4.0 Chapter - Evaluation Phase (Tier 2)
Table 4-3. m-factors for Steel Components Primary Component/Conditions
Fully restrained moment frames Beams
b 2t f b 2t f
Secondary IO LS IO
LS
< > < >
52 F ye 95 F ye
8 3
3 2
13 4
3 2
Columns (P<0.2Py )
b 2t f b 2t f 52 F ye 95 F ye
8 2
3 2
13 3
3 2
Columns (0.2Py < P < 0.5Py )
b 2t f b 2t f
< >
52 F ye 95 F ye
(1)
2 2 3 1
(2)
2 2 3 1
2 10 2
3 14 2
Panel Zones Welded Moment Connections (5) Partially restrained moment connections Bolts or Welds in Tension Other Braced Frames Columns (3) Eccentric Braced Frames Link Beam Brace and Column (3) Braces in Compression
2.5 4
1.5 2
3.5 6
1.5 2
Same as beams in fully restrained frames.
1500 Fye 6000 Fye
Tubes: d t Tubes: d t
Other shapes Braces in Tension
90 Fye 190 Fye
; Pipes: d t ; Pipes: d t
6 3 6
2.5 1.5 2.5
9 3 9
2.5 1.5 2.5
Tension-compression brace Tension-only brace Metal Deck F ye = 1.25Fy , Expected yield stress; (1) m=12(1.7P/Py ); (2) m=20(1.7P/Py ); (3) Force-controlled;
(4)
6 3 4
2.5 1.5 2
11 11 --
3 3 --
Axial load due to gravity and earthquake calculated as force-controlled action per Section 4.2.4.3.2. (5) Alternatively, these connections may be considered force-controlled if connections and joint web shear can be shown to develop the capacity of the beam.
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Seismic Evaluation Handbook
FEMA 310
Chapter 4.0 - Evaluation Phase (Tier 2)
Table 4-4. m-factors for Concrete Components Primary Component/Conditions
Beams, flexure Ductile(1)
Secondary LS IO
LS
IO
3 fc 6 fc
Non-Ductile Columns, flexure Ductile(1)
P A gf c P A gf c
8 4 2.5
3 2.5 1.5
8 4 3
3 2.5 1.5
0.1 0.4 0.1 0.4
5 2 2.5 1.5
3 1.5 1.5 1.5
5 2 3 1.5
3 1.5 2 1.5
Non-Ductile
P A gf c P A gf c
Beams controlled by shear Beam-Column Joints Slab-Column Systems(5)
Vs Vc Vs Vc
2
(2)
1.5
(2)
3.5
(2)
2.5
(2)
0.1 0.4
3 1.5
3 1.5
3 1.5
3 1.5
Infilled Frame Columns Modeled as Chords Confined along entire length Not confined Shear Walls Controlled by Flexure With confined boundary a<0.1(3) a>0.25 Without confined boundary a<0.1 a>0.25 Coupling Beams Shear Walls Controlled by Shear
(1) (3) (4)
4 1.5
1.5 1.5
5 1.5
1.5 1.5
5 3
3 1.5
6 4
3 1.5
3 2 2.5 2.5
2 1.5 1.5 1.5
4 2.5 4 3
2 1.5 2 2
Ductile beams and columns shall conform to the following requirements: (a) Within the plastic region, closed stirrups shall be spaced at < d/3, (b) Strength provided by stirrups shall be at least 3/4 of the design shear, (c) Longitudinal reinforcement shall not be lapped within the plastic hinge region, (d) (-')/bal < 0.5, (e) Column flexural capacity exceeds beam flexural capacity. (2) These joints shall be considered force-controlled.
a=[(As-As')fy + P]/A wfc'. P=Axial load due to gravity and earthquake calculated as a force-controlled action per Section 4.2.4.3.2. (5) Vg =gravity shear; V o =punching shear capacity.
