Wood Products Council Exposing the Potential of · Exposing the Potential of Heavy Timber ......
Transcript of Wood Products Council Exposing the Potential of · Exposing the Potential of Heavy Timber ......
Exposing the Potential Exposing the Potential of Heavy Timber ConstructionConstruction
Presented by:
Wood Products Council
Presentation Flow Chart
Code RequirementsRequirements
Design
Why in code
H/A
Wood Podiums
Elements
Unique D i
Fire
Struct. Reqm’ts
Beams
ColumnsWood Podiums
Gas Stations
Historic Renov
Design Solutions
P j t
Min. Sizes
Columns
Decking
Diaphragms
• Offices• Healthcare Historic Renov.
HT Braced Frames
Post Frames
Project Examples
Diaphragms
Connections• Prescriptive
• Schools• Multi‐residential• Churches• Performing Arts Post Frames
Technical Resources
p• Types• Joinery• Modern HT ProprietaryCLT/Mass‐timber
g• Aquatic Arenas• Bridges• Warehouses
Resources For You
• Technical SupportTechnical Support
• Education
C S d• Case Studies
• Design Tools
d d k…and more at woodworks.org
Upcoming Events
ConferencesConferencesSeptember 30, 2013
International Conference on Timber BridgesLas Vegas, Nevada
• Wood Solution Fairs September 17, 2013‐Minneapolis , MN October 15, 2013‐Portland, OR November 14 2013 Baltimore MD November 14, 2013‐Baltimore, MD January 29, 2013 – Charlotte, NC February 26, 2013 – Long Beach, CA
No Cost Project Support
• SchoolsSchools
• Mid‐rise/multi‐family
• CommercialCommercial
• Corporate
• Franchise• Franchise
• Retail
• Institutional Marselle Condominium• Institutional
• Recreational
H lth
Marselle CondominiumArchitect: PB Architects
Photo: Matt Todd
• Healthcare
Evaluations
• How did we do?How did we do?
• Have we helped?
P i l C S di • Potential Case Studies
AIA/CES Credits
“The Wood Products Council” is a Registered Provider with The American Institute of Architects Continuing Education SystemsAmerican Institute of Architects Continuing Education Systems (AIA/CES). Credit(s) earned on completion of this program will be reported to AIA/CES for AIA members. Certificates of Completion for both AIA members and non-AIA members are available upon request.bot e be s a d o e be s a e a a ab e upo equest
This program is registered with AIA/CES for continuing professional education. As such, it does not include content that may be deemed or construed to be an approval or endorsement by the AIA of any material of construction or any method or manner of handling, using, distributing, or dealing in any material or product.
Questions related to specific materials, methods, and services will be addressed at the conclusion of this presentation.
Copyright Materials
This presentation is protected by US and International Copyright laws. Reproduction, International Copyright laws. Reproduction,
distribution, display and use of the presentation without written permission of the speaker is
prohibited.
© Th W d P d t C il © The Wood Products Council 2012
Outline / Learning Objectives
• Heavy Timber Code Requirementsy q
• Design Elements
Identify opportunities available for exposed heavy timber‐frame structures, including maximum height and area
• Design ElementsDiscover the common design elements and connection options for heavy timber framing.
• Unique Design SolutionsBecome aware of non‐traditional uses for heavy timber that offer unique design solutions.
• Case Studiesdesign solutions.
Examine the commonalities and differences of award‐winning heavy timber structures.
Timber Frame Construction
• One of the oldest known formsof constr ction
be a eCo st uct o
of construction
• Post & Beam or Timber Framedstructures date back before the early Greeks.
• Increased interest because of the allowable height/area and fire resistance advantages resistance advantages.
• Offers innovative commercial building solutions
Butler Building Built in 1900
Benefits of Timber Framing
Layton Petro Mart
H d ft d b ildi th t k f th i•Hand‐crafted buildings that are known for theirwarmth, beauty and Intriguing Shapes.
Outline
• Heavy Timber Code Requirements
• Design Elementsg
• Unique Design Solutions
• Project Examples• Project Examples
• Technical Resources
Type IV – Heavy Timber Code Requirements
Why is heavy timber in the code?• Historical Practice
yp y q
• Historical Practice
• Fire Resistance
Photos provided by: St t l W d C tiStructural Wood Corporation
Type IV Construction – IBC 602.4
Exterior walls are of noncombustible materials and interior building elements are of solid or laminated wood without building elements are of solid or laminated wood without concealed spaces. FRT wood is permitted in exterior wall of 2hr fire rating or less.
• Non combustible llExterior walls
• Interior walls‐solid without concealed spaces
• Fire Retardant Treated exterior walls are allowed if fire rating is 2hr or less
• Heavy Timber
Heights and Areas – IBC Table 503
Tabulated Allowances
Type IIB Type IV
65’(2)
65’(3)
Occupancy IIB IV
A‐3 9,500 15,000
E 14,500 25,5004,500 5,500
Tabulated Allowances
Type IIA Type IV
65’(3)
65’(3)
Occupancy IIA IV
A‐3 15,500 15,000
E 26,500 25,5006,500 5,500
Height Modification – IBC 504
IBC 504.2 Where a building is equipped throughout with an d klapproved sprinkler system… (NFPA 13)
maximum height is increased by 20 feet
maximum number of stories is increased by one.
