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Structural and Vibration Guidelines for Datacom Equipment Centers, 2008
- 02_TOC.pdf [Go to Page]
- Part I-Introduction and Best Practices
- Part II-Building Structure
- Part III-Building Infrastructure
- Part IV-Datacom Equipment
- Chapter01_x.pdf [Go to Page]
- 1.1 OVerview of this Book
- 1.2 Overview of the Datacom Industry [Go to Page]
- Table 1.1 Datacom Industry Wide Range of Applications
- 1.3 Overview of ASHRAE Technical Committee 9.9
- 1.4 Overview of the ASHRAE Datacom Series [Go to Page]
- 1. Thermal Guidelines for Data Processing Environments (2004)
- 4. Liquid Cooling Guidelines for Datacom Equipment Centers (2006)
- 1.5 Document Flow
- 1.6 Primary Users for This Document
- Chapter02.pdf [Go to Page]
- 2.1 Building Structures-New Buildings and Additions [Go to Page]
- Table 2.1 Best Practices for Building Structures- New Buildings and Additions
- 2.2 Building Structures-Renovations, relocations, and Changes [Go to Page]
- Table 2.2 Best Practices for Building Structures- Renovations, Relocations, and Changes
- 2.3 Building Infrastructure
- 2.4 Datacom Equipment [Go to Page]
- Table 2.3 Best Practices for Building Structures- Building Infrastructure
- Table 2.4 Best Practices for Building Structures- Datacom Equipment Installation
- Table 2.5 Best Practices for Building Structures- Datacom Equipment Design
- Chapter03_x.pdf [Go to Page]
- 3.1 Introduction
- 3.2 Some Basics [Go to Page]
- Figure 3.1 Graphical representation of wind loads on a datacom equipment center.
- 3.3 Submissions to Agencies
- 3.4 Basic Definitions
- Chapter04.pdf [Go to Page]
- 4.1 Initial Investigation
- 4.2 Coordination
- 4.3 Establish Design Criteria [Go to Page]
- Table 4.1 Building Structural Design Criteria
- 4.3.1 Adaptability
- 4.3.2 Establish Clear Height [Go to Page]
- Figure 4.1 Vertical zoning plan example.
- 4.3.3 Establish Column Spacing
- 4.3.4 Establish Load Criterion
- 4.3.5 Establish Frame Drift Limitations
- 4.3.6 Locate Bracing Systems (Lateral Force Resisting Systems)
- 4.3.7 Establish Settlement Limitations
- 4.3.8 Establish Vertical Deflection Limitations
- 4.3.9 Establish Horizontal Deflection Limitations
- 4.3.10 Establish Basic Target Beyond Code Requirements
- Chapter05.pdf [Go to Page]
- 5.1 Initial Investigation
- 5.1.1 Geotechnical
- 5.1.2 Existing Structure Plan Review
- 5.1.3 Site Visit and Review of In-Place Construction
- 5.2 Coordination of new with existing structures
- 5.2.1 Headroom
- 5.2.2 Space Planning
- 5.2.3 Structural Reinforcing and Bracing Location Possibilities
- 5.2.4 Effect of Loads on the Existing Structure [Go to Page]
- Table 5.1 Typical Design Live Loads
- 5.3 New Components
- 5.3.1 Introduction
- 5.3.2 Foundation Interference
- 5.3.3 As-Built Conditions
- 5.3.4 Impact Limitation on Existing Structures
- 5.4 Reinforcement of Existing Structure
- 5.4.1 Introduction
- 5.4.2 Stiffening of Existing Structure
- 5.4.3 Effects on Existing Structure
- 5.4.4 Reinforcement of Existing Structures to Extend Service Life
- Chapter06.pdf [Go to Page]
- 6.1 Overview
- 6.2 Pre-engineered Metal Buildings [Go to Page]
- Figure 6.1 Pre-engineered metal building frame.
- 6.3 Braced Frame or Shear wall-Type Structures [Go to Page]
- Figure 6.2 Concentrically braced frame using X-bracing.
- Figure 6.3 Concentrically braced frame using diagonal bracing.
- Figure 6.4 Concentrically braced frame using K-bracing.
