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Report (61) \N6-C C OFFICr 'oPv C CA. APA PRODUCT REPORT® www.apawood.org LP° SolidStart® I-Joists PR-L238 Louisiana-Pacific Corporation Revised September 8, 2017 Products: LP®SolidStart®and FlameBlock® I-Joists (LPI®series) LP Building Products, Louisiana-Pacific Corporation, 414 Union Street, Suite 2000, Nashville, Tennessee 37219 (615) 986-5600 www.lpcorp.com 1. Basis of the product report: • 2015, 2012, 2009 and 2006 International Building Code (IBC): Sections 104.11 Alternative materials and 2303.1.2 Prefabricated wood I-joists • 2015 International Residential Code (IRC): Sections 104.11 Alternative materials and R502.1.2 Prefabricated wood I-joists • 2012, 2009 and 2006 IRC: Sections R104.11 Alternative materials and R502.1.4 Prefabricated wood I-joists • ASTM D5055-13, D5055-09, D5055-05, and D5055-04 recognized by the 2015 IBC and IRC, 2012 IBC and IRC, 2009 IBC and IRC, and 2006 IBC and IRC, respectively • Performance Standard for APA EWS I-Joists PRI-400 • AWC SDPWS-2015 Special Design Provisions for Wind and Seismic • ICC-ES Acceptance Criteria for Prefabricated Wood I-Joists, AC14, approved June 2016 • Fire test report and durability test report in accordance with ICC-ES AC14 • Intertek LPI 20, LPI 20X1.7 and LPI 32 Test Report, Intertek LPI 20X1.5 Test Report, PFS LPI 23 (a.k.a. LPI 32) Test Report, APA Reports T2005M-21, T2005M-52, T2006M- 03, T2006M-07, T2008P-42, T2008P-45, T2008P-69, T2008P-97, T2008P-111, T2009P- 03, T2009P-14, T2009P-21, T2009P-38, T2009P-47, T2009P-60, T2009P-61, T2009P- 82, T2010P-36, T2010P-39, T2010P-52A, T2010P-58, T2010P-59, T2011 P-08, T2011 P- 53A, T2011P-61, T2012P-25A, T2013P-30, T2013P-38, T2014P-03, T2014P-18, T2014P-29, T2014P-36, T2015P-10A, T2015P-11A, T2015P-30A, T2016P-10, T2016P- 19, T2016P-27, T2016P-39, and T2017P-32, and other qualification data 2. Product description: LPI series I-joists are described in Table 1 in accordance with the in-plant manufacturing standard approved by APA. LPI 18FB, LPI 20FB, and LPI 42FB series I-joists are made of OSB webs that are factory-coated with FlameBlock®on both faces in accordance with the FlameBlock specification, as documented in the I-joist manufacturing standard. 3. Design properties: Tables 2 and 3 list the design properties for the LPI series I-joists covered by this report. Table 4 shows the allowable lateral shear capacities of LPI I-Joists in diaphragm applications. The allowable spans for LPI series I-joists shall be in accordance with the recommendations provided by the manufacturer(contact the manufacturer for information or refer to the Technical Guide for Residential Construction, Lit. Item LPEW0357, Technical Guide for Light-Frame Commercial and Multifamily Construction, Lit. Item LPEW0325, LPI 450 Technical Guide, Lit Item LPEW0421, or LPI 530 Technical Guide, Lit Item LPEW0416 (www.lpcorp.com/resources/literature). The allowable spans for LPI series I-joists qualified as the PRI series shall be permitted to be in accordance with the APA Performance Rated/- Joists, Form Z725 (www.apawood.org/resource-library). 4. Product installation: The LPI series I-joists covered by this report shall be installed in accordance with the recommendations provided by the manufacturer(see link above) or the APA I-Joist Construction Details, Form D710 (see link above)for products qualified as the PRI Series. Permissible web holes and cantilever reinforcements shall be in accordance with the ©2017 APA- The Engineered Wood Association 11-01 APA Product Report® PR-L238 Revised September 8, 2017 Page 2 of 13 recommendations provided by the manufacturer or with the APA D710 for products qualified as the PRI Series. 5. Fire-rated assemblies: Fire-rated assemblies shall be constructed in accordance with the recommendations provided by the manufacturer, APA Product Report PR-S238, or APA Fire-Rated Systems, Form W305 (see link above)for products qualified as the PRI Series. LPI 18FB, LPI 20FB, and LPI 42FB series I-joists have demonstrated equivalent fire performance through fire tests in accordance with ICC-ES AC14 and are in compliance with Exception 4 to Section R302.13 of the 2015 IRC and Section R501.3 of the 2012 IRC. 6. Limitations: a) LPI series I-joists shall be designed in accordance with the code using the design properties specified in this report. b) LPI series I-joists are limited to dry service conditions where the average equilibrium moisture content of solid-sawn lumber is less than 16 percent. c) LPI series I-joists are produced at Red Bluff, California, Larouche, Quebec, and St. Prime, Quebec under a quality assurance program audited by APA. A list of I-joists manufactured at different LP facilities is documented and audited by APA. d) LPI 18FB, LPI 20FB, and LPI 42FB are produced at Abitibi —LP Engineered Wood Inc., Larouche, Quebec, under a quality assurance program audited by APA except that the FlameBlock-coated webs are certified by the coating company and third-party inspection by the Underwriter Laboratories and Intertek Testing Services NA, Inc. e) This report is subject to re-examination in one year. 7. Identification: The LPI series I-joists described in this report are identified by a label bearing the manufacturer's name (Louisiana-Pacific Corporation or Abitibi—LP Engineered Wood Inc.) and/or trademark, the APA assigned plant number(1069 for the Red Bluff plant, 1068 for the Larouche plant, and 1077 for the St. Prime plant), the I-joist series designation and depth, the APA logo, the report number PR-L238, and a means of identifying the date of manufacture. ©2017 APA— The Engineered Wood Association 11-01 APA Product Report° PR-L238 Revised September 8, 2017 Page 3 of 13 Table 1. Description of LPI Series I-Joists(a) Flanges Web Joist Series Joist Dimension Depths(in.) Material GO') Material Thicknessd> Depth(in.) Width(in.) (in.) LPI 18 7-7/8-16 Proprietary SPF 0.42 1-1/2 2-1/2 OSB 3/8 LPI 18FB 9-1/2—16 Proprietary SPF 0.42 1-1/2 2-1/2 OSB 23/32 LPI 20PIus 7-7/8-16 Proprietary SPF 0.42 1-1/2 2-1/2 OSB 3/8 LPI 20FB 9-1/2—16 MSR SPF 0.42 1-1/2 2-1/2 OSB 23/32 LPI 32PIus 7-7/8-16 MSR SPF 0.46 1-1/2 2-1/2 OSB 3/8 LPI 42PIus 7-7/8-24 Proprietary SPF 0.46(c) 1-1/2 3-1/2 OSB 3/8(e) LPI 42FB 11-7/8-16 MSR SPF 0.46 1-1/2 3-1/2 OSB 23/32 LPI 52Plus 9-1/4-24 MSR SPF 0.50 1-1/2 3-1/2 OSB 7/16 LPI 36 11-7/8-24 LVL 0.50 1-1/2 2-1/4 OSB 3/8 LPI 56 11-7/8-24 LVL 0.50 1-1/2 3-1/2 OSB 7/16 LPI 450 9-1/2-16 LVL 0.50 1-5/16 1-3/4 OSB 3/8 LPI 530 9-1/2-16 LVL 0.50 1-5/16 2-1/16 OSB 3/8 LPI 53 7-7/8-16 LVL 0.50 1-5/16 2-1/16 OSB 3/8 LPI 70 7-7/8-16 LVL 0.50 1-5/16 2-3/4 OSB 3/8 (a) Referenced dimensions are nominal. Tolerances are as specified in the in-plant quality manual. (b) Specific gravity of flanges for use in diaphragm design(see Table 4)based on oven-dry weight and oven-dry volume for lumber flanges or equivalent specific gravity for LVL flanges. (c( Specific gravity of flanges for LPI 42Plus series I-joists stamped with mill number 1069(Red Bluff, CA)is 0.50. )d) 7/16 inch webs shall be permitted to substitute for 3/8 inch webs. (e) 7/16 inch webs for joist depths exceeding 16 inches. ©2017 APA— The Engineered Wood Association 11-01 APA Product Report® PR-L238 Revised September 8, 2017 Page 4 of 13 Table 2. Design Properties(Allowable Stress Design)for LPI Series I-Joists(a) Joist Series Joist Depth Elder M® Vo) VLC(e) Km Designation (inc othehesrwise,unlessnoted) (106 lbf-in.2) (lbf-ft) (lbf) (lbf/ft) (106 lbf-ft/in.) 7-7/8 69 1,910 940 1,900 0.302 8-7/8 92 2,205 1,055 1,900 0.334 9-1/4 114 2,315 1,100 1,900 0.347 9-1/2 142 2,365 1,130 1,900 0.355 LPI 18 11-1/4 228 2,915 1,280 1,760 0.414 11-7/8 248 3,100 1,335 1,760 0.435 14 371 3,720 1,510 1,600 0.508 16 514 4,230 1,680 1,200 0.577 9-1/2 142 2,365 1,130 1,900 0.355 11-7/8 248 3,100 1,335 1,760 0.435 LPI 18FB 14 371 3,720 1,510 1,600 0.508 16 514 4,230 1,680 1,200 0.577 7-7/8 117 2,235 1,045 1,900 0.305 8-7/8 157 2,580 1,175 1,900 0.337 9-1/4 173 2,710 1,225 1,900 0.350 240 mm 183 2,795 1,250 1,900 0.356 9-1/2(9) 185 2,810 1,260 1,900 0.358 11-1/4 280 3,410 1,425 1,760 0.417 LPI 20PIus 300 mm 314 3,735 1,475 1,760 0.436 11-7/8(9) 318 3,755 1,485 1,760 0.438 14(9) 474 4,400 1,680 1,600 0.512 360 mm 488 4,460 1,700 1,500 0.518 400 mm 629 4.965 1,845 1,500 0.573 16(9) 652 5,050 1,870 1,500 0.582 9-1/2 185 2,810 1,260 1,900 0.358 11-7/8 318 3,755 1,485 1,760 0.438 LPI 20FB 14 474 4,400 1,680 1,600 0.512 16 652 5,050 1,870 1,500 0.582 7-7/8 152 2,890 1,045 2,200 0.200 8-7/8 203 3,340 1,175 2,200 0.201 9-1/4 228 3,510 1,225 2,200 0.208 9-1/2(g) 243 3,620 1,260 2,200 0.213 LPI 32Plus 11-1/4 359 4,410 1,425 2,200 0.252 11-7/8(9) 406 4,690 1,485 2,200 0.267 14(9) 589 5,645 1,680 1,600 0.313 16(9) 791 6,545 1,870 1,500 0.358 7-7/8 204 4,290 1,145 2,200 0.341 8-7/8 272 4,955 1,265 2,200 0.385 9-1/4 301 5,210 1,310 2,200 0.401 240 mm 317 5,340 1,335 2,200 0.410 9-1/2 321 5,375 1,340 2,200 0.412 11-1/4 480 6,550 1,550 2,200 0.488 300 mm 535 6,920 1,615 2,200 0.513 11-7/8® 547 6,965 1,625 2,200 0.515 LPI 42Plus 14"> 802 8,390 1,875 2,000 0.607 360 mm 825 8,505 1,895 2,000 0.614 400 mm 1,054 9,560 2,085 2,000 0.682 16(" 1,092 9,725 2,115 2,000 0.693 18 1,333 11,000 2,555 1,700 0.960 20 1,688 12,170 2,795 1,580 1.067 22 2,088 13,335 3,030 1,300 1.173 24 2,534 14,480 3,270 1,100 1.280 (Footnotes on Page 6) ©2017 APA- The Engineered Wood Association 11-01 APA Product Report° PR-L238 Revised September 8, 2017 Page 5 of 13 Table 2. Design Properties(Allowable Stress Design)for LPI Series I-Joists(a)(Continued) Joist Series Joist Depth Er m(c) V(6) VLC(e) K(f) Desi nation (inches, unless s z g otherwise noted) (10 Ibf-in. ) (lbf-ft) (Ibf) (lbf/ft) (106 Ibf-ft/in.) 11-7/8 547 6,965 1,625 2,200 0.515 LPI 42FB 14 802 8,390 1,875 2,000 0.607 16 1,092 9,725 2,115 2,000 0.693 9-1/4 334 6,340 1,715 2,400 0.493 9-1/2 356 6,540 1,745 2,400 0.507 11-1/4 529 7,965 1,975 2,400 0.600 11-7/8 600 8,475 2,055 2,400 0.633 14 874 10,205 2,330 2,200 0.747 LPI 52Plus 16 1,183 11,835 2,585 2,000 0.853 18 1,540 13,380 2,845 1,700 0.960 20 1,948 14,810 3,105 1,580 1.067 22 2,408 16,220 3,360 1,300 1.173 24 2,919 17,615 3,620 1,100 1.280 11-7/8 429 6,445 1,615 1,800 0.468 14 622 7,755 1,830 1,800 0.550 16 836 8,995 2,020 1,800 0.625 LPI 36 18 1,082 10,135 2,185 1,300 0.700 20 1,360 11,270 2,320 1,300 0.774 22 1,669 12,390 2,435 1,200 0.850 24 2,010 13,505 2,525 1,100 0.922 11-7/8 668 10,170 2,055 2,400 0.549 14 968 12,250 2,330 2,200 0.641 16 1,301 14,205 2,585 1,900 0.729 LPI 56 18 1,684 16,010 2,845 1,700 0.817 20 2,115 17,800 3,105 1,580 0.905 22 2,597 19,575 3,360 1,300 0.993 24 3,127 21,340 3,620 1,100 1.081 9-1/2 170 3,350 1,230 2,000 0.473 LPI 450 11-7/8 286 4,320 1,430 2,000 0.585 14 419 5,120 1,605 1,100 0.686 16 569 5,860 1,775 1,100 0.782 9-1/2 200 4,000 1,340 2,000 0.478 LPI 530 11-7/8 337 5,150 1,565 2,000 0.591 14 492 6,110 1,765 1,100 0.693 16 666 6,990 1,955 1,100 0.789 7-7/8 128 3,210 1,045 2,000 0.402 8-7/8 170 3,690 1,175 2,000 0.448 9-1/4 188 3,880 1,225 2,000 0.466 LPI 53 9-1/2 200 4,000 1,260 2,000 0.478 11-1/4 297 4,850 1,425 2,000 0.561 11-7/8 337 5,150 1,485 2,000 0.591 14 492 6,110 1,680 1,100 0.693 16 666 6,990 1,870 1,100 0.789 7-7/8 172 4,340 1,045 2,000 0.410 8-7/8 227 4,990 1,175 2,000 0.455 9-1/4 251 5,250 1,225 2,000 0.474 LPI 70 9-1/2 268 5,410 1,260 2,000 0.486 11-1/4 396 6,560 1,425 2,000 0.569 11-7/8 448 6,980 1,485 2,000 0.599 14 652 8,280 1,680 1,100 0.703 16 881 9,480 1,870 1,100 0.800 (Footnotes on Page 6) ©2017 APA- The Engineered Wood Association 11-01 APA Product Report° PR-L238 Revised September 8, 2017 Page 6 of 13 For SI: 1 inch=25.4 mm, 1 foot=304.8 mm, 1 lbf=4.448 N. (a) The tabulated values are design values for normal duration of load. All values,except for El,VLC,and K,shall be adjusted for other load durations in accordance with the code. (b) Bending stiffness(El)of the I-joist. (°) Moment capacity(M)of the I-joist,which shall not be increased by any repetitive member factor. (d) Shear capacity(V)of the I-joist. (e) Uniform vertical load capacity of the I-joist. (1) Coefficient of shear deflection(K). For calculating uniform load and center-point load deflections of the I-joist in a simple-span application, use Eqs.2 and 3. 