ICC Subscriptions
 
205 CONCRETE OR MASONRY WALL SYSTEMS

205.1 THICKNESS OF CONCRETE OR MASONRY


The minimum thickness of exterior concrete or masonry walls shall be 8 inches. EXCEPTION: 6 inch walls shall be permitted for one story up to a maximum ceiling height of 10 feet and for the top story of multistory buildings where that story has a maximum ceiling height of 8 feet.

205.2 BOND BEAMS (TIE BEAMS)


205.2.1

A reinforced bond beam (tie beam) shall be provided in concrete or masonry walls at the top of the wall and at each floor level (except at slab-on-grade) of each exterior wall. For concrete walls, the bond beam shall be permitted to be cast integral with the wall. (See 205.4.1 for rake beam at top of gable endwalls).
205.2.2

Bond beams shall be one of the following:
1. Six-inch thick walls:

6" thick x 8" high masonry or cast-in-place concrete,

6" thick x 12" high masonry or cast-in-place concrete,

6" thick x 16" high masonry or cast-in-place concrete.
2. Eight-inch thick walls:

8" thick x 8" high masonry or cast-in-place concrete,

8" thick x 12" high masonry or cast-in-place concrete,

8" thick x 16" high masonry or cast-in-place concrete.
3. Precast units certified by the manufacturer to be suitable for the loads stipulated in 208.6.1(2), installed in accordance with the manufacturer’s specifications, and approved by the building official.
205.2.3

Bond beams shall be reinforced with one No. 5 bar except as otherwise required in Tables 205C and 205D. Reinforcement shall be located in the top of 8-inch and 16-inch bond beams and in the top and bottom of 12-inch bond beams. Reinforcement shall be continuous around corners (See Figure 205A). Where more than one bar is required, only one bar need be continuous around corners.
205.2.4

All splices shall be lapped in accordance with 202.3.3.
205.2.5

Precast bond beams shall properly receive and retain all vertical wall reinforcement. Precast bond beams shall contain the minimum amount of continuous reinforcement indicated in 205.2.3 and shall be reinforced at joints to act as drag struts and diaphragm chords.
205.3 VERTICAL REINFORCEMENT

205.3.1 Corners:

One No. 5 bar shall be provided in each corner, including interior corners and corners created by changes in wall direction or offsetting of walls such as at projected bays and inset porches.
205.3.2 Openings
205.3.2.1 Concrete Walls:

One No. 5 bar shall be provided on each side of openings wider than 12 inches.
205.3.2.2 Masonry Walls:

One No. 5 bar shall be provided on each side of openings wider than 6 feet. Two No. 5 bars or one No. 7 bar are required on each side of openings wider than 12 feet in buildings in 110 mph zones and in buildings wider than 40 feet in 100 mph zones.
205.3.3 Girders:

One No. 5 bar shall be provided at all locations where girders or girder trusses bear on masonry walls.
205.3.4 Shearwalls:

Vertical reinforcement shall be provided at the ends of each shearwall segment in accordance with Section 205.5.5 of this standard.
205.3.5 Spacing of Vertical Reinforcement:

Vertical reinforcement shall be provided for the design windspeed specified in Table 205C or 205D as applicable.
1. For spacing of reinforcement at continuous gable endwalls, (See 205.4).
2. Reinforcement shall not be required to be spaced closer than 4 ft on center.
3. Vertical reinforcement used in conjunction with precast bond beams shall be spaced the same as for masonry bond beams unless other spacing is substantiated by the beam manufacturer and approved by the building official and shall hook into the precast beam in accordance with 205.7.
205.3.6 Duplication:

Reinforcing steel requirements are not additive. A single reinforcing bar may fulfill more than one requirement. For example, a single bar will satisfy the requirements for a bar at the side of an opening which occurs at the same location as a bar required by Tables 205C and 205D. In all cases, the most stringent requirements shall be applied.
205.3.7 Wall Reinforcement Summary:

See Figure 205N.
205.3.8 Connection:

For information regarding the connection of vertical wall reinforcing to footings and bond beams (See 205.7).
205.4 CONTINUOUS CONCRETE OR MASONRY GABLES

205.4.1

Gable end walls of concrete or masonry shall be constructed full height to the roof line or a ceiling diaphragm complying with 207 of this standard shall be provided.
205.4.2

Where concrete or masonry is carried full height to the roof line, a cast-in-place rake beam with a minimum 4 inch dimension and one No. 5 continuous reinforcing bar shall be cast along the roof line (See Figure 205E).
205.4.3

Vertical reinforcement is required at the maximum spacing specified in Table 205F or Table 205G as appropriate.
205.4.4

One No. 5 standard hook or bending of one bar into rake beam is required at each location of wall reinforcing. No dowels are required into footing except as specified in 203.3.1.
205.4.5

Endwall roof bracing shall be provided in accordance with 208.4. Provide a 2x wood nailer bolted to the rake beam to connect wall to roof sheathing. The wood nailer may be attached to either the inside or outside of the wall.
205.4.6

Where concrete or masonry is not carried full height, gable end walls shall have a bond beam at the top of the concrete or masonry wall. Intermediate bond beams are not required.
205.5 EXTERIOR SHEARWALLS

Shearwalls are required to resist horizontal movement or forces at ends of diaphragms.

