Califo
legional
'acility
THE LIBRARY
OF
THE UNIVERSITY
OF CALIFORNIA
LOS ANGELES
GIFT OF
John S.Prell
WORKS OF J. K. FREITAG
PUBLISHED BY
JOHN WILEY & SONS.
The Fire-proofing of Steel Buildings.
8vo, v> + 319 pages, 137 figures. Cloth, $2.50.
Architectural Engineering.
With Especial Reference to High Building Construe*
tion, including Many Examples of Prominent Office
Buildings. Second edition, rewritten. 8vo, xiv-f>4°7
pages, 196 figures, including half-tones. Cloth, 83.50,
2 £
I >
View of Post-Office Square, New York.
The Park Row Building, in the Centre of this Illustration, is the highest
Office Building in the World.
Frontispiece.
ARCHITECTURAL ENGINEERING.
WITH ESPECIAL REFERENCE TO
HIGH BUILDING CONSTRUCTION,
INCLUDING MANY EXAMPLES OF
PROMINENT OFFICE BUILDINGS.
JOSEPH KENDALL FREITAG, B.S., C.E.,
Associate Member American Society of CM Engineers;
Author of " The Fireproof ing of Steel Buildings."
JOHfl S. PR ELL
Civil & Mechanical Engineer.
SAN FRANCISCO, CAL,
SECOND EDITION, REWRITTEN*
SECOND THOUSAND.
NEW YORK:
JOHN WILEY & SONS.
LONDON : CHAPMAN & HALL, LIMITED.
1906
Copyright, 1895, 1901,
BY
JOSEPH K. FREITAG.
ROBERT DRUMMOND, PRINTER, NEW YORK.
Eigiaeerug
Library
TH
PREFACE TO REVISED EDITION.
THE author has endeavored, in the following pages, to
define and illustrate, in a manner as practicable as possible,
such of the fundamental principles in the constructive design
of modern high buildings as may prove useful to architects,
engineers, and students.
While the technical press of the country and' the transac-
tions of various architectural and engineering societies have
contained a great number of admirable papers and addresses
on many of the individual subjects here considered, yet the
realization of the want of some practical and comprehensive
collective data on the subject of steel building construction has
induced the writer to rewrite and extend this volume.
Before the present revision was undertaken, the author's
descriptions and examples were mainly limited to Chicago
practice, as previous to the year 1894 Chicago stood promi-
nently first in the construction of high buildings. Since then,
however, New York and other Eastern cities have begun to
rival and even outstrip Chicago in this form of building, while
the same interval has witnessed great changes and improve-
ments in many details of construction, especially in terra-cotta
and concrete floors, and indeed in all methods of fireproofing.
Many notable tests of fireproofing methods have also occurred
since the publication of the first edition of this work, such as
the tests of various floor constructions by the New York Build-
ing Department, the test of methods afforded by the burning
iii
733404
IV PREFACE TO REVISED EDITION.
of the Pittsburg buildings, and the still more recent partial
destruction of the Home Life Building in New York.
Fireproofing is so intimately related to steel building con-
struction that the author has been tempted to include in this
revision considerable matter given in more logical sequence
and in more detail in his volume on ' ' The Fireproofing of
Steel Buildings," published by John Wiley & Sons, New
York, 1899; but in order to avoid repetition, and to keep
somewhat within former limits, the subject of fireproofing has
been introduced only as it is necessary to a proper understand-
ing of the design and calculation of the framework.
The largely local character of previous illustrations has been
supplemented by notable examples in different localities so as to
make the scope more general than formerly. Where previous
examples have been found still to remain illustrative of the best
practice, they have been retained as representing principles
rather than the very latest examples. An effort has also been
made to exclude such data as are given so admirably by the
handbooks of the various steel companies, but the student or
architect is earnestly advised to supplement such points as may
be found of interest in this volume by the more detailed tables
and illustrations in the many valuable handbooks now issued.
The following chapters are arranged in the order in which
the calculations for such structural work must proceed, starting
with the load-bearing floor system, thence through the succes-
sive stages to the foundations. The latter would seem to
require the first attention ; but as they are the last to be cal-
culated, being dependent on all other considerations, they
have here been placed last. The illustrations and examples
given have been largely obtained through the courtesy of the
architects of the respective buildings. An endeavor has been
made to present only the most practical methods.
J. K. F.
BOSTON, October, 1901.
CONTENTS.
CHAPTER I.
PACK
"SKELETON" OR "CAGE" CONSTRUCTION i
Necessity for Skeleton Construction — Early Forms of Iron Con-
struction— Introduction of Present Forms and Methods — Origin of
Steel Footings — Origin 01 Skeleton Methods — Development of
Skeleton Methods — Skeleton Construction denned — Cage Con-
struction.
CHAPTER II.
FIRE PROTECTION * ... 12
Fire Losses — Fireproof Construction — Chicago Athletic Club Build-
ing Fire— Pittsburg Fire— Home Insurance Building Fire— Intro-
duction of Terra-cotta — Fire-resisting Materials — Slow-burning
Construction — Mill Construction — Fire-resisting Design — Lessons
from Past Fires — Fireproof Partitions — Fireproof Doors and Win-
dows—Installation of Piping, etc.
CHAPTER III.
TYPICAL BUILDINGS, ERECTION, PERMANENCY, ETC 31
Typical Office Buildings, Descriptions and Illustrations — Erection
of Steelwork — Erection of Skeleton Construction Buildings — Per-
manency of Skeleton Construction — Painting of Steelwork.
CHAPTER IV.
FLOORS AND FLOOR FRAMING 89
Brick and Corrugated-iron Arches — Introduction of Terra-cotta
Arches — Early Forms of Terra-cotta Arches — Denver Tests — Man-
ufacture of Terra-cotta Arch-blocks — Construction of Flat Terra-
cotta Arches — Side - construction Arches — End -construction
Arches — Combination Arches — Segmental Terra-cotta Arches —
Raised Skew-backs— Choice of Terra-cotta Arch— Concrete and
v
vi CONTENTS.
MOT
Composition Floors — Roebling Floors — Columbian Floor — Ex-
panded Metal Co.'s Floors — Metropolitan Floor — Selection of Floor
Type — Building Laws - Floor Loads -Live Loads — Dead Loads —
Floor-framing — Floor-beam., Metliod of Calculating, etc. — Tie-
rods — Girders — Connections — Detailing.
CHAPTER V.
EXTERIOR WALLS.— PIERS 144
Methods of Building— Load-supporting Walls — Self-supporting
Walls — Veneer Construction Walls — Materials — Fire-resisting
Qualities — Stone Masonry— Brick and Terra-cotta — Method of
Setting — Hooks, Ties, etc. — Wall-columns — Free-standing Wall-
columns — Protection of Exterior Metal-work — Protection of Col-
umn Interiors— Anchorage — Party Walls — Thickness of Walls —
Allowable Unit Stresses.
CHAPTER VI.
SPANDRELS AND SPANDREL SECTIONS. — BAY WINDOWS. 167
Spandrels defined and illustrated — Anchors, Ties, etc. — Typical
Spandrel Sections — Court Walls — Bay Windows — Calculation of
Spandrel Members — Lintels — Tables used in Calculation of Span-
drel Loads.
CHAPTER VII.
COLUMNS 191
Cast-iron Columns — Steel Columns — Channel Columns — Plate
and Angle Columns — Z-bar Columns — Special Columns — Theo-
retical Requirements in Design — Ordinary Formulae — Practical
Requirements in Design — Cost, Availability — Shopwork and Work-
manship — Eccentric Loading — Method of Treating Eccentric
Loads — Girder Connections, Central Loading — Convenient Con-
nections, Splices — Vertical Column Splices — Relation of Size to
Small Sections — Fireproofing Capabilities — Summary — Column
Bases— Steel Column Shoes — Cast Stands — Column Loads — Col-
umn Sheets — Proportioning Column Sizes — Details and Splices —
Fireproofing of Columns.
CHAPTER VIII.
WIND-BRACING 249
Diversity of Practice — Intensity of Wind Pressure — Methods of
Wind-bracing — Analysis of Sway Bracing — Examples — Analysis
of Portal Bracing— Examples — Analysis of Knee-braces— Exam-
ples— Analysis of Lattice-girder Bracing — Examples — Deflection
or Vibration under Wind Pressure — Building Laws.
CONTENTS. vii
CHAPTER IX.
PACK
FOUNDATIONS 284
Importance of — Bearing Power of Foundation Materials — Bearing
Pressures, Building Laws — Examples of Foundation Pressures —
Test-loads — Test-borings — Adjoining or Party Walls — Shoring —
Underpinning — Settlement — Concrete — Foundation Loads — Pres-
ent Types of Foundations — Proportioning Grillage Areas — Timber
Grillage — Masonry in Foundations — Comparison of Masonry Foot-
ings and Steel Grillage — Rail Footings — Beam and Rail Footings
— Beam Footings — Combined Footings — Two Equally Loaded
Columns, Area Rectangular — Two Unequally Loaded Columns,
Area Rectangular — Two Unequally Loaded Columns, Trapezoidal
Area — Three Unequally Loaded Columns, Area Rectangular —
Continuous Grillage — Fibre Stresses for Foundation Beams —
Painting of Steel Foundations — Pile Foundations — Test-loads on
Piling — Formulae for — Specifications for — Water-level — Examples
of Pile Foundations — Combined Grillage and Piling — Building
Laws — Foundations to Bed Rock — Open Cylinders — Pneumatic
Caissons, Use of and Design of — Examples of.
CHAPTER X.
SPECIFICATIONS.— INSPECTION 371
Importance of Specifications — Structural Steel — Quality of Mate-
rial— Chemical Constituents — Physical Properties — Finish of
Material — Shopwork — Detailed Specifications for Structural Iron
and Steel — Inspection — Relative Value of Detailed Inspection.
LIST OF ILLUSTRATIONS.
View of Lower New York from Dun Building Frontispiece
View of Post-office Square "
TIG. PAGE
1. Early Form of Wrought-iron Girders, used in Sedgwick Hall,
Lenox, Mass 3
2. Cast-iron Girders and Floor-beams removed from old Boston
Public Library 3
3. Spandrel Section, Tacoma Building, Chicago 8
4. Foundation Detail, Tacoma Building, Chicago 8
5. Exterior View of Home Store and Office Buildings, Pittsburg,
after Fire 19
6. Interior View of Home Store Building, Pittsburg, after Fire.... ai
7. Arrangement for Pipe-space in Corridors 30
8. Chicago Stock Exchange Building, Perspective 32
9. Chicago Stock Exchange Building, Ground Floor Plan 33
10. Chicago Stock Exchange Building, Typical Office Floor Plan.... 33
11. Marquette Building, Chicago, Photograph 35
12. Marquette Building, Chicago, Typical Office Floor Plan 38
13. Reliance Building, Chicago, Photograph 39
14. Reliance Building, Chicago, Typical Office Floor Plan 41
15. The Masonic Temple Chicago, Photograph 43
16. The Monadnock Building, Chicago, Photograph . 45
17. New York Life Insurance Building, Chicago, Perspective 47
18. New York Life Insurance Building, Chicago, Plan of Banking
Floor 48
19. New York Life Insurance Building, Chicago, Typical Office Floor
Plan 49
20. Park Row Building, New York City, Photograph 51
21. Broadway Chambers, New York City, Photograph 53
22. Broadway Chambers, New York City, Basement Floor Plan 55
23. Broadway Chambers, New York City, Ground Floor Plan 55
24. Broadway Chambers, New York City, Typical Floor Plan 55
ix
x LIST OF ILLUSTRATIONS.
FIG. PACK
25. Jewelers' Building, Boston, Mass., Photograph 57
26. Fort Dearborn Building, Chicago, Perspective 59
27. Fort Dearborn Building, Chicago, Typical Office Floor Plan 60
28. Gillender Building , New York City, Photograph 61
29. Champlain Building, Chicago, Typical Office Floor Plan 63
30. Old Colony Building, Chicago, Perspective 64
31. Montgomery, Ward & Co.'s Building, Chicago, Photograph 65
32. Entrance Hall, New York Life Insurance Building, Chicago 67
33. Reliance Building, during Construction 69
34. Reliance Building, during Construction 71
35. Broadway Chambers, during Construction 7j
36. Broadway Chambers, during Construction 75
37. Brick-arch Construction 90
38. Corrugated Iron Arch 90
39. Terra-cotta Arch used in Equitable Building, Chicago (1872) 91
40. Terra-cotta Arch used in Montauk Building, Chicago (1881) 91
41. Terra-cotta Arch used in Home Insurance Building, Chicago (1884) 91
42. The " Lee " Terra-cotta Flat Arch 93
43. Side Construction Terra-cotta Arch, Bevelled Joints 97
44. Side Construction Terra-cotta Arch, Radial Joints 9&
45. End Construction Terra-cotta Arch 99
46. End Construction Terra-cotta Arch " Pioneer " Type 100
47. Johnson Type of Terra-cotta Arch 100
48. Combination Terra-cotta Arch 101
49. Combination Terra-cotta Arch " Excelsior " Type 101
50. Segmental Terra-cotta Arch 102
51. Segmental Terra-cotta Arch 103
52. Side Construction Terra-cotta Arch, Raised Skewbacks 103
53. Roebling Concrete Floor Arch with Suspended Ceiling 104
54. Columbian " Flat-ceiling" Floor Construction 106
55. Expanded Metal Co.'s Floor with Suspended Ceiling 108
56. Expanded Metal Co.'s Concrete Arch • 108
57. Metropolitan Floor, Flat-ceiling Construction 109
58. Typical Framing Plan, Fort Dearborn Building 127
59. Typical Framing Plan, Reliance Building 128
60. Typical Framing Plan, Gillender Building 130
61. Typical Framing Plan, Am. Surety Co.'s Building, New York... 131
62. Forms of Steel Girders used in Building Construction 136
63. Isometrical View of Connection of Floor-beams to Girders 137
64. Standard Beam-connections 139
65. Connections for Beams of Different Depths 139
66. Shop Detail of Framed Beam 142
67. Connections of Beams, Girders, and Columns in "The Fair"
Building, Chicago , 143
68. Detail showing Masonry Walls carried at Second-floor Level 146
69. Detail of Terra-cotta Front. Reliance Building 153.
LIST OF ILLUSTRATIONS. xi
FIG. PACK
70. Section through Wall at Main Entrance to Masonic Temple 154
71. Fireproofing of Columns in Exterior Walls 156
72. Detail of Corner Pier and Column. Reliance Building 157
73. Detail of Wall-girders and Corner Column. Reliance Building.. 157
74. Detail of Columns in Exterior Walls. Fisher Building 157
75. Detail of " Free-standing" Wall-columns. St. Paul Building... 158
76. Diagram of Wall-thicknesses for Mercantile Buildings 163
77. Diagram of Wall-thicknesses for Hotels and Office Buildings
other than Skeleton Construction 163
78. Spandrel Section. Ashland Block, Chicago 168
79. Spandrel Section. Reliance Building 168
80. Connection of Cast Mullions. Reliance Building 168
81. Spandrel Section, eleventh floor. Fort Dearborn Building 169
82. Spandrel Section, twelfth floor. Fort Dearborn Building 170
83. Spandrel Section, first floor. Fort Dearborn Building 170
84. Spandrel Section, Roof and Cornice. Fort Dearborn Building.. . 171
85. Spandrel Section. Marquette Building, Chicago 172
86. Spandrel Section. Marshall Field Building 173
87. Spandrel Section. Marshall Field Building 174
88. Spandrel Section, eighteenth floor. American Surety Co.'s Build-
ing, New York 174
89. Spandrel Section, twentieth floor. American Surety Co.'s Build-
ing, New York 175
90. Spandrel Section, fourth floor. Gillender Building, New York.. 176
91. Spandrel Section, fifteenth floor. Spreckels Building, San Fran-
cisco 176
92. Spandrel Section, sixteenth floor. Broadway Chambers, New
York 177
93. Spandrel Section, fourth floor. Broadway Chambers, New York 177
94. Spandrel Section, Court Walls. Marshall Field Building 178
95. Spandrel Section. Typical Court Wall 179
96. Lintel Section, Court Windows. Cable Building, Chicago 180
97. Lintel Section, Court Opening. Cable Building, Chicago 180
98. Lintel Section, Alley Windows. Cable Building, Chicago 180
99. Spandrel Section through Bay Window. Masonic Temple, Chicago 181
100. Spandrel Section at Bottom of Bay Window. Masonic Temple,
Chicago 181
101. Half Plan of Framing for Bay Window. Reliance Building 182
102. Half Plan through Bay Window Walls. Reliance Building 182
103. Spandrel Section through Centre of Bay Window. Reliance Build-
ing 183
104. Spandrel Section at Side of Bay Window. Reliance Building 183
105. Floor and Ceiling Supports in Bay Window. Reliance Build-
ing 184
106. Section through Bay Windows, fifth to eleventh floors. Gillender
Building 184
X" £757 OF ILLUSTRATIONS.
ric. PACE
107. Plan of Bay Windows, fifth to eleventh floors. Gillender Building 185
108. Plan of Bay Window Framing. Gillender Building 186
109. Lintels in Masonry Walls 188
no. Details of Splices for Cast-iron Columns 192
in. Typical Forms of Steel Channel Columns 196
112. Typical Forms of Plate and Angle Columns 197
1 13. Typical Forms of Z-bar Columns 198
114. Special Forms of Steel Columns 199
115. Column Forms, showing required Punching Operations 206
116. Detail of Larimer Column 207
117. Detail of Larimer Column 207
118. Detail of Gray Column and Connecting Girders 215
119. Detail of Phoenix Column 215
120. Detail of Phoenix Column Splice 218-
121. Detail of Phoenix Column used in Old Colony Building 218
122. Detail of Phoenix Column Splice used in R. G. Dun Building, New
York 219
123. Detail of Z-bar Column Splice. Monadnock Building 219
124. Detail of Box Column Splice 220
125. Detail of Column Connections and Wind-bracing. Pabst Build-
ing, Milwaukee 221
126. Detail of Column Splice. Reliance Building 222
127. Detail of Girder and Column Connections. American Surety Co.'s
Building, New York 224
128. Column Section used in Waldorf-Astoria Hotel, New York 226
129. Column Section used in Waldorf-Astoria Hotel, New York 226
130. Heavy Column Section. Park Row Building, New York 226
131. Heavy Column Section. Waldorf-Astoria Hotel 226
132. Heavy Column Section. Y. M. C. A. Building, Chicago ,227
133. Cast-iron Base-plate 228
134. Steel Column Shoe 229
135. Cast-iron Column Stand 231
136. Shop Detail of Z-bar Column 243
137. Detail of Z-bar Column Splice, for Same Size Columns 244
138. Detail of Z-bar Column Splice, for Different Size Columns 244
139. Method of Fireproofing Phoenix Columns 247
140. Method of Fireproofing Channel Columns 247
141. Method of Fireproofing Z-bar Columns 247
142 Method of Fireproofing Columns. Monadnock Building 247
143. Diagram of Wind-bracing. Sway-rods 258
144. Diagram of Wind-bracing. Sway-rods through Two Stories 258
145. Diagram of Wind-bracing. Portals , 258
146. Diagram of Wind-bracing. Knee-braces 258
147. Diagram of Wind-bracing. Lattice-girders 258
148. Figure showing Analysis of Sway-rod Bracing 261
149. Figure showing Typical Sway-rod Bracing 263.
LIST OF ILLUSTRATIONS. xiii
FIG. PAOB
150. Cross-section of Masonic Temple, Chicago, showing Wind-bracing 264
151. Floor Plan of Venetian Building 264
152. Wind-bracing in Venetian Building 265
153. Detail of Channel-struts. Venetian Building 266
154. Detail of Channel-strut Connections. Venetian Building 267
155. Partial Cross-section of Venetian Building 267
156. Figure showing Analysis of Portal Bracing 268
157. Portal-strut used in Monadnock Building 271
158. Cross-section showing Portals in Old Colony Building 271
159. Detail of Portal in Old Colony Building 272
160. Figure showing Analysis of Knee-bracing 273
161. Detail of Knee-bracing. Isabella Building 274
162. Detail of Channel-struts and Gussets. Fort Dearborn Building.. 275
163. Figure showing Analysis of Lattice-girder Bracing 276
164. Figure showing Analysis of Lattice-girder Bracing 277
165. Diagram Elevation of Park Row Building, showing Wind-bracing 279
166. Needle-beams used in shoring at Standard Oil Co.'s Building. . . . 298
167. Underpinning at Commercial Cable and Queen Insurance Co.'s
Buildings 300
168. Timber-grillage Foundation, Fisheries Building, World's Colum-
bian Exposition 313
169. Detail of Rail-grillage Footing 317
170. Detail of Masonry-pier Footing 317
171. Detail of Beam and Rail Footing in "The Fair" Building 321
172. Simple Beam Footing. Marquette Building 325
173. Diagram of Calculation of Simple Beam Footing 326
174. Combined Footing. Old Colony Building 327
175. Combined Footing 329
176. Diagram of Combined Footing, Two unequally loaded Columns,
Area Rectangular 330
177. Diagram of Combined Footing, Two unequally loaded Columns,
Trapezoidal Area 332
178. Diagram of Unit Pressures for Footing as in Fig. 177 333
179. Line of Flexure for Continuous Girder 335
180. Diagram of Combined Footing, Three unequally loaded Columns,
Area Rectangular 335
181. Diagram of Unit Pressures for Footing as in Fig. 180 337
182. Continuous Grillage. Spreckels Building, San Francisco 340
183. Pile Foundations in Chicago Post-office 352
184. Pile Foundations in Park Row Building 353
185. Pile Foundation in Fisher Building, Chicago 354
186. Combination Grillage and Piling 355
187. Open Cylinder Foundation 358
188. Section through Pneumatic Caisson 361
189. Plan of Caissons in Manhattan Life Insurance Co.'s Building,
New York fc 364
xiv LIST OF ILLUSTRATIONS.
FIG. PACK
190. Cross-section of Caissons in Manhattan Life Insurance Co.'s
Building, New York 365
191. Plan of Caisson. Gillender Building 366
192. Detail of Caisson. Gillender Building 367
193. Detail of Caisson Cutting-edge. Gillender Building 368
194. Foundation Piers. American Surety Co.'s Building, New York.. 369
ARCHITECTURAL ENGINEERING.
CHAPTER I.
"SKELETON" OR "CAGE" CONSTRUCTION.
SKELETON construction is a natural outgrowth resulting
from conditions imposed upon the owners of property lying
within the business sections of our large American cities.
The fact that in large communities it is found most advan-
tageous as to time and convenience for business transactions,
to have all possible office buildings and commercial interests
concentrated within limited areas, has caused the adoption of
buildings of such heights as were not considered possible, and
still less practicable, before the introduction of steel-skeleton
methods.
Topographical limitations have also proved potent factors
in this tendency toward concentration. In New York City the
business and financial centre has long been established within
a comparatively limited area at the extreme end of Manhattan
Island, and extension in area meant a growth in one direction
only, thus undesirably increasing the length of the channels
of business intercourse ; while in Chicago, where limitations of
area were first overcome, the commercial centre covers only
three-fourths of a square mile within topographical boundaries
which make enlargement impossible.
2 ARCHITECTURAL ENGINEERING.
The erection of high buildings with greatly increased floor
space thus became a necessity, not only as an accommodation
for the rapid growth of trade interests, but as a business
proposition in the improvement of real estate so situated.
Increased floor areas became necessary to insure a realization
on the investment, and with the enormous and seemingly
ever-increasing values of real estate in the centres of such
limited commercial areas, the natural vertical extension of floor
upon floor has constantly increased in the endeavor to make
investment in such buildings a safe and profitable business
venture.
The high building has become a fixed and definite feature
in our large American cities at least, and its inception and
growth have been made possible only through the introduction
and rapid development of steel-building construction and fire-
proofing methods. Without steel buildings, the art of fire-
proofing would never have been called into existence, while
without the development of fire-proofing principles, steel con-
struction, as applied to buildings, must have been discontinued
long ago.
Early Forms of Iron Construction. — All forms of iron and
steel construction have undergone wonderful changes in com-
paratively recent years, and there are few fields where more
radical growth and improvement may be noted. To appreciate
this, it is only necessary to remember that most of our present
forms and combinations of rolled iron and steel were unknown
in either bridge or building practice fifty years ago, and a
comparison of present types with early examples of cast- and
wrought-iron in building work reveals many decidedly in-
teresting curiosities. Take, for example, the iron girders
removed from Sedgwick Hall at Lenox, Mass., some years
ago. (See Fig. I.) "These were each made of three plates,
a top and a bottom one, both horizontal, with a vertical corru-
gated web plate between, the corrugations running up and
"SKELETON" OR "CAGE" CONSTRUCTION. 3
down. The three pieces were fastened together with vertical
bolts extending through the top and bottom plates, about 20
ins. apart, and alternating, one on this side and the next on
the other side of the vertical plate, the transmission of strains
j.-1-r-ri I i I I IMI I II T-r-H I
FIG. I. — Early Form of Wrought-iron Girders, used in Sedgwick Hall,
Lenox, Mass.
from the web to the flange depending entirely upon friction.
These beams were probably placed in position about 1 840, and
some of them still remain in the building. ' ' *
The strange forms employed in cast-iron were well illus-
trated in some cast-iron floor-beams removed from the old
Boston Public Library in 1899. Fig. 2 was made from
FIG. 2. — Cast-iron Girders and Floor-beams removed from Old Boston
Public Library.
sketches and photographs taken by Mr. C. H. Blackall, the
architect of the new Colonial Building erected on this site.
The cast-iron girders, 16 ins. deep, were spaced about 10 ft.
centres. The floor-beams or joists, spaced about 4 ft. centres
*See " The Use of Steel in Large Buildings," by C. T. Purdy, Journal
of the Assoc. of Eng. Societies, vol. xiv. No. 3.
4 ARCHITECTURAL ENGINEERING.
and carrying segmental brick arches, were hooked over lugs
cast on the lower flanges of the girders, as shown in the illus-
tration.
Introduction of Present Forms and Methods.— With the
invention of the iron I-beam in France and England in 1853,
the manufacture of floor-beams was at once introduced into this
country. Iron I-beams were first rolled in the United States
at Trenton, N. J., in 1854, while steel beams were not rolled
until as late as 1885, when their manufacture was started by
the Carnegie Steel Co.
Iron, as a substitute for wood in constructive purposes, was
long thought to be fire-proof, or fire-resisting, because incom-
bustible. For this reason, iron not only replaced wood in
many features of building construction, but was also used as a
substitute for masonry, as is shown by the extended use of cast-
iron for entire fronts of buildings from about 1855 to 1870.
This practice was principally due to the idea that cast-iron,
because incombustible, was superior to marble or stone work,
which would crack and flake when exposed to fire and thus be
ruined in appearance, even though it did not fail completely.
A few cases of total failure, however, in such cast-iron fronts,
and the discovery that iron became unreliable under tempera-
tures of 1000° Fahr., caused such construction to be condemned
by fire departments and insurance interests, and after about
1870 the necessity of some adequate protection for constructive
iron members became generally recognized. And no sooner
did fire protection as a covering for structural steel become an
established fact, than the development of iron and steel forms
and combinations progressed hand in hand with those improve-
ments in fire-proofing methods which furthered development
and encouraged originality in this field.
Previous to 1883, a height of nine or ten stories was very
nearly a practical limit in building construction. Beams and
columns usually formed an adjunct only to the masonry, as
"SKELETON" OR "CAGE" CONSTRUCTION, 5
the walls were made heavy enough to carry the floor-beams
and girders, and the resultant loads. Circular cast-iron or
Phoenix columns of wrought-iron were used for interior sup-
ports, while the floor arches, if intended to be fire-proof, were
usually made in segmental form of brick or corrugated iron, or
terra-cotta at later dates, levelled on top with concrete to the
finished floor lines. On the introduction of iron for construc-
tive purposes, in 1854, the only fire-resisting material known
was ordinary brick work, and fire proof floor construction was
obtained through the use of segmental brick arches, sprung
between the beams. Corrugated iron and concrete floors were
then introduced, in an effort to dispense with the centering
required for brick arches. Both of these methods, however,
were heavy, clumsy, and expensive as compared with present
types, but they formed the only standards until the introduc-
tion of terra-cotta.
In buildings of this character, iron, where employed at all,
was used with little or no view toward securing a closely
related or interdependent assemblage of component parts.
Columns and beams were incorporated in the design in a dis-
jointed, hap-hazard fashion, leaving the principal reliance for
stability or strength upon the masonry construction. This
naturally limited the possibilities of building design to the safe
unit stresses applicable to masonry, resulting in the large piers
made necessary for any considerable height, and in bulky
foundations of dimension stone which soon reached a limit of
spreading area, besides filling up much valuable basement
room.
Origin of Steel Footings. — The first radical step toward
improvement from the older methods was in the use of iron
members to stiffen offsets in concrete foundations. In the
Montauk Block, ten stories, built in Chicago in 1881-2 by
Burnham and Root, Architects, the foundation piers were
made of layers of concrete 1 8 ins. thick, on top of which were
6 ARCHITECTURAL ENGINEERING.
placed dimension stones forming pyramids, thus nearly filling
the entire basement. Under two stacks of fire-proof vaults,
such foundations would have interfered with basement space
where it was desired to locate boilers and engines, so that,
under these conditions, the innovation was adopted of embed-
ding iron rails in the concrete footings to increase the allowable
offsets in the concrete layers. This constituted a most im-
portant precedent, which has gradually developed into present
grillage design.
Origin of Skeleton Methods.— By far the most important
step, however, in the development of the Chicago construction,
occurred in 1883, when Mr. W. L. B. Jenney prepared plans
for a ten-story office building for the Home Insurance Com-
pany; and to this architect belongs the credit for the concep-
tion of skeleton construction. His departure from previous
practice was bold and progressive, and from the successful
carrying out of his plans may be dated the marked interest
taken in a construction which needed but little stimulus to
insure its general adoption.
In order to obtain a maximum light for the offices proposed
in his new design, Mr. Jenney decided to reduce the width of
all exterior piers as much as possible, and to use cast-iron
columns within the piers to carry the floor-loads, thus relieving
the masonry piers of these loads, and consequently reducing
their areas. The question then arose as to the supposed
expansion and contraction of continuous metal columns 150 ft.
high, subjected to a variation of some 120° Fahr., and this
suggested carrying the walls, as well as the floors, story by
story on the columns, thus dividing the movement. The
exterior piers were made self-supporting, but the spandrel
portions, between the top of one window and the bottom of the
window above, were carried on iron girders placed in the
exterior walls and extending from column to column. The
foundation piers in this building were made of masonry,
"SKELETON" OR "CAGE" CONSTRUCTION. 7
pyramidal in form and consisting of alternate courses of rubble
and dimension stone.
This method of supporting the walls as well as the floors
and floor-loads on beams and columns was a most important
departure from former methods, and attendant responsibilities
of design were at once encountered. The concentration of
superstructure weights resulting from such design was soon
given consideration, and the employment of iron rails in
foundations, as in the Montauk Block, was extended to more
important use in the calculation of isolated footings.
As early as 1872 a pamphlet had been published by
Frederick Bauman, entitled "The Method of Constructing
Foundations on Isolated Piers, ' ' but, excepting the partial
adoption of these principles in the Montauk Block, it was not
until the same architects designed the Rookery Building in
1885-6, that isolated footings were really employed with the
use of steel members. In this building the footings were made
of two courses of steel rails laid at right angles to each other
and embedded in concrete, with I-beams crossing the upper
courses, on which were placed cast column bases. The
masonry walls were self-supporting.
Development of Skeleton Methods.— These improvements
in design were quickly appreciated, and soon incorporated in
succeeding buildings, the Tacoma Building, 14 stories high
(Chicago, Holabird & Roche, Architects), being probably the
first complete type of skeleton construction. A spandrel
section in this building is illustrated in Fig. 3, while one of
the column footings is shown in Fig. 4. It is interesting to
compare this spandrel section used for carrying a plain brick
wall, with the more elaborate spandrel sections shown in
Chapter VI, where moulded and ornamental terra- cotta is
employed.
From this point on, buildings rapidly improved on their
predecessors in matters of detail, and the Chicago or skeleton
8
ARCHITECTURAL ENGINEERING.
type soon became well established. It was found that if the
concentrated column loads were properly distributed over the
available ground area, the weight of the structures, and conse-
FlG. 3. — Spandrel Section, Tacoma Building, Chicago.
quently the heights, could go on increasing until the footings
covered the entire site, within permissible limits of bearing
capacity per square foot. Lighter building materials were
consequently employed, and buildings were made higher, until,
FIG. 4. — Foundation Detail, Tacoma Building, Chicago.
in 1890, the first twenty-storied building (the Masonic Temple)
was erected in Chicago.
This revolution of old methods went on simultaneously in
both the West and the East, but building laws, industrial
interests, and a greater conservatism in the East, retarded
there the early development which became particularly marked
in Chicago.
- The Manhattan Life Building in New York was the first
notable example in the East of a building erected after the
"SKELETON" OR "CAGE" CONSTRUCTION. 9
new methods, and this structure demonstrated to New York
the great possibilities afforded by skeleton construction. The
number of floors has gradually increased year by year, reaching
a height of thirty stories in the Ivins Syndicate or Park Row
Building, while proposed structures of forty stories are now
discussed with less astonishment than were twenty floors ten
years ago. Nearly all of the ultra-high buildings are now
confined to New York City, where the character of the rock
foundations, coupled with unrestricted building regulations as
to height, make such extreme examples possible.
Skeleton Construction Defined. — "Skeleton construction "
very properly defines the type of building construction to
which it was at first applied. This suggests a skeleton or
simple framework of beams and columns, dependent largely
for its efficiency upon the exterior and interior walls and parti-
tions which serve to brace the structure, and which render the
skeleton efficient, much as the muscles and covering of the
human skeleton (to borrow a comparison used by various
writers) make possible the effective service of the component
bones. Skeleton construction is thus defined by the present
Chicago Building Ordinance:
' ' The term ' Skeleton Construction ' shall apply to all
buildings wherein all external and internal loads and strains
are transmitted from the top of the building to the foundations
by a skeleton or framework of metal. In such metal frame-
work the beams and girders shall be riveted to each other at
their respective junction points. If pillars made of rolled iron
or steel are used, their different parts shall be riveted to each
other, and the beams and girders resting upon them shall have
riveted or bolted connections to unite them with the pillars.
If cast-iron pillars are used, each successive pillar shall be
bolted to the one below it by at least four bolts not less than
three-fourths inch in diameter, and the beams and girders shall
be bolted to the pillars. At each line of floor- or roof-beams,
10 . ARCHITECTURAL ENGINEERING.
lateral connection between the ends of the beams and girders
shall be made by passing wrought-iron or steel straps across
or through the cast-iron column, in such manner as to rigidly
connect the beams and girders with each other in the direction
of their length. These straps shall be made of wrought-iron
or steel, and shall be riveted or bolted to the flanges or to the
webs of the beams and girders. ' '
' ' If buildings are made fire-proof entirely, and have skele-
ton construction so designed that their enclosing walls do not
carry the weight of floors or roof, then their walls shall be not
less than twelve inches in thickness; and provided, also, that
such walls shall be thoroughly anchored to the iron skeleton ;
and provided, also, that wherever the weight of such walls
rests upon beams or pillars, such beams or pillars must be
made strong enough in each story to carry the weight of wall
resting upon them without reliance upon the walls below them.
All partitions must be of incombustible material."
" Cage " Construction. — The more advanced and approved
practice, however, partakes more of the character of a single
unit so far as the steel is concerned, for the framework is now
made complete in itself, like a wire cage, and independent of
any considerations as to aid or support from any external
coverings ; hence the name ' ' cage ' ' construction has been
applied to this method of high building. The steel framework,
originally introduced to carry vertical loads only, has been
gradually developed and systematized as increased attention
has been bestowed upon the questions of lateral strength and
stiffness against wind or other external forces. The use of a
well-braced frame now permits the substitution of curtain or
veneer walls for the solid masonry construction formerly
required, and the reduction in thickness of such walls to 12-in.
or i6-in. protective veneer walls only, makes it possible to
obtain much larger window areas, besides giving large gains
in rentable floor areas. It is also possible to omit heavy
"SKELETON" OR "CAGE1' CONSTRUCTION. ix
interior walls, substituting therefor light movable partitions
which may be placed as desired by tenants. Foundations are
now required for large concentrated column loads, instead of
distributed loads as formerly, and the problem is more definite,
if not more simple, and the design is always considered with
reference to securing all available basement or sub-basement
areas.
Cage construction, therefore, as exemplified by the best
examples, consists of a steel framework with well-riveted beam
and girder connections, efficiently spliced column joints, and
efficient wind-bracing, to secure its independent safety under
all conditions of loading and exposure.
Architectural Engineering. — Architectural engineering,
or the application of engineering principles to architectural
design and construction, would properly constitute a treatise
of great range, including the underlying principles of all build-
ing construction, and the strengths of all building materials.
But, as the modern office building presents almost, if not quite,
all of the ordinary problems involved in architectural engineer-
ing, this type of construction alone will be considered in the
following pages, as being representative of the ordinary require-
ments demanded of the architect in constructional practice.
Special forms of construction, such as complicated foundation
problems, involving elaborate cantilever design, or pneumatic
caissons, etc., as well as roof trusses or the special trussing
over large unobstructed areas, must be generally intrusted to
the professional engineer, and more specific data and theory
may be obtained from special works on such subjects.
The following chapters are aimed to present, as clearly
and practicably as possible, such data and practice as will be
found of value in considering such questions as floors and floor-
framing, columns, foundations, and other interdependent
factors in constructive building design.
CHAPTER II.
FIRE PROTECTION.*
BEFORE considering the details of skeleton construction it
will be well to consider the general subject of fire-proofing,
with its effectiveness and its limitation.
The total fire loss in the United States during the year
1894 was about $128,000,000, of which the insurance com-
panies paid, as their share, some $81,000,000. This stupen-
dous drain on the resources of the nation may be better
appreciated if we consider that the full value of the pig-iron
production for the same year was about $75,000,000.
When to this fire loss we add the estimated amount neces-
sary to maintain the fire departments, and to sustain the fire
insurance companies, the grand total will exceed $175,000,000
annually.
If, then, it is true, as stated by underwriters that forty per
cent, of all fires are attributable to causes easily prevented, a
proper treatment of the fire problem certainly becomes a very
practical and economic inquiry.
The subject of proper fire protection is now recognized as
a legitimate and important branch of engineering. It is no
longer confined exclusively to endeavors to protect human life,
but is greatly increasing in scope, demanding very careful
thought from its economic standpoint as well. And that this
* For more detailed information pertaining to tests and methods of fire-
proofing, see author's " Fire-proofing of Steel Buildings," 1899. John
Wiley & Sons, N. Y.
12
FIRE PROTECTION. 13
question of fire waste is being seriously considered in all its
aspects and by all classes of society is shown by the widening
facilities for the use of fire-proof construction. The realization
of low prices in the building market has served to overthrow
many of the hitherto unquestioned prejudices in regard to fire-
proof construction, and the economy of such design as opposed
to the fire-trap methods so long in vogue is now being daily
emphasized by architects, engineers, and the technical press.
And what is most gratifying is the fact that this economy is
beginning to be appreciated not only by the owners of large
office buildings and stores, but also by the more limited in-
vestor, as is evidenced by the start already made in fire-proofing
the ordinary city house, at a figure but slightly exceeding the
cost of non-fire-proof methods. It was found, in taking
figures for a building in Philadelphia to cost $125,000, that a
thoroughly fire-proofed construction would cost only 3.6 per
cent, more than the ordinary method of building. This in-
crease would be compensated for in a very short time by the
decreased insurance.
It does not seem unreasonable to hope that fire-proof build-
ings may soon be the rule, rather than the exception, and that
the near future may see all of our mercantile, manufacturing,
and even dwelling houses, except those of the very cheapest,
built according to fire-resisting principles. Steel, the clay
products, and cement or concrete are permanent, fire-resisting,
of ready adaptability, and of remarkably low cost. The fire-
trap timber construction with its susceptibility to dampness,
drought, heat, and cold, involving dry-rot, as shown by the
collapse some years ago of a prominent hotel in Washington,
must give way to new conditions and further improvement in
a field of such promise. The insurance burden will be grad-
ually lightened, and human life be better protected.
Fire-proof Construction. — While buildings couldbe erected
with absolutely no inflammable material in their construction,
14 ARCHITECTURAL ENGINEERING.
there would still remain the contents or property of the tenants
to feed possible fire. This element of danger cannot be
eliminated ; and added to this are the dangers that come from
without as well as from within. For as long as highly inflam-
mable buildings surround even the most excellent of modern
fire-proof structures the term is misleading. Fire-proof struct-
ures must stand in fire-proof cities. Hence the word ' ' fire-
proof," as applied to a modern structure, does not mean
one that claims immunity from all danger of fire, for consider-
able woodwork must still be used in interiors, and the average
contents are dangerous in the extreme; but it does claim to
embody principles which have reduced the fire hazard, both
interior and exterior, to a minimum, according to the best skill
and judgment of the day. The term implies that all structural
parts of the edifice must be formed entirely of non-combustible
material, or material which will successfully withstand the
injurious action of extreme heat.
Following is the definition given in the new building
ordinance of Chicago: "The term 'fire-proof construction'
shall apply to all buildings in which all parts that carry weights
or resist strains, and also all stairs and all elevator enclosures
and their contents, are made entirely of incombustible material,
and in which all metallic structural members are protected
against the effects of fire by coverings of a material which must
be entirely incombustible and a slow heat-conductor. The
materials which shall be considered as fulfilling the conditions
of fire-proof coverings are : First, brick ; second, hollow tiles
of burnt clay applied to the metal in a bed of mortar, and con-
structed in such manner that there shall be two air-spaces of
at least three-fourths of an inch each by the width of the metal
surface to be covered, within the said clay covering; third,
porous terra-cotta, which shall be at least two inches thick,
and shall also be applied direct to the metal in a bed of
mortar. "
FIRE PROTECTION. 15
Chicago Athletic Club Building Fire.— The success that
has attended past efforts in fire-proofiing may be judged by
such examples of fire as have been afforded in protected struc-
tures. One of the earliest and most interesting tests of the
new methods was the burning of the Chicago Athletic Club
building while under construction. Though not entirely satis-
factory as a test of present building methods, ' ' this building
furnishes an assurance that was lacking before — that the metal
parts of a building if thoroughly protected by fire-proofing,
properly put on, will safely withstand any ordinary conflagra-
tion, if the quantity of combustible materials the building con-
tains is not greatly in excess of that which enters into the
construction of the building itself. ' '
This extract from the report of experts employed to inves-
tigate this fire and its effects emphasizes two very important
facts, namely, the danger of the indiscriminate use of combus-
ible material not absolutely necessary in the construction, and
second, the evident superiority of terra-cotta as a fire-proofing
substance.
The above fire, which occurred on November I, 1892, was
the first case on record of a fire in a building intended to be
fully fire-proof where the loss to the insurance companies was
more than thirty per cent, of its value. It is further stated in
the report that "if the building had been completed, it would
never have contained combustible material enough (or so dis-
tributed) to have produced sufficient heat to have done any
considerable damage to the building by burning. ' '
The fire in question was of very intense heat, inasmuch as
a vast quantity of scaffolding, flooring, trim, etc., was collected
in mass, preparatory to use ; but, in spite of this, there seemed
no reason for questioning the integrity and strength of the
building, as a whole, after the fire, and no doubt existed that
the fire-proofing around the columns saved them from utter
collapse, because it remained in place until the fuel that had
1 6 ARCHITECTURAL ENGINEERING.
fed the flames was well-nigh exhausted. The result to the
building included the entire destruction of all the interior finish,
plastering, piping, and wiring, as well as parts of the elaborate
front of Bedford stone and pressed brick. But the steel
columns and beams were uninjured, except a few of the latter
where unprotected ; and the tile arches, built after the end-
construction method, were almost uninjured, in spite of the
combined action of great heat and frequent applications of cold
water.
Pittsburg Fire. — A second notable fire of great importance
to all those interested in fire-proofing methods occurred in
Pittsburg in May, 1897. This fire resulted in the complete
destruction of a large wholesale grocery house, where the fire
originated, and in the partial wrecking of three adjoining build-
ings, all of which were presumably of modern fire-resisting
design. Of the latter structures, one was known as the Home
store building, one as the Home office building, and the third
as the Methodist building.
The Home store and office buildings, of six and four stories
respectively, were separated from the Jenkins building by a
street 60 ft. wide, but upon the falling of the walls of the latter
structure, their unprotected fronts were subjected to the full
force of the flames, and the almost complete destruction of the
buildings and their contents soon followed. The Methodist
building, separated from the Jenkins building by an alley, was
not threatened until the side wall of the Jenkins building fell,
as, previous to that time, the iron shutters on the Jenkins
building side wall had stayed the flames. The Methodist
building was, therefore, not subjected to such a severe test as
the others, the damage being confined to the destruction of its
contents without serious injury to constructive features.
The Home store building, built in 1893, was a steel-frame
structure, with front and rear self-supporting walls. The front
windows were of large area and unprotected, while a light-well
FIRE PROTECTION. 17
extended from the first story to the roof, thus forming a most
convenient means of communication of fire from floor to floor.
The floor construction consisted of p-in. hard-burned terra-
cotta arches, side-construction, and the columns were protected
by 2-in. hard-burned terra-cotta, % in. thick, with one air-
space. The roof framing consisted of lo-in. beams, without
arches, with a suspended ceiling beneath, and covered by light
tees at right angles to the beams, to receive 2-in. hollow
book-tile. A compression tank, about 6 ft. in diameter and
25 ft. long, weighing, when filled, about 52,000 Ibs., was sup-
ported by steel beams resting upon the roof girders, and as
this entire construction was protected from the upward rush of
fire by the suspended ceiling alone, the inevitable falling of the
tank soon occurred, with great damage to the steelwork and
fireproofing. The loss to the steel frame was about twenty
per cent, of its original value, but the appraiser's report stated
that the damage to the steelwork would not have exceeded
five per cent, of its entire cost, had not so much destruction
been wrought by the falling of the water tank.
The brick fronts were seriously injured by the cracking of
the stone, and the fireproofing throughout had to be replaced,
save a salvage of i6f per cent. The tops of the hard tile
arches were generally found to be in good condition, but the
under surfaces were largely broken away, leaving hollow
spaces visible from the rooms below. The skew-backs and
girder-casings were also badly broken.
The Home office building was also a steel-frame building,
with self-supporting walls. The floor construction was made
of Q-in. end-construction porous terra-cotta arches, while the
columns were protected by I -in. solid porous terra-cotta cover-
ing blocks. The partitions were also of porous tile.
The contents and wood trim were pretty thoroughly
consumed, but the steel construction twas apparently little
injured, so that it was not uncovered for examination. The
1 8 ARCHITECTURAL ENGINEERING.
entire loss to the fireproofing, excepting the partitions, was
33^ per cent, of the entire cost, while the partitions suffered a
loss of some 43 per cent. , this being largely due to the use of
wood nailing-strips which burned out and allowed the parti-
tions to fall. The bottoms of the porous terra-cotta arches
were but little broken, and the column coverings generally
remained intact.
In the Methodist building, the floor arches or slabs, built
after the Metropolitan system, made a satisfactory showing,
but the test was -not severe enough to furnish any positive
deductions.
The Pittsburg fire, in brief, served to furnish additional
proof of a most conclusive character that steel buildings which
are properly protected by porous terra-cotta, with brick or
terra-cotta exterior walls and properly constructed interior
terra-cotta partitions, may, if reasonable consideration is given
to provisions against the internal spread of fire or the external
communication of fire, be confidently relied upon to fulfil all
reasonable requirements.
Fig. 5 shows an exterior view of the two Home buildings,
after the fire, while Fig. 6 is an interior view of the Home
Store building.
Home Insurance Building Fire. — The value of fireproof
construction was further demonstrated by an exposure fire of
considerable note which occurred in the Home Insurance
Building in New York City on Feb. n, 1898. This 15 -story
skeleton structure was well designed against internal hazard,
but the burning of a highly combustible adjoining building
subjected it to an exposure which it was unable to withstand,
and the upper floors were considerably damaged by the
entrance of the up-rushing flames into the side and court
windows. The Home building is of modern steel-frame con-
struction, with a self-supporting front wall of white marble.
The floor arches were of hard tile, side-construction, while the
FIRE PROTECTION. 25
column casings and partitions were of porous tile. The
damage, except by water, was confined to the upper floors,
consisting principally of the destruction of the marble front
above the eighth floor, and the falling of the terra-cotta parti-
tions, due to their being built upon the wood flooring in many
cases, and with wood door- and window-frames. The floor
arches stood the test remarkably well, the action of the column
covering was very satisfactory, and the structural steel was but
slightly damaged.
It is not to be claimed that any of these examples have
proved entirely satisfactory as ideals of fireproof construction,
but certain underlying facts have been clearly proved by these
tests ; and taking these essential points as a basis for further
improvement, and using the utmost care and judgment in the
matter of general design and details, it must be recognized that
the use of terra-cotta, as seen in the best examples of recent
fireproof buildings, offers a successful solution of one of the
most important problems of modern times.
Introduction of Tile or Terra-cotta. — Hollow tile as a
building material was first introduced in the United States in-.
1871, shortly after the great Chicago fire. Its first use was for
floor arches, to replace the old brick-arch method. Terra-
cotta was a direct outcome from conditions imposed by the
increased height, and hence weight* of a rapidly developing;
architectural construction, and its necessity was doubtless
made more apparent by the great object-lesson afforded by
Chicago's disastrous conflagration. A substance was necessary
to replace the heavy masses of masonry which constituted the
fireproofing at that date, both in the exterior walls and irt
floor arches, and the peculiar advantages of terra-cotta caused
it to undergo many improvements in rapid succession, affecting
not only its use in floor construction and column and beam:
protection, but adapting it to the needs of a lighter and more
rapid construction throughout. Its attendant reduction in.
24 ARCHITECTURAL ENGINEERING.
weight, its great fire-resisting qualities, its peculiar adaptability
to all conditions of position and form, its susceptibility to
modelling, and its readiness of manufacture in shapes conven-
ient for transportation and erection, soon caused it to win favor
both for its artistic possibilities and its enduring qualities,
through which it becomes one of our most valuable constructive
media. First used in interior work only, it soon appeared in
belt courses, sills, caps, ornamental panels and modelled work
in the hard-finished terra-cotta, until to-day its use is more
general than stone, appearing in entire fronts, as a bold-faced
impersonation of solidity itself.
Fire-resisting Materials. — From what has been said
regarding the excellence of terra-cotta, it must not be under-
stood that this material constitutes the only satisfactory fire-
proofing medium, but it is undoubtedly the best (when of the
porous variety) if used with discrimination and intelligence.
Terra-cotta has long been recognized as the standard to which
other materials or systems have been compared, and while its
satisfactory qualities have never been surpassed, other materials
have been introduced from time to time as competitors in fire-
resistance, particularly on the basis of price.
Brick, which is also a clay product, is probably the
only material which may be considered as equal to the
best grades of terra-cotta, and many conflagrations have
amply demonstrated the fire-resisting qualities of good brick-
work. But of other constructive materials, concrete alone has
stood the test of repeated trials, regardless of the most deter-
mined opposition from many quarters. Practically all kinds
of stone and stone masonry are wholly unreliable under fire-
and water-tests, but concrete is now generally recognized as
an entirely acceptable fireproofing medium.
But even the most enduring materials, used with the
greatest discrimination, are limited as to their effectiveness and
resistance, and the duration and degree of exposure must,
. FIRE PROTECTION. 25
therefore, be kept within reasonable limits. The best that can
be done is to reduce the inflammable elements to a minimum,
and endeavor to confine the fire by means of fireproof floors
and partitions, so that it may do no injury beyond the con-
sumption of local woodwork and furnishings.
Fireproofing Requirements. — With this general review of
the fire problem, it is evident that a fireproof structure must
possess :
1 . General excellence of design.
2. All floors of fireproof construction.
3. All columns of masonry or steel, protected from fire.
4. All outside piers and walls of masonry or steel, protected
from fire.
5. All partitions and furring of fireproof construction.
There are three methods of general design advocated at
the present time as means of reducing the fire risk — the
"slow-burning construction," the so-called "mill construc-
tion," and the still more effectual " fireproof construction. "
Slow-burning Construction. — The term slow-burning con-
struction is applied to buildings in which the structural
members, carrying the floor- and roof-loads, are made of com-
bustible material, but protected throughout from injury by fire,
by means of coverings of incombustible, non-heat-conducting
materials. Thus the wooden floor-joists are protected on the
under side by a single covering of plaster on metal lath, while
a thickness of if ins. of mortar or incombustible deadening is
required above the joists. Columns, if of oak, with a sectional
area of 100 sq. ins. or over, need not have special fireproof
coverings. Partitions and elevator enclosures must be wholly
of incombustible material, and no wood furring is allowed.
Mill Construction. — Buildings of mill construction are
those in which all floor- and roof-joists and girders have a sec-
tional area of at least 72 sq. ins., with a solid timber flooring
not less than 3! ins. in thickness. Columns of wood need not
26 ARCHITECTURAL ENGINEERING.
be protected, but they should have a sectional area of at least
100 sq. ins. Partitions and elevator enclosures are of incom-
bustible material, and no wooden furring or lathing is used.
Fireproof construction has already been defined. The
two types first mentioned do not, then, depend on the use of
materials wholly incombustible, but rather on the judicious
-design and careful use of ordinary building materials, the aim
being to provide structures so open and free from fire-lurking
Corners that they may offer no obstacles to a speedy suppres-
sion of the flames. These types are peculiarly adapted to
large mills, warehouses, and the like.
Fire-resisting Design. —The scientific fireproofing of a
building does not consist in a proper selection of materials
alone, for a structure may be reasonably secure against acci-
dental fire, or the extension of fire, even when built of com-
bustible materials; nor does it lie merely in guarding against
the causes of fire. It can be secured only by a thorough
acquaintance with all the general features and minutest details
of all kinds of structures, and by a quick perception ' ' for the
numerous elements of danger that are constantly creeping into
modern systems of buildings. ' ' The plan must be carefully
studied to secure means of cutting off communication between
floor and floor, and between and around dangerous sources,
isolating, if possible, all stairways and elevator-shafts by means
of fire-resisting walls, and confining all power and mechanical
plants in such a way that there can be no possible means of
fire extension. It is true that most high office buildings do
not possess the isolated stair-well or elevator-shaft; but if they
do not, great care should be taken in making the halls and
corridors of more than ordinary security. They will still be
the means for a rapid distribution of smoke from floor to floor,
and thus make the danger from suffocation assume an impor-
tance equal to that of fire.
No less important is the cutting off of all communication
FIRE PROTECTION. 2^
between pipe- and air-passages. Piping and passages of all
kinds should be carefully considered as a part of the fundamen-
tal design, for they not only become great eyesores from their
exposed positions in offices, but they also serve to make many
of our fireproofing endeavors quite useless.
The architect or engineer must finally be well informed in
regard to the details and varied uses of approved fireproofing
materials. These must include terra-cotta in all the different
shapes made by the terra-cotta companies, cement, concrete,
fire-brick, asbestos, mackolite, etc. A judicious and economic
use of all these materials is necessary, so that the most prac-
ticable form may be chosen to secure the desired end.
Some of these important minutiae may properly receive
detailed attention, when we remember that the strength of a
structure is gauged by its weakest point.
The metal columns, for example, are properly figured for
their safe dimensions, but from this step on they are apt to
become a bugbear to both architect and owner, the former
desiring to reduce their size to a minimum on account of
appearance, while the latter considers that they deprive him of
the revenue of just so much floor space. Any measures are
therefore adopted to reduce their size. First, the various
waste-, heat-, and supply-pipes are run up alongside the
columns from floor to floor. For the passage of these pipes
openings must be made in the tile floor arches, which, in the
rush of building operations, may never be properly filled up
again. These openings come inside the line of the fireproof
slabs of the column, thus forming one long continuous flue
from basement to roof. The finished line of the fireproofed
and plastered column is often not more than 2 ins. from the
extreme points of the metal-work, and then, deducting \ in.
or £• in. for plaster, little enough is left for the fireproofing
proper. The various pipes before mentioned will very often
project even farther than the column itself, thereby tempting
2.8 ARCHITECTURAL ENGINEERING.
the fireproofer to trim and shave till the original little has
become still less.
Lessons from Past Fires — In the Athletic Club Building
fire some of these points were illustrated with glaring promi-
nence. A steel framework and fireproof covering having
been used as the main elements of construction, further con-
sideration of fire hazards were apparently slighted. In no case
did the fireproofing extend more than 2 ins. from the outer-
most edge of the ironwork, while wooden nailing-strips were
embedded in the tile at intervals of about 3 ft. starting from
the floor (a 4-in. face exposed), making successively 3 ft. of
tile and 4 ins. of wood. These nailing-strips were employed
as grounds for the panelled oak wainscoting, and a further
error was made in leaving an air-space behind this panelling,
with no ' ' back ' ' plastering. The ceiling also left an air-
space, due to i -in. raised nailing-strips.
As a matter of course the wooden grounds around the
column burned out, letting the fireproofing fall in 3-ft. sec-
tions. It so happened that but two columns were badly bent
by the intense heat, but who can say what the stability of
those re-used unbent columns really is ? Were they cooled
slowly, or suddenly by the application of streams of water, and
thus rendered brittle, and were they heated unevenly, thus
causing great strain in the material on but one side of the
column ? What was the amount of expansion and contraction ?
No experiments could be made with reasonable economy and
safety to satisfy these queries, leaving the present state of the
building an uncertain conjecture.
Fireproof Partitions. — Both the Pittsburg fire and the
Home Insurance Building fire demonstrated the necessity for
better partition construction, and the unreliability of plaster
and metallic lath substitutions for terra-cotta blocks. In the
Home office building, wooden nailing-strips used for the
attachment of the base-boards were responsible for the resetting
FIRE PROTECTION. - 29
of nearly all the partitions. Aside from this defect the parti-
tions were nearly as good after the fire as before. In the
Home Insurance fire, many of the terra-cotta partitions were
weakened or wrecked completely through being built upon the
wood flooring, while the extended use of wooden door- and
window-frames in such partitions was also responsible for a
great deal of damage.
Fireproof Doors and Windows. — Again, these two fires
clearly showed the necessity for protecting exposed window
areas against possible external attack by fire, and this danger,
as well as the objection to wood doors and window-frames, etc.,
in fire-resisting partitions, may be met through the use of a
system which is now largely growing in favor. Doors, door-
frames, window-frames, and sash are now made with a wood
body or core, covered with sheet steel or copper which is
hydraulically pressed to give the proper form to the panels,
mouldings, etc. For exterior use, pure sheet copper is prefer-
ably used, of bright or green acid finish, while for interior use
in partitions, etc., plain sheet steel is employed, ready for
painting or graining. Sheet bronze, brass, or electro-plated
metal may also be obtained. Fire-tests have proved the doors
to be of admirable fire-resisting qualities, while the window-
frames and sash, combined with wire glass, form a most
admirable protection against external hazard. A building
built in Boston, 1898, for the New England Telephone and
Telegraph Co., has every exterior window and door of this
character, the windows being glazed throughout with wire
glass.
Installation of Piping, etc. — The proper installation and
distribution of the mechanical features in a modern office build-
ing have been given considerable attention by John M. Carrere
(see Engineering Magazine, October, 1892), and the system
proposed by him will undoubtedly add greatly to the efficiency
of fireproofing, and remedy many of the weak details just con-
3°
ARCHITECTURAL ENGINEERING.
sidered. In order to avoid chases, or continuous flues, the
lowering of the hall ceilings is suggested, " thereby obtaining a
horizontal space under the floors of the halls at each story, lined
and fireproofed, where all the mechanical features except steam
heat can be placed " (see Fig. 7). An arrangement of this
OFFICE
OFFICE
OFFICE
FIG. 7. — Arrangement for Pipe-space in Corridors.
character would certainly possess many great advantages — it
would always be accessible for repairs, easy of connection with
all offices, and would serve as a safe and at the same time
hidden conduit for all wiring, piping, and ventilating air-ducts,
either exhaust or indriven. The additional expense would not
be great either, and when its permanency is considered, never
being affected by the moving of partitions, etc., as is now the
case, it is surprising that such a system has not attained more
general use.
At the ends of these horizontal ducts are vertical chases or
ducts built solidly of fireproof blocks or brick from cellar to
roof, and connected at each floor with the horizontal leads,
but still partitioned off at every story with wire and plaster
partitions, to prevent the spread of possible fire. All of the
vertical risers could be placed in these chases, thus avoiding
the unsightliness of pipes in the office space, or the necessity
of placing such piping within the column space.
CHAPTER III.
TYPICAL BUILDINGS— ERECTION, PERMANENCY, ETC.
MANY of the details which will be discussed in the follow-
ing pages may be better appreciated in their relation to the
whole subject if a few typical skeleton structures are examined.
The scope of this outline will not permit of a discussion of the
architectural problems involved in the design of a modern
office building, hotel, or any of the structures which are now
built according to skeleton methods. The points here con-
sidered are, rather, those of construction pure and simple.
But the comprehensive view of the subject necessary to the
architect or architectural engineer may only be obtained
through an accurate knowledge of the manifold items which
become parts of a successful plan. These accessories to the
mere framework lie within the province of the engineer as well
as of the architect, and here, as in the execution of the external
expression of architectural engineering, a perfect harmony
must exist between the two branches in the perfection of all
mechanical details, if results are to be secured which may be
looked upon as creditable to both professions.
The value of such accessories may be more fully realized
when the self-sufficiency of a typical office building, containing
all modern improvements, is considered. Electric light, the
telephone, mail-chutes, and well-appointed toilet-rooms are
already demanded as absolute necessities, while many examples
provide telegraph and messenger service, cigar- and news-
31
32
ARCHITECTURAL ENGINEERING.
stands and barber-shops, besides restaurants and cafes in the
basements. It is true that many of these factors would seem
to have little bearing on the duties of the engineer, and yet it
was just such conditions, imposed on the designer of the foun-
dations of office buildings, that produced the successful
development of the so-called raft or floating foundations, in
order that the basements might be unencumbered by the large
H^^~^&-
Hjlrt^rr^-.--^-^ J£~- -
iSsjgpSI
fn
FIG. 8. — Chicago Stock Exchange Building. Adler & Sullivan, Architects,
pyramidal masses of stone previously used as footings, and the
basement space might be added to the available renting area,
or be used for the mechanical plants. The rigid economy of
floor space which is demanded may only be obtained by careful
attention to the most advantageous uses to which the different
floors and rooms in the structure may be put.
Typical Office Buildings. —Some examples of typical office
buildings in various cities will now be given, as illustrating
prominent types of veneer construction.
TYPICAL BUILDINGS— ERECTION, PERMANENCY, ETC. 33
FIG. 9.— Chicago Stock Exchange Building. Ground-floor Plan.
FIG. io.— Typical Office-floor Plan, Stock Exchange Building.
34 ARCHITECTURAL ENGINEERING.
The Chicago Stock Exchange Building is illustrated in
Fig. 8. The entire fa£ades are constructed of a yellow-drab
terra-cotta, the lower stories and the main cornice being richly
modelled in intricate ornamentation peculiar to the work of
these architects. The interior court is faced with white
enamelled brick.
Fig. 9 is a plan of the ground or street floor, showing the
entrance vestibules, elevators, cafe, and store areas.
Fig. 10 shows the arrangement of the offices, etc., on the
sixth floor. The toilet-rooms, barber-shop, vent spaces, and
the arrangement of the lighting courts are plainly shown.
The Marquette Office Building, Chicago, is shown in Fig,
II. The exterior walls are built mainly of dark-red brick,
with terra-cotta cornice and trimmings. A spandrel section
at one of the upper floors is given in Chapter VI.
