Prolam LVL 15 Design Guide. Register Free for our Beam Calculator

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1 Prolam LVL 15 Design Guide Register Free for our Beam Calculator

2 2 Contents 03 Scope of Publication 04 Prolam LVL Design/Effective Span 06 Continuous Spans 06 Rip Sawing Prolam LVL Double Section Prolam LVL Steel and Timber Post Fixing 08 Fire Resistance 09 Cutting and Notching 10 Roof Construction Detailing 10 Lateral Restraint of Roof Beams 11 Chemical Resistance 11 Storage and Handling 00 Marking of Prolam LVL Designing with Prolam LVL Product Specification 12 Limit State Design Values 13 Strength Reduction Factor 13 Duration of Load 13 Bearing Factor 13 Load Sharing 13 Stability 13 Temperature 13 Moisture Effects 13 Size Factor 14 Joint Group 14 Section Properties Span Tables 15 Joists 15 Normal Domestic 16 Tiled Domestic 17 Joists Supporting Par Loadbearing Walls 19 Bearers 19 Supporting Joists only 1.5 kpa 21 Supporting Single/Upper Loadbearing Wall 25 Supporting Double Loadbearing Wall 29 Lintel 29 Single/Upper Loadbearing Wall 32 Supporting Double Loadbearing Wall 33 Supporting TG 35 Ceiling Joists 36 Ceiling Runner / Hanging Beams 37 Rafters 41 Hip Rafters 43 Ridge or Intermediate Beams 47 Verandah Beams 51 Garage Beams

3 3 Scope of this Publication This Design Guide and Load Tables assist in the selection of Prolam LVL 15 beams for some of the common structural arrangements met in domestic construction in accordance with the principles and intent of NZS 3603:1993 Timber Structures Standard and NZS 3604: 2011 Timber framed buildings. Loading data is taken from AS/NZS 1170:2002 Structural design Actions to satisfy the requirements of section B1 of the New Zealand Building Regulations. Substitution of Other Products All load tables in this document are designed using SAI Global product certified properties of Prolam LVL 15 as distributed in New Zealand by Prowood. Other manufacturers LVL may have different properties and therefore cannot be designed using these span tables. Wind Loading Except where otherwise noted, the tables given in this Design Guide are suitable for applications in building wind zones up to Extra high (EH) exposure as per NZS 3604: 2011 Timber framed buildings table 5.4. Separate table for rafters and verandah beams are given for wind exposure medium (M) wind exposure. Snow Loading A snow load of 1.0 kpa has been assumed in all tables in this Design Guide. NZS 3604 Section 15 provides modification factors for snow loads up to 2.0 kpa. Roof Mass The roof mass in these tables has been separated into four categories related to the type of roof cladding and whether it supports a ceiling. Roof Type Mass kg/m 2 Typical Description Light Roof 25 Light Roof & Ceiling 40 Heavy Roof 75 Heavy Roof & Ceiling 90 Corrugated Metal Desk Tiled Roof WE RE PROUDLY NEW ZEALAND OWNED & OPERATED Product Warranty Prowood warrants that its SmartFrame Engineered Wood products will be free from manufacturing defects in workmanship and material. In addition, provided the product is correctly installed and used, Smartwoodsolutions warrants the adequacy of its design for the normal and expected life of the structure. This warranty is backed by the full resources of Pacific Woodtech Corporation and undewritten by product liability insurance.

4 4 Prolam LVL 15 Description Prolam LVL 15 is a Douglas Fir structural laminated veneer lumber (LVL) manufactured by Pacific Woodtech Corporation, Washington State, USA to meet the quality controlled process requirements of AS/NZS Structural Laminated Veneer Lumber. Quality Compliance with process based quality control requirements is third party audited by SAI-Global, and the audits, together with end product testing is used as the basis for Product Certification by SAI-Global as a JAS-ANZ accredited Product Certification body. JAS-ANZ stands for the government established Joint Accreditation System of Australia and New Zealand which exists as the peak organisation for accreditation of Product Certification bodies. AS 4357 Lic SMKB25220 SAI Global Marking Each piece of Prolam LVL is marked at least once with the Prolam LVL branding compliant with AS/NZS 4357 structural LVL standard for identification and evidence of compliance with manufacturing control standards and product quality certification. Preservative Treatment Options LVL 15 can be supplied untreated, or treated in accordance with the Prolam LVL preservation treatment standard 20 June 2017 to meet the durability requirements where hazard class H1.2 or less applies. Benefits of Prolam LVL 15 Prolam LVL 15 has a number of advantages over other solid woodbased materials: Long lengths of Prolam LVL 15 are available; up to 12 metres ex-stock from merchants. The Prolam LVL 15 strength is optimised by grading and selecting veneer for different parts of the LVL cross section and making a very high strength to weight ratio product. Higher strength can mean a smaller section size is required. Structural properties of LVL are very uniform because the randomised layers of thin veneers are pre-graded for stiffness (coefficient of variation for modulus of elasticity less than 5%). LVL members have high strength because of the low variability and randomised wood properties in thin layers.

