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HomeMy WebLinkAbout2007 supp to 2006 IRCINTERNATIONAL CODE COUNCIL" EXCERPT FROM THE 2007 SUPPLEMENT INTERNATIONAL RESIDENTIAL CODE This document is posted for use in developing code changes for the 2007/2008 Code Development Cycle. Code changes are due August 20, 2007. Copyrigheet0 Q 2 wiz CC {ALL RIGHTS RESERVED); Oicermed to Neil Erickson pursuant on License A{yreernoemm with ICC No further rep rrn ucDlnrsa authorized or diatellouli ovr eulhonzet, ANY L NAUTTHROsZED3 REPRODUCTOON OR. DOSTIRIBUrTIION OS A VIOLATION OF THE FEDERAL. COPYRIGHT ACT AND THE LVCIENSE AGREIEMIENT AND SUBJECT TO CML AND CR WAV. PE$'J'ALTIES'THEREUNDER First Printing Publication Date: July 2007 Copyright © 2007 by International Code Council, Inc. ALL RIGHTS RESERVED. This excerpt from the 2007 Supplement to the International Codes is a copyrighted work owned by the International Code Council, Inc. Without advance written permission from the copyright owner, no part of this book may be reproduced, distributed, or transmitted in any form or by any means, including, without limitations, electronic, optical or mechanical means (by way of example and not limitation, photocopying, or recording by or in an information storage retrieval system). For information on permission to copy material exceeding fair use, please contact: Publications, 4051 West Flossmoor Road, Country Club Hills, IL 60478-5795 [Phone: (800) ICC - SAFE (422-7233]. Trademarks: international Code Council," the "International Code Council" logo are trademarks of the International Code Council, Inc. PRINTED IN THE U.S.A Copyrighted 0 2007 BCC (ALL RIGHTS RE,SIC IRVE:IC'yo VBcarmart:Mm'aa Neill Erickson pursuant Unarm. Arruartrum✓ rn wan ICC V AIWy A,OO•AAuTHIROV2:IE:Ii:: Ifl IE PlRa D UC TIIiON OR P.' 911 sTRIIP1LrrooIN IS fir Ae'v84° LA'TODIN OF 'THE FEDERAL C9TIPttEI1VQ::RII-XT ACT Al tluwa..inceir II'alTmtu p aroma aiwarroalmaasi mr Wasteawa authorized TII IIID G CEI NISI[ A6IIVIEIEr,MI EN•T: AND:SUBJECT TO CAVIL AND CIRIMO1NAll... PIf:::INIALTOIE YMEIRIEU1ND 1 PREFACE This document includes excerpts from the 2007 Supplement to the 2006 edition of the international Residential Code®. It contains changes submitted in the 2006/2007 Code Development Cycle which were approved by the membership of the International Code Council. The excerpts from this supplement are organized by code and include all approved changes. Each section is identified, followed by the applicable code change number and the revised/added/deleted text. Editorial revisions approved by the ICC Code Correlation Committee are indicated by "CCC". Copyrighted rID 2007 OCC ALL RIGHTS RESERVED); licensed to Neil Erncksoro pursuant to License Agreement with CCC No Punnet rmactions aulhonzed me dlstnbutian autnolized. ANY UNAULHROIZl_D REPRODUCTION OR DISTRIBUTION OS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND TOTE LICENSE AGREEMENT, AND SUBJECT TO C VIIL AND CR M NAL PENALTIES THEREUNDER. Copyr6/rted C 2i7 IICC ALLRIIGIISTS IRESERVEDL Secensed lo Erickson pursuers to Uoistsso Agroarroors sfSh 7100. No Isorthos reproduction's author/zed or thssrsourtuon 811,09filZ04 ANY LIINAUTIHIPOLZED REPIRODUCTION OR IS A VIOLATION OF THE IIDEAL COPYIIRIIGIrr ACT AND 111,116 LICIENSE AGREIEMIENT : AllS11:11 5U1" TO CIVIL AND CIPVIIIMNAIL PENALTIES THIEREUNDER 2007 SUPPLEMENT TO THE IRC CHAPTER 6 WALL CONSTRUCTION Table R602.3(1) Change table and footnote h to read as shown: ( RB170-06/07; S72-06/07 Part 11, S75-06/07 Part 11) DESCRIPTION OF BUILDING MATERIALS Wood structural panels, 3/8" - 1/2 1/2" structural cellulosic fiberboard sheathing 25/32" structural cellulosic fiberboard sheathing 1/2" gypsum sheathingd 5/8" gypsum sheathing° For SI: 1 inch = 25.4 mm TABLE R602.3(1) FASTENER SCHEDULE STRUCTURAL MEMBERS DESCRIPTION OF FASTENER'." SPACING OF FASTENERS Edges (Inches) 'Intermediate supports'u (inches) subfloor, roof and wall sheathing to framing, and particleboard wall sheathing to framing 6d common (2 x 0.113—) nail (subfloor wall) 8d common (21/2 x 0.131 ) nail (roof) Other wall sheathing" 1 1/2" galvanized roofing nail, 7/16" crown or 1" crown staple 16 ga., 1 1/4" long 1 3/4" galvanized roofing nail, 7/16" crown or 1" crown staple 16 ga., 1 1/2" long 1W galvanized roofing nail; staple galvanized, 1 W long; 1 %" screws, Type W or S 1 3/4" galvanized roofing nail; staple galvanized, 1 5/8" long; 1 5/8" screws, Type W or S 6 3 3 4 4 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s; lksi = 6.895 MPa. 12° 6 6 8 8 h. Gypsum sheathing shall conform to ASTM C 1396 and shall be installed in accordance with GA 253. Fiberboard sheathing shall conform to ASTM C 208. (Portions of table and footnotes not shown remain unchanged) Table R6023(3) Change table to read as shown: (S72-06/07 Part 11) TABLE R602.3(3) WOOD STRUCTURAL PANEL WALL SHEATHING Panel Span Rating 16/0, 20/0, or wall — 16 o.c. 24/0, 24/16, 32/16 or wall — 24 o.c. Panel Nominal Thickness (inch) 3/8 3/8, 7/10, 15/32, 1/2 For SI: 1 inch = 25.4 mm. a. Blocking of horizontal joints shall not be required. b. Plywood sheathing 3/8 -inch thick or less shall be applied with long dimension across studs. c. Three-ply plywood panels shall be applied with long dimension across studs. Maximum Stud Spacing (inches) Stud 16 24 Siding nailed to:. Sheathing 16b 24` Section R602.6.1 Change to read as shown: (R8172-06/07) R602.6.1 Drilling and notching of top plate. When piping or ductwork is placed in or partly in an exterior wall or interior load-bearing wall, necessitating cutting, drilling or notching of the top plate by more than 50 percent of its width, a galvanized metal tie of not less than 0.054 inch thick (1.37 mm) (16 ga) and 1 1/2 inches (38 mm) wide shall be fastened across and to the plate at each side of the opening with not less than eight 10d (0.148 inch diameter) nails having a minimum length of 1 1/2 inches (38 mm) nails at each side or equivalent. The metal tie must extend a minimum of 6 inches past the opening. See Figure R602.6.1. Exception: When the entire side of the wall with the notch or cut is covered by wood structural panel sheathing. IRC -37 Copyrighted 0 27 ICC (ALL RIGHTS RESERVED) licensed to Nell Erickson pursuant Us License Agreement with ICC No funher reproductiord authorized or distnbution authorized. ANY UNAUTHROIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE F EDERAL COPYRIGHT ACT AND THE LICENSEE AGREEMENT. AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER 2007 SUPPLEMENT TO THE IRC Section R602.8 Change to read as shown: (RB176-06/07) R602.8 Fireblocking required. Fireblocking shall be provided to cut off all concealed draft openings (both vertical and horizontal) and to form an effective fire barrier between stories, and between a top story and the roof space. Fireblocking shall be provided in wood -frame construction in the following locations. 1. In concealed spaces of stud walls and partitions, including furred spaces and parallel rows of studs or staggered studs; as follows: 1.1. Vertically at the ceiling and floor levels. 1.2. Horizontally at intervals not exceeding 10 feet(3048 mm). 2. At all interconnections between concealed vertical and horizontal spaces such as occur at soffits, drop ceilings and cove ceilings. 3. In concealed spaces between stair stringers at the top and bottom of the run. Enclosed spaces under stairs shall comply with Section R311,2.2. 4. At openings around vents, pipes, ducts, cables and wires at ceiling and floor level, with an approved material to resist the free passage of flame and products of combustion. The material filling this annular space shall not be required to meet the ASTM E 136 requirements. 5. For the fireblocking of chimneys and fireplaces, see SectionR1003.19. 6. Fireblocking of cornices of a two-family dwelling is required at the line of dwelling unit separation. Sections R602.8.1 Change to read as shown: (FS146-06/07 Part 11) R602.8.1 Fireblocking materials. Except as provided in Section R602.8, Item 4, fireblocking shall consist of the following materials: 1. 2 -inch (51 mm) nominal lumber, 2. Two thicknesses of 1 -inch (25.4 mm) nominal lumber with broken lap joints. 3. One thickness of 23/32 -inch (18.3 mm) wood structural panels with joints backed by 23/32 -inch (18.3 mm) wood structural panels. 4. One thickness of 3/4 -inch (19.1 mm) particleboard with joints backed by 3/4 -inch (19.1 mm) particleboard. 5. 1/2 -inch (12.7 mm) gypsum board. 6. 1/4 -inch (6.4 mm) cement -based millboard. 7. Batts or blankets of mineral wool or glass fiber or other approved materials installed in such a manner as to be securely retained in place. Section R602.8.1.1 Add new section to read as shown: (FS146-06/07 Part11) R602.8.1.1 Batts or blankets of mineral or glass fiber. Batts or blankets of mineral or glass fiber or other approved nonrigid materials shall be pe itted for compliance with the 10 -foot (3048 mm) horizontal fireblocking in walls constructed using parallel rows of studs or staggered studs. (Renumber subsequent sections) Section R602.8.1.3 Add new section to read as shown: (FS146-06/07 Part 11) R602.8.1.3 Loose -fill insulation material. Loose -fill insulation material shall not be used as a fireblock unless specifically tested in the form and manner intended for use to demonstrate its ability to remain in place and to retard the spread of fire and hot gases. (Renumber subsequent sections) Sections R602.10, R602.11; Change to read as shown: (R13179-06/07, RB181-06/07, RB187-06/07, RB196- 06/07, R13197-06/07, R8199-06/07, RB200-06/07, RB201-06/07, RB205-06/07, RB207 06/07, RB209-06/07, RB211-06/07, RB213-06/07, RB214-06/07, RB217-06/07, RB220-06/07, RB223-06/07, RB225-06/07, R13227- 06/07, RB231-06/07, RB236-06/07, S72-06/07 Part11, S90-06/07 Part 11) (NOTE: The content of Sections 8602.10 and R602.11 has been completely revised and reorganized. The text, tables and figures shown in this supplement replace the 2006 code text in its entirety.) R602.10 Wall bracing. All exterior walls shall be braced in accordance with this section. In addition, interior braced wall lines shall be provided in accordance with Section R602.10.1. Where a building, or portion thereof, does not comply with one or more of the bracing requirements in this section, those portions shall be designed and constructed in accordance with accepted engineering practice. IRC -38 Copyrigrned O 2007 ICC (ALL RIGHTS RESERVED), licensed to Neil Erickson pursuant to License Agreement wan '),CC No further reuctions euthonzed or distribution autnanzed ANY UNAUTHROIZED REPRODUCTION OR DISTRIBUTION ISA VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LCENSE AGREEMENT. AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER 2007 SUPPLEMENT TO THE IRC Exception: Detached one -and two-family dwellings located in Seismic Design Category C are exempt from the seismic bracing requirements of this section. Wind speed provisions for bracing shall be applicable to detached one- and two-family dwellings. R602.10.1 Braced wall lines. Braced wall lines, both interior and exterior, shall be provided with braced wall panels in the percentage and location specified in this section. Braced wall panels shall be in accordance with one of the bracing methods specified in Section R602.10.2, the alternate braced wall method of Section R602.10.3.2, or the continuous structural panel sheathing method of Section R602.10.4. Bracing method shall be permitted to vary as follows: 1. Variation in bracing method from story to story is permitted. 