 
 there need be a removal only. 
 
 Iron Iras in its favor unequalled advantages of ornament, 
 strength, lightness of structure, facility of erection, durability, 
 economy, incombustibility, and ready renovation. In iron, as 
 in other materials, must ever be observed those undeviating 
 laws of proportion, and rules deduced from a refined analysis 
 of what is suitable in the highest degree to the end proposed. 
 There is not a structure erected anywhere but adds its quantum 
 to the good or bad impressions to be directly stamped upon the 
 public mind. Thus every one who builds is unwittingly en- 
 hancing or deteriorating the taste of the masses, and the aggre- 
 gate result of this is a thing not to be overestimated. It 
 behooves the general use and careful treatment of a material 
 which allows greater architectural effect, in proportion to 
 the outlay of money, than any other. The uses and require- 
 ments and values of buildings are changing every day, and 
 iron in its architectural application is to fulfil future require- 
 ments such as in the past it has but limitedly supplied. In 
 our new and growing country, the dollars saved on one building 
 are required for the erection of another. It is primarily a 
 duty for every builder to do the most with his money, and the 
 most for Art. When the public become thoroughly acquainted 
 
00 ARCHITECTURAL IRON WORK. 
 
 with the advantages iron possesses as a building material, it is 
 confidently predicted that for superior buildings of all kinds it 
 will receive a general preference to granite, marble, sandstone, 
 or brick. 
 
 ASHLEE FKOKTS. 
 
 Thin plates of cast iron used as a facing to brick walls give 
 a very good effect. The plates need not be over three-six- 
 teenths of an inch thick, and each should have two eyes cast 
 on the back to anchor in the walls. The plates should not be 
 bolted together, and a proper allowance must be made in the 
 joints for the shrinkage and settling of the brick wall ; this 
 can be done by using strips of rubber at -each joint, or strips of 
 wood, which are afterwards removed. At the joints the plates 
 should have lips turning upwards and downwards, so that rain 
 cannot beat in, or sweat or moisture from the inside trickle out. 
 
 The outer surface of the plates should be roughened with 
 very small uniform corrugations so as to be more pleasing to 
 the eye, and to avoid the shining or glistening effect produced 
 by oil paint on a smooth surface. This roughening also con- 
 ceals the slight irregularities and warpings so painfully appar- 
 ent when the light strikes at certain angles on the surfaces of 
 plain castings. The glare of paint is thus deadened, and gives 
 a chiaroscuro effect (light and shade), very closely resembling 
 stone, and more beautiful than the tool marks on stone surfaces. 
 These rounded ridges, and correspondingly rounded hollows 
 between, should be sufficiently fine to prevent their being 
 noticeable at ordinary distances, and yet sufficiently coarse to 
 avoid being filled with paint say eight ridges and hollows to 
 an inch ; a ridge and hollow together making about one-eighth 
 of an inch in width. The corrugations may be done either on 
 the wood patterns, or by means of a suitable moulder's tool or 
 " slicker," grooved and ridged to exactly the extent desired, and 
 which is operated successfully and rapidly in producing the 
 desired reverse grooves and ridges on the surface of the mould. 
 
ARCHITECTURAL IRON WORK. 91 
 
 ROLLED IKON BEAMS AND CHANNELS. 
 
 [NEW JERSEY STEEL AND IRON CO.] 
 
 The following tables give the principal data relating to 
 rolled beams which are required in practice. 
 
 The safe loads given in the tables are those which can be 
 carried in addition to the weight of the beam itself when the 
 beams are supported at both ends and the load uniformly dis- 
 tributed over the length of the beam, and are such as would 
 bring a maximum strain upon the iron of 12,000 Ibs. per square 
 inch, this being about one-quarter the breaking weight of 
 wrought iron. 
 
 As, in building, the admissible deflection of beams is limited 
 by the amount which would cause the plastering of ceilings to 
 crack, the tables have a cross-line dividing them at the length 
 of span at which this is found to occur ; the lengths and loads 
 above the line being proper for plastered ceilings, and those 
 below to be used only when this consideration does not enter. 
 The limit of deflection thus allowed is one-thirtieth of an inch 
 to the foot of span. 
 
 FIRE-PROOF FLOORS. 
 
 The load upon the beams of fire-proof floors, with four-inch 
 brick arches levelled up with concrete between the beams, in 
 buildings used for offices, assemblages of people, or storage of 
 light goods, may, ordinarily, be taken at 70 Ibs. per square foot 
 of floor for the weight of the arches, concrete, ceiling, and 
 flooring ; and at 80 Ibs. per square foot additional for a variable 
 load equal to the weight of a crowd of people ; making a total 
 load of 150 Ibs. per square foot of floor, in addition to the 
 weight of the beams. 
 
92 ARCHITECTURAL IRON WORK. 
 
 For street bridges for general public traffic, a load in addi- 
 tion to the weight of the structure, of 80 Ibs. per square foot, 
 may be taken. 
 
 For the floors of dwellings 40 Ibs. 
 
 Churches, theatres, and ball-rooms 80 " 
 
 Hay-lofts 80 " 
 
 Storage of grain 100 " 
 
 Warehouses and general merchandise. . . 250 " 
 
 Factories 200 to 400 " 
 
 Snow 30 inches deep 16 " 
 
 Maximum pressure of wind 50 " 
 
 Brick walls, per cubic foot 112 " 
 
 Masonry walls, " 116 to 144 " 
 
 USE OF THE TABLES. What beams would be required for a 
 floor 50 ft. by 21 ft. in the clear, to be used for offices, and 
 therefore loaded to the extent of 150 Ibs. per square foot, and 
 what will be the total weight of iron ? 
 
 Supposing that it is desired to make the brick arches about 
 4 ft. in span between the beams, we find this distance opposite 
 21 ft. span and under 150 Ibs, per square foot, in the table for 
 10^" light beams. As this comes above the cross-line of the 
 table, these beams could be used without injury to the plaster- 
 ing on account of deflection. The distance between the centres 
 of beams being 4.1 ft., there would be required 13 beams. 
 Allowing 8" bearing at each end of the beams, the total length 
 of each would be 22' 4", the weight of which is 781.7 Ibs., or, 
 for the 13 beams, 10,162 Ibs. 
 
 If a deeper beam is preferred, 12J" light, for instance, may 
 be substituted, and, referring to the table for this beam, we 
 find that for the above load and span they should be spaced 5.4 
 ft. apart, and there will, therefore, be but 10 beams required, 
 the weight of which would be 9,300 Ibs. 
 
ARCHITECTURAL IRON WORK. 
 
 93 
 
 4-INCH LIGHT BEAM 30 LBS. PEE YAED. 
 
 
 & c 
 
 fl 
 
 a 
 
 TBBNTON BEAMS. 
 
 fil 
 
 j2 . 
 
 j 
 
 _(-; 
 
 
 &* I 1 
 
 2* 
 
 ~ 
 
 
 1 0.8 
 
 1 
 
 10 
 
 I Depth, 4 inches. 
 Width of flanges, 2f inches. 
 Thickness of stem, inch. 
 Area of cross -section, 2.96 sq. inches. 
 
 2 17 
 3 2.5 
 4 3.3 
 5 4.2 
 6 5.0 
 7 5.8 
 8 6.7 
 9 7.5 
 10 8.3 
 11 9.2 
 
 2 
 3 
 
 1 
 
 20 
 30 
 40 
 50 
 60 
 
 If 
 
 til 
 
 .sj 
 
 
 Proper Distance, in feet, between Centres of Beams, 
 
 p 
 
 llS 
 
 rfl 
 
 1 
 
 d 
 
 per load in Ibs., per square foot of 
 
 V -~ 
 
 ?3 2 
 
 .2 
 
 
 
 
 
 
 
 
 
 II 
 
 C 3 
 
 J _ . 
 
 
 
 1 
 
 1 
 
 * 
 
 1 
 
 1 
 
 
 S 
 
 
 
 p 2* 
 
 |-!.s! 
 
 A 
 
 1 
 
 i 
 
 i 
 
 i 
 
 i 
 
 
 
 
 
 5 
 
 2.99 
 
 0.09 
 
 50. 
 
 12.0 
 
 9.6 
 
 8.0 
 
 6.8 
 
 6.0 
 
 4.6 
 
 4.0 
 
 6 
 
 2.48 
 
 0.13 
 
 60. 
 
 8.3 6.6 
 
 5 5 
 
 4.7 
 
 4.1 
 
 3.'a 
 
 2.8 
 
 7 
 
 2.11 
 
 0.17 
 
 70. 
 
 6.0 4.8 
 
 4.0 
 
 3.4 
 
 3.0 
 
 2. 4 
 
 2.0 
 
 8 
 
 1.84 
 
 0.23 
 
 80. 
 
 4.6 
 
 3.7 
 
 3.1 
 
 2.6 
 
 2.3 
 
 1.8 
 
 1.5 
 
 9 
 
 1.63 
 
 0.20 
 
 90. 
 
 3.6 
 
 2.9 
 
 2.4 
 
 2.1 
 
 1 
 
 .8 
 
 1.4 
 
 1.2 
 
 10 
 
 1.45 
 
 0.36 
 
 100. 
 
 2.9 
 
 2.3 
 
 1.9 
 
 1.7 
 
 1 
 
 ..1 
 
 1.2 
 
 1.0 
 
 11 
 
 1.31 
 
 0.43 
 
 110. 
 
 2.4 
 
 1.9 1.6 
 
 1.4 
 
 1.2 
 
 1.0 
 
 0.8 
 
 12 
 
 1.19 
 
 0.51 
 
 120. 
 
 2.0 
 
 1.6 1.3 
 
 1.1 
 
 1 
 
 .0 
 
 0.8 
 
 0.7 
 
 13 
 
 1.09 
 
 0.60 
 
 130. 
 
 1.7 
 
 1.3 1.1 
 
 1.0 
 
 0.8 0.7 
 
 0.6 
 
 14 
 
 1.00 
 
 0.70 
 
 140. 
 
 1.4 
 
 1.1 0.9 
 
 0.8 
 
 0.7i 0.6 
 
 5 
 
 15 
 
 0.93 
 
 0.81 
 
 150. 
 
 1.2 
 
 1.0 0.8 
 
 0.7 
 
 0.6 0.5 
 
 0.4 
 
 16 
 
 0.86 
 
 0.90 
 
 160. 
 
 1.1 
 
 0.9 
 
 0.7 
 
 0.6 
 
 .5 0.4 
 
 0.4 
 
 17 
 
 0.80 
 
 1.03 
 
 170. 
 
 0.9 
 
 0.8 6 
 
 0.5 
 
 
 
 .4 0.4 
 
 0.3 
 
 18 
 
 0.75 
 
 .16 
 
 180. 
 
 0.8 
 
 0.7 0.5 
 
 0.5 
 
 
 
 .4 
 
 0.3 
 
 0.8 
 
 19 
 
 0.70 
 
 .29 
 
 190. 
 
 0.7 
 
 0.6 0.5 
 
 0.4 
 
 
 
 .;; 
 
 0.3 
 
 2 
 
 20 
 
 65 
 
 .43 
 
 200. 
 
 0.7 
 
 0.5 
 
 0.4 
 
 4 
 
 
 
 .8 
 
 0.2 
 
 0.2 
 
 21 
 
 0.61 
 
 .58 
 
 210. 
 
 0.6 
 
 0.5 
 
 0.4 
 
 0.3 
 
 
 
 
 
 22 
 
 0.57 
 
 .73 
 
 220. 
 
 0.5 
 
 0.4 
 
 0.3 
 
 0.3 
 
 
 
 
 
 23 
 
 0.54 
 
 1.89 
 
 230. 
 
 0.5 
 
 0.4 
 
 0.3 
 
 0.2 
 
 
 
 
 
 24 
 
 0.51 
 
 2.06 
 
 240. 
 
 0.4 
 
 0.3 
 
 0.3 
 
 0.2 
 
 
 
 
 
 25 
 
 0.48 
 
 2.23 
 
 250. 
 
 0.4 
 
 0.3 
 
 0.3 
 
 0.2 
 
 
 
 
 
 26 
 
 0.45 
 
 2.41 
 
 260. 
 
 0.3 
 
 
 
 
 
 
 
 
 27 
 
 0.42 
 
 2.60 
 
 270. 
 
 0.3 
 
 
 
 
 
 
 
 
 28 
 
 0.40 
 
 2.79 
 
 280. 
 
 0.3 
 
 
 
 
 
 
 
 
 29 
 
 0.37 
 
 3.00 
 
 290. 
 
 0.3 
 
 
 
 
 
 
 
 
 30 
 
 0.35 
 
 3.21 
 
 300. 
 
 0.2 
 
 
 
 
 
 
 
 
ARCHITECTURAL IRON WORK. 
 
 4-INCH HEAVY BEAM 37 LBS. PER YARD. 
 
 
 S g . .3 
 
 
 
 .a 
 
 TBESTON BEAMS. 
 
 4=" . 
 
 *T 
 
 
 fl 
 
 I 
 
 f| 
 
 
 1 1 
 
 .0 
 
 
 
 I Depth, 4 inches. 
 Width of flanges, 3 inches. 
 Thickness of stem, -fa inch. 
 Area of cross-section, 3.66 sq. inches. 
 
 2 2 
 3 3 
 4 4 
 5 5 
 6 6 
 7 7 
 8 8 
 9 9 
 10 10 
 11 11 
 
 .0 
 .1 
 .1 
 .1 
 .1 
 .2 
 .2 
 .3 
 .3 
 .3 
 
 1 
 
 2 
 3 
 
 4 
 5 
 6 
 
 12.3 
 
 24.7 
 37.0 
 49.3 
 61.7 
 74.0 
 
 SJj[ 
 
 I'll 
 
 .a| 
 
 
 Proper Distance, in feet, between Centres of Beams, 
 
 i* 
 
 111 
 
 S'l 
 
 1 
 a 
 
 for load in Ibs., per square foot of 
 
 8-jj 
 
 P .-S a 
 
 .2 ~. 
 
 H 
 
 OQ 
 
 
 
 w 
 
 1C* 
 
 I 
 
 1 
 
 . 
 
 ft 
 
 i a jj 
 
 8 * Is 
 
 ) 
 
 .Q 
 
 
 
 ,Q 
 
 a 
 
 
 
 p g 
 
 
 fll 
 
 1 
 
 i 
 
 
 
 i 
 
 g 
 
 1 
 
 5 
 
 3 65 
 
 0.09 
 
 61.7 
 
 14.6 11.7 
 
 9.7 
 
 8.3 
 
 7 
 
 .3 
 
 5.0 
 
 4 9 
 
 6 
 
 3.02 
 
 0.13 
 
 74.0 
 
 10.1 
 
 8.1 
 
 6.7 
 
 5.8 
 
 5 
 
 
 
 4.0 
 
 3.3 
 
 7 
 
 2.59 
 
 0.17 
 
 86.3 
 
 7 4 
 
 5.9 
 
 4.9 
 
 4.2 
 
 3 
 
 .7 
 
 3. 
 
 
 
 2.5 
 
 8 
 
 2.25 
 
 0.23 
 
 98.7 
 
 5.6 
 
 4.5 
 
 3.7 
 
 3.2 
 
 2 
 
 .8 
 
 2. 
 
 8 
 
 1.9 
 
 9 
 
 1.99 
 
 0.29 
 
 llt.O 
 
 4.4 
 
 3.5 
 
 2.9 2.5 
 
 2.2 1. 
 
 8 
 
 1.5 
 
 10 
 
 1.78 
 
 0.36 
 
 123.3 
 
 3.6 
 
 2.8 
 
 2.4 
 
 2.1 
 
 1 
 
 .8 1. 
 
 4 
 
 1.2 
 
 11 
 
 1.60 
 
 0.43 
 
 135.7 
 
 2.9 
 
 2.3 
 
 1.9 
 
 1.7 
 
 1 
 
 .4 1. 
 
 2 
 
 1.0 
 
 12 
 
 1.46 
 
 0.51 
 
 148.0 
 
 2.4 
 
 1 9 
 
 1.6 
 
 1.4 
 
 1 
 
 .2 1 
 
 
 
 0.8 
 
 13 
 
 1.34 
 
 60 
 
 160.3 
 
 2.0 
 
 1.6 
 
 1.3 
 
 1.2 
 
 1 
 
 .0 0. 
 
 8 
 
 0.7 
 
 14 
 
 1.23 
 
 0.70 
 
 172.7 
 
 1.7 
 
 1.3 
 
 1.1 
 
 1.0 
 
 
 
 .8 0.7 
 
 0.6 
 
 15 
 
 1.13 
 
 0.81 
 
 185.0 
 
 1.5 
 
 1 2 
 
 1.0 
 
 0.9 
 
 
 
 .7 
 
 0. 
 
 
 
 0.5 
 
 16 
 
 1.05 
 
 0.91 
 
 197.3 
 
 1.3 
 
 1.0 
 
 0.9 
 
 0-7 
 
 
 
 .6 0. 
 
 5 
 
 0.4 
 
 17 
 
 0.98 
 
 1.03 
 
 209 7 
 
 1.1 
 
 0.9 
 
 0.8 
 
 0.6 
 
 
 
 .5 0. 
 
 5 
 
 0.4 
 
 18 
 
 0.91 
 
 1.16 
 
 222.0 
 
 1.0 
 
 0.8 
 
 0.7 
 
 0.6 
 
 0.5 
 
 0. 
 
 4 
 
 0.3 
 
 19 
 
 0.85 
 
 1.29 
 
 234.3 
 
 0.9 
 
 0.7 
 
 0.6 
 
 0.5 
 
 
 
 .4 
 
 0.4 
 
 0.3 
 
 20 
 
 0.80 
 
 1.43 
 
 246.7 
 
 0.8 
 
 0.6 
 
 0.5 
 
 0.5 
 
 0.4 
 
 0. 
 
 3 
 
 0.3 
 
 21 
 
 0.75 
 
 1.58 
 
 259.0 
 
 0.7 
 
 0.6 
 
 0.5 
 
 0.4 
 
 0.3 
 
 
 
 
 22 
 
 0.70 
 
 1.73 
 
 271.3 
 
 0.6 
 
 0.5 
 
 0.4 
 
 0.4 
 
 3 
 
 
 
 
 23 
 
 0.66 
 
 1.89 
 
 283.7 
 
 0.6 
 
 0.5 
 
 0.4 
 
 0.3 
 
 0.3 
 
 
 
 
 24 
 
 0.62 
 
 2.06 
 
 296.0 
 
 0.5 
 
 0.4 
 
 0.3 
 
 0.3 
 
 
 
 
 
 
 25 
 
 0.58 
 
 2.23 
 
 308.3 
 
 0.5 
 
 0.4 
 
 0.3 
 
 0.3 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 26 
 
 55 
 
 2.41 
 
 320.7 
 
 0.4 
 
 0.3 
 
 
 
 
 
 
 
 
 27 
 
 0.52 
 
 2.60 
 
 333.0 
 
 0.4 
 
 0.3 
 
 
 
 
 
 
 
 
 28 
 
 0.48 
 
 2.79 
 
 345.3 
 
 0.3 
 
 
 
 
 
 
 
 
 
 29 
 
 0.45 
 
 3.00 
 
 357.7 
 
 0.3 
 
 
 
 
 
 
 
 
 
 30 
 
 0.43 
 
 3.21 
 
 370.0 
 
 0.3 
 
 
 
 
 
 
 
 
ARCHITECTURAL IRON WORK. 
 
 5-mCII LIGHT BEAM 30 LBS. PER YAED. 
 
 TRENTON BEAM. 
 
 Length, in Weight, in Length, in 
 inches. Ibs. feet. 
 
 Weight, in 
 Ibs. 
 
 
 1 0.8 1 
 
 10 
 
 I Depth, 5 inches. 
 Width of flanges, 2| 
 inches. 
 Thickness of stem, i 
 inch. 
 Area of cross-section, 
 2.96 sq. inches. 
 
 2 1.7 2 
 3 2.5 3 
 4 3.3 4 
 5 4.2 5 
 6 5.0 6 
 7 5.8 
 8 6.7 
 9 7.5 
 10 8.3 
 11 9.2 
 
 20 
 30 
 40 
 50 
 60 
 
 11 
 
 Ifj 
 
 M 
 
 
 Proper Distance, in feet, between Centres of Beams, 
 
 h 
 
 fli 
 
 S | 
 
 4 
 
 for load, in Ibs., per square foot of 
 
 Distance 
 supports, 
 
 Safe nnifo 
 tributed 
 tons of $ 
 
 111 
 
 Weight, in 
 
 
 a 
 1 
 
 4 
 
 
 4 
 s 
 
 4 
 
 i 
 
 I 
 
 4 
 8 
 
 4 
 
 5 
 
 3.85 
 
 0.07 
 
 50. 
 
 15.4 
 
 12.3 
 
 10.3 
 
 8.8 
 
 7.7 
 
 6.2 
 
 5.1 
 
 6 
 
 3.19 
 
 0.10 
 
 60. 
 
 10.6 
 
 8.5 
 
 7.1 
 
 6.1 
 
 5.3 
 
 4.2 
 
 3.5 
 
 7 
 
 2.73 
 
 0.14 
 
 70. 
 
 7.8 
 
 6.3 
 
 5.2 
 
 4.5 
 
 3.9 
 
 3.1 
 
 2 6 
 
 8 
 
 2.38 
 
 0.18 
 
 80. 
 
 5.9 
 
 4.8 
 
 4.0 
 
 3.4 
 
 3.0 
 
 2 4 
 
 2.0 
 
 9 
 
 2.10 
 
 0.23 
 
 90. 
 
 4.7 
 
 3.7 
 
 3.1 
 
 2.7 
 
 2.3 
 
 1.9 
 
 1.6 
 
 10 
 
 1.88 
 
 0.28 
 
 100. 
 
 3.8 3.0 
 
 2.5 
 
 2.2 
 
 1.9 
 
 1.5 
 
 1.3 
 
 11 
 
 1.70 
 
 0.34 
 
 110. 
 
 3.1; 2.5 
 
 2.1 
 
 1.8 
 
 1.5 
 
 1.2 
 
 1.0 
 
 12 
 
 1.55 
 
 0.41 
 
 120. 
 
 2.6 2.1 
 
 1.7 
 
 1.5 
 
 1.3 
 
 1.0 
 
 0.9 
 
 13 
 
 1.42 
 
 0.48 
 
 130. 
 
 2.2' 1.8 
 
 1.5 
 
 1.3 
 
 1.1 
 
 0.9 
 
 0.7 
 
 14 
 
 1.31 
 
 0.56 
 
 140. 
 
 1.9 1.5 
 
 1.3 
 
 1.1 
 
 0.9 
 
 0.8 
 
 0.6 
 
 15 
 
 1.21 
 
 0.64 
 
 150. 
 
 1.6 
 
 1.3 
 
 1.1 
 
 1 
 
 0.8 
 
 0.6 
 
 0.5 
 
 16 
 
 1.13 
 
 0.73 
 
 160. 
 
 1.4 
 
 1.1 
 
 1.0 
 
 0.8 
 
 0.7 
 
 0.6 
 
 0.5 
 
 17 
 
 1.05 
 
 0.82 
 
 170. 
 
 1.2 
 
 1.0 
 
 0.8 
 
 0.7 
 
 0.6 
 
 0.5 
 
 0.4 
 
 18 
 
 0.98 
 
 0.93 
 
 180. 
 
 1.1 
 
 0.9 
 
 0.7 
 
 0.6 
 
 0.5 
 
 0.4 
 
 0.4 
 
 19 
 
 0.92 
 
 1.03 
 
 190. 
 
 1.0 
 
 0.8 
 
 0.7 
 
 0.6 
 
 0.5 
 
 0.4 
 
 0.3 
 
 20 
 
 0.87 
 
 1.14 
 
 200. 
 
 .9 
 
 7 
 
 0.5 
 
 0.5 
 
 0.4 
 
 0.3 
 
 0.8 
 
 21 
 
 0.82 
 
 1.26 
 
 210. 
 
 0.8 
 
 0.7 
 
 0.5 
 
 0.5 
 
 0.4 
 
 0.3 
 
 0.3 
 
 22 
 
 0.77 
 
 1.38 
 
 220. 
 
 0.7 
 
 0.6 
 
 0.5 
 
 0.4 
 
 0.3 
 
 0.3 
 
 
 23 
 
 0.73 
 
 1.51 
 
 230. 
 
 0.6 
 
 05 
 
 0.4 
 
 0.4 
 
 3 
 
 
 
 24 
 
 0.69 
 
 1.65 
 
 240. 
 
 0.6 
 
 0.5 
 
 0.4 
 
 0.4 
 
 0.3 
 
 
 
 25 
 
 0.65 
 
 1.79 
 
 250. 
 
 0.5 
 
 0.4 
 
 0.3 
 
 0.3 
 
 
 
 
 26 
 
 0.61 
 
 1.93 
 
 260. 
 
 0.4 
 
 0.3 
 
 0.3 
 
 
 
 
 
 27 
 
 0.58 
 
 2.08 
 
 270. 
 
 0.4 
 
 0.3 
 
 0.3 
 
 
 
 
 
 28 
 
 0.55 
 
 2.24 
 
 280. 
 
 0.4 
 
 0.3 
 
 0.3 
 
 
 
 
 
 29 
 
 0.52 
 
 2.40 
 
 290. 
 
 0.3 
 
 
 
 
 
 
 
 30 
 
 0.50 
 
 2.57 
 
 300. 
 
 0.3 
 
 
 
 
 
 
 
96 
 
 ARCHITECTURAL IRON WORK. 
 
 5-IISrCH HEAVY BEAM 40 LBS. PER YARD, 
 
 TBENTON BEAM. 
 
 Length, in Weight, in Length, in 
 inches. Ibs. feet. 
 
 Weight, in 
 Ibs. 
 
 
 1 1.1 1 
 
 13.3 
 
 I Depth, 5 inches. 
 Width of flanges, 3 
 inches. 
 Thickness of stem, 
 5-16 inch. 
 Area of cross-section, 
 3.90 sq. inches. 
 
 2 2.2 2 
 3 3.3 3 
 
 4 4.4 4 
 5 5.5 5 
 6 6.7 6 
 7 7.8 
 8 8.9 
 9 10.0 
 10 11.1 
 11 12.2 
 
 26.7 
 40.0 
 53.3 
 66.7 
 80.0 
 
 fc- Q) 
 
 I;J 
 
 M 
 
 
 
 Proper Distance, in feet, between Centres of Beams, 
 
 Is 
 
 f!i- 
 
 rfi 
 
 1 
 
 c 
 
 
 for load, in Ibs., per square foot of 
 
 it 
 
 11 
 
 ifj 
 
 i 
 
 1 
 
 3* 
 
 1 
 
 1 
 
 CO 
 
 
 
 1 
 
 
 
 gi 
 
 1" 
 
 CB 
 
 in 
 
 i 
 
 i 
 
 i 
 
 i 
 
 
 
 
 5 
 
 4.87 
 
 0.07 
 
 66. 
 
 7 
 
 19.5 
 
 15.6 
 
 13.0 
 
 11.1 
 
 9.8 
 
 7.8 
 
 6.5 
 
 6 
 
 4.05 
 
 0.10 
 
 80. 
 
 
 
 13.5 
 
 10.8 
 
 9.0 
 
 7.7 
 
 6.8 
 
 5.4 
 
 4.5 
 
 7 
 
 3.46 
 
 0.14 
 
 93. 
 
 3 
 
 9.9 
 
 7.9 
 
 6.6 
 
 5.7 
 
 4.9 
 
 4.0 
 
 3.3 
 
 8 
 
 3.02 
 
 0.18 
 
 106. 
 
 7 
 
 7.5 
 
 6.0 
 
 5.0 
 
 4.3 
 
 3.8 
 
 3.0 
 
 2.5 
 
 9 
 
 2.67 
 
 0.23 
 
 120. 
 
 
 
 5.9 
 
 4.7 
 
 4.0 
 
 3.4 
 
 3.0 
 
 2.4 
 
 2.0 
 
 10 
 
 2.39 
 
 0.28 
 
 133. 
 
 3 
 
 4.8 
 
 3.8 
 
 3.2 
 
 2.7 
 
 2.4 
 
 1.9 
 
 1.6 
 
 11 
 
 2.16 
 
 0.34 146.7 3.9 
 
 3.1 
 
 2.6 
 
 2.2 2.0! 1.6 
 
 1.3 
 
 12 
 
 1.97 
 
 0.41 160.0 
 
 3.3 
 
 2.6 
 
 2.2 
 
 1.9 1.61 1.3 
 
 1.1 
 
 13 
 
 1.80 
 
 0.48 
 
 173. 
 
 3 
 
 2.8 
 
 2.3 
 
 1.8 
 
 1.6 1.4 1.1 
 
 0.9 
 
 14 
 
 1.66 
 
 0.56 
 
 186. 
 
 7 
 
 2.4 
 
 1.9 
 
 1.6 1.3 
 
 1.2 1.0 
 
 0.8 
 
 15 
 
 1.54 
 
 0.64 
 
 200. 
 
 
 
 2.0 
 
 1.6 
 
 1.4| 1.1 
 
 1.0 0.8 
 
 7 
 
 
 
 
 
 
 
 
 I 
 
 
 
 
 16 
 
 1.43 
 
 0.73 
 
 213. 
 
 3 
 
 1.8 
 
 1.4 
 
 1.2 
 
 1.0 
 
 0.9 
 
 0.7 0.6 
 
 17 
 
 1.33 
 
 0.82 
 
 226.7 
 
 1.6 
 
 1.3 
 
 1.1 
 
 0.9 
 
 0.8 
 
 0.6 
 
 0.5 
 
 18 
 
 1.24 
 
 0.92 
 
 240. 
 
 
 
 1.4 
 
 1.1 
 
 1.0 
 
 0.8 
 
 0.7 
 
 0.6 
 
 0.5 
 
 19 
 
 1.16 
 
 1.03 
 
 253 . 
 
 3 
 
 1.2 
 
 1.0 
 
 0.8 
 
 0.7 
 
 0.6 
 
 0.5 
 
 0.4 
 
 20 
 
 1.09 
 
 1.14 
 
 266. 
 
 7 
 
 1.1 
 
 0.9 
 
 0.7 
 
 0.6 
 
 0.5 
 
 0.4 
 
 0.4 
 
 21 
 
 1.03 
 
 1.26 
 
 280. 
 
 
 
 1.0 
 
 0.8 
 
 0.7 
 
 0.6 
 
 0.5 0.4 
 
 0.3 
 
 22 
 
 0.97 
 
 1.38 
 
 293. 
 
 8 
 
 0.9 
 
 0.7 
 
 0.6 
 
 0.5 
 
 0.4 0.4 
 
 0.3 
 
 23 
 
 0.91 
 
 1.51 
 
 306. 
 
 7 
 
 0.8 
 
 0.6 
 
 0.5 
 
 0.5 
 
 0.4 0.3 
 
 0.3 
 
 24 
 
 0.86 
 
 1.65 
 
 320. 
 
 
 
 0.7 
 
 0.6 
 
 0.5 
 
 0.4 
 
 0.3 0.3 
 
 
 25 
 
 0.82 
 
 1.79 
 
 333. 
 
 8 
 
 0.6 
 
 0.5 
 
 0.4 
 
 0.3 
 
 0.3 
 
 
 
 26 
 
 0.77 
 
 1.93 
 
 346. 
 
 7 
 
 0.6 
 
 0.5 
 
 0.4 
 
 0.3 
 
 0.3 
 
 
 
 27 
 
 0.73 
 
 2.08 
 
 360. 
 
 
 
 0.5 
 
 0.4 
 
 0.3 
 
 0.3 
 
 
 
 
 28 
 
 0.69 
 
 2.24 
 
 373. 
 
 3 
 
 0.5 
 
 0.4 
 
 0.3 
 
 0.3 
 
 
 
 
 29 
 
 0.65 
 
 2.40 
 
 386. 
 
 7' 
 
 0.4 
 
 0.3 
 
 0.3 
 
 
 
 
 
 30 
 
 0.62 
 
 2.57 
 
 400. 
 
 
 
 0.4 
 
 0.3 
 
 0.3 
 
 
 
 
 
ARCHITECTURAL IRON WORK. 
 
 97 
 
 I 
 
 6-INCH LIGHT BEAM 40 IBS. PER YAKD. 
 
 TRENTON BEAM. 
 
 Length, in Weight, in 
 inches. Ibs. 
 
 Length, in 
 feet. 
 
 Weierht, in 
 Ibs. 
 
 
 1 11 
 
 ] 
 
 13.3 
 
 I Depth, 6 inches. 
 Width of flanges, 3 
 inches. 
 Thickness of stem, 
 inch. 
 Area of cross-section, 
 4.01 sq. inches. 
 
 2 2.2 
 3 3.3 
 4 4.4 
 5 5.5 
 6 6.7 
 7 7.8 
 8 8.9 
 9 10.0 
 10 11.1 
 11 12.2 
 
 2 
 3 
 4 
 5 
 6 
 
 26.7 
 40.0 
 53.3 
 66.7 
 80.0 
 
 || 
 
 >-c'o 
 
 S => 
 
 .sl 
 
 
 
 Proper Distance, in feet, between Centres of Beams, 
 
 ** 
 
 fc^fff 
 
 11 
 
 a 
 
 1 
 a 
 
 
 for load, in Ibs., per square foot of 
 
 II 
 
 "3 
 
 SB* 
 
 3 
 
 III 
 
 fi 
 JSf 
 
 
 1 
 
 | 
 
 J 
 
 1 
 
 a 
 
 1 
 
 1 
 
 5 " 
 
 r- s ~ 
 
 
 S3 
 
 
 
 
 i 
 
 | 
 
 i 
 
 i 
 
 i 
 
 1 
 
 I 
 
 5 
 
 5.18 
 
 0.06 
 
 66 
 
 7 
 
 20.7 
 
 16.6 
 
 13.8 
 
 11.8 
 
 10.4 
 
 8.3 
 
 6.9 
 
 6 
 
 5.18 
 
 0.08 
 
 80 
 
 
 
 17.3 
 
 13.8 
 
 11.5 
 
 9.9 
 
 8.6 
 
 6.9 
 
 5.8 
 
 7 
 
 4.42 
 
 0.12 
 
 93 
 
 3 
 
 12.6 
 
 10.1 
 
 8.4 
 
 7 2 
 
 6.3 
 
 5.1 
 
 4.2 
 
 8 
 
 3.86 
 
 0.15 
 
 106 
 
 7 
 
 9.6 
 
 7.7 
 
 6.4 
 
 5.4 
 
 4.8 
 
 3.9 
 
 3.2 
 
 9 
 
 3.42 
 
 0.19 
 
 120 
 
 
 
 7.6 
 
 6.0 
 
 5.1 
 
 4.3 
 
 3 8 
 
 3.0 
 
 2.5 
 
 10 
 
 3.06 
 
 0.24 
 
 133. 
 
 3 
 
 6.1 
 
 4.9 
 
 4.1 
 
 3.5 
 
 3.0 
 
 2.4 
 
 2.0 
 
 11 
 
 2.77 
 
 0.29 
 
 146 
 
 7 
 
 5.0 
 
 4.0 
 
 3.4 
 
 2.9 
 
 2.5 
 
 2.0 
 
 1.7 
 
 12 
 
 2.53 
 
 0.34 
 
 160. 
 
 
 
 4.2 
 
 3.4 
 
 2.8 
 
 2.4 
 
 2.1 
 
 1.7 
 
 1.4 
 
 13 
 
 2.32 
 
 40 
 
 173 
 
 3 
 
 3.6 
 
 2.9 2.4 
 
 2.1 
 
 1.8 
 
 1.4 
 
 1.2 
 
 14 
 
 2.14 
 
 0.47 
 
 186. 
 
 7 
 
 3.1 
 
 2.5 
 
 2.0 
 
 1.8 
 
 1.5 
 
 1.2 
 
 1.0 
 
 15 
 
 1.99 
 
 54 
 
 200 
 
 
 
 2.6 
 
 2.1 
 
 1.8 
 
 1.5 
 
 1.3 
 
 1.0 
 
 0.9 
 
 16 
 
 1.85 
 
 0.61 
 
 213 
 
 3 
 
 2 3 
 
 1.8 
 
 .5 
 
 1.3 
 
 1.1 
 
 0.9 
 
 0.8 
 
 17 
 
 1.78 
 
 0.69 
 
 226. 
 
 7 
 
 2.0 
 
 1.6 
 
 .4 
 
 1.1 
 
 1.0 
 
 9.8 
 
 .7 
 
 18 
 
 1.62 
 
 0.77 
 
 240. 
 
 
 
 1.8 
 
 1.4 
 
 2 
 
 1.0 
 
 0.9 
 
 0.8 0.6 
 
 19 
 
 1.52 
 
 0.86 
 
 253. 
 
 3 
 
 1.6 
 
 1.3 
 
 !i 
 
 0.9 
 
 0.8 
 
 0.6 
 
 0.5 
 
 20 
 
 1.43 
 
 0.95 
 
 266. 
 
 7 
 
 1.4 
 
 1.1 
 
 .0 
 
 0.8 
 
 0.7 
 
 0.6 
 
 0.5 
 
 21 
 
 1.35 
 
 1.05 
 
 280. 
 
 
 
 1.8 
 
 1.0 
 
 0.9 
 
 0.7 
 
 0.6 
 
 0.5 
 
 0.4 
 
 22 
 
 1.28 
 
 1.15 
 
 293 
 
 3 
 
 1.2 
 
 1.0 
 
 0.8 
 
 0.7 
 
 0.6 
 
 0.5 
 
 0.4 
 
 23 
 
 1.21 
 
 1.26 
 
 306 
 
 7 
 
 1.1 
 
 0.9 
 
 0.8 
 
 0.6 
 
 0.5 
 
 0.4 
 
 0.4 
 
 24 
 
 1.14 
 
 1.37 
 
 320. 
 
 
 
 1.0 
 
 0.8 
 
 0.7 
 
 0.6 
 
 0.5 
 
 0.4 
 
 0.3 
 
 25 
 
 1.08 
 
 1.49 
 
 333. 
 
 3 
 
 0.9 
 
 0.7 
 
 0.6 
 
 0.5 
 
 0.4 
 
 0.4 
 
 0.3 
 
 26 
 
 1.08 
 
 1.61 
 
 346. 
 
 7 
 
 0.8 
 
 0.7 
 
 0.6 
 
 0.5 
 
 0.4 
 
 0.3 
 
 0.3 
 
 27 
 
 0.98 
 
 1.74 
 
 360.0 
 
 0.7 
 
 0.6 
 
 0.5 
 
 0.4 
 
 0.3 
 
 0.3 
 
 
 28 
 
 0.93 
 
 1.87 
 
 373. 
 
 3 
 
 5.7 
 
 0.6 
 
 0.5 
 
 0.4 
 
 0.3 
 
 0.3 
 
 
 29 
 
 0.89 
 
 2.00 
 
 386. 
 
 7 
 
 0.6 
 
 0.5 
 
 0.4 
 
 0.3 
 
 0.3 
 
 
 
 30 
 
 0.84 
 
 2.14 
 
 400. 
 
 
 
 0.6 
 
 0.5 
 
 0.4 
 
 0.3 
 
 0.3 
 
 
 
98 
 
 ARCHITECTURAL IRON WORK. 
 
 6-INCH HEAVY BEAM 50 LBS. PEE YAKD. 
 
 TnTTw-rnw T*PAM Length, in Weight, in Length, in 
 
 Weight, in 
 
 AM - inches. Ibs. feet. 
 
 Ibs. 
 
 1 1.4 1 
 
 16.7 
 
 I Depth, 6 inches. g 2.7 2 
 Width of flanges, 3| 4 5*4 4 
 inches. 5 g'g 5 
 6 8.3 6 
 Thickness of stem, 0.3 j 7 95 
 inch. 8 10 ; 9 
 9 12.3 
 Area of cross- section, JQ 13 7 
 4.91 sq. inches. u 
 
 33^3 
 50.0 
 66.7 
 83.3 
 100.0 
 
 |i 
 
 ||| 
 
 .s| 
 
 
 Proper Distance, in feet, between Centres of Beams, 
 
 * rt 
 
 o^* 7 *" 
 
 * 
 
 1 
 
 for load, in Ibs.. per square foot of 
 
 o ,2 
 
 S3 o *g 
 
 """ r 
 
 
 
 it 
 
 "li . 
 
 | . . 
 
 
 
 s 
 
 
 1 
 
 1 
 
 1 
 
 
 
 1 
 
 1 
 
 1 
 
 |t 
 
 I"! .S3 
 
 |g| 
 
 1 
 
 
 
 8 
 
 i 
 
 i 
 
 1 
 
 i 
 
 i 
 
 5 
 
 6.36 
 
 0.06 
 
 83.3 
 
 25.4 
 
 20.4 
 
 17.0 
 
 14.5 
 
 12.7 
 
 10.2 
 
 8.5 
 
 6 
 
 6.35 
 
 0.08 
 
 100.0 
 
 21.2 
 
 16.9 
 
 14.1 
 
 12.1 
 
 10.6 
 
 8.5 
 
 7.1 
 
 7 
 
 5.43 
 
 0.12 
 
 116.7 
 
 15.5 
 
 12.4 
 
 10.3 
 
 8.9 
 
 7.8 
 
 6.2 
 
 5.2 
 
 8 
 
 4.73 
 
 0.15 
 
 133.3 
 
 11.8 
 
 9.4 
 
 7.9 
 
 6.8 
 
 5.9 
 
 4.7 
 
 3.9 
 
 9 
 
 4.19 
 
 0.19 
 
 150.0 
 
 9.3 
 
 7.4 
 
 6.2 
 
 5.3 
 
 4.6 
 
 3.7 
 
 3.1 
 
 10 
 
 3.76 
 
 0.24 
 
 166.7 
 
 7.5 
 
 6.0 
 
 5.0 
 
 4.3 
 
 3.7 
 
 3.0 
 
 2.5 
 
 11 
 
 3.40 
 
 0.29 
 
 183.3 
 
 6.2 
 
 4.9 
 
 4.1 
 
 3.5 
 
 3.1 
 
 2.5 
 
 2.1 
 
 12 
 
 3.10 
 
 0.34 
 
 200.0 
 
 5.2 
 
 4.2 
 
 3.4 3.0 
 
 2.6 
 
 2.1 
 
 1.7 
 
 13 
 
 2.85 
 
 0.40 
 
 216.7 
 
 4.4 
 
 3.5 
 
 2.9 
 
 2.5 
 
 2.2 
 
 1.8 
 
 1.5 
 
 14 
 
 2.63 
 
 0.47 
 
 233.3 
 
 3.7 
 
 3.0 
 
 2.5 
 
 2.1 
 
 1.8 
 
 1.5 
 
 1.2 
 
 15 
 
 2.43 
 
 0.54 
 
 250.0 
 
 3.2 
 
 2.6 
 
 2.2 
 
 1.8 
 
 1.6 
 
 1.3 
 
 1.1 
 
 16 
 
 2.27 
 
 0.61 
 
 266.7 
 
 2.8 
 
 2.2 
 
 1.9 
 
 1.6 
 
 1.4 
 
 1.1 
 
 0.9 
 
 17 
 
 2.12 
 
 0.69 
 
 283.3 
 
 2.5 
 
 2.0 
 
 1.7 1.4 
 
 1.2 
 
 1.0 
 
 0.8 
 
 18 
 
 1.98 
 
 0.77 
 
 300.0 
 
 2.2 
 
 1.7 
 
 1.5 1.3 
 
 1.1 
 
 0.9 
 
 0.7 
 
 19 
 
 1.86 
 
 0.86 
 
 316.7 
 
 1.9 
 
 1.5 
 
 1.3 
 
 1.1 
 
 0.9 
 
 0.8 
 
 0.6 
 
 20 
 
 1.75 
 
 0.95 
 
 333.3 
 
 1.7 
 
 1.4 
 
 1.2 
 
 1.0 
 
 0.8 
 
 0.7 
 
 0.6 
 
 21 
 
 1.65 
 
 1.05 
 
 350.0 
 
 1.6 
 
 1.3 
 
 1.1 
 
 0.9 
 
 0.8 
 
 0.6 
 
 0.5 
 
 22 
 
 1.56 
 
 1.15 
 
 366.7 
 
 1.4 
 
 1.1 
 
 0.9 
 
 0.8 
 
 0.7 
 
 0.6 
 
 0.5 
 
 23 
 
 1.48 
 
 1.26 
 
 383.3 
 
 1.3 
 
 1.0 
 
 0.9 
 
 0.7 
 
 0.6 
 
 0.5 
 
 0.4 
 
 24 
 
 1.40 
 
 1.37 
 
 400.0 
 
 1.2 
 
 1.0 
 
 0.8 
 
 0.7 
 
 0.6 
 
 0.5 
 
 0.4 
 
 25 
 
 1.33 
 
 1.49 
 
 416.7 
 
 1.1 
 
 0.9 
 
 0.7 
 
 0.6 
 
 0.5 
 
 0.4 
 
 0.4 
 
 26 
 
 1.26 
 
 1.61 
 
 433.3 
 
 1.0 
 
 0.8 
 
 0.7 
 
 0.6 
 
 0.5 
 
 0.4 
 
 0.3 
 
 27 
 
 1.20 
 
 1.74 
 
 450.0 
 
 0.9 
 
 0.7 
 
 0.6 
 
 0.5 
 
 0.4 
 
 0.4 
 
 0.3 
 
 28 
 
 1.14 
 
 1.87 
 
 466.7 
 
 0.8 
 
 0.6 
 
 0.5 
 
 0.5 
 
 0.4 
 
 0.3 
 
 0.3 
 
 29 
 
 1.08 
 
 2.00 
 
 483.3 
 
 0.7 
 
 0.6 
 
 0.5 
 
 0.4 
 
 0.3 
 
 0.3 
 
 0.2 
 
 30 
 
 1.03 
 
 2.14 
 
 500.0 
 
 0.6 
 
 0.5 
 
 0.4 
 
 0.3 
 
 0.3 
 
 0.2 
 
 0.2 
 
ARCHITECTURAL IRON WORK. 
 
 99 
 
 7-INCH BEAM-60 LBS. PER YARD. 
 
 TRENTOK BEAM. 
 
 Length, in Weight, in 
 inches. Ibs. 
 
 Length, in 
 feet. 
 
 Weight, in 
 Ibs. 
 
 
 1 1.7 
 
 1 
 
 20 
 
 I Depth, 7 inches. 
 Width of flanges, 3| 
 inches. 
 Thickness of stem, 
 inch. 
 Area of cross- section, 
 5.84 sq. inches. 
 
 2 3.3 
 3 5.0 
 4 6.7 
 5 8.3 
 6 10.0 
 7 11.7 
 8 13.3 
 9 15.0 
 10 16.7 
 11 18.3 
 
 2 
 3 
 4 
 5 
 6 
 
 40 
 60 
 80 
 100 
 120 
 
 | 
 
 Ifj 
 
 JJ 
 
 
 Proper Distance, in feet, between Centres of Beams, 
 
 -E 1 ^ 
 
 ^|5 
 
 c ^ 
 
 > 
 
 for load, in Ibs., per square foot of 
 
 .S 
 
 <*" 
 
 c -| 
 
 3 
 
 
 gff 
 
 il 
 
 I! ! 
 
