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CHAPTER 23

WOOD

SECTION 2301GENERAL

2301.1 Scope. The pro vi sions of this chap ter shall gov ern thema te ri als, de sign, con struc tion and qual ity of wood mem bersand their fas ten ers.

2301.2 Gen eral de sign re quire ments. The de sign of struc -tural el e ments or sys tems, con structed par tially or wholly ofwood or wood-based prod ucts, shall be based on one of the fol -low ing meth ods.

2301.2.1 Al low able stress de sign. De sign us ing al low ablestress de sign meth ods shall re sist the ap pli ca ble load com bi -na tions of Chap ter 16 in ac cor dance with the pro vi sions ofSec tions 2304, 2305 and 2306.

2301.2.2 Load and re sis tance fac tor de sign (LRFD). De -sign us ing load and re sis tance fac tor de sign (LRFD) meth -ods shall re sist the ap pli ca ble load com bi na tions of Chap ter16 in ac cor dance with the pro vi sions of Sec tions 2304, 2305 and 2307.

2301.2.3 Con ven tional light-frame wood con struc tion.The de sign and con struc tion of con ven tional light-framewood con struc tion shall be ac cor dance with the pro vi sionsof Sec tions 2304 and 2308.

Ex cep tion: Build ings de signed in ac cor dance with thepro vi sions of the AF&PA Wood Frame Con struc tionMan ual for One- and Two-Fam ily Dwell ings shall bedeemed to meet the re quire ments of the pro vi sions ofSec tion 2308.

2301.3 Nom i nal sizes. For the pur poses of this chap ter, wheredi men sions of lum ber are spec i fied, they shall be deemed to benom i nal di men sions un less spe cif i cally des ig nated as ac tual di -men sions (see Sec tion 2304.2).

SECTION 2302DEFINITIONS

2302.1 Def i ni tions. The fol low ing words and terms shall, forthe pur poses of this chap ter, have the mean ings shown herein.

AC CRED I TA TION BODY. An ap proved, third-party or ga ni -za tion that is in de pend ent of the grad ing and in spec tion agen -cies, and the lum ber mills, and that ini tially ac cred its andsub se quently mon i tors, on a con tin u ing ba sis, the com pe tencyand per for mance of a grad ing or in spec tion agency re lated tocar ry ing out spe cific tasks.

AD JUSTED SHEAR RE SIS TANCE. The un ad justed shearre sis tance mul ti plied by the shear re sis tance ad just ment fac tors of Ta ble 2305.3.7.2.

BRACED WALL LINE. A se ries of braced wall pan els in asin gle story that meets the re quire ments of Sec tion 2308.3 or2308.12.4.

BRACED WALL PANEL. A sec tion of wall braced in ac cor -dance with Sec tion 2308.9.3 or 2308.12.4.

COL LEC TOR. A hor i zon tal di a phragm el e ment par al lel andin line with the ap plied force that col lects and trans fers di a -phragm shear forces to the ver ti cal el e ments of the lat -eral-force-re sist ing sys tem and/or dis trib utes forces within thedi a phragm.

CON VEN TIONAL LIGHT-FRAME WOOD CON -STRUC TION. A type of con struc tion whose pri mary struc -tural el e ments are formed by a sys tem of re pet i tivewood-fram ing mem bers. See Sec tion 2308 for con ven tionallight-frame wood con struc tion pro vi sions.

CRIP PLE WALL. A framed stud wall ex tend ing from the topof the foun da tion to the un der side of floor fram ing for the low -est oc cu pied floor level.

DI A PHRAGM, UN BLOCKED. A di a phragm that has edgenail ing at sup port ing mem bers only. Blocking be tween sup -port ing struc tural mem bers at panel edges is not in cluded. Di a -phragm pan els are field nailed to sup port ing mem bers.

DRAG STRUT. See “Col lec tor.”

FI BER BOARD. A fi brous, ho mo ge neous panel made fromlignocellulosic fi bers (usu ally wood or cane) and hav ing a den -sity of less than 31 pounds per cu bic foot (pcf) (497 kg/m3) butmore than 10 pcf (160 kg/m3).

GLUED BUILT-UP MEM BER. A struc tural el e ment, thesec tion of which is com posed of built-up lum ber, wood struc -tural pan els or wood struc tural pan els in com bi na tion withlum ber, all parts bonded to gether with struc tural ad he sives.

GRADE (LUM BER). The clas si fi ca tion of lum ber in re gardto strength and util ity in ac cor dance with Amer i can Soft woodLum ber Stan dard DOC PS 20 and the grad ing rules of an ap -proved lum ber rules-writ ing agency.

HARD BOARD. A fi brous-felted, ho mo ge neous panel madefrom lignocellulosic fi bers con sol i dated un der heat and pres -sure in a hot press to a den sity not less than 31 pcf (497 kg/m3).

NAILING, BOUND ARY. A spe cial nail ing pat tern re quiredby de sign at the bound aries of di a phragms.

NAILING, EDGE. A spe cial nail ing pat tern re quired by de -sign at the edges of each panel within the as sem bly of a di a -phragm or shear wall.

