2015 10 06_sem_pref_watanabe_chile_presentationoct2015(part1)
6 likes3,409 views
This document discusses structural design and construction practices for precast concrete buildings in Japan. It begins by outlining Japan's seismic design methods, which have evolved based on lessons from major earthquakes. It then discusses requirements for precast structures to achieve equivalent performance to monolithic construction through testing. This includes achieving similar strength, ductility, deformation, energy dissipation and other behaviors. Design equations for interface shear capacity are also presented.
2015 10 06_sem_pref_watanabe_chile_presentationoct2015(part1)
- 1. ReinforcedconcretePrecastandprestressedconcreteReinforcedconcretePrecastandprestressedconcrete Reinforced concrete Precast and prestressed concrete Reinforced concrete Precast and prestressed concrete Reinforced concrete Fumio Watanabe Emeritus Professor of Kyoto University Executive Technical Advisor of Takenaka Corporation watanabe.fumio@takenaka.co.jp Structural Design and Construction Practice of Precast Concrete Buildings in Japan International Seminar on Design and Construction of Precast Structures in Seismic Regions October 2015, Chile 00
- 2. ReinforcedconcretePrecastandprestressedconcreteReinforcedconcretePrecastandprestressedconcrete Reinforced concrete Precast and prestressed concrete Reinforced concrete Precast and prestressed concrete Reinforced concrete I would like to express my hearty thanks to Prof. Patricio Bonelli (University Frederico Santa Maria, Valparaiso) and Dr. August Holmberg (President of Chilean Cement and Concrete Institute), who kindly invited us to nice country Chile in the southern hemisphere. JAPAN CHILE 01 I would express my hearty sympathy to the Chilean people who suffered the heavy losses during the great earthquake on September 16. Seismic Countries
- 3. ReinforcedconcretePrecastandprestressedconcreteReinforcedconcretePrecastandprestressedconcrete Reinforced concrete Precast and prestressed concrete Reinforced concrete Precast and prestressed concrete Reinforced concrete Part 1 1. Outline of Japanese Seismic Design Method 2. Requirements for Structural Equivalency to Monolithic Construction 3. Design Equations fro Interface Shear 4. Typical Detailing of Precast Connection Dr. Tsutomu Komuro at Taisei Corporation Prof. Makoto Maruta at Shimane University (Kajima Corporation) Prof. Minehiro Nishiyama at Kyoto University Dr. Masaru Teraoka at Kure National Collage of Technology (Fujita) Dr. Hideki Kimura at Takenaka Corporation Mr. Hisato Okude at Takenaka Corporation Dr. Yuuji Ishikawa at Takenaka Corporation Dr. Hassane Ousalem at Takenaka Corporation Part 2 5. Design Example of Precast Connection 6. Example of Precast Reinforced Concrete Building 7. Example of Precast Prestressed Concrete Building 8. Example of Precast Prestressed Concrete Stadium 9. Structural Damage in Past Earthquake 02
- 4. ReinforcedconcretePrecastandprestressedconcreteReinforcedconcretePrecastandprestressedconcrete Reinforced concrete Precast and prestressed concrete Reinforced concrete Precast and prestressed concrete Reinforced concrete Part 1 - 1. Outline of Japanese Seismic Design Method Hukui Earthquake (1948, M7.1) Establishment of modern seismic design code (Building Standard Law) (1951) Tokachi-Oki Earthquake (1968, M7.9) Intensification of the requirement to lateral reinforcement (1971) Miyagiken-Oki Earthquake (1978, M7.4) Drastic revision of Building Standard Law (1981: currently used) Hyogo-Ken Nanbu (Kobe) Earthquake (1995, M7.2) Partial revision of 1981 Building Standard Law (1995) Adoption of performance based design process (2000)03
