MEP-Technical Manual CDN 0408.qxd - Hambro

Composite 

Floor System

INTRODUCTION 

This manual has been developed 

in order to assist you 

in understanding the Hambro® 

Composite Floor System, 

and for you to have at your fingertips 

the information necessary 

for the most efficient and economical 

use of our Hambro products. 

Suggested detailing and 

design information throughout 

this manual illustrates methods of use. 

To achieve maximum economy and 

to save valuable time we suggest that you 

contact your local Hambro representative. 

He/she is qualified and prepared 

to assist in the selection of a Hambro 

system that is best suited 

to your project’s requirements. 

1

1. GENERAL INFORMATION 

DESCRIPTION 

The Hambro Composite Floor System has been used with 

different types of construction, i.e. masonry, steel frame 

buildings, poured in place or precast concrete as well as 

wood construction. Uses range from the single-family 

detached house to multistory residential and office 

complexes. 

The Hambro Composite Floor System consists of a hybrid 

concrete/steel T-beam in one direction and an integrated 

continuous one-way slab in the other direction, and is 

illustrated in figures 1 and 2. 

Depending on the span, the loads and the type of form to 

support concrete poured in place, the Hambro steel joist 

may have a different configuration at the top chord. 

Wire mesh draped 

over top chord 

to form catenary 

1 251 mm (4’-1 1 /4”) 

GENERAL INFORMATION 

Poured in place 

Concrete slab 

Slots in top chord to 

support reusable Rollbar 

(Chord cut for clarity) 

Rollbar ® 

Handle 

Rollbar clips temporary 

bottom chord bracing 

Rollbar installed and rotated into a 

locked position into joists, support 

plywood forms 

Fig. 1 

Hambro D500 Composite Floor System 

PRODUCT SERIES CONFIGURATION 

D500 TM H 

MD2000 ® MD2000 

Double Top Chord (DTC) LH 

Continuous slab over wall or 

beam forms an accoustical seal 

CANADA PATENT No : 

874180 

U.S.PATENT Nos : 

3818083 3819143 

3841597 3845594 

3913296 3945168 

3979868 4015396 

4584815 4729201 

OTHER U.S. & FOREIGN PATENTS PENDING 

Hambro joist 

with bearing shoe 

Reusable plywood 

1 220 mm x 2 440 mm 

(4’ x 8’ typ.) forms 

Cold rolled top chord “ ” 

portion embedded 

39 mm (1 1 /2”) in slab for composite action 

NOTE: Rollbar are rotated and 

unlocked for removal of 

plywood forms 

1

The unique top chord section has four basic functions: 

2 

GENERAL INFORMATION 

1. It is a compression member component of the 

Hambro non-composite joist during the concreting 

stage. The system is not shored. 

2. It is a “high chair” for the welded wire mesh, 

developing negative moment capacity in the 

concrete slab where it is required - over the joist 

top chord. 

3. It locks with and supports the slab forming system 

(Rollbar ® and forms). 

4. It automatically becomes a continuous shear 

connector for the composite stage. 

The bottom chord acts as a tension member during both 

the concreting stage and the service life. 

The web system, consisting of bent rods, ties the top and 

bottom chords together and resists the vertical shear in the 

conventional truss manner. 

The concrete slab is reinforced with welded wire mesh at 

the required locations and behaves structurally as a 

continuous one-way reinforced concrete slab. 

65 mm (2 1 /2”) 

concrete slab (min.) 

Shear connector 

embedded 39 mm (1 1 /2”) 

into slab 

Web 

Bottom 

chord 

1 220 mm (4’-0”) 

plywood sheet 

Draped 

mesh 

Rollbar locked 

into section 

Hambro joist spacing* 

Fig. 2 

* Normally 1 251 mm (4’-1 1 /4”) to accommodate standard 

1 220 mm (4’-0”) wide plywood forms, but can be 

altered to suit job conditions. 

The rigid plywood sheets and Rollbar, when locked into the 

section, not only act as simple forms for placing 

concrete, but provide the essential lateral and torsional 

stability to the entire Hambro floor system during the 

concreting stage. 

The interaction between the concrete slab and Hambro 

joist begins to occur once the wet concrete begins to set. 

The necessary composite interaction for construction 

loads is achieved once the concrete strength, f’ c , reaches 

7.0 MPa (1 000 psi). 

This will usually occur within 48 hours. Even in the coldest 

of concrete pouring conditions, construction heating will 

maintain the concrete at temperatures necessary for this 

gain of strength. When in doubt, concrete test cylinders 

can be used to verify strength. 

It is important to note that the overall floor stiffness after 

concreting increases substantially as compared to that 

during its non-composite condition prior to concreting. 

The result is a composite floor system having a sound 

transmission class (STC) of 57 with the addition of a 

gypsum board ceiling. 

Fire resistance ratings of up to three hours are easily 

achieved with the Hambro Composite Floor System by the 

installation of a gypsum board ceiling directly under the 

joists. Other types of fire protection could be used: refer to 

U.L.C. and U.L. publications. 

The Hambro Composite Floor System has been subjected 

to many tests both in laboratories and in the field. 

ADVANTAGES 

• The Hambro joists are custom manufactured to suit 

particular job conditions and are easily installed. The 

Hambro joist modular spacing can be adjusted to suit 

varying conditions. 

• The Hambro forming system provides a rigid working 

platform. Masonry walls or tie beams may be filled, when 

required, using the Hambro floor as a working deck. 

• Shallower floor depths can be used because of the 

increased rigidity of the system resulting from the 

composite action. 

• The wide Hambro joist spacing allows greater flexibility 

for mechanical engineers and contractors. Standard pipe 

lengths can be threaded through the Hambro web system 

- this means fewer mechanical joints. 

• The ceiling plenum can accommodate all electrical and 

mechanical ducting, eliminating the need for bulkheading 

and dropped ceilings. 

• The interlocking of concrete with steel provides excellent 

lateral diaphragm action with the composite joists acting 

as stiffeners for the entire system. 

• Other subtrades can closely follow Hambro, thereby 

shortening completion time. 

• The Rollbar and plywood sheets are reusable.

APPROVALS AND FIRE RATINGS 

APPROVALS 2. FIRE RATINGS 

The Hambro Composite Floor System is approved, 

classified, listed, recognized, certified or accepted by the 

following approving bodies or agencies: 

1. CCMC No. 06292-R 

irc.nrc-cnrc.gc.ca/ccmc/registry/13/06292 f.pdf 

2. International Conference of Buildings Officials 

(ICBO) Report No. PFC 2869. 

www.icc-es.org/reports/pdf files/UBC/pfc2869.pdf 

3. Miami-Date County, Florida, 

Acceptance No. 06-0420.02 

www.miamidade.gov 

4. The cities of Los Angeles Report No. RR 25437 

www.ladbs.org. 

Fire Protection floor/ceiling assemblies using Hambro ® 

have been tested by independent laboratories. Fire 

resistance ratings have been issued by Underwriters 

Laboratories Inc. and by Underwriters Laboratories of 

Canada (ULC) which cover gypsum board, accoustical tile 

and spray on protection systems. Reference to these 

published listings should be made in detailing ceiling 

construction. Check your UL directory for the latest 

updating of these listings, or see the UL website at 

http://www.ul.com/database or ULC website at 

www.ulc.ca/about ulc/online directories.asp 

1

2 

FIRE RATINGS 

Hambro Product UL/ULC/cULC Rating (hr.) Slab thickness (3) Ceiling Beam Rating 

D500 LH (1) MD2000 (2) Design No. (mm) (in.) (hr.) 

x x - I-506 

x x - I-518 

2 65 2 1/2 Gypboard 1/2” (12.7 mm) - 

2 90 3 1/2 Gypboard 1/2” (12.7 mm) - 

1 1/2 65 2 1/2 Gypboard 1/2” (12.7 mm) 2 

2 55-75 2 1/4 - 3 Gypboard 1/2” (12.7 mm) 2 

- - x I-522 2 75 3 Gypboard 1/2” (12.7 mm) 1 1/2 

x - - 

I-800 1 - 1 1/2 - 2 

65-70 2 1/2 -2 3/4 

- - x 70 2 

Spray on 1 

3/4 Spray on 1 

x x - 

G-003 2 

65 2 1/2 

- - x 70 2 

Suspended or panel - 

3/4 Suspended or panel - 

x x x G-213 

2 

3 

75 

100 

3 

4 

Suspended or panel 


2 

3 

x x - 

G-227 2 

65 2 1/2 

- - x 70 2 

Suspended or panel 3 

3/4 Suspended or panel 3 

x x x G-228 2 80 3 1/4 Suspended or panel 2 

x x x G-229 

2 

3 

75 

100 

3 

4 



2 

3 

x x - 

1 - 2 65 2 

G-524 

1/2 (3) Gypboard 1/2” (12.7 mm) 2 

- - x 1 - 2 70 2 3/4 (3) Gypboard 1/2” (12.7 mm) 2 

x x x 3 90 3 1/2 (3) Gypboard 1/2” (12.7 mm) 3 

x x - G-525 3 80 3 1/4 Gypboard 5/8” (16 mm) 3 

x x - G-702 1 - 2 - 3 Varies (3) Spray on - 

x x - G-802 1 - 2 - 3 Varies (3) Spray on - 

(1) For LH Series, add 1/4 inch concrete for slab thickness 

(2) For MD2000 series, the thickness shown in this table is above the decking (deck thickness = 1 1/2”) 

(3) Normal and lightweight concrete

3. ACOUSTICAL PROPERTIES 

SOUND TRANSMISSION 

ACOUSTICAL PROPERTIES 

Because sound transmission depends upon a number of 

variables relating to the installation and materials used, 

Hambro makes no representations about the sound transmission 

performance of its products as installed. You 

should consult with a qualified acoustical consultant if you 

would like information about sound performance. 

HAMBRO SOUND INFORMATION 

All product tests were performed at NGC Testing Services, 

Buffalo NY, www.ngctestingservices.com. 

SOUND TRANSMISSION CLASS (STC) 

The STC is a rating that assigns a numerical value to the 

sound insulation provided by a partition separating rooms 

or areas. The rating is designed to match subjective 

impressions of the sound insulation provided against the 

sounds of speech, music, television, office machines and 

similar sources of airborne noise that are characteristic of 

offices and dwellings. 

STC RATINGS: WHAT THEY MEAN 

IMPACT INSULATION CLASS (IIC) 

The Impact Insulation Class (IIC) is a rating designed to 

measure the impact sound insulation provided by the 

floor / ceiling construction. The IIC of any assembly is 

strongly affected by and dependant upon the type of floor 

finish for its resistance to impact noise transmission. 

The following chart is provided as a reference only. The 

calculations of sound rating and design of floor/ceiling 

assemblies with regard to acoustical properties is a building 

designer responsibility. 

Hambro Assemblies STC IIC 

2 1/2” slab, 1 layer 1/2” drywall 52 26 

IMPACT OF FLOOR FINISHES & 

3” slab, 1 layer 1/2” drywall 57 30 HAMBRO FLOOR SYSTEM 

4” slab, 1 layer 1/2” drywall 

4” slab, 2 layers 1/2” drywall 

58 

60 

32 

36 Floor Finishes Additional 

STC Rating Practical Guidelines 

25 Normal speech easily understood 

30 Normal speech audible, 

but not intelligible 

35 Loud speech audible, 

fairly understandable 

40 Loud speech audible, 

but not intelligible 

45 Loud speech barely audible 

50 Shouting barely audible 

55 Shouting inaudible 

IIC points 

Carpet and Pad 24 

Homasote 1/2” comfort base 18 

under wood laminate 

www.homasote.com 

6 mm cork under engineered hardwood 21 

QT scu - QT4010 20 

10 mm underlayment under ceramic tile 

www.ecoreintl.com 

Quiet Walk underlayment 19 

under laminate flooring 

www.mpglobalproducts.com 

Insulayment under engineered wood 20 

www.mpglobalproducts.com 

1 1/2” Maxxon gypsum 28 

underlayment over Enkasonic 

sound control mat with quarry 

tile over Noble Seal SIS 

www.maxxon.com 



sound control mat with wood 

laminate floor over silent step 




sound control mat w/Armstong 

Commissions Plus Sheet Vinyl 


* All products tested were on a 2 1/2” Hambro slab with a 

one layer 1/2” drywall ceiling. 

1

ACOUSTICAL ASSOCIATIONS & CONSULTANTS 

2 

ACOUSTICAL PROPERTIES 

The following is a list of acoustical associations that may 

be found on the World Wide Web. 

National Counsel of Acoustical Consultants – 

www.ncac.com 

Canadian Acoustical Association – www.caa-aca.ca 

Acoustical Society of America – www.asa.aip.org 

Institute of noise Control Engineers – www.inceusa.org 

As a convenience, Hambro is providing the following list of 

vendors who have worked with this product. This list is not 

an endorsement. Hambro has no affiliation with these 

providers, and makes no representations concerning their 

abilities. 

Siebein Associates, Inc. 

625 NW 60th Street, Suite C 

Gainesville, FL 32607 

Telephone : 352-331-5111 

Octave Acoustique, Inc. 

Christian Martel, M.Sc. Arch 

963 Chemin Royal 

Saint-Laurent-de-l’Île-d’Orléans, (Québec) 

Canada G0A 4N0 

Telephone : 418-828-0001 

Acousti-Lab 

Robert Ducharme 

C.P. 5028 

Ste-Anne-des-Plaines (Québec) 

Canada J0N 1H0 

Telephone : 450-478-8828

DESIGN PRINCIPLES AND CALCULATIONS 

4. DESIGN PRINCIPLES AND CALCULATIONS 

4.1 SLAB DESIGN 

4.1.1 THE HAMBRO SLAB 

The slab component of the Hambro Composite Floor System 

behaves as a continuous one-way slab carrying loads 

transversely to the joists, and often is required to also act 

as a diaphragm carrying lateral loads to shear walls or 

other lateral load resisting elements. 

The slab design is based on CSA Standard A23.3-04, Design 

of Concrete Structures which stipulates that in order to 

provide adequate safety level, the factored effects shall be 

less than the factored resistance. 

� S ≤ ø R 

Where � = load factor, taking into account the probability 

of exceeding the specified load 

S = load effect (dead or live) 

ø = performance factor 

R = member resistance 

4.1.2. EFFECTS OF LOADING 

The Canadian concrete code (CSA Standard A23.3-04) 

cl. 9.2.3.1. requires that we consider dead load to act simultaneously 

with the live load applied on: 

i) Adjacent spans (maximum negative moment at support) 

or 

ii) Alternate spans (maximum positive moment at mid-span). 

However, if criteria (a) thru (c) of cl. 9.3.3. are satisfied, the 

following approximate value may be used in the design of 

one-way slabs. Refer to fig. 4 for location of the design 

moments. 

4.1.2.1 POSITIVE MOMENT 

Extra mesh at 1 & 2 

when required 

1 

Spacing S1 

S2 /3 

Spacing S2 

Fig. 4 

Exterior span: 

M f = W f L 1 2 / 11 ... Location � 

Interior span: 

M f = W f L i 2 / 16 ... Location � 

4.1.2.2 NEGATIVE MOMENT 

First interior support: 

Mf = Wf L2 / 10 ... Location � 

At other interior supports: 

M f = W f L 2 / 11 ... Location � 

4.1.2.3 SHEAR 

At face of first interior support: 

Vf = 1.15 Wf L1 / 2 ... Location � 

At other interior supports: 

V f = W f L i / 2 ... Location � 

Where W f = Total factored design load 

= 1.25 x dead + 1.5 x live 

L1 = First interior span 

Li = Interior spans 

L = Average of two adjacent spans 

Note: L is clear span (mm) 

S is joist spacing (mm) 

L = (S) - 45 

2 4 

4 Location 

indexing 

numbers 

3 3 

Spacing Si 

1

2 


4.1.2.4 CONCENTRATED LOAD 

In addition to the previous verification, the National 

Building Code of Canada cl.4.1.5.10 (1) requires consideration 

of a minimum concentrated load to be applied over an 

area of 750 mm x 750 mm. The magnitude of the load 

depends on the occupancy. This loading does not need to 

beconsidered to act simultaneously with the specified 

uniform live load. 

A 

Load Slab 

X 

L 

A 

Fig. 5 

Lateral Distribution of Concentrated Loads 

The intensity of concentrated loads on slabs is reduced 

due to lateral distribution. One of the accepted methods of 

calculating the “effective slab width” which is used by 

Hambro actually appears in Section 317 of the British 

Standard Code of Practice CP114 and is reproduced 

in fig. 5. Note that the amount of lateral distribution 

increases as the load moves closer to mid-span, and 

reaches a maximum of 0.3L to each side; the 

effective slab width resisting the load is a maximum of 

load width + 0.6L. 

An abbreviated summary of the calculations is shown in 

tables 6 and 7. 

Effective width 

1.2 (X) 1- X ( L) 

0.3L 

Section A-A 

Load width


TABLE 6: Concentrated Loads with 1 251 mm (4’-1 1/4”) Joist Spacing 

f’ c = 20 MPa (3 000 psi), F y = 400 MPa (60 000 psi) for Wire Mesh 

CONCENTRATED SLAB MESH SIZE SPECIAL REMARKS 

LOAD THICKNESS 152 x 152 (6 x 6) (See fig. 1) 

MW18.7 x MW18.7 Extra layer @ � and � 

70 mm (2 3/4”) 

OFFICE BUILDING 

to 

90 mm (3 

(6/6) 

MW18.7 x MW18.7 Single layer throughout No 

1/2”) 

(6/6) 

MW25.7 x MW25.7 

but S1 ≤ 1 050 mm 

Single layer throughout 

“chairs” on 

Top chord 

9 kN on (4/4) 

750 mm x 750 mm 

100 mm (4”) 

to 

125 mm (5”) 

MW25.7 x MW25.7 

(4/4) 

MW13.3 x MW13.3 (8/8) 

or MW18.7 x MW18.7 (6/6) 


Double layers throughout 

MW18.7 x MW18.7 

(6/6) 


PASSENGER CAR * MW25.7 x MW25.7 Extra layer @ � No 

90 mm (3 

(4/4) “chairs” on 

1/2”) 

11 kN on 

750 mm x 750 mm 

to 

115 mm (4 

MW25.7 x MW25.7 

(4/4) 


but S1 ≤ 1 050 mm 

Top chord 

1/2”) 

MW13.3 x MW13.3 Double layers throughout 

plus 50 mm asphalt (8/8) + Extra layer @ � 

MW13.3 x MW13.3 

(8/8) 


but S1 ≤ 1 050 mm 

MW18.7 x MW18.7 Double layers throughout No 

PASSENGER CAR * 

90 mm (3 1/2”) 

18 kN on 

750 mm x 750 mm 

to 

115 mm (4 

(6/6) 

MW25.7 x MW25.7 Extra layer @ � and � 


Top chord 

1/2”) 

plus 50 mm asphalt 

(4/4) 

MW25.7 x MW25.7 

(4/4) 


but S1 ≤ 1 050 mm 

* See CAN3-S413-94 for Parking Structures Design for more information. 

TABLE 7: Concentrated Loads with 1 555 mm (5’-1 1/4”) Joist Spacing 

f’ c = 20 MPa (3 000 psi), F y = 400 MPa (60 000 psi) for Wire Mesh 

CONCENTRATED SLAB MESH SIZE SPECIAL REMARKS 

LOAD THICKNESS 152 x 152 (6 x 6) (See fig. 4) 

OFFICE BUILDING 

9 kN on 

70 mm (2 

MW25.7 x MW25.7 Extra layer @ � 

3/ 

750 mm x 750 mm 

4”) 

to 

100 mm (4”) 

(4/4) 

MW18.7 x MW18.7 

(6/6) 



90 mm (3 1/ 

11 kN on 

750 mm x 750 mm 

2”) 

to 

115 mm (4 

MW18.7 x MW18.7 

(6/6) 


but S1 ≤ 1 050 mm 

1/ 

plus 50 mm asphalt 2”) 

MW25.7 x MW25.7 

(4/4) 


+ Extra layer @ � and � 


90 mm (3 1/ 


2”) 

18 kN on 

to 

(6/6) + Extra layer @ � and � 

750 mm x 750 mm 

115 mm (4 1/ 


plus 50 mm asphalt 2”) 

(4/4) 

* See CAN3-S413-94 for Parking Structures Design for more information. 

