4101:8-5-01 Floors.

[Comment: When a reference is made within this rule to a federal statutory provision, an industry consensus standard, or any other technical publication, the specific date and title of the publication as well as the name and address of the promulgating agency are listed in rule 4101:8-44-01 of the Administrative Code. The application of the referenced standards shall be limited and as prescribed in section 102.5 of rule 4101:8-1-01 of the Administrative Code.]

SECTION 501

GENERAL

501.1 Application. The provisions of this chapter shall control the design and construction of the floors for all buildings including the floors of attic spaces used to house mechanical or plumbing fixtures and equipment.

501.2 Requirements. Floor construction shall be capable of accommodating all loads according to Section 301 and of transmitting the resulting loads to the supporting structural elements.

SECTION 502

WOOD FLOOR FRAMING

502.1 Identification. Load-bearing dimension lumber for joists, beams and girders shall be identified by a grade mark of a lumber grading or inspection agency that has been approved by an accreditation body that complies with DOC PS 20. In lieu of a grade mark, a certificate of inspection issued by an approvedlumber grading or inspection agency meeting the requirements of this section shall be accepted.

502.1.1 Preservative-treated lumber. Preservative treated dimension lumber shall also be identified as required by Section 319.1.

502.1.2 Blocking and subflooring. Blocking shall be a minimum of utility grade lumber. Subflooring may be a minimum of utility grade lumber or No. 4 common grade boards.

502.1.3 End-jointed lumber. Approved end-jointed lumber identified by a grade mark conforming to Section 502.1 may be used interchangeably with solid-sawn members of the same species and grade.

502.1.4 Prefabricated wood I-joists. Structural capacities and design provisions for prefabricated wood I-joists shall be established and monitored in accordance with ASTM D 5055.

502.1.5 Structural glued laminated timbers. Glued laminated timbers shall be manufactured and identified as required in ANSI/AITC A 190.1 and ASTM D 3737.

502.1.6 Structural log members. Stress grading of structural log members of nonrectangular shape, as typically used in log buildings, shall be in accordance with ASTM D 3957. Such structural log members shall be identified by the grade mark of an approved lumber grading or inspection agency. In lieu of a grade mark on the material, a certificate of inspection as to species and grade issued by an approvedlumber-grading or inspection agency meeting the requirements of this section shall be accepted.

502.1.7 Exterior wood/plastic composite deck boards. Wood/plastic composites used in exterior deck boards shall comply with the provisions of Section 317.4.

502.2 Design and construction. Floors shall be designed and constructed in accordance with the provisions of this chapter, Figure 502.2 and Sections 317 and 318 or in accordance with AF&PA/NDS.

502.2.1 Framing at braced wall lines. A load path for lateral forces shall be provided between floor framing and braced wall panels located above or below a floor, as specified in Section 602.10.6.

502.2.2 Decks. Where supported by attachment to an exterior wall, decks shall be positively anchored to the primary structure and designed for both vertical and lateral loads as applicable. Such attachment shall not be accomplished by the use of toenails or nails subject to withdrawal. Where positive connection to the primary building structure cannot be verified during inspection, decks shall be self-supporting. For decks with cantilevered framing members, connections to exterior walls or other framing members, shall be designed and constructed to resist uplift resulting from the full live load specified in Table 301.5 acting on the cantilevered portion of the deck.

502.2.2.1 Deck ledger connection to band joist. For decks supporting a total design load of 50 pounds per square foot (2394 Pa) [40 pounds per square foot (1915 Pa) live load plus 10 pounds per square foot (479 Pa) dead load], the connection between a deck ledger of pressure-preservative-treated Southern Pine, incised pressure-preservative-treated Hem-Fir or approved decay-resistant species, and a 2-inch (51 mm) nominal lumber band joist bearing on a sill plate or wall plate shall be constructed with 1/2-inch ( 12.7 m) lag screws or bolts with washers in accordance with Table 502.2.2.1. Lag screws, bolts and washers shall be hot-dipped galvanized or stainless steel.

502.2.2.1.1 Placement of lag screws or bolts in deck ledgers. The lag screws or bolts shall be placed 2 inches (51 mm) in from the bottom or top of the deck ledgers and between 2 and 5 inches (51 and 127 mm) in from the ends. The lag screws or bolts shall be staggered from the top to the bottom along the horizontal run of the deck ledger.

502.2.2.2 Alternate deck ledger connections. Deck ledger connections not conforming to Table 502.2.2.1 shall be designed in accordance with accepted engineering practice. Girders supporting deck joists shall not be supported on deck ledgers or band joists. Deck ledgers shall not be supported on stone or masonry veneer.

502.2.2.3 Deck lateral load connection. The lateral load connection required by Section 502.2.2 shall be permitted to be in accordance with Figure 502.2.2.3. Hold-down tension devices shall be installed in not less than two locations per deck, and each device shall have an allowable stress design capacity of not less than 1500 pounds (6672 N).

502.2.2.4 Exterior wood/plastic composite deck boards. Wood/plastic composite deck boards shall be installed in accordance with the manufacturer's instructions.


 image: oh/admin/2014/4101$8-5-01_ph_ff_n_ru_20120529_1331-1.jpg

TABLE 502.2.2.1

FASTENER SPACING FOR A SOUTHERN PINE OR HEM-FIR DECK LEDGER AND A 2-INCH NOMINAL SOLID-SAWN SPRUCE-PINE-FIR BAND JOISTc,f,g

(Deck live load = 40 psf, deck dead load = 10 psf)

JOIST SPAN 6' and less 6' 1" to 8' 8' 1" to 10' 10' 1" to 12' 12' 1 "to 14' 14' 1" to 16' 16' 1" to 18'
Connection details On-center spacing of fastenersd,e
1/2 inch diameter lag screw with 15/32 inch maximum sheathinga 30 23 18 15 13 11 10
1/2 inch diameter bolt with 15/32 inch maximum sheathing 36 36 34 29 24 21 19
1/2 inch diameter bolt with 15/32 inch maximum sheathing and 1/2 inch stacked washersb,h 36 36 29 24 21 18 16

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm. 1 pound per square foot = 0.0479 kPa.

a. The tip of the lag screw shall fully extend beyond the inside face of the band joist.

b. The maximum gap between the face of the ledger board and face of the wall sheathing shall be 1/2"

c. Ledgers shall be flashed to prevent water from contacting the house band joist.

d. Lag screws and bolts shall be staggered in accordance with Section 502.2.2.1.1.

e. Deck ledger shall be minimum 2*8 pressure-preservative-treated No.2 grade lumber, or other approved materials as established by standard engineering practice.

f. When solid-sawn pressure-preservative-treated deck ledgers are attached to a minimum 1 inch thick engineered wood product (structural composite lumber, laminated veneer lumber or wood structural panel band joist), the ledger attachment shall be designed in accordance with accepted engineering practice.

g. A minimum 1 *91/2 Douglas Fir laminated veneer lumber rimboard shall be permitted in lieu of the 2-inch nominal band joist.

h. Wood structural panel sheathing, gypsum board sheathing or foam sheathing not exceeding 1 inch in thickness shall be permitted. The maximum distance between the face of the ledger board and the face of the band joist shall be 1 inch.


 image: oh/admin/2014/4101$8-5-01_ph_ff_n_ru_20120529_1331-2.jpg

502.3 Allowable joist spans. Spans for floor joists shall be in accordance with Tables 502.3.1(1) and 502.3.1(2). For other grades and species and for other loading conditions, refer to the AF&PA Span Tables for Joists and Rafters

502.3.1 Sleeping areas and attic joists. Table 502.3.1(1) shall be used to determine the maximum allowable span of floor joists that support sleeping areas and attics that are accessed by means of a fixed stairway in accordance with Section 311.7 provided that the design live load does not exceed 30 pounds per square foot ( 1.44 . kPa) and the design dead load does not exceed 20 pounds per square foot ( 0.96 kPa). The allowable span of ceiling joists that support attics used for limited storage or no storage shall be determined in accordance with Section 802.4.

502.3.2 Other floor joists. Table 502.3.1(2) shall be used to determine the maximum allowable span of floor joists that support all other areas of the building, other than sleeping rooms and attics, provided that the design live load does not exceed 40 pounds per square foot ( 1.92 kPa) and the design dead load does not exceed 20 pounds per square foot ( 0.96 kPa).

502.3.3 Floor cantilevers. Floor cantilever spans shall not exceed the nominal depth of the wood floor joist. Floor cantilevers constructed in accordance with Table 502.3.3(1) shall be permitted when supporting a light-frame bearing wall and roof only. Floor cantilevers supporting an exterior balcony are permitted to be constructed in accordance with Table 502.3.3(2).

502.4 Joists under bearing partitions. Joists under parallel bearing partitions shall be of adequate size to support the load. Double joists, sized to adequately support the load, that are separated to permit the installation of piping or vents shall be full depth solid blocked with lumber not less than 2 inches (51 mm) in nominal thickness spaced not more than 4 feet (1219 mm) on center. Bearing partitions perpendicular to joists shall not be offset from supporting girders, walls or partitions more than the joist depth unless such joists are of sufficient size to carry the additional load.

502.5 Allowable girder spans. The allowable spans of girders fabricated of dimension lumber shall not exceed the values set forth in Tables 502.5(1) and 502.5(2).

502.6 Bearing. The ends of each joist, beam or girder shall have not less than 1.5 inches (38 mm) of bearing on wood or metal and not less than 3 inches (76 mm) on masonry or concrete except where supported on a 1-inch-by-4-inch ( 25.4 mm by 102 mm) ribbon strip and nailed to the adjacent stud or by the use of approved joist hangers.

502.6.1 Floor systems. Joists framing from opposite sides over a bearing support shall lap a minimum of 3 inches (76 mm) and shall be nailed together with a minimum three 10d face nails. A wood or metal splice with strength equal to or greater than that provided by the nailed lap is permitted.

502.6.2 Joist framing. Joists framing into the side of a wood girder shall be supported by approved framing anchors or on ledger strips not less than nominal 2 inches by 2 inches (51 mm by 51 mm).

502.7 Lateral restraint at supports. Joists shall be supported laterally at the ends by full-depth solid blocking not less than 2 inches (51 mm) nominal in thickness; or by attachment to a full-depth header, band or rim joist, or to an adjoining stud or shall be otherwise provided with lateral support to prevent rotation.

Exceptions:

1. Trusses, structural composite lumber, structural glued-laminated members and I-joists shall be supported laterally as required by the manufacturer's recommendations.

2. In Seismic Design Categories D0, D1 and D2, lateral restraint shall also be provided at each intermediate support.

502.7.1 Bridging. Joists exceeding a nominal 2 inches by 12 inches (51 mm by 305 mm) shall be supported laterally by solid blocking, diagonal bridging (wood or metal), or a continuous 1-inch-by-3-inch ( 25.4 mm by 76 mm) strip nailed across the bottom of joists perpendicular to joists at intervals not exceeding 8 feet (2438 mm).

Exception: Trusses, structural composite lumber, structural glued-laminated members and I-joists shall be supported laterally as required by the manufacturer's recommendations.

502.8 Drilling and notching. Structural floor members shall not be cut, bored or notched in excess of the limitations specified in this section. See Figure 502.8.

502.8.1 Sawn lumber. Notches in solid lumber joists, rafters and beams shall not exceed one-sixth of the depth of the member, shall not be longer than one-third of the depth of the member and shall not be located in the middle one-third of the span. Notches at the ends of the member shall not exceed one-fourth the depth of the member. The tension side of members 4 inches (102 mm) or greater in nominal thickness shall not be notched except at the ends of the members. The diameter of holes bored or cut into members shall not exceed one-third the depth of the member. Holes shall not be closer than 2 inches (51 mm) to the top or bottom of the member, or to any other hole located in the member. Where the member is also notched, the hole shall not be closer than 2 inches (51 mm) to the notch.

502.8.2 Engineered wood products. Cuts, notches and holes bored in trusses, structural composite lumber, structural glue-laminated members or I-joists are prohibited except where permitted by the manufacturer's recommendations or where the effects of such alterations are specifically considered in the design of the member by a registered design professional.