 111 
 
 
 0? 
 
 a 
 
 1 
 
 1 
 
 1 
 
 a 
 
 1 
 
 1 
 
 S 3 
 
 Jr 2 
 
 
 
 
 
 
 5 
 
 i 
 
 i 
 
 o 
 
 i 
 
 1 
 
 5 
 
 8.45 
 
 0.05 
 
 100 
 
 33.8 
 
 27.0 
 
 22.5 
 
 19.3 
 
 16.9 
 
 13.5 
 
 11.2 
 
 6 
 
 8.44 
 
 0.07 
 
 120 
 
 28.1 
 
 22.5 
 
 18.7 
 
 16.1 
 
 14.0 
 
 11.2 
 
 9.4 
 
 7 
 
 7.21 
 
 0.10 
 
 140 
 
 20.6 
 
 16.5 
 
 13.7 
 
 11.8 
 
 10.3 
 
 8.2 
 
 6.9 
 
 8 
 
 6.29 
 
 0.13 
 
 160 
 
 15.7 
 
 12.6 
 
 10.5 
 
 9.0 
 
 7.9 
 
 6.3 
 
 5.2 
 
 9 
 
 5.57 
 
 0.17 
 
 180 
 
 12.4 
 
 9.9 
 
 8.3 
 
 7.1 
 
 6.2 5.0 
 
 4.1 
 
 10 
 
 5.00 
 
 0.20 
 
 200 
 
 10.0 
 
 8.0 
 
 6.7 
 
 5.7 
 
 5.0 
 
 4.0 
 
 3.3 
 
 11 
 
 4.53 
 
 0.25 
 
 220 
 
 8.2 
 
 6.6 
 
 5.5 
 
 4.7 
 
 4.1 
 
 3.3 
 
 2.7 
 
 12 
 
 4.13 
 
 0.29 
 
 240 
 
 6.9 
 
 5.5 
 
 4.6 
 
 4.0 
 
 3.4 
 
 2.8 
 
 2.3 
 
 13 
 
 3.79 
 
 0.35 
 
 260 
 
 5.8 
 
 4.6 
 
 3.9 
 
 3.3 
 
 2.9 
 
 2.3 
 
 1.9 
 
 14 
 
 3.50 
 
 0.40 
 
 280 
 
 5.0 
 
 4.0 
 
 3.3 
 
 2.9 
 
 2.5 
 
 2.0 
 
 1.7 
 
 15 
 
 3.25 
 
 0.46 
 
 300 
 
 4.3 
 
 3.4 
 
 2.9 
 
 2.5 
 
 2.1 
 
 1.7 
 
 1.4 
 
 16 
 
 3.03 
 
 0.52 
 
 320 
 
 3.8 
 
 3.0 
 
 2.5 
 
 2.2 
 
 1.9 
 
 1.5 
 
 1.3 
 
 17 
 
 2.83 
 
 0.59 
 
 340 
 
 3.3 
 
 2.7 
 
 2.2 
 
 1.9 
 
 1.6 
 
 1.3 
 
 1.1 
 
 18 
 
 2.65 
 
 0.66 
 
 360 
 
 2.9 
 
 2.3 
 
 2.0 
 
 1.7 
 
 1.4 
 
 1.2 
 
 1.0 
 
 19 
 
 2.49 
 
 0.74 
 
 380 
 
 2.6 
 
 2.0 
 
 1.7 
 
 1.5 
 
 1.3 
 
 1.0 
 
 0.9 
 
 20 
 
 2.35 
 
 0.82 
 
 400 
 
 2.3 
 
 1.8 
 
 1.6 
 
 1.3 
 
 1.1 
 
 0.9 
 
 0.8 
 
 21 
 
 2.22 
 
 0.90 
 
 420 
 
 2.1 
 
 1.7 
 
 1.4 
 
 1.2 
 
 1.0 
 
 0.8 
 
 0.7 
 
 22 
 
 2.10 
 
 0.99 
 
 440 
 
 1.9 
 
 1.5 
 
 1.3 1.1 
 
 0.9 
 
 0.8 
 
 0.6 
 
 23 
 
 1.99 
 
 1.08 
 
 460 
 
 1.7 
 
 1.4 
 
 l.ll 1.0 
 
 0.8 
 
 0.7 
 
 0.6 
 
 24 
 
 1.88 
 
 1.17 
 
 480 
 
 1.6 
 
 1.8 
 
 1.01 0.9 
 
 0.8 
 
 0.6 
 
 0.5 
 
 25 
 
 1.79 
 
 1.27 
 
 500 
 
 1.4 
 
 1.1 
 
 0.9 
 
 0.8 
 
 0.7 
 
 0.6 
 
 0.5 
 
 26 
 
 1.70 
 
 1.38 
 
 520 
 
 1.3 
 
 1.0 
 
 0.9 
 
 0.7 
 
 0.6 
 
 0.5 
 
 0.4 
 
 27 
 
 1.62 
 
 1.49 
 
 540 
 
 1.2 
 
 1.0 
 
 0.8 
 
 0.7 
 
 0.6 
 
 0.5 
 
 0.4 
 
 28 
 
 1.54 
 
 1.60 
 
 560 
 
 1.1 
 
 0.9 
 
 0.7 
 
 0.6 
 
 0.5 
 
 0.4 
 
 0.3 
 
 29 
 
 1.47 
 
 1.72 
 
 580 
 
 1.1 
 
 0.9 
 
 0.7 
 
 0.6 
 
 0.5 
 
 0.4 
 
 0.3 
 
 30 
 
 1.40 
 
 1.84 
 
 600 
 
 1.0 
 
 0.8 
 
 0.7 
 
 0.6 
 
 0.5 
 
 0.4 
 
 0.3 
 
100 ARCHITECTURAL IKON WORK. 
 
 8-INCH LIGHT BEAM 65 LBS. PEE YAED. 
 
 TRENTON BEAM. 
 
 Length, in 
 inches. 
 
 Weight, in 
 Ibs. 
 
 Length, in 
 feet. 
 
 Weight, in 
 Ibs. 
 
 
 1 
 
 1.81 
 
 1 
 
 21.7 
 
 I Depth, 8 inches. 
 
 2 
 
 3.61 
 
 2 
 
 43.3 
 
 Width of flanges, 4 
 inches. 
 
 Thickness of stem, .3 
 inch. 
 
 Area of cross-section, 
 6.37 sq. inches. 
 
 3 
 4 
 5 
 6 
 
 7 
 8 
 9 
 10 
 11 
 
 5.42 
 7.23 
 9.03 
 10.83 
 12.64 
 14.45 
 16.25 
 18.06 
 19.86 
 
 3 
 4 
 5 
 6 
 
 65.0 
 86.7 
 108.3 
 130.0 
 
 II 
 
 i;J 
 
 .s| 
 
 
 Proper Distance, in feet, between Centres of Beams, 
 
 
 |1| 
 
 C M 
 
 u 
 
 I 
 
 for load, in Ibs., per square foot of 
 
 it 
 
 If 
 
 
 *f 
 
 4 
 
 1 
 
 1 
 
 1 
 
 | 
 
 jD 
 
 CO 
 
 .Q 
 
 ii 
 
 I'- 
 
 111 
 
 1 
 
 s 
 
 S 
 
 i 
 
 tH 
 
 i 
 
 i 
 
 i 
 
 6 
 
 ll. 18 
 
 0.06 
 
 130.0 
 
 37.3 
 
 29.8 
 
 24.9 
 
 21.3 
 
 18.6 
 
 14.9 
 
 12.4 
 
 7 
 
 9.57 
 
 0.08 
 
 151.7 
 
 27.3 
 
 21.8 
 
 18.2 
 
 15.6 
 
 13.6 
 
 10.9 
 
 9.1 
 
 8 
 
 8.35 
 
 0.11 
 
 173.3 
 
 20.9 
 
 16.7 
 
 13.9 
 
 11.9 
 
 10.4 
 
 8.3 
 
 7.0 
 
 9 
 
 7.40 
 
 0.14 
 
 195.0 
 
 16.4 
 
 13.2 
 
 10.9 
 
 9.4 
 
 8.2 
 
 6.6 
 
 5.5 
 
 10 
 
 6.64 
 
 0.18 
 
 216.7 
 
 13.3 
 
 10.6 
 
 8.9 
 
 7.6 
 
 6.6 
 
 5.3 
 
 4.4 
 
 11 
 
 6.02 
 
 0.22 
 
 288.3 
 
 10.9 
 
 8.7 
 
 7.3 
 
 6.2 
 
 5.4 
 
 4.3 
 
 3.6 
 
 12 
 
 5.49 
 
 0.26 
 
 260.0 
 
 9.1 
 
 7.3 
 
 6.1 
 
 5.2 
 
 4.5 
 
 3.6 
 
 3.0 
 
 13 
 
 5.05 
 
 0.30 
 
 281.7 
 
 7.8 
 
 6.2 
 
 5.2 
 
 4.5 
 
 3.9 
 
 3.1 
 
 2.6 
 
 14 
 
 4.67 
 
 0.85 
 
 303 .3 
 
 6.7 
 
 5.8 
 
 4.5 
 
 3.8 
 
 3.3 
 
 2.7 
 
 2.2 
 
 15 
 
 4.34 
 
 0.40 
 
 325.0 
 
 5.8 
 
 4.6 
 
 3.9 
 
 3.3 
 
 2.9 
 
 2.3 
 
 1.9 
 
 16 
 
 4.04 
 
 0.46 
 
 346.7 
 
 5.0 
 
 4.0 
 
 3.3 
 
 2.9 
 
 2.5 
 
 2.0 
 
 1.7 
 
 17 
 
 3.79 
 
 0.52 
 
 368 .3 
 
 4.4 
 
 3.5 
 
 2.9 
 
 2.5 
 
 2.2 
 
 1.8 
 
 1.5 
 
 18 
 
 3.55 
 
 0.58 
 
 390.0 
 
 3.9 
 
 3.1 
 
 2.6 
 
 2.2 
 
 1.9 
 
 1.6 
 
 1.3 
 
 19 
 
 3.35 
 
 0.64 
 
 411.7 
 
 3.5 
 
 2.8 
 
 2.3 
 
 2.0 
 
 1.7 
 
 1.4 
 
 1.2 
 
 20 
 
 3.16 
 
 0.71 
 
 433.3 
 
 3.2 
 
 2.6 
 
 2.1 
 
 1.8 
 
 1.6 
 
 1.3 
 
 1.1 
 
 21 
 
 2.99 
 
 0.79 
 
 455.0 
 
 2.8 
 
 2.3 
 
 1.9 
 
 1.6 
 
 1.4 
 
 1.1 
 
 1.0 
 
 22 
 
 2.83 
 
 0.86 
 
 476.7 
 
 2.6 
 
 2*1 
 
 1.7 
 
 1.5 
 
 1.3 
 
 1 '0 
 
 0.9 
 
 23 
 
 2.68 
 
 0.94 
 
 498.3 
 
 2.3 
 
 1 9 
 
 1.5 
 
 1.3 
 
 1.1 
 
 0".9 
 
 0.8 
 
 24 
 
 2.55 
 
 1.03 
 
 520.0 
 
 2 .1 
 
 l!7 
 
 1.4 
 
 1.2 
 
 1.0 
 
 0.8 
 
 0.7 
 
 25 
 
 2.43 
 
 1.12 
 
 541.7 
 
 l.*9 
 
 1.5 
 
 1.3 
 
 1.1 
 
 0.9 
 
 0.8 
 
 0.6 
 
 26 
 
 2.31 
 
 1.21 
 
 563.3 
 
 1.8 
 
 1.4 
 
 1.2 
 
 1.0 
 
 0.9 
 
 0.7 
 
 0.6 
 
 27 
 
 2.20 
 
 1.30 
 
 585.0 
 
 1.7 
 
 1.3 
 
 1.1 
 
 1.0 
 
 0.8 
 
 0.7 
 
 0.6 
 
 28 
 
 2.10 
 
 1.40 
 
 606.7 
 
 1.5 
 
 1.2 
 
 1.0 
 
 0.9 
 
 0.8 0.6 
 
 0.5 
 
 29 
 
 2.01 
 
 1.50 
 
 628.3 
 
 1.4 
 
 1.1 
 
 0.9 
 
 0.8 
 
 0.7 
 
 0.6 
 
 0.5 
 
 80 
 
 1.93 
 
 1.61 
 
 650.0 
 
 1.3 
 
 1.0 
 
 0.9 
 
 0.7 
 
 0.6 
 
 0.5 
 
 0.4 
 
 
 
 
 
 I 
 
 
 
 
 
 
 31 
 
 1.84 
 
 1.72 
 
 671.7 
 
 1.2 
 
 1.0 
 
 0.8 
 
 0.7 
 
 0.6 
 
 0.5 
 
 0.4 
 
 82 
 
 1.76 
 
 1.83 
 
 693 .3 
 
 1.1 
 
 0.9 
 
 0.7 
 
 0.6 
 
 0.5 
 
 0.4 
 
 0.3 
 
 33 
 
 1.69 
 
 1.94 
 
 715 
 
 1.0 
 
 0.8 
 
 0.7 
 
 0.6 
 
 0.5 
 
 0.4 
 
 0.3 
 
 34 
 
 1.62 
 
 2.06 
 
 736.7 
 
 0.9 
 
 0.7 
 
 0.6 
 
 0.5 
 
 0.5 
 
 0.4 
 
 0.3 
 
 35 
 
 1.55 
 
 2.18 
 
 758.0 
 
 0.8 
 
 0.7 
 
 0.5 
 
 0.5 
 
 0.4 
 
 0.3 
 
 0.2 
 
 
 
 
 
 
 1 
 
 
 
 
 
ARCHITECTURAL IRON WORK. 
 
 101 
 
 8-INCH HEAVY BEAM 80 LBS. PER YARD. 
 
 TRENTON I^KAM 
 
 Length, in Weight, in Length, in 
 
 Weight, in 
 
 
 inches. Ibs. feet. 
 
 Ibs. 
 
 
 1 2.2 1 
 
 26.7 
 
 I Depth, 8 inches. 
 Width of flanges, 4 
 inches. 
 Thickness of stem, f 
 inch. 
 Area of cross-section, 
 8.03 sq. inch. 
 
 2 4.4 2 
 3 6.7 3 
 4 8.9 4 
 5 11.1 5 
 6 13.3 6 
 7 15.6 
 8 17.8 
 9 20.0 
 10 22.2 
 11 24.4 
 
 53.3 
 80.0 
 106.7 
 133.3 
 160.0 
 
 || 
 
 |.s 
 
 43 J 
 
 
 Proper Distance, in feet, between Centres of Beams, 
 
 |.S 
 
 ils 
 
 .S n 
 
 & 
 
 
 for load, in Ibs., per square foot of 
 
 X 
 
 8"* |r 
 
 c" 2 
 
 .S 
 
 
 
 Qj TH 
 
 *~ 's 
 
 .2 3 
 
 
 
 
 
 
 
 
 
 
 
 3 S % 
 
 
 I 
 
 
 1 
 
 1 
 
 I 
 
 1 
 
 1 
 
 I 
 
 1 
 
 .2 
 Q 
 
 I" 
 
 |-3 
 
 8 
 
 
 i 
 
 5 
 
 i 
 
 g 
 
 
 1 
 
 i 
 
 6 
 
 9 27 
 
 0.05 
 
 160 
 
 30.9 
 
 24.7 
 
 20.6 17.7 
 
 15.4 12.4 
 
 10.3 
 
 7 
 
 9.25 
 
 0.08 
 
 186 
 
 7 
 
 26.4 
 
 21.1 
 
 17.6 15.1 
 
 13.2 10.6 
 
 8.8 
 
 8 
 
 9.23 
 
 0.11 
 
 213 
 
 8 
 
 23.1 
 
 18.5 
 
 15.4 13.2 
 
 11.5 9.2 
 
 7.7 
 
 9 
 
 9.21 
 
 0.14 
 
 240 
 
 
 
 20.5 
 
 16.4 
 
 13.6 11.7 
 
 10.2 8.2 
 
 6.8 
 
 10 
 
 8.27 
 
 0.18 
 
 266. 
 
 7 
 
 16.5 
 
 13.2 
 
 11.0 
 
 9.4 
 
 8.2 6.6 
 
 5.5 
 
 11 
 
 7.49 
 
 0.22 
 
 293 
 
 3 
 
 13.6 
 
 10.9 
 
 9.1 
 
 7.8 
 
 6.8 
 
 5.4 
 
 4.5 
 
 12 
 
 6.84 
 
 0.26 
 
 320. 
 
 
 
 11.4 
 
 9.1 
 
 7.6 
 
 6.5 
 
 5.7 
 
 4.6 
 
 3.8 
 
 13 
 
 6.29 
 
 0.30 
 
 346. 
 
 7 
 
 9.7 
 
 7.7 
 
 6.4 
 
 5.5 
 
 4.8 3.9 
 
 3.2 
 
 
 5.81 
 
 0.35 
 
 373 
 
 3 
 
 8.3 
 
 6.6 
 
 5.5 
 
 4.7 
 
 4.l! 3.3 
 
 2.7 
 
 15 
 
 5.40 
 
 0.40 
 
 400. 
 
 
 
 7.2 
 
 5.7 
 
 4.8 
 
 4.1 
 
 3.6 
 
 2.9 
 
 2.4 
 
 16 
 
 5.04 
 
 0.46 
 
 426. 
 
 7 
 
 6.3 
 
 5.0 
 
 4.2 
 
 3.6 
 
 3.1 
 
 2.5 
 
 2.1 
 
 17 
 
 4.71 
 
 0.52 
 
 453. 
 
 8 
 
 5.5 
 
 4.4 
 
 3.7 
 
 3.2 
 
 2.7 
 
 2.2| 1.8 
 
 18 
 
 4.43 
 
 0.58 
 
 480 
 
 
 
 4.9 
 
 3.9 
 
 3.3 
 
 2.8 
 
 2.4 
 
 .9 
 
 1.6 
 
 19 
 
 4.17 
 
 0.64 
 
 506. 
 
 7 
 
 4.4 
 
 3.5 
 
 2.9 
 
 2.5 
 
 2.2 
 
 .8 
 
 1.5 
 
 20 
 
 3.93 
 
 0.71 
 
 533. 
 
 :! 
 
 3.9 
 
 3.1 
 
 2.6 
 
 2.2 
 
 1.9 
 
 .6 
 
 1.3 
 
 21 
 
 3.72 
 
 0.79 
 
 560 
 
 
 
 3.5 
 
 2.8 
 
 2.3 
 
 2.0 
 
 1.7 
 
 .4 
 
 1.2 
 
 22 
 
 3.52 
 
 0.86 
 
 586. 
 
 7 
 
 3.2 
 
 2.6 
 
 2.1 
 
 .8 
 
 1.8 
 
 .3 
 
 1.1 
 
 23 
 
 3.34 
 
 0.94 
 
 613. 
 
 8 
 
 2.9 
 
 2.3 
 
 1.9 
 
 .7 
 
 1.4 
 
 .2 
 
 1 
 
 24 
 
 3.18 
 
 1.03 
 
 640.0 
 
 2.6 
 
 2.1 
 
 1.7 
 
 .5 
 
 1.3 
 
 .1 
 
 0.9 
 
 25 
 
 3.03 
 
 1.12 
 
 666.7 
 
 2.4 
 
 1.9 
 
 1.6 
 
 .4 
 
 1.2 
 
 .0 
 
 0.8 
 
 26 
 
 2.88 
 
 1.20 
 
 693. 
 
 8 
 
 2.2 
 
 1.8 
 
 1.5 
 
 .2 
 
 1.1 
 
 0.9 
 
 0.7 
 
 27 
 
 2.75 
 
 1.30 
 
 720. 
 
 
 
 2.0 
 
 1.6 
 
 1.8 
 
 .1 
 
 1.0 
 
 0.8 
 
 0.7 
 
 28 
 
 2.63 
 
 1.40 
 
 746. 
 
 7 
 
 1.8 
 
 1.5 
 
 1.2 
 
 1.0 
 
 9 
 
 0.7 
 
 0.6 
 
 29 
 
 2.51 
 
 1.50 
 
 773. 
 
 8 
 
 1.7 
 
 1.4 
 
 1.1 
 
 1.0 
 
 0.8 
 
 0.7 
 
 0.6 
 
 30 
 
 2.40 
 
 1.61 
 
 800. 
 
 
 
 1.6 
 
 1.3 
 
 1.1 
 
 0.9 
 
 0.8 
 
 0.6 
 
 0.5 
 
 31 
 
 2.30 
 
 1.72 
 
 826. 
 
 7 
 
 1.5 
 
 1.2 
 
 1.0 
 
 0.9 
 
 0.7 
 
 O.C 
 
 0.5 
 
 32 
 
 2.20 
 
 1.83 
 
 853. 
 
 8 
 
 1.4 
 
 1.1 
 
 0.9 
 
 0.8 
 
 0.7 
 
 0.6 
 
 0.4 
 
 33 
 
 2.11 
 
 1.94 
 
 880. 
 
 
 
 1.3 
 
 1.0 
 
 0.9 
 
 0.7 
 
 0.6 
 
 0.5 
 
 0.4 
 
 34 
 
 2.02 
 
 2.06 
 
 906. 
 
 7- 
 
 1.2 
 
 0.9 
 
 0.8 
 
 0.7 
 
 0.6 
 
 0.5 
 
 0.4 
 
 35 
 
 1.93 
 
 2.19 
 
 933. 
 
 8 
 
 1.1 
 
 0.9 
 
 0.7 
 
 0.6 
 
 0.5 
 
 0.4 
 
 0.3 
 
102 ARCHITECTURAL IRON WORK. 
 
 9-INCH LIGHT BEAM 70 LBS. PER YARD. 
 
 TBEKTON BEA '. 
 
 Length, in 
 inches. 
 
 Weight, in 
 Ibs. 
 
 Length, in 
 feet. 
 
 Weight, in 
 Ibs. 
 
 I Depth, 9 inches. 
 
 1 
 
 1.9 
 
 1 
 
 23.3 
 
 Width of flanges, 3^ 
 inches. 
 
 Thickness of stem, .3 
 inch. 
 
 Area of cross-section, 
 6.53 sq. inches. 
 
 2 
 3 
 4 
 5 
 6 
 7 
 8 
 9 
 10 
 11 
 
 3.9 
 
 5.8 
 7.8 
 9.7 
 11.7 
 13.6 
 15.6 
 17.5 
 19.4 
 21.4 
 
 2 
 3 
 4 
 5 
 6 
 
 46.7 
 70.0 
 93.3 
 116.7 
 140.0 
 
 II 
 
 -|- S , 
 
 J5| 
 
 
 Proper Distance, in feet, between Centres of Beams, 
 
 ^ s 
 
 ^IsS 
 
 .S & 
 
 JB 
 
 for load, in Ibs., per square foot of 
 
 a* 
 
 <8 r- (ff 
 
 3 
 
 c 
 
 
 SI 
 
 
 ili 
 
 1 
 
 | 
 
 1 
 
 1 
 
 1 
 
 1 
 
 1 
 
 03 
 
 5> J2 
 
 5 
 
 1'^ 
 
 o ,2 
 
 
 
 o 
 
 S 
 
 i 
 
 g 
 
 1 
 
 1 
 
 1 
 
 6 
 
 9.43 
 
 0.05 
 
 140.0 
 
 31.4 
 
 25.1 
 
 21.0 
 
 17.9 
 
 15.7 
 
 12 6 
 
 10.5 
 
 7 
 
 9.42 
 
 0.07 
 
 163.3 
 
 26.9 
 
 21.5 
 
 17.9 
 
 15.3 
 
 13.4 
 
 10.8 
 
 9.0 
 
 8 
 
 9.41 
 
 0.10 
 
 186.7 
 
 23.5 
 
 18.8 
 
 15.7 
 
 13.4 
 
 11.7 
 
 9.4 
 
 7.8 
 
 9 
 
 8.34 
 
 0.13 
 
 210.0 
 
 18.5 
 
 14.8 12.4 
 
 10.6 
 
 9.2 
 
 7.4 
 
 6.2 
 
 10 
 
 7.48 
 
 0.16 
 
 233.3 
 
 15.0 
 
 12.0 10.0 
 
 8.6 
 
 7.5 
 
 6.0 
 
 5.0 
 
 11 
 
 6.78 
 
 0.19 
 
 256.7 
 
 12.3 
 
 9.9 
 
 8.2 
 
 7.0 
 
 6.2 
 
 4.9 
 
 4.1 
 
 12 
 
 6.19 
 
 0.23 
 
 280.0 
 
 10.3 
 
 8.3 
 
 6.9 
 
 5.9 
 
 5.2 
 
 4.1 
 
 3.4 
 
 13 
 
 5.69 
 
 0.27 
 
 303.3 
 
 8.8 
 
 7.0 
 
 5.8 
 
 5.0 
 
 4.4 
 
 3.5 
 
 2.9 
 
 14 
 
 5.26 
 
 0.31 
 
 326.7 
 
 7.5 
 
 6.0 
 
 5.0 
 
 4.3 
 
 3.7 
 
 3.0 
 
 2.5 
 
 15 
 
 4.89 
 
 0.35 
 
 350.0 
 
 6.5 
 
 5.2 
 
 4.3 
 
 3.7 
 
 3.2 
 
 2.7 
 
 -2.2 
 
 16 
 
 4.56 
 
 0.40 
 
 373.3 
 
 5.7 
 
 4.6 
 
 3.8 
 
 3.2 
 
 2.8 
 
 2.4 
 
 1.9 
 
 17 
 
 4.27 
 
 0.46 
 
 396.7 
 
 5.0 
 
 4.0 
 
 3.3 
 
 2.9 
 
 2.5 
 
 2.0 
 
 1.7 
 
 18 
 
 4.01 
 
 0.51 
 
 420.0 
 
 4.5 
 
 3.6 
 
 3.0 
 
 2.6 
 
 2.2 
 
 1.8 
 
 1.5 
 
 19 
 
 3.78 
 
 0.57 
 
 443.3 
 
 4.0 
 
 3.2 2.6 
 
 2.3 
 
 2.0 
 
 1.6 
 
 1.3 
 
 20 
 
 3.57 
 
 0.63 
 
 466.7 
 
 3.6 
 
 2.9 
 
 2.4 
 
 2.1 
 
 1.8 
 
 1.4 
 
 1.2 
 
 21 
 
 3.37 
 
 0.70 
 
 490.0 
 
 3.2 
 
 2.6 
 
 2.1 
 
 1.8 
 
 1.6 
 
 1.3 
 
 1.1 
 
 22 
 
 3.20 
 
 0.77 
 
 513.3 
 
 2.9] 2.3 1.9 
 
 1.6 
 
 1.4 
 
 1.2 1.0 
 
 23 
 
 3.04 
 
 0.84 
 
 536.7 
 
 2.6 2.1 
 
 1.8 
 
 1.5 
 
 1.3 
 
 1.0 0.9 
 
 24 
 
 2.89 
 
 0.91 
 
 560.0 
 
 2.4! 1.9 
 
 1.6 
 
 1.3 
 
 1.2 
 
 1.0 0.8 
 
 25 
 
 2.75 
 
 0.99 
 
 583.3 
 
 2.2 1.7 
 
 1.5 
 
 1.2 
 
 1.1 
 
 0.9, 0.7 
 
 26 
 
 2.62 
 
 1.07 
 
 606.7 
 
 2.0 1.6 
 
 1.3 
 
 1.1 
 
 1.0 
 
 0.8 0.7 
 
 27 
 
 2.50 
 
 1.16 
 
 630.0 
 
 1.8i 1.4 
 
 1.2 
 
 1.0 
 
 0.9 
 
 0.7; 0.6 
 
 28 
 
 2.39 
 
 1.26 
 
 653.3 
 
 1.7 1.4 
 
 1.1 
 
 1.0 
 
 0.8 
 
 0.7i 0.6 
 
 29 
 
 2.28 
 
 1.33 
 
 676.7 
 
 1.6 
 
 1.3 
 
 1.0 
 
 0.9 
 
 0.8 
 
 0.6i 0.5 
 
 30 
 
 2.18 
 
 1.43 
 
 700.0 
 
 1.5 
 
 1.2 
 
 1.0 
 
 0.8 
 
 0.7 
 
 0.6J 0.5 
 
 31 
 
 2.08 
 
 1.53 
 
 723.3 
 
 1.3 
 
 1.1 
 
 0.9 
 
 0.7 
 
 0.7 
 
 0.5 
 
 0.4 
 
 32 
 
 1.99 
 
 1.63 
 
 746.7 
 
 1.2 
 
 1 
 
 0.8 
 
 0.7 
 
 0.6 
 
 0.5 
 
 0.4 
 
 33 
 
 1.91 
 
 1.74 
 
 770.0 
 
 1.2 
 
 1.0 
 
 0.8 
 
 0.7 
 
 0.6 
 
 0.5 
 
 0.4 
 
 34 
 
 1.83 
 
 1.84 
 
 793.3 
 
 1.1 
 
 0.9 
 
 0.7 
 
 0.6 
 
 0.5 
 
 0.4 
 
 0.4 
 
 35 
 
 1.76 
 
 1.95 
 
 816.7 
 
 1.1 
 
 0.9 
 
 0.7 0.6 
 
 0.5 
 
 0.4 
 
 0.4 
 
 36 
 
 1.69 
 
 2.06 
 
 840.0 
 
 0.9 
 
 0.7 
 
 0.6i 0.5 
 
 0.5 
 
 0.4 
 
 0.3 
 
 37 
 
 1.62 
 
 2.17 
 
 863.3 
 
 0.9 
 
 0.7 
 
 0.6| 0.5 
 
 0.4 
 
 0.4 
 
 0.3 
 
 38 
 
 1 55 
 
 2.29 
 
 886.7 
 
 0.8 
 
 0.7 
 
 0.5 0.5 
 
 0.4 0.3 
 
 0.3 
 
 39 
 
 1.49 
 
 2.41 
 
 910.0 
 
 0.8 
 
 0.7 
 
 0.5 
 
 0.5 
 
 0.4 
 
 0.3 
 
 0.3 
 
 40 
 
 1.43 
 
 2.54 
 
 933.3 
 
 0.7 
 
 0.6 
 
 0.5 
 
 0.4 
 
 0.3 
 
 0.3 
 
 0.2 
 
ARCHITECTURAL IRON WORK. 
 
 103 
 
 9-INCH HEAVY BEAM 85 LBS. PER YARD. 
 
 TRENTON BEAM. 
 
 Length, in 
 inches. 
 
 Weight, in Length, in 
 Ibs. feet. 
 
 Weight, in 
 Ibs. 
 
 I Depth, 9 inches. 
 Width of flanges, 4 
 inches. 
 Thickness of stem, .38 
 inches. 
 Area of cross -section, 
 8.32 sq. inches. 
 
 1 
 
 2 
 3 
 
 4 
 5 
 
 6 
 
 7 
 8 
 9 
 10 
 11 
 
 2.4 1 
 4.7 2 
 7.1 3 
 9.4 4 
 11.8 5 
 14.2 6 
 16.5 
 18.9 
 21.2 
 23.6 
 26.0 
 
 28.3 
 56.7 
 85.0 
 113.3 
 141.7 
 170.0 
 
 i u*- 1 -^ 
 
 - c 
 
 .c 
 
 a? 
 
 
 Proper Distance, in feet, between Centres of Beams, 
 
 ^ B| 
 
 | J-Ss 
 
 'C 
 
 ^ C 
 
 ja 
 
 
 for load, in Iba., per square foot of 
 
 I |J 
 
 1 'S '~ i 
 
 111 
 
 
 
 I 
 
 1 
 
 1 
 
 1 
 
 1 
 
 1 
 
 1 
 
 5" 
 
 Sl 
 
 1-55 
 
 1 
 
 
 i 
 
 i 
 
 3 
 
 i 
 
 g 
 
 
 
 i 
 
 1 
 
 6 
 
 11.76 
 
 0.05 
 
 170. 
 
 
 
 39.2 
 
 31.4 
 
 26. l! 22.4 
 
 19.6 
 
 15.7 
 
 13.1 
 
 7 
 
 11.73 
 
 0.07 
 
 198. 
 
 8 
 
 33.5 
 
 26.8 
 
 22. 3| 19.1 
 
 16.7 
 
 13.4 
 
 11.2 
 
 8 
 
 11.70 
 
 0.10 
 
 226. 
 
 7 
 
 29.2 
 
 2S.4 
 
 19.5 16.7 
 
 14.6 
 
 11.7 
 
 9.7 
 
 9 
 
 10.37 
 
 0.13 
 
 255.0 
 
 23.0 
 
 18.4 
 
 15.4 13.1 
 
 11.5 
 
 9.2 
 
 7.7 
 
 10 
 
 9.31 
 
 0.16 
 
 283. 
 
 3 18.6 
 
 14.9 
 
 12.4 
 
 10.6 
 
 9.3 
 
 7.4 
 
 6.2 
 
 11 
 
 8.43 
 
 0.19 
 
 311. 
 
 7 
 
 15.3 
 
 12.3 
 
 10.2 
 
 8.7 
 
 7.6 
 
 6.1 
 
 5.1 
 
 12 
 
 7.70 
 
 0.23 
 
 340. 
 
 
 
 12.8 
 
 10.3 
 
 8.6 
 
 7.3 
 
 6.4 
 
 5.1 
 
 4.3 
 
 13 
 
 7.08 
 
 0.27 
 
 368. 
 
 8 
 
 10.9 
 
 8.7 
 
 7.3 
 
 6.2 
 
 5.4 
 
 4.4 
 
 3.6 
 
 14 
 
 6.55 
 
 0.31 
 
 396. 
 
 7 
 
 9.4 
 
 7.5 
 
 6.2 
 
 5.3 
 
 4.7 
 
 3.7 
 
 3.1 
 
 15 
 
 6.09 
 
 0.35 
 
 425. 
 
 
 
 8.1 
 
 6.5 
 
 5.4 
 
 4.6 
 
 4.0 
 
 3.2 
 
 2.7 
 
 16 
 
 5.68 
 
 0.40 
 
 453. 
 
 8 
 
 7.1 
 
 5.7 
 
 4.7 
 
 4.1 
 
 3.5 
 
 2.8 
 
 2.4 
 
 17 
 
 5.32 
 
 0.46 
 
 481. 
 
 7 
 
 6.3 
 
 5.0 
 
 4.2 
 
 3.6 
 
 3.1 
 
 2.5 
 
 2.1 
 
 18 
 
 5.00 
 
 0.51 
 
 510. 
 
 
 
 5.5 
 
 4.4 
 
 3.7 
 
 3.2 
 
 2.7 
 
 2.2 
 
 1.8 
 
 19 
 
 4.70 
 
 0.57 
 
 538. 
 
 8 
 
 4.9 
 
 3.9 
 
 3.3 
 
 2.8 
 
 2.4 
 
 2.0 
 
 1.6 
 
 20 
 
 4.44 
 
 0.63 
 
 566. 
 
 7 
 
 4.4 
 
 3.5 
 
 3.0 
 
 2.5 
 
 2.2 
 
 1.8 
 
 1.5 
 
 21 
 
 4.20 
 
 0.70 
 
 595. 
 
 
 
 4.0 
 
 3.2 
 
 2.7 
 
 2.3 
 
 2.0 
 
 1.6 
 
 1.3 
 
 22 
 
 3.98 
 
 0.77 
 
 623. 
 
 8 
 
 3.6 
 
 2.9 
 
 2.4 
 
 2.1 
 
 1.8 
 
 1.4 
 
 1.2 
 
 23 
 
 3.78 
 
 0.84 
 
 651. 
 
 7 
 
 3.3 
 
 2.7 
 
 2.2 
 
 1.9 
 
 1.6 
 
 1.3 
 
 1.1 
 
 24 
 
 3.60 
 
 0.91 
 
 680.0 
 
 3.0 
 
 2.4 
 
 2.0 
 
 1.7 
 
 1.5 
 
 1.2 
 
 1.0 
 
 25 
 
 3.43 
 
 0.99 
 
 708.3 
 
 2.7 
 
 2.2 
 
 1.8 
 
 1.5 
 
 1.8 
 
 1.1 
 
 0.9 
 
 26 
 
 3.27 
 
 1.07 
 
 736. 
 
 7 
 
 2.5 
 
 2.0 
 
 1.7 
 
 1.4 
 
 1.2 
 
 1.0 
 
 0.8 
 
 27 
 
 3.12 
 
 1.16 
 
 765. 
 
 
 
 2.3 
 
 
 l.s 
 
 1.5 
 
 1.8 
 
 1.1 
 
 0.9 
 
 0.8 
 
 28 
 
 2.98 
 
 1.24 
 
 793. 
 
 * 
 
 2.1 
 
 
 
 1.7 
 
 1.4 
 
 1.2 
 
 1.0 
 
 0.9 
 
 0.7 
 
 29 
 
 2.85 
 
 1.33 
 
 821. 
 
 7 
 
 2.0 
 
 
 
 1.6 
 
 1.8 
 
 1.1 
 
 1.0 0.8 
 
 0.7 
 
 30 
 
 2.72 
 
 1.43 
 
 850. 
 
 
 
 1.8 
 
 ' 
 
 1.5 
 
 1.2 
 
 1.0 
 
 0.9 0.7 
 
 0.6 
 
 31 
 
 2.61 
 
 1.50 
 
 878. 
 
 8 
 
 1.7 
 
 
 
 1.4 
 
 1.1 
 
 1.0 
 
 0.8 
 
 0.7 
 
 0.6 
 
 32 
 
 2.50 
 
 1.63 
 
 906. 
 
 7 
 
 1.6 
 
 : 
 
 1.3 
 
 1.0 
 
 0.9 
 
 0.8 
 
 0.6 
 
 0.5 
 
 33 
 
 2.40 
 
 1.74 
 
 935. 
 
 
 
 1.5 
 
 i 
 
 1.2 
 
 1.0 0.9 
 
 0.7 
 
 0.6 
 
 0.5 
 
 34 
 
 2.30 
 
 1.84 
 
 963. 
 
 8 
 
 1.4 
 
 ] 
 
 .1 
 
 0.9 
 
 0.8 
 
 0.7 
 
 0.6 
 
 0.5 
 
 35 
 
 2.20 
 
 1.95 
 
 991. 
 
 7 
 
 1.3 
 
 .: 
 
 1.0 
 
 0.8 
 
 0.7 
 
 0.6 
 
 0.5 
 
 0.4 
 
 36 
 
 2 11 
 
 2.06 
 
 1020. 
 
 
 
 1.2 
 
 ; 
 
 .0 
 
 0.8 
 
 0.7 
 
 0.6 
 
 0.5 
 
 0.4 
 
 37 
 
 2.02 
 
 2.17 
 
 1048. 
 
 3 
 
 1.1 
 
 -0.9 
 
 0.7 
 
 0.6 0.5 
 
 0.4 
 
 0.4 
 
 38 
 
 1.94 
 
 2.29 
 
 1076. 
 
 7 
 
 1.0 
 
 0.8 
 
 0.7 
 
 0.6 0.5 
 
 0.4 
 
 0.3 
 
 39 
 
 1.87 
 
 2.41 
 
 1105. 
 
 
 
 1.0 
 
 0.8 
 
 0.6 
 
 0.6 0.5 
 
 0.4 
 
 0.3 
 
 40 
 
 1.80 
 
 2.54 
 
 1133. 
 
 3 
 
 0.9 
 
 0.7 
 
 0.6 
 
 0.5 0.4 
 
 0.4 
 
 0.3 
 
 
 
 
 
 i [ 
 
 
104 
 
 ARCHITECTUEAL IKON WOEK. 
 
 9-INCH EXTEA HEAVY BEAM 125 LBS. PEE YAED. 
 
 TRENTON BEAM. 
 
 Length, 
 in inches. 
 
 Weight, in 
 Ibs. 
 
 Length, in 
 feet. 
 
 Weight, in 
 Ibs. 
 
 I Depth, 9 inches. 
 
 1 
 
 2 
 
 3.5 
 7.0 
 
 1 
 
 2 
 
 41.7 
 83.3 
 
 Width of flanges, 4 
 inches. 
 
 3 
 4 
 5 
 
 10.4 
 13.9 
 17.4 
 
 3 
 
 4 
 5 
 
 125.0 
 1G6.7 
 208.3 
 
 Thickness of stem, .57 
 
 6 
 
 20.8 
 
 6 
 
 250.0 
 
 inch. 
 
 7 
 
 24.3 
 
 
 
 
 8 
 
 27.8 
 
 
 
 Area of cross-section, 
 12.33 sq. inch. 
 
 9 
 10 
 11 
 
 31.2 
 34.7 
 
 ' 38.2 
 
 
 
 *tt 
 
 !i|J 
 
 s ! 
 
 - G . 
 
 1 
 
 .3 
 
 Proper Distance, in feet, between Centres of Beams, 
 for load, in Ibs.. per square foot of 
 
 Iff 
 
 fe.Q'go 
 
 !! 
 
 iil 
 
 1 
 
 1 
 
 1 
 
 1 
 
 1 
 
 I 
 
 I 
 
 | 
 
 1" 
 
 3 .3 "8 
 
 ill 
 
 i 
 
 8 
 
 
 
 i 
 
 g 
 
 
 i 
 
 
 6 
 
 16.62 
 
 0.05 
 
 250.0 
 
 55.4 
 
 44.3 
 
 36.9 
 
 31.6 
 
 27.7 
 
 22.2 
 
 18.5 
 
 7 
 
 16.60 
 
 0.07 
 
 291.7 
 
 47.4 
 
 37.9 
 
 31.6 
 
 27.1 
 
 23.7 
 
 19.1 
 
 15.8 
 
 8 
 
 16.58 
 
 0.10 
 
 333.3 
 
 41.5 
 
 33.2 
 
 27.7 
 
 23.7 
 
 20.7 
 
 16.6 
 
 13.8 
 
 9 
 
 14.70 
 
 0.13 
 
 375.0 
 
 32.7 
 
 26.2 
 
 21.8 
 
 18.7 
 
 16.3 
 
 13.1 
 
 10.9 
 
 10 
 
 13.19 
 
 0.16 
 
 416.7 
 
 26.4 
 
 21.1 
 
 17.6 
 
 15.1 
 
 13.2 
 
 10.6 
 
 8.8 
 
 11 
 
 11.95 
 
 0.19 
 
 458.3 
 
 21.7 
 
 17.4 
 
 14.5 
 
 12.4 
 
 10 9 
 
 8.7 
 
 7.2 
 
 12 
 
 10.92 
 
 0.23 
 
 500.0 
 
 18.2 
 
 14.6 
 
 12.1 
 
 10.4 
 
 9.1 
 
 7.3 
 
 6.0 
 
 13 
 
 10.04 
 
 0.27 
 
 541.7 
 
 15.4 
 
 12.4 
 
 10.3 
 
 8.8 
 
 7.7 
 
 6.2 
 
 5.1 
 
 14 
 
 9.28 
 
 0.31 
 
 583.3 
 
 13.3 
 
 10.6 
 
 8.8 
 
 7.6 
 
 6.6 
 
 5.3 
 
 4.4 
 
 15 
 
 8.62 
 
 0.35 
 
 625.0 
 
 11.5 
 
 9.2 
 
 7.7 
 
 6.6 
 
 5.7 
 
 4.6 
 
 3.8 
 
 16 
 
 8.04 
 
 0.40 
 
 666.7 
 
 10.0 
 
 8.0 
 
 6.7 
 
 5.7 
 
 5.0 
 
 4.0 
 
 3.3 
 
 17 
 
 7.53 
 
 0.46 
 
 708.3 
 
 8.8 
 
 7.0 
 
 5.9 
 
 5.0 
 
 4.4 
 
 3.5 
 
 2.9 
 
 18 
 
 7.07 
 
 0.51 
 
 750.0 
 
 7.8 
 
 6.2 
 
 5.2 
 
 4.5 
 
 3.9 
 
 3.1 
 
 2.6 
 
 19 
 
 6.66 
 
 0.57 
 
 791.7 
 
 7.0 
 
 5.6 
 
 4.7 
 
 4.0 
 
 3.5 
 
 2.8 
 
 2.3 
 
 20 
 
 6.28 
 
 0.63 
 
 833.0 
 
 6.3 
 
 5.0 
 
 4.2 
 
 3.6 
 
 3.1 
 
 2.5 
 
 2.1 
 
 21 
 
 5.94 
 
 0.70 
 
 875.3 
 
 5.7 
 
 4.6 
 
 3.8 
 
 3.2 
 
 2.8 
 
 2.3 
 
 1.9 
 
 22 
 
 5.63 
 
 0.77 
 
 916.7 
 
 5.1 
 
 4.1 
 
 3.4 
 
 2.9 
 
 2.5 
 
 2.0 
 
 1.7 
 
 23 
 
 5.35 
 
 0.84 
 
 958.3 
 
 4.6 
 
 3.7 
 
 8.1 
 
 2.6 
 
 2.3 
 
 1.8 
 
 1.6 
 
 24 
 
 5.08 
 
 0.91 
 
 1000.0 
 
 4.2 
 
 3.4 
 
 2.8 
 
 2.4 
 
 2.1 
 
 1.7 
 
 1.4 
 
 25 
 
 4.84 
 
 0.99 
 
 1041.7 
 
 3.9 
 
 3.1 
 
 2.6 
 
 2.2 
 
 1.9 
 
 1.5 
 
 1.3 
 
 26 
 
 4.61 
 
 1.07 
 
 1083.3 
 
 . 3.5 
 
 2.8 
 
 2.4 
 
 2.0 
 
 1.8 
 
 1.4 
 
 1.2 
 
 27 
 
 4.40 
 
 1.16 
 
 1125.0 
 
 3.3 
 
 2.6 
 
 2.2 
 
 1.9 
 
 1.6 
 
 1.3 
 
 1.1 
 
 28 
 
 4.20 
 
 1.24 
 
 1166.7 
 
 8.0 
 
 2.4 
 
 2.0 
 
 1.7 
 
 1.5 
 
 1.2 
 
 1.0 
 
 29 
 
 4.02 
 
 1.33 
 
 1208.3 
 
 2.8 
 
 2.2 
 
 1.8 
 
 1.6 
 
 1.4 
 
 1.1 
 
 0.9 
 
 30 
 
 3.84 
 
 1.43 
 
 1250.0 
 
 2.6 
 
 2.1 
 
 1.7 
 
 1.5 
 
 1.3 
 
 1.0 
 
 0.9 
 
 31 
 
 3.68 
 
 1.53 
 
 1291.7 
 
 2.4 
 
 1.9 
 
 1.6 
 
 1.4 
 
 1.2 
 
 1.0 
 
 0.8 
 
 32 
 
 3.52 
 
 1.63 
 
 1333.3 
 
 2.2 
 
 1.8 
 
 1.5 
 
 1.8 
 
 1.1 
 
 0.9 
 
 0.7 
 
 33 
 
 3.37 
 
 1.74 
 
 1375.0 
 
 2.0 
 
 1.6 
 
 1.4 
 
 1.2 
 
 1.0 
 
 0.8 
 
 0.7 
 
 34 
 
 3.23 
 
 1.84 
 
 1416.7 
 
 1.9 
 
 1.5 
 
 1.3 
 
 1.1 
 
 0.9 
 
 0.8 
 
 0.6 
 
 . 35 
 
 3.10 
 
 1.95 
 
 1458.3 
 
 1.8 
 
 1.4 
 
 1.2 
 
 1.0 
 
 0.9 
 
 0.7 
 
 0.6 
 
 *36 
 
 2.97 
 
 2.06 
 
 1500.0 
 
 1.6 
 
 1.3 
 
 1.1 
 
 0.9 
 
 0.8 
 
 0.7 
 
 0.5 
 
 37 
 
 2.85 
 
 2.17 
 
 1541.7 
 
 1.5 
 
 1.2 
 
 1.0 
 
 0.9 
 
 0.7 
 
 0.6 
 
 0.5 
 
 38 
 
 2.73 
 
 2.29 
 
 1583.3 
 
 1.4 
 
 1.1 
 
 1.0 
 
 0.8 
 
 0.7 
 
 0.6 
 
 0.5 
 
 39 
 
 2.62 
 
 2.41 
 
 1625.0 
 
 1.3 
 
 1.0 
 
 0.9 
 
 0.7 
 
 6 
 
 0.5 
 
 0.4 
 
 40 
 
 2.52 
 
 2.54 
 
 1666.7 
 
 1.3 
 
 1.0 
 
 0.8 
 
 0.7 
 
 0.6 
 
 0.5 
 
 0.4 
 
ARCHITECTURAL IKON WORK. 
 
 105 
 
 10J-INCH LIGHT BEAM 105 LBS. PEE YAED. 
 
 TBENTOK BEAM. 
 
 Length, in Weight, in Length, in 
 inches. Ibs. feet. 
 
 Weight, in 
 Ibs. 
 
 I Depth, 10| inches. 
 Width of flanges, 4| 
 inches. 
 Thickness of stem, f 
 inch. 
 Area of cross-section, 
 10.44 sq. inches. 
 
