reading

Cover
Table of contents
Preface
Acknowledgments
Using this Book
PART I: CHOOSING THE COMPONENTS
1. CHAPTER 1: Decisions That Affect the Exterior Wall
  1. 1.1 INTRODUCTION TO THE BUILDING ENVELOPE
  2. 1.2 DECISIONS AFFECTING AESTHETICS, FUNCTION, DURABILITY, AND THE BUDGET
  3. 1.3 CLIMATE AND THE EXTERIOR WALL
  4. 1.4 FUNCTION OF THE EXTERIOR WALL
  5. 1.5 CLADDING SYSTEMS
  6. 1.6 “WHOLE-WALL” DESIGN
  7. 1.7 SELECTING AND POSITIONING THE BARRIERS AND RETARDERS
2. CHAPTER 2: Water Barriers and Flashings
  1. 2.1 MANAGING WATER
  2. 2.2 WATER MANAGEMENT SYSTEMS
  3. 2.3 SELECTING THE RIGHT WATER MANAGEMENT SYSTEM
  4. 2.4 WATER BARRIERS AND THEIR PLACEMENT
  5. 2.5 INSTALLATION
  6. 2.6 FLASHINGS
  7. 2.7 TESTING AND MEASURING WATER LEAKAGE
  8. 2.8 QUICK NOTES: WATER INGRESS
3. CHAPTER 3: Air Barrier Systems, Vapor Retarders, and Insulation
  1. 3.1 STOPPING AIR AND CONTROLLING THERMAL AND VAPOR TRANSFER
  2. 3.2 AIR MOVEMENT: LOSS OF CONDITIONED AND VAPOR-LADEN AIR
  3. 3.3 VAPOR TRANSMISSION BY DIFFUSION
  4. 3.4 HEAT TRANSFER BY CONDUCTION AND RADIATION
4. CHAPTER 4: Sealant Joints
  1. 4.1 STRUCTURAL FORCES AND DIFFERENTIAL MOVEMENT
  2. 4.2 EXPANSION AND CONTROL JOINTS
  3. 4.3 JOINT DESIGN
  4. 4.4 CONSTRUCTION TOLERANCES
  5. 4.5 JOINT COMPONENTS
  6. 4.6 INSTALLATION OF LIQUID SEALANTS
  7. 4.7 MAINTENANCE
  8. 4.8 TESTING SEALANTS
  9. 4.9 QUICK NOTES: SEALANT JOINTS
PART II: DETAILING FOR DURABILITY
1. CHAPTER 5: Curtain Walls
  1. 5.1 THE DEVELOPMENT OF CURTAIN WALLS
  2. 5.2 ALUMINUM GLASS CURTAIN WALLS
  3. 5.3 METAL- AND STONE-PANEL CURTAIN WALLS
  4. 5.4 DESIGNING CURTAIN WALLS WITH GLASS, METAL, AND STONE PANELS
  5. 5.6 PRECAST CONCRETE AND GLASS-FIBER REINFORCED CONCRETE PANELS
  6. 5.7 HOW TO STAY OUT OF TROUBLE WHEN DESIGNING CURTAIN WALLS
  7. 5.8 REFERENCES
2. CHAPTER 6: Anchored Brick Veneer
  1. 6.1 BRICK VENEER ANCHORED TO THE STEEL-STUD BACKUP WALLS OF A FOUR- TO TWENTY-STORY BUILDING*
  2. 6.2 WALL TYPE A: BRICK VENEER ANCHORED TO STEEL-STUD BACKUP
  3. 6.3 CLIMATE
  4. 6.4 IS ABV/SS RISKY BUSINESS?
  5. 6.5 REDUCING RISK
  6. 6.6 REPELLING WATER
  7. 6.7 ACCOMMODATING DIFFERENTIAL MOVEMENT WITH EXPANSION JOINTS
  8. 6.8 DESIGNING PARAPET VENEER PANELS: A SPECIAL CASE
  9. 6.9 SUPPLEMENTAL INFORMATION ON ABV/SS COMPONENTS
  10. 6.10 ABV DETAILS
  11. 6.11 CASE STUDY
  12. 6.12 OTHER SYSTEMS
  13. 6.13 REFERENCES
3. CHAPTER 7: Exterior Insulation Finish System (EIFS) and Concrete Masonry Walls
  1. 7.1 CONCRETE MASONRY WALLS
  2. 7.2 SINGLE-WYTHE CONCRETE MASONRY: FACE-SEALED BARRIER WALL
  3. 7.3 EXTERIOR INSULATION FINISH SYSTEM (EIFS)
  4. 7.4 WALL TYPE B: EIFS WITH INTERNAL DRAINAGE PLANE ON CONCRETE MASONRY WALL
  5. 7.5 EIFS DESIGN
  6. 7.6 EIFS INSTALLATION
  7. 7.7 MAINTENANCE
  8. 7.8 EIFS CONCERNS
  9. 7.9 DETAILS: EIFS
  10. 7.10 EIFS OVER LIGHT-GAUGE STEEL OR WOOD STUD WALLS
  11. 7.11 CASE STUDY
  12. 7.12 CASE STUDY
  13. 7.13 REFERENCES
4. CHAPTER 8: Wood-Frame Construction: Stucco and Fiber-Cement Siding
  1. 8.1 WOOD-FRAME CONSTRUCTION
  2. 8.2 STUCCO
  3. 8.3 WALL TYPE C: THREE-COAT STUCCO ON WOOD FRAME WITH INTERNAL DRAINAGE PLANE
  4. 8.4 STUCCO DESIGN
  5. 8.5 STUCCO APPLICATION
  6. 8.6 MAINTENANCE
  7. 8.7 CONCERNS WITH STUCCO
  8. 8.8 DETAILS: STUCCO
  9. 8.9 FIBER-CEMENT CLADDING
  10. 8.10 WALL TYPE D: FIBER-CEMENT BOARD SIDING WITH DRAINAGE CAVITY
  11. 8.11 FIBER-CEMENT SIDING DESIGN
  12. 8.12 FIBER-CEMENT SIDING INSTALLATION
  13. 8.13 MAINTENANCE
  14. 8.14 CONCERNS WITH FIBER-CEMENT CLADDINGS
  15. 8.15 DETAILS: FIBER-CEMENT SIDING
  16. 8.16 CASE STUDY
  17. 8.17 REFERENCES
PART III: ADVANCING THE ENVELOPE
1. CHAPTER 9: Terra-Cotta, EIFS, Stone, and Brick: AreThey Durable?
  1. 9.1 TRUTH IN MATERIALS
  2. 9.2 THE GREAT IMPOSTORS: EIFS AND TERRA-COTTA
  3. 9.3 AESTHETICS AND DURABILITY: CAN YOU HAVE BOTH WITH CARRARA MARBLE?
