NCHRP Project Michael Culmo, PE CME Associates, Inc.
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1 NCHRP Project Michael Culmo, PE CME Associates, Inc.
2 Acknowledgements NCHRP: Waseem Dekelbab Project Panel Ahmad Abu-Hawash Iowa DOT Norman P. Marzano Jr. Rhode Island DOT Carmen Swanwick Utah DOT Dr. Bijan Khaleghi Washington DOT William N. Nickas PCI Mary Lou Ralls - Consultant Corey E. Rogers Michigan DOT Dr. Maher K. Tadros Researcher/Consultant Tim Couples - FHWA Project Team Michael P. Culmo CME Associates Lee Marsh Berger ABAM Stuart Bennion Berger ABAM John Stanton UW Dennis Mertz
3 NCHRP Project Overview Guide Specification Development Significant synthesis project No new research involved Technology readiness evaluation done for each technology Approach: Not a stand-alone document Supplement to: AASHTO LRFD Bridge Design Specifications AASHTO Bridge Construction Specifications Separate Design and Construction Parts
4 Technology Readiness Evaluation Level of testing and research Existing Specifications Implementation Durability Parameters and weight factors worked out with project panel
5 Specification Overview Guide Specification Contents Part 1: ABC Design Guide Specifications 1. Introduction 2. General Design Provisions 3. Design of Prefabricated Elements 4. Detailing Requirements 5. Durability of ABC Technologies Part 2: ABC Construction Guide Specifications 1. Introduction 2. Temporary Works 3. Fabrication and Assembly Planning 4. Layout and Tolerances 5. Concrete Structures 6. Steel Structures 7. Geosynthetic Reinforced Soil / Integrated Bridge System
6 T-10 Review of New Specifications Design Specification Section 1: Introduction Section 2: General Design Provisions Shipping and Handling Provisions Load Combinations for SPMT and Lateral Slide
7 T-10 Review of New Specifications Design Specification Section 3: Design of Prefabricated Elements Majority of specs are based on emulation Significant seismic provisions (T-3 has reviewed) Provisions that vary from LRFD Lapped hooked and headed bars UHPC connections Type 2 Mechanical Connectors Corrugated Metal Pipe Sockets and corrugated precast sockets Link slabs
8 T-10 Review of New Specifications Design Specification Section 4: Detailing Requirements Tolerances and layout of precast elements Reference to NCHRP Project guidelines Section 5: Durability of ABC Technologies Detailing recommendations for durability
9 T-10 Review of New Specifications Construction Specification Section 4: Detailing Requirements Tolerances and layout of precast elements Reference to NCHRP Project guidelines Section 5: Durability of ABC Technologies Detailing recommendations for durability
10 ABC Design and Construction Guide Specifications Current Version
11 Seismic Design with ABC
12 DESIGN OF PREFABRICATED ELEMENTS 3.4 Seismic Design for Accelerated Bridge Construction 3.5 Prefabricated Element Design 3.6 Connection Design and Detailing 3.7 GRS/IBS 3.8 Accelerated backfill
13 3.4 SEISMIC DESIGN FOR ABC Seismic Analysis & Design Load Path Seismic Resisting Systems, Elements, & Sub-Systems Energy Dissipation Capacity Protection
14 3.4 SEISMIC DESIGN FOR ABC CONT. Two Codes we are working with currently: Force-Based Design AASHTO LRFD Bridge (2014) Displacement-Based Design AASHTO Seismic GS (2011) (Zone 1) (Zone 2) (Zone 3) (Zone 4)
15 3.4 SEISMIC DESIGN FOR ABC CONT. In high seismic areas inelastic ductility is required; thus clearly all members must have sufficient strength to form the intended plastic mechanism.
16 3.4 SEISMIC DESIGN FOR ABC CONT. 1. Continuity of load path under load reversals 2. Development of cyclic inelastic deformations 3. Maximum forces (moments) occur where we would like to connect prefabricated elements 4. Certain element/material behaviors may cause rapid loss of cyclic resistance - Local Buckling - Strain Concentrations 5. Detailing is important!
