ROOF-CEILING CONSTRUCTION

CHAPTER 8 ROOF-CEILING CONSTRUCTION SECTION R801 GENERAL R801.1 Application. The provisions of this chapter shall control the design and construction of the roof-ceiling system for all buildings (see Section R01.2.1.1). Exception: Buildings and structures located within the High-Velocity Hurricane Zone shall comply with the provisions of Chapter 44. R801.2 Requirements. Roof and ceiling construction shall be capable of accommodating all loads imposed according to Section R01 and of transmitting the resulting loads to the supporting structural elements. R801. Roof drainage. In areas where expansive or collapsible soils are known to exist, all dwellings shall have a controlled method of water disposal from roofs that will collect and discharge roof drainage to the ground surface at least 5 feet (1524 mm) from foundation walls or to an approved drainage system. SECTION R802 WOOD ROOF FRAMING R802.1 General Requirements. Roof and ceiling framing of wood construction shall be designed and constructed in accordance with the provisions of this section. R802.1.1 Identification. Load-bearing dimension lumber for rafters, trusses and ceiling joists 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 a lumber grading or inspection agency meeting the requirements of this section shall be accepted. R802.1.2 Blocking. Blocking shall be a minimum of utility grade lumber. R802.1. End-jointed lumber. Approved end-jointed lumber identified by a grade mark conforming to Section R802.1.1 may be used interchangeably with solid-sawn members of the same species and grade. R802.1.4 Fire-retardant-treated wood. Fire-retardanttreated wood (FRTW) is any wood product which, when impregnated with chemicals by a pressure process or other means during manufacture, shall have, when tested in accordance with ASTM E 84, a listed flame spread index of 25 or less and shows no evidence of significant progressive combustion when the test is continued for an additional 20-minute period. In addition, the flame front shall not progress more than 10.5 feet (200 mm) beyond the center line of the burners at any time during the test. R802.1.4.1 Labeling. Fire-retardant-treated lumber and wood structural panels shall be labeled. The label shall contain: 1. The identification mark of an approved agency in accordance with Section 170.5 of the Florida Building Code, Building. 2. Identification of the treating manufacturer.. The name of the fire-retardant treatment. 4. The species of wood treated. 5. Flame spread and smoke-developed rating. 6. Method of drying after treatment. 7. Conformance to appropriate standards in accordance with Sections R802.1.4.2 through R802.1.4.5. 8. For FRTW exposed to weather, or a damp or wet location, the words No increase in the listed classification when subjected to the Standard Rain Test (ASTM D 2898). R802.1.4.2 Strength adjustments. Design values for untreated lumber and wood structural panels as specified in Section R802.1 shall be adjusted for fire-retardanttreated wood. Adjustments to design values shall be based upon an approved method of investigation which takes into consideration the effects of the anticipated temperature and humidity to which the fire-retardant-treated wood will be subjected, the type of treatment and redrying procedures. R802.1.4.2.1 Wood structural panels. The effect of treatment and the method of redrying after treatment, and exposure to high temperatures and high humidities on the flexure properties of fire-retardant-treated softwood plywood shall be determined in accordance with ASTM D 5516. The test data developed by ASTM D 5516 shall be used to develop adjustment factors, maximum loads and spans, or both for untreated plywood design values in accordance with ASTM D 605. Each manufacturer shall publish the allowable maximum loads and spans for service as floor and roof sheathing for their treatment. R802.1.4.2.2 Lumber. For each species of wood treated, the effect of the treatment and the method of redrying after treatment and exposure to high temperatures and high humidities on the allowable design properties of fire-retardant-treated lumber shall be determined in accordance with ASTM D 5664. The test data developed by ASTM D 5664 shall be used to develop modification factors for use at or near room temperature and at elevated temperatures and humidity in accordance with ASTM D 6841. Each manufacturer shall publish the modification factors for service at temperatures of not less than 80 F (27 C) and for roof framing. The roof framing modification factors shall take into consideration the climatological location. 2007 FLORIDA BUILDING CODE RESIDENTIAL 8.1

R802.1.4. Exposure to weather. Where fire-retardant-treated wood is exposed to weather or damp or wet locations, it shall be identified as Exterior to indicate there is no increase in the listed flame spread index as defined in Section R802.1. when subjected to ASTM D 2898. R802.1.4.4 Interior applications. Interior fire-retardant-treated wood shall have a moisture content of not over 28 percent when tested in accordance with ASTM D 201 procedures at 92 percent relative humidity. Interior fire-retardant-treated wood shall be tested in accordance with Section R802.1.4.2.1 or R802.1.4.2.2. Interior fire-retardant-treated wood designated as Type A shall be tested in accordance with the provisions of this section. R802.1.4.5 Moisture content. Fire-retardant-treated wood shall be dried to a moisture content of 19 percent or less for lumber and 15 percent or less for wood structural panels before use. For wood kiln dried after treatment (KDAT) the kiln temperatures shall not exceed those used in kiln drying the lumber and plywood submitted for the tests described in Section R802.1.4.2.1 for plywood and R802.1.4.2.2 for lumber. R802.1.5 Structural glued laminated timbers. Glued laminated timbers shall be manufactured and identified as required in AITC A190.1 and ASTM D 77. R802.1.6 Wood trusses. R802.1.6.1 Truss design drawings. Truss design drawings, prepared in conformance with Section R802.1.6.1, shall be provided to the building official and approved prior to installation. Truss design drawings shall include, at a minimum, the information specified below. Truss design drawing shall be provided with the shipment of trusses delivered to the jobsite. 1. Design wind speed and exposure category. 2. Slope or depth, span and spacing.. Location of all joints. 4. Required bearing widths. 5. Design loads as applicable. 5.1 Top chord live load (as determined from Section R01.6). 5.2 Top chord dead load. 5. Bottom chord live load. 5.4 Bottom chord dead load. 5.5 Concentrated loads and their points of application. 5.6 Controlling wind load. 6. Adjustments to lumber and joint connector design values for conditions of use. 7. Each reaction force and direction. 8. 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. 9. Lumber size, species and grade for each member. 10. Connection requirements for: 10.1 Truss to truss girder. 10.2 Truss ply to ply. 10. Field splices. 11. Calculated deflection ratio and/or maximum description for live and total load. 12. 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 design drawing or on supplemental documents. 1. Required permanent truss member bracing location. R802.1.6.2 Design. Wood trusses shall be designed in accordance with accepted 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 where required by Florida Statutes. R802.1.6. 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 TPI/WTCA BCSI. R802.1.6.4 Alterations to trusses. Truss members shall not be cut, notched, drilled, 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) that exceeds the design load for the truss shall not be permitted without verification that the truss is capable of supporting such additional loading. R802.1.6.5 Truss to wall connection. Trusses shall be connected to wall plates by the use of approved connectors having a resistance to design uplift, lateral and shear forces. Trusses shall be installed in accordance with the manufacturer s design and specifications. For roof assemblies subject to wind uplift pressures of 20 pounds per square foot (0.958 kn/m 2 ) or greater, as established in Table R01.2(2), adjusted for height and exposure per Table R01.2(), see Section R802.2.9. R802.1.7 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 957. 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 a lum- 8.2 2007 FLORIDA BUILDING CODE RESIDENTIAL