Fig. 12 illustrates one of the typical floor plans, with possi-
ble sub-divisions of large office areas. Many of the floors in
the larger office buildings are never sub-divided until rented,
in order that the arrangement of the partitions may be made
to suit the tenants.
Fig. 1 3 is the Reliance Building, Chicago, the typical floor
plan being as shown in Fig. 14. This arrangement of offices is
intended for rooms to be used in suites. The pipe space at the
side of the elevators, and the space-for counterweights behind
the elevators are plainly shown, as is the circular smoke-flue.
The elevator accommodations in these various buildings
may be seen on the plans. Rapid passenger and freight
service must both be provided for, and the necessary space
allowed for the hydraulic cylinders in the basement, as. well as
for the vertical counterweights. Beams must be supplied to
support the elevator sheaves, and water-tanks located to supply
the hydraulic cylinders.
If the basement lies below the street or sewer level, and it
is to be occupied by stores, cafes, or by the boiler- and engine-
FIG. ii. — Marquette Building, Chicago.
Holabird & Roche, Architects.
35
TYPICAL BUILDINGS- ERECTION, PERMANENCY, ETC. 37
rooms, an ejector-pit will be necessary to raise the sewage to
the proper level. Pumps for water-supply, dynamos for elec-
tric light, boilers and steam plant for power and heating — all
must be definitely determined and carefully weighed in their
relation to the character of the building, and as affecting the
design of foundations and all structural details.
The following data may be of interest as descriptive of
some of the mechanical furnishings of one of Chicago's most
celebrated office buildings, the Masonic Temple, shown in
Fig. 15:
The entire drainage is carried through the building by
means of a system of vertical risers, about one-half of which
connect directly with the street mains, through piping sus-
pended from the basement ceiling. The remainder of the
risers, and all drainage from the boiler-room and basement
space, are connected by a system of underground piping with
two 5O-gallon Shone ejectors, placed in a pit in the basement,
from which the sewage is forced to the street sewer. This was
necessary in order to keep the basement stores, cafes, etc., free
from exposed pipes. All vertical pipes in the building, both
for water-supply and drainage, are carried in fireproof pipe-
spaces especially provided. The water-supply is pumped from
the city mains by pumps located in the basement, to storage
tanks on the twentieth floor, with a combined capacity of 7,000
gallons. On the twentieth floor also are four compression
elevator tanks of 18,500 gallons capacity total. For elevator
and water-supply service seven pumps are required, having a
total capacity of from 2,000 to 3,800 gallons per minute.
Each office and store has a private wash-basin, with general
toilet-rooms and barber-shop on the nineteenth floor. The
main toilet-room contains 64 closets, besides additional rooms
on the third and twelfth floors and in the basement, with from
8 to 1 8 closets each.
Forty thousand square feet of radiation surface are required,
38 ARCHITECTURAL ENGINEERING.
all in direct radiation. The steam is supplied on the "over-
head " system through i6-in. mains running directly to the
attic, thence around the exterior walls and down. Six
dynamos supply 7,000 1 6-candle-power lamps. For the power
and steam plant, eight horizontal tubular boilers are used, with
a total of 1,000 horse-power.
There are several features in the Masonic Temple design
worthy of especial note. Several of the upper floors are
m ( r 11 ( (
FIG. 12.— Marquette Building, Chicago. Typical Office-floor Plan.
devoted to Masonic purposes, and the large assembly-, drill-,
and banquet-rooms were kept free from columns by spanning
the areas with lattice girders, on which rest the arched ceiling
and roof-trusses. The interior court also possesses a special
feature, viz. : galleries provided at each story for the lower
ten floors. This plan was intended to attract small store-
keepers and the like as occupants of the adjoining stores or
offices, thus concentrating many tradesmen under one roof.
The scheme has not proved a success.
FIG. 13. — Reliance Building, Chicago. D. H. Burnham & Co.. Architects.
3'-)
TYPICAL BUILDINGS— ERECTION, PERMANENCY, ETC. 41
The roof of the Masonic Temple is covered by an enclosure
of glass, serving as a summer- garden and place of observation.
A perspective of the New York Life Insurance Building,
FIG. 14. Reliance Building, Chicago. Typical Office-floor Plan.
(For framing-plan, see Fig. 59.)
Chicago, is illustrated in Fig. 17. The lower three stories are
built of granite, with brick and terra-cotta above. The plan
of the first floor, devoted to banking purposes, is shown in
42 ARCHITECTURAL ENGINEERING.
Fig. 1 8, while the typical office-floor plan is given in Fig. 19.
Fig. 20 is a photograph of the Park Row Building, New
York City (R. H. Robertson, architect). A skeleton eleva-
tion of the side wall shown in this illustration is given in Fig.
165.
The Park Row Building is the highest office building ever
erected, and it is very doubtful whether it will be found either
desirable or profitable to erect other buildings as high as this
one. This building was built in 1897-98, and a number of
the constructive details are given in other chapters. The
height includes 26 stories from curb to main roof, or 33 stories
from the foundation to the extreme portion of the accessible
interior. The height from the street-level to the base of flag-
staff, which is the highest accessible portion of the building, is
390 ft. 9 ins., or from head of piles to base of flagstaff equals
424 ft. 6 ins. The building is equipped with nine electric
passenger elevators running from the basement to the twenty-
sixth floor, besides which two other elevators, one in each
tower, run from the twenty-sixth to the twenty-ninth floor.
A photograph of the Broadway Chambers (Mr. Cass
Gilbert, architect) is given in Fig 2 1 . The lower three stories
are built of granite, the main shaft is of brick, while the upper
three stories are constructed entirely of terra-cotta. The color-
effect in this building is as successful as it is unusual.
Figs. 35 and 36 show this structure in process of erection.
Figs. 22, 23, and 24 show the basement, ground-floor, and
typical-floor plans respectively.
The Jewelers' Building, Boston, Mass. (Winslow &
Wetherell, architects), is shown in Fig. 25. The lower two
stories are of cast-iron, with buff-colored terra-cotta above.
Fig. 26 is of the Fort Dearborn Building, Chicago. A
typical office-floor plan is shown in Fig. 27, while the typical
framing plan is given in Fig. 58, Chapter IV. A number
of spandrel-sections for this building are given in Chapter VI.
Fi<;. 15. — The Masonic Temple, Chicago.
Burnham & Root, Ajchitects.
43
New Half,
Veneer Construction.
FIG. 16. — The Monadnock Building, Chicago.
TYPICAL BUILDINGS— ERECTION, PERMANENCY, ETC. 47
The Gillender Building, New York City (Berg & Clark,
architects), is shown in Fig. 28. This example constitutes
about the extreme of great height compared to narrow width.
FIG. 17. — New York Life Insurance Building, Chicago. Jenney &
Mundie, Architects.
A framing plan is given in Fig. 60, Chapter IV, and spandrel-
sections and bay-window details are illustrated in Chapter VI.
Fig. 29 shows a typical office-floor plan of the Champlain
Building, Chicago (Holabird & Roche, architects).
ARCHITECTURAL ENGINEERING.
Fig. 3° gives a perspective of the Old Colony Building, by
the same architects.
Fig. 3 1 is a photograph of the new building erected for
Montgomery, Ward & Co., Chicago (Richard E. Schmidt,
architect).
-\
=- 'VAULT
-J *
\ GLOSIT
FIG. 18. — New York Life Insurance Building, Chicago. Plan of Banking
Floor.
Fig. 32 shows the main entrance hall to the New York
Life Insurance Building, Chicago, in which the walls, ceiling,
and stairs are finished in Italian marble with mosaic floor. In
many buildings the richness of the first story is further
increased through the use of solid bronze for the elevator
TYPICAL BUILDINGS-ERECTION, PERMANENCY, ETC. 49
grilles, stairs, transom- or door-grilles, directory-frames, and
lamps.
The foregoing illustrations will serve to show the architec-
tural treatment employed in representative office buildings,
" f,\\"' " \ i i ^"U J* *"T"% +^*
f j|i ^^ |
FIG. 19. — New York Life Insurance Building, Chicago. Typical Office-
floor Plan.
while the floor-plans indicate the general arrangement of
offices, halls, and entrances, besides the minor details of plan,
thus making the conditions which determine the general
features of construction apparent, in so far as the plan may
affect the conditions of design.
5° ARCHITECTURAL ENGINEERING.
Erection. — In skeleton or cage construction building's,
present demands as to the rapidity of construction make the
method and apparatus for hoisting, handling, and assembling
the various members, of great importance. Sharp competition,
close estimates, and the demands of owners and architects
regarding the speedy completion of contracts, serve to make
the economy and rapidity of erection scarcely less important
than economy and excellence in design. Many different
systems of handling the steel frame have been adopted, and
much special apparatus has been designed for this purpose, but
the methods employed vary so much with locality and con-
tractor, that no very general practice can be classed as
standard. Simple gin-poles, single derricks or combinations
of derricks, towers, steam-cranes, and elaborate travellers have
been used under their own peculiar conditions ; but that system
will generally be found most advantageous which either facili-
tates the moving of the plant itself, or which renders much
moving unnecessary. Any saving in shifting, anchorage, or
guying, tends to reduce the time employed, and hence the
labor and expense.
Old-fashioned gin-poles and single derricks are still em-
ployed on small work, but on buildings of considerable size,
some form of tower or traveling-derrick is generally used.
Special steam-cranes, built for the purpose, have been used in
some cases, these being operated on tracks which were quickly
laid over the floor system. Such cranes would pull themselves
up an incline, from story to story, as fast as erected. The
crane-boom and engine-platform revolve on a pivot, so that
the steel beams or columns require very little handling.
When the building floor-plan is of such dimensions that a
derrick or traveler may move from end to end of the building,
and at the same time reach out on either hand to the side walls
(or even when only a portion of the width can be handled), a
tower-derrick will be found advantageous, providing other
FIG. 20.— Park Row Building, New York.
R. H. Robertson, Architect.
Si
FIG. 2i.—" Broadway Chambers" Building, New York City. Cass Gilbert,
Architect.
53
TYPICAL BUILDINGS ERECTION, PERMANENCY, ETC. 55
CHAMBERS Sf
FIG. 22. — Broadway Chambers, New York City. Basement-floor Plan.
FIG. 23.— Broad way Chambers, New York City. Ground-floor Plan.
FIG. 24. — Broadway Chambers, New York City. Typical-floor Plan.
56 ARCHITECTURAL ENGINEERING.
conditions are suitable for the use of a group of central booms.
Such a traveling-derrick or tower-derrick, which has been
used with good results on skeleton buildings in New York,
may be briefly described as follows: The derrick consists of a
rectangular tower, about 24 ft. long, 24 ft. high, and 1 2 ft.
wide, made of a horizontal rectangular steel framework at the
bottom, which supports four wooden corner-posts. These
corner verticals are connected at the top by horizontal timbers,
running from post to post, and also by transverse struts placed
about half-way up the tower. Diagonal rods with sleeve-nuts
and pin-ends are. placed in each of the vertical planes of the
tower, also in the top and bottom horizontal frames. The
vertical corner-posts are so arranged as to set back somewhat
from the ends of the bottom iron frame, which projects at each
end sufficient to receive the boom-seats, one at each corner.
All joints are connected by steel cover-plates and bolts, the
whole being arranged with a view to rapidity in erection or
removal. The floor of the tower is supported on transverse
I-beams which rest on the bottom frame, and on these beams
planking is placed to receive the engine, besides the necessary
coal- and water-supplies. The traveler is run on rails, spaced
about 12 ft. apart, placed on loose flooring about 3 ins. thick,
laid from beam to beam. To further facilitate the handling oi
material the moving derrick is often supplemented by a dis-
tributing-car which runs on a narrow-gauge track of light rails.
The traveler, including engine and all, is easily raised from
floor to floor by hand, by means of four breast-derricks.
This type of traveler was employed on the Commercial
Cable Building, New York, and on the Siegel-Cooper Build-
ing, where seven complete tiers, aggregating between 7,000 and
8,000 tons, were erected in nine weeks actual working time.
In this case two travelers were installed on opposite sides of
the same floor, and a gang of twenty men with each derrick
FIG. 25. — Jewelers' Building, Boston, Mass. Winslow & Wetherell,
Architects.
57
TYPICAL BUILDINGS—ERECTION, PERMANENCY, ETC.
59
would erect about twenty bays of ironwork in a day, each bay
being about 24 ft. square.
The rapidity of erection is not proportional to either the
^pg^^gji^trr- " ;-^^r^^€^^. -^^?
FIG. 26. — Fort Dearborn Building, Chicago. Jenney& Mundie, Architects.
cubical contents of ordinary buildings or to the linear height,
as an average rate of setting steel frames may be placed at
about two tiers of beams per week of six working-days of ten
hours each. This rate is largely independent of the actual size
6o
ARCHITECTURAL ENGINEERING.
of the building, except in large areas where the material cannot
be handled directly from the street to final position with one
operation of the boom. In many cases of quick-time contracts,
YiiY i _i_ri.i T iif
FIG, 27. Fort Dearborn Building, Chicago. Typical Office-floor Plan.
this rate is often greatly bettered. In the Unity Building,
Chicago, seventeen stories, the erection of the metal framework
from basement columns to finished roof was accomplished in
nine weeks. Cast columns were employed in this case. In
FIG. 28.— Gillender Building. New York City. Berg & Clark. Architects.
American Surety Building in Background to left.
61
TYPICAL BUILDINGS— ERECTION, PERMANENCY, ETC. 63
the Fisher Building, Chicago, 1895, the entire steel skeleton
above the first floor was erected in twenty-six days, without
overtime or night work. This included nineteen stories and
an attic.
Figs. 33 and 34 show the progress made in the erection of
the Reliance Building, Chicago, from July 16, 1894, to
August i, 1894.
Figs. 35 and 36 show the Broadway Chambers, New York,
1900, during construction. The eighteen stories of this steel
FIG. 29. — Champlain Building, Chicago. Typical Office-floor Plan.
frame, aggregating 2,000 tons, were erected complete between
the dates Oct. 15 and Dec. 18, 1899.
For the successful erection of the frame, much depends
upon an accurate alignment of the column bases. These
should be carefully tested as to both position and level. The
bases are either grouted with cement, or bolted to the founda-
tions, but where cast column bases rest on masonry piers or
64
ARCHl 1 ECTURAL ENGINEERING.
FIG. 30. — Old Colony Building, Chicago. Holabird & Roche, Architects.
FIG. 31.— Montgomery Ward & Co.'s Building, Chicago. Richard E.
Schmidt, Architect.
65
TYPICAL BUILDINGS -ERECTION, PERMANENCY, ETC.
67
footings, any considerable grouting is not advisable. The
only grouting that should be permitted in tall buildings would
be in leveling up the tops of the concrete footings to receive
the masonry courses, or in a very thin layer between the
FIG. 32.— Entrance Hall, New York Life Insurance Building, Chicago,
column pedestal and the masonry bed. The cap-stones should
always be brought to the most accurate bed possible, with
grouting used as a thin cement and not as a leveler. Accurate
re-dressing of the cap-stones after setting is much to be
preferred.
All riveting and punching of the steel members is done at
68 ARCHITECTURAL ENGINEERING.
the shop, besides the usual coat of oil or paint. This leaves
only the assembling and field riveting to be done on the
ground, including the adjustment of the laterals or wind-brac-
ing, the placing of separators and tie-rods, and the field
painting.
The columns are now generally made in two-story lengths,
or occasionally in three-story lengths, and this practice aids
much in saving time and expense in erection. The column
splices are placed from 12 to 24 ins. above the floor-levels
(see "Column Splices," Chapter VII), so that the floor-
beams or girders may rest on brackets or shelf-angles near the
tops of the columns, thus acting as braces during erection.
In the splicing of columns, shims or wedges should never be
permitted, as such practice leads to serious abuse in careless
hands, and nails, pieces of slate, etc., are often used by the
men to secure proper adjustment. The work should be made
true and perfect through the accurate planing or ' ' facing ' ' of
all contact bearing-surfaces, the facing of column ends always
being done at exact right angles to the column axis.
Beams and girders are first bolted temporarily in place,
about one-third of the holes being filled. The riveting gang
then follows behind the erectors, making permanent connec-
tions with iron rivets heated in portable forges. Field riveting
has now entirely superseded the use of bolts in skeleton or
cage construction, or indeed in any character of high-class
building work. Bolted connections were tried, but were soon
discarded on account of the cracks which developed in the
plastered ceilings. These cracks were always found to radiate
from the column connections with the floor system, thus
demonstrating the play of the bolts in the holes. A list of the
required field rivets is made in the shop, including an excess
of from 5 to 25 per cent, of the actual number required. This
percentage is added for waste, loss, and the burning of rivets
in the field. A greater percentage should be added for short
FIG. 34. — Reliance Building, during Construction.
Aug. i, 1894.
FIG. 35. — Broadway Chambers, during Construction.
Nov. 9, 1899.
73
FIG. 36. — Broadway Chambers, during Construction.
Dec. 21, 1899.
75
TYPICAL BUILDINGS-ERECTION, PERMANENCY, ETC. 77
rivets than for long ones, as long rivets may be cut down to
make shorter lengths. A riveting gang of five men will
average about 200 rivets a day of nine hours, under good con-
ditions. This makes a cost of about 7 to 8 cents per rivet.
After erection, the steelwork should receive one or two
coats of paint. If the cost need not be too carefully consid-
ered, two coats in the field are to be recommended, in which
case the first and second coats should be specified of different
colors. This enables one to see at a glance that the second
coat has not been skimmed or slighted, as will often be found
to be the case unless given very careful inspection. For one
coat of red-lead paint, one gallon may be allowed to about
two tons of average weight structural steelwork.
Rapidity of Erection. — The skeleton or "veneer" type
of construction possesses great advantages in economy of time
required for erection, as work can be pushed on the walls at
different stories at one and the same time. Thus on the Man-
hattan Building, Chicago, the main cornice of terra-cotta was
completed before the wall was built up beneath it. On the
Unity Building the granite base-wall was being built at the
first and second stories, the pressed-brick face was being
placed at the twelfth-floor level, while the hollow-tile arches
were being set for the fifteenth floor, — all at the same time.
The rapid progress made in the erection of the New York
Life Building, Chicago, is shown by the following:
July 17. Old building torn down to grade.
July 31. Laid out new footings.
August 17. Started setting basement columns.
August 31. Started laying granite.
September 5. Started setting tile arches.
September 18. Started laying terra-cotta facing.
September 29. All steel set.
November 9. Tile floors all set.
November 1 1 . Terra-cotta all set.
78 ARCHITECTURAL ENGINEERING.
November 12. Started plaster.
December 2. Steam plant completed — turned steam on in
building.
Of the 671 individual columns in this building, but a single
one required ' ' shimming. ' ' A thin steel wedged plate was
used, forged to fit. The columns were tested for alignment at
frequent intervals. An average of twenty-five working hours
was required to set the steelwork for a complete story.
The following dates will serve to show the time required
in the erection of one of the latest New York office buildings,
viz., the eighteen-story Atlantic Building, corner of Wall and
William streets (Clinton & Russell, architects):
May 9, 1900. Tearing down started.
June 15, 1900. Caisson foundations started.
September I, 1900. Steel frame started.
October 8, 1900. Brickwork started on street fronts.
December 10, 1900. Building topped out.
January i, 1901. Steam turned on.
January 22, 1901. First hydraulic elevator started.
March I, 1901. First offices ready for tenants.
Permanency of Skeleton Construction. — Aside from the
question of fire resistance, much discussion has arisen from time
t!o time as to the permanency of skeleton construction. This
controversy between friends and indifferent observers of skele-
ton methods was also aggravated by the reluctance of the
supervising architect of the Treasury seriously to consider
such construction as worthy the dignity and solidity of gov-
ernment edifices — notably in the new Post-office Building for
Chicago. While the architectural pros and cons of terra-cotta
and steel, or concrete and steel, versus solid masonry construc-
tion may not here be discussed, the engineering side of this
matter becomes one of great importance. Serious as it is, it
must still be admitted that it depends largely on personal views,
for the want of reliable data under present conditions. Many
TYPICAL BUILDINGS-ERECTION, PERMANENCY, ETC. 79
architects are not slow to pronounce judgment against such
practice, while others warmly champion the cause of steel in
combination with tile, concrete, or cement. This divergence
of opinion was well shown in an interesting discussion before
the American Institute of Architects on this very subject,
where examples of the deterioration of iron or steel under
peculiar conditions were emphatically offset by instances of
remarkable preservation under other peculiar conditions. The
point would then seem to be to define these conditions.
Prominent architects, engineers, and builders have said that
experience seems to show that, if no lime mortar is used, the
corrosion of the metal will not amount to enough to be of any
danger; while others point to the well-known preservative
qualities of lime, and urge its exclusive use in connection with
iron or steel. Our knowledge of wrought-iron or steel, there-
fore, under definite variations of heat and moisture, and in
association with limes, cements, and concrete, as found in
present practice, must continue to be unsatisfactory until
defined by more accurate data. American engineers and
builders show their daily faith in such combinations of material,
and this type of construction is rapidly becoming more and
more general in the United States.
The effects of lime, whether as one of the ingredients of
mortar or of limestone, as a corrosive factor in connection with
ironwork, seem to depend very largely upon the peculiar con-
ditions of each particular case. Examples are recorded of
anchorage cables in American suspension bridges which were
found, on disclosure after some years, to be partly eaten away
where the strands had come into permanent contact with the
limestone masonry. The presence of water was possibly
accountable for this corrosive action; but it becomes a very
difficult matter to construct masonry which will allow of no
permeation of moisture, especially in walls, piers, or founda-
tions, as found in building practice. Dry air and pure water
8o ARCHITECTURAL ENGINEERING.
produce but slight oxidizing effects on iron or steel ; ' ' but
when the former becomes moist, and the latter impure or
acidulated, oxidation of the material is speedily set up, and,
when once commenced, unless the process is arrested, its ulti-
mate destruction becomes a simple question of time. ' ' The
use of lime mortar would, therefore, seem limited to localities
where no fear of moisture may be anticipated ; for any damp-
ness in combination with the lime must soon show its effects
on the metal-work.
Considering the parts of a skeleton structure which are
exposed to the weather, or liable to the presence of moisture,
we have: all exterior walls, piers, etc., and the basement
members, including foundations. From the foregoing it would
seem that lime mortar should not be used in any of these posi-
tions. The foundations and basement walls, columns, etc.,
are either surrounded by constant moisture, or by wet clay or
earth itself, while the exterior walls and supporting steelwork
are -subjected to the climatic changes, frost, rain, and penetrat-
ing dampness, which must sooner or later pierce the terra-
cotta and brick envelope, and so reach the metal-work. For
such positions cement mortar should undoubtedly be used ; it
seems a most perfect conservator of metal-work, and instances
are recorded of iron found in perfect condition after a 4OO-years'
entombment in cement concrete below water. Links of
anchorages in American suspension bridges have been taken
up after many years in a perfect state of preservation where
embedded in cement. A further recommendation of the use
of cement lies in the fact that the thermic expansion of Portland
cement is practically the same as that of iron — a fact which
insures perfect cohesion under any changes of temperature.
The interior members of the framework do not need as
careful consideration, being maintained at a more uniform tem-
perature, and protected from the exterior dampness. Interior
columns, the floor system, and wind-bracing would, therefore.
. TYPICAL BUILDINGS -ERECTION, PERMANENCY, ETC Si
seem safe in connection with lime mortar, but it is questionable
whether the best work should not call for cement mortar and
even cement plaster throughout. Cement has rapidly cheap-
ened of late years, and cement plasters are largely being used
on account of their better fire-resisting qualities.
It has been suggested to rely entirely on the preserving;
qualities of cement rather than on a proper painting of the
metal-work. Prof. Bauschinger states that his experiments
show a cohesion between iron and concrete, after hardening, of
from 570 to 640 Ibs. per square inch. This is even more than
the tensile strength of the best concrete, but in building work
a perfect union between the cement mortar and metal-work can1,
never be attained at all points, and a thorough coating of paint
must largely be relied upon.
In the surrounding of the metal framework by masonry or
terra-cotta, it has been found, after an experience of fifteen
years, that wherever masonry or terra-cotta shapes are so em-
ployed as entirely to cover the surfaces of the beams, girders,
or columns with the cement mortar in which these coverings-
are laid, practically no oxidation takes place; while beams,,
girders, or columns which are simply protected, but which do-
not have the direct contact of the mortar with the steel, have
frequently been found seriously oxidized.
In selecting materials for fireproofing purposes, their influ-
ence and action upon the life of the framework must not be
neglected. Thus, while cinder-concrete is most enduring from
a standpoint of fire resistance, more so than stone-concrete,
still the employment of cinder-concrete in direct contact with
steelwork is to be seriously questioned, due to the corrosion
caused by the alkalies contained in the cinders.
Deterioration due to the leakage or radiation from supply-,
waste-, or vent-pipes, must also be considered and provided
against by keeping all such piping in ducts or chases outside of
the fireproofing or protective coverings around the metal-work.
82 ARCHITECTURAL ENGINEERING.
For more extended data as to permanency and corrosion,
and the relative values of ordinary building materials when
considered in relation to this subject, the reader is referred to
the more complete discussion given in the author's "Fire-
proofing of Steel Buildings. ' '
Painting. — Excepting, therefore, such steel members as
are completely surrounded by cement mortar, no more prac-
ticable method of protection is known than a good paint well
applied, and the painting of the metal framework must thus
constitute" the principal safeguard against deterioration and
corrosion, and, as the annual tonnage of steel shapes entering
into building construction is increasing so rapidly, the impor-
tance of adequate protection is correspondingly increased.
The entire question of painting (including the condition or
preparation of the steel or iron before paint or oil is applied,
the kind of paint, the quality to be employed, and the best
methods of application) , is one of the utmost importance, and
yet, in many particulars, of wide divergence in practice.
For a more extended reference to this subject, several very
interesting and valuable books and papers may be referred to,*
a study of which will reveal great differences of opinion as
regards materials and methods, and yet concurrence as to the
principal considerations involved.
All agree that almost any attempt to prevent the deteriora-
tion or corrosion of metal-work by painting is of some benefit,
and that, the more conscientious the effort, especially in the
method of application rather than in the material, the more
trustworthy will be the result.
To secure painting of permanent value, a clean scaleless
and rustless surface is first necessary. Steel plates and shapes,
* See " Metallic Structures: Corrosion and Fouling, and their Preven-
tion," J. Newman. " Painting of Iron Structures Exposed to Weather,"
and discussion, Trans. Am. Soc. C. E., vol. xxxiii. No. 6. M. P. Wood in
Trans. Am. Soc. M. E., vol. xv.
TYPICAL BUILDINGS— ERECTION, PERMANENCY, ETC. 83
when delivered from the rolls which form them to the cooling
beds, are largely covered with scales, which, adhering only
partially to the surface, offer the intervening cracks or joints
as vulnerable points for rust. Almost at once after being
rolled, structural steel is stored or handled out of doors for a
varying period, both at the mill, and then again at the bridge
shop before the fabrication is started. This period of open-
air exposure allows the process of rust to start under the scales,
and, "if the rust so covered up has not begun to pit the iron,
the chances are it will never do any harm ; but if it is already
well developed and of some thickness, it will have enough
oxidizing agents in its pores to develop more oxide, swell up,
crack the paint, and the continuation is obvious." *
The first requirement, therefore, for efficient painting, lies
in the careful removal of all mill-scale, rust, grease, or foreign
substance, before even the priming coat is applied. And this
initial condition is the most difficult to obtain of all the require-
ments for good painting, as, with present mill and shop
methods, the cleaning of scale or rust is done only very super-
ficially, if at all, and even if inspected the average inspector is
satisfied with the mere uniform coloring of the surface. All
authorities agree that the first step in the preservation of metal-
work against deterioration or corrosion, is in obtaining absolute
cleanness of metal before the application of paint or oil, but
this result can only be obtained at increased initial cost of the
metal, and through more rigid and conscientious inspection.
The result would be well worth the added cost.
' ' Better results would be achieved in this direction if
engineers in charge of important new work were to specify that
the material shall go directly from the rolls to an adjoining
closed shop or cleaning shed, where the scale is to be removed
by light portable power-driven wire brushes or other suitable
*Sec E. Gcrber in Trans. Am. Soc. C. E., vol. xxxiii.
84 ARCHITECTURAL ENGINEERING.
means, and the pieces are at once to be immersed in a bath of
pure linseed oil. Then these are to be sent to riveting or other
shops when dry enough to handle, and, when the work is com-
plete, they are to be sent to an enclosed paint- shop, where a
good coat of paint approved or specified by the engineer is to
be given before shipment, ample time being allowed for dry-
ing. "*
With present mill methods, the best that can be done is to
secure the most careful cleaning practicable, after which a coat
of oil is generally preferred, especially if the work is to receive
two coats of paint in the field. Oil forms a transparent protec-
tive covering, thus leaving visible defects which might have
escaped detection at the shop; it penetrates joints and surface
cracks better than when mixed with pigment; it will not rub
off as easily as paint, and it forms a better priming coat than
either the new metal or dried paint. Pure boiled linseed oil is
generally specified, because it dries more quickly than raw oil,
and the latter remains sticky for a considerable time, gathering
cinders and dirt in transportation which require cleaning before
paint is applied. If thoroughly coated with pure linseed oil,
steel members will not suffer by waiting several weeks or even
months for the final coats of paint in the field.
The field painting should be done as soon as practicable
after erection, and this leads to the question as to what consti-
tutes a good paint. Present practice is pretty well confined to
the use of oil paints, such as iron, lead, or other pigments
ground and mixed with linseed oil or some substitute for lin-
seed oil; coal-tar, or asphalt, or mixtures in which asphalt is
the principal ingredient. Competent and disinterested authori-
ties differ widely in their estimates as to the value of these
coatings. While many engineers, chemists, and men of long
practical experience recommend oxide of iron paint, others,
* See Geo. A. Just in Trans. Am. Soc. C. E., vol. xxxiii.
TYPICAL BUILDINGS-ERECTION, PERMANENCY, ETC. 85
•equally qualified to advise, advocate the use of red lead,
graphite, and carbon paints. The rivalry between oxide of
iron and lead paints is of long standing, while graphite paints
are of more recent introduction, and hence of more limited
use. Patent paints, and compounds which have had but a
very limited use, should not be seriously considered unless
recommended by those qualified to judge as to the ingre-
dients employed and the preservative qualities which could or
would be attained.
With a careful initial cleaning, good inspection, and proper
application, it is safe to assume that either oxide of iron, red
lead, asphalt, or graphite paint will give good results, provided
the materials are of the best. In the summary of the paper
previously referred to, Mr. Gerber (see Trans., vol. xxxiii.
p. 529) states as a conclusion based on his very extended in-
vestigation that "Iron oxide is far preferable, as the author
sees the matter, aside from the question of cost, and in cost
the advantage is certainly with it. ' ' Also : ' ' If metal has been
properly cleaned and paint properly applied, there need be no
fear that any paint, composed of pure oil with a good pigment,
will not protect the metal so long as the paint lasts. "
In the discussion which follows the above-mentioned paper,
many well-known engineers and men of large experience in
structural metal- work advocate red lead, citing tests and
experiences to substantiate their opinions. The government
specifications for ironwork in the Congressional Library at
Washington stated that ' ' all work not bower-barffed must be
given one coat of pure red lead paint before leaving the shop. ' '
As to asphalt or carbon paints, the following opinions are
quoted from a paper by Mr. M. P. Wood entitled, "Rustless
Coatings for Iron and Steel."* Speaking of true asphalt
paint, made from natural or Trinidad asphalt — not the artificial
*See Trans. Am. Soc. M. E., vol. xv.
86 ARCHITECTURAL ENGINEERING.
product of coal-tar distillation — he says: " Its toughness, and
adhesiveness to all bodies, wooden, fibrous, as well as metallic,
are remarkably persistent and durable, its covering quality is
also excellent, and for the exclusion of moisture and preven-
tion of rust it has no superior, if any equal." As to lamp-
black or carbon paints, he states that "Lamp-black as a
carbon is practically unchangeable and indestructible under
ordinary atmospheric conditions, and being itself of an oily
and elastic nature, its combination with oil forms an elastic,
close-clinging coating, — one of the best preservative paints
known in the arts. ' '
All authorities, however, insist on the use of perfectly pure
materials, and as the oil is the principal preservative ingredient
in paint, the quality of the oil is of the utmost importance.
From its many good qualities, linseed oil stands preeminently
at the head of the list, but ' ' the number of non-drying oils of
a vegetable character that are available for the adulteration of
linseed oil are over thirty ; the greater number of which are
commercially cheaper than linseed." To these must also be
added many other fish, animal, and mineral oils. These sub-
stitutes or adulterations are extensively used, but on drying or
being exposed to the air they are sure to crack, thus greatly
lessening the durability and value of the preservative coatings.
Many methods are employed for detecting the adulteration of
oils, the most common being by means of bringing the oil into
contact with strong sulphuric acid. See Ure's " Dictionary of
Arts, Manufactures, and Mines," vol. ii. p. 301. Oil or spirits
of turpentine, or " turps ", and benzine dryers should never be
used.
Equal care is necessary to avoid oxide of iron paints, con-
taining a large proportion of clay as adulteration, or red lead
paints with chalk and lime. Fraud can generally be avoided
by dealing directly with manufacturers of good standing,,
instead of buying from low and irresponsible bidders.
TYPICAL BUILDINGS-ERECTION, PERMANENCY, ETC.
Finally, no painting should be allowed in freezing or stormy
weather. Paint should be applied when the material to be
painted is as free as possible from dampness, and it must be
remembered that the more area a paint covers, the thinner the
film is, and hence the less it is able to protect the metal. A
good heavy coat is far preferable to a thin one, and the spread-
ing qualities claimed by paint manufacturers for their products
should be considerably discounted. The relative cost and
covering capacity of the paints in most general use, may be
tabulated about as follows, the prices varying somewhat
according to market fluctuations. The prices given are for
absolutely pure materials.
Cost per
Gallon.
Reputed Cov-
ering-Capacity
of i Gallon.
Square Feet.
Cost of Paint
per 100 sq. ft.*
Red lead ....
P g P
* Light structural work will average about 250 sq. ft., and heavy
structural work about 150 sq. ft. of surface per net ton of metal.
Building Laws. — The following are the requirements of
the New York building law in regard to the protection of iron
or steelwork against corrosion, etc. :
"All structural metal-work shall be cleaned of all scale,
dirt, and rust, and be thoroughly coated with one coat of paint.
' ' Cast-iron columns shall not be painted until after inspec-
tion by the Department of Buildings.
"Where surfaces in riveted work come in contact, they
shall be painted before assembling.
' ' After erection all work shall be painted at least one addi-
tional coat.
' ' All iron or steel used under water shall be enclosed with
concrete."
88 ARCHITECTURAL ENGINEERING.
The Chicago ordinance makes no mention of paint or coat-
ings to prevent rust in the metal framework, except as specified
for fireproofing purposes as follows : ' ' In all cases the brick
or hollow tile shall be bedded in mortar close up to the iron
or steel members, and all joints shall be made full and solid."
The Boston law requires a protection from heat only, by
means of brick, terra-cotta, or by three-fourths of an inch of
plastering.
The requirements for the protection of metal-work in foun-
dations are given in Chapter X.
CHAPTER IV.
FLOORS AND FLOOR FRAMING.
THE engineering or constructive problems involved in steel
building construction must naturally start with the load-bearing
floor system, for upon the floors and floor-loads depend the cal-
culations of the columns and foundations. In skeleton or cage
construction, the walls are not relied upon for load-carrying
capacity, but are themselves carried by those members of the
floor system which connect the exterior columns, — while pro-
visions made for wind-bracing may most properly be treated
as a portion of the column design.
Starting, then, with the floor areas, the first requisite is the
choice of a satisfactory floor arch of terra-cotta, concrete, or
other material, or combinations of materials — and here a wide
choice is offered the architect or engineer. A preference must
not be based on form or appearance alone, as fulfilling archi-
tectural requirements, nor upon strength only, as satisfactory
to the engineer; but form or appearance, strength, and fire-
resisting qualities must all be given due weight in an intelli-
gent selection.
Brick and Corrugated-iron Arches. — The oldest so-called
fireproof arches consisted of I-beams, placed about 5 ft.
centres, with 4-in. brick arches turned between, then levelled
up with concrete containing the nailing-strips for the wooden
flooring. Corrugated-iron, sprung from flange to flange, was
also used in place of the brickwork, and this latter type may
89
9° ARCHITECTURAL ENGINEERING.
still be seen in some of the more substantial buildings of that
epoch, which have survived to the present time. This con-
struction was decidedly faulty, however, not alone in the
weakness of the arch itself under the action of fire, but in the
fact that the lower flanges of the supporting I-beams, and the
entire cast columns then in use, were left exposed to view,
and, what was much more serious, to the possibility of contact
with fire.
These heavy and unsatisfactory types, shown in Figs. 37
FIG. 37.— Brick Arch Construction.
FIG. 38.— Corrugated-iron Arch.
and 38, usually approximated 75 Ibs. per sq. ft. dead load, for
the arch and concrete filling alone.
Introduction of Terra-cotta Arches. — Present methods of
terra-cotta floor arches practically resulted from the great
Chicago fire in 1871. While this conflagration exhibited many
admirable examples of fire-resisting brick and concrete arches,
it plainly demonstrated the necessity for better methods, at
reduced weight and cost. In 1872, therefore, flat hollow-tile
arches were first patented and introduced in Chicago by
Mr. Geo. H. Johnson, and at about the same time a similar
but heavier construction was used in New York City in the
corridors of the Post-office Building.
These early examples were naturally very crude as to
workmanship and materials, but as terra-cotta arches proved
to be light, substantial, and fire-resisting, their use soon
became greatly extended, indeed almost universal in this
country.
FLOORS AND FLOOR. FRAMING.
Early Forms of Tile or Terra-cotta Arches. — The earlier
forms of tile arches were made as in Fig. 39, which shows the
FIG. 39. — Terra-cotta Arch used in Equitable Building, Chicago (1872).
arch used in the Equitable Building in Chicago (1872), and
Fig. 40, which shows tile arch in the Montauk Building,
FIG. 40.— Terra-cotta Arch used in Montauk Building, Chicago (1881).
Chicago (1881). The latter may be said to have been the first
building of modern design in Chicago. The arches were 6 ins.
deep, with a span of 3 to 4 ft. But as these forms still left the
lower flanges of the I-beams unprotected, they were soon
superseded by the type shown in Fig. 41. This arch was used
FIG. 41.— Terra-cotta Arch used in Home Insurance Building, Chicago
(1884).
in the Home Insurance Building, Chicago (1884), the tile being
9 ins. deep and 6 ft. span. This was the first instance in
which the beam soffits were protected against fire by anything
more than plaster ; and it is interesting to note that the intro-
duction of soffit pieces, under the beam flanges, was due to an
attempt to remedy the discoloration of the plastered ceilings,
92 ARCHITECTURAL ENGINEERING.
rather than to improve the fire-resisting quality. Previous arch-
blocks had been made to project about one-half inch below the
bottoms of the beams, thus leaving recessed spaces under the
beam flanges. These recesses were filled with mortar at the
time of applying the first coat of ceiling plaster, but it was soon
found that the cooler surfaces under the beams condensed the
moisture in the atmosphere along these lines, and caused the
soot or smoke from soft-coal fuel to accumulate, and to indi-
cate the beams by black lines on the ceilings. This trouble
first suggested the use of protection tiles for the beam flanges,
a detail which greatly increased the fire-resisting qualities of
terra-cotta arches.
Previous to the year 1883, the arch-blocks, excepting the
skew-backs, had all been made without interior webs, but
requirements as to strength and the increase of spans between
the supporting beams soon caused the introduction of heavier
and stronger types. In 1883, contracts for the floors in the
Mutual Life Insurance Company's building, on Nassau Street
in New York City, were awarded to a Chicago fireproofing
company, and arch-blocks with both vertical and horizontal
interior webs were employed. The arches weighed 33 Ibs. per
superficial foot, and were practically as shown in Fig. 41, —
the arches used in the Home Insurance Building, Chicago,
built at about the same time.
In the foregoing examples of arches, known generally as
the "Pioneer" arches (because made by the Pioneer Fire-
proofing Company of Chicago), the voids in the tile blocks ran
parallel to the supporting beams, and hence the principal or
side webs of the individual tile blocks also ran parallel to the
beams, or at right angles to the line of thrust in the arch.
This limited the effective arch area to the top and bottom
flanges, involving a serious waste of material.
To remedy this defect a new arch was patented in about
1890, known as the "Lee" arch, in which the voids ran
FLOORS AND FLOOR FRAMING. 93
parallel to the line of thrust, or at right angles to the support-
ing beams. One of these arches is shown in Fig. 42, and it
will be seen that the effective area now comprises the vertical
webs, as well as the horizontal ribs; in other words, all of the
material performs useful work as an arch. A further improve-
ment was attempted by the use of a porous terra-cotta, made
from a fire-clay which, before it is burned, is mixed with saw-
I- - 1
FIG. 42.— The " Lee" Terra-cotta Flat Arch.
dust and finely cut straw. These ingredients are consumed
during the firing, leaving the material in a very porous condi-
tion, and thus greatly reducing the dead weight of the arch
itself. A comparison of the weights of the old Pioneer and the
newer Lee arch may be made as follows (weight given is per
square foot) :
Pioneer. Lee.
9" arch 33 Ibs. 25 Ibs.
10" " ..: 37 " 30 "
12" " 40 " 35 "
IS" " 40 "
Another step of progress lay in the skew-back or butment
pieces, which gave a better bearing against the beam webs by
means of intermediate cross-ribs, as well as by the top and
bottom flanges.
Denver Tests. — Some very interesting and valuable tests
of fireproof floor arches built after the Pioneer and Lee
methods were published in No. 796 of the American Architect
and Building News — undoubtedly forming one of the most
satisfactory and extensive series of public tests yet attempted
on such construction. The trials were made in Denver, Col.,
94 ARCHITECTURAL ENGINEERING.
1 890, for the Denver Equitable Building Company, under the
supervision of a board of architects. The arches were sprung
from beams placed 5 ft. centres, as shown in Fig. 42, and the
conditions included static loading, a drop test, a fire and water
test, and a continuous fire test.
In the test for static loads the Lee arch deflected gradually
under the increased weights to .065 of a foot, sustaining a final
load of 1 5, 145 Ibs. for two hours. The Pioneer arch gave way
suddenly at the haunches under a load of 5,429 Ibs.
In the drop test a piece of wood 12" X 12" X 4' was let
fall from a height of 6 ft. The Pioneer arch was shattered at
the first blow, while the Lee arch, under the same test, stood
up to the eleventh drop, the former blows shattering but parts
of the arch.
In the fire and water tests, three applications of water com-
bined with fire destroyed the Pioneer arch, while the Lee arch
received eleven applications of water, and at the end of twenty-
three hours remained practically uninjured, requiring eleven
blows from the ram to break it.
In the continuous fire test the fire was maintained contin-
uously beneath a Lee arch for twenty-four hours, and the arch
then supported a load of bricks of 12,500 Ibs. on a space 3 ft.
wide in the central portion of the arch.
Considering the static loads, the results may be better
judged as follows:
Pioneer.
Lee.
Breaking-load per square foot of 9 sq. ft. loaded area
Reduced to equally distributed load, 3' o" X s' ° ' « . • •
Ibs.
603
360
Ibs.
1670
1008
Assumed load per square foot, as occurring in practice
Coefficient of safetv
150
2.4
150
6-7
Manufacture of Terra-cotta Arch-blocks.— Terra-cotta
floor arches now in common use are made of either " porous,"
1 ' semi-porous, " or " hard-burned ' ' terra-cotta. These desig-
FLOORS AND FLOOR FRAMING. 95
nations are indicative of the methods employed in the manu-
facture of the clay.
Porous terra-cotta, sometimes called cellular pottery, soft
tile, porous tile, or terra-cotta lumber, may be briefly described
as consisting of pure clay mixed with sawdust or finely cut
straw. This mixture is passed through the "tile-machines,"
where the blocks are manufactured to the required form, after
which they are placed in dry rooms for a sufficient time to
permit of handling, the final burning or hardening being
accomplished in kilns where a temperature of from 2,100 to
2,500 degrees is maintained for from three to four days. The
sawdust or straw in the clay is completely consumed during
the firing, thus leaving the finished product in a honey-combed
or porous state, thereby reducing the weight of the original
mass.
Porous terra-cotta can be readily cut with ordinary tools,
and the blocks are often soft enough to receive nails or screws
used in applying the interior trim. Such nailing blocks are
usually made solid.
Semiporous terra-cotta differs from that of the porous
variety principally in the composition of the mixture. The
ingredients are usually fire-clay containing about 60 per cent,
of silica, coarsely ground calcined fire-clay, and coarsely ground
bituminous coal. The resulting product is slightly more porous
than the best grades of fire-brick, but not as soft as porous
terra-cotta.
Hard-burned terra-cotta, also termed hard tile, or dense
tile, is made of pure clays, without the addition of any com-
bustible materials. During its manufacture, the clay is sub-
jected to a high pressure, thus giving the material a dense
texture, and great strength under crushing loads. Hard-
burned terra-cotta cannot be readily cut. but must be broken,
and as the material is brittle, it is unreliable under shocks or
suddenly applied loads.
96 ARCHITECTURAL ENGINEERING.
Construction of Flat Terra-cotta Arches. — Flat arches,
constructed of terra-cotta blocks, are composed of two "skew-
backs," "skews," or " butment pieces, " which bear against
the beam webs and fit around the lower flanges of the beams •
one centre block or "key," and "fillers," "part-fillers," or
"intermediates ' ' which fill the spaces between the skew-backs
and key. In end-construction, a filler or whole intermediate
block is usually considered as 12 ins. long, a part-filler being
less than this in length. In side-construction the lengths of
the fillers vary according to the manufacturers' practice.
All types of flat arches are usually made with bevelled
joints — that is, all of the joints in each half of the arch are
made parallel to the side of the key. Radial joints, or such as
would meet at a common centre if prolonged, are occasionally
employed, and these make an arch better and stronger, and
more theoretically correct, but the increased number of shapes
required for arches of varying span, makes the cost of manu-
facture almost prohibitory.
The protection of the bottom flanges of the beams is usually
made by introducing separate strips of terra-cotta, or "beam-
facings," which are held in place under the beam flanges by
means of bevelled lips on the skew-backs, as shown in Fig.
41. Some manufacturers have dispensed with separate beam-
facings, substituting therefor projecting lips made on, and as a
part of, the skew-backs, the lips from the two skew-backs
meeting at the centre line of the beam as shown in Fig. 49.
But in manufacturing such skews, with the beam protections
made as a part of the blocks, these flanges were so liable to
deformation by warping in the drying or burning that the
skews could often not be placed upon the beams without
breaking the flange from the block. The majority of manufac-
turers have consequently abandoned this method, and separate
"beam-facings " are now generally used.
The arches are set on ' « centres ' ' of plank (hung from the
FLOORS AND FLOOR FRAMING.
97
beams by hook-bolts), which should remain in place at least
forty-eight hours in good dry weather, and considerably longer
in damp or wet weather. Clear cement mortar should prefer-
ably be used, many of the blocks being "scored " or grooved
on the outer surfaces as shown in Fig. 43, to provide a better
key for the mortar in the joints, and for the plastered ceiling.
The depth of the terra-cotta arch-blocks depends upon the
span and the load to be carried. The maximum spans for the
varying depths of blocks under specified loads per square foot
are usually furnished by the manufacturer, and for ordinary
requirements such data will generally be found reliable if fur-
nished by responsible firms. A safe rule for ascertaining the
allowable span for any depth of arch-block is that the maxi-
mum span in feet should not exceed two-thirds the depth in
inches of the arch-block employed.
Present Types of Terra-cotta Arches Flat terra-cotta
arches now in ordinary use include "side-construction"
arches, "end-construction" arches, and "combination"
arches made of part side and part end methods.
Side-construction Arches are made of blocks in which the
voids run parallel to the supporting beams, as in the early
forms of Pioneer arches, before illustrated. A side-construc-
tion arch with bevelled joints is shown in Fig. 43. This
^maraBHHH B/BB/BB/BB
FIG. 43. — Side-construction Terra-cotta Arch. Bevelled Joints.
represents a deep arch, the blocks of which have one vertical
and two horizontal interior webs or partitions. Shallower
9» ARCHITECTURAL ENGINEERING.
arches have less interior webs, one horizontal web or partition
being generally used for6-in., 7-in., or 8-in. blocks, two webs
for 9~in., io-in., and 12-in. blocks, and three or four webs for
J5-in. and i8-in. blocks.
The average permissible spans and weights per square foot
for arches of this type are as follows :
Depth of Arch.
6 ins.
7 ins.
8 ins.
9 ins.
10 ins.
12 ins.
Width of Span.
3 ft. to 4 ft.
4 ft. to 4 ft. 6 ins.
4 ft. 6 ins. to 5 ft.
5 ft. to 6 ft.
6 ft. to 6 ft. 6 ins.
6 ft. 6 ins. to 7 ft.
Weights per sq. ft. in Ibs.
Hard-burned. Porous.
27
29
32
37
40
44
25
26
28
32
36
40
Side-construction arches are made of both hard-burned and
porous terra cotta.
A side-construction arch with radial joints and segmental
interior webs is shown in Fig. 44. This arch is made in 8-,
FIG. 44. — Side-construction Terra-cotta Arch. Radial Joints.
9-, io-, and 12-in. depths, weighing respectively 28, 29, 35,
and 46 Ibs. per square foot.
End- construction Arches are made of blocks in which the
voids run at right angles to the beams, or from beam web to
beam' web. The skew-back pieces are of the same general
form as the intermediate blocks, but are made to fit against
the beam web and flange, without, however, any continuous
bearing-surface, as is obtained in the side-construction skew.
The vertical and horizontal webs and partitions run directly to
the beam, and as these are the load-bearing areas, a stronger
FLOORS AND FLOOR FRAMING.
99
and better skew is obtained. The skew-backs are made with
dovetailed lips to hold the beam-facings in place. These
arches are usually made of porous terra-cotta and always with
bevelled joints.
Fig. 45 shows an end-construction arch of porous material
FIG. 45. — End-construction Terra-cotta Arch.
in which the blocks break joints with those in adjacent arches,,
each arch being continuous from beam to beam. This is con-
sidered the best practice. The depth of arch-blocks varies
from 6 ins. to 1 5 ins. Maximum spans and average weights
per square foot, set in position, are as follows:
Depth
of Arch.
Max!
mum Span.
Weight
per sq.
ft.
6
ins.
4
ft
. 6
ins.
29
Ibs.
8
ins.
5
ft
. 6
ins.
31
Ibs.
9
ins.
6
ft
32
Ibs.
10
ins.
6
ft
. 6
ins.
33
Ibs.
12
ins.
7
ft
39
Ibs.
15
ins.
8
ft
46
Ibs.
An end-construction arch intended for extremely heavy
service has been introduced by the Pioneer Fireproof Con-
struction Co. , of Chicago, the arch-blocks being made of
I5~in., i6-in., i8-in., and 2O-in. depths of the form shown in
Fig. 46. This type of arch with recesses or voids between the
individual blocks affords a very stiff floor, due to the increased
100
ARCHITECTURAL ENGINEERING.
depth, and yet at no increase in weight, while a further advan-
tage is gained in permitting the tie-rods to span the bays with-
FIG. 46. — End-construction Terra-cotta Arch, " Pioneer" Type.
out cutting into the blocks. The span lengths and weights as
given by the manufacturers are as follows:
Depth of Arch.
15 ins.
1 6 ins.
1 8 ins.
2O ins.
Maximum Span.
8 ft. o ins.
12 ft. o ins.
Weight per sq. ft.
38 Ibs.
42 Ibs.
50 Ibs.
56 Ibs.
This arch is a development of the form shown in Fig. 47.
Combination End- and Side- construction Arches are
formed of side-construction skew-backs, and end-construction
intermediates, the combined use being largely due to the
greater ease with which side-construction skew-backs can be
set, while the intermediate blocks may still be retained of the
superior end-construction type.
FIG. 47. — Johnson Type of Terra-cotta Arch.
One of the first combination arches was as shown in Fig.
47. This was known as "Johnson's patent flat arch," and
FLOORS AND FLOOR FRAMING.
101
this type has been used extensively in many of Chicago's
largest buildings.
Fig. 48 illustrates a combination arch made in 8-, 10,
FIG. 48. — Combination Terra-cotta Arch.
II-, and 12-in. depths, weighing respectively 27, 34, 36, and
41 Ibs. per sq. ft.
The ' ' Excelsior ' ' combination arch is shown in Fig. 49.
FIG 49. — Combination Terra-cotta Arch, " Excelsior" Type.
This also, like Figs. 46 and 47, possesses the recessed sfdes
or voids between the arch-blocks, which, while reducing the
weight, permit a free passage for the tie-rods. The followingJ
spans and weights per square foot are given by the manufac
turer :
Depth of Arch.
8 ins.
9 ins.
10 ins.
12 ins.
Safe Span.
5 ft. to 6 ft.
6 ft. to 7 ft.
7 ft. to 8 ft.
8 ft. to 9 ft.
Weight per sq. ft.
27 Ibs.
29 Ibs.
33 Ibs.
38 Ibr
102 ARCHITECTURAL ENGINEERING.
Segmental Terra-cotta Arches are usually limited tc use
in warehouses, factories, or breweries, where heavy floor-loads
have to be carried regardless of the ceiling appearance. In
office or mercantile buildings, a flat ceiling is desirable on
account of appearance and the greater light reflected from an-
unbroken plane.
FIG. 50. — Segmental Terra-cotta Arch.
Segmental arches are usually made of side-construction
blocks, 4, 5, 6, or 8 ins. square, and about 12 ins. long. Both
porous and hard-burned materials are used. The spans em-
ployed vary from 5 ft. to 20 ft., and the rise should never be
less than one inch per foot of span, or preferably one and one-
half inches per foot. The usual form is shown in Fig. 50, for
which the spans and weights per square foot, exclusive of con-
crete filling and plastering, will average about as follows:
4-in. blocks, 8 -ft. span, 16 Ibs. per sq. ft.
6-in. blocks, i6-ft. span, 26 " " "
8 -in. blocks, 2O-ft. span, 28 " " " .
tThe skew-back blocks should be either very heavy or
entirely solid, and the concrete levelling should be of good
quality and levelled up to a point at least one inch above the
crown. The concrete at the haunches is sometimes made
with voids, as in Fig. 51.
Raised skew-backs with flat arches are often employed, as
in Fig. 52. These are frequently used in roof construction,
where long and deep beams are necessary, but where the arch
depth may be reduced on account of lighter floor-loads per
square foot.
FLOORS AND FLOOR FRAMING.
103
Filler blocks of terra-cotta are sometimes used instead of
the usual concrete rilling over the arches. These are to
decrease the weight. See Fig. 49.
Choice of Terra-cotta Arch.— As to a choice between the
various forms and materials in which terra-cotta arches are
manufactured, the reader is referred to the author's "Fire-
proofing of Steel Buildings," in which volume a complete
FIG. 51.— Segmental Terra-cotta Arch.
FIG. 52. — Side-construction Terra-cotta Arch. Raised Skew-backs,
discussion will be found relative to all ordinary forms of terra-
cotta, concrete, and composition floors.
Briefly, it may be stated that a porous terra-cotta end-con-
struction arch, with thick webs, well rounded interior corners,
level soffit, and of the full depth of the beams, will best answer
all requirements as to load-bearing capacity, shock, and fire-
and water-tests.
Concrete and Composition Floors.* — The widespread in-
terest displayed in the subject of fireproof floors is well indi-
* For complete descriptions as to the construction, setting, comparative
advantages and disadvantages, and fire-resisting qualities, etc., see the
author's " Fireproofing of Steel Buildings," John Wiley & Sons, N. Y.
1899.
104 ARCHITECTURAL ENGINEERING.
cated by the numerous types which have entered the field in
competition with the hollow-tile flooring. These newer systems
differ greatly in principle, and while many of them are founded
on sound constructive practice, others are open to serious ques-
tion and should be used with much discrimination. While it is
no difficult matter to construct a floor of concrete or various
compositions which will be of sufficient strength and possess
apparently satisfactory fire-resisting qualities, it is still not so
easy to secure a minimum cost, a minimum weight, and a
minimum of repair made necessary by possible fire and water
exposure.
Only the more ordinary and commendable forms of con-
crete and composition floor systems will here be described.
The most widely known forms of concrete floors include
the Roebling, Columbian, and Expanded Metal Company's
floors.
Roebling Floors. — The concrete floors made by the John
A. Roebling 's Sons Company include three distinct forms,
viz., a concrete arch with exposed soffit, a flat construction
somewhat similar to the Columbian floor (made of metal bars
and a concrete plate, with a suspended ceiling beneath), and
a concrete arch with suspended ceiling. The latter is the most
common form, and is illustrated in Fig. 53.
FIG. 53.— Roebling Concrete Floor Arch with Suspended Ceiling.
The arch is formed on a permanent arched centering made
of wire cloth stiffened with f-in. to ^-in. diameter steel rods
woven into the cloth about p-ins. centres. These wire centres
FLOORS AND FLOOR FRAMING. 105
are made of the proper size and form at the factory, and in
erection the sheets are lapped at the joints, and securely laced.
A cinder-concrete arch (generally made of I part Portland
cement, 2^ parts sand, and 6 parts clean anthracite coal cin-
ders) is then filled in up to the tops of the beams, giving a
thickness of not less than 3 ins. at the crown of the arch.
A suspended ceiling is made by attaching flat bars, spaced
about i6-in. centres, to the under sides of the I-beams by
means of patent clamps. Stiffened wire lathing is then laid at
right angles to, and on the under sides of these bars, the laps
being laced with galvanized wire. In spans over 3 ft. 6 ins.,
the ceiling is further supported by means of wire hangers
dropped from the crown of the arch about 3O-in. centres,
which fasten to a T6T-in. diameter steel rod laid over and laced
to the ceiling bars.
Permissible spans, with their attendant weights, will aver-
age about as follows:
Depth of Beams
or Thickness of
Concrete at
Haunches.
Maximum Span.
Thickness of
Crown at
Centre of
Arch.
Weight per sq. ft.
Including Con-
crete and Wire
Centering.
8 ins.
4ft.
o ins.
3 ins.
33 Ibs.
9 ins.
4 ft.
6 ins.
3 ins.
34 Ibs.
10 ins.
5ft.
o ins.
3 ins.
36 Ibs,
12 ins.
6 ft.
o ins.
3 ins.
41 Ibs.
15 ins.
/ft.
6 ins.
3 ins.
47 Ibs.
Many tests have shown remarkable strength qualities for
this arch form, and fire- and water-tests have demonstrated
generally satisfactory fireproofing qualities; but any system
of fireproofing which relies entirely upon a suspended ceiling
for the insulation of the beam flanges is not, in the author's
opinion, to be very highly recommended. Such ceilings will
undoubtedly protect the beams to a large extent, but the ceil-
ings will fail under severe conditions, and possibly too early to
io6 ARCHITECTURAL ENGINEERING.
save the beams from collapse, while even the reconstruction
of the ceilings would form a large item in repairs.
A still more satisfactory form of the Roebling floor is the
concrete arch with exposed soffit, where the form is the same
as that previously shown in Fig. 53, except that the curved
soffit is left exposed, and the lower flanges of the beams are
surrounded by wire lathing and concrete of semicircular form.
But as level ceilings are considered a requisite in office or
dwelling buildings,' this type has generally been limited to fac-
tories, warehouses, breweries, etc.
Columbian Floor. — The concrete floor manufactured by
the Columbian Fireproofing Company is of the flat or plate
construction, consisting of a combination of rolled-steel bars
and concrete. See Fig. 54. The bars are suspended from
FIG. 54. — Columbian " Flat-ceiling " Floor Construction.
the upper flanges of the floor-beams by means of steel stirrups,
which are perforated to the shape of the bars employed. A
concrete plate is then filled over a temporary centering, the
top of the concrete coming flush with the upper flanges of the
beams. The mixture usually employed for all but the very
heaviest construction is composed of i part Portland cement,
2| parts sand, and 5 parts broken stone. Bars- 2 ins. deep are
generally used for hotels or office buildings, U-in. bars for
residences and apartment houses, and 2^-in. sections for ware-
FLOORS AND FLOOR. FRAMING.
107
houses, storage, and mercantile buildings. The bars are
spaced from 20- to 24-ins. centres.
The ceiling slab is made of i-in. bars of the same form,
which rest on the lower flanges of the beams. These support
a cinder-concrete ceiling slab, made of I part Portland cement,
5 parts cinders, and 2^ parts sand.
The beam-webs are either left exposed, or are encased in
concrete. The flat-ceiling construction is not usually employed
for spans exceeding 7 ft., while in the case of less span, and
light loads, the bars are sometimes made to pass directly over
the floor-beams, resting on them, thus dispensing with the
stirrups.
A panelled construction is also made by the same company,
this being like the former type as far as the floor-plate is con-
cerned, but without the ceiling-plate. In this type, the beams
are encased in concrete, thus showing a panelled construction
from below. This is more applicable to warehouse or mercan-
tile building construction.
Size of Bars.
Inches.
Thickness
of Floor.
Inches.
Panelled Construction.
Solid Casing
Flat Ceiling Construction.
Stone-Con-
Cinder-Con-
Stone-Con-
Cinder-Con-
crete. Pounds.
crete. Pounds.
crete. Pounds
crete. Pounds.
I
•i
42
261
48i
37
I*
2}
42
26^
48J
37
2
3f
46
29
^
3!
54
35i
59*
43i
The Columbian floors are very satisfactory as to strength,
and acceptable as to fire-resisting qualities, although the stone-
concrete employed is inferior to cinder-concrete under fire-tests.
As regards corrosive influences, however, stone-concrete is to
be preferred to cinder mixtures.
Expanded Metal Co.'s Floors. — Several types of concrete
floors are manufactured by the various companies acting as
licensees from the Expanded Metal Company.
io8
ARCHITECTURAL ENGINEERING.
The floor shown in Fig. 5 5 is employed for spans under
8 feet, either with or without a suspended ceiling. A wooden
centering is employed, suspended from the beams at a proper
level to receive the concrete plate. Expanded metal is then
stretched lengthwise across the beams in sheets, and concrete
is spread to form a slab about 3 ins. thick for ordinary floors,
this being tamped so that the expanded metal becomes em-
bedded in the lower inch of the floor plate. The concrete is
usually made of I part cement, 2 parts sand, and 6 parts fur-
nace-cinders, weighing about 84 Ibs. per cu. ft. . Cinder filling
FIG. 55. — Expanded Metal Co.'s Floor with Suspended Ceiling.
is placed between the floor screeds, weighing about 60 Ibs. per
cu. ft. . If a suspended ceiling is desired, small channels or
angles spaced 12- to i6-ins. centres are attached to the bottoms
of the beams by means of malleable-iron clips. Expanded
metal is then fastened to these, ready for the plastering.
A still different form, which corresponds very closely to
the Roebling floor, is shown in Fig. 56. In this case sheets
of expanded metal are sprung between the beam flanges as a
FlG. 56. — Expanded Metal Co.'s Concrete Arch.
permanent centering to receive the concrete arch. This type
is adapted to heavier loads than the floor shown in Fig. 55,
but it should only be employed when the span is narrow
enough to permit of a central height of ^ to £ of the span.
FLOORS AND FLOOR FRAMING.
109
Fireproof floors employing expanded metal have been very
extensively used, and have generally met with much favor.
