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The reinforced concrete design manual : (Record no. 17468)

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Campo de control de longitud fija 18403cam a22003137a 4500
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Campo de control 17578812
005 - FECHA Y HORA DE LA ÚLTIMA TRANSACCIÓN
Campo de control 20200318124938.0
007 - CAMPO FIJO DE DESCRIPCIÓN FÍSICA
DESCRIPCIÓN FÍSICA ta
008 - CAMPO FIJO DE DESCRIPCIÓN FIJA--INFORMACIÓN GENERAL
Campo de control de longitud fija 130103m20129999miua f 000 0 eng d
020 ## - ISBN (INTERNATIONAL STANDARD BOOK NUMBER)
ISBN 0870317695 (vol. 1)
020 ## - ISBN (INTERNATIONAL STANDARD BOOK NUMBER)
ISBN 9780870317699 (vol. 1)
020 ## - ISBN (INTERNATIONAL STANDARD BOOK NUMBER)
ISBN 0870317776 (vol. 2)
020 ## - ISBN (INTERNATIONAL STANDARD BOOK NUMBER)
ISBN 9780870317774 (vol. 2)
040 ## - FUENTE DE CATALOGACIÓN
Agencia de catalogación original NUI
Agencia que realiza la transcripción NUI
Agencia que realiza la modificación NUI
-- DLC
043 ## - CÓDIGO DE ÁREA GEOGRÁFICA
Código de área geográfica n-us---
082 ## - NÚMERO DE LA CLASIFICACIÓN DECIMAL DEWEY
Número de edición DEWEY 23
Número de clasificación Decimal 624.1834
Número de documento (Cutter) A181r
110 2# - ENCABEZAMIENTO PRINCIPAL--NOMBRE CORPORATIVO
9 (RLIN) 3028
Nombre corporativo o de jurisdicción como elemento de entrada American Concrete Institute. ACI
245 04 - TÍTULO PROPIAMENTE DICHO
Título The reinforced concrete design manual :
Parte restante del título in accordance with the ACI 318-11 /
Mención de responsabilidad, etc. editors, Ronald Janowiak, Michael Kreger, Antonio Nanni.
260 ## - PUBLICACIÓN, DISTRIBUCIÓN, ETC (PIE DE IMPRENTA)
Lugar de publicación, distribución, etc. Farmington Hills, MI :
Nombre del editor, distribuidor, etc. American Concrete Institute,
Fecha de publicación, distribución, etc. [2012].
300 ## - DESCRIPCIÓN FÍSICA
Extensión v. 2 :
Otros detalles físicos il. ;
Dimensiones 28 cm.
490 1# - MENCIÓN DE SERIE
Mención de serie ACI SP-17 (11)
505 0# - NOTA DE CONTENIDO FORMATEADA
Nota de contenido con formato preestablecido Volume 1<br/>Editors: Ronald Janowiak, Michael Kreger, and Antonio Nanni<br/>ACI SP-17(11)1<br/>CONTENTS<br/>Chapter 1—Design for flexure<br/>1.1—Introduction.<br/>1.2—Nominal and design flexural strengths (Mn and ΦMn) .<br/>1.2.1—Rectangular sections with tension reinforcement<br/>1.2.2—Rectangular sections with compression reinforcement<br/>1.2.3—T-sections<br/>1.3—Minimum flexural reinforcement<br/>1.4—Placement of reinforcement in sections<br/>1.4.1—Minimum spacing of longitudinal reinforcement<br/>1.4.2—Concrete protection for reinforcement<br/>1.4.3—Maximum spacing of flexural reinforcement and crack control<br/>1.4.4—Skin reinforcement<br/>1.5—Flexure examples<br/>Flexure Example 1: Calculation of tension reinforcement area for a rectangular tension-controlled cross section<br/>Flexure Example 2: Calculation of nominal flexural strength of a rectangular beam subjected to positive bending<br/>Flexure Example 3: Calculation of tension reinforcement area for a rectangular cross section in the transition zone<br/>Flexure Example 4: Selection of slab thickness and area of flexural reinforcement<br/>Flexure Example 5: Calculation of tension and compression reinforcement area for a rectangular beam section subjected to positive bending<br/>Flexure Example 6: Calculation of tension reinforcement area for a T-section subjected to positive<br/>bending, behaving as a rectangular section<br/>Flexure Example 7: Computation of the tension reinforcement area