Data center seismic anchoring and equipment bracing field guide

Seismic anchoring, and why a data center holds a higher bar

Seismic anchoring and bracing keep a data center's equipment attached to the building and keep the systems that hold the load running when the ground moves. Anchoring fixes the gear to the slab or the structure. Bracing keeps the racks, the pipe, the duct, and the tray from swaying far enough to break a connection or walk a cabinet off its base. In a data center both jobs matter at once, because the building protects people and the equipment protects uptime.

A server hall is a room full of tall, heavy, top-loaded objects sitting on a floor, fed by power and cooling that run through the structure. Leave a cabinet unanchored and a moderate quake walks it, tips it, or slams it into the next row. Brace the racks but ignore the chilled-water pipe feeding the CRAH units and the quake breaks the pipe instead, floods the white space, and takes the load down without dropping a single cabinet. The weak link decides the outcome, so the design covers the equipment and the distribution together.

This guide covers the equipment side. For how the data hall and the support plant are zoned, see the white space and gray space layout guide. For the access floor's own acceptance, including its seismic bracing and grounding, see the raised floor acceptance packet. The point here is the anchoring and bracing of the gear and the MEP, and why a data center holds it to a higher bar than an ordinary building.

What code requires seismic anchoring in a data center?

The seismic anchoring of equipment is governed by the building code, which in most United States jurisdictions is the IBC, and the IBC points to ASCE 7 for the seismic design rules. Equipment is a nonstructural component, so the provisions that apply live in ASCE 7 Chapter 13, the chapter for nonstructural components and their supports and attachments. The structural engineer of record works from that chapter, and the exact provisions shift between editions, so confirm the adopted edition and any local amendments.

Whether the detail gets heavy or stays light depends largely on the seismic design category, the SDC, which the code assigns from the site's seismic hazard and the building's risk category. Higher categories, commonly C through F, trigger the full set of anchorage and bracing requirements and the special inspection that goes with them. A data center in a high-seismic SDC carries far more detail than the same building on a quiet site, but even low categories carry some requirement.

The framework does not stop at the code. A piece of equipment can carry a listing or a manufacturer instruction that imposes its own anchoring and tolerance, and a project specification can be stricter than the code minimum. Where the spec or the listing is tighter, it governs. Treat the code as the floor, not the target.

What is the component importance factor?

The component importance factor, written Ip, is the number in ASCE 7 Chapter 13 that says how important it is that a piece of equipment survives the quake. It takes one of two values, commonly 1.0 or 1.5, and the value the structural engineer assigns changes the design force and the level of proof the equipment has to carry. For a data center the distinction is the whole game.

Ip is commonly taken as 1.5 for components needed for life safety, for components that contain enough hazardous material to threaten people if released, or for components that have to keep operating for a building in the highest risk category. Everything else is commonly Ip 1.0. The exact triggers are set in ASCE 7 and applied by the engineer of record, so treat these as the shape of the rule, not a checklist to self-assign.

Here is the part that matters in a server hall. Ip 1.5 does not just mean stronger anchors. It means the equipment has to function after the shaking, not merely stay attached. An Ip 1.0 component passes if it does not become a projectile. An Ip 1.5 component passes only if it still works when the ground stops. For the gear a data center depends on, that difference is why the seismic scope is taken seriously, and it is why certified equipment exists at all.

The seismic force on the equipment

The code turns the quake into a design force on each component, the lateral seismic force commonly written Fp, and the equipment and its anchors have to resist it. Fp is a horizontal force, and ASCE 7 also requires a vertical component, because real shaking moves the gear up and down as well as side to side. The anchor that only fights sideways is half a detail.

Fp grows with a handful of things worth carrying in your head even when the engineer runs the actual number. The heavier the component, the larger the force, because it scales with the operating weight. The higher up in the building the equipment sits, the larger the force, because the structure amplifies the motion as you go up, so a CRAC unit on an upper floor sees more than the same unit on grade. The site's seismic demand and the component's own flexibility and anchorage type feed in through factors in the ASCE 7 equation. The values, the equation, and the factors belong to the structural engineer of record and the adopted edition, so the numbers here are the drivers, not a calculation to copy.

A fully loaded rack makes this concrete. The taller and heavier the cabinet, the more force at the base and the more overturning moment trying to tip it, which is exactly why a packed AI rack is a harder seismic problem than a half-empty one.

