Evidence Of Seismic Resistance Of Helical . - Magnum Piering
Evidence of SeismicResistance of HelicalFoundationsHoward A. Perko, Ph.D., P.E.Magnum Piering, Inc.November 2007DFI Helical Foundations andTie-Backs SeminarOutline IBC Seismic LoadsSeismic Case StudiesSeismic Damping of Helical PilesExample Seismic DesignNovember 2007DFI Helical Foundations andTie-Backs Seminar1
Earthquake Loads (IBC 2006) Design to Resist Earthquake Loads– Exceptions: One and Two-Family Dwellings in Seismic Design CategoriesA, B, or C where mapped short-period response 0.4 g Wood Frame Buildings in Accordance with Section 2308 Agricultural Storage Structures– Seismic Design Category Based on Occupancy and Severity of Ground Motion– Site Class Classification based on Soils PresentNovember 2007DFI Helical Foundations andTie-Backs SeminarSeismic Design of Piers or Piles (IBC 2006) Seismic Design Category C– Interconnect Piles or Pile Caps with Ties Capable of Tension or Compression Force, FsFs 0.1 x Pc x SDSPc Higher Column Load– Connection of Piles to Pile Cap Provide Transverse Steel as Required for Column Provide Tension Connection– Pile Splices Develop Full Tensile Strength of Pile, or Designed to Resist Seismic Load CombinationsNovember 2007DFI Helical Foundations andTie-Backs Seminar2
Seismic Design of Piers or Piles (IBC 2006) Seismic Design Category D, E, or F– Meet Requirements of Seismic Design Category C– Design Details for Piles Designed to Withstand Maximum Imposed Ground Motions– Lateral Resistance to Structure Seismic Forces– Liquefiable Strata– Connection of Piles to Pile Cap Design Tension Connection for lesser of– 1.3 x Mechanical Tensile Capacity of Pile– 1.3 x Pullout Capacity of Pile– Seismic Load Combinations Design Moment Connection for lesser of– Mechanical Axial, Shear, and Moment Capacity of Pile– Seismic Load CombinationsNovember 2007DFI Helical Foundations andTie-Backs SeminarEarthquake Loads (IBC 2006) Vertical Component, EV– EV 0.25 SDS D where, SDS Short Period Design Acceleration D Dead Load Horizontal Component, EH– EH ρ QE where, ρ Redundancy Factor (1 to 1.5)QE Horizontal Seismic Forces (CS W “Base Shear”)CS Seismic Response Coefficient (I SDS/R “Simplified”W Weight of Structure (Dead Select Live LoadsR Response Modification Coefficient (1.5 to 8)November 2007DFI Helical Foundations andTie-Backs Seminar3
Seismic Design Category (2006 IBC)Seismic Design Category E:Occupancy I, II, or IIIwith SD1 0.75Seismic Design Category F:Occupancy IVwith SD1 0.75November 2007DFI Helical Foundations andTie-Backs SeminarOccupancy Category (IBC 2006) I : Agricultural and Storage FacilitiesII: Other StructuresIII: High Occupancy StructuresIV: Essential FacilitiesNovember 2007DFI Helical Foundations andTie-Backs Seminar4
Earthquake Loads (IBC 2006) Adjusted Maximum Acceleration– SMS Fa Ss Design Acceleration– SDS 2/3 SMSNovember 2007DFI Helical Foundations andTie-Backs Seminar0.2 s Acceleration, Ss (2006 IBC)November 2007DFI Helical Foundations andTie-Backs Seminar5
Site Coefficients (2006 IBC)November 2007DFI Helical Foundations andTie-Backs SeminarSite Class Definitions (2006 IBC)November 2007DFI Helical Foundations andTie-Backs Seminar6
Residence, Northridge, CANovember 2007DFI Helical Foundations andTie-Backs SeminarShopping Mall, Northridge, CANovember 2007DFI Helical Foundations andTie-Backs Seminar7
Common Pile FailuresNovember 2007DFI Helical Foundations andTie-Backs SeminarNovember 2007DFI Helical Foundations andTie-Backs Seminar8
DFI Helical Foundations andTie-Backs SeminarNovember 2007DampingCap Displacement Amplitude (mm)3530MeasuredComputed, Damping Ratio 0%25Computed, Damping Ratio 20%201510500123456Frequency (Hz)November 2007DFI H
DFI Helical Foundations and Tie-Backs Seminar Evidence of Seismic Resistance of Helical Foundations Howard A. Perko, Ph.D., P.E. Magnum Piering, Inc. November 2007 DFI Helical Foundations and Tie-Backs Seminar Outline IBC Seismic Loads Seismic Case Studies Seismic Damping o
The Seismic Tables defined in Pages 5 & 6 are for a seismic factor of 1.0g and can be used to determine brace location, sizes, and anchorage of pipe/duct/conduit and trapeze supports. The development of a new seismic table is required for seismic factors other than 1.0g and must be reviewed by OSHPD prior to seismic bracing. For OSHPD,
EXAMPLE 9 SEISMIC ZONE 1 DESIGN 1 2018 Design Example 9 Example 9: Seismic Zone 1 Design Example Problem Statement Most bridges in Colorado fall into the Seismic Zone 1 category. Per AASHTO, no seismic analysis is required for structures in Zone 1. However, seismic criteria must be addressed in this case.
SC2493 Seismic Technical Guide, Light Fixture Hanger Wire Requirements SC2494 Seismic Technical Guide, Specialty and Decorative Ceilings SC2495 Seismic Technical Guide, Suspended Drywall Ceiling Construction SC2496 Seismic Technical Guide, Seismic Expansion joints SC2497 Seismic
Peterson, M.D., and others, 2008, United States National Seismic Hazard Maps ․ Frankel, A. and others, Documentation for the 2002 Update of the National Seismic Hazard Maps ․ Frankel, A. and others, 1996, National Seismic Hazard Maps Evaluation of the Seismic Zoninig Method ․ Cornell, C.A., 1968, Engineering seismic risk analysis
To develop the seismic hazard and seismic risk maps of Taungoo. In developing the seismic hazard maps, probabilistic seismic hazard assessment (PSHA) method is used. We developed the seismic hazard maps for 10% probability of exceedance in 50 years (475 years return period) and 2 % probability in 50 years (2475 years return period). The seisic
This analysis complied with these provisions by using the USGS 2014 National Seismic Hazard Map seismic model as implemented for the EZ-FRISK seismic hazard analysis software from Fugro Consultants, Inc. For this analysis, we used a catalog of seismic sources similar to the one used to produce the 2014 National Seismic Hazard Maps developed by .
the seismic design of dams. KEYWORDS: Dam Foundation, Probabilistic Seismic Hazard Maps, Seismic Design 1. INTRODUCTION To perform seismic design or seismic diagnosis, it is very important to evaluate the earthquake hazard predicted for a dam site in order to predict earthquake damage and propose disaster prevention measures. There are two .
7.Advanced Engineering Mathematics - Chandrika Prasad & Reena Garg 8.Engineering Mathematics - I, Reena Garg . MAULANA ABUL KALAM AZAD UNIVERSITY OF TECHNOLOGY B.Sc. IN NAUTICAL SCIENCE SEMESTER – I BNS 103 NAUTICAL PHYSICS 80 Hrs 1 Heat and Thermodynamics: 15 hrs Heat Transfer Mechanism: Conduction, Convection and Radiation, Expansion of solids, liquids and gases, application to liquid .