 1 2.9 1 
 2 5.8 2 
 3 8.7 3 
 4 11.7 4 
 5 14.6 5 
 6 17.5 6 
 7 20.4 
 8 23.3 
 9 26.2 
 10 29.2 
 11 32.1 
 
 35 
 70 
 105 
 140 
 175 
 210 
 
 h 
 
 -s- H 4 
 
 ~ 2 
 
 
 
 Proper Distance, in feet, between Centres of Beams, 
 
 1-2 
 
 |1| 
 
 ll 
 
 4 
 
 a 
 
 
 for load in Ibs., per square foot of 
 
 ll 
 
 !ji 
 
 "S *" 
 
 1 
 
 
 4 
 
 | 
 
 4 
 
 4 
 
 4 
 
 | 
 
 | 
 
 g 
 
 I* 5 
 
 fi ' 
 
 1 
 
 
 i 
 
 i 
 
 g 
 
 i 
 
 1 
 
 i 
 
 i 
 
 6 
 
 12.90 
 
 0.03 
 
 210 
 
 43.0 34.4 
 
 28.7 
 
 24.6 
 
 21.5 
 
 17.2 
 
 14.3 
 
 7 
 
 12.88 
 
 0.05 
 
 245 
 
 36.8 
 
 29.4 
 
 24.5 21.0 
 
 18.4 
 
 14.7 
 
 12.3 
 
 8 
 
 12.86 
 
 0.07 
 
 280 
 
 32.1 
 
 25.7 
 
 21.4 18.3 
 
 16.0 
 
 12.8 
 
 10.7 
 
 9 
 
 12.84 
 
 0.10 
 
 315 
 
 28.5 
 
 22.8 
 
 19.0 
 
 16.3 
 
 14.2 
 
 11.4 
 
 9.6 
 
 10 
 
 12.83 
 
 0.14 
 
 350 
 
 25.7 
 
 20.6 
 
 17.1 
 
 14.7 
 
 12.8 
 
 10.3 
 
 8.6 
 
 11 
 
 12.81 
 
 0.16 
 
 385 
 
 23.3 
 
 18.6 
 
 15.5 
 
 13.3 
 
 11.6 
 
 9.3 
 
 7.8 
 
 12 
 
 11.71 
 
 0.19 
 
 420 
 
 19.5 
 
 15.6 
 
 13.0 
 
 11.1 
 
 9.7 
 
 7.8 
 
 6.5 
 
 13 
 
 10.77 
 
 0.23 
 
 455 
 
 16.6 13.3 
 
 11.0 
 
 9.5 
 
 8.3 
 
 6.6 
 
 5.5 
 
 14 
 
 9.97 
 
 0.27 
 
 490 
 
 14.2 11.4 
 
 9.5 
 
 8.1 
 
 7.1 
 
 5.7 
 
 4.7 
 
 15 
 
 9.27 
 
 0.31 
 
 525 
 
 12.4 
 
 9.9 
 
 8.2 
 
 7.1 
 
 6.2 
 
 5.0 
 
 4.1 
 
 16 
 
 8.66 
 
 0.35 
 
 560 
 
 10.8 
 
 8.6 
 
 7.2 
 
 6.2 
 
 5.4 
 
 4.3 
 
 3.6 
 
 17 
 
 8.11 
 
 0.39 
 
 595 
 
 9.6 
 
 7.7 
 
 6.4 
 
 5.5 
 
 4.8 
 
 3.8 
 
 3.2 
 
 18 
 
 7.63 
 
 0.44 
 
 630 
 
 8.5 
 
 6.8 
 
 5.6 
 
 4.9 
 
 4.2 
 
 3.4 
 
 2.8 
 
 19 
 
 7 19 
 
 0.49 
 
 665 
 
 7.6 
 
 6.1 
 
 5.0 
 
 4.3 
 
 3.8 
 
 3.0 
 
 2.5 
 
 20 
 
 6.80 
 
 0.54 
 
 700 
 
 6.8 
 
 5.4 
 
 4.5 
 
 3.9 
 
 3.4 
 
 2.7 
 
 2.3 
 
 21 
 
 6.44 
 
 0.60 
 
 735 
 
 6.1 
 
 4.9 
 
 4.1 
 
 3.5 
 
 3.0 
 
 2.4 
 
 2.0 
 
 22 
 
 6.11 
 
 66 
 
 770 
 
 5.6 
 
 4.5 
 
 3.7 
 
 3.2 
 
 2.8 
 
 2.2 
 
 1.9 
 
 23 
 
 5.81 
 
 0.72 
 
 805 
 
 5 1 
 
 4.1 
 
 3.4 
 
 2.9 
 
 2.5 
 
 2.0 
 
 1.7 
 
 24 
 
 5.54 
 
 0.78 
 
 840 
 
 4.6 
 
 37 
 
 3.1 
 
 2.6 
 
 2.3 
 
 1.8 
 
 1.5 
 
 25 
 
 5.28 
 
 0.85 
 
 875 
 
 4.2 
 
 3.4 
 
 2.8 
 
 2.4 
 
 2.1 
 
 1.7 
 
 1.4 
 
 26 
 
 5.04 
 
 0.92 
 
 910 
 
 3.9 
 
 3.1 
 
 2.6 
 
 2.2 
 
 1.9 
 
 1.6 
 
 1.3 
 
 27 
 
 4.82 
 
 0.99 
 
 945 
 
 3.6 
 
 2.9 
 
 2.4 
 
 2.1 
 
 1.8 
 
 1.4 
 
 1.2 
 
 28 
 
 4.62 
 
 1.07 
 
 980 
 
 3.3 
 
 2.7 
 
 2.2 
 
 1.9 
 
 1.6 
 
 1.3 
 
 1.1 
 
 29 
 
 4.42 
 
 1.14 
 
 1015 
 
 3.0 
 
 2.4 
 
 2.0 
 
 1.7 
 
 1.5 
 
 1.2 
 
 1.0 
 
 30 
 
 4.24 
 
 1.22 
 
 1050 
 
 2.8 
 
 2.2 
 
 1.9 
 
 1.6 
 
 1.4 
 
 1.1 
 
 0.9 
 
 31 
 
 4.07 
 
 1.30 
 
 1085 
 
 2.6 
 
 2.1 
 
 1.7 
 
 1.5 
 
 1.3 
 
 1.0 
 
 0.9 
 
 32 
 
 3.91 
 
 1.39 
 
 1120 
 
 2.4 
 
 1 9 
 
 1.6 
 
 1.4 
 
 1.2 
 
 0.9 
 
 0.8 
 
 33 
 
 3.75 
 
 1.48 
 
 1155 
 
 2.3 
 
 1 8 
 
 1.5 
 
 1.3 
 
 1.1 
 
 0.9 
 
 0.8 
 
 34 
 
 3.61 
 
 1.57 
 
 1190 
 
 2.1 
 
 1 7 
 
 1.4 
 
 1.2 
 
 1.0 
 
 0.8 
 
 0.7 
 
 35 
 
 3.47 
 
 1.67 
 
 1225 
 
 2.0 
 
 1 6 
 
 1.3 
 
 1.1 
 
 1.0 
 
 0.8 
 
 0.7 
 
 36 
 
 3.34 
 
 1.76 
 
 1260 
 
 .9 
 
 1 5 
 
 1.2 
 
 1.1 
 
 0.9 
 
 0.8 
 
 0.6 
 
 37 
 
 3.21 
 
 1.80 
 
 1295 
 
 .7 
 
 1 4 
 
 1.2 
 
 1.0 
 
 0.8 
 
 0.7 
 
 0.6 
 
 38 
 
 3.09 
 
 1.96 
 
 1330 
 
 .6 
 
 1 3 
 
 1.1 
 
 1.0 
 
 0.8 
 
 0.6 
 
 0.5 
 
 39 
 
 2.98 
 
 2.07 
 
 1365 
 
 .5 
 
 1 2 
 
 1.0 
 
 0.9 
 
 0.7 
 
 0.6 
 
 0.5 
 
 40 
 
 2.87 
 
 2.18 
 
 1400 
 
 .4 1 1 
 
 1.0 
 
 0.8 
 
 0.7 
 
 0.6 
 
 0.5 
 
106 
 
 ARCHITECTURAL IRON WORK. 
 
 HEAVY BEAM 135 LBS. PER YAED. 
 
 TRENTON BEAM. 
 
 Length, in 
 
 Weight, in 
 
 Length, in 
 
 Weight, in 
 
 
 inches. 
 
 Ibs. 
 
 feet. 
 
 Ibs. 
 
 I Depth, 10| inches. 
 Width of flanges, 5 
 inches. 
 Thickness of stem, .47 
 inch. 
 Area of cross -section, 
 13.36 sq. inches. 
 
 1 
 
 2 
 3 
 4 
 5 
 6 
 7 
 8 
 9 
 10 
 
 3.7 
 
 7.5 
 11.2 
 15.0 
 18.7 
 22.5 
 26.2 
 30.0 
 33.7 
 37.5 
 
 1 
 
 2 
 3 
 4 
 5 
 6 
 
 45 
 90 
 135 
 180 
 225 
 270 
 
 
 11 
 
 41.2 
 
 
 
 ll 
 
 l-l 
 
 J 
 
 
 
 Proper Distance in feet, between Centres of Beams, 
 
 J2 ^ 
 1 5 
 
 8 f 
 
 f-i 
 
 afc 
 21 
 
 1 
 3 
 
 
 for load, in Ibs., per square foot of ' 
 
 
 1 
 
 i 
 
 
 
 
 
 
 II 
 
 oil 
 
 ll 
 
 .1 
 
 
 1 
 
 ,Q 
 
 1 
 
 03 
 
 .Q 
 
 1 
 
 a 
 
 i 
 
 02 
 
 p"* r 
 
 1 
 
 
 
 
 
 
 g 
 
 1 
 
 i 
 
 1 
 
 6 
 
 16.22 
 
 0.03 
 
 270 
 
 54.1 
 
 43.3 
 
 36.0 
 
 30.9 
 
 27.0 
 
 21.6 
 
 18.0 
 
 7 
 
 16.20 
 
 0.05 
 
 315 
 
 46.3 
 
 37.0 
 
 30.9 
 
 26.5 
 
 23.1 
 
 18.5 
 
 15.4 
 
 8 
 
 16.18 
 
 0.07 
 
 360 
 
 40.4 
 
 32.3 
 
 27.0 
 
 23.1 
 
 20 2 
 
 16.2 
 
 13.5 
 
 9 
 
 16.16 
 
 O.JO 
 
 405 
 
 35.9 
 
 28.7 
 
 24.0 
 
 20.5 
 
 18.'0 
 
 14.4 
 
 1-2.0 
 
 10 
 
 16.14 
 
 0.14 
 
 450 
 
 32.3 
 
 25.8 
 
 21.5 
 
 18.5 
 
 16.1 
 
 12.9 
 
 10.8 
 
 11 
 
 16.12 
 
 0.16 
 
 495 
 
 29.3 
 
 23.4 
 
 19.5 
 
 16.7 
 
 14.6 
 
 11.7 
 
 9.8 
 
 12 
 
 14.73 
 
 0.19 
 
 540 
 
 24.5 
 
 19.6 
 
 16.4 
 
 14.0 
 
 12.2 
 
 9.8 
 
 8.2 
 
 13 
 
 13.55 
 
 23 
 
 585 
 
 20.8 
 
 16.7 
 
 13.9 
 
 11.9 
 
 10.4 
 
 8 3 
 
 6.9 
 
 14 
 
 12.54 
 
 0.27 
 
 630 
 
 17.9 
 
 14.3 
 
 11.9 
 
 10.2 
 
 8.9 
 
 7.2 
 
 6.0 
 
 15 
 
 11.66 
 
 0.31 
 
 675 
 
 15.5 
 
 12.4 
 
 10.4 
 
 8.8 7.7 
 
 6.2 
 
 5.2 
 
 16 
 
 10 89 
 
 0.35 
 
 720 
 
 13.6 
 
 10.9 
 
 9.1 
 
 7.8 
 
 6.8 
 
 5 4 
 
 4.5 
 
 17 
 
 10.20 
 
 0.39 
 
 765 
 
 12.0 
 
 
 9.6 
 
 8.0 
 
 6.9 
 
 6.0 
 
 4.8 
 
 4.0 
 
 18 
 
 9.59 
 
 0.44 
 
 810 
 
 10.7 
 
 
 8.5 
 
 7.1 
 
 6.1 
 
 5.3 
 
 4.3 
 
 3.6 
 
 19 
 
 9.05 
 
 0.49 
 
 855 
 
 9.5 
 
 
 7.6 
 
 6.3 
 
 5.4 
 
 4.7 
 
 3.8 
 
 3.2 
 
 20 
 
 8.55 
 
 0.54 
 
 900 
 
 8.6 
 
 6.9 
 
 5.7 
 
 4.9 
 
 4.3 
 
 3.4 
 
 2.9 
 
 21 
 
 8.10 
 
 0.60 
 
 945 
 
 7.7 
 
 6.2 
 
 5.1 
 
 4.4 
 
 3.8 
 
 3.1 
 
 2.6 
 
 22 
 
 7.69 
 
 0.66 
 
 990 
 
 7.0 
 
 5.6 
 
 4.7 
 
 4.0 
 
 3.5 
 
 2.8 
 
 2.3 
 
 23 
 
 7.31 
 
 0.72 
 
 1035 
 
 6.4 
 
 5.1 
 
 4.2 
 
 3.7 
 
 3.2 
 
 2.6 
 
 2.1 
 
 24 
 
 6.96 
 
 0.78 
 
 1080 
 
 5.8 
 
 4.6 
 
 3.9 
 
 3.3 
 
 2.9 
 
 2.3 
 
 1.9 
 
 25 
 
 6.64 
 
 0.85 
 
 1125 
 
 5.3 
 
 4.2 
 
 3.5 
 
 3.0 
 
 2.6 
 
 2.1 
 
 1.8 
 
 26 
 
 6.34 
 
 0.92 
 
 1170 
 
 4.9 
 
 3.9 
 
 3.3 
 
 2.8 
 
 2.4 
 
 2.0 
 
 1.6 
 
 27 
 
 6.06 
 
 0.99 
 
 1215 
 
 4.5 
 
 3.6 
 
 3.0 
 
 2.6 
 
 2.2 
 
 1.8 
 
 1.5 
 
 28 
 
 5.80 
 
 1.07 
 
 1260 
 
 4.1 
 
 3.3 
 
 2.8 
 
 2.4 
 
 2.0 
 
 1.6 
 
 1.4 
 
 29 
 
 5.55 
 
 1.14 
 
 1305 
 
 3.8 3.0 
 
 2.6 
 
 2.2 
 
 1.9 
 
 1.5 
 
 1.3 
 
 30 
 
 5.32 
 
 1.22 
 
 1350 
 
 3.5 
 
 2.8 
 
 2.4 
 
 2.0 
 
 1.7 
 
 1.4 
 
 1.2 
 
 31 
 
 5.11 
 
 1.30 
 
 1395 
 
 3.3 
 
 2.6 
 
 2.2 
 
 1.9 
 
 1.6 
 
 1.3 
 
 11 
 
 32 
 
 4.90 
 
 1.39 
 
 1440 
 
 3.1 
 
 2.5 
 
 2.0 
 
 1.8 
 
 1.5 
 
 1.2 
 
 1.0 
 
 33 
 
 4.71 
 
 1.48 
 
 1485 
 
 2.9 
 
 2.3 
 
 1.9 
 
 1.7 
 
 1.4 
 
 1.2 
 
 1.0 
 
 34 
 
 4.53 
 
 1.57 
 
 1530 
 
 2.7 
 
 2.2 
 
 1.8 
 
 1.6 
 
 1.3 
 
 1.1 
 
 0.9 
 
 35 
 
 4.35 
 
 1.67 
 
 1575 
 
 2.5 
 
 2.0 
 
 1.7 
 
 1.4 
 
 1.2 
 
 1.0 
 
 0.8 
 
 36 
 
 4.19 
 
 1.76 
 
 1620 
 
 2.3 
 
 
 L.8 
 
 1.6 
 
 1.3 
 
 1.1 
 
 0.9 
 
 0.8 
 
 37 
 
 4.03 
 
 1.86 
 
 1665 
 
 2.2 1.7 
 
 1.5 
 
 1.2 
 
 1.1 
 
 9 
 
 0.7 
 
 38 
 
 3.88 
 
 1.96 
 
 1710 
 
 2.0 1.6 
 
 1.4 
 
 1.0 
 
 1.0 
 
 0.8 
 
 0.7 
 
 39 
 
 3.74 
 
 2.07 
 
 1755 
 
 1.9 1.5 
 
 1.3 
 
 1.0 
 
 0.9 
 
 0.8 
 
 0.6 
 
 40 
 
 3.60 
 
 2.18 
 
 1800 
 
 1.8 
 
 1.4 1.2 
 
 1.0 
 
 0.9 
 
 0.7 
 
 0.6 
 
AKCHITECTUKAL IKON WOKK. 
 
 107 
 
 12J-INCH LIGHT BEAM 125 LBS. PER YAED. 
 
 TKENTON BEAM. 
 
 Length, in 
 inches. 
 
 Weight, in 
 Ibs. 
 
 Length, in 
 feet. 
 
 Weight, in 
 Ibs. 
 
 I Depth, 12 inches. 
 Width of flanges, 4.8 
 inches. 
 Thickness of stem, 
 0.47 inch. 
 Area of cross-section, 
 12.33 sq. inches. 
 
 1 
 2 
 
 3 
 
 4 
 5 
 
 6 
 
 7 
 8 
 9 
 10 
 11 
 
 3.5 
 6.9 
 10.4 
 13.9 
 17.4 
 20 8 
 24.3 
 27.8 
 31.2 
 34.7 
 38.2 
 
 1 
 
 2 
 
 3 
 4 
 5 
 6 
 
 41.7 
 83.3 
 125.0 
 166.7 
 208.3 
 250.0 
 
 i i, 
 
 _> j 
 
 .S 
 
 1 
 
 Proper Distance, in feet, between Centres of Beams, 
 
 . 
 
 3-8 J$ 
 
 c-3 
 
 c 
 
 for load, in Ibs., per square foot of 
 
 s^ 
 
 llfi 
 
 2 "-* 
 
 J" 
 
 S 
 
 
 
 1 
 
 1 
 
 * 
 
 1 
 
 3 
 
 1 
 
 pa 
 
 |11? 
 
 |ll 
 
 i 
 
 i 
 
 i 
 
 i 
 
 i 
 
 
 i 
 
 
 6 
 
 18.73 
 
 0.03 
 
 250.0 
 
 62.4 49.9 
 
 41.6 
 
 35.7 
 
 31.2 
 
 25.0 
 
 20.8 
 
 7 
 
 18.70 
 
 0.05 
 
 291.7 
 
 53.4 42.7 
 
 35.6 
 
 30.5 
 
 26.7 
 
 21.4 
 
 17.8 
 
 8 
 
 18 68 
 
 0.07 
 
 333.3 
 
 46.7 37.4 31.2 
 
 26.7 
 
 23 3 
 
 18.7 
 
 15.6 
 
 9 
 
 18.66 
 
 0.09 
 
 375.0 41.5 33.2 27.6 
 
 2:5.7 
 
 20.7 
 
 16.6 
 
 13.8 
 
 10 
 
 18.64 
 
 0.12 
 
 416.7 
 
 37.3 29.8 
 
 24.8 
 
 21.3 
 
 18.6 
 
 14.9 
 
 12.4 
 
 11 
 
 16.91 
 
 0.14 
 
 458.3 
 
 30.7 24 6 
 
 20.5 
 
 17.5 
 
 15.3 
 
 12.3 
 
 10.2 
 
 12 
 
 15.46 
 
 0.17 
 
 500.0 
 
 25 8 20.6 
 
 17.2 14.7 
 
 12.9 
 
 10.3 
 
 8.6 
 
 13 
 
 14.23 
 
 0.20 
 
 541 7 
 
 21.9 17.5 
 
 14.6 12.5 
 
 10.9 
 
 8.8 
 
 7.3 
 
 14 
 
 13.17 
 
 0.23 
 
 583.3 
 
 18.8 15.0 
 
 12.5 10.7 
 
 9.4 
 
 7.5 
 
 6.3 
 
 15 
 
 12.25 
 
 0.26 
 
 625.0 
 
 16.3 
 
 13.0 
 
 10.9 
 
 9.3 
 
 8.1 
 
 6.5 
 
 5.4 
 
 16 
 
 11.45 
 
 30 
 
 666.7 
 
 14.3 
 
 11.4 
 
 9.5 
 
 8.2 
 
 7.1 
 
 5.7 
 
 4.8 
 
 17 
 
 10.73 
 
 0.34 
 
 708.3 
 
 12.6 
 
 10.1 
 
 8.4 7.2 
 
 6.3 
 
 5.0 
 
 4.2 
 
 18 
 
 10.10 
 
 0.38 
 
 750.0 
 
 11.2 
 
 9.0 
 
 7.5 6.4 
 
 5.6 
 
 4.5 
 
 3.7 
 
 19 
 
 9.52 
 
 0.42 
 
 791.7 
 
 10.0 
 
 8.0 
 
 6.7 
 
 5.7 
 
 5.0 
 
 4.0 
 
 3.3 
 
 20 
 
 9.01 
 
 0.46 
 
 833.3 
 
 9.0 
 
 7.2 
 
 6.0 
 
 5.1 
 
 4.5 
 
 3.6 
 
 3.0 
 
 21 
 
 8.54 
 
 0.51 
 
 875.0 
 
 8.1 
 
 6.5 
 
 5.4 
 
 4.6 
 
 4.0 
 
 32 
 
 2.7 
 
 22 
 
 8.11 
 
 0.56 
 
 916.7 
 
 7.4 
 
 5.9 
 
 4.9 
 
 4.2 
 
 3.7 
 
 3.0 
 
 2.5 
 
 23 
 
 7.72 
 
 0.62 
 
 958.3 
 
 6.7 
 
 5.4 
 
 4.5 
 
 3.8 
 
 3.3 
 
 2.7 
 
 2.2 
 
 24 
 
 7.35 
 
 0.67 
 
 1000.0 
 
 6.1 
 
 4.9 
 
 4.1 
 
 3.5 
 
 3.0 
 
 2.4 
 
 2 
 
 25 
 
 7.1)2 
 
 0.73 
 
 1041.7 
 
 5.6 
 
 4.5 
 
 3.7 
 
 3.2 
 
 2.8 
 
 2.2 
 
 1.9 
 
 26 
 
 6.71 
 
 0.79 
 
 1083.3 
 
 5.1 
 
 4 1 
 
 3.4 
 
 2.9 
 
 2.5 
 
 2.0 
 
 1.7 
 
 27 
 
 6.42 
 
 0.85 
 
 1125.0 
 
 4.7 
 
 3.7 
 
 3.2 
 
 2.7 
 
 2.3 
 
 1.9 
 
 1.6 
 
 28 
 
 6.15 
 
 0.91 
 
 1166.7 
 
 4.4 
 
 3.5 
 
 2.9 
 
 2.5 
 
 2.2 
 
 1.8 
 
 1.5 
 
 29 
 
 5.90 
 
 0.98 
 
 1208.3 
 
 4.1 
 
 3.3 
 
 2.7 
 
 2.3 
 
 2.0 
 
 1.6 
 
 1.4 
 
 30 
 
 5.66 
 
 1.05 
 
 1250.0 
 
 3.8 
 
 3.1 
 
 2.5 
 
 2.2 
 
 1 9 
 
 1.5 
 
 1.3 
 
 31 
 
 5.43 
 
 1.12 
 
 1291.7 
 
 3 5 
 
 2.8 
 
 2.3 
 
 2.0 
 
 1.7 
 
 1.4 
 
 1.2 
 
 32 
 
 5.22 
 
 1.19 
 
 1333.3 
 
 3.3 
 
 2.6 
 
 2.2 
 
 1.9 
 
 1.6 
 
 1.3 
 
 1.1 
 
 33 
 
 5.02 
 
 1.27 
 
 1375.0 
 
 3.1 
 
 2.5 
 
 2.0 
 
 1.8 
 
 1.5 
 
 1.2 
 
 1.0 
 
 34 
 
 4.83 
 
 1.35 
 
 1416.7 
 
 2.8 
 
 2.3 
 
 1.9 
 
 1.6 
 
 1.4 
 
 1.1 
 
 0.9 
 
 35 
 
 4.66 
 
 1 43 
 
 1458.3 
 
 2.7 
 
 2.1 
 
 1.8 
 
 1.5 
 
 1.3 
 
 1.1 
 
 0.9 
 
 36 
 
 4.49 
 
 1.52 
 
 1500.0 
 
 25 
 
 2.0 
 
 1.7 
 
 .4 
 
 1.2 
 
 1.0 
 
 0.8 
 
 37 
 
 4.32 
 
 1 60 
 
 1541.7 
 
 2.3 
 
 1.9 
 
 1.6 
 
 .3 
 
 1.1 
 
 0.9 
 
 0.8 
 
 38 
 
 4.17 
 
 1.68 
 
 1583.3 
 
 2.2 
 
 1.8 
 
 1.5 
 
 .2 
 
 1.1 
 
 0.9 
 
 0.7 
 
 39 
 
 4.02 
 
 1.77 
 
 1625.0 
 
 2.1 
 
 1.7 
 
 1.4 
 
 .2 
 
 1.0 
 
 0.8 
 
 0.7 
 
 40 
 
 3.88 
 
 1.87 
 
 1666.7 
 
 1.9 
 
 1.5 
 
 1.3 
 
 .1 
 
 0.9 
 
 0.8 0.6 
 
108 
 
 ARCHITECTURAL IKON WORK. 
 
 12J-INCH HEAVY BEAM 170 LBS. PEE YAKD. 
 
 TBENTON BEAM. 
 
 Length, in 
 inches. 
 
 Weight, in 
 Ibs. 
 
 Length, in 
 feet. 
 
 Weight, in 
 Ibs. 
 
 I Depth. 12-^- p inches 
 
 1 
 
 4.7 
 
 1 
 
 56.7 
 
 Width of flanges, 5-J- 
 inches. 
 
 Thickness of stem, 
 0.6 inch. 
 
 Area of cross-section, 
 16.77 sq. inches. 
 
 2 
 3 
 4 
 5 
 6 
 7 
 8 
 9 
 10 
 11 
 
 9.4 
 
 14.2 
 18.9 
 23.6 
 28.3 
 33.1 
 37.8 
 42.5 
 47.2 
 51.9 
 
 2 
 3 
 4 
 5 
 
 
 113.3 
 170.0 
 226.7 
 283.3 
 340.0 
 
 -II 
 
 - 3 
 
 T- 
 
 1 
 
 Proper Distance, in feet, between Centres of Beams, 
 for load, in Ibs., per square foot of 
 
 g .S 
 
 IS* 
 
 ||p 
 
 111 
 
 i 
 
 1 
 
 1 
 
 1 
 
 1 
 
 1 
 
 03 
 
 
 
 gja 
 
 ill's 
 
 i ji 
 
 'S 
 
 S 
 
 5 
 
 i 
 
 
 
 
 
 
 
 
 
 
 "~ 
 
 
 
 
 
 * 
 
 <S* i vj 
 
 6 
 
 25.39 
 
 0.03 
 
 340.0 
 
 84.6 
 
 67.8 
 
 56.4 
 
 48.3 
 
 42.3 33.8 28.2 
 
 7 
 
 25.36 
 
 0.05 
 
 396.7 
 
 72.5 
 
 58.0 
 
 48.3 
 
 41.4 
 
 36.2 29.0 24.2 
 
 8 
 
 25.33 
 
 0.07 
 
 453.3 
 
 63.3 
 
 50.6 
 
 42.2 
 
 36.2 
 
 31.6! 25.3 
 
 21.1 
 
 9 
 
 25.30 
 
 0.09 
 
 510.0 
 
 56.2 
 
 44.9 
 
 37.5 
 
 32.1 
 
 28.11 22.5 
 
 18.7 
 
 10 
 
 25.27 
 
 0.12 
 
 566.7 
 
 50.5 
 
 40.4 
 
 33.7 
 
 28.9 
 
 25.2 20.2 
 
 16.8 
 
 11 
 
 22.91 
 
 0.14 
 
 623.3 
 
 41.6 
 
 33.3 
 
 27.7 
 
 23.8 
 
 20.8 16.6 
 
 13.9 
 
 12 
 
 20.95 
 
 0.16 
 
 680.0 
 
 34.9 
 
 27.9 
 
 23.3 
 
 19.9 
 
 17.4 13.9 
 
 11.6 
 
 13 
 
 19.28 
 
 0.20 
 
 736.7 
 
 29.7 
 
 23.7 
 
 19.8 
 
 17.0 
 
 14.8 11.9 
 
 9.9 
 
 14 
 
 17.85 
 
 0.23 
 
 793.3 
 
 25.5 
 
 20.4 
 
 17.0 
 
 14.6 
 
 12.7 10.2 
 
 8.5 
 
 15 
 
 16.61 
 
 0.26 
 
 850.0 
 
 22.1 
 
 17.7 
 
 14.8 
 
 12.6 
 
 11.0 8.9 
 
 7.4 
 
 16 
 
 15.52 
 
 0.30 
 
 906.7 
 
 19.4 
 
 15.5 
 
 12.9 
 
 11.1 
 
 9.7 
 
 7.8 
 
 6.5 
 
 17 
 
 14.55 
 
 0.34 
 
 963.3 
 
 17.1 
 
 13.7 
 
 11.4 
 
 9.7 
 
 8.5 
 
 7.0 
 
 5.7 
 
 18 
 
 13.68 
 
 0.38 
 
 1020.0 
 
 15.2 
 
 12.1 
 
 10.1 
 
 8.7 
 
 7.6 
 
 6.1 
 
 5.1 
 
 19 
 
 12.91 
 
 0.42 
 
 1076. 7 
 
 13.6 
 
 10.9 
 
 9.0 
 
 7.8 
 
 6.8 
 
 5.4 
 
 4.5 
 
 20 
 
 12,21 
 
 0.46 
 
 1133.3 
 
 12.2 
 
 9.9 
 
 8.1 
 
 7.0 
 
 6.1 
 
 4.9 
 
 4.1 
 
 21 
 
 11 57 
 
 0.51 
 
 1190.0 
 
 11.0 
 
 8.9 
 
 7.3 
 
 6.3 
 
 5.5 
 
 4.4 
 
 3.7 
 
 22 
 
 10.99 
 
 0.56 
 
 1246. 7 
 
 10.0 
 
 8.0 
 
 6.7 
 
 5.7 
 
 5.0 
 
 4.0 
 
 3.3 
 
 23 
 
 10.46 
 
 0.62 
 
 1303.3 
 
 9.1 
 
 7.3 
 
 6.1 
 
 5.2 
 
 4.5 
 
 3.6 
 
 3.0 
 
 24 
 
 9.96 
 
 0.67 
 
 1360.0 
 
 8.3 
 
 6.7 
 
 5.5 
 
 4.7 
 
 4.1 
 
 3.3 
 
 2.8 
 
 25 
 
 9.51 
 
 0.73 
 
 1416.7 
 
 7.6 
 
 6.1 
 
 5.1 
 
 4.3 
 
 3.8 
 
 9 3.0 
 
 2.5 
 
 26 
 
 9^09 
 
 0.79 
 
 1473.3 
 
 7.0 
 
 5.6 
 
 4.7 
 
 4.0 
 
 3.5 
 
 2.8 
 
 2.3 
 
 27 
 
 8.70 
 
 0.84 
 
 1530.0 
 
 6.4 
 
 5.1 
 
 4.3 
 
 3.7 
 
 3.2 
 
 2.6 
 
 2.1 
 
 28 
 
 8.33 
 
 0.91 
 
 1586.7 
 
 5.9 
 
 4.7 
 
 4.0 
 
 3.4 
 
 2.9 
 
 2.4 
 
 2.0 
 
 29 
 
 7.99 
 
 0.98 
 
 1643.3 
 
 5.5 
 
 4.4 
 
 3.7 
 
 3.1 
 
 2.7 
 
 2.2 
 
 1.8 
 
 30 
 
 7.67 
 
 1.05 
 
 1700.0 
 
 5.1 
 
 4.1 
 
 3.41 2.9 
 
 2.5 
 
 2.0 
 
 1.7 
 
 31 
 
 7.36 
 
 1.12 
 
 1756.7 
 
 4.7 
 
 3.7 
 
 3.2 
 
 2.7 
 
 2.3 
 
 1.9 
 
 1.6 
 
 32 
 
 7.08 
 
 1.20 
 
 1813.3 
 
 4.4 
 
 3.5 
 
 2.9 
 
 2.5 
 
 2.2 
 
 1.8 
 
 1.5 
 
 33 
 
 6.81 
 
 1.27 
 
 1870.0 
 
 4.1 
 
 3.3 
 
 2.7 
 
 2.3 
 
 2.0 
 
 1.6 
 
 1.4 
 
 34 
 
 6.55 
 
 1.35 
 
 1926.7 
 
 3.8 
 
 3.0 
 
 2.6l 2.2 
 
 1.9 
 
 1.5 
 
 1.3 
 
 35 
 
 6.31 
 
 1.43 
 
 1983.3 
 
 3.6 
 
 2.9 
 
 2.4 2.1 
 
 1.8 
 
 1.4 
 
 1.2 
 
 36 
 
 6.08 
 
 1.52 
 
 2040.0 
 
 3.4 
 
 2.7 
 
 2.2 1 1.9 
 
 1.7 
 
 1.4 
 
 1.1 
 
 37 
 
 5.86 
 
 1.60 
 
 2096.7 
 
 3.2 
 
 2.6 
 
 2.1 1.8 
 
 1.6 
 
 1.3 
 
 1.1 
 
 38 
 
 5.65 
 
 1.68 
 
 2153.3 
 
 3.0 
 
 2.4 
 
 2.0 1.7 
 
 1.5 
 
 1.2 
 
 1.0 
 
 39 
 
 5:45 
 
 1.77 
 
 2210.0 
 
 2.8 
 
 2.3 
 
 1.9 
 
 i.a 
 
 1.4 
 
 1.1 
 
 0.9 
 
 40 
 
 5 25 
 
 1.87 
 
 2266.7 
 
 2.6 
 
 2.1 
 
 1.7 
 
 1.5 
 
 1.3 
 
 1.0 
 
 0.9 
 
ARCIIITECTUKAL IKON WORK. 
 
 109 
 
 15-INCH LIGHT BEAM 150 LBS. PEE YAED. 
 
 TRENTON BEAM. 
 
 Length, in 
 inches. 
 
 Weight, in 
 Ibs. 
 
 Length, in 
 feet. 
 
 Weight, in 
 Ibs. 
 
 I Depth, 15-, ri b - inches. 
 Width of flanges, 5 
 inches. 
 Thickness of stem, 0.5 
 inch. 
 Area of cross-section, 
 15.04 sq. inches. 
 
 1 
 
 2 
 3 
 4 
 5 
 6 
 7 
 8 
 9 
 10 
 11 
 
 4.2 
 8.3 
 
 12.5 
 16.7 
 20.8 
 25.0 
 29.2 
 33 3 
 37.5 
 41.7 
 45.8 
 
 1 
 
 2 
 3 
 4 
 5 
 6 
 
 50 
 100 
 150 
 200 
 250 
 300 
 
 fl 
 
 f5i 
 
 a. 3 
 
 S 
 
 Proper Distance, in feet, between Centres of Beams, 
 
 
 1=1 
 
 o-S 
 
 1 
 
 for load, in Ibs., per square foot of 
 
 JD'J 
 
 o-o5>f 
 
 '-w 3 
 
 ft 
 
 
 o| 
 
 g 1*3 
 
 Sf . 
 
 If 
 
 . 
 
 . 
 
 BJ 
 
 . 
 
 . 
 
 . 
 
 
 
 |g 
 
 ^2 a 
 
 
 
 bo 
 
 
 
 
 
 Q 
 
 S 
 
 2 
 
 S 
 
 ,Q 
 
 5 g 
 
 I" 2 
 
 a o 
 
 'S 
 
 I 
 
 
 
 i 
 
 g 
 
 1 
 
 1 
 
 i 
 
 6 
 
 24.90 
 
 0.02 
 
 300 
 
 83.0 
 
 66.4 
 
 55.3 
 
 47.4 
 
 41.5 
 
 33.2 
 
 27.7 
 
 7 
 
 24.88 
 
 0.03 
 
 350 
 
 71.1 
 
 56.9 
 
 47.4 
 
 40.6 
 
 35.5 28.4 23.7 
 
 8 
 
 24.85 
 
 0.05 
 
 400 
 
 62.1 
 
 49.7 
 
 41.4 
 
 35.5 
 
 31.1, 24.8 
 
 20.7 
 
 9 
 
 24.83 
 
 07 
 
 450 
 
 55.2 
 
 44.1 
 
 36.8 
 
 31.5 
 
 27.6 22.1 
 
 18.4 
 
 10 
 
 24.80 
 
 0.09 
 
 500 
 
 49.6 
 
 39.7 
 
 33.1 
 
 28.3 
 
 24.8 19.8 
 
 16.5 
 
 Jl 
 
 24.77 
 
 0.12 
 
 550 
 
 45.0 
 
 36.0 
 
 30.0 
 
 25.7 
 
 22.5 18.0 
 
 15.0 
 
 12 
 
 22 66 
 
 0.14 
 
 600 
 
 37.8 
 
 30.2 
 
 25.2 
 
 21.6 
 
 18.9 
 
 15.1 
 
 12.6 
 
 13 
 
 20.87 
 
 0.16 
 
 650 
 
 32.1 
 
 25.7 
 
 21.4 
 
 18.3 
 
 16.0 
 
 12.8 
 
 10.7 
 
 14 
 
 19.33 
 
 0.19 
 
 700 
 
 27.6 
 
 22.1 
 
 18.4 
 
 15.8 
 
 13.8 
 
 11.0 
 
 9.2 
 
 15 
 
 17.99 
 
 0.21 
 
 750 
 
 24.0 
 
 19.2 
 
 16.0 
 
 13.7 
 
 12.0 
 
 9.6 
 
 8.0 
 
 16 
 
 16.82 
 
 0.24 
 
 800 
 
 21.0 
 
 16.8 
 
 14.0 
 
 12.0 
 
 10.5 
 
 8.4 
 
 7.0 
 
 17 
 
 15.78 
 
 0.28 
 
 850 
 
 18.6 
 
 14.9 
 
 12.4 
 
 10.6 
 
 9.3 
 
 7.4 
 
 6.2 
 
 18 
 
 14.85 
 
 31 
 
 900 
 
 16.5 
 
 13.2 
 
 11.0 
 
 9.4 
 
 8.3 
 
 6.6 
 
 5.5 
 
 19 
 
 14.02 
 
 0.34 
 
 950 
 
 14.8 
 
 11.8 
 
 9.8 
 
 8.4 
 
 7.4 
 
 5.9 
 
 4.9 
 
 20 
 
 13.27 
 
 0.38 
 
 1000 
 
 13.3 
 
 10.6 
 
 8.8 
 
 7.6 
 
 6.6 
 
 5.3 
 
 4.4 
 
 21 
 
 12.59 
 
 0.42 
 
 1050 
 
 12.0 
 
 9.6 
 
 8.0 
 
 6.9 
 
 6.0 
 
 4.8 
 
 4.0 
 
 22 
 
 11.97 
 
 0.46 
 
 1100 
 
 0.9 
 
 8.7 
 
 7.2 
 
 6.2 
 
 5.4 
 
 4.3 
 
 3.6 
 
 23 
 
 11.40 
 
 50 
 
 1150 
 
 9.9 
 
 7.9 
 
 6.6 
 
 5.6 
 
 4 9 
 
 3.9 
 
 3.3 
 
 24 
 
 10.88 
 
 0.55 
 
 1200 
 
 9.1 
 
 7.3 
 
 6.0 
 
 5.2 
 
 4.5 
 
 3.6 
 
 3.0 
 
 25 
 
 10.39 
 
 0.59 
 
 1250 
 
 8.3 
 
 6.7 
 
 5.5 
 
 4.7 
 
 4.1 
 
 3.3 
 
 2.8 
 
 26 
 
 9.95 
 
 0.64 
 
 1300 
 
 7.6 
 
 6.1 
 
 5.1 
 
 4.3 
 
 3.8 
 
 3.0 
 
 2.5 
 
 27 
 
 9.53 
 
 0.69 
 
 1350 
 
 7.1 
 
 5.6 
 
 4.7 
 
 4.0 
 
 3.5 
 
 2.8 
 
 2.4 
 
 28 
 
 9.14 
 
 0.75 
 
 1400 
 
 6.5 
 
 5.2 
 
 4.3 
 
 3.7 
 
 3.2 
 
 2.6 
 
 2.3 
 
 29 
 
 8.77 
 
 0.80 
 
 1450 
 
 6.0 
 
 4.8 
 
 4.0 
 
 3 4 
 
 3.0 
 
 2.4 
 
 2.0 
 
 30 
 
 8.43 
 
 0.86 
 
 1500 
 
 5.6 
 
 4.5 
 
 3.7 
 
 3.2 
 
 2.8 
 
 2.2 
 
 1.9 
 
 31 
 
 8.11 
 
 0.92 
 
 1550 
 
 5.2 
 
 4.2 
 
 3.5 
 
 3.0 
 
 2.6 
 
 2.1 
 
 1.7 
 
 32 
 
 7.81 
 
 0.98" 
 
 1600 
 
 4.9 
 
 3.9 
 
 3.2 
 
 2 8 
 
 2.4 
 
 1.9 
 
 l.ii 
 
 33 
 
 7.52 
 
 1.04 
 
 1650 
 
 4.5 
 
 3.6 
 
 3.0 
 
 2.6 
 
 2.2 
 
 1.8 
 
 1.5 
 
 34 
 
 7.25 
 
 1.10 
 
 1700 
 
 4.3 
 
 3.4 
 
 2.8 
 
 2.5 
 
 2.1 
 
 1.7 
 
 1.4 
 
 35 
 
 7.00 
 
 1.17 
 
 1750 
 
 4.0 
 
 3.2 
 
 2.7 
 
 2.3 
 
 2.0 
 
 1.6 
 
 1.3 
 
 36 
 
 6.75 
 
 1.23 
 
 1800 
 
 3.7 
 
 3.0 
 
 2.5 
 
 2.1 
 
 1.8 
 
 1.5 
 
 1.2 
 
 37 
 
 6.52 
 
 1.80 
 
 1850 
 
 3.5 
 
 2.8 
 
 2.3 
 
 2.0 
 
 1.7 
 
 1.4 
 
 1.3 
 
 38 
 
 6.30 
 
 1.37 
 
 1900 
 
 3.3 
 
 2.6 
 
 2.2 
 
 1.9 
 
 1.6 
 
 1.3 
 
 1.1 
 
 39 
 
 6.09 
 
 1.45 
 
 1950 
 
 3.1 
 
 2.5 
 
 2.1 
 
 1.8 
 
 1.5 
 
 V 1.2 
 
 1.0 
 
 40 
 
 5.89 
 
 1.52 
 
 2000 
 
 2.9 
 
 2.3 
 
 2.0 
 
 1.7 
 
 1.4 
 
 1.2 
 
 1.0 
 
110 
 
 ARCHITECTURAL IKON WORK. 
 
 15-INCH HEAVY BEAM 200 LBS. PER YARD. 
 
 TRENTON BEAM. 
 
 Length, in 
 inches. 
 
 Weight, in 
 Ibs. 
 
 Length, in 
 feet. 
 
 Weight, in 
 Ibs. 
 
 I Depth, 15i inches. 
 Width of flanges, 5| 
 inches. 
 Thickness of stem, 
 0.6 inch. 
 Area of cross-section, 
 20.02 sq. inches. 
 
 1 
 2 
 3 
 4 
 5 
 6 
 7 
 8 
 9 
 10 
 11 
 
 5.6 
 11.1 
 16.7 
 22.2 
 
 27.7 
 33.3 
 38.9 
 44.4 
 50.0 
 55.6 
 61.1 
 
 1 
 
 2 
 3 
 4 
 5 
 
 66.7 
 133.3 
 200.0 
 266.7 
 333.3 
 
 j! 
 
 |l| 
 
 3.2 
 3 
 
 o -^ 
 
 1 
 .3 
 
 ?roper Distance, in feet, between Centres of Beams, 
 for load, in Ibs., per square foot of 
 
 s2 
 
 ^l^o 
 
 2 f 
 
 +r 
 
 
 _ 
 
 
 
 
 
 l 
 
 
 O 01 . 
 
 -a 
 
 1 
 
 J5 
 
 a 
 
 I 
 
 1 
 
 JB 
 
 1 
 
 P 
 
 Jr 2 
 
 a- 2 - 2 
 
 i 
 
 1 
 
 i 
 
 i 
 
 i 
 
 i 
 
 i 
 
 1 
 
 6 
 
 30.97 
 
 0.02 
 
 400.0 
 
 103.2, 82.6 68.8 
 
 59.0 
 
 51.6 
 
 41 
 
 34.4 
 
 7 
 
 30.93 
 
 0.03 
 
 466.7 
 
 88. 4 f 70.7 58.9 
 
 50.5 
 
 44.2 
 
 85. 
 
 29.5 
 
 8 
 
 30.90 
 
 0.05 
 
 533.3 
 
 77-2! 61. 8| 51.5 
 
 44.1 
 
 38.6 
 
 30.9 
 
 25.8 
 
 9 
 
 30.87 
 
 0.07 
 
 600.0 
 
 68. 6, 54.9! 45.7 
 
 39.2 
 
 34.3 
 
 27.4 
 
 22.9 
 
 10 
 
 30.84 
 
 0.09 
 
 666.7 
 
 61.7 
 
 49.3 
 
 41.1 
 
 35.2 
 
 30.8 
 
 24.7 
 
 20.6 
 
 11 
 
 30.80 
 
 0.11 
 
 733.3 
 
 56.0 
 
 44.8 
 
 37.3 
 
 32.0 
 
 28.0 
 
 22.4 
 
 18.7 
 
 12 
 
 30 77 
 
 0.14 
 
 800.0 
 
 51.3! 41.0 34.2 
 
 29.3 
 
 25.6 
 
 20.5 
 
 17.1 
 
 13 
 
 28.34 
 
 0.16 
 
 866.7 
 
 43.6 34.9 
 
 29.1 
 
 24.9 
 
 21.8 
 
 17.4 
 
 14.5 
 
 14 
 
 26.25 
 
 0.19 
 
 933.3 
 
 37.5; 30.0 
 
 25.0 
 
 21.4 
 
 18.7 
 
 15.0 
 
 12.5 
 
 15 
 
 24.43 
 
 0.21 
 
 1000.0 
 
 32. 6i 26.1 
 
 21.7 
 
 18.6 
 
 16.3 
 
 13.0 
 
 10.9 
 
 16 
 
 22.84- 
 
 0.24 
 
 1066.7 
 
 28.6 22.8 
 
 19.0 
 
 16.3 
 
 14.3 
 
 11.4 
 
 9.5 
 
 17 
 
 21.43 
 
 0.28 
 
 1133.3 
 
 25.2 20.2 
 
 16.8 
 
 14.4 
 
 12.6 
 
 10.1 
 
 8.4 
 
 18 
 
 20.18 
 
 0.31 
 
 1200.0 
 
 22.4 17.9 
 
 14.9 
 
 12.8 
 
 11.2 
 
 9.0 
 
 7.5 
 
 19 
 
 19.05 
 
 0.34 
 
 1266.7 
 
 20.0 16.0 
 
 13.4 
 
 11.5 
 
 10.0 
 
 8.0 
 
 6.7 
 
 20 
 
 18.03 
 
 0.38 
 
 1333.3 
 
 18.0 14.4 
 
 12.0 
 
 10.3 
 
 9.0 
 
 7.2 
 
 6.0 
 
 21 
 
 17.11 
 
 0.42 
 
 1400.0 
 
 16.3! 13.0 
 
 10.9 9.3 
 
 8.1 
 
 6.5 
 
 5.4 
 
 22 
 
 16.27 
 
 0.46 
 
 1466.7 
 
 14. 81 11.8 
 
 9.9 8.5 
 
 7.4 
 
 5.9 
 
 4.9 
 
 23 
 
 15.49 
 
 0.50 
 
 1533.3 
 
 13.5 
 
 10 8 
 
 9.0 7.7 
 
 6.7 
 
 5.4 
 
 4.5 
 
 24 
 
 14.78 
 
 0.55 
 
 1600.0 
 
 12.3 
 
 9.8 
 
 8.2 7.0 
 
 6.1 
 
 49 
 
 4.1 
 
 25 
 
 14.13 
 
 0.59 
 
 1666.7 
 
 11.3 
 
 9.0 
 
 7.5 
 
 6.5 
 
 5.6 
 
 4.5 
 
 3.8 
 
 26 
 
 13.52 
 
 0.64 
 
 1733.3 
 
 10.4 
 
 8.3 
 
 6.9 
 
 6.0 
 
 5.2 
 
 4.2 
 
 3.5 
 
 27 
 
 12.95 
 
 0.69 
 
 1800.0 
 
 9.6 
 
 7.7 
 
 6.4 
 
 5.5 
 
 4.8 
 
 3.8 
 
 32 
 
 28 
 
 12.42 
 
 0.75 
 
 1866.7 
 
 8.9 
 
 7.1 
 
 5.9 
 
 5.0 
 
 4.4 
 
 3.5 
 
 3.0 
 
 29 
 
 11.93 
 
 0.80 
 
 1933.3 
 
 8.2 
 
 66 
 
 5.5 
 
 4.7 
 
 4.1 
 
 3.3 
 
 2 7 
 
 30 
 
 11.47 
 
 0.86 
 
 2000.0 
 
 7 6 
 
 6.1 
 
 5.1 
 
 4.3 
 
 3.8 
 
 3.0 
 
 2.5 
 
 31 
 
 11.03 
 
 0.92 
 
 2066.7 
 
 7.1 
 
 5.7 
 
 4.7 
 
 4.0 
 
 3.5 
 
 2.8 
 
 2.4 
 
 32 
 
 10.62 
 
 0.98 
 
 2133.3 
 
 6.6 
 
 5.3 
 
 4.4 
 
 3.8 
 
 3.3 
 
 2.6 
 
 2 2 
 
 33 
 
 10.23 
 
 1.04 
 
 2200.0 
 
 6.2 
 
 5.0 
 
 4.1 
 
 3.5 
 
 3 1 
 
 2.5 
 
 2.1 
 
 34 
 
 9.87 
 
 1.10 
 
 2266.7 
 
 5.8 
 
 4.7 
 
 3.9 
 
 3.3 
 
 2.9 
 
 2.3 
 
 1.9 
 
 35 
 
 9.52 
 
 1.17 
 
 2333.3 
 
 5.4 
 
 4.3 
 
 3.6 
 
 3.1 
 
 2.7 
 
 2.2 
 
 1.8 
 
 36 
 
 9.19 
 
 1.23 
 
 2400.0 
 
 5.1 
 
 4.1 
 
 3.4 
 
 2.9 
 
 2.5 
 
 2 
 
 1.7 
 
 37 
 
 8.87 
 
 1.30 
 
 2466.7 
 
 4.8 
 
 3.8 
 
 3.2 
 
 2.7 
 
 2.4 
 
 1.9 
 
 1.6 
 
 38 
 
 8.57 
 
 1.37 
 
 2533.3 
 
 4.5 
 
 3.6 
 
 3.0 
 
 2.6 
 
 2.3 
 
 1.8 
 
 1.5 
 
 39 
 
 8.29 
 
 1.45 
 
 2KOO.O 
 
 4.3 
 
 3.4 
 
 2.8 
 
 2.5 
 
 2.2 
 
 1.7 
 
 1.4 
 
 40 
 
 8.02 
 
 1.52 
 
 2666.7 
 
 4.0 
 
 3.2 
 
 2.7 
 
 2.3 
 
 2.0 
 
 1.6 
 
 1.3 
 
ARCHITECTURAL IRON WORK. 
 
