Worcester Steel Erectors, Inc.
Formwork violations reversed
Apply this precedent to your situation
This is citable Commission precedent from 1993, and it may have been appealed since. Ezel checks how it stands today and answers your situation, with citations.
Plain-English summary
A metal deck collapsed during construction at Worcester Polytechnic Institute, and several employees fell 42 feet. OSHA cited Worcester Steel for four alleged deviations from the deck manufacturer's specifications under a formwork performance standard. The Commission found that Worcester Steel reasonably anticipated a first concrete pour followed by curing before a second layer was added, not both layers on the same day. The evidence showed that the deck could support the anticipated first pour despite reversed panel overlaps and missing screw fasteners. The Commission held that the cited standard required proof that the formwork could not support the reasonably anticipated load and did not create an automatic violation whenever an employer departed from manufacturer specifications. It reversed the judge's decision on the formwork citation.
Decision snapshot
- Cited standard(s): 29 C.F.R. § 1926.703(a)(1)
- Outcome: The formwork violations were reversed because the Secretary did not prove that the decking was incapable of supporting the reasonably anticipated load.
- Key point: Under a performance standard, deviations from manufacturer specifications are not enough by themselves; the Secretary must prove that the formwork lacked the required load-bearing capacity.
Full text (OSHRC public release)
UNITED STATES OF AMERICA
OCCUPATIONAL SAFETY AND HEALTH REVIEW COMMISSION
One Lafayette Centre
1120 20th Street, N.W. - 9th Floor
Washington, DC 20036-3419
c
FAX:
COM (202) 6o64Eo
Fl-s (202) 606-so50
.
.
..
SECRETARY OF LABOR,
Complainant,
..
v. : OSHRC Docket No. 89-1206
.
WORCESTER STEEL ERECTORS, INC., I
Respondent.
DECISION
BEFORE: FOULKE, Chairman; MONTOYA, Commissioner.
BY THE COMMISSION:
This case involves a floor collapse in a multi-story building under construction during
winter 1988-89 at the Worcester Polytechnic Institute in Worcester, Massachusetts. See also
Simpsopson,
Gumpen & Heger, Inc., 15 BNA OSHC 1851, 1992 CCH OSHD li 29,828 (No.
89-1300, 1992) (citation for same floor collapse), a-d, No. 92-2237 (1st Cir. Aug. 20, 1993).
The metal decking for the floor successfully supported a 4+inch layer of poured concrete
for several hours, until a second 3-inch layer was poured on the same day (December 13,
1988). Under the weight of the 7+inch load of uncured concrete (along with a 3-inch layer
of insulation) and a work crew, one end of the metal decking slipped off the angle iron, to -
which it had been welded, and swung down like a trapdoor. Several employees standing on
the decking fell to the ground, 42 feet below.
A compliance officer from the Occupational Safety and Health Administration
(“OSHA”), of the United States Department of Labor, came to the worksite to investigate
the accident and, as a consequence, the Secretary of Labor (“the Secretary”) issued a four-
item willful citation to Worcester Steel Erectors, Inc. (“Worcester Steel” or “the company”),
the subcontractor that erected the metal decking. The four citation items all alleged
2 .
noncompliance with 29 C.F.R. 0 1926.703(a)(l), an OSHA standard for construction, which
states the following performance requirement at issue in this case:
Formwork shall be designed, fabricated, erected, supported, braced and
maintained so that it will be capable of supporting without failure all vertical
and lateral loads that may reasonably be anticipated to be applied to the
formwork.
Each of the four citation items described a specific deviation from manufacturer’s specifi-
cations for erecting the metal decking and alleged that Worcester Steel’s failure to adhere
to sDecifications rendered the decking incapable of supporting
V A AA v
all reasonablv d
anticipated
A
loads . Worcester Steel contested the citation, and the case came before Administrative Law
Judge Richard DeBenedetto for a hearing.
Judge DeBenedetto found two deviations from specifications, not four, and found that
the two deviations from. specifications did not affect the decking’s capacity to carry the
reasonably anticipated loads; most significantly, he found that Worcester Steel had
reasonably anticipated two pours of concrete, sufficiently separated in time to allow for the
first layer to cure and provide extra support for the second layer. Nevertheless, Judge
DeBenedetto affirmed the citation on the legal basis that an employer who deviates from
manufacturer’s specifications without permission cannot claim that the decking met the cited
standard’s performance requirement. _
I. BACKGROUND
In addition to Worcester Steel, there were at least three other companies at work on
the project. Francis Harvey & Sons, Inc. (“Harvey”), was the general contractor at the
construction site. D & M Concrete Company (“D & M”) was the concrete subcontractor.
Simpson, Gumpertz & Heger (“SGH”), an engineering company, had a contract with the
architect to provide design and structural engineering consulting services. Also, Epic Deck
Company (“Epic”) was the manufacturer of the metal decking, sold under the trade name
“Epicore,” a 22.gauge metal decking specified by the architect to be used throughout the
building.
A, The Structure and the Collapse
The multi-story building contained’most of its 70,000 square feet of space in a central
block. Atop one side of the building was a narrow multi-story atrium structure. It overhung
3
the building entrance and was supported by columns surrounding the entrance stairway. The
story or floor on which the collapse occurred contained 30,000 square feet in the central
block and another 224 square feet in an “atrium.” The atrium was 14 feet across (“the
width”) by 16 feet deep (“the length”), and 42 feet above the ground; the underside of its
floor rested upon the columns and was exposed to the open air. The atrium floor had to
be insulated, therefore, and was thicker than the floors inside the central block of the
building. Inside, each floor was 4% inches thick, but the atrium floor was 104 inches thick
(consisting of the 4+inch layer of concrete, the 3-inch layer of insulation, and the other 3-
inch layer of concrete).
In the central block of the building, the Epicore decking could be laid upon the top
flanges of the I-beams that formed the structural steel framework of the building. In the
atrium, however, the decking had to be recessed below the top flanges in order to
accommodate the greater depth of the floor. Worcester Steel recessed the decking by laying
it upon angle irons attached to the “web” of each I-beam (an I-beam’s main post). Across
the center of the atrium, Worcester Steel also installed a recessed I-beam (“center beam”),
apparently having a shorter web, to provide further support for the decking.
Each sheet of the Epicore decking was 2 feet wide and 15 feet, 10 inches long. In
the atrium, the sheets were laid side by side, with the side edges overlapping, along the
atrium’s 140foot width. They projected outward from the central block of the building across
the atrium’s 16,foot length perpendicular to the I-beam at the perimeter of the building’s
central block (I-beam designated “B” throughout the record). When the collapse occurred,
half of each sheet gave way at the B beam; the sheets buckled and bent downward along the
center beam, and the welds that had been holding the decking sheets to the B beam gave
way, along the edge of the central block of the building. That is, the decking fell off the B
beam. There was some buckling in the other half of the atrium also, between the center
beam and the parallel I-beam that formed the outside edge of the atrium (designated “A”
throughout the record). The half of the atrium floor between the center beam and the A
beam did not &lapse.
Subsequent investigation revealed that up to an extra M-inch of concrete had been
poured onto the atrium deck, for a total of 9% inches of concrete (or a 12%&b, including
4
the 3 inches of insulation). How this extra l!&inch came to be poured was never entirely
explained, although several witnesses, including Worcester Steel’s expert witness and SGH’s
structural engineer for the construction site, posited that the cause was a downward bending
of the decking sheets under the weight of the two layers of concrete.
B. Deviations firn Epicore Specifications
At issue on review are the two deviations from specifications that Judge DeBenedetto
found. The side edges of the Epicore decking sheets were shaped like inverted J’s, each
curving outward so that the edges of the sheets could overlap each other. There was an
abbreviated (“short”) J-curve projecting outward on one side of each sheet and a full
(“long”) J-curve projecting outward from 1the other side. Epic’s specifications showed that
the short J-curves were supposed to have been lapped over the lone J-curves (“short over
b
I
u \
long”), not the other way around (“long over short’!). Also, Epic’s specifications called for
a total of four tech screws in the overlapped edges, two screws on each side of the center
beam.
C. The Anticipated Amount of Concrete
The judge’s finding that Worcester Steel only anticipated that the 4+inch layer of
concrete was to be poured on one day and not the second 3-inch layer is supported by a
preponderance of the evidence, as we will briefly show. The Secretary no longer seriously
disputes this fact, for he states in his review brief that “it appears that a ‘curing,’ or
hardening, period was intended to come between the pouring of the two layers of concrete
on the atrium floor.”
A significant piece of evidence is Epic’s specifications. They expressly allow 44 inches
of concrete to be poured onto an unshored 7-foot, g-inch span of Epicore decking, which
is just slightly more than the unsupported distance between the B beam and the center beam
(as well as between the A beam and the center beam, but hereafter we will refer to the B
beam, only). The specifications do not allow 74 inches of concrete to be poured onto an
unshored 7-foot, g-inch span. In fact, the specifications indicate that if the concrete depth
is 6$ inches (the greatest depth mentioned on the table included in the specifications), the
permissible unsupported span is only 6 feet, 8 inches. Thus, the table establishes that
Worcester Steel’s decking met the explicit requirements for 44 inches of concrete. The
5
Secretary’s expert, Theron 2011~ Chastain, emphasized in his testimony that the Epicore
specifications were explicit about requiring shoring if more concrete was to be poured.
The compliance officer, Walter J. Cienaski, Jr., testified that he regarded Epic’s
shoring specifications as proof that Worcester Steel knew that its decking was inadequate
to carry the 71 inches of concrete that was poured. However, Cienaski never accepted that
Worcester Steel could in good faith have planned for a concrete layer that is acceptable
under Epic’s specifications--a 4 t-inch layer.’ Because we conclude that the record as a
whole demonstrates the assumption underlying Cienaski’s opinion testimony to be false, we
therefore discount that testimony.
Worcester Steel’s foreman, Robert Stukowski, testified that deciding how to pour the
concrete “wasn’t . . . my business,” and that he “presumed” there would be two pours
because Harvey’s superintendent, Dwight “Butch” Mitchell, had told him so. Mitchell
denied having talked with Stukowski about pouring the concrete, and he claimed in his
testimony that he “had always intended on one pour, I think,” so that there would not be
a seam between the atrium floor and the main building floor.2 But Paul Kelley, who was
SGH’s structural engineer and senior project manager on the job, testified that he and the
architect had contemplated two pours on different days. Therefore, according to his
testimonv. even though he had authority to plan for shoring wherever he determined a need
for it, he had not seen any need to plan for shoring under the 7-foot, B-inch span of Epicore
decking between the B beam and the center beam of the atrium, and he believed that for
the same reason Worcester Steel had not proceeded on its own initiative to install shoring
‘The complianceofficertestified that Harvey had planned to pour both layers of concrete on one day and told
him so during the inspection, and that he understood from the inspection that SGH had always had the same
plan. He stated that he made his own assumption about SGH’s views on the basis of its last-minute agreement
to proceed with Harvey’s plan on the day of the accident, that he never asked Stukowski what he had always
understood to be the plan, and that no one at the construction site ever indicated that there was a plan for
layers on separate days. .
?he compliance officer, too, opined that anyone familiar with pouring concrete floors, including ironworkers,
should have known that, to avoid a seam between the atrium and the main floor, it would be necessary to pour
all the concrete on one day. Cienaski was a mechanical engineer by training and he had once supervised
ironworkers doing “structural steel precast reinforcing rods.” But he himself had never worked as an
ironworker. He testified that he saw “nothing in any document that would lead you to believe that there
should have been anything but a single pour out there on that day.”
6
under that unsupported span, even though the company was responsible for determining
whether or not to install shoring wherever the plans did not call for it.
Kelley further indicated that, inasmuch as it is customary for the general contractor
to review the construction plans that it submits for acceptance, Harvey and Mitchell surely
understood that shoring was not being planned for the atrium and that two separate days
of pours were planned in conformance with the Epicore specifications. Apparently, however,
neither Kelley nor anyone else at SGH ever discussed this two-pour plan with Mitchell or
anyone else at Harvey, and Mitchell never asked Kelley how SGH had envisioned that the
pours could best proceed.
