Copyright Materials. R. Jonkman, P.Eng, A. Robertson, P.Eng 1

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1 Robert Jonkman, P.Eng. November 12, 2013 Adam Robertson, P.Eng. Toronto Wood Solutions Fair Copyright Materials This presentation is protected by US and International Copyright laws. Reproduction, distribution, display and use of the presentation without written permission of the speaker is prohibited. R. Jonkman, P.Eng, A. Robertson, P.Eng 1

2 Program Education Credit Information The Canadian Wood Council is a Registered Provider with the American Institute of Architects. This course meets Continuing Education System requirements for one Learning Unit. Credit earned on completion of this program will be reported to CES Records for AIA members who provided their member number during the online registration. This course also qualifies as Structured Learning with OAA. Certificates of Completion for OAA members, and anyone else who indicated they wanted a certificate, will be ed after the event to those who requested them during the registration process. We will also report participation to the Engineering Institute of Canada on behalf of any engineers who requested their participation be recorded. This program is registered with the 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. The same is true for the OAA and EIC. Questions related to specific materials, methods, and services will be addressed at the conclusion of this presentation. PART 1: An Overview and Demonstration of WoodWorks Design Office Software 8:30 9:30 PART 2: Analysis and Design for Wind and Seismic Loads Using Shearwalls 10:00 11:00 R. Jonkman, P.Eng, A. Robertson, P.Eng 2

3 Robert Jonkman, P.Eng. November 12, 2013 Adam Robertson, P.Eng. Toronto Wood Solutions Fair SIZER Gravity Design Concept mode DATABASE EDITOR Add proprietary products Column mode Beam mode Latest version: Design Office 8 SR-4 (September 13, ) Electronic copy of CSA O86 included with purchase of Design Office suite ($180 value) SHEARWALLS Lateral Design (Wind and Seismic) CONNECTIONS Fasteners R. Jonkman, P.Eng, A. Robertson, P.Eng 3

4 SIZER Gravity Design Concept mode DATABASE EDITOR Add proprietary products Column mode Beam mode SHEARWALLS Lateral Design (Wind and Seismic) CONNECTIONS Fasteners SIZER Concept mode Plan view showing hip roof system R. Jonkman, P.Eng, A. Robertson, P.Eng 4

5 SIZER Concept mode Elevation view SIZER Concept mode to Beam or Column mode Transfer any component s information to Beam or Column mode R. Jonkman, P.Eng, A. Robertson, P.Eng 5

6 Transferred Length and Slope to Beam mode SIZER Beam mode Transferred HIP load info to Beam mode SIZER Beam mode R. Jonkman, P.Eng, A. Robertson, P.Eng 6

7 Concept Mode Demo - Adam File: Concept_example.wwa SIZER Concept mode R. Jonkman, P.Eng, A. Robertson, P.Eng 7

8 SIZER Gravity Design Concept mode DATABASE EDITOR Add proprietary products Column mode Beam mode SHEARWALLS Lateral Design (Wind and Seismic) CONNECTIONS Fasteners SIZER Oblique angled members Sloped members Steel beams R. Jonkman, P.Eng, A. Robertson, P.Eng 8

9 SIZER Loads: Dead Live Snow Wind Storage equipment Controlled fluids Earthquake Soil Load Distribution: Line Partial Line Area Partial Area Triangular Trapezoidal Point Applied moment Repeating point Moving concentrated SIZER Analysis results intuitively summarized R. Jonkman, P.Eng, A. Robertson, P.Eng 9

10 Diagrams for each member: Reaction Shear Bending moment Deflection SIZER If the material is not here, you can add it using the database editor. R. Jonkman, P.Eng, A. Robertson, P.Eng 10

11 SIZER notches wet/dry & treatment Notches and Part 9 NBCC Notching of Framing Members (1) members are permitted to be notched provided the notch is located on the top of the member within half the joist depth from the edge of bearing and is not deeper than one third the joist depth R. Jonkman, P.Eng, A. Robertson, P.Eng 11

12 Notches (compression zone) and Part Shear resistance General An = net area of cross-section, mm 2 (Clause 4.3.8) Limitation The net section shall not be less than 75% of the gross section Notches (tension zone) and Part 4 R. Jonkman, P.Eng, A. Robertson, P.Eng 12

