Composite Floor System

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

GENERAL INFORMATION 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. PRODUCT SERIES CONFIGURATION D500 TM H MD2000 MD2000 Double Top Chord (DTC) LH Wire mesh draped over top chord to form catenary Poured in place Concrete slab Rollbar Continuous slab over wall or beam forms an accoustical seal Hambro joist with bearing shoe Reusable plywood 1 220 mm x 2 440 mm (4 x 8 typ.) forms Handle 1 251 mm (4-1 1 /4 ) Slots in top chord to support reusable Rollbar (Chord cut for clarity) 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 CANADA PATENT N o : 874180 U.S.PATENT N os : 3818083 3819143 3841597 3845594 3913296 3945168 3979868 4015396 4584815 4729201 OTHER U.S. & FOREIGN PATENTS PENDING 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

GENERAL INFORMATION The unique top chord section has four basic functions: 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. 2

APPROVALS AND FIRE RATINGS APPROVALS 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. 2. FIRE RATINGS 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

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 - - 65-70 2 1 I-800 1-1 1 /2-2 3 /4 Spray on 1 /2-2 - - x 70 2 3 /4 Spray on 1 x x - 65 2 1 /2 Suspended or panel - G-003 2 - - x 70 2 3 /4 Suspended or panel - x x x G-213 2 75 3 Suspended or panel 2 3 100 4 Suspended or panel 3 x x - 65 2 1 /2 Suspended or panel 3 G-227 2 - - x 70 2 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 75 3 Suspended or panel 2 3 100 4 Suspended or panel 3 x x - 1-2 65 2 1 /2 (3) Gypboard 1 /2 (12.7 mm) 2 - - x G-524 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 2

ACOUSTICAL PROPERTIES 3. ACOUSTICAL PROPERTIES SOUND TRANSMISSION 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 3 slab, 1 layer 1/2 drywall 52 57 26 30 IMPACT OF FLOOR FINISHES & HAMBRO FLOOR SYSTEM 4 slab, 1 layer 1/2 drywall 58 32 4 slab, 2 layers 1/2 drywall 60 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 1 1/2 Maxxon gypsum 29 underlayment over Enkasonic sound control mat with wood laminate floor over silent step www.maxxon.com 1 1/2 Maxxon gypsum 27 underlayment over Enkasonic sound control mat w/armstong Commissions Plus Sheet Vinyl www.maxxon.com * All products tested were on a 2 1 /2 Hambro slab with a one layer 1 /2 drywall ceiling. 1

ACOUSTICAL PROPERTIES ACOUSTICAL ASSOCIATIONS & CONSULTANTS 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 2

DESIGN PRINCIPLES AND CALCULATIONS 4. DESIGN PRINCIPLES AND CALCULATIONS 4.1 DESIGN 4.1.1 THE HAMBRO 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 ø R = load effect (dead or live) = performance factor = member resistance Exterior span: M f = W f L 1 2 / 11 Interior span: M f = W f L i 2 / 16 4.1.2.2 NEGATIVE MOMENT First interior support: M f = W f L 2 / 10 At other interior supports: M f = W f L 2 / 11 4.1.2.3 SHEAR At face of first interior support: V f = 1.15 W f L 1 / 2 At other interior supports: V f = W f L i / 2... Location... Location... Location... Location... Location... Location 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. Where W f = Total factored design load = 1.25 x dead + 1.5 x live L 1 = First interior span L i = Interior spans L = Average of two adjacent spans Note: L is clear span (mm) S is joist spacing (mm) L = (S) - 45 4.1.2.1 POSITIVE MOMENT Extra mesh at 1 & 2 when required 2 4 4 Location indexing numbers 1 S 2 /3 3 3 Spacing S 1 Spacing S 2 Spacing S i Fig. 4 1

DESIGN PRINCIPLES AND CALCULATIONS 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. 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. A A Load Slab X L Effective width 1.2 (X) ( 1- X L) 0.3L Load width Section A-A Fig. 5 Lateral Distribution of Concentrated Loads 2

DESIGN PRINCIPLES AND CALCULATIONS 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 MESH SIZE SPECIAL REMARKS LOAD THICKNESS 152 x 152 (6 x 6) (See fig. 1) MW18.7 x MW18.7 Extra layer @ and (6/6) OFFICE BUILDING 70 mm (2 3 /4 ) MW18.7 x MW18.7 Single layer throughout No to (6/6) but S1 1 050 mm chairs on 90 mm (3 1 /2 ) MW25.7 x MW25.7 Single layer throughout Top chord 9 kn on (4/4) 750 mm x 750 mm MW25.7 x MW25.7 Single layer throughout 100 mm (4 ) (4/4) to MW13.3 x MW13.3 (8/8) Double layers throughout 125 mm (5 ) or MW18.7 x MW18.7 (6/6) MW18.7 x MW18.7 Double layers throughout (6/6) PASSENGER CAR * MW25.7 x MW25.7 Extra layer @ No (4/4) chairs on 90 mm (3 1 /2 ) to MW25.7 x MW25.7 Single layer throughout Top chord 11 kn on 115 mm (4 (4/4) but S1 /2 ) 1 050 mm 750 mm x 750 mm MW13.3 x MW13.3 Double layers throughout plus 50 mm asphalt (8/8) + Extra layer @ MW13.3 x MW13.3 Double layers throughout (8/8) but S1 1 050 mm MW18.7 x MW18.7 Double layers throughout No PASSENGER CAR * (6/6) chairs on 90 mm (3 1 /2 ) 18 kn on MW25.7 x MW25.7 750 mm x 750 mm to (4/4) Extra layer @ and Top chord plus 50 mm asphalt 115 mm (4 1 /2 ) MW25.7 x MW25.7 (4/4) Single layer throughout 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 MESH SIZE SPECIAL REMARKS LOAD THICKNESS 152 x 152 (6 x 6) (See fig. 4) MW25.7 x MW25.7 Extra layer @ OFFICE BUILDING 70 mm (2 3 / 4 ) (4/4) 9 kn on to MW18.7 x MW18.7 Double layers throughout 750 mm x 750 mm 100 mm (4 ) (6/6) PASSENGER CAR * 90 mm (3 1 / 2 ) MW18.7 x MW18.7 Double layers throughout 11 kn on to (6/6) but S1 1 050 mm 750 mm x 750 mm 115 mm (4 1 / 2 ) MW25.7 x MW25.7 Single layer throughout plus 50 mm asphalt (4/4) + Extra layer @ and PASSENGER CAR * 90 mm (3 1 / 2 ) MW18.7 x MW18.7 Double layers throughout 18 kn on to (6/6) + Extra layer @ and 750 mm x 750 mm 115 mm (4 1 / 2 ) MW25.7 x MW25.7 Double layers throughout plus 50 mm asphalt (4/4) No chairs on Top chord No chairs on Top chord No chairs on Top chord * See CAN3-S413-94 for Parking Structures Design for more information. NOTE: For other configurations, please contact your Hambro representative. 3

DESIGN PRINCIPLES AND CALCULATIONS 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 M r = ø s A s F y (d - a/2) a = depth of the equivalent concrete stress block = ø s A s F y 1 ø c f c b Where F y = yield strength of reinforcing steel (400 MPa) f c = compressive strength of concrete (20 MPa) A s = area of reinforcing steel in the direction of analysis (mm 2 /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) ø s = performance factor of reinforcing steel (0.85) ø c = 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: V r = V c = ø c ß f c b w d (CSA A23.3-04, clause 11.3.4) Fig. 6 c C 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 = f s dc A x 10-3 Where f s = stress in reinforcement at specified loads taken as 0.6F y d c = thickness of concrete cover measure from extreme tension fibre to the center of the reinforcing bar located closest thereto (d c 50 mm) Width Bar spacing Fig. 7 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 at location t n/28 (CSA A23.3-04, table 9.2) n=space between joists or joist to wall d c d c Where = 1.0 for normal density concrete ß = 0.21 = (CSA A23.3-04, clause 11.3.6.3) b w = b = width of slab And ø c,f c and d are as previously described. 4

DESIGN PRINCIPLES AND CALCULATIONS 4.1.5 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 A s = 123 mm 2 /m 1- Analysis (Per Meter of Slab) a) Factored Load W f = 1.25 x 3 + 1.5 x 2 = 6.75 kn/m 2 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 V f = 6.75 x 1.15 x 1.25 = 4.85 kn 2 a = ø s A s F y 0.85 x 123 x 400 = 1 ø c f c b 0.82 x 0.65 x 20 x 1 000 a = 3.92 mm M r = ø s A s F y (d - a/2) M r = 0.85 x 123 x 400 (40.4-3.92) x 10-6 2 M r = 1.61 kn m > M f = 0.97 kn m OK b) Shear Capacity V r = ß ø c f c b w d = 0.21 x 1 x 0.65 x 20 x 1 000 x 40.4 x 10-3 = 24.66 kn >> V f = 4.85 kn OK 3- Serviceability a) Crack Control d c = t - 38 - ø/2 = 29.6 mm 50.0 mm OK A = 2 x d c x 152 = 9 000 mm 2 f s = 0.6 x 400 = 240 MPa Z = f s 3 d c 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 2- Resistance a) Moment Capacity ø = ø = 4 x A wire π 4 x 18.7 π = 4.88 mm 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 b) Deflection Control Span/depth = 1 250/70 = 18 Exterior span = 18 < 24 Interior span = 18 < 28 OK OK 1 = 0.85-0.0015f c = 0.82 0.67 OK 5

DESIGN PRINCIPLES AND CALCULATIONS TABLE 8: Slab Capacity Chart (Total Unfactored Load in kn/m 2 ) * 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 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 90 mm t < 115 mm NO CHAIR 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 13.39 115 mm t 140 mm WITH 75 mm CHAIR INTERIOR AND EXTERIOR EXPOSURE (1) 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 2 layers MW34.9 x MW34.9 25.93 28.53 16.73 18.33 * 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) 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 (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. 6

DESIGN PRINCIPLES AND CALCULATIONS TABLE 9: Slab Capacity Chart (Total Unfactored Load in psf) * 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 2 layers 10/10 157 172 103 112 1.6 1 layer 6/6 159 176 105 115 1 layer 4/4 212 239 141 155 3 1 / 2 t 4 1 / 2 NO CHAIR 1.6 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 4 1 / 2 t 5 1 / 2 WITH 3 CHAIR INTERIOR AND EXTERIOR EXPOSURE (1) 2 layers 6/6 301 331 175 191 3.1 2 layers 4/4 408 450 264 291 2 layers 2/2 542 596 349 383 * 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. 7

DESIGN PRINCIPLES AND CALCULATIONS 4.2 NON-COMPOSITE DESIGN 4.2.1 TOP CHORD PROPERTIES - D500 TM 2 N.A. of top chord C r Y 17 mm (0.68 ) Y D d T r Fig. 8 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/m 2 Formwork and joist: 0.24 kn/m 2 1.89 kn/m 2 x 1.25 = 2.36 kpa Live load: Construction live load: 0.95* kn/m 2 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/m 2 each 760 mm of span. 2- Factored moment resistance M r nc =C r d or T r d i.e. W nc L 2 =C r d or T r d, whichever is the lesser 8 W nc = 3.79 x joist spacing = kn/m L = clear span + 100 mm C = area of top chord (mm 2 ) x factored compressive resistance (MPa) T = area of bottom chord (mm 2 ) 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. 2 mm (0.08 ) X Top Chord F y Bottom Chord F y Top Chord F y Bottom Chord F y Fig. 9 METRIC t = 2.3 mm A net * = 361 mm 2 I x = 2.74 x 10 5 mm 4 = 350 MPa = 380 MPa IMPERIAL t = 0.090 in. A net * = 0.560 in. 2 I x = 0.658 in. 4 = 50 ksi = 55 ksi A net *= Effective area according to CAN3-S136-01 Y t X 8

DESIGN PRINCIPLES AND CALCULATIONS 4.2.2 TOP CHORD PROPERTIES - MD2000 4.2.3 TOP CHORD PROPERTIES - LH Y Y 11.6 mm (0.45 ) 3.5 mm (0.14 ) X X X X t 5.3 mm (0.21 ) t Y Fig. 10 Y Fig. 11 METRIC t = 2.3 mm A net * = 422 mm 2 I x = 3.65 x 10 5 mm 4 METRIC t = 2.3 mm A net * = 623 mm 2 I x = 2.56 x 10 5 mm 4 Top Chord F y = 350 MPa Top Chord F y = 350 MPa Bottom Chord F y = 380 MPa Bottom Chord F y = 380 MPa IMPERIAL t = 0.090 in. A net * = 0.654 in. 2 I x = 0.877 in. 4 IMPERIAL t = 0.090 in. A net * = 0.966 in. 2 I x = 0.616 in. 4 Top Chord F y = 50 ksi Top Chord F y = 50 ksi Bottom Chord F y = 55 ksi Bottom Chord F y = 55 ksi A net *= Effective area according to CAN3-S136-01 9

DESIGN PRINCIPLES AND CALCULATIONS 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. 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. f c Steel stress Concrete stress Elastic range Inelastic range Concrete strain F u F y Inelastic range Elastic range E y Steel strain Fig. 12 Concrete and Steel Stress - Strain Curves 10

DESIGN PRINCIPLES AND CALCULATIONS 4.3.2 VARIOUS FLEXURE FAILURE STAGES 1 f c 1 f c 1 ø c f c f c C f a C u C t Simplified concrete stress block Joist depth d Strain line e T u = A s F y T u = A s F y T u = A s F y E y Elastic strain E y Inelastic strain Elastic strain Inelastic strain (a) Initial steel yield (b) Secondary yield stages (c) Ultimate stage Fig. 13 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 Note: F y = yield point of steel ø c = concrete performance factor = 0.65 f c = concrete compressive strength b e = effective width of concrete top flange = the lesser of - joist spacing, or - span /4. To determine the total allowable service load W s (see load tables), we convert the factored moment into a factored linear loading. M f = W f L 2 (single span moment) 8 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 W f = 8 M f L 2 And W s = (W f - 1.25 D) + D 1.5 Where D = weight of (slab + joist) 11

DESIGN PRINCIPLES AND CALCULATIONS 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 1 /4 ) 1 251 mm (4-1 1 /4 ) 150 mm (6 ) 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 superimposed 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 (mm 3 ) I C = moment of inertia of the composite joist (mm 4 ) And Q = by (Y c - y/2) and y = y c but t n Where b = effective concrete flange width (mm) = smallest of L/4 or joist spacing n = modular ratio = E s /E c = 9.4 for f c = 20MPa t = slab thickness (mm) Y c = depth of N.A. from top of concrete slab y = Y c when N.A. lies within slab = t when N.A. lies outside slab case 1: N.A. within slab (y = Y c ) t q = VQ I C y b N.A. Y c D Fig. 14 case 2: N.A. outside slab (y = t) b y = t N.A. Fig. 15 Y c 12