5 5 Prolam LVL 15 continued Prolam LVL 15 Design/Effective Span Normal structural analysis uses the centreline representation of the member. The term span can be defined in a number of ways and these are defined as follows: Clear Span. This is the distance between the faces of any support. It is generally the one easiest to measure and read from the drawings. Nominal span/centre-line span. This is the distance between the centre of the supports. This span is used to determine bending moments and deflections for continuous spanning members. Diagram (a) shows beam where bearings have been designed appropriately. The effective span is taken as the distance between the centre of each bearing area. Design span/effective span. This is the span used for single span members to determine the bending moment, the slenderness of bending members and the deflections. In NZS 3603 this is the dimension referred to as L, and is defined below. Design span/effective span is the distance between: The centre of the bearing at each end of a beam where the bearing lengths have NOT been conservatively sized The centre of notional bearing that have been sized appropriately, where the size of the bearing IS conservative. Clear span (distance between face of supports) Effective span (design span L) Effective span (design span) L Diagram (b) shows beam where bearings at each end have been oversized. (This is frequently the case for beams that bear onto brickwork or concrete walls where the thickness of the wall is in excess of the area required to give the beam bearing capacity). Clear span (distance between face of supports) Centre-line span (distance between centres of supports) 1. Calculate the minimum bearing required to carry the loads satisfactorily 2. Add minimum bearing length to clear span distance. Area of support required for bearing Length of effective bearing Length of original bearing (oversized)

6 6 Prolam LVL 15 continued Continuous Spans For beams continuous over two (2) unequal spans, the design span and the Resultant Span Description depend upon the percentage difference between the two spans as shown below: Note, for continuous spans, the Design Span is taken as the distance between the centre of the supports, as shown in Design Span on page 2 of the Design Guide. Span difference % 10% max 10 30% above 30% Effective span main span 1.1 x main span main span Resultant span description continuous continuous single SPAN DIFFERENCE (main span 2nd span) (main span + 2nd span) x 100 Main span 2nd span Rip Sawing Prolam LVL 15 One of the unique properties of Prolam LVL 15 is that it may be ripped through the depth to the smaller section sizes as those given in these span tables without affecting the basic strength properties. It is important that the new members are not cut undersized if the maximum spans in these tables are to be used. The sawing through the thickness to produce sections of a lesser thickness may decrease the integrity of the Prolam LVL 15 and is therefore NOT recommended under any circumstances. Double Prolam LVL 15 Section Beams Beams of 70, 84 and 116 mm thickness can be formed by nail laminating two sections of Prolam LVL 15 as follows. The suggested method of vertical lamination below provides a greater level of fixity between individual components, and with the use of an elastomeric adhesive, also prevents moisture penetration between the laminates. Beam Thickness Individual Section Thickness Nail Ø Minimum Nail Length

7 7 Prolam LVL 15 continued Multiple Member Laminating of Top Loaded Beams (Symmetrical Loading) The edges of the individual sections must be carefully aligned to each other so that the composite beam is flat, allowing the applied loads to be equally shared. Depths up to and including 300 mm: 2 rows of nails as shown above at 300 mm centre. Depths in excess of 300 mm: 3 rows of nails as shown above at 300 mm centres. Temporary waterproof membrane Nails driven on alternatives ides Bead of elastomeric adhesive 300 mm spacing Bead of elastomeric adhesive D Recommended during construction protection from weather for multiple Prolam LVL 15 Multiple Member Laminating of Side Loaded Beams (Non-Symmetrical Loading) Maximum Floor Load Width supported by either Outside Member Combination 1 2 pieces of 35 or 42 mm Combination 2 3 pieces of 35 or 42 mm Combination 3 1 piece of 35 or 42 mm 1 piece of 58 or 75 mm Nail spacing 50 mm Min Combination (see below) 3.75Ø x 90 mm Nails 2 Rows at 300 Ctrs 3 Rows at 300 Ctrs 2 Rows at 600 Ctrs 2 Rows at 300 Ctrs 50 mm Min Bolt spacing 50 mm Min Combination Combination Combination Stagger row of bolts 55 mm minimum diameter washer 50 mm Min Notes: 1. Table values are for 40 kg/m 2 floors. 2. The table values for nails may be doubled for nails at 150 mm centres, and tripled for nails at 100 mm centres 3. The nail schedules shown apply to both sides of a three (3) piece beam 4. Bolts are to be grade 4.6 commercial bolts. Bolt holes are to be a maximum of 13 mm diameter and are to be located NOT less than 50 mm from either edge. 5. All bolts shall be fitted with a washer at each end, of a size NOT less than that given in AS Table 4.12.

8 8 Prolam LVL 15 continued How to use the Maximum Uniform Side Load Table Beam of 2 Prolam LVL loaded on both side (Combination 1) FLW 1 = 2800 mm, FLW 2 = 2300 mm Total FLW = = 5100 mm 1. Use Prolam LVL safe load tables to size the two member section to support the FLW of 5100 mm. 2. Choose the larger of the side FLW s carried by the beam, in this case 2800 mm. 3. Enter the table at the Combination 1 row and scan across to a table value greater than 2800 mm. The first value in the row at 3600 mm is greater than the 2800 mm required, thus adopt 2 rows of 3.75Ø x 90 mm nails at 300 mm centres. Floor load width 1 = 2800 mm Floor load width 2 = 2300 mm Steel and Timber Post Fixing to Prolam LVL 15 Fire Resistance Columncap to provide required bearing length BL and fully support all plys of beam BL Beam to be laterally restrained to prevent it twisting or rotating at the support The method of calculating the fire resistance of LVL is described in Section 9 of NZS Clause NZS 3603 specifies the charring rate of softwood timber with a density similar to Douglas Fir as 0.65 mm per minute. An alternative solution may be obtained by the method defined within AS c = Where: c = notional charring rate, in mm per minute = timber density of Prolam LVL kg/m 3 Post cap to provide required bearing length BL and fully support all plys of beam

9 9 Cutting and Notching Prolam LVL 15 Beams, Bearers, Rafters and Joists D/4 max D D/8 or 25 mm max D/2 or 100 mm max 60 min D/8 or 25 mm max D/2 or 100 mm max D/4 max D/2 max D D/4 max D 100 mm max Notch may be over support Notch may be over support D/2 max D/3 max 50 mm min D 200 mm or greater 100 mm max 50 dia 200 mm Note: Not more than 3 holes per 1800 mm of span B B/4 max 68 min D min D less than 200 mm D D/8 or 25mm max D/8 or 25mm max Note: Not more than 3 holes per 1800 mm of span D/3 max D/4 max D less than 200 mm D/3 min 3D max D Note: Not more than 3 holes per 1800 mm of span D/3 min Rafter Cut