5wl? oft [2j Uniform Load: 6= 3840 +12K 3 Center-Point Load: 8= 480 + 6K [31 Where: = calculated deflection(in.), w = uniform load(lbf/in.), = design span(in.), P = concentrated load(lbf), El = bending stiffness of the I-joist(lbf-in.2),and K = coefficient of shear deflection(lbf-ft/in.). (g) The 9-1/2, 11-7/8, 14 and 16-inch LPI 20PIus and LPI 32Plus stamped with mill number 1068(Larouche, QC)or 1077 (St. Prime,QC)shall be permitted to be designed as PRI-40 and PRI-60 I-joists, respectively. (h) Also recognized as PRI-80 I-joists. ©2017 APA— The Engineered Wood Association 11-01 APA Product Report® PR-L238 Revised September 8, 2017 Page 7 of 13 Table 3. Reaction Capacities(Allowable Stress Design)for LPI Series I-Joists(a,b,c) Joist Depth Intermediate Reaction(d)(Ibf) End Reaction(e)(Ibf) Compressive Joist Series (inches, unless 3-1/2 in. Brg. Length 5-1/2 in. Brg.Length 1-1/2 in. Brg. Length 4 in. Brg. Length Stress Designation otherwise With Brg.Stiffeners With Brg.Stiffeners With Brg.Stiffeners With Brg.Stiffeners Perpendicular noted) to Grain(Fcl), No Yes No Yes No Yes No Yes psi 7-7/8 1,890 2,035 2,115 2,250 870 940 940 940 8-7/8 1,940 2,095 2,165 2,320 870 990 975 1,055 9-1/4 1,960 2,115 2,190 2,350 870 1,010 990 1,100 LPI 18 9-1/2 1,975 2,135 2,205 2,370 870 1,025 995 1,130 11-1/4 2,065 2,235 2,300 2,500 870 1,110 1,030 1,280 425 11-7/8 2,095 2,270 2,335 2,545 870 1,145 1,040 1,335 14 2,205 2,395 2,450 2,700 870 1,255 1,080 1,510 16 2,310 2,515 2,565 2,855 870 1,355 1,115 1,680 9-1/2 2,135 2,135 2,370 2,370 1,025 1,025 1,130 1,130 11-7/8 2,270 2,270 2,545 2,545 1,145 1,145 1,335 1,335 LPI 18FB 14 2,395 2,395 2,700 2,700 1,255 1,255 1,510 1,510 425 16 2,515 2,515 2,855 2,855 1,355 1,355 1,680 1,680 7-7/8 2,100 2,265 2,350 2,500 970 1,045 1,045 1,045 8-7/8 2,160 2,330 2,410 2,580 970 1,100 1,085 1,175 9-1/4 2,180 2,355 2,435 2,615 970 1,125 1,100 1,225 240 mm 2,190 2,370 2,445 2,630 970 1,135 1,105 1,250 9-1/2® 2,195 2,375 2,450 2,635 970 1,140 1,110 1,260 11-1/4 2,295 2,485 2,560 2,780 970 1,235 1,145 1,425 LPI20PIus 300 mm 2,325 2,520 2,590 2,825 970 1,270 1,155 1,475 425 11-7/8® 2,330 2,525 2,595 2,830 970 1,275 1,160 1,485 14® 2,455 2,665 2,725 3,005 970 1,395 1,200 1,680 360 mm 2,465 2,675 2,740 3,020 970 1,405 1,205 1,700 400 mm 2,555 2,780 2,835 3,150 970 1,495 1,235 1,845 16®f® 2,570 2,795 2,850 3,175 970 1,510 1,240 1,870 9-1/2 2,375 2,375 2,635 2,635 1,140 1,140 1,260 1,260 11-7/8 2,525 2,525 2,830 2,830 1,275 1,275 1,485 1,485 LP120F6 14 2,665 2,665 3,005 3,005 1,395 1,395 1,680 1,680 425 16 2,795 2,795 3,175 3,175 1,510 1,510 1,870 1,870 7-7/8 2,100 2,265 2,350 2,500 970 1,045 1,045 1,045 8-7/8 2,160 2,330 2,410 2,580 970 1,100 1,085 1,175 9-1/4 2,180 2,355 2,435 2,615 970 1,125 1,100 1,225 9-1/2® 2,195 2,375 2,450 2,635 970 1,140 1,110 1,260 LPI 32Plus 525 11-1/4 2,295 2,485 2,560 2,780 970 1,235 1,145 1,425 11-7/8® 2,330 2,525 2,595 2,830 970 1,275 1,160 1,485 14(f) 2,455 2,665 2,725 3,005 970 1,395 1,200 1,680 16f 2,570 2,795 2,850 3,175 970 1,510 1,240 1,870 (Footnotes on Page 10) ©2017 APA- The Engineered Wood Association 11-01 APA Product Report° PR-L238 Revised September 8, 2017 Page 8 of 13 Table 3. Reaction Capacities(Allowable Stress Design)for LPI Series I-Joists(a,b.c)(Continued) Intermediate Reactiono)(lbf) End Reaction(e)(lbf) Compressive Joist Depth Stress Joist Series (inches, unless 3-1/2 in.Brg. Length 5-1/2 in. Brg. Length 1-1/2 in. Brg.Length 4 in. Brg. Length Perpendicular Designation otherwise With Brg.Stiffeners With Brg.Stiffeners With Brg.Stiffeners With Brg.Stiffeners to Grain(Fcl), noted) No Yes No Yes No Yes No Yes psi 7-7/8 2,815 2,920 2,815 2,970 1,145 1,145 1,145 1,145 8-7/8 2,870 3,025 2,890 3,105 1,170 1,265 1,240 1,265 9-1/4 2,890 3,065 2,920 3,160 1,180 1,310 1,280 1,310 240 mm 2,895 3,085 2,935 3,185 1,185 1,335 1,295 1,335 9-1/2 2,900 3,095 2,940 3,195 1,185 1,340 1,305 1,340 11-1/4 2,995 3,270 3,075 3,430 1,230 1,465 1,515 1,550 300 mm 3,020 3,335 3,115 3,505 1,245 1,505 1,585 1,615 11-7/8(g) 3,025 3,340 3,120 3,515 1,245 1,510 1,595 1,625 LPI 42Plus 525' 14(9 3,140 3,565 3,280 3,805 1,300 1,660 1,595 1,875 360 mm 3,150 3,580 3,295 3,830 1,305 1,670 1,595 1,895 400 mm 3,230 3,750 3,415 4,045 1,345 1,780 1,595 2,085 16(9) 3,245 3,775 3,435 4,080 1,350 1,800 1,595 2,115 18 3,450 4,285 3,850 4,625 1,500(h) 2,305(h) 1,690 2,555 20 3,450 4,410 3,850 4,835 1,500®h> 2,450(h) 1,690 2,795 22 3,450 4,530 3,850 5,030 1,500(h) 2,595(h) 1,690 3,030 24 3,450 4,640 3,850 5,210 1,500(h) 2,7050 1,690 3,270 11-7/8 3,340 3,340 3,515 3,515 1,510 1,510 1,625 1,625 LPI 42FB 14 3,565 3,565 3,805 3,805 1,660 1,660 1,875 1,875 525 16 3,775 3,775 4,080 4,080 1,800 1,800 2,115 2,115 9-1/4 3,400 3,680 3,500 3,800 1,330 1,630 1,590 1,715 9-1/2 3,400 3,710 3,515 3,840 1,335 1,650 1,600 1,745 11-1/4 3,415 3,925 3,605 4,110 1,360 1,775 1,665 1,975 11-7/8 3,420 4,000 3,635 4,210 1,370 1,820 1,690 2,055 LPI52PIus 14 3,435 4,260 3,745 4,540 1,385 1,970 1,845 2,330 615 16 3,450 4,505 3,850 4,855 1,400 2,110 1,985 2,585 18 3,450 4,750 3,850 5,165 1,700(h) 2,490(h) 2,130 2,845 20 3,450 4,990 3,850 5,475 1,700(h) 2,675(h) 2,130 3,105 22 3,450 5,235 3,850 5,790 1,700(h) 2,865(h) 2,130 3,360 24 3,450 5,480 3,850 6,100 1,700(h) 3,055(h) 2,130 3,620 11-7/8 2,500 3,105 2,835 3,470 1,025 1,500 1,290 1,615 14 2,500 3,205 2,835 3,565 1,025 1,515 1,325 1,830 16 2,500 3,305 2,835 3,655 1,025 1,525 1,360 2,020 LPI 36 18 2,500 3,405 2,835 3,750 1,175(h) 1,800(h) 1,395 2,185 550 20 2,500 3,500 2,835 3,840 1,185(h) 1,860(h) 1,430 2,320 22 2,500 3,600 2,835 3,930 1,200(h) 1,915(h) 1,465 2,435 24 2,500 3,700 2,835 4,025 1,215(h) 1,960(h) 1,500 2,525 (Footnotes on Page 10) ©2017 APA- The Engineered Wood Association 11-01 APA Product Report° PR-L238 Revised September 8, 2017 Page 9 of 13 Table 3. Reaction Capacities(Allowable Stress Design)for LPI Series I-Joists(a,b,c)(Continued) Joist Depth Intermediate Reaction(e)(Ibf) End Reaction(e)(Ibf) Compressive Joist Series (inches, unless 3-1/2 in. Brg. Length 5-1/2 in. Brg. Length 1-1/2 in. Brg. Length 4 in. Brg. Length Stress Designation otherwise With Brg.Stiffeners With Brg.Stiffeners With Brg.Stiffeners With Brg.Stiffeners Perpendicular noted) to Grain(F,), No Yes No Yes No Yes No Yes psi 11-7/8 3,130 3,860 3,670 4,060 1,145 1,660 1,515 2,055 14 3,130 4,055 3,670 4,300 1,145 1,755 1,535 2,330 16 3,130 4,245 3,670 4,525 1,145 1,845 1,555 2,585 LPI 56 18 3,130 4,435 3,670 4,750 1,315(h) 2,300(h) 1,575 2,845 550 20 3,130 4,620 3,670 4,975 1,325(h) 2,455(h) 1,595 3,105 22 3,130 4,810 3,670 5,200 1,335® 2,610(h) 1,615 3,360 24 3,130 5,000 3,670 5,430 1,340(h) 2,770(h) 1,635 3,620 9-1/2 1,855 2,085 2,195 2,415 840 1,100 1,040 1,230 11-7/8 1,920 2,230 2,255 2,510 840 1,210 1,070 1,430 LPI 450 14 1,985 2,360 2,305 2,595 840 1,305 1,100 1,605 550 16 2,045 2,485 2,360 2,680 840 1,395 1,125 1,775 9-1/2 2,065 2,300 2,265 2,500 880 1,125 1,095 1,340 11-7/8 2,120 2,485 2,400 2,735 880 1,245 1,120 1,565 LPI 530 14 2,165 2,655 2,525 2,945 880 1,350 1,145 1,765 550 16 2,210 2,810 2,640 3,140 880 1,450 1,165 1,955 7-7/8 2,030 2,170 2,170 2,340 880 1,045 1,045 1,045 8-7/8 2,050 2,240 2,230 2,425 880 1,095 1,060 1,175 9-1/4 2,060 2,265 2,250 2,460 880 1,115 1,065 1,225 LPI 53 9-1/2 2,065 2,280 2,265 2,480 880 1,125 1,070 1,260 11-1/4 2,105 2,405 2,365 2,635 880 1,215 1,095 1,425 550 11-7/8 2,120 2,445 2,400 2,690 880 1,245 1,100 1,485 14 2,165 2,590 2,525 2,875 880 1,350 1,130 1,680 16 2,210 2,730 2,640 3,050 880 1,450 1,160 1,870 7-7/8 2,100 2,300 2,250 2,420 900 1,045 1,045 1,045 8-7/8 2,150 2,360 2,325 2,515 900 1,100 1,070 1,175 9-1/4 2,170 2,385 2,350 2,550 900 1,125 1,080 1,225 LPI 70 9-1/2 2,180 2,400 2,370 2,570 900 1,140 1,085 1,260 11-1/4 2,265 2,510 2,500 2,735 900 1,240 1,125 1,425 550 11-7/8 2,295 2,545 2,545 2,790 900 1,275 1,140 1,485 14 2,400 2,675 2,700 2,990 900 1,395 1,190 1,680 16 2,500 2,800 2,850 3,175 900 1,510 1,240 1,870 (Footnotes on Page 10) ©2017 APA- The Engineered Wood Association 11-01 APA Product Report® PR-L238 Revised September 8, 2017 Page 10 of 13 For SI: 1 inch=25.4 mm, 1 foot=304.8 mm, 1 lbf=4.448 N, 1 psi=6.895 kPa. () Reaction capacity shall be limited by the tabulated I-joist reaction capacity,flange bearing capacity,or the bearing capacity of the support material,whichever is less. The flange bearing capacity is based on the allowable compressive stress perpendicular to grain of the I-joist flange,the net flange width,and the bearing length,and may be further limited by the bearing capacity of the support material. To calculate the net flange width,subtract 0.25 inch from the flange width(see Table 1)of the LPI 18, LPI 18FB, LPI 20PIus, LPI 20FB,LPI 32Plus, LPI 42Plus,and LPI 52Plus series I-joists,or subtract 0.10 inch from the flange width(see Table 1)of the LPI 36, LPI 56, LPI 450, LPI 530, LPI 53,and LPI 70 series I-joists. (b) Reaction capacity is for normal duration of load and shall be adjusted for other load durations provided that the adjusted reaction design value is not greater than the flange bearing capacity or the bearing capacity of the support material. Flange bearing capacity and the bearing capacity of any wood support shall not be adjusted for load duration. (e) Reaction capacity and flange bearing capacity shall be permitted to be increased over that tabulated for the minimum bearing length. Linear interpolation of the reaction capacity between the minimum and maximum bearing length is permitted. Bearing lengths longer than the maximum do not further increase the reaction capacity. Flange bearing capacity and that of a wood support will increase with additional bearing length. (d) For depths of 9-1/2 inches and greater,the intermediate reaction with a minimum bearing length of 3 inches shall be permitted to be determined based on the intermediate reaction values with a bearing length of 3-1/2 inches and 5-1/2 inches. (e) The minimum bearing length for end reactions is 1-1/2 inches, unless otherwise noted. (f) The 9-1/2, 11-7/8, 14 and 16-inch LPI 20PIus and LPI 32Plus stamped with mill number 1068(Larouche,QC)or 1077 (St.Prime,QC)are permitted to be designed as PRI-40 and PRI-60 I-joists,respectively. (g) Also recognized as PRI-80 I-joists. (h) Minimum bearing length is 2-1/2 inches. (') Compressive stress perpendicular to grain(Fcl)of flanges for LPI 42Plus series I-joists stamped with mill number 1069(Red Bluff,CA)is 615 psi. ©2017 APA— The Engineered Wood Association 11-01 APA Product Report° PR-L238 Revised September 8, 2017 Page 11 of 13 Table 4. Allowable Shear(Pounds Per Foot)for Horizontal Wood Structural Panel Diaphragms Framed With LPI I-Joists for Wind(a)or Seismic Loading(b.c) Blocked Diaphragms Unblocked Diaphragms Minimum Nail spacing(in.)at diaphragm Nominal boundaries(all cases),at Nails Spaced 6 in.max.at Width of Minimum continuous panel edges parallel to Framing load(Cases 3&4),and at all panel supported edges® Panel Common Nominal Members at LPI I-Joist series approved for diaphragm construction as edges(Cases 5&6)(0,g) Grade Nail Size Panel Adjoining 9 indicated. 