DIVISION: WOOD, PLASTICS AND I JOISTS SECTION: WOOD I JOISTS REPORT HOLDER: BOISE CASCADE WOOD PRODUCTS, LLC

Transcription

1 0 ICC ES Report ICC ES (800) (562) es.org 000 Most Widely Accepted and Trusted ESR 1144 Valid: 08/13 to 08/15 DIVISION: WOOD, PLASTICS AND I JOISTS SECTION: WOOD I JOISTS REPORT HOLDER: BOISE CASCADE WOOD PRODUCTS, LLC POST OFFICE BOX 2400 WHITE CITY, OREGON EVALUATION SUBJECT: AJS SERIES PREFABRICATED WOOD I JOISTS Look for the trusted marks of Conformity! 2014 Recipient of Prestigious Western States Seismic Policy Council (WSSPC) Award in Excellence A Subsidiary of ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. Copyright 2014

2 ICC-ES Evaluation Report (800) (562) ESR-1144* Reissued August 2013 This report is subject to renewal August A Subsidiary of the International Code Council DIVISION: WOOD, PLASTICS AND COMPOSITES Section: Wood I-Joists REPORT HOLDER: BOISE CASCADE WOOD PRODUCTS, LLC POST OFFICE BOX 2400 WHITE CITY, OREGON (800) EVALUATION SUBJECT: AJS SERIES PREFABRICATED WOOD I-JOISTS 1.0 EVALUATION SCOPE Compliance with the following codes: 2012, 2009 and 2006 International Building Code (IBC) 2012, 2009 and 2006 International Residential Code (IRC) Property evaluated: Structural 2.0 USES AJS joists are prefabricated wood I-joists used as floor joists, roof rafters and blocking panels, to support coderequired loads. Prefabricated wood I-joists described in this report comply with Section of the IBC and Section R of the IRC, for allowable stress design. 3.0 DESCRIPTION 3.1 General: The AJS Series prefabricated wood I-joists have solidsawn lumber or laminated veneer lumber flanges, and oriented strand board (OSB) webs. The top and bottom flanges are parallel, creating constant-depth joists. The web-to-web joints of the I-joists are square butt joints and conform to the specifications in the approved quality control manuals. The web-to-flange connection is a proprietary grooved connection, also conforming to the approved quality control manuals. The I-joists are available in various lengths and depths. See Table 1 for a description of the I-joists. 3.2 Material Specifications: Flanges: The flanges of the I-joists are sawn lumber or laminated veneer (LVL) lumber conforming to the specifications in the approved quality control manuals. The LVL lumber flanges are 1 1 / 2 -inch-by-2 1 / 2 -inch (38 by 64 mm) spruce-pine-fir (SPF) proprietary grade LVL and are used interchangeably with any of the sawn lumber flanges of the same dimensions. The sawn lumber flange material, grade, width and depth are noted in Table Web: Web material for the I-joists is 3 / 8 -inch-thick (10 mm) or 7 / 16 -inch-thick (11 mm) OSB conforming to Exposure 1 requirements of DOC PS-2, with further requirements set forth in the approved quality control manuals and manufacturing standards Adhesive: Adhesives used in the fabrication of the I-joists are exterior-type, heat durable adhesives complying with ASTM D2559 and ASTM D5055, and are specified in the quality control manuals and the manufacturing standards. 4.0 DESIGN AND INSTALLATION Design of the prefabricated wood I-joists described in this report must be in accordance with the applicable code. Additionally, the design and installation of the prefabricated wood I-joists must comply with Sections 4.1 through 4.13, and the manufacturer s installation instructions. 4.1 Allowable Structural Capacity: Reference design moments, reactions, vertical shear capacity, and I-joist stiffness (EI) are specified in Table 2. Reference design end reactions are based on a minimum bearing length of 1 1 / 2 inches (38 mm) for simple spans on joists having depths of 9 1 / 4 to 16 inches (235 mm to 406 mm), and 1 3 / 4 inches (44.5 mm) on joists having depths of 18 inches (457 mm) or greater. Reference design intermediate reactions are based on a minimum bearing length of 3 1 / 2 inches (89 mm) at intermediate support points for continuous spans. Floor assemblies, consisting of a minimum 23 / 32 -inch-thick (18 mm) Sturd- I-Floor rated sheathing nailed to the I-joists in accordance with the applicable code requirements and adhered to the top flanges of the I-joists using AFG-01 construction adhesive, have the allowable spans shown in Table Fasteners: Reference withdrawal design values and lateral load values, for nails installed into the flanges, must be determined in accordance with the applicable code, using a specific gravity of Fastener spacing must comply with the minimum spacing requirements prescribed by the applicable code for nails installed in sawn lumber. 4.3 Web Stiffeners: Web stiffener requirements for the I-joists at reaction and concentrated load locations are noted in Figure 1. *Revised December 2014 ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. Copyright 2014 Page 1 of

3 ESR-1144 Most Widely Accepted and Trusted Page 2 of Lateral Support: Lateral restraint must be provided at supports (e.g., through attachment to blocking panels, rim board) to prevent rotation and along the compression flange of each joist (e.g., through attachment to wood structural panel sheathing, gypsum board ceiling, wood structural panel soffit). 4.5 Holes in I-joist Web: Holes in the web of the I-joist are permitted. For I-joists with a simple span and supporting uniform loads only, holes in the webs must be in accordance with Tables 4 and 5 (for round holes) or Tables 6 and 7 (for square and rectangular holes). The reduced shear capacity due to the presence of holes in the web, V hole, must be calculated as follows: For round holes: V hole Vr Bc holediameter M c joistdepth 2 flangedepth For square and rectangular holes: holedepth holewidth w = Applied uniform loads [lbf/inch (N/mm)]. Vhole Vr BR joistdepth 2 flangedepth 18 P = Applied concentrated load [lbf (N)]. where: V r is the shear value, for the joist, provided in Table 2. L EI = = I-joist span [inches (mm)]. I-joist stiffness from Table 2 [in 2 -lbf (mm 2 -N)]. B c = 0.88 for joist depths less than or equal to 16 inches; 0.91 for joist depths greater than 16 inches. M K = = Design moment [inch-lbs (mm-n)]. Shear modulus constant from Table 2 [in-lbf/in (mm-n/mm)]. M c = 0.69 for joist depths less than or equal to 16 inches; 0.84 for joist depths greater than 16 inches B R = 0.60 for joist depths less than or equal to 16 inches; 0.57 for joist depths greater than 16 inches. Where multiple holes occur in the web, the minimum edge-to-edge spacing between holes must be two times the size of the largest dimension of either hole. 4.6 Duration of Load: Adjustments for duration of load must be in accordance with Sections and of the ANSI/AWC National Design Specification for Wood Construction (NDS). 4.7 In-service Moisture Conditions: I-joists must be installed in dry, covered conditions where the in-service moisture content of the wood does not exceed 16 percent. 4.8 Repetitive-member Use: The repetitive-member use factor applicable to the resistive moment capacities listed in Table 2 is limited to Member Spans: I-joist spans must be determined in accordance with Section of the NDS and the applicable code. Shear calculations include all loads within the span from face to face of supports Deflection: Total I-joist deflection must be calculated using the formula for deflection due to bending and the following formula for deflection due to shear: 8M shear K where: shear = Deflection caused by shear stress [inches (mm)]. M = Design moment [inch-lbs (mm-n)]. K = Shear modulus constant in Table 2 [in-lbs/in (mm-n/mm)]. Deflection of a uniformly loaded, simple-span I-joist must be determined using the following formula: 4 2 5wL wl Total bending shear 384EI K Deflection of a simple-span I-joist with a concentrated load at mid-span must be determined using the following formula: 3 PL 2PL Total bending shear 48EI K where: Total = Total I-joist deflection [inches (mm)] Blocking Panels: Bearing walls perpendicular to, and supported by, I-joists at the end or intermediate supports, or both, require full depth blocking. I-joists used as blocking panels must be installed between I-joists and have a maximum applicable vertical load capacity shown in Table Cantilevered Joists: I-joists may be installed with cantilevers, provided the cantilevered portion does not exceed a maximum length equal to one-third of the adjacent span. Additionally, the cantilevered I-joist must be limited to supporting only uniform loads, unless additional design details are provided by a design professional Fire Protection of Floors: AJS series I-joists installed and protected as specified in Figures 3, 4, 5 and 6 are alternatives to the 2-by-10 dimensional lumber prescribed in 2012 IRC Section R501.3, Exceptions 1 and 2, and Exception 4, and have met the requirements for a floor assembly demonstrating equivalent fire performance. AJS series I-joists installed and protected as specified in Figure 7 meet the provisions of 2012 IRC Section R CONDITIONS OF USE The AJS Series I-joists described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 AJS joists must be installed in accordance with this report and the manufacturer s installation instructions. 5.2 Drawings and design details verifying compliance with this report must be submitted to the code official when requested. The drawings and calculations must be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed.

