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

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

JOIST DIMENSIONS 9½ LVL FLANGE PWI JOIST SERIES JOIST DIMENSIONS PWI 20 9½ 11\ä{ 14 3 8 OSB Web 1¾ x 1 3 8 Flange PWI 60 11\ä{ 14 16 3 8 OSB Web 2 5 16 x 1 3 8 Flange PWI 77 9½ 11\ä{ 14 16 18 20 22 24 7 16 OSB Web 2 5 16 x 1½ Flange PWI 45 11\ä{ 14 16 3 8 OSB Web 2 1 16 x 1 3 8 Flange PWI 70 11\ä{ 14 16 18 20 3 8 OSB Web 2 5 16 x 1½ Flange PWI 90 9½ 11\ä{ 14 16 18 20 22 24 7 16 OSB Web 3½ x 1½ Flange For information about our complete line of products, please scan this code or visit www.pacificwoodtech.com 9½ P W I J O I S T D I M E N S I O N S 3 V1

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 14 16 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.

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 2095 145 4.94 2520 1330 915 1990 2000 11 7 8 PWI 2011 253 6.18 3265 1705 915 1990 2000 14 PWI 2014 373 7.28 3890 1955 915 1990 2000 9½ PWI 4595 193 4.94 3345 1330 980 2240 2000 11 7 8 PWI 4511 330 6.18 4315 1705 980 2250 2000 14 PWI 4514 486 7.28 5140 1955 980 2250 2000 16 PWI 4516 665 8.32 5880 2190 980 2250 2000 9½ PWI 6095 231 4.94 3780 1330 1080 2240 2000 11 7 8 PWI 6011 396 6.18 4900 1705 1080 2330 2000 14 PWI 6014 584 7.28 5895 1955 1080 2330 2000 16 PWI 6016 799 8.32 6835 2190 1080 2330 2000 11 7 8 PWI 7011 440 6.18 6730 1705 1160 2460 2000 14 PWI 7014 644 7.28 8030 1955 1160 2460 2000 16 PWI 7016 873 8.32 9200 2190 1160 2460 2000 18 PWI 7018 1141 9.36 10355 2425 1160 2460 1450 20 PWI 7020 1447 10.40 11495 2660 1160 2460 1450 9½ PWI 7795 261 6.08 5155 1430 1285 2695 2400 11 7 8 PWI 7711 442 7.60 6675 1925 1285 2695 2400 14 PWI 7714 648 8.96 7960 2125 1285 2695 2400 16 PWI 7716 881 10.24 9120 2330 1285 2695 2400 18 PWI 7718 1152 11.52 10265 2535 1285 2695 1800 20 PWI 7720 1463 12.80 11395 2740 1285 2695 1800 22 PWI 7722 1815 14.08 12520 2935 2390 (9) 4125 (9) 1300 24 PWI 7724 2209 15.36 13630 3060 2390 (9) 4125 (9) 1300 9½ PWI 9095 392 6.08 7915 1430 1400 2860 2400 11 7 8 PWI 9011 661 7.60 10255 1925 1400 3355 2400 14 PWI 9014 965 8.96 12235 2125 1400 3355 2400 16 PWI 9016 1306 10.24 14020 2330 1400 3355 2400 18 PWI 9018 1703 11.52 15780 2535 1400 3355 1800 20 PWI 9020 2155 12.80 17520 2740 1400 3355 1800 22 PWI 9022 2664 14.08 19245 2935 2400 (9) 4605 (9) 1300 24 PWI 9024 3232 15.36 20955 3060 2400 (9) 4605 (9) 1300 1. 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

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 915 1120 1120 1120 1990 2240 2240 2240 1.62 4 11 7 8 915 1420 1305 1420 1990 2275 2420 2645 1.62 4 14 915 1446 1305 1710 1990 2275 2420 2645 1.62 4 9½ 980 1120 1120 1120 2240 2240 2240 2240 1.93 4 11 7 8 980 1420 1410 1420 2250 2600 2565 2840 1.93 4 14 980 1570 1410 1710 2250 2600 2565 3020 1.93 4 16 980 1570 1410 1970 2250 2600 2565 3020 1.93 8 9½ 1080 1120 1120 1120 2240 2240 2240 2240 2.18 4 11 7 8 1080 1420 1420 1420 2330 2840 2840 2840 2.18 4 14 1080 1710 1430 1710 2330 2840 2840 3200 2.18 4 16 1080 1946 1430 1970 2330 3150 2840 3600 2.18 8 11 7 8 1160 1420 1420 1420 2460 2840 2840 2840 2.18 4 14 1160 1592 1615 1710 2460 3150 3000 3420 2.18 4 16 1160 1592 1615 1970 2460 3150 3000 3600 2.18 8 18 1160 1808 1615 2239 2460 3500 3000 4100 2.18 8 20 1160 1808 1615 2263 2460 3500 3000 4100 2.18 10 9½ 1285 1430 1430 1430 2695 2860 2860 2860 2.18 4 11 7 8 1285 1890 1760 1925 2695 3030 3150 3635 2.18 4 14 1285 1890 1760 2125 2695 3030 3150 3635 2.18 4 16 1285 1890 1760 2330 2695 3030 3150 3635 2.18 8 18 1285 1946 1760 2535 2695 3770 3150 4110 2.18 8 20 1285 1946 1760 2650 2695 3770 3150 4110 2.18 10 22-1946 - 2900-4125 - 4425 2.18 10 24-1946 - 2900-4125 - 4425 2.18 10 9½ 1400 1430 1430 1430 2860 2860 2860 2860 3.37 4 11 7 8 1400 1900 1900 1925 3355 3850 3850 3850 3.37 4 14 1400 1900 1900 2125 3355 3855 3970 4250 3.37 4 16 1400 1900 1900 2330 3355 3855 3970 4470 3.37 8 18 1400 2150 1900 2535 3355 4355 3970 4970 3.37 8 20 1400 2150 1900 2650 3355 4355 3970 4970 3.37 10 22 1300 2400 1550 2900 3130 4605 3535 5220 3.37 10 24 1300 2400 1550 2900 3130 4605 3535 5220 3.37 10 1. 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 2. 2. 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 + 0.375) 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

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. 19.2 o.c. 24 o.c. 12 o.c. 16 o.c. 19.2 o.c. 24 o.c. 12 o.c. 16 o.c. 19.2 o.c. 24 o.c. 9½ 16 7 15 3 14 5 13 6 18 6 16 11 15 7 13 11 16 7 15 3 14 5 13 6 PWI 20 PWI 45 PWI 60 PWI 70 PWI 77 PWI 90 11 7 8 19 11 18 3 17 3 16 0 22 2 19 6 17 10 15 8 19 11 18 3 17 3 15 8 14 22 8 20 9 19 6 17 5 24 8 21 4 19 6 15 8 22 8 20 9 19 6 15 8 9½ 18 0 16 5 15 6 14 6 20 0 18 3 17 3 16 1 18 0 16 5 15 6 14 6 11 7 8 21 5 19 7 18 6 17 3 23 11 21 10 20 6 17 9 21 5 19 7 18 6 17 3 14 24 4 22 3 21 0 19 5 27 2 24 7 22 3 17 9 24 4 22 3 21 0 17 9 16 27 0 24 8 23 4 19 5 30 2 26 4 22 3 17 9 27 0 24 8 22 3 17 9 9½ 18 11 17 3 16 3 15 2 21 1 19 2 18 1 16 10 18 11 17 3 16 3 15 2 11 7 8 22 7 20 7 19 5 18 2 25 2 22 11 21 7 18 5 22 7 20 7 19 5 18 2 14 25 8 23 5 22 1 20 7 28 8 26 1 23 0 18 5 25 8 23 5 22 1 18 5 16 28 6 26 0 24 6 21 5 31 9 27 8 23 0 18 5 28 6 26 0 23 0 18 5 11 7 8 23 4 21 3 20 1 18 8 25 11 23 8 22 3 19 5 23 4 21 3 20 1 18 8 14 26 5 24 1 22 9 21 2 29 6 26 10 24 4 19 5 26 5 24 1 22 9 19 5 16 29 3 26 8 25 2 23 0 32 8 29 3 24 4 19 5 29 3 26 8 24 4 19 5 18 32 0 29 2 27 6 23 0 35 8 29 3 24 4 19 5 32 0 29 2 24 4 19 5 20 34 8 31 7 28 10 23 0 38 8 29 3 24 4 19 5 34 8 29 3 24 4 19 5 9½ 19 8 18 0 17 0 15 10 21 11 20 1 18 11 17 8 19 8 18 0 17 0 15 10 11 7 8 23 5 21 5 20 3 18 11 26 2 23 10 22 6 21 0 23 5 21 5 20 3 18 11 14 26 7 24 4 23 0 21 5 29 8 27 1 25 7 21 4 26 7 24 4 23 0 21 4 16 29 6 26 11 25 5 23 9 32 11 30 0 26 8 21 4 29 6 26 11 25 5 21 4 18 32 3 29 5 27 10 25 6 36 0 32 1 26 8 21 4 32 3 29 5 26 8 21 4 20 34 11 31 10 30 1 25 6 39 0 32 1 26 8 21 4 34 11 31 10 26 8 21 4 22 37 6 34 3 32 4 30 2 41 11 38 3 35 1 31 5 37 6 34 3 32 4 30 2 24 40 1 36 7 34 6 32 3 44 9 40 2 36 8 32 9 40 1 36 7 34 6 32 3 9½ 22 3 20 3 19 1 17 9 24 9 22 6 21 3 19 9 22 3 20 3 19 1 17 9 11 7 8 26 5 24 1 22 8 21 2 29 6 26 10 25 3 23 6 26 5 24 1 22 8 21 2 14 30 0 27 4 25 9 24 0 33 5 30 5 28 8 26 7 30 0 27 4 25 9 24 0 16 33 2 30 3 28 6 26 6 37 0 33 8 31 9 26 7 33 2 30 3 28 6 26 6 18 36 3 33 0 31 1 27 10 40 6 36 10 33 3 26 7 36 3 33 0 31 1 26 7 20 39 3 35 9 33 8 27 10 43 9 39 10 33 3 26 7 39 3 35 9 33 3 26 7 22 42 1 38 4 36 2 33 8 47 0 42 9 40 3 36 7 42 1 38 4 36 2 33 8 24 44 11 40 11 38 7 35 11 50 2 45 8 43 0 36 7 44 11 40 11 38 7 35 11 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

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. 19.2 o.c. 24 o.c. 12 o.c. 16 o.c. 19.2 o.c. 24 o.c. 12 o.c. 16 o.c. 19.2 o.c. 24 o.c. 9½ 16 7 15 3 14 4 12 9 18 1 15 7 14 3 12 8 16 7 15 3 14 3 12 8 PWI 20 PWI 45 PWI 60 PWI 70 PWI 77 PWI 90 11 7 8 19 11 17 11 16 4 14 7 20 7 17 10 16 3 13 0 19 11 17 10 16 3 13 0 14 22 7 19 6 17 10 15 1 22 6 19 6 16 4 13 0 22 6 19 6 16 4 13 0 9½ 18 0 16 5 15 6 14 6 20 0 18 0 16 5 14 8 18 0 16 5 15 6 14 6 11 7 8 21 5 19 7 18 6 16 2 23 9 20 6 18 6 14 9 21 5 19 7 18 6 14 9 14 24 4 22 3 20 3 16 2 25 11 22 3 18 6 14 9 24 4 22 3 18 6 14 9 16 27 0 24 1 20 3 16 2 27 9 22 3 18 6 14 9 27 0 22 3 18 6 14 9 9½ 18 11 17 3 16 3 15 2 21 1 19 2 17 6 14 8 18 11 17 3 16 3 14 8 11 7 8 22 7 20 7 19 5 17 10 25 2 21 11 19 2 15 3 22 7 20 7 19 2 15 3 14 25 8 23 5 22 0 17 10 27 9 23 0 19 2 15 3 25 8 23 0 19 2 15 3 16 28 6 25 11 22 4 17 10 29 11 23 0 19 2 15 3 28 6 23 0 19 2 15 3 11 7 8 23 4 21 3 20 1 18 8 25 11 23 8 20 3 16 2 23 4 21 3 20 1 16 2 14 26 5 24 1 22 9 19 2 29 6 24 4 20 3 16 2 26 5 24 1 20 3 16 2 16 29 3 26 8 24 0 19 2 32 6 24 4 20 3 16 2 29 3 24 4 20 3 16 2 18 32 0 28 10 24 0 19 2 32 6 24 4 20 3 16 2 32 0 24 4 20 3 16 2 20 34 8 28 10 24 0 19 2 32 6 24 4 20 3 16 2 32 6 24 4 20 3 16 2 9½ 19 8 18 0 17 0 15 10 21 11 20 1 18 11 17 8 19 8 18 0 17 0 15 10 11 7 8 23 5 21 5 20 3 18 11 26 2 23 10 22 2 17 8 23 5 21 5 20 3 17 8 14 26 7 24 4 23 0 21 3 29 8 26 8 22 2 17 8 26 7 24 4 22 2 17 8 16 29 6 26 11 25 5 21 3 32 11 26 8 22 2 17 8 29 6 26 8 22 2 17 8 18 32 3 29 5 26 7 21 3 35 8 26 8 22 2 17 8 32 3 26 8 22 2 17 8 20 34 11 31 10 26 7 21 3 35 8 26 8 22 2 17 8 34 11 26 8 22 2 17 8 22 37 6 34 3 32 1 28 8 40 7 35 1 32 0 27 3 37 6 34 3 32 0 27 3 24 40 1 36 7 33 6 29 11 42 4 36 8 33 5 27 3 40 1 36 7 33 5 27 3 9½ 22 3 20 3 19 1 17 9 24 9 22 6 21 3 18 10 22 3 20 3 19 1 17 9 11 7 8 26 5 24 1 22 8 21 2 29 6 26 10 25 3 22 1 26 5 24 1 22 8 21 2 14 30 0 27 4 25 9 23 2 33 5 30 5 27 8 22 1 30 0 27 4 25 9 22 1 16 33 2 30 3 28 6 23 2 37 0 33 3 27 8 22 1 33 2 30 3 27 8 22 1 18 36 3 33 0 29 0 23 2 40 6 33 3 27 8 22 1 36 3 33 0 27 8 22 1 20 39 3 34 10 29 0 23 2 43 9 33 3 27 8 22 1 39 3 33 3 27 8 22 1 22 42 1 38 4 36 2 33 8 47 0 42 9 38 1 30 5 42 1 38 4 36 2 30 5 24 44 11 40 11 38 7 35 11 50 2 45 6 38 1 30 5 44 11 40 11 38 1 30 5 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

FLOOR LOADS SIMPLE-SPAN JOIST ALLOWABLE UNIFORM FLOOR LOAD (PLF) PWI 20 PWI 45 Joist 9½ 11 Span 8 14 9½ 11 7 8 14 16 (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% 6-305 - 305-305 - 327-327 - 327-327 7-261 - 261-261 - 280-280 - 280-280 8-229 - 229-229 - 245-245 - 245-245 9 185 203-203 - 203-218 - 218-218 - 218 10 139 183-183 - 183 177 196-196 - 196-196 11 107 166-166 - 166 137 178-178 - 178-178 12 84 140 141 153-153 108 163-163 - 163-163 13 67 119 113 141-141 87 151 143 151-151 - 151 14 54 103 92 131-131 71 137 117 140-140 - 140 15 45 89 76 116 109 122 58 116 96 131-131 - 131 16 37 74 63 102 91 114 48 97 81 123 116 123-123 17 53 90 77 108 68 115 98 115-115 18 45 81 66 96 58 107 83 109-109 19 39 72 56 86 50 96 72 103 96 103 20 33 65 48 78 43 86 62 98 83 98 21 42 71 54 93 73 93 22 37 64 47 85 64 89 23 32 59 42 78 56 85 24 29 54 37 71 50 82 25 44 75 26 40 70 27 35 65 28 32 60 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 20 30 40 50 60 70 80 90 100 12 1 20 30 40 50 60 70 80 90 100 16 1.33 27 40 53 67 80 93 106 120 133 19.2 1.6 32 48 64 80 96 112 128 144 160 24 2 40 60 80 100 120 140 160 180 200 2. 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 20 25 30 35 40 45 50 55 60 65 70 75 12 1.00 20 25 30 35 40 45 50 55 60 65 70 75 16 1.33 27 33 40 47 53 60 67 73 80 87 93 100 19.2 1.60 32 40 48 56 64 72 80 88 96 104 112 120 24 2.00 40 50 60 70 80 90 100 110 120 130 140 150 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

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 8 14 16 11 7 8 14 16 18 20 (ft) Live L/480 Total 100% Live L/480 Total 100% Live L/480 Total 100% Live L/480 Total 100% Live L/480 6-360 - 360-360 - 360-387 - 387-387 - 387-387 7-309 - 309-309 - 309-331 - 331-331 - 331-331 8-270 - 270-270 - 270-290 - 290-290 - 290-290 9-240 - 240-240 - 240-258 - 258-258 - 258-258 10 205 216-216 - 216-216 - 232-232 - 232-232 - 232 11 160 196-196 - 196-196 - 211-211 - 211-211 - 211 12 127 180-180 - 180-180 - 193-193 - 193-193 - 193 13 102 166-166 - 166-166 - 178-178 - 178-178 - 178 14 83 154 137 154-154 - 154 149 166-166 - 166-166 - 166 15 68 134 113 144-144 - 144 124 155-155 - 155-155 - 155 16 57 114 95 135-135 - 135 104 145-145 - 145-145 - 145 17 80 127 115 127-127 88 136 125 136-136 - 136-136 18 68 120 98 120-120 75 129 107 129-129 - 129-129 19 59 109 85 114 113 114 64 122 92 122-122 - 122-122 20 51 98 73 108 98 108 56 112 80 116 106 116-116 - 116 21 64 103 86 103 70 110 93 110-110 - 110 22 56 97 75 98 61 105 82 105 105 105-105 23 49 89 67 94 54 101 72 101 93 101-101 24 44 82 59 90 48 96 64 97 82 97-97 25 53 86 57 93 73 93 92 93 26 47 81 51 89 66 89 82 89 27 42 75 46 86 59 86 74 86 28 38 70 41 82 53 83 67 83 29 48 80 61 80 30 44 77 55 77 31 40 75 50 75 32 46 73 33 42 70 34 38 68 35 35 66 36 37 38 39 40 41 42 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

FLOOR LOADS SIMPLE-SPAN JOIST ALLOWABLE UNIFORM FLOOR LOAD (PLF) PWI 77 PWI 90 Joist 9½ 11 Span 8 14 16 18 20 22 24 9½ 11 7 8 14 16 18 20 22 24 (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/480 100 % L/480 100 % L/480 100 % L/480 100 % L/480 100 % L/480 100 % L/480 100 % L/480 100 % L/480 100 % L/480 100 % L/480 100 % L/480 100 % L/480 100 % L/480 100 % L/480 100 % L/480 100 % 6-428 - 428-428 - 428-428 - 428-649 - 649-467 - 467-467 - 467-467 - 467-800 - 800 7-367 - 367-367 - 367-367 - 367-556 - 556-400 - 400-400 - 400-400 - 400-686 - 686 8-321 - 321-321 - 321-321 - 321-487 - 487-350 - 350-350 - 350-350 - 350-600 - 600 9-286 - 286-286 - 286-286 - 286-432 - 432-311 - 311-311 - 311-311 - 311-533 - 533 10 236 257-257 - 257-257 - 257-257 - 389-389 - 280-280 - 280-280 - 280-280 - 480-480 11 183 234-234 - 234-234 - 234-234 - 354-354 255 255-255 - 255-255 - 255-255 - 436-436 12 145 214-214 - 214-214 - 214-214 - 324-324 203 233-233 - 233-233 - 233-233 - 400-400 13 116 198 189 198-198 - 198-198 - 198-299 - 299 165 215-215 - 215-215 - 215-215 - 369-369 14 95 184 155 184-184 - 184-184 - 184-278 - 278 135 200-200 - 200-200 - 200-200 - 343-343 15 78 156 128 171-171 - 171-171 - 171-259 - 259 112 187 180 187-187 - 187-187 - 187-320 - 320 16 65 130 107 161 153 161-161 - 161-161 - 243-243 94 175 152 175-175 - 175-175 - 175-300 - 300 17 90 151 129 151-151 - 151-151 - 229-229 129 165-165 - 165-165 - 165-282 - 282 18 77 143 110 143-143 - 143-143 - 216-216 110 156-156 - 156-156 - 156-267 - 267 19 66 132 95 135 127 135-135 - 135-205 - 205 95 147 135 147-147 - 147-147 - 253-253 20 57 114 82 129 110 129-129 - 129-195 - 195 82 140 117 140-140 - 140-140 - 240-240 21 71 122 96 122-122 - 122-185 - 185 102 133-133 - 133-133 - 229-229 22 63 117 84 117 108 117-117 166 177-177 90 127 119 127-127 - 127-218 - 218 23 55 110 74 112 96 112-112 147 169-169 79 122 106 122-122 - 122 204 209-209 24 49 98 66 107 85 107 106 107 130 162 157 162 71 117 94 117-117 - 117 182 200-200 25 58 103 75 103 95 103 116 156 140 156 84 112 108 112-112 163 192-192 26 52 99 68 99 85 99 104 148 125 150 75 108 96 108-108 147 185 175 185 27 47 94 61 95 76 95 94 137 113 144 67 104 87 104-104 132 178 158 178 28 42 84 55 92 69 92 84 128 102 139 61 100 78 100 98 100 119 171 143 171 29 49 89 62 89 76 119 92 130 71 97 89 97 108 166 130 166 30 45 86 56 86 69 111 84 121 64 93 81 93 99 160 118 160 31 41 81 51 83 63 104 76 113 59 90 74 90 90 155 108 155 32 47 80 58 98 70 106 67 88 82 150 99 150 33 43 78 53 92 64 100 62 85 75 141 91 145 34 39 76 48 87 59 94 57 82 69 133 83 141 35 36 72 45 82 54 89 52 80 64 126 77 137 36 41 77 50 84 59 118 71 129 37 38 73 46 80 54 109 66 122 38 35 69 42 76 50 101 61 116 39 39 72 56 110 40 37 68 52 105 41 34 65 49 98 42 32 62 46 91 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

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 0.131 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 34. 7. 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. + 1 16, -0 3800 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 + 1 16, -0. Locate under full width of all columns. Install before joists are sheathed. 12

FLOOR DETAILS F6 F8 Filler Block F9 END WALL FLOOR OPENING Side Load Backer Nails Filler Nails 500 lb 8 4 750 lb 12 6 1000 lb 16 8 1250 lb 20 10 1500 lb 24 12 1750 lb 28 14 2000 lb 32 16 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. 1 1 8 or 1¼ ½ or 5 8 1¾ 3 min. 1½ ¾ 2 1 16 3 min. 1¾ 7 8 2 5 16 3¼ min. 2 1 2½ 3½ min. 2 or 2¼ 1 or 1 1 8 3½ 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. 0.131 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 3 1 8 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

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 0.148 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. 1 1 8 or 1¼ 1¾ 3 min. 1½ 2 1 16 3 min. 1¾ 2 5 16 3¼ 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 0.131 min. dia. nails at 6 o.c. as shown clinched.

CANTILEVER REINFORCEMENT JOISTS WITH 3/8 WEBS Roof Truss 7 7 8 Joist 9½ Joist 11 7 8 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. 19.2 o.c. 24 o.c. 12 o.c. 16 o.c. 19.2 o.c. 24 o.c. 12 o.c. 16 o.c. 26 0 0 1 2 0 0 0 1 0 0 0 1 0 0 0 1 0 0 0 1 28 0 0 1 2 0 0 0 1 0 0 0 1 0 0 0 1 0 0 0 1 30 0 0 1 X 0 0 0 1 0 0 0 1 0 0 0 1 0 0 0 1 32 0 0 1 X 0 0 0 1 0 0 1 1 0 0 0 1 0 0 1 1 34 0 1 2 X 0 0 1 1 0 0 1 1 0 0 1 1 0 0 1 1 36 0 1 2 X 0 0 1 1 0 0 1 1 0 0 1 1 0 0 1 1 38 0 1 2 X 0 0 1 2 0 0 1 1 0 0 1 1 0 0 1 1 40 0 1 2 X 0 0 1 2 0 0 1 1 0 0 1 1 0 0 1 1 42 0 1 X X 0 0 1 2 0 0 1 1 0 0 1 1 0 0 1 1 26 0 1 2 X 0 0 1 1 0 0 1 1 0 0 1 1 0 0 1 1 28 0 1 2 X 0 0 1 1 0 0 1 1 0 0 1 1 0 0 1 1 30 0 1 2 X 0 0 1 2 0 0 1 1 0 0 1 1 0 0 1 1 32 0 1 X X 0 0 1 2 0 0 1 1 0 0 1 1 0 0 1 1 34 0 2 X X 0 1 1 2 0 1 1 2 0 0 1 2 0 0 1 2 36 0 2 X X 0 1 1 X 0 1 1 2 0 1 1 2 0 1 1 2 38 0 2 X X 0 1 1 X 0 1 1 2 0 1 1 2 0 1 1 2 40 1 X X X 0 1 2 X 0 1 1 2 0 1 1 2 0 1 1 2 42 1 X X X 0 1 2 X 0 1 1 2 0 1 1 2 0 1 1 2 26 0 2 X X 0 0 1 2 0 1 1 1 0 0 1 1 0 0 1 2 28 0 2 X X 0 1 1 X 0 1 1 2 0 1 1 2 0 1 1 2 30 0 2 X X 0 1 1 X 0 1 1 2 0 1 1 2 0 1 1 2 32 1 X X X 0 1 2 X 0 1 1 2 0 1 1 2 0 1 1 2 34 1 X X X 0 1 2 X 0 1 1 2 0 1 1 2 0 1 1 2 36 1 X X X 0 1 2 X 0 1 1 2 0 1 1 2 0 1 1 2 38 1 X X X 1 1 X X 0 1 1 2 0 1 1 2 0 1 2 2 40 2 X X X 1 2 X X 0 1 2 2 0 1 2 2 0 1 2 2 42 2 X X X 1 2 X X 0 1 2 2 0 1 2 X 0 1 2 X JOISTS WITH 7/16 WEBS Roof Truss 9½ Joist 11 7 8 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. 19.2 o.c. 24 o.c. 12 o.c. 16 o.c. 19.2 o.c. 24 o.c. 26 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 28 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 32 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 34 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 36 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 WS 38 0 0 0 1 0 0 0 0 0 0 0 WS 0 0 0 WS 40 0 0 0 1 0 0 0 WS 0 0 0 WS 0 0 0 WS 42 0 0 0 2 0 0 0 WS 0 0 0 WS 0 0 0 WS 26 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 28 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 WS 30 0 0 0 1 0 0 0 WS 0 0 0 WS 0 0 0 WS 32 0 0 0 2 0 0 0 WS 0 0 0 WS 0 0 0 WS 34 0 0 1 2 0 0 0 WS 0 0 0 WS 0 0 0 WS 36 0 0 1 2 0 0 0 WS 0 0 0 WS 0 0 0 1 38 0 0 1 X 0 0 0 1 0 0 0 1 0 0 0 1 40 0 0 1 X 0 0 0 1 0 0 0 1 0 0 WS 1 42 0 1 2 X 0 0 0 1 0 0 WS 1 0 0 WS 1 26 0 0 0 2 0 0 0 WS 0 0 0 WS 0 0 0 WS 28 0 0 1 2 0 0 0 WS 0 0 0 WS 0 0 0 1 30 0 0 1 X 0 0 0 1 0 0 0 1 0 0 0 1 32 0 0 1 X 0 0 0 1 0 0 0 1 0 0 WS 1 34 0 1 2 X 0 0 0 1 0 0 WS 1 0 0 WS 1 36 0 1 2 X 0 0 WS 1 0 0 WS 1 0 0 WS 1 38 0 1 2 X 0 0 WS 2 0 0 WS 2 0 0 WS 2 40 0 1 2 X 0 0 1 2 0 0 1 2 0 0 1 2 42 0 1 X X 0 0 1 2 0 0 1 2 0 0 1 2 19.2 o.c. 12 o.c. 24 o.c. 16 o.c. 12 o.c. 16 o.c. 19.2 o.c. 19.2 o.c. 24 o.c. 24 o.c. 12 o.c. 12 o.c. 16 o.c. 16 o.c. 19.2 o.c. 19.2 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 34. 1 = Reinforcer required on one side of the cantilever. See the Method 1 detail on page 14. 2 = 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

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 12 16 o.c. 19.2 o.c. 24 o.c. 16 o.c. 19.2 o.c. 24 o.c. 16 o.c. 19.2 o.c. 24 o.c. 9½ 19 2 (1) 18 0 (1) 16 8 (2) 18 0 (2) 16 11 (2) 15 8 (2) 16 8 (2) 15 8 (3) 14 6 (3) 11 7 8 23 1 (2) 21 3 (2) 19 0 (2) 21 9 (2) 20 5 (3) 18 6 (3) 20 1 (3) 18 11 (3) 17 6 (3) 14 25 5 (2) 23 3 (2) 20 9 (2) 24 9 (3) 22 7 (3) 20 2 (3) 22 11 (3) 21 7 (3) 19 6 (3) PWI 9½ 19 10 (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) 30 11 7 8 23 11 (2) 22 5 (2) 20 9 (2) 22 6 (2) 21 1 (3) 19 7 (3) 20 10 (3) 19 7 (3) 18 1 (3) 9½ 21 1 (1) 19 5 (2) 17 4 (2) 19 10 (2) 18 7 (2) 16 11 (3) 18 4 (3) 17 3 (3) 15 11 (3) PWI 11 7 8 24 4 (2) 22 2 (2) 19 10 (2) 23 8 (2) 21 7 (3) 19 3 (3) 22 0 (3) 20 8 (3) 18 7 (3) 40 14 26 8 (2) 24 4 (2) 21 9 (2) 26 0 (3) 23 8 (3) 21 2 (3) 25 0 (3) 22 10 (3) 20 5 (3) 16 28 9 (2) 26 3 (2) 23 5 (2) 28 0 (3) 25 6 (3) 22 10 (3) 27 0 (3) 24 8 (3) 22 0 (3) 9½ 21 1 (1) 19 9 (2) 18 3 (2) 19 10 (2) 18 7 (2) 17 3 (3) 18 4 (3) 17 3 (3) 15 11 (3) PWI 11 7 8 25 3 (2) 23 8 (2) 21 10 (2) 23 9 (3) 22 4 (3) 20 8 (3) 22 0 (3) 20 8 (3) 19 2 (3) 45 14 28 9 (2) 26 9 (2) 23 11 (2) 27 1 (3) 25 5 (3) 23 3 (3) 25 1 (3) 23 6 (3) 21 10 (3) 16 31 4 (2) 28 7 (2) 25 7 (2) 30 1 (3) 27 10 (3) 24 11 (3) 27 10 (3) 26 2 (3) 24 0 (3) 7 7 8 18 7 (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 8 25 7 (2) 24 0 (2) 21 9 (2) 24 1 (3) 22 7 (3) 20 11 (3) 22 4 (3) 20 11 (3) 19 5 (3) 47 14 29 0 (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) 16 31 1 (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) 18 33 0 (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) 20 34 8 (2) 31 8 (2) 26 0 (2) 33 10 (3) 30 10 (3) 24 8 (3) 32 7 (3) 28 9 (3) 22 11 (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 11 7 8 25 0 (2) 23 6 (2) 21 9 (2) 23 7 (2) 22 1 (3) 20 6 (3) 21 10 (3) 20 6 (3) 19 0 (3) 50 14 28 7 (2) 26 10 (2) 24 10 (2) 26 11 (3) 25 4 (3) 23 5 (3) 24 11 (3) 23 5 (3) 21 8 (3) 16 31 11 (2) 29 11 (2) 27 4 (2) 30 0 (3) 28 3 (3) 26 2 (3) 27 10 (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) 16 11 (3) PWI 11 7 8 26 9 (2) 25 2 (2) 23 3 (2) 25 3 (3) 23 8 (3) 21 11 (3) 23 4 (3) 21 11 (3) 20 4 (3) 60 14 30 6 (2) 28 8 (2) 25 7 (2) 28 9 (3) 27 0 (3) 24 11 (3) 26 8 (3) 25 0 (3) 23 2 (3) 16 33 10 (2) 30 10 (2) 27 7 (2) 31 11 (3) 30 0 (3) 26 10 (3) 29 7 (3) 27 10 (3) 25 9 (3) 11 7 8 27 9 (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) 14 31 6 (2) 29 7 (2) 27 5 (2) 29 8 (3) 27 11 (3) 25 10 (3) 27 6 (3) 25 10 (3) 23 11 (3) PWI 70 16 34 11 (2) 32 10 (2) 30 4 (3) 32 11 (3) 30 11 (3) 28 7 (3) 30 6 (3) 28 8 (3) 26 6 (3) 18 38 3 (2) 35 11 (2) 32 6 (3) 36 0 (3) 33 10 (3) 30 10 (3) 33 4 (3) 31 4 (3) 28 8 (3) 20 41 5 (2) 38 11 (3) 32 6 (3) 39 0 (3) 36 8 (3) 30 10 (3) 36 1 (3) 33 11 (3) 28 8 (3) 9½ 23 4 (2) 21 11 (2) 20 3 (2) 22 0 (2) 20 8 (3) 19 1 (3) 20 4 (3) 19 1 (3) 17 8 (3) 11 7 8 27 10 (2) 26 2 (2) 24 3 (2) 26 3 (3) 24 8 (3) 22 10 (3) 24 3 (3) 22 10 (3) 21 2 (3) 14 31 8 (2) 29 9 (2) 27 7 (2) 29 10 (3) 28 0 (3) 25 11 (3) 27 7 (3) 25 11 (3) 24 0 (3) PWI 16 35 2 (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) 77 18 38 5 (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) 20 41 8 (2) 39 2 (3) 35 8 (3) 39 3 (3) 36 10 (3) 34 2 (3) 36 4 (3) 34 2 (3) 31 7 (3) 22 44 9 (3) 41 10 (3) 37 5 (3) 42 2 (3) 39 7 (3) 36 5 (3) 39 0 (3) 36 8 (3) 34 0 (3) 24 47 10 (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) 21 10 (3) 23 3 (3) 21 10 (3) 20 3 (3) 11 7 8 31 10 (2) 29 11 (2) 27 8 (2) 30 0 (3) 28 2 (3) 26 1 (3) 27 9 (3) 26 1 (3) 24 2 (3) 14 36 2 (2) 33 11 (2) 31 5 (3) 34 1 (3) 32 0 (3) 29 7 (3) 31 6 (3) 29 7 (3) 27 5 (3) PWI 16 40 0 (2) 37 7 (3) 34 10 (3) 37 8 (3) 35 5 (3) 32 9 (3) 34 11 (3) 32 10 (3) 30 5 (3) 90 18 43 9 (2) 41 1 (3) 38 1 (3) 41 2 (3) 38 9 (3) 35 10 (3) 38 2 (3) 35 10 (3) 33 3 (3) 20 47 4 (3) 44 6 (3) 39 3 (3) 44 7 (3) 41 11 (3) 37 3 (3) 41 4 (3) 38 10 (3) 34 8 (3) 22 50 10 (3) 47 9 (3) 44 3 (3) 47 11 (3) 45 0 (3) 41 8 (3) 44 4 (3) 41 8 (3) 38 7 (3) 24 54 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 12. 2. 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 capacity @ 115%), or joist hanger (2) Beveled plate and four nails (380 lbs. lateral capacity @ 115%), or (3) (3) Gussets at high support (1490 lbs. lateral capacity @ 115%), birdsmouth cut at low support, or (4) (4) Strap (1640 lbs. lateral capacity @ 115%) or pair of twist straps (950 lbs. lateral capacity each @ 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