  4. 9.4 BUILD IT RIGHT THE FIRST TIME OR REPAIR IT QUICKLY: ANCHORED BRICK VENEER FAILURES*
2. CHAPTER 10: Architect’s Design Kit: Form, Surface, Color, and Thick and Thin Walls
  1. 10.1 THE EXTERIOR WALL
  2. 10.2 AESTHETIC KIT: FORM, SURFACE, AND COLOR
  3. 10.3 WESTIN NEW YORK AT TIMES SQUARE
  4. 10.4 EXPERIENCE MUSIC PROJECT, SEATTLE, GEHRY PARTNERS
  5. 10.5 COMPARISONS: MONDRIAN PLANES AND SWOOPY FORMS
  6. 10.6 FUNCTIONAL KIT: THICK AND THIN WALLS
  7. 10.7 VITRA CONFERENCE PAVILION: THICKER WALLS IN GERMANY
  8. 10.8 SAN FRANCISCO MUSEUM OF MODERN ART: THIN BRICK THAT WORKS
  9. 10.9 ARE TWO WALLS BETTER THAN ONE?
  10. 10.10 SEATTLE JUSTICE CENTER
3. CHAPTER 11: Wood-Frame Construction: Designing for the Climate and the Future
  1. 11.1 DURABILITY — THE LINCHPIN OF SUSTAINABILITY
  2. 11.2 VANCOUVER, BRITISH COLUMBIA: “THE LOOK THAT DIDN’T LAST”
  3. 11.3 SEATTLE: “WHEN IT RAINS, IT POURS IN”
  4. 11.4 WHAT CAN BE LEARNED FROM THE LEAKY CONDOS?
  5. 11.5 HOW TO DO IT RIGHT: TWO COUNTRIES, TWO CLIMATES, AND TWO SOLUTIONS27
  6. 11.6 HOME 2000 AND WINTER RAINS OF VANCOUVER, BRITISH COLUMBIA
  7. 11.7 KST-HOKKAIDO HOUSE AND HEAVY SNOW LOADS OF NORTHERN JAPAN33
  8. 11.8 WHAT CAN BE LEARNED FROM THE TWO HOUSES?
Appendix A: Hygrothermal Maps
Appendix B: Building Form
Bibliography and Resources
Notes
End User License Agreement

List of Figures

Chapter 01
1. FIGURE 1.1 A modern igloo under construction. Photo courtesy of Grand Shelters, Inc.
2. FIGURE 1.2 Zoning codes dictate the construction types permitted in different jurisdictions. Some regions on the West Coast allow five-story wood-frame buildings on noncombustible lower floors to a maximum height of 75 feet. Photo by G. Russell Heliker.
3. FIGURE 1.3 Window washing is an integral component of all buildings but particularly the glass-clad high-rise. Sophisticated equipment such as this example from Japan is one way of accomplishing the task. Whatever the size of the building, thought must be given as to how the exteriors will be cleaned and maintained. Photo by G. Russell Heliker.
4. FIGURES 1.4, 1.5, 1.6 Claddings are not always what they seem to be at first glance. This is an example of in-situ concrete wall, painted to resemble brick, on an apartment block in Gifu Prefecture, Japan. (Hasagana General Contractors). First, a black waterproofing layer is sprayed on. Next, a self-adhesive template of mortar joints is affixed to the black surface, which is then sprayed with a white paint. When the templates are removed, the “mortar joints” are black and the “brick face” is white. The templates come in a variety of bond patterns. Photos by Thomas Allan Palmer.
Chapter 02
1. FIGURE 2.1 There are occasions when water comes from the interior—pipes break or HVAC equipment malfunctions. The failure of mechanical equipment flooded the interior of this university building. The water flowed to an exterior vent, where it froze on reaching the outside. Photo by G. Russell Heliker.
2. FIGURE 2.2 It is easy to see where the down-spout is discontinuous from the deterioration of the brick on this exterior wall. Drainage systems should be maintained to ensure that they are directing water away from the wall, not toward it. Neglecting this problem made for a more costly rehabilitation. Photo by Linda Brock.
3. FIGURE 2.3
4. FIGURE 2.4
5. FIGURE 2.5
6. FIGURE 2.6
7. FIGURE 2.7
8. FIGURES 2.8, 2.9 These photographs show conditions on a building when it was approximately 14 years old. It is located in an area that receives about 19 inches (480 mm) of precipitation a year. The bench (Figure 2.8), located on a bridge that connects two wings of the building and the parapet (Figure 2.9), were waterproofed with an elastomeric coating. When water entered the walls through the inevitable cracks and pinholes, it could not get back out. Freeze-thaw action exacerbated the damage. Photos by G. Russell Heliker.
9. FIGURES 2.10, 2.11 While we often see windowsills constructed of brick (Figure 2.10), few would consider using brick as a roofing material on a similar slope. The brick sills on this load-bearing masonry building from the eighteenth century (Figure 2.11) are protected with overlapping slate shingles. Photos by G. Russell Heliker and Linda Brock.
10. FIGURES 2.12, 2.13 The top of this parapet wall (Figure 2.12) was detailed by the architect with a decorative concrete block course. Aesthetically interesting, it leaked considerably. The owners retrofitted the metal flashing (Figure 2.13), which did a good job of keeping out the water, but the aesthetic was changed. Photos by G. Russell Heliker.
11. FIGURES 2.14, 2.15. These two buildings in Krakow, Poland, show careful flashing of sills. While both may be remedial, they complement the appearance. The sills, even at the ocular window, of this stuccoed masonry building (Figure 2.14) are flashed in metal. In Figure 2.15, the layers of the wood windowsill have been carefully flashed, with small up-stands or dams at the ends. Photos by Linda Brock.
12. FIGURE 2.16 Three-dimensional drawings are necessary to show how flashings and other barriers turn corners. This drawing shows flexible flashing lapping a metal flashing pan to be installed on a brick-veneer shelf angle. Not shown is how the water barrier would turn the corner.
13. FIGURE 2.17 A simple test using a plastic tube adhered to the surface with soft putty provides quantitative information on how fast a material will absorb water. For more information about this water absorption test, see: Kim Basham and John Meredith, “Measuring Water Penetration,” Masonry Construction Magazine (November 1995): 539. Photo by G. Russell Heliker.