NOTE: For other configurations, please contact your Hambro representative. 

No 


Top chord 

No 


Top chord 

No 


Top chord 

3

4 


4.1.3 MOMENT CAPACITY 

The factored moment resistance of a reinforced concrete 

section, using an equivalent rectangular concrete stress 

distribution is given by: 

t 

d 

Mr = øsAs Fy (d - a/2) 

a = depth of the equivalent concrete stress block 

= ø s A s F y 

� 1 ø c f’ c b 

Where Fy = yield strength of reinforcing steel (400 MPa) 

f’ c = compressive strength of concrete (20 MPa) 

As = area of reinforcing steel in the direction of 

analysis (mm2 /m width) 

�1 = 0.85 - 0.0015f’ c ≥ 0.67 

b = unit slab width (mm) 

d = distance from extreme compression fiber to 

centroïd of tension reinforcement (mm) 

(see tables 8 and 9 on pages 19 and 20) 

øs = performance factor of reinforcing steel (0.85) 

øc = performance factor of concrete (0.65) 

4.1.3.1 SHEAR CAPACITY 

The shear stress capacity V, which is a measure of diagonal 

tension, is unaffected by the embedment of the section as 

this principal tensile crack would be inclined and radiate away 

from the section. 

The factored shear capacity is given by: 

Vr = Vc = øc�ß f’ c bwd √ 

(CSA A23.3-04, clause 11.3.4) 

Fig. 6 

c C 

Where � = 1.0 for normal density concrete 

ß = 0.21 = (CSA A23.3-04, clause 11.3.6.3) 

bw = b = width of slab 

And ø c ,f’ c and d are as previously described. 

T 

a 

4.1.4 SERVICEABILITY LIMIT STATES 

4.1.4.1. CRACK CONTROL PARAMETER 

When the specified yield strength, F y , for tension reinforcement 

exceeds 300 MPa, cross sections of maximum positive 

and negative moments shall be so proportioned that the 

quantity Z does not exceed 30 kN/mm for interior exposure 

and 25 kN/mm for exterior exposure. Ref. CSA A23.3-04, 

clause 10.6.1. 

The quantity Z limiting distribution of flexural reinforcement 

is given by: 

3 

Z = fs dcA x 10-3 √ 

Where fs = stress in reinforcement at specified loads 

taken as 0.6Fy dc = thickness of concrete cover measure from 

extreme tension fibre to the center of the 

reinforcing bar located closest thereto 

(dc ≤ 50 mm) 

4.1.4.2 DEFLECTION CONTROL 

For one-way slabs not supporting or attached to partitions 

of other construction likely to be damaged by large deflections, 

deflection criteria are considered to be satisfied if the 

following span/depth ratio are met: 

at location � t ≥ �n/24 

Width 

Bar spacing 

Fig. 7 

at location � t ≥ �n/28 (CSA A23.3-04, table 9.2) 

�n=Space between joists or joist to wall 

d c 

d c


4.1.5 SLAB DESIGN EXAMPLE METRIC 

Verify the standard Hambro slab under various limit states 

(strength and serviceability) for residential loading. 

Dead load: 3 kPa 

Live load: 2 kPa 

Slab thickness: 70 mm 

Joist spacing: 1 250 mm 

Concrete strength (f’ c ): 20 MPa at 28 days 

Area of steel: 152 x 152 MW18.7 x MW18.7 

As = 123 mm2 /m 

1- Analysis (Per Meter of Slab) 

a) Factored Load 

Wf = 1.25 x 3 + 1.5 x 2 = 6.75 kN/m2 b) Maximum Positive Moment at � 

M f + = 6.75 x 1.20 2 /11 = 0.88 kN•m 

c) Maximum Negative Moment at � 

M f – = 6.75 x 1.20 2 /10 = 0.97 kN•m 

d) Maximum Shear 

Vf = 6.75 x 1.15 x 1.25 = 4.85 kN 

2 

2- Resistance 

a) Moment Capacity 

√ 

ø = 4 x Awire π 

ø = 4 x 18.7 √ = 4.88 mm 

π 

where ø = wire diameter 

at mid-span: 20 mm concrete cover 

d = t - (20 + ø/2) 

= 70 - (20 + 4.88/2) = 47.6 mm 

at support: 38 mm depth of embedded top chord 

d = 38 + ø/2 

d = 38 + 4.88/2 = 40.4 mm governs 

� 1 = 0.85 - 0.0015f’ c = 0.82 ≥ 0.67 OK 

a = øs As Fy 0.85 x 123 x 400 

= 

�1øc f’ c b 0.82 x 0.65 x 20 x 1 000 

a = 3.92 mm 

Mr = øs As Fy (d - a/2) 

M r = 0.85 x 123 x 400 (40.4 - 3.92) x 10-6 2 

Mr = 1.61 kN•m > Mf = 0.97 kN•m OK 

b) Shear Capacity 

Vr = ß � øc f’ c bwd = 0.21 x 1 x 0.65 x 20 x 1 000 x 40.4 x 10-3 √ 

√ 

= 24.66 kN >> Vf = 4.85 kN OK 

3- Serviceability 

a) Crack Control 

dc = t - 38 - ø/2 = 29.6 mm ≤ 50.0 mm OK 

A = 2 x dc x 152 = 9 000 mm2 fs = 0.6 x 400 = 240 MPa 

3 

Z = fs dc A x 10-3 Z = 240 x 3 29.6 x 9 000 x 10-3 √ 

√ 

Z = 15.5 kN/mm < 25.0 kN/mm exterior exposure OK 

< 30.0 kN/mm interior exposure OK 

b) Deflection Control 

Span/depth = 1 250/70 = 18 

Exterior span = 18 < 24 OK 

Interior span = 18 < 28 OK 

5

6 


TABLE 8: Slab Capacity Chart (Total Unfactored Load in kN/m 2 ) * 

SLAB d MESH SIZE (152 mm x 152 mm) 1 251 mm JOIST SPACING 1 555 mm JOIST SPACING 

THICKNESS (t) (mm) f’ c = 20 MPa, � = 2 400 kg/m 3 Exterior Interior Exterior Interior 

F y = 400 MPa (1) (1) (1) (1) 

70 mm ≤ t < 90 mm 

NO CHAIR 

90 mm ≤ t < 115 mm 

NO CHAIR 

115 mm ≤ t ≤ 140 mm 

WITH 75 mm CHAIR 

INTERIOR AND 

EXTERIOR EXPOSURE (1) 

2 layers MW9.1 x MW9.1 7.52 8.22 4.92 5.37 

40 MW18.7 x MW18.7 7.61 8.42 5.02 5.49 

41 

MW25.7 x MW25.7 10.17 11.42 6.77 7.4 

MW25.7 x MW25.7 10.49 11.49 6.84 7.49 

2 layers MW13.3 x MW13.3 10.56 11.59 6.89 7.54 

2 layers MW18.7 x MW18.7 14.39 15.69 9.34 10.19 

2 layers MW25.7 x MW25.7 19.09 20.59 12.24 13.39 

2 layers MW18.7 x MW18.7 14.43 15.83 8.38 9.13 

78 2 layers MW25.7 x MW25.7 19.53 21.53 12.63 13.93 

* Loads indicated are the total allowable service load (W s ) that the slab 

can carry. W s is determined from the conservative equation: 

W s = (W f - 1.25D) / 1.5 + D 

Where W f = factored total load 

D = minimum dead load (weight of slab + joist) 

(1) Wire mesh : 1 layer on top chord and 1 layer on high chair 

Note: Slab capacities are based on mesh over joist raised as indicated. 

2 layers MW34.9 x MW34.9 25.93 28.53 16.73 18.33 

Wire mesh designation: 

152 x 152 MW9.1 x MW9.1 = 6 x 6 - 10/10 

152 x 152 MW13.3 x MW13.3 = 6 x 6 - 8/8 

152 x 152 MW18.7 x MW18.7 = 6 x 6 - 6/6 

152 x 152 MW25.7 x MW25.7 = 6 x 6 - 4/4 

152 x 152 MW34.9 x MW34.9 = 6 x 6 - 2/2


TABLE 9: Slab Capacity Chart (Total Unfactored Load in psf) * 

SLAB d MESH SIZE (6” x 6”) 4’-1 1 /4” JOIST SPACING 5’-1 1 /4” JOIST SPACING 

THICKNESS (t) (in.) f’ c = 3 000 psi, � = 145 lb./sq. ft. Exterior Interior Exterior Interior 

F y = 60 000 psi (1) (1) (1) (1) 

2 3/ 4” ≤ t < 3 1/ 2” 

NO CHAIR 

3 1/ 2” ≤ t ≤ 4 1/ 2” 

NO CHAIR 

4 1/ 2” ≤ t ≤ 5 1/ 2” 

WITH 3” CHAIR 

INTERIOR AND 

EXTERIOR EXPOSURE (1) 

2 layers 10/10 157 172 103 112 

1.6 1 layer 6/6 159 176 105 115 

1.6 

1 layer 4/4 212 239 141 155 

1 layer 4/4 219 240 143 156 

2 layers 8/8 221 242 144 157 

2 layers 6/6 301 328 195 213 

2 layers 4/4 399 430 256 280 

2 layers 6/6 301 331 175 191 

3.1 2 layers 4/4 408 450 264 291 

* Loads indicated are the total allowable service load (W s ) that the slab 

can carry. W s is determined from the conservative equation: 

W s = (W f - 1.25D) / 1.5 + D 

Where W f = factored total load 

D = minimum dead load (weight of slab + joist) 

(1) Wire mesh : 1 layer on top chord and 1 layer on high chair 

Note: Slab capacities are based on mesh over joist raised as indicated. 

2 layers 2/2 542 596 349 383 

7

8 


4.2 NON-COMPOSITE DESIGN 

2 

D 

Y 

Fig. 8 

N.A. of top chord 

The top chord must be verified for the loads applied at the 

non-composite stage. From the previous example, we 

have the following results: 

1- Factored Loading 

• Dead load: 

70 mm slab: 1.65 kN/m2 Formwork and joist: 0.24 kN/m2 1.89 kN/m2 x 1.25 = 2.36 kPa 

• Live load: 

Construction live load: 0.95* kN/m2 x 1.5 = 1.43 kPa 

Total factored load = 3.79 kPa 

* Reduces beyond 7 620 mm span at a rate of 

0.05 kN/m2 each 760 mm of span. 

2- Factored moment resistance 

Mr nc =Crd or Trd i.e. Wnc L2 =Crd or Trd, whichever is the lesser 

Wnc = 3.79 x joist spacing = kN/m 

L = clear span + 100 mm 

C = area of top chord (mm2 ) x factored 

compressive resistance (MPa) 

T = area of bottom chord (mm2 8 

) x factored 

tensile resistance (MPa) 

d = effective lever arm (m) 

= (D + 2 mm - y) /1 000 

From the above formula, the maximum “limiting span” 

may be computed for the non-composite (construction 

stage) condition. For spans beyond this value, the top 

chord must be strengthened or joist propped. 

Strengthening of the top chord, when required, is usually 

accomplished by installing one or two rods in the curvatures 

of the “S” part of the top chord. 

The bottom chord is sized for the total factored load which 

is more critical than the construction load. 

Hambro top chord properties are provided to assist you in 

computing the non-composite joist capacities. 

d 

C r 

T r 

4.2.1 TOP CHORD PROPERTIES - D500 TM 

2 mm 

(0.08”) 

17 mm 

(0.68”) 

X X 

Fig. 9 

METRIC 

t = 2.3 mm 

Anet * = 361 mm2 Ix = 2.74 x 105 mm4 Top Chord Fy = 350 MPa 

Bottom Chord Fy = 380 MPa 

IMPERIAL 

t = 0.090 in. 

Anet * = 0.560 in. 2 

Ix = 0.658 in. 4 

Top Chord Fy = 50 ksi 

Bottom Chord Fy = 55 ksi 

A net *= Effective area according to CAN3-S136-01 

Y 

Y 

t


4.2.2 TOP CHORD PROPERTIES - MD2000 ® 

3.5 mm 

(0.14”) 

X X 

METRIC 

t = 2.3 mm 



IMPERIAL 

t = 0.090 in. 

Anet * = 0.654 in. 2 

Ix = 0.877 in. 4 



A net *= Effective area according to CAN3-S136-01 

Y 

Y 

Fig. 10 

11.6 mm (0.45”) 

t 

4.2.3 TOP CHORD PROPERTIES - LH 

X X 

5.3 mm 

(0.21”) 

t 

Y 

Fig. 11 

METRIC 

t = 2.3 mm 



IMPERIAL 

t = 0.090 in. 

Anet * = 0.966 in. 2 

Ix = 0.616 in. 4 



Y 

9

10 


4.3 COMPOSITE DESIGN 

4.3.1 FLEXURE DESIGN 

In the past, conventional analysis of composite beam 

sections has been linearly elastic. Concrete and steel 

stresses have been determined by transforming the 

composite section to a section of one material, usually 

steel, from which stresses are then determined with the 

familiar formula, f = My/I, and then compared to some 

limiting values which have been set to ensure an adequate 

level of safety. Although this procedure is familiar to most 

engineers, it does not predict the level of safety with as 

much accuracy as does an ultimate strength approach 

which is based on the actual failure strengths of the 

component materials. 

It is now known that the flexural behavior at “ultimate” 

failure stages of composite concrete/steel beams and joists 

is similar to that of reinforced concrete beams - the elastic 

neutral axis begins to rise under increasing load as the 

component materials are stressed into their inelastic 

ranges. The typical stress-strain characteristics of the 

concrete and steel components are shown in fig. 12. 

Concrete stress 

Steel stress 

F u 

F y 

f’ c 

Inelastic 

range 

Elastic 

range 

Inelastic 

range 

Elastic 

range 

E y 

Concrete strain 

Steel strain 

Fig. 12 

Concrete and Steel Stress - Strain Curves 

The various loading stages of the Hambro composite joist 

are indicated in fig. 13. As load is first applied to the 

composite joist, the strains are linear. The “elastic” neutral 

axis, concrete and steel stresses can be predicted from the 

conventional transformed area method. Generally speaking, 

the Hambro composite joist behaves in this “elastic” 

manner when subjected to the total working loads. With 

increasing load, failure always begins initially with yielding 

of the bottom chord. In (a), all of the bottom chord has just 

reached the yield stress, F y . The maximum concrete 

strains will likely have just progressed into the inelastic 

concrete range, but the maximum concrete stress will still 

be less than � 1 f’ c . 

With a further increase in load, large inelastic strains occur 

in the bottom chord and the ultimate tensile force, T u , 

remains equal to A s F y . The strain neutral axis rises, as 

does the centroid of the compresssion force. Part (b) 

depicts the stage when the maximum concrete stress has 

just reached � 1 f’ c . At this stage, the ultimate resisting 

moment has increased slightly due to a small increase in 

Iever arm.


4.3.2 VARIOUS FLEXURE FAILURE STAGES 

t 

Joist depth “d” 

� 1 f’ c 

C f a 

Upon additional load application, the steel and concrete 

strains progress further into their inelastic ranges. The 

strain neutral axis continues to rise and the lever arm 

continues to increase as the centroid of compression force 

continues to rise. In (c), final failure occurs with crushing of 

the upper concrete fibres. At this point, the maximum fever 

arm e’, has been reached. In load capacity calculations, the 

simplified concrete stress block as shown in (c) is universally 

used. 

According to CAN3-S16.1-M01 (cl.17.9.3) and CSA A23.3-04 

(cl.10.1.7), the factored resisting moment of the composite 

section is given by: 

M rc = ø s A s F y e’ = T r e’ 

Strain line 

T u = A s F y 

(a) 

Initial steel yield 

� 1 f’ c 

Where e’ = d + slab thickness – a/2 – y 

d = joist depth 

a = T r / � 1 ø c f’ c b e 

ø s = steel performance factor = 0.90 

A s = area of bottom chord 

y = neutral axis of bottom chord 

E y 

T u = A s F y 

Elastic 

strain 

E y 

� 1 ø c f’ c 

Simplified 

concrete 

stress block 

Inelastic strain 

(b) 

Secondary yield stages 

C u 

f’ c 

e’ 

Fig. 13 

Elastic 

strain 

Fy = yield point of steel 

øc = concrete performance factor = 0.65 

f’ c = concrete compressive strength 

be = effective width of concrete top flange 

= the lesser of - joist spacing, or 

- span /4. 

Note: To determine the total allowable service load W s 

(see load tables), we convert the factored moment 

into a factored linear loading. 

Mf = Wf L2 (single span moment) 

8 

W f = 8 M f 

L 2 

And 

C 

T u = A s F y 

Inelastic strain 

(c) 

Ultimate stage 

W s = (W f - 1.25 D) + D 

1.5 

Where D = weight of (slab + joist) 

11

12 


4.4 INTERFACE SHEAR 

The Hambro joist comprises a composite concrete slabsteel 

joist system with composite action achieved by the 

shear connection developed by two means: 

(i) by anchorage provided at the joist ends by 

means of a steel angle which acts both as a 

bearing shoe and as anchorage for the end 

diagonal, thereby producing horizontal bearing 

forces. This horizontal force is closely associated 

with the concrete strength and the vertical 

size of the steel angle plate on the shoe. 

(ii) by bond or friction between the partially 

embedded specially profiled top chord. 

Composite action between the section and the concrete 

slab exists because of the unique shear resistance developed 

along the interface between the two materials. This shear 

resistance, which has been called “bond” or “interface 

shear” is primarily the result of a “locking” or “clamping” 

action in the longitudinal direction between the concrete and 

the section when the composite joist is deflected under 

load. Another contributing factor to the shear resistance is 

the lateral compression stress or “poisson’s effect” which 

results from slab continuity in the lateral direction. This 

continuity prevents lateral expansion from occuring as a 

result of longitudinal compression stresses and thus lateral 

compression stress results. However, this effect has been 

ignored in determining interface shear capacity which has 

been based on full scale testing of spandrel joists having only 

a 150 mm slab overhang on one side for its entire span 

length. A cross-section of a test specimen is illustrated in 

fig. 14. 

70 mm 

(2 3 /4”) 

150 mm (6”) 1 251 mm (4’-1 150 mm (6”) 

1 /4”) 1 251 mm (4’-1 1 /4”) 

Fig. 14 

It was decided to base the limiting interface shear value on 

this most critical condition as this could often occur in 

practice with large duct openings. Also, one would expect 

some additional shear resistance to occur due to some 

form of friction (or plain “bond”) mechanism, however, 

full scale tests have not shown any significant differences 

in results among specimens whose section were 

unpainted or painted. 

Shear resistance of the steel-concrete interface can be 

evaluated by either elastic or ultimate strength procedures; 

both methods have shown good correlation with the test 

results. The interface shear force resulting from superim- 

posed loads on the composite joist may be computed, 

using the “elastic approach”, by the well known equation: 

......................................................... (A) 

Where q = horizontal shear flow per mm of length (N/mm) 

V = vertical shear force at the section (N) due to 

superimposed loads 

Q = statical moment of the effective concrete in 

compression (hatched area) about the 

elastic N.A. of the composite section (mm3 ) 

IC = moment of inertia of the composite joist (mm4 ) 

And Q = by (Yc - y/2) and y = yc but � t 

n 

Where b = effective concrete flange width (mm) = 

smallest of L/4 or joist spacing 

n = modular ratio = Es /Ec = 9.4 for f’ c = 20MPa 

t = slab thickness (mm) 

Yc = depth of N.A. from top of concrete slab 

y = Yc when N.A. lies within slab 

= t when N.A. lies outside slab 

case 1: N.A. within slab (y = Y c ) 

t 

D 

y = t 

N.A. 

q = VQ 

I C 

case 2: N.A. outside slab (y = t) 

b 

y Y c 

b 

Fig. 15 

N.A. 