ber-grading or inspection agency meeting the requirements of this section shall be permitted to be accepted. R802.2 Design and construction where wind speed is less than 100 mph. The framing details required in Section R802 apply to roofs having a minimum slope of three units vertical in 12 units horizontal (25-percent slope) or greater. Roof-ceilings of conventional light-frame wood construction shall be designed and constructed in accordance with the provisions of this section. Alternately, roof-ceilings may be designed and constructed in accordance with AF&PA NDS or AF&PA WFCM. Components of roof-ceilings shall be fastened in accordance with Table R602.2(1). R802.2.1 Framing details. Rafters shall be framed to ridge board or to each other with a gusset plate as a tie. Ridge board shall be at least 1-inch (25 mm) nominal thickness and not less in depth than the cut end of the rafter. At all valleys and hips there shall be a valley or hip rafter not less than 2-inch (51 mm) nominal thickness and not less in depth than the cut end of the rafter. Hip and valley rafters shall be supported at the ridge by a brace to a bearing partition or be designed to carry and distribute the specific load at that point. Where the roof pitch is less than three units vertical in 12 units horizontal (25-percent slope), structural members that support rafters and ceiling joists, such as ridge beams, hips and valleys, shall be designed as beams. R802.2.1.1 Ceiling joist and rafter connections. Ceiling joists and rafters shall be nailed to each other in accordance with Tables R602.2(1) and R802.2.(9) and the assembly shall be nailed to the top wall plate in accordance with Table R602.2(1). Ceiling joists shall be continuous or securely joined where they meet over interior partitions and nailed to adjacent rafters to provide a continuous tie across the building when such joists are parallel to the rafters. Where ceiling joists are not connected to the rafters at the top wall plate, joists connected higher in the attic shall be installed as rafter ties, or rafter ties shall be installed to provide a continuous tie. Where ceiling joists are not parallel to rafters, rafter ties shall be installed. Rafter ties shall be a minimum of 2-inch by 4-inch (51 mm by 102 mm) (nominal), installed in accordance with the connection requirements in Table R802.5.1(9), or connections of equivalent capacities shall be provided. Where ceiling joists or rafter ties are not provided, the ridge formed by these rafters shall be supported by a wall or girder designed in accordance with accepted engineering practice. Collar ties or ridge straps to resist wind uplift shall be connected in the upper third of the attic space in accordance with Table R602.2(1). Collar ties shall be a minimum of 1 inch by 4 inch (25 mm by 102 mm) (nominal), spaced not more than 4 feet (1219 mm) on center. R802.2.1.2 Ceilingjoistslapped. Ends of ceiling joists shall be lapped a minimum of inches (76 mm) or butted over bearing partitions or beams and toe nailed to the bearing member. When ceiling joists are used to provide resistance to rafter thrust, lapped joists shall be nailed together in accordance with Table R602.2(1) and butted joists shall be tied together in a manner to resist such thrust. R802.2.2 Allowable ceiling joist spans. Spans for ceiling joists shall be in accordance with Tables R802.2(1) and R802.2(2). For other grades and species and for other loading conditions, refer to the AF&PA Span Tables for Joists and Rafters. R802.2. Allowable rafter spans. [IRC 802.5] Spans for rafters shall be in accordance with Tables R802.2.(1) through R802.2.(2). For other grades and species and for other loading conditions, refer to the AF&PA Span Tables for Joists and Rafters. The span of each rafter shall be measured along the horizontal projection of the rafter. R802.2..1 Purlins. Installation of purlins to reduce the span of rafters is permitted as shown in Figure R802.2..1. Purlins shall be sized no less than the required size of the rafters that they support. Purlins shall be continuous and shall be supported by 2-inch by 4-inch (51 mm by 102 mm) braces installed to bearing walls at a slope not less than 45 degrees (0.79 rad) from the horizontal. The braces shall be spaced not more than 4 feet (1219 mm) on center and the unbraced length of braces shall not exceed 8 feet (248 mm). R802.2.4 Bearing. The ends of each rafter or ceiling joist shall have not less than 1 1 / 2 inches (8 mm) of bearing on wood or metal and not less than inches (76 mm) on masonry or concrete. R802.2.5 Finished ceiling material. If the finished ceiling material is installed on the ceiling prior to the attachment of the ceiling to the walls, such as in construction at a factory, a compression strip of the same thickness as the finish ceiling material shall be installed directly above the top plate of bearing walls if the compressive strength of the finish ceiling material is less than the loads it will be required to withstand. The compression strip shall cover the entire length of such top plate and shall be at least one-half the width of the top plate. It shall be of material capable of transmitting the loads transferred through it. R802.2.6 Cutting and notching. Structural roof members shall not be cut, bored or notched in excess of the limitations specified in this section. R802.2.6.1 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 the 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. 2007 FLORIDA BUILDING CODE RESIDENTIAL 8.

TABLE R802.2(1) CEILING JOIST SPANS FOR COMMON LUMBER SPECIES (Uninhabitable attics without storage, live load = 10 psf, L/Δ = 240) CEILING JOIST SPACING ( 12 16 19.2 SPECIES AND GRADE Douglas fir-larch Douglas fir-larch #1 Douglas fir-larch #2 Douglas fir-larch # Hem-fir Hem-fir #1 Hem-fir #2 Hem-fir # Southern pine Southern pine #1 Southern pine #2 Southern pine # Spruce-pine-fir Spruce-pine-fir #1 Spruce-pine-fir #2 Spruce-pine-fir # Douglas fir-larch Douglas fir-larch #1 Douglas fir-larch #2 Douglas fir-larch # Hem-fir Hem-fir #1 Hem-fir #2 Hem-fir # Southern pine Southern pine #1 Southern pine #2 Southern pine # Spruce-pine-fir Spruce-pine-fir #1 Spruce-pine-fir #2 Spruce-pine-fir # Douglas fir-larch Douglas fir-larch #1 Douglas fir-larch #2 Douglas fir-larch # Hem-fir Hem-fir #1 Hem-fir #2 Hem-fir # Southern -pine Southern pine #1 Southern pine #2 Southern pine # Spruce-pine-fir Spruce-pine-fir #1 Spruce-pine-fir #2 Spruce-pine-fir # DEAD LOAD = 5 psf 2 4 2 6 2 8 2 10 Maximum ceiling joist spans 1-2 12-8 12-5 12-5 12-2 11-7 12-11 12-8 12-5 11-6 12-2 11-10 11-10 11-11 11-6 11-11- 11-0 10-6 11-9 11-6 11-10-0 11-0 10-9 10-9 11-10-7 10-7 10-4 9-11 11-0 10-7 9-1 10-4 10-2 10-2 (continued) 20-8 19-11 19-1 20-19-11 17-0 19-1 18-8 18-8 18-9 18-1 17-8 17-8 17-4 16-6 18-5 18-1 17-8 14-9 17-4 16-11 16-11 17-8 17-0 16-7 12-6 16-8 16-4 15-7 12-6 17-4 17-0 16-8 1-6 16-4 15-11 15-11 12-6 25-8 20-1 25-8 25-2 24-0 20-1 25-8 21-8 25-2 24-7 24-7 20-1 24-8 2-10 2-0 17-5 2-4 22-10 21-9 17-5 24-2-1 2-4 18-9 22-10 22-4 22-4 17-5 2-22-5 21-0 21-11 21-6 20-6 22-10 22-5 21-11 17-2 21-6 21-0 21-0 24-6 24-6 25-7 24-6 21-21- 22-2 21-25-8 25-20- 25-8 25-8 8.4 2007 FLORIDA BUILDING CODE RESIDENTIAL