Anchoring the equipment to the structure

Anchorage is the load path from the equipment, through its base and its fasteners, into the slab or the structural steel that can take the force. The anchors are sized to the Fp the engineer calculated, and they are not generic hardware. A seismic anchor is a specific, qualified product installed to a specific embedment, and the design lives or dies at that connection.

The most common failure is not the anchor itself. It is the assumption underneath it. Anchors into a topping slab, a housekeeping pad, or a thin floor over metal deck do not behave like anchors into thick structural concrete, and the engineer needs to know what is really there before sizing them. A pad poured for level, not for pullout, will not hold the force the calculation assumed.

Anchorage of seismic equipment in the higher seismic design categories is one of the items that requires special inspection under the IBC. An inspector verifies the anchor type, the size, the embedment, the edge distance, and the torque against the approved design, and signs for it. Plan that inspection before the gear is set, because fixing a missed anchor after a 2,000 lb cabinet is loaded and cabled is a different job than getting it right the first time.

Do post-installed anchors need to be seismic-rated?

Yes. In the seismic design categories that trigger the requirement, post-installed anchors into concrete have to be qualified for seismic loading, not just for static pull. A standard wedge anchor that holds fine under a steady load can fail under the cyclic, cracked-concrete conditions a quake produces, so the code calls for anchors tested and qualified for that case.

The anchor's qualification comes from an ICC-ES evaluation report, the ESR, which states what the anchor is approved for, including cracked-concrete and seismic use, and the embedment and edge distances the published capacities assume. ACI 318 Chapter 17 is where the anchoring-to-concrete design rules live, and the code assumes cracked concrete for the design, because a slab in a quake cracks near the anchor and a crack cuts the capacity. The two parameters crews get wrong are embedment and edge distance. Set the anchor too shallow, too close to an edge, or too close to the next anchor, and the real capacity is a fraction of the catalog number.

Adhesive anchors carry extra strings. They have their own qualification for sustained load and for the installer's certification, and they are sensitive to hole cleaning and to overhead orientation. The detail here is by topic. The manufacturer's ESR and the engineer's calculations control the design, and the post-installed anchorage is a special-inspection item in its own right.

Do server racks need to be anchored?

In a data center in a seismic design category that triggers the requirement, yes, the cabinets get anchored. An unanchored rack is a tall, heavy, top-loaded object on a hard floor, and a moderate quake will slide it, rack the frame, or tip it into the next row, which takes out the equipment and the cabling whether or not the cabinet itself survives.

How they anchor depends on the floor. On a slab-on-grade hall the cabinets bolt directly to the structural slab with seismic anchors sized by the engineer. On a raised-floor hall the load path is the catch, because the access floor is not the structure. The cabinets are commonly anchored through the floor to the slab below with threaded rod and a base detail, or set on a structural stand that carries the seismic load past the access floor, because the access-floor pedestals are not built to take a loaded rack's overturning force. The raised-floor guide covers the access floor's own bracing. The rack anchorage has to reach past it to something that can hold.

Seismic-rated cabinets exist, qualified to keep their contents in place and the frame intact through a defined level of shaking. They cost more and they earn it where the gear is dense and the site is active. For the heaviest rows, base isolation is the other option, and it gets its own treatment below.

The raised floor and seismic load

The access floor is a structure of its own, and it has a seismic job: the pedestals, the stringers, and the diagonal bracing that keep the floor system from collapsing sideways, plus the anchoring of the pedestals to the slab. A bolted-stringer floor with seismic bracing behaves very differently in a quake than a loose-lay understructure, and in a seismic hall the bracing is part of the design, not an upgrade.

The key point for equipment anchoring is the one above. The access floor does not carry a loaded rack's seismic force. The rack anchorage reaches through to the slab. The floor handles itself and the live load on its panels, while the heavy gear is tied to the structure below.

This guide keeps the raised floor short on purpose. The access floor's load ratings, its grounding, its air sealing, and its own seismic bracing and acceptance belong in the raised floor acceptance packet, and that is where to take the detail.

Base isolation for the heaviest rows

Base isolation decouples the equipment from the building's motion instead of fighting it with anchors. The gear, or a row of racks, sits on an isolation platform or an isolated floor section that moves on bearings or springs, so the structure shakes underneath while the equipment on top rides through a gentler, slower motion. The aim is to keep the contents working, which is exactly the Ip 1.5 goal.