Mitchell’s testimony reveals that the first concrete was actually scheduled to be
poured on the Friday (December 9, 1989) preceding the Tuesday of the collapse
(December 13, 1989), and that Friday’s concrete work was postponed to Monday because
of cold weather. Other witnesses’ testimony reveals that, as it turned out, Tuesday was the
first day that any concrete was poured. Kelley testified specifically that cold weather had
delayed the concrete work.
Also, after Tuesday’s pour of 44 inches of concrete produced an unexpected
downward deflection of the decking in the building’s central block, Mitchell telephoned
Kelley to discuss whether he could safely proceed with two layers in the atrium.3 The
lengthy and late exchange of information that’ took place in that telephone conversation,
viewed in light of the delay because of cold weather, tends to indicate that Mitchell’s plan
for one pour was either a last minute change or his plan alone, not SGH’s. It also tends to
indicate _that either the original plan or SGH’s plan had been for two pours, just as Stukow-
ski’s testimony suggests.
%he record tends to reveal that Kelley was deliberating about whether to pour both layers on the same day,
haying previously planned on doing two separate pours, whereas Mitchell had at some point already
determined to do the whole job on one day and just wanted to make sure that the building’s structure would
hold up under the load. Mitchell asked Kelley, “[what’s your feelings about the thicker slab” in the atrium
and Kelly replied by asking, “[Wjell, how do you plan on pouring it ?” After a step-by-step description of how
Mitchell planned the concrete would be poured on one day, Kelley paused or “thought for a minute” before
okaying the single pour in the atrium area. Kelley was at first opposed to putting fresh concrete onto fresh
concrete because doing so would trap water inside and it would freeze. But, after consideration, he decided
that the extra thickness would just keep the water warmer. Kelley wanted to be sure that the two layers cured
properly, but Mitchell understood his reply to mean that the building’s structure was safe.
7 .
In sum, there is no evidence (1) that any document pertaining to the construction
project specified that both layers of concrete would be poured on one day or (2) that anyone
.
told Worcester Steel to anticipate that both layers would be poured on one day and
therefore to shore the unsupported 7-foot decking span. Only Mitchell and Cienaski thought
that ironworkers would see the aesthetic value of one pour to avoid a seam, see supra note
2 and related text, but neither witness was asked to discuss whether there are other ways to
avoid such a seam. For example, no one considered whether the whole floor, i.e., central
block and atrium, could be poured several days after pouring the extra layer for the bottom
of the atrium floor. Moreover, Stukowski’s uncontradicted and unrefuted testimony
establishes that Worcester does not handle concrete pouring; it merely applies its steel
erection expertise to constructing a competent deck for the concrete subcontractor and any
other contractor who manages the pouring of the-concrete. These two activities must be
coordinated but, generally speaking, it is primarily the general contractor’s responsibility to
coordinate the subcontractors.4 In this case, there is no clear evidence that Harvey
coordinated D & M’s concrete work with the decking being erected by Worcester Steel; in
fact, upon this record it appears that the subcontractors had conflicting ideas of the plan for
doing the concrete work. Worcester Steel evidently adhered to Epic’s specifications
regarding permissible loads on unsupported spans, and there was no evidence that this
course of action was unprofessional and unreasonable in the circumstances. We conclude
that the Secretary has failed to establish by a preponderance of the evidence that Worcester
Steel had actual or constructive awareness of any “load[] that may reasonably be anticipated
to be applied to the formwork” other than the 4% inches of concrete to be poured on one
day .
4See Electric Smith, Inc. v. Secretaly, 666 F.2d 1267, 1273-74 (9th Cir. 1982) (general contractor acts in
supervisory capacity over entire worksite; subcontractors must exercise reasonable diligence); Marshall v.
kiwtson Constr. CO., 566 F.2d 596, 599-600 & 601 (8th Cir. 1977) (general contractor “normally” has
responsibility and ability to supervise subcontractors in fulfilling obligations toward safety of all worksite
employees); Arming-Johnson Co. V. OSHRC, 516 F.2d 1081, 1087 n.13 & 1088 (7th Cir. 1975) (general
contractor controls worksite; subcontractors assume responsibility for portions of work).
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D. The Decking3 Stability for 4% Inches of Concrete
Having found that Worcester Steel had no reason to anticipate that any additional
concrete would be added to the initial pour until it cured, we now consider whether
Worcester Steel’s failure to follow Epic’s specifications for overlapping the J-curved edges
of the Epicore decking sheets and fastening the sheets together with tech screws made the
decking incapable of carrying that load. In finding in the negative, Judge DeBenedetto
relied chiefly on the testimony of Worcester Steel’s expert witness, a structural engineer,
John E. Brennan III. The ultimate point of Brennan’s testimony was that Worcester Steel’s
deviations from specifications could not have affected the capacity of the decking to carry
the load which the company had expected to be applied. Brennan testified as follows:
[The] requirements for the [cited OSHA] standard have been met and proven
by the deck, actually carrying the allowable load with the requisite factor of
safety. Screws, welds, side laps are not issues which effect [sic] the ability to
carry the expected load.
Brennan posited that the collapse resulted from the overload that came into existence when
the whole slab was poured on one day. His theory was that the weight of the 71 inches of
concrete (plus the extra 1% inch that came to be poured) on the center of the decking
caused the J-curved edges of the decking sheets to buckle, as though the top flange of the
center I-beam were being thrust upward into the decking.
Similar testimony came from SGH’s structural engineer Kelley, whose own “basic
conclusion” was that “the deck had failed due to an overloading.” He even testified that,
“even though the deck was overloaded, there are reasons to suspect that maybe it should
have carried that overload, if all of the fasteners were installed properly.” That is, when the ’
concrete slab reached 74 inches plus the extra 1% inch that came to be poured, the load was
“just about at yield” or “just went over yield” --yield being the point at which “the metal
begins to stretch” under the load and “has some permanent deformation.” The yield stress
point is not necessarily the collapse point, this witness testified, unless there are deficiencies
in how the decking was put together, such as that the welds holding the decking sheets to
the beams are unsound.’
‘The judge found no unsoundness established on this record, and the welds are not in issue on review.
9
Kelley believed that, in addition to any unsoundness of those welds, the failure to use
tech screws would have been critical, because these two things “keep the shape from
buckling prematurely,” and make the yield stress point the collapse point. Chastain, the
Secretary’s expert, added his testimony that tech screws perform critical functions,
distributing loads and preventing concrete from becoming wedged between the sheets when
employees walk on them, holding them down. Chastain’s opinion upon direct examination
was that the decking was “unstable,” particularly because of the failure to use tech screws,
and that therefore it could not be presumed capable of sustaining even the first layer of 4+
inches of concrete.
1. Load Calculations
As Chastain’s testimony progressed, however, it became apparent that he agreed with
certain calculations demonstrating that the weight- of 4% inches of concrete did not come
close to constituting an overload on the decking. Chastain essentially testified that the
decking, if properly constructed (with tech screws and so forth), would be capable of carrying
about 50 percent more load than was imposed by pouring the 4% inches of concrete.
The calculations with which Chastain agreed were provided by Cienaski, the
compliance officer. His calculations establish that the load associated with the 44 inches of
concrete did not approach overload. L Cienaski calculated that the load of D & M’s
employees and their tools, i.e., the “construction load,” was 20 pounds per square foot!
Applying other information given by him, we calculate that 4+ inches of concrete, i.e., the
“concrete load,” weighed 57 pounds per square foot.’ Adding the concrete load (57 pounds
per square foot) to the construction load (20 pounds per square foot), we get 77 pounds per
6We have in the conventional manner rounded off any fractions (less than S to the next lower whole number,
.5 or more to the next higher whole number).
7Cienaski estimated, apparently on the basis of accepted source authorities, that concrete weighs 145 to 148
pounds per cubic foot. Using this figure, he calculated that the 4?&inch slab had weighed about 6,428 pounds.
In his testimony he went on to determine the weight of the whole 7%.inch slab that was poured on the day
of the collapse. But from a calculation that he made in the course of this discussion, we can calculate that
the a3/r inches of concrete weighed 57 pounds per square foot. Also, according to Cienaski’s testimony
referring to Epic’s specifications, Epic estimates that 4 inches of concrete weighs 48 pounds per square foot.
This would mean that 1 inch weighs 12 pounds per square foot and 5 inches weighs 60 pounds per square foot;
therefore, a weight of 57 pounds per square foot seems approximately correct for 4% inches of concrete.
10
square foot. Chastain further testified that the yield point of the Epicore decking in the
atrium was 120 pounds per square foot and that a safety factor of 1.6 would be exceeded
if any load exceeded 93 pounds per square foot.8 Thus, on the basis of Chastain’s testimony
we find (and Chastain essentially agreed) that there would have been an allowance of
approximately 16 pounds per square foot even before the safety factor would have been
exceeded by the (Q&inch pour.g
Brennan gave only slightly differing figures. He calculated the concrete load at 55
pounds per square foot and the construction load at 25 pounds per square foot, for a total
of 80 pounds per square foot while the 44 inches of concrete was being poured. This total,
80 pounds per square foot, he termed the “applied load.” What he termed the “allowable
load” of the decking, i.e., “the load which the decking is designed to carry,” he calculated
to be 72 pounds per square foot, and the yield point, or “yield load,” he calculated was 121
pounds per square foot. He testified that the difference between the allowable load and the
yield load is the factor of safety, which he indicated is supposed to be 1.67. Thus, the
difference was 49 pounds per square foot, or 1.67, as required. Because the safety factor
was not exceeded while the 41 inches of concrete was being poured, and because the
performance requirement of the cited OSHA standard had been “met and proven by the
decking[] actually carrying the allowable- load with the requisite factor of safety,” Brennan
believed that the reversed overlapping and the missing tech screws could not have affected
the ability to carry the heaviest load that Worcester Steel reasonably anticipated would be
applied on one day, i.e., one layer of concrete. “The yield loads and the collapse loads
would not be changed by the presence or lack of welds or side laps or side lap fasteners,”
Brennan concluded. Thus, he posited that the collapse resulted from pouring a second layer
on the same day, which overloaded the decking.
8We note that 93 pounds per square foot is approximately 1.6 times 57 pounds per square foot (1.6 x 57 =
91) .
‘We further note that the concrete load and the construction load combined, Le., 77 pounds per square foot,
is 43 pounds per square foot below the yield point of 120 pounds per square foot, the point beyond which a
properly constructed deck would approach collapse, according to this testimony.
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2. Theo&s About why the Deck Collapsed
Brennan believed that the weight of the 7+ inches of concrete plus the extra M-inch
that came to be poured exceeded the yield load during the time that D & M’S employees
had been on the decking, doing the second pour.‘* Brennan concluded that this total
applied load had pressed heavily into the center of the decking at the center beam and had
buckled the J-curves of the decking sheets, finally causing the sheets to slip off the B beam.
A similar opinion was put fonvard during the cross-examination of Chastain, the
Secretary’s expert. When Worcester Steel’s attorney .pointed out that the deck had not
collapsed under the 4+inch load but had stood for about 3% hours until the overload of
concrete was poured, Chastain qualified his earlier testimony upon direct examination that
the decking was unstable because of deviations from specifications, as follows: “I was
describing the condition under the full load, the collapse load.” Worcester Steel’s attorney
explored Chastain’s view of the deck’s stabilitv under the 4+inch load, asking Chastain
loThese are Brennan’s figures for the total applied load:
Constiction Load -- 25.0 pounds per square foot (psf)
Initial Loads -- First Layer of Concrete
Decking a-
2.3 psf
Concrete & Rebar -- 53.0 psf
55.3 psf
Later Loads -- Second Layer of Concrete
Insulation w- 3.0 psf
3 Inches of Concrete -- 36.3 psf
Compensation for Deflection -- 4.5 psf
1% Inches Extra Concrete -- 18.1 psf
61.9 psf
Maximum Total Applied Load 142.2 psf
These figures also show that, even if the second layer had not included the extra 1% inches of concrete and
the compensation for deflection, the total applied load would have amounted to approximately 119 pounds
per square foot, which would have been’ closely approaching the yield point at 121 pounds per square foot.