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 12 16 o.c. 19.2 o.c. 24 o.c. 16 o.c. 19.2 o.c. 24 o.c. 16 o.c. 19.2 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) 11 7 8 22 0 (2) 20 1 (2) 17 11 (2) 20 11 (2) 19 7 (3) 17 6 (3) 19 5 (3) 18 3 (3) 16 11 (3) 14 24 0 (2) 21 11 (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) 17 10 (2) 16 6 (2) 18 0 (2) 16 10 (2) 15 7 (3) 16 8 (3) 15 8 (3) 14 6 (3) 30 11 7 8 22 11 (2) 21 7 (2) 19 11 (2) 21 8 (3) 20 4 (3) 18 10 (3) 20 1 (3) 18 11 (3) 17 6 (3) 9½ 20-1 (2) 18-4 (2) 16-5 (2) 19-1 (2) 17-11 (3) 16-0 (3) 17-9 (3) 16-8 (3) 15-5 (3) PWI 11 7 8 22-11 (2) 20-11 (2) 18-8 (2) 22-5 (3) 20-5 (3) 18-3 (3) 21-3 (3) 19-9 (3) 17-8 (3) 40 14 25-2 (2) 23-0 (2) 20-6 (2) 24-7 (3) 22-5 (3) 20-0 (3) 23-10 (3) 21-8 (3) 19-5 (3) 16 27-1 (2) 24-9 (2) 22-1 (2) 26-6 (3) 24-2 (3) 21-7 (3) 25-8 (3) 23-5 (3) 20-11 (3) 9½ 20 3 (2) 19 0 (2) 17 7 (2) 19 1 (2) 17 11 (3) 16 7 (3) 17 9 (3) 16 8 (3) 15 5 (3) PWI 11 7 8 24 3 (2) 22 9 (2) 20 8 (2) 22 10 (3) 21 6 (3) 19 10 (3) 21 3 (3) 19 11 (3) 18 6 (3) 45 14 27 7 (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) 16 29 7 (2) 27 0 (2) 24 1 (2) 28 11 (3) 26 4 (3) 23 3 (3) 26 11 (3) 25 3 (3) 21 10 (3) 7 7 8 17 10 (1) 16 9 (2) 15 6 (2) 16 10 (2) 15 9 (2) 14 7 (3) 15 7 (3) 14 8 (3) 13 7 (3) 9½ 20 8 (2) 19 5 (2) 17 11 (2) 19 6 (2) 18 4 (3) 16 11 (3) 18 1 (3) 17 0 (3) 15 9 (3) 11 PWI 8 24 7 (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) 47 14 27 6 (2) 25 1 (2) 22 5 (2) 26 3 (3) 24 6 (3) 21 4 (3) 24 5 (3) 22 11 (3) 20 0 (3) 16 29 4 (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) 18 31 1 (2) 28 5 (2) 22 11 (2) 30 4 (3) 27 4 (3) 21 10 (3) 29 5 (3) 25 8 (3) 20 6 (3) 20 32 9 (2) 29 0 (2) 23 2 (2) 32 0 (3) 27 8 (3) 22 1 (3) 30 11 (3) 25 11 (3) 20 8 (3) 9½ 20 0 (2) 18 9 (2) 17 4 (2) 18 10 (2) 17 8 (3) 16 5 (3) 17 6 (3) 16 5 (3) 15 3 (3) PWI 11 7 8 24 0 (2) 22 7 (2) 20 11 (2) 22 8 (3) 21 4 (3) 19 9 (3) 21 1 (3) 19 9 (3) 18 4 (3) 50 14 27 6 (2) 25 10 (2) 23 11 (2) 25 11 (3) 24 4 (3) 22 7 (3) 24 1 (3) 22 8 (3) 20 11 (3) 16 30 8 (2) 28 9 (2) 25 4 (2) 28 11 (3) 27 2 (3) 24 1 (3) 26 10 (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) 18-10 (3) 17-8 (3) 16-4 (3) PWI 11 7 8 25-9 (2) 24-2 (2) 22-0 (2) 24-3 (3) 22-10 (3) 21-1 (3) 22-7 (3) 21-2 (3) 19-7 (3) 60 14 29-4 (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) 16 31-11 (2) 29-1 (2) 26-0 (2) 30-9 (3) 28-5 (3) 25-5 (3) 28-7 (3) 26-10 (3) 24-1 (3) 11 7 8 26-8 (2) 25-0 (2) 23-2 (2) 25-2 (3) 23-7 (3) 21-10 (3) 23-4 (3) 21-11 (3) 20-4 (3) 14 30-4 (2) 28-5 (2) 26-4 (3) 28-7 (3) 26-10 (3) 24-10 (3) 26-7 (3) 24-11 (3) 23-1 (3) PWI 70 16 33-7 (2) 31-6 (2) 28-11 (3) 31-8 (3) 29-9 (3) 27-7 (3) 29-5 (3) 27-8 (3) 25-7 (3) 18 36-9 (2) 34-6 (3) 28-11 (3) 34-8 (3) 32-7 (3) 27-7 (3) 32-2 (3) 30-3 (3) 25-10 (3) 20 39-10 (3) 36-3 (3) 28-11 (3) 37-7 (3) 34-6 (3) 27-7 (3) 34-10 (3) 32-4 (3) 25-10 (3) 9½ 22-5 (2) 21-1 (2) 19-6 (2) 21-2 (2) 19-10 (3) 18-5 (3) 19-8 (3) 18-5 (3) 17-1 (3) 11 7 8 26-9 (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) 14 30-5 (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 16 33-9 (2) 31-9 (2) 29-4 (3) 31-10 (3) 29-11 (3) 27-9 (3) 29-7 (3) 27-9 (3) 25-9 (3) 77 18 36-11 (2) 34-9 (3) 31-11 (3) 34-10 (3) 32-9 (3) 30-4 (3) 32-4 (3) 30-5 (3) 28-2 (3) 20 40-1 (3) 37-7 (3) 32-1 (3) 37-9 (3) 35-6 (3) 30-7 (3) 35-1 (3) 32-11 (3) 28-8 (3) 22 43-1 (3) 39-5 (3) 35-3 (3) 40-7 (3) 38-2 (3) 34-5 (3) 37-8 (3) 35-5 (3) 32-10 (3) 24 45-1 (3) 41-2 (3) 36-10 (3) 43-5 (3) 40-2 (3) 35-11 (3) 40-3 (3) 37-10 (3) 34-10 (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) 11 7 8 30-7 (2) 28-9 (2) 26-7 (3) 28-10 (3) 27-1 (3) 25-1 (3) 26-10 (3) 25-2 (3) 23-4 (3) 14 34-9 (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 16 38-6 (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) 90 18 42-1 (3) 39-6 (3) 34-11 (3) 39-8 (3) 37-3 (3) 33-4 (3) 36-10 (3) 34-7 (3) 31-3 (3) 20 45-6 (3) 42-9 (3) 34-11 (3) 42-11 (3) 40-4 (3) 33-4 (3) 39-11 (3) 37-6 (3) 31-3 (3) 22 48-11 (3) 45-11 (3) 42-6 (3) 46-1 (3) 43-4 (3) 40-2 (3) 42-10 (3) 40-3 (3) 37-3 (3) 24 52-2 (3) 49-0 (3) 45-4 (3) 49-3 (3) 46-3 (3) 42-10 (3) 45-8 (3) 42-11 (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

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 12 16 o.c. 19.2 o.c. 24 o.c. 16 o.c. 19.2 o.c. 24 o.c. 16 o.c. 19.2 o.c. 24 o.c. 9½ 17 2 (2) 15 11 (2) 14 3 (2) 16 3 (2) 15 3 (3) 13 11 (3) 15 2 (3) 14 3 (3) 13 2 (3) 11 7 8 19 11 (2) 18 2 (2) 16 3 (2) 19 6 (3) 17 10 (3) 15 11 (3) 18 3 (3) 17 2 (3) 15 6 (3) 14 21 9 (2) 19 10 (2) 17 9 (2) 21 4 (3) 19 5 (3) 17 4 (3) 20 9 (3) 18 11 (3) 16 11 (3) PWI 9½ 17 9 (2) 16 8 (2) 15 5 (2) 16 10 (2) 15 10 (3) 14 7 (3) 15 8 (3) 14 9 (3) 13 7 (3) 30 11 7 8 21 5 (2) 20 1 (2) 18 4 (2) 20 3 (3) 19 1 (3) 17 7 (3) 18 11 (3) 17 9 (3) 16 5 (3) 9½ 18 2 (2) 16 7 (2) 14 10 (2) 17 10 (3) 16 3 (3) 14 6 (3) 16 8 (3) 15 8 (3) 14 2 (3) PWI 11 7 8 20 9 (2) 18 11 (2) 16 11 (2) 20 4 (3) 18 7 (3) 16 7 (3) 19 10 (3) 18 1 (3) 16 2 (3) 40 14 22 9 (2) 20 9 (2) 18 7 (2) 22 4 (3) 20 5 (3) 18 3 (3) 21 9 (3) 19 10 (3) 17 9 (3) 16 24 7 (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 18 11 (2) 17 9 (2) 16 5 (2) 17 10 (3) 16 9 (3) 15 6 (3) 16 8 (3) 15 8 (3) 14 6 (3) PWI 11 7 8 22 8 (2) 20 11 (2) 18 8 (2) 21 5 (3) 20 1 (3) 18 4 (3) 20 0 (3) 18 9 (3) 17 4 (3) 45 14 25 0 (2) 22 10 (2) 20 0 (2) 24 5 (3) 22 5 (3) 19 3 (3) 22 9 (3) 21 4 (3) 18 3 (3) 16 26 9 (2) 24 5 (2) 20 0 (2) 26 3 (3) 23 11 (3) 19 3 (3) 25 3 (3) 22 10 (3) 18 3 (3) 7 7 8 16 8 (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) 15 10 (3) 17 0 (3) 16 0 (3) 14 9 (3) 11 PWI 8 22 10 (2) 20 10 (2) 18 1 (2) 21 9 (3) 20 5 (3) 17 4 (3) 20 3 (3) 19 0 (3) 16 5 (3) 47 14 24 10 (2) 22 8 (2) 18 4 (2) 24 5 (3) 22 1 (3) 17 8 (3) 22 11 (3) 20 11 (3) 16 9 (3) 16 26 7 (2) 23 3 (2) 18 7 (2) 26 1 (3) 22 4 (3) 17 10 (3) 25 4 (3) 21 2 (3) 16 11 (3) 18 28 2 (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) 20 28 7 (2) 23 9 (2) 19 0 (2) 27 6 (3) 22 10 (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 11 7 8 22 5 (2) 21 1 (2) 19 6 (2) 21 3 (3) 19 11 (3) 18 5 (3) 19 10 (3) 18 7 (3) 17 3 (3) 50 14 25 8 (2) 24 1 (2) 20 9 (2) 24 4 (3) 22 10 (3) 19 11 (3) 22 8 (3) 21 3 (3) 18 11 (3) 16 28 8 (2) 25 11 (2) 20 9 (2) 27 1 (3) 24 11 (3) 19 11 (3) 25 3 (3) 23 8 (3) 18 11 (3) 9½ 20 0 (2) 18 10 (2) 17 5 (2) 19 0 (3) 17 10 (3) 16 6 (3) 17 8 (3) 16 7 (3) 15 4 (3) PWI 11 7 8 24 0 (2) 22 3 (2) 19 11 (2) 22 9 (3) 21 4 (3) 19 6 (3) 21 3 (3) 19 11 (3) 18 5 (3) 60 14 26 10 (2) 24 5 (2) 21 10 (3) 25 11 (3) 24 0 (3) 21 3 (3) 24 2 (3) 22 9 (3) 20 1 (3) 16 28 11 (2) 26 4 (2) 22 1 (3) 28 4 (3) 25 10 (3) 21 3 (3) 26 10 (3) 25 2 (3) 20 1 (3) 11 7 8 24 11 (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) 14 28 4 (2) 26 7 (2) 23 9 (3) 26 10 (3) 25 2 (3) 22 10 (3) 25 0 (3) 23 5 (3) 21 7 (3) PWI 70 16 31 4 (2) 29 5 (3) 23 9 (3) 29 8 (3) 27 10 (3) 22 10 (3) 27 8 (3) 26 0 (3) 21 7 (3) 18 34 4 (3) 29 8 (3) 23 9 (3) 32 6 (3) 28 7 (3) 22 10 (3) 30 3 (3) 27 1 (3) 21 7 (3) 20 35 8 (3) 29 8 (3) 23 9 (3) 34 4 (3) 28 7 (3) 22 10 (3) 32 6 (3) 27 1 (3) 21 7 (3) 9½ 20 11 (2) 19 8 (2) 18 2 (2) 19 10 (3) 18 7 (3) 17 3 (3) 18 6 (3) 17 4 (3) 16 1 (3) 11 7 8 25 0 (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) 14 28 5 (2) 26 9 (2) 24 9 (3) 26 11 (3) 25 3 (3) 23 5 (3) 25 1 (3) 23 7 (3) 21 10 (3) PWI 16 31 7 (2) 29 8 (3) 26 3 (3) 29 10 (3) 28 1 (3) 25 3 (3) 27 10 (3) 26 2 (3) 23 11 (3) 77 18 34 6 (3) 32 4 (3) 26 3 (3) 32 8 (3) 30 8 (3) 25 3 (3) 30 5 (3) 28 7 (3) 23 11 (3) 20 37 4 (3) 32 11 (3) 26 3 (3) 35 5 (3) 31 8 (3) 25 3 (3) 33 0 (3) 30 0 (3) 23 11 (3) 22 39 2 (3) 35 9 (3) 31 11 (3) 38 1 (3) 35 0 (3) 31 4 (3) 35 6 (3) 33 4 (3) 30 6 (3) 24 40 10 (3) 37 3 (3) 33 4 (3) 40 1 (3) 36 7 (3) 32 8 (3) 37 11 (3) 35 7 (3) 31 7 (3) 9½ 23 11 (2) 22 6 (2) 20 9 (2) 22 8 (3) 21 3 (3) 19 8 (3) 21 2 (3) 19 10 (3) 18 4 (3) 11 7 8 28 7 (2) 26 10 (3) 24 10 (3) 27 0 (3) 25 5 (3) 23 6 (3) 25 2 (3) 23 8 (3) 21 11 (3) 14 32 5 (3) 30 6 (3) 28 2 (3) 30 9 (3) 28 10 (3) 26 8 (3) 28 8 (3) 26 11 (3) 24 11 (3) PWI 16 35 11 (3) 33 9 (3) 28 8 (3) 34 0 (3) 31 11 (3) 27 7 (3) 31 8 (3) 29 9 (3) 26 1 (3) 90 18 39 3 (3) 35 10 (3) 28 8 (3) 37 2 (3) 34 6 (3) 27 7 (3) 34 8 (3) 32 7 (3) 26 1 (3) 20 42 6 (3) 35 10 (3) 28 8 (3) 40 3 (3) 34 6 (3) 27 7 (3) 37 6 (3) 32 8 (3) 26 1 (3) 22 45 8 (3) 42 11 (3) 39 8 (3) 43 3 (3) 40 7 (3) 37 7 (3) 40 4 (3) 37 10 (3) 35 1 (4) 24 48 9 (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 12. 2. 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 capacity @ 115%), or joist hanger (2) Beveled plate and four nails (380 lbs. lateral capacity @ 115%), or (3) (3) Gussets at high support (1490 lbs. lateral capacity @ 115%), birdsmouth cut at low support, or (4) (4) Strap (1640 lbs. lateral capacity @ 115%) or pair of twist straps (950 lbs. lateral capacity each @ 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

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 12 16 o.c. 19.2 o.c. 24 o.c. 16 o.c. 19.2 o.c. 24 o.c. 16 o.c. 19.2 o.c. 24 o.c. 9½ 16 1 (2) 14 8 (2) 13 1 (2) 15 5 (3) 14 5 (3) 12 10 (3) 14 4 (3) 13 6 (3) 12 6 (3) 11 7 8 18 4 (2) 16 8 (2) 14 11 (2) 18 0 (3) 16 5 (3) 14 8 (3) 17 4 (3) 16 1 (3) 14 4 (3) 14 20 0 (2) 18 3 (2) 15 10 (2) 19 8 (3) 17 11 (3) 15 3 (3) 19 3 (3) 17 6 (3) 14 7 (3) PWI 9½ 16 9 (2) 15 8 (2) 14 6 (2) 15 11 (3) 14 11 (3) 13 10 (3) 14 11 (3) 14 0 (3) 12 11 (3) 30 11 7 8 20 2 (2) 18 11 (2) 16 4 (2) 19 2 (3) 18 0 (3) 15 9 (3) 17 11 (3) 16 10 (3) 15 1 (3) 9½ 16 9 (2) 15 3 (2) 13 8 (2) 16 6 (3) 15 0 (3) 13 5 (3) 15 10 (3) 14 8 (3) 13 1 (3) PWI 11 7 8 19 1 (2) 17 5 (2) 15 7 (2) 18 9 (3) 17 1 (3) 15 4 (3) 18 4 (3) 16 9 (3) 14 11 (3) 40 14 21 0 (2) 19 2 (2) 17 1 (2) 20 7 (3) 18 10 (3) 16 10 (3) 20 2 (3) 18 5 (3) 16 5 (3) 16 22 7 (2) 20 7 (2) 18 5 (3) 22 3 (3) 20 3 (3) 18 1 (3) 21 9 (3) 19 10 (3) 17 3 (3) 9½ 17 9 (2) 16 8 (2) 15 1 (2) 16 11 (3) 15 10 (3) 14 8 (3) 15 10 (3) 14 10 (3) 13 9 (3) PWI 11 7 8 21 1 (2) 19 3 (2) 16 11 (2) 20 3 (3) 18 11 (3) 16 5 (3) 18 11 (3) 17 10 (3) 15 8 (3) 45 14 23 0 (2) 21 0 (2) 16 11 (2) 22 8 (3) 20 6 (3) 16 5 (3) 21 7 (3) 19 7 (3) 15 8 (3) 16 24 8 (2) 21 3 (2) 16 11 (2) 24 3 (3) 20 6 (3) 16 5 (3) 23 7 (3) 19 7 (3) 15 8 (3) 7 7 8 15 8 (2) 14 8 (2) 13 6 (2) 14 11 (2) 14 0 (3) 12 11 (3) 13 11 (3) 13 1 (3) 12 1 (3) 9½ 18 2 (2) 16 11 (2) 15 1 (2) 17 3 (3) 16 3 (3) 14 7 (3) 16 2 (3) 15 2 (3) 13 11 (3) 11 PWI 8 21 0 (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) 47 14 22 11 (2) 19 6 (2) 15 6 (2) 22 6 (3) 18 10 (3) 15 0 (3) 21 7 (3) 18 0 (3) 14 4 (3) 16 23 8 (2) 19 8 (2) 15 9 (2) 22 11 (3) 19 1 (3) 15 2 (3) 21 10 (3) 18 2 (3) 14 6 (3) 18 23 11 (2) 19 11 (2) 15 11 (2) 23 2 (3) 19 3 (3) 15 4 (3) 22 1 (3) 18 5 (3) 14 8 (3) 20 24 2 (2) 20 2 (2) 16 1 (2) 23 5 (3) 19 6 (3) 15 6 (3) 22 4 (3) 18 7 (3) 14 10 (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 11 7 8 21 1 (2) 19 10 (2) 17 7 (2) 20 1 (3) 18 10 (3) 17 0 (3) 18 10 (3) 17 8 (3) 16 2 (3) 50 14 24 2 (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) 16 26 4 (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 18 10 (2) 17 8 (2) 16 1 (2) 17 11 (3) 16 10 (3) 15 7 (3) 16 9 (3) 15 9 (3) 14 7 (3) PWI 11 7 8 22 6 (2) 20 6 (2) 18 4 (3) 21 6 (3) 20 2 (3) 18 0 (3) 20 2 (3) 18 11 (3) 17 3 (3) 60 14 24 8 (2) 22 6 (2) 18 8 (3) 24 3 (3) 22 2 (3) 18 1 (3) 22 11 (3) 21 7 (3) 17 3 (3) 16 26 7 (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) 11 7 8 23 5 (2) 21 11 (2) 20 1 (3) 22 4 (3) 20 11 (3) 19 4 (3) 20 10 (3) 19 7 (3) 18 1 (3) 14 26 7 (2) 25 0 (3) 20 1 (3) 25 4 (3) 23 10 (3) 19 5 (3) 23 9 (3) 22 3 (3) 18 7 (3) PWI 70 16 29 6 (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) 18 30 3 (3) 25 2 (3) 20 1 (3) 29 3 (3) 24 4 (3) 19 5 (3) 27 11 (3) 23 3 (3) 18 7 (3) 20 30 3 (3) 25 2 (3) 20 1 (3) 29 3 (3) 24 4 (3) 19 5 (3) 27 11 (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) 11 7 8 23 6 (2) 22 1 (2) 20 5 (3) 22 5 (3) 21 0 (3) 19 6 (3) 20 11 (3) 19 8 (3) 18 2 (3) 14 26 9 (2) 25 1 (3) 22 3 (3) 25 6 (3) 23 11 (3) 21 6 (3) 23 10 (3) 22 4 (3) 20 7 (3) PWI 16 29 8 (3) 27 10 (3) 22 3 (3) 28 3 (3) 26 7 (3) 21 6 (3) 26 5 (3) 24 10 (3) 20 7 (3) 77 18 32 6 (3) 27 11 (3) 22 3 (3) 30 11 (3) 27 0 (3) 21 6 (3) 28 11 (3) 25 9 (3) 20 7 (3) 20 33 6 (3) 27 11 (3) 22 3 (3) 32 5 (3) 27 0 (3) 21 6 (3) 30 11 (3) 25 9 (3) 20 7 (3) 22 36 1 (3) 32 11 (3) 29 5 (3) 35 5 (3) 32 4 (3) 28 5 (3) 33 8 (3) 31 7 (3) 27 2 (3) 24 37 7 (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) 18 10 (3) 17 5 (3) 11 7 8 26 10 (2) 25 2 (3) 23 4 (3) 25 7 (3) 24 0 (3) 22 3 (3) 23 11 (3) 22 6 (3) 20 10 (3) 14 30 6 (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 16 33 9 (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) 90 18 36 6 (3) 30 5 (3) 24 3 (3) 35 3 (3) 29 5 (3) 23 6 (3) 32 11 (3) 28 1 (3) 22 5 (3) 20 36 6 (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) 22 43 0 (3) 40 4 (3) 36 6 (3) 40 11 (3) 38 5 (3) 35 7 (3) 38 3 (3) 35 11 (3) 32 5 (4) 24 45 10 (3) 42 7 (3) 38 1 (3) 43 8 (3) 41 0 (3) 37 5 (3) 40 10 (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

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 12 16 o.c. 19.2 o.c. 24 o.c. 16 o.c. 19.2 o.c. 24 o.c. 16 o.c. 19.2 o.c. 24 o.c. 9½ 21 2 (1) 19 10 (1) 18 5 (1) 19 11 (2) 18 9 (2) 17 4 (2) 18 6 (2) 17 5 (2) 16 1 (2) 11 7 8 25 6 (1) 24 0 (1) 22 2 (2) 24 1 (2) 22 7 (2) 20 11 (2) 22 4 (2) 21 0 (2) 19 5 (3) 14 29 1 (1) 27 4 (2) 25 1 (2) 27 5 (2) 25 9 (2) 23 10 (3) 25 5 (3) 23 11 (3) 22 2 (3) 9½ 23 3 (1) 21 10 (1) 20 3 (1) 21 11 (2) 20 7 (2) 19 1 (2) 20 4 (2) 19 1 (2) 17 9 (3) 11 7 8 27 10 (1) 26 2 (1) 24 3 (2) 26 3 (2) 24 8 (2) 22 10 (2) 24 5 (2) 22 11 (3) 21 3 (3) 14 31 9 (2) 29 10 (2) 27 7 (2) 29 11 (2) 28 1 (2) 26 1 (3) 27 9 (3) 26 1 (3) 24 2 (3) 16 35 3 (2) 33 2 (2) 30 8 (2) 33 3 (2) 31 3 (3) 28 11 (3) 30 10 (3) 29 0 (3) 26 11 (3) 9½ 24 8 (1) 23 2 (1) 21 6 (2) 23 3 (2) 21 10 (2) 20 3 (2) 21 7 (2) 20 4 (2) 18 10 (3) 11 7 8 29 7 (1) 27 10 (2) 25 9 (2) 27 11 (2) 26 3 (2) 24 3 (3) 25 11 (3) 24 4 (3) 22 7 (3) 14 33 9 (2) 31 8 (2) 29 4 (2) 31 10 (2) 29 11 (3) 27 8 (3) 29 6 (3) 27 9 (3) 25 8 (3) 16 37 6 (2) 35 2 (2) 32 7 (2) 35 4 (3) 33 3 (3) 30 9 (3) 32 10 (3) 30 10 (3) 28 7 (3) 11 7 8 30 8 (1) 28 9 (2) 26 8 (2) 28 11 (2) 27 2 (2) 25 2 (3) 26 10 (3) 25 3 (3) 23 4 (3) 14 34 10 (2) 32 9 (2) 30 4 (2) 32 10 (2) 30 11 (3) 28 7 (3) 30 6 (3) 28 8 (3) 26 7 (3) 16 38 7 (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) 18 42 3 (2) 39 8 (2) 36 9 (2) 39 10 (3) 37 5 (3) 34 8 (3) 37 0 (3) 34 9 (3) 32 2 (3) 20 45 9 (2) 43 0 (2) 39 10 (2) 43 2 (3) 40 6 (3) 37 7 (3) 40 0 (3) 37 8 (3) 34 10 (3) 9½ 25 9 (1) 24 2 (1) 22 5 (2) 24 4 (2) 22 10 (2) 21 2 (2) 22 7 (2) 21 2 (3) 19 8 (3) 11 7 8 30 9 (1) 28 11 (2) 26 9 (2) 29 0 (2) 27 3 (2) 25 3 (3) 26 11 (3) 25 4 (3) 23 5 (3) 14 35 0 (2) 32 10 (2) 30 5 (2) 33 0 (2) 31 0 (3) 28 9 (3) 30 7 (3) 28 9 (3) 26 8 (3) 16 38 9 (2) 36 5 (2) 33 9 (2) 36 7 (3) 34 5 (3) 31 10 (3) 33 11 (3) 31 11 (3) 29 7 (3) 18 42 5 (2) 39 11 (2) 36 11 (2) 40 0 (3) 37 7 (3) 34 10 (3) 37 2 (3) 34 11 (3) 32 4 (3) 20 46 0 (2) 43 3 (2) 40 1 (2) 43 4 (3) 40 9 (3) 37 9 (3) 40 3 (3) 37 10 (3) 35 1 (3) 22 49 5 (2) 46 6 (2) 43 1 (3) 46 7 (3) 43 10 (3) 40 7 (3) 43 3 (3) 40 8 (3) 37 8 (3) 24 52 10 (2) 49 8 (2) 46 0 (3) 49 10 (3) 46 10 (3) 43 5 (3) 46 3 (3) 43 5 (3) 40 3 (3) 9½ 29 6 (1) 27 8 (2) 25 8 (2) 27 10 (2) 26 2 (2) 24 2 (3) 25 10 (3) 24 3 (3) 22 6 (3) 11 7 8 35 2 (2) 33 0 (2) 30 7 (2) 33 2 (2) 31 2 (3) 28 10 (3) 30 9 (3) 28 11 (3) 26 10 (3) 14 39 11 (2) 37 6 (2) 34 9 (2) 37 8 (3) 35 5 (3) 32 9 (3) 34 11 (3) 32 10 (3) 30 5 (3) 16 44 2 (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) 18 48 4 (2) 45 5 (2) 42 1 (2) 45 7 (3) 42 10 (3) 39 8 (3) 42 4 (3) 39 9 (3) 36 10 (3) 20 52 3 (2) 49 2 (2) 45 6 (3) 49 4 (3) 46 4 (3) 42 11 (3) 45 9 (3) 43 0 (3) 39 11 (3) 22 56 2 (2) 52 9 (2) 48 11 (3) 53 0 (3) 49 9 (3) 46 1 (3) 49 2 (3) 46 2 (3) 42 10 (3) 24 59 11 (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 12. 2. 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 capacity @ 125%), or joist hanger (2) Beveled plate and four nails (410 lbs. lateral capacity @ 125%), or (3) (3) Gussets at high support (1620 lbs. lateral capacity @ 125%), birdsmouth cut at low support, or (4) (4) Strap (1640 lbs. lateral capacity @ 125%) or pair of twist straps (950 lbs. lateral capacity each @ 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