CEILING JOIST SPACING ( TABLE R802.2(1) continued CEILING JOIST SPANS FOR COMMON LUMBER SPECIES (Uninhabitable attics without storage, live load = 10 psf, L/Δ = 240) SPECIES AND GRADE Douglas fir-larch 10-5 Douglas fir-larch #1 10-0 Douglas fir-larch #2 Douglas fir-larch # 7-8 Hem-fir Hem-fir #1 9-8 Hem-fir #2 9-2 24 Hem-fir # 7-8 Southern pine 10- Southern pine #1 10-0 Southern pine #2 Southern pine # 8-2 Spruce-pine-fir 9-8 Spruce-pine-fir #1 Spruce-pine-fir #2 Spruce-pine-fir # 7-8 Check sources for availability of lumber in lengths greater than 20 feet. For SI: 1 inch = 25.4 mm, 1 foot = 04.8 mm, 1 pound per square foot = 0.0479kPa. a. Span exceeds 26 feet in length. DEAD LOAD = 5 psf 2 4 2 6 2 8 2 10 Maximum ceiling joist spans 16-4 15-9 14-10 11-2 15-6 15-2 14-5 11-2 16-1 15-9 15-6 12-0 15-2 14-9 14-9 11-2 21-7 20-1 18-9 14-2 20-5 19-7 18-6 14-2 21-2 20-10 20-1 19-11 18-9 18-9 14-2 24-6 22-11 17-4 2-11 22-7 17-4 2-11 18-1 25-5 22-11 22-11 17-4 2007 FLORIDA BUILDING CODE RESIDENTIAL 8.5

TABLE R802.2(2) CEILING JOIST SPANS FOR COMMON LUMBER SPECIES (Uninhabitable attics with limited storage, live load = 20 psf, L/Δ = 240) CEILING JOIST SPACING ( 12 16 19.2 SPECIES AND GRADE Douglas fir-larch Douglas fir-larch #1 Douglas fir-larch #2 Douglas fir-larch # Hem-fir Hem-fir #1 Hem-fir #2 Hem-fir # Southern pine Southern pine #1 Southern pine #2 Southern pine # Spruce-pine-fir Spruce-pine-fir #1 Spruce-pine-fir #2 Spruce-pine-fir # Douglas fir-larch Douglas fir-larch #1 Douglas fir-larch #2 Douglas fir-larch # Hem-fir Hem-fir #1 Hem-fir #2 Hem-fir # Southern pine Southern pine #1 Southern pine #2 Southern pine # Spruce-pine-fir Spruce-pine-fir #1 Spruce-pine-fir #2 Spruce-pine-fir # Douglas fir-larch Douglas fir-larch #1 Douglas fir-larch #2 Douglas fir-larch # Hem-fir Hem-fir #1 Hem-fir #2 Hem-fir # Southern pine Southern pine #1 Southern pine #2 Southern pine # Spruce-pine-fir Spruce-pine-fir #1 Spruce-pine-fir #2 Spruce-pine-fir # DEAD LOAD = 10 psf 2 4 2 6 2 8 2 10 Maximum ceiling joist spans 10-5 10-0 7-8 9-8 9-2 7-8 10-10-0 8-2 9-8 7-8 9-6 9-1 8-9 6-8 8-11 8-9 8-4 6-8 9-4 9-1 8-11 7-1 8-9 6-8 8-11 8-0 6-1 8-5 8-7-10 6-1 8-9 8-5 6-5 8-8-0 8-0 6-1 (continued) 16-4 15-9 14-10 11-2 15-6 15-2 14-5 11-2 16-1 15-9 15-6 12-0 15-2 14-9 14-9 11-2 14-11 12-10 9-8 14-1 1-5 12-8 9-8 14-7 1-6 10-5 12-10 12-10 9-8 14-0 12-6 11-9 8-10 1-12- 11-7 8-10 1-6 12-9-6 12-11 11-9 11-9 8-10 21-7 20-1 18-9 14-2 20-5 19-7 18-6 14-2 21-2 20-10 20-1 19-11 18-9 18-9 14-2 19-7 17-5 16-12-4 18-6 16-10 16-0 12-4 19-18-11 17-5 1-18-1 16-16- 12-4 18-5 14-10 11-17-5 15-6 14-8 11-18-1 17-9 12-1 17-1 14-10 14-10 11-24-6 22-11 17-4 2-11 22-7 17-4 2-11 18-1 25-5 22-11 22-11 17-4 25-0 21-1 15-0 2-8 20-8 19-7 15-0 24-7 2-1 20-9 15-8 2-1 1 1 15-0 2-4 1-8 22-18-11 17-10 1-8 2-1 21-1 18-11 21-8 1-8 8.6 2007 FLORIDA BUILDING CODE RESIDENTIAL

CEILING JOIST SPACING ( TABLE R802.2(2) continued CEILING JOIST SPANS FOR COMMON LUMBER SPECIES (Uninhabitable attics with limited storage, live load = 20 psf, L/Δ = 240) SPECIES AND GRADE Douglas fir-larch 8- Douglas fir-larch #1 7-8 Douglas fir-larch #2 7-2 Douglas fir-larch # 5-5 Hem-fir 7-10 Hem-fir #1 7-6 Hem-fir #2 7-1 24 Hem-fir # 5-5 Southern pine 8-1 Southern pine #1 8-0 Southern pine #2 7-8 Southern pine # 5-9 Spruce-pine-fir 7-8 Spruce-pine-fir #1 7-2 Spruce-pine-fir #2 7-2 Spruce-pine-fir # 5-5 Check sources for availability of lumber in lengths greater than 20 feet. For SI: 1 inch = 25.4 mm, 1 foot = 04.8 mm, 1 pound per square foot = 0.0479kPa. a. Span exceeds 26 feet in length. DEAD LOAD = 10 psf 2 4 2 6 2 8 2 10 Maximum Ceiling Joist Spans 1-0 11-2 10-6 7-11 12-10-11 10-4 7-11 12-9 12-6 11-0 8-6 12-0 10-6 10-6 7-11 17-1 14-2 1-10-0 16-2 1-10 1-1 10-0 16-10 14-2 1-1- 10-0 20-11 17-4 16-12- 20-6 16-11 16-0 12-21-6 18-10 16-11 12-10 16-16- 12-2007 FLORIDA BUILDING CODE RESIDENTIAL 8.7