Chapter 03
1. FIGURE 3.1 Airflow through the exterior wall is caused by one of three forces that create pressure differentials. Air movement only occurs if there is an opening or gap in the wall. Illustration from R. L. Quirouette, Building Practice Note: The Difference Between a Vapour Barrier and an Air Barrier, BPN 54 (Ottawa, Ont.: Division of Building Research, National Research Council of Canada, 1985. All rights reserved. Illustration reproduced with the consent of the National Research Council of Canada.
2. FIGURE 3.2 This diagram shows the complexities of air movement during the winter in a building located in a heating climate. Canada Mortgage and Housing Corporation (CMHC), Healthy High-Rise. All rights reserved. Illustration reproduced with the consent of Canada Mortgage and Housing Corporation, Ottawa, Ontario. All other uses and reproductions of this material are expressly prohibited.
3. FIGURE 3.3 Considerably more vapor is transported by air movement than by diffusion though a material. This example from theBuilder’s Guide to Mixed Climates notes that in most cold climates over an entire heating season, one-third of a quart of water can be collected by diffusion through a 4 × 8 sheet of gypsum board without a vapor diffusion retarder, whereas 30 quarts of water can be collected through air leakage that passes through a 1-inch-square hole. It is assumed that the interior temperature is 70°F with 40% relative humidity (RH). Illustration reproduced courtesy of Joseph Lstiburek.
4. FIGURE 3.4 Even rigid materials need to be attached to the structure, as illustrated in this example from the NRCC’s Building Practice Note: The Difference Between a Vapour Barrier and an Air Barrier. Unable to stop negative wind pressure—positive wind pressure did not create a problem—the insulation dislodged at the parapet of this new shopping center exterior wall. In this case not only is the air barrier lost but also the thermal insulation. Richard L. Quirouette, The Air Barrier Defined, Building Science Insight (Ottawa, Ont.: Institute for Research in Construction, National Research Council of Canada). All rights reserved. Illustration reproduced with the consent of NRCC.
5. FIGURE 3.5 This graph shows that the optimum relative humidity for health is between 40% and 60%. Source: Canada Mortgage and Housing Corporation (CMHC), Moisture in Atlantic Housing. (Ottawa, Ont.: CMHC). All rights reserved. Reproduced with the consent of CMHC. All other uses and reproductions of this material are expressly prohibited.
Chapter 04
1. FIGURE 4.1 Buildings will form their own expansion joints if the architect does not design for differential movement. The vertical cracks, filled with white sealant applied by the maintenance crew, are a good indicator of where joints should have been located on this college dormitory. Photo by G. Russell Heliker.
2. FIGURE 4.2 The efflorescing salts that crystallized behind this antigraffiti sealer have not caused damage, but they have certainly affected aesthetics. Photo by G. Russell Heliker.
3. FIGURE 4.3 There were no horizontal or vertical joints for expansion on this nine-story brick-clad building. Growth of the brick veneer and shortening of the concrete frame created stresses in both directions. The veneer formed a vertical crack at the corner, where an expansion joint should have been located to accommodate the horizontal movement. The panels were tightly pinched between the steel shelf angles at each floor because of vertical movement, causing the veneer to “walk out” on the angle. Photo by G. Russell Heliker.
4. FIGURES 4.4 AND 4.5 Even lightweight claddings create havoc when they fail. Photos by Margarete von Adamic.
5. FIGURE 4.6 Many facades have been changed when expansion joints are added to a brick-veneer wall without understanding the rhythm of the facade. Photo by G. Russell Heliker.
6. FIGURE 4.7 This diagram illustrates the importance of the backer rod being placed at the correct depth to achieve the required hourglass shape. Reprinted with permission of EMSEAL Joint Systems Ltd. All rights reserved.
7. FIGURE 4.8 Canada Mortgage and Housing Corporation,Rain Penetration Control:Applying Current Knowledge. All rights reserved. Reproduced with the consent of Canada Mortgage and Housing Corporation. All other uses and reproductions of this material are expressly prohibited.
8. FIGURES 4.9, 4.10 Simple experiments can be done in the office. A pullout test indicates how a silicone sealant matched up with a one-part urethane sealant. Though not scientific, it shows what one would suspect. The bricks in Figure 4.10 are placed respective to the location where the sealant failure occurred. The urethane sealant (two bricks in the background) failed in cohesion, while the silicone sealant (two bricks in the foreground) failed in adhesion after elongating more than double the urethane. Photos by G. Russell Heliker.
9. FIGURE 4.11 Precompressed, impregnated foam sealants are always in compression. They are a good choice for wider joints, joints of varying widths, hard to reach joints, and corners. Illustrations reprinted with permission of EMSEAL Joint Systems Ltd. All rights reserved.
10. FIGURE 4.12 The exterior wall of the Massachusetts Institute of Technology’s Simmons Hall (Steven Holl Architects, 2002) is a giant Vierendeel truss of precast units covered with an aluminum skin. Typical dorm rooms have nine windows, each two feet square. The deep recess protects the windows from the weather, but the linear footage of sealant that will require maintenance is substantial compared to a more conventional design. Photo by Martin Lewis; © Martin Lewis.
Chapter 05
1. FIGURE 5.1 The facade of the Hallidie Building (James Polk, 1918) in San Francisco is one of the first glass curtain walls. (The facade is very similar to that of the Boley Clothing Company Building constructed in 1908 and credited by some as the first, true glass curtain wall in the U.S. (Louis Curtiss, St. Louis, Missouri.) (© 2004 Russell Abraham)
2. FIGURE 5.2 (Photo by G. Russell Heliker)
3. FIGURE 5.3 (Courtesy of RDH Building Engineering Ltd.)
4. FIGURE 5.4 The joint between Formawall 1000 panels by H.H. Robertson creates a pressure-equalization chamber (PEC) that stops the passage of both water and air. A 13-mm (¹⁄2 in.) capillary break along with a sloped drain shelf assures that water drains to the exterior at the horizontal joints. For panels oriented horizontally, there is typically a factory-applied butyl sealant, which sits in the neck of the PEC. When the panels are joined on-site, this is compressed, which further precludes water ingress. The horizontal panel has a number of alternative vertical joint details — the most commonly used is sealed on-site with a backer rod and polyurethane sealant. The vertical joints have a factory applied sealant. (Courtesy of H. H. Robertson Asia/Pacific)
5. FIGURES 5.5, 5.6, 5.7 (Courtesy of Indiana Limestone Institute of America, Inc.)
6. FIGURE 5.8 A steel band that encircles the interior concrete column and connects to the curtain-wall frame allows for differential vertical movement between the curtain wall and the structure but also provides lateral support. Photo by Linda Brock.