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 12 16 o.c. 19.2 o.c. 24 o.c. 16 o.c. 19.2 o.c. 24 o.c. 16 o.c. 19.2 o.c. 24 o.c. 9½ 20 0 (1) 18 10 (1) 17 5 (1) 18 10 (2) 17 8 (2) 16 4 (2) 17 4 (2) 16 4 (2) 15 1 (3) 11 7 8 24 2 (1) 22 8 (2) 21 0 (2) 22 8 (2) 21 4 (2) 19 9 (3) 20 11 (3) 19 8 (3) 18 3 (3) 14 27 6 (2) 25 10 (2) 23 1 (2) 25 10 (2) 24 3 (3) 22 5 (3) 23 10 (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) 17 11 (3) 16 7 (3) 11 7 8 26 5 (1) 24 9 (2) 22 11 (2) 24 9 (2) 23 3 (2) 21 7 (3) 22 10 (3) 21 6 (3) 19 11 (3) 14 30 1 (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) 16 33 5 (2) 31 4 (2) 28 6 (2) 31 4 (3) 29 6 (3) 27 3 (3) 28 11 (3) 27 2 (3) 25 2 (3) 9½ 23 4 (1) 21 11 (1) 20 4 (2) 21 11 (2) 20 7 (2) 19 1 (2) 20 3 (2) 19 0 (3) 17 7 (3) 11 7 8 28 0 (2) 26 4 (2) 24 4 (2) 26 4 (2) 24 9 (3) 22 11 (3) 24 4 (3) 22 10 (3) 21 2 (3) 14 31 11 (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) 16 35 6 (2) 33 4 (2) 30 8 (2) 33 4 (3) 31 4 (3) 29 0 (3) 30 9 (3) 28 11 (3) 26 9 (3) 11 7 8 29 0 (2) 27 3 (2) 25 3 (2) 27 3 (2) 25 7 (3) 23 8 (3) 25 2 (3) 23 8 (3) 21 11 (3) 14 33 0 (2) 31 0 (2) 28 8 (2) 31 0 (3) 29 1 (3) 26 11 (3) 28 7 (3) 26 11 (3) 24 11 (3) 16 36 6 (2) 34 4 (2) 31 9 (2) 34 4 (3) 32 3 (3) 29 10 (3) 31 8 (3) 29 9 (3) 27 7 (3) 18 40 0 (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) 20 43 4 (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) 22 11 (2) 21 3 (2) 22 11 (2) 21 6 (2) 19 11 (3) 21 2 (3) 19 10 (3) 18 5 (3) 11 7 8 29 2 (2) 27 4 (2) 25 4 (2) 27 4 (2) 25 8 (3) 23 10 (3) 25 3 (3) 23 9 (3) 22 0 (3) 14 33 2 (2) 31 2 (2) 28 10 (2) 31 1 (3) 29 3 (3) 27 1 (3) 28 9 (3) 27 0 (3) 25 0 (3) 16 36 9 (2) 34 6 (2) 32 0 (2) 34 6 (3) 32 5 (3) 30 0 (3) 31 10 (3) 29 11 (3) 27 9 (3) 18 40 2 (2) 37 9 (2) 35 0 (2) 37 9 (3) 35 6 (3) 32 10 (3) 34 10 (3) 32 9 (3) 30 4 (3) 20 43 7 (2) 40 11 (2) 37 11 (3) 40 11 (3) 38 5 (3) 35 7 (3) 37 9 (3) 35 6 (3) 32 11 (3) 22 46 10 (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) 24 50 0 (2) 47 0 (3) 43 5 (3) 47 0 (3) 44 2 (3) 40 11 (3) 43 4 (3) 40 9 (3) 37 9 (3) 9½ 27 11 (2) 26 3 (2) 24 3 (2) 26 3 (2) 24 8 (3) 22 10 (3) 24 3 (3) 22 9 (3) 21 1 (3) 11 7 8 33 3 (2) 31 3 (2) 28 11 (2) 31 3 (3) 29 4 (3) 27 2 (3) 28 10 (3) 27 1 (3) 25 1 (3) 14 37 10 (2) 35 6 (2) 32 11 (2) 35 6 (3) 33 4 (3) 30 11 (3) 32 9 (3) 30 10 (3) 28 6 (3) 16 41 10 (2) 39 4 (2) 36 5 (3) 39 4 (3) 36 11 (3) 34 3 (3) 36 4 (3) 34 1 (3) 31 7 (3) 18 45 9 (2) 43 0 (2) 39 10 (3) 43 0 (3) 40 5 (3) 37 5 (3) 39 8 (3) 37 3 (3) 34 7 (3) 20 49 6 (2) 46 6 (3) 43 1 (3) 46 6 (3) 43 9 (3) 40 6 (3) 42 11 (3) 40 4 (3) 37 5 (3) 22 53 2 (2) 50 0 (3) 46 3 (3) 49 11 (3) 46 11 (3) 43 6 (3) 46 1 (3) 43 4 (3) 40 2 (3) 24 56 9 (3) 53 4 (3) 49 5 (3) 53 4 (3) 50 1 (3) 46 5 (3) 49 2 (3) 46 3 (3) 42 10 (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

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 12 16 o.c. 19.2 o.c. 24 o.c. 16 o.c. 19.2 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) 11 7 8 26 1 (1) 24 6 (1) 22 8 (1) 28 4 (1) 25 10 (1) 23 1 (1) 14 29 8 (1) 27 11 (1) 25 3 (1) 30 11 (1) 28 2 (1) 25 2 (1) 9½ 23 9 (1) 22 4 (1) 20 8 (1) 26 7 (1) 24 11 (1) 23 1 (1) 11 7 8 28 6 (1) 26 9 (1) 24 9 (1) 31 10 (1) 29 8 (1) 26 6 (1) 14 32 5 (1) 30 5 (1) 28 2 (1) 35 7 (1) 32 5 (1) 29 0 (1) 16 36 0 (1) 33 10 (1) 31 1 (1) 38 1 (1) 34 9 (1) 31 0 (1) 9½ 25 3 (1) 23 8 (1) 21 11 (1) 28 2 (1) 26 5 (1) 24 6 (1) 11 7 8 30 3 (1) 28 5 (1) 26 4 (1) 33 10 (1) 31 8 (1) 28 4 (1) 14 34 6 (1) 32 4 (1) 30 0 (1) 38 1 (1) 34 9 (1) 31 1 (1) 16 38 3 (1) 36 0 (1) 33 4 (1) 41 1 (1) 37 5 (1) 33 6 (2) 11 7 8 31 4 (1) 29 5 (1) 27 3 (1) 35 0 (1) 32 10 (1) 30 5 (1) 14 35 7 (1) 33 5 (1) 30 11 (1) 39 10 (1) 37 4 (1) 34 7 (2) 16 39 5 (1) 37 0 (1) 34 4 (1) 44 1 (1) 41 5 (2) 38 4 (2) 18 43 2 (1) 40 6 (1) 37 6 (1) 48 3 (1) 45 4 (2) 40 8 (2) 20 46 9 (1) 43 11 (1) 40 8 (1) 52 3 (2) 48 8 (2) 40 8 (2) 9½ 26 4 (1) 24 9 (1) 22 11 (1) 29 5 (1) 27 8 (1) 25 7 (1) 11 7 8 31 5 (1) 29 6 (1) 27 4 (1) 35 2 (1) 33 0 (1) 30 7 (1) 14 35 9 (1) 33 7 (1) 31 1 (1) 40 0 (1) 37 7 (1) 34 9 (2) 16 39 8 (1) 37 3 (1) 34 6 (1) 44 4 (1) 41 8 (2) 38 7 (2) 18 43 4 (1) 40 9 (1) 37 9 (1) 48 7 (1) 45 7 (2) 41 1 (2) 20 47 0 (1) 44 2 (1) 40 11 (1) 52 7 (2) 48 5 (2) 43 4 (2) 22 50 6 (1) 47 6 (1) 44 0 (1) 55 8 (2) 50 9 (2) 45 5 (2) 24 54 0 (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) 11 7 8 35 11 (1) 33 9 (1) 31 3 (1) 40 2 (1) 37 9 (1) 34 11 (2) 14 40 9 (1) 38 4 (1) 35 6 (1) 45 8 (1) 42 10 (2) 39 8 (2) 16 45 2 (1) 42 5 (1) 39 3 (1) 50 6 (2) 47 5 (2) 43 11 (2) 18 49 4 (1) 46 5 (1) 43 0 (1) 55 3 (2) 51 11 (2) 48 0 (2) 20 53 5 (1) 50 2 (1) 46 6 (1) 59 10 (2) 56 2 (2) 52 0 (2) 22 57 4 (1) 53 11 (1) 49 11 (1) 64 3 (2) 60 4 (2) 55 10 (2) 24 61 3 (1) 57 6 (1) 53 3 (1) 68 6 (2) 64 4 (2) 58 10 (2) Notes: 1. Table values apply to uniformly loaded roof joists that are sloped at least ¼ in 12. 2. 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 capacity @ 125%), or joist hangers at end supports (2) Beveled plate and four nails (410 lbs. lateral capacity @ 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

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 12 16 o.c. 19.2 o.c. 24 o.c. 16 o.c. 19.2 o.c. 24 o.c. PWI 20 PWI 45 PWI 60 PWI 70 PWI 77 PWI 90 9½ 20 6 (1) 19 3 (1) 17 10 (1) 22 11 (1) 20 11 (1) 18 8 (1) 11 7 8 24 9 (1) 23 3 (1) 21 5 (1) 26 2 (1) 23 10 (1) 21 4 (1) 14 28 2 (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) 11 7 8 27 0 (1) 25 4 (1) 23 6 (1) 30 1 (1) 27 6 (1) 24 7 (1) 14 30 9 (1) 28 11 (1) 26 9 (1) 32 11 (1) 30 0 (1) 26 10 (1) 16 34 2 (1) 32 1 (1) 28 9 (1) 35 3 (1) 32 1 (1) 28 8 (2) 9½ 23 11 (1) 22 5 (1) 20 9 (1) 26 9 (1) 25 1 (1) 23 0 (1) 11 7 8 28 8 (1) 26 11 (1) 24 11 (1) 32 1 (1) 29 4 (1) 26 2 (1) 14 32 8 (1) 30 8 (1) 28 5 (1) 35 3 (1) 32 2 (1) 28 9 (2) 16 36 4 (1) 34 1 (1) 31 0 (1) 38 0 (1) 34 8 (1) 31 0 (2) 11 7 8 29 8 (1) 27 11 (1) 25 10 (1) 33 2 (1) 31 2 (1) 28 10 (2) 14 33 9 (1) 31 8 (1) 29 4 (1) 37 9 (1) 35 5 (2) 32 9 (2) 16 37 5 (1) 35 1 (1) 32 6 (1) 41 10 (1) 39 3 (2) 34 10 (2) 18 40 11 (1) 38 5 (1) 35 7 (1) 45 9 (2) 42 9 (2) 34 10 (2) 20 44 4 (1) 41 8 (1) 38 7 (1) 49 4 (2) 43 7 (2) 34 10 (2) 9½ 25 0 (1) 23 5 (1) 21 8 (1) 27 11 (1) 26 2 (1) 24 3 (1) 11 7 8 29 10 (1) 28 0 (1) 25 11 (1) 33 4 (1) 31 4 (1) 29 0 (2) 14 33 11 (1) 31 10 (1) 29 6 (1) 37 11 (1) 35 7 (2) 33 0 (2) 16 37 7 (1) 35 4 (1) 32 9 (1) 42 1 (2) 39 6 (2) 35 10 (2) 18 41 2 (1) 38 8 (1) 35 10 (1) 46 0 (2) 42 6 (2) 38 0 (2) 20 44 7 (1) 41 11 (1) 38 10 (1) 49 1 (2) 44 10 (2) 38 2 (2) 22 47 11 (1) 45 0 (1) 41 9 (1) 51 6 (2) 47 0 (2) 42 0 (2) 24 51 2 (1) 48 1 (1) 43 11 (1) 53 9 (2) 49 0 (2) 43 10 (2) 9½ 28 7 (1) 26 10 (1) 24 10 (1) 31 11 (1) 30 0 (1) 27 9 (1) 11 7 8 34 1 (1) 32 0 (1) 29 7 (1) 38 1 (1) 35 9 (2) 33 1 (2) 14 38 8 (1) 36 4 (1) 33 8 (1) 43 3 (2) 40 7 (2) 37 7 (2) 16 42 10 (1) 40 3 (1) 37 3 (1) 47 11 (2) 45 0 (2) 41 8 (2) 18 46 10 (1) 44 0 (1) 40 9 (1) 52 5 (2) 49 2 (2) 45 6 (2) 20 50 8 (1) 47 7 (1) 44 1 (1) 56 8 (2) 53 3 (2) 47 7 (2) 22 54 5 (1) 51 2 (1) 47 4 (1) 60 11 (2) 57 2 (2) 52 2 (2) 24 58 1 (1) 54 7 (1) 50 6 (1) 65 0 (2) 60 10 (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

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/240 100% 115% 125% L/240 100% 115% 125% L/240 100% 115% 125% 6-301 346 376-301 346 376-301 346 376 7-258 297 322-258 297 322-258 297 322 8-226 259 282-226 259 282-226 259 282 9-201 231 251-201 231 251-201 231 251 10-181 208 226-181 208 226-181 208 226 11-164 189 205-164 189 205-164 189 205 12 164 138 159 173-150 173 188-150 173 188 13 131 118 135 147-139 160 174-139 160 174 14 106 101 117 127-129 148 161-129 148 161 15 87 88 102 110-115 132 143-120 138 150 16 72 78 89 96 123 101 116 126-113 130 141 17 61 69 79 81 104 89 103 111-106 122 133 18 51 61 68 68 88 80 91 99-95 109 118 19 44 55 58 58 75 71 82 89-85 98 106 20 65 64 74 81 95 77 88 96 21 56 58 67 73 82 70 80 87 22 49 53 61 66 72 63 73 79 23 43 49 56 58 63 58 67 73 24 56 53 61 67 25 50 49 56 61 26 44 45 52 57 27 40 42 48 53 28 36 39 45 47 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 1. 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 20 30 40 50 60 70 80 90 100 12 1 20 30 40 50 60 70 80 90 100 16 1.33 27 40 53 67 80 93 106 120 133 19.2 1.6 32 48 64 80 96 112 128 144 160 24 2 40 60 80 100 120 140 160 180 200 2. 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/180. 3. 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 12 10 in 12 11 in 12 12 in 12 Factor 1.01 1.02 1.03 1.04 1.05 1.07 1.10 1.14 1.19 1.23 1.28 1.34 1.39 4. 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 2 + 144 X 2 + 144 where X = roof slope in 12, L = span [ft] and W = S LL+ DL X 2 + 144, where S = joist spacing [ft], LL = live load [psf] and DL = dead load [psf] 12 7. Web stiffeners are required at all supports for 22 and 24 joists. See Web Stiffener Requirements on page 34 for more details. 24

ROOF LOADS SIMPLE-SPAN JOIST ALLOWABLE ROOF LOAD (PLF) PWI 45 Joist 9½ 11 Span 8 14 16 (ft) Live Total Live Total Live Total Live Total L/240 100% 115% 125% L/240 100% 115% 125% L/240 100% 115% 125% L/240 100% 115% 125% 6-322 371 403-322 371 403-322 371 403-322 371 403 7-276 318 345-276 318 345-276 318 345-276 318 345 8-242 278 302-242 278 302-242 278 302-242 278 302 9-215 247 269-215 247 269-215 247 269-215 247 269 10-193 222 242-193 222 242-193 222 242-193 222 242 11-176 202 220-176 202 220-176 202 220-176 202 220 12-161 185 201-161 185 201-161 185 201-161 185 201 13 170 149 171 186-149 171 186-149 171 186-149 171 186 14 138 135 155 168-138 159 173-138 159 173-138 159 173 15 113 117 135 147-129 148 161-129 148 161-129 148 161 16 94 103 119 126-121 139 151-121 139 151-121 139 151 17 79 91 105 106 133 114 131 142-114 131 142-114 131 142 18 67 81 90 90 113 105 121 131-107 124 134-107 124 134 19 58 73 77 77 97 94 108 118-102 117 127-102 117 127 20 83 85 98 106 121 97 111 121-97 111 121 21 72 77 89 97 105 92 106 115-92 106 115 22 63 70 81 85 92 84 96 105-88 101 110 23 56 64 74 74 81 77 88 96-84 97 105 24 72 70 81 88 97 81 93 101 25 64 65 75 81 86 74 85 93 26 57 60 69 75 77 69 79 86 27 51 56 64 68 69 64 73 80 28 46 52 59 61 62 59 68 74 29 56 55 63 69 30 51 52 59 64 31 46 48 56 60 32 42 45 52 56 See notes on page 24 UP-THE-SLOPE SPANS & CUTTING LENGTHS FOR SLOPED ROOFS Joist Depth (inches) Slope Factor 9½ 11 7 8 14 16 Depth Correction (feet) 1 in 12 1.00 0.07 0.08 0.10 0.11 2 in 12 1.01 0.13 0.16 0.19 0.22 2.5 in 12 1.02 0.16 0.21 0.24 0.28 3 in 12 1.03 0.20 0.25 0.29 0.33 3.5 in 12 1.04 0.23 0.29 0.34 0.39 4 in 12 1.05 0.26 0.33 0.39 0.44 4.5 in 12 1.07 0.30 0.37 0.44 0.50 5 in 12 1.08 0.33 0.41 0.49 0.56 6 in 12 1.12 0.40 0.49 0.58 0.67 7 in 12 1.16 0.46 0.58 0.68 0.78 8 in 12 1.20 0.53 0.66 0.78 0.89 9 in 12 1.25 0.59 0.74 0.88 1.00 10 in 12 1.30 0.66 0.82 0.97 1.11 11 in 12 1.36 0.73 0.91 1.07 1.22 12 in 12 1.41 0.79 0.99 1.17 1.33 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

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 8 14 16 (ft) Live Total Live Total Live Total Live Total L/240 100% 115% 125% L/240 100% 115% 125% L/240 100% 115% 125% L/240 100% 115% 125% 6-355 408 444-355 408 444-355 408 444-355 408 444 7-304 350 380-304 350 380-304 350 380-304 350 380 8-266 306 333-266 306 333-266 306 333-266 306 333 9-237 272 296-237 272 296-237 272 296-237 272 296 10-213 245 266-213 245 266-213 245 266-213 245 266 11-194 223 242-194 223 242-194 223 242-194 223 242 12-178 204 222-178 204 222-178 204 222-178 204 222 13 199 164 188 205-164 188 205-164 188 205-164 188 205 14 162 152 175 190-152 175 190-152 175 190-152 175 190 15 134 133 152 166-142 163 178-142 163 178-142 163 178 16 111 117 134 146-133 153 166-133 153 166-133 153 166 17 94 103 119 125 156 125 144 157-125 144 157-125 144 157 18 80 92 106 106 133 118 136 148-118 136 148-118 136 148 19 68 83 91 91 114 107 123 134-112 129 140-112 129 140 20 99 97 111 121-107 123 133-107 123 133 21 86 88 101 110 125 101 117 127-101 117 127 22 75 80 92 100 109 96 111 120-97 111 121 23 66 73 84 88 96 88 101 110-93 107 116 24 85 81 93 101-89 102 111 25 76 74 86 93 102 85 98 107 26 68 69 79 86 92 80 92 100 27 61 64 73 80 82 74 85 92 28 55 59 68 73 74 69 79 86 29 67 64 74 80 30 61 60 69 75 31 55 56 65 70 32 50 53 61 66 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 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

ROOF LOADS SIMPLE-SPAN JOIST ALLOWABLE ROOF LOAD (PLF) PWI 70 Joist 11 Span 8 14 16 18 20 (ft) Live Total Live Total Live Total Live Total Live Total L/240 100% 115% 125% L/240 100% 115% 125% L/240 100% 115% 125% L/240 100% 115% 125% L/240 100% 115% 125% 6-381 439 477-381 439 477-381 439 477-381 439 477-381 439 477 7-327 376 409-327 376 409-327 376 409-327 376 409-327 376 409 8-286 329 358-286 329 358-286 329 358-286 329 358-286 329 358 9-254 292 318-254 292 318-254 292 318-254 292 318-254 292 318 10-229 263 286-229 263 286-229 263 286-229 263 286-229 263 286 11-208 239 260-208 239 260-208 239 260-208 239 260-208 239 260 12-191 219 238-191 219 238-191 219 238-191 219 238-191 219 238 13-176 202 220-176 202 220-176 202 220-176 202 220-176 202 220 14-163 188 204-163 188 204-163 188 204-163 188 204-163 188 204 15-153 175 191-153 175 191-153 175 191-153 175 191-153 175 191 16-143 164 179-143 164 179-143 164 179-143 164 179-143 164 179 17-135 155 168-135 155 168-135 155 168-135 155 168-135 155 168 18 146 127 146 159-127 146 159-127 146 159-127 146 159-127 146 159 19 126 120 139 151-120 139 151-120 139 151-120 139 151-120 139 151 20 109 114 132 143-114 132 143-114 132 143-114 132 143-114 132 143 21 95 109 125 126-109 125 136-109 125 136-109 125 136-109 125 136 22 83 104 111 111 119 104 120 130-104 120 130-104 120 130-104 120 130 23 73 97 97 97 105 99 114 124-99 114 124-99 114 124-99 114 124 24 93 95 110 119-95 110 119-95 110 119-95 110 119 25 83 92 105 111 111 92 105 114-92 105 114-92 105 114 26 74 88 99 99 99 88 101 110-88 101 110-88 101 110 27 67 85 89 89 89 85 97 106-85 97 106-85 97 106 28 60 80 80 80 80 82 94 102-82 94 102-82 94 102 29 73 79 91 97 94 79 91 99-79 91 99 30 66 76 88 88 85 76 88 95-76 88 95 31 60 74 80 80 78 74 85 92-74 85 92 32 55 71 73 73 71 72 82 89-72 82 89 33 65 69 80 87 82 69 80 87 34 60 67 77 79 75 67 77 84 35 55 65 73 73 69 65 75 82 36 50 63 67 67 64 64 73 79 37 59 62 71 77 38 54 60 69 72 39 50 59 67 67 40 47 57 62 62 41 42 43 44 45 46 47 48 See notes on page 26 P W I J O I S T R O O F L O A D S 27 V1

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 8 14 16 18 20 22 24 (ft) Live Total Live Total Live Total Live Total Live Total Live Total Live Total Live Total L/240 100% 115% 125% L/240 100% 115% 125% L/240 100% 115% 125% L/240 100% 115% 125% L/240 100% 115% 125% L/240 100% 115% 125% L/240 100% 115% 125% L/240 100% 115% 125% 6-423 486 528-423 486 528-423 486 528-423 486 528-423 486 528-423 486 528-640 640 640-640 640 640 7-362 416 453-362 416 453-362 416 453-362 416 453-362 416 453-362 416 453-548 548 548-548 548 548 8-317 364 396-317 364 396-317 364 396-317 364 396-317 364 396-317 364 396-480 480 480-480 480 480 9-282 324 352-282 324 352-282 324 352-282 324 352-282 324 352-282 324 352-427 427 427-427 427 427 10-254 292 317-254 292 317-254 292 317-254 292 317-254 292 317-254 292 317-384 384 384-384 384 384 11-230 265 288-230 265 288-230 265 288-230 265 288-230 265 288-230 265 288-349 349 349-349 349 349 12-211 243 264-211 243 264-211 243 264-211 243 264-211 243 264-211 243 264-320 320 320-320 320 320 13 227 195 224 244-195 224 244-195 224 244-195 224 244-195 224 244-195 224 244-295 295 295-295 295 295 14 185 181 208 226-181 208 226-181 208 226-181 208 226-181 208 226-181 208 226-274 274 274-274 274 274 15 152 169 194 203-169 194 211-169 194 211-169 194 211-169 194 211-169 194 211-256 256 256-256 256 256 16 127 158 169 169-158 182 198-158 182 198-158 182 198-158 182 198-158 182 198-240 240 240-240 240 240 17 107 141 142 142 176 149 171 186-149 171 186-149 171 186-149 171 186-149 171 186-226 226 226-226 226 226 18 91 121 121 121 150 141 162 176-141 162 176-141 162 176-141 162 176-141 162 176-213 213 213-213 213 213 19 77 103 103 103 129 133 153 167-133 153 167-133 153 167-133 153 167-133 153 167-202 202 202-202 202 202 20 111 127 146 148-127 146 158-127 146 158-127 146 158-127 146 158-192 192 192-192 192 192 21 97 119 129 129 139 121 139 151-121 139 151-121 139 151-121 139 151-183 183 183-183 183 183 22 84 109 113 113 122 115 133 144-115 133 144-115 133 144-115 133 144-175 175 175-175 175 175 23 74 99 99 99 108 110 127 138-110 127 138-110 127 138-110 127 138-167 167 167-167 167 167 24 95 106 121 127 128 106 121 132-106 121 132-106 121 132-160 160 160-160 160 160 25 85 101 113 113 114 101 117 127-101 117 127-101 117 127-154 154 154-154 154 154 26 76 93 101 101 102 98 112 122-98 112 122-98 112 122-146 148 148-148 148 148 27 68 86 90 90 91 94 108 117-94 108 117-94 108 117-136 142 142-142 142 142 28 61 80 81 81 82 91 104 109 106 91 104 113-91 104 113-126 137 137-137 137 137 29 74 86 98 99 96 87 101 109-87 101 109-117 132 132-128 132 132 30 67 80 90 90 87 85 97 106-85 97 106-110 126 128-120 128 128 31 61 75 81 81 79 82 94 102 100 82 94 102 123 103 118 124-112 124 124 32 56 70 74 74 72 79 91 96 91 79 91 99 112 96 111 120-105 120 120 33 66 74 86 88 83 77 88 96 103 91 104 113-99 114 116 34 61 70 81 81 77 75 86 93 94 85 98 107-93 107 113 35 56 66 74 74 70 72 83 91 87 81 93 101 105 88 101 110 36 51 63 68 68 65 69 80 86 80 76 88 95 97 83 95 104 37 60 66 76 80 74 72 83 90 89 79 90 98 38 55 62 72 74 68 68 79 86 83 74 86 93 39 51 59 68 68 63 65 75 81 77 71 81 88 40 48 56 64 64 59 62 71 77 71 67 77 84 41 55 59 68 73 66 64 74 80 42 51 56 64 68 62 61 70 76 43 48 53 61 64 58 58 67 73 44 45 51 59 59 54 56 64 69 45 51 53 61 66 46 47 51 58 63 47 45 49 56 59 48 42 47 54 56 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

ROOF LOADS SIMPLE-SPAN JOIST ALLOWABLE ROOF LOAD (PLF) PWI 90 Joist 9½ 11 Span 8 14 16 18 20 22 24 (ft) Live Total Live Total Live Total Live Total Live Total Live Total Live Total Live Total L/240 100% 115% 125% L/240 100% 115% 125% L/240 100% 115% 125% L/240 100% 115% 125% L/240 100% 115% 125% L/240 100% 115% 125% L/240 100% 115% 125% L/240 100% 115% 125% 6-460 529 575-460 529 575-460 529 575-460 529 575-460 529 575-460 529 575-789 907 986-789 907 986 7-395 454 493-395 454 493-395 454 493-395 454 493-395 454 493-395 454 493-676 778 845-676 778 845 8-345 397 432-345 397 432-345 397 432-345 397 432-345 397 432-345 397 432-592 681 740-592 681 740 9-307 353 384-307 353 384-307 353 384-307 353 384-307 353 384-307 353 384-526 605 658-526 605 658 10-276 318 345-276 318 345-276 318 345-276 318 345-276 318 345-276 318 345-473 544 592-473 544 592 11-251 289 314-251 289 314-251 289 314-251 289 314-251 289 314-251 289 314-430 495 538-430 495 538 12-230 265 288-230 265 288-230 265 288-230 265 288-230 265 288-230 265 288-395 454 493-395 454 493 13-212 244 266-212 244 266-212 244 266-212 244 266-212 244 266-212 244 266-364 419 455-364 419 455 14-197 227 247-197 227 247-197 227 247-197 227 247-197 227 247-197 227 247-338 389 423-338 389 423 15 219 184 212 230-184 212 230-184 212 230-184 212 230-184 212 230-184 212 230-316 363 395-316 363 395 16 183 173 199 216-173 199 216-173 199 216-173 199 216-173 199 216-173 199 216-296 340 370-296 340 370 17 155 162 187 203-162 187 203-162 187 203-162 187 203-162 187 203-162 187 203-279 320 348-279 320 348 18 132 153 176 176-153 176 192-153 176 192-153 176 192-153 176 192-153 176 192-263 302 329-263 302 329 19 113 145 151 151-145 167 182-145 167 182-145 167 182-145 167 182-145 167 182-249 287 311-249 287 311 20 161 138 159 173-138 159 173-138 159 173-138 159 173-138 159 173-237 272 296-237 272 296 21 140 132 151 164-132 151 164-132 151 164-132 151 164-132 151 164-225 259 282-225 259 282 22 123 126 144 157-126 144 157-126 144 157-126 144 157-126 144 157-215 247 269-215 247 269 23 108 120 138 144-120 138 150-120 138 150-120 138 150-120 138 150-206 237 257-206 237 257 24 138 115 132 144-115 132 144-115 132 144-115 132 144-197 227 247-197 227 247 25 123 110 127 138-110 127 138-110 127 138-110 127 138-189 218 237-189 218 237 26 110 106 122 133-106 122 133-106 122 133-106 122 133-182 209 228-182 209 228 27 98 102 118 128-102 118 128-102 118 128-102 118 128-175 202 219-175 202 219 28 89 99 113 118 119 99 113 123-99 113 123-99 113 123-169 194 211-169 194 211 29 107 95 110 119-95 110 119-95 110 119-163 188 204-163 188 204 30 97 92 106 115-92 106 115-92 106 115 192 158 181 197-158 181 197 31 89 89 102 111-89 102 111-89 102 111 175 153 176 191-153 176 191 32 81 86 99 108 105 86 99 108-86 99 108 160 148 170 185-148 170 185 33 96 84 96 105-84 96 105 147 139 160 174 177 143 165 179 34 88 81 93 102-81 93 102 135 131 151 164 162 139 160 174 35 81 79 91 99-79 91 99 124 124 143 155 150 135 155 169 36 75 77 88 96 94 77 88 96 115 117 135 146 138 128 147 159 37 86 75 86 93 106 111 128 139 128 121 139 151 38 80 73 84 91 98 105 121 131 118 115 132 143 39 74 71 81 89 91 100 115 122 110 109 125 136 40 69 69 79 86 85 95 109 113 102 103 119 129 41 79 90 104 105 95 98 113 123 42 74 86 98 98 89 94 108 117 43 69 82 92 92 83 89 103 111 44 64 78 86 86 78 85 98 104 45 73 82 94 97 46 68 78 90 91 47 64 75 86 86 48 60 72 80 80 See notes on page 28 P W I J O I S T R O O F L O A D S 29 V1

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 0.131 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 34. 7. 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 12. 10. 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.

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 0.148 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

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 8 4 750 lb 12 6 1000 lb 16 8 1250 lb 20 10 1500 lb 24 12 1750 lb 28 14 2000 lb 32 16 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. 1 1 8 or 1¼ ½ or 5 8 1¾ 3 min. 1½ ¾ 2 1 16 3 min. 1¾ 7 8 2 5 16 3¼ min. 2 1 2½ 3½ min. 2 or 2¼ 1 or 1 1 8 3½ 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. 0.131 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 3 1 8 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.

