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eLibrary > FEMA P-154: Rapid Visual Screening of Buildings for Potential Seismic Hazards A Handbook, Third Edition / January 2015 >

FEMA P-154: Rapid Visual Screening of Buildings for Potential Seismic Hazards A Handbook, Third Edition / January 2015, 2015

00-FEMA P-154 Cover
01-FEMA P-154-TitlePage
02-FEMA P-154-Preface
03-FEMA P-154-TableofContents
04-FEMA P-154-ListofFigures
05-FEMA P-154-ListofTables
06-FEMA P-154-Chapter1
07-FEMA P-154-Chapter2 [Go to Page]
Structure Bookmarks [Go to Page]
Figure 2-1 Rapid visual screening implementation sequence.
Table 2-1 Key Players in an RVS Program
Figure 2-2 .Input tool for determining site-specific seismicity using the USGS online tool (USGS, 2013a).
Figure 2-3 Output summary report from USGS online tool for determining site-specific seismicity (USGS, 2013a).
Table 2-3 RVS Benchmark Years for FEMA Building Types (based on ASCE/SEI 41-13)
Table 2-4 Quick Reference Guide from Appendix B
Figure 2-4 Sanborn map and corresponding aerial photograph of a city block.
Figure 2-5 Key to Sanborn map symbols.
Figure 2-7 .Example of property details from City of Calabasas municipal database (from ).
Table 2-5 Soil Type Definitions
Figure 2-8 .VS map of Alaska from USGS website showing soil type (USGS, 2013b).
Table 2-6 Checklist of Field Equipment Needed for Rapid Visual Screening
08-FEMA P-154-Chapter3 [Go to Page]
Structure Bookmarks [Go to Page]
Figure 3-1 Level 1 Data Collection Form (High seismicity).
Figure 3-2 .Building Identification Information portion of Level 1 Data Collection Form.
Figure 3-3 .Building Characteristics portion of the Level 1 Data Collection Form.
Figure 3-4 .Photograph and Sketch portions of the Level 1 Data Collection Form.
Figure 3-5 Sample sketches and photos.
Figure 3-6 Occupancy portion of the Level 1 Data Collection Form.
Figure 3-9 Building with potential landslide hazard.
Figure 3-11 Definition of separation gap between adjacent buildings.
Figure 3-12 Schematic illustration of floors not aligning vertically.
Figure 3-13 Schematic illustration of buildings of different height.
Figure 3-14 Schematic illustration of end buildings.
Figure 3-16 Illustration of a building on a sloping site.
Figure 3-17 Schematic illustration of a W1 building with cripple wall.
Figure 3-18 Schematic illustration of a W1 building with occupied space over a garage.
Figure 3-19. Schematic illustration of building with a soft-story condition where parking requirements result in large openings.
Figure 3-20. Illustration of a building with a soft ground story due to large openings and narrow piers.
Figure 3-21 Illustration of a building with a soft ground story due to tall piers.
Figure 3-22 Illustration of a building with out-of-plane setback at the third story.
Figure 3-23. Illustration of a building with out-of-plane setback where the upper floors cantilever out over the smaller ground story footprint.
Figure 3-24 Illustration of a building with an in-plane setback.
Figure 3-25 Schematic illustrations of buildings with short columns due to:
Figure 3-26 Schematic illustration of a split level irregularity.
Figure 3-27 Building with multiple vertical irregularities: setbacks and a soft first story.
Figure 3-28 Illustration of a building without a plan irregularity.
Figure 3-29 Illustration of a building with the torsion plan irregularity due to the C-shaped configuration of walls at the ground floor.
Figure 3-30. Illustration of a corner building with the torsion plan irregularity due to L-shaped configuration of walls at the ground floor due to windows on two sides (visible in figure) and solid walls on two sides (hidden in the figure).
Figure 3-31 Building with a plan irregularity (non-parallel systems) due to its triangular footprint.
Figure 3-32. Plan views of various building configurations showing reentrant corners and large diaphragm openings; arrows indicate possible areas of damage.
Figure 3-33 Building with a plan irregularity with two wings meeting at right angles.
Figure 3-34 Illustration of a building with a reentrant corner plan irregularity.
Figure 3-35 Schematic illustration of large diaphragm openings.
Figure 3-36. Schematic illustration of a building with beams that do not align with columns.
Figure 3-37 .Illustration of a building with parapets and other potential falling hazards, including canopy over loading dock and water tank on roof.