- Figure 6.5 Concentrically braced frame using chevron bracing.
- Figure 6.6 Eccentrically braced frame using diagonal bracing with link beams.
- Figure 6.7 Shear wall.
- 6.4 Moment Resisting Frame Systems
- 6.5 Combination of Framing Systems [Go to Page]
- Figure 6.8 Moment resisting frame.
- Chapter07_x.pdf [Go to Page]
- 7.1 Overview
- 7.2 Interior Building Infrastructure [Go to Page]
- Table 7.1 Some Infrastructure Elements
- Table 7.2 Some Mechanical Equipment Loads
- Table 7.3 Some Electrical Equipment Loads
- 7.3 Exterior Building Infrastructure [Go to Page]
- Figure 7.1 Piping suspended from an overhead structure.
- Figure 7.2 Generator on above-grade floor slab.
- Figure 7.3 Piping within a centralized cooling plant.
- Figure 7.4 DC plant batteries.
- Figure 7.5 Electrical distribution equipment.
- Figure 7.6 Water-cooled chiller.
- Figure 7.7 Overview of the building infrastructure exterior to a datacom facility.
- Figure 7.8 Air-cooled chillers located on grade.
- Figure 7.9 Air-cooled chillers located on structural platform above roof.
- Figure 7.10 Drycooler located on roof.
- Figure 7.11 Cooling towers on structural platform.
- Figure 7.12 Standby generators located on grade.
- Chapter08.pdf [Go to Page]
- 8.1 Overview
- 8.2 Support [Go to Page]
- Figure 8.1 Building infrastructure suspended from a structure above.
- Figure 8.2 Building infrastructure supported from floor slab.
- 8.3 Anchoring
- 8.3.1 CRAC Units on Frames [Go to Page]
- Figure 8.3 CRAC unit floor stand.
- 8.3.2 Vibration Isolation
- 8.4 Infrastructure Expansion/Contraction
- 8.4.1 Expansion Loops [Go to Page]
- Figure 8.4 Typical thermal expansion loop.
- 8.4.2 Mechanical Expansion Joints [Go to Page]
- Figure 8.5 Bellows-type mechanical expansion joint.
- Chapter09.pdf [Go to Page]
- 9.1 Overview [Go to Page]
- 1. the removable RAF panel
- 4. the stringer
- 9.2 raised-access floor Components [Go to Page]
- Figure 9.1 RAF understructure. Reproduced with permission from Tate (2003).
- 9.3 Raised-Access Floor Structure Design Guidelines
- 9.3.1 Structural Capacity of Raised-Access Floor Panels
- 9.3.2 Lateral Capacity of RAF Systems [Go to Page]
- 1. Fixed-Base Pedestals: The lateral load is resisted simply by the base pedestal cantilevering off of the structural floor. Figure 9.2 illustrates an installation that utilizes fixed-base pedestals.
- 2. Underfloor Bracing: Supplemental lateral load resistance is provided by the addition of diagonal braces to transfer lateral load directly to the structural floor. Figure 9.3 illustrates an installation of underfloor bracing.
- 9.3.3 Structural Overview of Fixed-Base Pedestals [Go to Page]
- Figure 9.2 Standard RAF understructure with cantilevered fixed-base pedestals being installed.
- Figure 9.3 Braced RAF understructure.
- 9.3.4 Structural Overview of Underfloor Bracing
- 9.4 Seismic Performance of raised-access floors
- 9.4.1 Historic Seismic Performance and Testing of Raised-Access Floors
- 9.4.2 Recommendations for Improved Seismic Performance of Raised-Access Floors
- 9.4.3 Recommendations for Determining the Adequate Design of Raised-Access Floor Anchorage
- 9.4.4 Special Raised-Access Floors
- Chapter10.pdf [Go to Page]
- 10.1 Overview of Vibration Sources
- 10.2 Overview of Vibration Isolation [Go to Page]
- Figure 10.1 Positive isolation of a vibratory source.