FRAMING CONNECTORS FACE MOUNT HANGERS SINGLE I-JOIST DOUBLE I-JOIST Width Depth Hanger Load 2 (100 % ) Width Depth Hanger Load 2 (100 % ) 9½ U210 1 1215 9½ MIU3.12/9 2305 1½ 11⅞ U210 1 1215 3 11 7 8 MIU3.12/11 2880 14 U210 1 1215 14 MIU3.12/11 1 2880 9½ IUS1.81/9.5 950 9½ MIU3.56/9 2305 1¾ 11⅞ 14 IUS1.81/11.88 IUS1.81/14 1185 1420 3½ 11 7 8 14 MIU3.56/11 MIU3.56/14 2880 3170 16 IUS1.81/16 1660 16 MIU3.56/16 3455 9½ IUS2.06/9.5 950 9½ MIU4.28/9 2305 2 1 16 11⅞ 14 IUS2.06/11.88 IUS2.06/14 1185 1420 4 1 8 11 7 8 14 MIU4.28/11 MIU4.28/14 2880 3170 16 IUS2.06/16 1660 16 MIU4.28/16 3455 9½ IUS2.37/9.5 950 9½ MIU4.75/9 2305 11⅞ IUS2.37/11.88 1185 11 7 8 MIU4.75/11 2880 14 IUS2.37/14 1420 14 MIU4.75/14 3170 2 5 16 16 18 IUS2.37/16 MIU2.37/18 1660 3745 4 5 8 16 18 MIU4.75/16 MIU4.75/18 3455 3745 20 MIU2.37/20 4030 20 MIU4.75/20 4030 22 MIU2.37/20 1 4030 22 MIU4.75/20 1 4030 24 MIU2.37/20 1 4030 24 MIU4.75/20 1 4030 9½ IUS3.56/9.5 1185 9½ HU410-2 1 2680 11⅞ IUS3.56/11.88 1420 11 7 8 HU412-2 1 3275 14 IUS3.56/14 1420 14 HU414-2 1 3870 3½ 16 18 IUS3.56/16 MIU3.56/18 1 1660 3745 7 16 18 HU414-2 1 HU414-2 1 3870 3870 20 MIU3.56/20 1 4030 20 22 MIU3.56/20 1 4030 22 See Simpson Catalog* 24 MIU3.56/20 1 4030 24 1. 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 ITS1.56/9.5 1520 9½ LBV3.12/9.5 2590 1½ 11⅞ ITS1.56/11.88 1520 3 11⅞ LBV3.12/11.88 2590 14 LBV1.56/14 2590 14 LBV3.12/14 2590 9½ ITS1.81/9.5 1520 9½ MIT49.5 2305 1¾ 11⅞ 14 ITS1.81/11.88 ITS1.81/14 1520 1520 3½ 11⅞ 14 MIT411.88 MIT414 2305 2305 16 ITS1.81/16 1520 16 MIT416 2305 9½ ITS2.06/9.5 1520 9½ MIT4.28/9.5 2305 2 1 16 11⅞ 14 ITS2.06/11.88 ITS2.06/14 1520 1520 4 1 8 11⅞ 14 MIT4.28/11.88 MIT4.28/14 2305 2305 16 ITS2.06/16 1520 16 LBV4.28/16 2590 9½ ITS2.37/9.5 1520 9½ MIT359.5-2 2305 11⅞ ITS2.37/11.88 1520 11⅞ MIT3511.88-2 2305 14 ITS2.37/14 1520 14 MIT3514-2 2305 2 5 16 16 18 ITS2.37/16 MIT3518 1520 2305 4 5 8 16 18 MIT4.75/16 LBV4.75/18 2305 2590 20 MIT3520 2305 20 LBV4.75/20 2590 22 LBV2.37X 2590 22 B4.75X 3800 24 LBV2.37X 2590 24 B4.75X 3800 9½ ITS3.56/9.5 1520 9½ B7.12/9.5 3800 11⅞ ITS3.56/11.88 1520 11⅞ B7.12/11.88 3800 14 ITS3.56/14 1520 14 B7.12/14 3800 3½ 16 18 ITS3.56/16 MIT418 1 1520 2305 7 16 18 B7.12/16 HB7.12/18 3800 5650 20 MIT420 1 2305 20 HB7.12/20 5650 22 HIT422 2550 22 HB7.12/22 5650 24 HIT424 2550 24 HB7.12/24 5650 1. 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 THAI222 1715 3 9½ 14 THAI-2 2020 1¾ 9½ 14 THAI1.81/22 1715 3½ 9½ 14 THAI422 1715 2 1 16 9½ 14 THAI2.1 1715 4 1 8 9½ 14 THAI-2 2020 2 5 16 9½ 14 THAI3522 1715 4 5 8 9½ 14 THAI-2 2020 3½ 9½ 14 THAI422 1715 7 9½ 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 VPA2 1050 1¾ ALL VPA25 1050 2 1 16 ALL VPA2.1 1230 2 5 16 ALL VPA35 1230 3½ ALL VPA4 1230 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/L210 1 1440 9½ SUR/L210-2 1 2015 1½ 11 7 8 SUR/L210 1 1440 3 11 7 8 SUR/L210-2 1 2015 14 SUR/L214 1730 14 SUR/L214-2 1 2500 9½ SUR/L1.81/9 1730 9½ SUR/L410 1 2015 1¾ 11 7 8 14 SUR/L1.81/11 SUR/L1.81/14 2305 2500 3½ 11 7 8 14 SUR/L410 1 SUR/L414 1 2015 2500 16 SUR/L1.81/14 1 2500 16 SUR/L414 1 2500 9½ SUR/L2.1/9 2015 9½ HSUR/L4.28/9 1785 2 1 16 11 7 8 14 SUR/L2.1/11 SUR/L2.1/14 2305 2590 4 1 8 11 7 8 14 HSUR/L4.28/11 HSUR/L4.28/11 1 2380 2380 16 SUR/L2.1/14 2590 16 HSUR/L4.28/11 1 2380 9½ SUR/L2.37/9 2015 9½ HSUR/L4.75/9 1785 11 7 8 SUR/L2.37/11 2305 11 7 8 HSUR/L4.75/11 2380 2 5 16 14 16 SUR/L2.37/14 SUR/L2.37/14 1 2590 2590 4 5 8 14 16 HSUR/L4.75/14 HSUR/L4.75/16 2975 3330 18 SUR/L2.37/14 1 2590 18 HSUR/L4.75/16 1 3330 20 SUR/L2.37/14 1 2590 20 HSUR/L4.75/16 1 3330 9½ SUR/L410 1 2015 9½ HU410-2X 1,2 2145 11 7 8 SUR/L410 1 2015 11 7 8 HU412-2X 1,2 2620 14 SUR/L414 1 2500 14 HU414-2X 1,2 3870 3½ 16 18 SUR/L414 1 SUR/L414 1 2500 2500 7 16 18 HU414-2X 1,2 HU414-2X 1,2 3870 3870 20 SUR/L414 1 2500 20 22 24 See Simpson Catalog* 22 24 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 LSSU210 995 3 9½ 14 LSSU210-2 1625 1¾ 9½ 14 LSSUI25 995 3½ 9½ 14 LSSU410 1625 2 1 16 9½ 14 LSSU2.1 995 4 1 8 9½ 14 LSU4.28 1 2300 2 5 16 9½ 14 LSSUI35 995 4 5 8 9½ 14 LSU3510-2 1 2300 3½ 9½ 14 LSSU410 1625 7 9½ 14 See Simpson Catalog* Web stiffeners required for all I-joists used with Field Slope and Skew Hangers. 1. LSU3510-2 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, www.strongtie.com or contact Simpson Strong-Tie at 800-999-5099. 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

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 & 20 18 & 16 14 & Less All Conditions 10 8 4 WEB STIFFENER SIZE REQUIRED Flange Width Thickness Minimum Dimensions Web Stiffeners Width Nails 1½ 15 32 2 5 16 2½ x 0.131 1¾ 19 32 2 5 16 2½ x 0.131 2 1 16 23 32 2 5 16 2½ x 0.131 2 5 16 23 32 2 5 16 2½ x 0.131 2½ 23 32 2 5 16 2½ x 0.131 3½ 1½ 3½ 3¼ x 0.131 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

WEB HOLE SPECIFICATIONS DUCT HOLES Joist Series 20 45 60 70 77 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 8 10 12 14 16 18 20 22 24 8 3 10 3 11 3 11 12 5 9 5 10 5 11 16 7 8 7 10 7 11 20 9 7 9 9 9 11 8 3 5 3 7 3 8 3 9 3 10 4 0 (2) 12 5 2 5 4 5 6 5 8 5 10 6 0 (2) 16 6 11 7 2 7 5 7 7 7 9 8 0 (2) 20 8 8 9 0 9 3 9 6 9 9 10 0 (2) 8 3 6 3 7 3 9 3 10 3 11 (2) (2) 12 5 3 5 5 5 7 5 9 5 11 (2) (2) 16 7 0 7 3 7 6 7 8 7 10 (2) (2) 20 8 10 9 1 9 4 9 7 9 10 (2) (2) 24 10 7 10 11 11 3 11 6 11 10 (2) (2) 8 3 7 3 8 3 9 3 10 (2) (2) (2) 12 5 5 5 6 5 8 5 10 (2) (2) (2) 16 7 2 7 5 7 7 7 9 (2) (2) (2) 20 9 0 9 3 9 6 9 9 (2) (2) (2) 24 10 10 11 1 11 5 11 8 (2) (2) (2) 8 3 8 3 9 3 11 3 11 (2) (2) (2) 12 5 7 5 8 5 10 5 11 (2) (2) (2) 16 7 5 7 7 7 10 7 11 (2) (2) (2) 20 9 4 9 6 9 9 9 11 (2) (2) (2) 24 11 2 11 5 11 9 11 11 (2) (2) (2) 8 3 8 3 9 3 10 3 11 (2) (2) (2) (2) (2) 12 5 7 5 8 5 10 5 11 (2) (2) (2) (2) (2) 16 7 5 7 7 7 9 7 11 (2) (2) (2) (2) (2) 20 9 4 9 6 9 8 9 11 (2) (2) (2) (2) (2) 24 11 2 11 5 11 8 11 10 (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

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 2 3 4 5 6 6¼ 8 5 8 10 10¾ 12 12¾ 14¾ 16¾ Rectangular Hole Longest Side 1½ 2¼ 3 3¾ 4½ 4 5 8 6 3 8 7½ 8 9 9½ 11 12½ 7 7 8 Joist 9¼ Joist 9½ Joist 11 7 8 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) 8 1 3 1 11 2 7 12 1 10 2 10 3 11 16 2 5 3 10 5 3 8 1 1 1 4 2 0 2 8 3 3 12 1 1 2 0 3 0 3 11 4 11 16 1 5 2 8 4 0 5 3 6 7 8 1 1 1 7 2 1 2 8 3 2 3 4 12 1 7 2 4 3 2 3 11 4 9 5 0 16 2 1 3 2 4 3 5 3 6 4 6 8 8 1 1 1 2 1 2 1 8 2 2 2 3 3 6 12 1 1 1 2 1 10 2 6 3 3 3 5 5 3 16 1 1 1 5 2 5 3 4 4 4 4 7 7 0 20 1 1 1 9 3 0 4 2 5 5 5 8 8 10 12 1 1 1 2 1 2 1 5 2 1 2 3 3 10 4 10 5 5 16 1 1 1 2 1 2 1 10 2 9 3 0 5 2 6 5 7 3 20 1 1 1 2 1 2 2 4 3 5 3 9 6 5 8 0 9 1 24 1 1 1 2 1 5 2 9 4 2 4 6 7 8 9 7 10 11 16 1 1 1 2 1 2 1 3 1 4 1 6 3 7 4 9 5 5 6 7 7 5 20 1 1 1 2 1 2 1 3 1 8 1 11 4 6 6 0 6 10 8 3 9 4 24 1 1 1 2 1 2 1 3 2 0 2 4 5 5 7 2 8 2 9 11 11 2 28 1 1 1 2 1 2 1 3 2 4 2 8 6 4 8 5 9 6 11 7 13 0 16 1 1 1 2 1 2 1 3 1 3 1 3 2 2 3 3 3 11 5 0 5 7 7 7 20 1 1 1 2 1 2 1 3 1 3 1 3 2 8 4 1 4 11 6 2 7 0 9 6 24 1 1 1 2 1 2 1 3 1 3 1 3 3 2 4 11 5 10 7 5 8 5 11 5 28 1 1 1 2 1 2 1 3 1 3 1 3 3 9 5 9 6 10 8 8 9 9 13 4 16 1 1 1 2 1 2 1 3 1 3 1 3 1 4 1 10 2 5 3 6 4 1 5 9 7 9 20 1 1 1 2 1 2 1 3 1 3 1 3 1 4 2 3 3 1 4 4 5 1 7 2 9 9 24 1 1 1 2 1 2 1 3 1 3 1 3 1 4 2 9 3 8 5 2 6 1 8 7 11 8 28 1 1 1 2 1 2 1 3 1 3 1 3 1 4 3 2 4 3 6 1 7 2 10 0 13 7 16 1 1 1 2 1 2 1 3 1 3 1 3 2 7 3 4 3 9 4 5 4 10 6 0 7 1 20 1 1 1 2 1 2 1 3 1 5 1 7 3 2 4 2 4 8 5 7 6 1 7 6 8 10 24 1 1 1 2 1 2 1 3 1 8 1 10 3 10 5 0 5 7 6 8 7 3 8 11 10 7 28 1 1 1 2 1 2 1 3 1 11 2 2 4 6 5 10 6 7 7 9 8 6 10 5 12 5 16 1 1 1 2 1 2 1 3 1 3 1 3 1 10 2 7 3 0 3 8 4 0 5 1 6 2 20 1 1 1 2 1 2 1 3 1 3 1 3 2 3 3 2 3 8 4 6 5 0 6 4 7 8 24 1 1 1 2 1 2 1 3 1 3 1 3 2 9 3 10 4 5 5 5 6 0 7 8 9 3 28 1 1 1 2 1 2 1 3 1 3 1 3 3 2 4 6 5 2 6 4 7 0 8 11 10 9 See General Notes on page 35 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 0.128 inches (3) 0.148 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 0.148 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

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/110 1 3/4 1 3/8 2500 157 1220 910 dna 1220 dna 1935 dna 2350 dna Boise 9.5" BCI 5000 2 1 1/8 2460 160 1475 950 1125 1125 1275 2100 2350 2525 2750 Roseburg 9.5" RFPI 20 1 3/4 1 3/8 2820 165 1220 910 1150 1150 1200 1775 1875 2000 2300 PWC 9.5" PWI 20 1 3/4 1 3/8 2520 145 1330 915 1120 1120 1120 1990 2240 2240 2240 Weyco 9.5" TJI/210 2 1/16 1 3/8 3000 186 1330 1005 dna 1330 dna 2145 dna 2565 dna Boise 9.5" BCI 6000 2 5/16 1 1/8 3165 190 1575 1175 1375 1375 1425 2400 2650 2700 2750 Roseburg 9.5" RFPI 400 2 1/16 1 3/8 3345 193 1220 1025 1220 1175 1220 2150 2250 2300 2440 PWC 9.5" PWI 45 2 1/16 1 3/8 3345 193 1330 980 1120 1120 1120 2240 2240 2240 2240 Weyco 9.5" TJI/230 2 5/16 1 3/8 3330 206 1330 1060 dna 1330 dna 2410 dna 2790 dna Boise 9.5" BCI 6500 2 9/16 1 1/8 3505 210 1575 1175 1375 1375 1425 2400 2650 2700 2750 Roseburg 9.5" RFPI 40 2 5/16 1 3/8 3760 215 1330 1080 1220 1270 1305 2250 2500 2550 2650 PWC 9.5" PWI 47 2 5/16 1 1/6 3335 206 1330 875 1245 1190 1270 1860 2300 2240 2585 PWC 9.5" PWI 60 2 5/16 1 3/8 3780 231 1330 1080 1120 1120 1120 2240 2240 2240 2240 Roseburg 9.5" RFPI 70 2 5/16 1 1/2 5130 266 1330 1120 1330 1280 1330 2335 2500 2550 2650 PWC 9.5" PWI 77 2 5/16 1 1/2 5155 261 1430 1285 1430 1430 1430 2695 2860 2860 2860 PWC 9.5" PWI 90 3 1/2 1 1/2 7915 392 1430 1400 1430 1430 1430 2860 2860 2860 2860

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/110 1 3/4 1 3/8 3160 267 1560 910 1225 1375 1560 1935 2295 2350 2705 Boise 11.88" BCI 5000 2 1 1/8 3150 265 1625 950 1425 1425 1475 2250 2850 2525 3000 Roseburg 11.88" RFPI 20 1 3/4 1 3/8 3640 283 1420 950 1225 1315 1375 1935 2035 2135 2435 PWC 11.88" PWI 20 1 3/4 1 3/8 3265 253 1705 915 1420 1305 1420 1990 2275 2420 2645 Weyco 11.88" TJI/210 2 1/16 1 3/8 3795 315 1655 1005 1365 1460 1655 2145 2505 2565 2925 Boise 11.88" BCI 6000 2 5/16 1 1/8 4060 320 1675 1175 1425 1425 1475 2500 2850 2900 3000 Roseburg 11.88" RFPI 400 2 1/16 1 3/8 4315 330 1480 1050 1265 1380 1430 2250 2350 2350 2650 PWC 11.88" PWI 45 2 1/16 1 3/8 4315 330 1705 980 1420 1410 1420 2250 2600 2565 2840 Weyco 11.88" TJI/230 2 5/16 1 3/8 4215 347 1655 1060 1420 1485 1655 2410 2765 2790 3150 Boise 11.88" BCI 6500 2 9/16 1 1/8 4495 350 1675 1175 1425 1425 1475 2500 2850 2900 3000 Roseburg 11.88" RFPI 40 2 5/16 1 3/8 4855 366 1550 1200 1400 1470 1515 2500 2625 2660 2870 PWC 11.88" PWI 47 2 5/16 1 1/6 4280 344 1705 885 1440 1230 1470 1930 2555 2295 2830 PWC 11.88" PWI 60 2 5/16 1 3/8 4900 396 1705 1080 1420 1420 1420 2330 2840 2840 2840 Weyco 11.88" TJI/360 2 5/16 1.375 1.5 6180 419 1705 1080 1440 1505 1705 2460 2815 3000 3360 Boise 11.88" BCI 60 2 9/16 1 1/2 6235 430 1675 1175 1425 1425 1475 2750 2850 3200 3250 Roseburg 11.88" RFPI 70 2 5/16 1 1/2 6645 455 1550 1200 1470 1470 1530 2500 2625 2660 2870 PWC 11.88" PWI 70 2 5/16 1 1/2 6730 440 1705 1160 1420 1420 1420 2460 2840 2840 2840 PWC 11.88" PWI 77 2 5/16 1 1/2 6675 442 1925 1285 1890 1760 1925 2695 3030 3150 3635 Weyco 11.88" TJI/560 3 1/2 1.375 1.5 9500 636 2050 1265 1740 1725 2050 3000 3475 3455 3930 Boise 11.88" BCI 90 3 1/2 1 1/2 9550 645 2150 1425 1850 1800 1950 3375 3700 4000 4300 Roseburg 11.88" RFPI 90 3 1/2 1 1/2 10145 676 2050 1400 1745 1775 1980 3355 3475 3475 3675 PWC 11.88" PWI 90 3 1/2 1 1/2 10255 661 1925 1400 1900 1900 1925 3355 3850 3850 3850

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/110 1 3/4 1 3/8 3740 392 1860 910 1225 1375 1735 1935 2295 2350 2705 Boise 14" BCI 5000 2 1 1/8 3735 390 1825 950 1525 1475 1725 2350 3050 2525 3200 Roseburg 14" RFPI 20 1 3/4 1 3/8 4330 420 1610 950 1290 1415 1535 1935 2035 2135 2435 PWC 14" PWI 20 1 3/4 1 3/8 3890 373 1955 915 1540 1305 1710 1990 2275 2420 2645 Weyco 14" TJI/210 2 1/16 1 3/8 4490 462 1945 1005 dna 1460 dna 2145 2505 2565 2925 Boise 14" BCI 6000 2 5/16 1 1/8 4815 470 1925 1175 1525 1525 1725 2600 3150 2925 3200 Roseburg 14" RFPI 400 2 1/16 1 3/8 5140 486 1710 1050 1305 1435 1620 2250 2350 2350 2650 PWC 14" PWI 45 2 1/16 1 3/8 5140 486 1955 980 1570 1410 1710 2250 2600 2565 3020 Weyco 14" TJI/230 2 5/16 1 3/8 4990 509 1945 1060 dna 1485 dna 2410 2765 2790 3150 Boise 14" BCI 6500 2 9/16 1 1/8 5330 515 1925 1175 1525 1525 1725 2600 3150 2925 3200 Roseburg 14" RFPI 40 2 5/16 1 3/8 5785 540 1770 1200 1560 1470 1720 2500 2740 2755 3065 PWC 14" PWI 47 2 5/16 1 1/6 5075 499 1955 900 1615 1265 1650 1995 2780 2345 3045 PWC 14" PWI 60 2 5/16 1 3/8 5895 584 1955 1080 1710 1430 1710 2330 2840 2840 3200 Weyco 14" TJI/360 2 5/16 1.375 1.5 7335 612 1955 1080 dna 1505 dna 2460 2815 3000 3360 Boise 14" BCI 60 2 9/16 1 1/2 7440 635 1925 1175 1525 1525 1725 2750 3450 3200 3650 Roseburg 14" RFPI 70 2 5/16 1 1/2 7925 672 1770 1200 1590 1470 1730 2500 2740 2755 3065 PWC 14" PWI 70 2 5/16 1 1/2 8030 644 1955 1160 1592 1615 1710 2460 3150 3000 3420 PWC 14" PWI 77 2 5/16 1 1/2 7960 648 2125 1285 1890 1760 2125 2695 3030 3150 3635 Weyco 14" TJI/560 3 1/2 1.375 1.5 11275 926 2390 1265 dna 1725 dna 3000 3475 3455 3930 Boise 14" BCI 90 3 1/2 1 1/2 11390 940 2350 1450 1950 1850 2150 3400 3850 4100 4450 Roseburg 14" RFPI 90 3 1/2 1 1/2 12100 992 2195 1400 1885 1775 2125 3355 3500 3500 3850 PWC 14" PWI 90 3 1/2 1 1/2 12235 965 2125 1400 1900 1900 2125 3355 3855 3970 4250

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/110 1 3/4 1 3/8 4280 535 2145 910 1225 1375 1735 1935 2295 2350 2705 Weyco 16" TJI/210 2 1/16 1 3/8 5140 629 2190 1005 1365 1460 1815 2145 2505 2565 2925 Boise 16" BCI 6000 2 5/16 1 1/8 5495 635 2175 1175 1625 1550 1975 2650 3350 2950 3350 Roseburg 16" RFPI 400 2 1/16 1 3/8 5880 665 1970 1050 1340 1435 1830 2250 2350 2350 2650 PWC 16" PWI 45 2 1/16 1 3/8 5880 665 2190 980 1570 1410 1970 2250 2600 2565 3020 Weyco 16" TJI/230 2 5/16 1 3/8 5710 691 2190 1060 1420 1485 1840 2410 2765 2790 3150 Boise 16" BCI 6500 2 9/16 1 1/8 6085 695 2175 1175 1625 1550 1975 2650 3350 2950 3350 Roseburg 16" RFPI 40 2 5/16 1 3/8 6615 737 1970 1200 1710 1470 1910 2500 2850 2850 3250 PWC 16" PWI 47 2 5/16 1 1/6 5790 674 2190 910 1780 1300 1820 2060 2995 2395 3250 PWC 16" PWI 60 2 5/16 1 3/8 6835 799 2190 1080 1970 1430 1970 2330 3150 2840 3600 Weyco 16" TJI/360 2 5/16 1.375 1.5 8405 830 2190 1080 dna 1505 dna 2460 2815 3000 3360 Boise 16" BCI 60 2 9/16 1 1/2 8520 860 2175 1175 1625 1550 1975 2750 3650 3200 3750 Roseburg 16" RFPI 70 2 5/16 1 1/2 9080 918 1970 1200 1710 1470 1910 2500 2850 2850 3250 PWC 16" PWI 70 2 5/16 1 1/2 9200 873 2190 1160 1592 1615 1970 2460 3150 3000 3600 PWC 16" PWI 77 2 5/16 1 1/2 9120 881 2330 1285 1890 1760 2330 2695 3030 3150 3635 Weyco 16" TJI/560 3 1/2 1.375 1.5 12925 1252 2710 1265 dna 1725 dna 3000 3475 3455 3930 Boise 16" BCI 90 3 1/2 1 1/2 13050 1275 2550 1475 2150 1900 2350 3425 4000 4200 4650 Roseburg 16" RFPI 90 3 1/2 1 1/2 13865 1350 2330 1400 2025 1775 2260 3355 3525 3525 4025 PWC 16" PWI 90 3 1/2 1 1/2 14020 1306 2330 1400 1900 1900 2330 3355 3855 3970 4470

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/360 2 5/16 1.375 1.5 9465 1085 2425 1080 1440 1505 1865 2460 2815 3000 3360 Roseburg 18" RFPI 700 2 5/16 1 1/2 10450 1245 2575 1125 2200 1650 2575 2745 4050 3025 4475 PWC 18" PWI 70 2 5/16 1 1/2 10355 1141 2425 1160 1808 1615 2239 2460 3500 3000 4100 PWC 18" PWI 77 2 5/16 1 1/2 10265 1152 2535 1285 2140 1760 2535 2695 3770 3150 4110 Weyco 18" TJI/560 3 1/2 1.375 1.5 14550 1631 3030 1265 1740 1725 2200 3000 3475 3455 3930 Weyco 18" TJI/560D 3 1/2 1 1/2 14785 1661 3080 1400 2030 1885 2515 3350 3980 3965 4600 Boise 18" BCI 90 3 1/2 1 1/2 14690 1660 2750 N/A(3) 2300 N/A(3) 2550 N/A(3) 4150 N/A(3) 4750 Roseburg 18" RFPI 900 3 1/2 1 1/2 16080 1849 2885 1475 2570 1765 2885 3000 5110 3475 5710 PWC 18" PWI 90 3 1/2 1 1/2 15780 1703 2535 1400 2150 1900 2535 3355 4355 3970 4970

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/360 2 5/16 1.375 1.5 10515 1376 2660 1080 1440 dna dna 2460 2815 3000 3360 Roseburg 20" RFPI 700 2 5/16 1 1/2 11600 1579 2740 1090 2300 1585 2740 2745 4050 3025 4475 PWC 20" PWI 70 2 5/16 1 1/2 11495 1447 2660 1160 1808 1615 2263 2460 3500 3000 4100 PWC 20" PWI 77 2 5/16 1 1/2 11395 1463 2740 1285 2140 1760 2650 2695 3770 3150 4110 Weyco 20" TJI/560 3 1/2 1.375 1.5 16165 2064 3345 1265 1740 1725 2200 3000 3475 3455 3930 Weyco 20" TJI/560D 3 1/2 1 1/2 16435 2105 3345 1400 2190 1885 2675 3350 4140 3965 4755 Boise 20" BCI 90 3 1/2 1 1/2 16310 2100 2850 N/A(3) 2500 N/A(3) 2650 N/A(3) 4300 N/A(3) 4850 Roseburg 20" RFPI 900 3 1/2 1 1/2 17855 2337 2945 1350 2665 1700 2945 3000 5110 3475 5710 PWC 20" PWI 90 3 1/2 1 1/2 17520 2155 2740 1400 2150 1900 2650 3355 4355 3970 4970

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 700 2 5/16 1 1/2 12740 1955 2935 dna 2400 dna 2935 dna 4150 dna 4605 PWC 22" PWI 77 2 5/16 1 1/2 12520 1815 2935 dna 2390 dna 2900 dna 4125 dna 4425 Weyco 22" TJI/560D 3 1/2 1 1/2 18075 2606 3615 dna 2345 dna 2830 dna 5090 dna 5705 Roseburg 22" RFPI 900 3 1/2 1 1/2 19615 2886 3010 dna 2755 dna 3010 dna 5405 dna 6020 PWC 22" PWI 90 3 1/2 1 1/2 19245 2664 2935 1300 2400 1550 2900 3130 4605 3535 5220

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 700 2 5/16 1 1/2 13870 2375 3060 dna 2500 dna 3060 dna 4150 dna 4605 PWC 24" PWI 77 2 5/16 1 1/2 13630 2209 3060 dna 2390 dna 2900 dna 4125 dna 4425 Weyco 24" TJI/560D 3 1/2 1 1/2 19700 3165 3400 dna 2345 dna 2830 dna 5405 dna 6020 Roseburg 24" RFPI 900 3 1/2 1 1/2 21355 3496 3060 dna 2850 dna 3060 dna 5405 dna 6020 PWC 24" PWI 90 3 1/2 1 1/2 20955 3232 3060 1300 2400 1550 2900 3130 4605 3535 5220

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 10 6 100% 115% 125% 100% 115% 125% lb-in 2 ) 100% 115% 125% 100% 115% 125% lb-in 2 ) 3½ 939 1080 1174 857 986 1071 9 1164 1338 1455 1181 1358 1476 13 5½ 1476 1697 1845 1934 2224 2417 36 1829 2103 2286 2664 3064 3330 49 7¼ 1945 2237 2432 3179 3656 3974 83 2411 2772 3013 4380 5037 5475 111 9¼ 2482 2854 3103 4929 5669 6162 173 3076 3537 3845 6791 7810 8489 231 9½ 2549 2932 3186 5172 5947 6465 188 3159 3633 3948 7125 8194 8907 250 11¼ 3019 3472 3773 7011 8063 8764 311 3741 4302 4676 9660 11109 12075 415 11 7 8 3186 3664 3983 7728 8887 9660 366 3948 4541 4936 10647 12245 13309 488 14 3757 4320 4696 10393 11952 12992 600 4655 5353 5819 14320 16468 17900 800 16 4293 4937 5367 13217 15200 16522 896 5320 6118 6650 18210 20942 22763 1195 18 4830 5555 6038 16339 18789 20423 1276 5985 6883 7481 22511 25888 28139 1701 20 5367 6172 6708 19751 22713 24688 1750 6650 7648 8313 27212 31294 34015 2333 22 5903 6789 7379 23447 26964 29309 2329 7315 8412 9144 32305 37150 40381 3106 24 6406 7367 8008 27166 31241 33957 2977 7938 9129 9923 37428 43043 46786 3969 3½ 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 10 6 100% 115% 125% 100% 115% 125% lb-in 2 ) 100% 115% 125% 100% 115% 125% lb-in 2 ) 3½ 2328 2677 2909 2362 2716 2952 25 2328 2677 2909 2362 2716 2952 28 5½ 3658 4206 4572 5328 6128 6660 97 3658 4206 4572 5328 6128 6660 107 7¼ 4821 5544 6027 8761 10075 10951 222 4821 5544 6027 8761 10075 10951 245 9¼ 6151 7074 7689 13583 15620 16978 462 6151 7074 7689 13583 15620 16978 508 9½ 6318 7265 7897 14251 16388 17813 500 6318 7265 7897 14251 16388 17813 550 11¼ 7481 8603 9352 19320 22218 24150 831 7481 8603 9352 19320 22218 24150 914 11 7 8 7897 9081 9871 21295 24489 26619 977 7897 9081 9871 21295 24489 26619 1075 14 9310 10707 11638 28639 32935 35799 1601 9310 10707 11638 28639 32935 35799 1761 16 10640 12236 13300 36421 41884 45526 2389 10640 12236 13300 36421 41884 45526 2628 18 11970 13766 14963 45022 51775 56277 3402 11970 13766 14963 45022 51775 56277 3742 20 13300 15295 16625 54424 62587 68030 4667 13300 15295 16625 54424 62587 68030 5133 22 14630 16825 18288 64609 74301 80761 6211 14630 16825 18288 64609 74301 80761 6832 24 15877 18258 19846 74857 86085 93571 7939 15877 18258 19846 74857 86085 93571 8733 5¼ 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 10 6 100% 115% 125% 100% 115% 125% lb-in 2 ) 100% 115% 125% 100% 115% 125% lb-in 2 ) 5½ 5486 6309 6858 7992 9191 9991 146 5486 6309 6858 7992 9191 9991 160 7¼ 7232 8317 9040 13141 15112 16426 333 7232 8317 9040 13141 15112 16426 367 9¼ 9227 10611 11534 20374 23430 25468 693 9227 10611 11534 20374 23430 25468 762 9½ 9476 10898 11845 21376 24582 26720 750 9476 10898 11845 21376 24582 26720 825 11¼ 11222 12905 14027 28980 33327 36225 1246 11222 12905 14027 28980 33327 36225 1370 11 7 8 11845 13622 14807 31942 36734 39928 1465 11845 13622 14807 31942 36734 39928 1612 14 13965 16060 17456 42959 49403 53699 2401 13965 16060 17456 42959 49403 53699 2641 16 15960 18354 19950 54631 62826 68289 3584 15960 18354 19950 54631 62826 68289 3942 18 17955 20648 22444 67533 77663 84416 5103 17955 20648 22444 67533 77663 84416 5613 20 19950 22943 24938 81635 93881 102044 7000 19950 22943 24938 81635 93881 102044 7700 22 21945 25237 27431 96914 111451 121142 9317 21945 25237 27431 96914 111451 121142 10249 24 23815 27388 29769 112285 129128 140357 11908 23815 27388 29769 112285 129128 140357 13099 7 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 10 6 100% 115% 125% 100% 115% 125% lb-in 2 ) 100% 115% 125% 100% 115% 125% lb-in 2 ) 7¼ 9643 11089 12053 17522 20150 21902 445 9643 11089 12053 17522 20150 21902 489 9¼ 12303 14148 15378 27166 31240 33957 923 12303 14148 15378 27166 31240 33957 1016 9½ 12635 14530 15794 28501 32777 35627 1000 12635 14530 15794 28501 32777 35627 1100 11¼ 14963 17207 18703 38640 44436 48300 1661 14963 17207 18703 38640 44436 48300 1827 11 7 8 15794 18163 19742 42590 48978 53237 1954 15794 18163 19742 42590 48978 53237 2149 14 18620 21413 23275 57279 65871 71599 3201 18620 21413 23275 57279 65871 71599 3521 16 21280 24472 26600 72842 83768 91052 4779 21280 24472 26600 72842 83768 91052 5257 18 23940 27531 29925 90044 103550 112555 6804 23940 27531 29925 90044 103550 112555 7484 20 26600 30590 33250 108847 125174 136059 9333 26600 30590 33250 108847 125174 136059 10267 22 29260 33649 36575 129218 148601 161523 12423 29260 33649 36575 129218 148601 161523 13665 24 31754 36517 39692 149714 172171 187142 15877 31754 36517 39692 149714 172171 187142 17465 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 11 7 8 11 7 8 11 7 8 11 7 8 11 7 8 14 14 14 14 14 16 16 16 16 16 18 18 18 18 18 20 20 20 20 20 22 22 22 22 22 24 24 24 24 24 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 = 1500000 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 = 2000000 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 = 2200000 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

