^•CORNELL UNIVERSITY LIBRARY BOUGHT WITH THE INCOMfe ' OF THE SAGE ENDOW^«IENT FUND GIVEN IN 189I BY "iteNRY'^^LLIAMS ,&AGE Sf^Gii'iEERlrtG LIBRARY TA 180.J69™"""'™''"^'-"'"'^ ^ ifflSilISSlS '"" specifications 3 1924 004 402 099 Cornell University Library The original of tiiis book is in tine Cornell University Library. There are no known copyright restrictions in the United States on the use of the text. http://www.archive.org/details/cu31924004402099 WORKS OF PROF. J. B. JOHNSON PUBLISHED BY JOHN WILEY & SONS: Tlieory and Practice in the Desif^ning; of Modern Framed Structures. A standard work on this subject for botli school and office. Quarto, cloth, 520 pages, 450 cuts, 44 full page plates, $10.00. The Theory and Practice of SnrTeying:, Designed for the use of Surveyors and Engineers gener- ally, but especially for the use of Students in Engineer- ing. 8vo, cloth, $4.00. Stadia and iEarth-'trork Tahles. Including Four-place Logarithms, Logarithmic Traverse Table, Natural Functions, Map Projections, etc. 8vo, cloth, $1.S5. The Materials of Constrnction. Large 8vo, 800 pages, 650 illustrations, 11 plates, complete index, $6.00. A treatise for Engineers on the Strength of Engineering Materials. ENGINEERING CONTRACTS AND SPECIFICATIONS INCLUDING A BRIEF SYNOPSIS OF THE LAW OF CONTRACTS AND ILLUSTRATIVE EXAMPLES OF THE GENERAL AND TECHNICAL CLAUSES OF VARIOUS KINDS OF ENGINEERING SPECIFICATIONS Designed for the Use op Students, Engineers and Contractors J. B. JOHITSOI^, 0. E. Latb Dean op the College op Mechanics and Enoineerino UNivEBSiTy OP Wisconsin V>] Sixth Thousand 3d EDITION— REVISED NEW TORK /' ENGINEEEING. NEWS PUBLISHNG CO. 1904 i> 'nib /^^403^5- Entered according to act of Congress, In the year eighteen hundred and ninety-flve, by J. B. JOHNSON, C. E., In the office of the Librarian of Congress, at Washington, D. C BTATB JOURNAL PRINTING COMPANY, FBUTFERS and STBREOTTPBIUh UADIBOH, WIS. PREFACE. The leading American Engineering Scliools have long needed a text-book on the subject of the Law of Contracts and Engi- neering Specifications. In the absence of any such text, this department of engineering practice has received scant and meagre treatment at the hands of these schools. This work has been written primarily to serve this purpose. After it was com- pleted, however, it seemed to the author it might prove of value to the profession at large and also to contractors, especially those portions of it treating of the Law of Contracts and of the General Clauses in Specifications. While the author makes no pretension to a knowledge of law, he has read the standard authors on this subject, and has for some years lectured on contracts and specifications to his engi- neering students. He has tried to follow strictly the recog- nized authorities in all he has said in this work, and while he thinks his synopsis may serve as a good general guide to the fundamental principles of the subject, he recommends that the reader refer all important particular cases to his attorney, or else consult the standard works themselves. If a single volume is desired containing a general review of the Law of Contracts, the layman can not do better than obtain that of John D. Law- son, of the Law Department of the Missouri State University. Another similar, and perhaps better work for the young law- yer, is that of J. P. Bishop ; while Parson's three-volume work is the recognized standard authority for the lawyer. vi PREFACE. Since this work is designed only for laymen, however, the author may well quote the maxim that "the man who is his own lawyer has a fool for a client." The brief synopsis of the law herein given, therefore, is not intended to remove the necessity of consulting a lawyer on all important matters, but only to enable one to steer clear of some of the legal pitfalls which lie in the way of every business man and especially of engineers. Since custom has laid on engineers and architects the duty of writing specifications and contracts, it is well for them to know something of the legal ground they are forced to traverse. The first part of this work is intended, therefore, to serve as a cautionary warning against legal entanglements, rather than as a counselor or guide through such difficulties. The synopsis of the Law of Contracts as here given -has been revised by a very competent legal authority, and the author is indebted to him for many valuable suggestions and corrections. It prob- ably will not mislead one into trouble, though it may not always point the way out. The author also wishes to acknowledge his indebtedness to the many prominent engineers who have kindly sent him copies of their latest specifications for use in this work, and he has acknowledged this debt in the body of the book by append- ing to each quotation the initials of the person quoted. A key to these initials is given on page IX. The illustrative examples of engineering specifications given in Part III are selected so as to cover a wide field with as little repetition as possible. They are not given to be blindly copied, but rather as illustrating a good method of treating the subject, and to serve as patterns as to manner as well as to matter. As the best engineers seldom copy their own specifications or use them unchanged a second time, much less can one safely copy prefaCr vii unchanged the specifications of another. In fact the writing of engineering specifications is wisely left for engineers of large engineering specifications is wisely left for engineers of large experience, but as the younger men have to enforce them and serve as inspectors under them, they should in all cases understand fully why they have been drawn in a par- ticular way. That this somewhat crude effort may serve to help engineers and architects to a more efficient and satisfactory performance of their professional duties, is the hope and aim of The Author. note for the second edition. There is added in this edition a very complete set of specifica- tions for the machinery, track, and overhead construction of electric railways, for both cities and country towns, these hav- ing been drawn by two of the leading engineers of the country in this class of work. It is thought these will add greatly to the value of the book. Just previous to the issuing of the second edition of this •work there has appeared Prof. Wait's remarkable work on Engineering and Architectural Jurisprudence. This is an exhaustive treatise of 900 pages, in which more than five thou- sand cases are cited, and the law of construction fully elabo- rated in all its phases. Every engineer charged with the draw- ing of important specifications, every contractor bidding on large works, and every lawyer whose practice takes him into this field should have in his library a copy of this most valuable work. For all matters pertaining to the strength or other quali- ties of engineering materials the reader is now referred to the author's recent work on the Materials of Construction. Both of these books are published by John Wiley & Sons, New York. St. Louis, May, 1898. PREFACE TO THIRD EDITION. In this edition a general revision of Part IV has been made; in addition to minor changes in the other portions of the book. Several complete specifications have been entirely changed, or replaced, and many new ones have been added. These latter include Specifications on Riveted Steel Water Pipe; Wooden Stave Water Pipe ; Wrought Iron Chains ; Railroad Concrete Work; Railway Road-beds; Levees; Steel Highway Bridges and Viaducts ; Steel Railroad Bridges and Viaducts ; Preser- vation of Railroad Cross-ties ; Filter Gravel and Sand ; Speci- fications and Contract for Architect's Services ; and the general specifications for testing hydraulic cements, adopted by the U. S. Engr. Corps. Besides these, two new appendices are given on The Engineer as an Expert Witness, and the Stand- ard Specifications for Iron and Steel proposed by the Ameri- can Committee of the International Association for Testing Materials. The three great works on Engineering Contracts and Speci- fications are those by, Mr. John Casson Wait, M. C. E., LL. B., namely : Engineering and Architectural Jurisprudence ; The Law of Operations Preliminary to Construction in Engineering and Architecture; and The Law of Contracts; all these are published by John Wiley & Sons. These books are excellent texts for the lawyer, as full citations of cases are given. Mr. Wait is now Asst. Corporation Counsel for the City of New York. The book has beeji enlarged by these additions by 114 pages, and the author hopes it may thus have an increased usefulness to the members of the Engineering profession. J. B. J. Madison, Wis., June, 1902. KEY TO SUBSCRIPT INITIALS. The following gentlemen have kindly furnished the author copies of their specifications from which he has freely quoted in Parts II and III. In every case he has appended the initials of the writer of the specifications used, the key to which is here given: American Bridge Co A. M. C. Arthur L. Adams, Engineer and Manager Contra Costa Water Co., Oakland, Cal A. L. A. B. J. Arnold, Consulting Electrical Engineer, Chicago, 111. B. J. A. Onward Bates, Consulting Engineer, Chicago, 111 O. B. George H. Benzenberg, Consulting Engineer, Milwaukee, Wis G. H. B. A. P. Boiler, Consulting Engineer, New York City A. P. B. Gr. Bouscaren, Consulting Engineer, Cincinnati, Ohio.... G. B. Wm. H. Bryan, Consulting Engineer, St. Louis, Mo W. H. B. Col. Wm. P. Craighill, Retired Chief of Engineers, U. S. Army W. P. C. J. T. Fanning, Consulting Engineer, Minneapolis, Minn.. J. T. P. Alphonse Fteley, Consulting Engineer, New York City. .. A. F. E. A. Fuertes, Cornell University, Ithaca, N. Y E. A. F. L. M. Hastings, City Engineer, Cambridge, Mass L. M. H. Allen Hazen, Consulting Engineer, New York City A. H. John W. Hill, Consulting Engineer, Cincinnati, Ohio.... J. W. H. M.- L. Holman, St. Louis, Mo .' .• M. L. H. Johnson & Flad, Engineers, St. Louis, Mo J. & F. Emil Kuichling, Consulting Engineer, Rochester, N. Y.. E. K. Milwaukee City Specifications M. Robert Moore, Consulting Engineer, St. Louis, Mo R. M. Richard McCuUoch, Assistant General Manager City Rail- way Co., Chicago, 111 R. McC. George S. Morrison, Consulting Engineer, New York City G. S. M. Henry W. Parkhurst, EJngineer of Illinois Central Rail- way, Chicago, 111 H. W. P. W. D. Pence, Professor of Civil Engineering, Purdue University, Lafayette, Ind W. D. P. Pennsylvania Railroad Co P. R. R. Col. O. M. Poe, Corps of Engineers, U. S. Army O. M. P. St, Louis City Specifications St. L. Union Pacific Railway U. P. Ry. J. A. L. Waddell, Consulting Engineer, Kansas City, Mo. . J. A. L. W. J. C. Wait, Contract Attorney for the City of New York. , J. C. W. TABLE OF CONTENTS. PASX Preface , ,;, „ ., ,. . v Key to Subscript Initials , IX PART I. SYNOPSIS OP THE LAW OF CONTRACTS. ABT. 1. Introductory . ., 1 2. Kssential Elements of a Legal Contract 1 3. Two General Classes of Contracts 2 Competency. 4. Of Individuals 3 5. In Governmental Relations 3 6. Of Semi-Public and Private Corporations 4 7. Of Agents 5 Legality of the Agreement. 8. Kinds of Illegal Subject-Matter 8 9. Contracts in Breach of Statute Law , 8 10. Immoral Acts ^ 9 11. Contracts Opposed to Public Policy 10 12. Contracts Which Refer to Arbitration 11 13. The Engineer as Arbitrator 12 The Agreement. 14. Mutual Assent 13 15. Qualified Assent 15 16. Qualified Offers 15 17. Implied Acceptance 16 18. Failure of Agreement by Mistake ; 16 19. Misrepresentation in the Contract 18 20. Invalidity of Contract through Fraud 18 21. Remedy of Party Defrauded 21 22. Invalidity of Contract through Duress 22 23. Invalidity of Contract through Undue Infiuence 22 xii TABLE OF CONTENTS. ART. P-«°» The Consideeation. 24. Consideration Defined 23 25. Adequacy of Consideration 24 26. Agreement to Take Less than is Due 25 27. As to Waiver of Legal Rights 27 CONTKACTS UNDEE SeAL. 28. Classes of Sealed Contracts 28 Parol Conteacts. 29. Oral and Written. Contracts 29 Assignment of Contracts. 30. When Assignments Can be Made 30 31. Notice of Assignment Necessary 31 CONSTKUOTION OF THE CONTRACT. 32. The Original Contract 31 33. The Explanation of Technical Terms in Contracts 32 34. Rules of Construction 33 Contracts Required to be in Writing. 35. The Statute of Frauds 34 36. Agreements Which Cannot be Performed Within One Year 35 37. Contracts of Sale Where the "Value is More than |50 35 Subsequent Changes and Agreements. 38. The General Rule 36 39. Results of Alterations of the Contract 37 Discharge of Contracts. 40. Methods of Discharge 39 41. Discharge by Agreement 40 42. Discharge by Performance 41 43. Performance on Conditional Promises 41 44. Discharge by Payment 43 45. Discharge by Tender 43 46. Kinds of Impossibility Which Will Discharge a Con- tract 43 47. Kinds of So-cailed Impossibilities Which Will Not Discharge the Contract • 44 48. Discharge of Contract by Operation of Law 45 49. Discharge of Contract by Breach 45 Remedies for Breach op Contract. 50. Results of a Breach of Contract , 48 51. Damages for Non-performance . . . ." , 49 TABLE OF CONTENTS. xiii ART. PAGH 52. Distinction between Liquidated Damages and Penal- ties 50 53. Recovery for Imperfect or Incompleted Work 51 Specific Pekpokmance. 54. General Rule as to Specific Performance 54 DiscHAEGE OP Right or Action Under a Contract. 55. The Right of Action 53 56. Removal of Statutory Bar to Right of Action 55 PART II. GENERAL CLAUSES IN ENGINEERING SPECIFICATIONS AND ACCOMPANYING DOCUMENTS. 57. General Considerations 57 Advertisements. 58. Information Embodied in the Advertisement 58 59. The Theory of Advertisements 58 60. The Guarantee 60 61. Right of Rejection 61 62. Illustrative Examples 62 Instructions to Bidders. 63. Preliminary Information 65 Forms of Proposals. 64. The Object of Blank Forms of Proposals 66 65. Manner of Letting the Work 67 66. Contract Let as a Whole or in Parts 68 67. Contract Let for a Fixed Sum or per Specified Units. . 69 68. Contract Involving a Specific Performance 71 69. Contract Including Maintenance 72 70. Contract for the Work Only 72 71. Proposal for Building a Dam, Spillway, etc 72 72. Proposal Bond 74 Engineering Specifications. 73. Engineering Specifications Defined 76 74. Classes of Specifications 76 75. General and Specific Clauses 77 The General Clauses in Specifications. 76. List of Subjects Treated in the General Clauses 78 77. Explanatory Note 79 XIT TABLE OF CONTENTS. ART. PAGE 78. Time of Commencement, Rate of Progress and Time of Completion of the Work 80 79. As to the Character of the Workmen to be Employed 80 80. Suitable Appliances to be Used 81 81. Monthly Estimates of Work Done and Payments to be Made 82 82. Provision for Inquiring into the Correctness of the Mbnthly Estimates 8^ 83. Reserving a Certain Percentage as a Repair Fund, for a Stated Period after Completion 84 84. Conditions of the Final Estimate 84 85. Engineer's Measurements and Classifications Final and Conclusive 85 86. Determination of Damages Sustained by Failure to Complete the Work within the Time Agreed upon, or as Extended 87 87. The Discharge of Unpaid Claims of Workmen and Ma- terialmen 92 88. No claims for Damages on Account of Suspension of Work 93 89. No Claims for Damages on Account of Delay 94 90. No Claims on Account of Unforeseen Difficulties 94 91. Protection of Finished Work 94 — 92. Protection of Property and Lives 95 ~ — 93. Protection against Claims for the Use of Patents 96 94. Assignment of the Contract 97 95. Contractor Not Released by Subcontracts 97 96. Abandonment of Contract 9S 97. Cancellation of Contract for Default of Contractor 99 98. Workmen's Quarters and Other Temporary Buildings 100 99. Cleaning up after Completion lOi Removal of Condemned Material Id Relations to Other Contractors 1Q2 Provision for Drainage jqo 103. Provision for Public Traffic- ^qI 104. Contractor to Keep. Foreman or Head Workman,' and also Copy of Plans and Specifications on the Ground 103 Cost of Examination of Completed Work 103 106. Faults to be Corrected at Any Time Before Final Ac- ceptance 107. Surveys, Measurements and Estimates of Quantities not Guaranteed to be Correct jo- 108. The Contract Subject to Interpretation and Change by the Engineer ,., 106 100. 101. 102. 105. TABLE OF CONTENTS. XV ART. PAGE 109. Settlement of Disputes 108 110. Extra Work 109 111. Definition of "Engineer" and "Contractor" Ill 112. Documents Composing the Contract Ill 113. Meaning Understood 112 114. Provision for the Arbitration of Disputes 112 115. No Waiver of L«gal Rights 112 116. The Use of General Clauses in Engineering Specifica- tions , 113 PART III. SPECIFIC DESCRIPTIVE, OR TECHNICAL CLAUSES IN SPECI- FICATIONS. 117. Essential Features of Good Specifications 115 118. Specifications Accompanying Complete Detail Plans . . 119 119. Specifications Accompanying a General Flan Only . . . 120 120. Specifications Unaccompanied by Plans, Known Com- monly as General Specifications 121 IixtrsTEATivE Specifications or Vakious Elementary Portioks of Engineering Work. 121. Scope, and Purpose 121 SPEcnroATiONS foe Excavations and Embankments. 122. Earth-work, Excavating and Grading 122 -p^ 123. Grading 123'' 124. Excavations Under Water 126 125. Specifications for Measuring Quantities Excavated Under Water by Weight and by Displacement 128 126. Specifications for an Earthen Dam ; 130 127. Specifications for Coffer Dams 132 — 128. Specifications for Protective Worlc 133 Specifications foe Cement Moktae, Concrete and Masonet. 129. Cement Mortar 136 130. Cement Concrete 138 131. Specifications for Stone 143 132. Stone Masonry 145 133. Specifications for Masonry for a Large Stone Dam... 151 134. Specifications for First-class Bridge Masonry 157 Specifications foe Steeet Pavements and Materials. 135. Specifications for Paving Brick Tests 161 136. Specifications for Brick Paving 163 -^1) XVi TAB1,E OF CONTENTS, ART. PAGE 137. Specifications for Asphaltum Pavement 166 138. Specifications for Asphalt Pavement *. 171 139. Specifications for Granite Pavement 173 140. Specifications for Granitoid Sidewalks 17.4 Specifications foe Sewers. 141. Specifications for Brick and Tile Sewers 178 142. Specifications for Sewer Pipe 183 143. Specifications for Laying Sewer Pipe 186 Specifications foe Water Pipe. 144. Specifications for the Manufacture and Delivery of Cast Iron Water Pipes 190 145. Specifications for Laying Water Pipe 198 146. Specifications for Stop Valves 200 LuiiBEE Grading and Classimcation. 147r Rules of the Southern Lumber Manufacturers' Asso- ciation 204 148. General Rules for Classifying Lumber 205 149. Rules for Grading Finishing Lumber 207 150. Rules for Grading Common Boards and Rough Lumber 209 151. Standard Dimensions of the Southern Lumber Manu- acturers' Association 211 152. Rules Governing the Inspection and Measurement of Lumber in the St. Louis Market 212 153. Specification for "Thoroughly Seasoned" Lumber 218 Specifications for Ibon and Steel. 154. Specifications for Cast Iron ' 219 155. Specifications for Cast Iron Water Pipe 221 156. Specifications for Riveted Steel Water Pipe 225 157. Specifications for Wooden Stave Pipe 232 158. Specifications for Wrought Iron Chains 234 159. Specifications for the Material and Workmanship of a Steel Stand-pipe 235 MiSCEXLANEOUS SPECIFICATIONS. 160. Specifications for Pile and Trestle Bridging 238 161. Specifications for Steam Plant of a Small Electric Light Station i . 240 162. Specifications for Leather Driving Belts 245 163. Specifications for Pumps to be Operated by Water Power 247 164. Specifications for a Pump Well .- 249 165. Specifications for Turbine Water Wheels 252 TABLE OF CONTENTS. xvii ART. PAGE 166, Specifications for tlie Installation of an ETlectric Light- ing Station in a Small City 254 167. Specifications for Electrical Distribution Circuits for Light and Power 259 PART IV. ILLUSTRATIVE EXAMPLES OF COMPLETE CONTRACTS AND SPECIFICATIONS. 168. Contract and Bond Combined in one Document with the Specifications 265 169, 170. Contract and General Specifications for Large Pumping Engines 266 171. Complete General Specifications for Water Tubular Boilers and Settings 296 172. Specifications for an Engine House 304 173. GSeneral Specifications for Railroad Concrete Work . . . 328 174. Specifications for Railway Road-bed 345 175. Specifications for Building levees to Confine Flood Waters ; 356 176. Specifications and Contract for Dam No. 5, Boston Water Works, 1893 358 177. Specifications for the Steel Construction of the Astor Hotel, 1895 ^. 391 178. Specifications for Machinery and Track Construction for an Electric Railway 404 179. Specifications for Engine 404 180. Specifications for Boilers 409 181. Specifications for Condensers and Pumps 411 182. Specifications for Economizers .• 413 183. Specifications for Electric Generators 414 184. Specifications for Electric Motors 418 185. Specifications for the Reconstruction of a Horse Rail- way Track to be Used as an Electric Railway in a City 422 186. Specifications for the Track and Overhead Construc- tion for an Electric Railway in a Country Town 429 187. Specifications for Steel Highway Bridges and Viaducts 433 188. Specifications for Steel Railroad Bridges and Viaducts 459 189. Specifications for the Preservation of Railroad Cross- ties 485 190. Specifications for Filter Gravel and Sand 494 xviii TABLE OF CONTENTS. ART. PAGE 191. Specifications and Contract for Architect's Services. . 496 192. Form of Contract Bond or Surety 508 193. Form of Indemnity Bond 510 Appendix A. Preliminary Surveys ^d Examinations far Bridge Re- newals 511 Appendix B. General Specifications for the Testing of Hydraulic Cement 515 Appendix C. The Engineer as an Expert Witness ,. 535 Appendix D. Standard Specifications for Steel and Wrought Iron 541 ENGINEERING CONTRACTS AND SPECIFICATIONS. PART I. Brief Synopsis of such portions of tlio Law of Contracts els bear on the carrying out of Engineering or Architectural Con- struction. 1. Introductory. The Law of Contracts is said to be as simple and as readily comprehended by the layman as any department of the law. Two standard single volume works on the law of contracts are those of Bishop and of Lawson,^ to which the reader is referred for a more complete treatment of the subject, and from which the following synopsis has been principally derived. In this synopsis only such rules and prin- ciples are incorporated as may be profitably presented to under- graduate students in our leading engineering schools. The practicing engineer or architect may also find them valuable, however, as furnishing to him certain guiding principles, the recognition of which will frequently enable him to avoid legal complications and inherent weaknesses in the drawing of speci- fications and other documents pertaining to contracts. This, work- is intended to emphasize the necessity of consulting com- petent legal authority in all important matters rather than to enable one to dispense with such reliance. 2. Essential Plements of a Legal Contract. A contract is a promise to do or to refrain from doing some act which the 'Engineers and Contractors will find Prof. Wait's work, described on page vii, of most value for all cases arising in their practice. 1 2 LAW OF CONTEACTS. law v/ill enforce. The law will not enforce an agreement unless the following essentials are fulfilled : First. The parties must be competent to make the agree- ment. Second. The subject-matter must be lawful. Third. The parties must have mutually assented or agreed to the conditions named, or they must have been of the same mind and intention concerning the subject-matter. Fourth. Except in the case of sealed contracts there must be a valuable consideration. The four essentials of a legal contract, therefore, may be grouped under the four words. Competency, Legality, Agree- ment, and Consideration. 3. Two General Classes of Contracts. There are in gen- eral two kinds of contracts, namely : contracts made under seal, called sealed contracts or specialties (see Art. 28), and simple written or oral agreements unaccompanied with the formality of a seal, called parol contracts. A sealed contract is a written agreement signed by the par- ties, the signatures having appended to them what is com- monly known as a seal. Formerly a seal consisted of "An impression on wax, or paper, or some other tenacious substance capable of being impressed." Now, however, an impression of a seal on the paper itself is commonly construed as a proper seal, and in many states by statute a mere scroll enclosing the word "seal" made opposite the name of the signer is sufficient. Engineering contracts are often executed under seal, though preferably not, while the bond which holds the sureties for the faithful performance of the work by the contractor must be under seal. This is necessary because the agreement of the bondsmen to become responsible for the faithful performance of the contract by the contractor is not usually supported "by a valuable consideration. The principal difference between a sealed contract and one not under seal is that in the former case a valuable considera- tion is not required to support the agreement, while in the latter ' COMPETENUY. 3 case the contract is invalid vinless such a consideration can be shown to exist.^ The affixing of a seal to a signature implies a special care and deliberation on the part of the signer, more than can be assumed in the case of a simple signature. It is for this reason that a consideration is not required to support a sealed contract. The mere existence on the document of a printed- scroll or word "seal" on the lines provided for signatures does not con- stitute a sealed document unless these words or scrolls were so intended by the signers. COMPETENCY. 4. Competency of Individuals. A sane person who has attained his majority is competent to m^ke any legal agreement or contract. The disabilities of married worhen in the' matter of contracts are numerous, but will not here be entered upon. Neither wi-1 any reference be made to those disabilities per- taining to aliens, convicts, infants, insane persons, and drunk- ards. 5. Competency in Governmental Relations. The national or any state government may become a party to a contract, and such government may sue on its contracts and enforce them, but the converse of this is not true. Neither the United States nor any state can be sued without its consent.^ The only rem- edy for a person who seeks the enforcement of a contract with such a government is an appeal to congress or to the state leg- islature. Many of the states of the south have repudiated their contracts in the matter of state bonds, issued during the periods of reconstruction, and the bondholders have no remedy. Neither are public officers who negotiate contracts on the part of the state personally liable on contracts made in their own names when these are signed in their official capacities. This ' See subject of Consideration, Art. 24. 5 The state may consent to be a party to a suit in order to have the rights of the ^mr- ties passed upon by the courts. 4 LAW OF CONTRACTS. ' ' freedom from all legal necessity to carry out its contracts is an essential element of sovereignty, and applies to kings and other more or less absolute rulers in their official relations. All public corporate governments subordinate to that of the state, as of the county, or township, or village, or city, can be sued upon their contracts, and such contracts enforced when- ever these lie within their legal corporate powers.^ Thus a county, or town, or city, can not repudiate its legal obligations, as the state has the privilege of doing, but these obligations can be enforced through the agency of the courts. For instance, if a county organization should wish to repudiate a particular issue of bonds, which have been issued and sold because of some real or fancied grievance connected therewith, and if the county commissioners who represent the county in its corporate capacity should refuse to levy taxes for the paj'ment of the interest or principal, the courts could order them to do so, and if they should refuse they could be fmed and imprisoned for contempt. In some cases city charters have been repealed bv the state legislature and the city changed into a "taxing dis- trict" in order to more readily enforce orders of the courts, in requiring them to fulfill the terms of some legal contract or obligation. 6. Competency of Semi-Public and Private Corporations. A corporation has no powers for entering into or performing contracts beyond those given it by the state in its charter.^ Its capacity for transacting business, however, is not limited to the specific privileges granted in its charter, but is of necessity extended by implication to include such other powers as may be necessary for the complete consummation of its specific pur- poses. For instance, if a corporation requires the use of certain real estate for the transaction of its business, it can evidently buy and sell such property when this is intended for its own uses. It may also borrow money and issue therefor various kinds of obligations, and, in fact, it may make any contract ' All legal formalities must, however, have been complied with, and persons con- tracting with such corporations must assure themselves that this has been done, other wise they can not recover, as the ofBcers of such corporations, are not personally hable COMPETENCY. 5 which it is lawful for an individual to make, provided such con- tract relates to a subject which ic within the sphere of its opera- tions. When a contract or agreement on the part of a corporation It is sometimes expres'Iy stipulated in the original specifications that subsequent changes shall not operate to annul tlwse portions of the contract with which these changes are not in conflict. DISCHARGE OF CONTRACTa 39 inal contract may be changed at the pleasure of the engineer or architect, without further consideration. In this case any change made consistent with this provision would not be re- garded as a new contract, but simply as a sort of construction of the old agreenjent. Under such a clause, however, the law would not allow a gross injustice to be worked against the con- tractor in the way of violent changes which would greatly in- crease the cost of the work, and which evidently were not antici- pated by the parties to the contract at the time it was signed. (/) In all cases where changes have been made in a contract, if such changes involve an increase in the time required for per- formance, the date of completion of the work fixed by the orig- inal contract will be extended by the courts for a period sufR- cient to cover the additional time required for the changes made. This the courts will do whether such extension of time be pro- vided for, either in the original contract, or in the subsequent agreement. (g) It is customary to include in the original specifications a clause describing the manner in which all changes in plans and specifications may be made, and the compensation for the same determined. In this case changes in the contract must be made in accordance with such provision, and such changes, when so made, are binding upon the contractor, whether he consent or not. They might operate, however, to release the bondsmen. (h) All contracts, except those required'by law to be in writ- ing, whether sealed or unsealed, can be modified by oral as well as by written subsequent agreement, regardless of any_ provis- ion to the contrary in the body of the original contract. DISCHARGE OF CONTRACTS. 40. Methods of Discharge. Any contract entered into in any of the methods heretofore indicated may be discharged and the parties thereto freed from all obligations thereunder 'n 40 LAW OF CONTRACTS. any one of the following ways: i. By agreement. 2. By per- formance. 3. By impossibility of performance. 4. By opera- tion of law. 5. By breach. 41. Discharge by Agreement Any contract which has been entered into by mutual agreement may evidently by mutual agreement be dissolved. This may be done, (a) by a "waiver or cancellation, (&) by a substituted agreement between the parties, or of the contract, (c) by a condition in the contract itself. (a) An agreement to discharge the contract must be sup- ported by a consideration the same as any other agreement. The usual consideration in this case is the mutual release from liabilities under the original contract. (b) A contract may be discharged by the substitution there- for of a new agreement, the consideration in this case being as before the mutual discharge of obligation under the previous agreement. This new agreement may be either oral or written, and it will serve to replace or rescind the previous agreement if such were the intention of the parties. This is true whether the original agreement was a sealed contract or simply a parol agreement. If, however, the original contract was required by law to be in writing so must also the new contract which re- places it. The rescission of the former contract may be implied, as where the terms of the latter agreement conflict with those of the old, the later agreement taking precedence and discharging the former. The intention to discharge the former, however, must be clearly implied from its being the only rational assump- tion in the premises. The contract may be rescinded by the substitution of a new party to it in place of one of the original parties. This may be done only where all parties to the contract are agreed, thjs agreement being either express or implied by subsequent acts. (c) The contract may contain a provision for its own dis- charge on the happening of some event or contingency. This contingency may be the nonfulfillment of some specific clause DISCHARGE OF CONTRACTS. 41 in the contract itself, or on the occurrence of some particular event, or on the exercise by one of the parties of an option to determine it. When the event transpires which forms the con- dition of the discharge, the contract is thereupon rescinded. Engineering contracts sometimes contain a clause to the ef- fect that the work may be stopped at any time with a specified notice at the option of the party paying for the same. 42. Discharge by Performance. The usual method of dis- charging a contract is by each party fully performing the duties prescribed for him in the agreement. In this case the perform- ance by each party must be strictly in accordance with the terms of the contract. In engineering work it is seldom that the work is done in all details strictly in accordance with the plans and specifications, or with such plans as are authoritatively modified by the engi- neer. While in law the contract requires a strict and full com- pliance with all the terms of the agreement, yet in equity a sub- stantial compliance is accepted in place of a full and complete performance. Also in equity an imperfect compliance is often taken as a discharge of the contract subject to such damages as would equitably compensate for the degree of failure to fully and completely satisfy the agreement. One of the essential requirements of the contract is the time specified for the completion of the work, when this is so named in the agreement. When no time limit is mentioned in the agreement, the element of time is not deemed to be of the essence of the contract, but performance will be required withivi a reasonable time. When a specific time or date is given Jor completion, a court of equity will examine as to whether the intent of the parties was to determine in a general way the time when performance was expected or whether such limit was in- tended to be a specific and essential part of the contract. If the former meaning is imposed no relief can be had in equity for nonperformance within the specified time. 43. Performance on Conditional Promises. In engineer- ing contracts performance on the part of the owner is usually 42 LAW OF CONTRACTS. conditioned on a previous performance on the part of the con- tractor. On the other hand, the owner sometimes agrees to make payments, for instance, at specified stages of the work, in such a way that further performance on the part of the con- tractor may be conditioned on the making of such payments at the times specified. Performance may also be conditioned in various other ways, as after the lapse of a certain time, or upon the occurrence of a particular event or contingency which may be uncertain, or on the acts of a third party, or even on the will of the promisor. In this last case it is really no contract at all, so far as the promisor is concerned. That is to say, while he can enforce it against the other party, the other party can not enforce it against him. Such a case as this last is where one party agrees to do work to another's satisfaction.^ Here the party performing the work is wholly at the mercy of the party to be satisfied, and the plea of dissatisfaction relieves him from liability.^ Evidently no person should place himself thus at the mercy of another, unless he can rely implicitly upon the good faith of the other party. A common instance of the operation of a "condition pre- cedent" with reference to a third party is where a contractor binds himself to receive payments on. a building or engineering work only on the certificate of the architect or engineer. With- out such certificate which forms a "condition precedent" the owner is not obliged to make payment. Before the contractor can force the owner to pay him for his work, in the absence of such a certificate from the architect or engineer, he must be able to prove that the architect or engineer has acted fraudu- lently in withholding the certificate, or that he has acted under gross mistake, and in bad faith, or has negligently refused to honestly examine the work. As this is, of course, very difficult to establish, the refusal of the architect or engineer to give ^ch certificate commonly acts as a bar to payment under the terms of the contract. Also where the quality or quantity of the work to be done * The courts will construe this as meaning a reasonable satisfaciioru DISCHARGE OP CONTRACTS. 43 is, by the terms of the contract, to be left to the approval of a third person, such as the engineer, his decision in the premises is binding upon both tlie parties. The agreement may be conditioned upon a notice being given to the promisor, as where the engineer is required to give notice to the contractor to' begin' work at a certain time. In this case the proof of having given such notice is necessary to the enforcement of the contract. 44. Discharge by Payment. The discharge of ,a contract by full payment of money due upon it requires no further com- ment in this connection. This subject is further amplified in the works on the "Law of Contracts," but it is not necessary to elaborate it here. 45. Discharge by Tender. When the performance of a contract is frustrated or prevented by the act of the party to whom the performance is due the offering to perform is called a tender. As applied to engineering contracts, if the contractor is prevented ■ from performance by the owner, the latter sub- jects himself to liability oh a suit for damages sustained by the contractor by not being allowed to perform. In other words, the owner breaks the contract by his refusal and subjects him- self to a suit for damages, the same as in any other case of breach of contract, while the contractor stands released from all further obligation under the contract, his tender being construed as performance so far as he is concerned. 46. Kinds of Impossibility Which Will Discharge a Con- tract. An agreement between parties to do what both know to be impossible is discharged when their knowledge of such impossibility is shown, but where the impossibility is known only to one of the parties, he is liable for damages to the party to whom it is unknown. Where the subject-matter is nonexistent, or has ceased to exist, the impossibility of performance results from a mutual mistake of fact, and the contract is discharged. Where performance is rendered impossible by what is called in law "ap act of God or of the public enemy" the party so con- 44 LAW OF CONTRACTS. tracting is excused. By "an act of God" as used in law as dis- charging a contract is meant a manifestation of the powers of nature over which man has no control, such as fires caused by lightning (but not by accident or other cause), winds, floods, sickness and the like. In the performance of engineering con- tracts unusual difficulties will not be placed in this category, so long as they are by any possibility under human control. While as stated above an "act of God or of the public enemy" making performance impossible, will discharge a contract, yet it must be clearly shown that such "act of God or of the public enemy" did in fact render the performance quite impossible, and not simply difficult or expensive. Thus if wind, flood, or light- ning should destroy a partly completed engineering work, if it were possible to re-erect it within the time specified, the con- tractor would be held to full performance. 47. Kinds of So-called Impossibilities V/hich Will Not Discharge the Contract. "When a person contracts to do a given act he pledges himself as having the capacity to do it, and assumes the risk of being prevented from performing his contract by obstacles or accidents; against obstacles or acci- dents that may interfere with performance he should protect himself by contract. Having presumed generally to do a thing he can not allege that difficulties and obstacles prevented him from fulfilling his contract, although they did in fact render the doing of the thing by him impossible. He is bound to do whatever is wiljiin the scope of any human being to accom- plish." From the above which is quoted from Judge Amos Thayer, of the United States Court of Appeals, it is evident that if a contractor wishes to obtain release from full and complete per- formance for certain contingencies, as, for instance, inability to obtain material, or to place sub-contracts, or to get the sub- contractors to comply with their agreement, or to provide against labor strikes, whether in the trades or on the railroads, or against the inclemencies of the weather which might make performance within the time difficult and very expensive, or DISCHARGE OF CONTRACTS. 45 against any other of the extraordinary contingencies which may arise to prevent performance except at great loss, he must evi- dently provide protection for himself in the body of the con- tract. In the absence of such a protection and under a simple agreement to perform certain work within a certain time, the law will hold him to a strict compliance, so long as such com- pliance lies within the realm of human possibility, regardless of expense. 48. Discharge of Contract by Operation of Law. There are various methods by which a contract may be discharged through the operation of the law, as, for instance, by merging one contract into another, by a fraudulent alteration of the writ- ten agreement, by the bankruptcy of one of the parties, or by death. In the case of the death of one of the parties, the con- tract is discharged only when this is made a condition in the contract, or when performance thus becomes impossible. It will become impossible when the performance is required to be of a personal character, as contracts for services, or such as require professional skill, marriage contracts, and the like. 49. Discharge of Contract by Breach. While any mate- rial breach of the contract on the part of either of the parties furnishes a right of action to the injured party, it is only in exceptional cases that such a breach operates to discharge fully the other party from his obligations. The contract will be dis- charged as to the injured party by a breach by the other party : (a) When one of the parties announces his positive renuncia- tion of the contract, whether this be previous to a partial per- formance, or after a partial performance. In this case the in- jured party is entirely relieved from further obligation, or in other words, the contract is discharged. Suit may at once te entered for damages. When the renunciation , is only partial, and does not affect a vital portion of the agreement, the con- tract remains in force, but a suit for damages will lie. The in- jured party is, however, not bound to treat a formal renuncia- tion as a breach of contract, but may insist on performance until the specified time has elapsed. 46 LAW OF CONTRACTSw (&) By one of the parties making it impossible for him to perform his agreement. When this impossibility of perform- ance comes to the knowledge of the other party, he may at once consider the contract discharged, and may enter "suit for damages. (c) By such a failure to perform in case of a "condition pre- cedent" or failure which goes so to the root of the matter that a recovery of damages would not satisfy the agreement. When the performance of one of the parties is clearly made a "condi- tion precedent" to performance on the part of the other, a failure to substantially perform on the part of the one operates to dis- charge the contract as to the other. In engineering contracts a "condition precedent" to the final payment on the part of the owner is usually the certificate of performance to be given by the engineer or architect, he being a third party, and not one of the principals to the agreement. In this case a failure to give such certificate does not operate to discharge the contract between the principals, but does ex- cuse the owner from making a final payment unless it can be shown that the engineer or architect has failed to perform his duties in this respect. In determining whether or not the failure to perform on the part of the contractor, for instance, is so vital as to operate to discharge the contract entirely as to the owner, and release him from all obligation to pay for the work done, we may distin- guish between divisible and entire agreements. A contract or agreement may be considered divisible, when a fulfillment in part is valuable to the other party so far as it goes, and when a failure as to a part d6es not operate to destroy the value of the partial performance. Thus a contract to build two houses is a divisible contract, since the building of one would be a satisfac- tory performance as far as it goes, and a failure to build'the second would not operate to destroy the value of the first; whereas a contract to build a house is an entire contract, since the building would not be serviceable until fully completed. The degree of failure to perform, as in the case of agree- DISCHARGE OF CONTRACTtf. 47 merits by contractors and builders, which will operate to dis- charge a contract on the part of the owner, must be determined by the court or by a jury. In general any substantial failure to perform an indivisible contract will operate to discharge the contract. If, however, the work done or goods delivered are accepted and used, the law will create a new and implied con- tract on the part of the recipient and beneficiary, by which the party supplying the service or goods can recover a fair price for the same. Such recovery, however, not being under the contract or in accordance with its terms. A failure in minor details does not, as a rule, discharge the contract, but simply furnishes to the other party the right to obtain damages to- the extent of the failure. It is very import- ant to note, however, that such failures which give to the in- jured party only the right to recover damages must be in their nature insignificant, and of small relative importance, not in any sense going to the root of the matter or affecting the value of the parts which have been satisfactorily performed. The law is very severe in enforcing agreements literally and fully, especially where departures have been made intentionally and perhaps against the protest of the other party. In such cases even small failures to comply may be considered as a discharge of the contract. Where the contractor has evidently acted in good faith, much larger failures to perform may be remedied by a payment of damages instead of operating to discharge the entire contract. When a failure to perform pertains to work which must either be accepted and used, or removed at great expense, as where a structure is built upon the owner's land, if such structure fails materially to comply with the terms of the contract, such failure to perform will operate to discharge the contract without com- pensation to the contractor, even though the owner does accept the work and use it. In this case the owner is not at liberty to refuse to accept, since this would involve him in great addi- tional expense and delay. It is, of course, yery different in the case of all kinds of personal or movable property. Here a re- 48 LAW OF CONTRACTS. fnsal to accept does not involve the owner in any additional cost. ■\A'hen a contractor has shown indifference, dishonesty, or incompetency in the execution of his contract, resulting in a material failure to perform, and this work is the building of a structure upon land which becomes part of the real estate, the owner may not only accept and use the structure without com- pensation to the builder, but, in extreme cases, he may even decline to allow such builder to reconstruct the work, even though he should offer to do so, since the owner thereby has no assurance that a second attempt will result any better than the first. While the law gives to the owner such remedies as those stated above, he must be careful not to act in such a manner as to imply that he has waived his legal rights in the premises. Thus where a contract is to be performed within a given time, and the time elapses before complete performance, if the owner urges him, or requests him to go on and complete the work, he ■ thereby waives his legal remedies for noncompletion within the time, so far as a discharge of the contract is concerned. -He may, however, recover damages for the delay. REMEDIES FOR BREACH OF CONTRACT. 50. Results of a Breach of Contract. When a contract has been broken, or not fully performed, the failure to perform may result either (a) in the discharge of the contract as de- scribed in the previous article, or (b) in a right of action by the injured party for damages sustained, or (c) a right of ac- tion to enforce specific performance. The two remedies by which one either obtains damages' or enforces specific performance will be discussed in the two fol- lowing articles. REMEDIES FOR BREACH OF CONTRACT. 49 51. Damages for Nonperformance. The foundation prin- ciple of damages is compensation. Where there has been a partial or complete failure to perform, in accordance with the agreement, the law undertakes to require the party, so failing to pay to the injured party such a sum as will cover the actual loss in money value which he has sustained on account of the breach. When the promise was the payment of a certain sum of money, nothing more than this sum with interest can be re- covered. Where no decided loss in money value can be shown, the injured party can recover only a nominal sum. That is to say, "a sum of money such as may be spoken of but has no existence in point of quantity." The leading case in determining the amount of damages which can be collected in the United States courts is that of Hadley v. Baxendale. In this case the court laid down the fol- lowing rules, which have been followed in all the United States courts. Where two parties have made a contract which one of them has broken, the damages which the other party ought to receive in respect of such breach of contract should be : (i) Such as may fairly and reasonably be considered as aris- ing naturally, i. e., according to the usual course of things, from such breach of contract itself. (2) Such as may reasonably be supposed to have been in the contemplation of both parties at the time they made the con- tract, as the probable result of the breach of it. (3) Such as arose out of the special circumstances under which the contract was made, where such circumstances were communicated by the plaintiff to the defendant. (4) But, if these special circumstances were wholly unknown to the party breaking the contract, he, at the most, can only be supposed to have had in his contemplation the amount of injury which would arise generally, not affected by any special cir- cumstances. It must be remembered that "damages in an action for breach of contract are always by way of compensation, and not a pun- 4 LAW OF CONTRACTa ishment, hence the plaintiff can never recover morfl^than such pecuniary loss as he has sustained, nor can he recoj^er for great disappointment, nor injury to the feelirigSj-qr^iie^tion of mind, caused by the breach."^ The party who is injured by a breach of contract is required to make reasonable exertions to render the injury as hght as possible, and if he carelessly or indifferently allows the damage to be unreasonably large, such increase falls upon himself. 52. Distinction between Liquidated Damages and Pen- alties.^ "The parties to a contract not infrequently assess the damages at which they rate a breach of the contract by one or both of them, and introduce their estimate into the terms of the contract. This is perfectly legal, and on a breach the sum agreed upon becomes the measure of damages ; as, for example, a stipulation in a building contract that if the building is not completed by a certain day' the contractor will pay a certain fixed sum for each day or week or month he is in default, or an agreement in a contract of sale that a certain sum shall be deducted from the purchase price if the quantity is not deliv- ered as agreed. These are called 'liquidated damages.' "But the parties in affixing a fixed sum for the nonperform- ance of his promise by one, or each of them, may have intended not to assess the damages at which they rate the nonperform- ance of the promise, but to secure the performance by the im- position of a penalty in excess of the actual loss likely to be sustained. Aad in this case, the amount recoverable is limited to the loss actually sustained, regardless of the sum undertaken to be paid by the defaulter. These are called 'penalties.' "The courts will always construe the contract in harmony with the intention of the parties, and without regard to the terms used. If the general effect of the agreement shows that they intended to provide for a penalty they will restrict the recovery to the actual damages incurred although the words 'liquidated damages' are used in the instrument. So, where the parties have used the milder term 'penalty,' courts -have ' Breach of promise of marriage is an exception to this rule. ^ This article is quoted from Lawson on Contracts. REMEDIES FOR BREACH OF CONTRACT. 51 sometimes held that the stipulated sum was, from the nature of the case, to be considered as liquidated damages and recov- erable in full. Whether the sum mentioned in an agreement to be paid for a breach is to be treated as a penalty, or as liquidated and ascertained damages, is a question of law, to be decided by the judge, upon a consideration of the whole instru- ment. Where it is plain that the parties meant the sum fixed to be liquidated damages, the courts will not interfere to frus- trate that intention, but, if it be doubtful, upon the whole agreement, whether the sum named was intended to be a pen- alty or liquidated damages, it will be construed to be a penalty, it being the tendency of the courts to consider the contract as creating a penalty to cover the damages actually sustained by a breach, rather than liquidated damages. "Subject to the principles stated in the last section the courts have adopted certain rules of construction, in the case of con- tracts containing promises of this kind ; which are : "i. If the contract is for a matter of certain value and a sum is fixed to be paid on breach of it which is in excess of that value, then the sum fixed is a penalty and not liquidated dam- ages. "2. If the contract is for a matter of uncertain value and a sum is fixed to be paid on breach of it, the sum is recoverable as liquidated damages. There is 'nothing illegal or unreason- able in the parties, by their mutual agreement, settling the amount of damages, uncertain in their nature, at any sum upon which they may agree.' "3. Where the contract involves several distinct matters of various kinds, and one fixed sum is stipulated to be paid for any breach, of whatever kind, it is a penalty and not liquidated damages." 53. Recovery for Imperfect or Incompleted Work. As stated in Art. 49, recovery can be had under a contract for partial performance, when the contract may be considered as divisible or severable. That is, where a part of the agreement may be entirely fulfilled, while other portions remain unful- 52 LAW OF CONTKACTS. filled. In this case, however, while the party in fault may re- cover damages for the work done, or goods delivered under the divisible contract, he is always liable for such damages as can be shown to have resulted from his failure to completely perform his agreement. When the contract can not be considered divisible, but must be looked upon as one and entire, recovery can not be had for anything short of a substantially complete performance. That is to say, a substantially incomplete performance discharges the contract entirely, as stated in Art. 49, and even when the per- formance is sufficiently complete to prevent dischargiiig the contract, so that recovery can be had for the work done, the owner may still enter a claim for damages for each and every particular in which the performance has been incomplete. Here again if the default is shown to be a wilful neglect or refusal to comply, the law is construed much more severely than for mere oversights. SPECIFIC PERFORMANCE. 54. General RMtejAgto Specific Performance. Suits to en- force specific performan^ can not always be maintained, for actions can be brought at law for such damages as may be shown to have resulted from a breach of the contract, or from a total failure tO»perform. It has been customary, however, to allow specific performance to be enforced in certain cases where suit is entered in a court of equity, but even in equity specific performance will not be enforced where a payment of damages will put the plaintiff in as good a position as if the agreement had been actually performed. Also if an action for damages would not lie, neither would an action for specific perfoAi- ance. In a case in equity, however, many considerations will be taken account of, in the way of meting out justice to the parties, which could not be considered in a "^ase at law upon the terms of the contract itself. DISCHARGE OF EIGHT OF ACTION. 53 Where specific performance is ordered by a court of equity, the same court will, if necessary, enforce its decree either by a mandate enforcing the performance named or by an injunc- tion to prevent the doing of the contrary. Since! the parties to an engineering agreement, can, as a rule, be fully compensated for a failure to perform on the part of either, by a recovery of damages, specific performance can no^ ordinarily be enforced, and hence this subject will not be further discussed in this connection. DISCHARGE OF RIGHT OF ACTION UNDER A CONTRACT. 55. The Right of Action. Upon any breach of a contract there arises in favor of the injured party a legal right of ac- tion for compensation-. "This right of action can then not be discharged by any payment or performance, or tender of pay- ment or performance, by the promisor, without the consent and acceptance of the promisee ; for the promisee, after breach, be- ■comes entitled to the compensation or remedy provided by pro- cess of law, and is not bound to accept any tender or offer made in satisfaction of his legal rights." This right of action <;an only be discharged in one of the following four ways: (a) By a Release; (b) By an Accord and Satisfaction; (c) By a Judgment; (J) By Lapse of Time. (a) A Release of a legal right of action consists in a volun- tary agreement to discharge a claim, and is only valid wljen supported by a consideration or when executed under seal. Otherwifee it is a mere unsupported promise which binds no one. But a voluntary delivery to the debtor of the evidence of a debt, as of a note or bond, or the destroying of the- sarhe, with the intention of discharging the 'debt, does operate as a release. A release of ojie of several debtors, jointly, or jointly and severally, liable for the same debt, releases all. 54 LAW OF CONTRACTS. (fc) Release by Accord and Satisfaction consists in an agree- ment on the part of the creditor to accept something in satis- faction of his claim, accompanied by the delivery or perform- ance of what has been agreed upon. Here the execution of the agreement is the satisfaction referred to in the phrase "accord and satisfaction," the agreement to accept this being the accord. It should be noted that the right of action is not discharged until this agreement or "accord" is fully executed when "satis- faction" has been rendered. (c) Release by a Jlidgment. Evidently a judgment obtained through a suit at law in favor of the plaintiff discharges all further right of action against the defendant in the case so ad- judicated. His former right is now merged in what is called a contract of record, and this is discharged by the payment of the judgment, or by such satisfaction as can be obtained by process of execution. An adverse judgment against the plaintiff does not discharge the obligation or right of action unless this ad- verse judgment was rendered on the merits of the case. Of course any judgment may be set aside by the court in which it is rendered, or set aside by a higher court, in which case judgment may be entered in favor of the other party if so ordered, or the parties may be remitted to their original posi- tions. (d) The discharge of right of action through Lapse of Time is in virtue of certain statutory limitations providing that after the lapse of a certain period of time, which is different for dif- ferent kinds of contracts, the right of action under the contract ceases to exist, and is said to have been discharged by lapse of time. Even in the absence of any statutory provision the courts will not allow a case to be opened on a contract which has long stood as a dead letter. In the common law the period of time which bars the right of action is commonly twenty years. This will apply even to sealed instruments, and for parol agreements this time will be shortened and discharged by pay- ment presumed for shorter periods. It must not be understood, however, that the courts will DISCHARGE OF RIGHT OF ACTION, 55 allow either party to an agreement to benefit through lapse of time from a fraudulent contract, although the lapse of an un- reasonable time before suit is entered by the defrauded party will have the effect of affirming the contract. In other words, the law reasonably requires that in cr.se of either fraud or breach of contract a prompt recourse to the courts shall be had. 56. Removal of Sta^tory Bar to Right of Action. While statutes of limitation are a bar to a right of action or recovery in the courts, they do not act to extinguish the claim, and hence notwithstanding the time in which suit may be entered has elapsed, the right of action may be revived by (a) a promise to pay the debt; (&) a subsequent acknowledgment of the debt; or (c) a part payment of the debt. In other words, any ac- knowledgment on the part of the debtor of the existence and legitimacy of the claim, after the right of action has been barred by the statute of limitations, serves to revive the claim for another like period. This acknowledgment of the exist- ence of the debt, in order to serve to revive its legal status is not merely a recognition of the fact of the debt, but must con- sist in an agreement to pay the debt. After such a removal of the bar to the right of action, suit may be entered upon the original contract by showing that the claim has been revived by the free act of the debtor. In other words, the- debtor has here waived his legal rights of defense, and such a waiving of his rights does not require a considera- tion to support it, as was shown in Art. 27. PAET II. General Clauses in Engineering Specifica- tions and Accompanying Documents. 57. General Considerations, Nearly all the works de- signed by engineers and architects are executed by other par- ties called contractors. The contractor usually buys all the materials and furnishes all the labor required in the execution of the work, as designed, and he agrees to do this within a stated time and for a fixed sum. To insure his doing this sat- isfactorily certain written documents are prepared and signed by both parties, that is to say, by the man, company, or corpo- ration having the work done and who is to pay for the same, and by the contractor, or the man, company, or corporation who does the work and furnishes the materials. Standing between these two parties to an agreement is the engineer or architect who has planned the work and who usu- ally superintends its execution and assists in the final settle- ment between the parties to the agreement. Although paid by the party having the work done he occupies a judicial and not a partisan position and he is expected to act justly and fairly towards both parties. In order that there shall be no misunderstanding in regard to the intentions of the .designer, plans are usually drawn show- ing the general and detail features of the work, and accom- panying these there is a written description of the work, of the materials to be used, of the time and manner of the payments, etc. This document is called the specifications. The drawings and this description are then referred to as the plans and speci- fications. 58 GENERAL SPECIFICATIONS. In order to get open and general competition in doing the work a date is set on which bids will be received, and blank forms of proposals are prepared by the engineer which can be filled out by the bidders, and notices or advertisements are in- serted in the papers and in the engineering journals calling the attention of contractors to this public letting. These and other accompanying documents will be discussed in the order of their sequence in actual practice. ADVERTISEMENTS. 58. The advertisement should be as short as possible to contain the necessary information, in order to save expense. It should usually contain the requisite information on the fol- lowing subjects : ( 1 ) A title indicating the kind of work to be done. (2) Place, date, and hour of opening the bids. (3) Person, company, or corporation letting the work. (4) An adequate description of the work, with especial ref- erence to the kind and quantity (or cost) of work to be done. (5) Conditions of payment, if these are peculiar. (6) Instructions as to where to obtain plans, specifications and blank forms of proposals. (7) Statement as to amount of cash or of certified check or of bond to accompany the bid. (8) A reservation of the right to reject any or all bids. (9) Any other peculiar feature, as the letting of the work in parts or as a whole; bids to be received only from expe- rienced contractors, etc. , 59. The Theory of Advertisements. The object of the advertisement being to secure as large a competition as possible from responsible bidders, it follows tliat the information con- veyed in it should be such as not only to attract the attention \ ADVERTISEMENTS. 59 of such parties, but such as would enable them to decide whether or not it would be worth their while to submit a bid. A prom- inent title indicating the general character of the work would serve to attract the attention of contractors engaged in that line of work. It is a common practice to omit this title, with the result that one is obliged to read nearly the entire advertise- ment, which is usually printed in small type, before he can learn what the nature of the work is. It is usual also to an- nounce that the proposals or bids which are to be submitted shall be sealed, with the implied understanding that these seals are not to be broken until the bids are opened at the place, date, and hour named. This is for the purpose of preventing col- lusion and fraud. In other words, the bids are to remain secret and unknown except to the bidder's themselves until the hour arrives for opening them. It is also customary to state that these bids or proposals shall be opened in the presence of the bidders, in other words, at an open meeting of the board, or committee, or corporation, or council. To this meeting all per- sons are free to come and see the bids opened, and to hear them publicly read, with the privilege of taking down the prices named if they choose. The description of the work included in the advertiseiwijp should be sufficient to enable the contractor to decide whether or not it was of such a character as he would be willing to undertake, and also sufificient to enable him to determine the amount of work to be done,«nd the time required to perform it, as well as the probable approximate cost of the same, and the amount of capital required to successfully prosecute it. The advertisement should also indicate whether or not the work would be let in parts or only as a whole. If it may be let in parts, the advertisement should indicate what the lines of di- vision are, so that one might know what parts he was at liberty to bid upon. It is customary to pay for contract work on monthly estimates of the engineer, reserving from each month's estimate of the worth of materials furnished and work done twenty or twenty-five per cent, until final completion. This QQ GENERAL SPECIFICATIONS. enables the contractor to carry out the work without having the requisite capital to complete the work with his own means. If the conditions of payment are to be other than this, thus mak- ing them unusual and peculiar, such conditions should be stated in the advertisement. Having drawn the attention of contractors to the work and given them the necessary information to enable them to decide whether or not they would wish to submit bids upon the same, it remains to give them such information as may be necessary to enable them to procure promptly the necessary plans and specifications, the blank forms of proposals, and information as to the amount and kind of guarantee which they must sub- mit with their bids to have been considered. 60. The Guarantee. The object of the guarantee is al- ways to insure that the successful bidder, or the party who is given the contract, will sign the contract for doing the work and furnish the requisite bond for faithful performance. In other words, this guarantee is simply an assurance of his good faith and honest intentions in submitting his bid, and it is cus- tomary to make it consist of cash or the equivalent of cash in the form of a bank check duly, certified by the bank as being receivable for the amount stated. This check is to be made payable to the party letting the work, or his agent, and is to be forfeited to such party in case the bidder fails or refuses to enter into a contract for the performance of the work after the award has beep made to him. The deposits made by the un- successful bidders are, of course, immediately returned to them, and that of the successful bidder is held until he, has entered into a contract as above stated, after which it is also returned to the owner. Sometimes it is considered a hardship for the bidders to have to make this cash deposit in submitting their bids, in which case the bidders are asked to furnish a bond or guarantee signed by parties known to be responsible, binding themselves in a stated sum, which sum they agree to pay if the bidder named therein fails to enter into a contract for the faith- ADVERTISEMENTS. 61 ful performance of the work.^ Some such guarantee as this should always accompany every bid received in open competi- tion. While this might not be necessary for men of known business integrity, yet in an open competition bids will be re- ceived from strangers, and without this kind of an assurance of honest intention the successful bidder will often refuse to enter into a contract on the basis of a bid. In this case the hand- ing in of a bid would involve no financial responsibility, and hence bidders might carelessly submit bids without having taken due precautions to determine the cost of the work, and hence might have made a price altogether too low and one which would involve serious losses on their part if they would undertake to carry out the work for the sum named. In case such a party should receive the award and then after more care- ful investigation learn that the work could not be performed for the price named in the bid he would decline to enter into a contract and the letting would have to be made over again. This would necessitate readvertising the work, and a consider- able delay, in addition to some cost. It is desirable therefore always to require a certain guarantee of good faith which shall accompany the bid itself, and which shall involve considerable loss to the bidder if he declines to enter into a contract in case the work is awarded to him. 6i. Right of Rejection. It is well alwaj'S in the advertise- ment to reserve the right to reject any or all bids, for if this is not done the fair inference is that the contract will be let to the lowest bidder. In some instances, when the work is done under state or city auspices, the law may require that the contract shall be let to the lowest bidder if let at all. In this case the advertisement should state that "the right is reserved to reject all bids," since if parties should not choose to let the work to the lowest bidder their only recourse would be to reject all the bids and advertise the work again. If the parties letting the > Or the agreement may be to pay the difEerence between the price named and the contract price for which the work may finally be let. 02 GENERAL SPECIFICATIONS. work are not bound by this legal requirement, and if they have reserved the right "to reject any or all bids" in the advertise- ment, then they are at liberty to let the work to any of the bidders without subjecting themselves to a charge of unfair- ness. It must be admitted, however, that if the work is not let to the lowest bidder, the parties letting the work subject them- selves to invidious criticism, and they should have very good and satisfactory reasons which they are willing to produce in defense of their action, in order to clear themselves from blame before the various parties interested in the letting of the work. 62. Illustrative Examples. The following advertisements have been selected from the current journals as fairly embody- ing in suitable form the requirements as above stated. The student should note the terse and condensed style of these ad- vertisements in which the greatest possible amount of valuable and required information is given clearly but in the least pos- sible space: Celina, Ohio, Water-Works — Notice to Contractors.— Sealed proposals will be received by the trustees of the water- works of the village of Celina, Ohio, up to 8 o'clock p. m. of the loth day of April, 1895, for furnishing the materials and constructing a system of water-works for said village. There will be required about 773 tons of cast iron pipe ; about 18 tons of special castings; loi fire hydrants; 76 valves and boxes ; brick pumping station and chimneyj 2 pumps of a com- bined capacity of two million gallons per day ; 2 boilers ; a steel stand-pipe 16 feet in diameter and 125 feet high, etc. Bids will h% received for furnishing any of the materials above or for constructing the works complete. Proposals must be addressed to the Secretary of the Water- Works Trustees, Celina, Ohio, and must contain a certified check or its equiva- lent, made payable to said secretary in an amount equal to two (2) per cent, of the amount of the bid. Plans may be' seen and specifications and blank form of pro- posal procured at the office of the trustees, Celina, Ohio, or at the office of the engineers, , Buffalo, N. Y. The right is reserved to reject any and all Lids. , Pres., , Sec, Trustees of the Water-Works, Cslina, Ohio. -, Buffalo, N. Y., Engineers. ADVERTISEMENTS. 63 Proposals fOr Iron Lathing and Area GRAxiNGS.^-Office of Building of Library Congress, 145 East Capitol street, Washington, D. C, November 12, 1894. — Separate sealed pro- posals for furnishing, delivering, and putting in place com- plete the iron furring and lathing required for the ceilings, par- titions, etc., in the first, second, and attic stories, and for the iron gratings and tile lights required for the areas of the Build- ing for Library of Congress in this city, will be received at this office until 2 o'clock p. m. on Tuesday, the 27th day of Novem- ber, 1894, and opened immediately thereafter in presence of bidders. Specifications, general instructions and conditions, and blank forms of proposal may be obtained on application to this office. Superintendent and Engineer. Notice to Sewer Contractors. — Sealed proposals for build- ing about four (4) miles of pipe sewers in sections 7 and 8 of the Medford sewerage system will be received by the commis- sioners of sewers at their office until 4:45 p. M., Saturday, March 30, 1895. All proposals must be on forms furnished by the city and accompanied by a check of five hundred ($500) ^iollars drawn on some national bank, and made payable to the treasurer of the city of Medford. Some approximate quantities ure as follows: 20,477 li^- f*. of pipe sewer; 18,081 cu. yds. of earth excavations of all depths; 67 manholes aggregating 578.2 vert. ft. Bricks, pipe, cement, and iron work will be furnished by the city. Plans may be seen, specifications and forms of- contract and proposals may be obtained at the office of the commissioners. Each bidder is required to make a state- ment indicating what.se^er^work he has done, and to give ref- erence that will enable the board to judge of his business stand- ing; and no bid will be received in case the bidder has not looked the work over on the ground. The commissioners re- serve the right to reject any or all bids, if they deem it' to the interest of the city so to do. Chairman Commissioners of Sewers. -, Engineer, Medford, Mass., March 18, 1895. The following advertisements are given as examples of ex- treme brevity, but since they appeal to a particular class of con- g4 GENERAL SPECIFICATION& tractors, accustomed to do such work, they perhaps convey all the information really necessary to give in the advertisement : To Builders.— Office of the Light-House Engineer, Eighth District, New Orleans, La., March 20, 1895.— Proposals will be received at this office until 2 o'clock p. m., Wednesday, the 1st day of May, 1895, for furnishing the materials and labor of all kinds necessary for the construction, erection, and de- livery of the buildings for the Brazos River Light Station, Texas. Plans, specifications, forms of proposal, and other in- formation may be obtained on application to this office. The right is reserved to reject any or all bids, and to waive any defects. , Major, Corps of Engineers, U. S. A., Light-House Engineer. Office of Engineer, Ninth and Eleventh Lighthouse Dis- tricts, Detroit, Mich., March 25, 1895. — Sealed proposals will be received at this office until 3 o'clock p. m. of Monday, the 15th day of April, 1895, for furnishing seven skeleton iron towers for Hay Lake Channel, St. Mary's River, Mich. Plans, speci- fications, forms of proposals, and other information may be ob- tained on application to the undersigned. The right is reserved to reject any or all bids, and to waive any defects. , Major, Corps of Engineers, U. S. A., Lighthouse Engineer. Office of the Commissioners, D. C, Washington, D. C, March 28, 1895. — Sealed proposals will be received at this office until II o'clock a. m., April 5, 1895, for grading and regulat- ing streets and roads. Blank forms of proposals, specifications and all necessary information may be obtained at this office. , , , Commissioners, D. C. i — •' ' U. S. Engineer Office, 537 Congress street, Portland, Me., March 4, 1895. — Sealed proposals for dredging in Harrisseckit river, Me., and Bellamy river, N. H., will be received here until 3 p. M., Monday, April 15, 1895, and then publicly opened. All information furnished on application. > — , Major Engineers. Proposals for Construction of dams and shore protections on Upper Mississippi river, between Muscatine, Iowa, and New Boston, 111. U. S. Engineer Office, Rock Island. 111., March i6» 1895. — Sealed proposals will be received here Until 2 p. M,, April 15, 1895, and then publicly opened. All informa- tion furnished on application. INSTRUCTIONS TO BJDDERa 65 U. S. Engineer Office, Boston, Mass., Feb. 25, 1895. — Sealed proposals for dredging in "The Narrows," Boston Har- bor, Mass., will be received here until noon, April 2, 1895, and then publicly opened. All information furnished on applica- tion. , Lt. Col. Eng'rs. INSTRUCTIONS TO BIDDERS. 63. Preliminary Information. A description of many of the general conditions of the work and of the manner of letting it may well be grouped together and printed in connection with the blank forms of proposals. This information is usually [placed under the title of "Instructions to Bidders." A fair Isample of such preliminary information is given below. All of \this information might be, and often is, embodied in the speci- ications themselves, but they are here separated for greater clearness in the analysis of the various documetns involved in le letting of an engineering contract : INSTRUCTIONS TO BIDDERS. iSnivill be rtcei ve4rior ai*y ' Ar WATER-WORKS SYSTEM AT THE U s. FORT RILEY, KAN. I. No described ance with class of W' competenc; 2, S. MILITARY POST AT li desired. on the blank forms to be ob >tilaU9sabep£^ial»d| as follows : connections complete to the wall of the Bidders will state methods which they propose to in sinking wells. Second. On boiler, coal and dwelling house, pump pit and reservoir, with roof complete. Third. On all machinery including boilers, furnaces, stack, - concrete floor in boiler and coal house, pump, connections, suc- tion and discharge pipes to the outside of pump pit wall, benches, tools, etc. Bidders must state what kind of pump they propose to furnish. 5 GENEr\AL SPECIFICATIONS. 66 , ^ .. On the pipe system, complete with hydrants and vafvX?nd°to ^^{X^^^^S^^. ^SclSrfoot.forfour (4 xnc^^^^^^^^ ^^^, ..Nations kese items are ^f'^^l^'^f^^^trhere^n specified, and con- prices named. ,, „v,nve a bid for the entir Bidders may make in addition to the above work complete. „„^^oTi5pf1 bv a written gu 4. Each proposal must be ^^<^°^PSv in accordance^ anty in the sum of $2,000 (^j^^<^"i^^t£k forms fumi,' the printed instructions, ^^J^^upon the blank to ^^ under this circular), signed by two respons ble pe . effect that if the proposal is accepted wihinsmy o^y the date of the opening of fe Proposals the Mderw> in ten days after being notified ofi^^^^/.^XS 5^^ contract and give bond with good and sutot ^u^^^^^ that in case of failure of the bidder to f_nter i^ato c°n^ give bond, they will pay the difference between the am his bid and the amount for which contract may be mad ^ ^"s^ThfaSount of the penalty of the bond to Je furni by the contractor will not be less than one-tenth nor more U. the full sum of the consider-ation of the contract. / ,^nj D. In order to insure that all the bidders shalfiJ^l^rtheiCtDrBposals on exactly the same items and estimaP^fig^kn tReN^aN||iJ|vits^i^ is necessary to prepare printed blank forms it'o the bidders, these forms being complete in all respectlSil^^feglir the prices and the names of the bidders. So important is it have the bids exactly comparable in all respects that it is cus- tomary to reject all bids not made out on these printed forms as well as all bids which, though made on the printed forms, ' In place bt this It is more common to require the bid to be accompanied by a cer- tified check (or cash) for a specified sum, to be forfeited in case the bidder fails to enter into contract if the worlc is awarded to him. FORMS OF PROPOSALS. e% have changed the conditions of the same in any particular, either by erasures, interlineations, or additional conditions. If the bidder desires to submit a proposition in a different way or with other conditions than those stated in the printed form he should submit his bid on the printed form without correction or change and then append to his bid an auxiliary paper em- bodying such changes as he would wish to make, and the price he would submit if these changes were agreed to. In this way he complies strictly with the requirements by submitting a bid which is regular in every respect, and in addition submits what is practically another bid on a modified basis. While the modi- fied bid is, of course, irregular, and would not be considered in conjunction with the regular bids, it would give to the parties letting the contract the information which he desires them to have, and states the modifications which he would agree to if the bid were let to him on the basis of his formal and regular proposal. The work might then be let to him on the. basis of his valid proposal, with the expectation of making the terms in the final contract in accordance with the bidder's amended proposition. If the parties letting the contract, however, should not choose to do this, the bidder would still be bound by his formal or regular proposal. The importance of making the bids strictly comparable in every respect is. so very essential to fair and intelligent treatment of the bidders themselves, and so necessary in order to determine which is really the lowest bid, that the practice of preparing and supplying such blank forms of proposals should always be followed. 65. Manner of Letting the Work. Before such forins can be prepared, however, several questions must be decided, among which are the following: 1. Shall the work be let as a whole, or shall it be let in parts. 2. Whether let as a whole or in parts, shall bids be received for -fixed sums for the whole or for the several parts, of shall they be received on a basis of certain suitable units of measure- ment. As, for instance, per cubic yard, for earth' work, per perch for masonry, per pound for iron work, per square yard g8 GENERAL SPEC1FICATI0N& for street paving, per mile for railroad rails and ties, or per lineal foot for water pipe or sewers, etc. 3. Shall the work be let in such a way as to involve the pay- ment of a bonus or additional sum for the performance above that required, and a corresponding reduction in price for a failure to meet the requirements. 4. Shall the work be let for a certain price for the original construction, and a certain price per annum for maintenance for a given period. 5. Shall the contractor be required to furnish all materials and perform all the labor, or shall the principal purchase a por- tion or all of the material and turn it over to the contractor for use in the construction of the work. 66. Contract Let as a Whole or in Parts. Some of the considerations in favor of letting work as a whole rather than in parts are : (a) By this means one man or company alone is responsible for the faithful performance of the work both as to quality and as to time. This prevents a division of responsibility which is always bad, and in the case of carrying out contract work is often the cause of failure to have the work completed within the time specified, without being able to locate the responsi- bility for such delay. Where there are several contractors upon the same piece of work, each may so stand in the way of an- other that the work may be greatly delayed, and yet each one of the several contractors may have a reasonable defense which would shield him from personal liability. (&) When there is but a single contractor the business is concentrated so that the work of the engineer or of the in- spectors is greatly lessened from having to deal with one man instead of many separate contractors. (c) When several contractors are engaged upon the same work it is difficult for them so to plan their parts, in time, as to avoid a certain amount of delay where the work of one is de- pendent upon antecedent work of another. When the work FORMS OF PROPOSALS. 69 IS done by a single contractor he can arrange to avoid such de- lays as are almost necessarily incident to the working of several contractors in sequence. (d) When the work is such as is commonly let in a single contract, or in other words, when bids can be received from parties who have been accustomed to carry out all parts of such a work, it is usually more economical to let the work in a single contract than it is to let it in parts. In the former case there is hut one man to reap a profit from the construction, whereas if let in parts, each contractor must, of course, make his estimate in such a way as to allow himself a reasonable profit. Some of the arguments in favor of letting the work in parts are: (a) The project may involve constructions of such diflferent Tvinds as 'to make it impracticable for one contractor to under- take the entire work. In this case the letting in parts is neces- sary to a skillful performance. (b) Where there are local parties who are competent to exe- cute portions of the work, but not the whole, and who are anxious to bid upon such portion, it may be wise to let the ■work in parts provided it is reasonably certain that competitive bids can be received on all the parts. Even in this case it is desirable also to receive bids upon the whole work, so that when the bids are opened it will appear which is the more economical method of letting. Even when it is reasonably certain in ad- vance that the contract will be let as a whole it is often wise to receive bids on the parts in order to satisfy local demands, and to avoid invidious criticism and public detraction. This is especially true in the case of public works, if the local bidders -who wish to submit proposals on parts of the work, but who would be incompetent to bid upon the whole, are shut out by receiving bids only upon the entire project. 67. Contract Let for a Fixed Sum or per Specified Units. When the work to be performed under a contract is perfectly definite as to quantity, it is best to let the contract for a fixed 70 GENERAL SPECIFICATIONS. sum. When either the quantity of work to be done or the quality or kind of material to be encountered, as in excavations, is more or less unknown and indeterminate, it is necessary to let such parts of the work at least, in terms of some suitable unit of measurement. Thus in the case of excavation, the kind of material which will be encountered is always more or less uncertain, and the quantities to be moved are usually unde- termined in advance. In various other lines of work, also, the exact quantities are not measured or computed in advance of the construction, so that in all such cases it is necessary to let the work per unit of measure. It is often wise, however, to assume a certain definite amount of work of each kind to be performed, and let the contract for a fixed sum on the basis of this assumption, providing for variations from these amounts in the blank form of proposal by requiring the bidder to state not onl)' a fixed sum for the assumed total, but also a price per unit of measure, in accordance with which the quantities as- sumed as the basis of the bid may be either increased or di- minished, it being understood, however, that the quantity stated is approximately the amount of work to be performed. In tliis way it becomes known in advance aboiit what the work is to cost, and if the quantities are changed somewhat these changes do not become a source of contention between the parties. In choosing the units of measure which shall serve as the items to which prices are to be affixed by the bidders, it is necessary to seleet and describe these units in such a way that they can not be misunderstood ; thus in masonry it is better to use the cubic yard as a unit rather than the perch, since this latter has different values in different localities. Also it should be clearly defined in the proposal itself in what way these meas- urements should be taken, as, for instance, in masonry, whether all openings should be excluded, and in tunnel excavation that the measurement should include only the material excavated inside the given sectional boundaries, and in water pipe on which bids are received per foot in length for the various sizes. FORMS OF PROPOSALS. 71 that the measurements should be taken on the center lines of such pipes, after they are laid, etc. Also in the case of the fur- nishing of materials, machinery, and appliances, the printed proposal should indicate where the material is -to be delivered and whether or not the machinery is to be erected. The failure to make the proposal clear in these and other minor particulars is often the cause of serious disagreements, provoking delays, and sometimes of considerable expense. 68. Contract Involving a Specific Performance. When machinery is purchased on the basis of a specific performance, as in the case of pumping engines, steam boilers, steam ships, and the like, where a specific performance is made the basis of the cqntract price, it is customary and proper to provide for specific additional sums for stated percentages of excess of per- formance over and above that which forms the basis of the bid, and also for stated deductions from the contract price for given percentages by which the performance fails to meet the standard. In this way the contractor is fairly paid for accom- plishing more than he agreed to, and the purchaser obtains a fair reduction in price for any failure to reach the agreed stand- ard. When a specific performance is made the basis of a con- tract without these agreed premiums and discounts, the pur- chaser is at liberty to refuse to accept the work at any price, in case of even a partial failure to meet the specified require- ments ; while, on the other hand, if the contractor has far ex- ceeded the specifications, he gets no benefit whatever for the enhanced value of the product. A specific performance, there- fore, when made the basis of the acceptance of a piece of con- tract work without these provisions for premiums and dis- counts is a very onesided and unfair contract, and its use should be discouraged by engineers. In all cases where a specific performance is made the basis of a contract price, the conditions of this performance should be so clearly stated in the specifications, and the nature of the tests to determine this performance so distinctly described that 72 GENERAL SPECIFICATIONS. no misunderstanding can arise when the time comes for mak- ing these tests. These descriptions belong in the specifications rather than to the proposals. 69. Contract Including Maintenance. In the case of street pavements, especially where the material is new or untried, it is common to require the contractor to maintain it for a given period, at a stated price per annum. In this case this main- tenance price must also be provided for in the proposal, as well as the price charged for first cost. 70. Contract for the Work Only. It is often wise for the principal to purchase materials himself which shall be used by the contractor in the carrying out of the work. Thus the prin- cipal may wish to use a particular kind or quality of material which he does not wish to describe specifically in the specifica- tions, or which, if described, he can not well assure himself that the contractor will furnish. Especially is this the case with such materials as can not be clearly identified by ordinary methods of inspection ; as, for instance, various kinds of paints, cement, iron and steel, paving brick, besides a great number of specialties in the line of manufactured articles and machines. Or, the contractor may not be able to purchase this material on as favorable terms as the principal, because of the greater risk involved in the sale of this material when the contractor must be looked to for payment. Thus, when the bidders are informed that the principal will furnish materials which would otherwise cost the contractor large sums of money, many con- tractors of small means would be encouraged to bid upon the work, who otherwise would not be able to handle it. For these and other reasons, therefore, it is frequently wise for the principal to purchase the material and turn it over to the con- tractor for use in the work. 71. Proposal for Building a Dam, Spillw^ay, Levee, Out- let Tunnel, and Overflow Chamber. To THE First New Mexico Reservoir and Irrigation Co., RoswELL, New Mexico. Gentlemen: — The undersigned propose to do all the work and furnish all of the material in accordance with the printed FORMS OF PROPOSALS. 