Y c


For a uniformly loaded joist, the average interface shear s, 

at ultimate load when calculated by ultimate strength 

principles, would be: 

s = 2T u 

L 

......................................................... (B) 

and would represent the average shear force, per unit 

length, between the points of zero and maximum moment. 

Some modification to this formula would occur when the 

strain neutral axis at failure would be located within 

the section. As this modification is slight and would only 

occur with bottom chord areas greater that 1 185 mm 2 , 

it is neglected. 

The following compares the elastic and ultimate approaches: 

Since M u = T u d u equation (B) can be rewritten: 

s = 2M u 

d u L 

......................................................... (C) 

Also, for a uniformly distributed load, 

Mu = 

......................................................... (D) 

VuL 4 

Subscipts u, are added to equation (A) to represent the 

arbitrary “q” force at failure: 

q u = V u Q 

I c 

Combining (C) and (E) results in: 

q u = d u L x V u Q 

s 

2M u 

......................................................... (E) 

and, substituting (D) into equation (F), 

q u = 2Qd u 

s 

I c 

I c 

.............................................. (F) 

...................................................... (G) 

The value I c /Qd u has been calculated for the various 

Hambro composite joist sizes. It is constant, and = 1.1. 

Substituting this in (G), gives: 

qu = 1.82 

s 

This verifies that q and s are closely related and that the 

interface shear force does, in fact, vary from a maximum at 

zero moment (maximum vertical shear) to a minimum at 

maximum moment (zero vertical shear). 

The more recent full testing programs have consistently 

established a failure value for the horizontal bearing forces 

and the friction between steel and concrete. An additional 

contributing factor is a hole in the section at each 178 mm 

on the length. 

(i) Horizontal bearing forces 

The test has defined an ultimate value for the 

end bearing shoe Bu = 222 kN for a concrete 

strength = 20 MPa 

(ii) Friction between steel and top chord 

The failure value for the interface shear 

qu = 36.9 N/mm. This is sometimes converted 

to “bond stress” u = q / embedded S perimeter 

= q /178 mm. Hence, the ultimate “bond stress” 

u = 36.9 / 178 = 207 kPa. 

The safety limiting interface shear is defined by 

using a safety factor of 2 on point (i) and (ii). 

13

14 


4.5 WEB DESIGN 

4.5.1 VERTICAL SHEAR 

The web of the steel joist is designed according to 

CAN3-S16.1-M01. Clause 17.3.2 requires the web system 

to be proportioned to carry the total vertical shear Vf . The 

loading applied to the joist is as follows: 

a) A uniformly distributed load equal to the total dead and 

live loads. 

b) An unbalanced load with 100% of the total dead load 

and live loads on any continuous portion of the joist and 

25% of the total dead and live loads on the remainder to 

produce the most critical effect on any component. 

c) A factored concentrated load of 13.5 kN (3.0 kips) 

applied at any panel point. 

The above loadings need not be applied simultaneously. 

H 1 

R 

T 1 

V f1 

C 1 

V f2 

T 2 

V f3 

C 2 

T 3 

V f4 

(Clear span - 12.5 mm or 1 /2”) 

Fig. 16 

D500 TM and MD2000 ® Geometry 

These assumptions result in calculated bar forces which 

have been shown by test to be as much as 15% higher than 

the actual values because the slab, acting compositely with 

the ~ section, is stiff enough to transmit some load directly 

to the support. This is particularly true for web members 

at the joist ends – those which are subjected to the highest 

vertical shear. However, the slab shear contribution is 

disregarded when designing the webs. 

Due consideration of the total end reaction being concentrated 

at the shoe shall be taken by the specifying engineer 

or architect in the design of supporting members. 

4.5.2. EFFECTIVE LENGTH 

OF COMPRESSION DIAGONAL 

The webs are dimensioned using cl. 13.2 for tension members 

and cl. 13.3 for compression member. The effective 

length of web member KL is taken as 1.0 times the distance 

between the intersection of the axis of the web and the 

chords. Except for continuous web member. 

Note: The web members are sized for the loading specified 

including concentrated loads where applicable. 

Furthermore, the webs are designed according to the 

latest recommendations of the Canadian Institute of 

Steel Construction (CISC). 

W 1 W 2 W C W C W C W C 

C 3 

T 4 

V f5 

C 4 

T 5 

V f 

C 5 

d


4.6 DIAPHRAGM DESIGN 

4.6.1 THE HAMBRO SLAB AS A DIAPHRAGM 

With the increasing use of the Hambro system for floor of 

buildings in earthquake prone areas such as Anchorage, 

Los Angeles, Vancouver, Montreal and Quebec City or in 

hurricane prone areas such as Florida as well as for multistorey 

buildings where shear transfer could occur at some 

level of the building due to the reduction of the floor plan, 

it is important to develop an understanding of how the 

slabs will be able to transmit horizontal loads while being 

part of the Hambro floor system. 

The floor slab, part of the Hambro system, must be designed 

by the project structural engineer as a diaphragm to resist 

horizontal loads and transmit them to the vertical bracing 

system. 

Any diaphragm has the following limit states: 

1) Shear strength between the supports 

2) Out of plane buckling 

3) In plane deflection of the diaphragm 

4) Shear transmission at the supports 

A diaphragm works as the web of a beam spanning 

between or extending beyond the supports. In the case of 

a floor slab, the slab is the web of the beam spanning 

between or extending beyond the vertical elements 

designed to transmit to the foundations the horizontal 

loads produced by earthquake or wind. 

We will use a simple example of wind load acting on a 

diaphragm part of a horizontal beam forming a single span 

between end walls. The structural engineer responsible for 

the design of the building shall establish the horizontal 

loads that must be resisted at each floor of the building for 

the wind and earthquake conditions prevailing at the building 

location. The structural engineer must also identify the 

vertical elements that will transmit the horizontal loads to 

the foundations in order to calculate the shear that must be 

resisted by the floor slab. 

4.6.2 SHEAR STRENGTH BETWEEN SUPPORTS 

A series of fourteen specimens of concrete slabs, part of a 

Hambro floor system, were tested in the laboratories of 

Carleton University in Ottawa. The purpose of the tests was 

to identify the variables affecting the in plane shear strength 

of the concrete slab reinforced with welded wire mesh. 

The specimens were made of slabs with a concrete thickness 

of 63 mm (2.5”) or 70 mm (2.75”) forming a beam with 

a span of 610 mm (24”) and a depth of 610 mm (24”). This 

beam was loaded with two equal concentrated loads at 

152 mm (6”) from the supports. The other variables were: 

1) The size of the wire mesh 

2) The presence or absence of the Hambro joist embedded 

top chord parallel to the load in the shear zone 

3) The concrete strength 

It was found that the shear resistance of the slab is minimized 

when the shear stress is parallel to the Hambro joist 

embedded top chord. A conservative assumption could be 

made that the concrete confined steel wire mesh is the 

only element that will transmit the shear load over the 

embedded top chord. 

In the following example of the design procedure, we will 

take into account that the steel of the wire mesh is already 

under tension stresses produced by the continuity of the 

slab over the Hambro joist, and that the remaining 

capacity of the steel wire mesh will be the limiting factor 

for the shear strength of the slab. 

The largest bending moment is over the embedded 

top chord and is calculated for one meter width. In using 

the example from section 4.1.5 page 5, the non factored 

moment is: 

Dead load*: Mfd = 3KPa x (1.2m) 2 / 10 = 0.43 kN•m 

Live load*: MfL = 2KPa x (1.2m) 2 / 10 = 0.29 kN•m. 

1) Loads 

Factored dead load: 1.25 x 3.0 = 3.75 kPa 

Factored live load: 1.50 x 2.0 = 3.00 kPa 

Factored total load: 6.75 kPa 

And thus the factored live load accounts for 44% of the 

factored total load. 

2) Bending moment in the slab between joists due to 

gravity loads 

The smallest lever arm between the compression concrete 

surface and the tension steel of the wire mesh is also over 

the embedded top chord. This dimension allows us to 

calculate the factored bending capacity of the slab to be 

Mr = 1.61 kN•m*. 

To establish the shear capacity of steel wire mesh for a slab 

unit width of one meter, we use the following formula 

adapted from CSA A23.3-04 clause 11.5 and simplified 

to calculate the resistance of the reinforcing steel only, 

considering a shear crack developing at a 45 degree angle 

and intersecting the wire mesh in both directions. 

V r = ø s x A s x F y x cos (45°) 

= 0.85 x 2 x 123 x 400 x 0.707/1 000 

= 59.1 kN for a meter width of slab 

* See page 5 for calculation. 

15

16 


DESIGN EXAMPLE METRIC 

First 

Hambro 

Joist 

From figure 17 we can establish the horizontal shear that 

the floor diaphragm will have to resist in order to transfer 

the horizontal load from the walls facing the wind to the 

perpendicular walls where a vertical bracing system will 

bring that load down to the foundation. 

Total wind pressure load from leeward 

and windward faces: 1.2 kPa 

Storey height: 3.7 m 

Span of the beam with the floor slab 

acting as the web: 35.5 m 

Length of the walls parallel to 

the horizontal force: 18.3 m 

For the purpose of our example the factored wind load is the 

maximum horizontal load calculated according to the provisions 

of the local building code, but earthquake load shall also be calculated 

by the structural design engineer of the project and the 

maximum of the two loads should be used in the calculation. 

V f = w f x span / 2 

= 3.7 x 1.2 x 35.5 / 2 = 78.8 kN 

In our example, the end reaction is distributed along 

the whole length of the end wall used to transfer the load, 

18.3 m in our example. 

V f = 78.8 / 18.3 

= 4.3 kN for a meter width of slab 

Considering the reduction factor from the National Building 

Code 2005 for the simultaneity of gravity live load and horizontal 

wind load for our example, the structural engineer of 

the project could verify the diaphragm capacity of the floor 

slab and it’s reinforcing by verifying that the moment and 

shear interaction formulas used below are less than unity: 

Load Combinaison 1: 

1.25 x M fd + 1.5 x M fL 

M r 

M r 

Doesn’t control 

Fig. 17 

Wind load = 1.2 kN/m 2 

L = 35 500 mm 


B = 18 300 mm 

1.25 x 

(Controls) 


Mfd + 1.5 

M 

x fL + 0.4 

V 

x f ≤ 1 

Mr Mr Vr (1.25 x 0.43) 

+ 

(1.5 x 0.29 ) 

+ 

0.4 x 4.3 

= 0.64 ≤ 1 OK 

1.61 1.61 59.1 

1.25 x M fd + 0.5 x M fL + 1.4 x V f ≤ 1 

M r M r V r 

(1.25 x 0.43) + (0.5 x 0.29) + 1.4 x 4.3 = 0.53 ≤ 1 OK 

1.61 1.61 59.1 

These verifications indicate that the wire mesh imbedded 

in the slab would provide enough shear strength to 

transfer those horizontal loads. 

4.6.3 OUT OF PLANE BUCKLING 

The floor slab, when submitted to a horizontal shear load, 

may tend to buckle out of plane like a sheet of paper being 

twisted. The minimum thickness of Hambro concrete slab 

of 65 mm (2 1 /2”) is properly held in place by the Hambro 

joists spaced at a maximum 1 555 mm (5’-1 1 /4”) and who 

are attached at their ends to prevent vertical movement, 

so the buckling length of the slab itself will be limited to the 

spacing of the joist and the buckling of a floor will normally 

not be a factor in the design of the slab as a diaphragm. 

4.6.4 IN PLANE DEFLECTION OF THE DIAPHRAGM 

As for every slab used as a diaphragm, the deflection of the 

floor as a horizontal member between the supports provided 

by the vertical bracing system shall be investigated 

by the structural engineer of the building to verify that the 

horizontal deflection remains within the allowed limits. 

4.6.5 SHEAR TRANSMISSION TO 

THE VERTICAL BRACING SYSTEM 

The structural engineer of the project shall design and indicate 

on his drawings proper methods and/or reinforcing to 

attach the slab to the vertical bracing system over such a 

length as to prevent local overstress of the slab capacity to 

transfer shear.


4.7 LATERAL LOAD DISTRIBUTION 

Line loads are often encountered in construction, i.e. a 

concrete block wall or even a load bearing concrete block 

wall. It is always desirable to have a floor system that is 

stiff enough to allow these line loads to be distributed to 

adjacent joists rather than be carried by the joist that 

happens to be directly under it. 

The Hambro Composite Floor System provides the 

designer with this desirable feature. 

This was conclusively proven by randomly selecting a 

sample of five similar adjacent joists in a bay in an apartment 

structure and line loading the centre one. 

The joists were 300 mm (12”) deep, had a clear span 

of 6 500 mm (21’-4”) and a 75 mm (3”) thick slab. The 

loads were applied using brick pallets. At every load stage, 

steel strains as well as deflections were measured. 

The distribution of load to each of the five joists can be 

determined by comparing deflections or stresses at similar 

locations in the five joists under investigation. 

Tests have demonstrated that for a line load applied to a 

typical joist in a bay, the actual distribution of load to that 

joist is approximately 40% of the applied load. The distribution 

of load to the adjacent joist on either side is approximately 

21% of the applied load and to the next adjacent 

joist approximately 9% of the applied load. 

17

18 


4.8 MINI-JOISTS 

4.8.1 H SERIES 

The standard Hambro section, being 95 mm (3 3 /4”) deep, 

possesses sufficient flexural strength to become the major 

steel component of the mini-joist series. The three sizes 

that are currently being used are illustrated in the figure 

below and spans beyond 2 400 mm (8’) can be achieved 

with the heavier SRTC unit. Other sizes are also available. 

The composite capacities of the TC, RTC & SRTC units are 

calculated on the basis of “elastic tee beam analysis”. 

The effective flange width, b, equals the lesser of span/4, 

or joist spacing. With the mini-joist spaced at 1 251 mm 

TABLE 10: Mini-joist H Series Span Chart 

TC RTC SRTC 

PROPERTIES 

Fig. 18 

(4’-1 1 /4”), b is dictated by span/4. The load table lists 

total unfactored load capacity in kN/m (plf) for span up to 

2.64 m (8’-8”). 

Full scale tests have demonstrated consistently that shoe 

plates are not required for TC and RTC - the section is 

simply notched at each bearing end with the lower horizontal 

portion of the becoming the actual bearing surface. 

Note that where the non-composite end reaction 

exceeds 4.5 kN (1.0 kip) the notched ends are reinforced 

with a 12.7 mm ( 1 /2”) diameter bar 200 mm (8”) long. 

This is to prevent the section from “straightening out”at the 

bearing ends. It is interesting to note that this is not a problem 

during the composite service stage, even with its higher total 

loads, as the 70 mm (2 3 /4”) slab carries the vertical shears. 

TYPE CONDITIONS I S MAXIMUM CLEAR SPAN (m) 

mm 4 x 10 6 mm 3 x 10 3 

TC COMPOSITE 0.950 9.8 

NON-COMP. 0.275 4.8 UP TO 1.25 m 

RTC COMPOSITE 2.120 21.5 

NON-COMP. 0.597 11.5 UP TO 1.68 m 

SRTC COMPOSITE 4.830 41.8 

NON-COMP. 1.660 26.2 UP TO 2.44 m 

TABLE 11: Mini-joist H Series Span Chart 

PROPERTIES 

TYPE CONDITIONS I S MAXIMUM CLEAR SPAN (ft.) 

in. 4 in. 3 

TC COMPOSITE 2.29 0.60 

NON-COMP. 0.66 0.29 UP TO 4’-1” 

RTC COMPOSITE 5.09 1.31 

NON-COMP. 1.63 0.75 UP TO 5’-6” 

SRTC COMPOSITE b = 12” 9.84 2.55 

NON-COMP. b = 24” 11.60 1.60 UP TO 8’-0”


4.8.2 MD2000 ® SERIES 

The standard Hambro MD2000 section, being 95 mm 

(3 3 /4”) deep, possesses sufficient flexural strength to become 

the major steel component of the mini-joist series. The two 

sizes that are currently being used are illustrated in the figure 

below and spans beyond 2 400 mm (8’) can be achieved with 

the heavier RMD unit. Other sizes are also available. 

The composite capacities of the MD & RMD units are calculated 

on the basis of “elastic tee beam analysis”. The 

effective flange width, b, equals the lesser of span/4 or 

joist spacing. With the mini-joist spaced at 1 251 mm 

(4’-1 1 /4”), b is dictated by span/4. The load table lists 

total unfactored load capacity in kN/m (plf) for span up to 

2.64 m (8’-8”). 

L 1 5 /8” x 2” x 0.09” 

LLH 

MD 

3 /4” φ rod x 3” length 

at each end 

TABLE 12: Mini-joist MD2000 Series Span Chart 

TABLE 13: Mini-joist MD2000 Series Span Chart 

Fig. 19 

Full scale tests have demonstrated consistently that shoe 

plates are not required - the section is simply notched 

at each bearing end with the lower horizontal portion of the 

becoming the actual bearing surface. Note that where 

the non-composite end reaction exceeds 4.5 kN (1.0 kip) 

the notched ends are reinforced with a 12.7 mm ( 1 /2”) 

diameter bar 200 mm (8”) long. 

This is to prevent the section from “straightening out” 

at the bearing ends. It is interesting to note that this is not 

a problem during the composite service stage, even with 

its higher total loads, as the 70 mm (2 3 /4”) nominal slab 

carries the vertical shears. 

1 /2” φ rod 

L 1 5 /8” x 2” x 0.09” 

LLH 

RMD 

3 /4” φ rod x 3” length 

at each end 

and 

at each 24” c/c 

TYPE CONDITIONS PROPERTIES MAXIMUM CLEAR SPAN (m) 

I 

mm 

S 

4 x 106 mm3 x 103 t= 70mm 

DL = 3.2 Kpa 

LL = 1.9 Kpa 

t=70mm 

DL = 3.2 Kpa 

LL = 4.8 Kpa 

t=85mm 

DL = 3.55 Kpa 

LL = 1.9 Kpa 

t=85mm 

DL = 3.55 Kpa 

LL = 4.8 Kpa 

MD COMPOSITE 1.186 15.16 

NON-COMP. 0.298 7.25 1.65 1.47 1.57 1.42 

RMD COMPOSITE 1.775 24.32 

NON-COMP. 0.582 13.94 2.40 2.11 2.26 2.06 

t = Thickness above steel deck 

TYPE CONDITIONS PROPERTIES MAXIMUM CLEAR SPAN (ft.) 

I 

in. 

S 

4 in. 3 

t= 2 

MD COMPOSITE 2.85 0.92 

NON-COMP. 0.71 0.44 5’-5” 4’-10” 5’-2” 4’-8” 

3/4” t = 2 3/4” t = 3 1/4” t = 3 1/4” 

DL = 67 psf 

LL = 40 psf 

DL = 67 psf 

LL = 100 psf 

DL = 74 psf 

LL = 40 psf 

DL = 74 psf 

LL = 100 psf 

RMD COMPOSITE 4.28 1.49 

NON-COMP. 1.40 0.85 7’-10” 6’-11” 7’-5” 6’-9” 

t = Thickness above steel deck 

19

5. PRODUCT INFORMATION 

5.1 D500 TM (H SERIES) 

5.1.1 DESCRIPTION 

Hambro H Series features a top chord made of one 

Hambro section, an open web of mild steel rods and wide 

range of bottom chord angles. 

5.1.2 MATERIALS 

The Hambro top chord acts as a continuous shear connector. 

Bottom chord angles and web members are hot or cold 

rolled sections, minimum yield Fy = 380 MPa (55 ksi) and 

350 MPa (50 ksi) for rods. 

5.1.3 WEB GEOMETRY 

See below. 

5.1.4 JOIST SPACING 

1 251 mm (4’-1 1 /4”), typical unless noted. 

5.1.5 SPAN AND DEPTH 

Span: Up to 13 100 mm (43’-0”). 

Depth: Between 200 mm (8”) and 600 mm (24”). 

R 

P1 t 

PRODUCT INFORMATION 

5.1.6 SLAB DESIGN 

The minimum slab thickness is 65 mm (2 1 /2”) and the slab 

capacity chart tables 8 and 9 on page 19 and 20, shows the 

total allowable load (including the dead load of the slab) 

based on 20 MPa (3000 psi) concrete. 