- 5. ReinforcedconcretePrecastandprestressedconcreteReinforcedconcretePrecastandprestressedconcrete Reinforced concrete Precast and prestressed concrete Reinforced concrete Precast and prestressed concrete Reinforced concrete 2 215 /N mm for deformed bar≤ ' /3cf= ' 2 / 3cf= specified yield strength≤ Flexural Design Flexural Design Part 1 - 1. Outline of Japanese Seismic Design Method Design for Gravity Load Allowable stress design Allowable stress of concrete Allowable stress of re-bar A: Conventional Seismic Design Method (most widely used in Japan and completely revised in 1981) Conditions: Buildings less than 60 meters and without isolation systems, damping devices and other response control devices Allowable stress design for minor earthquake Allowable stress of concrete Allowable stress of re-bar Capacity design for major earthquake Lateral story shear strength should be greater than the code specified story shear strength which depends on the structural ductility. 04
- 6. ReinforcedconcretePrecastandprestressedconcreteReinforcedconcretePrecastandprestressedconcrete Reinforced concrete Precast and prestressed concrete Reinforced concrete Precast and prestressed concrete Reinforced concrete A: Conventional Seismic Design Method Capacity design for major earthquake Required lateral strength at each story is determined based on the elastic response for design base shear coefficient of unit and the lateral story shear distribution function. Required lateral strength at each story can be reduced depending on the structural ductility. This reduction factor ranges from 0.30 (for special ductile moment frames) to 0.55 (for elastic responding structures). Part 1 - 1. Outline of Japanese Seismic Design Method un s es udQ D F Q= =required story shear strength =elastic story shear response =coefficient for structural irregularity =reduction factor based on the structural ductility udQ esF sD unQ 1.0 esF≤ 0.3 0.55sD≤ ≤ 0.55sD = 0.30sD = (Eq. 1) 05
- 7. ReinforcedconcretePrecastandprestressedconcreteReinforcedconcretePrecastandprestressedconcrete Reinforced concrete Precast and prestressed concrete Reinforced concrete Precast and prestressed concrete Reinforced concrete Part 1 - 1. Outline of Japanese Seismic Design Method A: Conventional Seismic Design Method Capacity design for major earthquake ud i t i oQ W ZR AC= oC =standard base shear coefficient and 1.0 for major earthquake Z iW =zoning coefficient and ranged from 0.7 to 1.0 =weight of building above i-th story 0 1 2 3 4 5 6 0 0. 2 0. 4 0. 6 0.8 1. 0 Ground level αi Lateral story shear distribution factor Ai Roof level T=0 T=0.1 sec. T=0.5 sec. T=4.0 sec. 0 0.2 0.4 0.6 0.8 1 0 0.5 1 1.5 2 2.5 R t Natural period of a building T in sec. Hard soil Medium soil Soft soil (Eq. 2) 06
- 8. ReinforcedconcretePrecastandprestressedconcreteReinforcedconcretePrecastandprestressedconcrete Reinforced concrete Precast and prestressed concrete Reinforced concrete Precast and prestressed concrete Reinforced concrete Part 1 - 1. Outline of Japanese Seismic Design Method B: Advanced Verification Procedure (Revised in 1981) All types of buildings can be designed by this procedure Dynamic time history analysis against earthquake ground motion is required to assure the design criteria for structural responses such as maximum inter- story drift, story ductility, member ductility and others. As input ground motions, past strong ground motion records and artificial waves are used, where artificial waves should meet the code specified standard design spectrum at the engineering bedrock. Phase, duration time and site condition (surface geology) are also considered. The engineering bedrock is defined as a thick soil stratum that shear wave velocity is not less than 400 meter/ sec. Standard Design Spectrum at Engineering Bed Rock 07