NAILING, FIELD. Nailing re quired be tween the sheath ingpan els and fram ing mem bers at lo ca tions other than bound arynail ing and edge nail ing.

NAT U RALLY DU RA BLE WOOD. The heart wood of thefol low ing spe cies with the ex cep tion that an oc ca sional piecewith cor ner sap wood is per mit ted if 90 per cent or more of thewidth of each side on which it oc curs is heart wood.

De cay re sis tant. Red wood, ce dar, black lo cust and blackwal nut.

Ter mite re sis tant. Red wood and East ern red ce dar.

BUILDING CODE OF NEW YORK STATE 419

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NOM I NAL SIZE (LUM BER). The com mer cial size des ig -na tion of width and depth, in stan dard sawn lum ber andglued-lam i nated lum ber grades; some what larger than the stan -dard net size of dressed lum ber, in ac cor dance with DOC PS 20for sawn lum ber and with the Na tional De sign Spec i fi ca tion for Wood Con struc tion (NDS) for glued-lam i nated lum ber.

PARTICLEBOARD. A ge neric term for a panel pri mar ilycom posed of cel lu losic ma te ri als (usu ally wood), gen er ally inthe form of dis crete pieces or par ti cles, as dis tin guished fromfi bers. The cel lu losic ma te rial is com bined with syn thetic resinor other suit able bond ing sys tem by a pro cess in which theinterparticle bond is cre ated by the bond ing sys tem un der heatand pres sure.

PER FO RATED SHEAR WALL. A wood struc tural panelsheathed wall with open ings, that has not been spe cif i cally de -signed and de tailed for force trans fer around open ings.

PER FO RATED SHEAR WALL SEG MENT. A sec tion ofshear wall with full-height sheath ing that meets the as pect ra tiolim its of Sec tion 2305.3.3.

PRE SER VA TIVE-TREATED WOOD. Wood (in clud ingply wood) pres sure treated with pre ser va tives in ac cor dancewith Sec tion 2303.1.8.

REF ER ENCE RE SIS TANCE (D). The re sis tance (force ormo ment as ap pro pri ate) of a mem ber or con nec tion com putedat the ref er ence end use con di tions.

SHEAR WALL. A wall de signed to re sist lat eral forces par al -lel to the plane of a wall.

STRUC TURAL GLUED-LAM I NATED TIM BER. Anymem ber com pris ing an as sem bly of lami na tions of lum ber inwhich the grain of all lami na tions is ap prox i mately par al lellon gi tu di nally, in which the lami na tions are bonded with ad he -sives.

SUBDIAPHRAGM. A por tion of a larger wood di a phragmde signed to an chor and trans fer lo cal forces to pri mary di a -phragm struts and the main di a phragm.

TIE-DOWN (HOLD-DOWN). A de vice used to re sist up liftof the chords of shear walls.

TREATED WOOD. Wood im preg nated un der pres sure withcom pounds that re duce its sus cep ti bil ity to flame spread or tode te ri o ra tion caused by fungi, in sects or ma rine bor ers.

UN AD JUSTED SHEAR RE SIS TANCE. The al low ableshear set forth in Ta ble 2306.4.1 where the as pect ra tio of anyper fo rated shear wall seg ment used in cal cu la tion of per fo ratedshear wall re sis tance does not ex ceed 2:1. Where the as pect ra -tio of any per fo rated shear wall seg ment used in cal cu la tion ofper fo rated shear wall re sis tance is greater than 2:1, but not ex -ceed ing 3.5:1, the un ad justed shear re sis tance shall be the al -low able shear set forth in Ta ble 2306.4.1, mul ti plied by 2w/h.

WOOD SHEAR PANEL. A wood floor, roof or wall com po -nent sheathed to act as a shear wall or di a phragm.

WOOD STRUC TURAL PANEL. A panel man u fac turedfrom ve neers, or wood strands or wa fers, or a com bi na tion ofve neer and wood strands or wa fers, bonded to gether with wa -

ter proof syn thetic res ins or other suit able bond ing sys tems. Ex -am ples of wood struc tural pan els are:

Com pos ite pan els. A struc tural panel that is made of lay ersof ve neer and wood-based ma te rial;

Ori ented strand board (OSB). A wood struc tural panelthat is a mat-formed prod uct com posed of thin rect an gu larwood strands or wa fers ar ranged in ori ented lay ers; or

Ply wood. A wood struc tural panel com prised of plies ofwood ve neer ar ranged in cross-aligned lay ers.

SECTION 2303MINIMUM STANDARDS AND QUALITY

2303.1 Gen eral. Struc tural lum ber, end-jointed lum ber, pre -fab ri cated I-joists, struc tural glued-lam i nated tim ber, woodstruc tural pan els, fi ber board sheath ing (when used struc tur -ally), hard board sid ing (when used struc tur ally), particleboard, pre ser va tive-treated wood, fire-re tar dant-treated wood, hard -wood, ply wood, trusses and joist hang ers shall con form to theap pli ca ble pro vi sions of this sec tion.