DESIGN PRINCIPLES AND CALCULATIONS 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, M u = V u L 4... (D) 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) (ii) Horizontal bearing forces The test has defined an ultimate value for the end bearing shoe B u = 222 kn for a concrete strength = 20 MPa Friction between steel and top chord The failure value for the interface shear q u = 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). Subscipts u, are added to equation (A) to represent the arbitrary q force at failure: q u = V u Q I c... (E) Combining (C) and (E) results in: q u = d u L x V u Q s... (F) 2M u I c and, substituting (D) into equation (F), q u = 2Qd u s I c... (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: q u = 1.82 s 13

T1 T2 T3 T4 DESIGN PRINCIPLES AND CALCULATIONS 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 V f. 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. 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). V f1 V f2 V f3 V f4 V f5 V f H 1 R C 1 C 2 W 1 W 2 W C W C W C W C (Clear span - 12.5 mm or 1 /2 ) C 3 C 4 T5 C 5 d Fig. 16 D500 TM and MD2000 Geometry 14

DESIGN PRINCIPLES AND CALCULATIONS 4.6 DIAPHRAGM DESIGN 4.6.1 THE HAMBRO 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*: Mf d = 3KPa x (1.2m) 2 / 10 = 0.43 kn m Live load*: Mf L = 2KPa x (1.2m) 2 / 10 = 0.29 kn m. 1) Loads Factored dead load: Factored live load: Factored total load: 1.25 x 3.0 = 3.75 kpa 1.50 x 2.0 = 3.00 kpa 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 M r = 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

DESIGN PRINCIPLES AND CALCULATIONS DESIGN EXAMPLE METRIC Wind load = 1.2 kn/m 2 First Hambro Joist B = 18 300 mm L = 35 500 mm Fig. 17 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: Storey height: Span of the beam with the floor slab acting as the web: Length of the walls parallel to the horizontal force: 1.2 kpa 3.7 m 35.5 m 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 Load Combinaison 2: 1.25 x Mfd + 1.5 x MfL + 0.4 x V f 1 M r M r V r (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 (Controls) Load Combinaison 3: 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. 16

DESIGN PRINCIPLES AND CALCULATIONS 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

DESIGN PRINCIPLES AND CALCULATIONS 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 (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. TABLE 10: Mini-joist H Series Span Chart TC RTC SRTC PROPERTIES Fig. 18 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 18

DESIGN PRINCIPLES AND CALCULATIONS 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 ). 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 3 /4 φ rod x 3 length at each end L 1 5 /8 x 2 x 0.09 LLH 3 /4 φ rod x 3 length at each end and at each 24 c/c MD Fig. 19 RMD TABLE 12: Mini-joist MD2000 Series Span Chart TYPE CONDITIONS PROPERTIES MAXIMUM CLEAR SPAN (m) I S t= 70mm t=70mm t=85mm t=85mm DL = 3.2 Kpa DL = 3.2 Kpa DL = 3.55 Kpa DL = 3.55 Kpa mm 4 x 10 6 mm 3 x 10 3 LL = 1.9 Kpa LL = 4.8 Kpa LL = 1.9 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 TABLE 13: Mini-joist MD2000 Series Span Chart t = Thickness above steel deck TYPE CONDITIONS PROPERTIES MAXIMUM CLEAR SPAN (ft.) I S t= 2 3 /4 t = 2 3 /4 t = 3 1 /4 t = 3 1 /4 DL = 67 psf DL = 67 psf DL = 74 psf DL = 74 psf in. 4 in. 3 LL = 40 psf LL = 100 psf LL = 40 psf LL = 100 psf MD COMPOSITE 2.85 0.92 NON-COMP. 0.71 0.44 5-5 4-10 5-2 4-8 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

PRODUCT INFORMATION 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 F y = 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 ). 5.1.6 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. P1 t P P P P R d W 1 W 2 W C W C W C W C P1 b P2 b P P P (Clear span - 12.5 mm or 1 /2 ) n Continuous panels WEB GEOMETRY (mm) WEB GEOMETRY (in.) 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 NOM. DEPTH d P1 t P1 b P2 b P 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 Fig. 20 D500 and MD2000 Web Geometry 1

PRODUCT INFORMATION 5.2 MD2000 SERIES 5.2.1 DESCRIPTION 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. 5.2.2 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 F y = 380 MPa (55 ksi) and 350 MPa (50 ksi) for rods. 5.2.3 WEB GEOMETRY The web geometry is exactly the same of D500 TM presented in page 33. 5.2.4 JOIST SPACING 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 ). 5.2.6 DESIGN The minimum TOTAL 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. 5.2.8 INSTALLATION 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. 5.2.10 TYPICAL DETAILS See typical details section page 13 to 22. 5.2.5 SPAN AND DEPTH Span: Up to 13 100 mm (43-0 ) Depth: Between 200 mm (8 ) and 600 mm (24 ) Top of Slab MD2000 Joist Depth Slab Thickness 38 mm (1 1 /2 ) Total slab thickness 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 ) Fig. 21 2

PRODUCT INFORMATION 5.3 DTC (LH SERIES) 5.3.1 DESCRIPTION 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. 5.3.2 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 F y = 380 MPa (55 ksi) and 350 MPa (50 ksi) for rods. 5.3.3 WEB GEOMETRY See below. 5.3.4 JOIST SPACING 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). 5.3.5 SPAN AND DEPTH Span: Up to 16 155 mm (53-0 ). Depth: Between 400 mm (16 ) and 900 mm (36 ). 5.3.6 DESIGN 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. 5.3.9 INSTALLATION 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. 5.3.10 TYPICAL DETAILS See typical details section page 23 to 27. P 1 (P 1 + VAR 1 ) /2 VAR 1 610 mm VAR 2 610 mm 610 mm 24 24 24 d P 1 Variable panel (Clear span 12 mm or 1 /2 ) Variable panel P n Continuous panels Fig. 22 DTC Web Geometry d = Joist depth P 1 = d + 300 mm (12 ) 1 170 mm (46 ) VAR 1 = 0 to 150 mm (6 ) VAR 2 = 150 mm (6 ) to 610 mm (24 ) 3

SELECTION TABLES 6. SELECTION TABLES METRIC 6.1 GENERAL INFORMATION 6.1.1 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 D500 TM (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. 6.1.5 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/m 3 Dead load: 3.65 kn/m 2 Joist: 0.12 kn/m 2 Concrete: 2.32 kn/m 2 Mechanical: 0.10 kn/m 2 Ceiling (13 mm): 0.14 kn/m 2 Partition: 0.96 kn/m 2 TOTAL: 3.65 kn/m 2 Live load (According to NBC): 2.40 kn/m 2 Solution: From tables, find slab thickness = 100 mm with a span = 9 750 mm In the table, with dead load = 3.65 kn/m 2 and live load = 2.40 kn/m 2, we find: Optimal depth = H500 Minimum depth = H350 Then: H500 means depth = 500 mm H350 means depth = 350 mm 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 1

SELECTION TABLES METRIC 6.2 D500 TM (H SERIES) 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. HXXX min = HXXX : Optimal H Series Joist Depth (mm) : Minimum Depth (mm) Allowed 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) Slab thickness = 75 mm Residential Office Other Loading Building Building (LL=4,8 KPa) 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 H200 H200 H300 min = H200 min = H200 min = H200 3 600 H200 H200 H300 min = H200 min = H200 min = H200 4 300 H200 H200 H300 min = H200 min = H200 min = H200 4 300 H200 H200 H300 min = H200 min = H200 min = H200 4 900 H250 H300 H350 min = H200 min = H200 min = H200 4 900 H250 H300 H350 min = H200 min = H200 min = H200 5 500 H300 H350 H350 min = H200 min = H200 min = H200 5 500 H300 H350 H350 min = H200 min = H200 min = H200 6 100 H350 H350 H400 min = H200 min = H200 min = H200 6 100 H350 H350 H400 min = H200 min = H200 min = H200 6 700 H400 H400 H400 min = H250 min = H250 min = H250 6 700 H400 H400 H400 min = H250 min = H250 min = H250 7 300 H400 H400 H400 min = H250 min = H250 min = H250 7 300 H400 H400 H400 min = H250 min = H250 min = H250 7 900 H400 H400 H450 min = H300 min = H300 min = H300 7 900 H400 H400 H450 min = H300 min = H300 min = H300 8 550 H400 H400 H500 min = H300 min = H300 min = H300 8 550 H400 H450 H500 min = H300 min = H300 min = H300 9 150 H450 H450 H500 min = H300 min = H300 min = H300 9 150 H450 H450 H500 min = H300 min = H300 min = H300 9 750 H500 H500 H550 min = H350 min = H350 min = H350 9 750 H500 H550 H550 min = H350 min = H350 min = H350 10 350 H500 H500 H550 min = H350 min = H350 min = H350 10 350 H500 H500 H550 min = H350 min = H350 min = H350 10 975 H550 H550 H600 min = H400 min = H400 min = H400 10 975 H500 H500 H550 min = H400 min = H400 min = H400 11 575 H550 H550 H600 min = H400 min = H400 min = H400 11 575 H550 min = H400 H550 min = H400 12 200 * H600 min = H400 H600 min = H400 12 200 * H600 min = H400 H600 min = H400 13 100 * H600 min = H450 H600 min = H450 13 100 * H600 min = H450 H600 min = H450 * Permanent line of cross bridging shall be installed at mid-span. 2

SELECTION TABLES METRIC 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. HXXX min = HXXX : Optimal H Series Joist Depth (mm) : Minimum Depth (mm) Allowed Slab thickness = 90 mm Residential Office Other Loading Building Building (LL=4,8 KPa) 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) Slab thickness = 100 mm Residential Office Other Loading 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 H200 H200 H300 min = H200 min = H200 min = H200 3 600 H200 H200 H250 min = H200 min = H200 min = H200 4 300 H200 H200 H300 min = H200 min = H200 min = H200 4 300 H200 H200 H250 min = H200 min = H200 min = H200 4 900 H250 H250 H350 min = H200 min = H200 min = H200 4 900 H250 H250 H350 min = H200 min = H200 min = H200 5 500 H300 H350 H350 min = H200 min = H200 min = H200 5 500 H300 H350 H350 min = H200 min = H200 min = H200 6 100 H350 H350 H350 min = H200 min = H200 min = H200 6 100 H350 H350 H350 min = H200 min = H200 min = H200 6 700 H350 H350 H350 min = H250 min = H250 min = H250 6 700 H350 H350 H350 min = H250 min = H250 min = H250 7 300 H350 H400 H400 min = H250 min = H250 min = H250 7 300 H350 H400 H400 min = H250 min = H250 min = H250 7 900 H400 H400 H450 min = H300 min = H300 min = H300 7 900 H400 H450 H450 min = H300 min = H300 min = H300 8 550 H400 H450 H500 min = H300 min = H300 min = H300 8 550 H500 H500 H550 min = H300 min = H300 min = H300 9 150 H450 H450 H500 min = H300 min = H300 min = H300 9 150 H500 H500 H550 min = H300 min = H300 min = H300 9 750 H450 H500 H500 min = H350 min = H350 min = H350 9 750 H500 H500 H500 min = H350 min = H350 min = H350 10 350 H500 H500 H500 min = H350 min = H350 min = H350 10 350 H500 H500 H500 min = H350 min = H350 min = H400 10 975 H500 H500 H550 min = H400 min = H400 min = H400 10 975 H500 min = H400 H500 min = H400 11 575 H550 min = H400 H550 min = H400 11 575 H550 min = H450 H550 min = H450 12 200 * H600 min = H450 H600 min = H450 12 200 * H600 min = H500 H600 min = H500 13 100 * H600 min = H500 H600 min = H500 13 100 * H600 min = H500 H600 min = H500 * Permanent line of cross bridging shall be installed at mid-span. 3

SELECTION TABLES METRIC 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. HXXX min = HXXX : Optimal H Series Joist Depth (mm) : Minimum Depth (mm) Allowed Slab thickness = 115 mm Residential Office Other Loading Building Building (LL=4,8 kpa) 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) Slab thickness = 125 mm Residential Office Other Loading Building Building (LL=4,8 kpa) 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 H200 H200 H250 min = H200 min = H200 min = H200 3 600 H200 H200 H200 min = H200 min = H200 min = H200 4 300 H250 H250 H300 min = H200 min = H200 min = H200 4 300 H300 H300 H300 min = H200 min = H200 min = H200 4 900 H250 H250 H350 min = H200 min = H200 min = H200 4 900 H300 H300 H350 min = H200 min = H200 min = H200 5 500 H300 H350 H350 min = H200 min = H200 min = H200 5 500 H350 H350 H350 min = H200 min = H200 min = H200 6 100 H350 H350 H350 min = H200 min = H200 min = H200 6 100 H350 H350 H350 min = H200 min = H200 min = H200 6 700 H350 H350 H400 min = H250 min = H250 min = H250 6 700 H350 H350 H350 min = H250 min = H250 min = H250 7 300 H350 H400 H400 min = H250 min = H250 min = H250 7 300 H350 H350 H350 min = H250 min = H250 min = H250 7 900 H400 H450 H450 min = H300 min = H300 min = H300 7 900 H400 H400 H500 min = H300 min = H300 min = H300 8 550 H450 H500 H500 min = H300 min = H300 min = H300 8 550 H450 H450 H500 min = H300 min = H300 min = H300 9 150 H500 H500 H500 min = H350 min = H350 min = H350 9 150 H500 H500 H500 min = H350 min = H350 min = H350 9 750 H500 H500 H550 min = H350 min = H350 min = H350 9 750 H500 H500 H550 min = H400 min = H400 min = H400 10 350 H500 H500 H550 min = H400 min = H400 min = H400 10 350 H500 min = H450 H500 min = H450 10 975 H500 min = H450 H550 min = H450 10 975 H550 min = H450 H550 min = H450 11 575 H550 min = H500 H550 min = H500 11 575 H600 min = H500 H600 min = H500 12 200 * H600 min = H500 H600 min = H500 12 200 * H600 min = H550 H600 min = H550 13 100 * H600 min = H500 H600 min = H500 * Permanent line of cross bridging shall be installed at mid-span. 4