13 Notches (tension zone) and Part 4 SIZER Deflection criteria Lateral support R. Jonkman, P.Eng, A. Robertson, P.Eng 13

14 SIZER Bearing design at supports Load type: Dead Live Snow Wind Earthquake Soil Storage equipment Controlled fluids Distribution: Line Partial Line Area Partial Area Triangular Trapezoidal Point Repeating point Applied moment Moving concentrated R. Jonkman, P.Eng, A. Robertson, P.Eng 14

15 Holes Holes Drilled in Framing Members (1) Holes drilled in roof, floor or ceiling framing members shall be not larger than one-quarter the depth of the member and shall be located not less than 50 mm from the edges, unless the depth of the member is increased by the size of the hole. SIZER-Beam Points of Interest Shear and moment at user-defined locations R. Jonkman, P.Eng, A. Robertson, P.Eng 15

16 SIZER-Beam Steel beams 2009 CSA-S16-09 Beam Mode Demo File: b1 R. Jonkman, P.Eng, A. Robertson, P.Eng 16

17 SIZER Gravity Design Concept mode DATABASE EDITOR Add proprietary products Column mode Beam mode SHEARWALLS Lateral Design (Wind and Seismic) CONNECTIONS Fasteners R. Jonkman, P.Eng, A. Robertson, P.Eng 17

18 Lateral support: Full, unbraced, or spec d spacing Fixed, Pinned, or Free end conditions Tension ( ) and compression axial forces Eccentric axial loads Load face can be the width or depth of columns or studs R. Jonkman, P.Eng, A. Robertson, P.Eng 18

19 Tension ( ) and compression axial forces Column Mode Demo File: R. Jonkman, P.Eng, A. Robertson, P.Eng 19

20 SIZER Gravity Design Concept mode DATABASE EDITOR Add proprietary products Column mode Beam mode SHEARWALLS Lateral Design (Wind and Seismic) CONNECTIONS Fasteners R. Jonkman, P.Eng, A. Robertson, P.Eng 20

21 DATABASE EDITOR Add proprietary products Standard database includes all NDS values in the US version and all CSA O86 values in Cdn version DATABASE EDITOR Add proprietary products Custom database can be added to as needed R. Jonkman, P.Eng, A. Robertson, P.Eng 21

22 DATABASE EDITOR Proprietary databases for use in generic Sizer: Ask your SCL manufacturer R. Jonkman, P.Eng, A. Robertson, P.Eng 22

23 R. Jonkman, P.Eng, A. Robertson, P.Eng 23

24 Custom versions of Sizer: R. Jonkman, P.Eng, A. Robertson, P.Eng 24

25 Beam Mode Demo Custom version File: SIZER Proprietary Versions R. Jonkman, P.Eng, A. Robertson, P.Eng 25

26 Links to Sizer: Links to Sizer: R. Jonkman, P.Eng, A. Robertson, P.Eng 26

27 SIZER Gravity Design Concept mode Column mode Beam mode Latest version: Design Office 8 SR-4 (September 13, ) DATABASE EDITOR Add proprietary products SHEARWALLS Lateral Design (Wind and Seismic) CONNECTIONS Fasteners CONNECTIONS Beam to Beam Column to base Beam to column R. Jonkman, P.Eng, A. Robertson, P.Eng 27

28 CONNECTIONS Wood to wood Wood to steel Wood to concrete CONNECTIONS Fully dimensioned CAD-like drawings Some connections export as.dxf Beam to beam R. Jonkman, P.Eng, A. Robertson, P.Eng 28

29 Some connections export as.dxf Beam to beam Bolt output showing failure modes brittle in this configuration R. Jonkman, P.Eng, A. Robertson, P.Eng 29

30 Ductile failure governs after changing configuration Connections Demo Bolts File: R. Jonkman, P.Eng, A. Robertson, P.Eng 30

