Questions? Call 800-624-6242 About | Ordering | New Menu | Items in cart [0] SEARCH

Rights & Permissions Free PDF Access Sign in to download PDF book and chapters Free Resources Display this book on your site! Related Titles NCHRP Report 519: Connection of Simple-Span Precast Concrete Girders for Continuity NCHRP Report 543: Effective Slab Width for Composite Steel Bridge Members Other Related Titles NCHRP Report 620: Development of Design Specifications and Commentary for Horizontally Curved Concrete Box-Girder Bridges (2009) National Cooperative Highway Research Program (NCHRP) Citation Manager Export the bibliographic data for this book in your chosen format Web Search Builder Use this book's key terms to search within this book, across our collection, or across the Web. Skim This Chapter Skim this chapter and use this chapter's key terms to search within this book. Reference Finder Paste in your own text to find books that relate to your topic. Citation Manager Transportation Research Board. "Skewed Abutments." NCHRP Report 620: Development of Design Specifications and Commentary for Horizontally Curved Concrete Box-Girder Bridges. Washington, DC: The National Academies Press, 2009. Please select a format: Page 39   E-mail Share on facebook Facebook Share on delicious Delicious Share on stumbleupon Stumble Share on twitter Twitter More Sharing ServicesMore Page 39 Front Matter (R1-R9) Chapter 1 - Introduction (1-2) Domestic Practice (3-4) Foreign Practice (5-5) Field Problems (6-7) Codes and Design Standards (8-8) Step 3 Check the Web Width (9-9) Step 6 Determine Required Spacing of Stirrups (10-10) Step 2 Determine the Cross-Section Parameters (11-11) Step 6 Check the Longitudinal Reinforcement (12-12) Design Philosophy (13-13) Global Analysis (14-19) Laboratory Experiments (20-20) Flexure and Flexural Shear (21-22) Torsion (23-24) Tendon Breakout and Deviation Saddles (25-27) Time Dependency (28-28) Detailing (29-29) Summary (30-30) Analysis Cases (31-31) Structural Analysis (32-33) Loads (34-34) Results Review (35-35) Summary of Results (36-36) Conclusions of the Parametric Study (37-37) Diaphragm (38-38) Skewed Abutments (39-40) Long-Term Creep (41-43) Chapter 5 - Regional and Local Response Analysis Studies (44-44) Test Model and Test Conduct (45-50) Local Analysis of Multicell Box-Girders (51-51) Model Prototype: Three-Cell Cast-In-Place Box Girder (52-52) Multicell Models - Analysis Results (53-56) Discussion of Results (57-62) Model Prototype: Single-Cell CIP Box Girder (63-65) Single-Cell Models Analysis Results (66-66) Discussion of Results (67-71) Summary of Influences from Detailing Parameters (72-74) Recommendations for Web Capacity Design (75-78) Chapter 6 - Conclusions (79-83) References/Bibliography (84-86) Appendixes (87-87) Abbreviations used without definitions in TRB publications (88-88)

Below are the first 10 and last 10 pages of uncorrected machine-read text (when available) of this chapter, followed by the top 30 algorithmically extracted key phrases from the chapter as a whole.
Intended to provide our own search engines and external engines with highly rich, chapter-representative searchable text on the opening pages of each chapter. Because it is UNCORRECTED material, please consider the following text as a useful but insufficient proxy for the authoritative book pages.

Do not use for reproduction, copying, pasting, or reading; exclusively for search engines.

