---
title: "Citicorp Center engineering crisis"
chunk: 1/4
source: "https://en.wikipedia.org/wiki/Citicorp_Center_engineering_crisis"
category: "reference"
tags: "science, encyclopedia"
date_saved: "2026-05-05T04:22:37.754740+00:00"
instance: "kb-cron"
---

In July 1978, a possible structural flaw was discovered in Citicorp Center (now Citigroup Center), a skyscraper that had recently been completed in New York City.  After investigations from a number of third parties, the building was found to be in danger of possible collapse due to its design; workers surreptitiously made repairs over the next few months, avoiding disaster. The building's structural engineer, William LeMessurier, incorporated numerous unconventional features into the design. Among these are a raised base supported by four offset stilts, diagonal bracing to absorb wind loads from upper stories, and a tuned mass damper on the roof. It was the first building that used active mechanical elements (the tuned mass damper) for stabilization. 
Concerned about "quartering winds" directed diagonally toward the corners of the building, Princeton University undergraduate student Diane Hartley investigated the structural integrity of the building and found it wanting. Nearly simultaneously, an architecture student at New Jersey Institute of Technology (NJIT) named Lee DeCarolis chose the building as the topic for a report assignment in his freshman class on the basic concepts of structural engineering. John Zoldos of NJIT expressed reservations to DeCarolis about the building's structure, and DeCarolis contacted LeMessurier, relaying what his professor had said. LeMessurier had also become aware that during the construction of the building, changes had been made to his design without his approval, and he reviewed the calculations of the building's stress parameters and the results of wind tunnel experiments. He concluded there was a problem. Worried that a high wind could cause the building to collapse, LeMessurier directed that the building be reinforced.
The reinforcements were done at night while the offices in the building were open for regular operation during the day. The concern was for the integrity of the building structure in high wind conditions. Estimates at the time suggested that if the mass damper was disabled by a power failure, the building could be toppled by a 70-mile-per-hour (110 km/h) quartering wind, with possibly many people killed as a result. The reinforcement effort was kept secret until 1995. The tuned mass damper has a major effect on the stability of the structure, so an emergency backup generator was installed and extra staff was assigned to ensure that it would keep working reliably during the structural reinforcement.
The city had plans to evacuate the Citicorp Center and other surrounding buildings if high winds did occur. Hurricane Ella did threaten New York during the retrofitting, but it changed course before arriving. Ultimately, the retrofitting may not have been necessary. A NIST reassessment using modern technology later determined that the quartering wind loads were not the threat that LeMessurier and Hartley had thought. They recommended a reevaluation of the original building design to determine if the retrofitting had really been warranted.

== Background ==

The Citigroup Center, originally known as Citicorp Center, is a 59-story skyscraper at 601 Lexington Avenue in the Midtown Manhattan neighborhood of New York City. It was designed by architect Hugh Stubbins as the headquarters for First National City Bank (later Citibank), along with associate architect Emery Roth & Sons. LeMessurier Associates and James Ruderman were the structural engineers, and Bethlehem Steel was the steel subcontractor. The building was dedicated on October 12, 1977. 
As part of Citicorp Center's construction, a new building for the site's previous occupant, St. Peter's Lutheran Church, was erected at the site's northwest corner; by agreement, it was supposed to be separate from the main tower. To avoid the church, the tower is supported by four stilts positioned underneath the centers of each of the tower's edges. (Early plans called for the supports to be placed under the tower's corners, but the agreement with the church prevented that.) To allow this design to work, Bill LeMessurier specified that load-bearing braces in the form of inverted chevrons be stacked above the stilts inside each face of the building. These braces are designed to distribute tension loads created by the wind from the upper stories down to the stilts.
The long, multi-story diagonal braces had to be fabricated in sections and assembled on-site, requiring five joints in each brace. LeMessurier's original design for the chevron load braces used welded joints. To save money, Bethlehem Steel proposed changing the construction plans to use bolted joints, a design modification accepted by LeMessurier's office but unknown to the engineer himself until later.
For his original design, LeMessurier focused primarily on the wind load on the building when the wind blew perpendicularly against the side of the building. Although he had initially studied winds from various directions, he had concluded that quartering winds were not the critical case, and came to rely primarily on the calculations for perpendicular winds. Perpendicular winds were the only calculations required by New York City building code. Such winds are normally the worst case, and typically a structural system capable of handling them can easily cope with wind from any other angle.