31 SIZER Gravity Design Concept mode DATABASE EDITOR Add proprietary products Column mode Beam mode SHEARWALLS Lateral Design (Wind and Seismic) CONNECTIONS Fasteners SHEARWALLS Lateral Design (Wind and Seismic) Wind and seismic load generation at the click of a button. Enter City, or building code climatic info. Additional loads, forces, and masses can be added manually. Forces are distributed using both rigid (stiffness) and flexible (tributary area) diaphragm assumptions. R. Jonkman, P.Eng, A. Robertson, P.Eng 31

32 SHEARWALLS Checks if hold-downs can be omitted Hold down Anchorage only Designs for wind suction and lateral shear SHEARWALLS Lateral Design (Wind and Seismic) Shear wall force Shear wall force at top per unit length Drag strut forces due to openings Shear wall force at base of segments Hold down forces R. Jonkman, P.Eng, A. Robertson, P.Eng 32

33 Failing walls are highlighted red in plan view And labelled in elevation view SHEARWALLS CAD Import Drawings as a template makes modeling quicker (.wmf,.emf) 0,0 20 ft R. Jonkman, P.Eng, A. Robertson, P.Eng 33

34 .pdf and bmp coming next version 20 ft Scales up or down to entered distance of 20 ft Shearwalls Demo 3 minute design of 2 storey house + 1 storey garage using file import. File:example.wmf R. Jonkman, P.Eng, A. Robertson, P.Eng 34

35 Demo learning points File import Add interior shearwalls Add openings Break shearlines and shift walls Lateral wind and seismic, C&C wind load automatic generation Basic design output and log files END of PART 1: Overview and Demonstration of WoodWorks PART 2: Analysis and Design for Wind and Seismic Loads Using Shearwalls 10:00 11:00 R. Jonkman, P.Eng, A. Robertson, P.Eng 35

36 Part 2: Efficiently modeling a building Wind and seismic load generation methods Manually added loads Understanding the software analysis and design results Building shape irregularity detection for seismic analysis Shearwall deflection Rigid diaphragm vs flexible diaphragm distribution Rigid diaphragm distribution: capacity vs stiffness methods Part 2: Efficiently modeling a building Wind and seismic load generation methods Manually added loads Understanding the software analysis and design results Building shape irregularity detection for seismic analysis Shearwall deflection Rigid diaphragm vs flexible diaphragm distribution Rigid diaphragm distribution: capacity vs stiffness methods R. Jonkman, P.Eng, A. Robertson, P.Eng 36

37 SIZER Gravity Design Concept mode DATABASE EDITOR Add proprietary products Column mode Beam mode SHEARWALLS Lateral Design (Wind and Seismic) CONNECTIONS Fasteners SHEARWALLS Lateral Design (Wind and Seismic) Wind and seismic load generation at the click of a button. Enter City, or building code climatic info. Additional loads, forces, and masses can be added manually. Forces are distributed using both rigid (stiffness) and flexible (tributary area) diaphragm assumptions. R. Jonkman, P.Eng, A. Robertson, P.Eng 37

38 Setting up the structure (Settings, creating blocks, creating walls, site information) SHEARWALLS Lateral Design (Wind and Seismic) Wind load design procedure selection (I-15 or I-7/8) R. Jonkman, P.Eng, A. Robertson, P.Eng 38

39 SHEARWALLS Lateral Design (Wind and Seismic) Low rise I-7 (Lateral - MWFRS) SHEARWALLS Lateral Design (Wind and Seismic) Low rise I-8 components and cladding for sheathing fastener withdrawal R. Jonkman, P.Eng, A. Robertson, P.Eng 39

40 SHEARWALLS Lateral Design (Wind and Seismic) Internal pressure combined with external C&C used for sheathing and fastener withdrawal capacity Category 1: C pi = 0.15 to 0.0 Without any large or significant openings Category 2: C pi = 0.45 to 0.3 Openings can be relied on to be closed during storms Category 3: C pi = 0.7 to 0.7 sheds with one or more open sides, industrial buildings with shipping doors SHEARWALLS Lateral Design (Wind and Seismic) All-heights I-15 (MWFRS and C&C) R. Jonkman, P.Eng, A. Robertson, P.Eng 40

41 SHEARWALLS Lateral Design (Wind and Seismic) Hills and Escarpments input SHEARWALLS Rough or Open Terrain option R. Jonkman, P.Eng, A. Robertson, P.Eng 41