EXCEPT for I‐2 occupancy of Type IIB, III and V
construction and H occupancies orwhere sprinklers are
used as substitution for 1hr fire resistance.
Can be combined w/ frontage area increase ‐ 506.2
Can be combined w/ sprinkler area increase ‐ 506.3
Area Modification – IBC 506(Equation 5‐1)
A = A + [A x If] + [A x I ] Aa = At + [At x If] + [At x Is]
Aa = Allowable area per story (sq. ft.)At = Tabular area per story (sq. ft.)If = Area increase factor due to frontage (IBC 506.2)Is = Area increase factor due to sprinkler protection (IBC 506.3)s p p ( 5 3)
Is=2 if 2 stories or more, Is=3 for 1 story
Sprinkler IncreasesSprinkler Increases Up to 3x the tabulated area for building w/ more than one story Up to 4x the tabulated area for a building no more than one story The larger increased area might allow excluding sprinklers in a
project
Automatic Sprinkler Increase – 506.3
IBC 506.3 – Floor Areas in Table 503 is permitted to be
increased by an additional :
• Is = 2 for buildings with more than one story above grade
plane [ Aa = At + 2At + If (At) = 3At + If (At) ]
• Is = 3 for buildings with no more than one story above
grade plane. [ Aa = At + 3At + If (At) = 4At + If (At) ]
Can be combined with height and story increases ‐ 504.2.
Exception
• Not permitted for H‐1, H‐2, and H‐3 occupancies
• Not permitted where sprinklers substitute for 1hr
construction
Increased Allowances (A‐3/E Occupancy)
Type IVType IIA
85’**(4)
85’**(4)
IIA IV
1 story > 1 story 1 story > 1 story
A‐3 62,000 + 46,500 + 60,000 + 45,000 +
E 106,000 + 79,500 + 102,000 76,500E 106,000 + 79,500 + 102,000 76,500
**ASCE7 12.2‐1 limits wood shear wall seismic systems to 65’ in height for SDC D, E and F **Considered high rise when top floor is over 75’ from grade
Increased Allowances (M Occupancy)
Type IIA Type IV
85’**(5)
85’**(5)(5) (5)
IIA IV
1 story > 1 story 1 story > 1 story
M 86,000 64,500 82,000 61,5005 5
**ASCE7 12.2‐1 limits wood shear wall seismic systems to 65’ in height for SDC D, E and F **Considered high rise when top floor is over 75’ from grade
(After allowable increases)
Butler Brothers Building,1906‐1908, 9 stories, 500,000 s.f.
Architect: Harry W. Jones Renovated 1974
• Atrium created to open the interior and provide natural lighting• The Atrium was the key to marketability of the project
Increased Allowances (B/S‐2 Occupancy)Type IIA Type IV
85’**(6)
85’**(6)( ) ( )
IIA > 1 story IV > 1 story
B 112,500 + 108,000 +
S‐2 117,000 + 115,500 +
**ASCE7 12.2‐1 limits wood shear wall seismic systems to 65’ in height for SDC D, E and F **Considered high rise when top floor is over 75’ from grade
6 Story Heavy Timber Structure
Office BuildingQ b QCQuebec, QCDimensions: 65 ft x 170 ftHeight: 6 storeyCompleted: 2009
Frontage Increase for Area‐ IBC 506.2Allowable size of building may increase where open frontage is provided.
(Equation 5‐2)
I [F/P ] W/If = [F/P ‐ 0.25] W/30F = Building perimeter that fronts on a public way or open space having 20 feet
open minimum width (feet).open minimum width (feet).
P = Perimeter of entire building (feet).
W = Width of public way or open space, not to exceed 30 feet
Maximum Building Area – 506.4
Single Occupancy Area determinationSingle Occupancy Area determination Two stories above grade: Max. overall allowable area = Aa x 2
Three stories or more above grade: Max overall area = A x 3 Three stories or more above grade: Max. overall area = Aa x 3
No Story shall exceed Aa
Exceptions Exceptions
Unlimited area buildings
Buildings with NFPA 13R sprinkler systemBuildings with NFPA 13R sprinkler system
Mixed Occupancy – 508.4
Mixed Occupancy – 508.3.3
No separation is required between non separated No separation is required between non separated occupancies (use most restrictive occupancy)
EXCEPTEXCEPT
• Group H‐2 thru H‐5 shall be separated from other i 8occupancies per 508.4
• Group I‐1, R‐1 thru R‐3 dwelling and sleeping units shall be separated from other occupancies per 420
Why Use Type IV construction?
