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Codes and Standards Future Work

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Presentation on theme: "Codes and Standards Future Work"— Presentation transcript:

1 Codes and Standards Future Work
Steel Concrete Composite (SC) Modular Construction for Safety-Related Nuclear Facilities Codes and Standards Future Work

2 Appendix N9 for AISC N690 N9A – General requirements
Materials, welding, etc. N9B –Minimum requirements for SC sections Reinforcement ratio and plate thickness Concrete thickness Plate slenderness Tie system requirements Shear connector spacing and size

3 Appendix N9 for AISC N690 SC specific failure modes
Prevented from governing design N9B4 - Plate slenderness ratio to ensure yielding before local buckling (non-compactness) N9B5 - Stud spacing and size to prevent interfacial shear failure from governing design strength N9B6 - Tie system spacing and strength to prevent splitting failure of the composite section

4 Appendix N9 for N690 N9C - Analysis Recommendations
Stiffness as a function of concrete cracking In-Plane shear stiffness (pre and post-cracking) Flexural stiffness (pre and post- cracking) Cracked stiffness for accident thermal loading combinations Recommendations for finite element modeling Calculation of Design Demands

5 Appendix N9 for N690 N9D – Design for axial tension demands
N9E – Design for axial compression demands N9F – Design for flexural demands N9G1 – Design for in-plane shear demands

6 Appendix N9 for N690 N9G2 – Design for out-of-plane shear Four cases:
(1) Tie system yielding or non-yielding (2) Spacing less than thickness/2 or more Account for size effects

7 Appendix N9 for N690 N9H – Design for combined forces
Interaction equation for two out-of-plane shears Interaction equation for tie systems acting in interfacial shear and axial tension Interaction surface for SC walls subjected to combined in-plane forces and out-of-plane moments

8 Appendix N9 for N690 N9J – Connection Design
Full strength connection design Designed so that connection is stronger than weaker of connected walls Ductile behavior ensured Over strength connection design Designed for 200% of seismic forces in combinations with other demands Relies on overstrength to achieve HCLPF of 1.67 SSE

9 Appendix N9 for N690 Connections can be designed using connector elements that are widely used Rebars, dowel bars Welding, base plates Shear studs, shear lugs etc.

10 Future Work Experimental evaluation of full-strength connections
SC wall-to-basemat connections Experimental confirmation of joint shear strength SC wall-to-wall joints Experimental confirmation of SC wall to slab connections

11 SC Wall-to-Wall Joint Experimental setups developed, specimens being designed SC Wall-to-Wall Joint

12 SC Wall-to-Wall Joint Analysis
Nonlinear analysis benchmarked to experimental results, and used to conduct parametric studies

13 SC Wall-to-Basemat Connections
Full strength connection will develop strength of SC wall, no failure in connection elements Setup designed and built, specimen being designed

14 SC Wall-to-Basemat Connection
Specimens being designed, and different options being evaluated analytically Baseplate O.C. Rebar Lenton Rebar End Anchors

15 Future Research Needs Effects of accident thermal loading on connection behavior and design Effects of tornado and hurricane missile impact on SC walls (two-way shear strength) Concepts, designs, and tests of SC floors. Fire resistant design of SC floor slabs Effects of penetrations and pipes on SC wall design strength

16 Future Research Needs Benchmarked analytical approaches for evaluating behavior of complex SC designs Evaluation of green options for concrete in SC walls Effects of fabrication, erection, and construction related imperfections and tolerances on SC wall design Inspection and monitoring plans Damping ratios for SC systems

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