6 4 Case 1(No (in.) Panel Edges and Nails spacing unblocked All other Boundariesld> p g(in.)1, other 4)(e) edges or configurations edges(Cases 2,3,&4)�e� g 9 (in.) continuous (Cases 2,3, 6 6 joints parallel 4,5&6) to load 2 LPI 450,530&53 185 250 165 125 6d10 5/16 LPI 18, 18FB,20Plus,20FB,32Plus,42Plus,42FB&52Plus 3LPI 36,56&70 210 280 185 140 2 LPI 450,530&53 270 360 240 180 Structural 1 Grades 8d 3/8 3 LPI 18, 18FB,20PIus,20FB,32Plus,42Plus,42FB&52Plus 300 400 265 200 LPI 36,56&70 2 LPI 450,530&53 320 425 285 215 10d 15/32 LPI 18,18FB,20PIus,20FB,32Plus,42Plus,42FB&52Plus 3 LPI 36,56&70 360 480 320 240 2 LPI 450,530&53 170 225 150 110 5/16 LPI 18, 18FB,20Plus,20FB,32Plus,42Plus,42FB&52Plus 3 LPI 36,56&70 190 250 170 125 6d1 2 LPI 450,530&53 185 250 165 125 3/8 LPI 18, 18FB,20PIus,20FB,32Plus,42Plus,42FB&52Plus 3 LPI 36,56&70 210 280 185 140 2 LPI 450,530&53 240 320 215 160 3/8 LPI 18,18FB,20PIus,20FB,32Plus,42Plus,42FB&52Plus Sheathing, 3 LPI 36,56&70 270 360 240 180 single floor and other 2 LPI 450,530&53 255 340 230 170 grades 8d 7/16 LPI 18, 18FB,20Plus,20FB,32Plus,42Plus,42FB&52Plus covered in 3 LPI 36,56&70 285 380 255 190 DOC PS 1 and PS 2 2 LPI 450,530&53 270 360 240 180 15/32 LPI 18,18FB,20PIus,20FB,32Plus,42Plus,42FB&52Plus 3 LPI 36,56&70 300 400 265 200 2 LPI 450,530&53 290 385 255 190 15/32 LPI 18, 18FB,20PIus,20FB,32Plus,42Plus,42FB&52Plus 3 LPI 36,56&70 325 430 290 215 10d 2 LPI 450,530&53 320 425 285 215 19/32 LPI 18, 18FB,20PIus,20FB,32Plus,42Plus,42FB&52Plus 3 LPI 36,56&70 360 480 320 240 For SI: 1 inch=25.4 mm, 1 foot=304.8 mm, 1 Ibf=4.448 N, 1 Ibf/ft=0.0146 N/mm. (Footnotes on following page) ©2017 APA- The Engineered Wood Association 11-01 APA Product Report° PR-L238 Revised September 8, 2017 Page 12 of 13 Framing typical -----Framing typical Framing typical Case 1 Case 2 Case 5 Blockingtypical -Blocking typical \ Blocking typical Load Load Load fused if used if used so as 4.11M- N ��I..��I!I_7. CO o 4. 111111 .—y — , N o ...��®� , ' a 3 ■��11. ,-171-- . ,.: a a 3 ��® •ti- u 1- U 1111111 ►. u -�__. I 111111111111111111111111116.1111111111111111111111 _ I♦. 11111111116.' 1'T \\\ �- --Continuouspanel joints Continuous panel joints - Continuous panel joints �.\v 1 Diaphragm boundary Diaphragm boundary Diaphragm boundary Framing typical Framing typical Framing typical Case 1 Case 2 Case 5 Blockingtypical Load \-Blocking typical Load ` Blocking typical Load if ock ,if used - 11111►. .; ! N __ . y o-il 11 kr 1 �J 1111111h II °g ::®?1. 3J� 1111111►► II11111111i Iv�••••�• 1111111111111111111111111111. ' 1h, 11 I 1® Continuous panel joints \\ -Continuous panel joints ,\ v Continuous panel joints Diaphragm boundary Diaphragm boundary A. -- Diaphragm boundary (a) For wind load applications,the values in the table above shall be permitted to be multiplied by 1.4. (b) For shear loads of normal or permanent load duration as defined by the NDS, the values in the table above shall be multiplied by 0.63 or 0.56, respectively. (C) The tabulated allowable shear capacities are for I-joist series with flanges having a specific gravity(G)of 0.50 or higher(see Table 1). For G <0.50 the allowable shear capacities shall be reduced by multiplying the allowable shear capacities by the Specific Gravity Adjustment Factor=[1-(0.5-G)]. The Specific Gravity Adjustment Factor shall not be greater than 1. (d) The minimum nominal width of framing members not located at boundaries or adjoining panel edges shall be 2 inches. (e) Space nails maximum 12 inches o.c. along intermediate framing members(6 inches o.c.when supports are spaced 48 inches o.c. or greater). Fasteners shall be located 3/8 inch minimum from panel edges (see figure below). (f) 8d common nails minimum are recommended for roofs due to negative pressures of high winds. (g) When nail spacing is closer than 6 inches on center at diaphragm boundaries, adjacent nails within a row must be offset(staggered)1/2 inch (see figure below). -10- t- -• —, —1/2" -0 -♦ ♦ 3/8" I 11 1 I H 4" 4 8 3 "J / L3/8" ®' 4.. -0-- - ♦ -0- • i3/8" , ice HI 6„ 6.. 6 3/8" 3/8" 6" " ©2017 APA— The Engineered Wood Association 11-01 APA Product Report® PR-L238 Revised September 8, 2017 Page 13 of 13 APA — The Engineered Wood Association is an approved national standards developer accredited by American National Standards Institute (ANSI). APA publishes ANSI standards and Voluntary Product Standards for wood structural panels and engineered wood products. APA is an accredited certification body under ISO/IEC 17065 by Standards Council of Canada (SCC), an accredited inspection agency under ISO/IEC 17020 by International Code Council (ICC) International Accreditation Service (IAS), and an accredited testing organization under ISO/IEC 17025 by IAS. APA is also an approved Product Certification Agency, Testing Laboratory, Quality Assurance Entity, and Validation Entity by the State of Florida, and an approved testing laboratory by City of Los Angeles. APA— THE ENGINEERED WOOD ASSOCIATION HEADQUARTERS 7011 So. 19`h St. •Tacoma,Washington 98466 Phone: (253)565-6600•Fax:(253)565-7265•Internet Address:www.apawood.orq PRODUCT SUPPORT HELP DESK (253)620-7400•E-mail Address: help@apawood.org DISCLAIMER APA Product Report® is a trademark of APA — The Engineered Wood Association, Tacoma, Washington. The information contained herein is based on the product evaluation in accordance with the references noted in this report. Neither APA, nor its members make any warranty, expressed or implied,or assume any legal liability or responsibility for the use,application of,and/or reference to opinions,findings,conclusions,or recommendations included in this report. Consult your local jurisdiction or design professional to assure compliance with code, construction, and performance requirements. Because APA has no control over quality of workmanship or the conditions under which engineered wood products are used, it cannot accept responsibility for product performance or designs as actually constructed. ©2017 APA— The Engineered Wood Association 11-01 ESICC EVALUATION SERVICE A PA Invation RESEAnoRCH LABS Joint Evaluation Report ESR-2403 Reissued 02/2019 ICC-ES I (800)423-6587 I (562) 699-0543 I www.icc-es.org This report is subject to renewal 02/2021. DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES SECTION: 06 17 13-LAMINATED VENEER LUMBER SECTION: 06 17 25-LAMINATED STRAND LUMBER 4710E et REPORT HOLDER: LOUISIANA-PACIFIC CORPORATION EVALUATION SUBJECT: LP° SOLIDSTART° LAMINATED STRAND LUMBER (LSL), LP° SOLIDGUARD° LAMINATED STRAND LUMBER (LSL) AND LP° SOLIDSTART° LAMINATED VENEER LUMBER (LVL) ICC ICC ICC �� FSS 1ST PMG LISTED Look for the trusted marks of Conformity! RIM "2014 Recipient of Prestigious Western States Seismic Policy Council (WSSPC)Award in Excellence INTERNATIONAL �� A Subsidiary of cooecounar 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°2019 ICC Evaluation Service,LLC and APA—The Engineered Wood Association. All rights reserved. ESI EVALUATION A PA SERVICE www.apawood.org Joint Evaluation Report ESR-2403 Reissued February 2019 This report is subject to renewal February 2021. www.icc-es.orq I (800) 423-6587 I (562) 699-0543 A Subsidiary of the International Code Council® DIVISION:06 00 00—WOOD,PLASTICS AND COMPOSITES 3.0 DESCRIPTION Section: 06 17 13—Laminated Veneer Lumber 3.1 General: Section: 06 17 25—Laminated Strand Lumber The LP®SolidStart® LSL and LVL described in this report REPORT HOLDER comply with the requirements noted in Section 2303.1.10 of the 2018 and 2015 IBC (2303.1.9 of the 2012 and 2009 LOUISIANA–PACIFIC CORPORATION IBC), for allowable stress design in accordance with the 2018 IBC Section 2302.1(1)and 2015, 2012 and 2009 IBC EVALUATION SUBJECT: Section 2301.2(1). They may also be used in structures regulated under the IRC when an engineered design is LP® SOLIDSTART® LAMINATED STRAND LUMBER submitted in accordance with IRC Section R301.1.3. (LSL), LP® SOLIDGUARD®® LAMINATED STRAND The attributes of the LSL and LVL have been verified as LUMBER (LSL) AND LP® SOLIDSTART® LAMINATED conforming to the provisions of (i) CALGreen Section VENEER LUMBER(LVL) A4.404.3 for efficient framing techniques; (ii) ICC 700- 1.0 EVALUATION SCOPE 2015 and ICC 700-2012 Section 608.1(2), 11.608.1(2)and 12(A).608.1 for resource-efficient materials; and (iii) ICC 1.1 Compliance with the following codes: 700-2008 Section 607.1(2)for resource-efficient materials. •2018, 2015, 2012 and 2009 International Building Note that decisions on compliance for those areas rest Code®(IBC) with the user of this report. The user is advised of the project-specific provisions that may be contingent upon ■2018, 2015, 2012 and 2009 International Residential meeting specific conditions, and the verification of those Code®(IRC) conditions is outside the scope of this report. These codes For evaluation for compliance with codes adopted by the or standards often provide supplemental information as Los Angeles Department of Building and Safety (LADBC), guidance. see ESR-2403 LABC and LARC Supplement. 3.2 LP®SolidStart®LSL: Properties evaluated: LP® SolidStart® LSL consists of wood strands bonded •Structural together using an exterior-type structural adhesive. The • Fire resistance wood strand properties and species, adhesive, manufacturing parameters and finished product • Preservative Treatment dimensions and tolerances are as specified in the 1.2 Evaluation to the following green code(s) and/or approved quality documentation and manufacturing standards: standard. II 2016 California Green Building Standards Code LP®SolidStart®LSL may be treated with zinc borate (ZB) (CALGreen), Title 24, Part 11 for protection against decay and termites, and is limited to interior locations, continuously protected from the weather •2015, 2012 and 2008 ICC 700 National Green Building and not in contact with the ground, but may be subject to StandardTM (ICC 700-2015, ICC 700-2012 and ICC dampness (such as in sill plates over concrete footings 700-2008) and slabs) as defined by the American Wood Protection Attributes verified: Association (AWPA) Use Category UC2 as defined in AWPA U1. When treated with ZB, LP® SolidStart® LSL is •See Section 3.1 designated LP®SolidGuard® LSL. Unless noted otherwise 2.0 USES within this report, all design provisions for LP® SolidStart® LP® SolidStart® laminated strand lumber (LSL) and LSL apply also to LP®SolidGuard®LSL. laminated veneer lumber (LVL) are used for structural 3.3 LP®SolidStart®LVL: applications, such as beams, headers, joists, rafters, LP® SolidStart® LVL consists of layers of wood veneers columns, wall studs, wall plates and rim board. They are laminated together using an exterior-type structural also used as components in built-up structural members, adhesive. The wood veneer properties and species, such as flanges for I-joists and chords for trusses. LP® ® adhesive, manufacturing parameters and finished product SolidStart LVL is also used as laminations for glued- dimensions and tolerances are as specified in the laminated members. LP® SolidStart® LSL may® also be approved quality documentation and manufacturing used as sill plates when treated(LP®SolidGuard LSL). standard. 