WESTERN SPECIFIER. Technical Data for PWI Joists, PWLVL Headers, Beams, Rim Board, Stud, and Dimension

Transcription

1 E N G I N E E R E D W O O D WESTERN SPECIFIER Technical Data for PWI Joists, PWLVL Headers, Beams, Rim Board, Stud, and Dimension P R O D U C T S

2 JOIST DIMENSIONS 9½ LVL FLANGE PWI JOIST SERIES JOIST DIMENSIONS PWI 20 9½ 11\ä{ OSB Web 1¾ x Flange PWI 60 11\ä{ OSB Web x Flange PWI 77 9½ 11\ä{ OSB Web x 1½ Flange PWI 45 11\ä{ OSB Web x Flange PWI 70 11\ä{ OSB Web x 1½ Flange PWI 90 9½ 11\ä{ OSB Web 3½ x 1½ Flange For information about our complete line of products, please scan this code or visit 9½ P W I J O I S T D I M E N S I O N S 3 V1

3 V1 P W I J O I S T S A F E T Y, H A N D L I N G & P E R F O R M A N C E 4 SAFETY & CONSTRUCTION PRECAUTIONS INSTALLATION Walking on the joists should not be permitted until they are properly braced. All hangers, rim boards, rim joists and blocking at the end supports of the joists must be installed and nailed properly. During installation, a minimum of 1 x 4 temporary bracing is required. Bracing members should be spaced at 8 0 o.c. and nailed to each joist with two 8d nails (10d box nails if bracing thickness exceeds 1 ). Lap bracing ends and anchor them to temporary or permanent sheathing nailed to the first 4 of joists at the end of the bay or a braced end wall. Do not cut, drill, or notch flanges. STORAGE & HANDLING GUIDELINES STORAGE Installation guidelines from Pacific Woodtech will be included with every shipment of trademarked PWI joists to job sites. Store bundles upright on a smooth, level, well drained supportive surface. Always stack and handle I-joists in the upright position only. Bundles should not be in contact with the ground. Place 2x or LVL spacers (at a maximum of 10 apart) between bundles and the ground and bundles stored on top of one another. Bundles should remain wrapped, strapped and protected from the weather until time of installation. LVL SEALER Pacific Woodtech s LVL has a wax-based sealer specifically formulated for laminated veneer lumber to help protect it from weather related issues SYSTEM PERFORMANCE Traditionally, floor vibration has not been an issue with a well-designed and constructed floor. The model code-required serviceability deflection requirements of span/360 for live load and span/240 for total load have long served to keep code-conforming floors stiff enough to minimize vibration-related problems. These deflection requirements were based on the use of traditional lumber framing and prevailing architectural norms. Spans in traditional lumber-framed structures seldom exceeded feet. With engineered wood products, however, designers are no longer limited by the capacities and lengths of traditional lumber structural elements. Spans unheard of just a few years ago are now common with engineered wood products. The traditional deflection limits may no longer be appropriate for the longer spans made possible by engineered wood products. For this reason, APA has voluntarily adopted a live load deflection criteria that is 33% stiffer than that required in the current model building codes. This deflection criteria was selected for increase because vibration loads are caused by transient or live loads, most often by people moving about the floor itself. By increasing the stiffness of the floor using span/480 requirements instead of the more traditional span/360, the vibrations caused by a thundering herd of youngsters can be more easily tolerated. Designing the ideal floor is not, however, an exact science. Because one of the benefits of a The ends of cantilevers must be temporarily braced on both the top and bottom flanges. Never overload sheathed joists with loads that exceed design loads. Only remove the bracing as the sheathing is attached. Engineered wood products should be used in dry conditions only. When stacking construction material, stack only over beams or walls, NOT on unsheathed joists. These are general recommendations and in some cases, additional precautions may be required. during storage and construction. LVL is very dry when it is produced. It will absorb moisture and grow in size slightly as it acclimates to the climate. The sealer helps to reduce the rate of moisture absorption and increases protection from UV rays. However, it is not meant for protection from longterm or high concentrations of moisture exposure. HANDLING Never use or field repair a damaged I-joist. All handling of joists with a forklift or crane should be done carefully. Joists should remain vertical during handling. Avoid excessive bowing during all phases of handling and installation (i.e. measuring, sawing or placement). Damage may result if the joist or beam is twisted or a load is applied to it while it s lying flat. wood floor is its ability to cushion footfalls, it is not desirable to make every floor overly stiff. As usual, a one-size solution does not fit all. The selection of span/480 as a serviceability requirement is a compromise. It provides a substantial decrease in floor vibration with a minimal cost penalty without making the floor so stiff that comfort is compromised. Researchers have proposed a number of additional methods that can be used to reduce floor vibration even further. These methods include: Gluing the wood structural panel floor to the PWI joists Attaching wood structural panels or gypsum board to the bottom of the PWI floor joists Decreasing the PWI floor joist spacing by one increment based on allowable span Using full-depth blocking at regular intervals between all of the PWI floor joists over the entire floor Adding concrete topping over the floor sheathing By far the most practical and most economical way to further increase the stiffness of your floor when using PWI joists is to select the most economical joist from our allowable span tables and then maintain the same joist designation but upgrade to the next net depth.

4 LVL FLANGE PWI JOIST SERIES REFERENCE DESIGN VALUES REFERENCE DESIGN VALUES (1) Joist Series PWI 20 PWI 45 PWI 60 PWI 70 PWI 77 PWI 90 Joist Depth PWI Joist EI (2) (x 10 6 lb-in 2 ) k (3) (x 10 6 lb) M (4) (ft-lb) V (5) (lb) ER (6) (lb) IR (7) (lb) Vertical Load (8) (plf) 9½ PWI PWI PWI ½ PWI PWI PWI PWI ½ PWI PWI PWI PWI PWI PWI PWI PWI PWI ½ PWI PWI PWI PWI PWI PWI PWI (9) 4125 (9) PWI (9) 4125 (9) ½ PWI PWI PWI PWI PWI PWI PWI (9) 4605 (9) PWI (9) 4605 (9) Values apply to normal load duration. All values except EI, k and Vertical Load may be adjusted for other load durations as permitted by the code. 2. Bending stiffness (EI). 3. Coefficient of shear deflection (k). Use Equations 1 or 2 to calculate uniform load or center point load deflections in a simple-span application. Uniform Load: Center Point Load: [1] d = 5wl 4 + wl 2 384El k [2] d = Pl 3 + 2Pl 48EI k Where: d = calculated deflection [in] w = uniform load [lb/in] l = design span [in] 4. Moment capacity (M). The tabulated values shall not be increased by any code-allowed repetitive member factor. 5. Shear capacity (V). 6. End reaction capacity (ER) of the I-joist without web stiffeners and a minimum bearing length of 1¾ inches. 7. Intermediate reaction capacity (IR) of the I-joist without web stiffeners and a minimum bearing length of 3½ inches. 8. Blocking panel and rim joist vertical load capacity. 9. Web stiffeners required. See Web Stiffener Requirements on page 34. P = concentrated load [lb] EI = bending stiffness of the I-joist [lb-in 2 ] k = coefficient of shear deflection [lb] 5 P W I J O I S T D E S I G N V A L U E S V1

5 V1 P W I J O I S T R E A C T I O N V A L U E S PWI JOIST SERIES REACTION VALUES PWI JOIST REFERENCE REACTION VALUES End Reaction [lb] Intermediate Reaction [lb] Joist Joist Series Depth Bearing Length = 1.75 Bearing Length = 3.5 Bearing Length = 3.5 Bearing Length = 5.25 no WS (1) WS (1) no WS (1) WS (1) no WS (1) WS (1) no WS (1) WS (1) PWI 20 PWI 45 PWI 60 PWI 70 PWI 77 PWI 90 9½ ½ ½ ½ ½ No web stiffener (no WS) and web stiffener (WS) values may be adjusted for load duration as permitted by the code up to the limits described in Note After adjustment for load duration, end reactions may not exceed beff x b x Fc and intermediate reactions may not exceed beff b x Fc x Cb, where beff is the effective width of the flange in inches, lb is the bearing length in inches, Fc is the flange reference compression design value perpendicular to grain in pounds per square inch (650 psi), and Cb = ( b ) b. Do not adjust Fc for load duration. 3. See Web Stiffener Requirements on page 34 for more details. beff [in] (2) WS Nails (3) 6

6 FLOOR SPANS ALLOWABLE RESIDENTIAL FLOOR SPANS 40 PSF LIVE LOAD AND 10 PSF DEAD LOAD Simple Spans Multiple Spans Simple or Multiple Spans Joist Series Joist Depth 12 o.c. 16 o.c o.c. 24 o.c. 12 o.c. 16 o.c o.c. 24 o.c. 12 o.c. 16 o.c o.c. 24 o.c. 9½ PWI 20 PWI 45 PWI 60 PWI 70 PWI 77 PWI ½ ½ ½ ½ Notes: 1. Table values apply to uniformly loaded, residential floor joists. 2. Span is measured from face to face of supports. 3. Deflection is limited to L/240 at total load and L/480 at live load. 4. Table values are based on glued and nailed sheathing panels (23/32 for 24 o.c., 19/32 otherwise). Use an ASTM D3498 adhesive in accordance with the manufacturer s recommendations. Reduce spans by 12 if sheathing is nailed only. 5. Provide at least 1¾ of bearing length at end supports and 3½ at intermediate supports. 6. Provide lateral restraint at supports (e.g. blocking panels, rim board) and along the compression flange of each joist (e.g. floor sheathing, gypsum board ceiling). 7. Use sizing software or consult a professional engineer to analyze conditions outside the scope of this table (e.g. commercial floors, different bearing conditions, concentrated loads) or for multiple span joists if the length of any span is less than half the length of an adjacent span. HOW TO USE FLOOR SPAN TABLES 1. Choose the appropriate live and dead load combination as well as a joist spacing. 2. Scan down the spacing column to find a span that exceeds the design span. 3. Scan to the left from that span to determine the joist size required. 4. Web stiffeners are required at all supports for 22 and 24 joists. See Web Stiffener Requirements on page 34 for more details. P W I J O I S T F L O O R S P A N S 7 V1

7 P W I J O I S T F L O O R S P A N S V1 FLOOR SPANS ALLOWABLE RESIDENTIAL FLOOR SPANS 40 PSF LIVE LOAD AND 20 PSF DEAD LOAD Simple Spans Multiple Spans Simple or Multiple Spans Joist Series Joist Depth 12 o.c. 16 o.c o.c. 24 o.c. 12 o.c. 16 o.c o.c. 24 o.c. 12 o.c. 16 o.c o.c. 24 o.c. 9½ PWI 20 PWI 45 PWI 60 PWI 70 PWI 77 PWI ½ ½ ½ ½ Notes: 1. Table values apply to uniformly loaded, residential floor joists. 2. Span is measured from face to face of supports. 3. Deflection is limited to L/240 at total load and L/480 at live load. 4. Table values are based on glued and nailed sheathing panels (23/32 for 24 o.c., 19/32 otherwise). Use an ASTM D3498 adhesive in accordance with the manufacturer s recommendations. Reduce spans by 12 if sheathing is nailed only. 5. Provide at least 1¾ of bearing length at end supports and 3½ at intermediate supports. 6. Provide lateral restraint at supports (e.g. blocking panels, rim board) and along the compression flange of each joist (e.g. floor sheathing, gypsum board ceiling). 7. Use sizing software or consult a professional engineer to analyze conditions outside the scope of this table (e.g. commercial floors, different bearing conditions, concentrated loads) or for multiple span joists if the length of any span is less than half the length of an adjacent span. 8

8 FLOOR LOADS SIMPLE-SPAN JOIST ALLOWABLE UNIFORM FLOOR LOAD (PLF) PWI 20 PWI 45 Joist 9½ 11 Span ½ (ft) Live L/480 Total 100% Live L/480 Total 100% Live L/480 Total 100% Live L/480 Total 100% Live L/480 Total 100% Live L/480 Total 100% Live L/480 Total 100% Notes: 1. Table values apply to uniformly loaded floor joists. 2. Span is measured to the center of each support. 3. The values in the Total columns are based on an L/240 total load deflection limit. Building codes typically require L/360 for live load. Experience has shown that a live load deflection limit of L/480 at 40 psf for residential floors does a better job than L/360 of meeting most performance expectations. 4. Table values do not account for stiffness added by glued or nailed sheathing. 5. Provide at least 1¾ of bearing length at end supports and 3½ at intermediate supports. 6. Provide lateral restraint at supports (e.g. blocking panels, rim board) and along the compression flange of each joist (e.g. floor sheathing, gypsum board ceiling). 7. Use sizing software or consult a professional engineer to analyze conditions outside the scope of this table (e.g. different bearing lengths, concentrated loads) or for multiple span joists if the length of any span is less than half the length of an adjacent span. HOW TO USE FLOOR LOAD TABLES 1. Choose a joist spacing and convert the live and total design loads specified in pounds per square foot (psf) to joist loads in pounds per lineal foot (plf). Joist Spacing [ft] x Design Load [psf] = Joist Load [plf] JOIST LOAD (PLF) Joist Spacing Design Load (psf) Inches Feet Choose a span and scan across the Span row to find a joist size with sufficient Live and Total load capacities. Both requirements must be satisfied. When no value is shown in a Live column, Total load governs. 3. Web stiffeners are required at all supports for 22 and 24 joists. See Web Stiffener Requirements on page 34 for more details. PSF TO PLF CONVERSION LOAD IN POUNDS PER LINEAL FOOT (PLF) O.C. Spacing Load in Pounds per Square Foot (psf) Inches Feet o.c. spacing (ft) x load (psf) = load (plf) P W I J O I S T F L O O R L O A D S 9 V1

9 V1 P W I J O I S T F L O O R L O A D S FLOOR LOADS SIMPLE-SPAN JOIST ALLOWABLE UNIFORM FLOOR LOAD (PLF) PWI 60 PWI 70 Joist 9½ 11 Span (ft) Live L/480 Total 100% Live L/480 Total 100% Live L/480 Total 100% Live L/480 Total 100% Live L/ Notes: 1. Table values apply to uniformly loaded floor joists. 2. Span is measured to the center of each support. 3. The values in the Total columns are based on an L/240 total load deflection limit. Building codes typically require L/360 for live load. Experience has shown that a live load deflection limit of L/480 at 40 psf for residential floors does a better job than L/360 of meeting most performance expectations. 4. Table values do not account for stiffness added by glued or nailed sheathing. 5. Provide at least 1¾ of bearing length at end supports and 3½ at intermediate supports. 6. Provide lateral restraint at supports (e.g. blocking panels, rim board) and along the compression flange of each joist (e.g. floor sheathing, gypsum board ceiling). 7. Use sizing software or consult a professional engineer to analyze conditions outside the scope of this table (e.g. different bearing lengths, concentrated loads) or for multiple span joists if the length of any span is less than half the length of an adjacent span. Total 100% Live L/480 Total 100% Live L/480 Total 100% Live L/480 Total 100% Live L/480 Total 100% 10

10 FLOOR LOADS SIMPLE-SPAN JOIST ALLOWABLE UNIFORM FLOOR LOAD (PLF) PWI 77 PWI 90 Joist 9½ 11 Span ½ (ft) Live Total Live Total Live Total Live Total Live Total Live Total Live Total Live Total Live Total Live Total Live Total Live Total Live Total Live Total Live Total Live Total L/ % L/ % L/ % L/ % L/ % L/ % L/ % L/ % L/ % L/ % L/ % L/ % L/ % L/ % L/ % L/ % See notes on page 10 P W I J O I S T F L O O R L O A D S 11 V1

11 V1 P W I J O I S T F L O O R D E T A I L S FLOOR DETAILS FLOOR NOTES: 1. Use min. 2½ x nails unless otherwise noted. Larger diameter nails might split flanges. 2. Fasten joists to top plate with at least two nails. Start nails at least 1½ from end to avoid splitting. 3. Engineered projects might require higher strength connections. Refer to designer s specifications. 4. 1¾ min. bearing at end supports. 3½ at intermediate and cantilever supports. 5. Framing lumber is assumed to be S-P-F unless otherwise noted. 6. See Web Stiffener Requirements on page Mid-span bridging is not required. F2 F4 END SUPPORT INTERMEDIATE SUPPORT Squash Block. One nail at each flange. Install before joists are sheathed. VERTICAL LOAD CAPACITY Pair of 2x4 Squash Blocks Pair of 2x6 Squash Blocks (Hem-Fir wall plates assumed) Rim Board. One nail per flange. Toe-nail to top plate at 6 o.c. Install as joists are set. Load-bearing wall directly above support below , lb 5900 lb F1 F3 F5 END SUPPORT END SUPPORT AT COLUMNS Blocking Panel. Nail to top plate at 6 o.c. Install as joists are set. Rim Joist. Nail to top plate at 6 o.c. One nail per flange (min. 1 penetration) or two toenails. Install as joists are set. Joists require at least 1¾ bearing. Squash Blocks. Joist depth , -0. Locate under full width of all columns. Install before joists are sheathed. 12

12 FLOOR DETAILS F6 F8 Filler Block F9 END WALL FLOOR OPENING Side Load Backer Nails Filler Nails 500 lb lb lb lb lb lb lb AT WOOD BEAM LVL beam Top- or facemounted hanger installed per manufacturer s recommendations. Starter Joist. Double (shown), single or rim board. Joist Flange Width Provide backer for siding attachment as required. Filler Block Nail Length F10 AT MASONRY WALL OR STEEL BEAM Top-mounted hanger installed per manufacturer s recommendations. Backer Block Backer Block both sides of single joist with face-mount hangers. Filler Thickness F7 Backer Thickness 1½ 2½ min or 1¼ ½ or 5 8 1¾ 3 min. 1½ ¾ min. 1¾ ¼ min ½ 3½ min. 2 or 2¼ 1 or ½ 3 min. ea. side 3 1½ Wall or Beam. 2x_ plate flush with inside face. INTERMEDIATE SUPPORT Blocking Panel. Nail to top plate at 6 o.c. Install as joists are set. Notes: 1. Side Load is the concentrated load transferred by a joist hanger. 2. Use min diameter nails. For backer blocks, use 2½ nails. For filler blocks, use length shown in table. Note that some joists require filler block nailing from each side. 3. Use Sheathing grade panels, Utility grade S-P-F lumber, or better. Thinner blocks may be combined to achieve specified thicknesses. 4. Size and position blocks to receive all nails, including hanger nails, without splitting. 5. Max. block depth is joist depth minus to avoid an interference fit between flanges. 6. For top-mount hangers, install backer blocks snug to top flange. 7. Clinch nails when possible. 8. Attach hangers according to manufacturer s instructions. F11 BEVELED CUT Load-bearing wall directly above support below. Do not bevel-cut beyond inside face of support. P W I J O I S T F L O O R D E T A I L S 13 V1

13 V1 P W I J O I S T C A N T I L E V E R D E T A I L S A N D R E I N F O R C E M E N T 14 CANTILEVER DETAILS AND REINFORCEMENT F12 INTERIOR BALCONY Uniform loads only. Rim board or wood structural panel F14 REINFORCED CANTILEVER Method 1 SHEATHING ONE SIDE Rim board or wood structural panel 2 0 max. Strength axis Method 2 SHEATHING TWO SIDES Stagger nails from opposite sides to avoid flange splitting. 2 0 min. Blocking panel or rim board. Nail to top plate at 6 o.c. Max. ¼ of adjacent span up to 4 0. Strength axis Blocking panel or rim board. Nail to top plate at 6 o.c. Method 1 and 2: Min. 23/32 sheathing-grade panels. Strength axis parallel to joist length. Reinforcement depth = joist depth. Nail to flanges at 6 o.c. F13 EXTERIOR BALCONY Min. 2x8. Preservative-treated as required. 2 rows of 3 x nails at 6 o.c. Clinch when possible. Uniform loads only. 60 psf live load max. Lumber or wood structural panel. Blocking panel or rim board. Nail to top plate at 6 o.c. F15 REINFORCED CANTILEVER Alternate Method 2 I-JOIST ONE SIDE Rim board or wood structural panel 2 0 max. Joist Flange Width 4 0 min. Filler Block Nail Length L (4 0 max.) Backer block. 2 rows of clinched nails at 6 o.c. 1½ L (4 0 min.) (Backer-block nails may be omitted if extension nails penetrate filler block and joist web and are clinched.) Filler Thickness 1½ 2½ min or 1¼ 1¾ 3 min. 1½ min. 1¾ ¼ min. 2 2½ 3½ min. 2 or 2¼ 3½ 3 min. ea. side 3 Blocking panel or rim board. Nail to top plate at 6 o.c. 2 rows of min. dia. nails at 6 o.c. as shown clinched.