205.5.1 Shearwall segments:

Required shearwall segment lengths shall be determined from Tables 205H and 205J. When using Table 205H (for endwalls) and the building contains one or more interior shearwalls, the distance to the first interior shearwall shall be used in determining the length to width ratio for use in the table. The building length used shall be the distance between adjacent shearwalls. Distance between adjacent shearwalls shall not exceed 2 1/2 times the building width when used in conjunction with a wood roof or floor diaphragm. Minimum shearwall segment length shall be as follows:
1. Two feet if the pier height is 4 ft 8 in or less and the reinforcement at each end of the segment is 1#5 minimum.
EXCEPTION: The maximum pier height of a 2-foot segment may be increased to 8 feet if the reinforcement at each end of the shearwall segment is 2#5 or 1#7.
2. Four feet if the pier height is more than 4 ft 8 in but less than or equal to 8 ft and the reinforcement at the end of each segment is 1#5 or greater. Interpolation between 1 & 2 is permissible for 1#5 condition.
3. The pier height may be increased in proportion to the shearwall segment length that is provided divided by the shearwall segment length that is required. Values less than two feet as shown in the tables are to be used only when adding together required shearwall segment lengths for separate parts of a building, such as in common walls of nonrectangular buildings (See 105.3).
205.5.2 Multiple shearwall segments:

Shearwall segment lengths shown in Tables 205H and 205J are for a single shearwall segment of the specified length. Shearwalls may be divided into multiple smaller segments provided:
1. All individual shearwall segment lengths meet the minimum requirements of 205.5.1.
2. Individual shearwall segments are subject to the same reinforcement requirements as a single shearwall segment.
3. The sum of the lengths of individual shearwall segments shall be equal to or greater than the length specified by the applicable table.
4. The length of the largest individual segment shall be no more than four times the length of the smallest segment within the shearwall.
205.5.3 Openings:

Shearwall piers and shearwall segments shall not contain openings (other than incidental utility penetrations) with a maximum horizontal or vertical dimension of 5 inches for piers and 12 inches for portions of shearwall segments above and below piers. The total area of openings in any one segment of shearwall shall not exceed 144 square inches.
205.5.4 Arrangement:

Shearwall segments may be arranged in any manner to achieve the required total length. Each exterior wall shall have the required length of effective shearwall. When the required length of shearwall exceeds the ceiling height, one of the following shall apply:
1. The shearwall containing a single segment shall be within 10 ft of the centerline of the building, or
2. A shearwall segment shall be placed on each side of the centerline of the building.
205.5.5 Reinforcement:

Each shearwall or shearwall segment shall contain the amount of vertical reinforcement indicated in 205.5.1 in each end of each shearwall segment. This reinforcement, regardless of the amount, shall be spliced to 1#5 standard hook minimum into the bond beam at the top and to 1#5 standard hook minimum into bond beams or footing below.
205.5.6 Multi-Story Shearwalls:

Shearwall segments in an upper story shall be located directly over shearwall segments in the story below and reinforcement at the ends of the shearwall segment shall be continuous from the bond beam of the upper story through the story below.
205.5.7 Nonrectangular Buildings:

(See 105).
205.6 INTERIOR SHEARWALLS

205.6.1

Interior shearwalls may be used to decrease the length-to-width ratio of buildings provided:
1. Bond beams in interior walls containing shearwalls shall extend the full width of the building and shall be subject to the same restrictions as shearwalls in exterior walls;
2. The length of an interior shearwall shall be sized in accordance with 205.5. For interior shearwalls, the total shearwall length shall be the sum of the shearwall lengths required for each building length on each side of the interior shearwall;
3. Bond beam reinforcement of interior walls containing shearwalls shall be continuous with bond beam reinforcement of exterior walls;
4. Where concrete or masonry shearwalls or shearwall segments terminate below the roof diaphragm, the diaphragm shall be connected to the shearwall or shearwall segments by the roof trusses or framing. Such concrete or masonry walls shall be laterally supported by a ceiling diaphragm in accordance with 207 (See Figure 208H).
205.6.2

When an interior shearwall is used in the bottom story of a two-story building without an interior shearwall above it (i.e. wider shearwall spacing in top story than bottom story), the following procedure shall be used:
1. L/W for both stories shall be based on top story;
2. Top-story shearwall segment lengths shall be as shown in Table 205H;
3. For bottom-story shearwall segment lengths, one must use upper-story spacing and reduce table values as follows:
a. Shearwall having a shearwall above it, multiply by 0.82.
b. Shearwall without shearwall above it, multiply by 0.35.
205.7 CONTINUITY OF VERTICAL WALL REINFORCEMENT

205.7.1

Vertical wall reinforcement shall be lap spliced to foundation dowels at locations specified in 203.3. Lap splices shall be in accordance with 202.3.3 (See Figure 205L).
205.7.2

All vertical wall reinforcement shall be terminated in the bond beam at the roof level with a standard hook. The hook may be formed by bending the vertical wall reinforcement in accordance with 202.3.4 or by lap splicing to a standard hook. The hook shall extend to the uppermost horizontal reinforcement of the bond beam and shall be embedded a minimum of 6 inches into the bond beam (See Figure 205L).
205.7.3

In multistory construction, vertical wall reinforcement shall extend through bond beams and shall be continuous with the vertical wall reinforcement of the wall above (See Figure 205M).
EXCEPTION 1: Where more than one bar in the same cell is required for vertical wall reinforcement, only one bar shall be required to be continuous between stories.
EXCEPTION 2: Vertical reinforcement may be offset between floor levels, provided:
1.   Reinforcement for the lower story is anchored into the upper floor level bond beam in accordance with 205.7.2; and,
2.   Reinforcement for the upper story is anchored into the bond beams above and below in accordance with 205.7.2.
205.8 ASSEMBLIES AND BEAMS SPANNING OPENINGS

205.8.1 Pre-engineered Assemblies for Masonry Walls.
205.8.1.1

Unreinforced masonry units above an opening and 8 inch high bond beams above an opening shall be supported by an assembly.
205.8.1.2

Pre-engineered assemblies shall be selected from a manufacturer’s approved schedule or other approved tables for the load capacities based on the appropriate minimum gravity load carrying capacities established in Tables 205P1, 2, and 3.
205.8.1.3

Pre-engineered assemblies may function as a bond beam over an opening provided that:
1. The bond beam reinforcement is continuous through the assembly.
2. The assembly has an uplift rating that equals or exceeds the appropriate value stipulated in Table 205P1 if the lintel directly supports a roof. EXCEPTION: If the reinforcement in the top of the assembly is equal to or greater than the reinforcement required in the bottom of the assembly by the manufacturer, uplift need not be considered.
205.8.1.4

Pre-engineered assemblies spanning openings shall extend a minimum of 4 inches nominal past each side of the opening.
205.8.2 Continuous Bond Beams Spanning Openings
205.8.2.1