502.9 Fastening. Floor framing shall be nailed in accordance with Table 602.3(1). Where posts and beam or girder construction is used to support floor framing, positive connections shall be provided to ensure against uplift and lateral displacement.

502.10 Framing of openings. Openings in floor framing shall be framed with a header and trimmer joists. When the header joist span does not exceed 4 feet (1219 mm), the header joist may be a single member the same size as the floor joist. Single trimmer joists may be used to carry a single header joist that is located within 3 feet (914 mm) of the trimmer joist bearing. When the header joist span exceeds 4 feet (1219 mm), the trimmer joists and the header joist shall be doubled and of sufficient cross section to support the floor joists framing into the header. Approved hangers shall be used for the header joist to trimmer joist connections when the header joist span exceeds 6 feet (1829 mm). Tail joists over 12 feet (3658 mm) long shall be supported at the header by framing anchors or on ledger strips not less than 2 inches by 2 inches (51 mm by 51 mm).

TABLE 502.3.1(1)

FLOOR JOIST SPANS FOR COMMON LUMBER SPECIES

(Residential sleeping areas, live load = 30 psf, L/[DELTA] = 360)a

JOIST SPACING (inches) SPECIES AND GRADE DEAD LOAD = 10 psf DEAD LOAD = 20 psf
2X6 2X8 2X10 2X12 2X6 2X8 2X10 2X12
Maximum floor joist spans
(ft - in.) (ft - in.) (ft - in.) (ft - in.) (ft - in.) (ft - in.) (ft - in.) (ft - in.)
12 Douglas fir-larch SS 12-6 16-6 21-0 25-7 12-6 16-6 21-0 25-7
Douglas fir-larch #1 12-0 15-10 20-3 24-8 12-0 15-7 19-0 22-0
Douglas fir-larch #2 11-10 15-7 19-10 23-0 11-6 14-7 17-9 20-7
Douglas fir-larch #3 9-8 12-4 15-0 17-5 8-8 11-0 13-5 15-7
Hem-fir SS 11-10 15-7 19-10 24-2 11-10 15-7 19-10 24-2
Hem-fir #1 11-7 15-3 19-5 23-7 11-7 15-2 18-6 21-6
Hem-fir #2 11-0 14-6 18-6 22-6 11-0 14-4 17-6 20-4
Hem-fir #3 9-8 12-4 15-0 17-5 8-8 11-0 13-5 15-7
Southern pine SS 12-3 16-2 20-8 25-1 12-3 16-2 20-8 25-1
Southern pine #1 12-0 15-10 20-3 24-8 12-0 15-10 20-3 24-8
Southern pine 11-10 15-7 19-10 24-2 11-10 15-7 18-7 21-9
Southern pine #3 10-5 13-3 15-8 18-8 9-4 11-11 14-0 16-8
Spruce-pine-fir SS 11-7 15-3 19-5 23-7 11-7 15-3 19-5 23-7
Spruce-pine-fir #1 11-3 14-11 19-0 23-0 11-3 14-7 17-9 20-7
Spruce-pine-fir #2 11-3 14-11 19-0 23-0 11-3 14-7 17-9 20-7
Spruce-pine-fir #3 9-8 12-4 15-0 17-5 8-8 11-0 13-5 15-7
16 Douglas fir-larch SS 11-4 15-0 19-1 23-3 11-4 15-0 19-1 23-0
Douglas fir-larch #1 10-11 14-5 18-5 21-4 10-8 13-6 16-5 19-1
Douglas fir-larch #2 10-9 14-1 17-2 19-11 9-11 12-7 15-5 17-10
Douglas fir-larch #3 8-5 10-8 13-0 15-1 7-6 9-6 11-8 13-6
Hem-fir SS 10-9 14-2 18-0 21-11 10-9 14-2 18-0 21-11
Hem-fir #1 10-6 13-10 17-8 20-9 10-4 13-1 16-0 18-7
Hem-fir #2 10-0 13-2 16-10 19-8 9-10 12-5 15-2 17-7
Hem-fir #3 8-5 10-8 13-0 15-1 7-6 9-6 11-8 13-6
Southern pine SS 11-2 14-8 18-9 22-10 11-2 14-8 18-9 22-10
Southern pine #1 10-11 14-5 18-5 22-5 10-11 14-5 17-11 21-4
Southern pine #2 10-9 14-2 18-0 21-1 10-5 13-6 16-1 18-10
Southern pine #3 9-0 11-6 13-7 16-2 8-1 10-3 12-2 14-6
Spruce-pine-fir SS 10-6 13-10 17-8 21-6 10-6 13-10 17-8 21-4
Spruce-pine-fir #1 10-3 13-6 17-2 19-11 9-11 12-7 15-5 17-10
Spruce-pine-fir 10-3 13-6 17-2 19-11 9-11 12-7 15-5 17-10
Spruce-pine-fir #3 8-5 10-8 13-0 15-1 7-6 9-6 11-8 13-6
19.2 Douglas fir-larch SS 10-8 14-1 18-0 21-10 10-8 14-1 18-0 21-0
Douglas fir-larch #1 10-4 13-7 16-9 19-6 9-8 12-4 15-0 17-5
Douglas fir-larch #2 10-1 12-10 15-8 18-3 9-1 11-6 14-1 16-3
Douglas fir-larch #3 7-8 9-9 11-10 13-9 6-10 8-8 10-7 12-4
Hem-fir SS 10-1 13-4 17-0 20-8 10-1 13-4 17-0 20-7
Hem-fir #1 9-10 13-0 16-4 19-0 9-6 12-0 14-8 17-0
Hem-fir #2 9-5 12-5 15-6 17-1 8-11 11-4 13-10 16-1
Hem-fir #3 7-8 9-9 11-10 13-9 6-10 8-8 10-7 12-4
Southern pine SS 10-6 13-10 17-8 21-6 10-6 13-10 17-8 21-6
Southern pine #1 10-4 13-7 17-4 21-1 10-4 13-7 16-4 19-6
Southern pine #2 10-1 13-4 16-5 19-3 9-6 12-4 14-8 17-2
Southern pine #3 8-3 10-6 12-5 14-9 7-4 9-5 11-1 13-2
Spruce-pine-fir SS 9-10 13-0 16-7 20-2 9-10 13-0 16-7 19-6
Spruce-pine-fir #1 9-8 12-9 15-8 18-3 9-1 11-6 14-1 16-3
Spruce-pine-fir #2 9-8 12-9 15-8 18-3 9-1 11-6 14-1 16-3
Spruce-pine-fir #3 7-8 9-9 11-10 13-9 6-10 8-8 10-7 12-4
24 Douglas fir-larch SS 9-11 13-1 16-8 20-3 9-11 13-1 16-2 18-9
Douglas fir-larch #1 9-7 12-4 15-0 17-5 8-8 11-0 13-5 15-7
Douglas fir-larch #2 9-1 11-6 14-1 16-3 8-1 10-3 12-7 14-7
Douglas fir-larch #3 6-10 8-8 10-7 12-4 6-2 7-9 9-6 11-0
Hem-fir SS 9-4 12-4 15-9 19-2 9-4 12-4 15-9 18-5
Hem-fir #1 9-2 12-0 14-8 17-0 8-6 10-9 13-1 15-2
Hem-fir #2 8-9 11-4 13-10 16-1 8-0 10-2 12-5 14-4
Hem-fir #3 6-10 8-8 10-7 12-4 6-2 7-9 9-6 11-0
Southern pine SS 9-9 12-10 16-5 19-11 9-9 12-10 16-5 19-11
Southern pine #1 9-7 12-7 16-1 19-6 9-7 12-4 14-7 17-5
Southern pine #2 9-4 12-4 14-8 17-2 8-6 11-0 13-1 15-5
Southern pine #3 7-4 9-5 11-1 13-2 6-7 8-5 9-11 11-10
Spruce-pine-fir SS 9-2 12-1 15-5 18-9 9-2 12-1 15-0 17-5
Spruce-pine-fir #1 8-11 11-6 14-1 16-3 8-1 10-3 12-7 14-7
Spruce-pine-fir #2 8-11 11-6 14-1 16-3 8-1 10-3 12-7 14-7
Spruce-pine-fir #3 6-10 8-8 10-7 12-4 6-2 7-9 9-6 11-0

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa.

Note: Check sources for availability of lumber in lengths greater than 20 feet.

a. Dead load limits for townhouses in Seismic Design Category C and all structures in Seismic Design Categories D0, D1 and D2 shall be determined in accordance with Section 301.2.2.2.1.

TABLE 502.3.1(2)

FLOOR JOIST SPANS FOR COMMON LUMBER SPECIES

(Residential living areas, live load = 40 psf, L/[DELTA] = 360)b

JOIST SPACING (inches) SPECIES AND GRADE DEAD LOAD = 10 psf DEAD LOAD = 20 psf
2X6 2X8 2X10 2X12 2X6 2X8 2X10 2X12
Maximum floor joist spans
(ft - in.) (ft - in.) (ft - in.) (ft - in.) (ft - in.) (ft - in.) (ft - in.) (ft - in.)
12 Douglas fir-larch SS 11-4 15-0 19-1 23-3 11-4 15-0 19-1 23-3
Douglas fir-larch #1 10-11 14-5 18-5 22-0 10-11 14-2 17-4 20-1
Douglas fir-larch #2 10-9 14-2 17-9 20-7 10-6 13-3 16-3 18-10
Douglas fir-larch #3 8-8 11-0 13-5 15-7 7-11 10-0 12-3 14-3
Hem-fir SS 10-9 14-2 18-0 21-11 10-9 14-2 18-0 21-11
Hem-fir #1 10-6 13-10 17-8 21-6 10-6 13-10 16-11 19-7
Hem-fir #2 10-0 13-2 16-10 20-4 10-0 13-1 16-0 18-6
Hem-fir #3 8-8 11-0 13-5 15-7 7-11 10-0 12-3 14-3
Southern pine SS 11-2 14-8 18-9 22-10 11-2 14-8 18-9 22-10
Southern pine #1 10-11 14-5 18-5 22-5 10-11 14-5 18-5 22-5
Southern pine #2 10-9 14-2 18-0 21-9 10-9 14-2 16-11 19-10
Southern pine #3 9-4 11-11 14-0 16-8 8-6 10-10 12-10 15-3
Spruce-pine-fir SS 10-6 13-10 17-8 21-6 10-6 13-10 17-8 21-6
Spruce-pine-fir #1 10-3 13-6 17-3 20-7 10-3 13-3 16-3 18-10
Spruce-pine-fir #2 10-3 13-6 17-3 20-7 10-3 13-3 16-3 18-10
Spruce-pine-fir #3 8-8 11-0 13-5 15-7 7-11 10-0 12-3 14-3
16 Douglas fir-larch SS 10-4 13-7 17-4 21-1 10-4 13-7 17-4 21-0
Douglas fir-larch #1 9-11 13-1 16-5 19-1 9-8 12-4 15-0 17-5
Douglas fir-larch #2 9-9 12-7 15-5 17-10 9-1 11-6 14-1 16-3
Douglas fir-larch #3 7-6 9-6 11-8 13-6 6-10 8-8 10-7 12-4
Hem-fir SS 9-9 12-10 16-5 19-11 9-9 12-10 16-5 19-11
Hem-fir #1 9-6 12-7 16-0 18-7 9-6 12-0 14-8 17-0
Hem-fir #2 9-1 12-0 15-2 17-7 8-11 11-4 13-10 16-1
Hem-fir #3 7-6 9-6 11-8 13-6 6-10 8-8 10-7 12-4
Southern pine SS 10-2 13-4 17-0 20-9 10-2 13-4 17-0 20-9
Southern pine #1 9-11 13-1 16-9 20-4 9-11 13-1 16-4 19-6
Southern pine #2 9-9 12-10 16-1 18-10 9-6 12-4 14-8 17-2
Southern pine #3 8-1 10-3 12-2 14-6 7-4 9-5 11-1 13-2
Spruce-pine-fir SS 9-6 12-7 16-0 19-6 9-6 12-7 16-0 19-6
Spruce-pine-fir #1 9-4 12-3 15-5 17-10 9-1 11-6 14-1 16-3
Spruce-pine-fir #2 9-4 12-3 15-5 17-10 9-1 11-6 14-1 16-3
Spruce-pine-fir #3 7-6 9-6 11-8 13-6 6-10 8-8 10-7 12-4
19.2 Douglas fir-larch SS 9-8 12-10 16-4 19-10 9-8 12-10 16-4 19-2
Douglas fir-larch #1 9-4 12-4 15-0 17-5 8-10 11-3 13-8 15-11
Douglas fir-larch #2 9-1 11-6 14-1 16-3 8-3 10-6 12-10 14-10
Douglas fir-larch #3 6-10 8-8 10-7 12-4 6-3 7-11 9-8 11-3
Hem-fir SS 9-2 12-1 15-5 18-9 9-2 12-1 15-5 18-9
Hem-fir #1 9-0 11-10 14-8 17-0 8-8 10-11 13-4 15-6
Hem-fir #2 8-7 11-3 13-10 16-1 8-2 10-4 12-8 14-8
Hem-fir #3 6-10 8-8 10-7 12-4 6-3 7-11 9-8 11-3
Southern pine SS 9-6 12-7 16-0 19-6 9-6 12-7 16-0 19-6
Southern pine #1 9-4 12-4 15-9 19-2 9-4 12-4 14-11 17-9
Southern pine #2 9-2 12-1 14-8 17-2 8-8 11-3 13-5 15-8
Southern pine #3 7-4 9-5 11-1 13-2 6-9 8-7 10-1 12-1
Spruce-pine-fir SS 9-0 11-10 15-1 18-4 9-0 11-10 15-1 17-9
Spruce-pine-fir # 8-9 11-6 14-1 16-3 8-3 10-6 12-10 14-10
Spruce-pine-fir #2 8-9 11-6 14-1 16-3 8-3 10-6 12-10 14-10
Spruce-pine-fir #3 6-10 8-8 10-7 12-4 6-3 7-11 9-8 11-3
24 Douglas fir-larch SS 9-0 11-11 15-2 18-5 9-0 11-11 14-9 17-1
Douglas fir-larch #1 8-8 11-0 13-5 15-7 7-11 10-0 12-3 14-3
Douglas fir-larch #2 8-1 10-3 12-7 14-7 7-5 9-5 11-6 13-4
Douglas fir-larch #3 6-2 7-9 9-6 11-0 5-7 7-1 8-8 10-1
Hem-fir SS 8-6 11-3 14-4 17-5 8-6 11-3 14-4 16-10a
Hem-fir #1 8-4 10-9 13-1 15-2 7-9 9-9 11-11 13-10
Hem-fir #2 7-11 10-2 12-5 14-4 7-4 9-3 11-4 13-1
Hem-fir #3 6-2 7-9 9-6 11-0 5-7 7-1 8-8 10-1
Southern pine SS 8-10 11-8 14-11 18-1 8-10 11-8 14-11 18-1
Southern pine #1 8-8 11-5 14-7 17-5 8-8 11-3 13-4 15-11
Southern pine #2 8-6 11-0 13-1 15-5 7-9 10-0 12-0 14-0
Southern pine #3 6-7 8-5 9-11 11-10 6-0 7-8 9-1 10-9
Spruce-pine-fir SS 8-4 11-0 14-0 17-0 8-4 11-0 13-8 15-11
Spruce-pine-fir #1 8-1 10-3 12-7 14-7 7-5 9-5 11-6 13-4
Spruce-pine-fir #2 8-1 10-3 12-7 14-7 7-5 9-5 11-6 13-4
Spruce-pine-fir #3 6-2 7-9 9-6 11-0 5-7 7-1 -8 10-1

