Self-Consolidating Concrete for Cast-in-Place Bridge Components (2016) / Chapter Skim
Currently Skimming:
Pages 5-29
The Chapter Skim interface presents what we've algorithmically identified as the most significant single chunk of text within every page in the chapter.
Select key terms on the right to highlight them within pages of the chapter.
From page 5... ...
5 Research Approach 1.1 Literature Review and Survey An extensive literature review was conducted to determine the properties of self-consolidating concrete (SCC) that are relevant to the design and construction of cast-in-place bridge components and thus necessary to consider in the experimental investigation; these properties are shown in Figure 1-1.
|
From page 6... ...
SCC Properties Fresh Concrete Properties Rheology Workability Retention Air Content Workability Properties Filling Ability Passing Ability Static Stability Dynamic Stability Early-Age Concrete Properties Formwork Pressure Heat of Hydration Time of Setting Hardened Concrete Properties Mechanical Properties Compressive Strength Tensile Strength Modulus of Rupture Shear Resistance Bond Strength Modulus of Elasticity Visco-Elastic Properties Drying Shrinkage Restrained Shrinkage Creep Durability Properties Surface Resistivity Air Void System Figure 1-1. SCC properties considered in the experimental investigation.
|
From page 7... ...
Coarse Aggregate SCC Mixtures CVC Mixtures Number of Mixtures Type NMSA (in.) Cement Type I/II+ 25% Class C Fly Ash Cement Type I/II+ 25% Class F Fly Ash Cement Type I/II+ 30% GGBFS Cement Type I/II+ 20% Class F Fly Ash + 15% LSP Cement Type I/II + 25% Class F Fly Ash Low Slump Flow High Slump Flow Low Slump Flow High Slump Flow Low Slump Flow High Slump Flow Low Slump Flow High Slump Flow Crushed Limestone (AASHTO M 43)
|
From page 8... ...
8Figure 1-3 illustrates the process for selecting the workability target value/range for a specific bridge component based on its geometric characteristics. This process results in a three-digit identification (one of the eight identifications shown at the bottom of Figure 1-3)
|
From page 9... ...
9 considered in proportioning the SCC mixtures. Also, the properties of constituent materials, such as aggregate shape, angularity and absorption, and SCM/filler type and fineness, could affect the proportioning of the mixtures.
|
From page 10... ...
AEA = air-entraining admixture Mixture Type SCMs/Fillers Flowability NMSA, in. 3/4 1/2 3/4 1/2 3/8 3/4 1/2 3/4 1/2 3/8 3/4 1/2 3/4 1/2 3/8 3/4 1/2 3/4 1/2 3/8 3/4 1/2 3/8 Mixture ID 111 121 211 221 222 111 121 211 221 222 111 121 211 221 222 111 121 211 221 222 No.
|
From page 11... ...
AEA = air-entraining admixture Mixture Type SCMs/Fillers Flowability NMSA, in. 3/4 1/2 3/4 1/2 3/8 3/4 1/2 3/4 1/2 3/8 3/4 1/2 3/4 1/2 3/8 3/4 1/2 3/4 1/2 3/8 3/4 1/2 3/8 Mixture ID 111 121 211 221 222 111 121 211 221 222 111 121 211 221 222 111 121 211 221 222 No.
|
From page 12... ...
12 while performing the slump flow test and another time while performing the J-ring test as recommended in practice. The HVSI test was conducted on three hardened concrete cylinders for quality assurance.
|
From page 13... ...
Shaded cells indicate the mixtures tested for the corresponding property and the number inside each cell represents the number of tested specimens.
|
From page 14... ...
14 the test has shown higher repeatability than the original test. Figure 1-5 shows a sketch of the modified flow trough with dimensions.
|
From page 15... ...
15 isothermal calorimeter was used to monitor the rate of energy generation in a temperature control chamber for four mortar samples sieved from each concrete mixture. Approximately 100 g of mortar was poured into each 125 ml plastic cup and then each cup was placed onto the sample holders of the calorimeter in accordance with ASTM C1702.
|
From page 16... ...
16 and the slip at the other end of the bar was measured using two linear variable differential transformers (LVDTs) as shown in Figure 1-7.
|
From page 17... ...
17 spacing (reinforcement ratio = 0.69%)
|
From page 18... ...
18 Figure 1-9. Push-off test setup.
|
From page 19... ...
19 73 ± 2°F temperature. Length change readings were taken at 3, 7, 14, 28, and 56 days after the curing period.
|
From page 20... ...
20 in adequate freeze-thaw resistance (PCA, 2009; FHWA, 2006)
|
From page 21... ...
21 1.3 Full-Scale Bridge Components To evaluate the constructability and structural performance of cast-in-place bridge components made using SCC, one fullscale substructure specimen (bridge pier) and one full-scale superstructure specimen (post-tensioned box girder)
|
From page 22... ...
22 Figure 1-15. Reinforcement details and cross sections of the bridge pier specimen.
|
From page 23... ...
Figure 1-16. Views of the bridge post-tensioned box girder specimen.
|
From page 24... ...
24 Figure 1-17. Reinforcement details of the box girder specimen.
|
From page 25... ...
25 Rheology of each SCC batch was measured at the job site using a concrete rheometer. Test results were used to characterize the mixture in terms of dynamic yield stress and plastic viscosity.
|
From page 26... ...
26 ture specimen, the box girder was post-tensioned to 75% of the strand ultimate strength with a mono-strand jack, and the ducts were grouted using flowable cementitious grout to allow for structural testing of a girder with bonded strands. Anchorage zones were inspected visually immediately after post-tensioning.
|
From page 27... ...
27 First Column Second Column String Potentiometer Strain Gauge Anchor Bolts and Plates Figure 1-19. Column test setup.
|
From page 28... ...
Figure 1-20. Setup of the flexure test of box girder specimen.
|
From page 29... ...
Strain Gauge String Potentiometer LVDT Figure 1-21. Setup of the shear test of box girder specimen.
|
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.