Concept Design with TimberTech [email protected] Program Development Manager Mid-Rise Construction [email protected] Engineering Advisor Mid-Rise Construction
Concept Design with TimberTech
[email protected] Development ManagerMid-Rise Construction
[email protected] AdvisorMid-Rise Construction
• Mid-rise structural design
• The Need
• Setting up the model
• Computation routines
• Case study
• Report printing
• Access
OUTLINE
MID-RISE BUILDINGSResidential
MID-RISE BUILDINGSCommercial/Mixed use
Main issues Overturning forces
Mode shapes
Detailing(AS 1684)
Design(AS 1720)
horizontal shear flow
small simple Covered.Different for wind and seismic.
Covered.
uplift and compression in walls, plus horizontal shear flow
large complex Not covered.Similar for wind and seismic.
Only partial coverage(eg nothing for CLT).
Structural Analysis ConsiderationsAccording to the building height
Mid-rise
CODE,CRANE,
SEQUENCE,CONFLICTS,SYSTEMS...
THE MID-RISE ADVISORYFeasibility analysis
PROGRAM,DETAILS,
ACOUSTICS,COSTS...
THE MID-RISE ADVISORYCosting analysis
SOME TYPICAL FEATURESof a Mid-Rise project
• Urban infill (boundaries, access)
• Height/shading constraints
• Eccentric core
• Cantilevers (balconies/floors)
• Voids, wall misalignments
• Extension over existing buildings
• Weak soils
• Acoustic/Fire integration
EVERY PROJECT HAS
SPECIFIC NEEDS
ACRO-TIM R&D projectTimberTech Structural design software
ACRO-TIM Automated Calculation ROutines of mid-rise TIMber structures under combined wind and quake actions (VNA440-1718)
FREESOFTWARE
AND SUPPORT FOR MID-RISE
PROJECTS
• Mid-rise structural design
• The Need
• Setting up the model
• Computation routines
• Case study
• Report printing
• Access
OUTLINE
1. Optimisation is best early
2. Verification of span tables
3. Lateral load distribution
4. Connection limitations
5. Price estimating
The Need5 Major Reasons
The Need1: Optimisation is best early
Multi-Res Apartments 6 – 8 StoreysLightweight Timber + Massive Timber
Above 6
storeys
use
Massive
Timber in
lower
storeys
(LVL, CLT)