1. To take advantage of increased height relative to type II, III, and V.
2. Type IV offers 1 additional story typically relative yp y yp yto Type II and III
TYPE OF CONSTRUCTIONTYPE IV
A B A B A B HT A BHGT (FT)
TYPE OF CONSTRUCTIONTYPE I TYPE II TYPE III TYPE V
HGT (S) UL 160 65 55 65 55 65 50 40S UL 11 4 4 4 4 4 3 2A UL UL 24,000 16,000 24,000 16,000 20,500 12,000 7,000S UL 11 3 2 3 2 3 2 1
R‐2
A 2
GROUP
A UL UL 15,500 9,500 14,000 9,500 15,000 11,500 6,000A‐2
Challenges of Type IV
No Concealed spacesNo Concealed spaces
• Soffits, plenums or suspended ceilingssuspended ceilings
• Partitions are to be solid d OR f h t tiwood OR of 1hr construction
Accommodating MEP
Approved Acoustic Assemblies
Outside of Type IV Construction
Heavy Timber Roofs can be used
• in ANY type of construction except IA
Exposed Wood Roofs can be used p
• in Type IIB, IIIB and VB
• in Type IIA, IIIA, VA where roof is >20’ from floor belowin Type IIA, IIIA, VA where roof is >20 from floor below
• or when sprinklers are substituted for 1hr rated const.
Exposed Wood Floors can be done p
• in Type IIB, IIIB and VB
• or when sprinklers are substituted for 1 hr rated constor when sprinklers are substituted for 1 hr. rated const.
Fire Resistance Rating ‐IBC Table 601 Table 601 Footnotes – “b”
Fire protection of structural members shall not be required, where every part of the roof construction is 20 feet or more where every part of the roof construction is 20 feet or more above any floor immediately below.
• FRT wood allowed: For Type I, II, III, and V roof framingyp , , , g
20’
Except in group F‐1, H, p g p , ,M, and S‐1 occupancies
Table 601 Footnotes – “c”
H Ti b f b d Heavy Timber roof can be used where fire rating is 1hr or less
l f• Applies to any type of construction except Type IA.
Table 601 Footnotes – “d”
Sprinkler system can be substituted for a 1hr fire ratings• For Type IIA, IIIA, and VAyp , ,• Substitution can NOT be used
• if sprinkler is used for allowable height or area increasec ease
• for exterior wall fire rating requirements.• for required occupancy separation
QUIZ TIME‐Is this allowed in a IIA building?
• Distillery is a type F 1 occupancy• Distillery is a type F‐1 occupancy• Roof 1 hour or heavy timber
Jack Daniel’s Distillery photo by S. Lockyear
Type IV – Heavy Timber‐Fire Requirements
In a variety of ways the building code does recognize the ability for Heavy Timber to resist fires through charringability for Heavy Timber to resist fires through charring.
Achieving One Hour Equivalency for Protected ConstructionProtected Construction
TR 10DCA2Available from AWC website
Equations for Calculating Fire Endurance
•Equations are based on
Wood Beam
research by T.T. Lie in 1970’s•Assumptions
• Nominal assumed char • Nominal assumed char rate=1.5”/hr.
• Uses ultimate strength gfor design check
• Reduced section checked forcapacity vs. demand
Charringof Wood3 sides
Charringof Wood4 sides
Key Component 1 – Char Rate
ACCOUNTS FORNON‐CHARRED
1870
2.1 nff
STRENGTH RED’N
CHAR SLOWSWITH TIME‐NON LINEAR
187.0teff
eff = Effective char rate (in/hr), adjustedfor exposure time, tp ,
n = Nominal char rate (in/hr), linear char rate based on a 1‐hour exposure (1.5”/hr.)
ht = Exposure time (hrs)
Protecting Steel Connections
DCA 2 EXCERPTSDCA 2 EXCERPTS
• 1 hr. Protection‐1 ½” wood, approved covering or coating
Structural Requirements
• Columns‐IBC 2304.10.1
• Continuous or superimposed throughout all stories
• Intersecting beams shall be closely fitted to column faces
• Adjoining beams shall be cross tied to each other across joints• Adjoining beams shall be cross tied to each other across joints
• Wood bolsters shall not be placed on tops of columns unless the
columns support roof loads only
Bolster
Structural Requirements
• Floor framing‐IBC 2304.10.2• Approved wall plate boxes or hangers are required where • Approved wall plate boxes or hangers are required where
beams, girders or trusses rest on masonry or concrete walls
• Intermediate beams supporting floors shall rest on the • Intermediate beams supporting floors shall rest on the tops of girders or shall be supported by ledgers securely fastened to the girder or by approved metal hangers
R f f i• Roof framing‐IBC 2304.10.3• Every girder and at least every other alternate roof beam
shall be anchored to its supporting member • Anchors shall be steel or iron bolts of sufficient strength to
resist vertical roof uplift loads
Structural Requirements
• Floor decking‐IBC 2304.10.4• A gap ≧½”shallbeprovidedbetweenthedeckingandwalltoallowforexpansionofthedecking.Caution‐transferofdiaphragmshearstoexteriorwalls• Molding attached to the wall shall cover the gap and shall
not obstruct the movement of the decking
• Roof decking‐IBC 2304 10 5• Roof decking‐IBC 2304.10.5• Where roof decks are supported by walls, the decks shall
be anchored to the walls to resist uplift forces per Chapter 616.