2. Variation in bracing method from braced wall line to braced wall line within a story is permitted, except that continuous structural panel sheathing shall conform to the additional requirements of Section R602.10.4. 3. In Seismic Design Categories A and B, and detached dwellings in Seismic Design Category C, variation in bracing method within a braced wall line is permitted. The required sheathing percentage for the braced wall line with mixed sheathing types shall have the higher bracing percentage, in accordance with Table R602.10.1(1), of all types of bracing used. Wall lines using continuous wood structural panel sheathing shall conform to the additional requirements of Section R602.10.4. R602.10.1.1 Percentage of bracing. The percentage of bracing along each braced wall line shall be in accordance with Table R602.10.1(1) and shall be the greater of that required by the Seismic Design Category or the design wind speed. Adjustments to the percent of braced wall specified in Table R602.10.1(1) shall be as specified in Table R602.10.1(2) Section R602.10.1.2 Add new section to read as shown: (RB187-06/07) R602.10.1.2 Angled corners. At comers, braced wall lines shall be permitted to angle out of plane up to 45 degrees with a maximum diagonal length of 8 feet (2438 mm). When determining the percentage of bracing, the length of each braced wall line shall be determined as shown in Figure R602.10.1.2. The placement of bracing for the braced wall lines shall begin at the point where the braced wall line, which contains the angled wall adjoins the adjacent braced wall line (Point A as shown in Figure R602.10.1.2). Where an angled corner is constructed at an angle equal to 45 degrees and the diagonal length is no more than 8 feet (2438 mm) in length, the angled wall may be considered as part of either of the adjoining braced wall lines, but not both. Where the diagonal length is greater than 8 feet (2438 mm), it shall be considered its own braced wall line and be braced in accordance with Section R602.10.1 and methods in Section R602.10.2. Copyrighted C 2007!CC !ALL R-GHTS RESERVEDp. licensor! to Neil En ANY UNAUTHROIZEr.V REPRODUCTION OR DISTRIBUTION tS A VII( braced wall line 1; use this length when calculating the amount of bracing FIGURE R602.10.1.2 ANGLED CORNERS OIRC-33 son pueuant to License Agreement with ICC Na further reproductions authorized or distribution authorized. CION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT: AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER 2007 SUPPLEMENT TO THE IRC SEISMIC DESIGN CATEGORY (SDC) OR WIND SPEED STORIES ABOVE BRACED WALL LINEd TABLE R602.10.1(1)''b' WALL BRACING PERCENTAGE OF FULL - HEIGHT BRACING PER WALL LINE METHOD OF BRACING PERMITTED For Method 3 Bracing For other methods permitted MAXIMUM SPACING BE EEN BRACED WALL LINES (FT) SDC A and B S, 0.35g and Sd, 0.33g), 100 mph Methods 1-8 16% 2 ethods 1-8 Methods 2-8 25% 25% 35% SDC C (S, 0.6g and Sds 0.53g), < 110mph 2 Methods 2-8 45% 60% 35 (See Section R602.10.1.4 for exceptions) SDC Da & Di (S, 1.25g and Sds 0.83g), < 110mh SDC D2, < 110mph Cripple wall Method 3 0 Methods 2-8 20% 0% Methods 2 - 45° 60% 2 0 1 Methods 2-8 60% 85% Methods 2-8 25% 40% O 75% Methods 2 - 25 (See Section R602.10,1,4.1 for exceptions) a, Wall bracing percentages are based on a soil site class "D." Interpolation of bracing percentage between the Sds values associated with the Seismic Design Categories shall be permitted when a site-specific Sds value is determined in accordance with Section 1613.5 of the International Building Code. b. Foundation cripple wall panels shall be braced in accordance with Section R602.10.8. c. Methods of bracing shall be as described in Section R602.10.2, The alternate braced wall panels described in Section R602.10.3.2 shall also be pe itted d. Stories above braced wall line, 0 = one story or top of two or three story. 1 = first story of two story or second story of three story. 2 = first story of three story. tory or top of two- or th=-story 1 = first story of -story or sJcond story of first story of thr -story e. Method 1 bracing exempt from percentage bracing requirement. URC 0 �yrtdgan ed 0 doe/ ICC (A!LL'GlACHITS RESIEIRVIED,p UBcerosesd 9e Net' EnU4esen ,ou srjent to License Alilh OCC No further er Ire.urozuji tiers eitelf ortze d or cfittrIbuthortn awe8Vo9rVz.ee A UNUAU„rniIIRhC'IrzILIC INIL1'P0UuucTN IN (SIR DIISTflhout bOINV IIS A VNCLA'TIOCNN 01- "D-1'; FEDERAL CO N"II UHT ACT AND THE LIVCCINSL AGREEMENT AND SUBJECT 'TO AIPID (1IOMONAL IPEIrRA'L1rIOES TU•ICNRLR,lNQDLU 2007 SUPPLEMENT TO THE [RC TABLE R602.10.1(2) ADJUSTMENT FACTORS TO THE PERCENTAGE OF REQUIRED WALL BRACING ADJUSTMENT BASED ON: MULTIPLY PERCENTAGE - OF BRACING PER WALL LINE BY: 1,0 e e, Story height'" (Section 301.3) Braced wall Ione spacing in SDC A••C•d all dead load' 10 ft >1 12 ft , 35 ft >35 50 ft >815 1,2 1.0 APPLIES TO: 1.0 Roof/ceiling dead load for wall supporting b,�: oof only or roof plus one to ,y oof only oof lus one sto 6 psf 0.85 1.0 All bracing methods - R602.10.2 > 15 psf 25 psf > 15 sf 25 .sf ails with stone or masonry veneer in SDC C- D2 Cripple walls ee Section R703.7, Exception 1-4 See Section R 602.10,8 a. The total percentage of bracing required for a given wall line is the product of all applicable adjustment factors. b. Linear interpolation shall be permitted... c. Bracing required for a site's wind speed shall not be adjusted for dead load. d. Braced wall line spacing in excess of 35 -ft shall be in accordance with R602.10.1.4. e. The adjusted percentage of bracing shall not be Tess than that required for the site's wind speed. R602.10.1.3 Braced wall panel location. Braced wall panels shall be located in accordance with Table R602,10.1(1) and Figure R602.10e1 3(1) Braced wall panels shall be located at least every 25 feet on center and shall begin no more than 12.5 feet (3810 mm) from each end of a braced wall line in accordance with Figure R602.10.1,3(2), Braced wall panels may be offset out -of -plane up to 4 feet (1219 mm) provided that the total out - to -out offset in any braced wall line is not more than 8 feet (2438 mm) in accordance with Figure R602,10,1.3(3), R602.10.1.3.1 Braced wall panel location in Seismic Design Categories Do, Di and D2. Exterior braced wall lines shall have a braced wall panel located at each end of the braced wall line. Exception: For braced wall panel construction Method 3 of Section R602.10.2, the braced wall panel shall be permitted to begin no more than 8 feet (2438 mm) from each end of the braced wall line provided one of the following is satisfied in accordance with Figure R602,10.1.3.1:. 1. A minimum 24 -inch -wide (610 mm) panel is applied to each side of the building comer and the two 24 - inch -wide (610 mm) panels at the comer shall be attached to framing in accordance with Figure R602,10,4.3(1), or 2. The end of each braced wall panel closest to the corner shall have a tie -down device fastened to the stud at the edge of the braced wall panel closest to the corner and to the foundation or framing below. The tie -down device shall be capable of providing an uplift allowable design value of at least 1,800 pounds (8 kN), The tie -down device shall be installed in accordance with the manufacturer's recommendations.. IRC -41 Copyrighted 02007 ICC (ALL RIGHTS RESERVED). licensed to Neil Erickson pursuant to License Agreement with ICC. No further ar,rka `ons authorized or distribution authorized ANY UNAUTHROIZED REPRODUCTION OR DISTRIBUTION ISA VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER 2007 SUPPLEMENT TO THE IRC 4 -fool °Him, roO Rom Wal hurting nut OmPen Om dart,. FIGURE R602.10.1.3 (1) BRACED WALL PANELS AND BRACED WALL LINES Up to 12.5' Braced wall panel Eir FIGURE R602.10.1.3(2) PERMITTED BRACED WALL PANEL DISTANCES FROM ENDS OF A BRACED WALL LINE (SDC A, B and C) B ls,f tow out•in•oul affint (4 foot ouch way) In Inunod wuU Mien OfInni In disconiinuous broceri wall Um FIGURE R602.10.1.3(3) OFFSETS PERMITTED FOR BRACED WALL LINES &Dead vo2II ins if:LT.0E011E1d 2007 IOC Ai IROOKLS RESERVED), tioonared Nell Erickson pursuant to Ilitoonse Aigreortionk with IX turther reprinducittoolt hulhonzion or ditinbubon Whionized ANY UN/'ali-W(0HD RE,11::'11301DUC790114 DISTRIIIKCII: 90N Il A VIOLATIoN O THE FEDEFitikt. COPYRIIGIIiia AC:7 AND 711..11E 11...CIENV.i: ACRE ISMEINT, AND :SUBJECT TO cvv AND CRIIIMMAt. PENALTOES TillERELONDEIR 2007 SUPPLEMENT TO THE IRC Upto8' Method 3 bracing only 111111111111111M1J111111111„1111111111111111111111111111 J'1111111111111111111.111111111, 1800 Ibf tie -down device Up to 8' Method 3 bracing only 24' 24°` This 24' wide segment does not count as bracing unless continuously sheathed, per R602.10.4. FIGURE R602.10.1.3.1 BRACED WALL PANELS AT BRACED WALL -LINE ENDS IN SEISMIC DESIGN CATEGORIES Do, Di AND D2 R602.10.1.4 Braced wall line spacing. Spacing of braced wall lines shall