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1 Seismic Performance of Next t Generation Bridge Components for Accelerat ted Bridge Construction (ABC) TEST MODEL: Headedd Couplerr No Pedestal (HCNP) Graduate Assistant: Zachary B. Haber, PhD Student P. I. : M. Saiid Saiidi, PhD, P.E. CO-P.I. : David Sanders, PhD Department of Civil & Environmental Engineeringg University of Nevada, Reno Caltrans Research Program Manager: Saad El-Azazy, PhD, P.E. DATE: 9/9/2011
2 Brief Project Description: The use of prefabricated structural elements iss an integral part of many accelerated bridge construction (ABC) efforts. The connection of these prefabricated elements to the rest of the structural system is critical to the performance of the structure under service loads and extreme events. This project investigates the seismic response of rigid connections between precast columns and footing. Five half-scale column models will be tested by reversedd cyclic loading. The baseline model used in this study is a conventional cast-in-place reinforced concrete column; this model is denoted in this study as CIP. Caltrans Seismic Design Criteria (SDC) was used to determine internal reinforcing steel to achieve a displacement ductility of 5. Furthermore, all detailing used in the CIP model adhered to Caltrans specifications. The four other column models to be tested in this study are composed of hollow precast concrete shells that are rigidly connectedd to the footing using mechanical rebar couplers located within the plastic hinge zone. After the rigid connection iss made, the hollow shells are filled with self consolidating concretee (SCC). Two different mechanical couplers were selected for testing based on an extensive review of available literature. Coupler selection criteria included: mechanical performance under static and dynamic loading, Caltrans pre-qualification, and applicability to rapid construction. The two coupler types selected were the HRC 500 series upset headed coupler and the NMB grout sleeve coupler. Two models incorporate partial pedestalss in order to reduced demand on the coupler region. The data compiled will be compared with the performance of the columns with that of similar cast-in-place construction and any necessary refinements will be identified based on the data and analyses. The ultimate objective is to make recommendations to Caltrans regarding precast column connection details, design methodology, and constructionn techniques. Model ID CIP HCNP HCPP GCNP GCPP Test Matrix Coupler Type None HRC 500 HRC 500 NMB Sleeve NMB Sleeve Partial Pedestal None No Yes No Yes 2
3 Column Model Details: Height in (mm) Diameter in (mm) Longitudinal Steel Ratio [%] Transverse Steel Ratio [%] Aspect Ratio Axial Load kip (kn) Axial Load Index [%] 8 (2743) 24 (6) (903) Concretee & Grout Properties Component Footing (Conventional Concrete) Column Shell (Conventional Concrete) Column Core (SCC) Coupler Region Grout (Sika 212) Steel Properties 7 Day Strength psi (MPa) 3751 (25. 8) 2599 (17. 9) 3505 (24. 1) 5942 (40. 9) 28 Day Strength psi (MPa) 5006 (34.5) 3495 (24.1) 5240 (36.1) 7319 (50.3) Expected Properties Transverse Bars: #3 Longitudinal Bars: #8 f y psi (MPa)) 68,000 (468) 68,000 (468) f u psi ( MPa) 95,0000 (655) 95,0000 (655) 3
4 Loading Protocol: Drift vs. Cycle Drift (%) Cycle
5 Pushover Curve Load (kip) CIP Test Result 20 GCNP Test Result GCPP Test Result HCPP Test Result Displacem ment (in)
6 Model Reinforcement Details W Loading Direction E 3'-9" Precast Shell Details in Coupler Region 2' 2' " " 1'-4" 11 - #8 bars 1'-3" 6" #3 Spiral 2" Pitch " Section B-B 3" 6" 4" #3 Spiral 4" Pitch 11 - #3bars Section B-B 1'-2" Section A-A 9' 8' " 4" 5" " 1'-" 1'-" Section A-AA 1'-2" 2' " 5'-" 6
7 Instrumentation: Strain Gages N SG13 SG12 SG14 SG15 SG18 SG19 SG20 W E S Cross-section Orientation W Loading Direction E SG11 SG16 SG17 Section 3-3 SG21 SG33 SG32 SG34 SG36 SG37 SG38 SG8 SG7 SG9 SG31 SG35 Section 5-5 SG39 SG6 SG3 SG2 SG1 Section 2-2 SG SG4 SG5 SG24 SG23 SG22 SG25 SG26 Section 4-4 SG28 SG27 SG29 SG " " " 2 " Section " 7
8 Instrumentation: Displacement and Rotation A String POTs All Corners D01 - D04 A W Loading Direction E D04 D01 D03 D02 Section A-A C04 C03 C02 C01 C08 7" C07 7" C06 7" C05 7" BS01 1" " BS02 8
9 Test Set-up WEST EAST Hollow-core Jacks Steel Bearing Plate Axial Load Spreader Beam MTS kip Actuator High Strength Threaded Rods Grout Pad Strong Floor 9
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