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa.

Note: Check sources for availability of lumber in lengths greater than 20 feet.

a. End bearing length shall be increased to 2 inches.

b. Dead load limits for townhouses in Seismic Design Category C and all structures in Seismic Design Categories D0, D1, and D2 shall be determined in accordance with Section 301.2.2.2.1.

TABLE 502.3.3(1)

CANTILEVER SPANS FOR FLOOR JOISTS SUPPORTING LIGHT-FRAME EXTERIOR BEARING WALL AND ROOF ONLYa, b, c, f, g, h

(Floor Live Load <40 psf, Roof Live Load <20 psf)

Member & Spacing Maximum Cantilever Span (Uplift Force at Backspan Support in Lbs.)d,e
Ground Snow Load
20 psf 30 psf 50 psf 70 psf
Roof Width Roof Width Roof Width Roof Width
24 ft 32 ft 40 ft 24 ft 32 ft 40 ft 24 ft 32 ft 40 ft 24 ft 32 ft 40 ft
2 x 8 @ 12" 20" (177) 15" (227) - 18" (209) - - - - - - - -
2 x 10 @ 16" 29" (228) 21" (297) 16" (364) 26" (271) 18" (354) - 20" (375) - - - - -
2 x 10 @ 12" 36" (166) 26" (219) 20" (270) 34" (198) 22" (263) 16" (324) 26" (277) - - 19" (356) - -
2 x 12 @ 16" - 32" (287) 25" (356) 36" (263) 29" (345) 21" (428) 29" (367) 20" (484) - 23" (471) - -
2 x 12 @ 12" - 42" (209) 31" (263) - 37" (253) 27" (317) 36" (271) 27" (358) 17" (447) 31" (348) 19" (462) -
2 x 12 @ 8" - 48" (136) 45" (169) - 48" (164) 38" (206) - 40" (233) 26" (294) 36" (230) 29" (304) 18" (379)

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa.

a. Tabulated values are for clear-span roof supported solely by exterior bearing walls.

b. Spans are based on No. 2 Grade lumber of Douglas fir-larch, hem-fir, southern pine, and spruce-pine-fir for repetitive (3 or more) members.

c. Ratio of backspan to cantilever span shall be at least 3:1.

d. Connections capable of resisting the indicated uplift force shall be provided at the backspan support.

e. Uplift force is for a backspan to cantilever span ratio of 3:1. Tabulated uplift values are permitted to be reduced by multiplying by a factor equal to 3 divided by the actual backspan ratio provided (3/backspan ratio).

f. See Section 301.2.2.2.5, Item1, for additional limitations on cantilevered floor joists for detached one-, two- and three-family dwellings in Seismic Design Category D0, D1, or D2 and townhouses in Seismic Design Category C, D0, D1, or D2.

g. A full-depth rim joist shall be provided at the unsupported end of the cantilever joists. Solid blocking shall be provided at the supported end.

h. Linear interpolation shall be permitted for building widths and ground snow loads other than shown.

TABLE 502.3.3(2)

CANTILEVER SPANS FOR FLOOR JOISTS SUPPORTING EXTERIOR BALCONYa, b, e, f

Member Size Spacing Maximum Cantilever Span (Uplift Force at Backspan Support in lb)c,d
Ground Snow Load
30 psf 50 psf 70 psf
2X8 12" 42"(139) 39"(156) 34"(165)
2X8 16" 36"(151) 34"(171) 29"(180)
2X10 12" 61 "(164) 57"(189) 49"(201)
2X10 16" 53 "(180) 49"(208) 42"(220)
2X10 24" 43 "(212) 40"(241) 34"(255)
2X12 16" 72"(228) 67"(260) 57"(268)
2X12 24" 58"(279) 54"(319) 47"(330)

For SI: 1 inch = 25.4 mm, 1 pound per square foot = 0.0479 kPa.

a. Spans are based on No. 2 Grade lumber of Douglas fir-larch, hem-fir, southern pine, and spruce-pine-fir for repetitive (3 or more) members.

b. Ratio of backspan to cantilever span shall be at least 2:1.

c. Connections capable of resisting the indicated uplift force shall be provided at the backspan support.

d. Uplift force is for a backspan to cantilever span ratio of 2:1. Tabulated uplift values are permitted to be reduced by multiplying by a factor equal to 2 divided by the actual backspan ratio provided (2/backspan ratio).

e. A full-depth rim joist shall be provided at the unsupported end of the cantilever joists. Solid blocking shall be provided at the supported end.

f. Linear interpolation shall be permitted for ground snow loads other than shown.

TABLE 502.5(1)

GIRDER SPANSa AND HEADER SPANSa FOR EXTERIOR BEARING WALLS

(Maximum spans for Douglas fir-larch, hem-fir, southern pine and spruce-pine-firb and required number of jack studs)