not exceed 35 feet (10 668 mm) on center in both the longitudinal and transverse direction in each story. Exception: Spacing of braced wall lines not exceeding 50 feet (15 240 mm) shall be permitted where: 1. The wall bracing provided equals or exceeds the percentage of bracing required by Table R602.10.1(1) multiplied by a factor equal to the braced wall line spacing divided by 35 feet (10 668 mm), and 2. The length -to -width ratio for the floor/roof diaphragm as measured between braced wall lines does not exceed 3:1. R602.10.1.4.1 Braced wall line spacing for Seismic Design Categories Dei D, and D2. Spacing between braced wall lines in each story shall not exceed 25 feet (7620 mm) on center in both the longitudinal and transverse directions. Exception: In one -and two-story buildings, spacing between two adjacent braced wall lines shall not exceed 35 feet (10 668 mm) on center in order to accommodate one single room not exceeding 900 square feet (84 m ) in each dwelling unit, Spacing between all other braced wall lines shall not exceed 25 feet (7 620 mm) A spacing of 35 feet (10 668 mm) or Tess shall be permitted between braced wall lines where the length of wall bracing required by Table R602,10,1(1) is multiplied by the appropriate adjustment factor from Table R602.10,1,4,1, the length -to -width ratio for the floor/roof diaphragm does not exceed 3;1 and the top plate lap splice face nailing shall be twelve 16d nails on each side of the splice, TABLE R602.10.1.4.1 ADJUSTMENTS OF BRACING PERCENTAGE FOR BRACED WALL LINES GREATER THAN 25 FEET a'e BRACED WALL LINE SPACING (feet) 25 30 35 For SI:I foot = 304.8 mm MULTIPLY BRACING PERCENTAGE 1N TABLE R602.10.1(1) BY: 1,0 1,2 1.4 Notes: a, Linear interpolation is permissible. b. For an interior braced wall, the adjustment for the larger spacing between braced wall lines shall be used. R602.10.2 Braced wall panel construction methods. The construction of braced wall panels shall be in accordance with one of the following methods.. ORC-43 C. rtantetl 0 2 na7 CC (ALL RIGHTS RESERVED); Ricanso Neil (Erickson puusuant to License A r ant with CC No gunner reprurctioru au thonzad or distribution auinu ized, ANY tJNAUJTWIROIZIED REPRODUCTION OR DISTRIBUTION OSA VIOLATION OF THE FEDERAL COPYRIGRT ACT AND THE LICENSEE. AGREEMENT, AND SUBJECT TO CML AND CR,MONAL PENALTIES Tuit.ERI.ELrNDER 2007 SUPPLEMENT TO THE IRC 1. Nominal 1 -inch -by -4 -inch (19.1 mm by 88.9 mm) continuous diagonal braces let in to the top and bottom plates and the intervening studs or approved metal strap devices installed in accordance with the manufacturer's specifications. The let -in bracing shall be placed at an angle not more than 60 degrees (1.06 rad) or Tess than 45 degrees (0.79 rad) from the horizontal. 2, Wood boards of 5/8 -inch (15.9 mm) net minimum thickness applied diagonally on studs spaced a maximum of 24 inches (610 mm). Diagonal boards shall be attached to studs in accordance with Table R602.3(1). 3. Wood structural panel sheathing with a thickness not less than 3/8 inch (9.5 mm) for 16 -inch (406 mm) or 24 -inch (610 mm) stud spacing. Wood Structural panels shall be installed in accordance with Table R602.3(3) and Table R602.3(1), 4, One -half-inch (12.7 mm) or 25/32 -inch (19.8 mm) thick structural fiberboard sheathing applied vertically or horizontally on studs spaced a maximum of 16 inches (406 mm) on center. Structural fiberboard sheathing shall be installed in accordance with Table R602.3(1). 5. Gypsum board with minimum 1h -inch (12.7 mm) thickness placed on studs spaced a maximum of 24 inches (610 mm) on center and fastened at panel edges including top and bottom plates at 7 inches (178 mm) on center with the size nails specified in Table R602.3(1) for sheathing and Table R702.3.5 for interior gypsum board. 6. Particleboard wall sheathing panels installed in accordance with Table R602.3(4) and Table R602.3(1). 7. Portland cement plaster on studs spaced a maximum of 16 inches (406 mm) on center and installed in accordance with Section R703.6. 8. Hardboard panel siding when installed in accordance with Table R703.4. Exception: Alternate braced wall panels constructed in accordance with Sections R602.10.3.2.1 or R602.10.3.2.2 shall be permitted to replace any braced wall panel in any of the above methods of braced wall panels. R602.10.2.1 Braced wall panel interior finish material. Braced wall panels shall have gypsum wall board installed on the side of the wall opposite the bracing material. Gypsum wall board shall be not less than 'h inch (12.7 mm) in thickness and be fastened in accordance with Table R702.3.5 for interior gypsum wall board. Exceptions: 1. Wall panels that are braced in accordance with Method 5. 2. Wall panels that are braced in accordance with Section R602.10.3.2 . 3. When an approved interior finish material with an in -plane shear resistance equivalent to gypsum board is installed. 4. For Methods 2, 3, 4, 6, 7, and 8, gypsum wall board is permitted to be omitted provided the percentage of bracing in Table R602.10.1(1) is multiplied by a factor of 1.5. R602.10.2.2 Adhesive attachment of sheathing in Seismic Design Categories C, Do, D1 and D2. Adhesive attachment of wall sheathing shall not be permitted in Seismic Design Categories C, Da, DI and D2. R602.10.3 Minimum length of braced panels. For Methods 2, 3, 4, 6, 7 and 8 above, each braced wall panel shall be at least 48 inches (1219 mm) in length, covering a minimum of three stud spaces where studs are spaced 16 inches (406 mm) on center and covering a minimum of two stud spaces where studs are spaced 24 inches (610 mm) on center. For Method 5 above, each braced wall panel and shall be at least 96 inches (2438 mm) in length where applied to one face of a braced wall panel and at least 48 inches (1219 mm) where applied to both faces. For Methods 2, 3, 4, 6, 7 and 8, for purposes of computing the percentage of panel bracing required in Table R602.10.1(1), the effective length of the braced wall panel shall be equal to the actual length of the panel. When Method 5 panels are applied to only one face of a braced wall panel, bracing percentages required in Table R602.10.1(1) for Method 5 shall be doubled. Exceptions: 1. Lengths of braced wall panels for continuous wood structural panel sheathing shall be in accordance with Section R602.10.4. 2. Lengths of alternate braced wall panels shall be in accordance with Section R602.10.3.2.1 or Section R602.10.3.2.2. 3. For Methods 2, 3, 4, 6, 7 and 8 in Seismic Design Categories A, B, and C: Panels between 36 inches and 48 inches in length shall be permitted to count towards the required percentage of bracing in Table R602.10.1(1), and the effective contribution shall comply with Table R602.10.3. IRC -44 Copynghted it 2007 ICC (ALL RIGHTS RESERVED), licensed to Neil Erickson pursuant to License Agreement wim ICC No further reproductions authorized or dennbution authonzed ANY UNAUTHROIZED REPRODUCTION OR DISTRIBUTION ISA VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER 2007 SUPPLEMENT TO THE IRC TABLE R602.10.3 EFFECTIVE LENGTHS FOR BRACE WALL PANELS LESS THAN 48 INCHES IN ACTUAL LENGTH BRACE METHODS 2 3 4, 6, 7 AND 8° Effective Len • th of Braced Walt Panel (inches) Actual Length of Braced WaII Panes) 48 42 __ 36 For SI: 1 inch = 25.4mm Interpolation shall be permitted. 8 -foot Wall He' • ht 9 -foot Wall Hei ht 10 -foot Wall Height 48 48 36 NIA N/A NIA R602.10.3.1 Adjustment of length of braced panels. When story height (H), measured in ft, exceeds 10 feet (3048 mm),in accordance with Section R301.3, the minimum length of braced wall panels specified in Section R602,10,3 shall be increased by a factor H/10, See Table R602.10 3.1. Interpolation is permitted. SEISMIC DESIGN CATEGORY AND WIND SPEED SDC A, B, C, Dd, D, and D2 Wind speed < 110 mph TABLE R602.10.3.1 MINIMUM LENGTH REQUIREMENTS FOR BRACED WALL PANELS BRACING METHOD 2,3,4,6,7,8 and Method 5 when double sided Method 5, single sided For SI: I inch = 25.4mm, 1 foot = 305 mm 8 ft. 4'-0" 8®-0" HEIGHT OF BRACED WALL PANEL 9 ft. 4'-0" 10 ft. 4'-0" 8'-0" 11 ft. 4,-5" 8'-10" 12 ft. 4'-10" 9'-8" R602.10.3.2 Alternative bracing panels. As an alternate to the bracing methods in Section R602.10.2, wall bracing panels in accordance with Sections R602.10,3.2:1 and R602,10,.3,2.2 shall be permitted. R602.10.3.2.1 Alternate braced wall panels. Alternate braced wall panels constructed in accordance with one of the following provisions shall be permitted to replace each 4 feet (1219 mm) of braced wall panel as required by Section R602.10.3. The maximum height and minimum length and tie -down force of each panel shall be in accordance with Table R602,10,3,2.1: 1 In one-story buildings, each panel shall be sheathed on one face with 318 -inch -minimum -thickness (9.5 mm) wood structural panel sheathing nailed with 8d common or galvanized box nails spaced in accordance with Table R602.3(1) and blocked at all wood structural panel sheathing edges. Two anchor bolts installed in accordance with Figure R403.1(1) shall be provided in each panel. Anchor bolts shall be placed 6 to 12 inches from each end of the plate... Each panel end stud shall have a tie -down device fastened to the foundation, capable of providing an uplift capacity in accordance with Table R602.10.3.2.1. The tie -down device shall be installed in accordance with the manufacturer's recommendations. The panels shall be supported directly on a foundation or on floor framing supported directly on a foundation, which is continuous across the entire length of the braced wall line: This foundation shall be reinforced with not less than one No, 4 bar top and bottom. When the continuous foundation is required to have a depth greater than 12 inches (305 mm), a minimum 12 -inch -by -12 -inch (305 mm by 305 mm) continuous footing or turned down slab edge is permitted at door openings in the braced wall line. This continuous footing or turned down slab edge shall be reinforced with not less than one No.4 bar top and bottom. This reinforcement shall be lapped 15 inches (381 mm) with the reinforcement required in the continuous foundation located directly under the braced wall line, 2. In the first story of two-story buildings, each braced wall panel shall be in accordance with Item 1 above, except that the wood structural panel sheathing edge nailing spacing shall not exceed four inches on center. IRC -45 Copyrighted m 2007 CC (ALL RIGHTS RESERVED); licensed to Neil Erickson pursuant to License Agreement with CC No further reproductions authorized or distribution authonzed. ANY UNAUTHROIZED REPRODUCTION OR DISTRIBUTION ISA VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CR;MINAL PENALTIES THEREUNDER 2007 SUPPLEMENT TO THE IRC TABLE R60210.3.2.1 MINIMUM LENGTH REQUIREMENTS AND T1E-DOWN FORCES FOR ALTERNATE BRACED WALL PANELS SEISMIC DESIGN CATEGORY AND WIND SPEED SDC A, B and C Wind speed < 110 mph SDC Do, 01 and 02 Wind speed < 110 mph Minimum Sheathed Length R602,10.3.2.1, Item 1 Tie - down Force (lbs) R602.10.3.2.1, Item 2 Tie - down Force (lbs) Minimum Sheathed Length R602.10.3.2.1, Item 1 Tie - down Force (lbs) R602.10.3.2.1, Item 2 Tie -down Force (lbs) HEIGHT OF BRACED WALL PANEL 8 ft. 2'-4" 1800 3000 2'-8" 1800 3000 For SI: 1 inch = 25.4 mm, 1 foot = 305 mm, 1 pound = 4.44822 Newtons a. NP = Not Permitted. Maximum height of 10 feet (3,048 mm). 