Design of Steel Bridges: Theory and Practice for the Use of Civil Engineers and Students, Volume 1

Front Cover
McGraw-Hill book Company, Incorporated, 1915 - Bridges - 472 pages
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Contents

Shears from Moving Concentrated Loads in Spans with Floorbeams
55
Floorbeam and Intermediate PierReactions
56
Engine Diagrams and WheelLoad Tables
57
Equivalent Uniform Loads
62
Tables of Moments and Shears
63
CHAPTER IV
73
Methods of Calculation
74
Trusses with Parallel Chords
76
Warren Truss without Verticals
79
Influence Lines for Trusses with Parallel Chords
80
Stress Coefficients for Trusses with Parallel Chords
84
Trusses with Polygonal Top Chord
85
Influence Lines for Trusses with Polygonal Chord
90
Example for Trusses with Polygonal Chord
93
Trusses with Subdivided Panels
97
Influence Lines for Trusses with Subdivided Panels
99
Example for Truss with Subdivided Panels
100
Stress Coefficients for Trusses with Polygonal Chord
102
Trusses of Skew Spans
103
CHAPTER V
105
Lateral System between Straight Chords
106
Lateral System between Polygonal Chords
108
KSystem of Laterals 1
109
Indirect Wind Stresses in Bottom Chords
110
Stability against Lateral Forces Ill 8 Stresses from Centrifugal Force
111
Stresses due to Eccentric Loading
112
Stresses from Braking Force
113
Stresses in End Sway Frames of Deck Spans
115
Types of Bridges and Principal Dimensions Pacm Art 1 Classification of Bridges
117
Location of Bridge
120
Clear Height Below Crossing
122
Requirements for Span Length
123
Economical Span Length
125
Determination of Effective Span Length
127
Height Top of Floor to Under Clearance
128
Clear Width and Height on Bridge
129
Arrangement of Crosssection for Bridges Carrying Combined Traffic
130
CHAPTER VII
132
Solid Steel Floors without Ballast
135
Principal Dimensions of Stringers and Floorbeams
136
B Highway Bridges 6 Plank Flooring
138
Pavement Flooring
140
Stringers and Floorbeams
141
CHAPTER VIII
143
Deflection of IBeams
144
Plate Girder Bridges
145
Depth of Girders
147
Calculation of Net Flange Area
148
Area of Compression Flange
149
Makeup of Flanges
153
Length of Cover Plates
155
Web Plate
156
Stiffeners
157
Horizontal Flange Rivets
158
Vertical Flange Rivets
160
Flange Splices
165
Bracing
166
CHAPTER IX
168
Number of Trusses
169
Riveted and PinConnected Trusses
170
Web System
171
Shape of Polygonal Chord
172
Panel Length
173
General Principles for the Design of Truss Members
175
Sections for Top Chord
177
Sections for Bottom Chord
180
Sections for Diagonals
181
Sections for Verticals
182
Eyebars
184
Bracing of Truss Spans
185
Lateral System between the Loaded Chords
187
Lateral System between the Unloaded Chords
188
Intermediate Sway Bracing
189
Bearings
190
Chord Splices
193
Size of Pins
194
Pin Packing
197
Calculation of Moments and Shears on Pins
200
Provision for SuperElevation
215
Middle Ordinate of Curve
216
Width of Through Truss Spans on Curves
217
Distance between Tracks on Curves
220
CHAPTER XI
221
Steel Weights of Some Existing Simple Span Railroad Bridges
233
Weight of Simple Span Highway Bridges
236
Weight of Electric Railway Bridges
237
CHAPTER XII
238
Live Load Stresses
240
Stresses Due to Centrifugal Force
243
Combined Stresses
244
Example
245
B Design of Viaducts Pao Art 10 Types of Viaducts
248
Economical Span Lengths
250
Plate Girder Spans
252
Batter of Columns
253
Column Sections
254
Expansion
256
Further Information on Viaducts
259
CHAPTER XIII
260
Flooring
261
Cross Girders
262
Calculation of Stresses in Columns
263
Stresses Due to Wind and Centrifugal Force
264
Stresses Due to Braking Force
266
Combined Stresses
267
Anchorages
268
Weights of Elevated Railroads
269
Additional Information on Elevated Railroads also Subways
271
CHAPTER XIV
273
CenterBearing Swing Bridge
276
RimBearing Swing Bridge
278
Turning Device
279
End Lift
280
Types and Principal Dimensions of Girders and Trusses of Swing Bridges
281
Arrangement of Floor and Center Cross Girder
282
Dead Load Stresses
283
Live Load Stresses
284
Load on Center Pivot and Center Wedges
293
Wind Stresses
294
Calculation of Deflections
296
Power Required to Operate Movable Bridges
298
Motors
300
Weights of Movable Bridges
301
Locomotive Turntables
305
Additional Information on Swing Bridges
309
CHAPTER XV
312
Dead and Live Load Stresses in the TwoHinged Arch
319
Temperature Stresses in the TwoHinged Arch
327
Approximate Calculations of the TwoHinged Arch
328
Example for the Calculation of Stresses in a TwoHinged Arch
335
Wind Stresses in the Two and ThreeHinged Arch
339
Stresses Due to Braking Force
343
Stresses Due to Yielding of Foundations
346
Types of Arch Bridges
347
Location of Floor
349
Principal Dimensions of Arch Trusses
350
Bents and Hangers
351
Floor System and Bracing
352
Steel Weights of Arch Bridges
354
Additional Information on Arch Bridges
366
CHAPTER XVI
367
Live Loads and Permissible Unit Stresses
369
Camber
371
Examples of Cantilever Bridges
372
Examples of Long Span Highway Bridges in New York
383
Designs for a North River Suspension Bridge New York
392
General
396
B Design of Cantilever Bridges
418
Additional Information on Long Span Bridges
423
B Actual Pressure of Foundations in Structural Work
430
D Tables
436
E Properties of Sections
446
H Specifications
454
Index 463
463
Copyright