14 CANTILEVER REINFORCEMENT JOISTS WITH 3/8 WEBS Roof Truss Joist 9½ Joist Joist 14 Joist 16 Joist Load 35 psf Total Load (115%) 45 psf Total Load (115%) 55 psf Total Load (115%) Span (ft) 12 o.c. 16 o.c o.c. 24 o.c. 12 o.c. 16 o.c o.c. 24 o.c. 12 o.c. 16 o.c X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X 1 1 X X X X X 1 2 X X X X X 1 2 X X X X JOISTS WITH 7/16 WEBS Roof Truss 9½ Joist Joist 14 Joist 16 Joist Load 35 psf Total Load (115%) 45 psf Total Load (115%) 55 psf Total Load (115%) Span (ft) 12 o.c. 16 o.c o.c. 24 o.c. 12 o.c. 16 o.c o.c. 24 o.c WS WS WS WS WS WS WS WS WS WS WS WS WS WS WS WS WS WS WS WS WS X X WS X WS WS WS WS WS WS WS X X WS X WS WS X 0 0 WS WS WS X 0 0 WS WS WS X X X o.c. 12 o.c. 24 o.c. 16 o.c. 12 o.c. 16 o.c o.c o.c. 24 o.c. 24 o.c. 12 o.c. 12 o.c. 16 o.c. 16 o.c o.c o.c. 24 o.c. 24 o.c. Roof truss span 2 0 maximum cantilever Notes: 0 = No reinforcement and no web stiffeners are required. WS = Web stiffeners are required at the support. Follow the intermediate support web stiffener nailing requirements on page = Reinforcer required on one side of the cantilever. See the Method 1 detail on page = Reinforcers required on both sides of the cantilever. See the Method 2 or Alternate Method 2 detail on page 14. X = Consider deeper joists or closer spacing. Table values apply to joists sized by means of the 10 psf dead load allowable residential floor spans tables on page 7 and are based on uniform loads across the ends of the cantilevers that include a 15 psf roof dead load and a 100 plf exterior wall load. Uniform loading may be assumed when window and door openings are up to three feet wide and spaced at least three feet apart. Otherwise, consider the need for extra joists under the window and door header jack studs. Use sizing software or consult a professional engineer for conditions beyond the scope of this table. P W I J O I S T C A N T I L E V E R R E I N F O R C E M E N T 15 V1

15 P W I J O I S T R O O F S P A N S V1 ROOF SPANS 115 % SNOW ALLOWABLE ROOF SPANS 25 PSF LIVE LOAD 15 PSF DEAD LOAD Joist Series PWI 20 Joist Depth SIMPLE SPAN Slopes to 4 in 12 Slopes to 8 in 12 Slopes to 12 in o.c o.c. 24 o.c. 16 o.c o.c. 24 o.c. 16 o.c o.c. 24 o.c. 9½ 19 2 (1) 18 0 (1) 16 8 (2) 18 0 (2) (2) 15 8 (2) 16 8 (2) 15 8 (3) 14 6 (3) (2) 21 3 (2) 19 0 (2) 21 9 (2) 20 5 (3) 18 6 (3) 20 1 (3) (3) 17 6 (3) (2) 23 3 (2) 20 9 (2) 24 9 (3) 22 7 (3) 20 2 (3) (3) 21 7 (3) 19 6 (3) PWI 9½ (1) 18 7 (2) 17 3 (2) 18 8 (2) 17 6 (2) 16 3 (3) 17 3 (3) 16 3 (3) 15 0 (3) (2) 22 5 (2) 20 9 (2) 22 6 (2) 21 1 (3) 19 7 (3) (3) 19 7 (3) 18 1 (3) 9½ 21 1 (1) 19 5 (2) 17 4 (2) (2) 18 7 (2) (3) 18 4 (3) 17 3 (3) (3) PWI (2) 22 2 (2) (2) 23 8 (2) 21 7 (3) 19 3 (3) 22 0 (3) 20 8 (3) 18 7 (3) (2) 24 4 (2) 21 9 (2) 26 0 (3) 23 8 (3) 21 2 (3) 25 0 (3) (3) 20 5 (3) (2) 26 3 (2) 23 5 (2) 28 0 (3) 25 6 (3) (3) 27 0 (3) 24 8 (3) 22 0 (3) 9½ 21 1 (1) 19 9 (2) 18 3 (2) (2) 18 7 (2) 17 3 (3) 18 4 (3) 17 3 (3) (3) PWI (2) 23 8 (2) (2) 23 9 (3) 22 4 (3) 20 8 (3) 22 0 (3) 20 8 (3) 19 2 (3) (2) 26 9 (2) (2) 27 1 (3) 25 5 (3) 23 3 (3) 25 1 (3) 23 6 (3) (3) (2) 28 7 (2) 25 7 (2) 30 1 (3) (3) (3) (3) 26 2 (3) 24 0 (3) (1) 17 5 (1) 16 1 (2) 17 6 (2) 16 5 (2) 15 2 (2) 16 2 (2) 15 2 (3) 14 1 (3) 9½ 21 6 (1) 20 2 (2) 18 8 (2) 20 3 (2) 19 0 (2) 17 7 (3) 18 9 (3) 17 7 (3) 16 4 (3) 11 PWI (2) 24 0 (2) 21 9 (2) 24 1 (3) 22 7 (3) (3) 22 4 (3) (3) 19 5 (3) (2) 26 7 (2) 23 9 (2) 27 3 (3) 25 8 (3) 23 1 (3) 25 3 (3) 23 9 (3) 22 0 (3) (2) 28 4 (2) 25 4 (2) 30 2 (3) 27 8 (3) 24 2 (3) 28 0 (3) 26 3 (3) 22 5 (3) (2) 30 1 (2) 25 9 (2) 32 1 (3) 29 3 (3) 24 5 (3) 30 7 (3) 28 3 (3) 22 8 (3) (2) 31 8 (2) 26 0 (2) (3) (3) 24 8 (3) 32 7 (3) 28 9 (3) (3) 9½ 20 9 (1) 19 6 (2) 18 1 (2) 19 7 (2) 18 5 (2) 17 0 (3) 18 1 (3) 17 0 (3) 15 9 (3) PWI (2) 23 6 (2) 21 9 (2) 23 7 (2) 22 1 (3) 20 6 (3) (3) 20 6 (3) 19 0 (3) (2) (2) (2) (3) 25 4 (3) 23 5 (3) (3) 23 5 (3) 21 8 (3) (2) (2) 27 4 (2) 30 0 (3) 28 3 (3) 26 2 (3) (3) 26 2 (3) 24 2 (3) 9½ 22 4 (2) 21 0 (2) 19 5 (2) 21 0 (2) 19 9 (3) 18 3 (3) 19 6 (3) 18 4 (3) (3) PWI (2) 25 2 (2) 23 3 (2) 25 3 (3) 23 8 (3) (3) 23 4 (3) (3) 20 4 (3) (2) 28 8 (2) 25 7 (2) 28 9 (3) 27 0 (3) (3) 26 8 (3) 25 0 (3) 23 2 (3) (2) (2) 27 7 (2) (3) 30 0 (3) (3) 29 7 (3) (3) 25 9 (3) (2) 26 0 (2) 24 1 (2) 26 1 (3) 24 6 (3) 22 9 (3) 24 2 (3) 22 9 (3) 21 1 (3) (2) 29 7 (2) 27 5 (2) 29 8 (3) (3) (3) 27 6 (3) (3) (3) PWI (2) (2) 30 4 (3) (3) (3) 28 7 (3) 30 6 (3) 28 8 (3) 26 6 (3) (2) (2) 32 6 (3) 36 0 (3) (3) (3) 33 4 (3) 31 4 (3) 28 8 (3) (2) (3) 32 6 (3) 39 0 (3) 36 8 (3) (3) 36 1 (3) (3) 28 8 (3) 9½ 23 4 (2) (2) 20 3 (2) 22 0 (2) 20 8 (3) 19 1 (3) 20 4 (3) 19 1 (3) 17 8 (3) (2) 26 2 (2) 24 3 (2) 26 3 (3) 24 8 (3) (3) 24 3 (3) (3) 21 2 (3) (2) 29 9 (2) 27 7 (2) (3) 28 0 (3) (3) 27 7 (3) (3) 24 0 (3) PWI (2) 33 0 (2) 30 7 (3) 33 1 (3) 31 1 (3) 28 9 (3) 30 7 (3) 28 9 (3) 26 8 (3) (2) 36 1 (2) 33 5 (3) 36 2 (3) 34 0 (3) 31 6 (3) 33 6 (3) 31 6 (3) 29 2 (3) (2) 39 2 (3) 35 8 (3) 39 3 (3) (3) 34 2 (3) 36 4 (3) 34 2 (3) 31 7 (3) (3) (3) 37 5 (3) 42 2 (3) 39 7 (3) 36 5 (3) 39 0 (3) 36 8 (3) 34 0 (3) (3) 43 8 (3) 39 0 (3) 45 0 (3) 42 4 (3) 38 0 (3) 41 8 (3) 39 2 (3) 36 4 (3) 9½ 26 8 (2) 25 1 (2) 23 2 (2) 25 2 (3) 23 7 (3) (3) 23 3 (3) (3) 20 3 (3) (2) (2) 27 8 (2) 30 0 (3) 28 2 (3) 26 1 (3) 27 9 (3) 26 1 (3) 24 2 (3) (2) (2) 31 5 (3) 34 1 (3) 32 0 (3) 29 7 (3) 31 6 (3) 29 7 (3) 27 5 (3) PWI (2) 37 7 (3) (3) 37 8 (3) 35 5 (3) 32 9 (3) (3) (3) 30 5 (3) (2) 41 1 (3) 38 1 (3) 41 2 (3) 38 9 (3) (3) 38 2 (3) (3) 33 3 (3) (3) 44 6 (3) 39 3 (3) 44 7 (3) (3) 37 3 (3) 41 4 (3) (3) 34 8 (3) (3) 47 9 (3) 44 3 (3) (3) 45 0 (3) 41 8 (3) 44 4 (3) 41 8 (3) 38 7 (3) (3) 51 0 (3) 47 3 (3) 51 1 (3) 48 0 (3) 44 6 (3) 47 4 (3) 44 6 (3) 41 3 (3) Notes: 1. Table values apply to uniformly loaded roof joists that are sloped at least ¼ in Span is measured on the horizontal from face to face of supports. 3. Table values do not account for stiffness added by glued or nailed sheathing. 4. Provide at least 1¾ of bearing length at end supports and 3½ at intermediate supports. 5. The numbers in parentheses refer to the minimum connection required at each support. (1) Beveled plate and two nails (190 lbs. lateral 115%), or joist hanger (2) Beveled plate and four nails (380 lbs. lateral 115%), or (3) (3) Gussets at high support (1490 lbs. lateral 115%), birdsmouth cut at low support, or (4) (4) Strap (1640 lbs. lateral 115%) or pair of twist straps (950 lbs. lateral capacity 115%) at high support, birdsmouth cut at low support 6. Provide lateral restraint at supports (e.g. blocking panels, rim board) and along the compression flange of each joist (e.g. roof sheathing, gypsum board ceiling). 7. Consult a professional engineer to analyze conditions outside the scope of this table (e.g. different bearing conditions, concentrated loads, multiple span joists). 16

16 ROOF SPANS 115 % SNOW ALLOWABLE ROOF SPANS 30 PSF LIVE LOAD 15 PSF DEAD LOAD Joist Series PWI 20 Joist Depth SIMPLE SPAN Slopes to 4 in 12 Slopes to 8 in 12 Slopes to 12 in o.c o.c. 24 o.c. 16 o.c o.c. 24 o.c. 16 o.c o.c. 24 o.c. 9½ 18 5 (1) 17 3 (2) 15 9 (2) 17 4 (2) 16 3 (2) 15 1 (3) 16 1 (3) 15 1 (3) 14 0 (3) (2) 20 1 (2) (2) (2) 19 7 (3) 17 6 (3) 19 5 (3) 18 3 (3) (3) (2) (2) 19 7 (2) 23 5 (3) 21 5 (3) 19 1 (3) 22 2 (3) 20 9 (3) 18 6 (3) PWI 9½ 19 0 (1) (2) 16 6 (2) 18 0 (2) (2) 15 7 (3) 16 8 (3) 15 8 (3) 14 6 (3) (2) 21 7 (2) (2) 21 8 (3) 20 4 (3) (3) 20 1 (3) (3) 17 6 (3) 9½ 20-1 (2) 18-4 (2) 16-5 (2) 19-1 (2) (3) 16-0 (3) 17-9 (3) 16-8 (3) 15-5 (3) PWI (2) (2) 18-8 (2) 22-5 (3) 20-5 (3) 18-3 (3) 21-3 (3) 19-9 (3) 17-8 (3) (2) 23-0 (2) 20-6 (2) 24-7 (3) 22-5 (3) 20-0 (3) (3) 21-8 (3) 19-5 (3) (2) 24-9 (2) 22-1 (2) 26-6 (3) 24-2 (3) 21-7 (3) 25-8 (3) 23-5 (3) (3) 9½ 20 3 (2) 19 0 (2) 17 7 (2) 19 1 (2) (3) 16 7 (3) 17 9 (3) 16 8 (3) 15 5 (3) PWI (2) 22 9 (2) 20 8 (2) (3) 21 6 (3) (3) 21 3 (3) (3) 18 6 (3) (2) 25 3 (2) 22 6 (2) 26 1 (3) 24 6 (3) 22 0 (3) 24 2 (3) 22 9 (3) 21 0 (3) (2) 27 0 (2) 24 1 (2) (3) 26 4 (3) 23 3 (3) (3) 25 3 (3) (3) (1) 16 9 (2) 15 6 (2) (2) 15 9 (2) 14 7 (3) 15 7 (3) 14 8 (3) 13 7 (3) 9½ 20 8 (2) 19 5 (2) (2) 19 6 (2) 18 4 (3) (3) 18 1 (3) 17 0 (3) 15 9 (3) 11 PWI (2) 23 0 (2) 20 7 (2) 23 2 (3) 21 9 (3) 20 1 (3) 21 6 (3) 20 3 (3) 18 9 (3) (2) 25 1 (2) 22 5 (2) 26 3 (3) 24 6 (3) 21 4 (3) 24 5 (3) (3) 20 0 (3) (2) 26 9 (2) 22 8 (2) 28 8 (3) 26 2 (3) 21 7 (3) 27 0 (3) 25 4 (3) 20 3 (3) (2) 28 5 (2) (2) 30 4 (3) 27 4 (3) (3) 29 5 (3) 25 8 (3) 20 6 (3) (2) 29 0 (2) 23 2 (2) 32 0 (3) 27 8 (3) 22 1 (3) (3) (3) 20 8 (3) 9½ 20 0 (2) 18 9 (2) 17 4 (2) (2) 17 8 (3) 16 5 (3) 17 6 (3) 16 5 (3) 15 3 (3) PWI (2) 22 7 (2) (2) 22 8 (3) 21 4 (3) 19 9 (3) 21 1 (3) 19 9 (3) 18 4 (3) (2) (2) (2) (3) 24 4 (3) 22 7 (3) 24 1 (3) 22 8 (3) (3) (2) 28 9 (2) 25 4 (2) (3) 27 2 (3) 24 1 (3) (3) 25 3 (3) 22 7 (3) 9½ 21-6 (2) 20-2 (2) 18-8 (2) 20-3 (2) 19-0 (3) 17-7 (3) (3) 17-8 (3) 16-4 (3) PWI (2) 24-2 (2) 22-0 (2) 24-3 (3) (3) 21-1 (3) 22-7 (3) 21-2 (3) 19-7 (3) (2) 27-0 (2) 24-2 (2) 27-8 (3) 26-0 (3) 23-7 (3) 25-8 (3) 24-2 (3) 22-4 (3) (2) 29-1 (2) 26-0 (2) 30-9 (3) 28-5 (3) 25-5 (3) 28-7 (3) (3) 24-1 (3) (2) 25-0 (2) 23-2 (2) 25-2 (3) 23-7 (3) (3) 23-4 (3) (3) 20-4 (3) (2) 28-5 (2) 26-4 (3) 28-7 (3) (3) (3) 26-7 (3) (3) 23-1 (3) PWI (2) 31-6 (2) (3) 31-8 (3) 29-9 (3) 27-7 (3) 29-5 (3) 27-8 (3) 25-7 (3) (2) 34-6 (3) (3) 34-8 (3) 32-7 (3) 27-7 (3) 32-2 (3) 30-3 (3) (3) (3) 36-3 (3) (3) 37-7 (3) 34-6 (3) 27-7 (3) (3) 32-4 (3) (3) 9½ 22-5 (2) 21-1 (2) 19-6 (2) 21-2 (2) (3) 18-5 (3) 19-8 (3) 18-5 (3) 17-1 (3) (2) 25-2 (2) 23-3 (2) 25-3 (3) 23-9 (3) 22-0 (3) 23-5 (3) 22-0 (3) 20-5 (3) (2) 28-7 (2) 26-6 (3) 28-9 (3) 27-0 (3) 25-0 (3) 26-8 (3) 25-1 (3) 23-2 (3) PWI (2) 31-9 (2) 29-4 (3) (3) (3) 27-9 (3) 29-7 (3) 27-9 (3) 25-9 (3) (2) 34-9 (3) (3) (3) 32-9 (3) 30-4 (3) 32-4 (3) 30-5 (3) 28-2 (3) (3) 37-7 (3) 32-1 (3) 37-9 (3) 35-6 (3) 30-7 (3) 35-1 (3) (3) 28-8 (3) (3) 39-5 (3) 35-3 (3) 40-7 (3) 38-2 (3) 34-5 (3) 37-8 (3) 35-5 (3) (3) (3) 41-2 (3) (3) 43-5 (3) 40-2 (3) (3) 40-3 (3) (3) (3) 9½ 25-8 (2) 24-1 (2) 22-3 (2) 24-2 (3) 22-9 (3) 21-0 (3) 22-6 (3) 21-1 (3) 19-6 (3) (2) 28-9 (2) 26-7 (3) (3) 27-1 (3) 25-1 (3) (3) 25-2 (3) 23-4 (3) (2) 32-7 (3) 30-2 (3) 32-9 (3) 30-9 (3) 28-6 (3) 30-5 (3) 28-7 (3) 26-6 (3) PWI (2) 36-1 (3) 33-5 (3) 36-4 (3) 34-1 (3) 31-7 (3) 33-8 (3) 31-8 (3) 29-4 (3) (3) 39-6 (3) (3) 39-8 (3) 37-3 (3) 33-4 (3) (3) 34-7 (3) 31-3 (3) (3) 42-9 (3) (3) (3) 40-4 (3) 33-4 (3) (3) 37-6 (3) 31-3 (3) (3) (3) 42-6 (3) 46-1 (3) 43-4 (3) 40-2 (3) (3) 40-3 (3) 37-3 (3) (3) 49-0 (3) 45-4 (3) 49-3 (3) 46-3 (3) (3) 45-8 (3) (3) 39-9 (3) See notes on page 16 HOW TO USE ROOF SPAN TABLES 1. Check the local building code for deflection requirements. Table values are limited to L/180 at total load and L/240 at live load. 2. Choose the appropriate load duration category 100% for heavy snow, 115% for snow or 125% for non-snow. When in doubt, consult the local building department. 3. Choose the appropriate live and dead load combination, roof slope and a joist spacing. 4. Scan down the spacing column to find a span that exceeds the horizontal design span and the minimum connection required at each support. 5. Scan to the left from that span to determine the joist size required. 6. Web stiffeners are required at all supports for 22 and 24 joists. See Web Stiffener Requirements on page 34 for more details. P W I J O I S T R O O F S P A N S 17 V1

17 P W I J O I S T R O O F S P A N S V1 ROOF SPANS 115 % SNOW ALLOWABLE ROOF SPANS 40 PSF LIVE LOAD 15 PSF DEAD LOAD Joist Series PWI 20 Joist Depth SIMPLE SPAN Slopes to 4 in 12 Slopes to 8 in 12 Slopes to 12 in o.c o.c. 24 o.c. 16 o.c o.c. 24 o.c. 16 o.c o.c. 24 o.c. 9½ 17 2 (2) (2) 14 3 (2) 16 3 (2) 15 3 (3) (3) 15 2 (3) 14 3 (3) 13 2 (3) (2) 18 2 (2) 16 3 (2) 19 6 (3) (3) (3) 18 3 (3) 17 2 (3) 15 6 (3) (2) (2) 17 9 (2) 21 4 (3) 19 5 (3) 17 4 (3) 20 9 (3) (3) (3) PWI 9½ 17 9 (2) 16 8 (2) 15 5 (2) (2) (3) 14 7 (3) 15 8 (3) 14 9 (3) 13 7 (3) (2) 20 1 (2) 18 4 (2) 20 3 (3) 19 1 (3) 17 7 (3) (3) 17 9 (3) 16 5 (3) 9½ 18 2 (2) 16 7 (2) (2) (3) 16 3 (3) 14 6 (3) 16 8 (3) 15 8 (3) 14 2 (3) PWI (2) (2) (2) 20 4 (3) 18 7 (3) 16 7 (3) (3) 18 1 (3) 16 2 (3) (2) 20 9 (2) 18 7 (2) 22 4 (3) 20 5 (3) 18 3 (3) 21 9 (3) (3) 17 9 (3) (2) 22 5 (2) 20 0 (2) 24 1 (3) 22 0 (3) 19 7 (3) 23 5 (3) 21 5 (3) 19 1 (3) 9½ (2) 17 9 (2) 16 5 (2) (3) 16 9 (3) 15 6 (3) 16 8 (3) 15 8 (3) 14 6 (3) PWI (2) (2) 18 8 (2) 21 5 (3) 20 1 (3) 18 4 (3) 20 0 (3) 18 9 (3) 17 4 (3) (2) (2) 20 0 (2) 24 5 (3) 22 5 (3) 19 3 (3) 22 9 (3) 21 4 (3) 18 3 (3) (2) 24 5 (2) 20 0 (2) 26 3 (3) (3) 19 3 (3) 25 3 (3) (3) 18 3 (3) (2) 15 7 (2) 14 5 (2) 15 9 (2) 14 9 (3) 13 8 (3) 14 8 (3) 13 9 (3) 12 9 (3) 9½ 19 4 (2) 18 1 (2) 16 5 (2) 18 3 (3) 17 2 (3) (3) 17 0 (3) 16 0 (3) 14 9 (3) 11 PWI (2) (2) 18 1 (2) 21 9 (3) 20 5 (3) 17 4 (3) 20 3 (3) 19 0 (3) 16 5 (3) (2) 22 8 (2) 18 4 (2) 24 5 (3) 22 1 (3) 17 8 (3) (3) (3) 16 9 (3) (2) 23 3 (2) 18 7 (2) 26 1 (3) 22 4 (3) (3) 25 4 (3) 21 2 (3) (3) (2) 23 6 (2) 18 9 (2) 27 2 (3) 22 7 (3) 18 1 (3) 25 9 (3) 21 5 (3) 17 1 (3) (2) 23 9 (2) 19 0 (2) 27 6 (3) (3) 18 3 (3) 26 0 (3) 21 8 (3) 17 3 (3) 9½ 18 8 (2) 17 6 (2) 16 2 (2) 17 8 (3) 16 7 (3) 15 4 (3) 16 5 (3) 15 5 (3) 14 4 (3) PWI (2) 21 1 (2) 19 6 (2) 21 3 (3) (3) 18 5 (3) (3) 18 7 (3) 17 3 (3) (2) 24 1 (2) 20 9 (2) 24 4 (3) (3) (3) 22 8 (3) 21 3 (3) (3) (2) (2) 20 9 (2) 27 1 (3) (3) (3) 25 3 (3) 23 8 (3) (3) 9½ 20 0 (2) (2) 17 5 (2) 19 0 (3) (3) 16 6 (3) 17 8 (3) 16 7 (3) 15 4 (3) PWI (2) 22 3 (2) (2) 22 9 (3) 21 4 (3) 19 6 (3) 21 3 (3) (3) 18 5 (3) (2) 24 5 (2) (3) (3) 24 0 (3) 21 3 (3) 24 2 (3) 22 9 (3) 20 1 (3) (2) 26 4 (2) 22 1 (3) 28 4 (3) (3) 21 3 (3) (3) 25 2 (3) 20 1 (3) (2) 23 4 (2) 21 7 (3) 23 7 (3) 22 1 (3) 20 6 (3) 22 0 (3) 20 8 (3) 19 1 (3) (2) 26 7 (2) 23 9 (3) (3) 25 2 (3) (3) 25 0 (3) 23 5 (3) 21 7 (3) PWI (2) 29 5 (3) 23 9 (3) 29 8 (3) (3) (3) 27 8 (3) 26 0 (3) 21 7 (3) (3) 29 8 (3) 23 9 (3) 32 6 (3) 28 7 (3) (3) 30 3 (3) 27 1 (3) 21 7 (3) (3) 29 8 (3) 23 9 (3) 34 4 (3) 28 7 (3) (3) 32 6 (3) 27 1 (3) 21 7 (3) 9½ (2) 19 8 (2) 18 2 (2) (3) 18 7 (3) 17 3 (3) 18 6 (3) 17 4 (3) 16 1 (3) (2) 23 6 (2) 21 9 (3) 23 8 (3) 22 3 (3) 20 7 (3) 22 1 (3) 20 9 (3) 19 2 (3) (2) 26 9 (2) 24 9 (3) (3) 25 3 (3) 23 5 (3) 25 1 (3) 23 7 (3) (3) PWI (2) 29 8 (3) 26 3 (3) (3) 28 1 (3) 25 3 (3) (3) 26 2 (3) (3) (3) 32 4 (3) 26 3 (3) 32 8 (3) 30 8 (3) 25 3 (3) 30 5 (3) 28 7 (3) (3) (3) (3) 26 3 (3) 35 5 (3) 31 8 (3) 25 3 (3) 33 0 (3) 30 0 (3) (3) (3) 35 9 (3) (3) 38 1 (3) 35 0 (3) 31 4 (3) 35 6 (3) 33 4 (3) 30 6 (3) (3) 37 3 (3) 33 4 (3) 40 1 (3) 36 7 (3) 32 8 (3) (3) 35 7 (3) 31 7 (3) 9½ (2) 22 6 (2) 20 9 (2) 22 8 (3) 21 3 (3) 19 8 (3) 21 2 (3) (3) 18 4 (3) (2) (3) (3) 27 0 (3) 25 5 (3) 23 6 (3) 25 2 (3) 23 8 (3) (3) (3) 30 6 (3) 28 2 (3) 30 9 (3) (3) 26 8 (3) 28 8 (3) (3) (3) PWI (3) 33 9 (3) 28 8 (3) 34 0 (3) (3) 27 7 (3) 31 8 (3) 29 9 (3) 26 1 (3) (3) (3) 28 8 (3) 37 2 (3) 34 6 (3) 27 7 (3) 34 8 (3) 32 7 (3) 26 1 (3) (3) (3) 28 8 (3) 40 3 (3) 34 6 (3) 27 7 (3) 37 6 (3) 32 8 (3) 26 1 (3) (3) (3) 39 8 (3) 43 3 (3) 40 7 (3) 37 7 (3) 40 4 (3) (3) 35 1 (4) (3) 45 9 (3) 41 4 (3) 46 2 (3) 43 4 (3) 40 2 (3) 43 0 (3) 40 5 (3) 37 5 (4) Notes: 1. Table values apply to uniformly loaded roof joists that are sloped at least ¼ in Span is measured on the horizontal from face to face of supports. 3. Table values do not account for stiffness added by glued or nailed sheathing. 4. Provide at least 1¾ of bearing length at end supports and 3½ at intermediate supports. 5. The numbers in parentheses refer to the minimum connection required at each support. (1) Beveled plate and two nails (190 lbs. lateral 115%), or joist hanger (2) Beveled plate and four nails (380 lbs. lateral 115%), or (3) (3) Gussets at high support (1490 lbs. lateral 115%), birdsmouth cut at low support, or (4) (4) Strap (1640 lbs. lateral 115%) or pair of twist straps (950 lbs. lateral capacity 115%) at high support, birdsmouth cut at low support 6. Provide lateral restraint at supports (e.g. blocking panels, rim board) and along the compression flange of each joist (e.g. roof sheathing, gypsum board ceiling). 7. Consult a professional engineer to analyze conditions outside the scope of this table (e.g. different bearing conditions, concentrated loads, multiple span joists). 18