4 ESR-1144 Most Widely Accepted and Trusted Page 3 of Cutting or notching of AJS joist flanges is beyond the scope of this report. 5.4 AJS I-joists are manufactured by Boise Cascade Wood Products, LLC at their plant located in St. Jacques, New Brunswick, Canada, under an approved quality control program with inspections by ICC-ES and APA The Engineered Wood Association (AA-649). 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC-ES Acceptance Criteria for Prefabricated Wood I-joists (AC14), dated October 2013 (editorially revised February 2014). 7.0 IDENTIFICATION AJS I-joists are identified by a stamp indicating the joist model; company name (Boise Cascade Wood Products, LLC); manufacturing location; evaluation report number (ESR-1144); and the name and logo of the inspection agency (APA The Engineered Wood Association). TABLE 1 DESCRIPTION FOR AJS I-JOISTS FLANGE JOIST SERIES Material 1 Dimensions RANGE OF JOIST DEPTHS WEB MATERIAL (depth x width) (inches) (inches) AJS-5 APG SPF 1.5 x / 8 -inch OSB 9 1 / 2 to 11 7 / 8 AJS-10 APG Black Spruce 1.5 x / 8 -inch OSB 9 1 / 2 to 16 AJS-20 MSR 2100F b 1.8E 1.5 x / 8 -inch OSB 9 1 / 2 to 16 AJS-110 APG SPF 1.5 x / 8 -inch OSB 9 1 / 4 to 16 AJS-140 APG SPF 1.5 x / 8 -inch OSB 9 1 / 2 to 16 AJS-150 MSR 1650F b 1.5E 1.5 x / 8 -inch OSB 9 1 / 2 to 16 AJS-160 MSR 1800F b 1.6E 1.5 x / 8 -inch OSB 9 1 / 2 to 16 AJS-170 MSR 1950F b 1.7E 1.5 x / 8 -inch OSB 9 1 / 2 to 16 AJS-180 MSR 2100F b 1.8E 1.5 x / 8 -inch OSB 9 1 / 2 to 16 AJS-190 MSR 2250F b 1.9E 1.5 x / 8 -inch OSB 9 1 / 4 to 16 / 16 -inch OSB 18 to 20 AJS-200 MSR 2400F b 2.0E 1.5 x 2.5 AJS-25 MSR 2100F b 1.8E 1.5 x / 8 -inch OSB 9 1 / 2 to 16 3 / 8 -inch OSB 9 1 / 2 to 16 7 / 16 -inch OSB 18 to 24 AJS-30 MSR 2400F b 2.0E 1.5 x / 16 -inch OSB 18 to 24 For SI: 1 inch = 25.4 mm. 1 APG = AJS Proprietary Grade; SPF = Spruce-pine-fir; MSR = Machine Stress Rated lumber JOIST SERIES MOMENT DEPTH M (in.) r (ft-lb) SHEAR V r (lb) TABLE 2 REFERENCE DESIGN PROPERTIES FOR AJS I-JOISTS 1 EI 2 X 10 6 (lb-in 2 ) K 2 x 10 6 (in-lb/in) END REACTION, R r (lb) 9 INTERMEDIATE REACTION, R r (lb) 9 With 1 1 / BLOCKING 2 " With 3 1 / 2 " With 3 1 / 2 " With 5 1 / 4 " PANEL 6 Bearing 3,7 Bearing Bearing 3 Bearing (lb/ft) No 4 Yes 5 No 4 Yes 5 No 4 Yes 5 No 4 Yes 5 AJS / 2 2,175 1, ,200 1,175 1,480 2,350 2,450 2,350 2,450 1, / 8 2,820 1, ,335 1,215 1,595 2,390 2,800 2,390 2,800 1, / 2 2,960 1, ,240 1,175 1,480 2,350 2,450 2,350 2,450 1, AJS / 8 3,835 1, ,335 1,215 1,595 2,390 2,800 2,390 2,800 1, ,620 1, ,420 1,250 1,700 2,430 3,130 2,430 3,130 1, ,355 2, ,500 1,285 1,800 2,465 3,435 2,465 3,435 1, / 2 3,395 1, ,240 1,175 1,480 2,350 2,450 2,350 2,450 1, AJS / 8 4,400 1, ,335 1,215 1,595 2,390 2,800 2,390 2,800 1, ,295 1, ,420 1,250 1,700 2,430 3,130 2,430 3,130 1, ,140 2, ,500 1,285 1,800 2,465 3,435 2,465 3,435 1, / ,230 1,170 1,480 2,350 2,450 2,350 2,450 1, / ,240 1,175 1,480 2,350 2,450 2,350 2,450 1, AJS / ,310 1,205 1,595 2,390 2,800 2,390 2,800 1, / ,335 1,215 1,595 2,390 2,800 2,390 2,800 1, ,420 1,250 1,700 2,415 3,130 2,415 3,130 1, ,500 1,285 1,800 2,440 3,435 2,440 3,435 1, / 2 2,450 1, ,240 1,175 1,480 2,350 2,450 2,350 2,450 1, AJS / 8 3,175 1, ,335 1,215 1,595 2,390 2,800 2,390 2,800 1, ,825 1, ,420 1,250 1,700 2,430 3,130 2,430 3,130 1, ,435 2, ,500 1,285 1,800 2,465 3,435 2,465 3,435 1, / 2 2,820 1, ,240 1,175 1,480 2,350 2,450 2,350 2,450 1, AJS / 8 3,650 1, ,335 1,215 1,595 2,390 2,800 2,390 2,800 1, ,390 1, ,420 1,250 1,700 2,430 3,130 2,430 3,130 1, ,090 2, ,500 1,285 1,800 2,465 3,435 2,465 3,435 1, WEIGHT (lb/ft)

