Application of Advanced Materials and New Detailing for ABC Column Connections
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1 Application of Advanced Materials and New Detailing for ABC Column Connections Mostafa Tazarv, PhD Assistant Professor Department of Civil and Environmental Engineering South Dakota State University (SDSU) Presentation Prepared for ABC-UTC Jan. 29, 2016
2 Outline - Intro to ABC Column Connections - Advanced Materials - UHPC-Filled Duct Connections - Low-Damage Precast Columns -Columns w/ Couplers -Cap Beam Pocket Connections 2
3 Bridge Column Roles Conventional Columns: Support superstructure Provide sufficient resiliency Dissipate energy Allow for significant damage but collapse is prevented New Roosevelt Bridge in Stuart, Florida, USA 3
4 Bridge Column Roles Can we develop precast columns which behave similarly to cast-in-place columns in high seismic regions? Can we develop precast columns with better seismic performance compared to cast-in-place columns? New Roosevelt Bridge in Stuart, Florida, USA 4
5 Precast Column Connections Column Connections: Column to Cap Beam Pocket Connection Grouted Duct Connection Rocking Connection Bar Coupler Connection Pipe-pin connection Novel Plastic Hinges Column to Footing Pocket/Socket Connection Grouted Duct Connection Rocking Connection Bar Coupler Connection Pipe-pin Connection Novel Plastic Hinges 5
6 Novel Materials Introduction 6
7 Advanced Materials Advanced Materials: Shape Memory Alloy (SMA) Ultra-High Performance Concrete (UHPC) Engineered Cementitious Composite (ECC) Fiber Reinforced Polymer (FRP) Built-in Rubber Pad Reduce damage, reduce residual strains, enhance compressive and tensile strengths of concrete, enhance durability, and many more 7
8 Advanced Materials: SMA Stress (ksi) Stress (MPa) Two Main Characteristics: Shape memory effect Superelastic effect #10 (32 mm) SMA Bar #8 (25 mm) Mild Bar Video from youtube.com 25 0 Strain Recovery after a 6% Strain Cycle Strain (%) 200 8
9 Advanced Material: UHPC Fiber-reinforced cementitious concrete Made with very fine aggregates in size of dust Usually with 2% volumetric steel fibers Better durability than concrete More than 22,000 psi (150 MPa) compressive strength Significantly higher tensile strength and strain capacity Courtesy: Lafarge Courtesy: Dr. Graybeal of FHWA 9
10 Advanced Materials: ECC Fiber-reinforced cementitious concrete Made with fine aggregates Usually with 2% volumetric PVA fibers Compressive strength in the range of conventional concrete Significantly higher tensile strain capacity, 4% Li (2008)
11 Column Damage Conventional Column Damage: Concrete Compression Stress Tension Strain Cover Core Cover concrete failure Core concrete failure Reinforcement yielding Large residual strain in bars Column Section Reinforcement buckling and fracture Stress Reinforcing Steel Strain
12 UHPC-Filled Duct Connections Emulative Connection 12
13 Grouted Duct Connections Cap Beam Extended Column Reinforcing Bar Grouted Duct B Column Section A-A A Precast Column Column Section B-B Column to Cap Beam Connection Normal grout as duct filler We proposed UHPC as duct filler to connect precast columns to shallow cap beams and footings A B B Grouted Duct Footing Column Section A-A A Precast Column A B Extended Column Bars Grouted Duct Section B-B Column to Footing Connection 13
14 UHPC-Filled Duct Connections Two experimental phases Connection Bond Performance Implementation in Bridge Columns Pull Force Threads Bar Duct UHPC Concrete 14