5.1.7 ROLLBAR® 

Standard 1 251 mm (4’-1 1 /4”). 

Non standard available for specific case. 

5.1.8 FORMS 

Standard 12.7 mm ( 1 /2”) or 9.5 mm ( 3 /8”) plywood sheets, 

1 220 mm x 2 440 mm (4’ x 8’). 

5.1.9 INSTALLATION 

See installation Manual for the Hambro D500 Composite 

Floor System and drawing ED D500 provided for each specific 

project. 

5.1.10 TYPICAL DETAILS 

See typical details section page 1 to 11. 

P P P P 

W 1 W 2 W C W C 

P1 b 

P2 b 

WEB GEOMETRY (mm) 

NOM. DEPTH “d” P1 t P1 b P2 b P 

200, 250 152 to 305 152 to 406 305 508 

300 254 to 406 254 to 533 406 610 

350, 400 381 to 610 381 to 813 508 610 

450, 500, 550, 600 483 to 610 483 to 813 610 610 

P P P 

(Clear span - 12.5 mm or 1 /2”) 

W C 

“n” Continuous panels 

Fig. 20 

D500 and MD2000 ® Web Geometry 

W C 

WEB GEOMETRY (in.) 

NOM. DEPTH “d” P1 t P1 b P2 b P 

d 

8, 10 6 to 12 6 to 16 12 20 

12 10 to 16 10 to 21 16 24 

14, 16 15 to 24 15 to 32 20 24 

18, 20, 22, 24 19 to 24 19 to 32 24 24 

1

5.2 MD2000 ® SERIES 


Hambro MD2000 Series features a top chord made of 

2 pieces welded together in order to receive the metal deck 

each side. The open web is made with mild steel rods and 

a wide range of bottom chord. The steel deck is used as 

formwork only during pouring. 







The web geometry is exactly the same of D500TM presented in page 33. 


Between 300 mm (1’-0”) and 1 450 mm (4’-9”) according 

to the steel deck capacity in single span. The standard 

spacing is 1 220 mm (4’-0”). 


Span: Up to 13 100 mm (43’-0”) 

Depth: Between 200 mm (8”) and 600 mm (24”) 

2 


Slab 

Thickness 

MD2000 Joist 

Depth 

Top of Slab 

Fig. 21 


The minimum “TOTAL SLAB THICKNESS” is 110 mm 

(4 1 /4”) including the steel deck. See figure 21 for more 

information. 

5.2.7 STEEL DECK 

The steel deck used is P-3606, 22 GA (0.76 mm). The depth 

is 38 mm (1 1 /2”). The deck must be designed in single span 

(spacing between joist). For more information, see the 

Canam brochure about it. The deck must be connected on 

the MD2000 top chord by welding or screwing. 


Installation shall be in accordance with the manufacturer’s 

recommendations and the erection drawings. 

5.2.9 PERMANENT BRIDGING 

Bridging must be installed as specified on erection 

drawings. 



38 mm 

(1 1 /2”) 

38 mm (1 1 /2”) Steel Deck 

(22 GA. MIN.) 

Total slab thickness = Slab thickness + 38 mm (1 1 /2”) 

Total slab thickness ≥ 110 mm (4 1 /4”) 

Slab thickness ≥ 70 mm (2 3 /4”) 

Total slab 

thickness

5.3 DTC (LH SERIES) 


This series features a top chord made of two Hambro 

sections, an open web of light channels or angles and a 

range of heavier bottom chord angles. 

Hambro composite long span floors provide greater 

economy for heavy service loads and longer spans with 

live load deflections less than half those of conventional 

systems. 







See below. 


Note the new standard spacing Hambro LH Series, 

1 285 mm (4’-2 5 /8”) center to center, which is obtained 

when using standard Rollbar ® (1 251 mm (4’-1 1 /4”) 

spacing plus 35 mm (1 3 /8”) web thickness). 

P 1 

(P 1 + VAR 1 ) /2 

P 1 


VAR 1 

Variable panel 

(Clear span – 12 mm or 1 /2”) 

Fig. 22 

DTC Web Geometry 


Span: Up to 16 155 mm (53’-0”). 

Depth: Between 400 mm (16”) and 900 mm (36”). 


The minimum slab thickness is 70 mm (2 3 /4”) and the slab 

capacity chart tables 8 and 9 on page 19 and 20 shows the 

total allowable load (including the dead load of the slab) 

based on 20 MPa (3 000 psi) concrete. 

5.3.7 ROLLBAR 

Standard 1 251 mm (4’-1 1 /4”) roll bars are used to support 

the plywood forms. 

5.3.8 FORMS 

Regular 1 220 mm (4’-0”) plywood forms must be slit in 

half, 610 mm x 2 440 mm (2’ x 8’) panels, to allow insertion 

between the top chords. Normally 12.7 mm ( 1 /2”) plywood 

is used. 


Installation shall be in accordance with the manufacturer’s 

recommendations. Particular attention should be paid to 

the erection of the long span Hambro joists and bridging 

must be installed as specified on the Hambro drawing. 



610 mm VAR 

2 

610 mm 610 mm 

24” 24” 24” 

Variable panel P 

d = Joist depth 

P1 = d + 300 mm (12”) ≤ 1 170 mm (46”) 

VAR 1 = 0 to 150 mm (6”) 

VAR 2 = 150 mm (6”) to 610 mm (24”) 

“n” Continuous panels 

d 

3

JOIST DEPTH SELECTION TABLES 

6. JOIST DEPTH SELECTION TABLES 

METRIC 

6.1 GENERAL INFORMATION 

6.1.1 JOIST DEPTH SELECTION TABLES 

The following load tables give the optimized depth and the 

minimum depth for a specific span and a specific load 

following a certain slab thickness. Values indicated present 

a uniform load on all the length with a regular spacing 

and a f’ c = 20 MPa. The regular spacing is 1 251 mm for 

D500TM (H Series), 1 285 mm for DTC (LH Series) and 

1 220 mm for MD2000 ®. 

The tables have been done for three types of loading with 

different thickness of concrete. The three types are residential 

(live load = 1.92 kPa), office (live load = 2.4 kPa) 

and corridor or lobby (live load = 4.8 kPa). These three 

types are used in the tables as example. Any others types 

of loading can be used for the Hambro design. 

The tables have been created with a certain super-imposed 

dead load. Even if your superimposed dead load is a little 

bit different, the optimal depth and the minimum depth in 

the table will be right. 

6.1.2 DEFLECTION CRITERIA 

For all cases presented in the tables, deflection for live load 

does not exceed L / 360. 

6.1.3 JOIST IDENTIFICATION 

The load tables are provided to aid engineers in selecting 

the most optimal depth of joist for a particular slab thickness 

and a specific loading. 

The engineer should specify the joist depth, slab thickness, 

the design loads, dead, live and total together with special 

point loads and line loads where applicable. Canam will 

provide composite joists designed to specifically meet 

these requirements. 

6.1.4 JOIST DESIGNATION 

The joist designation should simply be the joist depth 

followed by the total allowable service load and live load in 

kN per meter applied on the joist. 

Example: H250-7/3 for Hambro D500 

Example: LH600-7/3 for Hambro DTC 

Example: MDH300-7/3 for Hambro MD2000 

6.1.5 EXAMPLE 

Find the optimal depth and the minimum depth for the 

following office project with Hambro D500 (H Series). 

Span: 9 750 mm 

Slab thickness: 100 mm 

Joist spacing: 1 251 mm 

Concrete strength: 20 MPa 

Yield point of steel: 380 MPa 

Concrete density: 2 400 kg/m3 Dead load: 3.65 kN/m2 Joist: 0.12 kN/m2 Concrete: 2.32 kN/m2 Mechanical: 0.10 kN/m2 Ceiling (13 mm): 0.14 kN/m2 Partition: 0.96 kN/m2 TOTAL: 3.65 kN/m2 Live load (According to NBC): 2.40 kN/m2 Solution: 

From tables, find slab thickness = 100 mm with 

a span = 9 750 mm 

In the table, with dead load = 3.65 kN/m2 and 

live load = 2.40 kN/m2 , we find: 

Optimal depth = H500 

Minimum depth = H350 

Then: 

H500 means depth = 500 mm 

H350 means depth = 350 mm 

1

METRIC 


2 


Concrete: f’ c = 20 MPa; density = 2 400 kg/m 3 

Joist spacing = 1 251 mm 

NOTE: Plywood forms are to be slit in half with depths 

of H200 and H250. 

Slab thickness = 65 mm 

Residential Office Other Loading 

Building Building (LL=4,8 KPa) 

Dead Load (KPa) 2.83 2.83 2.83 

Live Load (KPa) 1.92 2.40 4.80 

Total Load (KPa) 4.75 5.23 7.63 

SPAN c/c (mm) 

3 600 

4 300 

4 900 

5 500 

6 100 

6 700 

7 300 

7 900 

8 550 

9 150 

9 750 

10 350 

10 975 

11 575 

12 200 * 

13 100 * 

H200 H200 H300 

min = H200 min = H200 min = H200 

H200 H200 H300 

min = H200 min = H200 min = H200 

H250 H300 H350 

min = H200 min = H200 min = H200 

H300 H350 H350 

min = H200 min = H200 min = H200 

H350 H350 H400 

min = H200 min = H200 min = H200 

H400 H400 H400 

min = H250 min = H250 min = H250 

H400 H400 H400 

min = H250 min = H250 min = H250 

H400 H400 H450 

min = H300 min = H300 min = H300 

H400 H400 H500 

min = H300 min = H300 min = H300 

H450 H450 H500 

min = H300 min = H300 min = H300 

H500 H500 H550 

min = H350 min = H350 min = H350 

H500 H500 H550 

min = H350 min = H350 min = H350 

H550 H550 H600 

min = H400 min = H400 min = H400 

H550 H550 H600 

min = H400 min = H400 min = H400 

H600 H600 

min = H400 min = H400 

H600 H600 

min = H450 min = H450 

* Permanent line of cross bridging shall be installed at mid-span. 

HXXX 

min = HXXX 

: Optimal H Series Joist Depth (mm) 

: Minimum Depth (mm) Allowed 




Dead Load (Kpa) 3.11 3.11 3.11 

Live Load (KPa) 1.92 2.40 4.80 

Total Load (KPa) 5.03 5.51 7.91 

SPAN c/c (mm) 

3 600 

4 300 

4 900 

5 500 

6 100 

6 700 

7 300 

7 900 

8 550 

9 150 

9 750 

10 350 

10 975 

11 575 

12 200 * 

13 100 * 

H200 H200 H300 

min = H200 min = H200 min = H200 

H200 H200 H300 

min = H200 min = H200 min = H200 

H250 H300 H350 

min = H200 min = H200 min = H200 

H300 H350 H350 

min = H200 min = H200 min = H200 

H350 H350 H400 

min = H200 min = H200 min = H200 

H400 H400 H400 

min = H250 min = H250 min = H250 

H400 H400 H400 

min = H250 min = H250 min = H250 

H400 H400 H450 

min = H300 min = H300 min = H300 

H400 H450 H500 

min = H300 min = H300 min = H300 

H450 H450 H500 

min = H300 min = H300 min = H300 

H500 H550 H550 

min = H350 min = H350 min = H350 

H500 H500 H550 

min = H350 min = H350 min = H350 

H500 H500 H550 

min = H400 min = H400 min = H400 

H550 H550 

min = H400 min = H400 

H600 H600 

min = H400 min = H400 

H600 H600 

min = H450 min = H450

METRIC 





of H200 and H250. 




Dead Load (KPa) 3.40 3.4 3.4 

Live Load (KPa) 1.92 2.4 4.8 

Total Load (KPa) 5.32 5.8 8.2 

SPAN c/c (mm) 

3 600 

4 300 

4 900 

5 500 

6 100 

6 700 

7 300 

7 900 

8 550 

9 150 

9 750 

10 350 

10 975 

11 575 

12 200 * 

13 100 * 

H200 H200 H300 

min = H200 min = H200 min = H200 

H200 H200 H300 

min = H200 min = H200 min = H200 

H250 H250 H350 

min = H200 min = H200 min = H200 

H300 H350 H350 

min = H200 min = H200 min = H200 

H350 H350 H350 

min = H200 min = H200 min = H200 

H350 H350 H350 

min = H250 min = H250 min = H250 

H350 H400 H400 

min = H250 min = H250 min = H250 

H400 H400 H450 

min = H300 min = H300 min = H300 

H400 H450 H500 

min = H300 min = H300 min = H300 

H450 H450 H500 

min = H300 min = H300 min = H300 

H450 H500 H500 

min = H350 min = H350 min = H350 

H500 H500 H500 

min = H350 min = H350 min = H350 

H500 H500 H550 

min = H400 min = H400 min = H400 

H550 H550 

min = H400 min = H400 

H600 H600 

min = H450 min = H450 

H600 H600 

min = H500 min = H500 


HXXX 

min = HXXX 





Building Building (LL=4,8 kPa) 

Dead Load (kPa) 3.65 3.65 3.65 

Live Load (kPa) 1.92 2.40 4.80 

Total Load (kPa) 5.57 6.05 8.45 

SPAN c/c (mm) 

3 600 

4 300 

4 900 

5 500 

6 100 

6 700 

7 300 

7 900 

8 550 

9 150 

9 750 

10 350 

10 975 

11 575 

12 200 * 

13 100 * 

H200 H200 H250 

min = H200 min = H200 min = H200 

H200 H200 H250 

min = H200 min = H200 min = H200 

H250 H250 H350 

min = H200 min = H200 min = H200 

H300 H350 H350 

min = H200 min = H200 min = H200 

H350 H350 H350 

min = H200 min = H200 min = H200 

H350 H350 H350 

min = H250 min = H250 min = H250 

H350 H400 H400 

min = H250 min = H250 min = H250 

H400 H450 H450 

min = H300 min = H300 min = H300 

H500 H500 H550 

min = H300 min = H300 min = H300 

H500 H500 H550 

min = H300 min = H300 min = H300 

H500 H500 H500 

min = H350 min = H350 min = H350 

H500 H500 H500 

min = H350 min = H350 min = H400 

H500 H500 

min = H400 min = H400 

H550 H550 

min = H450 min = H450 

H600 H600 

min = H500 min = H500 

H600 H600 

min = H500 min = H500 

3

METRIC 

4 





of H200 and H250. 




Dead Load (kPa) 3.97 3.97 3.97 

Live Load (kPa) 1.92 2.40 4.80 

Total Load (kPa) 5.89 6.37 8.77 

SPAN c/c (mm) 

3 600 

4 300 

4 900 

5 500 

6 100 

6 700 

7 300 

7 900 

8 550 

9 150 

9 750 

10 350 

10 975 

11 575 

12 200 * 

13 100 * 

H200 H200 H250 

min = H200 min = H200 min = H200 

H250 H250 H300 

min = H200 min = H200 min = H200 

H250 H250 H350 

min = H200 min = H200 min = H200 

H300 H350 H350 

min = H200 min = H200 min = H200 

H350 H350 H350 

min = H200 min = H200 min = H200 

H350 H350 H400 

min = H250 min = H250 min = H250 

H350 H400 H400 

min = H250 min = H250 min = H250 

H400 H450 H450 

min = H300 min = H300 min = H300 

H450 H500 H500 

min = H300 min = H300 min = H300 

H500 H500 H500 

min = H350 min = H350 min = H350 

H500 H500 H550 

min = H350 min = H350 min = H350 

H500 H500 H550 

min = H400 min = H400 min = H400 

H500 H550 

min = H450 min = H450 

H550 H550 

min = H500 min = H500 

H600 H600 

min = H500 min = H500 

H600 H600 

min = H500 min = H500 


HXXX 

min = HXXX 






Dead Load (kPa) 4.30 4.30 4.30 

Live Load (kPa) 1.92 2.40 4.80 

Total Load (kPa) 6.22 6.70 9.10 

SPAN c/c (mm) 

3 600 

4 300 

4 900 

5 500 

6 100 

6 700 

7 300 

7 900 

8 550 

9 150 

9 750 

10 350 

10 975 

11 575 

12 200 * 

H200 H200 H200 

min = H200 min = H200 min = H200 

H300 H300 H300 

min = H200 min = H200 min = H200 

H300 H300 H350 

min = H200 min = H200 min = H200 

H350 H350 H350 

min = H200 min = H200 min = H200 

H350 H350 H350 

min = H200 min = H200 min = H200 

H350 H350 H350 

min = H250 min = H250 min = H250 

H350 H350 H350 

min = H250 min = H250 min = H250 

H400 H400 H500 

min = H300 min = H300 min = H300 

H450 H450 H500 

min = H300 min = H300 min = H300 

H500 H500 H500 

min = H350 min = H350 min = H350 

H500 H500 H550 

min = H400 min = H400 min = H400 

H500 H500 

min = H450 min = H450 

H550 H550 

min = H450 min = H450 

H600 H600 

min = H500 min = H500 

H600 H600 

min = H550 min = H550

METRIC 








Dead Load (kPa) 3.35 3.35 3.35 

Live Load (kPa) 1.92 2.40 4.80 

Total Load (kPa) 5.27 5.75 8.15 

SPAN c/c (mm) 

3 600 

4 300 

4 900 

5 500 

6 100 

6 700 

7 300 

7 900 

8 550 

9 150 

9 750 

10 350 

10 975 

11 575 

12 200 * 

13 100 * 

MDH200 MDH200 MDH300 

min = MDH200 min = MDH200 min = MDH200 
































MDHXXX 

min = MDHXXX 

: Optimal MD2000 ® Series Joist Depth (mm) 





Dead Load (kPa) 3.50 3.50 3.50 

Live Load (kPa) 1.92 2.40 4.80 

Total Load (kPa) 5.42 5.90 8.30 

SPAN c/c (mm) 

3 600 

4 300 

4 900 

5 500 

6 100 

6 700 

7 300 

7 900 

8 550 

9 150 

9 750 

10 350 

10 975 

11 575 

12 200 * 

13 100 * 

































5

METRIC 

6 




Slab thickness =125 mm 



Dead Load (kPa) 3.78 3.78 3.78 

Live Load (kPa) 1.92 2.40 4.80 

Total Load (kPa) 5.70 6.18 8.58 

SPAN c/c (mm) 

3 600 

4 300 

4 900 

5 500 

6 100 

6 700 

7 300 

7 900 

8 550 

9 150 

9 750 

10 350 

10 975 

11 575 

12 200 * 

13 100 * 































MDH550 MDH600 

min = MDH450 min = MDH450 


MDHXXX 


min = MDHXXX : Minimum Depth (mm) Allowed 




Dead Load (kPa) 4.07 4.07 4.07 

Live Load (kPa) 1.92 2.40 4.80 

Total Load (kPa) 5.99 6.47 8.87 

SPAN c/c (mm) 

3 600 MDH200 MDH200 MDH300 


4 300 MDH200 MDH300 MDH300 


4 900 MDH250 MDH300 MDH350 


5 500 MDH300 MDH350 MDH350 


6 100 MDH350 MDH350 MDH350 


6 700 MDH350 MDH350 MDH400 


7 300 MDH400 MDH400 MDH450 


7 900 MDH400 MDH400 MDH450 


8 550 MDH400 MDH500 MDH500 


9 150 MDH500 MDH500 MDH500 


9 750 MDH500 MDH500 MDH500 


10 350 MDH500 MDH500 MDH500 


10 975 MDH500 MDH500 MDH550 


11 575 MDH550 MDH550 MDH550 


12 200 * MDH550 MDH550 MDH550 


13 100 * MDH550 MDH550 

min = MDH500 min = MDH500

METRIC 




Slab thickness =150 mm 



Dead Load (kPa) 4.36 4.36 4.36 

Live Load (kPa) 1.92 2.40 4.80 

Total Load (kPa) 6.28 6.76 9.16 

SPAN c/c (mm) 

3 600 

4 300 

4 900 

5 500 

6 100 

6 700 

7 300 

7 900 

8 550 

9 150 

9 750 

10 350 

10 975 

11 575 

12 200 * 

13 100 * 































MDH550 MDH550 



MDHXXX 


min = MDHXXX : Minimum Depth (mm) Allowed 

7

METRIC 


8 




NOTE: Plywood forms have to be slit in half for 

any depth. 




