Alejandro Medina Xiao Li Dr. George Hadjisophocleous Andrew Harmsworth Christian Dagenais 1 Tall Wood Building Project

2

 The exterior cladding must conform to NBC and pass the CAN/ULC S-134 which provides an assessment of the fire spread characteristics of non-load bearing exterior walls.  Current façade set up with the concrete balcony slab extending pass the building serves as a flame deflecting mechanism by breaking up the vertical wood cladding channel.  Wood cladding is mostly used at balconies where it is most desirable by occupants. 3

 Maintain all connections protected If a member is exposed without gypsum protection the connection must have a minimum wood protection of 91 mm in addition to thickness required to carry the connection Protecting connections with gypsum board increases the fire resistance as follow: (a) 15 min for 1 layer of 12.7mm (1/2 in) Type X gypsum board (b) 30 min for 1 layer of 15.9mm (5/8 in) Type X gypsum board (c) 60 min for 2 layers of 15.9mm (5/8 in) Type X gypsum board 4

5

The fire resistance of the structural elements has been calculated using the following standards.  CAN/CSA O86  CLT Handbook  Wood Design Manual  Other References A 1-dimensional heat transfer model that has been developed and could be used to validate results of fire resistance calculations of CLT/LVL walls and floors. 6

Structural wood assemblies used on this building AssemblySpan/Height (m)Load BEAMS GL 215 x kN/m GL 215 x kN/m GL 215 x kN/m GL 215 x kN/m COLUMNS GL 365 x kN GL 730 x kN WALLS Elevator Core LSL 267mm (3x89mm) kN/m Moment Frame LSL 267mm (3x89mm) kN/m 7

Reduced Cross-section Method 8

9 Solid Sawn Timber Glued-Laminated Timber Cross-Laminated Timber Structural Composite Lumber Charring rate of wood Depth of Heated Zone (mm) Heated, zero-strength zone

10 Original Dimensions Modified dimensions after 2 hour Fire (3 side exposure) Modified dimensions after 2 hour Fire (4 side exposure) BEAMS GL 215 x x x x 160 GL 215 x x x x 350 GL 215 x x X X 464 FACTORS – Douglas Fir-Larch 24f-E ɸ1.00k Fi 1.35 For Glued-Laminated timber kDkD 1.15 Short term durationkx1.00 Curvature factor kHkH 1.00 System factorkL1.00 Lateral stability factor k sb 1.00 Service conditionsfbfb 30.6 MPa Bending strength k SV 1.00 Service conditionsfvfv 2.0 MPa Shear strength kTkT 1.00 No treatment For 120 minutes fire exposure with no Gypsum board protection

For 120 minutes fire exposure with no Gypsum board protection Modified dimensions and resistance after 2 hour fire (3 side exposure) Original Dimensions Width (mm) Depth (mm) Span (m) I (mm 4 )S (mm 3 ) M factored (KN*m) M resistance (KN*m) GL 215 x E+073.5E GL 215 x E+081.1E GL 215 x E+081.7E GL 215 x E+081.1E Modified dimensions and resistance after 2 hour fire (4 side exposure) Original Dimensions Width (mm) Depth (mm) Span (m) I (mm 4 )S (mm 3 ) M factored (KN*m) M resistance (KN*m) GL 215 x E+071.4E GL 215 x E+086.7E GL 215 x E+081.2E GL 215 x E+086.7E

Original Dimensions Modified dimensions after 2 hour Fire (3 side exposure) Modified dimensions after 2 hour Fire (4 side exposure) COLUMNS GL 730 x x x x 548 GL 365 x x x x 236 FACTORS – Douglas Fir-Larch 24f-E ɸ1.00k Fi 1.35 For Glued-Laminated timber kDkD 1.15 Short term durationkx1.00 Curvature factor kHkH 1.00 System factorkL1.00 Lateral stability factor k SC 1.00 Service conditionsk ZV 1.00 Size factor for shear k SV 1.00 Service conditionsfCfC 30.2 MPa // Bending strength kTkT 1.00 No treatmentfbfb 30.6 MPa // Compression strength E13100 MPa For 120 minutes fire exposure with no Gypsum board protection 12

For 120 minutes fire exposure with no Gypsum board protection Modified dimensions and resistance after 2 hour fire (3 side exposure) Original Dimensions Width (mm) Depth (mm) Height (m) P f (kN) Pr (kN) M r (KN*m) Total e (mm) Pf/Pr + Mf/Mr GL 730 x GL 365 x Modified dimensions and resistance after 2 hour fire (4 side exposure) Original Dimensions Width (mm) Depth (mm) Height (m) P f (kN) Pr (kN) M r (KN*m) Total e (mm) Pf/Pr + Mf/Mr GL 730 x GL 365 x Eccentricity is greater on columns exposed from 3 sides than from all 4 sides. 13