QUICK ITERATIVE PROCESS FOR PRELIMINARY
DESIGN OPTIMISATION
Explore Multiple Options for Efficiency- Does the timber-frame solution
work?- Is a hybrid (CLT/timber-frame)
most efficient?- Should the project be all CLT?
The Need2: Span Tables Indicative Only
TEST PRELIMINARY DESIGN WITH
COMPUTER MODEL
STABILITY DIFFICULT BUT
CRITICAL AT EARLY STAGES
The Need3: Lateral Load Distribution
𝐹𝑘ℎ3
3𝐸𝐼+
𝐹𝑘ℎ
𝐺𝐴𝑧+
𝐹𝑘ℎ2
𝑏2𝑛𝑐𝑧+
𝐹𝑘
𝑛∗𝑐𝑓
1) Thickness of walls
2) Number of connections
*Look at breakdown of stiffness
3) Connection stiffness
The Need3: Lateral Load Distribution
The Need4: Connections can limit design
TENSION FORCES MIGHT BE
CRITICAL AT TRANSFER
The Need5: Price Estimating
Price Estimating:- Engineers put a risk premium on uncertainties- QS puts a risk premium on uncertainties
PRINTBOQ FOR BETTER
INTERACTION WITH QS
Features and Limitations
Features
Fast and intuitive
Large database
Comprehensive analysis
State-of-the-art design
Interaction with QS
Limitations
Axial shortening
Other materials
Glulam bracing (Class 5)
Floor dynamics
Composite cores
• Mid-rise structural design
• The Need
• Setting up the model
• Computation routines
• Case study
• Report printing
• Access
OUTLINE
Modelling TimberTechImporting – DXF Compatible
Modelling TimberTechDrawing Elements
Modelling TimberTechData-base of materials
Modelling TimberTechDefine Elements
Modelling TimberTechDefine Connections
Modelling TimberTechDefinition of Loads
Modelling TimberTechSeismic Properties
Modelling TimberTechExtruded View of Model
Modelling TimberTechAnalysis
• Mid-rise structural design
• The Need
• Setting up the model
• Computation routines
• Case study
• Report printing
• Access
OUTLINE
𝐸𝐼𝑒𝑓𝑓 =
𝑖=1
𝑛
𝐸𝑖𝐼𝑖 + 𝛾𝑖𝐸𝑖𝐴𝑖𝑎𝑖2
TimberTech Calc RoutinesCLT FloorsGamma Method
Calculate Maximum Deflection ∆𝑚𝑎𝑥 =5𝑤 𝐿 4𝑗2
384 × 𝐸𝐼𝑒𝑓𝑓
Calculate Bending 𝜑𝑀 = 𝜑𝑏𝑘1𝑘4𝑘6𝑘9𝑘12𝑓𝑏𝑍𝑒𝑓𝑓
Calculate Shear 𝑉𝑑 = 𝜑𝑘1𝑘4𝑘6𝑓𝑠,𝐴𝑠
TimberTech Calc RoutinesAll Floors
∗ 𝑓𝑜𝑟 𝑠𝑖𝑚𝑝𝑙𝑦 𝑠𝑢𝑝𝑝
Floor-trusses CLTJoists
𝑀𝑑 = 𝜙 ∙ 𝑘1 ∙ 𝑘4 ∙ 𝑘6 ∙ 𝑘9 ∙ 𝑘12 ∙ 𝑓𝑏′ ∙ 𝑍
Shear
Calculate Maximum Deflection
