Understanding Loads and Using Span Tables

Using span tables to size joists and rafters is a straight-forward process when you understand the structural principles that govern their use.

by Paul Fisette – ©2003

Wood is naturally engineered to serve as a structural material: The stem of a tree is fastened to the earth at its base (foundation), supports the weight of its branches (column) and bends as it is loaded by the wind (cantilever beam). A complete analysis of wood’s mechanical properties is complex, but understanding a few basics of lumber strength will allow you to size joists and rafters with the use of span tables.

Let’s start by taking a broad view. The structural goal of a house is to safely transfer building loads (weights) through the foundation to the supporting soil. Remember when your science teacher said: every action has an opposite and equal reaction? Well every building load has an equal “reaction load”. If, when the loads of the house are combined, the house weighs more than the soil can support – the house will sink until it reaches a point at which the soil can support the load. This article will focus on how simple beams like joists and rafters react to loading.

Residential Loading

The house acts as a structural system resisting dead loads (weight of materials), live loads (weights imposed by use and occupancy), like snow loads and wind loads. Beams, studs, joists and rafters act as a structural skeleton and must be strong enough and stiff enough to resist these loads.

Strength and stiffness are equally important. For example, first-floor ceiling plaster would crack as occupants walked across a second-floor bedroom that was framed with bouncy floor joists. Perhaps the joists were strong enough if they didn’t break! But lack of stiffness leads to costly problems.

Stiffness of structural members is limited by maximum allowable deflection. In other words, how much a joist or rafter bends under the maximum expected load. Only live loads are used to calculate design values for stiffness.

Maximum deflection limits are set by building codes. They are expressed as a fraction; clear span in inches (L) over a given number. For example: a floor joist appropriately selected to span 10 feet with an L/360 limit will deflect no more than 120″/360 = 1/3 inches under maximum design loads. Drywall attached to the underside of this system is not expected to crack when the floor joist system deflects 1/3″.

Typical deflection limits referenced in code books are L/360, L/240 or L/180. These limits are based on live loads and activities experienced in specific rooms of a house. Examples of code-prescribed deflection limits and live load values are:

  • Living room floors L/360 & 40 psf

  • Bedrooms and habitable attic floors L/360 & 30 psf

  • Attic floors with limited storage L/240 & 10 psf.

Strength of a material is obviously important. Joists, and rafters must be strong enough not to break when loaded. Unlike stiffness, live loads and dead loads are added together to determine minimum design values for strength.

To determine the dead load value for a given floor or roof system, the weight of all permanently installed materials in a given component are added together. For a floor system you can find the individual weights of drywall, strapping, floor joists, subfloor, underlayment and carpet in an architectural handbook like Architectural Graphic Standards. But for most cases there is a cookbook solution. Simply reference the Tables published by the American Forest & Paper Association’s (AF&PA), American Wood Council (AWC). AF&PA’s Appendix A lists a variety of live and dead load combinations for floors, ceilings and rafters. For example, Appendix A indicates that one type of clay tile roof system has a live load value of 20 psf and a dead load value of 15 psf.

Factors That Influence

Many factors influence how a system responds to loading. It is important to realize that the way you select and use materials will control costs and performance.

  • Depth of structural members. Often, 2×10 joists spaced 24-inches o.c. will provide a stronger and stiffer floor assembly than 2×8 joists of the same grade and species that are spaced 16-inches o.c.

  • E value or modulus of elasticity of the individual elements. E is a ratio that relates the amount a given load causes a material to deform. A material with a higher E value is stiffer. For example: No.2 grade eastern white pine has an E value of 1,100,000 and No.2 hem-fir has an E value of 1,300,000. Hem-fir is a stiffer material.

  • Fb value or extreme fiber stress in bending. Loads cause beams, joists and rafters to bend. As a beam bends the outermost (extreme) fibers are compressed along the top edge. And at the same time, fibers stretch along the bottom edge. The outermost (extreme) wood fibers on the top and bottom surfaces are stressed more than those fibers in the middle. An Fb value indicates design strength for those extreme fibers. The higher the Fb the stronger the wood.

  • Lumber grade. A higher grade of a given species has a higher strength rating (Fb) and often has a higher stiffness value (E) too.

  • Species of wood. All species are not created equal. For example southern pine is much stronger and stiffer than spruce.