73 form of contract and specifications, a copy of which is herewith annexed, and bind , on the acceptance of this proposal, to enter into and execute a contract in the form of said enclosed specifications and contract for the execution of said work at the prices named below, to wit : Excavation: (o) Earth, including all forms of soil, or clay, per cubic yard . (fc) Gravel and sand, including all forms and combinat;ions of these materials, per cubic yard . (c) Loose rock in open cut, including all kinds of loose rock not requiring blasting, per cubic yard . (c?) Solid rock in open cut, including all kinds of rock re- quiring blasting, per cubic yard . {e) Rock in tunnel, including all tunnel work to the outer line of the lining wall, if such be required, otherwise to the lines of the drawings, per cubic yard . Fill: (a) Earth, clay, gravel or sand, not rolled, per cubic yard (&) Same materials spread in courses and rolled dry, per cubic yard . (c) Same materials spread in courses, dampened and rolled, per cubic yard . (d) Same materials spread in courses, pulverized, harrowed, wet down and rolled thoroughly, per cubic yard . (e) Clay and gravel mixed in layers, harrowed, wet down and rolled thoroughly (clay puddle), per cubic yard (/) Loose rock dumped or thrown in as in temporary dam, per cubic yard . (g) Rip rap laid on face of dam, per cubic yard . (h) Facing rock laid dry with close joints for distance of 4 inches from surface and rammed, per cubic yard Masonry: (a) Rubble masonry laid in Portland cement mortar, as de- scribed, per cubic yard . (&) Masonry lining of tunnel, as described, per cubic ya,rd, actual volume . (c) Dimension stone masonry, laid in Portland cement mor- tar, as described, per cubic yard . Enclosed is a certified check for five hundred dollars ; which sum is to be forfeited to the First New Mexico Reservoir & Irrigation Co. if the party or parties making this proposal fail Y4 GENERAL SPECIFICATIONS. to enter into contract, with approved securities, within fifteen days after the contract is awarded to said party or parties. Respectfully, (Signature and address of contractors.) St. Louis, Mo., , 1890. Note. — Each bid shall be placed in a sealed envelope addressed to " , President First New Mexico Reservoir & Irrigation Co.," care of -, Consulting Engineers, , St. Louis, Mo.," and shall be in- dorsed " Proposal for building Dam, etc." The First New Mexico Reservoir & Irrigation Co. reserves the right to reject any or all bids. J. & F. 72. Proposal Bond. In lieu of a cash deposit accompany- ing the bid as a guarantee of good faith and of intention to enter into contract, if the same be awarded to the party, a bond may be received, duly signed and certified, which will insure either the signing of the contract, or the payment of such dam- ages as may result from a failure to sign. These damages would usually be measured by the difference between the amount named by the party furnishing the bond, and the sum for which the contract might finally be let, and this is usually named as the amount of the forfeiture under the bond. It is the usual custom of the United States Government to require a bond of this sort rather than a cash deposit. It is evidently a less hardship upon the contractor to furnish such a bond. The following is the form of this document as used by the United States Government: Proposal Bond or Guaranty. We, , of , in the state of , and of , in the state of , hereby guarantee and bind our- selves and each of us, our and each of our heirs, executors and administrators, to the effect that if the bid of here- with accompanying, dated , 1894, for furnishing all ma- terials and labor, and constructing the power house and office building for the 800-ft. lock at St. Mary's Falls canal, shall be accepted, in whole, or in part, within sixty (60) days from the date of the opening of proposals, the said bidder — ,' , will, within ten ( 10) days after being ijotified of such accept- FORMS OF PROPOSALa 75 ance, enter into a contract with the United States in accordance with the terms and conditions of the advertisement, and will give bond with good and sufficient sureties for the faithful and proper fulfillment of the same. And in case the said bidder — shall fail to enter into contract within the said ten (lo) days with the proper officer of the United States, and furnish good and sufficient bond for the faithful performance of the same according to the terms of said bid and advertisement, we and each of us hereby stipulate and guarantee, and bind ourselves and each of us, our and each of our heirs, executors and ad- ministrators, to pay unto the United States the difference in money between the amount of the bid of the said bidder — , and the amount for which the proper officer of the United States may contract with another party to furnish said mate- rials and labor and construct the power house and office build- ing as specified, if- the latter amount be in excess of the former, for the whole work covered by the proposal. Witnesses : , [seal] . [seal] Dated , 1894. Executed in triplicate. JUSTIFICATION OF GUARANTOR. ■SS. State of , County of I, , one of the guarantors named in the within guaranty, do swear that I am pecuniarily worth the sum of forty thousand dollars, over and above all my debts and liabilities. [Signature of guarantor] . Before me, [Signature of officer administering oath, with seal, if any.] State of , 1 ^^ County of . ) I, , one of the guarantors named in the within guaranty, dp swear that I am pecuniarily worth the sum of forty thousand dollars, over and above all my debts and liabilities. [Signature of guarantor] . Before me, [Signature of officer adminirtering oath, with seal, if any.] certificate. I, , do hereby certify that and , the guarantors above named, are personally known to me, and that, to the best of my knowledge arid belief, each is pecuniarily 76 GENERAL SPECIFICATIONS. worth, over and above all his debts and liabilities, the sum stated in the accompanying affidavit subscribed by him. [Signature of certifying official] . U. S. Eng. Corps. Note. — The certificate may be given separately as to each guarantor, and modified accordingly. ENGINEERING SPECIFICATIONS. 73. Engineering Specifications Defined. Engineering specifications consist of a series of specific provisions, each one of which defines and fixes some one element of the contract. These clauses relate, in general : First. To the work to be done. Second. To the business relations of the two parties to the contract. In the first sense, the specifications supplement and explain the plans (if there be any) and define the chaiacter of the mate- rials and the methods to be employed on the work, or, if unac- companied by plans, they embody the principles and rules in accordance with which the plans must be drawn and the work executed. In this sense the specifications enable the bidder to estimate the cost of the proposed work and after the contract is let they serve as the rules of inspection and acceptance of such work. In the second sense the specifications define the rights and duties of the two parties to the contract to each other and em- body proper provisions for changes in the plans, and for the settlement of disputes which may arise ; they also describe the conditions of payment, acceptance, etc. etc 74. Classes of Specifications. There may be said to be three general classes of engineering specifications : (a) Specifications accompanying complete detail plans. (6) Specifications accompanying a general plan only, (c) Specifications unaccompanied by any plan, and com- monly known as general specifications. ENGINEERING SPECIFICATIONS. 77 All of these classes of specifications are in common use and each has its own particular sphere of usefulness. (a) Thus, when the design is novel, or when the engineer wishes a particular design carried out, he usually prepares full detail plans, or drawings, showing how all parts of the proposed work shall be done. In the case of public works, also, when the law requires the contract to be let in open competition, and also specifies that it shall be let to the lowest bidder, it is almost necessary to pre- pare full detail plans in order to avoid an inadequate or inferior design being put into competition with better, ones, and, from ' its diminished cost, receiving the contract. (b) If the engineer can limit the bidders to a selected class of reliable contractors, who have reputations to lose if they should do inferior work, he may prepare very general plans only and allow the contractor to make the details to suit himself, in accordance, however, with certain specific requirements as given in the specifications, and subject to the approval of the engineer. (c) If the engineer is indifferent as to even the general de- sign, provided the finished work answers equally well certain prescribed demands, as given in a set of general specifications, he may not prepare any plans whatever, but leave the con- tractor (who must now also be chosen by the engineer or only responsible parties allowed to bid) to use any design he may choose, such designs to be submitted, however, with his bid, and this, together with the general specifications to form the basis of the contract. 75. Gereral and Specific Clauses. Any specification may be said to be composed of two kinds of clauses, general and specific. All those clauses which relate to the business portion of the contract, or which go to define the relations of the parties to the civil contract as a business proposition, may be said to be the general clauses. All those clauses which are descriptive of the engineering Y8 GENERAL SPECIFICATIONS or structural features of the design, either as explanatory of the plans, or of the materials to be used, or of the methods to be employed, may be called the specific clauses. Since the general clauses are common to all kinds of specifi- cations, they will be discussed first. THE GENERAL CLAUSES IN SPECIFICATIONS. 76. The General Clauses in Specifications may relate to any or all of the following subjects : ■y (i) Time of commencement, rate of progress, and time of completion of the work. ' (2) As to the character of the workmen to be employed. (3) Suitable appliances to be used. (4) Monthly estimates of work done and payments to be made. (5) Provision for inquiring into the correctness of the monthly estimates. (6) Reserving a certain percentage as a repair fund, for a stated period after completion. (7) Conditions of the final estimate. - (8) Engineer's measurements and classifications final and conclusive. - (9) Determination of damages sustained by failure to com- plete the work within the time agreed upon or as extended. ( 10) The discharge of unpaid claims of workmen and mate- rial men. (11) No claims for damages on account of suspension of work. ' (12) No claims for damages on account of delay. ' (13) No claims on account of unforeseen difficulties. ( 14) Protection of finished work. (15) Protection of property and lives. (16) Protection against claims for the use of patents. (17) Assignment of contract. GENERAL. CLAUSES IN SPECIFICATIONa 79 (i8) Contractor not released by subcontracts. (19) Abandonment of contract. (20) Cancellation of contract for default of contractor. \ (21) Workmen's quarters and other temporary buildings. V (22) Cleaning up after completion. \ (23) Removal of condemned material. (24) Relations to other contractors. -" — ' (25) Provision for drainage. (26) Provision for public traffic V (27) Contractor to keep foreman or head. workman and also copy of plans and specifications on the ground. (28) Cost of examination of completed work. (29) Faults to be corrected at any time before final accept- ance. ■, (30) Surveys, measurements and estimates of quantities not guaranteed to be correct. (31) The contract subject to interpretation and change by the engineer. (32) Settlement of disputes. -, (33) Extra work. \ (34) Definition of "engineer" and "contractor." (35) Documents composing the contract. (36) Meaning understood. (^y) Provision for arbitration. \ (38) No waiver of legal right. 77. Explanatory Note. In all that follows on the subject of specifications, after explaining and discussing a given sub- ject, one or more illustrations will be given in solid type, from actual specifications, together with the initials of the author. The full name and professional engagement of the author can then be found by referring to the Key to Personal References, page vii. In general the latest practice only of the engineers quoted in this way will be cited. It must also be Understood that in every case the gentlemen so quoted have themselves selected the sample specifications u§ed and have consented to such use. so GENERAL SPECIFICATIONS. 78. Time of Commencement, Rate of Progress, and Time of Completion of the Work. It is usual to make the time of commencement of the work as soon after the signing of the contract as is thought practical, as, for instance, ten, fifteen or thirty days, depending on the character of the work. The rate of progress is specified in order to give the engi- neer authority for canceling the contract if the rate of progress is such as to indicate that the contractor will certainly be unable to complete the work on time, or at all. Thus he may be obliged to abandon the work altogether, or he may choose to do so, in. which case, if rate of progress is specified, the parties of the first part need not wait for the full time for completion to arrive before being able to take the work from the hands of the contractor and complete it by hiring the labor and purchas- ing the materials, or by reletting it to another contractor. The time of completion is nearly always stated, and while the time allowed should be ample it should be only such as is required when a reasonable degree of diligence is exercised on the part of the contractor. If, for any sufficient reason, the contractor is delayed in his work, for reasons beyond his control, the time of completion is usually extended by the principal by a corresponding length of time, and then this extended period fixes the required or speci- fied date of completion. And the said party of the second part further agrees that he will commence the work herein contracted to be done witliin twenty days from the date of this contract; that the rate of progress of his work shall be such as, in the opinion of the engi- neer, is necessary for completion within the time herein speci- fied, and that he will so conduct the said work that on or before July I, 1899, the whole work covered by this contract and speci- fication shall be entirely completed. A. F. 79. As to the Character of the Workmen to be Employed. In order to secure good work it is necessary to employ skilled workmen. The engineer must therefore have some control over the character of the labor employed by the contractor. This is obtained by specifying that only skilled labor shall be employed and giving to the engineer the power of discliarge GENERAL CLAUSES IN SPECIFICATIONS. 81 over any laborer, mechanic, foreman or superintendent em- ployed by the contractor on the work. It is also customary to provide that this power shall extend to cases of disobedience of instructions, impudence to engineer or inspectors, drunken- ness, etc., as shown in the following illustration: And the said party of the second part further agrees to em- ploy only competent, skillful men to do the work; and that whenever the engineer shall inform said party of the second part in writing that any man on the work is, in his opinion, incompetent or unfaithful or disorderly, such man shall be dis- charged from the work, and shall not again be employed on it. A, F. 80. Suitable Appliances to be Used. If not prevented by a special clause in the specifications, contractors who are un- provided with suitable mechanical appliances for doing the work properly will often undertake to perform the work with cheap and inadequate means, which would necessarily result in faulty construction, or in delaying the work. It is cus- tomary, therefore, to prescribe that all appliances shall be suit- able and adequate to the purpose, and subject to the approval of the engineer. It is not wise, however, to specify particular methods or means of doing the work, since if for any reason a partial failure should result, the contractor will endeavor to obtain personal release by charging failure 'to the specified ap- pliances or methods. A specification like the following is there- fore recommended: The contractor is to use such methods and appliances for the performance of all the operations connected with the work em- braced under this contract as will secure a satisfactory quality of work and a rate of progress which, in the opinion of the engineer will secure the completion of the work within the time herein specified. If, at any time before the commencement, or during the progress of the work, such methods or appliances appear to the engineer to be inefficient or inappropriate for securing the quality of the work required or the said rate of progress, he may order the contractor to increase their efficiency or to improve their character, and the contractor must conform to such order; but the failure of the engineer to demand such increase of efficiency or improvement shall not relieve the con- tractor from his obligation to secure the quality of work and the rate of progress established in these specifications. A. F. 6 82 GENERAL SPECIFICATIONS. 8i. Monthly Estimates of Work Done and Payments to be made. It is customary, in all kinds of engineering con- struction, for the engineer in charge to estimate at the end of each month the quantity of material furnished on the ground and of work done. These estimates are approximate only and serve as a basis for making monthly payments to the contractor. It is customary to reserve from ten to twenty-five per cent, of these monthly estimates until the final completion of the work. By means of these monthly payments the contractor is enabled to carry on the work to final completion with a much smaller capital than would be required if no payments were made until the work was finished. The percentage reserved from the monthly payments is intended to serve as a guarantee of final completion, and as a fund to draw upon when the time of final settlement arrives, for the payment of damages resulting from the work not having been performed within the specified , time, or for other purposes as indicated subsequently in these general specifications. In the matter of payment for materials furnished, but not incorporated finally into the work, it is usu- ally considered safe to include in the monthly estimates all ma- terials delivered, either upon the ground, that is to say, along the line of the work, and subject to the inspection and control of the engineer, and also to pay for materials and machinery furnished and stored where they are under the control and sub- ject to the inspection and approval of the engineer. Of course no material would be included in these monthly estimates which had not been duly inspected and accepted.^ The follow- ing is a common form for this specification : In order to enable the said contractor to prosecute the work advantageously, the engineer shall, once a month, on or about the last day of each monthj make an estimate in writing of the amount of work done, and materials delivered to be used in the work,* and of the value thereof, according to the terms orthis contract. The first such estimate shall be of the amount or quantity and value of the work done and materials delivered since the party of the second part commenced the performance ■ If payment Is made upon materials furnished then It should be specifically stated that all such materials become the property of the party of the first part as soon as delivered and accepted. GENERAL CLAUSES IN SPECIFICATIONS. 83 of this contract on his part. And every subsequent estimate (except the final one) shall be of the amount or quantity and value of the work done since the- last preceding estimate was made. And such estimates of amount and quantity shall not be required to be made by strict measurement or with exact- ness ; but they may, at the option of the engineer, be approxi- mate only. Upon each such estimate being made the parties of the first part will pay to the party of the second part the following pro- portions or percentages thereof, to wit : 85 per cent, thereof up to and until such time as the total estimated value of the work done and materials delivered shall amount to $r, 000,000. 90 per cent, thereof after the total estimated value of such work and materials delivered shall have amounted to $1,000,000, until the party of the first part shall have fully ^nd completely performed this contract on his part. A. F. 82. Provision for Inquiring into the Correctness of the Monthly Estimates. The nionthly estimates made by the engineer acting as the agent of the party of the first part, may be held to be binding upon this party, in case he has either made a mistake in the quantity of work done, or material fur- nished, or has entered into collusion with the contractor and rendered false returns. Since the engineer is the agent of the party of the first part, his acts would bind his principal, after payment had been made on the same, if it were not expressly provided that the party of the first part shall not be estopped or prevented from determining by other means the amount of work done and material furnished. In other words the party of the first part should not necessarily be bound by either the monthly or final estimates rendered by his agent,, and which are intended to serve as the basis of payment. It is understood, of course, that the contractor also has this privilege of inquiry and proof of the correctness of the estimates.^ In New York city clauses like the following are common : And it is hereby expressly agreed and understood by and be- tween the parties hereto that the said parties of the first part. • It the contractor is precluded from going back of the engineer's certificate or de- cision, then the owner should also be bound by the same, and in this case this clause would probably not be sustained by the courts. The engineer is now an arbitrator and as such his decisions must bind both parties or neither. §4 GENERAL SPECIFICATIONS. their successors and assigns, shall not, nor shall any depart- ment of the city of New York, be precluded or estopped by any return or certificate made or given by any engineer, inspector or other officer, agent or appointee of said aqueduct commis- sioners, or of said parties of the first part, under or in pursu- ance of anything in this agreement contained, from at any time showing the true and correct amount and character of the work which shall have been done and materials which shall have been furnished by the said party of the second part, or by any other persons under this agreement. A. F. 83. Reserving a Certain Percentage as a Repair Fund, for a Stated Period after Completion. In order to provide for inherent defects in the work which may not appear on the surface, or until after the construction has been in service for some time, it is often desirable to retain a portion of the total cost of the work for a specified period of time, on which sum the party of the first part is authorized under the specifications to draw for the repairing or correcting of any and all faults or defects which may become apparent by use within the specified period. It is usual, however, to give the contractor the privi- lege of making such repairs under the direction and subject to the approval of the engineer, in place of having the engineer make such repairs and charge them against the reserve fund. This clause may read as follows : The contractor hereby further agrees to make all the needed repairs on the said work during a period of months after its final completion ; and he hereby further agrees that the party of the first part is authorized to retain out of the moneys pay- able, or to become payable, to him, under this agreement, the sum of fi.ve per cent, on the amount of the contract, and to ex- pend the same, or so much thereof as may be required, in mak- ing the aforesaid repairs to the satisfaction of the engineer, if within three days after the delivery or mailing of a notice in writing to the contractor, or his agent or attorney, he or they shall neglect to make the aforesaid needed repairs ; and he here- by further agrees to be responsible for any accident that may occur on account of the defective condition of the work. E. A. F. 84. Conditions of the Final Estimate. If, in the opinion of the engineer, the contractor has completed his work in all respects in accordance with the terms of the contract, he should GENERAL CLAUSES IN SPECIFICATIONS. 85 proceed with due diligence to make the final estimate of all quantities in the several clauses, and to certify to his principal the amount of money due to the contractor, and also the amounts which shotild be held in reserve under the various clauses of this character in the specifications. The party of the first part thereupon should immediately pay to the con- tractor such moneys as are legally due him, provided this party is satisfied that the final estimates submitted by the engineer are correct. If this party should have any doubts on this point ' he should be at liberty, under the specifications, to inquire fur- ther into the correctness of such estimates. This portion of the contract may be stated as follows : It is further mutually agreed that whenever this contract, in the opinion of the engineer, shall be completely performed -on the part of the contractor, the engineer shall proceed with all reasonable diligence to measure up the work, and shall make out the final estimates for the same and shall certify the same. The party of the second part will then, excepting for the cause herein specified, pay to the contractor within days after the execution of said certificate the remainder which shall be found to be due, excepting therefrom such sum or sums as may be lawfully retained under any of the provisions of this con- tract: Provided, that nothing herein contained shall be con- strued to affect the right hereby reserved, to reject the whole or any portion of the aforesaid work, should the said certificate be found to be inconsistent with the terms of this agreement, or otherwise improperly given. E. A. F. 85. Engineer's Measurements and Classifications Final and Conclusive. In order to avoid disputes as to both the quantity and the quality of the work done, it is customary to specify that the measurements and classifications of the engi- neer shall be final and conclusive and binding upon both par- ties. This is a very important provision and places a great re- sponsibility upon the engineer, while it binds at the same time the two principals to the contract and forces them to submit to the engineer's decisions, except as some special provision such as that stated in article 81 allows one or both of the par- ties to examine into the correctness of the engineer's estimates. As a matter of course either party is always at liberty to ex- 86 GENERAL SPECIFICATIONS. amine questions of fact and, so far as it is practicable, to re- measure quantities at subsequent times. Either party would be at liberty in case of a suit at law to have such quantities remeasured to determine such question of fact, but so far as the classification of the material is a matter of opinion on the part of the engineer, and so far as measurements of quantities have become impracticable at a subsequent period, to this ex- tent a clause such as is here proposed binds absolutely both parties to the contract. Neither party now has any release from the decision of the engineer, except on one of two grounds : First. Either party may bring a suit in equity, in which case the terms of the contract are not made the basis of the suit ; or Second. Either party may enter a plea of fraud on the part of the engineer, which, if sustained, would, of course, vitiate the decisions of such engineer. Neither of these grounds offers much encouragement to either party. A case could not be sus- tained in equity contrary to the terms of an expressed written agreement, except it could be shown that gross and violent in- justice had been worked by a strict compliance with its terms. Neither is it desirable in a civil suit to enter a plea of fraud, since this is very difficult to maintain, and can only be main- tained by proving the moral depravity of the engineer. A clause such as the following, therefore, if incorporated in a contract and agreed to by both parties, places both parties absolutely at the mercy of such engineer, and the contractor should never submit to it, if he has reason to suppose that the engineer is likely to act unfairly toward him under the authority thus granted to him. As a rule, however, this confidence which is reposed in the engineer by both parties to the contract is not misplaced. Although the engineer is paid for his services by one of the parties to the contract, he understands that his posi- tion is a judicial one, and not that of an advocate or partisfin, and that it is his business to see that justice is done to both of the parties. The clause usually reads as follows : All the work under this contract shall be done to the satis- faction of the engineer, who shall in all crises determine the amount, quality, acceptability and fitness of the several amounts GENERAL CLAUSES IN SPECIFICATIONS. 87 of work and materials which are to be paid for hereunder, and shall decide all questions which may arise as to fhe measure- ment of quantities and the fulfillment of this contract on the part of the contractor, and shall determine all questions respect- ing the true construction or meaning of the plans and specifica- tions, and his determination and decision thereon shall be final and conclusive, subject only to revision by arbitration as pro- vided under art. .^ R. H. 86. Determination of Damages Sustained by Failure to Complete the Work v/ithin the Time Agreed upon, or as Extended. It is seldom that a specific performance of any contract can be enforced. In other words, either of the parties to almost any civil contract is at liberty to break the same, or fail to carry it out, for which failure, however, the law pro- vides that the party breaking the contract shall pay a penalty. The amount of this penalty usually remains to be ascertained after the contract has been broken, and when the time of set- tlement arrives. The legal remedies for breach of contract are given in arts. 49-53. It is sufficient to remark here that in de- termining the amount of the damages, the law will only allow the actual proven damages to be collected, and always dis- courages any constructive or conventional or arbitrary estimate of such damages. In other words, the damages are the com- pensation to the injured party, requisite to repay him for his loss, which can be traced directly to the breach of contract. While damages to the extent of the actual injury sustained can always be recovered, by a suit at law, in the case of a breach of contract, it is customary in the writing of engineering specifications to insert one or more clauses defining the amount of the damages which it is agreed by the parties will be sus- tained in case of certain specific failures to carry out the con- tract ; and since these failures are assumed to be on the part of the contractor, and since money is usually due him from the other party, it becomes possible, in this case, to remunerate the injured party by withholding a certain sum of money from the contractor who is guilty of the breach of contract. If a specific ■ Here should be inserted a clause like the following: "And such estimate and de- cision shall be a condition precedent to the right of the contractor to receive any money or compensation for anything done or furnished upder this agreement." 88 GENERAL SPECIFICATIONS. agreement to this effect be entered into by the parties, in ad- vance, the compensation for the injury done because of a specific breach of the contract may be recovered by simply withholding such a sum from the contractor and paying over to him in final settlement the remainder. Because, therefore, of the facility with which such a settlement can be accomplished, and also to further provide against such a contingency arising by furnish- ing to the contractor a sufficient motive to prevent such specific breaches, and furthermore, in order to avoid a suit at law for the recovery of such compensation, it has become customary to insert what is commonly called a "penalty clause." ^ While recovery can be had by a suit at law for the actual damages sustained for any breach of the contract, either with or without a specific clause to this effect, the penalty or dam- age clause in the specifications usually refers to one or more specific kinds of breach of contract, the more common one being that of failure to complete the work within the time agreed upon. The object of a penalty clause covering this par- ticular kind of breach of contract is rather to insure completion of the contract within the time specified than to recover dam- ages for a failure to do so. For this reason it has been com- monly supposed if a heavy penalty were provided for a failure of this kind, it would serve as a strong motive to the con- tractor to hasten the work. This being the object of such a clause it has been common to specify a penalty or damage of so many dollars per day for each and every day elapsing after the date agreed upon for the completion before the work is finally completed, the sum so named being often a very extrava- gant one. There are several ways of stating this clause, some of which are very much better than others. The following are the more usual forms : ^^ I. Provision for a specific "penalty." \\nien a specific "pen- alty" is named for either a particular or for any breach of the contract, whether this sum named be a per diem or a gross amount, the court will usually construe it as meaning that such ' The reader is requested to refer to Arts. 61-53 for a discussion of the legal phases o( this question. GENERAL CLAUSES IN SPECIFICATIONa 89 a sum is a fund provided in the specifications for the purpose of meeting such damages as may result from a breach of the contract, and that only the actual damages sustained and proved in a suit at law can be recovered from such fund. In other words, a penr.lty clause so stated has little or no force, since the law provides exactly the same remedy for any breach of contract, without a specific agreement. II. The naming of a per diem, or gross sum, as being the "ascertained and liquidated damages" which will be sustained by the injured party for a specific breach of contract therein named, this usually being for failure to complete the work with- in the time specified. In this case the word "penalty" is not used, and if it can be made to appear on trial that both parties to the agreement really intended that the sum named shoiild be forfeited in case of the failure therein described, and pro- vided further this sum is not too extravagant and unreason- able, and provided the fact of failure and consequent liability be fully established, then and in that case the law will sustain the damage clause, and the injured party will be allowed to deduct it from any moneys due the contractor, or if this fund be insufficient, he may even sue the contractor and his bonds- men and recover the remainder. The following is a good ex- ample of this method of stating such a clause : And the said party of the second part hereby further agrees that the said parties of the first part shall be and they are hereby authorized to deduct and retain out of the moneys which may be due or become due to the said party of the second part, under this agreement, as damages for the non-completion of the work aforesaid within the time hereinbefore stipulated for its completion, or within such further time as in accordance with the provisions of this agreement shall be fixed or allowed for such performance or completion, the sum of one hundred dollars per day for each and every day the time employed upon said work may exceed the time stipulated for its completion, or such stipulated time as the same may be increased, as herein- before provided, which said sum of one hundred dollars per day is hereby, in veiw of the difficulty of' estimating such dam- ages, agreed upon, fixed and determined by the parties hereto as the liquidated damages that the parties of the first part will suffer by reason of such default, and not by way of penalty. A. P. B. 90 GENERAL SPECIFICATIONS. III. An agreement that the engineer shall ascertain and make an estimate of the actual damages sustained by a failure to com- plete the work within the time specified (or for other specific breach), and naming some or all of the items to be included in such estimate. In this case no effort is made in advance to de- termine what the actual damages are, and the agreement simply consists in making the engineer an arbitrator to act for both the parties in determining the amount of the damage as a question of fact. This is probably the strongest method of stating this clause, while it is also the fairest to all parties concerned. Because of the difficulty in proving in a suit at law the actual damages sustained from the failure to complete an engineering contract within the time specified, the contractor usually pays very little attention to a penalty clause stated as described above in form I. As a rale, contractors are better informed as to the law of contracts than the engineers who write the specifications, and when this clause is stated as first described the contractor regards it lightly, well knowing that it has no particular sig- nificance. When stated in the second manner, however, pro- vided the sum named be reasonable, the contractor will give it much greater weight, and the party paying for the work can withhold money under it with much greater assurance of being sustained by the courts. The courts, however, have a repug- nance to any agreement made in advance as to questions of fact which in the nature of things could only be adequately determined after the breach had transpired. But because of the difficulty of fixing accurately the amount of such damages, even after the breach, the law consents to a previous agree- ment upon a specific sum, provided this be reasonable, and pro- vided it be so clearly stated that the parties signing the contract can not have misconstrued it. Concerning the last method given of stating this clause, the law also has a repugnance to (iele- gating the authority of the court to a layman in the person of an arbitrator. When, however, the question at issue is a "con- dition precedent" to settlement, as in this case of fixing the amount of the damages, and when this arbitrator is the engineer GENERAL CLAUSES IN SPECIFICATIONS. .91 in charge of the work, who is evidently the most competent person to estimate the amount of such damage, the law readily consents that he should act in such capacity, and if both parties have agreed that his decision should be final and conclusive in the premises, there would seem to be no way of evading his decision, except by proving that it was fraudulent. As fraud ■ invalidates nearly all agreements, and nearly all obligations, if it can be shown that the engineer, when acting in the capacity defined in this clause, has knowingly and willfully overesti- mated the amount of the damage ; in other words, if it can be shown that he acted dishonestly, in the matter, his verdict can be set aside and the matter can come before the court. Other- wise the court will rule that his verdict must hold, and the question can not be opened. As it is very difficult to establish a question of motive, and as the burden of proof rests wholly upon the contractor, it would seem that this method of writing the damage clause had many advantages. The following is a fair example of such a clause : In case said contractor shall fail to fully and entirely, and in conformity with the covenants, terms and agreements of this contract, perform, and complete said work, and each and every part and appurtenance thereof, within the time hereinbefore limited for such performance and completion, or within such further time as may be allowed by said board for such per- formance and completion, said chief engineer shall appraise the value of the direct and computable damages caused to said city by such failure, owing to the disbursements made by said city on account of the further employment of engineers, inspectors and other employees, including all disbursements for office rent, transportation, supplies and other matters connected with said employment ; also the value of such other direct and computable damages as shall be caused by such failure ; and the amount so appraised, when approved by said board, shall be deducted by said board out of such moneys as either may be due, or at any time thereafter become due, to said contractor under and by virtue of this contract, or any part thereof; and in case said appraised value shall exceed the amount of said moneys, then said contractor will pay the amount of such excess to said city, on notice from said board of the excess so due ; and it is here- by agreed that the decision of said chief engineer as to the said 92 GENERAL SPECIFICATIONS. appraisal, when approved by said board,'^ shall be final and bind- ing on both parties to this contract. E. K. 87. The Discharge of Unpaid Claims of Workmen and Material Men. The laws of many states provide that per- sons who supply either labor or material to any contractor or other person, to be used in the construction of any building or other permanent work, if not paid by such party, may file a lien upon such completed or uncompleted work, this serving as a kind of first mortgage upon the property, under which the property can be sold and the claim satisfied. When such a law obtains, the only safe course for the person paying for the work is to satisfy himself before he fully pays for the work that all such claims have been liquidated, or he may, if he choose, require the contractor to furnish a bond which may be sued upon, either by himself or by such material man or laboring man as may have such a claim. This bond to be large enough to cover all such liabilities. When the party paying for the work desires to satisfy him- self that such claims have all been discharged by the contractor, the clause may be written as follows : Said contractor further agrees that he will pay punctually the workmen who shall be employed on the aforesaid work, and the persons who shall furnish material thereunder, and will furnish said board with satisfactory evidence that all persons who have done work or furnished materials under this contract and shall have filed any account of such claims with said board have been fuUy paid, or are not entitled to any lien under tlie laws of this state; and in case such evidence be not furnished as aforesaid, such amount as said board may consider necessar.- to meet the lawful claims of the persons aforesaid, shall be de- ducted from the moneys due said contractor under this con- tract, and shall not be allowed until the liabilities aforesaid shall have been fully discharged and the evidence thereof furnished said board ; and if such evidence is not furnished before the final payment under this contract falls due, said board may pay such claims in whole or in part to the person or persons, firm or corporation claiming the same, and charge the amount thus paid to said contractor, who shall accept the same as pay- ment to the amount thereof upon this contract. E. K. ' It may or may not be wise to make the verdict of the engineer subject to the ap- proval of his principal. GENERAL CLAUSES IN SPECIFICATIONS, 93 When the party paying for the work does not care to put himself to the trouble of obtaining the information as to the discharge of all such claims by the contractor, he may so frame the wording of the bond that it will cover this case satisfac- torily. In this case this portion of the bond may read as fol- lows : ^ The said ^ as principal, and and -, as securities, hereby bind themselves and their respective heirs, executors or administrators, unto the city of St. Louis, in the penal sum of dollars, lawful money of the United States, conditioned that in the event the said shall faithfully and properly perform the foregoing contract accord- ing to all the terms thereof, and shall, as soon as the work con- templated by said contract is completed, pay to the proper par- ties all amounts due for material and labor used and employed in the performance thereof, then this obligation to be void, otherwise of full force and effect, and the same may be sued on at the instance of a material man, laboring man or mechanic, for any breach of the condition hereof ; provided, that no such suit shall be instituted after the expiration of ninety days from the completion of the above contract. 88. No Claims for Damages on Account of Suspension of Work. When the work contracted for is of a public char- acter, as for a city or for the United States government, and when it is expected to continue for a considerable period, and be paid for by appropriations from time to time, and also in other like contingencies, it is common to insert a clause to the effect that the contractor shall make no claim for damages for necessary delays he may experience in carrying out the work, when these delays are caused by the failure of appropriations or by legal proceedings and the like. On ten days notice the work under this contract may, with- out cost or claims against the party of the first part, be sus- pended by them for want of funds or for other substantial cause. Upon receipt by the contractor of the order for the suspension of the work, all the materials shall be piled up com- pactly, so as not to impede travel on the sidewalk or carriage- way, or the useof fire plugs, gas or water stops and all surplus material and rubbish shall be removed immediately from the ' This is the form universally adopted in all contracts made by the city of St. Louis If not specifically so stated the material man or the laboring man could not sue on the bond. 94 GENERAL SPECinCATIONS. street. When the party of the first part shall order the work to be resumed the contractor shall complete the same upon the terms and conditions of this contract. E. A. F. 89. No Claims for Damages on Account of Delay. In order that the party of the first part shall be freed from all claims which may be set up by the contractor for damages on account of various delays and hindrances which he may have experienced in carrying out the work, and which he may make appear to have been caused directly or indirectly by the party having the work done, or by other contractors upon the work, the following clause is often inserted : The contractor shall not be entitled to any claims for darn- ages for any hindrance or delay from any cause whatever in the progress of the work or any portion thereof, but said hin- drance may entitle said contractor to such extension of time for completing the contract as may be determined by the engi- neer, provided he shall have given notice in writing of the cause of the detention. E. A. F. go. No Claims on Account of Unforeseen Difficulties. In case it is the purpose of the contract to place upon the con- tractor all the responsibility for contingencies which may arise in the prosecution of the work, for which greater risk the party having the work done will, of course, pay in the increased price made by the contractor to cover such risk, the clause may be written as follows : The contractor agrees that he will sustjdn all losses or dam- ages arising from the action of the elements, the nature of the work to be done under the specifications, or from any unfore- seen obstructions or encumbrances on the line of the work which may be encountered in the prosecution of the same. E. A. F. 91. Protection of Finished Work. It is usually customary to hold the contractor responsible for the protection and care of the work until it is all finally completed and accepted. €ven such portions of the work as have been completed and pro- visionally accepted and payments made upon the same should be taken care of and fully protected by the contractor until the entire work has been turned over. This often entails consider- GENERAL CLAUSES IN SPECIFICATIONS. 95 able expense upon the contractor, and when disputes on this question are liable to arise, it is well to insert such a clause as the following: Contractors will be held responsible for any and all mate- rials or work to the full amount of payments made thereon, and they will be required to make good, at their own cost, any injury or damage which said materials or work may sustain from any source or cause whatever, before final acceptance thereof. O. M. P. 92. Protection of Property and Lives. It is always under- stood that the contractor Shall be held responsible for all dam- ages to property which may arise from any fault of his, or from any accident which may occur during the performance of the work. He is also held responsible for all losses of life or limb, and for all personal damages which may be sustained either by his own workmen or by the public, by or on account of the works he has under construction. In other words, it is made his duty to protect both life and property, so far as possi- ble, from all damage, so far as these may be traceable to the works themselves. If this responsibility were not specifically placed upon the contractor, the party having the work done would often be obliged to sustain the loss, since he authorizes the execution of the work, and the contractor is his employee or agent. This clause is often written as two separate clauses, one referring to the damage to property, and the other to the damage to persons. Furthermore the wording of the bond is usually so made as to cover both of these items, so that in case the damage or loss is greater than could be repaid by the amount of money at any time due the contractor when the accident occurs, suit may be brought upon the bond against the bondsmen to recover the remainder. Inasmuch as claims for damages, either to person or prop- erty, usually manifest themselves in the form of suits at law against the party authorizing the work and paying for the same, and not against the contractor himself, it is common to assume that this will be the case in all claims for damages, and. 96 GENERAL SPECIFICATIONS. to word the clause accordingly. The following clause covers all of the above contingencies in an acceptable manner : Said contractor further agrees that he will indemnify and save harmless said city and board, and the officers and agents thereof, from all claims, suits, actions, and proceedings of every name and description, which may be brought against said city or board, or the officers and agents thereof, for or on account of any injuries or damages to persons or property received or sustained by any person or persons, firm or corporation, by or from said contractor, or by or in consequence of any materials or explosives used on said work, or by or on account of any improper material or workmanship in its construction, or by or on account of any accident, or of any other act or omission of said contractor, or his agents, or servants, and said con- tractor also agrees that so much of the money due, or to become due, to him under this contract as shall be considered necessary by said board, may be retained by said board until all such suits or claims for damages, or otherwise, as aforesaid, shall have been finally settled and determined, and evidence to that effect furnished to the satisfaction of said board. E. K. The following is a common method of wording this clause, which defines the contractor's responsibility without referring to suits at law : The contractor shall put up and maintain such barriers and red lights as will effectually prevent any accident in conse- quence of his work, for which the city might be liable, and he shall be liable for all damages occasioned in any way by his acts or neglect, or that of his agents, employees, or workmen. E. A. F. 93. Protection against Claims for the Use of Patents. When it is anticipated that patented appliances or methods may be used either by the contractor in prosecuting the work, or as forming a part of the completed work itself, in order that the party authorizing the work may be able to collect from the contractor such fees as he may be forced to pay therefor, a special clause in the specifications may be written to cover this case. This clause may be as follows : All fees for any patented invention, article or arrange- ments that may be used upon or in any manner connected with the construction, erection, maintenance of the work, or any part thereof embraced in these specifications, shall be included GENERAL CLAUSES IN SPECIFICATIONS. 97 in the price mentioned in the contract, and the contractor shall protect and hold harmless the party of the first part against any and all demands for such fees or claims, and before the final payment or settlement is made on account of the contract, the contractor must furnish acceptable proof of a proper and satis- factory release from all such claims. E. A. F. 94. Assignment of the contract.^ If it is the intention of the party letting the work that the person or persons who take the contract shall perform the work themselves, without sub- letting it, it is necessary to prescribe that this shall be done in order to insure that it may not be sublet. One great objec- tion to the subletting of contracts is that the subcontractor can- not be held directly by the principal, since these two have not entered into contract. The principal can only hold the original contractor, and all dealings with the subcontractor must be through him. This gives rise to delays and unsatisfactory per- formance, and is usually prohibited by the specifications. The following form is adequate to this purpose : Said contractor further agrees that he will give personal attention constantly to the faithful prosecution of the work, and will not assign or sublet the work or any part thereof, or any of the moneys or orders payable under the contract, without the previous written consent of said board endorsed on this con- tract, but will keep the same under his personal control; that no right under this contract, nor to any moneys or orders due or to become due hereunder, shall be asserted against said city or board, or any department, officer, or officers thereof, by reason of any so-called assignment, in law or equity, of this contract, of any part thereof, or of any moneys or order paya- ble thereunder, nnless such assignment shall have been author- ized by the written consent of said board endorsed on this contract ; that no person other than said contractor now has any claim thereunder, and that no claim shall be made excepting under this specific clause of this contract, and under that clause relating to claim of workmen and materialmen. E. K. 95. Contractor not Released by Subcontracts. When it is anticipated that a portion at least of the work will be sublet to other contractors, and when in the nature of things this is ad- visable, it may be specified that such subletting of all or of any portion of the work in no wise releases the contractor from > See Article 30. 7 98 GENERAL SPECIFICATIONS. full and faithful performance. The following specifications would then hold : No subcontract shall under any circumstances relieve the contractor of his liabilities and obligations under his contract ; should any subcontractor fail to perform the work undertaken by him in a satisfactory manner, and should this provision be violated, the party of the first part may at their option end and terminate such contract. E. A. F. 96. Abandonment of Contract. In most large engineer- ing contracts it is wise to provide for the emergency of .aban- donment. This term is here used to include not only deliber- ate and acknowledged abandonment of the work on the part of the contractor, but also such violations of the contract, either in the letter or in the spirit, or such unnecessary delay in its execution as may be construed as a virtual abandonment of the contract, so far as its express fulfillment is concerned. In such cases it may become necessary or desirable to take the work out of the hands of the contractor altogether, and to hire the necessary labor and purchase the necessary material, and complete the work under the direct superintendence of the engineer, charging all such items of expense against the con- tractor, and providing for the payment of the same, even though they should exceed all moneys due the contractor on the com- pletion of the work. While the common law would warrant the party paying for the work in assuming the control of it, and charging the cost of the same against the contractor, in case of his express ajid acknowledged abandonment, it would not authorize the engineer in assuming control of the work because of delay or other violations of the terms of the contract. A provision such as the following may therefore be inserted: Said contractor further agrees that if the work to be done under this contract shall be abandoned, or if this contract shall be sublet or assigned by said contractor, or any of the moneys or orders payable thereunder shall be assigned, otherwise 'than as herein provided, or if at any time said chief engineer shall be of the opinion, and shall so certify in writing to said board, that the said work is unnecessarily or unreasonably delayed, or that said contractor is willfully violating any of the terms, cove- nants and agreements of this contract, or is not executing this contract in good faith, or is not making such progress in the GENERAL CLAUSES IN SPECIFICATIONS. 99 execution of said work as to indicate its completion within the required time, said board shall have the power and right to notify said contractor to discontinue all work or any part there- of under this contract, and upon such notification said con- tractor shall discontinue said work, or such parts thereof as said board may designate ; and said board shall thereupon have the power to employ by contract, or otherwise, and in such manner and at such prices as it may determine, any persons and obtain any animals, carts, wagons, appliances, implements, tools, and other means of construction, which it may deem necessary to work at and be used to complete the work herein described, or such part thereof as said board may have desig- nated ; also, the power to use such appliances, implements, tools, and materials and means of construction of every descrip- tion as may be found upon the line of said work, both such as enter into the completed work, and such as are necessarily used in and about the same in the course of construction, and to pro- cure other proper materials for the completion of the same ; also to charge the expense of all of said labor, materials, ani- mals, carts, wagons, appliances, implements, tools and means of construction to said contractor ; and the expense so charged shall be deducted and paid by said board out of such moiieys as may. be due or become due at any time thereafter, to said contractor under this contract, or any part thereof. J[n case such expense is less than the sum which would have been pay- able under this contract if the same had been completed by said contractor, it is agreed that said contractor shall be entitled to receive the difference ; and in case such expense shall exceed the sum which would have been payable under this contract if the same had been completed by said contractor, then said contractor shall pay the amount of such excess to said city, on notice from said board of the excess so due. It is further agreed that neither an extension of time, for any reason, be- yond that fixed herein for the completion of the work ; nor the performance and the acceptance of any part of the work called for by this contract, shall be deemed to be a waiver by said city of the right to assume control of this contract for the reasons and in the manner hereinbefore provided. E. K. 97. Cancellation of Contract for Default of Contractor. In the previous case it was provided that under certain con- tingencies the party of the first part would be warranted in assuming entire control of the work, and completing it under the contract, and for the contractor, his agency in the matter being displaced by that of the engineer, because either of gross violation of the contract, or for incompetency or unwilling- 100 GENERAL SPECIFICATIONS. ness to carry it out. That clause provided, therefore, that the engineer should under such contingencies be appointed to carry out the contract with the party of the second part, in his stead, the contract itself, however, still remaining in force, and the final settlement to be made in accordance with its terms. For a similar set of contingencies as above described, the party of the first part may prefer to cancel the contract alto- gether, and instead of completing the work under the super- vision of the engineer, he may prefer to let a new contract for the carrying on of the work. To do this, the contract itself must be rescinded or canceled, and in order to give the party of the first part the legal authority for doing this, a clause such as the following may be inserted. Here all moneys due upon the contract at the time the contract is canceled will be for- feited to the first party. See article 49. In lieu of the exercise of the power hereinbefore given, in case of said contractor's default, to employ workmen, pur- chase tools and materials, and complete the work, said board reserves the right and option, instead thereof, to annul and cancel this contract and relet the work, or any part thereof, and said contractor shall not be entitled to any claim for damages on account of such annulment, nor shall such annulment affect the right of said city. to recover damages which may arise from such failure on the part of said contractor to fulfill the terms of this contract. And in case of such annulment all moneys due said contractor, or retained under the terms of this contract, shall be forfeited to said city, and be paid to the credit of the fund for e::tending water pipe in said city ; but such forfeiture shall, however, Hot release said contractor, or his sureties for the fulfillment of this contract, and said contractor and his sureties shall be credited with the amount of the moneys so forfeited toward any greater sum that they may become liable for to said city on account of the default of said contractor. E. K. 98. Workmen's Quarters and Other Temporary Buildings. It is usually necessary for the contractor to erect temporary buildings for the protection of his tools and machinery, or for office purposes, and sometimes, when the work is at a distance from boarding house facilities, it is necessary for him to pro- vide temporary quarters for his labor. The location, erection, and removal of such temporary structures should also be sub- GENERAL CLAUSES IN SPECIFICATIONS. lol ject to the approval of the engineer in charge. If temporary quarters for workmen are not really necessary, it is best to pro- hibit them, at least to prohibit their erection on the property belonging to the party of the first part. The following is an example of such a clause : The contractor may build such sheds, storehouses, etc., as are necessary for the work, but the location of such sheds, etc., must be such as will not interfere with the work of other con- tractors, and must be approved by the water commissioner. No buildings, sheds, or tents to be used as quarters for work- men or teams will be allowed on the city property.^ M. L. H. 99. Cleaning up after Completion. In nearly all kinds of engineering construction the grounds surrounding or along the line of the work are necessarily more or less defaced and en- cumbered by various disturbances of the surface, or by refuse and waste material, temporary buildings, etc., and it is usually made the business of the contractor on the completion of the work to clear up the grounds, and to put them in as presentable a condition as practicable. This does not involve any grading or removal of earth unless it be the excess or waste which remains on the natural surface from his own excavations. It does, however, include the cleaning up of his own work, whether it be buildings, foundations, masonry, conduits, pits, etc. The following is such a clause written to cover the case of waterworks engine pits : When the work is completed, all pits, pipes, chambers, conduits, etc., shall be carefully cleaned out. The surround- ing grounds shall be cleared of all rubbish caused by construc- tion, all sheds, etc., and left in a neat and presentable condi- tion. M. L. H. 100. Removal of Condemned Material. Whenever any material which has been brought upon the ground by the con- tractor has been inspected and rejected by the engineer, or his assistants, it should at once be removed from the line of the work, in order to prevent its use when the engineer or his in- ' To which might be added the following; Suitable privy conveniencps shall be erec- -ted, as directed by the engineer, for the use of the workmen, and their use is made ob- ligatory. The committing of nuisances is prohibited on all parts of the premises. 1U2 GENERAL SPECIFICATIONS. spectors are not present. To further insure against the use of condemned material by the contractor, it is sometimes speci- fied that all such material shall be stored by the contractor in a specified place, where it shall be kept under lock and key, and under the control of the engineer only. In case the contractor declines to remove such material from the line of the work, or declines to take out any defective work, there should be a pro- vision authorizing the engineer to do this at the contractor's ex- pense. The following clause may be used : Defective work and material may be condemned by the engineer at any time before the final acceptance of the work, and when such work has been condemned it shall be imme- diately taken down by the contractor, and rebuilt in accordance with the plans and specifications. When defective material has been condemned, it shall be at once removed from the line of the work, and stored as directed by the engineer, or other- wise disposed of to his satisfaction. In case the contractor shall neglect or refuse to remove or replace any rejected work or material after a written notice, within the time designated by the engineer, such work or material shall be removed or replaced by the engineer at the contractor's expense. M. L. H. loi. Relations to Other Contractors. Where more than one contractor is expected to be engaged simultaneously upon the same work, it is well to insert a clause in the specifications defining the obligation of each of these contractors to the others in certain particulars as follows : The contractor is required, so far as possible, to so arrange his work and to so dispose of his materials as will not interfere with the work or storage of materials of other contractors engaged upon the work. He is also required to join his work to that of others in a proper manner, and in accordance with the spirit of the plans and specifications, and to perform his work in the proper sequence in relation to that of other con- tractors, and as may be directed by the engineer. M. L. H. 102. Provision for Drainage. Where the natural surface drainage is likely to be interfered with by the work of the con- tractor it may be specified that he shall maintain provision for such surface drainage during the progress of the work, and GENERAL CLAUSES IN SPECIFICATIONS. 103 that he will be held liable for all damages from his neglect to comply with this provision. The clause may read as follows : "If it is necessary in the prosecution of the work to inter- rupt or obstruct the natural drainage of the surface, or the flow of artificial drains, the contractor shall provide for the same during the progress of the work in such a way that no damage shall result to either public or private interests. For any neglect to so provide for either natural or artificial drainage which he may have interrupted, he shall be held liable for .ill damages which may result therefrom during the progress of the -work. 103. Provision for Public Traffic. If it becomes neces- sary in the prosecution of the work to obstruct the public streets or sidewalks, and if it is practicable to carry on the work with- out closing these streets against all traffic it should be specified that The contractor shall make suitable and adequate provision for the safe and free passage of persons ahd vehicles by, over, or under the work, while in progress. Such provision to be made to the satisfaction of the engineer. E. A. F. 104. Contractor to Keep Foreman or Head Workman, and also Copy of Plans and Specifications on the Ground. Whenever work is visited by the engineer or his assistants or inspectors, the plans and specifications should be available for examination and if instructions are to be given for the further prosecution of the work or for any changes or corrections, some responsible person should always be present who is authorized to receive such instructions for the contractor, as his agent. In this case the instructions given to this agent have all the legal force which they would have if given directly to the con- tractor. This clause may read as follows : At all times when work is in progress, there shall be a fore- man or head workman on the grounds, and also copies of the plans and specifications. Instructions given to such foreman or head workman shall be considered as having been given to the contractor. E. A. F. 105. Cost of Examination of Completed Work. When- ever the engineer desires to examine work which has been com- pleted in v/hole or in part, this examination involving the tear- ing dov such certificate shall have been issued, the contractor shall again become responsible for all damage that may be caused by the action of the water, in the same manner as is specified above. If such appraisal of the engineer is not satisfactory to the contractor, the said contractor shall so state in writing to the aqueduct commissioners, and, thereupon, a board of arbitra- tion, composed, first, of the chief engineer, or of such other person that the aqueduct commissioners may designate ; second, of a person selected by the contractor ; third, of another person to be designated by the other two, shall proceed to appraise the cost of such damage, and their decision shall be final and bind- ing on both parties, provided it is the unanimous decision of the three members of the said board; but if the said decision is not unanimous, the appraisal of the chief engineer shall stand and become final and binding to both parties.^ And, on the certificate of the aqueduct commissioners that the said ap- praisal has been made in accordance with the stipulations of this agreement, the amount of said appraisal shall be paid to the contractor. And the said appraisal, whether made by the chief engineer or by the said board of arbitration, shall include only the cost of the actual work done to repair the damage, and shall not include any alleged loss of profit or other loss due to the delay caused by such repairs, but an extension of time shall be granted to the contractor for the performance of his contract, equivalent, in the opinion of the engineer, to the loss of time due to the interruption of the operations of con- struction on account of the said work of repairs. The contractor is to do all the draining and pumping which shall be necessary for keeping the work free from water, and if at any time the engineer is of the opinion that, in order to maintain the slopes and sides of the excavations in proper order, it is necessary to remove the water from the ground out- side of the limits ot the excavations, the contractor shall, at his request, sink the necessary pipes or wells to intercept the water, and place, maintain and work such pumping or other exhaust- ing apparatus as shall be sufficient to properly maintain the said slopes and sides. The cost of furnishing the necessary appliances and machin- ery, of working them, and of doing all the work connected with draining and pumping operations, is to be included in the pricps bid for the various kinds of work which the draining and pumping operations are intended to protect. A. F. ' Thi'! is a new departure in arbitration proceedings, but it has many thines to rei- ommend it.- Author. 136 ENGINEERING SPECIFICATIONS. SPECIFICATIONS FOR CEMENT MORTAR, CON- CRETE, AND MASONRY. (For TT. S. Engr. Corps Specifications, see Appendix B., page 515.) 129. Cement Mortar.^ There are in general two kinds of cement in common use in America, namely, Portland or artifi- cial cement and natural cement. Portland cement- is an artifi- cial mixture of lime and clay properly burned and ground. Natural cement is made by burning the natural rock which <:ontains approximately the proper ingredients, and grinding the calcined product. Portland cements are known by their various manufacturer's names or brands, and are mostly im- ported from Germany, France and England. Recently a num- ber of manufactories have been established in America. Nat- ural cements are usually known under a geographical name, in-' dicating their place of manufacture, as Rosendale cement, made on the Hudson river; Louisville cement, made on the Ohio river in the vicinity of Louisville ; Utica cement, made at Utica in the northern part of the state of Illinois ; Milwaukee cement, etc. In general the Portland cement costs about three times as much as the natural cements and it has three or four times the strength of these. It is common to require a tensile strength of from 300 to 400 pounds per square inch for Portland ce- ments, which have hardened one day in the air and six days in water, and about lOO pounds per square inch tensile strength for natural cerq^nts, similarly treated. The Louisville cement is quick setting, and a very fair test may be obtained of its strength in twenty-four hours, in which case a tensile strength of from 60 to 80 pounds per square inch may be specified, the briquettes being allowed to remain one hour in the air, and twenty-three hours in water. ' The reader is referred to the author's work on The Materials of Construction (J. Wiley & Sons, New York"), for an extended description of the methods of manu- facture of the different kinds of cement, the theory of their setting and hardening, the standard methods of testing cements and mortars In this and in other countries, and various proposed improvements in these methods. The manufacture of Portland cement has increased so rapidly in America within the last few years that it would seem we would soon be able to make all we require. The quality of the American cement is also fully up to that of the best foreign brands. SPECIFICATIONS FOR CEMENT MORTAR, ETC. 137 The strength of cement and cement mortar depends greatly on the fineness of the cement. This is usually tested by pass- ing it through a sieve of from 50 to 100 meshes per lineal inch, having from 2,500 to 10,000 meshes per square inch. The 100 mesh sieve is much to be preferred, and is usually specified in the case of Portland cement, since probably only the particles which would pass through such a sieve are really efficient or active in the process of hardening, the coarser parts being inert, or as so much sand.^ A cement mortar is a thorough mixture of sand with cement, first in a dry state, usually in the proportion of one of cement to two of sand by measure, with natural cements, and one of cement to three or four of sand when Portland cement is used. After these ingredients have been effectually mixed, sufficient water is added to reduce the composition to the desired con- sistency. It is important that the sand should be clean, o ; free from all earthy ingredients. It is common also to specify that it shall be sharp ; that is to say, the grains should not be too much rounded. Ocean beach sand is apt to be very much worn, and not sharp in this sense. River or bank sand is usually preferred on this account. In specifying the proportions of sand and cement to be used in making up a cement mortar, it is customary simply to name so many parts of sand to one part of cement, by nleasure. It would, as a rule, be inconvenient to determine this ratio by weight, but a determination by "measure is subject to serious objections. For instance, a barrel or original package of ce- ment, when dumped or turned out upon a mixing platform in a loose and fluflfy condition will have nearly 50 per cent. more, volume than it had in the original package. It is necessary, therefore, in order that the rieaning of the specifications shall be clear, to indicate whether the proportions by volume shall be taken with the cement in the original package, or in a loose state, after having been emptied from such package. It is per- haps more convenient to measure the cement after it has been emptied from the original package. In any case the engineer * It is now known (1898) that only those particles of cement which are impalpable dust, and finer than can be tested by anj sieve, are the active porlions in the process >f hardening. The grains of sensible size simplj serve as so much sand. 138 ENGINEERING SPECIFICATIONS. should decide which method he proposes to adopt, and reveal this decision in the specifications themselves. It is not suffi- cient to say tliat one barrel of cement shall be used for so many barrels of sand, thinking thus -to have the cement measured in the original package, since American cement is commonly de- livered in sacks, and to get it into a barrel it would require the measurement of the cement in a loose condition. One barrel or four bags of cement may be taken as equal to four cubic feet in volume. The following specification for the making of ce- ment mortar is satisfactory in every respect, except that it does not indicate whether the cement is to be measured in the origi- nal package, or in a loose condition : Mortar shall be composed of one measure of cement and two measures of sand, and shall be mixed on a tight platform as . follows : One measure of sand shall be evenly distributed on the platform ; and one measure of cement shall be distributed on the sand, and a second measure of sand shall be distributed on the cement. The sand and ;ement shall then be thoroughly mixed in a dry state, being turned over with shovels until this is accomplished. Water shall then be added in a sufficient quantity to convert the sand and cement into a mortar which will stand in a pile and not be fluid enough to flow. During the application of the water the mass must be constantly turned with shovels, so that the mortar will be of uniform consistency. O. B. For determining proportions of cement and sand the follow- ing specifications of the Boston waterworks is recommended : In preparing mortar and concrete, the cement, sand and stone shall be mixed in the proportions by volume herein specified. The cement shall be measured when so compacted that 300 pounds of dry natural cement or 380 pounds of dry Portland cement have a volume of 3.6 cubic feet. The sand and stone shall be measured when not packed more closely than by throw- ing them in the usual way into a barrel or box. 130. Cement Concrete.^ Cement concrete is usually com- posed of cement mortar as described in the previous artioJe, mixed with broken stone. It may, however, be composed of cement mortar mixed with gravel. If gravel can be procured free from earthy matter, varying in size from coarse sand to ' For complete 8pea;flcations for a Concrete and Steel Bridge, by Edwin Thatcier, see Engineering News, September 21, 1899, p. 184 SPECIFICATIONS FOR CEMENT MORTAR, ETtt 139 Stones not more than about two inches in diameter, it would serve a better purpose in the manufacture of concrete than does broken stone. Experiments have shown also, that when stone • is broken in a stone crusher and not screened, so that all the finer parts remain in, including the stone dust, a stronger con- crete results than with the use of the same quantity of screened stone. The ideal cement concrete is such a mixture of material of graded size, from the largest used down to the finest sand, as will make a nearly solid mass, when properly mixed. This may then be solidified by uniting with it such an amount of finely ground cement as will serve to completely coat each and every particle of sand, gravel, or stone, and fill the small voids remaining after the graded materials have been thoroughly and ' uniformly mixed. Since crushed rock is always angular it will be often impossible to make as solid a concrete mass with it as can be made by the use of gravel. When gravel is used it is best to have it screened to a series of regularly graded sizes, and then such proportions of each successive smaller size used as will serve to fill the voids in the larger size. The cement finally fills the voids between the small sand grains. The sand and cement should always be very thoroughly mixed dry, then the coarser material should be thoroughly wet and the excess of water drained off, after which the mixed sand and cement should be incorporated with the moistened gravel or rock, and a sufficient amount of water added while the mix- ing is- in progress as will reduce the entire mass to the proper consisteiicy. The most effectual mixing can be done by ma- chinery, but it is more commonly done by hand. Perhaps the best cement mixer is a cubical box rhounted on trunions at its diagonally opposite corners into which the proper proportions of the constituent parts, including the water, are placed and the whole given a certain number of revolutions. There arc various kinds of continuous mixtures into which the proper proportions of the several ingredients are thrown somewhat at random, and from which the concrete is supposed to continu- ously fall upon the work in a properly mixed condition. This 140 ENGINEERING SPECIFICATIONS. method is probably fully equal to hand mixing, but is not as satisfactory as the use of the cubical box above described. Concrete should always be laid in courses of from six to nine inches in depth, and thoroughly rammed in place in order to compact it effectually. If several courses are to be laid in order to obtain the required depth of concrete, one course should follow another as rapidly as possible, in order that they may become effectually joined, and form finally one monolithic mass. The amount of water should be jiist sufficient to cause it to flush to the surface by hard ramming. When the work is interrupted at the end of a day, and other courses of con- crete are to be laid the following day, and especially when Sunday intervenes, the top of the concrete should be covered and kept v/et, and when the next course is laid the top surface of the former should be thoro'ughly water-soaked, and all earthy matter removed from it. Masonry or other heavy weights should not be laid upon con- crete until it has been allowed to harden, usually as much as twenty-four hours. In the case of quick setting natural ce- ments, however, twelve hours may be sufficient. Since successive freezing and thawing will prevent the ulti- mate hardening of cement mortar, it is customary to prescribe that no masonry or concrete in which cement mortar is em- ployed shall be laid in freezing weather. It is a well estab- lished fact, however, that Portland cement mortar is not in- jured by freezing if it remains in a frozen condition for a con- siderable length of time. Again, when the temperature is not too low, but below freezing, freezing of the mortar may be pre- vented by adding salt to the water in making the mortar, or the ingredients of concrete may be heated so that the concrete will have set before freezing can take place. The following specification for cement concrete includes as a constituent part of it the specification for cement mortar in the previous article. That which is given below is supposed to follow directly upon 'the previous quotation, the whole con- stituting a specification for cement concrete: The broken stone shall be wetted down and then thoroughly mixed with the mortar by turning it over with shovels; no SPECIFICATIONS FOR CEMENT MORTAR, ETC. 141 more stone shall be used than can be covered on all surfaces with mortar, and the proportion of broken stone in the con- crete must not exceed five measures of stone to one measure of cement. All material must be actually measured in bulk. Concrete must be mixed in small and convenient quantities and immediately deposited in the work. It must be carefully placed, and not dropped from any height. It shall be laid in sections, and in horizontal layers not exceeding nine (9) inches in thickness, and it must be thoroughly rammed until the stone is covered with mortar and a film of water appears on the sur- face. In no case shall con:rete be permitted to remain in th? work if it has begun to set before the ramming is completed. When concrete is properly made the whole mass becomes one stone when it has set, and it is very important that it shall be deposited continuously in the work. All surfaces upon which concrete is to be laid must be wetted before the concrete is deposited. Plank or timber forms must be provided when necessary to confine the concrete to the shape and dimensions shown on the plans. Before any weight is placed on concrete it shall have as much time to set as can conveniently be allowed, and in no case less than twelve (12) hours. In cold weather material for concrete shall be heated as di- rected by the engineer. The engineer will issue special instructions for concrete which is to be deposited under water. O. B. The following method^ of making concrete by using sea- washed gravel of standard sizes as obtained from graduated screens has given most excellent results. In this mixture there were three grades of sand and gravel employed, namely, fine sand, coarse sand, and small gravel stones up to one-fourth of an inch in diameter, and large gravel from one-half to two inches in diameter. The proportions were one part cement, two parts fine sand, four parts coarse sand and small gravel, and eight parts of the larger gravel, making in all one part of cement to fourteen parts of sand and gravel, by measure. The cement and fine sand were mixed dry. The two grades of gravel were then thoroughly mixed and saturated with water, the surplus water being allowed to drain off. The dry mixture of cement and sand was then uniformly spread over the wet gravel and thoroughly mixed with it. The water which remained adhering to the gravel was found sufficient to ' See-article by C. H. Platte, C. B. in Engineering News of February HI, lb95. 142 engii;eering specifications. moisten the cement, and also to insure a uniform distribution of such water through the mass. The mixture was then de- posited in place and thoroughly rammed, and it was found to give a very solid and strong concrete. It was found that three and one-half barrels of cement were used for each four and one-half cubic yards of concrete in place. It is said that the concrete was equal in every particular to that made of one part of cement, three parts sand, and five parts broken lime stone. This species of concrete was used in the foundations of the New York and Brooklyn bridge, and also on some of the New York city cable railways. This mixture comes very near being the ideal concrete for both solidity and economy. The following specification for "cyclopean masonry" was used by the Jersey City Water Supply company in 1902 for the building of a concrete masonry dam. The author regards this as an ideal specification for monolithic construction in large masses. The cement was furnished by the owner ; the prac- tice enables the engineer to vary the mixtures and the pro- portions at pleasure. Cyclopean Masonry shall be used for substantially the whole of the dam including the cut-off walls and the overflow channel to the end of the curve, but not including the exposed down- stream face of the dam and overflow. This masonry shall con- sist of the largest rubble stones which can be gotten out and handled economically from the quarry, laid in cement mortar or concrete, the cement being furnished by the company. Large and well shaped stones shall be selected for the up- stream face of the dam and for the downstream face of the dam below grade 2451..5. These stones shall be laid in full beds of rather wet mortar, care being taken that it fills all spaces. All stones shall be jarred into position and shall not be raised after once being placed ; smaller stones, or spalls, may be embedded in the mortar to fill up large spaces and to prepare the bed for the largest stones. All stones shall be well bonded, one-third being headers extending at least fovir feet into the wall. All exposed joints shall be flushed full of mortar and after- wards raked out to a depth of two inches and pointed with neat Portland cement. The interior portion of the dam shall be laid with large blocks of irregular shaped rubble embedded in concrete; this concrete shall be composed of cement, stone and ballast as above specified, and of proportions to be determined. The SPECIFICATIONS FOR STONE. J43 outside stones of the dam shall be kept built higher than the inside ; concrete shall then be mixed very wet and dumped in a low spot ; large stones shall then be lowered as close as practi- cable together into this soft concrete and allowed to settle to place, care being taken to see that all joints are filled. Light rammers shall be used to joggle the concrete and insure its flowmg into all cracks and crevasses and making an absolutely monolithic mass. No trowel work will be expected or allowed on the interior masonry of the dam. The stones may be as irregular in dimensions and shape as the quarry can provide, but care shall be taken to secure a good bond and break joints, both vertically and horizontally, and good judgment shall be exercised in distributing the larger stones in equal proportion to all parts, and the longer stones as binders. In spaces large enough to admit a smaller stone being em- bedded in the concrete, this shall be done; the object being to secure a monolithic mass of stone and concrete, with as large proportions of stone as it is possible to secure, and a wall as nearly impervious to water as it is possible to. make it. The price of Cyclopean masonry shall include the furnish- ing, loading, transportation, and laying of the stone, ballast and sand, the mixing of the concrete, the handling of the ce- ment which will be furnished by the company, and all labor and material necessary to complete the work as above specified. R. H. When concrete is used for the purpose of making a wall im- pervious to water, it must be made of small gravel or small broken stone, and it must be unusually rich. That is to say a large excess of mortar must be employed. With these precau- tions, with proper care in laying, it is possible to make a prac- tically water-tight wall of cement concrete. Such a wall or partition may be constructed between two rubble stone walls, the concrete core being relied on to make the wall practically water-tight. 131. Specifications for Stone. The following specifica- tions for stone to be used for various purposes are those in use by the Chicago, Milwaukee & St. Paul Railway. While cer- tain qualities of stone are here specified, no method is pre- scribed for determining these qualities. The qualities of build- ing stone are often examined by means of laboratory tests for strength, specific gravity, and for effect of freezing, and also 144 ENGINEERING SPECIFICATIONS. by chemical and microscopic tests to determine composition and structure. While such tests have considerable value in the absence of any knowledge from experience, they do not take the place of that kind of knowledge which is obtained from having observed the strength and weathering qualities in actual structures which have been long exposed to the action of the elements. It is always desirable, therefore, to have stone from quarries of established reputation, the products of which have long been upon the market. For this reason where stone spec- ifications are prepared for a given locality, the engineer may inform himself of the most available kind of stone to be used at that place, and may specify two or three alternative varieties, by naming the quarries. Evidently this would not be practica- ble where general specifications are prepared for ari entire railway system of such large extent as that of the Chicago, Milwaukee & St. Paul. For this system the specifications read as follow s : Stone. — Bridge, block rubble and common rubble stone must be of sound and durable quality, free from flint seams, powder cracks, dry and incipient cracks, flaws and other imperfections, and of such character as will resist the action of the weather without injury to the masonry in the climates traversed by the railway company's lines. All stone, except riprap, shall have its top and bottom beds approximately parallel to each other and to the natural quarry beds, and shall be approximately rectangular in shape with sides perpendicular to its beds. Bridge stone shall be fiom 14 inches to 24 inches thick, from 4 feet to 7 "feet long, and from 2 feet to S feet wide ; but in no case shall its length be less than two and one-half times its thickness, nor its width be less than one and one-half times its thickness. Block rubble stone shall be from 8 inches to 14 inches thick, 2 feet to 5 feet long, and not less than 18 inches wide. Common rubble stone shall not be less than 6 inches thick, 16 inches long, and 10 inches wide. ^ Riprap must be of sound stone of such quality that will not disintegrate under the action of the weather. It shall be of random size and shape, none to be less than 20 pounds in weight, and the majority such as can be handled by one man, but no stone to be larger than can be handled by two men without the use of a bar. SPECIFICATIONS FOR STONE MASONRY, WJ The engineer reserves the right to specify the quarry and tne particular ledge in the quarry from which the stone shall be supplied. The stone may be inspected before or after shipment from the quarry, at the option of the railway company, and in the former case the contractor shall furnish the inspector with full facilities for examination of the stone. The engineer reserves the right to accept or reject any or all of the stone for want of conformity with these specifications at any time previous to its being paid for in full by the railway company, notwithstanding that it may have been previously passed upon by the inspector, and in case of such rejection the title to the stone shall be in the contractor, and he shall be charged freight on the same at regular tariff rates. O. B. 132. Stone Masonry. It is not safe for the engineer to undertake to designate a particular class of masonry by a par- ticular name, without entering in the specifications a full de- scription of the same. The names of classes of masonry are too indefinite and are used in too many senses to make it sa.'^e to pursue such a course. The engineer should, therefore, de^ scribe in considerable detail exactly the kind of masonry con- struction he desires, and he need not give to such masonry any particular class name. If he does use class names, he should define them clearly in the -body of the specifications. Specifi- cations will be given below for several different kinds of masonry. In laying masonry and in writing the specifications for the same, three particular ends should be constantly in mind. These are: (a) evenness and equality of bearing in support- ing the superimposed load; (&) so far as possible an entire absence of voids or openings in the body of the work ; and (c) so effectual a bonding of the mass as to cause it to act so far as possible as a monolithic structure. If the masonry occu- pies a prominent situation so that its appearance is a matter of importance, the exterior surfaces may be made to conform to any desired plan. The following specifications are thought to be self-explanatory. They are the- general specifications for bridge masonry used by the Chicago, Milwaukee & St. Paul Railway. While these specifications do not require a very expensive grade of v/ork, if fairly carried out they will produce 10 146 ENGINEERING SPECIFICATIONS. permanent monolithic structures of great strength, provided a good quality of stone and cement have been employed, the specifications for which are issued separately. Bridge Masonry. — All masonry shall be built according to the plans and instructions furnished by the engineer, and when built by contract will be measured, estimated, and paid for by the cubic yard, and only to the amount of cubical contents of the same as planned and laid out. All masonry built by contract shall be subject to the super- vision of an inspector whose duties it shall be to see that the requirements of these specifications are complied with, but his presence shall in no way or in any degree lessen the responsi- bility of the contractor or his obligations. The stone used in bridge masonry shall be of the quality and dimensions described and known as bridge stone in this company's specifications for stone. The stone shall be carefully cut and dressed, forming headers and stretchers, which must be laid in regular horizontal courses in good cement mortar, with beds and builds level, the end and side joints vertical and broken at least fifteen (15) inches. All foundation or footing courses must be made of select large stones not less than eighteen (18) inches in thickness and having a superficial area of at least fifteen (15) square feet. No course of stone shall be less than fourteen (14) nor more than twenty- four (24) inches in thickness and each course shall be continuous around and through the wall, the courses decreasing, when at all, regularly in thickness from the bottom to the top of the wall. Face stones shall be composed of headers and stretchers, and each stone in any course shall be of the exact thickness of the one adjoining rt. The outer surfaces are to be rock face, but the edges shall be brought to lines corresponding to the fin- ished dimensions of the masonry, and there shall be no pro- jections of over four (4) inches beyond these lines. The beds and joints of face stone shall be dressed back at least twelve (12) inches from the face of the wall and must be brought to a joint of not more than one-half (J^) an inch when laid. The under bed must extend to the extreipe bade of the stone ; no overhang whatever will be allowed. Stretchers shall not be less in length than two and one-half (2i/$) times their height, and no stone shall have a less width than one and one-half (ij4) times its thickness. Headers at least four (4) feet long, when the thickness of ePECIFICATIONS FOR STONE MASONRY. 