42 SHEARWALLS Wind Importance category q 1/50 vel. pressure by location or manually input Internal pressure added to C&C for sheathing / nails Terrain and Hill shape 119 Seismic F = m* a V = W* S(T a ) *factors V = W x S(T a ) x M v x I E / (R d R o ) Newton s Second Law S(T a ) = Acceleration as a function of T a T a = Fundamental period of building W = Weight of building M v = Higher mode effect factor I E = Importance factor R d = Ductility related force modification factor = Overstrength related force modification factor R o R. Jonkman, P.Eng, A. Robertson, P.Eng 42

43 Seismic Equivalent Static Force Procedure, allowed if: Seismic I E F a S a (0.2)<0.35, any structure Any seismic I E F a S a (0.2), Regular shape, H<60 m, Ta<2 s Any seismic I E F a S a (0.2), Irregular shape*, H<20 m, Ta<0.5 s *except torsional sensitivity where Dynamic analysis required; software automatically detects and notifies Typical wood structures: T<0.50 seconds, H<20m (65ft) SHEARWALLS Seismic Code Period calculated based on building height 0.05 (h n ) 3/4 with user override Ductility R d & Overstrength R o auto determined Default: wood sheathed, no GWB Site class (soil) (geotech report) Spectral accelerations automatic based on geographic location (climatic data) 122 R. Jonkman, P.Eng, A. Robertson, P.Eng 43

44 SHEARWALLS 123 Seismic and Wind design data R. Jonkman, P.Eng, A. Robertson, P.Eng 44

45 Seismic hazard values S a (T): Ottawa Manual load input R. Jonkman, P.Eng, A. Robertson, P.Eng 45

46 Manual Load Input SHEARWALLS Wall Design: Enter as much as possible in order to reduce wall types R. Jonkman, P.Eng, A. Robertson, P.Eng 46

47 Demo 1a: Modelling structures Demo learning points Block creating strategy Wall input strategy R=2 vs R=3 Building location Wind (I7 vs I15) analysis Adding manual loads R. Jonkman, P.Eng, A. Robertson, P.Eng 47

48 Understanding the results Plan view wind, flexible 6331 lbs force (factored) distributed to this shearline based on flexible distribution for wind loads R. Jonkman, P.Eng, A. Robertson, P.Eng 48

49 Elevation view 6331 lbs force (factored) distributed to this shearline based on flexible distribution for wind loads Components and cladding (C&C) wind pressures FHS shear force Dragstrut force Shear per unit length of diaphragm plf = shear per unit length of FHS (base shear) 3944 lbs = max hold down force factored Drag struts: design Worst case in this wall 5302 lbs, and usually is resisted by the double top plates. Must be able to resist both compression and tension Use Sizer to calculate the compression and tension capacity of single top plate. Top plate often strong enough 2x4: Pr = lbs (based on 24 lateral support) Tr = 6000 lbs Use Connections to calculate the amount of fasteners required at the tension splice (min overlap 48 ) R. Jonkman, P.Eng, A. Robertson, P.Eng 49

50 Design Group 2 Shearwall construction R. Jonkman, P.Eng, A. Robertson, P.Eng 50

51 Shearwall construction: SHEARWALLS Log file R. Jonkman, P.Eng, A. Robertson, P.Eng 51

52 Log file Log file R. Jonkman, P.Eng, A. Robertson, P.Eng 52

53 Results in Word: SHEATHING MATERIALS by WALL GROUP [mm] Wall Sheathing: Grade/ Fasteners Spacing Grp Surf Material Ply Thk Or Bv Dia Len Pe n Edg Int Bk Jub # 1 Ext DF Plywood Horz Y Int GWB Horz / Y Both GWB Horz / Y Both GWB Horz / Y Demo 1b: Output results Basic only R. Jonkman, P.Eng, A. Robertson, P.Eng 53

54 Demo learning points Basic output files Drag struts Checking for failed walls Irregularities R. Jonkman, P.Eng, A. Robertson, P.Eng 54

55 Irregularities Vertical (elevation) Horizontal (plan) server.carleton.ca/~gma/download/oceerc.pdf Example: Shear wall locations move, requiring large shear forces to be transferred across the diaphragm R. Jonkman, P.Eng, A. Robertson, P.Eng 55

