Concept Design with TimberTech - WoodSolutions · TimberTech Structural design software ACRO-TIM Automated Calculation ROutines of mid-rise TIMber structures under combined wind and

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


• The Need



• 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


• The Need



• 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


• The Need



• 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

′


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


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


• The Need



• 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


(airborne)Rw


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



(airborne)Rw


Apartment Same apartmentNo

requirementNo

requirementNo requirement



(airborne)Rw


Apartment Corridor>50

t>50 No requirement



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



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 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




AnalyzeBuilding Learnings

1. Walls from capacity tables OK under lateral loads


2. No tension East/West


3. Large tension North/South


4. Moderate drift East/West


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


Part 2 -Timber-frame Solution


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


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


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


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


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


Define FloorsFloor Sizes – Light-weight

Option 1 – Deeper sections, efficient on material


Option 2 – Shallower section, more material


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








design

Build Timber-frame






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




design

Build Timber-frame






Roof 90x45 MGP10 @300 90x45 MGP10 @300 90x45 MGP10 @300 90x45 MGP10 @300 90x45 MGP10 @300








Roof 90x45 MGP10 @300 90x45 MGP10 @300 90x45 MGP10 @300 90x45 MGP10 @300 90x45 MGP10 @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



Optimise CLTSubmit for detail design/ Export

BOQ

Build Timber-frame


Submit for detail design/Export

BOQ


Submit for detail design/Export

BOQ

ExportBill of Quantities


• The Need



• 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



• Case study (prelim)

• Report printing (detail)

• Access

OUTLINE

ACCESS

• Access at

www.acrotim.com

QUESTIONS?

Documents

Concept Design with TimberTech - WoodSolutions · TimberTech Structural design software ACRO-TIM Automated Calculation ROutines of mid-rise TIMber structures under combined wind and