TABLE R802.2.(1) RAFTER SPANS FOR COMMON LUMBER SPECIES (Roof live load=20 psf, ceiling not attached to rafters, L/Δ = 180) RAFTER SPACING ( 12 16 19.2 SPECIES AND GRADE Douglas fir-larch Douglas fir-larch #1 Douglas fir-larch #2 Douglas fir-larch # Hem-fir Hem-fir #1 Hem-fir #2 Hem-fir # Southern pine Southern pine #1 Southern pine #2 Southern pine # Spruce-pine-fir Spruce-pine-fir #1 Spruce-pine-fir #2 Spruce-pine-fir # Douglas fir-larch Douglas fir-larch #1 Douglas fir-larch #2 Douglas fir-larch # Hem-fir Hem-fir #1 Hem-fir #2 Hem-fir # Southern pine Southern pine #1 Southern pine #2 Southern pine # Spruce-pine-fir Spruce-pine-fir #1 Spruce-pine-fir #2 Spruce-pine-fir # Douglas fir-larch Douglas fir-larch #1 Douglas fir-larch #2 Douglas fir-larch # Hem-fir Hem-fir #1 Hem-fir #2 Hem-fir # Southern pine Southern pine #1 Southern pine #2 Southern pine # Spruce-pine-fir Spruce-pine-fir #1 Spruce-pine-fir #2 Spruce-pine-fir # DEAD LOAD = 10 psf DEAD LOAD = 20 psf 2 4 2 6 2 8 2 10 2 12 2 4 2 6 2 8 2 10 2 12 11-6 11-1 10-1 10-7 10-1 11-11-1 9-1 10-7 10-4 10-4 10-5 10-0 7-5 9-8 9-2 7-5 10-10-0 7-11 9-8 7-5 8-11 6-9 9-9-1 8-8 6-9 9-8 9-7- 9-1 8-10 8-10 6-9 18-0 17-4 16-7 12-6 17-0 16-8 15-11 12-6 17-8 17-4 17-0 1-6 16-8 16-16- 12-6 16-4 15-6 14-11 14-2 16-1 15-9 15-1 11-8 15-2 15-5 14-0 1-1 9-11 14-7 1-8 12-11 9-11 15-2 14-10 10-8 14-1-1 1-1 9-11 2-9 22-5 21-0 22-5 21-10 20-8 2-4 22-11 22-5 17-2 21-11 21-0 21-0 21-7 20-5 18-11 17-11 21-2 20-10 14-10 19-11 20-4 17-9 16-7 12-7 19-2 17-4 16-4 12-7 19-11 19-7 17-9 1-7 18-9 16-7 16-7 12-7 (continued) 25-8 25-20- 25-8 25-8 2-9 22-16-9 2-2 21-11 16-9 25-10 2-2 17-6 25-5 22-22- 16-9 25-11 21-8 20-24-6 21-1 20-0 25-5 2-7 21-2 16-0 2-11 20-20- Maximum rafter spans a 22-6 22-6 24-1 22-6 25-9 25-5 20-11 25-9 25-9 25-2 2-6 17-9 24-6 2-2 17-9 24-10 19-1 2-6 2-6 17-9 11-6 10-6 7-5 10-9-8 7-5 11-11-1 10-6 7-11 10-7 7-5 10-5 9-1 8-6 6-5 8-10 8-5 6-5 10-10-0 9-1 6-10 9-8 8-6 8-6 6-5 8-4 7-9 5-10 9-8-1 7-8 5-10 9-8 9-8-4 6-9-1 7-9 7-9 5-10 18-0 17-0 14-11 14-2 17-8 17-15-1 11-8 16-8 16-0 1-12-5 15-6 12-11 12-16-1 15-0 1-0 10-1 14-10 12-5 12-5 14-7 12-2 11-4 11-10 11-2 15-2 1-8 11-11 9-1-7 11-4 11-4 2-5 22-5 18-11 17-11 2-4 21-9 14-10 21-9 20-16-10 15-9 11-11 19-11 16-5 15-6 11-11 21-2 18-10 16-10 12-10 18-10 15-9 15-9 11-11 18-6 15-0 14-2 19-11 17-2 11-9 17-2 2-9 22-16-9 2-2 21-11 16-9 25-10 2-2 17-6 22-22- 16-9 24-9 20-7 19-14-6 24-4 20-0 18-11 14-6 22-4 20-1 15-2 2-0 19-19- 14-6 22-7 18-9 17-7 1-22- 18-4 17-4 1-25-5 20-5 18-4 1-10 21-0 17-7 17-7 1-25-9 25-5 20-11 25-9 25-9 2-10 22-4 16-10 2-22-0 16-10 2-7 18-1 22-4 22-4 16-10 21-9 20-4 15-5 25-9 21-20-1 15-5 24-4 21-6 16-6 24-4 20-4 20-4 15-5 8.8 2007 FLORIDA BUILDING CODE RESIDENTIAL

RAFTER SPACING ( 24 SPECIES AND GRADE Douglas fir-larch Douglas fir-larch #1 Douglas fir-larch #2 Douglas fir-larch # Hem-fir Hem-fir #1 Hem-fir #2 Hem-fir # Southern pine Southern pine #1 Southern pine #2 Southern pine # Spruce-pine-fir Spruce-pine-fir #1 Spruce-pine-fir #2 Spruce-pine-fir # TABLE R802.2.(1) continued RAFTER SPANS FOR COMMON LUMBER SPECIES (Roof live load=20 psf, ceiling not attached to rafters, L/Δ = 180) DEAD LOAD = 10 psf DEAD LOAD = 20 psf 2 4 2 6 2 8 2 10 2 12 2 4 2 6 2 8 2 10 2 12 9-1 8-0 6-1 8-4 7-11 6-1 8-11 8-9 6-5 8-5 8-0 8-0 6-1 12-6 11-9 8-10 1-6 12-11-7 8-10 14-1 12-9-6 1-11-9 11-9 8-10 18-10 14-10 11-17-10 15-6 14-8 11-18-6 17-9 12-1 17-5 14-10 14-10 11-2-4 1-8 22-9 18-11 17-10 1-8 2-8 21-1 18-11 21-8 1-8 Maximum rafter spans a 22-6 21-0 15-11 21-11 20-9 15-11 25-2 22-2 17-1 25-2 21-0 21-0 15-11 8-11 7-5 6-11 5-7- 6-10 5-8-11 8-7-5 5-7 8-4 6-11 6-11 5-1-1 10-2 7-8 12-10 10-7 10-0 7-8 14-1 12-10-8 8-12-2 10-2 10-2 7-8 16-7 12-10 9-9 16-1-5 12-8 9-9 18-6 10-6 12-10 12-10 9-9 20-16-9 15-8 11-10 1 16-4 15-6 11-10 22-11 18-16-5 12-5 18-9 15-8 15-8 11-10 2-5 18-2-0 19-0 17-11 21-9 19-14-9 21-9 18-18- Check sources for availability of lumber in lengths greater than 20 feet. For SI: 1 inch = 25.4 mm, 1 foot = 04.8 mm, 1 pound per square foot = 0.0479kPa. a. The tabulated rafter spans assume that ceiling joists are located at the bottom of the attic space or that some other method of resisting the outward push of the rafters on the bearing walls, such as rafter ties, is provided at that location. When ceiling joists or rafter ties are located higher in the attic space, the rafter spans shall be multiplied by the factors given below: H C /H R Rafter Span Adjustment Factor 1/ 0.67 1/4 0.76 1/5 0.8 1/6 0.90 1/7.5 or less 1.00 where: H C = Height of ceiling joists or rafter ties measured vertically above the top of the rafter support walls. H R = Height of roof ridge measured vertically above the top of the rafter support walls. b. Span exceeds 26 feet in length. 2007 FLORIDA BUILDING CODE RESIDENTIAL 8.9