5 ESR-1144 Most Widely Accepted and Trusted Page 4 of 13 JOIST SERIES AJS-160 AJS-170 AJS-180 AJS-190 AJS-200 AJS-25 AJS-30 TABLE 2 REFERENCE DESIGN PROPERTIES FOR AJS I-JOISTS 1 (Continued) MOMENT SHEAR EI 2 K 2 DEPTH M (in.) r V r X 10 6 x 10 6 With 1 1 / BLOCKING 2 " With 3 1 / 2 " With 3 1 / 2 " With 5 1 / 4 " PANEL 6 (ft-lb) (lb) (lb-in 2 Bearing 3,7 Bearing Bearing 3 Bearing ) (in-lb/in) (lb/ft) END REACTION, R r (lb) 9 INTERMEDIATE REACTION, R r (lb) 9 No 4 Yes 5 No 4 Yes 5 No 4 Yes 5 No 4 Yes / 2 3,057 1, ,240 1,175 1,480 2,350 2,450 2,350 2,450 1, / 8 3,959 1, ,335 1,215 1,595 2,390 2,800 2,390 2,800 1, ,767 1, ,420 1,250 1,700 2,430 3,130 2,430 3,130 1, ,527 2, ,500 1,285 1,800 2,465 3,435 2,465 3,435 1, / 2 3,300 1, ,240 1,175 1,480 2,350 2,450 2,350 2,450 1, / 8 4,270 1, ,335 1,215 1,595 2,390 2,800 2,390 2,800 1, ,140 1, ,420 1,250 1,700 2,430 3,130 2,430 3,130 1, ,960 2, ,500 1,285 1,800 2,465 3,435 2,465 3,435 1, / 2 3,640 1, ,240 1,175 1,480 2,350 2,450 2,350 2,450 1, / 8 4,710 1, ,335 1,215 1,595 2,390 2,800 2,390 2,800 1, ,675 1, ,420 1,250 1,700 2,430 3,130 2,430 3,130 1, ,580 2, ,500 1,285 1,800 2,465 3,435 2,465 3,435 1, / 4 3,770 1, ,170 1,480 2,350 2,450 2,350 2,450 1, / 2 3,895 1, ,175 1,480 2,350 2,450 2,350 2,450 1, / 4 4,740 1, ,205 1,595 2,390 2,800 2,390 2,800 1, / 8 5,045 1, ,335 1,215 1,595 2,390 2,800 2,390 2,800 1, ,070 1, ,420 1,250 1,700 2,430 3,130 2,430 3,130 1, ,040 2, ,500 1,285 1,800 2,465 3,435 2,465 3,435 1, ,160 2,620 4,720 4,720 2, ,160 2,980 4,780 5,110 2, / 2 4,155 1, ,240 1,175 1,480 2,350 2,450 2,350 2,450 1, / 8 5,385 1, ,335 1,215 1,595 2,390 2,800 2,390 2,800 1, ,485 1, ,420 1,250 1,700 2,430 3,130 2,430 3,130 1, ,515 2, ,500 1,285 1,800 2,465 3,435 2,465 3,435 1, / 2 5,370 1, ,240 1,175 1,480 2,600 2,850 2,600 2,850 1, / 8 6,960 1, ,335 1,215 1,595 2,690 3,190 2,690 3,190 1, ,380 1, ,420 1,250 1,700 2,770 3,500 2,770 3,500 1, ,720 2,065 1, ,500 1,285 1,800 2,850 3,800 2,850 3,800 1, ,975 3,010 1, , ,620 4,720 4,720 3, ,270 3,240 1, , ,980 5,110 5, ,455 3,470 2, , ,150 5,230 5,505 2, ,625 3,690 2, , ,320 5,345 5, ,905 3,010 1, , ,620 4,720 4,720 3, ,540 3,240 1, , ,980 5,110 5, ,040 3,470 2, , ,150 5,230 5,505 2, ,525 3,690 3, , ,320 5,345 5, For SI: 1 inch = 25.4 mm; 1 ft-lb = 1.36 N-m; 1 in 2 -lb = 179 mm 2 -N, 1 in-lb/in = 4.4 N-mm/mm; 1 lb = 4.45 N; 1 lb/ft = 14.6 N/m. WEIGHT (lb/ft) 1 For I-joist description, see Table 1. 2 Deflections are calculated using standard engineering formulae for bending deflection and 8M/K for shear deflection. Refer to Section 4.10 in this report. 3 Minimum bearing length required. 4 No = Web stiffener is not required. 5 Yes = Web stiffener required. See Figure 1. 6 Allowable vertical-load capacity for I-joists used as blocking panels. 7 For I-joists with depths greater than or equal to 18 inches, the minimum end bearing length must be 1 3 / 4 inches. 8 Web stiffeners required at each end of blocking panel. See Figure 1. Distance between stiffeners must be 24 inches. 9 The tabulated reference design reaction values, R r, are for normal duration of load and are permitted to be adjusted for other load durations in accordance with the NDS, provided the adjusted design reaction, R r ', does not exceed the adjusted flange bearing capacity, P c ', calculated as follows: P c ' = F c ' b (w f 0.15) where: F c ' = 425 psi for end reactions, 470 psi for 3 1 / 2 -inch intermediate reactions, and 455 psi for 5 1 / 4 -inch intermediate reactions. b = Bearing length in inches. = The nominal width of the flange in inches. w f

6 ESR-1144 Most Widely Accepted and Trusted Page 5 of 13 SERIES AJS-5 AJS-10 AJS-20 AJS-110 AJS-140 AJS-150 AJS-160 AJS-170 AJS-180 AJS-190 AJS-200 AJS25 AJS30 TABLE 3 AJS ALLOWABLE FLOOR SPANS 1,2,3,4,5,6,7 DEPTH (inches) ON-CENTER SPACING 12 inches 16 inches 19.2 inches 24 inches 9 1 / 2 18' - 6" 16' - 0" 14' - 7" 13' - 0" 11 7 / 8 21' - 1" 18' - 3" 16' - 7" 14' - 10" 9 1 / 2 21' - 2" 18' - 8" 17' - 0" 15' - 3" 11 7 / 8 24' - 7" 21' - 3" 19' - 5" 17' - 4" 14 27' - 0" 23' - 5" 21' - 4" 18' - 11" 16 29' - 1" 25' - 2" 23' - 0" *20' - 4" 9 1 / 2 21' - 2" 19' - 4" 18' - 3" 16' - 4" 11 7 / 8 25' - 2" 22' - 10" 20' - 10" 18' - 7" 14 28' - 6" 25' - 0" 22' - 10" *20' - 3" 16 31' - 2" 27' - 0" *24' - 5" *21' - 10" 9 1 / 4 16' - 10" 14' - 7" 13' - 3" 11' - 10" 9 1 / 2 17' - 1" 14' - 9" 13' - 6" 12' - 1" 11 1 / 4 18' - 11" 16' - 4" 14' - 11" 13' - 4" 11 7 / 8 19' - 6" 16' - 10" 15' - 4" 13' - 9" 14 21' - 5" 18' - 6" 16' - 11" 15' - 1" 16 22' - 10" 19' - 9" 18' - 0" 16' - 1" 9 1 / 2 19' - 9" 17' - 0" 15' - 6" 13' - 10" 11 7 / 8 22' - 4" 19' - 4" 17' - 8" 15' - 9" 14 24' - 7" 21' - 3" 19' - 5" 17' - 4" 16 26' - 6" 22' - 11" 20' - 11" 18' - 8" 9 1 / 2 20' - 1" 18' - 3" 16' - 7" 14' - 10" 11 7 / 8 23' - 11" 20' - 9" 18' - 11" 16' - 11" 14 26' - 4" 22' - 9" 20' - 9" 18' - 7" 16 28' - 5" 24' - 7" 22' - 5" *19' - 10" 9 1 / 2 20' - 5" 18' - 9" 17' - 4" 15' - 6" 11 7 / 8 24' - 4" 21' - 8" 19' - 9" 17' - 8" 14 27' - 5" 23' - 9" 21' - 8" *19' - 2" 16 29' - 7" 25' - 7" 23' - 4" *20' - 8" 9 1 / 2 20' - 9" 19' - 0" 18' - 0" 16' - 1" 11 7 / 8 24' - 9" 22' - 6" 20' - 6" 18' - 4" 14 28' - 1" 24' - 8" 22' - 6" *19' - 11" 16 30' - 9" 26' - 7" 24' - 1" *21' - 6" 9 1 / 2 21' - 2" 19' - 4" 18' - 3" 16' - 11" 11 7 / 8 25' - 2" 23' - 0" 21' - 4" *19' - 1" 14 28' - 6" 25' - 8" 23' - 8" *21' - 0" 16 31' - 7" 27' - 11" *25' - 4" *22' - 7" 9 1 / 4 21' - 0" 19' - 3" 18' - 2" 16' - 11" 9 1 / 2 21' - 5" 19' - 7" 18' - 6" 17' - 3" 11 1 / 4 24' - 6" 22' - 4" 21' - 2" *19' - 2" 11 7 / 8 25' - 6" 23' - 4" 22' - 0" *19' - 9" 14 28' - 11" 26' - 5" *24' - 4" *21' - 8" 16 32' - 0" 28' - 11" *26' - 2" *23' - 5" 18 35' - 3" 30' - 11" 28' - 2" 25' - 2" 20 37' - 9" 32' - 8" 29' - 10" 26' - 8" 9 1 / 2 21' - 9" 19' - 11" 18' - 10" 17' - 6" 11 7 / 8 25' - 11" 23' - 8" 22' - 4" *20' - 5" 14 9' - 4" 26' - 10" *25' - 4" *22' - 5" 16 32' - 6" *29' - 8" *27' - 1" *24' - 2" 9 1 / 2 23' - 3" 21' - 3" 20' - 1" 18' - 8" 11 7 / 8 27' - 8" 25' - 3" 23' - 10" *22' - 2" 14 31' - 5" 28' - 8" *27' - 0" *24' - 8" 16 34' - 9" *31' - 8" *29' - 11" *25' - 4" 18 38' - 2" 34' - 10" 32' - 11" 29' - 6" 20 41' - 4" 37' - 8" 34' - 10" 31' - 2" 22 44' - 4" 40' - 0" 36' - 6" 32' - 8" 24 47' - 4" 41' - 9" 38' - 1" 34' - 0" 18 39' - 4" 35' - 10" 33' - 10" 31' - 6" 20 42' - 6" 38' - 10" 36' - 7" 34' - 1" 22 45' - 8" 41' - 8" 39' - 4" 36' - 8" 24 48' - 9" 44' - 8" 42' - 0" 38' - 4" For SI: 1 inch = 25.4 mm; 1 psf = Pa. 1 For assemblies consisting of minimum 23 / 32 -inch-thick Sturd-I-Floor rated sheathing nailed to the I-joists in accordance with the applicable code and adhered to the top flanges of the I-joists using AFG-01 construction adhesive. 2 Spans are based on a uniform residential floor loading of 40 psf live load and 10 psf dead load. 3 Spans are for simply supported joists. 4 Minimum end bearing length is 1 1 / 2 inches for joist depths 16 inches or less, and 1 3 / 4 inches for joist depths 18 inches or greater, except for spans* (marked with an asterisk) which must have a minimum 3 1 / 2 -inch bearing length. 5 Maximum spans are measured in accordance with Section 4.9, and are based on uniformly loaded joists. 6 Live load deflection must be limited to L/360; total load deflection must be limited to L/ Allowable spans take into consideration the composite effect from the glued and nailed subfloor for deflection purposes.