SELECTION TABLES METRIC 6.3 MD2000 SERIES Concrete: f c = 20 MPa; density = 2 400 kg/m 3 Joist spacing = 1 220 mm MDHXXX min = MDHXXX : Optimal MD2000 Series Joist Depth (mm) : Minimum Depth (mm) Allowed Slab thickness = 110 mm Residential Office Other Loading Building Building (LL=4,8 kpa) 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 MDH200 MDH300 MDH300 min = MDH200 min = MDH200 min = MDH200 MDH250 MDH300 MDH350 min = MDH200 min = MDH200 min = MDH200 MDH300 MDH350 MDH350 min = MDH200 min = MDH200 min = MDH200 MDH350 MDH350 MDH350 min = MDH200 min = MDH200 min = MDH200 MDH350 MDH400 MDH400 min = MDH250 min = MDH250 min = MDH250 MDH400 MDH400 MDH400 min = MDH250 min = MDH250 min = MDH250 MDH400 MDH400 MDH450 min = MDH300 min = MDH300 min = MDH300 MDH400 MDH400 MDH500 min = MDH300 min = MDH300 min = MDH300 MDH450 MDH450 MDH500 min = MDH300 min = MDH300 min = MDH300 MDH450 MDH450 MDH500 min = MDH350 min = MDH350 min = MDH350 MDH500 MDH500 MDH500 min = MDH350 min = MDH350 min = MDH350 MDH500 MDH550 MDH550 min = MDH400 min = MDH400 min = MDH400 MDH550 MDH550 MDH550 min = MDH400 min = MDH400 min = MDH400 MDH550 MDH550 MDH550 min = MDH400 min = MDH400 min = MDH400 MDH550 MDH550 MDH600 min = MDH450 min = MDH450 min = MDH450 Slab thickness = 115 mm Residential Office Other Loading Building Building (LL=4,8 kpa) 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 * MDH200 MDH200 MDH300 min = MDH200 min = MDH200 min = MDH200 MDH200 MDH300 MDH300 min = MDH200 min = MDH200 min = MDH200 MDH250 MDH300 MDH350 min = MDH200 min = MDH200 min = MDH200 MDH300 MDH350 MDH400 min = MDH200 min = MDH200 min = MDH200 MDH350 MDH350 MDH350 min = MDH200 min = MDH200 min = MDH200 MDH350 MDH400 MDH400 min = MDH250 min = MDH250 min = MDH250 MDH400 MDH400 MDH400 min = MDH250 min = MDH250 min = MDH250 MDH400 MDH400 MDH450 min = MDH300 min = MDH300 min = MDH300 MDH400 MDH400 MDH500 min = MDH300 min = MDH300 min = MDH300 MDH450 MDH450 MDH500 min = MDH300 min = MDH300 min = MDH400 MDH450 MDH500 MDH500 min = MDH350 min = MDH350 min = MDH350 MDH500 MDH500 MDH500 min = MDH350 min = MDH350 min = MDH350 MDH500 MDH550 MDH550 min = MDH400 min = MDH400 min = MDH400 MDH550 MDH550 MDH550 min = MDH400 min = MDH400 min = MDH400 MDH550 MDH550 MDH550 min = MDH400 min = MDH400 min = MDH400 MDH550 MDH600 MDH600 min = MDH450 min = MDH450 min = MDH450 * Permanent line of cross bridging shall be installed at mid-span. 5

SELECTION TABLES METRIC Concrete: f c = 20 MPa; density = 2 400 kg/m 3 Joist spacing = 1 220 mm MDHXXX : Optimal MD2000 Series Joist Depth (mm) min = MDHXXX : Minimum Depth (mm) Allowed Slab thickness =125 mm Residential Office Other Loading Building Building (LL=4,8 kpa) 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) Slab thickness = 140 mm Residential Office Other Loading Building Building (LL=4,8 kpa) 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 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 * MDH200 MDH200 MDH300 min = MDH200 min = MDH200 min = MDH200 MDH200 MDH300 MDH300 min = MDH200 min = MDH200 min = MDH200 MDH250 MDH300 MDH350 min = MDH200 min = MDH200 min = MDH200 MDH300 MDH350 MDH350 min = MDH200 min = MDH200 min = MDH200 MDH350 MDH350 MDH350 min = MDH200 min = MDH200 min = MDH200 MDH350 MDH350 MDH400 min = MDH250 min = MDH250 min = MDH250 MDH400 MDH400 MDH400 min = MDH250 min = MDH250 min = MDH250 MDH400 MDH400 MDH450 min = MDH300 min = MDH300 min = MDH300 MDH400 MDH450 MDH500 min = MDH300 min = MDH300 min = MDH300 MDH450 MDH450 MDH500 min = MDH300 min = MDH300 min = MDH300 MDH450 MDH500 MDH500 min = MDH350 min = MDH350 min = MDH350 MDH500 MDH500 MDH550 min = MDH350 min = MDH350 min = MDH350 MDH500 MDH550 MDH550 min = MDH400 min = MDH400 min = MDH400 MDH500 MDH550 MDH550 min = MDH400 min = MDH400 min = MDH400 MDH550 MDH550 MDH550 min = MDH400 min = MDH400 min = MDH400 3 600 MDH200 MDH200 MDH300 min = MDH200 min = MDH200 min = MDH200 4 300 MDH200 MDH300 MDH300 min = MDH200 min = MDH200 min = MDH200 4 900 MDH250 MDH300 MDH350 min = MDH200 min = MDH200 min = MDH200 5 500 MDH300 MDH350 MDH350 min = MDH200 min = MDH200 min = MDH200 6 100 MDH350 MDH350 MDH350 min = MDH200 min = MDH200 min = MDH200 6 700 MDH350 MDH350 MDH400 min = MDH250 min = MDH250 min = MDH250 7 300 MDH400 MDH400 MDH450 min = MDH250 min = MDH250 min = MDH250 7 900 MDH400 MDH400 MDH450 min = MDH300 min = MDH300 min = MDH300 8 550 MDH400 MDH500 MDH500 min = MDH300 min = MDH300 min = MDH300 9 150 MDH500 MDH500 MDH500 min = MDH300 min = MDH300 min = MDH300 9 750 MDH500 MDH500 MDH500 min = MDH350 min = MDH350 min = MDH350 10 350 MDH500 MDH500 MDH500 min = MDH350 min = MDH350 min = MDH350 10 975 MDH500 MDH500 MDH550 min = MDH400 min = MDH400 min = MDH400 11 575 MDH550 MDH550 MDH550 min = MDH400 min = MDH400 min = MDH400 12 200 * MDH550 MDH550 MDH550 min = MDH450 min = MDH450 min = MDH450 13 100 * MDH550 min = MDH450 MDH600 min = MDH450 13 100 * MDH550 MDH550 min = MDH500 min = MDH500 * Permanent line of cross bridging shall be installed at mid-span. 6

SELECTION TABLES METRIC Concrete: f c = 20 MPa; density = 2 400 kg/m 3 Joist spacing = 1 220 mm MDHXXX : Optimal MD2000 Series Joist Depth (mm) min = MDHXXX : Minimum Depth (mm) Allowed Slab thickness =150 mm Residential Office Other Loading Building Building (LL=4,8 kpa) 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 * MDH200 MDH200 MDH300 min = MDH200 min = MDH200 min = MDH200 MDH250 MDH300 MDH300 min = MDH200 min = MDH200 min = MDH200 MDH300 MDH300 MDH350 min = MDH200 min = MDH200 min = MDH200 MDH300 MDH350 MDH350 min = MDH200 min = MDH200 min = MDH200 MDH350 MDH350 MDH350 min = MDH200 min = MDH200 min = MDH200 MDH350 MDH350 MDH400 min = MDH250 min = MDH250 min = MDH250 MDH350 MDH400 MDH400 min = MDH250 min = MDH250 min = MDH250 MDH400 MDH400 MDH400 min = MDH300 min = MDH300 min = MDH300 MDH400 MDH400 MDH500 min = MDH300 min = MDH300 min = MDH300 MDH500 MDH500 MDH500 min = MDH300 min = MDH300 min = MDH300 MDH500 MDH550 MDH500 min = MDH350 min = MDH350 min = MDH350 MDH550 MDH550 MDH550 min = MDH350 min = MDH350 min = MDH350 MDH500 MDH500 MDH550 min = MDH400 min = MDH400 min = MDH400 MDH550 MDH550 MDH550 min = MDH400 min = MDH400 min = MDH400 MDH550 MDH550 MDH550 min = MDH450 min = MDH450 min = MDH450 13 100 * MDH550 min = MDH500 MDH550 min = MDH500 * Permanent line of cross bridging shall be installed at mid-span. 7

SELECTION TABLES METRIC 6.4 DTC (LH SERIES) Concrete: f c = 20 MPa; density = 2 400 kg/m 3 Joist spacing = 1 285 mm NOTE: Plywood forms have to be slit in half for any depth. LHXXX min = LHXXX : Optimal LH Series Joist Depth (mm) : Minimum Depth (mm) Allowed Slab thickness = 75 mm Residential Office Other Loading Building Building (LL=4,8 kpa) 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) Slab thickness = 90 mm Residential Office Other Loading Building Building (LL=4,8 kpa) 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 LH500 LH500 LH600 min = LH400 min = LH400 min = LH500 9 150 LH500 LH500 LH600 min = LH400 min = LH400 min = LH500 9 750 LH500 LH600 LH800 min = LH400 min = LH400 min = LH500 9 750 LH500 LH600 LH700 min = LH400 min = LH400 min = LH500 10 350 LH600 LH600 LH700 min = LH400 min = LH400 min = LH600 10 350 LH600 LH600 LH700 min = LH400 min = LH400 min = LH600 10 975 LH600 LH600 LH700 min = LH500 min = LH500 min = LH600 10 975 LH700 LH700 LH800 min = LH400 min = LH400 min = LH600 11 575 LH700 LH800 LH800 min = LH500 min = LH500 min = LH700 11 575 LH700 LH700 LH800 min = LH500 min = LH500 min = LH700 12 200 * LH800 LH800 LH900 min = LH500 min = LH500 min = LH700 12 200 * LH800 LH800 LH900 min = LH500 min = LH500 min = LH700 12 800 * LH700 LH800 LH900 min = LH500 min = LH500 min = LH800 12 800 * LH700 LH800 LH800 min = LH500 min = LH500 min = LH800 13 400 * LH800 LH900 LH900 min = LH600 min = LH600 min = LH800 13 400 * LH800 LH900 LH900 min = LH600 min = LH600 min = LH800 14 025 * LH800 LH800 LH900 min = LH600 min = LH600 min = LH900 14 025 * LH900 LH900 LH900 min = LH600 min = LH600 min = LH900 14 630 * LH800 LH900 LH900 min = LH600 min = LH600 min = LH900 14 630 * LH900 LH800 LH900 min = LH600 min = LH600 min = LH900 15 240 * LH900 min = LH600 LH900 min = LH600 15 240 * LH900 min = LH600 LH900 min = LH600 15 850 * LH900 min = LH600 LH900 min = LH600 15 850 * LH900 min = LH600 LH900 min = LH600 * Permanent line of cross bridging shall be installed at mid-span. 8

SELECTION TABLES METRIC Concrete: f c = 20 MPa; density = 2 400 kg/m 3 Joist spacing = 1 285 mm NOTE: Plywood forms have to be slit in half for any depth. LHXXX min = LHXXX : Optimal LH Series Joist Depth (mm) : Minimum Depth (mm) Allowed Slab thickness = 100 mm Residential Office Other Loading Building Building (LL=4,8 kpa) 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) Slab thickness = 115 mm Residential Office Other Loading Building Building (LL=4,8 kpa) 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 LH500 LH500 LH600 min = LH400 min = LH400 min = LH500 9 150 LH500 LH500 LH600 min = LH400 min = LH400 min = LH500 9 750 LH500 LH600 LH700 min = LH400 min = LH400 min = LH500 9 750 LH600 LH600 LH700 min = LH400 min = LH400 min = LH500 10 350 LH600 LH700 LH800 min = LH400 min = LH400 min = LH600 10 350 LH600 LH700 LH800 min = LH400 min = LH400 min = LH600 10 975 LH700 LH800 LH800 min = LH400 min = LH400 min = LH600 10 975 LH800 LH800 LH800 min = LH500 min = LH500 min = LH600 11 575 LH800 LH800 LH800 min = LH500 min = LH500 min = LH700 11 575 LH800 LH800 LH800 min = LH500 min = LH500 min = LH600 12 200 * LH700 LH800 LH800 min = LH500 min = LH500 min = LH700 12 200 * LH800 LH800 LH800 min = LH600 min = LH600 min = LH700 12 800 * LH800 LH800 LH800 min = LH500 min = LH500 min = LH800 12 800 * LH800 LH800 LH800 min = LH600 min = LH600 min = LH800 13 400 * LH800 LH800 LH900 min = LH600 min = LH600 min = LH800 13 400 * LH900 LH900 LH900 min = LH600 min = LH600 min = LH800 14 025 * LH800 LH900 LH900 min = LH600 min = LH600 min = LH900 14 025 * LH900 LH800 LH900 min = LH600 min = LH600 min = LH900 14 630 * LH900 LH900 LH900 min = LH600 min = LH600 min = LH900 14 630 * LH900 LH900 LH900 min = LH600 min = LH600 min = LH900 15 240 * LH900 min = LH600 LH900 min = LH600 15 240 * LH900 min = LH700 LH900 min = LH700 15 850 * LH900 min = LH700 LH900 min = LH700 15 850 * LH900 min = LH700 * Permanent line of cross bridging shall be installed at mid-span. 9

SELECTION TABLES METRIC Concrete: f c = 20 MPa; density = 2 400 kg/m 3 Joist spacing = 1 285 mm NOTE: Plywood forms have to be slit in half for any depth. LHXXX min = LHXXX : Optimal LH Series Joist Depth (mm) : Minimum Depth (mm) Allowed Slab thickness = 125 mm Residential Office Other Loading Building Building (LL=4,8 kpa) 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 * LH500 LH500 LH600 min = LH400 min = LH400 min = LH500 LH600 LH600 LH800 min = LH400 min = LH400 min = LH500 LH700 LH700 LH700 min = LH500 min = LH500 min = LH600 LH800 LH800 LH800 min = LH500 min = LH500 min = LH600 LH800 LH800 LH800 min = LH600 min = LH600 min = LH600 LH800 LH800 LH800 min = LH600 min = LH600 min = LH700 LH800 LH800 LH800 min = LH600 min = LH600 min = LH800 LH900 LH900 LH900 min = LH600 min = LH600 min = LH800 LH900 LH800 LH900 min = LH600 min = LH600 min = LH900 14 630 * 15 240 * LH900 min = LH700 LH900 min = LH700 LH900 min = LH700 LH900 min = LH700 * Permanent line of cross bridging shall be installed at mid-span. 10

SELECTION TABLES 7. SELECTION TABLES IMPERIAL 7.1 GENERAL INFORMATION 7.1.1 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 D500 TM (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. 7.1.5 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 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 11