7. FIGURE 5.9 This wind and dead-load stone fixing allows for adjustments in the lateral, horizontal, and vertical directions, which is important when considering tolerances of the structural frame and clearances required during construction. After attachment there is no movement in the lateral direction. Differential movement between the stone panels and the structure is usually accommodated with vertical expansion joints to the sides of the panel and a horizontal expansion joint at the top of the panel. Illustration courtesy of Permasteelisa Cladding Technologies.
8. FIGURES 5.10–FIGURE 5.18 Photos and drawings courtesy of Walters and Wolf.
9. FIGURE 5.11
10. FIGURE 5.12
11. FIGURE 5.13
12. FIGURE 5.14
13. FIGURE 5.15
14. FIGURE 5.16 Plan of vertical mullion with vertical fin between two glazing units.
15. FIGURE 5.17 Stack joint at sill between a vision glazing unit and a spandrel glazing unit.
16. FIGURE 5.18 Window jamb at interface with limestone cladding.
17. FIGURE 5.19 Precast concrete detail of a conventional panel with thermal insulation to the interior. Note the line of the air seal and the weather, or water, seal. Illustration from: Canada Mortgage and Housing Corporation (CMHC),Architectural Precast Walls, Best Practice Guide (Ottawa, Ont.: 2002). All rights reserved. Detailed illustration reproduced with the consent of CMHC. All other uses and reproductions of this material are expressly prohibited.
18. FIGURE 5.20 Precast concrete detail shows a sandwich panel with integral thermal insulation. Note the line of the air seal and the weather, or water, seal. From CMHC’s Architectural Precast Walls. All rights reserved. Detail illustration reproduced with the consent of CMHC. All other uses and reproductions of this material are expressly prohibited.
19. FIGURE 5.21 Precast concrete detail at the termination of a sandwich panel with integral thermal insulation. From CMHC’sArchitectural Precast Walls. All rights reserved. Detail illustration reproduced with the consent of CMHC. All other uses and reproductions of this material are expressly prohibited.
20. FIGURE 5.22 Suffolk County House of Correction (Stubbins Associates Inc., 1991). The contrast on the insulated precast panels is achieved solely with changes in the surface texture. (Photo by Edward Jacoby; © Edward Jacoby.)
21. FIGURE 5.23 Curtain-wall design that includes sloping walls, projecting windows, and multiple corners is complicated. A team that included the architect, consultants, and construction manager as well as subcontractors worked together on MIT’s Stata Center for Computer Science by Gehry Partners. Costs were kept in check partially by negotiating the contract for the structural steel and the metal skin.^* (© Martin Lewis.)
Chapter 06
1. FIGURE 6.1 Brick-veneer panel showing directions used in text.
2. FIGURE 6.2 Anchored-brick veneer supported by exposed floor slabs in a mild climate. (Shadows and sealant color hide the horizontal expansion joints that separate the brick veneer from the underside of each floor slab overhang.) Photo by G. Russell Heliker.
3. FIGURE 6.3 A minimal drainage cavity cannot accommodate an out-of-tolerance frame. At this bulge in a concrete frame, the masons reduced the depth of bricks to keep the exterior face of the ABV/SS plumb. The veneer was thereby weakened, and the drainage cavity eliminated. A drainage cavity with 2 inches (50 mm) of free air space and at least 11⁄2 inches (38 mm) of drainage cavity insulation board would have accommodated this out-of-tolerance beam and even helped accommodate an out-of-plumb frame.
4. FIGURE 6.4 Mortar cleanout holes at base of drainage cavity. Photo by G. Russell Heliker.
5. FIGURE 6.5 Mass of mortar droppings taken from the base of a 12-foot-high mock-up drainage cavity wall built without the use of mortar cleanout holes. The skilled masons who constructed this panel were advised to use any method and take whatever time was necessary to avoid this condition. Photo by G. Russell Heliker.
6. FIGURE 6.6 Simplified cracking model of ABV/SS under lateral loading. For clarity, deflection is exaggerated, and steelstud backup wall is not shown.
7. FIGURE 6.7 Mortar joint profiles.
8. FIGURE 6.8 Classic rotational corner cracking. A lack of vertical expansion joints at or near corners causes this failure. Also see Figure 4.1.
9. FIGURE 6.9 This brick facade shows how an adventurous designer overlaid a diamond pattern of contrasting brick on the rectangular grid of expansion joints. See Section 6.11 for more information on this project. Photo by Linda Brock.
10. FIGURE 6.10 Locating expansion joints to create rectangular veneer panels.Notes: This figure is referenced in 6.5.1, 6.7, 6.7.1, 6.8.1, and 6.9.1.
11. FIGURE 6.11 Typical ABV/SS wall components at base of building.Notes: This figure is referenced in 6.6.1 and 6.9.5.
12. FIGURE 6.12 Typical ABV/SS wall components at intermediate floors.Notes: This figure is referenced in 6.5.2, 6.6.1, 6.6.3, 6.7.3, and 6.9.8.
13. FIGURE 6.13 Typical ABV/SS wall components at concrete floor beams.Notes: Shelf-angle flashing is similar at floor slabs that support ABV/SS, although caution is advised. This figure is referenced in 6.6.1, 6.7.2, 6.7.3, 6.9.5, 6.9.6, and 6.9.7.
14. FIGURE 6.14 Typical ABV/CMU (concrete masonry units) wall components at parapet.Notes: Coping has a minimum slope of 2 in 12. For clarity, screws and connectors used in the assembly of coping structure are not shown. This figure is referenced in 6.5.1, 6.6.1, 6.8, 6.8.2, and 6.9.5.
15. FIGURE 6.15 Typical ABV/SS components at corners, offsets and returns.Notes: This figure is referenced in 6.6.3, 6.7.1, 6.7.3, 6.9.4, and 6.9.5.