Under the provisions of this section, bond beams shall:
1. Be 16 inches high nominal over openings, except cast-in-place concrete bond beams which may be 12 inches high nominal.
2. Have top reinforcement continuous over the wall and opening.
3. Have bottom reinforcement extending past each side of the opening a minimum of 24 inches for concrete walls and 4 inches for masonry walls.
4. Meet the provisions of Tables 205R1, 2, and 3 as appropriate.
EXCEPTION: Bottom reinforcement over openings in concrete walls shall be a minimum of two No. 5 bars or one No. 7 bar.
205.8.2.2

Top reinforcement required over the opening which is in addition to that required over the wall shall extend past the opening a minimum of 24 inches.
205.8.2.3

When pre-engineered assemblies are utilized to form the bottom portion of the bond beam over the opening in masonry walls, the bottom reinforcement of the pre-engineered assemblies shall be counted toward the additional bottom reinforcement required over the opening.
205.8.3 Bond Beams Combined With Lintels
205.8.3.1

The provisions of this section shall apply when the lintel, the wall area between the lintel and the bond beam, and the bond beam itself are solid grouted masonry units or cast together as one unit.
205.8.3.2

Combined bond beams/lintels shall meet the requirements of the appropriate Table 205S1, 2, or 3.
EXCEPTION: Bottom reinforcement over openings in concrete walls shall be a minimum of two No. 5 bars or one No. 7 bar.
205.8.3.3

Top reinforcement which is in addition to that required in the bond beam over the wall shall extend a minimum of 24 inches past each side of the opening. Top bond beam reinforcement shall be continuous over wall and opening.
205.8.3.4

Bottom reinforcing shall extend past each side of the opening a minimum of 24 inches for concrete walls and 4 inches for masonry walls. When using a precast lintel, the reinforcing in the precast lintel shall be included when determining the total amount of bottom reinforcement furnished.
205.8.3.5

For masonry walls, a cleanout (12 sq. in. min.) shall be provided in the cells directly above the ends of the lintel when the reinforcing steel in the bottom of the lintel is more than 22 inches below the top of the bond beam.

FIGURE 205A
CORNER CONTINUITY OF BOND BEAM AND WALL REINFORCEMENT





FIGURE 205B
CHANGES IN BOND BEAM HEIGHT





TABLE 205C4,5,6 SINGLE-STORY VERTICAL WALL REINFORCEMENT SPACING AND BOND BEAM REQUIREMENTS


90 mph
100 mph
110 mph
Building Width
24'
36'
44'
52'
60'
24'
36'
44'
52'
60'
24'
36'
44'
52'
60'
Bond
Beam Ht.

Ceiling
Height

Maximum Wall Reinforcing Steel Spacing, ft.
6" Concrete or Masonry
8"
8'
10f
8
8
62
62
8f
62
42
42
42
6
42
42
43
43
10'
8f
6
62
62
42
6
62
4
4
63
4
42
42
43
43
12"
& 16"
8'
10f
10f
10f
10,f,2
10f,2
8f
8f
8f2
8f2
8f,2
8f
8f,2
62
62
62
10'
8f
8f
62
62
62
6
62
62
62
42
4
42
42
42
43
8" Concrete or Masonry
8"
8'
12
8
82
62
62
8
82
62
63
63
82
62
42
42
42
10'
10
8
82
62
63
8
62
62
63
43
62
62
43
43
43
12'
8
82
62
62
62
6a,2
62
63
63
43
4a,2
4a,2
43
43
43
16'
4a,3
4a,3
4a,3
4a,3
4a,3
4a,2
4a,3
4a,3
43
43
4e,2
4e,3
4e,3
NP
NP
20'
42
42
43
43
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
12"
& 16"
8'
32g
18g
18g,2
18g,2
16g,2
18h
16h
14h,2
14h,2
12h,2
10f
10f,2
10f,2
8c,3
8c,3
10'
12f
10c
10c,2
10c,2
10c,2
8d
8c,2
8c,2
8c,2
8c,3
8c,2
6a,d,2
6a,d,2
6a,3
6a,3
12'
8a,d
8a,d,2
8a,d,2
8a,d,2
8a,d,3
6a,d
6a,d,2
6a,d,2
6a,d,3
6a,d,3
4b,2
4b,2
4b,3
4b,3
4a,3
16'
4a
4a,2
4a,2
4a,2
4a,2
4a,2
4a,2
4a,2
4a,3
43
4e,2
4e,3
4e,3
4e,3
NP
20'
4e,2
4e,2
4e,3
4e,3
4e,3
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP


TABLE 205D4,5,6,7 MULTISTORY VERTICAL WALL REINFORCING SPACING AND BOND BEAM REQUIREMENTS >


90 mph
100 mph
110 mph
Building Width
Bond
Beam.

Ht.

Ceiling
Height

24'
36'
44'
52'
60'
24'
36'
44'
52'
60'
24'
36'
44'
52'
60'
Maximum Wall Reinforcing Steel Spacing, ft.
6" Concrete or Masonry
8"
8'
8f
6
62
42
42
6
42
42
43
43
62
42
43
NP
NP
12"&16"
8'
8f
8f
8f,2
8f,2
8f,2
8f
62
62
62
62
6
62
42
42
43
8" Concrete or Masonry
8"
8'
8
82
62
63
63
8
62
62
42
43
62
42
43
43
43
10'
8
62
62
62
63
62
62
43
43
43
62
42
43
43
43
12'
8
62
62
63
63
42
42
43
43
43
42
43
43
43
NP
12"
&
16"
8'
20h
18h,2
16h,2
14h,2
12h,2
10h,2
10h,2
8c,2
8c,2
83
82
82
82
83
63
10'
8d
8d,2
8d,2
8c,2
8c,3
8c,2
6a,d,2
6a,d,2
6a,2
6a,3
6a,2
6a,2
6a,3
4a,3
4a,3
12'
6a,d
6a,d,2
6a,d,2
6a,d,3
6a,d,3
4b,2
4b,2
4b,3
4b,3
4a,3
4a,2
4a,3
4a,3
4a,3
4a,3
16'
4a,2
4a,2
4a,3
4a,3
4a,3
4e,2
4e,2
4e,2
4e,3
4e,3
4e,2
4e,3
4e,3
4e,3
NP