Dead Load (kPa) 3.16 3.16 3.16 

Live Load (kPa) 1.92 2.40 4.80 

Total Load (kPa) 5.08 5.56 7.96 

SPAN c/c (mm) 

9 150 

9 750 

10 350 

10 975 

11 575 

12 200 * 

12 800 * 

13 400 * 

14 025 * 

14 630 * 

15 240 * 

15 850 * 

LH500 LH500 LH600 

min = LH400 min = LH400 min = LH500 

LH500 LH600 LH800 


LH600 LH600 LH700 


LH600 LH600 LH700 


LH700 LH800 LH800 


LH800 LH800 LH900 


LH700 LH800 LH900 


LH800 LH900 LH900 


LH800 LH800 LH900 


LH800 LH900 LH900 


LH900 LH900 

min = LH600 min = LH600 

LH900 LH900 



LHXXX 

min = LHXXX 

: Optimal LH Series Joist Depth (mm) 





Dead Load (kPa) 3.45 3.45 3.45 

Live Load (kPa) 1.92 2.40 4.80 

Total Load (kPa) 5.37 5.85 8.25 

SPAN c/c (mm) 

9 150 

9 750 

10 350 

10 975 

11 575 

12 200 * 

12 800 * 

13 400 * 

14 025 * 

14 630 * 

15 240 * 

15 850 * 

LH500 LH500 LH600 


LH500 LH600 LH700 


LH600 LH600 LH700 


LH700 LH700 LH800 


LH700 LH700 LH800 


LH800 LH800 LH900 


LH700 LH800 LH800 


LH800 LH900 LH900 


LH900 LH900 LH900 


LH900 LH800 LH900 


LH900 LH900 


LH900 LH900 

min = LH600 min = LH600

METRIC 





any depth. 




Dead Load (kPa) 3.78 3.78 3.78 

Live Load (kPa) 1.92 2.40 4.80 

Total Load (kPa) 5.70 6.18 8.58 

SPAN c/c (mm) 

9 150 

9 750 

10 350 

10 975 

11 575 

12 200 * 

12 800 * 

13 400 * 

14 025 * 

14 630 * 

15 240 * 

15 850 * 

LH500 LH500 LH600 


LH500 LH600 LH700 


LH600 LH700 LH800 


LH700 LH800 LH800 


LH800 LH800 LH800 


LH700 LH800 LH800 


LH800 LH800 LH800 


LH800 LH800 LH900 


LH800 LH900 LH900 


LH900 LH900 LH900 


LH900 LH900 


LH900 LH900 



LHXXX 

min = LHXXX 






Dead Load (kPa) 4.00 4.00 4.00 

Live Load (kPa) 1.92 2.40 4.80 

Total Load (kPa) 5.92 6.40 8.80 

SPAN c/c (mm) 

9 150 

9 750 

10 350 

10 975 

11 575 

12 200 * 

12 800 * 

13 400 * 

14 025 * 

14 630 * 

15 240 * 

15 850 * 

LH500 LH500 LH600 


LH600 LH600 LH700 


LH600 LH700 LH800 


LH800 LH800 LH800 


LH800 LH800 LH800 


LH800 LH800 LH800 


LH800 LH800 LH800 


LH900 LH900 LH900 


LH900 LH800 LH900 


LH900 LH900 LH900 


LH900 LH900 


LH900 

min = LH700 

9

METRIC 

10 





any depth. 




Dead Load (kPa) 4.30 4.30 4.30 

Live Load (kPa) 1.92 2.40 4.80 

Total Load (kPa) 6.22 6.70 9.10 

SPAN c/c (mm) 

9 150 

9 750 

10 350 

10 975 

11 575 

12 200 * 

12 800 * 

13 400 * 

14 025 * 

14 630 * 

15 240 * 

LH500 LH500 LH600 


LH600 LH600 LH800 


LH700 LH700 LH700 


LH800 LH800 LH800 


LH800 LH800 LH800 


LH800 LH800 LH800 


LH800 LH800 LH800 


LH900 LH900 LH900 


LH900 LH800 LH900 


LH900 LH900 


LH900 LH900 



LHXXX 

min = LHXXX 


: Minimum Depth (mm) Allowed


7. JOIST DEPTH SELECTION TABLES 

IMPERIAL 

7.1 GENERAL INFORMATION 

7.1.1 JOIST DEPTH SELECTION TABLES 

The following load tables give the optimized depth and the 

minimum depth for a specific span and a specific load 

following a certain slab thickness. Values indicated present 

a uniform load on all the length with a regular spacing and 

a f’ c = 3000 psi. The regular spacing is 4’-1 1 /4” for D500TM (H Series), 4’-2 5 /8” for DTC (LH Series) and 4’-0” for 

MD2000 ®. 

The tables have been done for three types of loading with 

different thickness of concrete. The three types are residential 

(live load = 40 psf), office (live load = 50 psf) and 

corridor or lobby (live load = 100 psf). These three types 

are used in the tables as example. Any others types of 

loading can be used for the Hambro design. 

The tables have been created with a certain super-imposed 

dead load. Even if your superimposed dead load is a little 

bit different, the optimal depth and the minimum depth in 

the table will be right. 

7.1.2 DEFLECTION CRITERIA 

For all cases presented in the tables, deflection for live load 

does not exceed L / 360. 

7.1.3 JOIST IDENTIFICATION 

The load tables are provided to aid engineers in selecting 

the most optimal depth of joist for a particular slab thickness 

and a specific loading. 

The engineer should specify the joist depth, slab thickness, 

the design loads, dead, live and total together with special 

point loads and line loads where applicable. Canam will 

provide composite joists designed to specially meet these 

requirements. 

7.1.4 JOIST DESIGNATION 

The joist designation should simply be the joist depth 

followed by the total allowable service load and live load in 

pounds per linear foot applied on the joist. 

Example: H10-493/205 for Hambro D500 

Example: LH24-493/205 for Hambro DTC 

Example: MDH10-493/205 for Hambro MD2000 

7.1.5 EXAMPLE 

Find the optimal depth and the minimum depth for the 

following office project with Hambro D500 (H Series). 

Span: 32’-0” 

Slab thickness: 4” 

Joist spacing: 4’-1 1 /4” 

Concrete strength: 3 000 psi 

Yield point of steel: 55 ksi 

Concrete density: 145 lb./ft. 3 

Dead load: 77 psf 

Joist: 2.5 psf 

Concrete: 48.5 psf 

Mechanical: 3.0 psf 

Ceiling (1/2”): 3.0 psf 

Partition: 20 psf 

TOTAL: = 77 psf 

Live load 

According to NBC: 50 psf 

Solution: 

From tables, find slab thickness = 4” with a span = 32’-0” 

In the table, with dead load = 77 psf and live load = 50 psf, 

we find: 

Optimal depth = H20 

Minimum depth = H14 

Then: 

H20 means depth = 20” 

H14 means depth = 14” 

11

IMPERIAL 


12 


Concrete: f’ c = 3 000 psi; density = 145 lb./ft. 3 

Joist spacing = 4’-1 1/4” 


of H8 and H10. 

Slab thickness = 2 1/2” 


Building Building (LL=100 psf) 

Dead Load (psf) 59 59 59 

Live Load (psf) 40 50 100 

Total Load (psf) 99 109 159 

SPAN c/c 

12’-0” 

14’-0” 

16’-0” 

18’-0” 

20’-0” 

22’-0” 

24’-0” 

26’-0” 

28’-0” 

30’-0” 

32’-0” 

34’-0” 

36’-0” 

38’-0” 

40’-0” * 

43’-0” * 

H8 H8 H12 

min = H8 min = H8 min = H8 

H8 H8 H12 


H10 H12 H14 


H12 H14 H14 


H14 H14 H16 


H16 H16 H16 


H16 H16 H16 


H16 H16 H18 


H16 H16 H20 


H18 H18 H20 


H20 H20 H22 


H20 H20 H22 


H22 H22 H24 


H22 H22 H24 


H24 H24 

min = H16 min = H16 

H24 H24 



HXXX 

min = HXXX 

: Optimal H Series Joist Depth (in.) 

: Minimum Depth (in.) Allowed 

Slab thickness = 3” 






SPAN c/c 

12’-0” 

14’-0” 

16’-0” 

18’-0” 

20’-0” 

22’-0” 

24’-0” 

26’-0” 

28’-0” 

30’-0” 

32’-0” 

34’-0” 

36’-0” 

38’-0” 

40’-0” * 

43’-0” * 

H8 H8 H12 


H8 H8 H12 


H10 H12 H14 


H12 H14 H14 


H14 H14 H16 


H16 H16 H16 


H16 H16 H16 


H16 H16 H18 


H16 H18 H20 


H18 H18 H20 


H20 H22 H22 


H20 H20 H22 


H20 H20 H22 


H22 H22 


H24 H24 


H24 H24 

min = H18 min = H18

IMPERIAL 












SPAN c/c 

12’-0” 

14’-0” 

16’-0” 

18’-0” 

20’-0” 

22’-0” 

24’-0” 

26’-0” 

28’-0” 

30’-0” 

32’-0” 

34’-0” 

36’-0” 

38’-0” 

40’-0” * 

43’-0” * 

H8 H8 H12 


H8 H8 H12 


H10 H10 H14 


H12 H14 H14 


H14 H14 H14 


H14 H14 H14 


H14 H16 H16 


H16 H16 H18 


H16 H18 H20 


H18 H18 H20 


H18 H20 H20 


H20 H20 H20 


H20 H20 H22 


H22 H22 


H24 H24 


H24 H24 



HXXX 

min = HXXX 









SPAN c/c 

12’-0” 

14’-0” 

16’-0” 

18’-0” 

20’-0” 

22’-0” 

24’-0” 

26’-0” 

28’-0” 

30’-0” 

32’-0” 

34’-0” 

36’-0” 

38’-0” 

40’-0” * 

43’-0” * 

H8 H8 H10 


H8 H8 H10 


H10 H10 H14 


H12 H14 H14 


H14 H14 H14 


H14 H14 H14 


H14 H16 H16 


H16 H18 H18 


H20 H20 H22 


H20 H20 H22 


H20 H20 H20 


H20 H20 H20 


H20 H20 


H22 H22 


H24 H24 


H24 H24 


13

IMPERIAL 

14 












SPAN c/c 

12’-0” 

14’-0” 

16’-0” 

18’-0” 

20’-0” 

22’-0” 

24’-0” 

26’-0” 

28’-0” 

30’-0” 

32’-0” 

34’-0” 

36’-0” 

38’-0” 

40’-0” * 

43’-0” * 

H8 H8 H10 


H10 H10 H12 


H10 H10 H14 


H12 H14 H14 


H14 H14 H14 


H14 H14 H16 


H14 H16 H16 


H16 H18 H18 


H18 H20 H20 


H20 H20 H20 


H20 H20 H22 


H20 H20 H22 


H20 H22 


H22 H22 


H24 H24 


H24 H24 



HXXX 

min = HXXX 









SPAN c/c 

12’-0” 

14’-0” 

16’-0” 

18’-0” 

20’-0” 

22’-0” 

24’-0” 

26’-0” 

28’-0” 

30’-0” 

32’-0” 

34’-0” 

36’-0” 

38’-0” 

40’-0” * 

H8 H8 H8 


H12 H12 H12 


H12 H12 H14 


H14 H14 H14 


H14 H14 H14 


H14 H14 H14 


H14 H14 H14 


H16 H16 H20 


H18 H18 H20 


H20 H20 H20 


H20 H20 H22 


H20 H20 


H22 H22 


H24 H24 


H24 H24 

min = H22 min = H22

IMPERIAL 




Joist spacing = 4’-0” 







SPAN c/c 

12’-0” 

14’-0” 

16’-0” 

18’-0” 

20’-0” 

22’-0” 

24’-0” 

26’-0” 

28’-0” 

30’-0” 

32’-0” 

34’-0” 

36’-0” 

38’-0” 

40’-0” * 

43’-0” * 


































MDHXXX 

: Optimal MD2000 Series Joist Depth (in.) 

min = MDHXXX : Minimum Depth (in.) Allowed 







SPAN c/c 

12’-0” 

14’-0” 

16’-0” 

18’-0” 

20’-0” 

22’-0” 

24’-0” 

26’-0” 

28’-0” 

30’-0” 

32’-0” 

34’-0” 

36’-0” 

38’-0” 

40’-0” * 

43’-0” * 

































15

IMPERIAL 

16 










SPAN c/c 

12’-0” 

14’-0” 

16’-0” 

18’-0” 

20’-0” 

22’-0” 

24’-0” 

26’-0” 

28’-0” 

30’-0” 

32’-0” 

34’-0” 

36’-0” 

38’-0” 

40’-0” * 

43’-0” * 































MDH22 MDH24 



MDHXXX 

: Optimal MD2000 ® Series Joist Depth (in.) 








SPAN c/c 

12’-0” 

14’-0” 

16’-0” 

18’-0” 

20’-0” 

22’-0” 

24’-0” 

26’-0” 

28’-0” 

30’-0” 

32’-0” 

34’-0” 

36’-0” 

38’-0” 

40’-0” * 

43’-0” * 































MDH22 MDH22 

min = MDH20 min = MDH20

IMPERIAL 










SPAN c/c 

12’-0” 

14’-0” 

16’-0” 

18’-0” 

20’-0” 

22’-0” 

24’-0” 

26’-0” 

28’-0” 

30’-0” 

32’-0” 

34’-0” 

36’-0” 

38’-0” 

40’-0” * 

43’-0” * 































MDH22 MDH22 



MDHXXX 

: Optimal MD2000 ® Series Joist Depth (in.) 


17

IMPERIAL 


18 





any depth. 







SPAN c/c 

30’-0” 

32’-0” 

34’-0” 

36’-0” 

38’-0” 

40’-0” * 

42’-0” * 

44’-0” * 

46’-0” * 

48’-0” * 

50’-0” * 

52’-0” * 

LH20 LH20 LH24 




















LH36 LH36 


LH36 LH36 



LHXXX 

min = LHXXX 

: Optimal LH Series Joist Depth (in.) 








SPAN c/c 

30’-0” 

32’-0” 

34’-0” 

36’-0” 

38’-0” 

40’-0” * 

42’-0” * 

44’-0” * 

46’-0” * 

48’-0” * 

50’-0” * 

52’-0” * 





















LH36 LH36 


LH36 LH36 

min = LH24 min = LH24

IMPERIAL 





any depth. 







SPAN c/c 

30’-0” 

32’-0” 

34’-0” 

36’-0” 

38’-0” 

40’-0” * 

42’-0” * 

44’-0” * 

46’-0” * 

48’-0” * 

50’-0” * 

52’-0” * 





















LH36 LH36 


LH36 LH36 



LHXXX 

min = LHXXX 









SPAN c/c 

30’-0” 

32’-0” 

34’-0” 

36’-0” 

38’-0” 

40’-0” * 

42’-0” * 

44’-0” * 

46’-0” * 

48’-0” * 

50’-0” * 

52’-0” * 





















LH36 LH36 


LH36 

min = LH28 

19

IMPERIAL 

20 





any depth. 







SPAN c/c 

30’-0” 

32’-0” 

34’-0” 

36’-0” 

38’-0” 

40’-0” * 

42’-0” * 

44’-0” * 

46’-0” * 

48’-0” * 

50’-0” * 



















LH36 LH36 


LH36 LH36 



LHXXX 

min = LHXXX 


: Minimum Depth (in.) Allowed

8. TYPICAL DETAILS 


TYPICAL DETAILS 

SECTION NO. DESCRIPTION PAGE 

1 

2 

3 

4 

Standard Shoe 

Standard Shoe / Mini-joist 

Bolted Joist at Column Flange / Web 

Bolted Joists at Beam } .................................................... 2 

5 

6 

7 

8 

Joist Bearing on Masonry or Concrete Wall 

Joist Bearing on Masonry or Concrete Wall 

Joist Bearing on Concrete Wall With Insulated Forms 

Joist Bearing on Concrete Wall With Insulated Forms } .................................................... 3 

9 

10 

11 

12 

Joist Bearing on Steel Beam 

Joists Bearing on Steel Beam 

Joist Bearing on Steel Stud Wall 

Joists Bearing on Steel Stud Wall } .................................................... 4 

13 Joist Bearing on an Exterior Steel Stud Wall 

14 Joist Bearing on a Wood Stud Wall .....................................................5 

15 Joist Bearing on a Wood Stud Wall 

16 Expansion Joint at Intermediate Floor (at Masonry Wall) 

17 Expansion Joint at Roof (Masonry Wall) 

18 Expansion Joint at Intermediate Floor (Steel Beam) 

19 Expansion Joint at Roof (Steel Beam) 

20 Minimum Clearance for Opening and Hole in the Slab 

.................................................... 6 

21 

22 

23 

24 

Joist Parallel to Expansion Joint 

Joist Parallel to a Masonry or Concrete Wall 

Joist Parallel to Concrete Wall with Insulated Forms 

Joist Parallel to a Beam } .................................................... 7 

25 

26 

27 

Joist Parallel to a Steel Stud Wall or Wood Stud Wall 

Deep Shoe to Suit Slab Thickness 

Thicker Slab } .................................................... 8 

28 Mini-joist at Corridor 

29 Mini-joist with Hanger Plate at Corridor 

30 Header Support 

31 Flange Hanger for Beam and Wall 

32 Masonry Hanger for Insulated Concrete Form 

33 Cantilevered Balcony (Shallow Joist Parallel to Balcony) 

34 Cantilevered Balcony (Joist Parallel to Balcony) 

35 Cantilevered Balcony (Joist Perpendicular to Balcony) 

36 Maximum Duct Openings (D500) 

} 

} 

} } 

} 

.................................................... 9 

.................................................. 10 

.................................................. 11 

1

SECTION 3 - BOLTED JOIST AT COLUMN (FLANGE / WEB) 

SECTION 1 - STANDARD SHOE 

2 

90 mm (3 1/2”) MIN. FOR 100 mm (4”) SHOE (TYP.) 

TOP OF SLAB 

21 x 32 mm ( 13/16” x 1 1 /4”) SLOTS @ 125 mm (5”) C/C (HAMBRO SHOE) 

21 mm ( 13/16”) Ø HOLES @ 125 mm (5”) C/C (SUPPORT) 

65 mm (2 1 /2”) 

TOP CHORD 

WELDED WIRE-MESH 

SLAB 

(T) 

NOMINAL 

JOIST DEPTH SLAB 

(D) (T) 

100 mm 

(4”) 

100 mm 

(4î) 

6 mm ( 1 /4”) 

45 mm (1 3/4”) 

CEILING EXTENSION 

TOP OF BEARING 

T+ 6 mm ( 1 /4”) 


STEEL COLUMN, ACCORDING TO THE SPECIFICATIONS 

OF THE CONSULTING ENGINEER (U.N.O) 

FIRST DIAGONAL 

- T+ 6 mm ( 1/4”) = SLAB THICKNESS + SHOE THICKNESS 

- SHOE WIDTH = 190 mm (7 1 /2”) 

SECTION 4 - BOLTED JOISTS AT BEAM 

SECTION 2 - STANDARD SHOE /MINI-JOIST 

203 mm (8”) FLANGE BETWEEN 254 mm (10”) TO 303 mm (11 

230 mm (9”) FLANGE OF 305 mm (12”) AND MORE 

7/8”) 

152 mm (6”) FLANGE BETWEEN 230 mm (9”) TO 252 mm (9 7/8”) 

127 mm (5”) FLANGE BETWEEN 190 mm (7 1/2”) TO 228 mm (8 7/8”) 

102 mm (4”) FLANGE BETWEEN 152 mm (6”) TO 188 mm (7 3/8”) 

70 mm (2 3/4”) FLANGE BETWEEN 127 mm (5”) TO 150 mm (5 7/8”) 

58 mm (2 1/4”) FLANGE BETWEEN 100 mm (4”) TO 125 mm (4 7/8”) 

21 x 32 mm ( 13/16” x 1 1 /4”) SLOTS 

@ 125 mm (5”) C/C (HAMBRO SHOE) 

21 mm ( 13 /16”) Ø HOLES 

@ 125 mm (5”) C/C (SUPPORT) 



SLAB 

(T) 


NOMINAL 


(D) (T) 

NOMINAL 

JOIST DEPTH 

(D) 

MINI JOIST 



T + 6 mm ( 1 /4”) 

SOLID MASONRY WALL, 

ACCORDING TO THE SPECIFICATIONS 

OF THE CONSULTING ENGINEER 

(FILL THE MASONRY BLOCK WITH MORTAR, 

UNDER THE JOIST SHOE) 

REBAR 

(IF REQUIRED BY 


T+ 6 mm ( 1 /4”) 



THE CONSULTING ENGINEER) 

STEEL BEAM, ACCORDING TO THE SPECIFICATIONS 


T + 6 mm ( 1 /4”) = SLAB THICKNESS + SHOE THICKNESS 

T + 6 mm (1/4”) = SLAB THICKNESS + SHOE THICKNESS

SECTION 7 - JOIST BEARING ON CONCRETE WALL 

WITH INSULATED FORMS 

SECTION 5 - JOIST BEARING ON MASONRY OR CONCRETE WALL 

NO ANCHORED PLATE OR MECHANICAL FASTENER IS 

REQUIRED TO FIX THE JOIST TO THE CONCRETE WALL. 