18 ROOF SPANS 115 % SNOW ALLOWABLE ROOF SPANS 50 PSF LIVE LOAD 15 PSF DEAD LOAD Joist Series PWI 20 Joist Depth SIMPLE SPAN Slopes to 4 in 12 Slopes to 8 in 12 Slopes to 12 in o.c o.c. 24 o.c. 16 o.c o.c. 24 o.c. 16 o.c o.c. 24 o.c. 9½ 16 1 (2) 14 8 (2) 13 1 (2) 15 5 (3) 14 5 (3) (3) 14 4 (3) 13 6 (3) 12 6 (3) (2) 16 8 (2) (2) 18 0 (3) 16 5 (3) 14 8 (3) 17 4 (3) 16 1 (3) 14 4 (3) (2) 18 3 (2) (2) 19 8 (3) (3) 15 3 (3) 19 3 (3) 17 6 (3) 14 7 (3) PWI 9½ 16 9 (2) 15 8 (2) 14 6 (2) (3) (3) (3) (3) 14 0 (3) (3) (2) (2) 16 4 (2) 19 2 (3) 18 0 (3) 15 9 (3) (3) (3) 15 1 (3) 9½ 16 9 (2) 15 3 (2) 13 8 (2) 16 6 (3) 15 0 (3) 13 5 (3) (3) 14 8 (3) 13 1 (3) PWI (2) 17 5 (2) 15 7 (2) 18 9 (3) 17 1 (3) 15 4 (3) 18 4 (3) 16 9 (3) (3) (2) 19 2 (2) 17 1 (2) 20 7 (3) (3) (3) 20 2 (3) 18 5 (3) 16 5 (3) (2) 20 7 (2) 18 5 (3) 22 3 (3) 20 3 (3) 18 1 (3) 21 9 (3) (3) 17 3 (3) 9½ 17 9 (2) 16 8 (2) 15 1 (2) (3) (3) 14 8 (3) (3) (3) 13 9 (3) PWI (2) 19 3 (2) (2) 20 3 (3) (3) 16 5 (3) (3) (3) 15 8 (3) (2) 21 0 (2) (2) 22 8 (3) 20 6 (3) 16 5 (3) 21 7 (3) 19 7 (3) 15 8 (3) (2) 21 3 (2) (2) 24 3 (3) 20 6 (3) 16 5 (3) 23 7 (3) 19 7 (3) 15 8 (3) (2) 14 8 (2) 13 6 (2) (2) 14 0 (3) (3) (3) 13 1 (3) 12 1 (3) 9½ 18 2 (2) (2) 15 1 (2) 17 3 (3) 16 3 (3) 14 7 (3) 16 2 (3) 15 2 (3) (3) 11 PWI (2) 19 2 (2) 15 3 (2) 20 7 (3) 18 6 (3) 14 9 (3) 19 3 (3) 17 8 (3) 14 1 (3) (2) 19 6 (2) 15 6 (2) 22 6 (3) (3) 15 0 (3) 21 7 (3) 18 0 (3) 14 4 (3) (2) 19 8 (2) 15 9 (2) (3) 19 1 (3) 15 2 (3) (3) 18 2 (3) 14 6 (3) (2) (2) (2) 23 2 (3) 19 3 (3) 15 4 (3) 22 1 (3) 18 5 (3) 14 8 (3) (2) 20 2 (2) 16 1 (2) 23 5 (3) 19 6 (3) 15 6 (3) 22 4 (3) 18 7 (3) (3) 9½ 17 6 (2) 16 5 (2) 15 2 (2) 16 8 (3) 15 8 (3) 14 6 (3) 15 7 (3) 14 8 (3) 13 7 (3) PWI (2) (2) 17 7 (2) 20 1 (3) (3) 17 0 (3) (3) 17 8 (3) 16 2 (3) (2) 22 0 (2) 17 7 (2) 23 0 (3) 21 3 (3) 17 0 (3) 21 6 (3) 20 2 (3) 16 2 (3) (2) 22 0 (2) 17 7 (2) 25 7 (3) 21 3 (3) 17 0 (3) 24 0 (3) 20 4 (3) 16 2 (3) 9½ (2) 17 8 (2) 16 1 (2) (3) (3) 15 7 (3) 16 9 (3) 15 9 (3) 14 7 (3) PWI (2) 20 6 (2) 18 4 (3) 21 6 (3) 20 2 (3) 18 0 (3) 20 2 (3) (3) 17 3 (3) (2) 22 6 (2) 18 8 (3) 24 3 (3) 22 2 (3) 18 1 (3) (3) 21 7 (3) 17 3 (3) (2) 23 5 (3) 18 8 (3) 26 2 (3) 22 8 (3) 18 1 (3) 25 6 (3) 21 7 (3) 17 3 (3) (2) (2) 20 1 (3) 22 4 (3) (3) 19 4 (3) (3) 19 7 (3) 18 1 (3) (2) 25 0 (3) 20 1 (3) 25 4 (3) (3) 19 5 (3) 23 9 (3) 22 3 (3) 18 7 (3) PWI (3) 25 2 (3) 20 1 (3) 28 1 (3) 24 4 (3) 19 5 (3) 26 3 (3) 23 3 (3) 18 7 (3) (3) 25 2 (3) 20 1 (3) 29 3 (3) 24 4 (3) 19 5 (3) (3) 23 3 (3) 18 7 (3) (3) 25 2 (3) 20 1 (3) 29 3 (3) 24 4 (3) 19 5 (3) (3) 23 3 (3) 18 7 (3) 9½ 19 8 (2) 18 6 (2) 17 1 (2) 18 9 (3) 17 7 (3) 16 3 (3) 17 6 (3) 16 5 (3) 15 3 (3) (2) 22 1 (2) 20 5 (3) 22 5 (3) 21 0 (3) 19 6 (3) (3) 19 8 (3) 18 2 (3) (2) 25 1 (3) 22 3 (3) 25 6 (3) (3) 21 6 (3) (3) 22 4 (3) 20 7 (3) PWI (3) (3) 22 3 (3) 28 3 (3) 26 7 (3) 21 6 (3) 26 5 (3) (3) 20 7 (3) (3) (3) 22 3 (3) (3) 27 0 (3) 21 6 (3) (3) 25 9 (3) 20 7 (3) (3) (3) 22 3 (3) 32 5 (3) 27 0 (3) 21 6 (3) (3) 25 9 (3) 20 7 (3) (3) (3) 29 5 (3) 35 5 (3) 32 4 (3) 28 5 (3) 33 8 (3) 31 7 (3) 27 2 (3) (3) 34 4 (3) 29 5 (3) 37 0 (3) 33 9 (3) 28 5 (3) 36 0 (3) 33 0 (3) 27 2 (3) 9½ 22 6 (2) 21 1 (2) 19 6 (3) 21 5 (3) 20 2 (3) 18 7 (3) 20 1 (3) (3) 17 5 (3) (2) 25 2 (3) 23 4 (3) 25 7 (3) 24 0 (3) 22 3 (3) (3) 22 6 (3) (3) (3) 28 8 (3) 24 3 (3) 29 1 (3) 27 4 (3) 23 6 (3) 27 2 (3) 25 6 (3) 22 5 (3) PWI (3) 30 5 (3) 24 3 (3) 32 2 (3) 29 5 (3) 23 6 (3) 30 1 (3) 28 1 (3) 22 5 (3) (3) 30 5 (3) 24 3 (3) 35 3 (3) 29 5 (3) 23 6 (3) (3) 28 1 (3) 22 5 (3) (3) 30 5 (3) 24 3 (3) 35 4 (3) 29 5 (3) 23 6 (3) 33 9 (3) 28 1 (3) 22 5 (3) (3) 40 4 (3) 36 6 (3) (3) 38 5 (3) 35 7 (3) 38 3 (3) (3) 32 5 (4) (3) 42 7 (3) 38 1 (3) 43 8 (3) 41 0 (3) 37 5 (3) (3) 38 4 (4) 32 5 (4) See notes on page 18 P W I J O I S T R O O F S P A N S 19 V1

19 V1 P W I J O I S T R O O F S P A N S ROOF SPANS 125 % NON-SNOW ALLOWABLE ROOF SPANS 20 PSF LIVE LOAD 10 PSF DEAD LOAD Joist Series PWI 20 PWI 45 PWI 60 PWI 70 PWI 77 PWI 90 Joist Depth SIMPLE SPAN Slopes to 4 in 12 Slopes to 8 in 12 Slopes to 12 in o.c o.c. 24 o.c. 16 o.c o.c. 24 o.c. 16 o.c o.c. 24 o.c. 9½ 21 2 (1) (1) 18 5 (1) (2) 18 9 (2) 17 4 (2) 18 6 (2) 17 5 (2) 16 1 (2) (1) 24 0 (1) 22 2 (2) 24 1 (2) 22 7 (2) (2) 22 4 (2) 21 0 (2) 19 5 (3) (1) 27 4 (2) 25 1 (2) 27 5 (2) 25 9 (2) (3) 25 5 (3) (3) 22 2 (3) 9½ 23 3 (1) (1) 20 3 (1) (2) 20 7 (2) 19 1 (2) 20 4 (2) 19 1 (2) 17 9 (3) (1) 26 2 (1) 24 3 (2) 26 3 (2) 24 8 (2) (2) 24 5 (2) (3) 21 3 (3) (2) (2) 27 7 (2) (2) 28 1 (2) 26 1 (3) 27 9 (3) 26 1 (3) 24 2 (3) (2) 33 2 (2) 30 8 (2) 33 3 (2) 31 3 (3) (3) (3) 29 0 (3) (3) 9½ 24 8 (1) 23 2 (1) 21 6 (2) 23 3 (2) (2) 20 3 (2) 21 7 (2) 20 4 (2) (3) (1) (2) 25 9 (2) (2) 26 3 (2) 24 3 (3) (3) 24 4 (3) 22 7 (3) (2) 31 8 (2) 29 4 (2) (2) (3) 27 8 (3) 29 6 (3) 27 9 (3) 25 8 (3) (2) 35 2 (2) 32 7 (2) 35 4 (3) 33 3 (3) 30 9 (3) (3) (3) 28 7 (3) (1) 28 9 (2) 26 8 (2) (2) 27 2 (2) 25 2 (3) (3) 25 3 (3) 23 4 (3) (2) 32 9 (2) 30 4 (2) (2) (3) 28 7 (3) 30 6 (3) 28 8 (3) 26 7 (3) (2) 36 3 (2) 33 7 (2) 36 5 (3) 34 2 (3) 31 8 (3) 33 9 (3) 31 9 (3) 29 5 (3) (2) 39 8 (2) 36 9 (2) (3) 37 5 (3) 34 8 (3) 37 0 (3) 34 9 (3) 32 2 (3) (2) 43 0 (2) (2) 43 2 (3) 40 6 (3) 37 7 (3) 40 0 (3) 37 8 (3) (3) 9½ 25 9 (1) 24 2 (1) 22 5 (2) 24 4 (2) (2) 21 2 (2) 22 7 (2) 21 2 (3) 19 8 (3) (1) (2) 26 9 (2) 29 0 (2) 27 3 (2) 25 3 (3) (3) 25 4 (3) 23 5 (3) (2) (2) 30 5 (2) 33 0 (2) 31 0 (3) 28 9 (3) 30 7 (3) 28 9 (3) 26 8 (3) (2) 36 5 (2) 33 9 (2) 36 7 (3) 34 5 (3) (3) (3) (3) 29 7 (3) (2) (2) (2) 40 0 (3) 37 7 (3) (3) 37 2 (3) (3) 32 4 (3) (2) 43 3 (2) 40 1 (2) 43 4 (3) 40 9 (3) 37 9 (3) 40 3 (3) (3) 35 1 (3) (2) 46 6 (2) 43 1 (3) 46 7 (3) (3) 40 7 (3) 43 3 (3) 40 8 (3) 37 8 (3) (2) 49 8 (2) 46 0 (3) (3) (3) 43 5 (3) 46 3 (3) 43 5 (3) 40 3 (3) 9½ 29 6 (1) 27 8 (2) 25 8 (2) (2) 26 2 (2) 24 2 (3) (3) 24 3 (3) 22 6 (3) (2) 33 0 (2) 30 7 (2) 33 2 (2) 31 2 (3) (3) 30 9 (3) (3) (3) (2) 37 6 (2) 34 9 (2) 37 8 (3) 35 5 (3) 32 9 (3) (3) (3) 30 5 (3) (2) 41 6 (2) 38 6 (2) 41 8 (3) 39 2 (3) 36 4 (3) 38 8 (3) 36 4 (3) 33 8 (3) (2) 45 5 (2) 42 1 (2) 45 7 (3) (3) 39 8 (3) 42 4 (3) 39 9 (3) (3) (2) 49 2 (2) 45 6 (3) 49 4 (3) 46 4 (3) (3) 45 9 (3) 43 0 (3) (3) (2) 52 9 (2) (3) 53 0 (3) 49 9 (3) 46 1 (3) 49 2 (3) 46 2 (3) (3) (2) 56 4 (3) 52 2 (3) 56 6 (3) 53 1 (3) 49 3 (3) 52 5 (3) 49 4 (3) 45 8 (3) Notes: 1. Table values apply to uniformly loaded roof joists that are sloped at least ¼ in Span is measured on the horizontal from face to face of supports. 3. Table values do not account for stiffness added by glued or nailed sheathing. 4. Provide at least 1¾ of bearing length at end supports and 3½ at intermediate supports. 5. The numbers in parentheses refer to the minimum connection required at each support. (1) Beveled plate and two nails (205 lbs. lateral 125%), or joist hanger (2) Beveled plate and four nails (410 lbs. lateral 125%), or (3) (3) Gussets at high support (1620 lbs. lateral 125%), birdsmouth cut at low support, or (4) (4) Strap (1640 lbs. lateral 125%) or pair of twist straps (950 lbs. lateral capacity 125%) at high support, birdsmouth cut at low support 6. Provide lateral restraint at supports (e.g. blocking panels, rim board) and along the compression flange of each joist (e.g. roof sheathing, gypsum board ceiling). 7. Consult a professional engineer to analyze conditions outside the scope of this table (e.g. different bearing conditions, concentrated loads, multiple span joists). 20

20 ROOF SPANS 125 % NON-SNOW ALLOWABLE ROOF SPANS 20 PSF LIVE LOAD 15 PSF DEAD LOAD Joist Series PWI 20 PWI 45 PWI 60 PWI 70 PWI 77 PWI 90 Joist Depth SIMPLE SPAN Slopes to 4 in 12 Slopes to 8 in 12 Slopes to 12 in o.c o.c. 24 o.c. 16 o.c o.c. 24 o.c. 16 o.c o.c. 24 o.c. 9½ 20 0 (1) (1) 17 5 (1) (2) 17 8 (2) 16 4 (2) 17 4 (2) 16 4 (2) 15 1 (3) (1) 22 8 (2) 21 0 (2) 22 8 (2) 21 4 (2) 19 9 (3) (3) 19 8 (3) 18 3 (3) (2) (2) 23 1 (2) (2) 24 3 (3) 22 5 (3) (3) 22 5 (3) 20 9 (3) 9½ 22 0 (1) 20 8 (1) 19 2 (2) 20 8 (2) 19 5 (2) 18 0 (2) 19 1 (2) (3) 16 7 (3) (1) 24 9 (2) (2) 24 9 (2) 23 3 (2) 21 7 (3) (3) 21 6 (3) (3) (2) 28 3 (2) 26 2 (2) 28 3 (2) 26 6 (3) 24 7 (3) 26 1 (3) 24 6 (3) 22 8 (3) (2) 31 4 (2) 28 6 (2) 31 4 (3) 29 6 (3) 27 3 (3) (3) 27 2 (3) 25 2 (3) 9½ 23 4 (1) (1) 20 4 (2) (2) 20 7 (2) 19 1 (2) 20 3 (2) 19 0 (3) 17 7 (3) (2) 26 4 (2) 24 4 (2) 26 4 (2) 24 9 (3) (3) 24 4 (3) (3) 21 2 (3) (2) 30 0 (2) 27 9 (2) 30 0 (3) 28 2 (3) 26 1 (3) 27 8 (3) 26 0 (3) 24 1 (3) (2) 33 4 (2) 30 8 (2) 33 4 (3) 31 4 (3) 29 0 (3) 30 9 (3) (3) 26 9 (3) (2) 27 3 (2) 25 3 (2) 27 3 (2) 25 7 (3) 23 8 (3) 25 2 (3) 23 8 (3) (3) (2) 31 0 (2) 28 8 (2) 31 0 (3) 29 1 (3) (3) 28 7 (3) (3) (3) (2) 34 4 (2) 31 9 (2) 34 4 (3) 32 3 (3) (3) 31 8 (3) 29 9 (3) 27 7 (3) (2) 37 7 (2) 34 9 (2) 37 7 (3) 35 3 (3) 32 8 (3) 34 8 (3) 32 7 (3) 30 2 (3) (2) 40 8 (2) 37 8 (3) 40 8 (3) 38 3 (3) 35 5 (3) 37 7 (3) 35 3 (3) 32 8 (3) 9½ 24 5 (1) (2) 21 3 (2) (2) 21 6 (2) (3) 21 2 (3) (3) 18 5 (3) (2) 27 4 (2) 25 4 (2) 27 4 (2) 25 8 (3) (3) 25 3 (3) 23 9 (3) 22 0 (3) (2) 31 2 (2) (2) 31 1 (3) 29 3 (3) 27 1 (3) 28 9 (3) 27 0 (3) 25 0 (3) (2) 34 6 (2) 32 0 (2) 34 6 (3) 32 5 (3) 30 0 (3) (3) (3) 27 9 (3) (2) 37 9 (2) 35 0 (2) 37 9 (3) 35 6 (3) (3) (3) 32 9 (3) 30 4 (3) (2) (2) (3) (3) 38 5 (3) 35 7 (3) 37 9 (3) 35 6 (3) (3) (2) 44 0 (2) 40 9 (3) 44 0 (3) 41 4 (3) 38 4 (3) 40 7 (3) 38 2 (3) 35 4 (3) (2) 47 0 (3) 43 5 (3) 47 0 (3) 44 2 (3) (3) 43 4 (3) 40 9 (3) 37 9 (3) 9½ (2) 26 3 (2) 24 3 (2) 26 3 (2) 24 8 (3) (3) 24 3 (3) 22 9 (3) 21 1 (3) (2) 31 3 (2) (2) 31 3 (3) 29 4 (3) 27 2 (3) (3) 27 1 (3) 25 1 (3) (2) 35 6 (2) (2) 35 6 (3) 33 4 (3) (3) 32 9 (3) (3) 28 6 (3) (2) 39 4 (2) 36 5 (3) 39 4 (3) (3) 34 3 (3) 36 4 (3) 34 1 (3) 31 7 (3) (2) 43 0 (2) (3) 43 0 (3) 40 5 (3) 37 5 (3) 39 8 (3) 37 3 (3) 34 7 (3) (2) 46 6 (3) 43 1 (3) 46 6 (3) 43 9 (3) 40 6 (3) (3) 40 4 (3) 37 5 (3) (2) 50 0 (3) 46 3 (3) (3) (3) 43 6 (3) 46 1 (3) 43 4 (3) 40 2 (3) (3) 53 4 (3) 49 5 (3) 53 4 (3) 50 1 (3) 46 5 (3) 49 2 (3) 46 3 (3) (3) See notes on page 20 HOW TO USE ROOF SPAN TABLES 1. Check the local building code for deflection requirements. Table values are limited to L/180 at total load and L/240 at live load. 2. Choose the appropriate load duration category 100% for heavy snow, 115% for snow or 125% for non-snow. When in doubt, consult the local building department. 3. Choose the appropriate live and dead load combination, roof slope and a joist spacing. 4. Scan down the spacing column to find a span that exceeds the horizontal design span and the minimum connection required at each support. 5. Scan to the left from that span to determine the joist size required. 6. Web stiffeners are required at all supports for 22 and 24 joists. See Web Stiffener Requirements on page 34 for more details. P W I J O I S T R O O F S P A N S 21 V1

21 V1 P W I J O I S T L O W - S L O P E R O O F S P A N S LOW-SLOPE ROOF SPANS 125 % NON-SNOW ALLOWABLE ROOF SPANS 20 PSF LIVE LOAD 10 PSF DEAD LOAD Simple Span Multiple Spans Joist Joist Series Depth Slopes to 1 in 12 Slopes to 1 in o.c o.c. 24 o.c. 16 o.c o.c. 24 o.c. PWI 20 PWI 45 PWI 60 PWI 70 PWI 77 PWI 90 9½ 21 7 (1) 20 4 (1) 18 9 (1) 24 2 (1) 22 8 (1) 20 3 (1) (1) 24 6 (1) 22 8 (1) 28 4 (1) (1) 23 1 (1) (1) (1) 25 3 (1) (1) 28 2 (1) 25 2 (1) 9½ 23 9 (1) 22 4 (1) 20 8 (1) 26 7 (1) (1) 23 1 (1) (1) 26 9 (1) 24 9 (1) (1) 29 8 (1) 26 6 (1) (1) 30 5 (1) 28 2 (1) 35 7 (1) 32 5 (1) 29 0 (1) (1) (1) 31 1 (1) 38 1 (1) 34 9 (1) 31 0 (1) 9½ 25 3 (1) 23 8 (1) (1) 28 2 (1) 26 5 (1) 24 6 (1) (1) 28 5 (1) 26 4 (1) (1) 31 8 (1) 28 4 (1) (1) 32 4 (1) 30 0 (1) 38 1 (1) 34 9 (1) 31 1 (1) (1) 36 0 (1) 33 4 (1) 41 1 (1) 37 5 (1) 33 6 (2) (1) 29 5 (1) 27 3 (1) 35 0 (1) (1) 30 5 (1) (1) 33 5 (1) (1) (1) 37 4 (1) 34 7 (2) (1) 37 0 (1) 34 4 (1) 44 1 (1) 41 5 (2) 38 4 (2) (1) 40 6 (1) 37 6 (1) 48 3 (1) 45 4 (2) 40 8 (2) (1) (1) 40 8 (1) 52 3 (2) 48 8 (2) 40 8 (2) 9½ 26 4 (1) 24 9 (1) (1) 29 5 (1) 27 8 (1) 25 7 (1) (1) 29 6 (1) 27 4 (1) 35 2 (1) 33 0 (1) 30 7 (1) (1) 33 7 (1) 31 1 (1) 40 0 (1) 37 7 (1) 34 9 (2) (1) 37 3 (1) 34 6 (1) 44 4 (1) 41 8 (2) 38 7 (2) (1) 40 9 (1) 37 9 (1) 48 7 (1) 45 7 (2) 41 1 (2) (1) 44 2 (1) (1) 52 7 (2) 48 5 (2) 43 4 (2) (1) 47 6 (1) 44 0 (1) 55 8 (2) 50 9 (2) 45 5 (2) (1) 50 9 (1) 47 0 (1) 58 1 (2) 53 0 (2) 47 4 (2) 9½ 30 2 (1) 28 4 (1) 26 2 (1) 33 8 (1) 31 7 (1) 29 3 (1) (1) 33 9 (1) 31 3 (1) 40 2 (1) 37 9 (1) (2) (1) 38 4 (1) 35 6 (1) 45 8 (1) (2) 39 8 (2) (1) 42 5 (1) 39 3 (1) 50 6 (2) 47 5 (2) (2) (1) 46 5 (1) 43 0 (1) 55 3 (2) (2) 48 0 (2) (1) 50 2 (1) 46 6 (1) (2) 56 2 (2) 52 0 (2) (1) (1) (1) 64 3 (2) 60 4 (2) (2) (1) 57 6 (1) 53 3 (1) 68 6 (2) 64 4 (2) (2) Notes: 1. Table values apply to uniformly loaded roof joists that are sloped at least ¼ in Span is measured on the horizontal from face to face of supports. 3. Table values do not account for stiffness added by glued or nailed sheathing. 4. Provide at least 1¾ of bearing length at end supports and 3½ at intermediate supports. 5. The numbers in parentheses refer to the minimum connection required at each support. (1) Beveled plate and two nails (205 lbs. lateral 125%), or joist hangers at end supports (2) Beveled plate and four nails (410 lbs. lateral 125%) at intermediate supports, two nails or joist hangers at end supports 6. Provide lateral restraint at supports (e.g. blocking panels, rim board) and along the compression flange of each joist (e.g. roof sheathing, gypsum board ceiling). 7. Use sizing software or consult a professional engineer to analyze conditions outside the scope of this table (e.g. different bearing conditions, concentrated loads) or for multiple span joists if the length of any span is less than half the length of an adjacent span. 22

