MINI. Technical Data for. PWI Joists, PWLVL Headers, Beams, and Dimension

Transcription

1 E N G I N E E R E D W O O D MINI Technical Data for PWI s, PWLVL Headers, Beams, and Dimension P R O D U C T S

2 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 2 SAFETY & CONSTRUCTION PRECAUTIONS INSTALLATION Walking on the joists should not be permitted until they are properly braced. All hangers, rim boards, rim joists and blocking at the end supports of the joists must be installed and nailed properly. During installation, a minimum of 1 x 4 temporary bracing is required. Bracing members should be spaced at 8 0 o.c. and nailed to each joist with two 8d nails (10d box nails if bracing thickness exceeds 1 ). Lap bracing ends and anchor them to temporary or permanent sheathing nailed to the first 4 of joists at the end of the bay or a braced end wall. Do not cut, drill, or notch flanges. STORAGE & HANDLING GUIDELINES STORAGE Installation guidelines from Pacific Woodtech will be included with every shipment of trademarked PWI joists to job sites. Store bundles upright on a smooth, level, well drained supportive surface. Always stack and handle I-joists in the upright position only. Bundles should not be in contact with the ground. Place 2x or LVL spacers (at a maximum of 10 apart) between bundles and the ground and bundles stored on top of one another. Bundles should remain wrapped, strapped and protected from the weather until time of installation. LVL SEALER Pacific Woodtech s LVL has a wax-based sealer specifically formulated for laminated veneer lumber to help protect it from weather related issues SYSTEM PERFORMANCE Traditionally, floor vibration has not been an issue with a well-designed and constructed floor. The model code-required serviceability deflection requirements of span/360 for live load and span/240 for total load have long served to keep code-conforming floors stiff enough to minimize vibration-related problems. These deflection requirements were based on the use of traditional lumber framing and prevailing architectural norms. Spans in traditional lumber-framed structures seldom exceeded feet. With engineered wood products, however, designers are no longer limited by the capacities and lengths of traditional lumber structural elements. Spans unheard of just a few years ago are now common with engineered wood products. The traditional deflection limits may no longer be appropriate for the longer spans made possible by engineered wood products. For this reason, APA has voluntarily adopted a live load deflection criteria that is 33% stiffer than that required in the current model building codes. This deflection criteria was selected for increase because vibration loads are caused by transient or live loads, most often by people moving about the floor itself. By increasing the stiffness of the floor using span/480 requirements instead of the more traditional span/360, the vibrations caused by a thundering herd of youngsters can be more easily tolerated. Designing the ideal floor is not, however, an exact science. Because one of the benefits of a The ends of cantilevers must be temporarily braced on both the top and bottom flanges. Never overload sheathed joists with loads that exceed design loads. Only remove the bracing as the sheathing is attached. Engineered wood products should be used in dry conditions only. When stacking construction material, stack only over beams or walls, NOT on unsheathed joists. These are general recommendations and in some cases, additional precautions may be required. during storage and construction. LVL is very dry when it is produced. It will absorb moisture and grow in size slightly as it acclimates to the climate.this sealer helps to slow the rate of moisture absorption and UV rays. However, it is not meant for protection from long-term 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. s 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.

3 EVALUATION REPORTS I-JOIST EVALUATION REPORTS Building Code / Authority Evaluation Service/ Department International Building Code International Residential Code National Building Code of Canada U.S. Dept. of Housing and Urban Development (HUD) City of Los Angeles APA The Engineered Wood Association ICC-ES For information about Pacific Woodtech s Evaluation Reports, please scan this code. Report No. PR-L262 ESR-1225 ESR-1405 CCMC R Manufactured Housing and Standards Division Department of Building and Safety (LADBS) SEB 1132 RR State of Florida Department of Community FL7428 Affairs City of New York Department of Buildings MEA M GREEN VERIFICATION REPORT Product Certification Body Report No. I- APA GR-L262 Formaldehyde Emissions Compliance LVL EVALUATION REPORTS Building Code / Authority Evaluation Service/ Department International Building Code International Residential Code National Building Code of Canada U.S. Dept. of Housing and Urban Development (HUD) City of Los Angeles APA The Engineered Wood Association ICC-ES PR-E730 Report No. PR-L233 ESR-2909 CCMC R Manufactured Housing and Standards Division Department of Building and Safety (LADBS) MR 1310 RR State of Florida Department of Community FL7427 Affairs City of New York Department of Buildings MEA E GREEN VERIFICATION REPORT Product Certification Body Report No. Laminated Veneer Lumber APA GR-L233 Formaldehyde Emissions Compliance PR-E720 TABLE OF CONTENTS Safety and Construction Precautions 2 Storage & Handling Guidelines 2 System Performance 2 I-JOISTS PWI JOIST Dimensions 4 Reference Design Values 5 Floor Spans 6 7 Floor Loads, Simple-Span 8 9 Floor Loads, Multiple-Span I-JOIST DETAILS Web Stiffener Requirements 12 Web Hole Specifications E PWLVL HEADERS & BEAMS, STAIR STRINGERS, COLUMNS, DIMENSION Product Line 14 Reference Design Values 14 Allowable Uniform Floor Loads, 100% Multiple-Ply Beam Assembly 17 PW Dimension 18 Stair Stringer 19 Columns 19 SOFTWARE INFORMATION istruct Software 19 WARRANTY Pacific Woodtech Product Warranty Back Cover 3 P A C I F I C W O O D T E C H C O R P O R A T I O N

