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28 BASIC CONCEPTSthe work accomplished in the longer span. At a 2 : 1 ratio,less than 10% of the resistance will be offered by the longerspan.The other chief device for increasing efficiency is toimprove the bending character of the spanning elements.A simple example is the difference in effectiveness illustratedby a flat sheet of paper and one that has been pleated orcorrugated. The concept involved is that of increasing thedepth of the element. A critical relationship in the flat spanis the ratio of the span to the depth. Load capacity fallsoff rapidly as this ratio is pushed to its limits. Resistance todeflection is often more critical than bending stress in thissituation.Efficiency can also be increased by extending theelements beyond their supports, by using monolithic elementscontinuous over several supports, or by developing bendingtransfer between the elements and the supports.Figure 1.34 Form variations with the post-and-beam system.scale limits for spans can be overcome by various techniquesthat improve the efficiency of the spanning elements. Oneof these is to develop the system as a two-way rather than aone-way spanning system (see Figure 1.36). This sharing ofthe spanning effort reduces the magnitude of bending as wellas the deflection of the system.Maximum benefit is derived from two-way spanning ifthe spans are equal. The more different they become, the lessTrussed SystemsA framework of linear elements connected by joints canbe stabilized independently by guys, struts, rigid infilling,or rigid-frame action. Another means of achieving stabilityis through the arrangement of the elements in triangularforms (see Figure 1.37). This is called trussing, andwhenthe structural element produced is a flat-spanning form, it iscalled simply a truss.The triangulated frame can also be used to produce otherstructural forms, such as towers, rigid frames, arches, andtwo-way flat-spanning systems. Or, virtually any form ofstructure can be produced, such as the Statue of Liberty inNew York Harbor.There are two basic principles that work to make the trussan efficient system. The first is the self-stabilizing natureof the triangle, which cannot be changed in form withoutchanging the length of a side. The other is the high efficiencyof placing interacting elements at the greatest distance apart.The multiplicity of joints in trussed systems makes theirdetailing a major item in truss design. The logic of form ofthe linear truss members derives as much, if not more, fromthe jointing as from their function as tension-resistive orcompression-resistive elements. The elimination of bendingand shear in the truss members is, by the way, another basicconcept for the truss and is actually or essentially achievedin most trusses. One design aim in truss design is to avoidloading truss members directly; instead, loads and supportsare located at truss joints. However, in developing roof, floor,or ceiling infill systems, it is sometimes necessary to makeattachments to the top or bottom members directly. In thelatter case, the members have a dual function—first as trussmembers and then as beams, with the two functions occurringat the same time.An almost infinite variety of truss configurations ispossible. The particular configuration, the loads sustained,the dimensional scale, the truss materials, member forms,and jointing methods are all design considerations.
STRUCTURAL SYSTEMS 29Figure 1.35 Rigid frames.Figure 1.36 Basic aspects of flat-spanning systems.