7 ESR-1144 Most Widely Accepted and Trusted Page 6 of 13 SPAN (ft) TABLE 4 MINIMUM DISTANCE FROM INSIDE FACE OF SUPPORT TO NEAREST EDGE OF ROUND HOLE FOR JOIST DEPTHS OF 9 1 / 2 TO 16 INCHES 1,2,3,4,5,6 MINIMUM DISTANCE (ft-in) Based on Joist Depth (in) 9 1 / / And Based on Hole Diameter (in) ' - 0" 2' - 0" 1' - 0" 1' - 0" 1' - 0" 1' - 0" 1' - 0" 1' - 0" 1' - 0" 1' - 0" 1' - 0" 10 1' - 0" 3' - 0" 1' - 0" 1' - 0" 1' - 0" 1' - 0" 1' - 0" 1' - 0" 1' - 0" 1' - 0" 1' - 0" 12 1' - 0" 4' - 0" 1' - 0" 1' - 0" 1' - 0" 1' - 0" 1' - 0" 1' - 0" 1' - 0" 1' - 0" 2' - 0" 14 1' - 6" 5' - 6" 1' - 0" 1' - 6" 1' - 0" 1' - 0" 2' - 0" 1' - 0" 1' - 0" 1' - 0" 3' - 0" 16 2' - 6" 6' - 6" 1' - 0" 3' - 0" 1' - 0" 1' - 0" 3' - 6" 1' - 0" 1' - 0" 1' - 0" 4' - 0" 18 3' - 6" 8' - 0" 1' - 0" 4' - 0" 1' - 0" 1' - 0" 4' - 6" 1' - 0" 1' - 0" 1' - 6" 5' - 0" 20 4' - 6" 9' - 0" 1' - 6" 5' - 6" 1' - 0" 2' - 0" 5' - 6" 1' - 0" 1' - 0" 3' - 0" 6' - 6" 22 6' - 0" 10' - 6" 2' - 6" 6' - 0" 1' - 0" 3' - 0" 7' - 0" 1' - 0" 1' - 0" 4' - 0" 7' - 6" 24 7' - 0" 11' - 6" 3' - 6" 7' - 6" 1' - 0" 4' - 6" 8' - 0" 1' - 0" 1' - 6" 5' - 0" 9' - 0" 26 5' - 0" 8' - 6" 2' - 0" 5' - 6" 9' - 0" 1' - 0" 3' - 0" 6' - 0" 10' - 0" 28 6' - 0" 10' - 0" 3' - 0" 6' - 6" 10' - 6" 1' - 0" 4' - 0" 7' - 6" 11' - 6" 30 4' - 0" 7' - 6" 11' - 6" 1' - 6" 5' - 0" 8' - 6" 12' - 6" 32 5' - 6" 9' - 0" 13' - 0" 3' - 0" 6' - 0" 9' - 6" 14' - 0" 34 4' - 0" 7' - 0" 11' - 0" 15' - 0" For SI: 1 inch = 25.4 mm; 1 psf = Pa. 1 Table is based on simple span, uniform loading of 40 psf (live) and 15 psf (dead), joist spacing less than or equal to 24 inches and reference design shear values. 2 For multiple span or concentrated loads, shear at the hole location must not exceed what a uniform load would produce in a simple span at the distance shown in the table. 3 Where more than one hole is desired, the length of web between holes must be equal to twice the diameter of the largest hole. 4 Flanges may not be cut or notched. 5 A 1 1 / 2 -inch-diameter hole may be cut anywhere in the web. 6 See Figure 2 in this report for details. TABLE 5 MINIMUM DISTANCE FROM INSIDE FACE OF SUPPORT TO NEAREST EDGE OF ROUND HOLE FOR JOIST DEPTHS OF 18 TO 24 INCHES 1,2,3,4,5,6 MINIMUM DISTANCE (ft-in) Based on Joist Depth (in) SPAN (ft) And Based on Hole Diameter (in) ' - 0" 1' - 0" 1' - 0" 1' - 0" 1' - 0" 1' - 0" 1' - 0" 1' - 0" 1' - 0" 1' - 0" 1' - 0" 1' - 0" 12 1' - 0" 1' - 0" 2' - 0" 1' - 0" 1' - 0" 1' - 6" 1' - 0" 1' - 0" 1' - 0" 1' - 0" 1' - 0" 1' - 0" 14 1' - 0" 1' - 0" 3' - 6" 1' - 0" 1' - 0" 2' - 6" 1' - 0" 1' - 0" 1' - 6" 1' - 0" 1' - 0" 1' - 0" 16 1' - 0" 1' - 0" 4' - 6" 1' - 0" 1' - 0" 3' - 6" 1' - 0" 1' - 0" 2' - 6" 1' - 0" 1' - 0" 2' - 0" 18 1' - 0" 1' - 0" 5' - 6" 1' - 0" 1' - 0" 4' - 6" 1' - 0" 1' - 0" 4' - 0" 1' - 0" 1' - 0" 3' - 0" 20 1' - 0" 1' - 0" 7' - 0" 1' - 0" 1' - 0" 6' - 0" 1' - 0" 1' - 0" 5' - 0" 1' - 0" 1' - 0" 4' - 0" 22 1' - 0" 1' - 0" 8' - 0" 1' - 0" 1' - 0" 7' - 0" 1' - 0" 1' - 0" 6' - 0" 1' - 0" 1' - 0" 5' - 6" 24 1' - 0" 1' - 0" 9' - 6" 1' - 0" 1' - 0" 8' - 6" 1' - 0" 1' - 0" 7' - 6" 1' - 0" 1' - 0" 6' - 6" 26 1' - 0" 2' - 0" 10' - 6" 1' - 0" 1' - 0" 9' - 6" 1' - 0" 1' - 0" 8' - 6" 1' - 0" 1' - 0" 7' - 6" 28 1' - 0" 3' - 6" 12' - 0" 1' - 0" 2' - 0" 10' - 6" 1' - 0" 1' - 0" 9' - 6" 1' - 0" 1' - 0" 9' - 0" 30 1' - 0" 4' - 6" 13' - 0" 1' - 0" 3' - 0" 12' - 0" 1' - 0" 2' - 0" 11' - 0" 1' - 0" 1' - 0" 10' - 0" 32 1' - 0" 5' - 6" 14' - 6" 1' - 0" 4' - 0" 13' - 0" 1' - 0" 3' - 0" 12' - 0" 1' - 0" 2' - 0" 11' - 6" 34 1' - 0" 6' - 6" 15' - 6" 1' - 0" 5' - 6" 14' - 6" 1' - 0" 4' - 0" 13' - 6" 1' - 0" 3' - 0" 12' - 6" 36 1' - 0" 7' - 6" 17' - 0" 1' - 0" 6' - 6" 15' - 6" 1' - 0" 5' - 0" 14' - 6" 1' - 0" 4' - 0" 13' - 6" 38 1' - 6" 9' - 0" 18' - 0" 1' - 0" 7' - 6" 17' - 0" 1' - 0" 6' - 0" 16' - 0" 1' - 0" 5' - 0" 15' - 0" 40 1' - 0" 8' - 6" 18' - 0" 1' - 0" 7' - 6" 17' - 0" 1' - 0" 6' - 0" 16' - 0" For SI: 1 inch = 25.4 mm; 1 psf = Pa. 1 Table is based on simple span, uniform loading of 40 psf (live) and 15 psf (dead), joist spacing less than or equal to 24 inches and reference design shear values. 2 For multiple span or concentrated loads, shear at the hole location must not exceed what a uniform load would produce in a simple span at the distance shown in the table. 3 Where more than one hole is desired, the length of web between holes must be equal to twice the diameter of the largest hole. 4 Flanges may not be cut or notched. 5 A 1 1 /2- inch-diameter hole may be cut anywhere in the web. 6 See Figure 2 in this report for details.

