ICBO Evaluation Service, Inc.
5360 WORKMAN MILL ROAD • WHITTIER, CALIFORNIA 90601-2299
A subsidiary corporation of the
International Conference of Building Officials
EVALUATION
REPORT
Copyright  2000 ICBO Evaluation Service, Inc.
PFC-2869
Reissued May 1, 2000
Filing Category: DESIGN—Steel (038)
HAMBROR D 500 COMPOSITE FLOOR
AND FORMING SYSTEM
CANAM STEEL CORPORATION
450 E. HILLSBORO
DEERFIELD BEACH, FLORIDA 33441
1.0 SUBJECT
HambroR 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), 3,000-poundsper-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 top-chord 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 floor-ceiling system may have
a fire-resistive rating. Sound transmission classification
(STC) and impact insulation class (IIC) are as described under “sound rating.”
2.2 Fabrication:
Hambro D 500 composite joists (Figure 2) are fabricated in a
plant that is under an approved quality control program with
inspections by Underwriters Laboratories Inc. (AA-668). The
top-chord member is cold-rolled from material conforming to
Canadian standards similar to ASTM A 607, Grade 50, of either No. 11 gage, No. 13 gage or their engineering equivalent
capacities. The web members consist of minimum 7/16-inchdiameter (11.1 mm) hot-rolled bars, some of which are contin-
uous, 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
A 572. 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 coldrolled angles of equal capacities of steel, conforming to equivalent ASTM standards. Web and bottom-chord members are
shop-painted with a rust-inhibitive 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-by-5-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:
4
D + (1.10) 5wl
384El c
where:
w
=
Uniform load to the system, lbf/inch (N/mm).
l
=
Span length, inches (mm).
E
=
Steel modulus of elasticity, psi (N/mm2).
lc
=
Moment of inertia of the composite section (transformed), inches4 (mm4).
D = Deflection, inches (mm).
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:
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 top-chord embedment.
Evaluation reports of ICBO Evaluation Service, Inc., are issued solely to provide information to Class A members of ICBO, utilizing the code upon which the report
is based. Evaluation reports are not to be construed as representing aesthetics or any other attributes not specifically addressed nor as an endorsement or recommendation for use of the subject report.
This report is based upon independent tests or other technical data submitted by the applicant. The ICBO Evaluation Service, Inc., technical staff has reviewed the
test results and/or other data, but does not possess test facilities to make an independent verification. There is no warranty by ICBO Evaluation Service, Inc., express
or implied, as to any “Finding” or other matter in the report or as to any product covered by the report. This disclaimer includes, but is not limited to, merchantability.
Page 1 of 13
Page 2 of 13
2.5 Fire Rating:
A two-hour noncombustible fire-resistive rating involves a
21/2-inch (63.5 mm) hard rock concrete slab on minimum
91/2-inch-deep (241 mm) joists [8-inch (203 mm), nominal],
spaced typically 4 feet 11/4 inches (1251 mm) on center. Onehalf-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, selfdrilling, 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-inchwide (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
a 31/4-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), 23/4 inches wide
(70 mm) at the base and 13/8 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 adhesive spotted
along the joint to prevent accidental displacement. The wallboard is attached to the furring channels with No. 6 Phillipstype, 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,
PFC-2869
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.
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)] joists,
a 21/2-inch (63.5 mm) concrete slab and 5/8-inch-thick (16
mm) gypsum board ceiling on 23/4-inch-wide-by- 3/4-inchdeep (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 per square foot (1.07 kg/m2). The carpeting consists of a 1/4-inch-deep (6.4 mm) loop pile on
1/ -inch-thick (1.6 mm) woven fabric backing. Total weight is
16
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 and the name of the quality control agency, Underwriters Laboratories Inc.
3.0 EVIDENCE SUBMITTED
Product brochures and a booklet containing fire, bracing and
load test reports and calculations.
4.0 FINDINGS
That the HambroR D 500 Composite Floor and Forming
System complies with the 1997 Uniform Building Codet,
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 Underwriters Laboratories
Inc. (AA-668).
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.
Page 3 of 13
PFC-2869
TABLE 1—HAMBRO D-500 COMPOSITE FLOOR ALLOWABLE SERVICE LOADS (TOTAL DEAD PLUS LIVE)
IN POUNDS PER LINEAL FOOT1,2
(Continued)
Page 4 of 13
PFC-2869
TABLE 1—HAMBRO D-500 COMPOSITE FLOOR ALLOWABLE SERVICE LOADS (TOTAL DEAD PLUS LIVE)
IN POUNDS PER LINEAL FOOT1,2—(Continued)
(Continued)
Page 5 of 13
PFC-2869
TABLE 1—HAMBRO D-500 COMPOSITE FLOOR ALLOWABLE SERVICE LOADS (TOTAL DEAD PLUS LIVE)
IN POUNDS PER LINEAL FOOT1,2—(Continued)
(Continued)
Page 6 of 13
PFC-2869
TABLE 1—HAMBRO D-500 COMPOSITE FLOOR ALLOWABLE SERVICE LOADS (TOTAL DEAD PLUS LIVE)
IN POUNDS PER LINEAL FOOT1,2—(Continued)
(Continued)
Page 7 of 13
PFC-2869
TABLE 1—HAMBRO D-500 COMPOSITE FLOOR ALLOWABLE SERVICE LOADS (TOTAL DEAD PLUS LIVE)
IN POUNDS PER LINEAL FOOT1,2—(Continued)
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.
Page 8 of 13
PFC-2869
TABLE 2—HAMBRO STANDARD BOTTOM CHORDS
DOUBLE ANGLE BOTTOM CHORD – fy = 50,000 psi
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/
4
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.
Page 9 of 13
PFC-2869
FIGURE 1
Page 10 of 13
PFC-2869
FIGURE 2
Page 11 of 13
PFC-2869
For SI: 1 inch = 25.4 mm, 1 ksi = 6.8948 MPa, 1 lbf = 4.448 N.
FIGURE 3
Page 12 of 13
PFC-2869
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 psi = 6.8948 kPa.
FIGURE 4
Page 13 of 13
PFC-2869
For SI: 1 inch = 25.4 mm.
FIGURE 5