15 UHPC-Filled Duct Connections UHPC-Filled Duct Connections: Bond UHPC Pull Force Threads Bar Bond strength of bar in UHPC was eight times higher than that in conventional concrete Design Development Length: L d = max (L d,duct, L d,bar ) US Customary Unit SI Unit d 2 b. f s d 2 b. f s L d,duct = L d,duct = 27d d. f c 2.24d d. f c L d,bar = d b. f s 120 f UHPC (psi, in) L d,bar = d b. f s 9.96 f UHPC Duct Concrete Compared to conventional connections designed according to: ACI AASHTO LRFD 2010 Grout-Filled Ducts At least 50% Reduction of Embedment Length 15
16 UHPC-Filled Duct Connections UHPC-Filled Duct Connections: Column Test Two Column Models - Conventional Materials in Plastic Hinge ( PNC ) - SMA-ECC in Plastic Hinge ( HCS ) Connection - UHPC-Filled Duct Connections Column Geometry - Half-Scale - Height: 9 ft (2.74 m) - Diameter: 24 in. (610 mm) #8 (Ø25 mm) Longitudinal Bars (ρ l =1.92%) - Spiral, ρ s =1.0% - Axial Load Index: 10% (200-kip axial load) 16
17 Base Shear (kips) Base Shear (kn) UHPC-Filled Duct Connections UHPC-Filled Duct Connections: Column Test PNC Column CIP Column Drift (%) -356 No UHPC-filled duct connection damage after10% drift ratio cycles 17
18 Field Applications UHPC-Filled Duct Connections: Caltrans is designing a multi-span bridge based on this study 18
19 Precast SMA-ECC Column Improved Seismic Performance 19
20 A Low-Damage Precast Column Goal: Develop precast columns with improved seismic performance over CIP Ultra-High Performance Concrete (UHPC) Shape Memory Alloy (SMA) Engineered Cementitious Composite (ECC) Also used: Self-Consolidating Concrete (SCC) Conventional Concrete Conventional Steel Bars Corrugated Steel Ducts (or PT Ducts) Headed Bar Couplers (or Mechanical Splices) 20
21 Low-Damage Precast Column 21
22 Low-Damage Precast Column Base Shear (kips) Base Shear (kn) AASHTO Displacement Demand Limit μ =7.36 HCS Column CIP Column Drift (%)
23 Low-Damage Precast Column SMA-ECC Precast Column Cast-in-Place 10% Drift Ratio 23
24 Low-Damage Precast Column Residual Drift (%) 8 HCS Column 7 CIP Column Peak Drift (%) 79% Lower Residual Displacements After 10% drift cycle 24
25 Field Applications SMA-Reinforced ECC Columns: SR99 (Alaskan Way) Viaduct, Seattle, Washington 25
26 Mechanical Bar Splice Connections 26
27 Bar Coupler Connections Mechanical Bar Couplers: Headed Bar Coupler [hrc-usa.com] Threaded Bar Coupler [erico.com] Grouted Sleeve Coupler [splicesleeve.com] Bar Grip Coupler [barsplice.com] Shear Screw Coupler [daytonsuperior.com]
28 Bar Coupler Connections Connection Type: Cap Beam Cap Beam Bar Coupler Bar Couplers Precast Column Closure Pour Closure Pour Precast Column Column to Cap Beam Connections Bar Couplers Grouted Sleeve Precast Column CIP Pedestal Precast Column Footing Footing Column to Footing Connections Connections are possible for many types of couplers but test data is very limited 28
29 Field Application Bar Couplers in Bridge Columns (Only Grouted) Utah Florida Colorado I-225 and Colfax Ave-Denver CO Project in Florida, Column Section Project in Utah, Grouted Coupler (Culmo, 2009) (NCHRP Scan Team Report, 2012) 29
30 Generic Model for Couplers Bar Region Coupler Region d b a.d b Rigid Length Coupler Region L sp L cr ß.L sp Stress Bar Region a.d b Bar Region Strain μ sp μ CIP = (1 0.18β) H sp L sp 0.1β Elem. 3 Couplers can reduce the displacement ductility by 40%. Column Section Couplers L sp Elem. 2 L Stress-strain model, design equation, and the plastic hinge length were verified using test data. Footing H sp Elem. 1 30