• Anchors shall be steel or iron bolts of sufficient strength to resist vertical roof uplift loads
Minimum Sizes – Floor Framing
IBC Section 602.4 (Table 602.4) address minimum sizes
Beam SupportingFloor Load> 6x10 nominal
Column Supporting
> 6x10 nominal
Floor Load> 8x8 nominal
Minimum Sizes – Roof Framing
Beam SupportingRoof Load
602.4.7 Exterior structural members –Where horizontal separation of 20 ft is Roof Load
> 4x6 nominalWhere horizontal separation of 20 ft is provided, heavy timber wood columns and arches are permitted externally.
Column SupportingRoof Load> 6x8 nominal
Photo of Hoffstadt Bluff Visitor’s Center
Minimum Sizes – Roof FramingOften 7/16” sheathing may be applied over 2x deck to increase diaphragm strength
Roof Decking> 2x T&G Deck> 1‐1/8” WSP
Truss Framing> 4x6
Photo of Hoffstadt Bluff Visitor’s Center
Arch Sprung From the GroundImages Provided by Structural Wood Corporation
Timber Arches supporting roofloads and springing from floor > 6x8at bottom & 6x6 at top
Arches supporting roof loadsfrom top of wall shall be > 4x6
Outline
• Heavy Timber Code Requirementsy q
• Design Elements
• Unique Design Solutions• Unique Design Solutions
• Project Examples
• Technical Resources
Beams‐Solid Sawn & Engineered Lumber Products
Glued Laminated Timber Structural Composite Lumber
u be oducts
Glued Laminated Beams
Available in:Available in:Framing/Industrial Grades –
• Intended for non‐exposed conditionsArchitectural Grade– Intended for
• Bonded wood veneers
• Architectural Grade– Intended for exposed members.
• Premium Grade also available
• Plies• Strands
Equivalent Glued Laminated Net Size
Columns‐Solid Sawn & Multi‐Ply Sections
• IBC section 602.4.1‐Columns‐ solid sawn or glue‐laminated members only.N il d b il l i d i h • Nailed built‐up columns in accordance with NDS Commentary section 15.3 are not allowed
Multi‐Ply Columns OK for unprotected Construction
Multi‐Ply Columns ≠ Solid Section
Heavy Timber RoofHeavy timber framework at entries serve as focal points.
Photo by Universal Forest Products
Tongue and Groove Decking
• AWC:WCD2‐Horizontally applied AWC:WCD2 Horizontally applied tongue and groove decking
Simple spanSimple‐2 span ContinuousSimple 2 span Continuous3 or more spans ContinuousControlled random lay‐up
Diaphragm Options
• Horizontally applied tongue and groove decking• Horizontally applied tongue and groove decking
Low allowable diaphragm shear values, A/R=2:1
Di ll li d d d ki• Diagonally applied tongue and groove decking
Single layer‐moderate shear values, A/R=3:1
Double layer‐ high shear values, A/R=4:1
• Wood Structural Panel Sheathing Over Decking
Acts as blocked diaphragm, high shear values, A/R=4:1
Diagonally Applied Sheathing
• IBC has tabulated design values for gravity loads and SDPWS Table 4.2D has allowable shear values for 4diaphragms w/ horizontally or diagonally sheathed decking
• Limited to 3:1 aspect ratio for single layer decking or 4:1 for d bl l d kdouble layer decking
Type Aspect Ratio Allow. Shear (ASD)
Horiz 2x decking 2:1 VW=70 plf VS=50 plfHoriz. 2x decking 2:1 VW=70 plf, VS=50 plf
1 layer 2x diagonal 3:1 VW=420 plf, VS=300 plf
2 layer 2x diagonal 4:1 VW=840 plf, VS=600 plf
Wood Panels
WSP blocked 4:1 VW=1147 plf*, VS=820 plf*WSP unblocked 3:1 VW 447 plf* VS 320 plf*WSP unblocked 3:1 VW=447 plf*, VS=320 plf*
*Maximum value, Hi‐shear diaphragms not included
Structural Panels Over Decking
AWC: WCD2 ‐Tongue & Groove Roof Decking manual
• Panel Edges must not coincide with decking jointsg g j
• Panel edges must be attached to common member
• Minimum fastener penetration must be providedMinimum fastener penetration must be provided
• Maximum 4:1 aspect ratio is allowed.
• A complete load path must be provided for forces• A complete load path must be provided for forces
Requirements can also be found in IBC Section 2304.8.3.