Figure 3-38. Exterior Falling Hazards portion of the Level 1 Data Collection Form.
Table 3-1 FEMA Building Type Descriptions, Basic Scores, and Performance in Past earthquakes
Table 3-1 FEMA Building Type Descriptions, Basic Scores, and Performance in Past earthquakes (continued)
Table 3-1 FEMA Building Type Descriptions, Basic Scores, and Performance in Past earthquakes (continued)
Table 3-1 FEMA Building Type Descriptions, Basic Scores, and Performance in Past earthquakes (continued)
Table 3-1 FEMA Building Type Descriptions, Basic Scores, and Performance in Past earthquakes (continued)
Table 3-1 FEMA Building Type Descriptions, Basic Scores, and Performance in Past earthquakes (continued)
Table 3-1 FEMA Building Type Descriptions, Basic Scores, and Performance in Past earthquakes (continued)
Table 3-1 FEMA Building Type Descriptions, Basic Scores, and Performance in Past earthquakes (continued)
Table 3-1 FEMA Building Type Descriptions, Basic Scores, and Performance in Past earthquakes (continued)
Table 3-1 FEMA Building Type Descriptions, Basic Scores, and Performance in Past earthquakes (continued)
Figure 3-40. Typical frame structure. Features include large window spans,
Figure 3-41. Typical bearing wall structure. Features include small window span, at least two mostly solid walls, and thick load-bearing walls.
Figure 3-42 Interior view showing fire-proofed columns and beams, which indicate a steel building (S1, S2, or S4).
Figure 3-43 .Interior view showing concrete columns and girders with no identifiable shear walls, which indicates a concrete moment frame (C1).
Figure 3-44 Illustration of a horizontal addition.
Figure 3-45 Illustration of a vertical addition.
Table 3-2 Level 1 Reference Guide for Reviewing Buildings with Horizontal Additions
Figure 3-47 Extent of Review portion of the Level 1 Data Collection Form.
Figure 3-48. Level 2 screening results portion of the Level 1 Data Collection Form.
Figure 3-49 Other Hazards portion of the Level 1 Data Collection Form.
Figure 3-50 Action Required portion of the Level 1 Data Collection Form.
09-FEMA P-154-Chapter4 [Go to Page]
Structure Bookmarks [Go to Page]
Figure 4-1 Optional Level 2 Data Collection Form.
Figure 4-3 Portion of the Level 2 High seismicity Data Collection Form for adjusting the baseline score.
Figure 4-4. Illustration of a building with a ground floor story height that is twice the height of the stories above.
Figure 4-5 Illustration of a building with a ground floor story height that is
Figure 4-6 .Illustration of a building with short piers.
Figure 4-7 .Illustration of a building with piers that are less than one half as deep as the spandrels.
Figure 4-8 Illustration of a building with a reentrant corner.
Figure 4-9 .Rigid wall, flexible diaphragm building with short wall at small reentrant corner.
Figure 4-10 Illustration of floors not aligning vertically.
Figure 4-11 Illustration of a building that is two or more stories taller than the adjacent building.
Figure 4-12 Illustration of end buildings.
Table 4-1 Building Additions Reference Guide
Table 4-1 Building Additions Reference Guide (continued)
Figure 4-13 Illustration of a URM building with a gable end wall.
Figure 4-14 Portion of the Level 2 form for nonstructural hazards.
10-FEMA P-154-Chapter5
11-FEMA P-154-Chapter6
12-FEMA P-154-Chapter7 [Go to Page]
Structure Bookmarks [Go to Page]
Table 7-1 RVS Budget for Anyplace, USA
Figure 7-1 .Property information at example site in city’s geographic information system (FEMA, 2002a).
Figure 7-2 .USGS web page showing SS and S1 values for MCER ground motions (USGS, 2013a).
Figure 7-3 Customized Level 1 Data Collection Form for Anyplace, USA.
Table 7-2 Customized Quick Reference Guide for Anyplace, USA
Figure 7-4 .Partially completed Building Identification portion of the Data Collection Form for a sample site for use by the screener.
Figure 7-5 Exterior view of 3703 Roxbury Street.
Figure 7-6 Close-up view of 3703 Roxbury Street exterior showing perimeter braced steel framing.
Figure 7-7 Completed Data Collection Form for Example 1, 3703 Roxbury Street.
Figure 7-8 Exterior view of 3711 Roxbury Street.