SELECTION TABLES IMPERIAL 7.2 D500 TM (H SERIES) Concrete: f c = 3 000 psi; density = 145 lb./ft. 3 Joist spacing = 4-1 1 /4 NOTE: Plywood forms are to be slit in half with depths of H8 and H10. HXXX min = HXXX : Optimal H Series Joist Depth (in.) : Minimum Depth (in.) Allowed Slab thickness = 2 1/2 Residential Office Other Loading 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 Slab thickness = 3 Residential Office Other Loading Building Building (LL=100 psf) Dead Load (psf) 65 65 65 Live Load (psf) 40 50 100 Total Load (psf) 105 115 165 SPAN c/c 12-0 H8 H8 H12 min = H8 min = H8 min = H8 12-0 H8 H8 H12 min = H8 min = H8 min = H8 14-0 H8 H8 H12 min = H8 min = H8 min = H8 14-0 H8 H8 H12 min = H8 min = H8 min = H8 16-0 H10 H12 H14 min = H8 min = H8 min = H8 16-0 H10 H12 H14 min = H8 min = H8 min = H8 18-0 H12 H14 H14 min = H8 min = H8 min = H8 18-0 H12 H14 H14 min = H8 min = H8 min = H8 20-0 H14 H14 H16 min = H8 min = H8 min = H8 20-0 H14 H14 H16 min = H8 min = H8 min = H8 22-0 H16 H16 H16 min = H10 min = H10 min = H10 22-0 H16 H16 H16 min = H10 min = H10 min = H10 24-0 H16 H16 H16 min = H10 min = H10 min = H10 24-0 H16 H16 H16 min = H10 min = H10 min = H10 26-0 H16 H16 H18 min = H12 min = H12 min = H12 26-0 H16 H16 H18 min = H12 min = H12 min = H12 28-0 H16 H16 H20 min = H12 min = H12 min = H12 28-0 H16 H18 H20 min = H12 min = H12 min = H12 30-0 H18 H18 H20 min = H12 min = H12 min = H12 30-0 H18 H18 H20 min = H12 min = H12 min = H12 32-0 H20 H20 H22 min = H14 min = H14 min = H14 32-0 H20 H22 H22 min = H14 min = H14 min = H14 34-0 H20 H20 H22 min = H14 min = H14 min = H14 34-0 H20 H20 H22 min = H14 min = H14 min = H14 36-0 H22 H22 H24 min = H16 min = H16 min = H16 36-0 H20 H20 H22 min = H16 min = H16 min = H16 38-0 H22 H22 H24 min = H16 min = H16 min = H16 38-0 H22 min = H16 H22 min = H16 40-0 * H24 min = H16 H24 min = H16 40-0 * H24 min = H16 H24 min = H16 43-0 * H24 min = H18 H24 min = H18 43-0 * H24 min = H18 H24 min = H18 * Permanent line of cross bridging shall be installed at mid-span. 12

SELECTION TABLES IMPERIAL Concrete: f c = 3 000 psi; density = 145 lb./ft. 3 Joist spacing = 4-1 1 /4 NOTE: Plywood forms are to be slit in half with depths of H8 and H10. HXXX min = HXXX : Optimal H Series Joist Depth (in.) : Minimum Depth (in.) Allowed Slab thickness = 3 1/2 Residential Office Other Loading Building Building (LL=100 psf) Dead Load (psf) 71 71 71 Live Load (psf) 40 50 100 Total Load (psf) 111 121 171 SPAN c/c Slab thickness = 4 Residential Office Other Loading Building Building (LL=100 psf) Dead Load (psf) 77 77 77 Live Load (psf) 40 50 100 Total Load (psf) 117 127 177 SPAN c/c 12-0 H8 H8 H12 min = H8 min = H8 min = H8 12-0 H8 H8 H10 min = H8 min = H8 min = H8 14-0 H8 H8 H12 min = H8 min = H8 min = H8 14-0 H8 H8 H10 min = H8 min = H8 min = H8 16-0 H10 H10 H14 min = H8 min = H8 min = H8 16-0 H10 H10 H14 min = H8 min = H8 min = H8 18-0 H12 H14 H14 min = H8 min = H8 min = H8 18-0 H12 H14 H14 min = H8 min = H8 min = H8 20-0 H14 H14 H14 min = H8 min = H8 min = H8 20-0 H14 H14 H14 min = H8 min = H8 min = H8 22-0 H14 H14 H14 min = H10 min = H10 min = H10 22-0 H14 H14 H14 min = H10 min = H10 min = H10 24-0 H14 H16 H16 min = H10 min = H10 min = H10 24-0 H14 H16 H16 min = H10 min = H10 min = H10 26-0 H16 H16 H18 min = H12 min = H12 min = H12 26-0 H16 H18 H18 min = H12 min = H12 min = H12 28-0 H16 H18 H20 min = H12 min = H12 min = H12 28-0 H20 H20 H22 min = H12 min = H12 min = H12 30-0 H18 H18 H20 min = H12 min = H12 min = H12 30-0 H20 H20 H22 min = H12 min = H12 min = H12 32-0 H18 H20 H20 min = H14 min = H14 min = H14 32-0 H20 H20 H20 min = H14 min = H14 min = H14 34-0 H20 H20 H20 min = H14 min = H14 min = H14 34-0 H20 H20 H20 min = H14 min = H14 min = H16 36-0 H20 H20 H22 min = H16 min = H16 min = H16 36-0 H20 min = H16 H20 min = H16 38-0 H22 min = H16 H22 min = H16 38-0 H22 min = H18 H22 min = H18 40-0 * H24 min = H18 H24 min = H18 40-0 * H24 min = H20 H24 min = H20 43-0 * H24 min = H20 H24 min = H20 43-0 * H24 min = H20 H24 min = H20 * Permanent line of cross bridging shall be installed at mid-span. 13

SELECTION TABLES IMPERIAL Concrete: f c = 3 000 psi; density = 145 lb./ft. 3 Joist spacing = 4-1 1 /4 NOTE: Plywood forms are to be slit in half with depths of H8 and H10. HXXX min = HXXX : Optimal H Series Joist Depth (in.) : Minimum Depth (in.) Allowed Slab thickness = 4 1/2 Residential Office Other Loading Building Building (LL=100 psf) Dead Load (psf) 83 83 83 Live Load (psf) 40 50 100 Total Load (psf) 123 133 183 SPAN c/c Slab thickness = 5 Residential Office Other Loading Building Building (LL=100 psf) Dead Load (psf) 89 89 89 Live Load (psf) 40 50 100 Total Load (psf) 129 139 189 SPAN c/c 12-0 H8 H8 H10 min = H8 min = H8 min = H8 12-0 H8 H8 H8 min = H8 min = H8 min = H8 14-0 H10 H10 H12 min = H8 min = H8 min = H8 14-0 H12 H12 H12 min = H8 min = H8 min = H8 16-0 H10 H10 H14 min = H8 min = H8 min = H8 16-0 H12 H12 H14 min = H8 min = H8 min = H8 18-0 H12 H14 H14 min = H8 min = H8 min = H8 18-0 H14 H14 H14 min = H8 min = H8 min = H8 20-0 H14 H14 H14 min = H8 min = H8 min = H8 20-0 H14 H14 H14 min = H8 min = H8 min = H8 22-0 H14 H14 H16 min = H10 min = H10 min = H10 22-0 H14 H14 H14 min = H10 min = H10 min = H10 24-0 H14 H16 H16 min = H10 min = H10 min = H10 24-0 H14 H14 H14 min = H10 min = H10 min = H10 26-0 H16 H18 H18 min = H12 min = H12 min = H12 26-0 H16 H16 H20 min = H12 min = H12 min = H12 28-0 H18 H20 H20 min = H12 min = H12 min = H12 28-0 H18 H18 H20 min = H12 min = H12 min = H12 30-0 H20 H20 H20 min = H14 min = H14 min = H14 30-0 H20 H20 H20 min = H14 min = H14 min = H14 32-0 H20 H20 H22 min = H14 min = H14 min = H14 32-0 H20 H20 H22 min = H16 min = H16 min = H16 34-0 H20 H20 H22 min = H16 min = H16 min = H16 34-0 H20 min = H18 H20 min = H18 36-0 H20 min = H18 H22 min = H18 36-0 H22 min = H18 H22 min = H18 38-0 H22 min = H20 H22 min = H20 38-0 H24 min = H20 H24 min = H20 40-0 * H24 min = H20 H24 min = H20 40-0 * H24 min = H22 H24 min = H22 43-0 * H24 min = H20 H24 min = H20 * Permanent line of cross bridging shall be installed at mid-span. 14

SELECTION TABLES IMPERIAL 7.3 MD2000 SERIES Concrete: f c = 3 000 psi; density = 145 lb./ft. 3 Joist spacing = 4-0 MDHXXX : Optimal MD2000 Series Joist Depth (in.) min = MDHXXX : Minimum Depth (in.) Allowed Slab thickness = 4 1/4 Residential Office Other Loading Building Building (LL=100 psf) Dead Load (psf) 70 70 70 Live Load (psf) 40 50 100 Total Load (psf) 110 120 170 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 * MDH8 MDH8 MDH12 min = MDH8 min = MDH8 min = MDH8 MDH8 MDH12 MDH12 min = MDH8 min = MDH8 min = MDH8 MDH10 MDH12 MDH14 min = MDH8 min = MDH8 min = MDH8 MDH12 MDH14 MDH14 min = MDH8 min = MDH8 min = MDH8 MDH14 MDH14 MDH14 min = MDH8 min = MDH8 min = MDH8 MDH14 MDH16 MDH16 min = MDH10 min = MDH10 min = MDH10 MDH16 MDH16 MDH16 min = MDH10 min = MDH10 min = MDH10 MDH16 MDH16 MDH18 min = MDH12 min = MDH12 min = MDH12 MDH16 MDH16 MDH20 min = MDH12 min = MDH12 min = MDH12 MDH18 MDH18 MDH20 min = MDH12 min = MDH12 min = MDH12 MDH18 MDH18 MDH20 min = MDH14 min = MDH14 min = MDH14 MDH20 MDH20 MDH20 min = MDH14 min = MDH14 min = MDH14 MDH20 MDH22 MDH22 min = MDH16 min = MDH16 min = MDH16 MDH22 MDH22 MDH22 min = MDH16 min = MDH16 min = MDH16 MDH22 MDH22 MDH22 min = MDH16 min = MDH16 min = MDH16 MDH22 MDH22 MDH24 min = MDH18 min = MDH18 min = MDH18 Slab thickness = 4 1/2 Residential Office Other Loading Building Building (LL=100 psf) Dead Load (psf) 73 73 73 Live Load (psf) 40 50 100 Total Load (psf) 113 123 173 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 * MDH8 MDH8 MDH12 min = MDH8 min = MDH8 min = MDH8 MDH8 MDH12 MDH12 min = MDH8 min = MDH8 min = MDH8 MDH10 MDH12 MDH14 min = MDH8 min = MDH8 min = MDH8 MDH12 MDH14 MDH16 min = MDH8 min = MDH8 min = MDH8 MDH14 MDH14 MDH14 min = MDH8 min = MDH8 min = MDH8 MDH14 MDH16 MDH16 min = MDH10 min = MDH10 min = MDH10 MDH16 MDH16 MDH16 min = MDH10 min = MDH10 min = MDH10 MDH16 MDH16 MDH18 min = MDH12 min = MDH12 min = MDH12 MDH16 MDH16 MDH20 min = MDH12 min = MDH12 min = MDH12 MDH18 MDH18 MDH20 min = MDH12 min = MDH12 min = MDH12 MDH18 MDH20 MDH20 min = MDH14 min = MDH14 min = MDH14 MDH20 MDH20 MDH20 min = MDH14 min = MDH14 min = MDH14 MDH20 MDH22 MDH22 min = MDH16 min = MDH16 min = MDH16 MDH22 MDH22 MDH22 min = MDH16 min = MDH16 min = MDH16 MDH22 MDH22 MDH22 min = MDH16 min = MDH16 min = MDH16 MDH22 MDH24 MDH24 min = MDH18 min = MDH18 min = MDH18 * Permanent line of cross bridging shall be installed at mid-span. 15

SELECTION TABLES IMPERIAL Concrete: f c = 3 000 psi; density = 145 lb./ft. 3 Joist spacing = 4-0 MDHXXX min = MDHXXX : Optimal MD2000 Series Joist Depth (in.) : Minimum Depth (in.) Allowed Slab thickness = 5 Residential Office Other Loading Building Building (LL=100 psf) Dead Load (psf) 79 79 79 Live Load (psf) 40 50 100 Total Load (psf) 119 129 179 SPAN c/c Slab thickness = 5 1/2 Residential Office Other Loading Building Building (LL=100 psf) Dead Load (psf) 85 85 85 Live Load (psf) 40 50 100 Total Load (psf) 125 135 185 SPAN c/c 12-0 MDH8 MDH8 MDH12 min = MDH8 min = MDH8 min = MDH8 12-0 MDH8 MDH8 MDH12 min = MDH8 min = MDH8 min = MDH8 14-0 MDH8 MDH12 MDH12 min = MDH8 min = MDH8 min = MDH8 14-0 MDH8 MDH12 MDH12 min = MDH8 min = MDH8 min = MDH8 16-0 MDH10 MDH12 MDH14 min = MDH8 min = MDH8 min = MDH8 16-0 MDH10 MDH12 MDH14 min = MDH8 min = MDH8 min = MDH8 18-0 MDH12 MDH14 MDH14 min = MDH8 min = MDH8 min = MDH8 18-0 MDH12 MDH14 MDH14 min = MDH8 min = MDH8 min = MDH8 20-0 MDH14 MDH14 MDH14 min = MDH8 min = MDH8 min = MDH8 20-0 MDH14 MDH14 MDH14 min = MDH8 min = MDH8 min = MDH8 22-0 MDH14 MDH14 MDH16 min = MDH10 min = MDH10 min = MDH10 22-0 MDH14 MDH14 MDH16 min = MDH10 min = MDH10 min = MDH10 24-0 MDH16 MDH16 MDH16 min = MDH10 min = MDH10 min = MDH10 24-0 MDH16 MDH16 MDH18 min = MDH10 min = MDH10 min = MDH10 26-0 MDH16 MDH16 MDH18 min = MDH12 min = MDH12 min = MDH12 26-0 MDH16 MDH16 MDH18 min = MDH12 min = MDH12 min = MDH12 28-0 MDH16 MDH18 MDH20 min = MDH12 min = MDH12 min = MDH12 28-0 MDH16 MDH20 MDH20 min = MDH12 min = MDH12 min = MDH12 30-0 MDH18 MDH18 MDH20 min = MDH12 min = MDH12 min = MDH12 30-0 MDH20 MDH20 MDH20 min = MDH12 min = MDH12 min = MDH12 32-0 MDH18 MDH20 MDH20 min = MDH14 min = MDH14 min = MDH14 32-0 MDH20 MDH20 MDH20 min = MDH14 min = MDH14 min = MDH14 34-0 MDH20 MDH20 MDH22 min = MDH14 min = MDH14 min = MDH14 34-0 MDH20 MDH20 MDH20 min = MDH14 min = MDH14 min = MDH14 36-0 MDH20 MDH22 MDH22 min = MDH16 min = MDH16 min = MDH16 36-0 MDH20 MDH20 MDH22 min = MDH16 min = MDH16 min = MDH16 38-0 MDH20 MDH22 MDH22 min = MDH16 min = MDH16 min = MDH16 38-0 MDH22 MDH22 MDH22 min = MDH16 min = MDH16 min = MDH16 40-0 * MDH22 MDH22 MDH22 min = MDH16 min = MDH16 min = MDH16 40-0 * MDH22 MDH22 MDH22 min = MDH18 min = MDH18 min = MDH18 43-0 * MDH22 min = MDH18 MDH24 min = MDH18 43-0 * MDH22 min = MDH20 MDH22 min = MDH20 * Permanent line of cross bridging shall be installed at mid-span. 16