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 ICC 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. Z77361 CONcauxnc Copyright©2019 ICC Evaluation Service,LLC,and APA—The Engineered Wood Association.All rights reserved. Page 1 of 17 Joint Evaluation Report ESR-2403 I Most Widely Accepted and Trusted Page 2 of 17 LP® SolidStart® LVL "Billet Beam" is fabricated by face- 4.3 Wall Studs: laminating individual thicknesses of LP® LVL. "Billet beam" Prescriptive Wall Framing: LP® SolidStart° LSL having a is available up to a maximum thickness of 7 inches grade of 1.35E or greater, and LP®SolidStart®LVL having (178 mm). a grade of 1.5E or greater, are considered equivalent to LP® SolidStart® LVL designated as "Rim Board" is LP® sawn lumber studs for prescriptive wall framing LVL with two or more veneers oriented 90 degrees (cross- applications in accordance with Section 2308.5 of the ply) to the length. LP® LVL Rim Board may be used for 2018 and 2015 IBC (2308.9 of the 2012 and 2009 IBC) all applications applicable to LP® LVL as defined in and Section R602 of the IRC, subject to the following Section 2.0. conditions: 4.0 DESIGN AND INSTALLATION 1. LP® SolidStart® LSL and LVL studs must have a 4.1 General: thickness of 11/2 inches(38 mm)or greater. ® ® 2. Cutting, notching, and boring of 3.5-inch-deep Design and installationlof LP® SolidStart® LSL and LVL, (89 mm) and 5.5-inch-deep (140 mm) LP® SolidStart including LP® SolidStart® LVL "Billet Beam", must be in LSL and LVL studs used in prescriptive wall framing is accordance with this report, the applicable code provisions permitted in accordance with Sections 2308.5.9 and and the manufacturer's published installation instructions. 2308.5.10 of the 2018 and 2015 IBC (2308.9.10 and The manufacturer's published installation instructions must 2308.9.11 of the 2012 and 2009 IBC), and Section be available at the jobsite at all times during installation. R602.6 of the IRC. The requirements specified for allowable stress design in accordance with the 2018 IBC Section 2302.1(1) and 3. Connections between wall sheathing and LP® 2015, 2012 and 2009 IBC Section 2301.2(1), and the SolidStart® LSL and LVL framing must meet the design provisions for structural composite lumber in the requirements of Section 4.3.2. ANSI/AWC National Design Specification (NDSI for Wood �5 4.3.1 Engineered Wall Framing: LP® SolidStart® LSL Construction, are applicable to LP® SolidStar LSL and having a grade of 1.35E or greater, and LP® SolidStart® LVL, except as modified within this report. Reference design values for each grade of LP® SolidStart® LSL and LVL having a grade of 1.5E or greater, may be used in LVL are given in Table 1. engineered wall framing applications, subject to the following conditions: 4.2 Connections: 1. LP® SolidStart® LSL and LVL studs are equivalent to The design of mechanical connections in LP® SolidStart® sawn lumber studs with a maximum specific gravity LSL and LVL must be in accordance with the NDS. of 0.50. Equivalent specific gravities for the design of nail, bolt and 2. LP® SolidStart® LSL and LVL studs must have a lag screw connections under dry use conditions are given thickness of 11/2 inches(38 mm)or greater. in Table 2. Minimum nail spacing and end distance requirements are given in Table 3. Nailing requirements 3. Notching and boring of LP® SolidStart® LSL and LVL for the attachment of wall sheathing are given in Section studs is permitted in engineered wall assemblies. The 4.3.3. design must be based on net-section analysis in Exception: Lag screw connections between LP® accordance with the NDS, and is subject to the SolidStart® LSL and LVL rim board and lumber deck following additional conditions and allowable stress ledgers have allowable lateral loads as specified in Table reductions: 4, provided all of the following conditions are met: a. Holes up to 40 percent of the depth of the stud are 1. Lag screws must have a minimum diameter of/2 inch permitted anywhere along the stud length, except (12.7 mm), and sufficient length such that the lag that a hole must not be placed within 6 inches screw shank penetrates through the rim board (not (152 mm) of the end of the stud. A minimum edge including the length of the tapered tip). distance, measured from the edge of the hole to the edge of the member, must be maintained for all 2. Deck ledgers must consist of lumber having a holes as follows(see Figure 2): minimum thickness of 1.5 inches (38 mm) and a a minimum assigned specific gravity of 0.42. (1) /8 inch (16 mm) for studs 5.5 inches deep (140 mm)or less, or 3. The sheathing between the rim board and the deck (2) 12 percent of the stud depth for studs more ledger must consist of wood structural panels meeting than 5.5 inches deep(140 mm). U.S. DOC PS-1 or PS-2, and be attached to the rim board in accordance with the applicable code. b. Notches up to 25 percent of the depth of the stud 4. One flat washer must be used between the deck ledger are permitted anywhere along the stud length, and the lag screw head. except that a notch must not be placed within 6 inches(152 mm)of the end of the stud. The notch 5. Edge distances from the center of the lag screw to the length must not exceed 8 inches (203 mm). edges of the rim board and deck ledger must be c. Holes and notches must not be cut in the same 2 inches (51 mm) or greater. End distances must be cross section and must be separated by a clear, 4 inches(102 mm)or greater. vertical distance of two times the larger of the hole 6. Adjustment factors in accordance with the NDS must diameter or the notch height, whichever is greater. be applied as applicable. d. The reference design stresses for bending, axial 7. Rim board and deck ledgers must be checked for load- compression, and axial tension must be multiplied carrying capacity at connections in accordance with by a stress reduction factor to account for stress Section 11.1.2 of the 2018 and 2015 NDS (10.1.2 of concentrations at notches and holes, as given in the 2012 NDS and 2005 NDS). Table 5. Joint Evaluation Report ESR-2403 I Most Widely Accepted and Trusted Page 3 of 17 4. Connections between wall sheathing and LP® 5. Nails between sheathing and wall framing must not be SolidStart® LSL or LVL framing must meet the spaced closer than as specified in Sections 4.3.3(1) requirements of Section 4.3.2. and 4.3.3(2). Nails must also be staggered where 4.3.2 Nailing Requirements: When LP®SolidStart® LSL required in Sections 4.3.3(1)and 4.3.3(2). and LVL members are used as wall studs, the sheathing- 6. The maximum allowable nail size for attaching wall to-stud and stud-to-stud connections must meet the sheathing to the edge of a stud is 10d common following requirements: [3 inches (76 mm) by 0.148 inch (3.76 mm) in 1. A single 11/2-inch-thick (38 mm) stud may be used for diameter]. framing at adjoining panel edges for wall sheathing 4.3.3 Wall Plates: LP® SolidStart® LSL and LVL may be attached as follows: used as bottom (sole) plates and top plates, except where a. For LP® SolidStart® LSL: 10d common nails preservative-treated wood is required by Section 2304.12 [3 inches (76 mm) by 0.148 inch (3.76 mm) in of the 2018 and 2015 IBC (2304.11 of the 2012 and 2009 diameter] spaced no closer than 6 inches IBC) and Sections R317 and R318 of the 2018, 2015 and (152 mm) on center, or 8d common nails 2012 IRC (R319 and R320 of the 2009 IRC). LP® [21/2 inches (64 mm) by 0.131 inch (3.33 mm) in SolidGuard® LSL may be used as sill plates where diameter] spaced no closer than 4 inches preservative-treated wood is required but is limited to (102 mm)on center. See Detail A in Figure 3. AWPA Use Category UC2 (Interior/Damp) as defined in b. For LP® SolidStart® LVL: 8d common nails spaced AWPA U1. Stresses resulting from applied loads must not exceed the adjusted design values determined in no closer than 6 inches (152 mm) on center; 10d accordance with Section 4.1 of this report. common nails are not allowed where a single 11/2-inch-thick (38 mm) stud is used at adjoining 4.4 Rim Board and Blocking: panel edges. See Detail A in Figure 3. When used as rim board, LP® SolidStart® LSL and LVL 2. A minimum 21/2-inch-thick (64 mm) single stud or a must be continuously supported across the full width double 11/2-inch (38 mm) or thicker stud is required for (except as noted in Section 4.4.2), and must be located at framing at adjoining panel edges for wall sheathing the joist elevation either perpendicular to, or parallel to,the attached as follows: joist framing. It must be the full depth of the joist space and be used for any combination of the following: a. For LP® SolidStart® LSL: 10d common or 8d common nails spaced no closer than 3 inches • To transfer, from above to below, all vertical loads at the c76 mm) on center, and staggered a minimum of rim board location. Allowable vertical loads are given in /4 inch (6.4 mm) horizontally. See Detail B in Table 4. Figure 3. b. For LP®SolidStart®LVL: 10d common nails spaced • To provide diaphragm attachment (sheathing to top no closer than 4 inches (102 mm) on center, or 8d edge of rim board). common nails spaced no closer than 3 inches • To transfer in-plane lateral loads from the diaphragm to (76 mm)on center, staggered a minimum of inch the wall plate below. Allowable in-plane lateral loads are (6.4 mm)horizontally. See Detail B in Figure 3. given in Table 4. 3. Where double studs are required at adjoining panel • To provide lateral support to the joist or rafter edges, they must be connected together as follows: (resistance against rotation) through attachment to the a. For stud wall applications in accordance with joist or rafter. the IRC and the conventional light-frame provisions • To provide closure for ends of joists or rafters. of the Section 2308 of the IBC and Table 2304.10.1 of the 2018 and 2015 IBC (Table 2304.9.1 of the • To provide an attachment base for siding and/or an 2012 and 2009 IBC), double LP® SolidStart® LSL exterior deck ledger. and LVL studs must be stitch-nailed together with a 4.4.1 Rim board must be installed in accordance with the minimum of two staggered rows of 10d nails prescriptive provisions of the applicable code, and design [27/8 inches (73 mm) by 0.120 inch (3.05 mm) in loads must not exceed those given in Table 4. diameter] spaced 8 inches (203 mm) on center in each row. 4.4.2 Installation of LP® SolidStart® LSL and LVL rim b. For engineered stud wall applications, double LP® board over wall openings is permitted, provided the rim SolidStart® LSL and LVL studs must be stitch- board is designed for all applicable stresses in accordance nailed together with a connection designed to with Sections 4.1 and 4.2 adjusted by the applicable transfer the required lateral shear, using an adjustment factors. Joints in the rim board are not allowed assumed equivalent specific gravity of 0.50. When within 12 inches(305 mm)of the opening. stitch-nailing two 13/4-inch-thick (44 mm) studs, 4.4.3 LP® SolidStart® LSL and LVL having minimum 3-inch (76 mm)or longer nails are required. thicknesses as given in Table 4 may be used as direct replacements for the nominally 2-inch-thick solid blocking c. The stitch nails must be driven in two lines spaced approximately 1 inch (25 