4 P W I J O I S T D I M E N S I O N S LVL FLANGE JOIST DIMENSIONS PWI 47 9½ 11 7 ä OSB Web x Flange PWI 77 9½ 11\ä{ OSB Web x 1½ Flange PWI 70 11\ä{ OSB Web x 1½ Flange PWI 90 9½ 11\ä{ OSB Web 3½ x 1½ Flange 4

5 LVL FLANGE PWI JOIST SERIES REFERENCE DESIGN VALUES REFERENCE DESIGN VALUES (1) Series PWI 47 PWI 70 PWI 77 PWI 90 Depth PWI EI (2) (x 10 6 lb-in 2 ) k (3) (x 10 6 lb) M (4) (ft-lb) For information about Pacific Woodtech s I- products, please scan this code. V (5) (lb) ER (6) (lb) IR (7) (lb) Vertical Load (8) (plf) 9½ PWI PWI PWI PWI PWI PWI PWI PWI ½ PWI PWI PWI PWI PWI PWI PWI (9) 4125 (9) PWI (9) 4125 (9) ½ PWI PWI PWI PWI PWI PWI PWI (9) 4605 (9) PWI (9) 4605 (9) Values apply to normal load duration. All values except EI, k and Vertical Load may be adjusted for other load durations as permitted by the code. 2. Bending stiffness (EI). 3. Coefficient of shear deflection (k). Use Equations 1 or 2 to calculate uniform load or center point load deflections in a simple-span application. Uniform Load: Center Point Load: [1] d = 5wl 4 + wl 2 384El k [2] d = Pl 3 + 2Pl 48EI k Where: d = calculated deflection [in] w = uniform load [lb/in] l = design span [in] 4. Moment capacity (M). The tabulated values shall not be increased by any code-allowed repetitive member factor. 5. Shear capacity (V). 6. End reaction capacity (ER) of the I-joist without web stiffeners and a minimum bearing length of 1¾ inches. 7. Intermediate reaction capacity (IR) of the I-joist without web stiffeners and a minimum bearing length of 3½ inches. 8. Blocking panel and rim joist vertical load capacity. 9. Web stiffeners required. See Web Stiffener Requirements on page 12. P = concentrated load [lb] EI = bending stiffness of the I-joist [lb-in 2 ] k = coefficient of shear deflection [lb] P W I J O I S T R E F E R E N C E D E S I G N V A L U E S 5