90 mm (3 1 /2”) MIN. FOR 100 mm (4”) SHOE (TYP.) 


NOTCH RIGID INSULATION 

NO ANCHORED PLATE 

OR MECHANICAL 

FASTENER IS REQUIRED 

TO FIX THE JOIST TO 

THE CONCRETE WALL. 


REBAR 


THE CONSULTING 

ENGINEER) 


(D) (T) 

SLAB 

(T) 

SLAB 

(D) 

NOMINAL 

JOIST DEPTH 


T + 6 mm ( 1/4”) 

NOMINAL 

JOIST DEPTH 


T + 6 mm ( 1 /4”) 




SOLID MASONRY WALL OR REINFORCED CONCRETE WALL, 



(FILL THE MASONRY BLOCK WITH MORTAR, UNDER THE JOIST SHOE) 

REINFORCED INSULATED CONCRETE WALL, 



REBAR 



T+ 6 mm ( 1/4”) = SLAB THICKNESS + SHOE THICKNESS 


SECTION 8 - JOISTS BEARING ON CONCRETE WALL 

WITH INSULATED FORMS 

SECTION 6 - JOISTS BEARING ON MASONRY OR CONCRETE WALL 

NO ANCHORED PLATE OR MECHANICAL FASTENER IS 

REQUIRED TO FIX THE JOIST TO THE CONCRETE WALL. 




NOTCH RIGID INSULATION (TYP.) 


NO ANCHORED PLATE 

OR MECHANICAL FASTENER IS 

REQUIRED TO FIX THE JOIST 

TO THE CONCRETE WALL. 

(T) 

SLAB 

(T) 

SLAB 

NOMINAL 

JOIST DEPTH 

(D) 

NOMINAL 

JOIST DEPTH 

(D) 



T + 6 mm ( 1/4”) 



REINFORCED INSULATED CONCRETE 

WALL, ACCORDING TO THE 

SPECIFICATIONS OF THE 

CONSULTING ENGINEER 



T + 6 mm ( 1 /4”) 

SOLID MASONRY WALL OR REINFORCED 

CONCRETE WALL, ACCORDING TO THE 

SPECIFICATIONS OF THE CONSULTING ENGINEER 

REBAR 

(IF REQUIRED BY THE 

CONSULTING ENGINEER) 

REBAR 





T + 6 mm ( 1/4”) = SLAB THICKNESS + SHOE THICKNESS 

3

SECTION 11 - JOIST BEARING ON STEEL STUD WALL 

SECTION 9 - JOIST BEARING ON STEEL BEAM 

4 


65 mm (2 1/2”) 

90 mm (3 

MIN. FOR 75 mm (3”) SHOE (TYP.) 

1/2”) MIN. FOR 100 mm (4”) SHOE (TYP.) 

** 

5 mm ( 3/16”) 40 mm (1 1 /2”) 



40 mm 

(1 1/2”) 

5 mm 

( 3/16”) 

SLAB 

(T) 

NOMINAL 

JOIST DEPTH 

(D) 


T + 6 mm ( 1 /4”) 

NOMINAL 


(D) (T) 

TOP OF 

BEARING 

T + 6 mm ( 1/4”) 






POUR STOP 

(BY OTHERS) 

THE METAL STUD AND THE TOP PLATE CAPACITY, 





** WELD THE JOIST TO THE STEEL BEAM OR WITH THE AGREEMENT OF THE 

CONSULTING ENGINEER, USE 2-HILTI (X-EDNI 22P8) OR EQUIVALENT, INSTALLED 

ACCORDING TO THE MANUFACTURING SPECIFICATIONS. 

SECTION 12 - JOISTS BEARING ON STEEL STUD WALL 

SECTION 10 - JOISTS BEARING ON STEEL BEAM 


65 mm (2 1/2”) 

90 mm (3 

MIN. FOR 75 mm (3”) SHOE (TYP.) 

1/2”) MIN. FOR 100 mm (4”) SHOE (TYP.) 

40 mm (1 1 /2”) 

** 5 mm ( 3/16) 

5 mm ( 3/16”) 40 mm (1 1 /2”) 



SLAB 

(T) 

NOMINAL 

JOIST DEPTH 

(D) 



T + 6 mm ( 1/4”) 


NOMINAL 


(D) (T) 



T + 6 mm ( 1 /4”) 







NOTE; STAGGERED JOISTS 





ACCORDING TO THE MANUFACTURING SPECIFICATIONS.

SECTION 15 - JOISTS BEARING ON A WOOD STUD WALL 

SECTION 13 - JOIST BEARING ON AN EXTERIOR STEEL STUD WALL 



JOIST SHOE ANCHORED TO PLANK 

WITH SCREWS OR NAILS 


40 mm (1 


1 /2”) 

5 mm ( 3/16”) 

SLAB 

(T) 

(T) 

SLAB 

(D) 

NOMINAL 

JOIST DEPTH 

(D) 




T + 6 mm ( 1 /4”) 

NOMINAL 

JOIST DEPTH 


T + 6 mm ( 1 /4”) 


THE WOOD WALL AND THE TOP PLATE 

CAPACITY, ACCORDING TO THE 



NOTE; STAGGERED JOISTS 







SECTION 16 - EXPANSION JOINT AT INTERMEDIATE FLOOR (MASONRY WALL) 

SECTION 14 - JOIST BEARING ON A WOOD STUD WALL 




FIBRE BOARD 12 mm ( 1 /2”) 

DO NOT WELD THE SHOE ON THE ANGLE 

ANGLE ANCHORED TO THE MASONRY 

WALL ACCORDING TO THE 



JOIST SHOE ANCHORED TO PLANK WITH SCREWS OR NAILS 



(D) (T) 

SLAB 

T + 6 mm ( 


1/4”) 

NOMINAL 


(D) (T) 

REBAR (IF REQUIRED BY THE 


NOMINAL 

JOIST DEPTH 


T + 6 mm ( 1/4”) 


SUPPORT ANGLE, ACCORDING TO THE 

SPECIFICATIONS OF THE CONSULTING ENGINEER. 


ACCORDING TO THE 




TEMPORARY SUPPORT UNDER EACH JOIST AND 

EACH END UNTIL ALL FLOORS HAVE BEEN POURED. 

(PROVIDED AND DESIGNED BY OTHERS) 

THE WOOD WALL AND THE TOP PLATE CAPACITY, 

ACCORDING TO THE SPECIFICATIONS OF THE CONSULTING ENGINEER 



5

SECTION 19 - EXPANSION JOINT AT ROOF (STEEL BEAM) 

SECTION 17 - EXPANSION JOINT AT ROOF (MASONRY WALL) 

6 

65 mm (2 1 90 mm (3 

/2”) MIN. FOR 75 mm (3”) SHOE (TYP.) 

1 /2”) MIN. FOR 100 mm (4”) SHOE (TYP.) 

DO NOT WELD THE SHOE 

ON EMBEDED MATERIAL 

12 mm ( 1/2”) Ø ROD x 600 mm (24”) 

@ 600 mm (24”) c /c 

GREASE OR WRAP THIS END 

OF ROD WITH BUILDING PAPER 



FIBRE BOARD 12 mm ( 1/2”) 

** 

12 mm ( 1/2”) Ø ROD x 600 mm (24”) 

@ 600 mm (24”) c/c. 

5 mm ( 


OF ROD, WITH BUILDING PAPER 

3/16”) 40 mm (1 1 /2”) 


DO NOT WELD THE SHOE ON THE BEAM 


SLAB 

(T) 

NOMINAL 

JOIST DEPTH 

(D) 

NOMINAL 


(D) (T) 



T + 6 mm ( 1 /4”) 



T + 6 mm ( 1 /4”) 




STEEL BEAM, ACCORDING 

TO THE SPECIFICATIONS OF 

SOLID MASONRY WALL, ACCORDING 

TO THE SPECIFICATIONS 


(FILL THE MASONRY BLOCK WITH 

MORTAR, UNDER THE JOIST SHOE) 

REBAR (IF REQUIRED BY 


THE CONSULTING ENGINEER (U.N.O) 




ACCORDING TO THE MANUFACTURING SPECIFICATIONS. 


SECTION 20 - MINIMUM CLEARANCE FOR OPENING 

AND HOLE IN THE SLAB 

SECTION 18 - EXPANSION JOINT AT INTERMEDIATE FLOOR 

(STEEL BEAM) 

DIAMETER � 200 mm (8”) 

**REBAR AROUND THE HOLE IS NOT REQUIRED 

**THE QUANTITY OF HOLE AT 6” AND MORE 

OF THE JOIST IS NOT IMPORTANT 

150 mm (6”) 150 mm (6”) 

MIN. MIN. 

OPENING 

SEE TYPICAL 

REINFORCEMENT 

FOR SLAB OPENING. 

150 mm (6”) 

MIN. 

END OF 

SLAB 

FIBRE BOARD 12 mm ( 

DO NOT WELD THE SHOE ON THE ANGLE 

1/2”) 

65 mm (2 1 90 mm (3 

/2”) MIN. FOR 75 mm (3”) SHOE (TYP.) 

1 /2”) MIN. FOR 100 mm (4”) SHOE (TYP.) 

5 mm ( 3 /16”) 40 mm (1 1 /2”) 

** 


(T) 

SLAB 

HOLE 


(D) 

NOMINAL 

JOIST DEPTH 

( 3/4”) 19 mm 

(APPLICABLE 

AT EACH CASE) 

( 3/4”) 19 mm 

(APPLICABLE 

AT EACH CASE) 

NOMINAL 


(D) (T) 

STIFFENER 

STIFFENER 

STIFFENER 

(IF REQUIRED) 


T + 6 mm ( 1 /4”) 


SUPPORT ANGLE, ACCORDING 

TO THE SPECIFICATIONS OF THE 

CONSULTING ENGINEER (U.N.O) 


STEEL BEAM, ACCORDING 

TO THE SPECIFICATIONS OF 

THE CONSULTING ENGINEER 




ACCORDING TO THE MANUFACTURING SPECIFICATIONS.

SECTION 23 - JOIST PARALLEL TO CONCRETE WALL WITH INSULATED FORMS 

SECTION 21 - JOIST PARALLEL TO EXPANSION JOINT 


2 LAYERS OF ROOFING PAPER 

REBAR 





SLAB 

(T) 

(T) 

SLAB 


T + 6 mm ( 1/4”) 

FLANGE HANGER 

(FIXED, ED-D500) 

NOMINAL 

JOIST DEPTH 

(D) 

T + 6 mm ( 1/4”) 


FLANGE 

HANGER 

(FIXED, 

SEE ED-D500) 

NOMINAL 

JOIST DEPTH 

(D) 

REBAR 



ENGINEER) 









(NOTE: IF THE FLANGE HANGER IS NOT USED, TOP OF BEARING = T + 20 mm ( 3 /4”)) 



SECTION 24 - JOIST PARALLEL TO A BEAM 

SECTION 22 - JOIST PARALLEL TO A MASONRY OR CONCRETE WALL 


REBAR 



WELDED-WIRE-MESH 

SLAB 

(T) 

(T) 

SLAB 

TOP OF 

BEARING 

T + 6 mm ( 1 /4”) 

FLANGE HANGER 

(FIXED, SEE ED-D500) 

NOMINAL 

JOIST DEPTH 

(D) 


T + 6 mm ( 1 /4”) 

FLANGE HANGER 


NOMINAL 

JOIST DEPTH 

(D) 

STEEL BEAM, 



SOLID MASONRY WALL 

OR REINFORCED CONCRETE WALL, 







7

SECTION 27 - THICKER SLAB 

SECTION 25 - JOIST PARALLEL TO A STEEL STUD WALL 

OR WOOD STUD WALL 

8 

* THE HANGER PLATE IS USED TO THICKEN 

UNDER SIDE OF THE CONCRETE SLAB. 

75 mm 

(3”) 

* 4 DIFFERENTS STANDARD THICKNESS OF 

CONCRETE CAN BE CONSIDERED 

WITH THE HANGER PLATE 

(SEE DETAIL) 

TOP OF 

BEARING 

T + 6 mm (1/4”) 


152 mm 

(6”) 

(T) 

SLAB 

FLANGE HANGER 


50 mm 

(2”) 

NOMINAL 

JOIST DEPTH 

(D) 


127 mm 

(5”) 

ROLLBAR 

HANGER 

PLATE 

THE METAL OR WOOD STUD WALL 

AND THE TOP PLATE CAPACITY, 




(NOTE: IF THE FLANGE HANGER IS NOT USED, TOP OF BEARING = T + 20 mm (3/4”)) 

SECTION 28 - MINI-JOIST AT CORRIDOR 

SECTION 26 - DEEP SHOE TO SUIT SLAB THICKNESS 

SLAB THICKNESS 130 mm (5 1 /4”) 

REINFORCED STEEL BY THE 



DEEP SHOE TO SUIT THE THICKER SLAB 

T + 6 mm ( 

TOP OF 

1/4”) 

BEARING 


300 mm (12”) 

300 mm (12”) 

90 mm (3 1 /2”) MIN. FOR 

100 mm (4”) SHOE (TYP.) 

WELDED 

WIRE MESH 

SLAB 

(T) 

SLAB 

(T) 

JOIST DEPTH 

(D) 

NOMINAL 

(TS) 

THICKER SLAB 

100 mm (4”) MIN. 

REBAR 



ENGINEER) 

100 mm (4”) MIN. 





(FILL THE MASONRY BLOCK WITH 

MORTAR, UNDER THE JOIST SHOE) 



(T + TS) + 6 mm ( 1/4”) 

CORRIDOR 

REBAR 



ENGINEER) 

REBAR 



SOLID MASONRY WALL, ACCORDING TO THE 



(T + TS) + 6 mm ( 1 /4”) = (SLAB THICKNESS + THICKER SLAB) + SHOE THICKNESS 

T + 6 mm ( 1/4”) = SLAB THICKNESS + SHOE THICKNESS

SECTION 31 - FLANGE HANGER FOR BEAM AND WALL 

SECTION 29 - MINI-JOIST WITH HANGER PLATE AT CORRIDOR 

SLAB THICKNESS 130 mm (5 1/4”) 

REINFORCED STEEL BY THE CONSULTING ENGINEER 

25 @ 300 mm (1” @ 12”) 

5 mm ( 3/16”) 

90 mm (3 1/ 2”) MIN. 

FOR 100 mm (4”) SHOE (TYP.) 

300 mm 

(12”) 

90 mm (3 1/2”) 

MIN. FOR 

100 mm (4”) 

SHOE (TYP.) 


TOP OF 

BEARING 

T + 6 mm ( 1 /4”) 

300 mm 

(12”) 

WELDED 

WIRE 

MESH 

NO SHOE 

(U.N.O.) 

ON MINI JOIST 

ROLLBAR 

NOMINAL 


(D) (T) 



FLANGE HANGER (TYPE F.H) 

HANGER PLATE 

FOR THICKER SLAB 

CORRIDOR 

STEEL BEAM, STEEL STUD WALL, WOOD STUD WALL, 

MASONRY WALL OR CONCRETE WALL 




REBAR 




SECTION 32 - FLANGE HANGER FOR INSULATED CONCRETE FORM 

SECTION 30 - HEADER SUPPORT 


5 mm ( 3/16”) 20 mm ( 3 /4”) 

20 mm ( 3/4”) Ø HOLES 

AT 600 mm (24”) C/C 

FOR ANCHORED 

(T) 

SLAB 

(1 1/2”) 

39 mm 

FLANGE HANGER 

(TYPE M.H) 

HEADER BEAM 

ROLLBAR 

REINFORCED INSULATED CONCRETE WALL 

IF THERE IS A JOIST SITTING ON THE HEADER BEAM, 

THE DIMENSION 39 mm (1 1/2”) WILL BECOME 45 mm (1 3/4”) AND “(T)” 

WILL BECOME “T + 6 mm ( 1/4”) = SLAB THICKNESS + SHOE THICKNESS” 

9

SECTION 33 - CANTILEVERED BALCONY (SHALLOW JOIST PARALLEL TO BALCONY) 

10 

SEE SPECIFICATIONS OF THE ARCHITECT VARIABLE 1251 mm (4’-1 1 /4”) 

REBAR ACCORDING TO 

THE SPECIFICATIONS OF 



SLAB 

(T) 

JOIST SHORTER 

T + 50 mm (2”) 

OF 50 mm (2”) TOP OF BEARING 

25 mm (1”) 

SLOPE 

NOMINAL 

JOIST DEPTH 

(D) 

FLANGE HANGER 

TEMPORARY SUPPORT FOR BALCONY 

(DESIGNED AND SUPPLIED BY OTHERS) 


BRIDGING TO BOTTOM CHORD MAY BE 

NECESSARY IF UPLIFT DUE TO CANTILEVER 

BALCONY EXCEEDS GRAVITY LOAD. 

(IF REQUIRED BY THE ENGINEER) 

REBAR 






IMPORTANT; 

BRIDGING ANGLES TO BE INSTALLED AFTER FORMS STRIPPED BUT 

BEFORE THE REMOVAL OF BALCONY TEMPORARY SUPPORTS 

SECTION 34 - CANTILEVERED BALCONY (JOIST PARALLEL TO BALCONY) 

VARIABLE 1251 mm (4’-1 1/4”) 

SEE SPECIFICATIONS OF THE ARCHITECT 


25 mm (1”) 

REBAR ACCORDING TO 

THE SPECIFICATIONS OF 


SLOPE 

SLAB 

(T) 

NOMINAL 

JOIST DEPTH 

(D) 

FLANGE HANGER 

HANGER PLATE TO THICKEN SLAB 

MORE 50 (2”), 76 (3”), 127 (5”) 

OR 152 (6”) THAN BASE SLAB 

REBAR 



BRIDGING TO BOTTOM CHORD MAY BE 

NECESSARY IF UPLIFT DUE TO CANTILEVER 

BALCONY EXCEEDS GRAVITY LOAD. 

(IF REQUIRED BY THE ENGINEER) 




TEMPORARY SUPPORT 

FOR BALCONY 

(DESIGNED AND SUPPLIED 

BY OTHERS) 

IMPORTANT; 


BEFORE THE REMOVAL OF BALCONY TEMPORARY SUPPORTS

SECTION 36 - MAXIMUM DUCT OPENING (D500 TABLES) 

SECTION 35 - CANTILEVERED BALCONY 

(JOIST PERPENDICULAR TO BALCONY) 

DEPTH PANEL D S R 

(mm) (mm) (mm) (mm) (mm x mm) 

200 508 90 90 150 x 60 

250 508 140 115 180 x 80 

300 610 185 145 230 x 110 

350 610 215 170 240 x 130 

280 x 110 

400 610 240 190 265 x 140 

330 x 100 

450 610 260 210 280 x 160 

315 x 130 

500 610 280 225 305 x 160 

330 x 140 

550 610 305 245 305 x 190 

355 x 140 

600 610 315 255 330 x 180 

355 x 150 

90 mm (3 1 /2”) MIN FOR 100 mm (4”) SHOE (TYP.) 