16. FIGURE 6.16 Brick veneer anchored to a structural-steel spandrel frame between ribbon windows. Sequencing: Structural frame sections are assembled and zinc-coated off-site. Sections are raised, positioned, and welded in place. Damaged zinc coating is restored to its original thickness, and welds are zinc coated. Brick veneer is laid in place after erection of frame sections and after installation of drainage cavity components.Notes: Spandrel frame is not attached to columns. Concrete beam is integral with floor slab. If building frame is of structural steel, then steel beams or spandrel frame must be laterally braced against rotation. Systems that are completely panelized off-site may be an economical alternative, but positioning is critical to avoid noticeable irregularities where sections meet at vertical expansion joints. This figure is referenced in 6.3.2, 6.5.1, and 6.9.6.Figures: See Figure 6.17 (ribbon window)
17. FIGURE 6.17 Ribbon window supported by structural-steel spandrel frame.^*Notes: This window head directs water entering from above into nearest mullion. It is then emptied from the base of the mullion through weeps onto the exterior sill. No fasteners attach to the underside of the shelf angle, eliminating the possibility that they will penetrate the shelf angle and its flashing. This figure is referenced in 6.5.1, 6.6.1, and 6.9.5.Figures: See Figure 6.16 (structural-steel spandrel frame).
18. FIGURE 6.18 Window anchored to a steel-stud wall and floor beam.^*Notes: No fasteners attach to the underside of the shelf angle, eliminating the possibility that they will penetrate the shelf angle and its flashing. This figure is referenced in 6.3.2, 6.6.1, 6.7.2, and inTable 6.1.Figures: See Figure 6.20 (window jamb).
19. FIGURE 6.19 Window (below a loose lintel) anchored to steel-stud wall backup wall.^* This figure is referenced in 6.5.2, 6.6.1, 6.7.2, 6.9.5, 6.9.6, 6.9.7, 6.9.8, andTable 6.1.Figures: See Figure 6.21 (window jamb)
20. FIGURE 6.20 Window jamb of window in Figure 6.18.Notes: 6-inch maximum dimension is typical at all panel edges. This figure is referenced in 6.9.5.
21. FIGURE 6.21 Window jamb of window in Figure 6.19. This figure is referenced in 6.9.5.
22. FIGURE 6.22 It is not apparent that every other horizontal band is an expansion joint. On the long faces, the vertical expansion joints were located at 16-foot intervals, creating 12- by-16–foot veneer panels. Photo by Linda Brock.
23. FIGURE 6.23 The intermittently dark header brick courses not only draw the eye away from the horizontal expansion joint but seem to eliminate the dark slits created by full-height, head-joint weep holes. Next to the dark brick, the weep hole becomes part of the larger design. Photo by Linda Brock.
24. FIGURE 6.24 Three patterns are visible — the horizontal bands at 7foot intervals, the diamond patterns in 7-foot squares, and the textured pattern in the vertical recess that separates the two forms. Photo by Linda Brock.
25. FIGURE 6.25 The mock-ups of the brick mix were kept on-site during construction. Photo by Linda Brock.
26. FIGURE 6.26 If this had been new construction, the door opening could have been moved to coincide with the vertical expansion joint to the left of the door jamb, avoiding the double joints only 12 inches apart. Photo by Linda Brock.
27. FIGURE 6.27 Two prisms have been cut through the center to evaluate grout consolidation. Shrinkage cracks can be seen in the prism on the left. Photo by G. Russell Heliker.
Chapter 07
1. FIGURE 7.1 Two-stage, drained vertical control joint in concrete masonry. Locate weep holes at the base of the joint.
2. FIGURE 7.2 EIFS (Exterior Insulation and Finish Systems) with simple detailing is an economical cladding. Photo courtesy of Sto Corporation, 2004.
3. FIGURE 7.3 The five components of EIFS: finish coat, base coat, reinforcing mesh, EPS insulation, and adhesive. (The sealant at the concrete masonry is redundant and may not be needed if the water barrier membrane is continuous across the joint.)
4. FIGURE 7.4 Corbelled shapes and cornices create depth on this hotel while providing protection for the surfaces below. The use of different colors effectively adds to the depth. Photo courtesy of Sto Corp.
5. FIGURE 7.5 Configuration of EPS insulation board and reinforcing mesh.
6. FIGURE 7.6 Rasping the EPS insulation to a smooth, flat finish will help reduce cracking and produce a more uniform finish. Photo courtesy of Morrison Hershfield, Ltd.
7. FIGURE 7.7 V-shaped reveals should not be used. Trapezoid or half-round reveals are less likely to crack.
8. FIGURE 7.8 EIFS at the foundation. The metal flashing accommodates drainage. Depending on the proprietary system, the drainage plane may be created with channels cut in the EPS board, vertical ribbons of adhesive, or a drainage mat.
9. FIGURE 7.9 Window head and sill with EIFS.
10. FIGURE 7.10 Window jamb with EIFS.
11. FIGURE 7.11 Drainage of EIFS at each floor. Each proprietary system has different draining details. The horizontal surface of the EIFS below should be flashed with metal.
12. FIGURE 7.12 EIFS at the roof. Maintaining the air barrier through the roof assembly is a detail often overlooked.
13. FIGURES 7.13–7.17 Photos and drawings courtesy of Lakeview/Centura Building Systems.
14. FIGURE 7.14
15. FIGURE 7.15 Horizojoint at typical slab seNote the two-stage drjoint.
16. FIGURE 7.16 Window details.
17. FIGURE 7.17 Vertical panel joints and inside corner joint. Note prefabricated corner panel.
18. FIGURES 7.18–7.24 Photos and drawings courtesy of Marceau Evans Architects.
19. FIGURE 7.19
20. FIGURE 7.20
21. FIGURE 7.21
22. FIGURE 7.22
23. FIGURE 7.23 Wall sections showing parapet coping, curtain wall section, base detail, and horizontal panel joint.
24. FIGURE 7.24 Plan view showing curtain wall section, corner detail, and vertical panel joints.
Chapter 08
1. FIGURE 8.1 Vapor diffusion ports.
2. FIGURE 8.2 Metal flashing on all nonvertical surfaces and drainage at each floor protects this stucco clad building in an area that sees wind-driven rains during the winter months. Photo by G. Russell Heliker.
3. FIGURES 8.3, 8.4 The original design of the sill at the base of these recessed decorative panels had no protection, as shown in Figure 8.3. The EIFS cladding was removed, due to water entry problems, and replaced with traditional stucco with a drainage cavity. (The problem was not inherently with the EIFS — it was with the poor detailing. Neither stucco nor EIFS makes a good roofing material.) The new metal sill flashing with end dams directs all water away from the wall (Figure 8.4). Photos by G. Russell Heliker.
4. FIGURE 8.5 This dryer vent has metal head and sill flashing. Another option for dryer vents is shown in Figure 8.14. Photo courtesy of Morrison Hershfield, Ltd.