for a T-section, subjected to positive<br/>bending, behaving as a tension-controlled T-section<br/>Flexure Example 8: Calculation of the area of tension reinforcement for an L-beam section,subjected to positive bending behaving as an L-section in the transition zone<br/>Flexure Example 9: Placement of reinforcement in the rectangular beam section designed in Flexure Example 1<br/>Flexure Example 10: Placement of reinforcement in the slab section designed in Flexure Example 4<br/>1.6—Flexure design aids<br/>Flexure 1: Flexural coefficients for rectangular beams with tension reinforcement; fy = 60,000 psi<br/>Flexure 2: Flexural coefficients for rectangular beams with tension reinforcement; fy = 60,000 psi<br/>Flexure 3: Flexural coefficients for rectangular beams with tension reinforcement; fy = 75,000 psi<br/>Flexure 4: Flexural coefficients for rectangular beams with tension reinforcement; fy = 75,000 psi<br/>Flexure 5: Reinforcement ratio p′for compression reinforcement<br/>Flexure 6: T-beam construction and definition of effective flange width<br/>Flexure 7: Reinforcement ratio pf (%) balancing concrete in overhang(s) in T- or L-beams; fy = 60,000 psi<br/>Flexure 8: Reinforcement ratio pf (%) balancing concrete in overhang(s) in T- or L-beams; fy = 75,000 psi<br/>Flexure 9: Bar spacing and cover requirements<br/>Flexure 10: Skin reinforcement<br/>Chapter 2—Design for shear<br/>2.1—Introduction<br/>2.2—Shear strength of beams<br/>2.3—Designing shear reinforcement for beams<br/>2.4—Shear strength of two-way slabs<br/>2.5—Shear strength with torsion and flexure<br/>2.6—Shear design examples.<br/>Shear Example 1: Determine stirrups required for simply supported beam.<br/>Shear Example 2: Determine beam shear strength of concrete by method of Section 11.2.2.1<br/>Shear Example 3: Vertical U-stirrups for beam with triangular shear diagram<br/>Shear Example 4: Vertical U-stirrups for beam with trapezoidal and triangular shear diagram<br/>Shear Example 5: Determination of perimeter shear strength at an interior column supporting a flat slab (αs = 40)<br/>Shear Example 6: Determination of thickness required for perimeter shear strength of a flat slab at an interior rectangular column<br/>Shear Example 7: Determination of perimeter shear strength at an interior rectangular column supporting a flat slab (βc > 4)<br/>Shear Example 8: Determination of required thickness of a footing to satisfy perimeter shear strength at a rectangular column.<br/>Shear Example 9: Determination of strength of a flat slab based on required perimeter shear strength at an interior round column<br/>Shear Example 10: Determination of thickness required for a flat slab based on required perimeter shear strength at an interior round column<br/>Shear Example 11: Determination of thickness of a square footing to satisfy perimeter shear strength<br/>under a circular column<br/>Shear Example 12: Determination of closed ties required for the beam shown to resist flexural shear and<br/>determinate torque<br/>Shear Example 13: Determination of closed ties required for the beam of Example 12 to resist flexural shear<br/>and indeterminate torque<br/>2.7—Shear design aids<br/>Shear 1: Section limits based on required nominal shear stress = Vu/(Φbwd) .