ICC-ES Legacy Report
PFC-2869*
Reissued May 2000
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www.icc-es.org | (800) 423-6587 | (562) 699-0543
A Subsidiary of the International Code Council ®
Legacy report on the 1997 Uniform Building Code™
DIVISION: 05—METALS
Section: 05260—Composite Joint System
HAMBRO
SYSTEM
®
D 500 COMPOSITE FLOOR AND FORMING
CANAM STEEL CORPORATION
450 E. HILLSBORO
DEERFIELD BEACH, FLORIDA 33441
1.0 SUBJECT
Hambro® D 500 Composite Floor and Forming System.
2.0 DESCRIPTION
2.1 General:
The Hambro D 500 Composite Floor and Forming System
is a composite concrete/steel hybrid tee beam consisting of
steel joists with a specifically formed top chord which,
when embedded in a minimum 21/2-inch (63.5 mm), 3,000pounds-per-square-inch (20.7 MPa) concrete slab,
develops composite action. See Figure 1 for additional
details. Top-chord design considerations require that panel
points not exceed a 24-inch (610 mm) spacing. The topchord member is slotted to receive steel roll bars, which
are rotated into place to support reusable plywood forms
which then serve as a construction platform and provide
lateral and torsional stability for the Hambro composite joist
during the construction stage. The concrete slab of 3,000
pounds per square inch (20.7 MPa) minimum compressive
strength consists of a pea gravel or maximum 3/4-inch
(19 mm) aggregate mix of concrete which is poured and
gently pencil-vibrated. The slab has a minimum 21/2-inch
(63.5 mm) thickness and is reinforced with welded wire
fabric as specified in Section 1907.12 of the code.
Dowels or welded studs embedded in concrete are
provided as necessary at walls or beams to transfer
horizontal diaphragm shears and provide wall anchorage.
Special attention is given to provide a full contact area to
all surfaces of the top-chord member, and to embed the
wire mesh which is draped in a natural catenary over the
Hambro D 500 top chord. With the application of Fire Code
C gypsum wallboard as set forth in this report, the floorceiling system may have a fire-resistive rating. Sound
transmission classification (STC) and impact insulation
class (IIC) are as described under “sound rating.”
with inspections by Underwriters Laboratories Inc.
(AA-668). The top-chord member is cold-rolled from
material conforming to Canadian standards similar to
ASTM A607, Grade 50, of either No. 11 gage, No. 13 gage
or their engineering equivalent capacities. The web
7
members consist of minimum /16-inch-diameter (11.1 mm)
hot-rolled bars, some of which are continuous, bent at joint
location, conforming to CSA Standards G40.21 graded
steel with a minimum Fy = 44 kips per square inch
(303 MPa). This Canadian standard is similar to ASTM
A572. Bottom chords consist of either hot-rolled angles
(see Table 2) of CSA Standard G40.21 grade steel
modified to minimum Fy = 50 kips per square inch
(345 MPa), or cold-rolled angles of equal capacities of
steel, conforming to equivalent ASTM standards. Web and
bottom-chord members are shop-painted with a rustinhibitive primer.
2.3 Design: Service Stage (Composite Action):
The Hambro D 500 System is designed as a composite
steel and concrete section under the following design
methods:
1. The design methods are shown as Figure 3.
2. The horizontal shear transfer between the top chord
and the concrete shall be reviewed under elastic
design (working stress method) based on an allowable
value of 100 psi (689 kPa), maximum, for the fully
embedded top chord, when the embedded portion of
the top chord is left unpainted, with a 11/2-by-1/4-by5-inch (38 by 6.4 by 127 mm) vertical end plate and a
4-by-1/4-by-5-inch (102 by 6.4 by 127 mm) bearing
plate, both welded to the end of the joist. When the top
chord is fully painted, the allowable value shall be
90 psi (620 kPa), maximum.
3. Deflection of Hambro D 500 Composite Floor shall be
based on the following formula:
where:
w
=
Uniform load to the system, lbf/inch (N/mm).
l
=
Span length, inches (mm).
E
=
Steel modulus of elasticity, psi (N/mm2).
2.2 Fabrication:
lc
=
Hambro D 500 composite joists (Figure 2) are fabricated in
a plant that is under an approved quality control program
Moment of inertia of the composite section
4
4
(transformed), inches (mm ).
D
=
Deflection, inches (mm).
*Corrected March 2014
ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed
as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as
to any finding or other matter in this report, or as to any product covered by the report.
1000
Copyright © 2014
Page 1 of 13
PFC-2869 | Most Widely Accepted and Trusted
4. Load spans in Table 1 are based on the previously
discussed design criteria and the bottom chords
described in Table 2. The concrete slab must be
justified to span between joists.
5. The composite joist end reaction does not exceed
12.5 kips (55.6 kN).