147 the wall will permit, shall be put in frequently to bond the wall, and they shall be so arranged that the headers of any course shall fall between the headers of the course immediately below it. There shall be one header to every two (2) stretchers, and they shall, as far as practicable, hold the size back into the heart of the wall that Ihey show in the face. When the walls do not exceed four (4) feet in thickness headers must run entirely through the wall, and in pier work a number of them shall extend through, even though the walls are of a greater thickness than this. When walls exceed four (4) feet in thickness, there shall be as many headers of the same size in the back of the wall as in the face, and so arran^'ed that a header in the rear of the wall shall be between two headers in the front. The backing and interior of the walls shall be of large, well shaped stone of a thickness equal to that of the corresponding face stone. No voids over six (6) inches in width shall be left between these stone, and all such void must be filled with small stones and spalls thoroughly bedded in cement mortar or grouted. When the masonry is completed, it must contain no voids, and must be, as nearly as practicable impervious to water. When weep holes are necessary, they will be ordered by the engineer. All stones shall be prepared by dressing and hammering before they are brought on the wall, and must be so shaped that their bearing beds will be parallel to their natural beds. No heavy hammering will be allowed on the wall after a course is set, and should any irregularities occur, they must be care- fully pointed off. Each stone must be laid on its broadest bed without the use of chips, pinners or levelers, in a full bed of mortar, so that no stone shall bear upon another stone at any point without a mortar joint intervening. Care must be taken not to injure the joints of stone already laid. Should a stone be moved or the joint be broken the stone must be taken out, the mortar thoroughly cleaned from, both the stone and the masonry and the stone .then reset. The stones in each course shall be so arranged as to form a proper bond with the stones of the course immediately beneath it, and in no case shdl this bond be less than fifteen (15) inches. Both the stone and the masonry must be kept free from all dirt that will interfere with the adhesion of the mortar or ce- ment to the stone, and in warm weather the stone and the masonry must be wet with clean water just before laying. When masonry is built in freezing weather, the masonry 148 ENGINEERING SPECIFICATIONS. and stone, must be thoroughly freed f lom ice or frost by using salt and hot water, and where practicable, the stone must be held over a fire just before being set. The top surfaces of coping stones of abutments and piers are to be rough cut to a true plane, and the surfaces where the bed plates of iron bridges rest shall be bush hammered and made level. When the track is on a grade or curve, the eleva- tion both for the curvature and grade will be provided for in the ironwork. Under no circumstances will the masonry be cut "on an incline for this purpose. The front face and top of all mud walls shall be rough cut to a true plane. Whenever it may be necessary to remove any part of the present masonry in extending abutments or piers for second track work, it shall be stepped back so as to insure a sufficient bond between the new and the old work, so as to break joints nowhere less than twelve (12) inches. O. B. The following specifications for different classes of masonry are taken from the standard specifications used by the Penn- sylvania Railroad Company. In these specifications three separate classes of masonry are recognized, and for any partic- ular piece of work, it becomes ne?ess?ry to specify only the class of masonry which shall be used in these general specifi- cations : Detailed plans will be prepared by the engineer for each structure, and copies of the same furnished to the conaractor before the commencement of the work. All stone used for the different classes of masonry must be sound, durable and not liable to be affected by the weather, and shall be subject to the approval of the engineer. Maconry will be classified as follows: First-class bridge masonry shall consist of ranged rock work of the best description. The face stones shall be accurately squared, jointed and bedded, and laid in regular horizontal courses, not less than twelve inches in thickness, decreasing reg- ularly from bottom to top of the walls. They shall consist of headers and stretchers, and there shall be at least one header to every two stretchers, and they shall be so laid that, as nearly as practicable, the headers in each course shall divide equally, or nearly so, the spaces, between the headers in the course imme- diately below. Stretchers shall be not less than three feet long and sixteen inches in width. Headers shall not be less than three feet in length" and eighteen inches in width, and shall hold the size bacK into the heart of the wall that they show in the face. SPECIFICATIONS FOR STONE MASONRY. 149 When the walls do not exceed four feet in thickness the headers shall run entirely through, and when they exceed that thickness there shall be as many headers of the same size in the rear as in the front of the wall, so arranged that a header in the rear of the wall shall be between two headers in the front. Every -stone must be laid on its natural bed, and all stones must have their beds well dressed and made always as large 'as the stone will admit of. Mortar joints shall not exceed one quarter inch in width ; the vertical joints of the face must be in contact at least four inches, measured in from the face, and as much more as the stone will admit of. The stone will be cut with pitched edges, but all corners, batir lines, steps and cop- ings must be run with a neat chisel draft of one and one-half inches on each corner, and the projections of the rock face must not exceed three inches beyond the face of the pitch or draft lines of the stones. The stones of each course shall be so arranged as to form a proper bond with the stones of the underlying course, and the bond shall in no case measure legs than one foot. Stretchers shall in no case have less than six- teen inches bed for a twelve inch cor.rse, and for all courses above sixteen inches in thickness, at least as much bed as face. The whole of the masonry shall be laid in cement moi tar, each stone being carefully cleaned and dampened before setting and each course shall be thoroughly cemented before the succeed- ing course is laid. No hammering on the wall will be allowed after the course is set ; if any irregularities occur they must be carefully pointed off. The backing shall consist of stones with beds dressed to one-half inch, and of a thickness equal to that of the corresponding face stones ; they shall be laid in full ce- ment mortar beds, so as to break joints and thoroughly bond the work in all directions, and 011 the completion of each course the space between the large backing stones (none of which spaces will be over six inches wide) shall be filled with small stones and spalls, thoroughly bedded in cement mortar or grouted. All foundation courses must be laid with select large stones not less than eighteen inches in thickness, nor of less super- ficial surface than fifteen square feet. All bridge seats, steps and tops of walls should be- finished with a coping course of such dimensions and projection as may be ordered by the engi- neer, dressed and cut to a true surface on top and on the show- ing faces and in conformity with diagrams for the same, which' shall be furnished by the engineer. If required, all copings shall be fastened tbgether with clamps of iron. First-class arch masonry shall be built in all respects in accordance with the above snecificatibns for first-class bridge masonry. The ring stones shall be dressed to such size and 150 ENGINEERING SPECIFICATIONS. shape as the engineer may determine, and of the thickness shown on the plans. The joints tnust be made on true radial lines, and the face of the sheeting stones must be dressed to make close joints. The ring stones and arch sheeting stones shall break joints not less than one foot. The wing walls shall be neatly stepped in accordance with the drawings furnished, with selected stones the full width of the wing and not less than fourteen inches thick, and no stone shall be covered less than twelve inches by the one next above it. The parapets shall be finished with a coping course of full width of parapet, with such projection as may be directed by the engineer; the coping to be not less than fourteen inches thick and to be fastened together with wrought iron clamps. Second-class bridge masonry shall consist of broken or ran- dom range work of the best description. The face stones shall be dressed to a uniform thickness throughout before being laid, but not hammered, and shall be laid with horizontal beds and vertical joints on the face. No stone shall be less than eight inches in thickness, unless otherwise ordered by the engineer. There shall be at least one header to every three stretchers, and both headers and stretchers shall be of similar size, when the thickness of the wall will admit, but neither shall be less than three feet in length and fifteen inches in width. The same arrangement of headers shall be required as is specified for first-class bridge masonry. Mortar joints shall not exceed one- half inch in thickness. All corners and quoins shall have hammer-dressed beds and joints. All corners and batir lines shall be run with an inch and a half chisel draft. The vertical joints of the face must be in contact at least four inches, meas- ured from the face, and as much more as the stone will admit of. The work need not be laid up in regular courses, but shall be well bonded. The stones shall be cleaned and dampened before setting and shall be laid in cement mortar. The back- ing shall consisf of stones of the same thickness as the adjacent face stone, laid in full cement mortar beds with good joints and bonds, and the spaces filled with spalls, thoroughly bedded in cement mortar, or grouted, as specified for first-class bridge masonry. Bridge seats, steps and tops of walls shall be coped in the same manner as specified for first-class masonry. Stones in foundation courses shall be of not less than twelve inches thickness and ten square feet of surface. , Second-class arch masonry shall be laid in cement mortar, and shall be of the same general character and description as second-class bridge masonry, with the exception of the arch sheeting, for which proper stones shall be selected that shall have a good bearing throughout the thickness of the arch, and shall be well bonded and be of the full depth of the arch. No SPECIFICATIONS FOR STONE MASONRY. 151 Stone shall be less than six inches in thickness en the intrados of the arch. The ring stones of all arches shall conform to the specifications for first-class arch masonr)'. Third-class masonry shall be laid dry, or in lime or cement mortar as may be directed by the engineer. It shall be formed of good quarry stones, laid upon their natural beds, and roughly squared on the joints, beds and faces, the stones breaking joints at least six inches, and with at least one header for every three stretchers. No stone shall be used in the face of the wall less than six inches in thickness, or less than twelve inches on the least horizontal dimensions. Headers shall be at least three feet long, or extend entirely through the wall. The ends of all walls shall be dressed and finished in accordance with the plans. The stones in the foundations must not be less than ten inches in thickness, and shall contain not less than ten square feet surface, and each shall be firmly, solidly and carefully laid. In box culverts the top courses of the side walls shall ex- tend entirely across the walls, and the covering stones shall have a bearing of at least one foot on each wall. The thickness of covering stones shall not be less than ten inches for two feet openings ; not less than twelve inches for three feet openings, and not less than fifteen inches for four feet openings. Unless built on timber foundations reaching entirely across the open- ing, the space between side walls of box culverts must be paved with stone, set on edge, not less than eight inches deep, and well secured at the ends with deep curbing. P. Ry. 133. Specifications fcr Stone Masonry for a Large Stone Dam. The following specifications for stone masonry are those which were used in the construction of the new Croton dam. New York city, 1892. They are commended especially for their securing a most efficient, solid, and impervious grade of work, at a minimum cost. Thus the body of the dam, com- posed of rubble stone masonry laid in cement mortar, thor- oughly bonded, and made entirely solid, cost from $3.40 to $4.00 per cubic yard, the cement mortar being one of Rosen- dale cement to two of sand, the stone having to be hauled about one mile. Another significant feature of these specifications is the pay- ing for the face dressing per unit of surface in addition to the standard price per cubic yard, the matter of this face dressing being left until the work is executed. In this way such small 152 ENGINEERING SPECIFICATIONS. details need not be determined in advance and indicated upon the drawings. Stone Masonry. — All stone masonry is to be built of sound, clean quarry stone of quality and size satisfactory to the engi- neer; all joints to be full of mortar, unless otherwise specified. Dry rubble masonry and paving are to be laid without mortar, and are to be used for walls, for the slopes of the dam embankments, and at any other place that may be designated. This class of masonry is to be of stone of suitable size and quality, laid closely by hand with as few spalls as practicable, in such manner as to present a smooth and true surface. The work is to be measured in accordance with the lines shown on the drawings or ordered during the progress of the work. The stones used must be roughly rectangular; all irregular projec- tion and feather edges must be hammered off. No stone will be accepted which has less than the depth represented on the plans or ordered. Each stone used for paving must be set solid on the foundation of broken stone or earth and no inter- stices must be left. In the dry rubble masonry walls, large stones must be used, especially for tli; faces, and the walls must be bonded with frequent headers, of such frequency and sizes as shall be ap- proved by the engineer. Riprap may be used in connection -vgith the protective work, and wherever the engineer may order it. It shall be made of stone of such size and quality and in such manner as he shall direct, and must be laid by hand. After the slopes which are to receive the paving have been dressed, a layer of broken stone is to be spread as a foundation for the paving, wherever ordered. The broken stones must be sound and hard, not exceeding two inches at their greatest diameter. Broken stone, not exceeding one inch in diarpeter, may be used for 'forming roadways; it is to be spread to such thickness as ordered and heavily rolled or rammed. Broken stones may be used also wherever the engineer may direct, rolled if so directed, and paid for under this head, except the broken stone used for making concrete, the cost of which is included in the price hereinbefore stipulated for concrete laid. Rubble stone masonry is to be used for the central part of the dam, for the overflow, for the center walls of the earth embankments, for most of the structures and appurtenances of the dam, and wherever ordered by the engineer. Rubble stone masonry shall be made of sound, clean stone of suitable size, quality and shape for the work in hand, and presenting good beds for materials of that class. Especial care must be taken to have the beds and joints full of mortar, and SPECIFICATIONS FOR STONE MASONRY. 153 no grouting or filling of joints after the stones are in place will be allowed. The work must be thoroughly bondea. The faces of the rubble stone masonry, especially the up-stream face of the walls, shall be closely inspected after they are built, and if any mortar joints are not full and flush, they shall be taken out to a depth of no less than three inches or more, if so ordexed, and repointed properly. A large quantity of rubble stone masonry in mortar is to be used in the construction of the central part of the dam and of the center wail and overflow. The stones used therein must be sound and durable; they must have roughly rectangular forms, and all irregular projec- tions and feather edges must be hammered off. Their beds, especially, must be good for materials of that class, and present such even surfaces that, when lowering a stone on the level surface prepared to receive it, there can be no doubt that the mortar will fill all spaces. After the bed joints are thus se- cured, a moderate quantity of spalls can be used in the pre- paration of suitable surfaces for receiving other stones. All other joints must be equally well filled with mortar. The quality of the beds is to regulate, to a large extent, the size of the stones used, as the difficulty of forming a good bed joint increases with the size of the stones. Various sizes must be used, and regular coursing must be avoided, 'in order to obtain vertical as well as horizontal bonding. The sizes of the stones used will vary also with the character of the quarries, but, especially in the places where the thick- ness of masonry is great, a considerable proportion of large stones is to be used. If the size and character of the stones, in the opinion of the engineer, shall admit of it, the joints (except the beds), instead of being filled with mortar, may, at his re- quest or on his approval, be filled with concrete made as here- inbefore specified, with the exception that the component materials be mixed in the proportion cf one part of cement to three parts of small stone or gravel of such size as the engineer shall direct, and thoroughly rammed, care being taken to use a moderate amount of water only which must be brought to the surface by ramming, such filling of joints with concrete to leave no vacancies and to be thoroughly made. If concrete is so used; the spaces left between the stones should not be less than six inches, in order that proper ramming can be obtained. No extra compensation shall be paid to the contractor for the use of such concrete, the cost of which is to be included in the price herein stipulated for the masonry in connection with which it is used. The exposed faces of the main wing wall, of road culverts. 154 ENGINEERING SPECIFICATIONS. of some of the walls and of any other rubble work that the engineer may designate, are to be made of broken ashlar with joints not exceeding one-half inch in thickness ; the stones not to be less than 24 inches deep from the face, and to present frequent headers. This face work to be equal in quality and appearance to the face of the breast wall in front of the iiew gate house at Croton dam (section i), and to be well pointed with Portland cement. This face work is to be paid for by the square foot of the superficial area for which it is ordered, in addition to the price paid per cubic yard of rubble stone masonry. Block stone masonry is to be composed mainly of large blocks and is to be used for the -steps of the overfall or for other steps, or whenever and wherever ordered by the engi- neer. It is to be laid in Portland cement mortar, well pointed, or may be ordered laid dry at the price stipulated in clause O, item (o). This stone, which is to receive the shock of water and ice, is to be especially sound, hard and compact, and of a durable character ; it is to be prepared to the dimensions given so that no joint will in any place be more than one inch wide. The outside arrises must be pitched to a true line. The outer faces of the masonry dam and of its gate cham- bers, of the overflow (except steps), and of any other piece of masonry that may be designated, are to be made of range ' stones, as shown on the plans, the stone to be of unobjectionable quality, sound and durable, free from all seams, discoloration and other defects, and of such kind as shall be approved by the engineer. All beds, builds and jojnts are to be cut true to a depth of not more than 4 inches, and not less than 3 inches from the faces to surfaces allowing of one-half inch joints at most ;' the joints for the remaining part of the stones not to exceed two inches in thickness at any point. All cut arrises to be true, well defined and sharp. Where this class of masonry joins with granite dimension stone masonry the courses must correspond, and the joining with arches and other dimension stone masonry must be ac- curate and workmanlike. Each course to be composed of two stretchers and one header alternately, the stretchers not to be less than 3 feet long; nor more than 7 feet long, and the headers of each successive course to alternate approximately in vertical position. The rise of the courses may. vary from bottom to top from 30 inches to 15 inches in approximate vertical progression, and the width of bed of the stretchers is not to be at any point less SPECIFICATIONS FOR STONE MASONRY. 155 than 28 inches. The headers are not to be less than 4 feet in length. This class of masonry, for the faces of the dam and gate chamber, including the headers, is to be estimated at 30 inches thick throughout. At other places that may be designed by the engineer, the size of the stones is to be established by him, and the facing stone masonry is to be estimated according to the lines ordered or shown on the plans. In no case are the tails of the headers to be estimated. The work to be equal in quality and appearance to the fac- ing stone masonry work built by the aqueduct commissioners for their masonry dam across the east branch of the Croton river near Brewster. All copings that may be ordered and the heads of the arches of the highway culverts, will be classed as facing stone mr.sonry. The price herein stipulated for facing stone masonry is to cover the cost of pointing, of cutting chisel drafts at all corners of the gate-house dam and other corners, and of preparing the rock faces; but if any six-cut or rough-pointed work is or- dered in connection with this class of masonry it shall be paid for at the prices therein stipulated for such work. The face bond must not show less than 12 inches lap, unless otherwise permitted. The pointing of the faces to be thoroughly made with pure Portland cement after the whole structure is completed ; unless otherwise permitted, every joint to be raked out therefor to a depth of at least two inches, and, if the engineer is satisfied that the pointing at any place is not properly made, it must be taken out and made over again. Granite dimension stone masonry must be made of first- class granite of uniform color, free from all seams, discolora- tion and other defects, and satisfactory to the chief engineer. It is to be used for the gate openings in the gate chamber, for the coping of the dam, for the gate-house superstructures and for the crest and first step of the overflow, and at any other place that may be designated by the engineer. The stones shall be cut to exact dimensions, and all angles and arrises shall be true, well defined and sharp. All beds, builds and joints are to be dressed, for the full depth of the stone, to surfaces, allowing of one-quarter (J4) inch joint at most. No plug hole of more than 6 inches across or nearer than 3 inches from an arris is to be allowed, and in no case must the aggregate area of the plug-hole in any one joint exceed one-quarter of its whple area. The stone shall be laid with one-quarter (J^) inch joints, 156 ENGINEERING SPECIFICATIONS. and all face joints shall be pointed with mortar made of clear Portland cement, applied before its first setting. All joints to be raked out to a depth of two inches before pointing. The pointing of all masonry, including the faces of the main body of the dam and of the center walls which are below the ground, is to be done thoroughly with Portland cement mortar, mixed clear where used for all exposed faces of brick and cut stone masonry of all kinds (including the rubble facing) ; and mixed for other work in such proportion as the engineer shall determine. The cost of all pointing is to be included in the price stipulated for the masonry to which it is applied. The exposed faces of the cut stone are to be finished in var- ious ways, in accordance with the various positions in which they are placed. They shall be either left with a rock or quarry face, rough-pointed, or fine hammered (six-cut work). The various classes of face dressing must be equal in quality and appearance to those on the sample in the office of the chief engineer. In rock face work the arrises of the stones inclosing the rock face must be pitched to true lines : the face projections to be bold, and from 3 to 5 inches beyond the arrises. The angles of all walls on structures having rock faces are to be defined by a chisel draft not less than i^ inches wide on each face. In rough-pointed work, the stones shall at all points be full *o the true plane of the face, and at no point shall project be- yond more than J4 inch, the arrises to be sharp and well de- fined. Each stone to have its arrises well defined by a chisel draft, which is included in the price for rough-pointed dressing. In fine hammered work the face of the stones must be brought to a true plane and fine dressed, with a hammer having six blades to the inch. , In measuring cut stone masonry, when the stones are not rectangular, thq; dimensions taken for each stone will be those of a rectangular, cubical form which will just inclose the neat lines of the same. The price herein stipulated for granite dimension stone masonry is to cover the cost of preparing the rock faces, of making thq chisel drafts, and of preparing all holes and recesses and grooves. No payment will be made for cutting grooves and recesses other than the price paid for the dressing of their surfaces, which are to be fine hammered. * For rough-pointed and fine-hammered (six-cut) dressing, a price per square foot of dressing will be paid in addition to the price per cubic yard of masonry, viz. : For rough-pointed dressing, the price stiplated in clause O, item (f), and for fine-hammered (six-cut) dressing, the price stipulated in clause O, item {s). SPECIFICATIONS FOR STONE MASONRY. 157 The exposed parts of the cut stone are generally to be pre- pared with rock face. The inside surfaces and copings are generally to be rough- pointed. All the gateways, grooves, sills, floors, and all other surfaces designated by the engineer are to Le fine-nammered. A. F. 134. Specifications for First-class Bridge Masonry. The following specification for first-class bridge masonry repre- sents the current practice of one of the leading American engi- neers : The face stones shall be laid in regular courses. Copings shall be cut twenty-seven (27) inches thick. Belting courses shall be cut twenty and one-half (zo^i) inches thick. Starling copings and footings shall be cut thirty (30) inches thick. No course shall be of less thickness than the belting courses ; no course shall exceed thirty-six (36) inches in thickness and no course except the coping and the course immediately over the footings shall be thicker than the course beneath. Face stones shall be of drab-colored stone from the quarries near Bedford, Indiana, or other stone of as good quality ac- ceptable to the engineer. Blue stone from the Bedford or other Oolitic limestone quarries will not be accepted. The up- stream cut-water stone in every course below El. 339 shall be of granite, and also the bridge-seat stones in the copings, as shown on the plans. The remaining coping-stones and the starling copings shall be of limestone of the same quality as the face stones. The entire masonry shall be built according to detail plans furnished by the engineer. The stones of each class shall be strong, compact, of uni- form quality and appearance, and free from any defects which in the judgment of the engineer might impair its strength or durability. All stones shall lie on their natural beds in the piers. Each bed of every stone shall measure at least thirty-six (36) inches in each direction, except that where the thickness of the course is less than twenty-four (24) inches the bed need not exceed one and one-half (ij^) times the thickness of the stone. The bottom bed shall always be the full size pi stone, and no stone shall have an overhanging top bed. Joints shall be broken at least fifteen (15) inches on the face. Stretchers shall not be less than four (4) nor more than seven (7)- feet long, and stretchers of the same width shall not 158 ENGINEERING SPECIFICATION& be placed together vertically; but this shall not be applied to stretchers where headers come centrally between stretchers. Headers shall be at least five (s) feet long wherever the thickness of the pier permits. They shall be at least three- quarters (34) their full width for the whole length. There shall be generally four (4) headers in each side of every course between shoulders and never less than three (3) and a like proportion in the curved ends. The face lines of each course shall be true, and the rise as fixed by the face lines shall not vary anywhere more than one- fourth (J4) inch from the true rise of the course. The upper and lower beds shall be truly parallel planes and cut to conform to the requirements for the face lines. Depres- sions of more than one-half (J4) inch below the plane of the beds shall not exceed one-tenth (i-io) of the area of the bed in limestone, or one-eighth (5^) of the area of the bed in granite. There shall be no depressions of more than two (2) inches below the plane of the beds. Joints shall be cut at right angles to the face and beds of the stone unless otherwise shown on special plans. The cutting for a.t least twelve ( 12) inches back from the face shall be the same as that required for the beds. The vertical joints of face stones shall not average more than one-half ( J^) inch and shall not exceed three-fourths ( J4) inch. The curved faces of the up-stream cut-water of all piers except Pier I shall be fine-pointed, with no projections exceed- ing one-half (yi) inch. The copings, including those over the pointed starlings, shall have all exposed surfaces, including the projecting portion of the lower bed, bush-hammered with true lines and surfaces. A four (4) inch draft line shall be cut on all vertical angles and around th© lower edge of the face of the belting course. The projecting portion of the lower bed of the belting course shall be bush-hammered. All other portions of the piers shall have a rough quarry face with no projections exceeding three (3) inches, the quarry face to average at least one and one-half (1J/2) inches from the pitch lines of the joints and never to run back from such pitch lines. The copings shall be cut with close joints throughout 'the whole course, according to special plans. No grab holes shall be made on the face of the copings or on the pointed work of the cut-water. All stones must be carefully cleaned and wet before setting, and no mortar beds shall be laid until the course below has been cleaned and wet. SPECIFICATIONS FOR STONE MASONRY. 159 Every stone shall be laid in a full bed of mortar and settled to a proper bearing, no levelers being allowed. The vertical joints between stones shall be filled with soft mortar worked in with a trowel and a long thin blade until the joints ate completely filled. The joints, both horizontal and vertical, shall be cleaned out to a depth of one and one-half ( ij^) inches and pointed in mild weather, the mortar to be driven in hard with a calking iron and the surface finished with a rounded tool. When masonry is laid in freezing weather such precautions shall be taken to prevent the freezing of mortar before setting as the engineer may direct. The stones of the curved up-stream starlings of Piers II, III, IV, V and VI shall be doweled into those of the course below with one and one-eighth (ij^) inch steel dowels extend- ing six (6) inches into each course, these dowels to be placed about ten (lo) inches back from the face and seven (7) inches on each side of each joint. The stones of the upper course shall be drilled through before setting, after which the holes shall be extended six (6) inches into the course beneath and cleaned out; a small quantity of mortar shall then be put into the hole, the dowel dropped in and pushed down and the hole filled with mortar and well rammed. The stones in the up- stream end of the buttress of Pier VI and those in the west face of the same for a distance of twenty (20) feet from the down-stream end shall be doweled in the same manner. The joints of the three courses below the coping shall be cramped with cramps of one (i) inch round steel sixteen' inches (16) long, the ends put four (4) inches into each stone. The backing, except for three courses below the coping shall be of concrete of the proportions of one (r) volume of cement to two and one-half (2j4) volumes of sand and five (5) volumes of broken stone. In the three courses immediately under the coping the back- ing shall be of limestone of the same quality used for face stone. cut to the same thickness, and the beds cut in the same man- ner. The spaces not occupied by the large stones shall not be more than one-sixth (1-6) of the area of the course inside of the face stones. These spaces when large enough to permit shall be fiUed with concrete similar to that used for backing in the courses below. Joints too small to be filled with concrete shall be filled with mortar of the same composition as used for setting face stone. The contractor shall submit to the engineer for approval course plans showing the dimensions of every large backing stone in these courses. In preparing these plans special attention shall be given to the bonding of the stones 160 ENGINEERING SPECIFICATIONS. under the bridge seat so that the superstructure load may be well distributed over the top surface of the concrete backing. The cement will be furnished by the bridge company, but the contractor will be held responsible for all waste or injury after it is delivered to him from the company's warehouse. Sand for mortar or concrete shall be clean, sharp, coarse river sand, or other sand of equal quality in the judgment of the engineer. Broken stone shall be of hard, sound, clean limestone. It shall be broken by machine and screened in a rotary screen which shall remove all dust and fragments which will pass through holes three-eights {}i) inch in diameter and all pieces exceeding one and one-half (i34) inches in diameter. In proportioning materials for mortar and concrete, one ( i ) volume of cement shall be taken to mean three hundred and eighty (380) pounds net; one (i) volume of sand or broken stone shall be taken to mean three and one-half (354) cubic feet packed or shaken down. Measurements of sand and broken stone shall be made in barrels or boxes. Measurements in wheelbarrows will not be permitted. In preparing mortar the specified amounts of cement and sand shall first be mixed dry to, a uniform color. The water shall then be added in such a manner as not to cause any wash- ing of the cement, and the mixing proceeded with until the mortar is thoroughly mixed and uniform in appearance. Wherever possible concrete shall be mixed with a machine approved by the engineer. Preference will be given to a ma- chine which will mix concrete in batches, the cement, sand and broken stone, measured as specified in paragraph — , placed in the machine and mixed dry, the proper amount of water then added and the mixing completed. When it is impracticable to mix concrete by a machine, it may be made by hand with the special permission of the engi- neer. The mixing shall be done on a. platform of boards or plank securely fastened together. The mortar shall first be made as above specified. The broken stone, previously wetted, shall then be added and the mortar and stone turned over with shovels until the mortar is uniformly distributed through the mass and every stone is coated with mortar. Concrete shall be deposited in the work in such a manner as not to cause the partial separation of the mortar and stone. It shall be spread in horizontal layers from six (6) to twelve (12) inches in thickness and thoroughly rammed. The ram- mers shall weigh at least twenty (20) pounds; the end area shall not exceed twenty (20) square inches. The consistence of the concrete shall be as required by the engineer from IJnu SPECIFICATIONS FOR STREET PAVEMENTS, ETC. 161 to time, but will generally be such that the concrete will quake under hard ramming. No mortar or concrete shall be used after it has begun to set ; when setting commences the material thus injured shall be immediately wasted. If in the opinion of the engineer the contractor fails to take due precaution against such injury, he will charge to the contractor, and deduct from the estimates the value of the cement in the wasted material. G. S. M. SPECIFICATIONS FOR STREET PAVEMENTS AND MATERIALS. 135. Specifications for Paving Brick Tests. The essential properties of a good paving brick are : (a) Strength to resist cross breaking; (&) strength to resist crushing; (c) toughness or strength to resist shocks and blows; (d) it must be com- paratively non-absorbent. Any brick which possesses these qualities in a high degree will also resist abrasion or wear sat- isfactorily. After some twenty years experience in the testing and use of paving bricks, it has been decided by the American Brick Manufacturers' Association, and by the committees of expert engineers which have considered these questions : First, that the various kinds of strength enumerated above under (a), (&), and (c) can all be satisfactorily shown by the rattler test, as described below. Second, That while the absorption test is useful for deter- mining the thoroughness of burning of a given clay, it cannot be used as a fixed criterion of rejection as between bricks burned from different clays without doing injustice to some of them, since a harmless percentage of absorption with one clay would be a dangerous percentage with another. The following standard rattler test of paving brick has been adopted by the American Brick Manufacturers' Association, in conjunction with an advisory board of engineers (of which the author was a member), and this specirication is not likely to be materially changed. It is the final result of an elaborate 11 162 ENGINEERING SPECIFIC ATIONa series of investigations, extending over several years, and with various types of apparatus : THE RATTLER TEST. Dimensions of the Machine. — The standard machine shall be 28 inches in diameter and 20 inches in length, measured in- side the rattling chamber. Other machines may be used, varying in diameter between 26 and 30 inches, and in length from 18 to 24 inches, but if this is done, a record of it must be attached to the official re- port. Long rattlers must be cut up into sections of suitable length, by the insertion of an iron diaphragm at the proper point. Construction of the Machine. — The barrel may be driven by trunnions at one or both ends, or by rollers underneath, but in no case shall a shaft pass through the rattler chamber. The cross-section of the barrel shall be a regular polygon, having fourteen sides. The heads shall be composed of gray cast iron, not chilled nor -case-hardened. The staves shall preferably be composed of steel plates, as cast iron peans and ultimately breaks under the wearing action on the inside. There shall be a space of one-fourth of an inch between the staves for the escape of the dust and small pieces of waste. Other machines may be used having from twelve to sixteen staves, with openings from one-eighth to three-eights of an inch between staves, but if this is done a record of it must be attached to the official report of the test. Composition of the Charge. — All tests must be executed on charges containing but one make of paving material at a time. The charge shall be composed of the brick to be tested and iron abrasive material. The brick charge shall consist of that num- ber of whole bricks or blocks whose combined volume most nearly amounts to 1,000 cubic inches, or 8 per cent, of the cubic contents of the rattling chamber. (Nine, ten or eleven are the number required for the ordinary sizes on the market.) The abrasive charge shall consist of 300 pounds of shot made of ordinary machinery cast iron. This shot shall be of two sizes, as described below, and the shot charge shall be composed of one-fourth (75 pounds) of the larger size and three-fourth (225 pounds) of the smaller size. Sise of the Shot.-^The larger size shall weigh about seven and one-half pounds and be about two and one-half inches square and four and one-half inches long, with slightly rounded edges. The smaller size shall be one and one-half inch cubes, weighing about seven-eighths of a pound each, with square corners and edges. The individual shot shall be replaced by SPECIFICATIONS FOR STREET PAVEMENTS, ETC, 163 new ones when they have lost one-tenth of their original weight. Revolutions of the Charge. — The number of revolutions of the standard test shall be i,8oo, and the speed of rotation shall not fall below 28 nor exceed 30 p?r minute. The belt power shall be sufficient to rotate the rattler at the same speed whether charged or empty. Condition of the Charge. — ^The bricks composing a charge shall be thoroughly dried before making the test. The Calculation of the Results. — The loss shall be calculated in percentages of the weight of the dry brick composing the charge, and no results shall be considered as ofificial unless it is the average of two distinct and complete tests, made on separate charges of brick. 136. Specifications for Brich Paving. The specifications in this and the following articles for various kinds of wearing surfaces of street pavements are taken from the standard specifications used in the city of St. Louis. In these specifica- tions all the general clauses and also all detailed description oi the grading, curb, gutter, and foundation will be omitted, since it is the intention to include in them only that portion of the specification describing the wearing surface. In this specification for brick pavement, after describing the curbing, preparation of the roadbed, which involves a thor- ough rolling with a steel roller, weighing not less than ten tons, or three hundred pounds per lineal inch of roller ; also the concrete foundation of six inches in depth, the following speci- fication is given for WEARING SURFACE. Upon the foundation of concrete shall be laid a bed of coarse, screened sand, about two inches in thickness when compacted, to serve as a bed for the bricks. Upon this base of sand a pavement of the best quality of vitrified paving brick shall be laid. Great care must be taken to have the surface of this sand layer exactly parallel to the desired street surface after completion. To accomplish this a wooden screed must be used whose lower side is cut out to the proper curve by computing a sufficient number of ordinates. The screed will rest on one end on top of the curb and will reach to the center of the street or railroad track, where it will rest on a carefully adjusted piece of scantling or on the top of rail respectively. It shall then be properly weighted and drawn along slowly ; an almost 164 ENGINEERING SPECIFICATIONS. perfect sand grade will thus be obtained. No hand luting will be permitted except where the use of screed is impossible. The bricks shall not be less than eight inches nor more than nine inches long, not less then two and one-half inches nor more than three inches wide, not less than four inches nor more than four and one-half inches deep, with rounded edges with a radius of three-eighths of an inch. Said brick shall be of the kind known as "repressed" brick, and shall be repressed to produce a mass free from internal flaws, cracks or laminations. The bricks shall be free from lime or other impurities that will injuriously affect them when immersed in water, uniform in size and quality, and thoroughly burned and annealed. All bricks so distorted in burning, or with such prominent kiln marks as to produce an uneven pavement, shall be rejected. Each bidder shall submit one hundred bricks, which shall be subjected to such physical tests as may, in the opinion of the street commissioner, be necessary to determitie their qual- ity and suitability for the work. To secure uniformity in bricks of approved manufacture, de- livered for use, the following tests shall be made : 1. They shall show a modulus of rupture in cross-breaking of not less than two thousand pounds per square inch. 2. Specimen bricks shall be placed in the machine known as a "rattler" twenty-eight inches in diameter, making thirty revolutions per minute. The number of revolutions for a standard test shall be eighteen hundred, and if the loss of weight by abrasion or impact during such test -shall exceed twenty-five per cent, of the original weight of the bricks, then the bricks shall be rejected. An official test to be the average of two of the above tests. 3. They shall not absorb more than two per cent, of their own weight of water after being immersed for forty-eight hours : this test to be made after bricks ha\ e been broken and passed through the rattler. No bid contemplating the use of rejected brick shall be en- tertained. Samples may be submitted by manufacturers, in which case the bidder proposing to use brick of such manufacture will not be required to submit samples. The quality of brick furnished must conform to the samples presented by the manufacturers and kept in the office of the street commissioner. The street commissioner reserves the right to reject any and all bricks, which, in his opinion, do not conform to the above specifica- tions. Any brick may have a proper shrinkage, but shall not differ materially in size from the accepted samples of the same make, nor shall they differ greatly in color from the natural i^oior ot the well-burned brick of its class and manufacture. SPECIFICATIONS FOR STREET PAVEMENTS, ETC. 1 65 No bats or broken bricks shall be used, except at the curbs or gutter as the case may be, where nothing less than a halt brick shall be used to break joints. The bricks to be laid in straight lines and all joints broken by a lap of at least two inches, to be set on edge on the sand as closely and compactly as possible and at right angles with the line of the curb or gutter, as the case may be, except at street intersections, where they are to be laid as the street commissioner may direct. The pavement to be surfaced up by a thorough rolling with a steam roller weighing not less than three nor more than six tons, and when completed to conform to the true grade and cross-sections of the roadway. Wherever a roller cannot be used, the pavement to be thoroughly rammed two or three times with a paver's rammer weighing not less than seventy- five pounds. _ An expansion joint one inch in width shall be placed on each side of the roadway against the curb or outer edge of gutter, as the case may be. This joint, about four inches in depth, shall be filled with pitch, heated to a temperature of three hun- dred degrees, Fahrenheit, to within one-h?lf inch of surface of pavement; the remaining one-half inch to receive a dressing ■of clean, coarse sand. All joints in the pavement shall be completely filled with Portland cement grout. The grout shall be mixed in portable boxes in the proportion -of one part cement to one part sand. Not more than one ordi- nary water bucket full of cement with the same amount of fine sand shall be mixed at a time. The cement and sand to be -thoroughly mixed dry until no streaks appear in the mixture, then sufficient water to be added to make the grout of proper ■fluidity, when properly stirred. The grout shall be transferred to the pavement in scoop shovels and rapidly swept into the joints by steel brooms. During this procedure the grout re- maining in the box must be constantly stirred in order to pre- vent a separation of the sand from the cement. After the grouting of the pavement has been completed the newly finished work must be kept from traffic by putting up substantial block- ades and if de~emed necessary by watchmen stationed to protect the barricades. This blockade must be kept up for at least seven days after the grout is applied. The surface of the pavement, when completed, shall be cov- ered with one-half inch of clean, coarse sand of approved quality, which, with all dirt, shall be removed from the pave- ment and sewer inlets by or at the expense of the contractor at such time before the final acceptance of the work as the street commissioner may direct. St. L. IQQ ENGINEERING SPECIFICATIONS. Following the above specification is a "maintenance clause," similar to that given in the following article, providing for the maintenance of the pavement in good repair for a period of nine years.^ The contract price provided also for an annual sum to be paid for maintenance, and the bond given by the con- tractor covered the maintenance, as well as the original con- struction. The tests to which the brick are submitted under this specifi- cation are the same as those given in Art. 133. 137, Specification for Asphaltum Pavement. After de- scribing the preparation of the roadbed, curbing, concrete foun- dation, having a depth of five inches, etc., the following specifi- cations of the asphaltum body and wearing surface are em- ployed : BINDER. The second or binder course will consist of a fine bitumin- ous concrete composed of clean broken stone, slag or gravel, not exceeding one and one-half (ij4) inches in their largest dimensions, thoroughly screened, and asphaltic cement made from lake asphalt, as below described. The stone, slag or gravel, will be heated by passing through revolving heaters and thoroughly mixed by machinery with the asphaltic cement in the proportion of not less than fifteen (15) gallons of the asphaltic cement to one (i) cubic yard of stone, slag or gravel. The mixture will be so made that the resulting binder has life and gloss without an excess of cement. Should it appear dull from over-heating or lack of cement it will be rejected. This binder will be hauled to the work and spread on the base with hot iron rakes, and immediately rammed and rolled with hand and steam rollers, while in a hot and plastic condition, until it has a thickness of one and one-half (ij4) inches. The upper surface will be made exactly parallel with surface of the pave- ment to be laid. WEARING SURFACE. Upon this binder course thus prepared shall be laid a wear- ing surface or pavement proper, the basis of which shall be composed of lake asphalt unmixed with any of the products of coal tar, of a nature and quality proved to be durable and proper by having been in successful use in roadway pavements * This clause was declared illegal under the former charter, but is now (1902) enforced under a new charter amendment which provides for a " guarantee " and for keeping the pavement in repair for a term of years. SPECIFICATIONS FOR STREET PAVEMENTS, ETC. lej in one or more cities of the United States for a period of at least two years and in an amount greater than five thousand square yards in each of said cities. The wearing surface shall be composed of — 1st. Refined lake asphaltum. 2d. Heavy petroleum oil. 3d. Clean sharp sand. 4th. Fine powder of carbonate of lime. Refined asphalt shall be smooth and free from lumps of un- melted pitch or organic matter not bituminous. It shall not at any time reach a temperature over 375 degrees Fahrenheit. The asphaltic ' cement shall be prepared from such refined asphalt as may be approved by the street commissioner, and suitable heavy petroleum oil or other approved solvent. The heavy petroleum oil, which may be the residuum by dis- tillation of the petroleum oils as found in the market, generally contains water, light oils, coke, and a gummy substance soluble in water. This petroleum oil is freed from all impurities and brought to a specific gravity of from 18 degrees to 22 degrees Beaume, and a fire test of 250 degrees Fahrenheit. To the melted asphalt, at a temperature of not over 325 degrees Fahrenheit, the oil, after having been heated to at least 150 degrees Fahrenheit, is to be added in suitable proportions to produce an asphalt cement. To accomplish this, from 15 to 21 pounds of oil per 100 of refined asphalt will be required. As soon as the oil has begun to be added, suitable agitation, by means of an air blast or other acceptable appliances, will com- mence and be continued till a homogeneous cement is produced. The appliances for agitation shall be such as to accomplish this in at least ten hours, during which the temperature shall be kept at from 290 degrees to 325 Fahrenheit, and no higher. If the cement then appears homogeneous and free from lumps and from inequalities, as shown by samples from different parts of the still, it may be used. Should it not prove homogeneous, such deficienci'es as may exist shall be corrected by the addition of hot oil or melted asphalt, in the necessary proportion. They shall be mixed in the following proportions by weight : Pure asphalt 100 parts Heavy petroleum oil 15 to 20 parts The asphaltic cement being made in the manner above de- scribed, the pavement mixture shall be formed of the following materials, and in proportion stated : Asphaltic ceiT en' from 13 to 15 Sand from 83 to 70 Pulverized carbonate of lime from 5 to 15 100 100 168 ENGINEERING SPECIFICATIONS. Limestone dust shall be an impalpable powder of carbonate of lime, the whole of which will pass a 30-mesh screen, and at least 75 per cent, pass a loo-mesh screen. The sand and asphaltic cement are heated separately to about three hundred degrees Fahrenheit. The pulverized carbonate of lime, while cold, is mixed with the hot sand in the required proportions, and is then mixed with the asphaltic cement at the required temperature, and in the proper proportion, in a suitable apparatus, which will effect a perfect mixture. The pavement mixture, prepared in the manner thus indi- cated, shall be laid on the foundation. It shall then be care- fully spread, by means of hot iron rakes, in such manner as to give a uniform and regular grade, and to such depth that after having received its ultimate compression, it shall have a thick- ness of two inches. The surface shall then be compressed by rollers; after which a small amount of hydraulic cement shall be swept over it, and it shall then be thoroughly compressed by a steam roller, weighing not less than ten (10) tons, in or- der to get a thoroughly compressed wearing surface, the rolling being continued as long as it makes an impression on the surface. The powdered carbonate of lime shall be of such degree of fineness that 5 to 15 per centum by weight of the entire mix- ture for the pavement shall be an impalpable powder of lime- stone, and the whole of it shall pass a No. 26 screen. The sand .shall be of such size that none of it shall pass a No. 80 screen, and the whole of it pass a No. 10 screen. In order to make the gutters, which are consolidated but little by traffic, entirely impervious to water, a width of twelve inches next to curb shall be coated with hot, pure asphalt and smoothed with hot smoothing irons, in order to saturate the pavement to a certain depth with an excess of asphalt. TOOLS AND SAMPLES CF MATERIALS. The 'Contractor shall furnish and have on the line of work at all times, a complete and sufficient plant of tools, rollers, carts, etc., as may be determined by the street commissioner, to carry on the work in an expeditious and workmanlike man- ner, also furnish samples of the crude lake asphalt to be used in the work, properly labeled, also samples of the wearing sur- faces as prepared for use, and the statement of the amount of each material used in making up the pavement mixtures, when called for by the street commissioner. In order that the asphalt may be- fully tested, each bidder must deposit with the street commissioner, at least three days SPECIFICATIONS FOR STREET PAVEMENTS. ETC. 169 before making his bid, samples of materials he intends to use, together with certificates and statements as follows : 1. A specimen of the crude asphaltum not less than five (5) pounds in weight with a certificate stating the place from whence the asphaltum was taken. 2. A specimen of the asphaltic cement not less than five (5) pounds in weight with a statement of its composition, and also a statement of the composition of the proposed wearing surface. 3. A sample of the pavement- surface showing the asphalt after two years' actual use in a street, said sample to be not less than one foot square and to be accompanied by a certificate from the proper city official showing the time during which said pavement has been in use on the street on which it was laid, and the certificate shall further show that the pavement from which the sample is taken, or similar pavement, has been in successful use on one or more roadvays in said city for a period longer than two years, and in an amount greater than five thousand (5,000) square yards. 4. A statement of the location and the capacity in square yards per day of the works or factory where the paving mate- rial is to be prepared. Specimens must be furnished to the street department as often as may be required during the progress of the work. MAINTENANCE. The said , party of the first part, expressly guarantees to maintain at grade and surface in good order the aforesaid work of reconstruction throughout and at the end of the full period of nine years, commencing one year after the said work of reconstruction is completed and accepted, and binds him- self, his heirs and assigns to make all repairs which may from any imperfection in said work or materials or from any rotting, crumbling or disintegration of the materials, become necessary within that time; and the party of the first part shall, when- ever notified by the street commissioner that repairs are re- quired, at once make such repairs at his own expense, and if they are not made within the proper time, the street commis- sioner shall have power to cause such repairs to be made, and the cost thereof shall be paid out of the fund provided for the payment of contracts for street maintenance, and the amount shall be deducted from any money then due under the contract, or which may thereafter become due. At the end of the nine- year period the street commissioner must determine whether or not the street is in good order at grade and surface, and the principal and his sureties under this contract shall not be dis- charged from liability on their maintenance bond hereunder 170 ENGINEERING SPECIFICATIONS. until the street commissioner shall so determine and certify thereto in writing to the principal under this contract. And it is further expressly agreed, that if at any time during the term for which the contract for the maintenance of the above street is in force, the pavement of said street, or any part there- of, has deteriorated to such an extent as to require, in the opinion of the board of public improvements, reconstruction, the street commissioner shall, with the approval of the board of public improvements and of the mayor, notify the contractor that reconstruction is necessary, and the contractor shall, 'within three months after receiving such notice, reconstruct the whole or such part of the pavement with the same kind of material as heretofore applied, or with some other material approved by the board of public improvements. And if the contractor fails to reconstruct the street within three months after having been notified, the board of public improvements may, with the apprcal of the mayor, cancel the contract and relet the work of reconstructing the pavement, and that the cost of such reconstruction shall be paid by the city and the amount collected by suit from the contractor or his sureties, not to exceed fifteen dollars per square of pavement, included in the contract. And it is further agreed that whenever any repairs of the street are made necessary from the construction of sewers, the laying of pipes or telegraph wires, or from any other disturb- ance of the pavement b) parties acting under permits issued by the city, the contractor shall on notification from the street commissioner, immediately make all necessary repairs in con- formity with the specifications for this class of work. The cost of all such repairs, exclusive of trenching and back filling, which shall be done by the parties who hold the permits, and in the same manner as now required by existing ordinances, shall be paid for at the full contract price for a superficial square of new pavement out of the fund set apart for the pay- ment of contracts for the maintenance of streets, and the amount shall be certified by the street commissioner to the auditor, who shall reimburse, by transfer, the aforesaid fund from the funds of the proper department, if the reoairs were made necessary by the construction of any public improvement ; and out of the funds to be deposited by persons obtaining per- mits for opening streets before such permits are granted, if the repairs are made necessary by work done under such permits. And it is agreed that the contractor shall have the right to make all repairs which become necessary by the construction of any public improvement or work done by private parties under permits given by the city. St. L. SPECIFICATIONS FOR STREET PAVEMENTS, ETC. 17X 138. Specification for Asphalt Pavement. The following si>ecification for asphalt pavement was prepared in 1892 for the department of pubHc parks, of New York city (and incor- porated by Mr. A. P. Boiler), for such a pavement upon the new Harlem river bridge at One Hundred and Fifty-fifth street, New York. It probably embodies the latest and most approved methods of making such a pavement, and so far as it is applicable to ordinary street pavements, it might be fol- lowed with advantage : The subsurface must then be brought to a uniform grade and cross-section not to exceed a crown of three inches in width of roadway by filling all depressions with a fine bituminous concrete or binder, to be composed of clean, broken stone not exceeding one inch in their largest dimensions, thoroughly screened, and coal tar residuum, commonly known as No. 4 paving composition. If required by the department of public parks, clean, sharp sand may replace a portion of the broken stone. The stone or stone and sand must be heated by passing through revolving heaters, and thoroughly mixed by machinery with the paving composition in the proportion of one (i) gal- lon of paving composition to one (i) cubic foot of stone. This binder must be hauled to the work and spread with hot iron rakes in all holes or inequalities and depressions be- low the true grade of the pavement, to such thickness that after be'ing thoroughly compacted by tamping and hand rolling the surface shall have a uniform grade and cross-section, and the thickness of the binder at any point shall be not less than three quarters of an inch. The upper surface shall be exactly parallel with the surface of the pavement to be laid. Upon this foundation must be laid the wearing surface or paving proper, the basis of which or paving cement must be pure asphaltum, unmixed with any of the products of coal tar. The wearing surface must be composed of : — '■ 1. Refined asphaltum. 2. Heavy petroleum oil. 3. Fine sand, containing not more than one per centum of hydro-silicate of alumina. 4. Fine powder of carbonate of lime. The asphaltum must be specially refined and brought to a uniform standard of purity and gravity of a quality to be ap- proved by the engineer. The heavy petroleum oil must be fre^d from all impurities 172 ENGINEERING SPECIFICATIONS. and brought to a specific gravity of from eighteen to twenty- two degrees Beaume, and a fire test of two hundred and fifty degrees Fahrenheit. From these two hydro-carbons shall be manufactured an asphaltic cement which shall have a fire test of two hundred and fifty degrees Fahrenheit, and at a temperature of sixty degrees Fahrenheit shall have a specific gravity of 1.19, said cement to be composed of one hundred parts of pure asphalt and from fifteen to twenty parts of heavy petroleum oil. The asphaltic cement being made in the manner above de- scribed, the pavement mixture will be formed of the follow- ing materials, and in the proportions stated: Asphaltic cement , from 12 to 15 Sand from 83 to 70 Pulverized carbonate of lime from 5 to 15 The sand and asphaltic cement are to be heated separately to about three hundred degrees Fahrenheit. The pulverized carbonate of lime, while cold, shall be mixed with the hot sand in the required proportions, and then mixed with the asphaltic cement at the required temperature, and in the proper propor- tion, in a suitable apparatus, which will effect a perfect mixture. The pavement mixture prepared in the manner thus indi- cated must be brought to the ground in carts at a temperature of about two hundred and fifty degrees Fahrenheit, and if the temperature of the air is less than fifty degrees, iron carts, with heating apparatus, must be used in order to maintain the proper temperature of the mixture ; it shall then be carefully spread by means of hot iron rakes, in such manner as to give a uni- form and regular grade, and to such depth that after having received its ultimate compression, it will have a thickness of two inches at crown of roadway, tapering off, if required, to about one inch at gutters. The surface shall then be com- pressed by hand rollers, after which a small amount of hydrau- lic cement shall be swept over it, and it shall then be thor- oughly compressed by a steam roller weighing not less than two hundred and fifty pounds to the inch run ; the rolling to be continued for not less than five hours for every one thousand yards of surface. The powdered carbonate of lime must be of such degree of fineness that five to fifteen per centum by weight of the eiftire mixture for the pavement shall be of an impalpable powder of limestone, and the whole of it shall pass a No. 26 screen. The sand must be of such size that none of it shall pass a No. 80 screen, and the whole of it must pass a No. 10 screen. In order to make the gutters, which are consolidated but little by traflfic, entirely impervious to water, a width of twelve inches next the curb must be coated with hot, pure asphalt SPECIFICATIONS FOE STREET PAVEMENTS, ETC. 173 and smoothed with hot smoothing irons in order to saturate the pavement to a certain depth with an excess of asphalt. If rock asphalt be used, it must be natural bituminous lime- stone rock : ( i ) from the Sicilian mines at Ragusa, equal in quality and composition to that mined by the United Limmer & Ver Wohle Rock Asphalte Company, Limited ; (2) from the Swiss mines at Val de Travers, equal in quality and composition to that mined by the Neuchatel Rock & Asphalte Company, Limited, or (3) from the French mines at Seyssel, equal in quality and composition to that mined by the Compagnie Generale des Asphaltes de France, and it shall be prepared and laid as follows : ( I ) The lumps of rock shall be finely crushed and pulverized ; the powder shall then be passed through a fine sieve. Nothing whatever shall be added to or taken from the powder obtained by grinding the bituminous rock. The powder shall contain from nine to twelve per cent, natural bitumen, eighty-eight to ninety-one per cent, pure carbonate of lime, and must be free from quartz, sulphates, iron pyrites, or aluminum. (2) This powder shall be heated in a suitable apparatus to two hundred 'or two hundred and fifty degrees Fahrenheit, and must be brought to the ground at such temperature In carts made for the purpose, and then carefully spread on the foundation pre- viously prepared, to such depth that, after having received its ultimate compression, it will have a thickness of two inches. (3) It shall be skilfully compressed by heated rammers and rolled until it shall have the required thickness of two inches. (4) The surface to be rendered perfectly even by heated smoothers, and to be rolled with a steam roller weig^hing not less than two hundred and fifty pounds to the inch run, the rolling to continue for not less than five hours for each one thousand yards of sui-face. A. P. B. 139. SpecHication for Granite Pavement. The following specification for granite pavement is that used in the city of Milwaukee so far as the granite paving is concerned. These granite blocks are laid upon a concrete foundation six inches thick, and this latter upon a carefully prepared surface which has been thoroughly rolled with a heavy roller. The concrete is made of natural cement one part, sand two parts, and broken stone five parts. On this is spread a sand cushion two inches thick when compacted, on which the granite blocks are laid : Granite Block Paving. — The blocks must consist of a hard granite uniform in grain and texture, without, lamination or stratification and free from . excess of mica or feldspar. Neither hard basaltic stone that will take a smooth polish under 174 ENGINEERING SPECIFICATIONS. traffic, nor soft or weather worn stones nor syenite will be ac- cepted. The blocks must be rectangular in form, of not less than three (3) nor more than four and one-half (4>4) inches in thickness, nor less than six (6) or more than seven (7) inches in depth, nor less than eight (8) or more than twelve (12) inches in length, and so split and dressed with fair and true surfaces on top, laottom and ends so that when laid close together the end joints will fit close together, and the side joints will not exceed three-fourths (%) inch in width. The blocks will be imbedded in the sand bed and laid at right angles to the line of the street, except at street and alley intersections, where the same will be laid at an angle of about 45 degrees with the line of the street. The stone will be laid close to- gether with the top surface smoothly conforming to the crown of the street. Each course is to be of uniform width, with each longitudinal joint broken by a lap of not less than two inches. The blocks are to be immediately covered with sufficient, clean, fine, hot, screened gravel to fill the joints, to not more than three and one-half (3j4) inches from the top after which the blocks will be tamped with a heavy paver's ram to a firm, un- yielding and uniform smooth surface. The joints will then be filled flush with top of pavement with a hot paving cement ob- tained by direct distillation of coal tar, immediately after which fine, dry, hot gravel will be run into the joints. Not less than three (3) gallons of paving cement shall be used to each square yard of pavement.^ 140. Specification for Granitoid Sidewalks. Sidewalks made after the following specifications are now exclusively used in St. Louis, and have been in use in that city for many years. Where granite can be obtained at a reasonable price, it is thought this composition is more durable and satisfactory for sidewalks than any other material or mixture which has ever been used. The making of these sidewalks has grown to be a very large industry in St. Louis and the price has been gradually reduced because of the great amount of this kind of work done, until in 1895, the total cost of removing old pave- ment, regrading, laying the foundation and pavement as here described in the most approved manner, and strictly in actord- ance with this specification is from eighteen to twenty cents per square foot for the "ordinary single fl-igging." The sidewalks shall be of three separate and distinct thick- ness and kinds, and shall be classified as follows : "Ordinary ' This treatment of the joints is especially satisfactory.— Acthob. SPECIFICATIONS FOR STREET PAVEMENTS, ETC. 175 Single Flagging," "Extra Double Thick Flagging," and "Driveway of Entrance Flagging," and shall be laid in the different localities within the above described limits at the discretion of the street commissioner, who shall determine which of the above named kinds shall be laid. Preparation of Bed. — The sidewalks shall be excavated and shaped to the proper depth and grade as directed by the street commissioner, and all the refuse material therefrom shall be- long to the contractor and shall be promptly removed from the line of work. Ordinary Single Flagging. — After the shaping is done a foundation of cinders not less than eight (8) inches thick shall be placed upon the subgrade, which shall be well consolidated by ramming to an even surface, and which shall be moistened just before the concrete is placed thereon. After the sub-foundation, has been finished the artificial stone flagging shall be laid in a good workmanlike manner. The same to consist of two parts : First, a bottom course to be three and one-half (3^) inches in depth. Second, a finish- ing or wearing course, to be one-half (J4) inch in depth. The bottom course shall be composed of crushed granite and the best Portland cement, equal to the Dyckerlioff brand, and capable of withstanding a tensile strain of 400 pounds to the square inch after having been three hours in air and seven days in water, and shall be mixed in the proportion of one part cement to three parts of crushed granite. The crushed granite shall consist of irregular, sharp-edged pieces, so broken that each piece will pass through a three- fourths (%) of an inch ring in all its diameters, and which shall be entirely free from dust or dirt. The crushed granite and the cement in the above mentioned proportions shall first be mixed dry, then sufficient clean water shall be slowly added by sprinkling, while the material is con- stantly and carefully stirred and worked up, and said stirring and' mixing shall be continued until the whole is thoroughly mixed. This mass shall be spread upon the sub-foundation and shall be .rammed until all the interstices are thoroughly filled with cement. Particular care must be taken that the bottom course is well rammed and consolidated along the outer edges. After the bottom course is completed, the finishing or wear- ing course shall be added. This course to consist of a stiff mortar composed of equal parts of Portland cement and the sharp screenings of the crushed granite, free from loamy or earthy subbstances, and to be laid to a depth of one-half (J4) of an inch and to be carefully smoothed to an even surface 176 ENGINEERING SPECIFICATIONS. which, after the first setting takes place, must not be disturbed by additional rubbing. When the pavement is completed it must be covered for three days and be kept moist by sprinkling. Extra Double Thick Flagging. — After the grading and shaping is done, a foundation of cinders not less than six (6) inches thick shall be placed upon the subgrade, which shall be well consolidated by ramming to an even surface and which shall be moistened just before the concrete is placed thereon. After the sub-foundation has been finished the artificial stonf flagging shall be laid in a good, workmanlike manner. The same to consist of two parts : First, a bottom course to be five (5) inches in depth. Second, a finishing or wearing course to be one ( i ) inch in depth. The bottom course shall be composed of crushed granite and the best Portland cement equal to the Dyckerhoff brand, and capable of withstanding a tensile strain of 400 pounds to the square inch after having been three hours in air and seven days in water, and shall be mixed in the proportion of one part of cement to three parts of crushed granite. The crushed granite shall consist of irregular, sharp-edged pieces, so broken that each piece will pass through a three- fourth (%) of an inch ring in all its diameters, and which shall be entirely free from dust or dirt. The crushed granite and the cement in the above mentioned proportions shall first be mixed dry, then sufficient clean water shall be slowly added by sprinkling, while the material is con- stantly and carefully stirred and worked up, and said stirring and mixing shall be continued until the whole is thoroughly mixed. This mass shall be spread upon the sub-foundation and shall be rammed un|il all the interstices are thoroughly filled with cement. Particular care must be taken that the bottom course is well rammed and consolidated along the outer edges. After the bottom course is completed the finishing or wear- ing course shall be added. This course to consist of a stiff mortar composed of equal parts of Portland cement and the sharp screenings of the crushed granite, free from loamy or earthy substances, and to be laid to a depth of one (i) inch and to be carefully smoothed to an even surface, which, after the first setting takes place, must not be disturbed by additional rubbing. When the pavement is completed it must be covered for three days and be kept moist by sprinkling. SPECIFICATIONS FOR STREET PAVEMENTS, ETC. 177 Driveway or Entrance Flagging. — After the grading and shaping is done, a foundation of crushed limestone and hyraulic cement mortar shall be laid to a depth of six (6) inches on the subgrade. The stone used in this concrete shall be broken so as to pass through a two (2) inch ring in its largest dimen-^ sions. The stone shall be cleaned from all dust and dirt and thoroughly wetted and then mixed with mortar, the general proportion being : One part of cement, two parts of sand, and five parts of stone. It shall be laid quickly and then rammed until the mortar flushes to the surface. No walking or driv- ing over it shall be permitted when it is setting, and it shall be allowed to set- for at least twelve hours, and such additional length of time as may be directed by the street commissioner or by his duly authorized agents, before the pavement is put down. After the subfoundation has been finished, the artificial stone flagging shall be laid in a good, workmanlike manner. The same to consist of two parts : First, a bottom course to be five (S) inches in depth. Second, a finishing or wearing course to be one (i) inch in depth. The bottom course shall be composed of crushed granite and the best Portland cernent, equal to the Dyckerhoff brand, and capable of withstanding a tensile strain of 400 pounds to the square inch after having been three hours in air and seven, days in water, and shall be mixed in the proportion of one part cement and three parts of crushed granite. The crushed granite shall consist of irregular, sharp-edged pieces, so broken that each piece will pass through a three- fourths (%) of an inch ring in all its diameters, and which shall be entirely free from dust or dirt. The crushed granite and the cement in the above men- tioned proportions shall first be mixed dry, then sufficient clean water shall be slowly added by sprinkling, while the material is constantly and carefully stirred and worked up, and said stir- ring and mixing shall be continued until the whole is thor- oughly mixed. This mass shall be spread upon the subfoundation and shall be rammed until all the interstices are thoroughly filled with cement. Particular care must be taken that the bottom course is well rammed and consolidated along the outer edges. After the bottom course is completed, the finishing or wear- ing course shall be added. This course to consist of a stiff mortar composed of equal parts of Portland cement and the sharp screenings of the crushed granite, free from loamy or earthy substances, and to be laid to a depth of one (i) inch 13 178 ENGINEERING SPECIFICATIONS. and to be carefully smoothed to an even surface, which, after the first setting takes place, must not be disturbed by additional rubbing. When the pavement is completed, it must be covered for three days and be kept moist by sprinkling. St. L. SPECIFICATIONS FOR SEWERS. 141. Specifications for Brick and Tile Sewers. The fol- lowing specifications for brick and tile sewers are those used in the city of St. Louis, so far as they relate to the construc- tion proper, except that part relating to the use of cement, con- crete, and- rubble masonry. As specifications on these sub- jects are given elsewhere, they are not included here : Excavation. — All excavation shall be done by open cut from the surface, except where tunneling is shown on the plans or is expressly permitted or directed by the sewer commissioner. Wherever the material is of such a nature as to allow it, the bottom of the excavation up to the greatest horizontal diameter of the sewer shall be made with a template so as to conform to the exact shape of the brickwork. Above this line the cut may, in all ordinary cases, be carried to the surface at such a slope as the contractor may desire, but it will be calculated with a slope of one horizontal to vertical, what- ever may be the actual slope. Should the contractor think it best to keep the sides of the excavation vertical by bracing or otherwise, it is expressly understood that it shall be done at his own cost and risk. Rock shall be excavated so as to conform as nearly as possi- ble to the lower half of the sewer, and all irregularities shall be filled with masonry or concrete so as to make a smooth bed for the brick work. The amount of the excavation in rock cuts will be calculated with a base at the bottom of the brickwork equal to the greatest horizontal diameter of tlie sewer, and with side slopes of the same inclinations as in other excavations. All the rock taken from the excavations shall belong to the contractor for his own vise. Wherever the excavation can not be adapted to the shape of the brickwork, it shall be done according to such directions as mav be given in each case. The sides of the excavation shall, whenever it may be neces- SPECIFICATIONS FOR SEWERS. 179 sary, be supported with suitable pljink and shoring, but no al- lowance will be made therefor unless the same is left in by express orders of the sewer commissioner, when it will be paid for at dollars per thousand feet, board measure. In all other cases it will be drawn as the work progresses and not paid for by the city. The contractor shall, at his own cost, keep the trenches free from water during the progress of the work. Excavated mate- rial must be so placed as not to interfere with travel on the street or to incommode occupants of adjoining property. Trenches shall not be opened more than 200 feet in .advance of the laying of the sewer. Back Filling. — Back filling shall follow close after the con- struction of the sewer, and in no case be more than 100 feet in the rear. The filling of the earth around and on top of the sewers shall be done with the utmost care, and in a manner to obtain the greatest compactness and solidity possible. For that purpose the earth shall be laid and, rammed in regular layers not more than nine inches thick up to the surface of the street, or thor- oughly soaked with water, as may be directed by the sewer commissioner."- The macadamizing, if any has been removed, shall be carefully replaced on the top of the said filling; and when paving has been removed it shall be replaced in the same manner as when originally constructed, and the street or alley left in as good condition as it was before. If any new materials are needed for such repairing, they shall be of the best quality, and shall be furnished and put down by the contractor at his own cost. The gutter paving in front of the adjoining sewer inlets shall be taken up and replaced in proper shape, so as to conduct the storm water into the sewer inlets. All work of restoring the surface of the streets and alleys shall be done to the satisfaction of the street commissioner, or his duly authorized agents, immediately after the sewer is laid. If not so done within five days after notice, the work may be done by the street commissioner, and the cost thereof shall be paid by the contractor; and in default of payment, the cost may be retained by the city of St. Louis, out of any money that may be due or become due to the ecrtitractor under this con- tract. Surplus Earth. — All surplus earth shall be hauled away promptly to such places, within a distance of 3,000 feet, as the sewer commissioner shall designate, and be spread according ' A better plan is to thoroughly ram the layers in nine inch coifrses, and then to also thoroughly soak wjth water every four or five feet whenever water is available. ISO ENGINEERING SPECIFICATIONS. to his directions; but if no such place is designated, the con- tractor shall dispose of such surplus at his own risk and ex- pense. No surplus earth shall be deposited on private prop- erty, if, within the limit just named, it can be used on the streets or alleys or other public places. But if no such use can be found for it, it may, with the consent of the sewer commis- sioner, be deposited on private property; but all earth so de- posited without the consent of said commissioner, shall be measured, and the amount thereof deducted from the measure- ment of the excavation. The price paid for earth and rock excavation shall cover the whole cost of excavating the trenches and refilling the same with earth, restoring the street and hauling away the surplus materials, as well as the whole cost of pumping, bailing, plank- ing, and shoring, excepting such planking as may be left in by express orders as hereinbefore specified. Bricks. — All the bricks used shall be of uniform texture, hard-burned entirely through, free from lime or other impuri- ties, that will affect them in water, and shall have straight edges and square angles. Broken bricks must not be brought on the ground, and such as are broken afterwards in handling shall be used only in making closures, or as shall be otherwise spec- ially directed. The bricks are to be culled as they are brought on the ground, and all bricks of improper quality thrown out arid re- moved from the ground. The culling to be done at the expense of the contractor, who shall furnish the inspector with men for this and similar purposes, when required. Brick Masonry. — In building brick masonry, none but care- ful and skillful bricklayers shall be employed. The bricks shall be clean and thoroughly wet just before being laid, unless otherwise specially directed. Every brick shall be laid with a push joint; that is, by placing sufficient mortar on the bed and forcing the brick into it in such a manner as to thoroughly fill every joint, whether on the bottom, side or end of the brick with mortar. The joints shall be made as nearly as possible of uniform thickness, not exceeding three- eighths of an inch, and in the inside of the invert or lower arch, they shall not exceed one-eighth of an inch. The bricks in each course shall be all stretchers, and to break joints with those in the adjoining courses. The bricks of thf. inside course shall be laid to a line and to the true cylindrica; or other form given for each case. The inside course shall also be made of the smoothest and hardest bricks, carefull} selected for this purpose. The upper arch shall be built on strongly made centers, which shall be drawn with great care, so as not to disturb the SPECIFICATIONS FOR SEWERS. 181 brickwork. The crown of the arch shall be properly keyed with stretchers, and all the joints be well filled with the mor- tar. The exterior surface of the upper arch shall be covered with a coating of mortar, not less than three-eighths (^) of an inch thick. The mortar joints on the inside of the sewer below the cen- ter line shall be carefully struck when laid, and those above be scraped smooth with the brickwork immediately after the centers are drawn, and the mortar scraped off and entirely removed from the sewer, which is to be left perfectly clean throughout. All unfinished brickwork must be racked back in courses, except when otherwise specially directed or permitted, and when new work is to be joined to it, the surface of the bricks must be cleaned and moistened. Openings for branch sewers shall be made and junction pieces inserted in the main sewers in such manner and- at such places as may be directed. Every junction piece shall be closed with a cover of earthenware, or with bricks and cement. All brickwork will be measured and paid for by the cubic yard of solid wall. TUNNELING. In tunneling, the excavation shall be made so as to conform neatly to the regular section of the sewer, and nothing will be allowed for any excavation beyond this. All holes or irregu- larities outside of the regulaf- section must be filled up solid with bricks and mortar, but no extra allowance will be made therefor. All timbers used in sustaining the excavation must be re- moved as the brickwork progresses. Points, by which to get the proper line of the sewer, will be given from time to time as may be needed, and from these the <:ontractor will be required to continue the line of the excava- tion at his own risk of its accuracy, and to correct at once any errors of alignment that may be discovered before the brick- work is finished. In tunnels, the quantities paid for will be the earth or rock excavated in the regular section of the sewer, and the brick or stone masonry required for this section, together with any foun- dation work that may have been expressly ordered, and the amount paid for these items shall be "in full for furnishing all materials, and finishing the sewer ; the cost of sinking shafts, pumping water, shoring, restoring falls and all accessory works of every kind being borne wholly by the contractor. Those parts only of the sewer will be paid for as tunnels, which are 182 ENGINEERING SPECIFICATIONS. so marked on the plans exhibited at the time of the letting ; all the rest will be paid for as open cut, regardless of the manner in which the work is actually done. PIPE SEWERS. All pipe sewers shall be made of the best quality of vitrified clay pipe with smooth interior surface. Each piece shall be straight or evenly curved, as may be required, and in section shall not vary more than half an inch from a true circle. The thickness of six-inch pipes shall not be less than three quarters of an inch, of twelve-inch pipes, not less than one and one- eighth inches ; of fifteen-inch pipes, not less than one and one- quarter inches ; and of eighteen-inch pipes, not less than one and one-half inches. Junction pieces, for. use in brick sewers, shall be smoothly beveled off to an angle of forty-five degrees, and be not less than two feet long, exclusive of the socket. For pipe sewers the junction piece shall be a part of the main pipe, and no right angle junction shall ever be used. So far as the specifications for the excavation of trenches, shoring and pumping, preparation of foundations, backfilling and restoring the street surface, already given for brick sewers, can be made to apply to the construction of pipe sewers, they shall be followed. Each pipe is to be laid on a firm bed and in perfect con- formity with the lines and levels given. The bottom of the trench must be shaped so as to fit the lower half of the pipe as nearly as possible, with places cut at the joints for the sockets to rest in, so that the pipe shall have a uniform bearing on the ground from end to end. The pipes shall be joined by filling the socket with a mortal of pure cement without sand, with only water enough to give it a proper consistency. Great care must be taken to make the joint throughout the lower three-fourths of the pipe perfectly water tight. The upper one-fourth of joint, when so directed, shall be left open. The interior of the pipes shall be carefully cleaned from all dirt, cement and superfluous material of every description, and a wad made of a sack filled with hay, large enough to fill the pipe and attached to a rod or cord, shall, at all times be kept in the pipe and drawn forward as the work proceeds, care bemg taken not to loosen the joints. After the pipes are properly laid and joined, any space be- tween them and the sides of the excavation must be filled with sand, either washed in or well rammed, up to the middle of tlie pipe. From this point for at least twelve inches above the top of the pipe, the earth shall be filled in so as not disturb the SPECIFICATIONS FOR SEWER PIPE. 183 pipes, and thoroughly rammed ; after which, up to the surface, it may be either rammed in layers or thoroughly soaked with water, as may be directed by the sewer commissioner, so that the least possible settling will take place after the work is com- pleted. Pipe sewers will be paid for by the linear foot of finished work, the price so paid to be in full payment for furnishing and laying the pipe, including the earth excavation, shoring and pumping, backfilling, restoring the street surface, hauling awaj surplus material, and all other work and ma<-erial required by the specifications or necessary to give a finished result. Where rock is encountered in pipe sewers, such rock exca- vation shall be paid for at the price named herein the amount to be estimated with a base of six inches more than the inside diameter of t!ie pipe and the side slope of one horizontal to eight vertical. 