It is not the default. Isolation costs more, it needs clearance around the isolated zone for the platform to move without hitting anything, and it adds flexible connections at every service that crosses the moving boundary. Where it earns its place is high-value, shake-sensitive equipment on an active site, or a project where the owner wants the contents protected beyond what a hard-anchored detail gives.

Isolation and anchoring are not opposites. An isolated platform is still restrained, with stops that catch it at the edge of its travel so it cannot run off the bearings in a large event. The detail is by topic and belongs to the isolation supplier and the structural engineer, but the principle holds: isolated does not mean unrestrained.

Bracing the MEP plant that keeps the load up

The equipment that keeps a data center running is mostly in the gray space, and all of it needs anchoring or bracing: the generators, the UPS, the battery strings, the transformers, the switchgear, the CRAC and CRAH units, the pumps, the chillers, and the fuel and water tanks. A quake that drops the cooling plant or the power plant takes the white space down just as surely as one that tips a rack, so the support gear carries the same Ip logic as the IT gear it serves.

Each class of equipment has its own anchorage detail, and the heavy, tall, or liquid-filled items are the ones to watch. A transformer is dense and low and usually straightforward. A tall switchgear lineup or a battery rack is top-heavy and wants to overturn. A tank full of fuel or water has sloshing forces the anchorage has to account for, not just dead weight. The engineer of record sizes each one to its Fp, and the operating weight, the one with the equipment full and running, is the weight that counts.

The common gap is treating the support plant as less important than the data hall. In an Ip 1.5 facility the cooling and power that keep the load up are exactly the components that have to function after the quake, so they get the certified, calculated anchorage too, not a lighter version.

Battery and UPS seismic anchoring

Battery systems are heavy, dense, and stacked, which makes them one of the harder seismic items in the plant. A battery rack or cabinet full of cells carries a large operating weight up high on a narrow frame, so the overturning force at the base is significant and the anchorage has to be sized for it, not guessed. The cells themselves also need restraint within the rack so they do not shift, short, or spill in a quake.

The UPS modules and the battery rack are separate anchoring problems that share a room. The UPS cabinet anchors to the slab like other switchgear. The battery rack, whether flooded, VRLA, or lithium, anchors as a tall heavy frame and often carries a seismic-rated rack design with cross-bracing and cell restraints. Lithium systems add their own listing and clearance rules on top of the seismic anchorage, so coordinate the two.

The detail is by topic, and the battery and rack manufacturer's seismic documentation plus the engineer's calculation control it. The thing to carry away: a battery system is a top-heavy load that has to keep delivering power through and after the event, which is the Ip 1.5 case in its purest form.

Generators, fuel tanks, and spring isolators

The standby generators and their fuel tanks are the power source of last resort, so in an Ip 1.5 facility they have to ride out the quake and still start. The genset anchors to its base and the base to the structure, and the fuel tank, day tank or bulk, anchors for both its dead weight and the sloshing of the fuel inside. A tank sized for weight alone is under-designed for the dynamic load.

Gensets bring a wrinkle, because they usually sit on vibration isolators to keep their running vibration out of the structure. A spring isolator is soft by design, the opposite of what a seismic anchor wants, so the isolated genset needs seismic snubbers or restrained spring isolators that allow the normal vibration but catch the machine in a quake. An isolated generator with no seismic restraint will move far enough to break its own fuel and exhaust connections, and a generator that cannot get fuel is not a generator.

This is the same isolation-plus-restraint problem the next section covers in general. For the genset specifics, the equipment supplier's seismic certification and the engineer's anchorage control, and the fuel system's flexible connections get their own attention so the line survives the relative movement.

Seismic bracing for pipe, duct, conduit, and tray

The distribution that crosses a data center, the chilled-water and condenser pipe, the ductwork, the cable tray, and the larger conduit, all need seismic bracing in the categories that trigger it, because a broken pipe over the white space or a fallen tray full of fiber takes the load down without touching a single cabinet. Bracing keeps these runs from swinging far enough to break at a joint, a hanger, or a connection.