SEE SPECIFICATIONS OF THE ARCHITECT 


REBAR 

(SEE THE CONSULTING 

ENGINEER) 


25 mm (1") 

SLOPE 

SLAB 

(T) 

THICKER SLAB 

(TS) 

NOMINAL 

JOIST DEPTH 

(D) 

REBAR 




HANGER PLATE 

CEILING 

EXTENSION 

T + TS 


THICKER SLAB TO SUIT BALCONY 


FOR BALCONY (DESIGNED 

& SUPPLIED BY OTHERS) 





(in.) (in.) (in.) (in.) (in. x in.) 

8 20 3 1/2 3 1/2 6 x 2 1/2 

10 20 5 1/2 4 1/2 7 x 3 1/4 

12 24 7 1/4 5 3/4 9 x 4 1/4 

14 24 8 1/2 6 3/4 9 1/2 x 5 1/4 

11 x 4 1/4 

16 24 9 1/2 7 1/2 10 1/2 x 5 1/2 

13 x 4 

18 24 10 1/4 8 1/4 11 x 6 1/4 

12 1/2 x 5 

20 24 11 9 12 x 6 1/4 

13 x 5 1/2 

22 24 12 9 3/8 12 x 7 1/2 

14 x 5 1/2 

24 24 12 3/8 10 13 x 7 

14 x 6 

SECTION 36 - MAXIMUM DUCT OPENINGS (D500) 

** WEB OPENINGS ARE ALIGNED ONLY WITH JOISTS WHICH HAVE IDENTICAL LENGTHS ** 

PANEL 

TOP OF SLAB 

SS 

D 

R 

NOMINAL 

JOIST DEPTH 

NOTE: The maximum limitation has been determined from the joist geometry, 

with a bottom chord of 50 mm (2”) and a web of 22 mm (7/8”). If more 

information needed, please contact the Hambro technical department. 

D = MAXIMUM DIAMETER 

S = MAXIMUM SQUARE 

R = MAXIMUM RECTANGLE 

11

12 

TYPICAL DETAILS




1 Standard Shoe 

2 Bolted Joist at Steel Column (Flange / Web) 

3 Bolted Joist at Steel Beam 

4 Joist Bearing on Masonry or Concrete Wall 

5 Joists Bearing on Masonry or Concrete Wall 

6 Joist Bearing on Concrete Wall With Insulated Form 

7 Joists Bearing on Concrete Wall With Insulated Form 

8 Joist Bearing on Steel Beam 

9 Joists Bearing on Steel Beam 

10 Joist Bearing on Steel Stud Wall 

11 Joists Bearing on Steel Stud Wall 

12 Joist Bearing on a Wood Stud 

13 Joists Bearing on Wood Stud Wall 

14 Expansion Joint at Intermediate Floors (at Masonry Wall) 

15 Expansion Joint at Roof (at Masonry Wall) 

16 Expansion Joint at Floors (at Steel Beam) 

17 Expansion Joint at Roof (at Steel Beam) 

18 Minimum Clearance for Opening and Hole in the Slab 

19 Joist Parallel to Expansion Joint 

20 Joist Parallel to a Masonry Wall or Concrete Wall 

21 Joist Parallel to a Concrete Wall with Insulated Form 

22 Joist Parallel to a Steel Beam 

23 Joist Parallel to a Steel Stud Wall 

24 Joist Parallel to a Wood Wall 

.............................................. 14 

.............................................. 15 

.............................................. 16 

.............................................. 17 

.............................................. 18 

.............................................. 19 

25 Thicker Slab 

} 

26 Header Support .............................................. 20 

27 Cantilevered Balcony (Joist Perpendicular to Balcony) 

28 Cantilevered Balcony (Shallow Joist Parallel to Balcony) 

29 Cantilevered Balcony (Joist Parallel to Balcony) 

.............................................. 21 

30 Maximum Duct Openings ............................................................................................................... 22 

} 

} 

} 

} 

} 

} 

} 

13

SECTION 3 - BOLTED JOIST AT STEEL BEAM 

SECTION 1 - STANDARD JOIST SHOE 

14 

58 mm (2 1 /4”) FLANGE BETWEEN 100 mm (4”) @ 125 mm (4 7 /8”) 

70 mm (2 3/4”) FLANGE BETWEEN 127 mm (5”) @ 150 mm (5 7 /8”) 

102 mm (4”) FLANGE BETWEEN 152 mm (6”) @ 188 mm (7 3 /8”) 

127 mm (5”) FLANGE BETWEEN 190 mm (7 1 /2”) @ 228 mm (8 7 /8”) 

152 mm (6”) FLANGE BETWEEN 230 mm (9”) @ 252 mm (9 7 /8”) 

203 mm (8”) FLANGE BETWEEN 254 mm (10”) @ 303 mm (11 7/8”) 

230 mm (9”) FLANGE OF 305 mm (12”) AND MORE 

TOP OF SLAB 

21 x 32 mm ( 13/16”x 1 1/4”) SLOTS 

@ 125 mm (5”) c/c (HAMBRO SHOE) 

21 mm ( 13 /16”)Ø HOLES 

@ 125 mm (5”) c /c (SUPPORT) 

TOTAL SLAB 

T + 38 mm (1 1/2”) 

NOMINAL 

SLAB (T) 

TOP CHORD 

STEEL DECK 

75 mm (3”) 

NOMINAL 

SLAB 

(T) 


TOTAL 

SLAB 

L 100 x 75 x 6 x 150 mm 

(L 4”x 3”x 1/4”x 

100 mm 

(4”) 

6”) 

6 mm ( 1 /4”) 


NOMINAL 

JOIST DEPTH 

(D) 

T + 38 mm (1 


1/2”) 






T + 38 mm (1 1 /2”) = NOMINAL SLAB THICKNESS 

+ 

STEEL DECK DEPTH 

SECTION 4 - JOIST BEARING ON MASONRY OR CONCRETE WALL 

SECTION 2 - BOLTED JOIST AT STEEL COLUMN (FLANGE / WEB) 

NOMINAL 

SLAB 

(T) 



STEEL 

DECK 

WELDED 

WIRE-MESH 

21 x 32 mm ( 13 /16” x 1 1 /4”) SLOTS @ 125 mm (5”) c /c (HAMBRO SHOE) 

21 mm ( 13 /16”)Ø HOLES @ 125 mm (5”) c/c (SUPPORT) 

65 mm (2 1 /2”) 

TOTAL 

SLAB 

NOMINAL 

SLAB 

(T) 


STEEL DECK 

NOMINAL 

JOIST DEPTH 

(D) 

T + 38 mm (1 1 /2”) 


TOTAL 

SLAB 

NOMINAL 

JOIST DEPTH 

(D) 

100 mm 

(4”) 


T + 38 mm (1 1 /2”) 


SOLID MASONRY WALL OR REINFORCEMENT CONCRETE WALL, 



REBAR 




STEEL COLUMN, 



- SHOE WIDTH = 190 mm (7 1/2”)

SECTION 7 - JOISTS BEARING ON CONCRETE WALL 

WITH INSULATED FORM 

SECTION 5 - JOISTS BEARING ON MASONRY OR CONCRETE WALL 




NOMINAL 

SLAB 

(T) 

STEEL DECK 


STEEL DECK 


NOMINAL 

SLAB 

(T) 

TOTAL 

SLAB 

TOTAL 

SLAB 

NOMINAL 

JOIST DEPTH 

(D) 

T + 38 mm (1 1 /2”) 


NOMINAL 

JOIST DEPTH 

(D) 


T + 38 mm (1 1 /2”) 






SOLID MASONRY WALL OR REINFORCED 

CONCRETE WALL, ACCORDING TO THE 




REBAR 




ACCORDING TO THE SPECIFICATIONS, 


REBAR 






65 mm (2 1 /2”) MIN. FOR 75 mm (3”) 

OR 100 mm (4”) SHOE (TYP.) 


NOMINAL 

SLAB 

(T) 

40 mm (1 1 /2”) 

5 mm ( 3 /16”) 

STEEL DECK 

WELDED 

WIRE-MESH 

NOMINAL 

SLAB 

(T) 

STEEL 

DECK 

WELDED 

WIRE-MESH 

TOTAL 

SLAB 

TOTAL 

SLAB 

NOMINAL 

JOIST DEPTH 

(D) 

T + 38 mm (1 1 /2”) 


NOMINAL 

JOIST DEPTH 

(D) 

T + 38 mm (1 1 /2”) 






POUR STOP 

(BY OTHERS) 

NOTCH RIGID INSULATION 

REINFORCED INSULATED CONCRETE WALL, ACCORDING 

TO THE SPECIFICATIONS OF THE CONSULTING ENGINEER 

REBAR 



15

SECTION 11 - JOISTS BEARING ON STEEL STUD WALL 

SECTION 9 - JOISTS BEARING ON STEEL BEAM 

16 



40 mm (1 1/2”) 

5 mm ( 3 /16”) 

65 mm (2 1/2”) MIN. FOR 75 mm (3”) 


NOMINAL 

SLAB 

(T) 

40 mm (1 1/2”) 

5 mm ( 3/16”) 

STEEL DECK 


NOMINAL 

SLAB 

(T) 

STEEL DECK 


TOTAL 

SLAB 

TOTAL 

SLAB 

NOMINAL 

JOIST DEPTH 

(D) 

T + 38 mm (1 1/2”) 


NOMINAL 

JOIST DEPTH 

(D) 




T + 38 mm (1 1 /2”) 


THE METAL STUD AND THE TOP PLATE 

CAPACITY, ACCORDING TO THE SPECIFICATIONS 




NOTE: STAGGERED JOISTS 



SECTION 12 - JOIST BEARING ON A WOOD WALL 

SECTION 10 - JOIST BEARING ON STEEL STUD WALL 

SHOE ANCHORED TO THE PLANK 


NOMINAL 

SLAB 

(T) 

90 mm (3 1 /2”) MIN. 

FOR 100 mm (4”) SHOE (TYP.) 



STEEL 

DECK 

WELDED 

WIRE-MESH 

NOMINAL 

SLAB 

(T) 

40 mm (1 1 /2”) 

5 mm ( 3 /16”) 

STEEL 

DECK 

WELDED 

WIRE-MESH 

TOTAL 

SLAB 

NOMINAL 

JOIST DEPTH 

(D) 

T + 38 mm (1 1/2”) 


NOMINAL 

JOIST DEPTH 

(D) TOTAL 

SLAB 

T + 38 mm (1 1 /2”) 



THE WOOD WALL AND THE TOP PLATE CAPACITY, ACCORDING 

TO THE SPECIFICATIONS OF THE CONSULTING ENGINEER 


THE METAL STUD AND THE TOP PLATE 

CAPACITY, ACCORDING TO THE SPECIFICATIONS OF THE CONSULTING ENGINEER

SECTION 15 - EXPANSION JOINT AT ROOF (AT MASONRY WALL) 

SECTION 13 - JOISTS BEARING ON WOOD STUD WALL 



ON THE EMBEDED MATERIAL 

STEEL DECK 

1/2”) 


12 mm ( 1 /2”)Ø ROD x 600 mm (24”) 

@ 600 mm (24”) c/c. 



SHOE ANCHORED TO THE PLANK 



NOMINAL 

SLAB 

(T) 

STEEL DECK 


NOMINAL 

SLAB 

(T) 


TOTAL 

SLAB 

NOMINAL 

JOIST DEPTH 

(D) 

T + 38 mm (1 1 /2”) 


NOMINAL 

JOIST DEPTH 

(D) TOTAL 

SLAB 

T + 38 mm (1 1/2”) 








UNDER THE HAMBRO SHOE) 




REBAR 



THE WOOD WALL AND THE TOP PLATE 

CAPACITY, ACCORDING TO THE SPECIFICATIONS 


NOTE: STAGGERED JOIST 

SECTION 16 - EXPANSION JOINT AT FLOORS (AT STEEL BEAM) 

SECTION 14 - EXPANSION JOINT AT INTERMEDIATE FLOORS 

(AT MASONRY WALL) 

40 mm 

OR 

1 5 mm 

1 /2” 

3 /16” 



ANGLE ANCHORED TO 

THE MASONRY WALL, ACCORDING 

TO THE SPECIFICATIONS 


NOMINAL 

SLAB 

(T) 


DO NOT WELD THE 

SHOE ON THE ANGLE 

STEEL DECK 

1/2”) 

65 mm (2 1 /2”) MIN. FOR 75 mm (3”) 



NOMINAL 

SLAB 

(T) 


STEEL DECK 

1/2”) 


ON THE ANGLE 


TOTAL 

SLAB 

SLAB 

NOMINAL 

JOIST DEPTH 

(D) 

T + 38 mm (1 1 /2”) 


T + 38 mm (1 1 /2”) 


NOMINAL 

JOIST DEPTH 

(D) TOTAL 

REBAR 




STIFFENER (IF REQUIRED) 





STEEL BEAM, ACCORDING TO 

THE SPECIFICATIONS OF THE 

CONSULTING ENGINEER (U.N.O) 



TEMPORARY SUPPORT UNDER EACH JOIST AND 

EACH END UNTIL ALL FLOORS HAVE BEEN POURED 

(PROVIDED AND DESIGNED BY OTHERS) 




17

SECTION 19 - JOIST PARALLEL TO EXPANSION JOINT 

SECTION 17 - EXPANSION JOINT AT ROOF (AT STEEL BEAM) 

18 

65 mm (2 1 /2”) MIN. FOR 75 mm (3”) 

OR FOR 100 mm (4”) SHOE (TYP.) 

40 mm (1 1 /2”) 

5 mm ( 3/16”) 

NOMINAL 

SLAB (T) 

TOTAL 

SLAB 

FIBRE BOARD 12 mm ( 1 75 mm (3”) MIN. 

DO NOT WELD THE STEEL DECK 

TYP. 

ON THE EMBEDED MATERIAL 

/2”) WELDED WIRE-MESH 


12 mm ( 1 /2”)Ø ROD x 600 mm (24”) 

@ 600 mm (24”) c /c 



NOMINAL 

SLAB 

(T) 

DO NOT WELD THE 

SHOE ON THE BEAM 

STEEL DECK 


NOMINAL 

JOIST DEPTH 

(D) 

STEEL DECK 

TOTAL 

SLAB 




T + 38 mm (1 1 /2”) 


NOMINAL 

JOIST DEPTH 

(D) 

T + 38 (1 1 /2”) 



REBAR 





STEEL BEAM ACCORDING TO 

THE SPECIFICATIONS OF THE 

CONSULTING ENGINEER (UNO) 

SECTION 20 - JOIST PARALLEL TO A MASONRY WALL 

OR CONCRETE WALL 

SECTION 18 - MINIMUM CLEARANCE FOR OPENING 

AND HOLE IN THE SLAB 

STEEL DECK ANCHORED 

TO THE WALL 


50 mm (2”) MIN. 

TYP. 

NOMINAL 

SLAB (T) 

TOTAL 

SLAB 


** REBAR AROUND THE 

HOLE IS NOT REQUIRED 

** THE QUANTITY OF HOLE 

AT 150 mm (6”) & MORE 

OF THE JOIST IS 

NOT IMPORTANT 

150 mm (6”) 

MIN. 

150 mm (6”) 

MIN. 

OPENING 

SEE TYPICAL 

REINFORCEMENT 


150 mm (6”) 

MIN. 

NOMINAL 

JOIST DEPTH 

(D) 

STEEL DECK 

SOLID MASONRY WALL OR REINFORCED CONCRETE 

WALL, ACCORDING TO THE SPECIFICATIONS 


T + 38 mm (1 1 /2”) 


NOMINAL 

SLAB 

(T) 

20 mm ( 3 /4”) MIN. 

APPLICABLE 

IN EACH CASE 

20 mm ( 3 /4”) MIN. 

APPLICABLE 

IN EACH CASE 

END OF 

SLAB 

TOTAL 

SLAB 

HOLE 

REBAR 



NOMINAL 

JOIST DEPTH 

(D) 

STEEL DECK 


TEMPORARY 

SUPPORT 

(DESIGNED 

& SUPPLIED 

BY OTHERS)

SECTION 23 - JOIST PARALLEL TO A STEEL STUD WALL 

SECTION 21 - JOIST PARALLEL TO A CONCRETE WALL 


OR #12 SELF TAPPING FASTENERS 

ARC WELDING 

20 mm ( 3/4”) TYP. 

REBAR 



TOTAL 

SLAB 

NOMINAL 

SLAB (T) 


50 mm (2”) MIN. 

TYP. 

NOMINAL 

SLAB 

(T) 

TOTAL 

SLAB 


50 mm (2”) MIN. 

TYP. 

NOMINAL 

JOIST DEPTH 

(D) 

METAL DECK 

T + 38 mm (1 1/2”) 


NOMINAL 

JOIST DEPTH 

(D) 

STEEL DECK 

T + 38 mm (1 1 /2”) 






REINFORCEMENT INSULATED CONCRETE 

WALL, ACCORDING TO THE SPECIFICATIONS 


SECTION 24 - JOIST PARALLEL TO A WOOD WALL 

SECTION 22 - JOIST PARALLEL TO A STEEL BEAM 

METAL DECK 

ANCHORED TO THE PLANK WITH WOOD SCREW #12 

OR #12 SELF TAPPING FASTENERS 

ARC WELDING 

19 mm ( 3/4”) TYP. 

NOMINAL 

SLAB 

(T) 

75 mm (3”) MIN. 

TYP. 


TOTAL 

SLAB 

(T) 

NOMINAL 

SLAB 


50 mm (2”) MIN. 

TYP. 

NOMINAL 

JOIST DEPTH 

(D) TOTAL 

SLAB 

STEEL DECK 

T + 38 mm (1 1/2”) 


NOMINAL 

JOIST DEPTH 

(D) 

STEEL DECK 

STEEL BEAM, 



T + 38 mm (1 1 /2”) 


WOOD WALL AND THE TOP PLATE CAPACITY, 



19

SECTION 27 - CANTILEVERED BALCONY 

(JOIST PERPENDICULAR TO BALCONY) 


20 


SEE SPECIFICATIONS 

OF THE ARCHITECT 


NOMINAL 

SLAB (T) 

TOTAL SLAB 

(S) 

REBARS, SEE 


ENGINEER 

WELDED 

WIRE-MESH 

STEEL DECK 

25 mm (1”) 

SLOPE 


NOMINAL 

JOIST DEPTH (D) 

THICKER SLAB 

(TS) 

REBAR 



ANGLE FOR 

THICKER SLAB 

SOLID MASONRY WALL, ACCORDING TO THE 





FOR BALCONY 

(DESIGNED & SUPPLIED 

BY OTHERS) 

S + TS 


ANGLE WELDED TO THE TOP CHORD TO GET 

A THICKER SLAB OF 50 mm (2”) AND MORE 

(SEE SECTION OF BALCONY) 

50 mm (2”) 

AND MORE 

SECTION 26 - HEADER SUPPORT 


20 mm ( 3 /4”) 

5 mm ( 3 /16”) 

TOTAL 

SLAB 

NOMINAL 

SLAB 

(T) 

80 mm 

(3 1/8”) 

STEEL 

DECK 

HEADER BEAM 

IF THERE IS A JOIST SITTING ON THE HEADER BEAM 

THE DIMENSION 80 mm (3 1/8”) WILL BECOME 76 mm (3”)

SECTION 28 - CANTILEVERED BALCONY (SHALLOW JOIST PARALLEL TO BALCONY) 

SEE PLAN 

SEE PLAN 



TOTAL SLAB (S) 

NOMINAL 

SLAB (T) 

THICKER SLAB 

(TS) 

50 mm (2”) MIN. 

TYP. 