17 3.6 Connection Design & Detailing General CIP Concrete Closure Joints w/ Lapped Bars Grout/Concrete Under Footings & Slabs Mechanical Reinforcing Bar Connectors Grouted Ducts Pocket Connections
18 3.6 Connection Design & Detailing Cont Socket Connections Full Depth Precast Concrete Deck Panel Connections Link Slabs Steel Connections Integral Substructure to Superstructure Connections Deck Beam Connections
19 3.6.1 GENERAL CONNECTION DESIGN Note: In this Example: Moment Continuity at Top and Bottom of Pier ED Energy Dissipating (Ductile) CP Capacity Protected (Non-ductile)
20 3.6.1 GENERAL CONNECTION DESIGN F ib F d Force, F F Brittle Links Ductile Link Brittle Links Force F d Ductile Behavior, Provided F d < All F ib Weakest F ib Brittle Behavior, If Any One F ib < F d Displacement,
21 3.6.4 MECHANICAL BAR CONNECTORS Viable option for connecting concrete elements Special detailing requirements for in moderate and high seismic regions Defined in ACI (Building Code) requirements for structural concrete (Special Moment Frames & Special Structural Walls) Implied in AASHTO SGS (2011) under Splicing of Longitudinal Reinforcement in SDCs C & D Only Type 2 mechanical permitted in plastic hinge regions Grouted Sleeve Couplers (GSC) & Headed Reinforcement Couplers (HRC)
22 3.6.4 ALTERNATIVE CONFIGURATIONS PC Column PC Column Grouted Sleeve Coupler (GC) 15d b Headed Bar Connector (HC) Footing Source: Haber et al.,(2013)
23 FORCED-BASE DESIGN Reduced modification factor 0.8 for L MC 4 d barl 0.5 for L MC > 4 d barl Length of mechanical coupler (L MC ) is limited to L MC 15 d barl
24 DISPLACEMENT-BASED DESIGN Point of Contraflexure = 0.65 for GC = 0.75 for HC L L sp H sp Mechanical Couplers Rigid Foundation 1 COLUMN DEFLECTED SHAPE ACTUAL CURVATURE DIAGRAM IDEALIZED CURVATURE DIAGRAM
25 DEBONDING OF COLUMN REINF. Applicable in footing or pier cap when couplers are used ye bl
26 3.6.4 KNOWLEDGE GAPS Alternative to GSC and HRC connectors Assembly tests with coupler under large strain reversals Could a coupler shift the plastic hinge zone away from column end Grouted Sleeve Coupler (GC) High strength or bigger bars
27 3.6.5 GROUTED DUCTS Connect reinforcing bars that projects from one element into a corrugated ducts embedded in receiving member ASTM A 760 (only) Source: Brenes (2006)
28 3.6.5 GROUTED DUCTS Source: Restrepo et al.,(2011) Source: Tazarav & Saiidi (2014)
29 3.6.5 GROUTED DUCTS (EMULATIVE) Grouted Duct Grout Bed PC Pier Cap Column Source: Restrepo et al.,(2011)
30 DEVELOPMENT LENGTH Bar-to-grout bond Duct-toconcrete bond l ac /d bl Bedding layer T 10 5 NCHRP 681 (2011) AASHTO Guide Specs (2011) Proposed f' cg (ksi)
31 3.6.5 KNOWLEDGE GAPS Cyclic bond behavior of bars embedded in ducts Effect of confinement materials on bond behavior Bond characteristics of PT ducts or other materials
32 3.6.6 POCKET CONNECTIONS Column with projecting reinforcement and a receiving precast footing or pier cap with a corrugated steel-pipeformed pocket ASTM A 760 (only)
33 3.6.6 POCKET CONNECTIONS Source: Restrepo et al., (2011)
34 3.6.6 POCKET CONNECTIONS PC Cap Beam CIP Fill (PC Pocket) Steel Pipe Bedding Layer Column Long. Reinf. Column Source: Restrepo et al.,(2011)
35 DEVELOPMENT LENGTH Bar-toconcrete bond Tube-toconcrete bond l ac /d bl 20 Bedding layer T NCHRP 681 (2011) AASHTO Guide Specs (2011) Proposed f'c (ksi)