TABLE R802.2.(2) RAFTER SPANS FOR COMMON LUMBER SPECIES (Roof live load=20 psf, ceiling attached to rafters, L/Δ = 240) RAFTER SPACING ( 12 16 19.2 SPECIES AND GRADE Douglas fir-larch Douglas fir-larch #1 Douglas fir-larch #2 Douglas fir-larch # Hem-fir Hem-fir #1 Hem-fir #2 Hem-fir # Southern pine Southern pine #1 Southern pine #2 Southern pine # Spruce-pine-fir Spruce-pine-fir #1 Spruce-pine-fir #2 Spruce-pine-fir # Douglas fir-larch Douglas fir-larch #1 Douglas fir-larch #2 Douglas fir-larch # Hem-fir Hem-fir #1 Hem-fir #2 Hem-fir # Southern pine Southern pine #1 Southern pine #2 Southern pine # Spruce-pine-fir Spruce-pine-fir #1 Spruce-pine-fir #2 Spruce-pine-fir # Douglas fir-larch Douglas fir-larch #1 Douglas fir-larch #2 Douglas fir-larch # Hem-fir Hem-fir #1 Hem-fir #2 Hem-fir # Southern pine Southern pine #1 Southern pine #2 Southern pine # Spruce-pine-fir Spruce-pine-fir #1 Spruce-pine-fir #2 Spruce-pine-fir # DEAD LOAD = 10 psf DEAD LOAD = 20 psf 2 4 2 6 2 8 2 10 2 12 2 4 2 6 2 8 2 10 2 12 10-5 10-0 9-8 9-2 10-10-0 9-1 9-8 9-6 9-1 8-11 7-5 8-11 8-9 8-4 7-5 9-4 9-1 8-11 7-11 8-9 7-5 8-11 8-5 6-9 8-5 8-7-10 6-9 8-9 8-5 7-8- 8-1 8-1 6-9 16-4 15-9 15-6 12-6 15-6 15-2 14-5 12-6 16-1 15-9 15-6 1-6 15-2 14-9 14-9 12-6 14-11 14-1 14-1 1-1 14-7 14-1 11-8 1-5 1-5 14-0 1-6 1-1 9-11 1-12-11 12-4 9-11 1-6 1-10-8 12-11 12-8 12-8 9-11 21-7 20-10 20-5 20-5 19-11 19-0 21-2 20-10 20-5 17-2 19-11 19-7 18-11 18-6 18-1 17-19- 18-11 18-6 14-10 18-1 17-9 17-9 18-5 17-9 16-7 12-7 17-5 17-1 16-12-7 18-1 17-9 17-5 1-7 17-1 16-7 16-7 12-7 (continued) 25-8 25-5 24-20- 25-5 24-10 24-10 25-0 2-9 22-16-9 2-8 2-1 21-11 16-9 24-7 24-1 2-2 17-6 2-1 22-22- 16-9 2-7 21-8 20-22- 21-1 20-0 2-1 22-8 21-2 16-0 21-9 20-20- Maximum rafter spans a 22-6 22-6 24-1 22-6 25-9 25-5 20-11 25-9 25-9 25-2 2-6 17-9 24-6 2-2 17-9 24-10 19-1 2-6 2-6 17-9 10-5 10-0 7-5 9-8 9-2 7-5 10-10-0 7-11 9-8 7-5 9-6 9-1 8-6 6-5 8-11 8-9 8-4 6-5 9-4 9-1 8-11 6-10 8-9 8-6 8-6 6-5 8-11 8-4 7-9 5-10 8-5 8-1 7-8 5-10 8-9 8-4 6-8- 7-9 7-9 5-10 16-4 15-6 14-11 14-2 16-1 15-9 15-1 11-8 15-2 14-11 1-12-5 14-1 12-11 12-14-7 1-0 10-1 12-5 12-5 14-0 12-2 11-4 1-11-10 11-2 1-6 11-11 9-12-11 11-4 11-4 21-7 20-5 18-11 17-11 21-2 20-10 14-10 19-11 19-7 16-10 15-9 11-11 18-6 16-5 15-6 11-11 19-18-10 16-10 12-10 18-1 15-9 15-9 11-11 18-5 17-5 15-0 14-2 18-1 17-2 11-9 17-1 2-9 22-16-9 2-2 21-11 16-9 25-10 2-2 17-6 25-5 22-22- 16-9 24-9 20-7 19-14-6 2-8 20-0 18-11 14-6 24-7 22-4 20-1 15-2 2-0 19-19- 14-6 22-7 18-9 17-7 1-22- 18-4 17-4 1-2-1 20-5 18-4 1-10 21-0 17-7 17-7 1-25-9 25-5 20-11 25-9 25-9 2-10 22-4 16-10 2-22-0 16-10 2-7 18-1 22-4 22-4 16-10 21-9 20-4 15-5 25-9 21-20-1 15-5 24-4 21-6 16-6 24-4 20-4 20-4 15-5 8.10 2007 FLORIDA BUILDING CODE RESIDENTIAL

RAFTER SPACING ( 24 SPECIES AND GRADE Douglas fir-larch Douglas fir-larch #1 Douglas fir-larch #2 Douglas fir-larch # Hem-fir Hem-fir #1 Hem-fir #2 Hem-fir # Southern pine Southern pine #1 Southern pine #2 Southern pine # Spruce-pine-fir Spruce-pine-fir #1 Spruce-pine-fir #2 Spruce-pine-fir # TABLE R802.2.(2) continued RAFTER SPANS FOR COMMON LUMBER SPECIES (Roof live load=20 psf, ceiling attached to rafters, L/Δ = 240) DEAD LOAD = 10 psf DEAD LOAD = 20 psf 2 4 2 6 2 8 2 10 2 12 2 4 2 6 2 8 2 10 2 12 8-8-0 7-10 6-1 7-10 7-8 7-6-1 8-1 8-0 7-10 6-5 7-8 7-6 7-6 6-1 1-0 12-6 11-9 8-10 12-12-0 11-5 8-10 12-9 12-6 12-9-6 12-0 11-9 11-9 8-10 17-2 14-10 11-16-2 15-6 14-8 11-16-10 16-6 12-1 14-10 14-10 11-21-10 1-8 20-8 18-11 17-10 1-8 21-6 21-1 18-11 20-2 1-8 Maximum rafter spans a 22-6 21-0 15-11 25-1 21-11 20-9 15-11 25-2 22-2 17-1 24-7 21-0 21-0 15-11 8-7-5 6-11 5-7-10 7-6-10 5-8-1 8-0 7-5 5-7 7-8 6-11 6-11 5-1-0 10-2 7-8 12-10-7 10-0 7-8 12-9 12-10-8 8-12-0 10-2 10-2 7-8 16-7 12-10 9-9 16-2 1-5 12-8 9-9 16-10 10-6 12-10 12-10 9-9 20-16-9 15-8 11-10 1 16-4 15-6 11-10 21-6 18-16-5 12-5 18-9 15-8 15-8 11-10 2-5 18-2-0 19-0 17-11 21-9 19-14-9 21-9 18-18- Check sources for availability of lumber in lengths greater than 20 feet. For SI: 1 inch = 25.4 mm, 1 foot = 04.8 mm, 1 pound per square foot = 0.0479kPa. a. The tabulated rafter spans assume that ceiling joists are located at the bottom of the attic space or that some other method of resisting the outward push of the rafters on the bearing walls, such as rafter ties, is provided at that location. When ceiling joists or rafter ties are located higher in the attic space, the rafter spans shall be multiplied by the factors given below: H C /H R Rafter Span Adjustment Factor 1/ 0.67 1/4 0.76 1/5 0.8 1/6 0.90 1/7.5 or less 1.00 where: H C = Height of ceiling joists or rafter ties measured vertically above the top of the rafter support walls. H R = Height of roof ridge measured vertically above the top of the rafter support walls. b. Span exceeds 26 feet in length. TABLES R802.5.1() THROUGH R802.5.1(8) RESERVED 2007 FLORIDA BUILDING CODE RESIDENTIAL 8.11

