Calibration of AASHTO LRFD Concrete Bridge Design Specifications for Serviceability (2014) / Chapter Skim
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From page 336... ...
Table of Contents D.1 Calibration Process .................................................................................. D-21 D.2 Simulated Bridge databases, Bridge characteristics .................................
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From page 337... ...
D.3.4.2.2 Bridges Designed for Maximum Concrete Tensile Stress of 0.158t cf f ′= ................................................................ D-107 D.3.4.2.3 Bridges Designed for Maximum Concrete Tensile Stress of 0.19t cf f ′= ...................................................................
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D.4.2 Reliability indices of girders designed for various design criteria (Spread Box Girders)
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List of Tables Table D-1- Design Outcomes of I Girder Bridges Designed with Compressive Strength of 6ksi, Live Load Factor of 0.8 and Tensile Stress Limit of 𝟎.𝟎𝟗𝟒𝟖√𝒇′𝒄.
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Table D-22- Design Outcomes of I Girder Bridges Designed with Compressive Strength of 10 ksi, Live Load Factor of 1.0 and Tensile Stress Limit of 0.158√𝒇′𝒄.
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Table D-44- Design Outcomes of Spread Box Girder Bridges Designed with Compressive Strength of 6ksi, Live Load Factor of 0.8 and Tensile Stress Limit of 0.253√𝒇′𝒄.
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Table D-66- Design Outcomes of Spread Box Girder Bridges Designed with Compressive Strength of 8ksi, Live Load Factor of 0.8 and Tensile Stress Limit of 0.158√𝒇′𝒄.
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Table D-93- Summary Information of Bridges Designed with γLL=0.8 ( 0.158t cf f ′= )
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List of Figures Figure D-1- Calibration process for Service III limit state ........................................... D-21 Figure D-2- Reliability Indices for Bridges at Decompression Limit State (ADTT=1000)
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Figure D-17- Reliability Indices for Bridges at Decompression Limit State (ADTT=1000)
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Figure D-33- Reliability Indices for Bridges at Maximum Allowable Tensile Stress Limit State (ADTT=2500)
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Figure D-49- Reliability Indices for Bridges at Maximum Crack Width Limit State (ADTT=2500)
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Figure D-65- Reliability Indices for Bridges at Decompression Limit State (ADTT=5000)
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Figure D-81- Reliability Indices for Bridges at Maximum Allowable Tensile Stress Limit State (ADTT=10000)
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Figure D-97- Reliability Indices for Bridges at Maximum Crack Width Limit State (ADTT=10000)
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Figure D-113- Reliability Indices for Bridges at Decompression Limit State (ADTT=5000)
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Figure D-129- Reliability Indices for Bridges at Maximum Allowable Tensile Stress Limit State (ADTT=5000)
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Figure D-145- Reliability Indices for Bridges at Maximum Allowable Crack Width Limit State (ADTT=5000)
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Figure D-161- Reliability Indices for Bridges at Decompression Limit State (ADTT=5000)
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D.1 Calibration Process This section summarized the calibration procedure utilized in this study. The RT proposed the following general procedure for the calibration of Service III limit state.
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D.2 Simulated Bridge databases, Bridge characteristics The following sections summarized the bridge databases developed by the research team that used in the calibration and investigation in this study. The majority of the girder section types, includes I girder, adjacent box girder, and spread box girder was included in the bridge databases with the span lengths ranging from 30 ft.
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Table D-2 Design Outcomes of I Girder Bridges Designed with Compressive Strength of 6ksi, Live Load Factor of 0.8 and Tensile Stress Limit of 0.158√𝒇′𝒄. Cases Section Type Span Length (ft.)
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Table D-3 Design Outcomes of I Girder Bridges Designed with Compressive Strength of 6ksi, Live Load Factor of 0.8 and Tensile Stress Limit of 𝟎.𝟏𝟗√𝒇′𝒄. Cases Section Type Span Length (ft.)
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Table D-4 Design Outcomes of I Girder Bridges Designed with Compressive Strength of 6ksi, Live Load Factor of 0.8 and Tensile Stress Limit of 𝟎.𝟐𝟓𝟑√𝒇′𝒄. Cases Section Type Span Length (ft.)
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Table D-5 Design Outcomes of I Girder Bridges Designed with Compressive Strength of 6ksi, Live Load Factor of 1.0 and Tensile Stress Limit of 0.0948√𝒇′𝒄. Cases Section Type Span Length (ft.)