GIRDERS AND HEADERS SUPPORTING SIZE GROUND SNOW LOAD (psf)e
30 50 70
Building widthc (feet)
20 28 36 20 28 36 20 28 36
Span NJd Span NJd Span NJd Span NJd Span NJd Span NJd Span NJd Span NJd Span NJd
Roof and ceiling 2-2X4 3-6 1 3-2 1 2-10 1 3-2 1 2-9 1 2-6 1 2-10 1 2-6 1 2-3 1
2-2X6 5-5 1 4-8 1 4-2 1 4-8 1 4-1 1 3-8 2 4-2 1 3-8 2 3-3 2
2-2X8 6-10 1 5-11 2 5-4 2 5-11 2 5-2 2 4-7 2 5-4 2 4-7 2 4-1 2
2-2X10 8-5 2 7-3 2 6-6 2 7-3 2 6-3 2 5-7 2 6-6 2 5-7 2 5-0 2
2-2X12 9-9 2 8-5 2 7-6 2 8-5 2 7-3 2 6-6 2 7-6 2 6-6 2 5-10 3
3-2X8 8-4 1 7-5 1 6-8 1 7-5 1 6-5 2 5-9 2 6-8 1 5-9 2 5-2 2
3-2X10 10-6 1 9-1 2 8-2 2 9-1 2 7-10 2 7-0 2 8-2 2 7-0 2 6-4 2
3-2X12 12-2 2 10-7 2 9-5 2 10-7 2 9-2 2 8-2 2 9-5 2 8-2 2 7-4 2
4-2X8 9-2 1 8-4 1 7-8 1 8-4 1 7-5 1 6-8 1 7-8 1 6-8 1 5-11 2
4-2X10 11-8 1 10-6 1 9-5 2 10-6 1 9-1 2 8-2 2 9-5 2 8-2 2 7-3 2
4-2X12 14-1 1 12-2 2 10-11 2 12-2 2 10-7 2 9-5 2 10-11 2 9-5 2 8-5 2
Roof, ceiling and one center-bearing floor 2-2X4 3-1 1 2-9 1 2-5 1 2-9 1 2-5 1 2-2 1 2-7 1 2-3 1 2-0 1
2-2X6 4-6 1 4-0 1 3-7 2 4-1 1 3-7 2 3-3 2 3-9 2 3-3 2 2-11 2
2-2X8 5-9 2 5-0 2 4-6 2 5-2 2 4-6 2 4-1 2 4-9 2 4-2 2 3-9 2
2-2X10 7-0 2 6-2 2 5-6 2 6-4 2 5-6 2 5-0 2 5-9 2 5-1 2 4-7 3
2-2X12 8-1 2 7-1 2 6-5 2 7-4 2 6-5 2 5-9 3 6-8 2 5-10 3 5-3 3
3-2X8 7-2 1 6-3 2 5-8 2 6-5 2 5-8 2 5-1 2 5-11 2 5-2 2 4-8 2
3-2X10 8-9 2 7-8 2 6-11 2 7-11 2 6-11 2 6-3 2 7-3 2 6-4 2 5-8 2
3-2X12 10-2 2 8-11 2 8-0 2 9-2 2 8-0 2 7-3 2 8-5 2 7-4 2 6-7 2
4-2X8 8-1 1 7-3 1 6-7 1 7-5 1 6-6 1 5-11 2 6-10 1 6-0 2 5-5 2
4-2X10 10-1 1 8-10 2 8-0 2 9-1 2 8-0 2 7-2 2 8-4 2 7-4 2 6-7 2
4-2X12 11-9 2 10-3 2 9-3 2 10-7 2 9-3 2 8-4 2 9-8 2 8-6 2 7-7 2
Roof, ceiling and one clear span floor 2-2X4 2-8 1 2-4 1 2-1 1 2-7 1 2-3 1 2-0 1 2-5 1 2-1 1 1-10 1
2-2X6 3-11 1 3-5 2 3-0 2 3-10 2 3-4 2 3-0 2 3-6 2 3-1 2 2-9 2
2-2X8 5-0 2 4-4 2 3-10 2 4-10 2 4-2 2 3-9 2 4-6 2 3-11 2 3-6 2
2-2X10 6-1 2 5-3 2 4-8 2 5-11 2 5-1 2 4-7 3 5-6 2 4-9 2 4-3 3
2-2X12 7-1 2 6-1 3 5-5 3 6-10 2 5-11 3 5-4 3 6-4 2 5-6 3 5-0 3
3-2X8 6-3 2 5-5 2 4-10 2 6-1 2 5-3 2 4-8 2 5-7 2 4-11 2 4-5 2
3-2X10 7-7 2 6-7 2 5-11 2 7-5 2 6-5 2 5-9 2 6-10 2 6-0 2 5-4 2
3-2X12 8-10 2 7-8 2 6-10 2 8-7 2 7-5 2 6-8 2 7-11 2 6-11 2 6-3 2
4-2X8 7-2 1 6-3 2 5-7 2 7-0 1 6-1 2 5-5 2 6-6 1 5-8 2 5-1 2
4-2X10 8-9 2 7-7 2 6-10 2 8-7 2 7-5 2 6-7 2 7-11 2 6-11 2 6-2 2
4-2X12 10-2 2 8-10 2 7-11 2 9-11 2 8-7 2 7-8 2 9-2 2 8-0 2 7-2 2
Roof, ceiling and two center-bearing 2-2X4 2-7 1 2-3 1 2-0 1 2-6 1 2-2 1 1-11 1 2-4 1 2-0 1 1-9 1
2-2X6 3-9 2 3-3 2 2-11 2 3-8 2 3-2 2 2-10 2 3-5 2 3-0 2 2-8 2
2-2X8 4-9 2 4-2 2 3-9 2 4-7 2 4-0 2 3-8 2 4-4 2 3-9 2 3-5 2
2-2X10 5-9 2 5-1 2 4-7 3 5-8 2 4-11 2 4-5 3 5-3 2 4-7 3 4-2 3
2-2X12 6-8 2 5-10 3 5-3 3 6-6 2 5-9 3 5-2 3 6-1 3 5-4 3 4-10 3
3-2X8 5-11 2 5-2 2 4-8 2 5-9 2 5-1 2 4-7 2 5-5 2 4-9 2 4-3 2
3-2X10 7-3 2 6-4 2 5-8 2 7-1 2 6-2 2 5-7 2 6-7 2 5-9 2 5-3 2
3-2X12 8-5 2 7-4 2 6-7 2 8-2 2 7-2 2 6-5 3 7-8 2 6-9 2 6-1 3
4-2X8 6-10 1 6-0 2 5-5 2 6-8 1 5-10 2 5-3 2 6-3 2 5-6 2 4-11 2
4-2X10 8-4 2 7-4 2 6-7 2 8-2 2 7-2 2 6-5 2 7-7 2 6-8 2 6-0 2
4-2X12 9-8 2 8-6 2 7-8 2 9-5 2 8-3 2 7-5 2 8-10 2 7-9 2 7-0 2
2-2X4 2-1 1 1-8 1 1-6 2 2-0 1 1-8 1 1-5 2 2-0 1 1-8 1 1-5 2
Roof, ceiling, and two clear span floors 2-2X6 3-1 2 2-8 2 2-4 2 3-0 2 2-7 2 2-3 2 2-11 2 2-7 2 2-3 2
2-2X8 3-10 2 3-4 2 3-0 3 3-10 2 3-4 2 2-11 3 3-9 2 3-3 2 2-11 3
2-2X10 4-9 2 4-1 3 3-8 3 4-8 2 4-0 3 3-7 3 4-7 3 4-0 3 3-6 3
2-2X12 5-6 3 4-9 3 4-3 3 5-5 3 4-8 3 4-2 3 5-4 3 4-7 3 4-1 4
3-2X8 4-10 2 4-2 2 3-9 2 4-9 2 4-1 2 3-8 2 4-8 2 4-1 2 3-8 2
3-2X10 5-11 2 5-1 2 4-7 3 5-10 2 5-0 2 4-6 3 5-9 2 4-11 2 4-5 3
3-2X12 6-10 2 5-11 3 5-4 3 6-9 2 5-10 3 5-3 3 6-8 2 5-9 3 5-2 3
4-2X8 5-7 2 4-10 2 4-4 2 5-6 2 4-9 2 4-3 2 5-5 2 4-8 2 4-2 2
4-2X10 6-10 2 5-11 2 5-3 2 6-9 2 5-10 2 5-2 2 6-7 2 5-9 2 5-1 2
4-2X12 7-11 2 6-10 2 6-2 3 7-9 2 6-9 2 6-0 3 7-8 2 6-8 2 5-11 3

For SI: 1 inch = 25.4 mm, 1 pound per square foot = 0.0479 kPa.

a. Spans are given in feet and inches.

b. Tabulated values assume #2 grade lumber.

c. Building width is measured perpendicular to the ridge. For widths between those shown, spans are permitted to be interpolated.

d. NJ -Number of jack studs required to support each end. Where the number of required jack studs equals one, the header is permitted to be supported by an approved framing anchor attached to the full-height wall stud and to the header.

e. Use 30 psf ground snow load for cases in which ground snow load is less than 30 psf and the roof live load is equal to or less than 20 psf.

TABLE 502.5(2)

GIRDER SPANSa AND HEADER SPANSa FOR INTERIOR BEARING WALLS

(Maximum spans for Douglas fir-larch, hem-fir, southern pine and spruce-pine-firb and required number of jack studs)

HEADERS AND GIRDERS SUPPORTING SIZE BUILDING WIDTHc (feet)
20 28 36
Span NJd Span NJd Span NJd
One floor only 2-2X4 3-1 1 2-8 1 2-5 1
2-2X4 4-6 1 3-11 1 3-6 1
2-2X8 5-9 1 5-0 2 4-5 2
2-2X10 7-0 2 6-1 2 5-5 2
2-2X12 8-1 2 7-0 2 6-3 2
3-2X8 7-2 1 6-3 1 5-7 2
3-2X10 8-9 1 7-7 2 6-9 2
3-2X12 10-2 2 8-10 2 7-10 2
4-2X8 9-0 1 7-8 1 6-9 1
4-2X10 10-1 1 8-9 1 7-10 2
4-2X12 11-9 1 10-2 2 9-1 2
Two floors 2-2X4 2-2 1 1-10 1 1-7 1
2-2X6 3-2 2 2-9 2 2-5 2
2-2X8 4-1 2 3-6 2 3-2 2
2-2X10 4-11 2 4-3 2 3-10 3
2-2X12 5-9 2 5-0 3 4-5 3
3-2X8 5-1 2 4-5 2 3-11 2
3-2X10 6-2 2 5-4 2 4-10 2
3-2X12 7-2 2 6-3 2 5-7 3
4-2X8 6-1 1 5-3 2 4-8 2
4-2X10 7-2 2 6-2 2 5-6 2
4-2X12 8-4 2 7-2 2 6-5 2

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.

a. Spans are given in feet and inches.

b. Tabulated values assume #2 grade lumber.

c. Building width is measured perpendicular to the ridge. For widths between those shown, spans are permitted to be interpolated.

d. NJ -Number of jack studs required to support each end. Where the number of required jack studs equals one, the header is permitted to be supported by an approved framing anchor attached to the full-height wall stud and to the header.


 image: oh/admin/2014/4101$8-5-01_ph_ff_n_ru_20120529_1331-3.jpg

502.11 Wood trusses.

502.11.1 Design.Wood trusses shall be designed in accordance with approved engineering practice. The design and manufacture of metal plate connected wood trusses shall comply with ANSI/TPI 1. The truss design drawings shall be prepared by a registered professional in accordance with Section 106.2.

502.11.2 Bracing. Trusses shall be braced to prevent rotation and provide lateral stability in accordance with the requirements specified in the construction documents for the building and on the individual truss design drawings. In the absence of specific bracing requirements, trusses shall be braced in accordance with the Building Component Safety Information (BCSI 1-03) Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses.

502.11.3 Alterations to trusses. Truss members and components shall not be cut, notched, spliced or otherwise altered in any way without the approval of a registered design professional. Alterations resulting in the addition of load (e.g., HVAC equipment, water heater, etc.), that exceed the design load for the truss, shall not be permitted without verification that the truss is capable of supporting the additional loading.

502.11.4 Truss design drawings. Truss design drawings, prepared in compliance with Section 502.11.1, shall be submitted to the building official and approved prior to installation. Truss design drawings shall be provided with the shipment of trusses delivered to the job site. Truss design drawings shall include, at a minimum, the information specified below:

1. Slope or depth, span and spacing.

2. Location of all joints.

3. Required bearing widths.

4. Design loads as applicable:

4.1 Top chord live load;

4.2 Top chord dead load;

4.3 Bottom chord live load;

4.4 Bottom chord dead load;

4.5 Concentrated loads and their points of application; and 4.6 Controlling wind and earthquake loads.

5. Adjustments to lumber and joint connector design values for conditions of use.

6. Each reaction force and direction.

7. Joint connector type and description, e.g., size, thickness or gauge, and the dimensioned location of each joint connector except where symmetrically located relative to the joint interface.

8. Lumber size, species and grade for each member.

9. Connection requirements for:

9.1 Truss-to-girder-truss;

9.2 Truss ply-to-ply; and

9.3 Field splices.

10. Calculated deflection ratio and/or maximum description for live and total load.

11. Maximum axial compression forces in the truss members to enable the building designer to design the size, connections and anchorage of the permanent continuous lateral bracing. Forces shall be shown on the truss drawing or on supplemental documents.

12. Required permanent truss member bracing location.

502.12 Draftstopping required. Draftstopping shall be provided in accordance with Section 302.12 .

502.13 Fireblocking required. Fireblocking shall be provided in accordance with Section 302.11 .

502.14 Fire Resistance of floors. Floor assemblies, not required elsewhere in this code to be fire resistance rated, shall be provided with a 1/2 inch gypsum board membrane or a 5/8 inch wood structural panel membrane or an equivalent material on the underside of the floor framing member which complies with section 302.14 .

Exceptions:

1. Floor assemblies located directly over a space protected by an automatic sprinkler system designed and installed in accordance with Sections 313.1.1 or 313.2.1.

2. Floor assemblies located directly over an underfloor space as referenced in section 408 which is not intended for storage or fuel-fired appliances.

3. Portions of floor assemblies can be unprotected when complying with the following:

3.1 The aggregate area of the unprotected portions shall not exceed 80 square feet per story.

3.2 Fire blocking in accordance with Section 302.11.1 shall be installed along the perimeter of the unprotected portion to separate the unprotected portion from the remainder of the floor assembly.

4. Wood floor assemblies using dimension lumber or structural composite lumber equal to or greater than 2-inch by 10-inch nominal dimension, or other approved floor assemblies demonstrating equivalent fire performance.

SECTION 503

FLOOR SHEATHING

503.1 Lumber sheathing. Maximum allowable spans for lumber used as floor sheathing shall conform to Tables 503.1, 503.2.1.1(1) and 503.2.1.1(2).

503.1.1 End joints. End joints in lumber used as subflooring shall occur over supports unless end-matched lumber is used, in which case each piece shall bear on at least two joists. Subflooring may be omitted when joist spacing does not exceed 16 inches (406 mm) and a 1-inch ( 25.4 mm) nominal tongue-and-groove wood strip flooring is applied perpendicular to the joists.

TABLE 503.1

MINIMUM THICKNESS OF LUMBER FLOOR SHEATHING

JOIST OR BEAM SPACING (inches) MINIMUM NET THICKNESS
Perpendicular to joist Diagonal to joist
24 11/16 3/4
16 5/8 5/8
48a 11/2 T & G N/A
54b    
60c    

For SI: 1 inch = 25.4 mm, 1 pound per square inch = 6.895 kPa.

a. For this support spacing, lumber sheathing shall have a minimum Fbof 675 and minimum E of 1,100,000 (see AF&PA/NDS).

b. For this support spacing, lumber sheathing shall have a minimum Fbof 765 and minimum E of 1,400,000 (see AF&PA/NDS).

c. For this support spacing, lumber sheathing shall have a minimum Fbof 855 and minimum E of 1,700,000 (see AF&PA/NDS).