12 .
whether the deck “deflected because of the method of installation.” Chastain replied, “No,
because of the load.” Chastain further stated that he had “no idea that there would have
been” any problem if the initial 4+inch pour had been allowed to cure to the point of
reaching approximately 75 percent of its compressive strength before more concrete was
poured. He testified that: “The hardened concrete would take care of any of the deficien-
ties in the deck.” Chastain explained that the collapse came about because of the additional
3 inches of concrete that was poured on the same day; that overload caused it to “slip[] off
. the . 0 . B peam] and you had the collapse.”
Chastain added the following about the capacity of the decking to carry the 44 inches
of concrete: .
From what I saw, I would not say it would be capable of it. However, I know
that it did for a while. That was -- that was the -- it held up until they started
putting additional concrete on it. But that doesn’t mean that it was safe.
He then testified that there was a probability that it was unsafe and a probability that it was
safe. Chastain testified that the portion of the deck that did not collapse “was . . . on the
verge of collapse” after the first layer of concrete was poured even though it did not collapse
during the pouring of the second layer of concrete.” Upon further recross-examination,
Chastain ended up testifying that the improperly constructed deck, with . its overlapping
reversed and tech screws missing, could support 41 inches of concrete as long as none of the
decking sheets had been damaged while fitting them into the cramped area of the atrium,
and as long as the decking sheets had proper bearing, i.e., as long as their ends were resting
equally on the A and B beams. It was Chastain’s belief that there had been almost no
“Notwithstanding, upon subsequent redirect examination Chastain maintained that Worcester Steel’s failure
to adhere to specifications unpredictably and incalculably reduced the safety factor of 1.6 (Le., 93 pounds per
square foot) to perhaps 1.1 or less (Le., 63 pounds per square foot or less), such that the decking was on the
verge of collapse even after only 43/r inches of concrete was poured. Cienaski, also, testified that he would
assume instability at that point, because the decking had not been built according to specifications. In his
view, Epic’s specifications that permit 4% inches,of concrete on an unsupported 7-foot, S-inch span assume
that the decking has been put together properly. But if the decking has not been put together properly, there
could be no sound basis for assuming, Cienaski opined, that those specificationscould still apply. In short,
in his view Worcester Steel’s decking was presumptively incapable of supporting the 4%inch load.
13
bearing at the B beam because the decking sheets were not laid evenly, with their ends
evenly resting on the A and B beams.12
Brennan did not believe that the spaces between the J-curves of the decking sheets
had become impacted with concrete because of the lack of screw fasteners or that the cause
of the collapse was merely a lack of adequate bearing at the B beam. He had examined the
wreckage of the decking and had seen that “[i]t [was] a classic uniform collapse of all the
panels at once, within reason.” That is, when the collapse occurred along the B beam, the
ends of the decking sheets fell together:
The panels in the photos show the panels together with the crease, where the
panel bends. You can see the panels are there[;] they didn’t come .apart
where it creased. That proves they did not separate before the failure.
Otherwise, how could you have the panels attached at the crease if they had
separated before the crease had formed?
The calculations upon which Brennan relied in his testimony indicate that the angle irons
onto which the decking sheets were welded were about 3 inches wide. Thus, according to
his calculations, because the decking sheets were only 2 inches shorter than the 16-foot
length of the atrium, they would have had 1 inch of bearing on the angle iron at the B beam
even if they had been jammed up against the angle iron attached to the A beam; they could
not have lacked 1 inch of bearing. Furthermore, according to Brennan’s calculations, if the
J-curved edges of the decking sheets had retained their shape, i.e., if they had not buckled,
they would have stiffened the Sfoot, lo-inch decking sheets sufficiently that the sheets
could not possibly have bent downward enough to slip off their l-inch bearing at the B beam
even if all the sheets had been jammed up against the A beam.
3. Possible Consequences of the Deviations From Specifications
Cienaski believed that the lack of tech screws alone made the decking unsafe because
the sheets remained unattached to each other; consequently, they could bend downward
12Upon redirect examination, Chastain had at first returned to the opinion that he had initially expressedon
direct examination,. This is, he opined that the decking with the reversed overlapping and tech screws missing
was “not sufficient to support 4% inches of concrete.” He held this opinion because “the welds were not
sufficient to hold the deck in place and it could have slipped.” The judge found the welds adequate, however,
and on review their condition is not at issue. 6‘[A]lso, the bearing at the end failed.” Chastain was referring,
of course, to the fact that the decking did finally fall off the B beam.
14
independently of each other and, in response to any load imposed upon one sheet or in
response to any concrete poured heavily on one small area, the sheets could fail to distribute
and carry the load. Cienaski believed that these problems would exist even though, as
.
Stukowski testified, the decking sheets were wedged in so tightly that he had not been able
to shift them. Cienaski also posited that concrete could get wedged between the sheets. He
had not established that this had happened, but during the hearing Chastain referred to
certain photographs in evidence in which he found, as he pointed out, visible instances of
concrete having become wedged between the decking sheets. In another photograph he also
saw a buckling of the J-curved edges of the decking sheets, a condition which had been
visible to him during his examination of the collapsed portion of the decking during his post-
accident investigation.
Brennan submitted that a main reason for using tech screws is to improve the appear-
ance of the decking, if it is going to be visible from below in the finished structure. He
agreed with the other witnesses, however, that tech screws also allow loads to be distributed
over the whole deck, prevent the sheets from moving, and prevent concrete from leaking
between sheets. When he examined the wreckage, he noticed no leakage, and in a
photograph of the portion of the decking that did not collapse he noticed no leakage. Also,
he observed that there was no separation between the wrecked decking sheets, which he
believed to be proof that they had not separated either while they were slipping off the B
beam or while the heavy load of concrete was being poured.
According to Cienaski, the reversed overlapping could have hindered Worcester Steel
from attaching the sheets to each other. When a short J-curve is lapped over a long J-cume,
as the Epic Deck Company specifies, the employee installing the tech screws can still see
both edges of the sheets and therefore can know that he is pushing the screw through both
sheets. When lapped long over short, however, the long J-curves hide the short ones such
that, according to Cienaski, the tech screws coming through from the top sheets might miss
the bottom sheets, either partly or entirely, and fail to make secure contacts between them.
Chastain said the same thing. Stukowski testified, however, that he had reversed the
overlapping of similar decking on other occasions, that reversed overlapping did not make
15
decking unsafe, and that when he put in tech screws he was able to know he had contacted
both edges by the way the drill “grabbed.”
Cienaski also posited that Stukowski might have damaged the sheets while installing
them, since the atrium area was such a tight fit for the seven decking sheets. Cienaski did
not have any evidence to support this supposition, however, nor did any other witness.
Chastain posited that the sheets would have had to be bent to get them in. But Chastain
later described how the sheets could have been installed without being bent. And Stukowski
followed up by testifying, upon being recalled as a witness, that he had put the sheets in
without bending them.
II. ANAL4YSIS
As the foregoing indicates, the two major factual issues presented by the standard are
(1) what was the load that “may reasonably be anticipated” and (2) whether the deck was
:
“capable of supporting [it] without failure.”
A. The Judge% Decision
Judge DeBenedetto found against the Secretary on these issues. He found that
Worcester Steel did reasonably anticipate a pour of no more than 44 inches for one day and
that the decking was capable of carrying that limited load despite two deviations from speci-
fications, i.e.9 reversed overlapping and missing tech screws.
Despite these strong factual findings, however, Judge DeBenedetto went on to hold
Worcester Steel in violation. The judge reasoned that, because the cited standard appears
at the head of standards that set forth detailed specifications for formwork, the cited stan-
dard must not be interpreted and applied literally and without reference to an employer’s
noncompliance with the pertinent manufacturer’s specifications. “[ J]ob specifications are a
vital part of the general conditions of a contract for construction,” and “no contractor or
subcontractor may be permitted to deviate from the specifications without [the] approval of
the appropriate party under the terms of the contract[;] otherwise, the results could be
catastrophic.” The judge noted that Chastain testified, “in substance, that failure to follow
the specifications undermines the integrity of the floor deck and introduces some uncertainty
to the process of analyzing the load capacity” of any decking. “Such a path would inevitably
lead to the realm of happenstance, and away from the goal of preventing accidents.” In
16
Judge DeBenedetto’s view, “It would frustrate the OSH Act’s basic purpose of achieving
safety in the workplace to permit an employer to challenge the Secretary’s enforcement of
the [cited] standard by showing at a hearing, through the testimony of an expert witness, that
the floor deck was capable of supporting the anticipated load without regard to the
specifications.” The judge reasoned that “to accept such a view would reduce the
[formwork] standard[s] . . . to many unnecessary words and phrases.” Therefore, the judge
concluded that “[i]t seems quite reasonable and appropriate for the Secretary to require that
an employer who engages in the erection of formwork or floor decking do so under the
restraints of existing specifications, unless the employer has received approval by the appro-
priate party under the terms of the construction contract to deviate from the specifications.”
On this basis, the judge affirmed the two citation items regarding overlapping and tech
screws.
B. The Arguments of the Parties
Certain facts are conceded. Worcester Steel concedes that the overlaps were re-
versed and tech screws not used. The Secretary concedes that several days were supposed
to lapse between pours of concrete. Both parties argue, however, the one outstanding issue
of fact, i.e., whether, in view of the deviations from specifications, the decking was capable
of carrying the 4+inch layer of concrete, and the one issue of law, i.e., whether the cited
standard is susceptible of what amounts to, on the facts of this case as found by the judge,
a presumption of noncompliance where an employer deviated from manufacturer’s
specifications.
- Wonester Steel
Worcester Steel argues that Judge DeBenedetto’s factual findings are well supported,by undisputed testimony and by the sense of the record as a whole. The company further
argues that the cited standard only establishes a performance level that must be achieved,
and that nothing in the standard requires compliance with a particular manufacturer’s17 .
specification unless it is essential to meeting the performance level. Worcester Steel
emphasizes that there can be no liability for omissions that cause no harm.13
.
- The Secretary
The Secretary argues that Worcester Steel misunderstands the gravamen of theviolation:
The OSHA violation was Worcester’s unilateral disregard of the project
specifications in areas where the deviations could reduce the safety and
reliability of the steel decking. Accordingly, the fact that the reverse lapping
and the absence of tech screws may not have been the “proximate cause” of
the actual accident is not dispositive, and indeed is scarcely relevant, to the
violation showing.
The Secretary points to Chastain’s testimony that the deviations from specifications
incalculably reduced the dependability of the decking. See ~ZJ+~ZJ
note 11. The Secretary also
points to Brennan’s testimony indicating that the decking’s capacity was exceeded even
during the first pour of 4+ inches of concrete; that is, the allowable load, which Brennan
figured was 72 pounds per square foot, was a full 8 pounds per square foot less than his
figure for the construction load and concrete load, 80 pounds per square foot.
Worcester deals with this excess [of construction load and concrete load
over allowable load] by stating that it was well within the “margin of safety[“;]
that is, the anticipated 800pound [per square foot] load was well below the
120.pound [per square foot] failure point[, Le., the yield load]. However, it is
not known precisely to what extent the reverse lapping and omission of screw
fasteners reduced the load-bearing capacity of the decking. However, it is
known--and the judge credited expert testimony to this effect--that the
deviations diminished the structural integrity of the decking.
13Worcester Steel makes the argument that “there is no evidence that the [cited] standard applies to the cited
conditions.” By this, the company means that, if the gravamen of the Secretary’s case is something
approaching strict liability for unapproved deviations from manufacturer’s specifications, then this approach
turns the cited performance standard, pertaining only to capacity to carry expected loads, into a specifications
standard, pertaining to approval for deviations. Yet the undisputed evidence in this case is, Worcester Steel
emphasizes, that “[h]ad the first pour been left undisturbed[,] . . . there is nothing . . . to suggest that there
would have been any problem nor that the formwork standard was violated.” Thus, Worcester Steel also
points out, because the cited standard does plainly make the actual performance of the deck not only relevant
to but the crux of the case, and because the Secretary has the burden to prove that the decking’s performance
was actually deficient for its reasonably anticipated load, the company is fully justified in focussing attention
on, as part of rebuttal, the actual cause of the accident.