Two brace types do the work. Transverse braces resist force across the run and are commonly spaced on the order of 40 ft. Longitudinal braces resist force along the run and are commonly spaced on the order of 80 ft, often about twice the transverse spacing. Those spacings are typical figures from the bracing standards and the manufacturer's tables, and the actual layout depends on the size, weight, and contents of the run, so the engineer or the bracing supplier sets the real numbers. Duct usually gets braced above a cross-sectional area threshold, and small high runs close to the structure above can be exempt.

The governing references are MSS SP-127 for piping seismic bracing and SMACNA for duct, with ASCE 7 Chapter 13 behind both, and OSHPD-style listings for pre-engineered systems where the project calls for them. Pre-engineered bracing from the usual suppliers is accepted when it is installed inside its listed capacities and spacings. The detail is by topic, and the standard plus the engineer control it.

What is a seismic snubber?

A seismic snubber is a restraint that lets a piece of vibration-isolated equipment move normally during operation but catches it in an earthquake before it can travel far enough to do damage. It is the answer to a real conflict: vibration isolation wants the equipment soft and free to move, while seismic design wants it held tight, and the snubber bridges the two.

A lot of data center equipment sits on spring or pad isolators to keep running vibration out of the structure, the pumps, the chillers, the CRAH fans, the gensets. A bare spring isolator gives the equipment almost no seismic restraint, so in a quake the machine bounces and slides on its springs until it shears the springs or breaks its own connections. The fix is either a snubber that brackets the equipment with a gap and an elastomer pad, or a restrained spring isolator that builds the seismic stop into the spring housing.

This is one of the most common and most expensive things missed in the field. Crews set the isolated equipment, hook it up, and never install or never adjust the snubbers, so the isolation works fine for years and the seismic restraint that was paid for does nothing. Isolated equipment without working seismic restraint is unrestrained equipment. Set the snubber gaps to the design and verify them, because a snubber bolted up tight kills the isolation and a snubber left loose kills the restraint.

Flexible connections at the equipment

Where a rigid service line meets a piece of equipment that can move, the connection needs flexibility, or the relative movement in a quake breaks it. Pipe into an isolated pump, fuel and exhaust into a genset, conduit into anything on isolators or on the far side of a seismic joint, all of it sees the equipment move one way and the structure move another, and a hard connection concentrates that movement at the weakest fitting.

Flexible connectors, braided hose, flexible conduit fittings, and seismic expansion joints absorb the movement so the line stays intact. The size of the gap and the length of the flexible section come from the expected relative displacement, which the engineer calculates, so a generic short flex on a connection that has to take inches of movement is not enough.

This matters most across a seismic separation and at base-isolated or vibration-isolated equipment, where the relative movement is largest by design. The detail is by topic. The principle is simple and the field forgets it anyway: the equipment can be perfectly anchored and still fail at the service connection if the line cannot take the movement.

Seismic certification of the equipment

For Ip 1.5 equipment that has to function after the quake, the code can require the equipment itself to be seismically certified, which is a separate thing from anchoring it well. Certification proves the unit will keep operating through a defined level of shaking, by shake-table test, by analysis, or by a combination, documented by a licensed engineer. A well-anchored cabinet that shakes itself dark inside is anchored, not certified.

The recognized path many projects reference is the OSHPD program, now run by California's HCAI, which preapproves special seismic certification under the OSP listing, and the shake-table acceptance criteria in ICC-ES AC156. The AC156 criteria are explicit that both structural integrity and function have to be maintained, the unit stays together and it still works after the test, which is the physical meaning of Ip 1.5. Equipment that carries an OSP or equivalent certification has already cleared that bar.

Certification is project-driven and equipment-specific, so confirm what the specification actually requires before assuming a unit needs it or assuming it does not. For energized, motorized equipment like generators and pumps, the certification path is commonly shake-table testing, because analysis alone does not prove the thing still runs. The certification and its listing control, and the engineer of record ties it to the project's Ip and SDC.

Special inspection of the seismic work

The IBC requires special inspection of seismic anchorage and bracing in the higher seismic design categories, which means an independent inspector verifies the installed work against the approved design and documents it. This is not the building inspector's general pass. It is a specific, ongoing inspection of the seismic items by a qualified special inspector, and it is a condition of the permit, not an optional QC step.

What the inspector checks is concrete. The anchor type and size against the design. The embedment and the edge distance. The torque on the anchors. The brace locations and spacings against the layout. The snubber gaps and the isolator restraints. For post-installed anchors, the inspector confirms they are the qualified product installed per the ESR, including hole cleaning on adhesives. Missing or wrong anchors found at this stage are a fix. Found after turnover, they are a liability.

