International Building Code 2107.1
General. The design of masonry structures using
allowable stress design shall comply with Section 2106 and the
requirements of Chapters 1 and 2 of ACI 530/ASCE 5/TMS
402 except as modified by Sections 2107.2 through 2107.8.
International Building Code 2107.2
ACI 530/ASCE 5/TMS 402, Section 2.1.2, load combinations.
Delete Section 184.108.40.206.
International Building Code 2107.3
ACI 530/ASCE 5/TMS 402, Section 2.1.3, design
strength. Delete Sections 220.127.116.11 through 18.104.22.168.3.
International Building Code 2107.4
ACI 530/ASCE 5/TMS 402, Section 2.1.6, columns.
Add the following text to Section 2.1.6:
22.214.171.124 Light-frame construction. Masonry columns used
only to support light-frame roofs of carports, porches, sheds
or similar structures with a maximum area of 450 square
feet (41.8 m2) assigned to Seismic Design Category A, B or
Care permitted to be designed and constructed as follows:
1. Concrete masonry materials shall be in accordance
with Section 2103.1 of the International Building
Code. Clay or shale masonry units shall be in accordance
with Section 2103.2 of the International Building
2. The nominal cross-sectional dimension of columns
shall not be less than 8 inches (203 mm).
3. Columns shall be reinforced with not less than one
No. 4 bar centered in each cell of the column.
4. Columns shall be grouted solid.
5. Columns shall not exceed 12 feet (3658 mm) in
6. Roofs shall be anchored to the columns. Such anchorage
shall be capable of resisting the design loads specified
in Chapter 16 of the International Building
7. Where such columns are required to resist uplift
loads, the columns shall be anchored to their footings
with two No. 4 bars extending a minimum of 24
inches (610 mm) into the columns and bent horizontally
a minimum of 15 inches (381 mm) in opposite
directions into the footings. One of these bars is permitted
to be the reinforcing bar specified in Item 3
above. The total weight of a column and its footing
shall not be less than 1.5 times the design uplift load.
International Building Code 2107.5
ACI 530/ASCE 5/TMS 402, Section 126.96.36.199.1.1, lap
splices. Modify Section 188.8.131.52.1.1 as follows:
184.108.40.206.1.1 The minimum length of lap splices for reinforcing
bars in tension or compression, ld, shall be
In regions of moment where the design tensile stresses in
the reinforcement are greater than 80 percent of the allowable
steel tension stress, Fs, the lap length of splices shall be
increased not less than 50 percent of the minimum required
length. Other equivalent means of stress transfer to accomplish
the same 50 percent increase shall be permitted.
Where epoxy coated bars are used, lap length shall be
increased by 50 percent.
International Building Code 2107.6
ACI 530/ASCE 5/TMS 402, Section 220.127.116.11, splices
of reinforcement. Modify Section 18.104.22.168 as follows:
22.214.171.124 Splices of reinforcement. Lap splices, welded
splices or mechanical splices are permitted in accordance
with the provisions of this section. All welding shall conform
to AWS D1.4. Reinforcement larger than No. 9 (M
#29) shall be spliced using mechanical connections in
accordance with Section 126.96.36.199.3.
International Building Code 2107.7
ACI 530/ASCE 5/TMS 402, Section 2.3.6, maximum
bar size. Add the following to Chapter 2:
2.3.6 Maximum bar size. The bar diameter shall not exceed
one-eighth of the nominal wall thickness and shall not
exceed one-quarter of the least dimension of the cell, course
or collar joint in which it is placed.
International Building Code 2107.8
ACI 530/ASCE 5/TMS 402, Section 2.3.7, maximum
reinforcement percentage. Add the following text to Chapter
2.3.7 Maximum reinforcement percentage. Special reinforced
masonry shear walls having a shear span ratio, M/Vd,
equal to or greater than 1.0 and having an axial load, P,
greater than 0.05 f mAn that are subjected to in-plane forces
shall have a maximum reinforcement ratio, ?max, not greater
than that computed as follows:
The maximum reinforcement ratio does not apply in the