- 10.3 Selection of Vibration Isolators
- 10.4 Vibration Isolation within THE Datacom Equipment Room
- 10.4.1 Datacom Equipment Room at Grade
- 10.4.2 Datacom Equipment Room Above Grade
- 10.5 Vibration Isolation adjacent to the Datacom Equipment Room
- 10.5.1 Vibratory Sources on Common Slab on Grade
- 10.5.2 Vibratory Sources on Floor Above
- 10.5.3 Vibratory Source on Roof Above
- Chapter11_x.pdf [Go to Page]
- 11.1 Basic Definitions
- 11.2 Overview of Vibration Sources
- 11.3 Datacom Equipment Shock and Vibration Testing
- 11.3.1 Operational Shock and Vibration [Go to Page]
- Figure 11.1 Typical power spectral density of an operational vibration encounter in a data center. Reproduced with permission from IBM (1990).
- 11.3.2 Seismic Simulation Test [Go to Page]
- Figure 11.2 Typical seismic test parameters. Reproduced with permission from Notohardjono et al. (2001) and Pekcan (2007).
- 11.3.3 Ruggedness (Fragility) [Go to Page]
- Figure 11.3 Typical transportation test parameters. Reproduced with permission from Notohardjono et al. (2004).
- 11.3.4 Transportation Tests
- 11.4 Shock and Vibration Test Guidelines for Datacom Infrastructure and Cooling Equipment
- 11.4.1 International Building Code (IBC)
- 11.4.2 Test Procedures [Go to Page]
- Figure 11.4 Shake table testing.
- Figure 11.5 The identification label showing compliance data of a nonstructural component.
- Figure 11.6 Seismic floor stand.
- Chapter12.pdf [Go to Page]
- 12.1 Overview
- 12.2 Nonstructural Seismic Provisions of Building Codes
- 12.3 Seismicity in the United States
- 12.4 Seismic Design Category
- 12.5 Properly Applying Anchorage Forces
- 12.6 Protection of Server Cabinets on Raised-Access Floors
- 12.6.1 Component Amplification Factor on Raised-Access Floor
- 12.6.2 Forces on Datacom Equipment Cabinets
- 12.6.3 Techniques for Anchoring Datacom Equipment to Prevent Overturning [Go to Page]
- Figure 12.1 Hardware attaching adjacent server cabinets together. [Go to Page]
- 1. Vertical Anchor Rods: A common installation method for datacom equipment racks prone to overturning is to use vertical steel ...
- Figure 12.2 Vertical anchor rod detail at server cabinet. Reproduced with permission from Notohardjono (2003).
- Figure 12.3 Vertical anchor rod detail at floor. Reproduced with permission from Notohardjono (2003).
- Figure 12.4 Anchor rod.
- Figure 12.5 Vertical anchor rod detail at floor.
- Figure 12.6 Vertical anchor rod detail at floor using slotted metal framing.
- Figure 12.7 Splay cable installation.
- Figure 12.8 Splay cable installation.
- Figure 12.9 Top cabinet snubber schematic detail. Reproduced with permission from ASHRAE (2005b).
- Figure 12.10 Top cabinet snubber installation.
- Figure 12.11 Isolation platform installation.
- Chapter13.pdf [Go to Page]
- 13.1 Overview
- 13.2 Basic Definitions
- 13.3 Datacom Equipment Frame
- 13.4 Finite Element Model Construction and Validation [Go to Page]
- Figure 13.1 Finite element model of frame with vertical anchors subjected to the maximum seismic horizontal design force Fp (defined by Equation 13.1). Reproduced with permission from Notohardjono and Canfield (2007).
- Figure 13.2 Mode shapes of the frame: (a) lateral sway mode, 6.9 Hz, and (b) torsional mode, 34.2 Hz. Reproduced with permission from Canfield and Notohardjono (2004).
- 13.5 Evaluation of Earthquake Anchorage Systems
- 13.5.1 Loading and Setup of Analysis Model
- 13.5.2 Results and Conclusions [Go to Page]
- Figure 13.3 Evaluation of four vertical bottom anchor rods for various equipment configurations. Reproduced with permission from Notohardjono and Canfield (2007).
- Figure 13.4 Evaluation of eight vertical anchor bottom and top rods for various equipment configurations. Reproduced with permission from Notohardjono and Canfield (2007).