They are easily adapted to all conditions of framing, and are
comparatively light and reasonable in cost; but, except in the
arched form shown in Fig. 56, the reliance for tensile strength,
in employing concrete as a beam, is placed upon the thin
sheets of expanded metal, the ultimate life of which, sur-
rounded by cinder-concrete with corrosive tendencies, is open
to serious question. If the expanded metal were always
thoroughly encased in cement mortar at the bottom of the con-
crete plate, these forms would be far more commendable.
Metropolitan Floor. — The Metropolitan system of fire-
proof floors is illustrated in Fig. 57. Wire suspension-cables
... --
FIG. 57. — Metropolitan Floor. Flat Ceiling Construction.
are used for the supporting members, each consisting of two No.
12 galvanized wires, twisted together and laid across the tops
of the beams with hooks or anchors where they terminate at the
end beams or walls. These cables are spaced from $-in. to
i^-in. centres, according to spans and loads. They are laid
parallel, and are then depressed slightly in the centre of each
bay by means of |-in. round iron rods which are laid length-
wise on the cables so as to cause a uniform sag of about 2 ins.
below the tops of the I-beams. Wooden centres are placed
between the beams and about I in. below the iron rods, and a
composition formed of I part plaster of Paris to 2 parts of
shavings, with sufficient water to form a plastic mass, is then
poured in place and tamped to a level of about £ in. above the
HO ARCHITECTURAL ENGINEERING.
tops of the beams. The floor-plate is thus about 4^ ins. thick,
not including the screeds or finished flooring.
The suspended ceiling is made by clipping f-in. by £-in.
flat bars to the lower flanges of the I-beams, ready to receive
wire lathing. The beam webs and flanges are also protected
by the same mixture, as shown in the illustration.
This system has also been extensively used in fireproof
structures, and its decided lightness forms a great advantage
in certain instances. The load -carrying qualities are also
excellent, but disadvantages occur from discoloration due to
the sap in the shavings employed, and from the sometimes
uneven drying of the mass. The fireproof qualities are fairly
acceptable. The suspended ceilings when exposed to fire and
water are apt to be thoroughly destroyed, and the floor-plate
will be partly washed away or rendered soft at the surface, but
reconstruction is comparatively simple after such possible
injury.
Selection of Floor Type. —The above-mentioned concrete
and composition floors may not include all of the commendable
types now on the market, but as before stated, those described
constitute the better-known examples of trustworthy character.
Several other so-called fireproof floors have been used to a
considerable extent, many of them in very important struc-
tures, but their ultimate value will not always bear close inves-
tigation. It will be noticed that little has been said as regards
the comparative cost of the types of terra-cotta a*id concrete
floors here mentioned. This question will undoubtedly serve
as a prime factor in making a choice between the various
methods, but the question of first cost can in nowise be taken
as a guarantee of ultimate wisdom. The true value of a con-
struction can only be determined by the tests of time and
destructive elements, such as corrosive action, and fire- and
water-tests. These considerations, with practical questions as
to weight, depth, form, and a minimum of repair required by
FLOORS AND FLOOR FRAMING. Hi
possible damage under fire and water, should govern a selec-
tion, regardless, in so far as may be judicious, of the first cost.
Almost all of the better-known floor-systems, whether terra-
cotta, concrete, or composition, will, under all ordinary condi-
tions, show a reasonable factor of safety under usual loads. As
to choice of concrete vs. terra-cotta floors, the best constructors
agree that either type may be made perfectly satisfactory if well
designed and executed, while both are equally bad where
defective design, materials, or workmanship are employed.
Building Laws — Floor Arches. — The following require-
ments are specified in the Chicago building ordinance, Section
1 08: " The filling between the individual iron or steel beams
supporting the floors of fireproof buildings shall be made of
brick arches, or concrete arches, or hollow-tile arches. Brick
arches shall not be less than 4 ins. thick, and shall have a rise
of at least f in. to each foot of span between the beams. If
the span of such arches is more than 6 feet, the thickness of
the same shall not be less than 8 ins. If hollow-tile arches
having a straight soffit are used, the thickness of such arches
shall not be less than at the rate of 2 ins. per each foot of
span. If concrete arches are used, the concrete in the same
shall not be strained more than 100 Ibs. per sq. in., if the con-
crete is made of crushed stone, nor more than 50 Ibs. per sq.
in., if the concrete is made of cinders. In all cases, no matter
what the material or form of the arches used, the protection of
the bottom flanges of the beams and so much of the web of the
same as is not covered by the arches shall be made as before
specified for the covering of beams and girders."
Also, Section 90: "Hollow tile and porous terra-cotta
may be used in the form of flat arches for the support of floors
and roofs ; such floor arches having a height of at least 2 ins.
for each foot of span. The arches must be so constructed that
the joints of the same point to a common centre ; the butts of
the arches shall be carefully fitted to the beams supporting
H2 ARCHITECTURAL ENGINEERING.
them; and there shall be a cross-rib for every 6 ins. or frac-
tional part thereof in height; and in addition to these there
shall also be diagonal ribs in the butts. Floor arches made
in the form of a segment of a circle or ellipse must be con-
structed upon the same principle. Such arches, whether flat
of curved, shall have their beds well filled with mortar, and
the centres shall not be struck until the mortar has been set. ' '
The Building Code of Greater New York specifies that fire-
proof floors shall consist of: segmental brick arches, flat
terra-cotta arches (of a depth not less than if ins. per foot of
span, not including any projection of the arch below the under
side of beams) ; segmental terra-cotta arches (with the depth
of arch-blocks not less than 6 ins., and with a rise of not less
than ij ins. per foot of span); segmental Portland cement
concrete arches (the thickness at crown of arch to be not less
than 6 ins., the rise to be not less than ij ins. per foot of span,
with the soffit reinforced with some form of metal weighing
not less than one pound per square foot, and with no openings
larger than 3 ins. square); or "various fillings" subject to
fire- and water-tests as per the following requirements :
' ' Or between the said beams may be placed solid or hollow
burnt clay, stone, brick, or concrete slabs in flat or curved
shapes, concrete or other fireproof composition, and any of
said materials may be used in combination with wire cloth,
expanded metal, wire strands, or wrought-iron or steel bars;
but in any such construction and as a precedent condition to
the same being used, tests shall be made as herein provided
by the manufacturer thereof under the direction and to the
satisfaction of the Board of Buildings, and evidence of the same
shall be kept on file in the Department of Buildings, showing
the nature of the test and the result of the test. Such tests
shall be made by constructing within inclosure walls a platform
consisting of four rolled-steel beams, 10 ins. deep, weighing
each 25 Ibs. per lineal foot, and placed 4 ft. between the
FLOORS AND FLOOR FRAMING. 113
centres, and connected by transverse tie-rods, and with a clear
span of 14 ft. for the two interior beams and with the two outer
beams supported on the side walls throughout their length,
and with both a filling between the said beams and a fire-
proof protection of the exposed parts of the beams of the
system to be tested, constructed as in actual practice, with the
quality of material ordinarily used in that system, and the ceil-
ing plastered below as in a finished job; such filling between
the two interior beams being loaded with a distributed load of
150 Ibs. per sq. ft. of its area and all carried by such filling;
and subjecting the platform so constructed to the continuous
heat of a wood fire below, averaging not less than 1,700
degrees Fahrenheit for not less than four hours, during which
time the platform shall have remained in such condition that
no flame will have passed through the platform or any part of
the same, and that no part of the load shall have fallerp.
through, and that the beams shall have been protected from
the heat to the extent that after applying to the under side of
the platform at the end of the heat-test a stream of water
directed against the bottom of the platform and discharged
through a i^-in. nozzle under 60 Ibs. pressure for five minutes,
and after flooding the top of the platform with water under low
pressure, and then again applying the stream of water through
the nozzle under the 6o-lbs. pressure to the bottom of the
platform for five minutes, and after a total load of 600 Ibs. per
sq. ft. uniformly distributed over the middle bay shall have
been applied and removed, after the platform shall have cooled,
the maximum deflection of the interior beams shall not exceed
2^ ins. The. Board of Buildings may from time to time pre-
scribe additional or different tests than the foregoing for systems
of filling between iron or steel floor-beams, and the protection
of the exposed parts of the beams. Any system failing to
meet the requirements of the test of heat, water, and weight, as
herein prescribed shall be prohibited from use in any building"
H4 ARCHITECTURAL ENGINEERING.
hereafter erected. Duly authenticated records of the tests
heretofore made of any system of fireproof floor filling and
protection of the exposed parts of the beams may be presented
to the Board of Buildings, and if the same be satisfactory to
said Board, it shall be accepted as conclusive."
The above section of the New York Building Code gives
substantially the test conditions required in the fire- and water-
tests on various fireproof floors, made by the New York
Building Department in 1896. A detailed description of the
test-kilns, method of testing, and results as to the Rapp,
Roebling, Thompson, -M'Cabe, Columbian, Bailey, Clinton,
Wire-cloth, Manhattan, Expanded Metal Company's, Metro-
politan, Fawcett, Guastavino, and Terra-cotta floors, is given
in the author's " Fireproofing of Steel Buildings."
Floor Loads. — Before considering the details of floor-beams
and girders, the question of loads, which will largely govern
the design of the floor-system, must be examined.
Loads occurring in building construction may be classified
as live, dead, wind, and eccentric loads. These will all be
considered in their proper places. The principal loads affect-
ing the floor-system are :
Live Loads, comprising the people in the building, office
furniture, movable stocks of goods, small safes, elevator and
tank loads, or varying loads of any character. Large safes
require especial provision for support.
Dead Loads, comprising all of the static loads due to the
constructive parts of the building (such as floors, roofs, walls,
columns, etc.), stationary machinery, and any other permanent
loads.
Live Loads. — The live loads to be provided for in the
design of the floor-system are usually specified in the local
building ordinances, according to the purposes for which the
building is intended. The designer is therefore limited by the
requirements under which he is obliged to work.
FLOORS AND FLOOR FRAMING. 115
For office buildings, both the Chicago and Boston laws
require a unit of 100 Ibs. per sq. ft., while the New York law
specifies live loads of 75 'Ibs. per sq. ft. for the upper floors,
and i 50 Ibs. for the first floor. In the author's opinion, all of
these requirements are excessive, providing proper restrictions
are enforced as to wind-strains, heavy safes, and vibratory in-
fluences due to printing or manufacturing.
Without reference to building laws, the following live loads
have always been considered standard practice:
For floors of dwellings 40 Ibs. per sq. ft.
For dense crowd of people 80 " " "
For theatres, churches, etc 80 " " "
For ball-rooms or drill-halls 90 " " "
For warehouses, etc from 250 Ibs. up.
For factories 200 to 450 Ibs.
While 80 Ibs. is the maximum possible live load per square
foot from a crowd of people (unless dancing be considered),
still we can hardly expect to realize any such load under the
conditions governing an office building. Large crowds very
seldom collect in offices, except, perhaps, on the two or three
lower floors devoted to stores or banking purposes, and greater
allowances are generally made for such places. The ordinary
office furniture will certainly not exceed, and seldom equal,
the weight allowed for persons, and hence additional security
is introduced.
A very valuable and interesting article in the American
Architect, August 26, 1893, gives the results of some experi-
ments made by Messrs. Blackall & Everett, Boston architects,
on the actual weights of all moving loads in some of the larger
Boston office buildings. The loads considered were those due
to people and all possible movable articles, including all office
fittings except such as were a part of the floors or partitions,
radiators excepted. The results were as follows: In 210
Ii6 ARCHITECTURAL ENGINEERING.
offices in the Rogers, Ames, and Adams buildings, an average
of 16.3 Ibs. per sq. ft. was found for the Rogers Building, 17
Ibs. for the Ames, and 16.2 Ibs. for the Adams Building.
The greatest moving load in any one office in the three build-
ings was 40.2 Ibs. per sq. ft., while the average for the
heaviest ten offices in each of these buildings was 33.3 Ibs. per
:sq. ft. Mr. Blackall concludes: "If these figures are to be
trusted to any extent whatever, then even under the most
extreme circumstances, taking the pick of the heaviest offices
in the city and combining them into one tier of ten stories, the
average load per square foot would be only a trifle over 33 Ibs.,
while for all purposes for strength an assumption of 20 Ibs.
would be amply sufficient in determining the loads on the
foundations, as well as on the columns of the lower stories."
These experiments plainly indicate that a live load of 40
Ibs. per sq. ft. is amply sufficient for office areas, and, where
not restricted by building laws, 35 and 40 Ibs. per sq. ft. have
been used as the assumed live loads in many important and
very satisfactory modern office buildings.
In the Mills Building, erected in San Francisco in 1891,
the live loads were as follows :
Beams. Girders. Columns. Footings.
First floor 60 50 40
Second floor to attic ... 40 30 20
Roof 20 15 10
Rotunda 60 50 40
In the Venetian Building in Chicago the beams were cal-
culated for the following live loads:
Upper floors 35 Ibs.
Second, third, and fourth floors 60 "
First floor. .... 80 « '
Girders carry 80 per cent., columns 50 per cent.
FLOORS AND FLOOR. FRAMING. n?
Mr. E. C. Shankland, who has designed and superintended
the construction of a large number of the most prominent high
buildings in Chicago and elsewhere, states that " the live load,
consisting of the weight of the tenants, the furniture, and the
partitions, which are frequently changed, is taken between 60
Ibs. and 75 Ibs. per sq. ft. for the upper floors of an office
building, and between 75 Ibs. and 100 Ibs. per sq. ft. for the
first and second floors, which are generally used for shops and
banks. The weight of the tenants and furniture of a typical
office have been found by experiment to be only 6 Ibs. or
7 Ibs. per sq. ft.; it certainly does not exceed 12 Ibs. The
average weight of the partitions is 25 Ibs. per sq. ft. of floor. ' ' *
Deducting, then, the partition load of 25 Ibs. per sq. ft.
from the live loads recommended by Mr. Shankland, the live
loads as given above become 35 Ibs. to 50 Ibs. per sq. ft.
The small live loads found, by actual experiment, to exist
in office areas, such as 12 Ibs. per sq. ft. according to the last
data quoted, and 16 or 17 Ibs. per sq. ft. according to
Mr. Blackall's article, have tempted the use of unit loads as
low as 20 Ibs. per sq. ft. ; but such recommendations are to be
seriously questioned, and even heartily condemned in conserva-
tive practice.
While 20 Ibs. per sq. ft. may be amply sufficient for
average loads at present, we must remember that the use of
an average is always dangerous, while provision should be
made, but not recklessly, for all possibilities of extremes,
either present or future. For it must be remembered that the
character of a building's contents is very liable to extreme
change. The entire building, or possibly only portions
thereof, may be devoted to very different uses from those
primarily assumed, so that it becomes a very nice problem to
* See Minutes of Proceedings of The Institution of Civil Engineers,
vol. cxxviii.
118 ARCHITECTURAL ENGINEERING.
balance present economy with maximum present requirements
or future possibilities. The present live load per square foot
may not always be taken as the maximum occurring during the
life of the building. Most building ordinances provide against
radical change in the character or degree of the floor-loads,
and against the -introduction of vibratory or manufacturing ele-
ments not provided for in the original design. But the line is
sometimes difficult to draw, and, as in the strength of
materials, a sufficient factor of safety should always be em-
ployed.
If the building is to be used for the purposes of printing or
manufacturing, the assumed live loads must be substantially
increased to care for the vibration always induced by the pul-
sations of machinery, the pull on belts, and especially the
shocks due to the starting and stopping of all dynamic forces.
For purely office purposes, however, it would seem that
the present requirements of the Chicago and Boston building
laws, and even of the New York law, are too high. Live
loads of 80 Ibs. per sq. ft.- for the lower or busier floors, and
40 Ibs. per sq. ft. for the upper or office floors, are certainly
safe and ample, and good averages, considered in all lights.
But while the live loads per square foot might be reduced
to these figures over large areas in proportioning the metal-
work, the maximum possible live load should still be used
when any single floor arch is considered by itself, or subjected
to tests to determine its strength. For the working factor of
safety required of terra cotta or concrete-floor constructions,
(which may be considered as forming the poorest class of
masonry construction), should be considerably greater than the
factor of safety required in as reliable a material as steel.
Rankine advises the use of -^ to -J the ultimate strength in
metals, -| to T17 in wood, and ^ to ^ in masonry.
The live loads recommended, viz., 40 and 80 Ibs. per sq.
ft., are independent of the partition loads. Partitions are
FLOORS AND FLOOR FRAMING. 119
sometimes classed as live loads, because liable to change in
location, as is made possible by present constructions, while
in other cases they are assumed as a portion of the dead load.
The present New York and Chicago laws both require parti-
tions to be considered as a part of the dead load.
Prior to the enactment of the last Building Ordinance of the
City of Chicago, March, 1898, practice was well defined in the
matter of decrease of live loads per square foot, as they are
transferred from beams to girders, from girders to columns,
and thence down the columns to the footings. This practice
was founded on the supposition that it is quite possible that the
beams may some time have to carry their full capacity in live
loads, while the chances are increasingly less that the girders
or columns will ever be required to carry anywhere near their
full capacity, if a full load had been assumed. The fully
loaded area would probably never be large, and a girder or
column would rarely, if ever, lie in the centre of such an area.
The effect of a live or moving load, causing vibration in the
parts of the structure, is also gradually lessened as the vibra-
tion is taken up in the transfer of the load from member to
member, so that by the time it reaches the footings or founda-
tions the live load is ignored entirely. In fact, we can hardly
imagine the perceptible effect on the foundations of the people
in an office building, as compared with the infinitely greater
dead load, due to the structure itself.
The former Chicago law required the floor-beams to be
calculated for the entire assumed live load, while the girders
could be taken as sustaining eight-tenths of the assumed live
load plus the dead load, and the columns six-tenths of the live
load plus dead load. This practice seems rational, and it was
employed in much the greater proportion of Chicago's high
buildings, but the revised or present ordinance prohibits such
practice by requiring "the floors to be designed and con-
structed in such manner as to be capable of bearing in all their
120 ARCHITECTURAL ENGINEERING.
parts, in addition to the -weights of partitions and permanent
fixtures and mechanisms that may be set upon the same, a live
load of 100 Ibs. per sq. ft."
A possible reduction in or omission of the live load on
foundations is permitted, as follows : "In determining the
areas of foundations for many-storied buildings, allowances are
to be made for the fact that the before-mentioned live load is
but an occasional load, which rarely occurs simultaneously upon
corresponding parts of many floors, and if so, for a very brief
period only. ' '
In New York City, the previous building law required
girders and columns to be calculated for the total live and dead
loads, and also this total load to be assumed to rest upon the
foundations. The present Building Code, adopted December,
1899, still requires the full floor-loads on girders, but provides
for a reduction in the live loads on columns as follows:
' ' For the purpose of determining the carrying capacity of
columns in dwellings, office buildings, stores, stables, and
public buildings when over five stories in height, a reduction
of the live loads shall be permissible as follows :
" For the roof and top floor the full live loads shall be used.
"For each succeeding lower floor it shall be permissible
to reduce the live load by five per cent, until fifty per cent, of
the live loads fixed by this section is reached, when such
reduced loads shall be used for all remaining floors."
Building Laws : Live Loads on Floors. — For the purpose
of comparison, the requirements of the Building Laws of New
York, Chicago, Boston, and Philadelphia, for live loads per
square foot of floor area, over and above the dead weight of
the floor itself, may be classified as as on page 123.
Nearly all of these municipal requirements seem high when
used by intelligent designers, except those for warehouses and
manufacturing buildings. For dwellings, Kidder shows that
actual loads in parlors (including piano), dining-rooms, etc.,
FLOORS AND FLOOR FRAMING.
average only 14 to 23 Ibs. per sq. ft. of the whole area. Data
regarding experiments on the live loads in office buildings has
already been given and with careful design and attention to
detail, the writer believes that the requirements of most build-
ing laws are still too high. Loads for warehouses or manufac-
turing buildings are more difficult to calculate, and more
difficult to enforce, for which reasons higher load units are to
be expected and even desired than under more definite condi-
tions.
New York.
Chicago.
Boston.
Philadelphia.
60 (a)
4O (e)
2. Office Buildings j
Upper floors 75
ist floor 150
IOO
IOO
3. Public Buildings
90
IOO
150 (g)
ISO
4. Stores, warehouses,
factories, etc
1 20 to 150 (b)
IOO (/)
250 (/)
200 up (/)
5 Roofs . \
5^ (^")
25 (A)
30 (d)
6. Sidewalks..
300
(a) Includes apartment houses, tenements, and hotels.
(t>) For ordinary stores, and light manufacturing or storage, not less
than 120 Ibs. For stores of heavy contents, warehouses and factories, not
less than 150 Ibs.
(e) For a pitch less than 20 degrees.
(d) For a pitch more than 20 degrees, measured on a horizontal plane.
(e) Includes hotels, boarding- and lodging-houses, and apartments.
(f/f) Require posted notices of allowable loads.
(£•) Except schoolhouses, which, except assembly rooms, require 80
Ibs., and assembly rooms require 150 Ibs.
(h) Additional allowance required for wind-pressure at 30 Ibs. per sq.
ft. No roofs, except dwellings, to have pitch greater than 20°.
The minimum load of 1 20 Ibs. in the New York law is far
too small in many cases, but the loads for warehouses, etc.,
are hard to classify, and are best left to the care of com-
petent designers under the approval of the building departments.
Mr. W. L. B. Jenney had occasion to estimate the loads in the
wholesale warehouse of Marshall Field & Co. in Chicago, and
ARCHITECTURAL ENGINEERING.
the surprisingly low average of 50 Ibs. per sq. ft. was found
for the total floor area, including all passageways. The maxi-
mum load on limited areas was found to be 57 Ibs.
Dead Loads. — The dead loads to be considered in the floor-
system include the arch itself, beams, concrete filling, floors
(wood, marble, or mosaic), ceilings, and partitions.
The weights of the iron or steel beams and tile partitions
are actually calculated for a typical floor plan, and then rated
at so much per square foot of floor surface. This is absolutely
necessary in regard to partitions in office buildings, as they are
constantly being changed to suit the convenience of tenants.
The weight of the arch varies with the depth; the depth is
dependent on the span. In the annex of the Marshall Field
Building, Chicago, the following weights were used :
Flooring, f-in. maple 4 Ibs.
Deadening 9 "
1 5 -in. tile arch 45 "
Iron 12 "
Plaster 5 "
Partitions, 3-in. mackolite 20 "
Total 95 Ibs. dead load.
We have, therefore, for live and dead loads as follows :
Beams.
Girders.
Columns.
Footings.
gr
gc
Dead
95
95
95
qc
Total
1 80
160
Store floors : Live
95
75
55
Dead
95
95
95
95
Total...
190
170
150
95
The dead loads assumed in the Old Colony Building,
Chicago (1893), comprised:
FLOORS AND FLOOR FRAMING.
123
Flooring , 4 Ibs.
Deadening 1 8 "
Tile arches 35 "
Iron 10 "
Plaster 5 "
Partitions 18 "
Total 90 Ibs.
The dead and live loads used in the calculations of the floor-
systems and columns of this building were, in pounds per
square foot:
Beams. Girders. Columns. Footings.
Live 70 50 40
Dead 90 90 90 90
Total..
1 60
140
130
90
The floors for the Fort Dearborn Building were calculated
in accordance with the following data:
Dead Load.
Live Load.
Girders.
ist floor
2d to 1 3th floors
Roof
Sidewalk
Prismatic lights
Skylight
Stairs
85
75
40
140
50
50
85
75
40
140
50
50
125
70
40
200
200
40
70
no
60
40
1 80
1 80
40
00
The live load on the beams from the second to thirteenth
floor inclusive was taken at 70 Ibs. per sq. ft., and an addi-
tional load of 20 Ibs. per sq. ft. was added to the dead load to
care for all partitions which were likely to be moved at any
time.
124
ARCHITECTURAL ENGINEERING.
The girders were figured for partition loads at 20 Ibs. per
sq. ft. for all movable partitions, and for the actual loads of the
main partitions.
The live load on the columns was taken at 50 Ibs. per sq
ft. from the second to the twelfth floor inclusive, plus the
girder reactions for partitions.
The following table gives the unit loads used in figuring
the columns:
Live Load
on
Floor.
Live Load
on Columns
from Floors
above.
Total Load
on
Columns.
Roof
40
I3th floor
50
40
40
1 2th
45
85
nth
41
126
loth
35
161
gth
3i
192
8th
25
217
7th
21
238
6th
15
253
5th
II
264
4th
5
269
3d
i
270
2d
o
270
ISt
125
o
270
Basement
50
320
The dead load on the floor-beams was made up as follows,
a 9-in. porous end-construction arch having been used:
9-in. arch 26 Ibs. per sq. ft.
9-in. 2i-lb. I-beams 4 " " "
6 to i cinder concrete 30 " " "
Mosaic and wood floors, average .. 10 " " "
Plaster 6 " "
Total 76 Ibs. per sq. ft.
In the Fisher Building, Chicago, 1895, the distribution of
the loads for the roof, attic, and various floors was as follows.
FLOORS 4ND FLOOR FRAMING.
125
Load.
Joists.
Lbs.
Girders
Lbs.
Col-
umns.
Lbs.
Footings
Lbs.
Roof -1
Live
20
15
15
Dead
40
40
40
40
Total
Live
60
30
55
20
55
20
40
Dead
75
75
75
75
Total
Live
105
60
95
50
95
50
75
25
Dead
75
75
75
75
Total
Live
135
60
125
50
125
45
IOO
25
Dead
75
75
75
75
Total
Live
135
60
125
50
1 20
40
IOO
25
Dead
75
75
75
75
Total
Live
135
60
125
50
"5
35
IOO
25
Dead
75
75
75
75
6th floor to 3d floor \
Total
Live
135
60
125
50
no
30
IOO
25
Dead
75
75
75
75
Total
Live
135
75
125
60
105
40
IOO
25
Dead
75
75
75
75
Total
Live
150
90
135
75
"5
55
IOO
25
Dead
75
75
75
75
Total
165
150
130
IOO
N.B. — The weights of the fireproofing around the columns, and of the
columns themselves, are added to the above column loads.
126 ARCHITECTURAL ENGINEERING.
The dead loads in the same building were assumed as
follows :
For floors,
•|-in. maple flooring 4 Ibs.
Cinder concrete deadening over floor arch. . 15 "
I5~in. hollow-tile floor arch 41 "
Floor beams and girders 10 "
Plaster on ceiling 5 "
Total 75 Ibs
For roof,
3~in. terra-cotta book tile 22 Ibs.
6-ply tar and gravel roof 6 "
T-irons to support terra-cotta book tile 4 "
Steel roof framing 8 "
Total 40 Ibs.
Floor Framing. — Methods of floor framing, that is, the
arrangements of columns, girders, and floor beams in skeleton
structures, are illustrated in Figs. 58, 59, 60, and 61.
The first requisite in the design of the floor-system is the
location of the columns. In a great measure the placing of
the columns is governed by the arrangement of the exterior
piers, the architectural effect striven for, or the arrangement
and proper planning of the interior according to the intended
uses. The column locations are thus usually the result of
conditions, rather than any attempts at economy, but, unless
complicated and expensive framing is to be expected, the dis-
tances between columns must always be kept within the limits
of simple girder construction.
FLOORS AND FLOOR FRAMING.
127
It is quite impracticable to make any comparisons as to the
relative economy of many columns and short-span girders, and
fewer columns with girders of longer span. Both types are to
be found in practice, even to extremes, but the conditions
governing the design of any particular building are usually so
~.J*yHj?tMG-L'JXE..
L/QHT
COUftT
'Y
a§H
I
Srty\L/gH7\ OVER
:£h
«N
'S.B 2-/S.T*55t.Bs.
^--~
ELEV.
c-w.
Bs\2-S
"Is -2
a/**
-..«_ ^ ^
2-3'*
BS.
2-A
"I*-2.'tB3.
SJ —
9".
2-9
7^7.
8-9'P-2'/
-I
L£
"xj'^rt&t-5- ' ^-3*&M&i&S8
FIG. 58. — Typical Framing Plan, Fort Dearborn Building.
potent that a rule of column spacing in one instance would
not be applicable in the next case.
For office buildings, the floor plans illustrated in Chapter
III will indicate the arrangement of columns with reference to
128
ARCHITECTURAL ENGINEERING.
office widths. The panels are usually made of such dimen-
sion as will give one wide office, or two suitable narrower
I
FIG. 59. — Typical Framing Plan, Reliance Building.
offices, from centre to centre of piers. Thus the practice of
Messrs. Holabird & Roche, is to space both the exterior and
interior columns 23 ft. centres, where possible, thus making
FLOORS AND FLOOR FRAMING, 129
two offices of II ft. 6 ins. in each bay. See floor-plan of
Champlain Building, Fig. 29.
The column centres having been determined, girders must
next be located connecting the columns. The girders, running
from column to column, in one direction at least, serve to sup-
port the floor-beams, transferring their loads directly to the
columns. The girders also serve to brace the columns during
erection, and they provide stability in the completed structure.
Before the girders can be accurately calculated as to sec-
tion, however, the floor-beams must be located, as the con-
centrated loads resulting from the beams determine the girder
loads.
Floor-beams. — The spacing or distance centre to centre of
the floor-beams will depend somewhat upon the type of fire-
proof flooring employed. The permissible spacing of beams
for some of the more prominent fireproof floors has been given
earlier in this chapter. For terra-cotta arches, which consti-
tute by far the most general construction, ordinary practice in:
skeleton buildings has made 5 ft. to 6 ft. the most common
span for panels of ordinary length. Where the columns are
spaced a considerable distance apart, thereby causing long
beams, the floor-beams are spaced nearer together — or not
over 4 ft. to 4 ft. 6 ins. Reference to Figs. 58 and 59 will
show the practice in beam spacing in two Chicago examples;,
while Figs. 60 and 61 illustrate framing plans for two promi-
nent New York buildings.
The spacing of floor beams also depends upon the amount
and character of the floor load, upon the length of span, and
sometimes upon consideration as to permissible deflection. If
the loads to be carried are largely static or motionless, as is
usually the case, and if the span is small in comparison with
the depth of the beam, the floor joists may be readily propor-
tioned by means of the tables for "safe distributed loads " as
given in the hand-books issued by the more prominent steel
1 3o ARCHITECTURAL ENGINEERING.
ir **; -
fo . — ._. _ —
rto
— r '•- — ' ' ' " J
jrftf a&- — -i/sf
-»••»• i_.^i
.^r//'
FLOORS AND FLOOR. FRAMING.
companies.* These tables give the loads, in tons of 2,000 Ibs.,
which the various beams and channels will safely carry (dis-
tributed uniformly over the length) for distances between sup-
ports, as tabulated.
FIG. 61.— Typical Framing Plan, Am. Surety Co.'s Building, New York.
Or, if a section is to be selected to carry a certain load for
a length of span already fixed, as is usually the case in build-
*For much valuable information and many useful tables concerning
steel construction, the student is referred to the handbooks issued by
The Carnegie Steel Co., Pittsburg, Pa., The Pencoyd Iron Works, Phila-
delphia, Pa., and others.
I32 ARCHITECTURAL ENGINEERING.
ing construction, the required beam or channel may be found
by means of the coefficients given in tabular form for all rolled
sections. For a uniformly-distributed load these coefficients
are obtained by multiplying the load, in pounds uniformly dis-
tributed, by the span length in feet. If the load is concen-
trated at the centre of the span, multiply the load by 2, and
then consider it as uniformly distributed. Such maximum
coefficients of strength for I-beams and channels of different
depths and weights per foot are given in the hand-books issued
by The Carnegie Steel Company, L'd, and the Pencoyd Iron
Works, the values being based on fibre strains of 16,000 Ibs.
per sq. in. (as used for ordinary loads), and 12,500 Ibs. per
sq. in. for rapidly moving or vibratory loads.
The Carnegie and Pencoyd hand-books also give tabulated
values of the "Section Modulus" for all beams, channels,
angles, Zs, Ts, etc., and in many respects the calculation
of floor-joists, etc., by this method is to be preferred to the
calculation by means of coefficients. The Section Modulus,
wrongly called the Moment of Resistance, represents a con-
stant property of any shape which may be considered as an
index of the strength of such shape. The Section Modulus is
constant for all spans and conditions of loading, as is also the
weight per foot of the section considered, so that the former
may be readily compared with the latter in determining the
efficiency or economy of the section under consideration.
The Section Moduli are also very useful in determining the
fibre stress per square inch for a beam or other shape subjected
to bending or other transverse stresses. The Bending Moment
in inch-pounds, divided by the Section Modulus, will give the
extreme fibre stress to which the member is subjected.
Let 5 — Section Modulus, in inch-units;
M — Bending Moment, in inch-pounds;*
* For Bending Moments under various conditions of loading, see hand-
books issued by the steel companies.
FLOORS AND FLOOR FRAMING. 133
f = allowable stress per square inch in extreme fibres,
usually taken at 16,000 Ibs. ;
W = total load in pounds, uniformly distributed;
/= length of span, in feet;
d — distance centre to centre of beams, in feet;
w = load per square foot in pounds ;
Then
M = fS, or S = j-
Wl
But M = -~— for a beam supported at both ends and uniformly
loaded. Hence
12 3 07 .
Also, as W= dwl,
- ...... . .
Having found 5 from equation (i), the proper beam, channel,
or other shape, may be selected from the tabulated values.
The most economical arrangement of floor-beams has had
little investigation, and there seems to be no uniformity of
practice. If the framing plans could be so arranged that the
floor-beams and girders would be strained to the full allowable
fibre strain, it would certainly be more economical than where
the framing plans require the use of beams heavier than those
actually needed. Take, for example, a framing plan calling
for a bending moment in a floor-beam of 65,000 ft. -Ibs. This
would require a Section Modulus of 48.75. The Section
Modulus for a 12-in. 4O-lb. beam is only 44.8, while S for a
i5-in. 42-lb. beam is 58.9. The latter would have to be used,
with an excess in strength of some 20 per cent. ; and if such
panels occurred frequently in a floor system, an excess of 20
per cent, would therefore occur throughout. Hence an
134 ARCHITECTURAL ENGINEERING.
economical framing plan would be one in which the beams are
so arranged in span and distance centre to centre, as to carry
a given floor-load with the beams strained to the full allowable
fibre strain. A very small variation may make this possible
or impossible.
If no beam can be found whose Section Modulus compares
closely with the required value of S, it may be found practic-
able so to rearrange the spacing of the floor-joists as to permit
of the economical use of some particular size of beam. In such
cases, equation (2) may be solved for d, after substituting the
desired value of S, thus obtaining the maximum spacing centre
to centre, of the given I-beams.
Tables giving the maximum spacing, centre to centre of
beams, will be found in both the Carnegie and Pencoyd hand-
books for loads of 100, 125, 150, and 175 Ibs. per sq. ft., for
spans varying in length from 5 to 30 ft., and as the spacing
of the beams is inversely proportional to the loads, the required
spacing may be readily interpolated for loads other than those
tabulated.
Also, in proportioning floor-beams, it is well to remember
that it is seldom economical to use the heaviest weight of any
depth of beam, if a deeper beam can be used. There is neces-
sarily a great waste of material toward the ends of heavy rolled
beams, and as the strength increases as the square of the depth,
the deeper beam is always the more economical. Thus the
Section Modulus for a 12-in. 3i£-lb. beam is 36, while for a
lo-in. 40-lb. beam 5 = 31.7. The former is lighter, and far
stronger. A 2O-in. 65-lb. beam is also stronger than a I5~in.
8o-lb. beam.
It will also be noted that, for the same depth of beam, the
Section Moduli do not vary in proportion to the weight. The
lightest weight of beam is invariably the most economical, pro-
viding its Section Modulus is slightly in excess of the value
required by equation (i). '
FLOORS AND FLOOR FRAMING. 135
Care must be taken in figuring floor-beams to see that the
length of clear span is not too great, giving a deflection suffi-
cient to crack the plaster ceiling beneath. A deflection of
about 3^-0 °f the clear span, or ^ of an inch per foot, has been
found by experiment and practice to be the maximum per-
missible deflection, or d = L x O-33, where tf = greatest
allowable deflection in inches, at centre of beam, and L =
length of span in feet. This safe deflection limit is also indi-
cated for each size and weight of beam given in the tables for
uniformly loaded I-beams in the mill handbooks.
Tie-rods. — With any arched form of fireproof flooring,
whether flat or segmental, tie-rods are necessary in each bay
to take up the arch thrusts without dependence on the adjoin-
ing arches. If all bays of the floor system were always loaded
equally, tie-rods would be unnecessary, except in the outside
panels; but with shifting live loads, tie-rods are almost in-
variably used, and are sometimes required by law. They are
generally made f in. in diameter, and spaced from 5 to 7 ft.
apart. Intervals of eight times the depth of the floor-joists
will about constitute average practice. Rods •$- in. diameter
are sometimes used in heavy work. Tie-rods are made with
thread and nut on each end, to pass through open holes
punched in the joists, usually at the centre of the beams.
Some engineers specify that the holes shall be placed one-third
the depth of the beam up from the bottom.
Girders. — The girders, running from column to column,
support the floor-joists, and also the wall or spandrel loads
when located between the exterior columns. The girders are
usually deeper and heavier members than the regular floor-
joists, being made of one I-beam, two I-beams side by side
and connected by separators only, two I-beams with top and
bottom riveted cover-plates, or lattice, plate, or box girders.
Deep single beams, or lattice or plate girders are preferable.
Closed sections, such as double I-beams or box girders, cause
I36 ARCHITECTURAL ENGINEERING.
inaccessible interior spaces which prevent future painting, and
also require bolted connections through the webs. Separators
should always be used in the case of double beams, unless
connected by cover-plates, in order to equalize the load on the
two beams, and also to act as spacers, keeping them a uniform
distance centre to centre. Tables of standard ^size separators
are given in the mill handbooks.
Ordinary forms of girders applicable to building construc-
tion, other than single beams, are shown in Fig. 62.
nmin
FIG. 62. — Forms of Steel Girders used in Building Construction.
Tabulated coefficients of strength for these sections, for vary-
ing spans, are given in the handbooks before mentioned. Such
coefficients of strength, or safe loads, are based on uniformly
distributed loads, for fibre stresses of 13,000 to 15,000 Ibs. per
sq. in., but they may also be used for concentrated loads by
following the directions given for use of tables.
Girders supporting floor-joists are usually calculated for
concentrated loads instead of uniform loads, since the concen-
trated loads of the joists usually give smaller bending moments
than would result from uniform loads over the tributary areas.
Where a girder carries floor-joists on one side, and a floor arch
on the other side, the member should be calculated for both
cases of loading.
A point to be remembered in the design of girders is that
a much more economical girder can be had when two floor-
beams are to be supported than three; or an even number
instead of an odd number of beams. In the latter instance a
load will occur at or near the centre of the girder, resulting in
a much greater bending moment. If but two beams are used,
FLOORS AND FLOOR FRAMING. 137
the arm is but one-third the span of the girder. All of the
floor-beams and girders in the floor system are usually so
arranged as to be flush on the under sides, as shown in
Fig. 63. This is to provide for the
plastered ceiling. The inequalities
in the arch depths are made up in
the concrete filling.
If considerably deeper beams or
lattice or plate girders are used for
interior girders, the portions project-
ing below the ceiling line may be
located on partition liries, and thus
FIG. 63. — Isometrical View
covered by plastered cornices, or of Connection of Floor-
false beams may be made to show beams to Girders,
in the rooms below, by means of fireproofing or metal furring
and plaster.
In proportioning the sizes of floor-joists and girders, and
columns as well, it is best to specify as few sizes of material
and as few weights of beams and channels, or angles and zees,
as may be practicable. Thus in the floor system, the calcula-
tions for the various spans and loadings may require a great
number of beams and channels of different depths, and of
different weights per foot for the same depths ; but the inevit-
able delay in securing such a list of sizes and weights from the
mills will often more than counterbalance the extra cost made
necessary by using more uniform sizes and weights. Nearly
all large orders from the rolling mills are rolled to order, and
the sizes will be furnished as the rolling programme of the mill
may permit. The lightest weights of the various sizes of
beams and channels are almost always rolled first, while
heavier or special weights may require a long delay before the
orders of the mill make it desirable to roll such material.
Connections. —In buildings of moderate height, especially
if constructed with solid masonry walls, bolted connections
I38 ARCHITECTURAL ENGINEERING.
may be used lor almost all portions of the frame, but in veneer
buildings of considerable height, riveted connections should
invariably be specified.
For the connections of beams to beams, or beams to
girders, connection-angles made after the standards adopted
by the Carnegie Steel Co. or the Pencoyd Iron Works are
almost universally employed on good work. The adoption of
such uniform " standards " is certainly a great help to the mills
and bridge or iron shops, as well as to the designer, but in the
hands of the careless or ignorant designer is apt to be an ele-
ment of weakness. From careful observation of building
methods, as practised in general, the writer is convinced that
faulty details constitute an even greater part of the defects in
the general run of buildings, than arises from poor materials
employed, or imperfect general features of design. Any
"standards" are therefore to be used with caution, as they
tempt the careless designer to use them under all conditions,
whether they be adequate or not. They are standard, hence
they must be all-sufficient.
Standard connection-angles are designed on a basis of
10,000 Ibs. per sq. in. allowable shearing strains, and 20,000
Ibs. per sq. in. allowable bearing, and for regular details
as found in ordinary practice these are usually of sufficient
strength. But in extreme instances, where beams of short
spans are loaded to their full capacity, it, is often found neces-
sary to provide additional strength in the connections. In
such cases the limiting span lengths, or tables of minimum
spans for fully loaded beams, must be followed. Typical
standard connections are illustrated in Fig. 64, while Fig. 65
shows connections for beams of different depths framing into
opposite sides of a girder.
On account of the difficulty of designing sufficient connec-
tions, no beam should frame into another one of less depth
than itself, even though the calculated sizes would warrant it.
FLOORS AND FLOOR FRAMING.
139
The additional cost of special connections in shop labor and
erection will generally more than offset the additional weight
required in a deeper beam.
In cases where it is impossible to make a sufficiently strong
&
J"
J"
5" I and 6" I.
18" I and 20" I. 12" I. 8" I and 9" I.
FIG. 64. — Standard Beam Connections.
15" I and 10" I. 12" I and 9'( I. 10" I and 8" I.
9" I and 8" I.
FIG. 65. — Connections for Beams of Different Depths.
connection through the web of a member only, a seat or shelf-
angle may be riveted to the web of the girder immediately
below the connecting member, to provide additional support,
and, if necessary, this seat may in turn be reinforced by verti-
cal stiffening angles.
140 ARCHITECTURAL ENGINEERING.
In considering the connections of joists to girders, and
especially girders to columns and columns to columns, in high
buildings subject to considerable wind strains, Mr. Julius Baier
lays especial emphasis on the following points, as the result of
his investigations as to the behavior of building construction in
the St. Louis tornado:*
' ' Well riveted joints in steelwork will stand, even under
jar and shock, an excessive amount of abuse and distortion
before actually separating into individual pieces.
"That for any twisting, wrenching, or bending strain, a
f-in. rivet is far superior to the ordinary |-in. bolt.
"That the tension value of three f-in. steel rivets is suffi-
cient to distort the web of a I5~in. 42-lb. I-beam \ in. out of
line, without failure of the rivets,, and is also far in excess of
the bending resistance of the metal in a TVin. connection-
angle.
' ' That an eccentric tension strain will readily cause a bolt
to fail by bending or breaking in the thread, while the steel
rivet will stand considerable distortion without failure."
Detailing. — It is comparatively seldom that complete detail
plans for the steelwork of a building are made by the architect.
Still less frequent are the cases Where such detail plans could
be used as actual shop drawings by the contractor, as in nearly
every case the manufacturer much prefers to make his own
shop drawings, to conform to the usage of his own plant. The
architect has generally been content to specify the sizes and
weights of the material to be used, leaving the details to be
worked out by the contractor with the approval of the architect.
The experienced architect or engineer, however, is not
usually satisfied with such license on the part of the contractor,
and the best classes of work are made in accordance with
*See "Wind Pressure in the St. Louis Tornado, with Special Reference
to the Necessity of Wind Bracing for High Buildings," by Julius Baier,
Trans. Am. Soc. C. E., vol. xxxvii.
FLOORS AND i-LCOR FRAMING. 141
definite details furnished, after a careful consideration of the
conditions -to be fulfilled. This does not mean that complete
shop drawings are made, but rather such connections and
special points in the design as need particular attention. The
balance of the detailing may be made to suit the contractor
(with the approval of the architect), in conformity with the
sizes of material marked on the plan, and the carefully drawn
specifications.
The idea of allowing the manufacturer to prepare complete
details after his ov/n general scheme, and to follow specifica-
tions only, is not consistent with best results, in the judgment
of the writer, though such an arrangement has often been
advocated. It is true that it has been a very common practice
with bridge engineers to furAish the moving-load diagram, and
allow the bidders to design the structure as they saw fit, so
long as it fulfilled all requirements of the specifications. This
has probably been one reason for the high degree of excellence
shown in the work of the better bridge companies, as each
bidder endeavors to use his material to the best possible advan-
tage. Such a practice, however, in building work will require
a very careful supervision of the work by the architect, and as
the various contractors will use those shapes most in favor, or
of least cost, at their particular works, the calculations, con-
nections, details, etc., must all be gone over and thoroughly
checked, that all conditions may be satisfactory. A careful
checking is necessary in any case, but where such complete
freedom is accorded the bidder, it will rarely be that he is able
to grasp the general ensemble in such a manner as to make
satisfactory details in the required time. Again, only the most
responsible and experienced firms could be intrusted with such
a task.
Carefully drawn specifications, complete and accurate fram-
ing plans, sufficient spandrel sections and any special details,
with all sizes and dimensions of material, will insure rapid and
142
ARCHITECTURAL ENGINEERING.
satisfactory work on the part of the iron contractor. The shop
drawings may then be examined, and stamped with the
approval of the architect as received.
In detailing the floor system, the joists should frame into
the webs of the girders in preference to resting on top of the
girders. The latter method is cheaper, as the framing of the
beams is avoided, but the former arrangement provides more
stiffness and rigidity, besides avoiding the increased depth in
the floors or the projection of the girders below the ceiling line.
Where the floor-joists are of the same depth as the girders,
or where flush either top or bottom, ''coping," or a cutting
away of the ends of the flanges is necessary in the joists, to
fit against the flanges of the girders. About £ in. clearance is
usually allowed at each connection between floor-beams and
girders, and $ in. between columns and girders. This is
sufficient to overcome slight variations in the evenness of the
material, and to permit of easy erection. Where beams or
girders rest on column seats, the distances between the con-
nection holes must be exact, with the allowances for clearance
J3'-2±'
FIG. 66. — Shop Detail of Framed Beam.
made in the extreme ends between the end hole and the end
of beam. Fig. 66 illustrates the shop detail for a framed
beam. Fig. 67 shows the connections of beams, girders, and
columns in 4'The Fair" Building, Chicago.
Beams and girders are usually numbered on the framing
plans, to aid in detailing the various pieces, and to identify the
parts for quick erection. The several floors or tiers are often
FLOORS AND FLOOR FRAMING.
143
designated by letters, as " A " for first floor, " B " for second
floor, etc. Columns are generally designated by one num-
ber for the entire height, while the various stories are given
letters as in the beams. Thus, " Col. No. 2, tier ' B,' " would
indicate a second-story column where the second floor was
lettered
FIG. 67 — Connections of Beams, Girders, and Columns in "The Fair"
Building, Chicago.
It is to be remembered that the cost of fabricating the
material and the cost of erection are materially affected by the
detailing employed. Strength and economy of manufacture
and erection all require careful attention in detailing, as much
may be saved or wasted in good or bad designing; and, as a
structure is always gauged by its weakest point, so may an
adequate amount of material be rendered insufficient through
faulty minor details.
CHAPTER V.
EXTERIOR WALLS— PIERS.
A MOST striking example of the rapid and radical change
which occurred in building practice as regards the construction
of exterior walls, is shown in Fig. 16, Chapter III, where the
old and new portions of the Monadnock Building, Chicago, are
illustrated. The terms "old" and %<new" are simply rela-
tive, as the newer addition was built some three or four years
only after the original structure.
At the time of designing the older portion of this building,
the owners, in spite of the protests of the architects, insisted
on having the more conservative, and then eastern practice,
of solid masonry piers, which, for the height of sixteen stories,
resulted in walls six feet thick at the street-level. A few years
later an addition was designed for the south half of the block,
seventeen stories in height, and in this instance the walls were
built after the veneer method, which had previously been
rejected by the owners in the older portion. The difference
in window areas and pier widths, especially near the sidewalk
level, is apparent, even in the greatly fore-shortened illustra-
tion.
The exterior masonry walls for steel-frame buildings may
be either ' ' load-supporting ' ' (as represented by the older
portion of the Monadnock Building just mentioned), or
"veneer-construction," i.e., entirely dependent for support
upon the steel frame (as in the newer portion of the Monadnock
144
EXTERIOR WALLS-PIERS. 145
Building), or "self-supporting," the latter being an expedient
between the above-mentioned extreme cases.
Load-supporting Walls. — Load-supporting walls, built of
solid masonry, and carrying all of the wall-, floor-, and roof-
loads which come upon them without the use of steel or iron
members, constitute the ordinary practice in buildings of
moderate height, whether of fireproof or non-fireproof con-
struction. Eight or ten stories is about a maximum height
for load-supporting walls, so that in higher structures, which
are here being considered in particular, it is a rare exception
under modern methods to rely entirely on masonry piers.
The objections to such piers of solid masonry are threefold :
a. The modern requirements of plenty of light and air in
all offices, demand that the windows be broad and numerous
and the piers narrow. In the highest buildings of the present
day hardly any masonry construction is strong enough to carry
the necessary roof- and floor-loads besides its own weight, for
so great a height and with so small a cross-section as is
desired. There are prominent office buildings in almost all of
our large cities, in which the exterior walls carry their proper
share of all loads ; but a little observation will show that in
high buildings of this type the comfort of the tenants has, in
a large measure, been sacrificed for architectural effect.
b. Th'e second objection to such large masonry piers is
that they take up too much valuable, renting-space. When
the rent of offices is proportioned at so much per square foot,
this becomes a matter of no inconsiderable importance to the
owner.
c. The weight of these solid masonry piers would so add
to the load per square foot on compressible foundations that
many of the most remarkable examples of architectural
engineering would be well-nigh impossible.
In commercial buildings, of even considerable height,
masonry piers are often used to carry all loads, but a mercan-
.146
ARCHITECTURAL ENGlNEERfNG.
tile structure does not present as exacting conditions as an
office building, and the exterior piers may be widened for
architectural effect without seriously inconveniencing the plan
of the interior.
A detail very common to store buildings is shown in Fig.
68. In such cases the first story especially is desired to have
FIG. 68.— Detail showing Masonry Walls carried at Second Floor Level.
small piers and large windows for show purposes, in which
case the solid masonry piers of the upper stories are supported
at the level of the second or third floor on girders which are
carried on steel columns running through the lower stories.
In this illustration, the masonry walls are shown as carried at
EXTERIOR WALLS— PIERS. HT
the second-floor level, below which the girders and steel
columns must be properly fireproofed, and covered with.
ornamental cast-iron fascias and column pilasters.
Self-supporting Walls. — Self-supporting masonry walls or
piers are sometimes used, in which case additional metal
columns, carrying the tributary floor- and roof-loads, are
placed inside the masonry piers, while the latter support them--
selves and the ' ' spandrels ' ' only. The spandrels constitute
those portions of the exterior walls lying between the piers and
over and under the window-spaces.
If this method is employed, great care must be taken that
the masonry does not touch the columns, in order that the
unequal settlement of the metal-work and the masonry may
not cause undesirable strains. On account of the numerous
mortar-joints, the masonry will settle faster than will the
metal columns under the gradual settlement of the whole
structure. As an example of initial compression in freshly
laid mortar, Mr. Geo. B. Post, architect of the New York
Produce Exchange Building, states that a measured height of
9 ft. 6 ins. at the time of building, compressed about \ in.
under a maximum pressure of 62 Ibs. per sq. in. of base;
induced by the finished wall. The whole wall was built very
rapidly.
If, then, the masonry bears on rivet-heads, plates, or con"
nections on the columns, a heavy strain is produced which has
not been provided for. Great care is necessary in such com-
binations of metal columns and masonry piers to leave sufficient
" open joints " at points over cornices and the like, where they
will least be noticed, to allow for such settlement Also where
the mass is not homogeneous, as in stone facing and brick
backing, the result is likely to be that the stone, with fewer
mortar-joints, settles less and receives more than its share of
the load, thus producing cracks and spalling off the angles.
148 ARCHITECTURAL ENGINEERING.
This was the case in the old portion of the Washington Monu-
ment.
The objections of size and weight will also hold in the piers
of this type, as in the first method, if the building be very
high. Thus in the Masonic Temple of twenty-one stories,
metal columns of plates and angles were placed within the
masonry piers, but it was found that the maximum allowable
pressure of 12 tons per square foot on brickwork, as was used
in this instance, would be .reached at the level of the fifth floor;
hence below that level the load exceeded the safe compressive
resistance of the material ; and this without any floor- or roof-
loads, as the latter were carried by the metal columns within
the piers. The expedient was therefore adopted of carrying
the masonry-work on brackets attached to the metal columns
.at the sixteenth- and fifth-story levels, thus making the pier
consist of three separate columns of masonry, and the one
continuous metal column.
As has been seen in Chapter I, self-supporting exterior
walls were employed in most of the earlier examples of the
so-called skeleton construction, the walls serving to carry their
own weights, while all floor- and roof-loads were supported on
metal columns placed within the walls.
The "World " Building, New York City, erected in 1890,
is an extreme example of high building construction with self-
sustaining walls. The main roof is 191 ft. above the street-
level, making thirteen main stories, above which is a dome
.containing six stories,— in all, a height of 275 ft. above the
street. The self-sustaining walls are built of sandstone, brick,
and terra-cotta, the thickness increasing from 2 ft. at the top
to as much as 1 1 ft. 4 ins. near the bottom, where the walls
.are offset to a concrete footing 15 ft. wide. The walls are
vertical on the outside faces, the thickness being varied by
inside offsets, so that the columns are recessed into the walls
EXTERIOR. WALLS— PIERS. 1 49
at the bottom, but emerge and are some distance clear of the
walls at the top.
Veneer- construction Walls. — The first example of a purely
skeleton construction in Chicago occurred in the rear wall of
the Phenix Building, now the Western Union Telegraph
Building, by Burnham & Root, architects. In the wall behind
the elevators, cast columns were used with two sets of hori-
zontal supports at each story. The outside supports were made
of I-beams resting on brackets connected to the columns, these
I-beams carrying a 4|-in. wall of enamelled brick. The inner
supports consisted of I-beams placed between the columns,
supporting a 4-111. wall of hollow tile. Thus the wall was
formed of two layers or ' ' skins ' ' held together by the window-
frames, etc.
But it was not until the introduction of the ' ' cage-con-
struction ' ' steel frame, that veneer-construction walls and piers
were fully developed ; whereas now, with the general use of
the independent steel framework, this type constitutes the most
approved method — the one which has undoubtedly opened up
the means for building the highest structures. In this, all
weights are thrown on the metal columns, which, in place of
solid piers, are surrounded with a protective shell or covering
only, made of ornamental terra-cotta or brickwork, securely
anchored to, and supported by the columns at the various
floor-levels.
This construction undoubtedly gives the minimum weight
per foot of height, and makes possible such small piers as are
indispensable for light and desirable offices. The "Chicago
type " is a popular name for this method ; a type which has
developed very remarkably during the past few years of
American architecture, while the height of municipal buildings
has been increasing steadily from ten to thirty stories. The
increasing value of ground-space, the demands for rapid con-
150 ARCHITECTURAL ENGINEERING.
struction, and the necessity for the lightest possible loads on
the subsoil, have all contributed to the success of this detail.
Veneer construction thus does away with masonry as a
supporting member, and the load-bearing brick wall or masonry
pier is replaced by an envelope of terra-cotta or brickwork,
enclosing the steel columns and filling the spandrels or spaces
between the windows. This envelope is not used as a
strengthener to the supporting members, but as a protection
against the elements and the dangers of fire. The brick wall,
once the fundamental factor in building construction, now fulfils
simply a decorative and protective function. The great possi-
bility for external effect through this use of brick and terra-
cotta in connection with skeleton construction, has opened up
a vast market to the manufacturers of fine qualities of face-
brick, moulded brick, and terra-cotta in all its varieties.
The terra-cotta companies design their pieces with especial
reference to tying them to, or suspending them from such a
framework; so that, in reality, the building becomes nothing
more nor less than a vital skeleton of steel, with an architec-
tural and protective wrapper of terra-cotta, tile, or brickwork,
inside and outside. The terra-cotta arches, which to the
casual observer seem to carry some heavy wall or pier above,
prove to be made of hollow clay blocks, held by clamps to the
concealed beams or girders which really support the loads.
Materials used in Exterior Walls. — In the construction of
exterior walls, piers, and spandrels (see Chapter VI for especial
reference to spandrels), the selection of methods and materials
must be made with a view to fulfilling, as far as may be possi-
ble, the requirements as to adaptability of form and facility of
handling, the protection of the steel frame against corrosion
and deteriorating influences, and protection against damage by
severe fire and water tests, either from internal or external
sources.
In general, it may be stated that brick and terra-cotta are
EXTERIOR. WALLS— PIERS. 151
generally preferred to other building materials for the exterior
walls of high buildings, on account of the ease with which they
may. be handled, the facility with which they may be built into
and about the forms of columns and beams, as well as on
account of their superior fire-resisting qualities. For more
detailed information as to the materials of fireproof construc-
tion, the reader is referred to Chapter V, Materials used in
Fire-resisting Construction, in the author's ' ' Fireproofing of
Steel Buildings."
Fire-resisting Qualities. — As regards protection against
internal or external fire hazard, the selection of proper fire-
and water-resisting materials is of the utmost importance in the
construction of walls or piers. If the aim is simply to secure
incombustible materials, almost any form or character of metal-
work or masonry may be employed — presuming, of course, that
the load-carrying steel frame is properly protected against
possible injury, regardless of the character of the decorative
facings. But such construction is very liable to prove a poor
investment, as may be shown by numerous examples of notable
fires in which large portions of so-called fireproof buildings
have required reconstruction to such an extent that the losses
occasioned through the use of injudicious materials have proved
quite the most considerable items involved. This experience
has been particularly true of stone, where the material is non-
combustible, and hence adds no fuel to the conflagration, but
ivhere the inevitable destruction under severe test conditions
often makes reconstruction both difficult and expensive.
Brick masonry and terra-cotta, however, are unsurpassed
as fire-resisting materials, as has been amply proven by
innumerable conflagrations. These products have stood
repeated fire and water tests of great severity and consider-
able duration, where all other ordinary building materials have
suffered complete destruction or at least extensive damage.
The endurance of brickwork was fully demonstrated in both
I$2 ARCHITECTURAL ENGINEERING.
the Pittsburg and Home Insurance Building fires, where face-
brick suffered but little damage except through discoloration.
In the latter fire, the excellent qualities of architectural terra-
cotta were also clearly shown.
Stone Masonry. — Marble, limestone, or granite should
never be relied upon as forming protection against fire, or to
carry loads other than their own weight. If used at all, they
should be employed in such manner that the strength of the
structure is in nowise dependent upon their use; and even then,
from the consideration of reconstruction, the more limited the
use, the better. Four-inch or five-inch slabs, such as are fre-
quently found in veneer construction, form very little protection
against fire, and even where such facing slabs are made of
greater thickness, they should be backed up with sufficient
brickwork or terra-cotta to insure the full protection of the
steelwork in case the stone veneer is destroyed. Furthermore,
the backing or true fireproofing should be independent of the
facing for support, so that the destruction of the latter would
not cause the failure of the fireproofing.
The financial loss due to the use of limestone was well
shown in the Chicago Athletic Club Building fire ; the danger
to life from dropping stone during fire and the practically com-
plete destruction of marble was illustrated in the Home Life
Building fire; the large Boston fire on Bedford Street showed
the injurious effects of fire and water on brown sandstone,
while examples too numerous to mention might be cited as to
the utter unreliability of granite.
Stone has not been extensively employed in skeleton con-
struction, except in the lower stories only, as a base for the
superimposed brick or terra-cotta work, or in conspicuous
exceptions where used throughout. This has been largely due
to the difficulty experienced in properly attaching the stone-
work to the metal framework, as well as to considerations of
fire resistance previously mentioned. In some instances, stone
EXTERIOR WALLS— PIERS.
153
FIG. 69. — Detail of Terra-cotta Front. Reliance Building.
'54
ARCHITECTURAL ENGINEERING.
has been used in thin slabs in the lower stories, as in the first
floor of the Reliance Building, where highly polished slabs- of
granite were enclosed within ornamental frames or grilles of
FIG. 70. — Section through WaM at Main Entrance to Masonic Temple.
cast-iron, over the fireproofing, as shown in the lower part of
Fig. 69.
An example' of the attachment of stone masonry to the
steel frame is shown in Fig. 70, where the box girder over the
main entrance of the Chicago Masonic Temple is illustrated in
EXTERIOR WALLS— PIERS. 155
connection with the granite arch which extends up into the
third story, as shown in previous Fig. 15. The box girder
supports two steel columns within the piers over the entrance,
the masonry 'piers themselves and their share of the spandrel
loads, besides the fourth-floor beams and the granite-work
above the arches shown.
Brick and Terra-cotta. — It has already been said that both
brick and terra-cotta possess, in a remarkable degree, great
advantages as to erection. This is due to the ease with which
they may be handled, as well as to their ready adaptation of
form. Terra-cotta is easily moulded into almost any required
shape, thus providing for a suitable attachment to the steel
frame ; it is susceptible of elaborate ornamentation or model-
ling ; it may be obtained in a wide range of colors and finishes ;
and it may be used to produce a great variety of architectural
effects, either separately or in combination with brickwork.
These considerations, in addition to most admirable fire-resist-
ing qualities, all contribute to the success which has attended
the wide use of terra-cotta. The rich decorative possibilities
which brick and terra-cotta possess, are well illustrated in the
new Broadway Chambers Building, New York.
Method of Setting.— The terra-cotta blocks, as used in
exterior wall construction, are usually built up in advance of
the brick backing, one course at a time. They should always
be backed up with brick masonry, or with structural terra-cotta
as is sometimes employed. The voids in the rear of the face
blocks should always be filled, where possible, with bricks or
parts of bricks, well filled in with mortar, to make the con-
struction as firm as possible. A thickness of 8 ins. for external
terra-cotta and backing should be taken as a minimum.
After setting, all joints in terra-cotta work should be well
raked out to a depth of f in., and be "pointed " with Port-
land cement mortar, colored to suit the architectural effect
required.
156
ARCHITECTURAL ENGINEERING.
Hooks, Ties, etc.— The individual terra-cotta blocks should
be anchored to the backing, or directly to the steelwork, by
means of anchors or hooks made of galvanized-iron, or iron
dipped in coal-tar or graphite paint. Methods of anchoring
are shown in more detail in Chapter VI in connection with
spandrel sections.
The brick backing should also be anchored to the steel-
frame, either by hooking anchors over members of the frame,
or by passing them through open holes provided in the beams,
columns, etc., for that purpose.
Wall Columns.— The earlier method of surrounding ex-
terior columns by masonry piers is shown in Fig. 71. The
FIG. 71. — Fireproofing of Columns in Exterior Walls.
cast-iron or steel columns were placed within the walls in such
manner as to leave from 4 ins. to 12 ins. of masonry between
the columns and the exterior face of the wall, with the balance
of the columns projecting into the room areas, where terra-
cotta fireproofing was placed around the thus exposed portions.
Not infrequently, drainage, water, or even steam-piping was
run alongside the metal columns, and within the fireproof
coverings.