22 LOW-SLOPE ROOF SPANS 125 % NON-SNOW ALLOWABLE ROOF SPANS 20 PSF LIVE LOAD 15 PSF DEAD LOAD Simple Span Multiple Spans Joist Joist Series Depth Slopes to 1 in 12 Slopes to 1 in o.c o.c. 24 o.c. 16 o.c o.c. 24 o.c. PWI 20 PWI 45 PWI 60 PWI 70 PWI 77 PWI 90 9½ 20 6 (1) 19 3 (1) (1) (1) (1) 18 8 (1) (1) 23 3 (1) 21 5 (1) 26 2 (1) (1) 21 4 (1) (1) 26 2 (1) 23 4 (1) 28 7 (1) 26 1 (1) 23 4 (1) 9½ 22 6 (1) 21 2 (1) 19 7 (1) 25 2 (1) 23 7 (1) 21 7 (1) (1) 25 4 (1) 23 6 (1) 30 1 (1) 27 6 (1) 24 7 (1) (1) (1) 26 9 (1) (1) 30 0 (1) (1) (1) 32 1 (1) 28 9 (1) 35 3 (1) 32 1 (1) 28 8 (2) 9½ (1) 22 5 (1) 20 9 (1) 26 9 (1) 25 1 (1) 23 0 (1) (1) (1) (1) 32 1 (1) 29 4 (1) 26 2 (1) (1) 30 8 (1) 28 5 (1) 35 3 (1) 32 2 (1) 28 9 (2) (1) 34 1 (1) 31 0 (1) 38 0 (1) 34 8 (1) 31 0 (2) (1) (1) (1) 33 2 (1) 31 2 (1) (2) (1) 31 8 (1) 29 4 (1) 37 9 (1) 35 5 (2) 32 9 (2) (1) 35 1 (1) 32 6 (1) (1) 39 3 (2) (2) (1) 38 5 (1) 35 7 (1) 45 9 (2) 42 9 (2) (2) (1) 41 8 (1) 38 7 (1) 49 4 (2) 43 7 (2) (2) 9½ 25 0 (1) 23 5 (1) 21 8 (1) (1) 26 2 (1) 24 3 (1) (1) 28 0 (1) (1) 33 4 (1) 31 4 (1) 29 0 (2) (1) (1) 29 6 (1) (1) 35 7 (2) 33 0 (2) (1) 35 4 (1) 32 9 (1) 42 1 (2) 39 6 (2) (2) (1) 38 8 (1) (1) 46 0 (2) 42 6 (2) 38 0 (2) (1) (1) (1) 49 1 (2) (2) 38 2 (2) (1) 45 0 (1) 41 9 (1) 51 6 (2) 47 0 (2) 42 0 (2) (1) 48 1 (1) (1) 53 9 (2) 49 0 (2) (2) 9½ 28 7 (1) (1) (1) (1) 30 0 (1) 27 9 (1) (1) 32 0 (1) 29 7 (1) 38 1 (1) 35 9 (2) 33 1 (2) (1) 36 4 (1) 33 8 (1) 43 3 (2) 40 7 (2) 37 7 (2) (1) 40 3 (1) 37 3 (1) (2) 45 0 (2) 41 8 (2) (1) 44 0 (1) 40 9 (1) 52 5 (2) 49 2 (2) 45 6 (2) (1) 47 7 (1) 44 1 (1) 56 8 (2) 53 3 (2) 47 7 (2) (1) 51 2 (1) 47 4 (1) (2) 57 2 (2) 52 2 (2) (1) 54 7 (1) 50 6 (1) 65 0 (2) (2) 54 5 (2) See notes on page 22 P W I J O I S T L O W - S L O P E R O O F S P A N S 23 V1

23 P W I J O I S T R O O F L O A D S V1 ROOF LOADS SIMPLE-SPAN JOIST ALLOWABLE ROOF LOAD (PLF) PWI 20 Joist 9½ 11 Span 8 14 (ft) Live Total Live Total Live Total L/ % 115% 125% L/ % 115% 125% L/ % 115% 125% Notes: 1. Table values apply to uniformly loaded roof joists. 2. Span is measured to the center of each support. 3. Roofs must be sloped at least ¼ in 12 to assure drainage. 4. Table values do not account for stiffness added by glued or nailed sheathing. 5. Provide at least 1¾ of bearing length at end supports and 3½ at intermediate supports. 6. Provide lateral restraint at supports (e.g. blocking panels, rim board) and along the compression flange of each joist (e.g. roof sheathing, gypsum board ceiling). 7. Use sizing software or consult a professional engineer to analyze conditions outside the scope of this table (e.g. different bearing lengths, concentrated loads) or for multiple span joists if the length of any span is less than half the length of an adjacent span. HOW TO USE ROOF LOAD TABLES Choose a joist spacing and convert the live and total design loads specified in pounds per square foot (psf) to joist loads in pounds per lineal foot (plf). Joist Spacing [ft] x Design Load [psf] = Joist Load [plf] JOIST LOAD (PLF) Joist Spacing Design Load (psf) Inches Feet Check the local building code for deflection requirements. Building codes typically require L/180 for total load and L/240 for live load. The values in the Total columns are based on L/ Choose a span. Use the horizontal span dimension from the building plans for roofs that slope up to 2 in 12. For roof slopes greater than 2 in 12, multiply the horizontal dimension by the appropriate factor from the table below. Slope 2½ in 12 3 in 12 3½ in 12 4 in 12 4½ in 12 5 in 12 6 in 12 7 in 12 8 in 12 9 in in in in 12 Factor Choose a load duration category 100% for heavy snow, 115% for snow and 125% for non-snow. When in doubt, consult the local building department. 5. Scan across the Span row to find a joist size with sufficient Live and applicable Total load capacities. Both requirements must be satisfied. When no value is shown in a Live column, Total load governs. 6. Sloping joists must be fastened to each support to resist a sliding force equal to: 0.5XWL at end supports and 1.25XWL at intermediate supports X X where X = roof slope in 12, L = span [ft] and W = S LL+ DL X , where S = joist spacing [ft], LL = live load [psf] and DL = dead load [psf] Web stiffeners are required at all supports for 22 and 24 joists. See Web Stiffener Requirements on page 34 for more details. 24

24 ROOF LOADS SIMPLE-SPAN JOIST ALLOWABLE ROOF LOAD (PLF) PWI 45 Joist 9½ 11 Span (ft) Live Total Live Total Live Total Live Total L/ % 115% 125% L/ % 115% 125% L/ % 115% 125% L/ % 115% 125% See notes on page 24 UP-THE-SLOPE SPANS & CUTTING LENGTHS FOR SLOPED ROOFS Joist Depth (inches) Slope Factor 9½ Depth Correction (feet) 1 in in in in in in in in in in in in in in in X 12 Sloped Length Cut Length (feet) = (Plan Dimension x Factor) + Depth Correction Plan Dimension (feet) Joist Depth Depth Correction P W I J O I S T R O O F L O A D S 25 V1

25 P W I J O I S T R O O F L O A D S V1 ROOF LOADS SIMPLE-SPAN JOIST ALLOWABLE ROOF LOAD (PLF) PWI 60 Joist 9½ 11 Span (ft) Live Total Live Total Live Total Live Total L/ % 115% 125% L/ % 115% 125% L/ % 115% 125% L/ % 115% 125% Notes: 1. Table values apply to uniformly loaded roof joists. 2. Span is measured to the center of each support. 3. Roofs must be sloped at least ¼ in 12 to assure drainage. 4. Table values do not account for stiffness added by glued or nailed sheathing. 5. Provide at least 1¾ of bearing length at end supports and 3½ at intermediate supports. 6. Provide lateral restraint at supports (e.g. blocking panels, rim board) and along the compression flange of each joist (e.g. roof sheathing, gypsum board ceiling). 7. Use sizing software or consult a professional engineer to analyze conditions outside the scope of this table (e.g. different bearing lengths, concentrated loads) or for multiple span joists if the length of any span is less than half the length of an adjacent span. 26

26 ROOF LOADS SIMPLE-SPAN JOIST ALLOWABLE ROOF LOAD (PLF) PWI 70 Joist 11 Span (ft) Live Total Live Total Live Total Live Total Live Total L/ % 115% 125% L/ % 115% 125% L/ % 115% 125% L/ % 115% 125% L/ % 115% 125% See notes on page 26 P W I J O I S T R O O F L O A D S 27 V1

27 V1 P W I J O I S T R O O F L O A D S ROOF LOADS SIMPLE-SPAN JOIST ALLOWABLE ROOF LOAD (PLF) PWI 77 Joist 9½ 11 Span (ft) Live Total Live Total Live Total Live Total Live Total Live Total Live Total Live Total L/ % 115% 125% L/ % 115% 125% L/ % 115% 125% L/ % 115% 125% L/ % 115% 125% L/ % 115% 125% L/ % 115% 125% L/ % 115% 125% Notes: 1. Table values apply to uniformly loaded roof joists. 2. Span is measured to the center of each support. 3. Roofs must be sloped at least ¼ in 12 to assure drainage. 4. Table values do not account for stiffness added by glued or nailed sheathing. 5. Provide at least 1¾ of bearing length at end supports and 3½ at intermediate supports. 6. Provide lateral restraint at supports (e.g. blocking panels, rim board) and along the compression flange of each joist (e.g. roof sheathing, gypsum board ceiling). 7. Use sizing software or consult a professional engineer to analyze conditions outside the scope of this table (e.g. different bearing lengths, concentrated loads) or for multiple span joists if the length of any span is less than half the length of an adjacent span. 28

28 ROOF LOADS SIMPLE-SPAN JOIST ALLOWABLE ROOF LOAD (PLF) PWI 90 Joist 9½ 11 Span (ft) Live Total Live Total Live Total Live Total Live Total Live Total Live Total Live Total L/ % 115% 125% L/ % 115% 125% L/ % 115% 125% L/ % 115% 125% L/ % 115% 125% L/ % 115% 125% L/ % 115% 125% L/ % 115% 125% See notes on page 28 P W I J O I S T R O O F L O A D S 29 V1

29 V1 P W I J O I S T R O O F D E T A I L S ROOF DETAILS R1 R3 ROOF NOTES: 1. Use minimum 2½ x nails unless otherwise noted. Larger diameter nails might split flanges. 2. Fasten joists to top plate with at least two nails. Start nails at least 1½ from end to avoid splitting. 3. Engineered projects might require higher strength connections. Refer to designer s specifications. 4. 1¾ min. bearing at end supports. 3½ at intermediate and cantilever supports. 5. Framing lumber is assumed to be S-P-F unless otherwise noted. 6. See Web Stiffener Requirements on page Joists sloped more than ¼ in 12 must be birdsmouth-cut or set on sloped supports (e.g. beveled wall plates, sloped-seat hangers). 8. Birdsmouth cuts are allowed only at low end supports. Do not make birdsmouth cuts at high end supports or at intermediate supports. 9. Details apply to joists sloped up to 12 in Lateral support, to prevent lateral movement and rotation, is required at all supports. 11. Attach straps and hangers according to manufacturer s instructions. LATERAL SUPPORT VENTILATION HOLES h h L/3 L/3 L/3 L Rim Board Blocking. L/3 L/3 Blocking Panel. Nail to top plate at 6 o.c. Install as joists are set. Beveled plate h/2 Allowable zone for ventilation holes. L Rim Board Blocking or Blocking Panel. L/3 h/3 h/3 h/3 R2 R4 LATERAL SUPPORT Rim Board Blocking. Toe-nail to top plate at 6 o.c. Install as joists are set. BIRDSMOUTH CUT Permitted on low end only. Web stiffeners required. Bevel cut to match slope. Snug at bottom Birdsmouth cut must not overhang inside face of plate. Birdsmouth cut (shown), or beveled plate. Gap at top 2 0 max. optional overhang. 30 Details used by permission from APA.

30 ROOF DETAILS R5 R7 R9 OVERHANG Trim and add blocking as desired for fascia and soffit attachment. OVERHANG Web stiffeners required at birdsmouth cut. See detail R4. 2x4 min. beveled bearing block cut to fit snug. Birdsmouth cut (shown) or beveled plate. No. 2 S-P-F 2x4 or better. 3 x nails at 8 o.c. into flange. 2 0 max. overhang. 4 0 min. back span. 24 o.c. max. joist spacing. PEAK 2 0 max. overhang. Beveled plate (shown) or birdsmouth cut. Strap Sloped-seat joist hanger. R6 2x_ filler. Nails at 6 o.c. R8 OVERHANG No. 2 S-P-F 2x4 or better. Nails at 8 o.c. 2 0 max. overhang. 4 0 min. back span. 24 o.c. max. joist spacing. R10 PEAK Twist strap both sides. RIDGE 2x4 min. beveled bearing block cut to fit snug. Beveled plate (shown) or birdsmouth cut. 23/32 Sheathing grade panel backer block both sides. 18 nails. 30 max. angle. Beveled plate. Birdsmouth cut not permitted. Sloped-seat joist hanger. Strap P W I J O I S T R O O F D E T A I L S 31 V1

31 V1 P W I J O I S T R O O F D E T A I L S 32 ROOF DETAILS R11 R13 Filler Block RIDGE ROOF OPENING Side Load Backer Nails Filler Nails 500 lb lb lb lb lb lb lb Joist Flange Width Strap Doublebeveled plate on beam or wall Filler Block Nail Length R12 Backer Block Strap. Backer Block both sides of single joist with face-mount hangers. Filler Thickness RIDGE 23/32 Sheathinggrade panel gussets both sides. 12 nails on each side of ridge. Backer Thickness 1½ 2½ min or 1¼ ½ or 5 8 1¾ 3 min. 1½ ¾ min. 1¾ ¼ min ½ 3½ min. 2 or 2¼ 1 or ½ 3 min. ea. side 3 1½ 24 Strength axis Doublebeveled plate on beam or wall Notes: 1. Side Load is the concentrated load transferred by a joist hanger. 2. Use min diameter nails. For backer blocks, use 2½ nails. For filler blocks, use length shown in table. Note that some joists require filler block nailing from each side. 3. Use Sheathing grade panels, Utility grade S-P-F lumber, or better. Thinner blocks may be combined to achieve specified thicknesses. 4. Size and position blocks to receive all nails, including hanger nails, without splitting. 5. Max. block depth is joist depth minus to avoid an interference fit between flanges. 6. For top-mount hangers, install backer blocks snug to top flange. 7. Clinch nails when possible. 8. Attach hangers according to manufacturer s instructions.

32 FRAMING CONNECTORS FACE MOUNT HANGERS SINGLE I-JOIST DOUBLE I-JOIST Width Depth Hanger Load 2 (100 % ) Width Depth Hanger Load 2 (100 % ) 9½ U ½ MIU3.12/ ½ 11⅞ U MIU3.12/ U MIU3.12/ ½ IUS1.81/ ½ MIU3.56/ ¾ 11⅞ 14 IUS1.81/11.88 IUS1.81/ ½ MIU3.56/11 MIU3.56/ IUS1.81/ MIU3.56/ ½ IUS2.06/ ½ MIU4.28/ ⅞ 14 IUS2.06/11.88 IUS2.06/ MIU4.28/11 MIU4.28/ IUS2.06/ MIU4.28/ ½ IUS2.37/ ½ MIU4.75/ ⅞ IUS2.37/ MIU4.75/ IUS2.37/ MIU4.75/ IUS2.37/16 MIU2.37/ MIU4.75/16 MIU4.75/ MIU2.37/ MIU4.75/ MIU2.37/ MIU4.75/ MIU2.37/ MIU4.75/ ½ IUS3.56/ ½ HU ⅞ IUS3.56/ HU IUS3.56/ HU ½ IUS3.56/16 MIU3.56/ HU HU MIU3.56/ MIU3.56/ See Simpson Catalog* 24 MIU3.56/ Web stiffeners required. 2. Loads shown are for hangers installed on Douglas-fir Larch or equivalent. Fill all face nail holes and fill round joist nail holes; Face nails shall be 16d common, except for IUS, which use 10d common. TOP FLANGE HANGERS SINGLE I-JOIST DOUBLE I-JOIST Width Depth Hanger Load 2 (100 % ) Width Depth Hanger Load 2 (100 % ) 9½ ITS1.56/ ½ LBV3.12/ ½ 11⅞ ITS1.56/ ⅞ LBV3.12/ LBV1.56/ LBV3.12/ ½ ITS1.81/ ½ MIT ¾ 11⅞ 14 ITS1.81/11.88 ITS1.81/ ½ 11⅞ 14 MIT MIT ITS1.81/ MIT ½ ITS2.06/ ½ MIT4.28/ ⅞ 14 ITS2.06/11.88 ITS2.06/ ⅞ 14 MIT4.28/11.88 MIT4.28/ ITS2.06/ LBV4.28/ ½ ITS2.37/ ½ MIT ⅞ ITS2.37/ ⅞ MIT ITS2.37/ MIT ITS2.37/16 MIT MIT4.75/16 LBV4.75/ MIT LBV4.75/ LBV2.37X B4.75X LBV2.37X B4.75X ½ ITS3.56/ ½ B7.12/ ⅞ ITS3.56/ ⅞ B7.12/ ITS3.56/ B7.12/ ½ ITS3.56/16 MIT B7.12/16 HB7.12/ MIT HB7.12/ HIT HB7.12/ HIT HB7.12/ Web stiffeners required. 2. Loads shown are for hangers installed on Douglas-fir Larch or equivalent. Fill all face nail holes and fill round joist nail holes; Face nails shall be 16d common, except for ITS, which use 10d common. ADJUSTABLE HEIGHT HANGERS SINGLE I-JOIST DOUBLE I-JOIST Width Depth Hanger Load 2 (100 % ) Width Depth Hanger Load 2 (100 % ) 1½ 9½ 11⅞ THAI ½ 14 THAI ¾ 9½ 14 THAI1.81/ ½ 9½ 14 THAI ½ 14 THAI ½ 14 THAI ½ 14 THAI ½ 14 THAI ½ 9½ 14 THAI ½ 14 See Simpson Catalog* Web stiffeners required for all I-joists used with Adjustable Height Hangers. For joists 16 and above, See Simpson Wood Construction Connectors catalog for hanger selection. 2. Loads shown use 10d common nails. VARIABLE PITCH SINGLE I-JOISTS SINGLE I-JOIST Width Depth Hanger Load (100 % ) 1½ ALL VPA ¾ ALL VPA ALL VPA ALL VPA ½ ALL VPA VPA connectors provide a bearing length of 2. They should not be used in applications that require longer bearings, such as intermediate supports. SKEWED 45 HANGERS SINGLE I-JOIST DOUBLE I-JOIST Width Depth Hanger Load 3 (100 % ) Width Depth Hanger Load 3 (100 % ) 9½ SUR/L ½ SUR/L ½ SUR/L SUR/L SUR/L SUR/L ½ SUR/L1.81/ ½ SUR/L ¾ SUR/L1.81/11 SUR/L1.81/ ½ SUR/L410 1 SUR/L SUR/L1.81/ SUR/L ½ SUR/L2.1/ ½ HSUR/L4.28/ SUR/L2.1/11 SUR/L2.1/ HSUR/L4.28/11 HSUR/L4.28/ SUR/L2.1/ HSUR/L4.28/ ½ SUR/L2.37/ ½ HSUR/L4.75/ SUR/L2.37/ HSUR/L4.75/ SUR/L2.37/14 SUR/L2.37/ HSUR/L4.75/14 HSUR/L4.75/ SUR/L2.37/ HSUR/L4.75/ SUR/L2.37/ HSUR/L4.75/ ½ SUR/L ½ HU410-2X 1, SUR/L HU412-2X 1, SUR/L HU414-2X 1, ½ SUR/L414 1 SUR/L HU414-2X 1,2 HU414-2X 1, SUR/L See Simpson Catalog* See Simpson Catalog* 1. Web stiffeners required. 2. Skewed option must be special ordered. Specify skew angle and direction. Web stiffeners required. 3. Loads shown are for hangers installed on Douglas-fir Larch or equivalent. Fill all face nail holes with 16d common. FIELD SLOPE AND SKEW SINGLE I-JOIST DOUBLE I-JOIST Width Depth Hanger Load (100 % ) Width Depth Hanger Load (100 % ) 1½ 9½ 11⅞ LSSU ½ 14 LSSU ¾ 9½ 14 LSSUI ½ 9½ 14 LSSU ½ 14 LSSU ½ 14 LSU ½ 14 LSSUI ½ 14 LSU ½ 9½ 14 LSSU ½ 14 See Simpson Catalog* Web stiffeners required for all I-joists used with Field Slope and Skew Hangers. 1. LSU and LSU4.28 are field-sloped only, skew option must be special ordered. * See Simpson Strong-Tie Wood Construction Connectors catalog for hanger selection. All hangers listed are manufactured by Simpson Strong-Tie Co., Inc. For additional information, refer to the current Simpson Strong-Tie literature, or contact Simpson Strong-Tie at U ITS IUS B LBV SUL/SUR THAI SERIES LSSU VPA MIU MIT 33 SIMPSON STRONG-TIE FRAMING CONNECTORS FOR I-JOISTS WITH LVL FLANGES V1