9 ft. 2'-8" 1800 3000 2'-8" 1800 3000 10 ft. 2'-10" 1800 3000 2'-10" 1800 3000 11 ft. 3'-2" 2000 3300 NPa NPa NPa 12 ft. 3'-6" 2200 3600 NPa NPa NPa R602.10.3.2.2 Alternate bracing wall panel adjacent to a door or window opening. Alternate braced wall panels constructed in accordance with one of the following provisions are also permitted to replace each 4 feet (1219 mm) of braced wall panel as required by Section R602.10.3 for use adjacent to a window or door opening with a full-length header: 1. In one-story buildings, each panel shall have a length of not less than 16 inches (406 mm) and a height of not more than 10 feet (3048 mm), Each panel shall be sheathed on one face with a single layer of 3/8 -inch - minimum -thickness (9.5 mm) wood structural panel sheathing nailed with 8d common or galvanized box nails in accordance with Figure R602.10„3,2.2. The wood structural panel sheathing shall extend up over the solid sawn or glued -laminated header and shall be nailed in accordance with Figure R602.10.3.2.2, A built-up header consisting of at least two 2 X 12s and fastened in accordance with Table R602.3(1) shall be permitted to be used. A spacer, if used, shall be placed on the side of the built-up beam opposite the wood structural panel sheathing. The header shall extend between the inside faces of the first full-length outer studs of each panel. The clear span of the header between the inner studs of each panel shall be not less than 6 feet (1829 mm) and not more than 18 feet (5486 mm) in length. A strap with an uplift capacity of not less than 1000 pounds (4448 N) shall fasten the header to the side of the inner studs opposite the sheathing. One anchor bolt not less than 518 -inch -diameter (16 mm) and installed in accordance with Section R403.1.6 shall be provided in the center of each sill plate. The studs at each end of the panel shall have a tie -down device fastened to the foundation with an uplift capacity of not less than 4,200 pounds (18 683 N). The tie -down devices shall be an embedded -strap type, installed in accordance with the manufacturer's recommendations. Where a panel is located on one side of the opening, the header shall extend between the inside face of the first full-length stud of the panel and the bearing studs at the other end of the opening. A strap with an uplift capacity of not less than 1,000 pounds (4448 N) shall fasten the header to the bearing studs. The bearing studs shall also have a tie -down device fastened to the foundation with an uplift capacity of not less than 1,000 pounds (4448 N). The panels shall be supported directly on a foundation, which is continuous across the entire length of the braced wall line. The foundation shall be reinforced with not Tess than one No. 4 bar top and bottom, Where the continuous foundation is required to have a depth greater than 12 inches (305 mm), a minimum 12 -inch -by -12 -inch (305 mm by 305 mm) continuous footing or turned down slab edge is permitted at door openings in the braced wall line. This continuous footing or turned down slab edge shall be reinforced with not less than one No. 4 bar top and bottom. This reinforcement shall be lapped not less than 15 inches (381 mm) with the reinforcement required in the continuous foundation located directly under the braced wall line. 2. In the first story of two-story buildings, each wall panel shall be braced in accordance with item 1 above, except that each panel shall have a length of not less than 24 inches (610 mm). uuilcm� coprrighNr C CCi 7 OCC QAILN..RICKS RE'SIERWEIC;p, boonsma aro NMI 1E64 -Awn porsualmi Lpcolnvo Agimerornt AM0IICC. No Nan& rolplroauwcmlcana Na gRonrrzed or IrGusGONauutioon sIlnnolzod AIP0( UNALV'll"HR NZEID IRIEIPRODLIICTIIQ;AN CR DIIS'TROEA.VII'DON IIS A VIUCNATIION OE THE FEDERAL COPYRIGHT ACT AND THIS LICENSE AGREEMENT' AND Efl„VaJE'CTT'C CAA L AND CIRIIIM':+I TAIL PENALTIES III- RIEON'NCS .1 2007 SUPPLEMENT TO THE IRC MAX. HEIGHT 10' EXTENT OF HEADER DOU PORTAL FRAME (TWO BRACED WALL PANELS) EXTENT OF HEADER SINGLE PORTAL FRAME (ONE BRACED WALL PANEL) 6' TO 16 FASTEN TOP PLATE TO HEADER WITH TWO ROWS OF 16D SINKER NAILS AT 3' O.C.. TYP LB STRAP OPPOSITE SHEATNG STRAP FASTEN SHEATHING TO HEADER WITH 8D COMMON OR GALVANIZED BOX NAILS IN 3' GRID PATTERN AS SHOWN AND 3" O.G. IN ALL FRAMING (STUDS +';KING, AND SILLS) TYP. Min Length = 16'" for one story structures Min Length 24 for use In the first of two story structures MIN. 2x4 FRAMING 31U' MIN, THICKNESS WOOD STRUCTURAL PANEL SHEATHING Met 4260 LB TIE•DOWN DEVICE {EMBEDDED CONCRETE AND NAILED INTO FRAMING) SEE SECTION 602.10.32.2 MN. DOU 244 POST TYPICAL PORTAL FRAME CONSTRUCTION «, FOR A PANEL SPLICE (IF NEEDED), PANEL EDGES SHALL BE LOCKED, AND OCCUR WITHIN 24* Of MID - HE GHT ID•HEIGHT ONE ROW OF TYP.SHEATHING-TO. FRAMING NAILING IS REQUIRED. IF 2X4 BLOCKING IS USED THE 2X4S MUST BE NAILED TOGETHER WITH 3 16D SINKERS MIN. 1000 LB TIE DOWN DEVICE • ii r 41.14-1 FIGURE R602.10.3.2.2 ALTERNATE BRACED WALL PANEL ADJACENT TO A DOOR OR WINDOW OPENING For SI: 1 inch = 25.4 mm, 1 foot = 305 mm R602.10.4 Continuously -sheathed braced wall line using Method 3 (wood structural panel). Continuously sheathed braced wall lines using wood structural panels shall comply with this section. Different bracing methods shall not be permitted within a continuously sheathed braced wall line. Other bracing methods prescribed by this code shall be permitted on other braced wall lines on the same story level or on different story levels of the building. Exception: All exterior braced wall lines shall be continuously sheathed where required by Section R602 ,10,4,.7. R602.10.4.1 Continuously -sheathed braced wall line requirements. Continuously -sheathed braced wall line shall be in accordance with Figure R602,10,4(1) and shall comply with all of the following requirements: 1, Structural sheathing shall be applied to all exterior sheathable surfaces of a braced wall line including areas above and below openings,. 2... Only full -height braced wall panels shall be used for calculating the braced wall percentage in accordance with Table R602.10,1(1). IRC -47 Copyrighted 8 2007 ICC (ALL R':GHTS RESERVED); licensed to Neil Endison pursuant to License Agreement with ICC No further re -demons aulhodze0 or distribution aulhonzed. ANY UNAUTHROIZED REPRODUCTION OR DISTRIBUTION ISA VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT AND SUBJECT TO C AND CRIMINAL PENALTIES THEREUNDER 2007 SUPPLEMENT TO THE IRC CORNIER ILDETAUL PER FIGURE R602.10,4 3(1) FIGURE R602.10.4(1) CONTINUOUSLY -SHEATHED BRACED WALL LINE R602.10.4.2 Braced wall panel length. In a continuously -sheathed wood structural panel braced wall line, the minimum braced wall panel length shall be permitted to be in accordance with Table R602,10 4.2, TABLE R6Q2.10.4.2 LENGTH REQUIREMENTS FOR BRACED WALL PANELS IN A CONTINUOUSLY SHEATHED WALL ° MINIMUM LENGTH OF BRACED WALL PANEL inches. 8-f of wall 9 -foot wall 10 -foot wall 48 32 24 54 36 27 60 40 30 MINIMUM OPENING CLEAR HEIGHT NEXT TO THE BRACED WALL PANEL (% of wall height) 100% 85% 67% For SL 1 inch = 25.4 mm, 1 foot = 305 mm a. Interpolation shall be permitted R602.10.4.3 Braced wall panel location and corner construction. A braced wall panel shall be located at each end of a continuously -sheathed braced wall line. A minimum 24 -inch (610 mm) wood structural panel corner return shall be provided at both ends of a continuously -sheathed braced wall line in accordance with Figure R602.10.4.3(1). In lieu of the corner return, a tie -down device with a minimum uplift design value of 800 Ib shall be fastened to the corner stud and to the foundation or framing below in accordance with Figure R602.10.4.3(2). Exception: The first braced wall panel shall be permitted to begin 12 feet 6 inches (3810 mm) from each end of the braced wall line in Seismic Design Categories A, B, and C and 8 feet in Seismic Design Categories Do, D,, and 02 provided one of the following is satisfied: 1. A minimum 2 -foot -long (610 mm), full -height wood structural panel is provided at both sides of a corner constructed in accordance with Figure R602.10.4.3(1) at the braced wall line ends in accordance with Figure R602.10.4.3(3), or 2. The braced wall panel closest to the corner shall have a tie -down device with a minimum uplift design value of 800 Ib (36 kg) fastened to the stud at the edge of the braced wall panel closest to the corner and to the foundation or framing below in accordance with Figure R602.10.4.3(4). $RC -4Y cw . plighted CP 2007'' 110C (ALLL.11411GlHTS IRE'SERVEID) (licensed to Nail E Cksasn pursuant to License Agreement leith OCC I14e Sather seer d ucVVons a ttln umizet1 oR chistabuten aut oumnzee ANY N, YII'•Aku'VlMlll"ROcZElG IFSlf;',RROCIIuc"Il'IIoIw OR DE;IITIPt011: JlTION VSA VIOLATION OF THE FIEDERAIL COPYRIGHT ACT ANIS THE II..VCIL:NS:dL A0.'ylREEIm:EHT, AND S0..V&„OIEc;;I' r TO CIIVOL AND CRIMINALL, II:: NAILAIIE'S'THEREM1UO'VIVIEJR 2007 SUPPLEMENT TO THE IRC Mnrian 24 Ir caf srurraf peel fireantig at 12 h. oc carnicri nal 1312.