SELECTION TABLES IMPERIAL Concrete: f c = 3 000 psi; density = 145 lb./ft. 3 Joist spacing = 4-0 MDHXXX min = MDHXXX : Optimal MD2000 Series Joist Depth (in.) : Minimum Depth (in.) Allowed Slab thickness = 6 Residential Office Other Loading Building Building (LL=100 psf) Dead Load (psf) 91 91 91 Live Load (psf) 40 50 100 Total Load (psf) 131 141 191 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 * MDH8 MDH8 MDH12 min = MDH8 min = MDH8 min = MDH8 MDH10 MDH12 MDH12 min = MDH8 min = MDH8 min = MDH8 MDH12 MDH12 MDH14 min = MDH8 min = MDH8 min = MDH8 MDH12 MDH14 MDH14 min = MDH8 min = MDH8 min = MDH8 MDH14 MDH14 MDH14 min = MDH8 min = MDH8 min = MDH8 MDH14 MDH14 MDH16 min = MDH10 min = MDH10 min = MDH10 MDH14 MDH16 MDH16 min = MDH10 min = MDH10 min = MDH10 MDH16 MDH16 MDH16 min = MDH12 min = MDH12 min = MDH12 MDH16 MDH16 MDH20 min = MDH12 min = MDH12 min = MDH12 MDH20 MDH20 MDH20 min = MDH12 min = MDH12 min = MDH12 MDH20 MDH22 MDH20 min = MDH14 min = MDH14 min = MDH14 MDH22 MDH22 MDH22 min = MDH14 min = MDH14 min = MDH14 MDH20 MDH20 MDH22 min = MDH16 min = MDH16 min = MDH16 MDH22 MDH22 MDH22 min = MDH16 min = MDH16 min = MDH16 MDH22 MDH22 MDH22 min = MDH18 min = MDH18 min = MDH18 43-0 * MDH22 min = MDH20 MDH22 min = MDH20 * Permanent line of cross bridging shall be installed at mid-span. 17

SELECTION TABLES IMPERIAL 7.4 DTC (LH SERIES) Concrete: f c = 3 000 psi; density = 145 lb./ft. 3 Joist spacing = 4-2 5 /8 NOTE: Plywood forms have to be slit in half for any depth. LHXXX min = LHXXX : Optimal LH Series Joist Depth (in.) : Minimum Depth (in.) Allowed Slab thickness = 3 Residential Office Other Loading Building Building (LL=100 psf) Dead Load (psf) 66 66 66 Live Load (psf) 40 50 100 Total Load (psf) 106 116 166 SPAN c/c Slab thickness = 3 1/2 Residential Office Other Loading Building Building (LL=100 psf) Dead Load (psf) 72 72 72 Live Load (psf) 40 50 100 Total Load (psf) 112 122 172 SPAN c/c 30-0 LH20 LH20 LH24 min = LH16 min = LH16 min = LH20 30-0 LH20 LH20 LH24 min = LH16 min = LH16 min = LH20 32-0 LH20 LH24 LH32 min = LH16 min = LH16 min = LH20 32-0 LH20 LH24 LH28 min = LH16 min = LH16 min = LH20 34-0 LH24 LH24 LH28 min = LH16 min = LH16 min = LH24 34-0 LH24 LH24 LH28 min = LH16 min = LH16 min = LH24 36-0 LH24 LH24 LH28 min = LH20 min = LH20 min = LH24 36-0 LH28 LH28 LH32 min = LH16 min = LH16 min = LH24 38-0 LH28 LH32 LH32 min = LH20 min = LH20 min = LH28 38-0 LH28 LH28 LH32 min = LH20 min = LH20 min = LH28 40-0 * LH32 LH32 LH36 min = LH20 min = LH20 min = LH28 40-0 * LH32 LH32 LH36 min = LH20 min = LH20 min = LH28 42-0 * LH28 LH32 LH36 min = LH20 min = LH20 min = LH32 42-0 * LH28 LH32 LH32 min = LH20 min = LH20 min = LH32 44-0 * LH32 LH36 LH36 min = LH24 min = LH24 min = LH32 44-0 * LH32 LH36 LH36 min = LH24 min = LH24 min = LH32 46-0 * LH32 LH32 LH36 min = LH24 min = LH24 min = LH36 46-0 * LH36 LH36 LH36 min = LH24 min = LH24 min = LH36 48-0 * LH32 LH36 LH36 min = LH24 min = LH24 min = LH36 48-0 * LH36 LH32 LH36 min = LH24 min = LH24 min = LH36 50-0 * LH36 min = LH24 LH36 min = LH24 50-0 * LH36 min = LH24 LH36 min = LH24 52-0 * LH36 min = LH24 LH36 min = LH24 52-0 * LH36 min = LH24 LH36 min = LH24 * Permanent line of cross bridging shall be installed at mid-span. 18

SELECTION TABLES IMPERIAL Concrete: f c = 3 000 psi; density = 145 lb./ft. 3 Joist spacing = 4-2 5 /8 NOTE: Plywood forms have to be slit in half for any depth. LHXXX min = LHXXX : Optimal LH Series Joist Depth (in.) : Minimum Depth (in.) Allowed Slab thickness = 4 Residential Office Other Loading Building Building (LL=100 psf) Dead Load (psf) 79 79 79 Live Load (psf) 40 50 100 Total Load (psf) 119 129 179 SPAN c/c Slab thickness = 4 1/2 Residential Office Other Loading Building Building (LL=100 psf) Dead Load (psf) 84 84 84 Live Load (psf) 40 50 100 Total Load (psf) 124 134 184 SPAN c/c 30-0 LH20 LH20 LH24 min = LH16 min = LH16 min = LH20 30-0 LH20 LH20 LH24 min = LH16 min = LH16 min = LH20 32-0 LH20 LH24 LH28 min = LH16 min = LH16 min = LH20 32-0 LH24 LH24 LH28 min = LH16 min = LH16 min = LH20 34-0 LH24 LH28 LH32 min = LH16 min = LH16 min = LH24 34-0 LH24 LH28 LH32 min = LH16 min = LH16 min = LH24 36-0 LH28 LH32 LH32 min = LH16 min = LH16 min = LH24 36-0 LH32 LH32 LH32 min = LH20 min = LH20 min = LH24 38-0 LH32 LH32 LH32 min = LH20 min = LH20 min = LH28 38-0 LH32 LH32 LH32 min = LH20 min = LH20 min = LH24 40-0 * LH28 LH32 LH32 min = LH20 min = LH20 min = LH28 40-0 * LH32 LH32 LH32 min = LH24 min = LH24 min = LH28 42-0 * LH32 LH32 LH32 min = LH20 min = LH20 min = LH32 42-0 * LH32 LH32 LH32 min = LH24 min = LH24 min = LH32 44-0 * LH32 LH32 LH36 min = LH24 min = LH24 min = LH32 44-0 * LH36 LH36 LH36 min = LH24 min = LH24 min = LH32 46-0 * LH32 LH36 LH36 min = LH24 min = LH24 min = LH36 46-0 * LH36 LH32 LH36 min = LH24 min = LH24 min = LH36 48-0 * LH36 LH36 LH36 min = LH24 min = LH24 min = LH36 48-0 * LH36 LH36 LH36 min = LH24 min = LH24 min = LH36 50-0 * LH36 min = LH24 LH36 min = LH24 50-0 * LH36 min = LH28 LH36 min = LH28 52-0 * LH36 min = LH28 LH36 min = LH28 52-0 * LH36 min = LH28 * Permanent line of cross bridging shall be installed at mid-span. 19

SELECTION TABLES IMPERIAL Concrete: f c = 3 000 psi; density = 145 lb./ft. 3 Joist spacing = 4-2 5 /8 NOTE: Plywood forms have to be slit in half for any depth. LHXXX min = LHXXX : Optimal LH Series Joist Depth (in.) : Minimum Depth (in.) Allowed Slab thickness = 5 Residential Office Other Loading Building Building (LL=100 psf) Dead Load (psf) 90 90 90 Live Load (psf) 40 50 100 Total Load (psf) 130 140 190 SPAN c/c 30-0 32-0 34-0 36-0 38-0 40-0 * 42-0 * 44-0 * 46-0 * LH20 LH20 LH24 min = LH16 min = LH16 min = LH20 LH24 LH24 LH32 min = LH16 min = LH16 min = LH20 LH28 LH28 LH28 min = LH20 min = LH20 min = LH24 LH32 LH32 LH32 min = LH20 min = LH20 min = LH24 LH32 LH32 LH32 min = LH24 min = LH24 min = LH24 LH32 LH32 LH32 min = LH24 min = LH24 min = LH28 LH32 LH32 LH32 min = LH24 min = LH24 min = LH32 LH36 LH36 LH36 min = LH24 min = LH24 min = LH32 LH36 LH36 LH36 min = LH24 min = LH24 min = LH36 48-0 * 50-0 * LH36 min = LH28 LH36 min = LH28 LH36 min = LH28 LH36 min = LH28 * Permanent line of cross bridging shall be installed at mid-span. 20

TYPICAL DETAILS 8. TYPICAL DETAILS 8.1 D500 TM (H SERIES) SECTION NO. DESCRIPTION PAGE 1 Standard Shoe 2 Standard Shoe / Mini-joist 3 Bolted Joist at Column Flange / Web 4 Bolted Joists at Beam 5 Joist Bearing on Masonry or Concrete Wall 6 Joist Bearing on Masonry or Concrete Wall 7 Joist Bearing on Concrete Wall With Insulated Forms 8 Joist Bearing on Concrete Wall With Insulated Forms 9 Joist Bearing on Steel Beam 10 Joists Bearing on Steel Beam 11 Joist Bearing on Steel Stud Wall 12 Joists Bearing on Steel Stud Wall } } }... 2... 3... 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 Joist Parallel to Expansion Joint 22 Joist Parallel to a Masonry or Concrete Wall 23 Joist Parallel to Concrete Wall with Insulated Forms 24 Joist Parallel to a Beam }... 7 25 Joist Parallel to a Steel Stud Wall or Wood Stud Wall } 26 Deep Shoe to Suit Slab Thickness... 8 27 Thicker Slab 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

TYPICAL DETAILS SECTION 1 - STANDARD SHOE TOP OF TOP CHORD 100 mm (4î) 45 mm (1 3 /4 ) 6 mm ( 1 /4 ) FIRST DIAGONAL SECTION 2 - STANDARD SHOE / MINI-JOIST 90 mm (3 1 /2 ) MIN. FOR 100 mm (4 ) SHOE (TYP.) REBAR (IF REQUIRED BY THE CONSULTING ENGINEER) T + 6 mm ( 1 /4 ) (D) MINI JOIST SOLID MASONRY WALL, ACCORDING TO THE SPECIFICATIONS OF THE CONSULTING ENGINEER (FILL THE MASONRY BLOCK WITH MORTAR, UNDER THE JOIST SHOE) T + 6 mm (1/4 ) = THICKNESS + SHOE THICKNESS SECTION 3 - BOLTED JOIST AT COLUMN (FLANGE / WEB) 90 mm (3 1 /2 ) MIN. FOR 100 mm (4 ) SHOE (TYP.) 65 mm (2 1 /2 ) 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) (D) 100 mm (4 ) T+ 6 mm ( 1 /4 ) STEEL COLUMN, ACCORDING TO THE SPECIFICATIONS OF THE CONSULTING ENGINEER (U.N.O) - T+ 6 mm ( 1 /4 ) = THICKNESS + SHOE THICKNESS - SHOE WIDTH = 190 mm (7 1 /2 ) SECTION 4 - BOLTED JOISTS AT BEAM 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) 58 mm (2 1 /4 ) FLANGE BETWEEN 100 mm (4 ) TO 125 mm (4 7 /8 ) 70 mm (2 3 /4 ) FLANGE BETWEEN 127 mm (5 ) TO 150 mm (5 7 /8 ) 102 mm (4 ) FLANGE BETWEEN 152 mm (6 ) TO 188 mm (7 3 /8 ) 127 mm (5 ) FLANGE BETWEEN 190 mm (7 1 /2 ) TO 228 mm (8 7 /8 ) 152 mm (6 ) FLANGE BETWEEN 230 mm (9 ) TO 252 mm (9 7 /8 ) 203 mm (8 ) FLANGE BETWEEN 254 mm (10 ) TO 303 mm (11 7 /8 ) 230 mm (9 ) FLANGE OF 305 mm (12 ) AND MORE (D) T+ 6 mm ( 1 /4 ) STEEL BEAM, ACCORDING TO THE SPECIFICATIONS OF THE CONSULTING ENGINEER (U.N.O) T + 6 mm ( 1 /4 ) = THICKNESS + SHOE THICKNESS 2

TYPICAL DETAILS SECTION 5 - JOIST BEARING ON MASONRY OR CONCRETE WALL REBAR (IF REQUIRED BY THE CONSULTING ENGINEER) 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.) T + 6 mm ( 1 /4 ) (D) SOLID MASONRY WALL OR REINFORCED CONCRETE WALL, ACCORDING TO THE SPECIFICATIONS OF THE CONSULTING ENGINEER (FILL THE MASONRY BLOCK WITH MORTAR, UNDER THE JOIST SHOE) T+ 6 mm ( 1 /4 ) = THICKNESS + SHOE THICKNESS 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. 90 mm (3 1 /2 ) MIN. FOR 100 mm (4 ) SHOE (TYP.) T + 6 mm ( 1 /4 ) (D) REBAR (IF REQUIRED BY THE SOLID MASONRY WALL OR REINFORCED CONSULTING ENGINEER) CONCRETE WALL, ACCORDING TO THE SPECIFICATIONS OF THE CONSULTING ENGINEER (FILL THE MASONRY BLOCK WITH MORTAR, UNDER THE JOIST SHOE) T + 6 mm ( 1 /4 ) = THICKNESS + SHOE THICKNESS SECTION 7 - JOIST BEARING ON CONCRETE WALL WITH INSULATED FORMS 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 T + 6 mm ( 1 /4 ) (D) REBAR (IF REQUIRED BY THE CONSULTING ENGINEER) REINFORCED INSULATED CONCRETE WALL, ACCORDING TO THE SPECIFICATIONS OF THE CONSULTING ENGINEER T + 6 mm ( 1 /4 ) = THICKNESS + SHOE THICKNESS SECTION 8 - JOISTS BEARING ON CONCRETE WALL WITH INSULATED FORMS 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 (TYP.) (D) REBAR (IF REQUIRED BY THE CONSULTING ENGINEER) T + 6 mm ( 1 /4 ) REINFORCED INSULATED CONCRETE WALL, ACCORDING TO THE SPECIFICATIONS OF THE CONSULTING ENGINEER T + 6 mm ( 1 /4 ) = THICKNESS + SHOE THICKNESS 3