Large Roof With Structural Panels
Photo by Universal Forest Products
Timber Connections
• Steel Plate/Bolted Connections
• Split Rings
• Shear Plates
• Timber Rivets
• Modern Joinery
• Modern/innovative Heavy Timber Connections
Heavy Timber Standard Prescriptive DetailsWCD5
IBC section 2304.10‐Heavy TimberSplit rings
Exposed Steel Plate/Bolted Connections
Solid sawn members w/ bolted steel plate w/ bolted steel plate members connections
• Avoid cross grain shrinkage by using slotted holes
• Provide drainage holes in • Provide drainage holes in bucket type connections
Steel Plate Connections
• Use the steel plates as bolt hole templates
• Shop layout of entire assembly
Split Rings‐Wood to Wood Connections
• Act as large diameter bolts (bearing area)• Act as large diameter bolts (bearing area)• Split in ring allows for shrinkage• Note‐malleable iron washer for bolt to wood connection
Shear Plates‐Steel to Wood Connections
• Act as large diameter bolts (bearing area)• Act as large diameter bolts (bearing area)• Commonly used in steel plated glue‐lam trusses
Timber Rivets
• Oval shaped nails with narrow side parallel to grain• Allows closer spacing of rivets‐reduces splitting
Modern Joinery
• Computer program downloads cuts to saw• Allows precision joints
Joinery
• Some joints still require handcrafting
• Craftsmanship provides the true beauty of Timber frame structures
Joinery‐Typical Traditional Examples
HALF‐LAP DOVETAIL COLLAR TIEHALF‐LAP DOVETAIL COLLAR TIE COMMON RAFTERS AT RIDGECOMMON RAFTERS AT RIDGE
Modern Heavy Timber ConnectionsCompetitiveness of a timber structure may be determined by the efficiency of the connections used.
C tiConnections:• Easy to design• Aesthetically attractive y• Good serviceability (e.g.,
shrinkage, ductility, etc.) • Cost-effective & availabilityCost effective & availability• Fire resistant (as required)
S-958
Use of CNC Technology for Connectionsgy
• Computer Numerically Controlled (CNC) connections
• Ability to fabricate joints with precision
Innovative/Proprietary Connection Systems
• Long self‐tapping screws
• Grid plates
• Embedded kerf plates• Embedded end
connections
Innovative Lag Screw Bolt (LSB) Connection SystemConnection SystemDeveloped in 1994 & has been modified in various forms
Source: Komatsu/Japan/ p
http://www.ewpa.com/Archive/2004/jun/Paper_083.pdf ‐(theory)http://www.timberdesign.org.nz/files/00155%20Makoto%20Nakatani.pdf‐ (testing)
LagScrewBolt (LSB) System
By inserting LSBs from both surfaces of a post, a two way semi-
slit t=11mm
rigid connection can be achievedbeam
(d= 8~12mm)drift- pins
beambeam
steel plate • LSB extend full width and depth of column• Short end bolts allow for installation in
(d= 8~12mm) column
beam
lagscrewbolt
drift- pins
Short end bolts allow for installation in tight places
• Shaft provides bearing capacity of a bolt• Threads provide pull‐out capacity of a
screw (d=8~12mm)
fire protecting cover( )
drift- pins
Source: Komatsu/Japan
screw
Alternative System for Large Scale Timber ConstructionTimber Construction
• Easy to install on‐site
Source: Komatsu/Japan
• LSB can create semi rigid • LSB can create semi‐rigid connections‐similar to a moment frame
LagScrewBolt (LSB) System
• Semi‐rigid connections can also be achieved at the column base
• LSB allow installation of bolts in tight spaces
Source: Komatsu/Japan
Innovative Connection Systemso at eCo ect o Syste s
Shear
Shear transfer strip
Shear transfer strip Hybrid system- composite wood and concrete slabs
Outline
• Heavy Timber Code Requirementsy q
• Design Elements
• Project Examples• Project Examples
• Unique Design Solutions
• Technical Resources
Outline‐Unique Design Solutions
• Unique Design Solutionsq g
• Wood Podiums
G St ti• Gas Stations
• Historic Restoration/Seismic Retrofits
• Heavy Timber Braced Frames
• Post Frame Construction
• CLT‐Mass Timber
Wood Podiums
• Multiple stories of wood construction over 1 or 2 story concrete podiums are common
• Code allows the possibility of Type IV wood podiums
• References:APA case studyAPA case studySEAOC paper
Parking Beneath Group R – IBC 510.4
Possibility of a Type IV podium where a number of stories starts above parking when:
• Occupancy above is R and below is S‐2
• Lower floor is open Type IV parking with grade entrance
• Horizontal assembly between 1st and 2nd floor shall be
Type IV
Have 1 hr. fire resistance rating when sprinklered
Have 2 hr. fire resistance rating when not
sprinklered
• overall height is still limited to occupancy
Outline‐Unique Design Solutions
• Unique Design Solutionsq g
• Wood Podiums
G St ti• Gas Stations
• Historic Restoration/Seismic Retrofits
• Heavy Timber Braced Frames
• Post Frame Construction
• CLT‐Mass Timber
Gas Station Canopies – IBC 406.7.2
Canopies ‐ Shall be of noncombustible materials:
p
• Fire‐retardant‐treated wood
• Wood of Type IV sizes yp
• or, construction providing 1‐hour fire resistance.
Combustible materials used in or on a canopy shall be:
• Shielded from the pumps by a noncombustible element of • Shielded from the pumps by a noncombustible element of
the canopy
• or, wood of Type IV sizes , yp
APA Case Study: All Wood Podiums N110
Galt Place• Location: Galt, CA.• Type IV• 2 stories over all wood podium• Architect: Michael Malinowski .
Oceano at Warner Center• Location: Woodland Hills, CA.