Original Wall Thickness (mm) Thickness after 2 hour fire (1 side exposed) (mm) Thickness after 2 hour fire (2 sides exposed) (mm) COLUMNS LSL 267 (3 x 89) FACTORS – 2.1E LSL Panel ɸ1.00k Fi 1.35 For Glued-Laminated timber kDkD 1.15 Short term durationkx1.00 Curvature factor kHkH 1.00 System factorkL1.00 Lateral stability factor k SC 1.00 Service conditionsk ZV 1.00 Size factor for shear k SV 1.00 Service conditionsfCfC MPa Compression strength kTkT 1.00 No treatmentfbfb 44.6 MPa Bending strength E14480 MPa 1-dimensional charring rate of 0.65mm/min will be used as there is no corner rounding to account for in Wall assemblies 14

For 120 minutes fire exposure with no Gypsum board protection Modified dimensions and resistance after 2 hour fire (1 side exposure) Original Dimensions Thickness (mm) Height (m) P f (kN) Pr (kN/m) M r (KN*m) Total e (mm) Pf/Pr + Mf/Mr LSL 267 (3 x 89) Eccentricity is greater on walls exposed from 1 side than from both sides. Modified dimensions and resistance after 2 hour fire (2 side exposure) Original Dimensions Thickness (mm) Height (m) P f (kN) Pr (kN/m) M r (KN*m) Total e (mm) Pf/Pr + Mf/Mr LSL 267 (3 x 89)

Modified dimensions and resistance after 2 hour fire (3 side exposure) Original Dimensions Width (mm) Depth (mm) Span (m) I (mm 4 )S (mm 3 ) M factored (KN*m) M resistance (KN*m) GL 532 x E+074.1E Each beam on the composite deck can support a moment 19.5 kN*m after a 2 hour fire. Adding the composite action of the concrete providing the compressive strength increases the overall load capacity of the deck. Beams spaced at 0.8m on center 16

Steel beam section: S5x10 This steel I-joist used to connect the LSL walls to the LSL Core must meet the 2 hour fire resistance specified for all structural elements. Options to protect the steel section could include one or a combination of the following. Gypsum board encasement Spray foam protection ASTM E119 T=1010 C at 2 hours. A real fire could reach higher temperatures At such temperatures the strength and stiffness of the steel are reduced 17

18

Buildings are at most vulnerable state during construction due to lack of fully operational life safety systems such as  Sprinklers  Fire alarms  Fire compartmentalization Section 5.6, Division B of the BC Fire Code requires a Construction Fire Safety Plan (CFSP) prior to construction, renovation or demolition of a building. 19

 Existing Standards  Section 2.8, 5.2 and 5.6 “Construction and Demolition Sites”, Division B of the 2012 BC Fire Code  Part 8, Division B “Safety Measures at Construction and Demolition sites” of the 2012 BC Building Code  Office of the Fire Commissioner of BC, OFC Bulletin  Standata Fire Code Interpretation FCI  Further Resources  NFPA 1, Fire Code  NFPA 101, Life Safety Code  SFPE Engineer Guide to Fire Risk Assessment  City of Vancouver o City of Vancouver Building By-law (VBBL) 2007, Division B, Part 8 o City of Vancouver Fire By-law (VFBL) 2000, Section 2.14 and

The minimum requirements for fire safety are highlighted in the BCFC, Div B, / are as follows:  Designation of personnel responsible for carrying fire safety duties  Establishing emergency procedures such as  Fire Alarms. Procedures once alarm sounds  Notification of fire department and definition of fire fighting procedure  Documentation of type, location and operation of fire emergency systems  List of response numbers as well as names, addresses and telephone numbers of personnel to be contacted during and after working hours in case of emergency  Fire Safety Training  Enforcement 21

 Leading cause of fires in buildings under construction are:  Incendiary or suspicious (40%)  Open flame, embers or torches (21%)  Heating equipment (10%)  Smoking on site Ignition Source Fuel Oxygen (Can’t be controlled)  Ignition Sources:  Reduce the need for “hot work”  Separate heating equipment from structure under construction  Constant vigilance  Fuel Sources:  House keeping. Limit the amount of fuel on site  Proper storage of combustible waste on site and the removal of such as often as possible.  Strict control on storage of flammable liquids and gases 22

 Features that need coordination before construction  Unobstructed stairs at each level  Early installation of water pumps  Management of temporary heating equipment  Maintaining high housekeeping standards  Fire department access to site at all times  Fire watch during hot works operations  Fire alert warning systems Active sprinkler system Portable fire extinguishers Active standpipeFire Hydrant 23