142. Specification for Sewer Pipe. The following specifi- cation for sewer pipe and specials is probably the most care- fully worked out of any found in current American practice. While these specifications are very full and complete in many details which are usually overlooked, they are not unreason- ably severe. They simply describe clearly what kinds of faults will serve as cause for rejection, and are as valuable to the manufacturer of the pipe in enabling him to select those speci- mens which he feels will be accepted, as to the inspector him- self, who is called upon to accept or reject the material when supplied upon the ground. This specification, therefore, has the great merit of extreme definiteness of meaning, which is the most vital and necessary quality of all specifications. They were prepared by an engineer who knew from experience ex- actly what could be furnished by the best sewer pipe manu- facturers without greatly increasing the cost. Sewer Pipe and Specials. — Pipe sewers are composed of straight sections which are herein termed "pipe," and of branches, bends, reducers, etc., which will here be called "specials" or "special pieces." The main, sewer, as well as all surface and lot lateral sewers, shall be constructed of the best quality of salt-glazed, vitrified stoneware sewer pipe, and all special pieces that may be re- quired in the work shall be of the same description and quality. The pipes and specials must be carefully selected and ex- amined by the contractor before or while being delivered upon 184 ENGINEERING SPECIFICATIONS. the street, and all such material which may be used in the work must conform to the following requirements and conditions : All hubs or sockets must be of sufficient diameter- to receive their full depth the spigot end of the next following pipe or special without chipping whatever of either, and also to leave a space of not less than one-eighth inch in width all around for the cement mortar joint, Pipes and specials which cannot be thus freely fitted into each other shall be rejected. In the case of pipes and specials of 12 inches and upward in diameter, at least 40 per cent, of all such that will be used in the work must be truly circular or substantially circular in cross-section, and in the case of pipes and specials less than 12 inches in diameter, at least 60 per cent, of the whole number required must be truly circular or substantially circular in cross- section. Of the remainder, in each case, the allowable diver- gence from a truly circular cross-section shall never exceed the following limits : (a) For an elliptical cross-section, the great- est internal diameter must not be more than from 6 to 7 per cent, longer than the least internal diarrieter in the same cross- section, (b) For an oval or egg-shaped cross-scetion, the. same rule as for elliptical cross-section shall apply, (c) Pipes and specials having cross-sections which exhibit angles, sharp curves or flat places of appreciable magnitude in the circumfer- ence, will be rejected. A single fire-crack, which extends through the entire thick- ness of a pipe or special, must not be over two inches long at the spigot end, nor more than one inch long at the hub or socket end, measured in the latter case from the bottom, or shoulder, of said hub or socket. Two or more such fire-cracks, however, at either end of said pipe or special will cause tlie same to be rejected. A single fire-crack, which extends through only two-thirds of the thickness of a pipe or special, must not be over four inches long at either end thereof, measured in the direction of its length. Two or more such fire-cracks, however, at either end of said pipe or special will cause the same to be rejected. A single fire-crack, which extends through only one-half of this thickness of a pipe or special, must not be over six inches long at either end thereof, measured in the direction of its length. Two or more such fire-cracks, however, at either end of said pipes or special will cause the same to be rejected. A single fire-crack, which extends through less than one- lialf of the thickness of a pipe or special, must not be over eight inches long, measured in the direction of the length of such pipe. Two or more such fire-cracks, however, anywhere in the pipe v/ill cause the same to be rejected. A transverse fire-crack in a pipe or special must not be longer SPECIFICATIONS FOR SEWER PIPK 185 tlian one-sixth of the circumference of such pipe, nor shall its depth be greater than one-third of the thickness thereof. Two or more such fire-cracks will be cause for rejection. No fire-cracks of any description shall, however, be more than one-eighth inch wide at its widest point. No combination of the foregoing six limitations will be al- lowed, except with the express consent of the executive board and the city surveyor, as the intent and meaning of these re- strictions or limitations is to insure the furnishing of the best marketable quality of pipe and specials by the contractor. In general, any pipe or special which exhibits more than one fire- crack of the magnitudes above mentioned should be rejected at once by the inspector in charge of the work of laying the pipes, unless there be time to make a thorough and minute examina- tion of the other fire-cracks which it may display, and to be- come thereby convinced that they are of triiling significance. Any pipe or special which is found to be cracked through its whole thickness from any other cause except the process of burning in the kiln, shall be rejected at once, regardless of the extent of such crack. This refers particularly to damage done by transportation, by cooling or by frost. Irregular lumps or unbroken blisters on the interior surface of a pipe or special of sufficient size and number to form an appreciable obstruction to the free flow of the sewage, will be cause for rejection. A few small, unbroken blisters, not ex- ceeding one-fourth of an inch in height and one or two inches in diameter, upon the inner surface, need not reject a pipe or special. If there is a broken blister or a flake on the interior of a pipe or special which is thicker than one-sixth of the nor- mal thickness of said pipe or special, and whose largest diame- ter is greater than one-twelfth of the inner circumference of said pipe or special, the latter shall be rejected. Furthermore,' if such broken blister or flake is as large or smaller than just defined, then, unless said pipe or special can be properly fitted and laid so as to bring such broken blister or flake on the top or upper side of the sewer, the said pipe or special shall also be rejected. Irregular lumps and small, unbroken blisters on the out- side of a pipe or special need not reject it. A large and broken blister or a flake on the outside of a pipe or special, which is thicker than one-sixth of the normal thickness of said pipe, and whose largest diameter is greater than from one-ninth to one-twelfth of the outer circumference of said pipe, will cause the same to be rejected. Should, however, the broken blister or flake be within the limits of size just defined, and should the pipe or special admit of being properly laid so as to bring said blister or flake on the upper part of the sewer, then said 18G ENGINEERING SPECIFICATION& pipe or special may be accepted, if otherwise sound in all respects. Any pipe or special which betrays in any manner a want of thorough vitrification or fusion, or the use of improper mate- rials and methods in its manufacture, shall be rejected. Atten- tion of inspectors is particularly called to the character of the material composing the interior of a pipe or special where the same is exposed by the breaking of a blister, the removal of a flake, or the face of the spigot end of such pipe. All pipe and specials which are designed to be straight shall not exhibit any material deviation from a straight line. Special curves or bends shall substantially conform to the degree of curvature and general dimensions that may be required. If a piece be broken out of the rim forming the hub or socket of a pipe or special without injuring the body of such pipe, the latter shall be rejected if the length of said broken piece, or the gap left thereby, is greater than one-tenth of the circum- ference of said hub. In case that a defect of this nature, and within the limits just defined, occurs in a pipe or special, the latter shall also be rejected unless it can be so fitted in the sewer as to bring said defect on the upper part thereof. The attention of the inspector in charge of the work of lay- ing the sewer pipe is herewith particularly directed to the fore- going requirements as to the quality of the pipe and specials that will be allowed in the sewer, and in all cases of doubtful interpretation of said requirements, the necessary definitions will be given by the city surveyor and the executive board. Said board also reserves the right to add to the foregoing re- quirements, at any time during the progress of the work, such further restrictions and conditions respecting the quality of the said pipe and specials as it may deem for the best interests of the taxpayers, in order to secure the best materials which can practically be obtained. All such explanations or defini- tions of said requirements, in cases of doubtful inter-pretation, together with all said further restrictions and conditions relat- ing to the quality of said pipe and specials, shall have the same force as though a part of this specification, and the contractor shall be required to comply therewith without extra compensa- tion bevond the prices bid by him for performing the work. E. K. 143. Specification for Laying Sewer Pipe. The following specification for the laying of sewer pipe and specials has all the merits ascribed to the specification for sewer pipe as given in the previous article, and has been prepared by the same en- gineer. For the purpose of removing any cement mortar SPECIFICATIONS FOR SEWER PIPE. 187 which may have been forced through the joints, and which may, when hardened, form serious obstructions in the sewer, probably no specification will insure such excellent results as that given in the St. Louis specifications for pipe sewers in Art. 139, where the contractor is required to provide "A wad made of a sack filled with hay, large enough to fill the pipe and attached to a rod or cord, which shall at all times be kept in the pipe, and which shall be drawn forward as the work proceeds, care being taken not to loosen the joints." It is an easy mat- ter for the inspector to examine at any time to see whether or not this wad is being drawn forward, and when drawn for- ward it must of necessity remove any protruding fins of mortar, and leave the interior smooth and entirely free from such ob- structions. Laying the Sewer Pipe and Specials. — Previdus to lay- ing the pipe and specials which have been delivered upon the street, into the trench, they shall all be subjected to a rigid in- spection by both contractor and inspector, and those which do not come up to the foregoing requirements shall be rejected. Additional tests by sounding said pipe for cracks, and ex- amining closely all blisters and flakes, shall also be applied. Before lowering the pipes and specials which have passed the inspections, into the trench, they shall first be properly fitted together upon the surface of the street in the order in which they are to be used ; and to facilitate the process of laying, the top of each pipe or special, after said fitting, shall be plainly marked with chalk or paint, so that the pipe previously laid in the bottom of the trench shall be disturbed as little as possible. All pipes and specials in which the spigots and sockets can- not be made to fit together, while on the surface, must be re- jected, as no chipping of either socket, hub or spigot will be allowed. The faces of all spigot ends and of all shoulders in the hubs or sockets must be true, and be brought into fair contact, and all lumps or excrescences on said faces shall be carefully cut away before the pipes are lowered into the trench. In all cases where the rim of any hub or socket has been broken, as aforesaid, the pipe or special shall be rejected un- less it can be so fitted as to bring the broken portion on the top, or upper portion of the sewer. The same condition shall also be applied to the case of broken blisters and flakes, as above mentioned, on either inside or outside of the pipes and specials. All special pieces required in the work, such as 188 ENGINEERING SPECIFICATIONS. branches, bends, curves, reducers, etc., shall likewise be sub- ject to the same conditions as the straight pipe. The pipes and specials shall be so laid i.i the trench that after the sewer is completed the interior surface thereof shall conform on the bottom accurately to the grades and alignment fixed and given by the city surveyor. The main sev/er will be divid3d by man-holes and lamp or hand-holes into a number of distinct divisions or working sections, in each of which the grade and alignment shall, under ordinary circumstances, be truly straight. Changes of grade or direction, or both, in said main sewer will generally be made at man-holes or lamp or hand-holes, although under special conditions, to be defined only by the executive board and city surveyor, such changes may be made at intermediate places. While the pipe and specials are being laid in each of the aforesaid straight divisions or working sections of the main sewer, a light or a burning lamp must be maintained continu- ally by the contractor at the beginning of such section, and each pipe and specials must be so laid that such light or lamp shall remain constantly in plain view throughout the entire length of such section or division. The same test shall also be applied during the work of refilling the trench, so that when the sewer is in all respects fully completed and accepted by the executive board a light which may be applied at one end of such a division of the main sewer shall be clearly and plainly seen by looking through said sewer from the other end of said division or working section. The length of any such division or the distance between a man-hole and the next following lamp or hand-hole, or between any two consecutive openings of such kind in the main sewer, will, in general, not exceed 300 feet, although in particular cases it may be somewhat greater. The trenches' must, in all cases, be wide enough to admit of the laying of the pipe and specials as above mentioned, and wherever they have not been thus excavated, all necessary widening thereof must be done before the pipe and specials are lowered therein. Ample room or space must likewise be left on each side of said pipe and specials, both to admit of proper refilling underneath and also to allow of free access to all parts of the hub or socket while making the cement jc»nt. Wherever any additional excavation or enlargement in the sides of the trench is required for such purposes, it shall be satisfactorily performed before tlie pipe and specials are laid or put into place, as no cutting away of the banks will be per- mitted after any such pipe or special has been set. Furthermore, before any pipe or special is put into place, a small excavation must be made in the bottom of the pre- SPECIFICATIONS FOR SEWER PIPE. 18S> viously graded trench to receive the projecting part of the hub or socket, so that each pipe will have a firm and uniform bear- ing upon said graded bottom over virtually its entire length. All adjustment of the pipes to line and grade must be done by scraping away or filling in the earth under the body of the pipe, and not by blocking or wedging up the spigot or the hub or socket. Special attention must be paid to this part of the work, since the stability and permanence of the sewer depend largely upon the manner in which the pipes are bedded. The joints between the individual pipes and specials shall, in all cases, be made water-tight by completely filling out the entire annular space between the exterior of the spigot end and the interior of the hub or socket with hydraulic cement mortar, of such composition as is hereinafter specified. To prevent the mortar from reaching the interior of said pipe, the con- tractor may if he desires, use a narrow gasket of oakum or hemp, which shall be properly caulked into each joint, after v/hich the mortar shall be introduced therein; but no extra compensation for the use of such gaskets will be allov/ed. Special care must be taken to secure a perfect fiUing of the aforesaid annular space at the bottom sides of the pipes, as well as at the top; and previous to the introduction of the mortar, said space, together with the surfaces of the pipe bounding the same, shall be thoroughly free all around from dust, sand, earth, dirt, small stones and water. After said space has been filled as described, a neat and proper finish shall be given to the joint by the further application of similar mor- tar to the face of the hub or socket, so as to form a continuous and even beveled surface, from the exterior of said socket to the exterior of the connecting spigot all around. The pipes must also be thoroughly cleaned before being laid ; and any mortar, earth or other material which may have found its way through a joint or otherwise, into any pipe or special must be carefully removed before the next succeeding pipe is laid, in order that the interior of the sewer shall be left smooth and clean. As soon as the cementing of any joint, whether in a main sewer or in a lateral sewer, has been completed, the excavation previously made in the bottom of the trench for the reception of the .hub or socket must be carefully and compactly filled with sand, loam or fine earth, so as to hold the external mortar finish of said joint securely in its place; and such refilling shall also be carried up around the sides or circumference of the socket, as far as may be necessary. Any water which may have accumulated in said excavations must first be removed, or else said . excavations must be completely filled out with the cement mortar specified, in which event no extra compensation will be allowed. 190 ENGINEERING SPECIFICATIONS. When a pipe or special is used in any main or lateral sewer, which is affected by a broken hub or socket, or a broken blister or flake, or a fire-crack on its exterior surface, as limited and defined in the foregoing, such pipe or special must be set so as to bring said permissible defect on the top or upper part of the sewer; and said defect must thereupon be completely and .liberally covered over with a thick layer of hydraulic cement mortar, of the quality specified for the joints, to the full satis- faction of the city surveyor, and the executive board. As the work proceeds, all of the required specials that are mdicated upon the plan of the street, or that may be required during the progress of the work, shall be introduced and set in their proper positions. Any omissions of the required specials intended to be laid, and indicated upon the plan for the sewer, or that may espe- cially be ordered beforehand by the surveyor, shall be corrected by the contractor without additional compensation ; but in case that any special not indicated upon the said plan, or not dis- tinctly required to be introduced beforehand by the surveyor is inserted into the sewer after the latter has been laid, the expense of such insertions will be paid by the executive board upon proper certificate from said surveyor. Before leaving the work for the night, or during a storm, or for any other reason, care must be taken that the unfinished end of the main sewer, or of any lateral sewer is securely closed with a tightly fitting iron or wooden plug. Any earth, or other materials that may find entrance into said main sewer, or into any lateral sewer, through any such open end or un- plugged branch, must be removed at the contractor's expense. The cost of all such plugs, and the labor connected therewith, moreover, must be included in the regular prices bid for the sewers. E. K. 144. Specifications for the Manufacture and Delivery of Cast Iron Water Pipe. The following specifications for the manufacture of cast iron water mains are in use in the city of Rochester, N. Y. Although water pipe is now manufactured and sold as a standard article of commerce, and is often pur- chased without any test or inspection whatever, it must be ad- mitted to be a poor practice, and if the contract is a large' one, the material should be thoroughly inspected and tested in all the stages of manufacture. Special attention should be given to the tests of the strength and resilience of the material. When cast iron water mains burst, it is due to a water ram or shock, and the more elastic the material is of which the pipes SPECIFICATIONS FOR WATER PIPE. 191 are composed, the less will be the force of the ram and the more able the pipes will be to withstand the shock. The resilience of the iron is measured by the product of the strength into the deflection, and in the following specifications both tensile and cross-breaking tests are required, and the requisite deflection in the cross-breaking test is also specified. The deflection here named will insure a very good quality of cast iron, so far as its resilience is concerned, although the strength requirement is not particularly high. The author has had a large experience in testing the strength of cast iron, and he can approve of the standards of strength and resilience here named for water pipe metal : SPECIFICATIONS FOR WATER PIPE. Dimensions and Weight of Pipe. — The pipe shall be of the kind usually known as "Hub and Spigot," and in general each straight pipe shall be about twelve feet in length from the bot- tom of the hub to the end of the spigot. No straight pipes will be received that will lay less than 1 1 feet 8 inches ; but it is understood that not more than two per cent, of the total num- ber of pipes required in each class may be lO feet or more in length, produced by properly cutting off in a lathe a defectively cast spigot end. The form and dimensions of the hub and spigot ends of all pipes and castings shall be subject to the ap- proval of the engineer, when specific drawings therefor are not furnished by him, and shall conform accurately in shape and dimensions to all drawings that may be furnished by him from time to time. (See accompanying figure for these dimensions for the St. Louis standard water pipe.) 192 ENGINEE'lING SPECIFICATIONS. The weights and dimensions of the straight pipes shall con- form to the figures in the fqllowing table, it being stipulated that the same may be modified at any time hereafter by the engineer : TABLE OF WEIGHTS AND DIMENSIONS OF STRAIGHT PIPE. O a> B s 1 o a J* o i o Id 03 g m It 5 o Eg o iq i .a ■s s a. standard weight o( pipe laying 18 feet. .si §1 03 ft ^o 03" P b 03 1 o 1.1 St a P. ■ft O ll Ji h ■g-sl Hi III" -a •3 a s a i . a o & 1 a 1 |-| ill in. A B C B inches. in. inches. in. lbs. lbs. p.c. lbs. lbs. pounds. pounds. 36 30 36 30 iO 12 10 8 6 1 1 H. 9-16 . 7-16 38H 38J^ 32M 7-10 to J^ 7-16 to H 7-10 to }i 5^ to 7-16 % to 7-10 % to 7-16 6-16 to 3^ 6-16 to ^ 5-16 to ^ 4^ 4^ 4H 3« 3M s>4 493 444 397 330 165 76 66 41 SO 5,904 6,328 4,764 3,960 1,980 900 672 492 C60 3 3 3 3 4 4 4 4 4 6,081 6,488 4,907 4,079 2,059 E36 699 612 374 5,787 6,168 4,621 3,841 1,901 864 615 478 316 51 47 43 35 20 8 7 4 3 41 37 33 26 14 6 5 3 o The specified internal diameter of the pipe is nominal, but no pipe or special, casting of any class shall have a less internal diameter than the nominal diameter. The external diameters of all classes of said pipe shall be the same throughout, and all variations in thickness of metal of the shells or barrels shall be made by changing the internal diameter. The thickness of the metal of the pipe and castings will be measured after they have been thoroughly cleaned, and before being coated. No pipe of any class will be received when the thickness of the metal is over one-sixteenth (i-i6) of an^nch less in any part than the thickness above specified, or hereafter required by the engineer. No pipe of full length will be received whose weight is less than the above specified minimum weight, and no excess of weight in any such pipe, beyond the specified maximum weight, will be paid for. It is also expressly understood that the aver- SPECIFICATIONS FOR WATER PIPE. 193 age weights of the straight pipe of the several classes shall not exceed the said standard weights by more than two per cent, of the latter, and that no greater over-weight than this percent- age will be paid for in the final settlement. The standard weight of the straight pipes will depend upon the laying length of the pipes actually furnished, and will be determined by the engineer. Quality of Metal. — The materials, details of manufacture, and the testing of all pipe and special castings herein referred to, shall at all times be subject to the inspection and approval of the engineer. The metal, which must be remelted in the cupola or air furnace, shall be made without admixture of cin- der-iron or other inferior metal, and shall be of such character as to make a pipe strong, tough, and of sound, even grain, free from uncombined carbon when examined under the microscope, and such as will satisfactorily bear drilling, chipping and cut- ting. Its tensile strength and resilience, when tested in proper samples, shall meet all the requirements hereinafter expressed. Specimen rods of the metal used, of a size and form suitable for a testing machine, shall be made and carefully tested to as- certain its tensile strength. Another set of test bars, each being twenty-six (26) inches long, two (2) inches wide, and one ( I ) inch thick, shall also be made as often as the engineer shall direct, and shall be tested both for transverse strength and deflection by placing them horizontally and flatwise upon sup- ports twenty-four (24) inches apart, and then applying a steadily incfeasing load at the middle of each bar. The bars for testing the transverse strength or resilience of the, metal shall be cast from regular patterns in dry or green sand, and as nearly as possible to the required dimensions with- out being finished up; proper corrections will, however, be inade in the- results for slight variations of width and thick- ness. The rods for testing the tensile strength of the iron, on the other hand, must be turned down on a lathe in order to remove the rough exterior and enable the diameter to be accu- rately measured. At least one set of four test bars, of each kind above des- ignated, shall be made and tested as described on each working day during the manufacture of the pipes and specials. These test bars must be poured from the ladle either before or after any particular pipes or special casting are poured, and must present true samples of the iron used in said pipes or castings. Records shall be kept of the tests of all bars made, and a duly certified copy of such records shall be forwarded weekly to the engineer. The quality of the metal used for the pipe and specials must be such that said bars for testing resilience, as aforesaid, 13 194 ENGINEERING SPECIFIC ATION& shall each carry a center load of not less than nineteen hundred (1,900) pounds before breaking, and exhibit a deflection of not less than five-sixteenths (5-16) of an inch; also that the tensile strength of said metal shall be at least 17,000 pounds per square inch, as determined by the tests with the first named set of rods. In estimating the suitability of the metal from said tests, the average of the three highest results obtained from each set of four bars will be considered as representing the actual strength of the iron. Manufacture of Pipe and Special Castings. — All the straight pipes shall be cast in dry sand moulds, vertically with the hub end down. Every pipe is to have the initials of the maker's name cast distinctly upon it, and also the year, the class letter, and a number signifying the order of its casting, in point of date ; the several different classes of pipe each to have its own series of numbering; the figures and letters to be at least two inches in length, - with a proportionate width ; the weight of each pipe to be conspicuously painted on the outside, before delivery, with white lead paint at the contractor's expense. The branches and all other special castings must conform in weight and thickness of iron to the drawings and directions to be furnished by the engineer, and no allowance will be made for making or altering patterns for the pipe or any special cast- ings, or for any machine work in properly facing and drilling flanges, etc., where bolted joints are to be made. All required machine work on said castings shall be done in the best and most workmanlike, manner, in accordance with said plans and directions of the engineer, and to his entire satisfaction. Said castings shall be subjected to the same examinations and tests at the foundry, except the water-pressure proof, as the straight pipe, and shall be marked in a similar manner. The engineer. may reject, without proving, any pipe or casting which is not in conformity with the specifications or the drawings furnished. Pipes and special castings shall not be taken from the pit and stripped while still showing any color of heat, but shall be left in the flasks for a sufficient length of time to prevent un- equal cooling and contraction by subsequent exposure. On being removed from the flasks, all pipes and special cast- ings shall he subjected to a careful examination and hammer test for the purpose of detecting imperfections of any kind. They shall then be thoroughly dressed and made clear and' free from earth, sand or dust, which adheres to the iron in the moulds ; iron wire brushes must be used, as well as softer brushes to rernove the loose dust. No acid shall be used in cleaning the castings. After having been properly dressed and cleaned, they shall- again be subjected to a thorough inspection SPECIFICATIONS FOR WATER PIPK 195 and hammer test. The contractor will be required at the foundry to place all castings in such positions as may be deemed necessary by the engineer for convenience of inspection. The pipes and special castings shall be free from scoria, sand-holes, air-bubbles, and other defects or imperfections ; they shall be truly cylindrical in the bore, straight in the axis of the straight pipes, and true to the required curvature or form in the axis of the other pipes ; they shall be internally oi the full speci- fied diameters, and shall have their inner and outer surfaces concentric. To insure proper diameters of sockets and spigots, a circular iron templet of the required dimensions shall be passed to the bottom of every socket, and a circular ring over every spigot. Care shall also be taken to avoid all excess in diameter of the sockets. No pipes or special castings will be accepted which are defective in joint room, whether in conse- quence of eccentricity of form or otherwise. No lump or rough places shall be left in the barrels or sockets, and no plugging or filling will be allowed. All pipes and special castings with de- fective hubs or flanges will be rejected. When a defective spigot end is to be cut oflf from any straight pipe, such ctitting must in "all cases be done in a lathe, and a suitable bead or fillet of half-oval wrought iron, about three-fourth (^^) inch wide and five-sixteenths (5-16) inch thick shall be shrunk upon the new end of the pipe ; and there shall be deducted from the proper original weight of the pipe an amount as determined from the rate specified in the forego- ing table. Coating the Pipe and Special Castings.- — After the above described cleaning and inspection, every pipe and special cast- ing shall be heated in a suitable oven to a temperature of about 320 degrees Fahrenheit and, while at this temperature, be im- mersed in a bath of hot coal tar pitch varnish, prepared in general according to Dr. R. Angus Smith's process. Special care shall be taken to have the surfaces of all pipes and cast- ings entirely clean and free from rust immediately before put- ting them into said bath. If any pipe or casting cannot be dipped in said bath soon after its removal from the mould, it shall at once be thoroughly coated with pure linseed oil in order to prevent the formation of any rust before applying said varnish. The varnish above mentioned shall be made from coal tar, distilled until the naptha is entirely removed and the material deodorized, also until it attains the consistency of wax when cold. Pitch which becomes hard arid brittle when cold will be rejected. To this material from five to six per cent, of its Weight of pure boiled linseed oil shall be added arid thoroughly 196 ENGINEERING SPECIFICATIONS. boiled therewith. The relative portions of .pitch and oil, as well cs the details of mixture and boiling, are to be carefully determined by experiment. The coating must be durable, smooth, glossy, hard, tough, perfectly waterproof, not affected by any salts or acids found in the soil, free from bubbles or blisters, strongly adhesive to the. iron under all circumstances, and with no tendency to be- come soft enough to flow when exposed to the sun in summer, or to become so brittle as to scale ofif in winter. As one test of the quality of the coating, a properly coated specimen casting will be plunged into a freezing mixture, and kept therein until the metal has acquired the temperature of said mixture, after which the casting shall be well hammered. If the coating remains tough and adheres closely to the metal, it will be con- sidered proper, provided that it be satisfactory in all other respects. After a varnish of the proper quality has been obtained, it shall be heated in a suitable dipping tank to a temperature of about 300 degrees Fahrenheit, or such other temperature as may be found expedient, and shall be maintained thereat uni- formly during the time of 'dipping. Fresh materials must be added from time to time in the right proportions to keep the mixture of the proper consistency. The exact proportions will be determined by the engineer, and will be varied also accord- ing to the season of the year, as may be directed by the caid engineer, or found necessary to produce a coating of the re- quired quality. The tank shall also be occasionally emptied of its contents and refilled with fresh material, , the frequency of such operation depending both on the character of the mixture and the manner of conducting the coating process. Every pipe and special casting, after having been inspected, cleaned and dressed as above described, shall be heated in a suitable oven to a temperature about 20 degrees Fahrenheit higher than that which was found most expedient for the bath of coating material aforesaid, and while at such temperature, shall be immersed or dipped in said bath. All pipes or cast- ings shall remain in the tank at least twenty (20) minutes, or as much longer as may be necessary to insure the soundness of the coating. Whilst any pipe or casting remains in said bath, the hot mix- ture must be kept thoroughly stirred by a frequent rofling, turning or churning motion of such casting, and upon its re- moval from the tank, the coating shall fume freely for a short time, and set perfectly hard within one hour thereafter. Proper facilities for handling the castings and allowing all surplus material to drip off, shall be provided by the contractor. The cost of all labor and material involved in the coating of the SPECIFICATIONS FOR WATER PIPE. 197 pipes and castings must be included in the prices bid for fur- nishing said pipes and castings. Testing. — After the said coating has become thoroughly set and hard, every pipe shall be subjected to a proof by water- pressure of from 200 to 300 pounds per square inch, according to its class and diameter, and as will be determined by the engineer. Each pipe while under the required pressure, shall be sharply rapped from end to end with a hand hammer, to ascertain whether any defects have been overlooked; and any pipes which may exhibit any defects by leaking, sweating or otherwise, shall be rejected. All the above inspections, manipulation and tests of the pipe and test bars shall be made at the expense of the contractor for the pipe, aaid expense, however, not to include salary of any inspector who may be appointed by the executive board. If required by the said board, the affidavit of the superintend- ent of the foundry, or that of the foreman employed by him to perform the above described testing, shall also be furnished to the engineer from time to time; said affidavits to be recorded upon the pipe inspector's sheets, and stating in detail that the pipes or castings therein described have been carefully tested at the foundry in accordance with these specifications, and that 110 defects were discovered or discoverable. Weighing for Payment. — The pipes and castings will be weighed for payment after all cleaning, dressing and machine work has been done and the coating has been applied, and the contractor must furnish, at his own expense, accurate and properly sealed scales, together with the necessary labor for the purpose. The executive board also reserves the right to re- weigh on similar scales', any pipe or casting upon or after its arrival at the designated point of delivery ; and if any discrep- ency be discovered between the weight marked upon said pipe or casting and that which was found on such re-weighing, the latter weight will be adopted in the final settlement. Payment for all material furnished in accordance with these specifica- tions will be made at the prices bid per net ton (2,000 pounds) for straight pipe and special castings. Transportation of Pipes and Castings. — All pipes and cast- ings must be delivered in all respect sound and in conformity with these specifications. Upon their delivery at the point designated, the executive board reserves the right to subject the said pipe and castings to the same water-pressure proof and hammer tests as are above specified to be applied at the foundry; and all defective pipes or castings which may have passed the inspector at the foundry, or which may have been "broken in transportation from the foundry to said point of de- livery, will be rejected when there discovered, unless the same 198 ENGINEERING SPECIFICATIONS, may be cut as hereinafter provided. Care must also be taken in handling the pipes and castings not to injure the coating, and no material of any kind shall be placed in said pipes and castings during transportation, or any time after being coated. If, upon its arrival at the designated point of delivery, the spigot end of any straight pipe should be found cracked cr broken, during transportation from the foundry to the said point or otherwise, such defective portion will be cut off at the contractor's expense, provided that the same does not exceed a length of four (4) feet, and a suitable fillet or bead shall then be shrunk on the new spigot end, as above specified, A deduc- tion from the proper original weight of such pipe shall also be made in each such case at the rate specified in the above table for every inch of length so cut off. No pipe or special casting in which the hub is found to be cracked or defective in any respect, will be accepted at said point of delivery or elsewhere ; nor will any special casting with a defective spigot end be re- ceived, or permitted to be cut oflf, without the written order of the engineer. E. K. 145. Specifications for Laying Water Pipe. The follow- ing clauses referring to the methods of laying water pipe, and making the joints, are taken from the complete specifications on this subject used by the water commissioner of St. Louis. All that portion of the specification referring to the trenching, protection, tools, alignment, grades, connections, back-filling, etc., together with the general clauses are here omitted. The reducers, bends, caps and such, other parts as are liable to draw, shall be firmly secured by straps and bolts, and in addition to this a firm blocking shall be set behind all caps, curves, fire hydrants and three way branches, said blocking to have a large sfirface bearing against the undisturbed earth, and to be wedged up tight. All applications necessary to the per- fect working of the distribution, when the water is let on, shall be made and completed, The straps and bolts used shall be made from the best Amer- ican refined iron, and the size and workmanship, as well as the material, shall be in all respects satisfactory to the water commissioner. , Any omission of branches, stop-cocks, or other appurte- nances intended to be laid, shall be corrected when required, by re-opening the trench, if it has been filled up, and introducing what may have been omitted. At the time when laid, the spigots of the pipe shall be so adjusted in the sockets as to give a uniform space all around. SPECIFICATIONS FOR LAYING WATER PIPK 199 and if any pipe does not allow sufficient space, it shall be re- placed by one of proper dimensions. The joint shall, at all points, be at least five-sixteenths of an inch in thickness. In the lead and gasket joints, the depth of lead shall not be less than three and one-quarter inches for the fifteen inch pipes and over, nor less than two and three-quarters inches for smaller pipes. Gaskets of clean, sound hemp yarn, braided or twisted, and tightly driven, shall be used to pack these joints; when required, a space of one-quarter inch shall be left between the contiguous pipes. The lead used shall be of the best quality of pure and soft lead, and suitable for caulking and securing a tight and perma- ilent joint. Before running the lead, the joints shall be carefully wiped out to mal^, inch, S. i S.or S. 2 S., to I 11-32 inches; 2 inch, S. i S. or S. 2 S., to ij^ inches. Boards and Fencing. — i inch, S. i S. or S. 2 S., to 13-16. ' These particular dimensions cannot be assumed to hold for all parts of the tountry. 212 ENGINEERING SPLCIFICATIONS. Dimension. — 2x4, S. i S. i E., to 15^x3^^ inches; 2x6, S. i S. I E., to 1^x5^ inches; 2x8, S. i S. i E., 1^x734 inches; 2x10, S. I S. I E., to 1^x954 inches; 2x12, S. i S. i E., to i^xii}^ inches; 4x4, }i inch off side and edge; 4x4, S. 4 S., 54 inch off each side. 152. Rules Governing the Inspection and Measurement of Lumber in the St. Louis Market Rule i. Standard grades of lumber shall be firsts and sec- onds, common, and cull. In the grade of firsts and seconds the purchaser is entitled to a fair proportion of clear lumber, which must not.be less than 33 1-3 per cent. First and clear are in- terchangeable terms meaning that the lumber must be 6 inches v/ide and over, except poplar, yellow pine and cypress, v/hich must be 8 inches wide and over, and free from all defects. Rule 2. Standard lengths shall be 10, 12, 14 and 16 feet. The first and second grade will admit nothing under 10 feet and not to exceed 10 per cent, of 10 feet in any lot ; i. e., 10 per cent, of all lo-foot lumber in any lot may be graded as firsts and seconds. In black walnut, cherry and hickory an exception is made, and the total amount of lo-foot lumber may be graded as firsts and seconds. An exception is also made in ash, in which 18 feet or longer, and in quarter-sawed lumber 10 per cent, of the entire lot may be graded as firsts and seconds. Shorter and longer than standard lengths in all varieties of hardwood lumber are to be reduced in grade unless otherwiss agreed between buyer and seller, in which case it shall be so stated in the certificate of inspection. Rule 3. Standard thicknesses shall be i, Ij4. i/^> 2, 2j^, 3, 3 14 and 4 inches, except poplar, which will allow J4, Y% and J4 inches in car lots. Rule 4. Standard knots shall not exceed ij4 inches in di- ameter and must be of sound character. . Rule 5. Lumber must be sawed into plump and even thick- nesses. Scant-sawed lumber must be reduced to the next stand- ard thickness, and in case of r-inch lumber to one grade lower. All badly sawn, miscut, and uneven lumber shall be classed as cull, except when such will dress to its full length and width RULES GOVERNING INSPECTION OU' LUMBER. 213 in the next standard thickness, in which case the piece shall not be reduced in grade. Rule 6. Splits are always more or less damage to a piece of lumber. An allowance must be made in determining the qual- ity or quantity, according to the nature of the split. A straight split extending not to exceed the width of the board in length shall be admitted into the grade of firsts and seconds. Rule 7. A cull which will not work one-half its size with- out waste is a mill cull of no recognized value. Rule 8. Lumber sawed for specific purposes, such as axles, bolsters, tongues, reaches, newels, balusters, squares, etc, must be inspected with' a view to the adaptability of the piece for the intended use, as in many cases it can not be used for other pur- poses. Rule 9. Merchantable lumber is lumber measured for what it will work. Rule 10. Log run is the entire cut of the log, mill culls out. Rule ii. It is important that all lumber shall be parallel in Tvidth, square-edged and with square ends. Tapering lumber shall be measured one-third the length from the small end. Rule 12. Ordinary season checks are not considered defects. 'Black stain, heart shakes, rots, wormholes and do*^e are con- sidered serious defects, reducing to a grade lower than firsts and seconds. Rule 13. The inspection grades of wagon stock, newels, balusters and table-legs shall be good and cull. Rule 14. Newels from all kinds of timber must be clear and free from heart, to square 5, 6, 7, 8, 9 and 10 inches plump. The lengths must be 4 feet full, or multiples thereof. Rule 15. Balusters and table-legs shall be clear and square -2x2, 23^x2^, 3x3 and 4x4, 30 and 32 inches long. Rule 16. Bolsters must be 4 feet and 4 feet 6 inches in length, and the size must be 3x4, 3^x4^/^, 4x5, 45^x5^4 and ix6. Rule 17. Reaches must be 2x4, 8, 9 and 10 feet, or 2^^x45^, S.2 and 16 feet long. 214 ENGINEERING SPECIFIC ATIONa Rule i8. Hickory axles shall be 6 feet for 3x4, 3^4^4)4 > 33^x414 and 4x5 inches and 6j4 feet long, for 5x6 and 5x7. Rule 19. Wagon tongues must be straight and 2x4 at the small end, and 3x4, 3^x4, or 4x4 at butt end, 12 feet long. POPLAR. The inspection grades shall consist of -firsts and seconds, common and cull. Firsts and Seconds shall be 8 inches wide and over; at 8 inches will admit of i inch of bright sap, but no other defects ; at 10 to 12 inches will admit of 3 inches of bright sap, or two standard knots; at 12 to 15 inches will admit of 4 inches of bright sap and two standard knots, or three standard knots if there is no sap. Boards and plank free from other defects may be one-half bright sap if over 12 inches wide. Common shall include any width not less than 6 inches, and will allow of bright or discolored sap and knots beyond those described in firsts and seconds. Two unsound standard knots will be allowed in this grade if over 12 inches wide, and splits shall not be considered a defect. Otherwise the lumber must be sound. Culls shall comprise all widths and sizes having more de- fects than described in common, whether in the number or in the character of the knots, badly checked, and generally such lumber as is unfit for ordinary purposes. Box boards shall be 12, 14 and 16 feet long, from 13 to 17 inches wide, free from all defects except bright sap. Poplar strips shall be full 6 inches wide, i, ij4 and ij^ inches thick, 12, 14 and 16 feet long. Clear shall be free from all def c-ts. Second, clear may be one-half bright sap on one side and have one sound knot not over 54 of an inch in diameter. Common shall embrace all sound strips with more defects than second clear. Cull shall contain all unsound strips that will work one-half its contents, and all tapering strips. Poplar squares shall be graded No. i. No. 2 ajid culls. No. I. Lengths may be 8, 9, 10, 12, 14, 16 and 18 feet. 4x4 will admit one-half inch bright sap, or two standard knots. 5x5, 6x6 and Jyiy will admit one-third bright sap or two stand- ard knots. 8x8, 10x10 and 12x12 will admit one-half bright sap and three standard knots. No. 2 will admit colored sap knots of a sound character, wane, ordinary season checks and splits not to exceed T2 inches in length. Cull shall comprise all squares below the grade of No. 2. RULES GOVERNING INSPECTION OF LUMBER 215 ASH. Firsts and Seconds must be 6 inches wide and over. At 8 inches one and at lo inches two standard knots, or their equiva- lent in other defects may be allowed. An allowance for more defects of this character may be made in proportion to increased width. Eighteen feet or longer must be 5 inches or over wide. Common shall include 5 inches and over wide. At 6 inches one, and at 8 inches two standard knots, or their equivalent in other defects, may be allowed. An allowance for more defects of this character may be made in proportion to increased width. Cull shall comprise all widths and sizes below the descrip- tion of common. OAK. Firsts and Seconds must be 6 inches wide and over. At 8 inches one, and at 10 inches two standard knots, or their equiv- alent in other defects, may be allowed. An allowance for more defects of this character may be made in proportion to in- creased width. Common shall include 5 inches and over wide. At 6 inches one, and at 8 inches two standard knots, or their equivalent in other defects, may be allowed. An allowance for more defects of this character may be made in proportion to increased width. Dimensions may contain sound hearts if well boxed. Heart shakes, rot and dote are not admissible. Cull shall comprise all widths and sizes below the description of common. YELLOW PINE. Finishing i to 2 inches. The inspection grades shall consist of -firsts and seconds, common and cull, and shall be inspected on best face. Firsts and Seconds must be 8 inches wide and over ; up to and including 10 inches wide will admit two sound knots not over ^ of an inch in diameter; at 12 inches will admit three sound knots not over % of an inch in diameter, or one standard knot. An allowance for more defects of this character may be made for increased widths. Bright sap is not considered a defect. Common shall include all lumber not up to the grade of firsts and seconds, but free from shakes, large knots or unsound lumber. Culls shall comprise all lumber below the' description of com- mon. Strips shall be 4 inches and 6 inches wide. 216 ENGINEERING SPECIFICATIONS. Firsts and Seconds must be free from all defects on one side. Bright sap is no defect. Common may have three small knots not more than ^ of an inch in diameter, or one standard knot, blued sap or small wane on one edge which will not injure it for working to its full size. Culls shall comprise all lumber below the description of com- mon. QUARTER-SAWED HARDWOOD LUMBER — OAK, SYCAMORE, ETC. Firsts and Seconds must be 6 inches wide and over. At 7 inches one, and at 9 inches or wider two standard knots will be allowed. Common shall be 3 inches and over wide. At 6 inches one, and at 8 inches two standard knots, or their equivalent in other defects, will be allowed. An allowance for more defects of this character may be made in proportion to increased width. Culls shall comprise all lumber below the description of com- mon. QUARTER-SAWED OAK STRIPS. Quarter-sawed oak strips shall be 3, 4 and 5 inches wide, and the inspection grades shall be firsts and seconds and cull. Firsts and Seconds shall have one face clear of all defects. Cull shall include all lumber not up to the grades of firsts and seconds. BLACK WALNUT, CHERRY, BUTTERNUT AND CHESTNUT. Firsts and Seconds must be 6 inches and over wide. At 8 inches one inch of sap or one standard knot, and at 10 inches two inches of sap or two standard knots may be allowed. An allowance for more defects of this character may be made in proportion to increased width. Common shall be 5 inches and over wide and shall include all lumber not up to the grades of firsts and seconds, but avail- able fully % its size without waste, free from hearts and un- sound lumber. Heart shakes, rot, dote or worm-holes are not admissible. * Culls shall comprise all lumber below the description of com- mon. Note.— Gum spots are considered a serious defect, and when their damage exceeds one-sixth of the size of the piece, shall reduce the grade to common. When their damage exceeds one-third the size of the piece, it shall be reduced to cuU. RULES GOVERNING INSPECTION OF LUMBER 217 CYPRESS. Firsts and Seconds must be 8 inches and over wide, and clear up to lo inches; at lo to 12 inches may have two stand- ard knots and 3 inches of bright sap. An allowance fof more defects of this character may be made in proportion to in- creased width. Free from other defects may be one-half bright sap. Lengths of 18 feet and over are allowed in this grade. Common will contain all lumber under second class, and all shaky lumber that is available three-fourths. Culls shall comprise all lumber below the description of com- mon. GUM. Firsts and Seconds must be 6 inches wide and over. At 8 inches may have one standard knot, and at 10 inches two stand- ard knots ; 10 to 12 inches may have three standard knots. An allowance may be be made for more defects of this character in proportion to increased width. Sap not admitted in this grade. Common shall include all lumber available for use full three- fourths its size without waste, free from hearts and unsound lumber. Bright or slightly discolored sap may be included in this grade. Culls shall comprise all widths and sizes below the descrip- tion of common. BIRCH. Firsts and Seconds must be 6 inches wide and over. At 8 inches one, and at 10 inches two standard knots, or their equiv- alent in other defects, may be allowed. An allowance for other defects of this character may be made in proportion to increased , widths. Seventy-five per cent, of the face must be red. Common shall be sound 5 inches and over in width, and may have defects not injuring it for ordinary use without waste. At 6 inches one, and at 8 inches two standard knots, or their equivalent in other defects, may be allowed. An allowance for more defects of this character may be made in proportion to increased width. Culls shall comprise all widths and sizes below the descrip- tion of common. HICKORY, PECAN, HARD AND SOFT MAPLE, ELM, BEECH AND SYCAMORE. To these the standard rules governing Ash are applicable. 218 ENGINEERING SPECIFICATIONS. RULE FOR MEASURING LOGS. All logs measured by the authority of this exchange shall be measured by Scribner-Doyle's Rule, as published in Scrib- ner's Lumber and Log Book. 153. Specification for Thoroughly Seasoned Lumber. There is no difference between "seasoned" lumber and "dried" lumber. "Thoroughly seasoned" or "thoroughly dried" lumber is lumber which has been dried, either in the open air or in a dry kiln, until it has reached that state of dryness which is rel- atively permanent. It then contains water equal to about ten per cent, of its weight. This is what might be called the at- mospheric moisture. This will remain in the wood unless driven off by evaporation at a temperature of 212 degrees Fah- renheit or more. The word "thoroughly" when used in this connection, means "uniformly" as well as "effectually." That is, "thoroughly dried" lumber is dried uniformly throughout its entire cross-section and throughout its entire length. To determine the percentage of moisture of lumber it is only necessary to cut a section from a board or stick and weigh it ; then dry in an ordinary stove oven with a slow fire for an hour or two and then weigh again ; the difference in weight divided by the dry weight is the percentage of moisture. As deter- mined by this test, "thoroughly dry lumber" should not contain more than ten or twelve per cent, of water, and the interior should be as dry as the exterior. The necessity for using thoroughly dried lumber where shrinkage is to be avoided, arises from the fact that below about JO per cent, moisture lumber shrinks nearly as much as it dries. That is to say, when lumber dries down from 30 per cent, moisture to 10 per cent, moisture it dries out, or loses in weight, 20 per cent, of its dry weight. It also loses about 20 per cent, of its dry volume, or say 15 per cent, of its volume at 30 per cent, moisture. The shrinkage lengthwise is very slight, hence it has lost about 15 per cent, of its cross-section, or say six or seven per cent, of each of its lateral dimensions. That is to say a board one foot wide at 30 per cent, moisture is only about 1 1 34 inches wide at 10 per cent, moisture ; or a flooring board SPECIFICATIONS FOR CAST IRON. 219 4 inches wide at 20 per cent, moisture is only about 3% inches wide at 10 per cent, moisture. On account of the very large radial fibres (medullary rays) in oak wood, this kind of lum- ber shrinks mostly in a circumferential direction, and all timber shrinks more circumferentially than radially since all woods have these medullary rays to a greater or less extent. It is for this reason that "quarter sawed" (radial sawed) lumber is more satisfactory than "flat sawed" for all kinds of furniture and house trimmings. For flooring quarter sawed, or "rift sawed" boards, presenting an "edge-grain" surface, is far pre- ferable to "flat-grain" because it wears evenly and does not sliver on the surface. The specification may read as follows : All the lumber delivered under this contract, to be used for purposes of , shall be thoroughly seasoned or dried, either in the open air or in a kiln or both. By "thoroughly seasoned" as here used is meant a seasoning or drying uniformly through- out the entire sections of the various sizes delivered, and the average percentage of moisture contained in the lumber when delivered shall not be more than ten per cent, of its weight, as determined by actual experiment. 154. Specification for Cast Iron.^ There is probably no material in engineering structures which can more profitably be governed by specifications involving tests than cast iron. Since cast iron usually breaks under some kind of shock or blow, it is more necessary to test the iron for resilience than for strength. The most convgnient test for resilience is the cross-bending test, in which deflection is measured. The half product of the deflection multiplied by the breaking load is the mathematical measure of the resilience in inch pounds. This can be reduced to an absolute unit by dividing by either the weight or the volume of the bar, and if all the bars tested in this way are rectangular in cross-section and of uniform size from end to end, the unit obtained in the above manner will be comparable, notwithstanding great variations in the dimen- ' See the author's Materials of Construction for a full description of methods of manufacture, methods of testing and physical properties of all the metals commonly- used in engineering works. 22ij ENGINEERING SPECIFICATIONS. sions. It is best, however, to have the test specimens always made from the same pattern, using the thickness of metal which corresponds closely to the average thickness of web of the castings required. If uniform test specimens be employed, there is no necessity of dividing the half product of deflection and breaking load by the volume or by the weight, since this volume or weight remains a constant. In this case the relative resilience of the material will be indicated by the product of the breaking load into the maximum deflection. The strength of the material will be indicated by the breaking load alone. The following specification is the one commonly employed for all castings made for the water department of St. Louis, and is designed to answer the above requirements. CAST IRON. All of the iron castings shall be made from a superior quaUty or iron, remelted in the cupola or air furnace, tough and of even grain, and shall possess a tensile strength of not less than 18,000 pounds per square inch. Test bars of the metal 3 inches by J^ inch, when broken transversely, 18 inches between supports, and loaded in the center, shall have a breaking load of not less than 1,000 pounds and shall have a total deflection of not less than 3-10 of an inch before breaking.^ Said bars to be cast as near as possible to the above dimensions without finishing; but correction will be made by the water commissioner for variations in thickness and width, and the corrected result must conform to above re- quirements. Specimen bars of the metal used, of a size and form suitable for testing, shall be prepared when required. These specimen bars shall be poured from the ladle at any time, either before or after the casting has been poured, as may be required, and shall present a true specimen of the iron used for making the castings. If any two test bars cast the same day show a breaking strength of less than 18,000 pounds per square inch, or do not show the required cross-breaking load and deflection, all the castings made from the same mixture to be rejected. All castings shall conform to the shape and dimensions re- quired by the drawings, and shall be clean and perfect, with- " The tensile strength may be raised to 20,000 or even to 25.000 pounds per square inch, while the deflection may be made % inch for ordinary good cast iron and i4 inch for a better quality. For a superior quality it may be made % inch, with a breaking load of 1,250 pounds. SPECIFICATIONS FOR CAST IRON. 221 out blow or sand holes, or defects of any kind. No plugging or other stopping of holes will be allowed. Particular care shall be taken to secure perfect lugs, where such are required by the drawings. Whenever any doubt exists of the exact interpretation as to the shape or dimensions shown on the drawings, the contractor must consult with the water commissioner, or his duly authorized agent, in regard thereto. M. L. H. 155. Specification for Cast-iron Water Pipe. The follow- ing specifications for cast-iron water pipe were used in the con- tract of the new water works system of Cincinnati (1900- 1902). Special attention is called to provisions Nos. 14 and 15. It is well known that the coal-tar coated cast-iron water pipe will rust more or less on the outside and will form numerous "tubercles" of iron rust upon the interior. This rusting action is certainly due to imperfect coating and thia in turn is doubt- less due to the iron scale and other foreign matter left on the outside of the casting when dipped into the bath of coal-tar varnish. It is now well known that no perfect protection of iron by painting when exposed to the weather, is effective un- less the iron has first been entirely freed from rust and the ordinary oxide coating which it has when it comes from the rolls. The sand blast is the only perfect means of cleaning the iron from this oxidized coating. This sand blast method of cleaning water pipes is provided as an alternative by provis- ion 14 below, and was, with much difficulty, forced upon the contractors. The author believes this to be the only absolute assurance against exterior rusting and the forming of tubercles upon the interior of cast-iron water pipe. Methods can be de- vised for applying this method of cleaning to the interior as well as to the exterior of such pipes. This would not only greatly extend the life of the pipe but it would preserve its original efficiency as a water carrier. The cost of this method of cleaning the pipes would be a very small percentage of the total cost of the works but would add largely to the life and efficiency of that part of the system which represents three- fourths of the total cost. I. The iron shall be of pig metal, propeily selected and com- pounded to obtain the desired quality. It shall be a tough. 222 ENGINEERING SPECIFICATIONS. gray metal ; close, even grained ; uniform in quality ; soft enough to permit drilling and cutting, and capable of showing indentations from a sharp blow of a hammer without flaking. When tested in specimens one inch in diameter, from which the skin has been removed by turning, all metal used shall stand, without breaking, a tensile stress of not less than 20,000 pounds per square inch. Cast bars, one inch square, resting horizontally on supports four feet six inches apart, shall stand, without ^breaking, a weight of 550 pounds suspended at the center.' In casting pipe 30 inches and above in diameter the metal shall be poured twice in order to secure a thorough mixture. 2. All straight pipes shall be cast vertically, in dry sand- molds and loam cores, with socket^end down. 3. All pipes and special castings shall be cooled gradually to avoid chilling or unequal contraction in any part. 4. All pipes and special castings shall be cast with soclcets and spigots, or with flanges, as specified or ordered. 5. All socket-and-spigot pipes and special castings shall be square at the ends and at the inner edge of sockets, and of the exact internal diameter and dimensions specified. Their sec- tions shall be truly circular and concentric, and their thiclcness uniform throughout their length between socket and spigot. They shall be free from cracks, cinders, scoria, blisters, air and sand holes, cold-shuts, and all other imperfections. They shall have a smooth surface inside and outside. All inside projec- tions must be carefully removed and made even and smooth throughout. No plugging of holes or flaws will be allowed. All spigot-ends shall fit well into sockets to the bottom, with- out requiring chipping in the field. 6. The weight of the straight pipes, their joint room, length and thickness shall be as follows : Interior Diameter, Inches. Weight in Pounds. Hyd. Test Pressure in lbs. per sq. inch Thickness of Joint Room Total Length. Thickness in Inches. 4 298 800 % 12- 4- V( 6 480 300 ^ 12' 4' 9-16 8 695 300 ^ 12' 4- IS 1,011 300 a| IS' 4" *3r 24 2,753 260 79 12' 4* JR 30 8,7ffi S50 iv 12'4)4 per cent, longitudinally and 20 per cent, transversely of the plates. Tensile test specimens to be 8 inches long and i>^ inches wide between measuring points. Bending test specimens cut lengthwise or crosswise from the sheet to be six (6) inches long and one (i) inch wide, to be bent 180 degrees upon itself when cold, and hammered down flat, without sign of fracture on the outside of the bent portion. Punching test specimens to be one and three-fourths (i^) inches wide and not less than ten (10) inches long, in the middle of which a row of not less than eight (8) holes three- fourths (J4) inch diameter spaced one and one-fourth (i>4) inches between centers shall be punched without causing any cracks. Drifting test specimens to be three (3) inches wide and not less than five (5) inches long, in which not less than two (2) holes three- fourths (^) inch diameter, spaced two (2) inches between center and one and one-half (ij4) inches from the edges, shall be punched and then enlarged by blows from a sledge hammer upon a drifting pin until said holes are at least one and one-fourth (1%) inches in diameter, without causing any cracks ; such enlargement to be done cold. The plates shall be free from lamination and surface defects, and be fully up to the required gauge fpr thickness on the edges. Any plate whose thickness at any point may be found less than ninety-five (95) per cent, of the required thickness, shall be rejected without appeal; furthermore, at least ninety (90) per cent, of the plates must be of the required thickness at all points. Rivet steel shall be soft and have a tensile strength between the limits of 50,000 and 58,000 pounds per square inch, with an elastic limit of not less than 30,000 pounds per square inch, and with an elongation of not less than 28 per cent, in a test bar eight inches long between measuring points and full di- ameter of rivet, and with a reduction of cross sectional area at the point of fracture of not less than 50 per cent. The material shall also be of such quality as will stand bend- ing double and flat before and after heating to a light yellow heat, and quenching in cold water, without sign of fracture on the convex surface of the bend. The quality of material of SPECIFICATIONS FOR STRUCTURAL STEEL. 227 rivet rods and subsequent manufacture into rivets shall be such that the edges of heads of properly heated and driven rivets shall be free from checks or cracks. All steel rivets not con- forming to the above requirements will be rejected. All plates and rivets must be free from rust and be kept under cover, from the time of manufacture of the plates until the com- pleted pipe is dipped or coated. In case of accidental rusting, the rust must be removed from the plates in the manner here- inafter specified before proceeding with the manufacture of the pipe. Manufacture of Pipe. — The sheets or plates must be of such dimensions as to admit of being rolled into true cylinders not less than seven (7) feet in length and of the required internal diameters, with ample allowance for the necessary overlap at the single longitudinal seam of each such cylinder. One-half of the whole number of sheets will be formed into "inside courses," or cylinders, having the specified internal diameter of the conduit pipe, and the remaining half into "outside courses," or cylinders, whose internal diameter shall be exactly equal to the external diameter of the inside courses, said courses alternating and forming a tight fit with each other before any protective coating is applied to the metal. The conduit pipe shall be forty (40) inches in internal di- ameter of the said inside courses. The thickness of the steel plates for the pipe with flanged ends to be placed within the reservoir is to be J4 inch. The thickness of the plates for the pipe at the crossings over the roadway and at the railroad will be 'j4 inches. The thickness of the plates for all the rest of the pipe will be 5-16 inches. The edges of each plate must be properly planed or cut to true lines and beveled for caulking all around ; and at the end of each course, when the lap of the longitudinal seam occurs, the plate must be reduced by cold hammering or planing, or both, to a fine edge, through which one of the rivets of the round seam must be driven to insure tightness. In addition to this rivet, still another rivet must be driven through the three thicknesses of plate at such joints. Each plate must be rolled to a perfect cylinder of the required diameter. All rivet holes must be spaced with precision, and in punch- ing the same, the punch shall be applied to the side of the plate which is to be placed in contact with another. In punching said holes, the best and sharpest dies and punches are to be used, and all burrs caused by the punch on the lower side of the plate shall be removed by counter-sinking. All rivet holes are not to exceed the specified size of rivet by more than 1-16 of an inch, and are to be so punched that in assembling the several parts of a member together a rivet 1-16 228 ENGINEERING SPECIFICATIONS. inch less in diameter than the hole, can be entered hot into any hole without "drifting." Occasional variations must be cor- rected by reaming. Whenever possible, rivets must be driven by machines cap- able of retaining the applied pressure after the upsetting is completed. Rivets when driven must completely fill the hole and have full round heads, concentric to the rivet hole, and thoroughly pinch the connected members together. All loose or imperfectly driven rivets must be replaced by sound and perfect fitting ones. At each junction of the straight seam and the round seam where three thicknesses of plate come together, and in all places where castings of any description a.re to be attached to the pipe, special rivets of extra length must be provided and driven. The rivets used for attaching castings of any description to the pipes and connecting together plates or courses in the field, or by hand-work in the shop, shall in all cases be of the best quality of wrought iron, and be driven in the best and most workmanlike manner in every respect. All provisions herein contained, relating to riveting done in the shop, shall also apph-, as far as practicable, to rivets driven in the field, or along the line of the conduit. All circular seams to be single riveted, and the longitudinal seams to be double riveted, except where shown otherwise on detail plans. The pipe is to be manufactured in lengths of four or more courses each, the outside and inside courses alternating with each other, so that each length will have an outside course on one end and an inside course on the other end ; also in such manner that the longitudinal seams will alternate to the right and left not more than one foot from tlie centre line of the pipe. Where angles or curves occur in either the alignment or the grade of the conduit, the plates must be cut and punched to tlie required lines for forming a small oblique angle at the round seams of as many courses as may be needed to produce the given total deflection or curvature in each locality, and the courses must be put together with the longitudinal seams alter- nating as aforesaid. In general, the deflection angle formed by two consecutive courses may range from one (i) to five (5) degrees in horizontal or vertical projection, according to the locality ; but greater deflection angles may be made if ordered by the engineer. Where ordered by the engineer the ends of the pipe to be provided with suitable flanged rings or collars of steel or iron, riveted to the pipe and drilled for bolting as shown on detail drawings. SPECIFICATIONS FOR STRUCTURAL, SXJiJiU ^^9 Stiffening rings of suitable steel or iron shall be placed about the pipes and securely riveted to the same where ordered by the engineer. The price for furnishing and placing the flanges and rings to be paid for by the pound at the price stipulated in item {q), plan B. Openings for the manholes, branches, blow-offs, air valves, etc., will be cut, and the cast iron fittings riveted on in the shop before the coating is applied. All riveted seams and joints of every description shall be thoroughly caulked, both on the inside and the outside of the pipe, in the best and most workmanlike manner for first-class boiler work, while for the necessary distance from all laps the seams shall be both chipped and caulked. The caulking of all seams made in the shop must be done before the coating is ap- plied to the pipe, and every precaution miist be taken, both in the shop work and in the field work, to insure the utmost strength and tightness. The cost of furnishing all appliances, materials and labor re- quired for the manufacture of the pipe as aforesaid, except the castings and special fittings, must be included in the price "bid per lineal foot for the conduit pipe laid in place complete, said price also to include the cost of riveting such castings and fittings to the pipe, the cost of making connection with the ends of the special sections and ends of the cast iron pipe at the engine house and at the reservoir, and all incidental work. During its manufacture, sample lengths of pipe, to be se- lected by the engineer as frequently as he may deem necessary, shall be tested before or after coating under a water pressure equal to at least lOO pounds per square inch. All such tests will be made at the contractor's expense, and he shall furnish all the necessary appliances and labor for their performance to the engineer's satisfaction. Coating. — After the pipes are manufactured and the open- ings required for connections, manholes, air valves, etc., cut in the appropriate sections, and the stiffening rings, collars, and fittings, riveted in place, they are to be covered with a pro- tective coating of the material and in the manner recommended by Prof. A. H. Sabin, of Long Island City, of New York, or lay some process equally satisfactory to the engineer. If the process of Prof. Sabin is used, the pipe will be heated to above 212 deg. Fahrenheit. It will then be dipped in the coating compound manufactured by E. Smith & Co., of New York, which must be heated to above 250 deg. Fahrenheit. After draining, the pipe will then be placed and kept vertically in a suitable baking oven with a pan under each pipe to catch the drip. Th? pipes must be kept in the oven at a heat of not less than 230 ENGINEERING SPECIFICATIONS. 500 dcg. Fahrenheit, for about four hours, until the coating has become hard ; when cold, the pipes may then be removed from the oven and transported to the work. The heads of all rivets driven after the coating has been ap- plied, or any parts of the coating injured in shipment, must be thoroughly covered with "black bridge paint," manufactured by E. Smith & Co., of New York, and allowed to become suffi- ciently hard before being handled or covered up. Manholes. — When directed by the engineer, the contractor shall furnish and put in place in the steel pipe conduit, rnan- holes, with covers, gaskets and bolts complete. The openings for said manholes shall be elliptical, with clear major and minor diameters of not less than 16 and 14 inches respectively; and the joint between the frame and cover must in all casesbe made by truly facing or milling the abutting surfaces and interpos- ing a suitable gasket of sheet copper or lead. No portion of the frame or cover shall project within the cylindrical cross- section of the pipe, and the design of the manhole in all its de- tails shall be subject to the approval of the engineer. Payments for all manholes ordered and put in place in con- formity with the engineer's directions, will be made at the price stipulated in item (p), plan B, but any manhole not so ordered and which is put in place by the contractor at any time for his own convenience during the constrilction of the conduit or for making any repairs thereto, and the replacement of gaskets in any manhole opened for any purpose by him, will be at the said contractor's expense. Transportation and Delivery. — After the steel pipe is man- ufactured and coated as specified above, it is to be transported and delivered along the route of the pipe line, or on adjacent land, as directed by the engineer. Great care must be taken by the contractor in the transportation and delivery to prevent in- jury to the coating of the pipe and special fittings and castings, or deformation and damage to the pipe itself. All damage to the coating must be made good by the contractor by re-coating the damaged portions in a manner satisfactory to the engineer. Any section of the pipe showing appreciable indentation or deformation may be rejected by the engineer. The pipe is to be placed by the contractor in the trenches as prepared by the city, upon wooden blocks set by said city, and the sections of the pipe carefully riveted together. Rivets to be of same quality as those specified for shop riveting, and will be well and thoroughly driven by hand. After riveting, the joints must be thoroughly caulked. The section of the pipe shall be so laid as to have the long- itudinal seams on top. Rivet heads and all portions of the pipe coating injured in the laying shall be coated while in the trench SPECIFICATIONS FOR STRUCTURAL STEEL. 231 with the "black bridge paint," manufactured by E. Smith & Co., of New York, in a manner satisfactory to the engineer. Setting Valves. — The city will furnish and deliver at the work the four sets of 30-in. valves and the cast iron connec- tions ; and the contractor is to connect the same with the flanged ends of the pipes, furnishing therefor all bolts, lead, labor, etc. The foundation and rests for the valves and special connecting pipes will be furnished and set by the city. The sum to be paid for placing each set of 30-in. valves and connecting pipes, also placing the 30-in. valve and special, cast- ings at the cross-over near the Watertown Branch Railroad, and connecting with the ends of the 40-in. riveted steel pipe is specified in item (n), plan B. Excavation of the trench, for the pipe-laying and making up the joints, will be done, also all cradles and bearing blocks will be furnished and set by the city, in advance of the work of placing the pipe. Any damage done to the trench or disar- rangement to the blocks and bearing pieces after the same has been dug or set, must be made good by the contractor. The cost of connecting the steel pipe with the cast iron pipe at the engine house and also the gate house of the reservoir must be included in the price for the steel pipe. The pipes and appurtenances must be kept well brushed out and thoroughly cleansed from all dirt or rubbish of any kind and the ends of the pipe and branches must be kept covered with suitable wooden caps. Testing Pipe. — As soon as practicable after the pipe is laid and riveted in the trench the pipe will be tested, at the expense of the contractor, in convenient lengths of about 2,500 feet, to a pressure of 100 pounds per square inch. The contractor must furnish at his own expense such caps and plugs as may be nec- essary to close the open ends of the pipe! During this test all the joints shall be carefully examined and leaky joints caulked and made tight in a manner satisfactory to the engineer. The contractor to supply all needed water and appliances for test- ing at his own expense. If, during the test, any pipe, special fitting or casting sup- plied by the contractor, should burst or be found defective in any respect for any cause, the same shall be removed and be replaced with a sound piece, and any damage to the trench or property resulting from said defect or failure must be made good by the contractor without extra compensation. At the completion of the work the entire pipe line as laid will be inspected inside, and any material found therein must be removed by the contractor. It is to be understood that all the necessary materials, tools, machinery, derricks, labor, etc., necessary for manufacture, de- 232 ENGINEEKING SPECIFICATIONS. livery and placing of the pipes, and setting the gates and special castings, in the trench complete and ready for use, is to be fur- nished by the contractor. The price to be paid per each lineal foot of 40-in. riveted steel conduit pipe furnished, manufactured, coated and placed in the trench and accepted by the engineer is specified in item (h), plan B. Riveted Pipe with Flanged Ends. — The 40-in, riveted steel pil)e with flanged ends will be made of sheets J4 inch in thick- ness, of dimensions as shown m detail drawings, and made under the foregoing general specifications. This pipe will not be placed in the reservoir by the contractor, but will be delivered on adjacent grounds as directed by the engineer. The price to be paid for each lineal foot of 40-in. riveted steel pipe with flanged ends delivered on the ground, is specified in item (i), plan B. The sum to be paid for each pound of wrought iron or steel collars, stiffening rings, etc., classed as "special fittings," fur- nished, and riveted to the pipe, as directed, is specified in item (q), plan B. L. M. H. 157. Specification for Wooden Stave Pipe. The follow- ing specification was prepared and used in California by one of the most experienced engineers in this kind of construction : Dimensions. — The stave pipe built under these specifications shall have inside diameter as near as may be of 24 inches for the reservoir inlet pipe, and 18 inches for the independent con- nection between the outlet pipes and the Vermont avenue line ; and shall consist of wooden staves, steel bolts, malleable cast saddles and metallic tongue. Staves. — The staves shall be made of clear redwood, free from sap, which shall have been on sticks at least thirty days before being nfilled. The finished thickness shall not be less in either case than i ^ inches. The broad sides shall be dressed to conform to the outside and inside radii of the pipe. The edges shall be dressed to the radial planes, except that a slight bead shall run along on edge of each stave. The ends of the staves shall be accurately squared and shall be slotted for in- sertion of a No. 14 metallic tongue, so as to secure the same position for all staves. The staves may vary in length ftom 10 to 24 feet, but not more than 10 per cent, shall be less than 12 feet, and not more than 40 per cent, shall be less than 14 feet. Bands. — The bands shall be homogeneous mild steel, having a tensile strength of from 58,000'to 65,000 pounds to tlie square inch, and the elastic limit shall not be less than 60 per cent, of the tensile strength. The elongation shall not be less than 24 SPECIFICATIONS FOR WOODEN STAVE PIPK 233 per cent, in a test piece 8 inches long,' and shall bend back upon Itself cold without fracture. The section of the band shall be ys inch round. The thread shall be cold rolled, and shall be as strong as the body of the bolt. The washers shall be O.ii inches thick, and the nuts shall run easily but not loosely on the thread. Saddles. — The saddles shall be of best malleable cast iron of such shape as shall leave the entire band in a plane perpendicu- lar to the axis of the pipe. The strength shall be in excess of the bands. They shall be free from defects and shall fit closely upon the outside of the pipe. Tongues. — The tongues shall be ij^ inches wide, and long enough to extend into the adjacent side staves when in place. Construction. — The pipe when laid shall conform accurately to the stakes pf the engineer. The staves shall brea'k joints, and no joints in adjacent staves shall be nearer than 24 inches. The pipe when finished shall be round and smooth, both out- side and in. The bands shall be put on at right angles to the staves. The seam joints shall be made tight by frequent and thorough cinch- ing of the bands. The butt joints shall be made tight by long- itudinal driving of the staves, using wooden driving bars. Coating. — The steel rods shall be coated with asphalt after the manner specified for the iron pipe. Any spots where the coating has become damaged, after the bands are placed in the pipe, shall be thoroughly painted over. The nuts, washers and shoes shall be similarly treated. Spacing. — ^The band spacing shall be as given in the follow- ing table : (The pressure to be the difference between the elevation of the bottom of pipe and 493.5 feet.) Diameter of Pipe. Pressure in Feet Head. Distance C. to C. of Bauds. 18 inches 18 inches 18 inches 18 inches 24 inches 24 inches 25 to 30 30 to 35 35 to 40 40 to 46 25 to 30 30 to 35 9 inches 8 inches 7% in^'hes 7W inches , 8 inches 7i4 ine^es BackMling. — The contractor supplying the pipe shall also backfill the same to a depth of six inches over the top of tlje pipe ; the material to be carefully tamped under and about the same. Connections. — The pipe shall be connected up with the vari- ous specials as shown on the plan with oakum and lead joints. A. L. A. 234 ENGINEERING SPECIFICATIONS. 158. Specifications for Wrought Iron Chains. The fol- lowing specifications for wrought iron chains are in use ( 1902) by the Pennsylvania Railroad Company. It will be noted that there is no specification concerning the material from which the chains are made, the tests of the completed chains being re- garded as sufficient. Presumably to satisfy these requirements an excellent quality of wrought iron would be required. All chain will be ordered subject to inspection and test by the company's inspectors before shipment. Manufacturers fill- ing orders will, when they have a shipment of chain ready, so advise the general superintendent of motive power. They will be required to furnish suitable testing machines, and such as- sistance as will enable the inspectors to properly determine whether the chain meets the requirements, and must be pre- pared to ship in the presence of the inspectors. All chain will be proof tested to the strains shown in the table below, which it must stand without deformation, and in addition one short length of not less than two (2) feet for each two hundred (200) feet presented, shall be tested to destruc- tion, and the two hundred (200) feet will be rejected if the test length falls below the figures given for breaking weight and elongation. On orders calling for less than two hundred (200) feet, one length will be tested to destruction. When chain is ordered in lengths complete, with links, hooks, etc., welded on, as used on cars or for cranes, the long links, hooks and eye bolts must be included in the proof test, such lengths may be chained together by temporary shackles during the test. One per cent, of the chain thus presented for test must be measured and weighed to determine the weight per foot of chain, not includ- ing long links and hooks. If it should be impossible to deter- mine weight, of chain with long links and hooks attached, the long links must be cut and afterwards replaced in the presence of the inspector before shipment, but with care this cutting may generally be avoided. All chain must be smooth, free from the appearance of burnt welds, cracks or overlaps, and must have a workmanlike finish. Any chain defective in these respects will be rejected. Chain must not be less than the nominal size in the body or welds. Any chain found defective after shipment, will be returned without freight charges. Chain weighing in excess of the limits of weight shown in the table below, will be paid for at that weight. The company's drawing of "Standard Chain Links" No. 13,124 and detail drawings of "Standard Chains" will form part of these specifications. Drawing No. 13,124 gives the de- SPECIFICATIONS FOR STEEL STAND-PIPE. 235 sired dimensions of links, and if the length of lOO links in any of the crane chains is greater than shown, by as much as one per cent., the same will be rejected. In the case of the 5-32 inch and 3-16 inch chains, as much as ten per cent, excess length of link will be allowed. For the remaining chains this limit will be two per cent. To determine the length, a piece of chain containing 100 links whenever practicable will be se- lected, and the distance from inside end to inside end of end links measured, this measurement will be taken while the chain is in test machine for proof test, with no more than ten (10) per cent, of the proof load on to take up the slack. If the length of chains ordered will not contain 100 links, then 50, 25 or 10 links may be measured. The highest practicable number should however always be selected. The main requirements of the specifications are given in the following table : 5S I? Description. Specifications. " a O o O E Ml. C 1. Eel 9 10 II 12 13 14 15 16 ir 18 19 Twisted Chain Twisted Chain 'Perfection Twisted Chain. Straight Link Chain Straight Link Chain Straight Linlz Chain Crane Chain Straight Link Chain Crane Chain Straight Link Chain Crane Chain Straight Link Chain Crane Chain Straight Link Chain Crane Chain Crane Chain Crane Chain Crane Chain Crane Chain Crane Chain 108.1 96.2 161.26 lOS.O 114.7 114.7 113.6 127.6 126.3 153.0 138.9 178.5 176. 7 204.0 202.0 252.6 2:7.7 303.0 353.5 416.6 0.20 0.35 0.266 0.70 1.10 1.50 ■1.60 1.90 1.90 3. BO 2.60 4.00 4.00 5.50 5.50 7.40 9.60 12.00 15.00 21.00 1,600 3,010 3, .'iOO 4,0011 5,000 6,500 7,000 7,500 11,000 11.000 16, OIlO 16,000 22.000 30,000 40,000 60,000 70,000 3,000 5,500 7.000 7,600 9,600 10,000 12,500 13,000 20,000 20,000 29,000 29,000 40,000 55,000 66,000 82.000 116,000 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 p. R. R. 159. Specification for the Material and Workmanship of a Steel Stand-Pipe. The following specification for the ma-, terial and workmanship suitable for a steel water tower or stand-pipe have been prepared by Mr. Wm. D. Pence, after a very long and careful investigation of the numerous failures which have occurred in such structures and also of the mate- 236 ENGINEERING SPECIFICATIONS. rials and workmanship suitable and necessary for this kind of work. The specification includes a phosphorus limit of 0.06 of one per cent., which is the same as that specified in article 156. There is no question but that a limit of from 0.06 to 0.08 of one per cent, is necessary in order to exclude high phos- phorus steels which are of necessity brittle. The author heartily commends these specifications, not only for the purpose named, but for all similar kinds of work. Material. — The metal composing the stand-pipe shall be soft, open-hearth steel, containing not more than 0.06 per cent, phosphorus, and having an ultimate tensile strength of not less than 54,000 nor more than 62,000 pounds per square inch, an elastic limit not less than one-half the ultimate strength, an elongation of not less than 26 per cent, in eight inches and a reduction of area of not less than 50 per cent, at fracture, which shall be silky in character. Before or after being heated to a cherry red and quenched in water at 80 deg. F., the steel shall admit of bending while cold, flat upon itself, without sign of fracture on the outside of the bent portion. Test Pieces. — All test samples shall be cut from finished ma- terial. Tensile test pieces to be at least j6 inches long, and to have for a length of 8 inches a uniform planed-edged sectional area of at least 3^2 square inch, the width in no case to be less than the thickness of the piece. Bending test pieces to be 12 inches long, and to have a width of not less than four times the thickness, with edges filed smoodi. Number of Tests. — For the purpose of identification the number of the melt or heat of steel shall be stamped on each plate produced therefrom. At least one full series of tests, both chemical and physical, as above specified, shall be made of each melt, and such additional tests may be made as, in the judgment of the inspector, seem essential for corroborative purposes under varying conditions or methods of treatment of the metal. Finish of Material. — All plates must be free from lamina- tions and surface defects, and shall be rolled truly to the speci- fied thicknesses. Facilities for Testing. — Complete facilities for the test^ and inspections shall be provided by the contractor, as required. Inspector. — Material will be inspected at the mill by (name of a trustworthy testing concern equipped to make both chem- ical and physical tests) or such other party as may be approved by the engineer. SPECIFICATIONS FOR STEEL STAND-PIPE. 237 Additional Test Pieces. — If required by the engineer, the contractor will provide four certified samples of each thickness of plate used in the work, these samples to be 2 inches wide and 16 inches long. Workmanship. — All workmanship must be first-class in every particular. Working Steel.— The plates and angles shall be shaped to the proper curvature by cold rolling. No heating and hammer- ing shall be allowed for straightening or curving, or for other purposes.* Flinching. — The work shall be carefully and accurately laid out in the shop, and the rivet holes punched with a center punch, sharp and in perfect order, from the surface to be in contact. The diameter of the punch shall not exceed that of the rivet by more than 1-16 inch, and the diameter of the die shall in no case exceed that of the punch by more than 1-16. Rivet holes in plates having a thickness of % inch, and over shall either be drilled or if punched, shall be reamed not less than ys inch larger than the die sides of the holes, and' sharp edges shall be trimmed. Beveling, etc. — ^All calking edges shall be planed to a proper bevel. All parts must be adjusted to a perfect fit, and properly marked before leaving the shop. Erection. — In assembling the work, the rivet holes shall match so that hot rivets may be inserted without the use of a hammer. Drifting is prohibited. Eccentric holes, if any, must be reamed, and if required, larger-sized rivets shall be used in such holes. Rivets and Riveting. — The best grade of soft charcoal iron rivets to be had in the market shall be used. Sufficient stock must be provided in the rivets to completely fill the holes and make a full head. The rivets shall be driven at such a heat as will admit of their being finished in good form with a button set before the rivet has cooled to a critical point. As often as may be deemed advisable for the purpose of testing the work, rivets shall be cut out at the direction of the inspector. The quality of the rivet metal and of the workmanship shall be such that the fracture of the rivet so removed at random shall show a good, tough, fibrous structure without any crystalline appear- ance, and there shall be no evidence of brittleness. Loose rivets must be promptly replaced, no rivet calking beinj permitted. ^ If lap riveting is used, omit the expression " or for other purposes," and insert the following sentence: *' No scarfing shall be done at a temperature below that of ignition of a hard-wood hammer handle, and no work shall be done upon the steel between such temperature and that of boiling walef." 238 ENGINEERING SPECIFICATIONS. Calking.— AW seams must be calked thoroughly tight with a round-nosed calking tool by workmen of acceptable skill. Great care must be taken not to injure the under plate. Rejections. — Defective material and workmanship may be rejected at any stage of the work, and must be properly re- placed by the contractor as directed. Final Tests. — After completion the work shall be tested by fiUing the stand-pipe with water, and the leaks, if any, shall be promptly and thoroughly calked. The stand-pipe must be water-tight before acceptance. Superintendence. — All inspections shall be made under the direction of the engineer who shall have general supervision of the v/ork. W. D. P. MISCELLANEOUS SPECIFICATIONS. 1 60. Specifications for Pile and Trestle Bridging. The fol- lowing specifications for pile foundations and timber trestles are those used by the Union Pacific Railway Co. These speci- fications may, however, serve as a standard fur all kinds of pile foundations, and for the selection of large timbers for engi- neering structures. The formula for obtaining the safe bear- ing resistance of pile foundations is that generally known as the "Engineering News formula :" All piles to be made from straight, sound, live timber, free from cracks, shakes and rotten knots, cut from the following kinds of timber : White oak, burr oak, red or yellow Oregon fir. They must be so straight that a straight hne taken in any direc- tion from the center of each end of the pile, and run the length of it, shall show that the pile is at no point over one-eighth of its diameter at such point out of a straight line. They must show an even, gradual taper from end to end. Ends must be cut square, all bark taken off, branches and knots trimmed oft smooth, finishing the pile in a workmanlike manner. ,They must not be less than fourteen (14) inches in diameter at the narrowest point of measurement of butt or large end, nor less than ten (10) inches in diameter at narrowest point of meas- urement of point or small end, and at no part more than seven- teen (17) inches in diameter. All piles must be properly sharpened before driving. They SPECIFICATIONS FOR TIMBER STRUCTURES. 239 must be driven until they will carry a safe working load of -^ pounds, computed by the following formula : 2wh s + l In which L=Safe'load in pounds. w=Weight of hammer in pounds. h=Fall of hammer in feet. s=Last penetration in inches. They will be estimated and paid for by the lineal foot. i. As delivered at the site of the structure, according to bills fur- nished by the engineer. 2. For driving, straightening and cut- ting off ready for the caps, and only the length actually left standing in the structure to be paid for. All timbers must be of the exact dimensions given and figured on the plans, to be cut from sound, live timber, free from loose or rotten knots, worm holes, wind shakes or splits ; reasonably well seasoned, straight grained, square edged, and free from any and every defect calculated to impair its strength and durability. It will be estimated and paid for in the work by the thousand feet, board measure. The following kinds of tim- ber will be accepted : All bridge ties will be white or burr oak, Oregon red or yel- low fir, tamarack or yellow pine. All track stringers and guard timbers will be Oregon fir or yellow pine, of the long leaved, southern hard pine variety. All posts, caps, sills, bracing and end plank will be white or burr oak, red or yellow Oregon fir, white or yellow pine or tamarack. All wrought iron must be of the best quality of refined iron, tough, ductile and capable of standing a tensile strain of fifty thousand (50,000) pounds per square inch of sectional area. The manufacture of the bolts must be perfect in every respect, and have nuts and screws of the United States standard di- mensions, length of thread to be not less than three inches. All washers and spacing blocks, etc., must be well manufact- ured of good gray iron and to the exact dimensions shown on the drawing. The cost of placing all bolts, spikes and wash- ers in the structure will be included in the price paid for fram- ing and erecting the timber. All bridge ties will be furnished and placed in the bridges by the contractor. The surface of the ties must be brought to a true plane under the rail, so that the rail will get a full bearing on every tie. All of the track stringers shall be brought to a true plane, so that ties will get an even bearing on all the stringers. 