6 P W I J O I S T F L O O R S P A N S FLOOR SPANS ALLOWABLE RESIDENTIAL FLOOR SPANS 40 PSF LIVE LOAD AND 10 PSF DEAD LOAD Simple Spans Multiple Spans Simple or Multiple Spans Series Depth 12 o.c. 16 o.c o.c. 24 o.c. 12 o.c. 16 o.c o.c. 24 o.c. 12 o.c. 16 o.c o.c. 24 o.c. PWI 47 PWI 70 PWI 77 PWI 90 9½ ½ ½ Notes: 1. Table values apply to uniformly loaded, residential floor joists. 2. Span is measured from face to face of supports. 3. Deflection is limited to L/240 at total load and L/480 at live load. 4. Table values are based on glued and nailed sheathing panels (23/32 for 24 o.c., 19/32 otherwise). Use an ASTM D3498 adhesive in accordance with the manufacturer s recommendations. Reduce spans by 12 if sheathing is nailed only. 5. Provide at least 1¾ of bearing length at end supports and 3½ at intermediate supports. 6. Provide lateral restraint at supports (e.g. blocking panels, rim board) and along the compression flange of each joist (e.g. floor sheathing, gypsum board ceiling). 7. Use sizing software or consult a professional engineer to analyze conditions outside the scope of this table (e.g. commercial floors, different bearing conditions, concentrated loads) or for multiple span joists if the length of any span is less than half the length of an adjacent span. HOW TO USE FLOOR SPAN TABLES 1. Choose the appropriate live and dead load combination as well as a joist spacing. 2. Scan down the spacing column to find a span that exceeds the design span. 3. Scan to the left from that span to determine the joist size required. 4. Web stiffeners are required at all supports for 22 and 24 joists. See Web Stiffener Requirements on page 12 for more details. 6

7 FLOOR SPANS ALLOWABLE RESIDENTIAL FLOOR SPANS 40 PSF LIVE LOAD AND 20 PSF DEAD LOAD Simple Spans Multiple Spans Simple or Multiple Spans Series Depth 12 o.c. 16 o.c o.c. 24 o.c. 12 o.c. 16 o.c o.c. 24 o.c. 12 o.c. 16 o.c o.c. 24 o.c. PWI 47 PWI 70 PWI 77 PWI 90 See notes on page 6 9½ ½ ½ P W I J O I S T F L O O R S P A N S 7

8 P W I J O I S T F L O O R L O A D S 8 FLOOR LOADS SIMPLE-SPAN JOIST ALLOWABLE UNIFORM FLOOR LOAD (PLF) PWI 47 PWI 70 9½ Live Total Live Total Live Total Live Total Live Total Live Total Live Total Live Total L/ % L/ % L/ % L/ % L/ % L/ % L/ % L/ % Notes: 1. Table values apply to uniformly loaded floor joists. 2. Span is measured to the center of each support. 3. The values in the Total columns are based on an L/240 total load deflection limit. Building codes typically require L/360 for live load. Experience has shown that a live load deflection limit of L/480 at 40 psf for residential floors does a better job than L/360 of meeting most performance expectations. 4. Table values do not account for stiffness added by glued or nailed sheathing. 5. Provide at least 1¾ of bearing length at end supports and 3½ at intermediate supports. 6. Provide lateral restraint at supports (e.g. blocking panels, rim board) and along the compression flange of each joist (e.g. floor sheathing, gypsum board ceiling). 7. Use sizing software or consult a professional engineer to analyze conditions outside the scope of this table (e.g. different bearing lengths, concentrated loads) or for multiple span joists if the length of any span is less than half the length of an adjacent span. Span (ft) 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). Spacing [ft] x Design Load [psf] = Load [plf] JOIST LOAD (PLF) Spacing Design Load (psf) Inches Feet Choose a span and scan across the Span row to find a joist size with sufficient Live and Total load capacities. Both requirements must be satisfied. When no value is shown in a Live column, Total load governs. 3. Web stiffeners are required at all supports for 22 and 24 joists. See Web Stiffener Requirements on page 12 for more details.

9 FLOOR LOADS SIMPLE-SPAN JOIST ALLOWABLE UNIFORM FLOOR LOAD (PLF) PWI 77 PWI 90 9½ ½ Live Total Live Total Live Total Live Total Live Total Live Total Live Total Live Total Live Total Live Total Live Total Live Total Live Total Live Total Live Total Live Total L/ % L/ % L/ % L/ % L/ % L/ % L/ % L/ % L/ % L/ % L/ % L/ % L/ % L/ % L/ % L/ % See notes on page 8 Span (ft) P W I J O I S T F L O O R L O A D S 9