RAFTER SLOPE :12 4:12 5:12 7:12 9:12 12:12 RAFTER SPACING ( 12 16 24 12 16 24 12 16 24 12 16 24 12 16 24 12 16 24 TABLE R802.2.(9) a, b, c, d, e, f, RAFTER/CEILING JOIST HEEL JOINT CONNECTIONS Roof span (feet) 12 20 28 6 4 5 7 4 5 4 Required number of 16d common nails a,b per heel joint splices c,d,e,f For SI: 1 inch = 25.4 mm, 1 foot = 04.8 mm, 1 pound per square foot = 0.0479kN/m 2. a. 40d box nails shall be permitted to be substituted for 16d common nails. b. Nailing requirements shall be permitted to be reduced 25 percent if nails are clinched. c. Heel joint connections are not required when the ridge is supported by a load-bearing wall, header or ridge beam. d. When intermediate support of the rafter is provided by vertical struts or purlins to a loadbearing wall, the tabulated heel joint connection requirements shall be permitted to be reduced proportionally to the reduction in span. e. Equivalent nailing patterns are required for ceiling joist to ceiling joist lap splices. f. When rafter ties are substituted for ceiling joists, the heel joint connection requirement shall be taken as the tabulated heel joint connection requirement for two-thirds of the actual rafter-slope. 6 8 11 5 6 9 4 5 7 4 5 4 8 11 16 6 8 12 5 7 10 4 5 7 4 6 4 11 14 21 8 11 16 7 9 1 5 6 9 4 5 7 4 6 For SI: 1 inch = 25.4 mm, 1 foot = 04.8 mm, 1 degree = 0.018 rad. NOTE: Where ceiling joints run perpendicular to the rafters, rafter ties shall be nailed to the rafter near the plate line and spaced not more than 4 feet on center FIGURE R802.2..1 BRACED RAFTER CONSTRUCTION 8.12 2007 FLORIDA BUILDING CODE RESIDENTIAL

Exception: Notches on cantilevered portions of rafters are permitted provided the dimension of the remaining portion of the rafter is not less than 4-inch nominal (102 mm) and the length of the cantilever does not exceed 24 inches (610 mm). R802.2.6.2 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. R802.2.7 Lateral support. Rafters and ceiling joists having a depth-to-thickness ratio exceeding 5 to 1 based on nominal dimensions shall be provided with lateral support at points of bearing to prevent rotation. R802.2.7.1 Bridging. Rafters and ceiling joists having a depth- to-thickness ratio exceeding 6 to 1 based on nominal dimensions shall be supported laterally by solid blocking, diagonal bridging (wood or metal) or a continuous 1-inch by -inch (25 mm by 76 mm) wood strip nailed across the rafters or ceiling joists at intervals not exceeding 8 feet (248 mm). R802.2.8 Framing of openings. Openings in roof and ceiling framing shall be framed with 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 ceiling joist or rafter. Single trimmer joists may be used to carry a single header joist that is located within 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 ceiling joists or rafter 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 (658 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). R802.2.9 Roof tie-down. R802.2.9.1 Uplift resistance. Roof assemblies which are subject to wind uplift pressures of 20 pounds per square foot (960 Pa) or greater shall have roof rafters or trusses attached to their supporting wall assemblies by connections capable of providing the resistance required in Table R802.2.9.1. Wind uplift pressures shall be determined using an effective wind area of 100 square feet (9. m 2 ) and Zone 1 in Table R01.2(2), as adjusted for height and exposure per Table R01.2(). A continuous load path shall be provided to transmit the uplift forces from the rafter or truss ties to the foundation. For rafter construction, straps and/or clips shall extend such that the top nail is within 1 inch (25 mm) of the top of the rafter, or shall be wrapped around the top of the rafter with one or more nails installed on the opposite side of the rafter. R802.2.10 Blocking. Blocking shall be a minimum of utility grade lumber. R802. Design and construction where wind speed is 100 mph or greater. Roof-ceilings of light-frame wood construction shall be designed and constructed in accordance with the provisions of Section R01.2.1.1 and Section R802.1. SECTION R80 ROOF SHEATHING R80.1 Lumber sheathing. Allowable spans for lumber used as roof sheathing shall conform to Table R80.1. Spaced lumber sheathing for wood shingle and shake roofing shall conform to the requirements of Sections R905.7 and R905.8. TABLE R80.1 MINIMUM THICKNE OF LUMBER ROOF SHEATHING RAFTER OR BEAM SPACING ( MINIMUM NET THICKNE ( 24 5 / 8 48 a 60 b 1 1 / 2 T & G 72 c For SI: 1 inch = 25.4 mm. a. Minimum 270 F b, 40,000 E. b. Minimum 420 F b, 660,000 E. c. Minimum 600 F b, 1,150,000 E. R80.2 Wood structural panel sheathing. R80.2.1 Identification and grade. Wood structural panels shall conform to DOC PS 1, DOC PS 2 or, when manufactured in Canada, CSA 047, and shall be identified by a grade mark or certificate of inspection issued by an approved agency. Wood structural panels shall comply with the grades specified in Table R50.2.1.1(1). R80.2.1.1 Exposure durability. All wood structural panels, when designed to be permanently exposed in outdoor applications, shall be of an exterior exposure durability. Wood structural panel roof sheathing exposed to the underside may be of interior type bonded with exterior glue, identified as Exposure 1. R80.2.1.2 Fire-retardant-treated plywood. The allowable unit stresses for fire-retardant-treated plywood, including fastener values, shall be developed from an approved method of investigation that considers the effects of anticipated temperature and humidity to which the fire-retardant-treated plywood will be subjected, the type of treatment and redrying process. The fire-retardant- treated plywood shall be graded by an approved agency. R80.2.2 Allowable spans. The maximum allowable spans for wood structural panel roof sheathing shall not exceed the values set forth in Table R50.2.1.1(1), or APA E0. R80.2. Installation. Wood structural panels used as roof sheathing shall be installed with joints staggered in accordance with Section R80.2..1 for wood roof framing or with Table R804. for steel roof framing in accordance with the applicability limits established in Section R804.1.1. 2007 FLORIDA BUILDING CODE RESIDENTIAL 8.1

ROOF ANGLE End zone uplift for all roof angles Interior zone uplift for 20 roof angle Interior zone uplift for 0 roof angle BASIC WIND SPEED TABLE R802.2.9.1 WIND UPLIFT FORCES a,b,c,e,f ROOF BEARING UPLIFT EXPOSURE B ROOF SPAN (feet) 12 20 24 28 2 6 40 OVERHANGS 85-9.50-65.8-79.00-92.16-105. -118.49-11.66-19. 90-48.64-81.07-97.28-11.50-129.71-145.92-162.14-21.6 100-68.50-114.16-16.99-159.82-182.66-205.49-228.2-26.7 110-90.44-150.7-180.88-211.0-241.17-271.2-01.47-2. 120-114.47-190.79-228.95-267.11-05.26-4.42-81.58-8.4 10-140.60-24. -281.20-28.06-74.9-421.79-468.66-45.1 140-168.81-281.5-7.62-9.89-450.16-506.44-562.71-52. 150 199.12-1.86-98.2-464.60-50.97-597.5-66.72-60 170-265.99-44.2-51.99-620.65-709.1-797.98-886.64-77.1 85-17.57-29.28-5.1-40.99-46.84-52.70-58.55-19. 90-24.05-40.09-48.11-56.12-64.14-72.16-80.18-21.6 100-8.14-6.57-76.28-88.99-101.71-114.42-127.1-26.7 110-5.71-89.52-107.42-125.2-14.22-161.1-179.0-2. 120-70.76-117.94-141.52-165.11-188.70-212.28-25.87-8.4 10-89.0-148.8-178.59-208.6-28.12-267.89-297.65-45.1 140-109.1-182.19-218.6-255.07-291.50-27.94-64.8-52. 150-10.81-218.02-261.6-05.2-48.84-92.44-46.05-60 170-178.26-297.11-56.5-415.95-475.7-54.79-594.21-77.1 85 7.66 12.77 15.2 17.88 20.4 22.99 25.54-4.52 90 4.2 7.05 8.46 9.87 11.28 12.69 14.10-5.06 100 -.22-5.7-6.44-7.52-8.59-9.67-10.74-6.25 110-11.46-19.10-22.92-26.74-0.56-4.8-8.20-7.56 120-20.48-4.1-40.96-47.79-54.61-61.44-68.27-9 10-0.29-50.48-60.57-70.67-80.76-90.86-100.95-10.6 140-40.88-68.1-81.75-95.8-109.00-122.6-16.25-12. 150-52.25-87.08-104.50-121.92-19. -156.75-174.17-14.1 170-77.5-128.92-154.71-180.49-206.27-22.06-257.84-18.1 (continued) FIGURE R80.2..1 ROOF SHEATHING NAILING ZONES 8.14 2007 FLORIDA BUILDING CODE RESIDENTIAL