T IV• Type IV• 2 stories over all wood podium• Architect: R C Alley III
• Less massive than concrete • Enhanced constructability • Cost savings
Gas Stations
• Heavy timber condition
• Shielded condition
Outline‐Unique Design Solutions
• Unique Design Solutionsq g
• Wood Podiums
G St ti• Gas Stations
• Historic Restoration/Seismic Retrofits
• Heavy Timber Braced Frames
• Post Frame Construction
• CLT‐Mass Timber
Seismic Retrofit of Unreinforced Masonry Buildings (URM)
URMoverhangs
U i f d
Masonry Buildings (URM)
Hard Spot, no tie
Unreinforced parapets and projections
Jacksonville Tavern, Jacksonville, Oregon• Tall, slender unreinforced piers
• Weak lime mortar• Continuous block long building sectionsContinuous block long building sections• Heavy timber is often used to seismically
retrofit these buildings for lateral forces and for out‐of‐plane wall forces
Lateral InstabilityModeled with steel moment frame
Hard spot
Low roof
Open Front ElevationOpen Front Elevation
Typical Floor Plan
Typical wall creating
There are typically more
yp goffice space, storage, etc.
Re‐sheath wall to create a shear wall
wood stud walls with plasterfinish at the second floor. (offices, apartments, etc. )
New shear wallor heavy timber braced frame
Multi‐Wythe brick or clay tile walls
Open front
Steel moment resisting frame
Typical 1st Floor 1st Floor‐Upgraded
Heavy Timber Braced Frame Options
Wall tributary area f
Longitudinal wall frame
to frame members (Typ.)
Opt. 1Adequate mortar
S h i l Di
Longitudinal wall HT posts
Strength in long. Dir.
Opt 2Frame epoxy anchoredinto wall. Supports wall
Longitudinal wall frame
Opt. 2ppin‐plane and out‐of‐plane
Wall requires testing of the mortar joint strengthprior to determining design requirements. Longitudinal shear wall
(3x or 4x studs at all anchors)
Outline‐Unique Design Solutions
• Unique Design Solutionsq g
• Wood Podiums
G St ti• Gas Stations
• Historic Restoration/Seismic Retrofits
• Heavy Timber Braced Frames
• Post Frame Construction
• CLT‐Mass Timber
Simpson Strong Tie Materials Demo Lab – 1st approved HTBF approved under 2007 CBC and ASCE7‐05
SEAOC 2010 Convention paper: http://www.arce.calpoly.edu/news‐events/documents/heavy timber bracedevents/documents/heavy‐timber‐braced‐frames.pdf
Structure Magazine Article: http://www.structuremag.org/article.aspxp g g p?articleID=1221
5000 sf. facility utilizing HT braced frames 5 y gas the primary LFRS
Heavy Timber Braced Frames (HTBF)
Heavy timber braced frames are becoming a preferred alternative vertical/lateral resisting p / gsystem due to cost, performance and aesthetics.
R=3, Ie=1.25 for this project3, 5 p j Over‐strength, system=2.0, braces=2.5 Overall effect R=1 (remains elastic, no ductility)
Outline‐Unique Design Solutions
• Unique Design Solutionsq g
• Wood Podiums
G St ti• Gas Stations
• Historic Restoration/Seismic Retrofits
• Heavy Timber Braced Frames
• Post Frame Construction
• CLT‐Mass Timber
Post Frame Construction
Previously used in Previously used in agricultural buildings
Adapted and commonly used in commercial structures
Features Wood side wall posts Pitched Trusses Wide bay spacing (8ft to 12ft +)
l f Large clear spans (100 ft +) Embedded wood posts or concrete piers
Concept of Post Framing
• 2x purlins and girts at16” o.c. to 24” o.c.
• Single or double trusses‐Depending on span
Common bearing conditions
Traditional foundations
Pressure treated Pressure treated post
Sloped surface for water drainage
post
Concrete pier2’ to 3’ diameter
Compacted crushed rock2 to 3 diameter crushed rock
Concrete bearing pad
• Wider lateral bearing surface for passive pressure resistance • Uplift forces resisted by skin p p
• More dead load to resist uplift forces
Uplift forces resisted by skin friction
Innovative foundation
• Asphalt and polyethylene wrapp p y y p
• Poured‐in‐place concrete pier
• Blow‐molded plasticBlow molded plastic
• Pre‐cast reinforce concrete columns
• HDPE plastic barrier• HDPE plastic barrier
• Polyethylene post sleeve
More information:
f dwww.postframeadvantage.com
Structural features of HT Construction
Large openings/Tall wallsLarge roof overhangs
Posts allow non‐structural infill
Outline‐Unique Design Solutions
• Unique Design Solutionsq g
• Wood Podiums
G St ti• Gas Stations
• Historic Restoration/Seismic Retrofits
• Heavy Timber Braced Frames
• Post Frame Construction
• CLT‐Mass Timber
CLT is part of a new class of product… “Mass”iveTimberMass iveTimber
• CLT, LVL, LSL and glulam beamsbeams
• Plate elements of mass timber ‐ less surface area to volume ratio
• Improved fire performance characteristics
• Efficient utilization of smaller diameter treesdiameter trees
• Mass Timber elements can be used for both vertical and lateral resisting system
MarselleArchitect: PB Architects, ArupPhoto: Matt Todd Photography
Mass‐”Timber”‐Stadhaus, London, UK, ,
• Tallest modern timber building‐ 9 stories
• Prefabricated CLT panels• All CLT load‐bearing walls, floor
slabs, and elevator and stair slabs, and elevator and stair shafts
Architect: Waugh ThistletonArchitectsPhoto credit: Waugh ThistletonArchitects
What is Cross Laminated Timber (CLT)?