56 Example: (a) offset: Shear wall location moves (b) lateral stiffness: shear wall has bigger/more openings in a floor below another Irregularities R. Jonkman, P.Eng, A. Robertson, P.Eng 56

57 Hold-downs are optional. Using Anchorages Hold-downs and Anchorages R. Jonkman, P.Eng, A. Robertson, P.Eng 57

58 Choose if hold downs should be at ends of all segments or as required. Hold down Anchorage only SHEARWALLS Choosing hold-down configuration Spec hold-downs R. Jonkman, P.Eng, A. Robertson, P.Eng 58

59 Shearwall Segments Without Hold downs Overturning tension force is resisted by the sheathing Nails resist overturning Sheathing Tension Zone Only remaining sheathing and nails can be used for shear resistance, reduced by J hd J hd Pij H S HS 1 2 Vhd LS LS Learn how to calculate J hd and compare with software R. Jonkman, P.Eng, A. Robertson, P.Eng 59

60 Learn how to calculate J hd and compare with software Page 456 of Wood Design Manual 2010) R. Jonkman, P.Eng, A. Robertson, P.Eng 60

61 Demo 2: Removing hold downs (J hd ) Irregularities R. Jonkman, P.Eng, A. Robertson, P.Eng 61

62 Deflection 2vH 3EAL vh B H e H L d R. Jonkman, P.Eng, A. Robertson, P.Eng 62

63 Deflection output 2vH 3EAL vh B H e H L d R. Jonkman, P.Eng, A. Robertson, P.Eng 63

64 Demo 3: Deflection Deflection tables Displacement tables Drift tables Hold down design tables Hold down database d a Distributing loads to shearlines R. Jonkman, P.Eng, A. Robertson, P.Eng 64

65 Recommendation from SEAOC: Perform analysis using both assumptions, take worst case the engineer should probably design for the larger of the two loads for the individual walls Source: SEAOC Vol IBC page 90 R. Jonkman, P.Eng, A. Robertson, P.Eng 65

66 Rigid and Flexible distribution Rigid distribution options: R. Jonkman, P.Eng, A. Robertson, P.Eng 66

67 Capacity distribution Loads to each segment proportional to capacity, Deflections not necessarily equal Stiffness (Deflection) distribution Equal deflections R. Jonkman, P.Eng, A. Robertson, P.Eng 67

68 Torsional moment: Calculate eccentricity (e): Difference between center of loading (mass) center of resistance (rigidity). The bigger e is the more torsional moment. 1.22m 9.14m 9.14m Centre of loading e Centre of resistance 12.19m Demo 4 : Distribution Flexible vs Rigid diaphragm assumption Rigid diaphragm: Capacity vs stiffness Torsion R. Jonkman, P.Eng, A. Robertson, P.Eng 68

69 Midrise Discussion midrise Avoid irregularities (not allowed in upcoming NBC) Stack shear resisting walls Period, manually increase V in software by increasing W if not using code period, software prevents period from being increased more than 2x GWB percentages (software does not allow GWB contribution for buildings >4 storeys) R. Jonkman, P.Eng, A. Robertson, P.Eng 69

70 Disclaimer: WoodWorks Shearwalls uses the four term deflection equation published in the CSA o86 standard to calculate the drift at each level. This drift calculation does not include the cumulative effect from bending and overturning that a lower storey may have on storeys above. Period increased to double code period and V increased by 1.2 (as per BCBC, via increasing W) R. Jonkman, P.Eng, A. Robertson, P.Eng 70

71 Purchase online: woodworks-software.com Design Office: $895 Sizer: $295 Discounts for multi-seat purchases Discounts for upgrades Free for educators and building officials For further training: 1. Read User Guide (pdf), do tutorials 2. Do other tutorials on website 3. See help menu for engineering questions and assumptions R. Jonkman, P.Eng, A. Robertson, P.Eng 71

72 Questions/ Comments? This concludes the: American Institute of Architects Ontario Association of Architects Engineering Institute of Canada Continuing Education Systems Program Robert Jonkman, P.Eng. Adam Robertson, P.Eng. R. Jonkman, P.Eng, A. Robertson, P.Eng 72