33 V1 P W I J O I S T W E B S T I F F E N E R R E Q U I R E M E N T S WEB STIFFENER REQUIREMENTS Web stiffeners are pairs of small blocks, cut from panels or 2x4s, that are nailed to the joist web to stiffen a deep web, increase reaction capacity or accommodate a special connector. Web stiffeners are not required when joists are sized by means of the tables in this guide, with the following exceptions: 1. Web stiffeners are required at the ends of joists set in hangers that are not deep enough to laterally support the top flanges of the joists. Refer to the hanger manufacturer s installation instructions. 2. Web stiffeners are required to accommodate special connector nailing requirements. Refer to the connector manufacturer s installation instructions. 3. Web stiffeners are required at birdsmouth cuts at the low end supports of sloped joists. 4. Web stiffeners are required at all supports on 22- and 24-inch joists. When joists are sized by means of sizing software, or otherwise engineered for an application, web stiffeners are required as follows: 1. Web stiffeners are required for high reactions at supports. Refer to an evaluation report. 2. Web stiffeners are required under concentrated loads applied to the tops of joists between supports, or along cantilevers beyond the support, when the concentrated load exceeds 1500 pounds. NUMBER OF WEB STIFFENER NAILS REQUIRED Joist Depth 24 & & & Less All Conditions WEB STIFFENER SIZE REQUIRED Flange Width Thickness Minimum Dimensions Web Stiffeners Width Nails 1½ ½ x ¾ ½ x ½ x ½ x ½ ½ x ½ 1½ 3½ 3¼ x Web stiffener length is approximately 1 8 less than the clear distance between flanges. Birdsmouth cut at low support Snug to bottom High reaction at support Concentrated Load > 1500 lbs. Snug to top 34

34 WEB HOLE SPECIFICATIONS DUCT HOLES Joist Series depths to 20 (3) 90 depths to 20 (3) Minimum Distance D From Any Support to the Centerline of the Hole Joist Span (ft) Duct Hole Width (2) (2) (2) (2) (2) (2) (2) (2) (2) (2) (2) (2) (2) (2) (2) (2) (2) (2) (2) (2) (2) (2) (2) (2) (2) (2) (2) (2) (2) (2) (2) (2) (2) (2) (2) (2) (2) (2) (2) (2) (2) (2) (2) (2) (2) (2) (2) (2) (2) (2) (2) (2) (2) (2) (2) (2) (2) (2) (2) (2) (2) (2) (2) (2) (2) (2) (2) (2) (2) Notes: (1) For other joist spans, use sizing software to locate the duct hole (2) For this width, use sizing software to locate the duct hole (3) For joist depths greater than 20 inches, use sizing software to locate duct holes GENERAL NOTES 1. Table values apply to joists sized by means of the load or span tables in this publication. Use beam sizing software for a more precise analysis or to analyze conditions outside of the scope of these tables. 2. Web holes may be located anywhere between the joist flanges. Leave at least 1 8 inch clearance between the edges of holes and the flanges. 3. Do not cut rectangular holes, or round holes larger than 1½ inch diameter, in cantilevers. 4. The horizontal clearance between the edges of adjacent holes must be at least twice the diameter (or longest side) of the larger hole. Exception: A 1½ inch diameter hole may be drilled anywhere in the web. Provide at least 3 inches of horizontal clearance from adjacent holes of any size. 5. 1½ inch diameter holes are factory-scored in the web at 16 inches on center. Never drill, cut or notch the flange, or over-cut the web. Holes in webs should be cut with a sharp saw. For rectangular holes, avoid over cutting the corners, as this can cause unnecessary stress concentrations. Slightly rounding the corners is recommended. Starting the rectangular hole by drilling a 1 diameter hole in each of the 4 corners and then making the cuts between the holes is another good method to minimize damage to I-joists. P W I J O I S T W E B H O L E S P E C I F I C A T I O N S 35 V1

35 V1 P W I J O I S T W E B H O L E S P E C I F I C A T I O N S WEB HOLE SPECIFICATIONS D (see table) ROUND AND RECTANGULAR HOLES Round holes up to 1½ in diameter may be drilled anywhere in the web. Provide at least 3 of horizontal clearance from other holes. Minimum 2x diameter of largest hole Duct Hole (full height) See table and notes on page 35. D (see table) Rectangular Hole Minimum Distance D From Any Support to the Centerline of the Hole Do not cut rectangular holes, or round holes larger than 1½ in diameter, in cantilevers. Round Hole Diameter ¼ ¾ 12 12¾ 14¾ 16¾ Rectangular Hole Longest Side 1½ 2¼ 3 3¾ 4½ ½ 8 9 9½ 11 12½ Joist 9¼ Joist 9½ Joist Joist 14 Joist 16 Joist 18 Joist 20 Joist 22 Joist 24 Joist Span (ft) Span (ft) Span (ft) Span (ft) Span (ft) Span (ft) Span (ft) Span (ft) Span (ft) Span (ft) See General Notes on page 35 36

36 INSTALLATION NOTES 1. I-joists and laminated veneer lumber shall be used in protected, dryuse conditions only. Separation from concrete and masonry shall be as provided in the local building code for wood that is not treated and not naturally durable. 2. I-joists may be cut to length or cut as shown in this guide, otherwise I-joist flanges shall not be cut, notched or drilled. Holes may be cut in the I-joist web as shown in WEB HOLE SPECIFICATIONS. 3. Laminated veneer lumber (LVL) may be cut to length, ripped to depth or trimmed as shown in this guide, otherwise LVL shall not be cut, notched or drilled. Holes may be drilled in LVL as shown in HOLE DETAILS. 4. The minimum allowable I-joist bearing length is 1¾ inches at end supports and 3½ inches at intermediate supports. The minimum allowable laminated veneer lumber bearing length is 1½ inches at both end and intermediate supports. Longer bearing lengths might be required by the building designer. 5. I-joists and laminated veneer lumber shall be supported laterally in accordance with local building code provisions for wood framing members, except that bridging is not required in floor joist spans. 6. Hangers and other metal connectors shall be installed in accordance with the connector manufacturer s installation instructions. 7. Rim boards, rim joists, blocking panels or squash blocks shall be installed at I-joist supports where load-bearing walls are located directly above the supports. 8. I-joists shall be installed straight (½ inch maximum deviation) and plumb. 9. Suspended loads should generally be attached to the joist web through filler blocks. Light loads may be suspended from the bottom flange. Refer to the building designer s installation instructions. 10. Sheathing shall be fastened to I-joists and laminated veneer lumber in accordance with local building code provisions for wood framing members and the building designer s installation instructions. NAIL SPACING FOR ATTACHMENT OF SHEATHING TO I-JOISTS (1, 2) Flange Width, b Minimum Nail Spacing Per Row Maximum Nail Spacing Nail Diameter Nail Diameter Any Nail inches (3) inches (4) Diameter b < 1¾ inches 3 inches 3 inches 18 inches b = 1¾ inches 2 inches 3 inches 18 inches b > 1¾ inches 2 inches 3 inches 24 inches Notes: 1. If more than one row of nails is required, the rows must be offset by at least ½ inch and staggered. 2. Do not use nails with diameters larger than inches. 3. 6d common, 10d box, 10d sinker and smaller 4. 10d common, 20d box, 16d sinker and smaller P W I J O I S T I N S T A L L A T I O N N O T E S 37 V1

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40 Ijoist Property Comparison End Reaction(lbs) Intermediate Reaction (lbs) 1 3/4" Bearing 3 1/2" Bearing 3 1/2" Bearing 5 1/4" Bearing Manufacturer Depth Series Flange Width Flange Thickness Moment EI Shear No WS WS No WS WS No WS WS No WS WS Weyco 9.5" TJI/ /4 1 3/ dna 1220 dna 1935 dna 2350 dna Boise 9.5" BCI / Roseburg 9.5" RFPI /4 1 3/ PWC 9.5" PWI /4 1 3/ Weyco 9.5" TJI/ /16 1 3/ dna 1330 dna 2145 dna 2565 dna Boise 9.5" BCI /16 1 1/ Roseburg 9.5" RFPI /16 1 3/ PWC 9.5" PWI /16 1 3/ Weyco 9.5" TJI/ /16 1 3/ dna 1330 dna 2410 dna 2790 dna Boise 9.5" BCI /16 1 1/ Roseburg 9.5" RFPI /16 1 3/ PWC 9.5" PWI /16 1 1/ PWC 9.5" PWI /16 1 3/ Roseburg 9.5" RFPI /16 1 1/ PWC 9.5" PWI /16 1 1/ PWC 9.5" PWI /2 1 1/

41 Ijoist Property Comparison End Reaction(lbs) Intermediate Reaction (lbs) 1 3/4" Bearing 3 1/2" Bearing 3 1/2" Bearing 5 1/4" Bearing Manufacturer Depth Series Flange Width Flange Thickness Moment EI Shear No WS WS No WS WS No WS WS No WS WS Weyco 11.88" TJI/ /4 1 3/ Boise 11.88" BCI / Roseburg 11.88" RFPI /4 1 3/ PWC 11.88" PWI /4 1 3/ Weyco 11.88" TJI/ /16 1 3/ Boise 11.88" BCI /16 1 1/ Roseburg 11.88" RFPI /16 1 3/ PWC 11.88" PWI /16 1 3/ Weyco 11.88" TJI/ /16 1 3/ Boise 11.88" BCI /16 1 1/ Roseburg 11.88" RFPI /16 1 3/ PWC 11.88" PWI /16 1 1/ PWC 11.88" PWI /16 1 3/ Weyco 11.88" TJI/ / Boise 11.88" BCI /16 1 1/ Roseburg 11.88" RFPI /16 1 1/ PWC 11.88" PWI /16 1 1/ PWC 11.88" PWI /16 1 1/ Weyco 11.88" TJI/ / Boise 11.88" BCI /2 1 1/ Roseburg 11.88" RFPI /2 1 1/ PWC 11.88" PWI /2 1 1/

42 Ijoist Property Comparison End Reaction(lbs) Intermediate Reaction (lbs) 1 3/4" Bearing 3 1/2" Bearing 3 1/2" Bearing 5 1/4" Bearing Manufacturer Depth Series Flange Width Flange Thickness Moment EI Shear No WS WS No WS WS No WS WS No WS WS Weyco 14" TJI/ /4 1 3/ Boise 14" BCI / Roseburg 14" RFPI /4 1 3/ PWC 14" PWI /4 1 3/ Weyco 14" TJI/ /16 1 3/ dna 1460 dna Boise 14" BCI /16 1 1/ Roseburg 14" RFPI /16 1 3/ PWC 14" PWI /16 1 3/ Weyco 14" TJI/ /16 1 3/ dna 1485 dna Boise 14" BCI /16 1 1/ Roseburg 14" RFPI /16 1 3/ PWC 14" PWI /16 1 1/ PWC 14" PWI /16 1 3/ Weyco 14" TJI/ / dna 1505 dna Boise 14" BCI /16 1 1/ Roseburg 14" RFPI /16 1 1/ PWC 14" PWI /16 1 1/ PWC 14" PWI /16 1 1/ Weyco 14" TJI/ / dna 1725 dna Boise 14" BCI /2 1 1/ Roseburg 14" RFPI /2 1 1/ PWC 14" PWI /2 1 1/

43 Ijoist Property Comparison End Reaction(lbs) Intermediate Reaction (lbs) 1 3/4" Bearing 3 1/2" Bearing 3 1/2" Bearing 5 1/4" Bearing Manufacturer Depth Series Flange Width Flange Thickness Moment EI Shear No WS WS No WS WS No WS WS No WS WS Weyco 16" TJI/ /4 1 3/ Weyco 16" TJI/ /16 1 3/ Boise 16" BCI /16 1 1/ Roseburg 16" RFPI /16 1 3/ PWC 16" PWI /16 1 3/ Weyco 16" TJI/ /16 1 3/ Boise 16" BCI /16 1 1/ Roseburg 16" RFPI /16 1 3/ PWC 16" PWI /16 1 1/ PWC 16" PWI /16 1 3/ Weyco 16" TJI/ / dna 1505 dna Boise 16" BCI /16 1 1/ Roseburg 16" RFPI /16 1 1/ PWC 16" PWI /16 1 1/ PWC 16" PWI /16 1 1/ Weyco 16" TJI/ / dna 1725 dna Boise 16" BCI /2 1 1/ Roseburg 16" RFPI /2 1 1/ PWC 16" PWI /2 1 1/

44 Ijoist Property Comparison End Reaction(lbs) Intermediate Reaction (lbs) 1 3/4" Bearing 3 1/2" Bearing 3 1/2" Bearing 5 1/4" Bearing Manufacturer Depth Series Flange Width Flange Thickness Moment EI Shear No WS WS No WS WS No WS WS No WS WS Weyco 18" TJI/ / Roseburg 18" RFPI /16 1 1/ PWC 18" PWI /16 1 1/ PWC 18" PWI /16 1 1/ Weyco 18" TJI/ / Weyco 18" TJI/560D 3 1/2 1 1/ Boise 18" BCI /2 1 1/ N/A(3) 2300 N/A(3) 2550 N/A(3) 4150 N/A(3) 4750 Roseburg 18" RFPI /2 1 1/ PWC 18" PWI /2 1 1/

45 Ijoist Property Comparison End Reaction(lbs) Intermediate Reaction (lbs) 1 3/4" Bearing 3 1/2" Bearing 3 1/2" Bearing 5 1/4" Bearing Manufacturer Depth Series Flange Width Flange Thickness Moment EI Shear No WS WS No WS WS No WS WS No WS WS Weyco 20" TJI/ / dna dna Roseburg 20" RFPI /16 1 1/ PWC 20" PWI /16 1 1/ PWC 20" PWI /16 1 1/ Weyco 20" TJI/ / Weyco 20" TJI/560D 3 1/2 1 1/ Boise 20" BCI /2 1 1/ N/A(3) 2500 N/A(3) 2650 N/A(3) 4300 N/A(3) 4850 Roseburg 20" RFPI /2 1 1/ PWC 20" PWI /2 1 1/

46 Ijoist Property Comparison End Reaction(lbs) Intermediate Reaction (lbs) 1 3/4" Bearing 3 1/2" Bearing 3 1/2" Bearing 5 1/4" Bearing Manufacturer Depth Series Flange Width Flange Thickness Moment EI Shear No WS WS No WS WS No WS WS No WS WS Roseburg 22" RFPI /16 1 1/ dna 2400 dna 2935 dna 4150 dna 4605 PWC 22" PWI /16 1 1/ dna 2390 dna 2900 dna 4125 dna 4425 Weyco 22" TJI/560D 3 1/2 1 1/ dna 2345 dna 2830 dna 5090 dna 5705 Roseburg 22" RFPI /2 1 1/ dna 2755 dna 3010 dna 5405 dna 6020 PWC 22" PWI /2 1 1/

47 Ijoist Property Comparison End Reaction(lbs) Intermediate Reaction (lbs) 1 3/4" Bearing 3 1/2" Bearing 3 1/2" Bearing 5 1/4" Bearing Manufacturer Depth Series Flange Width Flange Thickness Moment EI Shear No WS WS No WS WS No WS WS No WS WS Roseburg 24" RFPI /16 1 1/ dna 2500 dna 3060 dna 4150 dna 4605 PWC 24" PWI /16 1 1/ dna 2390 dna 2900 dna 4125 dna 4425 Weyco 24" TJI/560D 3 1/2 1 1/ dna 2345 dna 2830 dna 5405 dna 6020 Roseburg 24" RFPI /2 1 1/ dna 2850 dna 3060 dna 5405 dna 6020 PWC 24" PWI /2 1 1/

48

49

50 P W L V L P R O D U C T S U M M A R Y V1 38 PWLVL PRODUCT SUMMARY 1¾ PWLVL REFERENCE DESIGN VALUES 1.5E PWLVL 2.0E PWLVL Depth (in) Maximum Vertical Shear (lb) Maximum Bending Moment (ft-lb) El (x 10 6 Maximum Vertical Shear (lb) Maximum Bending Moment (ft-lb) El (x % 115% 125% 100% 115% 125% lb-in 2 ) 100% 115% 125% 100% 115% 125% lb-in 2 ) 3½ ½ ¼ ¼ ½ ¼ ½ PWLVL REFERENCE DESIGN VALUES 2.0E PWLVL 2.2E PWLVL AVAILABLE UPON REQUEST Depth (in) Maximum Vertical Shear (lb) Maximum Bending Moment (ft-lb) El (x 10 6 Maximum Vertical Shear (lb) Maximum Bending Moment (ft-lb) El (x % 115% 125% 100% 115% 125% lb-in 2 ) 100% 115% 125% 100% 115% 125% lb-in 2 ) 3½ ½ ¼ ¼ ½ ¼ ¼ PWLVL REFERENCE DESIGN VALUES 2.0E PWLVL 2.2E PWLVL AVAILABLE UPON REQUEST Depth (in) Maximum Vertical Shear (lb) Maximum Bending Moment (ft-lb) El (x 10 6 Maximum Vertical Shear (lb) Maximum Bending Moment (ft-lb) El (x % 115% 125% 100% 115% 125% lb-in 2 ) 100% 115% 125% 100% 115% 125% lb-in 2 ) 5½ ¼ ¼ ½ ¼ PWLVL REFERENCE DESIGN VALUES 2.0E PWLVL 2.2E PWLVL AVAILABLE UPON REQUEST Depth (in) Maximum Vertical Shear (lb) Maximum Bending Moment (ft-lb) El (x 10 6 Maximum Vertical Shear (lb) Maximum Bending Moment (ft-lb) El (x % 115% 125% 100% 115% 125% lb-in 2 ) 100% 115% 125% 100% 115% 125% lb-in 2 ) 7¼ ¼ ½ ¼ AVAILABLE SIZES (INCHES) 1.5E AND 2.0E PWLVL 2.0E AND 2.2E PWLVL 1½ 1¾ 3½ 5¼ 7 3½ 3½ 3½ 5½ 5½ 5½ 5½ 7¼ 7¼ 7¼ 7¼ 7¼ 9¼ 9¼ 9¼ 9¼ 9¼ 9½ 9½ 9½ 9½ 9½ 11¼ 11¼ 11¼ 11¼ 11¼ EQUIVALENT SPECIFIC GRAVITY FOR FASTENER DESIGN Lateral 0.50 Nails & Face Withdrawal 0.50 Wood Screws Lateral 0.50 Edge Withdrawal 0.47 Bolts & Lag Screws Face Lateral 0.50 Edge Lateral NA 1.5E PWLVL REFERENCE DESIGN VALUES (1) Modulus of Elasticity E = psi (2) Bending (beam) Fb = 2250 psi (3)(4) Horizontal Shear (beam) Fv = 230 psi Compression Perpendicular to Grain (beam) Fc = 750 psi (2) 2.0E PWLVL REFERENCE DESIGN VALUES (1) Modulus of Elasticity E = psi (2) Bending (beam) Fb = 3100 psi (3)(4) Horizontal Shear (beam) Fv = 285 psi Compression Perpendicular to Grain (beam) Fc = 850 psi (2) 2.2E PWLVL REFERENCE DESIGN VALUES (1) Modulus of Elasticity E = psi (2) Bending (beam) Fb = 3100 psi (3)(4) Horizontal Shear (beam) Fv = 285 psi Compression Perpendicular to Grain (beam) Fc = 850 psi (2) (1) Values apply to dry service conditions (2) Do not adjust for load duration (3) Adjust by (12/d) 1/5, where d is the depth of the member [inches] (4) Adjust by 1.04 for repetitive members as defined in the ANSI/AWC NDS

51 1.5E PWLVL FLOOR BEAMS This table provides PWLVL beam sizes for center support of one level of floor framing over various column spacings. Where floor joists are continuous over the beam, this table applies only when the A span is between 45% and 55% of the building width. HANDLING & INSTALLATION PWLVL should be stored lying flat and protected from the weather. Keep the material above ground to minimize the absorption of ground moisture and allow circulation of air. Column Spacing Column Spacing PWLVL is for use in covered, dry conditions only. Protect from the weather on the job site both before and after installation. Except for cutting to length, PWLVL shall not be cut, drilled or notched. Heel cuts may be possible. Contact your Pacific Woodtech representative. Do not install any damaged LVL. A Width of Building 1¾ x 1.5E PWLVL Width of Column Spacing Building ½ see note 3 Notes: 1. PWLVL header sizes are listed as the number of 1¾ thick pieces by the header depth, e.g. 2 9½ indicates two 1¾ pieces by 9½ deep. 2. All PWLVL beams require support across their full width. 3. The minimum required end and intermediate bearing lengths (based on 575 psi) are 3 and 7½ respectively unless the + symbol is shown. In that case, 4½ and 10½ end and intermediate bearing lengths are required. 4. PWLVL beam sizes are based on residential floor loading of 40 psf live load and 10 psf dead load. The roof framing must be trusses supported at the exterior walls only. 5. Deflection is limited to L/360 at live load and L/240 at total load. 6. PWLVL beam sizes are based on continuous floor joist spans and simple or continuous beam spans. If the floor joists are not continuous, it is permissible to consider a Width of Building dimension that is equal to 0.8 times the actual width of the building. For information about our complete line of products, please scan this code or visit P W L V L 1. 5 E F L O O R B E A M S, H A N D L I N G & I N S T A L L A T I O N 39 V1

52 V1 P W L V L 1. 5 E G A R A G E D O O R H E A D E R S E PWLVL GARAGE DOOR HEADERS 1-STORY Rough Opening Roof Truss Span This table provides PWLVL header sizes for the support of roof trusses over various rough openings. A 2-foot maximum roof overhang is assumed. 2 Soffit Assumed 2-STORY Rough Opening A B Span A may not exceed Span B This table provides PWLVL header sizes for the support of one level of floor framing, an exterior wall and roof trusses over various rough openings. A 2-foot maximum roof overhang and center support for the floor framing are assumed. 1-STORY 1¾ x 1.5E PWLVL Snow (115%) Non-Snow (125%) Roof Loading 25 psf LL + 20 psf DL 30 psf LL + 20 psf DL 40 psf LL + 20 psf DL 20 psf LL + 15 psf DL 20 psf LL + 20 psf DL 20 psf LL + 25 psf DL Width of Building ¼ ½ ½ ¼ ¼ ¼ ¼ ¼ ¼ ¼ ¼ ¼ ½ ½ ½ ¼ ¼ ½ Roof 24 Truss 3 7¼ ¼ ¼ ¼ ¼ ¼ Span 2 9½ ½ ½ ¼ ½ ½ with ¼ ¼ ½ ¼ ¼ ¼ Soffit 2 9½ ½ Assumed ½ ½ ½ ¼ ½ ½ ¼ ¼ ¼ ½ ½ ½ ½ ½ ½ ½ ½ ¼ ¼ ½ see note 3 Notes: 1. PWLVL header sizes are listed as the number of 1¾ thick pieces by the header depth, e.g. 2 9½ indicates two 1¾ pieces by 9½ deep. 2. All PWLVL headers require support across their full width. 3. The minimum required bearing length (based on 575 psi) is 3 unless the + symbol is shown. In that case, 4½ is required. 4. The roof framing is assumed to be trusses supported by the exterior walls only. 5. Deflection is limited to L/240 at live load and L/180 at total load. 2-STORY 1¾ x 1.5E PWLVL Snow (115%) Non-Snow (125%) Roof Loading 25 psf LL + 20 psf DL 30 psf LL + 20 psf DL 40 psf LL + 20 psf DL 20 psf LL + 15 psf DL 20 psf LL + 20 psf DL 20 psf LL + 25 psf DL Width of Building ½ ½ ½ ½ ½ ½ ½ ½ ½ ½ ½ Roof ½ ½ Truss 3 9½ ½ ½ ½ ½ ½ Span 2 11 with ½ ½ ½ ½ ½ ½ Soffit 2 11 Assumed ½ ½ ½ ½ ½ ½ ½ ½ ½ see note 3 Notes: 1. PWLVL header sizes are listed as the number of 1¾ thick pieces by the header depth, e.g. 2 9½ indicates two 1¾ pieces by 9½ deep. 2. All PWLVL headers require support across their full width. 3. The minimum required bearing length (based on 575 psi) is 3 unless the + symbol is shown. In that case, 4½ is required. 4. PWLVL header sizes are based on residential floor loading of 40 psf live load and 10 psf dead load, and an exterior wall weight of 100 plf. The roof framing is assumed to be trusses supported by the exterior walls only. 5. Deflection is limited to L/360 at live load and L/240 at total load. 6. PWLVL header sizes are based on the assumption that the floor joists are supported in the middle of the building by a beam or wall.

