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Diaphragm Basics Using SDPWS
Transcript of Diaphragm Basics Using SDPWS
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Diaphragm Basics Using SDPWS
American Wood Council
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Copyright Materials
This presentation is protected by US and International Copyright laws. Reproduction, distribution, display and use of
the presentation without written permission is prohibited.
© American Wood Council 2015
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2008 SDPWS is referenced in 2012 IBC
SDPWS and IBC
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2012 IBC SECTION 2305 GENERAL DESIGN REQUIREMENTS FOR LATERAL FORCE-RESISTING SYSTEMS
2305.1 General. Structures using wood-frame shear walls or wood-frame diaphragms to resist wind, seismic or other lateral loads shall be designed and constructed in accordance with AF&PA SDPWS and the applicable provisions of Sections 2305, 2306 and 2307.
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2012 IBC 2306.2 Wood diaphragms.2306.2.1 Wood-frame structural panel diaphragms. Wood-frame structural panel diaphragms shall be designed and constructed in accordance with AF&PA SDPWS. Where panels are fastened to framing members with staples, requirements and limitations of AF&PA SDPWS shall be met and Wood structural panel diaphragms are permitted to resist horizontal forces using the allowable shear capacities set forth in Table 2306.2.1(1) or 2306.2.1(2). The allowable shear capacities in Tables 2306.2.1(1) and 2306.2.1(2) are permitted to be increased 40 percent for wind design.
2306.2.2 Single diagonally sheathed lumber diaphragms. Single diagonally sheathed lumber diaphragms shall be designed and constructed in accordance with AF&PA SDPWS.
2306.2.3 Double diagonally sheathed lumber diaphragms.
Double diagonally sheathed lumber diaphragms shall be designed and constructed in accordance with AF&PA SDPWS.
2306.2.4 Gypsum board diaphragm ceilings. Gypsum board diaphragm ceilings shall be in accordance with Section 2508.5.
Similar changes to 2306.3 for shear walls
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Significant Changes to 2012 IBC
2009$
2012$
SDPWS$$
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Diaphragm Types
• Rigid • Diaphragm behaves as a fully
rigid body • Ddiaphragm < 2Dshearwalls
• Inherent and accidental torsion considered in design
• Flexible • Diaphragm behaves as a series
of simple beams • Ddiaphragm > 2Dshearwalls
• No torsion • Tributary loading to vertical
resisting elements (shear walls)
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Diaphragm Flexibility
• Idealized as Flexible
• Diaphragm load is distributed to shear walls based on tributary area (common for wood frame)
• Idealized as Rigid
• Diaphragm load is distributed to shear walls based on relative wall stiffness
• Semi-rigid
• Diaphragm load is distributed to shear walls based on relative stiffness of shear walls and diaphragm
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• Engineered
• Res and Non-Res
• ASD & LRFD
• Efficiencies in designs
• Shear wall provisions • Segmented
• Perforated
• Force Transfer Around Openings
SDPWS 2008 SDPWS
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Chapter 4 - Lateral Force-Resisting Systems
• Wood Diaphragms
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Chapter 4 – Nominal Design Value
• Wind nominal unit shear capacity vw • IBC allowable stress design value x 2.8
• Seismic nominal unit shear capacity vs • vs = vw / 1.4
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Nominal unit shear values adjusted in accordance with 4.2.3 to determine ASD allowable unit shear capacity and LRFD factored unit resistance.