 Ill 
 
 KELATIVE EFFICIENCY OF BEAM. 
 It is obviously most economical to employ the beam which 
 shall support the greatest load in proportion to its weight. 
 The following table presents the strength of each pattern of 
 beam divided by its weight, and gives the means of comparing 
 the economical efficiency of the different sections. The higher 
 prices per pound of the larger beams diminish somewhat 
 their relative economy ; but still it will be found that, when 
 the circumstances admit of their use, the deepest beams are the 
 most economical. 
 
 TRENTON BEAM. 
 
 C_ 
 w 
 
 TRENTON BEAM. 
 
 _ 
 W~~ 
 
 4 inch, Light . 
 
 10 03 
 
 9 inch Light 
 
 21 73 
 
 " Heavy 
 
 9 95 
 
 '' Heavy 
 
 Z2 28 
 
 5 inch Light 
 
 12 90 
 
 " Extra 
 
 21 44 
 
 ' ' Heavy 
 
 12 27 
 
 10 inch, Light 
 
 27 20 
 
 6 inch, Light 
 
 15 65 
 
 
 26 64 
 
 ' ' Heavy. . . 
 
 15 36 
 
 12 inch, Light 
 
 30 64 
 
 7 inch 
 
 16 92 
 
 
 28.41 
 
 8 inch, Light.. 
 
 20 75 
 
 15 inch Light . . 
 
 36 76 
 
 " Heavy 
 
 20 99 
 
 
 37 41 
 
 
 
 
 t 
 
 SETTING AND CONNECTING BEAMS. 
 
 Beams for floors with brick arches should have a bearing on 
 wall of about eight inches. 
 
 Tie-rods from inch to -J- inch diameter are ordinarily em- 
 ployed to take the thrust of the brick arches, and to add to the 
 security of the floor. These may be spaced from eight to ten 
 times the depth of the beam apart, and the holes for them are 
 usually punched at the centre of the depth of the beam. 
 
 When beams are used to support walls, or as girders to carry 
 floor-beams, they are often placed side by side, and should in 
 this case be furnished with cast-iron separators fitting between 
 the flanges, so as to firmly combine the two beams. These 
 separators may be placed about the same distance apart as the 
 tie-rods. 
 
112 
 
 ARCHITECTURAL IRON WORK. 
 
 BEAMS UNSUPPORTED SIDEWAYS. 
 The foregoing tables are calculated on the assumption that the 
 beams are secured against deflection sideways by filling in be- 
 tween them with brick arches, or in any other suitable manner. 
 Beam's unsupported sideways, of any considerable length, are li- 
 able to fall under a much lighter load by yielding laterally. 
 The following table gives a comparison of the loads which will 
 be supported safely in either case for each five feet of span : 
 
 1 
 
 
 4J 
 
 ft 
 
 1 
 
 1 
 
 f 
 
 
 
 uC 
 
 i 
 
 
 43 
 
 ,12 
 
 bo 
 
 1 
 
 s-S 
 
 TKENTON BEAM. 
 
 gs 
 
 *9 
 
 -S3 
 
 o ** 
 
 *a 
 
 gw 
 
 jg 
 
 o 
 
 S3 
 
 $8 
 
 i 
 
 
 
 
 e 
 
 c 
 
 1 
 
 .a 
 
 fl 
 
 e 
 
 .s 
 
 .s 
 
 02 
 
 
 *p 
 
 * 
 
 to 
 
 IO 
 
 CO 
 
 O 
 
 t- 
 
 oo 
 
 CO 
 
 10 
 
 Supported 
 
 1.45 
 
 1 78- 
 
 1.88 
 
 2,40 
 
 3. 06 
 
 3.76 
 
 4.95 
 
 6.64 
 
 8.27 
 
 
 Unsupported . . . 
 
 98 
 
 1 9,7 
 
 1.28 
 
 1 71 
 
 2.14 
 
 2.85 
 
 3.74 
 
 5.35 
 
 7.01 
 
 15 
 
 Supported 
 
 93 
 
 1 13 
 
 1.22 
 
 1 54 
 
 1.99 
 
 2.44 
 
 3.22 
 
 4 34 
 
 5.40 
 
 
 Unsupported 
 
 0.42 
 
 0.57 
 
 0.56 
 
 0.78 
 
 0.97 
 
 1.39 
 
 1.82 
 
 2.78 
 
 3.80 
 
 20 
 
 Supported 
 
 65 
 
 80 
 
 0.87 
 
 1 10 
 
 1.43 
 
 1.75 
 
 2.32 
 
 3.16 
 
 3.93 
 
 
 Unsupported 
 
 16 
 
 24 
 
 0.24 
 
 35 
 
 0.45 
 
 0.69 
 
 0.92 
 
 1.52 
 
 2.20 
 
 35 
 
 Supported 
 
 
 
 
 
 
 
 
 2.43 
 
 3.03 
 
 
 Unsupported 
 
 
 
 
 
 
 
 
 0.82 
 
 1.27 
 
 .! 
 
 cc 
 
 TRENTON BEAM. 
 
 e> 
 
 J 
 
 Oi 
 
 9 inch Ex- 
 tra Heavy. 
 
 i! 
 
 o 
 
 !>> 
 
 n 
 
 ^M 
 
 If 
 
 12K inch 
 Heavy. 
 
 15 inch 
 Light. 
 
 JO 
 
 10 
 15 
 20 
 25 
 
 Supported 
 Unsupported 
 
 7.48 
 5.71 
 4.89 
 2.84 
 3.57 
 1.48 
 2.75 
 0.76 
 
 9.31 
 7.54 
 6.09 
 3.94 
 4.44 
 2.18 
 3.43 
 1.20 
 
 13.19 
 
 11.08 
 8.62 
 5.98 
 6.28 
 3.42 
 4.84 
 1.95 
 
 12.83 
 11.94 
 9.27 
 6.53 
 
 6.80 
 3.80 
 
 5.28 
 2.26 
 
 16.13 
 15.42 
 11 66 
 8.63 
 8.55 
 5.18 
 6.44 
 3.16 
 
 18.64 
 16.12 
 12.26 
 9.00 
 9.01 
 5.40 
 7.02 
 3.31 
 
 25.27 
 22.53 
 16.61 
 13.00 
 12.20 
 8.07 
 9.51 
 5.14 
 
 24.8030.87 
 23.88 
 18.0024.43 
 13.5519.37 
 13.27 18.03 
 8.29 12.20 
 10.4014.13 
 5.22 7.92 
 
 Supported 
 
 Unsupported 
 Supported 
 Unsupported 
 
 Supported 
 Unsupported. . 
 
 The rule by which this table is calculated will, of course, 
 apply to beams of any span, and is as follows : 
 
 RULE. Multiply the co-efficient for strength in column II. 
 of the table of "Weights and Co-efficients " by the number 
 given in column IV., headed " Correction for Lateral Deflec- 
 tion," and divide the product by the number in column IV., 
 plus the square of the span taken in feet ; this quotient divided 
 by the span in feet will give the safe load in pounds. 
 
AKCHITECTUKAL IKON WORK. 
 
 113 
 
 .8 '> 
 
 10 <N TH ** 
 
 OS O O C5 O O 00 CO O 1C CO "^ -^ CO ^ t> O O 
 CJ CO CO CO *' *' iO O CO 6 00 W O CC O 10 O 
 
 
 
 GO 10 ^_ 05 l> TfH Oi 05 C5 CO CO IO O 
 
 TH' cj ci O? <M' cc o od ^' id t> t- 05' 
 
 T-(i-iOiTt<THi-iiOl>l> COCOOi-i 
 
 C5 rji {> CO 10 I-H (N 05 O CO GO Ci IO -* IO CO T^ OS 
 
 T-H 0*' -r-i <M* 05J CO* CO CO 10 CO ^ t> O GO CO O5 l> O 
 
 t> IO IO O t> 
 
 TMTH^WWCOCOCO^^Si 
 
 djjs- 
 
 IS 
 
 000' 
 
 1 O O OO 
 00 OO 
 
 
 III 
 
 I>OOOOOlOOO 
 
 lOlOOOiOOO 
 
 OOCiOCOCQI>lO 
 
 
 
114 
 
 ARCHITECTURAL EBON WORK. 
 
 a 
 
 <i 
 
 M 
 o 
 
 fc 
 
 o 
 
 H 
 
 ^5 
 W 
 
 P^ 
 
 CO 
 
 H 
 
 Q 
 
 hH 
 
 13 
 
 W 
 
 I 
 
 o 
 
 I 
 
 M 
 
 * 2 o 
 
 O (M CO 10 CO l> 
 CO TH 1O CO OS OO 
 
 TH* CQ ci id IO l> 
 
 M 
 
 11 1 
 
 C5 1> 00 rH 05 CO 
 t^ rH 00 rH rH 
 rH <M IO 00 00 OS 
 rH CM 
 
 tf 
 
 Ifii! 
 
 O 01 00 CM O 
 <M CO O 50 TH 
 
 CO* -^ O* J> 00 -rli 
 TH 
 
 M 
 
 . cc 
 
 CO fc- CM IO IO O 
 rj< JO OS (M *> 1> 
 
 CO CM OO OS CM rH 
 
 
 I 
 
 rH TH CM CM 10 10 
 
 !>" 
 
 "Si o^ 
 
 GO 
 tO 
 
 TH CO "^ CM *> 
 
 O CM CM OS t i 1 
 rH rH rH TH rH CO 
 
 * 
 
 
 CM CM CO CO tl< ^ 
 
 
 i 
 
 i 
 
 
 fii 
 
 o 
 
 rt< IO O -* CO OO 
 rH TH CM CO 
 
 M 
 
 N ^ 
 
 CO IO O O IO O 
 CO Tf 10 i- 00 ^J 
 
 
 
 
 
 
 : : 
 
 F 
 
 i 
 
 2 
 
 I ! 1 ! I ! 
 
 Hi W S B Hi W 
 n # /^. <^\ 
 
ARCHITECTURAL IRON WORK. 115 
 
 BEAMS USED AS PILLAKS OR STRUTS. 
 
 When a learn is used as a pillar or strut, and not as a 
 girder, to find the safe load in tons of 2,000 Ibs. which it will 
 support. If secured against deflection, either by having accu- 
 rately-faced capital and base, or in some other manner. 
 
 RULE. Multiply the area of cross-section of the beam given 
 in column IX. of the table of "Weights and Co-efficients" 
 by 3, and multiply that product by the number given in 
 column Y., and divide the product so found by the number 
 given in column Y., plus the square of the longest length of 
 the strut or pillar, which is unsupported sideways, taken in 
 feet ; or if, by reason of the pillar being supported sideways, 
 it will fail, if at all, by deflection edgeways, substitute in the 
 above rule for the number given in column Y. that given in 
 column YL, and for the longest length unsupported SIDEWAYS 
 substitute the longest length unsupported EDGEWAYS. 
 
 If the pillar is HINGED or NOT FACED AT THE ENDS, and thus 
 not secured against deflection, take in the foregoing rule one- 
 fourth of the number in column Y. or YL, instead of the 
 whole number. 
 
 EXAMPLE. What load will an 8-inch light beam, fifteen feet 
 long, and having ends accurately faced, support as a pillar 2 
 
 Area of cross-section, Col. IX. = 6.37. 
 
 Number in Col. Y. = ISO. 
 
 6.37 x 3 x 180 3440 
 
 180 + 225 
 
 If the strut is hinged at the ends so that its bearing opposes 
 no resistance to deflection sideways, then we should use the 
 
 1 SO 
 number -j- = 45, instead of 180, and we should have for the 
 
 load: 
 
 6.37 x 3 x 45 . 
 
 = 3 ' 2 tons ' 
 
 But if hinged so that it would deflect edgeways we should 
 
116 ARCHITECTURAL IRON WORK. 
 
 9AQQ 
 
 use the number in column YL, divided by 4, viz. : . = 658, 
 
 and the load would be 
 
 6.37 x 3 x 658 
 
 = 14.2 tons, 
 
 658 + 225 
 
 which is greater than the strength of the strut to resist deflec- 
 tion sideways, even when not hinged in that direction. Unless 
 supported sideways, therefore, the load for such a strut would 
 have to be limited to that found in the case first supposed, viz., 
 8.5 tons. 
 
 NOTES FOE ENGINEERS. 
 
 BASIS OF STRENGTH. 
 
 The co-efficients in the foregoing tables, except those in col- 
 umn III., headed " Maximum Load," correspond to a stress or 
 straining force of 12,000 Ibs. per square inch on the part of 
 the beam at which the strain is a maximum. The co-efficient 
 for strength, column II., divided by the clear span in feet, 
 gives the safe uniformly distributed load of the beam in Ibs. 
 The greatest SHEARING STRESS on the stem under the loads, 
 given in column III. as the maximum allowable, will be 4,000 
 Ibs. per square inch. For any stress not exceeding the " limit 
 of elasticity," which is about 21,000 Ibs. per square inch, the 
 amount of deflection will be in a certain direct proportion to 
 the load applied, and on the removal of the load the beam will 
 regain its original condition. For greater stresses the deflec- 
 tions will increase in a much more rapid ratio, and the beams 
 will retain a " permanent set." Experiments on the effect of 
 repeated applications and removals of the load, accompanied 
 with considerable vibration, appear, however, to show that 
 when a beam may be subjected to such repeated applications 
 of the load an indefinitely great number of times, the maxi- 
 mum stress should not exceed 16,000 Ibs. per square inch. 
 
ARCHITECTURAL IRON WORK. 117 
 
 The basis adopted in the above fable is therefore about one- 
 quarter of the ultimate stress for a single application of the 
 load ; four-sevenths of the limit of elasticity ; and three-quar- 
 ters of the safe stress for indefinitely repeated applications of 
 the load. The loads determined by the use of the co-efficients 
 will therefore be the SAFE WORKING PERMANENT OR DEAD LOADS, 
 including a sufficient margin of safe strength to allow for the 
 vibrations and ordinary contingencies to which the floor-beams 
 of buildings are subjected. 
 
 OTHER BASES OF STRENGTH. 
 
 If a greater or less basis of strength is preferred, the co-effi- 
 cients corresponding to it are found by increasing or diminish- 
 ing those given in columns II., IV., V., VI., in the same ratio 
 as the basis assumed is greater or less than the basis of 12,000 
 Ibs. taken for the table. The deflections will of course vary in 
 the same ratio as the co-efficients. 
 
118 
 
 ARCHITECTURAL IRON WORK. 
 
 CONDENSED TABLE OF WEIGHTS AND 
 STRENGTHS. 
 
 
 BEAMS. 
 
 To find the safe load in pounds for 
 
 Designation 
 
 
 Trenton Beams, when the beam is sup- 
 
 
 
 of 
 
 Weight 
 
 Co-efficient 
 
 ported at each end, and the load is UNI- 
 
 Beam. 
 
 per Foot 
 
 for 
 
 FORMLY DISTRIBUTED over the span. 
 
 
 in Pounds. 
 
 Strength. 
 
 RULE Divide the number given for the 
 
 Light 4 inch. 
 Heavy 4 ' 
 Light 5 ' 
 Heavy 5 ' 
 Light 6 ' 
 Heavy 6 
 Light 7 ' 
 8 ' 
 
 10 
 12* 
 10 
 18* 
 18* 
 16! 
 20 
 
 30 100 
 36 800 
 38 700 
 49 100 
 62 600 
 76 800 
 101 000 
 
 1 QK f)f)0 
 
 beam in the column headed " Co-efficient 
 for Strength," by the distance between 
 supports estimated in feet. The load so 
 found will be nearly one-third of the ulti- 
 mate or breaking strength of the beam. 
 When the load is concentrated entirely at 
 the centre of the beam, one-half the above 
 amount must be taken. 
 
 Heavy 8 ' 
 Light 9 ' 
 Heavy 9 ' 
 
 Extra 9 ' 
 
 26! 
 38* 
 
 LOO UUU 
 
 168 000 
 152 000 
 189 000 
 268 000 
 
 The DEFLECTION in inches, at the 
 middle of the span, for such distributed 
 load, will be found by dividing the square 
 of the span, taken in feet, by seventy (70) 
 
 Light 10^ ' 
 
 35 
 
 *O\JO \J\J\J 
 
 286 000 
 
 times the depth of the beam, taken in 
 
 Heavy 10-fc ' 
 
 Light 12} ' 
 Heavy 12} ' 
 Light 15 ' 
 Heavy 15 ' 
 
 45 
 41! 
 56! 
 50 
 
 360 000 
 377 000 
 511 000 
 551 000 
 748 000 
 
 inches. 
 EXAMPLE. What uniformly distributed 
 load will a 12} inch beam of 125 Ibs. per 
 yard, and having a clear span of 15 feet, 
 bear with safety, and what will be the de- 
 flection under this load? 
 
 CHANNELS. 377000 
 
 
 
 Light 6 inch. 
 
 11 
 
 41 800 
 
 Ans. = 
 
 25,133 
 
 Ibs. = SAFE LOAD. 
 
 Heavy 6 
 
 15 
 
 55 400 
 
 15 
 
 
 
 Light 9 
 
 16^ 
 
 101 000 
 
 
 
 
 
 Heavy 9 
 
 24 
 
 147 000 
 
 15x15 
 
 
 
 Light 12} 
 
 
 242 0< 
 
 
 
 26 in. : 
 
 = DEFLECTION. 
 
 Heavy 12} 
 
 46f 
 
 384 000 
 
 70x12} 
 
 
 
 PRICES OF 
 
 EOLLED I BEAMS AND CHANNELS. 
 
 10^ inch Beams, and smaller, not over 30 feet long, cents per Ib. 
 
 12} inch Beams, not over 25 feet long } " " 
 
 15 inch Beams, not over 20 feet long >i " " 
 
 Greater lengths, } cent per Ib. extra for each additional 5 feet, or part of 
 5 feet. 
 Price of Channels, \ cent per Ib. greater than that of Beams of same size. 
 
 " " Punching, } cent per Ib.; Plain Fitting, } cent per Ib. 
 
 " u Punching and Fitting on same beam, f cent per Ib. 
 
 " " Wrought Fittings, cts. per Ib. Cast Separators, cts. per Ib. 
 
 " " Painting Beams or Fittings, fa cent per Ib. 
 
ARCHITECTURAL IRON WORK. 119 
 
 TABLE OF STRENGTH OF RIYETED GIEDERS. 
 
 When loads or spans occur too great to admit of the use of 
 rolled beams, it becomes necessary to employ riveted girders 
 of greater depth. These are usually made either of I or box! 
 form, and the following tables enable the proper dimensions of 
 such girders to be determined with facility. 
 
 The numbers given in the tables are the products of that 
 portion of the SAFE DISTRIBUTED LOAD, in tons of 2,000 Ibs., 
 which can be borne by each of the component parts of the 
 girder, viz., the stem, the angle iron, and the top and bottom 
 flanges multiplied by the clear span in feet, and therefore the 
 sum of the numbers given by the three tables, divided by the 
 length of span, will give the safe load of the entire girder. 
 
 The tables are calculated assuming a maximum strain on the 
 iron of 12,000 Ibs. per square inch, and it is assumed that holes 
 for f " rivets are punched in the plates. The third table gives 
 the strength due to each inch of effective width of the top and 
 bottom plates, that is, of each inch of width in addition to the 
 diameter of the rivet-holes. 
 
 The deflection of the girders with the distributed loads given 
 by the tables will be, as in the case of rolled beams, equal to 
 the square of the span in feet divided by seventy times the 
 depth of the girder in inches. 
 
 If a less strain per square inch on the iron is desired, the 
 load given by the tables must be proportionately reduced. 
 
 The relative strength and deflection for loads other than uni- 
 formly distributed will be determined by the same rules as in 
 the case of rolled beams. Box girders have more stiffness side- 
 ways than those of the I form, and hence are used in cases 
 where the girder is unsupported laterally. In other cases the 
 I section is preferred, being more economical and more acces- 
 sible for painting. 
 
120 
 
 ARCHITECTURAL IRON WORK. 
 
 I 
 
 Jzj f^ 
 
 ^ a 
 
 5 w 
 
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 f 00 CO 00 CO 
 
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 10 i-i c- 16 -^ T}< o 
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 ARCHITECTURAL IRON WORK. 
 
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122 
 
 ARCHITECTURAL IRON WORK. 
 
 MOULDED EOLLED WKOUGHT IKON BEAMS. 
 
 The best form for wrought iron floor beams is that known 
 as I beams. When the fracture of a beam of any kind is pro- 
 duced by vertical pressure, the fibres of the lower section are 
 separated by extension, while at the same time those of the 
 upper portion are destroyed by compression. 
 
 In cast iron, the resistance to compression is about 6^- to 1 
 of tenacity ; therefore, to have the strongest section in 
 cast iron, the bottom flange must have 6^- times the 
 quantity of material that is contained in the top 
 flange. 
 
 In wrought iron, although the ultimate resistance to tension 
 is considerably greater than to compression, the amount of 
 extension or compression, within the limits of strength which 
 can be used in practice, is about the same for either force. 
 Makers of rolled beams, for convenience sake, etc., have 
 generally made the top and bottom flanges alike in weight and 
 shape. 
 
 The strength of a rolled beam lies mainly in its vertical 
 web, the strength being in proportion to the depth of web. 
 The horizontal flanges give it lateral stiffness or power to resist 
 buckling or bending side-ways. 
 
 In the Moulded Beam, the depth of web is increased, and 
 an additional amount of material put in the bottom flange. 
 
ARCHITECTURAL IRON WORK. 
 
 123 
 
 The entire weight of brick arches and the superimposed 
 load comes on the lower flanges of floor beams below 
 the neutral line. In the case of plate girders, the 
 entire weight is usually placed on the top above the 
 neutral line as, for instance, in sustaining a brick 
 wall. 
 
 Fairbairn lays down the rule for plate girders, that 
 the upper flange should be larger than the lower in 
 the ratio of 1.35 to 1 ; and it not only is advisable, but very 
 convenient to have the top plate to build upon wider than the 
 bottom. 
 
 When the weight comes on the lower flanges, as in the case 
 of floor beams, an approximate amount of material must be 
 
 provided in the lower flange to make up for the relatively 
 different positions of the load. On the beam, the load is at 
 the bottom ; on the girder, at the top. 
 
 For the reasons given, the Moulded Beams are stronger and 
 more rigid than the plain beams. Rigidity prevents vibration, 
 the avoidance of which is of great importance, for the admis- 
 sible deflection of beams is limited by the amount which 
 would cause the plastering of ceilings to crack. The limit of 
 deflection thus allowed in beams is one-thirtieth of an inch to 
 the foot of span one inch in thirty feet of span. 
 
 In cast iron, a knowledge of the absolute strength or resist- 
 ance to rupture of a beam is necessary. In wrought iron, a 
 knowledge of this kind is not so important as a knowledge of 
 
124 
 
 ARCHITECTUEAL IEON WORK. 
 
 the power to resist deflection. By a knowledge of the power 
 of a beam to recover itself after the removal of a load, is 
 ascertained what load may be placed upon it without injury to 
 the integrity of the metal ; that is, without set or permanent 
 deflection. 
 
 The Moulded Beams contain the same width and thickness 
 of top and bottom flanges, and the same thickness and depth 
 of web as the standard plain beams, and have in addition an 
 increased depth of web and an increased amount of iron un- 
 derneath the usual bottom flange ; the weights being in addi- 
 tion to the standard weights just what the moulding adds. 
 They must necessarily give better results in points of strength 
 and rigidity. They can, therefore, be placed farther apart 
 than the plain beams, and thus prove more economical. Or 
 a smaller size can be used, and be equivalent in strength to 
 larger sizes of plain beams a 9-inch moulded beam for a 
 10 inch plain beam, and so on. At the ends of the beams, 
 where they rest on the walls, small cast iron plates are used 
 so as to get level and solid bearings. 
 
ARCHITECTURAL IRON WORK. 
 
 125 
 
 Strength and ornament are combined. In buildings of a 
 public character, such as banks, offices, etc., the preferable 
 mode of construction is to use brick arches, and leave exposed 
 the lower flanges of the iron beams. The moulded bottom 
 flange makes a finished appearance underneath. 
 
 The moulding adds a weight to the beams as follows : 
 
 Per lineal foot : 
 
 2i Ibs. 3f Ibs. 5| IDS. 
 
 on on on 
 
 4 in. Beams, 6 in. Beams, 8 in. Beams, 
 
 Light and Heavy. Light and Heavy. Light and Heavy. 
 
 6i Ibs. 
 
 8 Ibs. 
 
 10 Ibs. 
 
 on 
 
 on 
 
 on 
 
 lO^in. Beams, 
 
 12^ in. Beams, 
 
 15 in. Beams, 
 
 Light and Heavy. 
 
 Light and Heavy. 
 
 Light and Heavy. 
 
 FIRE-PROOF CYLINDRICAL TILE FLOORS AND 
 
 CEILINGS. 
 
 To secure a flat fire-proof ceiling, the space between the 
 iron beams is filled in with a series of hollow cylinders, and 
 hollow double concave binders ; the abutment pieces, or end 
 binders, being shaped to fit the lower flange of the beam. 
 The material is of burnt clay. All parts are of equal thick- 
 ness, and being cylindrical, avoids tensile strain and throws 
 
126 ARCHITECTURAL IRON WORK. 
 
 the whole weight on the compress! ve strength of the hollow 
 cylinders, which form perfect arches in themselves, every inch 
 being equal in strength to resist the pressure brought thereon. 
 The pieces " break joints " with each other, and are laid up 
 with thin cement. Any variation of space is provided for by 
 a few different widths of binders. 
 
 This construction gives the strength of an arch, while, at the 
 same time, it provides a flat, level ceiling and floor, and forms 
 a perfect key for the plastering and hard-finish underneath. 
 No furring or lathing is required. The wooden floor boards 
 are laid upon wooden strips or joist ; the ends of the latter fit 
 under the top flange of the iron beams. A free circulation of 
 air thus surrounds the joist and floor boards, and preserves 
 them from dry-rot. 
 
 When desired or necessary, the wooden flooring may be dis- 
 pensed with, and the top covered with cement, or laid with 
 marble or stone slabs. 
 
 The forms secure the maximum of strength, durability, and 
 compactness consistent with the greatest economy of material 
 and labor. Mechanically the construction is correct, while the 
 material is the only one known of such an indestructible char- 
 acter as to resist the attacks of fire, water, extreme changes of 
 temperature, or all these combined. This material the same 
 as bricks are made of has been proven by the experience of 
 centuries to be the only practical fire-proof building material 
 in existence. 
 
 Unlike the thousand and one modern conglomerations intro- 
 duced under as many different names, and all equally deficient 
 in the first elements of fire-resisting qualities, the tile used is 
 identical with the ancient burnt clay found among the ruins 
 of every country yet discovered. 
 
 ADVANTAGES. 
 
 A saving of WEIGHT of forty per cent., which admits of a 
 
ARCHITECTURAL IKON WORK. 127 
 
 great reduction in weight of iron beams, thickness of side 
 walls and foundation. 
 
 A LEVEL CEILING AND FLOOR, dispensing with furring and 
 lathing ; also with the concrete filling always necessary on the 
 top of the old method of solid brick arches. 
 
 HEIGHT of three inches is saved between ceiling and floor. 
 
 The work can be LAID UP IN ANY SEASON OF THE YEAE. 
 
 SAVING IN TIME, as the work is dry almost as soon as laid. 
 
 STRENGTH AND ELASTICITY IN RESISTING SUDDEN IMPACT, and 
 able to carry with safety 2,000 pounds on each superficial foot, 
 without apparent deflection. It will, indeed, sustain a load far 
 beyond the carrying strength of the iron beams. 
 
 No CRACKING OF CEILINGS can occur, thus avoiding the peri- 
 odical patcliing up of plastering, and consequent repeated 
 renewing of painting and decorations. 
 
 This floor is SOUND-PROOF, dry, and of even temperature, and 
 will last for ages. 
 
 It is made of material abundant all over the world, and 
 always available and cheap. It is the ONLY MATERIAL REALLY 
 FIRE-PROOF and indestructible to time and the elements. 
 
 SPECIFICATION 
 
 OF CYLINDRICAL TILE FLOORS AND CEILINGS. 
 
 The spaces between the iron floor beams shall be filled in with 
 hollow cylinders eight inches in diameter, and hollow double 
 concave binders corresponding to same ; the abutment pieces, 
 or end binders, being made to fit the lower flange of the beam 
 and to project about half an inch below the same. Any variations 
 in spaces of beams is to be provided for by different widths 
 of binders. The material to be red clay (or fire-clay), well 
 burned, and made not less than three-fourths of an inch in the 
 thinnest parts, and the outer surfaces grooved or roughened to 
 
128 ARCHITECTURAL IKON WORK. 
 
 give adhesion to the plaster. The pieces shall be about twelve 
 inches in length each, and shall break joints with each other, 
 and kept horizontal on the under side by being laid up on 
 proper flat centres. The work shall be laid up with [Portland] 
 cement mortar in proportion of one of cement to three of 
 sand. The top of the tiles to receive a coat of same kind of 
 cement mortar, half inch thick, laid water-tight. The under 
 side of iron beams (plain beams) to receive a coat of gauged 
 mortar to make them level with the tiles. Do all cutting for 
 tie-rods ; make good after gas and other pipes are laid ; repair 
 any damage done ; and deliver the work ready for plastering. 
 Furnish all scaffolding, centres, tools, materials, etc., for set- 
 ting the work. Water will be provided to the contractor at a 
 central point in the building, on all the stories, into tanks or 
 tubs by him provided. The work to progress as the architect 
 will direct. Make such tests of strength as may be required, 
 by placing at the places the architect may select weights up 
 to 1,200 Ibs. on the square foot, which the tile are to support 
 without apparent deflection. 
 
 COST OF TILE FLOOES. 
 
 Tiles, $85.00 per M. , is per foot sup 18 c. 
 
 Breakage, etc 2 
 
 Laying up, on each 100 feet square. 
 
 1 bbl. Portland cement $6.00 
 
 3" sand 50 
 
 $6.50 
 
 Labor, 1 mason, $3 ; 1 helper, $1.50 4.50 
 
 Scaffolding 1.50 
 
 Cartages 1 .00 
 
 Handling, etc 50 
 
 $14.00 is 14 
 
 Royalty 3 
 
 Cost per superficial foot 37 c. 
 
 Add profit 15 per cent. 
 
ARCHITECTUEAL IKON WOKK. 129 
 
 TEST OF STRENGTH. 
 
 From the Engineer's Report of the test of strength of the Cylindrical Tile Floors, made at the 
 new Capitol building at Albany, N. Y., January 21, 1874, under the direction and in the presence 
 of the Hon. Wm. J. McAlpine, Chief Engineer : 
 
 " A section of 8 inch diameter tiles, 1 foot wide by a span of 4 feet, was built in between two 
 wrought-iron beams placed 4 feet apart and elevated above the floor. On the centre of the sec- 
 tion of tile a plate 12" x 12" was laid, and on this plate a total weight of 3,604 Ibs. was placed. 
 This weight remained on over night say 14 hours. No perceptible deflection took place ; and 
 the section after the removal of the weight was apparently in as good condition as before the test 
 was made. 
 
 " The weight of 3,604 Ibs. in the centre is equivalent to about double the weight equally dis- 
 tributed, or 7,200 Ibs., which would give 1,800 Ibs. per foot superficial. Say only one-half of this 
 result be taken, 900 Ibs., so as to be absolutely on the safe side. Now as a variable load equal to 
 a crowd of people may be taken at 120 Ibs. per foot floor surface, there would be a safe margin of 
 over seven times the required strength. 
 
 " For warehouses the load to be carried should be computed at 350 Ibs. and upwards. The test 
 of the tiles show an ample margin. 
 
 " The test shows that for all practicable purposes the Cylindrical Hollow Tile Floors (con- 
 structed as shown in the illustration) have ample strength for the purposes for which they are 
 intended, and far beyond the carrying strength of the iron beams of the usual size and placed 
 the usual distances apart. 
 
 " A strength beyond this is useless. It is asserted that the section already tested will bear a 
 weight applied in the centre of 8,000 Ibs. and upwards as its absolute strength. This would be 
 an enormous load. But beyond the results already attained nothing further can be desired in 
 strength. 
 
 (Signed) PETEB HOGAN, C.E." 
 
 IRON EOOFS. 
 
 As many elaborate treatises on Hoofs are published, more 
 than a general reference will not be made. Iron trusses for 
 rafters combine lightness, strength, durability, and consequent 
 economy. For simplicity and economic arrangement of ma- 
 terial, Figs. 1 and 2 are most generally adopted in practice. 
 
 For principals, I beams make very good rafters, and in light 
 trusses, T bars, with or without a plate ri vetted to the upper 
 flange, answer every purpose. Struts may be made of T bars 
 or angle iron, as these forms afford great facility for attach- 
 ment to the rafters. 
 
 Fig. 3 shows the modification of the ordinary King and 
 Queen Truss as adapted to wrought iron. Figs. 4 and 5 are 
 circular roofs, the details being very similar to those for double 
 pitch roofs. 
 9 
 
130 
 
 ARCHITECTURAL IKON WORK. 
 
 Say 57 ft. 
 
 FIG. 1. 
 
 Say 112 ft. 
 FlG. 2. 
 
 Say 134 ft. 
 FIG. 3. 
 
 Say 63 ft. 
 FIG. 4. 
 
 Say 45 ft. 
 
 FIG. 5. 
 
AKCHITECTUEAL IRON WORK. 
 
 131 
 
 Ties may be of flat or round bars, attached by eyes and pins 
 or screw ends. Care should be especially taken to properly 
 proportion the dimensions of eyes and pins to the strains upon 
 them. A very good and safe rule in practice is to make the 
 diameter of the pin from three-fourths to four-fifths of the 
 width of the bar in flats, and one and one-fourth times the 
 diameter of the bar in rounds, giving the eye a sectional area 
 of fifty per cent, in excess of that of the bar. The thickness 
 of flat bars should be at least one-fourth of the width, in order 
 to secure good bearing surface on the pin, and the metal at the 
 eyes should be as thick as the bars on which they are upset. 
 
 The details of roof trusses vary to suit the character of the 
 work, and the sections of iron employed. The heel of the 
 rafter usually rests on the wall, in a cast-iron skewback fitted 
 to the beam, and sloping to the angle required by the pitch of 
 the roof (see Fig. 6). The struts are attached to the rafters by 
 cast caps, or by wrought strap plates (see Fig. 7), and the joint 
 at their feet made either for pin or screw connections (see Fig. 
 8). The peak is joined by wrought plates and bolts, the beams 
 having been cut to the required angle (see Fig. 9). 
 
 FIG. 6. HEEL. 
 
 FIG. 7. STRUT HEAD- 
 
 FIG. 8 STRUT FEET. 
 
132 
 
 ARCHITECTURAL IRON WORK. 
 
 FIG. 9. PEAKS. 
 
 In roofs of wide span, provision for expansion of the iron, 
 due to changes of temperature, must be made by .resting the 
 skewback of one end of the truss on a cast wall-plate, with 
 rollers interposed to permit of the sliding of the heel without 
 straining the wall ; but this precaution is not necessary in roofs 
 of sixty feet span or less. Careful experiments have proved 
 that an iron rod one hundred feet long will vary about -j^- of a 
 foot for a change of temperature of 150 degrees Fahren., and 
 as this is the greatest range to which iron beams and rods in a 
 building would probably be subjected in this climate, compen- 
 sation to that amount would be sufficient for all purposes. For 
 sixty feet span the vibration of each wall would then be only 
 j-j-jnf ^ a ^t e ith er wa J from the perpendicular, a variation 
 so small and so gradually attained that there is no danger in 
 imposing it upon the side walls by firmly fastening to them 
 each heel of the rafter. Expansion is also provided against by 
 fastening down one heel with wall bolts, and allowing the 
 other to slide to and fro on the wall-plate, without rollers, as 
 shown in Fig. 10. 
 
 FIG. 10. 
 
 In estimating the strains on roofs, the weight of the struc- 
 ture itself, as well as the loads to be supported, must be taken 
 
ARCHITECTURAL IRON WORK. 
 
 133 
 
 into account. Tredgold's assumption of the total maximum ver- 
 tical load at forty pounds per square foot of horizontal surface 
 is usually considered sufficiently high ; but, if a floor or ceiling is 
 suspended to the tie beam, or should the under side of the rafters 
 be boarded and plastered, it is evident that these additional 
 weights require more strength in the roof for their support. 
 
 For ordinary roofs of short span, thirty pounds per square 
 foot is quite enough, however ; and for long spans over sixty 
 feet, thirty-five pounds will be sufficient to provide for with 
 the factors of safety in the material that are usually adopted. 
 The stress upon each member of the truss having been found by 
 any of the methods of calculation preferred, the sectional areas 
 may be found by taking the tensile strength of good wrought 
 iron at 10,000 pounds per square inch, and the compressive 
 resistance of beam or shape iron at from 6,000 or 8,000 for the 
 same unit of section. The smaller or counter-balance rods 
 ought to be made strong enough to resist strains induced by 
 wind pressure on one side of the roof only the other half 
 being unloaded. 
 
 Lateral braces, as in Fig. 11, should be provided in each 
 end panel of straight roofs, as well to secure the roof during 
 erection as to provide an abutment that will uphold the whole 
 in case of fire or accident. From the panels so braced, tie 
 rods run to each of the other rafters, and, with the purloins, 
 unite the roof into a firm and compact whole. The gable 
 walls are sometimes used to anchor the end rods into, but the 
 method shown in the figure is that which is generally preferred. 
 
 IT 
 
 X 
 
 
 
 
 
 
 X 
 
 1 
 
 | 
 
 X 
 
 
 
 
 
 
 X 
 
 
 | 
 
 X 
 
 
 
 
 
 
 X 
 
 
 1 
 
 X 
 
 
 
 
 
 
 X 
 
 I 
 
 FIG. 11. 
 
134 
 
 ARCHITECTURAL IRON WORK. 
 
 Main rafters may be spaced from four to twenty feet apart, the 
 spacing being regulated by the size of the purlin, and this again 
 by the material used for covering. For slate on iron purlins a 
 convenient spacing is about eight feet between centres of raft- 
 ers, the angle iron purlins being put at seven to fourteen inches 
 apart, according to the size of the slate used, and notched at 
 the ends into the flanges of the rafters. They are held in 
 place by tie rods that reach from rafter to rafter the entire 
 length of the building, three or four rows of these rods being 
 placed between peak and heel, at from six to eight feet in- 
 tervals. On the iron purlins the slate is laid directly and held 
 down by copper or lead nails, clinched around the angle bar, 
 as shown in Fig. 12. 
 
 FIG. 12. PURLINS. 
 
 "When greater intervals are used in spacing rafters, the pur- 
 lins may be light beams fastened on top or against the sides of 
 the principals with brackets, allowance always being made for 
 longitudinal expansion of the iron by changes of temperature. 
 On these purlins are fastened wooden jack rafters, carrying the 
 sheathing boards or laths, on which the metallic or slate cov- 
 ering is laid, in the usual manner ; or sheets of corrugated iron 
 may be fastened from purlin to purlin, and the whole roof be 
 entirely composed of iron. 
 
 When the rafters are spaced at such intervals as to cause too 
 much deflection in the purlines, they may be supported by a 
 
ARCHITECTURAL IRON WORK. 
 
 135 
 
 light beam, placed midway between the rafters and trussed 
 transversely with posts and rods. These rods pass through the 
 rafters and have beveled washers, screws, and nuts at each end 
 for adjustment (see Fig. 13). 
 
 r 
 
 
 
 D 
 
 
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 j 
 
 
 
 
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 FIG. 13. IRON PURLINS TRUSSED. 
 
 By alternating the trusses on either side of the rafter 
 and slightly increasing the length of the purlins above them, 
 leaving all others with a little play in the notches, sufficient 
 provision will be made for any alteration of length in the roof, 
 due to changes of temperature. 
 
 When wooden purlins are employed, they may be put be- 
 tween the rafters, and held in place by tie rods, or on top, and 
 fastened to the rafter by brackets (see Fig. 14). 
 
 FIG. 14. WOODEN PURLINS. 
 
 The sheathing boards and covering are then nailed down on 
 top of all in the usual manner. 
 
 In Fig. 15 the purlins of angle iron carry wooden strips, to 
 which are nailed the sheathing boards and covering material. 
 
136 
 
 ARCHITECTURAL IRON WORK. 
 
 FlG. 15. 
 
 Light arches of tiles or hollow bricks may be turned on the 
 lower flanges of smaller transverse beams, as described for 
 floors. 
 
 When desired ventilators or lanterns are added along the 
 ridge of the roof, the attachments being securely made to the 
 rafters by wrought brackets and bolts, and the bracing effected 
 in a cheap and thorough manner by two tie rods that run from 
 the peak of the rafter to the angle between the post and rafter 
 of the ventilator, the covering material being attached as de- 
 scribed for the main rafters. Phoenix Iron Works. 
 
 MANSAKD EOOFS. 
 
 The best fire-proof Mansard roof, and one that has been ex- 
 tensively used, is constructed with a continuous bed-plate, top 
 beam, and uprights, all bolted together, thus forming a rigid 
 framework of iron and then filled in with hollow baked clay 
 tiles. 
 
 The front of the building is carried up vertically to the 
 raking line of the Mansard. The preferable way, even when the 
 front is of cast iron, is to build up a twelve-inch brick wall. On 
 this is laid a cast-iron plate, channel-shaped, 10 inches wide 
 by -J inch thick, the edges turning up 2 inches. The top plate, 
 same shape, 6 inches wide and inch thick. The rafters are 
 H shape, 3x2+J, with an open additional web projecting 
 
ARCHITECTURAL IRON WORK. 137 
 
 3 inches at top and 7 inches at bottom. In this web wrought 
 iron pins are cast rivets, with the heads in the casting at 
 the proper distances, as required by the size of slate to be 
 used. The rafters are bolted to the bottom plate, each with 
 two \ inch bolts and nuts, and to the top plate with one f inch 
 bolt and nut. The rafters should not be placed more than 
 
 4 feet apart and set up on an inclined line. Purlins of 1 x fg-, 
 are placed on the outside of the rafters. The purlins are 
 first laid on the rafters and marked for punching. The 
 purlins, after being punched with holes to correspond with 
 the positions of the pins, are laid on, and the pins partly 
 sniped off and hammered down. 
 
 All necessary straps, anchors, etc., must be furnished. 
 
 The iron frame to be filled in with hollow baked clay-tiles, 
 4r inches wide, laid up in cement. The back of the tiles 
 facing the room to be plastered and hard finished. 
 
 The slate on the iron purlin bars to be hung with suitable 
 copper wire, carefully twisted, two wires to each slate, and the 
 slate made to lay flat. 
 
 In case of a required alteration from a wooden mansard to a 
 fire-proof construction, all the present wood-work must be 
 taken down and removed ; a board partition put up about ten 
 feet back from the front; and such scaffolding, etc., as 
 necessary, provided ; all cutting and bracketing done that may 
 be necessary ; the floor, etc., pieced out, to correspond with the 
 present flooring, etc.; do all patching and piecing out and 
 making good that may be required ; the iron and tile and 
 plastering work, as in the case of a new roof ; take off the 
 present galvanized iron-top cornice, etc. ; carefully remove the 
 slate ; re-hang the old slate with copper wire ; put up gal- 
 vanized dormer windows in place of the present wooden ones, 
 to be exactly alike in design as the ones now on the building, 
 the dor mere to be braced with iron and the top of the frame 
 covered with corrugated galvanized iron No. 20; put gal- 
 
138 
 
 ARCHITECTURAL IKON WOEK. 
 
 vanized iron cheeks and window heads to the window frames 
 inside ; all bracing to be done in iron ; make the tin work on 
 roof good where injured during the progress of the work ; 
 replace the iron top cornice; do generally all the galvanized 
 iron work and tin work requisite to be done in and about the 
 work, and leave all water-tight at completion ; do all carpen- 
 tering and mason work requisite to be done; cover in the 
 opening each night with canvas of sufficient size as to protect 
 the building and goods stored therein from injury during the 
 progress of the work ; all the exposed iron work to be painted 
 two coats best white lead and linseed oil paint; outside the 
 color to correspond with the present color of front; inside 
 work painted white or such color as directed. 
 
 PIG IEOK 
 
 Highest and lowest quotations of Pig Iron, at New York, 
 per ton, from 1825 to 1875 inclusive : 
 
 Year. 
 
 Lowest. 
 
 Highest. , 
 
 Year. 
 
 Lowest. 
 
 Highest. 
 