503.2 Wood structural panel sheathing.

503.2.1 Identification and grade. Wood structural panel sheathing used for structural purposes shall conform to DOC PS 1, DOC PS 2 or, when manufactured in Canada, CSA O437 or CSA O325. All panels shall be identified by a grade mark of certificate or inspection issued by an approved agency.

503.2.1.1 Subfloor and combined subfloor underlayment. Where used as subflooring or combination subfloor underlayment, wood structural panels shall be of one of the grades specified in Table 503.2.1.1(1). When sanded plywood is used as combination subfloor underlayment, the grade shall be as specified in Table 503.2.1.1(2).

TABLE 503.2.1.1(1)

ALLOWABLE SPANS AND LOADS FOR WOOD STRUCTURAL PANELS FOR ROOF AND SUBFLOOR SHEATHING AND COMBINATION SUBFLOOR UNDERLAYMENTa,b,c

SPAN RATING MINIMUM NOMINAL PANEL THICKNESS (inch) ALLOWABLE LIVE LOAD (psf)h,l MAXIMUM SPAN (inches) LOAD (poundsper square foot, atmaximum span) MAXIMUM SPAN (inches)
SPAN @ 16" o.c. SPAN @ 24" o.c. With edgesupportd Without edge support Total load Live load
Sheathinge     Rooff Subfloorj
16/0 3/8 30 - 16 16 40 30 0
20/0 3/8 50 - 20 20 40 30 0
24/0 3/8 100 30 24 20g 40 30 0
24/16 7/16 100 40 24 24 50 40 16
32/16 15/32, 1/2 180 70 32 28 40 30 16h
40/20 19/32, 5/8 305 130 40 32 40 30 20h, i
48/24 23/32, 3/4 - 175 48 36 45 35 24
60/32 7/8 - 305 60 48 45 35 32
Underlayment, C-C plugged, single floore     Rooff Combination subfloor underlaymentk
16 o.c. 19/32, 5/8 100 40 24 24 50 40 16i
20 o.c. 19/32, 5/8 150 60 32 32 40 30 20i, j
24 o.c. 23/32, 3/4 240 100 48 36 35 25 24
32 o.c. 7/8 - 185 48 40 50 40 32
48 o.c. 13/32, 11/8 - 290 60 48 50 40 48

For SI: 1 inch = 25.4 mm, 1 pound per square foot = 0.0479 kPa.

a. The allowable total loads were determined using a dead load of 10 psf. If the dead load exceeds 10 psf, then the live load shall be reduced accordingly.

b. Panels continuous over two or more spans with long dimension (strength axis) perpendicular to supports. Spans shall be limited to values shown because of possible effect of concentrated loads.

c. Applies to panels 24 inches or wider.

d. Lumber blocking, panel edge clips (one midway between each support, except two equally spaced between supports when span is 48 inches), tongue-and-groove panel edges, or other approved type of edge support.

e. Includes Structural 1 panels in these grades.

f. Uniform load deflection limitation:1/180 of span under live load plus dead load, 1/240 of span under live load only.

g. Maximum span 24 inches for 15/32-and 1/2-inch panels.

h. Maximum span 24 inches where 3/4-inch wood finish flooring is installed at right angles to joists.

i. Maximum span 24 inches where 1.5 inches of lightweight concrete or approved cellular concrete is placed over the subfloor.

j. Unsupported edges shall have tongue-and-groove joints or shall be supported with blocking unless minimum nominal 1/4-inch thick underlayment with end and edge joints offset at least 2 inches or 1.5 inches of lightweight concrete or approved cellular concrete is placed over the subfloor, or 3/4-inch wood finish flooring is installed at right angles to the supports.

Allowable uniform live load at maximum span, based on deflection of 1/360 of span, is 100 psf.

k. Unsupported edges shall have tongue-and-groove joints or shall be supported by blocking unless nominal 1/4-inch-thick underlayment with end and edge joints offset at least 2 inches or 3/4-inch wood finish flooring is installed at right angles to 1

the supports. Allowable uniform live load at maximum span, based on deflection of 1/360 of span, is 100 psf, except panels with a span rating of 48 on center are limited to 65 psf total uniform load at maximum span.

l. Allowable live load values at spans of 16" o.c. and 24" o.c taken from reference standard APA E30, APA Engineered Wood Construction Guide. Refer to reference standard for allowable spans not listed in the table.

TABLE 503.2.1.1(2)

ALLOWABLE SPANS FOR SANDED PLYWOOD COMBINATION SUBFLOOR UNDERLAYMENTa

IDENTIFICATION SPACING OF JOISTS (inches)
  16 20 24
Species groupb - - -
1 1/2 5/8 3/4
2, 3 5/8 3/4 7/8
4 3/4 7/8 1

For SI: 1 inch = 25.4 mm, 1 pound per square foot = 0.0479 kPa.

a. Plywood continuous over two or more spans and face grain perpendicular to supports. Unsupported edges shall be tongue-and-groove or blocked except where nominal 1/4-inch-thick underlayment or 3/4-inch wood finish floor is used. Allowable 1

uniform live load at maximum span based on deflection of 1/360 of span is 100 psf.

b. Applicable to all grades of sanded exterior-type plywood.

503.2.2 Allowable spans. The maximum allowable span for wood structural panels used as subfloor or combination subfloor underlayment shall be as set forth in Table 503.2.1.1(1), or APA E30. The maximum span for sanded plywood combination subfloor underlayment shall be as set forth in Table 503.2.1.1(2).

503.2.3 Installation. Wood structural panels used as subfloor or combination subfloor underlayment shall be attached to wood framing in accordance with Table 602.3(1) and shall be attached to cold-formed steel framing in accordance with Table 505.3.1(2).

503.3 Particleboard.

503.3.1 Identification and grade. Particleboard shall conform to ANSI A 208.1 and shall be so identified by a grade mark or certificate of inspection issued by an approved agency.

503.3.2 Floor underlayment. Particleboard floor underlayment shall conform to Type PBU and shall not be less than 1/4 inch ( 6.4 mm) in thickness.

503.3.3 Installation. Particleboard underlayment shall be installed in accordance with the recommendations of the manufacturer and attached to framing in accordance with Table 602.3(1).

SECTION 504

PRESSURE PRESERVATIVELY TREATED-WOOD FLOORS (ON GROUND)

504.1 General. Pressure preservatively treated-wood basement floors and floors on ground shall be designed to withstand axial forces and bending moments resulting from lateral soil pressures at the base of the exterior walls and floor live and dead loads. Floor framing shall be designed to meet joist deflection requirements in accordance with Section 301.

504.1.1 Unbalanced soil loads. Unless special provision is made to resist sliding caused by unbalanced lateral soil loads, wood basement floors shall be limited to applications where the differential depth of fill on opposite exterior foundation walls is 2 feet (610 mm) or less.

504.1.2 Construction. Joists in wood basement floors shall bear tightly against the narrow face of studs in the foundation wall or directly against a band joist that bears on the studs. Plywood subfloor shall be continuous over lapped joists or over butt joints between in-line joists. Sufficient blocking shall be provided between joists to transfer lateral forces at the base of the end walls into the floor system.

504.1.3 Uplift and buckling. Where required, resistance to uplift or restraint against buckling shall be provided by interior bearing walls or properly designed stub walls anchored in the supporting soil below.

504.2 Site preparation. The area within the foundation walls shall have all vegetation, topsoil and foreign material removed, and any fill material that is added shall be free of vegetation and foreign material. The fill shall be compacted to assure uniform support of the pressure preservatively treated-wood floor sleepers.

504.2.1 Base. A minimum 4-inch-thick (102 mm) granular base of gravel having a maximum size of 3/4 inch ( 19.1 mm) or crushed stone having a maximum size of 1/2 inch ( 12.7 mm) shall be placed over the compacted earth.

504.2.2 Moisture barrier. Polyethylene sheeting of minimum 6-mil ( 0.15 mm) thickness shall be placed over the granular base. Joints shall be lapped 6 inches (152 mm) and left unsealed. The polyethylene membrane shall be placed over the pressure preservatively treated-wood sleepers and shall not extend beneath the footing plates of the exterior walls.

504.3 Materials. All framing materials, including sleepers, joists, blocking and plywood subflooring, shall be pressure-preservative treated and dried after treatment in accordance with AWPA U1 (Commodity Specification A, Use Category 4B and section 5.2 ), and shall bear the label of an approved agency.

SECTION 505

STEEL FLOOR FRAMING

505.1 Cold-formed steel floor framing. Elements shall be straight and free of any defects that would significantly affect structural performance. Cold-formed steel floor framing members shall comply with the requirements of this section.

505.1.1 Applicability limits. The provisions of this section shall control the construction of cold-formed steel floor framing for buildings not greater than 60 feet (18 288 mm) in length perpendicular to the joist span, not greater than 40 feet (12 192 mm) in width parallel to the joist span, and less than or equal to three stories above grade plane. Cold-formed steel floor framing constructed in accordance with the provisions of this section shall be limited to sites subjected to a maximum design wind speed of 110 miles per hour (49 m/s), Exposure B or C, and a maximum ground snow load of 70 pounds per square foot ( 3.35 kPa).

505.1.2 In-line framing. When supported by cold-formed steel framed walls in accordance with Section 603, cold-formed steel floor framing shall be constructed with floor joists located in-line with load-bearing studs located below the joists in accordance with Figure 505.1.2 and the tolerances specified as follows:

1. The maximum tolerance shall be 3/4 inch ( 19.1 mm) between the centerline of the horizontal framing member and the centerline of the vertical framing member.

2. Where the centerline of the horizontal framing member and bearing stiffener are located to one side of the centerline of the vertical framing member, the maximum tolerance shall be 1/8 inch (3 mm) between the web of the horizontal framing member and the edge of the vertical framing member.

505.1.3 Floor trusses. Cold-formed steel trusses shall be designed, braced and installed in accordance with AISI S100, Section D4. Truss members shall not be notched, cut or altered in any manner without an approved design.

505.2 Structural framing. Load-bearing cold-formed steel floor framing members shall comply with Figure 505.2(1) and with the dimensional and minimum thickness requirements specified in Tables 505.2(1) and 505.2(2). Tracks shall comply with Figure 505.2(2) and shall have a minimum flange width of 11/4 inches (32 mm). The maximum inside bend radius for members shall be the greater of 3/32 inch ( 2.4 mm) minus half the base steel thickness or 1.5 times the base steel thickness.

505.2.1 Material. Load-bearing cold-formed steel framing members shall be cold-formed to shape from structural quality sheet steel complying with the requirements of one of the following:

1. ASTM A 653: Grades 33 and 50 (Class 1 and 3).

2. ASTM A 792: Grades 33 and 50A.

3. ASTM A 1003: Structural Grades 33 Type H and 50 Type H.

505.2.2 Identification. Load-bearing cold-formed steel framing members shall have a legible label, stencil, stamp or embossment with the following information as a minimum:

1. Manufacturer's identification.

2. Minimum base steel thickness in inches (mm).

3. Minimum coating designation.

4. Minimum yield strength, in kips per square inch (ksi) (MPa).

505.2.3 Corrosion protection. Load-bearing cold-formed steel framing shall have a metallic coating complying with ASTM A 1003 and one of the following:

1. A minimum of G 60 in accordance with ASTM A 653.

2. A minimum of AZ 50 in accordance with ASTM A 792.


 image: oh/admin/2014/4101$8-5-01_ph_ff_n_ru_20120529_1331-4.jpg


 image: oh/admin/2014/4101$8-5-01_ph_ff_n_ru_20120529_1331-5.jpg

TABLE 505.2(1)

COLD-FORMED STEEL JOIST SIZES

MEMBER DESIGNATIONa WEB DEPTH (inches) MINIMUM FLANGE WIDTH (inches) MAXIMUM FLANGE WIDTH (inches) MINIMUM LIP SIZE (inches)
550S162-t 5.5 1.625 2 0.5
800S162-t 8 1.625 2 0.5
1000S162-t 10 1.625 2 0.5
1200S162-t 12 1.625 2 0.5

For SI: 1 inch = 25.4 mm, 1 mil = 0.0254 mm.

a. The member designation is defined by the first number representing the member depth in 0.01 inch, the letter "S" representing a stud or joist member, the second number representing the flange width in 0.01 inch, and the letter "t" shall be a number representing the minimum base metal thickness in mils [See Table 505.2(2) ].