NOTES FOR TABLES 205C & 205D
a. Add 2 feet if using two No. 5 or one No. 7 vertical wall reinforcement.
b. Add 4 feet if using two No. 5 or one No. 7 vertical wall reinforcement.
c. Add 2 feet if using two No. 5 or one No. 7 vertical wall reinforcement. For masonry walls this applies with Type M or S mortar only.
d. Add 4 feet if using two No. 5 or one No. 7 vertical wall reinforcement. For masonry walls this applies with Type M or S mortar only.
e. Two No. 5 or one No. 7 vertical wall reinforcement is required for spacing indicated.
f. Subtract 2 feet from table value for Type N mortar.
g. Spacing of vertical wall reinforcement shall not exceed 10 feet for Type N mortar.
h. Spacing of vertical wall reinforcement shall not exceed 8 feet for Type N mortar.
1. All vertical wall reinforcement is one No. 5 unless otherwise indicated.
2. Where indicated, when the ratio of the building length, or the distance between interior shearwalls, to the building width (L/W) exceeds 2.0, two No. 5 bars or one No. 7 bar shall be provided in bond beams (tie beams) at roof levels.
3. Where indicated, the ratio of the building length, or the distance between interior shearwalls, to the building width (L/W) shall not exceed 2.
4. NP means not permitted.
5. Not all vertical reinforcement is required to be tied to the foundation with dowels. Vertical reinforcement not tied to the foundation with dowels shall reach within 12 inches of the floor slab below. See 203.3 for requirements.
6. If more vertical wall reinforcement is interrupted by an opening than is provided beside the opening (total both sides), the difference shall be evenly divided and placed on each side of the opening. For masonry walls the reinforcement shall be within the first or second cell on each side.
7. All bond beams at the second-story floor shall have the following reinforcement:
i. If the shearwall spacing to building width ratio (L/W) 1, reinforcement shall be one No. 5 continuous.
ii. If L/W > 1, reinforcement shall be two No. 5 or one No. 7 continuous.

TABLE 205E ANCHOR BOLT SPACING FOR ATTACHING 2 X WOOD NAILER TO RAKE BEAM


Required Roof Diaphragm Capacity as Determined by Table 208D, plf
1/2-Inch Anchor Bolt Maximum Spacing
105
6'-0"
145
5'-0"
195
4'-0"
230
3'-6"
270
3'-0"
325
2'-6"
415
2'-0"
565
1'-6"
700
1'-2"
845
1'-0"


FIGURE 205E
CONTINUOUS GABLE ENDWALL REINFORCEMENT SINGLE AND MULTI-STORY





TABLE 205F MAXIMUM SPACING OF VERTICAL REINFORCEMENT AT CONTINUOUS CONCRETE OR MASONRY GABLE ENDS SINGLE-STORY, FEET


Reinforcement
Length
a, Ft.
90 mph
100 mph
110 mph
1 #5
2 #5
1 #5
2 #5
1 #5
2 #5
6" Concrete or Masonry
8
10c
10c
8d
8d
8d
8d
10
8
10c
6
8d
6
6
12
6
8
4
6
4
4
14
4
6
4
4
NP
NP
8" Concrete or Masonry
8
12e
12e
10c
10c
10c
10c
10
12e
12e
10c
10c
8
10c
12
10
12e
8
10c
6
10c
14
6
10
6
8
4
8
16
4
8
4
6
NP
6
18
4
6
NP
6
NP
4
20
4
6
NP
4
NP
NP
22
NP
4
NP
4
NP
NP


TABLE 205G MAXIMUM SPACING OF VERTICAL REINFORCEMENT AT CONTINUOUS CONCRETE OR MASONRY GABLES MULTI-STORY, FEET


Reinforcement
Length
a, Ft.
90 mph
100 mph
110 mph
1 #5
2 #5
1 #5
2 #5
1 #5
2 #5
6" Concrete or Masonry
8
8d
8d
8d
8d
6
6
10
6
8d
6
6
4
6
12
4
6
4
4
NP
4
14
4
4
NP
NP
NP
NP
8" Concrete or Masonry
8
12c
12c
10c
10c
8d
8d
10
10c
12c
8
10c
6
8d
12
6
12c
6
10c
4
8d
14
6
10c
4
8
4
6
16
4
8
NP
6
NP
4
18
NP
6
NP
4
NP
4
20
NP
4
NP
NP
NP
NP
22
NP
4
NP
NP
NP
NP


NOTES FOR TABLES 205F & 205G
a. Reinforcement length is the total unsupported length of reinforcement in the wall (i.e. distance between floor diaphragms and between floor and roof diaphragm).
b. NP means not permitted.
c. Maximum spacing for Type N mortar = 8 feet.
d. Maximum spacing for Type N mortar = 6 feet.
e. Maximum spacing for Type N mortar = 10 feet.

TABLE 205H SHEARWALL SEGMENT LENGTHS - ENDWALLS BUILDINGS WITH 8-FT CEILING HEIGHTS 8-INCH CONCRETE OR MASONRY


90 mph
100 mph
110 mph
Building Width
24'
36'
44'
52'
60'
24'
36'
44'
52'
60'
24'
36'
44'
52'
60'
Story
Building L/W3
Minimum Shearwall Length, ft.
Single-story
and
Top
Story
of
Multi-
story
0.5
0.7
0.7
0.7
0.7
0.7
0.7
0.7
0.7
0.7
0.7
0.7
0.7
0.7
0.7
0.7
1.0
0.7
0.7
0.7
0.7
1.0
0.7
0.7
0.7
0.7
1.6
0.7
0.7
0.7
1.8
2.3
1.5
0.7
0.7
1.1
1.6
2.2
0.7
1.1
1.7
2.4
3.1
0.7
1.7
2.5
3.3
4.1
2.0
0.7
1.2
1.9
2.6
3.3
0.7
1.9
2.8
3.6
4.5
1.3
2.7
3.7
4.8
5.8
2.5
0.7
1.9
2.8
3.6
4.5
1.3
2.8
3.8
4.9
5.9
1.9
3.7
5.0
6.2
7.5
3.0
1.2
2.6
3.6
4.6
5.6
1.9
3.6
4.9
6.1
7.4
2.6
4.7
6.2
7.7
9.3
4.0
2.1
4.0
5.3
6.6
7.9
3.0
5.3
6.9
8.6
10
4.0
6.8
7.6
11
13
Bottom Story
of Two-story
0.5
0.7
0.9
1.5
2.1
2.7
0.7
1.5
2.3
3.0
3.8
1.0
2.2
3.1
4.0
5.0
1.0
1.5
3.0
4.1
5.0
6.9
2.2
4.1
5.4
6.8
8.2
3.1
5.3
6.9
8.6
10
1.5
2.8
5.0
6.6
8.1
9.7
3.9
6.6
8.5
10
12
5.1
8.4
11
13
15
2.0
4.2
7.0
9.1
11
13
5.6
9.1
12
14
17
7.1
11
14
17
20
2.5
5.5
9.1
11
14
17
7.2
12
15
18
21
9.1
14
18
22
26
3.0
0.8
11
14
17
20
8.8
14
18
21
25
11
17
22
26
31
4.0
9.5
15
19
23
27
12
19
24
29
34
15
23
26
35
41