8 ESR-1144 Most Widely Accepted and Trusted Page 7 of 13 TABLE 6 MINIMUM DISTANCE FROM INSIDE FACE OF SUPPORT TO NEAREST EDGE OF RECTANGULAR HOLE FOR JOIST DEPTHS OF 9 1 / 2 TO 16 INCHES 1,2,3,4,5,6 MINIMUM DISTANCE (ft-in) Based on Joist Depth (in) SPAN 9 1 / (ft) / 8 And Based on Hole Dimensions (in) x 8 5 x 10 5 x 12 5 x 14 7 x 10 7 x 12 7 x 14 7 x x x x x x ' - 6" 2' - 0" 2' - 6" 3' - 0" 1' - 6" 2' - 0" 2' - 6" 3' - 0" 2' - 0" 2' - 6" 3' - 0" 2' - 6" 3' - 0" 10 3' - 0" 3' - 0" 3' - 6" 4' - 0" 2' - 6" 3' - 0" 3' - 6" 4' - 0" 3' - 0" 3' - 6" 4' - 6" 3' - 6" 4' - 6" 12 4' - 0" 4' - 6" 5' - 0" 5' - 6" 3' - 6" 4' - 0" 5' - 0" 5' - 6" 4' - 6" 5' - 0" 5' - 6" 4' - 6" 5' - 6" 14 5' - 0" 5' - 6" 6' - 0" 6' - 6" 5' - 0" 5' - 6" 6' - 0" 6' - 6" 5' - 6" 6' - 0" 6' - 0" 16 6' - 6" 7' - 0" 7' - 6" 6' - 0" 6' - 6" 7' - 6" 6' - 6" 7' - 6" 7' - 0" 18 7' - 6" 8' - 0" 8' - 6" 7' - 6" 8' - 0" 8' - 6" 8' - 0" 8' - 6" 20 9' - 0" 9' - 6" 8' - 6" 9' - 0" 9' - 0" 9' - 6" 22 10' - 0" 10' - 6" 10' - 0" 10' - 6" 10' - 6" 24 11' - 6" 11' - 0" 11' - 6" 26 12' - 6" 28 13' - 6" For SI: 1 inch = 25.4 mm; 1 psf = Pa. 1 Table is based on simple span, uniform loading of 40 psf (live) and 15 psf (dead), joist spacing less than or equal to 24 inches and reference design shear values. 2 For multiple span or concentrated loads, shear at the hole location must not exceed what a uniform load would produce in a simple span at the distance shown in the table. 3 Where more than one hole is desired, the length of web between holes must be equal to twice the greatest dimension of the largest hole. 4 Flanges may not be cut or notched. 5 A 1 1 / 2 -inch-diameter hole may be cut anywhere in the web. 6 See Figure 2 in this report for details. TABLE 7 MINIMUM DISTANCE FROM INSIDE FACE OF SUPPORT TO NEAREST EDGE OF SQUARE HOLE FOR JOIST DEPTHS OF 18 TO 24 INCHES 1,2,3,4,5,6 MINIMUM DISTANCE (ft-in) Based on Joist Depth (in) SPAN (ft) And Based on Hole Dimensions (in) 10 x x x x x x x x x x x x ' - 0" 1' - 0" 2' - 0" 1' - 0" 1' - 0" 3' - 0" 1' - 0" 1' - 0" 2' - 0" 1' - 0" 1' - 0" 3' - 6" 10 1' - 0" 1' - 0" 3' - 6" 1' - 0" 2' - 0" 4' - 6" 1' - 0" 1' - 0" 3' - 0" 1' - 0" 2' - 0" 4' - 6" 12 1' - 0" 2' - 0" 4' - 6" 1' - 0" 3' - 0" 5' - 6" 1' - 0" 2' - 0" 4' - 6" 1' - 0" 3' - 0" 4' - 6" 14 1' - 0" 3' - 6" 6' - 0" 2' - 0" 4' - 6" 1' - 0" 3' - 0" 5' - 6" 2' - 0" 4' - 6" 16 2' - 6" 4' - 6" 7' - 0" 3' - 0" 5' - 6" 2' - 0" 4' - 6" 7' - 0" 3' - 0" 5' - 6" 18 3' - 6" 5' - 6" 8' - 6" 4' - 6" 7' - 0" 3' - 0" 5' - 6" 8' - 0" 4' - 6" 7' - 0" 20 4' - 6" 7' - 0" 9' - 6" 5' - 6" 8' - 0" 4' - 0" 6' - 6" 9' - 6" 5' - 6" 8' - 0" 22 5' - 6" 8' - 0" 6' - 6" 9' - 0" 5' - 6" 8' - 0" 10' - 6" 6' - 6" 9' - 6" 24 7' - 0" 9' - 6" 8' - 6" 10' - 6" 6' - 6" 9' - 0" 8' - 0" 10' - 6" 26 8' - 0" 10' - 6" 9' - 0" 12' - 0" 7' - 6" 10' - 6" 9' - 0" 12' - 0" 28 9' - 0" 12' - 0" 10' - 6" 13' - 0" 9' - 0" 11' - 6" 10' - 6" 13' - 0" 30 10' - 6" 13' - 0" 11' - 6" 14' - 6" 10' - 0" 13' - 0" 11' - 6" 14' - 6" 32 11' - 6" 14' - 6" 13' - 0" 15' - 6" 11' - 6" 14' - 0" 12' - 6" 15' - 6" 34 13' - 0" 15' - 6" 14' - 0" 12' - 6" 15' - 6" 14' - 0" For SI: 1 inch = 25.4 mm; 1 psf = Pa. 1 Table is based on simple span, uniform loading of 40 psf (live) and 15 psf (dead), joist spacing less than or equal to 24 inches and reference design shear values. 2 For multiple span or concentrated loads, shear at the hole location must not exceed what a uniform load would produce in a simple span at the distance shown in the table. 3 Where more than one hole is desired, the length of web between holes must be equal to twice the greatest dimension of the largest hole. 4 Flanges may not be cut or notched. 5 A 1 1 / 2 -inch-diameter hole may be cut anywhere in the web. 6 See Figure 2 in this report for details.