TABLE 505.2(2)

MINIMUM THICKNESS OF COLD-FORMED STEEL MEMBERS

DESIGNATION THICKNESS (mils) MINIMUM BASE STEEL THICKNESS (inches)
33 0.0329
43 0.0428
54 0.0538
68 0.0677
97 0.0966

For SI: 1 inch = 25.4 mm, 1 mil = 0.0254 mm.

505.2.4 Fastening requirements. Screws for steel-to-steel connections shall be installed with a minimum edge distance and center-to-center spacing of 1/2 inch ( 12.7 mm), shall be self-drilling tapping, and shall conform to ASTM C 1513. Floor sheathing shall be attached to cold-formed steel joists with minimum No. 8 self-drilling tapping screws that conform to ASTM C 1513. Screws attaching floor-sheathing to cold-formed steel joists shall have a minimum head diameter of 0.292 inch ( 7.4 mm) with countersunk heads and shall be installed with a minimum edge distance of 3/8 inch ( 9.5 mm). Gypsum board ceilings shall be attached to cold-formed steel joists with minimum No. 6 screws conforming to ASTM C 954 or ASTM C 1513 with a bugle head style and shall be installed in accordance with Section 702. For all connections, screws shall extend through the steel a minimum of three exposed threads. All fasteners shall have rust inhibitive coating suitable for the installation in which they are being used, or be manufactured from material not susceptible to corrosion.

Where No. 8 screws are specified in a steel-to-steel connection, the required number of screws in the connection is permitted to be reduced in accordance with the reduction factors in Table 505.2.4 when larger screws are used or when one of the sheets of steel being connected is thicker than 33 mils ( 0.84 mm). When applying the reduction factor, the resulting number of screws shall be rounded up.

TABLE 505.2.4

SCREW SUBSTITUTION FACTOR

SCREW SIZE THINNEST CONNECTED STEEL SHEET (mils)
33 43
#8 1.0 0.67
#10 0.93 0.62
#12 0.86 0.56

For SI: 1 mil = 0.0254 mm.

505.2.5 Web holes, web hole reinforcing and web hole patching. Web holes, web hole reinforcing, and web hole patching shall be in accordance with this section.


 image: oh/admin/2014/4101$8-5-01_ph_ff_n_ru_20120529_1331-6.jpg

505.2.5.1 Web holes. Web holes in floor joists shall comply with all of the following conditions:

1. Holes shall conform to Figure 505.2.5.1;

2. Holes shall be permitted only along the centerline of the web of the framing member;

3. Holes shall have a center-to-center spacing of not less than 24 inches (610 mm);

4. Holes shall have a web hole width not greater than 0.5 times the member depth, or 21/2 inches ( 64.5 mm);

5. Holes shall have a web hole length not exceeding 41/2 inches (114 mm); and

6. Holes shall have a minimum distance between the edge of the bearing surface and the edge of the web hole of not less than 10 inches (254 mm).

Framing members with web holes not conforming to the above requirements shall be reinforced in accordance with Section 505.2.5.2, patched in accordance with Section 505.2.5.3 or designed in accordance with accepted engineering practices.

505.2.5.2 Web hole reinforcing. Reinforcement of web holes in floor joists not conforming to the requirements of Section 505.2.5.1 shall be permitted if the hole is located fully within the center 40 percent of the span and the depth and length of the hole does not exceed 65 percent of the flat width of the web. The reinforcing shall be a steel plate or C-shape section with a hole that does not exceed the web hole size limitations of Section 505.2.5.1 for the member being reinforced. The steel reinforcing shall be the same thickness as the receiving member and shall extend at least 1 inch ( 25.4 mm) beyond all edges of the hole. The steel reinforcing shall be fastened to the web of the receiving member with No.8 screws spaced no more than 1 inch ( 25.4 mm) center-to-center along the edges of the patch with minimum edge distance of 1/2 inch ( 12.7 mm).

505.2.5.3 Hole patching. Patching of web holes in floor joists not conforming to the requirements in Section 505.2.5.1 shall be permitted in accordance with either of the following methods:

1. Framing members shall be replaced or designed in accordance with accepted engineering practices where web holes exceed the following size limits:

1.1 The depth of the hole, measured across the web, exceeds 70 percent of the flat width of the web; or

1.2 The length of the hole measured along the web, exceeds 10 inches (254 mm) or the depth of the web, whichever is greater.

2. Web holes not exceeding the dimensional requirements in Section 505.2.5.3, Item 1, shall be patched with a solid steel plate, stud section, or track section in accordance with Figure 505.2.5.3. The steel patch shall, as a minimum, be of the same thickness as the receiving member and shall extend at least 1 inch (25 mm) beyond all edges of the hole. The steel patch shall be fastened to the web of the receiving member with No.8 screws spaced no more than 1 inch (25 mm) center-to-center along the edges of the patch with minimum edge distance of 1/2 inch (13 mm).


 image: oh/admin/2014/4101$8-5-01_ph_ff_n_ru_20120529_1331-7.jpg

505.3 Floor construction. Cold-formed steel floors shall be constructed in accordance with this section.

505.3.1 Floor to foundation or load-bearing wall connections. Cold-formed steel framed floors shall be anchored to foundations, wood sills or load-bearing walls in accordance with Table 505.3.1(1) and Figure 505.3.1(1), 505.3.1(2), 505.3.1(3), 505.3.1(4), 505.3.1(5) or 505.3.1(6). Anchor bolts shall be located not more than 12 inches (305 mm) from corners or the termination of bottom tracks. Continuous cold-formed steel joists supported by interior load-bearing walls shall be constructed in accordance with Figure 505.3.1(7). Lapped cold-formed steel joists shall be constructed in accordance with Figure 505.3.1(8). End floor joists constructed on foundation walls parallel to the joist span shall be doubled unless a C-shaped bearing stiffener, sized in accordance with Section 505.3.4, is installed web-to-web with the floor joist beneath each supported wall stud, as shown in Figure 505.3.1(9). Fastening of cold-formed steel joists to other framing members shall be in accordance with Section 505.2.4 and Table 505.3.1(2).

505.3.2 Minimum floor joist sizes. Floor joist size and thickness shall be determined in accordance with the limits set forth in Table 505.3.2(1) for single spans, and Tables 505.3.2(2) and 505.3.2(3) for multiple spans. When continuous joist members are used, the interior bearing supports shall be located within 2 feet (610 mm) of mid-span of the cold-formed steel joists, and the individual spans shall not exceed the spans in Table 505.3.2(2) or 505.3.2(3), as applicable. Floor joists shall have a bearing support length of not less than 11/2 inches (38 mm) for exterior wall supports and 31/2 inches (89 mm) for interior wall supports. Tracks shall be a minimum of 33 mils ( 0.84 mm) thick except when used as part of a floor header or trimmer in accordance with Section 505.3.8. Bearing stiffeners shall be installed in accordance with Section 505.3.4.

505.3.3 Joist bracing and blocking. Joist bracing and blocking shall be in accordance with this section.

505.3.3.1 Joist top flange bracing. The top flanges of cold-formed steel joists shall be laterally braced by the application of floor sheathing fastened to the joists in accordance with Section 505.2.4 and Table 505.3.1(2).

505.3.3.2 Joist bottom flange bracing/blocking. Floor joists with spans that exceed 12 feet (3658 mm) shall have the bottom flanges laterally braced in accordance with one of the following:

1. Gypsum board installed with minimum No. 6 screws in accordance with Section 702.

2. Continuous steel straps installed in accordance with Figure 505.3.3.2(1). Steel straps shall be spaced at a maximum of 12 feet (3658 mm) on center and shall be at least 11/2 inches (38 mm) in width and 33 mils ( 0.84 mm) in thickness. Straps shall be fastened to the bottom flange of each joist with one No. 8 screw, fastened to blocking with two No. 8 screws, and fastened at each end (of strap) with two No. 8 screws. Blocking in accordance with Figure 505.3.3.2(1) or Figure 505.3.3.2(2) shall be installed between joists at each end of the continuous strapping and at a maximum spacing of 12 feet (3658 mm) measured along the continuous strapping (perpendicular to the joist run). Blocking shall also be located at the termination of all straps. As an alternative to blocking at the ends, anchoring the strap to a stable building component with two No. 8 screws shall be permitted.

TABLE 505.3.1(1)

FLOOR TO FOUNDATION OR BEARING WALL CONNECTION REQUIREMENTSa, b

FRAMING CONDITION BASIC WIND SPEED (mph) AND EXPOSURE
85 mph Exposure C or less than 110 mph Exposure B Less than 110 mph Exposure C
Floor joist to wall track of exterior wall per Figure 505.3.1(1) Rim track or end joist to load-bearing wall top track per Figure 505.3.1(1) 2-No. 8 screws 1-No. 8 screw at 24 inches o.c. 3-No. 8 screws 1-No. 8 screw at 24 inches o.c.
Rim track or end joist to wood sill per Figure 505.3.1(2) Steel plate spaced at 4 feet o.c. with 4-No. 8 screws and 4-10d or 6-8d common nails Steel plate spaced at 2 feet o.c. with 4-No. 8 screws and 4-10d or 6-8d common nails
Rim track or end joist to foundation per Figure 505.3.1(3) 1/2 inch minimum diameter anchor bolt and clip angle spaced at 6 feet o.c. with 8-No. 8 screws 1/2 inch minimum diameter anchor bolt and clip angle spaced at 4 feet o.c. with 8-No. 8 screws
Cantilevered joist to foundation per Figure R505.3.1(4) 1/2 inch minimum diameter anchor bolt and clip angle spaced at 6 feet o.c. with 8-No. 8 screws 1/2 inch minimum diameter anchor bolt and clip angle spaced at 4 feet o.c. with 8-No. 8 screws
Cantilevered joist to wood sill per Figure 505.3.1(5) Steel plate spaced at 4 feet o.c. with 4-No. 8 screws and 4-10d or 6-8d common nails Steel plate spaced at 2 feet o.c. with 4-No. 8 screws and 4-10d or 6-8d common nails
Cantilevered joist to exterior load-bearing wall track per Figure 505.3.1(6) 2-No. 8 screws 3-No. 8 screws

For SI: 1 inch = 25.4 mm, 1 pound per square foot = 0.0479 kPa, 1 mile per hour = 0.447 m/s, 1 foot = 304.8 mm.

a. Anchor bolts are to be located not more than 12 inches from corners or the termination of bottom tracks (e.g., at door openings or corners). Bolts extend a minimum of 15 inches into masonry or 7 inches into concrete. Anchor bolts connecting cold-formed steel framing to the foundation structure are to be installed so that the distance from the center of the bolt hole to the edge of the connected member is not less than one and one-half bolt diameters.

b. All screw sizes shown are minimum.


 image: oh/admin/2014/4101$8-5-01_ph_ff_n_ru_20120529_1331-8.jpg


 image: oh/admin/2014/4101$8-5-01_ph_ff_n_ru_20120529_1331-9.jpg

TABLE 505.3.1(2)

FLOOR FASTENING SCHEDULEa

DESCRIPTION OF BUILDING ELEMENTS NUMBER AND SIZE OF FASTENERS SPACING OF FASTENERS
Floor joist to track of an interior load-bearing wall per Figures 505.3.1(7) and 505.3.1(8) 2 No. 8 screws Each joist
Floor joist to track at end of joist 2 No. 8 screws One per flange or two per bearing stiffener
Subfloor to floor joists No. 8 screws 6 in. o.c. on edges and 12 in. o.c. at intermediate supports

For SI: 1 inch = 25.4 mm.

a. All screw sizes shown are minimum.