- 9. ReinforcedconcretePrecastandprestressedconcreteReinforcedconcretePrecastandprestressedconcrete Reinforced concrete Precast and prestressed concrete Reinforced concrete Precast and prestressed concrete Reinforced concrete Part 1 - 1. Outline of Japanese Seismic Design Method C: Performance based design method (Newly established in 2000) Required lateral strength and structural ductility are given at an intersection point (performance point) of the demand spectrum at building base and the capacity spectrum for superstructure. The keys of design are the proper evaluation of equivalent damping factor of a superstructure and the reliable estimation of input ground motion at building base. Because the standard design spectrum (response spectrum) is given at the engineering bedrock Spectral Displacement SpectralAcceleration T=0.5sec T=1.0sec T=2.0sec 0.2g 0.4g 1/200 h=0.3 h=0.1 h=0.05 Demand spectra for different damping values calculated Performance point Determination of Performance Point S /S =1.5/(1+10h)h 0 . 0 5 Demand Spectra for Different Damping Values Calculated 08
- 10. ReinforcedconcretePrecastandprestressedconcreteReinforcedconcretePrecastandprestressedconcrete Reinforced concrete Precast and prestressed concrete Reinforced concrete Precast and prestressed concrete Reinforced concrete Part 1 - 2. Requirements for Structural Equivalency to Monolithic Construction In Japan, precast concrete building structures are being constructed that attempt to emulate seismic performances of cast-in-place monolithic structures. The reason is that Japanese Building Standard Law and Enforcement Order for structural design have been established based on the structural behavior of monolithic reinforced and prestressed concrete structures. Equivalent monolithic structural behaviour is generally demonstrated by tests on precast beam-column sub- assemblages and other structural sub-assemblies. Experimentally observed data is compared with that of simultaneously constructed pair specimen or with past experimental data in view of lateral stiffness, lateral strength, structural ductility and hysteretic behaviour (energy dissipation). 09
- 11. ReinforcedconcretePrecastandprestressedconcreteReinforcedconcretePrecastandprestressedconcrete Reinforced concrete Precast and prestressed concrete Reinforced concrete Precast and prestressed concrete Reinforced concrete Beam column arrangement Beam bar welding Part 1 - 2. Requirements for Structural Equivalency to Monolithic Construction 10
- 12. ReinforcedconcretePrecastandprestressedconcreteReinforcedconcretePrecastandprestressedconcrete Reinforced concrete Precast and prestressed concrete Reinforced concrete Precast and prestressed concrete Reinforced concrete (1) Lateral strength at yielding should be greater or equal to that of emulated monolithic construction (2) Drift at yielding should be greater than 0.8Ry and not greater than 1.2Ry of emulated monolithic construction (3) These condition should be satisfied up to 2 % drift Part 1 - 2. Requirements for Structural Equivalency to Monolithic Construction AIJ proposal for structural equivalency (a) Envelop curve 11
- 13. ReinforcedconcretePrecastandprestressedconcreteReinforcedconcretePrecastandprestressedconcrete Reinforced concrete Precast and prestressed concrete Reinforced concrete Precast and prestressed concrete Reinforced concrete (b) Degradation and (c) Energy dissipation With regard to the degradation of load carrying capacity during seismic load cycling, the maximum load in the second cycle should be greater than 80% of that in the first cycle in the same drift amplitude. Energy dissipation of a precast system in second loading cycle should not be smaller than 80% of that of emulated monolithic construction Part 1 - 2. Requirements for Structural Equivalency to Monolithic Construction 12
- 14. ReinforcedconcretePrecastandprestressedconcreteReinforcedconcretePrecastandprestressedconcrete Reinforced concrete Precast and prestressed concrete Reinforced concrete Precast and prestressed concrete Reinforced concrete Monolithic pair specimen Japanese tests on equivalent monolithic precast beam-column assemblage (Courtesy of Dr. Masaru Teraoka at Fujita Cooperation) Precast specimen Part 1 - 2. Requirements for Structural Equivalency to Monolithic Construction 13