2303.1.1 Lum ber. Lum ber used for load-sup port ing pur -poses, in clud ing end-jointed or edge-glued lum ber, ma -chine stress-rated or ma chine eval u ated lum ber, shall beiden ti fied by the grade mark of a lum ber grad ing or in spec -tion agency that has been ap proved by an ac cred i ta tion body that com plies with DOC PS 20 or equiv a lent. Grading prac -tices and iden ti fi ca tion shall com ply with rules pub lished by an agency ap proved in ac cor dance with the pro ce dures ofDOC PS 20 or equiv a lent pro ce dures. In lieu of a grademark on the ma te rial, a cer tif i cate of in spec tion as to spe ciesand grade is sued by a lum ber-grad ing or in spec tion agencymeet ing the re quire ments of this sec tion is per mit ted to beac cepted for pre cut, remanufactured or rough-sawn lum ber,and for sizes larger than 3 inches (76 mm) nom i nal thick -ness.

Ap proved end-jointed lum ber is per mit ted to be used in -ter change ably with solid-sawn mem bers of the same spe -cies and grade.

Ex cep tion: In lieu of com pli ance with Sec tion 2303.1.1,lum ber used for load-sup port ing pur poses, which is nei -ther iden ti fied by a grade mark nor is sued a cer tif i cate ofin spec tion by a lum ber grad ing or in spec tion agency,may be used un der the fol low ing con di tions when au tho -rized by the au thor ity hav ing ju ris dic tion:

1. The pro duc ing mill shall sell or pro vide the lum ber di rectly to the ul ti mate con sumer or the con -sumer’s con tract builder for use in an ap provedstruc ture.

2. The pro duc ing mill shall cer tify in writ ing to thecon sumer or con tract builder on a form to be pro -vided by the au thor ity hav ing ju ris dic tion that thequal ity and safe work ing stresses of such lum berare equal to or ex ceed No. 2 grade of the spe cies inac cor dance with the con di tions set forth in DOCPS 20. Such cer tif i ca tion shall be filed as part of the build ing per mit ap pli ca tion.

420 BUILDING CODE OF NEW YORK STATE

WOOD

3. The use of such lum ber shall be in ac cor dance with Sec tion 503 of the Build ing Code of New YorkState, lim ited to:

a. Build ings of res i den tial Group R oc cu pancynot ex ceed ing three sto ries in height.

b. Build ings of as sem bly Group A, busi nessGroup B, ed u ca tional Group E, fac tory in -dus trial Group F, high-haz ard Group H, in -sti tu tional Group I, mer can tile Group M,stor age Group S and util ity mis cel la neousGroup U oc cu pan cies not ex ceed ing 10,000square feet (929 m2)of cu mu la tive floor areaor 35 feet (10 668 mm) in height.

2303.1.2 Pre fab ri cated wood I-joists. Struc tural ca pac i -ties and de sign pro vi sions for pre fab ri cated wood I-joistsshall be es tab lished and mon i tored in ac cor dance withASTM D 5055.

2303.1.3 Struc tural glued-lam i nated tim ber. Glued-lam -i nated tim bers shall be man u fac tured and iden ti fied as re -quired in AITC A190.1 and ASTM D 3737.

2303.1.4 Wood struc tural pan els. Wood struc tural pan els,when used struc tur ally (in clud ing those used for sid ing, roof and wall sheath ing, subflooring, di a phragms and built-upmem bers), shall con form to the re quire ments for their typein DOC PS 1 or PS 2. Each panel or mem ber shall be iden ti -fied for grade and glue type by the trade marks of an ap -proved test ing and grad ing agency. Wood struc tural panelcom po nents shall be de signed and fab ri cated in ac cor dancewith the ap pli ca ble stan dards listed in Sec tion 2306.1 andiden ti fied by the trade marks of an ap proved test ing and in -spec tion agency in di cat ing con for mance with the ap pli ca -ble stan dard. In ad di tion, wood struc tural pan els whenper ma nently ex posed in out door ap pli ca tions shall be of ex -te rior type, ex cept that wood struc tural panel roof sheath ingex posed to the out doors on the un der side is per mit ted to bein te rior type bonded with ex te rior glue, Ex po sure 1.

2303.1.5 Fi ber board. Fi ber board for its var i ous uses shallcon form to ANSI/AHA A194.1 or ASTM C 208. Fi ber -board sheath ing, when used struc tur ally, shall be so iden ti -fied by an ap proved agency as con form ing to ANSI/AHAA194.1 or ASTM C 208.

2303.1.5.1 Jointing. To en sure tight-fit ting as sem blies,edges shall be man u fac tured with square, shiplapped,bev eled, tongue-and-groove or U-shaped joints.

2303.1.5.2 Roof in su la tion. Where used as roof in su la -tion in all types of con struc tion, fi ber board shall be pro -tected with an ap proved roof cov er ing.

2303.1.5.3 Wall in su la tion. Where in stalled andfireblocked to com ply with Chap ter 7, fiberboards areper mit ted as wall in su la tion in all types of con struc tion.In fire walls and fire bar ri ers, un less treated to com plywith Sec tion 803.1 for Class A ma te ri als, the boards shall be ce mented di rectly to the con crete, ma sonry or othernoncombustible base and shall be pro tected with an ap -proved noncombustible ve neer an chored to the basewith out in ter ven ing air spaces.