 image: oh/admin/2014/4101$8-5-01_ph_ff_n_ru_20120529_1331-10.jpg


 image: oh/admin/2014/4101$8-5-01_ph_ff_n_ru_20120529_1331-11.jpg


 image: oh/admin/2014/4101$8-5-01_ph_ff_n_ru_20120529_1331-12.jpg


 image: oh/admin/2014/4101$8-5-01_ph_ff_n_ru_20120529_1331-13.jpg


 image: oh/admin/2014/4101$8-5-01_ph_ff_n_ru_20120529_1331-14.jpg


 image: oh/admin/2014/4101$8-5-01_ph_ff_n_ru_20120529_1331-15.png


 image: oh/admin/2014/4101$8-5-01_ph_ff_n_ru_20120529_1331-16.png

TABLE 505.3.2(1)

ALLOWABLE SPANS FOR COLD-FORMED STEEL JOISTS-SINGLE SPANSa,b,c,d 33 ksi STEEL

JOIST DESIGNATION 30 PSF LIVE LOAD 40 PSF LIVE LOAD
Spacing (inches) Spacing (inches)
12 16 19.2 24 12 16 19.2 24
550S162-33 11'-7" 10'-7" 9'-6" 8'-6" 10'-7" 9'-3" 8'-6" 7'-6"
550S162-43 12'-8" 11-6" 10'-10" 10'-2" 11-6" 10'-5" 9'-10" 9'-1"
550S162-54 13'-7" 12'-4" 11-7" 10'-9" 12-4" 11'-2" 10'-6" 9'-9"
550S162-68 14'-7" 13'-3" 12-6" 11'-7" 13-3" 12'-0" 11'-4" 10'-6"
550S162-97 16'-2" 14'-9" 13'-10" 12'-10" 14'-9" 13'-4" 12'-7" 11'-8"
800S162-33 15'-8" 13'-11" 12'-9" 11'-5" 14'-3" 12'-5" 11'-3" 9'-0"
800S162-43 17'-1" 15'-6" 14'-7" 13'-7" 15'-6" 14'-1" 13'-3" 12'-4"
800S162-54 18'-4" 16'-8" 15'-8" 14'-7" 16'-8" 15'-2" 14'-3" 13'-3"
800S162-68 19'-9" 17'-11" 16'-10" 15'-8" 17'-11" 16'-3" 15'-4" 14'-2"
800S162-97 22'-0" 20'-0" 16'-10" 17-5" 20'-0" 18'-2" 17'-1" 15'-10"
1000S162-43 20'-6" 18'-8" 17'-6" 15'-8" 18'-8" 16'-11" 15'-6" 13'-11"
1000S162-54 22'-1" 20'-0" 18'-10" 17'-6" 20'-0" 18'-2" 17'-2" 15'-11"
1000S162-68 23'- 9" 21-7" 20'-3" 18-10" 21'-7" 19'-7" 18'-5" 17'-1"
1000S162-97 26'-6" 24'-1" 22-8" 21-0" 24'-1" 21-10" 20'-7" 19'-1"
1200S162-43 23'-9" 20'-10" 19'-0" 16'-8" 21'-5" 18'-6" 16'-6" 13'-2"
1200S162-54 25'-9" 23'-4" 22-0" 20'-1" 23'-4" 21'-3" 20'-0" 17'-10"
1200S162-68 27'-8" 25'-1" 23-8" 21'-11" 25'-1" 22'-10" 21'-6" 21-1"
1200S162-97 30'-11" 28-1" 26'-5" 24'-6" 28'-1" 25'-6" 24'-0" 22'-3"

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa.

a. Deflection criteria: L/480 for live loads, L/240 for total loads.

b. Floor dead load = 10 psf.

c. Table provides the maximum clear span in feet and inches.

d. Bearing stiffeners are to be installed at all support points and concentrated loads.


 image: oh/admin/2014/4101$8-5-01_ph_ff_n_ru_20120529_1331-17.jpg

TABLE 505.3.2(2)

ALLOWABLE SPANS FOR COLD-FORMED STEEL JOISTS-MULTIPLE SPANSa, b, c, d, e, f 33 ksi STEEL

JOIST DESIGNATION 30 PSF LIVE LOAD 40 PSF LIVE LOAD
Spacing (inches) Spacing (inches)
12 16 19.2 24 12 16 19.2 24
550S162-33 12'-1" 10'-5" 9'-6" 8'-6" 10'-9" 9'-3" 8'-6" 7'-6"
550S162-43 14'-5" 12'-5" 11'-4" 10'-2" 12'-9" 11'-11" 10'-1" 9'-0"
550S162-54 16'-3" 14'-1" 12'-10" 11'-6" 14'-5" 12'-6" 11'-5" 10'-2"
550S162-68 19'-7" 17'-9" 16'-9" 15'-6" 17'-9" 16'-2" 15'-2" 14'-1"
550S162-97 21-9" 19'-9" 18'-7" 17'-3" 19'-9" 17'-11" 16'-10" 15'-4"
800S162-33 14'-8" 11-10" 10'-4" 8'-8" 12'-4" 9'-11" 8'-7" 7'-2"
800S162-43 20'-0" 17'-4" 15'-9" 14'-1" 17'-9" 15'-4" 14'-0" 12'-0"
800S162-54 23'-7" 20'-5" 18'-8" 16'-8" 21-0" 18'-2" 16'-7" 14'-10"
800S162-68 26'-5" 23'-1" 21-0" 18'-10" 23'-8" 20'-6" 18'-8" 16'-9"
800S162-97 29'-6" 26-10" 25'-3" 22'-8" 26'-10" 24'-4" 22'-6" 20'-2"
1000S162-43 22'-2" 18'-3" 16'-0" 13'-7" 18'-11" 15'-5" 13'-6" 11'-5"
1000S162-54 26'-2" 22'-8" 20'-8" 18'-6" 23'-3" 20'-2" 18'-5" 16'-5"
1000S162-68 31'- 5" 27'-2" 24'-10" 22'-2" 27'-11" 24'-2" 22'-1" 19'-9"
1000S162-97 35'-6" 32'-3" 29'-11" 26'-9" 32'-3" 29'-2" 26'-7" 23'-9"
1200S162-43 21-8" 17'-6" 15'-3" 12'-10" 18'-3" 14'-8" 12'-8" 10'-6"
1200S162-54 28'-5" 24'-8" 22'-6" 19'-6" 25'-3" 21'-11" 19'-4" 16'-6"
1200S162-68 33'-7" 29'-1" 26'-6" 23'-9" 29'-10" 25'-10" 23'-7" 21'-1"
1200S162-97 41'-5" 37'-8" 34'-6" 30'-10" 37'-8" 33'-6" 30'-7" 27'-5"

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa.

a. Deflection criteria: L/480 for live loads, L/240 for total loads.

b. Floor dead load = 10 psf.

c. Table provides the maximum clear span in feet and inches to either side of the interior support.

d. Interior bearing supports for multiple span joists consist of structural (bearing) walls or beams.

e. Bearing stiffeners are to be installed at all support points and concentrated loads.

f. Interior supports shall be located within 2 feet of mid-span provided that each of the resulting spans does not exceed the appropriate maximum span shown in the table above.


 image: oh/admin/2014/4101$8-5-01_ph_ff_n_ru_20120529_1331-18.jpg

TABLE 505.3.2(3)

ALLOWABLE SPANS FOR COLD-FORMED STEEL JOISTS-MULTIPLE SPANSa, b, c, d, e, f 50 ksi steel

JOIST DESIGNATION 30 PSF LIVE LOAD 40 PSF LIVE LOAD
Spacing (inches) Spacing (inches)
12 16 19.2 24 12 16 19.2 24
550S162-33 13'-11" 12'-0" 11'-0" 9'-3" 12'-3" 10'-8" 9'-7" 8'-4"
550S162-43 16'-3" 14'-1" 12'-10" 11'-6" 14'-6" 12-6" 11-5" 10'-3"
550S162-54 18'-2" 16'-6" 15'-4" 13'-8" 16'-6" 14'-11" 13-7" 12'-2"
550S162-68 19'-6" 17'-9" 16'-8" 15'-6" 17'-9" 16'-1" 15-2" 14'-0"
550S162-97 21-9" 19'-9" 18'-6" 17'-2" 19'-8" 17'-10" 16'-8" 15'-8"
800S162-33 15'-6" 12'-6" 10'-10" 9'-1" 13'-0" 10'-5" 8'-11" 6'-9"
800S162-43 22'-0" 19'-1" 17-5" 15'-0" 19'-7" 16'-11" 14'-10" 12'-8"
800S162-54 24'-6" 22'-4" 20'-6" 17-11" 22'-5" 19'-9" 17'-11" 15'-10"
800S162-68 26'-6" 24'-1" 22'-8" 21-0" 24'-1" 21-10" 20'-7" 19'-2"
800S162-97 29'-9" 26'-8" 25'-2" 23'-5" 26'-8" 24'-3" 22'-11" 21'-4"
1000S162-43 23'-6" 19'-2" 16'-9" 14'-2" 19'-11" 16'-2" 14'-0" 11'-9"
1000S162-54 28'-2" 23'-10" 21'-7" 18'-11" 24'-8" 20'-11" 18'-9" 18'-4"
1000S162-68 31'- 10" 28'-11" 27'-2" 25'-3" 28'-11" 26'-3" 24'-9" 22'-9"
1000S162-97 35'-4" 32'-1" 30'-3" 28'-1" 32'-1" 29'-2" 27'-6" 25'-6"
1200S162-43 22'-11" 18'-5" 16'-0" 13'-4" 19'-2" 15'-4" 13'-2" 10'-6"
1200S162-54 32'-8" 28'-1" 24'-9" 21'-2" 29'-0" 23'-10" 20'-11" 17'-9"
1200S162-68 37'-1" 32'-5" 29'-4" 25'-10" 33'-4" 28'-6" 25'-9" 22'-7"
1200S162-97 41'-2" 37'-6" 35'-3" 32'-9" 37'-6" 34'-1" 32'-1" 29'-9"

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa.

a. Deflection criteria: L/480 for live loads, L/240 for total loads.

b. Floor dead load = 10 psf.

c. Table provides the maximum clear span in feet and inches to either side of the interior support.

d. Interior bearing supports for multiple span joists consist of structural (bearing) walls or beams.

e. Bearing stiffeners are to be installed at all support points and concentrated loads.

f. Interior supports shall be located within 2 feet of mid-span provided that each of the resulting spans does not exceed the appropriate maximum span shown in the table above.

505.3.3.3 Blocking at interior bearing supports. Blocking is not required for continuous back-to-back floor joists at bearing supports. Blocking shall be installed between every other joist for single continuous floor joists across bearing supports in accordance with Figure 505.3.1(7). Blocking shall consist of C-shape or track section with a minimum thickness of 33 mils ( 0.84 mm). Blocking shall be fastened to each adjacent joist through a 33-mil ( 0.84 mm) clip angle, bent web of blocking or flanges of web stiffeners with two No. 8 screws on each side. The minimum depth of the blocking shall be equal to the depth of the joist minus 2 inches (51 mm). The minimum length of the angle shall be equal to the depth of the joist minus 2 inches (51 mm).

505.3.3.4 Blocking at cantilevers. Blocking shall be installed between every other joist over cantilever bearing supports in accordance with Figure 505.3.1(4), 505.3.1(5) or 505.3.1(6). Blocking shall consist of C-shape or track section with minimum thickness of 33 mils ( 0.84 mm). Blocking shall be fastened to each adjacent joist through bent web of blocking, 33 mil clip angle or flange of web stiffener with two No.8 screws at each end. The depth of the blocking shall be equal to the depth of the joist. The minimum length of the angle shall be equal to the depth of the joist minus 2 inches (51 mm). Blocking shall be fastened through the floor sheathing and to the support with three No.8 screws (top and bottom).

505.3.4 Bearing stiffeners. Bearing stiffeners shall be installed at each joist bearing location in accordance with this section, except for joists lapped over an interior support not carrying a load-bearing wall above. Floor joists supporting jamb studs with multiple members shall have two bearing stiffeners in accordance with Figure 505.3.4(1). Bearing stiffeners shall be fabricated from a C-shaped, track or clip angle member in accordance with the one of following:

1. C-shaped bearing stiffeners:

1.1 Where the joist is not carrying a load-bearing wall above, the bearing stiffener shall be a minimum 33 mil ( 0.84 mm) thickness.

