1. Specified size, grade, type and location of reinforcement, anchors and wall ties.
2. Reinforcing bars to be welded and welding procedure.
3. Size and location of structural elements.
4. Provisions for dimensional changes resulting from elastic deformation, creep, shrinkage, temperature and moisture.
5. Loads used in the design of masonry.
6. Specified compressive strength of masonry at stated ages or stages of construction for which masonry is designed, except where specifically exempted by this code.
7. Details of anchorage of masonry to structural members, frames and other construction, including the type, size and location of connectors.
8. Size and permitted location of conduits, pipes and sleeves.
9. The minimum level of testing and inspection as defined in Chapter 17, or an itemized testing and inspection program that meets or exceeds the requirements of Chapter 17.
db | = | Diameter of reinforcement, inches (mm). |
Fs | = | Allowable tensile or compressive stress in reinforcement, psi (MPa). |
fr | = | Modulus of rupture, psi (MPa). |
f 'AAC | = | Specified compressive strength of AAC masonry, the minimum compressive strength for a class of AAC masonry as specified in ASTM C1386, psi (MPa). |
f 'm | = | Specified compressive strength of masonry at age of 28 days, psi (MPa). |
f 'mi | = | Specified compressive strength of masonry at the time of prestress transfer, psi (MPa). |
K | = | The lesser of the masonry cover, clear spacing between adjacent reinforcement, or five times db, inches (mm). |
Ls | = | Distance between supports, inches (mm). |
ld | = | Required development length or lap length of reinforcement, inches (mm). |
P | = | The applied load at failure, pounds (N). |
St | = | Thickness of the test specimen measured parallel to the direction of load, inches (mm). |
Sw | = | Width of the test specimen measured parallel to the loading cylinder, inches (mm). |
TABLE 2103.11
CERAMIC TILE MORTAR COMPOSITIONS
LOCATION | MORTAR | COMPOSITION |
Walls | Scratchcoat | 1 cement;1/5 hydrated lime; 4 dry or 5 damp sand |
Setting bed and leveling coat | 1 cement;1/2 hydrated lime; 5 damp sand to 1 cement 1 hydrated lime, 7 damp sand | |
Floors | Setting bed | 1 cement;1/10 hydrated lime; 5 dry or 6 damp sand; or 1 cement; 5 dry or 6 damp sand |
Ceilings | Scratchcoat and sand bed | 1 cement;1/2 hydrated lime; 21/2 dry sand or 3 damp sand |
The quality assurance program shall comply with the inspection and testing requirements of Chapter 17.
1. Units are sampled and tested to verify compliance with ASTM C62, ASTM C216 or ASTM C652.
2. Thickness of bed joints does not exceed 5/8 inch (15.9 mm).
3. For grouted masonry, the grout meets one of the following requirements:
3.1. Grout conforms to Article 2.2 of TMS 602/ACI 530.1/ASCE 6.
3.2. Minimum grout compressive strength equals or exceeds f 'm but not less than 2,000 psi (13.79 MPa). The compressive strength of grout shall be determined in accordance with ASTM C1019.
TABLE 2105.2.2.1.1
COMPRESSIVE STRENGTH OF CLAY MASONRY
NET AREA COMPRESSIVE STRENGTH OF CLAY MASONRY UNITS (psi) | NET AREA COMPRESSIVE STRENGTH OF MASONRY (psi) | |
Type M or S mortar | Type N mortar | |
1,700 | 2,100 | 1,000 |
3,350 | 4,150 | 1,500 |
4,950 | 6,200 | 2,000 |
6,600 | 8,250 | 2,500 |
8,250 | 10,300 | 3,000 |
9,900 | — | 3,500 |
11,500 | — | 4,000 |
For SI: 1 pound per square inch = 0.00689 MPa. |
1. Units are sampled and tested to verify compliance with ASTM C55 or ASTM C90.
2. Thickness of bed joints does not exceed 5/8 inch (15.9 mm).
3. For grouted masonry, the grout meets one of the following requirements:
3.1. Grout conforms to Article 2.2 of TMS 602/ACI 530.1/ASCE 6.
3.2. Minimum grout compressive strength equals or exceeds f'm but not less than 2,000 psi (13.79 MPa). The compressive strength of grout shall be determined in accordance with ASTM C1019.
TABLE 2105.2.2.1.2
COMPRESSIVE STRENGTH OF CONCRETE MASONRY
NET AREA COMPRESSIVE STRENGTH OF CONCRETE MASONRY UNITS (psi) | NET AREA COMPRESSIVE STRENGTH OF MASONRY (psi)a | |
Type M or S mortar | Type N mortar | |
1,250 | 1,300 | 1,000 |
1,900 | 2,150 | 1,500 |
2,800 | 3,050 | 2,000 |
3,750 | 4,050 | 2,500 |
4,800 | 5,250 | 3,000 |
For SI: 1 inch = 25.4 mm, 1 pound per square inch = 0.00689 MPa. |
a. For units less than 4 inches in height, 85 percent of the values listed. |
1. Units conform to ASTM C1386.
2. Thickness of bed joints does not exceed 1/8 inch (3.2 mm).
3. For grouted masonry, the grout meets one of the following requirements:
3.1. Grout conforms to Article 2.2 of TMS 602/ACI 530.1/ASCE 6.
3.2. Minimum grout compressive strength equals or exceeds f 'AAC but not less than 2,000 psi (13.79 MPa). The compressive strength of grout shall be determined in accordance with ASTM C1019.