10 P W I J O I S T F L O O R L O A D S FLOOR LOADS MULTIPLE-SPAN JOIST ALLOWABLE UNIFORM FLOOR LOAD (PLF) PWI 47 PWI 70 9½ Live Total Live Total Live Total Live Total Live Total Live Total Live Total Live Total L/ % L/ % L/ % L/ % L/ % L/ % L/ % L/ % Notes: 1. Table values apply to uniformly loaded floor joists. 2. Span is measured to the center of each support. 3. The values in the Total columns are based on an L/240 total load deflection limit. Building codes typically require L/360 for live load. Experience has shown that a live load deflection limit of L/480 at 40 psf for residential floors does a better job than L/360 of meeting most performance expectations. 4. Table values do not account for stiffness added by glued or nailed sheathing. 5. Provide at least 1¾ of bearing length at end supports and 3½ at intermediate supports. 6. Provide lateral restraint at supports (e.g. blocking panels, rim board) and along the compression flange of each joist (e.g. floor sheathing, gypsum board ceiling). 7. Use sizing software or consult a professional engineer to analyze conditions outside the scope of this table (e.g. different bearing lengths, concentrated loads) or for multiple span joists if the length of any span is less than half the length of an adjacent span. Span (ft) 10

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

12 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. WEB HOLE SPECIFICATIONS DUCT HOLES Series Minimum Distance D From Any Support to the Centerline of the Hole Span (ft) Duct Hole Width (2) (2) (2) (2) (2) (2) (2) (2) (2) (2) (2) (2) (2) (2) (2) (2) (2) depths (2) (2) (2) to 20 (3) (2) (2) (2) (2) (2) (2) (2) (2) (2) (2) (2) (2) (2) (2) (2) (2) depths to (2) (2) (2) (2) (2) 20 (3) (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 NUMBER OF WEB STIFFENER NAILS REQUIRED Depth 24 & & & Less All Other Conditions WEB STIFFENER SIZE REQUIRED Minimum Dimensions Flange Width Web Stiffeners Nails Thickness Width 1½ ½ x ¾ ½ x ½ x ½ x ½ ½ x ½ 1½ 3½ 3¼ x Web stiffener length is approximately 1 8 less than the clear distance between flanges. Birdsmouth cut at low support Snug to bottom High reaction at support Concentrated Load > 1500 lbs. Snug to top 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. To review Pacific Woodtech s Installation Guide, please scan this code. 12

13 WEB HOLE SPECIFICATIONS GENERAL NOTES D (see table below) 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 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. Duct Hole (full height) See table and notes on previous page. D (see table below) Rectangular Hole Do not cut rectangular holes, or round holes larger than 1½ in diameter, in cantilevers. ROUND AND RECTANGULAR HOLES Minimum Distance D From Any Support to the Centerline of the Hole Round Hole Diameter ¼ ¾ 12 12¾ 14¾ 16¾ Rectangular Hole Longest Side 1½ 2¼ 3 3¾ 4½ ½ 8 9 9½ 11 12½ ½ See General Notes on this page Span (ft) Span (ft) Span (ft) Span (ft) Span (ft) Span (ft) Span (ft) Span (ft) 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. 13 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

14 P W L V L 2. 0 E P R O D U C T S & R E F E R E N C E D E S I G N V A L U E S 2.0E A better alternative than traditional sawn lumber pieces. 2.0E PWLVL 1¾ X 2.0E PWLVL REFERENCE DESIGN VALUES Depth Maximum Vertical Shear Maximum Bending El (lb) Moment (ft-lb) (x 10 6 Weight lb-in 2 ) (plf) 100% 115% 125% 100% 115% 125% 3½ ½ ¼ ¼ ½ ¼ E PWLVL Reference Design Values (1) Modulus of Elasticity E = 2,000,000 psi (2) Bending (beam) Fb = 3,100 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 LVL SEALER Pacific Woodtech s LVL has a wax-based sealer specifically formulated for laminated veneer lumber to help protect it from weather during storage and construction. This sealer helps to slow the rate of moisture absorption and UV rays. 3½ X 2.0E PWLVL REFERENCE DESIGN VALUES Depth Maximum Vertical Shear Maximum Bending El (lb) Moment (ft-lb) (x 10 6 Weight lb-in 2 ) (plf) 100% 115% 125% 100% 115% 125% 3½ ½ ¼ ¼ ½ ¼ 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 AVAILABLE SIZES (INCHES) 1¾ 2.0E PWLVL 3½ 5½ 7¼ 9¼ 9½ 11¼ ½ 2.0E PWLVL 3½ 5½ 7¼ 9¼ 9½ 11¼ For information about Pacific Woodtech s LVL products, please scan this code. 14