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Table D-6 Design Outcomes of I Girder Bridges Designed with Compressive Strength of 6ksi, Live Load Factor of 1.0 and Tensile Stress Limit of 0.158√𝒇′𝒄. Cases Section Type Span Length (ft.)
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Table D-7 Design Outcomes of I Girder Bridges Designed with Compressive Strength of 6ksi, Live Load Factor of 1.0 and Tensile Stress Limit of 0.19√𝒇′𝒄. Cases Section Type Span Length (ft.)
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Table D-8 Design Outcomes of I Girder Bridges Designed with Compressive Strength of 6ksi, Live Load Factor of 1.0 and Tensile Stress Limit of 0.253√𝒇′𝒄. Cases Section Type Span Length (ft.)
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Table D-9 Design Outcomes of I Girder Bridges Designed with Compressive Strength of 8ksi, Live Load Factor of 0.8 and Tensile Stress Limit of 0.0948√𝒇′𝒄. Cases Section Type Span Length (ft.)
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Table D-10 Design Outcomes of I Girder Bridges Designed with Compressive Strength of 8ksi, Live Load Factor of 0.8 and Tensile Stress Limit of 0.158√𝒇′𝒄. Cases Section Type Span Length (ft.)
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Table D-11 Design Outcomes of I Girder Bridges Designed with Compressive Strength of 8ksi, Live Load Factor of 0.8 and Tensile Stress Limit of 0.19√𝒇′𝒄. Cases Section Type Span Length (ft.)
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Table D-12 Design Outcomes of I Girder Bridges Designed with Compressive Strength of 8ksi, Live Load Factor of 0.8 and Tensile Stress Limit of 0.253√𝒇′𝒄. Cases Section Type Span Length (ft.)
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Table D-13 Design Outcomes of I Girder Bridges Designed with Compressive Strength of 8ksi, Live Load Factor of 1.0 and Tensile Stress Limit of 0.0948√𝒇′𝒄. Cases Section Type Span Length (ft.)
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Table D-14 Design Outcomes of I Girder Bridges Designed with Compressive Strength of 8ksi, Live Load Factor of 1.0 and Tensile Stress Limit of 0.158√𝒇′𝒄. Cases Section Type Span Length (ft.)
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Table D-15 Design Outcomes of I Girder Bridges Designed with Compressive Strength of 8ksi, Live Load Factor of 1.0 and Tensile Stress Limit of 0.19√𝒇′𝒄. Cases Section Type Span Length (ft.)
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Table D-16 Design Outcomes of I Girder Bridges Designed with Compressive Strength of 8ksi, Live Load Factor of 1.0 and Tensile Stress Limit of 0.253√𝒇′𝒄. Cases Section Type Span Length (ft.)
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Table D-17 Design Outcomes of I Girder Bridges Designed with Compressive Strength of 10 ksi, Live Load Factor of 0.8 and Tensile Stress Limit of 0.0948√𝒇′𝒄. Cases Section Type Span Length (ft.)
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Table D-18 Design Outcomes of I Girder Bridges Designed with Compressive Strength of 10 ksi, Live Load Factor of 0.8 and Tensile Stress Limit of 0.158√𝒇′𝒄. Cases Section Type Span Length (ft.)
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Table D-19 Design Outcomes of I Girder Bridges Designed with Compressive Strength of 10 ksi, Live Load Factor of 0.8 and Tensile Stress Limit of 0.19√𝒇′𝒄. Cases Section Type Span Length (ft.)
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Table D-20 Design Outcomes of I Girder Bridges Designed with Compressive Strength of 10 ksi, Live Load Factor of 0.8 and Tensile Stress Limit of 0.253√𝒇′𝒄. Cases Section Type Span Length (ft.)
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Table D-21 Design Outcomes of I Girder Bridges Designed with Compressive Strength of 10 ksi, Live Load Factor of 1.0 and Tensile Stress Limit of 0.0948√𝒇′𝒄. Cases Section Type Span Length (ft.)
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Table D-22 Design Outcomes of I Girder Bridges Designed with Compressive Strength of 10 ksi, Live Load Factor of 1.0 and Tensile Stress Limit of 0.158√𝒇′𝒄. Cases Section Type Span Length (ft.)
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Table D-23 Design Outcomes of I Girder Bridges Designed with Compressive Strength of 10 ksi, Live Load Factor of 1.0 and Tensile Stress Limit of 0.19√𝒇′𝒄. Cases Section Type Span Length (ft.)