TYPICAL DETAILS SECTION 11 - JOIST BEARING ON STEEL STUD WALL 90 mm (3 1 /2 ) MIN. FOR 100 mm (4 ) SHOE (TYP.) 5 mm ( 3 /16 ) 40 mm (1 1 /2 ) T + 6 mm ( 1 /4 ) (D) THE METAL STUD AND THE TOP PLATE CAPACITY, ACCORDING TO THE SPECIFICATIONS OF THE CONSULTING ENGINEER T + 6 mm ( 1 /4 ) = THICKNESS + SHOE THICKNESS SECTION 12 - JOISTS BEARING ON STEEL STUD WALL 90 mm (3 1 /2 ) MIN. FOR 100 mm (4 ) SHOE (TYP.) 5 mm ( 3 /16 ) 40 mm (1 1 /2 ) T + 6 mm ( 1 /4 ) (D) SECTION 9 - JOIST BEARING ON STEEL BEAM ** 5 mm ( 3 /16 ) 40 mm (1 1 /2 ) 90 mm (3 1 /2 ) MIN. FOR 100 mm (4 ) SHOE (TYP.) 65 mm (2 1 /2 ) MIN. FOR 75 mm (3 ) SHOE (TYP.) NOTE; STAGGERED JOISTS THE METAL STUD AND THE TOP PLATE CAPACITY, ACCORDING TO THE SPECIFICATIONS OF THE CONSULTING ENGINEER T + 6 mm ( 1 /4 ) = THICKNESS + SHOE THICKNESS T + 6 mm ( 1 /4 ) TOP OF BEARING (D) POUR STOP (BY OTHERS) STEEL BEAM, ACCORDING TO THE SPECIFICATIONS OF THE CONSULTING ENGINEER (U.N.O) T + 6 mm ( 1 /4 ) = THICKNESS + SHOE THICKNESS ** 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 10 - JOISTS BEARING ON STEEL BEAM 90 mm (3 1 /2 ) MIN. FOR 100 mm (4 ) SHOE (TYP.) ** 5 mm ( 3 65 mm (2 1 /16) 40 mm (1 1 /2 ) /2 ) MIN. FOR 75 mm (3 ) SHOE (TYP.) (D) T + 6 mm ( 1 /4 ) STEEL BEAM, ACCORDING TO THE SPECIFICATIONS OF THE CONSULTING ENGINEER (U.N.O) T + 6 mm ( 1 /4 ) = THICKNESS + SHOE THICKNESS ** 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. 4

TYPICAL DETAILS SECTION 13 - JOIST BEARING ON AN EXTERIOR STEEL STUD WALL 90 mm (3 1 /2 ) MIN. FOR 100 mm (4 ) SHOE (TYP.) 5 mm ( 3 /16 ) 40 mm (1 1 /2 ) T + 6 mm ( 1 /4 ) (D) THE METAL STUD AND THE TOP PLATE CAPACITY, ACCORDING TO THE SPECIFICATIONS OF THE CONSULTING ENGINEER T + 6 mm ( 1 /4 ) = THICKNESS + SHOE THICKNESS 90 mm (3 1 /2 ) MIN. FOR 100 mm (4 ) SHOE (TYP.) JOIST SHOE ANCHORED TO PLANK WITH SCREWS OR NAILS T + 6 mm ( 1 /4 ) (D) SECTION 14 - JOIST BEARING ON A WOOD STUD WALL THE WOOD WALL AND THE TOP PLATE CAPACITY, ACCORDING TO THE SPECIFICATIONS OF THE CONSULTING ENGINEER T + 6 mm ( 1 /4 ) = THICKNESS + SHOE THICKNESS SECTION 15 - JOISTS BEARING ON A WOOD STUD WALL 90 mm (3 1 /2 ) MIN. FOR 100 mm (4 ) SHOE (TYP.) JOIST SHOE ANCHORED TO PLANK WITH SCREWS OR NAILS (D) T + 6 mm ( 1 /4 ) NOTE; STAGGERED JOISTS THE WOOD WALL AND THE TOP PLATE CAPACITY, ACCORDING TO THE SPECIFICATIONS OF THE CONSULTING ENGINEER T + 6 mm ( 1 /4 ) = THICKNESS + SHOE THICKNESS SECTION 16 - EXPANSION JOINT AT INTERMEDIATE FLOOR (MASONRY WALL) ANGLE ANCHORED TO THE MASONRY WALL ACCORDING TO THE SPECIFICATIONS OF THE CONSULTING ENGINEER ACCORDING TO THE SPECIFICATIONS OF THE CONSULTING ENGINEER FIBRE BOARD 12 mm ( 1 /2 ) DO NOT WELD THE SHOE ON THE ANGLE (D) T + 6 mm ( 1 /4 ) REBAR (IF REQUIRED BY THE CONSULTING ENGINEER) SOLID MASONRY WALL, ACCORDING TO THE SPECIFICATIONS OF THE CONSULTING ENGINEER SUPPORT ANGLE, ACCORDING TO THE SPECIFICATIONS OF THE CONSULTING ENGINEER. TEMPORARY SUPPORT UNDER EACH JOIST AND EACH END UNTIL ALL FLOORS HAVE BEEN POURED. (PROVIDED AND DESIGNED BY OTHERS) T + 6 mm ( 1 /4 ) = THICKNESS + SHOE THICKNESS 5

TYPICAL DETAILS SECTION 17 - EXPANSION JOINT AT ROOF (MASONRY WALL) 90 mm (3 1 /2 ) MIN. FOR 100 mm (4 ) SHOE (TYP.) FIBRE BOARD 12 mm ( 1 /2 ) 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 (D) T + 6 mm ( 1 /4 ) REBAR (IF REQUIRED BY THE CONSULTING ENGINEER) SOLID MASONRY WALL, ACCORDING TO THE SPECIFICATIONS OF THE CONSULTING ENGINEER (FILL THE MASONRY BLOCK WITH MORTAR, UNDER THE JOIST SHOE) T + 6 mm ( 1 /4 ) = THICKNESS + SHOE THICKNESS SECTION 18 - EXPANSION JOINT AT INTERMEDIATE FLOOR (STEEL BEAM) ** 5 mm ( 3 /16 ) 40 mm (1 1 /2 ) 90 mm (3 1 /2 ) MIN. FOR 100 mm (4 ) SHOE (TYP.) 65 mm (2 1 /2 ) MIN. FOR 75 mm (3 ) SHOE (TYP.) FIBRE BOARD 12 mm ( 1 /2 ) DO NOT WELD THE SHOE ON THE ANGLE (D) STEEL BEAM, ACCORDING TO THE SPECIFICATIONS OF THE CONSULTING ENGINEER STIFFENER (IF REQUIRED) T + 6 mm ( 1 /4 ) SUPPORT ANGLE, ACCORDING TO THE SPECIFICATIONS OF THE CONSULTING ENGINEER (U.N.O) T + 6 mm ( 1 /4 ) = THICKNESS + SHOE THICKNESS ** 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 19 - EXPANSION JOINT AT ROOF (STEEL BEAM) ** 5 mm ( 3 /16 ) 40 mm (1 1 /2 ) 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 90 mm (3 1 /2 ) MIN. FOR 100 mm (4 ) SHOE (TYP.) 65 mm (2 1 /2 ) MIN. FOR 75 mm (3 ) SHOE (TYP.) FIBRE BOARD 12 mm ( 1 /2 ) DO NOT WELD THE SHOE ON THE BEAM STEEL BEAM, ACCORDING TO THE SPECIFICATIONS OF THE CONSULTING ENGINEER (U.N.O) T + 6 mm ( 1 /4 ) (D) T + 6 mm ( 1 /4 ) = THICKNESS + SHOE THICKNESS ** 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 20 - MINIMUM CLEARANCE FOR OPENING AND HOLE IN THE END OF 150 mm (6 ) MIN. OPENING SEE TYPICAL REINFORCEMENT FOR OPENING. 150 mm (6 ) 150 mm (6 ) MIN. MIN. 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 HOLE ( 3/4 ) 19 mm (APPLICABLE AT EACH CASE) ( 3/4 ) 19 mm (APPLICABLE AT EACH CASE) (D) 6

TYPICAL DETAILS SECTION 22 - JOIST PARALLEL TO A MASONRY OR CONCRETE WALL WELDED-WIRE-MESH REBAR (IF REQUIRED BY THE CONSULTING ENGINEER) T + 6 mm ( 1 /4 ) FLANGE HANGER (FIXED, SEE ED-D500) (D) SOLID MASONRY WALL OR REINFORCED CONCRETE WALL, ACCORDING TO THE SPECIFICATIONS OF THE CONSULTING ENGINEER T + 6 mm ( 1 /4 ) = THICKNESS + SHOE THICKNESS (NOTE: IF THE FLANGE HANGER IS NOT USED, = T + 20 mm ( 3 /4 )) SECTION 23 - JOIST PARALLEL TO CONCRETE WALL WITH INSULATED FORMS REBAR (IF REQUIRED BY THE CONSULTING ENGINEER) FLANGE HANGER (FIXED, ED-D500) (D) T + 6 mm ( 1 /4 ) REINFORCED INSULATED CONCRETE WALL, ACCORDING TO THE SPECIFICATIONS OF THE CONSULTING ENGINEER T + 6 mm ( 1 /4 ) = THICKNESS + SHOE THICKNESS (NOTE: IF THE FLANGE HANGER IS NOT USED, = T + 20 mm ( 3 /4 )) T + 6 mm ( 1 /4 ) FLANGE HANGER (FIXED, SEE ED-D500) (D) TOP OF BEARING SECTION 21 - JOIST PARALLEL TO EXPANSION JOINT 2 LAYERS OF ROOFING PAPER FIBRE BOARD 12 mm ( 1 /2 ) FLANGE HANGER (FIXED, SEE ED-D500) SOLID MASONRY WALL, ACCORDING TO THE SPECIFICATIONS OF THE CONSULTING ENGINEER REBAR (IF REQUIRED BY THE CONSULTING ENGINEER) T + 6 mm ( 1 /4 ) = THICKNESS + SHOE THICKNESS (NOTE: IF THE FLANGE HANGER IS NOT USED, = T + 20 mm ( 3 /4 )) SECTION 24 - JOIST PARALLEL TO A BEAM STEEL BEAM, ACCORDING TO THE SPECIFICATIONS OF THE CONSULTING ENGINEER (U.N.O) T + 6 mm ( 1 /4 ) = THICKNESS + SHOE THICKNESS (NOTE: IF THE FLANGE HANGER IS NOT USED, = T + 20 mm ( 3 /4 )) (D) T + 6 mm ( 1 /4 ) 7

TYPICAL DETAILS SECTION 27 - THICKER * THE HANGER PLATE IS USED TO THICKEN UNDER SIDE OF THE CONCRETE. * 4 DIFFERENTS STANDARD THICKNESS OF 127 mm (5 ) 50 mm (2 ) 152 mm (6 ) 75 mm (3 ) SECTION 25 - JOIST PARALLEL TO A STEEL STUD WALL OR WOOD STUD WALL FLANGE HANGER (FIXED, SEE ED-D500) THE METAL OR WOOD STUD WALL AND THE TOP PLATE CAPACITY, ACCORDING TO THE SPECIFICATIONS OF THE CONSULTING ENGINEER T + 6 mm ( 1 /4 ) = THICKNESS + SHOE THICKNESS CONCRETE CAN BE CONSIDERED WITH THE HANGER PLATE (SEE DETAIL) HANGER PLATE ROLLBAR (D) T + 6 mm (1/4 ) TOP OF BEARING (NOTE: IF THE FLANGE HANGER IS NOT USED, = T + 20 mm (3/4 )) SECTION 26 - DEEP SHOE TO SUIT THICKNESS DEEP SHOE TO SUIT THE THICKER 90 mm (3 1 /2 ) MIN. FOR 100 mm (4 ) SHOE (TYP.) (D) (T + TS) + 6 mm ( 1 /4 ) (TS) THICKER T + 6 mm ( 1 /4 ) TOP OF BEARING REBAR (IF REQUIRED BY THE CONSULTING ENGINEER) SOLID MASONRY WALL, ACCORDING TO THE SPECIFICATIONS OF THE CONSULTING ENGINEER (FILL THE MASONRY BLOCK WITH MORTAR, UNDER THE JOIST SHOE) (T + TS) + 6 mm ( 1 /4 ) = ( THICKNESS + THICKER ) + SHOE THICKNESS SECTION 28 - MINI-JOIST AT CORRIDOR THICKNESS 130 mm (5 1 /4 ) REINFORCED STEEL BY THE CONSULTING ENGINEER 90 mm (3 1 /2 ) MIN. FOR 100 mm (4 ) SHOE (TYP.) 300 mm (12 ) WELDED WIRE MESH 300 mm (12 ) 100 mm (4 ) MIN. REBAR (IF REQUIRED BY THE CONSULTING ENGINEER) CORRIDOR 100 mm (4 ) MIN. REBAR (IF REQUIRED BY THE CONSULTING ENGINEER) SOLID MASONRY WALL, ACCORDING TO THE SPECIFICATIONS OF THE CONSULTING ENGINEER (FILL THE MASONRY BLOCK WITH MORTAR, UNDER THE JOIST SHOE) T + 6 mm ( 1 /4 ) = THICKNESS + SHOE THICKNESS 8

TYPICAL DETAILS SECTION 29 - MINI-JOIST WITH HANGER PLATE AT CORRIDOR THICKNESS 130 mm (5 1 /4 ) REINFORCED STEEL BY THE CONSULTING ENGINEER 90 mm (3 1 /2 ) MIN. FOR (D) T + 6 mm ( 1 /4 ) 100 mm (4 ) SHOE (TYP.) TOP OF BEARING NO SHOE (U.N.O.) ON MINI JOIST 300 mm (12 ) WELDED WIRE MESH 300 mm (12 ) 90 mm (3 1 / 2 ) MIN. FOR 100 mm (4 ) SHOE (TYP.) REBAR (IF REQUIRED BY THE CONSULTING ENGINEER) HANGER PLATE FOR THICKER CORRIDOR SOLID MASONRY WALL, ACCORDING TO THE SPECIFICATIONS OF THE CONSULTING ENGINEER (FILL THE MASONRY BLOCK WITH MORTAR, UNDER THE JOIST SHOE) T + 6 mm ( 1 /4 ) = THICKNESS + SHOE THICKNESS SECTION 30 - HEADER SUPPORT 5 mm ( 3 /16 ) 20 mm ( 3 /4 ) 39 mm (1 1 /2 ) HEADER BEAM 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 WILL BECOME T + 6 mm ( 1 /4 ) = THICKNESS + SHOE THICKNESS SECTION 31 - FLANGE HANGER FOR BEAM AND WALL 5 mm ( 3 /16 ) 25 @ 300 mm (1 @ 12 ) ROLLBAR FLANGE HANGER (TYPE F.H) STEEL BEAM, STEEL STUD WALL, WOOD STUD WALL, MASONRY WALL OR CONCRETE WALL SECTION 32 - FLANGE HANGER FOR INSULATED CONCRETE FORM 20 mm ( 3 /4 ) Ø HOLES AT 600 mm (24 ) C/C FOR ANCHORED FLANGE HANGER (TYPE M.H) ROLLBAR REINFORCED INSULATED CONCRETE WALL 9