^,* x "Z.") 6I cr a( pale( eagei Crterr.aa:r at sins may v31) See Gypsum loam=a recr.treo a rztalea ito =retiree azi ir 7 Oplxnal rat-clacusai filer palai ixrra:r rat 13r x 511 Do math jai Outside corner detail alaM.C1,71 stutX may vary =me Figze .342; 16n rat (3.1:31" x Irr a1IIr, o.c. ZS 313 113Llied Ir aaaxclrost win 7 Marron 2.11r W20.1 orLotsal panel C.ax1rx.ca 0.052 stratum pare laa:ed eat Ina !CI COIIITIOR ?1311" 2.1^12 o c co at Marring meters at al panel •• Canas eATX100"./210a* craned mt it% Na r=rocri r'2 131," K 2.,,,:r) at It h oc on A tantig ambers al a pa* elps cniT1chnan1313r x a 6 M. o c cn ectaes lucid," comer detail CatruaLa mow str.r=alparei tracea aaL Ore Ovm: %ai= as revered and ocased mcaraarcews Cr 7 '160 nao "..11' 7.-t4,-) 2 rods 24 It 0.c Op:Mai kvatbnarJ !Cowan= rat (S. 2- urri at E h. Ct. Cr at parel PRI ccrrerznrJ it) Tar r:l.r.lro6 o c anal( KVA all 12,h or al fordo; mermen rid at Jc Garage door corner ed cow= nal ICII"x 2-1:1X 3 In RJS at eacr •• FIGURE R602.10.4.3(1) TYPICAL EXTERIOR CORNER FRAMING FOR CONTINUOUS STRUCTURAL PANEL SHEATHING SHOWING REQUIRED STUD -TO -STUD NAILING IRC -49 C yrighted 2007 ICC (ALL RIGHTS RESERVED),, licensed to Neil Erickson pursuant to Loam Agreement velli ICC No further repreductons etrInOrtZer0 clistheolion MAW/zed ANY UNAUITIFIROIZED REPRODUCTION OR DISTRIBUTION ISA VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIKNAL PENALTIES THEREUNDER 2007 SUPPLEMENT TO THE IRC CORNER DETAIL PER FIGuRE R602.10.4.30) METING NINNOM REOuRED LENGTH PER SECTIC61 104 AT EOTH E6C6 OF (ALL OTHER MANED PORTIONSOF ‘Apti ALSON-EA WO in TIE-CCAAN MACE IN LIEU CF RETURN FIGURE R602.10.4.3(2) CONTINUOUSLY SHEATHED BRACED WALL LINE - WITHOUT CORNER RETURN 17.67 MAX SDC A. 0 AND C 0OMAX WC D, AND 113, CORNER DETAIL PER IFIGuRE R602.149.4.3(1) BRACED WALL PANEL& MEETING HIN(Mu61 REQUIRED LENGTH PER SECTION R602 101 (AU. OTHER FRAMED PORTIONS OF WALL ALSO SHEATHED) MINIMUM 2 PANELS AT QTH SIDES DF CORNER FIGURE R602.10.4.3(3) CONTINUOUSLY SHEATHED BRACED WALL LINE - FIRST BRACED WALL PANEL AWAY FROM END OF WALL LINE WITHOUT TIE DOWN 1111111C-60 Codynarded 0 2017 [ICC (AILL IRalEdirS RESERVED) licensed to MeV Seddsed pardwardl m:there wale OCC 1 doter reproductorts &Medved or dash:Wean daneez AN y ENACTHROEZED F•ZEPRODuCTuON o CESTIFEELITION IS A vvOLATION OF THE IFECEIRAL COPYR Gfl ACT AINIC THE LICENSE AGREIENEN7 .AINED SUBJECT TO CIVIL AND OrilimtiAL pENALEES THEREuNDEH 2007 SUPPLEMENT TO THE IRC 12. MAX. • SDC A B AND C CORNER 8'-0' MAIL - SDC DP Di AND D, DETAIL PER rcORNER DETAIL PER FIGURE R602.10.4.3(1) BRACED WALL PANELS MEETING MINI REOUIRED LENGTH PER SECTION 'ay 10,4 eaALL OTHER FRAMED PORTIONS OF WALL ALSO SHEATH®) Ib TIE•DOWN DEVICE IN LIEU OF CORNER RETURN FIGURE R602.10.4.3(4) CONTINUOUSLY SHEATHED BRACED WALL LINE — FIRST BRACED WALL PANEL AWAY FROM END OF WALL LINE WITH TIE DOWN R602.10.4.4 Braced wall percentage. In addition to bracing percentage adjustments specified elsewhere in this code, the braced wall percentages for Method 3 from Table 602.10.1(1) shall be permitted to be multiplied by a factor in accordance with Table R602.10.4.4. TABLE R602.10.4.4 ADJUSTMENT FACTORS TO THE PERCENTAGE OF REQUIRED BRACING PER WALL LINE — CONTINUOUSLY SHEATHED ADJUSTMENT BASED ON MAXIMUM WALL CLEAR OPENING HEIGHT: Continuous wood structural panel sheathing when maximum opening height in wall line does not exceed a (Section 301.22.2.1 85% of wall height MULTIPLY PERCENTAGE OF BRACING PER WALL LINE BY: 67% of wall height a. Percentage of bracing for continuous wood structural panel sheathing shall be based on Method 3 requirements. R602.10.4.5 4:1 aspect ratio segments at garage door openings used with continuous structural panel sheathing. A 4:1 aspect ratio shall be permitted for full -height sheathed wall segments on either side of garage openings that support light frame roofs only, with roof covering dead loads of 3 psf (0.14 kN/m2) or less. For purposes of calculating the percentage of panel bracing required by Table R602.10.1(1), the length of the full height sheathing segment shall be equal to its measured length, This option is limited to one wall of the garage. R602.10.4.6 6:1 aspect ratio segments used with continuous structural panel sheathing. Wall segments having a maximum 6:1 height to width ratio shall be permitted to be built in accordance with Figure R602.10.4.6 The maximum 6:1 height -to -width ratio is based on height being measured from top of header to the bottom of the wall segment bottom -plate. For purposes of calculating the percentage of panel bracing required by Table R602.10.1(1), the width of the full -height sheathing segment shalt; be equal to its measured width. Comers at the ends of walls using this option shall be constructed in accordance with Figure R602.10.4.3(1). The reduction factors for continuously braced walls from Section R602 10,4.4 shall be applied when calculating applicable percentages of wall bracing, The number of wall segments having a maximum 6:1 height to width ratio in a wall line shall not exceed four, In multi -story buildings, wall segments having a maximum 6:1 height to width ratio are not permitted to be directly stacked vertically. For purposes of resisting wind ressures acting perpendicular to the wall, in accordance with Section 8301 2, the minimum requirements of Figure R602.10.4.6 shall be sufficient for wind speeds less than 110 mph in Exposure Category B. For Exposure Categories C and D, the header to jack stud strap requirements and the number of additional jack studs shall be in accordance with Table R602,10.4.6. R602.10.4.7 Continuously -sheathed braced wall lines. Where a continuously -sheathed braced wall line is used in Seismic Design Categories D®, Di, and 02 or regions where the basic wind speed exceeds 100 miles per hour, all other exterior braced wall lines in the same story shall be continuously sheathed. Copyrighted 0 20071 CC (ALL RIGHTS RESERVEDr licensed to Neil Enckaon pursuant to License Agreement with ICC No further reproductions authorized or distribution authorized, ANY UNAUTHROIZED REPRODUCTION OR DISTRIBUTION ISA VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CR M LL PENALTIES THEREUNDER IRC -51 2007 SI III,Er I C IIS° E. IORC OU'IE4L1D EE EILEMV 11rooN ,,,, IE!X ENT or: N..MEAL•DER g1 IKO SPACED WALL dl 0 ............. EXTENT OF IHEADER I0I'0IE BRACED'WALL 'SEGMENT) ............................. MN.. 7"X 114/4" NET HEADIER. HEADER!SHALL OCCUR AT T0P OIF'MWAL.L E.NNTS,1 TOP W1LA'T`E, Ic;:LE II',YIIINNUIfED' IIS MR1::OL.U111111ED PER R602 :1.2 2^ 11"0 11 Jr LIELNIISH1ECD '16111DTY1p^^M.................................. TEN SJhMIEATMIIHNG "V'o IHIIE.AGER wiTH MILD M10,00 AC'VIPN I'JlAIIL15IIN 670/11112 PATTERN AS SHOWN AND 12° 0'. 11'N AJI.!N. FR ANNE; ELTLD!C•,DS ANND'SIIILLS1 'PPP hNII:AIEDEIR. "SHALL BE 11ALSTEINIfEEC:D 10 THE KING „STUD WITH 6)16E7 "SIIMNYE1L NAILS M1111N /MUM 101100 LB HEADER -TG ON BOTH SIDES OF OPENING PER TABLE 1602 10 ,4 6 LPP4SI...IL, ON CK11 D1E AS SHOWN ONwSIDE ELEVATlOu11 "OR A PANEL, SPLICE 10IP IINEEIE)IEILD», PANEL EDGES 'SJ-LAL.V. BE 1LO ll)AN1:DOICCLIII11 FPS N11'2N4"'O1FMR) HMIEOG110111.ONIE POW PC'DEE 11"ME,A'T1'1011'NG•, .To .111L+r',MANG NAILING E. IGt''E,Q LOIRE D IN EACH PANEL.,. DID STPUCTLUIFO PA'NE'L STlIIEE.N'NC0111 AXIS KN. 1211 2,X4 LryrE, ,o4aLlEL. LENGTH SED ON 6,1 Ir°PIE LGIHFTJTO•IL.ENG.1 hM 'II�w1FC. FOR E:XAMIPII..E:1617 41IN. FOR. ET' IHEGHIL'. NUN. 6:)1/111114. 9 AMNC'U10111. BOLT /PER 174112.1.6'T'YP ................... 2"0(.' ""✓1'3L'1 b'° IGPLATIE 'WASHER °l'P'CDIRWIND EXPOSURE CATEGORIES 1'1 AND IED„ ALDII JACK Stl1L11C'"D mA;1U BE RIE G111SIIRIE,'C'D PER 1AEILE P602, T 0 4 6 OVEUP, CCDI VC",R:ETE aAIR IUNm r Bloc F°ouNII:MA;now NAIL, SOLE. PLATE TO JOIST PER. TABLE R602 30 B - • DNMIE IELLEVAT ION, PE.ATO••NPII+YCS IFML.U..L:P NEEDED 16E) SINKER 114.41.15 IN 2 IPOWS M`$01 :T^ G.D.G.: 1000 LB HEADER) TCD•1A(11L'S1100 STRAP OI14'SOTO'S IS1DE.;Su OF O PEESIP11IS WS" MIN T11-111CIIClESS WOOD STRLDCTUIRAL. PANEL SHEATHING IEPRAayop'L`IGI ANwCIHIONR'S 670 II. 670 LB.. «001) STRIPE:P P.A.LPAN El.. I.hIEJ11lN0 OYER AIPP11OVI0 WAD MCDOST „.. OVER I 000 FILL 11 OR SECO DI' II1,00R -•• FRAMING ANCHOR 01 NAIL 'L ODILE PLATE TO IOIST PER TABLE 11600.13(11 11 BID C0,4440I14 V CAULS 11 0.C. 'TOP AND If1CJT11'IOMAM NVIAI L SOLE ATE TO 10157 f1ER TABLE 11114 02 111111 APPIRti. VEI) NE U011ST 61A0IL 50LE PAYE TO 11011 nT PIEI1 TAL11LE, 1111602:1111 DIC:) STR'LC.11.1URJO. PANEL SII••MIEA111••:5111NRS iC..'S'M'EF Au7IC11•V.OVED IIDAJNII0I1ST-••••••• R RAICSEI rJe06)) II1E00 EGGING FLOOR W0010 !STiRLJUC'Thlu II 11L'OVERLAP OPTION APPPRC.'DW°ICIED FLAMED 301ST mar To SCA L..E FIGURE R602.10.4.6 WALLS WITH 6:1 ASPECT RATIO USED WITH CONTINUOUS WOOD STRUCTURAL PANEL SHEATHING 1011G-52 copy$0000114001401.20707 CC ALL 1) IGHTS RESERVED), OEuarr sed'aa.P INe4IEmr, L f $0$0040,000N 16 License Agreement wMlm ICC No further I$400006036406600 authorized or adP511l11 Yddm +AalMMo¢ae,:zed ,A1PN'X L. NAIIJrTIIMIPICITED L)IE..IP'IFLC41DUCTOR'1,AIISTFMIIBUTPO114IIS A'MVOILATVi)11,1 CL TONII1 I)111DEIPAL COPYRIGHT ACT AND THE LICENSE AUGNIEIILVAII!.IMT AND SUBJECT 70 Cr ND CRIMINAL 'TLMIGIII11UNLDER 2007 SUPPLEMENT TO THE IRC TABLE R602.10.4.6 HEADER TO JACK STUD STRAP AND THE NUMBER OF ADDITIONAL JACK STUDS REQUIRED FOR RESISTING WIND PRESSURES PERPENDICULAR TO 6:1 ASPECT RATIO WALLS LOCATED IN WIND EXPOSURE CATEGORIES C AND D Wind Exposure CatesoC Wind Exonsure Cate Required Wall Height (ft) Strap Capacity(Ob)a Number of additional 2x4 Jack Studs 10 and less less than 110 2275 a. If 2x6 framing is used, then the required strap capacity may be multiplied by 0.65, but in no case shall the required strap capacity be less than 1,000 Ib. b. If 2x6 framing is used, then no additional framing shall be required. R602.10.5 Braced wall panel support Braced wall panels shall be supported on floor framing or foundations as follows: 1, Where joists are perpendicular to braced wall lines above or below, blocking shall be provided between the joists at braced wall panel locations to permit fastening of wall plates in accordance with Table R602.3(1). 