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Table D-24 Design Outcomes of I Girder Bridges Designed with Compressive Strength of 10 ksi, Live Load Factor of 1.0 and Tensile Stress Limit of 0.253√𝒇′𝒄. Cases Section Type Span Length (ft.)
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D.2.2 Adjacent Box Girder Bridges Table D-25 Design Outcomes of Adjacent Box Girder Bridges Designed with Compressive Strength of 6 ksi, Live Load Factor of 0.8 and Tensile Stress Limit of 0.0948√𝒇′𝒄. Cases Section Type Span Length (ft.)
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Table D-27 Design Outcomes of Adjacent Box Girder Bridges Designed with Compressive Strength of 6 ksi, Live Load Factor of 0.8 and Tensile Stress Limit of 0.19√𝒇′𝒄. Cases Section Type Span Length (ft.)
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Table D-29 Design Outcomes of Adjacent Box Girder Bridges Designed with Compressive Strength of 6 ksi, Live Load Factor of 1.0 and Tensile Stress Limit of 0.0948√𝒇′𝒄. Cases Section Type Span Length (ft.)
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Table D-31 Design Outcomes of Adjacent Box Girder Bridges Designed with Compressive Strength of 6 ksi, Live Load Factor of 1.0 and Tensile Stress Limit of 0.19√𝒇′𝒄. Cases Section Type Span Length (ft.)
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Table D-33 Design Outcomes of Adjacent Box Girder Bridges Designed with Compressive Strength of 8 ksi, Live Load Factor of 0.8 and Tensile Stress Limit of 0.0948√𝒇′𝒄. Cases Section Type Span Length (ft.)
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Table D-35 Design Outcomes of Adjacent Box Girder Bridges Designed with Compressive Strength of 8 ksi, Live Load Factor of 0.8 and Tensile Stress Limit of 0.19√𝒇′𝒄. Cases Section Type Span Length (ft.)
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Table D-37 Design Outcomes of Adjacent Box Girder Bridges Designed with Compressive Strength of 8 ksi, Live Load Factor of 1.0 and Tensile Stress Limit of 0.0948√𝒇′𝒄. Cases Section Type Span Length (ft.)
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Table D-39 Design Outcomes of Adjacent Box Girder Bridges Designed with Compressive Strength of 8 ksi, Live Load Factor of 1.0 and Tensile Stress Limit of 0.19√𝒇′𝒄. Cases Section Type Span Length (ft.)
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D.2.3 Spread Box Girder Bridges Table D-41 Design Outcomes of Spread Box Girder Bridges Designed with Compressive Strength of 6ksi, Live Load Factor of 0.8 and Tensile Stress Limit of 0.0948√𝒇′𝒄. Cases Section Type Span Length (ft.)
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Table D-43 Design Outcomes of Spread Box Girder Bridges Designed with Compressive Strength of 6ksi, Live Load Factor of 0.8 and Tensile Stress Limit of 0.19√𝒇′𝒄. Cases Section Type Span Length (ft.)
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Table D-45 Design Outcomes of Spread Box Girder Bridges Designed with Compressive Strength of 6ksi, Live Load Factor of 1.0 and Tensile Stress Limit of 0.0948√𝒇′𝒄. Cases Section Type Span Length (ft.)
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Table D-47 Design Outcomes of Spread Box Girder Bridges Designed with Compressive Strength of 6ksi, Live Load Factor of 1.0 and Tensile Stress Limit of 0.19√𝒇′𝒄. Cases Section Type Span Length (ft.)
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Table D-49 Design Outcomes of Spread Box Girder Bridges Designed with Compressive Strength of 8ksi, Live Load Factor of 0.8 and Tensile Stress Limit of 0.0948√𝒇′𝒄. Cases Section Type Span Length (ft.)
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Table D-51 Design Outcomes of Spread Box Girder Bridges Designed with Compressive Strength of 8ksi, Live Load Factor of 0.8 and Tensile Stress Limit of 0.19√𝒇′𝒄. Cases Section Type Span Length (ft.)
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Table D-53 Design Outcomes of Spread Box Girder Bridges Designed with Compressive Strength of 8ksi, Live Load Factor of 1.0 and Tensile Stress Limit of 0.0948√𝒇′𝒄. Cases Section Type Span Length (ft.)
