Dominic Kelly, SE · 2018-04-04 · 1964 Anchorage Alaska Earthquake Inadequate shear transfer from...
Transcript of Dominic Kelly, SE · 2018-04-04 · 1964 Anchorage Alaska Earthquake Inadequate shear transfer from...
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www.sgh.com
Seismic Design of Rigid Wall-Flexible Diaphragm Buildings: An Alternate Procedure FEMA P1026 (expected 3/2015)
Dominic Kelly, SE Principal Simpson Gumpertz & Heger Inc.
NEHRP/Building Seismic Safety Council Colloquim Presented February 11, 2015
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“Rigid Wall – Flexible Diaphragm” (RWFD) Structures
“Big-Box” Retailers (Walmart, Target, Home Depot…)
Distribution Centers (Warehouses, Logisitics…)
Concrete or Masonry Walls Relatively Rigid In-plane
Wood or untopped Steel Deck Diaphragms Relatively Flexible In-plane
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Source: The Palmer Company
Rigid Wall – Flexible Diaphragm (RWFD) Structures
Warehouses & “Big-Box” retailers
Concrete or masonry walls
Wood or steel deck diaphragm
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Rigid Wall – Flexible Diaphragm (RWFD) Structures
Add a couple of representative RWFD building photos
Source: John Lawson
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RWFD Behavior Diaphragm – Large Deformations (Long Period)
Shear Walls – Small Deformations (Short Period)
∆𝑤𝑤𝑤𝑤𝑤𝑤𝑤𝑤
∆𝑑𝑑𝑑𝑑𝑤𝑤𝑑𝑑𝑑
∆𝐷𝐷𝑑𝑑𝑤𝑤𝑑𝑑𝑑≫ ∆𝑤𝑤𝑤𝑤𝑤𝑤𝑤𝑤
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From Anchorage to Napa Primarily out-of-plane wall anchorage failures Current wall anchorage force levels have not
experienced strong ground motions yet. Primarily tilt-up, but some masonry
Inventory primarily tilt-up
Primarily wood diaphragm, but some steel Inventory primarily wood
Performance of RWFD Buildings in Previous Earthquakes
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RWFD Performance 1964 Anchorage Alaska Earthquake
Inadequate shear transfer from diaphragm to walls
Photo Source: University of Alaska, Fairbanks Warehouse 21-884, Elmendorf AFB (Tilt-up, steel frame, 2x wood sheathing.)
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RWFD Performance 1971 San Fernando Earthquake
Inadequate wall anchorage
Photo Credit: Los Angeles City Dept of Building & Safety
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1992 Landers Earthquake Inadequate wall and collector anchorage.
Photo Source: California Seismic Safety Commission
9
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RWFD Performance 1994 Northridge Earthquake
Inadequate wall anchorage
Photo Source: Doc Nghiem
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RWFD Performance 1994 Northridge Earthquake
Inadequate wall anchorage
Photo Credit: Cascade Crest Consulting Engineers
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RWFD Performance 1994 Northridge Earthquake
Inadequate wall anchorage
Photo Courtesy of EERI
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Evolution of Wall Anchorage Req’ts
0
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.8
0.9
1
1.1
Sei
smic
Coe
ffic
ient
(Str
engt
h)
UBC/IBC Edition Wall Anchorage Forces (Strength-Level)
San Fernando Loma Prieta Northridge
Wall ties & cross ties req’d. No wood crossgrain bending
Subdiaphragms
3x wood min Concentrically loaded & Special pilasters rules
Zone 4 SDS=1.0 SD1=0.6
Wood, Conc., Masonry
Steel elements
Landers
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Future RWFD Performance Wall anchorage issue solved?
Inelastic response may now shift to diaphragm
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New Research Initiative
Funded by FEMA
Directed by BSSC
Research conducted by
Dominic Kelly Andre Filiatrault Maria Koliou
John Lawson
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New Research Initiative
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Objective for Simplified Seismic Design Project: • Explore creating standalone provisions for “box”
buildings with flexible diaphragms and stiff vertical elements of the SFRS.
• Develop an alternate design approach and provisions for this type of building.
Added benefit for RWFD project: • Measured response demonstrates that the response
to earthquake ground motion is dominated by the response of the diaphragm.
• Current code provisions are based on the vertical system dominating the response.