∆𝑚𝑎𝑥 =5𝑤 𝐿 4𝑗2
384 × 𝐸𝐼𝑒𝑓𝑓
AS1720.1 3.2.1𝑉𝑑 = 𝜙 ∙ 𝑘1 ∙ 𝑘4 ∙ 𝑘6 ∙ 𝑓𝑠
′ ∙ 𝐴𝑠
AS1720.1 3.2.5
TimberTech Calc RoutinesBeams
Bending
𝑁𝑑,𝑐 = 𝜙 ∙ 𝑘1 ∙ 𝑘4 ∙ 𝑘6 ∙ 𝑘12 ∙ 𝑓𝑐′ ∙ 𝐴𝑐 AS1720.1 3.3.1
TimberTech Calc RoutinesColumns
𝜎𝑏∗
𝑓′𝑏,𝑑+
𝜎𝑐∗
𝑓′𝑐,𝑑≤ 1
Determine axial capacity of screw
TimberTech Calc RoutinesCLT Walls Compression
𝜎𝑏∗
𝑓′𝑏,𝑑
2
+𝜎𝑐∗
𝑓′𝑐,𝑑≤ 1 AS1720.1 3.5.1
𝑓′𝑏,𝑑 = 𝜙 ∙ 𝑘1 ∙ 𝑘4 ∙ 𝑘6 ∙ 𝑘9 ∙ 𝑘12,𝑏 ∙ 𝑓𝑏′
𝑓′𝑐,𝑑 = 𝜙 ∙ 𝑘1 ∙ 𝑘4 ∙ 𝑘6 ∙ 𝑘12,𝑐 ∙ 𝑓𝑐′
𝑀𝑑,𝑜𝑢𝑡−𝑜𝑓−𝑝𝑙𝑎𝑛𝑒 = 𝜙 ∙ 𝑘1 ∙ 𝑘4 ∙ 𝑘6 ∙ 𝑘9 ∙ 𝑘12 ∙ 𝑓𝑏′ ∙ 𝑍
𝑁𝑑,𝑐 = 𝜙 ∙ 𝑘1 ∙ 𝑘4 ∙ 𝑘6 ∙ 𝑘12 ∙ 𝑓𝑐′ ∙ 𝐴𝑐
𝑀𝑜𝑢𝑡−𝑜𝑓−𝑝𝑙𝑎𝑛𝑒∗
𝑀𝑑,𝑜𝑢𝑡−𝑜𝑓−𝑝𝑙𝑎𝑛𝑒+
𝑁𝑐∗
𝑁𝑑,𝑐,𝑜𝑢𝑡−𝑜𝑓−𝑝𝑙𝑎𝑛𝑒≤ 1
TimberTech Calc RoutinesFramed Walls
TimberTech Calc RoutinesPerp to grain compression
𝑁𝑑,𝑝 = 𝜙 ∙ 𝑘1 ∙ 𝑘4 ∙ 𝑘6 ∙ 𝑘7 ∙ 𝑓𝑝′ ∙ 𝐴𝑝
AS1720.1
TimberTech Calc RoutinesCLT Stability
CLT Stability
2) Calculate bending deformation1) Calculate shear deformation
𝛿𝑚 =𝐹𝑘ℎ
3
3𝐸𝐼𝛿𝑣 =𝐹𝑘ℎ
𝐺𝐴𝑧
I =𝑑0𝑏
3
12
TimberTech Calc RoutinesCLT Panel Stiffness - Panel
4) Expansion of tie rods3) Calculate shear deformation
𝛿𝑧 =𝐹𝑘ℎ
2
𝑏2𝑐𝑧
𝛿𝑓 =𝐹𝑘
𝑛∗𝑐𝑓
𝐴𝐽 𝑇𝑂 𝐹𝐼𝑋𝐷𝑅𝐴𝑊𝐼𝑁𝐺𝑆
TimberTech Calc RoutinesCLT Panel Stiffness - Connections
𝑆𝑝𝑒𝑎𝑘 𝑡𝑜 𝑆𝑢𝑝𝑝𝑙𝑖𝑒𝑟𝑠
Mechanism 1 – glued joints
TimberTech Calc RoutinesCLT Shear Walls
𝜏𝑧,𝑖∗ =
𝑣2
σ𝑗𝑛𝑧 𝐺𝑗𝐺𝑖𝑡𝑧,𝑗
𝜏𝑦,𝑖∗ =
𝑣2
σ𝑗
𝑛𝑦 𝐺𝑗𝐺𝑖𝑡𝑦,𝑗
𝑓𝑣,𝑑,𝑖′ = 𝜙 ∙ 𝑘1 ∙ 𝑘4 ∙ 𝑘6 ∙ 𝑓𝑣,𝑖
′
𝑆𝑝𝑒𝑎𝑘 𝑡𝑜 𝑆𝑢𝑝𝑝𝑙𝑖𝑒𝑟𝑠
Mechanism 2 – shearing off of boards
TimberTech Calc RoutinesShear Walls
𝜏𝑇∗ =
𝑀𝑇∗
𝑊
𝑓𝑇,𝑑′ = 𝜙 ∙ 𝑘1 ∙ 𝑘4 ∙ 𝑘6 ∙ 𝑓𝑇
′
TimberTech Calc RoutinesTimber-frame Stiffness
TimberTech Calc RoutinesTimber-frame Stiffness
1. Bending deformation (studs)
Δ𝑏,𝑖 =𝑀𝑖𝐻𝑖
2
ሻ2(𝐸𝐼 𝑖+
𝑉𝑖𝐻𝑖3
ሻ3(𝐸𝐼 𝑖
2. Shear deformation (bracing sheet)
∆𝑠,𝑖=𝑉𝑓,𝑖𝐻𝑖
𝐵𝑣,𝑖
3. Nail slip
∆𝑛,𝑖= 0.0025𝐻𝑖𝑒𝑛,𝑖
4. Tie-down deformation
∆𝑎,𝑖𝑠𝑡𝑜𝑟𝑒𝑦
=ሻ𝐻𝑖(𝑑𝑎
𝐿𝑠
𝑆𝑝𝑒𝑎𝑘 𝑡𝑜 𝑆𝑢𝑝𝑝𝑙𝑖𝑒𝑟𝑠
𝑓ℎ,𝑘,1 =𝑛𝑒𝑓𝑓𝑓𝑎𝑥,𝑘𝑑1𝑙𝑒𝑓𝑓1.2𝑐𝑜𝑠2∅ + 𝑠𝑖𝑛2∅
×𝜌𝑘
350
0.8𝑓ℎ,𝑘,1 =
𝑛𝑒𝑓𝑓𝑓𝑎𝑥,𝑘𝑑1𝑙𝑒𝑓𝑓1.2𝑐𝑜𝑠2∅ + 𝑠𝑖𝑛2∅
×𝜌𝑘
350
0.8
∅𝑁𝑑𝑗 =,∅𝑓ℎ,𝑘
Determine shear capacity of screw
𝐹𝑣,𝑅𝑘,𝑐 =𝑓ℎ,1,𝑘 ⋅ 𝑡1 ⋅ 𝑑
1 + 𝛽⋅ 𝛽 + 2𝛽2 1 +
𝑡2𝑡1+
𝑡2𝑡1
2
+ 𝛽3𝑡2𝑡1
2
− 𝛽 1 +𝑡2𝑡1
+𝐹𝑎𝑥,𝑅𝑘4
… . . 𝑎𝑛𝑑 4 𝑚𝑜𝑟𝑒 𝑓𝑎𝑖𝑙𝑢𝑟𝑒 𝑚𝑜𝑑𝑒𝑠
Determine axial capacity of screw