10 10 Prolam LVL 15 continued Roof Construction Detailing Rafter Cut Detail May be used for Counter, Hanging and Strutting Beams Rafter Underpurlin Fixing Rafter Rafter cut NOT less than 1:3 Rafter Not less than D/3 or 100 mm Underpurlin Nail fixing to AS 1684, skewed through rafter into underpurlin ACROSS the plane of the veneers Rafters are NOT to be skew nailed to the underpurlin with the nails parallel to the direction of the veneers Vertical Prolam LVL 15 Roof Struts Prolam LVL 15 underpurlin Prolam LVL 15 underpurlin Prolam LVL 15 vertical strut DO NOT cut the birdsmouth in the direction of the Prolam LVL 15 veneers Lateral Restraint of Hanging, Counter, Strutting, Strutting/Hanging Beams and Strutting/Counter Beams Rafter Underpurlin Fan struts (a) Block skew nailed to beam and to support with 3/75 mm skew nails to each member (b) Min 35 x 32 mm tie nailed to top of beam and to support with 2/75 mm nails at each end (c) Galvanised strap nailed to support and top of beam with 2/30 x 2.8 mm nails each end to beam Brace min 35x35 with 2/75 mm nails each end Strutting beam Underpurlin Notes: 1. Method used depends upon whether ceiling joists are perpendicular or parallel to the beam. 2. Methods given in (b) and (c) are particularly suitable for restraining strutting beams and strutting/ hanging beams at the intermediate points where the beams are supported, as they also permit these beams to be supported up clear of the ceiling joists by packing under at their supports. Fan struts Example Intermediate Lateral Restraints Strutting beam

11 11 Prolam LVL 15 continued Chemical Resistance Prolam LVL 15 (wood in general) has a definite advantage over steel members when exposed to corrosive environments. Timber and wood products are able to withstand mild acid conditions and are more resistant to degradation. The behaviour of Prolam LVL 15 in chemical environments depends upon a number of factors, including PH and temperature. Wood essentially responds by either swelling (Category S), similar to moisture response, or by chemical degradation (Category D). Damage due to swelling is essentially reversible, but chemical degradation results in breakdown of the wood structure and is non-reversible. Category S agents include alcohol and other polar agents. These agents swell dry wood causing a strength (and stiffness) loss proportional to the swelling. Category D agents include acids, alkalis and salts and result in a loss of strength and stiffness directly related to the loss of member cross-section. The table below provides a rough guide to performance of Prolam LVL 15 in chemical environments. The effect of chemicals on wood will generally be worsened by increased exposure time, temperature, extremes of ph and chemical concentration. Wood generally offers considerably less resistance to alkalis than acids. Softwoods (includes Prolam LVL 15) generally have better resistance to acids than hardwoods. Where there is the possibility of chemical attack on Prolam LVL 15 members, designers should seek expert advice. Agent Category Chemical Agent Mode of Attack Neutral 5 (Swelling) Non-polar liquids such as petroleum hydrocarbons Alcohol and other polar solvents Damage Reversible or Permanent Severity (loss of strength and/or stiffness) None Negligible Negligible Swelling Reversible Proportional to volumetric swelling D (Degrading) Inorganic acids Hydrolysis or cellulose Permanent Slight to moderate D D D Organic acids such as: Formic, acetic, propionic and lactic acid Alkalis such as: sodium, calcium and magnesium hydroxide Salts (considered as weak acids) Table reference Williamson T. G 2002 APA Engineered Wood Handbook Hydrolysis or cellulose Permanent Slight (ph 3-6) De-lignification of wood and dissolving of hemicellulose Permanent Moderate (ph > 9.5) Severe (ph > 11) Hydrolysis of cellulose Permanent Slight Storage and Handling of Prolam LVL 15 Store Prolam LVL 15 flat on a hard, dry surface If surface isn t paved, the ground should be covered with a polythene film Keep covered with waterproof material that allows bundles to breathe Use bearers (bolsters) between the ground and the first bundle (4 metre max spacing) Use 100 x 50 timber flat between bundles at same spacing as bolsters Take great care to rewrap remaining material after opening bundles LVL grows in thickness and depth when allowed to get wet... KEEP DRY! LVL with high MC has short term reduction in Characteristic Strengths. KEEP DRY! Under NO circumstances is stored Prospan SmartLVL to be in contact with the ground. Bearers at a maximum of 4000 mm centres Use bearers to keep stacked material away from damp surfaces. Align bearer vertically.

12 12 Designing with Prolam LVL 15 The design information contained within this Design Guide is for the SAI Global product certified properties of Prolam LVL 15 only. Other manufacturers LVL may have different properties and therefore cannot be designed using this information. Product Specifications Veneer Dimensional Tolerances Thickness: Species: Grade: Joints: Length: Depth: Thickness: mm Douglas Fir (Pseudotsauga menziesii) CD (Metriguard graded) Face scarf and overlap +/- 10 mm < 200 mm +/- 1 mm > 201 mm +/- 2 mm -0, +4 mm at 12% moisture content Adhesive Phenol Formaldehyde (Type A, AS ) Formaldehyde Emission Class Forestry Stewardship E0 (Table 1 AS/NZS 4357) Certified chain of custody system to PEFC Limit State Design Characteristics Properties Timber Strength Properties 1 Bending Edge f 1 b 59 MPa Bending Flat f 1 b 59 MPa Tension Parallel to Grain f 1 t 35 MPa Tension Perpendicular to Grain f 1 tp 0.5 MPa Compression Parallel to Grain f 1 c 39 MPa Compression Perpendicular to Grain Edge f 1 p 12 MPa Compression Perpendicular to Grain Flat f 1 p 7.8 MPa Shear Edge (rail shear to AS/NZS 4357) (3 point bending to AS/NZS 4063) Shear Flat (rail shear to AS/NZS 4357) (3 point bending to AS/NZS 4063) f 1 s f 1 s 4.2 MPa 5.0 Mpa 3.0 MPa 2.4 Mpa Average Elastic Modulus E 15,000 MPa Average Modulus of Rigidity G 775 MPa Average Density 600 kg/m 3 Moisture Content 12-15% (1) Dry conditions