36 CORRUGATED PIPE THICKNESS Set: = F p Solve:, in) s F H a = Calculated for SDCs C & D Max., 0.40 For Zones 3 & 4 D cp (a) Spiral D cp (b) Corrugated Steel Pipe 0.11 for SDCs A & B and Zones 1 & 2
37 3.6.6 Other Sections Bedding Layer 3 inch maximum thickness f`c(bedding) = 0.80 f`c(column) (preferred) to 1.0 f`c(column) Abutment to Pile Pocket Connections Nominal shear transfer resistance at the pocket to precast abutment interface
38 3.6.6 KNOWLEDGE GAPS No pullout tests on actual configuration (pocket formed by corrugated tube) available. Corrugated pipe thickness to be investigated as test variable Need to investigate other types of pocket forms
39 3.6.7 SOCKET CONNECTIONS Embedment of precast column or pile into receiving element Socket can be: CIP Footing Embedded Column PC Cap Grout or Concrete Pour a) Wet (cast-in-place) Embedded Column b) Formed (precast)
40 3.6.7 SOCKET CONNECTIONS COLUMN IN CIP FOOTING COLUMN IN OVERSIZED SHAFT PC Column CIP Shaft Source: Marsh et al. (2013) Source: Tran et al. (2013)
41 3.6.7 SOCKET CONNECTIONS CIP PIER CAP Annular Plate CFT Eastbound Nalley Valley (WSDOT)
42 3.6.7 SOCKET CONNECTIONS (EMULATIVE) Moment [kn-m] CIP Footing Embedded Column Drift [%] Source: Haraldsson et al., (2013)
43 SOCKET IN CIP FOOTING D c if L e 1.5D c Intentionally roughening (0.25 ) is required L e 1.0 D c
44 SOCKET IN CIP FOOTING Shear friction reinforcement 45 0 to primary reinforcement Cut reinforcement supplemented D c D c c= 0 K 1, K 2, (concrete placed against a clean concrete surface), Except is limited to 0.5 when L e 1.1 D c PLAN VIEW
45 SOCKET IN SHAFT Column Column Reinforcement e Placing Tolerance Cover Oversized Pile Shaft ls +e l e l s +e + cover Vertical Shaft Reinforcement Cover Mechanical Heads, if used
46 SOCKET IN SHAFT Spiral/Hoops Requirement cover C 1-0 B L e /2 l e Location A L e /2 A B (k = 0.5) (k = 1.0) (k = 1.0) C (k = 2.0)
47 SOCKET IN SHAFT
48 SOCKET IN PC ELEMENT 4.0 in. 10 > H p Socket Spiral/Hoop Socket (Corrugated Steel Pile) D c Bundled Bars 3 in. max.
49 CFT IN SOCKET d e D c D c CFT Tube Thickness (t) Annular Plate (welded) 16t 8t 1.5 /2.5 D o CIP FOOTING
50 CFT IN SOCKET l e /D c (t = 1.0 in., 5, D c (in.)
51 3.6.7 KNOWLEDGE GAPS Determine the role of cohesion and the effect of concrete shrinkage in wet socket connection. Sacrificial tube to form the portion of the column embedded into the oversized shaft as substitute for spiral/hoops Vertical load transfer characteristics and bond behavior at the concrete-corrugated pipe interface of socket
52 INTEGRAL CONNECTIONS
53 JOINT PROPORTIONING B eff D s Dropped cap Effective Superstructure Width in the Longitudinal Direction for Dropped Cap System and Critical Area for the Calculation of f h Effective Cap in the Transverse Direction of a Two-Stage Integral Cap Pier D c
54 JOINT PROPORTIONING CONT. Critical Area for the Calculation of v jv Critical Area for the Calculation of v jv
55 3.6.7 KNOWLEDGE GAPS Determine the role of cohesion and the effect of concrete shrinkage in wet socket connection. Sacrificial tube to form the portion of the column embedded into the oversized shaft as substitute for spiral/hoops Vertical load transfer characteristics and bond behavior at the concrete-corrugated pipe interface of socket
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