TYPICAL DETAILS SECTION 33 - CANTILEVERED BALCONY (SHALLOW JOIST PARALLEL TO BALCONY) SEE SPECIFICATIONS OF THE ARCHITECT VARIABLE 1251 mm (4-1 1 /4 ) REBAR ACCORDING TO THE SPECIFICATIONS OF THE CONSULTING ENGINEER SEE SPECIFICATIONS OF THE ARCHITECT VARIABLE 1251 mm (4-1 1 /4 ) REBAR ACCORDING TO THE SPECIFICATIONS OF THE CONSULTING ENGINEER SLOPE (D) 25 mm (1 ) TEMPORARY SUPPORT FOR BALCONY (DESIGNED AND SUPPLIED BY OTHERS) JOIST SHORTER T + 50 mm (2 ) OF 50 mm (2 ) SLOPE (D) 25 mm (1 ) FLANGE HANGER SOLID MASONRY WALL, ACCORDING TO THE SPECIFICATIONS OF THE CONSULTING ENGINEER IMPORTANT; BRIDGING ANGLES TO BE INSTALLED AFTER FORMS STRIPPED BUT BEFORE THE REMOVAL OF BALCONY TEMPORARY SUPPORTS REBAR (IF REQUIRED BY THE CONSULTING ENGINEER) BRIDGING TO BOTTOM CHORD MAY BE NECESSARY IF UPLIFT DUE TO CANTILEVER BALCONY EXCEEDS GRAVITY LOAD. (IF REQUIRED BY THE ENGINEER) SECTION 34 - CANTILEVERED BALCONY (JOIST PARALLEL TO BALCONY) REBAR (IF REQUIRED BY THE CONSULTING ENGINEER) TEMPORARY SUPPORT FOR BALCONY (DESIGNED AND SUPPLIED BY OTHERS) FLANGE HANGER HANGER PLATE TO THICKEN MORE 50 (2 ), 76 (3 ), 127 (5 ) OR 152 (6 ) THAN BASE SOLID MASONRY WALL, ACCORDING TO THE SPECIFICATIONS OF THE CONSULTING ENGINEER BRIDGING TO BOTTOM CHORD MAY BE NECESSARY IF UPLIFT DUE TO CANTILEVER BALCONY EXCEEDS GRAVITY LOAD. (IF REQUIRED BY THE ENGINEER) IMPORTANT; BRIDGING ANGLES TO BE INSTALLED AFTER FORMS STRIPPED BUT BEFORE THE REMOVAL OF BALCONY TEMPORARY SUPPORTS 10

TYPICAL DETAILS SECTION 35 - CANTILEVERED BALCONY (JOIST PERPENDICULAR TO BALCONY) SEE SPECIFICATIONS OF THE ARCHITECT 90 mm (3 1 /2 ) MIN FOR 100 mm (4 ) SHOE (TYP.) REBAR (SEE THE CONSULTING ENGINEER) DEEP SHOE TO SUIT THE THICKER SLOPE REBAR (IF REQUIRED BY THE CONSULTING ENGINEER) TEMPORARY SUPPORT FOR BALCONY (DESIGNED & SUPPLIED BY OTHERS) CEILING EXTENSION THICKER TO SUIT BALCONY HANGER PLATE T + TS (D) THICKER (TS) 25 mm (1") SOLID MASONRY WALL, ACCORDING TO THE SPECIFICATIONS OF THE CONSULTING ENGINEER (FILL THE MASONRY BLOCK WITH MORTAR, UNDER THE JOIST SHOE) SECTION 36 - MAXIMUM DUCT OPENINGS (D500) ** WEB OPENINGS ARE ALIGNED ONLY WITH JOISTS WHICH HAVE IDENTICAL LENGTHS ** TOP OF PANEL R S D D = MAXIMUM DIAMETER S = MAXIMUM SQUARE R = MAXIMUM RECTANGLE SECTION 36 - MAXIMUM DUCT OPENING (D500 TABLES) 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 DEPTH PANEL D S R (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 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. 11

12 TYPICAL DETAILS

TYPICAL DETAILS 8.2 MD2000 SERIES SECTION NO. DESCRIPTION PAGE 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 }... 14 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 }... 15 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 }... 16 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 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 }... 18 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 }... 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

TYPICAL DETAILS STEEL DECK T + 38 mm (1 1 /2 ) (D) TOTAL SECTION 1 - STANDARD JOIST SHOE TOP OF TOP CHORD 100 mm (4 ) L 100 x 75 x 6 x 150 mm (L 4 x 3 x 1 /4 x 6 ) FIRST DIAGONAL 90 mm (3 1 /2 ) MIN. FOR 100 mm (4 ) SHOE (TYP.) WELDED WIRE-MESH REBAR (IF REQUIRED BY THE CONSULTING ENGINEER) SOLID MASONRY WALL OR REINFORCEMENT CONCRETE WALL, ACCORDING TO THE SPECIFICATIONS OF THE CONSULTING ENGINEER (FILL THE MASONRY BLOCK WITH MORTAR, UNDER THE JOIST SHOE) 6 mm ( 1 /4 ) 75 mm (3 ) TOTAL T + 38 mm (1 1 /2 ) T + 38 mm (1 1 /2 ) = THICKNESS + STEEL DECK DEPTH 65 mm (2 1 /2 ) 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) SECTION 4 - JOIST BEARING ON MASONRY OR CONCRETE WALL T + 38 mm (1 1 /2 ) TOTAL STEEL DECK (D) (D) SECTION 2 - BOLTED JOIST AT STEEL COLUMN (FLANGE / WEB) 90 mm (3 1 /2 ) MIN. FOR 100 mm (4 ) SHOE (TYP.) 100 mm (4 ) STEEL COLUMN, ACCORDING TO THE SPECIFICATIONS OF THE CONSULTING ENGINEER (U.N.O) - SHOE WIDTH = 190 mm (7 1 /2 ) SECTION 3 - BOLTED JOIST AT STEEL BEAM 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) STEEL DECK 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 T + 38 mm (1 1 /2 ) TOTAL STEEL BEAM, ACCORDING TO THE SPECIFICATIONS OF THE CONSULTING ENGINEER (U.N.O) 14

TYPICAL DETAILS SECTION 5 - JOISTS BEARING ON MASONRY OR CONCRETE WALL 90 mm (3 1 /2 ) MIN. FOR 100 mm (4 ) SHOE (TYP.) STEEL DECK SECTION 6 - JOIST BEARING ON CONCRETE WALL WITH INSULATED FORM 90 mm (3 1 /2 ) MIN. FOR 100 mm (4 ) SHOE (TYP.) WELDED WIRE-MESH STEEL DECK T + 38 mm (1 1 /2 ) (D) TOTAL (D) T + 38 mm (1 1 /2 ) TOTAL REBAR (IF REQUIRED BY THE CONSULTING ENGINEER) SOLID MASONRY WALL OR REINFORCED CONCRETE WALL, ACCORDING TO THE SPECIFICATIONS OF THE CONSULTING ENGINEER (FILL THE MASONRY BLOCK WITH MORTAR, UNDER THE JOIST SHOE) REBAR (IF REQUIRED BY THE CONSULTING ENGINEER) NOTCH RIGID INSULATION REINFORCED INSULATED CONCRETE WALL, ACCORDING TO THE SPECIFICATIONS OF THE CONSULTING ENGINEER SECTION 7 - JOISTS BEARING ON CONCRETE WALL WITH INSULATED FORM NOTCH RIGID INSULATION (TYP.) 90 mm (3 1 /2 ) MIN. FOR 100 mm (4 ) SHOE (TYP.) STEEL DECK T + 38 mm (1 1 /2 ) (D) TOTAL REBAR (IF REQUIRED BY THE CONSULTING ENGINEER) REINFORCED INSULATED CONCRETE WALL ACCORDING TO THE SPECIFICATIONS, OF THE CONSULTING ENGINEER SECTION 8 - JOIST BEARING ON STEEL BEAM 5 mm ( 3 /16 ) 40 mm (1 1 /2 ) 65 mm (2 1 /2 ) MIN. FOR 75 mm (3 ) OR 100 mm (4 ) SHOE (TYP.) WELDED WIRE-MESH STEEL DECK T + 38 mm (1 1 /2 ) (D) TOTAL POUR STOP (BY OTHERS) STEEL BEAM, ACCORDING TO THE SPECIFICATIONS OF THE CONSULTING ENGINEER (U.N.O) 15

TYPICAL DETAILS 90 mm (3 1 /2 ) MIN. FOR 100 mm (4 ) SHOE (TYP.) 65 mm (2 1 /2 ) MIN. FOR 75 mm (3 ) SHOE (TYP.) 5 mm ( 3 /16 ) 40 mm (1 1 /2 ) WELDED WIRE-MESH STEEL DECK T + 38 mm (1 1 /2 ) (D) TOTAL THE METAL STUD AND THE TOP PLATE CAPACITY, ACCORDING TO THE SPECIFICATIONS OF THE CONSULTING ENGINEER 5 mm ( 3 /16 ) 40 mm (1 1 /2 ) 90 mm (3 1 /2 ) MIN. FOR 100 mm (4 ) SHOE (TYP.) 65 mm (2 1 /2 ) MIN. FOR 75 mm (3 ) SHOE (TYP.) STEEL DECK T + 38 mm (1 1 /2 ) (D) TOTAL SECTION 9 - JOISTS BEARING ON STEEL BEAM 5 mm ( 3 /16 ) 40 mm (1 1 /2 ) 65 mm (2 1 /2 ) MIN. FOR 75 mm (3 ) OR 100 mm (4 ) SHOE (TYP.) STEEL DECK STEEL BEAM, ACCORDING TO THE SPECIFICATIONS OF THE CONSULTING ENGINEER (U.N.O) SECTION 10 - JOIST BEARING ON STEEL STUD WALL SECTION 11 - JOISTS BEARING ON STEEL STUD WALL NOTE: STAGGERED JOISTS THE METAL STUD AND THE TOP PLATE CAPACITY, ACCORDING TO THE SPECIFICATIONS OF THE CONSULTING ENGINEER T + 38 mm (1 1 /2 ) (D) TOTAL SECTION 12 - JOIST BEARING ON A WOOD WALL 90 mm (3 1 /2 ) MIN. FOR 100 mm (4 ) SHOE (TYP.) SHOE ANCHORED TO THE PLANK WITH SCREWS OR NAILS WELDED WIRE-MESH STEEL DECK T + 38 mm (1 1 /2 ) (D) TOTAL THE WOOD WALL AND THE TOP PLATE CAPACITY, ACCORDING TO THE SPECIFICATIONS OF THE CONSULTING ENGINEER 16

TYPICAL DETAILS SECTION 13 - JOISTS BEARING ON WOOD STUD WALL 90 mm (3 1 /2 ) MIN. FOR 100 mm (4 ) SHOE (TYP.) SHOE ANCHORED TO THE PLANK WITH SCREWS OR NAILS STEEL DECK T + 38 mm (1 1 /2 ) (D) TOTAL NOTE: STAGGERED JOIST THE WOOD WALL AND THE TOP PLATE CAPACITY, ACCORDING TO THE SPECIFICATIONS OF THE CONSULTING ENGINEER SECTION 14 - EXPANSION JOINT AT INTERMEDIATE FLOORS (AT MASONRY WALL) ANGLE ANCHORED TO THE MASONRY WALL, ACCORDING TO THE SPECIFICATIONS OF THE CONSULTING ENGINEER FIBRE BOARD 12 mm ( 1 /2 ) DO NOT WELD THE SHOE ON THE ANGLE STEEL DECK ACCORDING TO THE SPECIFICATIONS OF THE CONSULTING ENGINEER (D) TOTAL T + 38 mm (1 1 /2 ) REBAR (IF REQUIRED BY THE CONSULTING ENGINEER) SOLID MASONRY WALL, ACCORDING TO THE SPECIFICATIONS OF THE CONSULTING ENGINEER SUPPORT ANGLE, ACCORDING TO THE SPECIFICATIONS OF THE CONSULTING ENGINEER TEMPORARY SUPPORT UNDER EACH JOIST AND EACH END UNTIL ALL FLOORS HAVE BEEN POURED (PROVIDED AND DESIGNED BY OTHERS) SECTION 15 - EXPANSION JOINT AT ROOF (AT MASONRY WALL) 12 mm ( 1 /2 )Ø ROD x 600 mm (24 ) @ 600 mm (24 ) c /c. FIBRE BOARD 12 mm ( 1 /2 ) GREASE OR WRAP THIS END OF ROD WITH BUILDING PAPER DO NOT WELD THE SHOE 90 mm (3 1 /2 ) MIN. FOR 100 mm (4 ) SHOE (TYP.) ON THE EMBEDED MATERIAL STEEL DECK T + 38 mm (1 1 /2 ) (D) TOTAL REBAR (IF REQUIRED BY THE CONSULTING ENGINEER SOLID MASONRY WALL, ACCORDING TO THE SPECIFICATIONS OF THE CONSULTING ENGINEER (FILL THE MASONRY BLOCK WITH MORTAR, UNDER THE HAMBRO SHOE) SECTION 16 - EXPANSION JOINT AT FLOORS (AT STEEL BEAM) 65 mm (2 1 /2 ) MIN. FOR 75 mm (3 ) OR 100 mm (4 ) SHOE (TYP.) 3 OR /16 1 1 /2 5 mm 40 mm FIBRE BOARD 12 mm ( 1 /2 ) DO NOT WELD THE SHOE ON THE ANGLE STEEL DECK T + 38 mm (1 1 /2 ) (D) TOTAL STEEL BEAM, ACCORDING TO THE SPECIFICATIONS OF THE CONSULTING ENGINEER (U.N.O) STIFFENER (IF REQUIRED) SUPPORT ANGLE, ACCORDING TO THE SPECIFICATIONS OF THE CONSULTING ENGINEER 17

TYPICAL DETAILS 50 mm (2 ) MIN. TYP. STEEL DECK ANCHORED TO THE WALL STEEL DECK SOLID MASONRY WALL OR REINFORCED CONCRETE WALL, ACCORDING TO THE SPECIFICATIONS OF THE CONSULTING ENGINEER T + 38 mm (1 1 /2 ) (D) TOTAL SECTION 17 - EXPANSION JOINT AT ROOF (AT STEEL BEAM) 5 mm ( 3 /16 ) 40 mm (1 1 /2 ) 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 65 mm (2 1 /2 ) MIN. FOR 75 mm (3 ) OR FOR 100 mm (4 ) SHOE (TYP.) FIBRE BOARD 12 mm ( 1 /2 ) DO NOT WELD THE SHOE ON THE BEAM STEEL DECK SECTION 20 - JOIST PARALLEL TO A MASONRY WALL OR CONCRETE WALL REBAR (IF REQUIRED BY THE CONSULTING ENGINEER) T + 38 (1 1 /2 ) (D) TOTAL STEEL BEAM ACCORDING TO THE SPECIFICATIONS OF THE CONSULTING ENGINEER (UNO) 75 mm (3 ) MIN. TYP. DO NOT WELD THE STEEL DECK ON THE EMBEDED MATERIAL FIBRE BOARD 12 mm ( 1 /2 ) STEEL DECK SOLID MASONRY WALL, ACCORDING TO THE SPECIFICATIONS OF THE CONSULTING ENGINEER T + 38 mm (1 1 /2 ) (D) TOTAL SECTION 18 - MINIMUM CLEARANCE FOR OPENING AND HOLE IN THE END OF 150 mm (6 ) MIN. OPENING SEE TYPICAL REINFORCEMENT FOR OPENING. 150 mm (6 ) MIN. 150 mm (6 ) MIN. DIAMETER 200 mm (8 ) ** REBAR AROUND THE HOLE IS NOT REQUIRED ** THE QUANTITY OF HOLE AT 150 mm (6 ) & MORE OF THE JOIST IS NOT IMPORTANT STEEL DECK SECTION 19 - JOIST PARALLEL TO EXPANSION JOINT REBAR (IF REQUIRED BY THE CONSULTING ENGINEER) (D) TOTAL HOLE 20 mm ( 3 /4 ) MIN. APPLICABLE IN EACH CASE 20 mm ( 3 /4 ) MIN. APPLICABLE IN EACH CASE TEMPORARY SUPPORT (DESIGNED & SUPPLIED BY OTHERS) 18