ROOF ANGLE End zone uplift for all roof angles Interior zone uplift for 20 roof angle Interior zone uplift for 0 roof angle BASIC WIND SPEED TABLE R802.2.9.1 (continued) WIND UPLIFT FORCES a,b,c,e,f ROOF BEARING UPLIFT EXPOSURE C ROOF SPAN (feet) 12 20 24 28 2 6 40 OVERHANGS 85-69.85-116.42-19.70-162.99-186.27-209.55-22.84-27 90-82.67-17.78-165.4-192.90-220.45-248.01-275.57-0. 100-110.51-184.18-221.01-257.85-294.68-1.52-68.6-7.4 110-141.27-25.45-282.55-29.64-76.7-42.82-470.91-45. 120-174.97-291.62-49.94-408.26-466.59-524.91-58.2-5.9 10-211.60-52.66-42.19-49.72-564.26-64.79-705.2-6.2 140-251.15-418.59-502.1-586.02-669.74-75.46-87.18-7. 150 29.64 489.40-587.28 685.16 78.04 880.92 978.80-84.2 170-87.40-645.67-774.81-90.94-10.08-1162.21-1291.5-108 85-9.10-65.17-78.20-91.24-104.27-117.0-10.4-27 90-48.20-80. -96.9-112.46-128.52-144.59-160.66-0. 100-67.95-11.24-15.89-158.54-181.19-20.84-226.49-7.4 110-89.78-149.6-179.55-209.48-29.40-269. -299.25-45. 120-11.68-189.47-227.7-265.26-0.16-41.05-78.94-5.9 10-19.67-22.78-279.4-25.90-72.45-419.01-465.57-6.2 140-167.74-279.56-5.47-91.8-447.29-50.21-559.12-7. 150-197.88-29.80-95.76-461.72-527.68-59.64-659.60-84.2 170-264.41-440.68-528.81-616.95-705.08-79.22-881.5-108. 85 -.7-6.22-7.46-8.71-9.95-11.19-12.44-6. 90-8.54-14.24-17.09-19.9-22.78-25.6-28.48-7.1 100-18.99-1.65-7.98-44.1-50.64-56.97-6.0-8.76 110-0.54-50.90-61.08-71.26-81.44-91.62-101.80-10.6 120-4.19-71.98-86.7-100.77-115.17-129.56-14.96-12.6 10-56.9-94.89-11.87-12.85-151.8-170.80-189.78-14.8 140-71.78-119.64-14.57-167.49-191.42-215.5-29.28-17.2 150-87.7-146.22-175.46-204.70-2.95-26.19-292.4-19.7 170-122.92-204.87-245.85-286.82-27.80-68.77-409.75-25. Notes: 1. The uplift loads are pounds per lineal foot of building length. For roof uplift connections use the tables for 20 degrees and multiply by 1. for framing spaced 16 inches on center and multiply by 2 for framing spaced 24 inches on center. 2. The uplift loads include an allowance for 10 pounds of dead load.. The uplift loads do not account for the effects of overhangs. The magnitude of the above loads shall be increased by adding the overhang loads found in the table. The overhang loads are also based on framing spaced 12 inches on center. The overhang loads given shall be multiplied by the overhang projection and added to the roof uplift value in the table. 4. Values may be interpolated between 20 and 0. 5. Use value for 0 for slopes up to 45. 6. Negative values indicate uplift. 7. Use valve for 20 for slopes of 20 or less. 2007 FLORIDA BUILDING CODE RESIDENTIAL 8.15

R80.2..1 Sheathing fastenings. Wood structural panel sheathing shall be fastened to roof framing with 8d ring-shank nails at 6 inches on center at edges and 6 inches on center at intermediate framing. Ring-shank nails shall have the following minimum dimensions: 1. 0.11 inch nominal shank diameter 2. Ring diameter of 0.012 over shank diameter. 16 to 20 rings per inch 4. 0.280 inch full round head diameter 5. 2 inch nail length Where roof framing with a specific gravity, 0.42 G< 0.49 is used, spacing of ring-shank fasteners shall be 4 inches on center in nailing zone for 10 mph or greater design wind speeds in accordance with Figure R80.2..1. Exceptions: 1. Where roof framing with a specific gravity, 0.42 G < 0.49 is used, spacing of ring-shank fasteners shall be permitted at 12 inches on center at intermediate framing in nailing zone 1 for any design wind speed and in nailing zone 2 for 110 mph or lower design wind speeds in accordance with Figure R80.2..1. 2. Where roof framing with a specific gravity, G 0.49 is used, spacing of ring-shank fasteners shall be permitted at 12 inches on center at intermediate framing in nailing zone 1 for any design wind speed and in nailing zone 2 for 120 mph or lower design wind speeds in accordance with Figure R80.2..1.. Where roof framing with a specific gravity, G 0.49 is used, 8d common or 8d hot dipped galvanized box nails at 6 inches on center at edges and 6 inches on center at intermediate framing shall be permitted for 100 mph or lower design wind speeds in accordance with Figure R80.2..1. 4. Where roof diaphragm requirements necessitate a closer fastener spacing. SECTION R804 STEEL ROOF FRAMING R804.1 General. Elements shall be straight and free of any defects that would significantly affect their structural performance. Cold-formed steel roof framing members shall comply with the requirements of this section. R804.1.1 Applicability limits. The provisions of this section shall control the construction of steel roof framing for buildings not greater than 60 feet (18 288 mm) in length perpendicular to the joist, rafter or truss span, not greater than 6 feet (10 97 mm) in width parallel to the joist span or truss, not greater than two stories in height with each story not greater than 10 feet (048 mm) high, and roof slopes not smaller than :12 (25-percent slope) or greater than 12:12 (100-percent slope). Steel roof framing constructed in accordance with the provisions of this section shall be limited to sites subjected to a maximum design wind speed of less than 100 miles per hour (45 m/s) Exposure B or C. R804.1.2 In-line framing. Steel roof framing constructed in accordance with Section R804 shall be located directly in line with load-bearing studs below with a maximum tolerance of / 4 inch (19 mm) between the centerline of the stud and the roof joist/rafter. R804.1. Roof trusses. The design, quality assurance, installation and testing of cold-formed steel trusses shall be in accordance with the AISI Standard for Cold-formed Steel Framing-Truss Design (COFS/Truss). Truss members shall not be notched, cut or altered in any manner without an approved design. R804.2 Structural framing. Load-bearing steel roof framing members shall comply with Figure R804.2(1) and with the dimensional and minimum thickness requirements specified in Tables R804.2(1) and R804.2(2). Tracks shall comply with Figure R804.2(2) and shall have a minimum flange width of 1 1 / 4 inches (2 mm). The maximum inside bend radius for load-bearing members shall be the greater of / 2 inch (2.4 mm) or twice the uncoated steel thickness. Holes in roof framing members shall comply with all of the following conditions: 1. Holes shall conform to Figure R804.2(); 2. Holes shall be permitted only along the centerline of the web of the framing member;. Holes shall have a center-to-center spacing of not less than 24 inches (610 mm); 4. Holes shall have a width not greater than 0.5 times the member depth, or 2 1 / 2 inches (64 mm); 5. Holes shall have a length not exceeding 4 1 / 2 inches (114 mm); and 6. Holes shall have a minimum distance between the edge of the bearing surface and the edge of the hole of not less than 10 inches (254 mm). Framing members with web holes not conforming to these requirements shall be patched in accordance with Section R804..6 or designed in accordance with accepted engineering practices. R804.2.1 Material. Load-bearing 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 65: Grades, 7, 40 and 50 (Class 1 and ). 2. ASTM A 792: Grades, 7, 40 and 50A.. ASTM A 875: Grades, 7, 40 and 50 (Class 1 and ). 4. ASTM A 100: Grades, 7, 40 and 50. R804.2.2 Identification. Load-bearing 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 uncoated steel thickness in inches (mm).. Minimum coating designation. 4. Minimum yield strength, in kips per square inch (ksi). 8.16 2007 FLORIDA BUILDING CODE RESIDENTIAL