TimberTech Calc RoutinesTF Shear Wall Strength (Fasteners)
𝐹𝑖,𝑣,𝑅𝑑 =𝐹𝑡,𝑅𝑑 ⋅ 𝑏𝑖⋅ 𝑐𝑖
𝑠
TimberTech Calc RoutinesConnections
TimberTech Calc RoutinesConnection Calculations
𝑇
= ൞
𝑀3−3
𝑏−𝑁
2⋅
1
𝑛𝑎𝑛𝑐𝑓𝑜𝑟 𝑎𝑐𝑡𝑖𝑣𝑒 ℎ𝑜𝑙𝑑 − 𝑑𝑜𝑤𝑛
0 𝑓𝑜𝑟 𝑖𝑛𝑎𝑐𝑡𝑖𝑣𝑒 ℎ𝑜𝑙𝑑 − 𝑑𝑜𝑤𝑛
TimberTech Calc RoutinesTimber-concrete pull-out
Rs,d = ϕ ∙ Rs,k
AS4100 9.3.22
Hold down steel resistance
Hold down tension resistance
Rt,d = ϕ ∙ Rt,k = ϕ ∙ As ⋅ fuf
Pull-out resistance in anchor
𝑅𝑝𝑢𝑙𝑙,𝑑 = 𝜙 ∙ 𝑅𝑝𝑢𝑙𝑙,𝑘
TimberTech Calc RoutinesTimber-concrete shear
Angle bracket bearing
𝑉𝑎 =𝑉2𝑛𝑎𝑛𝑐
𝑉𝑝 = 𝑉𝑎 ⋅ 𝑘𝑡𝑅𝑎,𝑑 = ϕ ∙ k1 ∙ k13 ∙ k14 ∙ 𝑹𝒂,𝒌,𝒅𝒆𝒏𝒔
Anchor bearing capacity
𝑅𝑝,𝑑 = 𝝓 ∙ 𝑹𝒑,𝒌
TimberTech Calc RoutinesTimber-timber pull-out
Rs,d = ϕ ∙ Rs,k
AS4100 9.3.22
Hold down steel resistance
Hold down tension resistance
Rt,d = ϕ ∙ Rt,k = ϕ ∙ As ⋅ fuf
Pull-out resistance in anchor
𝑅𝑝𝑢𝑙𝑙,𝑑 = 𝜙 ∙ 𝑅𝑝𝑢𝑙𝑙,𝑘
TimberTech Calc RoutinesTimber-timber shear
Shear
𝑉𝑎 =𝑉2𝑛𝑎𝑛𝑐
𝑅𝑎,𝑑 = ϕ ∙ k1 ∙ k13 ∙ k14 ∙ 𝑹𝒂,𝒌,𝒅𝒆𝒏𝒔
Angle bracket bearing capacity
• Mid-rise structural design
• The Need
• Setting up the model
• Computation routines
• Case study
• Report printing
• Access
OUTLINE
Case StudyWoodSolutions Demonsration Model
Case StudyWoodSolutions Demonsration Model
Podium level • Often concrete (certainly
basement) reduces ground moisture and termite issues
Apartment floors• General lightweight timber
systems• Massive timber systems, or• Combination
Building
Depth (y)
22.5m
Building breadth (x)
34m
Case StudyBuilding layout and performance
Building Layout and PerformanceBuild Model
• Draw walls and floors within building (import DXF or manually)
• Define the floors, walls and connections
• Define the loads
Define FloorsFloor Sizes
Define FloorsFloor Sizes
Space 1 Space 2 Rw + Ctr
(airborne)Rw
(airborne)Discontinuous construction
Apartment Different apartment ≥ 50 NA
If wall separates habitable room from a bathroom, toilet,
kitchen laundry
Define WallsWall Layout
Space 1 Space 2 Rw + Ctr
(airborne)Rw
(airborne)Discontinuous construction
Apartment Different apartment ≥ 50 NA
If wall separates habitable room from a bathroom, toilet,