5. FIGURE 8.6 Stucco cladding at foundation. This detail shows the stucco face flush with the concrete foundation. A preferable, and simpler, approach is for the exterior sheathing and the foundation wall to be in the same plane. If the sheathing is stepped back, as shown, it is imperative that the foundation wall be flashed with metal.
6. FIGURE 8.7 Through-wall flashing at each floor. In areas that see little rain, a simple expansion joint at the floor line may be adequate. See enlarged detail on Figure 8.11
7. FIGURE 8.8 Counter-flashing at roof. Whether the roof is low-sloped or pitched, using a two-piece flashing makes reroofing much simpler. The stucco cladding should outlast the roof membrane or shingles.
8. FIGURE 8.9 Counter-flashing at roof.
9. FIGURE 8.10 Minimizing studs at inside and outside corners gives more space for insulation. Using a peel-and-stick self-adhesive membrane at the corners helps keep them watertight.
10. FIGURE 8.11 Horizontal joints. The upper, flashed expansion joint is preferable when the wall will be repeatedly wet, as it assures that the water is deflected away from the stucco below. In dryer areas, a two-piece reveal that allows for expansion and contraction may be adequate.
11. FIGURE 8.12 Window head and sill. An extruded aluminum head flashing directs water from the drainage plane to the exterior. Metal flashing, lapped with peel-and-stick, drains any water at the sill to the exterior.*
12. FIGURE 8.13 Window jamb.
13. FIGURE 8.14 This dryer vent has a welded collar flashed with peel-and-stick self-adhesive membrane at the top.
14. FIGURE 8.15 Accessible entry at balcony.
15. FIGURE 8.16 This closely spaced vertical furring provides a drainage cavity and structural support for the SBPO building wrap air barrier system. Photo courtesy of Morrison Hershfield, Ltd.
16. FIGURE 8.17 The metal head and sill flashings of the windows in this wood-clad wall are carefully detailed to keep water out of the wall, off the windows, and away from the cladding. The through-wall metal flashing at each floor, with the extensive overhang, also helps protect the cladding. However, this is not its only purpose. The building is located in Finland, where masonry is the preferred material for multistory residential structures, and the metal deflectors serve to stop flame spread. Photo by Linda Brock.
17. FIGURE 8.18 These details show a³⁄4-inch drainage cavity appropriate for areas with a lot of wind-driven rain. In dryer climates, the cement-fiber siding would be installed directly on the SBPO building wrap and sheathing.
18. FIGURE 8.19 Drainage at each floor for multistory cavity construction. This may not be necessary for two-story construction or in drier areas.
19. FIGURE 8.20 Outside corner detail. If the SBPO building wrap was not damaged during construction, the peel-and-stick at the corner may be eliminated.
20. FIGURES 8.21–8.28 Photos and original drawings courtesy of the Miller/Hull Partnership.
21. FIGURE 8.22
22. FIGURE 8.23
23. FIGURE 8.24
24. FIGURE 8.25
25. FIGURE 8.26
26. FIGURE 8.27 Wall section showing horizontal joint between medium-density overlay (MDO) panels and protection of gluelaminated beams.
27. FIGURE 8.28 Corner detail with beveled siding.
Chapter 09
1. FIGURE 9.1 What appears to be stone is merely brick and concrete rendered to look like stone on this nineteenth-century wall section that was removed from a building during its restoration. Note that the window sill is flashed with metal. Photo by Linda Brock.
2. FIGURE 9.2 The walls at the base of the load-bearing brick Monadnock Building (Burnham and Root, 1889–1891) are close to six feet deep. The metal sill has protected the solid masonry below for over a century. Photo by Linda Brock.
3. FIGURES 9.3 AND 9.4 United States National Bank in Portland, Oregon (A. E. Doyle, 1917–1925), based on a Roman temple, is a good example of hand-pressed terra-cotta. The building, including the 54-foot Corinthian columns, is clad in terra-cotta with a light pinkish-gray, matte finish. Gladding, McBean and Company developed the glaze, which very closely replicates granite, specifically for this project. See Virginia Guest Ferriday, Last of the Handmade Buildings: Glazed Terra Cotta in Downtown Portland (Portland, Ore.: Mark Pub., 1984), 25. Photos by Linda Brock.
4. FIGURES 9.5, 9.6, 9.7 At the beginning of the twentieth century, cities and towns across the United States were clad with stock and custom terra-cotta, resembling everything from sandstone to Carrara marble. Terra-cotta allowed smaller communities on the rail lines, such as Missoula, Montana, to have their own great “stone” courthouses. Spalled areas (Figure 9.7) offer one of the clues that this is not granite, which it closely resembles. For those who could not afford terra-cotta and where fire codes were not a problem, the same look could be acquired with painted sheet metal, albeit with substantially less durability and higher maintenance. Photos by Linda Brock and G. Russell Heliker.
5. FIGURE 9.6
6. FIGURE 9.7
7. FIGURE 9.8 The 1927 revised edition of Terra Cotta: Standard Construction, published by the National Terra Cotta Society, noted several “important” changes, including the addition of flashing and drips, provisions for expansion joints, recognition of volume changes of concrete structures, and corrosion protection of anchoring systems. Illustration courtesy of Gladding McBean and Company.
8. FIGURE 9.9 Drawing of the Woolworth Building (Cass Gilbert, 1913), from a postcard. The caption on the postcard read, “The Cathedral of Commerce . . . the tallest and most beautiful office building in the world. (Height 792 feet 1 inch — sixty stories).”
9. FIGURE 9.10
10. FIGURE 9.11
11. FIGURE 9.12
12. FIGURE 9.13
13. FIGURE 9.10–9.13 During restoration of the Woolworth Building, 26,000 terra-cotta units had to be replaced. As hand-pressed terra-cotta was too costly, a dense concrete unit was developed that closely matched the variegated creamy glaze of the original. Figure 9.11 shows the steel grid that was used in areas where several pieces were replaced. Figures 9.12 and 9.13 show the fitting of new concrete units with original terra-cotta pieces. The color matching followed the fitting. Figure 9.13 shows the new concrete units before the surface coating was added. Photos by Timothy Allanbrook, courtesy of Wiss, Janney, Elstner & Associates, Inc., and Ehrenkrantz, Eckstut & Kuhn Architects.
14. FIGURE 9.14 Terra-cotta and metal transitions on the Glassworks Condominium Homes. Reproduced courtesy of Brand + Allen Architects, Inc.; photo by Adrian Velicescu.
15. FIGURE 9.15 Plan and section details of the terra-cotta tile cladding. Drawing courtesy of Brand + Allen Architects, Inc.