Project Working Group 3 Initiative
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Alternate Design Approach Develop separate TDiaph, RDiaph, ΩDiaph
For use in ASCE 7’s Equivalent Lateral Force Procedure Validate with FEMA P695
Apply a two-stage analysis procedure
Model after ASCE 7’s 12.2.3.2 Similar to podium style buildings
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Alternate Design Approach
Classic Structural Response Model
Current Design Practice
Shear Wall
Diaphragm
Two-Stage Response Model
Alternate Design Procedure
R T
RDiaph TDiaph
RWall TWall
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Numerical Model Development of a non-linear model
Inelastic connector response Global inelastic shear, flexure, P∆ Highly efficient
Evaluation of current practice:
50 different archetypes x 22 ground motions x 2 components x 20 seismic intensities = 44,000 IDAs
“Numerical Framework for Seismic Collapse Assessment of Rigid Wall-Flexible Diaphragm Structures” by Maria Koliou, et. al., 10NCEE
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Building Archetypes Two Diaphragm Material Archetypes
Wood Structural Panel (nails)
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Building Archetypes Connector Archetypes
Structural Wood Panel Common Nails (smooth finish)
Photo Credit: John Lawson
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Building Archetypes Two Diaphragm Material Archetypes
Steel Decking (welds, screws, PAFs, BP)
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Building Archetypes Connector Archetypes
Steel Decking Welds (spot & seam) PAFs Screws Button Punch
Photo Credits: Massarelli, 2010
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Evaluation Using FEMA P695 Collection of representative archetypes
Performance
Group 1 2 3 4 5 6 7 8 9 10 11
Diaphragm Construction Wood Structural Panel Steel Deck
Seismic Design Load
Level SDC Dmax SDC Cmax SDC Dmax SDC Cmax
Building Size Large Small Large Small Large Small Large Small
Connectors Nail Nail Nail Nail Weld/BP PAF’s & Screws/ Screws
Weld/BP PAF’s & Screws/ Screws
PAF’s & Screws/ Screws
Weld/ Weld
PAF’s & Screws/ Screws
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Numerical framework based on a three step sub-structuring modeling approach: Step 1: hysteretic response database for roof diaphragm connectors
Step 2: Inelastic diaphragm model incorporating local hysteretic connector responses
Step 3: Simplified building model incorporating global hysteretic diaphragm model responses
Numerical Framework
-1 -0.5 0 0.5 1-300
-200
-100
0
100
200
300
400
Displacement (inches)
Forc
e(lb
s)
est
Connector Database Diaphragm model
V
V
xr4 –xr3
V
xr3 –xr2
V
xr2 –xr1
V
xr1
Simplified Building Model
md2
md3
xiw
xd1xd2
xd3xd4
md1 miw
xd5
md5
kd5kd4
kd3kd2
kd1
kiw
md4
Step 1 Step 2 Step 3
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Step 3: Simplified building model dfsggdsgdgdf
Numerical Framework
S
Horizo of in-p
md2
md3
xiw
xd1xd2
xd3xd4
mpwi,j Mass for out-of-plane walls
md1 miw
xd5
md5
Xd,i DOF for roof diaphragm
Xiw DOF for in-plane walls md,i Mass for roof diaphragm
miw Mass for in-plane walls
Xpw i,j DOFs for out-of-plane walls
Typical horizontal inelastic roof diaphragm springs (Wayne-Stewart hysteresis)
Horizontal linear elastic spring of in-plane walls
Typical series of vertical beam elementssimply supported@ top & bottom
kd5kd4
kd3kd2
kd1
kiw
md4
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Evaluation Using FEMA P695 PERIOD COMPARISONS
Wood diaphragm
span length High-seismic archetypes
Moderate-seismic archetypes
ASCE 7-10 Equation 12.8-7
400 ft 0.85 to 0.87 sec 0.90 to 0.92 sec 0.26 sec
200 ft 0.49 to 0.54 sec 0.55 to 0.58 sec 0.26 sec
100 ft 0.36 to 0.38 sec 0.43 to 0.45 sec 0.26 sec
Steel diaphragm span length
400 ft 0.49 to 0.56 sec 0.61 to 0.73 sec 0.26 sec
200 ft 0.35 to 0.42 sec 0.51 to 0.59 sec 0.26 sec
100 ft 0.21 to 0.26 sec 0.28 to 0.33 sec 0.26 sec
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Proposed fundamental period formula for RWFD buildings with wood diaphragms:
h is the height of the in-plane shear wall in ft.