NOTES:
1. Shearwall segments shall be integral with the concrete or masonry over the opening on at least one side. Maximum pier height (height or that opening) shall be as follows:
   a.   4 ft 8 in for a 2 ft segment with 1 #5 each end.
   b.   8 ft for a 2 ft segment with 2 #5 or 1 #7 each end.
   c.   8 ft for a 4 ft segment or larger with 1 #5 each end.
   d.   The pier height may be increased by the factor: SLP/SLR

   where:

   SLP = Shearwall segment length provided

   SLR = Shearwall length required
2. For ceiling heights other than 8 ft, the following multipliers shall be applied:

                  Top & Single Story    Bottom Story


    Ceiling Height, ft    Multiplier    Multiplier


              10                     1.4              1.3

              12                     1.9              1.5

              16                     2.7              2.0

              20                     3.5              2.5
3. Ratio of building length to width. If interior shearwalls are used, use shearwall spacing for L in determining length/width.
4. The minimum length of any shearwall segment shall be 2 ft after adjustments. Values less than 2 ft are shown only for

summation of shearwall segments for nonrectangular buildings and for interpolation purposes.
5. Shearwall segment lengths specified are good for roof angles up to and including 30° (7:12 roof slope). For roof slopes over 30° up

to 45° (12:12 roof slope) the following multipliers shall be applied:

         Top & Single Story   Bottom Story


   Roof Slope   Multiplier   Multiplier
           8:12           1.20           1.0
           10:12         1.25           1.1
           12:12         1.30           1.1
6. For 6-inch concrete or masonry units, table values shall be multiplied by the following before applying other multipliers:

   Table Value   Multiplier


   0-2 ft               1.50

   > 2-4 ft            1.35

   > 4 ft               1.30
7. For concrete or solid grouted masonry, shearwall segment lengths may be adjusted as follows:

   Length Required   Multiplier


   0-2 ft                       1.0

   > 2-4 ft                    0.7

   > 4-8 ft                    0.5

   > 8 ft                       0.4
8. For three-story buildings, the second-story shearwall segment requirements shall be as determined for the bottom story of a two-story building. The shear segment length of the bottom story of a three-story building shall be that for the bottom story of a two-story building multiplied by 1.8.

TABLE 205J SHEARWALL SEGMENT LENGTHS - SIDEWALLS BUILDINGS WITH 8-FT CEILING HEIGHTS 8-INCH CONCRETE OR MASONRY


90 mph
100 mph
110 mph
Building Width
24'
36'
44'
52'
60'
24'
36'
44'
52'
60'
24'
36'
44'
52'
60'
Story
Single Story
and
Top
Story of
Multi-story
Roof Slope
Minimum Shearwall Length, ft.
4:12 (18.4°)
0.7
0.7
0.7
1.1
1.8
0.7
0.7
1.0
1.8
2.7
0.7
0.7
1.6
2.6
3.6
6:12 (26.6°)
0.7
0.7
1.0
1.9
2.9
0.7
0.8
1.7
2.8
4.0
0.7
1.3
2.4
3.7
5.2
8:12 (33.7°)
0.7
0.7
1.6
2.7
4.0
0.7
1.2
2.4
3.8
5.4
0.7
1.8
3.3
5.0
6.9
10:12 (39.8°)
0.7
1.0
2.2
3.6
5.1
0.7
1.7
3.1
4.8
6.8
0.7
2.4
4.2
6.2
8.5
12:12 (45°)
0.7
1.4
2.8
4.4
6.3
0.7
2.2
3.9
5.9
8.2
0.7
3.0
5.0
7.5
10
Bottom Story of Two Story
4:12 (18.4°)
0.7
2.2
3.3
4.4
5.7
1.5
3.1
4.4
5.9
7.4
2.0
4.1
5.7
7.5
9.4
6:12 (26.6°)
0.9
2.1
3.9
5.3
6.8
1.6
3.6
5.2
6.9
8.9
2.3
4.7
6.7
8.8
11
8:12 (33.7°)
1.1
3.0
4.5
6.1
8.0
1.8
4.1
5.9
8.0
10
2.5
5.3
7.6
10
13
10:12 (39.8°)
1.3
3.4
5.1
7.0
9.2
2.0
4.6
6.7
9.1
13
2.8
5.9
8.5
11
15
12:12 (45°)
1.5
3.8
5.7
7.9
10
1.3
5.1
7.5
10
13
3.1
6.6
9.4
13
16


NOTES:
1. Shearwall segments shall be integral with the concrete or masonry over the opening on at least one side. Maximum pier height (height or that opening) shall be as follows:

   a.   4 ft 8 in for a 2 ft segment with 1 #5 each end.

   b.   8 ft for a 2 ft segment with 2 #5 or 1 #7 each end.

   c.   8 ft for a 4 ft segment or larger with 1 #5 each end.

   d.   The pier height may be increased by the factor: SLP/SLR

   where:

   SLP = Shearwall segment length provided

   SLR = Shearwall segment length required
2. For ceiling heights other than 8 ft, the following multipliers shall be applied:

   Ceiling Height, ft   Top & Single Story Multiplier   Bottom Story Multiplier


           10                           1.4                                   1.3

           12                           1.9                                   1.5

           16                           2.7                                   2.0

           20                           3.5                                   2.5
3. The minimum length of any shearwall segment shall be 2 ft after adjustments. Values less than 2 ft are shown only for summation of shear

wall segments for nonrectangular buildings and for interpolation purposes.
4. For 6-inch concrete or masonry, table values shall be multiplied by the following before applying other multipliers:

   Table Value   Multiplier

   0-2 ft                   1.50

   > 2-4 ft                 1.35

   > 4 ft                   1.30
5. For concrete or solid grouted masonry, shearwall segment lengths may be adjusted as follows:

   Length Required   Multiplier


   0-2 ft                        1.0

   > 2-4 ft                      0.7

   > 4-8 ft                      0.5

   > 8 ft                        0.4
6. For three-story buildings, the second-story shearwall segment requirements shall be as determined for the bottom story of a two-story building. The shear segment length of the bottom story of a three-story building shall be that for the bottom story of a two-story building multiplied by the following factor:

   Building Width, ft   Multiplier


   24                            1.8

   36                            1.7

   44                            1.6

   52                            1.6

   60                            1.5

FIGURE 205K
SHEARWALL SEGMENTS





FIGURE 205L
ONE-STORY CONCRETE OR MASONRY WALL





FIGURE 205M
CONTINUITY OF FIRST- AND SECOND-FLOOR
VERTICAL WALL REINFORCEMENT





FIGURE 205N
EXTERIOR WALL REINFORCEMENT SUMMARY
ONE STORY (TWO STORY SIMILAR)





TABLE 205P1 SUPERIMPOSED LOADS MINIMUM RATED LOAD CAPACITY OF 6 INCH OR 8 INCH THICK PRE-ENGINEERED ASSEMBLIES SPANNING OPENINGS OF ONE STORY AND TOP STORY OF MULTI-STORY BUILDINGS


Roof Span
(ft)

Uplift (plf)
Gravity
(plf)

90 mph
100 mph
110 mph
42
150
85
112
143
12
330
152
204
261
24
600
262
351
450
36
870
374
502
643
44
1,050
451
605
775
52
1,230
530
710
909
60
1,410
609
816
1,044


NOTES:
1. All loads are superimposed at the top of the wall and do not include dead loads of the bond beam or masonry above the assembly. Add 100% of additional dead loads to the gravity loads and subtract 85% of these loads from the uplift loads.
2. Use 4-foot roof span for assemblies in endwalls.
3. For total roof dead loads over 10 psf, increase gravity loads by the following amount:

(Roof Dead Load - 10 psf)    x (Roof Span + 2 ft) 2
4. Uplift rating is required only if a pre-engineered assembly is used to directly support a roof. (See Section 205.8.1.3(2) for cases where uplift need not be considered.)




TABLE 205P2 SUPERIMPOSED LOADS MINIMUM RATED LOAD CAPACITY OF 8 INCH THICK PRE-ENGINEERED ASSEMBLIES SPANNING OPENINGS OF BOTTOM STORY OF TWO-STORY BUILDINGS, SECOND AND BOTTOM STORIES OF THREE-STORY BUILDINGS—WOOD FLOOR SYSTEM


Floor1
Span

(ft)

Minimum Rated Gravity Load Assembly (plf)
Assembly Clear Span (ft)
4
6
8
12
16
20
42
210
260
310
410
510
610
12
430
480
530
630
730
830
24
760
810
860
960
1,060
1,160
36
1,090
1,140
1,190
1,290
1,390
1,490
44
1,310
1,360
1,410
1,510
1,610
1,710
52
1,530
1,580
1,630
1,730
1,830
1,930
60
1,750
1,800
1,850
1,950
2,050
2,150


NOTES:
1.   For a wall supporting floors on both sides, enter Table with the sum of the 2 full spans. NOTE: Tabular values are for 1/2 the load of the full span shown.
2.   Use 4 ft building width for assemblies in nonfloorbearing walls (normally endwalls and interior masonry walls and shearwalls).
3.   The values in this table may be interpolated.
4. These loads take into account the dead load of any masonry in the wall above the assembly and live and dead loads of the roof and floor supported. Dead load of the assembly is not included in the table and if not included in the pre-engineered concrete design must be added to the loads in the table.
5.   This table is applicable for all roof dead loads.




TABLE 205P3 SUPERIMPOSED LOADS MINIMUM RATED LOAD CAPACITY OF NOMINAL 8 INCH THICK PRE-ENGINEERED ASSEMBLIES SPANNING OPENINGS OF BOTTOM STORY OF TWO-STORY BUILDINGS, SECOND AND BOTTOM STORIES OF THREE-STORY BUILDINGS—HOLLOWCORE FLOOR SYSTEM


Floor1
Span

(ft)

Minimum Rated Gravity Load of Assembly (plf)
Assembly Clear Span (ft)
4
6
8
12
16
20
42
290
340
390
490
590
690
12
670
720
770
870
970
1,070
24
1,240
1,290
1,340
1,440
1,540
1,640
36
1,810
1,860
1,910
2,010
2,110
2,210
44
2,190
2,240
2,290
2,390
2,490
2,590
52
2,570
2,620
2,670
2,770
2,870
2,970
60
2,950
3,000
3,050
3,150
3,250
3,350


NOTES:
1. For a wall supporting floors on both sides, enter Table with the sum of the 2 full spans. NOTE: Tabular values are for 1/2 the load of the full span shown.
2. Use 4 ft building width for assemblies in nonfloorbearing walls (normally endwalls and interior masonry walls and shearwalls).
3. The values in this table may be interpolated.
4. These loads take into account the dead load of any masonry in the wall above the assembly and live and dead loads of the roof and floor supported. Dead load of the assembly is not included in the table and if not included in the pre-engineered concrete assembly design must be added to the loads in the table.
5. This table is applicable for all roof dead loads.