A later and better example is shown in Fig. 72, which
illustrates a corner pier in the Reliance Building, Chicago,
1894. Fig. 73 is a plan of the supporting framework for the
same corner, showing the shelf-angles on the column for the
support of the pier, and the plate girder and spandrel angles
for carrying the spandrel portions of the walls between the
EXTERIOR WALLS— PIERS.
157
piers. These two figures also show the cast-iron uprights
employed to stiffen and secure the terra-cotta mullions.
"T
FIG. 72. — Detail of Corner Pier and Column. Reliance Building.
|
— 4:o£
J.L
FlG. 73. — Detail of Wall Girders and Corner Column. Reliance Building.
FlG. 74.— Detail of Columns in Exterior Walls. Fisher Building.
In still later and better examples of exterior piers, the fire-
proofing is made to surround the steel columns completely, so
158
ARCHITECTURAL ENGINEERING.
that the brick or ornamental terra-cotta front is not relied upon
as the only external protection. See Fig. 74. This illustra-
tion also shows the most approved method of caring for all
piping within slots or recesses provided in the fireproofing,
these being separated from the metal members by a thickness
'of terra-cotta, or wire lath and plaster sufficient to prevent cor-
rosion or deterioration from changes in temperature, moisture,
or deleterious gases, etc.
" Free-standing " Wall Columns — A special detail of
exterior piers and columns has been developed by Architect
Geo. B. Post, and used by him in
the St. Paul Building, New York
City. In this building, all of the
exterior columns are located en-
tirely within the interior face of the
brickwork, thus standing free within
the rooms. This arrangement is
shown in Fig. 75. The outside
flanges of the columns are placed
not less than 16 ins. from the out-
side of the masonry. The piers are
carried by horizontal plates and
wall beams, which are in turn
carried by cantilevers formed by
projecting the members of the floor
system out beyond the column.
For this purpose the floor girders
are made double, so that one mem-
ber may pass the column on either
side. Knee-braces, made of gusset-
plates and angles, are riveted to
FIG. 75. — Detail of "Free- the column above and below the
standing" Wall Columns. cantilevers, thus providing rigid
St. Paul Building.
bracing.
EXTERIOR. WALLS— PIERS. 159
Before the building of the masonry walls, the columns were
encased with porous terra-cotta 4 ins. thick, and between this
casing and the masonry a further protection against corrosion
was introduced in the form of asphalted felt, laid to form a
damp-proof course on the sides of the column next to the brick-
work. A space left between the asphalt sheet and the masonry
was later filled with a grouting of cement mortar.
This design was intended to secure, first, improved exclu-
sion of moisture and prevention of corrosion ; second, superior
fireproofing; third, accessibility for inspection or repairs if
necessary; and fourth, connections of the floor system and pier
loads so as to avoid the eccentric loading of the columns.
Protection of Exterior Metal-work. — The protection of
the steel frame against corrosion, deterioration, etc., was dis-
cussed in Chapter III, but in considering exterior walls and
spandrels the fact must be borne in mind that, while less is
now required of the brick or masonry wall as a supporting
member than formerly, when the walls fulfilled the function of
bearing dead-loads, much more is now demanded of it as to
quality and perfection of workmanship, in order that adequate
protection may be afforded the vital steel frame within.
In order to render the exterior impervious to moisture, and
thus protect the metal framing against corrosion, brick
masonry, whether employed as a backing for other materials
or as finished brickwork, should be built of the best possible
materials. Only the very hardest and most thoroughly burned
brick should be used, and cement mortar is generally specified
in the best classes of work, with well-filled joints and careful
bonding and anchoring. Cement mortar is especially impor-
tant where the mortar comes in contact with the steelwork.
A thickness of 4 ins., or a single brick, is often used for
external protection, but a minimum of 8 ins. is greatly to be
preferred for efficient security against fire and corrosive in-
fluences.
160 ARCHITECTURAL ENGINEERING.
Protection of External Members ; Building Laws. — The
Chicago Building Ordinance requires the following for the pro-
tection of external structural members: " All iron or steel used
as a supporting member of the external construction of any
building exceeding 90 ft. in height shall be protected as against
the effects of external changes of temperature and of fire by a
covering of brick, terra-cotta, or fire-clay tile, completely
enveloping said structural members of iron and steel. If of
brick, it shall be not less than 8 ins. thick. If of hollow tile,
it shall be not less than 8 ins. thick, and there shall be at least
two sets of air-spaces between the iron and steel members and
the outside of the hollow-tile covering. In all cases the brick
or hollow tile shall be bedded in mortar close up to the iron or
steel members, and all joints shall be made full and solid.
"Wherever stone facing is used, it shall be an additional
thickness to the column covering above specified.
' ' Where skeleton construction is used for the whole or part
of a building, these enveloping materials shall be independently
supported on the skeleton frame for each individual story.
" If terra-cotta is used as part of such fireproof enclosure,
it shall be backed up with brick or hollow tile ; whichever is
used being, however, of such dimensions and laid up in such
manner that the backing will be built into the cavities of the
terra-cotta in such manner as to secure perfect bond between
the terra-cotta facing and its backing. ' '
The New York law prescribes the following: "Where
columns are used to support iron or steel girders carrying en-
closure walls, the said columns shall be of cast-iron, wrought-
iron or rolled steel, and on their exposed outer and inner
surfaces be constructed to resist fire by having a casing of
brickwork not less than 8 ins. in thickness on the outer sur-
faces, not less than 4 ins. in thickness en the inner* surfaces,
and all bonded into the brickwork of the enclosure walls.
' ' The exposed sides of the iron or steel girders shall be
EXTERIOR W 'ALLS— PIERS. 161
similarly covered in with brickwork not less than 4 ins. in
thickness on the outer surfaces and tied and bonded, but the
extreme outer edge of the flanges of beams, or plates or angles
connected to the beams, may project to within 2 ins. of the
outside surface of the brick casing.
' ' The inside surfaces of girders may be similarly covered
with brickwork, or if projecting inside of the wall, they shall
be protected by terra-cotta, concrete, or other fireproof
material.
' ' Girders for the support of the enclosure walls shall be
placed at the floor line of each story. ' '
Protection of Column Interiors. — If the steel columns em-
ployed are of a box section, or closed form, as is often the case
in such types as Z-bar columns with cover-plates, or plates
and angles in rectangular form, a further protection against
corrosion may be obtained by filling the column interiors with
rich Portland cement concrete. Closed columns naturally do-
not permit of finished painting after the fabrication of the
members, nor of inspection nor renewal of painting at later
dates. Columns in exterior walls or other exposed locations
are, therefore, sometimes lined with Portland cement, or filled
with cement concrete as a permanent precaution against possi-
ble deterioration. All of the exterior columns in the Ellicott
Square Building, Buffalo, N. Y., were thus filled with Portland
cement concrete.
Anchorage. — The question of proper anchorage of the
brickwork and terra-cotta to the steel frame has been men-
tioned before, but this point is worthy of especial emphasis.
This subject is often entirely overlooked in writing specifica-
tions, but in all classes of work, of whatever character, adequate
anchorage is very important. In load-supporting walls,
efficient bracing must be obtained by means of connections to
the interior frame, and proper anchorage will often prevent the
collapse of the walls from hot-air explosions, etc. In veneer
1 62 ARCHITECTURAL ENGINEERING.
construction, also, the comparatively thin curtain walls must
largely rely for stability on their anchorage to the steelwork, as
well as upon their inherent strength. Speaking of experience
gained through the St. Louis tornado, Mr. Baier states that
' ' the great amount of explosive action was largely due to the
comparative weakness of ordinary walls against pressure exerted
from the inside of buildings. A more efficient anchorage of
the walls might limit this explosive action to the windows. In
numerous instances the windows were blown in on the wind-
ward side, while the entire walls were blown out on the leeward
side. Brick walls are materially stronger if well bonded with
the vertical joints filled with mortar, and a wall laid in cement
will undoubtedly withstand a greater lateral force than one laid
in lime mortar. ' ' *
Party Walls. — Columns or beams located within party
walls should always be efficiently protected by their own
masonry, without reference to the walls of adjoining buildings.
In many cases the steel columns and wall-beams for large and
important new structures have been placed directly against the
walls of neighboring buildings, which, in case of fire, are apt
to suffer complete destruction, thus exposing the steel members
of the newer building.
Thickness of Walls. — As regards the thickness of walls
required, for whatever class of building, this is generally speci-
fied by the local building ordinances. There is considerable
variance, however, in the requirements for veneer walls in cage
construction.
A brick wall carried to the height of the Manhattan Life
Insurance Building in New York City (241 ft.) would, accord-
ing to the building laws of most cities, have to be about 6 ft.
thick. Through the use of skeleton construction the enclosing
walls in this building were made only 12 and 16 ins. thick.
* See Julius Baier in Transactions Am. Soc. C. E., vol. xxxvii.
EXTERIOR WALLS— PIERS.
163
Fig. 76 shows the required thickness of walls under the
Chicago ordinance for buildings devoted to the sale, storage,
and manufacture of merchandise. Fig. 77 is for the walls of
i
*•-
4-4
FIG. 76. — Diagram of Wall Thick-
nesses for Mercantile Buildings,
Chicago Ordinance.
FIG. 77.— Diagram of Wall Thick-
nesses for Other than Skeleton
Construction.
hotels, apartments, and office buildings, of construction other
than the skeleton type.
These thicknesses, in Figs. 76 and 77, are for the maxi-
mum allowable height of 130 ft. from the sidewalk level to the
highest point of external walls.
For skeleton construction, the Chicago ordinance allows
veneer walls of 12 ins. thickness for any height within the
maximum limit of building height above stated. The New
York City building law requires the use of 12-in. curtain walls
tor 75 ft. of the uppermost height thereof, and 4 ins. additional
1 64 ARCHITECTURAL ENGINEERING.
thickness for every lower 6o-ft. section down to the sidewalk
level. But, on account of the severity of these requirements
as applied to very high cage-construction buildings, permission
is frequently given by the Board of Examiners, who are em-
powered to modify the building laws within certain limits, to
reduce the above-mentioned thicknesses to 12 ins. and 16 ins.
for buildings greatly exceeding 100 ft. in height. They have
never, however, permitted a uniform thickness of 12 ins. for
buildings over twelve stories in height.
Allowable Unit-stresses. — The allowable pressure per
square foot on brick masonry, as used in the highest masonry
piers in Chicago, namely, in the Masonic Temple, has been
mentioned before as 12 tons.
Prof. I. O. Baker, in his "Treatise on Masonry Construc-
tion," gives the following allowable strains on brickwork as
the practice of the leading architects :
IO tons per sq. ft. on best brickwork laid in I to 2 Portland
cement mortar;
8 tons per sq. ft. for good brick laid in I to 2 Rosendale
cement mortar;
5 tons per sq. ft. for ordinary brick, laid in lime mortar.
He shows, however, that these figures are very conserva-
tive, as his tables of the ultimate strength of best brickwork
give from I IO tons with lime mortar to 180 tons with Portland
cement mortar per square foot. So while the unit of 12 tons
in the Masonic Temple was even greater than ordinary Chicago
practice, Prof. Baker adds that "reasonably good brick laid
in lime mortar should be safe under a pressure of 20 tons per
sq. ft."
The safe loads given in the Boston law are about double
those recommended by Prof. Baker, while the New York re-
quirements, using T1¥ of the average ultimate strengths given
by Prof. Baker, allow 1 14 tons on granite, 90 tons on lime-
stone, and 72 tons on sandstone, per square foot.
EXTERIOR IV ALLS— PIERS.
165
BRICKWORK : ALLOWABLE PRESSURES IN TONS PER SQUARE
FOOT, SPECIFIED BY BUILDING LAWS.
New York.
Chicago.
Boston.
Brickwork
mortar..
Brickwork
and lime
Brickwork
laid in cement
laid in cement
mortar
laid in lime
" 1
Hi \ («)
I2j tons with Port-
land cement.
9 tons with ordi-
nary cement.
6ij tons with lime
15"
12 (t)
mortar. .
8 J
mortar.
8j
(a) Isolated brick piers shall not exceed 12 times their least dimensions.
(6) In brick piers in which the height is from 6 to 12 times the least
dimension, these pressures are reduced to 13, 10, and 7 tons respectively
for the mortars as above given.
STONE MASONRY: ALLOWABLE PRESSURES IN TONS PER
SQUARE FOOT, SPECIFIED BY BUILDING LAWS.
New York.
Chicago.
Boston.
|TV of the
60 ) First quality,
Marble and limestone.
Sandstone
ultimate
strength.
Not specified.
.- ( dressed beds, laid
4U (solid in cement
30 J mortar.
The use of ashlar masonry in wall facings is limited as fol-
lows: Boston law: " In reckoning the thickness of walls, ashlar
shall not be included unless it be at least 8 ins. thick. In
walls required to be 16 ins. thick or over, the full thickness of
the ashlar shall be allowed; in walls less than 16 ins. thick,
only half the thickness of the ashlar shall be included. Ashlar
shall be at least 4 ins. thick, and properly held by metal
clamps to the backing, or properly bonded to the same."
Chicago law : ' ' Stone may be used as facing for brick walls
under the following conditions : If the facing is ashlar, without
bond courses, and the individual courses thereof measure in
height between bond-stones more than six times the thickness
of the ashlar, then each piece of ashlar facing shall be united
to the brickwork with iron anchors, at least two to each piece,
1 66 ARCHITECTURAL ENGINEERING.
and reaching at least 8 ins. over the brick wall, and hooked
into the stone facing as well as the brick backing. Wherever
ashlar, as before described, is used, it shall not be counted as
forming part of the bearing-surface of the wall, and the brick
backing shall be of the thickness of wall herein specified for
the different kinds of building.
' ' If stone facing is used with bond courses at a distance
apart of not more than four times the thickness of the ashlar,
and where the width of bearing of the bond courses upon the
backing of such ashlar is at least twice the thickness of the
ashlar, and in no case less than 8 ins., then such ashlar facing
shall be counted as forming part of the wall, and the total
thickness of wall and facing shall not be required to be more
than herein specified for walls of the different classes of build-
ings. ' '
New York law : ' ' All stone used for the facing of any
building, and known as ashlar, shall not be less than 4 ins.
thick. Stone ashlar shall be anchored to the backing, and the
backing shall be of such thickness as to make the walls (inde-
pendent of the ashlar) conform, as to the thickness, with the
requirements of this ordinance. ' '
CHAPTER VI.
SPANDRELS AND SPANDREL SECTIONS— BAY WINDOWS.
THE spandrels constitute those portions of the exterior
walls, either on the street fronts or on interior courts, which
lie between the piers and between the window-spaces of suc-
cessive stories. "Spandrel sections," as they are called,
must be made for every different type of spandrel support in
the building, and they must clearly show the supporting beams
or metal-work required to carry the veneer walls in the manner
desired. These sections vary greatly, depending largely on
the architectural effect contemplated by the designer in his
arrangement of the material, and general descriptions of
spandrels can hardly be given as applicable to general practice.
Illustrations of numerous examples will better serve to show
the methods employed.
The spandrel-beams are supported by the masonry piers
where such load-bearing piers are used, or, in the veneer con-
struction, by the metal columns in the walls. The face of the
spandrel-walls may be " flush " with the piers, or -'in reveal,"
that is, set back from the face of the piers. In the first case
the wall presents a nearly unbroken surface, except for the
terra-cotta sills and window-caps, while the second method
accentuates the piers, and throws the spandrel-walls in reveal.
The architectural treatment will determine these conditions.
The former case is generally of far simpler construction, as the
spandrel-beams come at or near the centres of the columns,
thus avoiding many embarrassments in the irregular bracketing
from the columns, which becomes necessary in the support of
167
i68
ARCHITECTURAL ENGINEERING.
the spandrel-beams where the spandrel- or curtain-walls are
recessed.
FIG. 78. — Spandrel Section.
Ashland Block, Chicago.
FIG. 79. — Spandrel Section.
Reliance Building.
Fig. 78 shows a very simple form of spandrel section from
the Ashland Block, Chicago, where flush
walls were used. The veneer wall is but
9 ins. thick.
The use of plate girders, as the main
spandrel supports, is shown in Fig. 79,
which is a section taken from near the
corner of the Reliance Building. The
connections of these plate girders to the
Gray columns used are shown in Fig. 118,
Chapter VII. The connections of the cast
uprights which support the terra-cotta mul-
FIG. 8o.-Connection lions between the windOws are shown in
of Cast Mullions.
Reliance Building. Fig- 8o- Compare with Figs. 72 and 73.
Figs. 8 1 and 82 are taken from the eleventh- and twelfth-
M
SPANDRELS AND SPANDREL SECTIONS-BAY WINDOWS. 169
floor levels respectively of the Fort Dearborn Building. The
section given in Fig. 83 is taken at the first-floor or sidewalk
level, and shows the prismatic lights in the sidewalk, as well
$£
FIG. 81.— Spandrel Section, Eleventh Floor. Fort Dearborn Building.
as the small windows which help to light the basement
restaurant space. Fig. 84 is a section taken at the attic floor,
showing the main cornice and roof construction.
The materials generally used for veneer buildings consist,
as before stated, of pressed brick and terra-cotta, the latter
being used for the window-caps and sills, horizontal bands,
ornamental capitals, brackets, etc., or even in entire fa9ades,
according to the architectural treatment desired.
The brick or tile work of the piers is usually supported by
bracket-angles, attached to the columns, as has been described
170
ARCHITECTURAL ENGINEERING.
,FiG. 82. — Spandrel Section, Twelfth Floor. Fort Dearborn Building.
FlG. 83. — Spandrel Section. First Floor. Fort Dearborn Building^
SPANDRELS AND SPANDREL SECTIONS— BAY WINDOWS. 171
in Chapter V, while the body or backing of the spandrel-walls
is supported directly by the main spandrel-beams, as indicated
in the previous figures.
FlG. 84. — Spandrel Section, Roof and Cornice. Fort Dearborn Building.
Anchors, Ties, etc. — The ornamental terra-cotta work,
however, can seldom be supported directly by the spandrel-
beams, and a system of anchors must be resorted to, to
properly tie the individual blocks either to the brick backing
or to the metal-work itself. These anchors are usually made
of \ in. square or round iron rods, which are hooked into the
172
ARCHITECTURAL ENGINEERING.
ribs provided in the terra-cotta blocks, and then drawn tight
to the brickwork or metal-work by means of nuts and screw-
ends. Such anchors are shown in Fig. 86. Hook-bolts are
also largely used, as in Fig. 82, where the ends are shown
bent around the spandrel-channels or I-beams. Clamps are
frequently employed where the terra-cotta block lies snugly
against a metal flange, as indicated in Fig. 86. The many
FIG. 85. — Spandrel Section. Marquette Building, Chicago.
possible methods which may be employed in securing proper
anchorage cannot always be shown by drawings, and a proper
execution of the work can only be secured by most careful
superintendence, and study in the field. The general scheme,
however, must always be indicated on the spandrel sections,
as the holes necessary in the structural metal-work to receive
the anchors should be included in the detail drawings of the
iron- or steel-work, in order that such punching may be done
at the shop.
SPANDRELS AND SPANDREL SECTIONS-BAY WINDOWS. 1 73
Typical Spandrel Sections. — Fig. 85 shows a spandrel
section from the Marquette Building, at the fifteenth-floor
level. Heavy separators were used between the I-beam girder
and the outside spandrel channel.
A rather complicated spandrel section is that indicated in
Fig. 86, taken from the Marshall . Field retail store building.
FlG. 86.— Spandrel Section. Marshall Field Building.
The spandrel-beams were here carried by the masonry piers
used in the exterior walls. The section shown is taken where
small ornamental balconies occur in the recessed wall between
the piers. The vertical mullion-angles are plainly shown.
Fig. 87 is from the same building, taken at the level where
the granite facing stops and the brick and terra-cotta work
begins.
A spandrel section at the eighteenth-floor level of the
ARCHITECTURAL ENGINEERING.
FlG. 87.— Spandrel Section. Marshall Field Building.
FIG. 88.—
Spandrel Section, Eighteenth Floor. American Surety Co.'s
Building, New York.
SPANDRELS AND SPANDREL SECTIONS— BAY WINDOWS. 1 75
American Surety Co. 's Building, New York, is shown in Fig.
88. In this building, the entire fronts are constructed of
granite, and the granite lintel over the window-space is shown
as supporting the courses above.
Fig. 89 illustrates the construction of the cornice at the
twentieth-floor level of the same building.
FIG. 89. — Spandrel Section, Twentieth Floor. American Surety Co.'s
Building, New York.
A section through an end bay of the Gillender Building,
New York, at the fourth-floor level, is given in Fig. 90. The
lattice girder here shown in section is also shown in plan and
elevation in previous Fig. 60 (framing plan).
Fig. 91 shows the overhanging cornice at the fifteenth-
floor level of the Spreckels Building, San Francisco, Cal.
The hook-bolts and clamps used to secure the marble cornice-
stones are plainly indicated.
A spandrel employed at the sixteenth-floor level of the
ARCHITECTURAL ENGINEERING.
FIG. 90. — Spandrel Section, Fourth Floor. Gillender Building,
New York.
FlG. 91.— Spandrel Section, Fifteenth Floor. Spreckels Building,
San Francisco.
SPANDRELS AND SPANDREL SECTIONS— BAY WINDOWS. i?7
FlG. 92. — Spandrel Section, Sixteenth Floor.
New York.
Broadway Chambers,
\
FIG. 93.— Spandrel Section, Fourth Floor. Broadway Chambers,
New York.
178
ARCHITECTURAL ENGINEERING.
Broadway Chambers, New York, is shown in Fig. 92, while
Fig- 93 is from the same building at the fourth-floor level,
showing the termination of the granite used in the lower three
stories.
Court Walls. — The spandrel sections of the court walls
differ in no way, as far as general principles are concerned,
from those of the exterior walls. They
are generally simpler, however, due to
the plainer character of the wall, and to
their usual decrease in thickness as com-
pared to the exterior walls. A glazed
brick is commonly employed to reflect
all possible light, while the sill-courses,
etc., are of terra-cotta as before.
A section of the court wall in the
Marshall Field Building is given in Fig.
94-
A simple court-wall spandrel section
is shown in Fig. 95.
Some extremely simple and well-
designed spandrel sections for court
walls are shown in Figs. 96, 97, and 98,
FIG. 94.— Spandrel Sec-
tion, Court Walls. Mar- these being taken from the Cable Build-
shall Field Building. ing, Chicago, 1899.* They represent
about as simple wall construction as can be devised, and in
court and alley walls a single beam and a Z-bar or possibly
angle-iron, will usually provide sufficient support for the plain
character of spandrels required. These sections illustrate very
commendable methods of fireproofing lintels or spandrel-
beams, and if similar details are employed for all spandrel sec-
tions, the severest of test conditions by fire will undoubtedly
be met successfully.
* See author's " Fireproofing of Steel Buildings."
SPANDRELS AND SPANDREL SECTIONS-BAY WINDOWS. 179
Bay Windows. — With the introduction of steel construction
and veneer methods, came the demand and possibility of con-
! "tt
k--.^— J
FIG. 95.— Spandrel Section. Typical Court Wall.
"p-AS^-f— /<^H
k ;?-/tfj- H
structing the bay window, a feature which has become more or
less prominent in modern office building and hotel design.
As in the ordinary spandrel section, the material for each
story must be carried in such a manner as to make it independ-
I8o
ARCHITECTURAL ENGINEERING.
ent of the other stories. This is accomplished by means of
brackets at each floor-level, and in order that the bracket loads
may not become too heavy the bay-window walls must be
FlG. 96. — Lintel Section, Court Windows. Cable Building, Chicago.
FlG. 97. — Lintel Section, Court Opening. Cable Building.
FlG. 98.— Lintel Section Alley Windows. Cable Building.
constructed as light as possible. No yielding or deflection is
permissible in these brackets, and if the supporting member is
a floor-beam or floor-girder, as in Fig. 99, taken through a
bay window of the Masonic Temple, the girder should be
rigidly connected to the floor system, to prevent any twisting
SPANDRELS AND SPANDREL SECTIONS- BAY WINDOWS. l8l
FIG. 99. — Spandrel Section through Bay Window Masonic Temple,
Chicago.
*-> !»' .i
gri^Tl
FIG. loo.— Spandrel Section at bottom of Bay Window. Masonic Temple.
182
ARCHITECTURAL ENGINEERING.
tendency due to the weight of the bay. This is accomplished,
as in the above-mentioned figure, by means of the top and
bottom tie-plates shown.
Fig. 100 shows a section at the bottom of a bay window in
the Masonic Temple.
FIG. ioi.— Half Plan of Framing FIG. 102. — Half Plan through
for Bay Window. Reliance Bay Window Walls. Reliance
Building. Building.
Fig. ioi shows a half plan of the metal framing for the
State Street bay window in the Reliance Building.
The terra-cotta mullions of the bay and the pier are shown
in plan in Fig. 102.
SPANDRELS AND SPANDREL SECTIONS— BAY WMDOWS. 183
i-jr+tf'l
FIG. 103. — Spandrel Section through Centre of Bay Window. Reliance
Building.
" I— /^
±
FIG. 104. — Spandrel Section at side of Bay Window. Reliance Building.
I84
ARCHITECTURAL ENGINEERING.
The column bracket in the bay is given in Fig. 103, while
Fig. 104 is a section at the side bracket.
-9\~6'-l 3*8" \
FIG. 105. — Floorand Ceiling Supports in Bay Window. Reliance Building.
The method of supporting the floors and ceilings in the bays
is shown in Fig. 105.
FIG. 106.— Section through Bay Windows. Fifth to Eleventh Floors.
Gillender Building.
A section through one of the bay windows in the Gillender
Building, fifth to eleventh floors inclusive, is shown in Fig.
SPANDRELS AND SPANDREL SECTIONS— BAY WINDOWS. 185
1 06. The plan is shown in Fig. 107, while the steel framing
detail is illustrated in Fig. 108. The latter should be com-
pared with the general floor-framing plan shown in previous
Fig. 60.
1 86
ARCHITECTURAL ENGINEERING.
Calculation of Spandrel Members. — In veneer construc-
tion the masonry or piers around the columns is almost
always carried on brackets, shelf-angles, or plates attached to
the steel columns at each floor-level. This leaves the spandrel
members to carry the curtain or spandrel walls, which lie
between the piers and extend from the top or head of one
FIG. 108.— Plan of Bay window Framing. Gillender Building.
window to the head of the next higher window. The spandrel
framing members are, therefore, to be calculated for the uni-
formly distributed wall- and window-loads which they carry,
in precisely the same manner as explained for floor-joists. A
table of weights of material, useful in such calculations, is
SPANDRELS AND SPANDREL SECTIONS— BAY WINDOWS. 187
given at the end of this chapter. If several spandrel members
are used, at somewhat different levels, and for distinctly differ-
ent conditions or magnitude of loading, each piece should be
calculated independently, as, for instance, in Fig. 84. Or, if
several like members are to be used side by side, they may be
considered as subject to one uniform loading, each piece to
carry its proportional share of the total.
If the floor arch is also to be carried by the spandrel mem-
ber, in addition to the spandrel load, as in Fig. 94, the total
load must be figured — or a uniform load per foot consisting of
the spandrel weight plus the floor-load due to one-half the
floor arch adjacent to the wall.
Spandrel members with brackets, as in Fig. 86, must be
calculated for concentrated loads, while bay-window brackets,
etc., must be figured as cantilevers, with especial attention
given to the flange connections with the supporting floor-beam
or girder.
If the window areas are narrow, and the piers wide, with
the latter partially supported by the spandrel beams, such pier-
loads may be considered as concentrated at the centre lines of
the portions resting on the spandrel members, and provided
for accordingly in addition to the uniform load of the window
width.
Lintels. — For openings in interior or exterior walls where
lintel beams or members are supported directly by the walls,
without any connections to columns, the load generally
assumed to be carried, in masonry of usual bond, may be
represented by a triangle whose base equals the clear span,
and whose height equals one-third of the span, see Fig. 109.
If openings occur in the wall, as shown in the figure, the
load is usually assumed to be the wall area included within the
outside heavy dotted lines shown.
Two or more beams bolted together with cast-iron separa-
tors, and resting on cast-iron or steel bearing-plates at the
i88
ARCHITECTURAL ENGINEERING.
ends, are usually employed to insure lateral rigidity and better
bearing for the wall to be carried. The following table * gives
35
FIG. 109. — Lintels in Masonry Walls.
suitable beams for openings in properly bonded solid brick
walls, with deflections less than -j^ of the span up to 10 ft.,
and -5-^ of the span if from 15 to 20 ft. :
Thickness
of Wall
in
inches.
Spans in Feet.
8 or 9 ft.
10 or ii ft.
12 or 13 ft.
14 or 15 ft.
16 or 17 ft.
18 or 20 ft.
9
22
2-4" 7l 'b.
2"4" 71 IK'
2"5 9f K-
a-5" 9j lb.
2-5" 9J lb
2-6" I2j lb.
2-7" 15 'b.
2-7" 15 lb.
2-7;; ,s ib
2-7" 15 lb.
2-8" 18 lb.
2-8" 18 lb.
2-8" 18 lb.
2-8" 18 Ib.
2-9" 21 lb.
2-9" 21 lb.
2-9" 21 lb.
2-9" 21 lb.
2-10" 25 lb.
2-10" 25 lb.
•a-i2"3i»lb
2-12" 3, ^lb.
2-12" 3iJ Ib.
3-12" 3ii lb.
Cast-iron lintels may be computed as follows : assume a J.
section, the horizontal member of which is 12 ins. wide by
1 in. thick, and the vertical web of which is 7 ins. high by
2 ins. thick. The lintel is therefore 1 2 ins. broad, and 8 ins.
high. Assume the clear span as 8 ft. o ins.
The neutral axis may then be computed from the base line
of the lintel; or
(2 X 7)4+ (12 X i)4
14+ 12
= 2.38 ins.
* See " Steel in Construction," issued by A. & P. Roberts Co.
SPANDRELS AND SPANDREL SECTIONS-BAY WINDOWS. 189
The neutral axis is, therefore, 2.38 ins. up from the base line,
and 5.62 ins. down from top of web. /then equals
2 X 5-623 + 12 x 2.383 — 10 x 1.38*
— - = ,63.
Wl
M= — j- for a uniformly distributed load, and, as / = 96 ins. ,
o
M therefore equals 1 2 W inch-pounds.
But M ' = — , and f for the upper fibres in compression may
y\
90,000
be taken at — ^ — = 15,000 Ibs. Hence,
433.°°o
W = 36,000 Ibs.
For the lower or tension fibres, /= — ~ — = 3, 3 34 Ibs.
Hence,
M = 12W= 3.334 X .63 = ^^ ^
W= 19,000 Ibs.
Hence, the safe distributed load for a factor of safety of 6 in
tension, should not exceed 19,000 Ibs.
190 ARCHITECTURAL ENGINEERING.
TABLE OF WEIGHTS USED IN THE CALCULATION OF
SPANDREL LOADS, PIER LOADS, ETC.
Brick masonry, common brick 112 Ibs. per cubic foot.
pressed brick 140 " " " "
hollow brick 90 " " " "
Concrete, cinder 84 "
" stone 150 " " " "
Masonry, bluestone 160 " " " "
" granite 170 " " * "
" limestone 160 " " " "
" marble 160 " " " "
" sandstone 144 " " " "
" slate 160 " " " "
Terra-cotta, brick backing 112 " " " *
Glass, sash, etc 5 Ibs. per square foot.
Plaster, on terra-cotta arches 5 " " " "
" on lath 7 " " " "
Slate, on roofs, etc., laid 6 " " " "
Snow, fresh-fallen 7 " " " •'
" wet and packed 15 to 50 " " " "
Skylights 50 " '
WEIGHTS PER SUPERFICIAL FOOT FOR BRICK WALLS
OF DIFFERENT THICKNESSES.
(On a basis of 112 Ibs. per cubic foot.)
9-inch wall 84 Ibs. per superficial foot.
13-inch " 121 " " "
17-inch " 168 " " " '*
21-inch " 205 " " " "
25-inch " 243 " " " "
29-inch " 289 " " " "
33-inch " 326 " " " "
38-inch " .: 373
42-inch " 410 " " •• M
46-inch " 448 " " " **
50-inch " 486 " " " 4fc
54-inch " 532 " " " <•'-
CHAPTER VII.
COLUMNS.
THE subject of the interior columns forms one of the most
important steps in the modern problem of design, and greater
variations are probably to be found here than in any other of
the vital features .in iron or steel construction. The many
forms of columns now in the building market, each having its
own good points, and the many types of connections between
the columns themselves and with the floor system, permit of a
choice from a dozen or more types, with the details varying
widely in each case, to suit the shape chosen. We shall
endeavor to investigate the more prominent forms, and point
out the advantages and disadvantages of each one. The most
satisfactory for general or specific cases may then be selected,
as combining the features desired.
Cast-iron Columns. — A discussion as to the relative values
of cast versus steel columns should hardly seem necessary at
the present time, but the repeated use of the cast-iron column
in ten- to sixteen-storied buildings, and even higher (as exem-
plified by their use in the Manhattan Life Insurance Building
of seventeen stories), shows that the questionable economy of
cast columns does still, in the opinion of some architects,
compensate for the dangers incident to their use. The best
practice has declared so uniformly, during the last few years,
in favor of the steel columns that the employment of cast metal
is now pretty generally confined to buildings of very moderate
height or to special cases where advantages are to be gained,
191
I92
ARCHITECTURAL ENGINEERING.
as in the use of a number of ornamental cast columns. The
great uncertainty as to the uniformity of cast metal led to the
use of a very low unit-stress, while in the case of steel the unit-
stresses can be assumed on a very definite reliance on the
trustworthiness of the metal. Among more progressive
designers the use of cast-iron in large buildings has become a
thing of the past, and would no more be seriously considered
than would the use of cast-iron compression-members in
bridges.
Considering the cast sections in more general use as
columns, the circular, square, and H-shaped, and their indi-
vidual connections (see Fig. no),
it will be seen that these splices
cannot result in as rigid a frame-
work as the riveted joints in steel-
work. The columns in the
modern design must be capable
of affording stiff connections so as
to withstand both the direct dead-
and live-loads transferred from
the floor system, as well as suffi-
cient connections for the wind-
FIG. no.— Details of Splices for bracing. These cannot be se-
Cast-iron Columns.
(
\-vfAGe0'
passing through the horizontal flanges of cast columns, even if
the workmanship be considered accurate. The workmanship,
however, can seldom, if ever, be relied upon as perfect; the
bolts never completely fill their holes, and " shims " are con-
stantly employed to plumb the columns. These constitute
elements of weakness which may easily allow considerable dis-
tortion. The girder connections to the columns, resting on
cast brackets and bolted through the flanges, are bad in the
extreme, especially for cases of eccentric loading and the
irregular placing of beams.
COLUMNS. 195
To offset these dangers of weak design it is true that cast
columns are cheaper per pound and perhaps easier of erection
than the steel — considerations that naturally have much weight
with the owner of the building. But considering the risks that
are run, as in the building at 14 Maiden Lane, New York,
which was blown eleven inches out of plumb through the
inability of the cast columns to resist the wind pressure, it is
hard to understand why architects will persist in the use of
such methods, even if requested by the owner. Cast-iron, in
spite of its apparent stiffness, has a much lower coefficient of
elasticity than steel, breaking suddenly when it breaks, while
steel suffers distortion.
Steel is now being rolled at such a low price that, con-
sidering the extra weight necessary in cast-iron, on account of
its unreliability, the saving in cost by the use of the latter will
be found to be small indeed, even disregarding the dangers
assumed by its use.
The formula ordinarily used in proportioning cast-iron
columns, and commonly known as Gordon's or Tredgold's
formula, is
80,000
P=l , j_/r
"T 400 d*
The only basis for this formula, or for the same form wftlx
different coefficients as used by various writers, consists of a
series of tests made by Hodgkinson in about 1840 on nine
so-called "long" pillars, and thirteen "short" pillars. The
long specimens were 7 ft. 6 ins. in length, with external
diameters ranging from if to 2\ ins., while the short pillars
were not over 2 ft. 6 ins. long, with external diameters of I to
i\ ins., and a thickness of metal in no case exceeding \ in,
Considering the nature of cast-iron, and the methods of manu-
facture employed in making large cast columns, it is evident
that any such experiments as the above are in no way suitable
194 ARCHITECTURAL ENGINEERING.
to form the basis for any formulae to be used in proportioning
members of such size as ordinarily enter into building con-
struction. For this reason, the use of cast-iron members in
bridge construction has not been countenanced by civil en-
gineers for more than twenty years past, yet Gordon's formula
has continued in use for building work, and, until 1899, the
formula given above has been practically required by the New
York Building Law.
During the past few years, however, additional tests have
been made on full-sized sections — including the tests of Prof.
Lanza at the Watertown Arsenal, and the later and more im-
portant tests made at Phcenixville, Pa., by the New York
Building Department in 1896 and 1897; and although these
experiments do not cover any great range of sectional forms
or of the ratio of length to diameter, still the results are suffi-
cient to show the complete unreliability of the formulae com-
monly employed.
According to the Phcenixville tests, I5~in. columns which,
by Gordon's formula, should possess a breaking strength of
57,143 Ibs. per sq. in., failed under stresses varying from
24,900 Ibs. to about 40,400 Ibs. per sq. in., while 6-in. and
8-in. columns, with a calculated strength of 40,000 Ibs. per
sq. in., showed a breaking strength of from 22,000 Ibs. to
31,900 Ibs. per sq. in. only.*
From the foregoing tests, Prof. Wm. H. Burr has deduced
the straight-line formula
p = 30,500 — 160^,
where p equals the ultimate resistance per square inch. This
gives about a mean of the tests as plotted, "and represents as
near as any that can be found, a reasonable law of variation of
ultimate resistance with the ratio of length over diameter. ' '
*See Engineering News, Jan. 20, 1898.
COLUMNS. 195
The plotted values of the formula
/= 52,500- 563^.
determined by actual tests made on mild steel angles by
Mr. James Christie of the Pencoyd Iron Works, ' ' show that
the ultimate resistances per square inch of mild steel columns
are from 40 to 50 per cent, greater than the corresponding
quantities for cast-iron, the same ratio of length over diameter
being taken in each comparison. ' ' *
Prof. Burr gives as his conclusion:
' ' When the erratic and unreliable character of cast-iron is
considered, it is no material exaggeration to state that these
tests show that the working resistance per square inch may
probably be taken twice as great for mild steel columns as for
cast-iron; indeed, this may be put as a reasonably accurate
statement.
' ' The series of tests of cast-iron columns represented in the
plate largely destroys confidence in the cast-iron column
design of the past. The results of the tests constitute a revela-
tion of a not very assuring character in reference to cast-iron
columns now standing, which may be loaded approximately
up to specification amounts. They further show that, if cast-
iron columns are designed with anything like a reasonable and
real margin of safety, the amount of metal required dissipates
any supposed economy over columns of mild steel. As a
matter of fact, these results conclusively confirm what civil
engineers have long known, that the use of cast-iron columns
cannot be justified on any reasonable ground whatever. ' '
Steel Columns. — The more prominent forms of steel
columns as used in American building practice include channels
connected by plates or lattice, plates and angles in various
*See Prof. Wm. H. Burr in School of Mines Quarterly, April, 1898;
also in Engineering News, June 30, 1898.
i96
ARCHITECTURAL ENGINEERING,
forms, and Z-bar columns. Besides these types, and the con-
siderable number of variations found in each, special forms
such as the Keystone Octagonal, Phoenix, Larimer, and Gray
columns have been used to more or less extent, but these
patented or restricted forms have not been employed as exten-
sively as those columns which are made of shapes in common
use, without any restrictions as to patent rights or availability
of material.
Channel Columns. — Ordinary forms of channel columns
are shown in Fig. ill. For light members, as in upper
(7)
(i) (2) (3) (4)
FIG. in. — Typical Forms of Steel Channel Columns.
stories, the channels are often placed back to back or flange to
flange, and connected by means of tie-plates and lattice bars.
The former method of placing the channels back to back is
somewhat easier as regards the riveting. The third form
shown, with cover plates either single or double, is one of the
most common column sections employed. The fourth form
shows a combination of two channels and an I-beam. A
variation of this section is sometimes made by substituting a
plate and four angles in place of the I-beam, or one or more
plates and two angles for the channel sections. These forms
were used in the Harrison Building, Phila., and are shown in
the sections 5, 6, and 7.
COLUMNS.
197
Plate and Angle Columns. — Typical forms of plate and
angle columns are shown in Fig. 112. The simplest combina-
(5) (6) (7)
FIG. 112. — Typical Forms of Plate and Angle Columns.
tion is that made in the form of a beam. One or more webs
may be used, or fillers between the angles as shown by the
dotted lines, but any additional material is placed to better
advantage if used in the form of cover-plates, riveted to the
outer legs of the angles. The I section of plates and angles
is extensively used in cases where the loads are sufficiently light
to permit of its use. This form of column was used in the
Manhattan Life Building, New York City. The box form of
plates and angles, shown as the second type in the illustration,
is one of the most ordinary as well as commendable forms in
common use. This section may be readily strengthened by
using additional web-plates, cover-plates, or filler-plates, as
illustrated by the dotted lines, or by section 3. Columns of
this form have been used in a great many notable high build-
ings; as, for example, the St. Paul, the American Surety, and
the Park Row Buildings in New York City, and the Masonic
198 ARCHITECTURAL ENGINEERING.
Temple in Chicago. Section 4 illustrates a particularly heavy
section employed in the Manhattan Life Building. Special
corner wall-columns used in the Dun Building, New York, and
in the Worthington Building, Boston, are shown in forms 5
and 6 of Fig. 112, while form 7 shows a variation of the
beam and channel column, as used in the Harrison Building,
Phila.
Z-bar Columns. — Z-bar columns and variations are shown
in Fig. 113. The ordinary section is as in form I, this being
d) (2) (3) (4) (5)
FIG. 113. — Typical Forms of Z-bar Columns.
made in the standard sizes of 6-in., 8-in., io-in., and 12-in.
columns, by using 3-in., 4-in., 5-in., and 6-in. Zees respectively.
When the load can be safely carried without the aid of cover-
plates, and if the size of the column does not become too large
for its relative position in the building, it is more economical to
use the simple section, but when additional area is required,
one or more cover-plates may be added as shown by the dotted
lines. Form 2, known as the "standard dimension" Z-bar
column, was designed to allow of the outside dimensions of
such columns being kept standard for all stories, irrespective
of the size or thickness of Z's required, but on account of the
tie-plates required in either one or both directions increasing
the shop costs, and decreasing the efficiency of the column
under eccentric loading, the form has never come into ex-
tensive use. Sections 3 and 4 show heavy columns combining
Zees with plates and channels. These forms were used in the
Manhattan Life Building. Section 5 shows a combination of
COLUMNS. 199
two Z-bars with one I-beam, as used in the Dubuque, Iowa,
Bank Building. The ordinary sections were made of lo-in.
I-beams and 5 -in. Z-bars, while in the heavier sections the
Zees were reinforced by angles, as shown in the dotted lines.
Special Columns. — Fig. 1 14 illustrates what may be
(i) (2) (3) (4)
FIG. 114. — Special Forms of Steel Columns.
termed special forms of steel columns, inasmuch as these sec-
tions are either controlled by patents, or else their manufacture
is restricted to certain mills which roll the special shapes
required. Form I shows the Keystone Octagonal column,
which is now rarely, if ever, seen in building practice. The
Phoenix column, form 2, will be discussed in a later portion of
this chapter. This form has many commendable points, but
the special shapes of material required restrict its manufacture
to certain mills. The Larimer column, shown in form 3, is
controlled by Jones & Laughlins, L'd., while the Gray column,
form 4. is still controlled by patents.
The foregoing examples will serve to show the great
number of forms offered the designer, from which a selection
must be made. Nearly all of the sections illustrated, save the
Keystone Octagonal column, are to be found in prominent
examples of building construction, while various other special
forms or combinations have been proposed or actually em-
ployed. These latter may, however, be classed as curiosities,
or designs dependent upon very special conditions.
200 ARCHITECTURAL ENGINEERING.
Theoretical Requirements in Column Design. — The rela-
tive advantages of these standard sections are, obviously, of
considerable importance in influencing a choice ; but that any
particular type can be selected as the best for universal appli-
cation, is manifestly impossible. In actual practice the treat-
ment of these different shapes will be found to vary greatly
with the designer — not only in the relative value of the sections,
but in the treatment of any one section. In the first place,
column formulae differ greatly, not in fundamental principles
perhaps, but in the treatment, being often empirical, and con-
taining factors deduced from some special case. These
formulae also generally assume ideal loading, which will seldom
occur in the modern building, and practically no full-sized tests
have ever been made on the effects of eccentric loading. Full-
sized tests, on columns of concentric loads even, have been far
too limited to show the relative values of the most ordinary
column sections.
Prof. Burr, in his "Strength and Resistance of Materials, "
states that ' ' The general principles which govern the resist-
ance of built columns may be summed up as follows :
"The material should be disposed as far as possible from
the neutral axis of the cross-section, thereby increasing R ;
' ' There should be no initial internal stress ;
" The individual portions of the column should be mutually
supporting ;
"The individual portions of the column should be so firmly
secured to each other that no relative motion can take place,
in order that the column may fail as a whole, thus maintaining
the original value of R. "
The experiments given by Prof. Burr would indicate that
a closed column is stronger than an open one, due to the fact
that the edges of the segments are mutually supporting when
held in contact by complete closure. From a theoretical stand-
point, therefore, the Phoenix column is undoubtedly the most
COLUMNS. 201
favorable form for compression, as it forms a closed, and thus
mutually supporting section; and because the capacity of
columns of equal areas varies as the metal is removed from the
neutral axis. It must also be remembered that any form of
column having a maximum and minimum radius of gyration
is not economical for use under a single concentric load, as the
calculations must be based on the minimum radius of gyration.
The metal represented by the excess of the maximum radius
of gyration is of necessity disregarded, and part of the section
is thus lost or wasted, when we consider the ideal efficiency of
the column. But practice does not always support theory,
and many other questions besides mere form arise in connection
with the judicious choice of a section. Indeed, it will be seen
that several practical considerations in the use of columns in
buildings call for a form very different from the ideal circular
section ; such points as the transfer of loads to the centre of
the section, the maximum efficiency under eccentric loading,
and the requirements for pipe-space around or included in the
column form, all tend seriously to restrict the use of closed or
circular sections.
Ordinary Column Formula. — To determine the relative
importance of these practical considerations to the theoretical
requirements of column design, consider the formula
p =
where / = ultimate strength in pounds per square inch;
/"= elastic limit of the material in compression;
a = constant, varying according to end bearings;
/ = length of column in inches ;
r = radius of gyration of cross-section m inches ;
x0 = distance of application of eccentric load from
centre of gravity of the column section, in inches ;
yv = distance of extreme fibres from centre of gravity
of column section, in inches.
202 ARCHITECTURAL ENGINEERING.
This is the form of Gordon's or Rankine's formula for
columns, including the effect of eccentric loading, besides the
expressions for the strains in the column due to the uniformly
distributed load, and those due to the flexure of the column.
The term for eccentric loading does not occur in the ordinary
form of Gordon's formula, but in building construction this
term must not be neglected in considering the relative impor-
tance of the strains to which the great majority of building
columns are subjected. The girder loads are necessarily
applied to the sides of the columns, and unless these loads are
equal, and on opposite sides of the columns, the eccentricity
of the resultant load tends to increase the strains on the side
where the greater load occurs.
Considering now the three terms in the denominator of the
previous value for p, the first, namely I, or — , represents the
strain due to the uniformly distributed or concentric load.
This, of course, is the principal strain to which the column is
subjected, and in short columns, with perfectly concentric
loads, would represent the only load or condition to be used
in proportioning the number against crushing.
/2
The second term in the denominator, a—^, representing the
strain due to the flexure or bending of the column, is usually
so small that it really makes this term of the least importance
in the above equation, due to the ordinarily short lengths of
columns in buildings, and to the fact that the bases or ends are
broad and flat bearing. Prof. J. B. Johnson shows* from
examples selected from actual building practice in a sixteen-
story building, that the value of this term varies from 0.022 in
the basement columns, to 0.220 in the smallest columns of
reduced section at the top of the building.
* See " Modern Framed Structures," page 451.
COLUMNS. 203
The third term of the denominator, namely -jpi or the
expression for the strains due to eccentric loading, is shown
by Prof. Johnson to be more important than considerations as
to flexure. He gives an ordinary value for this term of 0.07
or more in basement columns, taken from the same building
example previously quoted, while in the columns for the upper
floors the value is shown to be 0.6 or 0.7, which, in these small-
section columns, "occasionally doubles the section."
These figures ' ' show that the important effects of eccen-
tricity of loading increase rapidly as the section of the column
decreases, and that the importance of this element in columns
thus eccentrically loaded is three or more times as great as that
of the element dependent upon the flexure of the column.
These effects are entirely independent of the character of the
column, varying of course in values with different kinds of
columns, but always true when the loading is as irregular and
eccentric as the architecture of modern high buildings necessi-
tates."
In columns of one-story lengths, therefore, where the
length is usually under 90 radii, considerations as to flexure
may generally be disregarded, and the differences in the ideal
strengths of the various sections tend to disappear. If the
columns are well made, and subject to concentric loads only,
almost any of the ordinary column sections will give satisfac-
tory results if used with ordinary unit stresses. And by far the
larger number of columns used in modern building construction
is under 90 radii, as they are used in single-story lengths of
from 10 to 14 ft. The determining factors in a selection are,
therefore, such practical considerations as effect columns of
these lengths ; so that the ideal disposition of the metal must
be considered in connection with other very important require-
ments.
204 ARCHITECTURAL ENGINEERING.
Practical Requirements in Column Design. — The follow-
ing elements of design should be carefully considered :
1. Cost, availability.
2. Shopwork, and workmanship of column.
3. Ability to transfer loads to centre of column — eccentric
loading.
4. Convenient connections. Splices.
5. Relation of size of section to small columns.
6. Fireproofing capabilities of the section.
Points i and 2 are of the greatest importance to the owner
and builder, and often govern the selection of the column.
Points 3, 4, and 5 are for the engineer's consideration, while
point 6 is of chief interest to the architect and decorator.
Cost, Availability. — The question of the cost of the
material as it comes from the mill is a purely commercial one,
depending upon the market price per pound of the section
used.
The prices of plain beams, channels, Zees, plates, and
angles, vary from time to time, as fixed by agreement among
the steel producers, and while Zees may sometimes be more
expensive than beams and channels, at other periods it will be
found that there is no great difference, if any, between the
more ordinary marketable shapes. The cost of the raw
material, however, will practically never determine the relative
costs between various column forms, as the expense of manu-
facture, the weight of the columns, and the question of simple
vs. complex details and the duplication of members, will all
influence the ultimate cost to much greater extents than the
simple cost of the plain material. All of the special columns,
such as the Phoenix, Keystone Octagonal, Larimer, and Gray
forms, have the great disadvantage of being rolled or manu-
factured by certain mills only, and the quickest possible
delivery of material is a very essential point. The demands
for structural steel at good seasons of trade in this country are
COLUMNS. 205
so great that it is often next to impossible to secure such
prompt delivery of material as is required for the completion
of a large building within the contract time. The contracts
that have been executed in American cities during the last
three or four years have undoubtedly shown the most wonder-
ful construction in points of excellence and time that the world
has ever seen ; and it is said of a large building in New York
City that the masonry for the twelfth story was laid before the
mortar at the first-floor level was dry.
The steelwork for a building of any considerable size is
almost invariably rolled to order, and the best arrangements
as to time of deliveries can be made when the plans call for
such shapes as are manufactured by several competing mills.
The conditions of orders or contracts in hand may preclude the
possibility of quick deliveries by certain mills or shops, while
if the material be of common marketable forms, the contract
may be placed to advantage with other parties better able to
name the required time agreements.
The Phcenix shape, although the patent has long expired,
is rolled by but one mill in this country. The Keystone
column was also controlled by one particular mill, but this
section is now seldom, if ever, used. The Larimer column is
controlled and manufactured by a single mill, while the Gray
column is made of angles and is consequently easy to obtain
as to material, and the shop labor may easily be executed by
any first-class plant, but the privilege of use must be secured
at an additional cost.
Advantages as to availability are therefore possessed by the
columns which can be most readily bought and manufactured,
and there is consequently little difference between any of the
forms shown in Figs, in, 112, and 113, provided the sizes
and weights of material are limited to the more ordinary
varieties.
206
ARCHITECTURAL ENGINEERING.
Shopwork and Workmanship. — With the present uniform
low price per pound of most of the steel sections, the items of
shopwork and workmanship become of far greater importance
Larimer column, i row of rivets.
Plate and angles, 2 rows.
Z-bar column, without covers, 2 rows.
4-section Phoenix column, 4 rows.
Channel column, with plates or lattice, 4 rows.
Gray column, 4 rows.
Z-bar column, with single covers, 6 rows.
Channels, web-plate, and angles, 6 rows.
Box column of plates and angles, 8 rows.
Latticed angles, 8 rows.
8-section Phcenix column, 8 rows.
Z-bar column with double covers, 10 rows.
FIG. 115. — Column
Forms, Showing
Required Punch-
ing Operations.
in the cost of the completed column than the cost of the sec-
tion at the mill — assuming the sectional area, and hence the
weight per foot, to be the same. Lattice bars, fillers, gussets,
etc., add just so much more weight, without increasing the
COLUMNS.
207
section, and must therefore be considered from an economical
standpoint. The methods of riveting the sections together in
the various forms must also be taken into account.
The number of rows of rivets required, and the consequent
punching operations, are shown in Fig. 115.
The Larimer column, manufactured and controlled by
Jones & Laughlins, and first used in Chicago in the Newberry
Library Building, consists of two I-beam sections bent down
along the middle of the web, the two beams being riveted
together with a small I-beam filler between. The rivets are
spaced 3-in. centres for about 18 ins. from each end of the
column, and then 5-in. centres.
Where necessary to strengthen the column, this filler is
made of two channel-sections, back to back, extending out on
either side as far as necessary. Small angles are riveted to the
faces of the I-beams, and a plate is riveted across the top, on
which the girders and column rest (Fig. 1 16). Where only
two girders occur, the remaining faces are used to rivet the
upper column to the plate. Another method has been used
instead of the small angles, in the shape of a square or octag-
FIG. 116.— Detail of Larimer
Column.
FIG. 117. — Detail of Larimer
Column.
onal sheet which is cut from the centre out, part way to the
edge, and the lips so formed are bent down in a press, thus
making a solid and continuous angle. Still another detail has
been made by pressing out in a hydraulic machine a circular
2o8 ARCHITECTURAL ENGINEERING.
sheet to conform in the lower part to the shape of the outside
of the flanges of the column (Fig. 117). In this way not only
the upper flange, but the vertical flange also, is made continuous
around the top of the column. Also the thickness of the hori-
zontal flange is retained uniform, the thickness of the vertical
flange being somewhat tapered.
This column possesses one great disadvantage in the
smaller-sized columns. This lies in the difficulty of driving
the rivets that connect the bracket angles with the I-beam
flanges. In a 6-in. column, where 5-in. I-beams are used, or
in smaller columns, it is often very difficult on account of inter-
ference to drive the rivets through the holes, unless the rivets
are driven in a slanting direction. This often results in weak
connections.
The Larimer column is not adapted to heavy work, as the
form of the section does not permit of easy reinforcement under
large loads. The splicing facilities are also bad, as horizontal
cap-plates must invariably be used. The difficulty of shopwork
in the bending of the I-beams is also very liable to result in
poor workmanship, unless the greatest care is exercised ; and
riveting through the beam flanges is apt to contribute to shop
difficulties and imperfections. In general, it may be said that
all column sections composed of combinations of I-beams are
difficult to manufacture, on account of the trouble in riveting
through the bevelled flanges.
The Larimer column has had no very extensive use in high
building construction, and is now seldom used in any impor-
tant work.
The Phoenix column has been used in several prominent
high buildings, notably in the "World" and Dun buildings,
New York City, but on account of the difficulty of connections,
which will be discussed under a later heading, this form has
gradually lost favor. In the matter of shopwork, the Phoenix
column has disadvantages as regards the special devices neces-
COLUMNS. 209
sary to secure adequate connections, and in the limitations as
to the rolling of the special segmental forms.
The Gray column requires, as will be seen by Fig. 115,
no less than sixteen punching operations for the four rows of
rivets employed, besides the additional expense of the special
shaped tie-plates which are necessary to connect the four indi-
vidual struts, but which do not contribute to the effective area.
This column has been used in a number of prominent buildings,
including the Ellicott Square and Guaranty Buildings, Buffalo,
the Reliance and Fisher Buildings, Chicago, and the Chamber
of Commerce and Mabley Buildings in Detroit, but by many
engineers, this form of column is not regarded with favor, as
will be pointed out under the later consideration of eccentric
loading.
The same objections as to the superfluous metal required
by tie-plates which cannot be counted on as available sectional
area, and the weakness under eccentric loading, are true of
the standard dimension Z-bar column.
Columns made of latticed angles or channels are usually
limited to very moderate loads in upper stories, or in buildings
of no very considerable height. The lattice bars and tie-plates
constitute excess material, besides contrfbuting largely to the
cost of manufacture. Columns made of channels and web-
plates are very satisfactory where the loads do not become so
great as to require more than one cover-plate. In heavier
sections, a box column of plates and angles becomes more
desirable.
For buildings of moderate height and loading, no more
advantageous section can be employed than the Z-column.
In such cases, the advantages of simplicity of shop labor,
requiring but two rows of rivets, the availability of material,
and the facility for obtaining good girder connections and
column splices, outweigh the advantages possessed by any
other column form. For higher buildings, or heavier loads,
210 ARCHITECTURAL ENGINEERING.
where the required sectional area is greater than can be
obtained by using Z-bar columns without cover-plates, the
box column of plates and angles will be found most satisfactory.
This column form possesses great advantages regarding con-
nections, in that square surfaces are always presented. Box
columns were used in the Masonic Temple, the highest build-
ing in Chicago, and in the Park Row Building, the highest
structure in New York City. In the Masonic Temple, latticing
was used on two sides of the columns in the upper stories.
The character of workmanship will vary somewhat with the
different shops, as well as with the different sections used.
The reputation of the shop, seconded by careful shop inspec-
tion, will largely determine the excellence of the workman-
ship.
Ability to Transfer Loads to Centre of Column— Eccen-
tric Loading. — It will be seen at a glance that some of the
sections under consideration are totally unfitted for the transfer
of loads to the centre of the column. The conditions in
designing a framework are seldom so favorable as not to require
many of the columns to be loaded unsymmetrically, for even
where equal-size girders meet on opposite sides of a column,
one of them may carry a heavy live load while the other may
be required to carry only the dead load of the floor system,
though both are figured for the same proportion of total loads.
In more extreme cases, wide variations often exist in the sizes
of the opposite girders, as in the loads which they carry ; and
in exterior columns, unless designed with particular regard to
concentric loading, eccentricity will almost always occur to a
greater or less degree.
Views as to the importance and treatment of eccentric
loads vary considerably with different designers. In many
large and important buildings, eccentric loading has had little,
if any consideration, and some writers who might properly be
called authorities, hold that any very careful calculations for
COLUMNS. 211 '
eccentricity are unnecessary, inasmuch as a single eccentric
load usually constitutes so small a percentage of the total load
on the column, and further because the building laws in most
large cities require such large factors of safety, both in the
assumed loads and in the unit-stresses employed in propor-
tioning the members.
Other authorities and designers lay particular emphasis on
the treatment of eccentric loading, as the relatively short
lengths of building columns is considered as being more than
offset, in many if not most cases, by the conditions of eccen-
tricity of loading. Calculations for eccentric loads are tedious
and unsatisfactory as far as present formulae are concerned,
notwithstanding which they are still required in any work of
importance or magnitude.
It was shown earlier in the examples quoted from Prof.
Johnson's "Modern Framed Structures," that the term for
eccentric loading in Gordon's or Rankine's formula was of
much more importance in cases taken from actual practice than
the term representing the flexure or bending, and dependent
upon the length. Mr. Leopold Eidlitz, in a theoretical
analysis of the strength of pillars, states that: *
" Engineering handbooks published by various rolling mills
and others having the authority of competent engineers com-
pute pillars planed top and bottom or pillars of continuous
length held in position by girders and beams abutting upon
them, and fastened to them with bolts or rivets at every story,
as subject to compound flexure under a safe load.
"Deflection of pillars usually employed in building are
exceedingly small under safe loads ; for instance, deflections
of wrought-iron pillars from 12 to 20 diameters long (under
loads varying from 11,790 to 10,600 Ibs.) are 0.003 to 0.022
diameter.
* See "The Strength of Pillars: An Analysis," by Leopold Eidlitz.
Transactions Am. Soc. C. E. , vol. xxxv.
212 ARCHITECTURAL ENGINEERING.
' ' The movement of the pillar head from a horizontal posi-
tion to one sufficiently inclined to correspond with the stated
deflections is so small that the strains generated are inopera-
tive, because the movement is abundantly practicable within
the limits of inaccuracy of construction such as exists in prac-
tical building.
''If bending were continued to the breaking point, then,
no doubt, compound flexure would ensue, but in the absence
of loads greater than safe loads, pillars bend with single
flexure."
Also, the same author calls attention to the importance of
eccentric loading as follows:
' ' Breaking loads for cast-iron pillars and for wrought-iron
pillars, also the respective safe loads, being computed on the
assumption that the load is applied in the centre of gravity of
the pillar, it is essential that this should be the case accurately,
inasmuch as slight deviations cause material differences in their
magnitude. A cast-iron pillar 10 ins. in diameter and 1 1.9 ft.
in length (L equal 14.3) will break under a load of 32,000 Ibs.
per inch metal area, when the load is placed in the centre of
gravity of the pillar. When placed i in. to one side of the
centre it will break under 21,150 Ibs., and when placed 0.5 in.
off the centre of gravity of the pillar the breaking load is 26,050
Ibs. or 19 per cent, less than when exactly in the centre."
"It is also a well-known fact that eccentric loading is
under-rated in the absence of a working formula which by one
process gives eccentric breaking loads as compared with centric
breaking weights and the strength of material.
' ' These considerations have resulted in the analysis of the
strength of pillars, and go to show that safe loads are governed
by maximum strain, and not by breaking weights, or else many
buildings constructed under the old system would show more
serious defects than have been discovered as yet, and also that
with a table of safe loads at the command of the engineer or
COLUMNS. 213
architect, no eccentric load, no matter how small, should be
neglected on the plea that the factor of safety being applied to
weights instead of strains covers a multitude of defects not
critically examined."
Every care, therefore, which may be taken in the treatment
of eccentric loads will surely add to the capacity of the column,
for an eccentric load will necessitate the use of a less mean
unit-stress than where the load is applied directly to the centre
of gravity of the column section.
Method of Treatment for Eccentric Loads. — As has been
previously said, the calculations are extremely tedious and
lengthy, but until some more simple and rational formula is
devised, eccentric loading should be treated as follows:
(a) Determine the section required for the total load, both
eccentric and concentric, the whole considered as concentric.
(7?) Find y^ , or half the width of the column.
(c) Find the radius of gyration r in the plane of eccentric
loading.
(*/) Find the area of section required to resist the bending
moment arising from the eccentric loading, using radius of
gyration and yl as in the assumed section. The moment due
to eccentric loading, MQ , will equal the eccentric load X its
distance of application from the axis of column, and as
we have A =
(e) If this second area can be added to the first assumed
area of section without changing the radius of gyration and yl
materially, it may be done, thus obtaining the total area of
section without a new solution.
(_/") If, however, the radius of gyration and yl are changed
materially, in providing for the new area required, then a new
assumed sectional area is taken, radius of gyration and^ found
for it, the solution proceeding as before.