TYPICAL DETAILS REBAR (IF REQUIRED BY THE CONSULTING ENGINEER) 50 mm (2 ) MIN. TYP. STEEL DECK T + 38 mm (1 1 /2 ) (D) TOTAL SECTION 21 - JOIST PARALLEL TO A CONCRETE WALL WITH INSULATED FORM REINFORCEMENT INSULATED CONCRETE WALL, ACCORDING TO THE SPECIFICATIONS OF THE CONSULTING ENGINEER ARC WELDING 19 mm ( 3 /4 ) TYP. OR #12 SELF TAPPING FASTENERS 50 mm (2 ) MIN. TYP. STEEL DECK STEEL BEAM, ACCORDING TO THE SPECIFICATIONS OF THE CONSULTING ENGINEER (U.N.O) T + 38 mm (1 1 /2 ) (D) TOTAL SECTION 22 - JOIST PARALLEL TO A STEEL BEAM SECTION 23 - JOIST PARALLEL TO A STEEL STUD WALL ARC WELDING 20 mm ( 3 /4 ) TYP. OR #12 SELF TAPPING FASTENERS 50 mm (2 ) MIN. TYP. METAL DECK T + 38 mm (1 1 /2 ) (D) TOTAL THE METAL STUD AND THE TOP PLATE CAPACITY, ACCORDING TO THE SPECIFICATIONS OF THE CONSULTING ENGINEER SECTION 24 - JOIST PARALLEL TO A WOOD WALL 75 mm (3 ) MIN. TYP. METAL DECK ANCHORED TO THE PLANK WITH WOOD SCREW #12 STEEL DECK T + 38 mm (1 1 /2 ) (D) TOTAL WOOD WALL AND THE TOP PLATE CAPACITY, ACCORDING TO THE SPECIFICATIONS OF THE CONSULTING ENGINEER 19

TYPICAL DETAILS SECTION 25 - THICKER ANGLE WELDED TO THE TOP CHORD TO GET A THICKER OF 50 mm (2 ) AND MORE (SEE SECTION OF BALCONY) SEE SPECIFICATIONS OF THE ARCHITECT 90 mm (3 1 /2 ) MIN. FOR 100 mm (4 ) SHOE (TYP.) REBARS, SEE THE CONSULTING ENGINEER SLOPE DEEP SHOE TO SUIT THE THICKER STEEL DECK WELDED WIRE-MESH TEMPORARY SUPPORT FOR BALCONY (DESIGNED & SUPPLIED BY OTHERS) ANGLE FOR THICKER SOLID MASONRY WALL, ACCORDING TO THE SPECIFICATIONS OF THE CONSULTING ENGINEER (FILL THE MASONRY BLOCK WITH MORTAR, UNDER THE JOIST SHOE) 50 mm (2 ) AND MORE (D) THICKER (TS) 25 mm (1 ) REBAR (IF REQUIRED BY THE CONSULTING ENGINEER) S + TS TOTAL (S) HEADER BEAM SECTION 27 - CANTILEVERED BALCONY (JOIST PERPENDICULAR TO BALCONY) 80 mm (3 1 /8 ) TOTAL SECTION 26 - HEADER SUPPORT 5 mm ( 3 /16 ) 20 mm ( 3 /4 ) STEEL DECK IF THERE IS A JOIST SITTING ON THE HEADER BEAM THE DIMENSION 80 mm (3 1 /8 ) WILL BECOME 76 mm (3 ) 20

TYPICAL DETAILS SECTION 28 - CANTILEVERED BALCONY (SHALLOW JOIST PARALLEL TO BALCONY) SEE SPECIFICATIONS OF THE ARCHITECT SEE PLAN SEE PLAN SLOPE 50 mm (2 ) MIN. TYP. WELDED WIRE-MESH TEMPORARY SUPPORT FOR BALCONY (DESIGNED & SUPPLIED BY OTHERS) REBAR (IF REQUIRED BY THE CONSULTING ENGINEER) STEEL DECK SOLID MASONRY WALL, ACCORDING TO THE SPECIFICATIONS OF THE CONSULTING ENGINEER IMPORTANT; BRIDGING ANGLES TO BE INSTALLED AFTER FORMS STRIPPED BUT BEFORE THE REMOVAL OF BALCONY TEMPORARY SUPPORTS BRIDGING TO BOTTOM CHORD MAY BE NECESSARY IF UPLIFT DUE TO CANTILEVER BALCONY EXCEEDS GRAVITY LOAD. (IF REQUIRED BY THE ENGINEER) SEE SPECIFICATIONS OF THE ARCHITECT SEE PLAN SEE PLAN SLOPE 50 mm (2 ) MIN. TYP. WELDED WIRE-MESH 25 mm (1 ) REBAR (IF REQUIRED BY THE CONSULTING ENGINEER) STEEL DECK ANGLE FOR THICKER S + TS JOIST DEPTH (D) THICKER (TS) TOTAL (S) S + TS 25 mm (1 ) THICKER (TS) REBAR, ACCORDING TO THE SPECIFICATIONS OF THE CONSULTING ENGINEER JOIST DEPTH (D) TOTAL (S) SECTION 29 - CANTILEVERED BALCONY (JOIST PARALLEL TO BALCONY) REBAR, ACCORDING TO THE SPECIFICATIONS OF THE CONSULTING ENGINEER TEMPORARY SUPPORT FOR BALCONY (DESIGNED & SUPPLIED BY OTHERS) SOLID MASONRY WALL, ACCORDING TO THE SPECIFICATIONS OF THE CONSULTING ENGINEER BRIDGING TO BOTTOM CHORD MAY BE NECESSARY IF UPLIFT DUE TO CANTILEVER BALCONY EXCEEDS GRAVITY LOAD. (IF REQUIRED BY THE ENGINEER) IMPORTANT; BRIDGING ANGLES TO BE INSTALLED AFTER FORMS STRIPPED BUT BEFORE THE REMOVAL OF BALCONY TEMPORARY SUPPORTS 21

TYPICAL DETAILS SECTION 30 - MAXIMUM DUCT OPENINGS ** WEB OPENINGS ARE ALIGNED ONLY WITH JOISTS WHICH HAVE IDENTICAL LENGTHS ** TOP OF PANEL R S D D = MAXIMUM DIAMETER S = MAXIMUM SQUARE R = MAXIMUM RECTANGLE DEPTH PANEL D S R (mm) (mm) (mm) (mm) (mm x mm) 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 DEPTH PANEL D S R (in.) (in.) (in.) (in.) (in. x in.) 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. 22

TYPICAL DETAILS 8.3 DTC (LH SERIES) SECTION NO. DESCRIPTION PAGE 1 Standard Shoe 2 Bolted Joists at Steel Beam 3 Bolted Joist at Column (Flange / Web) 4 Joist Bearing on Steel Beam }... 24 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 } } }... 25... 26... 27 23

TYPICAL DETAILS 90 mm (3 1 /2 ) MIN. FOR 100 mm (4 ) SHOE (TYP.) 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) 65 mm (2 1 /2 ) (D) T + 35 (1 3 /8 ) TOP OF TOP CHORD 100 mm (4 ) STEEL COLUMN, ACCORDING TO THE SPECIFICATIONS OF THE CONSULTING ENGINEER (U.N.O) - T + 35 mm (1 3 /8) = THICKNESS + SHOE THICKNESS - SHOE WIDTH = 190 mm (7 1 /2 ) 10 mm ( 3 /8 ) 39 mm (1 1 /2 ) 75 mm (3 ) T + 35 mm (1 3 /8 ) 100 mm (4 ) FIRST DIAGONAL (L 4 x 3 x 3 /8 x 6 ) L 100 x 75 x 10 x 150 mm SECTION 3 - BOLTED JOIST AT COLUMN (FLANGE / WEB) 90 mm (3 1 /2 ) MIN. FOR 100 mm (4 ) SHOE (TYP.) 65 mm (2 1 /2 ) MIN. FOR 75 mm (3 ) SHOE (TYP.) 5 mm ( 3 /16 ) 40 mm (1 1 /2 ) (D) SECTION 1 - STANDARD SHOE SECTION 2 - BOLTED JOISTS AT STEEL BEAM 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) 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 ) FLANGE BETWEEN 102 mm (4 ) & 125 mm (4 7 /8 ) FLANGE BETWEEN 127 mm (5 ) & 150 mm (5 7 /8 ) FLANGE BETWEEN 152 mm (6 ) & 188 mm (7 3 /8 ) FLANGE BETWEEN 190 mm (7 1 /2 ) & 228 mm (8 7 /8 ) FLANGE BETWEEN 230 mm (9 ) & 252 mm (9 7 /8 ) FLANGE BETWEEN 254 mm (10 ) & 303 mm (11 7 /8 ) FLANGE OF 305 mm (12 ) & MORE T + 1 3 /8 = THICKNESS + SHOE THICKNESS SECTION 4 - JOIST BEARING ON STEEL BEAM POUR STOP (BY OTHERS) STEEL BEAM, ACCORDING TO THE SPECIFICATIONS OF THE CONSULTING ENGINEER (U.N.O) T + 35 mm (1 3 /8 ) = THICKNESS + SHOE THICKNESS (D) T + 35 mm (1 3 /8 ) STEEL BEAM, ACCORDING TO THE SPECIFICATIONS OF THE CONSULTING ENGINEER (U.N.O) 24

TYPICAL DETAILS FLANGE HANGER (FIXED, SEE ED-D500) STEEL BEAM, ACCORDING TO THE SPECIFICATIONS OF THE CONSULTING ENGINEER (U.N.O) * THE HANGER PLATE IS USED TO THICKEN UNDER SIDE OF THE CONCRETE. * 4 DIFFERENTS STANDARD THICKNESS OF CONCRETE CAN BE CONSIDERED WITH THE HANGER PLATE (SEE DETAIL) 158 mm (6 1 /4 ) 82 mm (3 1 /4 ) 184 mm (7 1 /4 ) 108 mm (4 1 /4 ) SECTION 5 - MINIMUM CLEARANCE FOR OPENINGS AND HOLES IN THE END OF 178 mm (7 ) MIN. OPENING SEE TYPICAL REINFORCEMENT FOR OPENING. 178 mm (7 ) MIN. 178 mm (7 ) MIN. DIAMETER 200 mm (8 ) ** REBAR AROUND THE HOLE IS NOT REQUIRED ** THE QUANTITY OF HOLE AT 7 & MORE OF THE JOIST IS NOT IMPORTANT SECTION 6 - JOIST PARALLEL TO A STEEL BEAM SECTION 7 - THICKER HANGER PLATE ROLLBAR SECTION 8 - FLANGE HANGER FOR STEEL BEAM AND WALL 5 mm ( 3 /16 ) 25 @ 300 mm (1 @ 12 ) ROLLBAR FLANGE HANGER (TYPE F.H) STEEL BEAM, CONCRETE WALL, WOOD WALL, STEEL STUD WALL OR MASONRY WALL 20 mm ( 3 /4 ) (APPLICABLE AT EACH CASE) 20 mm ( 3 /4 ) (APPLICABLE AT EACH CASE) (D) HOLE 25

TYPICAL DETAILS SECTION 9 - FLANGE HANGER FOR INSULATED CONCRETE FORM 20 mm ( 3 /4 )Ø HOLES AT 600 mm (24 ) c /c FOR ANCHORED FLANGE HANGER (TYPE M.H) ROLLBAR REINFORCED INSULATED CONCRETE WALL SECTION 10 - MAXIMUM DUCT OPENINGS (LH) ** WEB OPENINGS ARE ALIGNED ONLY WITH JOISTS WHICH HAVE IDENTICAL LENGTHS ** TOP OF PANEL PANEL PANEL PANEL R S D D = MAXIMUM DIAMETER S = MAXIMUM SQUARE R = MAXIMUM RECTANGLE SECTION 10 - MAXIMUM LH DUCT OPENINGS TABLES DEPTH PANEL D S R (mm) (mm) (mm) (mm) (mm x mm) 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 DEPTH PANEL D S R (in.) (in.) (in.) (in.) (in. x in.) 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 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. 26

TYPICAL DETAILS SECTION 11 - JOIST PARALLEL TO A CONCRETE WALL WITH INSULATED FORM REBAR (IF REQUIRED BY THE CONSULTING ENGINEER) FLANGE HANGER (FIXED, SEE ED-D500) (D) REINFORCED INSULATED CONCRETE WALL, ACCORDING TO THE SPECIFICATIONS OF THE CONSULTING ENGINEER SECTION 12 - JOIST BEARING ON CONCRETE WALL WITH INSULATED FORM 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 (TYP.) (D) T + 35 mm (1 3 /8 ) REBAR (IF REQUIRED BY THE CONSULTING ENGINEER) REINFORCED INSULATED CONCRETE WALL, ACCORDING TO THE SPECIFICATIONS OF THE CONSULTING ENGINEER 27

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SPECIFICATIONS 9. SPECIFICATIONS PART 1-GENERAL 1.1 SCOPE The supplier shall: (a) (b) 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. 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. (b) (c) Shop drawings prepared only from approved erection drawings shall be used for fabrication and erection. 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 F y = 350 MPa (50 ksi) minimum. 3- Bottom chord member shall consist of either hot rolled angles with F y = 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 F y = 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) (c) 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. 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 F y = 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/m 3 (145 pounds / ft. 3 ). 3- Maximum size coarse aggregate: 19 mm ( 3 /4 ). 1

SPECIFICATIONS 3.2 FABRICATION (a) Fabrication shall be in accordance with the Hambro Shop Standard Practice. (b) (c) The joist top chord shall be fabricated to allow for 40 mm (1 1 /2 ) embedment into the concrete slab. 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. 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: (g) (h) (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. 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). Construction Loads 1- Bundles of plywood or roll bars should not be placed on joist system but rather on supporting walls or beams. 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) (c) (d) 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. Special conditions requiring top and/or bottom bracing shall be shown on erection drawings prepared by supplier. Welded Wire Fabric - Lapping shall be in accordance with the provisions of CAN/CSA A23.3-04 and Hambro construction drawings. (i) 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). 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 ). (e) (f) End anchorage - Joist shoes shall be properly welded, anchored or embedded as per engineer s or architect s drawings. Concreting Practice 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. 2

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www.hambro.ws 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 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 2