  • Duration of load. How long will the members be loaded? Full-time loading (floor joists) serves as the benchmark value. Benchmark values are multiplied by 1.15 to yield snow-load values and by 1.25 for 7-day loading. Don’t worry about the calculations! Tables automatically handle this adjustment. You just read the numbers under the appropriate column heading. For example: A select structural, southern pine 2×8 floor joist has a 2650 Fb. While the same grade and species 2×8 has a 3040 Fb when used as a roof rafter in snow country. E values are unaffected by duration of load.


What You Need

Alright, so now you want to use this information. First you need to get a few things: Code book; AF&PA’s Span Tables for Joists and Rafters (this assigns allowable spans to various combinations of E and Fb); and a copy of Design Values for Joists and Rafters (this has Fb and E values for various species, sizes and grades of dimension lumber).

The code book can be purchased through your local code official. Building codes provide you with information about required grades, spans, bearing, lateral support, notching, etc. Purchase CABO One and Two Family Dwelling Code,5203 Leesburg Pike, Suite 708, Falls Church, VA 22041. CABO is referenced in most local building codes as an acceptable option to the local code. This code book has one appendix with span tables for joists and rafters and another with design values for joists and rafters.

The other publications I mentioned are referenced by most codes and can be purchased from AF&PA’s American Wood Council, PO Box 5364, Madison, WI 53705-5364, 1-800-890-7732. Or they can be ordered online at: http://www.forestprod.org/awc

These documents provide an expanded view of span-table use through “explanation” and “commentary” sections at the beginning and end of the publications. I find the AWC documents easy to follow. The technical staff at AWC is eager and able to help you understand the documents if you get stuck. You can contact the AWC Helpdesk at 800-AWC-AFPA (292-2372) or via email at awcinfo [Email address: awcinfo #AT# afandpa.org - replace #AT# with @ ]. Or visit their website at http://www.awc.org for more information.

There are other span tables and publications available too. Western Wood Products Association (WWPA) publishes tables, for example. But WWPA uses “base values” that make the job more complicated. Some designers may find WWPA’s tables useful. However, I think builders and architects are better served by AF&PA’s version.

PULLING IT ALL TOGETHER

Calculating Loads

For the most part, live load and dead load values for floor and roof systems are considered distributed loads. In other words, the weight is distributed or shared uniformly by the members in the floor or roof system. In order to establish proper sizes, grades and on-center spacing of joists and rafters you first need to determine what loading is acceptable to the building code.

Use your code book here. Look up the allowable loads and deflection limits imposed by your local code. For example: Massachusetts code book includes the following information.

Floors (joists)

Dwellings

live load (psf)

dead load

first floor

40

*

second floor

30

*

uninhabitable attics

20

*

* weights listed in code book appendix


Deflection

The code section on working load deflection states: The deflection of floor and roof assemblies shall not be greater than L/360 for plastered construction; L/240 for unplastered floor construction; and L/180 for unplastered roof construction. So these are the limits set by the code.

You can also use AF&PA’s “Span Tables for Joists and Rafters”. This is the easiest way to determine allowable dead loads, live loads and deflection limits. This publication has a much more extensive offering of possible joist and rafter conditions.

Once you find the appropriate table in the book, you determine acceptable Fb and E values for your particular span condition. Span is the distance from face to face of the supports.(for joists: from basement-side of sill to sill-side of center girder.)

Rafters

Rafters are sized the same way as joists: Establish live load, dead load and deflection limits; use the appropriate rafter table to determine acceptable Fb and E values; and then select the appropriate species, size and grade from AF&PA’s Design Values for Joists and Rafters publication.

Sizing rafters differs from sizing joists in 2 ways:

1) The span of a rafter is not based on the measurement along its length. Rather, the span is based on the rafter’s “horizontal projection”. This is the horizontal distance from the inside surface of the supporting wall to the inside surface of the ridge board. So consider a simple gable roof on a 24-foot wide ranch framed with 2×6 exterior walls and a 1 1/2 ridge: the span would be 11’5 3/4″.

2) You must determine the snow load for your region. This information is found in the code book. The snow load is treated as a live load when you use AF&PA’s tables. If your code book says your snow load is 40 psf, then you use the 40 psf live load rafter table. The fact that snow loads only act part of the year has been used to create the rafter tables.