214 ARCHITECTURAL ENGINEERING.
Such calculations involve the use of the radius of gyration,
and complete tables are therefore necessary giving the moments
of inertia and radii of gyration for all ordinary column sections
of the type employed.
Other designers use Rankine's formula for eccentric load-
where f = fibre stress ;
5 = section required ;
P = concentric load ;
Pl = eccentric load ;
X9 = distance from neutral axis to extreme fibre ;
Xl = distance from neutral axis to point of application
of eccentric load ;
/ = the moment of inertia of the section.
Girder Connections ; Central Loading. — However carefully
or slightly the calculations for eccentric loading may be
treated, certain practical considerations at least must be
regarded in an attempt to secure the best possible transfer of
girder loads, etc., to the centre of gravity of the column sec-
tion. It is very important that the brackets or girder seats
which transmit the girder loads to the columns should be
designed with reference to bringing such loads to the centre of
the column as soon as possible, and also that the column
should be capable of acting as a unit under the application of
such loads.
In Fig. 1 1 8, showing the connections between girders and
the Gray column, it will be seen that the girder loads are not
directly transmitted to the column centre, nor can they be in
any proper manner, owing to the absence of continuous webs.
*See Rankine's " Applied Mechanics," p. 305.
COLUMNS.
215
For short pillars, where flexure may be disregarded, and under
concentric loads only, this form of column may be satisfactory,
but under eccentric loading, or under any transverse stresses,
such as wind pressures, this type is decidedly objectionable.
The Gray column, as shown in Fig. 118, is composed of four
3 (
3 C
>
• •
i "s.':«i
• • :O O
O O
i ""(
r
^
•
J r
i
• '' °
• •
I i'.'.4
O:
•JO 0 0 O
j
FIG. 118.— Detail of Gray Column
and Connecting Girders.
FIG. 119.— Detail of Phoenix
Column.
pairs of angles, connected by bent tie-plates which are usually
made 8 ins. or 9 ins wide, and spaced 2 ft. 6 ins. centres.
These tie-plates cannot transmit either eccentric or transverse
loads from the point of application to the several flanges, nor
from one flange to the other, owing to the lack of any form of
continuous web. The column loads, if eccentric, are borne
210 ARCHITECTURAL ENGINEERING.
mainly by the T-shape to which the girder is connected, and
not by the whole column, while transverse stiffness must be
measured by the dimensions of -the component T-sections, and
not by the width of the column itself.
The ' ' standard dimension ' ' Z-bar column is open to the
same criticism, as the tie-plates which connect the Z-sections
are spaced 3 or 4 ft. centres, thus making the distribution of
eccentric or transverse loads purely problematical. The
Larimer column has a continuous connection between the two
component I-beams, but the connection employed cannot fulfil
the office of a continuous web-plate in transmitting the neces-
sary shears. " In other words, no pillar is properly designed
unless it has a web which forms a continuous bracing like the
web of a girder or truss."
The use of Phcenix columns with "pintle" connections
would seem to possess the greatest theoretical advantages
under this consideration of central, loading. See Fig. 119.
This system has been employed under very heavy loading,
with pintle-plates over 8 ft. deep. Unless pintle-plates can be
used, however, any form of closed column is bad under, the
consideration of central loading, and here the practical method
of loading columns conflicts seriously with the use of an ideal
closed section.
The connections of girders to Z-bar columns are better
than in most of the forms of closed columns, and even when
cover-plates are used this is so (though not in as great a
degree), as the column may almost always be turned so that
the heavily loaded beam may be introduced between the
Z-flanges. This advantage is especially great at the tops of
buildings where small columns without cover-plates carry
beams with heavy loads, for here the column is open on all
four sides, so that all loads may be taken to the centre of the
column. The box column of plates and angles, however,
possesses this same advantage, though not to as great an
COLUMNS. 217
extent in the lighter sections. The possibility of changing
the section of a column so that the radius of gyration shall be
greater or less in either direction across the section must not
be overlooked, for if all the loads occur on one side of a
column, it is a great advantage to have the radius of gyration
greater in the line of the load.
Convenient Connections — Splices. — These features in
column construction are very important ones, and as column
splices usually occur at or near the floor-levels, where the con-
nections between the columns and the floor system occur, it is
best to consider these two details together.
Satisfactory details can easily be made for almost any of
the various column sections, provided continuous column
splices are not required, and provided the beams or girders are
symmetrically placed and loaded, and all occur at the same
elevation ; but where irregularity in the girders is necessitated,
on account of load, position and elevation, as is almost always
the case, and where continuous vertical splices are desired, as
should always be secured if possible, it will be found that the
various column forms differ widely in their adaptability to these
conditions.
It will be seen at a glance that several of the column types
are totally unfitted for satisfactory vertical splicing, or else for
irregular girder connections, or possibly for both. Thus the
Larimer column oflers no practical method of splicing except
through the use of horizontal cap-plates, while very heavy 'or
irregular girder loads are difficult and oftentimes impossible to
support, due to the difficulties experienced in making proper
connections to the very limited column surfaces.
The use of cap-plates in Phcenix columns is as shown in
Fig. 1 20, consisting of angles riveted to the extended fillers,
on which a plate is placed, holding the girders and the super-
imposed column. The upper column is held down by angles
riveted to the bed-plate. Under eccentric loading a consider-
218
ARCHITECTURAL ENGINEERING.
able tilting movement occurs in this column, unless used with
pintle-plates, as before suggested. Connections were made
with bent plates in the Old Colony Building, Chicago, as
shown in Fig. 121.
In the "World" Building, New York City, 8-section
Phoenix columns were employed, with horizontal diaphragms,
or bed-plates for splices and girder connections, very similar to
FIG. 120.— Detail of Phoenix
Column Splice.
FIG. 121. — Detail of Phoenix Column
used in Old Colony Building.
the detail shown in Fig. 120. In the R. G. Dun Building, New
York City, 8-section Phcenix columns were spliced by means
of vertical diaphragms or pintle-plates, these being in the form
of an X, and shop riveted to the lower column section. The
ends of the columns were faced, and slots were left between
the segments of the upper section to receive the pintle-plates
projecting above the joints, the connection being field riveted
after bringing into proper position. See Fig. 122. All of
these connections are rather complicated, and result in a large
amount of work in the preparation of details and in shop labor.
Also the necessary changes in the diameters of Phcenix
columns for members of different capacities make butt-joints
impossible except through the use of horizontal bearing plates.
Before the introduction of vertical splices, Z-bar columns
COLUMNS.
219
were generally detailed as shown in Fig. 123, taken from the
Monadnock Building, Chicago. The column shafts were
placed centrally over one another, with a horizontal cap-plate
between (varying from •£ in. to I in. in thickness), which was
attached to the column shafts by means of upper and lower
FIG. 122.— Detail of Phoenix Column
Splice used in R. G. Dun Build-
ing, New York.
FIG. 123. — Detail of Z-bar
Column Splice. Monad-
nock Building.
connection anfks. The girders rested on the cap-plates
direct, and if t%e loads were large, vertical stiffening angles
were riveted to the column shaft beneath, to aid in supporting
the bed-plate as shown in the illustration. The girders were
riveted or bolted through the lower flanges to the bed-plate,
and through the upper flanges to a knee attached to the upper
column section. Small steel "gibs" or wedges were some-
times dropped in between the top ends of the girders and the
column shaft, to take up any possible transverse stresses. If
ARCHITECTURAL ENGINEERING.
the girders occurred at different levels, or were of different
sizes, cast-iron bolsters were used, resting on the cap-plates.
Single-story lengths of box columns of plates and angles
are often detailed as shown in
Fig. 124. f-in. cap-plates are
used, with angle-knees connect-
ing to the upper and lower column
sections.
These methods (Figs. 125
and 124) of connecting the tiers
FIG. 124.— Detail of Box- of columns together by means of
column Splice. cap-plates and small connection
angles, are far from satisfactory, and in good classes of work
have been entirely discontinued. Such details may be suffi-
cient to prevent lateral displacement, but becaust of the bend-
ing or elasticity of the horizontal bed-plates and connection
angles, and the large ratio of the height of the column to the
base, these horizontal splices contribute very little to the
rigidity of the structure.
The overturning or lift on the windward side is almost
always less than the resistance due to dead weight; but the
shear is liable to be overlooked, tending, as it does, to topple
over all of the columns of a story. The column connection
described is not stiff enough to prevent a slight movement,
which can be prevented by wind-bracing only; and, even with
wind-bracing, it introduces a weakness of the column at the
floor-level, which can largely be obviated by means of con-
tinuous columns.
Vertical Column Splices. — In the Masonic Temple, the
use of two-storied column lengths was first tried, as an addi-
tional factor of stiffness in so high a building, with the joints
" staggered, " or each column breaking joints with its neighbor.
The next step was to discard the bed-plates entirely, using;
COLUMNS. 221
vertical connection-plates for all column splices. Fig. 125
shows a column splice with connections for the floor-girders
and wind-bracing, employed in the Pabst Building, Milwaukee,
by S. S. Beman, architect. The floor-girders are made of
latticed channels, and the sway-rods are connected to the
vertical splice-plates of the columns, much as the laterals in
bridge-work are connected to the chords.
FlG. 125. — Detail of Column Connections and Wind-bracing.
Pabst Building, Milwaukee.
The following clauses relating to the splicing of the Gray
columns used in the Reliance Building are from the specifica-
tions for the steelwork: "The columns will be made in two-
story lengths, alternate columns being jointed at each story.
The column splice will come above the floor, as shown in the
drawings. No cap-plates will be used. The ends of the
columns will be faced at right angles to the longitudinal axis
of the column, and the greatest care must be used in making
this work exact. The columns will be connected, one to the
other, by vertical splice-plates, sizes of which, with number of
rivets, are shown on the drawings. The holes for these
222
ARCHITECTURAL ENGINEERING.
splice-plates in the bottom of the column shall be punched
| in. small. After the splice-plates are riveted to the top of
the column, the top column shall be put in place and the holes
reamed, using the splice-plates
as templates. The connections
of joists or girders to columns
will be standard wherever such
joists or girders are at right
angles to connecting faces of
columns. Where connections are
oblique, special or typical details
will be shown on the drawings. ' '
Fig. 126 illustrates a typical
column splice in the Reliance
Building, at a point where the
bay-window framing joins the
column.
In considering the subject of
FIG. 126. — Detail of Column
Splice. Reliance Building.
wind-bracing' in the following chapter, it will be seen that
rigid connections between the individual columns themselves
and between the columns and the floor-girders, contribute an
element of resistance of very considerable value to the struc-
ture, and this rigidity of the joints is particularly valuable where
no special system of trussing is provided to resist the wind
strains. If complete vertical splices are used, the columns are
made practically continuous, or a unit from foundation to roof,
and failure can only occur by breaking or bending ; and if such
splices are further supplemented by web connections between
the columns and the girders, the resultant joint or assemblage
of joints will prove as simple as it is efficient. Fig. 127 illus-
trates these connections, as used in the American Surety Co. 's
Building, New York. This figure also shows the connection
of the sway bracing.
The necessity of continuity in the columns and web con-
COLUMNS. 223
nections for the girders should not be limited to cases in which
no additional wind-bracing is provided, nor should efficient
wind-bracing be neglected even with these additional factors,
as will be pointed out more fully in Chapter VIII.
Advantages, therefore, as regards convenient connections
and splices, or as regards efficient connections and efficient
splices, are found to result principally through the use of
rectangular or box-column forms, such as the Z-bar column,
or those made of plates and angles or plates and channels.
These types present square surfaces for connections with the
girders, thus allowing web splices if desired ; bracketing for
irregularly placed beams can be easily cared for, and continuous
vertical splices can generally be arranged for all ordinary cases
by introducing fillers where the change in size is not too great.
Under these considerations the Z-column with or without
cover-plates, and the plate and angle column as shown in Fig.
127, are unsurpassed.
Relation of Size of Section to Small Columns. — It is not
generally desirable in building construction to have a very
small column in the upper stories, because girder loads are so
much heavier, proportionately, than the column loads. Some-
times as many as six beams must connect with an upper-story
column at one level, and in such cases it is almost impossible
to make good connections with a small column.
It is therefore advisable to use some type of column which,
under these conditions, will allow of sufficient size or surfaces
to obtain the required connections, and which will still not
require excess or waste material through providing such form.
In this respect, Z-bar columns are often undesirable, as a
minimum size 6-in. column may be insufficient for the girder
connections, and any increase in size is attended by a radical
increase in weight. A thickness of metal less than T5^ in.
should never be used, and a minimum thickness off in. is better
for conservative practice. Any form, therefore, which calls
224 ARCHITECTURAL ENGINEERING.
for any amount of metal at or near the centre of gravity of the
section, such as columns of the I form and Z-bar sections, is
undesirable under these conditions, and a form possessing a
FIG. 127. — Detail of Girder and Column Connections. American Surety
Co.'s Building, New York.
large radius of gyration for a minimum of metal will be found
preferable.
Fireproofing Capabilities of the Section. — The rectangular
column sections will not, of course, fireproof as compactly as
the circular sections, but when the room thus lost is used for
"pipe-space," as is becoming more and more frequent, this
COLUMNS. 225
point has great value in the estimation of architects. In the
Columbus Building, Chicago (1893), a square hole was cut in
all of the bed-plates of the columns to allow the passage of
pipes inside of the column areas. Such a cutting of bed-plates
cannot be too severely condemned. The increased use, how-
ever, of vertical splices in columns, instead of horizontal bed-
and cap-plates, allows all water-, waste-, and vent-pipes to be
carried up along the side of the metal columns, and inside the
fireproofing slabs, where the room may be had without too
much waste. It is not advisable to place any piping inside of
the metal columns, and hence such sections as the Phoenix and
Keystone Octagonal offer no advantages in this respect. The
columns of plates and angles, channels, Zees, and the Gray
column, all allow considerable pipe-space within the minimum
circular or rectangular enclosure for fireproofing.
It would seem, however, that separate ducts in the walls
or along the sides of the columns for all piping would be far
better than such concealed risers. Separate ducts would result
in increased outlay, but they would offer the great advantage
of allowing inspection of all piping whenever and wherever
desired.
It sometimes becomes desirable, for architectural effect, to
keep the column sizes within very limited areas. Figs. 128
and 129 show two column forms which were used in the
Waldorf-Astoria Hotel, New York, where a heavy concentra-
tion of metal was required within a minimum circular form to
allow the use of enclosing shells of polished stone. The
column shown in Fig. 128 was composed of 2 13" 52-lb.
channels, 2 plates 20" X i"> 2 plates 12^" X i"> 2 plates
10" X f", and 4 angles 6" x 3i" X f". That shown in Fig.
129 was made of 8 angles 5" X 3i" X H"» 2 plates 9" X I",
2 plates 1 6" X 'I", and 4 plates 5" X f".
Summary. — From a careful weighing of the foregoing
practical considerations in column design, it will be found that
226
ARCHITECTURAL ENGINEERING.
no more satisfactory type can 'be adopted than the box column
of plates and angles. This section has been employed in some
FIG. 128. — Column Section used in
Waldorf - Astoria Hotel, New
York.
FIG. 129. — Column Section used in
Waldorf - Astoria Hotel, New
York.
of the heaviest building columns ever designed, and in many
of our most important high buildings. Box columns were used
in the Masonic Temple in Chicago, as has before been stated,
and in the Ivins or Park Row Building, New York. In the
latter structure the heaviest column was designed for a load of
2,900,000 Ibs., and was composed of 3 web-plates 24" X ii">
4 covers 48" X H''» an^ 8 angles 6" X 6" X yt "> as shown
in Fig. 1 30. In the Waldorf-Astoria Hotel a column was used
FIG. 130. — Heavy Column Section. FIG. 131. — Heavy Column Section.
Park Row Building, New York. Waldorf-Astoria Hotel.
as shown in Fig. 131, this probably constituting the heaviest
pillar ever used in building construction. This was required
to support the large trusses over the ball-room in the first story.
The load carried was estimated at 5,400,000 Ibs., and to obtain
the required sectional area, 10 web-plates, 4 covers, and 12
COLUMNS. Wy
angles were used. The length was 30 ft. 4 ins., and the
weight of the column was 46,980 Ibs.
.Columns made of channels and plates, and the standard
Z-bar columns, rank next in order to those made of plates and
angles. Channel columns are more limited as to size and
area, through the use of the component channel members,
while very heavy Z-bar columns become rather complicated in
form, as shown in types 3 and 4 of Fig. 1 13.
The largest Z-column section in ' ' The Fair ' ' Building,
Chicago, consists of 4 Z-bars 6" X I", 2 webs 16" X £",
6 covers 16" X If"* aggregating an area
of 142 sq. ins. and carrying a load of
1,700,000 Ibs. The largest Z-column in
the new Y. M. C. A. Building, Chicago
(see Fig. 132), was a two-story column
24 ft. 3 ins. long, composed as follows:
4 Z's 6" X 3" X |", 2 plates 24" X |",
2 plates 1 6" X I", I plate 14" X £", 2 FlG- 132.— Heavy Col-
plates 26" xl", 4 angles 4" X 4" T°*' ?' "' '
A. Building, Chicago.
X If", 4 angles 5" X 4" X I" - total
= 218 sq. ins.
Column Bases : Cast Plates. — As the concentrated
column loads must be distributed over the foundations which
receive them, some form of distributing base or shoe is necessary
at the bearing ends of all the lowest tier columns. The area
and character of such bases are determined by the amount of
the column load, and by the allowable pressure per square
inch on the underlying foundation. If the shoe or base is to
rest on grillage beams, or on some special form of distributing
or cantilever girder, at least one dimension of the base is
usually fixed by such conditions ; but if the bearing is to be upon
concrete, brick masonry, or dimension stones, the required
area of the base is determined by dividing the total column
load by the allowable pressure per square inch on the founda-
tion material. The quotient will give the required number of
228 ARCHITECTURAL ENGINEERING.
square inches in the area of the base. The unit pressure on
various classes of foundation materials are usually fixed by the
municipal building laws. If timber grillage is to receive the
column base, distributing beams or girders will usually be
required between the base and the grillage, in order to obtain
the requisite bearing areas.
When the column loads are small, solid cast-iron base
plates may be employed. These are usually cast with a bevel
I ... — , or wash, and the column may be
\-GOLUMN-lk— I ->| secured by means of tap-bolts through
J L j small knees attached to the column
^r~* ^v ! shaft, or by means of bolts passing
f I *f ^\ through ribs or flanges cast on the
JT» plate, as shown in Fig. 133. Such
FIG. i33.-Cast-iron Base base Plates are proportioned as fol-
Plate lows :
The bottom or bearing area of the plate is determined by
dividing the total column load by the allowable bearing per
square inch, /, upon the material which supports the base.
The size of the plate thus found, and the known size of the
column, will then fix the projection /. To determine the
thickness d> let
M= bending moment in inch-pounds, =/S,
where / = allowable extreme fibre stress per square inch for
tension = 3,500 Ibs. to 4,000 Ibs. ;
5 = section modulus.
Then, for the projecting portion of casting,
PI
M = —, where P = //.
Hence M = — .
But 5 = — g— » where b = I for a section I in. wide.
Hence, as M ' = fS
fd* pl* , » 3//3
6-=— , and ^=-r,
COLUMNS.
229
or
-v*
The thickness / is usually made about equal to — .
4
Steel Column Shoes. — For heavier column loads, where
simple cast plates as above are not sufficiently strong to act as
distributors, steel shoes or cast-iron bases or column stands
will be required.
Built-up shoes of steel plates and angles are considered by
many to distribute the loads more efficiently over rectangular
base areas than results from the use of cast-iron bases. The
latter, however, are much more common than the steel bases.
Steel column shoes may be calculated
as follows:
Referring to Fig. 134, assume a 12 -in.
Z-bar column, carrying a load of 344,000
Ibs. The bed-plate or shoe is to rest on
a grillage foundation, the top layer of
which is composed of 4 I5~in. 42-lb.
I-beams. Hence the shoe is made 24 ins.
wide to span these I's.
The column shaft carries one-fourth of
the total load directly to each of the two
central beams, thus leaving the shoe to
transmit one-fourth of the load to each of
the two outer beams. 'The total load
being 344,000 Ibs. , the amount transmitted
by the shoe on either side is ^—^ — - =
9
9
9
9
9
9
©
9
®
9
0
9
9
9
9
9
9
9
9
9
/
9
9
I
/
9
9
\
/
9
9
9
\
L
©
? 9
©
V>
.
I* 24
86,000 Ibs., or 43,000 Ibs. at each flange
of the Column. FIG. 134.— Steel Column
The horizontal distance from the line Shoe,
of vertical rivets in the column shaft to the centre line of an
outer beam is 4 ins., hence the bending moment
M= 43,000 X 4 = 172,000 in. -Ibs.
» 23° ARCHITECTURAL ENGINEERING.
The section modulus,
M 172,000
5=7 = -76^r:=ia75-
bh*
But 5 = -g-, where b equals the thickness of the gusset
plate, and h the depth of the gusset. Assuming a gusset
plate 12 ins. deep, we have
10.75 = z » whence b = .448 ins.
The gussets should therefore be £ in. thick. For the vertical
lines of rivets transmitting the loads from the column shaft to
the gussets, each row must transmit 43,000 Ibs. at single shear.
The value of a f-in. rivet in single shear at 10,000 Ibs. per sq.
in. is 4,420 Ibs. Hence the number of rivets required in each
43,000
line is — — = 10. The gusset assumed is not deep enough
4,420
to take so many rivets, so that it becomes necessary to use
vertical stiffeners as shown in Fig. 134, these being " milled "
or planed at the bottom to bear upon the bottom angle-foot,
and extended up the column shaft a sufficient distance to take
six rivets above the four in the gusset.
Cast-iron Column Bases. — The most ordinary form of dis-
tributor for column loads over foundation areas is the cast-iron
column stand or base, also called shoe and stool, though
shoes are generally taken to mean" steel bases as previously
described. The proportioning or calculations for cast bases
vary considerably in actual practice — indeed, it is more than
probable that a very large proportion of cast bases are never
figured at all; but, even when figured according to one
method, any particular casting will be found to vary very con-
siderably if figured by other methods in more or less common
use.
In designing base castings, the following elements of the
problem are fixed by the conditions of the foundation: the
COLUMNS.
231
column load, the size of column, and the character of founda-
tion which is to receive the base. The column load and the
FIG. 135. — Cast-iron Column Stand.
foundation material will at once fix the area of the base, and
hence the actual load per square inch reacting on such base.
The height of base casting may be taken at from one-third to
232 ARCHITECTURAL ENGINEERING.
one-half the side, and for such column loads as may not be
safely supported by solid base plates, a minimum thickness of
metal should be i^ ins. for the top and bottom plates and for
the ribs. The dimensions of the top plate are determined by
the column size, care being taken to provide connection holes for
bolts connecting the base casting to flanges riveted to the column.
With these conditions fixed, a trial section may be assumed,
and calculated as follows :
Referring to Fig. 135, assume a column-load of 980,000
Ibs., a column section as shown, and a cast base 48 ins. by
42 ins. The load per square inch on the bottom plate is then
The resultant moment of the external forces acting on the
casting must equal — ,
y\
where f equals the allowable extreme fibre strain ;
/ equals the moment of inertia of the section ;
and ^j equals the distance of the extreme fibres from neutral
axis of section.
To find /, consider a section of the casting on the line AB
(see diagram i). The position of the neutral axis must first
be found, and the distance G of the neutral axis from the
bottom of section will equal
I9J X I7J+72|X 9J + 92 X i
_
A '' i9| + 72^ + 92
= 5.918 ins., or call 6 ins.
The moment of inertia of the entire section, /, will equal the
sum of the moments of inertia of the various rectangles, /",
etc., plus the areas of the several rectangles multiplied by the
squares of the distances from their individual centres of gravity
to the neutral axis of entire section. Or,
1= 2(7" + Ad*},
and remembering that I" for a rectangle is — , we find / to
equal 6,797 in. -Ibs.
COLUMNS. 233
Then, taking /"for tension at 4,000 Ibs.,
// 4,000 X 6,797
J— =- ^—^— = 4, 5 30,000 in.-lbs.
To find the resultant moment of the external forces for the
portion of the casting on either side of the centre line, AB, we
have two forces — one, the total pressure on a half of the base,
980,000
or , which is applied at a point midway between the
centre line AB and the edge of base-plate; second, one-half
the column-load acting on the top flange of casting, the point
-of application of which may be taken at the centre of gravity
of one-half the column section. Computing this, by the same
method as previously used, we find the centre of gravity of the
half column section to be 4 ins. from the centre line of column,
or line AB.
J/ therefore equals
980,000
— X (ioi - 4),
or 3,185,000 in.-lbs., and as this is considerably less than the
value of — previously found, the casting is amply strong.
y\
For a calculation of the ribs, consider a section on the line
CD as in diagram 2.
The neutral axis, computed as before, is found to be 6 ins.
oip from the bottom of section.
/, calculated as previously, equals 7,210; hence
f±= 4.000x7.2.0 = 4|8o6>666 .n ^
The moment on the area of base supported by the ribs in
question will equal
(486 X 14 X 48) X 7, or 2,286, 144 in.-lbs. ;
hence the ribs might be taken of a lighter section ; but due
judgment must be exercised to produce a casting of about right
proportions, and when possible internal stresses are considered,
&3* ARCHITECTURAL ENGINEERING.
and the practically indeterminate solution for a base-plate of
this design, it is .best to err largely on .the safe side in all cal-
culations.
Column-loads. — If the building laws under which the
designer is working allow a reduction in the live-loads assumed
to be carried by the columns themselves ,.as in the New York
Building Code, or a reduction in, or total disregard of, the
live-loads upon the foundations, as is the case in the Chicago
ordinance, the dead- and live-loads on all columns should be
kept separate to allow the proporitoning of the columns them-
selves, or of the foundations. Several examples of the reduc-
tion of live-loads upon the columns or footings, or both, were
given in Chapter IV, but whatever the requirements of the
building laws in force, the column-loads are best tabulated by
means of " column-sheets." These vary considerably in form
and completeness, according to the refinement with which the
various classes of loads are treated.
Column-loads include floor- and roof-loads, wind-loads,
spandrel- and pier-loads, the weights of the columns them-
selves and their fireproof coverings, and special loads such as
tanks, vaults, safes, elevator-loads, and any permanent
machinery, the latter class of loads being usually treated as
concentrated. Floor- and roof-loads can readily be taken
from the floor plans, provided the end reactions of all floor-
girders are marked on the original drawings, as the girders are
calculated. Wind-loads are determined as explained in
Chapter VIII, while pier- and spandrel-loads are calculated
as described in Chapters V and VI.
Column-sheets. — As soon as all loads in the structure
have been definitely settled, the column-sheets may be started,
thus forming a tabulated list of all the loads transferred to the
footings through the columns. From these sheets may be seen
the approximate load that each column must carry at any
floor, starting with the upper-story columns, supporting the
roof-load only, and adding in the loads at the successive floors
COLUMNS.
235
down to the foundations. ; The column, weight itself is 'first
assumed, and then corrected, after the proper section is
obtained. -
* '-The column-sheet used in the Masonic Temple calculations
was as follows:
Colui
nn i.
Colui
nn 2.
Load
on Column.
Lpad
on Footing.
, Load
on Column.
Load
on Footing.
Floor load . ....
Cz<
o
Tank loads
, -
(Hi
Weight of column
Total
2OTH FLOOR.
The column-sheet used in the Venetian Building was made
as in the accompanying table:
Column i.
Roof.
Attic.
i2th
Floor.
Estimated weight of column
Total ...
Wind Loads.
Total wind load
Column 2.
Etc.
Total
236 ARCHITECTURAL ENGINEERING.
The following column-sheet is to be recommended as com-
bining all requisites in a tabulated statement:
Column i.
Column a.
Load
on Column.
Concentric.
Load
on Column.
Eccentric.
Load
on Footing.
Floor load
Tank loads, etc
ftu
Weight of column
Wind
OS
Total
Area required for col. . .
sq. in.
sq. in.
Foot'g area
Load
on Column.
Concentric.
Load
on Column.
Eccentric.
Load
on Footing.
Floor load
as
1
Etc.
The final loads on the basement columns taken from these
sheets will show the loads for which the footings themselves
must be figured, while the final loads on the footings will give
the weights for which the clay areas must be proportioned, if
the foundations are on yielding soil.
The following table shows the column-sheet loads for a few
of the columns in the Fisher Building, Chicago.* The assumed
roof- and floor-loads for the same building, and their distribu-
* See E. C. Shankland in Minutes of the Proceedings of the Institution
of C. E., vol. cxxviii.
COLUMNS.
237
tion on joists, girders, columns and footings, were given in
Chapter IV.
No. 4.
Nos. 9-1 3-31
10-19-22
11-20-23
Nos. 28-31
29-32
30-33
Nos. 34
35
Roof
Ibs.
Ibs.
Ibs.
Ibs.
Attic.
Tanks
Total
3O OCX)
10 230
17 190
Floor
II 780
17 670
24 510
Column and casing....
2,440
78 7^0
4,870
4,870
18
Tanks
I,7OO
28,900
5,OOO
Total
Ploor
23 250
32 250
48 75O
17
Column and casing
2,440
21 580
8,230
4,870
4,870
Total...
162.4.00
104.110
112.'! 00
124 OQO
Floor
14 260
21 390
I
Column and casing
Spandrel-mullion
2,840
19,600
12,000
8,820
5,670
5,670
Total
,,
910, i 10
Floor . .
Base-
Sidewalk
1 66
4,000
ment.
Party-wall
26 780
9
Total
Foot-
Live-load, deduct
34.100
51,150
70,950
107,250
ing.
Proportioning Column- sizes. — There have been few ex-
periments of value on the ultimate strength of full-sized steel
columns of the types in more ordinary use. Building operations
have to be conducted too quickly to allow many tests on the
full-sized columns before using. Tests have been made on
full-sized Gray columns, and also on the Larimer column, but
«38 ARCHITECTURAL ENGINEERING.
these are both special shapes, and the tests have little bearing
upon data regarding the more common forms. The only full-
sized tests on Z-bar columns were made by C. L. Strobel,
then Chief Engineer of the Keystone Bridge Company, (see
Transactions of the American Society of Civil Engineers, April,
1888), who introduced this shape into the United States. But
even these tests are hardly fair ones for present comparisons, as
lattice bars were used instead of web plates, and almost all the
tests were for a much higher ratio of the radius of gyration to the
length of column than is ordinarily met with in building work.
The tests were also for iron columns, and not for steel. It
seems as though higher breaking loads would be obtained for the
majority of steel columns as used at the present time. Burr, in
his ' ' Strength and Resistance of Materials, ' ' deduces formulae
for the Keystone and Phcenix columns, but none for the
Z-column or the box column of plates and angles. The latter
type was used in the Masonic Temple in two-story lengths,
lattice bars being used instead of plates in the lighter columns.
But as the height of a single story was less than 1 2 ft. unsup-
ported length, a uniform unit-stress of 12,500 Ibs. per sq. in.
was used without reduction by the radius of gyration, for all
concentric loading. Columns with eccentric loads were figured
for a unit-stress of 12,500 Ibs. per sq. in., reduced by Rankine's
formula for eccentric loading.
For columns of ordinary single-story lengths, this practice
of proportioning the section by simply dividing the total
column-load by the allowable stress per square inch, will serve
all practical requirements, as previously explained in the dis-
cussion of Gordon's formula.
In the Venetian Building the columns without strains from
wind-bracing were figured at 15,000 Ibs. per sq. in. for all
concentric dead- and live-loads, with an extra allowance for
eccentric loads. The columns carrying strains from the wind-
bracing were figured at 20,000 Ibs. per sq. in. for all concentric
COLUMNS. 239
loads, — dead, live, and wind,— with an additional allowance
for eccentric loading. In these columns the wind-strains
amounted to from 35 to 40 per cent, of the total load, so that
this mode of treatment of using a higher unit-stress gave a
much greater section to the column than if a lower unit-stress
had been used and the wind forces disregarded. These unit-
stresses have been used in a number of high buildings, not-
withstanding some rather severe criticism.
In "The Fair" Building (W. L. B. Jenney, architect),
12,000 Ibs. was used uniformly on all columns, with no allow-
ance for eccentric loading. This building is one of the heaviest
in the city of Chicago, being figured for 1 30 Ibs. live-load per
square foot for the 1st, 2d, 3d, 4th, and 6th floors, 200 Ibs. for
the 5th floor, 100 Ibs. for the /th and 8th floors, with the rest
at 75 Ibs., all in addition to dead-loads. Great care was taken
in providing good connections throughout.
In the Fort Dearborn Building, by the same architect, a
uniform unit-stress of 13,000 Ibs. per sq. in. was used on all
columns, made of channels and plates, with a proper reduction
for eccentric loading.
The writer believes that with the use of a mild steel, of an
ultimate strength of from 65,000 to 68,000 Ibs. per sq. in.,
15,000 or 16,000 Ibs. per sq. in. may safely be used for all
concentric dead-, live-, and wind-loads combined (with an
additional allowance for eccentric loading as before described),
provided that the wind-pressure is taken at not less than 30
Ibs. per sq. ft., and that the live-loads on the floor systems are
assumed as required by the municipal building laws. With
careful regard for all connections, and remembering that the
strength of a structure lies in its weakest point, these unit-
stresses would seem to satisfy both the conditions of proper
economy and satisfactory design.
The use of 20,000 Ibs. per sq. in., as in the Venetian
Building, would seem too high, especially when the live-load
«40 ARCHITECTURAL ENGINEERING.
is but 35 Ibs. per sq. ft. on the floor systems, and when but
50 per cent, of this is considered as transferred to the columns.
In columns of long length, or for lengths of 90 radii and
over, calculation by the radius of gyration becomes necessary.
For such cases the standard formula,
/
/ = 17,100 - 57-,
may be used, where / equals the allowable stress per square
inch, / equals the length in inches, and r equals the radius of
gyration of section in inches.
This formula is derived from the tests on full-sized Z-bar
columns before referred to, and gives values about 20 per cent,
in excess of those found to be true for the iron columns tested.
Modern building design has rapidly developed the necessity
for columns of extraordinary lengths and areas. In the
Schiller Theatre Building, Chicago, Phoenix columns were
used in connection with the trusses over the auditorium of a
length of 92 ft. 10 ins., weighing 25,000 Ibs. each, while in
the Chicago Board of Trade, 12-section Phoenix columns,
3 ft. 3 ins. in diameter, were employed for an unsupported
length of 90 ft. The large columns in the Waldorf-Astoria
Hotel were previously mentioned.
In proportioning the sizes of material for columns of two-
story lengths, no change in section need be made provided the
difference in loads is slight. It will often be more economical
to proportion the member for the heavier load, and to let the
required section continue uniform, rather than to decrease the
section slightly and thus cause the splicing or rearrangement
of material. If the difference in loads is considerable for a
two-story length, additional cover-plates may be riveted on to
the lower story length only, thus having one cover-plate below
and none above, or one continuous cover for the two stories
and an additional one in the lower section. If channel columns
COLUMNS. 241
are used, the same size and weight of channel section may be
used for the entire length, making the difference in area in the
thickness of the flange-plates, or the same sized flange-plates
may be used throughout, by changing the weights of the
channels in each story.
A convenient schedule for column lengths, splices, and
material, may be made as shown on page 242.
Column Details and Splices. — The details or shop draw-
ings for columns must show the required connections or shelf-
angles for the various beams and girders attaching to the
column, the spacing of the shaft-rivets and latticing or tie-
plates if required, besides the details of splices. Fig. 136
illustrates a shop drawing of a three-story Z-bar column, with
the various girder connections and splices.
The details employed in the design of shelf-angles or sup-
ports for girders carried by the columns will vary considerably
with the different types of columns, but in general it may be
stated that where a sufficient number of rivets cannot be
obtained direct through the shelf-angle into the column-shaft,
the additional rivets must be secured by means of stiffening
angles. Assuming a safe shearing-stress of 10,000 Ibs. per
sq. in. for rivets, and f in. diameter rivets as are usually em-
ployed except for the heaviest work, the value of each rivet in
single shear is 4,420 Ibs. This may be used for all metal
T5¥ in. thick or over, but for £-in. metal the lesser bearing
value of 3,750 Ibs. would have to be used. Taking, then, the
shelf-angle shown in Fig. 137, the safe load would be four
times 4,420 Ibs., or 8.8 tons. If the end reaction of the girder
to be supported is greater than this, stiffening angles must be
introduced to provide the additional number of rivets, as in
Fig. 138, where the safe load becomes double the former, or
17.7 tons. The stiffening angles are placed directly against
the vertical flange of the shelf-angle, and fillers are inserted
from the bottom of the shelf-angle to the lower ends of the
242
ARCHITECTURAL ENGINEERING.
No. 1
No. 2
ROOF LINE
TOP OF COLUMNS
J
;
!
1
7th STORY
7TH FLOOR LINE
^K"
. £
r 1 <-
6th STORY
vj
j^
: i
;
J6TH FLOOR LINE
""* V^
5fh STORY
,SM
OT-j-
,f .«a
10 d
«jS
^M"
5TH FLOOR LINE
4J
4"
Form of Schedule for Column Lengths and Column Material.
COLUMNS.
243
J.3136 No.18
FIG. 136. — SHOP DETAIL OF Z-BAR COLUMN.
244
ARCHITECTURAL ENGINEERING.
stiffeners. Where large loads are to be carried, the upper
ends of the stiffeners should be "faced " or planed, to insure
a full bearing for the seat.
Column sections are ordinarily increased from story to story
by using increasing thicknesses of shapes of the same general
sizes, or by the addition of reinforcing cover-plates, etc. In
such cases the variations in the principal dimensions of the
!o 9
• !: !!
9]!""
i :®
91 ii !:9
»S ';S S!0
EH
9 0:JC!!
9 ®
FIG. 138.
FIG. 137.
Details of Splices and Beam Connections for Z-bar Columns.
cross-sectioii are very slight, and the splices may be made by
butt-joints, thus utilizing the direct bearing of the upper
member upon the lower one. The splice-plates are therefore
not required for transferring any vertical load, but as shear,
wind-strains, and rigidity are to be provided for, the splice-
plates must be designed accordingly, and good practice has
made three lines of rivets above and below the joint a mini-
COLUMNS. 245
mum. Fig. 137 illustrates a column splice for the Z-section
where the size of the column changes only in the thickness of
the material. The slight variations usually found between
the two sections may be made up in filler plates inserted
between the Z-flanges and the splice-plates.
If a radical change is made in the dimensions of the cross-
section, as, for instance, in changing from a lo-in. Z-column
to an 8-in. Z-section, a horizontal cap-plate or diaphragm
must be inserted, as in Fig. 138. This is usually riveted to
the lower column, and serves to provide a bearing and dis-
tributing surface for the upper column. But as explained
previously, continuous vertical splices are far preferable for
many reasons.
If direct bearing between the columns cannot be utilized,
on account of differences in the cross-sections, and it is not
desired to use horizontal cap-plates, vertical splice-plates may
be arranged to transfer the load, in which case the number of
rivets must be proportioned to transmit the entire strain.
Column splices are generally made just above the floor-
beam connections, this being largely for aid in erection as
before mentioned. It is now customary to "stagger" the
splices in adjacent columns, so that if one column splices at
the tenth and twelfth floors, those on either side should splice
at the eleventh and thirteenth floors. Column splices should
always be riveted, never bolted.
Column ends should always be "faced " or "milled " to
a true surface which is exactly normal to the column axis.
The finished length from end to end must be exact, and the
member should be free from bends or buckels.
Fireproofing of Columns. — As the columns carry the
greatest loads found in modern buildings (some over 3,000,000
Ibs.), the proper fireproofing of these members becomes a
most important subject for consideration. In only too many
cases, however, is this slighted even to a very dangerous
246 ARCHITECTURAL ENGINEERING.
extent, as was proven by the Athletic Club Building fire,
before referred to.
The first attempts at making fireproof columns were
through the use of a double column, one inside the other, with
the intervening space filled with plaster. This idea was
patented, and reference may still be found to such construction
in the New York building law, as: "The said column or
columns shall be either constructed double, that is, an outer
and an inner column, the inner alone to be of sufficient strength
to sustain safely the weight to be imposed thereon."
The scientific fireproofing of columns by means of terra-
cotta was started by Mr. P. B. Wight in 1874, and the Chicago
Club house, designed by Treat & Foltz, architects, was the
first instance where terra-cotta gores were used around
columns. Many systems have since been introduced, and both
the hard tile and the porous tile have been used extensively.
The cheapest method has been through the use of shells of
hard terra-cotta surrounding the column, but not backed up
to the metal-work. This system is decidedly faulty in placing
so much reliance in the joints alone for stability, as the blocks
are simply cemented to one another, and not to the metal
column.
The requirements in the adequate fireproofing of columns
are:
1 . The material must be indestructible by fire and water.
2. The material must be non-heat-conducting.
3. The material must be so secured to the column that it
cannot be dislodged.
The use of hard fire-clay tiles is only to be recommended when
such tiles are hollow, with a proper air-space around the metal
column, and even then experience seems to show that the hard
tile is in no way as satisfactory under great heat as the more
porous kinds. Applications of cold water in combination with
heat have also proved the hard tile far less reliable in case of
COLUMNS.
247
conflagration than the porous tile. The hard tile is very apt
to crack off under such conditions, as has been stated in
chapter IV.
The use of hollow blocks of porous tile, well bedded
against the metal column, has proved to be the most rigid and
efficient. Here, as in terra-cotta floor-arches, the competition
FIG. 139. FIG. 140 FIG. 141.
FIG. 139. — Method of Fireproofing Phoenix Columns.
FIG. 140. — Method of Fireproofing Channel Columns.
FIG. 141. — Method of Fireproofing Z-bar Columns.
in price, which places the better article or method at a dis-
advantage, is to be deplored. Loosely drawn specifications
are also responsible in a great measure for many very common
FlG. 142. — Method of Fireproofing Columns, Monadnock Building.
defects. Figs. 139, 140, and 141 show the ordinary methods
of placing the fireproof furring for columns.
The Z-bar columns in the newer portion of the Monadnock
Building were fireproofed as shown in Fig. 142 up to and
248 ARCHITECTURAL ENGINEERING.
including the eighth floor. Hollow bricks, laid in cement
mortar, were built solidly around the columns to a line distant
4 ins. from the extreme points of the metal-workx and a 2-in.
coating of hollow tile was then laid against the brick backing
extending beyond the column in one direction, to serve as a
space for vertical pipes. The columns above the eighth floor
received the hollow-tile protection only.
For more extended data regarding the use of metal lath
and plaster, concrete, and terra-cotta as fireproof coverings for
columns, the reader is referred to the chapter on Column Fire-
proofing in the author's " Fireproofing of Steel Buildings."
Building Laws : Fireproofing. — The requirements for fire-
proofing the interior columns of office buildings are thus defined
by the Chicago ordinance :
' ' The coverings for columns shall be, if of brick, not less
than 8 ins. thick ; if of hollow tile, one covering at least
2 4 ins. thick. If the fireproof covering is made of porous
terra-cotta, it shall be at least 2 ins. thick. Whether hollow
tile or porous terra-cotta is used, the courses shall be so
anchored and bonded together as to form an independent and
stable structure."
' ' In all cases there shall be on the outside of the tiles a
covering of plastering with Portland cement or of other mortar
of equal hardness and efficiency when set. ' '
Two layers of any covering made of plastering on metallic
lath are also allowed by this ordinance in office buildings.
The New York law requires that columns in fireproof build-
ings ' ' shall be protected with not less than 2 ins. of fireproof
material, securely applied. ' '
CHAPTER VIII.
WIND-BRACING.
A CAREFUL comparison of the treatment of wind forces as
applied to the mercantile buildings of to-day leads one to the
conclusion that the designers differ very materially in regard
to the forces to be resisted, the strength of the materials em-
ployed, and the most efficient details of construction. Indeed,
there are very many well-known buildings from ten to sixteen
stories high that possess absolutely no metallic sway-bracing,
and others, scarcely better, where sway-rods, as wind-laterals,
were attached to pins through lugs on the cast columns, which
lugs were of an ultimate strength of, perhaps, 25 per cent, of
the rods. H. H. Quimby, in his paper on "Wind-bracing in
High Buildings," * mentions the case of an office building in
New York, of seventeen stories, or 200 ft. in height, and 60 ft.
wide; 13 -in. walls were used front and back, broken by
windows and bay-windows, with wind-bracing consisting solely
of the interior partitions of 8-in. box tile, with four ribs of
$ in. each, or 2\ in. thickness of tile in each partition. This
building towers above its neighbors of five or six stories only,
while but a few blocks away is one of seventeen stories, also,
but 150 ft. wide, or 2^ times the width of the former, with
sway-bracing consisting of I5~in. cannel-struts and 6-in. eye-
bars. Such is the diversity of practice.
Some architects have depended solely upon partitions of
hollow tile for the lateral stability of their buildings, weak as
* Trans. A. S. C. E., vol. xxvii. No. 3.
249
••JO ARCHITECTURAL ENGINEERING.
the partitions must be through the introduction of numerous
doors and office lights. This method of filling in the rectangles
of the frame by light partitions may be efficient wind-bracing,
but the best practice would certainly indicate that it cannot be
relied upon, or even vaguely estimated.
A building with a well-constructed iron frame should be
safe if provided with brick partitions, and if the base is a large
proportion of, or equal to the height, or if the exterior of the
iron framework is covered with well-built masonry walls of
sufficient thickness ; for the rigidity of solid walls would exceed
that of a braced frame to such an extent that, were the build-
ing to sway sufficiently to bring the bracing-rods into play, the
walls would be damaged before the rods could be brought into
action.
Hence the stability must depend entirely either on the
masonry or on the iron framing; and in veneer buildings,
which are being considered here in particular, the latter system
of bracing the metal-work must be used, with the walls as light
as possible, simply enclosing the building against climatic and
injurious forces. This practice has been adopted quite uni-
formly by all conservative architects and engineers, and will
alone be considered here as a method of wind-bracing.
Each building offers its own peculiar conditions to the
carrying out of proper wind-bracing, and many factors must
be considered for a judicious solution. The height, width,
shape, and exposure of the structure, as well as the character
of the enclosing walls, will determine the amount of the wind
pressure to be cared for, while the details of construction, the
internal appearance, and the planning of the various floors will
largely influence the manner in which this bracing is to be
treated. The architectural planning of the offices, rooms, and
corridors often raises most serious obstacles to a proper
arrangement of wind-bracing, and the engineer is frequently
called upon to make most generous concessions in favor of
WIND-BRACING. 251
doors, windows, passages, and even whole areas, as is some-
times demanded in banking- or assembly-rooms and the like.
Such considerations have led to the development of the portal
type of wind-bracing. As more and more of the constructional
work of large buildings is placed in the care of the engineer,
as opposed to the purely architectural or decorative draughts-
man, just so will the iormer insist that a proper regard for
construction is of equal value with the artistic portion of the
work. The one must supplement the other, instead of giving
way to irrationalities of design.
Intensity of Wind Pressure. — The intensity of wind pres-
sure which should be calculated for in the design of high build-
ings varies greatly, as has before been stated, according to
the ideas of the designer. Many architects and engineers are
content to provide for a very moderate average wind pressure,
on the assumption that extreme pressures are of very rare
occurrence, and of very short duration. Other architects, and
probably most conservative engineers, believe that it is pre-
cisely the unusual and unlocked for emergency which should
be foreseen, and that any such additional security should be
considered not as a useless waste of expenditure, but in the
nature of insurance upon the life and efficiency of the structure.
Statistics as to severe storms or tornadoes show that such
extreme conditions are of too frequent occurrence to be ignored
without assuming considerable hazard. The reports of the
U. S. Signal Service show that between the years 1889 and
1896 great tornadoes averaged about three per annum, the
total property loss being about $24,000,000. The most
destructive storms were those in Kansas City in 1886, Louis-
ville in 1890, Little Rock in 1894, and St. Louis in 1896.
The relation between the velocity of wind and the pressure
exerted upon surfaces normal to its direction is usually
expressed by the formula P = cV*, where P equals the pres-
sure in pounds per square foot, c equals a constant, and V
252 ARCHITECTURAL ENGINEERING.
equals the wind velocity in miles per hour. The value of the
constant £, depending upon experiment, has been variously
computed by different authorities. Some experiments have
indicated a value as low as 0.003, others place it at 0.005, while
the United States Weather Bureau has adopted the value of
0.004, tnus making the formula P = O.OO4F2. The experi-
ments made to determine this value were through the use of
gauges with surfaces of 4 and 9 sq. ft. According to this,
formula, an assumed pressure of 40 Ibs. per sq. ft. would
correspond with a velocity of 100 miles per hour.
Experiments made at the Forth bridge on two wind-gauges
of 300 sq. ft. and i£ sq. ft. respectively, indicated that with
an increase in area the unit of pressure decreased in a very
marked degree; but regardless of experiments with gauges,
there is sufficient evidence to show that high wind pressures
are exerted over far wider areas than is generally supposed.
The extreme velocity in the St. Louis tornado was 120
miles per hour. The greatest wind velocity ever recorded in
New York City was 75 miles per hour, for a duration of twa
minutes. This was recorded by the instruments of the U. S.
Signal Service on March 28, 1895, and, according to the
formula previously given, is equivalent to a pressure of 22^ Ibs.
per sq. ft.
A unit of 30 Ibs. should serve as a minimum in high build-
ings of veneer construction. Mr. Quimby, in the paper before
alluded to, favors provision for a 4O-lb. pressure, with steel
bracing strained not over one-third of the ultimate strength ;
while others, in a discussion of the article, advocate the use of
30 Ibs. Mr. Guy B. Waite, M. Am. Soc. C. E., states that
" After consulting standard authors, reliable data, and promi-
nent engineers, the writer is unable to find any engineer who
is willing to assume the responsibility of allowing an average
of less than 30 Ibs. per sq. ft. horizontal pressure on the
exposed windward side of high buildings."
WIND-BRJCING. 253
Probably the most important contribution to the subject of
wind-pressure up to the present time is the paper of Mr. Julius
Baier before the American Society of Civil Engineers.* From
this paper, which gives a most complete discussion of tornadoes,
and their causes and effects, the following quotations are
taken :
' ' The St. Louis tornado was but one of a number accom-
panying a general storm that moved through Missouri and
Illinois. As far as known it was not more violent than many
others that have been observed. Its great destructiveness was
merely incidental to the fact that its path crossed a territory
embracing a large and closely built city. It gave evidence
that wind pressures existed at least equivalent to or greater
than 20 Ibs., 60 Ibs., and 85 to 90 Ibs. per sq. ft. over con-
siderable areas. Whatever the actual distribution may have
been, the effects were those of such pressures uniformly dis-
tributed over the areas of the respective structures. These
pressures were measured by their results in exactly the same
manner in which they are ordinarily assumed to act, with the
consequent elimination of all uncertainties usually involved in
readings of pressure-gauges or deductions from anemometer
records, and they are to that extent positive and definite. In
addition, there were indications that a pressure of somewhere
from 20 to 40 Ibs. was quite general over a comparatively wide
area in, or adjacent to the path of the storm, and that the
pressures at higher altitudes were more severe than those
measured.
' ' In view of these facts it appears to the author rational to
assume:
4 ' First. That the safety and interests of the community
and of the owner of the building require a recognition of a wind
*See "Wind Pressure in the St. Louis Tornado, with Special Reference
to the Necessity of Wind-bracing for High Buildings," Trans. Am. Soc.
C. E., vol. xxxvii.
254 ARCHITECTURAL ENGINEERING.
pressure of at least 30 Ibs. per sq. ft. against the exposed sur-
face of the building, with an additional local provision of
50 Ibs. for several stories near the, top; and that this amount
should be safely taken care of by some positive and definite
provision in the construction of the frame.
' ' Second. That the vast interests at stake, the amount of
capital invested and the comparatively small additional ex-
pense necessary would suggest to the owner the desirability of
increasing the provision to 40 Ibs. per sq. ft.
"Third. That the other uncertain elements of safety due
to the ultimate strength of the material, the inertia of the mass,
and the bracing effect of walls and partitions, should be recog-
nized only as providing against the uncertain and possible
higher pressure of the wind which may occur.
4 ' The chief justification of much that seems bold or ques-
tionable in the construction of some high buildings lies in the
fact that, as yet, none have failed. If the safety of such great
structures is to be determined entirely by the logic of the fitness
of the survivor, based on a brief and favorable experience,
rather than by a rigid analysis, by tried and accepted principles
of engineering design, it may ultimately lead to some very
deplorable results. ' '
Methods of Wind-bracing. — It has been previously said that
the stability of a building must depend entirely either upon the
masonry, that is, the inertia or dead weight of the structure,
or upon the steel framework. A free standing masonry wall
without bracing of any kind will resist considerable wind pres-
sure on account of its inertia or weight. The greater the
weight, the greater the resisting moment, and in this way it
may be said that all the materials entering into the building
act in some degree to increase, by gravity, the static conditions
which must be overcome to allow failure. In buildings of
moderate height, with solid masonry construction, adequate
resistance to lateral deformation may be secured without the
WIND-BRACING. 255
introduction of steel bracing members ; but in veneer-construc-
tion buildings of considerable height, in which thin protective
walls only are used, and in which the window and court areas
are large, and the partitions thin and of little value, the lateral
strength of the materials entering into the construction of the
building, except the steel frame, cannot be counted upon as of
any positive value. While the steel frame is more or less
reinforced by the weight and stiffening effects of the other
materials, still no definite or even approximate values can be
given to such items, except their purely static resistance or
weight.
Mr. Julius Baier, in his article on wind pressure in the
St. Louis tornado, before mentioned, states .as follows regard-
ing the necessity for some efficient system of metallic sway-
bracing:
' ' The effect of an extreme wind pressure on a high office
building with curtain walls must depend largely on the extent
to which the frame of that building partakes of the nature of
the skeleton type or the cage type of construction. "...
" If, now, the building is of the pure skeleton type, it will
have only the elements of stability " — given by — " its weight
above the floor in question, and possibly some additional brac-
ing of a more or less uncertain value " . . . " and it will fail,
just as the elevator failed; it will topple over and fall to one
side or towards one corner on the floor below. "...
' ' If the building is of the cage type, it will stand safely
under a wind pressure that will destroy the skeleton building.
While the failure of the walls at any story may reduce the
rigidity somewhat, it cannot affect the strength of a framework
designed without placing any dependence on the covering.
Such a framework will readily carry the lateral stresses from
the upper section to the section below." . . .
' ' The St. Louis tornado passed within less than a mile of
the office buildings in that city. Fortunately it made no test
256 ARCHITECTURAL ENGINEERING.
of the buildings, but it has left some definite evidence of the
possible force of the wind and of the action of this force on the
materials of construction. While it raises anew the question
as to the amount of wind force which should be provided for
in designing high buildings, it raises with more emphasis the
question as to the method of providing for this force after its
amount has been assumed. Any dependence placed on curtain
walls and partitions for lateral strength is open to very grave
question. The rigidity imparted to a building by the simul-
taneous action of the total mass of material under ordinary
conditions is no indication of the ultimate strength that may
be developed at a critical moment, and the very general failure
of the walls under extreme wind pressure further destroys any
certainty of such assistance as might be otherwise relied upon.
The elements of safety against wind force, exclusive of the
strength that may come from the walls and partitions where
they exist, are the stability due to weight alone, stability due
to the strength and stiffness of the frame, and, when the force
is a sudden one, the inertia of the mass resisting motion. "...
' l The amount of metal required for an efficient system of
wind-bracing is but a small part of the weight of the metal in
the entire frame, and the cost of the latter is only about 10 to
20 per cent, of the expenditure for the entire building, exclu-
sive of the site. The cost of the wind-bracing can represent,
therefore, only a very small proportion of the total capital in-
vested. When it is considered that any additional metal used
to strengthen the cage as a precaution against wind force is
equally effective against possible damage due to earthquake
shocks or to the unequal settlement of the foundations, and is
also an additional margin provided against the weakening
effect of corrosion, the slight increase in cost must appear
trifling as compared to the amount of the entire investment and
the additional protection secured for the property. ' '
" It is somewhat unfortunate that the merits of the design
WMD-BRACMG. 257
of the framework are not so readily apparent to the investor,
and that this part of the structure is of necessity immediately
covered and permanently concealed from view. If the differ-
ence in strength and security due to the construction of the
frames of some of these great buildings were as generally
evident, as, for instance, the difference in strength due to the
varying thickness of solid masonry walls was in older forms of
construction, there would probably be a more general recogni-
tion on the part of the owners of the need of securing the best
type of framework.
Full reliance must, therefore, be placed upon some form of
lateral bracing in the steel frame. This may be obtained by
means of stiffness in the connections, and through the intro-
duction of especial bracing members.
The lateral strength obtained through the various connec-
tions of the steel beams, girders, and columns is largely
proportional to the details employed in such connections. The
difficulty in obtaining proper connections in cast columns,
either between themselves, or between the columns and the
girders or bracing members, constitutes one of the principal
objections to their use. Cast columns will not permit of the
use of rivets, nor can any efficient web connections be obtained
with connecting girders. The loose bolts destroy the neces-
sary rigidity of the bracing, and in fact the entire stiffness
resulting from column and girder connections in steelwork is
entirely lacking where cast columns are employed.
No great rigidity can be obtained through the use of steel
columns which are joined at each and every floor-level by
means of cap-plates. Details are often employed wherein the
girders rest upon the cap-plates of the columns, being secured
by means of rivets in the lower flanges only of the beams.
Such connections are worth little. A better detail is to provide
both top and bottom flange connections, using an angle riveted
to the column for the top connection, with a leg long enough,.
258
ARCHITECTURAL ENGINEERING.
and a cap-plate wide enough, to secure four rivets in each
flange. A still better detail is to provide special brackets on
continuous column shafts, so that the girders may have both
top and bottom flange connections, besides web connections
directly to the column.
Considerable stiffness may be secured by means of using
continuous column splices, as illustrated in Figs. 137 and 138,
Chapter VII, where the columns are made in two-story lengths,
and staggered as to splices, that is, adjacent columns breaking
joints in alternate floors. If this method is employed through-
out the building it will add materially to the resultant stiffness,
but no very definite value can be placed upon such methods,
.even providing efficient web connections are made with the
igirders.
Absolutely positive results can be obtained only through
the use of some definite form of metallic bracing. This may
be in the form of sway-rods, portals, or deep girders between
the columns, a selection depending largely upon circumstances.
Truss-rods, portals, or lattice or plate girders constitute the
most definite types of wind-bracing ordinarily employed, and
one of these systems should be used where either great
strength or positive assurance is desired.
Q
Q
OOP
KXXX
FIG. 144. FIG. 145. FIG. 146.
(2) (3) (4)
Methods of Wind-bracing.
FIG. 147.
(s)
Bracing by means of sway-rods is shown in Figs. 143 and
144. This system is economical, and easy of erection, the only
difficulty lying in the manner in which the sway-rods require
WIND-BRACING. 259
a wall or partition to contain and conceal the members. The
locations of doors, etc., may sometimes be arranged to better
advantage by making the rods pass through two stories, as in
Fig. 144.
Portals, as in Fig. 145, can be used in place of sway-rods
where conditions as to corridors, doors, etc., prohibit the
crossing of such spaces. In this system the transmission of the
strains in the portal members is indirect, and their use is not
generally considered economical.
Knee-braces, as in Fig. 146, may only be considered as a
partial means of wind-bracing, or as supplementing the stiff-
ness in connections secured elsewhere in the structure. These
are not to be recommended as the only means of bracing in
any important work, but are used rather as an act of necessity
where only partial bracing is required. They can be con-
veniently arranged in the exterior walls either above or below
the girders, or, if required, both above and below, without
interfering with the architectural requirements as to windows
or other openings. Any form of knee-bracing requires great
exactness in manufacture, and care in erection.
Lattice girders, as in type (5), Fig. 147, now constitute a
very common form of wind-bracing. In some instances, as in
the Reliance Building, Chicago, previously illustrated, plate
girders are used instead of latticed members. In this type of
bracing the wind stresses are transferred to the ground on what
is often called the "table-leg principle," that is, each story is
made rigid in itself, the columns being figured as vertical
beams to resist the lateral flexure due to the wind forces.
Wind-bracing must reach to some solid connection at the
ground. It should also be arranged in some symmetrical
relation to the building outlines. If the building is narrow and
braced crosswise with one system, the bracing should be mid-
way, while if two systems are employed, they should be placed
equidistant from the ends. This symmetry is necessary to
26o ARCHITECTURAL ENGINEERING.
secure the equal services of both systems, thus preventing any
twisting tendencies.
Each type must be figured properly, as the strains in the
horizontal members and the columns are essentially concerned
in the calculations. The problem is not capable of exact solu-
tion, owing to several indeterminable factors that enter into
the computations, and the consequent equal number of assump-
tions that must be made. The stresses in the wind-bracing
will be maximum when the direction of the wind is normal to
the exterior wall, or parallel to the plane of bracing. This
condition is, therefore, assumed. A further assumption is
made that the floors are sufficiently rigid to transmit the hori-
zontal shears due to wind.
The external forces will be the same whichever of the five
methods, shown in the figures above, is used, provided the
•exposed areas, panels, etc., are the same. The horizontal
external force at any panel point will be equal to the distance
between the systems (at right angles to the bracing) times the
distance between floors half-way above and half-way below,
times the assumed wind pressure per square foot. The total
shear at any point equals 2, or the sum of, the forces at or
above the point taken.
These shears are undoubtedly reduced to some considerable
extent through many practical considerations. The dead-
weight of the structure itself, the resistance to lateral strains
offered in the stiff riveted connections between the floor systems
and the columns, the stiffening effects of partitions (if contin-
uously and strongly built), and linings, coverings, etc., all tend
to decrease the distorting effects of the wind pressure. But,
in view of the uncertainty in regard to the efficiency of these
latter considerations, they may not be relied upon, and are
therefore disregarded in the calculations.
Sway-bracing, Analysis of . — The simplest case of wind-
bracing is shown in Fig. 143. Considering one bay alone as
H/IND-BRACING.
261
braced, the system may be analyzed as follows: Referring to
the upper story of a framework, as shown in Fig. 148, Pl =
Hoof.
F&
As
±
\
FIG. 148. — Figure showing Analysis of Sway-rod Bracing.
^L^ , where Pl = resultant wind pressure on upper story,
p = unit-pressure, and Hl and Ll equal respectively the height
and width of the area affecting'the bracing in the panel under
p
consideration. ^- must then be the horizontal component of
the stress in the diagonal, and the tension in this diagonal,
making an angle 0 with the horizontal, must be
The diagonal tension in the second story from the top will be
Tz= (-- -\- P\ sec t), where P = wind pressure on any
p
single story, assuming them to be of equal height. — l -j- P =
compressive stress in the horizontal strut at the top-floor level.
In like manner, T3 = [—- + 2P) sec 6.
The tension in the diagonal rods w
loads on the windward columns, and an equal increase in loads
3
The tension in the diagonal rods will cause a decrease in
*62 ARCHITECTURAL ENGINEERING.
on the leeward columns. Calling this increase r decrease
Vl , we have
Vl - -^-, where ^ = -^.
In a similar manner,
2 - / » 3 - f '
Vz must equal f^2 -f- the vertical component of the diagonal
Ts, or Fg = — V2 -j" jT3 sin 0. This will serve as a check on
the calculations.
These wind loads Vlt V2, etc., must be added to all the
other regular loads on the columns. In the columns i, 3,
etc., the direct or dead-loads carried by the columns resist the
upward vertical components of the stresses in the rods con-
nected to the bottoms of these columns. Thus the dead-load
in column 3 is reduced by the full amount of the upward com-
pressive strain from wind in that column, or F2, and if this
amount were to equal or exceed the dead- load in column 3,
tension would occur in the connection of this column to the
one below.