31 Cap Beam Pocket Connections Emulative Behavior 31
32 Pocket/Socket Connections Connection Type: Precast Cap Beam Extended Column Reinforcing Bar Steel Pipe Precast Cap Beam Extended Column Steel Pipe Precast Column Precast Column Cap Beam Pocket Connection Cap Beam Pocket Connection Steel Pipe Precast Column Precast or Cast-in-Place Footing Steel Pipe Precast Column Extended Column Pile Shaft Footing Pocket Connection Footing Pocket Connection Some studies differentiated the two connections but they are essentially the same and can be generally categorized as Pocket Connections
33 Pocket/Socket Connections Non-Seismic Detailing Seismic Detailing Field Applications: Florida Iowa Louisiana Minnesota South Carolina Texas Washington (Khaleghi et al., 2012) Redfish Bay Project (Brenes et al., 2006) Steel Pile to Pile Cap, IA
34 Constructability Five alternatives evaluated Precast Cap Beam Pocket Steel Bars Steel Pipe Precast Cap Beam Pocket Steel Bars Steel Pipe CIP Pocket Alt-1 Precast Column Cap Beam Section w/ Pocket CIP Pocket Alt-2 Precast Column Lumped Bars Cap Beam Section w/ Pocket Precast Cap Beam Pocket Steel Pipe Steel Bars Precast Cap Beam Pocket Steel Pipe Steel Bars CIP Pocket Alt-3 Precast Column Cap Beam Section w/ Pocket CIP Pocket Alt-4 Precast Column Lumped Bars Cap Beam Section w/ Pocket (a) Cast-in-Place Pocket Connections
35 Design Guidelines and Examples 35
36 SMA-ECC Columns Design Guideline: Tazarv and Saiidi (2014) Also Journal Publications s/nextgen/pdfs/cceer tazarv-saiidi.pdf
37 Pocket/Socket Connections Design Guideline:
38 Mechanically Spliced Columns Design Guideline: Utah Florida Tazarv and Saiidi (2015)
39 Conclusions Advanced materials can be used to build longer-lasting bridges faster with continuous functionality even after severe earthquakes 39
40 Questions? Mostafa Tazarv Assistant Professor Department of Civil and Environmental Engineering South Dakota State University (SDSU) 40
41 Mechanically Spliced Columns Construction Time (Day) for Precast Columns with Couplers Construction Step CIP Shear Headed Grouted Screw Bar Sleeve Threaded Swaged Column-to-Footing Connections Excavate Footing Build Footing Formwork Set Footing Rebar Set Column Steel 1 N/A N/A N/A N/A N/A Pour Footing Concrete Grout Bedding Layer N/A N/A N/A 0.25 N/A N/A Set/Level Column N/A Fasten Screws/Couplers N/A N/A Grout Couplers N/A N/A N/A 0.5 N/A N/A Grout Curing Time N/A N/A N/A 1 N/A N/A Additional Steps for Different Detailing* N/A 1 1 N/A 1 1 Build Column Formwork 1.5 N/A N/A N/A N/A N/A Pour Column Concrete 1 N/A N/A N/A N/A N/A Cure Time to 80% (Min 5 Days) 5 N/A N/A N/A N/A N/A Construction Time Time Saving for Column-to-Footing Column-to-Cap Beam Connections Build Shoring/Soffit 4 N/A N/A N/A N/A N/A Set Cap Beam Rebar 2 N/A N/A N/A N/A N/A Finish Formwork/Pour Concrete 1 N/A N/A N/A N/A N/A Set Shims/Shoring, Sealing, and Surveying N/A Grout Bedding Layer N/A N/A N/A 0.25 N/A N/A Set/Level Cap Beam N/A Grout Couplers N/A N/A N/A 0.5 N/A N/A Fasten Screws/Couplers N/A N/A Additional Steps for Different Detailing* N/A 1 1 N/A 1 1 Grout Cure Time N/A N/A N/A 1 N/A N/A Cure Time to 80% (Min 5 Days) 5 N/A N/A N/A N/A N/A Construction Time Time Saving for Column-to-Cap Beam Total Construction Time for Bent Total Bent Construction Time Total Time Saving for Precast Bent Total Time Saving for Precast Bent (%) Note: Construction time for the CIP and the grouted coupler bent are based on Marsh et al. (2011). It is assumed that columns and the cap beam are precast. * It is not possible to complete a precast connection without taking additional steps. For example, to be able to use headed bar couplers in the plastic hinge area, a space is needed to fit the couplers inside the precast column thus casting of this space imposes extra step. Three times faster in construction