18
The Secretary agrees with Judge DeBenedetto that compliance with manufacturer’s specifi-
cations is vital, and that no subcontractor should be peimitted to make unapproved,
untested, and inexpert deviations from them.14
C. Resolution
In reviewing an administrative law judge’s decision, we determine whether a
preponderance of the evidence supports the factual findings. E.g., Ultimate Distib. Sys., Inc.,
10 BNA OSHC 1568, 1570, 1982 CCH OSHD ll 26,011, p. 32,653 (NO. 79-1269, 1982). In
this case, having carefully studied and weighed the pertinent evidence, we find that a prepon-
derance of the evidence does support Judge DeBenedetto’s findings against the Secretary.
That is, although the Secretary made some small attempt to establish a known or
ascertainable plan to pour both layers of concrete on one day, a preponderance of the
evidence establishes that the heaviest load that Worcester Steel reasonably anticipated upon
the decking on one day was a single layer of 41 inches of concrete with reinforcement bars,
as well as D & M’s employees and their equipment. Furthermore, although the Secretary
adduced some testimony as to how the particular deviations from manufacturer’s
specifications could have weakened the decking, a preponderance of the evidence establishes
that, as constructed, it was capable of supporting the reasonably anticipated load without
failure. As did the judge, we rely on 3rennan’s testimony. W-e find it persuasive and
sufficiently corroborated by Chastain’s testimony on cross-examination that the decking was
capable of carrying the first load of concrete despite deviations from manufacturer’s
specifications, and Cienaski’s testimony (with which Chastain agreed) that the decking’s yield
load and safety factor well exceeded the actual loads associated with the first layer of con-
crete.
Remaining is the legal issue: Whether noncompliance with the cited standard can be
presumed where the record establishes not only that the decking was sufficiently strong for
‘9he Secret a r-ydoes not, however, assert that we have before us in this case his own interpretation to which
we must defer under the test of reasonableness set out in Martin v. OSHRC, 111 S.Ct. 1171, 1178-80 (1991).
But even if the Secretary had so argued, we would be unable to defer because, for the reasons set forth in this
opinion, we are unable to find the interpretation reasonable. See Depatiment of Labor v. OSHRC (Goltra
Castings, Inc.), 938 F.2d 1116, 111849 (10th Cir. 1991) (interpretation contrary to standard’s “express
language”is unreasonable and undeseging of deference).
19
the reasonably anticipated load but also that the employer knowingly deviated from
manufacturer’s specifications which could, in turn, diminish the strength of decking. For the
following reasons, we reject such a presumption= In order to establish a violation, the
Secretary must establish by a preponderance of the evidence that, because of deviations
from specifications or other circumstances, the decking was incapable of supporting the
reasonably anticipated load.
In coming to this conclusion, we have carefully examined the cited standard in context
to see whether there is support for Judge DeBenedetto’s reasoning and the Secretary’s argu-
ments in agreement with it, but we find that the other standards in section 1926.703 to which
the judge looked do not involve manufacturer’s specifications, or any other job specifications,
or the facts of this case. Instead, the other standards in section 1926.703 merely concern
types or parts of formwork, i.e., “Shoring and reshbring,” “Vertical slip forms,” and “Rein-
forcing steel.” These are types or parts of formwork that have never been more than
peripherally involved in this case. Also, as did the judge, we have looked at the preamble
to the cited standard. It only reveals, however, that the Secretary intended to give employers
the freedom to devise their own methods of complying with the cited standard, as long as
they meet its performance requirement. The preamble provides no support for the view that
an employer who deviates from such specifications may be presumed to have violated the
standard’s requirement that the decking be strong enough to support the reasonably
anticipated load. It does not mention any duty of an employer to certify prior approval for
deviations from manufacturer’s specifications for the formwork or to adhere strictly to any
manufacturer’s requirements or any job requirements.
The plain language of the standard also constrains us to reject the proposed presump-
tion of non-performance if there have been unapproved deviations from a manufacturer’s
specifications. The requirement of the cited standard that formwork “be capable of
supporting . . . loads” is plainly an outcome or a performance requirement, only, as
Worcester Steel argues, and it neither states nor implies that employers must conform to all
manufacturer’s specifications. Thus, it cannot by any means be construed as a by-the-book
requirement for the erection process. As has been discussed many times before, the Secre-
tary’s occupational safety and health regulations may not be construed to mean what the
20
Secretary might have intended, especially with hindsight, but did not adequately express.
E.g., Donovan v. A.A. Beiro Constr. Co., 746 F.2d 894,905 (D.C. Cir. 1984); Diamond Roofing
Co. v. OSHRC, 528 F.2d 645, 649 (5th Cir. 1976); Bunge Cop., 12 BNA OSHC 1785, 1791,
1986 CCH OSHD li 27,565, p. 35,806 (No. 77-1622, 1986). Adoption of a strained
interpretation does not serve the purposes of the Act, for the occupational safety and health
standards must provide employers sufficient pre-enforcement guidance to conform their
conduct to the actual requirements to which they will be held in any enforcement
proceeding. See Bethlehem Steel Cop. v. OSHRC, 573 F.2d 157, 161-62 (3d Cir. 1978);
Diamond Roofins, 528 F.2d at 650; A.H. Beck Foundation Co., 13 BNA OSHC 1040, 1043,
1986-87 CCH OSHD ll 27,797, p. 36,355; Lisbon Contrac., Inc., 11 BNA OSHC 1971, 1973-
74, 1984 CCH OSHD ll 26,924, p. 34,500 (No. 80-97, 1984). This proposition is particularly
true in the case now before us, where the argued interpretation imposing a presumption of
noncompliance really cannot be derived from the standard’s plain language.
Thus, in any case brought against an employer under this standard, the Secretary has
the burden to show that, more likely than not, the erected formwork was not strong enough
to support the reasonably anticipated load. The cited employer can rebut by showing that,
more likely than not, the erected formwork was strong enough to support such a load. If
deviations from manufacturer’s specifications are relied on, there must be evidence that they
affected the decking’s actual performance or its load-bearing capacity, thereby making it
unable to support the reasonably anticipated load. Under the plain language of the stan-
dard, it is not enough for the Secretary simply to presume a violation because the deviations
would add an element of uncertainty as to the strength of the decking. As Judge
DeBenedetto found, Worcester Steel met the cited standard’s performance requirement, and
we determine that there is no further specifications requirement.
21
III. ORDER
Accordingly, we reverse the judge’s decision upon the factual findings made by him,
and we do not reach the issues of possible duplication of charges and penalty that were
directed for review.
Y&AU)
Edwin G. Foulke, Jr.
Chairman
- v*_*
Velma Montoya #
Commissioner
Dated: September 29, 1993
UNITED STATES OF AMERICA
OCCUPATIONAL SAFETY AND HEALTH REVIEW COMMISSION
One Lafayette Centre
1120 20th Street, N.W. - 9th Floor
Washington, DC 20036-3419
PHONE: FAX:
COM (202) 6064100 COM (202) 6064050
Frs (202) 6064100 RS (202) -5050
..
SECRETARY OF LABOR,
Complainant,
v. Docket No. 894206
..
WORCESTER STEEL ..
ERECTORS, INC., ..
..
Respondent.
NOTICE OF COMMISSION DECISION
The attached decision and order by the Occupational Safety and Health Review Commission was
issued on SeDtember 29,1993. ANY PERSON ADVERSELY AFFECTED OR AGGRIEVED WHO
WISHES TO OBTAIN REVIEW OF THIS DECISION MUST FILE A NOTICE OF APPEAL
WITH THE APPROPRIATE FEDERAL COURT OF APPEALS WITHIN 60 DAYS OF THE DATE
OF THIS DECISION. See Section 11 of the Occupational Safety and Health Act of 1970, 29
U.S.C. 0 660.
FOR THE COMMISSION
September 29, 1993
Date Ray H. Darling, Jr.
Executive Secretary
Docket No. 89-1206
NOTICE IS GIVEN TO THE FOLLOWING:
Daniel J. Mick, Esq.
Counsel for Regional Trial Litigation
. Office of the Solicitor, U.S. DOL
Room S4004
200 Constitution Ave., N.W.
Washington, D.C. 20210
Albert H. Ross, Esq.
Regional Solicitor
Office of the Solicitor, U.S. DOL
11th Floor
One Congress Street
Boston, MA 02114
William J. LeDoux, Esq.
Christopher & LeDoux
370 Main Street
Worcester, MA 01608
Richard DeBenedetto
Administrative Law Judge
Occupational Safety and Health
Review Commission
Room 420
McCormack Post Office and Courthouse
Boston, MA 02109-4501
I’
UNITED SVJES OF AMERICA
OCCUPATIONAL SAFETY AND HEALTH REVIEW COMMISSION
1825 K STREET NM/.
4TH FLOOR
WASHINGTON DC. 20006-l 246
FAX:
. ’ CoM (202) 634~4008
. f% 634-4CO8
.
Secretary of Labor, .
Complainant, :
.
v. .. Docket No. 89-1206
Worcester Steel Erectors, Inc., :
Respondent. :
NOTlCE OF DOCKETING
The Administrative Law Judge’s Report in the above referenced case was docketed with the
Commission on September 25, 1991. The decision*bf the Judge will become a final order of the
Commission on October 25, 1991 unless a Commission member directs review of the decision
on or before that date. ANY PARTV DESIRING REVIEW OF THE JUDGE’S DECISION BY THE
COMMISSION MUST FILE A PETITION FOR DlSCRETlONARY REVIEW. Any such petition
should be received by the Executive Secretary on or before October 15,199l in order to permit
sufficient time for its review. See Commission Rule 91, 29 C.F.R. 5 2200.91.
All further pleadings or communications regarding this case shall be addressed to:
Executive Secretary
Occupational Safety and Health
Review Commission
1825 K St., N.W,, Room 401
Washington, D. C. 20006-1246
Petitioning parties shall also mail a copy to:
Daniel J. Mick, Esq.
Counsel for Regional Trial Litigation
Office of the Solicitor, U.S. DOL
Room S4004
200 Constitution Avenue, N.W.
Washington, D.C. 20210
If a Direction for Review is issued by the Commission, then the Counsel for Regional Trial
Litigation will represent the Department of Labor. Any party having questions about review rights
may contact the Commission’s Executive Secretary or call (202) 634-7950.
FOR THE COMMISSION
September 25, 1991
Date
Executive Secretary
Docket No. 89-1206
NOTICE IS GIVEN TO THE FOLLOWING:
Daniel J. Mick, Esq.
Counsel for Regional Trial Litigation
Office of the Solicitor, U.S. DOL
Room S4004
200 Constitution Ave., N.W.
Washington, D.C. 20210
Albert H. Ross, Esq.
Regional Solicitor
office of the Solicitor, U.S. DOL
11thFloor
One Congress Street
Boston, MA 02114
William J. LeDoux, Esq.
Christopher & LeDoux
370 Main Str88t
Worcester, MA 01808
Richard DeBenedetto
Administrative Law Judge
Occupational Safety and Health
Review Commission
Room 420
McCormack Post Office and Courthous8
Boston, MA 02109-4501
UNITED STATES OF AMERICA
OCCUPATIONAL SAFETY AND HEALTH REVIEW COMMISSION
I
SECRETARY OF LABOR, I
I
Complainant, I
I
V. I OSHRC DOCKET
I NO. 89-1206
WORCESTER STEEL ERECTORS, INC., I
I
Respondent. I
I
Appearances:
Merle D. Hyman, Esq., for Complainant
William J. LeDoux, Esq., for Respondent
DECISION AND ORDER
.Respondent (Worcester Steel) was cited on March 13, 1989,
for serious (citation number l), willful (citation number 2) and
repeat (citation number 3) violations of various construction
safety standards and a recordkeeping requirement. The citations
arose from OSHA's investigation of an incident that occurred on
December 13, 1988, when five employees of D&M Concrete Company
fell 42 feet as a result of the collapse of a metal deck on
which they were pouring concrete.