16. FIGURE 9.16 Installation of aluminum supporting structure over self-adhesive membrane. Reproduced courtesy of Brand + Allen Architects, Inc.; photo by Adrian Velicescu.
17. FIGURE 9.17 Installation of individual terra-cotta tiles showing vertical panel dividers and horizontal supporting structure. Reproduced courtesy of Brand + Allen Architects, Inc.; photo by Adrian Velicescu.
18. FIGURE 9.18 Construction of cladding at window opening. Reproduced courtesy of Brand + Allen Architects, Inc.; photo by Adrian Velicescu.
19. FIGURE 9.19 St. Mary’s Catholic Church (Michael Graves & Associates, 2002) in Rockledge, Florida, offers a new interpretation of EIFS. The panelized system saved the contractor up to two months in construction time over conventionally applied EIFS. Photo courtesy of Sto Corp.
20. FIGURE 9.20 Recladding of the Amoco Building started at the third floor and proceeded to the top. Custom designed aluminum scaffolding was suspended from outriggers attached to the window-washing track. Materials were moved by a monorail system that circled the building at five locations. Photo Tigerhill; © Tigerhill.
21. FIGURE 9.21 The Bianco Cararra marble of Finlandia Hall had bowed over 1¹⁄2 inches (4 cm) before it was removed. Note that the black granite to the right shows no distress. Photo by Elmar Tschegg, TU Vienna, www.tuwien.ac.at.
22. FIGURES 9.22 AND 9.23 The new marble cladding on Finlandia Hall is experiencing problems similar to those of the original cladding. Bowing of the panels was noticeable only six months after they were installed. Photos by Björn Schouenborg, http://www.sp.se/building/team.
23. FIGURE 9.24 Veneer failures caused by lack of vertical expansion joints at or near building corners.
24. FIGURE 9.25 Penthouse veneer failure caused by lack of horizontal expansion joints under shelf angles. West elevation of penthouse and offset below.
25. FIGURE 9.26 Lateral movement of veneer at a window jamb (note that the sealant has been destroyed, but the jamb is unharmed because the window frame was attached to the backup wall). Photo by G. Russell Heliker.
26. FIGURE 9.27 Failures caused by the use of veneer on an inclined surface and the lack of horizontal expansion joints under shelf angles supporting the vertical veneer below.
27. FIGURE 9.28 Brick-clad, inclined roof (note the organic growth below incline). Photo by G. Russell Heliker.
28. FIGURE 9.29 Exploratory hole showing evidence of water entry into drainage cavity behind veneer. Note the buildup of calcium carbonate on the face of the backup wall and the organic growth on the veneer in the lower left corner. Photo by G. Russell Heliker.
29. FIGURE 9.30 Crack at the end of the displaced vertical veneer described in Figure 9.27. Photo by G. Russell Heliker.
Chapter 10
1. FIGURE 10.1 Westin New York at Times Square (Arquitectonica, 2002). Reproduction courtesy of Arquitectonica. Photo by Norman McGrath; © Norman McGrath.
2. FIGURE 10.2 Experience Music Project, Seattle (Gehry Partners, 2000). Photo by Laura Swimmer; © 2000 Experience Music Project.
3. FIGURE 10.3 A curved beam of light separates the two halves of the tower of the Westin New York at Times Square. The curtain wall frame and glass colors to the right of the curved light emphasize the horizontal, while the left side creates a vertical pattern. Reproduction courtesy of Tishman Construction Corporation. Photo by Norman McGrath.
4. FIGURE 10.4 The lower “bustle” of the hotel,2, bears on the E Walk complex,1, but it is connected laterally to the 45-story tower,3. Drawing courtesy of Permasteelisa Cladding Technologies.
5. FIGURE 10.5 The curtain wall frames and the glass units were assembled in Connecticut. A robotized manipulator moves the glass unit as workers ready the frame. Photo courtesy of Tishman Construction Corporation.
6. FIGURE 10.6 The typical curtain-wall panel is 5 feet wide by 9 feet high with a vision glass unit and a spandrel glass unit. Photo courtesy of Tishman Construction Corporation.
7. FIGURES 10.7 AND 10.8 The typical stack joint between the vision glass unit and the spandrel glass unit is seen in Figure 10.7. The typical vertical mullion between two vision panels in shown in Figure 10.8. Drawing courtesy of Permasteelisa Cladding Technologies.
8. FIGURES 10.9 AND 10.10 No two curtain-wall panels or metal “shingles” were the same on the EMP. Figure 10.9 courtesy of Gehry Partners, LLP. Figure 10.10 photo by John Stamets; © John Stamets.
9. FIGURE 10.11 The Monorail, designed for the 1962 Seattle World’s Fair, passes through the EMP. Photo by John Stamets; © John Stamets.
10. FIGURES 10.12 AND 10.14 The structural frame of steel ribs was covered with wire mesh to define the form. Stainless steel mesh was used as a backing for the 5 inches of shotcrete seen in the center of Figure 10.13. Aluminum pipe girders were attached to pedestals secured to the structural steel frame. Figures 10.12 and 10.14 are courtesy of Gehry Partners, LLP. Figure 10.13 is a photo by John Stamets; © John Stamets.
11. FIGURE 10.15 Each panel has a subframe of CNC-fabricated ribs with an extruded aluminum head and sill. The shingles were screwed to this frame, which was then attached to the pipe girders. Some shingles were installed at the factory, others left for on-site installation. Photo by John Stamets; © John Stamets.
12. FIGURE 10.16 Vitra Conference Pavilion (Tadao Ando, 1993). Photo by Inge Roeker.
13. FIGURE 10.17 San Francisco Museum of Modern Art (Mario Botta and HOK, 1994). Photo by Linda Brock.
14. FIGURE 10.18 Reproductions of fired-clay mathematical tiles that imitate brick masonry from nineteenth-century England. Photo by G. Russell Heliker.
15. FIGURE 10.19 The three different types of thin-brick bonds can be seen at the end of this precast unit for the San Francisco Museum of Modern Art. Photo courtesy of Scott System, Denver, Colorado.
16. FIGURES 10.20 AND 10.21 Special corner panels were cast. The vertical joint between the precast panels can be seen in Figure 10.21. Photo 10.20 courtesy of Scott System. Photo 10.21 by Ray Cole.
17. FIGURE 10.22 Seattle Justice Center (NBBJ Architects, 2002). Photo by Christian Richters; © 2003 Christian Richters. Reproduced courtesy of NBBJ Architects.