 1825 
 
 $ 35 00 
 
 $75 00 
 
 1861 
 
 $19 00 
 
 $25 00 
 
 1826 
 
 50 00 
 
 70 00 
 
 1852 
 
 19 00 
 
 31 00 
 
 1827 
 
 50 00 
 
 55 OQ 
 
 1853 
 
 28 50 
 
 38 00 
 
 1828 
 
 50 00 
 
 55 00 
 
 1854 
 
 32 00 
 
 41 50 
 
 1829 
 
 40 00 
 
 50 00 
 
 1855 
 
 27 50 
 
 36 00 
 
 1830 
 
 40 00 
 
 50 00 
 
 1856 
 
 29 00 
 
 37 00 
 
 1831 
 
 40 00 
 
 47 50 
 
 *1857 
 
 29 00 
 
 36 00 
 
 1832 
 
 40 00 
 
 47 50 
 
 1858 
 
 23 00 
 
 27 00 
 
 1833 
 
 37 50 
 
 47 50 
 
 1859 
 
 23 00 
 
 30 00 
 
 1834 
 
 38 00 
 
 45 00 
 
 1860 
 
 22 50 
 
 27 00 
 
 1&35 
 
 38 00 
 
 42 50 
 
 1861 
 
 20 00 
 
 25 00 
 
 1836 
 
 40 00 
 
 60 00 
 
 *1862 
 
 21 00 
 
 33 50 
 
 *1837 
 
 40 00 
 
 70 00 
 
 *1863 
 
 30 00 
 
 45 00 
 
 *1838 
 
 37 50 
 
 50 00 
 
 *1864 
 
 47 50 
 
 70 00 
 
 1839 
 
 37 50 
 
 42 50 
 
 1865 
 
 35 00 
 
 55 00 
 
 1840 
 
 34 00 
 
 38 00 
 
 1866 
 
 42 00 
 
 55 00 
 
 1841 
 
 32 00 
 
 37 50 
 
 1867 
 
 38 00 
 
 49 00 
 
 1842 
 
 23 50 
 
 35 00 
 
 1868 
 
 35 00 
 
 45 00 
 
 1843 
 
 22 50 
 
 32 00 
 
 1869 
 
 39 00 
 
 42 00 M 
 
 1844 
 
 30 00 
 
 35 00 
 
 1870 
 
 31 00 
 
 &5 00^ o 
 
 1845 
 
 30 00 
 
 42 00 
 
 1871 
 
 30 00 
 
 38 00 ! H* 
 
 1846... 
 
 35 00 
 
 42 50 
 
 1872 
 
 36 00 
 
 53 00 ! > 
 
 1847 
 
 33 00 
 
 42 50 
 
 1873 
 
 33 00 
 
 48 00 | 3 
 
 1848 
 
 26 50 
 
 37 50 
 
 1874 
 
 26 00 
 
 33 00 1 . 
 
 1849 
 
 22 50 
 
 26 UO 
 
 1875 
 
 24 00 
 
 27 OOJ 9 
 
 1850... 
 
 22 00 
 
 24 00 
 
 
 
 
 * Years of bank suspension. 
 
ARCHITECTURAL IRON WORK. 
 
 Price of No. 1 Anthracite Foundry Pig Iron, per to 
 1844 to 1875 inclusive : 
 
 Year. 
 
 Av. 
 
 Year. 
 
 Av. 
 
 1844 
 
 820 
 
 I860 
 
 $23 
 
 1845 
 
 29 
 
 1861 
 
 20 
 
 1846 
 
 28 
 
 1802 
 
 24 
 
 1847 
 
 30 
 
 1863 
 
 35 
 
 1848 
 
 27 
 
 1864 
 
 59 
 
 1849 
 
 23 
 
 1865 
 
 46 
 
 1850 . . . 
 
 21 
 
 1866 
 
 47 
 
 1851 
 
 21 
 
 1867 
 
 44 
 
 1852 
 
 23 
 
 1868 
 
 39 
 
 1853 
 
 36 
 
 1869 
 
 41 
 
 1854 
 
 37 
 
 1 870 
 
 33 
 
 1855 
 
 38 
 
 1871 
 
 35 
 
 1856 
 
 27 
 
 1872 
 
 49 
 
 1857 
 
 26 
 
 1873 
 
 47 
 
 1858 
 
 22 
 
 1874 
 
 30 
 
 1859. . 
 
 23 
 
 1875 
 
 26 
 
 BAK IKON. 
 
 Highest and lowest quotations of Bar Iron, at New York, 
 per ton, from 1825 to 1875 inclusive : 
 
 Year. 
 
 Lowest. 
 
 Highest. 
 
 Year. 
 
 Lowest. 
 
 Highest. 
 
 18^5 
 
 $85 00 
 
 $115 00 
 
 1851... 
 
 $&3 00 
 
 $40 00 
 
 1826 ... 
 
 85 00 
 
 100 00 
 
 1852 
 
 34 00 
 
 55 00 
 
 1827 .... 
 
 77 00 
 
 90 00 
 
 1853 
 
 50 00 
 
 75 00 
 
 1823 ... 
 
 77 50 
 
 82 50 
 
 1854 
 
 62 50 
 
 77 50 
 
 1829 
 
 75 00 
 
 82 50 
 
 1855 
 
 55 00 
 
 66 00 
 
 1830 
 
 72 50 
 
 77 50 
 
 1856 
 
 50 00 
 
 65 00 
 
 1831 
 
 72 00 
 
 80 00 
 
 *1857 
 
 53 00 
 
 62 00 
 
 1832 .. .. 
 
 72 00 
 
 75 00 
 
 1858... 
 
 44 00 
 
 55 00 
 
 1833 
 
 72 00 
 
 75 00 
 
 1859 
 
 42 50 
 
 48 00 
 
 1834 
 
 71 00 
 
 75 00 
 
 1860. ... 
 
 41 00 
 
 43 00 
 
 1835 
 
 67 00 
 
 75 00 
 
 1861 
 
 40 00 
 
 50 00 
 
 1836 
 
 67 00 
 
 72 50- 
 
 *1862 
 
 50 00 
 
 70 00 
 
 * 1837 
 
 75 00 
 
 100 00 
 
 *18K3 
 
 72 50 
 
 75 00 
 
 *1838 
 
 86 00 
 
 105 00 
 
 *1864 
 
 105 00 
 
 220 00 
 
 1839 
 
 85 00 
 
 90 00 
 
 1865 
 
 95 00 
 
 180 00 
 
 1840 
 
 82 50 
 
 95 00 
 
 1866 
 
 94 00 
 
 110 00 
 
 1841 .... 
 
 70 00 
 
 82 50 
 
 1867 
 
 85 00 
 
 105 00 
 
 1P42 
 
 62 50 
 
 75 00 
 
 1868 
 
 90 00 
 
 92 50 
 
 1843 
 
 55 00 
 
 62 50 
 
 1869 
 
 85 00 
 
 90 00 
 
 1844 
 
 55 00 
 
 60 00 
 
 1870 
 
 77 50 
 
 95 001 ^ 
 
 1845 .... 
 
 57 50 
 
 62 50 
 
 1871 . 
 
 75 00 
 
 90 00 3 
 
 1846 
 
 62 50 
 
 80 00 
 
 1872 
 
 87 50 
 
 116 00 ! 3 
 
 1847 
 
 75 00 
 
 80 00 
 
 1873 
 
 68 00 
 
 100 00 f OT 
 
 1848 
 
 50 00 
 
 70 00 
 
 1874 
 
 56 00 
 
 68 00 I 2 
 
 1849 
 
 42 50 
 
 50 00 
 
 1875 
 
 66 00 
 
 60 00 ) 
 
 1850... 
 
 40 00 
 
 45 00 
 
 
 
 
 * Years of bank suspension. 
 
140 
 
 ARCHITECTURAL IRON WORK. 
 
 COAL. 
 
 The following table gives the wholesale price of Anthracite 
 Lump Coal, at the port of New York, at the opening of navi- 
 gation, from 1852 to 1875 inclusive : 
 
 Year. 
 
 Price 
 per ton. 
 
 Year. 
 
 Price 
 per ton. 
 
 1852 
 
 $3 80 
 
 1864 
 
 $8 00 
 
 1853 
 
 3 95 
 
 1865 
 
 10 30 
 
 1854 
 
 4 50 
 
 1866 
 
 7 10 
 
 1855 . . 
 
 5 00 
 
 1867 
 
 5 60 
 
 1856 
 
 4 50 
 
 1868 
 
 4 15 
 
 1857 
 
 4 00 
 
 1869 
 
 4 40 
 
 1858 
 
 3 50 
 
 1870 
 
 4 65 
 
 1859 . 
 
 3 35 
 
 1871 
 
 6 00 
 
 I860 
 
 3 60 
 
 1872 
 
 4 10 
 
 1861 
 
 3 50 
 
 1873 
 
 4 75 
 
 1862 
 
 3 20 
 
 1874 
 
 5 00 
 
 1863.. 
 
 4 40 
 
 1875.. 
 
 5 10 
 
 GOLD. 
 
 The following table gives the highest and lowest prices of 
 Gold, from 1862 to 1875 inclusive : 
 
 Date. 
 
 Lowest. 
 
 Highest. 
 
 Date. 
 
 Lowest. 
 
 Highest. 
 
 1862 
 
 par to 
 
 137 
 
 1869 
 
 119i 
 
 1441 
 
 1863 . 
 
 122i 
 
 172i 
 
 1870 
 
 11 Oi 
 
 122i 
 
 1864 
 
 15H 
 
 285 
 
 1871 
 
 108i 
 
 115| 
 
 1865 
 
 128 
 
 234i 
 
 1872 
 
 108i 
 
 115| 
 
 1866 
 
 125 
 
 167f 
 
 1873 
 
 106i 
 
 119i 
 
 1867 
 
 132 
 
 1464 
 
 1874 
 
 109 
 
 114f 
 
 1868. . 
 
 133 
 
 150 
 
 1875. . 
 
 lllf 
 
 117* 
 
 A STOCK COMPANY. 
 
 In manufacturing enterprises it will be found easier to 
 obtain the necessary capital from a number of persons by sub- 
 scriptions in stock, than to get it from an individual in a gen- 
 eral or special copartnership. 
 
 The following is given as a complete form of organization 
 for such company, under the laws of the State of New York : 
 
ARCHITECTURAL IRON WORK. 
 
 141 
 
 SUBSCRIPTION LIST OF THE 
 
 IRON WORKS. 
 
 The parties subscribing hereto, being desirous of taking 
 shares of stock in a company to be organized by the above 
 name, under the general manufacturing law of the State of 
 New York, passed February 17, 1848, and the Acts amendatory 
 thereof, do hereby mutually agree, each with the other, as 
 follows : 
 
 I. That we will take the number of shares of stock in the 
 said - Iron Works set opposite our names respectively. 
 
 II. We hereby agree to pay for the said shares of stock 
 subscribed for by us respectively, as follows, viz. : Twenty-five 
 per cent, thereof on the day after the organization of said com- 
 pany, by the filing of the Certification of Incorporation as 
 provided for by law, and the remaining seventy-five per cent, 
 thereof as the same may be called for by the Board of Trustees 
 of said company, in sums not exceeding twenty-five per cent, 
 upon each call. 
 
 Dated, , 187 
 
 Names of Subscribers. 
 
 Residence. 
 
 No. of Shares. 
 
 
 
 u 
 
 CERTIFICATE OF ORGANIZATION. 
 
 Charter. 
 
 The undersigned have this day formed a corporation, under 
 and in conformity with a statute of the State of New York, 
 entitled an Act to authorize the Formation of Corporations for 
 Manufacturing, Mining, Mechanical or Chemical Purposes, 
 passed February 17th, 1848, and the acts amendatory thereof ; 
 and in compliance with the requisitions of the aforesaid Acts, 
 we do hereby certify as follows : 
 
142 ARCHITECTURAL IRON WORK. 
 
 First. The corporate name of the said company is the 
 " - - Iron Works." 
 
 Second. The object for which said company is formed is 
 the manufacture and sale of iron work for building purposes, 
 and to do a general iron-founding and machinery business, and 
 the manufacturing of articles incidental thereto. 
 
 Third. The amount of capital stock of said company is 
 one hundred and fifty thousand dollars. 
 
 Fourth. The number of shares of which said stock shall 
 consist is fifteen hundred, of one hundred dollars each. 
 
 Fifth. The number of trustees shall be six ; and the names 
 of the trustees who shall manage the concerns of the company 
 
 for the first year are , all 
 
 residing in . 
 
 Sixth. The town and county in which the operations of 
 said company are to be carried on is . 
 
 Seventh. The term of existence of said company is to be 
 fifty years. 
 
 Dated, , 187 
 
 (Signed) x L. S. 
 
 x " 
 
 x " 
 
 X " 
 X " 
 
 State of New York, ) 
 
 V SS * 
 
 County of j 
 
 On this day of , 187 , before me came 
 
 -, to me personally known to be the 
 
 individuals described in, and who executed, the foregoing 
 Certificate of Incorporation ; and they severally acknowledged, 
 each for himself, that they executed the same for the purposes 
 
 therein set forth. 
 
 (Signed) , 
 
 [L. S.] Notary Public. 
 
 Endorsed : Filed, , 187 . 
 
ARCHITECTURAL IRON WORK. 143 
 
 State of New York, ] 
 
 Office of the Secretary of State, j 
 
 This is to certify that the Certificate of Incorporation of the 
 
 " Iron Works," with acknowledgment thereto annexed, 
 
 was received and filed in this office on the day of - , 
 
 1ST . 
 
 Witness my hand and seal of office of the Secretary of State, 
 at the city of Albany, this - day of , one 
 thousand eight hundred and seventy - . 
 [L. S.] (Signed) 
 
 Secretary of State. 
 State of New York, ] 
 County of - j 
 
 This is to certify that the Certificate of Incorporation of the, 
 -Iron Works," with acknowledgment thereto annexed, 
 
 was received and filed in this office on the day of 
 
 187 . 
 
 Witness my hand and seal of office of County Clerk, at 
 
 this day of , one thousand eight hundred and 
 
 seventy . 
 
 [L. S.] (Signed) 
 
 County Clerk. 
 
 FIRST MEETING OF TRUSTEES. 
 
 At a meeting of the Trustees of the " - - Iron Works," 
 
 held at the office of the company, on the day of , 
 
 187 , at 12 m., present Mr. - - was appointed 
 
 Chairman and Mr. Secretary. 
 
 The Certificate of Organization was read and approved. 
 
 On motion of , duly seconded, it was resolved to 
 proceed to the election of officers. 
 
 The Chairman appointed - and as tellers, who 
 
 received the ballots and reported that there were six votes 
 cast for as President ; the same number for as 
 
144 ARCHITECTURAL IRON WORK. 
 
 Yice-President ; the same number for as Treasurer; 
 
 the same number for as Secretary; and the same 
 
 number for as Manager ; all of whom were thereupon 
 
 declared to be unanimously elected to fill the designated 
 offices for one year, and until others should be elected in their 
 stead. 
 
 Here, Mr. assumed the Presidency, and Mr. 
 
 the Secretaryship. 
 
 On motion of , duly seconded, it was resolved that the 
 
 Chair appoint three Trustees to draft By-Laws, whereupon he 
 
 appointed Messrs. and - , who presented the 
 
 following, which were read and unanimously adopted : 
 [See By-Laws.] 
 
 On motion of , duly seconded, it was resolved that 
 
 the subscriptions to the capital stock be called in, payable to 
 the Treasurer, in four instalments of 25 per cent, each ; the 
 
 first on the th inst. ; the second on the th day of 
 
 next; the third on the th day of - next; and the 
 
 fourth on the th day of next. If any party desired 
 
 to pay their subscription in full, the Treasurer was authorized 
 to allow interest at and after the rate of 7 per cent, per annum 
 for all sums paid in advance. 
 
 On motion of , duly seconded, the - - Bank was 
 
 selected as the depository of the funds of the Company. 
 
 On motion of , duly seconded, the salary of the 
 
 Manager was made $ per annum, payable monthly. 
 
 On motion of , duly seconded, the following Trustees 
 were appointed an executive committee, viz. : and . 
 
 On motion of , duly seconded, it was resolved that 
 
 this Company now proceed vigorously in perfecting the 
 arrangements for business; and also proceed with such ex- 
 penditures for buildings, tools, materials, etc., as in the 
 opinion of the Trustees may be warranted in view of the 
 funds to be received and the prospective state of trade. 
 
ARCHITECTURAL IRON WORK. 145 
 
 It was also resolved that 250 copies of the proceedings of 
 this meeting be printed, together with the By-Laws, Charter, 
 etc., in pamphlet form ; and the Secretary directed to furnish 
 each subscriber of stock with one copy. 
 
 Adjourned to meet on the day of at p. m. 
 
 (Signed) , 
 
 Secretary. 
 
 BY-LAWS OF THE IRON WORKS. 
 
 Article I. 
 
 MEETINGS OF STOCKHOLDERS. 
 
 1. All meetings of stockholders shall be held at the office of 
 
 the Company, in the , and the annual meeting for the 
 
 election of Trustees shall be held the first Monday in February, 
 at 12 o'clock at noon, and the polls shall be kept open one 
 hour. If for any cause an election of Trustees shall not be 
 had on the day above designated, it may be held on any 
 subsequent day, to be fixed by the Board of Trustees. 
 
 2. Notice of all meetings of Stockholders shall be given at 
 least ten days prior to such meeting, by advertising the same 
 
 in at least - - newspaper published in , and notices 
 
 thereof sent to each Stockholder to his residence or address, as 
 it appears on the books of the company. 
 
 3. All elections by the Stockholders shall be by ballot; 
 Stockholders may vote in person or by a written proxy, and 
 each Stockholder shall be entitled to as many votes as he 
 represents shares of stock ; and the persons receiving the 
 greatest number of votes shall be Trustees for one year, and 
 until their successors shall have been elected. 
 
 4. Special meetings of the Stockholders may be called by 
 the President or any two of the Trustees, when deemed 
 necessary, of which five days' notice shall be given to each 
 
 Stockholder in the manner provided by section 2. 
 10 
 
146 ARCHITECTURAL IKON WORK. 
 
 Article II. 
 
 THE BOARD OF TRUSTEES. 
 
 1. The Board of Trustees shall consist of members, a 
 
 majority of whom shall constitute a quorum for the trans- 
 action of business. 
 
 2. All meetings of the Board of Trustees shall be held at 
 the office of the Company, in . 
 
 3. In case of failure to hold any election, the Trustees shall 
 hold over and continue in office with full authority until a 
 new election is held. 
 
 4. No person shall be a Trustee who is not the holder or 
 owner of at least ten shares in the capital stock of this Com- 
 pany. 
 
 5. No Trustee, as such, shall receive any salary or compen- 
 sation for his services; but this is not to preclude any Trustee 
 from holding any other office in the said Company, or per- 
 forming any services for said Company, and receiving compen- 
 sation therefor. 
 
 6. Stated meetings shall be held on the first Monday in 
 each month, and special meetings may be held upon the call 
 of the President, or any two Trustees, due notice thereof being 
 given by the Secretary to all the members, either in person or 
 by mail. 
 
 7. The order of business of the meetings of the Board of 
 Trustees shall be conducted according to usage. 
 
 8. The officers of the Company shall consist of a President, 
 Vice-President, Secretary, Treasurer, and Manager, and any 
 two of these offices may be combined in one person. 
 
 9. The Board 'of Trustees, as soon as may be after their 
 election, shall hold a meeting and elect by ballot or otherwise 
 a President, Vice-President, Secretary, Treasurer and Manager, 
 who shall hold their offices for the ensuing year, and until 
 their successors shall have been elected and duly qualified to 
 enter upon their respective duties ; they shall also appoint an 
 
ARCHITECTURAL IRON WORK. 147 
 
 Executive Committee, to consist of two Trustees with the 
 President. 
 
 10. The Board of Trustees shall fix the compensation of the 
 officers ; they shall declare such dividends from the net earn- 
 ings or profits of the Company when, and as often as, the state 
 of the funds will warrant ; they shall, for cause, remove any 
 officer of the Company, but no officer shall be removed until 
 after investigation and a concurrence of a majority of the 
 Board of Trustees. 
 
 11. They shall select a bank or depositaries, in which all the 
 moneys of the Company shall be deposited, to the credit of 
 the - - Company, subject to the draft of the Company, 
 signed by the President and Treasurer, or the Vice-President 
 and Treasurer, and made payable to the order of the party or 
 parties to whom it is to be paid, when practicable. 
 
 12. They shall make a report and render an account to the 
 Stockholders at their annual meeting, showing in detail the 
 situation of the property and financial affairs of the Company. 
 
 13. They shall have power to fill any vacancies which may 
 occur by death, resignation, or otherwise (in the interval 
 between the annual meetings of Stockholders), in the Board 
 of Trustees and Executive Committee, and in the offices of 
 President, Yice-President, Secretary, Treasurer and Manager. 
 
 li. They shall appoint three Inspectors of Election to 
 receive the ballots from Stockholders for Trustees, prior to 
 
 their annual meeting. 
 
 Article III. 
 
 EXECUTIVE COMMITTEE. 
 
 The Executive Committee shall superintend the finances of 
 the Company, examine and audit the accounts ; they shall 
 have power to make temporary loans of surplus funds, and 
 attend to such duties as may be necessary during the recess of 
 the Board of Trustees, or may be designated to it by them ; 
 
148 AKCHITECTUKAL IRON WORK. 
 
 they shall keep minutes of all their proceedings, and report 
 the same to the Board of Trustees. 
 
 Article IV. 
 
 PRESIDENT. 
 
 1. It shall be the duty of the President to preside at all 
 meetings of Stockholders and Trustees (except those convened 
 to remove him or inquire into his official conduct), to sign all 
 documents and contracts authorized by the Board of Trustees ; 
 to sign all checks, notes and certificates of stocks, and to 
 perform all such duties usually incidental to such office and 
 required by the provisions of the Act of Incorporation and 
 these By-Laws. 
 
 2. In case of sickness or absence of the Secretary, Treasurer 
 or Manager, he shall appoint some person to perform the 
 duties of either until the Board of Trustees shall be convened. 
 
 Article V. 
 
 VICE-PRESIDENT [AND MANAGER]. 
 
 1. It shall be the duty of the Yice-President to attend to 
 the business of the Company (Sundays and holidays excepted) ; 
 to attend to the estimating and procuring of work, and to the 
 execution of the same; to the employing of labor and the 
 proper mechanical conduction of the iron works ; to the pur- 
 chasing of materials for the business, and shall generally 
 exercise a supervision and control over the affairs of the 
 Company, subject to the approval of the President and direc- 
 tions of the Board of Trustees. In the absence of the Presi- 
 dent, he shall preside at all meetings of Stockholders and 
 
 Trustees. 
 
 Article VI. 
 
 SECRETARY. 
 
 1. It shall be the duty of the Secretary to be in attendance 
 at the office of the Company during business hours; to give 
 the necessary notice of all meetings of Stockholders and Board 
 
ARCHITECTURAL IRON WORK. 
 
 of Trustees-; he shall record the proceedings of the same in a 
 book to be kept for that purpose ; shall keep all proper books 
 of accounts for the business of the Company, with a Stock 
 Ledger, Transfer Book, and such other books or papers as the 
 Trustees may direct ; register and sign (with the President, 
 and countersigned by the Treasurer) all certificates of stock, 
 and generally shall perform such services and duties as usually 
 appertain to his office in a corporate body, and are required 
 by the provisions of the Act of Incorporation ; all the books, 
 papers and correspondence shall be kept in the office of the 
 Company, and considered in his possession and charge, but 
 open at all reasonable times during business hours to the in- 
 spection of Trustees. 
 
 Article VII. 
 
 TREASURER. 
 
 It shall be the duty of the Treasurer to attend to all collec- 
 tions, receive and deposit all moneys where directed, and to 
 pay and dispose of the same under the direction of the Board 
 of Trustees ; sign all checks, drafts and notes ; sign all certifi- 
 cates of stock with the President ; keep correct accounts of 
 the same, and give his time and attention to the duties of his 
 office. He shall keep his bank account in the name of the 
 Company, and shall render a statement of his cash account at 
 each regular meeting of the Board of Trustees. He shall at 
 all times exhibit his books and accounts and papers to any 
 Trustee upon application at the office during business hours. 
 
 Article VI1L 
 
 MANAGER. 
 
 It shall be the duty of the Manager to attend daily to the 
 construction in a proper and right manner of all work ; to see 
 and know that every part thereof is made of the proper 
 material, in the right manner, and of good workmanship ; to 
 
150 ARCHITECTURAL IRON WORK. 
 
 make estimates, receive work, employ labor, and superintend 
 the mechanical departments of the Company. 
 
 Article IX. 
 
 CERTIFICATES OF STOCK. 
 
 1. The Certificates of Stock shall be numbered and regis- 
 tered as they are issued ; they shall exhibit the holders' name 
 and number of shares, and shall be signed by the President 
 and Secretary, and countersigned by the Treasurer, and have 
 the seal of the Company affixed thereto. 
 
 2. Each Certificate of Stock shall express upon its face that 
 the share or shares thereby represented are full-paid stock, 
 and not liable to further calls or assessments. 
 
 3. The said Certificates shall be in the usual form. 
 
 4. Transfers of Stock shall be made on the books of the 
 Company in the presence of the President or Secretary, or 
 authorized officer or agent, upon the surrender of- the Certifi- 
 cate, either by the holder in person or by attorney, and the 
 surrendered Certificate shall be cancelled and pasted 011 the 
 margin in the book from whence it was taken when issued. 
 
 5. The Transfer Book shall be closed at least three days 
 previous to an election, or the payment of dividends, and the 
 dividend shall be paid to the Stockholders standing on record 
 at the closing of the books. 
 
 6. If any person claim a Certificate of the Stock of this 
 Company in lieu of one lost or destroyed, he shall make an 
 affidavit of the fact, and state the circumstances of the loss or 
 destruction, and he shall advertise in one or more of the daily 
 newspapers, to be designated by the President, for the space 
 of one week, an account of the loss or destruction, describing 
 the Certificate, and calling upon all persons to show cause why 
 a new Certificate shall not be issued in lieu of that lost or 
 destroyed; and he shall transmit to the Company his affidavit 
 and the advertisement above mentioned, with proof of its due 
 
ARCHITECTURAL IRON WORK. 151 
 
 publication, and shall give to the Company a satisfactory bond 
 of indemnity against any damage that may arise from issuing 
 a new Certificate ; whereupon the President shall issue a new 
 Certificate of the same tenor and amount with that said to 
 be lost or destroyed, and specifying that it is in lieu thereof. 
 
 Article X. 
 SEAL. 
 
 A suit-able seal, having the words " Iron Works ," 
 
 with such other device as the Trustees shall select, shall be 
 provided, which shall be under the charge of the President, 
 and the affixing of the seal to contracts and instruments, 
 together with the signatures of the President and Treasurer, 
 shall bind the Company. 
 
 The affixing of the Seal, however, to contracts for iron 
 work, etc., to be executed, such as are usually drawn up by 
 architects, engineers, etc., shall not be necessary; the signa- 
 tures of the President (or Vice-President) and Treasurer will 
 alone be required. In signing any contract for work amount- 
 ing to under $50,000, the signature of either the President, 
 Treasurer or Manager shall be sufficient and binding. 
 
 Article XL 
 
 BY-LAWS. 
 
 These By-Laws shall not be altered, except by the consent 
 of two-thirds of the whole Board of Trustees ; and all proposed 
 amendments or alterations shall be submitted to the Board, in 
 writing, at a previous meeting to that at which the action of 
 the Board shall be had thereon, and previous notice in writing 
 shall be given by the Secretary to each Trustee of the Com- 
 pany of the contemplated amendments, and the time when 
 they will be passed upon. 
 
 , 187 . 
 
152 ARCHITECTURAL IRON WORK. 
 
 OPINION. 
 
 I have considered the papers submitted to me relating to 
 
 the organization of the Iron Works, and am of opinion 
 
 that the certificate of incorporation of said Company is drawn, 
 executed and filed in conformity with the requirements of the 
 General Manufacturing Corporation Acts of February 17, 
 1848, and of the acts amendatory thereof, and that said 
 Company is duly organized under said acts, and entitled to 
 all the powers and privileges accorded thereby. 
 
 I have examined the minutes of the organization of the 
 Company, and the preparatory subscription agreement for 
 forming the Company, and they seem to be sufficient in form 
 and according to law. 
 
 This Company being thus duly incorporated, the stock- 
 holders are under no personal liability except as the acts in 
 question provide, viz. : 
 
 The Stockholders are severally liable for all the debts of the 
 Company (each to the amount of his stock) until the capital is 
 all paid in and a certificate thereof duly made and recorded. 
 
 The Stockholders are always jointly and severally liable for 
 all debts due to laborers, servants and apprentices for services 
 performed for the corporation. 
 
 There are liabilities in addition on the Trustees; they 
 cannot make loans to Stockholders, nor make false statements 
 in any public report or notice, nor allow indebtedness beyond 
 the amount of the capital stock, nor declare a dividend 
 reducing its capital; and they must not omit to file and 
 publish the annual statements of the condition of its affairs, 
 as required by the statutes. These, however,- are plain pro- 
 hibitions, applicable to Trustees only, and not embraced in 
 the ordinary liability of mere Stockholders. 
 
 Attorney, etc. 
 
 187 . 
 

 *- 
 
 ARCHITECTURAL IRON WORK. 
 
 NOTE. Small and cheap editions of the act for the formation of 
 are published, giving in epitome their privileges and restrictions, and 
 with a special view to convenience and conciseness. 
 
 LIMITED LIABILITY COMPANIES. 
 
 " An Act to provide for the Organization and Regulation of 
 certain Business Corporations, passed by the Legislature of 
 New York, June 21, 1875," provides for two classes of corpo- 
 rations, to be known respectively as : 
 
 1. Full liability companies. 
 
 2. Limited liability companies. 
 
 In "full liability companies" all the stockholders are 
 severally and individually liable to the creditors of the com- 
 pany in which they are stockholders for all the debts and lia- 
 bilities of such company. 
 
 In "limited liability companies," the name of the company 
 must, in every case, have as its last word the word " limited." 
 All the stockholders are severally and individually liable to the 
 creditors of the company in which they are stockholders, to an 
 amount equal to the amount of stock held by them, respec- 
 tively, for all debts and contracts made by such company, 
 until the whole amount of capital stock fixed and limited by 
 such company has been paid in. 
 
 It repeals none of the general acts for the formation of 
 corporations theretofore passed. 
 
 A manufacturing company has the choice of organizing 
 under the Act of February 17, 1848, or under the Act of June 
 21, 1875. A reading and comparison of the two laws will 
 enable any one to understand their respective peculiarities, 
 and to decide under which to organize. 
 
154 AKCHITECTUKAL IEON WORK. 
 
 EXTRACTS FROM 
 
 THE BUILDING LAW, 
 
 (Passed April 20, 1871), 
 OF THE CITY OF NEW YORK, RELATING TO IRON WORK. 
 
 7 ................................. In case i 
 
 ron 
 
 ami bearing or wooden girders s imported upon iron or wooden col- 
 
 weight of 
 
 Bame - umns are substituted in place of partition walls, the 
 building may be fifty feet in width, but not more ; and 
 if there should be substituted iron or wooden girders 
 supported upon iron or wooden columns, in place of the 
 partition walls, they shall be made of sufficient strength 
 to bear safely the weight of two hundred and fifty 
 pounds for every square foot of the floor or floors that 
 rest upon them, exclusive of the weight of material 
 employed in their construction, and shall have a footing 
 course and foundation wall not less than sixteen inches 
 in thickness, with inverted arches under and between 
 the columns, or two footing courses of large well-shaped 
 stone, laid crosswise, edge to edge, and at least ten 
 inches thick in each course, the lower footing course to 
 be not less than two feet greater in area than the size 
 of the column ; and under every column, as above set 
 forth, a cap of cut granite, at least twelve inches thick 
 and of a diameter twelve inches greater each way than 
 that of the column, must be laid solid and level to 
 receive the column ................................ 
 
 isolated 8 10. Every isolated pier less than ten superficial 
 
 piers, 
 
 ' ^ e ^ at the base, and all piers supporting a wall built of 
 rubble stone or brick, or under any iron beam or arch 
 girder, or arch on which a wall rests, or lintel supporting 
 a wall, shall, at intervals of not less than thirty inches 
 in height, have built into it a bond stone not less than 
 
ARCHITECTURAL IRON WORK. 155 
 
 four inches thick, of a diameter each way equal to the 
 diameter of the pier, except that in piers on the street 
 front, above the curb, the bond stone may be four 
 inches less than the pier in diameter ; . . . . and the walls waiisand 
 
 piers under 
 
 and piers under all compound, cast iron or wooden g[^* md 
 
 girders, iron or other columns, shall have a bond stone Bond and 
 
 cap stone. 
 
 at least four inches in thickness, and if in a wall at least 
 two feet in length, running through the wall, and if in 
 a pier, the full size of the thickness thereof, every 
 thirty inches in height from the bottom, whether said 
 pier is in the wall or not, and shall have a cap stone of 
 cut granite, at least twelve inches in thickness, by the 
 whole size of the pier, if in a pier, and if in a wall, it 
 shall be at least two feet in length, by the thickness 
 of the wall, and at least twelve inches in thickness. 
 In any case where any iron or other column rests on 
 any wall or pier built entirely of stone or brick, the 
 said column shall be set on a base stone of cut granite, Base stone. 
 not less than eight inches in thickness by the full size 
 of the bearing of the pier, if on a pier, and if on a 
 wall, the full thickness of the wall ................. . 
 
 12. In no case shall the side, end, or party wall 
 of any building be carried up more than two stories in 
 advance of the front and rear walls. The front, rear, 
 side, end and party walls of any building hereafter towaiis, how 
 be erected shall be anchored to each other every six JU hored 
 feet in their height by tie anchors, made of one and a 
 quarter inch by three-eighths of an inch wrought iron. 
 The said anchors shall be built into the side or party 
 walls not less than sixteen inches, and into the front and 
 rear walls at least one-half the thickness of the front 
 and rear walls, so as to secure the front and rear walls 
 to the side, end, or party walls; and all stone used 
 
156 ARCHITECTURAL IRON WORK. 
 
 for the facing of any building, except where built with 
 alternate headers and stretchers, as hereinbefore set 
 forth, shall be strongly anchored with iron anchors in 
 each stone, and all such anchors shall be let into the 
 stone at least one inch. The side, end, or party walls 
 shall be anchored at each tier of beams, at intervals of 
 not more than eight feet apart, with good, strong, 
 wrought-iron anchors, one-half inch by one inch, well 
 built into the side walls and well fastened to the side 
 of the beams by two nails, made of wrought iron, at 
 least one-fourth of an inch in diameter ; and where 
 the beams are supported by girders, the ends of the 
 beams resting on the girder shall be butted together 
 end to end, and strapped by wrought iron straps of the 
 same size, and at the same distance apart, and in the 
 same beam as the wall anchors, and shall be well fas- 
 tened. 
 
 waiis to be s ^3 \\ S [^Q or party and front or rear walls, not 
 
 coped * 
 
 corniced, and where no gutter is required on any 
 building, over fifteen feet high, shall be built up and 
 extended at least twelve inches above the roof, and 
 shall be coped with stone or iron, provided that, where 
 partition walls are carried up, the partition walls may 
 be carried up above the roofing and coped with some 
 fire-proof material, or shall be carried up to the under- 
 
 side of the roof -planking; ......... If a French or Man- 
 
 roof B to be 
 
 fire-proof. gar( j roo f gj^ ^ e p] ace d upon any building, except a 
 
 wooden building, over three stories in height, exclu- 
 sive of the said roof, the same shall be constructed 
 fire-proof; and if a French or Mansard roof shall be 
 placed upon more than one side of any building, 
 except a wooden building, located on the street cor- 
 ner, the same shall be constructed fire-proof throughout* 
 
ARCHITECTURAL IRON WORK. 157 
 
 14. All iron beams or girders used to span openings 
 over six feet in width, and not more than twelve feet i 
 
 ,. required. 
 
 width, upon which a wall rests, shall have a bearing of at . 
 least twelve inches at each end by the thickness of the wall 
 to be supported, and for every additional foot of span 
 over and above the said twelve feet, if the supports are 
 iron or solid cut stone, the bearing shall be increased half 
 an inch at each end ; but if supported on the ends by 
 walls or piers built of brick or stone, if the opening is 
 over twelve feet and not more than eighteen feet, the 
 bearing shall be increased four inches at each end, by 
 the thickness of the wall to be supported ; and if the 
 space is over eighteen feet and not more than twenty- 
 five feet, then the bearing shall be at least twenty inches 
 at each end by the thickness of the wall to be sup- 
 ported ; and for every additional five feet or part thereof 
 that the space shall be increased, the bearing shall be 
 increased an additional four inches at each end by the 
 thickness of the wall to be supported. And on the 
 front of anv building where the supports are of iron or supports of 
 
 stone or iron. 
 
 solid cut stone, they shall be at least sixteen inches on 
 the face and the width of the thickness of the wall to 
 be supported, and shall, when supported at the ends 
 by brick walls or piers, rest upon a cut granite base 
 block, at least twelve inches thick, by the full size of the 
 bearing ; and in case the opening is less than twelve 
 feet, the granite block may be six inches in thickness, 
 by the whole size of the bearing ; and all iron beams or Thickness of 
 
 iron beams. 
 
 girders used in any buildings shall be, throughout, of a 
 thickness not less than the thickness of the wall to be 
 supported. All iron beams or girders used to span Tie-rods, 
 openings more than eight feet in width, and upon which 
 a wall rests, shall have wrought-iron tie-rods of sufficient 
 strength, well fastened at each end of the beam or girder, 
 
158 AKCHITECTURAL IKON WOKK. 
 
 and shall have cast-iron shoes on the upper side, to answer 
 skew-backs f or t ne skew-back of a brick or cut-stone arch, which 
 
 and brick 
 
 said arch shall always be turned over the same, and the 
 arch shall in no case be less than twelve inches in height, 
 by the width of the wall to be supported, and the shoes 
 shall be made strong enough to resist the pressure of 
 the arch in all cases. Cut-stone or hard -brick arches, 
 with two wrought iron tie-rods of sufficient strength, 
 may be turned over any opening less than thirty feet, 
 provided they have skew-backs of cut stone or cast or 
 wrought iron, with which the bars or tension-rods shall 
 
 O ' 
 
 be properly secured by heavy wrought iron washers, 
 necks, and heads of wrought iron, properly secured to 
 the skew-backs. The above clause is intended to meet 
 cases where the arch has not abutments of sufficient size 
 
 iron linteis. to resist its thrust. All lintels hereafter placed over 
 openings in the front, rear, or side of a building, or re- 
 turned over a corner opening, when supported by brick 
 piers or iron or stone columns, shall be of iron, and of 
 the full breadth of the wall to be supported, and shall 
 have a brick arch of sufficient thickness, with skew-backs 
 and tie-rods of sufficient strength to support the super 
 
 iron incumbent lateral weight, independent of the cast-iron 
 
 columns. 
 
 lintel. In all buildings hereafter to be erected or altered, 
 where any iron column or columns are used to support 
 a wall or part thereof, whether the same be an exterior 
 or interior wall, except a wall fronting on a street, the 
 said column or columns shall be constructed as follows: 
 Douwe or There shall be a double column, that is, an outer and 
 
 fire-proof 
 
 columns. j nner column, and the inner column shall be of sufficient 
 strength to sustain safely the weight to be imposed upon 
 both the outer and inner column ; and the outer column 
 shall be made of sufficient size to allow a space of at 
 least one inch between it and the inner column, which 
 
ARCHITECTURAL IRON WORK. .159 
 
 space shall be solidly filled with plaster of Paris, or 
 some other non-conducting material ; and all iron beams, 
 girders, lintels, or columns, before the same are used in 
 any building, shall have the maximum weight which marked 
 
 thereon. 
 
 they will safely sustain stamped, cast, or properly marked 
 in a conspicuous place thereon by the founder or manu- 
 facturer of the same, and shall be made of the best 
 materials and in the best manner. 
 
 15. All openings for doors and windows in all openings 
 
 . ., ,. fordooraand 
 
 buildings, except as otherwise provided, shall have 
 
 good and sufficient arch of stone or brick, well built and 
 keyed, and with good and sufficient abutments, or a lintel 
 of stone or iron, as follows : For an opening not more 
 than four feet in width, the lintel shall not be loss than 
 eight inches in height; and for an opening not more 
 than six feet in width, the lintel shall not be less than 
 twelve inches in height ; and for an opening exceeding 
 six feet in width, and not more than eight feet in width, 
 the lintel shall be of iron or stone, and of the full thick- Linteis and 
 ness of the wall to be supported ; and every such open- me , an a 
 ing six feet or less in width in all walls shall be at least 
 one-third the thickness of the walls on which it rests, 
 and shall have a bearing at each end not less than four 
 inches on the walls ; and on the inside of all openings 
 in which the lintel shall be less than the thickness of the 
 wall to be supported, there shall be a good timber lintel 
 on the inside of the other lintels, which shall rest at 
 each end not more than four inches on any wall, and 
 shall be chamfered at each end, and shall have a double 
 rolock arch turned over said timber lintel. . 
 
160 ARCHITECTURAL IKON WOKK. 
 
 Fire-proof 8 16. All stores or storehouses, or other buildings 
 
 doors and 
 
 on U what' which are more than two stories or above twenty-five feet 
 buMings in height above the curb level, already erected, or that 
 
 required. 
 
 may hereafter be built in said city, except dwelling- 
 houses, school-houses, or churches, shall have doors, 
 blinds, or shutters made of fire-proof metal, on every 
 window and entrance where the same do not open on 
 a street. When in any such building the shutters, 
 blinds, or doors cannot be put on the outside of such door 
 or window they shall be put on the inside, and if placed 
 on the inside shall be hung upon an iron frame indepen- 
 dent of the wood-work of the window-frame or door ; 
 when to be and every such door, blind, or shutter shall be closed 
 
 closed. J 
 
 upon the completion of the business of each day by 
 the occupant having the use or control of the same ; 
 and all fire-proof shutters or blinds that now are or may 
 hereafter be put upon the front, or sides of any build- 
 ing on the street fronts, must be so constructed that 
 they can be closed and opened from the outside above 
 the first story. 
 
 wooden R 17 No wooden furring or lath shall be 
 
 furring. 
 
 placed against any flue, metal pipe or pipes used to con- 
 vey heated air or steam in any building ; and when any 
 wall shall hereafter be furred or lathed with wood, there 
 shall be a strip of iron lath at least sixteen inches in 
 width placed on the under side of the tier of beams run- 
 ning into the said wall, and extending at least one 
 half inch into the horizontal joint of the brick wall, 
 so as to prevent fire from extending from one floor 
 Hearths, to another. . . : All hearths shall be sup- 
 
 how 
 
 supported, ported by arches of stone or brick, and no chimney in 
 buildings already erected or hereafter to be built shall 
 be cut off below in whole or in part and supported by 
 
ARCHITECTURAL IKON WORK. 161 
 
 wood, but shall be wholly supported by stone, brick, or 
 
 iron., 
 
 19. .. Every trimmer or header more than Trimmers or 
 
 J headers, 
 
 four feet long, used in any building except a dwelling, 
 shall be hung in stirrup irons of suitable thickness for h 
 the size of the timbers ......... In every building 
 
 already erected, or hereafter to be built, the floors strength of 
 shall be of sufficient strength to bear the weight to be 
 imposed upon them exclusive of the weight of the ma- 
 terials used in their construction ; and in all storehouses, 
 the weight that each floor will safely sustain upon each 
 superficial foot shall be estimated by the owner thereof, 
 and posted in a conspicuous place on each floor there- 
 of ; and the weight that may be placed upon either of 
 the floors of the said building or buildings shall be 
 safely distributed thereon ............. 
 
 20. In all buildings, every floor shall be of 8tif- Be * ril 
 
 ' J weight of 
 
 ficient strength in all its parts to bear safely upon every tto 
 superficial foot of its surface seventy-five pounds; and 
 if used as a place of public assembly, one hundred and 
 twenty pounds ; and if used as a store, factory, ware- 
 house, or for any other manufacturing or commercial 
 purposes, from one hundred and fifty to five hundred 
 pounds and upwards ; and every floor shall be of suf- 
 ficient strength to bear safely the weights aforesaid, in 
 addition to the weight of the materials of which the 
 floor is composed ; and every column, post, or other ver- 
 tical support shall be of sufficient strength to bear safely 
 the weight of the portion of each and every floor de- 
 pending upon it for support, in addition to the weight 
 required as above to.be supported safely upon said por- 
 
 tions of said floors. In all calculations for the streno-th 
 11 
 
162 
 
 ARCHITECTURAL IRON WORK. 
 
 Calculations 
 for strength 
 of materials. 
 
 Iron beams, 
 girders, etc., 
 to be tested 
 before 
 being used. 
 
 Bearing 
 weight to 
 be marked 
 thereon. 
 
 of materials to be used in any building, the propor- 
 tion between the safe weight and the breaking weight 
 shall be as one to three for all beams, girders, and other 
 pieces subjected to a cross-strain, and shall be as one to 
 six for all posts, columns, and other vertical supports, 
 and for all tie-rods, tie-beams, and other pieces sub- 
 jected to a tensile strain. And the requisite dimen- 
 sions of each piece of material is to be ascertained by 
 computation by the rules given by Tredgold, Hodg- 
 kinson, Barlow, or the treatises of other authors now or 
 hereafter used at the United States Military Academy 
 at West Point on the strength of materials, using for 
 constants in the rules only such numbers as have been 
 deduced from experiments on materials of like kind with 
 that proposed to be used. Before any iron column, 
 beam, lintel, or girder, intended to span an opening 
 over eight feet in length, and intended to support a wall 
 built of stone or brick, or any floor or part thereof, 
 in any building hereafter erected or altered, in the City 
 of New York, shall be used for that purpose, the manu- 
 facturer or founder thereof shall have the same tested 
 by actual weight or pressure thereon, under the direc- 
 tion and supervision of an inspector of the department 
 of buildings, authorized by the superintendent thereof 
 (who shall be previously notified of the time when and 
 place where the said test will be made by the person or 
 persons having the said columns, beams, lintels, or gird- 
 ers so tested), whose duty it shall be to have the weight 
 which each of the said columns, beams, lintels, or 
 girders will safely sustain properly stamped or marked 
 in a conspicuous place thereon by the said manufacturer 
 or founder thereof, and no greater weight shall be put or 
 placed upon any said column, beam, lintel, or girder 
 than the same shall be so marked as being capable of 
 
ARCHITECTURAL IRON WORK. 163 
 
 sustaining ; and in case any said column, beam, girder, 
 
 or lintel shall be rejected by said inspector as unfit to 
 
 be used, the same shall not be used in, upon, or about i to^ 
 
 any building or part thereof. All iron-work used in i uallt y- 
 
 any building or part thereof hereafter to be erected or 
 
 altered shall be of the best material and made in the 
 
 best manner. 
 
 21. In all fire-proof buildings hereafter to be con- Fire-proof 
 
 buildings. 
 
 etructed, where brick walls, with wrought-iron beams or 
 cast or wrought-iron columns with wrought-iron beams, 
 are used in the interior, the following rules must be ob- 
 served : 
 
 1. All metal columns shall be planed true andMetai 
 smooth at both ends, and shall rest on cast-iron bed- 
 plates, and have cast-iron caps, which shall also be 
 planed true. If brick arches are used between the 
 beams the arches shall have a rise of at least an inch 
 and a quarter to each foot of space between the beams. 
 
 2. Under the ends of all the iron beams, where they stone 
 
 template. 
 
 rest on the walls, a stone template must be built into 
 the walls ; said templates to be eight inches wide in 
 twelve-inch walls, and in all walls of greater thickness 
 to be in width not less than four inches less than the 
 width of said walls, and not to be, in any case, less 
 than four inches in thickness and eighteen inches 
 long. 
 
 3. All arches shall be at least four inches thick. Arches. 
 Arches over four feet span shall be increased in thick- 
 ness toward the haunches by additions of four inches in 
 thickness of brick ; the first additional thickness shall 
 commence at two and a half feet from the centre of 
 
 the span, the second addition at six and a half feet 
 from the centre of the span, and the thickness shall be 
 
164 ARCHITECTURAL IRON WORK. 
 
 increased thence four inches for every additional four 
 feet of span towards the haunches. 
 