Compression Perpendicular to the Grain

The loads carried by floor joists, ceiling joists and rafters are transferred through their end points to supporting walls and beams. The ends of these members must be able to “react” or resist these loads without crushing. AF&PA lists the required compression perpendicular to grain values for joists and rafters for various spans, on-center spacing and loading conditions in its Span Tables for Joists and Rafters. AF&PA’s Design Values for Joists and Rafters lists compression perpendicular to grain design values for a variety of species. Just be sure the species design value exceeds the required compression perpendicular to grain value for your structural condition.

SUMMARY

Step by Step

Here is a checklist of steps to follow when using span tables

1) check plans to determine span and on-center spacing (design conditions)
2) check codes for allowable live load, snow load, dead load and deflection
3) select appropriate span table
4) match span in table to design condition and determine minimum Fb and E values listed in the span table

  • NOTE: you will have options for on-center spacing and size

5) select appropriate species and grade from values listed in design values table

  • NOTE: you will have options regarding species and grade providing you with an economic opportunity

6) determine required compression perpendicular to grain design value in table
7) verify that the compression perpendicular to grain design value for the species selected in step 5 meets the required design value determined in step 6


EXAMPLE: A Test Case

Test your skill. Let’s work through an example that illustrates the steps involved in using the tables. Let’s say you’re building a 16-foot addition and have to select the correct size and species of lumber for the floor joists. The joists will be 16 inches on-center. Their design span, the exact length from face to face of the supports, is 15 feet 1 inch (see illustration – Figure #1)

Figure 1

image: figure 1


When sizing joists, use the clear span – the
length from support to support – not the full
length of the joist


Steps

Floor Joists

Step 1 Check The Code: First check the local code for allowable live load, dead load, and deflection (see Figure #2). For this example I’ll use the CABO One and Two Family Dwelling Code , which serves as the model for many state and local codes. This sets an allowable first-floor live load of 40 psf, a dead load of 10 psf, and a deflection of L/360.

Figure 2
Live loads and deflection limits are set by code.
These tables are from the CABO One and Two Family Dwelling Code.


MINIMUM UNIFORMLY DISTRIBUTED LIVE LOADS

Use

Live Load

Balconies (exterior)

60

Decks

40

Fire escapes

40

Garages (passenger cars only)

50

Attics (no storage with roof slope no steeper than 3 in 12)

10

Attics (limited attic storage)

20

Dwelling Units (except sleeping rooms)

40

Sleeping Rooms

30

Stairs

40


ALLOWABLE DEFLECTION OF STRUCTURAL MEMBERS

Structural Member

Allowable Deflection

Rafters with slope > 3/12 and no ceiling load

L/180

Interior walls and partitions

L**/180

Floors and plastered ceilings

L/360

All other structural members

L/240

Notes: L = span length, L** = vertical span


Step 2 Span Table: Select the appropriate table in Span Tables for Joists and Rafters . The Table of contents indicates that Table F-2 watches these loading conditions. Using Table F-2 (Figure #3), check each lumber size to see if a 16-inch spacing will permit a span of 15 feet 1 inch. Start with the “16.0” line in the “Spacing” column at the left of the table, then go to the right until you reach an appropriate span at least 15 feet 1 inch in this case). Then drop down to find the appropriate Fb Value for the span.

As the table shows, no 2×8’s meet the span and spacing requirements, but a 2×10 with an E of 1,300,000 psi and Fb of 1093 psi can span 15 feet 3 inches – more than enough. A 2×12 with an E of 800,000 psi and Fb of 790 psi also works, since it can span 15 feet and 10 inches.

Figure 3
Given a design span of 15 feet 1 inch and a 16 inch joist spacing, first determine which size lumber will work. Then find the required Fb value at the bottom of the column.


FLOOR JOISTS WITH L/360 DEFLECTION LIMITS

DESIGN CRITERIA:
Deflection – For 40 PSF live load.
Limited to span in inches divided by 360.
Strength – Live load of 40 psf plus dead load of 10 psf determines the required bending design value.