2303.1.5.3.1 Pro tec tion. Fi ber board wall in su la tionap plied on the ex te rior of foun da tion walls shall bepro tected be low ground level with a bi tu mi nous coat -ing.

2303.1.5.4 In su lating roof deck. Where used as roofdeck ing in open beam con struc tion, fi ber board in su la -tion roof deck shall have a nom i nal thick ness of not lessthan 1 inch (25 mm).

2303.1.6 Hard board. Hard board sid ing used struc tur allyshall be iden ti fied by an ap proved agency con form ing toAHA A135.6. Hard board underlayment shall meet thestrength re quire ments of 7/32-inch (5.6 mm) or 1/4-inch (6.4mm) ser vice class hard board planed or sanded on one side to a uni form thick ness of not less than 0.200 inch (5.1 mm).Prefinished hard board pan el ing shall meet the re quire mentsof AHA A135.5. Other ba sic hard board prod ucts shall meetthe re quire ments of AHA A135.4. Hard board prod ucts shall be in stalled in ac cor dance with man u fac turer’s rec om men -da tions.

2303.1.7 Particleboard. Particleboard shall con form toANSI A208.1. Particleboard shall be iden ti fied by the grademark or cer tif i cate of in spec tion is sued by an ap provedagency. Particleboard shall not be uti lized for ap pli ca tionsother than in di cated in this sec tion un less the particleboardcom plies with the pro vi sions of Sec tion 2306.4.3.

2303.1.7.1 Floor underlayment. Particleboard floorunderlayment shall con form to Type PBU of ANSIA208.1. Type PBU underlayment shall not be less than1/4-inch (6.4 mm) thick and shall be in stalled in ac cor -dance with the in struc tions of the Com pos ite Panel As so -ci a tion.

2303.1.8 Pre ser va tive-treated wood. Lum ber, tim ber, ply -wood, piles and poles sup port ing per ma nent struc tures re -quired by Sec tion 2304.11 to be pre ser va tive treated shallcon form to the re quire ments of the ap pli ca ble AWPA Stan -dard C1, C2, C3, C4, C9, C14, C15, C16, C22, C23, C24,C28, C31, C33 and M4, for the spe cies, prod uct, pre ser va -tive and end use. Pre ser va tives shall con form to AWPAP1/P13, P2, P5, P8 and P9. Lum ber and ply wood used inwood foun da tion sys tems shall con form to Chap ter 18.

2303.1.8.1 Iden ti fi ca tion. Wood re quired by Sec tion2304.11 to be pre ser va tive treated shall bear the qual itymark of an in spec tion agency that main tains con tin u ingsu per vi sion, test ing and in spec tion over the qual ity of the reservative-treated wood. In spec tion agen cies for pre ser -va tive-treated wood shall be listed by an ac cred i ta tionbody that com plies with the re quire ments of the Amer i -can Lum ber Stan dards Treated Wood Pro gram, or equiv -a lent. The qual ity mark shall be on a stamp or la belaf fixed to the pre ser va tive-treated wood, and shall in -clude the fol low ing in for ma tion:

1. Iden ti fi ca tion of treat ing man u fac turer.

2. Type of pre ser va tive used.

3. Min i mum pre ser va tive re ten tion (pcf).

4. End use for which the prod uct is treated.


WOOD

5. AWPA stan dard to which the prod uct was treated.

6. Iden tity of the ac cred ited in spec tion agency.

2303.1.8.2 Mois ture con tent. Where pre ser va -tive-treated wood is used in en closed lo ca tions wheredry ing in ser vice can not readily oc cur, such wood shallbe at a mois ture con tent of 19 per cent or less be fore be ing cov ered with in su la tion, in te rior wall fin ish, floor cov er -ing or other ma te ri als.

2303.1.9 Struc tural com pos ite lum ber. Struc tural ca pac i -ties for struc tural com pos ite lum ber shall be es tab lished andmon i tored in ac cor dance with ASTM D 5456.

2303.2 Fire-re tar dant-treated wood. Fire-re tar dant-treatedwood is any wood prod uct which, when im preg nated withchem i cals by a pres sure pro cess or other means dur ing man u -fac ture, shall have, when tested in ac cor dance with ASTM E84, a listed flame spread in dex of 25 or less and show no ev i -dence of sig nif i cant pro gres sive com bus tion when the test iscon tin ued for an ad di tional 20-min ute pe riod. In ad di tion, theflame front shall not prog ress more than 10.5 feet (3200 mm)be yond the cen ter line of the burn ers at any time dur ing the test.

2303.2.1 La beling. Fire-re tar dant-treated lum ber and wood struc tural pan els shall be la beled. The la bel shall con tain thefol low ing items:

1. The iden ti fi ca tion mark of an ap proved agency in ac -cor dance with Sec tion 1703.5.

2. Iden ti fi ca tion of the treat ing man u fac turer.

3. The name of the fire-re tar dant treat ment.

4. The spe cies of wood treated.

5. Flame spread and smoke-de vel oped in dex.

6. Method of dry ing af ter treat ment.

7. Con for mance with ap pro pri ate stan dards in ac cor -dance with Sec tions 2303.2.2 through 2303.2.5.

8. For fire-re tar dant-treated wood ex posed to weather,damp or wet lo ca tions, in clude the words “No in -crease in the listed clas si fi ca tion when sub jected tothe Stan dard Rain Test” (ASTM D 2898).