4 1/8” to 12 3/8”• 3 layers min. of solid
sawn lams
10’X40’
• 90 deg. cross‐lams• Similar to pw. sht’g.
8’X64’
Photos provided by FPInnovations
Structural FlexibilitySt uctu a e b ty
• Curved shapes• Solid CLT shafts• Wood podiums• Cantilever stairs‐no posts• Long cantilever roof
overhangs
Office Buildings using CLT Construction
• Short construction time• Similar to concrete tilt‐up buildings
Case Study‐CLT Milestone in Montana
The Long Hallh• First CLT project in the US, using a US
CLT supplier. • Type VB–CLT walls and floor, glue‐
lam roof beams and deckinglam roof beams and decking• 2 stories, mixed use• 5 days to erect, 3 months from
foundation to occupancyfoundation to occupancy• Cost effectiveness‐ short
construction time and keeping CLT panels as interior finishp
Designer: Datum Design DraftingDesigner: Datum Design DraftingEngineer: CLT SolutionsPhoto: gravityshots.com
Location: Whitefish, MT
Solid Timber Shaft Walls
• Eliminates using concrete or masonry • Short construction time• Saves money
Enhancing Structural Flexibility with CLTg y6-storey glulam post-and-beam structure with reinforced concrete 6-storey glulam post-and-beam structure with reinforced concrete
Concrete cores to resist lateral loads
cores (CSN FondAction)cores (CSN FondAction)
Heavy Timber Frame Mid‐rise B ildi Q b CitBuilding, Quebec City
• Posts and beams support gravity loads• Concrete cores resist lateral loads
CLT h f ld b b i d f h CLT shafts could be substituted for the concrete cores
CLT floor and roof panels could be used as solid rigid diaphragm elements
Glulam post & beams
as solid rigid diaphragm elements
Is CLT recognized by the building Code?g y g
Section 602.4‐Heavy Timber and section 2303.1.4.3 3 4
Additional detailed information is available at ww.woodworks.org
Outline
• Heavy Timber Code Requirementsy q
• Design Elements
• Unique Design Solutions• Unique Design Solutions
• Project Examples
• Technical Resources
Outline‐Project Examples
• Commercial, Offices
• HealthCare
• SchoolsSchools
• Apartments/Lodges
• Churches• Churches
• Performing Arts Centers
• Aquatic Centers/Arenas
• Bridges
• Warehouses
Case Study: Greenest Building in the World
Bullitt Center • Location: Seattle, WA.• Type IV constructionyp• 4 stories of wood over a
2 story concrete podium• Construction cost $360/sf.• Goal‐ 250 year life expectancy
Architect: Miller Hull PartnershipPhoto Credit: Miller Hull PartnershipPhoto Credit: Miller Hull Partnership
Case Study: 1st US Commercial Bldg. “w/ NA CLT”
Promega GMP Facility‐client & staff reception area• Location Madison WI• Location: Madison, WI.• Type IV construction• 2 stories of heavy timber and CLT• 52 000 sf addition52,000 sf. addition.Architect: Uihlein Wilson Architects
Healthcare
Credit Valley Hospital, OntarioArchitect:
Tye Farrow of Farrow Partnership
• Main focus create a serene atmosphere • Main focus ‐create a serene atmosphere to the hospital
• Heavy timber achieved that goal
Photo: Peter Sellar, courtesy naturallywood.com
Case Study‐Herrington Recovery Center
Location: Okonomowoc, WI
Architect: TWP ArchitecturePhoto: Curtis Waltzrington
• 3 story 21 000 sf
Photo: Tom Davenport
3 story, 21,000 sf.• Exposed glu‐lam beams and decking• Wood selected for its warmth, and healing effects
Schools
Heavy Timber as defined in S i 6 f h IBC b Section 602 of the IBC may be used.
Example Project;Example Project;
• Fayetteville, NC
• Type V w/firewall• Type V w/firewall
• 110,000sf
• Heavy Timber Roof System• Heavy Timber Roof System
Case Study: Spanaway Middle School
Spanaway Middle SchoolL ti S WA• Location: Spanaway, WA.
• Type V• 2 stories‐ 100,899 sf. • Selecting wood saved over $82 00/sf • Selecting wood saved over $82.00/sf.
of average est. construction costs for new schools
. Architect: Erickson McGovern
Case Study: Positive Learning Environment
Duke Lower & Middle School• Location: Durham, NC.• Type IV• 1 story – 79,204 sf. • 5 new wood buildings, 4 existing.
• Glue‐lam columns, girders, and arches • exposed T&G decking • Reason for using exposed wood framing
aesthetics
Architect: DTW Architects
aesthetics How the warmth and beauty of wood
could influence the students.