kitchen laundry
Engineers Consider
1 LBW + 1
Stud
Acoustic
OR
2 LBW
Define WallsWall Layout
Space 1 Space 2 Rw + Ctr
(airborne)Rw
(airborne)Discontinuous construction
Apartment Same apartmentNo
requirementNo
requirementNo requirement
Define WallsWall Layout
Space 1 Space 2 Rw + Ctr
(airborne)Rw
(airborne)Discontinuous construction
Apartment Corridor>50
t>50 No requirement
Define WallsWall Layout
Define WallsWall Layout
Define WallsLoading (Typ)
Dead Loads (G)• Wall loads (3 kN/m)• Floor Load (2.6kPa)
Live Loads (Q)• 1.5kPa
Define WallsWall Capacity
kN/m WT1
Roof 20
CL3 -
85
7 40
CL3 -
85
6 59
CL3 -
85
5 79
CL3 -
85
4 99
CL3 -
85
3 119
CL3-
105
2 139
CL3-
105
• Supplier wall capacity tables
XLam Design Guide Version 1
Define WallsPreliminary Wall Sizing
kN/m WT1
Roof 20
CL3 -
85
7 40
CL3 -
85
6 59
CL3 -
85
5 79
CL3 -
85
4 99
CL3 -
85
3 119
CL3-
105
2 139
CL3-
105
kN/m WT1 kN/m WT2 kN/m WT3 kN/m WT4 kN/m WT5
Roof 20
CL3 -
85 39
CL3 -
85 34
CL3 -
85 41
CL3 -
85 4
CL3 -
85
7 40
CL3 -
85 79
CL3 -
85 68
CL3 -
85 83
CL3 -
85 7
CL3 -
85
6 59
CL3 -
85 118
CL3-
105 102
CL3 -
85 124
CL3-
105 11
CL3-
105
5 79
CL3 -
85 158
CL3-
105 135
CL3-
105 166
CL3-
105 14
CL3-
105
4 99
CL3 -
85 197
CL3-
105 169
CL3-
105 207
CL3-
105 18
CL3-
105
3 119
CL3-
105 236
CL3-
115 203
CL3-
105 248
CL3-
115 22
CL3-
115
2 139
CL3-
105 276
CL3-
115 237
CL3-
115 290
CL3-
115 25
CL3-
115
Define WallsPreliminary Wall Sizing
kN/m WT1 kN/m WT2 kN/m WT3 kN/m WT4 kN/m WT5
Roof 20
CL3 -
85 39
CL3 -
85 34
CL3 -
85 41
CL3 -
85 4
CL3 -
85
7 40
CL3 -
85 79
CL3 -
85 68
CL3 -
85 83
CL3 -
85 7
CL3 -
85
6 59
CL3 -
85 118
CL3-
105 102
CL3 -
85 124
CL3-
105 11
CL3-
105
5 79
CL3 -
85 158
CL3-
105 135
CL3-
105 166
CL3-
105 14
CL3-
105
4 99
CL3 -
85 197
CL3-
105 169
CL3-
105 207
CL3-
105 18
CL3-
105
3 119
CL3-
105 236
CL3-
115 203
CL3-
105 248
CL3-
115 22
CL3-
115
2 139
CL3-
105 276
CL3-
115 237
CL3-
115 290
CL3-
115 25
CL3-
115
Define WallsPreliminary Wall Sizing
Define ConnectionsPreliminary Connection
• Long walls East/West (no tension?)