- 15. ReinforcedconcretePrecastandprestressedconcreteReinforcedconcretePrecastandprestressedconcrete Reinforced concrete Precast and prestressed concrete Reinforced concrete Precast and prestressed concrete Reinforced concrete Part 1 - 2. Requirements for Structural Equivalency to Monolithic Construction Precast Wall Specimen tested by Hassane Ousalem at Takenaka Corporation 14
- 16. ReinforcedconcretePrecastandprestressedconcreteReinforcedconcretePrecastandprestressedconcrete Reinforced concrete Precast and prestressed concrete Reinforced concrete Precast and prestressed concrete Reinforced concrete Part 1 - 2. Requirements for Structural Equivalency to Monolithic Construction Testing Setup and Obtained Load Displacement Curve Hassane Ousalem et al ;Journal of Structural Engineering, Vol.61B, March 2015 15
- 17. ReinforcedconcretePrecastandprestressedconcreteReinforcedconcretePrecastandprestressedconcrete Reinforced concrete Precast and prestressed concrete Reinforced concrete Precast and prestressed concrete Reinforced concrete Part 1 - 2. Requirements for Structural Equivalency to Monolithic Construction Testing Setup and Obtained Load Displacement Curve Hassane Ousalem et al ;Journal of Structural Engineering, Vol.61B, March 2015 15-1
- 18. ReinforcedconcretePrecastandprestressedconcreteReinforcedconcretePrecastandprestressedconcrete Reinforced concrete Precast and prestressed concrete Reinforced concrete Precast and prestressed concrete Reinforced concrete Epoxy injection Mortar Grout Type Grout injection 無収縮グラウト 1. Weather condition 2. Temperature range 3. Correct materials 4. Usable time after mixing of grout or epoxy materials 5. Correct insert length of re- bar into sleeve 6. Perfect injection of grout or epoxy 7. Fixing re-bar and sleeve until hardening of grout or epoxy Part 1 - 2. Requirements for Structural Equivalency to Monolithic Construction Example of Rebar Splice for Seismic Connection Threaded Screw Type Grout outlet Seal material Non-shrink grout Re-bar Sleeve Specifications approved by the Authority 16
- 19. ReinforcedconcretePrecastandprestressedconcreteReinforcedconcretePrecastandprestressedconcrete Reinforced concrete Precast and prestressed concrete Reinforced concrete Precast and prestressed concrete Reinforced concrete Part 1 - 2. Requirements for Structural Equivalency to Monolithic Construction Requirements for Rebar Splice for Seismic Connection (Rank A) Grout injection Grout Coupler Re-bar 2 yε 5 yε 4 cycles 4 cycles 20 cycles Elastic Slip<0.3mm Slip<0.9mm Re-bar One Example Final fracture should occur at the base material 17
- 20. ReinforcedconcretePrecastandprestressedconcreteReinforcedconcretePrecastandprestressedconcrete Reinforced concrete Precast and prestressed concrete Reinforced concrete Precast and prestressed concrete Reinforced concrete Part 1 - 3. Design Equations fro Interface Shear AIJ proposal : Basic design equations for joint (1) Friction (shear strength) ( )u n uV Nτ µσ µ= = Friction Coefficient (ACI310-02) Normal stress (3) 18
- 21. ReinforcedconcretePrecastandprestressedconcreteReinforcedconcretePrecastandprestressedconcrete Reinforced concrete Precast and prestressed concrete Reinforced concrete Precast and prestressed concrete Reinforced concrete ( / )u a V C M j V V j µ µ µ= = = > Design condition Part 1 - 3. Design Equations fro Interface Shear (4) a j µ > AIJ proposal : Basic design equations for joint (1) Friction (shear strength) Friction resistance due to flexural compression 19