42 Plastic Hinge Length for Couplers Coupler Region Bar Region d b a.d b Rigid Length L sp L cr ß.L sp Elem. 3 L Bar Region a.d b Column Section Couplers H sp L sp Elem. 2 Elem. 1 Footing L p sp = L p (1 H sp L p )βl sp L p A modified plastic hinge length for coupler columns 42
43 Generic Model for Couplers 1 Column Section Footing Couplers H sp L sp 1 Elem. 3 Elem. 2 Elem. 1 3 Validation of Design Equation Accounting for Coupler Effects Reference / Specimen Title Calculated Measured 2 L μ sp μ CIP = (1 0.18β) H sp L sp Coupler Rigid Length Factor 0.1β Coupler type ε sp from Test ε s Measured β Suggested (a) Shear Screw N/A N/A 0.5 Headed Bar Grouted Sleeve Threaded N/A N/A 0.25 Swaged N/A N/A 0.5 Note: Suggested values need to be verified for different coupler types and coupler series. Haber et al. (2014) / GCNP β = 0.65 H sp = 0. use H sp = 0.1 in. (2.5 mm) L sp = in. ( 370 mm) 2 Column with grouted couplers immediately above the footing surface Haber et al. (2014) / HCNP Column with headed bar couplers 5 in. (127 mm) above the columnto-footing interface Pantelides et al. (2014) / GGSS-1 Column with grouted couplers immediately above the footing surface thus μ sp = (1 0.18β) H sp μ CIP L sp β = 0.75 H sp = 4 in. (122 mm) L sp = 3.13 in. (79 mm) thus 0.1β 0.1β = 0.64 μ sp = (1 0.18β) H sp = 0.88 μ CIP L sp β = 0.65 H sp = 0. use H sp = 0.1 in. (2.5 mm) L sp = in. ( 370 mm) thus μ sp μ CIP = (1 0.18β) H sp L sp 0.1β = 0.64 μ sp μ CIP = = 0.61 μ sp μ CIP = = 0.88 μ sp μ CIP = = 0.61 Both design equation and the modified plastic hinge length equation were verified using available test data 43
44 Pocket/Socket Connections Construction Time (Day) for Cap Beam Pocket Connections Construction Step CIP Alt-1 Alt-2 Alt-3 Alt-4 Alt-5 Build Shoring/Soffit N/A Set Cap Beam Rebar 2 N/A N/A N/A N/A N/A Finish Formwork/Pour Concrete 1 N/A N/A N/A N/A N/A Set Shims/Shoring, Sealing and Surveying N/A Set/Level Cap Beam N/A Pour Pocket Concrete/Grout N/A Grout Cure Time* N/A Cure Time to 80% (Min 5 Days)* 5 N/A N/A N/A N/A N/A Total Construction Time Total Time Saving (Day) Total Time Saving (%) Note: Construction time for CIP is based on Marsh et al. (2011) * It was assumed that the pocket is filled with grout. If concrete or SCC is used, the cure time is 5 days thus the time saving for Alt-1 to 4 is minimal (8%). Can be four times faster in construction
45 Advanced Materials: SMA We developed design specifications : Reinforcing Superelastic NiTi SMA Bars Stress Nonlinear Model k 3 =a.k 1 f y k 2 k 1 ß.f y k 1 k 2 u Strain (%) Parameter Minimum (a) Expected (b) Austenite modulus, k ksi (31025 MPa) 5500 ksi (37900 MPa) Post yield stiffness, k ksi (1725 MPa) Austenite yield strength, f y 45 ksi (310 MPa) 55 ksi (380 MPa) Lower plateau stress factor, β Recoverable superelastic strain, ε r 6% 6% Secondary post-yield stiffness ratio, α Ultimate strain, ε u 10% 10% 80% softer and 20% weaker than steel 45
46 Novel Columns For Seismic Applications Minimized Damage Mechanism Novel Column Minimized Residual Disp. Large Disp. Capacity
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