2303.2.2 Strength ad just ments. De sign val ues for un -treated lum ber and wood struc tural pan els, as spec i fied inSec tion 2303.1, shall be ad justed for fire-re tar dant-treatedwood. Ad just ments to de sign val ues shall be based on anap proved method of in ves ti ga tion that takes into con sid er -ation the ef fects of the an tic i pated tem per a ture and hu mid -ity to which the fire-re tar dant-treated wood will besub jected, the type of treat ment and redrying pro ce dures.

2303.2.2.1 Wood struc tural pan els. The ef fect oftreat ment and the method of redrying af ter treat ment,and ex po sure to high tem per a tures and high humiditieson the flex ure prop er ties of fire-re tar dant-treated soft -wood ply wood shall be de ter mined in ac cor dance withASTM D 5516. The test data de vel oped by ASTM D5516 shall be used to de velop ad just ment fac tors, max i -mum loads and spans, or both, for un treated ply woodde sign val ues in ac cor dance with ASTM D 6305. Eachman u fac turer shall pub lish the al low able max i mum

loads and spans for ser vice as floor and roof sheath ingfor its treat ment.

2303.2.2.2 Lum ber. For each spe cies of wood treated,the ef fect of the treat ment and the method of redryingaf ter treat ment and ex po sure to high tem per a tures andhigh humidities on the al low able de sign prop er ties offire-re tar dant-treated lum ber shall be de ter mined in ac -cor dance with ASTM D 5664. The test data de vel opedby ASTM D 5664 shall be used to de velop mod i fi ca tionfac tors for use at or near room tem per a ture and at el e -vated tem per a tures and hu mid ity in ac cor dance with anap proved method of in ves ti ga tion. Each man u fac turershall pub lish the mod i fi ca tion fac tors for ser vice at tem -per a tures of not less than 80°F (26.7°C) and for rooffram ing. The roof fram ing mod i fi ca tion fac tors shalltake into con sid er ation the cli ma to log i cal lo ca tion.

2303.2.3 Ex po sure to weather, damp or wet lo ca tions.Where fire-re tar dant-treated wood is ex posed to weather,or damp or wet lo ca tions, it shall be iden ti fied as “Ex te -rior” to in di cate there is no in crease in the listed flamespread in dex as de fined in Sec tion 2303.2 when sub jectedto ASTM D 2898.

2303.2.4 In te rior ap pli ca tions. In te rior fire-re tar -dant-treated wood shall have mois ture con tent of not over28 per cent when tested in ac cor dance with ASTM D 3201pro ce dures at 92-per cent rel a tive hu mid ity. In te riorfire-re tar dant-treated wood shall be tested in ac cor dancewith Sec tion 2303.2.2.1 or 2303.2.2.2. In te rior fire-re tar -dant-treated wood des ig nated as Type A shall be tested inac cor dance with the pro vi sions of this sec tion.

2303.2.5 Mois ture con tent. Fire-re tar dant-treated woodshall be dried to a mois ture con tent of 19 per cent or less forlum ber and 15 per cent or less for wood struc tural pan elsbe fore use. For wood kiln dried af ter treat ment (KDAT),the kiln tem per a tures shall not ex ceed those used in kilndry ing the lum ber and ply wood sub mit ted for the tests de -scribed in Sec tion 2303.2.2.1 for ply wood and 2303.2.2.2for lum ber.

2303.2.6 Type I and II con struc tion ap pli ca tions. SeeSec tion 603.1 for lim i ta tions on the use of fire-re tar -dant-treated wood in build ings of Type I or II con struc tion.

2303.3 Hard wood ply wood. Hard wood and dec o ra tive ply -wood shall be man u fac tured and iden ti fied as re quired inHPVA HP-1.

2303.4 Trusses. Metal-plate-con nected wood trusses shall beman u fac tured as re quired by TPI 1. Each man u fac turer oftrusses us ing metal plate con nec tors shall re tain an ap provedagency to make un sched uled in spec tions of truss man u fac tur -ing and de liv ery op er a tions. The in spec tion shall cover allphases of truss op er a tions, in clud ing lum ber stor age, han -dling, cut ting fix tures, presses or roll ers, man u fac tur ing, bun -dling and band ing.

2303.4.1 Truss de sign draw ings. Truss con struc tion doc -u ments shall be pre pared by a reg is tered de sign pro fes -sional and shall be pro vided to the code en force mentof fi cial and ap proved prior to in stal la tion. These con struc -tion doc u ments shall in clude, at a min i mum, the in for ma -


WOOD

tion spec i fied be low. Truss shop draw ings shall be pro videdwith the ship ment of trusses de liv ered to the job site.