Joist Size
(in.)
Spacing
(in.)
Modulus of Elasticity, E, in 1,000,000 psi

0.8

0.9

1.0

1.1

1.2

1.3

1.4

1.5

1.6

2×6

12.0

8-6

8-10

9-2

9-6

9-9

10-0

10-3

10-6

10-9

16.0

7-9

8-0

8-4

8-7

8-10

9-1

9-4

9-6

9-9

19.2

7-3

7-7

7-10

8-1

8-4

8-7

8-9

9-0

9-2

24.0

6-9

7-0

7-3

7-6

7-9

7-11

8-2

8-4

8-6

2×8

12.0

11-3

11-8

12-1

12-6

12-10

13-2

13-6

13-10

14-2

16.0

10-2

10-7

11-0

11-4

11-8

12-0

12-3

12-7

12-10

19.2

9-7

10-0

10-4

10-8

11-0

11-3

11-7

11-10

12-1

24.0

8-11

9-3

9-7

9-11

10-2

10-6

10-9

11-0

11-3

2×10

12.0

14-4

14-11

15-5

15-11

16-5

16-10

17-3

17-8

18-0

16.0

13-0

13-6

14-0

14-6

14-11

15-3

15-8

16-0

16-5

19.2

12-3

12-9

13-2

13-7

14-0

14-5

14-9

15-1

15-5

24.0

11-4

11-10

12-3

12-8

13-0

13-4

13-8

14-0

14-4

2×12

12.0

17-5

18-1

18-9

19-4

19-11

20-6

21-0

21-6

21-11

16.0

15-10

16-5

17-0

17-7

18-1

18-7

19-1

19-6

19-11

19.2

14-11

15-6

16-0

16-7

17-0

17-6

17-11

18-4

18-9

24.0

13-10

14-4

14-11

15-4

15-10

16-3

16-8

17-0

17-5

Fb
Fb
Fb
Fb

12.0

718

777

833

888

941

993

1043

1092

1140

16.0

790

855

917

977

1036

1093

1148

1202

1255

19.2

840

909

975

1039

1101

1161

1220

1277

1333

24.0

905

979

1050

1119

1186

1251

1314

1376

1436

Note: The required bending design value, Fb, in pounds per square inch is shown at the bottom of each table and is applicable to all lumber sizes shown. Spans are shown in feet – inches and are limited to 26′ and less. Check sourcesof supply for availability of lumber in lengths greater than 20′.

EXCERPTED FROM SPAN TABLES FOR JOISTS AND RAFTERS, Copyright © 1993 AMERICAN FOREST & PAPER ASSN., WASHINGTON, D.C.


Step 3 Wood Design Values: Now you must select a wood species and grade that meets the required Fb and E values, and that’s available in your area. For this, use the tables in Design Values for Joists and Rafters. For this example, I’ve excerpted the relevant sections from tables for hem-fir, Douglas fir-larch, and spruce-pine-fir (Figure 4). In hem-fir, either a No.1 2×10 or a No. 2 2×12 would work. In Douglas fir-larch, either a No 2 2×10 or a No. 2 2×12 works. In spruce-pine-fir, No. 1 7 2 2×10 or 2×12 would do the job.

Figure 4
After determining what size lumber to use, turn to the tables in Design Values For Joists and Rafters to select a species and grade that meets the required Fb and E values. The tables shown here are excerpts from the hem-fir, Douglas fir-larch, and spruce-pine-fir tables.


DESIGN VALUES FOR JOISTS AND RAFTERS
VISUALLY GRADED LUMBER

These Fb values for use where repetative members are spaced not more than 24 inches. For wider spacing, the Fb values shall be reduced 13%. Values for surfaced dry or surfaced green lumber apply at 19% maximum moisture content in use.

Species and Grade

Size


Design Value in Bending (Fb)

Modulus of Elasticity (E)

Normal Duration

Snow Loading

7 Day Loading

HEM-FIR

Select Structural

2×10

1770

2035

2215

1,600,000

No. 1 & Btr.

1330

1525

1660

1,500,000

No. 1

1200

1380

1500

1,500,000

No. 2

1075

1235

1345

1,300,000

No. 3

635

725

790

1,200,000

Select Structural

2×12

1610

1850

2015

1,600,000

No. 1 & Btr.

1210

1390

1510

1,500,000

No. 1

1095

1255

1365

1,500,000

No. 2

980

1125

1385

1,300,000

No. 3

575

660

720

1,200,000

DOUGLAS FIR-LARCH

Select Structural

2×10

1835

2110

2295

1,900,000

No. 1 & Btr.