TABLE 205R1 MAXIMUM CLEAR SPAN CAPACITY OF CONTINUOUS BOND BEAMS ACTING AS LINTELS ONE STORY AND TOP STORY OF MULTI-STORY BUILDINGS


Roof
Span

(ft)

Maximum Allowable Clear Span (ft-in)5
Bond Beam 6" Thick Wall1,2,4
Bond Beam 8" Thick Wall1,2,4
16-1
16-2
C12-1
C12-2
C16-1
C16-2
16-1
16-2
C12-1
C12-2
C16-1
C16-2
43
16-0
17-4
16-0
20-8
18-0
24-8
16-0
18-8
15-4
20-8
17-4
23-4
12
12-0
13-4
12-0
15-4
14-0
18-8
12-8
14-0
11-4
16-0
13-4
18-0
24
8-8
8-8
9-4
10-8
10-8
14-8
10-0
11-4
8-8
12-8
10-8
14-8
36
6-8
6-8
8-0
8-0
9-4
11-4
8-8
8-8
7-4
10-0
8-8
12-0
44
6-0
6-0
7-4
7-4
8-0
10-0
7-4
7-4
6-8
8-8
8-0
11-4
52
5-4
5-4
6-0
6-0
8-0
8-8
6-8
6-8
6-8
8-0
7-4
10-8
60
4-8
4-8
6-0
6-0
7-4
8-0
6-0
6-0
6-0
7-4
7-4
10-0


NOTES:
1. Designation of bond beam types over openings:

a. Letter C designates a concrete bond beam. All other bond beams are masonry.

b. The first number denotes the nominal height of the bond beam in inches.

c. The second number denotes the number of #5 reinforcing bars in the top and the bottom of the beam. 1-#7 may be used in lieu of 2-#5. The bottom reinforcing steel shall be located no more than 2 3/4 inches clear distance from the bottom of masonry bond beams and 1 1/2 inches for concrete bond beams.
2. All bond beams have reinforcement in the top as required by Table 205C or D as appropriate. If 2-#5 are required in this table and only 1-#5 by Table 205D, the additional bar shall be placed in the top of the bond beam over the opening and shall extend past the opening a minimum of 24 inches.
3. Use 4 foot roof span for lintels in endwalls.
4. The bottom reinforcement in precast lintels may be used to satisfy the continuous bond beam bottom reinforcement requirement.
5. For roof dead loads more than 10 psf:
a. For 20 psf roof dead load, multiply allowable clear spans by 0.85.
b. For 30 psf roof dead load, multiply allowable clear spans by 0.75.
c. Values for other roof dead loads may be interpolated.




TABLE 205R2 MAXIMUM CLEAR SPAN CAPACITY OF CONTINUOUS BOND BEAMS ACTING AS LINTELS BOTTOM STORY OF TWO-STORY BUILDINGS, SECOND AND BOTTOM STORIES OF THREE-STORY BUILDINGS—WOOD FLOOR SYSTEM


Building
Width

(ft)

Maximum Allowable Clear Span (ft-in)5
Bond Beam 8" Thick Wall1,2,4
16-1
16-2
C12-1
C12-2
C16-1
C16-2
C16-3
43
11-4
13-4
10-8
14-0
12-0
15-4
18-0
12
10-0
11-4
9-4
12-0
10-8
14-0
16-0
24
8-8
8-8
8-0
10-0
8-8
12-0
12-8
36
6-8
6-8
6-8
8-0
8-0
10-8
10-8
44
6-0
6-0
6-0
7-4
7-4
9-4
9-4
52
5-4
5-4
6-0
6-8
6-8
8-8
8-8
60
4-8
4-8
5-4
6-0
6-8
8-0
8-0


TABLE 205R3 MAXIMUM CLEAR SPAN CAPACITY OF CONTINUOUS BOND BEAMS ACTING AS LINTELS BOTTOM STORY OF TWO-STORY BUILDINGS, SECOND AND BOTTOM STORIES OF THREE-STORY BUILDINGS—HOLLOWCORE SECOND FLOOR


Building
Width

(ft)

Maximum Allowable Clear Span (ft-in)5
Bond Beam 8" Thick Wall1,2,4
16-1
16-2
C12-1
C12-2
C16-1
C16-2
C16-3
43
10-8
12-0
10-0
13-4
11-4
14-8
17-4
12
8-8
9-4
8-0
10-8
9-4
12-0
13-4
24
6-0
6-0
6-0
7-4
7-4
10-0
10-0
36
4-8
4-8
5-4
6-0
6-0
8-0
8-0
44
4-0
4-0
4-8
5-4
6-0
7-4
7-4
52
4-0
4-0
4-8
4-8
5-4
6-8
6-8
60
3-4
3-4
4-0
4-0
5-4
6-0
6-0


NOTES FOR TABLES 205R2 AND 205R3:
1. Designation of bond beam over openings:

a. Letter C designates a concrete bond beam. All other bond beams are masonry.

b. The first number denotes the nominal height of the bond beam in inches.

c. The second number denotes the number of #5 reinforcing bars in the top and the bottom of the beam. 1-#7 may be used in lieu of 2-#5. The bottom reinforcing steel shall be located no more than 2 3/4 inches clear distance from the bottom of masonry bond beams and 1 1/2 inches for concrete bond beams.
2. All bond beams shall have reinforcement in the top in accordance with Section 205.2.
3. Use 4 foot floor span for lintels in walls parallel to hollowcore.
4. The bottom reinforcement in precast lintels may be used to satisfy the continuous bond beam bottom reinforcement requirement.
5. This table is applicable for all roof dead loads.