1. Slope or depth, span and spac ing;

2. Lo ca tion of joints;

3. Re quired bear ing widths;

4. De sign loads as ap pli ca ble;

5. Top chord live load (in clud ing snow loads);

6. Top chord dead load;

7. Bot tom chord live load;

8. Bot tom chord dead load;

9. Con cen trated loads and their points of ap pli ca tion;

10. Con trolling wind and earth quake loads;

11. Ad just ments to lum ber and metal con nec tor platede sign value for con di tions of use;

12. Each re ac tion force and di rec tion;

13. Metal con nec tor plate type, size, thick ness or gage,and the dimensioned lo ca tion of each metal con -nec tor plate ex cept where sym met ri cally lo catedrel a tive to the joint in ter face;

14. Lum ber size, spe cies and grade for each mem ber;

15. Con nec tion re quire ments for:

15.1. Truss to truss girder;

15.2. Truss ply to ply; and

15.3. Field splices.

16. Cal cu lated de flec tion ra tio or max i mum de flec tionfor live and to tal load;

17. Max i mum ax ial com pres sion forces in the trussmem bers to de sign the size, con nec tions and an -chor age of the per ma nent con tin u ous lat eral brac -ing. Forces shall be shown on the truss con struc tiondoc u ments or on sup ple men tal doc u ments; and

18. Re quired per ma nent truss mem ber brac ing lo ca tion.

2303.5 Test stan dard for joist hang ers and con nec tors. Forthe re quired test stan dards for joist hang ers and con nec tors, seeSec tion 1715.1.

2303.6 Nails and sta ples. Nails and sta ples shall con form tore quire ments of ASTM F 1667. Nails used for fram ing andsheath ing con nec tions shall have min i mum av er age bend ingyield strengths as fol lows: 80 kips per square inch (ksi) (551MPa) for shank di am e ters larger than 0.177 inch (4.50 mm)but not larger than 0.254 inch (6.45 mm), 90 ksi (620 MPa) for shank di am e ters larger than 0.142 inch (3.61 mm) but notlarger than 0.177 inch (4.50 mm) and 100 ksi (689 MPa) forshank di am e ters of 0.142 inch (3.61 mm) or less.

2303.7 Shrink age. Con sid er ation shall be given in de sign tothe pos si ble ef fect of cross-grain di men sional changes con sid -ered ver ti cally which may oc cur in lum ber fab ri cated in a greencon di tion.

SECTION 2304GENERAL CONSTRUCTION REQUIREMENTS

2304.1 Gen eral. The pro vi sions of this sec tion ap ply to de signmeth ods spec i fied in Sec tion 2301.2.

2304.2 Size of struc tural mem bers. Com pu ta tions to de ter -mine the re quired sizes of mem bers shall be based on the net di -men sions (ac tual sizes) and not nom i nal sizes.

2304.3 Wall fram ing. The fram ing of ex te rior and in te riorwalls shall be in ac cor dance with the pro vi sions spec i fied inSec tion 2308 un less a spe cific de sign is fur nished.

2304.3.1 Bot tom plates. Studs shall have full bear ing on a2-inch-thick (ac tual 11/2-inch, 38 mm) or larger plate or sillhav ing a width at least equal to the width of the studs.

2304.3.2 Framing over open ings. Headers, dou ble joists,trusses or other ap proved as sem blies that are of ad e quatesize to trans fer loads to the ver ti cal mem bers shall be pro -vided over win dow and door open ings in load-bear ing walls and par ti tions.

2304.3.3. Shrink age. Wood walls and bear ing par ti tionsshall not sup port more than two floors and a roof un less ananal y sis sat is fac tory to the build ing of fi cial shows thatshrink age of the wood fram ing will not have ad verse ef fectson the struc ture or any plumb ing, elec tri cal or me chan i calsys tems, or other equip ment in stalled therein due to ex ces -sive shrink age or dif fer en tial move ments caused by shrink -age. The anal y sis shall also show that the roof drain agesys tem and the fore go ing sys tems or equip ment will not bead versely af fected or, as an al ter nate, such sys tems shall bede signed to ac com mo date the dif fer en tial shrink age ormove ments.

2304.4 Floor and roof fram ing. The fram ing of wood-joistedfloors and wood framed roofs shall be in ac cor dance with thepro vi sions spec i fied in Sec tion 2308 un less a spe cific de sign isfur nished.

2304.5 Fram ing around flues and chim neys. Com bus ti blefram ing shall be a min i mum of 2 inches (51 mm), but shall notbe less than the dis tance spec i fied in Sec tions 2111 and 2113and the Me chan i cal Code of New York State, from flues, chim -neys and fire places, and 6 inches (152 mm) away from flueopen ings.

2304.6 Wall sheath ing. Ex cept as pro vided for in Sec tion 1405 for weatherboard ing or where stucco con struc tion that com -plies with Sec tion 2510 is in stalled, en closed build ings shall besheathed with one of the ma te ri als of the nom i nal thick nessspec i fied in Ta ble 2304.6 or any other ap proved ma te rial ofequiv a lent strength or du ra bil ity.

2304.6.1 Wood struc tural panel sheath ing. Where woodstruc tural panel sheath ing is used as the ex posed fin ish onthe ex te rior of out side walls, it shall have an ex te rior ex po -sure du ra bil ity clas si fi ca tion. Where wood struc tural panelsheath ing is used on the ex te rior of out side walls but not asthe ex posed fin ish, it shall be of a type man u fac tured withex te rior glue (Ex po sure 1 or Ex te rior). Where wood struc -tural panel sheath ing is used else where, it shall be of a typeman u fac tured with in ter me di ate or ex te rior glue.