L is the span of the roof diaphragm in ft.
hC
LTW
0019.0002.01 +=
RWFD Behavior
Shear Wall (ASCE 7 §12.8-9)
Wood Diaphragm
hC
LTW
0019.0001.01 +=Steel Diaphragm
Diaphragm
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Evaluation Using FEMA P695 Wood Archetype Period Comparisons
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Evaluation Using FEMA P695 Steel Archetype Period Comparisons
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Performance evaluation – Wood Diaphragms
P695 Evaluation of Current Design Approach
Building Size
Diaphragm Aspect Ratio
Diaphragm Construction
Seismic SDC
CMR μΤ SSF ACMRAccept. ACMR
Pass/Fail
HWL_21_N_OSB_RW4_07 Large 2:1 Wood Dmax 1.89 8.07 1.43 2.70 1.73 PassHWL_12_N_OSB_RW4_02 Large 1:2 Wood Dmax 2.24 8.95 1.36 3.05 1.73 PassHWL_11_N_OSB_RW4_01 Large 1:1 Wood Dmax 1.60 8.42 1.43 2.29 1.73 Pass
1.91 8.48 1.41 2.68 2.30 Pass
HWS_21_N_OSB_RW4_01 Small 2:1 Wood Dmax 1.40 7.20 1.31 1.84 1.73 PassHWS_12_N_OSB_RW4_01 Small 1:2 Wood Dmax 1.76 8.95 1.36 2.39 1.73 PassHWS_11_N_OSB_RW4_01 Small 1:1 Wood Dmax 1.55 8.32 1.36 2.10 1.73 PassHWS_11_N_OSB_RW4_02 Small 1:1 Wood Dmax 1.55 8.51 1.36 2.10 1.73 Pass
1.57 8.25 1.35 2.11 2.30 Fail
MWL_21_N_OSB_RW4_01 Large 2:1 Wood Cmax 2.48 8.15 1.44 3.57 1.73 PassMWL_12_N_OSB_RW4_01 Large 1:2 Wood Cmax 2.33 8.79 1.35 3.15 1.73 PassMWL_11_N_OSB_RW4_01 Large 1:1 Wood Cmax 2.12 8.54 1.45 3.08 1.73 Pass
2.31 8.49 1.41 3.27 2.30 Pass
MWS_21_N_OSB_RW4_01 Small 2:1 Wood Cmax 1.50 8.05 1.16 1.74 1.73 PassMWS_12_N_OSB_RW4_01 Small 1:2 Wood Cmax 1.72 8.49 1.14 1.96 1.73 PassMWS_11_N_OSB_RW4_01 Small 1:1 Wood Cmax 1.96 8.09 1.14 2.23 1.73 Pass
1.73 8.21 1.15 1.98 2.30 Fail
Mean of Performance Group:Performance Group No. PG-4E (Wood, Small Building, Existing Design)
Mean of Performance Group:
Performance Group No. PG-2E (Wood, Small Building, Existing Design)
Mean of Performance Group:Performance Group No. PG-3E (Wood, Large Building, Existing Design)
Collapse Margin Parameters Acceptance Check
Performance Group No. PG-1E (Wood, Large Building, Existing Design)
Mean of Performance Group:
Archetype ID
Design Configuration
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Performance evaluation – Steel Diaphragms (SDC Dmax)
P695 Evaluation of Current Design Approach
Building Size
Diaphragm Aspect Ratio
Diaphragm Construction
Seismic SDC
CMR μΤ SSF ACMRAccept. ACMR
Pass/Fail
HSL_21_W_WB_RW4_01 Large 2:1 Steel Dmax 0.99 8.09 1.34 1.33 1.73 FailHSL_12_W_WB_RW4_01 Large 1:2 Steel Dmax 1.90 8.26 1.33 2.53 1.73 PassHSL_11_W_WB_RW4_01 Large 1:1 Steel Dmax 0.95 8.16 1.33 1.27 1.73 Fail
1.28 8.17 1.33 1.71 2.30 Fail
HSL_21_P_S_RW4_01 Large 2:1 Steel Dmax 1.23 8.24 1.35 1.67 1.73 FailHSL_12_P_S_RW4_01 Large 1:2 Steel Dmax 2.07 8.14 1.33 2.75 1.73 PassHSL_11_P_S_RW4_01 Large 1:1 Steel Dmax 1.13 8.26 1.36 1.53 1.73 FailHSL_11_S_S_RW4_01 Large 1:1 Steel Dmax 1.15 8.01 1.33 1.53 2.73 Fail
1.40 8.16 1.34 1.87 2.30 Fail
HSS_11_W_B_RW4_01 Small 1:1 Steel Dmax 1.73 7.94 1.32 2.28 1.73 PassHSS_21_W_B_RW4_01 Small 2:1 Steel Dmax 1.42 8.05 1.33 1.89 1.73 PassHSS_12_W_B_RW4_01 Small 1:2 Steel Dmax 1.90 7.91 1.32 2.51 1.73 Pass
1.68 7.97 1.32 2.23 2.30 Fail
HSS_11_P_S_RW4_01 Small 1:1 Steel Dmax 1.55 8.02 1.33 2.07 1.73 PassHSS_11_S_S_RW4_01 Small 1:1 Steel Dmax 1.43 8.15 1.33 1.91 1.73 PassHSS_21_P_S_RW4_01 Small 2:1 Steel Dmax 1.33 8.33 1.33 1.76 1.73 PassHSS_12_P_S_RW4_01 Small 1:2 Steel Dmax 1.71 8.25 1.33 2.27 1.73 PassHSS_21_S_S_RW4_01 Small 2:1 Steel Dmax 1.25 7.85 1.32 1.65 1.73 FailHSS_12_S_S_RW4_01 Small 1:2 Steel Dmax 1.42 8.06 1.33 1.89 1.73 Pass