The multi-employer project involved the construction of a
three-story building on the campus of Worcester Polytechnic
Institute in Worcester, Massachusetts. Worcester Steel was
engaged as a subcontractor with the responsibilities of erecting
1
the structural steel, including the steel decking panels. It
was also engaged to install the reinforcing bars in the
structure. Other relevant parties involved in the. building
project included: Briggs Associates, which was engaged by the
owner to provide testing and inspection services during the
course of construction to ensure compliance with drawings and
specifications: Simpson, Gumpert & Heger (SGH), engaged by the
architect for structural engineering services; D&M Concrete
Company (D&M), the concrete subcontractor; Epic Deck Company
(Epic), the manufacturer of the ltEpicore*'
220gauge floor decking
specified by the architect to be used throughout the structure.
WILLFUL VIOLATION OF THE FORMWORK STANDARD,
29 C.F.R. 51926.703(a) (1)
We begin with the most serious charge leveled against
Worcester Steel, centering on the standard for cast-in-place
concrete, 29 C.F.R. 51926.703:
(a) General requirements for formwork.
(1) Formwork shall be designed, fabricated,
erected, supported, braced and maintained so
that it will be capable of supporting without
failure all vertical and lateral loads that may
. reasonably be anticipated to be applied to the
formwork. Formwork which is designed, fabricated,
erected, supported, braced and maintained in
conformance with the Appendix to this section will
be deemed to meet the requirements of this
paragraph.'
1
lgFormwork" is defined by 29 C.F.R. §1926.700(b)(2) as:
[T]he total system of support for freshly
placed or partially cured concrete, including
the mold or sheeting (form) that is in contact
with the concrete as well as all supporting
members including shores, reshores, hardware,
braces, and related hardware,
I
2
Under this standard the employer is given the option of
complying with either the OSHA general performance standard or,
pursuant to the Appendix to 703(a)(l), the specific safety
requirements of Sections 6 and 7 of the American National
Standard for Concrete and Masonry Work, ANSI 10.94983. The
ANSI standard was never raised as an issue in this case.
The Secretary charges that Worcester Steel willfully
violated the 703(a)(l) standard at that portion of the building
referred to as the second level of the atrium in four specific
instances: improper overlapping of steel deck panels according
to manufacturer's specifications; failure to insert screw
fasteners in deck panels according to building contract
specifications; lack of welding where deck panels join the
supporting steel beam according to specifications: and failure
to use weld washers according to specifications.
The Secretary contends that when Worcester Steel failed to
follow specifications "it had-no idea whether the decking would
support*' any anticipated load. Secretary's brief at 12.
Worcester Steel maintains that the collapse in the atrium was
caused by overloading of the steel deck with concrete, and that
the four cited job specifications "played no role in the
collapse.V* Worcester Steel's brief at 31. To support their
positions, both parties produced an expert witness with
extensive experience in structural engineering.
Because of the design of the building, the procedures for
erecting the Epicore floor forms in the main building were
3
Because of the design of the building, the procedures for
erecting the Epicore floor forms in the main building were
different from those for erecting the forms in the adjoining
atrium. In the main building, the steel decking was placed on
and welded to the top flanges of the horizontal beams, followed
by the placement of a single layer of 4 3/4 inches of concrete.
The atrium floor was designed to have a greater depth. This was
achieved by depressing the deck surface in the following manner:
angle irons were welded to the web of the wide-flange I beams.
The steel decking, which consisted of seven abutting panels
(each weighing 70 pounds and measuring about 16 feet long and 2
feet wide), was placed on the angle iron at the '*B" line
(contiguous to the main building) and then across the top flange
of the center beam to the angle iron at the exterior "A@'line.
Where the panels abutted each other, the specifications called
for lapping one panel over the other, with the short lap over
the long. ..
Concrete placement in the atrium was to take place in three
stages: the initial placement consisted of 4 3/4 inches of
concrete which was then covered with 3 inches of insulation,
followed by an additional 3-inch layer of concrete. On the
morning of December 13, 1988, the day of the collapse, 4 3/4
inches of concrete was first placed by D&M in the 30,000 square
foot area of the main building at level 2, and then in the
atrium. At around noontime, the general contractor placed the
3 inches of insulation on top of the 4 3/4-inch layer of
4
concrete in the atrium. After the Worcester Steel employees
left the construction site at about 3:15 p.m., the end of the
workday, D 6r M's emloyees began placing the 37inch layer of
concrete in the atrium. It was during this procedure that the
atrium deck collapsed.* _
Lapping of Deck Ends
Robert Stukowski, Worcester Steel's foreman in charge of
installing the deck, was called as a witness by both parties.
stukowski testified that the decking was placed in the main
building according to the manufacturer% specifications, but
because of the atrium's deck being placed in a recessed fashion
on the supporting angle iron, he encountered a **tight fit",
which caused him to reverse the laps by placing the long lap
over the short (Tr. 35-36, 613). The compliance officer
testified that proper lapping was designed to prevent
displacement of the panels, and to assure that contact was made
by the screw between the top and lower pieces of the panels,
which were intended to be fastened together (Tr. 350-354, 639),
Stukowski and the compliance officer gave conflicting testimony
as to the effects of the reverse lapping procedure (Tr. 636-37,
639, 1094-95).
The Secretary's expert witness, T. 2. Chastain, testified
that failure to follow the lapping specifications would not
allow one to know if the formwork could have supported .
2
The collapse involved the portion of the seven panels
attached between the rrBtQ
line and the center beam, the ends of the
panels separating from the angle iron at the @*B"line. The section
of panel between the center beam and the 8tAtt
line buckled, but did
not collapse (Tr. 260, 390, 657; R-25, JP-15).
.
5
4 3/4 inches of concrete without failure; Although he was not
certain that the panels were damaged when installed as described
by stukowski, Chastain assumed they were, which led him to
believe that the deck had deflected, causing extra pressure'to
be placed on welds. Chastain presumed the panels were dropped
in vertically, which he believed would have affected the bearing
of the panels. However, Stukowski testified that he forced the
panels in diagonally which, Chastain agreed, .may not have caused
panel damage. Chastain conceded that, with proper bearing and
assuming no damage was done to any panel, the deck could have
been capable of holding 4 3/4 inches of concrete3 in spite of
reverse lapping (Tr. 928-29, 932, 965, 1003).
Screw Fasteners
The specifications called for screws to be inserted in the
deck panels at a minimum spacing of "every 36 inches on center@'
along the side laps of the abutting panels (Tr. 360-61, 444-45).
Both the compliance officer and Paul Kelley, SGH% senior
project manager at the construction site, testified that when
they observed the atrium decking after the December 13 failure,
they saw no indication that screws had been used to connect the
panels as required by the specifications. Stukowski testified
that a co-worker had applied the screws about "every two feet,"
@where the decking laps' (Tr. 58); and that he %heckedtq to
3
Worcester Steel maintains that planned procedures called
for a concrete curing period of some days between placement of the
4 3/4 inches and the 3 inches qf concrete. Worcester Steel's brief
at 19.
6
ensure that they had been so inserted. (Tr. 1105). However,
Stukowski's testimony was seriously undermined by his own
contradictory statements made during a November 2, 1990,
deposition (Tr 0 1107-10). Worcester Steel's president,
Alexander Esteves, who visited the site on the day following the
deck failure, testified that he could not say with certainty
whether the screws had been used to connect the panels
(Tr. 1213014)*
The Secretary% expert, Chastain, testified that the
failure to fasten the panels with screws in accordance with the
specifications was a factor which contributed to the uncertainty
as to whether the fonnwork could have supported the concrete
without failure. However, he again conceded that the deck could
hold 4 3/4 inches of concrete without using screws for joining
the side laps of the panels provided there was no damage to the
deck and proper bearing was maintained (Tr. 1013, 1048, 1052).
Worcester Steel% expert, Brennan, acknowledged that screw
fasteners might be used to prevent concrete leakage between
panels, yet he noted that there was no evidence of such leakage
(Tr. 1272).
Welds and Weld Washers
Worcester Steel was cited for failure to weld the deck
panels to the angle iron support members and for failure to use
welding washers4 as required by the job specifications. There
4
"Weld washer" is a small perforated metal plate used to
assure satisfactory quality of the weldment (Tr. 382, 384, Exh. R-
2) 0
7
is considerable conflict in the testimony regarding the welding
of the deck panels to the supporting structural members.5 Both
the compliance officer and Kelley, SGH's project manager,
testified as to what they observed after the collapse of the
deck. They stated in substance that the welds in certain areas
were deficient in both quantity and quality (Tr. 391-92, 422-52,
878-82, Exho J-3), Their testimony was substantially
corroborated by the Secretary's expert, Chastain, who observed
the remains of the collapsed decking in November, 1990 (Tr. 9230
27) l
Stukowski testified that, because of minor distortions in
the metal decking, the panel ends often did not rest flatly
across the surface of the beams, thereby preventing proper
welding and producing tNblow-outs*l
or holes in the panels, and
because of this, he took extra precautions in the atrium area by
welding every 6 inches instead of the 12 inches required by the
specifications (Tre 48, 99) l The 6-inch spacing of the welds
was observed by Worcester Steel's expert, Brennan, when he
viewed the collapsed decking panels (Tr. 1268)e
It is undisputed that the project specifications called for
the use of weld washers, and that they were not used anywhere on
the project prior to the deck failure (Tr. 40-42, 133-34, 1177,
EXhe C-1 at 05230.3) l George Esteves, Worcester Steel's field
5
The specifications called for 5/8-inch puddle welds at a
maximum spacing of 12 inches (Tr. 902, Exh. R-8).
8
superintendent, testified that he requested and received
permission by telephone to dispense with the use of washers
(Tr. 1141, 1153, 1175). Although this was flatly contradicted
by two witnesses presented by the Secretary, Joseph Sheehan, the
project manager for the general contractor, and Paul Kelley,
SGH% senior project manager, there is substantial evidence to
indicate that no responsible party engaged in the building
project placed much stock in using weld washers despite the
specification requirement. Worcester Steel aptly points out:
"How would it be possible for all of the steel decking to have
been placed with no washers throughout the building without a
single person raising any objection...," particularly "the
Briggs representative whose function it was to inspect the job
as it progressed/* Worcester Steel's brief at 27.
Project manager Sheehan, was somewhat doubtful as to the
need for washers even after the collapse of the deck, as
evidenced by his December 20; 1988, written memorandum to the
structural engineer:
The Epicore Deck drawings call for a 5/8" puddle
weld w/weld washers. Epicore Deck states they
put that note on their drawing because itIs in
the project specifications. Epicore Deck says
that they don't require the weld washers because
AS1 [American Steel Institute] does not require
weld washers w/ 22 or 18 gauge metal deck. Please
confirm and instruct FH&S [general contractor] on
how to proceed.
(Exh. R-8). Both the Steel Deck Institute Desiqn Manual
(Exh. C-8, 54.1) and the Structural Welding Code Sheet Steel
(Exh. C-9, 52.2.2.2) recommend using weld washers only on sheet
9
steel thinner than the Epicore 220gauge panels used in the
instant case l Kelley testified that washers remained a part of
the job specifications after the deck failure because the welds
failed to pass a Briggs inspection for quality and the general
contractor declined to take the responsibility for assuring the
quality of the welds without using washers (Tr. 881)m
Worcester Steel has steadfastly maintained throughout this
proceeding that the collapse of the atrium deck was caused by
the overloading of the deck with concrete: that the presence or
absence of weld washers or screws, the reverse lapping procedure
and the number and quality of welds had no role in the failure;
and that, had the initial 4 3/4-inch layer of concrete been
allowed to cure, the collapse would not have occurred,
Worcester Steel's brief at 31.