13 13 Designing with Prolam LVL 15 continued The strength reduction factor for calculating the design capacities of structural members shall be taken from the table below, refer- enced from AS Strength Reduction Factor Application of Prolam LVL 15 as a Structural Member Category 1 Structural members for houses for which failure would be unlikely to affect an area greater than 25 m 2 ; OR secondary members Category 2 Primary structural members in structures other than houses; OR elements in houses for which failure would be likely to affect an area* greater than 25 m 2 Category 3 Primary structural members in structures intended to fulfil essential services or post disaster function Strength Reduction Factor Ø* *AS :2010 Table 2.1 Duration of Load Factor The duration of load factor k 1 for strength is defined within clause 2.7 and Table 2.4 of NZS 3603:1993. The duration of load factor k 2 for deflection is defined within clause 2.7 and Table 2.5 of NZS 3603:1993. Bearing Factor The bearing area factor k 3 is defined within clause 2.8 and Table 2.6 of NZS 3603:1993 Load Sharing Because of the reduced variability of strength values of LVL compared to solid timber, the load sharing factors k 4 and k 5 within clause 2.9 of NZS 3603:1993 do not apply and therefore k 4 and k 5 = 1.0. k 6 is a factor relating specifically to Glulam and thus for LVL assumes a value of 1.0 Stability The stability factor k 8 is defined within clause 2.10 and Table 2.8 of NZS 3603:1993 for dry timber. Appendix C of NZS 3603 provides alternative solutions for the determination of the slenderness coefficient S for beams. Temperature NZS 3603:1993 Clause C.11 states Under normal conditions in New Zealand, no modification of the characteristic stresses need to be made for the effects of temperature. Moisture Effects When used in dry conditions where the moisture content remains below 15%, no modification for moisture content is required. (for definition of dry locations, see NZS 3603:1993 clause C6.3.3). Size Factor The characteristic values in bending and tension for wood products is affected by a size factor. For Prolam LVL 15, multiply the published characteristic strength and tension values by the size factors shown in the table below. Beam Orientation Edge Bending Depth of Section Strength Adjustment < 90 mm Nil > 90 mm (90/d) Flat > 45 mm (45/t) Tension Largest Cross Section Dimension Where: d = depth of member on edge t = thickness of member Strength Adjustment < 150 mm Nil > 150 mm (150/d) 0.167

14 14 Designing with Prolam LVL 15 continued Joint Group The joint group for Prospan SmartLVL 15 in the table below has been calculated using AS Timber - Methods of test for mechanical fasteners and connectors modified as per Appendix A of NZS 3603:1993. Nails in Lateral Load Screws in Lateral Load Nails and Screws in Withdrawal Edge Face Bolts and Coach Screws in Lateral Load Driven into Face Perpendicular to Grain Parallel to Grain J4 J4 J2 J2 J4 J3 Prolam LVL 15 Section Sizes and Properties Nominal Size Beam Mass (kg/m) Nominal Section Area 10 3 mm 2 Major Axis Minor Axis Z XX I XX EI XX Z YY I YY 10 3 mm mm Nmm mm mm 4 90 x x x x x x

15 15 Floor Joists Supporting Domestic Floor Loads Only Floor mass 40 kg/m 2 Joist spacing < 600 mm Bearer Floor joist supporting floor loads only Design Deflection Limits D.L L.L Minimum of span/300 or 12.5 mm Minimum of span/360 or 9.0 mm Floor Dynamics Minimum natural frequency 8 Hertz Maximum differential deflection between joists of 1.5 mm under a concentrated load of 1.0 kn mid-span Joist span Joist spacing Loadings: Permanent self weight + 40 kg/m kpa of the live load, live load = 1.5 kpa or floor point load = 1.8 kn Joint Spacing Member Size Recommended Single Span Recommended Continuous Span 90 x x x x x x Notes: 1. Spans are suitable for solid timber, particle board and ply flooring. Floor sheeting glued and nailed to joists will improve floor rigidity. Where heavy overlay material is to be applied, such as a mortar bed tiled or slate floor, the permanent load allowance should be increased to 1.0 kpa. 2. For beams which are continuous over two unequal spans, the design span and the resultant span description depend upon the percentage span differences between the two spans as shown on page D = member depth, B = member breadth, NS = not suitable. 4. End bearing lengths = 42 mm at end supports and 58 mm at internal supports for continuous members. 5. Not all sizes of Prolam LVL 15 in this table are stocked in New Zealand. Please check with your supplier before ordering.