<br/>Shear 2: Shear strength coefficients Kfc, Kvc, and Kvs 54<br/>Shear 3: Minimum beam height to provide development length required for No. 6, No. 7, and No. 8<br/>Grade 60 stirrups<br/>Shear 4.1: Shear strength Vs with Grade 40 U-stirrups<br/>Shear 4.2: Shear strength Vs with Grade 60 U-stirrups<br/>Shear 5.1: Shear strength of slabs based on perimeter shear at interior rectangular columns (αs = 40)<br/>when no shear reinforcement is used<br/>Shear 5.2: Shear strength of slabs based on perimeter shear at interior round columns when no shear reinforcement is used<br/>Shear 6.1: Shear and torsion coefficients Kt and Ktcr<br/>Shear 6.2: Shear and torsion coefficient Kts<br/>Chapter 3—Short column design<br/>3.1—Introduction<br/>3.2—Column sectional strength.<br/>3.2.1—Column interaction diagrams<br/>3.2.2—Flexure with tension axial load<br/>3.3—Columns subjected to biaxial bending<br/>3.3.1—Reciprocal load method<br/>3.3.2—Load contour method<br/>3.4—Columns examples<br/>Columns Example 1: Determination of required steel area for a rectangular tied column with bars<br/>on four faces with slenderness ratio below critical value .<br/>Columns Example 2: For a specified reinforcement ratio, select a column size for a rectangular tied column with bars on end faces only<br/>Columns Example 3: Selection of reinforcement for a square spiral column with slenderness ratio below critical value<br/>Columns Example 4: Design of square column section subject to biaxial bending using resultant moment<br/>Columns Example 5: Design of circular spiral column section subject to small design moment<br/>3.5—Columns design aids<br/>Chapter 4—Design of slender columns<br/>4.1—Introduction<br/>4.2—Slenderness ratio<br/>4.2.1—Unsupported length lu<br/>4.2.2—Effective length factor k<br/>4.2.3—Radius of gyration r<br/>4.3—Lateral bracing and designation of frames as nonsway .<br/>4.4—Design of slender columns<br/>4.4.1—Slender columns in nonsway frames<br/>4.4.2—Slender columns in sway frames.<br/>4.4.3—Upper limit on second-order effects<br/>4.5—Slender columns examples<br/>Slender Columns Example 1: Design of an interior column braced against sidesway<br/>Slender Columns Example 2: Design of an exterior column in a sway frame using the moment magnification method<br/>4.6—Slender columns design aids<br/>Slender Columns 4.1: Effective length factor—Jackson and Moreland alignment chart for columns<br/>in braced (nonsway) frames (Column Research Council 1966).<br/>Slender Columns 4.2: Effective length factor—Jackson and Moreland alignment chart for columns<br/>in unbraced (sway) frames (Column Research Council 1966)<br/>Slender Columns 4.3: Recommended flexural rigidities (EI) for use in first-order and second-order analyses of frames for design of slender columns<br/>Slender Columns 4.4: Effective length factor k for columns in braced frames<br/>Slender Columns 4.5: Moment of inertia of reinforcement about sectional centroid<br/>Chapter 5—Footing design<br/>5.1—Introduction. 191<br/>5.2—Foundation types<br/>5.3—Allowable stress design and strength design<br/>5.4—Structural design<br/>5.5—Footings subject to eccentric loading<br/>5.6—Footings examples<br/>Footings Example 1: Design of a continuous (wall) footing<br/>Footings Example 2: Design of a square spread footing<br/>Footings Example 3: Design of a rectangular spread footing.<br/>Footings Example 4: Design of a pile cap<br/>Footings Example 5: Design of a continuous footing with an overturning moment<br/>Chapter 6—Seismic design<br/>6.1—Introduction<br/>6.2—Limitations on materials<br/>6.3—Flexural members of special moment frames<br/>6.3.1—Flexural design<br/>6.3.2—Shear design<br/>6.4—Special moment frame members subjected to bending and axial load .