Case Study: Learning With Natural Wood
Albert Lea High School• Location: Albert Lea, MN• Type IV roof system• 2 stories‐ 270,000 sf. • Wood provided the warmth and
beauty desired .
Photo courtesy of APA‐The Engineered Wood Association
• Architect: DLR Group
Case Study: Cost savings and AestheticsEl Dorado High School Gym• Location: El Dorado, AR
T IV h ti b t 6 ’ • Type IV heavy timber trusses‐165’ span• Using barrel roof and pw sheathing as
opposed to flat roof with parapets and decking saved $60 000decking saved $60,000
.
Architect CADM Architects
Photos courtesy of APA‐The Engineered Wood Association
Architect: CADM Architects
Apartments / Lodges
Great Wolf Lodge Resort, located in Concord, NC$70 million, 470,000 square foot complex.
• 402 hotel guest units• 90,000 sf. indoor water park• 20,000 sf. convention center• turn‐key cost of $6.7 million.turn key cost of $6.7 million.
Churches
• Heavy timber is a common Heavy timber is a common theme in churches and religious centers
• Provides warmth and beauty and a harmony with naturenature
Project by Foreman Seeley Fountain Architects
Churches
Architect: CDH Partners, Inc.Engineer: KSI Structural Engineers
Christ the King Catholic Church ‐Hamilton, GA
• Heavy timber trusses and wood decking• Spire created unique skylight effect
Richmond Olympic Oval, Richmond, B.C.
• Multi‐purpose arena with 500,000 sf. floor area• 330’ clear span arches w/ 2 way curvature roof
covering 6 acres• Proprietary Woodwave panel roof system
spanned between the composite glue‐lam arches
Credit: naturallywood.com Design team: CannonDesignOwner: City of Richmond
Case Study: Arena Stage at the Mead Center
Photo: Nic LehouxArchitect: Bing Thom Architects
• Location: Washington, D.C.• Expansion and renovation of a 200,000 sf. theater
complex complex • Type IV heavy timber roof with 85 foot cantilever• Column capacity is 400 kips
Aquatic Centers
• 66,500 sf. aquatic center• 10 ½”x41 ½” glue‐lams spanning 130 ft., g p g 3
spaced at 12’ oc.• 2 ½” T&G decking overlaid w/ pw sheathing• 130 ft. span, the glulam columns and beams
had to be assembled on sitehad to be assembled on‐site.
.
Aquatic Centers‐Gunter primary school
• Material lead time was 3‐4 weeks vs. 15 weeks for steel.
Anaheim Ice Arena
Arch splice Arch splice connection
116’ Span Anaheim Ice Arena
University Laval Soccer Stadium, Quebec City Quebec City
Typical concealed hinge (pinned) connections
Bridges‐2013 International Conference of Timber Bridges, Sept.dges 0 3 te at o a Co e e ce o be dges, Sept
• highway, railroad, and pedestrian bridges
• Span long distance• Span long distance• Provide unique shape
opportunities
Case Study: Innovation in Code ComplianceCase Study: Innovation in Code ComplianceHayden Warehouse• Location: Culver City, CA.
6 f T IV d l ti f • 6000 sf. Type IV undulating roof • 3 story –originally 2 story • Roof configuration was required to meet
height restriction (averaged roof heights)height restriction (averaged roof heights).
Glu‐lam span – 16’ ‐52’
5‐1/8 to 6‐3/4” wide x 9 to 30” deep, 12’ o.c.
2x rafters 16” o.c.Architect: Eric Owen Moss Architects
Outline
• Heavy Timber Code Requirementsy q
• Design Elements
• Unique Design Solutions• Unique Design Solutions
• Project Examples
• Technical Resources
‐Resources For You
Technical [email protected]
• Code issues‐H/A, fire protection• Design assistance• Wood design, use, and properties
Wood Sol tions Fairs
• Product information
Wood Solutions FairsEducation and Design Tools• On‐line webinars• Design guides and standards• Design software• CAD & REVIT details• On‐line calculators
Case Studies
On line calculators• Span Tables
…and more at woodworks.org
Other Resources
• American Wood Council ‐www.awc.org
APA E i d W d A i ti
• www.timberframeengineeringcouncil.org/
• APA‐Engineered Wood Association‐www.apa.org
• Timber Framers Guild‐www.tfguild.org/
• Timber Frame Business Council‐i b fwww.timberframe.org
Wood Design Awards
Deadline: September 30, 2013• Institutional Wood Design• Wood School Design• Commercial Wood Design• Multi‐Story Wood Design• Beauty of Wood• Beauty of Wood• Traditional Use of Wood• Green Building with Wood Traditional Use of Woodg• Innovative Wood Engineering
woodworks org
fSykes Chapel Center
Tampa, FLArchitect: tvsdesign
Engineer: Walter P. Moore and Associateswoodworks.org gPhoto: Brian Gassell
Heavy Timber Applications in Non‐Residential StructuresResidential Structures
Questions?Questions?
This concludes The American I tit t f A hit t C ti iInstitute of Architects Continuing
Education Systems Course
The Wood Products Council