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Seismic Evaluation Handbook
FEMA 310
Chapter 4.0 - Evaluation Phase (Tier 2)
Table 4-5. m-factors for Masonry Components Primary Component/Conditions
Unreinforced Masonry
(1) (2)
Secondary IO
1
LS
1.5
LS
3
IO
1
Reinforced Masonry in Flexure fa<0.04f'm
fy/fc, = 0.01(3) fy/fc, = 0.05 fy/fc, = 0.20
fa<0.075f'm
6 4.5 2.5
3 2.5 1.5
8 7 4
3 2.5 1.5
fy/fc, = 0.01 fy/fc, = 0.05 fy/fc, = 0.20
Reinforced Masonry in Shear Masonry Infill
(1) (4) (4)
4 3 2.5 2.5 3
2.5 2 1.5 1 1
7 6 4 4 --
2.5 2 1.5 1.5 --
Applicable to building with rigid diaphragms; for flexible diaphragms see Special Procedure. (2) fa = axial stress due to gravity loads per Equation (4-11). (3) = percentage of total reinforcement vertical including boundary elements, if any.
Capacity based on bed joint shear strength for zero vertical compressive stress.
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Seismic Evaluation Handbook
FEMA 310
Chapter 4.0 - Evaluation Phase (Tier 2)
Table 4-6. m-factors for Wood Components Primary Component/Conditions
Straight Sheathing, Diagonal Sheathing, and Double Diagonal Sheathing(1) Gypsum Sheathing/Wallboard(1) Plywood Sheathing Shear Walls
Secondary IO
1.5 2
LS
3 4
LS
4 5
IO
1.5 2
h/L 1.0 3.5 h/L
Diaphragms Hold-down anchors
(1)
4.5
2 1.7 2 2
5.5 4.5 4 No limit
2 1.7 2 No limit
2.0 (2)
3.5 3.5 3.5
For h/L > 2.0, the component shall not be considered effective as a primary component . (2) For h/L > 3.5, the component shall not be considered effective as a primary component .
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Seismic Evaluation Handbook
FEMA 310
Chapter 4.0 - Evaluation Phase (Tier 2)
Table 4-7. Nonstructural Component Amplfication and Response Modification Factors
Component A. ARCHITECTURAL 1. Exterior Skin Adhered Veneer Anchored Veneer Glass Block Prefabricated Panels Glazing Systems 2. Partitions Heavy Light 3. Interior Veneers Stone, Including Marble Ceramic Tile 4. Ceilings Directly Applied to Sructure Dropped, Furred Gypsum Board Suspended Lath and Plaster Suspended Integrated Ceiling 5. 6. 7. 8. Parapets, Cornices,Ornamentation and Appendages Canopies and Marquees Chimneys and Stacks Stairs 1 1 1 1 2.5 2.5 2.5 1 1.5 1.5 1.5 1.5 1.25 1.5 1.25 3 1 1 1.5 1.5 1 1 1.5 3 1 1 1 1 1 4 3(3) 2 3(3) 2 a p(1) R p(2)
B. MECHANICAL EQUIPMENT 1. Mechanical Equipment Boilers and Furnaces General Mfg. and Process Machinery HVAC Equipment, Vibration Isolated HVAC Equipment, Nonvibration Isolated HVAC Equipment, mounted in-line 2. Storage Vessels and Water-heaters Vessels on Legs Flat Bottom Vessels 3. 4. 5. High-Pressure Piping Fire-Suppression Piping Fluid piping, not Fire Suppression Hazardous Materials Nonhazardous Materials 6. Ductwork 2.5 2.5 1 1 4 3 2.5 2.5 2.5 2.5 1.5 3 4 4 1 1 2.5 1 1 3 3 3 3 3
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Seismic Evaluation Handbook
FEMA 310
Chapter 4.0 - Evaluation Phase (Tier 2)
Table 4-7. Nonstructural Component Amplfication and Response Modification Factors (co...