• Short walls less stiff North/South (tension?)
cz 5705 N/mm
cz 5705 N/mm
Stability
cz 5705 N/mm
cz 5705 N/mm
Stability
*Large tension?
Stability
Define ConnectionsTimber/Timber - Connections
Define ConnectionsTimber/Concrete - Connections
Define ConnectionsPreliminary Connections Selected
East / West Direction (long walls, less
tension expected)
North / South Direction (short walls,
more tension expected)L Shear Tension Shear Tension
L8-L5
1 x WHT340
Titan TTF200
@1500 1 x WHT 440 - LBS 5 x 50
Titan
TTN240
@1000L4-L2
1 x WHT440 - LBA 4 x
40 (each end)
Titan TTF200
@1500 2 x WHT 440 - LBS 5 x 50
Titan
TTN240
@1000Trans
1 x WHT 440 - LBS 5 x
50
Titan TCN 240 @
1000 3 x WHT 620 LBS 5 x 50
Tital TCN
240 @ 500
AnalyzeCheck Model Results
AnalyzeCheck Model Results
AnalyzeCheck Model Results
AnalyzeCheck Model Results
AnalyzeBuilding Learnings
1. Walls from capacity tables OK under lateral loads
AnalyzeBuilding Learnings
2. No tension East/West
AnalyzeBuilding Learnings
3. Large tension North/South
AnalyzeBuilding Learnings
4. Moderate drift East/West
AnalyzeBuilding Learnings
5. Large movement North/South
Decisions?Building Learnings
Build CLT Model (with learnings)
Optimise CLTSubmit for detail
design
Build Timber-frame
Optimise for Timber-frame
Submit for detail design
Combine CLT and Timber-frame
Submit for detail design
Part 2 -Timber-frame Solution
kN/m WT1 kN/m WT2 kN/m WT3 kN/m WT4 kN/m WT5
Roof 20 39 34 41 4
7 40 79 68 83 7
6 59 118 102 124 11
5 79 158 135 166 14
4 99 197 169 207 18
3 119 236 203 248 22
2 139 276 237 290 25
Define WallsPreliminary Wall Sizing
OptimiseTimber-frame Model
Load Case
130 x 45 LVL
(kN)
90 x 45 LVL
(kN)
90 x 45 MGP
10 (kN)
1.35G 42 23 16
1.2G
+1.5wlQ 42 23 16
1.2G+1.5Q 60 33 23
1.2G + W +
wlQ 74 41 28
kN/m WT1
Roof 20
7 40
6 59
5 79
4 99
3 119
2 139
OptimiseTimber-frame Walls
Load Case
130 x 45 LVL
(kN)
90 x 45 LVL
(kN)
90 x 45 MGP
10 (kN)
1.35G 42 23 16
1.2G
+1.5wlQ 42 23 16
1.2G+1.5Q 60 33 23
1.2G + W +
wlQ 74 41 28
kN/m WT1
Roof 20
90x45
MGP10
@300
7 4090x45
LVL@300
6 5990x45
LVL@300
5 79130x45
LVL@300
4 99130x45
LVL@300
3 119130x45
LVL@300
2 139130x45
LVL@300
Load
Case
130 x 45 LVL
(kN)
90 x 45 LVL
(kN)
90 x 45 MGP
10 (kN)
1.35G 42 23 16
1.2G
+1.5wlQ 42 23 161.2G+1.5
Q 60 33 23
1.2G + W
+ wlQ 74 41 28
OptimiseTimber-frame Walls
kN/m WT1
Roof 20
90x45
MGP10
@300
7 4090x45
LVL@300
6 5990x45
LVL@300
5 79130x45
LVL@300
4 99130x45
LVL@300
3 119130x45
LVL@300
2 139130x45
LVL@300
OptimiseTimber-frame Walls
kN/m WT1
Roof 20
90x45