1.2 Where the joist is carrying a load-bearing wall above, the bearing stiffener shall be at least the same designation thickness as the wall stud above.

2. Track bearing stiffeners:

2.1 Where the joist is not carrying a load-bearing wall above, the bearing stiffener shall be a minimum 43 mil ( 1.09 mm) thickness.

2.2 Where the joist is carrying a load-bearing wall above, the bearing stiffener shall be at least one designation thickness greater than the wall stud above.

3. Clip angle bearing stiffeners: Where the clip angle bearing stiffener is fastened to both the web of the member it is stiffening and an adjacent rim track using the fastener pattern shown in Figure 505.3.4(2), the bearing stiffener shall be a minimum 2-inch by 2-inch (51 mm by 51 mm) angle sized in accordance with Tables 505.3.4(1), 505.3.4(2), 505.3.4(3), and 505.3.4(4).

The minimum length of a bearing stiffener shall be the depth of member being stiffened minus 3/8 inch ( 9.5 mm). Each bearing stiffener shall be fastened to the web of the member it is stiffening as shown in Figure 505.3.4(2). Each clip angle bearing stiffener shall also be fastened to the web of the adjacent rim track using the fastener pattern shown in Figure 505.3.4(2). No. 8 screws shall be used for C-shaped and track members of any thickness and for clip angle members with a designation thickness less than or equal to 54. No. 10 screws shall be used for clip angle members with a designation thickness greater than 54.


 image: oh/admin/2014/4101$8-5-01_ph_ff_n_ru_20120529_1331-19.png

TABLE 505.3.4(1)

CLIP ANGLE BEARING STIFFENERS

(20 psf equivalent snow load)

JOIST DESIGNATION MINIMUM THICKNESS (mils) OF 2-INCH 2-INCH (51 mm 51 mm) CLIP ANGLE
Top floor Bottom floor in 2 story Middle floor in 3 story Bottom floor in 3 story
Joist spacing (inches) Joist spacing (inches) Joist spacing (inches)
12 16 19.2 24 12 16 19.2 24 12 16 19.2 24
800S162-33 43 43 43 43 43 54 68 68 68 97 97 -
800S162-43 43 43 43 43 54 54 68 68 97 97 97 97
800S162-54 43 43 43 43 43 54 68 68 68 97 97 -
800S162-68 43 43 43 43 43 43 54 68 54 97 97 -
800S162-97 43 43 43 43 43 43 43 43 43 43 54 97
1000S162-43 43 43 43 43 54 68 97 97 97 - - -
1000S162-54 43 43 43 43 54 68 68 97 97 97 - -
1000S162-68 43 43 43 43 54 68 97 97 97 - - -
1000S162-97 43 43 43 43 43 43 43 54 43 68 97 -
1200S162-43 43 54 54 54 97 97 97 97 - - - -
1200S162-54 54 54 54 54 97 97 97 97 - - - -
1200S162-68 43 43 54 54 68 97 97 97 - - - -
1200S162-97 43 43 43 43 43 54 68 97 97 - - -

For SI: 1 mil = 0.254 mm, 1 inch = 25.4 mm, 1 pound per square foot = 0.0479 kPa.

TABLE 505.3.4(2)

CLIP ANGLE BEARING STIFFENERS

(30 psf equivalent snow load)

JOIST DESIGNATION MINIMUM THICKNESS (mils) OF 2-INCH 2 INCH (51 mm 51 mm) CLIP ANGLE
Top floor Bottom floor in 2 story Middle floor in 3 story Bottom floor in 3 story
Joist spacing (inches) Joist spacing (inches) Joist spacing (inches)
12 16 19.2 24 12 16 19.2 24 12 16 19.2 24
800S162-33 43 43 43 43 54 68 68 97 97 97 97 -
800S162-43 43 43 43 54 68 68 68 97 97 97 97 -
800S162-54 43 43 43 43 54 68 68 97 97 97 - -
800S162-68 43 43 43 43 43 54 68 97 68 97 97 -
800S162-97 43 43 43 43 43 43 43 43 43 43 68 97
1000S162-43 54 54 54 54 68 97 97 97 97 - - -
1000S162-54 54 54 54 54 68 97 97 97 97 - - -
1000S162-68 43 43 54 68 68 97 97 - 97 - - -
1000S162-97 43 43 43 43 43 43 54 68 54 97 - -
1200S162-43 54 68 68 68 97 97 97 - - - - -
1200S162-54 68 68 68 68 97 97 - - - - - -
1200S162-68 68 68 68 68 97 97 97 - - - - -
1200S162-97 43 43 43 43 54 68 97 - 97 - - -

For SI: 1 mil = 0.0254 mm, 1 inch = 25.4 mm, 1pound per square foot = 0.0479 kPa.


 image: oh/admin/2014/4101$8-5-01_ph_ff_n_ru_20120529_1331-20.jpg

TABLE 505.3.4(3)

CLIP ANGLE BEARING STIFFENERS

(50 psf equivalent snow load)

JOIST DESIGNATION MINIMUM THICKNESS (mils) OF 2-INCH 2-INCH (51 mm 51 mm) CLIP ANGLE
Top floor Bottom floor in 2 story Middle floor in 3 story Bottom floor in 3 story
Joist spacing (inches) Joist spacing (inches) Joist spacing (inches)
12 16 19.2 24 12 16 19.2 24 12 16 19.2 24
800S162-33 54 54 54 54 68 97 97 97 97 - - -
800S162-43 68 68 68 68 97 97 97 97 - - - -
800S162-54 54 68 68 68 97 97 97 97 - - - -
800S162-68 43 43 54 54 68 97 97 97 97 - - -
800S162-97 43 43 43 43 43 43 43 54 54 68 97 -
1000S162-43 97 68 68 68 97 97 97 97 - - - -
1000S162-54 97 97 68 68 97 97 97 - - - - -
1000S162-68 68 97 97 97 97 - - - - - - -
1000S162-97 43 43 43 43 54 68 97 97 - - - -
1200S162-43 97 97 97 97 - - - - - - - -
1200S162-54 - 97 97 97 - - - - - - - -
1200S162-68 97 97 97 97 - - - - - - - -
1200S162-97 54 68 68 97 97 - - - - - - -

For SI: 1 mil = 0.0254 mm, 1 inch = 25.4 mm, 1 pound per square foot = 0.0479 kPa.

TABLE 505.3.4(4)

CLIP ANGLE BEARING STIFFENERS

(70 psf equivalent snow load)

JOIST DESIGNATION MINIMUM THICKNESS (mils) OF 2-INCH 2-INCH (51 mm 51 mm) CLIP ANGLE
Top floor Bottom floor in 2 story Middle floor in 3 story Bottom floor in 3 story
Joist spacing (inches) Joist spacing (inches) Joist spacing (inches)
12 16 19.2 24 12 16 19.2 24 12 16 19.2 24
800S162-33 68 68 68 68 97 97 97 97 - - - -
800S162-43 97 97 97 97 97 97 97 - - - - -
800S162-54 97 97 97 97 97 - - - - - - -
800S162-68 68 68 68 97 97 97 97 - - - - -
800S162-97 43 43 43 43 43 54 68 97 97 97 - -
1000S162-43 97 97 97 97 - - - - - - - -
1000S162-54 - 97 97 97 - - - - - - - -
1000S162-68 97 97 - - - - - - - - - -
1000S162-97 68 68 68 68 97 97 - - - - - -
1200S162-43 97 97 97 97 - - - - - - - -
1200S162-54 - - - - - - - - - - - -
1200S162-68 - - - - - - - - - - - -
1200S162-97 97 97 97 - - - - - - - - -

For SI: 1 mil 0.0254 mm, 1 inch = 25.4 mm, 1 pound per square foot = 0.0479 kPa.

505.3.5 Cutting and notching. Flanges and lips of load-bearing cold-formed steel floor framing members shall not be cut or notched.

505.3.6 Floor cantilevers. Floor cantilevers for the top floor of a two-or three-story building or the first floor of a one-story building shall not exceed 24 inches (610 mm). Cantilevers, not exceeding 24 inches (610 mm) and supporting two stories and roof (i.e., first floor of a two-story building), shall also be permitted provided that all cantilevered joists are doubled (nested or back-to-back). The doubled cantilevered joists shall extend a minimum of 6 feet (1829 mm) toward the inside and shall be fastened with a minimum of two No.8 screws spaced at 24 inches (610 mm) on center through the webs (for back-to-back) or flanges (for nested joists).

505.3.7 Splicing. Joists and other structural members shall not be spliced. Splicing of tracks shall conform to Figure 505.3.7.

505.3.8 Framing of floor openings. Openings in floors shall be framed with header and trimmer joists. Header joist spans shall not exceed 6 feet (1829 mm) or 8 feet (2438 mm) in length in accordance with Figure 505.3.8(1) or 505.3.8(2), respectively. Header and trimmer joists shall be fabricated from joist and track members, having a minimum size and thickness at least equivalent to the adjacent floor joists and shall be installed in accordance with Figures 505.3.8(1), 505.3.8(2), 505.3.8(3), and 505.3.8(4). Each header joist shall be connected to trimmer joists with four 2-inch-by-2-inch (51mm by 51 mm) clip angles. Each clip angle shall be fastened to both the header and trimmer joists with four No. 8 screws, evenly spaced, through each leg of the clip angle. The clip angles shall have a thickness not less than that of the floor joist. Each track section for a built-up header or trimmer joist shall extend the full length of the joist (continuous).


 image: oh/admin/2014/4101$8-5-01_ph_ff_n_ru_20120529_1331-21.jpg


 image: oh/admin/2014/4101$8-5-01_ph_ff_n_ru_20120529_1331-22.jpg


 image: oh/admin/2014/4101$8-5-01_ph_ff_n_ru_20120529_1331-23.jpg


 image: oh/admin/2014/4101$8-5-01_ph_ff_n_ru_20120529_1331-24.jpg


 image: oh/admin/2014/4101$8-5-01_ph_ff_n_ru_20120529_1331-25.jpg

SECTION 506

CONCRETE FLOORS (ON GROUND)

506.1 General. Concrete slab-on-ground floors shall be a minimum 3.5 inches (89 mm) thick (for expansive soils, see Section 403.1.8). The specified compressive strength of concrete shall be as set forth in Section 402.2.

506.2 Site preparation. The area within the foundation walls shall have all vegetation, top soil and foreign material removed.

506.2.1 Fill. Fill material shall be free of vegetation and foreign material. The fill shall be compacted to assure uniform support of the slab, and except where approved, the fill depths shall not exceed 24 inches (610 mm) for clean sand or gravel and 8 inches (203 mm) for earth.

Exception: Fills constructed of controlled low-strength material (CLSM) need not be compacted.

506.2.2 Base. A 4-inch-thick (102 mm) base course consisting of clean graded sand, gravel, crushed stone or crushed blast-furnace slag passing a 2-inch (51 mm) sieve shall be placed on the prepared subgrade when the slab is below grade.

Exception: A base course is not required when the concrete slab is installed on well-drained or sand-gravel mixture soils classified as Group I according to the United Soil Classification System in accordance with Table 405.1.

506.2.3 Vapor retarder. A 6 mil ( 0.006 inch; 152 µm) polyethylene or approved vapor retarder with joints lapped not less than 6 inches (152 mm) shall be placed between the concrete floor slab and the base course or the prepared subgrade where no base course exists.

Exception: The vapor retarder may be omitted:

1. From garages, utility buildings and other unheated accessory structures.

2. For unheated storage rooms having an area of less than 70 square feet ( 6.5 m2) and carports.

3. From driveways, walks, patios and other flatwork not likely to be enclosed and heated at a later date.

4. Where approved by the building official, based on local site conditions.

506.2.4 Reinforcement support. Where provided in slabs on ground, reinforcement shall be supported to remain in place from the center to upper one third of the slab for the duration of the concrete placement.

Replaces: 4101:8-5- 02.5,4101:8-5- 06.1

Effective: 01/01/2013
R.C. 119.032 review dates: 01/01/2018
Promulgated Under: 119.03
Statutory Authority: 3781.10(A)
Rule Amplifies: 3781.01 , 3781.06 , 3781.10 , 3781.11 , 3791.04 , 4740.14
Prior Effective Dates: 5/27/06