2, Where joists are parallel to braced wall lines above or below, a rim joist or other parallel framing member shall be provided at the wall to permit fastening of wall plates in accordance with Table R602.3(1) 3. Braced wall panels shall be permitted to be supported on cantilevered floor joists meeting the cantilever limits of Section R502.3.3 provided joists are blocked at the nearest bearing wall location, except such blocking shall not be required in Seismic Design Categories A, B, and C for cantilevers not exceeding 24 inches (610 mm) where a full height rim joist is provided„ 4, Elevated post or pier foundations supporting braced wall panels shall be designed in accordance with accepted engineering practice, R602.10.5.1 Interior braced wall panel connections for Seismic Design Categories Do, D1 and D2. Interior braced wall lines shall be fastened to floor and roof framing in accordance with Table R602.3(1), to required foundations in accordance with Section R602.11,1, and in accordance with the following requirements: 1, Floor joists parallel to the top plate shall be toe -nailed to the top plate with at least 8d nails spaced a maximum of 6 inches (150 mm) on center, 2. Top plate laps shall be face -nailed with at least eight 16d nails on each side of the splice. R602.10.6 Interior braced wall support. In Seismic Design Categories A through D,, interior braced wall lines shall be supported as provided in Section R502.4, R602.10.6.1 Interior braced wall support for Seismic Design Category D2. In one-story buildings located in Seismic Design Category 02, interior braced wall lines shall be supported on continuous foundations at intervals not exceeding 50 feet (15 240 mm), In two story buildings located in Seismic Design Category D2, all interior braced wall panels shall be supported on continuous foundations,. Exception: Two-story buildings shall be permitted to have interior braced wall lines supported on continuous foundations at intervals not exceeding 50 feet (15 240 mm) provided that: 1, The height of cripple walls does not exceed 4 feet (1219 mm). 2. First -floor braced wall panels are supported on doubled floor joists, continuous blocking or floor beams. 3.. The distance between bracing lines does not exceed twice the building width measured parallel to the braced wall line. R602.10.7 Panel joints. All vertical joints of panel sheathing shall occur over, and be fastened to common studs. Horizontal joints in braced wall panels shall occur over, and be fastened to common blocking of a minimum 1-1/2 inch (38 mm) thickness. IRC -53 CopyngMed O 2007 ICC (ALL R=GHTS RESERVED); licensed to Neil Enckson pursuant to License Agreement with ICC No further =. - s.ocraons authOnzed or distribution authorized_ ANY UNAUTHROIZED REPRODUCTION OR DISTRIBUTION ISA VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER, 2007 SUPPLEMENT TO THE IRC Exceptions: 1. Blocking at horizontal joints shall not be required in wall segments that are not counted as braced wall panels. 2. Where the bracing percentage provided is at least twice the minimum percentage required by Table R602.10.1(1) blocking at horizontal joints shall not be required in braced wall panels constructed using Methods 3, 4, 5, 6, or 8. R602.10.8 Cripple wall bracing. In Seismic Design Categories other than D2, cripple walls shall be braced with a percentage and type of bracing as required for the wall above in accordance with Table R602.10.1(1) with the following modifications for cripple wall bracing: 1. The percentage of bracing as determined from Table R602.10.1(1) shall be multiplied by a factor of 1.15, and 2. The wall panel spacing shall be decreased to 18 feet (5486 mm) instead of 25 feet (7620 mm). R602.10.8.1 Cripple wall bracing in Seismic Design Categories Do, D1 and D2. In addition to the requirements of Section R602.10.8, where interior braced wall lines occur without a continuous foundation below, the length of parallel exterior cripple wall bracing shall be one and one-half times the length required by Table R602.10.1(1). Where cripple walls braced using Method 3 of Section R602.10.2 cannot provide this additional length, the capacity of the sheathing shall be increased by reducing the spacing of fasteners along the perimeter of each piece of sheathing to 4 inches (102 mm) on center. In Seismic Design Category D2, cripple walls shall be braced in accordance with Table R602.10.1(1). R602.10.8.2 Redesignation of cripple walls. In any Seismic Design Category, cripple walls shall be permitted to be redesignated as the first story walls for purposes of determining wall bracing requirements. If the cripple walls are redesignated, the stories above the redesignated story shall be counted as the second and third stories respectively. R602.11 Wall anchorage. Braced wall line sills shall be anchored to concrete or masonry foundations in accordance with Sections R403.1.6 and R602.11.1 602.11.1 Wall anchorage for all buildings in Seismic Design Categories Do, D1 and D2 and townhouses in Seismic Design Category C. Plate washers, a minimum of 0 22 inch by 3 inches by 3 inches (5.8 mm by 76 mm by 76 mm) in size, shall be provided between the foundation sill plate and the nut except where approved anchor straps are used. The hole in the plate washer is permitted to be diagonally slotted with a width of up to 3/16 inch (5 mm) larger than the bolt diameter and a slot length not to exceed 1-3/4 inches (44 mm), provided a standard cut washer is placed between the plate washer and the nut, R602.11.2 Stepped foundations in Seismic Design Categories Do, D1 and D2. In all buildings located in Seismic Design Categories Do, D1 or D2, where the height of a required braced wall line that extends from foundation to floor above varies more than 4 feet (1220 mm), the braced wall line shall be constructed in accordance with the following: 1. Where the lowest floor framing rests directly on a sill bolted to a foundation not less than 8 feet (2440 mm) in length along a line of bracing, the line shall be considered as braced The double plate of the cripple stud wall beyond the segment of footing that extends to the lowest framed floor shall be spliced by extending the upper top plate a minimum of 4 feet (1219 mm) along the foundation. Anchor bolts shall be located a maximum of 1 foot and 3 feet (305 and 914 mm) from the step in the foundation.. See Figure R602.11.3. 2. Where cripple walls occur between the top of the foundation and the lowest floor framing, the bracing requirements of Sections R602.10 8 and R602,10.8.1 shall apply. 3. Where only the bottom of the foundation is stepped and the lowest floor framing rests directly on a sill bolted to the foundations, the requirements of Sections R403,1.6 and R602,11.1 shall apply.. Section R606.3 Change to read as shown: (RB238-06/07) R606.3 Corbeled masonry. Corbeled masonry shall be in accordance with Sections R606.3.1 through R606.3.3. Section R606.3.1, R606.3.2, R606.3.3 Add new sections to read as shown: (RB238-06/07) R606.3.1 Units. Solid masonry units or masonry units filled with mortar or grout shall be used for corbeling. IRC -54 ANY UNAUTHROIZED REPRODUCTION OR DISTRIBUTION ISA VIOLATION OE THE II"4 DERAL COPYRIGHT ACT No lTHI TENSE AGR aEMEN T AND SUBJECT aTO CIVIL, copyrighted 02007 ICC ALL RIGHTS RESERVED),licensed to Neil Erickson pursuant to License Agreement with ICC AND THu•, LICENSE AGREEMENT, Ca�UB.VEif:;P" TV°.A CIVIL AND CRIMINAL PENALTIES THEREUNDER, 2007 SUPPLEMENT TO THE IRC R606.3.2 Corbel projection. The maximum projection of one unit shall not exceed one-half the height of the unit or one-third the thickness at right angles to the wall. The maximum corbeled projection beyond the face of the wall shall not exceed: 1. One-half of the wall thickness for multiwythe walls bonded by mortar or grout and wall ties or masonry headers, or 2. One-half the wythe thickness for single wythe walls, masonry -bonded hollow walls, multiwythe walls with open collar joints and veneer walls. R606.3.3 Corbeled masonry supporting floor or roof -framing members. When corbeled masonry is used to support floor or roof -framing members, the top course of the corbel shall be a header course or the top course bed joint shall have ties to the vertical wall. Section R606.4.2 Change to read as shown: (R13238-06/07) R606.4.2 Support at foundation. Cavity wall or masonry veneer construction may be supported on an 8 -inch (203 mm) foundation wall, provided the 8 -inch (203 mm) wall is corbeled with solid masonry to the width of the wall system above. The total horizontal projection of the corbel shall not exceed 2 inches (51 mm) with individual corbels projecting not more than one-third the thickness of the unit or one-half the height of the unit. The hollow space behind the corbeled masonry shall be filled with mortar or grout. Section R606.12.2.1, Table R606.12.2.1 Add new section and table to read as shown: (RB239-06/07) R606.12.2.1 Minimum length of wall without openings. Table R606.12.2.1 shall be used to determine the minimum required solid wall length without openings at each masonry exterior wall. The provided percentage of solid wall length shall only include those wall segments that are 3 feet (914 mm) or longer. The maximum clear distance between wall segments included in determining the solid wall length shall not exceed 18 feet (5486 mm). Shear wall segments required to meet the minimum wall length shall be in accordance with Section R606.12.2.2.3. TABLE R606.12.2.1 MINIMUM SOLID WALL LENGTH ALONG EXTERIOR WALL LINES MINIMUM SOLID WALL LENGTH (percent) Wall Supporting Light- Wall Supporting Story of Two Story Framed Second Story Masonry Second Story and Roof and Roof 35 Seismic Design Category One Story or Top Townhouses in C 20 Do or D 25 25 NP NP D��-mro,��rvrv, �„��, 30 ,� NP NP = Not permitted, expect with design in accordance with the International Building Code. a, For all walls, the minimum required length of solid wails shall be based on the table percent multiplied by the dimension, parallel to the wall direction under consideration, of a rectangle inscribing the overall building plan. NP Section R607.2.1.1 Change to read as shown: (RB240-06/07) R607.2.1.1 Mortar joint thickness tolerance. Mortar joint thickness for load bearing masonry shall be within the following tolerances from the specified dimensions 1. Bed joint: + 1/8 inch (3 mm). 