1455

1675

1820

1,800,000

No. 1

1265

1455

1580

1,700,000

No. 2

1105

1275

1385

1,600,000

No. 3

635

725

790

1,400,000

Select Structural

2×12

1670

1920

2085

1,900,000

No. 1 & Btr.

1325

1520

1655

1,800,000

No. 1

1150

1325

1440

1,700,000

No. 2

1005

1155

1260

1,600,000

No. 3

575

660

720

1,400,000

SPRUCE-PINE-FIR

Select Structural

2×10

1580

1820

1975

1,500,000

No. 1/No. 2

1105

1275

1385

1,400,000

No. 3

635

725

790

1,200,000

Select Structural

2×12

1440

1655

1795

1,500,000

No. 1/No. 2

1005

1155

1260

1,400,000

No. 3

575

660

720

1,200,000

EXCERPTED FROM DESIGN VALUES FOR JOISTS AND RAFTERS, Copyright © 1992 AMERICAN FOREST & PAPER ASSN., WASHINGTON, D.C.


Step 4 Bearing Check: The final step is to make sure the lumber you’ve chosen meets the required design value for compression perpendicular to the grain. The loads carried by floor joists, ceiling joists, and rafters are transferred through their end points to supporting walls and beams. The ends of these members must be able to resist these loads without crushing.

Table 9.1 in Span Tables for Joists and Rafters (Figure #5) gives a required compression value of 237 psi for a span of 16 feet and bearing length of 1.5 inches. (the tables permit a bearing length of up to 3.5 inches, but since 1.5 is probably the worst case that you’ll encounter for joist or rafter bearing, it’s a safe value.) You can get the compression perpendicular to grain design value for various species selected from the addendum that comes with Design Values for Joists and Rafters. For instance, hem-fir has an acceptable value of 405 psi, spruce-pine-fir of 425 psi.

Figure 5
Check to see that the lumber species selected has the necessary compression strength perpendicular to the grain. This table, from Span Tables for Joists and Rafters, gives the required values for various design conditions; an addendum that comes with Design Values for Joists and Rafters gives the valies for specific species.


SPAN TABLES FOR JOISTS AND RAFTERS

Required compression perpendicular to grain values (Fc) in pounds per square inch for simple span joists and rafters with uniform loads


Bearing Length, in.

Span, ft.

1.5

2.0

2.5

3.0

3.5

8

119

98

71

59

51

10

148

111

89

74

63

12

178

133

107

89

76

14

207

156

124

104

89

16

237

178

142

119

102

18

267

200

160

133

114

20

296

222

178

148

127

22

326

244

196

163

140

24

356

267

213

178

152

Notes:
1) Bearing width is assumed to be 1.5″
2) Total uniform load is assumed to be 66.67 plf.
3) Alternate Fc perpendicular to grain values were possible by adjusting the tabulated values in direct proportion to the desired load.


1993 ADDENDUM TO DESIGN VALUES FOR JOISTS AND RAFTERS


Species1


Compression design value, psi. “Fc“perpendicular to grain

Douglas Fir-Larch

625

Eastern White Pine

350

Hem-Fir

405

Southern Pine, Dense

660

Southern Pine, Select Structural No.1, No.2, No.3, Stud, Construction, Standard, Utility

565

Southern Pine, Non-Dense

480

Spruce-Pine-Fir

425

Spruce-Pine-Fir (south)

335

1. Design values apply to all grades for the species listed unless otherwise indicated in the table above.

EXCERPTED FROM SPAN TABLES FOR JOISTS AND RAFTERS, Copyright © 1993 AMERICAN FOREST & PAPER ASSN., WASHINGTON, D.C.


Ceiling Joists and Rafters

Ceiling joists are sized like floor joists except that deflection limits vary depending on whether the joists will be used for attic storage or will have a plaster or drywall finish. Check your code and follow the AF&PA tables accordingly.

When using the tables to size rafters, there are two points to keep in mind. First, remember that the rafter’s span is not its actual length, but its total horizontal projection (see Figure #6). Second, use the snow load value for your region in determining which rafter table to use. If your code book says your snow load is 40 psf, then you must use the 40 psf live load rafter table. The fact that snow loads only act part of the year has been taken into account in the rafter tables, but don’t forget to use the “Snow Loading” column to get the Fb design value.

Figure 6

image: figure 6


Use the horizontal projection of a rafter, not
its actual length, when figuring rafter span

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Last updated: June 4, 2009