9 ESR-1144 Most Widely Accepted and Trusted Page 8 of 13 2 min. 4 max. Small gap 1/8 min. 2 max. When required for End bearing (See Table 2) Required when Concentrated loads Exceed 1000 lbs. Nails Gap Tight Fit Tight Fit 2 min. 4 max. Structural Structural Panel Web Panel Stiffener Web Stiffener Flange Dimensions Thickness M inimum Thickness Width Minimum Flange 1.5" Dimensions x 2.5" In Hanger 1" No 2-5/16" Hanger Width 1.5" x 3.5" 2.5" 2x41" lumber (vertical) 1-1/2" 2-5/16" 1.5" x 3.5" 2x4 lumber (vertical) When required for Intermediate bearing (See Table 2) Web Stiffener Fastener Schedule M inimum Required Joist Depth Fasteners 9-1/4" 3-10d (3" x 0.125") 9-1/2" 3-10d (3" x 0.125") 11-1/4" 3-10d (3" x 0.125") 11-7/8" 3-10d (3" x 0.125") 14" 5-10d (3" x 0.125") 16" 5-10d (3" x 0.125") 18" 5-10d (3" x 0.125") 20" 5-10d (3" x 0.125") 22" 5-10d (3" x 0.125") 24" 5-10d (3" x 0.125") 1 Nails shall be equally spaced vertically. 2 Stiffeners are required on all joists supported by U-type hangers when the sides of the hanger do not extend up far enough to support the top flanges laterally. FIGURE 1 WEB-STIFFENER INSTALLATION REQUIREMENTS FIGURE 2 HOLE-IN-WEB REQUIREMENTS

10 ESR-1144 Most Widely Accepted and Trusted Page 9 of 13 1 / 2 -inch-thick Gypsum Board Attached to Web (A) Floor Sheathing: Materials and installation must be per Section R503 of the 2012 IRC (B) I-Joist: Installation per Section 4.0 of this evaluation report. Minimum flange size of 1.5 inches x 2.0 inches. Minimum web thickness of 3 / 8 inch. (C) 1 / 2 -inch-thick Gypsum Board: Materials (entire length of I-joist) per Section R of the 2012 IRC (not required to be finished with tape and joint compound). Fasteners: Min. 1-inch-long screws (Type W or Type S) or nails installed 1 inch from edges and 16 inches on center, top and bottom. Fasteners may be staggered from top to bottom. Installation Requirements at Web Holes Note: At hole location, fasteners must be installed 1 inch from the edge of the gypsum board and horizontally spaced a distance equivalent to the hole width/diameter plus 2 inches. Crawl Space Exception Per Exception 2 of 2012 IRC Section R501.3, floor assemblies located directly over a crawl space not intended for storage or fuel-fired appliances do not require 1 / 2 -inch-thick gypsum board attached to web. Automatic Sprinkler System Exception Per Exception 1 of 2012 IRC Section R501.3, floor assemblies located directly over a space protected by an automatic sprinkler system do not require 1 / 2 -inch-thick gypsum board attached to web. (D) Automatic Sprinkler System: System in accordance with Section P2904 of the 2012 IRC, NFPA 13D, or other equivalent sprinkler system. Note: Per 2012 IRC Section P2904, partial residential sprinkler systems are permitted to be installed only in buildings not required to be equipped with a residential sprinkler system. Check with the local building official for specific jurisdictional requirements. For SI: 1 inch = 25.4 mm FIGURE 3 FIRE PROTECTION: 2012 IRC SECTION R501.3, EXCEPTIONS 1 AND 2, AND EXCEPTION 4; 1 / 2 -INCH-THICK GYPSUM BOARD ATTACHED DIRECTLY TO WEB

11 ESR-1144 Most Widely Accepted and Trusted Page 10 of 13 1/2-inch-thick Gypsum Board Attached to Sides of Flange (A) Floor Sheathing: Materials and installation must be per Section R503 of the 2012 IRC (B) I-Joist: Installation per Section 4.0 of this evaluation report. Minimum flange size of inches x 1.75 inches. Minimum web thickness of 3 / 8 inch. (C) 1 / 2 -inch-thick Gypsum Board: Materials (entire length of I-joist) per Section R of the 2012 IRC (not required to be finished with tape and joint compound). Fasteners: Min. 1-inch-long screws (Type W or Type S) or nails installed 1 / 2 inch from edges and 16 inches on center, top and bottom. Fasteners may be staggered from top to bottom. Installation Requirements at Web Holes Note: At hole location, fasteners shall be installed 1 inch from the edge of the gypsum board and horizontally spaced a distance equivalent to the hole width/diameter plus 2 inches. Maximum spacing shall be no more than 8 inches on gypsum board above and below the hole. Crawl Space Exception Per Exception 2 of 2012 IRC Section R501.3, floor assemblies located directly over a crawl space not intended for storage or fuel-fired appliances do not require 1 / 2 -inch-thick gypsum board attached to sides of flange. Automatic Sprinkler System Exception Per Exception 1 of 2012 IRC Section R501.3, floor assemblies located directly over a space protected by an automatic sprinkler system do not require 1 / 2 -inch-thick gypsum board attached to sides of flange. (D) Automatic Sprinkler System: System in accordance with Section P2904 of the 2012 IRC, NFPA 13D, or other equivalent sprinkler system. Note: Per 2012 IRC Section P2904, partial residential sprinkler systems are permitted to be installed only in buildings not required to be equipped with a residential sprinkler system. Check with the local building official for specific jurisdictional requirements. For SI: 1 inch = 25.4 mm FIGURE 4 FIRE PROTECTION: 2012 IRC SECTION R501.3, EXCEPTIONS 1 AND 2, AND, EXCEPTION 4; 1 / 2 -INCH-THICK GYPSUM BOARD ATTACHED DIRECTLY TO SIDES OF FLANGE