15 2.0E BEAM FLOOR 100 % ALLOWABLE UNIFORM LOADS ALLOWABLE UNIFORM LOADS* POUNDS PER LINEAL FOOT 1¾ 2.0E PWLVL One 1¾ 2.0E PWLVL Span (ft) Key 3½ 5½ 7¼ 9¼ 9½ 11¼ LL TL BRG 1.5 / / / / / / / / 9.1 LL TL BRG 1.5 / / / / / / / / 8.5 LL TL BRG 1.5 / / 3 2 / / / / / 8.2 LL TL BRG 1.5 / / / / / / / 7.9 LL TL BRG 1.5 / / / / / / / 7.7 LL TL BRG 1.5 / / / / / / / 7.5 LL TL BRG 1.5 / / / / / 6 3 / 7.4 LL TL BRG 1.5 / / / / / / 7.3 LL TL BRG 1.5 / / / / / / 6.9 LL TL BRG 1.5 / / / / / 6.4 LL TL BRG 1.5 / / / / / 5.8 LL TL BRG 1.5 / / / / / 5.2 LL TL BRG 1.5 / / / / / 4.6 LL TL BRG 1.5 / / / / 4.1 LL TL BRG 1.5 / / / 3.7 LL TL BRG 1.5 / / / 3.4 LL TL BRG 1.5 / / / 3.1 LL TL BRG 1.5 / / 3 LL TL 122 BRG 1.5 / 3 LL TL 107 BRG 1.5 / 3 LL TL 95 BRG 1.5 / 3 LL TL 84 BRG 1.5 / 3 LL TL 75 BRG 1.5 / 3 LL 29 TL BRG LL 30 TL BRG * Can be applied to the beam in addition to its own weight. Simple or multiple beam spans. 2 plies minimum for depths greater than 14 inches. Wax-based sealer applied to mitigate moisture issues associated with wood products during storage and construction. Key to Table: LL = Maximum live load limits deflection to L/360 TL = Maximum total load limits deflections to L/240 (or a maximum of for beams 7¼ deep or less) BRG = Required end / intermediate bearing length (inches), based on bearing stress of 850 psi. 15 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

16 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 2.0E BEAM FLOOR 100 % ALLOWABLE UNIFORM LOADS ALLOWABLE UNIFORM LOADS* POUNDS PER LINEAL FOOT 1¾ 2.0E PWLVL Two 1¾ 2.0E PWLVL Span (ft) Key 3½ 5½ 7¼ 9¼ 9½ 11¼ LL TL BRG 1.5 / / / / / / / / / / / / / 22.7 LL TL BRG 1.5 / / / / / / / / / / / / / 19.6 LL TL BRG 1.5 / / 3 2 / / / / / / / / / / 17.7 LL TL BRG 1.5 / / / / / / / / / / / / 16.5 LL TL BRG 1.5 / / / / / / / / / / / / 15.7 LL TL BRG 1.5 / / / / / / / / / / / / 15 LL TL BRG 1.5 / / / / / 6 3 / / / / / / 14.5 LL TL BRG 1.5 / / / / / / / / / / / 14.1 LL TL BRG 1.5 / / / / / / / / / 11 5 / / 13.8 LL TL BRG 1.5 / / / / / / / / / / 13.5 LL TL BRG 1.5 / / / / / / / / / / 13.3 LL TL BRG 1.5 / / / / / / / / / / 13.1 LL TL BRG 1.5 / / / / / / / / / / 13 LL TL BRG 1.5 / / / / / / / / / 12.8 LL TL BRG 1.5 / / / / / / / / 12.6 LL TL BRG 1.5 / / / / / / / / 12 LL TL BRG 1.5 / / / / / / / / 11.4 LL TL BRG 1.5 / / / / / / / 10.9 LL TL BRG 1.5 / / / / / / 10.5 LL TL BRG 1.5 / / / / / / 10.1 LL TL BRG 1.5 / / / / / / 9.7 LL TL BRG 1.5 / / / / / / 9.3 LL TL BRG 1.5 / / / / / / 9 LL TL BRG 1.5 / / / / / 8.7 LL TL BRG 1.5 / / / / / 8.2 * Can be applied to the beam in addition to its own weight. Simple or multiple beam spans. Key to Table: LL = Maximum live load limits deflection to L/360 TL = Maximum total load limits deflections to L/240 (or a maximum of for beams 7¼ deep or less) BRG = Required end / intermediate bearing length (inches), based on bearing stress of 850 psi. 16