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Table D-55 Design Outcomes of Spread Box Girder Bridges Designed with Compressive Strength of 8ksi, Live Load Factor of 1.0 and Tensile Stress Limit of 0.19√𝒇′𝒄. Cases Section Type Span Length (ft.)
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Table D-57 Design Outcomes of Spread Box Girder Bridges Designed with Compressive Strength of 10ksi, Live Load Factor of 0.8 and Tensile Stress Limit of 0.0948√𝒇′𝒄. Cases Section Type Span Length (ft.)
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Table D-59 Design Outcomes of Spread Box Girder Bridges Designed with Compressive Strength of 10ksi, Live Load Factor of 0.8 and Tensile Stress Limit of 0.19√𝒇′𝒄. Cases Section Type Span Length (ft.)
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Table D-61 Design Outcomes of Spread Box Girder Bridges Designed with Compressive Strength of 10ksi, Live Load Factor of 1.0 and Tensile Stress Limit of 0.0948√𝒇′𝒄. Cases Section Type Span Length (ft.)
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Table D-63 Design Outcomes of Spread Box Girder Bridges Designed with Compressive Strength of 10ksi, Live Load Factor of 1.0 and Tensile Stress Limit of 0.19√𝒇′𝒄. Cases Section Type Span Length (ft.)
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D.2.4 PCI ASBI Box Girder Bridge Table D-65 Design Outcomes of Spread Box Girder Bridges Designed with Compressive Strength of 8ksi, Live Load Factor of 0.8 and Tensile Stress Limit of 0.0948√𝒇′𝒄. Cases Section Type Span Length (ft.)
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Table D-68 Design Outcomes of Spread Box Girder Bridges Designed with Compressive Strength of 8ksi, Live Load Factor of 0.8 and Tensile Stress Limit of 0.253√𝒇′𝒄. Cases Section Type Span Length (ft.)
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The smallest possible AASHTO girder size was used for each simulated bridge. Comparing Case 1 to Case 2 and Case 3 to Case 4 shows the effect of changing the prestressing loss method.
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Table D-69 Summary Information of Bridges Designed using AASHTO I-Girders with ADTT 5000 and 0.0948t cf f ′= Case 1 Case 2 Cases Section Type Span Length (ft.) Spacin g (ft.)
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Table D-70 Summary Information of Bridges Designed using AASHTO I-Girders with ADTT 5000 and 0.19t cf f ′= Case 3 Case 4 Cases Section Type Span Length (ft.) Spacing (ft.)
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Using the current prestress loss method resulted in smaller number of strands than the old loss method. As shown in Table D-69 and Table D-70, this resulted in lower reliability index for bridges designed using the new (current)
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Table D-71 Summary of NCHRP 12-78 I-Girder Bridge Bridge Name Section Type Girder Spacing (ft.) Span Length (ft.)
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Table D-72 Summary of NCHRP 12-78 Spread Box Girder Bridge Bridge Name Section Type Girder Spacing (ft.) Span Length (ft.)
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Table D-73 Summary of NCHRP 12-78 Adjacent Box Girder Bridge Bridge Name Section Type Girder Spacing (ft.) Span Length (ft.)
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Table D-74 Summary of Reliability Indices for Existing Bridges Performance Levels Existing Bridges (NCHRP 12-78) (Reliability Index β)
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Table D-76 Summary of Reliability Indices for redesigned bridges using new losses provisions and tensile stress limit of 0.0948√𝒇′𝒄 Performance Levels Existing Bridges (NCHRP 12-78) (Reliability Index β)
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Table D-78 Summary of Reliability Indices for redesigned bridges using new losses provisions and tensile stress limit of 0.19√𝒇′𝒄 Performance Levels Existing Bridges (NCHRP 12-78) (Reliability Index β)
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Table D-80 Summary of Reliability Indices for redesigned bridges using new losses provisions and tensile stress limit of 0.253√𝒇′𝒄 Performance Levels Existing Bridges (NCHRP 12-78) (Reliability Index β)
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value. Limited contacts with individuals, who contributed to the development of the European Code indicate that the reliability indices listed for service limit states were not supported by research, rather they were based on general consensus.