1.45 8.11 1.33 1.92 2.30 Fail
Mean of Performance Group:Performance Group No. PG-8E (Steel, Small Building, Screws as sidelap Connectors, Existing Design)
Mean of Performance Group:
Performance Group No. PG-6E (Steel, Large Building, Screws as sidelap Connectors, Existing Design)
Mean of Performance Group:Performance Group No. PG-7E (Steel, Small Building, Button Punches as sidelap Connectors, Existing Design)
Collapse Margin Parameters Acceptance Check
Performance Group No. PG-5E (Steel, Large Building, Welds and Button Punches as sidelap Connectors, Existing Design)
Mean of Performance Group:
Archetype ID
Design Configuration
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Future Design Paths for RWFD Buildings
Path 1 - Yielding mechanism not clearly defined Close to current design
Path 2 - Yielding Diaphragm - Alternate Design Procedure Focus of remainder of talk Rectangular wall segments Wood diaphragm (steel industry to work on
resolving issues identified in diaphragm tests) Path 3 - Yielding wall system
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Alternate Design Methodology
Classic Structural Response Model
Current Design Practice
Shear Wall
Diaphragm
Two-Stage Response Model
Alternate Design Methodology
R T
RDiaph TDiaph
RWall TWall
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Alternate Design Procedure Apply a two-stage analysis procedure
Model after ASCE 7’s 12.2.3.2 Similar to podium style buildings
= +
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Alternate Design Procedure Apply a two-stage analysis procedure
Model after ASCE 7’s 12.2.3.2 Similar to podium style buildings
+
Rflex Tflex
Rrigid Trigid
Fp-flex
𝐹𝐹𝑑𝑑 = 𝐹𝐹p−flex𝑅𝑅𝑟𝑟𝑑𝑑𝑟𝑟𝑑𝑑𝑑𝑑 𝜌𝜌𝑟𝑟𝑑𝑑𝑟𝑟𝑑𝑑𝑑𝑑⁄𝑅𝑅𝑓𝑓𝑤𝑤𝑓𝑓𝑓𝑓 𝜌𝜌𝑓𝑓𝑤𝑤𝑓𝑓𝑓𝑓⁄
(Only amplify)
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Alternate Design Procedure Develop separate TDiaph, RDiaph, ΩDiaph
For use in ASCE 7’s Equivalent Lateral Force Procedure Table values (developed and validated from FEMA P695)
Rwall Twall
RDiaph TDiaph
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Alternate Design Procedure Resolve Issues with Current Procedure
Inadequate margins against collapse in diaphragm.
Diaphragm size matters
Two portions of building have different behaviors
Inelastic response localized at diaphragm boundary
Evaluate with RDiaph
Evaluate with TDiaph
Encourage distributed inelastic behavior
Conduct two-stage analysis
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Alternate Design Procedure Two-stage analysis procedure
1. Diaphragm design
Diaphragm period Tdiaph for seismic response
RDiaph = 4.5 instead of 4 1.5x overstrength at boundaries (10% each end)
2. Shear wall design
Adjusted diaphragm loads R and T from ASCE 7
Validate with FEMA P695
based on
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Strong Perimeter Concept Create a zone of 10% of the diaphragm width
or length along the diaphragms perimeter yielding extends deeper into the diaphragm Better subdiaphragm strength for top of wall support
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Design Approach Rdiaph = 4.5 in middle zone and force is amplified by 1.5 in edge
zone
Based on V for Rdia = 4.5 V amplified 1.5x
0.1L 0.1L 0.8L
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9 ¼” Concrete Wall Panels, typ.
15/32” Structural I OSB with staggered layout
2x4 DF #2 subpurlins at 24” o.c.