1. Where specified in the construction documents.
2. Where masonry does not meet the requirements for application of the unit strength method in Section 2105.2.2.1.
l d = 0.002db fs | (Equation 21-1) |
For SI: | l d = 0.29db fs |
db | = | Diameter of reinforcement, inches (mm). |
fs | = | Computed stress in reinforcement due to design loads, psi (MPa). |
2.1.8.7 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. Welded splices shall be of ASTM A706 steel reinforcement. Reinforcement larger than No. 9 (M #29) shall be spliced using mechanical connections in accordance with Section 2.1.8.7.3.
2.3.7 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.
The required development length of reinforcement shall be determined by Equation (3-16), but shall not be less than 12 inches (305 mm) and need not be greater than 72 db.
3.3.3.4 (c). A welded splice shall have the bars butted and welded to develop at least 125 percent of the yield strength, ƒy, of the bar in tension or compression, as required. Welded splices shall be of ASTM A706 steel reinforcement. Welded splices shall not be permitted in plastic hinge zones of intermediate or special reinforced walls or special moment frames of masonry.
3.3.3.4 (d). Mechanical splices shall be classified as Type 1 or 2 according to Section 21.2.6.1 of ACI 318. Type 1 mechanical splices shall not be used within a plastic hinge zone or within a beam-column joint of intermediate or special reinforced masonry shear walls or special moment frames. Type 2 mechanical splices are permitted in any location within a member.
TABLE 2109.2.1
ALLOWABLE STRESS GROSS CROSS-SECTIONAL
AREA FOR DRY-STACKED, SURFACE-BONDED
CONCRETE MASONRY WALLS
DESCRIPTION | MAXIMUM ALLOWABLE STRESS (psi) |
Compression standard block | 45 |
Flexural tension | |
Horizontal span | 30 |
Vertical span | 18 |
Shear | 10 |
For SI: 1 pound per square inch = 0.006895 MPa. |
f r = 3 PLs /2 Sw(St2) | (Equation 21-2) |
Sw | = | Width of the test specimen measured parallel to the loading cylinder, inches (mm). |
fr | = | Modulus of rupture, psi (MPa). |
Ls | = | Distance between supports, inches (mm). |
St | = | Thickness of the test specimen measured parallel to the direction of load, inches (mm). |
P | = | The applied load at failure, pounds (N). |
TABLE 2109.3.3.1
ALLOWABLE SHEAR ON BOLTS IN ADOBE MASONRY
DIAMETER OF BOLTS (inches) | MINIMUM EMBEDMENT (inches) | SHEAR (pounds) |
1/2 | — | — |
5/8 | 12 | 200 |
3/4 | 15 | 300 |
7/8 | 18 | 400 |
1 | 21 | 500 |
11/8 | 24 | 600 |
For SI: 1 inch = 25.4 mm, 1 pound = 4.448 N. |
1. Glass-block assemblies having a fire protection rating of not less than 3/4 hour shall be permitted as opening protectives in accordance with Section 716.in fire barriers, fire partitions and smoke barriers that have a required fire-resistance rating of 1 hour or less and do not enclose exit stairways, exit ramps or exit passageways.
2. Glass-block assemblies as permitted in Section 404.6, Exception 2.
1. Masonry fireplaces listed and labeled for use in contact with combustibles in accordance with UL 127 and installed in accordance with the manufacturer's installation instructions are permitted to have combustible material in contact with their exterior surfaces.
2. When masonry fireplaces are constructed as part of masonry or concrete walls, combustible materials shall not be in contact with the masonry or concrete walls less than 12 inches (306 mm) from the inside surface of the nearest firebox lining.
3. Exposed combustible trim and the edges of sheathing materials, such as wood siding, flooring and drywall, are permitted to abut the masonry fireplace sidewalls and hearth extension, in accordance with Figure 2111.11, provided such combustible trim or sheathing is a minimum of 12 inches (306 mm) from the inside surface of the nearest firebox lining.
4. Exposed combustible mantels or trim is permitted to be placed directly on the masonry fireplace front surrounding the fireplace opening, provided such combustible materials shall not be placed within 6 inches (153 mm) of a fireplace opening. Combustible material directly above and within 12 inches (305 mm) of the fireplace opening shall not project more than 1/8 inch (3.2 mm) for each 1-inch (25 mm) distance from such opening. Combustible materials located along the sides of the fireplace opening that project more than 11/2 inches (38 mm) from the face of the fireplace shall have an additional clearance equal to the projection.