<br/>6.4.1—Flexural design<br/>6.4.2—Strong-column weak-beam concept<br/>6.4.3—Confinement reinforcement<br/>6.4.4—Shear design<br/>6.5—Joints of special moment frames<br/>6.5.1—Joint shear strength<br/>6.5.2—Joint reinforcement<br/>6.6—Members of intermediate moment frames<br/>6.6.1—Flexural design<br/>6.6.2—Shear design<br/>6.7—Members not designed as part of the lateral-force-resisting system.<br/>6.8—Seismic design examples<br/>Seismic Design Example 1: Adequacy of beam flexural design for a special moment frame<br/>Seismic Design Example 2: Design of the critical end regions of a beam in a special moment frame for shear and confinement<br/>Seismic Design Example 3: Design of a column of a special moment frame for longitudinal and confinement reinforcement<br/>Seismic Design Example 4: Shear strength of a monolithic beam-column joint<br/>6.9—Seismic design aids<br/>Seismic 1: Requirements for flexural members of special moment frames<br/>Seismic 2: Details of transverse reinforcement for flexural members of special moment frames<br/>Seismic 3: Probable moment strength for flexural members<br/>Seismic 4: Shear strength for flexural members and members subjected to bending and axial load of special moment frames.<br/>Seismic 5: Requirements for members subjected to bending and axial load of special moment frames<br/>Seismic 6: Volumetric ratio of spiral reinforcement ρs for concrete confinement<br/>Seismic 7: Area ratio of rectilinear confinement reinforcement ρc for concrete<br/>Seismic 8: Joint shear Vj in an interior beam-column joint.<br/>Seismic 9: Joint shear Vj in an exterior beam-column joint<br/>Seismic 10: Requirements for flexural members and members subjected to bending and axial load of intermediate moment frames<br/>Seismic 11: Shear strength for flexural members and members subjected to bending and axial load of intermediate frames<br/>Chapter 7—Deflection<br/>7.1—Introduction<br/>7.2—Limitations on member thickness<br/>7.3—Deflection behavior of beams<br/>7.4—Deflection examples<br/>Deflection Example 1: Effective moment of inertia for a rectangular section with tension reinforcement<br/>Deflection Example 2: Deflection of a simple span, rectangular beam with tension reinforcement .<br/>Deflection Example 3: Moment of inertia of a cracked T-section with tension reinforcement<br/>Deflection Example 4: Moment of inertia of a cracked section with tension and compression reinforcement<br/>Deflection Example 5: Live-load deflection of a continuous beam .<br/>Deflection Example 6: Effective moment of inertia of a rectangular beam with tension reinforcement<br/>Deflection Example 7: Cracking moment for T-section<br/>7.5—Deflection design aids<br/>Deflection 7.1: Cracking moment Mcr for rectangular sections.<br/>Deflection 7.2: Cracking moment Mcr for T- or L-sections with tension at the bottom (positive moment)<br/>Deflection 7.3.1: Cracking moment Mcr for T- or L-sections with tension at the top (negative moment);<br/>βh = 0.10, 0.15, and 0.20<br/>Deflection 7.3.2: Cracking moment Mcr for T- or L-sections with tension at the top (negative moment);<br/>βh = 0.25, 0.30, and 0.40<br/>Deflection 7.4: Cracked section moment of inertia Icr for rectangular sections with tension reinforcement only<br/>Deflection 7.5: Gross moment of inertia Ig for T-section<br/>Deflection 7.6.1: Cracked-section moment of inertia Icr for rectangular sections with compression steel,<br/>or T-sections (values of Ki2); for βc from 0.1 through 0.9<br/>Deflection 7.6.2: Cracked-section moment of inertia Icr for rectangular sections with compression steel,<br/>or T-sections (values of Ki2); for βc from 1.0 through 5.0<br/>Deflection 7.7.1: Effective moment of inertia Ie (values of Ki3)<br/>Deflection 7.7.2: Effective moment of inertia Ie for rectangular sections with tension reinforcement only<br/>(values of Ki3)<br/>Deflection 7.8.1: Coefficient Ka3 and typical Mc formulas for calculating immediate deflection of flexural members<br/>Deflection 7.8.2: Coefficient Ka1 for calculating immediate deflection of flexural members.