Plan the inspection into the schedule, because the seismic items get covered up fast. Anchors disappear under set equipment, braces get hidden above ceilings and floors, and an inspector cannot sign for what is already buried. The record the special inspector produces is part of the project's closeout, and an owner accepting a seismic facility should expect to see it.

Seismic calculations, submittals, and the design path

The seismic anchorage and bracing usually come into a project as a deferred submittal, designed after the main permit by the supplier or a specialty engineer and reviewed by the engineer of record before installation. The contractor's seismic package carries the calculations, the anchor selections, the brace layouts, and the equipment certifications, all tied to the project's seismic design category and the Ip values the engineer assigned.

This split is where things fall through. The base building drawings show the equipment and the structure, but the anchorage detail is somebody else's submittal that has to land before the gear is set, and on a fast data center schedule that submittal is often late. The fix is to treat the seismic package as a long-lead item, the same as the equipment it restrains, and to confirm early who is the engineer of record for the anchorage, because in a deferred submittal that responsibility is explicit and it cannot be nobody.

The values, the equation, the factors, and the section numbers all belong to ASCE 7 and the structural engineer of record. This guide names the drivers and the framework. The numbers on the stamped submittal are the ones that govern, and the adopted code edition and local amendments sit behind them.

Low-seismic regions still carry a requirement

It is a mistake to think seismic anchoring is a California and Pacific Northwest problem only. The high-seismic regions drive the heaviest detail and the most certification, but the code assigns a seismic design category almost everywhere, and most of the central and eastern United States carries enough seismic demand that some anchoring requirement applies. The detail is lighter, not absent.

Data centers make this sharper than ordinary buildings, because they get built in low-seismic regions all the time for power, land, and connectivity reasons, and the owner still wants the equipment to survive a rare event. A facility in a quiet seismic zone may carry a modest code requirement and a stricter owner specification on top, and the specification is what governs where it is tighter.

The honest read: confirm the site's seismic design category from the code and the geotechnical data, then design to it. Do not assume a low-seismic site means no anchoring, and do not assume a code-minimum detail satisfies an owner who specified more. The adopted edition and the project documents control, and they vary by jurisdiction.

Why the function bar, not just the attachment bar

The reason a data center treats seismic anchoring as more than life safety comes back to Ip 1.5 and the word function. Ordinary building equipment passes the seismic test if it stays put and does not hurt anyone. Data center critical equipment passes only if it still works when the shaking stops, because the whole value of the facility is the load staying up.

That changes what good looks like. A cooling plant that survives the quake structurally but trips offline has failed the data center even though it passed the life-safety bar. A UPS that stays bolted down but drops its output has failed. The design target is a facility that rides through the event and keeps computing, which is why the certified equipment, the calculated anchorage, the braced distribution, and the working snubbers all have to come together, not pick one.

This is also the cleanest way to explain the cost to an owner. The seismic scope is not insurance against the building falling down. It is insurance against the load going dark in an event the site will eventually see, and for a facility whose reason to exist is uptime, that is the return on the detail.

Cost, coordination, and the heavier AI racks

Seismic anchoring and bracing is a real line in the budget and a real coordination problem, and the projects that handle it well price it and plan it early instead of discovering it in the field. The cost sits in the certified equipment, the calculated anchors, the bracing materials, the specialty engineering, and the special inspection, and the coordination sits in getting the deferred submittal done before the gear is set and the braces in before the ceilings and floors close.

The trade coordination is where it bites. The mechanical, electrical, and fire-protection runs all need bracing in the same overhead space, the structural anchors land in the same slab the floor and the racks use, and the special inspector has to see all of it before it is covered. Sequence that wrong and the bracing fights the ductwork, or the anchors miss the inspection window.

The timely angle is the racks themselves. AI and high-density compute have pushed cabinet weights well past the old assumptions, and a heavier rack means a larger seismic force at the base and a harder overturning problem, so the anchorage that suited a 1,500 lb cabinet does not automatically suit a 3,000 lb one. As rack weights climb, the seismic design has to be checked against the real loaded weight, not a legacy number, and the heaviest rows may be the ones that push toward seismic-rated cabinets or isolation.