NOMINAL MEMBER SIZE MEMBER DESIGNATION a TABLE R804.2(1) LOAD-BEARING COLD-FORMED STEEL MEMBER SIZES WEB DEPTH ( MINIMUM FLANGE WIDTH ( MAXIMUM FLANGE WIDTH ( MINIMUM LIP SIZE ( 50S162-t.5 1.625 2 0.5 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. a. The member designation is defined by the first number representing the member depth in hundredths of an inch, the letter s representing a stud or joist member, the second number representing the flange width in hundredths of an inch, and the letter t shall be a number representing the minimum base metal thickness in mils [see Table R804.2(2)]. TABLE R804.2(2) MINIMUM THICKNE OF COLD-FORMED STEEL ROOF FRAMING MEMBERS For SI: DESIGNATION (mils) MINIMUM UNCOATED THICKNE ( REFERENCED GAGE NUMBER 0.0 20 4 0.04 18 54 0.054 16 68 0.068 14 1 inch = 25.4 mm, 1 mil = 0.0254 mm. FIGURE R804.2(1) C-SECTION FIGURE R804.2(2) TRACK SECTION R804.2. Corrosion protection. Load-bearing steel framing shall have a metallic coating complying with one of the following: 1. A minimum of G 60 in accordance with ASTM A 65. 2. A minimum of AZ 50 in accordance with ASTM A 792.. A minimum of GF 60 in accordance with ASTM A 875. R804.2.4 Fastening requirements. Screws for steel-tosteel connections shall be installed with a minimum edge distance and center-to-center spacing of 1 / 2 inch (1 mm), shall be self-drilling tapping, and shall conform to SAE J78. Structural sheathing shall be attached to roof rafters with minimum No. 8 self-drilling tapping screws that conform to SAE J78. Screws for attaching structural sheathing to steel roof framing 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 / 8 inch (10 mm). Gypsum board ceilings shall be attached to steel joists with minimum 2007 FLORIDA BUILDING CODE RESIDENTIAL 8.17

For SI: 1 inch = 25.4 mm. FIGURE R804.2() WEB HOLES No. 6 screws conforming to ASTM C 954 and shall be installed in accordance with Section R805. For all connections, screws shall extend through the steel a minimum of three exposed threads. All self-drilling tapping screws conforming to SAE J78 shall have a minimum Type II coating in accordance with ASTM B 6. Where No. 8 screws are specified in a steel-to-steel connection, reduction of the required number of screws in the connection is permitted in accordance with the reduction factors in Table R804.2.4 when larger screws are used or when one of the sheets of steel being connected is thicker that mils (0.84 mm). When applying the reduction factor, the resulting number of screws shall be rounded up. TABLE R804.2.4 SCREW SUBSTITUTION FACTOR THINNEST CONNECTED STEEL SHEET (mils) SCREW SIZE 4 #8 1.0 0.67 #10 0.9 0.62 #12 0.86 0.56 For SI: 1 mil = 0.0254 mm. R804. Roof construction. Steel roof systems constructed in accordance with the provisions of this section shall consist of both ceiling joists and rafters in accordance with Figure R804. and fastened in accordance with Table R804.. R804..1 Allowable ceiling joist spans. The clear span of cold-formed steel ceiling joists shall not exceed the limits set forth in Tables R804..1(1) through R804..1(8). Ceiling joists shall have a minimum bearing length of 1.5 inches (8 mm) and shall be connected to rafters (heel joint) in accordance with Figure R804..1(1) and Table R804..1. When continuous joists are framed across interior bearing supports, the interior bearing supports shall be located within 24 inches (610 mm) of midspan of the ceiling joist, and the individual spans shall not exceed the applicable spans in Tables R804..1(2), R804..1(4), R804..1(6), R804..1(8). Where required in Tables R804..1(1) through R804..1(8), bearing stiffeners shall be installed at each bearing location in accordance with Section R804..8 and Figure R804..8. When the attic is to be used as an occupied space, the ceiling joists shall be designed in accordance with Section R505. R804..2 Ceiling joist bracing. The bottom flanges of steel ceiling joists shall be laterally braced in accordance with Section R702. The top flanges of steel ceiling joists shall be laterally braced with a minimum of mil (0.84 mm) C-section, mil (0.84 mm) track section or 1 1 / 2 inch by mil (8 mm by 0.84 mm) continuous steel strapping as required in Tables R804..1(1) through R804..1(8). Lateral bracing shall be installed in accordance with Figure R804.. C-section, tracks or straps shall be fastened to the top flange at each joist with at least one No. 8 screw and shall be fastened to blocking with at least two No. 8 screws. Blocking or bridging (X-bracing) shall be installed between joists in line with strap bracing at a maximum spacing of 12 feet (658 mm) measured perpendicular to the joists, and at the termination of all straps. The third-point bracing span values from Tables R804..1(1) through R804..1(8) shall be used for straps installed at closer spacings than third-point bracing, or when sheathing is applied to the top of the ceiling joists. R804.. Allowable rafter spans. The horizontal projection of the rafter span, as shown in Figure R804., shall not exceed the limits set forth in Table R804..(1) and the basic wind speed and roof slope conversion Table R804..(2). When required, a rafter brace shall be a minimum of 50S162- C-section with maximum length of 8 feet (248 mm) and shall be connected to a ceiling joist and rafter with four No. 10 screws at each end. R804...1 Rafter framing. Rafters shall be connected to a parallel ceiling joist to form a continuous tie between exterior walls in accordance with Figures R804. and R804..1(1) and Table R804..1. Rafters shall be connected to a ridge member with a minimum 2-inch by 2-inch (51 mm by 51 mm) clip angle fastened with minimum No. 10 screws to the ridge member in accordance with Figure R804...1 and Table 8.18 2007 FLORIDA BUILDING CODE RESIDENTIAL