18. FIGURE 10.23 The punched openings of the stone cladding on the police headquarters to the left sharply contrasts with the double-glazed wall of the municipal court. Photo courtesy of NBBJ Architects.
19. FIGURE 10.24 The ventilated buffer wall in combination with light shelves brings daylight into the building while controlling glare and heat before it enters the interior, conditioned space. Illustration and photo courtesy of NBBJ Architects.
20. FIGURE 10.25 Buffer wall under construction.
Chapter 11
1. FIGURE 11.1 AND 11.2 Water entering from the outside, primarily at interface details, caused this wood-frame deterioration. Often the wood frame has rotted away, looking like charred remnants from a fire. Photos courtesy of RDH Building Engineering Ltd.
2. FIGURE 11.3 When the failed cladding was replaced on this building, an overhang at the roof was added. This should significantly help keep water off the wall. Rehabilitation design by Neale Staniszkis Doll Adams Architects. Photo courtesy of RDH Building Engineering Ltd.
3. FIGURE 11.4 KST-Hokkaido House. Photo by KST/WRI.
4. FIGURE 11.5 Home 2000. Photo by Elizabeth Mackenzie.
5. FIGURE 11.6 The Home 2000 was prefabricated for quick erection at a home show in Vancouver, British Columbia. It also allowed for the air and water barrier systems and windows to be carefully installed in the factory. Photo by Roy Kim.
6. FIGURE 11.7 Home 2000 wall components. From Canada Mortgage and Housing Corporation (CMHC), Home 2000: Building Your Home for Life (Ottawa, Ont: 2000). All rights reserved. Reproduced with the consent of CMHC. All other uses and reproductions of this material are expressly prohibited.
7. FIGURE 11.8 The KST-Hokkaido house is designed for a multigenerational family. The open floor plan allows for a single kerosene fueled fireplace to heat the house. Drawing courtesy of KST/WRI.
8. FIGURE 11.9 KST-Hokkaido house under construction. A two-story, wood-framed structure of structural precuts and panelized walls sits on the poured-in-place concrete first floor. The water barrier and cladding are installed on site. Photo by Linda Brock.
9. FIGURE 11.10 Removable boards cover first story windows, on many buildings in Hokkaido during the winter, for protection from snow. Photo by G. Russell Heliker.
10. FIGURES 11.11 AND 11.12 Elaborate snow fences between buildings are necessary to keep snow that avalanches off roofs on the owner’s property and not the neighbor’s. Photos by G. Russell Heliker.
11. FIGURES 11.13 AND 11.14 The Snowslip-Free Roof System. The snow slowly melts under the insulating blanket of snow and drains to the large-diameter pipe duct (Figure 11.14). Figure 11.13, courtesy of KST/WRI. Figure 11.14, photo by Linda Brock.
12. FIGURE 11.16 Roofs are rarely thought to be an item of interest to tourists, particularly if they appear to be flat and not visible to the passerby. However, in the popular guide Japan Handbook, 2nd ed., under the section on arts and crafts of Hokkaido, the first craft form mentioned is the “Kinoshiro home . . . with a flat roof that catches, and can support, enormous snow loads.” The section describes the specially designed Snowslip-Free Roof System. Stating that survival is the main focus in this harshest of Japanese climates, with arts and crafts becoming secondary pursuits, the KST-Hokkaido House is used as an example of environmentally inspired craft. From J. D. Bisignani, Japan Handbook, 2nd ed. (Chico, Calif.: Moon Publications, 1993), 765. Illustration courtesy of KST/WRI.
13. FIGURE 11.15 Keeping sloped roofs free of avalanching snow is a time-consuming and dangerous task. Each year several deaths in Hokkaido are attributed to removing snow from roofs. Photo by KST/WRI.
14. FIGURES 11.17–11.19 Exterior wall details include multilayered walls (Figure 11.17), five-lite windows (Figure 11.18), and slip joints to minimize air flow while accommodating movement at the interior trim (Figure 11.19). The walls are “breathable,” meaning that the wood in the wall can take on a certain amount of moisture, tempering the interior relative humidity levels, but air movement is limited. Illustrations courtesy of KST/WRI.
15. FIGURE 11.20 KST’s founder and owner, Akira Yamaguchi, in front of the house he built for his mother in 1951. Photo by Linda Brock.
16. FIGURE 11.21 KST fabricates traditional Japanese joinery with highly specialized, digitally controlled machinery. Illustration courtesy of KST/WRI.
17. FIGURE 11.22 The fiberglass insulation is faced with perforated polyethylene on one side and reflective mylar on the other. Photo by Linda Brock.
Appendix
1. FIGURE 1 Hygrothermal map. Courtesy of Joseph Lstiburek.
2. FIGURE 2 Wetting pattern on a tall building. Source: Canada Mortgage and Housing Corporation (CMHC),Rain Penetration Control: Applying Current Knowledge (Ottawa, Ont.: CMHC, 1999). All rights reserved. Reproduced with the consent of CMHC. All other uses and reproductions of this material are expressly prohibited.
3. FIGURE 3 Effect of overhangs on wall performance. (Source: Canada Mortgage and Housing Corporation (CMHC),Survey of Building Envelope Failures in the Coastal Climate of BC, 1996.) All rights reserved. Reproduced with the consent of CMHC. All other uses and reproductions of this material are expressly prohibited.
4. FIGURE 4 Exposure category based on overhang ratio and terrain. The overhang ratio is obtained by dividing the wall height, not including the foundation, by the overhang width. (Source: Canada Mortgage and Housing Corporation (CMHC), Best Practice Guide forWood-frame Envelopes in the Coastal Climate of BC, 2001.) All rights reserved. Reproduced with the consent of CMHC. All other uses and reproductions of this material are expressly prohibited.)

List of Tables

Chapter 1
1. TABLE 1.1 Barriers and Retarders
Chapter 1
1. TABLE 2.1 Water Management Systems
2. TABLE 2.2 Forces That Move Water Through The Wall
3. TABLE 2.3 Flashing Materials
Chapter 3
1. TABLE 3.1 Common Air Barrier Systems
Chapter 6
1. TABLE 6.1 Building Envelope Components Based on Climate
Chapter 6
1. TABLE 7.1 Building Envelope Components Based on Climate
Chapter 8
1. TABLE 8.1 Building Envelope Components Based on Climate
2. TABLE 8.2 Building Envelope Components Based On Climate

Designing the Exterior Wall

An Architectural Guide to the Vertical Envelope

Linda Brock