Worcester Steel% position receives strong support from the
testimony of its expert witness,' John Brennan, whose
calculations show that the allowable load6 for the 4 3/4-inch
layer of concrete was 72.8 pounds (per square foot), including
rebars and construction load.7 The yield load-the point at
which one could predict the deck would begin to fail- .
was 121.4 pounds. The difference between these two figures is
the margin of safety (Tr. 1243, 1247, 1273; Exh. JP-4). The
6
VIAllowableload" is that which the deck is designed to
carry and that which the engineer would expect to be applied to the
deck (Tr. 1241-42; Exh. JP-3).
7
Vonstruction load" is the weight of the workers, plus
their equipment (Tr. 1236).
10
applied load of the initial layer of concrete was 80.3 pounds.8
Subsequent loads, including insulation, the second layer of 3
inches of concrete, compensation for deflection and 1 l/2 inches
. of VVextra" concrete,9 totalled 61.9 pounds. This amounted to
an applied load of 142.2 pounds, or approximately 20 pounds in
excess of the yield load (Exhs. JP-1, JP-3, JP-4). Brennan
testified that welds, screws and lapping were not factors which
affected 'Itheability [of the deck] to carry the expected load,"
and that, in his opinion, the "requirements for the [OSHA]
standard have been met and proven by the deck actually carrying
the allowable load with the requisite factor of safety"
(Tr. 1249).
Brennan's calculations were not effectively refuted by the
Secretary. Nor has the Secretary taken serious issue with
Worcester Steel's claim that the concrete placement plans called
for two layers to be poured on separate days. There is
substantial evidence to support this claim (Tr. 766-69, 885,
893, 953, 959). Thus, according to the uncontradicted
calculations of Worcester Steel's expert witness, the formwork-
deck in question did, in fact, support without failure the
anticipated load, consistent with the requirements of the
8 This sum includes the weight of the deck, rebars, concrete
and construction load (Exh. JP-1).
' Uncontradicted testimony establishes that the second layer
of concrete exceeded the specifications by about 1 l/2 inches (Tr.
701, 894, 1230).
11
703(a)(l) standard. Worcester Steel argues, in substance, that
the job specifications exceeded the requirements of the
standard, and that noncompliance with those specifications
should not constitute a violation of the OSH Act. Worcester
Steel's brief at 35-36.
Simply on the face of the literal language of the standard,
Worcester Steel's argument appears compelling and renders the
issue of job specifications for the application of laps, welds
and screws irrelevant. However, to accept such a view would
reduce the 703 standard in general to many unnecessary words and
phrases. The formwork standard comprises a number of subparts
covering shoring and reshoring, vertical slip forms, reinforcing
steel and removal of formwork. Section 1926.703(a)(2) requires
drawings or plans to be available at the jobsite. This duty is
directly related to the general requirements of (a)(l). Lest
there be any doubt about the importance of formwork
specifications, Section 703(b)(l) states that all shoring
equipment shall be inspected prior to erection to determine that
the equipment meets the requirements specified in the formwork
drawings. Section 703(e)(l)(i) and (ii) require the employer, -
before removing formwork, to determine the support strength of
the concrete, either by following the relevant plans and
specifications or by appropriate testing. "The notion that
because the words of a statute are plain, its meaning is also
plain, is merely pernicious oversimplification. . . A statute,
like other living organisms, derives significance and sustenance
.
12
from its environment, from which it cannot be severed without
being mutilated.Vt United States‘ v. Monia, 317 U.S. 424,
dissenting opinion at 431-32, 63 S.Ct. 400, 412, 87 La Ed. 376.
And so does a section or subsection in a regulation.
It is apparent from the comments made by OSHA on the
occasion of the announcement of the final rule that the employer
who engages in the erection of formwork must do so with the
knowledge and skills necessary to ensure compliance with the
standard:
OSHA observes that. . . the ANSI A10.9-1983 standard
contains a number of specific provisions designed to
guide employers on how to meet this general
performance requirement. - In particular, formwork
safety factors are prescribed for various types of
shoring systems. In fact, OSHA has indicated in the
final rule that formwork which has been designed,
fabricated, erected, supported, braced and maintained
in conformance with the ANSI requirements in sections
6 and 7 for Formwork and Shoring shall be deemed to
meet the requirements of this paragraph. However, the
ANSI standard does not provide all the information
necessary to meet completely the requirements of
§1926.703(a)(l): i.e., the ANSI standard does not
specify every detail of formwork design, fabrication,
erection, support, bracing, and maintenance.
Therefore, the employer is still responsible for the
design, fabrication, erection, support, bracing and
maintenance of formwork to ensure that it meets the
requirements of 51926.703 (a) (1). OSHA believes the
ANSI standard will be of particular assistance in
guiding smaller employers who may not engage the
services of formwork designers or engineers.
* * *
Furthermore, OSHA notes that [under] the
Occupational Safety and Health Act, the primary
responsibility for employee safety rests solely with
the employer as it is the employer who has control
over the worksite and the authority to take corrective
action when necessary. In the case of formwork
design, employers may determine that the only way they
can achieve compliance with this particular
13
requirement is to have a structural engineer design
the formwork. In other instances, however, the
employer may determine that the formwork can be
designed by others who are qualified in fonnwork
design, but who are not structural engineers. OSHA
believes there may be situations where the job is SO
small and so routine that the employer has the
knowledge and skills necessary to meet the intent of
this requirement without the aid of others.
After careful consideration of all of the
comments and testimony received, OSHA has determined
that the rule, as revised, provides proper protection
for employees while allowing employers flexibility in
determining the best way to provide this
protection....
53 Fed. Reg. 22,624, 22,266 (1988).
The purpose of the OSH Act is '*toassure so far as nossible
every working man and woman in the Nation safe and healthful
working conditions . . . .*I 29 U.S.C. 5651. (Emphases added.)
Since the employer's duty is to protect his workers from
preventable hazards, the employergs actions must be based upon
some knowledge of the existing facts. Brennan v. OSHRC (Ravmond
Hendrix), 511 F.2d 1139 (9th Cir. 1975). In this context, no
one is likely to dispute the proposition that a hazard is a
danger which is apparent, or should be apparent, to the
employer, and his conduct is to be judged in the light of the
conditions apparent to him at the time.
No one contends, nor does the evidence suggest, that
Worcester Steel was constructing the floor decking pursuant to
its own specifications, or that the job was %o routine'1 that
Worcester Steel had the knowledge and skills necessary to erect
the decking without the benefit of the specifications. It
should be obvious that job specifications are a vital part of
14
the general conditions of a contract for construction, and that
no contractor or subcontractor may be permitted to deviate from
the specifications without approval of the appropriate party
under the terms of the contract, otherwise, the results could be
catastrophic.
While, the Secretary's expert witness, Chastain, conceded
that the deck could support the 4 3/4 inches of concrete with
-reverse lapping and no welds, washers and screw fasteners, it
was conditioned on the assumption that there was no damage done
to any panel, and that there was proper bearing (Tr 0 1013).
Chastain also testified, in substance, that failure to follow
the specifications undermines the integrity of the floor deck
and introduces some uncertainty to the process of analyzing the
load capacity of the deck (Tr. 930). Chastain% points are well
taken.
It would frustrate the OSH Act% basic purpose of achieving
safety in the workplace to-permit an employer to challenge the
Secretary's enforcement of the 703(a) (1) standard by showing at
a hearing, through the testimony of an expert witness, that the
floor deck was capable of supporting the anticipated load
without regard to the specifications. Such a path would
inevitably lead to the realm of happenstance, and away from the
goal of preventing accidents.
Section 3 of the Act, 29 U.S.C. 5652, defines *Voccupational -
safety and health standard" as:
a standard which requires conditions, or the adoption
or use of one or more practices, means, methods,
.
15
operations, or processes; reasonably necessary or
appropriate to provide safe or healthful employment
and places of employment.
It seems quite reasonable and appropriate for the Secretary to
require that an employer who engages in the erection of formwork
or floor decking do so under the restraints of existing
specifications, unless the employer has received approval by the
appropriate party under the terms of the construction contract
to deviate from the specifications.'0
The evidence establishes that, unlike the situation in the
main building, the panel laps *in the atrium were reversed
because the panels fitted too closely on the recessed supporting
members to allow for the manufacturer's specified lapping
procedure. Worcester Steel's installation foreman did not
bother to seek approval from the proper authority under the
terms of the construction contract. That unauthorized deviation
was a failure to comply not only with its contractual
10
The construction contract documents specify that the
*I[d]eck shall be erected and fastened in accordance with the
manufacturer% specifications and approved shop drawing&' (Exh. C-1
at 05230-3, Part 3.02A.)
The following provision appears under Article 4 of the
General Conditions of the Contract for Construction (Exh. C-l at
9) l
l
4.12.6 The Contractor [or subcontractors] shall not be
relieved of responsibility for any deviation from the
requirements of the Contract Documents by the Architect's
approval of Shop Drawings, Product Data or Samples under
Subparagraph 2.2.14 unless the Contractor has
specifically informed the Architect in writing of such
deviation at the time of submission and the Architect has
given written approval to the specific deviation. . . l
16
obligations but the requirements of the 703 (a) (1) standard as
well.
The Secretary has also met her burden of proving that
Worcester Steel failed to fasten the deck panels with screws in
accordance with the specifications. The testimony of the
Secretary% witnesses was credible and not successfully rebutted
by the evidence presented by Worcester Steel.
As previously noted, the evidence concerning the welding of
the deck panels abounds in conflict. Much of the testimony of
the Secretary's witnesses was circumstantial and altogether
inconclusive. Many of the observations made by the witnesses
either were impeded by the presence of concrete or called into
question because of the distortions in the metal decking itself
(Trl 391, 667, 907-09). At one point in his testimony, the
Secretary% witness, Paul Kelley, corroborated the testimony of
Worcester Steel's foreman, Stukowski, concerning the quantity
and quality of the welds.- This occurred on cross-examination
when Kelley was asked to comment on a photograph of the
collapsed panels, and he stated: NOn the sheet of deck, one
would expect no more than probably two good end welds, and there
are indications that there were three welds of some quality on
it@@ (Tr. 902).
It should also be noted that the probative value of the
compliance officer's testimony concerning the welds suffered
some loss of weight because of his deflection from the cited rt5*1
and "6" lines at "level 2” of the atrium (as described in the
17
.
complaint) to the rqB1tline and '*level lM (Tr. 391, 393, 423,
436-37, 482, 665). When the compliance officer was questioned
as to why the citation did not include level 1 in view of his
testimony describing the defective welds at that level, his
response stretched credulity (Tr. 426-433).
As previously discussed, despite the job specification for
weld washers, no one appears to have taken the washers
seriously, including those charged with administering inspection
and control procedures under the construction contract. While
no formal .or written approval to deviate from the washer
specification was given to Worcester Steel, the evidence
supports finding that Worcester Steel was given tacit approval.
Moreover, the evidence does not support findingthat the washers
are within the ambit of an OSHA standard, which, as we have
said, requires that it be Veasonably necessary or appropriaten
to provide a safe place of employment. Indeed, one of the
Secretary's own exhibits; Exhibit C-8 at 54.1, states that
"stronger welds are obtained [on 220gauge panels] without weld
Did the unauthorized deviations from the specifications
relating to the lapping procedure and screw fasteners constitute
willful violations of the OSH Act? The Commission recently
voiced the applicable rule as follows:
A willful violation is one committed with intentional,
knowing or voluntary disregard for the requirements of
the Act, or with plain indifference to employee
safety. It is differentiated from other types of
violations by a "heightened awareness -- of the
illegality of the conduct or conditions -- and by a
18
state of mind -- conscious disregard or plain
indifference." However, a violation is not willful if
the employer had a good faith belief that it was not
in violation. The test of good faith for these
proposes is an objective one -- whether the employer's
belief concerning a factual matter, or concerning the
interpretation of a rule, was reasonable under the
circumstances.
