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


(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 +


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


• 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


• 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


• Design Elements

• Unique Design Solutions• Unique Design Solutions

• Project Examples


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


• 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


Innovative Connection Systemso at eCo ect o Syste s

Shear

Shear transfer strip

Shear transfer strip Hybrid system- composite wood and concrete slabs

Outline


• Design Elements

• Project Examples• Project Examples

• Unique Design Solutions


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



• Wood Podiums






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



• Wood Podiums






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)



• Wood Podiums






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)



• Wood Podiums






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



• Wood Podiums






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


• Design Elements




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


• Design Elements




‐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

wood products council exposing the potential of · exposing the potential of heavy timber ......

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