What to document

The seismic record is what an owner, an inspector, or the next engineer reads to confirm the facility was actually built to the design. Capture the seismic design category and the Ip assigned to each equipment class, the anchor types and sizes with their ESR numbers, the embedment and edge distances, the torque values, the brace layouts and spacings, the snubber gaps, the equipment certifications, and the special inspection reports. Tie each item to the equipment it restrains.

If an anchor or a detail was changed in the field, record what changed and who approved it, because a deferred submittal revised on site and never documented is a hole in the record that surfaces at the worst time.

Common mistakes

• Treating data center critical equipment as Ip 1.0 so it stays attached but is never proven to function after the quake.
• Leaving racks and gear unanchored, or anchoring a rack to the access floor instead of through to the slab.
• Setting vibration-isolated equipment on bare springs with no seismic snubbers or restrained isolators.
• Using post-installed anchors that are not seismic-qualified, or setting them with too little embedment or edge distance.
• Bracing the racks but leaving the chilled-water pipe, duct, and cable tray over the white space unbraced.
• Skipping the special inspection, or burying the anchors and braces before the inspector can see them.
• Assuming a low-seismic site means no anchoring requirement, when the code still assigns a category and the owner spec may be stricter.
• Sizing anchorage to a legacy rack weight when the loaded AI cabinet is far heavier than the old number.

Field checklist

Standards and references

The framework is the IBC pointing to ASCE 7, with the nonstructural component rules in ASCE 7 Chapter 13. That chapter sets the component importance factor Ip, the seismic design force Fp, and the requirements for anchorage and bracing. The values, the equation, and the section numbers shift between editions, so confirm them against the adopted edition and the structural engineer of record before citing them on a submittal.

Anchoring to concrete is governed by ACI 318, with the anchor design rules in Chapter 17, and post-installed anchors carry an ICC-ES evaluation report, the ESR, that states their seismic and cracked-concrete qualification and the embedment and edge distances behind their capacities. Seismic bracing of distribution references MSS SP-127 for piping and SMACNA for duct, with ASCE 7 Chapter 13 behind both. Equipment seismic certification commonly references the OSHPD, now HCAI, OSP program and the shake-table acceptance criteria of ICC-ES AC156. Fire-protection piping carries its own seismic bracing rules under NFPA 13.

The engineer of record assigns the Ip values, runs the Fp forces, and stamps the anchorage and bracing design. The manufacturer's listing and ESR control the products, and the project specification can be stricter than the code. Cite the standard that controls the point, hedge the Ip values, the forces, and the section numbers to ASCE 7 and the engineer of record, and let the project documents and the adopted edition govern.

Units, terms, and conversions

Seismic work mixes structural and MEP language, so the same idea reads differently across the structural drawings, the equipment cut sheets, and the bracing submittal.

Weight shows up in pounds on the equipment sheets and the rack ratings and in kilograms on metric documents, where 1,000 lb is about 454 kg. Forces are pounds or kips in United States practice and kilonewtons in metric, where 1 kip is about 4.45 kN. Anchor embedment and edge distance are inches on the ESR and the detail, with 1 in equal to 25.4 mm. The seismic design force Fp and the importance factor Ip are dimensionless inputs to the design and come from ASCE 7.

Ip

Component importance factor in ASCE 7, commonly 1.0 or 1.5, where 1.5 means the equipment must function after the quake

Fp

The seismic design force on a nonstructural component, calculated by the engineer per ASCE 7 Chapter 13

SDC

Seismic design category, assigned by the code from the site hazard and risk category, setting how heavy the detail gets

SEOR

Structural engineer of record, who assigns Ip, runs Fp, and stamps the anchorage and bracing design

ESR

ICC-ES evaluation report stating a post-installed anchor's seismic and cracked-concrete qualification and its capacities

OSP

OSHPD, now HCAI, special seismic certification preapproval listing for qualified equipment

Snubber

A restraint that allows normal vibration but catches isolated equipment in a quake

Operating weight

The equipment weight full and running, the weight that drives the seismic force

Related tools

Calculators and readiness checks for this work

Compare your options

FAQ

People also ask

• What is white space in a data center?
• What load rating does a data center raised floor need?
• Cast-in vs post-installed anchors: which should I use?
• What is data center decommissioning?
• What is rack-and-stack in a data center?