TABLE 205S1 COMBINED BOND BEAM/LINTELS ONE STORY AND TOP STORY OF MULTI-STORY BUILDINGS


Maximum Allowable Clear Span (ft.-in.)
Bond
Beam

Thick-

ness

Roof
Span

(ft)

Combined Bond Beam/Lintel 6" or 8" Thick Wall1,2
12-1
12-2
16-1
16-2
24-1
24-2
24-3
32-2
32-3
32-4
40-2
40-3
40-4
48-3
48-4
48-5
6"
4
11-4
12-0
14-8
16-0
18-8
22-8
23-4
27-4
29-4
30-0
29-4
34-0
35-4
38-0
39-4
40-8
12
8-0
8-8
11-4
12-0
14-8
17-4
18-8
22-9
23-3
24-8
24-8
28-9
29-4
31-4
33-4
34-0
24
6-0
6-9
8-8
8-8
11-4
14-0
14-0
18-0
18-0
18-0
20-0
22-0
22-0
26-0
26-0
26-0
36
4-8
4-8
6-8
6-8
10-0
10-8
10-8
14-0
14-0
14-0
17-4
17-4
17-4
20-8
20-8
20-8
44
4-0
4-0
6-0
6-0
9-4
9-4
9-4
12-8
12-8
12-8
15-4
15-4
15-4
18-0
18-0
18-0
52
3-4
3-4
5-4
5-4
8-0
8-0
8-0
11-4
11-4
11-4
14-0
14-0
14-0
16-8
16-8
16-8
60
3-4
3-4
4-8
4-8
7-4
7-4
7-4
10-0
10-0
10-0
12-8
12-8
12-8
15-4
15-4
15-4
8"
4
12-0
12-8
14-8
16-8
17-4
23-4
24-8
25-4
30-0
30-8
26-8
32-8
35-4
34-0
39-4
40-8
12
8-8
9-4
11-4
13-4
14-0
18-8
20-0
21-4
24-8
26-0
22-8
28-0
30-0
29-4
34-0
35-4
24
6-8
7-4
9-4
10-0
11-4
15-4
16-0
17-4
20-8
21-4
19-4
23-4
25-4
25-4
28-8
30-0
36
6-0
6-0
8-0
8-8
9-4
13-4
13-4
15-4
17-4
17-4
16-8
20-8
21-4
22-0
24-8
24-8
44
5-4
5-4
7-4
7-4
8-8
11-4
11-4
14-0
15-4
15-4
16-0
18-8
18-8
20-8
22-0
22-0
52
4-8
4-8
6-8
6-8
8-0
10-0
10-0
13-4
14-0
14-0
14-8
17-4
17-4
19-4
20-0
20-0
60
4-0
4-0
6-0
6-0
8-0
9-4
9-4
12-8
12-8
12-8
14-0
15-4
15-4
18-8
18-8
18-8


NOTES:
1. Designation of combined bond beam/lintels:

a. The first number denotes the nominal height of the bond beam/lintel in inches.

b. The second number denotes the number of #5 reinforcing bars in the bottom of the bond beam/lintel. The equivalent or greater area of reinforcement may be obtained by using reinforcement other than #5. For example, when 3-#5 are required 1-#9 may be used. Also, 1-#7 may be used to replace 2-#5 or 2-#7 to replace 4-#5. The bottom reinforcing steel is to be located not more than 2 3/4 inches clear distance from the bottom of the lintel.
2. All bond beams shall have reinforcement in the top in accordance with Table 205C or D, as appropriate.




TABLE 205S2 COMBINED BOND BEAM/LINTELS BOTTOM STORY OF TWO-STORY BUILDINGS, SECOND AND BOTTOM STORIES OF THREE-STORY BUILDINGS — WOOD FLOOR SYSTEM


Floor
Span

Supported

(ft)

Maximum Allowable Clear Span (ft-in)5
Combined Bond Beam Lintel 8" Thick Wall1,2,4
12-2
16-2
24-2
24-3
32-2
32-3
40-3
40-4
48-3
48-4
43
9-4
12-0
16-0
16-8
18-0
20-0
22-8
24-0
24-0
26-8
12
8-0
10-8
14-0
15-4
16-0
18-8
20-8
22-0
22-0
24-0
24
6-0
8-8
12-0
12-0
14-0
15-4
18-0
18-0
20-0
20-8
36
4-8
6-8
10-0
10-0
12-8
13-4
16-0
16-0
18-0
18-0
44
4-0
6-0
9-4
9-4
12-0
12-0
14-8
14-8
16-8
16-8
52
4-0
5-4
8-8
8-8
10-8
10-8
13-4
13-4
16-0
16-0
60
3-4
4-8
8-0
8-0
10-0
10-0
12-8
12-8
14-8
14-8


TABLE 205S3 COMBINED BOND BEAM/LINTELS BOTTOM STORY OF TWO-STORY BUILDINGS, SECOND AND BOTTOM STORIES OF THREE-STORY BUILDINGS — HOLLOWCORE FLOOR SYSTEM


Floor
Span

Supported

(ft)

Maximum Allowable Clear Span (ft-in)5
Combined Bond Beam/Lintel 8" Thick Wall1,2,4
12-2
16-2
24-2
24-3
32-2
32-3
40-3
40-4
48-3
48-4
43
8-8
11-4
15-4
16-0
17-4
19-4
22-0
23-4
23-4
25-4
12
6-8
9-4
12-8
12-8
14-8
16-0
18-8
18-8
20-8
21-4
24
4-8
6-0
9-4
9-4
12-0
12-0
14-8
14-8
17-4
17-4
36
3-4
4-8
7-4
7-4
10-0
10-0
12-0
12-0
14-8
14-8
44
2-8
4-0
6-8
6-8
8-8
8-8
11-4
11-4
13-4
13-4
52
2-8
4-0
6-0
6-0
8-0
8-0
10-0
10-0
12-0
12-0
60
2-8
3-4
5-4
5-4
7-4
7-4
9-4
9-4
11-4
11-4


NOTES FOR TABLES 205S2 AND 205S3:
1. Designation of combined bond beam/lintels:

a. The first number denotes the nominal height of the bond beam/lintel in inches.

b. The second number denotes the number of #5 reinforcing bars in the bottom of the bond beam/lin-tel. The equivalent or greater area of reinforcement may be obtained by using reinforcement other than #5 bars. For example, when 3-#5 are required, 1-#9 may be used. Also, 1-#7 may be used to replace 2-#5 or 2-#7 may be used to replace 4-#5. The bottom reinforcing steel is to be located not more than 2 3/4 inches clear distance from the bottom of the lintel.
2. All bond beams shall have reinforcement in the top in accordance with Section 205.2.
3. Use 4 foot floor span for walls parallel to hollowcore (nonloadbearing).
4. The bottom reinforcement in precast lintels may be used to satisfy the continuous bond beam bottom reinforcement requirement.
5. This table is applicable for all roof dead loads.