WOOD

2304.6.2 In te rior pan el ing. Soft wood wood struc turalpan els used for in te rior pan el ing shall con form with thepro vi sions of Chap ter 8 and shall be in stalled in ac cor -dance with Ta ble 2304.9.1. Panels shall com ply with DOCPS 1 or PS 2. Prefinished hard board pan el ing shall meetthe re quire ments of AHA A135.5, Prefinished Hard boardPaneling. Hard wood ply wood shall con form to HPVAHP-1, The Amer i can Na tional Stan dard for Hard wood and Dec o ra tive Ply wood.

2304.7 Floor and roof sheath ing.

2304.7.1 Struc tural floor sheath ing. Struc tural floorsheath ing shall be de signed in ac cor dance with the gen eral

pro vi sions of this code and the spe cial pro vi sions in this sec -tion.

Floor sheath ing con form ing to the pro vi sions of Ta ble2304.7(1), 2304.7(2), 2304.7(3) or 2304.7(4) shall bedeemed to meet the re quire ments of this sec tion.

2304.7.2 Struc tural roof sheath ing. Struc tural roof sheath -ing shall be de signed in ac cor dance with the gen eral pro vi -sions of this code and the spe cial pro vi sions in this sec tion.

Roof sheath ing con form ing to the pro vi sions of Ta ble2304.7(1), 2304.7(2), 2304.7(3) or 2304.7(5) shall bedeemed to meet the re quire ments of this sec tion. Woodstruc tural panel roof sheath ing shall be bonded by ex te riorglue.


WOOD

TABLE 2304.7(1)ALLOWABLE SPANS FOR LUMBER FLOOR AND ROOF SHEATHINGa,b

SPAN (inches)

MINIMUM NET THICKNESS (inches) OF LUMBER PLACED

Perpendicular to supports Diagonally to supports

Surfaced dryc Surfaced unseasoned Surfaced dryc Surfaced unseasoned

Floors

24 3/425/32

3/425/32

16 5/811/16

5/811/16

Roofs

24 5/811/16

3/425/32

For SI: 1 inch = 25.4 mm.a. In stal la tion de tails shall con form to Sec tions 2304.6.1 and 2304.6.2 for floor and roof sheath ing, re spec tively.b. Floor or roof sheath ing con form ing with this ta ble shall be deemed to meet the de sign cri te ria of Sec tion 2304.6.c. Max i mum 19-per cent mois ture con tent.

TABLE 2304.7(2)SHEATHING LUMBER, MINIMUM GRADE REQUIREMENTS: BOARD GRADE

SOLID FLOOR OR ROOF SHEATHING SPACED ROOF SHEATHING GRADING RULES

Utility Standard NLGA, WCLIB, WWPA

4 common or utility 3 common or standard NLGA, WCLIB, WWPA, NSLB or NELMA

No. 3 No. 2 SPIB

Merchantable Construction common RIS

TABLE 2304.6MINIMUM THICKNESS OF WALL SHEATHING

SHEATHING TYPE MINIMUM THICKNESS MAXIMUM WALL STUD SPACING

Wood boards 5/8 inch 24 inches on center

Fiberboard 1/2 inch 16 inches on center

Wood structural panel In accordance with Tables 2308.9.3(2) and 2308.9.3(3) —

M-S “Exterior Glue” and M-2“Exterior Glue” Particleboard In accordance with Tables 2306.4.3 and 2308.9.3(5) —

Gypsum sheathing 1/2 inch 16 inches on center

Gypsum wallboard 1/2 inch 24 inches on center

Reinforced cement mortar 1 inch 24 inches on center

For SI: 1 inch = 25.4 mm.


WOOD

TABLE 2304.7(3)ALLOWABLE SPANS AND LOADS FOR WOOD STRUCTURAL PANEL SHEATHING AND

SINGLE-FLOOR GRADES CONTINUOUS OVER TWO OR MORE SPANS WITH STRENGTH AXIS PERPENDICULAR TO SUPPORTSa,b

SHEATHING GRADES ROOFc FLOORd

Panel span ratingroof/floor span

Panel thickness(inches)

Maximum span (inches) Loade (psf)Maximum span

(inches)With edge supportf Without edge support Total load Live load

12/0 5/16 12 12 40 30 0

16/0 5/16, 3/8 16 16 40 30 0

20/0 5/16, 3/8 20 20 40 30 0

24/0 3/8, 7/16, 1/2 24 20g 40 30 0

24/16 7/16, 1/2 24 24 50 40 16

32/16 15/32, 1/2, 5/8 32 28 40 30 16h

40/20 19/32, 5/8, 3/4, 7/8 40 32 40 30 20h,i

48/24 23/32, 3/4, 7/8 48 36 45 35 24

54/32 7/8, 1 54 40 45 35 32

60/32 7/8, 1 1/8 60 48 45 35 32

SINGLE FLOOR GRADES ROOFc FLOORd

Panel span ratingPanel thickness

(inches)