Figure 7-9 .Close-up view of 3711 Roxbury Street building showing exterior infill frame construction.
Figure 7-10 Completed form for 3711 Roxbury Street.
Figure 7-11 Exterior view of 5020 Ebony Drive.
Figure 7-12 Completed Data Collection form for 5020 Ebony Drive.
Figure 7-13 Exterior view of 1450 Addison Avenue.
Figure 7-14 Completed Data Collection Form for 1450 Addison Avenue.
Table 7-3 RVS Budget for Any State, USA
Figure 7-15 .Exterior view of modern reinforced brick masonry building at Roosevelt Elementary School.
Figure 7-16 Completed Level 1 Data Collection Form for the main building at Roosevelt Elementary School.
Figure 7-17 Completed Level 2 Data Collection Form for the main building at Roosevelt Elementary School.
Figure 7-18 .Photo of exterior of Washington Middle School (from ).
Figure 7-21. Exterior view portable classrooms at New City High School (from ).
Figure 7-22 Completed Level 1 Data Collection Form for portable classrooms at New City High School.
Figure 7-23 Completed Level 2 Data Collection Form for portable classrooms at New City High School.
Table 7-4 Summary of Paper-Based and Electronic Scores
13-FEMA P-154-AppendixA
14-FEMA P-154 AppendixB
15-FEMA P-154-AppendixC
16-FEMA P-154-AppendixD [Go to Page]
Structure Bookmarks [Go to Page]
b. 1965-1980
c. 1965-1980
d. 1960-1975 reinforced concrete shear wall
e. Pre-1933 URM (rehabilitated)
e. 1890-1900
Table D-2 Illustrations, Architectural Characteristics, and Age of Commercial Structures (continued)
Table D-2 Illustrations, Architectural Characteristics, and Age of Commercial Structures (continued)
a.
c.
d. 1990-2000; airport terminal
e. 1920-1930; windows create coupled shear walls.
f. Pre-1930
h. 1920-1930; theater and shops complex, reinforced concrete
a. Building above is a high-rise steel dual system: moment frame (heavy columns and beams on upper façade) with bracing around elevator core. Fireproofing is being applied to steel at mid-height (inside the shroud) and precast façade elements are being attached to frame in lower stories.
Table D-4 Most Likely FEMA Building Types for Pre-1930 Buildings
Table D-5 Most Likely FEMA Building Types for 1930-1945 Buildings
Table D-6 Most Likely FEMA Building Types for 1945-1960 Buildings
Table D-7 Most Likely FEMA Building Types for Post-1960 Buildings
Figure D-2 Building with exterior columns covered with a façade material.
Figure D-3 Detail of the column façade of Figure D-2.
Figure D-4 .Building with both shear walls (in the short direction) and frames (in the long direction).
Figure D-5 Regular, full-height joints in a building’s wall indicate a concrete tilt-up.
Figure D-6 .Reinforced masonry wall showing no course of header bricks (a row of visible brick ends).
Figure D-7 Reinforced masonry building with exterior wall of concrete masonry units, or concrete blocks.
Figure D-8 A 1970s renovated façade hides a URM bearing wall structure.
Figure D-9 A concrete shear wall structure with a 1960s renovated façade.
Figure D-10 URM wall showing header courses (identified by arrows) and two washer plates indicating wall anchors.
Figure D-11 .Drawing of two types of masonry pattern showing header bricks (shown with stipples) (Allen, 1985).
Figure D-12 .Diagram of common reinforced masonry construction (Allen, 1985). Bricks are left out of the bottom course at intervals to create cleanout holes, then inserted before grouting.
Figure D-13 Brick veneer panels.
Figure D-14 Hollow clay tile wall with punctured tile.
Figure D-15 Sheet metal siding with masonry pattern.
Figure D-16 Asphalt siding with brick pattern.
Figure D-17 Pre-1940 cast-in-place concrete with formwork pattern.
17-FEMA P-154-AppendixE [Go to Page]
Structure Bookmarks [Go to Page]
Figure E-1 .Single family residence (an example of the W1 identifier, light wood frame single- or multiple-family dwellings of one or more stories in height).
Figure E-2 Multi-unit, multistory residential wood frame structure with plan areas on each floor of greater than 3,000 square feet (W1A).
Figure E-3 .Larger wood framed structure, typically with room-width spans (W2, commercial and industrial wood frame buildings greater than 5,000 square feet).
Figure E-4 Drawing of wood stud frame construction (Lagorio et al., 1986).