For SI: 1 inch = 25.4 mm |
FIGURE 2111.11
ILLUSTRATION OF EXCEPTION TO
FIREPLACE CLEARANCE PROVISION
1. Masonry heaters shall comply with the requirements of ASTM E1602; or
2. Masonry heaters shall be listed and labeled in accordance with UL 1482 and installed in accordance with the manufacturer's installation instructions.
1. When the masonry heater wall thickness is at least 8 inches (203 mm) thick of solid masonry and the wall thickness of the heat exchange channels is at least 5 inches (127 mm) thick of solid masonry, combustible materials shall not be placed within 4 inches (102 mm) of the outside surface of a masonry heater. A clearance of at least 8 inches (203 mm) shall be provided between the gas-tight capping slab of the heater and a combustible ceiling.
2. Masonry heaters listed and labeled in accordance with UL 1482 and installed in accordance with the manufacturer's instructions.
1. The net free area of the arrestor shall not be less than four times the net free area of the outlet of the chimney flue it serves.
2. The arrestor screen shall have heat and corrosion resistance equivalent to 19-gage galvanized steel or 24-gage stainless steel.
3. Openings shall not permit the passage of spheres having a diameter greater than 1/2 inch (12.7 mm) nor block the passage of spheres having a diameter less than 3/8 inch (9.5 mm).
4. The spark arrestor shall be accessible for cleaning and the screen or chimney cap shall be removable to allow for cleaning of the chimney flue.
1. Clay flue lining complying with the requirements of ASTM C315.
2. Listed chimney lining systems complying with UL 1777.
3. Factory-built chimneys or chimney units listed for installation within masonry chimneys.
4. Other approved materials that will resist corrosion, erosion, softening or cracking from flue gases and condensate at temperatures up to 1,800°F (982°C).
Clay flue liners shall be laid in medium-duty nonwater-soluble refractory mortar conforming to ASTM C199 with tight mortar joints left smooth on the inside and installed to maintain an air space or insulation not to exceed the thickness of the flue liner separating the flue liners from the interior face of the chimney masonry walls. Flue lining shall be supported on all sides. Only enough mortar shall be placed to make the joint and hold the liners in position.
1. Chimney flues serving oil-fired appliances sized in accordance with NFPA 31.
2. Chimney flues serving gas-fired appliances sized in accordance with the International Fuel Gas Code.
TABLE 2113.16(1)
NET CROSS-SECTIONAL AREA OF ROUND FLUE SIZESa
FLUE SIZE, INSIDE DIAMETER (inches) | CROSS-SECTIONAL AREA (square inches) |
6 | 28 |
7 | 38 |
8 | 50 |
10 | 78 |
103/4 | 90 |
12 | 113 |
15 | 176 |
18 | 254 |
For SI: 1 inch = 25.4 mm, 1 square inch = 645.16 mm2. |
a. Flue sizes are based on ASTM C315. |
TABLE 2113.16(2)
NET CROSS-SECTIONAL AREA OF SQUARE
AND RECTANGULAR FLUE SIZES
FLUE SIZE, OUTSIDE NOMINAL DIMENSIONS (inches) | CROSS-SECTIONAL AREA (square inches) |
4.5 × 8.5 | 23 |
4.5 × 13 | 34 |
8 × 8 | 42 |
8.5 × 8.5 | 49 |
8 × 12 | 67 |
8.5 × 13 | 76 |
12 × 12 | 102 |
8.5 × 18 | 101 |
13 ×13 | 127 |
12 × 16 | 131 |
13 × 18 | 173 |
16 × 16 | 181 |
16 × 20 | 222 |
18 × 18 | 233 |
20 × 20 | 298 |
20 × 24 | 335 |
24 × 24 | 431 |
For SI: 1 inch = 25.4 mm, 1 square inch = 645.16 mm2. |
For SI: 1 inch = 25.4 mm, 1 square inch = 645 mm2 |
1. Masonry chimneys equipped with a chimney lining system listed and labeled for use in chimneys in contact with combustibles in accordance with UL 1777, and installed in accordance with the manufacturer’s instructions, are permitted to have combustible material in contact with their exterior surfaces.
2. Where masonry chimneys are constructed as part of masonry or concrete walls, combustible materials shall not be in contact with the masonry or concrete wall less than 12 inches (305 mm) from the inside surface of the nearest flue lining.
3. Exposed combustible trim and the edges of sheathing materials, such as wood siding, are permitted to abut the masonry chimney sidewalls, in accordance with Figure 2113.19, provided such combustible trim or sheathing is a minimum of 12 inches (305 mm) from the inside surface of the nearest flue lining. Combustible material and trim shall not overlap the corners of the chimney by more than 1 inch (25 mm).
FIGURE 2113.19
ILLUSTRATION OF EXCEPTION THREE CHIMNEY
CLEARANCE PROVISION