mm)from each stud edge. specified in Section 2308.4.2.3 of the 2018 and 2015 IBC (2308.8.2 of the 2012 and 2009 IBC) and Section R502.7 4. Where double studs are required at adjoining panel of the IRC. edges, the panel-edge nails must be installed with a minimum 1/2-inch (12.7 mm) edge distance from the 4.5 Fire Resistance and Fire Blocking: panel edges, and staggered a minimum of 1/4 inch 4.5.1 Calculated Fire Resistance: The fire resistance of (6.4 mm) horizontally within each line of nails. For exposed LP® SolidStart® LSL and LP® SolidStart® LVL LP® LSL, the minimum edge distance for panel-edge may be calculated in accordance with Chapter 16 of the nails may be reduced to /g inch (9.5 mm). NDS. Joint Evaluation Report ESR-2403 I Most Widely Accepted and Trusted Page 4 of 17 4.5.2 Fire-resistance-rated Floor and Roof Systems: g. The load-bearing capacity of 1.75E LSL used in LP® SolidStart® LSL having a grade of 1.35E or greater, fire-resistance-rated wall assemblies must be and LP® SolidStart® LVL having a grade of 1.5E or limited to the capacity of 1.55E LSL. greater, may be used as direct replacements for non-fire- retardant-treated sawn lumber, of equivalent size, in the 4.5.5 Fire Blocking: LP® SolidStart® LSL and LVL is prescriptive fire-resistance-rated floor and roof assemblies permitted to be used as fire blocking in accordance with listed in Table 721.1(3) of the 2018, 2015 and 2012 IBC Section 718.2.1 of the 2018, 2015 and 2012 IBC (717.2.1 (Table 720.1(3)of the 2009 IBC). of the 2009 IBC) and Section R602.8 of the IRC as follows: 4.5.3 Fire Protection of Floors: LP® SolidStart® LSL having a grade of 1.35E or greater, and LP® SolidStart 1. LP® SolidStart® LSL and LVL having a minimum LVL having a grade of 1.5E or greater, having a minimum thickness of 11/4 inches (31.8 mm) is permitted to be thickness of 11/2 inches (38 mm) and a minimum depth of used as an alternate to nominally 2-inch lumber fire 91/4 inches (235 mm), is considered equivalent to lumber blocking. joists in accordance with Exception 4 to Section R302.13 2. LP® SolidStart® LSL and LVL having a minimum of the 2018 and 2015 IRC(R501.3 of the 2012 IRC). thickness of 1 inch (25.4 mm) is permitted to be used 4.5.4 Fire-resistance-rated Wall Construction: LP® as an alternate to 23/32 inch (18.3 mm) wood structural SolidStart® LSL and LVL wall studs described in Section panel fire blocking, provided the joints are backed 4.3 are permitted to be used in fire-resistance-rated wall accordingly. construction as follows: 4.6 Roof and Ceiling Framing: 1. For conventional light frame construction, LP® LP® SolidStart® LSL may be used as ceiling joists and SolidStart® LSL and LVL may be used as direct rafter framing in conventional light-frame construction in replacements for non-fire-retardant-treated sawn accordance with Section 2308.7 of the 2018 and 2015 IBC lumber studs, of equivalent sized No. 2 or lower grade, (2308.10 of the 2012 and 2009 IBC) and Section R802 of in the prescriptive fire-resistance-rated wall assemblies the IRC. Spans for LP®SolidStart®LSL rafters are given in listed in Table 720.1(2) of the IBC, subject to the Table 6. following conditions: a. Minimum 2.5 pcf(40 kg/m3) mineral wool insulation 5.0 CONDITIONS OF USE must be placed in each stud cavity. The LP® SolidStart® LSL and LVL described in this report b. Tape and joint compound must be applied to comply with, or are suitable alternatives to what is fastener heads and gypsum wallboard joints on specified in, those codes specifically listed in Section 1.0 exposed surfaces. of this report, subject to the following conditions: 2. For engineered, load-bearing wall construction, LP® 5.1 Fabrication, design, installation, and connection SolidStart® LSL and LVL are permitted to be used in restrictions must comply with this report and the 1-hour fire-resistance-rated wall assemblies meeting manufacturer's published installation instructions. In the following conditions: the event of a conflict between the manufacturer's published installation instructions and this report, this a. The minimum stud size must be 11/2 inches (38 mm)by 31/2 inches(89 mm)or greater. report governs. b. Studs must be spaced no more than 24 inches 5.2 Use of LP® SolidStart® LSL and LVL must be limited (610 mm)on center. to dry, well-ventilated interior applications in which the 5/8-inch average moisture content of lumber is less c. Minimum (15.9 mm) Type X gypsum than 16 percent. Use of LP® SolidGuard® LSL must wallboard must be attached with 21/4-inch-long be limited to interior locations, continuously protected (57 mm) Type S drywall screws spaced 7 inches from the weather, and cannot be in contact with the (178 mm)on center along each stud. ground, but may be subject to dampness, as defined d. Minimum 2.5 pcf(40 kg/m3) mineral wool insulation by the American Wood Protection Association must be placed in each stud cavity. (AWPA) Use Category UC2. e. Tape and joint compound must be applied to 5.3 Calculations and drawings demonstrating compliance fastener heads and gypsum wallboard joints on the with this report must be submitted to the code official. exposed surface(s). The calculations and drawings must be prepared by a registered design professional where required by the f. The design axial compressive stress within the statutes of the jurisdiction in which the project is to be studs must not exceed the least of the following: constructed. i. 440 psi (3032 kPa) for LSL, and 550 psi 5.4 LP® SolidStart® LSL is produced by the Louisiana- (3790 kPa)for LVL. Pacific Corporation at its Houlton, Maine, facility ii. 0.77F: for LSL, and 0.63F: for LVL; where Fc' under a quality control program with inspections is the compression design value parallel-to- by ICC-ES and APA-The Engineered Wood grain, adjusted by all applicable adjustment Association (AA-649). factors in accordance with the NDS, including 5.5 LP® SolidStart® LVL is produced by the Louisiana- the column stability factor, C . Pacific Corporation at its Golden, British Columbia, iii. 0.77F: for LSL and 0.63F: for LVL; where Fe. Canada, and Wilmington, North Carolina facilities; is the compression design value parallel-to- and by the Murphy Engineered Wood Division, in grain, adjusted for all applicable adjustment Sutherlin, Oregon; under a quality-control program factors in accordance with the NDS, and where with inspections by ICC-ES and APA-The Cp is evaluated at a slenderness ratio of 33. Engineered Wood Association (AA-649). Joint Evaluation Report ESR-2403 Most Widely Accepted and Trusted Page 5 of 17 6.0 EVIDENCE SUBMITTED and shift, evaluation report number (ESR-2403), and 6.1 Data in accordance with the ICC-ES Acceptance the third-party inspection ag®ncy (APA—The Criteria for Structural Wood-based Products (AC47), Engineered Wood Association). LP®SolidGuard®LSL dated June 2017(editorially revised March 2018). is also identified with the designations "ZB" and "AWPA UC2." 6.2 Data in accordance with the ICC ES Acceptance 7.2 The report holder's contact information is as follows: Criteria for Wood-based Studs (AC202), dated June 2009(editorially revised March 2018). LOUISIANA–PACIFIC CORPORATION 6.3 Data in accordance with the ICC-ES Acceptance 414 UNION STREET,SUITE 2000 Criteria for Rim Board Products (AC124), dated NASHVILLE,TENNESSEE 37219 October 2016(editorially revised March 2018). (888)820-0325 www.lpcorp.com 6.4 Data in accordance with the ICC-ES Acceptance customer.support(a�Ipcorp.com Criteria for Zinc Borate (ZB) Preservative Treatment 7.3 The Additional Listee contact information is the of Structural Composite Wood Products by Non- following: pressure Processes (AC203), dated August 2017 (editorially revised November 2018). MURPHY ENGINEERED WOOD DIVISION 7.0 IDENTIFICATION 412 WEST CENTRAL SUTHERLIN, OREGON 97479 7.1 LP® SolidStart® LSL, LP® SolidGuard® LSL, and LP® SolidStart® LVL are identified with stamps noting the Louisiana-Pacific Corporation name or logo, plant number, product designation, grade, production date Joint Evaluation Report ESR-2403 I Most Widely Accepted and Trusted Page 6 of 17 TABLE 1-REFERENCE DESIGN VALUES FOR LP®SolidStart®LSL AND LVL 1'2'3'4 BEAM ORIENTATION PLANK ORIENTATION AXIAL Modulus of Elasticity Compression Modulus of Elasticity Compression GRADE Bending 8 Shear Perp-to-Grain Bending Shear Perp-to-Grain Compression Tension E 5 Emin 7 Fb F„ Fc115 E 5 Emin 7 Fb Fv Fc115 Fc Ft (x106 psi) (x106 psi) (psi) (psi) (psi) (x106 psi) (x106 psi) (psi) (psi) (psi) (psi) (psi) LP SolidStart LSL 1730Fb-1.35E 1.35 0.68 1730° 410 750 1.35 0.68 1910 155 685 1650 130013 2360Fb-1.55E 1.55 0.78 23609 410 875 1.55 0.78 2620 155 775 2175 175013 2500Fb-1.75E 1.75 0.88 2500 9 410 950 1.75 0.88 2800 155 890 2450 210013 LP SolidStart LVL 2250Fb-1.5E 1.50 0.75 225010 285 750 1.40 0.70 220012 140 550 2350 135014 2400Fb-1.7E 1.70 0.85 240010 285 750 1.70 0.85 230012 140 550 2350 135014 2650Fb-1.9E 1.90 6 0.98 265010 285 750 1.80 6 0.93 260012 140 550 2350 160014 2900Fb-2.0E 2.00 1.00 290010 285 750 2.00 1.00 295012 140 550 3200 180014 2950Fb-2.0E 2.00 6 1.04 295010 290 750 2.00 6 1.04 295012 140 550 3200 180014 3100Fb-2.0E 2.00 6 1.04 310010 290 750 2.00 6 1.04 310012 140 550 3200 180014 3100Fb-2.1E 2.10 1.05 310010 290 750 2.00 1.00 310012 140 550 3200 180014 3100Fb-2.2E 2.20 1.11 310010 290 750 2.20 1.11 295012 140 550 3200 180014 LP SolidStart LVL Rim Board(with cross-ply) 1400Fb-1.1 E 1.10 0.55 140011 250 680 1.00 0.50 1400 95 550 1700 120014 1650Fb-1.3E 1.30 0.65 165011 250 680 1.10 0.55 1650 140 550 1700 120014 1750F5-1.3E 1.30 0.65 175011 250 680 1.30 0.65 1750 140 550 1700 120014 For SI: 1 psi=6.89 kPa, 1 inch=25.4 mm. 'Reference design values in the above table apply only to dry,well-ventilated interior applications where the equivalent moisture content in lumber is less than 16 percent. 'Reference design values in the above table are for normal load duration.Tabulated values must be adjusted by the applicable adjustment factors in accordance with the NDS.Modulus of elasticity and compression perpendicular-to-grain must not be adjusted for duration of load. 3Reference design values given for Beam Orientation refer to loads applied parallel to the wide face of the strands or veneers(applied to the edge of the member).Plank Orientation refers to loads applied perpendicular to the wide face of the strands or veneers(applied to the face of the member).See diagrams on following page. 4Reference design values for bending,axial compression and axial tension for studs with notches or holes in engineered wall framing must be multiplied by the strength reduction factors in Table 5. 'The reference E values given for LP®LSL and all grades LP® LVL except the 2650Fb-1.9E and 2950Fb-2.0E are the shear-free modulus of elasticity.When calculating deflection,both bending and shear deformations must be included.Equations for various span and load conditions are available in engineering references. For example, the deflection equation for a simply-supported beam under uniform load is: where: A = Deflection in inches(in). 270w L4 28.8w L2 w = Uniform load in pounds per lineal foot(plf). A= 3 + L = Design span in feet(ft). Ebd Ebd b = Beam width in inches(in). d = Beam depth in inches(in). E = Shear Free Modulus of Elasticity in pounds per square inch(psi). 