2. Head joint: -1/4 inch (7 mm), + 3/8 inch (10 mm). 3. Collar joints: -114 inch (7 mm), + 3/8 inch (10 mm). Sections R613, R613.1 Change to read as shown: (RB244-06/07) SECTION R613 EXTERIOR WINDOWS AND DOORS R613.1 General. This section prescribes performance and construction requirements for exterior window and door systems installed in wall systems, Windows and doors shall be installed and flashed in accordance with the fenestration manufacturer's written installation instructions. Window and door openings shall be flashed in accordance with Section R703.8. Written installation instructions shall be provided by the fenestration manufacturer for each window or door. IRC -55 Coppnontoo c 2007 ICC (ALL RIGHTS RESE'RVEDy. Iicensao NJ Neil Erickson pursuant to License Awn:arcoerol with ICC No further rep ' +ructioroo at hca*/ u r or rlisInbutiorr authorized. ANY UNAUTHROr7ED REPRODUCTION OR DISTRIBUTION IS A VI0LATOON OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER 2007 SUPPLEMENT TO THE IRC Section R614 Add new section to read as shown: (RB34-06/07) SECTION R614 STRUCTURAL INSULATED PANEL WALL CONSTRUCTION R614,1 General. Structural insulated panel (SIP) walls shall be designed in accordance with the provisions of this section. When the provisions of this section are used to design structural insulated panel walls, project drawings, typical details and specifications are not required to bear the seal of the architect or engineer responsible for design, unless otherwise required by the state law of the jurisdiction having authority. R614.2 Applicability limits. The provisions of this section shall control the construction of exterior structural insulated panel walls and interior Toad -bearing structural insulated panel walls for buildings not greater than 60 feet (18 288 mm) in length perpendicular to the joist or truss span, not greater than 40 feet (10 973 mm) in width parallel to the joist span or truss and not greater than two stories in height with each story not greater than 10 feet (3048 mm) high. All exterior walls installed in accordance with the provisions of this section shall be considered as Toad -bearing walls. Structural insulated panel walls constructed in accordance with the provisions of this section shall be limited to sites subjected to a maximum design wind speed of 130 miles per hour, Exposure A, B or C, and a maximum ground snow load of 70 pounds per foot (3.35 kN/m2), and Seismic Zones A, B, and C. 8614,3 Materials. Structural insulated panels (SIP) shall comply with the following criteria: R614.3.1 Core. The core material of structural insulated panels (SIP) shall be composed of foam plastic insulation meeting the requirements of ASTM C 578, and shall have a minimum density of 0.90 Ib/cu ft or an approved alternative. All cores shall meet the requirements of Section R314. Structural insulated panels (SIP) core insulation shall bear a label with the manufacturer identification, product standard and type, flame spread/smoke- developed index and the name of quality assurance agency. R614.3.2 Facing. Facing materials for structural insulated panels shall be wood structural panels conforming to DOC PS 1 or DOC PS 2, each having a minimum nominal thickness of 7/16 inches (11 mm). Facing shall be identified by a grade mark or certificate of inspection issued by an approved agency. The facing materials shall meet the minimum qualification test values specified in Table R614.3.2. TABLE R614.3.2 MINIMUM PROPERTIES FOR ORIENTED STRAND BOARD FACING MATERIAL IN SiP WALLS Thickness (in.) 7/16 Product Sheathing Flatwise Stiffness° (Ibf-in2lft) Along 54,700 Across , 27,100 Flatwise Strengthb (Ibf-in/ft) Along 950 Across 870 Tensionb (Ibf/ft) Along 6,800 Across 6,500 Density (pcf) 35 For SI: 1 inch = 25.4 mm. 1 lbf-int/ft = 9.415 x 10"e kiloNewton meter2/meter, 1 lbf-in/ft = 3.707 x 10-4 kiloNewton meter/meter, 1 lbf/ft = 0.0146 Newton/millimeter, 1 pcf = 16.018 kilogram/meter. a. Mean test value shall be in accordance with Section 7.6 of DOC PS2. b. Characteristic test value (5th percent with 75% confidence). c. Density shall be based on oven -dry weight and oven -dry volume. R614.3.3 Adhesive. Adhesives used to structurally laminate the foam plastic insulation core material to the structural wood facers shall conform to ASTM D 2559 or approved alternative specifically intended for use as an adhesive used in the lamination of structural insulated panels. Each container of adhesive shall bear a label with the adhesive manufacturer name, adhesive name and type and the name of the quality assurance agency. R614.3.4 Lumber. The minimum lumber framing materials used for SIPs prescribed in this document is NLGA graded No. 2 Spruce -pine -fir. Other wood species/grades that meet or exceed the mechanical properties and specific gravity of No. 2 Spruce -pine -fir shall be permitted for substitution. R614.3.5 SIP screws. Screws used for the erection of SIPs as specified in Section R614.5 shall be provided by the SIPs manufacturer and shall be sized to fully penetrate the main member — the wood member to which the assembly is being attached. R614.4 SIP wall panels. SIPs for wall systems shall comply with Figure R614.4 and shall have minimum panel thickness in accordance with Tables R614.5(1) and R614.5(2) for above -grade walls. All SiPs shall be identified by grade mark or certificate of inspection issued by an approved agency. IRC -66 Copyrighted O 2007 ICC 4ALL RIGHTS RESERVED) Licensed to Neil Erickson pursuant to License Agreement w°h r.IC No further reproductions authorized or distribution authorized ANY UNAUTHROIZED REPRODUCTION OR DISTRIBUTION ISA VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE L CENSE AGREEMENT AND SUBJECT TO CIVIL AND CRIMINAL PENALT/ES THEREUNDER. 2007 SUPPLEMENT TO THE IRC FIGURE R614.4 SIPS WALL PANEL R614.4.1 Labeling. All panels shall be identified by grade mark or certificate of inspection issued by an approved agency. Each structural insulated panel shall bear a stamp or label with the following minimum information: • Manufacturer name/logo. • Identification of the assembly. • Quality assurance agency. R614.5 Wall construction. Exterior walls of structural insulated panel construction shall be designed and constructed in accordance with the provisions of this section and Tables R614.5(1) and R614.5(2) and Figures R614.5(1) and R614.5(2). Structural insulated panel walls shall be fastened through both facing surfaces to other wood building components in accordance with Tables R602.3(1) through R602.3(4). Framing shall be attached in accordance with Section R602.3(1) unless otherwise provided for in Section R614, TABLE R614.5(1) MINIMUM THICKNESS FOR SIP WALL SUPPORTING SIP OR LIGHT -FRAME ROOF ONLY' inches Wind Speed (3•sec. gust) Snow Load (psf) Build ng Width tf ) 24 28 32 36 40 Exp. NB Exp C Wall Height (8i Wall Height (n) Wall Height (fl) Wall Height (ft) Wall Height (f 8 9 10 8 9 10 8 9 10 8 9 10 6 9 10 85 20 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 30 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 50 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 70 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 1 85 20 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 30 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 50 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 70-4 X20 4 4 4 4 4 4 4 4 4 4 4 4 4 4 110 100 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 30 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 50 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 16 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 126 110 20 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 30 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 50 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 70 4 4 4_ 4 4 4 4 4 4 4 4 6 4 4 6 13 120 20 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 30 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 50 4 4 4 4 4 4 4 4 8 4 4 6 4 4 6 70 4 4 4 4 4 6 4 4 6 4 6 N/A 4 8 WA 130 20 4 4 6 4 4 N/A 4 4 WA 4 4 NIA 4 6 WA 30 4 4 NIA 4 4 N/A 4 4 WA 4 6 N/A 4 6 WA 50 4 8 NIA 4 6 WA 4 WA N/A 6 N/A NIA 6 NIA NIA 70 4 N/A N/A 6 WA WA 6 N/A WA WA N/A NIA NIA NIA NIA Copyrighted D 2 OCC (ALL RIGHTS RESERVED). licensed la Neil Erickson pursuant to License Agreement with UCC No further reproductions authorized or distribution authorized, ANY UNAUTHR0OZED REPRODUCTION OR DISTRIBUTION OS A VIOLATION OF THEE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT„ AND SUBJECT TO CML AND CRIMINAL PENALTIES THEREUNDER IRC -5'7 2007 SUPPLEMENT TO THE IRC For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kN/m2 Deflection criteria: U240. Roof load: 7 psf. Ceiling load: 5 psf. Wind loads based on Table R301.2(2). N/A indicates not applicable. TABLE R614.5(2) MINIMUM THICKNESS FOR SIP WALLS SUPPORTING SIP OR LIGHT -FRAME ONE STORY AND ROOF Inches Buildi Width ft 24 28 32 36 40 MILTILITIMIIII IMMEMEMXIIMIM MIZIMMIZMIII MUCEMZEMIII IMLiZEITMEMMI Will 10 6 up 11111311111131111 ICU RBI 111113111111113111111311 MUM 111 MIEMI 11131 NMI 1111:11111113111111211 ICE 1111311.01111 NMI 111311111111L. OM KIM MN KM KIM NEN 1113111111:1111111131111113111111:01 IKE NEI 111311111111121111111011 1110111 NEN IIIWII 1110111112111 in KM IMO EMI RAI RN NM EMI NM NM KU Ma IIGIIIIIIEIMIIIEIIIIILRIIIEIII NMI NUMMI= WM NMI ILE NM II 6 10 6 9 10 9 10 8 9 10 30 100 110 120 130 50 6 6 6 6 20 MIEN ILE IKIII 11111:11111K11 11:]11111 ME1111111111:11111:1111 WEI 1111:1111110111 NON ICIIII 111(11111111:111111LIIIIMLNIIII:111111L111111:1111111L111111:111111111:1111111111:E1 6 1111:11 Kill MEI ILIIIIIIIIIIIIIKIIIIILIIII nil EMI RBI 1111i1::MINIIIIILMIIIIIKIIIIIILI11111111:311111111111:111111111:1111MILMIIIIIIIIIC111111111:1111111111C111111111:1111111113111111I111 111:111111MLIIIIIIIG111111121111111111E11111111E1111111(111111111311111111:311111111[11111111:11 6 11(111111111:1111 111111:1111111110111111:111111111:11 MIEN 111:111111111:111111:311111 6 1E111 WI 111:111111111:111111111111LIN EN 6 6 =I 6 111L5:11 NFA 115:111111173 1111:111111111:1111111111111IMIEMIIIIKIIIIIIILIIIIIIIIELI IIKEI 6 ILIIIIII:1 NEVI 111101111111311IIME521 IIZZI 6 6 IIMII 100 110 120 1 130 30 50 6 6 6 5 6 KM= INA 30 50 6 6 6 6 6 N/A N/A 20 30 11011011.13111.311111131. 