Figure E-5 Stud wall, wood framed house.
Figure E-6 Drawing of timber pole framed house (FEMA, 1987).
Figure E-7 Timber pole framed house.
Figure E-8 House off its foundation, 1983 Coalinga earthquake.
Figure E-9 Failed cripple stud wall, 1992 Big Bear earthquake.
Figure E-10 Seismic strengthening of a cripple wall, with plywood sheathing.
Figure E-11 Drawing of steel moment-resisting frame building (Steinbrugge, 1982).
Figure E-12 Braced frame configurations (FEMA, 1987).
Figure E-13 Braced steel frame, with chevron and diagonal braces. The braces
Figure E-14 Chevron bracing in steel building under construction.
Figure E-15 .Retrofit of a concrete parking structure using exterior X-braced steel frames.
Figure E-16 Use of a braced frame to rehabilitate an unreinforced masonry building.
Figure E-17 Drawing of light metal construction.
Figure E-18 Prefabricated metal building (S3, light metal building).
Figure E-19 Drawing of steel frame with interior concrete shear walls (Steinbrugge, 1982).
Figure E-20 Concrete shear wall on building exterior.
Figure E-21. Close-up of exterior shear wall damage during a major earthquake.
Figure E-22 Drawing of steel frame with URM infill (Lagorio et al., 1986).
Figure E-23 Example of steel frame with URM infill walls (S5).
Figure E-24 Drawing of concrete moment-resisting frame building (Lagorio et al., 1986).
Figure E-25 .Extreme example of ductility in concrete, 1994 Northridge earthquake.
Figure E-26. Example of ductile reinforced concrete column, 1994 Northridge earthquake; horizontal ties would need to be closer for greater demands.
Figure E-27 .Concrete moment-resisting frame building (C1) with exposed concrete, deep beams, wide columns (and with architectural window framing).
Figure E-28 Locations of failures at beam-to-column joints in nonductile frames, 1994 Northridge earthquake.
Figure E-29 Drawing of concrete shear wall building (Lagorio et al., 1986).
Figure E-30 Tall concrete shear wall building: walls connected by damaged spandrel beams.
Figure E-31 Shear wall damage, 1989 Loma Prieta earthquake.
Figure E-32 Concrete frame with URM infill.
Figure E-33. C3 building and detail showing concrete frame with URM infill (left wall), and face brick (right wall).
Figure E-34 .Drawing of tilt-up construction typical of the western United States. Tilt-up construction in the eastern United States may incorporate a steel frame (Lagorio et al., 1986).
Figure E-35 Tilt-up industrial building, 1970s.
Figure E-36 Tilt-up industrial building, mid- to late-1980s.
Figure E-37 Tilt-up construction anchorage failure.
Figure E-38. Result of failure of the roof beam anchorage to the wall in tilt-up building.
Figure E-39 Newly installed anchorage of roof beam to wall in tilt-up building.
Figure E-40 Drawing of precast concrete frame building (Lagorio et al., 1986).
Figure E-41 .Typical precast column cover on a steel or concrete moment frame.
Figure E-42. Exposed precast double-Tee sections and overlapping beams are indicative of precast frames.
Figure E-43 Example of precast double “T” section during installation.
Figure E-44. Precast structural cross; installation joints are at sections where bending is minimum during high seismic demand.
Figure E-45 Modern reinforced brick masonry.
Figure E-46 Drawing of unreinforced masonry bearing wall building, two-story (Lagorio et al., 1986).
Figure E-47 Drawing of unreinforced masonry bearing wall building, four-story (Lagorio et al., 1986).
Figure E-48 Drawing of unreinforced masonry bearing wall building, six-story (Lagorio et al., 1986).
Figure E-49 East Coast URM bearing wall building.
Figure E-50 West Coast URM bearing wall building.
Figure E-51 Drawings of typical window head features in URM bearing wall buildings (Packard, 1981).
Figure E-52 .Parapet failure leaving an uneven roof line, due to inadequate anchorage, 1989 Loma Prieta earthquake.
Figure E-53 Damaged URM building, 1992 Big Bear earthquake.
18A-FEMA P-154-AppendixF
18B-FEMA P-154-AppendixG
19-FEMA P-154-Glossary and Abbreviations
20a-FEMA P-154-IllustrationCredits
20-FEMA P-154-References
21-FEMA P-154-Project Participants
22-FEMA P-154-Back Cover
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