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D.3.4 Reliability indices of girders designed for various design criteria (I Girders) D.3.4.1 Calibration for ADTT=1000 D.3.4.1.1 Bridges Designed for Maximum Concrete Tensile Stress of 0.0948t cf f ′= In this section, the calibration process for a selected bridge database (shown in Table D-83)
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Step 1: Calculate the reliability level of designs according to AASHTO LRFD Specifications (2010) (Figure D-2~Figure D-4)
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Figure D-3 Reliability Indices for Bridges at Maximum Allowable Tensile Stress Limit State (ADTT=1000)
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and resistance factors were kept the same during the redesign. Table D-84 shows the design outcomes of the redesigned bridges.
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Figure D-5 Reliability Indices for Bridges at Decompression Limit State (ADTT=1000)
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Figure D-7 Reliability Indices for Bridges at Maximum Crack Width Limit State (ADTT=1000)
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Table D-85 Summary Information of Bridges Designed with γLL=0.8 ( 0.158t cf f ′= ) Section Type Span Length (ft.)
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Figure D-8 Reliability Indices for Bridges at Decompression Limit State (ADTT=1000)
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Figure D-10 Reliability Indices for Bridges at Maximum Allowable Crack Width Limit State (ADTT=1000)
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Table D-86 Summary Information of Bridges Designed with γLL=1.0 ( 0.158t cf f ′= ) Section Type Span Length (ft.)
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Figure D-11 Reliability Indices for Bridges at Decompression Limit State (ADTT=1000)
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Figure D-13 Reliability Indices for Bridges at Maximum Crack Width Limit State (ADTT=1000)
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Table D-87 Summary Information of Bridges Designed with γLL=0.8 ( 0.19t cf f ′= ) Section Type Span Length (ft.)
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Figure D-14 Reliability Indices for Bridges at Decompression Limit State (ADTT=1000)
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Figure D-16 Reliability Indices for Bridges at Maximum Allowable Crack Width Limit State (ADTT=1000)
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Table D-88 Summary Information of Bridges Designed with γLL=1.0 ( 0.19t cf f ′= ) Section Type Span Length (ft.)
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Figure D-17 Reliability Indices for Bridges at Decompression Limit State (ADTT=1000)
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Figure D-19 Reliability Indices for Bridges at Maximum Crack Width Limit State (ADTT=1000)
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Table D-89 Summary Information of Bridges Designed with γLL=0.8 ( 0.253t cf f ′= ) Section Type Span Length (ft.)
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Figure D-20 Reliability Indices for Bridges at Decompression Limit State (ADTT=1000)
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Figure D-22 Reliability Indices for Bridges at Maximum Allowable Crack Width Limit State (ADTT=1000)
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Table D-90 Summary Information of Bridges Designed with γLL=1.0 ( 0.253t cf f ′= ) Section Type Span Length (ft.)
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Figure D-23 Reliability Indices for Bridges at Decompression Limit State (ADTT=1000)
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From page 437... ...
Figure D-25 Reliability Indices for Bridges at Maximum Allowable Crack Width Limit State (ADTT=1000)
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Figure D-26 Reliability Indices for Bridges at Decompression Limit State (ADTT=2500)
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Figure D-28 Reliability Indices for Bridges at Maximum Allowable Crack Width Limit State (ADTT=2500)
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Figure D-29 Reliability Indices for Bridges at Decompression Limit State (ADTT=2500)
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Figure D-31 Reliability Indices for Bridges at Maximum Crack Width Limit State (ADTT=2500)
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Figure D-32 Reliability Indices for Bridges at Decompression Limit State (ADTT=2500)
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Figure D-34 Reliability Indices for Bridges at Maximum Allowable Crack Width Limit State (ADTT=2500)
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Figure D-35 Reliability Indices for Bridges at Decompression Limit State (ADTT=2500)
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Figure D-37 Reliability Indices for Bridges at Maximum Crack Width Limit State (ADTT=2500)
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Figure D-38 Reliability Indices for Bridges at Decompression Limit State (ADTT=2500)
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Figure D-40 Reliability Indices for Bridges at Maximum Allowable Crack Width Limit State (ADTT=2500)
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From page 448... ...
Figure D-41 Reliability Indices for Bridges at Decompression Limit State (ADTT=2500)
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From page 449... ...
Figure D-43 Reliability Indices for Bridges at Maximum Crack Width Limit State (ADTT=2500)
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From page 450... ...
Figure D-44 Reliability Indices for Bridges at Decompression Limit State (ADTT=2500)
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From page 451... ...