53 1.5E PWLVL WINDOW & PATIO DOOR HEADERS 1-STORY Rough Opening Roof Truss Span 2 Soffit Assumed This table provides PWLVL header sizes for the support of roof trusses over various rough openings. A 2-foot maximum roof overhang is assumed. 2-STORY Rough Opening A B Span A may not exceed Span B This table provides PWLVL header sizes for the support of one level of floor framing, an exterior wall and roof trusses over various rough openings. A 2-foot maximum roof overhang and center support for the floor framing are assumed. 1-STORY 1¾ x 1.5E PWLVL Snow (115%) Non-Snow (125%) Roof Loading 25 psf LL + 20 psf DL 40 psf LL + 20 psf DL 20 psf LL + 15 psf DL 20 psf LL + 25 psf DL Width of Building ¼ 2 9½ 2 9½ ¼ 2 9½ ¼ 2 7¼ 2 9½ 2 9½ ¼ 2 9½ 2 9½ ¼ 3 7¼ 3 9½ 3 9½ ¼ 3 7¼ 3 9½ ¼ 3 7¼ 3 7¼ 3 9½ ¼ 3 7¼ 3 9½ 3 9½ ¼ 2 9½ 2 9½ 2 11 Roof ¼ 2 9½ ¼ 2 7¼ 2 9½ ¼ 2 9½ 2 9½ Truss 3 7¼ 3 7¼ 3 9½ 3 9½ ¼ 3 9½ 3 9½ ¼ 3 7¼ 3 9½ 3 9½ ¼ 3 7¼ 3 9½ 3 9½ Span 2 7¼ 2 9½ 2 11 with ¼ 2 9½ ¼ 2 9½ 2 9½ ¼ 2 9½ ¼ 3 7¼ 3 9½ ¼ 3 9½ 3 9½ ¼ 3 7¼ 3 9½ 3 9½ ¼ 3 7¼ 3 9½ Soffit 2 7¼ 2 9½ 2 11 Assumed ¼ 2 9½ ¼ 2 9½ 2 9½ ¼ 2 9½ ¼ 3 9½ 3 9½ ¼ 3 9½ ¼ 3 7¼ 3 9½ 3 9½ ¼ 3 9½ 3 9½ ¼ 2 9½ ¼ ¼ 2 9½ 2 9½ ¼ 2 9½ ¼ 3 9½ 3 9½ ¼ 3 9½ ¼ 3 7¼ 3 9½ 3 9½ ¼ 3 9½ 3 9½ see note 3 Notes: 1. PWLVL header sizes are listed as the number of 1¾ thick pieces by the header depth, e.g. 2 9½ indicates two 1¾ pieces by 9½ deep. 2. All PWLVL headers require support across their full width. 3. The minimum required bearing length (based on 575 psi) is 3 unless the + symbol is shown. In that case, 4½ is required. 4. The roof framing is assumed to be trusses supported by the exterior walls only. 5. Deflection is limited to L/240 at live load and the lesser of L/180 or 5 16 at total load. 2-STORY 1¾ x 1.5E PWLVL Snow (115%) Non-Snow (125%) Roof Loading 25 psf LL + 20 psf DL 40 psf LL + 20 psf DL 20 psf LL + 15 psf DL 20 psf LL + 25 psf DL Width of Building ¼ 2 9½ ¼ 2 9½ ¼ 2 9½ ¼ 2 9½ ¼ 3 9½ 3 9½ ¼ 3 9½ ¼ 3 9½ 3 9½ ¼ 3 9½ 3 9½ ¼ 2 9½ 2 11 Roof ¼ ¼ 2 9½ ¼ 2 9½ Truss 3 7¼ 3 9½ 3 9½ ¼ 3 9½ ¼ 3 9½ 3 9½ ¼ 3 9½ 3 9½ Span 2 7¼ 2 11 with ¼ ¼ 2 9½ ¼ ¼ 3 9½ ¼ 3 9½ ¼ 3 9½ 3 9½ ¼ 3 9½ Soffit 2 7¼ 2 11 Assumed ½ ¼ ¼ ¼ 3 9½ ¼ 3 9½ ¼ 3 9½ ¼ 3 9½ ½ ½ ¼ ¼ ¼ 3 9½ ¼ ¼ 3 9½ ¼ 3 9½ see note 3 Notes: 1. PWLVL header sizes are listed as the number of 1¾ thick pieces by the header depth, e.g. 2 9½ indicates two 1¾ pieces by 9½ deep. 2. All PWLVL headers require support across their full width. 3. The minimum required bearing length (based on 575 psi) is 3 unless the + symbol is shown. In that case, 4½ is required. 4. PWLVL header sizes are based on residential floor loading of 40 psf live load and 10 psf dead load, and an exterior wall weight of 100 plf. The roof framing is assumed to be trusses supported by the exterior walls only. 5. Deflection is limited to L/360 at live load and the lesser of L/240 or 5 16 at total load. 6. PWLVL header sizes are based on the assumption that the floor joists are supported in the middle of the building by a beam or wall. P W L V L 1. 5 E W I N D O W & P A T I O D O O R H E A D E R S 41 V1

54 V1 P W L V L 2.0 E F L O O R B E A M S, H A N D L I N G & I N S T A L L A T I O N E PWLVL FLOOR BEAMS This table provides PWLVL beam sizes for center support of one level of floor framing over various column spacings. Where floor joists are continuous over the beam, this table applies only when the A span is between 45% and 55% of the building width. 1¾ X 2.0E PWLVL Width Column Spacing of Building ½ 3 9½ ½ ½ see note 3 Notes: 1. PWLVL beam sizes are listed as the number of 1¾ thick pieces by the beam depth, e.g. 2 9½ indicates two 1¾ pieces by 9½ deep. 2. All PWLVL beams require support across their full width. 3. The minimum required end and intermediate bearing lengths (based on 850 psi) are 3 and 7½ respectively unless the + symbol is shown. In that case, 4½ and 10½ end and intermediate bearing lengths are required. 4. PWLVL beam sizes are based on residential floor loading of 40 psf live load and 10 psf dead load. The roof framing must be trusses supported at the exterior walls only. 5. Deflection is limited to L/360 at live load and L/240 at total load. 6. PWLVL beam sizes are based on continuous floor joist spans and simple or continuous beam spans. If the floor joists are not continuous, it is permissible to consider a Width of Building dimension that is equal to 0.8 times the actual width of the building. Column Spacing Column Spacing HANDLING & INSTALLATION PWLVL should be stored lying flat and protected from the weather. Keep the material above ground to minimize the absorption of ground moisture and allow circulation of air. A Width of Building PWLVL is for use in covered, dry conditions only. Protect from the weather on the job site both before and after installation. Except for cutting to length, PWLVL shall not be cut, drilled or notched. Heel cuts may be possible. Contact your Pacific Woodtech representative. Do not install any damaged LVL. For information about our complete line of products, please scan this code or visit

55 2.0E PWLVL GARAGE DOOR HEADERS 1-STORY Rough Opening Roof Truss Span 2 Soffit Assumed This table provides PWLVL header sizes for the support of roof trusses over various rough openings. A 2-foot maximum roof overhang is assumed. 2-STORY Rough Opening Span A may not exceed Span B This table provides PWLVL header sizes for the support of one level of floor framing, an exterior wall and roof trusses over various rough openings. A 2-foot maximum roof overhang and center support for the floor framing are assumed. 1-STORY 1¾ X 2.0E PWLVL Snow (115%) Non-Snow (125%) Roof Loading 25 psf LL + 20 psf DL 30 psf LL + 20 psf DL 40 psf LL + 20 psf DL 20 psf LL + 15 psf DL 20 psf LL + 20 psf DL 20 psf LL + 25 psf DL Width of Building ¼ ¼ ¼ ¼ ¼ ¼ ¼ ¼ ¼ ¼ 3 9½ ¼ 3 9½ ¼ ¼ 2 11 Roof Truss ¼ ½ ¼ ¼ ¼ ¼ 3 11 Span ¼ ¼ ¼ 3 9½ ¼ ¼ ¼ ½ ½ ¼ 2 11 with ¼ ¼ Soffit 3 7¼ ¼ ¼ ¼ ¼ ¼ Assumed 2 9½ ½ ½ ¼ ¼ ½ ¼ ¼ ¼ ¼ ¼ ¼ ½ ½ ½ ¼ ½ ½ ¼ ¼ ½ ¼ ¼ ¼ see note 3 Notes: 1. PWLVL header sizes are listed as the number of 1¾ thick pieces by the header depth, e.g. 2 9½ indicates two 1¾ pieces by 9½ deep. 2. All PWLVL headers require support across their full width. 3. The minimum required bearing length (based on 850 psi) is 3 unless the + symbol is shown. In that case, 4½ is required. 4. The roof framing is assumed to be trusses supported by the exterior walls only. 5. Deflection is limited to L/240 at live load and L/180 at total load. 2-STORY 1¾ X 2.0E PWLVL Snow (115%) Non-Snow (125%) Roof Loading 25 psf LL + 20 psf DL 30 psf LL + 20 psf DL 40 psf LL + 20 psf DL 20 psf LL + 15 psf DL 20 psf LL + 20 psf DL 20 psf LL + 25 psf DL Width of Building ½ ½ ½ ½ ½ ½ ½ ½ ½ ¼ ¼ ½ ½ ½ ½ ½ ½ ½ Roof Truss ½ ½ ½ ½ ½ ½ Span 2 9½ ½ with ½ ½ ½ Soffit 3 9½ ½ ½ ½ ½ ½ Assumed ½ ½ ½ ½ ½ ½ ½ ½ ½ ½ ½ ½ ½ ½ ½ see note 3 Notes: 1. PWLVL header sizes are listed as the number of 1¾ thick pieces by the header depth, e.g. 2 9½ indicates two 1¾ pieces by 9½ deep. 2. All PWLVL headers require support across their full width. 3. The minimum required bearing length (based on 850 psi) is 3 unless the + symbol is shown. In that case, 4½ is required. 4. PWLVL header sizes are based on residential floor loading of 40 psf live load and 10 psf dead load, and an exterior wall weight of 100 plf. The roof framing is assumed to be trusses supported by the exterior walls only. 5. Deflection is limited to L/360 at live load and L/240 at total load. 6. PWLVL header sizes are based on the assumption that the floor joists are supported in the middle of the building by a beam or wall. A B P W L V L 2.0 E G A R A G E D O O R H E A D E R S 43 V1

56 V1 P W L V L 2.0 E W I N D O W & P A T I O D O O R H E A D E R S E PWLVL WINDOW AND PATIO DOOR HEADERS 1-STORY 2-STORY Rough Opening Roof Truss Span 2 Soffit Assumed This table provides PWLVL header sizes for the support of roof trusses over various rough openings. A 2-foot maximum roof overhang is assumed. Rough Opening Span A may not exceed Span B This table provides PWLVL header sizes for the support of one level of floor framing, an exterior wall and roof trusses over various rough openings. A 2-foot maximum roof overhang and center support for the floor framing are assumed. 1-STORY 1¾ X 2.0E PWLVL Snow (115%) Non-Snow (125%) Roof Loading 25 psf LL + 20 psf DL 40 psf LL + 20 psf DL 20 psf LL + 15 psf DL 20 psf LL + 25 psf DL Width of Building ¼ 2 7¼ 2 9½ 2 9½ ¼ 2 9½ 2 9½ ¼ 2 7¼ 2 7¼ 2 9½ ¼ 2 7¼ 2 9½ 2 9½ ¼ 3 7¼ 3 7¼ 3 9½ ¼ 3 7¼ 3 9½ 3 9½ ¼ 3 7¼ 3 7¼ 3 9½ 3 9½ 3 7¼ 3 7¼ 3 7¼ 3 9½ Roof 2 7¼ 2 7¼ 2 9½ ¼ 2 9½ 2 9½ ¼ 2 7¼ 2 9½ 2 9½ ¼ 2 7¼ 2 9½ Truss 3 7¼ 3 7¼ 3 7¼ 3 9½ ¼ 3 7¼ 3 9½ 3 9½ ¼ 3 7¼ 3 7¼ 3 9½ ¼ 3 7¼ 3 7¼ 3 9½ Span 2 7¼ 2 9½ 2 9½ 2 11 with ¼ 2 9½ ¼ 2 7¼ 2 9½ 2 9½ ¼ 2 9½ 2 9½ ¼ 3 7¼ 3 9½ 3 9½ ¼ 3 7¼ 3 9½ ¼ 3 7¼ 3 7¼ 3 9½ ¼ 3 7¼ 3 9½ 3 9½ Soffit 2 7¼ 2 9½ 2 9½ 2 11 Assumed ¼ 2 9½ ¼ 2 7¼ 2 9½ ¼ 2 9½ 2 9½ ¼ 3 7¼ 3 9½ 3 9½ ¼ 3 9½ 3 9½ ¼ 3 7¼ 3 7¼ 3 9½ ¼ 3 7¼ 3 9½ 3 9½ ¼ 2 9½ 2 9½ ¼ 2 9½ ¼ 2 9½ 2 9½ ¼ 2 9½ 2 9½ ¼ 3 7¼ 3 9½ 3 9½ ¼ 3 9½ 3 9½ ¼ 3 7¼ 3 9½ 3 9½ ¼ 3 7¼ 3 9½ 3 9½ see note 3 Notes: 1. PWLVL header sizes are listed as the number of 1¾ thick pieces by the header depth, e.g. 2 9½ indicates two 1¾ pieces by 9½ deep. 2. All PWLVL headers require support across their full width. 3. The minimum required bearing length (based on 850 psi) is 3 unless the + symbol is shown. In that case, 4½ is required. 4. The roof framing is assumed to be trusses supported by the exterior walls only. 5. Deflection is limited to L/240 at live load and the lesser of L/180 or 5 16 at total load. 2-STORY 1¾ X 2.0E PWLVL Snow (115%) Non-Snow (125%) Roof Loading 25 psf LL + 20 psf DL 40 psf LL + 20 psf DL 20 psf LL + 15 psf DL 20 psf LL + 25 psf DL Width of Building ¼ 2 9½ 2 9½ ¼ 2 9½ ¼ 2 9½ 2 9½ ¼ 2 9½ 2 9½ ¼ 3 7¼ 3 9½ 3 9½ ¼ 3 9½ 3 9½ ¼ 3 7¼ 3 9½ 3 9½ ¼ 3 7¼ 3 9½ 3 9½ Roof 2 7¼ 2 9½ ¼ 2 9½ ¼ 2 9½ 2 9½ ¼ 2 9½ Truss 3 7¼ 3 9½ 3 9½ ¼ 3 9½ 3 9½ ¼ 3 7¼ 3 9½ 3 9½ ¼ 3 9½ 3 9½ Span 2 7¼ 2 9½ ¼ 2 9½ ¼ 2 9½ ¼ 2 9½ with 2 3 7¼ 3 9½ 3 9½ ¼ 3 9½ 3 9½ ¼ 3 9½ 3 9½ ¼ 3 9½ 3 9½ Soffit 2 7¼ 2 9½ 2 11 Assumed ¼ ¼ 2 9½ ¼ 2 9½ ¼ 3 9½ 3 9½ ¼ 3 9½ ¼ 3 9½ 3 9½ ¼ 3 9½ 3 9½ ¼ 2 9½ ¼ ¼ 2 9½ ¼ 2 9½ ¼ 3 9½ ¼ 3 9½ ¼ 3 9½ 3 9½ ¼ 3 9½ see note 3 Notes: 1. PWLVL header sizes are listed as the number of 1¾ thick pieces by the header depth, e.g. 2 9½ indicates two 1¾ pieces by 9½ deep. 2. All PWLVL headers require support across their full width. 3. The minimum required bearing length (based on 850 psi) is 3 unless the + symbol is shown. In that case, 4½ is required. 4. PWLVL header sizes are based on residential floor loading of 40 psf live load and 10 psf dead load, and an exterior wall weight of 100 plf. The roof framing is assumed to be trusses supported by the exterior walls only. 5. Deflection is limited to L/360 at live load and the lesser of L/240 or 5 16 at total load. 6. PWLVL header sizes are based on the assumption that the floor joists are supported in the middle of the building by a beam or wall. A B

57 2.0E BEAM FLOOR 100 % ALLOWABLE UNIFORM LOADS ALLOWABLE UNIFORM LOADS* POUNDS PER LINEAL FOOT 1¾ 2.0E PWLVL ONE x 1¾ 2.0E PWLVL Span (ft) Key 3½ 5½ 7¼ 9¼ 9½ 11¼ LL TL BRG 1.5 / / / / / / / / 9.1 LL TL BRG 1.5 / / / / / / / / 8.5 LL TL BRG 1.5 / / 3 2 / / / / / 8.2 LL TL BRG 1.5 / / / / / / / 7.9 LL TL BRG 1.5 / / / / / / / 7.7 LL TL BRG 1.5 / / / / / / / 7.5 LL TL BRG 1.5 / / / / / 6 3 / 7.4 LL TL BRG 1.5 / / / / / / 7.3 LL TL BRG 1.5 / / / / / / 6.9 LL TL BRG 1.5 / / / / / 6.4 LL TL BRG 1.5 / / / / / 5.8 LL TL BRG 1.5 / / / / / 5.2 LL TL BRG 1.5 / / / / / 4.6 LL TL BRG 1.5 / / / / 4.1 LL TL BRG 1.5 / / / 3.7 LL TL BRG 1.5 / / / 3.4 LL TL BRG 1.5 / / / 3.1 LL TL BRG 1.5 / / 3 LL TL 122 BRG 1.5 / 3 LL TL 107 BRG 1.5 / 3 LL TL 95 BRG 1.5 / 3 LL TL 84 BRG 1.5 / 3 LL TL 75 BRG 1.5 / 3 LL 29 TL BRG LL 30 TL BRG * Can be applied to the beam in addition to its own weight. Simple or multiple beam spans. 2 plies minimum for depths greater than 14 inches. Wax-based sealer applied to mitigate moisture issues associated with wood products during storage and construction. Key to Table: LL = Maximum live load limits deflection to L/360 TL = Maximum total load limits deflections to L/240 (or a maximum of for beams 7¼ deep or less) BRG = Required end / intermediate bearing length (inches), based on bearing stress of 850 psi. P W L V L 1 ¾ 2.0 E F L O O R U N I F O R M L O A D S 45 V1

58 P W L V L 1 ¾ 2.0 E F L O O R U N I F O R M L O A D S V1 2.0E BEAM FLOOR 100 % ALLOWABLE UNIFORM LOADS* POUNDS PER LINEAL FOOT 1¾ 2.0E PWLVL TWO x 1¾ 2.0E PWLVL (or 3½ ) Span (ft) Key 3½ 5½ 7¼ 9¼ 9½ 11¼ LL TL BRG 1.5 / / / / / / / / / / / / / 22.7 LL TL BRG 1.5 / / / / / / / / / / / / / 19.6 LL TL BRG 1.5 / / 3 2 / / / / / / / / / / 17.7 LL TL BRG 1.5 / / / / / / / / / / / / 16.5 LL TL BRG 1.5 / / / / / / / / / / / / 15.7 LL TL BRG 1.5 / / / / / / / / / / / / 15 LL TL BRG 1.5 / / / / / 6 3 / / / / / / 14.5 LL TL BRG 1.5 / / / / / / / / / / / 14.1 LL TL BRG 1.5 / / / / / / / / / 11 5 / / 13.8 LL TL BRG 1.5 / / / / / / / / / / 13.5 LL TL BRG 1.5 / / / / / / / / / / 13.3 LL TL BRG 1.5 / / / / / / / / / / 13.1 LL TL BRG 1.5 / / / / / / / / / / 13 LL TL BRG 1.5 / / / / / / / / / 12.8 LL TL BRG 1.5 / / / / / / / / 12.6 LL TL BRG 1.5 / / / / / / / / 12 LL TL BRG 1.5 / / / / / / / / 11.4 LL TL BRG 1.5 / / / / / / / 10.9 LL TL BRG 1.5 / / / / / / 10.5 LL TL BRG 1.5 / / / / / / 10.1 LL TL BRG 1.5 / / / / / / 9.7 LL TL BRG 1.5 / / / / / / 9.3 LL TL BRG 1.5 / / / / / / 9 LL TL BRG 1.5 / / / / / 8.7 LL TL BRG 1.5 / / / / / 8.2 * Can be applied to the beam in addition to its own weight. Simple or multiple beam spans. Key to Table: LL = Maximum live load limits deflection to L/360 TL = Maximum total load limits deflections to L/240 (or a maximum of for beams 7¼ deep or less) BRG = Required end / intermediate bearing length (inches), based on bearing stress of 850 psi. ALLOWABLE UNIFORM LOADS 46

59 2.0E BEAM FLOOR 100 % ALLOWABLE UNIFORM LOADS* POUNDS PER LINEAL FOOT 1¾ 2.0E PWLVL THREE x 1¾ 2.0E PWLVL (or 5 ) Span (ft) Key 3½ 5½ 7¼ 9¼ 9½ 11¼ LL TL BRG 1.5 / / / / / / / / / / / / / 22.7 LL TL BRG 1.5 / / / / / / / / / / / / / 19.6 LL TL BRG 1.5 / / 3 2 / / / / / / / / / / 17.7 LL TL BRG 1.5 / / / / / / / / / / / / 16.5 LL TL BRG 1.5 / / / / / / / / / / / / 15.7 LL TL BRG 1.5 / / / / / / / / / / / / 15 LL TL BRG 1.5 / / / / / 6 3 / / / / / / 14.5 LL TL BRG 1.5 / / / / / / / / / / / 14.1 LL TL BRG 1.5 / / / / / / / / / 11 5 / / 13.8 LL TL BRG 1.5 / / / / / / / / / / 13.5 LL TL BRG 1.5 / / / / / / / / / / 13.3 LL TL BRG 1.5 / / / / / / / / / / 13.1 LL TL BRG 1.5 / / / / / / / / / / 13 LL TL BRG 1.5 / / / / / / / / / 12.8 LL TL BRG 1.5 / / / / / / / / 12.6 LL TL BRG 1.5 / / / / / / / / 12 LL TL BRG 1.5 / / / / / / / / 11.4 LL TL BRG 1.5 / / / / / / / 10.9 LL TL BRG 1.5 / / / / / / 10.5 LL TL BRG 1.5 / / / / / / 10.1 LL TL BRG 1.5 / / / / / / 9.7 LL TL BRG 1.5 / / / / / / 9.3 LL TL BRG 1.5 / / / / / / 9 LL TL BRG 1.5 / / / / / 8.7 LL TL BRG 1.5 / / / / / 8.2 * Can be applied to the beam in addition to its own weight. Simple or multiple beam spans. Key to Table: LL = Maximum live load limits deflection to L/360 TL = Maximum total load limits deflections to L/240 (or a maximum of for beams 7¼ deep or less) BRG = Required end / intermediate bearing length (inches), based on bearing stress of 850 psi. ALLOWABLE UNIFORM LOADS P W L V L 1 ¾ 2.0 E F L O O R U N I F O R M L O A D S 47 V1