6 Ir211110111 6 ICE 111:1111111:111=11 Eln EWE= nu LEI En MO EMI En 11E0111113111112111111111111111:111111110111111111:111111311 6 MEM IlL11111111311=11111113111111=11113211 MEN NMI 1111:1111113111=111311 6 11101111111111 6 LEI 11111115211 50 1111311 6 111011111131111 6 6 NIA N/A 6 30 50 6 6 N/A 6 MEEMILLII NEN 6I1N 6 1=11 6 II= N/A =I MEMO N/A ILLIILEM 111411111121111 6 Ilira 6 N/A Oa LTA EU ILO NO N/A MOIL= 11101113211 WM NM NM IRO 11131111=1 WO KO I= En OM 1111= =1=1 ELI MI KM RIO IIIIEMICE11111310EMIZOI NA NIA 11117.3111M111331113311=1 KM MILIIIIMIIIIMMILVII ICU NIA MEMIIMIIIEL1115:11 NA NIA ILO MI MIMEO NIA IIIZMMZEIIIIII2111EEIIIIZMIIZIUIIIIZEIIIIIrhMIIZEIIMM211 N/A MILO 30 50 6 For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm. Deflection criteria: L1240. Roof load: 7 psf. Ceiling load: 5 psf. Second floor live load: 30 psf. Second floor dead load: 10 psf. Second floor dead load from walls: 10 psf. Wind loads based on Table R301.2(2). N/A indicates not applicable. .CopyrIghtml 0 2007 ICC 011 RIGHTS RESERMEDI. °licensed Iv Nod DrIckson port merM LiIr A9n wh ICC No furlItor rormoductons aotorMod or chwIribulIon otahoriziml. A11,4If UNADTHIRDIZED REPRODUCTIONCA DISTRIBUTION A VIOLATION OF THE FEDERAL CORYRIGIHIT ACT AND THE LICENSE AGREEMENT. AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER 2007 SUPPLEMENT TO THE IRC SIP OR LIGHT -FRAME ROOF SEE FIGURES 8614,5{3) AND 614 5(4) SIP WALL �• For SI. 1 foot - 304.8 mm. FIRST STORY WALL HEIGHT 10 FEET MAX CONCRETE SLAB FIGURE R614.5(1) MAXIMUM ALLOWABLE HEIGHT OF SIP WALLS SIP OR LIGHT F'. {, .r E ROOF SEE FIGURES R614.5(3) AND 614.5(4) SIP OR LIGHT -FRAME WALL -f SEE FIGURES R614.5(5) AND 614.5(6) For SI: 1 foot 304 8 mm. SECOND STORY WALL HEIGHT 10 FEET MAX SIP OR LIGHT -FRAME FL FIRST STORY WALL HEIGHT 10 FEET MAX CONCRETE SLAB FIGURE R614.5(2) MAXIMUM ALLOWABLE HEIGHT OF SIP WALLS Copyrighted 020V ICC ALL RIGHTS RESERVED); licensed to Neil Erickson pursuant to License Agreement with ICC No further reproductions authorized or disoibulton aulhonzed ANY UNAUTHROIZED REPRODUCTION OR DISTRIBUTION ISA VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER IRC -59 20 07 SUPPLE IVIir;N" T TH 1RC SIP SCREW SIP ROOF DESIGN AND CONS PRI,,,UCTVON IN ACCORDANCE 'r; ITH f AANUFACTIL.URER SPECIFICATIONS ATIIONyS & NAILS AT 6 IN. EACH SIDE SIP WAL Forst U inch =:,, 25.4 limn. 2x SEN. /ELM TO II::»; STI E CONNTVNUUOUS SEALANT' EACH SIDE FIGURE R614.5(3) SIP WALL TO ROOF BEVELED TOP PLATE CONNECTION SIP: 5CRE'hVV—,,,,,M SIP ROOF DESIGN AND CONIUST'RLNCTPON INIACCORDANCE 'WITHMGNIUFAC„"'1I`I..PIR,FP SPECIFICATIONS IIT NAILS AT 6 11C. C. EAC!L»t SIDE SIF' WALL Frnt Si 25.1 num COPCONTINUOUS SEALANT BEVELED BLOCKING ... 'T'OP PLATE CONTINUOUS SPAN. ANT EACH SIDE FIGURE R614.5(4) SIP WALL TO ROOF BEVELED BLOCKING CONNECTION IRC"0 ccop:0019m cm? C i.ALLll NGThTS REwlRWN'y licensed es Ecocon pursuant N© license, ANNSmm>m¢ wee I�� 'UMW a¢Pumrne�ttan� �wDTrnrnru?or nisrtuoN bro ueCeeze , ANY N,NNAN.PII"II• ROIZEID PNICIPrRODUCTOIDN OR NyIIST6NIIIEIVI'NiICN' A VIOLATION OF THE FEDERAL T ACT AND 'THE ILNCEII'NSIE AGREEMENT AND SUBJECT TC' CARL AND CIR'MIINAL PENAL '1YIIE:S 4N NIEIREN..NIPNIG4EIP! 2007 SUPPLEMENT TO THE IRC SIP WALL CONTINUOUS SEALANT EACH SIDE 2x SOLE PLATE MATCHING THE SIP CORE THICKNESS $d NAILS AT 6 IN. 0 C. EACH SIDE RIM BOARD 8d NAILS AT 6 IN. OC.EACHSIDE For SI: 1 inch 25 4 mrn. SOLE PLATE CONNECTION IN ACCORDANCE WITH TABLE R602 3 FLOOR SHEATHING AND FRAMING IN ACCORDANCE WITH SECTION R502 INSULATION DOUBLE TOP PLATE CONTINOUS SEALANT EACH SIDE FLOOR JOIST FIGURE R614.5(5) SIP WALL TO WALL PLATFORM FRAME CONNECTION CONTINUOUS SEALANT EACH SIDE 2x SOLE PLATE MATCHING THE SIP CORE THICKNESS 6d NAILS AT 6 IN, O.C. EACH SIDE SOLE PLATE CONNECTION IN ACCORDANCE WITH TABLE R602 3 FLOOR SHEATHING AND FRAMING IN ACCORDANCE WITH SECTION R502 CONTINOUS SEALANT EACH SIODE For SL: 1 inch 25.4 mm. FLOOR JOIST FIGURE R614.5(6) SIP WALL TO WALL BALOON FRAME CONNECTION R614.5.1 Top plate. Structural insulated panel walls shall be capped with a double top plate installed to provide overlapping at corner, intersections and splines in accordance with Figure R614.5.1. End joints in top plates shall be offset at least 24 inches (610 mm). Plates shall be a nominal 2 inches in depth (51 mm) and have a width equal to the width of the structural insulated panel core. IRC -61 Copyrlghted' 2007 ICC (ALL RIGHTS RESERVED); licensed to Neil Erickson pursuant Eo License Agreement wen ICC No further re, actio aaiHr rf ed or dotribuUor{ eutnonzed. ANY UNA%JThROIZED REPRODUCTION OR DISTRIEILIntON ISA VIOLATION OF THE FEDERAL COPYR=€'=G}MT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER 2007 SUPPLEMENT TO THE IRC DOUBLE TOP PLATE SOP HEADER Foir SI 1 SUP 2x KONG STUD RECESSED UNTO THE SIP CORE:MTH EQUAL TO SOP CORE MOTH 2x TOP PLATE RECESSSED ONTO LOWER SOP 2x JACK STUD RECESSED UNTO THE SUP CORIEWUDTH EQUAL TO SIP CORIE WODTH Notes: Top plates shall be continuous ov r heaier. SIP facing surfaces shall be nailed to framing and cripples ,,idth 8d comm on center, staggering Iternate nails 1/2 inch. Galvanized nails shall be hot-dippe or tumbijeuL Framing shall be attache unless othwik provide for in Sect i n R14. n galvanized box n ils sp-ce inches SIP FIGURE R614.3.1 ALL FRA NG CONFIGU TIION n accordance to Section R 2.3(1) R614.5.2 lAottom ((sole) plate. Structurall insulated pareI as hall have full bearing on sole pllate having a wdth e to the nominal width of the foam core. en structural insulated waU panels are supported directly on continuous found tions, the ale yood sill plate shall be anchored to the foundation in accordance ith Section P4031. SIP SUP WALL 2x SOLE PLATE MATCHUNG Tf IIE SUP CORE TO-19CKNESS 8diNAOLS AT 6 ON O.C. EACH SIDE CONCRETE OR MASONRY FOUNDATION WALL OR suka CAPILLARY BREAK UNDER SOLE PLATE AND SIP FACUNG Firio SIT. 1 mcni 2i 1 onm, 1 toot :GOT or mm ANCHOR BOLT EMBEDDED IN CONCRETE FT 0 C. MAX FIGURE R614.5.2 ALL TO CONCRETE 5 OR FOUNDATION ALL ATTACHI. ENT IRC42 it:approved ZTIOT °CC li(ALL. RIGHTS RESERVED) Tconsed to NOV Erickson possum -it to License Agrommord won GCC No further ropmducloons outhorued or distribution outnonzod. ANY UNALITHROILZED REPRODUCTOON OR DISTRIBUTION ISA VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT AND SLYBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER 2007 SUPPLEMENT TO THE IRC R614.5.3 Wall bracing. Structural insulated panel walls shall be braced in accordance with Section R602,10 SIP walls shall be considered continuous wood structural panel sheathing for purposes of computing required percent bracing. SIP walls shall meet the requirements of Section R602.10.5 except that SIPs corners shall be fabricated as shown in Figure R614.9. R614.6 Interior load-bearing walls. Interior load-bearing walls shall be constructed as specified for exterior walls. R614.7 Drilling and notching. The maximum vertical chase penetration in SIPs shall have a maximum side dimension of 2 inches (51 mm) centered in the panel core. Vertical chases shall have a minimum spacing of 24 - inches (610 mm) on center. Maximum of two horizontal chases shall be permitted in each wall panel — one at 14 inches (360 mm) from the bottom of the panel and one at mid -height of the wall panel. The maximum allowable penetration size in a wall panel shall be circular or rectangular with a maximum dimension of 12 inches (300 mm),, Overcutting of holes in facing panels shall not be permitted. R614.8 Splicing. Structural insulated panels shall be spliced in accordance with Figure R614.8 or by another approved method. FACING MATERIAL IN ACCORDANCE WITH SECTION R614.3.2 EXPANSION GAP 1/8 IN. 8d NAILS AT 6 IN. O.C. EACH SIDE OF SIP 8d NAILS AT 6 IN. O.C. EACH SIDE OF SIP 3 IN. WIDE SPLINE STRIP SAME AS FACING MATERIAL °EY". 111.,7" For Si: 1 inch = 25.4 mm. FIGURE R614.8 TYPICAL SIP SPLICING DETAILS R614.9 Corner framing. Corner framing of structural insulated panel walls shall be constructed in accordance with Figure R614,9, IIRC-53 CopyrognIed 0 2 r r'7 ICC (ALL R CHITS RESERVED): licensed to Neill Encdrson pursuant to Ucense Agreement with IICC No Portlier r s aoctlons authorized or distribution autIonzed ANY UNAUTHROIZED REPRODUCTION OR OISTROBUTION OS A VIOLATMON OF TOTE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT;. AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER 2007 SUPPLEMENT TO THE 1RC Bd NAILS AT 6 ON. O.0 EACH S DE CONTINUOUS S EACH SIDE NT CONTINUOUS SEA NT EACH SIDE rnr Si 1 Inch IN 25 4 mm SCREW AT 24 IN. O.C, FACING 8d NAILS AT 6 IN. 0 C EACH SIDE FIGURE R614.9 SIP CORNER FRAMING DETAIL CORE R614.10 Headers. Structural insulated panel headers shall be designed and constructed in accordance with Table R614.10 and Figure R614.5.1(1). SIPs headers shall be continuous sections without splines. Headers longer than 4 feet (1219 mm) should be constructed in accordance with Section R602.7. TABLE R614.10 MAXIMUM SPANS FOR SIP HEADERS (feet) Load Condition Supporting Roof Only Supporting Roof and One -Story Snow Load (psf) 20 30 50 70 20 30 50 70 24 4 4 2 2 2 2 N/A Building Width (ft) 28 4 4 2 2 2 2 N/A N/A 32 4 4 2 2 N/A N/A N/A N/A 36 4 2 2 N/A N/A N/A N/A N/A 40 2 2 2 N/A N/A N/A N/A N/A For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm. Deflection criteria: L1360. Roof load: 7 psf. Ceiling load: 5 psf. Second floor live load: 30 psf. Second floor dead load: 10 psf. Second floor dead load from walls: 10 psf. N/A indicates not applicable. R614.10.1 Wood structural panel box headers. Wood structural panel box headers shall be allowed where structural insulated panel headers are not applicable. Wood structural panel box headers shall be constructed in accordance with Figure R602.7.2 and Table R602.7.2. ThIFIC.s yudglPwa+d IXn 2 7IICC (ALL RIGHTS RESET; lelD'y keened Gm'P4rMO IE,vncar!mon puwwxuwr:Ginrc to License Agreement wen OCC II'4e Mintier rcmµmrcnrterercuina uuurclfuaruxem or distribution m4en:0201 ANY UNAU'TH7OII'ZEIDREPRODUCTION OF DUST ROBUTOION IIS A 'VIOLAN(;,YPAiOF.4IhIEFEO:DERA11LCO411''Y RIGHTACTA'MIIDTNgE,LICENSE AGREEMENT AND SU J1ECtlc CMLAINDOiR INALIPEN.AB NrIES THEREUNDER