240 ENGINEERING SPECIFICATIONS. Where any timber or pile trestle bridge is built on a curve, the blocking for elevating the outer rail, or other means for elevating it, will be as per drawings for the same, a copy of which will be furnished from the office of the chief engineer. The culverts will be put in place and finished ahead of the grading, so that it will not interfere with or detain the grading, m any way. Bridging shall begin when directed by the engineer, and progress at a rate sufficiently rapid to keep out of the way of the tracklayers. When directed by the engineer drain pipes will be used in- stead of culverts; they will be of cast iron or vitrified terra cotta ; this will be carefully bedded and jointed and of such size as may be directed by the engineer. All framing shall be accurately fitted ; no blocking or shim- ming will be allowed in making joints ; the holes for the bolts shall be bored with an auger of the exact size of the bolts. The nuts on all bolts shall be screwed so the washers shall pinch hard upon the wood and bring all the parts of the structure close together. On completion pick up and remove all rubbish from the premises. All material will be inspected on the above specifications, at points of shipment or destination as agreed, and the owners required to remove all rejected material from the company's premises within thirty (30) days from the date of notice to do so. The company after that time will not be responsible for the return or safe keeping of the same. When from any cause bridge materials are unloaded from cars at material yards or end of track, it shall be reloaded by the contractor at his own expense. U. P. R'y. 161. Speciiications for the Steam Plant of a Small Electric Light StatioA. The following specification for the steam plant of a small electric light station includes specifications for the engine and its attachments, feed water heater, boiler feed- pumps, boilers, furnace, stack and pipe connections. While not especially elaborate, they have been prepared by a mechanical engineer of large experience in this field of practice. Thev are given here, however, not for the purpose of being copied, but simply as an illustration of such a specification. The reader will note that three kinds of engines have been provided for, and that large liberty is retained by the engineer in the selec- tion of the engine from those submitted for competition in the SPECIFICATIONS FOR STEAM PLANT. 241 bids. A particular feed water heater was here specified, be- cause it was thought to be best suited for the kind of water which was to be used, the advantage of this heater being that it largely removes the scale from hard water before it enters the boiler: ENGINE. Type. — There will be one engine, of the high speed auto- matic pattern ; cylinders io}4 inches or 1 1 inches diameter ; capable of operating continuously at 600 feet piston speed per minute, without undue heating. Regulation. — The automatic governor must permit a cut-off as late as J/2 ; and must be so adjusted, that the difference in speed, when running with 100 pounds initial pressure and no load, as compared with 75 pounds initial pressure and cut-off J4, shall not exceed a guaranteed amount to be stated by bidder; with a correspondingly less variation inside of the limits named. The regulator must be so constructed as to per- mit this guaranteed regulation to be easily maintained, with- out racing. Fixtures and Fittings. — Standard cast iron sub-base, and two heavy driving pulleys, of such diameter and face as may be required to suit dynamo pulleys; a full set of foundation bolts, nuts and plates ; template for foundation ; throttle and drain valves ; cyHnder lubricators, automatic oil cups, wrenches, indicator motion, etc. ; and two one-inch relief valves set at 1 10 pounds pressure. Dimensions. — State diameter and m.aterial of shaft and crank pin, and submit drawing or blue print indicating clearly size of cylinders, speed, diameter of pipe openings, space occupied and dimensions of foundations. Corliss Engine. — Bids will also be considered under the same conditions on a Corliss engine ; 1 1 inches diameter of cylinder, shaft 6 inches; flywheel and frame extra heavy; speed 100. Regulation to be guaranteed. Direct Connected Engines.— This type will also be consid- ered, together with suitable dynamo. High speed. Vertical or horizontal. ^Tompound or single expansion. Full details must accompany proposals. Belting.— DonUt thickness, even and pliable, equivalent in strength and adhesiveness to the Shultz leather belting. Of se- lected stock, stretched twice before being made into belts. No shoulders or flank leather to be used. Its tensile strength must not be less than 3,200 pounds per square inch of section, and 16 242 ENGINEERING SPECIFICATIONS. must not be worked beyond 65 pounds per inch of width. The belt will be thoroughly stretched again after making, and before shipment. FEED WATER HEATER. One No. 5 Hoppes exhaust steam feed water heater and puri- fier capable of heating 3,000 pounds of water per hour to the highest point attainable, without back pressure on the enijine. To have steel shell, oil extractor and trap ; crane for removing head; automatic water regulator and openings for water and steam as required. BOILER FEED PUMPS. One Worthington duplex pump, SJ^^Sj^xS, water ends to have packed pistons. Piston rods, water cylinder linings and water pistons to be of gun metal. Valves suitable for hot water; complete with a full set of oil cups and wrenches. BOILERS. To be two in number as follows : Dimensions. — Fifty- four inches diameter, eighteen feet long ; thickness of shells, five sixteenths ; heads,, seven sixteenths, to have half smoke-box extension, bolted on, sixteen inches in length. Material. — Park Bros.' Open Hearth Homogeneous flange steel of 60,000 pounds tensile strength. All plates to be stamped with name of maker, quality and tensile strength. Construction. — The heads are tO be machine flanged, to have an easy radius; and amply braced, with braces of best refined iron, uniformly distributed, so that each brace will carry its full share of strain. Before beginning construction a plan of the bracing proposed must be submitted to the engineer for ap- proval. Tubes. — Thirty-eight — 4 inches in diameter, 18 feet long, of lap welded, charcoal iron ; carefully and properly expanded and beaded over. Dome. — Thirty inches diameter, thirty inches high. To be of same material as shell ; well braced and double riveted. Seams. — There will be one longitudinal, double riveted seam, in each sheet, well removed from the fire. Other riveting single. The make, size and spacing of rivets shall be in accordance with the best modern engineering practice. Supports. — There will be two extra heavy cast iron lugs for each side ; each 4>^ feet from end of the boiler. The forward lugs to rest directly on cast iron plates 12 inches square, sup- SPECIFICATIONS FOR STEAM PLANT. 243 ported by the masonry. The rear lugs will rest upon 9 one- inch rollers, which in turn will rest upon 12x12 plates. Stack. — Of sheet steel, No. 12 gauge in thickness, diameter 32 inches, height 50 feet. Lower end Y shaped to fit stack plates. Furnish sufficient ^ inch galvanized iron guy wire to make two complete sets of guys. Support stack underneath Y to brick work or floor. Fittings. — ^^One s-inch chime whistle; one soot sucker, com- plete, with hose and handle ; one flue scraper ; one steel barrow ; complete set -of firing tools, consisting of shovel hoe, slice-bar and poker; 2 eight-inch steam gauges; 2 one and one-quarter inch combination water columns, with gauge cocks, and water glasses; two 4-inch safety valves, with levers marked to 150 pounds pressure ; 2-inch check, stop and blow-off valves. Castings. — Two square top, full flush fronts of approved ornamental design, with ti^ht fitting doors, and anchor rods extending the entire length of brick work; six 9-foot binding bars with cross and anchor rods ; soot door and frame ; stack plate and damper. Cast iron skeleton frames suitable for stand- ard sizes of fire brick, to be used in place of back plates. Rock- ing grates will be furnished and erected by the city. Openings. — The man hole in front head under tubes, and one in shell back of dome, both properly reinforced, and pro- vided with heads, arches and bolts complete ; two i J4 inch open- ings for water column ; one 2-inch for feed and blow off pipe ; one 4-inch main steam outlet, and one 4-inch for safety valve ; all to be properly reinforced and located as directed by the engi- neer. Inspection and Insurance.-^Beiore shipment the boilers will be tested and made tight under a water pressure of 150 pounds. Certificate of inspection and insurance policy in the Hartford Steam Boiler Inspection and Insurance Company, for the sum of $500, for one year must be furnished, for each boiler. FOUNDATIONS AND BRICK WORK. (See Drawing.) The dimensions of foundations for engine, boilers, heaters, pumps and brick work for furnaces, will be- clearly shown in drawings, which must be accurately followed. Foundations. — All are to be of concrete composed of one part best domestic cement, three parts of clean, sharp sand, and five parts clean, broken stone of sizes that will pass through a 2y2 inch ring ; all to be thoroughly mixed, laid quickly, and rammed down solid. 244 ENGINEERING SPECIFICATIONS. Excavations. — As per drawing. Remove promptly all earth and other debris. Bottom to be level, and rammed if neces- sary. Iron Work. — All bolts and plates for engines and dynamos must be put thoroughly and permanently into position by the contractor. Outside of each bolt place a piece of 2-inch iron pipe, so as to permit some adjustment of the bolts. Cap Stones. — Foundations for heater, and boiler feed pumps will project somewhat above floor line. Each of these will be surmounted by a neatly cut cap stone, 8 inches thick and of proper dimensions. Boiler Furnaces. — To be of well burned red brick, thoroughly wetted before laying; all joints flushed solid; all courses level and straight. Every sixth course both inside and outside to be a header. Brick to be laid in mortar composed of one part lime to five parts of sharp sand. Build into side and rear walls a I -inch air space, which shall be air tight; except immediately under the supporting lugs of boilers, where the walls shall be carried up solid. Fire Brick Lining. — The entire inside of the furnace where exposed to flame, will be lined with A No. i hard burned fire brick, laid in dry milled fire clay, with very thin joints, flushed full ; headers every sixth course. Use the following special fire brick "Angle B," to form the top and front corner of same, use the "4j^ to give the batter on front of bridge wall : at top and bottom. Jamb," also for the inner corners of cleaning out doors openings. Front of bridge all headers. Closing In Tile. — For the sides of furnace, use fire brick tile 6x1 2x2 J4 ; and for the rear above tubes lay ordinary fire brick special skeleton arch frame. Iron Work. — Place in position all cleaning out doors, cast iron plates and anchor rods. • PIPE CONNECTIONS. To tje as per drawing, which will be furnished. Steam. — Four, inches from boiler to 6-inch header leading to engine room, where it will reduce to size required by engine, thence to engine proper size, through a Hine separator suitably drained. Leave Tee having plugged outlets for additional engine and water works pump. • Exhaust. — Four inches from engine to main line; thence 6 inches through heater to 5 feet above roof. Leave plugged inlet Tee for additional engine and pump. Drains. — Both the steam and exhaust pipes are to have suit- able drains of ample size wherever there is any possibility of water accumulating. Run these drains outside of building. SPECIFICATIONS FOR LEATHER BELTING. 245 Small Piping. — Feed, blow-off and steam and exhaust pipes for boiler feed pumps to be as per details shown in drawing. Fittings. — Of the best construction, with threads true and clean. Use in all cases what is known as "water" or "sweep" ■ells and fittings, having extra long radii for curves. ■Valves. — Of the Jenkin Brothers, or asbestos disk pattern. Use gate and angle valves in preference to globe. When globe valves are used they must be so placed as not to form water pockets. Supports. — All pipe work to be well supported in such a way ■as to bring no unusual strain on the pipe or fittings ; either from their weigh't, or from expansion or contraction. Covering. — All live steam pipes, domes and top of boilers to be covered with a high grade non-conducting material, such as magnesia sectional pipe covering. In General. — The arrangement of the pipe work must be such as to provide for all differential strains arising from ex- pansion and contraction. The work to be of the best and most thorough possible. The steam pipe will be tested to 150 pounds. W. H. B. 162. Specifications for Leather Driving Belts. The fol- lowing specifications for large leather belts were prepared for the large water power electric plant at Austin, Texas, in 1894. It is thought they conform to the latest and best practice in the ■manufacture of leather belting : There are to be six main driving belts and seven belts to ■drive dynamos, of dimensions- as hereinafter scheduled. These belts are to be of leather made from the best selected, large steer hides, of pure oak-bark tannage. The cuts are to be taken from the centre solid portions of the hides, and are -not to include shoulders, flank or soft parts of the hides. Each piece is to be of fine, close fibres and all pieces are to be scarfed to a uniform thickness. No piece taken from one hide is to •exceed a net length of fifty inches. The individual pieces of the leather are to be thoroughly stretched after currying and again machine tested and the ut- most stretch, within elastic limits, given to the belts when they liave been made up complete. The transverse lap joints are not to exceed four inches in longitudinal length, are to be scarfed in the best manner, thor- -oughly cemented and are to be made fast and durable without the use of pegs or rivets. All belt edges are to be properly rounded. All belts are to be thoroughly water-proofed. 246 ENGINEERING SPECIFICATIONS. The complete belts are to be soft, pliable and finished with smooth polished surfaces. The belts of thirty-eight inch width are to be of double thick- ness. The outer face pieces are each to be in a single width, with centre conforming to the back-bone centre of the hide. The inner, or running face pieces of the thirty-eight inch belts are to be nineteen inches in net width and to have one and one- half inch scarfed and lapped longitudinal joints. One edge of each half-width will be cut along the back-bone centre of the hide and in the makeup of the belt, these inside half widths are to be placed with the back-bone edges at the outer edges of the belt. These seam sides of the thirty-eight inch belts are to be run next the pulleys. All the remaining belts are to be of double thickness in single width pieces, with centres of each piece conforming to the back- bone centres of the hide. The belts are to be finished with uni- form thicknesses respectively not less than as follows for each stated width : 28 38 inches width of not less than -—r inches thickness. 25 24 64 24 26 04 14 21 64 13 ''4 04 11 64 The speeds of the belts will be at rates of about 5,000 lineal feet per minute. All these belts are to be transported to the power house nov/ being constructed by the board of public works of Austin, Texas, in Austin, and are to be placed upon the pulleys in the power house and spliced and cemented in place. The hides and manufacture, finish and fitting of the beks are to be first-class in every respect and the belts are to be guaran- teed to run smoothly and straight upon the pulleys and to work successfully for the space of one year from the time of the start- ing up of the power house for regular work. If any defect tending to impair the usefulness or life of any belt supplied under this specification, shall develop within one SPECIFICATIONS FOR WATER-POWER PUMPS. 247 year that belt shall at once be made good by the manufacturer or replaced by a belt conforming with this specification. Proposals for these belts, as fitted in place ready for the start- ing of the machines, are to be delivered to the Hon. John Mc- Donald, mayor and president of the board of public works, Austin, Texas, on or before the 8th day of December, 1894, and all belts are to be delivered and fitted in place ready for use within six weeks of the date of the order for their manufact- ure and delivery. The board of public works reserves the right to reject any and all proposals as may be for the best interest of the city of Austin. Blue-prints showing relative positions of the pulleys and in- clinationa of the belts are submitted herewith. SCHEDULE OF BELTS. HP. c In, .a 64ths. E a Id. ft Id. m « aaj fife Feet. lis Feet. 520 !,20 201 201 SOI 201 241 134 134 100 100 80 80 38 38 25 25 25 25 24 14 14 13 13 11 11 28 28 24 24 24 24 26 24 24 24 24 21 22 54 54 54 54 64 54 50 50 60 65 55 46 46 54 64 26 26 26 26 32 iS.t 36.5 18 18 18 18 43.108 42.763 44.970 48.075 45.379 48.687 17.851 18.636 17.688 15.293 15.393 15.311 19.912 100.833 99.663 u *t u 100.412 U It n 106 622 ^) inches "in" on the bed and one (i) inch "down" on the face. The coping shall be made up in ten (10) segments of uniform length of arc, and shall be dressed to lay with less than one-quarter {%) inch joint. The joints shall be filled with mortar worked in with the trowel and the several segments shall be cramped together with iron craimps of best J4x2j4 f. b. iron with legs 2% inches long, and width of cramps between legs fifteen (15) inches. These cramps shall be "let" into the beds of stones at the mid- width, flush with the surface of coping, and the leg pockets shall be cut slightly dovetail with a flare downwards, and after the cramps are set shall be run with hot lead caulked in place. The lower bed shall be chisel dressed to make a joint oh a full bed of mortar with the last course of brick, and the faces and upper beds shall be finely chiseled to a smooth even surface. Excavation. — The well will be constructed by the undermin- ing method, a circular hole, twenty-one (21) feet diameter will be sunk in the clay eight (8) or ten (10) or more feet, depend- ing upon the capacity of the material to stand vertical, and at the option of the contractor and upon approval of the engineer. The shoe will,then be placed in the hole and carefully leveled, the anchor bolts being in place, the brick curb will be laid as herein provided until the brick work reaches a height of three (3) feet above the level of ground, when further excavation will be had by removing the material within the curb and under the shoe and allowing the shoe to settle from the super- imposed weight of the curb. The excavation under the shoe to be carried down uniformly all around to maintain a^true level of the last course of brick on the curb. The level shall be taken for each course of brick laid, and when found "out" the curb shall be truly leveled by additional excavation under the higher side. J. W. H. 165. Specification fcr Turbire Water Wheels. The fol- lowing specification for both horizontal and vertical turbine SPECIFICATIONS FOR TURBINE WATER WHEELS. 253 water wheels was used in the construction of the large water power system of Austin, Texas, of 1892 : Horizontal Turbines. — There are to be four pairs of hori- zontal turbines of 506 horse power each, under 54 feet head. Each pair of these turbines will discharge into one common draft tube. On the shaft of each pair of turbines there will be two pulleys, each to be adapted to transmit the full power of the pair of turbines, and on the same shaft there will be a heavy balance wheel. The pulleys are to be for belt or rope driving as directed. The turbine shafts are to have ample bearing sur- faces, and each exterior bearing is to be fitted with oil cups and proper drip pocketi. Each turbine case is to have a man-hole of 10x15 inches clear opening. Each of the turbine quarter-turns is to be of cast- iron and is to be fitted with a good stuffing box and is to be flr.nged, fitted and bolted to its 53^ feet diameter stop valve. The draft tube is to be flared at its mouth. A cast-iron plate is to be fitted on the floor of each tail race under each draft tube, which plate is to be 6}4 feet diameter and raised conically in the center to a point. The floor plates are each to be secured with twelve ^ inch lag bolts. The turbine cases, quarter-turns and feeder pipes are to have proper lugs upon them to rest upon the iron beams and ma- sonry, which are to be their supports. A strong and rigid frame of iron beams is to be furnished with each pair of turbines. Each frame is to be supplied with proper strong hold-down bolts and anchor plates. All anchor rods, plates, lugs and braces are to be supplied that may be necessary to secure the turbine cases, frames, draft tubes and feeder pipes securely in place, so they will be free from, move- ments or vibration. Vertical Turbines. — There are to be also two turbines with vertical shafts, each of 185 horse power under 54 feet head. These vertical turbines will have draft tubes similar to those above described for the horizontal turbines. The draft tubes are to be quarter-inch plate iron with seams riveted so as to be air tight and with seams caulked in a workmanlike manner. The shaft of each vertical turbine is to extend up to a level proper to receive the beveled pinion at the pump room floor. A pair of bevel wheels is to be furnished with each of the ver- tical turbines of ratios as directed, approximately 2 and 75-100 to I. The larger bevel will be a mortise gear wheel with planed mortises and fitted with the best maple cogs which have been thoroughly seasoned and boiled in oil and substantially keyed in place. The small bevel gear will be machine molded and have planed teeth. 254 ENGINEERING SPECIFICATIONS. The vertical feeder pipe with each vertical turbine and its quarter-turn will be supplied with each wheel case. Within this vertical feeder pipe are to be a sufficient number of bear- ings to keep the shaft truly in line. These feeder pipes are to be made of quarter-inch plate iron of good ductile stock, of not less than 40,000 pounds tensile resistance per square inch, and are to be well riveted with hot rivets and are to be caulked water tight in a workmanlike manner. The quarter-turns will be flanged and fitted with bolts to connect them to the vertical and horizontal feeder penstock pipes or valves. Each vertical turbine is to have ample capacity when working under 54 feet head to start its pair of pumps when pumping at a rate of four million gallons in 24 hours against a pressure of 265 feet of water and to bring the speed of the pumps quickly and easily up to a rate of 25 revolutions per minute. The turbines will have bronze buckets, approved gates and gate gears, and composition stuffing box glands. Approved cast-iron, bright standard and hand wheels will be set on the main floors of the house, where directed, and connected with the gate gears. Approved, sensitive regulators will be con- nected with the horizontal turbines. Substantial pedestals will be provided for the bearings of the horizontal shafts. The turbines are each to be guaranteed to give a duty of not less than 80 per cent, by dynamonetrical test, in a testing flume, or by similar test when driving their pumps at a rate to deliver four million gallons of water per 24 hours into the reservoir.^ The turbine -cases, turbine and draft tubes, also the vertical feeder pipes of the vertical wheels and all the quarter-turns, are to be set in place in the power house being constructed in Austin, Texas, by the board of public works of the city, and their materials and workmanship, and their trimmings and an- chorages are to be of the best of their respective classes, to the full approval of the engineer, and are to be guaranteed and maintained in perfect condition for the term of one year after their test and acceptance. A general plan accompanying this specification shows the wheel pits, penstocks, feeder pipes and draft tubes, the floors of the power house and method of using the power. Full de- tail drawings of the turbines and their appendages are to be delivered to the consulting engineer and are to be subject to his approval in all respects. J. T. F. 166. Specification for the Installation of an Electric Light- ing Station in a Small City. The following specification for ' The author recommends that a bonus and forfeiture condition should accompany Buch a duty clause as this. SPECIFICATIONS FOR ELECTRIC LIGHTING PLANT. 255 an electric lighting station was prepared in the year 1894, for a small city which required an economical installation. They are given here, not for the purpose of being copied, but as an illustration of what was considered good practice at the time they were drawn. The gentleman who prepared these specifi- cations has had a large experience in electric light installation, having been at one time manager of an electric works, while at the same time being a mechanical engineer of thorough train- ing and wide experience. The work was to be erected under his own supervision and inspection, so that it was only neces- sary to make such a specification as would warrant him in de- manding first-class materials and workmanship in the execu- tion: STATION PLANT. Dynamo.— The dynamo shall be of constant potential alter- nating incandescent type, and to Lave a nominal or rated ca- pacity of thirty to thirty-five kilo-watts, at one thousand to one thousand and one hundred volt at station. State number of alternations per minute. Exciter to be belt driven from alter- nator shaft. By "nominal" or "rated" capacity is meant that load at which the dynamo will run continuously, without un- due heating. Proposals will state the capacity, and the amount of overload the machine will safely stand for three hours' run in hot weather. Bids are also desired on direct connected gen- erators, with high speed engine of approved design. Bids must give full details, and be accompanied by drawings. Attachments. — Machine to have insulated base frame, belt tightener, self-oiling bearings, automatic regulator, and all nec- essary station and switch-board apparatus, including lightning arresters. Submit a list of station equipment intended to be furnished. Regulators. — Must automatically control the current over the entire range of the capacity of the machine, without undue heating, or sparking ; so that the power required is at all times proportionate to the number of lamps burning. It must pro- vide a steady and uniform light, with variations in the engine speed not exceeding three per cent. The regulators must pro- tect the dynamos in case of short circuiting on the line. £r^cfe«.— Contractors will deliver machine, and all station apparatus, and erect same in position, including substantial foundations of concrete. They will run wires in station be- tween outlet where external construction begins, and switch- 256 ENGINEERING SPECIFICATIONS; board, machines, arresters, exciter, grounds, etc. Wire to Okonite. Furnish and place switch-board, and erect all appa- ratus thereon. Furnish expert to erect, adjust and run appa- ratus ten days, instructing the city's attendants in its care and operation. Contractor must keep informed as to the progress of the work, and arrange the time of his experts accordingly, and there will be no allowance for extra time or traveling ex- penses, not specially ordered. State charge per day for the time of expert longer than ten days. Acceptance. — Before leaving, the expert must satisfactorily make the capacity test, and such other tests as the city may require to satisfy itself that the provisions of the contract have been fully carried out. At the end of the ten days' run, the ap- paratus will be accepted, providing the requirements of the con- tract have been fully met. Switch Board. — Furnish and erect a switch-board, complete, of good, hard, well seasoned wood, providing for one dynamo and two mains for commercial, and for street lights as herein- after provided. .Arrange for easy access to rear of board. Sub- mit list of apparatus to be placed on switchboard. Lightning Arresters. — Include six double pole lightning ar- resters of approved form for use on the circuits throughout the city. MISCELLANEOUS APPARATUS AND SUPPLIES. ■ Converters. — From one thousand to one hundred volts. Number and capacity to be as per the accompanying list. Each must be provided with fuse box and eye bolts, or wrought iron straps; with hooks on upper ends to hang directly from cross arm or cleats. The regulation must be within two and one- half per cent, for the smallest size, and two per cent, for the largest, besides which, the leakage losses must not exceed five per cent, on the small, and one per cent, on the large, and the regulation and leakage must be uniform for all converters of the same size. Each convertrr must be ample to carry, in emer- gencies for three hours continuously, without dangerous over- heating, twice its rated capacity, but, of course, with reduced efficiency. Shunt Coils. — Fifty in number; one to be used with each street lamp, of which there are five groups, of ten each.„ The shunt coils to take care of the current in the event of a' lamp burning out. Furnish two extra coils for reserve. Meters. — Will read ampere or watts hours, and must be care- fully adjusted and tested before shipment. See list appended. Furnish one extra meter of each of the three smallest sizes. Lamps. — To be of approved make, and furnished with such base as may be selected later. Efficiency fifty-five watts per SPECIFICATIONS FOR ELECTRIC LIGHTING PLANT. 257 sixteen candle power lamp. Furnish, now, 1,000 sixteen candle power, and 100 thirty-two candle power. All for one hundred volt current. Sockets. — One thousand of first-class construction, with por- celain base to fit such lamp as may be selected later. Delivery and Erection. — The converters, meters, lamps and sockets shown on accompanying lists and maps, are to be erected in position. The rest of the quantities above named are to be delivered to the city for future use. Future Orders. — The quantities hereinbefore mentioned are to be included in original proposal price, but a price must also be named at which additional orders may be placed within one year from signing contract. EXTERNAL CONSTRUCTION. Pole Line. — Furnish and erect in position all poles and cross- arms for the complete distribution system shown on blue print. All poles to be live peeled white cedar, 30 feet long, 6 inches diameter at top, housed and gained for two cross-arms. Set 4j^ feet in ground and tamp well. Poles must be straight and sound. Any poles crooking more than one inch in five feet or having more than ten per cent, rot in butt, will be rejected. Location of poles will vary between 100 and 150 feet apart, averaging probably 125. All locations to be approved by city. Furnish 12 extra poles for future use. Furnish all material and do all work, connected with the primary system, starting from station outlet, and including secondaries to house inlets. Corner pins to be Ij4 inch extra quality locust, except in cases of unusually severe strain, where they must be of iron ; all others ij^ inch painted oak; all wires to be carried on insula- tors of the deep groove doulale petticoat pattern. Wire. — To have triple braided weather-proof insulation of superior finish and smoothness, tough and not easily abraded, and which will not disintegrate or deteriorate by exposure to the elements, and equal in all respects to "K K." The wires will be of sizes as shown on blue print. The drop from con- verter to house inlet when all lamps shown on map are burning at once must not exceed one per cent. Street Lights. — ^Will be 47 of 32 candle power each, run in groups of 10-100 volt lamps, with shunt coils, each group in series. Location of street lamps and wires as per accompanying blue print. All wire No. 10 B. & S. Furnish and erect on switchboard at station, switches controlling all street lights. There will be two groups of 10 street lights each. The other three groups will each have 9 lights on street, and one in sta- tion. 17 258 ENGINEERING SPECIFICATIONS. Hanging Lamps. — Contractor is to furnish all fixtures, ma- terial and labor ; to hang in position the 47 incandescent street lamps shown on map, as high above grade line as possible; with cutters suspension street hoods, with cross-arms, insula- tors, nozzles, and petite pulleys and J4 i^ich galvanized iron flexible lamp cord, with hemp core; also galvanized steel wire strand J^ inch diameter, for suspending lamps in the centre of streets, by the cross suspension method. Use eye bolts with washers for suspension wires, projecting sufficiently to permit slack being taken up by tightening nut. Iron break arms are to be used where lines leave poles, or wherever a loop is made. Returns from Street Circuits. — Shown in broken lines on blue print may be cut into commercial circuits, instead of re- turning to station independently. Incandescent Distribution. — Will be shown on accompany- ing blue print. In General. — All joints are to be well soldered and taped. No wire must be lower than 20 feet above grade line. All streets, alleys, and other public places where work is done, must be left in as good condition as before starting. Use spe- cial iron brackets wherever necessary, always placing some soft moisture proof material between the iron screw and the in- culator. Erect on incandescent mains where directed, the six lightning arresters. SECONDARY INDOOR WIRING. Capacity. — All secondary wiring must be sufficiently large to carry at one time 25 per cent, more lamps than the number shown on the accompanying map, without undue heating, and at 100 volts. The drop from house inlet to the most distant lamp with the above maximum load must not exceed 2^ per cent. Erection. — All inlets to be in front of houses, except where some other place may be designated, as more convenient. Con- verters, meters, sockets and lamps are to be furnished by this contractor, placed by him and connected permanently in posi- tion, complete. All other necessary materials, such as fuse boxes, switches, cut-outs, etc., to be furnished and erected by this contractor. Plans. — Name a lump sum for the complete installatiqp of the lamps located on the blue print in accordance with these specifications. State also : 1st. Price per lamp at which this schedule may be added to or deducted from. 2d. Price per lamp which will be charged additional for con- cealed work. SPECIFICATIONS FOR ELECTRICAL DISTRIBUTION. 259 Character of Work. — Except where otherwise arranged, all interior wiring will be open cleat work, using white double braided painted fire-proof wire. The details of all indoor wir- ing will be in accordance with the rules of the St. Louis Board of Fire Underwriters. The city will have the work inspected from time to time at its own expense, and any work which may be found, at any time previous to the acceptance of the plants not in accordance with those rules, must be put into satisfactory shape by this contractor at once. Drops to be No. i6 cotton flexible cable, with adjusting ball and fibre socket bushing. Special Work. — The city grants the contractor the right to sell shades, fixtures, etc., and to do concealed and fixture wir- ing, for which extra work the customers will pay him direct, such work to be done under the supervision of the engineer, and to his satisfaction. W. H. B. 167. Specifications for Electrical Distribution Circuits for Light and Power. The following is the descriptive portion of a set of specifications for electrical distribution for light and power prepared for the city of Austin, Texas, in 1894. They are thought to be a good example of such specifications and are here inserted exactly as used in the letting of the contract : Power Station. — The power station is located at the new dam in the Colorado river and is about three miles northerly of the corner of Congress avenue and Pecan streets in said city of Austin. There will be in the power station one 180 kilo-watt tri-phase generator adapted to generate alternating currents of 2,700 volts potential, two 100 kilo-watt generators adapted to generate direct currents of 550 volts potential, four alternators of 3,000 light capacity, and two alternators of 1,500 light ca- pacity adapted to generate alternating currents of 2,200 volts potential and two arc machines each of capacity to supply cur- rents for 100 arc lamps of 450 watts each. The wires for power currents will be led out of the station for grouping on one set of poles and the wires for lighting cur- rents for grouping on another set of poles. The currents of the three power generators will be transmitted by three-wire com- plete circuits. All the wire circuits are to be connected with the switch- board and station apparatus so as to give the most complete switching, testing and regulating facilities with the least drop of potential consistent therewith. The leading wires are to be strung from the switch-board to the cupola of the power house and out through the panels of the cupola and are to be in- sulated from the building and panels in the best manner. 260 ENGINEERING SPECIFICATIONS. All the wires within the buildings will he covered with a firm water proof insulating material, such as shall be approved by the engineer, and to the safe insulation of currents with standard potentials of 2,500 volts. Pole Lines.— The line poles will be of peeled, white northern cedar. The poles are to be straight, sound, smooth and iree from large or loose knots that might weaken them. The dimensions of poles shall not be less than those stated in the following schedule and poles of each representative class are to be set at depths not less than those stated in the schedule, if set in earth, and six inches less if set in solid rock. Poles will not be less than the schedule thickness at one-half foot below their tops, and will be made roofed at their tops and their roofs will be painted with the best quality of mineral paint. Their lowest cross arms shall be at least 18 feet and 3 inches at center above the center of the street opposite the pole On the main two-feeder lines, between the power house and Congress avenue, the poles are to be spaced not exceeding 100 feet between centers, and on the sub-feeder and distribution lines poles are to be spaced not exceeding 132 feet between cen- ters, and if lengths of blocks are such that three poles per block exceed this limit, four poles per block are to be used. Poles will be placed in the curb line or in a line parallel with the curb line if on streets and, if in the alleys, as directed by the engi- neer. Corner and terminal poles and all other poles subject to extra unbalanced strains shall be securely guyed with No. 6 galvan- ized steel wire. Guys shall be so olaced and secured as not to be obstructions or nuisances. SCHEDULE OF MINIMUM DIMENSIONS OF POLES. Class. Number of cross arms. Minimum length of poles. Depth set in earth. Height of lowest arms. Dia. at top of poles. A One. Two. Three. Four. Five Six. Seven. 25 ft. in. 2o ft. in. 27 ft. in. 29 ft. 6 in. 31 ft. 6 in. 33 ft. 6 in. 35 ft. in. 4 ft. in. 4 ft. 8 in. 4 ft. 6 in. 5 ft. in. 5 ft. 6 in. 5 ft. 9 in. 6 ft. in. 18 ft. 3 in. 18 ft. 4 in. 18 ft. 5 in. 18 ft. 9 in. 18 ft. 7 in. 18ft. Sin. 18 ft. 3 in. 4i 5 B c 5 J 6 6} 7 D E F G 7i Gains shall be cut in the poles so that the cross arms will fit snugly and rest at right angles to the axis of the poleS. Proper gains are to be made to receive lightning arresters, transform- ers and other apparatus to be attached to the poles. SPECIFICATIONS- FOR ELECTRICAL DISTRIBUTION. 261 The contractor shall secure all necessary permissions for the trimming of private trees and shall do all trimming, and he shall secure the necessary permission for attaching any guy wires to private property. Cross Arms. — The six-pin cross arms will be four and one- quarter by five and one-fourth inches section, and other cross arms of three and one-quarter by four and one-quarter inch section, and all are to be of sound, clear and smooth seasoned white oak. The two-pin cross arms will be of clear, hard Mich- igan white pine. Each will be rounded on its top and each will be fastened with three and one-half by seven inch lag sxrews with washers. The six-pin arms will be not less than five feet and ten inches long and four-pin cross arms not less than four feet ten inches long. All cross arms will have one good coat of the best "P. and B." paint compound for the purpose before being fastened to the poles. The vertical distances between centers of cross arms shall -not be less than twenty inches. All four and six-pin cross arms will be stayed with one-quar- ter by one and one-half inch rolled iron japanned braces, not less than twenty-six inches long on the six-pin arms and twenty inches long on the shorter arms. Each pair of braces will be secured with two lag screws, two by five-sixteenth inches, and one lag screw three by five-six- teenth inches dimensions each, with washers complete. Pins. — All cross arms carrying No. i or larger wire will be -furnished with the best quality of locust pins and for smaller wires with the best quality of white oak pins all with one and and one-half inch diameter tenons. The interior pins shall be -eight inches from centers of cross arms and other spacings of ■pins 12 inches between centers. The pins shall be covered with "P. & B." paint compound, ■shall fit closely in the cross arm mortises, and shall be secured with steel nails. Insulators. — Each pin shall have one of the best deep groove ■glass insulators of double petticoat pattern. Pole Steps. — Screw pole steps of five-eighths by eight inch -wrought iron, galvanized, shall be placed on each pole on which there is a lightning arrester, transformer or cut-out. The low- est step shall be at eight feet from the ground and other steps at eighteen inches between centers vertically, but alternately on the opposite side of the poles. Wire Circuits. — All of the circuits are to be of pure copper, -of at least 95 per cent, conductivity, drawn true to gauge and -of^ the best quality in every respect as electrical conductor wires. The diameters of the circuit wires as herein described are 262 ENGINEERING SPEClFIOATIONa stated in the dimensions of the Brown & Sharp gauge. The wires in the power house will have the best water proof insula- tion. The wires in all alternating current feeders and circuits are to have the best weather proof insulation of standard double braided and compounded coverings. The arrangements of the power circuits on the poles from the power station to West Avenue are shown on an accompany- ing plan and the arrangements of the main alternating circuits and arc circuits are similarly shown on another plan. On the top of the two main pole lines above described there will be one guard or protection galvanized iron standard barbed double fence wire to be strung on pony insulators, and effect- ively grounded at distances not exceeding 500 feet. All joints in wires must have full and durable contact and be soldered in the best manner so that the joints shall hold and maintain a degree of conductivity at least equal to that of the wires connected. All joints so made shall be thoroughly washed in an acid neutralizing solution and well wrapped with insulat- ing tape, and the finishing end of the tape shall be wrapped with copper wire. The insulation resistance of the joint is to be equal to the insulation resistance on other parts of the line. The power, arc and alternating circuits within the city will be arranged, as nearly as possible, as shown on the accompany- ing maps of the distribution system. The commercial and domestic lighting by alternating currents will be divided into eight districts, as shown on the wiring map, and the wires will be proportioned for 16 candle power, altir- nating lamp transformers in each district as follows : District No. 1, 1500 Lamps and 1200 Lamp capacity of transforniers. 2, 3000 " 2400 3, 3000 2100 4, 1500 1200 5, 1500 1200 6, 1500 1200 7, 1500 1200 8, 1500 1200 The power generators will have their currents wired from the power house into the city by the Boulevard and Pecan street, to Red River street, and a branch current wire will extend along the alley between Congress avenue and Colorado street from 3d to loth streets. The transmission will be by three- wire circuits with complete returns, and the drop in potential , in full power of the generators shall not exceed ten per cent. Towers. — Thirty iron "Star" lighting towers of the Detroit pattern, 150 feet each in height to top of mast, are to be located in various parts of the city as shown in the accompanying maps of lighting towers. These towers are to be of the most sub- SPECIFICATIONS OF ELECTRICAL DISTRIBUTION, 263 stantial construction, substantially guyed, and equipped with six 450 watt arc lamps each. Each of the two circuit systems of wires for lighting these tower arc lamps is to be of No. 6, weather proof, insulated copper wire, connected with the switch-board in the power house. Potentials. — In the wires for commercial and domestic light- ing by alternating currents, the loss by drop in potential in the mains between the power house and West avenue shall not ex- ceed twelve and one-half per cent., and in the sub-feeders and branches shall not exceed an additional five per cent. Transformers. — The schedule of transformers or converters as herein contemplated is as follows : Twenty-one of 12 Lamp Capacity, 50 watts per lamp. Ninety-nine of , 25 Lamp Capacity, 50 watts per lamp. Forty of 50 Lamp Capacity, 50 watts per lamp. Fifteen of 70 Lamp Capacity, 50 watts per lamp. Fifteen of 90 Lamp Capacity, 50 watts per lamp. Eleven of 125 Lamp Capacity, 50 watts per lamp. Twelve of 250 Lamp Capacity, 50 watts per lamp. One of 500 Lamp Capacity, 50 watts per lamp. The said party of the first part hereby reserves the right to exchange converters by sizes, taking an equal capacity in smaller converters as the interest of its patrons shall require. The converters, as located by the engineer, are to be fully con- nected in the wiring circuits ready for attaching the domestic and commercial wires. Grounds. — Effective grounds are to be prepared for each of the lightning arresters and for the ground connections of the guard wires. When no good ground connection is available one is to be prepared by placing two bushels of good coke or charcoal near the base of a pole and placing therein a copper plate, one-eighth by four inches in section and three feet in length, and the ground wires are to .be soldered thereto. Apparatus. — All the circuits will be fully equipped with the requisite installation apparatus required for the safe and easy operation of the lines and for their testing, inspection and main- tenance, such as feeder boxes, primary switch and fuse boxes, cut-outs, transformers, etc., each marked with their safe ampere carrying capacity, and all lines will be fully equipped with lightning arresters. Each piece of this apparatus is to be located as directed, is to be of the best material and workmanship for the purpose and is to be set and secured in the best manner, and each is to be subject to the rigid inspection and test, and to the approval and rejection of the engineer. 261 ENGINEERING SPECIFICATIONS. Guarantees. — All apparatus, materials and workmanship herein specified and contracted for are, by the said party of the second part, hereby guaranteed against all electrical and me- chanical defects, and defective workmanship for the space of one year from and after their completion and acceptance. The party of the second part also hereby guarantees that any of the lighting towers herein contracted for, when provided with six direct current arc lamps of 450 watts capacity each (2,000 nom- inal candle power) will illuminate any portion of a circle 3,000 feet in diameter, of which the tower is the center, sufficiently so that any ordinary watch may be read on the darkest night when the said towers are illuminated. J. T. F. PART IT. Illustrative Example of Complete Con- tracts and Specifications EXAMPLES OF COMPLETE ENGINEERING SPECIFICATIONS, SO FRAMED AS TO INCLUDE THE CONTRACT AND BOND, TOGETHER WITH ALL THE GENERAL CLAUSES, SO DRAWN AS TO BE DISTINCT AND SEPARATE FROM THE SPECIFICATIONS. i68. Contract and Bond Combined in One Document with the Specifications. It is often customary for corpora- tions doing a great deal of work by contract to have a stand- ard form of combined contract, specification and bond, in which the contracting and surety clauses remain the same, and in which a large proportion of the general clauses remain un- changed, while the specifications proper vary in accordance with the different classes of work to be done. Of such an ex- ample is that given in the following article, this being the stand- ard form used by the city of St. Louis. It will be noted that in this contract, the contractor is represented as the party of the first part, and the city of St. Louis as the party of the sec- ond part. In Part II of this work, wherein the general clauses of specifications were discussed, the party of the first part was supposed to indicate the employer, and the party of the second part, the contractor. It is, of course, a matter of indifference as to which custom is followed, so long as the document clearly defines the meaning of these terms. In all the examples given in this portion of the work, the subjects of the clauses will be indicated by marginal titles. This is the common practice in all specifications, but it has nofi been followed in the previous portions of the work, since the examples chosen were fragmentary in their character, and did not seem to require this kind of indexing. In actual practice, however, it is advisable to use these marginal titles for conven- ience of reference. So also should the clauses be all numbered, 266 COMPLETE SPECIFICATIONS. as is done in the examples which follow, these numbers also having been omitted in the previous portions of this work, be- cause of their fragmentary character. 169. Contract and General Specifications for Large Pump- ing Engines. The following complete contract and specifi- cations was used in 1894 by the water commissioner of the city of St. Louis, in the letting of contracts for two large high serv- ice pumping engines. They are what is known as general spec- ifications, since they do not indicate any particular style of engine, and since no plans were drawn for the work. It should be understood also that the city of St. Louis is obliged to let all public work by contract and always to accept the lowest bid or to reject all bids. It has hitherto been customary for this city to prepare detail plans for all public work because of this provision requiring them to accept the lowest bid. These spec- ifications have therefore been drawn with the greatest care, and in such a way that the city may be able to accept the lowest bid without danger of obtaining an inferior product. The gen- tleman who prepared these specifications is a thorough civil and mechanical engineer of about twenty years' experience in the designing and operation of pumping engines, and therefore the requirements here embodied are likely to represent the latest and best practice. They are given here, however, not for the purpose of being copied, but for the purpose of illustrating the care and foresight required in the letting of contracts under general specifications, in order that all the bidders may be placed on an even footing, and that even the lowest bid shall of necessity correspond to a first-class and in every way satis- factory result. In general, where it is obligatory to accept the lowest bid, it is advisable to have detail plans prepared. The privilege had been specially reserved, however, in the adver- tisement of this work, to reject all the bids, if none of them proved satisfactory, but the city is not allowed, under its char- ter, to reject a lower bid, and accept a higher. Referring to clause D in these specifications and to the last portion of that clause, the wording here is evidently too in- clusive. That is to say, the water commissioner would not be SPECIFICATIONS FOR PUMPING ENGINES. 267 allowed by law to "decide all questions which may arise rela- tive to the execution of this contract on the part of the con- tractor," with the condition that "his estimates and decisions shall be final and conclusive." See articles 12 and 13, Part I, and article 109, Part II, for a discussion of this question. 170. Contract and Specifications for design- ing, furnishing and erecting at High Service Pumping Station No. 3, St. Louis, Mo., Pump- ing Engines Nos. 7 arid 8, with Fixtures and all Appurtenances Complete. Agreement made and entered into this ^ day of , 18 — , by and between , part of the first part, and the city of St. Louis, party of the second part, witnesseth: Whereas, the board of public improvements of the said city of St. Louis, under the provisions of ordinance No. 17,006, approved December 30, 1892, and by virtue of the authority vested in the said board by the charter and general ordinances of the city, did let out unto the said the work of designing, furnishing and erecting, at High Service Pumping Station No. 3, St. Louis, Mo., Pumping Engines Nos. 7 and 8. Noiv, therefore, in consideration of the pay- B ments and covenants hereinafter mentioned to be made and performed by said second party, the said — hereby covenant and agree to fur- nish and erect in the pump pits at High Service Pumping Station No. 3, two pumping engines, each of a capacity of ten million U. S. gallons of water in twenty-four consecutive hours, with all fixtures and appurtenances complete, and in con- formity to the requirements and conditions here- inafter specified. Wherever the words "water commissioner" q are used herein, they shall be understood to refer to the water commissioner of the city of St; Louis, and to his properly authorized agents, lim- ited by the particular duties entrusted to them. Wherever the word "contractor" is used here- in, it shall be understood to refer to the part who ha entered into the contract to perform the work to be done under this contract and these specifications, or the legal representative of such part 268 COMPLETE SPECIFICATIONS. D To prevent all disputes and litigation, it is agreed by and between the parties to this con- tract that the water commissioner shall, in all cases, determine the quantity and quality of the several kinds of material to be furnished and work to be done, the duty and capacity of the en- gines, and the amount to be paid under this con- tract; and he shall decide all questions which may arise relative to the execution of this con- tract on the part of the contractor, and his esti- mates and decisions shall be final and conclusive.^ E The said part of the first part hereby agree that all materials and workmanship, of whatever description, shall be subject to inspection and re- jection by the water commissioner, and that the entire work shall be done to his satisfaction. The said part of the first part further agree that the water commissioner may appoint such assist- ants as he may deem necessary to inspect the ma- terials to be furnished and the work to be done under this agreement, and see that the same strictly correspond with the specifications herein- after set forth ; and that said water commissioner shall at all times have the right to enter the works, shops, etc., where the machinery is being constructed, for the purpose of inspection and examination of the materials furnished and work being done, and shall be afforded such assistance as may he required to determine whether the quality of the materials and the character of the work are in accordance with the requirements and intentions of this contract. F The part of the first part further agree that the materials used throughout the engines and ap- purtenances shall be of the qualities specified, and new and unused when put into the work, and that the engines and appurtenances shall be con- structed and erected in the most workmanlike and substantial manner, and everything done and fur- nished necessary to complete and perfect the en- gines and appurtenances according to the designs and intentions of this contract, whether particu- larly specified or not, but which may be inferred from the drawings and from this contract and the following specifications : ■ This last provision, that the Eagineer shall decide " all questions " which may arise. Is not binding. See Article 18, page li. SPECIFICATIONS FOR PUMPING ENGINES. 269 SPECIFICATIONS. 1. The work to be done consists in making the Work to bo done, design, furnishing general and detail drawings, constructing and erecting complete in place ready for service at High Service Pumping Station No. 3, St. Louis, Mo., two vertical triple expan- sion condensing pumping engines. Each engine shall pump ten millions U. S. gallons of water in twenty-four hours. GENERAL DATA. Water Pressure 135 pounds. Steam Pressure 125 pounds. Elevation Bottom Pump Pit ( City Datum 100) 90 feet. Elevation Engine Room Floor 118 feet. Elevation AVater in Wet Well (Approxi- mate) 110 feet. Dimensions of Pump Pit 50x57 feet. PLANS. 2. A complete set of accurate and distinct de- '^°!'^j:"^ ^^^^ 1 ' • 1 • ■ 1 plans. tail working tracings, made m accordance with the general plans submitted by the contractor with his proposal and approved by the board of public improvements, shall be furnished by the con- tractor and submitted to the water commissioner within four months after the award of the con- tract. 3. The tracings shall be of uniform size — 25^^ X39 inches — and shall have a clear margin of at least ^ of an inch. 4. The kind of material to be used in each and every part of the construction shall be clearly de- noted in the tracings by different section lining or by distinct lettering. 5. The tracings shall show complete sectional outline and plan views, giving all necessary di- mensions and thickness of metal, radii of fillets and roundings in the various parts of the con- struction in plam and intelligible figures, and shall definitely state in printed letters, at all sur- faces and details, the name of the parts and the kind of machine work and finish to be put upon them, thus enabling the machinery to be built and completed exclusively from blue prints taken from the tracings. 6. There shall be separate tracings showing the 270 COMPLETE SPECIFICATIONS. General Working PUds. valve motion, as put together in w^orking condi- tion. To be Approved. 7. The tracings will be examined by the water commissioner, and if found in accord with this contract and specifications, will be approved ; any change found necessary shall be at once made by the contractor to the satisfaction of the water commissioner. 8. The contractor shall also, within two months after the award of the contract, furnish accurate and workmanlike general tracings, made in ac- cordance with the drawings submitted by the con- tractor with his proposal, and filed in the office of the board of public improvements, and with the detail drawings approved by the water com- missioner. 9. These general tracings shall show the posi- tion of the engines in the pits, with all required foundation piers and bolts, and all floors, girders, platforms, stairs, galleries, railing, pipes, stop valves and all appliances complete, giving all gen- eral dimensions required in the erection of the machinery. 10. If, during the construction, it be found ex- pedient or necessary to change or modify the de- sign of any of the details of the engines, working drawings showing the proposed changes shall be submitted to and approved by the water commis- sioner before any change is made. 11. All drawings rendered in any way incor- rect through changes or modifications, must be -completely replaced by new tracings. 12. Before the final payment for the engines the contractor must furnish and deliver to the water commissioner a book of complete general and detail drawings of all parts of the engines and appurtenances, as built and erected. The detail drawings shall show all details en- tering into the construction in sectional, outline and plan views, with all dimensions plainly writ- ten in neat and intelligible figures and names printed at every detail, the kind of material used and the finish of the various parts and surfaces. The general drawings shall show the engines in- position in the pump pits in at least four different views, viz. : Sectional side elevation, sectional end elevation, contour or outline end elevation and Change of De- sign. Book of Finished Drawings. SPECIFICATIONS FOR PUMPING ENGINES. plan, and shall give necessary main dimensions, thickness and kind of metals, location of founda- tion, bolts, and all important sizes of the ma- chinery as erected. These general and detailed drawings shall be made on mounted double elephant paper of a size of 25^x39 inches inside the margin lines, strongly and substantially bound in book form, with the name and date of the engines printed in gilt letters on the covers of the book. All drawings shall be accurately and neatly executed in ink in a workmanlike manner and to an appropriate scale. All sheets shall be uni- formly lettered and consecutively numbered and provided with proper titles and headings. 271 DESIGN. General Features. 13. The two engines shall be designed to be pit. erected and operated independently in the south pit of the engine house, which will be built by the city of St. Louis, substantially as shown by the plans on file in the office of the water commis- sioner. Especial attention must be paid to the fact that the engines will be used for direct pressure serv- ice. 14. Engines shall have ample space around all their various parts for access and maintenance. 15. The height of the water in the wet well suction, will depend upon height of water in conduit, which will be approximately constant. 16. The engines shall be designed for an initial steam, steam pressure of 125 pounds per square inch and a water pressure of 125 pounds per square inch. 17. The pumps shall be designed and con- plunger, strncted to deliver the stipulated quantity of water at a plunger speed which will insure a smooth and effective action of the pump valves, and all working parts of the machinery, but in no case shall the diameter of any pump plunger exceed 40 per cent, of its stroke, or the plunger speed exceed 180 feet per minute. 18. The arrangement and construction of the Balanced, engines shall be such that they will give equal steam cards on the up and down strokes. 272 COMPLETE SPECIFICATIONS. Reliability, etc. Vertical. Height. Frame. Plungers, Removal of Parts. Condenser. Attachments and Appurtenances. Appearance. 19. The engines shall be designed and pro- portioned to have great working strength, sta- bility and stiffness, and ample space around all parts for erection, repairs, lubrication, inspection and adjustment. 20. The steam cylinders and the plungers of the engines shall be vertical. 21. The steam cylinders and the regulating mechanism of the cut-off and valve motion shall be placed entirely above an elevation of 120 feet above datum. 22. The pump chambers and steam cylinders shall be rigidly connected and supported through the intervening frames and columns to make the whole construction of ample stability, strength and stiffness. 23. Each engine shall have vertical, single act- ing outside packed plungers, and no construction will be allowed requiring internal stuffing boxes, glands or water packings in the pumps. All stuff- ing boxes shall be readily accessible for inspec- tion and tightening up, while the engine is run- ning. 24. The machinery shall be so constructed, supported and arranged that the pump chambers or any important part or piece of the substructure can be easily removed to such position that it can be hoisted out of the pump pit without necessitat- ing the frame and fixed parts of the superstruct- ure of the machinery being taken apart, disturbed or removed. 25. The two engines shall each be provided with a surface condenser, of appropriate size and construction to maintain a steady vacuum, and designed to directly utilize the water discharged by the main pumps for condensation of the ex- haust steam. 26. The contractor shall furnish and put up all pipes, valves, oil cups, drip pans, fittings and fixtures required to make the construction com- plete inside the engine room and pump pi^ and shall furnish flanges drilled for connection on end of pipes near wall. 27. The various parts of the machinery shall be of plain shapes and forms, adapted to their specific purposes, insuring great strength and re- liability with good mechanical effects. SPECIFICATIONS FOR PUMPING ENGINES* 273 Frame and Fixed Parts. Frame. Anchor Bolta. 28. The frame and foundation of the engines Expansion, shall be so designed that changes of temperature can not alter the distribution of the loads on, or affect the alignment of the members of, the frame, and, where necessary, expansion joints shall be used. 29. The frame of the engine shall be designed to have great stiffness and weight, so that it shall withstand all working stresses with the minimum vibration. All bed plates or sole plates resting on masonry shall have ample bearing surfaces to safely distribute the working, pressures. 30. The machinery shall be substantially and securely anchored and held in place with a suffi- cient number of foundation bolts. 31. All castings shall be designed to avoid sud- Castings, den changes of section and of such forms as will cool uniformly without shrinkage strains. 32. At all flanges of castings there shall be a reinforcement or addition of metal, of at least 30 per cent, of the regular thickness, which shall ex- tend in length or height at least twice the total thickness of the metal at the reinforcement. All flanges to be of not less thickness than the total metal at the reinforcement. 33. All castings must have good sized fillets at all corners ; no small brackets will be allowed. 34. If reheaters are used they shall be designed Eeiieaters. and constructed to be absolutely steam tight under all working conditions to which they will be sub- jected, and must have proper heating area and space and facilities for examination, repairs and renewals. 35. If steam jackets are used they must be se- cured to the steam cylinder in such a manner as to allow free and easy expansion and contraction, without causing internal leakage of joints or de- rangement of any description to jackets or cylind- ers, or undue strains in any part ; and must be ar- ranged to insure proper circulation of steam and ready removal of the jacket water. 36. All flat plates and surfaces acted upon by water pressure must be substantially proportioned and strengthened with a sufficient number of heavy ribs, to make them of ample stiffness and 18 Jackets. 274 COMPLETE SPECIFICATIONS. Condenser. Examfnations and Eepairs. strength to safely carry the loads to which they will be subjected. 37. All handholes and manholes shall be of ample size, well fitted, and so constructed as to be readily opened and closed. 38. Priming and draining pipes and valves shall be provided for filling and emptying the pump chambers. 39. The condensers must safely stand all work- ing stresses to which they may be subjected, with- out leakage or weakness of any description. 40. The condensers shall be constructed to give ample facilities and space for the examination, insertion and withdrawal of tubes and packing of joints. The tubes must be provided with perfectly tight and easily removable packings, allowing for expansion and contraction, without injury or leak- age. 41. The condensers shall be so arranged that the amount of water passing through, or condens- ing surface, can be adjusted to suit varying tem- peratures. 42. Arrangement must be made for proper dis- tribution and circulation of the exhaust steam and condensing water on the cooling surfaces of the condenser, without injurious impingement of the steam or condensing water. 43. All glands and washers used in the con- densers shall be made of composition; all bolts and nuts (except stay bolts) used inside the con- densers shall be made of Tobin bronze. 44. The condensers must be provided with all necessary auxiliary pipes, valves and tanks. 45. The hot well shall be set at the highest ele- vation in the pit which the design of the engines will permit. 46. There shall be effectual means and appar- atus provided for the separation of grease and oil from the condensed water before it is fed to the boilers. Suction and Dis- 47. The suction and discharge pipes sh%ll be charge Pipes, ^j^j^^^ j^^^j^^^ j^^ diameter. 48. For each engine there shall be a single suc- tion or inlet pipe, which shall be attached to the gate valve, furnished by the city of St. Louis, shown in the plans of the pump pits. 49. The discharge pipe for each engine shall Hot WelL SPECIFICATIONS FOR PUMPING ENGINES. 275 be carried up to an elevation of 113.6 ft., and then horizontally through and to a distance of two feet from the outside of the pump pit wall, and shall be provided with a drilled flange for connection to pump main. 50. Each engine shall be provided with air au- chambers, vessels of sufficient capacity to insure smooth, easy and equal action of the pumps. 51. Each engine shall be provided with a by- By-pasa. pass pipe, arranged to facilitate draining the pump mains and starting the engines. 52. Each engine shall be provided with a pres- Relief vaivea sure relief valve designed and arranged to by-pass the discharge of its pumps when the pressure on the pump mains exceeds 125 pounds per square inch. 53. The pressure relief to be of sufficient ca- pacity to by-pass total discharge of the engine. 54. There shall be platforms or galleries of cast iron plates or wrought iron open work at conven- ient locations upon the pump and steam ends, which will allow all of the operations necessary in running and maintaining the engines to be per- formed with the greatest safety and ease. 55. The contractor shall design, furnish and erect iron stairways, landings and galleries lead- ing from the top gallery down to the bottom of the pump pit, with all intermediate galleries and supporting girders, beams and composition rail- ings required to make them complete and satis- factory in all respects. All of the above to be made of neat and harmonious proportions, and arranged to leave sufficient space for hoisting and removing the pump chambers and other parts of the machinery without disturbing any beams, bed-plates or other stationary parts, or necessi- tating the removal of stairways, landings or gal- leries to any great extent. 56. The galleries, stairs and platforms shall be Light, arranged to secure as good diffusion of light down the pump pit as possible. 57. The stairs to be made without risers. Tread plates and all gallery plates to be made of a suit- able open-work pattern. All parts of stairs, galleries and platforms shall be accessible for inspection and painting. 276 COMPLETE SPECIFICATIONS. Strength and Stiffness. Wearing sur- faces. Counter-boring. Journals. Bushings. Valves, etc. Steam End. Valves. Valve Motion. Regulation, Cut-ofl. Mechanism and Wearing Parts. 5S. All moving parts shall be of ample strength and of sufficient stiffness to prevent undue vibra- tions in operation. 59. All journals and wearing surfaces shall be of sufficient size and of proper proportion to avoid excessive pressure and heating. 60. When practicable, provision shall be made to prevent the wearing of shoulders on either sta- tionary or moving parts at their extreme travel. 61. All stationary journals shall have suitable boxes, babbitt lined when necessary, and all jour- nals above four inches in diameter shall have pro- visions for horizontal and vertical adjustment. 62. All glands and guide rings of stuffing boxes shall be provided with composition linings forced in and securely held in place, and the glands shall be cupped out to make proper re- ceptacles for lubricants, leakage water, etc. 63. The bodies of all valves, three inches in diameter and smaller, shall be entirely of composi- tion, but the bodies of valves larger than three inches, may be of cast iron, with composition valve and valve seats. 64. All valves, fittings, fixtures and appurte- nances used, shall be of an approved design. 65. The valve motions and starting arrange- ments of the engines shall be such that each en- gine can be promptly and safely started and oper- ated by one engineer. 66. The steam distribution valves shall be of &. known reliable type. They shall be well bal- anced and so designed as to work with the mini- mum friction, to wear even and steam-tight, and to have proper facilities for refitting and adjust- ment. 67. The steam valve mechanism shall be of ample strength and durability, and must be re- liable in all its motions and entirely free irom any danger of failure, derangement or rebound- ing. The engine and valve mechanism to be pro- vided with an automatic device to prevent racing in case of a broken pump main. 68. The engines shall be fitted with a variable cut-off mechanism so arranged as to be easily and SPECIFICATIOXS FOR PUMPING ENGINES. 277 Pistons, quickly adjusted while the engines are in opera- tion. 69. The running throttle valves of the engines Throttle, shall be of a well-balanced type and operate quickly and easily under full steam pressure. 70. The steam pistons of the cylinders shall be provided with Babbitt and Harris piston packing, packing which, in the opinion of the water com- missioner, is equally efficient. 71. Steam valves above six inches in diameter shall have steel stems provided with Phosphor bronze nuts. 72. The area of the suction and discharge Pimp End. valves shall be sufficient to insure proper filling and discharging of the pumps under all condi- tions, but in no case shall the total suction valve area, or the total discharge valve area of each en- gine be less than 6 square feet. 73. The valves shall be designed and con- vaivea. structed to open and close promptly and quietly, shall be tight and of -ample strength, and shall be ■especially designed for facility of repairs and re- newals. 74. All valve stems of stop and gate water valves shall be made of Tobin bronze. 75. All connecting, piston, plunger and dis- tance rods, and all movable parts must be of ample strength and stiffness to withstand all working stresses. 76. The piston rods, plunger and plunger rods, and all reciprocation parts have properly de- signed guides and crossheads. The crossheads shall have shoes adjustable for wear. "JJ. All journals and pins of connecting and valve rods, and of all reciprocating and oscillat- ing rods, shall have well proportioned strap or box ends having easily removable composition Tdoxcs, Babbitt lined where required, and pro- vided with wedges, keys or bolts for adjustment of wear. Each link or connecting rod shall at the different ends, have provisions for compensa- tion of wear in the same direction. 78. All strap or box ends shall be of a shape having great strength and stiffness, holding the composition boxes securely, and giving a neat and workmanlike appearance. Connecting Pieces. Guides. Boxes. 278 COMPLETE SPECIFICATIONS. Locked Nuts. Fly WheeL AlrFumps. Ctistlngs, Cast Iron. 79. All nuts of pillow block caps bolts and fol- lower bolts of pistons, all screw joints of moving parts and all keys shall be provided with a secure locking device. 80. If a fly-wheel is used, the shafts shall rest in pillow blocks very securely and rigidly sup- ported at ample distances apart. 81. The construction of the air pumps must be such that they will at all times perform their work promptly without noise or injurious shocks. 82. The air pump and all accessory pumps re- quired to run the engine, except the boiler feed pump, shall be driven from the main engine. MATERIALS. 83. All materials used throughout this con- struction must be of the special class and grade called for in the specifications and designated in drawings, and shall in each case fully stand the specified tests. 84. All castings shall be free from blow holes, flaws, scabs and defects of any description, and shall be smooth, close grained, sound, tough and of true forms and dimensions. 85. All casting must be done in accordance with the best modern foundry practice to obtain cast- ings of the very best quality. Castings above 500 pounds in weight shall be moulded in dry sand or loam. Great care must be taken to make all, castings as nearly as practicable of uniform thickness throughout. 86. No plugging or other stopping of holes or defects of castings will be allowed. 87. The cast iron used in the steam cylinders, the steam distribution valves, the barrels of air pumps and the water plungers shall be close, fine grained, hard and uniform in character and of good wearing qualities. The cast iron used in all other parts of this construction shall be of su- perior quality, tough and of even grain, and shall possess a tensile strength of not leSs than 2S,ooo pounds per square inch. Test bars of the metal 2 inches by i inch, when broken transversely, 24 inches between supports and loaded in the center, shall have a breaking load of not less than 2,200 pounds, and shall have a total deflection of not less than 0.35 of an inch before breaking. SPECIFICATIOiNTS FOR PUMPING ENGINES. 279 Steel. 88. The test bars shall be cast as nearly as pos- T''^' ^*"' sible to the above dimensions without finishing, but corrections will be made by the water commis- sioner for variations in thickness and width, and the corrected results must conform to the above requirements. 89. If any two test bars, cast the same day, show a tensile strength less than 22,000 pounds per square inch, or do not show the required cross breaking load or deflection, all the castings made from the melting from which the samples were taken may be rejected. 90. All steel castings used in the construction shall be thoroughly annealed and possess a tensile strength of 65,000 to 75,000 pounds, and 15 per cent, elongation in two inches. 91. All steel forgings used in this construction shall be equal to forgings manufactured by the Otis Steel Company, Cleveland, Ohio, and have a tensile strength of not less than 75,000 pounds per square inch of section, and show an elonga- tion of 20 per cent, in eight diameters. 92. All of the wrought iron used shall be "»f nought iron. tough, fibrous and uniform in character, and specimens broken in the testing machine shall show a tensile strength of not less than 50,000 pounds per square inch, with an elongation of 18 per cent, in eight diameters. 93. If any specimen of steel or wrought iron shall not conform to the above requirements, all material of the lot from which the specimen was taken, will be rejected. 94. The water commissioner may take at ran- Bolts, dom any wrought iron bolt and nut, and have it broken in a testing machine. If any two bolts shall not fill the above stipulated requirements for wrought iron, the whole lot of that size and make may be rejected ; the effective area used in com- puting the breaking strength, will be the area cor- responding to the smallest diameter at the bottom of the threads, when cut in accordance with the U. S. standard. 95. Rivets shall be made from the best refined siveta iron, and must be capable of being bent cold until the sides are in close contact without sign of frac- ture on the convex side. 280 COMPLETE SPECIFICATIONS. Shapes. Boda. CJomposition. Phosphor Bronze, Tobin Bronze. Test Bars. 96. All rolled wrought iron shapes shall be free from twists, bends, seams, blisters, buckles, cinder spots or imperfect edges. All sheet and plate iron must be capable of being worked at a proper heat without injury. 97. All rods shall be formed in one continuous rolled or forged piece without weld. 98. All the composition metal used [excepting for Tobin bronze and hand railing] shall consist of the best quality, new material only, of mix- tures specially adapted for the' work in each case, and approved by the water commissioner. 99. All Phosphor bronze used must be homo- geneous and uniform in character, and shall have a tensile strength of not less than 30,000 pounds per square inch, with an elongation of 15 per cent, in eight diameters. 100. All Tobin bronze used mUst be homo- geneous and uniform in character, and specimens broken in a testing machine shall show a tensile strength of not less than 60,000 pounds per square inch, and an elongation of 20 per cent, in eight diameters. loi. Finished bolts and nuts of Tobin or Phosphor bronze may be tested in the same man- ner as specified for wrought iron, and if any two bolts shall not fulfill the requirements, the whole lot of that size and make will be rejected. 102. Test specimens and samples of castings, forgings, composition or any other material used in this construction, shall be prepared ready for testing and supplied in the number, shape, finish and sizes required by the water commissioner, and shall be prepared as may be directed at any time during the pouring or working of the ma- terials. For all material taken by the water commis- sioner for testing, the following prices will be paid, which shall include the cost of preparing and finishing the test specimens, viz. : • For all wrought iron or steel, the sum of ten cents per pound. For all composition, the sum of thirty cents per pound. For all cast iron, the sum of three cents per pound. SPECIFICATIONS FOR PUMPING ENGINES. 281 All broken material to belong to the city of St. Louis. 103. The Babbitt metal used throughout the Babbitt Metal, construction must be of the following approxi- mate proportions by analysis: 88 per cent, pure tin, eight per cent, antimony, and four per cent. Lake Superior copper. 104. All rubber for valves and ga.'ikets must Rubber, be of a suitable quality, approved b}- the water commissioner before it is used. 105. All other material used in the engines and other materials, not mentioned in these specifications will be sub- ject to inspection, test and approval by the water commissioner before it is used. CONSTRUCTION. 106. The workmanship and finish of the pump- ing engines throughout shall be equal to the best American practice, and in every respect satisfac- tory to the water commissioner. 107. All surfaces worked in machine tools must be true and smooth, and accurately conform to the drawings in shape, size and alignment. 108. The bearing surfaces of all sole and bed plates and parts resting on masonry shall be planed. 109. If fly-wheels are used, the parts shall be fitted and fastened together in the most careful and workmanlike manner and the outer circum- ferences and the sides of the rim shall be turned smooth and true. no. All joints of bed plate and frame to be planed or faced and carefully fitted. 111. The steam cylinders shall be bored in a vertical position, perfectly smooth and tnily cylin- drical, with a boring bar of proper diameter. 112. All circular flanges shall be faced on the outer circumference. '113. All centers of lathe work must be made of ample size and carefully preserved. 114. All corners in journals and elsewhere in turned work shall be rounded to proper radii. 115. All steam joints shall be made in an ap- proved manner, with a very thin gasket of Jen- kins' Usidurian packing. Workmansliip Mafhine Worked. Joints. Boring. Turning. Joints. 282 COMPLETE SPECIFICATIONS. Journals. Straps, etc. Scraping. ii6. All water joints to be made with rubber or paper gaskets, arranged with special care to prevent blowing out. 117. All seats of steam and water gates must be scraped and ground tight. 118. All journals to be turned straight, cylin- drical and smooth. 'Particular attention and care shall be paid to the proper fitting and scraping of all journal boxes, to make the sameof an extra- ordinarily good bearing surface, and accurate fit to their housings or carrying members. 1 19. Straps, gibs, keys, reamed bolts and boxes of all connecting rods must be fitted with the ut- most care and accuracy, and finished in a thor- ough and workmanlike manner. 120. The final fitting marks shall, for all parts, be preserved for examination and must in all cases be satisfactory to the water commissioner. 121. All journal boxes, pins, keys and other details of the machinery shall be taken apart at any time during the process of fitting or erecting, when the water commissioner so directs, to allow ;a thorough examination of fit and workmanship. 122. If gear wheels are used in the valve mo- tion of the engines, they shall be properly de- signed and accurately cut in gear cutting ma- chines. Cam Treads, etc. 123. The treads of cams and other parts of the valve motion subject to intermittent or sudden motion and heavy wear shall be of tempered steel or case hardened iron. 124. The tempering or hardening processes must be so conducted that parts will retain their proper size and shapes and have the requisite hardness. 125. All parts of the engines must be well se- cured and correctly centered with accurately fitted dowel pins, reamed bolts or male and female joints. 126. All flanges must be cast solid, and dll bolt holes shall be drilled with perfectly sharp- ■ened and centered twist-drills to insure accurate round holes. 127. All dowel pins must be of proper taper, and well fitted ; and where necessary, shall have proper facilities for removal. Gear, Tempering c Hardening. Centering, Bolting, Dowel Fins, SPECIFICATIONS FOR PUMPING ENGINES. 283 128. All holes intended to receive tapering Taper. parts shall be carefully reamed and ground and the tapering parts driven or forced into place., 129. Nuts and bolts and all threads shall be of Threads, the U. S. standard, except where special threads are necessary. . 130. The threads and shanks of all bolts above 5^ inch in diameter shall be cut and turned in the lathe, and the ends of all bolts shall be fin- ished to a neat conical or hemispherical point. 131. The resting surface for nuts and heads of all bolts shall be faced to present a smooth, plane surface, square to the axis of the bolt. 132. Case hardened, finished and polished nuts Finished Nuta. shall be used in all exposed work above the upper floor level, and also for all parts requiring fre- quent removal and adjusting. All other nuts and boltheads above the upper floor level, and nuts for all stuffing boxes, and at such other places as may be necessary, shall be finished. 133. Finished Phosphor bronze nuts and rolled Tobin bronze studs and bolts to be used for all fastenings inside the pump chambers, and for all glands of stuffing boxes of the pump end. 134. Cold pressed nuts shall be used for all stationary parts of the pump chambers, and in all cases where not otherwise specified. 135. All nuts and bolt heads shall be hexagonal in shape and must be faced on top and bottom. The sides shall fit their wrenches accurately. 136. All key- ways and keys must be accurately fitted and properly driven or forced into place, and must be of appropriate size and taper. 137. All riveted work shall be specially de- signed for its particular uses, and executed in a thorough and workmanlike manner. 138. All riveted joints subject to pressure shall be thoroughly and neatly calked with a round- nosed tool. 139. All connecting rods, links and valve rods Finishing, shall be draw-file finished. 140. All bright and specially finished work must be of the highest grade and entirely free from scratches, specks and flaws. 141. All visible composition work shall have a bright finish. 142. All exposed machine worked surfaces of Cold Pressed Nuts. Hexagonal. Keys. Calking. 284 COMPLETE SPECIFICATIONS. all parts above the upper floor level and of all moving parts, except fly-wheels, shall have a bright finish. Lagging. 142. The steam cylinders, steam chests, re- heaters, steam and distribution pipe and other heated surfaces of the machinery, when neces- sary, shall be protected by neat mahogany or walnut lagging, securely fastened and held in place by brass bands and button-headed brass screws, or by bright finished false covers. Covering. 144. All Steam pipes and heated surfaces shall be protected with approved non-conductors to the depth of flanges. 145. The material to be used in covering steam pipes, cylinders, reheaters and all protected parts, and the method of its application, shall be sub- ject to approval by the water commissioner. 146. No non-conductors, lagging or false cov- ers shall be applied until the construction has been thoroughly tested by working steam pressure and all leakages and defects developed have been thor- oughly remedied. ERECTION. In Sliop. Transporting. Masonry. «7aU Boxes, etc. 147. The contractor shall erect in the shop such parts of the steam and water ends of the engines as may be necessary, in order that the final erec- tion can be carried on with despatch in a thorough and workmanlike manner. 148. The contractor shall, at his own expense and risk, transport all parts of the machinery to the pumping station, but will be allowed the use of the power traveling crane in the engine house for erecting. 149. All foundations and piers required for the support and anchorage of the engines, in addition to that shown in the city's drawings, will be built by the city of St. Louis, to drawings fur- nished by the contractor. All foundation piers will be built of first-class coursed cut stone ma- sonry and provided with granite capstones of ap- propriate sizes, and charged to the contractor at $20 per cubic yard. 150. The contractor shall deliver at the pump- ing station all bolts, washers, wall boxes, girders, etc., intended to be inserted in the masonry, in SPECIFICATIONS FOR PUMPING ENGINES. 285 ample time to prevent delay during the building of the foundation walls ?nd piers. 151. The contractor shall be responsible for the proper and exact location of all parts, when placed in accordance with his drawings and temp- lets. 152. The contractor shall do all work neces- sary to erect, fit and secure the engines in the pump pit upon the foundation piers as completed and built by the city of St. Louis. 153. Every sole plate, girder, bed plate and casting resting on or secured to masonry, shi.!l be provided with a rust joint of sufficient thick- ness, carefully driven and packed and consisting of ingredients satisfactory to the water commis- sioner. 154. Great care shall be taken in the erection of the engines to place and secure the various sole and bed plates upon solid, plane and smooth bear- ings. All joints between stationary details must be made with the utmost accuracy and precision, insuring perfect and permanent alignment. None of the parts shall be unduly strained in lining up. 155. The contractor shall so conduct his opera- tions as not to interfere with the work of other contractors, and the disposal of his tools and ma- terials during storage and erection will be sub- ject to the approval of the water commissioner. 156. The party of the second part will furnish and set the gate valves of the suction pipes, but the contractor shall pump out all accumulated water in the pump pit before commencing erec- tion, and do all necessary pumping during erec- tion of engines. 157. All finished parts must be well protected in shops and during transportation to prevent in- jury and abrasion. 158. All injured parts must be replaced, when in the judgment of the water commissioner, re- fitting will not suffice. 159. .The contractor shall remove all staging used in erecting the engines, and leave the pump pit, engine room and premises neat and clean. 160. The contractor shall, at his own cost, make good all damages to masonry, buildings, or other property of the city of St. Louis, occasioned by In Pit. Rust Joint. Bearings, Otlier Work. Water. Protection of Parts. Damage, Cieaning up. Damage to iVIasonry, etc. 286 COMPLETE SPECIFICATIONS. Storage of Ma- chinery Parts. the contractor or his employees in the transporta- tion and erection of the machinery. i6i. The city of St. Louis will furnish space within its premises for the reception of the vari- ous parts of the machinery, but shall not be re- sponsible for the safe keeping of these parts, nor for damage caused to them from exposure or other cause. FarafSne Var- nish. on paint. Finished Iron Work. PAINTING. 162. All castings and details must be inspected and approved before painting, and in no case shall the paint or pitch be applied until all surfaces are trimmed and thoroughly cleaned. 163. All unfinished iron work not visible from the engine room floor (except where otherwise required) and that above the floor intended to be encased, shall be thoroughly painted inside and out with three coats of No. i paraffine varnish, applied hot. The first coat shall be put on at the shop, and the others after erection, excepting for inside surfaces of pumps, pipes, etc., which shall receive two coats at the shop and one after erec- tion. 164. All unfinished iron work visible from the engine room floor, shall be thoroughly cleaned, rubbed down and painted with four coats of a good quality of paint and strictly pure linseed oil. The first coat shall be put on at the shop and the others after erection. 165. The paint shall be of a grade and color approved by the water commissioner, and shall be applied, striped and varnished to his satisfac- -tion. 166. All parts to be covered by non-conductors must be thoroughly cleaned and freed from rust, and painted with three coats of paint of a kind, color and quality to be determined by the water commissioner before application of the non-con- ductors. 167. All finished and polished surface^ must be kept entirely free from rust until erected and finally accepted. TESTING. 168. After erection has been completed, and be- fore the final painting, a blank flange shall be SPECIFICATIONS FOR PUMPING ENGINES. 287 bolted on the out-door end of the discharge pipe, and the whole construction tested with hydraulic pressure. A force pump shall be connected to the discharge pipe, and a pressure of 200 pounds per square inch applied in such manner as to test the pumps, pump valves, air vessels, discharge pipes, pump rods and the frames of the engines. After this test the engine is to be run to full capacity, discharging through the pressure relief valves for the purposes of testing same ; a further test to be made by suddenly opening gate on pump main to test speed controlling device mentioned in sec- tion 67. These tests must be conducted by the contractor with great care and in a manner satisfactory to the water commissioner. The contractor shall furnish all labor necessary, and all piping, cocks, valves, gauges, force pumps, flanges and appliances required in the tests. 169. For the purpose of determining the duty Duty Test. of the engines furnished under this contract, there shall be an expert duty test of twenty-four hours continuous run for each engine. These tests shall be conducted by three experts, one to be selected by the water commissioner, one by the contractor, and the two thus named to select the third. The duty tests shall be conducted for one en- gine at a time, unless otherwise ordered by the water commissioner. 170. The water of condensation from all steam jackets and reheaters shall be gathered and its weight carefully determined, and it shall be charged against the engines during all of the duty tests. 171. The total weight of water fed to the boil- ers during the tests shall be considered, the amount of steam used when corrected for en- trainment exceeding two per cent. 172. Steam used for running the boiler feed pumps during the duty tests will not be charged against the engines. 173. The twenty-four hours' duty test shall be ExpertTest. made with the water in the wet well at an ap- proximate elevation of no, and shall be con- ducted by the experts selected in accordance with section 169 of this contract. 288 COMPLETE SPECIFICATIONS. Speed. 174. If^ in the opinion of the water commis- sioner, the speed of the engines at any time dur- ing the twenty-four hours' test is such as to jeop- ardize their safety, he shall have the right to order them run at such reduced speed as will give a smooth and quiet action. Head(h). 175- The head (h) to be inserted into the form- ula for computiog the duty of the engines dur- ing the running test, shall be ascertained by at- taching a gauge to the discharge pipe close to where it turns into and runs through the founda- tion walls of the pit, and by the elevation of the water in the wet well. 176. Any part or detail of the engines show- ing undue strain or weakness of any description, must be replaced, and all defects developed in these tests shall be corrected by the contractor to the entire satisfaction of the water commissioner. ADDITIONAL APPLIANCES. Wrenches. 177- The contractor shall furnish for all sizes of bolts a complete set of wrenches for each en- gine, accurately fitted to the respective sizes of nuts. The wrenches for all finished nuts about the engines shall have a bright finish and shall be marked with their respective sizes. 178. Each engine shall be provided with one steam gauge, graduated from o to 250 pounds, one vacuum gauge, one suitable steam gauge on each receiver (if such be employed in the con- struction), and one engine revolution counter; all of them to have brass cases, triple silver plated, and placed convenient for observation. The dials of gauges to be ten (lo) ir.ches in diameter. 179. Each of the air vessels of the pumps shall be provided with one glass water gauge of satis- factory design. The hot well for each engine shall be provided with a suitable, permanently at- tached thermometer of appropriate design. indioatora. 180. The contractor shall furnish one steam in- dicator for each steam cylinder and three "indi- cators for the main pumps, and one indicator for the air pumps. The indicators shall be the Thompson, Crosby or Tabor. 