ASD unit shear capacity, vs:
vs = 520 plf / 2.0 = 260 plf
LRFD unit shear capacity, vs:
vs = 520 plf x 0.80 = 416 plf
Adjustment for Design Level
Reference nominal value ASD reduction factor
Reference nominal value
LRFD resistance factor
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• Reduced nominal unit shear capacities determined by multiplying the tabulated nominal unit shear capacity by the Specific Gravity Adjustment Factor
• SG Adjustment Factor = [1.0-(0.50-G)] < 1.0
• Example SG Adjustment Factors
Adjustment for Framing G
Species Combination Specific
Gravity, G FACTOR = 1.0 - (0.50 - G)
Southern Pine 0.55 1.00 Douglas Fir-Larch 0.50 1.00
Hem Fir 0.43 0.93 Spruce Pine-Fir 0.42 0.92 Western Woods 0.36 0.86
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Chapter 4 - Lateral Force-Resisting Systems
• Wood Diaphragms
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Deflections (4-term equations) • Diaphragm
bending shear nail slip chord connection slip
TotalΔ = Δb + Δv + Δn + Δc
0.25 v L 1000Ga
SDPWS – nails unblocked and blocked
bX
LetG
vLEAbvL c
vv
n
2)(
188.048
5 3 ∑ Δ+++=Δ
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Comparison – 3-term vs. 4-term
Shear panel deformation and nail slip 4-term 3-term
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Diaphragm Design for Non-Residential and Multi-Family Buildings
Bryan Readling, PE Senior Engineer, APA
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Wood Structural Panels are by definition either Plywood or OSB (2302 & R202)
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Wood Structural Panels come in two grades: Structural I, and Sheathing
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Wood Diaphragms:
! Design Concepts ! Deflection
Calculations ! Design Values
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Diaphragm Design: Load Effects
L
Load, w:
Shear, V:
x
V=w(L/2-x)
Moment, M:
M=w*x/2*(L-x)
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Horizontal Diaphragms
PLAN
VIEW
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Diaphragm Design: Loads
w L
B
N
Designed like a wide flange beam: Flanges ~ diaphragm chords or
collector carry moment Web ~ wood panels and
framing carry shear
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Wood Shear Wall and Diaphragms Design
! Function of: fastener’s size, spacing and panel thickness
! Values in Tables all building codes ! Alternately, capacities can be calculated by principles of mechanics
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Diaphragm Capacity Table - SDPWS
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Wood SW and Diaphragm Design
Design Capacity Increase - Wind
SDPWS Tables 4.2A, 4.2B, 4.2C, 4.2D ! The allowable shear capacities have been increased
by 40% for wind load resistance
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40% Increase for Wind - Justification
! Confidence in code wind load accuracy is high
! The current shear wall and diaphragm tables are based on a 2.8 min. safety factor and it was agreed that a 2.0 safety factor is adequate, thus a 40% increase in tabulated values
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Wood Diaphragms Design
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Wind Design Key Points
For wind design, shear wall and diaphragm deflections are probably not needed ! E.g. the SDPWS doesn’t even list Ga for wind
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Unblocked Diaphragm
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Blocked Diaphragm
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APA Research Report 138
Diaphragm Buckling Failure
Diaphragm Shear Strength Failure
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APA Research Reports 138 and 154
! Shear wall history ! Diaphragm history
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Load Path Components
3. Diaphragm
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Code Definitions
Diaphragm ! Horizontal or slopped system acting to transmit
lateral forces to the vertical-resisting elements (IBC Sec. 1602.1)
Diaphragm
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Load Path
From Diaphragm to Shear Walls
Ties
Chord T T
Chord C C
w
Diaphragm reaction goes to shear walls
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Idealizing and Simplifying Complicated Structures
! Sloped roofs ! Offset roof planes ! T-, L-shaped and other odd ! Drag struts ! Flexible v. rigid diaphragm
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Sloped Roofs
Idealize sloped wood roof diaphragms as if they are flat
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Curved Diaphragms
Idealize it as flat
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Offset Roof Planes
Offset roof planes
Treat as two separate diaphragms
Each with their own chords
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Offset Roof Planes
Offset roof planes
A
B 1
2 3
Provide lateral force resistance (shear walls) at diaphragm boundaries
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Offset Roof Planes
Roof framing must keep diaphragm in plane
Load on diaphragms may be different due to different heights
! Proportion load rationally
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Code Definitions
Collector ! A horizontal diaphragm element parallel and in line
with the applied force that collects and transfers diaphragm shear forces to the vertical elements of the lateral-force-resisting system and/or distributes forces within the diaphragm. (IBC Sec. 2302.1) Collector
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Collector