It will be seen that the increment to the stress V at each
floor may be eccentric, as shown in Fig. 155, the length of the
arm equalling the distance from the point of attachment to the
horizontal strut, to the centre of the column itself. If this
connection were at the axis of the column, the eccentricity
would be reduced to zero, and the eccentric load become a
dead-load.
Take the case of a typical skeleton building, fourteen
stories in height, of 12 ft. each, 24- ft. front, and columns
spaced 12 ft. apart in the depth of the building. Assuming
that stiffness against side-yielding alone is necessary, place
diagonal members in each story, as in Fig. 149, utilizing the
floor-girders as struts, with the columns as chords. At 30 Ibs.
WIND-BRACMG.
263
per sq. ft. wind pressure the panel-load equals 4,300 Ibs.
Considering the protection afforded by neighboring buildings,
the point of application of the resultant wind pressure will be
taker at two-thirds of the height of the structure above ground.
^•^v^rfcT The total shear will then equal about
60,000 Ibs., or 30 tons. In the basement
panel, then, sec 0= 1.12, giving 33.6
tons tension in the cellar diagonal. The
moment of the resultant wind pressure
= 30 X n8 = 3,540 foot-tons, and this,
divided by 24, gives 147 \ tons compression at
the leeward foundation. The vertical com-
ponent of the basement diagonal = 15 tons,
leaving a tension of 132 £ tons on the wind-
ward column.
The dead weight, including iron, walls,
floors, filling, etc., will equal about 250
tons for one foundation, while even for a
building with no filling or partitions com-
pleted, the dead-weight is still some 200
tons, thus rendering anchorage unneces-
sary.
If, in the same cross-section of the
building, n bays not adjacent are braced
by means of diagonal rods, the tension T
-f*
i
i
i
i
j
1
i
\
\
\
^
t*t
i
\
\
i
!
i
j
^M
*
5
<r>
*
\
i
j
X
X
^
X
X
X
X
X
X
X
X
\
4
X
i
r—&j-'o"-*
FlG. 149. — Figure
showing Typical
Sway-rod Bracing.
P f rl
becomes 7\ = ^ sec 0, and Vl = -*£.
The bracing in Fig. 144 may easily be analyzed in a
manner similar to the above.
Sway-bracing, Examples of. — One of the highest build-
ings in Chicago is the Masonic Temple, 273 ft. 10 ins. from
grade to top of coping. A cross-section of this building is
shown in Fig. 150, with one system of bracing-rods. It will
be seen that a combination of forms (i) and (2) was used, the
264
ARCHITECTURAL ENGINEERING.
bracing being arranged to suit halls and doorways. In this
building the sway-rods were not connected to the floor-beams
themselves, but to special I-beams placed between the columns
and just below the floor system.
In "The Fair" Building, system (i) was used, but with
lattice girders from column to column, serving as struts and
floor-beams at the same time. Gusset-plates were dropped
below the girder to receive the pins for connection with the
turnbuckle rods.
One of the simplest examples of system (i) of wind-bracing
was described by Mr. C. T.
Purdy in the Engineering
^ News, vol. xxvi., No. 52,
•— f the example referred to
FIG. 150. — Cross-section of Masonic Temple,
Chicago, showing Wind-bracing.
FIG. 151.— Floor Plan of
Venetian Building.
being the Venetian Building, Chicago. The floor plan of this
building is shown in the accompanying figure (151), the four
WIND-BRACING.
sets of sway-rods being located as marked. Each set of brac-
ing is therefore figured to resist a wind pressure for an area
the horizontal width of which is equal to one-fifth the depth of
the building, and the height of which is the height of the
building. The area tributary to each floor X 40 Ibs. equals
the horizontal shear at each floor or panel -point, while the
total shear at any floor equals the sum of
the shears acting on the panel-points
directly above, as we have seen before.
It was not considered necessary, however,
to carry the whole amount of this shear
into the steel bracing. The practical con-
siderations which tend to diminish the dis-
torting effect due to a lateral force, decided
that but 70 per cent, of these shears needed
to be cared for by the bracing, leaving 30
per cent, to be taken up by the other
factors. The strains and sections for one
bay are here given (Fig. 152).
All the columns affected by this brac-
ing were made continuous from the foun-
dations to the second-floor level, and
portals were used to take the place of the
diagonal rods in two instances v/here rods
were out of the question. This occurred
on a main floor devoted to large banking-
rooms. The bending moments due to
FIG. 152. — Wind-brae- ,
ing in Venetian Build- theSC P°rtals Were taken UP in the Columns.
ing. In the case where the rods came down to
the first-floor level, the bottom strut was connected to the
columns so as to take both tension and compression horizon-
tally, as well as to resist the component of the rod strains.
This insured the resistance of both columns to the horizontal
thrust of the strut, whichever pair of rods was strained, and
266 ARCHITECTURAL ENGINEERING.
the columns were calculated to resist the bending moment
incurred, as well as to carry the regular column-loads.
With the use of the portals, the columns were designed to
resist the bending moment which the stopping of the rods
necessitated, and as a further assurance that these connections
should be as strong as the rest of the system, the top connec-
tions of all of the first-floor beams were omitted, and the clear-
ance spaces between all the beams and columns were driven
tight with thin metal wedges, until the girders and beams
passing along the column axes were continuous and in com-
pression out to the sidewalk walls, which latter are backed by
the solid street.
The horizontal channel-struts are shown in Fig. 153.
FIG. 153.— Detail of Channel-struts. Venetian Building.
They were used as shown up to and including the seventh
floor. A lighter section was used for the floors above. A
slight connection only was made between the channel-struts
and the columns. The struts were planed at both ends, with
no clearance, thus making butt joints with the columns. A
bent plate between the channels provided holes for four rivets
connecting to the columns, but they were hardly necessary.
Underneath the ends of these struts a cast-iron block was
bolted to the column and supported by two bracket-angles
beneath, with sufficient rivets to resist the vertical compression
of the rods in this direction (see Fig. 154).
Above the ends of the struts other cast-iron blocks were
used, planed top and bottom, thus allowing them to fit in
WMD-BRACMG.
267
tightly between the tops of the struts and the cap-plates of the
columns. These blocks, therefore, fitted into the recesses
made by the flanges of the Z-bars so closely that the f-in.
cap-plates were brought into direct shear entirely around three
sides of the blocks. The shear resistance of the plate,
together with the weight of the beam on it, was more than
sufficient to resist the upward vertical component of the rods.
Such cast-iron blocks in this connection are very convenient
FIG. 154.— Detail of Channel-Strut
Connections. Venetian Building.
FIG. 155.— Partial Cross-section
of Venetian Building.
for use, for it often happens that the bracket-angles cannot be
brought directly under the channels of the struts, and the
medium between the strut and the bracket-angles must act as
a beam as well as a filler. Fig. 155 shows a partial cross-
section of the building with doorway, etc. This shows the
reason for placing the pin-points so far from the column-
centres. The channel-struts are reinforced with cover-channels
268
ARCHITECTURAL ENGINEERING.
to resist the bending moment on the strut caused by thus
moving the pin-centres.
The diagonal rods in this building were proportioned on a
basis of 20,000 Ibs. per sq. in. All rods had turnbuckles,
and no rods were of an area less than $ in. square. The
Ashland Block, by Burnham & Root, Chicago, has longer
struts than those in the Venetian Building, 15-in. channels
being used in the floors, acting both as struts and floor-beams.
Portal Bracing (3), Analysis of — The third method of
wind-bracing, called the portal system, may be analyzed as
follows (see Fig. 1 56) : Taking the upper floor first, the
K --- X --
r—%4
•Z,
•&
"77
i
i J
!
I
J_
cr
FIG. 156. — Figure showing Analysis of Portal Bracing.
external force Pl may be considered as producing equal hori-
zontal reactions at the bottoms of the portal legs, or at the
W1KD-BRACMG. 269
p
floor-level, equal to — each. A wind moment M is also pro-
duced at this floor-level, or,
TT
M = P\h\ > where frl = — - .
Owing to the rigidity of the framework, this wind moment
will be resisted by the resisting moment of the column sections,
and by the portal connections at the floor-line. This resisting
moment must equal — , where f = the unit-strain on extreme
fibres, yv = distance of extreme fibres from the neutral axis,
and /= moment of inertia of the section. But M=P1hl,
hence/= f
/ will be slightly different on the two sides of the neutral
axis. On the compression side of the bay, / will be taken as
the moment of inertia of the section of the column and the
portal, while on the tension side, / must be taken for a section
of the column and the bolts securing the portal to the floor-
beam or to the portal below. If a splice occurs in the column
on the tension side, / must be taken for the sections of the
bolts connecting the cap-plates of the column, and for the
bolts through the portal and floor-beam.
The decrease of load on the one column, and the equal
increase in load on the other column will be as before, or
In column 2, the vertical column-load Vl due to
wind must be added to the regular column-load, the same as
in previous discussion. V^ must also equal the shear on all
vertical planes.
The horizontal shear along the line aa — Pl , while the
horizontal shear in either leg or portal or at bottom of leg
p
= — . These shears will determine the thickness of the webs.
2
270 ARCHITECTURAL ENGINEERING.
The connections of the portal to the column on either side
must equal the total vertical shear.
Taking moments about the line dd, it will be found that
2M = O. That is, there is no bending moment along the
line dd, and neither the floor-beams nor portals are strained by
bending moment along this line.
For a maximum stress in the flange C take a point in
flange A, distant x from line dd, and distant j/, at right angles,
from flange C. Then x times the vertical shear divided by
y = stress at section taken, and this is maximum when — has
y
its maximum value. The stress in the flange A may be
obtained in a similar manner.
The leg of the portal, including column 2, may also be
p
taken as a cantilever, with the two forces — and Vv acting on
it. The flange C will be in compression, the column itself
acting as a tension chord. Assume a point on the centre line
of the column, distant xl from bottom of leg, and at distance
yl from the flange C, at right angles. Then — — I = strain in
2y\
flange C, and this is maximum when — is maximum. There
is a slight error in this treatment, but it is on the side of safety.
If the flange C is proportioned for these maximum stresses, the
requirements will be fulfilled.
In the second story from the top, Vz = -~ , considering
P2 = 2/\ , or that the stories are of equal height. The con-
centric load Fj in column 2 from the column above, and its
equal reaction, may be omitted in a calculation of the strength
of the portal-bracing (as they are applied along the same
straight line), as may also the equal negative effects in
column i.
WMD-BRACMG
271
The vertical shear in this second-story bracing will equal
S2 = Vz — Vr The horizontal shear across the top of the
p
portal = P2 , while in either leg the shear == — -.
Portal-bracing, Examples of. — One of the first attempts
at a portal system in building construction was through the use
of a portal-strut used in the older portion of the Monadnock
Building, as in Fig. 157.
I f^._
FIG. 157. — Portal-strut used in Monadnock Building.
The portal system (3) was used in the Old Colony Building,
Chicago, completed in 1894. The portals are placed at two
planes in the building — a cross-section of one set being shown
in Fig. 158. Wind pressure was figured at 27 Ibs. per sq. ft.
FIG. 158. — Cross-section showing Portals in Old Colony Building.
on one side of the building at a time. Each portal was cal-
culated independently for the sections of both top and bottom
272
ARCHITECTURAL ENGINEERING.
flanges, thickness of web, cross-shear on rivets connecting the
curved flanges, and for all splices and connections. A detail
of one portal is shown in Fig. 159. This arrangement of
U
FIG. 159. — Detail of Portal in Old Colony Building.
wind-bracing proved very satisfactory in all respects, and,
according to the designer, was cheaper in the end than the
sway-rods provided in the first design ; but the writer would
question whether portal-bracing can be provided cheaper than
tension-rods, as claimed. With good details in connections
and proper regard for their location in the original planning of
the building, sway-rods can be used without great expense or
trouble. The portal arrangement certainly makes a fine
interior appearance if the arched openings are given a slight
decorative treatment in plaster, as was done in the Old Colony
Building. The floor plan will generally govern the use of
W1KD-BRACMG.
273
either one or the other system, whether the rooms are to be
connected by large openings or small doorways.
Knee-braces (4), Analysis of. — The system of knee-
braces, or arrangement (4) for wind-bracing, is not an
economical method, as it produces heavy bending moments in
both the horizontal struts and in the columns themselves. This
system may be analyzed as follows (see Fig. 160):
6
\ /i--*—
*^f
i
t
£•—*
i
\
i
^JL. >
\
^
i
A
\
\
\ \
1
.1.1
FIG. 160. — Figure showing Analysis of Knee-bracing.
p
The shear at the top-floor level will be — at each column.
P h
Then as before, V^ = — j-1.
The tension in the brace cb is nearly
r = ff = .
2 ' l ' /j 2/j '
There will be an equal amount of compression in the opposite
brace. This suggests the use of knee-braces capable of resist-
ing both compression and tension. There will be a bending
P h
moment at C whose value is approximately M = — • . — =
1 ". The factor — is used, as the column is considered as
274
ARCHITECTURAL ENGINEERING.
square-ended and fixed by the static load and by bolts. This
bending moment will also exist at d.
Ph./
At b there will be a bending moment Ml = V^ = — l~r^-
Knee-braces, Examples of. — This type of wind-bracing
was used in the Isabella Building, by W. L. B. Jenney, archi-
tect, as shown in Fig. 161.
FIG. 161. — Detail of Knee-bracing. Isabella Building.
A modification of the knee-brace system of wind-bracing
was employed in the new Fort Dearborn Building (1894-95),
by Jenney & Mundie, architects, Chicago. In this case a wind
load of 40 Ibs. per sq. ft. was taken, and the assumption made
that 25 per cent, of this wind load would be resisted by the
rigid connections provided between the columns and the floor
system, leaving 75 per cent., or 30 Ibs. per sq. ft., to be taken
up by the exterior columns. This was done by using channel
girders between the columns in the exterior walls, with gusset-
plate connections to the columns, as shown in Fig. 162, lo-in.
and i2-in. channels being used generally. In the lower stories,
WIND-BRACING.
275
where the wind moment necessitated it, a double system of
gusset connections was used, under and above the channel
girders.
MM1
I
FIG. 162. — Detail of Channel-struts and Gussets.
Fort Dearborn Building.
Lattice Girders (5), Analysis of. — Referring to Fig. 163,
the external wind pressure for the panel in question may, as
before, be represented by Pn , this being for a superficial area
extending half way to the next bracing members, both hori-
p
zontally and vertically. — may then be considered as applied
in a line with each chord of the girder. The horizontal shear
due to the force Pn must then be resisted by the two columns
at any and all points between the lower line of the girder and
the top line of the girder below. Hence the foot of each
p
•column must resist the shear — -. Also, if Ps represents the
276
ARCHITECTURAL ENGINEERING.
shear from all the stories above the bracing in question, — -
will equal the shear at the foot of each of the upper columns,
P JL.p
and will be the total shear at the foot of each of the
columns in the story under consideration.
n
I
c
LT 1 iU
FlG. 163. — Figure showing Analysis of Lattice-girder Bracing.
If the compression in the leeward column or the decrease
in load in the windward column is called V as formerly, for
the story in question, and if VH represents the same forces in
the story above, then
This value of V is a live load due to the wind forces, and
must be added to the other column loads as in previous
examples.
WMD-BRACMG.
277
The compressive stress in the upper flange of the girder,
or member ac,
,, , „
' 2 "'
The stress in the lower flange of the girder, or member bdy
which is also compression,
Considering the columns as fixed at both ends, the maxi-
mum bending moments will be at the points b and d, and will
be equal to
2 X ~^~~ X k* =
The columns must be designed
to resist this bending moment as
well as the vertical loads. This
would suggest that in narrow build-
ings of considerable height, the
columns be made of such form as
to give a greater width or depth in
the narrow direction of the struc-
ture than is provided lengthwise,
thus providing in the form for this
additional moment.
The values V previously derived
may be obtained somewhat more
simply by using the notation given
in Fig. 164.
Let/ = wind pressure per lineal
foot Of height; riG.l64.-Analysi.of
h^ = distance from roof to girder Bracing.
foot of columns of story in question ;
h = distance from foot of columns in question to line
midway between girders in story in question and
story below.
4
fly
ffoof
f^
2
t
z
i
3
&+
4-
4
S
6
Pr
—?f-
r^i
,._.j ,
2 78 ARCHITECTURAL ENGINEERING.
Then P7 = p(h7 — h), and
„
' I 2l
This value of V should correspond with that previously
given.
Lattice Girders, Examples of. — Lattice girders as here
described are almost invariably used in supporting the floor-
loads for the tributary areas, the floor-beams being carried at
the panel-points of the latticed members. Also, when located
within the exterior walls, the girders serve as spandrel sup-
ports as well, thus carrying the wall-loads story by story.
The girders consequently perform a twofold service — they
support vertical floor- and wall-loads and, at the same time,
serve as struts for the transmission of wind strains.
In proportioning such members, they should first be cal-
culated for the vertical loads — either for the floor- or wall-
loads, or both, after which the sections of the upper and lower
flanges should be increased to provide for the additional wind
strains here given. The diagonals or lattice members should
also be somewhat increased in section, thus providing for suffi-
cient rigidity between the flanges. The girders are usually
made the full depth of the spandrel, reaching from just above
the top of one window to immediately below the sills of the
windows in the next story above.
In some cases, where double-story column lengths are
employed, lattice girders of this type are placed at the column
joints only, that is, in alternate stories. In the intermediate
stories, the usual spandrel-beams or channels are inserted.
This practice greatly increases the bending moments on the
columns, and is not advisable in extremely high or important
work.
Fig. 165 illustrates a diagram elevation of the framework
of the south wall of the Park Row Building, showing the
tWND-B&JCING.
279
combined use of lattice, plate, and box girders, angle-braces,
and sway- rods. A good example of lattice girders was also
employed in the Tract Society Building, New York City.
In the Reliance Building, Chicago, 55 ft. wide and 200 ft.
FiG.i6s. — Diagram Elevation of Park Row Building, showing Wind Bracing,
high, 24-in. plate girders were used between all outside
columns, the connections to the columns being made vertically
to the webs of the girders, as shown in Figs. 103 and 126.
In the very narrow ic-story Worthington Building, Boston,
the wind strains were cared for without the aid of any diagonals
or portals by making the corner columns of two heavy web
plates, one in each wall plane, which thus acted as vertical
280 ARCHITECTURAL ENGINEERING.
plate girders. The intermediate wall columns are also built
up of plates and angles, but of large superficial areas. The
columns are united by continuous lines of plate girders, serving
as both wall- and floor-girders as well as for the transmission
of wind strains, the total wall area thus appearing much like
a solid metal diaphragm or sheet, perforated by window areas.
In this building some of the plate girders are arranged with
sliding-shelf seats and slotted holes, so as to provide for
expansion and contraction under variations of temperature.
Deflection or Vibration. — For the theoretical limit in the
height of a building, considering the wind pressure, we may
assume that the wind acts against the building in a horizontal
direction, so that the structure may be taken as being under
the same conditions as a uniformly loaded beam, fixed at one
end and with the other end free. If this were actually the
case with a steel beam, we should make the depth of the beam
such that it would deflect less than the amount necessary to
crack the plaster. If the beam were supported at both ends,
this depth would be one twentieth of the span.
The lengths under these two conditions, to secure the same
deflections, must bear the relation one to the other as 0.57
to i.
If, then, we have an office building or any skeleton struc-
ture 25 ft. wide, and make the height twenty times the width,
the building would be 500 ft. high, and reducing this in the
above ratio, we have 285 ft.
This height would give a theoretical deflection of some
8 ins. or 9 ins. , which would throw the centre of gravity of the
upper wall beyond the outer edge. The maximum allowable
deflection would be about 2^ ins. or 3 ins., and this would give
a height of from 70 to 95 ft.
The load effect on a uniformly loaded cantilever is four
times that for a uniformly loaded beam supported at both ends.
If we work on the assumption that the building is analogous
WIND-BRACING. 2 8 1
to the cantilever beam, and make its height one fourth as great
as we would if it were supported at both ends, we should have
the depth to the length about as I to 5. This would give a
height of 125 ft.
Some careful experiments, however (see Engineering
News, March 3, 1894), on the deflections of tall skeleton-con-
struction buildings in Chicago, tend to show that any actual
deflections in well designed and carefully constructed buildings,
under very heavy winds, are far less than any theoretical
assumptions. Two sets of tests were made, one on the
Monadnock Building of seventeen stories, and the other on
the Pontiac Building of fourteen stories. Observations were
made with transits set in sheltered positions, and these obser-
vations were checked by means of plumb-bobs, suspended in
the stair-wells from the top floor.
The vibrations in the Monadnock Building from west to
east, or in its narrow direction, were from J in. to ^ in. The
plumb-bob test, however, showed the greatest variation to be
in a north and south direction, or longitudinally; but as the
walls in three of the four separate divisions of this building are
of solid brickwork, from 3 ft. to 6 ft. in thickness, and the
length is several times the breadth, it is difficult to believe that
any actual longitudinal deflection could be detected.
In the transverse deflections the transits showed a greater
deflection in the veneer portion of the building than in the
more solid parts, as would very naturally be expected. The
time of a complete vibration was two seconds.
The experiments on the Pontiac Building, which is of the
veneer type, compared very closely with those on the Monad-
nock Building, except that the amplitude of the vibration was
less in the former building, due to its somewhat more sheltered
position. The same peculiarity of an apparently greater longi-
tudinal vibration was noticed here also. The wind was from
the northwest, and registered eighty miles per hour.
282 ARCHITECTURAL ENGINEERING.
Veneer or skeleton construction has been adopted in San
Francisco, where the fear of earthquakes has, heretofore, been
sufficient to keep investors from erecting high buildings. The
new Chronicle Building and the Croker and Mills buildings
are of the veneer type, twelve stories and over in height, and
have served as precedents in that locality.
In 1897, a still higher structure, namely, the Spreckels
Building, was erected after advanced methods. This building
is for office purposes, the height being 19 stories, or 300 ft.
above the sidewalk. An earthquake shock which disturbed
that locality in the spring of 1 898 was reported to have caused
the building to rock and sway, but to have left it practically
uninjured.
Building Laws. — The building laws of Greater New York
require the following provisions as regards wind forces:
" All structures exposed to wind shall be designed to resist
a horizontal wind pressure of thirty pounds for every square
foot of surface thus exposed, from the ground to the top of the
same, including roof, in any direction.
"In no case shall the overturning moment due to wind
pressure exceed seventy-five per centum of the moment of
stability of the structure.
4 'In all structures exposed to wind, if the resisting
moments of the ordinary materials of construction, such as
masonry, partitions, floors, and connections are not sufficient
to resist the moment of distortion due to wind pressure, taken
in any direction on any part of the structure, additional bracing
shall be introduced sufficient to make up the difference in the
moments.
" In calculations for wind-bracing, the working stresses set
forth in this Code may be increased by fifty per centum.
" In buildings under one hundred feet in height, provided
the height does not exceed four times the average width of the
base, the wind pressure may be disregarded."
WIND-BRACING. 283
The Chicago building ordinance makes the following
requirements :
" In the case of all buildings, the height of which is more
than one and one-half times their least horizontal dimension,
allowances shall be made for wind pressure which shall not be
figured at less than thirty pounds for each square foot of
exposed surface. In buildings of skeleton construction the
metal frame must be designed to resist this wind pressure. ' '
The building laws of Boston and Philadelphia contain no
reference to wind pressures.
CHAPTER IX.
FOUNDATIONS.
No part of the architect's or engineer's work requires more
care than the successful planning and carrying out of the foun-
dation design. The importance of an adequate foundation
has, fortunately, been pretty generally realized at all times;
but where the architect or engineer was formerly called upon
to meet only comparatively simple conditions in building prac-
tice, namely, the designing of offset masonry foundations for
buildings of no great height where little or no thought for
adjacent work was required, present conditions of foundation
design in large cities often make an exceedingly complex
problem. The architect must now deal with large concen-
trated loads for buildings of great height and often of very
small area; he must frequently build on treacherous soil, and
thus be required to find expedients to supplement the natural
weakness of the foundation bed by artificial means ; the safety
of surrounding structures must be preserved during building
operations ; and means must be provided to guard against the
undue settlement of, and consequent damage to adjoining
buildings.
Foundation design for important structures will be found
to differ widely in various cities or localities, owing to the
great differences in the character of the underlying material.
Thus, in Chicago, surface foundations predominate in high
building design; in Boston, piles are used very extensively;
and in New York City pneumatic foundations to bed-rock or
hard pan have been largely used since the introduction of
skeleton methods. All of these types will be explained more
or less fully in this chapter, but successful and economical
284
FOUNDATIONS.
285
foundations are so largely matters of good judgment and
experience, that general descriptions only may be attempted
as guides to conditions arising in actual practice.
Bearing-power of Foundation Materials. — The safe loads
which may be applied to foundation soils naturally vary greatly
according to the character or composition of the stratum to be
built upon, or upon the character of the underlying but invisi-
ble subs oil. It will not be sufficient to base any decided
opinions upon what may be seen only. An examination
below the surface is indispensable for all materials except firm
rock, unless precedent has unquestionably established safe
•unit-loads.
Foundation materials vary in reliability from rock bottom,
hard and compact and in natural bed, to poorer or "rotten "
rock formations, clayey soils, gravel, or, finally, to such
unstable bottoms as mud, marshy ground, or quicksand. For
complete data as to the bearing power of these different
materials, and for a great range of valuable information per-
taining to foundations, reference may be made to " A Treatise
on Masonry Construction," by Prof. I. O. Baker, or to
"A Practical Treatise on Foundations," by W. M. Patton.
The following table, giving the average safe bearing-powers of
soil, is taken from Prof. Baker's work:
Kind of Material.
Safe Bearing power
in Tons per Sq. Ft.
Min.
Max.
Rock — the hardest — in thick layers, in native bed
2OO
25
15
5
4
2
I
8
4
2
0.5
30
2O
IO
6
4
2
IO
6
4
I
" ii 11 ii brick "
Clay, in thick beds, always dry
" clean dry
286 ARCHITECTURAL ENGINEERING.
For ordinary soils it is therefore generally safe to assume a
capacity of from 2 to 4 tons, or 4,000 to 8,000 Ibs. per square
foot, while for soft or treacherous soils, or those resting on soft
strata, the load should not exceed I to 2 tons, or 2,000 to
4,000 Ibs.
In building a structure of any importance upon soft or
yielding material, either because of the difficulty or expense in
reaching a firm bottom, it is not always sufficient that the
weight upon the soil should cause no injurious settlement; for
if such material as mud or fine wet sand is heavily loaded and
not confined, the lateral escape of the semi-fluid mass may be
permitted by near-by excavations or building operations, or
even by excavations at a considerable distance. Such lateral
escapement may result in serious settlement to the structure,
or in great expense and trouble to adjacent owners, even
where the building laws may have been technically complied
with. If any possibility of lateral relief exists, equity to all
should dictate the use of deep foundations or piles to solid
material. It has been claimed that an excess of settlement
has resulted in certain structures in New York City, lying near
the water-front, due to this flow of underlying soft soil.*
In compact clayey soils, the large experience gained on
such foundation material in Chicago goes to show that no per-
ceptible lateral movement occurs; for with very heavy build-
ings on either side of the street, the soil would naturally fol-
low the line of least resistance, and show upheaval or disturb-
ance of piping and pavements. This tendency has never been
noticed, and it is therefore presumed that the settlement which
does occur results from the gradual squeezing out of the
water in the clay.
Rock foundation is seldom loaded to the full capacity, even
under greatly concentrated loads. In New York City, the
* See "Concerning Foundations for Heavy Buildings in New York
City," by Chas. Sooysmith, Trans. Am. Soc. C. E.f vol. xxxv.
FOUNDATIONS. 287
hard stratum, where not rock, is usually found to be a very
firm and compact mixture of silt, clay, and gravel, containing
stones of various sizes. This is generally called hard-pan,
but is sometimes termed rock on account of its exceeding hard-
ness. The safe bearing capacity is considerably in excess of
the usual pressure per square foot for concrete bases, viz. , 1 50
Ibs. per sq. in., or 10.8 tons per sq. ft.
Bearing Pressures: Building Laws. — The "Bearing
Capacity of Soil ' ' is thus specified in the Greater New York
Building Code :
' ' Where no test of the sustaining power of the soil is made,
different soils, excluding mud, at the bottom of the footings,
shall be deemed to safely sustain the following loads to the
superficial foot, namely:
' « Soft clay, one ton per square foot ;
"Ordinary clay and sand together, in layers, wet and
springy, two tons per square foot;
"Loam, clay, or fine sand, firm and dry, three tons per
square foot;
"Very firm, coarse sand, stiff gravel, or hard clay, four
tons per square foot, or as otherwise determined by the Com-
missioner of Buildings having jurisdiction. "
The Chicago Building Ordinance requires the following:
" If foundations of other materials than piles are used, they
shall be so proportioned that the loads upon the soil shall not
exceed the limits for different kinds of soil than those hereafter
given, to wit :
1 ' If the soil is a layer of pure clay at least fifteen feet thick,
without admixture of any foreign substance excepting gravel,
it shall not be loaded more than at the rate of 3,500 pounds
per square foot. If the soil is a layer of pure clay at least
fifteen feet thick and is dry and thoroughly compressed, it may
be loaded not to exceed 4,500 pounds per square foot.
' ' If the soil is a layer of dry sand fifteen feet or more in
288 ARCHITECTURAL ENGINEERING.
thickness, and without admixture of clay, loam, or other
foreign substance, it shall not be loaded more than at the rate
of 4,000 pounds per square foot.
"Foundations shall not be laid on filled or made ground,
or on loam, or on any soil containing admixture of organic
matter.
" If the soil is a mixture of clay and sand, it shall not be
loaded more than at the rate of 3,000 pounds per square foot. ' '
The Boston Building Law leaves the determination of the
bearing-power of soils to the discretion of the building authori-
ties.
Examples of Foundation Pressures. — The following data
will serve to show the actual unit pressures on the soil induced
by a number of well-known buildings. These are, however,
of little value in determining the allowable pressure for other
structures, even though very near to the sites mentioned, as
full records of test borings, or samples of the actual materials
encountered are required in all cases for a proper determina-
tion of bearing values.
As examples 'of bearing on rock or hard-pan in New York
City, at the base of caisson foundations, the Manhattan Life
and the Gillender buildings may be cited. The Manhattan
Life Building is seventeen stories high, and is supported on 1 5
caissons, the pressure per square foot at base of caissons being
calculated at 10.8 tons per sq. ft. The Gillender Building,
supported on caissons sunk to bed rock, causes an estimated
unit pressure of 12 tons per sq. ft.
For bearing on sand, the New York "World" Building
resulted in a load of 4.7 tons per sq. ft., some of the resultant
loads being considerably eccentric. The foundations consist
of inverted arches built upon continuous concrete footings, thus
resulting in broad belts of bearing areas. The material of the
site was fine dense sand.
The St. Paul Building (see Frontispiece) is built upon an
FOUNDATIONS. 289
extremely compact sand, overlaid with fine sand. The foun-
dations consist of a steel and concrete grillage covering the
entire lot area, the resultant pressure being 3.2 tons per sq. ft.
The Spreckels Building, San Francisco, 310 ft. high, is built
upon a very similar grillage covering the entire foundation
area, the pressure being 4,500 Ibs. per sq. ft. on a dense wet
sand.
"The Washington Monument, Washington, D. C., rests
upon a bed of very fine sand 2 ft. thick underlying a bed of
gravel and bowlders; the ordinary pressure on certain parts
of the foundation is not far from 1 1 tons per sq. ft. , which the
wind may increase to nearly 14 tons per sq. ft." *
In Chicago, the soil underlying the city consists of loam
or made ground to a depth of 12 or 14 ft. below the sidewalk
grade, below which there is a layer of blue clay, sometimes
termed hard-pan, from 6 to 10 ft. thick. Below the firm layer,
the material changes to different grades of soft and saturated
clay, which again becomes hard and firm at a depth of 50 to-
60 ft. Limestone bed-rock is found at from 40 to 80 ft. below
the street-level.
The upper stratum of hard clay is used for the support of
the grillage foundations, and custom has established a unit
pressure of from 3,000 to 4,000 Ibs. per sq. ft. From 3,000 to
3,500 Ibs. has been found to give the best results. "The
Fair " Building was loaded to 2,850 Ibs. per sq. ft. on the soil,
this being more conservative than average practice. The
Y. M. C. A. Building loaded the clay to 3,500 Ibs. per sq. ft,
and the Monadnock Building to 3,750 Ibs. per sq. ft.
" In the case of the Congressional Library, the ultimate
supporting power of < yellow clay mixed with sand ' was 13^
tons per sq. ft. ; and the safe load was assumed to be 2\ tons
per sq. ft. " t
* See "A Treatise on Masonry Construction,'' I. O. Baker, page 192.
\ Ibid. '
290 ARCHITECTURAL ENGINEERING.
In Boston, dry compact clay is loaded to 3 tons per sq. ft.
Test Loads. — If foundations are to be constructed in or
upon compressible soil, tests of the bearing capacity of the
material are desirable if any doubt exists as to safe unit-loads.
Such tests are often resorted to where raft or grillage founda-
tions are employed, or for pile foundations.
Tests to determine the bearing-power of the soil at the site
of the Chicago Masonic Temple were made by supporting an
iron tank on a plate of 2 sq. ft. area.* In one test the plate
rested directly on the hard-pan, and in the second test it was
placed at the bottom of a hole 2 ft. 4 ins. deep in the hard
pan. The tank was gradually filled with water, and the settle-
ments were noted under the varying loads. The time of
observations extended over four and six days, respectively, in
the two tests. These tests showed that it is safer never to
descend below the top of the hard pan in such clayey founda-
tion material as exists in Chicago.
Test loads to determine the bearing capacity of piles are
sometimes made by loading a pile or a group of piles with a
box of sand or other material, and noting the settlements.
Groups of piles were thus tested on the sites of the World's
Fair Buildings at Chicago, the piles being driven to different
depths, to ascertain the differences in settlement under a
uniform load.
The Chicago Library foundations are among the most care-
fully executed pile foundations in Chicago. Under the walls
of this building three rows of piles were driven, and the tests
were made as follows: To give the conditions as they would
be in the final structure, three rows of piles were driven in a
trench, and the middle row was cut off below the other two,
thus bringing all the bearing on four piles only (two in each
outside row), but thereby allowing the outside rows to derive
* See E. C. Shankland in Minutes of the Proceedings of the Institution
of Civil Engineers, vol. cxxviii.
FOUNDATIONS. 291
the benefit of the compression of the earth due to the driving
of the central row. The work was done by a Nasmyth
hammer, weighing 4,500 Ibs., falling 42 ins., and having a
velocity of 54 blows per minute. The last 20 ft. were driven
with an oak follower. The piles were driven at 2£ ft. centres
to a depth of 52 ft., 27 ft. into soft clay, 23 ft. into hard clay,
and 2 ft. into the hard-pan. Their average diameter was
13 ins., and the area at the small end 80 sq. ins.
The bearing-power of the hard-pan was taken at 200 Ibs.
per sq. in. Rankine's formula gives about 170 Ibs. The
extreme average frictional resistance per square inch of the
sides of the piles, deduced from experiments under analogous
conditions, was 15 Ibs. per sq. in. The extreme resistance at
the pile point was 200 Ibs. X 80 = 1600 Ibs. The average
external surface of one pile equalled (52 X 12 X 41) = 25,000
sq. ins. At 15 Ibs. per sq. in. this gives 375,000 Ibs., or 195^
tons. Disregarding the point resistance, the bearing-power
of a pile would be about 187 tons.
Assuming the ultimate crushing strength of wet Norway
pine not over 1,600 Ibs. per sq. in., and with a factor of safety
of 3, the safe load will be not over 533 Ibs. per sq. in. The
piles were taken at an average area of 1 1 3 sq. ins. , which gives
not over 60,230 Ibs. per pile, or about 30 tons. This gives a
factor of 3 for crushing, and a factor of 6 for the frictional
resistance of the soil. If the timber were loaded at one half
its ultimate strength, 45 tons could be used per pile.
A platform to hold a load of pig-iron was built resting on
the outside rows of piles, and the weight was gradually
increased until at the end of eleven days the mass was 38 ft.
high, weighing 404,800 Ibs. on 4 piles, or about 50^5- tons per
pile. Levels were taken at intervals of two weeks, and as no
settlement was observed, 30 tons per pile was considered a
safe load.
Tests were also made of drawing piles at this site, and an
292 ARCHITECTURAL ENGINEERING.
ordinary pile, driven in clay to a depth of 45 ft., gave 45,000
Ibs. resistance.
A very interesting test of the bearing capacity of a founda-
tion soil was made at the time of erecting the St. Paul Build-
ing, New York. This structure is 25 stories high, and the
ratio of height to width is unusually great, as may be seen in
the Frontispiece showing a view of Post-office Square, with
the St. Paul Building to the right.
The character of the foundation material was found to con-
sist of bed-rock (at a distance of about 86 ft. below the street-
level), overlaid with a fine but extremely compact sand which
was considered capable of sustaining at least 4 or 5 tons per
sq. ft. The architect, Mr. Geo. B. Post, therefore decided to
excavate to the fine sand found just below the water-level, and
to cover the entire site with a solid protective layer of concrete,
12 ins. thick, upon which the grillage footings were to be
placed. These steel grillages were designed to distribute a
uniform pressure of 3.2 tons per sq. ft., with an attendant
uniform settlement of -f of an inch ; and as pumping tests had
failed to show any disturbances in the adjacent sand, and
furthermore, as both the ' ' Times ' ' and ' ' World ' ' buildings
had been founded upon practically the same strata of sand
nearby, with heavy loading and satisfactory results, it was
thought that the proposed construction would prove very satis-
factory.
The above decision of the architect, however, was publicly
questioned, and as even very slight inequalities of settlement
might prove serious in so high and narrow a building, it was
decided to make a careful experimental test. This was con-
ducted by Mr. Theodore Cooper as follows :
On the sand bottom of a hole cut in the concrete, a 12-in.
by 12-in. stick was placed on end on March 26, 1896, and this
was loaded gradually until, on April 8, the gauge showed a
settlement of £J- of an inch, under a load of 13,000 Ibs. No
FOUNDATIONS, 293
additional settlement was caused by pouring water into the
test-hole. It was then decided to examine the effects of
cutting a second nearby hole in the concrete bed, so a new
hole was made 4 ft. 6 ins. from the first. As no new evidence
of settlement occurred under the new conditions, 21 ins. of
water was poured into the first test-hole, and this was soon
visible in the second opening through the effects of moisture in
the sand. Both holes were then filled with water and allowed
to remain until the following day, and as no added settlement
resulted to the test-load, nor any uplifting of sand in the second
hole occurred, the test was considered as warranting the archi-
tect's design in all particulars.
Test Borings. — Unless repeated precedents of identical
conditions exist, an accurate knowledge of the underlying
foundation material is plainly a requisite of the utmost impor-
tance before an intelligent foundation design can be even
approximated. A sufficient number of borings or soundings
from which to judge existing conditions will always prove both
time and money well invested.
The number of test borings required for any particular site
will largely depend upon the nature of the subsoil, and upon
the character of the proposed foundations. If the underlying
material is known by previous experience to be comparatively
homogeneous, and if the character of the foundations is such
that reasonable variations in the subsoil are no particular
obstacles, a few borings only may be sufficient to give a com-
paratively accurate knowledge; but if pneumatic foundations
are to be employed, or if the character of the substrata is
liable to considerable variation as to depth or composition,
then it will be found best to provide borings at more frequent
intervals, — sometimes several borings within the limits of each
pier. For the new Post-office and Government Building in
Chicago, only four borings were made, one at each corner of
the site, and as these were found essentially alike they were
294 ARCHITECTURAL ENGINEERING.
furnished to the contractors bidding on the foundation contract
"as general and not specific information, the contractor
assuming all chances as to the formation of the soil."
Test borings may be made in a comparatively simple,
inexpensive, and still trustworthy manner as follows :
A section of i£-in. or 2-in. iron pipe is first driven into the
ground as far as possible. A length of f-in. pipe is then pro-
vided with a wedge-shaped end or cutting edge, about 12 ins.
long, this being attached by means of an ordinary threaded
coupling. Small holes are provided in the faces of the wedge,
and the section of smaller pipe, with its wedge end, is then
inserted within the large pipe already driven. The upper end
of the f-in. pipe is provided with a special handle or with a
hammer end, this being usually about 12 ins. long with a solid
handle-bar at right angles to the line of pipe, provided hand
pressure is to be used, or with a buffer end or cap in case a
ram or weight is employed. In either case, connection is
made for water-supply by means of a short elbow which will
connect the water-service with the inside of the f-in. pipe, the
water being delivered at a pressure varying from 50 to 100
Ibs., depending upon the service. This is sometimes obtained
from city pressure, sometimes from a hand force-pump, or even
from a steam pump, if upon the premises.
Upon starting the water-supply, the water passes down the
f-in. pipe, through the small holes in the wedge end, and then
upwards between the two pipes, bringing the bottom material
with it, in suspension, and discharging over the top of the
outer tube. As the water scours out at the bottom, the small
tube may be gradually lowered into the subsoil either by
constantly turning the handle at the top, or by means of a light
iron ram, sliding in upright guides and operated by a windlass.
In silt or clay it will not generally be found necessary to lower
the outside pipe with the f-in. pipe, as the hole will remain
FOUNDATIONS. 295
sufficiently large under the water action alone. In gravel or
sand the outer pipe should generally follow the inner one.
To obtain samples of the material being penetrated, the
inner pipe is lifted out at intervals of several feet, the wedge
end is removed, and a special iron or brass tube is attached,
this being usually about 12 ins. long, and slightly contracted
at the lower end. This is then lowered to the bottom and
pressed for its full depth into the material. The pipe is then
raised, and the sample is pressed from the tube and placed in
bottles or jars for later examination.
Bowlders or bed-rock can be told by the sound or rebound
of the pipe. If bowlders are encountered, a new boring must
be started at some distance from the first position. Bowlders,
or a thin layer of rock underlaid by a stratum of soft and
unreliable character, may easily be mistaken for bed-rock.
Adjoining or Party Walls. — Where modern buildings of
considerable height are built next to older structures, the foun-
dations of the new building are almost invariably placed at a
lower level than the foundations of the old adjoining building.
This is because of the present necessity for sub-basements, in
which to place the mechanical plant of the modern building,
and also on account of the desirability of 'carrying the founda-
tions for tall and important structures below the surface-soil,
or to hard-pan or solid rock. Party walls, also, where utilized
by the newer building, are often required to be extended
downwards, to provide deeper basement and sub-basement
room in the new structure than exists in the old.
The present Building Code of Greater New York provides
that ' ' Whenever an excavation of either earth or rock for
building or other purposes shall be intended to be, or shall
be, carried to the depth of more than ten feet below the curb,
the person or persons causing such excavation to be made shall
at all times, from the commencement until the completion
thereof, if afforded the necessary license to enter upon the
296 ARCHITECTURAL ENGINEERING.
adjoining land and not otherwise, at his or their own expense
preserve any adjoining or contiguous wall or walls, structure
or structures from injury, and support the same by proper
foundations, so that the said wall or walls, structure or struc-
tures, shall be and remain practically as safe as before such
excavation was commenced, whether the said adjoining or
contiguous wall or walls, structure or structures, are down
more or less than ten feet below the curb."
If license to occupy the premises of the adjoining basement
space is not accorded, then the owner refusing to grant such
license is obliged to make his own walls secure by proper
foundations; but as few owners would deny such a privilege
when the cost of protecting or renewing their foundations would
fall upon themselves, the responsibility for adjoining or party
walls is usually upon the owners of the new structure.
The construction of the older existing buildings is liable to
be of a far inferior quality, the foundations often consisting of
rubble or dimension stone carried down a short distance only
below the basement grade, while the walls which, in the older
construction, almost invariably support floor- and roof-loads,
are apt to prove of indifferent quality and dangerous to alter
in any way. Great care is therefore necessary in the protec-
tion of the existing work, and as the driving of new pile foun-
dations close to the old wall or foundation would induce jar or
settlement, and as excavation would undermine the support,
some temporary method of securing the original walls must be
resorted to, while the foundations are being either reinforced
or rebuilt. This must almost always be accomplished without
interruption to the business of the adjoining tenants, and it is
not, therefore, usual to disturb the walls above the basement
area. New foundations are built while the superimposed walls
are supported by shoring or underpinning.
Shoring. — Methods of shoring will depend largely upon
the loads to be carried, the conditions at the building site, and
FOUNDATIONS. 297
upon local custom or practice. In some localities, where firm
foundation may be had in the new building site, and where the
load to be carried is not too great, inclined timber shores are
used. These are firmly supported and wedged at their lower
ends, and leaned against the wall to be supported at an angle
of 10° or 15°, and from their upper ends are suspended hanger-
rods, with adjustable turn-buckles, and with large flat hooks
or arms at the lower ends which hook through slots or open-
ings cut in the wall at sufficient intervals to provide adequate
support.
Another ordinary method is through the use of needle-
beams, these consisting of rails, beams, .or wooden girders,
laid through openings cut in the wall near its base. The
needle-beams are supported at either end on cribs or blocking
(usually adjusted by means of jack-screws), their distance
centre to centre being sufficiently small to carry the wall
safely over the intervening spaces. The wall is firmly wedged
over each beam, so that it is properly supported while the
lower portion is removed to permit the construction of the new
foundation. The new wall is built up to the under side of the
supported portion, the joints being well wedged, and after the
mortar has well set, the needle-beams are removed and the
holes are filled up.
In some instances, notably in the building of the founda-
tions for the American Surety Co. 's Building, New York,
where room in the new building site was badly needed, the
continuous row of cribwork or blocking under the needle-beams
was replaced by a truss built directly against the old wall, from
which truss the needle-beams were suspended by means of
adjustable rods. Each end of the truss was supported on crib-
work and jacks, but the intervening space was thus left free
and open for work.* In later cases, small groups of piles
*For complete description, see Trans. Am. Soc. C. E., vol. xxxvii. p. 42.
298
ARCH I TEC TURAL ENGINEERING.
which occupied very little ground space were substituted for
the cribwork, thus leaving the new lot comparatively un-
obstructed.
During the construction of the Standard Oil Co. 's Building,
New York, the side wall of a five-story building, estimated to
weigh about 9 tons per lineal foot, was supported by means of
wooden needle-beams as shown in Fig. 166.* The inner ends
O/d Bu/i
FIG. 166. — Needle-beams used in Shoring at Standard Oil Co.'s Building.
rested on timber blocking, while the outer ends were carried
directly on clusters of piles driven within the site of the new
building; but as it was necessary to leave vacant the spaces
for new pneumatic caissons, and as single needle-beams
between these spaces would be too far apart to support the
intermediate wall, the piles were arranged as shown, capped
with timbers parallel to the wall, and supporting radiating
needle-beams.
In some cases the shoring of the old building which was to
remain has been started before the demolition of the buildings
to be removed. This is done from the basement of the build-
ing to be torn down, and is a saving of time, often of consider-
able importance.
*See the Engineering fiecord. vol. xxxviii. No. i.
FOUNDS TIONS. 299
Underpinning.* — When deep excavations, such as the
pneumatic type or heavy piling, must be conducted for a new
and important structure alongside an adjoining building of
great weight but of unsatisfactory foundation construction,
unquestioned support from either hard-pan or bed-rock is often
desired, and in such cases the ordinary methods of shoring are
impracticable. Underpinning from rock or other reliable
material is now very frequent in important building operations,
•even where hard-pan or rock is found only at very considerable
depths; and this practice has served greatly to lessen the
dangers and difficulties of placing foundations for high buildings
under the very severe conditions imposed by adjacent struc-
tures.
The method of underpinning now employed insures the
rigid support of the adjoining building, "thereby avoiding the
usual, though often small movements which follow the removal
of the artificial supports used during the period of construction, "
and also the freedom from obstruction of the site to be built
upon.
The operation of underpinning, as employed on the build-
ings adjacent to the Commercial Cable and Queen's Insurance
buildings, New York, maybe briefly described as follows: (See
Fig. 167.)
Vertical slots are first cut into the wall to be supported,
one over each supporting pipe, the length being usually 10 or
12 ft., and the width sufficient to receive a pipe of the diameter
calculated as necessary for support. Transverse or cross slots
are then cut at the top of each vertical slot, into which one or
more steel beams are placed and firmly wedged to support the
wall. A length of iron pipe is then placed within a vertical
* For a complete description of this subject, see "The Underpinning of
Heavy Buildings," by Jules Breuchaud, in Trans. Am. Soc. C. E., vol.
300
ARCHITECTURAL ENGINEERING.
slot, and a jack and blocking are inserted between the top of
the pipe and the short I-beams already inserted. The pipe is
then driven into the ground, either by pressure from the jack,
or by aid of a water-jet, until a second section can be added
on top of the first by means of screw couplings, or interior
bolted flanges. By alternate jacking and blocking, this opera-
FIG. 167.— Underpinning at Commercial Cable and Queen Insurance Co.'s
Buildings.
tion is continued until bed-rock or other satisfactory material
is reached.
The top of the last section of pipe driven is left at about
the level of the bottom of the wall, and a second set of hori-
zontal I-beams is then placed directly on top of the pipe, as
shown in Fig. 167. Vertical beams or columns are then
tightly driven between the two sets of I-beams, and the slot
in the wall is filled in with brickwork. The compression of
FOUND A TIONS. 301
the mortar-joints in the brickwork so built in is thus avoided.
One or two pipes only are driven at one and the same time.
For the support of the Western Union Building, see Fig.
167, nine pipes were used to support a side wall 57 ft. long.
The pipes were heavy steam-piping, 10 ins. diameter and f-in.
metal, in lengths of 5 ft., and connected by outside couplings
over butt-joints. Each alternate pipe enclosed a smaller
interior one, placed so as to break joints, the space between
the two being grouted with Portland cement. After the pipes
were driven to hard-pan or bed-rock, they were filled with
Portland-cement concrete.
Two distinct systems of working have been employed.
First, the small-pipe system, in which the diameter of the pipe
is too small to permit of an inspection of the bottom, and where
the tubing is driven to refusal, or until the pressure exerted by
the jack is greater than the final load to be carried by the pipe.
This method can only be used under favorable conditions, for
small pipes are only reliable when driven to hard-pan or rock.
The striking of a bowlder might indicate a sufficient resistance,
and yet quicksand under the bowlder might be drawn off under
the sinking of nearby caissons, and allow a subsequent settle-
ment of the pipe. To be sure of the absence of bowlders,
preliminary test borings should always be made.
The pipes are generally made strong enough to support the
required load before being filled with concrete. If steel or
wrought-iron pipe is used, the outside surface is unprotected,
and ultimate destruction through corrosion cannot be pre-
vented; while cast-iron, which is considered less liable to rust,
is more unreliable under the jack pressure. It has been sug-
gested first to force down a thin steel pipe, and then place a
cast-iron pipe within, filling the intervening space with grout.
The second system of working is through the use of cylin-
ders large enough in interior diameter to permit of reasonably
comfortable access, both for working and for examination. If
302 ARCHITECTURAL ENGINEERING.
the final load on the cylinder is larger than can be exerted by
means of jacking, or if test borings show that obstacles exist,
and the location cannot be changed, large cylinders must be
employed. For this purpose 28-in. and 33-in. diameter cast-
iron columns have been used, of i^-in. metal, where the pipe
was extended to rock bottom or below a stratum of hard-pan
which had to be removed by excavating the hard-pan from
around the lower edge of the pipe. Bowlders were also
removed, and the rock surface prepared for proper bearing.
In such cases, work is usually done under air pressure, an
air-lock being attached to the top of the pipe, and sufficient
air pressure supplied to keep the pipe free from water.
Cast cylinders of this type, 30 ins. in diameter, with a sec-
tional area of 91 sq. ins. metal, have been loaded with from
200,000 to 380,000 Ibs., and some as high as 686,000 Ibs.,
thus giving loads at the foot of the cylinders of 41,200 Ibs. per
sq. in. and upwards, the metal in the cylinders being in general
strained by a compressive force of not over 4,000 to 5,000 Ibs.
per sq. in.
Settlement. — In constructing foundations upon compressi-
ble soils, great care must be given to the question of settle-
ment. If piling is used, driven to bed-rock or hard-pan, or if
pneumatic foundations are sunk to bed-rock, no special thought
need be given to settlement, as none should occur if the foun-
dations have been properly designed and executed; but for all
forms of grillage or raft foundations, resting directly upon earth
or clay, the question of settlement is very important.
The danger to be guarded against is unequal settlement,
for settlement in some degree is sure to follow, and in good
design this is anticipated and provided for in fixing the original
grades; but if the various foundation piers settle at all un-
equally, the cracking and separating of the component parts
will result in unsightly blemishes, if not in dangerous strains
upon the masonry or steel construction.
FOUNDATIONS. 3°3
The evil of unequal settlement can hardly be better exem-
plified than in the case of the former United States Government
Post-office and Custom-house in Chicago, built in 1877, an<^
now being replaced by a new one. The foundations consisted
of a continuous sheet of concrete, made in different layers, but
altogether 3 ft. 6 ins. thick. Some portions of the building
were extraordinarily heavy, others comparatively light, but the
concrete base was thought to be sufficient, even though there
were bad sloughs under the building. But it proved a most
dismal failure, and even a menace to life and limb. The
building settled nearly 24 ins. in places, and a dropping of
some part of the structure was no unusual occurrence. After
but eighteen years of service this example of government
architecture and engineering was known as ' ' The Ruin ' ' in
Chicago and vicinity.
In Europe, numerous examples exist of a similar monolithic
concrete construction under heavy buildings, but in all such
cases the concrete base is exceedingly thick, and this thickness
is relied upon to resist the uneven reactions from the uneven
pier- and wall-loads. The Nicolas Church in Hamburg is said
to rest upon a bed of concrete 8 ft. thick, while under the
tower, the concrete base is 1 1 ft. 6 ins. thick.
When a load is applied to the surface of a clayey soil such
as exists in Chicago, an initial settlement occurs at a pressure
of about i ton per sq. ft. Another settlement, which ceases
in a few hours, is produced under an increased weight, and
further settlement will not directly occur even with a load of
4,500 Ibs. to 3 sq. ft. There is, however, a further progressive
settlement, owing to the gradual pressing out of the water from
the clay. Baker says: "The bearing-power of clayey soils
can be very much improved by drainage, or preventing the
penetration of the water. ' ' That the water is pressed from the
clay was shown to be the case by careful observations made
at the Auditorium. Wells were sunk some 24 ft. deep, 5 ft.
3°4 . ARCHITECTURAL ENGINEERING.
in diameter, and 4 ft. 6 ins. from the foundations. The borings
were made through the stratified clay, and it was shown that
the clay became more and more compact from time to time,
thus proving that this squeezing process does take place. The
settlements were here carefully watched for a number of years,
and they were found to be uniform — about T^ in. per month.
If the building is heavy, an immediate settlement of from
2£ ins. to 4 ins. is noticed, followed by a gradual progressive
settlement. The Monadnock Building, 200 ft. high, with
3,750 Ibs. per sq. ft. on footings, settled 5 ins., while 6 ins.
was allowed for. The Home Insurance Building settled | in.
under two stories which were added to the original building.
The Y. M. C. A. Building, with a foundation load of 3,500 Ibs.
per sq. ft. on the clay, settled 2-\\- ins. in two years ; but as
this building was erected very slowly, covering about two years
from start to finish, the settlement was no doubt considerably
lessened.
To ascertain the settlement of the Masonic Temple,
Chicago, levels were taken for various columns in this struc-
ture, the readings extending over a period of five years, or
from 1891 to 1895, inclusive. Some of these settlements have
been plotted graphically,* and the results show that the
" curves are rapidly approaching a horizontal line; the amount
of settlement since the last levels were taken, almost two
years before, is nearly the same in each case, the maximum
variation being only ^ in., although they had varied consider-
ably before." *
The four exterior corner columns in this building showed
total settlements after five years of /£ ins. , 8T9F ins. , 1 1 ins. ,
and 8-y'g- ins., respectively.
In good design, the anticipated settlement is provided for
in the start by raising the level or grade of the footings by the
* See E. C. Shankland in Proc. of the Institution of C. E., vol. cxxviii.
Part II.
FOUNDATIONS. 3°5
amount it is expected the structure will settle. This sometimes
causes the sidewalks to slope rather steeply from building-line
to curb, but as the building settles, more level conditions
obtain. The footings of the Great Northern Theatre (D. H.
Burnham & Co., architects) were raised 9 ins. to provide for
this amount of settlement.
It must not be forgotten that the footings are designed for
the final loads that rest upon them, and at all stages of the
construction the same relation must be maintained between the
weights on the various piers that will exist in the completed
state, if uniform settlement is desired. This was well exem-
plified in the case of the Auditorium tower, which extends
many stories above the main building, thus bringing greater
weights on the tower footings. Here the tower foundations
were loaded with varying weights of pig-iron at the different
stages of construction, in order that the proper relative excess
on these piers should be preserved as in the final weight.
Even with all these precautions, and after most careful tests of
the ground beforehand, this tower has settled more than
originally allowed for, or more than 20 ins., but this was
partly due to adding several stories to the height of the tower,
after the foundations had been completed.
Concrete. — The employment of considerable quantities of
concrete, in some form or other, is now so general in founda-
tion construction that the proper composition and method of
using concrete enter into nearly all large building operations.
In most cases of grillage foundations, concrete is used for
the bottom or bed-course, as shown in Figs. 171 and 174, the
thickness generally varying from I to 2 ft. ; but, in special
cases, concrete has been applied in a continuous sheet over the
entire building site, as a protective layer or covering over a
less reliable material below. The site of the St. Paul Build-
ing, New York, where the natural surface consisted of a dense
wet sand, was thus covered with a uniform layer of concrete
306 ARCHITECTURAL ENGINEERING.
12 ins. thick, upon which were placed the grillage foundations
of steel beams. Concrete is also sometimes used in piers, and
for the encasement or protection of grillage members, cantilever
girders, etc., as well as for filling the interiors of pneumatic
caissons and air-shafts.
The composition of concrete is sometimes specified by
building ordinance. Thus the New York law requires foun-
dation concrete to "be made of at least one part of cement,
two parts of sand, and five parts of clean broken stone, ' ' or
"good clean gravel maybe used in the same proportion as
broken stone. ' ' The Chicago Ordinance does not specify the
proportion of the ingredients.
In general, it may be stated that the best results are
obtained from compositions in which the volume of the mortar
is slightly in excess of the voids or spaces between the loose
broken stone or gravel employed. For material of average
uniform size, the voids will run about 40 to 50 per cent, of the
mass. The stone should be clean and screened, and of such
size that it will pass through a 2 -in. diameter ring in any
direction. The sand must be sharp and clean, and the cement
fresh and dry, these materials being mixed dry, with sufficient
water added to reduce the mass to the consistency of mortar.
The concrete should be laid in layers not over 6 or 8 ins.
thick, and rammed until water shows at the surface.
The concrete usually specified for U. S. Government work
is i part cement, 3 parts sand, and 5 parts broken stone.
This or similar mixtures may be considerably cheapened with-
out materially affecting the strength by using about equal
parts of broken stone and clean gravel instead of the 5 parts
stone. Prof. Baker states that the concrete foundations under
the Washington Monument were made of I part Portland
cement, 2 parts sand, 3 parts gravel, and 4 parts broken stone,
and that this mixture stood, at 6 months old, a load of 2,000
Ibs. per sq. in., or 144 tons per sq. ft. The concrete used in
FOUNDATIONS. 307
the Masonic Temple foundations was made of I part Portland
cement, 2 parts clean sharp torpedo sand, and 3 parts clean
stone broken to pass a 2^-in. diameter ring.
The safe bearing loads on concrete, not reinforced by
metal members, is limited to 4 tons per sq. ft. by the Chicago
Building Law (the offsets to be not more than one-half the
heights of the respective courses), and by the New York laws
to 15 tons per sq. ft. when made of Portland cement, and
8 tons per sq. ft. if cement other than Portland is used.
The crushing strength of concrete varies greatly with the
time it has been set, as the strength rapidly increases with age.
Average ultimate crushing strengths for good concrete may
be placed at about 15 tons per sq. ft. for I month old, 60 tons
for concrete 6 months old, and 100 tons for an age of 12
months. Assuming a safety factor of six, working loads
would become 2£ tons for concrete I month old, 10 tons for
concrete 6 months old, and 16 tons for concrete I year old.
These strengths would suggest the desirability of placing
concrete foundations as early in the building operations as
practicable ; but the superstructure weights are increased
gradually, and the foundations are almost invariably in place
several weeks before any great load is applied. It is usually
4 months at least before the full load is reached, so that the
concrete has ample time to set.
When used between beams of grillage foundations, the
stone employed must be broken fine enough to allow of ramming
in between the beam webs and flanges. For such cases, the
stone is usually specified to be broken to pass through a f-in.
ring, or broken to " chestnut " size. Crushed granite is also
used, not exceeding £-in. cube.
Foundation Loads. — In all cases where live-loads have
been figured on the columns, consistency requires that what-
ever loads have been figured on basement columns, must be
figured in the calculations of the foundations; or the bearing
308
ARCHITECTURAL ENGINEERING.
areas are proportioned for dead-loads only, while the strengths
of the foundations themselves are figured for dead- plus some
live-load. But, as before said, live-loads have been entirely
disregarded on the footings of many of the best buildings.
W. L. B. Jenney advocates as follows: In hotels, office build-
ings, and retail stores, neglect the live-loads on the footings,
but figure them in heavy warehouses, machinery plants, etc.
Where much pounding occurs, as in machinery in motion, use
double the weight as dead-load that is figured for live-load,
In "The Fair" Building, where a large quantity of
merchandise is stored, and the aisles are constantly filled by
throngs of people, the following system was used: The floor-
beams carry all the dead- plus live-loads, the girders carry the
dead-load plus 90 per cent, of the live-load, while any one
column carries a percentage of the sum of the live-loads of all
the stories above that column plus the total dead-load. The
percentage of live-load is given in the last column of the
accompanying table:
Column.
Attic
1 6th story
I5th "
I4th "
I3th "
6th story
Sth «•
Basement
Live-load on beams.
Per cent
. for column.
IOO
per cent.
75 Ibs.
90
< « «
75 "
87*
« < <
75 "
77*
<< < «
75 "
72*
<• t <
Decrease of 24 per
cent, in each story.
75 Ibs.
55
per cent.
130 «
52£
« «
130 i(
40
« « «
No live-load was figured on the clay area, but the allow-
able pressure per square foot was taken at a very conservative
.figure — 2,850 Ibs.
FOUNDATIONS. 309
As before stated, the loads to be used in proportioning
foundations are often specified by building ordinance.
The New York code provides as follows for loads to be
used in designing footings in buildings more than three stories
in height :
' ' For warehouses and factories they are to be the full
dead-load and the full live-load established by this code.
' ' In stores and buildings for light manufacturing purposes
they are to be the full dead-load and seventy-five per cent, of
the live-load established by this code.
" In churches, schoolhouses, and places of public amuse-
ment or assembly, they are to be the full dead-load and
seventy-five per cent, of the live-load established by this code.
" In office buildings, hotels, dwellings, apartment houses,
lodging houses, and stables, they are to be the full dead-load
and sixty per cent, of the live-load established by this code.
" Footings shall be so designed that the loads will be as
nearly uniform as possible and not in excess of the safe bearing
capacity of the soil, as established by this code." (See Bear-
ing Pressures, Building- Laws.}
The Chicago ordinance makes no specific requirements as
to foundation loads, but states that " foundations shall be pro-
portioned to the actual average loads they will have to carry
in the completed and occupied building, and not to theoretical
or occasional loads."