16 16 Floor Joists Supporting Domestic Tiled Floors Floor mass 100 kg/m 2 Joist spacing < 600 mm Bearer Floor joist supporting floor loads only Design Deflection Limits D.L L.L Minimum of span/300 or 12.5 mm Minimum of span/360 or 9.0 mm Floor Dynamics Minimum natural frequency 8 Hertz Maximum differential deflection between joists of 1.5 mm under a concentrated load of 1.0 kn mid-span Joist span Joist spacing Loadings: Permanent self weight kg/m kpa of the live load, live load = 1.5 kpa or floor point load = 1.8 kn Joint Spacing Member Size Recommended Single Span Recommended Continuous Span 90 x x x x x x Notes: 1. For beams which are continuous over two unequal spans, the design span and the resultant span description depend upon the percentage span differences between the two spans as shown on page D = member depth, B = member breadth, NS = not suitable. 3. End bearing lengths = 42 mm at end supports and 58 mm at internal supports for continuous members. 4. Not all sizes of Prolam LVL 15 in this table are stocked in New Zealand. Please check with your supplier before ordering

17 17 Single Span Floor Joists Supporting Parallel Load Bearing Walls Floor mass 40 kg/m 2 Joist spacing < 600 mm Roof Load Width Design Deflection Limits D.L Minimum of span/300 or 12.5 mm L.L Minimum of span/360 or 9.0 mm Loadings: Permanent self weight + 40 kg/m kpa of the live load, live load = 1.5 kpa or floor point load = 1.8 kn, light roof and ceiling = 40 kg/m 2, heavy roof and ceiling = 90 kg/m 2, lightweight wall mass = 30 kg/m 2, snow load = 1.0 kpa, wall height = 3000 mm. Joist span Joist spacing Roof Load Width Member Size Light Roof with Ceiling (40 kg/m 2 ) Heavy Roof with Ceiling (90 kg/m 2 ) 2 / 90 x / 120 x / 140 x / 190 x / 240 x / 290 x

18 18 Continuous Span Floor Joists Supporting Parallel Load Bearing Walls Floor mass 40 kg/m 2 Joist spacing < 600 mm Loadings: Permanent self weight + 40 kg/m kpa of the live load, live load = 1.5 kpa or floor point load = 1.8 kn, light roof and ceiling = 40 kg/m 2, heavy roof and ceiling = 90 kg/m 2, lightweight wall mass = 30 kg/m 2, snow load = 1.0 kpa, wall height = 3000 mm. Roof Load Width Member Size Light Roof with Ceiling (40 kg/m 2 ) Heavy Roof with Ceiling (90 kg/m 2 ) 2 / 90 x / 120 x / 140 x / 190 x / 240 x / 290 x Notes: 1. For beams which are continuous over two unequal spans, the design span and the resultant span description depend upon the percentage span differences between the two spans as shown on page D = member depth, B = member breadth, NS = not suitable. 3. End bearing lengths = 42 mm at end supports and 58 mm at internal supports for continuous members. Subscript values indicate the minimum additional bearing length where required to be greater than 42 mm at ends and 58 mm at internal supports. 4. Not all sizes of Prolam LVL 15 in this table are stocked in New Zealand. Please check with your supplier before ordering.

19 19 Single Span Floor Bearers Supporting Floor Loads Only Floor mass 40 kg/m 2 Bearer supporting joist loads only Floor joist supporting floor loads only Design Deflection Limits D.L Minimum of span/300 or 12.5 mm L.L Minimum of span/360 or 9.0 mm Loadings: Permanent self weight + 40 kg/m kpa of the live load, live load = 1.5 kpa or floor point load = 1.8 kn Floor load width Bearer span Floor Load Member Size Maximum Allowable Single Span 2 / 90 x / 120 x / 140 x / 190 x / 240 x / 290 x

20 20 Continuous Span Floor Bearers Supporting Floor Loads Only Floor mass 40 kg/m 2 Joist spacing < 600 mm Loadings: Permanent self weight + 40 kg/m kpa of the live load, live load = 1.5 kpa or floor point load = 1.8 kn. Floor Load Member Size Maximum Allowable Continuous Span 2 / 90 x / 120 x / 140 x / 190 x / 240 x / 290 x Notes: 1. D = member depth, B = member breadth, NS = not suitable. 2. The above table was based on a maximum floor dead load of 40 kg/m kpa of LL, floor live load of 1.5 kpa & floor point load of 1.8 kn 3. End bearing lengths = 42 mm at end supports and 58 mm at internal supports for continuous members. Subscript values indicate the minimum additional bearing length where required to be greater than 42 mm at end supports and 58 mm at internal supports. 4. Restraint value for slenderness calculations is 600 mm (floor joist centres at 600 mm max). 5. Not all sizes of Prolam LVL 15 in this table are stocked in New Zealand. Please check with your supplier before ordering. 6. For beams which are continuous over two unequal spans, the design span and the resultant span description depend upon the percentage span differences between the two spans as shown on page 2.

21 21 Single Span Floor Bearers Supporting Single Storey Load Bearing Wall Light Roof and Ceiling Floor mass 40 kg/m 2 Roof mass 40 kg/m 2 Roof load width Design Deflection Limits D.L Minimum of span/300 or 12.5 mm L.L Minimum of span/360 or 9.0 mm Load bearing wall Single or upper storey bearer Bearer Loadings: Permanent self weight + 40 kg/m kpa of the live load, live load = 1.5 kpa or floor point load = 1.8 kn, light roof and ceiling = 40 kg/m 2, heavy roof and ceiling = 90 kg/m 2, lightweight wall mass = 30 kg/m 2, snow load = 1.0 kpa, wall height = 3000 mm. Bearer span Floor load width Floor Load Roof Load Member Size Maximum Allowable Single Span 2 / 90 x / 120 x / 140 x / 190 x / 240 x / 290 x

22 22 Continuous Span Floor Bearers Supporting Single Storey Load Bearing Wall Light Roof and Ceiling Floor mass 40 kg/m 2 Roof mass 40 kg/m 2 Floor Load Roof Load Member Size Maximum Allowable Continuous Span 2 / 90 x / 120 x / 140 x / 190 x / 240 x / 290 x Notes: 1. D = member depth, B = member breadth, NS = not suitable. 2. The above table was based on total ground floor mass of 40 kg/m kpa of LL, floor live load of 1.5 kpa, floor point load of 1.8 kn, light roof & ceiling weight of 40kg/m 2, lightweight wall of 30 kg/m 2 & ground snow load of 1kPa. 3. The above table was based on a wall height of 3000 mm. 4. End bearing lengths = 42 mm at end supports and 58 mm at internal supports for continuous members. Subscript values indicate the minimum additional bearing length where required to be greater than 42 mm at end supports and 58 mm at internal supports. 5. Restraint value for slenderness calculations is 600 mm. 6. Not all sizes of Prolam LVL 15 in this table are stocked in New Zealand. Please check with your supplier before ordering. 7. For beams which are continuous over two unequal spans, the design span and the resultant span description depend upon the percentage span differences between the two spans as shown on page 2.