181. Each steam cylinder, main and air pumps of the two engines shall be provided with perma- nent piping, fixtures and motion appliances for SPECIFICATIONS FOR PUMPING ENGINES. 289 attaching and working the indicators. All valves, cocks, pipes and appliances for the attachment of the indicators to the steam cylinders and pumps shall be rnade of composition, of ample size and complete in every respect. i82._ All journals must be provided with sight- O'^ Cups, etc feed oil cups. There shall also be brass drip pans or pockets at all journals and oiling places to catch lubricants. 183. The steam cylinders shall be fitted with sight-feed lubricators. 184. There shall be valves, pipes and drip pans at all places where necessary, for receiving and conveying water from stuffing boxes, etc. 185. The contractor shall furnish an extra set of suction valves and an extra set of discharge valves with all parts complete. REPAIRS. 186. Near the end of the year of probation, the water commissioner will make examination of the engines, and any part or detail found to be de- fective or injured through excessive wear, over- strain, bad material or faulty design, shall be re- placed by the contractor, at his own cost and ex- pense, to the satisfaction of the water commis- sioner. The said part of the first part further agree Q that all the work contemplated and described in this contract and the foregoing specifications, shall be done in acordance with the general draw- ings approved by, and on file in the office of, the board of public improvements, and with the de- tail working drawings submitted to and approved by the water commissioner. It is further agreed that the drawings and specifications form a part of this contract, and that, if any discrepancies ap- pear between any of the drawings and the speci- fications, or between any of the several drawings in themselves, such discrepancies shall be ad- justed by the contractor'to the satisfaction of the water commissioner. And it is further expressly agreed that the approval of the general and work- ing drawings shall not in any case relieve the contractor from any of his responsibilities under this contract. 19 290 COMPLETE SPECIFICATIONS. H The said part of the first part hereby ex- pressly agree that the inspection of materials and workmanship shall not relieve of any of obligations to perform sound and reliable work, as herein described. And the said part of the first part further agree to repair or replace any defective part or piece of the pumping engines during one year from the end of the 24 hours' running test, at his own cost and expense. And it is further agreed that during the afore- said year, the water commissioner may make all necessary repairs requiring prompt attention, and that the cost of such repairs shall be borne by the contractor. I And it is further agreed that any work not herein specified which may be fairly implied as included in this contract, of which the water com- missioner shall judge, shall be done by the con- ' tractor without extra charge. The contractor shall also do such extra work in connection with this contract as the water commissioner may in writing specially direct, and the price for such extra work shall be fixed by the water commis- sioner, but no claim for extra work shall be al- lowed, unless the same was done in pursuance of a written order, as aforesaid. J The said part of the first part further agree that the work embraced in this contract shall be begun within one week after written notice so to do shall have been given to the contractor by the water commissioner, and continued (unless the said commissioner shall otherwise in writing spe- cially direct), with such force and in such man- ner as to secure its completion within twenty-six months thereafter, the time of beginning, rate of progress, and time of completion'being essential conditions of this contract. And the part of the first part further agree that if the pumping engines to be furnished under this contract are not completed at the time above specified^ then there shall be retained by said second partv, as ascertained and liquidated damages, the sum of fifty ($50.00) dollars per day for every day there- after until said engines are ready for service. K The party of the second part agrees to have the pump pits ready for the commencement of the SPECIFICATIONS FOR PUMPING ENGINEa 291 erection of the engines within twenty months, and to have the steam ready for testing and running the engines twenty-three months after the date of the above notice to begin work. And the part of the first part further agree L tliat shall not be entitled to any claim for any hindrance or delay from any cause whatever in the progress of the work, or any portion thereof ; but any hindrance or delay occasioned by the party of the second part shall entitle said part of the first part to an extension of the time for completing this contract, sufficient to compensate for the detention, the same to be determined by the water commissioner. The said part of the first part further agree M that will not sublet the work to be done under this contract, but will keep the same under con- trol, and that will not assign the same by power of attorney or otherwise, and that will at all times have a representative present where any work is in progress under this contract. When- ever it may be desired to give directions, orders will be given by the water commissioner and obeyed by the contractor's representative who may have charge of the particular work in ref- erence to which orders are given. If any person employed by the contractor on the work should appear to the water commissioner to be incom- petent or disorderly, he shall, upon the requisi- tion of the water commissioner, be at once dis- charged and not again employed. It is further agreed that if the part of the N first part shall assign this contract, or abandon the work to be done under this agreement, or shall neglect or refuse to comply with the speci- fications or stipulations herein contained, the board of public improvements shall have the right, with the' consent of the mayor, to annul and cancel this contract, and to relet the work or any part thereof; and such annulment shall not entitle the contractor to recover damages on account thereof; nor shall it affect the right of the city of St. Louis to recover damages which may arise from such failure. And the said first part hereby agree to pro- O tect and defend and save harmless the said city of St. Louis against any demand for patent fees 292 COMPLETE SPECIFICATIONS. on any patented invention, article or arrange- ment that may be used by said first part in the pumping engines furnished under this contract.. P The said part of the first part further agree to indemnify and save harmless the city of St. Louis from all suits or actions brought against the said city on account of injuries or damages received or sustained by any party or parties dur- ing the construction of the pumping engines, or by or in consequence of any negligence in guard- ing the same, or any improper materials used in the construction, or by or on account of any act or omission of the said part of the first part or agents. Q The part of the first part further agree that each engine furnished under this contract shall have a pumping capacity of ten million U. S. gallons in twenty-four hours. The capacity to be at a speed that will insure smooth and quiet action, and to be determined by the experts dur- ing the duty test. R The part of the first part hereby agree that the pumping engines furnished under this contract shall perform, during a running test of twenty-four hours, a duty of one hundred and twenty-five million foot-pounds per thousand pounds of commercially dry steam. The part of the first part further agree that in case either engine fails to perform a duty of one hundred and twenty-five million foot- pounds per thousand pounds of steam, during the working test of twenty-four hours, will pay to the party of the second part, as an agreed measure of damages for lack of efficiency of the engine, in the ratio of $2,500.00 for each one million foot-pounds which the duty falls be- low one hundred and twenty-five million. In case either engine exceeds, during the twenty-four hours' working test, an average duty of one hundred and twenty-five million foot- pounds per thousand pounds of steam, the^jarty of the second part agrees to pay to the part of the first part, as a reward for the superior effi- ciency of the engine, an amount to be in the ratio of $1,000.00 for each one million foot-pounds which the duty comes above one hundred and twenty-five million. SPECIFICATIONS FOR PUMPING ENGINES. 293 On condition of the true and faithful perform- S ance of all the conditions of this agreement and specifications, the said party of the second part agrees to pay to said part of the first part the sum of dollars, subject to such additions or deductions as are authorized by the provisions and conditions of this contract, in full payment for all the work and materials, designs and draw- ings required by this contract, embracing the sat- isfactory construction and erection of such pump- ing engines and appurtenances as are herein de- fined and described in all their parts and require- ments. Payments on account will be made as follows, viz. : a. On or about the first of each month, the T water commissioner shall cause an approximate estimate to be made of the value of the materials and work done, based on the total amount to be paid for the engines ; from the amount so found he shall deduct 20 per cent, and all sums previ- ously paid or retained under this contract, and certify the remainder as then due. Provided, however, that nothing herein contained shall be construed to affect the right of the city of St. Louis, hereby reserved, to reject the whole or any portion of the work aforesaid, should the said certificates be found or known to be inconsistent with the terms of this agreement, or otherwise improperly given. b. When the twenty-four hours' running test shall have been satisfactorily completed, the water commissioner shall make an estimate for the amount of the contract price, less 10 per cent., and all sums retained under this contract. It is further agreed that the water commis- sioner shall have charge of and operate the en- gines furnished under this contract, during the twenty-four hours' duty test, and the year fol- lowing, and that the part of the first -part shall -not be relieved or released thereby from any of obligations under this contract. At the end of said year, the pumping engines and appurtenances, if found to be in good work- ing condition, shall be finally accepted, and the Avater commissioner shall make and certify a final 294 COMPLETE SPECIFICATIONS. estimate in favor of the first part and the re- sponsibility of said first part shall then cease. U The said part of the first part further agree that shall not be entitled to demand or receive payment for any portion of the aforesaid work or materials, except in the manner set forth in this agreement; nor until each and all of the stipulations hereinbefore mentioned are complied with, and the water commissioner shall have given his certificate to that effect. The party of the second part hereby agrees and binds itself to pay the said part of the first part in cash, the whole amount of money accruing to the said part of the first part under this contract, ex- cepting such sum or sums as may be lawfully re- tained under any of the provisions of this con- tract hereinbefore set forth, upon the giving by the said part of the first part to the party of the second part a release from all claims and de- mands whatsoever growing out of this agree- ment. V This agreement is entered .into subject to the city charter and ordinances in general, and in particular to the following provisions of arti- cle VI., section 28, of said charter, to wit: "a." The aggregate payments under this con- tract shall be limited by the appropriations madfe therefor. "h." On ten days' notice the work, under this agreement, may, without cost or claim against the city, be suspended by the board of public im- provements, with the approval of the mayor, for want of means or other substantial cause. Pro- vided, that on the complaint of any citizen and tax payer, that any public work is being done contrary to contract, or the work or material used is imperfect or different from what was stipu- lated to be furnished or done, the said board shall examine into the complaint and may ap- point two or more competent commissioners to examine and report on said work, and af tea such examination, or after considering the report of said commissioners, they shall make such order in the premises as shall be just and reasonable, and what the public interests seem to demand, and such decision shall be binding on all parties. The cost of such examination shall be borne by SPECIFICATIONS FOR PUMPING ENGINE& £95 the contractor, if such complaint is decided to be well founded, and by the complainant if found to be groundless. Ordinance 16,514, approved December 22, W 1891, is hereby made part of this contract, and must be observed in all its provisions, namely : Section i. All contracts hereafter entered into wherein the city of St. Louis is a party, for the doing of any kind of work or labor for the city of St. Louis, including work on all public buildings, works and enterprises, shall contain the following terms and conditions: (a) That the men, persons or laborers who may be employed in the doing, prosecuting, or accomplishment of such work done by the contractor with the city of St. Louis, or any one under him, or any person controlling the said men, persons or laborers, shall not be required to work more than eight hours a day; (b) That in case of the violation of such provisions of such contracts, the mayor shall immediately declare such contracts canceled and forfeited, and the work being done under such contracts shall be relet in the manner provided for the letting of such work, and such contractor shall thereafter be ineligible to bid upon such work under such reletting, and the difference in the cost of doing such work under such contract so canceled and forfeited, and under such re- letting, shall be sued for on the bond of such con- tractor so violating such contract. For the faithful performance of all and singu- lar the terms and stipulations of this contract, in every particular, the said part of the first part, as principal, and as securi- ties, hereby bind themselves and their respective heirs, executors and administrators, unto the said city of St. Louis, in the penal sum of dol- lars, lawful money of the United States, condi- tioned that in the event the said shall faithfully and properly perform the foregoing contract according to all the terms thereof, and shall as soon as the work contemplated by said contract is completed, pay to the proper parties all amounts due for material and labor used and employed in the performance thereof, then this obligation to be void, otherwise of full force and effect, and the same may be sued on at the in- 296 COMPLETE SPECIFICATIONS. Stance of any material man, laboring man or me- chanic, in the name of the city of St. Louis, to the use of such material man, laboring man or mechanic, for any breach of the condition here- of ; provided, that no such suit shall be instituted after the expiration of ninety days from the com- pletion of said contract. In witness whereof, the said part of the first part, as principal, and se- curities, parties of the first part, have hereunto set their hands and seals respectively, and the city of St. Louis, party of the second part, acting by and through the board of public improvements aforesaid, have subscribed these presents the day and year first above written. WITNESS : [seal]. ; [seal]. '■ [seal]. [seal]. The ci.y of St. Louis by , President Board of Public Improvements. Countersigned : , Comptroller. City Counselor's Office. St. Louis, , i8 — . The foregoing agreement and bond are in due form according to law. City Counselor. Mayor's Office. St. Louis, , 1 8. — I hereby approve of the securities to the fore- going contract and bond. Mavor. M. L.' H. 171. Complete General Specifications for Water TuBular Boilers and Settings. The following complete general speci- fications for horizontal water tubular boilers were used in con- nection with the engine specifications given in the previous article, and the contract v/as let under similar contracting, gen- SPECIFICATIONS FOR BOILERS. 297 eral and surety clauses. These portions are omitted from these specifications for the sake of brevity. They were prepared by the same gentleman who prepared the specifications in the last article, and are thought to represent an equally good practice : 1. The work to be done consists in furnishing designs and plans, material, tools and labor, and building, transporting and erecting complete in place, ready for firing, in the boiler-house at Bis- sell's Point, eight horizontal water tube boilers, the boilers to be provided with all necessary valves, gauges, breechings and connection to un- derground smoke flue. DESIGN. 2. The boilers to be of the type designated as horizontal water tube boilers, designed and built with special reference to easy access for cleaning and repairing of both internal and external sur- faces. The boilers to be designed for natural draft of present smoke stack. No stays or ob- structions of ,any kind shall be placed inside of the water tubes. 3. The boilers to be designed for a working steam pressure of 140 pounds per square inch, with a factor of safety of six on minimum sec- tions. 4. Each boiler shall have a total tube heating surface of not less than 3,000 square feet, and a grate area equivalent to 75 square feet of straight grate. 5. The boilers to be provided with smoke pre- venting furnaces, which shall effectually stop smoke while burning southern Illinois coal at a rate of from twenty (20) to twenty-five (25) pounds per square foot of grate per hour. The furnace shall be some well tested and approved device for prevention of smoke, which does not use a steam jet or a system of brick arches in the fire box. 6. The boilers to be set in four independent batteries, as shown on drawing, each boiler to be provided with walls, settings, valves, gauges, smoke breeching and dampers necessary for oper- ating or repairing independently of other boilers. 7. The fire fronts shall be designed to facili- 298 COMPLETE SPECIFICATIONS. tate firing and removing ashes. The fire doors to be of suitable design to secure the regulation of air admitted to the fire, and* prevent radiation through the fire door openings during regular service. The boiler dampers to be arranged to regulate from front of boiler. Fittings. g_ Each boiler to have an eight-inch stop valve, admitting of independent connection to main steam pipe. To each boiler there shall also be attached, be- sides the eight-inch stop valve, two three and a half inch improved pop safety valves, placed in such positions that their escape pipes will not in- terfere with the roof trusses or sky-lights of the boiler house. 9. All steam drums to be made of steel plates of the quality hereinafter specified: 10. The boilers to be set and supported in a manner admitting of expansion and contraction of the same, without injury to the brick work or boilers in any way. All beams required to support or carry the boilers to be of ample strength, -and must be either wrought iron or steel. There shall be central air spaces in all walls enclosing the boilers. Wrenclies. Steam Gauges and Plugs. FITTINGS AND APPURTENANCES. 11. The contractor shall furnish and put in place all necessary valves, steam gauges, water glass gauges; safety valve escape pipes, and all appurtenances, and make connection to steam ■ main, feed and blow-off pipes and underground smoke flue. 12. For all nuts on the boilers and fittings, there must be furnished well-fitted wrenches. 13. The steam gauges shall be attached to the boiler fronts with nickel-plated brass siphon pipe and cocks, in a neat manner, admitting of easy removal. , * The feed-water valve of each boiler to be pro- vided with a suitable arrangement for its regula- tion from the front of the boilers. Steam gauges to be brass case, nickle-plated, fourteen inches in diameter, maximum pressure 250 pounds, five-pound divisions. SPECIFICATIONS FOR BOILERS. 299 14. Each boiler to be provided with three Bailey's safety copper cap fusible plugs, or other safety plugs of equally good manufacture and satisfactory fusibility. 15. There shall be suitable copper spouts and Drains, polished brass piping wherever visible, to catch the steam and water from the gauge cocks and glass water gauges, and they shall be piped and connected to the ash box in an acceptable manner. 16. Steam valves above six inches in diameter valves, shall have steel • stems, provided with phosphor bronze nuts, and the glands of all stuffing boxes shall be of composition. 17. All valves, fittings, fixtures and appurte- nances used shall be of the best design. 18. The steam drums and all parts of the boilers and pipes not covered by brick work, and the breechings to be covered with magnesia cov- ering, not less than one and a half inches in thick- -ness, thoroughly secured in place. 19. Hand hole plates must be secured in an approved manner, to insure the greatest possible safety against accidents from breaking of fasten- ings. MATERIALS. 20. All material used throughout this construc- tion must be of the special class and grade called for in the specifications, and shall in each case fully stand the specified tests. 21. All plates in the boilers to be made of steel, steel Hates. The steel plates used in these boilers must be stamped with the maker's name and the tensile strength; to be homogeneous and of uniform quality ; to have a tensile strength of not less than 55,000 pounds, nor more than 62,000 pounds per square inch, an elastic limit of at least 30,000 pounds per square inch, and an elongation of at least twenty-four (24) per cent, in eight inches. Specimens must stand the following bending test, viz. : To bend double, closing up completely without showing sign of fracture when bent cold, or after having been heated to a cherry red and plunged into water at 70 degrees Fahrenheit. The water commissioner shall have the right to 300 COMPLETE SPECIFICATIONS. Tubea CBstlngs. order test specimens 2x14 inches, to be cut out of any of the plates to be used in the boilers. Wrought Iron. 22. All wrought iron for bolts, nuts or other purposes shall be double refined, and have an ulti- mate tensile strength of at least 52,000 pounds per square inch, an elastic limit of 26,000 pounds per square inch, and an elongation of eighteen (18) per cent, in eight inches. 23. Rivets to be Burden's best, and must be capable of bending cold until the sides are in close contact, without sign of fracture; and iron used for screw stays, stay bolts and braces to be of best quality of American manufacture. 24. Tubes to be lap-welded of the best quality of A.merican manufacture, of a diameter of 3>4 inches or 4 inches, and must stand a satisfactory hammer test. 25. All castings shall be free from blow holes, flaws, scabs and defects of any description, and shall be smooth, close-grained, sound, tough and of true forms and dimensions. Great care must be taken to make all castings, as nearly as practicable, of uniform thickness throughout, when not otherwise required. Iron Casttng*. 26. All cast iron used under steam pressure shall be of good quality, tough and of even grain, and shall possess a tensile strength of not less than 22,000 pounds per square inch. Test bars of the metal, two inches by one inch, when broken transversely, twent3'-four inches be- tween supports and loaded in the center, shall have a breaking load of not less than 2,200 'pounds, and shall have a total deflection of not less than 35-100 of an inch before breaking. The test bars shall be cast as nearly as possible to the above dimensions, without finishing, but corrections will be made by the water commis- sioner for variations in thickness and width, and the corrected results must conform to the above requirements. . 27. If any two test bars, cast the same day, show a tensile strength less tlian is required in these specifications, or do not show the required cross breaking load or deflection, all castings made from the melting from which the samples were taken may be rejected. SPECIFICATIONS FOR BOILERS 301 ■28. Test specimens and samples of castings Specimens and forgings, or any other kind of material used in this construction, shall be prepared ready for testing and supplied in the number, shape, finish and sizes required by the water commissioner, and shall be prepared as may be directed at any time during the pouring or working of materials. 29. The stamps put upon the steel sheets by the manufacturer must at all times be preserved for identification, and so placed as to be visible on the outside of boilers ; if any stamp is cut out in process of manufacture, the water commis- sioner shall first replace it by a duplicate stamp. WORKMANSHIP. 30. The best workmanship on these boilers will be exacted, and it must be equal in all respects to that executed in the best boiler works in this country. 31. All holes for bolts, studs and rivets in cast- ings must be drilled. No cored bolt holes will be allowed. No plugging or other stopping of holes or de- fects of castings will be allowed. 32.' Any rivet which is deformed, cracked, burnt, improperly driven, leaky, or in any way injured, must be cut out and properly replaced. 33. All surfaces of sheets and other parts to be riveted must be brought together to close con- tact and accurately fitted, with bearing surfaces smooth and clean, and while being riveted to be held firmly in position and alignment without ex- erting injurious strains upon ."jiy portion or de- tail of the boiler. 34. The use of drift pins, to bring rivet holes to match, or come true and central, will not be allowed in the process of riveting, and must be dispensed with entirely. The utmost accuracy in punching the rivet holes will be exacted. Rivet holes failing to fit, or come fair and true, must be reamed out accurately, and rivets of- suitable size used. 35. All sheets of the boilers must be satisfac- Sheets. torily straightened before being planed, bent, ^ flanged, drilled, fitted, etc. 36. AH scarfing to be done in a neat and work- 302 COMPLETE SPECIFICATIONS. CaulkiDg. Thrfeads. Doors. manlike manner. Sufficient allowance of mate- rial must be made at all places where scarfs are required. 37. The edges of all sheets to be planed to a suitable bevel. 38. All seams to be caulked on both sides where accessible. All caulking to be done in the best manner, with round-nosed caulking tools ; great care to be taken not to mar the sheet or rivets. 39. The threads of all studs, bolts, screw stays, stay bolts and nuts, to be chased with great care and skill, to insure uniformity in pitch and accu- racy in fit. AH holes which are to receive bolts, screw stays, studs or stay bolts, to be accurately cen- tered, drilled and tapped, to give a desirable fit and tightness of the threads. The stay bolts, screw stays and studs to be en- tered, screwed in and riveted in a careful and rtforkmanlike manner, to insure true and parallel surfaces and an equitable distribution of the stress upon all of the sustaining members. 40. All expanding of tubes and nipples shall be done in a careful and workmanlike manner, and shall be absolutely water-tight under the test pressure. 41. The fire, ash and cleaning doors to be fitted air-tight to their seating or bearing surfaces. All holes in the lugs for hinges of the doors used in the construction to be drilled and reamed, to accurately fit the turned pins for same. , 42. The brick work must be executed in a thorough and workmanlike manner, the brick used to be strictly first-class in every respect. Outside of setting to be laid with stock brick in white mortar; inside, where exposed to heat, to be lined with best quality fire brick. 43. All red bricks to be laid in mortar of ap- proved quality, and all fire bride to be laid in ground fire clay. * FOUNDATIONS. Foundations. 44- The city will furnish complete foundations for the boilers, the position in the house to be as shown on plans on file in the office of the water 303 SPECIFICATIONS FOR BOILERS. commissioner, and the space occupied by each bat- tery of boilers to be not greater than that shown. GENERAL CLAUSES. 45. The boilers shall be tested by the con- Pressure Test, tractor with a water pressure of 210 pounds per square inch, under which they must be water- tight. 46. When the boilers shall have been tested to Paint, the satisfaction of the water commissioner, they shall be thoroughly scraped, cleaned, dried and painted outside with one coat of. linseed oil. 47. The fire front, fire and ash doors and other cast and sheet iron parts, except grate bars, after approval shall be painted in the shop with one coat of parafifine varnish, and after erection they shall receive another coat of the same. 48. The contractor shall, at his own expense Erection, and risk, transport the boilers and appurtenances to Bissell's Point, furnish all necessary labor, tools and appliances, and erect the same complete, as above specified. Every possible and necessary care must be taken in handling and transporting the boilers, to prevent injury of any description to the same. 49. The contractor shall so conduct his work as not to interfere with the ojJeration of any boil- ers under fire, and the disposal of his tools and materials, during storage and erection, will be subject to the approval of the water commis- sioner. 50. The contractor shall, at his own cost, make good all damages to masonry, buildings or other property of the city of St. Louis, occasioned by the contractor or his employees in the transporta- tion and erection of the machinery. • 51. The city of St. Louis will furnish space storage, within its premises for the reception of the boilers and details, but shall not be responsible for the safe keeping of the same, nor for damage caused to them from exposure or other causes. 52. The city will remove the old boilers and prepare foundations below the floor line for new boilers, contractors to furnish castings to be set in underground flue for smoke connections. 53. The contractor shall get all finished mate- 304: COMPLETE SPECIFICATIONS. rials on the ground at the earliest possible mo- ment, and proceed with the erection of the same as soon as notified by the water commissioner. The work of erection in place, ready for firing, shall be carried on continuously, night and day, and the contractor shall provide for that purpose three complete erecting gangs. If at any time during the erection the water commissioner shall be of the opinion that the work can be expedited by the employment of ad- ditional labor or tools, he shall order the con- tractor to make such increase in his working force or appliances as he may deem necessary to secure the most rapid progress possible; and it is especially understood and agreed that if the contractor fails to put the required force at work promptly, that the water commissioner shall em- ploy such labor as he may deem necessary, and charge the cost of the same to the contractor. 54. The contractor shall bear the cost of mak- ing all repairs necessitated by defective materials, workmanship or design of the boilers and fur- naces for the space of oije year after the boilers are put into regular operation. M. L. H. 172. SpecificEtions for an Engine House. The following specifications for an engine house, differ from those in the two previous articles inasmuch as they were accompanied by com- plete detail drawings. The contracting and surety clauses are here omitted, since they would be the same as those given in article 170. This engine house covers three large pump pits, designed for three sets of low service pumping engines, and it is entirely without a floor, nearly the entire space being occu- pied by the pits. The walls.rest directly upon the natural rock, and an electric traveling crane is carried by a track near the top of the two side walls, this crane spanning the entire open- ing and running the entire length of the building. The side walls, therefore, were made very strong arid substantial. worktobedoue. I. The work to be done consists in building and finishing complete low service engine house at Chain of Rocks, St. Louis City Water Works Extension. The foundation on which the struct- SPECIFICATIONS FOR ENGINE HOUSE. 305 ure will rest is now completed. The work is shown in detail on the fallowing drawings : No., 1. Elevation of side walls. •' 2. Elevation of end walls. " 3.' Longitudina,I section. " 4. Transverse sections. " 5. Plan below traveler. " 6. Plan above traveler. " 7. Gallery plan. " 8. Koofplan. " 9. Roof plan' for iron trusses. " K). Cut stone courses. "11. Details of stone-faced door and window openings, terra cotta deta'ls. " 12. Details of cut stone in cornice, fire walls and brick arches. " 13. Details of windows, doors, ceiling and cast iron door sill. " 14. Details of large sliding doors and hangers. " 15. Details ot door and window frames. " 16. Details of sky lights. " 17. Details of galleries, stairs, ladders, balcony and door sills. "18. Details of iron trusses. "19. Strain sheet. " 20. Details of brick cornice, fire walls, etc. MORTAR. 2. All sand for mortar shall be clean, sharp, sand. coarse Mississippi river channel sand. 3. All cement used in the masonry shall be cement. H. H. Meier's Puzzolan cement, put up in well- made barrels. 4. It shall be subject to such tests as may be necessary to fully determine its character, and any cement which, in. the opinion of the water commissioner, is unfit for the work herein speci- fied will be rejected. 5. All short weight or damaged barrels of cement, or cement without the maker's brand, will be rejected without test. Samples for test- ing shall be furnished at such times and in such manner as may be required. On all barrels ac- cepted inspection marks will be placed, and the contractor shall carefully preserve these marks and not allow them to be imitated. 6. All cement for use on the works shall be kept under cover, thoroughly protected from moisture, raised from the ground — by blocking or otherwise — and dry until used. The contractor 30 306 COMPLETE SPECIFICATION& shall keep in storage a quantity of accepted ce- ment sufficient to insure the uninterrupted pro- gress of the work. 7. Cement may be reinspected at any time, and, if found to be damaged or of improper quality,, will be rejected. All rejected cement shall at once be removed from the line of work. Mortar. 8. All mortar used in the masonry shall be ce- ment mortar, and shall be made of three parts of sand and one part of cement, each of the quality above specified. All mortar shall be made fresh for the work in hand, and any mortar which has begun to set shall not be used. Colored Mortar. p. All brick in outer face of walls shall be laid in mortar, colored with a red mortar stain that is even in color and durable, and approved by the water commissioner. STONE MASONRY. Granit* lo. The base, ashler and water table courses shall be of Missouri red granite, sound, free from discolorations, and of even color. All visible rock face shall be free from drill-holes or tool-marks. Base course and water table shall be six-cut work, ashler course, rock face. 11. Base course shall be 12 inches high, 8j4- inch bond, with 4-inch by 4-inch chamfer on top. Ashler course shall be i foot 4j4 inches high, 13-inch bond on the setting bed and 8j4 inch bond on the top bed, and cut for iron anchors. Water table shall be 7J/^ inches high, 6-inch bond, cut for iron anchors and chamfered on top as shown. The ashler and water table course shall be anchored to the brick backing with tarred wrought iron anchors. 12. All of the granite work shall be laid in the most workmanlike and substantial manner, with even and equal joints, Y^ inch thick. Each stone must have perfect and level beds. All joints shall be pointed well and neatly with pointing mortar, colored red. Pointing joints must sftow equal size throughout, and be struck with point- ing tool and straight edge. 13. Eight stones, 2 feet o inches by 15 inches by 18 inches, and ten stones, 2 feet o inches by 14 inches by 15 inches, shall be furnished and SPECIFICATIONS FOR ENGINE HOUSE. 307 set as directed, to be used as bed stones for roof trusses ; said stones shall be of granite, sound in all respects, top and bottom beds dressed true and level. 14. Window sills, sill courses, belt course, sandstone, coping, pediments, range work around door and window openings, and all cut stone work above the water table, shall be of Lake Superior red sandstone; fine Crandall finish, laid with equal and even J^-inch joints in full beds of mortar. All joints shall be without chipping and beds of stone level and perfect. Spalls shall not be used in leveling any portion of the work. Window sills shall be cut with drips and seats, the seats not being cut to exact size until after the frames are set. 15. All the sand, stone work shall be cut and set in the very best manner, and the whole cleaned down perfectly, and pointed with red pointing mortar, with concave joints, and backed up as soon as set. 16. The stone must be perfect in all respects, even color, free from all defects or pockets. 17. In cleaning down the work, care must be taken that the joints are rubbed to a level sur- face. 18. The stone bed course for the track of the Limestone, crane shall be made of lime stone from approved quarries, dressed smooth on top bed, bush-ham- mered on face, and with true and parallel beds. This course shall extend the entire length of the building on each side, and it shall be 14 inches wide and 8 inches high, set in a swimming bed of cement mortar. When set same must be lev- eled perfectly, the entire length of the building, taking each side out of wind with the other. Special care must be exercised in cutting and setting this course. See detail sheet No. 20. BRICK WORK. 19. All the exterior faces of the walls, jambs, etc., shall be executed with even-colored dark red and hard brick. All other portions of the brick work 'executed with strictly red and hard quality. Light red brick shall not be used in any portion of the building, nor will salmon or defective brick Brick. 308 COMPLETE SPECIFICATIONS. Face Walls. Height of Courses. Thickness of Walls. Bond. Brick Arches. be allowed in any part of the walls or on the premises. 20. Brick in exterior of walls shall be laid in red mortar, with even and full bed and end joints, struck with a concave tool, as the work pro- gresses. 21. The standard height for laying all brick shall be 2 courses to 5 inches, unless otherwise ordered by the water commissioner. 22. Figured thickness of walls will govern. 23. The brick in every fifth course shall be headers, and face work shall be laid to bond with Flemish bond headers, as directed by the water commissioner, during the progress of the work. The different courses shall be slushed, and all joints thoroughly filled with cement motar. All courses shall be laid to a line, front and rear; plumb, true, straight and level. 24. All arches shall be turned with arch-brick, ground to proper radiating lines, and the face of same shall be laid, alternately, 8>^ inches and 4^ inches, and backed up with row locks laid with shove joint. All jambs shall be returned and neatly pointed. All arches shall be full depth of wall. Turn brick arches over seats of each truss, as shown on sheet No. 18. 25. Brick must be thoroughly wet before lay- ing, if required. Stone walls shall be well swept off and sprinkled with water before any brick is laid on them. 26. Cut a sufficient number of recesses through the stone foundation walls for passage through same of the copper down-spouts, and build them in with stone work, as shown on sheet No. i. 27. All frames, anchors, wood, bricks, etc., that are necessary shall be built in. Setting Cut stone 28. All cut stone abovc the water table shall be set, and the walls carefully leveled for the re- ception of the iron trusses. After the walls are built all sills shall be under-pinned with red mortar. 29. All necessary wood plates for the fastening of tin flashing shall be built in. 30. All terra cotta shall be bonded firmly to the brick work and neatly pointed with red mortar at cortipletion. How Laid. Notches in Foundation, above Water Table. Setting Terra Cotta. SPECIFICATIONS FOR ENGINE HOUSE. 309 31. Two iron I beams shall be built in and cov- ^''°° ' ^^""^ ered with a ^g-inch plate, where shown on sheet No. 3, in the side wall over the traveler off-set and above the circle head windows, leaving the wall open on the under side, so that the traveler can be carried through this opening. After trav- eler has been set in position the opening shall be closed up with brick work, leaving the I beams in the walls, but not exposed. 32. All exterior brick walls shall be cleaned ci««°i''e Down, of all dirt and mortar stains at completion. TERRA COTTA. 33. All the terra cotta letters and border Quality- around same, on east and west walls, to be hard burned, best quality red, even in color, and of designs and dimensions shown, free from "flash- ing" or warping. 34. The letters shall be first modeled and a MouWa plaster mould made, and from the mould the let- ters shall be pressed. 35. After terra cotta has been burned it shall Fitting, be laid out and carefully fitted and shaded and trimmed if necessary, after which each piece shall be lettered to correspond with a setting plan which shall accompany the delivery of all terra cotta. The details for the terra cotta will be found on sheet No. 11. 36. All terra cotta to be set in putty, colored How set, to match, and properly bonded to the brick back- ing. The bricklayers shall set all terra cotta. COPPER WORK. 37. Four lo-inch square down-pipes, i6-ounce Down-Spouts. copper, to lead water from roof and connect same with sewer, shall be furnished in place. Each down-pipe shall have square copper head of 20- ounce copper, and moulded copper bands of double thickness of i6-ounce copper placed not more than 4 feet apart, and secured with 3-inch copper holdfasts, with rosette heads. 38. Gutters shall be formed with roofing tin Gutters, etc. of form and size shown on drawings for same, and constitute a part of the roof-covering, arid graded so as to carry the water from the center to the four corners of the building and open into the copper down-spouts. Tin gutters shall be 310 COMPLETE SPECIFICATIONS. nntals. Dripk Tin Plate. carefully flashed and counterflashed into the brick fire-walls, and nailed to wood strips provided for said flashing, as provided for in clause No. 44. 39. The copper finials for the skylights shall be furnished and secured in place. 40. Copper drip strips, i^ inches wide, i inch to project into the mortar joint, and % inch to be exposed and bent to an angle of 30 degrees, as shown on detail sheet No. 12, shall be furnished the bricklaj'ers on the scaffold. TIN. 41. The roof shall be covered with roofing plates, standing seam, with joints well tacked, anchored and soldered, using rosin as a flux, and 8-pound soldering coppers, and tin well and closely cleated to roof. 42. The roofing plate used shall be Scott's IX extra coated American roofing tin plate, and must bear a coating of not less than 36 pounds to the box, and must be fully guaranteed, with the maker's name stamped in each sheet, and each sheet must be coated in perfect uniformity and free from "wasters.' 43. The gutters shall be lined with Scott's IX roofing tin, flat seam, and shall conform to the gutter plan as shown on sheet No. 8, and shall be carefully flashed against the brick fire-walls, and be firmly nailed to the wood flashing strips, after which all of this gutter flashing must be well and carefully counterflashed. 44. The wood flashing strips shall be built into the brick fire-Walls 8 inches above the wall edge of gutter at center of roof and 24 inches above at each of the four corners. 45. The flashing around the skylights shall extend against and 8 inches up the wood skylight frame, and shall be finished before the carpenter lays the base. Paint and Paper. 46. Tin shall be painted, before being laid, with two coats of the best quality of iron oxide, ground in pure linseed oil, on the under side, and must be perfectly dry before laying ; and that part of the roof covered with tin shall have two layers of heavy straw building paper laid over sheathing boards before putting down the s^id tin. 'Racli layer of paper to overlap and be fastened down Gutters and Flashing. Stvlight Flashing. SPECIFICATIONS FOE ENGINE HOUSa 311 smooth and flat, and to be kept free from moist- ure. (See clause No. 51.) LUMBER. 47. All the lumber used in the construction of the building shall be graded as follows : Purlins — 4-inch by lo-inch, yellow pine, long Carpenter Work, leaf, surfaced three sides and stub moulded. Lower Roof Sheating — ij^ inches by 4 inches, tongued, grooved and beaded on under side, "B" select, surfaced one side. Upper Roof Sheathing — % inch by 8 to 10 or 12 inches No. i ship lap, surfaced one side. Skylight Frame — Posts and plates, 5J in. x 5 J in. yellow pine No. 1. " Eafters, 4 in. x 4 in. yellow pine No. 1. " Nailing girths, 2 in. x 6 in. white pine No. 1. " Outside casing, 1^ in. "B" select. " base, IJ in. " B " select. " Inside casing, fin. "B" select. " " lining, 'i in. x 4 in. beaded white pine, "0" select. " Plinth and base blocks, IJ in. "B" select. Flashing strips — 2 in. x 4 in., No. 1 white pine. 1st gallery floor girders. — 3 in. x 8 in. and 2 in. x 6 in. No. 1 long California yellow pine, surfaced three sides. 1st gallery floor. — 1^ in. x 3 in., first and second yellow pine, tongued and grooved.' Tread board — 2 in. x 12 in. white oak. Mill Work. Window frames — "B" select. Sash — "A" select. Doors— "B" select. 48. All lumber must stand strictly on grade. Quality, kiln dried, free from large loose knots, sap, shakes, rot, stain or any other defects foreign to their respective grades. CARPENTER WORK. 49. The roof shall, be covered with two courses Root of sheathing. The lower sheathing shall be white pine, tongued, grooved and beaded, and shall be lyi inches thick by 4 inches wide; under side dressed and smoothed at the bench to a perfect smooth surface, and fastened to place and left free from hammer-marks or other defects. Upper ' There is no floor proper in the building — only a narrow gallery around the side.*. Adthob 312 COMPLETE SPECIFICATIONS. sheathing shall be T/?, inch by 8, lo or 12 inches wide, No. I ship lap, laid diagonally, and nailed to the lower sheathing. Care must be taken that nails shall not go through the lower sheathing; ,; the nailing to be in the purlins. 50. All purlins shall be 4 inch by 10 inch long leaf yellow pine, surfaced three sides, stub moulded, dry, sound and straight grained. They shall be spaced on centers, as shown on detail sheets Nos. 18 and 9, and secured to upper cord of truss by angles and bolts, as detailed. 51. Cover the entire roof with two (2) layers of heavy straw building paper, laid over the ship lap sheathing before putting down the tin. Each layer of paper to overlap and be fastened down smooth and flat, and to be kept free from moist- ure. This work shall be performed by the car- penter, under the direction of the tinner, and laid in such sections only as required to keep in ad- vance of the tinners. The upper sheathing, paper and tin shall be laid as fast as the lower sheath- ing is nailed in place, so as to protect the ceiling at all times from the weather. Skylights. S^- Skylights shall be three (3) in number, and framed in accordance with details for same, as shown on sheet No. 16 (this sheet shows de- tails for the two end lights only ; the center light shall be of same construction, but of sufficient length to reach the distance of two truss centers, as per longitudinal elevation and roof plan). The principal posts shall be of 5J/2 inch by 5J4 inch yellow pine, and shall be fastened to purlins with wrought iron anchor straps firmly bolted to both purlins and posts. The upper end of all posts shall be tenoned. 53. Wall plates shall be 5J^ inch by 514 inch yellow pine, and mortised to fit the post tenons, and all fastened together with strap iron anchors and bolts. 54. The hip rafters shall be made of 4 inch by 4 inch yellow pine and dressed four (4) sides, and shall be backed same as for wood sheathing, and upon the top of plates between heels of rafters spike a triangular strip of wood secured rigidly to the plate to receive the thrust of the skylight bars. The center cage shall have the necessary SPECIFICATIONS FOR ENGINE HOUSE. 313 rafters shown on sheet No. 8, and be firmly bolted at apex through a ridge piece of 2 inch yellow pine, top edge of ridge beveled. 55. Nailing girths shall be 2 inch by 6 inch white pine, No. i, and be firmly spiked to the framing. 56. The outside shall be. cased up with % inch "B" select, to form the finish above the base. A baseboard of ly^ inches thick, "B" select, beveled on top edge, shall run around the entire frame and be firmly nailed to the casing. See clause No. 45. 57. The inside shall be trimmed by casing up the posts with % inch thick "B" select, fluted and nailed on plinth and base blocks as shown. The inside below the window stool shall be ceiled with % inch x 4 inch beaded "B" ceiling, nailed on diagonally, with the nails countersunk and finished at the bottom with a 2-inch band mould. 58. (For specifications of skylight roof, see clause No, 112.) 59. The roof ceiling shall be finished by run- ning a mould along the truss and purlins, forming the different panels, as per detail sheet No. 13. 60. The floor of lower gallery shall be made Gaiiery Floor oi i}4 inch by 3 inch tongued and grooved first and second yellow pine in continuous lengths. It shall be blind nailed to girders and the nailing joist. 61. The nailing joist shall be 2 inch by 6 inch No. >i long leaf yellow pine, and in continuous lengths from bracket to bracket and bolted to channel bar. 62. The floor girders shall be 3 inch by 8 inch No. I long leaf yellow pine, surfaced three sides, notched on brackets. All joints shall rest on brackets. 63. The carpenters shall furnish all centers and templets, and shall put up and take down same. The centers and templets shall be made in a proper manner, strong and well braced. 64. The carpenters shall set all frames, and Frames, verify their plumb after the brick arches are turned. Ceiling. Cen^prg, Templets, etc. 314 COMPLETE SPECIFICATIONS. MILL WORK. Window Frames, g^. Window frames below the traveler shall be solid frames for top and bottom pivoted sash, and shall be made of form and dimensions called for by the drawings. The lumber used in their construction shall be clear, dry and sound Wis- consin white pine, "B" select, free from knots or sap. Faces of all frames shall be moulded as per detail. (^. All frames shall be given a heavy coat of paint all around, including back of jambs, and shall be set perfectly plumb; and the sill shall rest on a bed of cement mortar, J4 inch higher on the inside, so as to make a water tight joint. Casings, mullions, transoms, etc., shall be moulded as shown on details. The frames shall be put together in a strong manner, well and closely nailed, and the stop-beads fastened with I J^ -inch blued round-headed screws. All the lumber in frames shall be Wisconsin white pine, "B" select, as above specified. 67. The frames shall be provided with moulded stool, terminating with mould against plaster. Mullions and jambs shall be cut down square on stone seats. 68. Stiles, heads, mullions and transoms shall be solid. All circular portions of frames shall be worked in the solid and put together with white lead, so as to break joints throughout, and firmly spiked. A 2 inch by 4 inch bond strip shall be spiked to all frames (except the two door and the two large window frames) , extending" from sill to spring of arch for anchoring same to brick backing. The heads of frames shall have wood blocks of 2 inch by 4 inch by 8 inch nailed to same and spaced a distance of 18 inches on cen- ters. 69. The two door and window frames above mentioned shall be anchored to the brick back- ing with wood blocks of bone dry white pine 4 inch by 12 inch by 12 inch, built in the brick work, and spaced as shown on detail sheet No. 11. The frames shall be bolted to same with .)4 inch by 8 inch lag screws. The frames shall fit in a recess of one inch in the brick work. SPECIFICATIONS FOR ENGINE HOUSE. 315 70. Inside mould and stools will not be nailed in place until plastering is perfectly dry. 71. Two iron dowels shall be placed in the bot- tom of each jamb and mullion. The dowels shall be of i-inch round wrought iron, and sunk i^ inches in stone sill. 72. All frames above the traveler shall be solid frames for side pivoted sash and for 13-inch walls, and shall be made of "B" select. 73. All window sashes shall be of the form Sasb. and dimensions called for by the drawings. The lumber used in their construction shall be clear, dry and sound Wisconsin white pine ("A" se- lect), free from knots or sap. 74. All sash shall be moulded and rebated 2>^ inches thick, and divided into lights as shown. Each sash shall be neatly fitted and properly hung with Wollensak's plain bronze sash centers, No. 144, and shall be secured with bronze cup- board turns, and provided with casement rods or shutter holders. No. 8,020, p. 1876, "Simmons." 75. All transom sash that are fixed shall be closely fitted and secured in place with heavy coat of white lead in the stop joints, so that all joints shall be water tight. 76. Skylight sash shall be 2j4 inches thick, and divided as shown on sheet No. 16, center pivoted and made water tight. TJ. The door frames at each end of the build- Door Frames, ing shall have rebated solid plank frames, beaded and moulded on outer face to match window frames. They shall be built in same manner as specified for window frames, using "B" select, and shall be secured to brick work in the same manner as specified for other frames. The frame for the double door, south end, shall be rebated for 2^ inch doors, and shall have a transom bar 3j^ inches thick. The single door at north end shall be made without transoms and shall have 1% inch rebate. 78. The doors at the south end shall be double. Doors, and each door shall be hung with four 6 inch by 6 inch real bronze butts, rebated at center joint and beaded. 316 COMPLETE SPECIFICATIONS. 79. The doors shall be 2^ inches thick and made of dry "B" select, with stationary sash di- vided in lights as shown; lower portions of the doors shall be paneled and moulded as shown by detail sheet No. 13 ; the panels shall be made of tongued and grooved % inch "B" select, 2 inches wide, with all joints beaded and driven up in white lead. 80. The single door in the north end shall be made of "B" select, i^ inches thick. It shall have stationary sash panels, and be built as speci- fied for south door. 81. Doors shall be secured with mortise locks, rebated for double doors, bronze knobs, plates and trimmings, and flush spring bolts, top and bottom of real bronze. 82. The sash in all doors and transoms for same shall be as specified for the window sash, and the transom sash pivoted and hung with the same kind and quality of hardware. 83. The large sliding doors shall be made of the same quality of lumber as specified for the small doors, and in two thicknesses of 1% inches each, making a total of 3^ inches, framed sep- arately, and put together with white lead, and firmly screwed up with 3 inch screws, counter- sunk ; they shall have tenoned stiles, rails and muntins ; all tenons shall be double pinned with J/2 inch white oak pins, and all shall be bolted to- gether with iron rods, as shown by dot lines on detail sheet No. 14. The panels shall be made of tongued and grooved "B" select, 2 inches wide and beaded both sides. 84. Small swing doors shall be framed into each large door, making four in all. They shall be hung with three (3) 4 inch by 4 inch real bronze butts, and fitted with Yale mortise locks, with keys to pass. 85. Each pair of the large sliding doors shall have wrought iron drop bars, made of 2 inch x ^ inch iron, bolted at one end and made to drop into a hook at the other ; with a turned iron hand lift as shown on detail sheet No. 14. Oak Brace rrame 86. An oak brace frame for each door open- for Large Doors, jj^g- having form, size and radius as shown on detail sheet No. 14, rounded on each edge, shall SPECIFICATIONS FOR ENGINE HOUSE. 317 be secured to the brick work with expansion bolts, in the most substantial manner, and framed into a girder made of ij4 inch by "jYz inch oak, of length equal to the run of both doors, and firmly bolted to the wall with bracketed bolts, as de- tailed. All to be put in position before plastering, in the most careful and substantial manner. HARDWARE. Windows. Doora. 87. The numbers and pages given for hard- ware refer to Simmons' catalogue. 88. All pivoted windows shall be hung with Wollensak's plain bronze sash centers. No. 144, and secured with plain bronze cupboard turns. No. 8,535, page 1650, and real bronze casement stkys. No. 8,020, page 1876. Pivoted transoms shall be fitted with similar sash centers, and with Payson's solid grip transom lifts, real bronze, J4 inch by 6 feet. No. 0336. 89. All doors, except large sliding doors, shall be hung with butts, and fitted with Yale mortise locks and keys to pass, and top and bottom bolts for the double doors. 90. The two double doors in south end shall each be hung with four 6-inch by 6-inch real bronze butts, and fitted with rebated mortise Yale lock, plain bronze, for 2% inch door, with keys to pass, and real bronze extension flush bolts, plain, same as Yale pattern No. 788E., B. 34, page 1675. 91. The single door in north end shall be hung with four 6-inch by 6-inch real plain bronze butts, and fitted with lock for i^ inch door of same kind as specified for double door. 92. The four small swing doors that are built in the large sliding doors shall each be hung with 'three (3) 4 inch by 4 inch real plain bronze butts, and fitted with lock as specified for the north door. 93. The finish of all hardware shall be real Finish, plain bronze throughout, and all locks shall be Yale, with keys to pass. 04. Construct for the two sets of large sliding iron work (or doors a hanger and track as per detail sheet No. 14. The hanger shall be made of wrought iron II inches wide and J4 inch thick, bent to Sliding Doors. 318 COMPLETE SPECIFICATIONS. correspond with profile shown, and fitted with a steel track wheel, turned with a groove, and nec- essary bearings. The hanger shall be firmly bolted to the doors with heavy screw-bolts, as shown. 95. The track for above hanger shall be made of steel Z bars, 4.72 pounds per foot (Carnegie catalogue, No. 295), with the short flange ground to fit groove in wheel, and the large flange firmly bolted to oak girder. The track shall be equal to the run of both doors. These doors must be made to run easily and work perfectly. PLASTER. 96. The. side and end walls from the stone foundation to the top of the brick walls in the inside of the building, including window-jambs and stools, shall be plastered with Acme plaster, and given a granulated finish with white sand, applied according to the directions of agent. All walls shall have straight, true surfaces, angles plumb, jambs and stools plastered. Walls shall be laid off to represent stone courses, as directed. Joints shall be marked oflf when plaster is green, and shall be J4 inch throughout, and cut with clean edges, the joints to continue around win- dow-jambs and to be struck to represent arch stones over openings. 97. A plaster base and wainscot moulding shall be made around the building of height shown, base 12 inches by i inch, chamfered on top ; wainscot cap, 5 inches by i inch, moulded and chamfered top and bottom, as shown on sheets Nos. 3 and 4. PAINTING AND GLAZING. 98. The contractor shall furnish all material and perform all labor necessary for the proper painting of the building. All sap, knots, etc., of the wood-work shall be covered with a good coat of strong shellac before priming. PrisQing 99. All wood-work to be painted shafl be primed with French ochre and boiled linseed oil, and all iron-work shall be primed with oxide of iron and boiled linseed oil. All holes and cracks in the wood-work shall be puttied and stopped on the priming coat, and again before app'/ing the last finishing coat. SPECIFICATIONS FOE ENGINE HOUSE. 319 100. All outside wood-work, usually painted, OutsWe wood- shall have four (4) coats of pure white lead, ""* ground in Ijnseed oil, and mixed with pure boiled linseed oil. The exterior of all frames, doors, sashes, sky-lights, etc., shall have the last two (2) coats in colors, as directed by the water commis- sioner. loi. All tin and galvanized iron shall have. Tin and Gaivan- after completion, three (3) coats of Dixon's "zed iron. Silica Graphite paint, thinned with pure boiled linseed oil ; each coat shall be allowed to dry thor- oughly before the next is applied. Each coat of paint on the tin roof must be of a different shade, and each shade shall be approved by the water commissioner. 102. All of the inside wood-work, including i„siaeWood- sash, doors and frames, etc., shall be painted work, four (4) coats of pure white lead, ground in oil, and mixed with pure boiled linseed oil, brushed on smooth and even, and grained a perfect oak on the last coat, after which it shall receive a heavy coat of coach varnish, evenly flowed on and left in the gloss. 103. The ceiling-, including purlins, skylights, ceiling, etc., shall be painted with four (4) coats of paint of quality specified above, and of such colors as the water commissioner may direct, and each suc- ceeding coat must be of a different shade, as per direction of the water commissioner. 104. The first gallery floor shall receive four Woodnoor. (4) coats of pure boiled linseed oil, and the floor girders shall be painted to match the iron chan- nel bar and brackets. 105. All iron and steel work before leaving ironwork, the shop shall be thoroughly cleaned from all loose scale and rust, and after inspection be given one good priming coating of pure, raw linseed oil and iron oxide, well worked into all joints and open spaces. 106. In riveted work the surfaces coming in contact shall be painted before being riveted to- gether. Bottoms of bed-plates, bearing-plates and any parts which are not acc(;ssible for painting after erection, shall have two coats of paint. 107. After the structure is erected the iron work, both wrought and cast, shall be thoroughly and evenly painted with three additional coats of 320 COMPLETE SPECIFICATIONS. paint, of quality specified for the wood-work, mixed with strictly pure linseed oil, and each succeeding coat shall be of a different ^hade, and each shade must be determined and approved by the water commissioner. Workmanship. io8. The painter must see that all wood-work is perfectly clean before priming or painting, and putty up all nail heads and other defects, and sandpaper smooth and perfectly prepare all wood before applying a second coat. The whole of the painting work throughout to be done in the best and most workmanlike manner, and all paint and varnish spots must be cleaned oil the glass, walls and galleries at the completion of the work, and all left clean and perfect, without exception. 109. All paint must be mixed at the building, and under the direction of the water commis- sioner, except the priming for the iron work. Qiazing. no. All of the glass throughout shall be American, double thick, perfectly free from any blemish, flaw or defect. All shall be set in oil putty, carefully tacked with tin glazing tacks, and back puttied. III. All glass to be cleaned after glazing, and again after painting sash. SKYLIGHT ROOFS. Manufacture. 112. The skylight roofs used on this building shall be of the Vaile & Young patent, and shall be adapted to the wood cage construction, as de- tailed on sheet No. 16. Bars. 113- The bars shall be of galvanized iron, ex- cept the parts exposed to the weather, which shall he of 20-ounce copper, and the said bars must be rigid enough to support the glass without deflec- tion. The apex shall not be finished to a point, but shall be fitted to the square of the size of the copper finial, and said finial shall fit over the apex and cover all joints. This finial shall be made of i8-ounce copper and furnished with the skylights. 114. All bars not resting on rafters shrill be wrought iron, encased with galvanized iron. Gutters. US- All skylights shall have hanging gutters of 20-ounce copper, with a fall to one comer, and from this corner the water shall be conveyed to the main roof by means of a copper down-spout, which shall be furnished with the skylight. SPECIFICATIONS FOR ENGINE HOUSE. 321 ii6. All glass used in the skylights shall be }i Glass, inch thick and ribbed. It shall be furnished by the ijianufacturers of the skylights, and it shall be set with special care, and under rigid inspection, and shall be of a continuous length. ROOF TRUSSES. 117. The castings shall be made from a su- Cast iron, perior quality of iron, tough and of even grain, and must conform in shape and dimensions to the drawings. Castings must be clean and perfect, without flaw or sand holes or defects of any kind. 118. With the exception of the bearing plates, SoftsteeL the roof trussing shall be of soft steel throughout. 119. The steel must be uniform in character. The finished parts must be free from cracks on the faces or corners, and have a clean, smooth finish. No work shall be put upon any steel at or near the blue temperature, or between that of boiling water and of ignition of hardwood saw- dust. 120. All tests shall be made by samples cut from the finished material after rolling. All broken samples must show uniform fine grain fractures of a blue, steel gray color, entirely free from a fiery luster or blackish cast. Soft steel shall have an ultimate strength of 54,000 to .62,000- pounds per square inch ; an elastic limit not less than 30,000 pounds per square inch, and a minimum elongation of 25 per cent, in 8 inches. Before or after heating to a light yellow heat and quenching in cold water, this steel must stand bending 180 degrees to a curve, whose inner radius ' is equal to the thickness of the sample, without sign of fracture. 121. Specimen pieces of a size and form suit- able for the testing machine shall be cut from any plate, angle or bar, when directed by the water commissioner. 122. If any specimen shall not conform to above requirements, all the material of the same form and manufacture as the piece from which this specimen was taken will be rejected. 123. All rivets shall be made of soft steel, and the steel for rivets must, under the above bend- ing test, stand closing solidly together without sign of fracture. 31 322 COMPLETE SPECIFICATIONS. Finish, Planed. Punching, Bivet Holes. Specimen Bars. 1 24. For all material taken by the water com- missioner for testing there will be added to the final estimate the following prices, viz. : For all steel, the sum of five cents per pound. For all cast iron, the sum of three cents per pound. AJl broken material to belong to the party of the second part. 125. The workmanship and finish throughout shall be thorough and of the very best, and any piece or part, however perfect it may bein other respects, if defective in workmanship, will be re- jected. 126. That part of the bed plate on which rests the three eighth inch bottom plate of the truss shall be planed or faced to a true plane surface. All abutting joints in top and lower chord shall be planed or faced- 127. In punching rivet holes, the diameter of the die shall in no case exceed the diameter of the punch more than one-sixteenth inch, and all holes must be clean cut, without torn or ragged edges. 128. All rivet holes shall be so accurately spaced and drilled or punched that when the sev- eral parts are assembled a rivet one-sixteenth inch less in diameter than the hole can be entered hot into any hole without straining the iron by drifting. Occasional variations shall be corrected by reaming. 129. Whenever possible, all rivets must be ma- chine driven. The rivets, when driven, shall com- pletely fill the holes. The rivet heads shall be round and of a uniform size throughout the work. They shall be full and neatly made, and be con- centric with the rivet holes, and thoroughly pinch the connected pieces together. The several pieces forming one built member must fit closely to- gether, and when riveted shall be free from twists, bends or open joints. The angle irons forming the top chord must be bent at the different panel points to the proper angle. The lower chord shall have sufficient camber to allow for the de- flection of the loaded truss. Jolts and Nuts. ^3°- AH bolts and nuts to be made from the best quality of soft steel. The nuts to be hex- agonal and the heads square. Heads, nuts and threads to be standard size. All bolts shall Jiave a washer under the heads or nuts, where in con- tact with wood. Rivet Work. SPECIFICATIONS FOR ENGINE HOUSE. 323 Angles, etc. Fastening and Supporting FurUas. Bed Plates and Anchors. 131. All rods with screw ends shall be upset upsetEnds. at the ends so that the diameter at the bottom of the threads shall be one-sixteenth inch larger than any part of the body of the bar. 132. All the angles, filling and splice plates must fit at their ends to the flange angles suffi- ciently close to be sealed, when painted, against the admission of water, but need not be boat finished. 133. To support and hold purlins in place, short pieces of angle iron 31^ inches by 6 inches by % inch shall be riveted to principals with two ^-inch rivets, and purlins shall be fastened to them by %-inch bolts. The contractor shall fur- nish all bolts, each with one cast iron washer. 134. All the bed plates under fixed and sliding end must be fox-bolted to the masonry with ij^ inch bolts. The contractor must furnish all bolts, drill all holes and set bolts to place with cement. IRON GALLERY, LADDERS, ETC. 135. The galleries shall consist of three differ- ent sections, as follows : 1st. A lower or first gallery. (Sheet No. 7: ) 2d. An upper or 'second gallery. (Sheet No. 7.) ad. A balcony gallery. (Sheet No. 4.) Details for above galleries will be found on sheet No. 17. 136. The first gallery shall extend around the First GaUery. entire building on a level with grade (El. 115), and shall consist of brackets, railing, chains, posts and wood floor. 137. The wood floor shall be 4 feet and 2 inches wide and made of 1J/2 inch thick by 3 inch wide yellow pine flooring, and shall rest upon two gird- ers and one channel bar, and both girders and channel bar shall be supported by cast iron brack- ets. The channel bar shall be 6 inches high, weighing gj^ pounds per lineal foot, and to this channel shall be bolted yellow pine nailing joists 2 inch by 6 inch ; the bolts shall be }i inch, with round head, nuts and washers, and shall be spaced three to each panel. The two yellow pine girders shall be 3 inch by 8 inch and notched so as to seat on the top of brackets. 138. Brackets shall be cast, according to de- tail, shown on sheet No. 17, and shall be firmly bolted to the stone-mason work with i inch by ID inch expansion bolts, at top and bottom of 324 COMPLETE SPECIFICATIONS. each bracket. The stone walls must be recessed sufficiently to give an even bearing for the backs of all brackets. • 139. Railing shall be made of gas pipe and suitable fittings connecting same, made in ac- cordance with details. Top and bottom rails shall be 1 1/4 inch and 2 inch gas pipe; inter- mediate rails, iJ4 inch gas pipe; principal posts 2I/2 inch, and intermediate .posts 2 inch diameter cast iron. 140. At the angle where the stairs commence this first gallery shall be constructed, on a radius, as shown on gallery plan, sheet No. 7, to make room for said stairway. A round hole must be made in this floor to suit stair column. 141. Suitable chain fastening gates shall be provided at all openings in gallery with suit- able hooks, etc., chain to be of wrought iron J4 inch in diameter. There shall be two chains at each opening. .See sheet No. 7. Upper or Second 142. The second gallery shall extend across cfaiiery. south end of building, and terminate at one end with a spiral staircase, and shall consist of brack- ets, channels, railings, post and floor. The brack- ets shall be cast as per detail, shown on sheet No. 17 (scale, ^ inch), and fastened to brick work by an expansion bolt at the foot and a bear- ing plate at the head. Upon these brackets shall rest a six inch channel bar weighing 9J/2 pounds per lineal foot, and another bar of same size and weight shall be fastened to the brick work by ex- pansion bolts-. Upon these two channels the cast Qoor plates shall take their bearing. The railing, posts, etc., shall be made the same as specified for the first gallery. For a plan of this second or upper gallery, refer to sheet No. 7. The floor plates shall each be cast with three ribs ; said ribs shall be. spaced on. centers, according to the lengtli of the floor plates, and shall be located, one on each extreme edge and one in the center; all 3 inches deep and i inch thick. • stairs. 143. Winding stairs shall consist of cast iron center column, treads, rail and newels. 144. The center column shall be cast % inch metal and be 7 in. in diameter, terminating at upper end with a newel, as shown on sheet No. 17. 145. The center column shall be supported by two 12 inch steel I beams, 42 pounds per foot, located diagonally across one corner of the stone SPECIFICATIONS FOE ENGINE HOUSE. 325 foundation, with bolts and separators, and set in place before commencing the brick work. The column shall have a square iron flange on the lower end of i inch metal, and said flange must be firmly bolted to the steel I beams. 146. Steps or treads shall be cast without risers, but shall have thimble height of step, cast on each step, with tread nosing continued around. 147. These thimbles shall have freedom figured on drawing, and the vacant space shall be well and thoroughly calked with sulphur. 148. Steps shall be cast of ^ inch metal, dia- mond pattern tread. Each step-thimble, bracket and flange shall be cast in one piece, each step being bolted to the next at connections. The first risers shall be housed into the wood floor, if nec- essary. 149. Stair rail shall be made of 2 inch gas pipe, bent to proper sweep and curve, terminating top and bottom at newels. Newels shall be cast iron % inch metal. All shall be executed according to drawings, each and every portion put up, bolted and secured in the strongest and most workman- like manner, and to the satisfaction of the water commissioner. 150. The third or balcony gallery shall be con- Balcony Gallery, structed of wrought iron brackets, made of J4 inch by 2 inch metal, and fastened to the brick work with expansion bolts. It shall be provided with an oak tread board. This tread board shall be furnished by the carpenter and put in place by the gallery contractor. 151. This balcony shall extend across north end of building, as shown on section plan No. 4. 152. Two wrought iron ladders with J4 inch ^-adders, by 2 inch sides and % inch round rungs, passing through side pieces and riveted, shall be fur- nished, put in place and properly secured. One ladder to start on the first or lower gallery and extend up and through the balcony gallery as per drawings. One ladder shall be located on the exterior of the building and commence about 10 feet from the ground and extend upwards to and be anchored into the fire-wall coping, as shown on elevation sheet No. i. The details for these iron ladders will be found on sheet No. 17. 153. There shall be cast and set in place cast Doorsau. iron dqor sills for the doors in the north and south ends and the two large doors in. each side. 326 COMPLETE SPECIFICATIONS. Hand Rail. Traveler Track. 154. Sill for the south door shall be 5 feet 8 inches long and 3 feet 4% inches wide, ^ inches thick, and cast in diamond pattern, with door saddle and seats for wood frame drilled for y^ inch expansion bolts. 155. Sill for the north door shallbe 3 feet 6 inches long and 3 feet 4% inches wide, cast same as specified for south door. 156. Sills for the large doors shall be cast dia- mond pattern, i inch, thick, and shall have a square flange on outside and inside edge as shown. These sills shall be cast in three separate sections, as shown and figured in sheet No. 17. 157. A hand rail made of ij4 inch gas pipe shall be provided and put in place and continued along both sides of the building its entire length, 3 feet 6 inches above the traveler I beam. This railing shall project from the wall 6 inches, and be firmly bracketed to the wall at suflficient inter- vals to insure ample stiffness. The ends shall be secured to the wood window frames. See sheet No. 3. 158. The traveler track shall consist of an iron I beam, 8 inches in height, and weighing 34 pounds per lineal foot, Carnegie catalogue. No. 8 C, page 22, extending the entire length of build- ing on each side. It shall be firmly bolted to the stone sill course with % inch expansion bolts, and the space between the web of beam and sand- stone sill shall be filled with hard burned brick, laid in the best of cement mortar. 159. Upon the top flange of tliis 8 inch I beam a flat top steel rail, weighing 52 pounds per lineal yard, shall be bolted, extending the entire length on both sides of the building. This rail must be drilled in each flange, and these flanges bolted with ^ inch bolts into the flanges of the I beam. The rail shall be connected at joints with fish- plates and bolts. 160. Two 8-inch I beams, weighing 34 pqunds per foot, with bolts and separators, shaU be built in brick work, as shown on plan and specified in clause No. 31, and covered with a >^-inch iron plate. GENERAL CLAUSES. Finish Complete. i6i. All of the materials and work required for the full completion of the building herein specified, to the entire satisfaction of the water I Beams in Side Walls. SPECIFICATIONS FOR ENGINE HOUSE. 327 commissioner, shall be furnished and done by the contractor, and should anything not mentioned within this specification be necessary to fully com- plete the work, the same shall be furnished and done without extra charge. 162. No masonry work of any description shall I'fos'- be laid in freezing weather, except with special permission of the water commissioner. 163. All unfinished work shall be properly pro- tected from injury by frost. 164. Any masonry work found damaged by frost shall be taken down and rebuilt at the cost of the contractor. 165. When the work is completed, the build- cleaning up. ing, substructure and surrounding grounds shall be cleared of all rubbish caused by construction, and left in a neat and presentable condition for immediate use. 166. Measures shall be taken by the contractor, Public Safety, whether required by city ordinance or not, to in- sure the safety of the public, by such precautions of fencing, w.atching, lights, etc., as the exigencies of the case may call for. 167. The contractor shall furnish, at his own Erection, cost and expense, all necessary centering and scaffolding, and remove same at the completion of the work. 168. Due facilities must be afforded the water commissioner for giving the lines, grades and points, and all stakes or marks given by him must be preserved undisturbed. 169. The contractor shall keep on the work, accessible at all times, the plans furnished him by the water commissioner, and a copy of these spec- ifications. 170. At all times, when work is in progress, there shall be a foreman or head workman on the grounds. 171. Necessary conveniences shall be con- structed for the use of the contractor's employees, and during the progress of the work herein speci- fied the contractor shall not use or interfere in any manner with the present buildings, pipes or appurtenances of the waterworks. 172. The use of the railroad tracks and switches belonging to the waterworks will be per- mitted to the contractor for the work herein speci- fied at such times only as will not interfere with the delivery, switching and handling of coal cars. 328 COMPLETE SPECIFICATIONS. 173. Particular care must be exercised in the protection of all finished work as the building pro- gresses, such as exterior projections, cut stone, iron stairs and galleries, etc., which must be fully pro- tected from injury or defacement during the erection and completion of the building. 174. The erection shall be carried on in such manner as will in no way interfere with the erection, completion and operation of the pumping engines or machinery. The extra cost of handling the erection in this manner must be included in the sum bid for the work. 1 75. The directions of the water commissioner as to the disposition of building materials and loca- tion of sheds, temporary buildings, etc., must be strictly observed. Examination 1 76. Whenever required by the water com- of work. missioner, the contractor shall furnish all faciUties and labor to make an examination of any work, com- plete or in progress, under this contract. If the work so examined is found defective in any respect, or not in accordance with this contract and specifica- tions, the contractor shall bear all expenses of such examination and of satisfactory reconstruction. If the work so examined is found to be in accordance with the contract arid specifications, the expense of the examination and reconstruction will be estimated to contractor at a fair price, to be determined by the water commissioner. M. L. H. 171. General Speciflcations for Railroad Concrete Work. Cement concrete masonry, either with or without re- inforcement wifh steel bars, is coming into such general use that a stone masonry specification in former editions of this work is here replaced by a general specification for railway concrete construction (not reinforced by steel rods), these being now in use (1902) by the Illinois Central Railway Company. FOUNDATIONS AND EXCAVATION. I, Cofferdams, where necessary as a protection against water in adjacent streams, etc., shall generally be built in ac- cordance with detailed plans to be furnished in connection with each piece of work. Such cofferdams may consist of substan- tial or lighter structures in accordance with the amount of pro- tection required or the risk to be incurred. SPECIFICATIONS FOK EAILEOAD CONOEETE WOEK. 329 A — The more substantial cofferdams shall be built by driv- ing rows of piles, spaced from three to five feet apart, centers; these to be securely connected together by lines of horizontal waling bolted on the outside, and sheet piling to be driven outside of these waling pieces and spiked or bolted to them as may be necessary. The sheet piling may consist of two rows of plank, the outer covering the joints between the inner planks — each row driven separate — or they may consist of a combina- tion pile, made up of three pieces of plank, so built together as to make a tongued and grooved structure. In extreme cases, two rows of piles and two rows of sheeting would be used and a "puddling" of clay, or other suitable material, filled in be- tween the two rows of the cofferdams. B — Except in exposed situations piles may be omitted, and rows of sheet piles secured to waling timbers and properly braced, may serve the purpose of the cofiferdam. In all cases all material for the cofferdam shall be furnished by the con- tractor, and shall be paid for by the lineal foot of pile furnished and driven, and thousand feet B. M. of timber, boards and planking used in the work; these prices to include bolts, spikes and all iron work required to hold same in place. C — Generally such portions of cofferdams as do not ob- struct the free flow of the water and are below ordinary low water may be left in the work. Portions of cofferdams extend- ing above this level will generally be removed, and the cost of such removal is to be included in the prices named by the con- tractor for this work. It must not be inferred by the contractors that cofferdams are not deemed necessary because not shown on the general or detailed plans. The contractor shall take up the question of their construction with the proper engineering authority, who shall determine the extent of cofferdam (or sheeting), bracing, etc., required, the work being constructed and paid for as de- scribed in other portions of the specifications. 2. Excavation — Either inside of cofferdams or in open pits, shall be taken down to such depth as may be specified by the engineer in charge. The contractor shall be prepared to sheet the sides of such excavation where cofferdams are not used, and to put in proper bracing to protect the same from caving; all timber and plank used for such sheeting to be paid for at the rates named for cofferdam material. A — All excavated material shall be placed where it is avail- able for filling, either in adjacent embankments, or around the masonry when completed; and such back filling as may be re- quired against abutments, arches, etc, and which can be done 330 COMPLETE SPECIFICATIONS. with the excavated material, shall be done by the contractor, and shall be covered by the price paid for excavation. B — No allowance shall be made on account of slope to sides of excavations where the same are made in material al- ready compacted, the contractor being expected, as above speci- fied, to carry down the excavation to the proper depth, and to protect the same by sheeting and bracing. Where excavations are required to be made in loose or uncompacted material (in- cluding sand or sandy soil), the engineer in charge shall make a proper allowance for slope in such material, and shall measure all material removed in making such slope, as a portion of the excavation. The price paid for sheeting, bracing, etc., is to include the whole value of the material, the same being left in the work, if necessary, either as a mold for the concrete founda- tion, or as a protection against caving, during the process of excavation or of putting in the concrete. C — If the contractor deposits any excavated material where it will obstruct the water-way or ditches adjacent to railroad embankments, or in any place not fully approved by the engi- neer in charge, he shall, at his own expense, remove the same before the completion of the work, and place it as may be di- rected by the engineer, or if the same is not done promptly upon the request of the engineer or inspector in charge of the work, it may be done by the railroad company's employees, and charged to the contractor and deducted from his estimates. D — Excavation shall be classified as follows: a. Dry excavation, including all materials which can be handled without pumping, and with which no water is mixed. b. Wet excavation, including all material removed from cofferdams or pits, where pumping is required, or where water accumulates, either by seepage or from floods occurring during the progress of the work. The price paid for wet excavation is intended to cover the cost of all pumping which may be re- quired, and shall include furnishing such pumping machinery as may be necessary for the work. Where there is a rock foundation within reasonable dis- tance below the surface of the ground, the excavation shall be carried down to the rock, and the surface of the same shall be roughly leveled either throughout the whole area of the founda- tion, or by making steps or benches at different elevations, separated by vertical risers ; all loose rock, shale, clay, mud, etc., being removed before putting in the foundation concrete. Should water enter freely along the surface of the rock, the foundation may be prepared in sections, the concrete being filled in upon the rock surface, as each section is prepared for the same. SPECIFICATIONS FOE EAILKOAD CONCRETE WORK. 331 Care shall be taken that no clay, mud or earthy matter adheres to the rock or to the vertical joints between separate concrete sections, the object being to make a monolithic mass of the whole foundation, and to have the same cemented firmly to the rock. c. Rock excavation, which shall include all solid rock, blasted or otherwise removed from the foundation, or all bould- ers or pieces of loose rock, weighing over fifty (50) pounds each. CONCRETE MATERIALS. 3. Concrete Materials may be classified as follows: A — Crushed Limestone, which shall be made by crushing tough, hard, clean limestone and screening same through two- inch meshes or holes. The Engineer or Inspector in charge shall reject crushed limestone which may have any .of the following defects : a. Containing more than one (i) per cent, of earthy or clayey matter. b. Containing more than twenty (20) per cent, of fine stone or stone dust, less than one-half (1-2) inch in size. c. Containing more than five (s) per cent, of soft or rotten limestone which can be crushed or powdered up in the fingers. d. Containing more than ten (10) per cent, of flat stone larger than two (2) inches in greatest dimension. e. Containing more than fifteen (15) per cent, of crushed stone larger than specified (passing through a two (2) inch mesh), unless there be an equal amount of fine material less than one-half (1-2) inch size. f. If any of the five classes of defective stone above named can be modified by mixture with additional material or by breaking large stone by hand, its use may be permitted under the direction of the Engineer or Inspector in charge. ^. The use of clean gravel in place of not more than one- half (1-2) of the specified amount of crushed limestone may be permitted at the option of the Chief Engineer, or his authorized representative; but the work shall be done under such special instructions as shall be given in each individual case, depending on the quality of the gravel used and other existing conditions. B— Crushed Granite. This shall generally be used of two sizes : a fine crushed granite, to be used as a substitute for sand, and a coarser size, particles of which are not larger than three- fourths inches in greatest dimensions, and to be used as a substitute for crushed limestone in making bridge seats, pedes- tal stones, etc. All crushed granite shall be clean, entirely free from dust and earthy or clayey matter, and each grade shall 332 COMPLETE SPECIFICATIONS. be of practically uniform size. This material shall always be handled on platforms or plank, or in some way kept entirely free from admixture of earth, sand, etc. C — Sand for concrete shall consist of clean, sharp sand ("pit" or "bank" sand being preferred), and sand shall not be rejected if containing occasionally pieces of small gravel. A sand is preferred which will not pass through a sieve havmg thirty meshes to the inch. Sand shall be free from earth or alluvial matter; and, when tested by stirring with water or by rubbing in the hands, shall not show the existence of more than one-half of one per cent, of loam, clay or earth. No sand shall be used for the outside finish of any concrete which contains small particles of coal or of lignite, althdugh sand of this char- acter may be accepted for foundation concrete, or for the in- terior portion of any heavy piece of concrete work. D — Cement shall in all cases be approved by the Engineer of Bridges, and the Inspector in charge of the work shall re- ceive a written approval before permitting concrete to be made from any cement delivered. Where possible, cement shall be delivered in time to have sam.ples properly taken and sent to the office of the Engineer of Bridges, for making the usual one-day and seven-day tests of neat cement. Contractors shall provide storehouses at the site of the several pieces of work in which to unload and store cement. J Cement which is delivered on board cars must be unloaded promptly and stored in such warehouses, and the cars returned to the company's service. In no case will it be permitted to retain box cars on the work for the storage of cement. Cars which may be so held shall be charged to the contractors at the rate of one dollar ($i.oo) per day for each day after the second day so held unloaded. Contractors shall be responsible for the pr&per care of this cement after it has been received and stored, and any cement injured through carelessness or neglect shall be rejected promptly by the Inspector in charge, ii No brand of cement shall be used in any concrete work which has hot been ac- cepted in writing by the Engineer of Bridges, such acceptance to be based upon regular tests, where possible. The Inspector shall, from time to time, make small pats of pure cement, and of cement mixed with sand, to satisfy himself that the cement actually used is of uniform character, and has not been in- jured by exposure to weather or in any other way, and may teject any cement which is wet or lumpy, or which fails to set properly in sample pats, and the contractor shall remove the same promptly from the work. 4. Natural Cement Concrete may be used where founda- tions are* entirely submerged below low water mark or where SPECIFICATIONS FOB EAILBOAD CONCRETE WORK. 333 there is no risk of the same being exposed to the action of the weather by cutting away the surrounding earth. Natural cement concrete, however, shall be used only where a firm and uniform foundation is found to exist after excavations are com- pleted. In all cases where foundations are liable to be exposed to the action of the water, or where the material in the bottom of excavations is soft or of unequal firmness, Portland cement concrete must be employed for foundation work. (See specification for using railroad iron in foundation.) (Par. No. i6.) 5. Natural Cement Concrete shall usually be made in the prbportions (by measure) of one part of approved cement to two parts of sand and five parts of crushed stone, all of char- acter as above specified. For Portland cement concrete foun- dations one part of approved cement, three parts of sand and six parts of crushed stone may be used. Wherever in the judg- ment of the Engineer or Inspector in charge of the work, a stronger concrete is required than is above specified, the pro- portions of sand and crushed stone employed may be reduced, a natural cement concrete of one, two and four, and a Portland cement concrete of one, two and five being substituted for those above specified. 6. Portland Cement Concrete for the bodies of piers and abutments, for all wing-walls for same, and for the bench walls of arch culverts shall generally be made in the proportions (by measure) of one part of cement, two and one-half parts of sand and six parts of crushed stone. Where special strength may be required for any of this work, concrete in the proportions of one, two and five may be used; but all such cases shall be submitted to the judgment of the Engineer of Bridges, before any change from the usual specification is to be allowed. 7. For Arch Rings of arch culverts and for parapet head walls and copings to same, Portland cement concrete^ in pro- portions of one, two and five, shall generally be used. Con- crete of these proportions shall also generally be used for para- pet walls behind bridge seats of piers or abutments, and for the finished copings (if used) on wing walls of concrete abutments, also for arch work in combination with I-beams or in combi- nation with iron work for transverse loading. 8. Bridge Seats of piers and- abutments and copings of concrete masonry which are to carry pedestals for girders or longer spans of- iron work, shall generally be made of crushed granite and Portland cement, in the proportion (by measure) of one part of approved cement, two parts of fine granite screen- ings, and three parts of coarser granite screenings, the larger 334 COMPLETE SPECIFICATIONS. of which shall not exceed three-fourths inch in greatest di- mension. 8a. Jacketing Work shall consist of concrete in propor- tions of one (i) part of cement, two (2) parts of sand and either four (4) or five (5) parts of fine crushed stone (selected, if necessary, so that the largest pieces shall not be over one and one-half (i^) inches in greatest dimension). This material shall be used as a coating over masonry which is in bad con- dition, the thickness to be used varying from a minimum of four (4) inches to a maximum of, say, ten (10) inches, and generally averaging at least six (6) inches in thickness. It shall also be used for linings of tunnels or culverts in which the masonry is defective, or where added strength is required. This material shall be placed in molds which shall generally be built slightly in advance of the work. Special pains shall be taken in placing and ramming this material, so as to produce a smooth exterior finish, and to fill completely all crevices either small or large in the old masonry. No facing mortar will be required in this work, but a finished face shall be pro- duced by spading and working the fine material of the concrete next to the mold. Material of this character shall be paid for by the cubic yard at a special price to be named in the proposal. MIXING CONCRETE. 