17 MULTIPLE-PLY PWLVL BEAM ASSEMBLY COMBINATIONS OF 1¾ AND 3½ PLIES CONDITION A CONDITION B 2 pieces 1¾ 1¾ AND 3½ PLIES MAXIMUM UNIFORM SIDE LOAD (PLF) 3¼ x Nails 16d Common Nails ½ Bolts Condition 2 Rows at 12 o.c. 3 Rows at 12 o.c. 2 Rows at 12 o.c. 3 Rows at 12 o.c. 2 Rows at 24 o.c. 2 Rows at 12 o.c. Condition A (2 1¾ ) Condition B (3 1¾ OR 1 1¾ + 1 3½ ) Condition C (2 1¾ + 1 3½ ) Condition D (4 1¾ ) Use bolts for this condition Condition E (2 3½ ) Use bolts for this condition Notes: 1. Minimum fastener schedule for smaller side loads and top-loaded beams: Conditions A, B & C, beams 12 deep or less: 2 rows 3¼ x at 12 o.c. Conditions A, B & C, beams deeper than 12 : 3 rows 3¼ x at 12 o.c. Conditions D & E, all beam depths: 2 rows ½ bolts at 24 o.c. 2. The table values for nails may be doubled for 6 o.c. and tripled for 4 o.c. nail spacings. 3. The nail schedules shown apply to both sides of a three-ply beam. HOW TO USE THE MAXIMUM UNIFORM SIDE LOAD TABLE EXAMPLE: THREE 1¾ PLIES LOADED FROM BOTH SIDES AND ABOVE (CONDITION B) 1. Use allowable load tables or sizing software to size the beam to carry a total load of ( ) = 1460 plf. 2. Refer to the Condition B row in the table. Scan across the row from left to right for a table value greater than 550 plf, which is the greatest side load carried by the beam. The fourth value in the row indicates that 3 rows of 16d common nails at 12 o.c. will accommodate a side load of 635 plf which is greater than the 550 plf required. Use 3 rows of 16d common nails at 12 o.c., from both sides, to assemble the beam. OR 3 pieces 1¾ 1 piece 1¾ 1 piece 3½ Nail Spacing To review Pacific Woodtech s Installation Guide, please scan this code. CONDITION C 2 pieces 1¾ 1 piece 3½ Bolt Spacing CONDITION D 300 plf 4 pieces 1¾ Stagger rows of bolts 610 plf 550 plf CONDITION E 2 pieces 3½ 2 min. 2 min. 3 Rows at 12 o.c. 4. The table values apply to bolts meeting the requirements of ANSI/ASME Standard B A standard cut washer, or metal plate or strap of equal or greater dimensions, shall be provided between the wood and the bolt head and between the wood and the nut. The distance from the edge of the beam to the bolt holes must be at least 2 for ½ bolts. Bolt holes shall be the same diameter as the bolt wide beams must be loaded from both sides and/or top loaded. 6. Beams wider than 7 must be designed by the engineer of record. 7. Load duration factors may be applied to the table values. 8. For proprietary fastener alternatives, consult the manufacturer s literature. 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 17

18 P W L V L D I M E N S I O N 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 Modulus of Elasticity E (psi) Bending Fb (psi) (3) Horizontal Shear Fv (psi) Compression Parallel to Grain Fc (psi) (4) 1.5 x 3.5 x 2.0E PWLVL x 3.5 x 1.8E PWLVL x 3.5 x 1.5E PWLVL x4 Douglas Fir-Larch No x4 Spruce-Pine-Fir No. 1 / No x4 Hem-Fir No x4 Western Woods No x 5.5 x 2.0E PWLVL x 5.5 x 1.8E PWLVL x 5.5 x 1.5E PWLVL x6 Douglas Fir-Larch No x6 Spruce-Pine-Fir No. 1 / No x6 Hem-Fir No x6 Western Woods No x 7.25 x 2.0E PWLVL x 7.25 x 1.8E PWLVL x 7.25 x 1.5E PWLVL x8 Douglas Fir-Larch No x8 Spruce-Pine-Fir No. 1 / No x8 Hem-Fir No x8 Western Woods No x 9.25 x 2.0E PWLVL x 9.25 x 1.8E PWLVL x 9.25 x 1.5E PWLVL x10 Douglas Fir-Larch No x10 Spruce-Pine-Fir No. 1 / No x10 Hem-Fir No x10 Southern Pine No x x 2.0E PWLVL x x 1.8E PWLVL x x 1.5E PWLVL x12 Douglas Fir-Larch No x12 Spruce-Pine-Fir No. 1 / No x12 Hem-Fir No x12 Southern Pine No (1) Refer to APA PR-L233 for PWLVL adjustment factors and other design properties. (2) Refer to the 2015 NDS for lumber adjustment factors and other design properties. (3) Load applied to the narrow face of the member. Repetitive member and size factors have been applied where applicable. (4) Size factors have been applied to lumber values where applicable. 2 x 6 2 x 8 2 x 10 2 x 12 For information about our complete line of products, please scan this code, visit or call