12 ESR-1144 Most Widely Accepted and Trusted Page 11 of 13 Mineral Wool Insulation (A) Floor Sheathing: Materials and installation must be per Section R503 of the 2012 IRC (B) I-Joist: Installation per Section 4.0 of this evaluation report. Minimum flange size of inches x 1.75 inches. Minimum web thickness of 3 / 8 inch. (C) Mineral Wool Batt Insulation: 3-inch-thick, minimum 2.5 lb per ft 3 mineral wool batt insulation made of rock or furnace slag (ASTM C665 Type 1 compliant) installed as shown with insulation stay wire supports spaced no more than 24 inches apart and no more than 6 inches from ends of batts. The insulation width must be a minimum of 15 1 / 4 inches when installed between joists that are 16 inches on center. or 23 inches when installed between joists that are 24 inches on center. The insulation batts must be properly located on top of the I-joist bottom flange and and installed without gaps between individual batts. Crawl Space Exception Per Exception 2 of 2012 IRC Section R501.3, floor assemblies located directly over a crawl space not intended for storage or fuel-fired appliances do not require fire protection of floors using mineral wool batt insulation. Note: insulation may be required for energy code compliance purposes; check with the local building official for specific jurisdictional requirements. Automatic Sprinkler System Exception Per Exception 1 of 2012 IRC Section R501.3, floor assemblies located directly over a space protected by an automatic sprinkler system do not require fire protection of floors using mineral wool batt insulation. Note: insulation may be required for energy code compliance purposes; check with the local building official for specific jurisdictional requirements. (D) Automatic Sprinkler System: System in accordance with Section P2904 of the 2012 IRC, NFPA 13D, or other equivalent sprinkler system. Note: Per 2012 IRC Section P2904, partial residential sprinkler systems are permitted to be installed only in buildings not required to be equipped with a residential sprinkler system. Check with the local building official for specific jurisdictional requirements. For SI: 1 inch = 25.4 mm, 1 lb/ft 3 = 16 kg/m 3 FIGURE 5 FIRE PROTECTION: 2012 IRC SECTION R501.3, EXCEPTIONS 1 AND 2, AND EXCEPTION 4; MINERAL WOOL BATT INSULATION

13 ESR-1144 Most Widely Accepted and Trusted Page 12 of 13 Ceramic Fiber Blanket Attached on Web Floor Sheathing (A) I Joist (B) Ceramic Fiber Blanket (C) I Joist X Cut in Ceramic Fiber Blanket for Web Hole Cut (A) Floor Sheathing: Materials and installation must be per Section R503 of the 2012 IRC. (B) I-Joist: Installation per Section 4.0 of this ESR report. Minimum flange size of 1½-inch-thick-by-2 5 / 16 -inch-wide. Minimum web thickness of 3 / 8 inch. (C) Ceramic Fiber Blanket: ¾-inch-thick, minimum 4 lb per ft 3, Mei Guo International, LLC (USA) FireBreak proprietary ceramic fiber blanket made of aluminum oxide and silicon dioxide (ASTM C892 Type III compliant) is attached directly on web as shown with two rows of 7 / 8 -inch-long crown staples installed staggered at 8 inches horizontal on-center spacing. The maximum vertical staple-to-staple distance between two rows of staples must be 3 inches with additonal rows of staples added as necessary for i-joist depth greater then 9 1 / 2 inches. The ceramic blanket must fill the web space with no gaps, and contact both inside flange faces to protect the web. Joist spacing up to 24 inches on center is allowed. Holes should be 1 inch larger than service dimension, and an X cut in the ceramic fiber blanket on both sides to allow wire/pipe/duct to pass through. Crawl Space Exception Per Exception 2 of 2012 IRC Section R501.3, floor assemblies located directly over a crawl space not intended for storage or fuel-fired appliances do not require for fire protection of floors using ceramic fiber blanket protection. Note: insulation may be required for energy code compliance purposes; check with the local building official for specific jurisdictional requirements. Automatic Sprinkler System Exception Per Exception 1 of 2012 IRC Section R501.3, floor assemblies located directly over a space protected by an automatic sprinkler system do not require for fire protection of floors using ceramic fiber blanket protection. Note: insulation may be required for energy code compliance purposes; check with the local building official for specific jurisdictional requirements. (D) Automatic Sprinkler System: System in accordance with Section P2904 of the 2012 IRC, NFPA 13D, or other equivalent sprinkler system. Note: Per 2012 IRC Section P2904, partial residential sprinkler systems are permitted to be installed only when the entire dwelling unit is not required to be equipped with a residential sprinkler system. Check with the local building official for specific jurisdictional requirements. For SI: 1 inch = 25.4 mm, 1 lb/ft 3 = 16 kg/m 3 FIGURE 6 FIRE PROTECTION: 2012 IRC SECTION R501.3, EXCEPTIONS 1 AND 2, AND EXCEPTION 4; CERAMIC FIBER BLANKET ATTACHED DIRECTLY ON WEB

14 ESR-1144 Most Widely Accepted and Trusted Page 13 of 13 Gypsum Board or Wood Structural Panels Attached to Bottom of Flange (A) Floor Sheathing: Materials and installation must be per Section R503 of the 2012 IRC (B) I-Joist: Installation per Section 4.0 of this evaluation report. Applicable to all flange sizes described in this report. Minimum web thickness of 3/8 inch. (C) 1 / 2 -inch-thick Gypsum Board: Materials and installation per Section R of the 2012 IRC or equivalent. Gypsum Board not required to be finished with tape and joint compound; or 5 / 8 -inch-thick Wood Structural Panel: Materials and installation per Section R503.2 of the 2012 IRC, or equivalent. Wood Structural Panel not required to be finished with wood filler or sanded. Note: Per Exception 3 of 2012 IRC Section R501.3, portions of floor assembly can be unprotected when complying with the following: 1) The aggregate area of the unprotected portions shall not exceed 80 square feet per story. 2) Fire blocking in accordance with Section R of the 2012 IRC shall be installed along the perimeter of the unprotected portion to separate the unprotected portion from the remainder of the floor assembly. Crawl Space Exception Per Exception 2 of 2012 IRC Section R501.3, floor assemblies located directly over a crawl space not intended for storage or fuel-fired appliances do not require fire protection of floors using gypsum board or wood structural panels attached to bottom of the flange. Automatic Sprinkler System Exception Per Exception 1 of 2012 IRC Section R501.3, floor assemblies located directly over a space protected by an automatic sprinkler system do not require fire protection of floors using gypsum board or wood structural panles attached to the bottom of the flange. (D) Automatic Sprinkler System: System in accordance with Section P2904 of the 2012 IRC, NFPA 13D, or other equivalent sprinkler system. Note: Per 2012 IRC Section P2904, partial residential sprinkler systems are permitted to be installed only in buildings not required to be equipped with a residential sprinkler system. Check with the local building official for specific jurisdictional requirements. For SI: 1 inch = 25.4 mm FIGURE IRC SECTION R501.3 FLOOR ASSEMBLY DETAIL