'The reference E values given for the 2650Fb-1.9E,2950Fb-2.0E and 3100Fb-2.0E grades of LP®LVL are the apparent modulus of elasticity,which include the effects of shear deformation.When calculating deflection,standard engineering formulae for pure bending deflection are sufficient,and the second term of the above equation may be ignored. 'Em,,,is the reference modulus of elasticity for beam stability and column stability calculations. 'Reference bending design values in the beam orientation, Fb, may be increased by 4%when the member qualifies as a repetitive member, in accordance with Section 8.3.7 of the NDS. 'Reference bending design values in the beam orientation, Fb,for LP®LSL are assigned for a standard depth of 12 inches. For other depths greater than 31/2 inches, multiply Fb by a volume factor of(12/d)0120 where d is the depth of the member in inches.For depths 31/2 inches or less,multiply Fb by 1.159. 10Reference bending design values in the beam orientation,Fb,for LP®LVL are assigned for a standard depth of 12 inches.For depths greater than 12 inches,multiply Fb by a volume factor of(12/d)0143,where d is the depth of the member in inches.For depths less than 12 inches but greater than 31/2 inches,multiply Fb by(12/d)071.For depths 31/2 inches or less,multiply Fb by 1.147. "Reference bending design values in the beam orientation, Fb, for LP®LVL Rim Board (cross-ply)are assigned for a standard depth of 12 inches. For other depths, adjust Fb as follows,based on the LVL thickness: -For thickness<11/4 inches,multiply Fb by a volume factor of(12/d)0.323 where d is the depth of the member in inches,except where d is less than 31/2 inches,multiply Fb by 1.488. -For thickness>_11/4 inches,multiply Fb by a volume factor of(12/d)°'61,where d is the depth of the member in inches,except where d is less than 31/2 inches,multiply Fb by 1.379. ''For LP LVL"Billet Beam"up to 7 inches thick,the reference bending design values in the plank orientation,Fb,shall be multiplied by(1.75/d)0.25 5 1.0,where d is the flat depth(i.e.,thickness of the"Billet Beam")of the member in inches. "'Reference tension design values,F,,are assigned for a standard length of 3 feet.For lengths longer than 3 feet,multiply Ft by(3/L)°092,where L is the length in feet.For lengths less than 3 feet,use the reference tension design value given in the table above. 14Reference tension design values,Ft,are assigned for a standard length of 3 feet.For lengths longer than 3 feet,multiply F,by(3/L)° '',where L is the length in feet.For lengths less than 3 feet,use the reference tension design value given in the table above. 15The NDS bearing area factor,Cb,is permitted to be applied to the reference compression perpendicular-to-grain design values,Fc1. Joint Evaluation Report ESR-2403 I Most Widely Accepted and Trusted Page 7 of 17 ,I , IIIII IIII Beam Orientation Plank Orientation FIGURE 1-BEAM AND PLANK ORIENTATION AS NOTED IN TABLE 1 TABLE 2-EQUIVALENT SPECIFIC GRAVITY FOR FASTENER DESIGN 1'2'3 EQUIVALENT SPECIFIC GRAVITY Nails and Screws Bolts and Lag Screws 4'5 GRADE Withdrawal Dowel Bearing Dowel Bearing(Installed in Face) Installed Installed Installed Installed Load Applied Load Applied in Edge in Face in Edge in Face Parallel to Grain Perpendicular to Grain LP SolidStart LSL 1730Fb-1.35E 0.46 0.50 0.50 0.55 0.50 0.58 and Above LP SolidStart LVL 2250Fb-1.5E 0.46 6 0.50 0.50 0.50 0.46' 0.50 and Above LP SolidStart LVL Rim Board(cross-ply) 1400Fb-1.1 E 0.42 0.48 0.49 0.50 0.41 0.48 1650Fb-1.3E 0.46 0.50 0.50 0.50 0.46 0.50 1750Fb-1.3E 0.46 0.50 0.50 0.50 0.46 0.50 'Fastener types and orientation not specifically described above are outside the scope of this report. 2Fastener design values calculated using the tabulated equivalent specific gravities given above must be adjusted by the applicable adjustment factors specified in the NDS for connections. 'Minimum nail spacing and end distance must be as specified in Table 3.Minimum spacing,end and edge distances for bolts and lag screws must be as specified in the NDS. °Equivalent specific gravity values apply only to bolts and lag screws installed into the face of the LP®SolidStart® LSL and LVL, such that the bolt axis is perpendicular to the wide faces of the strands or veneers. The allowable lateral loads for lag screw connections between LP®SolidStart®LSL and LVL rim board and deck ledgers complying with the exception to Section 4.2 are given in Table 4. 6The equivalent specific gravity is permitted to be increased to 0.49 for LP®SolidStart®LVL stamped with the plant number 1089. 'The equivalent specific gravity is permitted to be increased to 0.50 for LP®SolidStart®LVL stamped with the plant number 1089. Joint Evaluation Report ESR-2403 I Most Widely Accepted and Trusted Page 8 of 17 TABLE 3—NAIL SPACING REQUIREMENTS FOR LP®SolidStart®LSL AND LVL1'2 MEMBER THICKNESS FASTENER COMMON NAIL MINIMUM END MINIMUM NAIL SPACING(in.) (in.) ORIENTATIONS SIZE6'7 DISTANCE Single Row Multiple Rows3'4 (in.) LP®Solid Start®LSL 8d&smaller 2 4 Edge 8 10d&12d 2 4 NA 0 NA 10 1"5 thickness<11/4" 8d&16maller N81 1 Face 9 10d&12d 7/8 1 1 16d 7/8 1 1/2 1 1/2 8d&smaller 2 4 Edge 8 10d&12d 2 4 NA 21/2115 12 11/4"<_thickness< 11/2" 8d&lsmaller /a1 1 Face 9 10d&12d 7/8 1 1 16d 7/8 11/2 1 1/2 8d&smaller 2 3 3 Edge 8 10d&12d 2 3 4 11 11/2"<_thickness< 13/4„ 16d 2/2 4 6 8d&smaller 7/8 1 1 Face 9 10d&12d 7/8 1 1 16d 7/8 11/2 11/2 8d&smaller 2 3 3 Edge 8 10d&12d 2 3 4 13/4" 16d 21/211 3 6 8d&smaller 7/8 1 1 Face 9 10d&12d 7/9 1 1 16d 7/8 11/2 11/2 LP®SolidStart®LVL 8d&smaller 21/2 4 Edge 8 10d&12d 21/2 4 N/A < 11/„ 16d 31/2 5 z 8d&smaller 11/2 3 3 Face 9 10d&12d 11/2 3 3 16d 11/2 5 5 8d&smaller 21/2 3 4 13 Edge 8 10d&12d 21/2 4 5 13 11/„ 16d 31/2 5 6 13,14 2 8d&smaller 11/2 3 3 Face 9 10d&12d 11/2 3 3 16d 11/2 5 5 For SI: 1 inch=25.4 mm. 'Spacing requirements and maximum nail size for panel edge nailing of wall sheathing at adjoining panels must be in accordance with Section 4.3.2 and Figure 3. 2Edge distance must be sufficient to prevent splitting. 'For multiple rows of nails,the rows must be offset /2 inch or more from each other,and staggered. 4For multiple rows of nails,the rows must be equally spaced about the centerline of the edge or face(whichever applies). 'Face orientation applies to nails driven into the face of the LSL or LVL member,such that the long axis of the nail is perpendicular to the wide faces of the strands or veneers.Edge orientation applies to nails driven into the edge of the LSL or LVL member. 616d sinkers(3'/4 in.x 0.148 in.diameter)are considered equivalent to 12d common nails for the purpose of this table. 'Nails listed are common wire nails.For box nails,the spacing and end distance requirements of the next shorter common nail may be used(e.g.,a 16d box nail may be spaced the same as a 10d and 12d common nail).Larger nail sizes and shank types not specifically described above are outside the scope of this report. Nail penetration for edge nailing must not exceed 2 inches for 16d common nails(31/2 in. by 0.162 in.diameter)and 21/2 inches for all nails with a smaller shank diameter. 'Minimum nail spacing for the face orientation is applicable to nails that are installed in rows that are parallel to the direction of the grain(length)of the LSL or LVL. For nails driven into the face in rows that are perpendicular to the direction of the grain(width/depth)of the LSL or LVL,the minimum spacing must be sufficient to prevent splitting of the wood. 10For LSL thicknesses of 11/9-inch or greater, 16d common nails are permitted to be driven into the edge, with a minimum end distance of 21/2 inches and a minimum spacing of 5 inches.For LSL thicknesses less than 11/9-inch,16d common nails are not permitted to be driven into the edge. 11Minimum end distance may be reduced to 2 inches when the nail penetration into the edge of the LSL does not exceed 13/8 inches. 12Minimum nail spacing may be reduced to 4 inches when the nail penetration into the edge of the LSL does not exceed 13/9 inches. "Minimum nail spacing is tabulated for LVL stamped with plant number 1089. The minimum nail spacing is permitted to be reduced 1 inch for LVL stamped with the plant numbers 1066 and 1071. 14Minimum nail spacing is permitted to be reduced 1 inch for LVL stamped with plant number 1089,for thickness of 13/4-inch or greater. Joint Evaluation Report ESR-2403 I Most Widely Accepted and Trusted Page 9 of 17 TABLE 4—ALLOWABLE DESIGN LOADS FOR LP®SolidStarte LSL AND LVL RIM BOARD 1'2 VERTICAL LOAD CAPACITY 1/2"DIA. LAG LATERAL LOAD GRADE THICKNESS,t CAPACITY 3'4'5 Uniform Load Concentrated SCREW (in.) (lbf/ft) (Ibf) CAPACITY FOR (Ibf/ft) DECK LEDGER' Depth<_16" 16"<Depth<_24" Depth 5 24" (Ib) LP®SolidStart®LSL RIM BOARD 1730Fb-1.35E 11/4 5 t<1'/2 250 6000 3800 3800 675 and higher t>_11/2 280 7000 4500 4500 700 8 LP®SolidStarte LVL RIM BOARD(cross-ply) 1400Fb-1.1 E t>_11/4 250 8000 5070 4210 450 1650Fb-1.3E 1 and 11/8 190 7210 4990 3870 300(t= 1") 400(t=11/8") 1750Fb-1.3E t>_11/4 250 9350 5070 4210 550 LP®SolidStart®LVL(no cross-ply) 2250Fb-1.5E and 11/2`t< 13/4 250 4000 2500 2700 550 higher t>_1 3/4 250 4500 3450 3200 550 For SI: 1 inch=25.4 mm, 1 LB.=4.45 N, 1 lb/ft=14.6 N/m. 'Allowable design loads in the above table cannot be increased for load duration. 2See Table 3 for minimum nail spacing requirements. 3The lateral load capacity is for seismic design and is permitted to be multiplied by 1.4 for wind load applications. For shear loads of normal or permanent load duration as defined by the NDS,the values in the table shall be multiplied by 0.63 or 0.56,respectively. 'Toe-nailed connections are not limited by the 150 lb/ft lateral load capacity noted for Seismic Design Categories D, E, and F in Section 4.1.7 of the ANSI/AWC Seismic Design Provisions for Wind&Seismic(SDPWS). 5The nailing schedule for sheathing-to-rim and rim-to-sill plate(toe-nailed)is based on minimum 8d box nails(21/2 in x 0.113 in. diameter)at 6 inches on center. Commercial framing connectors fastened to the face of the rim board and wall plates may be used to achieve lateral load capacities exceeding values in this table. Calculations must be based on equivalent specific gravity listed in Table 2,and must not exceed the nail spacing requirements of Table 3. The allowable vertical uniform load capacity is based on the strength of the rim board,and may need to be reduced based on the bearing capacity of the supporting wall plate or the attached floor sheathing. 'Lag screw connections between LP®SolidStart®LSL and LVL rim board and deck ledgers have allowable lateral loads as specified in the table above,provided the conditions under the exception to Section 4.2 are met. 5The lag screw capacity for deck ledger attachment is permitted to be increased to 725 lbf for LP®SolidStart®LSL thickness of 13/4-inch or greater. TABLE 5—STRENGTH REDUCTION FACTORS FOR NOTCHES AND HOLES IN LP®SolidStart®LSL AND LVL STUDS 1'2'3 MATERIAL NOTCHES HOLES Bending Compression Tension Bending Compression Tension LP®LSL 0.95 0.90 0.704 1.00 1.00 1.00 LP®LVL 0.80 0.90 0.60 0.95 0.95 0.95 'Design of LP®LSL and LP®LVL studs with notches and holes used in engineered wall framing must be based on a net-section analysis in accordance with the NDS.See Section 4.3.2 of this report for limitations on the allowed size and placement of notches and holes. 2The reference design values for bending,axial compression and axial tension from Table 1 must be multiplied by the strength reduction factors given above for studs with notches or holes in engineered wall framing. 