Alejandro Medina Xiao Li Dr. George Hadjisophocleous Andrew Harmsworth Christian Dagenais

www.NEWBuildSCanada.ca

Alejandro MedinaXiao LiDr. George Hadjisophocleous Andrew HarmsworthChristian Dagenais

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Tall Wood Building Project

FIRE RESISTANCE DESIGN OF DEMONSTRATION BUILDING

http://www.newbuildscanada.ca/


Building Façade

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Exterior Cladding The exterior cladding must conform to NBC 3.1.5.5 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.

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Connection Details 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

mmmmmmtime

ddddepth

of

requiredheatcharembedment

7min

7.0min1207

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Fire Resistance of Structural Elements

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Fire Resistance of Structural Assemblies

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.

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Structural wood assemblies used on this building

Assembly Span/Height (m) Load

BEAMS

GL 215 x 342 4.40 - kN/m

GL 215 x 532 7.65 - kN/m

GL 215 x 646 5.57 - kN/m

GL 215 x 532 8.80 - kN/m

COLUMNS

GL 365 x 418 3.00 - kN

GL 730 x 418 3.00 - kN

WALLS

Elevator Core LSL 267mm (3x89mm) 3.00 - kN/m

Moment Frame LSL 267mm (3x89mm) 3.00 - kN/m

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Reduced Cross-section Method

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One dimensional charring rate

One dimensional notional charring rate

Solid Sawn Timber 0.65 0.80

Glued-Laminated Timber 0.65 0.70

Cross-Laminated Timber 0.65 0.70

Structural Composite Lumber 0.65 0.70


Charring rate of wood

Depth of Heated Zone (mm)

Heated, zero-strength zone


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Original Dimensions

Modified dimensions after 2 hour Fire (3 side exposure)

Modified dimensions after 2 hour Fire

(4 side exposure)

BEAMS

GL 215 x 342 215 x 342 33 x 251 33 x 160

GL 215 x 532 215 x 532 33 x 441 33 x 350

GL 215 x 646 215 x 646 33 X 555 33 X 464

Fire Resistance of Glulam Beams

FACTORS – Douglas Fir-Larch 24f-Eɸ 1.00 kFi 1.35 For Glued-Laminated timberkD 1.15 Short term duration kx 1.00 Curvature factorkH 1.00 System factor kL 1.00 Lateral stability factorksb 1.00 Service conditions fb 30.6 MPa Bending strengthkSV 1.00 Service conditions fv 2.0 MPa Shear strength kT 1.00 No treatment

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 (mm4) S (mm3) Mfactored (KN*m)

Mresistance (KN*m)

GL 215 x 342 33 251 4.40 4.3E+07 3.5E+05 16.46GL 215 x 532 33 441 7.65 2.4E+08 1.1E+06 50.82GL 215 x 646 33 555 5.57 4.7E+08 1.7E+06 80.48GL 215 x 532 33 441 8.80 2.4E+08 1.1E+06 50.82


Original Dimensions

Width (mm)

Depth (mm)

Span(m) I (mm4) S (mm3) Mfactored

(KN*m)Mresistance (KN*m)

GL 215 x 342 33 160 4.40 1.1E+07 1.4E+05 6.69GL 215 x 532 33 350 7.65 1.2E+08 6.7E+05 32.01GL 215 x 646 33 464 5.57 2.7E+08 1.2E+06 56.25GL 215 x 532 33 350 8.80 1.2E+08 6.7E+05 32.01

Fire Resistance of Glulam Beams

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Fire Resistance of Glulam Columns

Original Dimensions

Modified dimensions after 2 hour Fire (3 side exposure)

Modified dimensions after 2 hour Fire

(4 side exposure)

COLUMNS

GL 730 x 418 418 x 730 236 x 639 236 x 548

GL 365 x 418 365 x 418 183 x 327 183 x 236

FACTORS – Douglas Fir-Larch 24f-Eɸ 1.00 kFi 1.35 For Glued-Laminated timberkD 1.15 Short term duration kx 1.00 Curvature factorkH 1.00 System factor kL 1.00 Lateral stability factorkSC 1.00 Service conditions kZV 1.00 Size factor for shearkSV 1.00 Service conditions fC 30.2 MPa // Bending strengthkT 1.00 No treatment fb 30.6 MPa // Compression strengthE 13100 MPa


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Original Dimensions

Width (mm)

Depth (mm)

Height(m)

Pf(kN)

Pr (kN)

Mr (KN*m)

Total e (mm)

Pf/Pr + Mf/Mr

GL 730 x 418 236 639 3.0 4249.5 763.0 115.7GL 365 x 418 183 327 3.0 1577.1 154.9 111.5


Original Dimensions

Width (mm)

Depth (mm)

Height(m)

Pf(kN)

Pr (kN)

Mr (KN*m)

Total e (mm)

Pf/Pr + Mf/Mr

GL 730 x 418 236 548 3.0 3644.3 561.1 70.2GL 365 x 418 183 236 3.0 1138.2 80.7 68.7

Fire Resistance of Glulam Columns

Eccentricity is greater on columns exposed from 3 sides than from all 4 sides.

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Fire Resistance of LSL Wall Panels

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) 267 182 97

FACTORS – 2.1E LSL Panelɸ 1.00 kFi 1.35 For Glued-Laminated timberkD 1.15 Short term duration kx 1.00 Curvature factorkH 1.00 System factor kL 1.00 Lateral stability factorkSC 1.00 Service conditions kZV 1.00 Size factor for shearkSV 1.00 Service conditions fC 36.05 MPa Compression strengthkT 1.00 No treatment fb 44.6 MPa Bending strengthE 14480 MPa

1-dimensional charring rate of 0.65mm/min will be used as there is no corner rounding to account for in Wall assemblies

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Original Dimensions

Thickness (mm)

Height(m)

Pf(kN)

Pr (kN/m)

Mr (KN*m)

Total e (mm)

Pf/Pr + Mf/Mr

LSL 267 (3 x 89) 182 3.0 6469.0 353.9 87.7

Fire Resistance of LSL Wall Panels

Eccentricity is greater on walls exposed from 1 side than from both sides.


Original Dimensions

Thickness (mm)

Height(m)

Pf(kN)

Pr (kN/m)

Mr (KN*m)

Total e (mm)

Pf/Pr + Mf/Mr

LSL 267 (3 x 89) 97 3.0 1248.9 100.5 46.8

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Fire Resistance of Composite Deck


Original Dimensions

Width (mm)

Depth (mm)

Span(m)

I (mm4) S (mm3) Mfactored (KN*m)

Mresistance (KN*m)

GL 532 x 175 532 175 1.7E+07 4.1E+05 19.5

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

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Fire Resistance of Steel Beam

Steel beam section: S5x10This 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 temperaturesAt such temperatures the strength and stiffness of the steel are reduced

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Fire safety during construction

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Fire safety during constructionBuildings 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.

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Fire safety during construction 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-09-03

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 8o City of Vancouver Fire By-law (VFBL) 2000, Section 2.14 and 5.2

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The minimum requirements for fire safety are highlighted in the BCFC, Div B, 5.6.1.3 / 2.8.2.1 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

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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 SourceFuelOxygen (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


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Fire safety during construction 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 standpipe Fire Hydrant

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Documents

Alejandro Medina Xiao Li Dr. George Hadjisophocleous Andrew Harmsworth Christian Dagenais