<br/>Deflection 7.9: Creep and shrinkage deflection (additional long-time deflection) due to sustained loads<br/>Deflection 7.10: Modulus of elasticity Ec for various concrete strengths<br/>Chapter 8—Strut-and-tie model<br/>8.1—Introduction.<br/>8.2—Concept<br/>8.3—Design<br/>8.4—Struts<br/>8.5—Ties<br/>8.6—Nodal zones.<br/>8.7—Usual calculation steps and modeling consideration to apply strut-and-tie model<br/>8.8—References<br/>8.9—Strut-and-tie examples<br/>Strut-and-tie Example 1: Strut-and-tie model of a deep beam without shear reinforcement<br/>Strut-and-tie Example 2: Strut-and-tie model of a deep beam with shear reinforcement<br/>Strut-and-tie Example 3: Design of one-sided corbel using strut-and-tie method.<br/>Strut-and-tie Example 4: Design of double corbel.<br/>Strut-and-tie Example 5: Design a pile cap subjected to the dead and live load axial forces and to axial forces and overturning moment<br/>References<br/>Referenced standards and reports<br/>Cited references<br/>Appendix A—Reference tables<br/>Table A-1: Nominal cross section area, weight, and nominal diameter of ASTM standard reinforcing bars<br/>Table A-2: Area of bars in a section 1 ft wide<br/>Table A-3: Minimum beam web widths required for two or more bars in one layer for cast-in-place non-prestressed concrete<br/>Table A-4: Minimum beam web widths for various bar combinations (interior exposure)<br/>Table A-5: Properties of bundled bars<br/>Table A-6: Minimum beam web widths bw for various combinations of bundled bars (interior exposure)<br/>Table A-7: Basic development length ratios of bars in tension<br/>Table A-8: Basic development length ldh of standard hooks in tension<br/>Appendix B—Analysis tables<br/>Table B-1: Beam diagrams<br/>Table B-2: Moments and reactions in continuous beams under uniformly distributed loads<br/>Table B-3: Moments and reactions in continuous beams under central point loads.<br/>Table B-4: Moments and reactions in continuous beams, point loads at third points of span<br/>Table B-5: Approximate moments and shears for continuous beams and one-way slabs<br/>Table B-6: Beams with prismatic haunch at one end<br/>Table B-7: Beams with prismatic haunch at both ends<br/>Table B-8: Prismatic member with equal infinitely stiff end regions<br/>Table B-9: Prismatic member with infinitely stiff region at one end<br/>Table B-10: Prismatic member with unequal infinitely stiff end regions<br/>Appendix C—Sectional properties<br/>Table C-1: Properties of sections<br/>Table C-2: Properties of sections<br/>Volume 2<br/>Chapter 9—Anchoring to concrete<br/>9.1—Introduction.<br/>9.2—Materials<br/>9.3—Design assumptions<br/>9.4—Loads on anchors<br/>9.4.1—Tension<br/>9.4.2—Shear<br/>9.4.3—Interaction<br/>9.5—Discussion on anchors resisting tension<br/>9.5.1—Steel strength<br/>9.5.2—Concrete breakout strength<br/>9.5.3—Pullout strength<br/>9.5.4—Concrete side-face blowout strength.<br/>9.5.5—Bond strength of adhesive anchor<br/>9.6—Discussion on anchors resisting shear<br/>9.6.1—Steel strength.