3See Section 4.3.1 for notching and boring of holes in LP®LSL and LP®LVL studs used in prescriptive wall framing. "For 1.35E and 1.55E LSL,an adjustment value of 0.75 may be used in lieu of 0.70. Joint Evaluation Report ESR-2403 I Most Widely Accepted and Trusted Page 10 of 17 , a 1 Minimum Edge Distance: 5/8"for studs 5 5-1/2"deep,or • 0.12 x Stud Depth for studs>5-1/2"deep Ny Maximum Hole Diameter. €j c 0.40 x Stud Depth °' a th o L to V L O Z '= • --Stud Depth cac n 0 o _L —jA— o W _ of o— 4 I c1 '.81,1 > `m x z° 1 I Maximum Notch Depth: ,,,r5 .s o 8"max 0.25 x Stud Depth 2z -i--� \ r FIGURE 2—NOTCHING AND BORING REQUIREMENTS FOR LP®SolidStart®LSL AND LVL STUDS IN ENGINEERED APPLICATIONS II II 1/8"Panel Joint(typ) 1/8"Panel Joint(typ) -� ,,,ji E 3 I o �' �� z ° 6 m o t O U lC C _ C i 3/8"Min o 0 0 0 1/2"Min o I o 0 0 Panel Edge) E E1 T ih c ( E E (Panel Edge) / E o o (LSL can be 3/8") � -o o o o 4 CO o o / 0 M a a 0 `o m UV co W J J J J co J _J (o > o 0 J J N 0 0 m IV o) 1/4"Min Stagger -0 0) t0 �_ W E ca m Z 0 0 0 J.L. / Stud Thickness JJ I Stud Thickness --1 1-1/2"min II II (2) 1-1/2"min or(1)2-1/2"min II II DETAIL A: Single Stud at Adjoining Panel Edges DETAIL B: Double Stud at Adjoining Panel Edges FIGURE 3—PANEL EDGE NAILING REQUIREMENTS FOR LP®SolidStart®LSL AND LVL STUDS • Joint Evaluation Report ESR-2403 I Most Widely Accepted and Trusted Page 11 of 17 TABLE 6—RAFTER SPANS FOR LP®SolidStart®LSL1'2 ROOF LIVE LOAD=20 psf(Co=1.25) CEILING NOT ATTACHED TO RAFTERS,L/A=180 RAFTER DEAD LOAD=10 psf DEAD LOAD=20 psf SPACING GRADE 2x4 2x6 2x8 2x10 1'/2x9'/2 2x12 1'/2x11'/8 2x4 2x6 2x8 2x10 1'/2x9'/2 2x12 1'/2x11'/8 (inches) Maximum Rafter Spans'(feet—inches) 1730Fb 10-2 16-0 21-1 26-0 26-0 26-0 26-0 9-3 14-6 19-2 24-5 25-1 26-0 26-0 1.35E 12 2360Fb- 10-8 16-9 22-1 26-0 26-0 26-0 26-0 9-8 15-2 20-0 25-7 26-0 26-0 26-0 1.55E 2500Fb 11-1 17-5 23-0 26-0 26-0 26-0 26-0 10-1 15-10 20-11 26-0 26-0 26-0 26-0 1.75E 1730Fb 9-3 14-6 19-2 24-5 25-1 26-0 26-0 8-4 13-2 17-4 22-2 22-9 26-0 26-0 1.35E 16 2360Fb- 9-8 15-2 20-0 25-7 26-0 26-0 26-0 8-9 13-9 18-2 23-3 23-10 26-0 26-0 1.55E 2500Fb 10-1 15-10 20-11 26-0 26-0 26-0 26-0 9-2 14-4 18-11 24-2 24-10 26-0 26-0 1.75E 1730Fb- 8-8 13-8 18-0 22-11 23-7 26-0 26-0 7-10 12-4 16-4 20-10 21-5 25-4 26-0 1.35E 19 2 2360Fb- 9-1 14-3 18-10 24-1 24-8 26-0 26-0 8-3 12-11 17-1 21-10 22-5 26-0 26-0 1.55E 2500Fb- 9-6 14-11 19-8 25-1 25-9 26-0 26-0 8-7 13-6 17-10 22-9 23-4 26-0 26-0 1.75E 1730Fb- 8-0 12-8 16-8 21-3 21-10 25-11 26-0 7-3 11-6 15-1 19-4 19-10 23-6 24-10 1.35E 24 2360Fb- 8-5 13-3 17-6 22-4 22-11 26-0 26-0 7-8 12-0 15-10 20-3 20-9 24-7 26-0 1.55E 2500Fb 8-9 13-10 18-2 23-3 23-10 26-0 26-0 7-11 12-6 16-6 21-1 21-8 25-8 26-0 1.75E CEILING ATTACHED TO RAFTERS, L/A=240 RAFTER DEAD LOAD=10 psf DEAD LOAD=20 psf SPACING GRADE 2x4 2x6 2x8 2x10 1'/2x9'/2 2x12 1'/2x11'/8 2x4 2x6 2x8 2x10 1'/2x9'/2 2x12 1'/2x11'/8 (inches) Maximum Rafter Spans'(feet—inches) 1730Fb 8-10 13-11 18-5 23-6 24-1 26-0 26-0 8-0 12-8 16-8 21-3 21-10 25-11 26-0 1.35E 12 2360Fb- 9-3 14-7 19-3 24-7 25-3 26-0 26-0 8-5 13-3 17-6 22-4 22-11 26-0 26-0 1.55E 2500Fb 9-8 15-2 20-1 25-7 26-0 26-0 26-0 8-9 13-10 18-2 23-3 23-10 26-0 26-0 1.75E 1730Fb 8-0 12-8 16-8 21-3 21-10 25-11 26-0 7-3 11-6 15-1 19-4 19-10 23-6 24-10 1.35E 16 2360Fb- 8-5 13-3 17-6 22-4 22-11 26-0 26-0 7-8 12-0 15-10 20-3 20-9 24-7 26-0 1.55E 2500Fb- 8-9 13-10 18-2 23-3 23-10 26-0 26-0 7-11 12-6 16-6 21-1 21-8 25-8 26-0 1.75E 1730Fb- 7-7 11-11 15-8 20-0 20-7 24-4 25-8 6-10 10-9 14-3 18-2 18-8 22-1 23-4 1.35E 19 2 2360Fb- 7-11 12-5 16-5 21-0 21-6 25-6 26-0 7-2 11-4 14-11 19-0 19-6 23-2 24-5 1.55E 2500Fb- 8-3 13-0 17-1 21-10 22-5 26-0 26-0 7-6 11-9 15-6 19-10 20-4 24-1 25-6 1.75E 1730Fb 7-0 11-0 14-6 18-7 19-1 22-7 23-10 6-4 10-0 13-2 16-10 17-3 20-6 21-7 1.35E 24 2360Fb- 7-4 11-7 15-3 19-5 20-0 23-8 25-0 6-8 10-6 13-10 17-8 18-1 21-5 22-8 1.55E 2500Fb- 7-8 12-0 15-10 20-3 20-10 24-8 26-0 6-11 10-11 14-5 18-4 18-10 22-4 23-7 1.75E For SI: 1 inch=25.4 mm, 1 foot=304.8 mm, 1 pound per square foot(psf)=0.0479 kPa. 1The tabulated rafter spans assume that ceiling joists are located at the bottom of the attic space or that some other method of resisting the outward push of the rafters on the bearing walls,such as rafter ties, is provided at that location.When ceiling joists or rafter ties are located higher in the attic space,the rafter spans shall be multiplied by the factors given below: Hc/HR Rafter Span Adjustment Factor 1/3 0.67 1/4 0.76 1/5 0.83 1/6 0.90 1/7.5 or less 1.00 where: H0=Height of ceiling joists or rafter ties measured vertically above the top of the rafter support walls. HR=Height of roof ridge measured vertically above the top of the rafter support walls. 'Rafter sizes are given in nominal lumber dimensions except the 11/2 x 91/2 and 11/2 x 117/8 rafter sizes are standard LP®LSL dimensions. Joint Evaluation Report ESR-2403 I Most Widely Accepted and Trusted Page 12 of 17 TABLE 6—RAFTER SPANS FOR LP®SolidStart®LSL1'2(continued) GROUND SNOW LOAD=30 psf(Co=1.15) CEILING NOT ATTACHED TO RAFTERS,L/A=180 RAFTER DEAD LOAD=10 psf DEAD LOAD=20 psf SPACING GRADE 2x4 2x6 2x8 2x10 1'/2x9'/2 2x12 1'/2x117/8 2x4 2x6 2x8 2x10 1'/2x9'/2 2x12 1'/2x117/8 (inches) Maximum Rafter Spans'(feet—inches) 1730Fb- 8-10 13-11 18-5 23-6 24-1 26-0 26-0 8-7 13-5 17-9 22-8 23-3 26-0 26-0 1.35E 12 2360Fb- 9-3 14-7 19-3 24-7 25-3 26-0 26-0 8-11 14-1 18-7 23-9 24-4 26-0 26-0 1.55E 2500Fb- 9-8 15-2 20-1 25-7 26-0 26-0 26-0 9-4 14-8 19-4 24-9 25-5 26-0 26-0 1.75E 1730Fb- 8-0 12-8 16-8 21-3 21-10 25-11 26-0 7-9 12-2 16-1 20-7 21-1 25-0 26-0 1.35E 16 2360Fb- 8-5 13-3 17-6 22-4 22-11 26-0 26-0 8-1 12-9 16-10 21-6 22-1 26-0 26-0 1.55E 2500Fb- 8-9 13-10 18-2 23-3 23-10 26-0 26-0 8-6 13-4 17-7 22-5 23-0 26-0 26-0 1.75E 1730Fb- 7-7 11-11 15-8 20-0 20-7 24-4 25-8 7-3 11-6 15-1 19-4 19-10 23-5 24-8 1.35E 19 2 2360Fb- 7-11 12-5 16-5 21-0 21-6 25-6 26-0 7-8 12-0 15-10 20-3 20-9 24-7 26-0 1.55E 2500Fb- 8-3 13-0 17-1 21-10 22-5 26-0 26-0 7-11 12-6 16-6 21-1 21-8 25-8 26-0 1.75E 1730Fb 7-0 11-0 14-6 18-7 19-1 22-7 23-10 6-9 10-7 13-10 17-5 17-10 20-11 22-0 1.35E 24 2360Fb- 7-4 11-7 15-3 19-5 20-0 23-8 25-0 7-1 11-2 14-8 18-9 19-3 22-10 24-1 1.55E 2500Fb 7-8 12-0 15-10 20-3 20-10 24-8 26-0 7-5 11-7 15-4 19-7 20-1 23-9 25-1 1.75E CEILING ATTACHED TO RAFTERS,L/A=240 RAFTER DEAD LOAD=10 psf DEAD LOAD=20 psf SPACING GRADE 2x4 2x6 2x8 2x10 1'/2x9'/2 2x12 1'/2x117/8 2x4 2x6 2x8 2x10 1'/2x9'/2 2x12 1'/2x117/8 (inches) Maximum Rafter Spans'(feet—inches) 1730Fb- 8-0 12-8 16-8 21-3 21-10 25-11 26-0 7-5 11-9 15-6 19-9 20-3 24-0 25-4 1.35E 12 2360Fb- 8-5 13-3 17-6 22-4 22-11 26-0 26-0 7-10 12-3 16-2 20-8 21-3 25-2 26-0 1.55E 2500Fb 8-9 13-10 18-2 23-3 23-10 26-0 26-0 8-2 12-10 16-11 21-7 22-2 26-0 26-0 1.75E 1730Fb- 7-3 11-6 15-1 19-4 19-10 23-6 24-10 6-9 10-7 14-0 17-11 18-5 21-9 23-0 1.35E 16 2360Fb- 7-8 12-0 15-10 20-3 20-9 24-7 26-0 7-1 11-2 14-8 18-9 19-3 22-10 24-1 1.55E 2500Fb 7-11 12-6 16-6 21-1 21-8 25-8 26-0 7-5 11-7 15-4 19-7 20-1 23-9 25-1 1.75E 1730Fb 6-10 10-9 14-3 18-2 18-8 22-1 23-4 6-4 10-0 13-2 16-10 17-3 20-6 21-7 1.35E 19 2 2360Fb- 7-2 11-4 14-11 19-0 19-6 23-2 24-5 6-8 10-6 13-10 17-8 18-1 21-5 22-8 1.55E 2500Fb 7-6 11-9 15-6 19-10 20-4 24-1 25-6 6-11 10-11 14-5 18-4 18-10 22-4 23-7 1.75E 1730Fb 6-4 10-0 13-2 16-10 17-3 20-6 21-7 5-11 9-3 12-2 15-7 16-0 19-0 20-0 1.35E 24 2360Fb- 6-8 10-6 13-10 17-8 18-1 21-5 22-8 6-2 9-8 12-10 16-4 16-9 19-11 21-0 1.55E 2500Fb- 6-11 10-11 14-5 18-4 18-10 22-4 23-7 6-5 10-1 13-4 17-0 17-6 20-9 21-11 1.75E For SI: 1 inch=25.4 mm, 1 foot=304.8 mm, 1 pound per square foot(psf)=0.0479 kPa. 1The tabulated rafter spans assume that ceiling joists are located at the bottom of the attic space or that some other method of resisting the outward push of the rafters on the bearing walls,such as rafter ties, is provided at that location.When ceiling joists or rafter ties are located higher in the attic space,the rafter spans shall be multiplied by the factors given below: HC/HR Rafter Span Adjustment Factor 1/3 0.67 1/4 0.76 1/5 0.83 1/6 0.90 1/7.5 or less 1.00 where: He=Height of ceiling joists or rafter ties measured vertically above the top of the rafter support walls. HR=Height of roof ridge measured vertically above the top of the rafter support walls. 2Rafter sizes are given in nominal lumber dimensions except the 11/2 x 91/2 and 11/2 x 117/8 rafter sizes are standard LP®LSL dimensions. Joint Evaluation Report ESR-2403 I Most Widely Accepted and Trusted Page 13 of 17 TABLE 6—RAFTER SPANS FOR LP®SolidStart®LSL1'2(continued) GROUND SNOW LOAD=50 psf(CD=1.15) CEILING NOT ATTACHED TO RAFTERS, L/A=180 RAFTER DEAD LOAD=10 psf DEAD LOAD=20 psf SPACING GRADE 2x4 2x6 2x8 2x10 11/2x91/2 2x12 11/2x117/8 2x4 2x6 2x8 2x10 11/2x91/2 2x12 11/2x117/8 (inches) Maximum Rafter Spans'(feet-inches) 17301b- 7-5 11-9 15-6 19-9 20-3 24-0 25-4 7-5 11-9 15-6 19-9 20-3 24-0 25-4 1.35E 12 2360Fb- 7-10 12-3 16-2 20-8 21-3 25-2 26-0 7-10 12-3 16-2 20-8 21-3 25-2 26-0 1.55E 2500Fb- 8-2 12-10 16-11 21-7 22-2 26-0 26-0 8-2 12-10 16-11 21-7 22-2 26-0 26-0 1.75E 1730Fb 6-9 10-7 14-0 17-11 18-5 21-9 23-0 6-9 10-7 14-0 17-11 18-5 21-8 22-10 1.35E 16 2360Fb- 7-1 11-2 14-8 18-9 19-3 22-10 24-1 7-1 11-2 14-8 18-9 19-3 22-10 24-1 1.55E 2500Fb- 7-5 11-7 15-4 19-7 20-1 23-9 25-1 7-5 11-7 15-4 19-7 20-1 23-9 25-1 1.75E 1730Fb 6-4 10-0 13-2 16-10 17-3 20-6 21-7 6-4 10-0 13-1 16-5 16-10 19-9 20-10 1.35E 19 2 2360Fb- 6-8 10-6 13-10 17-8 18-1 21-5 22-8 6-8 10-6 13-10 17-8 18-1 21-5 22-8 1.55E 2500Fb 6-11 10-11 14-5 18-4 18-10 22-4 23-7 6-11 10-11 14-5 18-4 18-10 22-4 23-7 1.75E 1730Fb 5-11 9-3 12-2 15-7 16-0 19-0 20-0 5-10 9-0 11-8 14-8 15-1 17-8 18-7 1.35E 24 2360Fb- 6-2 9-8 12-10 16-4 16-9 19-11 21-0 6-2 9-8 12-10 16-4 16-9 19-11 21-0 1.55E 2500Fb 6-5 10-1 13-4 17-0 17-6 20-9 21-11 6-5 10-1 13-4 17-0 17-6 20-9 21-11 1.75E CEILING ATTACHED TO RAFTERS,L/A=240 RAFTER DEAD LOAD=10 psf DEAD LOAD=20 psf SPACING GRADE 2x4 2x6 2x8 2x10 1'/2x91/2 2x12 11/2x117/8 2x4 2x6 2x8 2x10 1'/2x91/2 2x12 11/2x117/8 (inches) Maximum Rafter Spans'(feet-inches) 1730Fb 6-9 10-7 14-0 17-11 18-5 21-9 23-0 6-8 10-5 13-9 17-7 18-1 21-5 22-7 1.35E 12 2360Fb- 7-1 11-2 14-8 18-9 19-3 22-10 24-1 7-0 10-11 14-5 18-5 18-11 22-5 23-8 1.55E 2500Fb 7-5 11-7 15-4 19-7 20-1 23-9 25-1 7-3 11-5 15-1 19-3 19-9 23-5 24-8 1.75E 1730Fb 6-1 9-8 12-8 16-3 16-8 19-9 20-10 6-0 9-6 12-6 15-11 16-5 19-5 20-6 1.35E 16 2360Fb- 6-5 10-1 13-4 17-0 17-6 20-8 21-10 6-4 9-11 13-1 16-9 17-2 20-4 21-6 1.55E 2500Fb- 6-8 10-6 13-11 17-9 18-2 21-7 22-9 6-7 10-4 13-8 17-5 17-11 21-3 22-5 1.75E 1730Fb- 5-9 9-1 11-11 15-3 15-8 18-7 19-7 5-8 8-11 11-9 15-0 15-5 18-3 19-3 1.35E 19 2 2360Fb- 6-0 9-6 12-6 16-0 16-5 19-5 20-6 5-11 9-4 12-4 15-9 16-2 19-2 20-2 1.55E 2500Fb 6-3 9-11 13-1 16-8 17-1 20-3 21-5 6-2 9-9 12-10 16-5 16-10 19-11 21-1 1.75E 1730Fb 5-4 8-5 11-1 14-1 14-6 17-2 18-2 5-3 8-3 10-10 13-11 14-3 16-11 17-10 1.35E 24 2360Fb- 5-7 8-9 11-7 14-10 15-2 18-0 19-0 5-6 8-8 11-5 14-7 14-11 17-9 18-8 1.55E 2500Fb 5-10 9-2 12-1 15-5 15-10 18-9 19-10 5-9 9-0 11-11 15-2 15-7 18-6 19-6 1.75E For SI: 1 inch=25.4 mm, 1 foot=304.8 mm, 1 pound per square foot(psf)=0.0479 kPa. 1The tabulated rafter spans assume that ceiling joists are located at the bottom of the attic space or that some other method of resisting the outward push of the rafters on the bearing walls,such as rafter ties, is provided at that location.When ceiling joists or rafter ties are located higher in the attic space,the rafter spans shall be multiplied by the factors given below: Hc/HR Rafter Span Adjustment Factor 1/3 0.67 1/4 0.76 1/5 0.83 1/6 0.90 1/7.5 or less 1.00 where: He=Height of ceiling joists or rafter ties measured vertically above the top of the rafter support walls. HR=Height of roof ridge measured vertically above the top of the rafter support walls. 