23 23 Single Span Floor Bearers Supporting Single Storey Load Bearing Wall Heavy Roof and Ceiling Floor mass 40 kg/m 2 Roof mass 90 kg/m 2 Loadings: Permanent - self weight + 40 kg/m kpa of the live load, floor live load = 1.5 kpa or floor point load = 1.8 kn, heavy roof and ceiling = 90 kg/m 2, lightweight wall mass = 30 kg/m 2, snow load = 1.0 kpa & wall height = 3000mm. Floor Load Roof Load Member Size Maximum Allowable Single Span 2 / 90 x NS 2 / 120 x / 140 x / 190 x / 240 x / 290 x

24 24 Continuous Span Floor Bearers Supporting Single Storey Load Bearing Wall Heavy Roof and Ceiling Floor mass 40 kg/m 2 Roof mass 90 kg/m 2 Floor Load Roof Load Member Size Maximum Allowable Continuous Span 2 / 90 x / 120 x / 140 x / 190 x / 240 x / 290 x Notes: 1. D = member depth, B = member breadth, NS = not suitable. 2. The above table was based on total ground floor mass of 40 kg/m kpa of LL, floor live load of 1.5 kpa, floor point load of 1.8 kn, heavy roof & ceiling weight of 90kg/m 2, lightweight wall of 30 kg/m 2 & ground snow load of 1kPa. 3. The above table was based on a wall height of 3000 mm 4. End bearing lengths = 42 mm at end supports and 58 mm at internal supports for continuous members. Subscript values indicate the minimum additional bearing length where required to be greater than 42 mm at end supports and 58 mm at internal supports. 5. Restraint value for slenderness calculations is 600 mm 6. Not all sizes of Prospan SmartLVL 15 in this table are stocked in New Zealand. Please check with your supplier before ordering 7. For beams which are continuous over two unequal spans, the design span and the resultant span description depend upon the percentage span differences between the two spans as shown on page 2

25 25 Single Span Floor Bearer Supporting Double Storey Load Bearing Wall Light Roof and Ceiling Upper floor mass 40 kg/m 2 Lower roof mass 40 kg/m 2 Roof mass 90kg/m 2 Roof load width Upper floor joists Design Deflection Limits D.L Minimum of span/300 or 12.5 mm L.L Minimum of span/360 or 9.0 mm Upper floor load width Lower floor load width Bearer span Top plate Load bearing wall Loadings: Permanent - self weight + 40 kg/m kpa of the live load, live load = 1.5 kpa or floor point load = 1.8 kn, light roof and ceiling = 40 kg/m2, lightweight wall mass = 30 kg/m2, snow load = 1.0 kpa & wall height = 6000mm. Lower Floor Load Upper Floor Load Roof Load Member Size Maximum Allowable Single Span 2 / 90 x / 120 x / 140 x / 190 x / 240 x / 290 x

26 26 Continuous Span Floor Bearer Supporting Double Storey Load Bearing Wall Light Roof with Ceiling Upper floor mass 40 kg/m 2 Lower roof mass 40 kg/m 2 Roof mass 90kg/m 2 Lower Floor Load Upper Floor Load Roof Load Member Size Maximum Allowable Continuous Span 2 / 90 x / 120 x / 140 x / 190 x / 240 x / 290 x Notes: 1. D = member depth, B = member breadth, NS = not suitable. 2. The above table was based on total upper floor mass of 40 kg/m 2, lower floor mass of 40 kg/m 2, floor live load of 1.5 kpa, floor point load of 1.8 kn, light roof and ceiling mass of 40kg/m 2, wall mass of 30 kg/m 2, permanent floor live load of 0.6 kpa & snow load of 1.0 kpa 3. The above table was based on a wall height of 6000 mm. 4. End bearing lengths = 42 mm at end supports and 58 mm at internal supports for continuous members. Subscript values indicate the minimum additional bearing length where required to be greater than 42 mm at end supports and 58 mm at internal supports. 5. Not all sizes of Prospan SmartLVL 15 in this table are stocked in New Zealand. Please check with your supplier before ordering 6. For beams which are continuous over two unequal spans, the design span and the resultant span description depend upon the percentage span differences between the two spans as shown on page 2.

27 27 Single Span Floor Bearer Supporting Double Storey Load Bearing Wall Heavy Roof and Ceiling Upper floor mass 40 kg/m 2 Lower roof mass 40 kg/m 2 Roof mass 90kg/m 2 Loadings: Permanent - self weight + 40 kg/m kpa of the live load, live load = 1.5 kpa or floor point load = 1.8 kn, heavy roof and ceiling = 90 kg/m 2, lightweight wall mass = 30 kg/m 2, snow load = 1.0 kpa & wall height = 6000mm. Lower Floor Load Upper Floor Load Roof Load Member Size Maximum Allowable Continuous Span 2 / 90 x NS 1050 NS NS NS 1000 NS NS 2 / 120 x / 140 x / 190 x / 240 x / 290 x