WELDED 

WIRE-MESH 

25 mm (1”) 

REBAR, 

ACCORDING ACCORDING TO TO THE 

THE 

SPECIFICATIONS SPECIFICATIONS OF THE 

CONSULTING ENGINEER ENGINEER ENGINEER 

SLOPE 

NOMINAL 

JOIST 

DEPTH (D) 

STEEL DECK 



ACCORDING TO THE 



BRIDGING TO BOTTOM CHORD MAY 

BE NECESSARY IF UPLIFT DUE TO 

CANTILEVER BALCONY EXCEEDS 

GRAVITY LOAD. (IF REQUIRED BY 

THE ENGINEER) 

TEMPORARY 

SUPPORT 

FOR BALCONY 

(DESIGNED & 

SUPPLIED BY OTHERS) 

REBAR 



S + TS 


IMPORTANT; 



SECTION 29 - CANTILEVERED BALCONY (JOIST PARALLEL TO BALCONY) 

SEE PLAN 

SEE PLAN 



TOTAL SLAB (S) 

NOMINAL 

SLAB (T) 

THICKER SLAB 

(TS) 

WELDED 

WIRE-MESH 

50 mm (2”) MIN. 

TYP. 

REBAR, 

ACCORDING TO TO TO THE 

THE 

SPECIFICATIONS OF THE THE THE 


ENGINEER 

25 mm (1”) 

SLOPE 

NOMINAL 

JOIST 

DEPTH (D) 

ANGLE FOR 

THICKER SLAB 

BRIDGING TO BOTTOM CHORD MAY 

BE NECESSARY IF UPLIFT DUE TO 

CANTILEVER BALCONY EXCEEDS 

GRAVITY LOAD. (IF REQUIRED BY 

THE ENGINEER) 

STEEL DECK 

TEMPORARY 

SUPPORT 

FOR BALCONY 

(DESIGNED & 

SUPPLIED BY OTHERS) 

S + TS 


SOLID MASONRY WALL, ACCORDING 

TO THE SPECIFICATIONS OF THE 


REBAR 



IMPORTANT; 



21

SECTION 30 - MAXIMUM DUCT OPENINGS 

22 



200 508 110 90 150 x 60 

250 508 140 115 180 x 80 

300 610 185 145 230 x 110 

350 610 215 170 240 x 130 

280 x 110 

400 610 240 190 265 x 140 

330 x 100 

450 610 260 210 280 x 160 

315 x 130 

500 610 280 225 305 x 160 

330 x 140 

550 610 305 245 305 x 190 

355 x 140 

600 610 315 255 330 x 180 

355 x 150 


PANEL 

TOP OF SLAB 

SS 

D 

R 

NOMINAL 

JOIST DEPTH 







8 20 4 1/4 3 1/2 6 x 2 1/2 

10 20 5 1/2 4 1/2 7 x 3 1/4 

12 24 7 1/4 5 3/4 9 x 4 1/4 

14 24 8 1/2 6 3/4 9 1/2 x 5 1/4 

11 x 4 1/4 

16 24 9 1/2 7 1/2 10 1/2 x 5 1/2 

13 x 4 

18 24 10 1/4 8 1/4 11 x 6 1/4 

12 1/2 x 5 

20 24 11 9 12 x 6 1/4 

13 x 5 1/2 

22 24 12 9 3/4 12 x 7 1/2 

14 x 5 1/2 

24 24 12 1/2 10 13 x 7 

14 x 6 

NOTE: The maximum limitation has been determined from the joist geometry 

with a bottom chord of 50 mm (2”) and web of 22 mm (7/8”). If more 

information needed, please contact the Hambro technical department.




1 Standard Shoe 

2 Bolted Joists at Steel Beam 

3 Bolted Joist at Column (Flange / Web) 

4 Joist Bearing on Steel Beam 

5 Minimum Clearance for Openings and Holes in the Slab 

6 Joist Parallel to a Steel Beam 

7 Thicker Slab 

8 Flange Hanger for Steel Beam and Wall 

9 Flange Hanger for Insulated Concrete Form 

10 Maximum LH Duct Openings 

11 Joist Parallel to a Concrete Wall With Insulated Form 

12 Joist Bearing on Concrete Wall With Insulated Form 

} 

} } 

} 

.................................................. 24 

.................................................. 25 

.............................................. 26 

.............................................. 27 

23

SECTION 3 - BOLTED JOIST AT COLUMN (FLANGE / WEB) 

SECTION 1 - STANDARD SHOE 

24 


TOP OF SLAB 

(2 1 65 mm 

(2 /2”) 1 65 mm 

/2”) 

21 x 32 mm ( 13/16”x1 1/4”) SLOTS @ 165 mm (6 1/2”) c/c (HAMBRO SHOE) 

21mm ( 13/16”)Ø HOLES @ 165 mm (6 1 /2”) c /c (SUPPORT) 

TOP CHORD 


39 mm (1 1/2”) 

SLAB 

(T) 

(T) 

SLAB 

75 mm (3”) 


T + 35 (1 3/8”) 

100 mm (4”) 

NOMINAL 

JOIST DEPTH 

(D) 

10 mm ( 3/8”) 

100 mm 

(4”) 



(L 4” x 3” x 3 L 100 x 75 x 10 x 150 mm 

/8” x 6”) 

STEEL COLUMN, ACCORDING TO THE SPECIFICATIONS 



- T + 35 mm (1 3/8) = SLAB THICKNESS + SHOE THICKNESS 

- SHOE WIDTH = 190 mm (7 1 /2”) 


SECTION 2 - BOLTED JOISTS AT STEEL BEAM 



5 mm ( 3 /16”) 40 mm (1 1 /2”) 


21 x 32 mm ( 13/16” x 1 1 /4”) SLOTS 

@ 165 mm (6 1 /2”) c /c (HAMBRO SHOE) 

21 mm ( 13/16”) Ø HOLES 

@ 165 mm (6 1/2”) c/c (SUPPORT) 

SLAB 

(T) 

FLANGE BETWEEN 102 mm (4”) & 125 mm (4 7/8”) 



FLANGE BETWEEN 190 mm (7 1 /2”) & 228 mm (8 7 /8”) 


FLANGE BETWEEN 254 mm (10”) & 303 mm (11 7 /8”) 

FLANGE OF 305 mm (12”) & MORE 

58 mm (2 1/4”) 

70 mm (2 3 /4”) 

102 mm (4”) 

127 mm (5”) 

152 mm (6”) 

203 mm (8”) 

230 mm (9”) 


NOMINAL 

JOIST DEPTH 

(D) 

T + 35 mm (1 


3/8”) 

SLAB 

(T) 



T + 35 mm (1 3/8”) 

NOMINAL 

JOIST DEPTH 

(D) 

STEEL BEAM, 



POUR STOP 

(BY OTHERS) 





T + 35 mm (1 3/8”) = SLAB THICKNESS + SHOE THICKNESS 

T + 1 3 /8” = SLAB THICKNESS + SHOE THICKNESS


SECTION 5 - MINIMUM CLEARANCE FOR OPENINGS 

AND HOLES IN THE SLAB 

* THE HANGER PLATE IS USED TO THICKEN 

UNDER SIDE OF THE CONCRETE SLAB. 


178 mm (7”) 

MIN. 

178 mm (7”) 

MIN. 

(4 1 /4”) 

108 mm 

* 4 DIFFERENTS STANDARD THICKNESS 

OF CONCRETE CAN BE CONSIDERED 

WITH THE HANGER PLATE 

(SEE DETAIL) 

** REBAR AROUND THE HOLE 

IS NOT REQUIRED 

** THE QUANTITY OF HOLE 

AT 7” & MORE OF THE JOIST 

IS NOT IMPORTANT 

OPENING 

SEE TYPICAL 

REINFORCEMENT 


178 mm (7”) 

MIN. 

END OF 

SLAB 

(7 1/4”) 

184 mm 

SLAB 

(T) 

HOLE 

82 mm 

(3 1 /4”) 


158 mm 

(6 1/4”) 

NOMINAL JOIST DEPTH 

(D) 


20 mm ( 3 /4”) 

(APPLICABLE AT 

EACH CASE) 

20 mm ( 3 /4”) 

(APPLICABLE AT 

EACH CASE) 

HANGER PLATE ROLLBAR 

SECTION 8 - FLANGE HANGER FOR STEEL BEAM AND WALL 

SECTION 6 - JOIST PARALLEL TO A STEEL BEAM 


25 @ 300 mm (1” @ 12”) 

5 mm ( 3/16”) 

SLAB 

(T) 

FLANGE HANGER 


ROLLBAR 

STEEL BEAM, 



FLANGE HANGER (TYPE F.H) 

STEEL BEAM, CONCRETE WALL, WOOD WALL, 

STEEL STUD WALL OR MASONRY WALL 

25

SECTION 10 - MAXIMUM LH DUCT OPENINGS TABLES 

SECTION 9 - FLANGE HANGER FOR INSULATED CONCRETE FORM 

26 



610 610 415 335 455 x 275 

560 x 225 

660 610 445 360 455 x 305 

560 x 250 

711 610 475 380 460 x 335 

610 x 245 

762 610 500 400 560 x 300 

685 x 220 

813 610 525 420 560 x 325 

685 x 240 

864 610 545 435 560 x 350 

735 x 225 

914 610 565 455 610 x 335 

735 x 240 

965 610 585 470 610 x 360 

735 x 260 

20 mm ( 3/4”)Ø HOLES 

AT 600 mm (24”) c /c 

FOR ANCHORED 


FLANGE HANGER 

(TYPE M.H) 

ROLLBAR 




24 24 16 1/2 13 1/4 18 x 10 3/4 

22 x 8 3/4 

26 24 17 1/2 14 18 x 12 

22 x 9 3/4 

28 24 18 3/4 15 18 x 13 1/4 

24 x 9 3/4 

30 24 19 3/4 15 3/4 22 x 11 3/4 

27 x 8 3/4 

32 24 20 1/2 16 1/2 22 x 12 3/4 

27 x 9 1/2 

34 24 21 1/2 17 1/4 22 x 13 3/4 

29 x 8 3/4 

36 24 22 1/4 18 24 x 13 1/4 

29 x 9 1/2 

38 24 23 18 1/2 24 x 14 1/4 

29 x 10 1/4 

SECTION 10 - MAXIMUM DUCT OPENINGS (LH) 


PANEL PANEL PANEL PANEL 

TOP OF SLAB 

S 

D 

R 

JOIST DEPTH 

NOMINAL 




NOTE: The maximum limitation has been determined from the joist geometry, 

with a bottom chord of 50 mm (2”) and web of 35 mm (1 3/8”). If more 

information needed, please contact the Hambro technical department.

SECTION 11 - JOIST PARALLEL TO A CONCRETE WALL 


REBAR 




(T) 

SLAB 

FLANGE HANGER 


NOMINAL 

JOIST DEPTH 

(D) 








NO ANCHORED PLATE OR MECHANICAL 

FASTENER IS REQUIRED TO FIX 

THE JOIST TO THE CONCRETE WALL. 



SLAB 

(T) 

T + 35 mm (1 


3/8”) 

NOMINAL 

JOIST DEPTH 

(D) 






REBAR 



27

9. SPECIFICATIONS 

PART 1-GENERAL 

1.1 SCOPE 

The supplier shall: 

(a) Furnish all labor, materials, equipment and services 

necessary for, and incidental to, the fabrication of the 

Hambro Composite Floor System in accordance with 

these specifications and applicable drawings. Hambro 

Steel joists and Rollbar shall be manufactured and 

marketed by Hambro or their authorized representatives. 

(b) Fully coordinate the Hambro Composite Floor 

System with the other structural, mechanical, electrical 

and architectural components of the buildings. 

PART 2 - TYPICAL SPECIFICATION 

2.1 CODES 

All fabrication shall be in strict accordance with the Hambro 

Shop Standard Practice, using steel conforming to Canadian 

Standards Association CAN/CSA G40.21-04 or similar ASTM 

Standards, or their engineering equivalent capacities. 

2.2 DESIGN 

Flexural design shall be by the Limit States Design 

method and as described in the Hambro literature. The 

slab shall be designed in accordance with CAN/CSA A23.3- 

04 “Design of Concrete Structures for Buildings”, the 

top chord shall be designed in accordance with 

CAN3-S136-M94 “Cold-Formed Steel Structural Members”, 

the bottom chord and webs shall be designed in 

accordance with CAN/CSA S16.01 - “Steel Structures for 

Buildings (Limit States Design)”. 

2.3 QUALIFICATIONS 

(a) All welding materials and methods used for fabrication 

shall be in accordance with the requirements of 

the Canadian Welding Bureau. 

(b) All field welders shall be certified, qualified operators 

in accordance with the requirements of CWB for the 

materials and methods being used, except that 

Hambro joist repairs or modifications that may be 

required may be done by factory approved personnel. 

2.4 DRAWINGS 

(a) Submit detailed erection drawings to the Architect, 

Engineer or the General Contractor for approval 

showing material lists, mark numbers, types, locations, 

and spacing of all joists and accessories. Show 

method of attachment of the joist to supporting 

members. Contract drawing notes relative to the 

Hambro system shall be considered a part of this 

specification as though fully set forth herein. 

SPECIFICATIONS 

(b) Shop drawings prepared only from approved erection 

drawings shall be used for fabrication and erection. 

(c) Figured dimensions only shall be used, scaling 

drawings shall not be permitted. 

2.5 HANDLING AND STORAGE 

Care shall be exercised at all times to avoid damage to 

Hambro joists through careless handling during unloading, 

storing and erecting. 

PART 3 - PRODUCTS 

3.1 MATERIALS 

(a) Hambro joists: 

1- All composite joists shall be fabricated in accordance 

with Section 2.1 and 2.2 of these Specifications. 

2- Top chord member shall act as a continuous shear 

connector of cold rolled steel, minimum 13 gauge 

with Fy = 350 MPa (50 ksi) minimum. 

3- Bottom chord member shall consist of either hot 

rolled angles with Fy = 380 MPa (55 ksi) minimum 

or cold rolled angles of equal capacities of steel. 

4- Web members shall consist of minimum 13 mm ( 1 /2”) 

diameter hot rolled bars of Fy = 350 MPa (50 ksi) 

minimum. 

5- All composite joists shall be shop painted with a 

rust inhibitive primer. According to CISC/CPMA 

Standard 1-73a one coat paint. 

(b) Rollbar shall be designed specifically to support 

10 mm ( 3 /8”) to 15 mm ( 5 /8”) plywood forms, a 2 kPa 

(40 psf) construction load and slab weight until the 

slab has cured sufficiently (concrete cylinder strength 

of 3.5 MPa (500 psi)), and act as temporary bridging 

and spacers for Hambro composite joists. 

(c) Standard bearing shoes shall be angle shape 

100 x 50 x 6 x 120 (4” x 2” x 1 /4” x 4 3 /4”) wide, unless 

otherwise noted. 

(d) Slab reinforcement shall be minimum 

152 x 152 MW13.3 x MW13.3 ( 6 x 6 - 8/8) welded 

wire fabric, with Fy = 400 MPa (60 ksi) minimum 

unless otherwise required by structural engineer. 

(e) Forms shall be 1 220 mm (4’-0”) or 1 500 mm (4’-11”) 

plywood sheets, and may be 10 mm ( 3 /8”) to 15 mm ( 5 /8”) 

thick. 

(f) Concrete 

1- Minimum ultimate compressive strength f’ c = 20 MPa 

(3 000 psi) at 28 days for Hambro design. 

2- Standard density i.e. 2 450 kg/m3 (145 pounds / ft. 3 ). 

3- Maximum size coarse aggregate: 19 mm ( 3 /4”). 

1

3.2 FABRICATION 

(a) Fabrication shall be in accordance with the Hambro 

Shop Standard Practice. 

(b) The joist top chord shall be fabricated to allow for 

40 mm (1 1 /2”) embedment into the concrete slab. 

(c) Provide Hambro joist bottom chord ceiling extensions 

unless otherwise noted. 

(d) After installation, permissible Hambro joist sweep 

shall be 25 mm (1”) in 6 m (20’-0”). 

(e) Hambro joists shall be fabricated with an appropriate 

camber to suit span and slab thickness. The camber 

shall be designed according to the non-composite 

dead load. 

3.3 QUALITY CONTROL 

Joist shall be manufactured in a fabricator’s facility 

having a continuous quality control program. The 

inspection shall include checking of size, span, 

assembly and weld. 

PART 4 - EXECUTION 

4.1 ERECTION 

(a) Installation shall be in accordance with the latest 

Installation Manual for the Hambro Composite 

Floor System, approved erection drawings and 

any amendments which may be issued by the manufacturer. 

(b) All joists shall be erected in such a manner so that 

they are vertical, level and plumb and at the proper 

elevation. Any shimming that may be required shall 

be done with metal. 

(c) Special conditions requiring top and/or bottom 

bracing shall be shown on erection drawings prepared 

by supplier. 

(d) Welded Wire Fabric - Lapping shall be in accordance 

with the provisions of CAN/CSA A23.3-04 and 

Hambro construction drawings. 

(e) End anchorage - Joist shoes shall be properly 

welded, anchored or embedded as per engineer’s or 

architect’s drawings. 

(f) Concreting Practice 

2 

1- Do not pour concrete in excess of the slab thickness 

stated on the erection drawings. 

2- Do not drop large bucket loads in concentrated 

areas over Hambro joists. Lightly vibrate concrete. 

SPECIFICATIONS 

3- Construction joints made parallel to the joists should be 

made midway between the joists but never closer than 

150 mm (6”) to the top chord. Construction joints made 

perpendicular to the joists should be located over the 

supporting wall or beam. 

4- It is recommended that the following publications be 

followed: 

(a) CAN/CSA A23.3-04 “Design of Concrete Structures 

for Buildings”. 

(b) CAN/CSA A23.2-04 “Methods of Test for Concrete”. 

(c) CAN/CSA A23.1-04 “Concrete Materials and 

Methods of Concrete Construction”. 

(g) Stripping - Under normal conditions form work may be 

stripped at such time as the concrete has reached a 

cylinder strength of 3.5 MPa (500 psi). 

(h) Construction Loads 

1- Bundles of plywood or roll bars should not be placed 

on joist system but rather on supporting walls or 

beams. 

2- During construction, the minimum non-composite 

joist capacity for a 70 mm (2 3 /4”) slab and joist 

spacing of 1 251 mm (4’-1 1 /4”) on center, shall be 

3.5 kN/m (240 plf). Joists spaced at greater than 

1 251 mm (4’-1 1 /4”) on center shall have their noncomposite 

capacity adequately increased to carry the 

additional load. Construction loads may be applied 

when the concrete has reached a cylinder strength of 

7 MPa (1000 psi). 

(i) Minimum joist bearing shall be as follows: 

1- Steel support: 65 mm (2 1 /2”) for 75 mm (3”) shoe 

90 mm (3 1 /2”) for 100 mm (4”) shoe. 

2- Masonry, concrete, wood and metal stud support: 

90 mm (3 1 /2”). Bearing surface of supporting units 

to comply with applied shoe end reaction, based 

on minimum supplied bearing area of 107 cm 2 

(16.6 in. 2 ).

BUSINESS UNITS AND THEIR WEB ADDRESSES 

www.canam.ws www.canam.ws 

www.canamgroup.ws 

www.structalstructure.ws www.structalbridges.ws www.technyx.ws 

www.hambro.ws www.murox.ws 

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1

2 

Canada - Main Office 

270, chemin Du Tremblay 

Boucherville, Quebec J4B 5X9 

Telephone: 450-641-4000 

Toll-free: 1-866-506-4000 

Fax: 450-641-4001 

www.hambro.ws 

United States - Main Office 

450 East Hillsboro Boulevard 

Deerfield Beach, Florida 33441 

Telephone: 954-571-3030 

Toll-free: 1-800-546-9008 

Fax: 954-571-3031 

Fax: 1-800-592-4943 

For local sales offices or distributors call: 

1-800-506-4000 

Canam as well as all logos identifying each business unit, are trademark of Canam Group Inc. 

except for Hambro, which is a trademark of Hambro ® International (Structures) Limited, a 

wholly-owned subsidiary of Canam Group Inc. 

Printed in Canada 03/2009 

© Canam Group Inc., 2003-2009

MEP-Technical Manual CDN 0408.qxd - Hambro

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