2.4 Diaphragm Shear:
adhesive spotted along the joint to prevent accidental
displacement. The wallboard is attached to the furring
channels with No. 6 Phillips-type, self-drilling, self-tapping,
1-inch-long (25 mm) screws with bugleheads spaced
12 inches (305 mm) on center along each furring channel.
Along end joints, screws are located a minimum of
3 inches (76 mm) from the joint and one additional screw,
approximately 11/2 inches (38 mm) from the side joint, is
installed at each end of the short channels. Along the side
joints, screws are located 3/4 inch (19 mm) from the joint.
All joints are covered with paper tape embedded in joint
compound and then covered with a layer of the compound.
Wallboard screw heads are also covered with the
compound.
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The allowable diaphragm shear of the system shall be
based on the shear friction capacity of the reinforced
concrete slab as specified in Section 1911.7 of the code,
using the net continuous portion of the slab above the topchord embedment.
2.5 Fire Rating:
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A two-hour noncombustible fire-resistive rating involves a
1
2 /2-inch (63.5 mm) hard rock concrete slab on minimum
91/2-inch-deep (241 mm) joists [8-inch (203 mm), nominal],
1
spaced typically 4 feet 1 /4 inches (1251 mm) on center.
One-half-inch (13 mm) Fire Code C gypsum wallboard or
equivalent gypsum board ceiling material is applied
perpendicular to furring channels with 1-inch (25 mm),
case-hardened, self-drilling, self-tapping, buglehead
screws having a shank diameter of 0.158 inch (4 mm), and
a Phillips head having a diameter of 0.335 inch (8.5 mm).
Two furring channels straddle each transverse joint. Each
furring channel has two screws on each side of longitudinal
gypsum board joints and two additional screws uniformly
spaced between joints. Three-inch-wide (76 mm) backing
strips of the same gypsum board are securely attached
over transverse joints between the two channels. The
support system involves No. 24 gage [0.0239-inch
(0.61 mm) base metal thickness] furring channels, 3 inches
wide (76 mm) by 7/8 inch deep (22 mm), at a maximum
24-inch (610 mm) spacing, attached to the truss bottom
chord with 0.047-inch (1.2 mm) tie wire. More specific
installation details are set forth in Figures 4 and 5,
including a method where trusses are spaced up to 6 feet
(1829 mm) on center.
A three-hour noncombustible fire-resistive rating involves
1
a 3 /4-inch (82 mm) hard rock concrete slab reinforced with
minimum 6-by-6, 8/8 welded wire mesh and supported by
minimum 10-inch (254 mm) nominal steel joists spaced
from 24 to 491/4 inches (610 to 1251 mm) on center. No. 25
gage [0.0209-inch (0.53 mm) base metal thickness]
galvanized steel furring channels, 7/8 inch high (22 mm),
3
3
2 /4 inches wide (70 mm) at the base and 1 /8 inches wide
(35 mm) at the face, are installed perpendicular to the
joists at 24 inches (610 mm) on center. At wallboard end
joists, furring channels approximately 60 inches long
(1524 mm) are located 3 inches (76 mm) on each side of
the end joint. All channels are tied to lower chords of all
joists with double strand, No. 18 gage, galvanized steel tie
wire looped around the chord. Channel splices must be
lapped 6 inches (152 mm) and tied together with the
double strand of tie wire at each end of the overlap. Fiveeighths-inch (16 mm) United States Gypsum Fire Code C
gypsum board, 4 feet wide (1219 mm), is installed with the
long dimension perpendicular to furring channels with
staggered or continuous end joints. Side joints must be
located between steel joists. Gypsum wallboard joints
perpendicular to joists are protected continuously with a
3-inch-wide (76 mm) strip of wallboard laid in place with an
2.6 Sound Rating:
A sound transmission class (STC) of 50 minimum is
assigned to the basic Hambro Composite Floor System
with 131/2-inch-deep (343 mm) [12-inch nominal (305 mm)]
1
5
joists, a 2 /2-inch (63.5 mm) concrete slab and /8-inch3
thick (16 mm) gypsum board ceiling on 2 /4-inch-wide-by3
/4-inch-deep (70 mm by 19.1 mm) furring channels wired
to steel joists. Impact insulation class (IIC) is a minimum 50
with a finished floor covering such as 1/16-inch (1.6 mm)
soft vinyl and deep pile carpeting. The vinyl material
consists of 0.030-inch (0.76 mm) soft vinyl with an optional
embossed pattern, adhered to a 0.036-inch-thick
(0.91 mm) kraft paper backing. Total weight is 0.22 pound
2
per square foot (1.07 kg/m ). The carpeting consists of a
1
/4-inch-deep (6.4 mm) loop pile on 1/16-inch-thick (1.6 mm)
woven fabric backing. Total weight is 0.49 pound per
square foot (2.4 kg/m2).