! A collector works just like a post collects load from beam and transfers it to the foundation
! A collector collects load from the diaphragm and transfers it to the shear wall
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Collector
Collector
Collector
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Irregular Diaphragm Shape
collector
collector
collector
Shear wall line 3
Shear wall line 2
Shear wall line 1
Shear wall line 4 S
hear
wal
l lin
e B
She
ar w
all l
ine
C
She
ar w
all l
ine
D
She
ar w
all l
ine
A
She
ar w
all l
ine
E
collector
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Shear Walls, Drag Struts
collector
v = 100 lb/ft
8 ft 8 ft 32 ft v = 300 lb/ft v = 300 lb/ft
1,600 lb
1,600 lb
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Pre-recorded Webinar at www.woodworks/education/online-seminars/
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Framing Parallel to Strut Forces
Collector Strap
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Framing Perpendicular to Strut Forces
Collector Strap
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Flexible, Rigid and Semi-Rigid Diaphragms
! Flexible ! Diaphragm load is distributed to shear walls by
tributary area
! Rigid ! Diaphragm load is distributed to shear walls by wall
stiffness and torsion
! Semi-rigid ! Between flexible and rigid, dependent on stiffness
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Diaphragm (Plan View)
w
L/2 L/2
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Flexible Diaphragm
Δsw
Δdi
.25wL .25wL .50wL Flexible
w
L/2 L/2
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Δsw
.333wL .333wL .333wL Rigid (no Torsion)
L/2 L/2
Rigid - All Walls Identical
w
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Flexible v. Rigid
2K 2K K Stiffness
.25wL .25wL .50wL Flexible
Rigid (no Torsion)
.40wL .40wL .20wL
w
L/2 L/2
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Prescribed Rigid Wood Diaphragms (SDPWS)
• Open front • Cantilevered diaphragms
Torsionally irregular
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Rigid Analysis
! Direct Shear: ! Force proportioned
based on stiffness (k) ! Torsional Shear:
! Force proportioned by ! M = F x e ! J = ∑kdx
2 + ∑kdy2
! k = stiffness wall ! d = distance from center
of rigidity ! Examples in Breyer et al.
∑=
kkFFV
JkdMFT =
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Flexible, Rigid or Semi-Rigid
Which do you have? ! Prescribed flexible ! Calculated flexible ! Prescribed rigid ! Else, “semi-rigid”
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Prescribed Flexible Diaphragm
ASCE 7-10 Sec. 26.2: Diaphragms constructed of wood structural panels are permitted to be idealized as flexible.
In many cases wood diaphragms are permitted to be idealized as flexible
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Calculated Flexible Diaphragm
ASCE 7-10 Sec. 12.3.1.3 Diaphragms are permitted to be idealized as flexible when: ! The diaphragm deflection is more than two times
the average story drift of adjoining shear walls
Δ DIAPHRAGM ≥ 2 x Δ SHEARWALLS
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Calculated Flexible Diaphragm
Δ SHEARWALLS
(Average Deflection)
Δ DIAPHRAGM
The longer the diaphragm the more likely it is to calculate as flexible
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Calculating Shear Wall and Diaphragm Deflection
Importance ! Rigid v. flexible diaphragm ! Drift limit ! Building separation
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! Shear Wall (IBC §2305.3.2)
! Diaphragm (IBC §2305.2.2)
a
vv
dbhhe
tGvh
EAbvh
n +++=Δ 75.08 3
bX
LetG
vLEAbvL c
vv
n
2)(
188.048
5 3 ∑ Δ+++=Δ
Deflections (4-term eqn’s)
APA L350 (www.apawood.org) has comprehensive listing of input parameters and examples
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Deflection (3-term eqn.)
! Diaphragm (SDPWS §4.2.2)
! Ga values for blocked and unblocked diaphragms
WX
GvL
EAWvL c
a 2)(
100025.0
85 3 ∑ Δ
++=Δ
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Diaphragms and Shear Walls
! Deflection of Unblocked Diaphragms is 2.5 times the deflection of blocked diaphragm.
! If framing members are spaced more than 24”o.c., testing indicates further deflection increase of about 20%, or 3 times the deflection of a comparable blocked diaphragm. (This is based on limited testing of the diaphragm by APA)
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Prescribed Rigid Wood Diaphragms (SDPWS 4.2.5.2)
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Prescribed Rigid Wood Diaphragms (SDPWS 4.2.5.2)
! Open front
! Cantilevered diaphragms
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Semi-Rigid Diaphragm
! Diaphragm flexibility - ASCE 7 Sec. 12.3.1
! Unless it can be idealized as flexible or rigid, then: ! The structural analysis shall consider the
relative stiffness of diaphragms and shear walls
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Semi-Rigid Diaphragm
! Semi-rigid results in force distribution somewhere between rigid and flexible ! Thus, an envelope approach can be used where the both rigid and flexible models are used and the highest forces from each are selected
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Wind Design Key Points
! Assuming the diaphragm is flexible is always allowed, except for the open front and cantilever case where rigid is prescribed
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Shear Transfer from Roof Diaphragm - to Shearwall
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Roof Framing
Force Transfer from Diaphragm to Shearwall
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