De Young Museum Case Study - Texas A&M University

25d ago
1.62 MB
27 Pages

De YoungMuseum CaseStudyCreated by: Ahmad Alshamali,FranciscoEstrada, Matthew Rodriguez, EmanuelSalazar, and Abigail Tacam

Overview Structure Aspects: Three-story steel structure258,000 square feetNine-story twisting tower33,000 square feetCantilever awning systemCompletion date: October 2005 Location: San Francisco Privately funded Total Cost: 202,000,000Construction Cost: 135,000,000

Dimensions Longitudinal distance: 482 ft Width distance: 247 ft Tower height: 148 ft Basement height: 19 ft, 6 in First floor height: 19 ft Second floor height: 26 ft

Building Design Architectural design Architects: Jacques Herzog and Pierre De Meuron Structural Engineering design: Rutherford & Chekene Structural Challenges: Highly irregular geometryLong spansLarge floor openingsCantilever and towerSeismic Zone

Museum Features 4.7 miles from San Andreas Fault Previous structure damaged by Loma Prieta Earthquake in 1989 Seismic Design: Allows 3 ft of deflection Environmental friendly Copper claddingGardensTree-ferns at the museum back entrance

Structural System - Main Building Composite Steel Braced Frame Metal Deck Floors with Concrete Fill Steel Joists Concrete Bearing/Shear Wall inBasement

Gravity System - Twisting Tower Concrete Structural System Two Bearing Shear Walls Connected with Post-Tensioned Girders Steel Framed Roof

LoadingDead Loads Structural Framing Cladding Flooring Mechanical Systems etc.List of Live Loads - Based onASCE 7-10

Live Loading PlanLive Load Plan of Main SystemList of Live Loads - Basedon ASCE 7-10

Load TracingLoad Tracing of Concourse Level

ConnectionsMain Building Connections Simple Shear Tab Gusset Plates at BracesCantilever Connections Welded Wide Flange Connections Gusseted Connections Moment Connections Between main and cross trusses

Cantilever System Perforated Copper Cladding Cantilever members are 62 feetlong and 7 feet deep System Composed of : Primary TrussesVierendeel Cross TrussesHat Trusses Wind and Seismic effects governedthe design

Structural Analysis- Cantilever System Structure modeled using SAP2000software Fixed support connections All chords modeled as continuousType Of LoadMagnitude (psf)Dead (PerforatedCopper)2Roof Live5Wind19.6

Structural Analysis (Gravity) A572 GR50 Steel Wide Flange Top and BottomChords Double Angle Braces Load combinations considered: 1.4D1.2D 1.6Lr 0.5W1.2D 1.0W 0.5Lr0.9D 1.0WDeflected Shape

Structural Analysis (Gravity)Axial DiagramShear DiagramMoment Diagram

Lateral System - Wind ResponseSteel BracedFrameWind LoadSteel andConcreteCompositeDeckConcreteShear wallsMinimalColumnsFoundation

Lateral System - Main Building Wind Pressure

Lateral System - Tower Wind Pressure

Lateral System: Transfer of Seismic LoadsMain Building 76 High-Damping Rubber Bearing 76 Flat Sliding Bearings 24 Fluid Viscous DampersTower Coupled shear wall system connected to concrete core End-walls function as both bearing and shear walls Torsion Box Fixed base, seismic joint

Lateral System - Seismic ResponseMain Building Sidesway displacement Twisting/Rotation OverturningTower Ratcheting/Bunny Effect

Lateral System - ASCE 7-10 Seismic Forces

Foundation Soil Type 131: Urban Land129: Sirdark Sand, 5 - 50 percent slopes Allowable Foundation Pressure, IBC 2,000 psf Concrete grade beams with isolationsystem bearings placed on concretepedestals at the intersection of a grid Lowest base shear, lowest flooracceleration, lowest cost

Structural Animation vdtsTbPBeoM

References hives/2006/08/2006v08 forever de young.pdf museum/ loorplans systems/ systems/home/architectural-system projects/8/9/de-young-museum