 4. The said brick arches shall be laid to a line on the 
 
 centres, with a close joint, and the bricks shall be well 
 
 wet, and the joints well filled with cement mortar, in 
 
 proportions of not more than two of sand to one of ce- 
 
 Arches to be ment. by measure. The arches shall be well grouted 
 
 grouted. 
 
 and pinned or chinked with slate and keyed. 
 
 cornices 8 22. All exterior cornices and gutters of all build- 
 
 ana gutters 
 
 prorf,and hereafter to be erected or built, shall be of some 
 
 fire-proof material, and in every case the greatest 
 weight of stone, iron, or other materials of which the 
 cornice shall be constructed, shall be on the inside of 
 the outer line of the wall on which the cornice shall 
 rest, in the proportion of three of wall to two of cor- 
 nice in weight, allowance being made for the excess 
 of leverage produced by the projection of the cornice 
 beyond the face of the wall ; and all fire-proof cornices 
 shall be well secured to the walls with iron anchors, 
 independent of any wood-work ; and in all cases 
 the walls shall be carried up to the planking of the 
 roof, and where the cornice projects above the roof, the 
 wall shall be carried up to the top of the cornices, and 
 the party wall shall, in all cases, extend up above the 
 planking of the cornice, and be coped with some fire- 
 
 Metaiiic proof material .......... All buildings shall be kept 
 
 provided with proper metallic leaders for conducting 
 the water from the roof to the ground, sewer or street 
 gutter, in such manner as shall protect the walls and 
 foundations from damage ; and in no case shall the 
 water from the said leaders be allowed to flow upon the 
 side-walk, but shall be conducted by drain pipe or 
 pipes to the street gutter or sewer. 
 
ARCHITECTURAL IRON WORK. 165 
 
 23. The planking and sheathing of the roof of every Fire-proof 
 building erected or built as aforesaid, shall in no case 
 be extended across the front, rear, side, end, or party 
 wall thereof, and every such building, and the tops and 
 sides of every dormer-window thereon, shall be cov- 
 ered and roofed with slate, tin, zinc, copper, or iron, or 
 such other equally fire-proof roofing as the superin- 
 tendent of buildings, under his certificate, may author- 
 ize, and the outside of the frame of every dormer- 
 window hereafter placed upon any building as aforesaid, 
 
 shall be made of some fire-proof material 
 
 All buildings shall have scuttle-frames and covers, or scuttioe and 
 
 lfl.dd.crs* 
 
 bulkheads and doors, made of or covered with some fire- 
 proof material, and all scuttles shall have stationary iron 
 ladders leading to the same, and all such scuttles or 
 ladders shall be kept so as to be ready for use at all 
 times, and all scuttles shall not be less in size than 
 two by three feet All skylights more than skylight* 
 
 and frames. 
 
 three square teet, placed in any building, the sash and 
 frames thereof shall be constructed of fire-proof mate- 
 rials. 
 
 28. In any building hereafter erected more than Fire-proof 
 three stories in height occupied by or built to beoc-airBin 
 
 tenement 
 
 cupied by three and not more than six families above bouses - 
 the first story, in which the cellar is to be used for the 
 purpose of storing coal, wood, or other articles, the 
 floor above the cellar with the stairs leading thereto, if 
 the stairs lead from the inside of the building, shall be 
 constructed fire-proof ; and where the lower part there- 
 of is to be used for business purposes of any kind, 
 the first floor, if there is a cellar below, and the ceiling 
 above the store floor shall be constructed fire-proof, and 
 the hall partition and partitions from front to rear, from 
 
166 ARCHITECTURAL IRON WORK. 
 
 the cellar to the top of the second-story beams, shall be 
 built of brick ; and in no case shall a front and rear 
 tenement house be erected on the same lot unless there 
 shall be an open space of at least twenty-eight feet the 
 pine-proof whole width of the lot between the same. All the 
 
 blinds. 
 
 window openings of all rear buildings and all the rear 
 window openings of all buildings mentioned in this 
 section shall be provided with fire-proof blinds ...... 
 
 Fire- Any dwelling-house now erected or that may hereafter 
 
 be erected in said city more than two stories in height, 
 ' occupied by or built to be occupied by two or more fam- 
 ilies on any one of the floors above the first story, and 
 all dwelling-houses now erected or that may hereafter 
 be erected more than three stories in height, occupied 
 by or built to be occupied by three or more families 
 above the first story, and any building already erected 
 or that may hereafter be erected more than two stories 
 in height, occupied as or built to be occupied as a hotel, 
 boarding or lodging house, factory, mill, offices, manu- 
 factory, or workshops, in which operatives are employed 
 in any of the stories above the first story, shall be pro- 
 vided with such fire-escapes, alarms, doors, and venti- 
 lators as shall be directed and approved by the said sn- 
 Fire- perintendent of buildings. And the owner or owners 
 
 escapes to be 
 
 ^J building upon which any fire-escapes may now 
 . be or may hereafter be erected, shall keep the same in 
 good repair and well painted, and no person shall at 
 any time place any encumbrance of any kind what- 
 soever upon any said fire-escapes now erected or that 
 may hereafter be erected in said city. 
 
 ^* -Before tne erection, construction, alteration, or 
 repair of any building or part of a building is com- 
 menced, the owner, architect, or builder shall notify 
 
ABCniTECTTJRAL IKON WORK. 167 
 
 the superintendent of the department of buildings, and 
 shall submit to said superintendent a detailed statement 
 in writing of the specification and also a copy of the 
 plans for such erection, construction, alteration, or re- 
 pair, and a record of said statement and copy of the 
 plans shall be kept in the office of the said department 
 of buildings ; and the erection, construction, alteration, 
 or repair of the said building, or any part thereof, shall 
 not be commenced or proceeded with until the said 
 specification and plans shall have been approved by 
 the said superintendent of buildings. 
 
 32 Any and all persons who shall violate Penalties, 
 
 any of the provisions of this act, or fail to comply 
 therewith, or any requirement thereof, or shall in any 
 manner be liable therefor, shall severally, for each and 
 every such violation and non-compliance, respectively 
 forfeit and pay a penalty in the sum of fifty dollars ; 
 and any and all persons who shall violate any of the 
 provisions of this act, or who may be employed or as- 
 sist therein, or who shall be liable therefor, shall sever- 
 ally, for every such violation not removed or require- 
 ment not complied with, within ten days after notice 
 thereof shall be given to him or them respectively, 
 forfeit and pay an additional penalty in the sum of 
 fifty dollars, for the recovery of which said penal- 
 ties, or either of them, an action may be brought in any 
 
 court of competent jurisdiction ; and the Penalt ie8 
 
 superintendent of buildings is hereby authorized, in hisStted. 
 discretion, good and sufficient cause being shown there- 
 for, to remit any fine or fines, penalty or penalties, which 
 any person or persons may have incurred, or may 
 hereafter incur, under any of the provisions of this act. 
 
168 ARCHITECTURAL IRON WORK. 
 
 g 35. Any and all persons who, after having been 
 personally served with the notice of violation as here- 
 inbefore prescribed, shall fail to comply therewith, 
 and shall continue to violate any of the several pro- 1 
 visions of this act, or who shall be accessory thereto, 
 shall, in addition to the other penalty or penalties in 
 this act provided, be deemed guilty of a misdemeanor, 
 and, upon a complaint being made by the superin- 
 tendent of buildings, before any police justice or any 
 court of criminal jurisdiction within the City of New 
 York, shall be arrested and held to bail by said jus- 
 tice or said court, and/ upon conviction of such of- 
 Penaities. fence, shall be fined in a sum not exceeding two hun- 
 dred and fifty dollars, or may be imprisoned for a term 
 not to exceed six months ; said fine or imprisonment to 
 be imposed in the discretion of the judge, justice, or 
 court by whom said person so arrested and held to bail 
 shall be tried. . ..-.., 
 
 [The foregoing extracts from the Building Law covers 
 all that relates to iron work. The law itself is, of 
 course, a local one of the City of New York ; but its 
 provisions, so far as iron work is concerned, are sound, 
 common sense requirements, which would be well to 
 carry out without regard to locality.] 
 
ARCHITECTURAL IRON WORK. 169 
 
 DEPARTMENT OF BUILDINGS, 
 
 IN THE CITY OF NEW YORK. 
 
 OFFICE OF SUPERINTENDENT, 
 New York,.. ..187 
 
 Sir: 
 
 When you desire to have either Iron Beams, Lintels, or Girders 
 tested, agreeably to the requirements of Section 20, Chapter 625, Laws 0/1871, 
 you will please Jitt out this blank, in*order that the proper pressure requisite 
 for the test may be readily ascertained. This blank must in att cases be filled 
 out before the test is made. Respectfully yours, 
 
 Superintendent of Buildings. 
 
 Please test for (name) (business) 
 
 (place of business) (description of 
 
 articles to be tested) 
 
 to be used in building No to be tested to sustain 
 
 tons of 2,000 pounds. (Owner) 
 
 (Signature) 
 
 (Business) , 
 
 FOB A BEAM, LINTEL, OR GIRDER. 
 
 1st. Is the weight to be sustained at rest, or subject to vibration ? Ans 
 
 2d. What is the distance in the clear between supports ? . . . .feet. . . .inches. 
 3d. What is the beam, lintel, or girder supported by ? Iron or stone columns, 
 brick wall or piers ? 
 
 4th. What are the bearings on the wall, at each end ? inches. 
 
 5th. What is the full length of the beam, lintel, or girder? feet inches 
 
 long. 
 
 IF TO SUSTAIN A WALL, BRICK ARCHES, OR ANY OTHER BRICK OR STONE 
 
 WORK, 
 
 Give the thickness of the walls of each story and height of each story, also 
 the full height of the wall from the lintel 
 
170 
 
 ARCHITECTURAL IKON WORK. 
 
 
 Inches thick. 
 
 Height of 
 each story. 
 
 Weight per 
 foot. 
 
 Total pounds pe 
 story. 
 
 Tons weight. 
 
 1st st 
 2d 
 3d 
 4th 
 5th 
 6th 
 7th 
 8th 
 
 ory wi 
 
 t 
 
 i 
 
 t 
 
 u 
 
 ill 
 
 ir> 
 
 feet 
 
 . .Ibs. 
 
 Ibs 
 
 
 
 
 
 u 
 
 4 
 
 
 t 
 
 
 (( 
 
 
 
 1 
 
 
 4 
 
 
 u 
 
 
 
 4 
 
 
 4 
 
 
 u 
 
 
 
 ( 
 
 
 t 
 
 
 tt 
 
 
 
 I 
 
 
 4 
 
 
 It 
 
 
 
 k 
 
 
 t 
 
 
 i 
 
 
 
 4 
 
 
 
 
 
 
 
 Total Tons Weight. 
 
 Estimate the weight of wall per foot in height of wall, as 
 follows : 
 
 8 in. brick wall, weight per foot, 77 Ibs. 
 12 " " " 115 " 
 
 16 " " " 153 " 
 
 20 " 4 - " 192 " 
 
 24 " " " 230 " 
 
 Brown Stone. 4 inches 57 Ibs 
 
 " ' 8 " 114 " 
 
 " 12 " 170 " 
 
 Granite " per foot 166 li 
 
 White Marble " ...168 " 
 
 What is the full height of the wall from the bearing of the beam, 
 lintel, or girder ? feet inches. 
 
 If this weight is not equally distributed, double it. 
 
 Should it sustain a chimney, or any other weight, add the ad- 
 ditional weight in all cases. 
 
 Deduct for windows only half weight ; that is, take out of the 
 weight imposed on beam, lintel, or girder, but half the actual 
 space which the windows will occupy. Deduction 
 
 Total Tons imposed 
 
 NOTE. Should a pier rest on or about the middle of beam, lintel, or girder, 
 tlie weight must not be considered to be equally distributed. In computing the 
 weight of a brick arch, estimate a four-inch arch as equal in weight to an 
 eight-inch thick wall, and an eight-inch arch as equal in weight to a twelve-inch 
 thick wall, on a straight line. This additional weight is to make allowance for 
 the weight of material required to fill up on a level with the crown of the arch. 
 Make additional allowance for any material placed above the crown of the arch. 
 
 IF TO SUSTAIN FLOORS, GIVE 
 
 Size of floors feet inches wide x . . . .feet inches 
 
 long = 
 
 Number of floors ? 
 
 What is the area of floor surface ? feet inches. 
 
 What is the weight of floor, per superficial foot ? pounds per 
 
 foot = Ibs 
 
 (See *) 
 
 Pounds. 
 
ARCHITECTURAL IKON WORK. 
 
 171 
 
 Should this weight of floors rest on a girder or girders which rest either 
 directly on the iron beam, lintel, or girder, or on the wall above, which it sus- 
 tains the weight must in every case be doubled, as the weight is considered 
 central and other than equally distributed. 
 
 .pounds from above, doubled, = 
 
 Should the weight of floors be sustained on beams resting on the iron beam, 
 lintel, or girder, or on the wall above, which it sustains, equally distributed over 
 its length, it does not require to be doubled. 
 
 IF FLAT ROOF SURFACE . 
 
 feet inches long x feet inches wide, 
 
 = feet inches, at 90 pounds per foot = 
 
 * For Mansard Roof, additional calculation will have to be made for the 
 weight imposed. 
 
 * Should the Iron Beam, Lintel, or Girder, sustain Tanks or any other weight, 
 the calculation to be made on this sheet. 
 
 Total pounds. 
 
 For Tenement Houses, compute the weight per foot floor surface. . . 100 Ibs. 
 
 Dry Goods House 310 kt 
 
 Flour Store 350 " 
 
 Public Assemblies 180 
 
 Roof, including snow 90 " 
 
 Hardware Store from 350 to 600 " 
 
 * For cast-iron arch beams or girders with wrought-iron tension rods, calculate the maximum 
 strain when the pressure or weight of test is applied on the middle of beam or girder, not to ex- 
 ceed five tons per square inch of tension rod, or equal to ten tons distributed. 
 
 REPORT OF INSPECTOR. 
 
 NEW YORK, , 187 
 
 To the Superintendent of Buildings; 
 I respectfully report that the iron girders, beams, and lintels, described in 
 
ARCHITECTURAL IRON WORK. 
 
 the foregoing application, were practically tested by me -with the following 
 result : 
 
 Tested to .......... Tons ....... , Deflected ............ inches. 
 
 Permanent Set. 
 I hereby certify, by the foregoing test, that the above ................ is 
 
 .............. sufficient to bear the weight to be imposed thereon, agreeably 
 
 to the requirements of the annexed application, and having ............... 
 
 approved of the same, I have .............. caused the mark of the Depart- 
 
 ment to be placed thereon. 
 
 Inspector of Iron Work. 
 
 BLANK FOKM OF KEQUEST FOR ESTIMATE. 
 
 OFFICE OF ) 
 
 , ARCHITECT, [ 
 
 No , STREET. ) 
 
 , 187 
 
 To 
 
 DEAR SIR : You are hereby invited to submit proposals for the Iron 
 
 Work required for building 
 
 Plans and Specifications are now ready at this office. Bids will be received 
 
 until the day of , at 12 m. 
 
 Yours truly, 
 
 BLANK FORM OF PROPOSAL. 
 OFFICE OF 
 
 1 
 
 IRON CONTRACTOR AND MANUFACTURER, , 
 
 No , STREET. J 
 
 , 187 
 
 To 
 
 DEAR SIR: I (or we) hereby propose to do all the Iron Work required by 
 the Specification of Iron Work and Plans, for the building to be erected 
 No , Street, for the sum of dollars, 
 
 * 
 
 Respectfully, 
 
ARCHITECTURAL IRON WORK. 
 
 BLANK FOEM OF CONTEACT. 
 
 ARTICLES OF AGREEMENT made this 
 
 of , in the year one thousand eight hundred and. . . 
 
 BETWEEN 
 
 of the first part, and 
 
 of the second part. 
 
 First. The said part of the second part do hereby for heirs, 
 
 executors and administrators, covenant, promise and agree to and with the 
 
 said part of the first part executors, administrators or assigns, that 
 
 the said part of the second part, executors or administrators, 
 
 shall and will, for the consideration hereinafter mentioned, on or before the 
 
 day of next, well and sufficiently erect and finish the 
 
 IRON WORK of the building to be erected, built and completed on the land 
 
 of the part of the first part, known as lot No , Street, in 
 
 the city of , agreeably to the Drawings and Specification made 
 
 by , Architect, and signed by the said parties and 
 
 hereunto annexed, within the time aforesaid, in a good, workmanlike and 
 substantial manner, to the satisfaction, and under the direction of the said 
 Architect, to be testified by a writing or certificate under the hand of the 
 said Architect, and also shall and will find and provide such good, proper and 
 sufficient materials, of all kinds whatsoever, as shall be proper and sufficient 
 for the completing and finishing all the IRON WORK and other works 
 of the said building mentioned in the Iron Specification for the sum of 
 
 dollars. And the said part of the first part, 
 
 do hereby for heirs, executors and administrators, covenant, promise 
 
 and agree, to and with the said part of the second part, executors 
 
 and administrators, that the said part of the first part, 
 
 executors or administrators, shall and will, in consideration of the covenants 
 and agreements being strictly performed and kept by the said part of the 
 second part, as specified, well and truly pay, or cause to be paid unto the 
 
 said part of the second part, executors, administrators or assigns, 
 
 the sum of Dollars, 
 
 lawful money of the United States of America, in manner following : 
 
 When 
 
 the sum of 
 the sum of 
 the sum of 
 
 Dollars. 
 Dollars. 
 Dollars. 
 
 Total, 
 
 PROVIDED, that in each of the said cases, a certificate shall be obtained 
 and signed by the said Architect. 
 
17 ARCHITECTURAL IRON WORK; 
 
 AND IT Is HEREBY FURTHER AGREED BY AND BETWEEN THE SAID 
 
 PARTIES : 
 
 - First. The Specification and the Drawings are intended to co-operate, so 
 that all work mentioned in the Specification is to be executed the same as set 
 forth in the Drawings, to the true meaning and intention of the said Draw- 
 ings and Specification, without any extra charge whatsoever. 
 
 Second. The Contractor, at his own proper cost and charges, is to provide 
 all manner of materials and labor, scaffolding, implements, moulds, models 
 and cartage of every description, for the due performance of the several 
 erections. 
 
 Third. Should the Owner, at any time during the progress of the said 
 Iron Work, request any alteration, deviation, additions or omissions, from the 
 said contract, he shall be at liberty to do so, and the same shall in no way 
 affect or make void the contract, but will be added to, or deducted from, the 
 amount of the contract, as the case may be, by a fair and reasonable valua- 
 tion. 
 
 Fourth. Should the Contractor, at any time during the progress of the 
 said works, refuse or neglect to supply a sufficiency of materials or workmen, 
 the Owner shall have the power to provide materials and workmen, after 
 three days' notice in writing being given, to finish the said works, and the 
 expense shall be deducted from the amount of the contract. 
 
 Fifth. Should any dispute arise respecting the true construction or mean- 
 ing of the Drawings or Specification, the same shall be decided by the said 
 Architect, and his decision shall be final and conclusive ; but should any 
 dispute arise respecting the true value of the extra work, or of the works 
 omitted, the same shall be valued by two competent persons one employed 
 by the Owner, and the other by the Contractor and those two shall have 
 power to name an umpire, whose decision shall be binding on all parties. 
 
 Sixth. The Owner shall not, in any manner, be answerable or accountable 
 for any loss or damage that shall or may happen to the said works, or any 
 part or parts thereof respectively, or for any of the materials or other things 
 used and employed in finishing and completing the same (loss or damage by 
 fire excepted). The Owner shall keep the said building insured, and be 
 responsible for all loss or damage by fire. 
 
 IN WITNESS WHEREOF, the said parties to these presents have hereunto 
 set their hands and seals, the day and year above written. 
 
 Witnesses: [L. S.] 
 
 [L. S.] 
 
 FOUNDING. 
 
 The following general remarks on casting, moulding, etc., is 
 intended more particularly for the benefit of those who may 
 have invested money in a foundry, and yet who know little or 
 nothing of the practical workings of such a place. 
 
 Iron is generally melted in a Cupola-furnace. The cupola, 
 
ARCHITECTURAL IRON WOEK. 
 
 175 
 
 as Ordinarily constructed, consists of four legs and a cast-iron 
 circular or elliptical flanged plate, which is laid on the legs, and 
 has an opening in the centre, to which swinging doors are 
 fitted. A wrought-iron exterior shell rises from the plate, to a 
 height of from 10 to 18 feet, and is lined with tire brick. The 
 inside diameter is from 3 to 8 feet. The chimney or flue is also 
 of boiler iron, lined with fire brick. The cupola is capable of 
 melting from 3 to 20 tons of pig iron per hour. Kear the 
 bottom is an opening in the brick lining, through which the 
 .melted iron runs when the furnace is tapped. A little higher 
 up two isinglass peep-holes are provided for showing the 
 state of combustion and position of the coal, etc., inside. To 
 create a draught, a current of air is forced in at the sides, 
 through tubes called tuyeres, by a blowing machine. 
 
 (i(i. Tuyeres, b b. Small isinglass windows, c, Ladle for receiving the melted metal, 
 Columns of support. The small upright rods support the hinged floor, and stand in the pit below 
 the cupola. 
 
 EXTERIOR OF THE LOWER PART OF A CUPOLA. 
 
 In the upper part of the back of the cupola is the opening for 
 receiving the charges. When the cupola is to be used, the swing 
 doors are raised and held up by upright bars. The doors are 
 then covered on the inside with sand, to the depth of about six 
 
176 ARCHITECTURAL IKON WORK. 
 
 inches. The charging is done by placing a sufficient quantity 
 of kindling wood upon the floor, and above this a layer of the 
 best anthracite coal in large lumps, and in sufficient quantity to 
 fill up to the height of several inches above the line of tuyeres, 
 after it has well settled and the wood has burned away. This 
 precaution must be carefully observed, because if the charge of 
 iron above the coal should come down to a level with the en- 
 trance of the blast, combustion would be checked, the metal 
 become chilled, the process stopped, and the dumping of the 
 charge necessitated. Upon the layer of coal thus carefully de- 
 posited, one of pig iron is placed, varying in quantity from 
 1,000 to 5,000 Ibs., according to the size of the cupola and 
 to the rapidity with which it is proposed to effect the melting ; 
 and upon this another layer of coal is deposited, and afterwards 
 succeeding layers of iron and coal. The pig is broken into pieces 
 from ten to fifteen inches in length before it is charged. 
 Fluxes are added where occasion requires, according to the 
 judgment of the melter, pounded marble or limestone being 
 most frequently employed. The wood is usually ignited when 
 the first layer of coal is deposited, and in an hour to an hour 
 and a half the furnace may be tapped. When the charging is 
 being done, behind the opening through which the molten iron 
 is to be let or tapped a lump of coal is so placed that the open- 
 ing may be rammed full of refractory material, preferably 
 moulding sand. This tap-hole is 1J or 2 inches wide, and is 
 formed by placing a tapered round bar in the place where the 
 hole is to be, ramming the sand tightly around it and removing 
 it as soon as the hole is filled up. The sand filling is usually as 
 thick as the cupola lining say six to nine inches and this part 
 is called the breast of the cupola. The tap-hole is closed by a 
 stopper, made of loam, which is worked in the hand until it 
 assumes a certain degree of tenacity ; a round ball of it is then 
 fastened on the end of a stick of wood, provided with a disc 
 of iron, which, being previously wet, is then pressed into the 
 
ARCHITECTURAL IRON WORK; 177 
 
 tap-hole. This stopper is removed and replaced as often as 
 required during the operation of tapping. 
 
 On the inside of the cupola the space just above the tuyeres 
 has the shape of a cone, which has the effect to hold the 
 contents in such a relation to the blast as is best calculated to 
 make it the most effectual. Being larger toward the bottom than 
 at the top, it works hotter than if made with parallel sides, and 
 also has the advantage of lasting longer, as the melted iron 
 which is apt to cut the fire-brick, does not run down along the 
 brick. Slag, or scoria, more or less sticks to the lining and grad- 
 ually fills up the cupola, and finally compelling the brick to be 
 torn out and new put in. The melting and pouring is done 
 usually each afternoon. The molten iron after being let out 
 through the runner is caught into pots and ladles of various 
 sizes and capacities, to be carried by hand or lifted by cranes 
 from the furnace to the moulds. The ladles are covered by a 
 coating of clay, put on every cast anew. The large pots are 
 always made of wrought iron, the smaller ones may be either 
 cast or wrought iron. The sand bottom of the furnace is made 
 sloping, so as to admit of discharging the last portions of the 
 iron. It will be understood that in melting iron, wood, and coal 
 all together, the iron being the heaviest works through and falls 
 to the bottom, the purest iron being at the lowest point, and 
 the dross, impurities, etc., being on top. The dross from the 
 iron after being received in the ladles, rises to the top and is 
 skimmed off, or held back when the moulder is pouring into the 
 moulds. The melting point of cast iron varies. Scotch pig 
 melts at a somewhat lower temperature than American pig, be- 
 cause of its larger quantity of carbon. It is a common practice 
 among founders to melt different brands of iron together, to 
 give the mixture desired characteristics which they do not pos- 
 sess separately. The cupola has the advantage of melting iron 
 cheaper than any other furnace, and enables a large or small 
 
 quantity to be melted. After the iron has all been tapped out, 
 12 
 
178 ARCHITECTURAL IRON WORK. 
 
 the bars under the swing doors are knocked away and the re- 
 maining contents of the furnace dumped, the debris falling into 
 the brick pit, a stream of water through a hose played upon it 
 for a while, and the following day shovelled out and assorted. 
 
 MOULDING. 
 
 The floor of the foundry, for a depth varying from 3 to 8 
 feet, is made up of moulding sand. The first matter to receive 
 attention in moulding is the selection and proper treatment of 
 the sand ; for it is only by the use of sand possessing certain 
 properties, that the formation and retention of a smooth and 
 well defined cavity can be produced, having at the same time 
 sufficient porosity to allow of the escape of air and gases which 
 are generated during the pouring of the metal. It must pos- 
 sess, in a certain degree, the nature of a plastic or adhesive sub- 
 stance. The various kinds of good moulding sand have been 
 found to be of an almost uniform chemical composition, vary- 
 ing in grain or the aggregate form only. It contains between 93 
 and 96 parts of silex or grains of sand, and from 3 to 6 parts of 
 clay, and a little oxide of iron, in each 100 parts. It has in its green 
 state a yellowish earthy color, balls easily on being squeezed in 
 the hand, and, if sufficiently fine, assumes the finest impressions 
 of the skin without adhering to it. Sand is more or less porous, 
 and very refractory, so that the hot metals do not melt or bake 
 it two qualities of great importance in the successful opera- 
 tions of the business. In practice, the different classes of cast- 
 ings require different kinds of sand ; for one kind the sand 
 is to be porous, open, and is still to be adhesive ; for another 
 class it is to be very adhesive and fine, almost free of grit, to 
 make itself conform to the minutest parts of the pattern em- 
 bedded in it. Enough moisture must be present in the sand to 
 produce a proper degree of adhesion, but the quantity must be 
 as small as possible, for too much would produce an amount of 
 
ARCHITECTURAL IRON WORK. 179 
 
 vapor when the molten metal is poured that would injure or 
 destroy the mould. The cost of sand is not an item of much 
 consequence after the first supply is obtained, as it is used over 
 and over many times. It has often to be transported consider- 
 able distances, as it is not found in every locality where common 
 sand exists. The moulding sand which is used in New York 
 City is principally obtained in New Jersey and in the vicinity of 
 Albany, N. Y. To work successfully in green sand (as it is 
 called), it is almost absolutely necessary to divide the articles of 
 manufacture. The moulder who has been trained to small 
 articles is hardly able to do heavy work ; and those moulders 
 who have been used to heavy articles cannot compete with 
 moulders of light castings. The sand suitable for columns, 
 beams, etc., is not fit for leaves of capitals, cornices, etc. There 
 needs to be a separate shop, and separate hands, particular sand 
 for light and heavy work respectively. 
 
 The tools used by moulders are various, consisting of trowels 
 from the size of a small mason's trowel, down to a very small 
 one ; and tools for polishing and cleaning surfaces, together with 
 rammers, pointed and round. Besides the tools here enumer- 
 ated, the moulder has short-handled light shovels, for filling 
 boxes and for working the sand ; sieves of various sizes or 
 meshes, and a riddle for filling the flask ; small bellows for 
 blowing dry, loose sand from the moulds, and parting sand from 
 the patterns, etc. The moulder needs an iron water pot ; two 
 or more linen bags for coal dust, black lead, etc., a piece of rope 
 for tufts, and iron or brass piercers or prickers. 
 
 Architectural casting is mainly done in green sand. Many 
 articles require a combination of dry sand and green dry sand 
 for cores. Cores are especially used for forming vacancies in 
 castings, which cannot be successfully formed by the pattern. 
 Core sand should be coarse and very porous, such as white sand 
 from the sea-shore. It is mixed with flour, sour beer, etc., form- 
 ing a paste, and baked hard in the core oven. Fresh sand must 
 
180 ARCHITECTURAL IKON WORK. 
 
 be used in each cast; old sand, burned sand, or sand mixed 
 with coal, cannot be employed for this purpose. The casting 
 of a hollow column is an example of mixed moulding in green 
 and dried sand. The outer part of the mould is made in a flask 
 of two parts with green sand, from a solid pattern of the column. 
 A dry sand core somewhat longer than the mould is then placed 
 in the axis of the hollow mould, its extremities resting upon the 
 sand beyond. The thickness of the walls of the column will of 
 course be in inverse proportion to the size of the core. The 
 management of cores is a matter which requires some ingenuity. 
 A caution not to be neglected is that cores are never to be put 
 into a green sand mould until the very latest moment before 
 casting. 
 
 Long or thin cores, whether in green sand or dry, are stiffened 
 by arbors, or small rods of iron, which are moistened with clay 
 water. Such wires or rods are buried in the core and recovered 
 when the casting is cleansed from its adhering sand. If cores 
 are too long to bear their own weight and the pressure of the 
 metal, they are to be supported by wires or chaplets, so that the 
 cores will be kept at the right distance from the mould. 
 
 Coal-dust, black-lead, and anthracite dust, are simple means 
 of blackening the mould by mixing it with sand. If hot metal 
 is allowed to be in immediate contact with some kinds 
 of fresh sand, the sand will partly melt ; or if the sand is 
 coarse, the hot metal will penetrate into the spaces between the 
 grains, and the casting in consequence will be rough. Black- 
 ening, or a coating of carbon, will prevent in a great measure the 
 burning of the sand, and consequent roughness of the casting ; 
 but if used in too large quantities it is apt to fill the necessary 
 pores of the sand, and, as it is almost incombustible, will pre- 
 vent the escape of gases from the hot metal, and consequently 
 cause unsound castings. Sharp outlines can never be expected 
 if too much coal is used, either mixed with the sand or dusted 
 on. In ornamental moulding it is not generally the strength of 
 
ARCHITECTURAL IRON WORK. 181 
 
 the metal which is the most valuable, but it is the perfect repre- 
 sentation of the pattern which is desirable. Sharp outlines and 
 smooth castings are the main object. 
 
 The art of moulding would in itself fill a volume. It is a 
 trade, and skilful workmen are plentiful. After all, the gen- 
 eral appearance of finished architectural iron work does not de- 
 pend so much on the surfaces of the castings, as it does on the 
 patterns from which the castings are made the boldness of 
 outlines, the artistictness of the carvings things beyond the 
 control of the moulder. The moulding of these patterns is 
 generally simple, there are but few complicated forms, and 
 therefore there is no reason why well-finished castings of 
 uniform thickness should not be turned out. Indeed the most 
 elegant castings, surpassed nowhere in the world, are now made 
 for architectural purposes. There is a great advantage in well- 
 finished patterns. If the patterns are perfect the castings will 
 be good. 
 
 The moulds are generally formed in a frame similar to a box, 
 without top or bottom, and having traverses or bars running 
 across on the inside. These boxes are technically called 
 " Flasks," and they enclose the sand which is filled around the 
 pattern. A flask is made in two or more parts, the top portion 
 being called the cope, and the bottom the drag. On each side 
 of the flask are two or more hooks fitting to eyes which serve 
 to connect the two parts of the flask as firmly as possible, to 
 prevent a separation or the lifting of the upper box. Pins are 
 also arranged in the sides, so that the boxes can be lifted apart 
 and brought back again to exactly the same position. On each 
 box are four snugs'or handles for lifting and carrying. Flasks 
 are made as rough as possible inside, for it is by adhesion chiefly 
 that the sand remains in the box. The adhesion of the sand is 
 increased by driving nails into the traverses and sides of the 
 box, of such length that the points project on the inside. 
 
 Flasks may be made of wood or of cast iron. Iron Flasks 
 
182 ARCHITECTURAL IRON WORK. 
 
 are in the course of time the cheapest, as they are the strongest 
 arid most durable. Wooden flasks barn and leak, and never 
 make correct castings ; their pins never fit well and the wood 
 is apt to warp. Iron flasks have the same general construction 
 as wooden ones, with the addition of strong ears, by which they 
 may be lifted with a crane. The adhesion of the sand is 
 secured by nails being cast in the box, or its inner surface is 
 covered with projections made by driving the piercer an inch 
 or so into the sand before casting the box. The form of box 
 is generally suited to the pattern, and must always be strong 
 enough to resist the influence of the heavy weight of sand and 
 iron. If the box gives way the sand wJll crack and drop out, 
 spoiling the mould. 
 
 Large flasks are held together by clamps or dogs, and 
 heavy weights to hold the cope down, many pieces, such as 
 box columns, etc., being moulded in the floor. When the 
 frame of the box is made of iron the traverses are often of 
 wood. The interior of a flask is made wet, traverses and all, 
 with a solution of strong loam or clay, put on by means of a 
 brush. 
 
 The cost of flasks is a serious item. Expensive as they are 
 to make, they are only worth the price of tire-wood and old 
 iron under the auctioneer's hammer. Unless carefully guarded 
 against, too many flasks will be made and too much iron tied 
 up in weights, etc. 
 
 The hot metal is poured into the mould through a git, or 
 gate, which is simply a tapering hole through the upper box. 
 The hole is formed by setting in one or more wooden pins in 
 the sand. The setting of these for gits is a nice point and 
 requires considerable discrimination on the part of the 
 moulder. The gits are to be very tapering and smooth, to 
 allow an easy passage for the hot metal and prevent the 
 washing down of loose sand. Holes and vents must be pro- 
 vided for the escape of air and gases. A powerful expansive 
 
ARCHITECTURAL IRON WORK. 183 
 
 force is applied to the interior of the mould when the hot 
 metal is poured in, and the greatest precautions must be taken 
 to have all the iron fastenings, as well as the sand tampings, 
 strong enough to withstand the pressure. 
 
 The work of casting is the last business of the day. After 
 casting, the small articles are removed the same afternoon, 
 and the heavy pieces during the night time. After the sand 
 is rubbed from them they are carried to an adjoining apart- 
 ment to be chipped and otherwise finished. The flasks are 
 piled up so as to be handy for the next day's work ; and the 
 sand, after receiving some water, is shovelled over, mixed, and 
 thrown in heaps, where it remains during the night. If 
 properly performed, the sand will be of a proper and uniform 
 dampness the next morning. The expense of moulding is 
 very variable. It is done by days' work and by piece work. 
 
 Castings are generally made of greater thickness in practice 
 than the requirements of theory show as necessary. Much of 
 the strength of a casting depends on the design. There should 
 be as few abrupt bends, sharp angles, and sudden variations of 
 thickness as possible, in order to obtain equal and uniform 
 cooling and accord in the order and direction of crystallization, 
 as it has been found from experience that wherever the order 
 of crystallization is disturbed there will be found weakness. 
 Increased thickness should not be considered as an equivalent 
 to inferior iron, for in no material can it be said with greater 
 truth that it is absolutely necessary to have quality as well as 
 quantity. 
 
 WAR PRICES. 
 
 The following List-Prices of the Iron Founders' and the 
 Engineers' Association of New York, in 1864-65, will be 
 found valuable as a reference to the ruling high charges for 
 
184 ARCHITECTURAL IRON WORK. 
 
 labor and materials during war times, and for comparison 
 between then and now : 
 
 PKICES 
 
 ADOPTED BY THE 
 
 IKON FOUNDEKS OF NEW YOKK AND NEIGH- 
 BORING CITIES, 
 
 OCTOBER 1, 1864. 
 
 MACHINERY CASTINGS. 
 
 Ordinary Green Sand Castings 7 cts. per Ib. and upwards. 
 
 Dry Sand Castings 8* " " " " 
 
 Loam Castings 9 " " " " 
 
 Heavy Grate Bars 6 " " " " 
 
 Light " " 6 " '' " " 
 
 Pattern making $4 per day. 
 
 SHIP CASTINGS. 
 Ordinary Green Sand Castings 7 cts. per Ib. and upwards. 
 
 HOUSE WORK. 
 
 ROUND COLUMNS. 
 
 Not exceeding half-inch thick, with ordinary Cap and Base Plates. 
 
 3| inches diameter $1.40 per foot. 
 
 4 " " 1.63 u 
 
 4* " " 1.96 " 
 
 5 " " 2.33 u 
 
 6 " " 2.80 " 
 
 7 " " 3.50 " 
 
 COLUMNS. 
 
 Heavy Round Columns 7 cts. per Ib. and upwards. 
 
 Corinthian Columns 7 " " " 
 
 Box Columns 7 " " u 
 
 I Columns 7 " " " 
 
 Columns 7 " " ' 
 
 Corinthian Capitals extra price. 
 
 LINTELS AND SILLS. 
 
 Box Lintels 7 cts. per Ib. and upwards. 
 
 r ' 7 " " " 
 
 " .... 7 " " " 
 
 Door Sills.. . 7 " " " 
 
ARCHITECTURAL IRON WORK. 185 
 
 GIRDERS AND BEAMS. 
 
 Vault Girders and Beams 7 cts. per Ib. and upwards. 
 
 T " 7 u " " 
 
 I 7 " u u 
 
 Arch " 7" " 
 
 Wrought Iron Rods 15 cts. and upwards. 
 
 Castings for Buildings not included in above list, 7 cts. per Ib. and upwards. 
 RAILING CASTINGS. 
 
 Heavy Railing Castings 7 cts. per Ib. and upwards. 
 
 Light " " ?i tl " " 
 
 Cored Balusters extra price. 
 
 RANGE AND FURNACE CASTINGS. 
 
 Range Castings 7 cts. per Ib. 
 
 Furnace, Ship, Stove, and Hotel Range Castings 7 " " 
 
 SEWING MACHINE CASTINGS 7 cts. per Ib. and upwards. 
 
 HEAVY ANVIL BLOCKS, Buoy Weights, and Ballast may be made by special 
 agreement at ten per cent, above cost. 
 
 N.B. All the above prices are net cash. 
 
 WAR PRICES. 
 TAKIFF OF THE ENGINEEKS' ASSOCIATION. 
 
 New York, April 5, 1865. 
 Machinists, in Shop, or out, and on all Jobbing Work. . . . each per day, $4.25 
 
 Pattern Makers, 4< " 4.50 
 
 Millwrights, " " 4.25 
 
 Boiler Makers, " " 4.25 
 
 Blacksmiths, man and helper at small fire, " 12.00 
 
 do. do. , at large fire, from $15 to 20.00 
 
 Extra Helpers, each per day, 3.00 
 
 .Laborers, " " 2.50 
 
 Large Slide and Facing Lathes and Planer, " " 15.00 
 
 do. Second Class, " " 12.00 
 
 do. Third do " " 10.00 
 
 do. Fourth do " " 8.00 
 
 Slotting Machines, First Class " " 15.00 
 
 do. do. Second do " ' 12.00 
 
 do. do. Third do " " 10.00 
 
 Shaping Machines, First Class, " " 10.00 
 
 do. do. Second do " " 8.00 
 
 Drilling Machines, Bolt Cutters, and other Similar Tools " " 8.00 
 
 Boiler Iron, for Repairs, per Ib. .12 
 
 Rivets, " .13 
 
 Bar Iron, ' .10 
 
 Loam and Dry Sand Castings, from 8 c. " to . 10 
 
 Machinery Green Sand Castings, from 6 c. " to .08 
 
 Grate Bars, " .06 
 
 Brass Castings from 60 c. " to .85 
 
 Copper Pipe, " .85 
 
186 
 
 ARCHITECTURAL IRON WORK. 
 
 EXHAUST TEAPS FOE STEAM PIPES. 
 
 A simple and effective apparatus placed at the top of the 
 exhaust pipe, to catch and carry off the water- which otherwise 
 would fall on the roof or in the street below, is the Trap known 
 as CONROW'S PATENT, and manufactured and for sale by most 
 of the principal Steam Fitters. Its use is very important on 
 buildings having Iron Fronts ; indeed, it is required on the top 
 of every building in which steam is used, on stores, factories, 
 hotels, warehouses, hospita^ public buildings, etc. 
 
 DESCRIPTION. 
 
 The exhaust steam on coming up out of the pipe strikes the 
 cap, spreads out to the sides of the drum, is held in check by 
 the flaring top, and falls in the shape of water on the bottom 
 of the drum, and is carried off through the discharge pipe. 
 The light vapory steam passes out at the top of the drum into 
 the open air, making no impression on the surrounding objects. 
 
 The operation is absolutely effectual. It simply holds the 
 
ARCHITECTURAL IRON WORK. 187 
 
 exhaust steam within the drum long enough to let the colder 
 temperature of the atmosphere convert the heavy steam into 
 water, and allow the light steam to pass away. 
 
 Much scalding hot water comes up the exhaust pipe with the 
 waste steam, and is slushed out quarts at a time on the roof. 
 This Trap takes all this water and conveys it off through the 
 discharge pipe to the gutter, or to the leader pipe, and so saves 
 the building. 
 
 / ADVANTAGES. 
 
 It saves IRON FRONTS from one of the principal causes of 
 rusting prevents the wet steam from blowing over on the 
 front. It saves a stone front from discoloring and ruin. 
 
 It saves the roof of the building by preventing the scalding 
 water from falling and destroying the paint, and rusting the 
 tin. It saves the surrounding brick walls and the chimneys. 
 
 It performs its work perfectly by condensing the heavy steam 
 within the drum, and allows the light, vapory steam to pass 
 away. Not a drop of water escapes. A constant and steady 
 stream of water is caught in and carried off by the Trap when 
 the engine is at work. 
 
 It cannot freeze up or get out of order. It will need no re- 
 pairs, lasting as long as the material of which it is made will 
 last. 
 
 It saves all annoyance to people passing by in the street, and 
 at open windows, from the falling spray. 
 
 It permits no back pressure on the engine. The steam has 
 a clear passage out. 
 
 It is compact, and sightly and durable. Its simplicity is one 
 of its chief merits, and its effectiveness has been proved by its 
 use for a number of years. 
 
188 
 
 ARCHITECTURAL IRON WORK. 
 
 PH 
 
 a 
 
 H 
 CQ 
 
 o 
 
 PH 
 m 
 
 .5*2 
 
 > a c > ^;o 
 
 151 ^g- 
 
 sS-d rg eS *2 -S 
 
 .5 ^" .5 s B 
 
 d'J 
 
 &. 
 
 . = 
 
 Iilg 3?t ill i 
 iui * |w 
 
 x 
 
 x 
 
 W 
 
 cc 
 
 O 
 
 H 
 
 a 
 
 r 
 
 .a 
 
ARCHITECTURAL IRON WORK. 189 
 
 IRON PORT-HOLES FOR FIRE WALLS. 
 
 Extract from the New York Fire Law. 
 
 PARAPET WALL to be at least five feet high above the roof, twelve inches thick and coped, 
 and to have openings three and a half feet above the roof, suitable for fire defence. 
 
 If the opening is made too large, a fork of flame is liable to come through 
 and fatally burn the fireman. If made small, it is inconvenient to see through 
 and work in. The thickness of wall cuts off the side and downward angles of 
 sight, and prevents the pipe-man from playing on the flames except at such 
 angles as can be got through the oblong hole, which necessarily carries the 
 stream of water not much nearer than the centre, and more often to the far 
 side of the adjoining burning building. 
 
 This Port-Hole is made in one casting, in shape like a dice- 
 box or an hour-glass, six inches diameter of opening in the 
 centre, and radiating to a larger diameter of twelve inches on 
 either side of the fire-wall. The small opening affords the 
 fireman proper protection from the flames, and the large open- 
 ing gives him increased angles of sight, free room to work in, 
 and enables him to turn his stream of water in any direction. 
 The work of battling with a fire is done more effectually. 
 
 In the small opening is placed a pane of mica, to enable the 
 fireman to view the fire with safety from the flames and heat, 
 in advance of playing on the burning mass. This mica pane 
 
ARCHITECTURAL IRON WORK. 
 
 fits in a small groove in the casting, and is held in place simply 
 by a little putty. When the fireman puts through his pipe he 
 at once knocks away the obstruction, and the full and clear 
 diameter of the Port-Hole is at his service. The replacement 
 of a new pane of mica is cheaply and quickly done. No sharp 
 angles or corners on the iron, so when occasion requires, the 
 hose may be easily dragged through, and without hindrance to 
 the free flow of water. 
 
 Port-Holes should be placed about ten feet apart in the wall. 
 
 IKON. 
 
 CAST IRON expands -r^Vou of its length for one degree of 
 heat ; greatest change in the shade in this climate, T y T Tr ^ ^ t8 
 length ; exposed to the sun's rays, y^ ; shrinks in cooling 
 from -^-g- to -fa of its length ; is crushed by a force of 93,000 
 Ibs. upon a square inch ; will bear without permanent altera- 
 tion, 15,300 Ibs. upon a square inch, and an extension of l -fa lf 
 of its length. 
 
 WROUGHT IRON expands TTsVoT ^ i ts length for one degree 
 of heat ; will bear on a square inch, without permanent altera- 
 tion, 17,800 Ibs., and an extension in length of y^J ^ ; cohesive 
 force is diminished ~~ b an increase of one degree of heat. 
 
 QQOO 
 
 SHRINKAGE OF CASTINGS. 
 
 Cast Iron ...... \ of an inch 
 
 The 
 
 rule should be for 
 
 zinc .......... 
 
 Iron, small cylinders ____ = 
 
 " Pipes ............ = 
 
 " Girders, beams, etc. 
 u Large cylinders, \ 
 
 > = 
 
 in. per ft. 
 
 in. 15 ins. 
 
 i L 6 per foot. 
 
 the contraction 
 of diam. at top. * 
 Ditto at bottom. . . = fa per foot. 
 
 Iron, in length. ... = 
 
 Brass, thin ......... = 
 
 Brass, thick ........ = 
 
 Zinc .............. = 
 
 Lead .............. = 
 
 Copper 
 Bismuth 
 
 longerperlinealfoot 
 
 in 16 ins. 
 in 9 ins. 
 in 10 ius. 
 in a foot. 
 in a foot. 
 in a foot. 
 
 = & in a foot. 
 
AECHITEOTUEAL IRON WORK. 
 
 To FIND THE WEIGHT OF CASTINGS FROM THAT OF THEIR 
 
 Multiply weight of white pine pattern by 16 for cast iron. 
 Ditto " " " 18 for brass. 
 
 Ditto " " 19 for copper 
 
 Ditto * " " 25 for lead. 
 
 To COMPUTE THE WEIGHT OF CAST IRON, WROUGHT IRON, ETC. 
 
 X 
 
 Cubic inches multiplied by 
 
 .263 
 
 = Ibs. av. cast iron. 
 
 U U I 
 
 .281 
 
 = 
 
 U 
 
 wrought do. 
 
 it U 
 
 .283 
 
 = 
 
 u 
 
 steel. 
 
 u u t 
 
 .3225 
 
 
 
 u 
 
 copper. 
 
 K U 
 
 .3037 
 
 = 
 
 u 
 
 brass. 
 
 U U ( 
 
 .26 
 
 
 
 u 
 
 zinc. 
 
 tc u u 
 
 .4103 
 
 - 
 
 u 
 
 lead. 
 
 u tt u 
 
 .2636 
 
 
 
 u 
 
 tin. 
 
 u 
 
 u 
 
 .4908 
 
 = 
 
 it 
 
 mercury. 
 
 Cylindrical in. 
 
 u 
 
 .2005 
 
 = 
 
 4 
 
 cast iron. 
 
 41 
 
 I U 
 
 .2168 
 
 = 
 
 4 
 
 wrought iron. 
 
 4 
 
 it 
 
 .2223 
 
 
 
 4 
 
 steel. 
 
 4 ' 
 
 (I 
 
 .2533 
 
 
 
 I 
 
 copper. 
 
 u 
 
 l< 
 
 .2385 
 
 =: 
 
 4 
 
 brass. 
 
 it 
 
 (( 
 
 .2042 
 
 rr 
 
 " 
 
 zinc. 
 