Figure D-46 Reliability Indices for Bridges at Maximum Allowable Crack Width Limit State (ADTT=2500)
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Figure D-47 Reliability Indices for Bridges at Decompression Limit State (ADTT=2500)
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Figure D-49 Reliability Indices for Bridges at Maximum Crack Width Limit State (ADTT=2500)
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Figure D-50 Reliability Indices for Bridges at Decompression Limit State (ADTT=5000)
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From page 455... ...
Figure D-52 Reliability Indices for Bridges at Maximum Allowable Crack Width Limit State (ADTT=5000)
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Figure D-53 Reliability Indices for Bridges at Decompression Limit State (ADTT=5000)
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From page 457... ...
Figure D-55 Reliability Indices for Bridges at Maximum Crack Width Limit State (ADTT=5000)
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From page 458... ...
Figure D-56 Reliability Indices for Bridges at Decompression Limit State (ADTT=5000)
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From page 459... ...
Figure D-58 Reliability Indices for Bridges at Maximum Allowable Crack Width Limit State (ADTT=5000)
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Figure D-59 Reliability Indices for Bridges at Decompression Limit State (ADTT=5000)
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From page 461... ...
Figure D-61 Reliability Indices for Bridges at Maximum Crack Width Limit State (ADTT=5000)
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From page 462... ...
Figure D-62 Reliability Indices for Bridges at Decompression Limit State (ADTT=5000)
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From page 463... ...
Figure D-64 Reliability Indices for Bridges at Maximum Allowable Crack Width Limit State (ADTT=5000)
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Figure D-65 Reliability Indices for Bridges at Decompression Limit State (ADTT=5000)
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Figure D-67 Reliability Indices for Bridges at Maximum Crack Width Limit State (ADTT=5000)
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Figure D-68 Reliability Indices for Bridges at Decompression Limit State (ADTT=5000)
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From page 467... ...
Figure D-70 Reliability Indices for Bridges at Maximum Allowable Crack Width Limit State (ADTT=5000)
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Figure D-71 Reliability Indices for Bridges at Decompression Limit State (ADTT=5000)
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Figure D-73 Reliability Indices for Bridges at Maximum Crack Width Limit State (ADTT=5000)
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Figure D-74 Reliability Indices for Bridges at Decompression Limit State (ADTT=10000)
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Figure D-76 Reliability Indices for Bridges at Maximum Allowable Crack Width Limit State (ADTT=10000)
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Figure D-77 Reliability Indices for Bridges at Decompression Limit State (ADTT=10000)
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Figure D-79 Reliability Indices for Bridges at Maximum Crack Width Limit State (ADTT=10000)
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will be used to modify the original design in order to improve the reliability level of the bridges. Figure D-80 Reliability Indices for Bridges at Decompression Limit State (ADTT=10000)
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Figure D-82 Reliability Indices for Bridges at Maximum Allowable Crack Width Limit State (ADTT=10000)
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Figure D-83 Reliability Indices for Bridges at Decompression Limit State (ADTT=10000)
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From page 477... ...
Figure D-85 Reliability Indices for Bridges at Maximum Crack Width Limit State (ADTT=10000)
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From page 478... ...
Figure D-86 Reliability Indices for Bridges at Decompression Limit State (ADTT=10000)
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From page 479... ...
Figure D-88 Reliability Indices for Bridges at Maximum Allowable Crack Width Limit State (ADTT=10000)
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From page 480... ...
Figure D-89 Reliability Indices for Bridges at Decompression Limit State (ADTT=10000)
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From page 481... ...
Figure D-91 Reliability Indices for Bridges at Maximum Crack Width Limit State (ADTT=10000)
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From page 482... ...
Figure D-92 Reliability Indices for Bridges at Decompression Limit State (ADTT=10000)
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From page 483... ...
Figure D-94 Reliability Indices for Bridges at Maximum Allowable Crack Width Limit State (ADTT=10000)
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From page 484... ...
Figure D-95 Reliability Indices for Bridges at Decompression Limit State (ADTT=10000)
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From page 485... ...
Figure D-97 Reliability Indices for Bridges at Maximum Crack Width Limit State (ADTT=10000)
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From page 486... ...
Table D-91 Summary Information of Bridges Designed with γLL=0.8 ( 0.0948t cf f ′= ) Cases Section Type Span Length (ft.)
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From page 487... ...
Figure D-99 Reliability Indices for Bridges at Maximum Allowable Tensile Stress Limit State (ADTT=5000)
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From page 488... ...