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 11 12 13 14 15 16 17 18 19 20 24 2 11 7 8 2 11 7 8 2 14 2 14 2 16 2 16 2 18 + 2 18 + 3 9½ 3 11 7 8 3 11 7 8 3 14 3 14 3 14 3 16 3 16 3 18 3 18 28 2 11 7 8 2 14 2 14 2 16 + 2 16 + 2 18 + 2 18 + 3 11 7 8 3 11 7 8 3 11 7 8 3 14 3 14 3 16 3 16 3 18 3 18 3 18 32 2 11 7 8 2 14 2 16 + 2 16 + 2 18 + 2 18 + 3 11 7 8 3 11 7 8 3 14 3 14 3 16 3 16 3 16 3 18 3 18 + 36 2 14 + 2 14 + 2 16 + 2 18 + 2 18 + 3 11 7 8 3 11 7 8 3 14 3 14 3 16 3 16 3 18 + 3 18 + 40 2 14 + 2 16 + 2 18 + 3 11 7 8 3 14 3 14 3 16 3 16 + 3 18 + 3 18 + + 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 www.pacificwoodtech.com 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

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 40 1.5E 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 9 3 16 3 18 3 9 3 16 3 18 3 9 3 16 3 18 3 9 3 16 3 18 3 9 3 16 3 18 3 9 3 16 3 18 3 2 7¼ 2 14 2 14 2 9½ 2 14 2 16 2 9½ 2 16 2 16 + 2 7¼ 2 11 20 7 8 2 14 2 7¼ 2 11 7 8 2 14 2 7¼ 2 14 2 14 3 7¼ 3 11 7 8 3 14 3 7¼ 3 11 7 8 3 14 3 7¼ 3 11 7 8 3 14 3 7¼ 3 11 7 8 3 11 7 8 3 7¼ 3 11 7 8 3 11 7 8 3 7¼ 3 11 7 8 3 14 2 9½ 2 14 2 16 2 9½ 2 14 2 16 + 2 9½ 2 16 + 2 18 + 2 7¼ 2 14 2 14 2 7¼ 2 14 2 14 2 9½ 2 14 2 16 Roof 24 Truss 3 7¼ 3 11 7 8 3 14 3 7¼ 3 11 7 8 3 14 3 7¼ 3 14 3 14 3 7¼ 3 11 7 8 3 11 7 8 3 7¼ 3 11 7 8 3 14 3 7¼ 3 11 7 8 3 14 Span 2 9½ 2 16 2 16 + 2 9½ 2 16 + 2 18 + 2 9½ 2 18 + 2 7¼ 2 14 2 14 2 9½ 2 14 2 16 2 9½ 2 14 2 16 + with 28 3 7¼ 3 11 7 8 3 14 3 7¼ 3 14 3 14 3 9½ 3 14 3 16 3 7¼ 3 11 7 8 3 14 3 7¼ 3 11 7 8 3 14 3 7¼ 3 11 7 8 3 14 2 Soffit 2 9½ 2 16 + 2 18 + 2 9½ 2 16 + 2 18 + 2 11 Assumed 32 7 8 2 18 + 2 9½ 2 14 2 16 2 9½ 2 14 2 16 + 2 9½ 2 16 + 2 18 + 3 7¼ 3 14 3 14 3 9½ 3 14 3 16 3 9½ 3 16 3 16 + 3 7¼ 3 11 7 8 3 14 3 7¼ 3 11 7 8 3 14 3 7¼ 3 14 3 14 2 9½ 2 16 + 2 18 + 2 9½ 2 18 + 2 11 36 7 8 2 9½ 2 14 2 16 + 2 9½ 2 16 + 2 18 + 2 9½ 2 16 + 2 18 + 3 9½ 3 14 3 16 3 9½ 3 14 3 16 + 3 9½ 3 16 + 3 18 + 3 7¼ 3 11 7 8 3 14 3 7¼ 3 14 3 14 3 9½ 3 14 3 16 + 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 9 3 16 3 18 3 9 3 16 3 18 3 9 3 16 3 18 3 9 3 16 3 18 3 9 3 16 3 18 3 9 3 16 3 18 3 2 9½ 2 18 + 2 18 + 2 9½ 2 18 + 2 11 20 7 8 2 18 + 2 9½ 2 16 + 2 18 + 2 9½ 2 16 + 2 18 + 2 9½ 2 18 + 2 18 + 3 9½ 3 14 3 16 3 9½ 3 16 3 18 3 9½ 3 16 3 18 + 3 9½ 3 14 3 16 3 9½ 3 14 3 16 3 9½ 3 14 3 16 2 11 Roof 24 7 8 2 18 + 2 11 7 8 2 11 7 8 2 9½ 2 18 + 2 18 + 2 9½ 2 18 + 2 11 7 8 2 18 + Truss 3 9½ 3 16 3 18 + 3 9½ 3 16 + 3 18 + 3 9½ 3 16 + 3 18 + 3 9½ 3 14 3 16 3 9½ 3 16 3 18 3 9½ 3 16 3 18 + Span 2 11 with 28 7 8 2 11 7 8 2 11 7 8 + 2 11 7 8 2 18 + 2 11 7 8 2 18 + 2 11 7 8 3 9½ 3 16 + 3 18 + 3 9½ 3 16 + 3 18 + 3 9½ 3 18 + 3 9½ 3 16 3 18 + 3 9½ 3 16 3 18 + 3 9½ 3 16 + 3 18 + 2 Soffit 2 11 Assumed 32 7 8 + 2 11 7 8 + 2 14 + 2 11 7 8 2 11 7 8 2 11 7 8 + 3 9½ 3 16 + 3 18 + 3 9½ 3 18 + 3 11 7 8 3 18 + 3 9½ 3 16 + 3 18 + 3 9½ 3 16 + 3 18 + 3 9½ 3 16 + 3 18 + 2 11 36 7 8 + 2 11 7 8 + 2 14 + 2 11 7 8 2 11 7 8 + 2 11 7 8 + 3 9½ 3 18 + 3 11 7 8 3 18 + 3 11 7 8 3 9½ 3 16 + 3 18 + 3 9½ 3 18 + 3 9½ 3 18 + + 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.

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 6 8 9 10 12 6 8 9 10 12 6 8 9 10 12 6 8 9 10 12 2 7¼ 2 9½ 2 9½ 2 11 20 7 8 2 14 2 7¼ 2 9½ 2 11 7 8 2 11 7 8 2 14 2 7¼ 2 7¼ 2 9½ 2 9½ 2 11 7 8 2 7¼ 2 9½ 2 9½ 2 11 7 8 2 14 3 7¼ 3 7¼ 3 9½ 3 9½ 3 11 7 8 3 7¼ 3 7¼ 3 9½ 3 11 7 8 3 14 3 7¼ 3 7¼ 3 7¼ 3 9½ 3 11 7 8 3 7¼ 3 7¼ 3 9½ 3 9½ 3 11 7 8 2 7¼ 2 9½ 2 9½ 2 11 Roof 24 7 8 2 14 2 7¼ 2 9½ 2 11 7 8 2 11 7 8 2 16 2 7¼ 2 7¼ 2 9½ 2 11 7 8 2 14 2 7¼ 2 9½ 2 9½ 2 11 7 8 2 14 Truss 3 7¼ 3 7¼ 3 9½ 3 9½ 3 11 7 8 3 7¼ 3 9½ 3 9½ 3 11 7 8 3 14 3 7¼ 3 7¼ 3 9½ 3 9½ 3 11 7 8 3 7¼ 3 7¼ 3 9½ 3 9½ 3 11 7 8 Span 2 7¼ 2 9½ 2 11 with 2 28 7 8 2 11 7 8 2 14 2 7¼ 2 9½ 2 11 7 8 2 14 2 16 2 7¼ 2 9½ 2 9½ 2 11 7 8 2 14 2 7¼ 2 9½ 2 11 7 8 2 11 7 8 2 14 3 7¼ 3 7¼ 3 9½ 3 11 7 8 3 14 3 7¼ 3 9½ 3 9½ 3 11 7 8 3 14 3 7¼ 3 7¼ 3 9½ 3 9½ 3 11 7 8 3 7¼ 3 7¼ 3 9½ 3 11 7 8 3 14 Soffit 2 7¼ 2 9½ 2 11 Assumed 32 7 8 2 11 7 8 2 16 2 7¼ 2 9½ 2 11 7 8 2 14 2 16 + 2 7¼ 2 9½ 2 9½ 2 11 7 8 2 14 2 7¼ 2 9½ 2 11 7 8 2 11 7 8 2 16 3 7¼ 3 9½ 3 9½ 3 11 7 8 3 14 3 7¼ 3 9½ 3 11 7 8 3 11 7 8 3 14 3 7¼ 3 7¼ 3 9½ 3 9½ 3 11 7 8 3 7¼ 3 9½ 3 9½ 3 11 7 8 3 14 2 7¼ 2 9½ 2 11 36 7 8 2 11 7 8 2 16 2 7¼ 2 11 7 8 2 11 7 8 2 14 + 2 18 + 2 7¼ 2 9½ 2 9½ 2 11 7 8 2 14 2 7¼ 2 9½ 2 11 7 8 2 11 7 8 2 16 3 7¼ 3 9½ 3 9½ 3 11 7 8 3 14 3 7¼ 3 9½ 3 11 7 8 3 11 7 8 3 16 3 7¼ 3 7¼ 3 9½ 3 9½ 3 14 3 7¼ 3 9½ 3 9½ 3 11 7 8 3 14 + 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 6 8 9 10 12 6 8 9 10 12 6 8 9 10 12 6 8 9 10 12 2 7¼ 2 9½ 2 11 20 7 8 2 11 7 8 2 16 2 7¼ 2 9½ 2 11 7 8 2 14 2 16 + 2 7¼ 2 9½ 2 11 7 8 2 11 7 8 2 16 2 7¼ 2 9½ 2 11 7 8 2 11 7 8 2 16 3 7¼ 3 9½ 3 9½ 3 11 7 8 3 14 3 7¼ 3 9½ 3 11 7 8 3 11 7 8 3 14 3 7¼ 3 9½ 3 9½ 3 11 7 8 3 14 3 7¼ 3 9½ 3 9½ 3 11 7 8 3 14 2 7¼ 2 9½ 2 11 Roof 24 7 8 2 14 2 16 + 2 7¼ 2 11 7 8 2 11 7 8 2 14 + 2 18 + 2 7¼ 2 9½ 2 11 7 8 2 11 7 8 2 16 2 7¼ 2 9½ 2 11 7 8 2 14 2 16 + Truss 3 7¼ 3 9½ 3 9½ 3 11 7 8 3 14 3 7¼ 3 9½ 3 11 7 8 3 11 7 8 3 16 3 7¼ 3 9½ 3 9½ 3 11 7 8 3 14 3 7¼ 3 9½ 3 9½ 3 11 7 8 3 14 Span 2 7¼ 2 11 with 2 28 7 8 2 11 7 8 2 14 2 18 + 2 7¼ 2 11 7 8 2 14 + 2 14 + 2 18 + 2 7¼ 2 9½ 2 11 7 8 2 14 2 16 + 2 7¼ 2 11 7 8 2 11 7 8 2 14 2 18 + 3 7¼ 3 9½ 3 11 7 8 3 11 7 8 3 16 3 7¼ 3 9½ 3 11 7 8 3 14 3 16 3 7¼ 3 9½ 3 9½ 3 11 7 8 3 14 3 7¼ 3 9½ 3 11 7 8 3 11 7 8 3 16 Soffit 2 7¼ 2 11 Assumed 32 7 8 2 11 7 8 + 2 14 + 2 18 + 2 9½ 2 11 7 8 + 2 14 + 2 16 + 2 7¼ 2 11 7 8 2 11 7 8 2 14 2 18 + 2 7¼ 2 11 7 8 2 11 7 8 + 2 14 + 2 18 + 3 7¼ 3 9½ 3 11 7 8 3 11 7 8 3 16 3 7¼ 3 9½ 3 11 7 8 3 14 3 16 + 3 7¼ 3 9½ 3 11 7 8 3 11 7 8 3 16 3 7¼ 3 9½ 3 11 7 8 3 11 7 8 3 16 2 9½ 2 11 36 7 8 2 14 + 2 14 + 2 18 + 2 9½ 2 11 7 8 + 2 14 + 2 16 + 2 7¼ 2 11 7 8 2 11 7 8 2 14 + 2 18 + 2 7¼ 2 11 7 8 2 14 + 2 14 + 2 18 + 3 7¼ 3 9½ 3 11 7 8 3 14 3 16 3 7¼ 3 11 7 8 3 11 7 8 3 14 3 18 + 3 7¼ 3 9½ 3 11 7 8 3 11 7 8 3 16 3 7¼ 3 9½ 3 11 7 8 3 14 3 16 + 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

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 42 2.0E 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 11 12 13 14 15 16 17 18 19 20 24 2 11 7 8 2 11 7 8 2 11 7 8 2 14 2 14 2 16 2 16 2 16 2 18 2 18 3 9½ 3 9½ 3 11 7 8 3 11 7 8 3 11 7 8 3 14 3 14 3 14 3 16 3 16 28 2 11 7 8 2 11 7 8 2 14 2 14 2 14 2 16 2 16 2 18 2 18 3 9½ 3 11 7 8 3 11 7 8 3 11 7 8 3 14 3 14 3 14 3 16 3 16 3 18 32 2 11 7 8 2 11 7 8 2 14 2 14 2 16 2 16 2 18 2 18 + 3 9½ 3 11 7 8 3 11 7 8 3 14 3 14 3 14 3 16 3 16 3 18 3 18 36 2 11 7 8 2 14 2 14 2 16 2 16 2 18 + 2 18 + 3 11 7 8 3 11 7 8 3 11 7 8 3 14 3 14 3 16 3 16 3 16 3 18 3 18 40 2 11 7 8 2 14 2 14 2 16 2 16 + 2 18 + 3 11 7 8 3 11 7 8 3 14 3 14 3 14 3 16 3 16 3 18 3 18 + 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 www.pacificwoodtech.com

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 9 3 16 3 18 3 9 3 16 3 18 3 9 3 16 3 18 3 9 3 16 3 18 3 9 3 16 3 18 3 9 3 16 3 18 3 2 7¼ 2 11 20 7 8 2 14 2 7¼ 2 11 7 8 2 14 2 7¼ 2 14 2 14 2 7¼ 2 11 7 8 2 11 7 8 2 7¼ 2 11 7 8 2 14 2 7¼ 2 11 7 8 2 14 3 7¼ 3 11 7 8 3 11 7 8 3 7¼ 3 11 7 8 3 11 7 8 3 7¼ 3 11 7 8 3 14 3 7¼ 3 9½ 3 11 7 8 3 7¼ 3 9½ 3 11 7 8 3 7¼ 3 11 7 8 3 11 7 8 2 7¼ 2 11 Roof Truss 24 7 8 2 14 2 7¼ 2 14 2 14 2 9½ 2 14 2 16 2 7¼ 2 11 7 8 2 14 2 7¼ 2 11 7 8 2 14 2 7¼ 2 11 7 8 2 14 3 7¼ 3 11 Span 7 8 3 11 7 8 3 7¼ 3 11 7 8 3 14 3 7¼ 3 11 7 8 3 14 3 7¼ 3 9½ 3 11 7 8 3 7¼ 3 11 7 8 3 11 7 8 3 7¼ 3 11 7 8 3 11 7 8 2 7¼ 2 14 2 14 2 9½ 2 14 2 16 2 9½ 2 14 2 16 2 7¼ 2 11 with 28 7 8 2 14 2 7¼ 2 11 7 8 2 14 2 7¼ 2 14 2 14 2 Soffit 3 7¼ 3 11 7 8 3 14 3 7¼ 3 11 7 8 3 14 3 7¼ 3 11 7 8 3 14 3 7¼ 3 11 7 8 3 11 7 8 3 7¼ 3 11 7 8 3 11 7 8 3 7¼ 3 11 7 8 3 14 Assumed 2 9½ 2 14 2 16 2 9½ 2 14 2 16 2 9½ 2 16 2 18 + 2 7¼ 2 11 32 7 8 2 14 2 7¼ 2 14 2 14 2 9½ 2 14 2 16 3 7¼ 3 11 7 8 3 14 3 7¼ 3 11 7 8 3 14 3 7¼ 3 14 3 14 3 7¼ 3 11 7 8 3 11 7 8 3 7¼ 3 11 7 8 3 14 3 7¼ 3 11 7 8 3 14 2 9½ 2 14 2 16 2 9½ 2 16 2 18 + 2 9½ 2 16 + 2 18 + 2 7¼ 2 14 2 14 2 9½ 2 14 2 16 2 9½ 2 14 2 16 36 3 7¼ 3 11 7 8 3 14 3 7¼ 3 14 3 14 3 9½ 3 14 3 16 3 7¼ 3 11 7 8 3 14 3 7¼ 3 11 7 8 3 14 3 7¼ 3 11 7 8 3 14 + 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 9 3 16 3 18 3 9 3 16 3 18 3 9 3 16 3 18 3 9 3 16 3 18 3 9 3 16 3 18 3 9 3 16 3 18 3 2 9½ 2 16 2 18 2 9½ 2 16 2 18 2 9½ 2 16 2 18 + 2 9½ 2 14 2 16 2 9½ 2 16 2 16 2 9½ 2 16 2 18 20 3 9½ 3 14 3 16 3 9½ 3 14 3 16 3 9½ 3 14 3 16 3 7¼ 3 14 3 14 3 7¼ 3 14 3 14 3 9½ 3 14 3 16 2 9½ 2 16 2 18 + 2 9½ 2 16 + 2 18 + 2 9½ 2 18 + 2 9½ 2 16 2 18 2 9½ 2 16 2 18 2 9½ 2 16 2 18 + Roof Truss 24 3 9½ 3 14 3 16 3 9½ 3 14 3 16 3 9½ 3 16 3 16 3 9½ 3 14 3 16 3 9½ 3 14 3 16 3 9½ 3 14 3 16 Span 2 9½ 2 16 + 2 18 + 2 9½ 2 18 + 2 11 with 28 7 8 2 18 + 2 9½ 2 16 2 18 + 2 9½ 2 16 + 2 18 + 2 9½ 2 16 + 2 18 + 2 Soffit 3 9½ 3 14 3 16 3 9½ 3 16 3 16 3 9½ 3 16 3 18 3 9½ 3 14 3 16 3 9½ 3 14 3 16 3 9½ 3 14 3 16 Assumed 2 11 32 7 8 2 18 + 2 11 7 8 2 18 + 2 11 7 8 2 9½ 2 16 + 2 18 + 2 9½ 2 18 + 2 11 7 8 2 18 + 3 9½ 3 16 3 18 3 9½ 3 16 3 18 3 9½ 3 16 3 18 + 3 9½ 3 14 3 16 3 9½ 3 16 3 16 3 9½ 3 16 3 18 2 11 36 7 8 2 18 + 2 11 7 8 2 11 7 8 2 9½ 2 18 + 2 11 7 8 2 18 + 2 11 7 8 2 18 + 3 9½ 3 16 3 18 + 3 9½ 3 16 3 18 + 3 9½ 3 16 + 3 18 + 3 9½ 3 16 3 16 3 9½ 3 16 3 18 3 9½ 3 16 3 18 + + 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

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 44 2.0E 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 6 8 9 10 12 6 8 9 10 12 6 8 9 10 12 6 8 9 10 12 2 7¼ 2 7¼ 2 9½ 2 9½ 2 11 20 7 8 2 7¼ 2 9½ 2 9½ 2 11 7 8 2 14 2 7¼ 2 7¼ 2 7¼ 2 9½ 2 11 7 8 2 7¼ 2 7¼ 2 9½ 2 9½ 2 11 7 8 3 7¼ 3 7¼ 3 7¼ 3 9½ 3 11 7 8 3 7¼ 3 7¼ 3 9½ 3 9½ 3 11 7 8 3 7¼ 3 7¼ 3 7¼ 3 9½ 3 9½ 3 7¼ 3 7¼ 3 7¼ 3 9½ 3 11 7 8 Roof 2 7¼ 2 7¼ 2 9½ 2 11 24 7 8 2 14 2 7¼ 2 9½ 2 9½ 2 11 7 8 2 14 2 7¼ 2 7¼ 2 9½ 2 9½ 2 11 7 8 2 7¼ 2 7¼ 2 9½ 2 11 7 8 2 14 Truss 3 7¼ 3 7¼ 3 7¼ 3 9½ 3 11 7 8 3 7¼ 3 7¼ 3 9½ 3 9½ 3 11 7 8 3 7¼ 3 7¼ 3 7¼ 3 9½ 3 11 7 8 3 7¼ 3 7¼ 3 7¼ 3 9½ 3 11 7 8 Span 2 7¼ 2 9½ 2 9½ 2 11 with 2 28 7 8 2 14 2 7¼ 2 9½ 2 11 7 8 2 11 7 8 2 14 2 7¼ 2 7¼ 2 9½ 2 9½ 2 11 7 8 2 7¼ 2 9½ 2 9½ 2 11 7 8 2 14 3 7¼ 3 7¼ 3 9½ 3 9½ 3 11 7 8 3 7¼ 3 7¼ 3 9½ 3 11 7 8 3 14 3 7¼ 3 7¼ 3 7¼ 3 9½ 3 11 7 8 3 7¼ 3 7¼ 3 9½ 3 9½ 3 11 7 8 Soffit 2 7¼ 2 9½ 2 9½ 2 11 Assumed 32 7 8 2 14 2 7¼ 2 9½ 2 11 7 8 2 11 7 8 2 16 2 7¼ 2 7¼ 2 9½ 2 11 7 8 2 14 2 7¼ 2 9½ 2 9½ 2 11 7 8 2 14 3 7¼ 3 7¼ 3 9½ 3 9½ 3 11 7 8 3 7¼ 3 9½ 3 9½ 3 11 7 8 3 14 3 7¼ 3 7¼ 3 7¼ 3 9½ 3 11 7 8 3 7¼ 3 7¼ 3 9½ 3 9½ 3 11 7 8 2 7¼ 2 9½ 2 9½ 2 11 36 7 8 2 14 2 7¼ 2 9½ 2 11 7 8 2 11 7 8 2 16 2 7¼ 2 9½ 2 9½ 2 11 7 8 2 14 2 7¼ 2 9½ 2 9½ 2 11 7 8 2 14 3 7¼ 3 7¼ 3 9½ 3 9½ 3 11 7 8 3 7¼ 3 9½ 3 9½ 3 11 7 8 3 14 3 7¼ 3 7¼ 3 9½ 3 9½ 3 11 7 8 3 7¼ 3 7¼ 3 9½ 3 9½ 3 11 7 8 + 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 6 8 9 10 12 6 8 9 10 12 6 8 9 10 12 6 8 9 10 12 2 7¼ 2 9½ 2 9½ 2 11 20 7 8 2 14 2 7¼ 2 9½ 2 11 7 8 2 11 7 8 2 16 2 7¼ 2 9½ 2 9½ 2 11 7 8 2 14 2 7¼ 2 9½ 2 9½ 2 11 7 8 2 14 3 7¼ 3 7¼ 3 9½ 3 9½ 3 11 7 8 3 7¼ 3 9½ 3 9½ 3 11 7 8 3 14 3 7¼ 3 7¼ 3 9½ 3 9½ 3 11 7 8 3 7¼ 3 7¼ 3 9½ 3 9½ 3 11 7 8 Roof 2 7¼ 2 9½ 2 11 24 7 8 2 11 7 8 2 16 2 7¼ 2 9½ 2 11 7 8 2 14 2 16 2 7¼ 2 9½ 2 9½ 2 11 7 8 2 14 2 7¼ 2 9½ 2 11 7 8 2 11 7 8 2 16 Truss 3 7¼ 3 9½ 3 9½ 3 11 7 8 3 14 3 7¼ 3 9½ 3 9½ 3 11 7 8 3 14 3 7¼ 3 7¼ 3 9½ 3 9½ 3 11 7 8 3 7¼ 3 9½ 3 9½ 3 11 7 8 3 14 Span 2 7¼ 2 9½ 2 11 28 7 8 2 11 7 8 2 16 2 7¼ 2 9½ 2 11 7 8 2 14 2 16 2 7¼ 2 9½ 2 11 7 8 2 11 7 8 2 16 2 7¼ 2 9½ 2 11 7 8 2 11 7 8 2 16 with 2 3 7¼ 3 9½ 3 9½ 3 11 7 8 3 14 3 7¼ 3 9½ 3 9½ 3 11 7 8 3 14 3 7¼ 3 9½ 3 9½ 3 11 7 8 3 14 3 7¼ 3 9½ 3 9½ 3 11 7 8 3 14 Soffit 2 7¼ 2 9½ 2 11 Assumed 32 7 8 2 14 2 16 2 7¼ 2 11 7 8 2 11 7 8 2 14 2 18 + 2 7¼ 2 9½ 2 11 7 8 2 11 7 8 2 16 2 7¼ 2 9½ 2 11 7 8 2 14 2 16 3 7¼ 3 9½ 3 9½ 3 11 7 8 3 14 3 7¼ 3 9½ 3 11 7 8 3 11 7 8 3 16 3 7¼ 3 9½ 3 9½ 3 11 7 8 3 14 3 7¼ 3 9½ 3 9½ 3 11 7 8 3 14 2 7¼ 2 9½ 2 11 36 7 8 2 14 2 16 2 7¼ 2 11 7 8 2 11 7 8 2 14 + 2 18 + 2 7¼ 2 9½ 2 11 7 8 2 14 2 16 2 7¼ 2 9½ 2 11 7 8 2 14 2 16 3 7¼ 3 9½ 3 11 7 8 3 11 7 8 3 14 3 7¼ 3 9½ 3 11 7 8 3 11 7 8 3 16 3 7¼ 3 9½ 3 9½ 3 11 7 8 3 14 3 7¼ 3 9½ 3 11 7 8 3 11 7 8 3 14 + 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

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 11 7 8 14 LL 86 333 762 - - - - - 6 TL 127 497 763 1028 1063 1325 1425 1796 BRG 1.5 / 3 1.5 / 3 1.5 / 3.9 2.1 / 5.2 2.2 / 5.4 2.7 / 6.7 2.9 / 7.2 3.6 / 9.1 LL 54 210 480 - - - - - 7 TL 71 278 636 849 877 1083 1161 1445 BRG 1.5 / 3 1.5 / 3 1.5 / 3.8 2 / 5 2.1 / 5.2 2.6 / 6.4 2.7 / 6.9 3.4 / 8.5 LL 140 322 668 724 - - - 8 TL 162 374 723 746 916 979 1208 BRG 1.5 / 3 1.5 / 3 2 / 4.9 2 / 5 2.5 / 6.2 2.6 / 6.6 3.3 / 8.2 LL 99 226 469 508 - - - 9 TL 100 232 629 649 793 846 1038 BRG 1.5 / 3 1.5 / 3 1.9 / 4.8 2 / 4.9 2.4 / 6 2.6 / 6.4 3.2 / 7.9 LL - - 342 370 615 724-10 TL 65 151 509 551 699 745 909 BRG 1.5 / 3 1.5 / 3 1.7 / 4.3 1.9 / 4.7 2.4 / 5.9 2.5 / 6.3 3.1 / 7.7 LL - - 257 278 462 544-11 TL 44 102 381 413 625 665 809 BRG 1.5 / 3 1.5 / 3 1.5 / 3.6 1.5 / 3.9 2.3 / 5.8 2.5 / 6.2 3 / 7.5 LL - 198 214 356 419 686 12 TL 71 293 317 529 586 729 BRG 1.5 / 3 1.5 / 3 1.5 / 3.2 2.2 / 5.4 2.4 / 6 3 / 7.4 LL - 156 169 280 329 540 13 TL 51 229 249 415 489 663 BRG 1.5 / 3 1.5 / 3 1.5 / 3 1.8 / 4.6 2.2 / 5.4 2.9 / 7.3 LL - 125 135 224 264 432 14 TL 37 183 198 331 390 578 BRG 1.5 / 3 1.5 / 3 1.5 / 3 1.6 / 4 1.9 / 4.7 2.8 / 6.9 LL 101 110 182 214 351 15 TL 148 160 268 316 503 BRG 1.5 / 3 1.5 / 3 1.5 / 3.4 1.6 / 4.1 2.6 / 6.4 LL 83 90 150 177 289 16 TL 121 131 220 260 428 BRG 1.5 / 3 1.5 / 3 1.5 / 3 1.5 / 3.6 2.3 / 5.8 LL 70 75 125 147 241 17 TL 100 109 183 216 356 BRG 1.5 / 3 1.5 / 3 1.5 / 3 1.5 / 3.2 2.1 / 5.2 LL 59 64 105 124 203 18 TL 84 91 153 181 299 BRG 1.5 / 3 1.5 / 3 1.5 / 3 1.5 / 3 1.8 / 4.6 LL 54 90 105 173 19 TL 77 129 153 253 BRG 1.5 / 3 1.5 / 3 1.5 / 3 1.7 / 4.1 LL 77 90 148 20 TL 110 130 216 BRG 1.5 / 3 1.5 / 3 1.5 / 3.7 LL 66 78 128 21 TL 95 112 186 BRG 1.5 / 3 1.5 / 3 1.5 / 3.4 LL 58 68 111 22 TL 82 97 161 BRG 1.5 / 3 1.5 / 3 1.5 / 3.1 LL 59 97 23 TL 84 140 BRG 1.5 / 3 1.5 / 3 LL 86 24 TL 122 BRG 1.5 / 3 LL 76 25 TL 107 BRG 1.5 / 3 LL 67 26 TL 95 BRG 1.5 / 3 LL 60 27 TL 84 BRG 1.5 / 3 LL 54 28 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 0.3125 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