OCR for page 39
39 Two-Cell CIP Dead Load: Midspan Outside Shear (kips) Midspan Outside Corner Stress (ksi) 1.14 0.945 0.94 1.12 0.935 1.1 0.93 Curve/Grid Curve/Grid 0.925 1.08 0.92 1.06 0.915 0.91 1.04 0.905 1.02 0.9 200 400 600 800 1000 Straight 200 400 600 800 1000 Straight Radius (ft) Radius (ft) a) Midspan Outside Girder Shear Ratio b) Longitudinal Stress Ratio Figure 4-14. Line graphs of shear and stress ratios of results from spine and grillage models. symmetrical. Therefore, the diaphragms were shown to have results from spine to grillage models. It was found that, in very little effect on the global response of the bridge. general, magnitudes of curve to straight results are in the same order as the integral bridges. Therefore, the final con- clusion is that, as long as the support conditions are modeled Bearings at the Bents correctly, the same guidelines for modeling limitations are The purpose of this study was to determine if bridges with equally applicable to integral and non-integral conditions. integral and non-integral bents respond differently to curve effects. All three-span five-cell spine and grillage bridge mod- Skewed Abutments els used in the parametric study were also modified to have a point bearing support at the piers; i.e., free to move in trans- A two-cell single-span (200 ft long) and a two-cell three-span verse or longitudinal directions. The results were studied bridge (200ft-300ft-200ft) were modified to have 30-degree using scatter-grams and ratio (line) diagrams comparing the skew support at the left support and another case with 30-degree All 3-Span Vr /Vs Dead Load CIP1_6x18_sp3l_dl 1.18 CIP1_6x18_sp3m_dl CIP1_6x18_sp3s_dl CIP1_6x6_sp3l_dl 1.16 CIP1_6x6_sp3m_dl CIP1_6x6_sp3s_dl 1.14 PC1_6x18_sp3l_dl PC1_6x18_sp3m_dl 1.12 PC1_6x18_sp3s_dl PC1_6x6_sp3l_dl 1.1 PC1_6x6_sp3m_dl Vr/Vs PC1_6x6_sp3s_dl 1.08 CIP2_6x18_sp3l_dl CIP2_6x18_sp3m_dl CIP2_6x18_sp3s_dl 1.06 CIP2_7x7_sp3l_dl CIP2_7x7_sp3m_dl 1.04 CIP2_7x7_sp3s_dl CIP5_6x18_sp3l_dl 1.02 CIP5_6x18_sp3m_dl CIP5_6x18_sp3s_dl 1 CIP5_8x8_sp3l_dl 0 0.5 1 1.5 2 CIP5_8x8_sp3m_dl Length/Radius (L/R) CIP5_8x8_sp3s_dl Figure 4-15. Ratio of outside web dead load shear forces in curved (Vr) to straight (Vs ) bridges where length equals middle span length.

OCR for page 40
40 All 3-Span Vline /Vgrid Dead Load Total CIP1_6x18_sp3l_dl CIP1_6x18_sp3m_dl CIP1_6x18_sp3s_dl 1.08 CIP1_6x6_sp3l_dl CIP1_6x6_sp3m_dl 1.06 CIP1_6x6_sp3s_dl PC1_6x18_sp3l_dl 1.04 PC1_6x18_sp3m_dl PC1_6x18_sp3s_dl 1.02 PC1_6x6_sp3l_dl PC1_6x6_sp3m_dl Vline/Vgrid 1 PC1_6x6_sp3s_dl CIP2_6x18_sp3l_dl 0.98 CIP2_6x18_sp3m_dl CIP2_6x18_sp3s_dl 0.96 CIP2_7x7_sp3l_dl CIP2_7x7_sp3m_dl 0.94 CIP2_7x7_sp3s_dl CIP5_6x18_sp3l_dl 0.92 CIP5_6x18_sp3m_dl CIP5_6x18_sp3s_dl CIP5_8x8_sp3l_dl 0.9 0 0.5 1 1.5 2 CIP5_8x8_sp3m_dl CIP5_8x8_sp3s_dl Length/Radius (L/R) Figure 4-16. Ratio of outside web dead load shear forces from spine to grillage model. CIP1_6x18_sp3l_dl All 3-Span fr /fsDead Load CIP1_6x18_sp3m_dl 1.1 CIP1_6x18_sp3s_dl CIP1_6x6_sp3l_dl CIP1_6x6_sp3m_dl 1.08 CIP1_6x6_sp3s_dl PC1_6x18_sp3l_dl PC1_6x18_sp3m_dl 1.06 PC1_6x18_sp3s_dl PC1_6x6_sp3l_dl PC1_6x6_sp3m_dl 1.04 PC1_6x6_sp3s_dl fr/fs CIP2_6x18_sp3l_dl 1.02 CIP2_6x18_sp3m_dl CIP2_6x18_sp3s_dl CIP2_7x7_sp3l_dl 1 CIP2_7x7_sp3m_dl CIP2_7x7_sp3s_dl CIP5_6x18_sp3l_dl 0.98 CIP5_6x18_sp3m_dl CIP5_6x18_sp3s_dl CIP5_8x8_sp3l_dl 0.96 0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 CIP5_8x8_sp3m_dl Length/Radius (L/R) CIP5_8x8_sp3s_dl Figure 4-17. Ratio of outside corner dead load longitudinal stress in curved to straight bridge.