General Motors Corp., Electro-motive Division, 14 BNA OSHC 2064,
2068, 1991CCH OSHD 129,240 (No. 82-630 --
et al., 1991) (citations
omitted); see also Brock v. Morello Bros. Construction, Inc.,809
F.2d 161 (1st Cir. 1987)
It is important to bear in mind that the primary objective
of project specifications is to describe the quality of the
materials, workmanship, and the scope of the work to be
performed in constructing a building (Exh. C-l). There is
nothing in the record to 'suggest that, during the course of
construction, the workers regarded the specifications primarily
as a means of preventing injury to any of the workers. Because
of the "tight fit*@ of the panels on the recessed supporting
members, Worcester Steel% foreman had some reason to believe
that the panels would be stable enough to support the
anticipated load of concrete without risk of failure despite the
reverse lapping and the lack of screw fasteners. The
Secretary's case, then, lacks the important factor of
"heightened awareness Vtthat would qualify this case as a willful
violation of the Act.
19
Inasmuch as the formwork standard is obviously intended to
prevent serious injury or death", violation of the standard is
serious per se. 12 Phelps Dodge Corp. v. OSHRC, 725 F.2d 1237,
1240 (9th Cir. 1984). A penalty of $1,000 is assessed for each
of the two items found to be in violation of the Act.13
SERIOUS VIOLATION OF THE HEAD PROTECTION STANDARD,
29 C.F.R. §1926.100(a)
Worcester Steel is charged with serious violation of
§1926.1OO(a) which reads:
Employees working in areas where there is a
possible danger of head injury from impact,
or from falling or flying objects, or from
electrical shock and burns, shall be protected
by protective helmets.
l1 Where, as here, an employer is in control of an area, and
responsible for its maintenance, the Secretary need only show that
a hazard has been committed and that the area of the hazard was
accessible to either the employees of the cited employer or those
of other employers engaged in a common undertaking, such as a
multi-employer construction project. Brennan v. OSHRC (Dic-
Underhill), 513 F.2d 1032 (2d. Cir. 1975).
12
A "serious violation*' is defined by section 17(k) of the
OSH Act, 29 U.S.C. 5666(k):
A serious violation shall be deemed to exist in a place of
employment if there is substantial probability that death or
serious physical harm could result from a condition which exists,
or from one or more practices, means, methods, operations, or
processes which have been adopted or are in use, in such place of
employment unless the employer did not, and could not with the
exercise of reasonable diligence, know of the presence of the
violation.
13
Section 17(j) of the OSH Act, 29 U.S.C. §666(j),provides:
The Commission shall have authority to assess all civil
penalties provided in this section, giving due consideration to the
appropriateness of the penalty with respect to the size of the
employer being charged, the gravity of the violation, the good
faith of the employer, and the history of previous violations.
20
The compliance officer testified that, in the course of his
inspection, he observed Stukowski on four occasions and another
Worcester Steel employee named Kolofsky, on one occasion,
exiting the main entrance of the building without head
protection. Both men were seen walking in areas where vehicles
were being loaded and unloaded and other employees worked
overhead (Tr. 334, 510-11, 866-67).
Stukowski explained that on one of the occasions he was
seen by the compliance officer without a hard hat he was on a
coffee break and believed work had ceased. Stukowski testified
in part as follows (Tr. 63):
I was sitting down, having my coffee, walked out of
the building to the bathroom, which is maybe 40, 50,
60 feet away, went to the bathroom andleft my hard
hat where my coffee was.
Q Were there -- when you walked out of the building,
were there people working in the building?
A I don't believe so. Everybody was on coffee break.
I was having my coffee. The whole job was having
coffee, .
Q Was anybody unloading materials?
A I don't believe so.
Q Do you remember or are you just assuming that
that was the case?
A I pretty much remember. Everybody was on coffee
break. Nobody was working.
When questioned as to whether he had a conversation with
the compliance officer concerning hard hats, during the course
of the latter's inspection, Stukowski stated (Tr. 92-93):
A I don't -- I don? recall, to be truthful. You
know, we might have talked about it or something. But
21
there were probably times -- I mean, he grabbed me
once or twice or something. I don't remember exactly.
You know, 1 would take the hat off if I had to weld.
I'd take the hard hat off and put the welding shield
on. And for some welding or something. So maybe 1
was spotted like that, I don't know, without a hard
hat on.
While the compliance officer's testimony was positive as to
the occasions he observed Worcester Steel's employees without
hard hats, and was quite specific as to the overhead hazards
that existed at the time, Stukowski was uncertain as to his
recollection of the facts and his testimony on the whole
regarding this item was less than assuring.
Worcester Steel argues that this is a case of an isolated
incident which should be resolved in its favor. Worcester
Steel's brief at 45. An employer may establish the defense of
isolated employee misconduct if it can show that the violation
resulted from employee actions which contravened an employer's
work rule which was effectively communicated and uniformly
enforced. H. B. Zachrv Co. v.-OSHRC, 7 BNA OSHC 2202, aff'd 638
F.2d 812 (5th Cir. 1981); Brock v. L. E. Meyers Co., High
VoltaaeDiv., 818 F.2d 1270 (6th Cir. 1987) cert. denied, 484 U.
S. 989, 108 S.Ct. 479, 98 L. Ed. 2d 509 (1987). While employers .
are not strictly liable for employee conduct, it is the employer
who must comply with the Act by communicating and enforcing
feasible work rules. Towne Construction Co. v. Oct. Safetv and
Health Rev. Co., 847 F.2d 1187 (6th Cir. 1988).
The record establishes that Worcester Steel relied on
Stukowski to enforce safety. He was responsible, along with
* 22
field superintendent, George Esteves, to hold brief -weekly
safety meetings and had the duty to check the site daily to
ensure that the deck was secured properly (Tr. 68-71; 1127).
Worcester Steel submitted evidence of a written safety program
(Exh. R-27) which delineates the use of hard hats, yet it was
Stukowski, the individual entrusted with enforcing this work
rule, who was observed to have violated the policy most often.
Under these circumstances, the isolated misconduct defense has
no merit.
The failure to comply with the head protection standard is
a serious violation warranting a $400 penalty as proposed by the
Secretary.
SER IOUS VIOLATION OF THE 29 C.F.R. §1926,75O(b)(l)( iii)
STANDARD FOR SAFEGUARDING FLOOR PERIPHERY
The standard provides:
51926.750 Floor requirements
(b) Temporary flooring --skeleton steel construction
in tiered buildings.
(1) (iii) Floor periphery--safety railing. A safety
railing of l/2-inch wire rope or equal shall be
installed approximately 42 inches high, around the
periphery of all temporary-planked ortemporarymetal-
decked floors of tier buildings and othermultifloored
structures during structural steel assembly. .
It is undi sputed that perimeter guarding was not in place
around the second level of the atrium, and the evidence supports
the Secretary's contention that a safety railing would have
afforded fall protection to Worcester Steel's employees while
they installed the lower rebar mat. Secretary's brief at 5-6.
23
Worcester Steel claims that the general contractor, who had
the contractual responsibility to install a safety railing,
could not place a railing along the perimeter of the atrium at
the time in question because "there was no way for the [general
contractor%] guarding crew to get out to the A line until the
deck had been installed by Worcester Steel.'* Worcester Steel's
brief at 42. This argument fails in the face of the evidence
establishing that Worcester Steel's employees spent some time
without fall protection working on the atrium% second level,
after the deck was in place, as they cut and installed rebars to
form the '*lowermat" (Tr. 112-14, 1125, 1146). The evidence
also supports a finding that the placement of a safety railing
would have provided some fall protection for the workers while
they welded the deck panels to the supporting members.
The Secretary attempted to broaden the basis of this
citation item by presenting the compliance officer's testimony
on the feasibility of setting up a safety railing along the
atrium's perimeter prior to installation of the deck (Tr. 3400
41) 0 The Secretary has pursued this point in her brief, at 4.
By its terms, the standard requires the presence of a floor deck
as an antecedent condition of a safety rail. This essential
detail is expressed in even clearer terms by a similar standard
published -by the American National Standards Institute, ANSI
A10.13-1972, which reads as follows:
6.4 After a working floor is provided, a safety line
of 3/8-inch wire rope or equal shall b.e installed
around the periphery of all temporary-planked or
metal-decked work floors of tier buildings and other
24
multi-floored structures. This line shall be placed
36 to 42 inches above the working floor.
The absence of the safety rail exposed Worcester Steel's
employees to a 4%foot fall hazard at a time when they were
working while standing on the metal deck. The violation was
serious and the proposed penalty of $480 is appropriate.
REPEAT VIOLATION OF THE RECORDS REQUIREMENT
OF 29 C.F.R. 51904.7(a)
Worcester Steel was cited for failing to make available its
1987 log and summary of occupational injuries and illnesses
(form OSHA No. 200), in accordance with the following
recordkeeping requirement:
29 C.F.R. 51904.7 Access to records.
(a 1 Each employer shall provide, upon request,
records provided for in §§1904.2 [OSHA form 2003,
1904.4, and 1904.5, for inspection and copying by any
representative of the Secretary of Labor for the
purpose of carrying out the provisions of the
act. . . .
Worcester Steel admits committing the violation, but takes issue
with the characterization of the citation as repeated.14
The Secretary classified the present violation as repeated
on the basis of a prior citation issued on January 9, 1986, for .
a substantially similar condition. That citation became a final
order in February 1986 (Tr. 485; Exh. C-13). The present
citation was issued on March 13, 1989, more than three years
after the previous citation became final-a time lapse,
Worcester Steel argues, that runs counter to OSHA% own policy
I4 Worcester Steel makes the same argument with respect to all
three items contained in repeat citation number 3.
25
for issuing repeat citations, as setout in its Field Operation
Manual (FOM)I which states that while 'there are no statutory.
limitations upon the length of time that a citation may serve as
a basis for a repeated violati.orP,as a matter of Vgpolicy,tl
'Ito
ensure uniformity!:
(1) A citation will be issued as a repeated violation
if:
(a 1 The citation is issued
within 3 years of the final order
of the previous citation, or,
w The violation is issued
within 3 years *of the final
abatement date of that citation,
whichever is later.
FOM, Ch. IV. B.5.d..
In FMC Corx).# 5 BNA OSHC 1707, 1977-78 CCH OSHD 322,060
(NO0 13155, 1977), the Review Commission discussed the legal
significance of the FOM:
The manual contains only guidelines for the execution
of enforcement operations. . . Moreover, the
guidelines prov-ided by the manual are plainly for
internal application to promote efficiency and not to
create an administrative straightjacket. They do not
have the force and effect of law, nor do they accord
important procedural or substantive rights to
individuals.
5 OSHC at 1710. Only 'Iasingle prior infraction need be
proven to invoke the repeated violation sanction authorized by
the Act/ George Hvman Con&. Co. v OSHRC, 582 F.2d 834, 839
(4th Cir. 1978). The length of time between two similar
violations is relevant only to the @'goodfaith"'criterion for
assessing a penalty, as it reflects upon the degree of an
employer's continuing efforts to protect employees against
26
hazards. Potlatch Corp., 7 BNA OSHC 1061, 1064, 1979 CCH OSHD
.
jj23, 294 (No. 16183, 1979).
The Secretary proposes that a penalty of $160 be assessed
for the recordkeeping violation. This is a rather modest sum in
view of the fact that the log of injuries and illnesses is one
of the cornerstones of OSHA's regulations. It is necessary for
enforcement of the Act, for developing information regarding the
causes and prevention of occupational accidents and illnesses,
and for maintaining a program of collection, compilation, and
analyses of occupational safety and health statistics. 29
C.F.R. §1904.1. There is no valid reason to reduce the $160
penalty proposed by the Secretary.
It merits observation that the issue presented by this
citation item does not rate much esteem. In Williams,
Construction Co., 6 BNA OSHC 1093, 1095, 1977-78 CCH OSHD
122,325 (No. 11526, 1977), the Review Commission held that,
where a penalty assessed for a repeat violation is equal to or
less than the $1,000 penalty authorized for serious or
nonserious violations, "the question of whether the violation
should be classified as repeated need not be addressed by the
REPEAT VIOLATIONS OF ACCIDENT PREVENTION RESPONSIBILITIES
UNDER 29 C.F.R. 51926.20(b)(2) AND OF
EDUCATION RESPONSIBILITIES UNDER 29 C.F.R. §1926.21(b) (2)
The Secretary charges Worcester Steel with failure to make
frequent and regular inspections of the work area to identify
27
and correct unsafe working conditions, such as lack of perimeter
guarding and improper placement and installation of deck panels
(item 2 of citation 3 and complaint).'5 Pertinent parts of the
general safety and health provisions of 51926.20 read as
follows:
w Accident prevention responsibilities. (1) It
shall be the responsibility of the employer to
initiate and maintain such programs as may be
necessary to comply with this part.