MGP10
@300
7 4090x45
LVL@300
6 5990x45
LVL@300
5 79130x45
LVL@300
4 99130x45
LVL@300
3 119130x45
LVL@300
2 139130x45
LVL@300
OptimiseTimber-frame Walls
kN/m WT1 kN/m WT2* kN/m WT3* kN/m WT4* kN/m WT5
Roof20
90x45
MGP10
@300 39
90x45
MGP10
@300 34
90x45
MGP10
@300 41
90x45
MGP10
@300 4
90x45
MGP10
@300
740
90x45
LVL@300 79
90x45
LVL@300 68
90x45
LVL@300 83
90x45
LVL@300 7
90x45
LVL@300
659
90x45
LVL@300 118
90x45
LVL@300 102
90x45
LVL@300 124
90x45
LVL@300 11
90x45
LVL@300
579
130x45
LVL@300 158
130x45
LVL@300 135
130x45
LVL@300 166
130x45
LVL@300 14
130x45
LVL@300
499
130x45
LVL@300 197
130x45
LVL@300 169
130x45
LVL@300 207
130x45
LVL@300 18
130x45
LVL@300
3119
130x45
LVL@300 236
130x45
LVL@300 203
130x45
LVL@300 248
130x45
LVL@300 22
130x45
LVL@300
2139
130x45
LVL@300 276
130x45
LVL@300 237
130x45
LVL@300 290
130x45
LVL@300 25
130x45
LVL@300
* WT2, WT3, WT4 all double leaf studs
OptimiseTimber-frame Walls
Define FloorsFloor Sizes – Light-weight
Option 1 – Deeper sections, efficient on material
Define FloorsFloor Sizes – Light-weight
Option 2 – Shallower section, more material
Define FloorsFloor Sizes – Light-weight
Analyze Timber-frame SolutionBuilding Learnings
2. Studs OK under gravity loads, fail for lateral loads
3. Horizontal movement unacceptable East/West (19mm)
4. Horizontal movement veryunacceptable North/South (38mm)
1. Selected floors OK
Decisions?Building Learnings
WT1 WT2 (discont) WT3 (discont) WT4 (discont) WT5
Roof 90x45 MGP10
@300 90x45 MGP10
@300 90x45 MGP10 @300
90x45 MGP10 @300
90x45 MGP10 @300
7 90x45 LVL@300 90x45 LVL@300 90x45 LVL@300 90x45 LVL@300 90x45 LVL@300
6 90x45 LVL@300 90x45 LVL@300 90x45 LVL@300 90x45 LVL@300 90x45 LVL@300
5 130x45 LVL@300 130x45 LVL@300 130x45 LVL@300 130x45 LVL@300 130x45 LVL@300
4 130x45 LVL@300 130x45 LVL@300 130x45 LVL@300 130x45 LVL@300 130x45 LVL@300
3 130x45 LVL@300 130x45 LVL@300 130x45 LVL@300 130x45 LVL@300 130x45 LVL@300
2 130x45 LVL@300 130x45 LVL@300 130x45 LVL@300 130x45 LVL@300 130x45 LVL@300
Build CLT Model (with learnings)
Optimise CLTSubmit for detail
design
Build Timber-frame
Optimise for Timber-frame
Submit for detail design
Combine CLT and Timber-frame
Submit for detail design
Analyze Timber-frame SolutionBuilding Learnings
Solution 1) Increase the stiffness of framed wall (e.g, thickness of OSB)
1) Stud stiffness
2) Shear through rigidity
*Look at breakdown of stiffness
3) Increase nail to frame stiffness
(𝑀𝑖𝐻𝑖
2
ሻ2(𝐸𝐼 𝑖+
𝑉𝑖𝐻𝑖3
ሻ3(𝐸𝐼 𝑖) +
𝑉𝑓,𝑖𝐻𝑖
𝐵𝑣,𝑖+ 0.0025𝐻𝑖𝑒𝑛,𝑖 +
𝐹𝑘
𝑛∗𝑐𝑓