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 11 7 8 14 16 18 20 22 24 LL 172 666 1525 - - - - - - - - - - 6 TL 254 993 1526 2056 2127 2650 2850 3591 4388 5304 6366 7613 8997 BRG 1.5 / 3 1.5 / 3 1.5 / 3.9 2.1 / 5.2 2.2 / 5.4 2.7 / 6.7 2.9 / 7.2 3.6 / 9.1 4.4 / 11.1 5.4 / 13.4 6.4 / 16.1 7.7 / 19.2 9.1 / 22.7 LL 108 419 960 - - - - - - - - - - 7 TL 141 556 1272 1698 1754 2166 2322 2889 3484 4147 4893 5736 6634 BRG 1.5 / 3 1.5 / 3 1.5 / 3.8 2 / 5 2.1 / 5.2 2.6 / 6.4 2.7 / 6.9 3.4 / 8.5 4.1 / 10.3 4.9 / 12.2 5.8 / 14.4 6.8 / 16.9 7.8 / 19.6 LL 281 643 1336 1447 - - - - - - - - 8 TL 324 747 1446 1493 1831 1958 2416 2887 3404 3972 4600 5252 BRG 1.5 / 3 1.5 / 3 2 / 4.9 2 / 5 2.5 / 6.2 2.6 / 6.6 3.3 / 8.2 3.9 / 9.8 4.6 / 11.5 5.4 / 13.4 6.2 / 15.5 7.1 / 17.7 LL 197 452 938 1016 - - - - - - - - 9 TL 200 464 1259 1298 1586 1693 2075 2465 2885 3342 3838 4346 BRG 1.5 / 3 1.5 / 3 1.9 / 4.8 2 / 4.9 2.4 / 6 2.6 / 6.4 3.2 / 7.9 3.8 / 9.4 4.4 / 11 5.1 / 12.7 5.8 / 14.6 6.6 / 16.5 LL - - 684 741 1230 1447 - - - - - - 10 TL 130 302 1018 1103 1398 1490 1819 2150 2504 2884 3292 3705 BRG 1.5 / 3 1.5 / 3 1.7 / 4.3 1.9 / 4.7 2.4 / 5.9 2.5 / 6.3 3.1 / 7.7 3.6 / 9.1 4.2 / 10.6 4.9 / 12.2 5.6 / 13.9 6.3 / 15.7 LL - - 514 557 924 1087 - - - - - - 11 TL 87 204 762 826 1250 1331 1618 1905 2211 2535 2882 3228 BRG 1.5 / 3 1.5 / 3 1.5 / 3.6 1.5 / 3.9 2.3 / 5.8 2.5 / 6.2 3 / 7.5 3.5 / 8.9 4.1 / 10.3 4.7 / 11.8 5.4 / 13.4 6 / 15 LL - 396 429 712 837 1372 - - - - - 12 TL 142 585 635 1058 1172 1457 1711 1979 2262 2562 2860 BRG 1.5 / 3 1.5 / 3 1.5 / 3.2 2.2 / 5.4 2.4 / 6 3 / 7.4 3.5 / 8.7 4 / 10.1 4.6 / 11.5 5.2 / 13 5.8 / 14.5 LL - 311 337 560 659 1079 - - - - - 13 TL 102 459 497 830 977 1325 1552 1790 2041 2305 2566 BRG 1.5 / 3 1.5 / 3 1.5 / 3 1.8 / 4.6 2.2 / 5.4 2.9 / 7.3 3.4 / 8.6 3.9 / 9.9 4.5 / 11.2 5.1 / 12.7 5.7 / 14.1 LL - 249 270 448 527 864 1290 - - - - 14 TL 74 365 396 662 780 1156 1420 1635 1859 2095 2327 BRG 1.5 / 3 1.5 / 3 1.5 / 3 1.6 / 4 1.9 / 4.7 2.8 / 6.9 3.4 / 8.4 3.9 / 9.7 4.4 / 11 5 / 12.4 5.5 / 13.8 LL 203 220 365 429 703 1049 1493 - - - 15 TL 296 321 537 632 1006 1280 1504 1707 1920 2128 BRG 1.5 / 3 1.5 / 3 1.5 / 3.4 1.6 / 4.1 2.6 / 6.4 3.3 / 8.2 3.8 / 9.6 4.3 / 10.9 4.9 / 12.2 5.4 / 13.5 LL 167 181 300 353 579 864 1230 - - - 16 TL 242 263 440 519 856 1124 1391 1578 1771 1960 BRG 1.5 / 3 1.5 / 3 1.5 / 3 1.5 / 3.6 2.3 / 5.8 3.1 / 7.7 3.8 / 9.5 4.3 / 10.7 4.8 / 12 5.3 / 13.3 LL 139 151 250 295 483 720 1026 1407 - - 17 TL 200 218 365 431 711 994 1230 1466 1644 1817 BRG 1.5 / 3 1.5 / 3 1.5 / 3 1.5 / 3.2 2.1 / 5.2 2.9 / 7.2 3.6 / 8.9 4.2 / 10.6 4.8 / 11.9 5.3 / 13.1 LL 117 127 211 248 407 607 864 1185 - - 18 TL 168 182 306 361 597 885 1095 1326 1534 1693 BRG 1.5 / 3 1.5 / 3 1.5 / 3 1.5 / 3 1.8 / 4.6 2.7 / 6.8 3.4 / 8.4 4.1 / 10.2 4.7 / 11.8 5.2 / 13 LL 108 179 211 346 516 735 1008 1342-19 TL 153 259 306 506 760 981 1188 1412 1584 BRG 1.5 / 3 1.5 / 3 1.5 / 3 1.7 / 4.1 2.5 / 6.2 3.2 / 8 3.9 / 9.6 4.6 / 11.4 5.1 / 12.8 LL 154 181 296 442 630 864 1150 1470 20 TL 220 261 432 649 884 1070 1272 1475 BRG 1.5 / 3 1.5 / 3 1.5 / 3.7 2.2 / 5.6 3 / 7.6 3.7 / 9.1 4.3 / 10.9 5 / 12.6 LL 133 156 256 382 544 747 994 1270 21 TL 189 224 371 559 800 969 1152 1336 BRG 1.5 / 3 1.5 / 3 1.5 / 3.4 2 / 5.1 2.9 / 7.2 3.5 / 8.7 4.1 / 10.3 4.8 / 12 LL 116 136 223 332 473 649 864 1105 22 TL 163 193 321 484 694 881 1048 1216 BRG 1.5 / 3 1.5 / 3 1.5 / 3.1 1.8 / 4.6 2.6 / 6.6 3.3 / 8.3 3.9 / 9.9 4.6 / 11.4 LL 119 195 291 414 568 756 967 23 TL 168 280 422 605 805 957 1110 BRG 1.5 / 3 1.5 / 3 1.7 / 4.2 2.4 / 6 3.2 / 8 3.8 / 9.4 4.4 / 10.9 LL 172 256 365 500 666 851 24 TL 245 370 530 732 877 1018 BRG 1.5 / 3 1.5 / 3.9 2.2 / 5.5 3 / 7.6 3.6 / 9 4.2 / 10.5 LL 152 227 323 442 589 753 25 TL 215 325 467 646 807 936 BRG 1.5 / 3 1.5 / 3.6 2 / 5.1 2.8 / 7 3.5 / 8.7 4 / 10.1 LL 135 201 287 393 524 669 26 TL 190 288 414 572 745 864 BRG 1.5 / 3 1.5 / 3.3 1.9 / 4.7 2.6 / 6.4 3.3 / 8.4 3.9 / 9.7 LL 120 180 256 351 468 598 27 TL 168 255 368 509 681 800 BRG 1.5 / 3 1.5 / 3.1 1.7 / 4.4 2.4 / 6 3.2 / 8 3.7 / 9.3 LL 108 161 230 315 419 536 28 TL 149 227 328 454 609 742 BRG 1.5 / 3 1.5 / 3 1.6 / 4.1 2.2 / 5.6 3 / 7.4 3.6 / 9 LL 145 207 283 377 482 29 TL 203 294 407 546 690 BRG 1.5 / 3 1.5 / 3.8 2.1 / 5.2 2.8 / 6.9 3.5 / 8.7 LL 131 187 256 341 436 30 TL 182 264 366 491 632 BRG 1.5 / 3 1.5 / 3.5 1.9 / 4.8 2.6 / 6.4 3.3 / 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 0.3125 for beams 7¼ deep or less) BRG = Required end / intermediate bearing length (inches), based on bearing stress of 850 psi. ALLOWABLE UNIFORM LOADS 46

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 11 7 8 14 16 18 20 22 24 LL 257 998 2287 - - - - - - - - - - 6 TL 381 1490 2289 3085 3190 3975 4275 5387 6582 7955 9549 11420 13496 BRG 1.5 / 3 1.5 / 3 1.5 / 3.9 2.1 / 5.2 2.2 / 5.4 2.7 / 6.7 2.9 / 7.2 3.6 / 9.1 4.4 / 11.1 5.4 / 13.4 6.4 / 16.1 7.7 / 19.2 9.1 / 22.7 LL 162 629 1440 - - - - - - - - - - 7 TL 212 835 1908 2547 2632 3249 3483 4334 5225 6221 7339 8604 9951 BRG 1.5 / 3 1.5 / 3 1.5 / 3.8 2 / 5 2.1 / 5.2 2.6 / 6.4 2.7 / 6.9 3.4 / 8.5 4.1 / 10.3 4.9 / 12.2 5.8 / 14.4 6.8 / 16.9 7.8 / 19.6 LL 421 965 2004 2171 - - - - - - - - 8 TL 486 1121 2169 2239 2747 2937 3624 4331 5105 5958 6900 7878 BRG 1.5 / 3 1.5 / 3 2 / 4.9 2 / 5 2.5 / 6.2 2.6 / 6.6 3.3 / 8.2 3.9 / 9.8 4.6 / 11.5 5.4 / 13.4 6.2 / 15.5 7.1 / 17.7 LL 296 678 1407 1525 - - - - - - - - 9 TL 301 696 1888 1948 2379 2539 3113 3697 4328 5013 5758 6518 BRG 1.5 / 3 1.5 / 3 1.9 / 4.8 2 / 4.9 2.4 / 6 2.6 / 6.4 3.2 / 7.9 3.8 / 9.4 4.4 / 11 5.1 / 12.7 5.8 / 14.6 6.6 / 16.5 LL - - 1026 1111 1846 2171 - - - - - - 10 TL 195 453 1526 1654 2097 2236 2728 3224 3755 4325 4939 5557 BRG 1.5 / 3 1.5 / 3 1.7 / 4.3 1.9 / 4.7 2.4 / 5.9 2.5 / 6.3 3.1 / 7.7 3.6 / 9.1 4.2 / 10.6 4.9 / 12.2 5.6 / 13.9 6.3 / 15.7 LL - - 771 835 1387 1631 - - - - - - 11 TL 131 306 1144 1240 1875 1996 2427 2858 3316 3803 4323 4842 BRG 1.5 / 3 1.5 / 3 1.5 / 3.6 1.5 / 3.9 2.3 / 5.8 2.5 / 6.2 3 / 7.5 3.5 / 8.9 4.1 / 10.3 4.7 / 11.8 5.4 / 13.4 6 / 15 LL - 594 643 1068 1256 2058 - - - - - 12 TL 213 878 952 1587 1758 2186 2566 2968 3393 3843 4289 BRG 1.5 / 3 1.5 / 3 1.5 / 3.2 2.2 / 5.4 2.4 / 6 3 / 7.4 3.5 / 8.7 4 / 10.1 4.6 / 11.5 5.2 / 13 5.8 / 14.5 LL - 467 506 840 988 1619 - - - - - 13 TL 152 688 746 1245 1466 1988 2328 2686 3062 3458 3849 BRG 1.5 / 3 1.5 / 3 1.5 / 3 1.8 / 4.6 2.2 / 5.4 2.9 / 7.3 3.4 / 8.6 3.9 / 9.9 4.5 / 11.2 5.1 / 12.7 5.7 / 14.1 LL - 374 405 673 791 1296 1935 - - - - 14 TL 111 548 595 994 1170 1734 2130 2452 2789 3143 3490 BRG 1.5 / 3 1.5 / 3 1.5 / 3 1.6 / 4 1.9 / 4.7 2.8 / 6.9 3.4 / 8.4 3.9 / 9.7 4.4 / 11 5 / 12.4 5.5 / 13.8 LL 304 329 547 643 1054 1573 2240 - - - 15 TL 443 481 805 949 1508 1921 2255 2561 2880 3192 BRG 1.5 / 3 1.5 / 3 1.5 / 3.4 1.6 / 4.1 2.6 / 6.4 3.3 / 8.2 3.8 / 9.6 4.3 / 10.9 4.9 / 12.2 5.4 / 13.5 LL 250 271 451 530 868 1296 1846 - - - 16 TL 363 394 661 779 1284 1685 2086 2367 2657 2940 BRG 1.5 / 3 1.5 / 3 1.5 / 3 1.5 / 3.6 2.3 / 5.8 3.1 / 7.7 3.8 / 9.5 4.3 / 10.7 4.8 / 12 5.3 / 13.3 LL 209 226 376 442 724 1081 1539 2111 - - 17 TL 301 326 548 647 1067 1490 1845 2200 2466 2725 BRG 1.5 / 3 1.5 / 3 1.5 / 3 1.5 / 3.2 2.1 / 5.2 2.9 / 7.2 3.6 / 8.9 4.2 / 10.6 4.8 / 11.9 5.3 / 13.1 LL 176 191 316 372 610 910 1296 1778 - - 18 TL 251 273 459 542 896 1327 1643 1988 2300 2539 BRG 1.5 / 3 1.5 / 3 1.5 / 3 1.5 / 3 1.8 / 4.6 2.7 / 6.8 3.4 / 8.4 4.1 / 10.2 4.7 / 11.8 5.2 / 13 LL 162 269 316 519 774 1102 1512 2012-19 TL 230 388 459 759 1139 1472 1782 2118 2377 BRG 1.5 / 3 1.5 / 3 1.5 / 3 1.7 / 4.1 2.5 / 6.2 3.2 / 8 3.9 / 9.6 4.6 / 11.4 5.1 / 12.8 LL 231 271 445 664 945 1296 1725 2205 20 TL 331 391 648 974 1326 1605 1908 2213 BRG 1.5 / 3 1.5 / 3 1.5 / 3.7 2.2 / 5.6 3 / 7.6 3.7 / 9.1 4.3 / 10.9 5 / 12.6 LL 199 234 384 573 816 1120 1490 1905 21 TL 284 335 557 838 1200 1454 1728 2004 BRG 1.5 / 3 1.5 / 3 1.5 / 3.4 2 / 5.1 2.9 / 7.2 3.5 / 8.7 4.1 / 10.3 4.8 / 12 LL 173 204 334 499 710 974 1296 1657 22 TL 245 290 482 726 1040 1322 1572 1823 BRG 1.5 / 3 1.5 / 3 1.5 / 3.1 1.8 / 4.6 2.6 / 6.6 3.3 / 8.3 3.9 / 9.9 4.6 / 11.4 LL 178 292 436 621 852 1134 1450 23 TL 251 419 633 907 1207 1436 1665 BRG 1.5 / 3 1.5 / 3 1.7 / 4.2 2.4 / 6 3.2 / 8 3.8 / 9.4 4.4 / 10.9 LL 257 384 547 750 998 1276 24 TL 367 554 796 1098 1316 1527 BRG 1.5 / 3 1.5 / 3.9 2.2 / 5.5 3 / 7.6 3.6 / 9 4.2 / 10.5 LL 228 340 484 664 883 1129 25 TL 322 488 701 968 1210 1405 BRG 1.5 / 3 1.5 / 3.6 2 / 5.1 2.8 / 7 3.5 / 8.7 4 / 10.1 LL 202 302 430 590 785 1004 26 TL 284 431 621 858 1117 1296 BRG 1.5 / 3 1.5 / 3.3 1.9 / 4.7 2.6 / 6.4 3.3 / 8.4 3.9 / 9.7 LL 181 270 384 527 701 896 27 TL 252 383 552 763 1022 1200 BRG 1.5 / 3 1.5 / 3.1 1.7 / 4.4 2.4 / 6 3.2 / 8 3.7 / 9.3 LL 162 242 344 472 629 804 28 TL 224 341 492 681 913 1113 BRG 1.5 / 3 1.5 / 3 1.6 / 4.1 2.2 / 5.6 3 / 7.4 3.6 / 9 LL 218 310 425 566 723 29 TL 305 440 611 819 1036 BRG 1.5 / 3 1.5 / 3.8 2.1 / 5.2 2.8 / 6.9 3.5 / 8.7 LL 197 280 384 511 653 30 TL 273 395 549 737 947 BRG 1.5 / 3 1.5 / 3.5 1.9 / 4.8 2.6 / 6.4 3.3 / 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 0.3125 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

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 11 7 8 14 16 18 20 22 24 LL 343 1331 3049 - - - - - - - - - - 6 TL 508 1987 3052 4113 4254 5300 5700 7182 8776 10607 12732 15226 17994 BRG 1.5 / 3 1.5 / 3 1.5 / 3.9 2.1 / 5.2 2.2 / 5.4 2.7 / 6.7 2.9 / 7.2 3.6 / 9.1 4.4 / 11.1 5.4 / 13.4 6.4 / 16.1 7.7 / 19.2 9.1 / 22.7 LL 216 838 1920 - - - - - - - - - - 7 TL 283 1113 2544 3397 3509 4332 4644 5778 6967 8294 9785 11472 13268 BRG 1.5 / 3 1.5 / 3 1.5 / 3.8 2 / 5 2.1 / 5.2 2.6 / 6.4 2.7 / 6.9 3.4 / 8.5 4.1 / 10.3 4.9 / 12.2 5.8 / 14.4 6.8 / 16.9 7.8 / 19.6 LL 562 1286 2672 2894 - - - - - - - - 8 TL 648 1494 2892 2985 3663 3917 4832 5775 6807 7944 9200 10505 BRG 1.5 / 3 1.5 / 3 2 / 4.9 2 / 5 2.5 / 6.2 2.6 / 6.6 3.3 / 8.2 3.9 / 9.8 4.6 / 11.5 5.4 / 13.4 6.2 / 15.5 7.1 / 17.7 LL 394 904 1876 2033 - - - - - - - - 9 TL 401 928 2518 2597 3172 3386 4151 4929 5771 6684 7677 8691 BRG 1.5 / 3 1.5 / 3 1.9 / 4.8 2 / 4.9 2.4 / 6 2.6 / 6.4 3.2 / 7.9 3.8 / 9.4 4.4 / 11 5.1 / 12.7 5.8 / 14.6 6.6 / 16.5 LL - - 1368 1482 2461 2894 - - - - - - 10 TL 260 604 2035 2206 2796 2981 3637 4299 5007 5767 6585 7410 BRG 1.5 / 3 1.5 / 3 1.7 / 4.3 1.9 / 4.7 2.4 / 5.9 2.5 / 6.3 3.1 / 7.7 3.6 / 9.1 4.2 / 10.6 4.9 / 12.2 5.6 / 13.9 6.3 / 15.7 LL - - 1028 1113 1849 2175 - - - - - - 11 TL 174 409 1525 1653 2500 2662 3236 3811 4421 5071 5764 6456 BRG 1.5 / 3 1.5 / 3 1.5 / 3.6 1.5 / 3.9 2.3 / 5.8 2.5 / 6.2 3 / 7.5 3.5 / 8.9 4.1 / 10.3 4.7 / 11.8 5.4 / 13.4 6 / 15 LL - 792 858 1424 1675 2745 - - - - - 12 TL 285 1171 1269 2116 2345 2915 3422 3957 4524 5124 5719 BRG 1.5 / 3 1.5 / 3 1.5 / 3.2 2.2 / 5.4 2.4 / 6 3 / 7.4 3.5 / 8.7 4 / 10.1 4.6 / 11.5 5.2 / 13 5.8 / 14.5 LL - 623 675 1120 1317 2159 - - - - - 13 TL 203 917 994 1660 1954 2650 3104 3581 4082 4611 5132 BRG 1.5 / 3 1.5 / 3 1.5 / 3 1.8 / 4.6 2.2 / 5.4 2.9 / 7.3 3.4 / 8.6 3.9 / 9.9 4.5 / 11.2 5.1 / 12.7 5.7 / 14.1 LL - 499 540 897 1055 1728 2580 - - - - 14 TL 148 731 793 1325 1561 2312 2840 3269 3719 4190 4654 BRG 1.5 / 3 1.5 / 3 1.5 / 3 1.6 / 4 1.9 / 4.7 2.8 / 6.9 3.4 / 8.4 3.9 / 9.7 4.4 / 11 5 / 12.4 5.5 / 13.8 LL 405 439 729 858 1405 2098 2987 - - - 15 TL 591 641 1073 1265 2011 2561 3007 3414 3840 4256 BRG 1.5 / 3 1.5 / 3 1.5 / 3.4 1.6 / 4.1 2.6 / 6.4 3.3 / 8.2 3.8 / 9.6 4.3 / 10.9 4.9 / 12.2 5.4 / 13.5 LL 334 362 601 707 1158 1728 2461 - - - 16 TL 484 525 881 1038 1711 2247 2781 3156 3543 3921 BRG 1.5 / 3 1.5 / 3 1.5 / 3 1.5 / 3.6 2.3 / 5.8 3.1 / 7.7 3.8 / 9.5 4.3 / 10.7 4.8 / 12 5.3 / 13.3 LL 278 302 501 589 965 1441 2052 2814 - - 17 TL 401 435 731 862 1423 1987 2460 2933 3288 3634 BRG 1.5 / 3 1.5 / 3 1.5 / 3 1.5 / 3.2 2.1 / 5.2 2.9 / 7.2 3.6 / 8.9 4.2 / 10.6 4.8 / 11.9 5.3 / 13.1 LL 235 254 422 496 813 1214 1728 2371 - - 18 TL 335 364 613 723 1194 1769 2191 2651 3067 3386 BRG 1.5 / 3 1.5 / 3 1.5 / 3 1.5 / 3 1.8 / 4.6 2.7 / 6.8 3.4 / 8.4 4.1 / 10.2 4.7 / 11.8 5.2 / 13 LL 216 359 422 691 1032 1470 2016 2683-19 TL 307 518 611 1012 1519 1963 2376 2824 3169 BRG 1.5 / 3 1.5 / 3 1.5 / 3 1.7 / 4.1 2.5 / 6.2 3.2 / 8 3.9 / 9.6 4.6 / 11.4 5.1 / 12.8 LL 308 362 593 885 1260 1728 2300 2940 20 TL 441 521 864 1298 1768 2141 2544 2951 BRG 1.5 / 3 1.5 / 3 1.5 / 3.7 2.2 / 5.6 3 / 7.6 3.7 / 9.1 4.3 / 10.9 5 / 12.6 LL 266 313 512 764 1088 1493 1987 2540 21 TL 378 447 743 1118 1600 1938 2304 2672 BRG 1.5 / 3 1.5 / 3 1.5 / 3.4 2 / 5.1 2.9 / 7.2 3.5 / 8.7 4.1 / 10.3 4.8 / 12 LL 231 272 445 665 947 1299 1728 2209 22 TL 326 386 643 968 1387 1763 2096 2431 BRG 1.5 / 3 1.5 / 3 1.5 / 3.1 1.8 / 4.6 2.6 / 6.6 3.3 / 8.3 3.9 / 9.9 4.6 / 11.4 LL 238 390 582 828 1136 1513 1933 23 TL 335 559 844 1210 1610 1914 2221 BRG 1.5 / 3 1.5 / 3 1.7 / 4.2 2.4 / 6 3.2 / 8 3.8 / 9.4 4.4 / 10.9 LL 343 512 729 1000 1331 1702 24 TL 489 739 1061 1464 1755 2036 BRG 1.5 / 3 1.5 / 3.9 2.2 / 5.5 3 / 7.6 3.6 / 9 4.2 / 10.5 LL 304 453 645 885 1178 1505 25 TL 430 651 935 1291 1614 1873 BRG 1.5 / 3 1.5 / 3.6 2 / 5.1 2.8 / 7 3.5 / 8.7 4 / 10.1 LL 270 403 574 787 1047 1338 26 TL 379 575 828 1144 1489 1728 BRG 1.5 / 3 1.5 / 3.3 1.9 / 4.7 2.6 / 6.4 3.3 / 8.4 3.9 / 9.7 LL 241 360 512 702 935 1195 27 TL 336 510 735 1017 1363 1600 BRG 1.5 / 3 1.5 / 3.1 1.7 / 4.4 2.4 / 6 3.2 / 8 3.7 / 9.3 LL 216 322 459 630 838 1072 28 TL 299 455 656 908 1218 1484 BRG 1.5 / 3 1.5 / 3 1.6 / 4.1 2.2 / 5.6 3 / 7.4 3.6 / 9 LL 290 413 567 755 964 29 TL 406 587 814 1092 1381 BRG 1.5 / 3 1.5 / 3.8 2.1 / 5.2 2.8 / 6.9 3.5 / 8.7 LL 262 373 512 682 871 30 TL 364 527 732 982 1263 BRG 1.5 / 3 1.5 / 3.5 1.9 / 4.8 2.6 / 6.4 3.3 / 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 0.3125 for beams 7¼ deep or less) BRG = Required end / intermediate bearing length (inches), based on bearing stress of 850 psi. ALLOWABLE UNIFORM LOADS 48

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 11 7 8 14 LL 129 499 - - - - - - 6 TL 132 518 878 1183 1224 1524 1640 2066 BRG 1.5 / 3 1.5 / 3 1.8 / 4.4 2.4 / 6 2.5 / 6.2 3.1 / 7.7 3.3 / 8.3 4.2 / 10.4 LL - - - - - - - - 7 TL 71 278 640 977 1009 1246 1336 1662 BRG 1.5 / 3 1.5 / 3 1.5 / 3.8 2.3 / 5.8 2.4 / 6 2.9 / 7.4 3.2 / 7.9 3.9 / 9.8 LL - - - - - - - 8 TL 162 374 832 859 1054 1127 1390 BRG 1.5 / 3 1.5 / 3 2.2 / 5.6 2.3 / 5.8 2.8 / 7.1 3 / 7.6 3.8 / 9.4 LL - - 704 - - - - 9 TL 100 232 724 747 913 974 1194 BRG 1.5 / 3 1.5 / 3 2.2 / 5.5 2.3 / 5.7 2.8 / 6.9 3 / 7.4 3.6 / 9.1 LL - - 513 556 - - - 10 TL 65 151 621 651 805 858 1047 BRG 1.5 / 3 1.5 / 3 2.1 / 5.3 2.2 / 5.5 2.7 / 6.8 2.9 / 7.3 3.5 / 8.8 LL - - 385 418 693 - - 11 TL 44 102 510 537 719 766 931 BRG 1.5 / 3 1.5 / 3 1.9 / 4.8 2 / 5 2.7 / 6.7 2.9 / 7.1 3.5 / 8.7 LL - 297 322 534 628-12 TL 71 392 424 612 675 839 BRG 1.5 / 3 1.6 / 4 1.7 / 4.3 2.5 / 6.2 2.7 / 6.9 3.4 / 8.5 LL - 233 253 420 494-13 TL 51 307 333 521 574 763 BRG 1.5 / 3 1.5 / 3.4 1.5 / 3.7 2.3 / 5.7 2.5 / 6.3 3.4 / 8.4 LL - 187 203 336 396 648 14 TL 37 245 266 443 494 666 BRG 1.5 / 3 1.5 / 3 1.5 / 3.2 2.1 / 5.3 2.4 / 5.9 3.2 / 7.9 LL 152 165 273 322 527 15 TL 198 215 359 423 579 BRG 1.5 / 3 1.5 / 3 1.8 / 4.6 2.2 / 5.4 3 / 7.4 LL 125 136 225 265 434 16 TL 163 177 295 348 508 BRG 1.5 / 3 1.5 / 3 1.6 / 4 1.9 / 4.8 2.8 / 6.9 LL 104 113 188 221 362 17 TL 135 146 245 289 449 BRG 1.5 / 3 1.5 / 3 1.5 / 3.6 1.7 / 4.2 2.6 / 6.5 LL 88 95 158 186 305 18 TL 113 123 206 243 400 BRG 1.5 / 3 1.5 / 3 1.5 / 3.2 1.5 / 3.8 2.5 / 6.2 LL 81 135 158 259 19 TL 104 174 206 339 BRG 1.5 / 3 1.5 / 3 1.5 / 3.4 2.2 / 5.5 LL 115 136 222 20 TL 149 175 290 BRG 1.5 / 3 1.5 / 3 2 / 5 LL 100 117 192 21 TL 128 151 250 BRG 1.5 / 3 1.5 / 3 1.8 / 4.5 LL 87 102 167 22 TL 110 131 216 BRG 1.5 / 3 1.5 / 3 1.6 / 4.1 LL 89 146 23 TL 114 189 BRG 1.5 / 3 1.5 / 3.8 LL 129 24 TL 165 BRG 1.5 / 3.5 LL 114 25 TL 145 BRG 1.5 / 3.2 LL 101 26 TL 129 BRG 1.5 / 3 LL 90 27 TL 114 BRG 1.5 / 3 LL 81 28 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 0.3125 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

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 11 7 8 14 16 18 20 22 24 LL 257 998 - - - - - - - - - - - 6 TL 265 1035 1756 2366 2447 3049 3279 4132 5049 6102 7323 8758 10350 BRG 1.5 / 3 1.5 / 3 1.8 / 4.4 2.4 / 6 2.5 / 6.2 3.1 / 7.7 3.3 / 8.3 4.2 / 10.4 5.1 / 12.8 6.2 / 15.4 7.4 / 18.5 8.9 / 22.1 10.5 / 26.1 LL - - - - - - - - - - - - - 7 TL 141 556 1279 1954 2019 2493 2672 3324 4008 4772 5629 6599 7632 BRG 1.5 / 3 1.5 / 3 1.5 / 3.8 2.3 / 5.8 2.4 / 6 2.9 / 7.4 3.2 / 7.9 3.9 / 9.8 4.7 / 11.8 5.6 / 14.1 6.6 / 16.6 7.8 / 19.5 9 / 22.5 LL - - - - - - - - - - - - 8 TL 324 747 1664 1718 2108 2254 2780 3323 3917 4570 5293 6043 BRG 1.5 / 3 1.5 / 3 2.2 / 5.6 2.3 / 5.8 2.8 / 7.1 3 / 7.6 3.8 / 9.4 4.5 / 11.2 5.3 / 13.2 6.2 / 15.4 7.1 / 17.9 8.2 / 20.4 LL - - 1407 - - - - - - - - - 9 TL 200 464 1449 1494 1825 1948 2389 2837 3321 3846 4417 5001 BRG 1.5 / 3 1.5 / 3 2.2 / 5.5 2.3 / 5.7 2.8 / 6.9 3 / 7.4 3.6 / 9.1 4.3 / 10.8 5 / 12.6 5.8 / 14.6 6.7 / 16.8 7.6 / 19 LL - - 1026 1111 - - - - - - - - 10 TL 130 302 1241 1302 1609 1716 2093 2474 2882 3319 3789 4264 BRG 1.5 / 3 1.5 / 3 2.1 / 5.3 2.2 / 5.5 2.7 / 6.8 2.9 / 7.3 3.5 / 8.8 4.2 / 10.5 4.9 / 12.2 5.6 / 14 6.4 / 16 7.2 / 18 LL - - 771 835 1387 - - - - - - - 11 TL 87 204 1019 1075 1439 1532 1863 2193 2545 2918 3317 3716 BRG 1.5 / 3 1.5 / 3 1.9 / 4.8 2 / 5 2.7 / 6.7 2.9 / 7.1 3.5 / 8.7 4.1 / 10.2 4.7 / 11.8 5.4 / 13.6 6.2 / 15.4 6.9 / 17.3 LL - 594 643 1068 1256 - - - - - - 12 TL 142 783 849 1224 1350 1678 1970 2278 2604 2949 3292 BRG 1.5 / 3 1.6 / 4 1.7 / 4.3 2.5 / 6.2 2.7 / 6.9 3.4 / 8.5 4 / 10 4.6 / 11.6 5.3 / 13.2 6 / 15 6.7 / 16.7 LL - 467 506 840 988 - - - - - - 13 TL 102 614 666 1042 1148 1526 1787 2061 2350 2654 2954 BRG 1.5 / 3 1.5 / 3.4 1.5 / 3.7 2.3 / 5.7 2.5 / 6.3 3.4 / 8.4 3.9 / 9.8 4.5 / 11.3 5.2 / 12.9 5.8 / 14.6 6.5 / 16.3 LL - 374 405 673 791 1296 - - - - - 14 TL 74 490 531 887 989 1332 1635 1882 2141 2412 2679 BRG 1.5 / 3 1.5 / 3 1.5 / 3.2 2.1 / 5.3 2.4 / 5.9 3.2 / 7.9 3.9 / 9.7 4.5 / 11.2 5.1 / 12.7 5.7 / 14.3 6.4 / 15.9 LL 304 329 547 643 1054 - - - - - 15 TL 397 430 719 847 1158 1475 1732 1966 2211 2450 BRG 1.5 / 3 1.5 / 3 1.8 / 4.6 2.2 / 5.4 3 / 7.4 3.8 / 9.4 4.4 / 11 5 / 12.5 5.6 / 14.1 6.2 / 15.6 LL 250 271 451 530 868 - - - - - 16 TL 326 353 591 696 1016 1294 1602 1817 2040 2258 BRG 1.5 / 3 1.5 / 3 1.6 / 4 1.9 / 4.8 2.8 / 6.9 3.5 / 8.8 4.4 / 10.9 4.9 / 12.3 5.5 / 13.8 6.1 / 15.3 LL 209 226 376 442 724 1081 - - - - 17 TL 270 293 491 578 899 1145 1417 1689 1894 2093 BRG 1.5 / 3 1.5 / 3 1.5 / 3.6 1.7 / 4.2 2.6 / 6.5 3.3 / 8.3 4.1 / 10.2 4.9 / 12.2 5.5 / 13.7 6 / 15.1 LL 176 191 316 372 610 910 - - - - 18 TL 226 245 412 485 800 1020 1262 1527 1767 1950 BRG 1.5 / 3 1.5 / 3 1.5 / 3.2 1.5 / 3.8 2.5 / 6.2 3.1 / 7.8 3.9 / 9.7 4.7 / 11.7 5.4 / 13.5 6 / 14.9 LL 162 269 316 519 774 1102 - - - 19 TL 207 349 411 679 914 1131 1369 1627 1825 BRG 1.5 / 3 1.5 / 3 1.5 / 3.4 2.2 / 5.5 3 / 7.4 3.7 / 9.2 4.4 / 11.1 5.3 / 13.1 5.9 / 14.7 LL 231 271 445 664 945 - - - 20 TL 297 351 580 823 1019 1234 1466 1700 BRG 1.5 / 3 1.5 / 3 2 / 5 2.8 / 7 3.5 / 8.7 4.2 / 10.5 5 / 12.5 5.8 / 14.5 LL 199 234 384 573 816 - - - 21 TL 255 302 499 745 923 1117 1328 1540 BRG 1.5 / 3 1.5 / 3 1.8 / 4.5 2.7 / 6.7 3.3 / 8.3 4 / 10 4.8 / 11.9 5.5 / 13.8 LL 173 204 334 499 710 974 - - 22 TL 221 261 433 650 839 1016 1208 1401 BRG 1.5 / 3 1.5 / 3 1.6 / 4.1 2.5 / 6.1 3.2 / 7.9 3.8 / 9.6 4.5 / 11.4 5.3 / 13.2 LL 178 292 436 621 852 - - 23 TL 227 377 567 767 928 1104 1280 BRG 1.5 / 3 1.5 / 3.8 2.2 / 5.6 3 / 7.6 3.7 / 9.1 4.3 / 10.9 5 / 12.6 LL 257 384 547 750 998-24 TL 330 498 703 851 1012 1174 BRG 1.5 / 3.5 2.1 / 5.2 2.9 / 7.3 3.5 / 8.8 4.2 / 10.4 4.8 / 12.1 LL 228 340 484 664 883-25 TL 291 439 629 783 931 1080 BRG 1.5 / 3.2 1.9 / 4.8 2.7 / 6.8 3.4 / 8.4 4 / 10 4.6 / 11.6 LL 202 302 430 590 785-26 TL 257 388 557 722 859 997 BRG 1.5 / 3 1.8 / 4.4 2.5 / 6.3 3.2 / 8.1 3.8 / 9.6 4.5 / 11.1 LL 181 270 384 527 701 896 27 TL 228 345 496 669 795 923 BRG 1.5 / 3 1.6 / 4.1 2.3 / 5.8 3.1 / 7.8 3.7 / 9.2 4.3 / 10.7 LL 162 242 344 472 629 804 28 TL 203 308 443 612 738 857 BRG 1.5 / 3 1.5 / 3.8 2.2 / 5.4 3 / 7.4 3.6 / 8.9 4.1 / 10.3 LL 218 310 425 566 723 29 TL 276 397 549 687 797 BRG 1.5 / 3.5 2 / 5 2.8 / 6.9 3.4 / 8.6 4 / 10 LL 197 280 384 511 653 30 TL 248 357 494 640 743 BRG 1.5 / 3.3 1.9 / 4.7 2.6 / 6.5 3.3 / 8.3 3.9 / 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 0.3125 for beams 7¼ deep or less) BRG = Required end / intermediate bearing length (inches), based on bearing stress of 850 psi. 50