- 22. ReinforcedconcretePrecastandprestressedconcreteReinforcedconcretePrecastandprestressedconcrete Reinforced concrete Precast and prestressed concrete Reinforced concrete Precast and prestressed concrete Reinforced concrete ( )u s y oτ µ ρ σ σ= + µ sρ oσ yσ Reinforcement ratio Yield strength of reinforcement (less than 800MPa) ' 0.3u cfτ < ' cf Compressive strength of concrete Normal stress Friction coefficient (ACI318-02) To suppress the slip deformation at maximum strength less than 0.5 mm, the shear strength should be taken as a half of calculated one (excepting for ultimate limit state design). (5) AIJ proposal : Basic design equations for joint (2) Shear Friction (shear strength) Part 1 - 3. Design Equations fro Interface Shear 20
- 23. ReinforcedconcretePrecastandprestressedconcreteReinforcedconcretePrecastandprestressedconcrete Reinforced concrete Precast and prestressed concrete Reinforced concrete Precast and prestressed concrete Reinforced concrete sσ : Stress ratio of re-bar 2 ' 1.3dowel b c yQ d f σ= 2 ' 2 1.3 (1 )dowel b c yQ d f σ α= − /s yα σ σ= : Yield strength of re-bar (MPa): Bar diameter (mm) : Tension stress of re-bar (MPa) (6) : Concrete strength (MPa) yσ α bd ' cf Part 1 - 3. Design Equations fro Interface Shear AIJ proposal : Basic design equations for joint (3) Dowel Action (shear strength) (7) Qdowel Qdowel 21
- 24. ReinforcedconcretePrecastandprestressedconcreteReinforcedconcretePrecastandprestressedconcrete Reinforced concrete Precast and prestressed concrete Reinforced concrete Precast and prestressed concrete Reinforced concrete ' 1 1 n l cl i i i V f w xβ = = ∑ 1 1( )bearing r lV Smaller of V or V= ' 1 1 n r cr i i i V f w xβ = = ∑ Concrete bearing ix ix iw β Height of a key Width of a key Bearing strength factor: 1 (8-1) Part 1 - 3. Design Equations fro Interface Shear AIJ proposal : Basic design equations for joint (4-1) Shear Key (shear strength) (8-2) 22
- 25. ReinforcedconcretePrecastandprestressedconcreteReinforcedconcretePrecastandprestressedconcrete Reinforced concrete Precast and prestressed concrete Reinforced concrete Precast and prestressed concrete Reinforced concrete ' 2 1 0.5 n l cl i i i V f w a = = ∑ 2 2( )shear r lV Smaller of V or V= ' 2 1 0.5 n r cr i i i V f w b = = ∑ Concrete shear (9-1) iaix iw ib ' 0.5 clf Width of a key Bottom length of a key Tens. strength of concrete Part 1 - 3. Design Equations fro Interface Shear AIJ proposal : Basic design equations for joint (4-2) Shear Key (shear strength) (9-2) 23
- 26. ReinforcedconcretePrecastandprestressedconcreteReinforcedconcretePrecastandprestressedconcrete Reinforced concrete Precast and prestressed concrete Reinforced concrete Precast and prestressed concrete Reinforced concrete ( , )shear bearingSmaller of V V Shear strength of a set of shear keys is given by ' 1 1 0.1 n m u c i i j y i j V f w x a σ = = = +∑ ∑ Japanese empirical equation for shear strength of a set of keys with joint reinforcement (Mochizuki et al) (11) Part 1 - 3. Design Equations fro Interface Shear AIJ proposal : Basic design equations for joint (4) Shear Key (shear strength) (10) 24
- 27. ReinforcedconcretePrecastandprestressedconcreteReinforcedconcretePrecastandprestressedconcrete Reinforced concrete Precast and prestressed concrete Reinforced concrete Precast and prestressed concrete Reinforced concrete Part 1 - 4. Typical Detailing of Precast Connections Beam hinging Joint examples of frame system (Ductile connection 1) Beam top bars are arranged at site 25
- 28. ReinforcedconcretePrecastandprestressedconcreteReinforcedconcretePrecastandprestressedconcrete Reinforced concrete Precast and prestressed concrete Reinforced concrete Precast and prestressed concrete Reinforced concrete Part 1 - 4. Typical Detailing of Precast Connections Joint examples of frame system (Ductile connection 1) Most popular and well established beam column arrangement in Japan Courtesy of Dr. Masaru Teraoka at Fujita Corporation26