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Common terms and phrases

Popular passages

Page 461 - Pins shall be long enough to insure a full bearing of all the parts connected upon the turned body of the pin. They shall be secured by chambered nuts or be provided with washers if solid nuts are used. The screw ends shall be long enough to admit of burring the threads.
Page 459 - The flanges of plate girders shall be connected to the web with a sufficient number of rivets to transfer the total shear at any point in a distance equal to the effective depth of the girder at that point combined with any load that is applied directly on the flange.
Page 461 - If splice plates are not in direct contact with the parts which they connect, rivets shall be used. on each side of the joint in excess of the number required in the case of direct contact to the extent of one-third of that number for each intervening plate.
Page 458 - If the alternate stresses-occur in succession during the passage of one train, as in stiff counters, each stress shall be increased by 50 per cent of the smaller. The connections shall in all cases be proportioned for the sum of the stresses.
Page 462 - Where d = clear distance, between stiffeners of flange angles. t — thickness of web. s = shear per sq. in. The stiffeners at ends and at points of concentrated loads shall be proportioned by the formula of paragraph 16, the effective length being assumed as one-half the depth of girders.
Page 461 - J-in. thick shall be used under the nut. Bolts shall not be used in place of rivets except by special permission. Heads and nuts shall be hexagonal.
Page 458 - Plate girders shall be proportioned either by the moment of. inertia of their net section; or by assuming that the flanges are concentrated at their centers of gravity; in which case one-eighth of the gross section of the web, if properly spliced, may be used as flange section.
Page 461 - ... for each 10 ft. shall be made for all bridge structures. Efficient means shall be provided to prevent excessive motion at any one point. (60) Spans of 80 ft. and over resting on masonry shall have turned rollers or rockers at one end; and those of less length shall be arranged to slide on smooth surfaces. These expansion bearings shall be designed to permit motion in one direction only.
Page 459 - Pitch of Rivets. — The minimum distance between centers of rivet holes shall be three diameters of the rivet; but the distance shall preferably be not less than 3 in.
Page 459 - ... respectively. The maximum distance from any edge shall be eight times the thickness of the plate, but shall not exceed 6 in.

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