(2) Such programs shall provide for frequent and
regular inspections of the job sites, materials, and
equipment to be made by competent persons designated
by the employers.
Worcester Steel is also accused of failing to instruct its
employees as to: the need for perimeter guarding; what
constitutes proper placement of the deck; when personal
protective equipment is required; and *@whatdeck welding and
securing procedures are to be used to include [sic] welding
machine set up and rod requirements" (Item 3 of citation 3 and
complaint)J6 The standard at 51926.21(b)(2) reads:
The employer shall instruct each employee in the
recognition and avoidance of unsafe conditions and the
regulations applicable to his work environment to
control or eliminate any hazards or other exposure to
illness or injury.
15
The citation and the complaint also referred to @'lackof
'shoringfor unsupported lengths of deck and failure to follow upper
rebar installation requirements for floor slab/ The Secretary did
not offer any significant evidence regarding these conditions.
l6 The citation and the complaint also referred to failure to
instruct as to "when unshored lengths of metal deck with freshly
poured concrete is safe to work on/ As previously noted, the
Secretary did not offer any significant proof on this point.
28
Thus, with our view still focused on the conditions that
formed the basis for the citations directed to formwork, head
protection, and perimeter guarding, the Secretary adds two other
accusations: that Worcester Steel was deficient in both its
oversight and instructional responsibilities. These additional
charges include one matter not previously discussed, namely
welding tools.
The Secretary contends that Worcester Steel failed to meet
the requirements of the 20(b)(2) standard in two respects:
frequent and regular inspections of the work in progress were
not done, and the person assigned those responsibilities, Robert
Stukowski, was not %ompetentt' within the meaning of the
standard.17 In support of this argument, the Secretary points
to the previously discussed cited conditions and the compliance
officer% testimony as to Stukowski's lack of knowledge about
welding equipment. Secretary's brief at 1748.
Stukowski, a journeyman ironworker-welder since 1973, was
employed by Worcester Steel at the project in question for about
two or three months prior to the deck failure. As a *'union
ironworker", he received his job assignments from the local
union. For a period of three years, he was a teacher in the
ironworker-welder apprentice program. Both Stukowski and his
co-worker at the jobsite were certified welders (Tr. 22-26, 73).
17
Vompetent persoP is defined by 29 C.F.R. 51926.32(f), as
*lonewho is capable of identifying existing and predictable hazards
in the surroundings or working conditions which are unsanitary,
hazardous, or dangerous to employees, and who has authorization to
take prompt corrective measures to eliminate them.g1
29
The Secretary makes much of the fact that, when the
compliance officer questioned Stukowski about the welding
equipment following the deck failure, the latter was unable to
say what the "welding machine parameters" were, and he was
unable to give a clear answer as to the "polarity" being used on
the welding machine (Tr. 498). Given his many years of work
experience and training as an ironworker and welder, Stukowskils
inability to give ready and correct answers to the compliance
officer's questions does not disqualify the former as a
%ompetentgl person as that term is defined by 51926.32(f).
While there is evidence to support the Secretary's claim
that Stukowski did not inspect the formwork to assure that
screws were used to connect the panels as required by the
specifications, we must also bear in mind that one of the
parties involved in the building project, Briggs Associates, was
hired by the owner expressly for the purpose of performing
testing and inspecting services to assure compliance with the
job specifications. There is also evidence showing that
Worcester Steel's field superintendent, George E&eves, visited
the site approximately two to three hours each day (Tr. 1125,
1172). Under these circumstances, Worcester Steel had
substantial reason to assume that its employees, including the
foreman, would perform their work in a proper manner. The
Secretary has produced no probative evidence that would support
the conclusion that Worcester Steel was not justified in relying
30
on Stukowski to conduct frequent and regular inspections
pursuant to §1926.20(b)(2).'8
Finally, the Secretary contends, in substance, that the
. various substandard conditions demonstrate that Worcester
Steel's employees lacked the necessary skills and knowledge to
protect themselves from the hazards of construction. The
Secretary claims that *'almostno safety training" was provided,
and that whatever instructions were given "dealt with the
construction activity rather than safety." Secretary's brief at
21 0
Worcester Steel's written safety program is evidenced only
by a brief union agreement (Exh. R-27) which specifies the use
of personal protective equipment, including hard hats, and
several other safety provisions, notably "planking floorsV1, to
provide safe working areas in steel erection. Both Stukowski
and Alexander Esteves, Worcester Steel's president, testified to
their practice of holding weekly safety meetings, lasting some
15 to 20 minutes, which covered such topics as wearing hard hats
and safety goggles, properly fastening safety cables, and the
use of fire extinguishers (Tr. 68-71, 1198).
While Worcester Steel% safety program leaves a lot to be
desired, a course of instruction would not resolve the problems
raised in this case. I fail to see how the employees would have
benefited in any significant way by providing further
l8 The compliance officer% testimony that Stukowski admitted
inspecting the job only when the weather changed was effectively
rebutted by Stukowski (Tr. 23-27, 497, 1089).
31
instructions in the recognition and avoidance of the dangers of
sustaining head injuries from overhead hazards or of falling
from a height of 42 feet. There is insufficient evidence to
conclude that Worcester Steel's employees were not aware of the
hazards of their job, or were not adequately instructed in the
recognition and avoidance of unsafe conditions and the
regulations applicable thereto.
, The findings of fact, having been sufficiently set forth
herein, Fed. R. Civ. P. 52(a), will not be repeated.
CONCLUSIONS OF LAW
10 The charge that Worcester Steel willfully violated the
OSH Act by failing to comply with the formwork standard at
29 C.F.R. §1926.703(a)(l) is not warranted.
20 Worcester Steel seriously violated the formwork
standard, §1926.703(a)(l), in two instances, and a total
penalty of $2,000 is appropriate.
30 Worcester Steel seriously violated the head protection
standard at §1926.100(a) and the safety railing standard at
§1926.750(b)(l)(iii), and penalties of $400 and $480,
respectively, are appropriate.
4 l Worcester Steel was in repeat violation of the
regulation at 29 C.F.R. 51904.7 and a penalty of $160 is
appropriate.
50 The charges of violating the standards at
551926.20(b)(2) and 21(b)(2) are not warranted.
ORDER
. 32
It is ordered that the citations are affirmed to the extent
indicated; items 2 and 3 of citation number 3 are vacated, and
penalties totalling $3,040 are assessed.
Judge, OSHRC
Dated: -~
Boston, Massachusetts
33
UNITED STATES OF AMERICA
OCCUPATIONAL SAFETY AND HEALTH REVIEW COMMISSION
JOHN W. McCORMACK PCST OFFICE AND COURTHOUSE
ROOM 420
BOSTON, MASSACHUSEVS 02109-4501
PHONE. FAX
COM (617) 223-9746 COM (617) 223-4004
FTS 223-9746 FE 223-4004
NOTICE OF DECIBION
IN REFERENCE TO:
Secretary of Labor V. WORCESTERSTEEL ERECTORS, INC.
OSHRC Docket No. 89-1206
1 Enclosed is a copy of my decision. It will be submitted to the
C&nmission~s Executive Secretary on September 11. 1991
The decision will become the final order of the Commission at the
expiration of thirty (30) days from the date of docketing by the
Executive Secretary, unless within that time a Member of the
Commission directs that it be reviewed. All parties will be
notified by the Executive Secretary of the date of docketing.
2 Any party adversely affected or aggrieved by the decision may
file a petition for discretionary review by the Review Commission.
A petition mav be filed with this Judge within twentv (20) davs
from the date of this notice. Thereafter, anv petition must be
filed with the Review Commission% Executive Secretarv within
twenty (20) days from the date of the Executive Secretam's notice
of docketing. See Paragraph No. 1. The Executive Secretary's
address is as follows:
Executive Secretary _
Occupational Safety and Health Review Commission
1825 K Street, N.W., Room 401
Washington, D.C. 20006
3 The full text of the rule governing the filing of a petition
for discretionary review is 29 C.F.R. 5 2200.91. (Part of Rule 91 .
is attached hereto).
,
($/?$kd~A
RICHARD DeBENEDETTO
--w
Judge, OSHRC
Dated: August 21, 1991
Boston, Massachusetts
$ 2200.91 tions for disaetion axy
osition to Detit;ions
0
a
(1 peviewdiscretbarye Review by the Commission is not
a right. A Commissfoner may, as a matter of discretion, direct
review on his own motion or on. thcpetition of a party.
W petitions for discretionarYreviey. A party adversely
affected or aggrieved by the decision of the Judge may seek
review by the Commission by filing a petition for discretionary
review. Discretionaryreview by the Commission may be sought by
filing with the Judge a petition for discretionaryreview within
the twenty-day period provided by f 2200*9O(b)e Review by the
commission may also be sought by filing directly with the
Executive Secretary a petition for discretionary review, A
petition filed directly with the 3xecutive Secretary shall be
filed within 20 days after the date of docketing of the Judge’s’
report. The earlier a petition is filed, the more consideration
it can be given. A petition for discretionary review may be
conditional, and may state that review is sought only if a
Commissioner were to direct review on the petition of an opposing
party.
.
I
(a) 8Contents of the petition. No particular form is
required &r a petition for discretionary review. A petition
should state why review should be directed, including: Whether
the Judge’s decision raises an important question of law, policy
or discretion: whether review by the Commission will resolve CL
question about which the Commission's Judges have rendered
differing opinions; whether the Judge's decision is contrary to
law or commission precedent; whether a finding of material fact
is not supported by a preponderanceof the evidence; whether a
prejudicial error of procedure or an abuse of discretion was
committed. A petition should concisely state the portions of the
decision for which review is sought and should refer to the
citations and citation items (for example, citation 3, item 4a)
for which review is sought, A petition shall not incorporateby
reference a brief or legal memorandum. Brevity and the inclusion
of precise references to the record and legal authorities will
facilitateprompt review of the petition.
( e 1 When filing effective. A petition for discretionary
review is filed when received. If a petition has been filed
with the Judge, another petition.. need not be filed with the
commission. .’
w Failure to file. The failure of a party adversely
affected or aggrievedby the Judge's decision to file a petition
for discretionary review may foreclose court review of the
objections to the Judge's decision. See Keystone Roofinq Co. v.
punloE, 539 F.2d 960 (3d Cir. 1976). (See other Side).
-2-
(9) Statements b opposition to Detiuon. Statements in
opposition to petitions for discretionary review may be filed in
the manner specified in this section for the filing of petitions
for discretionary review. Statements in 0ppOs ition shall
concisely state why the Judge's decision should not be reviewed
with respect to each portion of the petition to which it is
addressed.
(h) Number of copies. An original and three copies of a
petition or a statement in opposition to a petition shall be
. .
filed.
WORCESTER STEEL ERECTORS, INC. DOCKET NO. 89-1206
William J. LBDOUX, Esq.
Christopher and LeDoux
370 Main 8tr88t
Worcester, MA 01608
I hereby certify that a
copy of the decision in
this case has been s8med
by First Class Priority
Mail upon the parties
whose names and addresses
appear on this notice
SOLICITOR
Albert H. Ross, Esq.
Regional Solicitor Boston, Joyce M. Reynolds
U. 8. Dept. of Labor Auaust 21, 1991 (Date)
One Congress Street, 11th Floor
Boston, MA 02114
Attn: M8rl8 Hyman, Esq.
Daniel J. Mick, Esq.
Counsel for Regional Litigation
Office of the Solicitor - U. 8. Dept. of Labor
200 Constitution AVenUe, N.W., Room 8. 4014
Washington, D.C. 20210
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