 " 
 
 u 
 
 .3223 
 
 -^ 
 
 u 
 
 lead. 
 
 t( 
 
 u 
 
 .207 
 
 -^ 
 
 ' 
 
 tin. 
 
 (1 
 
 it 
 
 .3854 
 
 = 
 
 (C 
 
 mercury. 
 
 Avoirdupois Ibs. 
 
 u 
 
 .009 
 
 = 
 
 cwts. 
 
 
 (1 U 
 
 .00045 
 
 
 
 tons. 
 
 
 CAST IRON. EXAMPLE, FOR PLATES, ETC. 
 
 What will a plate 12" x 12" x I" weigh ? Rule. Ascer- 
 tain the number of cubic inches in the piece, multiply them 
 by .263 (the weight of a cubic inch, as given in the above table) 
 and the product will give the weight in pounds. 
 
 Thus : 12" x 12" x 1" = 144 cubic inches. 
 
 .263 
 
 37.872, say 38 Ibs. 
 
 A short method : Rule. Divide the number of cubic inches 
 in the piece by 4, and to the product add a 20th. 
 
192 ARCHITECTURAL IRON WORK. 
 
 Thus: 12x12x1= 
 divide 4) 
 
 36 
 
 add ^ 2 say 
 38 Ibs. 
 
 EXAMPLE, FOR Box COLUMNS, ETC. 
 
 What will a box column 12" x 12" x 1 inch thick weigh 
 per lineal foot ? Rule, Ascertain the number of cubic inches 
 to the foot, multiply them by .263 and the product will give 
 the weight in pounds. 
 
 Thus : 12 
 12 
 12 
 12 
 
 48 x 12" long = 576 cubic inches in the foot. 
 .263 
 
 151.488 say 151 Ibs. 
 
 A short method: Rule. Multiply the number of cubic 
 inches in the area by 3, and to the product add a 20th. 
 
 Thus: 12 
 12 
 12 
 12 
 
 48 x 1 = 48 cubic inches area. 
 3 
 
 144 
 add 7 
 
 151 Ibs. 
 
ARCHITECTURAL IRON WORK. 193 
 
 EXAMPLE, FOR ROUND COLUMNS. 
 
 What will a round column 12 in. dia. and 1 in. thick weigh 
 per foot Rule. Ascertain the number of cubic inches to the 
 foot, multiply them by .263 and the product will give the 
 weight in pounds. [The decimal .263 is used for convenience 
 sake. The correct decimal, however, for cylindrical inches is 
 .2065.] 
 
 Thus : 12 in. dia. = 37.69 in. circumference x 1 in. thick = 
 37.69 x 12 inches long = 452.28 cubic inches in the ft. 
 
 .263 
 
 118.9 say 119 Ibs. 
 
 A short method : Rule. Multiply the diameter by 3*- to 
 get the circumference. Multiply the number of cubic inches 
 in the area by 3, and add a 20th. 
 
 Thus : 12 in. dia. 
 
 3+ 
 
 38 
 3 
 
 114 
 
 add 5 
 
 119 Ibs. 
 An approximate method : Multiply the diameter by 9. 
 
 EXAMPLE, FOR CAST IRON T BEAMS. 
 
 What will be the weight of a beam whose bottom flange is 
 12" x 1J", centre web 18" x 1", and top flange 3" x 1"? 
 Get the number of cubic inches in a foot and multiply by .263. 
 
 " = 18 
 16" x 1" = 16 
 3" x 1" = 3 
 
 37 X 12" long = 444 cubic in. to the ft. 
 .263 
 
 13 say 117 Ibs. 
 
194 ARCHITECTURAL IRON WORK. 
 
 Short method, thus : 
 
 12 x 1J = 18 
 
 16 x 1 = 16 
 
 3x1=3 
 
 37 
 Multiply by 3 
 
 111 
 
 6 
 
 117 Ibs.' 
 WROUGHT IRON. COMPUTING WEIGHTS. 
 
 The decimal for wrought iron is .281 in multiplying the 
 number of cubic inches. The manner the same as given for 
 cast iron. 
 
 For short methods of figuring ^th is to be added to the 
 product, instead of -g- 1 ^, as in cast iron. 
 
 Thus: What will a plate of wrought iron 12" x 12" x 1 
 inch thick weigh? 
 
 Short method. 
 
 12" x 12" x 1" = 144 
 
 .281 
 
 40 Ibs. 
 
 12" x 12" x I" = 144 
 
 divide 4) 
 
 36 
 
 add T \ f 4 
 
 40 Ibs. 
 
 To TEST THE QUALITY OF BAR IRON. 
 
 If fracture gives long silky fibres of leaden-gray hue, fibres 
 cohering and twisting together before breaking, it may be con- 
 sidered a tough soft iron. A medium, even grain, mixed with 
 fibres, a good sign. A short, blackish fibre indicates badly re- 
 fined iron. A very fine grain denotes a hard steely iron, apt 
 to be cold-short, hard to work with a file. Coarse grain, with 
 brilliant crystalized fracture, yellow or brown spots, denotes a 
 
ARCHITECTURAL IRON WORK. 
 
 195 
 
 brittle iron, cold short, working easily when heated ; welds 
 easily. Cracks on the edge of bars, sign of hot-short iron. 
 
 The foreign substances which iron contains modify its essen- 
 tial properties. Carbon adds to its hardness, but destroys some 
 of its qualities, and produces Cast Iron or Steel according to 
 the proportion it contains. Sulphur renders it fusible, difficult 
 to weld, and brittle when heated or " hot short" Phosphorus 
 renders it " cold short" 
 
 WEIGHT OF A LINEAL FOOT OF ROUND AND 
 SQUARE BAR IRON, IN POUNDS. 
 
 Inch. 
 
 ROUND IRON. 
 
 ^ Ibs. Inch. | 
 
 | ibs. 
 
 Inch. 
 
 SQUARE IRON. 
 
 ( Ibs. Inch. HB 
 
 Ibs. 
 
 J 
 
 16C 
 
 44 
 
 ... 63.1 
 
 4 
 
 208 ^-L 
 
 60.8 
 64.5 
 68.2 
 72.0 
 75.9 
 80.0 
 84.2 
 88.5 
 92.8 
 97.3 
 101.9 
 106.6 
 111.4 
 116.3 
 121.2 
 131.6 
 142.3 
 153.5 
 165.0 
 189.5 
 215.6 
 243.4 
 272.8 
 303.9 
 336.8 
 371.3 
 407.5 
 445.4 
 485.0 
 
 
 . . .368 
 
 5 
 
 66 7 
 
 I.. 
 
 468 
 
 4f 
 
 * . 
 
 654 
 
 51. 
 
 697 
 
 I 
 
 833 
 
 
 1.02 
 
 ^4- 
 
 73 2 
 
 f.. 
 
 1 30, 
 
 44 
 
 | 
 
 . 1.47 
 
 "4 
 
 54 
 
 76 7 
 
 
 1.87 
 
 
 i 2.00 
 
 51 
 
 80 3 
 
 7 
 
 2.55 
 
 4-4- 
 
 1 
 
 2.61 
 
 2 .... 
 
 84.0 
 
 1 
 
 3 33 
 
 5 
 
 H. 
 Ii 
 
 3.31 
 4.09 
 
 5f 
 
 ... 87.8 
 
 
 4.21 
 
 51 
 
 
 ... 91.6 
 
 li.. 
 
 5 20 
 
 
 If 
 
 4.94 
 
 A 
 
 cm 
 
 If.. 
 
 6 30 
 
 
 If 
 
 5.89 
 
 6i 
 i 
 
 . . . 103.7 : 
 mo 
 
 
 750 
 
 1 1 
 
 It 
 
 6.91 
 
 l| 
 
 . . 8 80 
 
 54 
 
 
 8.01 
 
 "1 
 
 120 Q 
 
 is 
 
 10.2 
 
 
 1 
 
 9.20 
 
 
 1 Qft A 
 
 1| 
 
 11.7 
 
 5| 
 
 2 
 
 10.4 
 
 
 
 71 
 
 , . , JoU.U 
 139 5 
 
 2 .. 
 
 13.3 
 15.0 
 
 6 . 
 
 64- 
 
 2* 
 
 11.8 
 
 
 149 3 ' 
 
 24, 
 
 13.2 
 
 78 
 
 
 2i 
 
 16.8 
 
 
 
 14.7 
 16 3 
 
 8 
 
 , . 169.9 
 
 2 L 
 
 18.8 
 on ,Q 
 
 6f 
 
 st! 
 
 18.0 
 
 19 7 
 
 8i 
 
 si::::: 
 
 9 
 
 180.7 
 ... 191.8 
 ... 203.3 
 . . . 215 
 
 Oa' ' 
 
 22.9 
 OP; o 
 
 7 
 
 2! 
 
 21.6 
 
 21 
 
 27 5 
 
 8 . 
 8* 
 9 
 
 10 
 
 3 
 
 23 5 
 
 3 
 
 Qn o 
 
 3?r. 
 
 .. 25.5 
 
 27 6 
 
 9* 
 
 . . 227.2 
 
 Ql 
 
 jo 5 
 
 9^ 239.G 
 
 "$ 
 
 >ft 2 
 
 of 
 
 29 8 
 
 9| 252.4 
 
 34 
 
 37 9 
 
 gL 
 
 32.0 
 
 10 
 
 . . 266.3 
 
 si.. 
 
 34 
 
 40.8 
 43 8 
 
 10 V 
 
 34 
 
 344 
 
 10i 278.9 
 
 11 
 
 Ill 
 
 
 36.8 
 
 49 ^ 
 
 10* 
 IQt 
 
 . . . 292.7 
 . . . 306.8 
 
 
 46.8 
 
 4 .. 
 
 53.9 
 
 10 
 
 4i- 
 
 45.2 
 . 479 
 
 11 
 
 ...321.2 
 
 
 573 
 
 1 
 
 Hi.'!.'.'.' 
 
 . . . 336.0 
 ... 351.1 
 
 
 
 2 
 
 
 a. ' " 
 
 5S 7 
 
 lit 
 
 . . . 366.5 
 
 44 
 
 56 8 
 
 12 
 
 . . 382 2 
 
 
 599 
 
 
 
196 
 
 ARCHITECTURAL IRON WORK. 
 
 WEIGHT OF A LINEAL FOOT OF FLAT BAR IRON, 
 IN POUNDS. 
 
 NO. I. 
 
 Breadth 
 in inches. 
 
 Thickness in Fractions of inches. 
 
 i 
 
 fV 
 
 I 
 
 A 
 
 * 
 
 i 
 
 t 
 
 1 
 
 1 
 
 1 
 
 .83 
 
 1.04 
 
 1.25 
 
 1.46 
 
 1.67 
 
 2.08 
 
 2.50 
 
 2.92 
 
 3.34 
 
 H 
 
 .93 
 
 1.17 
 
 1.40 
 
 1.64 
 
 1.87 
 
 2.34 
 
 2.81 
 
 2.28 
 
 3.75 
 
 i 
 
 1.04 
 
 1.30 
 
 1.56 
 
 1.82 
 
 2.08 
 
 2.60 
 
 3.13 
 
 3.65 
 
 4.17 
 
 if 
 
 1.14 
 
 1.43 
 
 1.72 
 
 2.00 
 
 2.29 
 
 2.87 
 
 3.44 
 
 4.01 
 
 4.59 
 
 l* 
 
 1.25 
 
 1.56 
 
 1.87 
 
 2.19 
 
 2.50 
 
 3.13 
 
 3.75 
 
 4.38 
 
 5.00 
 
 H 
 
 1.35 
 
 1.69 
 
 203 
 
 2.37 
 
 2.71 
 
 3.39 
 
 4.07 
 
 4.70 
 
 5.43 
 
 if 
 
 1.46 
 
 1.82 
 
 2.19 
 
 2.55 
 
 2.92 
 
 3.65 
 
 4.38 
 
 5.11 
 
 5.84 
 
 H 
 
 1.561 1.95 
 
 2.34 
 
 2.74 
 
 3.13 
 
 3.91 
 
 4.69 
 
 5.47 
 
 6.26 
 
 2 
 
 1.67 2.08 
 
 2.50 
 
 2.92 
 
 3.34 
 
 4.17 
 
 5.01 
 
 5. 80 
 
 6.68 
 
 2i 
 
 1.77 
 
 2.21 
 
 2.66 
 
 3.10 
 
 3.55 
 
 4.43 
 
 5.32 
 
 6.21 
 
 7.10 
 
 Si 
 
 1.87 
 
 2.34 
 
 2.81 
 
 3.28 
 
 3.76 
 
 4.69 
 
 5.63 
 
 6.57 
 
 752 
 
 21 
 
 1.98 
 
 2.47 
 
 2.97 
 
 3.47 
 
 3.96 
 
 4-95 
 
 5-95 
 
 6.94 
 
 7.93 
 
 2^ 
 
 2.08 
 
 2.60 
 
 3.13 
 
 3.65 
 
 4.17 
 
 5.21 
 
 6.26 
 
 7.30 
 
 8.35 
 
 2| 
 
 2.19 
 
 2.74 1 3.28 
 
 3.83 
 
 4.38 
 
 5.47 
 
 6.57 
 
 7.67 
 
 8.77 
 
 4 
 
 2.29 
 
 2.871 3.44 
 
 4.01 
 
 4.59 
 
 5.74 
 
 6.88 
 
 8.03 
 
 9.18 
 
 2* 
 
 2.40 
 
 3.00 3.60 
 
 4.20 
 
 4.80 
 
 6.00 7.20 
 
 8.40 
 
 9,60 
 
 3 
 
 2.50 
 
 3.13 3.75 
 
 4.38 
 
 5.01 
 
 6.26 7.51 
 
 8.76 
 
 10.02 
 
 8* 
 
 2.71 
 
 3.39 4.07 
 
 4.74 
 
 5.43 
 
 6.78 8.14 
 
 9. 9 
 
 10.86 
 
 8* 
 
 2.92 
 
 3.65 
 
 4.38 
 
 5.11 
 
 5.84 
 
 7.30 8.76 
 
 10.23 
 
 11.69 
 
 Bf 
 
 3.13 
 
 3.91 
 
 4.68 
 
 5.47 
 
 6.26 
 
 7.82 9.39 
 
 10.95 
 
 12.52 
 
 4 
 
 3.34 
 
 4.17 
 
 5.00 
 
 5.84 
 
 6.68 
 
 8.35 10.02 
 
 11.69 
 
 13.36 
 
 4i 
 
 3.54 
 
 4.43 
 
 5.32 
 
 6.21 
 
 7.09 
 
 8.87i 10.64 
 
 12.42 
 
 14.19 
 
 4* 
 
 3.75 
 
 4-69 
 
 5.63 
 
 6.57 
 
 7.51 
 
 9.39 
 
 11.27 
 
 13.15 
 
 15.03 
 
 4| 
 
 3.96 
 
 4-95 
 
 5.94 
 
 6.94 
 
 7.93 
 
 9.91 
 
 11.89 
 
 13.88 
 
 15.86 
 
 5 
 
 4.17 
 
 5.21 
 
 6.26 
 
 7.30 
 
 8.35 
 
 10.44 
 
 12.52 
 
 14.61 
 
 16.70 
 
 6i 
 
 4.38 
 
 5.47 
 
 6.57 
 
 7.67 
 
 8.76 
 
 10.96 
 
 13.14 
 
 15.34 
 
 17.53 
 
 W 
 
 4.59 
 
 5.73 
 
 6.88 
 
 8.03 
 
 9.18 
 
 11.48 
 
 13.77 
 
 16.07 
 
 18.37 
 
 5f 
 
 4.80 
 
 6.00 
 
 7.20 
 
 8.40 
 
 9.60 
 
 12.00 
 
 14.40 
 
 16.80 
 
 19.20 
 
 6 
 
 5.01 
 
 6.25 
 
 7.51 
 
 8.76 
 
 10.02 
 
 12.53 
 
 15.03 
 
 17.53 
 
 20.05 
 
 Table No. II., on the following page, gives a different arrange- 
 ment, which may be found more convenient for reference to 
 get the weight of a lineal foot of flat bar iron, in pounds. 
 
ARCHITECTURAL IRON WORK. 
 
 197 
 
 WEIGHT OF A LINEAL FOOT OF FLAT BAE IRON 
 IN POUNDS. 
 
 NO. II. 
 
 Th'k. Wid. 
 
 1 ft. 
 
 Th'k. Wid. 1 ft. 
 
 Th'k. Wid. 
 
 1 ft. 
 
 Th'k. Wid. 1 ft. 
 
 inch. inch. 
 
 Ibs. 
 
 inch. inch. 
 
 Ibs. 
 
 inch. inch. 
 
 Ibs. 
 
 inch. inch. 
 
 Ibs. 
 
 t x 1 
 
 0.8 
 
 f x 2f 
 
 3.5 
 
 i x 41 
 
 7.2 
 
 f x 6 
 
 12.7 
 
 i x It 
 
 1.1 
 
 
 
 i x 4 
 
 7.6 
 
 
 
 i x 14 
 
 1.3 
 
 1 x 3 
 
 3.8 
 
 4 x 4f 
 
 8.0 
 
 f x 1 
 
 2.5 
 
 i x If 
 
 1.5 
 
 t x Si 
 
 4.1 
 
 
 
 f x It 
 
 3.2 
 
 
 
 1 x 34 
 
 4.4 
 
 4x5 
 
 8.4 
 
 f x 14 
 
 3.8 
 
 t x 2 
 
 1.7 
 
 f x 3f 
 
 48 
 
 i x 51 
 
 8.9 
 
 f x If 
 
 4.4 
 
 t x 2t 
 
 1.9 
 
 
 
 4 x 54 
 
 9.3 
 
 
 
 t x 2^ 
 
 2.1 
 
 8 X rr 
 
 5.1 
 
 4 x 5f 
 
 9.7 
 
 f x 2 
 
 5.1 
 
 t x 2f 
 
 2.3 
 
 f x 4i 
 
 5.4 
 
 
 
 f x 2t 
 
 5.7 
 
 
 
 
 5.7 
 
 4x6 
 
 10.1 
 
 f x 24 
 
 6.3 
 
 i x 3 
 
 2.5 i 
 
 t x 4 
 
 6.0 
 
 X 
 
 
 f x 2f 
 
 7.0 
 
 t x 3^ 
 
 2.7 ; 
 
 
 
 3- x 1 
 
 2.1 
 
 
 
 t x 34 
 
 3.0 
 
 I x 5 
 
 6.3 
 
 1 x It 
 
 2.6 
 
 f x 3 
 
 7.6 
 
 i x 3f 
 
 3.2 
 
 1 x 5t 
 
 6.7 
 
 f x 14 
 
 3.2 
 
 f x Si 
 
 8.2 
 
 
 
 t x 5j 
 
 7.0 
 
 f x If 
 
 3.7 
 
 f x 34 
 
 8.9 
 
 i x 4 
 
 3.4 
 
 t x 5| 
 
 7.3 
 
 
 
 
 9.5 
 
 i x 4* 
 
 3.6 
 
 
 
 f x 2 
 
 4.2 
 
 
 
 i x 4i 
 
 3.8 
 
 1 x 6 
 
 7.6 
 
 f x 21 
 
 4.8 
 
 f x 4 
 
 10.1 
 
 i x 4| 
 
 4.0 
 
 
 
 
 5.3 
 
 f x 4t 
 
 10.8 
 
 
 
 V x 1 
 
 1.7 
 
 t x 2J 
 
 5.8 
 
 f x 44 
 
 11.4 
 
 i x 5 
 
 4.2 
 
 x 1^ 
 
 2.1 
 
 
 
 f x 4f 
 
 12.0 
 
 4 x 5^ 
 
 4.4 
 
 x l| 
 
 2.5 
 
 f x 3 
 
 6.3 
 
 
 
 4 x 5 
 
 4.6 
 
 i x It 
 
 3.0 
 
 t x 81 
 
 6.9 
 
 f x 5 
 
 12.7 
 
 i x 5f 
 
 4.9 
 
 
 
 i x 34 
 
 7.4 
 
 1 x 61 
 
 13.3 
 
 
 
 i x 2 
 
 3.4 
 
 i x 8| 
 
 7.9 
 
 4 x 54 
 
 13.9 
 
 i x 6 
 
 5.1 
 
 i x 2i 
 
 3.8 
 
 
 
 f x 5f 
 
 14.6 
 
 
 
 i x 2^ 
 
 4.2 
 
 1 x 4 
 
 8.4 
 
 
 
 f x 1 
 
 1.3 
 
 i x 2f 
 
 4.6 
 
 t x 41 
 
 9.0 
 
 f x 6 
 
 15.2 
 
 f x H 
 
 1.6 
 
 
 
 f x 44 
 
 9.5 
 
 
 
 1 x li 
 
 1.9 
 
 4x3 
 
 5.1 
 
 t x 4| 
 
 10.0 
 
 1 x 14 
 
 5.1 
 
 1 x If 
 
 2.2 
 
 4 x 3t 
 
 5.5 
 
 
 
 1x2 
 
 6.8 
 
 
 
 4 x 34 
 
 5.9 
 
 f x 5 
 
 10.6 
 
 1 x 3 
 
 10.1 
 
 1 x 2 
 
 2.5 
 
 i x 3f 
 
 6.3 
 
 f x 61 
 
 11.1 
 
 1 x 4 
 
 13.5 
 
 f x 2i 
 
 2.9 
 
 
 
 f x 6| 
 
 11.6 
 
 1 x 5 
 
 16.9 
 
 1 x 2i 
 
 3.2 
 
 4x4 
 
 6.8 
 
 f x 5| 
 
 12.1 
 
 1x6 
 
 20.3 
 
 Table No. I., on the proceeding page, gives a different 
 arrangement of weights of a lineal foot of flat bar iron, in 
 pounds. 
 
19S 
 
 ARCHITECTURAL IRON WORK. 
 
 TO CALCULATE VALUE PER TON OF 2,240 POUNDS, 
 
 AT -iV OF A CENT PER POUND TO 13 CENTS PER POUND. 
 
 
 $ c. 
 
 
 $ c.l 
 
 
 $ c. 
 
 i $ c. 
 
 
 $ c. 
 
 I $ C. 
 
 
 $ c. 
 
 & 
 
 1 40 
 
 1142 00 
 
 3| 
 
 84 00 
 
 5f 126 00 
 
 71 
 
 168 00 
 
 9| 210 00 
 
 Hi 
 
 252 0. 
 
 i 
 
 2 80 
 
 2 
 
 44 80 
 
 3 
 
 86 00 
 
 5f 128 80 
 
 7| 
 
 170 80 
 
 9* 
 
 212 80 
 
 HI 
 
 254 80 
 
 il 5 60 
 
 2|47 60 
 
 4 
 
 89 60 
 
 5^131 60 
 
 7J 
 
 173 60 
 
 9f 
 
 215 60 
 
 114 
 
 257 60 
 
 I 
 
 8 40 
 
 2i'50 40 
 
 4i 
 
 92 40 
 
 6 ,134 40 
 
 H 
 
 176 40 
 
 9f 
 
 218 40 ; lllf 
 
 260 40 
 
 ill 20 
 
 2|53 20 
 
 4i 
 
 95 20 
 
 6i 137 20 
 
 8 
 
 179 20 
 
 9| 
 
 221 20|llf 
 
 263 20 
 
 |14 00 
 
 2|56 00 
 
 4f 
 
 98 00 
 
 6 14C 00 
 
 81 
 
 182 00 10 
 
 224 00 
 
 Hi 
 
 266 00 
 
 i 
 
 16 80 
 
 2| 
 
 58 80 
 
 4* 
 
 100 80 
 
 6f 142 80 
 
 8i 
 
 184 80 
 
 10i 
 
 226 80 
 
 12 
 
 268 80 
 
 
 19 60 
 
 261 60 
 
 4f 
 
 103 60 
 
 6^ 145 60 
 
 s^ 
 
 187 60 10i 
 
 229 60 
 
 m 
 
 271 60 
 
 1 
 
 22 40 
 
 21 
 
 64 40 
 
 4f 
 
 106 40 
 
 6| 148 40 
 
 8i 
 
 190 40' 10^232 40 J12274 40 
 
 HI 25 20 
 
 3 
 
 67 20 
 
 41 
 
 109 20 
 
 6f 151 20 
 
 8<i 
 
 193 20 1(H 235 20 
 
 12|I277 20 
 
 1 28 00 
 
 3i 70 00 
 
 5 
 
 112 00 
 
 6154 00 
 
 *J 
 
 196 00 
 
 lOf 23<8 00 
 
 mi 280 00 
 
 If 
 
 30 80 
 
 372 80 
 
 5* 
 
 114 80 
 
 7 156 80 
 
 Ss 
 
 198 80 
 
 10| 
 
 240 80 
 
 12| 282 80 
 
 if 
 
 33 60 
 
 3f 75 60 
 
 5* 
 
 117 60 
 
 7J- 159 60 
 
 !) 
 
 201 60 
 
 10^243 00, 
 
 121:285 60 
 
 13 
 
 36 40 I 3^ 78 40 
 
 6f 
 
 120 40 
 
 7i 162 40 
 
 9i 
 
 204 40 
 
 11 
 
 246 40 l jl2| 
 
 288 40 
 
 if 
 
 39 20' 8f81 20i 
 
 5i 
 
 123 20 
 
 7| 165 20 
 
 i 
 
 207 29 
 
 Hi 249 20||13 
 
 291 20 
 
 NUMBER OF FEET IN A BUNDLE. 
 
 HOOP IRON. 
 
 Jcwt. (56 Ib.) 
 bundles. 
 
 BAND IRON. 
 
 1 cwt. (1121b.) bundles. 
 
 PLAT IRON 
 
 lcwt.(1121b.) 
 bundles. 
 
 ROUND IRON. 
 
 lcwt.(1121b.) 
 bundles. 
 
 In. No. 
 
 Feet 
 
 In. No. 
 
 Feet ;\ In. No.jFeet 
 
 In. 
 
 Feet 
 
 Inch. Feet. 
 
 *x21 
 
 817 
 
 Hxl2 
 
 264 
 
 2|xl2 
 
 111 
 
 i i 
 
 268 
 
 A 
 
 1116 
 
 f x20 
 
 633 
 
 HxlO 
 
 212 
 
 2fxlO 
 
 87 
 
 i A 
 
 215 
 
 i 
 
 687 
 
 1x19 
 
 451 
 
 lix 7 
 
 159 
 
 2fx 8 
 
 73 
 
 i 1 
 
 176 
 
 tV 
 
 439 
 
 1 x!8 
 
 361 
 
 Uxl2 
 
 245 
 
 2|x 6 
 
 60 
 
 i i 
 
 215 
 
 1 
 
 304 
 
 Hxl7 
 
 275 
 
 lixlO 
 
 191 
 
 3 x!2 
 
 102 
 
 1 -fs 
 
 172 
 
 ft 
 
 223 
 
 lixie 
 
 215 
 
 Ux 7 
 
 143 
 
 3 xlO 
 
 79 
 
 1 f 
 
 143 
 
 i 
 
 171 
 
 if xlQ 
 
 159 
 
 li x 12 
 
 204 
 
 3x8 
 
 65 
 
 f i 
 
 108 
 
 A 
 
 135 
 
 If x!5 
 
 137 
 
 lixlO 
 
 159 
 
 3x6 
 
 55 
 
 t i 
 
 176 
 
 f 
 
 109 
 
 2 x!4 
 
 108 
 
 Ifx 7 
 
 119 
 
 3^x10 
 
 74 
 
 f -fe 
 
 143 
 
 H 
 
 91 
 
 SCROLL IRON 
 
 l|x!2 
 IfxlO 
 
 176 
 137 
 
 3^x 8 
 3^x 6 
 
 60 
 51 
 
 f 1 
 
 f -& 
 
 119 
 
 102 
 
 f 
 
 76 
 
 ixlO 
 
 239 
 
 Ifx 8 
 
 112 
 
 3^x10 
 
 68 
 
 f 3 
 
 90 
 
 
 1x16 
 
 430 
 
 Ifx 7 
 
 102 
 
 3jx 8 
 
 56 
 
 t i 
 
 71 
 
 
 1*14 
 
 345 
 
 2 xl2 
 
 153 
 
 3^x 6 
 
 47 
 
 i i 
 
 154 
 
 
 |*16 
 
 191 
 
 2 xlO 
 
 119 
 
 4 xlO 
 
 59 
 
 i A 
 
 123 
 
 SQUARE IRON. 
 
 f x!6 
 
 359 
 
 2x8 
 
 98 
 
 4x8 
 
 49 
 
 i i 
 
 102 
 
 
 f x!4 
 
 287 
 
 2x7 
 
 89 
 
 4x6 
 
 41 
 
 i -t, 
 
 88 
 
 ft 
 
 956 
 
 1x13 
 
 205 
 
 2x6 
 
 82 
 
 4i x 10 
 
 53 
 
 i i 
 
 77 
 
 I 
 
 4 
 
 538 
 
 f xlO 
 
 159 i 
 
 2xl2 
 
 136 
 
 4V x 8 
 
 43 
 
 i i 
 
 61 
 
 A 
 
 344 
 
 fxl6 
 
 311 
 
 2ixlO 
 
 106 
 
 4x 6 
 
 36 
 
 i i 
 
 134 
 
 1 
 
 239 
 
 |x!4 
 
 247 
 
 2ix 8 
 
 87 
 
 5 xlO 
 
 47 
 
 l A 
 
 107 
 
 "ft 
 
 175 
 
 1x12 
 
 177 
 
 \ 2ix 6 
 
 73 
 
 5x8 
 
 39 
 
 l 1 
 
 89 
 
 i 
 
 134 
 
 } kid 
 
 138 
 
 2.^ x 12 
 
 122 
 
 5x6 
 
 33 
 
 i -h 
 
 77 
 
 A 
 
 106 
 
 1 x!6 
 
 269 
 
 ajxio 
 
 96 
 
 6 xlO 
 
 39 
 
 i i 
 
 67 
 
 
 86 
 
 1 x!4 
 
 215 
 
 2}x 8 
 
 78 
 
 6x8 
 
 33 
 
 1 -fs 
 
 59 
 
 H 
 
 71 
 
 1'xlS 
 
 153 
 
 2^x 6 
 
 66 
 
 6x6 
 
 27 
 
 1 f 
 
 53 
 
 f 
 
 69 
 
 1 xlO 
 
 120 
 
 
 
 
 
 
 
 
 
 NOTE. This table is calculated for exact size. Rolled Iron is usually full 
 size, for which allowance should be made. 
 
ARCHITECTURAL IRON WORK. 
 
 199 
 
 SHEET IRON. 
 
 WEIGHT OF A SUPERFICIAL FOOT. 
 
 B. W. Gauge. 
 
 00000 () 
 0000 
 000 
 00 (!) 
 
 
 i (A 
 
 3 
 
 3-4 
 4 
 5 
 6 
 
 (i) 
 
 8 
 
 9 
 
 10 
 
 H (i) 
 
 12 
 
 13 
 
 14 
 
 15 
 
 Dec. of 
 an inch. 
 
 .500 
 
 .450 
 
 .437 
 
 .375 
 
 .340 
 
 .312 
 
 .284 
 
 .261 
 
 .250 
 
 .239 
 
 .217 
 
 .208 
 
 .187 
 
 .166 
 
 .158 
 
 .137 
 
 .125 
 
 .109 - 
 
 .094 
 
 .080 
 
 .072 
 
 Weight 
 in Ibs. 
 
 20.208 
 
 18.187 
 
 17.662 
 
 15.156 
 
 13.742 
 
 12.610 
 
 11.477 
 
 10.549 
 
 10.104 
 
 9.660 
 
 8.770 
 
 8.407 
 
 7.558 
 
 6.709 
 
 6.386 
 
 5.537 
 
 5.052 
 
 4.405 
 
 3.799 
 
 3.233 
 
 2.910 
 
 B. W. 
 Gauge. 
 
 16 
 17 
 18 
 19 
 20 
 21 
 22 
 23 
 24 
 25 
 26 
 27 
 28 
 29 
 30 
 31 
 32 
 33 
 34 
 35 
 36 
 
 Dec. of 
 an inch. 
 
 .063 
 .055 
 .048 
 .042 
 .035 
 .033 
 .029 
 .028 
 .025 
 .021 
 .020 
 .018 
 .015 
 .013 
 .012 
 .010 
 .009 
 .008 
 .007 
 .005 
 .004 
 
 Weight 
 in Ibs. 
 
 2.546 
 2.223 
 1.940 
 1.697 
 1.415 
 1.334 
 1.172 
 
 .132 
 .014 
 .849 
 .808 
 .727 
 .606 
 .525 
 .485 
 .404 
 .364 
 .323 
 .283 
 .202 
 .162 
 
 HOOP IRON. 
 
 DIMENSIONS AND WEIGHT IN LBS. PER FOOT RUN. 
 
 Breadth I 1 in. H H 
 
 B. W. Gauge 21 20 19 18 17 16 
 
 Weight per lineal foot 0666 .0875 .1216 .1636 .21 .27 
 
 Breadth 1$ 1 If 2 in. | 2\ 2$ 
 
 B. W. Gauge 15 15 14 13 13 12 
 
 Weight per lineal foot 33 .36 .484 .634 .714 .91 
 
 WEIGHT OF BOILER IRON. 
 
 | inch iron weighs 5 pounds per square foot. 
 
 i (l (i n rjl tt ft it tt 
 
 1 ft tt tt 10 " " ". " 
 
 6 It tt tt }2^ ' ' " " 
 
 3 tl it It 15 ft ft tl It 
 
 1 ft it tt 171 ft it tt 
 
 JL ti it ti 20 " " " " 
 
200 
 
 ARCHITECTURAL IRON WORK. 
 
 WEIGHT OF ANGLE IRON. 
 
 PER LINEAL FOOT. 
 
 
 Lbs. 
 
 
 Lbs. 
 
 fxfxi . 
 
 .63 
 
 24.x 24.x -ft .. 
 
 5 
 
 Ixlxi. 
 
 1 
 
 3x3xf 
 
 7 
 
 HxHxfV 
 
 1.50 
 
 3^-x3^x-!\ 
 
 9 
 
 Hxixl-fe .... 
 
 2. 
 
 4x4x4, 
 
 12.50 
 
 HxHxA . 
 
 2.75 
 
 6x4xi 
 
 17 
 
 2x2xi 
 
 3.50 
 
 6x6x4, 
 
 20. 
 
 2 x 2\ x i 
 
 4.25 
 
 
 
 
 
 
 
 WEIGHT OF TEE IRON. 
 
 PER LINEAL FOOT. 
 
 
 
 Lbs. | 
 
 
 Lbs. 
 
 :t v a v 
 
 l 
 
 63 
 
 gl x gl x JL 
 
 4 
 
 
 t 
 
 95 
 
 gL x gL x _ 4 fi. 
 
 4 87 
 
 HxH 
 
 
 2 25 
 
 3x3x| 
 
 7 50 
 
 14 xU 
 
 xj 
 
 2 63 
 
 
 9 50 
 
 H x 11 
 
 xi 
 
 3.08 
 
 31 X 3i x i. ... 
 
 10 50 
 
 
 1 
 
 3.40 
 
 4x4x^ 
 
 14 
 
 
 
 
 
 
 GALVANIZED AND BLACK IRON. 
 
 WEIGHT IN POUNDS PER SQUARE FOOT OF GALVANIZED SHEET-IRON, 
 BOTH FLAT AND CORRUGATED. 
 
 The numbers and thicknesses are those of the iron before it 
 is galvanized. When a flat sheet (the ordinary size of which is 
 from 2 to 2 feet in width, by 6 to 8 feet in length) is converted 
 into a corrugated one, with corrugations 5 inches wide from 
 centre to centre, and about an inch deep (the common sizes), its 
 width is thereby reduced about -j-^th part, or from 30 to 27 
 
ARCHITECTURAL IRON WORK. 
 
 201 
 
 inches ; and consequently the weight per square foot of area 
 covered is increased about ^th part. When the corrugated 
 sheets are laid upon a roof, the overlapping of about 2^ inches 
 along their sides, and of four inches along their ends, diminishes 
 the covered area about ^th part more ; making their weight per 
 square foot of roof about |-th part greater than before. Or the 
 weight of corrugated iron per square foot in place on a roof, is 
 about -J greater than that of the flat sheets of above sizes of 
 which it is made. 
 
 Number by Bir- 
 mingham Wire 
 Gauge. 
 
 BLACK. 
 
 GALVANIZED. 
 
 Thickness in 
 Inches. 
 
 Flat. 
 Lbs. 
 
 Flat. 
 Lbs. 
 
 Corrugated. 
 Lbs. 
 
 Cor. on Roof. 
 Lbs. 
 
 80 
 
 .012 
 
 .485 
 
 .806 
 
 .896 
 
 .08 
 
 29 
 
 .013 
 
 .526 
 
 .857 
 
 .952 
 
 .14 
 
 28 
 
 .014 
 
 .565 
 
 .897 
 
 .997 
 
 .20 
 
 27 
 
 .016 
 
 .646 
 
 .978 
 
 1.09 
 
 .30 
 
 26 
 
 .018 
 
 .722 
 
 1.06 
 
 1.18 
 
 .41 
 
 25 
 
 .020 
 
 .808 
 
 1.14 
 
 1 27 
 
 .52 
 
 24 
 
 .022 
 
 .889 
 
 1.22 
 
 1.36 
 
 .62 
 
 23 
 
 .025 
 
 1.01 
 
 1.34 
 
 1.49 
 
 .79 
 
 22 
 
 .028 
 
 1.13 
 
 1.46 
 
 1.62 
 
 .95 
 
 21 
 
 .032 
 
 1.29 
 
 1.63 
 
 1.81 
 
 2.17 
 
 20 
 
 .035 
 
 1.41 
 
 1.75 
 
 1.94 
 
 2.33 
 
 19 
 
 .042 
 
 1.69 
 
 2.03 
 
 226 
 
 2.71 
 
 18 
 
 .049 
 
 1.98 
 
 2.32 
 
 2.58 
 
 3.09 
 
 17 
 
 .058 
 
 2.34 
 
 2.68 
 
 2.98 
 
 3.57 
 
 16 
 
 .065 
 
 2.63 
 
 2.96 
 
 3.29 
 
 3.95 
 
 15 
 
 .072 
 
 2.91 
 
 3.25 
 
 3.61 
 
 4.33 
 
 14 
 
 .083 
 
 3.36 
 
 3.69 
 
 4.10 
 
 4.92 
 
 13 
 
 .095 
 
 3.84 
 
 4.18 
 
 4.64 
 
 5.57 
 
 NOTE. The galvanizing of sheet-iron adds about one-third of a pound to 
 its weight per square foot. 
 
 CORRUGATED IRON ROOFING. 
 
 Birmingham Wire 
 Gauge. 
 
 Size of Sheets. 
 
 Weight per Square. 
 
 Number of Super- 
 ficial Ft. per Ton. 
 
 
 ft. ft. ft. ft. 
 
 cwts. 
 
 
 16 
 
 6x2 to 8x3 
 
 3i 
 
 800 
 
 18 
 
 6x2 to 8x3 
 
 2 
 
 1000 
 
 20 
 
 6x2 to 8x3 
 
 1* 
 
 1250 
 
 22 
 
 6x2 to 7 x 2| 
 
 11 
 
 1550 
 
 24 
 
 6x2 to 7 x 2 
 
 1 
 
 1880 
 
 26 
 
 6x2 to 7 x 2i 
 
 1 
 
 2170 
 
202 
 
 ARCHITECTURAL IRON WORK. 
 
 IRON RIVETS. 
 
 Weight per 100. 
 
 Length 
 Under 
 Head. 
 
 DIAMETERS. 
 
 i 
 
 3. 
 
 8 
 
 i 
 
 A 
 
 f 
 
 L 
 8 
 
 1 
 
 1 
 
 1.895 
 
 4.848 
 
 9.66 
 
 16.79 
 
 26.49 
 
 39.3 
 
 55.2 
 
 i 
 
 2.067 
 
 5.235 
 
 10.34 
 
 17.86 
 
 27.99 
 
 41.4 
 
 57.9 
 
 i 
 
 2.238 
 
 5.616 
 
 11.04 
 
 18.96 
 
 29.61 
 
 43.5 
 
 60.7 
 
 t 
 
 2.410 
 
 6.003 
 
 11.73 
 
 20.03 
 
 31.13 
 
 45.6 
 
 63.4 
 
 i- 
 
 2.582 
 
 6.402 
 
 12.43 
 
 21.04 
 
 32.74 
 
 47.8 
 
 66.2 
 
 | 
 
 2.754 
 
 6.789 
 
 13.12 
 
 22.11 
 
 34.25 
 
 49.9 
 
 68.9 
 
 1 
 
 2.926 
 
 7.179 
 
 13.81 
 
 23.21 
 
 35.86 
 
 52.0 
 
 71.7 
 
 1 
 
 3.098 
 
 7.560 
 
 14.50 
 
 24.28 
 
 37.37 
 
 54.1 
 
 74.4 
 
 2 
 
 3.269 
 
 7.956 
 
 15.19 
 
 25.48 
 
 38.99 
 
 56.3 
 
 77.2 
 
 
 3.441 
 
 8.343 
 
 15.88 
 
 26.56 
 
 40.40 
 
 58.4 
 
 79.9 
 
 
 3.613 
 
 8.733 
 
 16.57 
 
 27.65 
 
 42.11 
 
 60.5 
 
 82.7 
 
 
 3.785 
 
 9.120 
 
 17.26 
 
 28.73 
 
 43.67 
 
 62.6 
 
 85.4 
 
 
 
 3.957 
 
 9.511 
 
 17.95 
 
 29.82 
 
 45.24 
 
 64.8 
 
 88.2 
 
 | 
 
 4.129 
 
 9.898 
 
 18.64 
 
 30.90 
 
 46.80 
 
 66.9 
 
 90.9 
 
 ^ 
 
 4.301 
 
 10.29 
 
 19.33 
 
 31.99 
 
 48.36 
 
 69.0 
 
 93.7 
 
 i 
 
 4.473 
 
 10.67 
 
 20.02 
 
 33.08 
 
 49.92 
 
 71.1 
 
 96.4 
 
 3 
 
 4.644 
 
 11.06 
 
 20.71 
 
 34.18 
 
 51.49 
 
 73.3 
 
 99.2 
 
 i 
 
 4.816 
 
 11.44 
 
 21.40 
 
 35.27 
 
 53.05 
 
 75.4 
 
 101.9 
 
 i 
 
 4.988 
 
 11.84 
 
 22.09 
 
 36.35 
 
 54.61 
 
 77.5 
 
 104.7 
 
 1 
 
 5.160 
 
 12.23 
 
 22.78 
 
 37.44 
 
 56.17 
 
 79 6 
 
 107.4 
 
 I 
 
 5.332 
 
 12.62 
 
 23.48 
 
 38.52 
 
 57.74 
 
 81.8 
 
 110.2 
 
 1 
 
 5.504 
 
 13.01 
 
 24.17 
 
 39.60 
 
 59.30 
 
 83.9 
 
 112.9 
 
 ^ 
 
 5.676 
 
 13.39 
 
 24.86 
 
 40.69 
 
 60.86 
 
 86.0 
 
 116.7 
 
 | 
 
 5.848 
 
 13.78 
 
 25.55 
 
 41.78 
 
 62.42 
 
 88.1 
 
 119.4 
 
 4 
 
 6.019 
 
 14.17 
 
 26.24 
 
 42.87 
 
 63.99 
 
 90.3 
 
 121.2 
 
 i 
 I 
 
 6.191 
 
 14.56 
 
 26.93 
 
 43.94 
 
 65.55 
 
 92.4 
 
 123.9 
 
 i 
 
 6.363 
 
 14.95 
 
 27.62 
 
 45.01 
 
 67.11 
 
 94.5 
 
 126.6 
 
 100 
 Heads. 
 
 .519 
 
 1.74 
 
 4.14 
 
 8.10 
 
 13.99 
 
 22.27 
 
 33.15 
 
 Length of Rivet required to make one Head = \\ diameters of Round Bar. 
 
 AND 
 
 MEASURES. 
 
 CUBIC OR SOLID MEASURE. 
 1 cubic foot = 1728 cubic inches. 
 1 " " = 2200 cylindrical inches. 
 1 '< " = 3300 spherical " 
 1 " yard = 27 cubic feet. 
 = 1 ton. 
 
 LONG MEASURE. 
 12 inches 1 foot 
 36 =3=1 yard 
 72 =6 = 2=1 fathom 
 198 = 16.5 = 5.5 = 2.75 = 1 perch or pole 
 7920 = 660 =220 =110 = 40 =1 furlong 
 
 63360 =5280 =1760 =880 =320 =8 =1 mile. 
 
 WEIGHTS 
 AVOIRDUPOIS WEIGHT. 
 
 16 drachms = 1 ounce. 
 
 16 ounces =1 pound. 
 
 28 pounds =1 quarter. 
 
 4 quarters (112 Ibs.) =1 cwt. 
 
 20 cwt (2240 Ibs.). . . . 
 
ARCHITECTURAL IRON WORK. 
 
 203 
 
 WEIGHT OF 100 BOLTS WITH SQQAKE HEADS 
 AND NUTS. 
 
 Length 
 under 
 
 
 
 DIAMETER OF BOLTS. 
 
 Head. 
 
 
 
 
 
 
 
 
 
 
 Jin. 
 
 fin. 
 
 iin. 
 
 fin. 
 
 fin. 
 
 lin. 
 
 lin. 
 
 H in. 
 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 1 inch 
 
 3^ 
 
 9 
 
 20 
 
 32 
 
 
 
 
 
 it 
 
 " *^ 
 
 31 
 
 4 
 
 91 
 10* 
 
 21 
 22 
 
 34V 
 37 
 
 
 
 
 
 
 
 
 
 * 'Z 
 
 If 
 
 ^* 
 
 4& 
 
 A "4 
 11& 
 
 23 
 
 39V 
 
 
 
 
 
 * 4 
 
 2 
 
 ^8 
 
 5 
 
 AA^f 
 
 12i 
 
 24 
 
 w 2 
 
 42 
 
 70 
 
 130 
 
 180 
 
 
 
 2i 
 
 5 
 
 
 25^ 
 
 441 
 
 731 
 
 132^ 
 
 185 
 
 
 * 
 
 24 
 
 *-* R 
 
 5* 
 
 _ 
 
 I4i 
 
 *wy 
 
 27 
 
 **2 
 
 47 
 
 *g 
 
 77 
 
 135 
 
 190 
 
 
 **2 
 
 *i 
 
 17 4: 
 
 6i 
 
 irr 8 
 
 154 
 
 28^ 
 
 49^ 
 
 80, L 
 
 137^- 
 
 195 
 
 
 
 3 
 
 6^ 
 
 16V 
 
 30 
 
 52 
 
 84 
 
 140 
 
 200 
 
 296 
 
 Si 
 
 7i 
 
 18i 
 
 33 
 
 56i 
 
 90 
 
 148 
 
 210 
 
 310 
 
 4 
 
 7 
 
 20 
 
 36 
 
 61 
 
 196 
 
 156 
 
 220 
 
 824 
 
 4>r 
 
 8| 
 
 21f 
 
 39 
 
 65 i 
 
 10H 
 
 164 
 
 230 
 
 338 
 
 5 
 
 9 
 
 23^ 
 
 42 
 
 70 
 
 107, 
 
 172 
 
 240 
 
 353 
 
 5^ 
 
 94 
 
 241 
 
 45 
 
 74 
 
 112i 
 
 180 
 
 251 
 
 366 
 
 6 
 
 lOf 
 
 26,L 
 
 48 
 
 78 
 
 118 
 
 188 
 
 262 
 
 370 
 
 7 
 
 llf 
 
 29 
 
 54 
 
 86 
 
 130 
 
 204 
 
 284 
 
 384 
 
 8 
 
 18* 
 
 33 
 
 60 
 
 94 
 
 143 
 
 220 
 
 306 
 
 398 
 
 9 
 
 14* 
 
 36 
 
 66 
 
 102 
 
 156 
 
 236 
 
 328 
 
 426 
 
 10 
 
 16 
 
 40 
 
 72 
 
 110 
 
 170 
 
 252 
 
 350 
 
 454 
 
 11 
 
 17i 
 
 43 
 
 78 
 
 118 
 
 385 
 
 268 
 
 372 
 
 482 
 
 12 
 
 18| 
 
 46 
 
 84 
 
 127 
 
 200 
 
 284 
 
 393 
 
 510 
 
 13 
 
 
 
 92 
 
 155 
 
 219 
 
 335 
 
 426 
 
 538 
 
 14 
 
 
 
 97 
 
 163 
 
 237 
 
 351 
 
 448 
 
 566 
 
 15 
 
 
 
 103 
 
 170 
 
 249 
 
 391 
 
 470 
 
 594 
 
 WEIGHTS OF NUTS AND BOLT-HEADS IN LBS. 
 