60 P W L V L 1 ¾ 2.0 E F L O O R U N I F O R M L O A D S V1 2.0E BEAM FLOOR 100 % ALLOWABLE UNIFORM LOADS* POUNDS PER LINEAL FOOT 1¾ 2.0E PWLVL FOUR x 1¾ 2.0E PWLVL (or 7 ) Span (ft) Key 3½ 5½ 7¼ 9¼ 9½ 11¼ LL TL BRG 1.5 / / / / / / / / / / / / / 22.7 LL TL BRG 1.5 / / / / / / / / / / / / / 19.6 LL TL BRG 1.5 / / 3 2 / / / / / / / / / / 17.7 LL TL BRG 1.5 / / / / / / / / / / / / 16.5 LL TL BRG 1.5 / / / / / / / / / / / / 15.7 LL TL BRG 1.5 / / / / / / / / / / / / 15 LL TL BRG 1.5 / / / / / 6 3 / / / / / / 14.5 LL TL BRG 1.5 / / / / / / / / / / / 14.1 LL TL BRG 1.5 / / / / / / / / / 11 5 / / 13.8 LL TL BRG 1.5 / / / / / / / / / / 13.5 LL TL BRG 1.5 / / / / / / / / / / 13.3 LL TL BRG 1.5 / / / / / / / / / / 13.1 LL TL BRG 1.5 / / / / / / / / / / 13 LL TL BRG 1.5 / / / / / / / / / 12.8 LL TL BRG 1.5 / / / / / / / / 12.6 LL TL BRG 1.5 / / / / / / / / 12 LL TL BRG 1.5 / / / / / / / / 11.4 LL TL BRG 1.5 / / / / / / / 10.9 LL TL BRG 1.5 / / / / / / 10.5 LL TL BRG 1.5 / / / / / / 10.1 LL TL BRG 1.5 / / / / / / 9.7 LL TL BRG 1.5 / / / / / / 9.3 LL TL BRG 1.5 / / / / / / 9 LL TL BRG 1.5 / / / / / 8.7 LL TL BRG 1.5 / / / / / 8.2 * Can be applied to the beam in addition to its own weight. Simple or multiple beam spans. Key to Table: LL = Maximum live load limits deflection to L/360 TL = Maximum total load limits deflections to L/240 (or a maximum of for beams 7¼ deep or less) BRG = Required end / intermediate bearing length (inches), based on bearing stress of 850 psi. ALLOWABLE UNIFORM LOADS 48

61 2.0E ROOF SNOW 115 % ALLOWABLE UNIFORM LOADS ALLOWABLE UNIFORM LOADS* POUNDS PER LINEAL FOOT 1¾ 2.0E PWLVL ONE x 1¾ 2.0E PWLVL Span (ft) Key 3½ 5½ 7¼ 9¼ 9½ 11¼ LL TL BRG 1.5 / / / / / / / / 10.4 LL TL BRG 1.5 / / / / / / / / 9.8 LL TL BRG 1.5 / / / / / / / 9.4 LL TL BRG 1.5 / / / / / / / 9.1 LL TL BRG 1.5 / / / / / / / 8.8 LL TL BRG 1.5 / / / / / / / 8.7 LL TL BRG 1.5 / / / / / / 8.5 LL TL BRG 1.5 / / / / / / 8.4 LL TL BRG 1.5 / / / / / / 7.9 LL TL BRG 1.5 / / / / / 7.4 LL TL BRG 1.5 / / / / / 6.9 LL TL BRG 1.5 / / / / / 6.5 LL TL BRG 1.5 / / / / / 6.2 LL TL BRG 1.5 / / / / 5.5 LL TL BRG 1.5 / / 3 2 / 5 LL TL BRG 1.5 / / / 4.5 LL TL BRG 1.5 / / / 4.1 LL TL BRG 1.5 / / 3.8 LL TL 165 BRG 1.5 / 3.5 LL TL 145 BRG 1.5 / 3.2 LL TL 129 BRG 1.5 / 3 LL TL 114 BRG 1.5 / 3 LL TL 102 BRG 1.5 / 3 LL 29 TL BRG LL 30 TL BRG * Can be applied to the beam in addition to its own weight. Simple or multiple beam spans. 2 plies minimum for depths greater than 14 inches. Wax-based sealer applied to mitigate moisture issues associated with wood products during storage and construction. Key to Table: LL = Maximum live load limits deflection to L/360 TL = Maximum total load limits deflections to L/240 (or a maximum of for beams 7¼ deep or less) BRG = Required end / intermediate bearing length (inches), based on bearing stress of 850 psi. P W L V L 1 ¾ 2.0 E R O O F U N I F O R M L O A D S 49 V1

62 V1 P W L V L 1 ¾ 2.0 E R O O F U N I F O R M L O A D S 2.0E ROOF SNOW 115 % ALLOWABLE UNIFORM LOADS ALLOWABLE UNIFORM LOADS* POUNDS PER LINEAL FOOT 1¾ 2.0E PWLVL TWO x 1¾ 2.0E PWLVL (or 3½ ) Span (ft) Key 3½ 5½ 7¼ 9¼ 9½ 11¼ LL TL BRG 1.5 / / / / / / / / / / / / / 26.1 LL TL BRG 1.5 / / / / / / / / / / / / / 22.5 LL TL BRG 1.5 / / / / / / / / / / / / 20.4 LL TL BRG 1.5 / / / / / / / / / / / / 19 LL TL BRG 1.5 / / / / / / / / / / / / 18 LL TL BRG 1.5 / / / / / / / / / / / / 17.3 LL TL BRG 1.5 / / / / / / / / / / / 16.7 LL TL BRG 1.5 / / / / / / / / / / / 16.3 LL TL BRG 1.5 / / / / / / / / / / / 15.9 LL TL BRG 1.5 / / / / / / / 11 5 / / / 15.6 LL TL BRG 1.5 / / / / / / / / / / 15.3 LL TL BRG 1.5 / / / / / / / / / / 15.1 LL TL BRG 1.5 / / / / / / / / / / 14.9 LL TL BRG 1.5 / / / / / / / / / 14.7 LL TL BRG 1.5 / / 3 2 / / / / / / 14.5 LL TL BRG 1.5 / / / / / / / / 13.8 LL TL BRG 1.5 / / / / / / / / 13.2 LL TL BRG 1.5 / / / / / / / 12.6 LL TL BRG 1.5 / / / / / / 12.1 LL TL BRG 1.5 / / / / / / 11.6 LL TL BRG 1.5 / / / / / / 11.1 LL TL BRG 1.5 / / / / / / 10.7 LL TL BRG 1.5 / / / / / / 10.3 LL TL BRG 1.5 / / / / / 10 LL TL BRG 1.5 / / / / / 9.6 * Can be applied to the beam in addition to its own weight. Simple or multiple beam spans. Key to Table: LL = Maximum live load limits deflection to L/240 TL = Maximum total load limits deflections to L/180 (or a maximum of for beams 7¼ deep or less) BRG = Required end / intermediate bearing length (inches), based on bearing stress of 850 psi. 50

63 2.0E ROOF SNOW 115 % ALLOWABLE UNIFORM LOADS ALLOWABLE UNIFORM LOADS* POUNDS PER LINEAL FOOT 1¾ 2.0E PWLVL THREE x 1¾ 2.0E PWLVL (or 5 ) Span (ft) Key 3½ 5½ 7¼ 9¼ 9½ 11¼ LL TL BRG 1.5 / / / / / / / / / / / / / 26.1 LL TL BRG 1.5 / / / / / / / / / / / / / 22.5 LL TL BRG 1.5 / / / / / / / / / / / / 20.4 LL TL BRG 1.5 / / / / / / / / / / / / 19 LL TL BRG 1.5 / / / / / / / / / / / / 18 LL TL BRG 1.5 / / / / / / / / / / / / 17.3 LL TL BRG 1.5 / / / / / / / / / / / 16.7 LL TL BRG 1.5 / / / / / / / / / / / 16.3 LL TL BRG 1.5 / / / / / / / / / / / 15.9 LL TL BRG 1.5 / / / / / / / 11 5 / / / 15.6 LL TL BRG 1.5 / / / / / / / / / / 15.3 LL TL BRG 1.5 / / / / / / / / / / 15.1 LL TL BRG 1.5 / / / / / / / / / / 14.9 LL TL BRG 1.5 / / / / / / / / / 14.7 LL TL BRG 1.5 / / 3 2 / / / / / / 14.5 LL TL BRG 1.5 / / / / / / / / 13.8 LL TL BRG 1.5 / / / / / / / / 13.2 LL TL BRG 1.5 / / / / / / / 12.6 LL TL BRG 1.5 / / / / / / 12.1 LL TL BRG 1.5 / / / / / / 11.6 LL TL BRG 1.5 / / / / / / 11.1 LL TL BRG 1.5 / / / / / / 10.7 LL TL BRG 1.5 / / / / / / 10.3 LL TL BRG 1.5 / / / / / 10 LL TL BRG 1.5 / / / / / 9.6 * Can be applied to the beam in addition to its own weight. Simple or multiple beam spans. Key to Table: LL = Maximum live load limits deflection to L/240 TL = Maximum total load limits deflections to L/180 (or a maximum of for beams 7¼ deep or less) BRG = Required end / intermediate bearing length (inches), based on bearing stress of 850 psi. P W L V L 1 ¾ 2.0 E R O O F U N I F O R M L O A D S 51 V1

64 P W L V L 1 ¾ 2.0 E R O O F U N I F O R M L O A D S V1 2.0E ROOF SNOW 115 % ALLOWABLE UNIFORM LOADS ALLOWABLE UNIFORM LOADS* POUNDS PER LINEAL FOOT 1¾ 2.0E PWLVL FOUR x 1¾ 2.0E PWLVL (or 7 ) Span (ft) Key 3½ 5½ 7¼ 9¼ 9½ 11¼ LL TL BRG 1.5 / / / / / / / / / / / / / 26.1 LL TL BRG 1.5 / / / / / / / / / / / / / 22.5 LL TL BRG 1.5 / / / / / / / / / / / / 20.4 LL TL BRG 1.5 / / / / / / / / / / / / 19 LL TL BRG 1.5 / / / / / / / / / / / / 18 LL TL BRG 1.5 / / / / / / / / / / / / 17.3 LL TL BRG 1.5 / / / / / / / / / / / 16.7 LL TL BRG 1.5 / / / / / / / / / / / 16.3 LL TL BRG 1.5 / / / / / / / / / / / 15.9 LL TL BRG 1.5 / / / / / / / 11 5 / / / 15.6 LL TL BRG 1.5 / / / / / / / / / / 15.3 LL TL BRG 1.5 / / / / / / / / / / 15.1 LL TL BRG 1.5 / / / / / / / / / / 14.9 LL TL BRG 1.5 / / / / / / / / / 14.7 LL TL BRG 1.5 / / 3 2 / / / / / / 14.5 LL TL BRG 1.5 / / / / / / / / 13.8 LL TL BRG 1.5 / / / / / / / / 13.2 LL TL BRG 1.5 / / / / / / / 12.6 LL TL BRG 1.5 / / / / / / 12.1 LL TL BRG 1.5 / / / / / / 11.6 LL TL BRG 1.5 / / / / / / 11.1 LL TL BRG 1.5 / / / / / / 10.7 LL TL BRG 1.5 / / / / / / 10.3 LL TL BRG 1.5 / / / / / 10 LL TL BRG 1.5 / / / / / 9.6 * Can be applied to the beam in addition to its own weight. Simple or multiple beam spans. Key to Table: LL = Maximum live load limits deflection to L/240 TL = Maximum total load limits deflections to L/180 (or a maximum of for beams 7¼ deep or less) BRG = Required end / intermediate bearing length (inches), based on bearing stress of 850 psi. 52

65 2.0E ALLOWABLE UNIFORM LOADS ROOF NON-SNOW 125 % ALLOWABLE UNIFORM LOADS* POUNDS PER LINEAL FOOT 1¾ 2.0E PWLVL ONE x 1¾ 2.0E PWLVL Span (ft) Key 3½ 5½ 7¼ 9¼ 9½ 11¼ LL TL BRG 1.5 / / / / / / / / 11.4 LL TL BRG 1.5 / / / / / / / / 10.7 LL TL BRG 1.5 / / / / / / / 10.2 LL TL BRG 1.5 / / / / / / / 9.9 LL TL BRG 1.5 / / / / 6 3 / / / 9.6 LL TL BRG 1.5 / / / / / / / 9.4 LL TL BRG 1.5 / / / / / / 9.3 LL TL BRG 1.5 / / / / / / 9.1 LL TL BRG 1.5 / / / / / / 8.6 LL TL BRG 1.5 / / / / / 8 LL TL BRG 1.5 / / / / / 7.5 LL TL BRG 1.5 / / / / / 6.9 LL TL BRG 1.5 / / / / / 6.2 LL TL BRG 1.5 / / / / 5.5 LL TL BRG 1.5 / / 3 2 / 5 LL TL BRG 1.5 / / / 4.5 LL TL BRG 1.5 / / / 4.1 LL TL BRG 1.5 / / 3.8 LL TL 165 BRG 1.5 / 3.5 LL TL 145 BRG 1.5 / 3.2 LL TL 129 BRG 1.5 / 3 LL TL 114 BRG 1.5 / 3 LL TL 102 BRG 1.5 / 3 LL 29 TL BRG LL 30 TL BRG * Can be applied to the beam in addition to its own weight. Simple or multiple beam spans. 2 plies minimum for depths greater than 14 inches. Wax-based sealer applied to mitigate moisture issues associated with wood products during storage and construction. Key to Table: LL = Maximum live load limits deflection to L/360 TL = Maximum total load limits deflections to L/240 (or a maximum of for beams 7¼ deep or less) BRG = Required end / intermediate bearing length (inches), based on bearing stress of 850 psi. P W L V L 1 ¾ 2.0 E R O O F U N I F O R M L O A D S 53 V1

66 V1 P W L V L 1 ¾ 2.0 E R O O F U N I F O R M L O A D S 2.0E ALLOWABLE UNIFORM LOADS ROOF NON-SNOW 125 % ALLOWABLE UNIFORM LOADS* POUNDS PER LINEAL FOOT 1¾ 2.0E PWLVL TWO x 1¾ 2.0E PWLVL (or 3½ ) Span (ft) Key 3½ 5½ 7¼ 9¼ 9½ 11¼ LL TL BRG 1.5 / / / / / / / / / / / / / 28.4 LL TL BRG 1.5 / / / / / / / / / / / / / 24.5 LL TL BRG 1.5 / / / / / / / / / / / / 22.2 LL TL BRG 1.5 / / / / / / / / / / / / 20.6 LL TL BRG 1.5 / / / / 6 3 / / / / / / / / 19.6 LL TL BRG 1.5 / / / / / / / / / / / / 18.8 LL TL BRG 1.5 / / / / / / / / / / / 18.2 LL TL BRG 1.5 / / / / / / / / / / / 17.7 LL TL BRG 1.5 / / / / / / / / / / / 17.3 LL TL BRG 1.5 / / / / / / / / / / 16.9 LL TL BRG 1.5 / / / / / / / / / / 16.7 LL TL BRG 1.5 / / / / / / / / / / 16.4 LL TL BRG 1.5 / / / / / / / / / / 16.2 LL TL BRG 1.5 / / / / / / / / / 16 LL TL BRG 1.5 / / 3 2 / 5 3 / / / / / 15.7 LL TL BRG 1.5 / / / / / / / / 15 LL TL BRG 1.5 / / / / / / / / 14.3 LL TL BRG 1.5 / / / / 8 4 / / / 13.7 LL TL BRG 1.5 / / / / / / 13.1 LL TL BRG 1.5 / / / / / / 12.6 LL TL BRG 1.5 / / / / / / 12.1 LL TL BRG 1.5 / / / / 8 4 / / 11.6 LL TL BRG 1.5 / / / / / / 11.2 LL TL BRG 1.5 / / / / / 10.8 LL TL BRG 1.5 / / / / / 10.5 * Can be applied to the beam in addition to its own weight. Simple or multiple beam spans. Key to Table: LL = Maximum live load limits deflection to L/240 TL = Maximum total load limits deflections to L/180 (or a maximum of for beams 7¼ deep or less) BRG = Required end / intermediate bearing length (inches), based on bearing stress of 850 psi. 54

67 2.0E ALLOWABLE UNIFORM LOADS ROOF NON-SNOW 125 % ALLOWABLE UNIFORM LOADS* POUNDS PER LINEAL FOOT 1¾ 2.0E PWLVL THREE x 1¾ 2.0E PWLVL (or 5 ) Span (ft) Key 3½ 5½ 7¼ 9¼ 9½ 11¼ LL TL BRG 1.5 / / / / / / / / / / / / / 28.4 LL TL BRG 1.5 / / / / / / / / / / / / / 24.5 LL TL BRG 1.5 / / / / / / / / / / / / 22.2 LL TL BRG 1.5 / / / / / / / / / / / / 20.6 LL TL BRG 1.5 / / / / 6 3 / / / / / / / / 19.6 LL TL BRG 1.5 / / / / / / / / / / / / 18.8 LL TL BRG 1.5 / / / / / / / / / / / 18.2 LL TL BRG 1.5 / / / / / / / / / / / 17.7 LL TL BRG 1.5 / / / / / / / / / / / 17.3 LL TL BRG 1.5 / / / / / / / / / / 16.9 LL TL BRG 1.5 / / / / / / / / / / 16.7 LL TL BRG 1.5 / / / / / / / / / / 16.4 LL TL BRG 1.5 / / / / / / / / / / 16.2 LL TL BRG 1.5 / / / / / / / / / 16 LL TL BRG 1.5 / / 3 2 / 5 3 / / / / / 15.7 LL TL BRG 1.5 / / / / / / / / 15 LL TL BRG 1.5 / / / / / / / / 14.3 LL TL BRG 1.5 / / / / 8 4 / / / 13.7 LL TL BRG 1.5 / / / / / / 13.1 LL TL BRG 1.5 / / / / / / 12.6 LL TL BRG 1.5 / / / / / / 12.1 LL TL BRG 1.5 / / / / 8 4 / / 11.6 LL TL BRG 1.5 / / / / / / 11.2 LL TL BRG 1.5 / / / / / 10.8 LL TL BRG 1.5 / / / / / 10.5 * Can be applied to the beam in addition to its own weight. Simple or multiple beam spans. Key to Table: LL = Maximum live load limits deflection to L/240 TL = Maximum total load limits deflections to L/180 (or a maximum of for beams 7¼ deep or less) BRG = Required end / intermediate bearing length (inches), based on bearing stress of 850 psi. P W L V L 1 ¾ 2.0 E R O O F U N I F O R M L O A D S 55 V1

68 V1 P W L V L 1 ¾ 2.0 E R O O F U N I F O R M L O A D S E ALLOWABLE UNIFORM LOADS ROOF NON-SNOW 125 % ALLOWABLE UNIFORM LOADS* POUNDS PER LINEAL FOOT 1¾ 2.0E PWLVL FOUR x 1¾ 2.0E PWLVL (or 7 ) Span (ft) Key 3½ 5½ 7¼ 9¼ 9½ 11¼ LL TL BRG 1.5 / / / / / / / / / / / / / 28.4 LL TL BRG 1.5 / / / / / / / / / / / / / 24.5 LL TL BRG 1.5 / / / / / / / / / / / / 22.2 LL TL BRG 1.5 / / / / / / / / / / / / 20.6 LL TL BRG 1.5 / / / / 6 3 / / / / / / / / 19.6 LL TL BRG 1.5 / / / / / / / / / / / / 18.8 LL TL BRG 1.5 / / / / / / / / / / / 18.2 LL TL BRG 1.5 / / / / / / / / / / / 17.7 LL TL BRG 1.5 / / / / / / / / / / / 17.3 LL TL BRG 1.5 / / / / / / / / / / 16.9 LL TL BRG 1.5 / / / / / / / / / / 16.7 LL TL BRG 1.5 / / / / / / / / / / 16.4 LL TL BRG 1.5 / / / / / / / / / / 16.2 LL TL BRG 1.5 / / / / / / / / / 16 LL TL BRG 1.5 / / 3 2 / 5 3 / / / / / 15.7 LL TL BRG 1.5 / / / / / / / / 15 LL TL BRG 1.5 / / / / / / / / 14.3 LL TL BRG 1.5 / / / / 8 4 / / / 13.7 LL TL BRG 1.5 / / / / / / 13.1 LL TL BRG 1.5 / / / / / / 12.6 LL TL BRG 1.5 / / / / / / 12.1 LL TL BRG 1.5 / / / / 8 4 / / 11.6 LL TL BRG 1.5 / / / / / / 11.2 LL TL BRG 1.5 / / / / / 10.8 LL TL BRG 1.5 / / / / / 10.5 * Can be applied to the beam in addition to its own weight. Simple or multiple beam spans. Key to Table: LL = Maximum live load limits deflection to L/240 TL = Maximum total load limits deflections to L/180 (or a maximum of for beams 7¼ deep or less) BRG = Required end / intermediate bearing length (inches), based on bearing stress of 850 psi.