Figure D-101 through Figure D-103 shows the reliability indices for the redesigned bridges using live load factor of 1.0. It is observed the average reliability index of decompression limit state, maximum allowable tensile stress limit state and maximum allowable crack width limit state is 1.85, 2.18, and 4.96, respectively.
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From page 489... ...
Figure D-102 Reliability Indices for Bridges at Maximum Tensile Stress Limit State (ADTT=5000)
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From page 490... ...
D.4.1.2 C7.2 Bridges Designed for Maximum Concrete Tensile Stress of 0.158√𝑓′𝑐 In this section, the calibration process for a selected bridge database (shown in Table D-93) is performed.
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From page 491... ...
Figure D-104 Reliability Indices for Bridges at Decompression Limit State (ADTT=5000)
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From page 492... ...
Figure D-106 Reliability Indices for Bridges at Maximum Allowable Crack Width Limit State (ADTT=5000)
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From page 493... ...
Figure D-107 Reliability Indices for Bridges at Decompression Limit State (ADTT=5000)
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From page 494... ...
Figure D-109 Reliability Indices for Bridges at Maximum Crack Width Limit State (ADTT=5000)
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From page 495... ...
Step 1: Calculate the reliability level of designs according to AASHTO LRFD Specifications (2010) (Figure D-110~Figure D-112)
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From page 496... ...
Figure D-111 Reliability Indices for Bridges at Maximum Allowable Tensile Stress Limit State (ADTT=5000)
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From page 497... ...
Figure 116 through Figure 118 show the reliability indices for the redesigned bridges using live load factor of 1.0. It is observed that the average reliability index of decompression limit state, maximum allowable tensile stress limit state and maximum allowable crack width limit state is 1.31, 1.55, and 4.56, respectively.
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From page 498... ...
Figure D-114 Reliability Indices for Bridges at Maximum Tensile Stress Limit State (ADTT=5000)
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From page 499... ...
D.4.1.4 Bridges Designed for Maximum Concrete Tensile Stress of 0.253√𝑓′𝑐 In this section, the calibration for a selected bridge database (shown in Table D-97) is performed for a scenario of ADTT equal to 5000.
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From page 500... ...
Figure D-116 Reliability Indices for Bridges at Decompression Limit State (ADTT=5000)
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From page 501... ...
Figure D-118 Reliability Indices for Bridges at Maximum Allowable Crack Width Limit State (ADTT=5000)
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From page 502... ...
Figure D-119 Reliability Indices for Bridges at Decompression Limit State (ADTT=5000)
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From page 503... ...
Figure D-121 Reliability Indices for Bridges at Maximum Allowable Crack Width Limit State (ADTT=5000)
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From page 504... ...
Table D-99 Summary Information of Bridges Designed with γLL=0.8 ( 0.0948t cf f ′= ) Cases Section Type Span Length (ft.)
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From page 505... ...
Figure D-122 Reliability Indices for Bridges at Decompression Limit State (ADTT=5000)
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From page 506... ...
Figure D-124 Reliability Indices for Bridges at Maximum Allowable Crack Width Limit State (ADTT=5000)
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From page 507... ...
Table D-100 Summary Information of Bridges Designed with γLL=1.0 ( 0.0948t cf f ′= ) Cases Section Type Span Length (ft.)
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From page 508... ...
Figure D-126 Reliability Indices for Bridges at Maximum Tensile Stress Limit State (ADTT=5000)
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From page 509... ...
D.4.2.2 Bridges Designed for Maximum Concrete Tensile Stress of 0.158√𝑓′𝑐 In this section, the calibration process for a selected bridge database (shown in Table D-101) is performed.
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From page 510... ...
Figure D-128 Reliability Indices for Bridges at Decompression Limit State (ADTT=5000)
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From page 511... ...
Figure D-130 Reliability Indices for Bridges at Maximum Allowable Crack Width Limit State (ADTT=5000)
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From page 512... ...
Table D-102 Summary Information of Bridges Designed with γLL=1.0 ( 0.158t cf f ′= ) Cases Section Type Span Length (ft.)
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From page 513... ...
Figure D-132 Reliability Indices for Bridges at Maximum Tensile Stress Limit State (ADTT=5000)
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From page 514... ...
Therefore, for the scenario of ADTT equal to 5000 and maximum concrete tensile stress of 0.158t cf f ′= , a new live load factor of 1.0 is proposed. D.4.2.3 Bridges Designed for Maximum Concrete Tensile Stress of 0.19√𝑓′𝑐 In this section, the calibration process for a selected bridge database (shown in Table D-103)
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From page 515... ...