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Page 8 and 9: viCONTENTS4.5 Wood Trusses 1344.6 W
Page 11: PrefaceThis book covers the topic o
Page 14 and 15: xiiINTRODUCTIONSYMBOLSThe following
Page 16 and 17: xivINTRODUCTIONTable 1 Units of Mea
Page 19 and 20: CHAPTER1Basic ConceptsThis chapter
Page 21 and 22: ARCHITECTURAL CONSIDERATIONS 3one f
Page 23 and 24: ARCHITECTURAL CONSIDERATIONS 5Walls
Page 25 and 26: ARCHITECTURAL CONSIDERATIONS 7Figur
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Page 29 and 30: ARCHITECTURAL CONSIDERATIONS 11Rein
Page 31 and 32: STRUCTURAL FUNCTIONS 13Figure 1.20
Page 33 and 34: STRUCTURAL FUNCTIONS 15uniformly di
Page 35 and 36: STRUCTURAL FUNCTIONS 17Figure 1.24
Page 37 and 38: STRUCTURAL MATERIALS 19Deformation
Page 39 and 40: STRUCTURAL SYSTEMS 211.5 STRUCTURAL
Page 41 and 42: STRUCTURAL SYSTEMS 23categorization
Page 43 and 44: STRUCTURAL SYSTEMS 25Figure 1.30 Si
Page 45: STRUCTURAL SYSTEMS 27Widened Top of
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Page 57 and 58: CHAPTER2Investigation of Structures
Page 59 and 60: STATIC FORCES 41is simply the visua
Page 61 and 62: STATIC FORCES 43Figure 2.7 Classifi
Page 63 and 64: STATIC FORCES 45polygon closes on i
Page 65 and 66: STATIC FORCES 47Figure 2.13 Determi
Page 67 and 68: STATIC FORCES 49more clearly. Vecto
Page 69 and 70: STATIC FORCES 51for joint 2 are sho
Page 71 and 72: STATIC FORCES 53Figure 2.19 Algebra
Page 73 and 74: STATIC FORCES 551010if we choose th
Page 75 and 76: STRESSES AND STRAINS 57At any parti
Page 77 and 78: STRESSES AND STRAINS 59In the examp
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Page 81 and 82: SPECIAL TOPICS 63plastic. No single
Page 83 and 84: SPECIAL TOPICS 65Then the concrete
Page 85 and 86: SPECIAL TOPICS 67Figure 2.38 Distri
Page 87 and 88: SPECIAL TOPICS 69Figure 2.41 Direct
Page 89 and 90: SPECIAL TOPICS 71yBxA(a)DxCy30°(a)
Page 91 and 92: SPECIAL TOPICS 73NA = 240,000 = 400
Page 93 and 94: DYNAMIC BEHAVIOR 75Note that in the
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DYNAMIC BEHAVIOR 79Loaded structure
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BEAMS 81Figure 3.1 Types of beams.U
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BEAMS 83moment at most cross sectio
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BEAMS 85Figure 3.6b). A moment summ
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BEAMS 87L/2PPL/3 L/3LL/2L/3P P PL/4
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TENSION ELEMENTS 89In the usual cas
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TENSION ELEMENTS 91mustbethesameast
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COMPRESSION ELEMENTS 93Figure 3.16
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COMPRESSION ELEMENTS 95Figure 3.18
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COMPRESSION ELEMENTS 97section is v
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TRUSSES 99Figure 3.25 Effect of con
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TRUSSES 101Simple fink or WHowe —
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TRUSSES 103PeakFigure 3.29 Truss te
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RIGID FRAMES 105Figure 3.32 Forms o
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RIGID FRAMES 107Deformed Shape of t
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RIGID FRAMES 109Figure 3.36 Example
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RIGID FRAMES 111Figure 3.38 Single-
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SPECIAL STRUCTURES 113An optimal si
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GENERAL CONCERNS FOR WOOD 115Figure
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WOOD PRODUCTS AND SYSTEMS 117Figure
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WOOD PRODUCTS AND SYSTEMS 119be don
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WOOD PRODUCTS AND SYSTEMS 121lamina
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WOOD PRODUCTS AND SYSTEMS 123are si
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DESIGN DATA FOR STRUCTURAL LUMBER 1
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WOOD-SPANNING SYSTEMS 127form of th
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WOOD-SPANNING SYSTEMS 129For the co
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WOOD-SPANNING SYSTEMS 131A drywall
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WOOD-SPANNING SYSTEMS 133of plies i
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WOOD TRUSSES 135Table 4.11 Roof Pit
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WOOD TRUSSES 137Figure 4.19 Manufac
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WOOD COLUMNS 139Figure 4.22 Roof st
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WOOD COLUMNS 141Figure 4.24 (contin
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WOOD COLUMNS 143and the allowable c
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WOOD COLUMNS 145Table 4.14 Requirem
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FASTENERS AND CONNECTIONS FOR WOOD
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CHAPTER5Steel StructuresSteel is us
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GENERAL CONCERNS FOR STEEL 155Figur
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GENERAL CONCERNS FOR STEEL 157Width
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STEEL BEAMS, JOISTS, AND DECKS 159S
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STEEL BEAMS, JOISTS, AND DECKS 161E
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STEEL BEAMS, JOISTS, AND DECKS 163a