19 1¼ STAIR STRINGERS MAXIMUM STRINGER RUN Stringer Depth 1¼ X 1.5E 2250F PWLVL MAXIMUM STRINGER RUN 40 PSF LIVE LOAD AND 12 PSF DEAD LOAD 36 Tread Width 42 Tread 44 Tread 48 Tread Width Width Width 2 Stringers 3 Stringers 3 Stringers 3 Stringers 3 Stringers No With No With No With No With No With Reinforcemenmenmenmenmenmenmenmenmenment 9½ Table values are based on a maximum step rise of 7¾ and a minimum step run of 9. 1¼ X 1.5E 2250F PWLVL MAXIMUM STRINGER RUN 100 PSF LIVE LOAD AND 12 PSF DEAD LOAD 36 Tread Width 42 Tread 44 Tread 48 Tread Width Width Width 2 Stringers 3 Stringers 3 Stringers 3 Stringers 3 Stringers No With No With No With No With No With Reinforcemenmenmenmenmenmenmenmenmenment 9½ Table values are based on a maximum step rise of 7¾ and a minimum step run of 9. Stringer Depth GENERAL NOTES 1. Verify compliance with the local building code. 2. Table values are limited by deflection equal to L/360 at live load or L/240 at total load. 3. For other design loads, stair constructions or attachment details, consult with the project designer or engineer of record. 4. Stringers are unstable until treads are installed. 5. To minimize squeaks, install treads with panel adhesive in addition to nails or screws. 6. Stringers shall be separated from concrete or masonry in accordance with the building code. 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. 2.0E PWLVL Columns are available in: 3½ x 3½ 5¼ x 5½ 7 x 7¼ 3½ x 5½ 5¼ x 7¼ 3½ x 7¼ For more information about Pacific Woodtech s stair stringers, scan this code. SOFTWARE TOOLS istruct SOFTWARE SUITE, FEATURING isdesign & isplan isdesign Single member sizing software isplan Drawing program for designing floor and roof framing plans with engineered wood products LVL PROPERTIES 1.5E-2250F LVL Allowable Design Stresses (1) Modulus of Elasticity E = 1,500,000 psi (2) Bending Fb = 2,250 psi (3)(4) Horizontal Shear (joist) Fv = 230 psi Compression Perpendicular to Grain (joist) Fc = 750 psi (2) Compression Parallel to Grain Fc = 1,950 psi (1) These allowable design stresses apply to dry service conditions. (2) No increase is allowed for load duration. (3) Multiply by (12/d) 1/5 where d = depth of member (in). (4) A factor of 1.04 may be applied for repetitive members as defined in the National Design Specification for Wood Construction. COLUMNS 2.0E LAMINATED VENEER LUMBER REFERENCE COLUMN DESIGN VALUES E = 2,000,000 psi COVE = 0.10 Fb-BEAM = d1 = 3100 psi x (12/d1) 1/5 wide-face dimension [inches] Fb-PLANK = d2 = 3100 psi x (1.75/d2) 1/3 narrow-face dimension [feet] Fc = 2750 psi Contact us for special-order column sizes. To request a software download from Pacific Woodtech, please scan this code Photo courtesy APA. P W L V L 1.5 E STAIR STRINGERS, 2.0 E LVL COLUMNS & SOFTWARE TOOLS 19

20 OUR PRODUCT WARRANTY Pacific Woodtech Corporation warrants that its products, as manufactured, will be free from manufacturing errors or defects in workmanship and material. In addition, provided the product, as manufactured is correctly installed and used, Pacific Woodtech Corporation warrants the adequacy of its design for the normal and expected life of the structure. This warranty is backed by the full resources of Pacific Woodtech Corporation and by underwritten product liability insurance Park Lane Burlington, Washington toll free: tel: fax: PW1001r