2Rafter sizes are given in nominal lumber dimensions except the 11/2 x 91/2 and 11/2 x 112/8 rafter sizes are standard LP®LSL dimensions. Joint Evaluation Report ESR-2403 I Most Widely Accepted and Trusted Page 14 of 17 TABLE 6—RAFTER SPANS FOR LP®SolidStart®LSL1'2(continued) GROUND SNOW LOAD=70 psf(Co=1.15) CEILING NOT ATTACHED TO RAFTERS,L/A=180 RAFTER DEAD LOAD=10 psf DEAD LOAD=20 psf SPACING GRADE 2x4 2x6 2x8 2x10 1/2x9'/2 2x12 1'12x11'/8 2x4 2x6 2x8 2x10 1'/2x9'/2 2x12 1'/2x11'/8 (inches) Maximum Rafter Spans'(feet—inches) 1730Fb 6-8 10-5 13-9 17-7 18-1 21-5 22-7 6-8 10-5 13-9 17-7 18-1 21-5 22-7 1.35E 12 2360Fb- 7-0 10-11 14-5 18-5 18-11 22-5 23-8 7-0 10-11 14-5 18-5 18-11 22-5 23-8 1.55E 2500Fb- 7-3 11-5 15-1 19-3 19-9 23-5 24-8 7-3 11-5 15-1 19-3 19-9 23-5 24-8 1.75E 1730Fb- 6-0 9-6 12-6 15-11 16-5 19-5 20-6 6-0 9-6 12-6 15-11 16-3 19-1 20-1 1.35E 16 2360Fb- 6-4 9-11 13-1 16-9 17-2 20-4 21-6 6-4 9-11 13-1 16-9 17-2 20-4 21-6 1.55E 2500Fb- 6-7 10-4 13-8 17-5 17-11 21-3 22-5 6-7 10-4 13-8 17-5 17-11 21-3 22-5 1.75E 1730Fb 5-8 8-11 11-9 15-0 15-5 18-3 19-3 5-8 8-11 11-6 14-6 14-10 17-5 18-4 1.35E 19 2 2360Fb- 5-11 9-4 12-4 15-9 16-2 19-2 20-2 5-11 9-4 12-4 15-9 16-2 19-2 20-2 1.55E 2500Fb 6-2 9-9 12-10 16-5 16-10 19-11 21-1 6-2 9-9 12-10 16-5 16-10 19-11 21-1 1.75E 1730Fb- 5-3 8-3 10-10 13-9 14-1 16-6 17-5 5-2 7-11 10-4 13-0 13-4 15-7 16-5 1.35E 24 2360Fb- 5-6 8-8 11-5 14-7 14-11 17-9 18-8 5-6 8-8 11-5 14-7 14-11 17-9 18-8 1.55E 2500Fb 5-9 9-0 11-11 15-2 15-7 18-6 19-6 5-9 9-0 11-11 15-2 15-7 18-6 19-6 1.75E CEILING ATTACHED TO RAFTERS,L/A=240 RAFTER DEAD LOAD=10 psf DEAD LOAD=20 psf SPACING GRADE 2x4 2x6 2x8 2x10 1'12x9'/2 2x12 1'/2x11'/8 2x4 2x6 2x8 2x10 1'/2x9'/2 2x12 1'/2x11'/8 (inches) Maximum Rafter Spans'(feet—inches) 1730Fb- 6-0 9-6 12-6 15-11 16-5 19-5 20-6 6-0 9-6 12-6 15-11 16-5 19-5 20-6 1.35E 12 2360Fb- 6-4 9-11 13-1 16-9 17-2 20-4 21-6 6-4 9-11 13-1 16-9 17-2 20-4 21-6 1.55E 2500Fb 6-7 10-4 13-8 17-5 17-11 21-3 22-5 6-7 10-4 13-8 17-5 17-11 21-3 22-5 1.75E 1730Fb 5-5 8-7 11-4 14-5 14-10 17-7 18-7 5-5 8-7 11-4 14-5 14-10 17-7 18-7 1.35E 16 2360Fb- 5-9 9-0 11-10 15-2 15-7 18-5 19-6 5-9 9-0 11-10 15-2 15-7 18-5 19-6 1.55E 2500Fb 6-0 9-5 12-5 15-10 16-3 19-3 20-4 6-0 9-5 12-5 15-10 16-3 19-3 20-4 1.75E 1730Fb 5-1 8-1 10-8 13-7 13-11 16-6 17-5 5-1 8-1 10-8 13-7 13-11 16-6 17-5 1.35E 19 2 2360Fb- 5-4 8-5 11-2 14-3 14-7 17-4 18-3 5-4 8-5 11-2 14-3 14-7 17-4 18-3 1.55E 2500Fb- 5-7 8-10 11-8 14-10 15-3 18-1 19-1 5-7 8-10 11-8 14-10 15-3 18-1 19-1 1.75E 1730Fb 4-9 7-6 9-10 12-7 12-11 15-4 16-2 4-9 7-6 9-10 12-7 12-11 15-4 16-2 1.35E 24 2360Fb- 5-0 7-10 10-4 13-2 13-6 16-1 16-11 5-0 7-10 10-4 13-2 13-6 16-1 16-11 1.55E 2500Fb- 5-2 8-2 10-9 13-9 14-1 16-9 17-8 5-2 8-2 10-9 13-9 14-1 16-9 17-8 1.75E For SI: 1 inch=25.4 mm, 1 foot=304.8 mm, 1 pound per square foot(psf)=0.0479 kPa. 1The tabulated rafter spans assume that ceiling joists are located at the bottom of the attic space or that some other method of resisting the outward push of the rafters on the bearing walls,such as rafter ties, is provided at that location.When ceiling joists or rafter ties are located higher in the attic space,the rafter spans shall be multiplied by the factors given below: HC/HR Rafter Span Adjustment Factor 1/3 0.67 1/4 0.76 1/5 0.83 1/6 0.90 1/7.5 or less 1.00 where: H0=Height of ceiling joists or rafter ties measured vertically above the top of the rafter support walls. HR=Height of roof ridge measured vertically above the top of the rafter support walls. 'Rafter sizes are given in nominal lumber dimensions except the 11/2 x 91/2 and 11/2 x 117/8 rafter sizes are standard LP®LSL dimensions. Joint Evaluation Report ESR-2403 j Most Widely Accepted and Trusted Page 15 of 17 DISCLAIMER APA Product Report® is a trademark of APA — The Engineered Wood Association, Tacoma, Washington. ICC-ES Evaluation Report is a trademark of ICC Evaluation Service, LLC (ICC-ES). The information contained herein is based on the product evaluation in accordance with the references noted in this report. Neither ICC-ES, nor APA or its members make any warranty, expressed or implied, or assume any legal liability or responsibility for the use, application of, and/or reference to opinions, findings, conclusions, or recommendations included in this report. The joint ICC-ES/APA 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. Consult the local jurisdiction or design professional to assure compliance with code, construction, and performance requirements. Because neither APA, nor ICC-ES, has any control over quality of workmanship or the conditions under which engineered wood products are used, it cannot accept responsibility for product performance or designs as actually constructed. ESI EVccALUATION SERVICE L!� Most Widely Accepted and Trusted ICC-ES Evaluation Report ESR-2403 LABC and LARC Supplement Reissued February 2019 This report is subject to renewal February 2021. www.icc-es.orq I (800) 423-6587 I (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 17 13—Laminated Veneer Lumber Section: 06 17 25—Laminated Strand Lumber REPORT HOLDER: LOUISIANA–PACIFIC CORPORATION EVALUATION SUBJECT: LP®SOLIDSTART®LAMINATED STRAND LUMBER(LSL), LP®SOLIDGUARD®LAMINATED STRAND LUMBER(LSL) AND LP®SOLIDSTART®LAMINATED VENEER LUMBER(LVL) 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that LP® SolidStart® Laminated Strand Lumber (LSL) and Laminated Veneer Lumber (LVL), and LP® SolidGuard® Laminated Strand Lumber (LSL), described in ICC-ES master evaluation report ESR-2403, have also been evaluated for compliance with the codes noted below as adopted by the Los Angeles Department of Building and Safety(LADBS). Applicable code editions: • 2017 City of Los Angeles Building Code(LABC) • 2017 City of Los Angeles Residential Code(LARC) 2.0 CONCLUSIONS The LP®SolidStart®Laminated Strand Lumber(LSL)and Laminated Veneer Lumber(LVL), and LP®SolidGuard®Laminated Strand Lumber(LSL)described in Sections 2.0 through 7.0 of the master evaluation report ESR-2403, comply with the LABC Chapter 23, and the LARC, and are subjected to the conditions of use described in this supplement. 3.0 CONDITIONS OF USE The LP® SolidStart® Laminated Strand Lumber (LSL) and Laminated Veneer Lumber (LVL), LP® SolidGuard® Laminated Strand Lumber(LSL)described in this evaluation report supplement must comply with all of the following conditions: • All applicable sections in the master evaluation report ESR-2403. • The design, installation, conditions of use and identification are in accordance with the 2015 International Building Code® (IBC)provisions noted in the master evaluation report ESR-2403. • The design, installation and inspection are in accordance with additional requirements of LABC Chapters 16 and 17, as applicable. This supplement expires concurrently with the master report, reissued February 2019. 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. ix:Iuw.noaa: Copyright©2019 ICC Evaluation Service,LLC. All rights reserved. Page 16 of 17 ICC ES EVALUATION SERVICE Most Widely Accepted and Trusted ICC-ES Evaluation Report ESR-2403 FBC Supplement Reissued February 2019 This report is subject to renewal February 2021. www.icc-es.orq I (800) 423-6587 I (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS,AND COMPOSITES Section: 06 17 13—Laminated Veneer Lumber Section: 06 17 25—Laminated Strand Lumber REPORT HOLDER: LOUISIANA-PACIFIC CORPORATION EVALUATION SUBJECT: LP®SOLIDSTART®LAMINATED STRAND LUMBER(LSL), LP®SOLIDGUARD®LAMINATED STRAND LUMBER(LSL) AND LP®SOLIDSTART®LAMINATED VENEER LUMBER(LVL) 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that LP® SolidStart® laminated strand lumber (LSL), LP® SolidGuard® Laminated Strand Lumber (LSL) and LP® SolidStart® laminated veneer lumber (LVL), recognized in ICC-ES master report ESR-2403, have also been evaluated for compliance with the codes noted below. Applicable code editions: •2017 Florida Building Code—Building •2017 Florida Building Code—Residential 2.0 CONCLUSIONS The LP®SolidStart®LSL and LVL and LP®SolidGuard®LSL, described in Sections 2.0 through 7.0 of the master evaluation report ESR-2403, comply with the Florida Building Code—Building and the Florida Building Code—Residential, provided the design and installation are in accordance with the 2015 International Building Code® provisions noted in the master report. However, Table 6 of the master report is not applicable. Use of the LP® SolidStart® LSL and LVL for compliance with the High-Velocity Hurricane Zone provisions of the Florida Building Code—Building and the Florida Building Code—Residential has not been evaluated and is outside the scope of this evaluation report. For products falling under Florida Rule 9N-3, verification that the report holder's quality-assurance program is audited by a quality-assurance entity approved by the Florida Building Commission for the type of inspections being conducted is the responsibility of an approved validation entity (or the code official, when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued February 2019. 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 .a to any finding or other matter in this report,or as to any product covered by the report. °xcommde Copyright©2019 ICC Evaluation Service,LLC.All rights reserved. Page 17 of 17 Site Address: 7890 SW Hunziker BLD #6 .1111 Building Division T l G A R D Deferred Submittal Transmittal Letter TO: 777)?/l DATE RECEIVED: DEPT: BUILDING DIVISION FROM: D `f,rzlc,r+ r -% �,�e rrvvtiY COMPANY: DR,6 PHONE: (505) -?Li 81 (Mel-0 RE: 7890 SW HunziKer BUP2018-00096 (Site Address) (Permit/Case Number) The Fields Apartments Item# 2 (Project name or subdivision name and lot number) Valuation of Deferred Submittal: $ ;",( a; ATTACHED IS THE FOLLOWING DEFERRED SUBMITTAL ITEM: Copies: Description: Composit wooden floor,joists_ __..__..__.-.__...._._.__.._....._.._..._...._. Remarks: NOTE:Documents for deferred submittal items shall be submitted to the registered design professional in responsible charge who shall review them and forward them to the building official with a notation indicating that the deferred submittal documents have been reviewed and been found to be in general conformance to the design of the building.The deferred submittal items shall not be installed until the design and submittal documents have been approved by the building official. Oregon Structural Specialty Code Section 106.3.4.2 FOR OFFICE USE ONLY Routed to Permit Technician: Date: � �� ) � Initials: Fees Due: )&9-`'`I ❑ No Fee Description: Amount Due: Deferred Submittal Fee: $ Additional fee based on valuation: $ Other: $ �� Total Fees Due: $ /S.0 . 6 a Special Instructions: Reprint Permit (per PE): ❑ Yes I ® No ❑ Done Applicant Notified: Date: ��j� Initials: The fee for processing and evi�bferred plan submittal shalll be an amount equal to 65%oft uilding based on the valuation of the particular portion or portions of the project with a minimum$200.00 fee.This fee is in addition to the project plan review fee based on the total project value. I:Building\Forms\TransmittalLetter-DefrdSubmtl.doc 04/04/07