Steel Joists at 8-ft o.c.
56’-0” 56’-0” 48’-0” 48’-0” 48’-0” 48’-0” 48’-0” 48’-0”
50’-
0”
50’-
0”
50’-
0”
50’-
0”
Example Archetype
43
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1 2 2 3 4 5 6 5 4 3 6
1
2
3
4
5
6
10d at 6,6,12
10d at 4,6,12
10d at 2½,4,12
10d at 2,3,12 w/ 3x framing
2 lines of 10d at 2½,4,12 w/ 4x framing
2 lines of 10d at 2½,3,12 w/ 4x framing
32’ 32’ 32’ 32’ 24’ 96’ 24’ 32’ 32’ 32’ 32’
20’
20’
160’
ASCE 7-10 Diaphragm Nailing
44
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6 1 3 6 4 5 5 4 3 6
1
2
3
4
5
6
10d at 6,6,12
10d at 4,6,12
10d at 2½,4,12
10d at 2,3,12 w/ 3x framing
2 lines of 10d at 2½,4,12 w/ 4x framing
2 lines of 10d at 2½,3,12 w/ 4x framing
32’ 32’ 32’ 32’ 24’ 96’ 24’ 32’ 32’ 32’ 32’
20’
20’
160’
Alternate Design Methodology
Weaken interior & strengthen boundary
2 2
45
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Distributed Inelastic Behavior
Median ductility distribution using the FEMA P695 ground
motions at MCE intensity
400’x200’ Wood Structural Panel Diaphragm
– short direction excitation
200’x400’ Wood Structural Panel Diaphragm
– long direction excitation
𝜇𝜇 =∆𝑢𝑢𝑤𝑤𝑢𝑢𝑑𝑑𝑢𝑢𝑤𝑤𝑢𝑢𝑓𝑓∆𝑦𝑦𝑑𝑑𝑓𝑓𝑤𝑤𝑑𝑑
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Distributed Inelastic Behavior
-0.4 -0.2 0 0.2 0.4 -5000
0
5000
0
0
0
-0.4 -0.2 0 0.2 0.4 -5000
0
5000
0
0
0
0
0
0
0
0
0
0
0
0
0
x=0 m
Center of roof diaphragm
x=3.81 m
x=11.43 m
x=19.05 m
x=26.67 m
x=34.29 m
x=41.91 m
x=49.53 m
x=57.15 m
x=60.96 m
µ= 3.9
µ= 3.4
µ= 1.2
µ= 1.0
µ= 1.0
µ= 2.9
µ= 2.5
µ= 1.8
µ= 1.4
µ= 1.2
µ= 1.05
µ= 1.0
µ= 1.0
µ= 1.0
Displacement [m] Displacement [ m ]
µ= 1.0
µ= 1.0
µ= 1.0
µ= 1.0
Center of roof diaphragm Hysteretic diaphragm
response for Friuli, Italy (1976)
Record scaled to MCE intensity
(a) Conventional (ASCE 7-10) diaphragm design
(b) Distributed yielding diaphragm design
400’x200’ wood structural panel diaphragm – short
direction excitation
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Localized Inelastic Behavior
In tall buildings, collapse is more likely if yielding is concentrated
in only a few joints.
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Distributed Inelastic Behavior
Collapse is less likely if yielding is distributed across more portions of the building.
Goal: Distribute yielding horizontally in diaphragm
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Evaluation Using FEMA P695 Same Archetypes but with alternate design
procedure
Evaluation of alternate design methodology: 54 different archetypes x 22 ground motions x 2
components x 2 seismic intensities = 47,520 IDAs
Improved margins against collapse.
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Evaluation Using FEMA P695
Performance
group ID
Design Configuration Collapse margin
parameters Pass/
Fail Design
E: Existing
N: New
Building Size Diaphragm
Construction
Seismic
SDC ACMR
Accept.
ACMR
PG-1 E Large Wood Panelized Dmax 2.68
2.30 Pass
N Large Wood Panelized Dmax 3.78 Pass
PG-2 E Small Wood Panelized Dmax 2.11
2.30 Fail
N Small Wood Panelized Dmax 2.52 Pass
PG-3 E Large Wood Panelized Cmax 2.80
2.30 Pass
N Large Wood Panelized Cmax 3.90 Pass
PG-4 E Small Wood Panelized Cmax 1.98
2.30 Fail
N Small Wood Panelized Cmax 3.07 Pass
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Evaluation Using FEMA P695
Alternate Design Procedure for RWFD Buildings
is Promising
Design example of current and alternate design procedures are developed and
compared in FEMA P1026
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Questions