15 ICC-ES VAR Environmental Report (562) VAR-1017 Reissued November 1, 2013 This report is subject to renewal January 1, A Subsidiary of the International Code Council DIVISION: WOOD, PLASTICS AND COMPOSITES Section: Laminated Veneer Lumber Section: Wood I-joists Section: Glued-Laminated Beams REPORT HOLDER: BOISE CASCADE WOOD PRODUCTS, LLC POST OFFICE BOX 2400 WHITE CITY, OREGON (208) EVALUATION SUBJECT: Structural Wood Products: BCI Wood I-Joists ALLJoist Wood I-Joists VERSA-LAM Laminated Veneer Lumber VERSA-STUD Laminated Veneer Lumber VERSA-RIM Laminated Veneer Lumber BOISE GLULAM Beams Software Products: BOISE CASCADE SOFTWARE SOLUTIONS (BC CALC, BC FRAMER AND BOISE TQBuild ) 1.0 EVALUATION SCOPE Compliance with the following evaluation guidelines: ICC-ES Evaluation Guideline for Determination of Biobased Material Content (EG102), dated October 2008 ICC-ES Evaluation Guideline for Determination of Regionally Extracted, Harvested or Manufactured Materials or Products (EG104), dated October 2008 ICC-ES Evaluation Guideline for Determination of Formaldehyde Emissions of Composite Wood and Engineered Wood Products (EG108), dated October 2008 ICC-ES Evaluation Guideline for Determination of Certified Wood and Certified Wood Content in Products (EG109), dated October 2008 Compliance eligibility with the applicable sections of the following green building rating systems, standards and codes: National Green Building Standard (ICC ) (see Table 2 for details) LEED for Homes 2008 (see Table 3 for details) LEED 2009 for New Construction and Major Renovations (see Table 4 for details) LEED 2009 for Schools New Construction and Major Renovations (see Table 5 for details) LEED for Core and Shell 2009 (see Table 6 for details) LEED for Commercial Interiors 2009 (see Table 7 for details) LEED for Existing Buildings 2008 (see Table 8 for details) 2010 California Green Building Standards Code (CALGreen), Title 24, Part 11 (see Table 9 for details) ANSI/GBI Green Building Assessment Protocol for Commercial Construction (see Table 10 for details) International Green Construction Code Public Version 2.0 (IGCC PV2.0) (see Table 11 for details) ANSI/ASHRAE/USGBC/IES Standard Standard for the Design of High-Performance Green Buildings, Except Low-Rise Residential Buildings (see Table 12 for details) 2.0 USES Boise Cascade structural wood products are used for a variety of interior and exterior framing and sheathing applications. Boise Cascade software assists designers and builders to optimize cut packages and designs as well as customize designs for optimization of resources that assists in the optimal use of materials and minimization of waste. 3.0 DESCRIPTION 3.1 Boise Cascade Structural Wood Products: Boise Cascade structural wood products are manufactured from various wood species bonded with structural adhesives (where applicable) complying with applicable ICC-ES reports as indicated in Table Boise Cascade Software: BC CALC software provides single member design and structural solutions to given inputs. The software output provides a ratio of actual design versus allowable design and a selection list of optimal solutions for the given input conditions. BC FRAMER software provides optimized framing layouts to assist in the proper placement of product at the jobsite. The input data is verified through links to the BC CALC software to verify that the products selected are acceptable structurally for the given load and span conditions. ICC-ES Verification of Attributes Reports are issued under the ICC-ES VAR Environmental Program. These reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. Copyright 2014 Page 1 of 9

16 VAR-1017 Most Widely Accepted and Trusted Page 2 of 9 BOISE TQBuild software allows dealers and builders to integrate design information into pre-cut framing packages, which results in optimization of inventory and minimization of waste. 4.0 CONDITIONS 4.1 Code Compliance: The Boise Cascade structural products that have been evaluated for compliance with, or otherwise deemed to comply with, the requirements of the International Codes are listed in Table 1 of this report. The evaluation of the BOISE GLULAM beams and BC CALC, BC FRAMER and BOISE TQBuild optimization software for compliance with the requirements of the International Codes is outside the scope of this evaluation report. Compliance with all applicable code requirements must be demonstrated to the satisfaction of the Authority Having Jurisdiction (AHJ). 4.2 Green Rating Systems, Standards and Code Eligibility: The information presented in Tables 2 through 12 of this report provides a matrix of areas of evaluation and corresponding limitations and/or additional project-specific requirements, and offer benefit to individuals who are assessing eligibility for credits or points. The information on Life Cycle Assessment (LCA) is limited to the boundary conditions, the Life Cycle Inventory (LCI) inputs that consist of aggregated data and the methodology contained in the documentation noted in Section 5.8 of this report. The acceptance of this LCA information rests with the end-user. See Appendix A of this report for additional discussion on LCA. The final interpretation of the specific requirements of the respective green building rating system and/or standard rests with the developer of that specific rating system or standard or the AHJ, as applicable. Decisions on compliance for those items noted as?eligible for Points@ in Tables 2 through 12 rests with the user of this report, and those items are subject to the conditions noted. The user is advised of the project-specific provisions that may be contingent upon meeting specific conditions, and the verification of those conditions is outside the scope of this report. Rating systems or standards often provide supplemental information as guidance. Compliance for items noted as Verified Attribute is also subject to any conditions noted in the tables. 5.0 BASIS OF EVALUATION The information in this report, including the Verified Attribute, is based upon the following supporting documentation: 5.1 ICC-ES EG102. [Evaluation applies to ICC 700 Section 606.1(2); CALGreen Section A ; ANSI/GBI Section ; IGCC PV2.0 Section ; ASHRAE Section ] 5.2 ICC-ES EG104. [Evaluation applies to ICC 700 Section 608.1; LEED Homes Credit MR 2.2(c); LEED NC Credit MR 5; LEED Schools Credit MR 5; LEED C&S Credit MR 5; LEED CI Credit MR5; LEED EB Credit MR 3; CALGreen Section A ; ANSI/GBI Section ; IGCC PV2.0 Section ; ASHRAE Section ] 5.3 ICC-ES EG108. [Evaluation applies to ICC 700 Section 901.4(6); LEED NC Credit EQ 4.4, LEED Schools Credit EQ 4.4; LEED C&S Credit EQ 4.4; LEED CI Credit EQ4.4; LEED EB Credit MR 3; IGCC PV2.0 Section ] 5.4 ICC-ES EG109. [Evaluation applies to ICC 700 Section 606.2(2); ANSI/GBI Section ; ASHRAE Section ] 5.5 Documentation demonstrating conformance with HUD PATH and DOE recommendations for advanced framing techniques, as summarized in Table 13 of this report. [Evaluation applies to ICC 700 Section 601.2; LEED Homes Credit MR 1.4.] 5.6 Software output of the BC CALC and BC FRAMER software with detailed framing or structural plans, material quantity lists and on-site cut lists for framing, structural materials, and sheathing materials, to assist with waste minimization. [Evaluation applies to ICC 700 Section 601.4; LEED Homes Credit MR 1.2, 1.3 & 1.5.] 5.7 Software output of the BOISE TQBuild software with detailed framing or structural plans, material quantity lists and precut framing packages to assist in waste minimization. [Evaluation applies to ICC 700 Section 601.5(1); LEED Homes Credit MR 1.2, 1.3 & 1.5.] 5.8 Consortium for Research on Renewable Industrial Materials (CORRIM) Phase 1 report (available at ex.htm), containing an LCA analysis performed in accordance with ISO [Evaluation applies to ICC 700 Section 609.1; CALGreen Section A ; ASHRAE Section ] 5.9 Documentation establishing that the environmental management system conforms to the requirements of ISO or equivalent. [Evaluation applies to ICC 700 Section ] 6.0 IDENTIFICATION Boise Cascade structural wood products are identified with a stamp noting the name or logo of the manufacturer (Boise), the plant number, the product trade name and the ICC-ES evaluation report number (if applicable), and the name or logo of the inspection or grading agency. The report subjects are also identified on the product and/or packaging with the VAR Environmental Report number (VAR-1017) and the ICC-ES SAVE Mark, as applicable. TABLE 1 REFERENCE STANDARD OR EVALUATION REPORT NUMBER FOR BOISE CASCADE STRUCTURAL WOOD PRODUCTS PRODUCT BCI Wood I-Joists ALLJoist Wood I-Joists VERSA-LAM Laminated Veneer Lumber VERSA-STUD Laminated Veneer Lumber VERSA-RIM Laminated Veneer Lumber REPORT NUMBER/ REFERENCE STANDARD ESR-1336 ESR-1144 ESR-1040 ESR-1040 ESR-1040