9. All concrete must be mixed on substantial platforms of plank or boards securely fastened together, so that the var- ious materials of the concrete can be kept entirely free from admixture of foreign matter. Hand-mixed concrete shall not be made in batches of more than one yard in each batch. The proper amount of the several kinds of material shall be meas- ured in some way which is entirely satisfactory to the Engineer or inspector in charge of the work, so that they may be satisfied that the requisite proportions of each kind of material are de- livered for each batch of concrete. Satisfactory methods of measurement will be the use of headless and bottomless barrels for measuring sand and broken stone; the use of boxes into which the sand and stone may be cast and leveled off , (the boxes then being removed), or the use of square and uniform sized wheelbarrows, expressly designed for this purpose. The measurement of sand and broken stone in the ordinary fallow, round bottom wheelbarrow will not be considered satisfjxctory, and shall not be permitted. 10. The detail of mixing concrete by hand shall be gener- ally as follows: the proper amount of sand shall be measured out and spread upon the concrete platform, and the proper amount of cement shall be delivered and spread upon the same ; SPEOIFIOATIOKS FOE EAILEOAD CONCEETE WOEK. 335 the sand and cement shall be turned over dry, either by means of shovels or hoes, until they are evenly mixed. They shall then be wet and made into a rather thin mortar, and shall then again be spread into a uniform and thin layer upon the con- crete platform. The proper amount of concrete stone (the same having been previously drenched with water) shall be spread upon the mortar, and the whole shall be turned over at least twice, either by shovels oi" hoes, before it is loaded into wheel-barrows, or in any other way taken to be placed in the work. In wetting the mixture of sand and cement to make the mortar, and in wetting the subsequent mixture of stone, sand and cement (if necessary), a spray or sprinkler shall be used. The water must not be dashed upon the mass in buckets or large quantities, or by means of a j^t. The inspector shall insist that the resultant mixture of sand, cement and stone is as nearly as possible uniform in character, the mortar being equally distri- buted throughout the mass of the stone. The inspector shall also see that the mixture is neither too wet nor too dry. It should be of such a consistency that, when thoroughly rammed, it will quake slightly, but it should not be thin enough to quake in the barrow, or before ramming. The inspector shall satisfy himself that the proper proportions of cement, sand and stone are used, checking from day to day or from time to time with the total amount of each which is received and used. 11. Machine-mixed concrete shall be made of the same general consistency as the hand-mixed concrete above specified. Proper precautions shall be taken to see that the requisite pro- portions of the different ingredients are used. If machines are used which are not provided with devices to deliver each of them, the process of making the concrete shall generally be as follows: The proper amount of sand, cement and stone for a batch not to exceed one yard of concrete shall be delivered on the platform, and roughly mixed together so that when the dry mass is cut down and delivered to the mixer by means of shovels, proper amounts of each of the ingredients are handled in each shovelful. It will not be regarded as a satisfactory process to deliver crushed stone, sand and cement at random to the mixer, with- out taking some special means, as above described, to insure the delivery of the proper quantities of each ingredient as nearly as may be simultaneously. MOLDS. 12. Molds of substantial character shall be made in which to construct all concrete work. The material for these molds shall be furnished by the contractor, and the expense of furnish- 336 COMPLETE SPECIFICATIONS. ing this material and of constructing and removing all molds shall be covered in the price per yard paid to the contractor for the several classes of concrete work called for. The face of the mold next to the concrete shall be finished smooth, planks which are dressed at least on one side being employed for this purpose. Material for the molds shall be of sufficient thickness, and the frame holding them shall be of sufficient strength, so that they shall be practically unyielding during the process of filling, tamping, etc. The different parts of the frame work for the mold may be fastened together, if desired, by tie rods or wires extending through the concrete. If tie rods are used they shall be so designed that no iron work will be left outside of the con- crete or within less than two inches from the face of the same when the molds are removed. This may be accomplished by sleeve nut connections which will permit the removal of the projecting ends of bolts or rods, etc., leaving only small holes in the concrete which can be stopped with pointing mortar after removing the molds. Another satisfactory method of brac- ing molds is to construct them with cross ties between the front and back, these ties to be placed at frequent intervals above the lower portion of the mold and to be removed as the concrete is built up, the studding out of which the molds are constructed being sufficiently long to extend above the top of the finished masonry, and at least one set of ties being used above this level. In general 2-inch plank, sized to approximately if inch thick- ness, shall be used for the facing of all molds, and studding for frames shall be placed at intervals not more than 4 ft. apart The planking forming the lining of the molds shall invariably be fastened to the studding in perfectly horizontal lines, the ends of these planks shall be neatly butted against each other, and the inner surface of the mold shall be as nearly as possible perfectly smooth, without crevices or offsets between the sides or ends of aSjacent planks. Where planks are used a second time, they shall be thoroughly cleaned, and, if necessary, the sides and ends shall be freshly jointed so as to make a perfectly smooth finish to the concrete. 13. The molds for projecting copings, bridge seats, para- pet walls, and all finished work shall be constructed in a first- class, workmanlike manner, and shall be thoroughly braced and tied together, dressed surfaces only being exposed to the con- tact of concrete, and these surfaces shall be soaped or oiled if necessary, so as to make a smoothly finished piece of work. The top surfaces of all bridge seats, parapets, etc., shall be made perfectly level, unless otherwise provided in the plans, and shall be finished with long, straight edges, and all beveled surfaces or washes shall be constructed in a true and uniform manner. SPECIFICATIONS FOE EAILEOAD CONCEETE WOEK. 337 Special care shall be taken in the construction of the vertical angles of the masonry, and where I-beams or other iron work are not used in the same, small wooden strips shall be set in the corners of the mold, so as to cut off the corners at an angle of forty-five (45) degrees, leaving a beveled face about one and one-half (i-J) to two (2) inches wide, instead of a right angled corner. 14. Where wing walls are called for which have slopes corresponding to the angle of repose of earth embankments, these slopes shall be finished in straight lines and surfaces, the mold for such wing walls and slopes being constructed with its top at the proper slope, so that the concrete work on the slope may be finished in short sections, say from three to four feet in length, and bonded into the concrete of the horizontal sec- tions before the same shall be set, each short section of sloped surface being grooved with a cross line separating it from adja- cent sections. It will not be permitted to finish the top surface of such sloped wing walls by plastering fresh concrete upon the top of concrete which has already set, but the finished work must be made each day as the horizontal layers are carried up, to accomplish which the mold must be constructed complete at the outset ; or, if the wing wall is very high, short sections of the mold, including the form for the slopes, must be completed as the horizontal planking is put in place. 15. Foundation concrete may be put into excavations without the use of molds, provided the sides of the excavation are reasonably true and the material is sufficiently firm, so that the concrete may be rammed thoroughly without yielding of the adjacent earth. Where a cheaper kind of concrete is used for foundation work, the top of the same shall be finished smooth and level, the corners and edges being thoroughly ram- med and compacted, and the whole surface filled full of mortar. It will not be satisfactory to leave a honey-combed surface or one on which a lot of loose concrete stone is left scattered about. It is not expected that the surface of such foundation work shall be accurately leveled unless cut stone masonry is to be built upon it, but the Inspector must insist that that portion of such foundation concrete which projects outside of the masonry which is to be built upon the foundation must be thoroughly rammed and compacted, and must have a finished surface. If this cannot be accomplished without constructing a mold for the upper portion of such foundation, the contractor shall fur- nish material and construct such mold, and the cost of the same shall be included in the price of the foundation concrete. 16. Iron Rails to be furnished by the Railroad Company shall be laid and imbedded in such manner as may be specified 338 COMPLETE SPEOIFIOATIONS. in such foundation concrete as in the opinion of the engineer of bridges needs such strengthening, and no extra charge, ex- cept the actual cost of handling the same, shall be made by the contractor for such work, but the volume of such iron shall be estimated as concrete. 1 7. Where I-beams are to be placed in the angles of con- crete piers as a protection against ice, drift, etc., these shall be set up and securely held in position so that they will extend one foot or more into the foundation concrete. The planking of molds shall be fitted carefully to the projecting angles of these I-beams and small fillets of wood shall be fitted in between the inner faces of the mold and the rounded edges of the I-beam flanges so that no sharp projecting angle of concrete will be formed as the work is constructed. These fillets may be made in short pieces and fastened neatly into the mold as the layers of concrete are carried up. Such I-beams will generally be furnished of sufficient length to extend at least six inches above the top of the battered ma- sonry into the concrete copings, and special pains shall be taken to tamp the concrete thoroughly around the I-beams, and to finish the coping above and around the ends of the same, so as to make a compact and solid bearing against the iron work. i8. Where anchor bolts for bridge seat castings are re- quired, they shall be set in place and held firmly as to position and elevation, by templets, securely fastened to the mold and framing. Such I-beams and anchor bolts shall be embedded in the concrete work without additional expense beyond the price to be paid per yard for the several classes of concrete in which such iron is placed, the volume of iron being estimated as concrete. 19. After the work is finished and thoroughly set, all molds shall be removed by the contractor. They shall gener- ally be allowed to stand not less than forty-eight hours after the last concrete work shall have been done. In cold weather, molds shall be allowed to stand a longer period before being removed, depending upon the degree of cold. No molds shall be removed in freezing weather, nor until after the concrete shall have had at least forty-eight hours, with the thermometer at or above 40 degrees F., in which to set PLACING CONCRETE. 20. Concrete shall generally be placed in the work in layers not exceeding six inches in thickness, and, in general, one layer shall be entirely completed before another one is com- menced. If delivered by wheel-barrows it shall be dumped as closely as possible where required, so as to avoid as much as SPECIFICATIONS FOE EAILEOAD CONOEETE WOEK, 339 possible the handling or turning over the same by means of shovels within the excavation or mold. Where it is not practi- cable entirely to complete one layer before commencing a second one, a plank, six inches wide or more, shall be securely fastened into the excavation or mold, against which the end of the layer of concrete shall be rammed, thus providing for a vertical joint in this layer of concrete, and if a second layer has to be stopped short of the full length of the work, a second cross plank, placed at least one foot back from the end of the first layer, shall be secured to the excavation or to the mold, against which to ram the second layer of concrete. Layers of concrete masonry must not be tapered ofif in wedge-shaped slopes, but must be built with square ends in the method above described, and the sur- face of each projection shall be finished hard and smooth, and flushed full of mortar, no porosities or loose stone being left thereon. Layers must not be made of greater thickness than six inches, unless specially permitted, and each layer must be ' thoroughly rammed, and the concrete must be of such consist- ency that heavy ramming will produce a slight quaking action. In other words, the concrete must be so thoroughly compacted that there will be no pores or open spaces between the stone of which it consists, which are not thoroughly filled with mortar. The inspector shall insist upon the thorpugh compacting and ramming of all concrete, and shall see that a suflficient number of men, furnished with suitable rammers, are assigned to this work. Enough men shall be employed ramming, so that each batch may be spread and rammed before another batch is dumped within the mold. The ramming must be completed as the work progresses. 21. Foundation concrete, if put into excavations which are not protected by molds, need not have any special atten- tion given to the finish of the concrete against the earth around it. Where it is necessary to use molds in the construction of foundation work, the finer material of the concrete shall be worked to the outer portion of the mass against the molds, so as to insure the filling with mortar of all pores or open spaces between the concrete stone. As before described, the top sur- face of all foundation concrete shall be finished, so that no loose stone or open and porous places are left upon the same, especially in the portions of the foundation which project out- side the upper portion of the work. If necessary, the Inspector shall have the contractor make batches of mortar, consisting of one part of cement to three parts of sand, ' the same being thoroughly -mixed, and shall cover the wl^ole surface of the foundation concrete with enough of this mortar to flush full all such open, porous places. 340 COMPLETE SPECIFICATIONS. 22. A Facing of Mortar, consisting of one part of cement (by measure) to two parts of sand, shall be put in next to the molds, for all Portland cement concrete work for piers, abut- ments, arches, wing walls, parapet walls, and any other places where directed by the engineer in charge, to form a finish for all such parts of the above classes of work as are to be exposed to the weather, or which are liable to become so exposed. A similar facing shall be used for the top surface of all concrete masonry not finished with granitoid work, and such surfaces shall be finished in the style of sidewalk work. It is not intended to use such a facing on the backs of abut- ments or wing walls, against which earth filling is to be placed, and where the same must necessarily be maintained, but the same shall be used for the faces and for the upper twelve inches on the backs of all wing walls, for the backs of parapet walls, for the intrados of all arch work, and as a plastering on the out- side of the same, and in all such places where the washing away of earth may expose concrete work to the action of the weather. It is not intended to use such facing for any copings, bridge- seats, parapets, etc., which are to be of granitoid construction. The exact thickness of one and one-half inch for this facing shall be secured in the following manner: A piece of sheet iron six inches in width (the height of one course of concrete), and of any convenient length, say from six feet upwards, hav- ing small angle irons, the projecting leg of which shall be one and one-half inches in width riveted to its face, at intervals of about two feet, and provided with handles standing above the upper edge at or near each end, shall be furnished by the con- tractor for use at each piece of work where necessary. This piece of iron plate, if placed with the projecting angles against the face of the mold, will leave a space of one and one-half inches between jt and the mold. This space shall be filled with the mortar required for the facing, which mortar shall be mixed in small batches from time to time as needed for the work. When the space between the iron plate and the mold is filled and tamped with a shovel or other tool to insure complete filling of the whole space between the iron plate and the face of the mold, and when the layer of ordinary concrete is backed up against this iron plate, it is to be withdrawn by means of the handles and the whole mass of concrete rammed in one unif6rm layer. The Inspector shall see that the space of one and one half inches is entirely filled with the mortar, which should be of a consistency so that it will flow somewhat freely. At the same time this mortar must not be made so thin that the crushed stone may be forced through it in the process of ramming. By using the mold in the manner above described, the face of each SPECIFICATIONS FOR RAILROAD CONCRETE WORE. 341 layer may be made of exactly the right amount of mortar, and the proper thickness of the layer may be accurately determined. The intention is that the facing and the backing shall be ram- med and set together. In no case is one to be put in advance of the other, or so that either may set before the other. In no case shall the Inspector or Engineer in charge permit any work to be finished by plastering mortar on concrete which has set, but should it become necessary at any time to refinish a sur- face which has set, it shall be picked off so that at least three (3) inches of mortar can be added, and the surface of the old concrete shall be roughened and thoroughly wet before new material is added, such new material being mortar as specified for facing. 23. Layers of concrete shall be kept truly horizontal, and if, for any reason, it is necessary to stop work for an indefinite period, it shall be the duty of the Inspector and of the con- tractor to see that the top surface of the concrete, is properly finished, so that nothing but a horizontal line shall show on the face of the concrete, as the joint between portions of the work constructed before and after such period of delay. If, for any reason, it is impossible to complete an entire layer, the end of the layer shall be made square and true by the use of a tem- porary plank partition, as specified in paragraph twenty (20). No irregular, wavy or sloping lines shall be permitted to show on the face of the concrete work as the result of constructing different portions of the work at different periods, and none but horizontal or vertical lines shall be permitted in such cases. 24. Where concrete is to be put into a foundation below water level, all water shall as far as possible be removed from the excavation. If it is impossible by means of the ordinary pumping facilities to control the flow of water, the excavation may be taken out in sections, and the concrete may be placed in the foundation, section by section. Special care should be taken to ram thoroughly the bottom layer of concrete, andto remove all mud and clay from the vertical face of each section of concrete, as additional sections are excavated and prepared for addition of concrete work. Where the foundation is soft, as, for example, where piles are used, either fine or coarse broken stone may be spread over the bottom of the excavation and thoroughly rammed into the earth before putting in any concrete. In no case shall a dry mixture of sand, cement and crushed stone be put into a foundation. The concrete may be ■mixed with a less proportion of water, but should not be placed in the foundation without thorough mixing. Where strata of gravfel and sand permit the entrance of water into the founda- tion with such freedom that small sections of the same cannot be 342 COMPLETE SPECIFICATIONS. excavated and pumped out for concreting, a grout of pure cement or of a mixture of cement and one or two parts- of sand may be injected through a pipe into the loose gravel and sand in the bottom of the foundation ; this work being done while the excavation is filled with water. The pipe through which this grout is passed should be pushed a few inches below the sur- face of the gravel, and a bucketful or more of grout should be poured down through the pipe, the pipe being then moved one or two feet, and the operation repeated, distributing the grout over the whole area of the bottom to be thus cemented, and the work then should be allowed to stand for twenty-four to thirty six hours. It will generally be found that the sand and gravel will be converted into a water-tight concrete, permitting the pumping out of the excavation. 25. Where it is impossible to complete parapet walls, cop- ings, etc., on account of stringers or other wood or iron work necessary to maintain structures over which tracks are in use, all work shall be finished to horizontal and vertical lines, and with surfaces filled with mortar, so that when possible to com- plete the concrete work, the joint between the new and the old work shall show nothing but straight, level and vertical lines. 26. Expansion Joints. — ^Where masonry structures are more than one hundred feet in length, such provision for expan- sion joints shall be made as may be specified by the Engineer of Bridges or his assistants. Generally in the construction of large arches, or of smaller, long concrete arches, the work shall be subdivided into sections of approximately twenty-five feet in length, each section being separated from the adjacent one by a vertical joint extending entirely through the bench walls, arch rings, etc.; but the foundation work shall be stepped as previously explained, and made in one continuous monolithic mass. Temporary vertical partitions shall be put into the molds, against which the concrete shall be thoroughly rammed, where arch culverts are subdivided into short lengths, as above specified, these partitions being removed as each section is com- pleted, and the next adjacent section being rammed against the concrete already constructed and set. The joints thus made shall not be flushed with mortar, nor shall any attempt be made to make the fresh concrete adhere to the older work, but a small beveled strip of wood shall be set in the angle next to 'the temporary partition so as to make a "V" groove, defining the joint and leaving a depth of, say, three-fourths (f) of an inch on the finished face of the work, it being the intention that any contraction shall open or that settlement shall effect a slid- ing action at such vertical joints, rather than to break up the concrete in the separate sections. SPECinOATIONS FOB KAILKOAD CONOEETE WOEK. 343 POINTING. 27. After the molds are removed, if there should be found any small pits or openings on the exposed faces of the concrete (or if bolts are used for securing the molds the ends of which are removed, leaving small holes), all such holes, pits or porous places shall be neatly stopped with pointing mortar, made of equal parts of cement and sand and mixed in small quantities to be used before the same shall set. Although it has not been specified to use a facing of mortar for such masonry as is to be permanently buried or covered by earthwork, such masonry shall not be constructed and left with pores and hOney-combed surfaces. All such pores and openings shall be stopped with a pointing mortar, composed of one part of cement and two parts of sand, the same to be neatly filled into all openings and smoothly finished, in advance of any filling against such work. NAME PLATE AND DATE. 28. A name plate and date shall be furnished by the con- tractor and put upon one piece of masonry at each bridge or job constructed by him, such plate to be of brass or copper or other durable metal, furnished with bolts or projections on the back to be buried in the concrete and to secure it firmly to the same, and having on it the contractor's name and the date of the year in which the concrete work is constructed. These plates should be placed upon the parapet walls of abutments, concrete arches and pipe culverts, and upon the ends of the bridge seats of piers, where they can be plainly seen and easily read. These should be set as the concrete work is finished and should be level with the surface of the same. EXTRA WORK. 29. It is the intention of the foregoing specifications that work of all kinds shall be done by unit prices. It shall be paid for at rates per unit of measure of the several kinds of work required. Whereyer, in the judgment of the Engineer in charge, such prices are unfair to the contractor, the conditions shall be fully explained to the Engineer of Bridges, whose per- mission shall be obtained in writing for all extra work- to be done. Generally such work shall be done at the actual cost, and the contractor shall be allowed ten (10) per cent, in addi- tion, to cover superintendence, the use of tools, etc. No other rate will be allowed, unless specially provided when the work is ordered. 30. A daily report of forces employed and material used in all extra work^ shall be made by the Foreman on the work to the Assistant fengineer or Inspector in charge of the work, 344 COMPLETE SPECIFICATIONS. who shall check the same from day to day and settle all dis- puted questions as to labor and material used. A return of all such extra work shall be made by the contractor (or by his foreman) at the end of each month, which shall be given to the Engineer or Inspector on the work for certification, and shall be sent to the Engineer of Bridges, with the estimate of work done at contract prices, so that the monthly estimate may cover all work done during the month. In general, all bills for extra work claimed to have been done by the contractors shall be rendered monthly and shall be certified to by the Engi- neer or Inspector in charge of the work. CLASSIFICATION OF PROPOSALS. 31. Contractors will be requested to name prices for the following materials and kinds of work: a. A price per lineal foot for piles furnished and driven in cofferdams and foundations. b. A price per M. ft. B. M. for timber, plank, boards, etc., used in cofferdams, sheeting, etc. c. A price per cubic yard for dry excavation. d. A price per cubic yard for wet excavation. e. A price per cubic yard for rock excavation. /. A price per cubic yard for foundation concrete of nat- ural cement, proportions of one, two and five. g. A price per cubic yard for foundation concrete of nat- ural cement, proportions of one, two and four. h. A price per cubic yard for foundation concrete of Port- land cement, proportions of one, three and six. i. A price per cubic yard for foundation concrete of Port- land cement, proportions of one, two and five. y. A price per cubic yard for Portland cement concrete in piers, abutments, bench walls of arch culverts and wing walls, including mortar facing, proportions of one, two and one-half and six. k. A price per cubic yard for Portland cement concrete in arch rings of arch culverts, parapet walls, copings, etc., propor- tions of one, two and five (including mortar facing for same). /. A price per cubic yard for granitoid concrete as speci- fied for bridge seats and copings, proportions of one, two and three. , 32. The prices for all kinds of concrete (except founda- tion concrete) are to include all molds, framing, tie rods, braces, etc., required in constructing concrete, in accordance with the detailed plans. March, 1900. ACCEPTED Contractor. SPEOIPIOATIONS FOE EAILWAY EOAD-BED. 345 174. Specifications for Railway Road-bed. The fol- lowing specifications cover all the work of building a road-bed of a railroad including clearing, grading, and all fixed "struct- ures which make a part of the road-way with the exception of span bridges. It is the latest form (1902) used by one of the leading and most careful railroad consulting engineers in the country and a past President of the American Society of Civil Engineers. The general stipulations are not included here. CLEARING AND GRUBBING. The whole width of the right-of-way shall be cleared of all trees, stumps, logs, brush and other perishable matter, and all fences and buildings which come within the limits of the right- of-way shall be removed to or beyond these limits. Under embankments less than three feet in height, and wherever there is an excavation of any depth, all trees, stumps and brush shall be grubbed out, and under embankments three feet or more in height they must be cut off close to the ground. All timber on the right-of-way is the prbperty of the Rail- way Company or of the owners of the land, and in the latter case may be removed by them within a reasonable time. All timber not so removed shall be cut by the Contractor into such lengths and piled in such manner as may be directed by the Engineer. All stumps, brush and worthless timber are to be burnt up when it can be done with safety; but in no case are tree tops or other rubbish to be thrown onto adjoining land, except with the consent of the land owner. Clearing shall be paid for by the lump sum or by t^ie acre, the price paid therefor being understood to include all neces- sary grubbing. The removal of fences excepting hedges shall be done with- out charge, and that of buildings at such price as may be agreed upon or may be fixed by the Engineer in the absence of an agreement. Hedge fences must be grubbed out within the limits of the right-of-way and completely burned up, for which a price of per hundred feet will be paid. « GRADING. General Requirements. — Under the head of grading will be included all excavations and embankments needed for the formation of the road bed and for all accessory works, such as foundation pits, new channels for streams, roadi crossings and ttew roads which may be directed by the Engineer. 346 COMPLETE SPECIFICATIONS. As a rule the following side slopes and widths at grade will be used : In earth excavations 22 feet at grade, with side slopes of one horizontal to one vertical. In rock excavatior.s 18 feet at grade, with side slopes of one-fourth horizontal to one vertical. In embankments the side slopes shall be one and one-half horizontal to one vertical, and the width at grade shall be for banks less than six feet in height, sixteen feet; for banks six feet in height and up to sixteen feet in height, eighteen feet; and in banks over sixteen feet in height, twenty feet; but these widths and slopes may be varied at the discretion of the En- gineer. The road bed and the slopes of all excavations and embank- ments must be neatly and truly finished to the stakes and di- rections given, and no wheel tracks or other depressions left which will lead the water along the road. After finishing the work the contractor must build such fences or other obstruc- tions as will prevent teams from driving along the road and maintain them until the final acceptance of his work, and he must repair any damage resulting from neglect of this pre- caution. In rock cuts the Contractor will, as a rule, be required to carry excavations six inches below the ordinary sub-grade, in order to allow for ballasting. If of suitable quality, the rock thus excavated shall be broken up so that it \yill all pass through a two-inch ring and be left in good surface to receive the track. For this breaking and surfacing an additional al- lowance of 25 cents per yard measured in excavation will be allowed. Excavation and Ditching. — All material taken from exca- vations, whether for the road bed or for ditches, new channels, or other accessory works, shall be used as the Engineer shall in each case direct. Where there is any surplus beyond what is needed for the fembankments, which for this purpose may be widened to any extent, it shall be deposited in spoil banks. All spoil banks shall be sloped on the side next the road with a slope not steeper than one and one-half to one, and be kept at least six feet from the edge of the excavation. The Contractor when so directed by the Engineer, shall deposit at such convenient points as he may designate, any stone or other valuable material which may be found in the excava- tions. All material so deposited shall be the property of the Railway Company, and the Contractor will be held responsible for its safe keeping until removed by said Company, or until this contract is closed. All falls or slides from the sides of the excavations shall SPECIFICATIONS FOR RAILW4Y ROAD-BED. 347 be taken out by the Contractor, and, except when due to his carelessness or neglect, will be paid for at the same price as o'ther excavation. Side ditches along the road bed in excavations shall be cut of such widths and depths as the Engineer may direct. Drain- age ditches outside of the excavations as well as new channels for streams shall be made whenever directed by the Engineer. Excavation for foundation pits under water or for deepen- ing new channels in running water will be paid for at such price as may be agreed upon, or as may be fixed by the Engi- neer in the absence of an agreement. But in either case the price paid shall cover the cost of all pumping, bailing and all labor and materials used in such excavation. Embankments. — As a rule earth embankments, except as herein otherwise specified for filling over culverts, must be built with wagons or scrapers. The Engineer, however, may permit the use of cars where such use will materially expedite the work or reduce its cost. All embankments must be commenced and carried up to the top at full width, the sides being kept at all times as high as the center, and be built up in layers not exceeding four feet in thickness, in such manner as to make the bank as compact as possible. They shall also be carried to such height above the final grade line as the Engineer may deem necessary to pro- vide for shrinkage, washing and settlement, and be maintained at their proper height and width until accepted by the Chief Engineer, but the computation of quantities shall be made from the true cross sections to which it is presumed the embankments will finally settle. In filling over masonry culverts care must be taken to avoid injury or distortion to the masonry, and if directed by the Engi- neer, the earth shall be wheeled or placed with shovels over and around the culverts and be carefully rammed in thin layers. For such wheeling and tamping such allowance will be made as the Engineer shall deem just. No logs, stumps, brush or other perishable materials will be allowed in any embankments. Borrozving. — In case sufficient material cannot be obtained by hauling from the excavations, the deficiency may be made up by borrowing, subject, however, to the direction of the En- gineer, in each case as to the place from which to borrow. Borrow pits alongside the railroad shall not be brought nearer to the toe of the embankment than six feet, nor nearer to the right-of-way line thaja two feet, and shall have a slope next the railroad not steeper than one and one-half to one. Borrow pits must be excavated neatly, irregular edges and deep 318 COMPLETE SPECIFICATIONS. holes being avoided, and they must be so connected together as to give efficient drainage along the railroad. Classification of Materials. — The materials found in exca- vations will be classed as Solid Rock, Loose Rock and Earth, the Chief Engineer being in every case the final judge as to the class to which any material belongs. Solid Rock will include all loose boulders containing one cubic yard or more, and all hard rock in compact strata or ledges exceeding six inches in thickness, which, in the judg- ment of the Engineer, cannot be loosened except by blasting. Loose Rock will include all loose boulders containing more than two cubic feet, and less than one cubic yard, and all mater- ials requiring the use of pick and bar, or which cannot be plowed with a strong ten-inch grading plow, well handled, drawn by a good six-horse team. Earth will include all materials of whatever kind which do not clearly belong to one or the other of the foregoing classes. Whenever material of any kind other than Earth is found in an excavation, the Contractor shall at once notify the Engfi- neer in charge, so that he may make the necessary measure- ments to determine its quantity. If the Contractor shall fail to give such notice, the Engineer may presume that the meas- urements taken at the time he first sees the material in question will g^ve the true quantity. Solid or Loose Rock excavation will be paid for by adding to the price of Earth excavation an extra price named in the contract, which shall cover the additional cost of loosening and loading the material. RULES FOR MEASUREMENTS. For payment, earth work will be divided into three classes, as follows: All material taken from excavations of every kind, ex- cepting borrow pits, will be classed and paid for as excavation. Earth taken from borrow pits opened to furnish material not obtainable from other sources and delivered in embank- ment, will be classed and paid for as earth borrowed. So much of the material from excavations or borrow pits as is neces- sarily hauled more than three hundred feet, will be classed as material overhauled, and a price in addition to that for earth excavated or earth borrowed will be paid for the hauling, said price to be a price per cubic yard for each one hundred feet of haul in excess of three hundred feet. Earth excavated will be measured in excavation; earth borrowed, where the whole embankment is made of earth, will BPEOinOATIONS FOR RAILWAY ROAD-BED. 34!> be measured in embankment. Where the bank is made partly of rock and partly of earth, the amount of earth borrowed may be determined either by measuring the borrow pit or by meas- uring the embankment, as in the judgment of the Engineer, will give the greater certainty. Solid rock and loose rock will be measured in excavation, and in computing overhaul, the number of yards hauled will be determined by the measurement in excavation and the dis- ance hauled determined by the volume of the embankment act- ually made from it. MASONRY. General Conditions. — All masonry must be built in ac- cordance with the plans and dimensions furnished by the Engi- neer, and be subject also to the directions of any Superintendent or Inspector of Masonry appointed by him. All masonry will be paid for by the cubic yard, measured in the finished work, and the amount so paid shall be in full for all labor and materials used in the work, including cost of scaffolding and centering, and the repairing of all damages to the unfinished work from floods or other causes. Materials. — All stone used in masonry must be sound and durable stone^ approved by the Engineer, and be used in blocks as large as the quarries will furnish, or as may be necessary to comply with these specifications or the plans of the particular structure. For brick masonry only the best quality of strictly hard dark red bricks shall be used, all to be of uniform texture throughout and free from lime or other impurities. No soft bricks will be allowed in any part of the work, nor shall any clinkers or any broken bricks be brought upon the ground. Bricks broken afterwards in handling shall be used in such manner only as the Engineer or the Inspector may direct. If so required, the Contractor shall furnish men at his own ex- pense to cull the bricks under the direction of the Inspector, and all rejected bricks must be at once removed from the line of the. work. Unless otherwise agreed, cement for use in all- masonry will be furnished by the Railway Company to the Contractor, and be delivered at For each barrel of cement so delivered the Contractor will be charged dollars to be deducted out of any moneys due under this contract. Cement, after it is received by the Contractor, must be kept under cover and dry until 350 COMPLETE SPEOIFIOATIONS. used. If allowed to become wet or damaged from any cause, it will ber rejected and must not be used in the work. Mortar for use in the masonry, except when otherwise specified, shall be composed of one part cement to three parts clean, sharp silicious sand, from which all sticks and gravel have been removed by screening. The proportions of cement and sand shall be determined by measurement, and shall be thoroughly mixed dry, in a suitable box. Enough water shall then be added to give the mortar the proper consistency, care being taken to avoid an excess of water. All mortar shall be made fresh for the work in hand, and no mortar used which has begun to set. Concrete will be made of clean, hard, angular broken stones, of not more than two inches in the greatest dimension, mixed with smaller stones not less than one-fourth of an inch in the greatest dimension, and with mortar in such quantity as to be from five to ten per cent in excess of the volume neces- sary to fill the void spaces of the stone, the amount of mortar required for this purpose to be in every case determined by the Engineer. When mixed by hand, concrete must be mixed on tight-jointed plank platforms. The mortar will first be made as directed in the preceding paragraph, and the stone having been washed clean will then be added while wet, and -the whole mass turned over twice with shovels. Concrete may also be mixed by machine, provided that in the judgment of the Engi- neer the mixture is as complete and the result in all respects as good as if done by hand in the manner just described. Forms. — The forms for shaping concrete work shall be made of pine planks twelve inches wide and not less than two inches thick, dressed to a smooth surface on one side and both edges. The dressed face shall be on the side next the concrete. The forms shall be framed and braced in accordance with plans furnished, or approved, by the Engineer. Depositing and Ramming Concrete. — All concrete shall be deposited in layers not exceeding nine inches thick, and be rammed until the mortar flushes to the surface. If, when th'S is done, the mass quakes, the amount of water shall be reduced until this is avoided. In placing concrete upon the foundation already built, the foundation shall be swept clean and then covered with' a wet layer of mortar not less than one inch thick to make a close joint between the wall and the foundation. In filling a form the work shall be carried on continuously so that it shall be a monolithic mass without horizontal joints. The part next the outer side or showing face of the wall shall SPEOIPIOATIONS rOE RAILWAY EOAD-BED, 351 be filled with facing mortar, made of one part Portland cement and two parts sand. The thickness of the facing shall not ex- ceed one and one-half inches, nor be less than three-fourths of an inch. The facing and backing must go on simultaneously in the same horizontal layers. In order to guage the thickness of the facing accurately, a light board or diaphragm of thin metal and with convenient handles shall be set on edge parallel to, and one and one-half inches from the front wall of the form. Facing material shall be deposited in the space between, this board and the form. Concrete for the backing shall then be deposited and spread against the back of the board, which shall then be withdrawn and the whole mass thoroughly rammed so as to bond the facing and backing by destroying the surface of demarkation between them, but no stone must be forced nearer to the front wall of the form than three-fourths of an inch. Concrete or mortar shall not be made when the tempera- ture is lower than 35 degrees Fahrenheit in the shade, or when rain is falling on it. Forms and molds must be left in position for not less than four days after the concrete is deposited. Freshly deposited concrete shall be protected from the direct rays of the sun and from wind by boards or tarpaulins, and as soon as a section of wall is completed the top must be covered, with a layer of damp sand not less than two inches thick, which shall be kept moist until the concrete has set. The walls of the wooden forms shall be kept well wet dur- ing the progress of the concrete work. Brick Masonry. — In laying brick masonry every brick must be cleaned and thoroughly wet just before being laid. Every brick shall be laid with a "push joint," that is, by placing suffi- cient mortar on the wall and forcing the bricks into it in such a manner as to completely fill every joint with mortar, whether at the bottom, side or end of the brick. The joints shall be made as nearly as possible of uniform thickness, not exceeding half an inch. The face joints shall be left full and be neatly struck. All unfinished work must be racked back in courses, unless otherwise directed, and when new work is to be joined to it the surface of the unfinished work must be cleaned and wetted. For the inside of arches and for the exposed face of all walls only the smoothest and hardest bricks, carefully selected for that purpose, shall be used, great care being taken to lay them to true cylindrical and plane surfaces. In arches the bricks shall be stretchers so laid as to break joints with those in adjoining courses. All other walls shall 352 COMPLETE SPEOIFIOATIONS. be laid in English bond, that is, with alternate courses of headers and stretchers, each course breaking joints with the course below. No broken bricks shall be used in the face of any wall, except when necessary to make closures or to break joints. Foundations. — ^Unless otherwise specially agreed or di- rected, the foundations for all masonry shall be prepared by the Masonry Contractor, and in case a natural bed sufficiently firm is not found at a reasonable depth, he shall prepare such artifi- cial foundation of timber, concrete or other material as the En- gineer may direct. Where a price is named in this contract for timber or other materials used in foundations, it is intended to cover every expense of furnishing the material and putting the same in place, the amounts paid for being those found in the finished structure. And where a price is named for excavation in foun- dation pits below water, it is intended to cover the cost of pump- ing, bailing and shoring, and every other expense incident to the removal of the material. Paving and Slope Walls. — Paving, wherever required, will be laid of flat stones set on edge and well rammed, so as to make a good, smooth and close pavement one foot thick, con- fined at the ends and sides by deep curb stones. Each paving stone shall have a depth of not less than twelve inches. Wherever required to protect an embankment from the action of water, a pavement or slope wall similar to the fore- going shall be laid on the slope of the embankment, said wall being begun at such depth below the surface of the ground as the Engineer may direct. Pipe Culverts. — Pipe culverts shall be made of the best quality double strength vitrified clay pipe. Each pipe must be sound and straight, and shall not vary more than half an inch from a true circle. The thickness of twelve-inch pipes shall not be less than one and one-eighth inches ; of fifteen-inch pipes not less than one and one-quarter inches; of eighteen- inch pipes not less than one and one-half inches ; and of twenty- four-inch pipes not less than two inches. In laying pipes the trench must be made true to line and grade, the bottom being shaped to exactly fit the lower half of the pipe, with cross trenches to receive the sockets so that' each pipe may have a uniform bearing from end to end. The pipes shall be joined by filing the space between the socket and spigot with a mortar of pure cement without sand. Particular attention must be given to the lower half of the joint where the cement should be pressed into it with the fingers or some tool specially fitted for the purpose. As each joint is SPECIFICATIONS FOR RAILWAY KOAD-BED. 353 filled, all surplus cement must be carefully removed from the inside of the pipe. After the pipes are properly laid they must be carefully covered with earth, well rammed, both on the sides and top of the pipe for at least twelve inches in depth. At the ends of pipes culverts, such parapet or protection walls of brick, stone or concrete shall be built as the Engineer may direct, said walls to be laid in accordance with the fore- going specifications, and paid for by the cubic yard measured in the wall. Pipe culverts will be paid for by the linear foot measured from end to end of the pipes when laid, the price so paid to cover the whole cost of materials and labor of every kind inci- dent to the completion of the work. TIMBER TRESTLINO. General Requirements. — All timber structures, including pile and frame trestles, wooden abutments and piers, must be built according to the plans and instructions furnished by the Engineer. The drawings will be to scale, but in all cases di- mensions are to be taken from the figures and not by scale. In case any dimensions are omitted, the matter shall be referred to the Engineer. Timber, iron and piles will be paid for in the finished structure, and the prices paid are to cover the cost of materials, tools, scaffolding, excavation, watching and all other items of expense necessary for the execution and maintenance of the, work until its final acceptance. No waste of any kind will be paid for except "piles cut off," which will be paid for at the contract price. The Contractor shall render the Inspector or Pile Recorder any assistance that may be required in the performance of his work. Piles. — Piles shall be sound and straight sticks of white oak or red cypress, cut from living trees, and shall have all the bark peeled off. Each pile must have at least twelve inches of heart where cut off to receive the cap, and at the smaller end must be not less than nine inches in diameter. All piles must be properly pointed, or if required, shod with iron shoes, and then driven until they sink not more than five inches utider the last five blows of a 2,000 pound hammer, fall- ing twenty-five feet, but a heavier hammer with a shorter fall, equivalent in effect to the foregoing, will be preferred. In driving, the piles must be capped with wrought iron rings, or preferably, with a cup-shaped iron follower, to prevent splitting. Where iron shoes are required, they must be of a kind directed 23 354 COMPLETE SPECIFICATIONS. or approved by the Engineer, and they will be paid for at actual cost to the contractor. All piles injured in driving or driven out of place shall be either cut off or withdrawn, as the En- gineer will direct, and another one driven in its stead. The pile thus replaced will not be paid for. Such grubbing as may be necessary to insure the correct driving of the piles shall be done by the Contractor for the trestling, and will be paid for at a price to be fixed by the Engineer in each case. The piles under the track stringers must be accurately spaced and driven vertically. The outer piles shall be driven vertically or with a batter, as may be shown by the drawings or directed in each case. Piles remaining in the structure will be measured and paid for by the linear foot after they are driven and cut off as "Piles Driven," the parts cut off will be measured and paid for by the linear foot as "Piles Cut Off," and the amounts paid for these two items are to cover every expense for labor and materials required in the performance of the work. The pile ends, after they are cut off, are to be the property of the Railway Company, and shall not be removed or used without consent of the En- gineer, and then only upon repayment of the contract price. Parts of the pile heads projecting beyond the caps must be adzed off to a slope of forty-five degrees. Iron. — The iron bolts used in trestling shall be of the best refined wrought iron, with an ultimate strength of not less than 45,000 pounds per square inch, and an elastic limit of not less than 26,000 pounds. All bolts shall be perfect in every respect with nuts, heads and screws of the full standard sizes due to their diameters. The thickness of the nut shall not be less than the diameter of the bolt, and the size of its square not less than twice the diam- eter of the bolt. Washers and separators shall be of cast iron. They must be smooth, well shaped, free from air holes, cracks, cinders or other imperfections. Timber and Framing. — All framing timber shall be of white or burr oak, or of white Arkansas or long leaf yellow pine, as shown by the plans and bills of materials. All the timber must be cut from living trees and be free from wanes, "black, loose or unsound knots, worm holes, or any kind of decay, as well as from large knots or wind shakes, which impair the strength of the timber, and must be sawed true and of full size. When so indicated on the plans, the timber shall be surfaced. Sap will be allowed in pine timber as follows: All stringers must show not more than one and one-half inches of SPECIFICATIONS FOE BUILDING LEVEES. 355 sap on two comers of one of the eight-inch faces. Posts, caps, sills and other large timbers must show not more than one and one-half inches of sap on any one of the four corners. Guard rails must not show more than one inch of sap on one corner only. Sway braces and floor plank must show heart on both faces, and in any cross section be not less than three-fourths heart. All framing must be done to a close fit and in a thorough and workmanlike manner. No shins or blocking of any kind will be allowed in making joints. Ties and guard rails must be scribed and dapped in place. Tops and ends of stringers and the bearing surfaces of ties shall be thoroughly painted with a thick coat of pure white lead ground in and mixed with pure linseed oil. This paint shall also be used on both surfaces of the bearing between stringers and caps, caps and posts, posts and sills, sills and piles, or any other joints which may be indicated on the drawings. Cleaning Up. — ^After the work is completed the Contractor must remove all staging used in erection, and clean up and bum all shavings, chips and rubbish, and remove all pieces of timber to a sufficient distance from the structure to insure its safety from fire. 356 COMPLETE SPECIFICATIONS. Word Engineer Defined.— The word "Engineer," where- ever used in this instrument, means the Chief Engineer of the Southern Missouri Railway Company for the time being, or his duly authorized Assistants, or Inspectors, limited by the par- ticular duties entrusted to them. R- M. 175. Speciflcations for Building Levees to Con- fine Flood Waters. The following specification is used (1902) by the State of Louisiana for the building of levees on the banks of the Mississippi river. The levee shall be built of such material, and disposed and distributed in such manner as the Engineer in charge may direct, under the requirements of the Board of State Engineers. The required allowance for settling shall be added to the height of the levee; this allowance to be at the discretion of the En- gineer in charge, up to one-fifth in excess of the net height of the levee ; it being understood that a cubic yard of embankment under this agreement is a net cubic yard of settled earth, and equal to five-sixths of a gross cubic yard of loose earth. The Contractor shall remove all trees, stumps, logs, roots, stalks, weeds, grass, trash and perishable matter of every kind not specially exempted from this requirement by instructions from the Engineer in charge, and plow or spade up the ground over the entire surface to be covered by the embankment. He shall cut muck ditches of such depth and size and in such places as may be prescribed by the Engineer in charge. He shall grub up by the roots all trees and stumps coming within the base of the levee, and three feet on either side of the base. He shall remove all buried logs, brick or walls and other material con- sidered unsuitable by the Engineer in charge. He shall refill all holes made by grubbing or by the removal of unsuitable ma- terials, as aforesaid, with solid earth up to the level of the natural surface; and the filling of such holes shall not be paid for by the cubic yard (except in special cases, when so directed by the Engineer in charge), but shall be a part of the clearing and grubbing to be done as incidental or auxiliary work, the price of which is included in the price per cubic yard hereinafter stipulated. He shall carefully clean all ditches crossing the line of levees, and fill them with solid earth up to the level of the natural surface to a distance of twenty feet from the base of the levee on the land side, where there are no "banquettes," and to the width of the berme on the river side. If required by the BPECinCATIONS FOK STEEL HIGHWAY BEIDGES. 357 Engineer in charge, the clearing, grubbing, preparation of base and cutting of muck ditch, as above, shall be completed, and the muck ditch refilled throughout the whole length of levee, or any oart thereof, before the embankment is begun. He shall cut all trees and stumps within twenty-five feet of the base of the levee on the land side, down to the level of the ground, unless other- wise directed by the Engineer in charge (but shall not disturb or destroy the Engineer's bench marks or other reference points), and shall leave the ground clear of all fallen timber, brush and other debris or material obstructing free passage along the base of the levee on the land side for a width of twenty-five feet. He shall cut down all trees, bushes and sap- lings for a width of one hundred feet on each side of the levee where it runs through woods, and in open land, shall cut down such trees within one hundred feet of the levee as the Engineer in charge may direct. In the construction of the levee he shall use earth only, except where other material may be ordered by the Engineer in charge, and shall place it in layers of such thick- ness as may be directed by the Engineer in charge, and extend- ing the full width of the embankment. He shall obtain all earth from the river side of the embankment, except by written permission of the Engineer in charge, leaving a berme of the natural surface feet wide between the barrow pits and the base of the levee. Unless otherwise directed by the En- gineer in charge, all barrow pits shall be sloped on the side nearest the embankment, not steeper than three horizontal to one vertical, and on that side shall not be deeper than three feet; and their bottoms shall slope thence uniformly to the side furthest from the embankment, where the depth of the pits shall not exceed six feet. At intervals not greater than three hundred feet "traverses" of the natural surface, not less than twenty feet -wide, shall be left undisturbed, extending entirely across the pits, except that a ditch of such width as may be directed by the Engineer in charge shall be cut through the traverses to allow drainage from one part of the pit to another. All existing levees, or parts of old levee, must be left undisturbed except by special permission of the Engineer in charge. He shall cut ;such openings through the old levee as may be required by the Engineer in charge. He shall dig a drainage ditch on the land side of the levee, if required by the Engineer in charge, of such 3S 68 160 1440 160 1080 140 67 165 T410 165 1070 MS 66 170 1380 170 1060 150 65 175 1350 175 1050 »55 64 180 1320 180 1040 160 63 iSs 1290 185 1030 16s 62 190 1260 190 1 020 170 61 19s 1230 195 lOIO 175 60 200 1200 200 1000 180 59 AND OVER AND OVRR 185 190 58 57 195 56 JOG 55 AND OVBK SPECIFICATIONS FOR STEEL HICIHWAY BKIDGES. 453 TABLE II. MAXIMUM MOMENTS M, END SHEARS S, AND FLOORBEAM REACTIONS R, PER STRINGER FOR A CONCENTRATED LOAD OF 24, 18, 12 AND 6 TONS ON 2 AXLES lO FEET CENTRES. 24 TONS 18 TONS 12 TONS 6 TONS Road and Track V Strin ffers of S ^ Class A Track Stringers Road Stringers -of Class B Road Stringers of Class C V Track Stringers of Class B • of Class C Track Stringers Road Stringers of Class 5 a e of Class E2 S D. V3 Track Stringers of Class El a. S=R Min S=R M in S=R M in S=R M in in lbs. foot lbs. in lbs. foot lbs. in lbs. foot lbs. in lbs. foot lbs. TO 12000 30000 9000 22500 6000 15000 3000 7500 10 li 13000 33000 9800 24800 6500 16500 3300 8300 II 12 14000 36000 10500 27000 7000 18000 3500 9000 12 13 14800 39000 IiIOO 29300 7400 19500 3700 9S00 13 '4 15400 42000 I1600 31500 7700 21000 3900 10500 '4 IS 16000 45000 12000 33800 8000 22500 4000 1 1300 '5 16 16500 48000 12400 36000 8300 24000 4100 12000 16 17 16900 51000 12700 38300 8.500 25.500 4200 12800 '7 iS . 17300 56300 13000 42300 8700 28200 4300 14000 18 19 17700 61900 13300 46500 S800 31000 4400 15500 19 20 18000 67500 13500 .50600 9000 33800 4.500 i6goo 20 21 18300 73100 13700 54900 9100 36600 4600 18300 21 22 18500 7S800 13900 59000 9300 39100 4600 19700 22 23 18800 84500 14100 63400 9400 42300 4700 21100 23 24 19000 90300 14300 67700 9SOO 45100 4800 22600 24 25 19200 96000 14400 72000 9600 48000 4800 24000 2S 26 19400 101800 14500 76300 9700 50900 4800 25400 26 27 19600 107600 14700 80700 9800 53800 4900 26900 27 28 19700 I 13400 14800 85000 9900 56700 4900 28300 28 29 19900 I19200 14900 89400 9900 59600 5000 29800 29 30 20000 125000 15000 93800 10000 62500 5000 31300 30 31 20100 130800 15100 98100 10100 65400 5000 32700 31 32 20300 136700 15200 102500 lOIOO 68300 5100 34200 32 33 20400 142500 15300 106900 10200 71300 5100 3.5600 33 34 20500 148400 15400 111300 10200 74200 5100 37100 34 35 20600 ■54300 15400 115700 10300 77100 5100 3S600 35 36 20700 1 60200 15500 120100 10300 80100 5200 40000 36 37 20800 166100 15600 .124500 10400 83000 5200 41500 37 38 20800 172000 15600 129000 10400 86000 5200 43000 38 39 20900 177800 15700 133400 10500 88900 5-00 44500 39 40 21000 183800 15800 i378oO| 10500 91900 5300 45900 40 454 COMPLETE SPECIFICATIONS. MAXIMUM END REACTIONS R OF FLOORBEAMS OF CLASSES B, AND E, FOB SINGLE AND DOUBLE TRACK. SINGLE TRACK 7~T 1^ R' DOUBLE TRACK *—- £.-4 »— *rT* 15 Length L in ft. r' in POUNDS. Length in ft. r" in pounds. Class El Class E8 Class El Class E2 24 Tons 18 Tons 24 Tons 18 Tons lO 12000 9000 10 24000 18000 II I310O 9800 II 26200 19600 12 14000 10500 12 28000 21000 13 14800 moo 13 29600 2 J 200 ■S 14 IS40O 11600 14 30800 23200 : r 1^ 15 16000 12000 15 32000 24000 i6 16500 12400 16 33000 24800 w 3 i 17 16900 12700 17 33S00 25400 II 1 i i8 17300 13000 l8 34600 26000 19 20 17700 18000 13300 13500 19 20 35400 36000 26600 27000 u 21 18300 13700 21 36600 27400 N* .« E 1 22 18500 13900 22 37000 27S00 ^ 23 18800 14100 23 37600 28200 d 24 19006 14300 24 38000 28600 B "i 19200 14400 25 3S400 2S800 u E U3 26 19400 14500 26 3SS00 29000 o 27 19600 14700 27 39200 29400 s o 28 ■ 19700 14S00 28 39400 29600 S ft £ 29 19900 14900 29 39800 29800 30 20000 15000 30 40000 30000 31 20100 15100 31 44200 30200 «4 32 20300 15200 32 40600 30400 33 20400 I '5300 33 40800 30600 E 34 20500 15400 34 41000 30800 , 3S 20600 15400 35 41200 30800 36 20700 15500 36 41400 31000 ^Z 20800 15600 37 41600 31200 r 38 20800 15600 38 41600 31200 39 20900 15700 39 41800 31400 40 21000 15800 40 42000 31600 BPEOIFIOATIONS FOB STEEL HIGHWAY BRIDGES. 455 , ^.£3 ji J= ^ jo .D .0.0 -Q^ J3XI g :5t :^ :^ m t/^ ^^ W CO to M fO W M PO M ■^fO to ^ M M M to ,to. DO W CO 00 CO 10 CO CO CO l-H ■V, « Kk 00 00 rr O 1^ >H M M 00 M ii \0 N 1 1 1 1 \0 N VD M 1 . . ^ J2 ^ ja ^ ^ jo SI .a XI -Q J3 J3 H J§? :^ ;^ W^ V3 M O M CO to »oo\ CO M fi ro M M fn w Thfo ^ ^ (0 CO (B CO u> « o o « M U^ lO 00 11 On On M NN M •-< il VD r* vO « J>l vo r» 1 00 -O ^ JJ ja ^ jd ,Q . .OJ3 JO.Q ^^ s a ;s^ :^ :^ »nio W CO ut »oa» OO " •H CD ■CON ThC^ to ^ M ^ M Cfl 09 09 CD CO U) l-H 1— J h5<-i o o W W to fi 03 TT C^O, 1 1 M M 1 1 M M 1 1 1 o A,i ION id ID « »o n i- o . J3 J= -O X) J3 JD ji J5 .Q .D ja J3 J3 n a "^ ^ i^ "-.CO M O M fO ic £ to c^ 00 M M PO « M CO w -■J- CO lo ^ M M M M IH CO en »— < HH 1— • KH 1— 1 M ■ O n N 30 n1 rr n rr . T T 1 1 HI M 1 1 T £ ION loA >ln A •Idn le N »ri fi . . jiji ^ ji J3 ^ H ^ ^5? :5? *rnr> « CO to •a c a »0 0\ 00 " M fO row to M M CO U} CO CO hSi^ H U CO (0 CO CO CO 1— 1 1 — 1 , "l-l , ^ - - ^ - 1.,. - ^ - ^ •^ ' O 13420 14840 80 10180 10750 120 7260 7360 42 13270 14650 82 lOOIO 10550 125 6950 7«20 44 13120 14460 84 9850 10350 130 6660 6700 46 12960 14260 86 9690 IOI60 •35 6380 6400 48 12S20 14060 88 9530 9970 140 6120 61 to SPECIFICATIONS FOE STEEL HIGHWAY BKIDGES, 457 TABLE VI. MAXIMUM BENDING MOMENTS ON PINS.' With extreme Fibre Strains of 22000 pounds per square inch for goft Steel, and 25000 pounds per square inch for Medium Steel. a Moments in Inch- c MOMEN-rs IN Inch- -1 Area of Pounds. E m Area of Pounds. °-g Pin in •..1 u Pin in e£ Square as .2 B Square .20 Inches. 22000 lbs. 25000 lbs. Inches. 22000 lbs. 26000 lbs. Q'" per sq. in. per sq. in. 3-S per sq. in. per sq. in. 2 3-142 17280 19600 6>^ 33-183 593100 674000 2H 3-547 20730 23600 6% 34 472 628000^ 713700 ^K 3-976 24600 28000 6^ 35-785 664200 754800 % 4-430 28900 32900 6i 37.122 701800 797500 % 4.909 33700 38400 7 38-485 740800 841900 2^ 5-412 39000 44400 7M 39-871 781200 887800 % S-940 44900 51000 7^ 41.282 823000 935300 2% 6.492 51300 58300 1% 42.^18 866300 984500 3,, 7.069 58300 66300 -n% 44-179 91 I 200 1035400 3M 7.670 65900 74900 n% 45.664 957.500 1088100 3>€ 8.296 74100 84300 7M 7f 47-173 1005300 I142500 3% 8.946 83000 94400 48.707 1054800 I 198700 3^ 9.621 92600 105200 8 50.265 1105800 1256600 3^ 10.321 102900 II 6900 Wi 51-849 1158500 1316500 3M 11,045 I 13900 129400 SH, .53-456 1212800 1378200 3% "•793 125600 142800 sys 55.088 1268800 1441800 4 12.566 138200 157100 W2 56.745 1326400 1507300 'Ai 13-364 151600 172300 8% 58.426 I385'8oo 1574800 4K 14.186 165800 188400 8^ 8f 60.132 1446900 1644200 4% i.'j-oas 1S0800 205500 61.863 1509800 1715700 4>^ 1.5-904 196800 223700 9 63-617 1574500 1789200 4f^ 16.800 213700 242800 9M 65-397 1641100 1864800 4|i 17.721 231500 263000 9^ 67.201 1709400 1942500 4% 18.665 250200 284000 69,029 1779600 2022300 5,, 19-635 270000 306800 9K 70.882 1851800 2104300 5Ji 20.629 290700 330400 9% 72.760 1925900 2188500 5K 21.648 312500 355200 9h 74.662 2001900 2274900 5% 22.691 335400 38 1 100 9i 76.590 2079900 2363500 ^t^ 23-758 359300 408300 10 78.54 2159900 2454400 5% 24.850 384400 436800 lO^ 82.52 2325900 2643100 SM 25.967 410600 466600 io>2 86.59 2500200 2841200 S% 27.109 438000 497700 10^ 90.76 26S3200 3049100 6 28.274 466500 530200 II 95-03 2874800 3266800 61^ 29.465 496300 564000 "K 99.40 3075400 3494800 6M 30.680 527300 599200 II>^ 103. 87 3284800 3732800 6% 31-919 559600 635900 12 113.10 3732200 4241200 458 COMPLETE SPECIFICATIONS. O td S •J < > o i-i < O a z < o g < X - o O io CO 3: M 1 • O lO w Hod "S « ffi O o ■^ OO ■8 3: Ml 00 a e o OO 1 8 rt «j* IN 1^ vo' S.C" ■3 = O o o -^ "<*- CO SS :^: n fO •n ER rt Q o ■ o o .4» v8 CO s- XT. OO O N to *i en g-2 o o S3 9- 00 00 is. < On 'o rO Do •^ w 8 « CO o o o >§ o o . 00 o w 00 -c i M ■^ »/^ s s o o o o o o ^o lO ■ e^ M fO 5- ■4- wi Singje Shear at . 11000 Lbs. per sq. in. s R v§ o §. « rO OO so v5 M « ro •* VO 00 .u.i •* ro Of. 00 PD ■^ Area in quari nchei o vo \o »o ' o\ ^ ■^ ^ 1 " t/)'-' ui lO o lO . t^ o p» lo r-. .J . 11 M *0 vO 1:* CO o ass ■ ' ■ * ^ o i§ •*» -w «*» -** t+o M [Ju-S to < be v a c §•3 ^ s bi o k. .o « 3 -< > SPECIFICATIONS FOE STEEL RAILROAD BRIDGES. 459' 188. General Speciflcations for Steel Railroad Bridges and Viaducts. The following specifications are those issued by the Pennsylvania Railroad in January, 1901. The author believes they embody the latest and best practice in the four important particulars, assumed live loads, methods of analysis, character of material, and workmanship. The engine live loads assumed correspond closely to Cooper's "E40" engine loading, followed by a train load of 5000 pounds per linear foot. The tables which immediately follow these specifications will be found of great service in designing bridges under these specifications. In this connection the following recommenda- tions of a committee of the American Railway Engineering and Maintenance of Way Association (1902) are important. First. That it is preferable for railroads to furnish detail plans of bridge work to bidders complete enough, at least, for a precise determination of the weight of the structure and for listing the mill orders by the successful bidder. If such draw- ings cannot be furnished, the alternative should preferably be full specifications, giving directions for the detail design of the structure, accompanied by a survey plan and all needed in- formation concerning the work; the bids in this case to be by the pound and not accompanied by a design, the detail plans to be made later by the railroad or contractor, as may be under- stood. Second. To invite a few parties (not always the same) ' to submit bids for the work. Third. When detail plans are furnished, to ask for a lump sum bid or a pound price, as may be preferred by the pur- chaser; but when a specification only is furnished, to invariably ask for a pound price. Fourth. To award contracts for as large groups of bridges as can be fully defined consistently with recommendation No. I, and when required by circumstances to anticipate future re- quirements if necessary to protect the interests of the railroad. Fifth. That the question of erecting the work by railroad forces or by contract should depend upon the custom, organiza- tion and equipment of each railroad concerned. SECTION I. GENERAL REQUIREMENTS. I. Rolled steel will be used in general for all Materials, structures. Wrought iron will be used for loop- welded rods. Cast steel will be used for wedges, ge.mng, couplings and other important details of 460 COMPLETE SPECIFICATIONS. Standard Designs. drawbridge machinery. Cast iron will be used for minor details of drawbridge machinery, and for other work when expressly stipulated. 2. Rolled-beam bridges and plate-girder bridges will in general conform to the Pennsylvania Railroad Company's standard drawings. The Rail- road Company will furnish diagrams showing the general dimensions of all truss bridgfes and of such special girder spans as are not covered by standard drawings. 3. Gauge of track is 4 feet 8J inches. Dis- tance from centre to centre of double track is 12 feet 2 inches unless otherwise specified. s'°*on™T"russ 4' ^ section as per accompanying diagram Bridges'. must be kept clear in single-track through bridges. Width to be proportionately increased for two or more tracks, and for curved line. <3uage of Track. Wft: L .^ _.. TJbp of Rail. ■lOf O u- ■— * Assumed Dimcosiona. SECTION 2. — DATA FOR CALCULATION. S- As a basis for calculation assume the fol- lowing general dimensions: — • A — Length : — (i.) Trusses. — Distance from centrfe to centre of end pins. SPECIFICATIONS FGK STEEL KAILKOAD BKIDGES. 461 (2.) Riveted girders. — Distance from cen- tre to centre of bearings. (3.) Floor beams. — Distance from centre to centre of trusses. (4.) Track stringers. — Distance from cen- tre to centre of floor beams. B— Depth :— (i.) Pin-connected trusses. — Distance' from centre to centre of chord pins. (2.) Riveted trusses. — Distance between centres of gravity of chords. (3.) Riveted girders. — Distance between centres of gravity of flanges, or dis- tance from back to back of flange angles if the latter dimension is the smaller of the two. 6. In estimating the dead load the weight of ^^g^;_°' timber shall be taken at 4^ pounds per foot B. M. 7. The dead load ■ shall be assumed as uni- formly distributed and made up of: — (l.) The net suspended weight of metal in the trusses and bracing. (2.) The weight of the metal floor sys- tem (if any.) (3.) The weight of the wooden cross-ties or floor beams. (4.) 160 pounds per lineal foot of track, covering the weight of rails, splices, guard rails, &c. The above items of dead load to be properly distributed between the panel points of the loaded and the unloaded chords. 8. In addition to the dead load, bridges shall be designed to carry on each track a moving load consisting of two coupled "Consolidation" engines, as shown in the following diagram, followed by a uniformly distributed train load of 5000 pounds per Dead Load> Live Load.. •If-M/iMttf+T/'ZT*.' 462 COMPLETE SPECIFICATIONS. lineal foot of track ; the moving load to be so placed as to produce the greatest stress in each member of the structure.' Note— For all track stringers and floor beams, and for plate-girder spans not exceeding 110 feet in length, the maxiraum calculated stresses due to live load are given in Table A. Wind Loads. g The wind pressure shall be assumed, acting horizontally in either direction: — (i.) At 30 pounds per square foot on the exposed surface of all trusses and the floor as seen in elevation, and on the side of a train 10 feet high, be- ginning at 2^ feet above the base of rail and moving across the bjidge. (2.) At 50 pounds per square foot on all exposed surfaces of the unloaded structure. The greater calculated stress will be used in proportioning the wind bracing. Anchorage. jq p^j. determining the requisite anchorage for the loaded structure the train shall be assumed to weigh 800 pounds per lineal foot. Lon^tudinai. jj For longitudinal bracing of trestle towers TrestT/Towers and similar structures, the momentum produced by menSm'of'°' Suddenly stopping the train shall be considered; the Train. Coefficient of friction of wheels sliding upon rails being assumed as 0.2. Stresses Due to 12. When the structurc is on a curve the effect due to the centrifugal force of as many trains as there are tracks shall be provided for (see Table G). Centrifugal Force. Strain Sheet. SECTION 3. — DETERMINATION OF SECTIONS. 13. The calculation of stresses produced by the above-mentioned live and dead loads will determ- ine the following values for each member: — M = Maximum calculated stress in mem- ber (compress or tension).' m = ( I ) , Minimum calculated stress in members subjected to one kind of stress only (all compression or all tension) ; or (2), maximum calcu- 1 This corresponds closely with Cooper's "£40" loading, except that we have here a trkin load of 6,000 lbs. per lin. ft., where Cooper has for this case 4,000 lbs. SPECIFICATIONS FOK STEEL EAILROAD BEIDGES. 4b'3 lated stress of lesser kind, in mem- bers subjected to reversal of stress. Note. — Minimum stress is understood to mean the abso- lute minimum; :'. c, in a main diagonal or post of a simply span "m" equals the calculated dead-load stress minus the maximum calculated counter stress due to live load. M 14. The maximum calculated stress (M) in each member shall be multiplied by the coefficient 30o 10 62500 II 68800 xa 78400 13 93SOO 14 IIOOOO 'S 126500 16 143000 17 159500 18 176000 19 192500 20 209000 ai 227900 32 249600 »3 271200 24 292900 *5 314700 26 336400 27 .358200 28 379900 29 40I70C 30 424000 32 473200 34 522400 .36 571600 3« 620900 40 6/0100 42 719300 44 768500 46 819700 48 876000 50 938700 SS 1099300 60 1277300 0.5 1473000 70 1677400 75 1899200 80 2137600 «S 2393000 90 2666100 95 2939200 too 3214600 105 3500600 no 3800500 Shears. 1 Rail. Pounds. 25000 25000 26700 28900 30600 33500 34100 35800 38100 40100 41800 43300 45300 47700 49800 51700 53400 .55000 56400 57800 59000 60500 61900 63200 64400 65500 67600 69400 71900 74100 76200 78700 81000 83000 85600 87900 93900 99300 104000 109500 115700 122300 129400 135900 142300 I48100 153500 159700 Cross-Girder Reactions. 1 Rail. Pounds. 25000 25700 31400 35800 39100 41800 44000 47700 50800 S340O 56400 59100 61400 63400 65300 66900 68500 69800 71500 73200 75SOO 77500 79400 81100 83000 85000 896CO 93600 97900 102700 107000 111500 I 16000 120400 125200 129800 Equivalent Uniform Loads in Pounds per foot of Track. Moments. 20000 16670 14280 12500 lino lOOOO 9090 8710 8850 8980 9000 8940 8830 8690 8530 8360 8270 8250 8200 8140 8060 7960 7860 7750 7640 7'. 40 7390 7230 7060 6880 6700 6520 6350 6200 6080 6010 58ro 5680 55S0 5480 5400 5340 5300 5270 5210 5140 5080 5030 Shears. 20000 16670 15260 J 4450 13600 13000 12400 11930 1 1 720 11460 11150 10S30 10660 10600 10480 10340 10170 lOOOO 9810 9630 9440 9310 9170 9030 8880 8730 8450 8170 7990 7S00 7620 7500 7360 7220 7130 7030 6830 6620 6400 6260 6170 6120 6090 6040 5990 5920 .5850 5810 Cross- girder Reactions. lOOOO 8570 8970 8950 8S00 8360 8000 7950 7820 7630 7520 7390 7220 7040 6870 6690 6520 6350 6220 6ioo 6040 5960 5880 5790 5720 5670 5600 5510 .5440 5410 5350 5310 5270 5230 5220 S190 SPECIFICATIONS JOB STEEL EAILEOAD BRIDGES. 479 TABLE B. COEFFICIENTS OF STRESS INCREMENT. Case 1. — Stresses of ooe kiad only — all compressioa or all teasion, i-R k= i+R 480 COMPLETE SPECIFICATIONS. COEFFICIENTS OF STRESS INCREMENT. Case 2.— Stresses subject to reversaL 2+R k= 2— R R. k. I I. k. I i. k. R. k. F I. k. o.oo I. 000 21 I 235 42 I 532 63 1.920 84 2.448 01 1. 010 22 I 247 43 I 548 64 1. 941 85 2.478 02 1.020 23 1 260 44 ^ 564 65 1.963 86 2.509 O^ 1.030 24 I 273 45 I 5S1 66 1-985 87 2-540 04 1. 041 25 I 286 46 I .W 67 2.007 88 2-571 O") 1. 051 26 I 299 47 I 614 68 2.030 89 2.603 06 1.062 27 I 312 48 I 632 69 2.053 90 2.636 07 I 073 28 i 32s 49 I 649 70 2.077 91 2.670 08 1.083 29 I 339 50 I 667 71 2.101 92 2.704 09 1.094 30 I 353 SI I 68s 72 2.I2S 93 2.738 10 i.ios 31 1 367 52 I 703 73 2.150 94 ^-773 II 1. 116 32 I 381 S3 1 721 74 2175 95 2.809 12 • .128 33 1 395 54 I 740 75 2.200 96 2.846 13 '•139 34 I 409 55 I 759 76 2.226 97 2.8S4 14 1.150 35 I 424 56 I 778 77 2.252 98 2.922 15 I . 162 ' 36 . 439 57 ' 797 78 2.279 99 2.960 16 1.174 37 I 454 S» ' 8.7 79 2.306 I 00 3.000 »7 1.186 3S I 469 59 I 837 80 2.333 18 1.198 39 1 484 60 I «S7 81 2.361 iq 1. 210 40 I 500 61 I 878 82 2 390 20 1.222 41 I 516 .62 I 899 •83 2.419 BPECIFICATIONS FOK STEEL BAILKOAD BRIDGES. 481 TABLE D. PERMISSIBLE COAirRKSSIVE STRESSES. I— length of piece; reileast radius of gyration (both in inches). „_ 15,000 1+^ i ^ i3,SOor» 1 1 1 1 r P r P r P r P 10 14900 38 I3SSO 66 11340 94 9070 12 14840 40 13410 6S 11170 96 8910 14 14790 42 13270 70 IIOIO . 98 8760 l6 14720 44 13120 72 10840 100 8620 18 146150 46 12970 74 10670 102 8470 20 14570 4» 12820 76 10510 104 8330 22 14480 50 12660 78 10340 106 8190 24 14380 52 12500 80 10180 108 8050 26 14280 54 12340 82 lOOIO no 7910 28 141 70 .S6 12170 84 9850 112 7780 30 - 14060 58 12010 86 9690 114 7640 32 13940 60 1 1 840 88 9530 116 7510 34 13820 62 11670 90 9370 118 7380 36 13690 64 11510 92 9220 120 7260 31 482 COMPLETE SPECIFICATIONS. TABT,E E. MAXIMUM BENDING MOMENTS IN PINS. With extreme Fibre Stresses of 22000 pounds per square inch for Soft Steel, and 25000 pounds per square inch for Medium Steel. 2 2j^ ^^ 2% 2% 2% 2^ \m 3% 3>^ 3% Z%. 3% 4, 4J^ 4J^ 4% 4M 4% 4?i 4% \% SH SK S% 5% S% 6 6>g 634 6^ Area of Pin in Square Inches, Moments in Inch* Pounds. 22000 lbs. per sq. in, 3-142 3 547 3 976 4-43° 4.909 5.412 S-940 6.492 7.069 7 670 8.296 8.946 9.621 10.321 ■11.045 "■793 12.566 13- 3(54 14.186 i.';o33 15-904 16.800 17.721 18.665 i9-6i«; 20.629 21.648 22.691 23-758 24.850 25.967 27.IOC^ 28.274 29.465 30.680 31-919 17280 20730 24600 28900 33700 39000 44900 S1300 58300 65900 74100 83000 92600 102900 I 13900 125600 138200 151600 165800 180800 196800 213700 231500 250200 270000 290700 312500 335400 359300 3S4400 410600 .38000 466500 -y 96300 5-27300 SS9600 86000 lbs. per sq. in, 19600 23600 28000 32900 38400 44400 51000 58300 66300 74900 84300 94400 105200 116900 129400 142800 157100 172300 205500 223700 242800 263000 284000 306800 330400 355200 38 1 100 408300 436800 466600 497700 530200 564000 599200 635900 OSZ 5-S Area of Pin in Square Inches. 6J^ 6% 6M 6J 7 1% 7Ji 7% IV^ 1% 1% 7i 8 »H 8M 8^ S^ 8% 8^ 8f 9 9H 9H 9H 9^ 9% 9H 9i 10 io>| 10% II "3l 13 33-183 34-472 35-785 37.122 38 485 39-871 41.282 42.718 44-179 45.664 47-173 48.707 50-265 SI -849 .53-456 55.088 56-745 58.426 60.132 61.862 63.617 65-397 67.201 69.029 70.882 72.760 74.662 76.590 78.54 82.52 86:59 90.76 95-03 99.40 103.87 II3-IO MoMEN-rs IN Inch- Pounds. 22000 lbs. per sq. in. 593100 628000 664200 701800 740800 781200 823000 866300 91 I 200 957.500 1005300 1054800 I 105800 I 158500 I212800 1268800 1326400 1385S00 1446900 1509800 1574500 1641100 1709400 1779600 1851800 1925900 2001900 2079900 2159900 2325900 2500200 2683200 2874S00 3075400 3284S00 3732200 25000 lbs. per sq. in. 674000 713700 754800 797500 841900 887800 935300 984500 1035400 I0S81OO I142500 I 198700 1256600 1316500 1378200 1441800 1 507300 1574800 1644200 1715700 1789200 1864800 1942500 2022300 2104300 2188500 2274900 2363.500 2454400 2643100 2841200 3049100 3266800 3494800 3732800 4241200 SPECIFICATIONS FOR STEEL RAILROAD BRIDGES. 483 M M o $ CO ■^ C4 o VO H M u c« £ o o z 32 t t-t p M C4 h < u S5 o o o M VO o pq* VO o to ■a- t>. Ov SS 11 8 §- R ':^ VO 00 CO »o ¥- " IK w M ^s H SS o o o z S lO Ov w lO S g id* « « ■"2 s p* -^ VO M O M M no o R 8 8 i: < ON 8^ o ■^ 3 00 M CO ■^ VO t^ h > CTc <5'"" 6 d o d d ■M ■ . OJ « -;« «1» «;■» Ho I— 1 Q'S i 1 9i C/) bft N ;3 s 3 ^j 1H hfl J3 hf) ^a O o V 1M « iJ > s bo o < > 484 COMPLETE SPECIFICATIONS. < u H H o I H ei & h > Bi B U O ■- § II < u w g a u h o a K « *** 3 .0) _ O 4J — UDmu g, R a. a ^ o Ss s K. Vi M *H o 00 « « M « £<; f^ Q o o o o S M rC lO fO (-( ON oo ■^ « M w M M Sg o O o Q o ■i- Jr^ ro g" ■* M 00 VO 'ii- w o> 00 M « w w l-t •^ Sg o o o o o o vS p*^ w So ro l-l 00 t^ N . N N M w w o o o - o o \ lO « « o^ !>. vO — shall well and truly perform his part of said contract, and each and every covenant and agreement therein contained, and shall indemnify and save harmless the said from and against all damages which it may sustain by reason of liens for labor and materials, furnished for said work, or by reason of the failure of said to pay the wages and earnings of any of the laborers or mechanics employed by him as such contractor, in and about said work ; or by reason of his failure to pay for any materials, provisions or goods of any kind furnished, or by reason of any just debt incurred in carrying on said work ; and if the said shall pay to the said all sums of money, damages or costs and expenses which it may be compelled to pay, or which it may sustain by reason of his fail- ure as aforesaid, and if the said shall pay all laborers, mechanics and material men, and persons who may have sup- plied provisions or goods of any kind, all just debts due to such persons, or to any pei-son to whom any part of such work was given, then this obligation shall be void, otherwise of full force and effect. [Seal.] [Seal.] APPENDICES. APPENDIX A. PRELIMINARY SURVEYS AND EXAMINATIONS FOR BRIDGE RENEWALS. The following instructions to assistant engineers are used by the engineer of bridges and buildings on the C, M. & St. P. R'y, and are inserted here as an illustration of the scope and character of the inquiries and investigations necessary for an intelligent solution of the problem in hand. It is only by means of such complete and detailed information that all future con- tingencies can be forseen and provided for, so that there shall be no "unexpected" to happen. It is a common saying that "the unexpected always happens." In good engineering, "it is only the unexpected which can happen," since what was antici- pated has been fully provided against. In the best engineering designs, however, every possible contingency has been fore- seen and provided for, so there is no unexpected left which can happen, and hence security and permanence are assured in ad- vance. The following instructions are a good illustration of this kind of preliminary survey of the problem which puts the engineer in a position to perfectly fit the design to all the con- ditions of the problem: Instructions to Assistant Engineers in Regard to Surveys for the Renewal of Wooden Bridges with Perma- nent Structures. .(i) Gather information from the chief engineer's office and from the office of the engineer and superintendent of bridges and buildings relative to the grade, alignment, right-of-way for embankment and borrow pits, second track construction, -contracts relating to crossings or cattle passes, recommenda- 512 COMPLETE SPECIFICATION& tions already made by others as to style of reconstruction and any other matters that are liable to have a bearing on work in question (2) Determine the elevation of base of rail above an assumed datum across the bridge and for a distance of 1,000 feet on each side of it, at intervals of 100 feet, or less when the irregu- larities of the track make it necessary. (3) Consider the question of changing grade and note the kind, condition and depth of ballast as well as other points that will assist in determining the expense and practicability of making a change. (4) Obtain particularly notes of the ground surface that will be covered by the proposed structure or embankment, by de- termining its elevation on the center line of bridge and when necessary on each side of same. These heights may be meas- ured from the base of rail at each bent or panel poiht but should refer to the datum used in the survey, and additional notes should be made of intermediate irregularities that would con- cern the height of pedestals located between bents. (5) Establish and note two bench marks on solid objects, conveniently located, one each way from the bridge, and which are unlikely to be disturbed during the construction of the per- manent structure. For ordinary cases a track spike driven in a telegraph pole will be suitable. (6) Note the alignment of the track at the structure and consider whether there is any evident reason for changing same. (7) Consider the question of second track construction as concerning any change in alignment or in location of bridge. Conclude on which side of the present track the second track should be constructed and make note of the grounds for your conclusion. (8) When« track across the bridge or near the bridge is curved make full notes of elevation of outer rail. If the point of curve is so located that the elevation of outer rail on bridge is varying, determine by eye the location of point of curve and of the point where the elevation is commenced. On iron bridges the elevation should be constant when practicable. (9) Take notes for a sketch of the water course for a suffi- cient distance on each side of the bridge, to determine whether a change in location of channel or an improvement in the chan- nel is advisable, and indicate your recommendations in this re- gard, remembering that the most favorable condition for a bridge is usually a deep channel at right angles to the railway for some distance above and below the bridge. Contours in the immediate vicinity of the bridge should be sketched in. SURVEYS WITH BRIDGE RENEWALS. 5 13 Ordinarily this can be done with sufficient accuracy by the eye, or by taking a few offsets. (10) Ascertain the nature of foundations, whether soft, re- quiring pile foundations, or of sand, or of hard clay, or of rock. Reports should state the character, depth and dip of the strata. (11) Ascertain present, ordinary and extreme high water marks. Inquire into cause of high water ; whether by ordinary heavy rains, by water-spout, by damming from accumulations of drift or ice, or by overflow from other water courses, or from other causes which may be apparent. (12) Note the probability of ice, drift-wood, hay, cornstalks, fencing, etc., lodging against the proposed iron bridge. (13) Take notes of the size of channel, area of waterway required, direction of current, etc. (14) Ascertain if there is to be provided under the bridge a public or private roadway, wagon-pass or cattle-pass, with dimensions and conditions controlling the same. (15) If any portion of the bridge is to be filled, .make an examination of the ground and state where the material can be obtained, and whether inside of the boundaries of the right- of-way, or on land which will have to be purchased. (16) Ascertain whether any additional right-of-way is re- quired for any purpose connected with the work, and if so note location and amount. (17) Examine as to a suitable location for a stone yard, and for the storing of piles, timber and iron-work ; also as to con- venient locations for derricks and what provision will be re- quired for suitable anchorage for derrick guys. (18) If the proposed reconstruction involves any question of purchasing land or privileges, report the situation with ad- vice, but avoid conversation with property owners ^yhich would in any way interfere with relations that may be established later between them and an agent authorized to make purchases or settle claims. (19) Inquire as to the accommodations for boarding and lodging for workmen and how they ^an get to and from their work. (20) Inquire into the condition of train service at the loca- tion with regard to the frequency of trains and the speed at which they ordinarily run over the bridge. (21) If piles are to be driven, make your recommendation as to whether they should be driven with a land or track driver, and if with a ti-ack driver, state the -nearest side-track to which it must retreat for passage of trains. (22) Make preliminary estimates of the cost of the perma- nent structure, taking your prices from the tables of cost of 514 COMPLETE SPECIFICATIONS. iron bridges and abutments which are furnished you and from tliem make your recommendation for the permanent bridge. (23) Malie your recommendations as to the angles of piers and abutments, remembering that a square span is one in which its ends are at right angles to its longitudinal axis, and in a skew span the angle of skew is the enclosed angle between the end of the span and a line at right angles to its longitudinal axis. (24) Make your recommendations as to what riprapping is required, with the amount and method of using it. (25) Advise what is the best season of the year in which to do the work with reference to high water, ice, cold weather, interruption of traffic, facility for obtaining labor and material, etc. (26) Report any information you can obtain with reference to using local material in the work, such as piles, timber, lum- ber, stone, sand, brick, etc. (27) Avoid confusing terms in your notes. For instance the term "base of rail" is preferable to "grade." See B. & B., Rule 7 g. FINALLY. After obtaining information on the points here- inbefore mentioned and all other data which you can find with- in your reach, consider the question of renewal just as if you had to make the full decision and were responsible for build- ing the best bridge with the greatest economy and least risk; and make your report in such shape that the draughting office will have all the instruction which it requires for making the plans. This information may be furnished in writing and on a profile and map, and you are cautioned that vour work will be judged by your giving the fullest accurate information with the fewest notes and the least amount of drawing. O. B. TESTING OF HYDKAULIG CEMENTS. 515 APPENDIX B. General Specifications for the Testing of Hy- draulic Cements, adopted by a Board of U. S. Engineer Oflacers in 1901, and used by the Engineer Department of the U. S. Army.' TESTS TO BE MADE. For selecting Portland and Puzzolan cement from among the brands offered, the Board recommends that the following tests be made: I. For fineness of grinding. 2i For specific gravity. 3. For soundness, or constancy of volume in setting. 4. For time of setting. 5. For tensile strength. For Natural cement we recommend the omission of the specific gravity and soundness ;tests. On the works the Board recommends simple tests when the more elaborate tests can not well be made. In determining the minimum requirements for cements given in the subjoined specifications we recognize that many cements that attain only fair strength neat and with sand in a short time and show marked gains of strength on further time will fulfill the requirements of the service, and that unusu- ally high tensile strength attained in a few days after gaug- ing is often coupled with a small or negative increase in strength in further short intervals. Unusually high tests in a short time after gauging should be regarded with suspicion, although some well-known brands of American cements show great strength in short-time tests and, so far as observed, are •reliable in air and fresh water. Cement Offered under such known brands should show their characteristic strength and Other qualities or be suspected as spurious or adulterated, if not rejected, even though the minimum requirements of the specifications are met. The practice of offering a bonus or free gift of money in addition to the contract price for cement testing above a fixed high point should be prohibited as unnec- essary, for cements so obtained are likely to be unsound in a ~ manner not easily detected in the time usually available in testing. It is believed that most of the very high testing Portland cements have lime in excess, the effect of which is temcorarily ' The members of this Board were Maior Wm. L. Marshall, Maior Smith S. Leach. and Captain Spencer Crosby 516 COMPLETE SPECIFICATIONS. masked by the use of sulphate of lime. Overlimed cements so treated are unfit for use in sea water. For such uses a chem- ical analysis should be required, and the quantity of sulphuric acid, as well as magnesia, be limited to a low percentage. It is not yet known that sulphate of lime in quantity less than 2 per cent is injurious to cements to be used in fresh water or in air. It masks expansives that might ultimately cause the de- struction of the r.ork, but it is not known whether this effect is permanent. Its addition is now deemed necessary to control time of setting. It makes a quick-setting cement slow setting, at the same time increasing tensile strength acquired in short time. MANIPULATION OF CEMENTS FOR TESTS. /. Fineness. Place 100 parts (denominations determined by subdivisions of the weighing machine used) by weight on a sieve with 100 holes to the linear inch, woven from brass wire No. 40, Stubb's wire gauge; sift by hand or mechanical shaker until cement ceases to pass through. The weight of the material passing the sieve plus the weight of the dust lost in air, expressed in hundredths of the original weight, will express the percentage of fineness. In . order to determine this percentage the residue on the sieve should be weighed. It is only the impalpable dust that possesses cementitious value. Fineness of grinding is therefore an essential quality in cements to be mixed with sand. The residue on a sieve of 100 meshes to the inch is of no cementitious value, and even the grit retained on a sieve of 40,000 openings to the square inch is of small value. The degree of fineness prescribed in these specifications (92 per cent) for Portland through a sieve of 10,000 meshes to the square inch is quite commonly attained in high-grade American cements, but rarely in imported brands. On the Pacific coast, where foreign cements only are in the market, this requirement may be lowered for the present to 87 per cent on No. 100 sieve. //. Specific Gravity. • The standard temperature for specific gravity determina- tions is 62 degrees F., but for cement testing temperatures may vary between 60 and 80 degrees F. without affecting result's more than the probable error in the observation. Use any approved form of volumenometer or specific grav- ity bottle, graduated to cubic centimeters with decimal sub- TESTING OF HYDKAULIC CEMENTS. 