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 11 7 8 14 16 18 20 22 24 LL 386 1498 - - - - - - - - - - - 6 TL 397 1553 2634 3549 3671 4573 4919 6198 7573 9152 10985 13137 15525 BRG 1.5 / 3 1.5 / 3 1.8 / 4.4 2.4 / 6 2.5 / 6.2 3.1 / 7.7 3.3 / 8.3 4.2 / 10.4 5.1 / 12.8 6.2 / 15.4 7.4 / 18.5 8.9 / 22.1 10.5 / 26.1 LL - - - - - - - - - - - - - 7 TL 212 835 1919 2931 3028 3739 4008 4987 6012 7157 8444 9899 11449 BRG 1.5 / 3 1.5 / 3 1.5 / 3.8 2.3 / 5.8 2.4 / 6 2.9 / 7.4 3.2 / 7.9 3.9 / 9.8 4.7 / 11.8 5.6 / 14.1 6.6 / 16.6 7.8 / 19.5 9 / 22.5 LL - - - - - - - - - - - - 8 TL 486 1121 2496 2577 3161 3380 4170 4984 5875 6855 7939 9065 BRG 1.5 / 3 1.5 / 3 2.2 / 5.6 2.3 / 5.8 2.8 / 7.1 3 / 7.6 3.8 / 9.4 4.5 / 11.2 5.3 / 13.2 6.2 / 15.4 7.1 / 17.9 8.2 / 20.4 LL - - 2111 - - - - - - - - - 9 TL 301 696 2173 2242 2738 2922 3583 4255 4981 5769 6626 7501 BRG 1.5 / 3 1.5 / 3 2.2 / 5.5 2.3 / 5.7 2.8 / 6.9 3 / 7.4 3.6 / 9.1 4.3 / 10.8 5 / 12.6 5.8 / 14.6 6.7 / 16.8 7.6 / 19 LL - - 1539 1667 - - - - - - - - 10 TL 195 453 1862 1954 2414 2573 3140 3711 4322 4978 5684 6396 BRG 1.5 / 3 1.5 / 3 2.1 / 5.3 2.2 / 5.5 2.7 / 6.8 2.9 / 7.3 3.5 / 8.8 4.2 / 10.5 4.9 / 12.2 5.6 / 14 6.4 / 16 7.2 / 18 LL - - 1156 1253 2080 - - - - - - - 11 TL 131 306 1529 1612 2158 2298 2794 3290 3817 4378 4976 5573 BRG 1.5 / 3 1.5 / 3 1.9 / 4.8 2 / 5 2.7 / 6.7 2.9 / 7.1 3.5 / 8.7 4.1 / 10.2 4.7 / 11.8 5.4 / 13.6 6.2 / 15.4 6.9 / 17.3 LL - 891 965 1602 1884 - - - - - - 12 TL 213 1175 1273 1836 2025 2517 2954 3417 3906 4424 4938 BRG 1.5 / 3 1.6 / 4 1.7 / 4.3 2.5 / 6.2 2.7 / 6.9 3.4 / 8.5 4 / 10 4.6 / 11.6 5.3 / 13.2 6 / 15 6.7 / 16.7 LL - 700 759 1260 1482 - - - - - - 13 TL 152 921 999 1562 1723 2289 2681 3092 3525 3981 4431 BRG 1.5 / 3 1.5 / 3.4 1.5 / 3.7 2.3 / 5.7 2.5 / 6.3 3.4 / 8.4 3.9 / 9.8 4.5 / 11.3 5.2 / 12.9 5.8 / 14.6 6.5 / 16.3 LL - 561 608 1009 1187 1944 - - - - - 14 TL 111 735 797 1330 1483 1997 2453 2823 3212 3619 4019 BRG 1.5 / 3 1.5 / 3 1.5 / 3.2 2.1 / 5.3 2.4 / 5.9 3.2 / 7.9 3.9 / 9.7 4.5 / 11.2 5.1 / 12.7 5.7 / 14.3 6.4 / 15.9 LL 456 494 820 965 1581 - - - - - 15 TL 595 646 1078 1270 1737 2212 2597 2949 3316 3676 BRG 1.5 / 3 1.5 / 3 1.8 / 4.6 2.2 / 5.4 3 / 7.4 3.8 / 9.4 4.4 / 11 5 / 12.5 5.6 / 14.1 6.2 / 15.6 LL 376 407 676 795 1303 - - - - - 16 TL 488 530 886 1044 1525 1941 2402 2726 3060 3386 BRG 1.5 / 3 1.5 / 3 1.6 / 4 1.9 / 4.8 2.8 / 6.9 3.5 / 8.8 4.4 / 10.9 4.9 / 12.3 5.5 / 13.8 6.1 / 15.3 LL 313 339 564 663 1086 1621 - - - - 17 TL 405 439 736 867 1348 1717 2125 2534 2841 3139 BRG 1.5 / 3 1.5 / 3 1.5 / 3.6 1.7 / 4.2 2.6 / 6.5 3.3 / 8.3 4.1 / 10.2 4.9 / 12.2 5.5 / 13.7 6 / 15.1 LL 264 286 475 558 915 1366 - - - - 18 TL 339 368 618 728 1201 1529 1893 2291 2650 2925 BRG 1.5 / 3 1.5 / 3 1.5 / 3.2 1.5 / 3.8 2.5 / 6.2 3.1 / 7.8 3.9 / 9.7 4.7 / 11.7 5.4 / 13.5 6 / 14.9 LL 243 404 475 778 1161 1653 - - - 19 TL 311 523 617 1018 1370 1696 2053 2440 2738 BRG 1.5 / 3 1.5 / 3 1.5 / 3.4 2.2 / 5.5 3 / 7.4 3.7 / 9.2 4.4 / 11.1 5.3 / 13.1 5.9 / 14.7 LL 346 407 667 996 1418 - - - 20 TL 446 526 870 1235 1529 1850 2199 2550 BRG 1.5 / 3 1.5 / 3 2 / 5 2.8 / 7 3.5 / 8.7 4.2 / 10.5 5 / 12.5 5.8 / 14.5 LL 299 352 576 860 1224 - - - 21 TL 383 453 749 1118 1384 1676 1992 2310 BRG 1.5 / 3 1.5 / 3 1.8 / 4.5 2.7 / 6.7 3.3 / 8.3 4 / 10 4.8 / 11.9 5.5 / 13.8 LL 260 306 501 748 1065 1461 - - 22 TL 331 392 649 975 1259 1524 1812 2102 BRG 1.5 / 3 1.5 / 3 1.6 / 4.1 2.5 / 6.1 3.2 / 7.9 3.8 / 9.6 4.5 / 11.4 5.3 / 13.2 LL 268 439 655 932 1279 - - 23 TL 341 566 851 1150 1392 1655 1920 BRG 1.5 / 3 1.5 / 3.8 2.2 / 5.6 3 / 7.6 3.7 / 9.1 4.3 / 10.9 5 / 12.6 LL 386 576 820 1125 1498-24 TL 496 746 1054 1277 1518 1761 BRG 1.5 / 3.5 2.1 / 5.2 2.9 / 7.3 3.5 / 8.8 4.2 / 10.4 4.8 / 12.1 LL 341 510 726 996 1325-25 TL 436 658 943 1174 1397 1620 BRG 1.5 / 3.2 1.9 / 4.8 2.7 / 6.8 3.4 / 8.4 4 / 10 4.6 / 11.6 LL 304 453 645 885 1178-26 TL 386 582 836 1084 1289 1496 BRG 1.5 / 3 1.8 / 4.4 2.5 / 6.3 3.2 / 8.1 3.8 / 9.6 4.5 / 11.1 LL 271 405 576 790 1052 1344 27 TL 342 518 744 1003 1193 1384 BRG 1.5 / 3 1.6 / 4.1 2.3 / 5.8 3.1 / 7.8 3.7 / 9.2 4.3 / 10.7 LL 243 363 517 709 943 1205 28 TL 305 462 664 918 1107 1285 BRG 1.5 / 3 1.5 / 3.8 2.2 / 5.4 3 / 7.4 3.6 / 8.9 4.1 / 10.3 LL 327 465 638 849 1085 29 TL 414 595 823 1030 1196 BRG 1.5 / 3.5 2 / 5 2.8 / 6.9 3.4 / 8.6 4 / 10 LL 295 420 576 767 980 30 TL 371 535 741 961 1115 BRG 1.5 / 3.3 1.9 / 4.7 2.6 / 6.5 3.3 / 8.3 3.9 / 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 0.3125 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

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 11 7 8 14 16 18 20 22 24 LL 515 1997 - - - - - - - - - - - 6 TL 530 2070 3512 4732 4894 6098 6558 8263 10097 12203 14647 17516 20700 BRG 1.5 / 3 1.5 / 3 1.8 / 4.4 2.4 / 6 2.5 / 6.2 3.1 / 7.7 3.3 / 8.3 4.2 / 10.4 5.1 / 12.8 6.2 / 15.4 7.4 / 18.5 8.9 / 22.1 10.5 / 26.1 LL - - - - - - - - - - - - - 7 TL 283 1113 2559 3909 4038 4985 5343 6649 8017 9543 11258 13199 15265 BRG 1.5 / 3 1.5 / 3 1.5 / 3.8 2.3 / 5.8 2.4 / 6 2.9 / 7.4 3.2 / 7.9 3.9 / 9.8 4.7 / 11.8 5.6 / 14.1 6.6 / 16.6 7.8 / 19.5 9 / 22.5 LL - - - - - - - - - - - - 8 TL 648 1494 3328 3435 4215 4507 5561 6645 7833 9141 10586 12087 BRG 1.5 / 3 1.5 / 3 2.2 / 5.6 2.3 / 5.8 2.8 / 7.1 3 / 7.6 3.8 / 9.4 4.5 / 11.2 5.3 / 13.2 6.2 / 15.4 7.1 / 17.9 8.2 / 20.4 LL - - 2815 - - - - - - - - - 9 TL 401 928 2898 2989 3650 3897 4777 5673 6641 7692 8834 10001 BRG 1.5 / 3 1.5 / 3 2.2 / 5.5 2.3 / 5.7 2.8 / 6.9 3 / 7.4 3.6 / 9.1 4.3 / 10.8 5 / 12.6 5.8 / 14.6 6.7 / 16.8 7.6 / 19 LL - - 2052 2223 - - - - - - - - 10 TL 260 604 2482 2605 3218 3431 4187 4948 5763 6638 7579 8528 BRG 1.5 / 3 1.5 / 3 2.1 / 5.3 2.2 / 5.5 2.7 / 6.8 2.9 / 7.3 3.5 / 8.8 4.2 / 10.5 4.9 / 12.2 5.6 / 14 6.4 / 16 7.2 / 18 LL - - 1542 1670 2773 - - - - - - - 11 TL 174 409 2039 2150 2878 3064 3726 4387 5089 5837 6634 7431 BRG 1.5 / 3 1.5 / 3 1.9 / 4.8 2 / 5 2.7 / 6.7 2.9 / 7.1 3.5 / 8.7 4.1 / 10.2 4.7 / 11.8 5.4 / 13.6 6.2 / 15.4 6.9 / 17.3 LL - 1187 1286 2136 2512 - - - - - - 12 TL 285 1566 1698 2448 2699 3356 3939 4556 5208 5898 6583 BRG 1.5 / 3 1.6 / 4 1.7 / 4.3 2.5 / 6.2 2.7 / 6.9 3.4 / 8.5 4 / 10 4.6 / 11.6 5.3 / 13.2 6 / 15 6.7 / 16.7 LL - 934 1012 1680 1976 - - - - - - 13 TL 203 1228 1332 2083 2297 3052 3574 4123 4700 5308 5908 BRG 1.5 / 3 1.5 / 3.4 1.5 / 3.7 2.3 / 5.7 2.5 / 6.3 3.4 / 8.4 3.9 / 9.8 4.5 / 11.3 5.2 / 12.9 5.8 / 14.6 6.5 / 16.3 LL - 748 810 1345 1582 2593 - - - - - 14 TL 148 980 1063 1773 1978 2663 3271 3765 4282 4825 5358 BRG 1.5 / 3 1.5 / 3 1.5 / 3.2 2.1 / 5.3 2.4 / 5.9 3.2 / 7.9 3.9 / 9.7 4.5 / 11.2 5.1 / 12.7 5.7 / 14.3 6.4 / 15.9 LL 608 659 1094 1286 2108 - - - - - 15 TL 794 861 1438 1694 2317 2949 3463 3932 4422 4901 BRG 1.5 / 3 1.5 / 3 1.8 / 4.6 2.2 / 5.4 3 / 7.4 3.8 / 9.4 4.4 / 11 5 / 12.5 5.6 / 14.1 6.2 / 15.6 LL 501 543 901 1060 1737 - - - - - 16 TL 651 706 1181 1392 2033 2589 3203 3634 4080 4515 BRG 1.5 / 3 1.5 / 3 1.6 / 4 1.9 / 4.8 2.8 / 6.9 3.5 / 8.8 4.4 / 10.9 4.9 / 12.3 5.5 / 13.8 6.1 / 15.3 LL 418 452 751 884 1448 2161 - - - - 17 TL 540 586 981 1157 1798 2290 2834 3378 3787 4185 BRG 1.5 / 3 1.5 / 3 1.5 / 3.6 1.7 / 4.2 2.6 / 6.5 3.3 / 8.3 4.1 / 10.2 4.9 / 12.2 5.5 / 13.7 6 / 15.1 LL 352 381 633 744 1220 1821 - - - - 18 TL 452 491 823 971 1601 2039 2524 3054 3533 3900 BRG 1.5 / 3 1.5 / 3 1.5 / 3.2 1.5 / 3.8 2.5 / 6.2 3.1 / 7.8 3.9 / 9.7 4.7 / 11.7 5.4 / 13.5 6 / 14.9 LL 324 538 633 1037 1548 2204 - - - 19 TL 415 697 822 1357 1827 2262 2738 3253 3651 BRG 1.5 / 3 1.5 / 3 1.5 / 3.4 2.2 / 5.5 3 / 7.4 3.7 / 9.2 4.4 / 11.1 5.3 / 13.1 5.9 / 14.7 LL 461 543 889 1327 1890 - - - 20 TL 595 702 1160 1646 2038 2467 2932 3400 BRG 1.5 / 3 1.5 / 3 2 / 5 2.8 / 7 3.5 / 8.7 4.2 / 10.5 5 / 12.5 5.8 / 14.5 LL 399 469 768 1147 1633 - - - 21 TL 511 603 999 1491 1846 2234 2656 3080 BRG 1.5 / 3 1.5 / 3 1.8 / 4.5 2.7 / 6.7 3.3 / 8.3 4 / 10 4.8 / 11.9 5.5 / 13.8 LL 347 408 668 997 1420 1948 - - 22 TL 442 522 865 1301 1679 2033 2416 2802 BRG 1.5 / 3 1.5 / 3 1.6 / 4.1 2.5 / 6.1 3.2 / 7.9 3.8 / 9.6 4.5 / 11.4 5.3 / 13.2 LL 357 585 873 1243 1705 - - 23 TL 454 754 1135 1533 1857 2207 2560 BRG 1.5 / 3 1.5 / 3.8 2.2 / 5.6 3 / 7.6 3.7 / 9.1 4.3 / 10.9 5 / 12.6 LL 515 768 1094 1500 1997-24 TL 661 995 1405 1702 2024 2348 BRG 1.5 / 3.5 2.1 / 5.2 2.9 / 7.3 3.5 / 8.8 4.2 / 10.4 4.8 / 12.1 LL 455 680 968 1327 1767-25 TL 582 877 1258 1566 1862 2160 BRG 1.5 / 3.2 1.9 / 4.8 2.7 / 6.8 3.4 / 8.4 4 / 10 4.6 / 11.6 LL 405 604 860 1180 1571-26 TL 514 776 1114 1445 1719 1994 BRG 1.5 / 3 1.8 / 4.4 2.5 / 6.3 3.2 / 8.1 3.8 / 9.6 4.5 / 11.1 LL 361 540 768 1054 1403 1793 27 TL 456 690 992 1337 1591 1846 BRG 1.5 / 3 1.6 / 4.1 2.3 / 5.8 3.1 / 7.8 3.7 / 9.2 4.3 / 10.7 LL 324 484 689 945 1258 1607 28 TL 407 616 886 1223 1476 1713 BRG 1.5 / 3 1.5 / 3.8 2.2 / 5.4 3 / 7.4 3.6 / 8.9 4.1 / 10.3 LL 435 620 850 1132 1447 29 TL 551 794 1098 1374 1594 BRG 1.5 / 3.5 2 / 5 2.8 / 6.9 3.4 / 8.6 4 / 10 LL 393 560 768 1022 1307 30 TL 495 714 988 1281 1487 BRG 1.5 / 3.3 1.9 / 4.7 2.6 / 6.5 3.3 / 8.3 3.9 / 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 0.3125 for beams 7¼ deep or less) BRG = Required end / intermediate bearing length (inches), based on bearing stress of 850 psi. 52

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 11 7 8 14 LL 129 499 - - - - - - 6 TL 132 518 955 1286 1330 1657 1783 2246 BRG 1.5 / 3 1.5 / 3 1.9 / 4.8 2.6 / 6.5 2.7 / 6.7 3.4 / 8.4 3.6 / 9 4.5 / 11.4 LL - - - - - - - - 7 TL 71 278 640 1062 1098 1355 1452 1807 BRG 1.5 / 3 1.5 / 3 1.5 / 3.8 2.5 / 6.3 2.6 / 6.5 3.2 / 8 3.4 / 8.6 4.3 / 10.7 LL - - - - - - - 8 TL 162 374 905 934 1146 1225 1512 BRG 1.5 / 3 1.5 / 3 2.4 / 6.1 2.5 / 6.3 3.1 / 7.7 3.3 / 8.3 4.1 / 10.2 LL - - 704 762 - - - 9 TL 100 232 788 813 992 1059 1299 BRG 1.5 / 3 1.5 / 3 2.4 / 6 2.5 / 6.2 3 / 7.5 3.2 / 8.1 3.9 / 9.9 LL - - 513 556 - - - 10 TL 65 151 675 708 875 933 1138 BRG 1.5 / 3 1.5 / 3 2.3 / 5.7 2.4 / 6 3 / 7.4 3.2 / 7.9 3.8 / 9.6 LL - - 385 418 693 815-11 TL 44 102 510 552 782 833 1013 BRG 1.5 / 3 1.5 / 3 1.9 / 4.8 2.1 / 5.1 2.9 / 7.3 3.1 / 7.8 3.8 / 9.4 LL - 297 322 534 628-12 TL 71 392 424 666 734 912 BRG 1.5 / 3 1.6 / 4 1.7 / 4.3 2.7 / 6.8 3 / 7.5 3.7 / 9.3 LL - 233 253 420 494 810 13 TL 51 307 333 555 625 830 BRG 1.5 / 3 1.5 / 3.4 1.5 / 3.7 2.4 / 6.1 2.8 / 6.9 3.7 / 9.1 LL - 187 203 336 396 648 14 TL 37 245 266 443 522 724 BRG 1.5 / 3 1.5 / 3 1.5 / 3.2 2.1 / 5.3 2.5 / 6.2 3.4 / 8.6 LL 152 165 273 322 527 15 TL 198 215 359 423 630 BRG 1.5 / 3 1.5 / 3 1.8 / 4.6 2.2 / 5.4 3.2 / 8 LL 125 136 225 265 434 16 TL 163 177 295 348 553 BRG 1.5 / 3 1.5 / 3 1.6 / 4 1.9 / 4.8 3 / 7.5 LL 104 113 188 221 362 17 TL 135 146 245 289 476 BRG 1.5 / 3 1.5 / 3 1.5 / 3.6 1.7 / 4.2 2.8 / 6.9 LL 88 95 158 186 305 18 TL 113 123 206 243 400 BRG 1.5 / 3 1.5 / 3 1.5 / 3.2 1.5 / 3.8 2.5 / 6.2 LL 81 135 158 259 19 TL 104 174 206 339 BRG 1.5 / 3 1.5 / 3 1.5 / 3.4 2.2 / 5.5 LL 115 136 222 20 TL 149 175 290 BRG 1.5 / 3 1.5 / 3 2 / 5 LL 100 117 192 21 TL 128 151 250 BRG 1.5 / 3 1.5 / 3 1.8 / 4.5 LL 87 102 167 22 TL 110 131 216 BRG 1.5 / 3 1.5 / 3 1.6 / 4.1 LL 89 146 23 TL 114 189 BRG 1.5 / 3 1.5 / 3.8 LL 129 24 TL 165 BRG 1.5 / 3.5 LL 114 25 TL 145 BRG 1.5 / 3.2 LL 101 26 TL 129 BRG 1.5 / 3 LL 90 27 TL 114 BRG 1.5 / 3 LL 81 28 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 0.3125 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

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 11 7 8 14 16 18 20 22 24 LL 257 998 - - - - - - - - - - - 6 TL 265 1035 1909 2573 2661 3315 3565 4492 5489 6634 7962 9521 11252 BRG 1.5 / 3 1.5 / 3 1.9 / 4.8 2.6 / 6.5 2.7 / 6.7 3.4 / 8.4 3.6 / 9 4.5 / 11.4 5.5 / 13.9 6.7 / 16.8 8 / 20.1 9.6 / 24.1 11.4 / 28.4 LL - - - - - - - - - - - - - 7 TL 141 556 1279 2125 2195 2710 2905 3615 4358 5188 6120 7175 8298 BRG 1.5 / 3 1.5 / 3 1.5 / 3.8 2.5 / 6.3 2.6 / 6.5 3.2 / 8 3.4 / 8.6 4.3 / 10.7 5.1 / 12.9 6.1 / 15.3 7.2 / 18.1 8.5 / 21.2 9.8 / 24.5 LL - - - - - - - - - - - - 8 TL 324 747 1810 1868 2292 2451 3023 3613 4259 4969 5755 6571 BRG 1.5 / 3 1.5 / 3 2.4 / 6.1 2.5 / 6.3 3.1 / 7.7 3.3 / 8.3 4.1 / 10.2 4.9 / 12.2 5.7 / 14.4 6.7 / 16.8 7.8 / 19.4 8.9 / 22.2 LL - - 1407 1525 - - - - - - - - 9 TL 200 464 1576 1625 1985 2119 2598 3084 3611 4182 4803 5437 BRG 1.5 / 3 1.5 / 3 2.4 / 6 2.5 / 6.2 3 / 7.5 3.2 / 8.1 3.9 / 9.9 4.7 / 11.7 5.5 / 13.7 6.4 / 15.9 7.3 / 18.2 8.3 / 20.6 LL - - 1026 1111 - - - - - - - - 10 TL 130 302 1350 1416 1750 1866 2277 2691 3134 3609 4121 4637 BRG 1.5 / 3 1.5 / 3 2.3 / 5.7 2.4 / 6 3 / 7.4 3.2 / 7.9 3.8 / 9.6 4.5 / 11.4 5.3 / 13.2 6.1 / 15.2 7 / 17.4 7.8 / 19.6 LL - - 771 835 1387 1631 - - - - - - 11 TL 87 204 1019 1105 1565 1666 2026 2385 2767 3174 3607 4041 BRG 1.5 / 3 1.5 / 3 1.9 / 4.8 2.1 / 5.1 2.9 / 7.3 3.1 / 7.8 3.8 / 9.4 4.4 / 11.1 5.1 / 12.9 5.9 / 14.8 6.7 / 16.8 7.5 / 18.8 LL - 594 643 1068 1256 - - - - - - 12 TL 142 783 849 1331 1468 1825 2142 2477 2832 3207 3580 BRG 1.5 / 3 1.6 / 4 1.7 / 4.3 2.7 / 6.8 3 / 7.5 3.7 / 9.3 4.3 / 10.9 5 / 12.6 5.7 / 14.4 6.5 / 16.3 7.3 / 18.2 LL - 467 506 840 988 1619 - - - - - 13 TL 102 614 666 1110 1249 1660 1944 2242 2556 2887 3213 BRG 1.5 / 3 1.5 / 3.4 1.5 / 3.7 2.4 / 6.1 2.8 / 6.9 3.7 / 9.1 4.3 / 10.7 4.9 / 12.3 5.6 / 14.1 6.4 / 15.9 7.1 / 17.7 LL - 374 405 673 791 1296 - - - - - 14 TL 74 490 531 887 1044 1448 1779 2047 2329 2624 2914 BRG 1.5 / 3 1.5 / 3 1.5 / 3.2 2.1 / 5.3 2.5 / 6.2 3.4 / 8.6 4.2 / 10.5 4.9 / 12.1 5.5 / 13.8 6.2 / 15.6 6.9 / 17.3 LL 304 329 547 643 1054 1573 - - - - 15 TL 397 430 719 847 1260 1604 1884 2139 2405 2665 BRG 1.5 / 3 1.5 / 3 1.8 / 4.6 2.2 / 5.4 3.2 / 8 4.1 / 10.2 4.8 / 12 5.4 / 13.6 6.1 / 15.3 6.8 / 16.9 LL 250 271 451 530 868 1296 - - - - 16 TL 326 353 591 696 1106 1408 1742 1977 2219 2456 BRG 1.5 / 3 1.5 / 3 1.6 / 4 1.9 / 4.8 3 / 7.5 3.8 / 9.6 4.7 / 11.8 5.4 / 13.4 6 / 15.1 6.7 / 16.7 LL 209 226 376 442 724 1081 1539 - - - 17 TL 270 293 491 578 953 1246 1541 1838 2060 2276 BRG 1.5 / 3 1.5 / 3 1.5 / 3.6 1.7 / 4.2 2.8 / 6.9 3.6 / 9 4.5 / 11.1 5.3 / 13.3 5.9 / 14.9 6.6 / 16.4 LL 176 191 316 372 610 910 1296 - - - 18 TL 226 245 412 485 800 1110 1373 1662 1922 2121 BRG 1.5 / 3 1.5 / 3 1.5 / 3.2 1.5 / 3.8 2.5 / 6.2 3.4 / 8.5 4.2 / 10.5 5.1 / 12.7 5.9 / 14.7 6.5 / 16.2 LL 162 269 316 519 774 1102 - - - 19 TL 207 349 411 679 994 1231 1489 1770 1986 BRG 1.5 / 3 1.5 / 3 1.5 / 3.4 2.2 / 5.5 3.2 / 8.1 4 / 10 4.8 / 12 5.7 / 14.3 6.4 / 16 LL 231 271 445 664 945 1296 - - 20 TL 297 351 580 870 1109 1342 1595 1850 BRG 1.5 / 3 1.5 / 3 2 / 5 3 / 7.4 3.8 / 9.5 4.6 / 11.4 5.4 / 13.6 6.3 / 15.7 LL 199 234 384 573 816 1120 - - 21 TL 255 302 499 750 1005 1216 1445 1676 BRG 1.5 / 3 1.5 / 3 1.8 / 4.5 2.7 / 6.7 3.6 / 9 4.4 / 10.9 5.2 / 12.9 6 / 15 LL 173 204 334 499 710 974 1296-22 TL 221 261 433 650 914 1106 1315 1525 BRG 1.5 / 3 1.5 / 3 1.6 / 4.1 2.5 / 6.1 3.4 / 8.6 4.2 / 10.4 4.9 / 12.3 5.7 / 14.3 LL 178 292 436 621 852 1134-23 TL 227 377 567 812 1011 1201 1393 BRG 1.5 / 3 1.5 / 3.8 2.2 / 5.6 3.2 / 8 4 / 9.9 4.7 / 11.8 5.5 / 13.7 LL 257 384 547 750 998 1276 24 TL 330 498 713 927 1102 1278 BRG 1.5 / 3.5 2.1 / 5.2 2.9 / 7.4 3.8 / 9.5 4.5 / 11.3 5.2 / 13.1 LL 228 340 484 664 883 1129 25 TL 291 439 629 853 1014 1176 BRG 1.5 / 3.2 1.9 / 4.8 2.7 / 6.8 3.7 / 9.1 4.3 / 10.9 5 / 12.6 LL 202 302 430 590 785 1004 26 TL 257 388 557 769 936 1086 BRG 1.5 / 3 1.8 / 4.4 2.5 / 6.3 3.4 / 8.6 4.2 / 10.4 4.8 / 12.1 LL 181 270 384 527 701 896 27 TL 228 345 496 684 866 1005 BRG 1.5 / 3 1.6 / 4.1 2.3 / 5.8 3.2 / 8 4 / 10.1 4.7 / 11.6 LL 162 242 344 472 629 804 28 TL 203 308 443 612 804 933 BRG 1.5 / 3 1.5 / 3.8 2.2 / 5.4 3 / 7.4 3.9 / 9.7 4.5 / 11.2 LL 218 310 425 566 723 29 TL 276 397 549 735 868 BRG 1.5 / 3.5 2 / 5 2.8 / 6.9 3.7 / 9.2 4.3 / 10.8 LL 197 280 384 511 653 30 TL 248 357 494 662 810 BRG 1.5 / 3.3 1.9 / 4.7 2.6 / 6.5 3.4 / 8.6 4.2 / 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 0.3125 for beams 7¼ deep or less) BRG = Required end / intermediate bearing length (inches), based on bearing stress of 850 psi. 54