2.7 Identification:
Each bundle of joists delivered to the field bears a metal
tag noting the evaluation report number.
3.0 EVIDENCE SUBMITTED
Product brochures and a booklet containing fire, bracing
and load test reports and calculations.
4.0 FINDINGS
®
That the Hambro D 500 Composite Floor and Forming
System complies with the 1997 Uniform Building
Code™, subject to the following conditions:
4.1 Design and construction of the system complies
with this report.
4.2 The joists are manufactured at the Saint Gédéon,
Quebec, Canada, facility with quality control
follow-up inspections by ICC-ES.
4.3 Placing of concrete is done under special
inspection as specified in Section 1701 of the
code, with special attention directed to
consolidation around steel truss members.
4.4 Fire-resistive and acoustical assemblies comply
with descriptions in Sections 2.5 and 2.6,
respectively, of this report.
4.5 Design and details for each project are approved
by the building official.
This report is subject to re-examination in two years.
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TABLE 1—HAMBRO D-500 COMPOSITE FLOOR ALLOWABLE SERVICE LOADS (TOTAL DEAD PLUS LIVE)
1,2
IN POUNDS PER LINEAL FOOT
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(Continued)
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TABLE 1—HAMBRO D-500 COMPOSITE FLOOR ALLOWABLE SERVICE LOADS (TOTAL DEAD PLUS LIVE)
1,2
IN POUNDS PER LINEAL FOOT —(Continued)
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(Continued)
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TABLE 1—HAMBRO D-500 COMPOSITE FLOOR ALLOWABLE SERVICE LOADS (TOTAL DEAD PLUS LIVE)
1,2
IN POUNDS PER LINEAL FOOT —(Continued)
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(Continued)
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TABLE 1—HAMBRO D-500 COMPOSITE FLOOR ALLOWABLE SERVICE LOADS (TOTAL DEAD PLUS LIVE)
1,2
IN POUNDS PER LINEAL FOOT —(Continued)
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(Continued)
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TABLE 1—HAMBRO D-500 COMPOSITE FLOOR ALLOWABLE SERVICE LOADS (TOTAL DEAD PLUS LIVE)
1,2
IN POUNDS PER LINEAL FOOT —(Continued)
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For SI: 1 ft. = 304.8 mm, 1 ft.·kip = 1.356 kN·m, 1 in.4 = 4 162 314 mm4, 1 lb./ft. = 14.6 N/m.
1Allowable loads are based on a 21/ -inch-thick concrete slab having a 28-day compressive strength, fi , of 3,000 psi. The spans noted in the table are the joists’ clear
2
c
spans. Length of joist with a single span is equal to the clear span plus 7 inches for a 3.5-inch bearing length each end. Bottom chord loads are limited to panel point
locations only. The concrete slab must be justified to span between joists in conformance with Chapter 19.
2Joists selected from shaded area may require a larger capacity top chord or propping to support construction loads.
PFC-2869 | Most Widely Accepted and Trusted
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TABLE 2—HAMBRO STANDARD BOTTOM CHORDS
Chord Type
Member
Area (in.2)
Wt./ft .(lb.)
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
× 3/4 × 1/8
7/ × 7/ × 1/
8
8
8
1 × 1 × 1/8
11/8 × 11/8 × 1/8
11/4 × 11/4 × 1/8
11/2 × 11/4 × 1/8
11/2 × 11/2 × 1/8
11/8 × 11/8 × 3/16
11/4 × 11/4 × 3/16
11/2 × 11/4 × 3/16
11/2 × 11/2 × 3/16
2 × 11/4 × 3/16
2 × 11/2 × 3/16
2 × 11/4 × 7/32
2 × 2 × 3/16
2 × 11/4 × 1/4
2 × 11/2 × 1/4
2 × 2 × 1/4
1
2 /2 × 2 × 1/4
3 × 2 × 1/4
0.34
0.40
0.46
0.54
0.60
0.67
0.72
0.78
0.86
0.96
1.06
1.15
1.24
1.33
1.42
1.50
1.62
1.88
2.12
2.38
1.18
1.38
1.60
1.82
2.02
2.29
2.46
2.64
2.96
3.28
3.60
3.94
4.24
4.57
4.88
5.14
5.54
6.38
7.24
8.20
3/
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For SI: 1 inch = 25.4 mm, 1 in.2 = 645.16 mm2, 1 psi = 6.8948 kPa, 1 lb./ft. = 1.4882 kg/m.
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FIGURE 1
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FIGURE 2
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For SI: 1 inch = 25.4 mm, 1 ksi = 6.8948 MPa, 1 lbf = 4.448 N.
FIGURE 3
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For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 psi = 6.8948 kPa.
FIGURE 4
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For SI: 1 inch = 25.4 mm.
FIGURE 5