69 BEARING DETAILS B1 B4 B2 PACIFIC WOODTECH LVL BEARING LENGTH REQUIREMENTS (1)(2)(3)(4)(5) Support Material Hem-Fir (6) Southern Pine (6) DF-L (6) 1.5E 1.8E or 2.0E PWLVL (7) PWLVL (6) Fc (psi) 405 psi 565 psi 625 psi 750 psi 850 psi LVL Beam Width 1¾ 3½ 1¾ 3½ 1¾ 3½ 1¾ 3½ 1¾ 3½ ½ 1½ 1½ 1½ 1½ 1½ 1½ 1½ 1½ 1½ ½ 2¼ 1½ 2 1½ 1¾ 1½ 1½ 1½ ¼ 2¼ 3¼ 1¾ 2¾ 1½ 2½ 1½ 2¼ 1½ ¾ 3 4¼ 2¼ 3¾ 2 3¼ 1¾ 2¾ 1½ ¼ 3¾ 5¼ 2¾ 4¾ 2½ 4 2 3½ 1¾ ½ 4¼ 6¼ 3¼ 5½ 2¾ 4¾ 2½ 4¼ 2¼ ¼ 3¾ 6½ 3¼ 5½ 2¾ 4¾ 2½ ¾ 8¼ 4¼ 7½ 3¾ 6¼ 3¼ 5½ 2¾ ½ 9¼ 4¾ 8¼ 4¼ 7 3½ 6¼ 3¼ ¼ 10¼ 5¼ 9¼ 4¾ 7¾ 4 6¾ 3½ ¼ 5¾ 10¼ 5¼ 8½ 4¼ 7½ 3¾ Reaction [lb] BEAM-TO-BEAM CONNECTION Make sure hanger capacity is appropriate for each application. Hangers must be properly installed to accommodate full capacity. BEARING ON EXTERIOR WALL Prevent direct contact of PWLVL with concrete. Consult local building code for requirements. HOLE DETAILS HOLES IN PWLVL BEAMS BEARING FOR DOOR OR WINDOW HEADER 1-STORY TYPICAL See Bearing Length Requirements below. Continued in next column Notes: 1. The minimum required bearing length is 1½. 2. Duration of load factors may not be applied to bearing length requirements. 3. All PWLVL beams require support across their full width. 4. All PWLVL beams require lateral support at bearing points. B3 For multiple-ply PWLVL beam assembly conditions and fastening recommendations, see next page. BEARING LENGTH REQUIREMENTS End support ¼ span See note 4 B5 BEARING ON WOOD COLUMN Verify the required bearing area and the ability of the supporting column member to provide adequate strength. 1 3 depth 1 3 depth 1 3 depth 1 3 span Interior support B6 BEARING ON STEEL COLUMN Verify the required bearing area and the ability of the supporting column member to provide adequate strength. WINDOW/DOOR HEADER 2-STORY TYPICAL See Bearing Length Requirements below. PACIFIC WOODTECH LVL BEARING LENGTH REQUIREMENTS (1)(2)(3)(4)(5) Support Material Hem-Fir (6) Southern Pine (6) DF-L (6) 1.5E 1.8E or 2.0E PWLVL (7) PWLVL (6) Fc (psi) 405 psi 565 psi 625 psi 750 psi 850 psi LVL Beam Width 1¾ 3½ 1¾ 3½ 1¾ 3½ 1¾ 3½ 1¾ 3½ ½ 6¼ 11 5½ 9¼ 4¾ 8¼ 4¼ ¼ 6¾ ¾ 4½ ¼ 6½ 10¾ 5½ 9½ 4¾ ¾ 7¾ 7 11½ 5¾ 10¼ 5¼ ¼ 7½ 12¼ 6¼ 11 5½ ¾ ½ 11½ 5¾ ¼ 8¼ 7 12¼ 6¼ ¾ 8¾ 7¼ 13 6½ ¼ 9¼ 7¾ 6¾ ¾ 9¾ 8 7¼ ¼ 10¼ 8½ 7½ Reaction [lb] 5. The support member must be sized to carry the load from the PWLVL beam. 6. Use these values when the PWLVL beam is supported by a wall plate, sill plate, timber or built-up girder. 7. Use these values when the PWLVL beam is supported by the end of a column or connection hardware. Notes: 1. This detail applies only to uniformly loaded, simple and multiple span beams. Cantilevered beams and beams that carry concentrated loads are outside the scope of this detail. 2. Square and rectangular holes are not permitted. 3. Round holes may be drilled or cut with a hole saw anywhere within the shaded area of the beam. 4. The horizontal distance between adjacent holes must be at least two times the size of the larger hole. This restriction also applies to the location of access holes relative to bolt holes in multi-ply beams. 5. Do not drill more than three access holes in any four foot long section of beam. 6. The maximum round hole diameter permitted is: PWLVL Beam Depth 5½ 7¼ 9½ to 24 Maximum Hole Diameter ½ 2 7. These limitations apply to holes drilled for plumbing or wiring access only. The size and location of holes drilled for fasteners are governed by the provisions of the National Design Specification for Wood Construction. 8. Beams deflect under load. Size holes to provide clearance where required. 57 P W L V L B E A R I N G I N F O R M A T I O N & H O L E S V1

70 V1 P W L V L M U L T I P L E - P L Y B E A M A S S E M B L Y MULTIPLE-PLY PWLVL BEAM ASSEMBLY COMBINATIONS OF 1¾ AND 3½ PLIES CONDITION A 2 pieces 1¾ 1¾ AND 3½ PLIES MAXIMUM UNIFORM SIDE LOAD (PLF) Condition HOW TO USE THE MAXIMUM UNIFORM SIDE LOAD TABLE EXAMPLE: CONDITION B THREE 1¾ PLIES LOADED FROM BOTH SIDES AND ABOVE (CONDITION B) 1. Use allowable load tables or sizing software to size the beam to carry a total load of ( ) = 1460 plf. 2. Refer to the Condition B row in the table. Scan across the row from left to right for a table value greater than 550 plf, which is the greatest side load carried by the beam. The fourth value in the row indicates that 3 rows of 16d common nails at 12 o.c. will accommodate a side load of 635 plf which is greater than the 550 plf required. Use 3 rows of 16d common nails at 12 o.c., from both sides, to assemble the beam. 3¼ x Nails 16d Common Nails ½ Bolts 2 Rows at 12 o.c. 3 Rows at 12 o.c. 2 Rows at 12 o.c. 3 Rows at 12 o.c. 300 plf 2 Rows at 24 o.c. 610 plf 2 Rows at 12 o.c. Condition A (2 1¾ ) Condition B (3 1¾ OR 1 1¾ + 1 3½ ) Condition C (2 1¾ + 1 3½ ) Condition D (4 1¾ ) Use bolts for this condition Condition E (2 3½ ) Use bolts for this condition Notes: 1. Minimum fastener schedule for smaller side loads and top-loaded beams: Conditions A, B & C, beams 12 deep or less: 2 rows 3¼ x at 12 o.c. Conditions A, B & C, beams deeper than 12 : 3 rows 3¼ x at 12 o.c. Conditions D & E, all beam depths: 2 rows ½ bolts at 24 o.c. 2. The table values for nails may be doubled for 6 o.c. and tripled for 4 o.c. nail spacings. 3. The nail schedules shown apply to both sides of a three-ply beam. OR 3 pieces 1¾ 1 piece 1¾ 1 piece 3½ Nail Spacing CONDITION C 2 pieces 1¾ 1 piece 3½ Bolt Spacing CONDITION D 4 pieces 1¾ Stagger rows of bolts 550 plf CONDITION E 2 pieces 3½ 2 min. 2 min. 3 Rows at 12 o.c. 4. The table values apply to bolts meeting the requirements of ANSI/ASME Standard B A standard cut washer, or metal plate or strap of equal or greater dimensions, shall be provided between the wood and the bolt head and between the wood and the nut. The distance from the edge of the beam to the bolt holes must be at least 2 for ½ bolts. Bolt holes shall be the same diameter as the bolt wide beams must be loaded from both sides and/or top loaded. 6. Beams wider than 7 must be designed by the engineer of record. 7. Load duration factors may be applied to the table values. 8. For proprietary fastener alternatives, consult the manufacturer s literature. 58

71 1.5E 1.5E PWLVL Rim Board Reference Design Values (1) Horizontal Load = 200 plf (2) Fasten to the wall plate with 8d box or common nails at 6 o.c. Value applies to a ten minute wind or earthquake load duration (CD = 1.60) Vertical Load = 3450 plf (2) ½ Diameter Lag Screw or Bolt Lateral Load = 350 lb (3) 1.5E PWLVL Reference Design Values (1) Modulus of Elasticity E = 1,500,000 psi (2) Bending (beam) Fb = 2,250 psi (3) May be adjusted by (12/d ) 1/5, where d is the depth of the member (inches) May be adjusted by 1.04 for repetitive members as defined in ANSI/AF&PA NDS Horizontal Shear (beam) Fv = 230 psi (3) Compression Perpendicular to Grain (beam) Fc = 750 psi (2) Notes: 1. Values apply to dry service conditions 2. Do not adjust for load duration 3. May be adjusted for load duration CLOSEST ON-CENTER SPACING for a single row of nails in the narrow face Nail Size Spacing 8d common (2½ x ) 3 10d common (3 x ) 4 16d common (3½ x ) 6 (1) 1. May be 4 when nailing through bottom wall plate and sheathing (maximum penetration). PWLVL RIM BOARD EQUIVALENT SPECIFIC GRAVITY FOR FASTENER DESIGN Lateral 0.50 Face Nails & Withdrawal 0.50 Wood Screws Lateral 0.50 Edge Withdrawal 0.47 Bolts & Lag Screws Face Lateral 0.50 One 8d face nail at each side at bearing DECK ATTACHMENT Sheathing Rim Board Attach Rim Board to top plate using 8d box 6 o.c. 1¼, 1½, AND 1¾ 1.5E PWLVL RIM BOARD AVAILABLE SIZES (INCHES): 9½ WEIGHTS (PLF): Rim Board vertical load transfer = 3450 plf maximum One 8d nail at top and bottom flange Attach Rim Board to top plate using 8d box 6 o.c. To avoid splitting flange, start nails at least 1½ from end of I-joist. Nails may be driven at an angle to avoid splitting of bearing plate. Ledger attached with ½ diameter through bolts with washers and nuts. Space as necessary per deck design. One 8d nail at top and bottom flange P W L V L 1. 5 E R I M B O A R D 59 V1

72 V1 P W L V L 2. 0 E C O L U M N S 2.0E The properties that make PWLVL a superior beam material make it ideal for column use as well. In PWLVL columns, you ll find only quality construction, free of deep cracks, checks or twists. These columns are desirable enough to leave exposed, for a beautiful finish. ALLOWABLE AXIAL LOAD (LB) 3½ x 3½ 2.0E PWLVL COLUMNS Column Length 100% 115% 125% > 14 0 Not Allowed 5¼ x 5½ 2.0E PWLVL COLUMNS Column Length Notes: 100% 115% 125% Not Allowed 1. Table values are based on: Solid, one-piece column Dry service conditions Axial loads only Load eccentricity of either 1/6 column width or thickness Bracing in both directions at column ends LAMINATED VENEER LUMBER COLUMNS 3½ x 5½ 2.0E PWLVL COLUMNS Column Length 100% 115% 125% > 14 0 Not Allowed 5¼ x 7¼ 2.0E PWLVL COLUMNS Column Length 100% 115% 125% Not Allowed ANSI/AWC NDS-2012 No drilling except for column cap or base installation. Follow hardware manufacturer s instructions. 2. For all other conditions, such as side loads and multiple-ply columns, consult a registered, professional engineer. 3. Column capacity might be limited by the capacity of wood plates, the slab, column caps/bases, etc. For more information about Pacific Woodtech s columns, scan this code. 3½ x 7¼ 2.0E PWLVL COLUMNS Column Length 100% 115% 125% > 14 0 Not Allowed 7 x 7¼ 2.0E PWLVL COLUMNS Column Length 100% 115% 125% Reference column design values: E = 2,000,000 psi COVE = 0.10 Fb-BEAM = 3100 psi x (12/d1) 1/5 d1 = wide-face dimension [inches] Fb-PLANK = 3100 psi x (1.75/d2) 1/3 d2 = narrow-face dimension [feet] Fc = 2750 psi 60

73 X X W22. X. X X X W22 X W22. X X X W22. X X X X. X X W22 W22. X X HU WPU FRAMING CONNECTORS FACE MOUNT HANGERS SINGLE PLY 1¾ WIDE DOUBLE PLY 3½ WIDE TRIPLE PLY 5¼ WIDE QUADRUPLE PLY 7 WIDE Depth Hanger Load 1 (100%) Depth Hanger Load 1 (100%) Depth Hanger Load 1 (100%) Depth Hanger Load 1 (100%) 5½ HU1.81/ ½ HHUS ½ See Simpson Wood Construction Connectors catalog for hanger solution 5½ See Simpson Wood Construction Connectors 7¼ HU ¼ HHUS ¼ HGUS5.50/ ¼ catalog for hanger solution HGUS ½ HU ½ HHUS ½ HHUS5.50/ ½ HHUS7.25/ HUS1.81/ HGUS HGUS5.50/ HGUS7.25/ HU HHUS HHUS5.50/ HHUS7.25/ HUS1.81/ HGUS HGUS5.50/ HGUS7.25/ HU HHUS HHUS5.50/ HGUS7.25/ HUS1.81/ HGUS HGUS5.50/ HGU7.25-SDS HU HHUS HGUS5.50/ HGUS7.25/ HUS1.81/ HGUS HGU5.50-SDS HHGU7.25-SDS HU HHUS HGUS5.50/ HGUS7.25/ HUS1.81/ HGUS HGU5.50-SDS HHGU7.25-SDS Fill all round and triangle face holes with 16d common nails, u.o.n. HGU and HHGU use SDS ¼ x 2½ screws. HGUS GLTV TOP FLANGE HANGERS SINGLE PLY 1¾ WIDE DOUBLE PLY 3½ WIDE TRIPLE PLY 5¼ WIDE QUADRUPLE PLY 7 WIDE Depth Hanger Load 1 (100%) Depth Hanger Load 1 (100%) Depth Hanger Load 1 (100%) Depth Hanger Load 1 (100%) 5½ See Simpson Wood Construction Connectors catalog for hanger solution 5½ See Simpson Wood Construction Connectors catalog for hanger solution 5½ See Simpson Wood Construction Connectors catalog for hanger solution 5½ See Simpson Wood Construction Connectors catalog for hanger solution 7¼ LBV1.81/ ¼ LBV3.56/ ¼ WPU5.50/ WPU3.56/ HB5.50/ ¼ HWU7.12/ ½ MIT ½ LBV3.56/ ½ HB5.50/ ½ HB7.12/ LBV1.81/ HB3.56/ GLTV GLTV MIT BA3.56/ HB5.50/ HB7.12/ GLTV BA1.81/ HB3.56/ HGLTV EGQ7.25-SDS MIT1.81/ BA3.56/ HB5.50/ GLTV BAI.BI/ GLTV EGQ5.50-SDS EGQ7.25-SDS MIT1.81/ BA3.56/ HB5.50/ HGLTV B1.81/ GLTV EGQ5.50-SDS EGQ7.25-SDS B1.81X HB3.56/ HGLTV HGLTV HGLTV EGQ5.50-SDS EGQ7.25-SDS Fill all round holes on top and face with 16d common nails, u.o.n. EGQ use SDS ¼ x 3 screws. 2. Loads listed address hanger/header/fastener limitations assuming header material is Douglas-fir Larch LVL manufactured in the U.S. Joist reaction should be checked by a qualified designer to ensure proper hanger selection. STRONG-DRIVE SDW STRUCTURAL WOOD SCREWS X W22. X X ¾ 0.22 TL L Strong-Drive SDW Screw SDW U.S. Patents 5,897,280; 7,101,133, patent pending INSTALLATION SDW screws install best with a low-speed ½ drill and a T-40 6-lobe bit. The matched bit included with the screws is recommended for best results. Screw heads that are countersunk flush to the wood surface are acceptable if the screw has not spun out. Individual screw locations may be adjusted up to 3 to avoid conflicts with other hardware or to avoid lumber defects. Pre-drilling is typically not required. SCREW DIMENSIONS Model No. Nominal Screw Length (L) (in) Thread Length (TL) (in) Head Stamp Length SDW SDW SDW ¾ HUS MIT HHGU LBV EGQ B Head Side 3. HU hangers fill all round and triangle holes for load values shown. 4. Loads shown are gravity (floor) loads. Other load durations may apply, refer to the current version of Wood Construction Connectors for allowable increases. 5. Top Flange Hanger configurations and thickness of Top Flange needs to be considered for flush frame conditions. Assembly A-W (2) 1¾ Assembly B-W (3) 1¾ Assembly C-W (4) 1¾ Point Side 6 Min. end distance Min. edge distance 4 Min. between nonstaggered rows 6 Min. between fasteners 5 8 Min. between staggered rows each way Spacing Requirements SIDELOADED 1¾ MULTI-PLY SCL ASSEMBLIES ALLOWABLE UNIFORM LOAD APPLIED TO EITHER OUTSIDE MEMBER Structural Composite Lumber Multiple Members Nominal Screw Loaded Length Side (in) 12 o.c. 16 o.c. 24 o.c. Assembly Components 2 Rows 3 Rows 2 Rows 3 Rows 2 Rows 3 Rows A-W 2-ply SCL Either B-W 3-ply SCL 5 Head Point C-W 4-ply SCL 6¾ Head Point Each ply is assumed to carry same proportion of load. 2. Loads may be applied to the head side and point side concurrently provided neither published allowable load is exceeded. (Example: a 3-ply assembly with a head side load of 1300 plf and point side load of 1000 plf may be fastened together with 3 rows of 16 o.c.) 3. When hangers are installed on point side, hanger face fasteners must be a minimum of 3 long. 4. Tables are based on Main Member Penetration as noted in Single-Fastener Load Tables of the Simpson Strong-Tie Fastening Systems Catalog C-f-14 (page 302). 61 P W L V L F R A M I N G C O N N E C T O R S V1

74 V1 P W L V L T A L L - W A L L S T U D S PWLVL STUDS LAMINATED VENEER LUMBER ENGINEERED FOR TALL-WALL FRAMING Build tall walls with confidence. Extra-long PWLVL Stud wall framing offers a stronger, stiffer, and straighter product than dimension lumber for all your tall-wall applications. PWLVL Stud is competitive in materials cost and is easy to handle and install, which can result in shorter construction schedules, saving you time and money. Use beam-calculating software for better optimization of material selection and on-center spacing. PWLVL Studs are available in virtually any length. PWLVL STUD DESIGN PROPERTY COMPARISON (1)(2) Product 2 x 4 2 x 6 2 x 8 Modulus of Elasticity E (psi) Bending Fb (psi) (3) Horizontal Shear Fv (psi) Compression Parallel to Grain Fc (psi) (4) 1.5 x 3.5 x 2.0E PWLVL x 3.5 x 1.8E PWLVL x 3.5 x 1.5E PWLVL x4 Douglas Fir-Larch No x4 Spruce-Pine-Fir No. 1 / No x4 Hem-Fir No x4 Western Woods No x 5.5 x 2.0E PWLVL x 5.5 x 1.8E PWLVL x 5.5 x 1.5E PWLVL x6 Douglas Fir-Larch No x6 Spruce-Pine-Fir No. 1 / No x6 Hem-Fir No x6 Western Woods No x 7.25 x 2.0E PWLVL x 7.25 x 1.8E PWLVL x 7.25 x 1.5E PWLVL x8 Douglas Fir-Larch No x8 Spruce-Pine-Fir No. 1 / No x8 Hem-Fir No x8 Western Woods No (1) Refer to APA PR-L233 for PWLVL adjustment factors and other design properties. (2) Refer to the 2015 NDS for lumber adjustment factors and other design properties. (3) Load applied to the narrow face of the member. Repetitive member and size factors have been applied where applicable. (4) Size factors have been applied to lumber values where applicable

75 PWLVL DIMENSION LAMINATED VENEER LUMBER ENGINEERED FOR STRUCTURAL FRAMING Extra-long PWLVL Dimension wall and floor framing offers a stronger, stiffer, and straighter product than dimension lumber for all your structural applications. PWLVL Dimension is competitive in materials cost and is easy to handle and install, which can result in shorter construction schedules, saving you time and money. Build with confidence. Use beam-calculating software for better optimization of material selection and on-center spacing. PWLVL Dimension is available in virtually any length. PWLVL DIMENSION DESIGN PROPERTY COMPARISON (1)(2) Product 2 x 4 2 x 6 2 x 8 2 x 10 2 x 12 Modulus of Elasticity E (psi) Bending Fb (psi) (3) Horizontal Shear Fv (psi) Compression Parallel to Grain Fc (psi) (4) 1.5 x 3.5 x 2.0E PWLVL x 3.5 x 1.8E PWLVL x 3.5 x 1.5E PWLVL x4 Douglas Fir-Larch No x4 Spruce-Pine-Fir No. 1 / No x4 Hem-Fir No x4 Western Woods No x 5.5 x 2.0E PWLVL x 5.5 x 1.8E PWLVL x 5.5 x 1.5E PWLVL x6 Douglas Fir-Larch No x6 Spruce-Pine-Fir No. 1 / No x6 Hem-Fir No x6 Western Woods No x 7.25 x 2.0E PWLVL x 7.25 x 1.8E PWLVL x 7.25 x 1.5E PWLVL x8 Douglas Fir-Larch No x8 Spruce-Pine-Fir No. 1 / No x8 Hem-Fir No x8 Western Woods No x 9.25 x 2.0E PWLVL x 9.25 x 1.8E PWLVL x 9.25 x 1.5E PWLVL x10 Douglas Fir-Larch No x10 Spruce-Pine-Fir No. 1 / No x10 Hem-Fir No x10 Southern Pine No x x 2.0E PWLVL x x 1.8E PWLVL x x 1.5E PWLVL x12 Douglas Fir-Larch No x12 Spruce-Pine-Fir No. 1 / No x12 Hem-Fir No x12 Southern Pine No (1) Refer to APA PR-L233 for PWLVL adjustment factors and other design properties. (2) Refer to the 2015 NDS for lumber adjustment factors and other design properties. (3) Load applied to the narrow face of the member. Repetitive member and size factors have been applied where applicable. (4) Size factors have been applied to lumber values where applicable. For information about our complete line of products, please scan this code or visit or call P W L V L D I M E N S I O N V1

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78 LVL Comparison by Manufacturer Product Grade E (edge) (Published) E evaluation method (Published) E(edge) (Normalized) E evaluation method (Normalized) F b (edge) C F exp. F b at 9 1/2" F b at 18" F b at 24" TJ Microllam 2.00E+06 shear-free 1.90E+06 apparent Boise Versa-Lam 2.00E+06 apparent 2.00E+06 apparent Pacific Woodtech PW LVL 3100Fb-2.0E 2.00E+06 apparent 2.00E+06 apparent TJ Parallam 2.20E+06 shear-free 2.09E+06 apparent Pacific Woodtech PW LVL 3100Fb-2.2E 2.20E+06 apparent 2.20E+06 apparent LP LP SolidStart LVL 2900Fb-2.0E 2.00E+06 shear-free 1.90E+06 apparent LVL Design Values Comparison by Manufacturer 4/11/2017

79 LVL Comparison by Manufacturer Product Grade E (edge) (Published) E evaluation method (Published) E(edge) (Normalized) E evaluation method (Normalized) F b (edge) C F exp. F b at 9 1/2" F b at 18" F b at 24" TJ Microllam 2.00E+06 shear-free 1.90E+06 apparent Boise Versa-Lam 2.00E+06 apparent 2.00E+06 apparent Pacific Woodtech PW LVL 3100Fb-2.0E 2.00E+06 apparent 2.00E+06 apparent TJ Parallam 2.20E+06 shear-free 2.09E+06 apparent Pacific Woodtech PW LVL 3100Fb-2.2E 2.20E+06 apparent 2.20E+06 apparent LP LP SolidStart LVL 2900Fb-2.0E 2.00E+06 shear-free 1.90E+06 apparent LVL Design Values Comparison by Manufacturer 4/11/2017

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86 PACIFIC WOODTECH CORPORATION EVALUATION REPORTS I-JOIST EVALUATION REPORTS Building Code / Authority International Building Code International Residential Code National Building Code of Canada U.S. Dept. of Housing and Urban Development (HUD) City of Los Angeles State of Florida City of New York Evaluation Service/ Department APA The Engineered Wood Association ICC-ES CCMC Manufactured Housing and Standards Division Department of Building and Safety (LADBS) Department of Community Affairs Department of Buildings Report No. PR-L262 ESR-1225 ESR R SEB 1132 RR FL7428 MEA M GREEN VERIFICATION REPORT Product I-Joist Certification Body APA Formaldehyde Emissions Compliance Report No. GR-L262 PR-E730 LVL EVALUATION REPORTS Building Code / Authority National Building Code of Canada U.S. Dept. of Housing and Urban Development (HUD) City of Los Angeles State of Florida City of New York Report No. ICC-ES ESR-2909 CCMC R Manufactured Housing and Standards Division Department of Building and Safety (LADBS) Department of Community Affairs Department of Buildings MR 1310 PR-L233 E V A L U A T I O N International Building Code International Residential Code Evaluation Service/ Department APA The Engineered Wood Association RR FL7427 MEA E GREEN VERIFICATION REPORT Product Laminated Veneer Lumber Certification Body APA Formaldehyde Emissions Compliance Report No. GR-L233 PR-E720 R E P O R T S V1 65

87 PACIFIC WOODTECH CORPORATION EVALUATION REPORTS I-JOIST EVALUATION REPORTS Building Code / Authority International Building Code International Residential Code National Building Code of Canada U.S. Dept. of Housing and Urban Development (HUD) City of Los Angeles State of Florida City of New York Evaluation Service/ Department APA The Engineered Wood Association ICC-ES CCMC Manufactured Housing and Standards Division Department of Building and Safety (LADBS) Department of Community Affairs Department of Buildings Report No. PR-L262 ESR-1225 ESR R SEB 1132 RR FL7428 MEA M GREEN VERIFICATION REPORT Product I-Joist Certification Body APA Formaldehyde Emissions Compliance Report No. GR-L262 PR-E730 LVL EVALUATION REPORTS Building Code / Authority National Building Code of Canada U.S. Dept. of Housing and Urban Development (HUD) City of Los Angeles State of Florida City of New York Report No. ICC-ES ESR-2909 CCMC R Manufactured Housing and Standards Division Department of Building and Safety (LADBS) Department of Community Affairs Department of Buildings MR 1310 PR-L233 E V A L U A T I O N International Building Code International Residential Code Evaluation Service/ Department APA The Engineered Wood Association RR FL7427 MEA E GREEN VERIFICATION REPORT Product Laminated Veneer Lumber Certification Body APA Formaldehyde Emissions Compliance Report No. GR-L233 PR-E720 R E P O R T S V1 65