28 28 Continuous Span Floor Bearer Supporting Double Storey Load Bearing Wall Heavy Roof and Ceiling Upper floor mass 40 kg/m 2 Lower roof mass 40 kg/m 2 Roof mass 90kg/m 2 Lower Floor Load Upper Floor Load Roof Load Member Size Maximum Allowable Continuous Span 2 / 90 x / 120 x / 140 x / 190 x / 240 x / 290 x Notes: 1. D = member depth, B = member breadth, NS = not suitable. 2. The above table was based on total upper floor mass of 40 kg/m 2, lower floor mass of 40 kg/m 2, floor live load of 1.5 kpa, floor point load of 1.8 kn, heavy roof and ceiling mass of 90kg/m2, wall mass of 30 kg/m 2, permanent floor live load of 0.6 kpa & snow load of 1.0 kpa 3. The above table was based on a wall height of 6000 mm. 4. End bearing lengths = 42mm at end supports and 58 mm at internal supports for continuous members. Subscript values indicate the minimum additional bearing length where required to be greater than 42 mm at end supports and 58 mm at internal supports. 5. Not all sizes of Prospan SmartLVL 15 in this table are stocked in New Zealand. Please check with your supplier before ordering 6. For beams which are continuous over two unequal spans, the design span and the resultant span description depend upon the percentage span differences between the two spans as shown on page 2

29 29 Lintels in Single/Upper Storey Walls Light Roof and Ceiling All Wind Speeds Roof mass 35kg/m 2 Single/Upper Storey Lintel Rafter/truss spacing Roof load width RLW Design Deflection Limits D.L Minimum of span/300 or 12.0 mm L.L Minimum of span/360 or 12.0 mm Normal studs Loadings: Light roof and ceiling = 35 kg/m2, snow load = 1.0 kpa Normal studs Lintel span Upper Floor Load Roof Load Member Size Maximum Allowable Single Span 90 x NS 1100 NS NS 1050 NS NS 120 x x x x x / 90 x / 120 x / 140 x / 190 x / 240 x / 290 x

30 30 Lintels in Single/Upper Storey Walls Heavy Roof and Ceiling All Wind Speeds Roof mass 75kg/m 2 Loadings: Heavy roof and ceiling = 75 kg/m 2, snow load = 1.0 kpa Upper Floor Load Roof Load Member Size Maximum Allowable Single Span 90 x NS 1050 NS NS 100 NS NS 120 x NS 140 x x x x / 90 x / 120 x / 140 x / 190 x / 240 x / 290 x Notes: 1. D = member depth, B = member breadth, NS = not suitable. 2. Lightweight roof 35 kg/m 2, heavy roof 75 kg/m 2, snow loads 1.0 kpa 3. Minimum bearing length = 35 mm at end supports. Subscript values indicate the minimum additional bearing length where required to be greater than 35 mm. 4. Restraint value for slenderness calculations is 600 mm.

31 31 Lintels in Single/Upper Storey Walls Light Roof and Ceiling All Wind Speeds Roof mass 35kg/m 2 Floor mass 40kg/m 2 Rafter or truss spacing Roof load width Design Deflection Limits D.L Minimum of span/300 or 12.0 mm L.L Minimum of span/300 or 12.0 mm Upper floor load width Jamb stud Common stud Lintel span Lower storey lintel Loadings: permanent - self weight + 40 kg/m kpa of the live load, live load = 1.5 kpa or floor point load = 1.8 kn, light roof and ceiling = 35 kg/m 2, lightweight wall mass = 30 kg/m 2, snow load = 1.0 kpa & wall height = 3000mm. Roof Load Floor Load Member Size Maximum Allowable Single Span 90 x NS NS 1050 NS NS 1000 NS NS NS NS NS NS NS NS 120 x x x x x / 90 x / 120 x / 140 x / 190 x / 240 x / 290 x

32 32 Lintels in Lower Storey Walls Heavy Roof All Wind Speeds Roof mass 75kg/m 2 Floor mass 40kg/m 2 Loadings: permanent - self weight + 40 kg/m kpa of the live load, live load = 1.5 kpa or floor point load = 1.8 kn, heavy roof and ceiling = 75 kg/m 2, lightweight wall mass = 30 kg/m 2, snow load = 1.0 kpa & wall height = 3000mm. Roof Load Floor Load Member Size Maximum Allowable Single Span 90 x NS NS NS NS NS NS NS NS NS NS NS NS NS NS 120 x x x x x / 90 x NS 2 / 120 x / 140 x / 190 x / 240 x / 290 x Notes: 1. D = member depth, B = member breadth, NS = not suitable. 2. Upper floor mass of 40 kg/m 2, lightweight wall mass 20 kg/m 2, snow loads 1.0 kpa 3. Minimum bearing length = 35 mm at end supports. Subscript values indicate the minimum additional bearing length where required to be greater than 35 mm. 4. Restraint value for slenderness calculations is 600 mm.

33 33 Lintels in Single/Upper Storey Walls Supporting TG Light Roof and Ceiling All Wind Speeds Roof mass 35kg/m 2 GT Setback Design Deflection Limits D.L Minimum of span/300 or 12.0 mm L.L Minimum of span/300 or 12.0 mm Lintel span Truss span Loadings: Permanent - light roof and ceiling = 35 kg/m 2, snow load = 1.0 kpa GT Setback Truss Span Member Size Maximum Allowable Span 190 x x x / 190 x / 240 x / 290 x

34 34 Lintels in Single/Upper Storey Walls Supporting TG Heavy Roof and Ceiling All Wind Speeds Roof mass 75kg/m 2 GT Setback Truss Span Member Size Maximum Allowable Span 190 x NS NS 240 x x / 190 x / 240 x / 290 x Notes: 1. D = member depth, B = member breadth, NS = not suitable. 2. Lightweight roof 35 kg/m 2, heavy roof 75 kg/m 2, snow loads 1.0 kpa 3. Maximum truss overhang 900 mm 4. Minimum bearing length = 35 mm at end supports. Subscript values indicate the minimum additional bearing length where required to be greater than 35 mm.