- 29. ReinforcedconcretePrecastandprestressedconcreteReinforcedconcretePrecastandprestressedconcrete Reinforced concrete Precast and prestressed concrete Reinforced concrete Precast and prestressed concrete Reinforced concrete Beam hinging Part 1 - 4. Typical Detailing of Precast Connections Joint examples of frame system (Ductile connection 2) Beam bottom bars are anchored in a joint with 90 degree hooks 27
- 30. ReinforcedconcretePrecastandprestressedconcreteReinforcedconcretePrecastandprestressedconcrete Reinforced concrete Precast and prestressed concrete Reinforced concrete Precast and prestressed concrete Reinforced concrete Beam hinging Part 1 - 4. Typical Detailing of Precast Connections Joint examples of frame system (Ductile connection 2) 28
- 31. ReinforcedconcretePrecastandprestressedconcreteReinforcedconcretePrecastandprestressedconcrete Reinforced concrete Precast and prestressed concrete Reinforced concrete Precast and prestressed concrete Reinforced concrete Beam hinging Part 1 - 4. Typical Detailing of Precast Connections Joint examples of frame system (Ductile connection 3) Continuous beam unit with beam-to-column joint 29
- 32. ReinforcedconcretePrecastandprestressedconcreteReinforcedconcretePrecastandprestressedconcrete Reinforced concrete Precast and prestressed concrete Reinforced concrete Precast and prestressed concrete Reinforced concrete Beam hinging One Directional Continuous Beam Unit Beam unit is put on column Part 1 - 4. Typical Detailing of Precast Connections Joint examples of frame system (Ductile connection 3) 30
- 33. ReinforcedconcretePrecastandprestressedconcreteReinforcedconcretePrecastandprestressedconcrete Reinforced concrete Precast and prestressed concrete Reinforced concrete Precast and prestressed concrete Reinforced concrete Part 1 - 4. Typical Detailing of Precast Connections Joint examples of frame system (Ductile connection 3) One Directional Continuous Beam Unit Courtesy of Dr. Tsutomu Komuro at Taisei Corporation Beam-to-beam Joint Strong Joint 31
- 34. ReinforcedconcretePrecastandprestressedconcreteReinforcedconcretePrecastandprestressedconcrete Reinforced concrete Precast and prestressed concrete Reinforced concrete Precast and prestressed concrete Reinforced concrete Part 1 - 4. Typical Detailing of Precast Connections Joint examples of frame system (Ductile connection 3) Courtesy of Prof. Makoto Maruta at Kajima Corporation Two Directional continuous Beam Unit 32
- 35. ReinforcedconcretePrecastandprestressedconcreteReinforcedconcretePrecastandprestressedconcrete Reinforced concrete Precast and prestressed concrete Reinforced concrete Precast and prestressed concrete Reinforced concrete Part 1 - 4. Typical Detailing of Precast Connections Joint examples of frame system (Ductile connection 3) Post tensioned precast prestressed beam 33
- 36. ReinforcedconcretePrecastandprestressedconcreteReinforcedconcretePrecastandprestressedconcrete Reinforced concrete Precast and prestressed concrete Reinforced concrete Precast and prestressed concrete Reinforced concrete Part 1 - 4. Typical Detailing of Precast Connections Joint examples of frame system (Beam to Beam; Strong connection) Courtesy of Dr. Masaru Teraoka at Fujita Corporation Casting concrete at site Re-bar welding Shear key 34
- 37. ReinforcedconcretePrecastandprestressedconcreteReinforcedconcretePrecastandprestressedconcrete Reinforced concrete Precast and prestressed concrete Reinforced concrete Precast and prestressed concrete Reinforced concrete Part 1 - 4. Typical Detailing of Precast Connections Joint examples of frame system (Beam to Beam; Strong connection) Mechanical coupler Exterior surface of precast beam unit Casting concrete at site Roughened surface 35
- 38. ReinforcedconcretePrecastandprestressedconcreteReinforcedconcretePrecastandprestressedconcrete Reinforced concrete Precast and prestressed concrete Reinforced concrete Precast and prestressed concrete Reinforced concrete Part 1 - 4. Typical Detailing of Precast Connections Joint examples of frame system (Beam to Beam; Strong connection) No protruding re-bar Only grout injection Grout injection Grout outlet Threaded splice 36