Figure D-134 Reliability Indices for Bridges at Decompression Limit State (ADTT=5000)
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From page 516... ...
Figure D-136 Reliability Indices for Bridges at Maximum Allowable Crack Width Limit State (ADTT=5000)
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From page 517... ...
Table D-104 Summary Information of Bridges Designed with γLL=1.0 ( 0.19t cf f ′= ) Cases Section Type Span Length (ft.)
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From page 518... ...
Figure D-138 Reliability Indices for Bridges at Maximum Tensile Stress Limit State (ADTT=5000)
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From page 519... ...
D.4.2.4 Bridges Designed for Maximum Concrete Tensile Stress of 0.253√𝑓′𝑐 In this section, the calibration for a selected bridge database (shown in Table D-105) is performed for a scenario of ADTT equal to 5000.
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From page 520... ...
Figure D-140 Reliability Indices for Bridges at Decompression Limit State (ADTT=5000)
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From page 521... ...
Figure D-142 Reliability Indices for Bridges at Maximum Allowable Crack Width Limit State (ADTT=5000)
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From page 522... ...
Table D-106 Summary Information of Bridges Designed with γLL=1.0 ( 0.253t cf f ′= ) Cases Section Type Span Length (ft.)
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From page 523... ...
Figure D-144 Reliability Indices for Bridges at Maximum Allowable Tensile Stress Limit State (ADTT=5000)
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From page 524... ...
D.4.3 Reliability indices of girders designed for various design criteria (ASBI Box Girder Bridges) In this section, the reliability analysis was performed for adjacent box girders that designed for various design criteria with compressive strength of 8000 psi.
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From page 525... ...
Figure D-146 Reliability Indices for Bridges at Decompression Limit State (ADTT=5000)
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From page 526... ...
Figure D-148 Reliability Indices for Bridges at Maximum Allowable Crack Width Limit State (ADTT=5000)
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From page 527... ...
Figure D-149 Reliability Indices for Bridges at Decompression Limit State (ADTT=5000)
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From page 528... ...
Figure D-151 Reliability Indices for Bridges at Maximum Crack Width Limit State (ADTT=5000)
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From page 529... ...
Figure D-152 through Figure D-154 show the reliability indices for the bridges designed using AASHTO type girders according to AASHTO LRFD specifications (2010)
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From page 530... ...
Figure D-154 Reliability Indices for Bridges at Maximum Allowable Crack Width Limit State (ADTT=5000)
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From page 531... ...
Figure D-155 Reliability Indices for Bridges at Decompression Limit State (ADTT=5000)
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From page 532... ...
Figure D-157 Reliability Indices for Bridges at Maximum Crack Width Limit State (ADTT=5000)
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From page 534... ...
Figure D-160 Reliability Indices for Bridges at Maximum Allowable Crack Width Limit State (ADTT=5000)
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From page 535... ...
Figure D-161 Reliability Indices for Bridges at Decompression Limit State (ADTT=5000)
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From page 536... ...
Figure D-163 Reliability Indices for Bridges at Maximum Crack Width Limit State (ADTT=5000)
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From page 537... ...
Step 1: Calculate the reliability level of designs according to AASHTO LRFD Specifications (2010) (Figure D-164~Figure D-166)
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From page 538... ...
Figure D-165 Reliability Indices for Bridges at Maximum Allowable Tensile Stress Limit State (ADTT=5000)
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From page 539... ...
Figure D-167 through Figure D-169 show the reliability indices for the redesigned bridges using a live load factor of 1.0. It is observed that the average reliability index for the decompression limit state, the maximum allowable tensile stress limit state and the maximum allowable crack width limit state is 0.85, 1.23, and 3.04, respectively.
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From page 540... ...
Figure D-168 Reliability Indices for Bridges at Maximum Allowable Tensile Stress Limit State (ADTT=5000)
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From page 541... ...
D.5 Selection of load and resistance factors for use in the AASHTO LRFD The detailed results presented above are summarized in Chapter 5 of the report. The proposed revisions to AASHTO LRFD are presented in Section 5.2.8 with the proposed revised specifications shown in Chapter 6.
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Key Terms
This material may be derived from roughly machine-read images, and so is provided only to facilitate research.
More
information on Chapter Skim is available.