<br/>9.6.2—Concrete breakout strength<br/>9.6.3—Concrete pryout strength<br/>9.6.4—Shear parallel to the edge<br/>9.6.5—Shear strength at a corner<br/>9.7—Limitations on installation geometry<br/>References 7<br/>9.8—Anchorage examples<br/>Anchorage Example 1: Baseplate anchors not subjected to shear force or tension<br/>Anchorage Example 2: Cast-in headed anchor in Seismic Design Category D, subjected to tension only<br/>Anchorage Example 3: Post-installed expansion anchor in Seismic Design Category B, subjected to tension force only<br/>Anchorage Example 4: Post-installed adhesive anchor in Seismic Design Category B, subjected to tension force only<br/>Anchorage Example 5: Cast-in headed anchor in Seismic Design Category A, subjected to shear<br/>Anchorage Example 6: Post-installed expansion anchor in Seismic Design Category A, subjected to shear<br/>Anchorage Example 7: Post-installed adhesive anchor in Seismic Design Category A, subjected to shear<br/>Anchorage Example 8: Cast-in hex-headed anchor in Seismic Design Category A, resisting tension and shear forces<br/>Anchorage Example 9: Cast-in hooked anchor in Seismic Design Category A, resisting tension and shear forces<br/>Anchorage Example 10: Post-installed expansion anchor in Seismic Design Category A, resisting tension<br/>and shear forces<br/>Anchorage Example 11: Post-installed adhesive anchor in Seismic Design Category A, resisting tension<br/>and shear force<br/>Anchorage Example 12: Group of cast-in studs in Seismic Design Category A, resisting a concentric tensile force<br/>Anchorage Example 13: Group of post-installed adhesive anchors in Seismic Design Category A, resisting<br/>a concentric tensile force<br/>Anchorage Example 14: Cast-in group of studs subjected to shear force and moment<br/>Anchorage Example 15: Post-installed adhesive group of anchors subjected to shear and moment<br/>Anchorage Example 16: Cast-in studs resisting tension force applied eccentrically to the two axes of symmetry<br/>Anchorage Example 17: Post-installed adhesive anchors resisting tension force having double eccentricity<br/>Anchorage Example 18: Cast-in column anchors resisting tension and shear forces<br/>Anchorage Example 19: Post-installed adhesive column anchors resisting tension and shear forces<br/>Tables
650 #0 - ASIENTO SECUNDARIO DE MATERIA--TÉRMINO DE MATERIA
9 (RLIN) 2725
Nombre de materia o nombre geográfico como elemento de entrada CONCRETO REFORZADO
Subdivisión geográfica MANUALES
Subdivisión de forma MANUALES, GUÍAS, ETC
650 #0 - ASIENTO SECUNDARIO DE MATERIA--TÉRMINO DE MATERIA
9 (RLIN) 3390
Nombre de materia o nombre geográfico como elemento de entrada DIBUJO DE ESTRUCTURAS
Subdivisión de forma MANUALES, GUÍAS, ETC
700 1# - ENCABEZAMIENTO SECUNDARIO--NOMBRE PERSONAL
Nombre de persona Janowiak, Ronald.
9 (RLIN) 1545
700 1# - ENCABEZAMIENTO SECUNDARIO--NOMBRE PERSONAL
Nombre de persona Nanni, Antonio.
9 (RLIN) 1127
700 1# - ENCABEZAMIENTO SECUNDARIO--NOMBRE PERSONAL
9 (RLIN) 1546
Nombre de persona Kreger, Michael E.
Forma más completa del nombre (Michael Eugene),
Fechas asociadas al nombre 1957
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Koha tipo de item LIBRO - MATERIAL GENERAL
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          Colección / Fondo / Acervo / Resguardo Biblioteca Jorge Álvarez Lleras Biblioteca Jorge Álvarez Lleras Fondo general 2015-03-27 Amazon-444444001-OC20305 Compra 284470.00 Vol. 2 BIB0001271 7 1 624.18341 A181r 023806 2020-03-11 2020-03-04 1 271645.00 LIBRO - MATERIAL GENERAL 2015-02-24 Ingeniería Civil
          Colección / Fondo / Acervo / Resguardo Biblioteca Jorge Álvarez Lleras Biblioteca Jorge Álvarez Lleras Fondo general 2015-03-27 Amazon-444444001-OC20305 Compra 284470.00 Vol. 1 BIB0001271 4 1 624.18341 A181r 023807 2020-03-04 2020-02-12 1 271645.00 LIBRO - MATERIAL GENERAL 2015-02-24 Ingeniería Civil