- 39. ReinforcedconcretePrecastandprestressedconcreteReinforcedconcretePrecastandprestressedconcrete Reinforced concrete Precast and prestressed concrete Reinforced concrete Precast and prestressed concrete Reinforced concrete Part 1 - 4. Typical Detailing of Precast Connections 37 Joint examples of frame system (Beam to Beam; Strong connection) Construction work
- 40. ReinforcedconcretePrecastandprestressedconcreteReinforcedconcretePrecastandprestressedconcrete Reinforced concrete Precast and prestressed concrete Reinforced concrete Precast and prestressed concrete Reinforced concrete Composite column section Composite Beam section Bottom reinforcement is buried in precast unit Bottom reinforcement is placed at site Internal cross tie is buried in precast unit Internal cross tie is placed at site Inner surface is roughened Inner surface is roughened Part 1 - 4. Typical Detailing of Precast Connections Joint examples of frame system (Connection Interface) 38
- 41. ReinforcedconcretePrecastandprestressedconcreteReinforcedconcretePrecastandprestressedconcrete Reinforced concrete Precast and prestressed concrete Reinforced concrete Precast and prestressed concrete Reinforced concrete Part 1 - 4. Typical Detailing of Precast Connections Joint examples of wall system (Wall-beam Unit + Column Unit + Cast-in-situ Concrete at Connections) Cast in Place Concrete 39
- 42. ReinforcedconcretePrecastandprestressedconcreteReinforcedconcretePrecastandprestressedconcrete Reinforced concrete Precast and prestressed concrete Reinforced concrete Precast and prestressed concrete Reinforced concrete Cast-in-place beam-column joint and slab Panel’s hor. & v e r t . reinforcement Precas t column C a s t - i n - p l a c e vertical joint Lap splicing Precast panel G r o u t h o r i z o n t a l joint Story i Mechanical s p l i c e device Story i+1 Story i+2 Cast-in-place part Cast-in-place part Cast-in-place part Cast-in-place part I n t e g r a t e d beam M o r t a r s l e e v e joint S h e a r key Slab & beam reinforcemen t Mainly for apartment buildings of middle rise height Part 1 - 4. Typical Detailing of Precast Connections Joint examples of wall system Courtesy of Dr. Hassane Ousalem at Takenaka Corporation Precast Wall Panel + Precast Colum Unit + Cast-in-situ Beam Column Joint + Cast -in-situ Floor Slab 40
- 43. ReinforcedconcretePrecastandprestressedconcreteReinforcedconcretePrecastandprestressedconcrete Reinforced concrete Precast and prestressed concrete Reinforced concrete Precast and prestressed concrete Reinforced concrete Part 1 - 4. Typical Detailing of Precast Connections Joint examples of Half Precast Slab System Top reinforcement: Enough buckling strength is required to prevent buckling during construction process. Truss bar: Slab shear and lateral stability of top reinforcement 41
- 44. ReinforcedconcretePrecastandprestressedconcreteReinforcedconcretePrecastandprestressedconcrete Reinforced concrete Precast and prestressed concrete Reinforced concrete Precast and prestressed concrete Reinforced concrete Part 1 - 4. Typical Detailing of Precast Connections Joint examples of Precast Prestressed Half Slab System Precast Pre-tensioned Prestressed Concrete Unit Top Reinforcement Arranged at Site Prestressing Strand Void Wire Mesh Top Reinforcement Arranged at Site Cast-in-situ Concrete Rough Surface 42
- 45. ReinforcedconcretePrecastandprestressedconcreteReinforcedconcretePrecastandprestressedconcrete Reinforced concrete Precast and prestressed concrete Reinforced concrete Precast and prestressed concrete Reinforced concrete Beautiful Historic Bridge in Switzerland Built in 1930 Good materials, careful detailing and affectionate construction Intermission 43