For working under such requirements as the New York
law, methods are given in Chapter VII. under a discussion of
column sheets, etc., whereby the dead- and live-loads may be
kept separate, and hence conveniently selected for the com-
putations of the foundations.
Present Types of Foundations. — The various methods of
securing adequate foundation areas for the loads to be sup-
ported may be classified as follows :
i. By simply building the walls or piers upon the natural
310 ARCHITECTURAL ENGINEERING.
soil, the necessary base being secured by means of projecting
courses of masonry. This method is only applicable to build-
ings of very moderate height and load, and need not be here
considered in detail. The only requirements demanding
special attention are that the soil must be of the required bear-
ing capacity, that the bed of the foundation shall be below the
frost-line, and that the centre of pressure must always coincide
with the centre of base.
2. By obtaining the necessary bearing area by means of
timber platforms or grillage, as was utilized in the construction
of the World's Fair buildings, and in the Chicago Auditorium.
This method will be more fully explained under a following
heading.
3. By utilizing a grillage composed of steel rails, beams,
or riveted girders in combination with concrete. This type is
often used to support two or more columns upon one grillage,
in which case the footing is termed a ' ' combined footing. ' '
4. By driving piles to some hard or firm material, usually
designated hard-pan, or to rock.
5 . By sinking steel cylinders, or caissons of timber or steel
(by the pneumatic process or otherwise), to bed-rock, or to
such material as will answer the purpose of bed-rock. This
system is also used to support either a single column, or a
number of columns.
Types 3, 4, and 5 will each be considered in detail in fol-
lowing paragraphs. Forms 3 and 5 are also often used in
connection with cantilever girders, but the introduction of such
girders makes but a variation in the detail of the calculations.
Proportioning Grillage Areas. — An investigation of the
compressibility of the soil leads to the conclusion that, if we
wish to procure uniform settlement, all parts of the foundation
areas must be exactly proportioned to the loads they have to
carry. Examples are not lacking, in Chicago and elsewhere,
of the actual crushing of light piers, when alternating with
FOUND A TIONS. 311
heavy ones, because, proportionately, the lighter piers had too
great a footing area. In the Mills Building in New York City
the mullions in the lower floors of the building and over the
light foundations were seriously damaged and even crushed,
because they were not strong enough to force down the lighter
piers of too large an area, as fast as the heavy piers were
settling.
It is the judgment of the best engineers that the areas of
foundations on compressible soil should be proportioned to the
dead-loads only, and not to theoretical or occasional loads.
Whenever live-loads have been figured on both the interior
columns and on the columns in the exterior walls, the exterior
columns have always been found to settle more, from the fact
that the live-load forms a larger percentage of the interior-
column loads than of the wall-column loads.
Thus in the Marshall Field warehouse in Chicago, designed
by an eastern architect, the live-load of 75 Ibs. per square foot
on every floor was carried down to the footings, according to
the then-prevalent custom in New York and Boston, the result
being that all of the floors have risen considerably at the
centre.
Experience has also shown that after the clay has been
compressed by a load of 3,000 Ibs. per sq. ft., and allowed
several months' repose, no very perceptible addition to that
compression will result without a material addition to the load.
It is therefore good practice to neglect live-loads on the clay
for hotels, office buildings, or lightly loaded retail stores, if
permitted by the local building laws. In warehouses, how-
ever, or in buildings carrying very heavy permanent or shifting
floor-loads, or machinery in motion, the change of loads and
the jarring increase the compression of the clay very largely.
Hence extra allowance must be made in such instances. This
is sometimes done, for grillage foundations, by proportioning
the foundation area for the pier receiving the maximum com-
312 ARCHITECTURAL ENGINEERING.
bined dead- plus live-loads, for the allowable unit bearing
pressure. Then, assuming that only the dead-load acts over
the area so found, compute the resulting unit bearing pressure,
and use this unit in proportioning the remaining piers for dead-
loads only. Thus, assume that the maximum column load is
400 tons dead-load, plus 240 tons live-load, or 640 tons total.
Assuming, also, a unit bearing pressure of 4 tons per sq. ft.,
the foundation area required is £|J- or 160 sq. ft. Considering
now that only the dead-load acts, the foundation area will
receive 'but 4^ tons per sq. ft., or 2\ tons per sq. ft. The
remaining footings may then be proportioned by dividing the
dead-loads only by the unit of pressure, 2^- tons per q. ft. , as
determined above.
The method of proportioning the grillage areas, however,
will be largely governed by municipal regulations, as explained
under the heading ' ' Foundation Loads. ' '
Timber Grillage. — For temporary work, or for spread
foundations in very wet soil, timber grillage may be employed
to increase the bearing areas of the footings, provided the
timber employed is always below the water-line. The use of
this method, however, is not to be recommended for loads of
any considerable magnitude in permanent structures, as steel
and concrete grillage may be substituted to advantage. Steel
grillage will permit of greater offsets, and also require less
thickness for the footings, than may be obtained through the
use of timber construction. Also, steel and concrete are not
dependent upon conditions of moisture for use, while timber,
to insure preservation against rapid decay, must be kept wet
at all times.
A notable example of temporary timber grillage was the
use of this system in the buildings of the World's Columbian
Exposition at Chicago. It was first intended to use pile foun-
dations throughout, but at the same time as driving test piles,
test platforms of 3-in. plank were constructed and placed in
FOUNDATIONS.
313
different locations upon the sandy soil, for the purpose of test-
ing the surface bearing capacity. These were then loaded
with pig-iron to about 2\ tons per sq. ft. This load was
applied gradually, and the settlements were carefully noted
for several days. It was found that under the maximum load-
ing the settlement was very slight, about f of an inch, and very
uniform. It was therefore decided to use pile foundations
driven to hard-pan in certain locations where quicksand
existed, but to use platform foundations proportioned for a
bearing pressure of i^ tons per sq. ft., where the ground was
favorable.
The general design of these platform foundations was as
shown in Fig. 168. They consisted of 3~in. pine or hemlock
FIG. 168. — Timber Grillage Foundation, Fisheries Building, World's
Columbian Exposition.
planks, with blocking on top to distribute the load uniformly
over all the planks. This blocking also served as a support
for the posts, which , carried the caps and thus the floor-joists
and upright posts of the building. The blocking was well
spiked to platform planks and posts, and caps and sills were
drift-bolted. For bearing of vertical posts upon underlying
blocking (end fibre upon transverse fibre), a unit pressure of
314 ARCHITECTURAL ENGINEERING.
400 Ibs. per sq. in. was allowed. For tension in extreme
fibres of caps and joists, a unit of 1,200 Ibs. per sq. in. was used.
The footings under the New Orleans Custom-house are
mentioned by Prof. Baker (see ' ' A Treatise on Masonry Con-
struction," p. 211), as an example of timber grillage. Upon
a plank floor laid 7 ft. below the street-level, were placed
12-in. diameter logs, side by side, ®ver which similar logs were
placed transversely, 2 or 3 ft. apart. The open spaces were
filled with concrete, and a continuous layer I ft. thick was then
spread over the entire area. The settlement has been very
great, and far from uniform, but had the same foundation
materials been employed in independent footings, proportioned
for the separate pier-loads, unequal settlement would have been
avoided.
For allowable offsets in timber courses, Prof. Baker gives
the following: " If the pressure on the foundation is 0.5 ton
per sq. ft., the safe projection is 7.5 times the thickness of the
course; if the pressure is I ton per sq. ft., the safe projection
is 5.3 times the thickness of the course; if the pressure is 2 tons
per sq. ft., the safe projection is 3.7 times the thickness of
the course. The above values give a factor of safety of about
10."
Masonry in Foundations. — The application of masonry to
foundation design will usually be in the form of cap-stones
over piles, as in Fig. 184, or as masonry piers of brick or stone
over pile or caisson under-bearings, as in Figs. 183 and 194.
Data as to the compressive strength of various classes of
masonry, also unit-stresses and the requirements of building
laws have been previously given in Chapter V., but for the use
of masonry construction in foundations, it will be necessary to
determine the allowable batters for brickwork or masonry of
dimension-stones, also the allowable offsets or thicknesses for
dimension-stones where used as cap-stones or in stepped-out
foundations.
FOUNDATIONS.
3*5
The following table * gives the safe offsets for masonry
footing courses in terms of the thickness of the course for a
factor of safety of I o :
Offset for a Pressure,
in Tons per sq. ft.,
on the Bottom of the
Kind of Stone.
Course of
0.5
1.0
„
3 6
6
i 8
Blue stone agging
2. 7
i . 3
2.6
8
i .3
siate
e o
6
2.5
2 7
i .3
Hard brick . . • •
0.8
i i part Portland cement )
O 8
o 6
( 3 " pebbles )
ii part Rosendale cement}
2 " sand [• TO days old
0.6
0.4
0-3
3 " pebbles )
Results given by the above table are correct only when the
footing is composed of entire stones for each course, and when
the projections are not more than half the lengths of the stones.
" The preceding results will be applicable to built footing
courses only when the pressure above the course is less than
the safe strength of the mortar. The proper projection for
rubble masonry lies somewhere between the values given for
stone and those given for concrete. If the rubble consists of
large stones well bedded in good strong mortar, then the
values for this class of masonry will be but little less than those
given in the table. If the rubble consists of small irregular
stones laid with Portland or Rosendale cement mortar, the
projection should not much exceed that given for concrete.
If the rubble is laid in lime mortar, the projection of the foot-
ing course should not be more than half that allowed when
cement mortar is used."
* See Prof. Baker's " Treatise on Masonry Construction," p. 209.
316 ARCHITECTURAL ENGINEERING.
For offsets in brick piers, both the New York and Boston
building laws require that if the bricks are laid in single courses
the offset for each course must not exceed i£ ins., or, if laid
in double courses, then each offset shall not exceed 3 ins.
The allowable loads and offsets for concrete piers under
the Chicago building laws are given under the preceding head-
ing " Concrete. "
The Chicago ordinance specifies that the offsets in dimen-
sion-stones, where two or more layers are used, "must not
be more than three-quarters of the height of the individual
stones," and that "dimension-stones in foundations shall not
be subjected to a load of more than 10,000 Ibs. per sq. ft. in
piers. If the beds of the stones are dressed and levelled off to
uniform surface and the stones are set in cement mortar, this
strain may be increased to 14,000 Ibs. per sq. ft."
Comparison of Masonry Offsets and Steel Grillage. — The
rapid development of foundation design is well exemplified by
the great change in methods employed «tt the site of the
Woman's Temple, Chicago. In 1890 the lot where this build-
ing now stands was bought by the present owners. Extensive
masonry foundations had been built here a few years before for
a structure that was never erected, and upon the preparation
of plans for the Temple, the first thing done was to remove
these massive masonry piers at great cost. The old system
consisted of stone piers made of successive layers of large
stones, stepping out until a sufficient base was obtained. One
of the newer "raft" footings is shown in Fig. 169, and also
one of the old masonry type, in Fig. 170.
The objections to these old piers were many: they were
bulky, occupying too much space ; they were heavy and costly
as regarded the time necessary for building; and the allowable
offsets of the masonry work seriously limited the load-bearing
surface of the clay.
These piers in the Woman's Temple were all underlaid
FOUNDATIONS.
317
with a bed of concrete, resting on the clay stratum about IO ft.
below street-grade. A comparison of some of the above points
may be made as follows:
I. Space. —
1st. Top of concrete to bottom of casting = i' 8".
2d. " " " " " " ." = 7'o".
Or, comparing the parts above the common bed of concrete,
1st =217 cu. ft., 2d = 691 cu. ft.
, „
L_ //j'/T M
/O'U -f\
FIG. 169.— Detail of Rail-grillage Footing.
I
FIG. 170. — Detail of Masonry-pier Footing.
This point of space is a very important one, as has been
before mentioned, since basement-space is now quite as valu-
3*8 ARCHITECTURAL ENGINEERING.
able as any office-space, for use as restaurants, cafes, or for
the large boiler and electric-light plants necessary. It is even
of frequent occurrence to extend the basement-space out under
the sidewalks and alleys. Thus, to gain cellar-room, the
foundation must either be lowered or made thinner. The first
has been ruled out of Chicago practice, because it has been
clearly demonstrated that the less the clay stratum is broken,
the more uniform and satisfactory the settlement will be.
II. Weight. — Rating the masonry at 150 Ibs. per cu. ft.,
concrete at 140 Ibs., and allowing 44 cu. ft. for the steel in
No. i, the weights are:
No. I = 103,000 Ibs.
No. 2 = 261,000 Ibs.
The load for this foundation is 800,000 Ibs., and the saving in
weight, through the use of the raft foundation, is thus sufficient
to allow an additional story, without adding to the load on the
clay. On large foundations this difference is still greater. In
the case here assumed the 103,000 Ibs. is about 13 per cent,
of the load carried, but in some cases, under very heavy loads,
it has been found to run as high as 20 per cent, (see ' ' Steel
Rail Foundations," Engineering News, vol. xxvi. No. 32.
This saving in weight is one of the factors that makes
our highest buildings possible, and fourteen or even sixteen
stories are not loading the clay as severely as some of the
older structures. Under the foundations of old five- or six-
storied masonry buildings, which were torn out to make room
for new office buildings, the clay has been found loaded to
11,200 Ibs. per sq. ft., while "The Fair " Building is loaded
to 2,850 Ibs. only, for a sixteen-story modern structure.
III. Cost. — In general, the cost of stone foundations will
be less than iron ones, but considering the renting-space in
basements, this difference will be quickly made up where the
latter are used.
IV. Time. — In the time required for building operations
FOUNDATIONS.
the new foundations are greatly superior, as rails and beams
are easily obtained and cheaply handled.
V. Load-bearing Area. — As to the fifth point, stone foun-
dations under side walls frequently cannot step out sufficiently
to get the proper bearing area without projecting into the next
lot. But with steel we can combine several footings, or use
cantilever foundations, thus securing the desired vesults. For
interior footings, also, it would be difficult, ;n fact practically
impossible, to obtain sufficient bearing areas for great loads
through the use of masonry offsets, except with great height
and attendant bulk of material.
Rail Footings. — The raft footings as first employed were
made of rails only, the usual method of figuring being as
follows: The number of square feet of footing required equals
load on column
~—p- — — rr- Multiply the result by 2150 (equals
pounds per sq. ft. on earth
approximate weight of footing per square foot), add to the
original load, and refigure. The layers were then laid off, the
projection of any layer beyond the one immediately above
being always 3 ft. or less. The moments on the projecting
portions of the layers were then found, and these moments,
divided by the allowable bending moment per rail, usually
taken at 12,500 ft.-lbs., gave the number of rails required in
the different courses. One extra rail was usually added to
each layer as a matter of safety.
The following table gives the properties of the rails from
the North Chicago Rolling Mills. The 75 -Ib. rails were most
commonly used.
No.
Weight.
He.ght.
Base.
u.
'•
*
M.
y '= 16,000.
6504
65 Ibs.
15-86
6.86
9.150
7 01
7503
75
75
;f
4*"
4!
«tr
21.00
21.66
8.30
9-37
11,070
12,500
8001
80
5
5
2H
26.36
9-99
13.320
8501
85
5
4f
2*
27-32
10.41
13.880
8502
85
5
2$
29.22
11.13
14,840
8503
85
5
5
»tt
25-38
10.03
i3.37o
320
ARCHITECTURAL ENGINEERING.
The table following is taken from the footings of the Great
Northern Hotel, giving the loads on columns, areas of footings,
and the calculated weights per square foot of the rails and the
concrete in the footings. All rails were 75 -Ib. rails, No. 7503
in the previous table. The bottom courses of all footings were
of concrete, 12 ins. thick, extending 6 ins. beyond the lower
course of rails, but the weights of these concrete courses are
not included in the following. Cast shoes 4 ft. X 4 ft. were
used under all the columns. The concrete was figured as
weighing 125 Ibs. per cu. ft.
Load on Col.
Area of Footing, sq. ft.
Weight per sq. ft.
Rails.
Concrete.
415.470
12 X n| = I41
49
83
433,440
10 X I4i = 146
58
60
435.820
9 X i6i = 146
77
83
461,100
12 X 13 = 156
42
80
496,240
10 X i6£ = 163
79
91
526,850
I2f X 14 = 178
66
82
53L740
13 X I4i = 185
60
78
57L360
I3i X I4i = 192
67
74
595,920
I2£ X l6 =200
67
88
621,560
13 X 16 = 208
60
94
637,240
13^ X 16 = 214
68
68
666,000
15 x 15 = 225
66
105
672,000
13 Xi?i = 228
67
93
Beam and Rail Footings. — The next step made in the
development of raft footings was in the use of I-beams for the
upper course or courses. Fig. 171 shows a foundation which
was figured as follows (see Engineering News, vol. xxvi.
No. 32):
The column load was 1,166,000 Ibs. The allowable
pressure per square foot on the clay was taken at 3,000 Ibs.,
giving a footing 22 ft. 8 ins. X 17 ft. 3 ins. The lower layer
of concrete was 18 ins. thick, projecting 8 ins. beyond the
lower course of rails. Fifteen-inch steel beams were used in
the top course, weighing 50 Ibs. per ft. The allowable
FOUNDATIONS.
321
moment on each beam equalled 117,700 ft.-lbs. The remain-
ing courses were of steel rails, 4! ins. high and 4! ins. base,
FIG. 171. — Detail of Beam and Rail Footing in " The Fair" Building.
75 Ibs. per yard weight, with an allowable moment of 12,100
ft.-lbs. per rail.
In the upper course, as many beams are used as the space
under the column casting will allow. The projecting arms
must therefore be determined. The total length of the I-beams
322 ARCHITECTURAL ENGINEERING.
so found will fix the width of the second course from the top,
and the projecting arms must be found for this course as in the
first case.
The arms of the lower two courses are fixed by the lengths
of the upper ones, and by the dimensions of the clay area;
hence the question is, how many pieces are required ? The
formula:: used may be derived as follows:
= proecting arm in any course;
a = width of supporting area;
P = total load on footing;
M = bending moment on one side of the layer.
Then the length of beam or rail = a-\-y-\-y = a-\-2y.
Py
The total load on y = — - -- , and since the distribution of the
*+2/
load on every layer is uniform, we have
Py y Py2
M = - - — X lever arm — = —. — - - N .
a-\-2y* 2 2(0 + 2j/)
In calculating the lower two courses, y becomes a known
quantity and M an 'unknown. In the upper two layers M is
given by the number of the beams used and y is unknown.
Considering now the top course, under the base casting,
5 ft. X 5 ft. in area, we find that nine beams only can be
placed under the casting, allowing sufficient space between
them for the ramming of the concrete.
M for each beam = 117,700 ft.-lbs. Hence M for the
whole layer = 9 X 1 17,700 ft.-lbs. = 1,059,300 ft.-lbs. Then
1,166,000V3
—. - — = 1,059,300, whence y = 5 ft. 4 ins. The length
of this layer then becomes 5 -f 2 y = 1 5 ft. 8 ins.
For the second course we find that 31 rails spaced about
6 ins. centres may be placed under the 15 ft. 8 in. -beams.
Closer spacing than this may be used if necessary. The load
FOUNDATIONS. 323
now equals 1,166,000 Ibs. -f- the weight of the top course
(about 19,000 Ibs.). Then ' ' - — — 375>IO°; whence
y = 2 ft. 5 ins. The length of the rails therefore =5 ft. -}-
4 ft. 10 ins. = 9 ft. 10 ins.
For the calculation of the lower courses, we know that the
area covered by the bottom course is 15 ft. n ins. X 21 ft.
4 ins. This leaves a projection of 3 ft. f in. for the bottom
course, and a projection of 2 ft. 10 ins. for the next to the
bottom layer.
Then for the third or. next to the bottom course, we have
1,200,000 '_. lbg
a-\-2y 2i
This moment requires 19 rails to be used in the layer.
For the bottom course,
..a,o.ooo lb..X3A ft- X
> -
1 5 IT
This requires 29 rails, 30 being used for safety.
It will be noticed in the above calculation that the
moments have been taken for the projections of the several
courses beyond the adjacent supporting layers only. Thus in
the figures for the next to the bottom course, as given above,
y = 2 ft. 10 ins. If, however, the foundation be taken as a
whole, and the bending moment on the third course is taken
around the edge of the cast base, the same as the top course
was figured, we have y = 8^ ft., or,
1,200,000 X 8i X 4-rV
M= — ? - ^-=- = 1,920,000 ft. -Ibs.
2I|
This must be resisted by the combined moments of the p-in.
I-beams in the top layer, and the 19 rails in the third layer,
324 ARCHITECTURAL ENGINEERING.
or 1,059,3004-229,900= 1,289,200 ft.-lbs. This assump-
tion leaves a difference of 630,800 ft.-lbs. which has not been
cared for.
Both of the above methods of calculating grillage founda-
tions have been extensively employed. Many engineers and
architects advocate considering each layer of beams separately,
and thus taking moments for each layer about the centre of the
system. This method requires more material than when
moments are taken about the edges of the supporting layers,
but the excess is considered to offset any possible corrosive
tendencies. If the individual layers were piled loose, without
being embedded in concrete, this method of moments about
the centre for each layer would undoubtedly be theoretically
correct, but the action of the concrete filling, with its tendency
to bind the beams and concrete together, causes the grillage
to act largely as a whole and thus to possess a moment of
resistance much greater than the sum of the resistances of the
individual layers. This latter method is now generally em-
ployed, and will be used in the following calculations for
simple and combined grillage systems.
The use of rails in footings has now been succeeded by the
employment of beams throughout.
Beam Footings. — In the two preceding paragraphs, the
methods of calculation employed for Rail Footings and Beam
and Rail Footings have been described, and precisely the same
procedure may be followed in the design of Beam Footings as
now employed in almost all cases of simple grillage.
In determining the sizes of beams in any layer, care must
be taken to leave sufficient clearance between the flanges to
admit the concrete which must be rammed in place. If stone,
crushed or broken to pass a f-in ring, be specified, I in. as a
minimum between the flanges will answer.
To surround and protect the various layers, plank frames
or open boxes are made for each course, of sufficient size to
FOUNDATIONS.
325
permit a 4-in. concrete covering for the ends and sides of the
beams, and a i-in. protective layer over the tops of the courses.
The concrete should be well tamped
between the beams, and the whole
exterior is then plastered with pure
Portland cement mortar, so that no
part of the metal-work is exposed.
A bed of concrete 18 ins. or 2 ft.
thick is placed under all, projecting
6 ins. to 12 ins. beyond the beams.
Fig. 172 shows a simple beam
footing used in the Marquette Build-
ing for a column load of 920,250 Ibs. FIG 172<_simple Beam Foot.
Formulas applicable to this type ing, Marquette Building.
of footing may be derived as in the following paragraph.
Simple Beam Footings, are those which receive one column
only. In this case the concrete bed is made symmetrical
about the column, in order that the centre of pressure and
centre of base may coincide.
In the following analyses of simple and combined footings,
let
P = column load ;
a = width of column base ;
y = projection of beams beyond base or adjacent layer ;
/ = length of beams in feet ;
/= allowable extreme fibre stress;
5 = section modulus.
Referring now to Fig. 173, and considering the upper
course of beams of length /, the load per lineal foot will equal
P Py
-T-, and the load at the centre of moments c, will equal —j-.
The bending moment at c will equal
Py y Py*
—r X — = ---,- foot-pounds.
326
ARCHITECTURAL ENGINEERING,
M
But, as S = -j, where ^/"equals the bending moment, we
have
I2/V 6/V
.... (i)
i2/y _ 6/y
2// ~ IT'
This value of 5 is for the total number of beams in the
course. The required value of 5 for one beam will therefore
P * " rt
FIG. 173. — Diagram of Calculation of Simple Beam Footing.
be obtained by dividing 5 as found by equation (i) by the
number of I-beams used in the layer, and from the values of S
given in the mill handbooks, the required size and weight of
beam may be readily selected. For the lower course, the
calculation may be made in exactly the same manner, remem-
bering that the point of moments, c, is taken on the extreme
edge of the upper course.
Tabulated sizes and weights of beams for simple grillage
foundations may be found in the handbook of The Carnegie
Steel Co. These are given for allowable bearing capacities of
from i to 50 tons per sq. ft. , and for the spacing of beams 9,
12, 15, 1 8, and 24 ins. centres.
In order that perfectly accurate bearing may be obtained
between the various layers of beams composing a grillage
FOUNDATIONS.
327
foundation, some engineers and architects are now specifying
that all bearing-surfaces shall be faced or planed. Thus the
top and bottom flanges of the I-beams are planed where re-
ceiving a layer from above, or where bearing upon a layer
beneath. In such cases each separate layer is usually made
complete in the shop, the beams being connected by special
riveted diaphragms, instead of by the usual cast separators and
bolts.
Combined Footings. — In proportioning the areas for
adjacent grillage footings, they are often found to overlap, and
in such cases two, three, or even four areas may be combined
as one footing. When this is done, the centre of gravity of
the footing area must coincide with the centre of pressure of
the loads carried.
FIG. 174.— Combined Footing, Old Colony Building.
328 ARCHITECTURAL ENGINEERING.
Combined footings are also exceedingly useful where access
may not be had to the basement of an adjoining building or
buildings, thus precluding the construction of new party-wall
foundations by shoring or underpinning. Recourse may then
be had to cantilever construction, in which a combined footing
is used with cantilever girders to transmit the wall-loads away
from the lot-line, and, combining with the other column loads,
bringing the resultant centre of pressure over the centre of
base,
The first cantilever footings introduced were those in the
Manhattan and Rand McNally buildings in Chicago, built at
about the same time. The boilers, etc., in the basements of
the adjoining buildings, could not be disturbed to allow the
introduction of new party-footings, so the cantilever types were
adopted for the new structures, and the foundations of the old
ones were not interfered with.
Fig. 174 illustrates a combined footing and cantilever
girder as employed in the Old Colony Building, Chicago.
Two Equally Loaded Columns, Area Rectangular. — This
case may sometimes be met with in very narrow buildings,
where all of the columns become outside supports, and with
practically the same loads at either side. The top layer beams
then become uniformly loaded beams, supported at each end,
and the moment for the layer becomes
Jf=2Px and>as s
84 /
we have
The lower beams are calculated by equation (i) as before.
A variation of this case is shown in Fig. 175, where each
footing receives four columns, supported on a double set of
cantilever plate- or box-girders.
FOUNDATIONS.
329
FIG 175. — Combined Footing.
Two Unequally Loaded Columns, Area Rectangular. —
This is one of the most ordinary cases in practice. Referring
to Fig. 176, the loads Pl and P2 are given, also the distance
x, centre to centre of columns. A slight inaccuracy is intro-
duced by considering the column centre Pl as the end of the
footing, but as the column base is not usually over 24 ins.
wide, the results will be sufficiently exact.
To find the centre of gravity of the two column loads, take
moments at Pr The distance g from Pl to the centre of
gravity will then equal p-_?p, and as the total length of the
•*i i *-\
33° ARCHITECTURAL ENGINEERING.
FIG. 176. — Diagram of Combined Footing, Two Unequally Loaded
Columns, Area Rectangular.
footing must equal 2g, in order that the centre of gravity and
the centre of pressure may coincide, we have
The uniform pressure per lineal foot at the base of the footing
will equal
To calculate the bending moments, it is first necessary to
determine the points of no shear, as the bending moment will
be maximum when the shear = o. Moving to the right from
p
Pl , the first point of no shear, a, is at a distance of ~ - ft.
The second point of no shear will be closely to the left of P2 ,
or such a distance that enough of P2 will be added to P, to
equal px. Sufficiently accurate results will be obtained if this
point is considered to coincide with the column centre, b.
Considering now all of the forces to the left of a, we have
the column load Pl and the uniform load on the footing base.
The bending moment will equal the moment of the column
load, minus the moment of the uniform load, or
FOUNDATIONS. 331
Substituting the value of/ previously found, we have
For the bending moment at P2 , or the point &, take the
moments of the forces to the right of the section. The result-
ant moment will equal the moment of the uniform load on the
footing base, minus the moment of one-half the column load
into its arm, or one-fourth the width of the base casting.
Or, M--
where c = width of base casting.
••:*-.?-*
and substituting the value of/, as before, we have
M= l 2/ 2) •-£ (4)
i
The required section modulus, or 5, may then be deter-
mined by substituting the greater of the two moments thus
found by equations (3) and (4) in the equation
12M
S = — j- , as before.
The beams in the lower course may be found by equa-
tion (i).
Two Unequally Loaded Columns, Trapezoidal Area. —
When two unequally loaded columns are to be supported upon
one footing, and one of the columns, probably the heavier, is
a wall column whose foundation may not extend beyond the
lot-line, a trapezoidal footing area can be used instead of the
rectangular bed previously calculated.
As before, the centre of gravity of the loads must coincide
with the centre of pressure of the base. Referring to Fig. 176,
332
ARCHITECTURAL ENGINEERING.
= the distance of centre of gravity of area from the lighter
load, Pr Then
g —
(5)
This distance g may also be expressed in terms of /, wl , and
w2, as follows: If the trapezoid is divided into two triangles,
w I
as in Fig. 177, the area of one triangle is -^-, and of the other
* /_.
FIG. 177.— Diagram of Combined Footing, Two Unequally Loaded
Columns, Trapezoidal Area.
wl
— . The centre of gravity of each triangle lies on a line
drawn from the centre point of the base to the opposite angle,
and its distance from either base equals — . Then, taking
moments of the triangle areas about the shorter side, wl , and
dividing by the entire area, will equal the distance g, or
wJ 2l\
- X
x/
(6)
The area of the trapezoid
(7)
FOUNDATIONS.
333
and the value of the second term of this equation can be
obtained by dividing the sum of the two loads, />1, and P2,
by the allowable pressure per square foot on the soil. The
distance centre to centre of columns, /, is also known, so that
we have the two equations (6) and (7) containing but two
unknown quantities, wl and w^. Solving for these we have
and
2A
(8)
(9)
Substituting the value of g in these equations as found pre-
viously in (5), they become
and
2A(2Pl —
2A(2P2 - P,}
(10)
To obtain the point of no shear, consider Fig. 178, with
FIG. 178. — Diagram of Unit Pressures for Footing, as in Fig. 177.
the varying unit pressures on the base. Let p2 represent the
maximum unit pressure under the heavier column, and p^ the
334 ARCHITECTURE L ENGINEERING.
minimum unit pressure under the lighter column. If/ denotes
the allowable pressure per square foot on the soil, then
A.= Pwi » and A = Pwr
The pressure due to the load Pl will vary from pl beneath
the load, to o at the other extreme end B, and these varying
pressures may be represented by vertical ordinates between the
base AB and the line CB. In like manner, the varying pres-
sures due to the column load P2 may be represented by vertical
ordinates between the lines CB and BD. The resultant unit
pressure due to both column loads will be represented by ver-
tical ordinates between the base AB and CD.
At the point of no shear, the ordinate at that point will
equal
If pQ is distant q^ from the column load Piy then, from the
similarity of triangles,
Taking moments, then, to the left of this point, and
remembering that pq0 = P1 , we have
fJ = Plfl,- . . (12)
where gx is the distance from the load Pl to the centre of
gravity of the trapezoid included between pl and p0.
Changing the notation in equation (6) to suit this trapezoid,
we have
.r - il X A + 2/0
_ *l~ 3 X A+A' __
* For the proof of this equation, see " Stresses in Framed Structures,"
P- 597. Prof. Du Bois, whose method of calculation of this case is here
followed.
FOUNDATIONS.
335
and on substituting this value in equation (12), M is deter-
mined, and consequently S.
As the lengths of the lower course beams vary, and as
their unit pressures vary also, calculations must be made for
each beam separately. If the centres of the beams are plotted
on the line AB, the vertical ordinates between AB and CD
will represent the unit pressures, and the total load distributed
by any beam will be the product of its ordinate times the dis-
tance centre to centre of beams. The load so found should
be substituted in equation (i).
Limitation. — If P2 = 2PX, then wl in equation (10) reduces
to o, and the trapezoid becomes a triangle. Hence if either
column load is less than one-half the other, this method is not
applicable.
Three Unequally Loaded Columns, Area Rectangular. —
Considering Fig. 174, the line of flexure of the 15 -in. I-beams
FIG. 179.— Line of Flexure for Continuous Girder.
F~*-jr - - ^ -~**- - j£ "1
i ill i - * firTi..
T t T T T T \ T '
FIG. 180. — Diagram of Combined Footing, Three Unequally Loaded
Columns, Area Rectangular.
will be as in Fig. 179. To find the maximum bending
moment on these beams we must compute the various bending
336 ARCHITECTURAL ENGINEERING.
moments and compare. The bending moment will be maxi-
mum when the shear = o. In this case there are five such
sections, as shown by the line of flexure ; hence we must com-
pute the moment at each point to find the greatest. The
moments under the columns will be positive, causing convexity
downward, while the moments between the columns are nega-
tive, causing convexity upward. Fig. 180 may then be used.
To find the distance of the centre of gravity of the loads
from the left end we have
The distances from the left end of the beams to the points
where S = o, or the distances xv , x^ , xz, x^ and x6 , are then
found to be as follows:
mp
*i A = (*i - W)A or ^ = p_ p ;
P
* = -P, or *=;
or x= -—
(m + a + n + at + g)p2 - P - P,
-jl-pr
The bending moments at these points are readily found by
taking the moments of the external forces on one side of the
point in question ; thus M^ at the first point (remembering that
Wl
M = — - for a uniformly loaded cantilever) is
FOUNDATIONS. 337
= Pb-FZ* =/>U--»j;
2 \ 2.
c) - (P
-b)- Pl(*5 -b-c]
2
In general cases M2 and M4 will be small except where the
columns are very far apart, and the maximum bending moment
will be at either Ml , M3 , or M5 , according to which column
is the heaviest. If the cast bases are strong enough to carry
the superimposed loads on their perimeters, and the long
beams form the top course, the values of M1 , M3, and M6 will
be reduced. M2 and M4 would not, however, be altered.
Sufficient deflection could hardly take place to increase
materially the reaction under the central column, if figured as
a continuous girder; but if so calculated, the clay reaction
would be of a varying intensity, as in Fig. 181. Thus, from
ft jltMM
u^-4 ----- .;
1 rt, % H,
FIG. 181. — Diagram of Unit Pressures for Footing as in Fig. 180.
Clapyron's formula, we have
for a continuous girder of two equal spans, /. But in the case
assumed
and *,= -//' + . or *,= _>,._
338 ARCHITECTURAL ENGINEERING.
Taking now the shears Sl and S2 , on the left and right
respectively, of the reaction J?l , and remembering that
Sl -f- S2 = Rl , we have
Then
where f// is the reaction due to the loads on the two spans /,
the same as in the regular formula for two spans, and pj is the
reaction due to the cantilever load, while -- /- is the effect due
4 /
to the use of the beam as a continuous girder.
Also,
'
These reactions show a varying tendency in the unit pres-
sure on the clay, as in Fig. 181.
In the first example we made the assumption that the
reaction from the clay was uniform per foot of length of the
footing. According to the law of the continuous girder this
would not be true, as we have seen ; but when we consider
that the beams are generally of sufficient depth to prevent any
appreciable deflection, and that the unifying tendencies of the
concrete cause the footing to act more or less as a whole, the
assumption is undoubtedly justifiable.
Continuous Grillage. — By continuous grillage is meant the
covering of the entire lot area with a platform of steel beams
and concrete, upon which the individual footings of the columns
rest. This method has been employed in several cases of high-
FOUNDATIONS. 339
building construction, the idea being either to increase the
area over which the structure is supported, thus reducing the
unit of pressure on the soil, or to provide a rigid layer or dis-
tributing area which shall take up the strains due to any ten-
dency toward unequal settlement, thus insuring a uniform
settlement of the whole, rather than individual settlements of
the separate concentrated loads.
In the St. Paul Building, the use of a uniform layer of con-
crete over the entire lot area has been previously referred to.
This would hardly be considered as an example of continuous
grillage, as the concrete layer, 12 ins. thick, was not strength-
ened by any steel members. The concrete was rather applied
as a protective layer over a wet, sandy soil, and individual
footings were used upon this, as though upon the natural sur-
face. The unit pressure was 6,000 Ibs. per sq. ft., and no
appreciable settlement has been noticed.
The nineteen-story Spreckels Building in San Francisco
(Reid Bros., architects) is supported upon a continuous grill-
age as shown by a quarter plan of the footings in Fig. 182.
"Although the main building is but 75 ft. square, the
excavation, which extends underneath the adjacent sidewalks,
attains dimensions of about 98 ft. by 102 ft., and was carried
to a depth of 25 ft. below the street-level, where a concrete
platform, 96 X 100 ft. in size and 2 ft. thick, was built over
the entire surface of the dense wet sand encountered. Upon
this platform was set a layer of fifty-eight 15-in. I-beams, each
composed of three or four sections web- and flange-spliced to
make a continuous beam 96 ft. long. Concrete was filled in
level with the top flanges of these beams, and another tier of
sixty-three 15-in. I-beams, similarly spliced to a length of
91.5 ft., was placed about equidistant on top of them and at
right angles to their direction. More concrete \vas then filled
and rammed to the top of their upper flanges, making virtually
a solid mass of concrete, 54 ins. deep, strengthened by the
340
ARCHITECTURAL ENGINEERING.
intersecting grillages. There was thus formed a platform con-
centric and parallel with the walls of the building, and project-
ing beyond them about 9 ft. on each side, so as to give an
extended area for the footing upon which the weight is aimed
to be uniformly distributed, 70 per cent, greater than the
actual floor area of the building. This, it is planned, will
FlG. 182.— Continuous Grillage, Spreckels Building, San Francisco.
bring the unit pressure down to 4,500 Ibs. per sq. ft. on the
earth surface, and insure absolute continuity and uniformity in
the foundation, that it may have sufficient rigidity to take up
all strain and insure regular and uniform settlement, if any
should occur. On top of the concrete footing surface are
FOUNDATIONS. 341
placed twenty-eight sets of distributing girders, each formed
of five or six parallel 2O-in. rolled steel beams bolted together
and supporting one or two of the forty main columns comprised
in the framework of the building. Each of these columns is
securely anchored by bars passing through its pedestal, and
secured by keys through the webs of the lower tier grillage. ' ' *
Fibre Stresses for Foundation Beams. — The present
Chicago building law specifies that if concrete is reinforced
' ' by iron or steel beams or rails, the loads and offsets in the
same must be so adjusted that the fibre strains upon the metal,
if iron, shall not exceed 12,000 Ibs. per sq. in., or, if steel,
that the fibre strains shall not exceed 16,000 Ibs. per sq. in."
The same extreme fibre stresses are specified for all structural
iron or steelwork.
The fibre stresses called for by the New York law are
identical with the Chicago requirements.
As high as 20,000 Ibs. have been used for fibre stress in steel
beams and iron rails. In the Old Colony Building the steel
beams in the foundations are strained to a fibre strain of 14,000
Ibs. under the dead weight of the building alone, while the
maximum dead- plus live-loads induce an extreme fibre strain
of 21,000 Ibs. per sq. in. The Carnegie strike at the time of
building precluded the possibility of obtaining heavier beams
than 1 5 -in. go-lb. I-beams, so the strain was allowed under
the press of circumstances.
Steel Foundations, Painting of. — Protection from rust by
means of paint, asphaltum, concrete, or "by such materials
and in such manner as may be approved by the commissioner
of buildings," is specified by the New York building law for
metal incorporated in, or forming part of, foundation construc-
tion.
The Chicago law does not require the painting of metal-
* See the Engineering Record, April 9, 1898.
342 ARCHITECTURAL ENGINEERING.
work embedded in concrete, thus recognizing the fact that
concrete is, in itself, a better preservative than paint. Beams
or rails must be entirely enveloped in concrete, the mass to be
free from cavities, with all exposed surfaces coated with
cement mortar at least I in. thick.
Pile Foundations. — The question of pile foundations vs.
grillage methods to secure adequate support for a building is a
matter of considerable difference of opinion among many archi-
tects and engineers. There are those who consider spread
foundations entirely reliable, and who show their faith by
using this type; while others, who question the advisability of
using surface foundations for important structures, advocate
piling to hard-pan. Each type undoubtedly has its favorable
conditions and limitations, and the question would therefore
seem to be to define such conditions of use.
First, as to the nature of the soil to be builded on, the suc-
cessful use of spread foundations requires a uniform material :
' ' uniform in character, in compressibility, in softness and in
depth." Without any and all of these characteristics, the
material is not adapted to the uniform settlement which must
accompany grillage design. These conditions are fully met
in such subsoil as is encountered in Chicago, where tests and
repeated trial have shown that practically uniform settlement
may be attained without resorting to the necessity for deep
foundations. Very few office buildings in Chicago have been
built on any other than grillage footings, except the heavy
public buildings or warehouses, grain elevators, etc., along the
river fronts or near Lake Michigan.
When, however, considerable variation occurs in the char-
acter of the material underlying the site, as is especially true
in the lower portion of New York City, or where the substrata
are of a yielding or quicksand nature, the method of spread
foundations must be used with great caution. Even assuming
that there is never any question as to the possible outflow of
FOUNDATIONS. 343
such unstable material, as might result from relief caused by
future building operations, the possibility and indeed probability
of unequal settlement would require the use of piles unless the
importance of the work would warrant the still greater expense
and security of pneumatic foundations. Grillage foundations
have been used for several very high buildings in lower New
York, notably in the St. Paul Building before referred to, but
in all such cases the character of the ground has been found
to be very uniform and stable. By far the larger number of
New York's important structures are founded either on piles,
or on caissons to bed-rock.
' ' The first method that naturally comes to mind for pro-
viding a better foundation than can be done by simply spread-
ing the bearings on the earth at customary depths, is that of
driving piles; and where there is reasonable certainty that
these will always remain wholly submerged, this is generally the
best possible foundation, considering its cost, for buildings of
considerable but not of the greatest weight. ' ' * But unless
the driving of piles can be accomplished without injury to
adjacent buildings, and without question as to the permanency
of the piles themselves, the use of piling in preference to gril-
lage may be very questionable. Their use will avoid danger
through possible excavations in adjoining lots, and greater
loads may generally be carried over a given area; but great
care is necessary to see that the piles are not badly injured in
driving, and that the upper portions are never exposed to
alternate wet and dry conditions.
Test Loads on Piling. — The most satisfactory bearing
values for piles can be obtained through the use of test loads
as described in connection with the Chicago Public Library
under the previous paragraph " Test loads. " Patton states
that experience and experiment are of most value in determin-
See Charles Sooysmith in Trans. Am. Soc. C. E., vol. xxxv.
344 ARCHITECTURAL ENGINEERING.
ing the bearing-power of piles, and even with experience,
experiment is much the safer rule for any other than very well-
known conditions.
Test loads for piling may be obtained by driving a cluster
of piles at the required site, as nearly under the actual condi-
tions to be fulfilled in the completed structure as may be
possible. They are loaded as for the Chicago Public Library
test, and settlements noted. For working values, a factor of
safety of from 2 to 4 is used, depending upon the thoroughness
of the test, the number of tests, and the character of the build-
ing. If not driven closer than 30 ins. centres, a cluster of
piles will usually bear a greater load than the summation of
the loads determined for individual piles. This is due to the
consolidation of the soil around each pile, thus giving more
and more resistance to the remaining piles as driven. This
increase, however, in the sustaining power due to compacting
the earth is limited in extreme cases, as will be pointed out
under the heading on pile formulae.
Test loads should not be applied to piles until twenty-four
hours or more after they are driven, in order to permit the filling
in or compacting of the soil around the shaft.
Formulae for Bearing-power of Piles. — When not specified
by building law, or fixed by test loads, the safe bearing values
of piles must be determined by formulae. Of these, a great
number has been devised by different authorities, and Mr. J.
Foster Crowell * shows that " fourteen different values for the
extreme sustaining power of the same pile, driven under pre-
cisely similar conditions, range, in a typical case, all the way
from 96,000 to 600,000 Ibs."
A great deal has been written concerning pile-driving and
pile formulae, and for extended information on these subjects
* See " Uniform Practice in Pile-driving," J. Foster Crowell, Trans.
Am. Soc. C. E., vol. xxvii.
FOUND A TIONS, 345
reference may be made to Prof. Baker's " Treatise on Masonry
Construction," Patton's "Practical Treatise on Foundations,"
the paper by Mr. Crowell, before referred to, and other articles
and books on the same subject. Two formulae only will here
be given, as constituting about the most satisfactory ones which
have yet been employed.
The formula originally proposed by Mr. A. M. Welling-
ton, and since called the "Engineering News" formula, is
considered by many as more reliable and decidedly more con-
venient than most others of any extended use. This is of the
form
fwh
-, + ,'
where P = safe bearing resistance of pile ;
f •=. factor, varying from 12 to I, and recommended to
be taken at 2 , thus giving a factor of safety of 6 ;
w = weight of the hammer, in pounds;
h = height of hammer fall, in feet;
s = penetration, in inches, under the last blow of
hammer ;
c = constant to provide for the increased resistance to
moving at moment of impact, taken equal to I .
The following table gives the safe loads in tons, according
to the above formula, for piles driven with a i-ton hammer.
For a hammer of different weight, multiply the safe load given
in table by the weight of the hammer in tons.
A complete discussion as to the merits of the above formula
maybe found in the Engineering News, vol. xxix. No. 8, and
from the views expressed on this subject by many well qualified
to judge, it will be seen that the varying conditions of pile-
driving, including the great range of material to be penetrated,
the loss of energy due to broomed heads, and many other
conditions of a practical nature, make it impossible to even
346
ARCHITECTURAL ENGINEERING.
approximately fix the ultimate bearing-power of piles in terms
of the weight and fall of a hammer, and the attendant penetra-
tion.
Last
Penetra-
tion of
Pile, in
Height of Fall of Hammer, in Feet.
0.25
4.8
6.4
8.1
9-7
12.9
16.1
19.4
22.5
25-8
29.1
32.3
O.5O
4.0
5-3
6.7
8.0
10.7
13-3
16.1
18.7
21.3
24.0
26.6
3V3
• 75
1-4
4.6
5-7
6.9
q.2
II. 5
13.8
16.1
18.4
20.7
23.0
28.8
34-5
.00
3.0
4.0
5-o
6.0
8.0
IO.O
12. 0
14.0
16.0
iS.Oj 20. o
2<>.0
30.0
• 25
$.6
4-5
5-4
7-i
8.9
10.7
12.5
14-3
16.1
17.9
22. S
26.7
• 50
3.2
4.0
4.8
6.4
8.0
9.6
II. 2
12.8
14.4
16.0
2O. 0
24.0
• 75
3-6
4-4
5-8
7-3
8.8
IO.2
ii. 7
I3-I
14-6
18.2
21.9
2.00
3-3
4.0
5-3
6-7
8.0
9-3
10.7
12.0
13-3
16.7
20. 0
2-50
3.4
4.6
5-7
6.9
8.0
Q.I
10.3
11.4
14.3
I7.I
3-00
3-0
4.0
5-o
6.0
7-0
8.0
9.0
IO.O
12.5
15-0
3-50
3-6
4-4
5-3
6.2
7-i
S.o
8.9
II. I
13-3
4.00
3-2
4.0
4.8
5-6
6.4
7-2
8.0
IO.O
12. 0
5-00
3-3
4.0
4-7
5-3
6.0
6.7
8.3
IO.O
8.6
Prof. Patton * states that " after a period of rest it is evident
that piles support their loads by the upward pressure at the
point of the pile, and by the frictional resistance on the surface
of the pile in contact with the soil," and he therefore considers
that both the best and simplest way of determining the safe
bearing-power of a pile is in terms of the bearing-power of the
point and the frictional resistance against the surface of the
pile, or
P = P + A
where P = safe bearing-power of pile ;
/ = safe resistance to settling, determined by the bear-
ing-power of the soil ;
/= factor depending upon the frictional resistance of
the soil upon the surface of the pile;
s = number of square feet of pile surface in contact with
the soil.
1 See " A Practical Treatise on Foundations," p. 220.
FOUNDATIONS. 347
For value of/, Prof. Patton gives from 5,000 to 6,000 Ibs,
per sq. ft. for safe load on sand, gravel, and clay, while in silt
the value would be o.
For values of/, take
100 Ibs. per sq. ft. for the softest semi-fluid soils;
200 Ibs. per sq. ft. for compact silt and clay;
300 to 500 Ibs. per sq. ft. for mixed earths with con-
siderable grit, and
400 to 600 Ibs. per sq. ft. for compact sand or sand and gravel.
When piles are driven by water-jet, instead of by hammer
blows, such formulae as the Engineering News form could not
apply, and it would be necessary to use some such form as
Patton 's, or else to determine the bearing-power by test loads.
Prof. Patton recommends the use of his formula, as above, but
supplemented by tests where possible.
In determining the resultant bearing-power of a large
number of piles driven close together, Mr. Sooysmith has
pointed out * that the value of the total number may be only
the safe bearing-power of the underlying stratum supporting
the pile-points. For, while a single pile or a few piles may
rely on both the resistance at the point and the friction upon
the sides, many piles driven closely together and to a material
at all yielding may be considered as simply replacing com-
pressible material and as transferring the load to the layer
receiving the points. The bearing-power of the foundation
then becomes the safe bearing-power of the stratum below the
piles, plus the frictional resistance of the side walls or outer
surfaces of the site, or of the mass filled with piles. It is,
therefore, quite possible to overload the substratum by driving
the piles too close together.
* See Trans. Am. Soc. C. E., vol. xxxv. p. 464.
348 ARCHITECTURAL ENGINEERING.
Specifications for Piles. — The specifications for piles and
pile platforms in the Chicago Post-office and Government
Building were as follows :
Piles. — All piles are to be of the same kind of wood, but
may be of any one of the following: Hard, yellow, first-growth,
untapped, Southern pine, or oak, or Norway pine. They must
be not less than 10 ins. diameter at the small end and not less
than 1 6 ins. or more than 23 ins. at the butt. Each pile must
be sound throughout, of natural growth, reasonably straight
and true along its entire length, properly trimmed, and the
small ends sawed off to a plane normal to the axis of the pile.
The piles are to be driven with a steam hammer, the
machine to be placed in the trench or on a level with the
general excavation, as the contractor may choose. Should
the latter method be adopted, the guides must be lengthened
to reach within 4 ft. of the bottom of trench or pit, and if a
follower is used the head of the pile shall be properly protected
from injury by a suitable iron ring. The heads of all piles
must be sawed off accurately on a horizontal plane true to the
required level. All piles must be driven until they reach and
fetch up hard on the very hard-pan underlying the clay, and
the pile shall not sink more than \ in. for the last six blows of
a 2,ooo-lb. steam hammer with full force. All piles must be
of sufficient length to fulfil the above conditions whatever the
soil may be. The average depth of hard-pan is assumed to
be 72 ft. below the inside sidewalk grade, and is to be taken
as a basis of length of pile. Should any portion of the ground
require piles exceeding 48 ft. in length when cut off to the
required level figured on the drawings, the contractor is to
receive an additional amount per foot.
Platform. — After the heads of the piles have been sawed
off, the earth around them is to be thoroughly tamped, well
rammed and smoothed off to the level even with the top of the
piles. The piles are then to be capped by white-oak caps*
FOUNDATIONS. 349
14 X 14 ins., of lengths shown on the drawings. The caps
shall be fastened to the pile-heads by means of i-in. wrought-
iron drift-bolts 24 ins. long, one in each end of each cap-
timber. All joints and ends of all timbers are to be sawed
square, and joints properly broken so that no two, as far as
practicable, will come on the same line, and all butt-joints are
to come directly over centre of pile-heads or cross-caps. The
caps are to project over the outer edge of the top of the outside
pile. On top of these cap-timbers a platform will be laid con-
sisting of white-oak timbers 12 X 12 ins., closely laid in
random lengths, no timber being less than 12 ft. long. The
outside timbers of each platform to be bolted to each cap-
timber on which they rest with one i-in. wrought-iron drift-
bolt 20 ins. long.
Water-level. — Wherever piles are employed for founda-
tions, it is obviously of the utmost importance to establish the
permanent water-level, in order that the piles may be always
below this line. This may be ascertained by means of test-
pits, dug to below the water-level, in which the water is per-
mitted to remain for as long a time as may be allowed by the
building operations. The water-level may then be measured
at stated intervals, care being taken to prevent any unusual
local disturbances, such as the inflow of rain-water or water
from pipes, springs, or sewers. The line finally determined
on should be low enough to provide for some reasonable
lowering of the observations.
The removal of a building in New York City which had
been built on piles driven some ten or twelve years previously,
and the seriously decayed condition of the piles has been cited
by Mr. Sooysmith as showing the danger attending the use of
piles when not driven below the water-line.* Mr. Sooysmith
further adds that, owing to the number of springs and driven
* See Trans. Am. Soc. C. E., vol. xxxv. p. 465.
35° ARCHITECTURAL ENGINEERING.
wells throughout lower New York, "the water-level at any
one point may be materially lowered at any time by pumping
from a driven well in the vicinity or from the constant drainage
of some leaking basement or other excavation. Thus it would
seem that the permanence of any given water-level in the city
can rarely be relied upon."
Pile Foundations in Chicago. — Pile foundations were used
in Chicago for many years previous to the introduction of the
isolated pier method, and some of the oldest and heaviest
buildings are founded on them ; notably the grain elevators
along the Chicago River, which, in spite of their constantly
varying loads, have so far maintained their integrity, though
few buildings could be more trying on any type of foundations.
Some years ago the use ot piles in Chicago was decried in
consequence of the very careless methods and designs used in
the City Hall Building. And as we look back upon the results
of this work, it is hardly surprising that piles should have been
viewed with suspicion for some time after by those, at least,
who looked no deeper than the effect, without considering the
cause. In this building the piles were driven so near together
that when a new one was driven its neighbor was raised up.
The foundations were put in uniformly, although the weight
was far from being uniform on the different piers; and even at
the time the floors were placed a variation of 7^ ins. had
resulted in the settlement.
Another example of poor pile-driving at about the same
time was the foundations for the Chicago water-works tower.
The surface material consisted of about 17 ft. of pure lake-
shore sand, and during the later blows a very heavy hammer
was needed to drive a pile even J in. by measurement. But
the specifications as to depth were to be complied with rather
than any regard as to resistance, and the piles were hammered
and rehammered until the sand was pierced, and a drop of
1 1 ins. into soft material was suddenly noticed.
FOUNDATIONS. 351
After these and other failures the stone and concrete foun-
dation was used, until the introduction of the "raft " method,
which was almost universally approved, and so extensively
used that the pile method was for a time quite dispensed with.
But in 1889 Mr. S. S. Beman revived the use of piles in the
Wisconsin Central Depot, under trying circumstances. The
building itself is only eight stories high, while the tower,
carried on piles at 20 tons and more per pile, is 240 ft. high.
There has been no appreciable unequal settlement.
Another firm advocate of the pile foundation was Mr. Felix
Adler of the firm of Adler & Sullivan. The Schiller Theatre
Building, by these architects, was built on piles, "as the
enormous concentrations of loads, next to adjacent walls, made
it seem almost impossible to use iron and concrete foundations
without an expense almost prohibitive." It was therefore
decided to use piles, driven 50 ft. below datum, loaded at 55
tons per pile, and cut off at datum, with oak grillage on top
and a solid bed of concrete spread over the entire area.
The work in question, however, was not at all successful
as regards the adjacent property, and, indeed, such damage
was done by the pile-driving that suit was instituted against
the owners of the Schiller Theatre by the owners of the
adjacent Borden Block, as a result of damage sustained. A
similar suit was brought against the proprietors of the Stock
Exchange Building.
Later examples of the use of pile foundations in Chicago
are described in the following paragraph, and under the head-
ing " Combined Grillage and Piling."
Pile Foundations in Chicago Post-office and Government
Building.* — The new Chicago Post-office and Government
Building is a heavy masonry structure, supported on pile foun-
dations carried down through the overlying clay generally
found in that locality, to the hard-pan which lies at an average
* See Engineering News, vol. xxxix. No. 4.
352
ARCHITECTURAL ENGINEERING.
depth of about 72 ft. below the street-grade. The borings
made at this site were previously referred to under the heading
"Test Borings." About 5,000 piles were used in all, these
being driven in rows for the exterior walls, and in clusters of
varying size for the independent piers, etc., distributed over
the site. They were spaced about 3 ft. to 3 ft. 6 ins. centres,
the specifications for the pile material being as given in a
previous paragraph.
The details of a pier are shown in Fig. 183. The bottom
FIG. 183. — Pile Foundations in Chicago Post-office,
of the trench is about 28 ft. below the street-level, and as the
piles averaged 48 ft. in net length, this made about 76 ft. from
the street-grade to foot of piles. White-oak capping, 14 x
1 4 ins., was placed upon the pile-tops after the heads had been
cut off to a uniform grade, and a close flooring of 12-in. by
1 2 -in. white-oak timbers was then laid to support a 3-ft. bed
of concrete. Upon this concrete the masonry piers were built
up to the required grade, the material being limestone, laid in
courses about 12 ins. thick.
The pile-driving was done with a steam pile-hammer
weighing 4,400 Ibs., and making 60 blows per minute.
Pile Foundations in Park Row Building. — The total
weight of this building was estimated at 65,200 tons, 56,200
tons being for the weight of the structure, including wind
FOUNDATIONS.
353
pressure, but exclusive of steel frame, which latter portion was
estimated at 9,000 tons. The area covered is about 15,000
sq. ft., and some 3,900 foundation piles were used, thus giving
about 1 6 tons per pile.*
Test borings indicated an underlying bed of uniform, fine
wet sand, extending some 95 ft. to hard-pan or bed-rock, and
this material proved so firm and solid that but few of the piles
could be driven lower than 15 or 20 ft. The piles were there-
fore driven until the last blow showed a refusal of I in. fall
under a 2,ooo-lb. hammer with a drop of 20 ft.
Under the various piers the piles were driven in rows, the
FIG. 184.— Pile Foundations in Park Row Building, New York,
piles being 18 ins. centres, in rows 24 ins. apart. After the
tops had been cut off below the permanent water-level, the
heads were surrounded to a depth of 16 ins. with a solid mass
of concrete, composed of I part sand, 2 parts Portland cement,
and 5 parts 2|-in. stone. A lo-in. granite capping course was
then laid, upon which brick piers were built, loaded to 1 5 tons
per sq. ft., and a 12-in. granite course was last applied to
receive the grillage beams. (See Fig. 184.)
The steel grillage beams were grouted in a £-in. bed of
Portland cement mortar, and where irregularities existed
* For a detailed description of this building, see the Engineering
Record, vol. xxxviii. No. 7.
354
ARCHITECTURAL ENGINEERING.
between the beams and the granite capping of more than £ in.,
thin flat bars of steel, bedded in grout, were employed as
packing.
Where two or more columns were combined as one pier,
heavy box girders were used to distribute the loads.
These foundations were executed with considerable diffi-
culty, as the walls and foundations of the adjoining buildings
were not suitable to resist the vibrations caused by pile-driving.
Underpinning by means of needle-beams and pipe supports
was therefore rendered necessary while the adjacent foundations
were removed and replaced by new brick walls and footings,
carried down somewhat below the level of the new excavation.
Combined Grillage and Piling. — For the purpose of com-
pressing the clay and thereby
permitting a greater bearing
unit per square foot, piles have
been used in combination with
ordinary grillage foundations,
Jl . / ••• * • • .*.- •-.... vi .. va.n.u)h as in the case of the Fisher
Buitding, Chicago, ,896. In
this instance, the piles were dis-
regarded as to direct bearing
capacity, and the footings were
designed as purely spread foun-
dations.
On account of there being
no party-wall contract, and also
on account of the high resultant
pressures per square foot for
ordinary spread footings along
the party-line, Mr. Shankland
decided to drive short piles into
FIG. 185. — Pile Foundation in
Fisher Building, Chicago.
the clay, thereby compressing the material and making it of the
same condition before the building was commenced as ordinarily
FOUNDATIONS.
355
obtains after the erection of a heavy building upon it.*
Twenty-five-foot piles were therefore driven about 3 ft. cen-
tres under the footings, and it required from four to eight blows
of a 2,50O-lb. hammer, falling 20 to 24 ft., to drive the piles
the last foot. It was therefore considered perfectly safe to
load the piles to 25 tons each, or rather, as the piles were
practically disregarded, to load the 9 sq. ft. of clay around
each pile to nearly 6,000 Ibs. per sq. ft., or almost double the
usual allowance. A single column-footing for this building is
shown in Fig. 185.
Another very interesting combination foundation by the
same designer was utilized for an office building 40 ft. wide
and 165 ft. long, where, owing to the absence of party-wall
contracts, the footings were required to be entirely within the
lot-lines, and shoring or underpinning would have been costly
and dangerous. It was therefore decided to drive piles in the
central portion of the lot, while preserving a minimum distance
of 6 ft. from either side wall, as in Fig. 186. Plate girders,
FIG. 186. — Combination Grillage and Piling.
spanning the entire lot width, were then placed over each row
of piles, upon which girders the cross-beams and column-shoes
* See E. C. Shankland in Minutes of Proceedings Inst. C. E., vol.
cxxviii. p. 20.
356 ARCHITECTURAL ENGINEERING.
rested. Concrete was used to cover the pile-tops, and to sur-
round the metal-work as shown in the illustration.
Use of Piles : Building Laws. — The laws of New York
specify that no pile shall be loaded in excess of 20 tons. The
spacing shall be not less than 20 ins. nor more than 36 ins. on
centres, while the size must be not less than 5-in. end and
lo-in. butt for piles 20 ft. or less in length, or 5-in. end and
20-in. butt for piles more than 20 ft. in length. For the sus-
taining power of piles, Mr. Wellington's formula is specified.
The tops of all piles must be cut off below the lowest water-
line.
The Chicago building law requires that piles be driven to
rock or hard-pan bearing, the safe load to be according to
approved formulae for pile-driving, but not exceeding 25 tons
per pile. A capping of oak grillage is specified, the extreme
fibre stress not to exceed 1,200 Ibs. per sq. in., the top of such
oak grillage to be at least I ft. below city datum or I ft. below
the bottom of any adjacent sewer which may be below city
datum.
The Boston law does not specify any unit loads for piles,
the requirements being that the piles shall be not more than
3 ft. apart on centres in the direction of the wall, "and the
number, diameter, and bearing shall be sufficient to support
the superstructure proposed. ' ' The walls of buildings over
70 ft. in height must rest, where possible, upon at least three
rows of piles, all to be capped with block-granite levellers.
Foundations to Bed-rock. — Foundations to bed-rock have
always been recognized as particularly desirable for any and
all forms of heavy building construction, but open excavations
(such as were secured before the introduction of modern
methods) become impracticable under the present conditions
obtaining in large cities, owing to the safety which must be
accorded adjacent structures.
The greatly increased height and consequent weight
FOUND/1 TIONS. 357
-developed in modern buildings have required a corresponding
extension or development of foundation methods, and as great
security and absolute integrity have been demanded of the
designer, even when building upon soft or treacherous soils,
the necessity for reaching bed-rock has had to be met, and
often under conditions so difficult that the proceeding would
have been impossible under former methods.
When bed-rock is to be found at no great depth, there can
be little question as to the desirability of securing rock founda-
tion for any structure of importance, provided the cost of such
foundation be not disproportionately large. The added security
would warrant a reasonable increase in cost, and this added
outlay becomes a smaller percentage on the entire work as the
total cost and importance of the structure is increased.
If rock bottom is at great depth, and the soil presents
uniform conditions suitable for grillage design, there can be no
good reason for incurring the increased expense of caissons ;
nor, if the driving of piles seems expedient, should caissons be
preferred at largely added cost. But if bed-rock is fairly
accessible, or if at considerable depth and overlaid with quick-
sand or soil containing water-bearing strata, recourse must be
had to some form of deep-foundation design. This is now
accomplished by means of caissons, of which two types have
been extensively used — hydraulic caissons or open cylinders,
and pneumatic caissons.