35 35 Ceiling Joists All Wind Speeds Ceiling mass 17.5kg/m 2 Single joist span Continuous span ceiling joist Hanging Beam Rafter Design Deflection Limits D.L Minimum of span/300 L.L Minimum of span/300 P.L Minimum of span/300 or 25mm Ceiling joist span Ceiling joist spacing Loadings: Ceiling mass = 17.5kg/m 2, ceiling live load = 0.5kPa or point load = 1.0kN Ceiling Joist spacing Member Size Maximum Allowable Single Span Maximum Allowable Continuous Span 90 x x x x x x Notes: 1. D = member depth, B = member breadth 2. Do not walk on joists during construction unless a construction plank is in place 3. Minimum end/internal bearing length of 70 mm

36 36 Ceiling Runner/Hanging Beam Supporting Ceiling Loads Only Ceiling mass 17.5kg/m 2 Hanging Beam Ceiling joist Design Deflection Limits D.L Minimum of span/300 L.L Minimum of span/300 P.L Minimum of span/300 or 25mm X = Total of ceiling joist spans either side of hanging beam Hanging Beam span Loadings: Ceiling mass = 17.5kg/m 2, ceiling live load = 0.5kPa or point load = 1.0kN Ceiling Load width= X/2 Ceiling load width Member Size Maximum Allowable Span 190 x x x / 190 x / 240 x / 290 x Notes: 1. D = member depth, B = member breadth, NS = not suitable. 2. The above table was based on a maximum ceiling mass of 20 kg/m Minimum bearing length = 70 mm at end supports. 4. Not all sizes of SmartLVL 15 in this table are stocked in New Zealand Please check with your supplier before ordering

37 37 Roof Rafter Supporting Lightweight and Heavy Roof Low to Medium Wind Speeds Lightweight roof mass - 30 & 40 kg/m 2 Heavyweight roof mass - 75 & 90 kg/m 2 Rafter Propped ridgeboard Rafter span Design Deflection Limits D.L Minimum of span/300 or 25mm L.L Minimum of span/300 or 25mm WIND Minimum of span/300 or 25mm Overhang Rafter spacing Maximum Birdsmouth = 30% of rafter depth Rafter spacing Member Size DxB Roof mass (kg/m 2 ) (see note 6) (see note 6) Span O/H Span O/H Span O/H Span O/H Span O/H Span O/H Span O/H Span O/H Maximum Allowable Single Span & Overhang Maximum Allowable Continuous Span & Overhang x x x x x

38 38 Roof Rafter Supporting Lightweight and Heavy Roof Low to Medium Wind Speeds continued Rafter spacing Member Size DxB Roof mass (kg/m 2 ) (see note 6) (see note 6) Span O/H Span O/H Span O/H Span O/H Span O/H Span O/H Span O/H Span O/H Maximum Allowable Single Span & Overhang Maximum Allowable Continuous Span & Overhang x Notes: 1. D = member depth, B = member breadth, NS = not suitable 2. The above table was based on a batten spacing of 900mm 3. Lightweight roof 30 and 40 kg/m 2, heavy roof 75 and 90 kg/m 2, snow load 1.0 kpa 4. Maximum birdsmouth depth = 30% of rafter depth 5. End bearing lengths of 35mm at end supports & 35mm at internal supports for continuous members. Subscript values indicate the minimum additional bearing length where required to be greater than 35mm at end supports & 35mm at internal supports 6. Construction loads shall not be applied to overhangs until a 190x19 (minimum) timber fascia or other fascia of equivalent stiffness is rigidly and permanently attached to the end of the rafter overhang.

39 39 Roof Rafter Supporting Lightweight and Heavy Roof High to Extremely High Wind Speeds Lightweight roof mass - 30 & 40 kg/m 2 Heavyweight roof mass - 75 & 90 kg/m 2 Rafter Propped ridgeboard Rafter span Design Deflection Limits D.L Minimum of span/300 or 25mm L.L Minimum of span/300 or 25mm WIND Minimum of span/300 or 25mm Overhang Rafter spacing Maximum Birdsmouth = 30% of rafter depth Rafter spacing Member Size DxB Roof mass (kg/m 2 ) (see note 6) (see note 6) Span O/H Span O/H Span O/H Span O/H Span O/H Span O/H Span O/H Span O/H Maximum Allowable Single Span & Overhang Maximum Allowable Continuous Span & Overhang x x x x x

40 40 Roof Rafter Supporting Lightweight and Heavy Roof High to Extremely High Wind Speeds continued Rafter spacing Member Size DxB Roof mass (kg/m 2 ) (see note 6) (see note 6) Span O/H Span O/H Span O/H Span O/H Span O/H Span O/H Span O/H Span O/H Maximum Allowable Single Span & Overhang Maximum Allowable Continuous Span & Overhang x Notes: 1. D = member depth, B = member breadth, NS = not suitable 2. The above table was based on a batten spacing of 900mm 3. Lightweight roof 30 and 40 kg/m 2, heavy roof 75 and 90 kg/m 2, snow load 1.0 kpa 4. Maximum birdsmouth depth = 30% of rafter depth 5. End bearing lengths of 35mm at end supports & 35mm at internal supports for continuous members. Subscript values indicate the minimum additional bearing length where required to be greater than 35mm at end supports & 35mm at internal supports 6. Construction loads shall not be applied to overhangs until a 190x19 (minimum) timber fascia or other fascia of equivalent stiffness is rigidly and permanently attached to the end of the rafter overhang.

41 41 Hip Rafter Lightweight and Heavy Roofs All Wind Speeds Lightweight roof mass - 30 & 40 kg/m 2 Heavyweight roof mass - 75 & 90 kg/m 2 Hip span (actual length) Overhang (actual length) Design Deflection Limits D.L Minimum of span/300 or 25mm L.L Minimum of span/300 or 25mm WIND Minimum of span/300 or 25mm Hip rafter Member Size Roof mass (kg/m 2 ) Single span Overhang Contiuous span Overhang x x x