 FOR CALCULATING THE WEIGHT OF LONGER BOLTS. 
 
 Diameter of Bolt, 
 in inches. 
 
 1 
 
 1 
 
 2 
 
 I 
 
 1 
 
 1 
 
 1 
 
 U 
 
 1J 
 
 If 
 
 2 
 
 2* 
 
 3 
 
 Weight of Hexa- 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 gon Nut and 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 Head 
 
 .017 .057 
 
 .128 
 
 .267 
 
 .43 
 
 .73 
 
 1.10 2.14 
 
 3.78 
 
 5.6 8.75 
 
 17. 
 
 29. 
 
 
 
 
 
 
 
 
 i 
 
 
 
 
 
 
 Weight of Square 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 Nut and Head.. 
 
 .021 
 
 .069 
 
 .164 
 
 .320 
 
 .55 
 
 .88 
 
 1.31 
 
 2.56 
 
 4.42 
 
 7.0 
 
 10.5 
 
 21. 
 
 36. 
 
 
 
 
 
 
 
 1 
 
 
 
 
 
 
 
204: 
 
 ARCHITECTURAL IRON WORK. 
 
 STANDARD SIZES OF WASHERS. 
 
 NUMBER IN 100 LBS. 
 
 Diameter. 
 
 Size of Hole . 
 
 Thickness 
 Wire Gauge. 
 
 Size of Bolt. 
 
 Number in 100 
 Ibs. 
 
 Inch. 
 
 Inch. 
 
 No. 
 
 Inch. 
 
 
 | 
 
 tV 
 
 16 
 
 i 
 
 29300 
 
 4 
 
 1 
 
 16 
 
 1% 
 
 18000 
 
 It 
 
 1 
 
 14 
 11 
 11 
 
 i 
 
 7600 
 3300 
 
 2180 
 
 H 
 
 u 
 
 11 
 
 
 2350 
 
 if 
 
 if 
 
 11 
 
 i 
 
 1680 
 
 2 
 
 : i -_' 
 
 10 
 
 i 
 
 1140 
 
 2! 
 
 i! 
 
 8 
 8 
 
 i 
 
 H 
 
 580 
 
 470 
 
 3 
 
 if 
 
 7 
 
 U 
 
 360 
 
 3 
 
 ll 
 
 6 
 
 
 360 
 
 RELATIVE WEIGHTS OF METALS. 
 
 The iceight of Bar Iron 
 
 Weight of Cast Iron = .95 
 
 " Steel = 1.02 
 
 " " Copper = 1.16 
 
 " Brass 1.09 
 
 " " Lead = 1.48 
 
 The weight of Cast Iron 
 Weight of Bar Iron 
 
 " Steel 
 " " Brass 
 " Copper 
 " Lead 
 
 1, 
 
 1.07 
 1.08 
 1.16 
 1.21 
 1.56 
 
 VARIOUS METALS. 
 
 THE WEIGHT OF A SUPERFICIAL FOOT. 
 
 Thickness 
 in inches. 
 
 Wrought 
 Iron. 
 
 Cast Iron. 
 
 Steel. 
 
 Copper. 
 
 Brass. 
 
 Lead. 
 
 Zinc. 
 
 Thickness 
 in inches. 
 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 
 A 
 
 2.526 
 
 2.344 
 
 2 552 
 
 2.891 
 
 2.734 
 
 3.708 
 
 2.344 
 
 A 
 
 * 
 
 5.052 
 
 4.687 
 
 5.104 
 
 5.781 
 
 5.469 
 
 7.417 
 
 4.687 
 
 
 A 
 
 7.578 
 
 7.031 
 
 7.656 
 
 8.672 
 
 8.203 
 
 11.125 
 
 7.031 
 
 r 
 
 4 
 
 4 
 
 10.104 
 
 9.375 
 
 10.208 
 
 11.563 
 
 10.938 
 
 14.833 
 
 9.375 
 
 i 
 
 A 
 
 12.630 
 
 11.719 
 
 12.760 
 
 14.453 
 
 13.672 
 
 18.542 
 
 11.719 
 
 A 
 
 1 
 
 15.156 
 
 14.062 
 
 15.312 
 
 17.344 
 
 16. 406 
 
 22. 250 
 
 14.062 
 
 I 
 
 A 
 
 17.682 
 
 16.406 
 
 17.865 
 
 20.234 
 
 19.141 
 
 25.958 
 
 16.406 
 
 A 
 
 i 
 
 20.208 
 
 18.750 
 
 20.417 
 
 23.125 
 
 21.875 
 
 29.667 
 
 18.750 
 
 ? 
 
 A 
 
 22.734 
 
 21.094 
 
 22.969 
 
 2d.016 
 
 24.609 
 
 33.375 
 
 21.094 
 
 A 
 
 t 
 
 25.260 
 
 23.437 
 
 25.521 
 
 28.906 
 
 27.344 
 
 37.083 
 
 23.437 
 
 
 ft 
 
 27.786 
 
 25.781 
 
 28.073 
 
 31.797 
 
 30.078 
 
 40.792 
 
 25.781 
 
 H 
 
 i 
 
 30.312 
 
 28.125 
 
 30.625 
 
 34.688 
 
 32.813 
 
 44.500 
 
 28 125 
 
 
 
 
 32.839 
 
 30.469 
 
 33.177 
 
 37.578 
 
 35.547 
 
 48.208 
 
 30.469 
 
 It 
 
 i 
 
 35.365 
 
 32.812 
 
 35.729 
 
 40.469 
 
 38.281 
 
 51.917 
 
 32.812 
 
 
 it 
 
 37.891 
 
 35.156 
 
 38.281 
 
 43.359 
 
 41.016 
 
 55.625 
 
 35.156 
 
 U 
 
 i 
 
 40.417 
 
 37.500 
 
 40.833 
 
 46.250 
 
 43.750 
 
 59.333 
 
 37.500 
 
 
ARCHITECTURAL IRON WORK. 
 
 205 
 
 CAST IKON BALLS. 
 
 Inches 
 Diam. 
 
 Lbs. 
 Weight. 
 
 Inches 
 Diam. 
 
 Lbs. 
 Weight. 
 
 Inches 
 Diam. 
 
 Lbs. 
 Weight. 
 
 4 
 
 .07 
 
 4V 
 
 12 43 
 
 8i 
 
 83 77 
 
 1 
 
 14 
 
 5 
 
 17 05 
 
 9 
 
 99 44 
 
 14 
 
 .46 
 
 51 
 
 22 70 
 
 91- 
 
 116 9 
 
 2 
 
 1 09 
 
 6 . . .. 
 
 29 47 
 
 10 
 
 136 4 
 
 2V 
 
 2 13 
 
 6 
 
 37 46 
 
 10V 
 
 157 9 
 
 3 
 
 3 68 
 
 7 
 
 46 80 
 
 11 
 
 181 6 
 
 3.^ 
 
 5.85 
 
 7 
 
 57 57 
 
 1U.. 
 
 207 4 
 
 4 
 
 8.73 
 
 8 
 
 69 80 
 
 12 
 
 235 7 
 
 
 
 
 
 
 
 WEIGHT OF 
 
 SOLID CAST METAL CYLIKDEBS. 
 
 EACH 1 FOOT IN LENGTH. 
 
 Diameter. 
 
 Iron. 
 
 Copper. 
 
 Brass. 
 
 Lead. 
 
 Inches. 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 1 
 
 2.5 
 
 3.0 
 
 2.9 
 
 3.9 
 
 2 
 
 9.8 
 
 12.0 
 
 11.4 
 
 15.5 
 
 3 
 
 22.1 
 
 27.0 
 
 25.8 
 
 34.8 
 
 4 
 
 39.3 
 
 47.9 
 
 45.8 
 
 61.9 
 
 5 
 
 61.4 
 
 74.9 
 
 71.6 
 
 96.7 
 
 6 
 
 88.4 
 
 107.8 
 
 103.0 
 
 139.3 
 
 7 
 
 120.3 
 
 146.8 
 
 140.2 
 
 189.6 
 
 8 
 
 157.1 
 
 191.7 
 
 183.2 
 
 247.7 
 
 9 
 
 198.8 
 
 242.7 
 
 231.8 
 
 313.4 
 
 10 
 
 245.4 
 
 299.5 
 
 286.2 
 
 387.0 
 
 DIFFERENT COLORS OF IRON CAUSED BY HEAT. 
 
 C. 
 
 210 
 221 
 256 
 
 261 
 370 
 
 525 
 
 700 
 800 
 900 
 
 FAHR. 
 ..410.. 
 . .430 . . 
 . .493 . . 
 
 . .502 i 
 . .680 t ' 
 
 500 ....932 
 
 .. 977 
 ..1292 
 ..1472 
 . .1657 
 
 COLOR. 
 
 . .Pale Yellow. 
 . .Dull Yellow. 
 . .Crimson. 
 
 {Violet, Purple and dull Blue ; between 261 C. to 370 0. 
 it passes to Bright Blue, to Sea Green, and then disap- 
 pears. 
 
 . .Commences to be covered with a light coating of oxide; 
 loses a good deal of its hardness, becomes a good deal 
 more impressible to the hammer and can be twiated with 
 ease. 
 
 . . .Becomes Nascent Red. 
 . . .Sombre Red. 
 . . . Nascent Cherry. 
 . . .Cherry. 
 
206 
 
 ARCHITECTURAL IKON WORK. 
 
 C. 
 
 1000 .. 
 1100 .. 
 1200 .. 
 1300 .. 
 1400 .. 
 1500 .. 
 1600 . 
 
 FAHK. 
 
 ..1832 ., 
 ..2012 ., 
 ..2192 . 
 ..2372 . 
 ..2552 . 
 . .2732 ) 
 . .2912 J 
 
 NAME. 
 
 Platina , 
 
 Antimony 
 
 Bismuth 
 
 Tin (average) 
 Lead " 
 Zinc .. 
 
 COLOR. 
 
 .Bright Cheny. 
 
 .Dull Orange. 
 
 .Bright Orange. 
 
 .White. 
 
 .Brilliant White welding heat. 
 
 . .Dazzling White. 
 
 MELTING POINT OF METALS. 
 FAHR. FAHR. 
 .4593 
 
 . 955 842 
 
 . 487 507 
 
 . 475 
 
 . 022 620 
 
 . 772 782 
 
 \ 1922. .2012 White. 
 
 Castlron 2786 }2012. .2192 Gray. 
 
 Wrought Iron 2552 2733 Welding heat. 
 
 Copper (average). . .2174 
 
 WEIGHTS OF MATERIALS. 
 
 Per 
 
 Jubic Foot. 
 
 Water 62.3 
 
 Fire-brick 137. 
 
 Brick- work 112. 
 
 Coal, Anthracite 100. 
 
 " Bituminous 77 to 90 
 
 Coke 62 to 104 
 
 Granite 164172 
 
 Plaster of Paris 73.5 
 
 Limestone 169175 
 
 Masonry 116144 
 
 Sandstone 144 
 
 Slate 178 
 
 Common Gravel j 109 
 
 Mud 102 
 
 Mortar 98 
 
 Concrete 125 
 
 Common Soil j 137 
 
 Glass | 165 
 
 THE RELATIVE CONDUCTING POWER OF MATE- 
 RIALS USED IN BUILDING. 
 
 Slate 100. Brick, common 60.14 
 
 Plaster of Paris 20.26 " fire 61.70 
 
 Plaster and sand 18.70 Bathstone 61 .08 
 
 Roman cement 20.80 Oak 33.66 
 
 Lath and plaster 25.55 Fir 27.60 
 
 Asphalte 45.19 Beech 2244 
 
 Chalk. .56.38 Lead.. ...521.34 
 
ARCHITECTURAL IRON WORK. 
 
 207 
 
 CIRCUMFERENCES OF CIRCLES. 
 
 ADVANCING BY EIGHTHS. 
 
 CIRCUMFERENCES. 
 
 I 
 
 .0 
 
 -i 
 
 i 
 
 .1 
 
 . 
 
 4 
 
 
 
 4 
 
 
 
 .0 
 
 .3927 
 
 .7854 
 
 1.178 
 
 1.570 
 
 1.963 
 
 2.356 
 
 2.748 
 
 1 
 
 3.141 
 
 3.534 
 
 3.927 
 
 4.319 
 
 4.712 
 
 5.105 
 
 5.497 
 
 5.890 
 
 2 
 
 6.283 
 
 6.675 
 
 7.068 
 
 7.461 
 
 7.854 
 
 8.246 
 
 8.639 
 
 9.032 
 
 o 
 
 9.424 
 
 9.817 
 
 10.21 
 
 10,60 
 
 10.99 
 
 11.38 
 
 11.78 
 
 12.17 
 
 4 
 
 12.50 
 
 12.95 
 
 13.35 
 
 13.74 
 
 14.13 
 
 14.52 
 
 14.92 
 
 15.31 
 
 5 
 
 15.70 
 
 16.10 
 
 16.49 
 
 1688 
 
 17.27 
 
 17.67 
 
 18.06 
 
 18.45 
 
 6 
 
 18.84 
 
 1924 
 
 19.63 
 
 20.02 
 
 20.42 
 
 20.81 
 
 21.20 
 
 21.59 
 
 7 
 
 21.99 
 
 22.38 
 
 22.77 
 
 23.16 
 
 2356 
 
 23.95 
 
 24.34 
 
 24.74 
 
 8 
 
 25.13 
 
 25.52 
 
 25.91 
 
 26.31 
 
 26.70 
 
 27.09 
 
 27.48 
 
 27.88 
 
 9 
 
 28.27 
 
 28.66 
 
 29.05 
 
 29.45 
 
 29.84 
 
 30.23 
 
 30.63 
 
 31.02 
 
 10 
 
 31.41 
 
 31.80 
 
 32.20 
 
 32.59 
 
 32.98 
 
 33.37 
 
 33.77 
 
 34.16 
 
 11 
 
 34.55 
 
 34.95 
 
 35.34 
 
 35.73 
 
 36.12 
 
 36.52 
 
 36.91 
 
 37.30 
 
 12 
 
 37.69 
 
 38.09 
 
 38.48 
 
 38.87 
 
 39.27 
 
 39.66 
 
 4005 
 
 40.44 
 
 13 
 
 40.84 
 
 41.23 
 
 41.62 
 
 42.01 
 
 42.41 
 
 42.80 
 
 43.19 
 
 43.58 
 
 14 
 
 43.98 
 
 44.37 
 
 44.76 
 
 45.16 
 
 45.55 
 
 45.94 
 
 46.33 
 
 46.73 
 
 15 
 
 47.12 
 
 47.51 
 
 47.90 
 
 48.30 
 
 48.69 
 
 49.08 
 
 49.48 
 
 49.87 
 
 16 
 
 50.26 
 
 50.65 
 
 51.05 
 
 51.44 
 
 51.83 
 
 52.22 
 
 52.62 
 
 53.01 
 
 17 
 
 53.40 
 
 53.79 
 
 54.19 
 
 5458 
 
 54.97 
 
 55.37 
 
 55.76 
 
 56.15 
 
 18 
 
 56.54 
 
 56.94 
 
 57.33 
 
 57.72 
 
 58.11 
 
 58.51 
 
 58.90 
 
 59.29 
 
 19 
 
 59.69 
 
 60.08 
 
 60.47 
 
 60.86 
 
 61.26 
 
 61.65 
 
 62.04 
 
 62.43 
 
 20 
 
 62.83 
 
 63.22 
 
 63.61 
 
 64.01 
 
 64.40 
 
 64.79 
 
 65.18 
 
 65.58 
 
 21 
 
 65.97 
 
 66.36 
 
 66.75 
 
 67.15 
 
 67.54 
 
 6793 
 
 68.32 
 
 98.72 
 
 22 
 
 69.11 
 
 69.50 
 
 69.90 
 
 70.29 
 
 70.68 
 
 71.07 
 
 71.47 
 
 71.86 
 
 2'^ 
 
 72.25 
 
 72.64 
 
 73.04 
 
 73.43 
 
 73.82 
 
 74.22 
 
 74.61 
 
 75.00 
 
 24 
 
 75.39 
 
 75.79 
 
 76.18 
 
 76.57 
 
 76.96 
 
 77.36 
 
 77.75 
 
 78.14 
 
 25 
 
 78.54 
 
 78.93 
 
 79.32 
 
 79.71 
 
 80.10 
 
 80.50 
 
 80.89 
 
 81.28 
 
 26 
 
 81.68 
 
 82.07 
 
 82.46 
 
 82.85 
 
 83.25 
 
 83.64 
 
 84.03 
 
 84.43 
 
 27 
 
 84.82 
 
 85.21 
 
 85.60 
 
 86.00 
 
 86.39 
 
 86.78 
 
 87.17 
 
 87.57 
 
 28 
 
 87.96 
 
 88.35 
 
 88.75 
 
 89.14 
 
 89.53 
 
 89.92 
 
 90.32 
 
 90.71 
 
 29 
 
 91.10 
 
 91.49 
 
 91.89 
 
 92.28 
 
 92.67 
 
 93.06 
 
 93.46 
 
 93.85 
 
 30 
 
 94.24 
 
 94.94 
 
 95.03 
 
 95.42 
 
 95.81 
 
 96.21 
 
 96.00 
 
 96.99 
 
 31 
 
 97.39 
 
 97.78 
 
 98.17 
 
 98.57 
 
 98.96 
 
 99.35 
 
 99.75 
 
 100.14 
 
 32 
 
 100.53 
 
 100.92 
 
 101.32 
 
 101.71 
 
 102.10 
 
 102.49 
 
 102.89 
 
 103.29 
 
 33 
 
 103.67 
 
 104.07 
 
 104.46 
 
 104.85 
 
 105.24 
 
 105.64 
 
 V 106.03 
 
 106.42 
 
 34 
 
 106.81 
 
 107.21 
 
 107.60 
 
 107.99 
 
 108.39 
 
 108.78 
 
 109.17 
 
 109.56 
 
 35 
 
 109.96 
 
 110.35 
 
 110.74 
 
 111.13 
 
 111.53 
 
 111.92 
 
 112.31 
 
 112.71 
 
 36 
 
 113.10 
 
 113.49 
 
 113.88 
 
 114.28 
 
 114.67 
 
 11506 
 
 115.45 
 
 115.85 
 
 37 
 
 11624 
 
 116.63 
 
 117.02 
 
 117.42 
 
 117.81 
 
 118.20 
 
 118.60 
 
 118.99 
 
 38 
 
 119.38 
 
 119.77 
 
 120.17 
 
 120.56 
 
 120.95 
 
 121.34 
 
 121.74 
 
 122.13 
 
 39 
 
 122.52 
 
 122.92 
 
 123.31 
 
 123.70 
 
 124.09 
 
 124.49 
 
 124.88 
 
 125.27 
 
 40 
 
 125.66 
 
 12506 
 
 126.45 
 
 126.84 
 
 127.24 
 
 127.63 
 
 128.02 
 
 128.41 
 
 41 
 
 128.81 
 
 129.20 
 
 129.59 
 
 129.98 
 
 130.38 
 
 130.77 
 
 131.16 
 
 131.55 
 
 42 
 
 131.95 
 
 132.34 
 
 132.73 
 
 133.13 
 
 133.52 
 
 133.91 
 
 134.30 
 
 134.70 
 
 43 
 
 135.09 
 
 135.48 
 
 135.87 
 
 136.27 
 
 136.66 
 
 137.05 
 
 137.45 
 
 137.84 
 
 44 
 
 138.23 
 
 138.62 
 
 139.02 
 
 139.41 
 
 139.80 
 
 140.19 
 
 140.59 
 
 140.98 
 
 45 
 
 141.37 
 
 141.76 
 
 142.16 142.55 
 
 142.94 
 
 143.34 
 
 143.73 
 
 144.12 
 
208 
 
 ARCHITECTURAL IRON WORK. 
 
 AREAS OF CIRCLES 
 
 ADVANCING BY EIGHTHS. 
 
 AREAS. 
 
 
 
 .0 
 
 .* 
 
 i 
 
 1 
 
 .* 
 
 1 
 
 .* 
 
 1 
 
 
 
 .0 
 
 .0122 
 
 .0490 
 
 .1104 
 
 .1963 1 .3068 
 
 .4417 
 
 .6013 
 
 1 
 
 .7854 
 
 .9940 
 
 1.227 
 
 1.484 1.767 
 
 2.073 
 
 2.405 
 
 2.761 
 
 2 
 
 3.1416 
 
 3.546 
 
 3.976 
 
 4.430 
 
 4.908 
 
 5.411 
 
 5.939 
 
 64.91 
 
 8 
 
 7.068 
 
 7.669 
 
 8.285 
 
 -8.946 
 
 9.621 
 
 10.32 
 
 11.04 
 
 11.79 
 
 4 
 
 12.56 
 
 13.36 
 
 14.18 
 
 15.03 15.90 
 
 16.80 
 
 17.72 
 
 18.66 
 
 5 
 
 19.63 
 
 20.62 
 
 21.64 
 
 22.69 
 
 23.75 
 
 24.85 
 
 25.96 
 
 27.10 
 
 6 
 
 28.27 
 
 29.46 
 
 30.67 
 
 31.91 
 
 33.18 
 
 34.47 
 
 35.78 
 
 37.12 
 
 7 
 
 38.48 
 
 39.87 
 
 41.28 
 
 42.71 
 
 44.17 
 
 45.66 
 
 47.17 
 
 48.70 
 
 8 
 
 50.26 
 
 51.84 
 
 53.45 
 
 55.08 
 
 56.74 
 
 58.42 
 
 60.13 
 
 61.86 
 
 
 
 63.61 
 
 65.39 
 
 67.20 
 
 69.02 
 
 70.88 
 
 72.75 
 
 74.69 
 
 76.58 
 
 10 
 
 78.54 
 
 80.51 
 
 82.51 
 
 84.54 
 
 86.59 
 
 88.66 
 
 90.76 
 
 92.88 
 
 11 
 
 95.03 
 
 97.20 
 
 99.40 
 
 101.6 
 
 103.8 
 
 106.1 
 
 108.4 
 
 110.7 
 
 12 
 
 113.0 
 
 115.4 
 
 117.8 
 
 120.2 
 
 122.7 
 
 125.1 
 
 127.6 
 
 130.1 
 
 18 
 
 132.7 
 
 135.2 
 
 137.8 
 
 140.5 
 
 143.1 
 
 145.8 
 
 148.4 
 
 151.2 
 
 14 
 
 153.9 
 
 156.6 
 
 159.4 
 
 162.2 
 
 165.1 
 
 167.9 
 
 170.8 
 
 17^.7 
 
 15 
 
 176.7 
 
 179.6 
 
 182.6 
 
 185.6 
 
 188.6 
 
 191.7 
 
 194.8 
 
 197.9 
 
 in 
 
 201.0 
 
 204.2 
 
 207.3 
 
 210.5 
 
 213.8 
 
 217.0 
 
 220.3 
 
 223.6 
 
 17 
 
 226.9 
 
 230.3 
 
 233.7 
 
 237.1 
 
 240.5 
 
 243.9 
 
 247.4 
 
 250.9 
 
 l,s 
 
 254.4 
 
 2580 
 
 261.5 
 
 265.1 
 
 268.8 
 
 272.4 
 
 276.1 
 
 279.8 
 
 19 
 
 283.5 
 
 287.2 
 
 291.0 
 
 294.8 
 
 298.6 
 
 302.4 
 
 306.3 
 
 310.2 
 
 20 
 
 314.1 
 
 318A 
 
 322.0 
 
 326.0 
 
 330.0 
 
 3341 
 
 338.1 
 
 342.2 
 
 21 
 
 346.3 
 
 350.4 
 
 354.6 
 
 358.8 
 
 363.0 
 
 367.2 
 
 371.5 
 
 375.8 
 
 22 
 
 380.1 
 
 384.4 
 
 388.8 
 
 393-2 
 
 397.6 
 
 402.0 
 
 406.4 
 
 410.9 
 
 2:} 
 
 415.4 
 
 420.0 
 
 424.5 
 
 429.1 
 
 433.7 
 
 438.3 
 
 443.0 
 
 447.6 
 
 24 
 
 452.3 
 
 457.1 
 
 461.8 
 
 466.6 
 
 471 .4 
 
 476.2 
 
 481.1 
 
 485.9 
 
 2--, 
 
 490.8 
 
 495.7 
 
 500.7 
 
 505.7 
 
 510.7 
 
 515.7 
 
 520.7 
 
 525.8 
 
 20 
 
 530.9 
 
 536.0 
 
 541.1 
 
 546.3 
 
 551.5 
 
 556.7 
 
 562.0 
 
 567.2 
 
 27 
 
 572.5 
 
 577.8 
 
 583.2 
 
 588.5 
 
 593.9 
 
 599.3 
 
 604.8 
 
 610.2 
 
 28 
 
 615.7 
 
 621.2 
 
 626.7 
 
 632.2 637.9 
 
 643.5 
 
 649.1 
 
 654.8 
 
 29 
 
 660.5 
 
 666.2 
 
 671.9 
 
 677.7 ! 683.4 
 
 689.2 
 
 695.1 
 
 700.9 
 
 -'50 
 
 706.8 
 
 712.7 
 
 718.6 
 
 724.6 j 730.6 
 
 736.6 
 
 742.6 
 
 748.6 
 
 31 
 
 754.8 
 
 760.9 
 
 767.0 
 
 773.1 
 
 779.3 
 
 785.5 
 
 791.7 
 
 798.0 
 
 82 
 
 804.3 
 
 801.6 
 
 816.9 
 
 823.2 
 
 829.6 
 
 836.0 
 
 842.4 
 
 848.8 
 
 88 
 
 855.3 
 
 861.8 
 
 868.3 
 
 874.9 
 
 881.4 
 
 888.0 
 
 894.6 
 
 901.3 
 
 84 
 
 907.9 
 
 914.7 
 
 921.3 
 
 928.1 
 
 934.8 
 
 941.6 
 
 948.4 
 
 955.3 
 
 85 
 
 962.1 
 
 969.0 
 
 975.9 
 
 982.8 
 
 989.8 
 
 996.8 
 
 1003.8 
 
 1010.8 
 
 36 
 
 1017.9 
 
 1025.0 
 
 1032.1 
 
 1039.2 
 
 1046.3 
 
 1053.5 
 
 1060.7 
 
 1068.0 
 
 37j 1075.2 
 
 082.5 
 
 1089.8 
 
 1097.1 
 
 1104.5 
 
 1111.8 
 
 1119.2 
 
 126.7 
 
 38 ! 1134.l 
 
 1141.6 
 
 1149.1 
 
 1156.6 
 
 1164.2 
 
 1171.7 
 
 1179.3 
 
 1186.9 
 
 39 
 
 1195.6 
 
 1202.3 
 
 1210.0 
 
 1217.7 
 
 1225.4 
 
 1233.2 
 
 1241.0 
 
 1248.8 
 
 40 
 
 1256.6 
 
 1264.5 
 
 1272.4 
 
 1280.3 
 
 1288.2 
 
 1296.2 
 
 1304.2 
 
 1312.2 
 
 41 
 
 1320.3 
 
 1328.3 
 
 1336.4 
 
 1344.5 
 
 1352.7 
 
 1360.8 
 
 369.0 
 
 1377.2 
 
 42 
 
 1385.4 
 
 139.3.7 
 
 1402.0 
 
 1410.3 
 
 1418.6 
 
 1427.0 
 
 1435.4 
 
 1443.8 
 
 4;j 
 
 1452.2 
 
 1460.7 
 
 1469.1 
 
 1477.6 
 
 1486.2 
 
 1494.7 
 
 1503.3 
 
 1511.9 
 
 44 
 
 1520.5 
 
 1529.2 
 
 1537.9 
 
 1546.6 
 
 1555 3 
 
 1561.0 
 
 1572.8 
 
 1581.6 
 
 45 
 
 1590.4 
 
 1599.3 
 
 1608.2 
 
 1617.0 
 
 1626.0 
 
 1634.9 
 
 1643.9 
 
 1652.9 
 
ARCHITECTURAL IRON WORK. 
 
 THE LABOR QUESTION. 
 
 The vexed questions of wages, strikes and lock-outs, and de" 
 mands for a reduced number of hours to constitute a day's 
 work, have at times to be met and decided. The world must 
 be taken as it is, not as any individual would have it. Trades' 
 Unions exist in the present as in the past, and are likely to in- 
 crease in numbers and in power. Probably in no other country 
 have the rights of labor to a fair and equable share of the 
 profits of production been so fully recognized as in the United 
 States. A high protective tariff has for years received almost 
 unanimous public approval, chiefly because it was a shield 
 between the American workingman and the necessity which, 
 without protection, would have forced him to compete with the 
 overworked and underpaid labor of Europe. Manufacturers 
 generally have felt liberal!} 7 disposed towards their employees 
 They desire that their men should live in comfortable houses, 
 wear good clothes, have plenty to eat, educate their children, 
 and accumulate something to live on when they are old. 
 
 Masters and men may be on the best of terms for years, when 
 suddenly some powerful Union gives the word of command 
 and a strike ensues. The argument of those who justify 
 strikes is that the masters are taking too large a share of the 
 gains of business and are giving the men too small a share. 
 The pretext is always the same ; either the masters protest that 
 profits have declined, and that a reduction of wages must fol- 
 low, or the men allege that profits have augmented, and that an 
 increase of wages is reasonable. Evidently there is a great 
 deal to be said on both sides of these disputes. 
 
 The men do not and cannot know anything about the real 
 facts of business. It may be that their employers have quietly 
 continued paying for labor at a steady rate, through long 
 periods of continuous loss. Manufacturers who are located in 
 cities pay high rents and their workmen pay high rents, are 
 14 
 
210 ARCHITECTURAL IRON WORK. 
 
 obliged to compete with others who manufacture in the country, 
 where the workmen generally own the houses they live in, and 
 where food is cheaper and dress plainer, and can therefore 
 work cheaper. Home manufacturers have to compete with 
 foreign manufacturers, who pay less wages and a lower rate of 
 interest on capital. The employer has no power to impose 
 upon the laborer, for if the latter is dissatisfied with his wages 
 or his treatment he may go elsewhere or seek other employ- 
 ment. Neither the employer or employe can compel the other 
 to pay or receive more or less than he is willing to give or take. 
 Nothing can control the price of labor but the law of supply 
 and demand. If work is plenty laborers can increase their 
 wages by demanding it, because the employer has no option. 
 If work is scarce competition will bring down the price of 
 labor, as it will of everything else. Each individual has the 
 right to sell his labor for any price he can obtain for it, and 
 any combination or organization designed to interfere with this 
 right is against public policy and unlawful. A man may de- 
 mand what he likes for his services, but his demand does not 
 determine their value. If no one wants his services, a supply 
 of anything, for which there is no demand, is valueless. It is 
 of the utmost importance to an intelligent understanding of 
 the relations of labor to capital that the workingman should 
 appreciate the fact that society is not divided into two great 
 antagonistic classes capitalists and laborers. Every man who 
 knows a trade, or is able to work, is as truly a capitalist as the 
 man who owns a factory filled with costly machinery. His 
 capital is his physical strength and his acquired skill in the 
 performance of some useful labor. Labor is, and always will 
 be merchandise. Those who hav it to sell can only get for it 
 so much as those who are asked to buy are willing to give. 
 Self-interest, which is equally strong on both sides, operates to 
 protect the seller against injustice and the buyer against extor- 
 tion ; while the public interest demands that the exchange of 
 
ARCHITECTURAL IRON WORK. 211 
 
 services should be free. If these simple elementary truths 
 could be impressed upon the minds of workingmen, they would 
 at once see the folly and futility of all efforts to artificially in- 
 crease the value of their services. The natural laws of trade 
 are as immutable in their operations to-day as they were cen- 
 turies ago, and all human power cannot set them aside or sus- 
 pend their operation. Intimidation, threats, or violence to 
 persons or property, which have for their object a disturbance 
 of the natural relations existing between labor and capital are 
 crimes against society. 
 
 Trades' Unions, in many respects, are exceedingly beneficial. 
 For members of a trade, working together in large numbers, 
 who by their daily intercourse are made acquainted with each 
 other's circumstances, and who are cognizant of much of the 
 misery which is necessarily attendant on a precarious employ- 
 ment, would be inhuman indeed, if they did not unite for the 
 purposes of mutual support in case of sickness, superannuation, 
 for the burial of members and their wives, and also for assist- 
 ance to members out of work. No one can look with disfavor 
 on a Society organized for such a purpose. But when dema- 
 gogues lead in what they delight to call " the war of labor upon 
 capital," to elevate inferior workmen at the expense of superior 
 skill ; to say that unionists shall not work with non-unionists ; 
 that so many apprentices shall be allowed to a shop, and no 
 more ; that so much work, and no more, and so many hours, 
 and no more, shall be a day's service, and a system of terrorism 
 practised to carry out these ideas then a Society oversteps its 
 useful purposes and its lawful rights. 
 
 The members of any particular trade, by earnestly uniting 
 in the use of the various means of cultivation within their 
 reach, may greatly increase the respectability and influence of 
 that trade. Their funds, obtained by weekly contributions of 
 members, will give security against the destitution which sick- 
 ness may bring upon the most robust and industrious ; against 
 
212 ARCHITECTURAL IRON WORK. 
 
 the life-long dependence entailed by such calamities as disabling 
 accidents, blindness, paralysis, or epilepsy, which incapacitate 
 their victims from work ; and against the helplessness of old 
 age, when failing powers render the continuous labor necessary 
 to earn a livelihood impossible. A member may receive relief 
 from the funds of his Society, and still maintain his self-respect. 
 He has contributed to them in common with others. The man 
 who is aware that when sickness or old age takes from him the 
 power to labor, he will not be altogether deprived of a living, 
 becomes a more contented as well as as a more independent 
 being. 
 
 JS r early all employers in this country have commenced life as 
 workmen, and their places are to be filled again from the ranks. 
 Can workmen who live by labor hope to secure more property 
 by less labor? In times past workmen have made demands 
 that eight hours should constitute a day's work, and be paid 
 the same wages as they had been accustomed to receive for ten 
 hours' work. In New York city it is harder to labor ten hours 
 a day than elsewhere, because a workingman to live respectably 
 away from a tenement house must live at nearly an hour's 
 distance from his shop. But it is neither wise nor just to ask 
 the employers in one city to reduce the daily hours of labor to 
 eight, while others are enjoying the advantages of ten hours. 
 Now, suppose the change were made general, the result would 
 be a reduction of one-fifth of the country's products in the 
 necessaries and comforts of life ; and who would suffer most 
 from this ? Not the wealthy men, whose money would secure 
 what they required, but the workingmen, whose only source of 
 income is their weekly wages. The working classes are con- 
 sumers as well as producers, and share in the general benefits 
 of the cheapening of the cost of the commodities they consume. 
 
 The condition of the working classes has greatly improved, 
 and the improvement is still going on ; but it is an improve- 
 ment which has taken place in spite of, and not because of, 
 
ARCHITECTURAL IRON WORK. 213 
 
 the lack of harmony between employers and employed. In 
 ancient times the only energy employed in doing work for sup- 
 plying man with the necessities or luxuries of life was that of 
 muscular power, under a system of slavery. In modern times 
 man lias become in a great degree relieved from brute power, 
 by substituting for his own muscular energy the power of 
 nature, and this substitution is continually going on. The 
 number of discoveries and improvements in the arts diminishes 
 the amount of severe bodily labor. Education among mechan- 
 ics multiplies these inventions ; and it should be a settled policy 
 in every community to encourage in every possible way the in- 
 tellectual cultivation of all who compose their body. 
 
 American mechanics are the most intelligent of any in the 
 world, and with the most temperate social habits. They have 
 a stimulus, in this country, of raising above their condition, or, 
 at least, making it possible for their children to do so. The 
 distributive industries mercantile avocations have long been, 
 and probably always will be, overcrowded ; in the productive 
 industries there alvyays was, and probably always will be, plenty 
 of room for mechanics who are thorough, honest, temperate 
 and conscientious. 
 
 ^The loom, the sewing-machine, the steam-engine, the reaper, 
 the printing-press, all increase the dignity and importance of 
 mechanical labor. The multiplication of labor-saving machin- 
 ery contributes to the desired attainment of universal abun- 
 dance. The progress toward abundance must necessarily be 
 slow, however active production may be. The proportion of 
 people, even in this favored land, who have reached the condi- 
 tion in which they can say that all their reasonable wants and 
 desires are satisfied, and that they enjoy abundance, is certainly 
 very small. A vast number have never known what it is to 
 have had enough of food and clothing. With so great a void 
 yet to be filled there can be no such thing as over-production. 
 It is to a still higher development, and a yet more general em- 
 
214 ARCHITECT CRAL IRON WORK. 
 
 ployment of labor-saving machinery, that must bring more 
 general prosperity in the future. Experience has shown that 
 while machinery increases production, it also opens new fields 
 for useful labor. Then, too, the cheapening of the cost of 
 manufactured products, proportionately increases their con- 
 sumption, by bringing them within the reach of a greater num- 
 ber of persons. Workingmen need never fear from the intro- 
 duction of labor-saving machinery. To point to it in fear of 
 an over-production, and consequent enforced idleness of skilled 
 labor, indicates a short-sightedness as great as that which im- 
 pelled the French silk weavers to destroy the loom of Jacquard, 
 which, instead of taking away the work of a few hundred half- 
 starved, consumptive workmen, has given employment to an 
 army of well-fed, well-clothed, and comfortably housed oper- 
 atives, and has added uncounted millions to the world's wealth. 
 The efforts which will be attended with the most encourag- 
 ing results between master and men, are those which seek to 
 reduce the cost of living. The workingman is not usually so 
 situated that he can purchase anything to advantage. Where 
 manufacturers are so situated that they can do so, they should 
 provide small, neat and convenient houses for their employes. 
 and rent them for just enough to cover interest, taxes, and re- 
 pairs. A few items of living necessaries, such as coal, flour, 
 etc., should be provided for cash sales at prime cost. The 
 object of this is to enable the workingman to get the greatest 
 possible value for his money, in order that he may be able to 
 live well for the smallest wages. The expense and trouble 
 is a mere nothing, and the gratitude of the men out of all 
 proportion to the work rendered. By increasing the purchasing 
 ing power of their wages, so far as practicable, good feeling 
 arises between the employed and the employer, and the much 
 desired alliance, offensive and defensive, between labor and 
 capital, becomes not only possible, but extremely probable. 
 
ARCHITECTUEAL IEON WORK. 215 
 
 TO YOUNG MEN. 
 
 CAPABLE men to manage Architectural Iron "Works are scarce. 
 Looking over the field the enormous business that must cer- 
 tainly be done in every part of the Union the coming demand 
 for the right kind of men will be greater than the supply. Of 
 men of mediocrity there will always be an abundance. So 
 many requirements go to fill the bill, that first-class men will 
 always be in demand. The foundation must be a natural talent 
 and liking for mechanical work. No one can succeed if inca- 
 pacitated by disposition or education. The toil must be conge- 
 nial. A boy who has given evidence of ingenuity and dexterity 
 with the .use of tools, can make choice of this pursuit in life, 
 with the certainty of eventually reaping pecuniary independence 
 and a happy and honorable career. Success in this business de- 
 pends upon fitness for undertaking it, coupled with conscien- 
 tious labor. No more honorable or profitable profession or 
 business can be selected. In a country like ours, a claim of 
 superior respectability on behalf of any calling is preposterous ; 
 the circumstance of being an American citizen is sufficient to 
 adorn with all proper dignity any trade or profession which a 
 young man may adopt. In point of real and essential respect- 
 ability, all trades and professions are equal; and the social 
 position which a man enjoys, and the degree of respect which 
 he is able to command, depend not upon his trade, but upon his 
 individual character. Thousands of young men have entered 
 the learned professions when they were already crowded, and are 
 consequently wasting their lives in vain hopes ; and other thou- 
 sands have devoted themselves to the pursuits of commerce with- 
 out capital, prudence, or intelligence sufficient to avoid the 
 dangers of commercial enterprise, to become either bankrupts 
 or involved in a series of embarrassments which may last through 
 their whole lives. An error in the choice of one's profession is 
 
216 ARCHITECTURAL IRON WORK. 
 
 one which is followed by painful consequences, as many have 
 found to their cost. 
 
 Having made a choice of this business, and possessed of a 
 good common school education, there must follow some years of 
 practical learning. First should come an apprenticeship of 
 not less than two years, with an architect of large practice, so 
 as to become familiar with the plans and constructions of 
 buildings generally, the making of detail drawings, and the 
 way and manner of doing things generally in such an 
 office. Then in the shop : one year in the pattern shop ; two 
 years in the foundry, learning to become a moulder ; and two 
 years after that as a finisher, in fitting up cast-iron work, and 
 doing wrought-iron and blacksmith work. These seven 
 years of continuous daily toil will be happy years. At their 
 expiration, the man it is to be hoped a gentleman, withal 
 will be fitted to take off quantities from plans, to make esti- 
 mates and secure contracts, and superintend with intelligence 
 and authority the workmen under his care. "With the age of 
 manhood, the heavy duties and fearful responsibilities of active 
 life will come to him when his judgment is matured, his under- 
 standing ripened, and his nerves hardened for the rough encoun- 
 ter of conflicting interests and unforeseen emergencies. 
 
 On his energy, perseverance and skill, will depend how large 
 a sphere he will fill. It all depends 011 himself. If inspired 
 by an honest ambition to excel, and willing to study the litera- 
 ture which modern book-making has placed so easily within his 
 reach, his chances of success in life are far more numerous and 
 certain than those of any other class of young men in the com- 
 munity. The business openings will be sufficiently numerous 
 to satisfy the largest ambition. 
 
 It is of great importance that his leisure time be given to the 
 cultivation of his mind. If the physician, the lawyer and the 
 divine avail themselves of the assistance of science and litera- 
 ture in their several professions, the mechanic has still stronger 
 
AJRCHITECTUKAL IRON WORK. 217 
 
 inducements fordoing the same thing; for, to none of these 
 professions are the results of science so directly applicable, anJ. 
 for none of them are the recreations of literature so appropriate 
 or gratifying. By making himself master of those principles 
 which are most intimately connected with Architectural Iron 
 Work, he, while satisfying a liberal curiosity, may possibly be 
 approaching some brilliant discovery which will speedily con- 
 duct him to fortune and fame. Each of the mechanical trades 
 affords ample room for the exercise of ingenuity in the im- 
 provement of its processes, and the consequent improvement of 
 its products. Abundant trade periodicals exist, journals devoted 
 to architecture and building, to engineering, to the iron interest ; 
 from a thousand sources ideas are to be got. 
 
 It is not desirable for a man to devote every moment of his 
 time to the business by which he lives. Such intense applica- 
 tion is injurious both to the body and the mind. It destroys 
 health, racks the brain, arid ruins the temper. The repose of 
 the domestic circle, the quiet hour for reading, or relaxation of 
 some other kind, seem absolutely necessary for the preservation 
 of that greatest of earthly blessings a sound mind in a healthy 
 body. A mechanical business, a life of activity and labor, is 
 far from being unfavorable to the highest operations of the 
 intellect ; and that relaxation from active labors is most appro- 
 priately found in mental recreations. Whether, therefore, he 
 addresses himself to increasing the quantity or improving the 
 quality of his manufactures, the paths before him are wide 
 enough for his greatest powers and his most unwearied activity. 
 Let him remember that knowledge is power, and neglect no 
 opportunity of improving his mind. Seasons of depression may 
 affect more or less such a man, but these cannot rob him of his 
 capital gained at the bench, the drawing table and the evening 
 fireside. There is no class of men so absolutely independent of 
 chance and mischance, as mechanics. If more of our intelli- 
 gent young men, with good educations and good social positions, 
 
218 ARCHITECTURAL IRON WORK. 
 
 would learn the various mechanical trades, fewer of them would 
 have occasion in after years to bemoan the wasted opportuni- 
 ties of youth, and the fruitless struggles of an unsuccessful life. 
 If a young man has received a college education it is well. 
 But let it be understood, that those who utterly lack in high 
 scholarship, have the same open road to an honorable, useful 
 and independent career. Indeed, it is better that the practical 
 art precede the science. One great thing needed, that cannot 
 be learned in school, is how to deal with men ; how to make 
 them work in accordance with your ideas. You may make a 
 perfect plan, and have a complete drawing, but if you cannot 
 impress it upon your foreman of pattern makers, it will not 
 prove a success. And so in every department. The difference 
 between a beautiful line and one which has no beauty whatever, 
 is very frequently a mere nothing so undefinedly small that 
 one can scarcely say in what the difference consists. If you 
 have the skill to add the finishing touches to a set of patterns, 
 or take a file and clean up a part that needs but a touch to make 
 it perfection, you will not only make an admirable workman, 
 but will do much toward a high standard of work in the shop. 
 Some of the finest pieces of wrought iron work extant were 
 designed by men who blew the bellows and swung the hammer ; 
 and the same may be said of some of the best examples of cast 
 iron art work. The value of many manufactures is chiefly due 
 to their beauty. There is hardly any limit to the market value 
 of beauty that element in manufactures which responds to 
 the finer sensibilities of man. Not only the methods of work- 
 $ ing, but the nature and capabilities of materials must be under- 
 stood. A design that would be admirable in silver would in 
 all probability be hideous in cast-iron. The quality of an 
 article may be said to consist of three principal elements : 1st, 
 adaptation to the purpose for which the object was made ; 2d, 
 durability ; 3d, beauty. For instance, a column should cer- 
 tainly possess the first two elements ; and, all other things being 
 
ARCHITECTURAL IKON WORK. 219 
 
 equal, every builder will sooner pay his money for a handsome 
 column than for a homely one. He may not be willing to pay 
 an additional dollar for a column, simply because of its beauty ; 
 but since it is as cheap for an iron man, who has good taste, 
 to give his column a certain degree of comeliness, as to make it 
 atrociously ugly, he finds his profit in a readier sale. 
 
 No matter what amount of mental culture a man brings to 
 this business, he cannot bring too much. If an apprentice be 
 lacking in certain kinds of book knowledge, he can and must 
 acquire it. The practical man separates useless stuff from that 
 which is valuable, and he can more easily acquire knowledge 
 on special subjects, than can the school-man acquire practical 
 knowledge of tools and machinery, the management of labor, 
 arid the general principles of economy in construction, main- 
 tenance and working. Each is possessed of certain knowledge 
 that the other must learn ; and years of study, years of labor, 
 will make them equal. The one having the most energy and 
 perseverance will prove the better man. 
 
 Executive ability, business tact, and good management in 
 finances these come after an experience of the annoyances, 
 anxieties, discomforts and sufferings inevitable to business life. 
 As a matter of policy, as well as of duty, an upright, moral life 
 ever truthful and strictly honest is the best. " For what is 
 a man profited, if he shall gain the whole world, and lose his 
 own soul ? " 
 
 This short chapter is for the kindly encouragement of young 
 men who desire, or are about to follow this branch of business, 
 or are actually engaged therein. I would especially caution 
 young men not to care for the ill-natured remarks that may be 
 said of them. Jealousy, envy and malice will pursue always, 
 and to the sensitive cut to the heart. It takes many years to 
 become calloused. In proportion to your ability, trade slander- 
 ers will pursue, and a courageous heart is necessary in the fight. 
 Bide your time patiently; the turn of Fortune's wheel brings 
 
ARCHITECTURAL IRON WORK. 
 
 many changes. Earn a reputation for reliability as to word and 
 promise, and for secrecy in confidential matters. Mind your 
 o\vn business, and treat all men in accordance with the golden 
 rule. Confide in your own strength without boasting of it ; 
 respect that of others without fearing it. Have enthusiasm in 
 your calling, faith in the future, intelligence in your work, 
 endurance and an unconquerable will. 
 
 LOSE NO TIME. 
 
New York, March, 1876. 
 
 JOHN WILEY & SONS' 
 
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