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STEEL BEAMS, JOISTS, AND DECKS 165T
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STEEL BEAMS, JOISTS, AND DECKS 167F
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STEEL BEAMS, JOISTS, AND DECKS 169D
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STEEL BEAMS, JOISTS, AND DECKS 171a
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STEEL BEAMS, JOISTS, AND DECKS 175F
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STEEL BEAMS, JOISTS, AND DECKS 179J
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STEEL BEAMS, JOISTS, AND DECKS 183W
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STEEL BEAMS, JOISTS, AND DECKS 185w
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STEEL COLUMNS 187Loss of Diaphragm
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STEEL COLUMNS 189Table 5.8 Critical
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STEEL COLUMNS 191Table 5.9 Safe Fac
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STEEL COLUMNS 193Table 5.11 Safe Fa
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STEEL COLUMNS 195Figure 5.39 Develo
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BOLTED CONNECTIONS FOR STEEL STRUCT
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CHAPTER6Concrete StructuresThe proc
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GENERAL CONCERNS FOR CONCRETE 205re
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GENERAL CONCERNS FOR CONCRETE 207Co
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GENERAL CONCERNS FOR CONCRETE 209Fi
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REINFORCED CONCRETE FLEXURAL MEMBER
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CONCRETE COLUMNS 239ColumnstripMidd
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CONCRETE COLUMNS 241Figure 6.43 For
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CONCRETE COLUMNS 243A special type
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CONCRETE COLUMNS 245efforts are mad
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CONCRETE FOUNDATIONS 24721001900Squ
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CONCRETE FOUNDATIONS 249100009000Sq
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CONCRETE FOUNDATIONS 25170006000Rec
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CONCRETE FOUNDATIONS 253The two con
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CONCRETE FOUNDATIONS 255TMasonry co
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CONCRETE FOUNDATIONS 257Solution. T
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CHAPTER7Masonry StructuresThis chap
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GENERAL CONCERNS FOR MASONRY 261Fig
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STRUCTURAL MASONRY 263Strength and
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STRUCTURAL MASONRY 265Reinforced Ho
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MASONRY WITH CONCRETE UNITS 267are
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MASONRY WITH CONCRETE UNITS 269Figu
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BRICK MASONRY 271Figure 7.11 Forms
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BRICK MASONRY 273Figure 7.14 Struct
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BRICK MASONRY 275Figure 7.16 (conti
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MISCELLANEOUS MASONRY CONSTRUCTION
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HOLLOW CLAY TILE 2797.7 ADOBE CONST
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CHAPTER8Building Foundations and Si
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SOIL PROPERTIES AND FOUNDATION BEHA
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SHALLOW BEARING FOUNDATIONS 293Pene
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SHALLOW BEARING FOUNDATIONS 295Figu
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SHALLOW BEARING FOUNDATIONS 297Alth
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ELEMENTS OF FOUNDATION SYSTEMS 299F
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ELEMENTS OF FOUNDATION SYSTEMS 301F
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ELEMENTS OF FOUNDATION SYSTEMS 303C
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DEEP FOUNDATIONS 305especially when
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DEEP FOUNDATIONS 307Figure 8.26 Dev
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SPECIAL PROBLEMS AND CONSTRUCTION 3
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GENERAL CONSIDERATIONS FOR LATERAL
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WIND EFFECTS ON BUILDINGS 335Figure
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WIND EFFECTS ON BUILDINGS 337Figure
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WIND EFFECTS ON BUILDINGS 339Horizo
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EARTHQUAKE EFFECTS ON BUILDINGS 341
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ELEMENTS OF LATERAL RESISTIVE SYSTE
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CHAPTER10Building Structures Design
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GENERAL CONCERNS FOR STRUCTURAL DES
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BUILDING ONE 393BUILDING 11 - Livin
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BUILDING ONE 395Figure 10.6 Site pl
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Figure 10.8 Foundation and site det
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BUILDING TWO 399As mentioned previo
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BUILDING TWO 401the maximum bending