Open Cylinders or Hydraulic Caissons. — Open cylinders
to bed-rock are only applicable where sand or earthy soils free
from bowlders or other obstructions are to be penetrated, and
where the extensive pumping and jetting of water made neces-
sary by this process will not cause undermining tendencies in
soft or unstable soil under adjoining buildings.
This method consists of sinking steel or wood cylinders,
either circular or rectangular in cross-section, from the surface
to the rock bottom. The cylinders are usually made of f-in.
358
ARCHITECTURAL ENGINEERING.
i " — • * — * • ^
Hm
steel plates, in sections about 3 ft. long and from 6 to 10 ft,
in diameter, according to the bearing area required in the pier.
For moderate depths the cylinders are often delivered at the
site completely riveted up, but for any great depths the sec-
tions are field riveted as fast as the shell is sunk. The connec-
tions between the several sections are made by means of
lap-joints, with f in. field rivets, pitched about 5 ins. Wooden
cylinders are also employed, as in the new Stock Exchange
Building in New York.
. The bottom edge of the cylinder is fitted with a cast-iron
nrrnj] or steel cutting-edge, which is
provided with nozzle attach-
/Tr—i J— -t\ ments, so that water-jets at about
/ \ 100 Ibs. pressure may be delivered
through orifices in the cutting-
edge. The first section is started
in a pit dug to the water-line,
and then by loading the tops of
the cylinder, and by starting the
water pressure through the cut-
ting-edge, the earth is scoured
out below the shell and so softened
that the applied load gradually
sinks the cylinder through the
soft material to a rock bearing,
but still leaves a vertical earth
core within. The cylinder is
then excavated, and either filled
with concrete, or a bed of Con-
crete some 4 or 6 ft. thick is placed
at the bottom, upon which brick piers are started of the full
size and height of the pier. Grillage beams are then applied
to receive the column-stands, as illustrated in Fig. 187.
Pneumatic Caissons, Use of. — This method of securing
FIG. 187. — Open Cylinder
Foundation.
FOUNDATIONS. 359
deep foundations in water, quicksand, or unstable soils, has
been very extensively developed in bridge building, and by far
the larger number of masonry piers for important railroad
bridges has been founded on caissons driven to bed-rock or
hard-pan by the pneumatic process. In general principles and
even in details the pneumatic caissons employed in building
construction differ but slightly from those used in bridge work,
and for extended information on this subject reference may be
made to Prof. Baker's "Treatise on Masonry Construction, "
to Prof. Patton's work on "Foundations," or to any of the
detailed reports submitted or published by the chief engineers
of prominent bridge work.
Pneumatic caissons have been and are now being employed
in many of the most important high buildings, especially in
New York City. The process has been found most reliable
under the severest conditions. The advantages secured by this
process are, first: excavations maybe carried on under a suffi-
cient air pressure to insure the holding back of any inflowing
outside and unstable material ; second, obstructions encoun-
tered in sinking the piers, such as logs or bowlders, may be
removed; third, the rock bottom may be examined and, if
necessary, levelled off or stepped to secure a firm bearing;
fourth, the piers can be built while the caissons are being sunk,
so that the piers are completed as soon as the bed-rock is
reached.
Regarding the proportional cost of this type of foundations,
Mr. Charles Sooysmith states as follows : * " The pneumatic
process is the one safe and sure method for deep excavations
by which all dangers of quicksand or other difficulties can,
with certainty, be quickly overcome and a perfect foundation
constructed ; and this, too, at a cost, where the conditions are
determined, which can generally be estimated with compara-
* See '' Concerning Foundations for Heavy Buildings in New York
City," Trans. Am. Soc. C. E., vol. xxxv. p. 468.
360 ARCHITECTURAL ENGINEERING.
tive certainty." . . . " It is probable that a sum not exceeding
3 or 4 per cent, of the cost of the entire building, added to
what the cheapest possible shallow foundation would cost for
one of the very high buildings, would cover the extra cost of
carrying its foundations to the solid rock, when this is within
70 or 80 ft. of the surface. In many cases this extra cost would
be more than offset by the value of the additional story or
stories that could be provided beneath the surface."
Pneumatic Caissons, Design of. — A pneumatic caisson
consists of a circular or rectangular box of wood or steel, with
flat top and vertical sides, but open at the bottom. A cross-
section of an ordinary form is shown in Fig. 188. The top or
roof is sometimes constructed of solid layers or courses of
timbers, and sometimes by alternate courses with spaces
between the timbers. In the latter form, the voids are filled
with concrete. The side walls are usually made solid, of about
12-in. by 12-in. timbers, while the lower edges or "cutting-
edges ' ' are provided with a steel plate or shoe of some form
to act as a cutting- or penetrating-edge into the underlying
material. The whole construction is designed to be air-tight.
The interior or working chamber is connected with the
exterior by means of "air-shafts," which consist of vertical
circular shafts extending through the roof and up through the
pier, these being extended by means of successive sections, as
the chamber descends. Two or more of these shafts are
usually provided for the use of the workmen and for the carry-
ing of the earth or other excavated material from the inside to
the surface for carting away.
Each air-shaft is provided at its upper end with an ' ' air-
lock," consisting of a small steel chamber which has two
doors — one connecting with, the vertical shaft leading to the
working-chamber, and the other connecting to the outside air.
As the inside chamber is filled with compressed air, the two
doors to the air-lock may never be opened at the same time —
FOUNDATIONS.
361
otherwise the compressed air would escape, and the working-
chamber would quickly fill with water, if below the water-line.
For the passage of materials, the air-locks are operated as
quickly as possible, both to save time, and to cause the least
possible escape of compressed air; but, for the passage ofwork-
FIG. 188. — Section through Pneumatic Caisson.
men, the transition from one atmosphere to the other must be
made more gradually, in order that injury to the inmates may
not be caused by the sudden increase or diminution of pressure.
Caissons may be built in position or delivered at the site
ready for use, according to the size and facilities for handling.
When exactly located upon the surface material where the pier
362 ARCHITECTURAL ENGINEERING.
is to be sunk, the men in the working-chamber start excavat-
ing the underlying soil, and undermining the cutting-edges,
so that the caisson gradually sinks under the superimposed
load. This may be started with open air-shafts, but as soon
as the water-level is reached, and water becomes troublesome
in the working-chamber, the locks must be closed and air
pressure turned on of a sufficient pressure to keep the chamber
free from water. Compressed air is furnished by means of
compressors located at the site. The excavated material is
hoisted to the surface by means of buckets working in the
material shafts, but if sand or fine soil is encountered, the
material is discharged at the surface by means of the sand-
pump, which consists of a vertical pipe, open at the surface,
but sealed at the lower end by means of a puddle of water
maintained below the level of the caisson bed. The fine
material held in suspension is drawn up by the suction
obtained by discharging compressed air around the discharging
nozzle of the sand-pipe.
Water-tight coffer-dams are usually extended above the
roofs of the caissons, so that the caissons maybe sunk without
necessarily waiting for the starting of the masonry piers. Time
will be saved, however, if the piers are built while the caisson
is being sunk, and the added weight of the piers is often valu-
able in causing the caisson to follow the excavation. In small
caissons with vertical sides, such as are often employed in
building work, the friction of the sides often becomes so great
that a temporary loading of pig-iron is necessary, even in
addition to the masonry pier, in order to sink the caisson
against the friction and the upward pressure of the compressed
air.
When the caisson has reached the required level, the bed-
rock is levelled or stepped off, as may be necessary, the surface
is carefully cleaned, and the working-chamber and air-shafts
are filled with concrete.
FOUND A TIONS. 363
Caissons are now lighted by electricity and telephone com-
munication with the surface is sometimes provided. Bowlders
.are removed by blasting with dynamite.
First Use of Pneumatic Caissons. — Pneumatic caissons
were first employed in building construction in the Manhattan
Life Insurance Building, New York City. The building proper
is seventeen stories high, with a tower on top terminating in
a dome. The main roof is at an elevation of 242 ft. from the
sidewalk, and from sidewalk to base of flagstaff = 347 ft.
6 ins. , and from base of foundations to top of dome = 408 ft.
This makes the dome 61 ft. higher than the neighboring spire
of " Old Trinity."
The area of the lot is, approximately, 120 ft. deep X 67 ft.
frontage, or 8,000 sq. ft., which, with the estimated total
weight of the building of some 30,000 tons, would give a load
of 7,500 Ibs. per sq. ft. of lot area.
The natural soil at the site consisted of mud and quicksand
to a depth of some 54 ft., down to bed-rock. Had piles been
used, as close together as the New York building law allows,
or 30 ins. centre to centre over the entire area, some 1,323
piles could have been driven, with an average load of 45,300
Ibs. each. This was inadmissible, as the building law limited
the load per pile to 40,000 Ibs. each, when driven 2 ft. 6 ins.
centres.
A new departure in foundations was therefore necessary,
especially as the surrounding buildings were built on the
natural earth, making them particularly liable to injury in case
of any increase of pressure on the soil from additional loading,
or decrease in pressure through deep excavations or trenches
for piles or concrete piers below the adjacent footings.
Pneumatic caissons were thus adopted, and this was the
first example of the pneumatic system as applied to buildings,
although the same architects (Messrs. Kimball & Thompson1*
had before used smaller caissons in the Fifth Avenue Theatre
ARCHITECTURAL ENGINEERING.
T
FIG. 189. — Plan of Caissons in Manhattan Life Insurance Co.'s Building,
New York.
FOUNDATIONS.
365
Building in New York City, but without the use of compressed
air.
Fifteen caissons, varying in size from 9 ft. 9 ins. in diameter
to 25 ft. square, supported the thirty-four cast-iron columns.
These caissons were sunk to an average depth of about 3 1 ft.
6 ins. below the bottoms of the excavations at the site. After
the caissons were sunk to bed-rock, the rock surface was dressed
and stepped as required, and the chambers and shafts were
then rammed with concrete, composed of I part Alsen cement,
2 parts sand, and 4 parts broken stone. The superimposed
piers were biiilt of hard-burned brick laid in cement mortar.
About eight days were required to sink each caisson. The
locations of the several caissons are shown in Fig. 189.
A very elaborate system of cantilever girders was used to
transfer the loads on the columns in the side walls to proper
FIG. 190.— Cross-section of Caissons in Manhattan Life Insurance Co.'s
Building, New York.
concentric bearings over the caisson piers. From these bear-
ings the load was distributed over the whole masonry work by
means of targe steel bolsters, thus diminishing and equalizing
the unit-pressure. A cross-section of the caissons and canti-
lever girders is shown in Fig. 190.
366
ARCHITECTURAL ENGINEERING.
Pneumatic Caissons, Gillender Building. — This building,
shown in Fig. 28, is 310 ft. high from the top of the grillage
beams to the top of the dome. The narrow width of the
DgG
cj/vmive/t
DSDJ
OBI
FIG. 191. — Plan of Caisson, Gillender Building.
building permitted all of the columns to be located within the
exterior walls, and six columns were placed on each side, as
shown by the framing plan, Fig. 60.
The foundation material consisted of fine loose wet sand,
and it was found that it would be impracticable to support the
FOUNDATIONS.
367
structure on any form of grillage or spread foundations, even
though the entire site area (viz. 1,852 sq. ft.), were covered,
as the estimated load and the pressures developed by wind
f
FIG. 192. — Detail of Caisson, Gillender Building.
strains would exceed the permissible bearing. Pneumatic
caissons were therefore adopted, covering about three-fifths of
the area of the site. Each caisson supports four columns, or
two on either side of the building, as shown in Fig. 191.
368
ARCHITECTURAL ENGINEERING.
These were proportioned to distribute the loads at 12 tons per
sq. ft.
The general details of the caissons are shown in Fig. 192,
while Fig. 193 shows a large section through a side wall and
cutting-edge.
T!
FIG. 193. — Detail of Caisson Cutting-edge, Gillender Building.
Permanent coffer-dams were extended above the tops of the
caissons, thus forming vertical continuations of the caisson sides
for the enclosure of the brick piers which were started upon
the decks of the caisson chambers. These brick piers were
about 1 8 ft. high. The total depth from cellar floor-line to
bottom of cutting-edges was about 42 ft.
The caissons, as in Figs. 192 and 193, were built of yellow
pine, with a steel plate cutting-edge as shown. The timber
used was planed on all sides, and the outside planking was
placed vertically to reduce the skin friction. The actual time
required for sinking was seven days for the centre caisson,
15 ft. X 24 ft., and four days each for the end caissons, 12 ft.
X 24 ft. each.
Over the brick piers, which were laid in Portland cement
mortar, a 12-in. layer of concrete was placed to receive the
grillage beams and cantilever girders. These were first painted,.
FOUNDATIONS.
369
then coated with coal-tar, and then surrounded by a solid mass
of concrete, the minimum thickness of which was 12 ins. The
interior spaces of the box girders were filled with Portland
cement grout, to guard against corrosion.
Pneumatic Caissons, American Surety Building. — A
framing plan of this building is shown in Fig. 61. The struc-
ture is about 85 ft. square, and twenty-one stories high, or
FIG. 194. — Foundation Piers, American Surety Co.'s Building, New York.
290 ft. from sidewalk curb to roof. The estimated maximum
weight of the building was some 26,000 tons, and this was
transmitted to bed-rock about 72 ft. below the sidewalk-grade
by means of brick piers and pneumatic caissons. Thirteen
steel caissons were employed, with a total distributing area of
3' 5 75 scl- ft-» the pressure per square foot thus being about
14,500 Ibs. All of the caissons were rectangular, the largest
being 1 1 ft. by 42 ft. in area, and 9 ft. high, supporting four
37° ARCHITECTURAL ENGINEERING.
columns. The brick piers are about 30 ft. high, with steel
grillage beams on the tops for the support of the column bases.
On two sides of the building, the wall columns are located
very near the building-line, and as the caissons underneath
these columns could not be extended up^n tbi adjacent
property, it became necessary to devise means tor overcoming
the heavy eccentric loading which would have resulted in
applying the column loads direct to the caissons in the lines of
the column axes. This was accomplished by connecting inner
and outer piers by means of heavy box girders, which rested
on grillage beams over the centres of the piers as shown in
Fig. 194. The girders projected at each end beyond the
grillage supports, the outer or wall ends forming cantilevers
to carry the wall columns, and the interior overhanging ends
forming anchorage ends, which, by anchoring down to the
brick piers, served, with the interior columns applied centrally
over the inner piers, to counterbalance the wall column loads.
The walls were carried on plate girders running between the
cantilever girders.
CHAPTER X.
SPECIFICATIONS— INSPECTION.
ADEQUATE specifications as to character of materials and
workmanship, and competent inspection to provide for the
enforcement of such specifications, are quite as important as
intelligent and economical design. Much thought may be
expended in preparing careful plans and details of the work,
the execution of which may largely be rendered nugatory
through loosely drawn specifications or through the lack of
enforcement of carefully specified requirements.
As the steel frame for any building constitutes by far the1
most important portion of the structure, the specifications and
provisions for the inspection of this part of the building should
be most clearly and carefully stated. Specifications in suffi-
cient detail must also be furnished for all of the classes of work
which enter into the building's construction, but as these are
more architectural than engineering in character, no attempt
will be made here to cover other than the steelwork.
It may be noted, however, that specifications covering
fireproof floor-arches, roofs, partitions, column protections,
etc., are generally totally inadequate in comparison to the
great importance of these features. In the report of the board
of engineers who examined the effects of fire upon the Home
buildings in Pittsburg, it was recommended that the insurance
companies undertake the preparation of standard specifications
governing the character, construction, and methods of apply-
ing all fireproofing materials, and requiring all owners either
37i
37 2 ARCHITECTURAL ENGINEERING.
to use such fireproofing materials subject to these specifications
and careful inspection, or else to be subjected to higher rates
of insurance, — in other words, to vary the cost of insurance
according to the character of the fireproofing used. Such
practice would certainly lead to a decided improvement in our
fireproofing methods.
For specifications regarding masonry walls, piers, etc.,
reference may be made to Prof. Baker's " Treatise on Masonry
Construction," or to Kidder's "Building Construction and
Superintendence," vols. i. and ii. The latter treatise also
includes much information concerning such specifications as
Carpentry, Plastering, Painting, etc., etc. For more extended
data regarding fireproof floors, roofs, column casings, and
partitions, besides a consideration of the elements of general
fireproof design and equipment for fire resistance, see "The
pireproofing of Steel Buildings, ' ' by the author.
Specifications for Structural Steel. — These should fully
and carefully cover all of the requirements of the architect or
engineer in regard to the steel framework during its manufac-
ture, fabrication, and erection — thus embracing the questions
of:
1 . Quality of material.
2. Shop- work and painting.
3. Inspection.
4. Erection.
Some of the points requiring especial emphasis under these
various headings will be considered before detailed specifica-
tions are quoted.
Quality of Material should include requirements cover-
ing chemical constituents, physical properties, and the general
finish of the plain material.
Quality. Chemical Constituents. — The desired results
should be clearly specified, rather than processes or details of
attaining results; and it will generally be found, for any ordi-
SPECIFICATIONS-INSPECTION. 373
nary work, that commercial grades of material of known
uniformity, in ample and usual sections which can be purchased
of several different makers and furnished in prompt deliveries,
are generally preferable to special grades of material or special
sections.
The fact that results have been attained, or the prevention
of serious delays if they have not, should be determined by
prompt testing and inspection, for which facilities should be
definitely specified.
The chemical composition of the steel should not be speci-
fied, other than possibly to limit the quantity of deleterious
constituents, such as phosphorus, sulphur, manganese, etc.,
while all other elements, except carbon, are to be entirely
absent or merely traceable in quantity. " No engineer should,
unless he be an expert steel-maker, attempt to specify an
exact chemical formula and a corresponding physical require-
ment; in doing so he would probably make two requirements
Avhich could not be obtained in one piece of steel, and so
subject himself to a back-down or to ridicule, or both. On
the other hand, he may properly, and he should, fix a limit
beyond which the hurtful elements would not be tolerated."*
All steel should be specified of open-hearth manufacture
and of uniform quality. Rivets to be of " soft " steel, all other
steel to be of ' ' medium ' ' grade, as specified under the require-
ments for physical tests. Chemical analyses should show not
more than the following quantities of phosphorus and sulphur :
Phosphorus. Sulphur.
Acid steel 08 per cent. .06 per cent.
Basic steel 06 " .05 "
There has been much recent discussion about these limits,
but the above percentages will give a thoroughly satisfactory
material which will still come easily within the practice of a
*See "A Manual for Steel-users," by Wm. Metcalf, p. 157.
374 ARCHITECTURAL ENGINEERING.
good rolling-mill. The elements mentioned should be deter-
mined by chemical analyses, made and furnished by the rolling-
mill and checked by the inspecting engineer. Analysis should
be made for each original furnace heat.
Physical Properties should cover ultimate tensile strength,
elastic limit, elongation, and reduction in area, and these can
best be specified by calling for certain physical tests for which
the manufacturer should be required to prepare test specimens,
and to furnish the use of testing-machines and the necessary
labor for making tests, without additional charge.
For steel, specimens should be cut from the finished
material for each original furnace heat, and for each different
section of material; for wrought-iron, from each section of
material and for every certain number of tons; for cast-iron,
from each cupola or furnace charge, and cut from or attached
to the castings to be used, or, if this is not practicable, they
should be cast separately from the same pour.
Test specimens, where possible, should be of sufficient
length to permit the elongation to be measured in 8 ins. , but
specimens representing pins, small special castings, etc., may
be slotted out and turned down for 3 ins. clear, or less, and
measured for elongation in 2 ins., or less, and their required
elongation percentage should be more than for 8 ins. length.
All turned specimens should have easy fillets. Test specimens
with sharp fillets will often fail more readily at less tensile
strength than specimens with easy fillets.
In specifying the physical requirements for ultimate
strength in steel where two or more grades are called for, as
" medium " and " soft " steel, the limits for ultimate strength
should not overlap, otherwise the rolling-mills are very apt to
attempt the furnishing of one grade for both requirements, and
thus frequently fail to get good results within the narrow limits.
The specifications must then be waived, or many apparently
unreasonable condemnations made. It is better to allow
SPECIFIC A TIONS— INSPECTION. 375
liberal limits, and to hold to them. Mr. Waddell, in his
treatise " De Pontibus," recommends ultimate tensile strengths
per square inch as follows:
Soft steel 50,000 Ibs. to 60,000 Ibs.
Medium steel 60,000 Ibs. to 70,000 Ibs.
High steel 70,000 Ibs. to 80,000 Ibs.
It will be noticed that none of these limits overlap.
The elastic limit is usually specified to equal at least one-
half of the ultimate strength, the elongation not less than 24
per cent, or 25 per cent, in 8 ins., and the reduction in area
not less than about 40 per cent.
Bending and drifting tests are confirmatory of tensile tests,
and if specified, should be required to be made. Not one
inspector in ten does make them. Drifting tests are best
accomplished by punching a hole, as in ordinary riveted work,
and increasing the size with a drift-pin. For medium steel
the diameter should be increased one-half without cracks at
periphery of hole or edge of piece.
Forging, annealing, or any similar treatment of test speci-
mens should be prohibited.
General Finish of Material. — Excellence of finish in the
plain material before fabrication includes surface perfection, or
the exclusion of defects or unsoundness in the metal or of
material with "wind," and undue variations in the cross-sec-
tion or weight.
For variations in weight, the usual clause about " 2£ per
cent, variation from required weight or section being cause for
rejection" is adequate, except that wide plates should be
shown on plans by thickness on the edge or by weight per
lineal foot. See Standard Specifications of Association of
American Steel Manufacturers for allowances for overweight
of wide plates rolled to gauge.
Shop-work can best be controlled by placing orders with
376 ARCHITECTURAL ENGINEERING.
shops which are well equipped to perform the class of work
desired, and which are not too busy with other contracts.
There is much difference in the character of workmanship due
to detail shop management. Poor shop-.work can be dis-
covered and prevented by inspection.
Several points worthy of especial emphasis in shop-work
or shop-inspection are as follows:
Plans. — All working plans or details made by the shop
should be required to bear the signature of approval of the
engineer or architect of the structure. Said engineer or archi-
tect should keep an original approved blue-print on file, as
tracings may be changed.
Punching. — The diameter of die should not exceed the
diameter of the punch by more than T\ in.
Assembling. — Material should be straight before laying
out, and, if necessary, straightened after punching. Small
shops without facilities for straightening heavy angles and
shapes are at a disadvantage for heavy riveted work, as such
material is always more or less distorted by punching. Mem-
bers should be straight, not in wind, before riveting, and a
sufficient number of temporary holding-bolts should be used.
Reaming, which is often required for important connections
in building construction, as in column splices, is rarely clearly
specified.
There are three kinds of reaming and two kinds of drilling,
(i) Reaming may be a removal of material distressed by
punching, when specifications should provide for the holes to
be punched of less diameter than the finished size of hole, and
reamed to full size. This is done under a drill-press on indi-
vidual pieces of material and does not necessarily give holes
that match or insure good riveting. (2) Reaming may be
specified as "fairing" the holes, and is done by a portable
reamer at assembling when the various pieces of a member are
brought together. It does not necessarily remove distressed
SPECIFICATIONS -INSPECTION. 377
material, but tends to improve the riveting, and this is gen-
erally done by all good shops. (3) Reaming may be speci-
fied so as to improve both material and riveting by means of
strict specifications regarding the considerably smaller size
of punched holes and their exact matching, or by requir-
ing the holes to be reamed at assembling, with all pieces in
position.
The drilling of pieces separately does not necessarily im-
prove the riveting.
Reaming should either be clearly specified or not specified
at all.
Riveting is- generally clearly covered in standard specifi-
cations, but the calking of rivets with a chisel, or by squeezing
the heads cold with a smaller die, or striking them on the sides
with the machine when cold should be unquestioned cause for
condemnation. These last two methods have superseded the
clumsier use of a chisel, and are apt to escape an inexperienced
inspector.
Painting-. — In no detail of manufacture are more sins com-
mitted than in painting. Rust should not be permitted ; scale
should be removed; paint should be well brushed on under
cover when temperature is above freezing, and on dry surface ;
paint should be allowed to dry between coats and before ship-
ment, preferably for 48 hours. There should be no opportunity
for water to collect or to start rust at any point. Paint should
be carefully identified as the brand specified, and chemical
analysis can be made with advantage. There are many cases
of adulteration or substitution of paint; i.e., a substitute
colored with aniline instead of red lead, with a difference of
cost of about $1.00 per gallon; a similar substitution for
graphite, at a difference in cost of about 50 cents. Linseed
oil is rarely used as specified, and many of the substitutions for
and adulterations of both paints and oils can only be discovered
by analysis.
378 ARCHITECTURAL ENGINEERING.
For a more extended discussion as to paints and painting,
see Chapter III, pages 82 to 88, inclusive.
Erection. — It is desirable to have .an inspector or super-
intendent at the building site, who shall be capable of super-
vising the erection in all its details. He must see that all
pieces are erected in their proper places ; that riveted or bolted
connections are made as specified ; that the painting is properly
done; that floors are not overloaded; and, generally, that
plans, specifications, and good practice are followed. A good
man will also greatly assist the foreman of erection in securing
the correct placing of pieces, and in intelligently directing any
necessary changes or corrections.
Specifications. — The following general specifications for
structural iron and steel are from the practice of Hildreth
& Co., Inspecting and Consulting Engineers.
Specifications for Structural Iron and Steel.
General — All structural iron or steel shall be the best
of its kind, both as regards quality of material and manu-
facture, and shall strictly comply with plans as regards dimen-
sions.
Deliveries shall be made in the order required for con-
struction, and at the time specified in the contract, If shipment
of material from the foundries or rolling-mills or finished work
from the shop is not made at the time agreed upon, the archi-
tect may purchase materials in the open market at such terms
and for such deliveries as in his opinion shall meet the require-
ments of construction, and the cost of such material so pur-
chased shall be deducted from the amount due under the
contract.
Weights. — A variation of two and one-half per cent. (2^)
for steel and three per cent. (3$) for cast-iron from the
SPECIFICATIONS— INSPECTION. 379
estimated weights will be allowed in the finished material.
Any individual member or piece of material which weighs less
than the estimated weight and this allowance, may be con-
demned at the discretion of the architect, and any classification
of material which exceeds the estimated total weight of such
class by more than the variation allowed will not be paid for.
CASTINGS.
Quality. — All castings shall be of tough gray iron, free
from all shrinkage-cracks, blow-holes, cold-shuts, sand, cinder,
or other defects, clean, true to pattern, and neat as to finish.
Only such scrap iron as may be approved by the architect or
his inspector shall be mixed with the metal used for casting.
Castings shall be allowed to cool slowly in the sand to avoid
shrinkage-strains.
Tests. — Two specimens, each I in. square, shall be cast
for each furnace heat as runners on different castings or from
separate parts of the pour, and shall be capable of sustaining a
central load of 2,500 Ibs. when set on knife-edge supports
12 ins. apart, with a deflection not less than T3F of an inch, and
when turned to a diameter of about J of an inch for a distance
of 4 ins. shall develop a tensile strength of at least 18,000 Ibs.
per square inch. A blow from a hammer upon the rectangular
edge of any casting shall result in an indentation without flaking
the metal. Castings shall not break when struck with a sledge.
Columns. — The thickness of any part of the shell shall
not vary more than T\ in. from any other part, nor more than
^ in. less than the thickness specified.
Fillets. — Brackets and flanges shall be boldly filleted, and
in no case with fillets of less than £ in. radius.
STEEL.
Quality. — All steel shall be uniform in quality, and manu-
factured by the open-hearth process. Chemical analyses for
380 ARCHITECTURAL ENGINEERING.
each original furnace heat shall be made and furnished by the
rollling-mills and checked by the inspectors.
Steel shall not contain more than .08 per cent, of phos-
phorus, nor .06 per cent, of sulphur.
Rivets shall be "soft" steel, and all other steel shall be
of " medium " quality as specified below.
Tests. — Rolling-mills rolling the steel shall furnish two
test specimens cut from finished material of each original fur-
nace heat, to identify which all material shall be marked with
the number of the original furnace heat from which it is rolled,
One specimen for each heat shall be broken by tension in a
testing-machine, and shall show in pounds per square inch an
ultimate strength of from 60,000 to 68,000 Ibs. for " medium "
steel and 52,000 to 60,000 Ibs. for "soft" steel; an elastic
limit of at least one-half the ultimate strength ; and an elonga-
tion in 8 ins. of at least 25 per cent. If the first specimen fails
to fulfil the above requirements, four other specimens may be
tested at the discretion of the inspector, and if two also fail, all
material rolled from such furnace heat shall be condemned.
The second specimen shall be tested by bending one end cold,
and the other end shall be heated cherry-red and quenched in
water and bent; both bends shall be 180° flat without flaw.
Finish. — Finished material shall be straight, true to sec-
tion, with smooth clean surface, and free from cracks, seams,
buckles, or other defects.
Inspection. — The rolling-mills shall furnish all test speci-
mens and the use of testing-machine, together with all labor
necessary for handling material for inspection, without charge.
No shipment shall be made without at least two days' notice
to the architect or his inspector, and in the event of shipment
from mills without such notice, or without proper facilities for
inspection, the cost of subsequent inspection at the shops of
material so shipped shall be paid by the rolling-mills, if so
required by the architect.
SPECIFICATIONS— INSPECTION. 381
WORKMANSHIP.
General. — All workmanship shall be first-class in every
particular, and in accordance with the best modern shop-prac-
tice.
Plans. — All working shop-plans shall conform to the plans
furnished by the architect, and must -bear his signature of
approval before work commences. Such approval, however,
shall not relieve the shop from the responsibility of correcting,
without charge, any errors in not following the architect's
plans, or errors of " clearance " or " connections " which can
be discovered by examination.
At least two sets of working plans and two copies of order
lists of material shall be furnished the architect.
Foundry -work. — All machined surfaces of castings shall
be accurate and smooth. Columns shall be of exact height,
with bearing surfaces at right angles to the axis of the column.
Connection-holes shall be accurately spaced and drilled to
exact position, if necessary to an iron template, in order to
provide for tight-fitting turned bolts. The depth of bracket-
webs shall be twice the horizontal projection.
Punching. — All rivet-holes shall be accurately spaced in a
true line, and laid out by template. The clearance between
die and punch shall not exceed -£% in. for material £ in. thick,
nor -/% in. for thicker material. Holes shall be clean-cut with-
out cracks, and burrs shall be removed by a countersinking
reamer.
Built girders shall have rivet-holes punched £ in. small, and
holes shall be reamed to full size with parts in position.
Straightening. — The material for all built members shall
be straightened after punching.
Assembling. — At assembling, and before riveting, built
members shall be truly straight and out of "wind," held by
a sufficient number of bolts to prevent warping or bending
382 ARCHITECTURAL ENGINEERING.
under handling and riveting. No drifting of holes shall be done
under any circumstances in any class of work, but failure of
holes to match shall be corrected by new material or by
reaming, at the discretion of the architect or his representative.
Rivets, shall be of soft steel driven by machine wherever
practicable. They shall completely fill the holes and be tight
with neat cup-shaped heads concentric with the holes and free
from cracks at edges. Rivets showing evidences of burning
will be rigidly condemned. In removing defective rivets, any
injury to the material will be cause for condemnation of injured
parts.
Connections. — All joints shall be fully spliced.
All framed beams shall be secured in position by angle-
brackets and standard connections.
Connections shall be made by rivets or turned bolts fitting
tight, as shown on plans.
Any beam or girder that is longer or more than £ in.
shorter than required for its special place shall be rejected.
The accurate adjustment of the lengths of framed beams shall
be made by reaming connection-holes and setting out angle-
brackets at their ends to correct length.
Painting. — All metal-work shall be free from dust, dirt,
and scale; no painting shall be done in wet or freezing
weather. Except for cast-iron, all surfaces in contact and all
places inaccessible at erection shall be painted one coat of
paint at assembling, and finished members shall be painted
one coat before shipment. After erection, all surfaces, includ-
ing cast-iron, shall be painted one thorough coat. The paint
used shall be the made by , and
it shall be well brushed on and worked over the entire surface.
Anchors. — All beams resting on walls are to be securely
anchored by approved T anchors built into the wall.
Inspection. — The rolling and manufacture of iron- and
steel- work will be inspected at foundries, mills, and shops by
SPECIFICATIONS— INSPECTION. 383
inspectors appointed by, and responsible to, the architect. The
general contractor shall include an amount of 80 cents per net
ton of iron- and steel-work to meet the cost of such services,
and the inspectors shall jointly represent the architect and the
general contractor at the places of manufacture, and shall
report the progress of the work, and otherwise facilitate the
prompt and orderly delivery of satisfactory materials. The
inspection, acceptance, or failure to inspect shall in no way
relieve the general contractor or the foundries, mills, or shops
from their responsibility to furnish satisfactory materials strictly
in accordance with the contract, plans, and specifications.
Miscellaneous. — This specification is intended to provide
for complete work, including all necessary connections and
details requisite for erection, and to develop the full strength
of the structure. Such details are to be considered as specified,
and are to be provided by the contractor without additional
charge.
Apparent discrepancies in plans or specifications must be
referred to the architect, whose decision shall be final, and
work done without such decision shall be at the contractor's
risk.
The architect reserves the right to reject any and all
materials or work at any time before the completion of build-
ing, if in his judgment either do not comply with the terms of
these specifications and good practice, and his decision as to
the true intent of plans and specifications shall be final.
The following clauses, applying exclusively to building
practice, are extracted from the specifications for structural
steelwork used by Messrs. Purdy & Henderson, Consulting
Engineers.
Connections. — All connections of beams to beams, beams
to columns, columns to columns, and other important connec-
tions shall be riveted wherever the character of the connec-
384 ARCHITECTURAL ENGINEERING.
tions will permit. Where rivets cannot be used, tight-fitting
bolts may be substituted.
Character of Materials. — All beams and channels and
all the column material shall be of steel as hereinafter specified.
All connecting angles and plates shall be of steel. All rivets
shall be of steel. Tie-rods, bolts, anchors, and lateral ties
shall be of wrought-iron. Bearing-plates for beams in masonry,
except as specified, bases under the columns, separators, and
filler-blocks more than i£ ins. thick, shall be made of cast-
iron.
Beams. — In general, not more than one-eighth (£) of an
inch will be allowed for clearance at each end of beams con-
necting to beams, and one-fourth (^) of an inch at the ends of
beams connecting to columns. In all cases where possible,
the connecting angles used shall be of the same size as those
recognized as standard by the Carnegie Handbook, and having
the same number of rivets. Beams and girders connecting to
columns shall have eight (8) rivets at each end, four (4) in the
top flange, and four (4) in the bottom flange, wherever the
details of the columns will permit of that number. In all cases
the beams must extend as closely as possible to the axis of the
columns. The finished floor-line in all cases will be 3 ins.
above the tops, and the ceiling-line i£ ins. below the bottoms,
of the 12-in. floor-beams. The height and position of the
wall-beams are noted on the sections. Unless otherwise par-
ticularly noted, all beams or other long pieces of iron are
indicated to their approximate lengths by a single line on the
floor-plans.
Columns. — Columns shall be made, in general, in double
lengths reaching through two floors as indicated by the section
sheet. In general, columns must be connected to columns by
splice-plates on the side, riveted to the flanges of the channels
with twelve (12) rivets in each column. These plates must be
£ in. thick, except where the metal of the columns connected
SPECIFICATIONS-INSPECTION. 385
is f in. thick or more, in which case the splice-plates must be
£ in. thick. Where the outside measurement of one column
is less than the other a clearance of more than ^ in. must be
taken up with fillers made of bars 3 ins. X ^8 "*•» punched the
same as the splice-plates. All columns will have £ in. cap-
plates. All columns shall be milled at each end to a smooth
bearing-surface at right angles to the columns. The point at
which the change in section is made is in general 18 ins. above
the top of the 12 -in. beams. The contractor will be required
to furnish the architect with a drawing or schedule showing
the heights at which he desires to make these cuts, showing
the length of each column and the relation of each cut to the
bottom of the regular floor-beams of the floor at the same level,
for his approval. The number of rivets required in connec-
tions supporting beams must be calculated on a basis of a
floor-load of .... Ibs. per square foot of floor, or on the basis
of the full capacity of the beam carrying an evenly distributed
load, whichever may require the larger number.
Separators. — Separators must be provided for all double
beams; and unless measurements given make it impossible, all
separators must be standard.
Tie-rods. — Tie-rods % in. in diameter must be provided on
all floors, and £ in. diameter in roof, as shown on plans.
These rods must be made with two nuts.
Bolts and Rivets. — Rivets must be calculated for shear at
not more than 9,000 Ibs. per square inch of section. All rivets
must be accurately spaced, and drifting that will be liable to
injure the material will not be allowed. Rivet-heads must be
located centrally concentric with the neck, and rivets when
driven must completely fill the holes. Wherever possible the
rivets must be machine-driven. Rivets must be used in all
field connections where riveting is possible, and such work
must be done to the entire satisfaction of the superintendent in
charge. Both bolts and rivets must be £ in. in diameter
386 ARCHITECTURAL ENGINEERING.
throughout the building, except in special cases where it is
necessary to use other sizes.
Bases. — Cast-iron bases must be provided for all columns.
These bases must conform to the accompanying drawings, and
must be planed smooth on top and to the dimensions given for
height. The ribs must be spaced and arranged in each case
so that the entire cross-section of the column shall have a
direct support from the bottom of the base. The holes for the
bolts connecting the columns to the bases must be drilled,
after the bases are cast, to exact measurements, which must be
obtained when the columns are detailed. These bases must
be set by the contractor to exact centre and to exact height,
and a variation in height of over y1^ in. will not be allowed.
They will be bedded in position by the contractor for the
masonry.
Temporary Bracing. — If for any reason the masonry in the
exterior wall does not follow closely upon the erection of the
ironwork, the contractor must put temporary timber braces in
to keep the construction of the steelwork plumb until the walls
are in place. This must be done to the entire satisfaction of
the architects.
Painting. — The covered surfaces, surfaces in contact, and
surfaces enclosed, of all parts of riveted members must receive
one good coat of paint, after the pieces are punched
and before they are assembled. All finished members must
receive one complete coat of paint before they are taken from
the shop or exposed to the weather. All surfaces that can be
reached must have two coats of paint after erection.
All bolts remaining permanently in the building must be dipped
in paint before being placed in position. All paint
must be done on dry surfaces, and preferably warm ones. All
dirt or foreign matter of any kind must be removed from the
iron before painting. All scale must be removed from finished
members before painting the first coat in the shop. All rust
SPECIFICATIONS— INSPECTION. 387
that has accumulated on the material must be removed before
painting. The paint used must be the prepared and
mixed by the Company, of , , and
the second coat must have an entirely different color from the
first and third coats.
Erection. — Use of iron hammers in driving and bending
iron will not be allowed where it can possibly be avoided.
Wooden mauls must be used wherever their use is possible,
and care must be exercised to prevent the beams and columns
from falling in order to protect the metal from heavy shocks.
The structural iron must not be set in advance of the
masonry covering, to exceed three stories, unless specifically
allowed by the architects. Especial care must be exercised
to keep all the columns plumb and in proper line during the
erection.
Inspection.* — The use of steel in buildings of ten or more
stories, or in manufacturing plants where the floor-loads are
heavy and frequently " live " in the sense of causing vibration,
has led to more careful specifications as to the quality of
material and character of workmanship, to assure which it is
the practice of the leading engineers or architects to have the
structural frame inspected and tested during manufacture at the
foundries, rolling-mills, and shops. This work is generally
performed by a firm of engineers who make a specialty of
inspection, and who have a number of trained employees per-
manently located at the principal manufacturing centres, and
who, through long experience and working for a number of
clients at the same time, are able to perform such inspection
efficiently and economically.
It is not feasible for an architect to attempt a similar inspec-
* For much valuable information on the subjects of Mill, Shop, and
Field Inspection, see Chapter XXI, "Inspection of Materials and Work-
manship," in Waddell's " De Pontibus."
388 ARCHITECTURAL ENGINEERING.
tion at the building site, because, while he can inspect as to the
workmanship, he can form no opinion as to the quality of
material. Further, the delays and cost occasioned by errors
which have to^be corrected at the building are such as to
warrant inspection at as early a date as possible in order to
avoid them. It is also not feasible for an architect to attempt
inspection at the mills and shops himself unless he is prepared
to employ several men or else have the inspection incomplete
and perfunctory.
The cost of inspection by a responsible and well-equipped
firm is not great, and will run from 60 cents to $1.00 per net
ton, depending upon the character and weight of the various
members. Such cost is properly met by the owner, and may
be either provided for directly or, as is frequently done, by a
clause in the specifications about as follows:
' ' The structural iron and steel framework shall be inspected
and tested during its manufacture at foundries, rolling-mills,
and shops by a competent firm of inspecting engineers, who
shall be appointed by the architect and be responsible solely
to him, but who shall also represent the owner and the con-
tractor with the view of securing the prompt and orderly
delivery of materials in accordance with the contract and speci-
fications. The contractor shall include in his bid an amount
equivalent to eighty cents per net ton, which shall be paid
monthly for such services. ' '
It is a mistake to sanction cheap terms for inspection. If
it is worth doing at all it is worth doing well, and it is better
to pay a fair price and have reliable service than to pay less
and have the inspection incomplete and slipshod.
Well-performed inspection should include the inspection of
all castings at foundries and plates, shapes, etc., at rolling-
mills. The inspectors should personally identify the test speci-
mens and conduct the making of tests. Each piece of rolled
material should be examined for surface defects, straightness,
SPECIFICATIONS— INSPECTION. . 389
and section, and if acceptable should be marked with a special
brand — generally a die on a stamping-hammer— and sur-
rounded by a circle of white paint. There should also be
resident inspectors located at the manufacturing shops during
the entire progress of the work, the theory being that the
greatest value of the system is to prevent mistakes and facilitate
the work, rather than merely discover errors when it is too late
to accomplish satisfactory correction without important delays.
Without going into too great detail, shop inspectors should see
that all material is straight before and after punching; that
holes are reamed where required; that material is assembled
correctly before riveting, so that errors in not following plans
may be easily corrected ; that riveting is tight and of neat
appearance, and that all machine-work is accurate and work-
manlike. Painting, including the thorough removal of scale
and freedom from rust, should receive particular attention.
Paint should be known to be the brand specified, and can be
analyzed with advantage. Any good paint with pure oil
properly applied will prove satisfactory, but there are many
methods of adulteration and slighting of work in connection
with painting. Shop inspectors should make a final inspection
of all members and see that the marking is clear and adequate,
and should keep record of the actual weights for comparison
with estimated weights. Reports of progress of work should
be made weekly, and a final report on completion of manufac-
ture.
With such inspection under intelligent direction much can
be done to further the work, not only in preventing and intelli-
gently correcting errors, but in securing the orderly delivery
of work as required at the building site. As the steel frame is
generally the part of an important building upon which all
other work depends, the saving of a few days' delay represents
a saving of interest charges which will more than cover the,
cost of inspection.
39° ARCHITECTURAL ENGINEERING.
The following clauses relating to inspection should be dis-
tinctly specified in addition to the matter previously quoted in
the forms of specifications given :
Inspection. — Manufacturers should give notice before the
commencement of rolling or casting, and reasonable informa-
tion thereafter; they should give opportunity for inspection by
daylight during the regular course of handling of material, or
by special handling, and all material should be turned to per-
mit examination on all sides.
Identification. — Each piece of material should be branded
with the number of the original furnace heat, except in the
case of pieces which will not be under important strain in the
structure, when the requirements for such branding may be
waived by the inspector. Material from stock should not be
used to meet important strains in members in the structure
unless identified as above and tested, or the quality assured by
undoubted records.
Records. — Manufacturers should furnish the inspectors with
records of chemical analyses and press copies of shipping
invoices. All records or books giving information as to the
quality of material should be open to the inspectors.
Shipments without Inspection. — Shipments made without
inspection should be at the risk of the shipper, and if reason-
able facilities for the inspection were not provided, the addi-
tional cost of subsequent inspection should be borne by the
shipper. Any material found to be defective should be imme-
diately replaced, and the engineer or architect may properly
reserve the privilege of purchasing such material in the open
market at the expense of the shipper. To those who have
been kept waiting for material for weeks while an interminable
correspondence was carried on, and finally forced to accept
unsatisfactory material rather than a greater evil of continued
expensive delay, this suggestion should appeal strongly.
Shops usually deal with one or two mills with whom they have
SPECIFICATIONS— INSPECTION. 391
credit. They, therefore, are not inclined to buy in the open
market.
Relative Value of Detailed Inspection. — The following
table * will serve to show the relative values of the details of
thorough inspection at rolling-mills and shops, as taught by
experience :
Percentage
Mill Inspection. Values.
(1) Examination of rolling-mill stock and supervision of methods. ... 3
(2) Identification of test pieces with furnace melt and material from
which it is supposed to be cut 8
(3) Tests made personally by inspectors, including not only tensile
tests, but bending and drifting tests ; record of latter made by
outlining on back of tensile-test blank 8
(4) Chemical analyses investigated and checked 2
(5) Surface inspection of each and every piece of material with iden-
tification of accepted material by brand and complete records
of accepted and rejected material with description, heat num-
bers and weight 2O
Shop Inspection.
(6) Drawings checked for clearance and compared with lists of ma-
terial... 3
(7) Weights estimated 3
(8) Shop-work supervised during the entire progress, including re-
inspection of material and detailed inspection of all portions of
the work, including patterns and templates, punching, reaming,
assembling, riveting, with tests of rivets, machine-work, finish-
ing, painting, marking, weighing, loading, and shipment 25
(9) A thorough final inspection covering all important dimensions,
matching of field connections, clearances, and all details which
will affect the strength or the ease of erection of the structure. 10
Inspection from Main Office.
(10) Weekly reports showing progress of work 5
(n) Final report, a concise summary of weekly reports, with re-
arrangement of test results suitable for file, being a demon-
stration of exhaustive testing and thorough inspection 10
(12) Personal general supervision by heads of inspecting firm 3
The foregoing branches of inspection work are valuable and
necessary. Items 6 and 7 can properly be omitted when the
* From Hildreth & Co., Inspecting Engineers.
39 2 ARCHITECTURAL ENGINEERING.
checking of drawings and estimating of weights is done by the
architect or engineer. Otherwise no modification is to be
recommended, although the prices of inspection could possibly
be reduced if 'it were considered advisable to omit any of the
other details.
Cheap and poor inspection usually omits items I, 2, 3 in
part, 4, 5 in whole or part, 6, 7, 8, n, and 12, and includes
only 9 and 10 of an unreliable character. The percentage
value of such cheap and poor inspection will vary from 10 to
30 as compared to the value of good work.
INDEX.
PAGE
American Surety Co.'s Building, columns in 197
column-splices 222
pneumatic caissons in 369
shoring of foundations 297
spandrels in 175
Anchorage of spandrels 171
of walls 161
Anchors for terra-cotta 171
specifications for 382
Ashland Block, spandrel sections in 168
Atlantic Building, erection of 78
Base-plates for columns 227
Bases for columns 230
Bay windows, construction of 179
floors and ceilings in 184
Gillender Building , 184
Masonic Temple 180
Reliance Building 182
Beam-facings, terra-cotta 96
footings, calculation of simple 325
three unequally loaded columns, area
rectangular 335
two equally loaded columns, area rect-
angular 328
two unequally loaded columns, area
rectangular 329
two unequally loaded columns, trape-
zoidal area 331
combined 327
with piling 354
design of 324
393
394 INDEX.
MCE
Beam-footings, painting of 341
proportioning areas for 310
stresses in 341
Beams. See Beam-footings.
Floor-beams.
Spandrel-beams.
Bearing-power of foundation materials 285
building laws 287
Bolted connections 68, 137, 140
for cast columns 192
Borings for foundation tests 293
Boston Building Laws, bearing-power of soils 288>
live-loads on floors 121
masonry walls 165
pile-foundations 356
Box columns. See Plate and Angle Columns.
Brick, fire-resisting qualities of 24, 150
hollow 248
Brick arches 89
Brickwork, allowable pressures on ; 165
Broadway Chambers, description of 42
erection of steelwork 63
spandrels in 178
Building Laws. See Boston Building Laws.
Chicago Building Laws.
New York Building Laws.
Philadelphia Building Laws.
Cable Building, lintels in .' 178
Cage construction, definition of 10
rigidity of 255
Caissons, open or hydraulic 357
pneumatic. See Pneumatic Caissons.
Cast-iron column-bases 230
specifications for 386
plates 227
columns, connections for 257
eccentric loading of 212
method of figuring 193
tests of 194
types of 192
use of 191
specifications for 379
unreliability of 4, 192
Ceilings, flat 102
suspended 105, 108, nc»
INDEX. 395
PAGB
Cement, preserving qualities of 80, 81, 159
Chamber of Commerce Building, columns in 209
Champlain Building, floor plan of 63
Channel columns, forms of 196
limitations of 209
See also Columns.
Chicago Athletic Club Building, fire in 15
fireproofing of 28
Auditorium, foundations for 305
test-wells in 303
Building Laws, bearing-power of soils 287
fibre stresses for foundation-beams 341
fireproof construction 14
fireproofing of columns 248
floor-arches in
foundation-loads 309
live-loads on floors 121
pile-foundations 356
protection of external steelwork 160
skeleton construction 9
stone in walls 165
City Hall, foundations for 350
construction 149
Library, tests on pile-foundations 290, 343
Post-office, foundation borings for 294
pile-foundations in 351
settlement of 303
specifications for piling 348
Stock Exchange, data about 34
Water-works tower, foundations for 350
Clearance for floor-beams, girders, etc 142, 384
Coffer-dams 362
Columbian floor 106
Column-bases, alignment of 63
method of calculating 228, 230
types of 227
Columns, cast-iron. See Cast-iron Columns,
channel. See Channel Columns.
choice of 225
cost of 204
design of ,, 200, 204
details and splices 241
eccentric loads on 203, 210, 213
erection of 68
fireproofing of 27,28, 224, 245
flexure of 202
396 INDEX.
PAGE
Columns, forms of 195
formulae used in calculating 201
girder connections to 214
Gray. See Gray Columns.
in walls 156, 158
Keystone. See Keystone Octagonal Columns.
Larimer. See Larimer Columns.
loads on 119, 234
in Fisher Building 125, 236
Fort Dearborn Building 124
Marshall Field Building 122
Old Colony Building 123,
"The Fair" Building 3o5
locations of , 126
Phoenix. See Phoenix Columns.
plate and angle. See Plate and Angle Columns.
proportioning of sizes 237
protection of interiors of. 161
shopwork and workmanship 206
specifications for 384
splices for 217, 220, 258
tabulation of loads on 234
two-story lengths 240, 258
unit stresses for 23$
Z-bar. See Z-bar Columns.
Column-sheets, for Fisher Building 237
Masonic Temple 235
Venetian Building 235
recommended form for 236
use of ,. 234
Combination end- and side-construction terra-cotta arches 100
Combined footings. See Beam-footings.
Commercial Cable Building, traveller used on 56
underpinning of foundations in 299
Composition floors, Metropolitan 109
Concrete floors, Columbian 106
Expanded Metal Co.'s 107
forms of.
103
Roebling IO4
for U. S. government work 306
foundations 305
Congressional Library, foundation-loads on 289
Connections, bolted vs. riveted 138
for cast columns.
192
girders and columns 241
specifications for 382, 384
INDEX, 397
PAGH
Connections, standard, for beams 138, 139
Coping of floor-beams 142
Corrosion of steelwork 78, 80, 81, 159
Corrugated-iron arches 89
Court walls, construction of 178
Dead-loads, on columns 234
in Fisher Building 125, 236
Marshall Field Building 122
on floors 122
in Fisher Building 125
Fort Dearborn Building 124
Marshall Field Building 122
Old Colony Building 122
foundations 308
Deflection of floor-beams 135
Derricks, used in erection 56
Detailing of steelwork 140
Deterioration of steelwork 78, 80, 81, 159
Dun Building, columns in 198, 218
Earthquakes, effects of 282
Eccentric loading on columns 210
Ellicott Square Building, columns in 209
End-construction terra-cotta arches 98
Erection of steelwork, derricks for 56
for Atlantic Building 78
Broadway Chambers 63
New York Life Building 77
Reliance Building 63
inspection of 378
methods of 50
rapidity of 59, 77
specifications for 387
Expanded Metal Co.'s floors „ 107
Field-riveting 68, 77
Fire loss in U. S 12
Fireproof construction, defined. 14
doors 29
floors, building laws regarding in
See Composition floors.
Concrete floors.
Terra-cotta arches.
selection of no
windows 29
398 INDEX.
PACK
Fireproofing of columns 27, 28, 224, 245
requirements for 25
Fire-resisting design , 26
materials 24, 151
Fires, Chicago Athletic Club Building 15
Home Insurance Building 18
Home Buildings, Pittsburg 16
Fisher Building, column-loads in 236
columns in 209
erection of steelwork 63
floor-loads in 125
foundations for 354
Floor-arches. See Composition Floors.
Concrete Floors.
Terra-cotta arches.
beams, calculation of 129
deflection of 135
shop details of 142
spacing of 129, 134
framing, methods of 126
marking for 143
girders. See Girders.
loads, building laws regarding 120
dead 122
in Fisher Building 125
Fort Dearborn Building 123
Marshall Field Building 122
Mills Building 116
Old Colony Building 123
Venetian Building 116
live 114
Fort Dearborn Building, column-loads in 124
column-stresses in 239
description of 42
floor-loads in 123
spandrels in 169
wind-bracing in 274
Foundations, adjoining or party walls 295
beam. See Beam-footings.
bearing-power of soils 285
concrete 305
continuous grillage 338
fibre-stresses for beams in 341
importance of 284
loads on 288, 307
masonry in 314
INDEX. 399
PAGE
Foundations, pile. See Pile-foundations.
pneumatic. See Pneumatic Foundations.
present types of 309
pressures on 288
proportioning of grillage areas 310
rail. See Rail-footings.
settlement of 302
shoring 296
steel, painting of 341
test borings 293
loads 290
timber. See Timber-grillage.
to bed-rock 356
underpinning 299
Gillender Building, bay windows in 184
data on , 47
foundation pressures in 288
pneumatic caissons in 366
spandrels in 175
Girders, calculation of 136
connecting to columns 214, 241
early forms of 2
types of 135
Gray columns, disadvantages of 204, 209
eccentric loading on 214
form of 199
specifications for 221
Great Northern Hotel, rail-footings in 320
settlement of 305
Grillage, beam. See Beam-footings.
continuous 338
over-piling *. 348
proportioning areas for 310
rail. See Rail-footings,
timber. See Timber-grillage.
Grouting 67
Guaranty Building, columns in 209
Harrison Building, columns in 196
Home Insurance Building, Chicago, design of 6
, settlement of 304
New York, fire in 18
Hooks, ties, etc 156
Home Buildings, Pittsburg, fire in 16
400 INDEX.
I-beams, introduction of 4
See Floor-beams.
Inspection, cost of. 388
detailed 391
importance of 387
of erection 378
specifications for 380, 382, 390
Iron construction, early forms of 2
Isabella Building, wind-bracing in 274
Jewellers' Building, description of 42
Keystone octagonal column, description of 199
disadvantages of 204
Knee-braces, analysis of 273
examples of 274
use of 259
Larimer column, description of 199
details of 207
disadvantages of 204, 208
eccentric loading of 216
splicing of 217
Lattice-girders for wind-bracing, analysis of 275
examples of 278
use of 259
Lime, action on steelwork. . 79
Lintel protections 180
Lintels, beams for 188
calculation of cast-iron 188
Live-loads, on columns 234
floor system 114
foundations 120, 307
Loads, dead. See Dead-loads,
floor. See Floor-loads,
live. See Live-loads.
Mabley Building, columns in 209
Manhattan Life Building, columns in 197, 198
foundation pressures in 288
. pneumatic caissons in 363
Marquette Building, beam-footings for 325
data on 34
spandrels in 172
Marshall Field Building, floor-loads in 122
spandrels in 173
INDEX. 401
PAGE
Masonic Temple, bay windows in 180, 182
columns in 197
column-sheets for 235
column-stresses in 238
mechanical plant in 37
piers in . .. 148
settlement of 304
test loads on foundations 290
wind-bracing in 263
Masonry, in foundations 314, 316
piers, materials for 152
objections to 145
See also Stone-masonry. '
Metropolitan floor 109
Mill construction, defined 25
Mills Building, floor-loads in 116
Monadnock Building, columns in 219
fireproofing of columns 247
foundation pressures for 289
settlement of 304
walls in 144
wind-bracing in 271
vibrations under wind-pressure 281
Montauk Block, foundations in 5
Mortars, action on steelwork 81, 159
Mullions 182
New Orleans Custom House, foundations for 314
New York Building Law, bearing-power of soils 287
fireproofing of columns 248
floor-arches 112
foundation concrete « 306
live-loads on columns 120
floors 121
loads on foundations 309
painting of iron and steelwork 87
steel foundations. 341
party-wall foundations 295
pile-foundations . 356
protection of steelwork 160
stone in walls 166
wind forces 282
Life Building, erection of — ^.. .... 77
Insurance Building, description of 41
Old Colony Building, combined footings in 328
402 INDEX.
Old Colony Building, fibre-stresses in foundation-beams for 341
floor-loads for 122, 123
wind-bracing in 271
Pabst Building, column-connections in 221
Painting, cost of 87
field 77, 84
for foundation-beams 341
New York Building Law 87
of Congressional Library steelwork 85
references on 82
requirements for 82, 83, 84
specifications for 377, 382, 386
Paints, adulteration of 86
cost of 87
value of 84
Park Row Building, columns in 197
description of 42
pile-foundations in 352
wind-bracing in 278
Partitions, fireproof 28
Party walls 162
foundations for 295
Philadelphia Building Law, live-loads on floors 121
Phoenix columns, connections to 216
disadvantages of 204, 208
form of 199
splicing of 217
Pile-foundations, building laws regarding 356
combined with grillage 354
formulae for bearing-power of 344
in Chicago buildings 350
Library 290
Post-office 351
Park Row Building 352
specifications for 348
test loads on 290, 343
use of 342
water-level of 349
Piping, installation of 29
Plate and angle columns, advantages of 223, 226
forms of 197
Pneumatic caissons, design of 360
first use of 363
in American Surety Building 369
Gillender Building 366
INDEX. 403
Pneumatic caissons in Manhattan Life Insurance Building 363
use of 358
Portal wind-bracing, analysis of 268
examples of 271
use of 259
Rail- and beam-footings 320
footings, calculation of 319
compared with masonry 316
origin of 5
proportioning areas for 310
Reaming, specifications for 376
Reliance Building, bay windows in 182
columns in 209, 221
data on 34
erection of steelwork 63
spandrels in 168
wind-bracing in - 279
Riveted connections 138, 140
Rivets, specifications for 385
Roebling floors 104
Roofs, live-loads on 121
raised skew-backs for 102
Rookery Building, foundations in 7
Schiller Theatre Building, columns in 240
foundations for 351
Segmental terra-cotta arches 102
Separators, specifications for 385
Settlement of foundations 302
Shoes, steel, for columns 229
Shop-work, specifications for 375
Shoring of foundations 296
Side-construction terra-cotta arches 97
Siegel-Cooper Building, erection of steelwork 56
Skeleton construction, defined 9
development of 7
origin of 6
permanency of 78
stability of 255
Slow-burning construction, defined 25
Soils, bearing-power of 285
Spandrel-beams, calculations of 186
loads, table of weights of 190
sections, American Surety Co.'s Building .. 175
Ashiand Block i6&
404 INDEX.
PAGfc
Spandrel sections, bay windows. 179
Broadway Chambers 178
court walls 178
Fort Dearborn Building 169
Gillender Building • 175
Marquette Building 172
Marshall Field Building 173
Reliance Building , 168
Spreckels Building 175
Spandrels, denned 167
Specifications for castings 379
finish of material 375
shop-work 375
structural iron and steel 378, 383
steel 372
workmanship 381
importance of 371
Splices for cast columns 192
steel columns 217, 220, 258
Spreckels Building, effect of earthquake on 282
foundation pressures in 289
foundations for 339
spandrels in 175
Standard connections 138, 139
Standard Oil Co. 's Building, shoring of foundations 298
Steel, chemical constituents of . . . 372
physical properties of 374
specifications for 379
Steelwork, detailed specifications for 378, 383
detailing of. See Detailing.
deterioration of 78, 80, 81, 159
erection of. See Erection.
inspection of 387
painting of. See Painting.
protection of, in walls 160
shop-work on 375
. .., specifications for 372
Stone masonry, allowable pressures on 165
in foundations 314, 316
St. Paul Building, columns in 197
foundation pressure in 288
grillage foundations 339
tests of soil 292
Sway-rod wind-bracing, analysis of 360
examples of 263
use of 258
INDEX. 405
PAGE
Tacoma Building, construction of ;... »-....;. 7
Terra-cotta, anchors for 171
column protections 246
filler-blocks 103
. for wall construction 151, 155
introduction of 23
manufacture of 94
raised skew-backs 102
Terra-cotta arches, choice of 103
combination end- and side-construction too
construction of 96
early forms of 91
end-construction 98
introduction of 90
manufacture of 94
present types of 97
segmental 102
side-construction 97
tests of 93
Tests, borings for foundation 293
Denver 93
floor-arches, New York Building Laws 112
for structural steel 380
of cast columns 194
foundation-loads 290
on piling 343
Tie-rods, specifications for 385
use of 135
" The Fair " Building, column-stresses in 239
foundation pressures in 289
loads in 308
wind-bracing in 264
Timber-grillage 312
in New Orleans Custom House 314
World's Fair Buildings 313
offsets for 314
on piling 348
Underpinning of foundations .' 299
Unit-stresses for columns 238
- ' foundation beams 341
masonry. 164
wind-bracing . . 268
Unity Building, erection of steelwork 60
Veneer construction 149
Venetian Building, column-sheets for 235
4°6 INDEX.
PACK
Venetian Building, column-stresses in 238
floor-loads 116
wind-bracing in 264
Vibrations under wind-pressure 280
in Monadnock Building 281
Pontiac Building 281
Waldorf-Astoria Hotel, columns in 225
Walls, anchorage for 161
building laws regarding 160, 165
columns in 156, 158
construction of 144
hooks and ties for 156
load-supporting ' 145
materials used in 150, 155
party 162
self-supporting 147
thickness of 162
unit-stresses for 164
veneer-construction*. 149
weights of 190
Washington Monument, foundation pressures under 289
Water-level for pile-foundations 349
Weights of brick walls 190
materials 190
Western Union Building, underpinning of foundations 301
Wind-bracing, Chicago Building Law 282
diversity of practice in 249
in Fort Dearborn Building 274
Isabella Building 274
Masonic Temple 263
Monadnock Building 271
Old Colony Building 271
Park Row Building 278
Reliance Building 279
" The Fair " Building 264
Venetian Building 264
Worthington Building 279
knee-braces. See Knee-braces,
lattice-girders. See Lattice-girders.
methods of 254
New York Building Law 282
portals. See Portals,
sway-rods. See Sway-rods.
pressure, deflections under 280
intensity of 251
INDEX. 407
PACE
Wisconsin Central Depot, foundations for 351
Workmanship, specifications for 381
" World " Building, columns in 218
foundation pressure in 288
walls in 148
World's Fair Buildings, foundations for 312
test loads on foundations 290
Worthington Building, columns in 198
wind-bracing in 279
Y. M. C. A. Building, Chicago, foundation pressure in 289
settlement of 304
Z-bar columns, advantages of 209, 223
connections to ...... .. 216
forms of 198
full-sized tests of 238
in " The Fair" Building 227
Y. M. C.A. Building 227
splices for 245
Standard dimension • 209, 2l6
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