- 13.6 Evaluation of Structural Add-On Supports
- 13.6.1 Definition of Structural Add-On Supports [Go to Page]
- Figure 13.5 (a) Triangular brace and support bars and (b) group of support trays. Reproduced with permission from Canfield and Notohardjono (2004).
- 13.6.2 Design of Experiments to Evaluate Structural Add-On Effectiveness [Go to Page]
- Figure 13.6 Design study summary: resulting shift in first harmonic frequency. Reproduced with permission from Canfield and Notohardjono (2004). [Go to Page]
- 1. bare frame
- 6. triangular and tray supports
- 13.6.3 Resulting Shift in First Frame Harmonic [Go to Page]
- Figure 13.7 (a) Double tray support design, first mode shape (14.8 Hz) and (b) double triangular support design, 1st mode shape (53.3 Hz). Reproduced with permission from Canfield and Notohardjono (2004).
- Table 13.1 Summary of Harmonic Frequencies
- x03_AppB.pdf [Go to Page]
- Table B.1 Minimum Dead Loads
- Table B.2 Weights of Materials
- x04_AppC.pdf [Go to Page]
- C.1 Raised-Access Floor Panel Loading Definitions
- C.1.1 Concentrated Load
- C.1.2 Uniform Load
- C.1.3 Ultimate Load [Go to Page]
- Figure C.1 Concentrated load capacity.
- C.1.4 Rolling Load
- C.2 Floor Loading
- C.2.1 Definitions
- C.2.2 Floor Load Rating
- C.3 Floor Loading Calculations
- C.3.1 General Formulas
- C.3.2 Floor Loading Calculation Examples [Go to Page]
- Figure C.2 Weight distribution area. Reproduced with permission from IBM (2001).
- C.4 Structural Guidelines for Raised-ACCESS Floor Systems
- C.4.1 Determining Seismic Horizontal Force, Fp
- C.4.2 Calculating Design Spectral Response Acceleration, SDS (Section 1615.1.3 from the IBC [ICC 2003])
- C.4.3 Determining Mapped Maximum Spectral Acceleration at Short Periods, Ss
- C.4.4 Calculating Component Operating Weight, Wp
- C.4.5 Determining Component Importance Factor, Ip
- C.4.6 Selecting the Appropriate Pedestal
- x05_AppD.pdf [Go to Page]
- D.1 Overview
- D.2 Introduction
- D.3 Typical Operational Vibration and Shock Testing [Go to Page]
- Figure D.1 Typical power spectral density of operational vibration encounter in a data center. Reproduced with permission from IBM (1990).
- Figure D.2 Typical operational vibration encountered in a data center. Reproduced with permission from IBM (1990).
- D.4 Typical Operational Vibration and Shock Magnitude Recorded in a Data Center [Go to Page]
- Figure D.3 Average peak acceleration threshold of human perception of vibration. Reproduced with permission from Notohardjono (2006).
- D.5 Monitoring Floor Vibration IN Data Centers [Go to Page]
- Figure D.4 Data center layout. Reproduced with permission from Notohardjono (2006).
- D.6 Best Practices [Go to Page]
- 1. Level 1 (see Figure D.1) is the appropriate vibration input test level for a heavy datacom equipment cabinet. This level is i...
- Figure D.5 Floor vibration recorded at a data center-location II-1 from 2-50 Hz. Reproduced with permission from Notohardjono (2006).
- Figure D.6 Floor vibration recorded at a data center-location II-1 from 5-500 Hz. Reproduced with permission from Notohardjono (2006).
- Figure D.7 Power spectral density of floor vibration recorded at a data center-location II-1 from 2-50 Hz. Reproduced with permission from Notohardjono (2006).
- Figure D.8 Power spectral density of floor vibration recorded at a data center-location II-1 from 5-500 Hz. Reproduced with permission from Notohardjono (2006).
- x06_AppE.pdf [Go to Page]
- E.1 Relative location factor (1 + 2z/h)
- E.2 Component Importance Factor (Ip)
- E.3 Component Amplification Factor (ap)
- E.4 Component Response Modification Factor (Rp) [Go to Page]