517 divisions. Fill instrument to zero of the scale with benzine, turpentine, or some other liquid having no action upon cements. Take loo grams of sifted cement that has been previously dried by exposure on a metal plate for twenty minutes to a dry heat of 212 degrees F., and allow it to pass slowly into the fluid of the volumenometer, taking care that the powder does not stick to the sides of the graduated tube above the fluid and that the funnel through which it is introduced does not touch the fluid. Read carefully the volume of the displaced fluid to the nearest fraction of a cubic centimeter. Then the approximate specific gravity will be represented by 100 divided by the dis- placement in cubic centimeters. The operation requires care. ///. Setting Qualities and Soundness. The quantity of water and the temperature of water and air affect the time of setting. The specifications contemplate a temperature varying not more than 10 degrees from 62 de- grees F., and quantities of water given herein : For Portland cements use 20 per cent of water. For Puzzolan cements use 18 per cent of water. For Natural cements use 30 per cent of water. Mix thoroughly for five minutes, vigorously rubbing the mixture under pressure; time to be estimated from moment of adding water and to be considered of importance. Make on glass plates two cakes from the mixture abo;at three inches in diameter, half an inch thick at middle, and drawn to thin edges, and cover them with a damp cloth or place them in a tight box not exposed to currents of dry air. At the end of the time specified for initial set apply the needle one-twelfth of an inch diameter weighted to one-fourth of a pound to one of the cakes. If an indentation is made the cement passes the requirement for initial setting, if no indenta- tion is made by the needle it is too quick setting. At the end of the time specified for "final set" apply the needle one twenty- fourth of an inch diameter loaded to one pound. The cement cake should not be indented. Expose the two cakes to air under damp cloth for twenty- four hours. Place one of the cakes, still attached to its plate, in water for twenty-eight days., the other cake immerse in water at about 7o degrees temperature supported in a rack above the bottom of the receptacle ; raise the water gradually to the boiling point and maintain this temperature for six hours and then let the water with cake immersed cool. Examine the cakes at the proper time for evidences of expansion and distor- 518 COMPLETE SPEGIPIOATIONS. tion. Should the boiled cake become detached from the plate by twisting and warping or show expansion cracks the cement may be rejected, or it may await the result of twenty-eight days in water. Jf the fresh-water cake shows no evidences of swell- ing, the cement may be used in ordinary work in air or fresh water for lean mixtures. If distortion- or expansion cracks are shown on the fresh-water cake, the cement should be rejected. Of two or more cements offered, all of which will stand the fresh-water cake test for soundness, the cements that will stand the boiling tests also are to be preferred. IV. Tensile Strength. Neat Tests.r— Use unsifted cements. Place the amount to be mixed on a smooth, nonabsorbent slab ; make a crater in the middle sufficient to hold the water; add nearly all the water at once, the remainder as needed; mix thoroughly by turning with the trowel, and vigorously rub or work the cement for five minutes. Place the mold on a glass or slate slab. Fill the mold with consecutive layers of cement, each when rammed to be one-fourth of an inch thick. Tap each layer 30 taps with a soft brass or copper rammer weighing i pound and having a face three- fourths of an inch diameter or seven-tenths of an inch square with rounded corners. The tapping or ramming is to be done as follows: while holding the forearm and wrist at a constant level, riise the rammer with the thumb and forefinger about half an inch and then let it fall freely, repeating the operation until the layer is uniformly compacted by thirty taps. This method is intended to compact the material in a man- ner similar to actual practice in construction,- when a metal rammer is used weighing 30 pounds, with a circular head 5 inches in diameter falling about 8 inches upon layers of mortar or concrete 3 Inches thick. The method permits comparable results- to be obtained by different observers. After filling the mold and ramming the last layer, strike smooth with the trowel, tap the mold lightly in a direction parallel to the base plate to prevent adhesion to the plate, and cover for twenty-four hours with a damp cloth. Then remove the briquette from the mold and immerse it in fresh water, which should be renewed twice a week for the specified time if running water is not available for a slow current. If molds are not available for twenty-four hours, remove from the mold.? after final set, replacing the damp cloth over the briquettes. In removing briquettes before hard-set great care should be exercised. Hold the mold in the left hand, and, after loosen- ing the latch, tap gently the sides of the mold until they fall apart. Place the briquettes face down in the water trough. TESTING OF HYDRAULIC CEMENTS. 519 For neat tests of Portland cement use 20 per cent of water by weight. For neat tests of Puzzolan cement use 18 per cent of water by weight. For neat tests of Natural cement use 30 per cent of water by weight. Nearly all this water is retained by Portland cement, whereas only about one-third of the gauging water is retained by Puzzolan or Natural cements; from this it follows that an apparent condition of plasticity or fluiclity that ultimately little injures Portland paste, very seriously injures Puzzolan or Natural mortars and concretes by leaving a porous texture on the evaporation of the surplus water. Sand Tests.' — The proportions i cement to 3 sand are to be used in tests of Puzzolan and Portland, and i cement to i sand in tests of Natural or Rosendale cements. Crushed quartz sand, sifted to pass a standard sieve with 20 meshes per linear inch and to be retained on a standard sieve with 30 meshes to the inch, is to be used. After weighing carefully, mix dry the cement and sand until the mixture is uniform, add the water as in neat mix- tures, and mix for five minutes by triturating or rubbing to- gether the constituents of the mortar. This may be done under pressure with a trowel or by rubbing between the fingers, using rubber gloves. The rubbing together seems necessary to coat thoroughly the facets of the sand with the cement paste. It is found that prolonged rubbing, when not carried be- yond the time of initial set, results in higher tests. Five min- utes is the time of mixing quite generally adopted in European specifications. The briquettes are to be made as prescribed for neat mixtures. Portland cements require water from 11 to 12^ per cent by weight of constituent sand and cement -for maximum strength in tested briquettes. Puzzolan, about 9 to 10 per cent. Natural, about 15 to i7 per cent. Mixtures that a first appear too dry for testing purposes often become more plastic under the prolonged working re- quired herein. In general, about four briquettes constitute the maximum number that may be made well within the time required for initial setting of moderately slow setting cements. Three such batches of sand mixtures should be made, and one briquette of each batch may be broken at seven and, twenty-eight days, giving three tests at each period. At least one batch of neat cement briquettes should be made. If the first briquette broken at each date fulfills the mini- 520 COMPLETE SPEGIFIOATIONS. mum requirement of these specifications it is not necessary to break others which may be reserved for long-time tests. If the first briquette does not pass the test for tensile strength, then briquettes may be broken until six briquettes, two from each batch, have been broken at seven days, and the remaining six reserved for twenty-eight-day tests. The high- est result from any sample is to be taken as the strength of the sample when the break is at the least section of briquette. If, on the twenty-eight-day tests, the cement not only more than fulfills the minimum requirements of these specifications, but also shows unusual gain in strength, it may still be accepted if the other tests are satisfactory, notwithstanding a low seven- day, test, if early strength is not a matter of importance. Such cements are likely to be permanent. For a batch qi four briquettes, the following quantities are suggested as in accord with these specifications. Water is measured by fluid-ounce volumes, not by weight, temperature varying not more than lo degrees from 62 degrees F. Portland Cement. Neat. — 20 ounces of cement, 4 ounces of water. Mix wet five minutes. Sand. — 15 ounces sand, 5 ounces cement, 2^ ounces water. Mix thoroughly dry; then mix wet five minutes. Puzzolan Cefnent. Neat. — 20 ounces cement, 3^ ounces water. Mix wet five minutes. Sand. — 15 ounces sand, 5 ounces cement, 2 ounces water. Mix thoroughly dry; then mix wet five minutes. Natural Cement. Neat. — 20 ounces cement, 6 ounces water. Mix wet five minutes. Sand. — 10 ounces cement, 10 ounces sand, 3J ounces wa- ter. Mix dry; then wet for five minutes. For measuring tensile strength, a machine that applies the stress automatically at a uniform rate is preferable to one controlled entirely by hand. These specifications for tensile strength contemplate the applications of stress at the rate of 400 pounds per minute to briquettes made as prescribed herein. A rate so rapid as to approximate a blow or so slow as to approximate a continued stress will give very different results. The tests for tensile strength are to be made immediately after taking from the water or while the briquettes are still TESTING OF HYDRAULIC CEMENT. ' 521 wet. The temperature of the water during immersion should be maintained as nearly constant as practicable; not less than 50 degrees nor more than 7o degrees F. The tests are to be made upon briquettes i inch square at place of rupture. The specifications contemplate the use of the form of briquette recommended by the committee of the American Society of Civil Engineers, held when tested by close-fitting metal clips, without rubber or other yielding contacts. The breaks considered in the tests are to be those occurring at the smallest section, i inch square. SIMPLE TESTS. Tests of cement received upon a work in progress must often be of much simpler character than prescribed herein. Tests on the work are mainly to ascertain whether the article supplied is genuine cement, of a brand previously tested and accepted, and whether it is a reasonably sound and active cement that will set hard .in the desired time, and give a good, hard mortar. Simple tests may give this information, and such should be multiplied whether or' not more elaborate tests be made. Pats and balls of cement and mortar from the storehouse and mixing platform or machine should be fre- quently made. The setting or hardening qualities, as deter- mined roughly by estimating time and by pressure of the thumbnail, should be observed; the hardness of the set and strength, by cracking the hardened pats or cakes between the fingers, and by dropping the balls from the height of the arm upon a pavement or stone and observing the result of the im- pact. By placing the pats in water as soon as hardened suffi- ciently and raising the temperature to the boiling point for. a few hours and observing the character and color of the fracture after sufficient immersion, information as to the character of the material, whether hydraulic, a Portland or Puzzolan, whether too fresh or possibly "blowy," may be speedily and quite well ascertained without measuring instruments. Many engineers and users of cement regard such simple tests, taken in connection with the weight and fineness of the cement and the apparent texture and hardness of the mortars and concretes in the work, sufficient field tests of a material of known repute. The more elaborate tests, described above, should be made in well-equipped laboratories by skilled cement testers. CLASSIFICATION OF TESTS The tests to be made are two classes : (i) Purchase tests on samples furnished by bidders to ascertain whether the bidder may be^held on the sample to the 522 COMPLETE SPECIFICATIONS. delivery of suitable material, should his offer be accepted. (2) Acceptance tests on samples taken at random from deliveries, to ascertain whether the material supplied accords with the purchase sample, or is suitable for the purpose of the work, as stated in the specifications for cement supplies. (i) Purchase Tests. — Under these specifications bids for Portland cements will be restricted to brands that have been approved after at least three years' exposure in successful use under similar conditions to those of the proposed work. This specification limits proposals to manufacturers of cements of established repute, and in so far lessens the dependence to be placed upon tests of single samples of cement in determining the probable quality of the cements offered, that sample pack- ages may not be re'quired with the proposals when the brand is known to the purchaser. When the cement is not known to the purchasing officer by previous use, a barrel of it should be re- quired as representing the quality of cement to be supplied. A full set of tests should be made Jrom this sample, and subsequent deliveries be required to show quality at least equal to the sam- ple. In this connection it is advisable in districts where well- equipped laboratories have been established, that sample pack- ages of the cements in use in that territory, as sold in the open market,- be obtained and tested as occasion offers to ascertain the characteristic qualities of the brands as commercial articles, the information to be used in subsequent purchases of cements. When purchase samples are waived, acceptance tests should be based upon the known qualities of the brand, as shown by previous tests. The sample barrel should not be broken further than to take therefrom the necessary samples for testing. Afterwards it should be put away in a dry place and kept for further test- ing, should the results obtained be disputed. (2) Acceptance Tests. — The tests. to be made on cements delivered under contract depend not only on the extent, char- acter, and importance of the work itself, but also on the time available between the delivery and the actual use of the ma- terial. (a) On very important and extensive works, equipped with a testing laboratory and adequate storehouses, where cement may be kept at least thirty days before being required for use, full and elaborate tests should be made, keeping in view the fact that careful tests of few samples are more valu- able than hurried tests of many samples. (&) On active works of ordinary character, when time will not permit full tests, and on small works where the ex- penses of a laboratory are not justified, the tests must neces- TESTING OF HYDEAULIC CEMENTS. 52^ sarily be limited to such reasonable precautions against the ac- ceptance and use of unfit material as may be taken in the usually short interval between the receipt and use of the material. Such conditions were in view in formulating the specifica- tion that proposals will be received from manufacturers of such cements""only as have been proved by at least three years' use under similar conditions of exposure. Of the tests named in the specifications those for fineness, activity or hydraulicity, specific gravity, weight of packages, and accelerated tests for indications as to soundness, may be made within two days after the receipt of the material and with a very small outlay for instruments. Cement of established repute, shown by specific gravity and fineness to be properly burnt and ground, or normal for the brand, that will set hard in reasonable time, the cakes, snap- ping with a clean fracture when broken between the fingers,, and standing the tests above named, may be accepted and used with reasonable certainty of success. Nevertheless, packages taken at random from the -deliveries should occasionally be set aside and samples taken therefrom sent to a testing laboratory for the more elaborate tests for tensile strength (and for sound- ness should the boiling tests not be conclusive). The final ac- ceptance and payment for such cement as may not have been actually placed in the work should, by agreement, be made to depend upon such tests. In all cases where cement has been long stored it should be carefully tested before use to ascertain whether it has deterio- rated in strength. Should the simple tests give unsatisfactory or suspicious results, then a full series of tests should be carefully made. When Portland cement is in question the specific gravity and fineness tests should be made to guard against adulteration,, and in all cases test weighings should be made to guard against short weights. . _ In cases where the amount of cement or the importance of the work will not justify the purchase of the simple apparatus required for the specific gravity, fineness, and -boiling tests, the cement can be accepted on tl* informal tests mentioned' herein, which require no apparatus whatever, but in such cases cements well known to the purchaser by previous use should be selected, and purchased directly from the manufacturer or his selling agent in order that responsibility for the cement may be fixed. Certified tests by professional inspectors made as pre- scribed herein on samples taken from the cement to be shipped to the work, in a manner analogous to that customary among 52-i COMPLETE SPECIFICATIONS. engineers in the purchase of structural steel and iron, may be required in such cases. SAMPLING. The entire package from parts of which tests are to be made is to be regarded as the sample tested. It should be marked with a distinctive mark that must also be applied to any part tested. The package should be set aside and protected against deterioration until all results from tests made from it are reached and accepted by both parties to the contract for sup- plies. Cement drawn from several sample packages should not be mixed or mingled, but the individuality of each sample package should be preserved. In testing it should be borne in mind that a few tests from any sample, carefully made, are more valuable than many made with less care. The amount of material to be taken for formal tests is indi- cated herein where weights of the constituents of four briquettes are given, to which should be added the amount necessary for the tests for specific gravity, activity, and soundness. In extended tests the material should be taken from the .sample package from the heads and center of barrel, and from the ends and center of bag, by such an instrument as is used by inspectors of flour. All materials taken from the same sample package may be thoroughly mixed or mingled and the tests be made therefrom as showing the true character of the contents of the sample package. In making formal tests at the work for acceptance of cement sample packages should be taken at random from among sound packages. The number taken must depend upon the im- portance and character of the work, the available time, and the capacity of the permanent laboratory force. For tensile strength the tests with sand are considered the more important and should always be made. Tests neat should be made if time permits. It is not necessary in any case on a large work to tes\ more than ID per cent of the deliveries, even of doubtful cement, and a much less number of samples may be taken should no cause for distrust be revealed by the tests made. In very important work of small extent each package may be tested. A cgnent should be rejected if the samples show dangerous variation in quality or lack of care in manufacture . and resulting lack of uniformity in the product without regard to the proportion of failures among samples tested. In all cases in the use of cements the informal or simple tests of the character named herein should be constantly carried TESTING OF HYDRAULIC CEMENTS. 525 on. These constitute most valuable tests. Whenever any faulty material is indicated by such tests, elaborate tests should be at once instituted and should the fault be confirmed, the cement delivered and not used should be rejected and the use of the brand be discontinued. TESTS FOR WEIGHT. From time to time packages should be weighed in gross and afterwards the weight of neat cement and tare of the pack- ages determined. If short weight of neat cement is indicated, a sufficient number of packages should be weighed and the average net weight per package ascertained with sufficient cer- tainty to afiford a satisfactory basis of settlement. RECORDS. For tests at professional laboratories no general require- ments as to records seem to be necessary. Each ■ laboratory has its own blanks with certificate, and if a copy of the speci- fications be sent with the samples, the record returned should be sufficient. For records of formal tests on the work, or in a district laboratory, blank forms should be used. It is desir- able to have the specification requirements stated on the form. ■ Notations should be adopted to .show for each test that the cement passed or failed or that the test was not made. No inference should be drawn from the lack of any entry other than that the recorder has neglected his duty. SILICA CEMENT OR SAND CEMENT. This is a patented article manufactured by grinding to- gether silica or clean sand with Portland cement, by which pro- cess the original cementing material is made extremely fine and its capacity to cover surfaces of concrete aggregates is much increased. The sand is an adulteration, but on account of the extreme fineness of the product it serves to make mortar or concrete containing a given proportion of pure cement much more dense, the fine material being increased in volume. ^ The increase in cementing capacity due to the fine grinding of the cement constituent offsets, in great degree, the effects of the sand adulteration, so that sand cement made from equal weights of cement, and sand approximates in tensile strength to the neat cement and the material is sold as cement. The extreme fine grinding also improves cement that con- tains expansives, but nevertheless sand cement should not be purchased in the market, but should be made on the work from approved materials, if used for other purposes than for grout- ing, for which it is peculiarly adapted. o2G COMPLETE SPECIFICATIONS. Whether this material should be used in important works for mortar and concrete, the Board considers- a question of cost and expediency. Over against the saving in cement may be placed the royalty on a patented article, the cost of the plant and of manu- facture, the inconvenience of attaching a manufacturing estab- lishment to a work under construction, and other elements bear- ing not only on first cost of cementing material but also involv- ing the element of time. When cement is high priced, means of transportation limited, labor, sand, and concrete materials cheap and abundant, the conditions may justify the use of sand cement on economic grounds. In any case, the cement from which the product is made should be tested precisely as other cements. SLAG CEMENT. This term is applied to cement made by intimately mixing by grinding together granulated blast-furnace slag pf a certain quality and slaked lime, without calcination subsequent to the mixing. This is the only cement of the Puzzolan class to be found in our markets (often branded as Portland), and as true Portland cement is now made having slag for its hydraulic base, the term "slag cement" should be dropped and the generic term Puzzolan be used in advertisements and specifications for such cements. Puzzolan cement made from slag is characterized physi- cally by its light lilac color; the absence of grit attending fine grinding and the extreme subdivision of its slaked lime ele- ment; its low specific gravity (2.6 to 2.8) compared with Port- land (3 to 3.5) ; and by the intense bluish green color in the fresh fracture after long submersion in water, due to the pres- ence of sulphides, which color fades after exposure to dry air. The oxidation of sulphides in dry air is destructive of Puz- zolan cement mortars and concretes so exposed. Puzzolan is usually very finely ground, and when not treated with soda sets more slowly than Portland. It stands storage well, but cements treated with soda tcf quicken setting become again very slow setting from the carbonization of the soda (as well as the limel* clement after long storage. Puzzolan cement properly made contfiins no free or anhy- drous lime, does not warp or swell, but is' liable to fail from cracking and shrinking (at the surface only) in dry air. Mortars and concretes made from Puzzolan approximate in tensile strength- similar mixtures of Portland cement, but their resistance to crushing is less, the ratio of crushing to ten- sile strength being about 6 or 7 to i for Puzzolan and 9 to 11 TESTING OF HYDBAULIO CEMENTS. '621 to I for Portland. On account of its extreme fine grinding Puzzolan often gives nearly as great tensile strength in 3 to i mixtures as neat. Puzzolan permanently assimilates but little water com- pared with Portland, its lime being already hydrated. It should be used in comparatively dry mixtures well rammed, but while requiring little water for chemical reactions, it requires for per- manency in the air constant or continuous moisture. PROPER USES OF PUZZOLAN CEMENT. Puzzolan cement never becomes extremely hard like Port- land, but Puzzolan mortars and concretes are tougher or less brittle than Portland. The cement is well adapted for use in sea water, and gen- erally in all positions where constantly exposed to moisture, such as in foundations of buildings, sewers and drains, and underground works generally, and in the interior of heavy masses of masonry or concrete. It is unfit for use when subjected to mechanical wear, attri- tion, or blows. It should never be used where it may be ex- posed for long periods to dry air, even after it has well set. It will turn white and disintegrate, due to the oxidation of its sulphides at the surface under such exposure. Specifications for Portland, Natural, and Puzzolan cement are appended hereto. Respectfully submitted. W. L. Marshall, Major, Corps of Engineers. Smith S. Leach, Major, Corps of Engineers. Spencer Cosby, Captain, Corps of Engineers. Brig. Gen. G. L. Gillespie, Corps of Engineers, U. S. Army, Washington, D. C. SPECIFICATIONS FOR AMERICAN PORTLAND CEMENT. ( I ) The cement shall be an American Portland, dr^. and free from lumps. By a Portland cement is meant the product obtained from the heating or calcining up to incipient fusion of intimate mixtures, either natural or artificial, of argillaceous with calcareous substances, the calcined product to contain at least 1.7 times as much of lime, by weight, as of the materials which give the lime its hydraulic properties, and to be finely pulverized after said calcination, and thereafter additions or sub- stitutions for the purpose only of regulating certain properties of technical importance to be allowable to not exceeding 2 per cent of the calcined product. 52S COMPLETE SPECIFICATIONS. (2) The cement shall be put up in strong, sound barrels, well lined with paper, so as to be reasonably protected against moisture, or in stout cloth or canvas sacks. Each package shall be plainly labeled with the name of the brand and of the manufacturer. Any package broken or containing damaged cement may be rejected or accepted as a fractional package, at the option of the United States agent in local charge. (3) Bidders will state the brand of cement which they pro- pose to famish. The right is reserved to reject a tender for any brand which has not established itself as a high-grade Port- land cement and has not for three years or more given satisfac- tion in use under climatic or other conditions of exposure of at least equal severity to those of the work proposed. (4) Tenders will be received only from manufacturers or their authorized agents. (The following paragraph will be substituted for para- graphs 3 and 4 above when cement is to be furnished and placed by the contractor: No cement will be allowed to be used except established brands of high-grade Portland cement which have been made by the same mill and in successful use under similar climatic conditions to those of the proposed work for at least three years.) (5) The average weight per barrel shall not be less than 375 pounds net. Four sacks shall contain one barrehof cement- If the weight, as determined by test weighings, is found to be below 375 pounds per barrel, the cement may be rejected, or at the option of the engineer officer in charge, the contractor may be required, to supply, free of cost to the United States, an additional amount of cement equal to the shortage. (6) Tests may be made of the fineness, specific gravity, soundness, time of setting, and tensile strength of the cement. (7) Fintness. — Ninty-two per cent of the cement must pass through a sieve made of No. 40 wire, Stubb's gauge, hav- ing TO,ooo openings per square kich. (8) Specific Gravity. — The specific gravity of the cement, as determined from a sample which has been carefully dried, shall be between 3.10 and 3.25. (9) Soundness.— To test the soundness of the cement, at least two pats of neat cement mixed for five minutes wifcb 20 per cent of water by weight shall be made on glass, each pat about 3 inches in diameter and one-half inch thick at the center, tapering thence to a thin edge. The pats are to be kept under a wet cloth until finally set, when one is to be placed in fresh water for twenty-eight days. The second pat will be placed in water which will be raised to the boiling point for six hours, then allowed to cool. Neither should show distortion or cracks. TESTING OF HYDEAULIO CEMENTS. 629 The boiling test may or may not reject at the option of the engineer officer in charge. (lo) Time of Setting. — The cement shall not acquire its initial set in less than forty-five minutes and must have ac- quired its final set in ten hours. (The following paragraph will be substituted for the above in case a quick-setting cement is desired: The cement shall not acquire its initial set in less than twenty nor more than thirty minutes, and must have acquired its final set in not less than forty-Eve minutes nor in more than two and one-half hours.) The pats made to test the soundness may be used in deter- mining the time of setting. The cement is considered to have acquired its initial set when the pat will bear, without being appreciably indented, a wire one-twelfth inch in diameter loaded to weigh one-fourth pound. The final set has been acquired when the pat will bear, without being appreciably indented, a wire one twenty-fourth inch in diameter loaded to weigh i pound. '' (li) Tensile Strength. — Briquettes made of neat cement, after being kept in air for twenty-four hours under a wet cloth and the balance of the time in water, shall develop tensile strength per square inch as follows: After seven days, 450 pounds; after twenty-eight days, 540 pounds. Briquettes made of i part cement and 3 parts standard sand, by weight, shall develop tensile strength per square inch as follows: After seven days, 140 pounds; after twenty-eight days, 220 pounds. (In case quick-setting cement is desired, the following ten- sile strengths shall be substituted for the above : Neat briquettes: After seven days, 400 pounds; after twenty-eight days, 480 pounds. Briquettes of i part cement to 3 parts standard sand: After seven days, 120 pounds; after twenty-eight days, 180 pounds.) (12) The highest result from each set of briquettes made at any one time is to be considered the governing test. Any cement not showing an increase of strength in the twenty-eight- day tests over the seven-day tests will be rejected. (13) When making briquettes neat cement will be mixer* with 20 per cent of water by weight, and sand and cement -with 12^ per cent of water by weight. After being thoroughly mixed and worked for five minutes, the cement or mortar will be placed in the briquette mold in four equal layers, and each laver rammed and compressed by thirtv blows of a soft brass or 34 530 COMPLETE SPECIFICATIONS. copper rammer three-quarters of an inch in diameter (or seven- tenths of an inch square, with rounded corners), weighing one pound. It is to be allowed to drop on the mixture from a height of about half an inch. When the ramming has been completed, the surplus cement shall be struck off and the final layer smoothed with a trowel held almost horizontal and drawn back with sufficient pressure to make its edge follow the surface of the mold. (14) The above are to be considered the minimum re- quirements. Unless a cement has been recently used on work under this office, bidders will deliver a sample barrel for test before the opening of bids. If this sample shows higher tests than those given above, the average of tests made on subsequent shipments must come up to those found with the sample. (15) A cement may be rejected in case it fails to meet any of the above requirements. An agent of the contractor may be present at the making of the tests, or, in case of the failure of any of them, they may be repeated in his presence. If the contractor so desires, the engineer officer in charge may, if he deem it to the interest of the United States, have any or all of the tests made or repeated at some recognized standard testing laboratory in the manner herein specified. All expenses of such tests to be paid by the contractor. All such tests shall be made on samples furnished by the engineer officer from cement actually delivered to him. SPECIFICATIONS FOR NATURAL CEMENT. (i) The cement shall be a freshly-packed natural or Rosendale, dry, and free from lumps. By Natural cement is meant one made by calcining natural rock at a heat below in- cipient fusion, and grinding the product to powder. (2) The cement shall be put up in strong, sound barrels, well lined with paper so as to be reasonably protected against moisture, or in stout cloth or canvas sacks. Each package shall be plainly labele( with the name of the brand and of the manufacturer. Any package broken or containing damaged cement may be rejected, or accepted as a fractional package, at the option of the United States agent in local charge. (3) Bidders will state the brand of cement whish fhey propose to furnish. The right is reserved to reject a tender for any brand which has not given satisfaction in use under climatic or other conditions of exposure of at least equal sever- ity to those of the work proposed. (4) Tenders will be received only from manufacturers or their authorized agents. TESTING or HYDRAULIC CEMENTS. 531 (The following paragraph will be substituted for para- graphs 3 and 4 above when cement is to be furnished and placed by the contractor: No cement will be allowed to be used except established brands of high-grade natural cement which have been in suc- cessful use under similar climatic conditions to those of the proposed work.) (5) 'The average net weight per barrel shall not be less than 300 pounds. (West of the Allegheny Mountains this may be 265 pounds) . . . sacks of cement shall have the same weight as i barrel. If the average net weight, as deter- mined by test weighings, is found to be below 300 pounds (265 pounds) per barrel, the cement may be rejected, or, at the option of the engineer officer in charge, the contractor may be required to supply free of cost to the United States an addi- tional "amount of cement equal to the shortage. (6) Tests may be made of the fineness, time of setting, and tensile strength of the cement. (7) Fineness.- — At least 80 per cent of the cement must pass through a sieve made of No. 40 wire, Stubb'js gauge, hav- ing 10,000 openings per square inch. (8) Time of Setting. — The cement shall not acquire its initial set in less than twenty minutes and must have acquired its final set in four hours. ' (9) The time of setting is to be determined from a pat of neat cement mixed for five minutes with 30 per cent of water by weight and kept under a wet cloth until finally set. The cement is considered to have acquired its initial set when the pat will bear, without being appreciably indented, a wire one- twelfth inch in diameter loaded to weigh one-fourth pound. The final set has been acquired when the pat will bear, without being appreciably indented, a wire one twenty-fourth inch in diameter loaded to weigh i pound. (10) Tensile Strength. — Briquettes made of neat cement shall develop the following tensile strengths per square inch, after having been kept in air for twenty-four hours under a wet cloth and the balance of the time in water: At the end of seven days, 90 pounds ; at the end of twenty- eight days, 200 pounds. Briquettes made of one part cement and one part standard sands by weight shall develop the following tensile strengths per square inch: After seven days, 60 pounds; after twenty-eight days, T50 pounds. (11) The highest result from each set of briquettes made at any one time is to be considered the governing test. Any 53l! complete SPECIFICATIONS. cement not showing an increase of strength in the twenty-eight day tests over the seven-day tests will be rejected. (12) The neat cement for briquettes shall be mixed with 30 per cent of water by weight, and the sand and cement with I? per cent of water by weight. After being thoroughly mixed and worked for five minutes the cement or mortar is to be placed in the briquette mold in four equal layers, each of which is to be rammed and compressed by thirty blows of a soft brass or copper rammer three-fourths of an inch in diameter (or seven- tenths of an inch square with rounded corners), weighing 1 pound. It is to be allowed to drop on the mixture from a height of about a half an inch. Upon the completion of the ramming the surplus cement shall be struck off and the last layer smoothed with a trowel held nearly horizontal and drawn back with sufficient pressure to make its edge follow the surface of the mold. (13) The above are to be considered the minimum re- quirements. Unless a cement has been recently used on work under this office, bidders will deliver a sample barrel for test before the opening of the bids. Any cement showing by sam- ple, higher tests than those given must maintain the average so shown in subsequent deliveries. (14) A cement may be rejected which fails to meet any of the above requiremenlS. An agent of the contractor may be present at the making of the tests, or, in case of the failure of any of them, they may be repeated in his presence. If the contractor so desires, the engineer officer may, if he deems it to the interest of the United States, have any or all of the tests made or repeated at some recognized standard testing laboratory in the manner above specified. All expenses of such tests shall be paid by the contractor, and all such tests shall be made on samples furnished by the engineer officer from cement acutally delivered to him. SPECIFICATIONS FOR PUZZOLAN CEMENT. (i) The cement shall be a Pozzolan of uniform qualitv, finely and freshly ground, dry, and free from lumps, made by grinding together without subsequent calcination granulated blast-furnace slag with slaked lime. (2) The cement shall be put in strong sound barrels well lined with paper, so as to be reasonably protected against mois- ture, or in stout cloth or canvas sacks. Each package shall be plainly labeled with the name of the brand and of the manu- facturer. Any package broken or containing damaged cement may be rejected, or accepted as a fractional package, at the option of the United States agent in local charge. TESTING OP HYDEAULIC CEMENTS. 533 (3) Bidders will state the brand of cement which they propose to furnish. The right is reserved to reject a tender for any brand which has not given satisfaction in use under climatic or other conditions of exposure of at least equal severity to those of the work proposed, and for any brand from cement works that do not make and test the slag used in the cement. (4) Tenders will be received only from manufacturers or their authorized agents. (The following paragraph will be substituted for para- graphs 3 and 4 above when cement is to be furnished and placed by the contractor: No cement will be allowed to be used except established brands of high-grade Puzzolan cement which have been in suc- cessful use under similar climatic conditions to those of the proposed work and which come from cement works that make the slAg used in the cement.) (5) The average weight per barrel shall not be less than 330 pounds net. Four sacks shall contain i barrel of cement. If the weight as determined by test weighings is found to be below 330 pounds per barrel, the cement may be rejected or, at the option of the engineer officer in charge, the contractor may be required to supply, free of cost to the United States, an additional amount of cement equal to the shortage. (6) Tests may be made of the fineness, specific gravity, soundness, time of setting, and tensile strength of the cement. (7) Fineness. — Ninety-seven per cent of the cement must pass through a sieve made of No. 40 wire, Stubb's gauge, having 10,000 openings per square inch. (8) Specific Gravity. — The specific gravity of the cement as determined from a sample which has been carefully dried, shall be between 2.7 and 2.8. (9) Soundness. — To test the soundness of cement, pats of neat cement mixed for five minutes with 18 per cent of water by weight shall be made on glass, each pat about 3 inches in diameter and one-half inch thick at the center, tapering thence to a thin edge. The pats are to be kept under wet cloths until finally set, when they are to be placed in fresh water. They should not show distortion or cracks at the end of twenty-eight days. (10) Time of Setting. — The cement shall not acquire its initial set in less than forty-five minutes and shall acquire its final set in ten hours. The pats made to test the soundness may be used in determining the time of setting. The cement is considered to have acquired its initial set when the pat will bear, without being appreciably indented, a wire one-twelfth inch in diameter loaded to one-fourth pound weight. The final set has been acquired when the pat will bear, without being 534 COMPLETE SPECIFICATIONS. appreciably indented, a wire one twenty-fourth inch in diameter loaded to i pound weight. (ii) Tensile strength. — Briquettes made of neat cement, after being kept in air under a wet cloth for twenty-four hours and the balance of the time in water, shall develop tensile strengths per square inch as follows: After seven days, 350 pounds; after twenty-eight days, 500 pounds. Briquettes made of one part cement and three parts stand- ard sand by weight shall develop tensile strength per square inch as follows: After seven days, 140 pounds; after twenty-eight days, 220 pounds. (12) The highest result from each set of briquettes made at any one time is to be considered the governing test. Any cement not showing an increase of strength in the twenty-eight- day tests over the seven-day tests will be rejected. (13) When making briquettes neat cement will be mixed with 18 per cent of water by weight, and sand and cement with 10 per cent of water by weight. After being thoroughly mixed and worked for five minutes the cement or mortar will be placed in the briquette mold in four equal layers and each layer rammed and compressed by thirty blows of a soft brass or copper rammer, three-quarters of an inch in diameter or seven- tenths of an inch square, with rounded comers, weighing i pound. It is to be allowed to drop on the mixture from a height of about half an inch. When the ramming has been completed the surplus cement shall be struck off and the final layer smoothed with a trowel held almost horizontal and drawn back with sufficient pressure to make its edge follow the sur- face of the mold. (14) The above are to be considered the minimum re- quirements. .Unless a cement has been recently used on work under this office, bidders will deliver a sample barrel for test before the opening of bids. If this sample shows higher tests than those given above, the average of tests made on subse- quent shipments must come up to those found with the sample. (15) A cement may be rejected in case it fails to meet any of the above requirements. An agent of the contractor may be present at the making of the tests, or, in case of the failure of any of them, they may be repeated in his presence. If the contractor so desires the engineer officer in charge may, if he deems it to the interest of the United States, have any or all of the tests made or repeated at some recognized testing laboratory in the manner herein specified, all expenses of such tests to be paid by the contractor. All such tests shall be made on samples furnished by the engineer officer from cement actually delivered to him. THE ENGINEEE AS AN EXPEET WITNESS. 535 APPENDIX 0. THE ENGINEER AS AN EXPERT WITNESS AND COUNSEL.* DEFINITIONS AND DISTINCTIONS. An Expert Witness is one who is allowed by the court to testify in a case by giving his opinions on hypothetical conai- tions, the basis of which has been established by other witnesses. To qualify as an expert witness one must be able to show such a knowledge of, and familiarity with, the subject, either theoreti- cal or practical or both, as will convince the court that he is competent to give to the court and jury material aid in arriving at a true solution of the problem in hand. An expert witness will not be allowed to testify if, in the opinion of the court, the jury is competent to judge of the evidence and to draw from it correct conclusions. The peculiar function of the expert wit- ness, therefore, is to bring to bear upon the case on trial such scientific or technical knowledge as the average citizen does not possess, and which is necessary to a fair understanding of the significance of the facts which have been established by the tes- timony of other witnesses. The ordinary witness is not al- lowed to express opinions, his testimony being limited to what he claims to know, of his own knowledge. Similarly the expert witness must base his opinion of the proper meaning of the facts established, on his own knowledge of the subject, and not on second-hand information. The expert witness is expected to be without bias in the case, although he is usually called and paid by one of the parties to the suit. He acts as an interpreter of established facts, explaining their meaning to the jury, and the proper inferences to be drawn from them, just as a language interpreter may be introduced in a trial to explain the meaning of the language used by a witness who testifies in a foreign tongue. In fact the laws and the language of science, and a knowledge of the technical trades is as a foreign language to the average citizen. But just as a language interpreter is ex- pected to truly, to the best of his ability, interpret the language of a foreigner to the jury in a trial, so the jury has a right to expect a person to interpret the facts truly who has been intro- duced in a suit at law as an expert witness. And just as a lan- guage interpreter would be employed by the court, and his com- pensation made a part of the costs of the case, so the scientific or technical interpreter should be similarly called and paid. Unfortunately this is not the custom in English speaking coun- *See also, chapters on this subject in the first and third of Wait's works named in preface to 3rd edition. 536 COMPLETE SPECIFICATIONS. tries (as it is in Germany and France), and hence the English "expert" is called and paid by one of the parties. This usually necessitates the calling of other "experts" by the other side, and we see the awkward spectacle of two sets of interpreters ex- plaining the meaning of the same set of facts in different ways. Much of this disagreement is natural and inevitable, by the most honest men, as witness the very common disagreement among the members of the same supreme bench, state or national, all being presumably equally competent, and all hav- ing heard identically the same testimony. Such disagreement is common also in all the affairs of life, between men who would appear to be equally competent to draw true conclusions from the given evidence. In nearly all cases submitted to experts in law courts, there is considerable latitude for the exercise of the judgment, and one's testimony is likely to be largely influenced by one's previous experience in such matters. The mere fact, therefore, that experts introduced oh opposing sides in the trial of cases, should differ in their conclusions, is not necessarily an evidence of bias, or of incompetence, or of dishonesty. In fact they have come to the subject through consultation with the respective attorneys, and these have necessarily seen the prob- lem from opposite points of view. Very naturally, therefore, the experts have been led to see the facts in different relations, and on the stand they may not easily free their minds from these preconceptions, however honestly they are disposed. An Expert Counsel is one who has scientific or technical attainments in the field in question and who is called in to aid the attorneys in the case with his specialized knowledge. Such a person stands towards his principal in the relation of an attor- ney, or advocate, the same as the legal counsel, and is of neces- sity a partisan. He is employed to make the most possible out of his employer's case, and it is as legitimate a position for him to take as it is for the lawyer. In England the greatest Civil Engineers have long acted in this capacity in parliamentarj' legislation, a kind of professional business almost unknown in the United States. A very large field for this sort of practice for engineers is the growing one of patent litigation. Here engineers and other kinds of scientific and practical men become a necessity to patent lawyers, who cannot be fully informed in all the subjects which come before them. • In general, an expert counsel should not be put upon the witness stand in a court trial. He has deliberately accepted the position of a partisan, and he cannot afford to appear at once as an advocate and as a disinterested interpreter of as- sumed facts. If he undertakes the task of an advocate, he should refrain from acting also as an unbiased interpreter. ' THE ENGINEEE AS AN EXPEKT WITNESS. 537 The Combined Expert Counsel and Witness. When the expert acts either as witness or as counsel, his duties are clear. It is when he undertakes to combine the two functions that he gets into trouble, and brings odium upon, his profession. The problem is not free from inherent difficulties. The expert wit- ness must of necessity confer with his attorneys in advance in order to properly prepare himself for his duties, and he must also, in justice to himself and to his attorneys, come to a clear understanding with them as to the conduct of the case. This often necessitates a considerable coaching of the attorneys by the expert witness, in order that they may come to understand the principles involved sufficiently to bring out the significant facts in the examination of the witnesses of fact, -as well as in the examination of the expert witness who is a witness of opin- ion, based on the facts which have been developed. But this counseling with, and coaching of, the attorneys on one side of the case is pretty sure to develop the expert witness into a par- tisan himself, and he goes upon the stand thoroughly biased towards the interest of his principal, which he has been uncon- sciously studying. Probably the only wise solution of this complicated prob- lem, so long as the experts are employed by the principals, is for the expert to first thoroughly satisfy himself, if possible, by a study of both sides of the case, on which side truth and justice lie, and then to accept service on that side, and do all he can to win out. This, however, it is often impossible to do. He would have to determine in advance the very question which the suit is intended to establish. The whole problem is fraught with difficulties, and will continue to be, until the expert wit- nesses are appointed by the court and their compensation mads a part of the costs of the suit. The parties could still engage their expert counsels, and these would take -and consistently hold the attitude of advocates, and would not go on the witness stand. Our whole trouble now arises from the expert being forced, in justice to himself, to become both a counselor and a witness, two positions which are radically opposed to each other. REQUISITE QUALIFICATIONS. The expert witness sets himself up as an instructor of judge and jury upon the particular questions involved. A given case may require the services of many kinds of experts. Any person may be considered an "expert" in those matters with which he has an intimate personal acquaintance, and which are outside the range of the common knowledge of the average intelligent citizen. Thus a lumberman, however limited in his general education, may be an expert concerning the dangers in- 338 COMPLETE SPECIFICATIONS. volved in felling trees, hauling and rafting logs, and the like, this sort of knowledge not being common to the ordinary citizen who lives apart from such industries. Such a person would be allowed to express an opinion in court on a stated hypothetical case involving these matters, while the most highly trained Civil Engineer, without this practical knowledge, would probably not be able to qualify as an expert witness in such a case. He might reason that his theoretical scientific knowledge would enable him to form a reliable opinion in these matters, but probably no court •would admit it. Unless one can feel great assurance that the "opinions" he Ttnll express have substantially the zveight of "facts," he should not offer himself as an expert witness. A feeling that his opin- ions are highly probable merely should not embolden him to offer them, except as mere probabilities. If his opinions have, in his mind, the weight of facts, he should be able to give good reasons therefor, and he should fully prepare himself to do so. He should not rely merely on theoretical considerations if it is possible to obtain demonstrated facts, and these facts should have come within the range of his own experience. RESPONSIBILITIES ASSUMED. An expert witness assumes very grave responsibilities. If he proves unworthy, either through incompetence, or evident bias, or confusion, or self-contradiction, or by being shown by the opposing side to be clearly in the wrong, he not only brings ■chagrin and loss of reputation upon himself, but he fatally in- jures the cause he has tried to help, and he has brought reproach upon his entire profession. It is not a very comfortable busi- ness at best, and unless one feels that he is clearly master of the situation he should not accept service in this capacity. EXPERT WITNESSES IN BAD ODOR. No good lawyer will employ an expert witness if he can avoid it. He more often employs expert counsel. He well knows that courts and juries are always suspicious of the so- called "experts," and are prejudiced against them. For this reason the expert witness should spare no pains to secure the good opinion of both court and jury from the moment he takes the stand. He should assume and maintain a calm, judi- cial disinterested attitude ; he should answer with great delibera- tion and caution ; shotild not allow himself to get excited or con- fused; and he should never resent a provoking attitude and manner of the opposing counsel on the cross-examination. His own counsel should protect him from outrageous treatment but if he does not the witness may calmly appeal to the judge for such protection. The witness should not try to conceal his THE ENGINEER AS AN EXPEET WITNESS. 539 business relations to his principal, but take and hold with dig- nity the position of one who though engaged by one of the par- ties to the suit, is competent to assist the judge and jury to arrive at a just verdict in the case on trial, and he should indi- cate by his manner that this is what he is there for. His an- swers should be addressed to the jury, looking them in the face, and his explanations should be made to them as though he was instructing them and wished them to get a clear conception of his meaning. This always requires the use of common instead of technical words, and he should judge by their countenances, if possible, whether or not they understand him. A competent expert witness becomes in this way part of the judicial force in the case, putting himself with the judge and jury, rather than with either of the parties to the suit. In this way both judge and jury are won over to see the problem from his point of view, and his evidence will have great weight in determining the case. THE OPPOSING EXPERTS. The expert witness must always anticipate meeting with experts on the other side of the case, and he should anticipate all that they are likely to testify to, and shape his testimony so as to meet these arguments. He may not be recalled to answer such opposing statements, although it is very common to put the expert witness on again in rebuttal, after he has heard the testimony of the opposing witnesses. If the experts on each side are both competent and honest they need not fear any ser- ious disagreement. DUTIES OF THE EXPERT WITNESS TO HIS PRINCIPAL. Since the expert witness is engaged by one of the parties, and is presumably well paid for his time, he can afford to fully prepare himself for his task, and this he should do the same as . he would for any other professional service. He will not be allowed to use books or records on the stand, except "to refresh his memory," and to express what he also knows of his own knowledge, though this knowledge (as of mathematics, etc^) may have been originally gained from books. He may, how- ever, take questions under advisement and agree to answer them at the next session. This privilege should be embraced when- ever the witness cannot answer off-hand or by a short compu- tation. Books may be used, also, for authority for the generally accepted truths of science, if the particular author is regarded as standard. They may be used also in support of what the witness claims to know by experience or practice. This, and all such questions, are however, for the court to determine and the particular circumstances would govern. Only memoranda taken by the witness himself, and at or near the time of the >ccurrence, can be introduced as evidence, or used to refresh 5io COMPLETE SPECIFICATIONS. the memory, and then the witness must be ready to swear to the correctness of the record. Statements may not be read from books to the witness by his counsel for his approval or denial, but statements made by the witness on a former trial may be so read to him. The expert witness should reinforce his testimony with maps, charts, models, photographs, and the like if by so doing he can make more clear his views of the case. Photographs are often an invaluable aid in court trials. The camera tells no lies, and it is a cheap and perfect kind of evidence whenever it will serve a purpose. All such aids should have been made by the witness or under his direction, so that he can swear to their correctness. DUTIES OF AN EXPERT TO HIS ATTORNEY. The expert witness should see to it that his attorney obtains in advance a clear comprehension of his view of the case, so that he may bring out by proper questions the essential facts and opinions. This will often require considerable coaching of the attorney by the witness, even when he is trying to act as a purely disinterested party, and in a judicial capacity. DUTIES OF THE EXPERT WITNESS TO HIMSELF. In this business the expert witness owes his highest duty to himself and to his profession. Here is where he is most likely to fall short. He must try to see both sides of the case, and not to overstate the truth as he sees it, which is usually only another name for the highest probability. Neither should he state probabilities as absolute truths. Moderation of state- ment will usually have greater weight with both judge and jury than more absolute and dogmatic statements. What the jury finally arrive at is at best only a high probability, and this is all they are looking for. The witness' duty to himself, there- fore, may be summed up in a thorough preparation for the case and in moderation of statement when on the stand. COMPENSATION. Because of the great responsibilities one assumes in becom- ing an expert witness he should be well paid. If he is com- petent to serve as an expert witness in a scientific way, his time is valuable. All the time required in preparation should be charged up, in addition to the time spent on the trial. It is customary to charge a retaining fee, the size of which would be in proportion to the importance of the interests involved, and a per diem for all time spent on the case, and expenses for attendance at court, and for any diagrams, models, etc., which had been prepared. A definite agreement on these matters should be entered into in advance, and the retaining fee is commonly paid in advance. APPENDIX D* STANDARD SPECIFICATIONS FOR STEEL AND WROUGHT IRON PROPOSED BY THE AMERICAN SECTION OF THE INTERNATIONAL ASSOCIATION FOE TESTING MATERIALS. I. STRUCTURAL STEEL FOR BRIDGES AND SHIPS. PROCESS OF MANnFAOTUEE. 1. Steel shall be made by tbe open-hearth process. CHEMICAL PROPERTIES. 2. Each of the three classes ot structural steel for bridges and ships shall con- form to the following limits in chemical composition : Steel marie by Steel made by the acid process. the basic piocess. Per cent. Pr:- cfiit. Phosphorus shall not exceed 0.08 ' 0.06 Sulphur shall not exceed 0.06 06 PHYSICAL PROPERTIES. 3. Classes. — There shall be three classes of structural steel for bridjres and ships, namely: rivet-steel, soft steel, and medium steel, wliieh shall conform to the following physical qualities : 4. Tensile Tests.— Rivet-steel. Soft Steel. Medium Steel. Tensile strength, pounds per square inch 50,000 to 60,000 52,000 to 62,000 60,000 to 70,000 Yield-point, in pounds per square inch, shall not be less than .-•■•.■•■ 1/3 T. S. 1/2 T. S. 1/2 T. S. Elongation per cent in eiglit inches shall not be less than 26 25 22 5. Modifications in Elongation for Thin aad Thick Material — For material less than five-sixteenths inch (5/16"), nnd more than three-fourths inch (3/4") in thickness, the following modifications shall be made in the requirements for elon- gation : (a) For each increase of one-eighth inch (1/8") in thickness above three-fourths inch (3/4"), a deduction of one per cent {1%) shall be made from the specified elon- gation. ^ (6) For each decrease of one-sixteenth inch (1/16") in thickness below five-six-- teenths inch (5/16"), a deduction of two and one-half per cent (2^^) shall be made from the specified elongation. (c) For pins made from any of the three classes of steel, the required elongation' shall be five per cent (5^) less than that specified in paragraph No. 4, as determiuetj on a test specimen, the centre of whicli shall be one (1") from the surface. 6. Tensile Tests of Eyebars. — Eyebars shall be of medium steel. Full-sized' tests shall show 12J per cent elongation in fifteen feet of the body of the evebar, and tiie tensile .st^'ngth shall not be less than 55,000 pounds per square inch. Eye- •This appendix reprinted from the author's MateriaU o/ Consiruciiiin. 542 APPENDIX. bars shall be required to break in the body, but should an eyebar break in (he hcjid, and show twelve and one-half per cent (12^!?) elongation in fifteen feet and the tensile strength specified, it shall not be cause for rejection, provided that not more than one-third (1/3) of tiie total number of eyebars tested breiik in the head. 7. Beuding Tests. — The three classes of structural steel for bridges and ships shall conform to the following bending tests ; and for this purpose the test specimen shall be one and one-half inches wide, if possible, and for all material three-fourths inch (3/4") or less in thickness the test specimen shall be of the sariie thickness as that of the finished material from which it is cut, but for material more than three- fourths inch (3/4") thick the bending-test specimen may be oue-half inch (1/2") thick. Eivet-rounds shall be tested of full size as rolled. (d) Kivet-steel shall bend cold 180° flat on itself without fracture on the outside of the bent portion. (e) Soft steel shall bend cold 180° flat on itself without fracture on the outside of the bent portion. (/) Medium steel shall bend cold 180° around a diameter equal to the thickness of the specimen tested, without fracture on the outside of the bent portion. TEST PIECES AND METHODS OF TESTING. 8. Test Specimen for Tensile Test. — The standard test specimen of eight-inch (8") gauged length, shall be used to determine the physical properties specified in 76.80 mm ABOUT 12.70 mm PARALLEL SECTION NOT LESS THAN -228;60-mm- 8.10 mm ~-;^ H— I- E •25.40 mm 25. 4Q'mm tx» 76.20 tn-m -18- -^7r20-mm- FiG. C38. ABOUT -Standakd Fokm of Tension-test Specimen. P^ rad. paragraphs No. 4 and 5. The standard shape of the test specimen for sheared plates shall be as shown in Fig. 638. LONG FORM OF STANDAKD TENSION-TEST SPECIMEN. For Other material the test speoimen may be the same as for sheared plates, or it may be p'aned or turned parallel throughout its entire length, and, in all cases where possible, two opposite sides of the test specimens shall be the rolled surfaces. RLvet-rounds and small rolled bars shall be tested of full size as rolled. 9. Number of Tensile Tests.— One tensile-test specimen shall be taken from the finished material of each melt ; but in case this develops flaws, or breaks outside of the middle third of its gauged length, it may be discarded and another test speci- men substituted therefor. 10. Test Specimens for Bending.— One test specimen for bending shall be taken from the finished material of each melt as it comes from the roils, anji for material three-fourths inch (3/4") and less in thickness this specimen shall hare the natural rolled surface on two opposite sides. The bending-test specimen shall be one and one-half inches m") wide, if possible, and for material more than three-fourths inch (3/4") thick the bending-test specimen may be one-h.ilf inch (1/S") thick. The sheared edges of bending-test specimens may be milled or planed. (g) The bending test may be made by pressure or by blows. '■\. Annealed Test Specimens.— Material which is to be used without annealing SPECIFICATIONS FOR STEEL AND WROUGHT IRON. 543 or further treatment shall be tested for tensile strength in the condition in which it comes from the rolls. Where it is impracticable to secure a test specimen from material which has been annealed or otherwise treated, a full-sized section of tensile- test specimen length shall bo similarly treated before cutting the tensile-test speci- men therefrom. 12. Yield-point. — For the purpose of this specification, the yield-point shall bo determined by the careful observation of the drop of the beam or halt in the gauge of the testing machine. 13. Sample for Chemical Analysis. — In order to determine if the material con- forms to the chemical limitations prescribed in paragraph No. 3 herein, analysis shall be made of drillings taken from a small test ingot. VARIATION IN WEIGHT. 14. The variation in cross-section or weight of more than 2j per cent from that specified will be sufficient cause for rejection, except in the case of sheared plates, which will be covered by the following permissible variations: (7i) Plates 12J pounds per square foot or heavier, up to 100 inches wide, when ordered to weight, shall not average more than 2J per cent variation above or 2j- per cent below the theoretical weight. When 100 inches wide and over, 5 per cent above or 5 per cent below the theoretical weight. (») Plates under 12^ pounds per square foot, when ordered to weight, shall not average a greater variation than the following:. Up to 75 inches wide, 2j per cent above or 2j per cent below the theoretical weight. 75 inches wide up to 100 inches wide, 5 per cent above or 3 per cent below the theoretical weight. When 100 inches wide and over, 10 per cent above or 3 per cent below the theoretical weight. ********** (J) For all plates ordered to gauge there will be permitted an average excess of weight over that corresponding to the dimensions on the order equal in amount to that specified in the following table: TABLE OP ALLOW ANOKS FOR OVERWEIGHT FOR RECTANGULAR PLATES WHEN ORDEKED TO GADGE. Plates will be considered up to gauge if measuring not over 1/100 inch less than the ordered gauge. The weight of 1 cubic inch of rolled steel is assumed to he 0.2833 pound. Plates 1/Jf inch and over in thickness. Width of Plate. Thickness of Plate . Up to 75 inches. 75 to 100 inches. Over 100 inches. Inch. Per cent. Per cent. Per cent:. 1/4 10 14 18 5/16 8 12 16 3/8 7 10 13 7/16 6 8 10 1/2 5 7 9 9/16 4f ^' l^ 5/8 4 6 8 Over 5/8 3| 5 6i Plates under 1/4 inch in thickness. Width of Plate. Thickness of Plate. Up to 50 inches. 50 inches and above. Inch. Percent. Percent. 1/8 up to 5/32 10 15 5/33 " 3/16 8^ 12i 3/16 " 1/4 7 10 FINISH. IS. Finished material must be free from injurious seams, flaws or cracks, and have a workmanlike finish. 544 APPENDIX. BRANDING. 16. Every finished piece of steel shall be stamped with the melt number, and steel for pins shall have the melt number stamped on the ends. Bivets and lacing- steel, and small pieces for pin-plates and stiffeners, may be shipped in bundles, securely wired together, with the melt number on a metal tag attached. INSPECTION. 17. The inspector representing the purchaser shall have all reasonable facilities afforded to him by the manufacturer to satisfy him that the finished material is furnished in accordance with these specifications. All tests and inspections shall be made at the place of manufacture, prior to shipment. n. STRUCTURAL STEEL FOR BUILDINGS. PROCESS OF MANUFACTURE. 1. Steel may be made by either the open-hearth or Bessemer process. CHEMICAL PEOPERTIES. 2. Each of the two classes of structural steel for buildings shall not contain more than 0.1 per cent of phosphorus. PHYSICAL PROPERTIES. 3. Classes. — There shall be two classes of structural steel for buildings, namely, RIVET-STEEL and MEDIUM STEEL, wliich Shall Conform to the following physic^ quailities: 4. Tensile Tests.— Rivet-steel. Medium Steel. Tensile strength, pounds per square inch 50,000 to 60,000 60,000 to 70,000 Yield-point, in pounds per square Inch, shall not be loss than 1/2 T. S. 1/2 T. S. Elongation, per cent, in eight inches shall not be less than 26 22 5. Modifications in Elongation for Thin and Thick Material. — For material less than five-sixteenths inch (5/16") and more than three-fourths inch (3/4") in thick- ness the following modifications shall be made in the requirements for elongation : (a) For each increase of one-eighth inch (1/8") in thickness above three-fourths inch (3/4") a deduction of one per cent (1%) shall be made from the specified elongation. (6) For each decrease of one-sixteenth inch (1/16") in thickness below five- sixteenths inch (5/1(3") a deduction of two and one-half per cent (2|^ shall be made from the specified elongation. (c) For pins the required elongation shall be five per cent (5^) less than that specified in paragraph No. 4, as determined on a test specimen the centre of which shall be one inch (1") from the surface. 6. Bending Tests.— The two classes of structural steel for buildings shall conform to the following bending tests; and for this purpose the test specimen shall be one and one-half inches (li") wide, if possible, and for all material three-fourths inch (3/4") or le.ss in thickness the test specimen shall be of the same thickness as that of the finished material from which it is cut, but for material more than Uiree- fourths inch (3/4') thick tho bending test specimen may be one-half inch (1/2") thick: Kivet-rounds shall be tested of full size as rolled. (d) Eivet-sleol shall bend cold 180° flat on itself without fracture on the outside of the bent portion. (e) Medium steel shall bend cold 180° around a diameter equal to the thickness of the specimen tested, without fracture on tho outside of the bent portion. TEST PIECES AND METHODS OF TESTING. ,, 7. Test Specimen for Tensile Test— The standard (est specimen of eight-inoh (8') gauged length shall be used to determine the physical properties specified in SPECIFICATIONS FOR STEEL AND WROUGHT IRON. 545. paragraphs Nos. 4 and 5. The stand;u-d sliape of the sheared plates shall be as shown in Fig. 638. Fot other material the test specimen may be (he same as for sheared plates, or it maybe planed or turned parallel throughout its entire length, and in all cases where possible two opposite sides of tlie test specimen shall be the rolled surfaces. Rivet- rounds and small rolled bars shall Vje tested of full size as rolled. 8. Number of Tensile Tests. — One tensile-test specimen shall be taken from the finished material of each melt or blow, but in case this develops flaws, or breaks outside of the middle third of its gauged length, it may be discarded and another test specimen substituted therefor. 9. Test Specimen for Bending.— One test specimen for bcndingshall be taken from the finished material of each melt or blow as it comes from the rolls and for material three-fourths inch (3/4"; and less in thickness tliis specimen shall have the natural rolled surface on two opposite sides. The bendiiiar-test specimen shall be one and one-half inches (IV) wide, if possible, and for material more than three-fourths inch (3/4") thick the bending-test specimen may be one-half inch (l/!i") thick. The sheared edges of bending-test specimens may be milled or planed. Eivet-rounds shall be tested of full size as rolled. (/') The bending test may be made by pressure or by blows. 10. Annealed-test Specimens. — Material which is to be used without annealing or further treatment shall be tested for tensile strength in the condition in which it comes from the rolls. Where it is impracticable to secure a test specimen from material which has been annealed or otherwise treated, a full-sized section of tensile- test specimen length shall be similarly treated before cutting the tensile-test specimen therefrom. 11. Yield-point. — Por the purposes of this specification the yield-point shall be determined by the careful observation of the drop of the beam or halt in the gauge of the testing machine. 13. Sample for Chemical Analysis. — In order to determine if the material conforms to the chemical limitations prescribed in paragraph No. 2 herein, analysis shall be made of drillings taken from a small test ingot. VARIATION IN WEIGHT. 18. The variation in cross-section or weight of more than 2J per cent from that specified will be suflBcient cause for rejection, except in the case of sheared plates, which will be covered by the following permissible variations : (g) Plates ISJ pounds per square foot or heavier, up to 100 inches wide, vhen ordered to weight, shall not average more than 3J per cent variation above or 2J per cent below the theoretical weight. When 100 inches wide and over, S per cent above or 5 per cent below the theoretical ■weight. (h) Plates under 13J pounds per square foot, when ordered to weight, shall not average a greater variation than the following: Up to 75 inches wide, 3J per cent above or 3J per cent below the theoretical ■weight. 75 inches wide up to 100 inches wide, 5 per cent above or 3 per cent below the theoretical weight. When 100 inches wide and over, 10 per cent above or 3 per cent below the theoretical weight. *****-( **** (j) For all plates ordered to gauge, there will be permitted an average excess of weight over that corresponding to the dimensions on the order equal in amount to that specified in the table on p. 549. FINISH. 14. Finished material must be free from injurious seams, flaws or cracks, and have a workmanlike finish. BRANDING. 15. Every finished piece of steel shall be stamped with the melt or blow number, except that small pieces may be shipped in bundles securely livired together with the melt or bJovy number on a metal tag attached. 35 546 APPENDIX. TABLE OP ALLOWANCES FOR OVEIlWEIGnT FOK nECTAKGULAH PLATES WHEN ORDERED TO GAUGK. Plates will be considered up to gauge if measuring not over 1/100 inch less than tlie ordered gauge. The weight of 1 cubic inch of rolled steel is assumed to be 0.2833 pound. Plates l/Ii. inch and over in tliickness. Width of Plate. 'hicknes'i of Plate. Up to 76 inches. 76 to 100 inches. Over ■100 inches. Incli. Per cent. Per cent. Per cent. 1/4 10 14 18 5/16 8 13 16 3/8 7 10 13 7/16 6 8 10 1/2 5 7 9 9/16 i\ 61 ^ 5/8 4 6 8 over 5/8 ^ 5 6i Plates under 1/4 I inch in thickness. Width of Plate. Thickness of Plate. Up to! :0 inches. 50 inches and above. Inch. Per cent Per cent. 1/8 up to 5/32 10 15 5/33 " 3/16 8i ]2i 3/16 " 1/4 7 10 INSPECTION. 18. Tho inspector representing the purchaser shall have all reasonable facilitier aflforded to him by the manufacturer to satisfy him that tlie finished material if. furnished in accordance with these specifications. All tests and inspections shall be made at the place of manufacture, prior to shipment. in. OPEN-HEARTH BOILER-PLATE AND RTVET-STEBL. PROCESS OF MANUFACTURE. 1. Steel shall be made by the open-heartli process. CHEMICAL PROPERTIES. 2. There shall bo three classes of open-hearth boiler-plate and rivet-steel -. namely : flange- or boiler-steel, fibe-box steel, and extra-soft steel, which shall conform to tho following limits in chemical composition : Flange- or Fire-hox Extra-soft Boiler-steel. Si eel. Steel. Per cent. Per cent. Per cent. ( Acid, 0.06 j Basic, 0.04 Acid, 04 0.04 Basic, 03 0.05 04 0.04 0.80 to 0.60 O.SO to O.oO 0.30 to 0.50 Phosphorus shall not exceed. . Stilplmr shall not exceed .... Manganese 0.30 to 0.60 3. Boiler-rivet Steel.— Steel for boiler riveto shall be of the extra-soft class, p,s specified iu paragraphs Nos. 2 and 4. physical properties. » 4. Tensilo Testa. — The three classps of open-hearth boiler-plate and rivet-steel, namely, flange- or boiler-steel, fire-box steel, and extra-soft steel, shall con- form to the physical qualities : Fl.inRe- or ■ Fire-box Extrajsott Boiler-steel. Steel, Steel. Tensile strength, pounds per square inch 55,000 to 6"i,000 53,000 to 63,000 45,000 to 55,000 Yield-point, in pnimds per square inch, shall not bo less than 1/3 T. S. 1/3 T. S. 1/3 T. S. Elongation, per cent in eight inches, shall not be less than 2t "" SPECIFICATIONS FOR STEEL AND WROUGHT IRON. 54,^ 5. Modifications in Elongation for Thin and Thick Material.— For material less than flve-sixteeiuhs inch (5/16") and more than three-fourths inch (3/4") the fol^ lowing modifications shall be made in the requirements for elongation : (a) For each increase of one-eighth inch (1/8"), in thicliness above three-fourths inch (3/4"), a deduction of one per cent (W) shall be made from the specified elon- gation. (6) For each decrease of one-sixteenth inch (1/16"), in thickness below flve- sixteenths inch (5/16"), a deduction of two and one-half per cent (3^^) shall be made from the specified elongation. 6. Bending Tests.^^Tlie three classes of open-hearth boiler-plate and rivet-steel shall conform to the following tests, and for this purpose the test specimen shall be one and one-half inches (1J-") wide, if possible, and for all material three- lourths inch (3/4") or loss in thickness the test specimen shall be of the same thick- ness as that of the finished materiid from which it is cut ; but for material morei than three-fourths inch (3/4") thick, the bending-test specimen may be one-half Inch (1/3') thick. Kivet-rounds shall be tested of full size as rolled. (6) Test specimens cut from the rolled material, as specified above, shall be sub- jected to a cold-bending test, and also to a quenclied-bending test. The cold-bend- ing test shall bo made on the material in the condition in which it is to be used, an(l prior to the quenched-bending test the specimen shall be heated to a light cherry- red, as seen in tlio dark and quenched in water, the temperature of which is between 80° and 90° Fahrenheit. (d) Flange- or boiler-steel, fire-box steel and rivet-steel, both before and after quenching, shall bend cold one hundred and eighty degrees (180°) flaton itself with- out fracture on the outside of the bent portion. 7. Homogeneity Tests.— For fire-box steel a sample taken from a broken tensile-, test specimen shall not show any single seam or cavity-more than one-fourth inch (1/4 ') long in either of three fractures obtained on the test for homogeneity, as described below in paragraph 13. TESTS PIECES AND METHODS OF TESTING. 8. Test Specimen for Tensile Test. — The standard test specimen of eight-inch (8"), gauged length, shall be used to determine the physicnl properties specified in paragraphs Nos. 4 and 5. The standard shape of the test specimen for sheared plates shall be as shown in Fig. 638. For other material the test specimen may bo the same as for sheared plates, or it may bo planed or turned parallel throughout its entire length, and in all cases where possible two opposite sides of the test specimens shall be the rolled surfaces. Eivet-rounds and small rolled bars shall be tested of full size as rolled. 9. Number of Tensile Tests. — One tensile-test specimen sliall be furnished from each plate as it is rolled, and two lensile-test specimens will be furnished from each melt of rivet-rounds. In case any one of those develops flaws or breaks outside of the middle third of its gauged length, it may be discarded and another test spedi- men substituted therefor. 10. Test Specimens for Bending. — For material three-fourths inch (8/4') or less ia thickness, the bending-test specimen shall have the natural rolled surface On two opposite sides. Tlie bending-test specimens cut from plates shall be one and one- half inches (IJ") wide, and for materiid more than three-fourths inch thick the bend- ing-test specimens m.iy be one-half inch (1/2") thick. The sheared edges of bending- test specimens may be milled or planed. The bending-test specimens for rivet- rounds shall be of full size as rolled. The bending test may be made by pressure or by blows. 11. Number of Bending Tests. — One cold-benditig specimen and one qnenched- bending specimen will be furnished from each plate as it is rolled. Two cold-bend- ing specimens and two quenched-bending specimens will be furnished from each melt of rivet-rounds. Tlie homogeneity test for fire-box steel shall be made on one of the broken tensile specimens. 13. Homogeneity Tests for Fire-box Steel. — The homogeneity test for fire- box steel is made as follows : A portion of the broken tensile-test specimen is either 548 APPENDIX. nicked with a cliisel or grooved on a machine, tra:nsverseiy about a sixteenth of ati inch (1/16") deep in three places about two inclies (2") apart. The first groove should be made on one side, two inches (2") from the square end of the speci' men ; the second, two inches (2") from it on the opposite side ; and the third, two inches (2") from the last and on the opposite side from it. The test specimen is then put in a vise, with the first groove about a quarter of an inch (1/4") above the jaws, care being taken to hold it firmly. The projecting end of the test specimen is then broken off by means of a hammer, a number of light blows being used, and the bending being away from the groove. The specimen is broken at the other two grooves in the same way. The object of this treatment is to open and render visible to the eye any seams due to failure to weld up, or to foreign interposed mat- ter, or cavities due to gas bubbles in the ingot. After rupture one side of each fracture is examined, a pocket lens being used if necessary, and the length of the seams and cavities is determined. 13. Yield-point. — For the purpose of this specification the yield point shall be determined by the careful observation of the drop of the beam or halt in the gauge of the testing machine. ■ 14. Sample for Chemical Analysis. — In order to determine if the material con- forms to the chemical limitations prescribed in paragraph No. 2 herein, analysis shall be made of drillings taken from a small test ingot. An additional check analy- sis may be made from a tensile specimen of each melt used on iin order other than in locomotive fire-box steel. In the case of locomotive fire-box steel a check analy- sis may be made from the tensile specimen from each plate as rolled. VARIATION IN WEIGHT. l.l. The variation in cross-section or weight of more than 2J per cent from that specified will be of sufBcient cause for rejection, except in the case of sheared plates, which will be covered by the following permissible variations : (e) Plates, 12^ pounds per square foot or heavier, up to 100 inches wide, when ordered to weight, shall not average more than 2^ per cent variation above or 2J per cent below the theoretical weight. When 100 inches wide and over, 5 per cent above or 5 per cent below or the tl-.eoretical weight. (/) Plates under 12J pounds per square foot, when ordered to weight, shall not average a greater variation than the following : Up to 75 inches wide, 2^ per cent above or 2^ per cent below the theoretical weight ; 75 inches wide up to 100 inches wide, 5 per cent above or 3 per cent below the theoretical weight. When 100 inches wide and over, 10 per cent above or 3 per cent below the theoretical weight. * + + *****¥=^* (g) For all plates ordered to gauge there will be permitted an avcr.ige excess of weiglit over that corresponding to the dimensions on the order equal in amount to that specified in the following table : TABLE OF ALLOWANCES FOK OVEKWEIGnT FOR EECT.VKGULAH PLATES WHIIN ORDERED TO GAUGE. , Plates will be considered up to gauge if measuring not over 1/100 inch less than the Ordered gauge. The weight of 1 cubic iuch of rolled steel is assumed to be 0.2888 pouud. Plates 1/4 inch and over in tJiichiess. Width of Plate. Tliickness of Plate. Up to 75 inches. 75 to 100 inches. Over 1(X1 inches. Inch. Per cent. Per cent. Per cent. 1/4 10 14 18 5/16 8 12 16 3/8 7 10 13 7/16 6 -' 8 -10 1/2 5 7 9 9/16 4i 64 8i 5/8 4 6 8 Over 5/8 n S ei SPECIFICATIONS FOR STEEL AND WROUGHT IRON. 54.9 Plates under J/Jf inch in thickness. Width of Plate. 'hickn( ;ss of Plate. Incli. Up to 50 inches. Pel- cent. 50 inches and above, Percent. 1/8 u 5/3-3 3/10 p ti) 5/33 " 3/16 " 1/4 10 7 15 12J 10 16. All finished material shall be free from injurious surface defects and lamina- tions, and must have a -\vorkmanlike finish. BRANDING. 17. Every finished piece of steel shall be stamped -with the melt number, and each plate, and the coupon or test specimen cnt from it, shall be stamped with a separate identifying mark or immber. Rivet-steel may be shipped in bundles, securely wired together, with the melt number on a metal tag attached. INSPECTION. 18. The inspector representing the purchaser shall have all reasonable facilities afforded to him by the manufacturer to satisfy him that the finished material is fur- nished in accordance with the specifications. All tests and inspections shall be made at the place of manufacture, prior to shipment. '' IV. STEEL RAILS. PROCESS OF MANUFACTURE. 1. (a) Steel may be made by tlie Bessemer or open-hearth process. (6) The entire process of manufacture and testing sliall be in accordance with the best standard current practice, and special care shall be taken to conform to the following instructions. (c) Ingots shall be kept in a vertical position in pit-heating furnaces. \d)_ No bled Ingots shall be used. (e) Sufficient material shall be discarded from the top of the ingots to insure sound rails. CHEMICAL PROPERTIES. 3. Bails of the various weights per yard specified below shall conform to the following limits in chemical composition : 5(Ho 59 -f 60 to 60 + 70 to 79 -f- 80" to 89 + 90 to 100 pounds. pounds. pounds. pounds. pounds. Per cent. Per cent. Per cent. Per cent. Per cent. Carbon 0.35-0.45 0.38-0.48 0.40-0.50 0.43-0.53 0.45-0.55 Phosphorus shall Dot exceed 0.10 0.10 0.10 0.10 0.10 Silicon shall not exceed 0.20 0.30 0.20 0.30 0.20 Manganese 0.70-1.00 O.TO-1.00 0.75-1.05 0.80-1.10 0.80-1.10 PHYSICAL PROPERTIES. 3. Drop Test. One drop test shall be made on a piece of rail not more than six feet long, selected from every fifth blow of steel. The rail shall be placed head upwards on the supports, and the various sections shall be subjected to the following impact tests: -Weight of Rail. Height of Drop. Pounds per yard. Feet. 45 to and including 55 15 Morethan55 " 65 16 65 " 75.. 17 " 75 " 85 18 85 " 100 19 550 APPENDIX. If any rail break Tvhen subjected to the drop test, two additional tests will be made of other rails from the same blow of steel; and if either of these latter tests fail, all the rails of the blow which they represent will be rejected; but if both of these additional test pieces meet the requirements, all the rails of the blow which they represent will be accepted. If the rails from the tested blow shall be rejected for failure to meet the requirements of the drop test as above specified, two other rails will be subjected to the same tests, one from the blow next preceding, and one from the blow next succeeding the rejected blow. la case the first test taken from the preceding or succeeding blow shall fail, two additional tests shall be taken from the same blow of steel, the acceptance or rejection of which shall also be determined as specified above, and if the rails of the preceding or succeeding blow shall be rejected, similar tests may bo taken from the previous or following blows, as the case may be, until the entire group of five blows is tested, if necessary. The acceptance or rejection of all the rails from any blow will depend upon the result of the tests thereof. TEST PIECES AND METHODS OF TESTING. 4. Drop-testing Hachine. — The drop-test machine shall have a tnp of two thousand (20000) pounds weight, the striking face of which shall have a radius of not more than five inches (5'), and the test rad shall bo placed head upwards on solid supports three fest (3') apart. The anvil-block shall weigh at least twenty thousiind (20,000) pounds, and the supports shall be a part of, or firmly secured to, the anvil. The report of the drop test shall state the atmospheric temperature at the time the tests were made. 5. Sample for Chemical Analysis.^Tho manufacturer shall furnish the inspector, daily, with carbon determinations of each blow, and a complete chemical analysis every twenty-four hours representing the average of the other elements contained in the steel. These analyses shall bo made on drillings taken from a small test ingot. FINISH. 6. Section. — Unless otherwise specifieil, the section of rail shall be the American Standard, recommended liy the Anieiican Society of Civil Engineers, and shall con- form, as accurately as possible, to the templet furnished by the railroad company, consistent with paragraph No. 7, relative to specified weight. A variation m height of one sixty-fourth of an inch ( 1/64") less and one thirty-second of an inch fl/32'') greater than the specified height will be permitted. Aperfect fit of the splice-bars, however, shall be maintaiined at all times. 7. "Weight. — The weight of the rails shall be maintained as nearly as possible, after complying with paragraph No. 6, to that specified in contract. A variation of one-half of one per cent (1/2^) for an entire order will bo allowed. Bails shall be accepted and paid for according to actual weights. 8. Length.— The standard length of rail.s shall bo thirty feet (30'). Ten per cent (lOiO of the entire order will be accepted in shorter lengths, varying by even feet down to twenty-four feet (24'). A variation of one-fourth of an inch (1/4') in length from that specified will be allowed. 9. Drilling.— Circular holes for splice-bars shall be drilled in accordance with the specifications of the purchaser. The h(jlcs shall accurately conform to the drawing and dimensions furnished in every respect, and nlunt be free from Imrrs. 10. Finish.— Rails shall be straightened while cold, smooth on head, saweroposals, blank forms of. .. 66 example of 72, 360 Proposal bond 74 Protection of finisbed work 94, 286 of property and lives 95, 292, 382 against claims for use of patents 96, 291 Protective work, specifica- tions for 133 Public traffic, provision for 103 Pumping engines (St. Louis), contract and specifications for . . 266 Piunps, waterworks, to be operated by water power, specifications for 247 Pumps and condensers 411 Pump well, specifications for 249 Railway road-bed, specifica- tions for 345 Recovery for imperfect per- formance 51 Rejection of bids 61 Remedies for breach of con- tract 48 damages for nonper- formance 49 liquidated damages and penalties 50 recovery for imperfect or incompleted work 51 Remedy of party defrauded 21 Repairs, reserving percent- age of cost for 84 specifications for 289 Riprap 377 Rules, for grading lumber by Southern Lumber ' Manufacturers' As- sociation 204 for classifying lumber. . 205 for grading finishing lumber 207 PiOK Rules — con. for grading rough lum- ber 209 Sand for filters, specificar tions for 494 Sewer pipe, si>ecifications for 183 Sewers, brick and tile, speci- fications for 178 Sewers, tile, specifications for laying 186 Sidewalks, granitoid, specifi- cations for 174 Specifications, essential features of 115 accompanying complete detail plans 119 accompanying general plan only 120 unaccompanied by plans, or general 121 Specifications, engineering defined 76 classes of 76 general and specific clauses 77 Specifications, general clauses in 78 time of commencement, rate of progress, and time of completion / of the work 80 as to the character of the workmen to be employed 80 suitable appliances to b© used 81 monthly estimates of work done and pay- ments to be made . . 82 provision for inquiring into the correctness of the monthly esti- mates 83 reserving a certain per- centage as a repair fund for a stated period after comple- tion 84 conditions of the final,, estimate 84 engineer's measure- ments and classifica- tions final and con- clusive 85 determination of dam- ages sustained by failure to complete INDEX. 561 Speciflcetlons — con. the work within the time agreed upon or as extended 87 the discharge of unpaid claims of workmen and materialmen . . 92 no claims for damages on account of sus- pension of work. ... 93 no claims for damages on account of delay 94 no claims on account of unforseen d i flB c u 1- Ues 94 protection of finished work 94 protection of property and lives 95 protection against claims for the use of patents 96 assignment of contract. 97 contractor not released by subcontracts ... 97 ibandonment of contract 98 cancellation of contract for default of con- tractor 99 workmen's quarters and other temporary buildings 100 cleaning up after com- pletion 101 removal of condemned material 101 relations to other con- tractors .- 102 provision for drainage . . 102 provision for public traffic 103 contractor to keep fore- man or head work- man, and also copy of plans and specifi- cations on the ground 103 cost of examination of completed work . . . 103 faults to be corrected at any time before final acceptance . . . 104 surveys, measurements, and estimates of quantities not guar- anteed to be correct 105 the contract subject to PAGE Specifications — con. interpretation and change by the engi- neer 106 settlement of disputes.. 108 extra work 108 definition of "Engineer" and "Contractor" ..lit, 267, 356 documents composing the contract Ill meaning understood . . . 112 Specifications, technical clauses in earth- work, excavation and grading 122 grading 123 excavations under water 126 for measuring quantities excavated under wa- ter by weight and displacement 128 earthen dam 130 coffer dams 132, 328 protective work 133 cement mortar 136 cement concrete. . . . 138, 328 stone 143 stone masonry ....;.... 145 stone masonry for large stone dam 151 bridge masonry 157 paving brick tests 161 brick pavement 163 asphaltum pavement . . . 166 asphalt pavement 171 granite pavement 173 granitoid sidewalk 174 brick and til© sewers . . 178 sewer pipe 183 laying sewer pipe 186 manufacture and deliv- ery of cast iron wa- ter pipe 190 laying water pipe 198 stop valves 200 rules of the Southern Lumber Manufact- urers' Association . . 204 general rules for classi- fying lumber 205 rules for grading finish- ing lumber 207 rules for grading com- mon boards and rough lumber 209 standard dimensions of 562 INDEX. PAGS Specifications — con. the Southern Lum- ber Manufacturers' Association 211 "thoroughly seasoned" lumber 218 cast iron 219 cast Iron water-pipe 221 riveted steel water-pipe 225 wooden stave-pipe 232 wrought iron chains . . . 234 material and workman- ship of a steel stand-pipe 235 pile and trestle bridging 238 steam plant for a small . electric light station 240 leather driving belts . . . 245 pumps to be operated by water power 247 pump well 249 turbine water wheels . . 252 electric lighting station in small city 254 electrical distribution circuits for light and power 259 Specifications, complete con- tract and bond com- bined in one docu- ment 265 large pumping engines (St. Louis) 266 water tubular boilers and settings 296 engine house 304 railroad concrete work. . 328 railway road-bed 345 levees to confine fiood waters" 356 dam No. 5, Boston water works, 1893 358 steel construction of As- ter hotel, 1895 391 electric railway con- struction 404 engines 404 boilers 409 condensers and pump . . 411 economizers 413 electric generators 414 electric motors 418 electric railway .... 422, 4?9 highway bridges 433 railroad bridges 459 preservation of ties .... 485 filter gravel and sand.. 494 rAOR Specifications — con. architects' services .... 496 cement testing 515 steel and wrought' iron . 541 form of contract bond or surety 508 form of indemnity bond 510 Specific performance .... 52, 293 Stand-pipe, steel, specifica- tions for 235 Statute of frauds 34 agreements not to be performed in one year 35 when value is more than $50 35 Steam plant, specifications for small electric light station 240 Steel, structural specifica- tions for 541 Steel construction of Astor hotel building. New York, 1895 391 complete specifications for 541 Stone, specifications for 143 Stone dam, specifications for masonry for . . . 151 Subject-matter, Illegal 8 Surveys for bridge renewals 511 Surveys not guaranteed to be correct 105 Suspension of work 93, 294 Tests, of cements 515 of steel > 222, 542 of paving brick 161 of pumping engines 287 of boilers 303 Ties, specifications for pre- serving 435 Tile, sewer, specifications for 186 Track construction for elec- tric railway . . . 422, 429 Trestles, timber 238, 353 Unpaid claims, discharge jf 92 Valves, stop, specifications for 200 Viaducts and bridges of iron and steel, complete specifications for 433, 459 Water pipe, specifications for ... 190, 221, 225, 232 INDEX. 563 Water pipe, specifications for laying 198 Water wheels, turbine 252 Water works, complete speci- fications for dam No. 5, Boston wa- terworks 358 Waiver of legal rights ... 27, 112 Well, pump, specifications for. 249 Wooden stave-pipe, specifica- tions for 232 PAGE Work, general description of 366, 367 suspension of 93, 294 Workmanship 301 Workmen, character of. . 80, 381 Workmen's quarters 100 Wrought iron, specifications for 541 Wrought iron chain, speclfl- cationa for 234