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BUILDING TWO 403The actions of the
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BUILDING TWO 405are determined asOv
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BUILDING TWO 407Figure 10.20 Buildi
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BUILDING TWO 409analysis for a unit
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BUILDING THREE 411the loadings. Bot
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BUILDING THREE 413Figure 10.26 Deve
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BUILDING FOUR 415Figure 10.29 Parti
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BUILDING FIVE 417is the shaking eff
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BUILDING SIX 419Figure 10.34 Buildi
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BUILDING SIX 421End-Bearing Columns
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BUILDING SIX 423Figure 10.39 Analys
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BUILDING SIX 425Figure 10.42 Framin
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BUILDING SIX 427Centerline of colum
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BUILDING SIX 429Figure 10.48 Concre
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BUILDING SEVEN 431Figure 10.52 Buil
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BUILDING SEVEN 433steel frame, conc
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BUILDING SEVEN 435Note that the gir
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BUILDING SEVEN 437Figure 10.58 Form
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BUILDING SEVEN 43918 psf4'For H 1 :
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BUILDING SEVEN 441Figure 10.65 Opti
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BUILDING SEVEN 443Figure 10.68 Cons
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BUILDING SEVEN 445Figure 10.70 Appr
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BUILDING SEVEN 447Figure 10.73 Inte
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BUILDING SEVEN 449Figure 10.75 Gene
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BUILDING SEVEN 45110.1 kipsFigure 1
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BUILDING SEVEN 453Note: Axial loads
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BUILDING EIGHT 455may be observed t
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BUILDING EIGHT 457Figure 10.86 Form
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BUILDING NINE 459Partial elevationP
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BUILDING NINE 461Typical window uni
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BUILDING NINE 463Truss chordsin thi
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BUILDING NINE 465This joint occurs
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BUILDING NINE 467here is a cross-sh
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MOMENT OF INERTIA 469b/2 b/3Centroi
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TRANSFERRING MOMENTS OF INERTIA 471
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MISCELLANEOUS PROPERTIES 473determi
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MISCELLANEOUS PROPERTIES 475Table A
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MISCELLANEOUS PROPERTIES 477Table A
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TABLES OF PROPERTIES OF SECTIONS 47
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TABLES OF PROPERTIES OF SECTIONS 48
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APPENDIXBGlossaryThe material prese
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GLOSSARY 485Eccentric Bracing. Brac
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GLOSSARY 487the character of the fr
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APPENDIXCExercise ProblemsThe follo
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EXERCISE PROBLEMS 49111. Involvemen
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EXERCISE PROBLEMS 493Figure C.11 Pr
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EXERCISE PROBLEMS 49562. Ten-feet-h
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EXERCISE PROBLEMS 497110. A concret
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Figure C.14 Problem 131.EXERCISE PR
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EXERCISE PROBLEMS 501+M = 500 ft-lb
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EXERCISE PROBLEMS 503(e) c y = 4.43
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STUDY AIDS 505Friction, sliding, co
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STUDY AIDS 507Chapter 8AbutmentActi
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STUDY AIDS 50928. What is the basic
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STUDY AIDS 5113. What is the primar
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STUDY AIDS 513Nonstructural walls h
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STUDY AIDS 51513. Inability to resi
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STUDY AIDS 51713. The precise locat
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References1. Minimum Design Loads f
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522 INDEXBending: (continued)steel,
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524 INDEXInflection of beams, 85Int
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526 INDEXShear: (continued)vertical
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528 INDEXWood: (continued)plank dec
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