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 11 7 8 14 16 18 20 22 24 LL 386 1498 - - - - - - - - - - - 6 TL 397 1553 2864 3859 3991 4972 5348 6738 8233 9950 11943 14282 16878 BRG 1.5 / 3 1.5 / 3 1.9 / 4.8 2.6 / 6.5 2.7 / 6.7 3.4 / 8.4 3.6 / 9 4.5 / 11.4 5.5 / 13.9 6.7 / 16.8 8 / 20.1 9.6 / 24.1 11.4 / 28.4 LL - - - - - - - - - - - - - 7 TL 212 835 1919 3187 3293 4065 4357 5422 6537 7782 9180 10763 12447 BRG 1.5 / 3 1.5 / 3 1.5 / 3.8 2.5 / 6.3 2.6 / 6.5 3.2 / 8 3.4 / 8.6 4.3 / 10.7 5.1 / 12.9 6.1 / 15.3 7.2 / 18.1 8.5 / 21.2 9.8 / 24.5 LL - - - - - - - - - - - - 8 TL 486 1121 2715 2802 3438 3676 4535 5419 6388 7454 8632 9856 BRG 1.5 / 3 1.5 / 3 2.4 / 6.1 2.5 / 6.3 3.1 / 7.7 3.3 / 8.3 4.1 / 10.2 4.9 / 12.2 5.7 / 14.4 6.7 / 16.8 7.8 / 19.4 8.9 / 22.2 LL - - 2111 2287 - - - - - - - - 9 TL 301 696 2363 2438 2977 3178 3896 4627 5416 6273 7205 8156 BRG 1.5 / 3 1.5 / 3 2.4 / 6 2.5 / 6.2 3 / 7.5 3.2 / 8.1 3.9 / 9.9 4.7 / 11.7 5.5 / 13.7 6.4 / 15.9 7.3 / 18.2 8.3 / 20.6 LL - - 1539 1667 - - - - - - - - 10 TL 195 453 2025 2125 2625 2799 3415 4036 4700 5414 6181 6955 BRG 1.5 / 3 1.5 / 3 2.3 / 5.7 2.4 / 6 3 / 7.4 3.2 / 7.9 3.8 / 9.6 4.5 / 11.4 5.3 / 13.2 6.1 / 15.2 7 / 17.4 7.8 / 19.6 LL - - 1156 1253 2080 2446 - - - - - - 11 TL 131 306 1529 1657 2347 2500 3039 3578 4151 4761 5411 6061 BRG 1.5 / 3 1.5 / 3 1.9 / 4.8 2.1 / 5.1 2.9 / 7.3 3.1 / 7.8 3.8 / 9.4 4.4 / 11.1 5.1 / 12.9 5.9 / 14.8 6.7 / 16.8 7.5 / 18.8 LL - 891 965 1602 1884 - - - - - - 12 TL 213 1175 1273 1997 2202 2737 3213 3716 4248 4811 5370 BRG 1.5 / 3 1.6 / 4 1.7 / 4.3 2.7 / 6.8 3 / 7.5 3.7 / 9.3 4.3 / 10.9 5 / 12.6 5.7 / 14.4 6.5 / 16.3 7.3 / 18.2 LL - 700 759 1260 1482 2429 - - - - - 13 TL 152 921 999 1665 1874 2490 2916 3363 3834 4330 4819 BRG 1.5 / 3 1.5 / 3.4 1.5 / 3.7 2.4 / 6.1 2.8 / 6.9 3.7 / 9.1 4.3 / 10.7 4.9 / 12.3 5.6 / 14.1 6.4 / 15.9 7.1 / 17.7 LL - 561 608 1009 1187 1944 - - - - - 14 TL 111 735 797 1330 1566 2173 2668 3071 3493 3936 4371 BRG 1.5 / 3 1.5 / 3 1.5 / 3.2 2.1 / 5.3 2.5 / 6.2 3.4 / 8.6 4.2 / 10.5 4.9 / 12.1 5.5 / 13.8 6.2 / 15.6 6.9 / 17.3 LL 456 494 820 965 1581 2360 - - - - 15 TL 595 646 1078 1270 1890 2406 2825 3208 3607 3998 BRG 1.5 / 3 1.5 / 3 1.8 / 4.6 2.2 / 5.4 3.2 / 8 4.1 / 10.2 4.8 / 12 5.4 / 13.6 6.1 / 15.3 6.8 / 16.9 LL 376 407 676 795 1303 1944 - - - - 16 TL 488 530 886 1044 1659 2112 2613 2965 3329 3684 BRG 1.5 / 3 1.5 / 3 1.6 / 4 1.9 / 4.8 3 / 7.5 3.8 / 9.6 4.7 / 11.8 5.4 / 13.4 6 / 15.1 6.7 / 16.7 LL 313 339 564 663 1086 1621 2308 - - - 17 TL 405 439 736 867 1429 1869 2312 2756 3090 3415 BRG 1.5 / 3 1.5 / 3 1.5 / 3.6 1.7 / 4.2 2.8 / 6.9 3.6 / 9 4.5 / 11.1 5.3 / 13.3 5.9 / 14.9 6.6 / 16.4 LL 264 286 475 558 915 1366 1944 - - - 18 TL 339 368 618 728 1201 1664 2060 2492 2883 3182 BRG 1.5 / 3 1.5 / 3 1.5 / 3.2 1.5 / 3.8 2.5 / 6.2 3.4 / 8.5 4.2 / 10.5 5.1 / 12.7 5.9 / 14.7 6.5 / 16.2 LL 243 404 475 778 1161 1653 - - - 19 TL 311 523 617 1018 1491 1846 2234 2655 2979 BRG 1.5 / 3 1.5 / 3 1.5 / 3.4 2.2 / 5.5 3.2 / 8.1 4 / 10 4.8 / 12 5.7 / 14.3 6.4 / 16 LL 346 407 667 996 1418 1944 - - 20 TL 446 526 870 1306 1664 2014 2393 2775 BRG 1.5 / 3 1.5 / 3 2 / 5 3 / 7.4 3.8 / 9.5 4.6 / 11.4 5.4 / 13.6 6.3 / 15.7 LL 299 352 576 860 1224 1680 - - 21 TL 383 453 749 1125 1507 1824 2168 2514 BRG 1.5 / 3 1.5 / 3 1.8 / 4.5 2.7 / 6.7 3.6 / 9 4.4 / 10.9 5.2 / 12.9 6 / 15 LL 260 306 501 748 1065 1461 1944-22 TL 331 392 649 975 1371 1659 1972 2287 BRG 1.5 / 3 1.5 / 3 1.6 / 4.1 2.5 / 6.1 3.4 / 8.6 4.2 / 10.4 4.9 / 12.3 5.7 / 14.3 LL 268 439 655 932 1279 1702-23 TL 341 566 851 1218 1516 1802 2090 BRG 1.5 / 3 1.5 / 3.8 2.2 / 5.6 3.2 / 8 4 / 9.9 4.7 / 11.8 5.5 / 13.7 LL 386 576 820 1125 1498 1914 24 TL 496 746 1069 1390 1653 1917 BRG 1.5 / 3.5 2.1 / 5.2 2.9 / 7.4 3.8 / 9.5 4.5 / 11.3 5.2 / 13.1 LL 341 510 726 996 1325 1694 25 TL 436 658 943 1279 1521 1764 BRG 1.5 / 3.2 1.9 / 4.8 2.7 / 6.8 3.7 / 9.1 4.3 / 10.9 5 / 12.6 LL 304 453 645 885 1178 1506 26 TL 386 582 836 1153 1404 1628 BRG 1.5 / 3 1.8 / 4.4 2.5 / 6.3 3.4 / 8.6 4.2 / 10.4 4.8 / 12.1 LL 271 405 576 790 1052 1344 27 TL 342 518 744 1026 1299 1508 BRG 1.5 / 3 1.6 / 4.1 2.3 / 5.8 3.2 / 8 4 / 10.1 4.7 / 11.6 LL 243 363 517 709 943 1205 28 TL 305 462 664 918 1206 1400 BRG 1.5 / 3 1.5 / 3.8 2.2 / 5.4 3 / 7.4 3.9 / 9.7 4.5 / 11.2 LL 327 465 638 849 1085 29 TL 414 595 823 1102 1303 BRG 1.5 / 3.5 2 / 5 2.8 / 6.9 3.7 / 9.2 4.3 / 10.8 LL 295 420 576 767 980 30 TL 371 535 741 992 1215 BRG 1.5 / 3.3 1.9 / 4.7 2.6 / 6.5 3.4 / 8.6 4.2 / 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 0.3125 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

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 56 2.0E 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 11 7 8 14 16 18 20 22 24 LL 515 1997 - - - - - - - - - - - 6 TL 530 2070 3818 5145 5321 6630 7130 8984 10978 13267 15924 19043 22504 BRG 1.5 / 3 1.5 / 3 1.9 / 4.8 2.6 / 6.5 2.7 / 6.7 3.4 / 8.4 3.6 / 9 4.5 / 11.4 5.5 / 13.9 6.7 / 16.8 8 / 20.1 9.6 / 24.1 11.4 / 28.4 LL - - - - - - - - - - - - - 7 TL 283 1113 2559 4250 4390 5420 5810 7229 8716 10376 12241 14350 16596 BRG 1.5 / 3 1.5 / 3 1.5 / 3.8 2.5 / 6.3 2.6 / 6.5 3.2 / 8 3.4 / 8.6 4.3 / 10.7 5.1 / 12.9 6.1 / 15.3 7.2 / 18.1 8.5 / 21.2 9.8 / 24.5 LL - - - - - - - - - - - - 8 TL 648 1494 3619 3736 4583 4901 6046 7225 8517 9939 11510 13142 BRG 1.5 / 3 1.5 / 3 2.4 / 6.1 2.5 / 6.3 3.1 / 7.7 3.3 / 8.3 4.1 / 10.2 4.9 / 12.2 5.7 / 14.4 6.7 / 16.8 7.8 / 19.4 8.9 / 22.2 LL - - 2815 3049 - - - - - - - - 9 TL 401 928 3151 3250 3970 4237 5195 6169 7222 8364 9606 10875 BRG 1.5 / 3 1.5 / 3 2.4 / 6 2.5 / 6.2 3 / 7.5 3.2 / 8.1 3.9 / 9.9 4.7 / 11.7 5.5 / 13.7 6.4 / 15.9 7.3 / 18.2 8.3 / 20.6 LL - - 2052 2223 - - - - - - - - 10 TL 260 604 2700 2833 3500 3731 4553 5381 6267 7218 8241 9273 BRG 1.5 / 3 1.5 / 3 2.3 / 5.7 2.4 / 6 3 / 7.4 3.2 / 7.9 3.8 / 9.6 4.5 / 11.4 5.3 / 13.2 6.1 / 15.2 7 / 17.4 7.8 / 19.6 LL - - 1542 1670 2773 3262 - - - - - - 11 TL 174 409 2039 2209 3130 3333 4052 4771 5535 6348 7215 8081 BRG 1.5 / 3 1.5 / 3 1.9 / 4.8 2.1 / 5.1 2.9 / 7.3 3.1 / 7.8 3.8 / 9.4 4.4 / 11.1 5.1 / 12.9 5.9 / 14.8 6.7 / 16.8 7.5 / 18.8 LL - 1187 1286 2136 2512 - - - - - - 12 TL 285 1566 1698 2663 2936 3650 4284 4955 5664 6414 7160 BRG 1.5 / 3 1.6 / 4 1.7 / 4.3 2.7 / 6.8 3 / 7.5 3.7 / 9.3 4.3 / 10.9 5 / 12.6 5.7 / 14.4 6.5 / 16.3 7.3 / 18.2 LL - 934 1012 1680 1976 3238 - - - - - 13 TL 203 1228 1332 2220 2499 3319 3887 4484 5112 5773 6426 BRG 1.5 / 3 1.5 / 3.4 1.5 / 3.7 2.4 / 6.1 2.8 / 6.9 3.7 / 9.1 4.3 / 10.7 4.9 / 12.3 5.6 / 14.1 6.4 / 15.9 7.1 / 17.7 LL - 748 810 1345 1582 2593 - - - - - 14 TL 148 980 1063 1773 2088 2897 3557 4095 4658 5248 5828 BRG 1.5 / 3 1.5 / 3 1.5 / 3.2 2.1 / 5.3 2.5 / 6.2 3.4 / 8.6 4.2 / 10.5 4.9 / 12.1 5.5 / 13.8 6.2 / 15.6 6.9 / 17.3 LL 608 659 1094 1286 2108 3146 - - - - 15 TL 794 861 1438 1694 2520 3208 3767 4277 4810 5331 BRG 1.5 / 3 1.5 / 3 1.8 / 4.6 2.2 / 5.4 3.2 / 8 4.1 / 10.2 4.8 / 12 5.4 / 13.6 6.1 / 15.3 6.8 / 16.9 LL 501 543 901 1060 1737 2593 - - - - 16 TL 651 706 1181 1392 2212 2816 3485 3954 4439 4912 BRG 1.5 / 3 1.5 / 3 1.6 / 4 1.9 / 4.8 3 / 7.5 3.8 / 9.6 4.7 / 11.8 5.4 / 13.4 6 / 15.1 6.7 / 16.7 LL 418 452 751 884 1448 2161 3078 - - - 17 TL 540 586 981 1157 1905 2491 3083 3675 4120 4553 BRG 1.5 / 3 1.5 / 3 1.5 / 3.6 1.7 / 4.2 2.8 / 6.9 3.6 / 9 4.5 / 11.1 5.3 / 13.3 5.9 / 14.9 6.6 / 16.4 LL 352 381 633 744 1220 1821 2593 - - - 18 TL 452 491 823 971 1601 2219 2746 3323 3844 4243 BRG 1.5 / 3 1.5 / 3 1.5 / 3.2 1.5 / 3.8 2.5 / 6.2 3.4 / 8.5 4.2 / 10.5 5.1 / 12.7 5.9 / 14.7 6.5 / 16.2 LL 324 538 633 1037 1548 2204 - - - 19 TL 415 697 822 1357 1989 2462 2979 3539 3972 BRG 1.5 / 3 1.5 / 3 1.5 / 3.4 2.2 / 5.5 3.2 / 8.1 4 / 10 4.8 / 12 5.7 / 14.3 6.4 / 16 LL 461 543 889 1327 1890 2593 - - 20 TL 595 702 1160 1741 2218 2685 3190 3699 BRG 1.5 / 3 1.5 / 3 2 / 5 3 / 7.4 3.8 / 9.5 4.6 / 11.4 5.4 / 13.6 6.3 / 15.7 LL 399 469 768 1147 1633 2240 - - 21 TL 511 603 999 1500 2009 2432 2890 3351 BRG 1.5 / 3 1.5 / 3 1.8 / 4.5 2.7 / 6.7 3.6 / 9 4.4 / 10.9 5.2 / 12.9 6 / 15 LL 347 408 668 997 1420 1948 2593-22 TL 442 522 865 1301 1828 2213 2630 3050 BRG 1.5 / 3 1.5 / 3 1.6 / 4.1 2.5 / 6.1 3.4 / 8.6 4.2 / 10.4 4.9 / 12.3 5.7 / 14.3 LL 357 585 873 1243 1705 2269-23 TL 454 754 1135 1624 2021 2403 2787 BRG 1.5 / 3 1.5 / 3.8 2.2 / 5.6 3.2 / 8 4 / 9.9 4.7 / 11.8 5.5 / 13.7 LL 515 768 1094 1500 1997 2552 24 TL 661 995 1426 1853 2203 2556 BRG 1.5 / 3.5 2.1 / 5.2 2.9 / 7.4 3.8 / 9.5 4.5 / 11.3 5.2 / 13.1 LL 455 680 968 1327 1767 2258 25 TL 582 877 1258 1705 2027 2352 BRG 1.5 / 3.2 1.9 / 4.8 2.7 / 6.8 3.7 / 9.1 4.3 / 10.9 5 / 12.6 LL 405 604 860 1180 1571 2007 26 TL 514 776 1114 1537 1872 2171 BRG 1.5 / 3 1.8 / 4.4 2.5 / 6.3 3.4 / 8.6 4.2 / 10.4 4.8 / 12.1 LL 361 540 768 1054 1403 1793 27 TL 456 690 992 1369 1733 2010 BRG 1.5 / 3 1.6 / 4.1 2.3 / 5.8 3.2 / 8 4 / 10.1 4.7 / 11.6 LL 324 484 689 945 1258 1607 28 TL 407 616 886 1223 1608 1866 BRG 1.5 / 3 1.5 / 3.8 2.2 / 5.4 3 / 7.4 3.9 / 9.7 4.5 / 11.2 LL 435 620 850 1132 1447 29 TL 551 794 1098 1469 1737 BRG 1.5 / 3.5 2 / 5 2.8 / 6.9 3.7 / 9.2 4.3 / 10.8 LL 393 560 768 1022 1307 30 TL 495 714 988 1323 1620 BRG 1.5 / 3.3 1.9 / 4.7 2.6 / 6.5 3.4 / 8.6 4.2 / 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 0.3125 for beams 7¼ deep or less) BRG = Required end / intermediate bearing length (inches), based on bearing stress of 850 psi.

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 1000 1½ 1½ 1½ 1½ 1½ 1½ 1½ 1½ 1½ 1½ 2000 3 1½ 2¼ 1½ 2 1½ 1¾ 1½ 1½ 1½ 3000 4¼ 2¼ 3¼ 1¾ 2¾ 1½ 2½ 1½ 2¼ 1½ 4000 5¾ 3 4¼ 2¼ 3¾ 2 3¼ 1¾ 2¾ 1½ 5000 7¼ 3¾ 5¼ 2¾ 4¾ 2½ 4 2 3½ 1¾ 6000 8½ 4¼ 6¼ 3¼ 5½ 2¾ 4¾ 2½ 4¼ 2¼ 7000 10 5 7¼ 3¾ 6½ 3¼ 5½ 2¾ 4¾ 2½ 8000 5¾ 8¼ 4¼ 7½ 3¾ 6¼ 3¼ 5½ 2¾ 9000 6½ 9¼ 4¾ 8¼ 4¼ 7 3½ 6¼ 3¼ 10000 7¼ 10¼ 5¼ 9¼ 4¾ 7¾ 4 6¾ 3½ 11000 8 11¼ 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 12000 8½ 6¼ 11 5½ 9¼ 4¾ 8¼ 4¼ 13000 9¼ 6¾ 6 10 5 8¾ 4½ 14000 10 7¼ 6½ 10¾ 5½ 9½ 4¾ 15000 10¾ 7¾ 7 11½ 5¾ 10¼ 5¼ 16000 8¼ 7½ 12¼ 6¼ 11 5½ 17000 8¾ 8 13 6½ 11½ 5¾ 18000 9¼ 8¼ 7 12¼ 6¼ 19000 9¾ 8¾ 7¼ 13 6½ 20000 10¼ 9¼ 7¾ 6¾ 21000 10¾ 9¾ 8 7¼ 22000 11¼ 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 1 1 8 1½ 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

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 (300 + 610 + 550) = 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 0.131 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 ) 390 585 565 845 510 1015 1520 Condition B (3 1¾ OR 1 1¾ + 1 3½ ) 290 435 425 635 380 765 1145 Condition C (2 1¾ + 1 3½ ) 260 390 375 565 465 930 1395 Condition D (4 1¾ ) Use bolts for this condition 340 680 1015 Condition E (2 3½ ) Use bolts for this condition 860 1720 2580 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 0.131 at 12 o.c. Conditions A, B & C, beams deeper than 12 : 3 rows 3¼ x 0.131 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 B18.2.1. 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. 5. 7 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

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 0.131 ) 3 10d common (3 x 0.148 ) 4 16d common (3½ x 0.162 ) 6 (1) 1. May be 4 when nailing through bottom wall plate and sheathing (maximum 1 3 8 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 toenails @ 6 o.c. 1¼, 1½, AND 1¾ 1.5E PWLVL RIM BOARD AVAILABLE SIZES (INCHES): 9½ 11 7 8 14 16 WEIGHTS (PLF): 3.1 3.9 4.5 5.2 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 toenails @ 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

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% 6 0 11000 11695 12095 7 0 9185 9655 9925 8 0 7710 8045 8240 9 0 6535 6780 6925 10 0 5595 5780 5890 12 0 4215 4330 4395 14 0 3280 3355 3400 > 14 0 Not Allowed 5¼ x 5½ 2.0E PWLVL COLUMNS Column Length Notes: 100% 115% 125% 6 0 33650 37245 39450 7 0 30650 33460 35135 8 0 27570 29695 30945 9 0 24590 26220 27160 10 0 21900 23155 23895 12 0 17445 18255 18725 14 0 14105 14660 14975 16 0 11585 11980 12205 18 0 9670 9955 10115 20 0 8175 8390 8510 22 0 24 0 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% 6 0 17285 18380 19005 7 0 14435 15170 15595 8 0 12115 12640 12950 9 0 10270 10655 10880 10 0 8790 9085 9255 12 0 6625 6805 6905 14 0 5155 5270 5345 > 14 0 Not Allowed 5¼ x 7¼ 2.0E PWLVL COLUMNS Column Length 100% 115% 125% 6 0 7 0 8 0 36340 39145 9 0 32415 34565 35800 10 0 28870 30525 31500 12 0 22995 24065 24685 14 0 18595 19325 19740 16 0 15270 15790 16090 18 0 12745 13125 13335 20 0 10775 11060 11220 22 0 24 0 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% 6 0 22785 24225 25055 7 0 19025 20000 20560 8 0 15970 16665 17070 9 0 13535 14045 14345 10 0 11590 11975 12200 12 0 8730 8970 9105 14 0 6795 6950 7045 > 14 0 Not Allowed 7 x 7¼ 2.0E PWLVL COLUMNS Column Length 100% 115% 125% 6 0 7 0 8 0 9 0 10 0 12 0 14 0 35095 37075 38235 16 0 29735 31180 32020 18 0 25405 26495 27110 20 0 21885 22715 23190 22 0 19015 19665 20035 24 0 16650 17165 17460 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

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 HU1.81/5 2380 5½ HHUS46 2790 5½ See Simpson Wood Construction Connectors catalog for hanger solution 5½ See Simpson Wood Construction Connectors 7¼ HU7 2380 7¼ HHUS48 4210 7¼ HGUS5.50/8 7460 7¼ catalog for hanger solution HGUS48 7460 9½ HU9 3570 9½ HHUS410 5640 9½ HHUS5.50/10 5635 9½ HHUS7.25/10 5635 HUS1.81/10 5135 HGUS410 9100 HGUS5.50/10 9100 HGUS7.25/10 9100 11 7 8 HU11 4465 11 7 8 HHUS410 5640 11 7 8 HHUS5.50/10 5635 11 7 8 HHUS7.25/10 5635 HUS1.81/10 5135 HGUS410 9100 HGUS5.50/12 9600 HGUS7.25/12 9600 14 HU14 5055 14 HHUS410 5635 14 HHUS5.50/10 5635 14 HGUS7.25/14 10100 HUS1.81/10 5135 HGUS414 10100 HGUS5.50/14 10100 HGU7.25-SDS 14145 16 HU14 5055 16 HHUS410 5640 16 HGUS5.50/14 10100 16 HGUS7.25/14 10100 HUS1.81/10 5135 HGUS414 10100 HGU5.50-SDS 14145 HHGU7.25-SDS 17845 18 HU14 5055 18 HHUS410 5635 18 HGUS5.50/14 10100 18 HGUS7.25/14 10100 HUS1.81/10 5135 HGUS414 10100 HGU5.50-SDS 14145 HHGU7.25-SDS 17845 1. 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 LBV1.81/7.25 2910 7¼ LBV3.56/7.25 2910 7¼ WPU5.50/7.25 4700 WPU3.56/7.25 4700 HB5.50/7.25 5815 7¼ HWU7.12/7.25 6000 9½ MIT9.5 2550 9½ LBV3.56/9.5 2910 9½ HB5.50/9.5 5815 9½ HB7.12/9.5 5815 LBV1.81/9.5 2910 HB3.56/9.5 5815 GLTV5.59 7500 GLTV49.5-2 7500 11 7 8 MIT11.88 2550 11 7 8 BA3.56/11.88 4715 11 7 8 HB5.50/11.88 5815 HB7.12/11.88 5815 11 7 8 GLTV411.88-2 7500 BA1.81/11.88 4715 HB3.56/11.88 5815 HGLTV5.511 10500 EGQ7.25-SDS3 19800 14 MIT1.81/14 2550 14 BA3.56/14 4715 14 HB5.50/14 5815 14 GLTV414-2 7500 BAI.BI/14 4715 GLTV3.514 7500 EGQ5.50-SDS3 19800 EGQ7.25-SDS3 19800 16 MIT1.81/16 2550 16 BA3.56/16 4715 16 HB5.50/16 5815 16 HGLTV416-2 10500 B1.81/16 4135 GLTV3.516 7500 EGQ5.50-SDS3 19800 EGQ7.25-SDS3 19800 18 B1.81X 4135 18 HB3.56/18 5815 18 HGLTV5.518 10500 18 HGLTV418-2 10500 HGLTV3.518 10500 EGQ5.50-SDS3 19800 EGQ7.25-SDS3 19800 1. 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 SDW22338 3 3 8 1 9 16 3.37 SDW22500 5 1 9 16 5.00 SDW22634 6¾ 1 9 16 6.75 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 1 7 16 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) SDW @ 12 o.c. SDW @ 16 o.c. SDW @ 24 o.c. Assembly Components 2 Rows 3 Rows 2 Rows 3 Rows 2 Rows 3 Rows A-W 2-ply SCL 3 3 8 Either 1600 2400 1200 1800 800 1200 B-W 3-ply SCL 5 Head 1200 1800 900 1350 600 900 Point 900 1350 675 1015 450 675 C-W 4-ply SCL 6¾ Head 1065 1600 800 1200 535 800 Point 800 1200 600 900 400 600 1. 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 SDW @ 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 2014-2015 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

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 2000000 4125 285 2750 1.5 x 3.5 x 1.8E PWLVL 1800000 3660 285 2450 1.5 x 3.5 x 1.5E PWLVL 1500000 2995 230 1950 2x4 Douglas Fir-Larch No. 2 1600000 1555 180 1550 2x4 Spruce-Pine-Fir No. 1 / No. 2 1400000 1510 135 1325 2x4 Hem-Fir No. 2 1300000 1465 150 1495 2x4 Western Woods No. 2 1000000 1165 135 1035 1.5 x 5.5 x 2.0E PWLVL 2000000 3770 285 2750 1.5 x 5.5 x 1.8E PWLVL 1800000 3345 285 2450 1.5 x 5.5 x 1.5E PWLVL 1500000 2735 230 1950 2x6 Douglas Fir-Larch No. 2 1600000 1345 180 1485 2x6 Spruce-Pine-Fir No. 1 / No. 2 1400000 1310 135 1265 2x6 Hem-Fir No. 2 1300000 1270 150 1430 2x6 Western Woods No. 2 1000000 1010 135 990 1.5 x 7.25 x 2.0E PWLVL 2000000 3565 285 2750 1.5 x 7.25 x 1.8E PWLVL 1800000 3165 285 2450 1.5 x 7.25 x 1.5E PWLVL 1500000 2590 230 1950 2x8 Douglas Fir-Larch No. 2 1600000 1240 180 1420 2x8 Spruce-Pine-Fir No. 1 / No. 2 1400000 1205 135 1210 2x8 Hem-Fir No. 2 1300000 1175 150 1365 2x8 Western Woods No. 2 1000000 930 135 945 (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. 62 62

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 2000000 4125 285 2750 1.5 x 3.5 x 1.8E PWLVL 1800000 3660 285 2450 1.5 x 3.5 x 1.5E PWLVL 1500000 2995 230 1950 2x4 Douglas Fir-Larch No. 2 1600000 1555 180 1550 2x4 Spruce-Pine-Fir No. 1 / No. 2 1400000 1510 135 1325 2x4 Hem-Fir No. 2 1300000 1465 150 1495 2x4 Western Woods No. 2 1000000 1165 135 1035 1.5 x 5.5 x 2.0E PWLVL 2000000 3770 285 2750 1.5 x 5.5 x 1.8E PWLVL 1800000 3345 285 2450 1.5 x 5.5 x 1.5E PWLVL 1500000 2735 230 1950 2x6 Douglas Fir-Larch No. 2 1600000 1345 180 1485 2x6 Spruce-Pine-Fir No. 1 / No. 2 1400000 1310 135 1265 2x6 Hem-Fir No. 2 1300000 1270 150 1430 2x6 Western Woods No. 2 1000000 1010 135 990 1.5 x 7.25 x 2.0E PWLVL 2000000 3565 285 2750 1.5 x 7.25 x 1.8E PWLVL 1800000 3165 285 2450 1.5 x 7.25 x 1.5E PWLVL 1500000 2590 230 1950 2x8 Douglas Fir-Larch No. 2 1600000 1240 180 1420 2x8 Spruce-Pine-Fir No. 1 / No. 2 1400000 1205 135 1210 2x8 Hem-Fir No. 2 1300000 1175 150 1365 2x8 Western Woods No. 2 1000000 930 135 945 1.5 x 9.25 x 2.0E PWLVL 2000000 3395 285 2750 1.5 x 9.25 x 1.8E PWLVL 1800000 3015 285 2450 1.5 x 9.25 x 1.5E PWLVL 1500000 2465 230 1950 2x10 Douglas Fir-Larch No. 2 1600000 1140 180 1350 2x10 Spruce-Pine-Fir No. 1 / No. 2 1400000 1105 135 1150 2x10 Hem-Fir No. 2 1300000 1075 150 1300 2x10 Southern Pine No. 2 1400000 920 175 1300 1.5 x 11.25 x 2.0E PWLVL 2000000 3265 285 2750 1.5 x 11.25 x 1.8E PWLVL 1800000 2895 285 2450 1.5 x 11.25 x 1.5E PWLVL 1500000 2370 230 1950 2x12 Douglas Fir-Larch No. 2 1600000 1035 180 1350 2x12 Spruce-Pine-Fir No. 1 / No. 2 1400000 1005 135 1150 2x12 Hem-Fir No. 2 1300000 975 150 1300 2x12 Southern Pine No. 2 1400000 860 175 1250 (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 www.pacificwoodtech.com or call 1-888-707-2285. 63 63 P W L V L D I M E N S I O N V1

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 2600 0.136 2684 2461 2366 Boise Versa-Lam 2.00E+06 apparent 2.00E+06 apparent 3100 0.111 3182 2963 2870 Pacific Woodtech PW LVL 3100Fb-2.0E 2.00E+06 apparent 2.00E+06 apparent 3100 0.200 3248 2859 2699 TJ Parallam 2.20E+06 shear-free 2.09E+06 apparent 2900 0.111 2976 2772 2685 Pacific Woodtech PW LVL 3100Fb-2.2E 2.20E+06 apparent 2.20E+06 apparent 3100 0.200 3248 2859 2699 LP LP SolidStart LVL 2900Fb-2.0E 2.00E+06 shear-free 1.90E+06 apparent 2900 0.143 2737 2626 LVL Design Values Comparison by Manufacturer 4/11/2017

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 2600 0.136 2684 2461 2366 Boise Versa-Lam 2.00E+06 apparent 2.00E+06 apparent 3100 0.111 3182 2963 2870 Pacific Woodtech PW LVL 3100Fb-2.0E 2.00E+06 apparent 2.00E+06 apparent 3100 0.200 3248 2859 2699 TJ Parallam 2.20E+06 shear-free 2.09E+06 apparent 2900 0.111 2976 2772 2685 Pacific Woodtech PW LVL 3100Fb-2.2E 2.20E+06 apparent 2.20E+06 apparent 3100 0.200 3248 2859 2699 LP LP SolidStart LVL 2900Fb-2.0E 2.00E+06 shear-free 1.90E+06 apparent 2900 0.143 2737 2626 LVL Design Values Comparison by Manufacturer 4/11/2017

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-1405 13470-R SEB 1132 RR 25450 FL7428 MEA 233-98-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 13006-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 25448 FL7427 MEA 213-07-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

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-1405 13470-R SEB 1132 RR 25450 FL7428 MEA 233-98-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 13006-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 25448 FL7427 MEA 213-07-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