4) Increase connection stiffness,
shear and tension
Studs Sheeting Nails Connections
Analyze Timber-frame SolutionIncrease Timber-frame Stiffness
Analyze Timber-frame SolutionBuilding Learnings
Build CLT Model (with learnings)
Optimise CLTSubmit for detail
design
Build Timber-frame
Optimise for Timber-frame
Submit for detail design
Combine CLT and Timber-frame
Submit for detail design
WT1 WT2 (discont) WT3 (discont) WT4 (discont) WT5
Roof 90x45 MGP10 @300 90x45 MGP10 @300 90x45 MGP10 @300 90x45 MGP10 @300 90x45 MGP10 @300
7 90x45 LVL@300 90x45 LVL@300 90x45 LVL@300 90x45 LVL@300 90x45 LVL@300
6 90x45 LVL@300 90x45 LVL@300 90x45 LVL@300 90x45 LVL@300 90x45 LVL@300
5 130x45 LVL@300 130x45 LVL@300 130x45 LVL@300 130x45 LVL@300 130x45 LVL@300
4 130x45 LVL@300 130x45 LVL@300 130x45 LVL@300 130x45 LVL@300 130x45 LVL@300
3 130x45 LVL@300 130x45 LVL@300 130x45 LVL@300 130x45 LVL@300 130x45 LVL@300
2 130x45 LVL@300 130x45 LVL@300 130x45 LVL@300 130x45 LVL@300 130x45 LVL@300
WT1 WT2 (discont) WT3 (discont) WT4 (discont) WT5
Roof 90x45 MGP10 @300 90x45 MGP10 @300 90x45 MGP10 @300 90x45 MGP10 @300 90x45 MGP10 @300
7 90x45 LVL@300 90x45 LVL@300 90x45 LVL@300 90x45 LVL@300 90x45 LVL@300
6 90x45 LVL@300 90x45 LVL@300 90x45 LVL@300 90x45 LVL@300 CL3-105
5 130x45 LVL@300 130x45 LVL@300 130x45 LVL@300 130x45 LVL@300 CL3-105
4 CL3 - 85 CL3-105 CL3-105 CL3-105 CL3-105
3 CL3-105 CL3-115 CL3-115 CL3-115 CL3-115
2 CL3-105 CL3-115 CL3-115 CL3-115 CL3-115
Analyze Timber-frame SolutionBuilding Learnings
Build CLT Model (with learnings)
Optimise CLTSubmit for detail design/ Export
BOQ
Build Timber-frame
Optimise for Timber-frame
Submit for detail design/Export
BOQ
Combine CLT and Timber-frame
Submit for detail design/Export
BOQ
ExportBill of Quantities
• Mid-rise structural design
• The Need
• Setting up the model
• Computation routines
• Case study (prelim)
• Report printing (detail)
• Access
OUTLINE
Detailed DesignPrint Design Report
• Recommend using the design report at your own discretion when confident with the software
• Support with hand computations
Print ReportComputation Routines Outlined
Print ReportComputation Routines Outlined
Print ReportCalculated Design Properties
Print ReportAnalysis of Each Element
Print ReportCalculated Shear Stiffness
Print ReportWall Utilisation
Print ReportConnections
Print ReportConnections
• The Need
• Setting up the model
• Computation routines
• Case study (prelim)
• Report printing (detail)
• Access
OUTLINE
ACCESS
• Access at
www.acrotim.com
QUESTIONS?