Maximum span (inches) Loade (psf)Maximum span

(inches)With edge supportf Without edge support Total load Live load

16 o.c. 1/2, 19/32, 5/8 24 24 50 40 16h

20 o.c. 19/32, 5/8, 3/4 32 32 40 30 20h,i

24 o.c. 23/32, 3/4 48 36 35 25 24

32 o.c. 7/8, 1 48 40 50 40 32

48 o.c. 13/32, 11/8 60 48 50 40 48

For SI: 1 inch = 25.4 mm, 1 pound per square foot = 0.0479 kN/m2.a. Ap plies to pan els 24 inches or wider.b. Floor and roof sheath ing con form ing with this ta ble shall be deemed to meet the de sign cri te ria of Sec tion 2304.7.c. Uni form load de flec tion lim i ta tions 1/180 of span un der live load plus dead load, 1/240 un der live load only.d. Panel edges shall have ap proved tongue-and-groove joints or shall be sup ported with block ing un less 1/4-inch min i mum thick ness underlayment or 1 1/2 inches of

ap proved cel lu lar or light weight con crete is placed over the subfloor, or fin ish floor is 3/4-inch wood strip. Al low able uni form load based on de flec tion of 1/360 ofspan is 100 pounds per square foot ex cept the span rat ing of 48 inches on cen ter is based on a to tal load of 65 pounds per square foot.

e. Al low able load at max i mum span.f. Tongue-and-groove edges, panel edge clips (one mid way be tween each sup port, ex cept two equally spaced be tween sup ports 48 inches on cen ter), lum ber block -

ing or other. Only lum ber block ing shall sat isfy blocked di a phragm re quire ments.g. For 1/2-inch panel, max i mum span shall be 24 inches.h. Span is per mit ted to be 24 inches on cen ter where 3/4-inch wood strip floor ing is in stalled at right an gles to joist.i. Span is per mit ted to be 24 inches on cen ter for floors where 11/2 inches of cel lu lar or light weight con crete is ap plied over the pan els.


WOOD

TABLE 2304.7(4)ALLOWABLE SPAN FOR WOOD STRUCTURAL PANEL COMBINATION SUBFLOOR-UNDERLAYMENT (SINGLE FLOOR)a,b

(Panels Continuous Over Two or More Spans and Strength Axis Perpendicular to Supports)

IDENTIFICATION

MAXIMUM SPACING OF JOISTS (inches)

16 20 24 32 48

Species groupc Thickness (inches)

1 1/25/8

3/4 — —

2, 3 5/83/4

7/8 — —

4 3/47/8 1 — —

Single floor span ratingd 16 o.c. 20 o.c. 24 o.c. 32 o.c. 48 o.c.

For SI: 1 inch = 25.4 mm, 1 pound per square foot = 0.0479 kN/m2.a. Spans lim ited to value shown be cause of pos si ble ef fects of con cen trated loads. Al low able uni form loads based on de flec tion of 1/360 of span is 100 pounds per

square foot ex cept al low able to tal uni form load for 11/8-inch wood struc tural pan els over joists spaced 48 inches on cen ter is 65 pounds per square foot. Panel edgesshall have ap proved tongue-and-groove joints or shall be sup ported with block ing, un less 1/4-inch min i mum thick ness underlayment or 1 1/2 inches of ap proved cel -lu lar or light weight con crete is placed over the subfloor, or fin ish floor is 3/4-inch wood strip.

b. Floor pan els con form ing with this ta ble shall be deemed to meet the de sign cri te ria of Sec tion 2304.7.c. Ap pli ca ble to all grades of sanded ex te rior-type ply wood. See DOC PS 1 for ply wood spe cies groups.d. Ap pli ca ble to Underlayment grade, C-C (Plugged) ply wood, and Sin gle Floor grade wood struc tural pan els.

TABLE 2304.7(5)ALLOWABLE LOAD (PSF) FOR WOOD STRUCTURAL PANEL ROOF SHEATHING CONTINUOUS OVER

TWO OR MORE SPANS AND STRENGTH AXIS PARALLEL TO SUPPORTS(Plywood Structural Panels Are Five-Ply, Five-Layer Unless Otherwise Noted)a,b

PANEL GRADE THICKNESS (inch) MAXIMUM SPAN (inches)

LOAD AT MAXIMUM SPAN (psf)

Live Total

Structural I sheathing

7/16 24 20 30

15/32 24 35c 45c

1/2 24 40c 50c

19/32, 5/8 24 70 80

23/32, 3/4 24 90 100

Sheathing, other gradescovered in DOC PS 1 orDOC PS 2

7/16 16 40 50

15/32 24 20 25

1/2 24 25 30

19/32 24 40c 50c

5/8 24 45c 55c

23/32, 3/4 24 60c 65c

For SI: 1 inch = 25.4 mm, 1 pound per square foot = 0.0479 kN/m2.a. Roof sheath ing con form ing with this ta ble shall be deemed to meet the de sign cri te ria of Sec tion 2304.7.b. Uni form load de flec tion lim i ta tions 1/180 of span un der live load plus dead load, 1/240 un der live load only. Edges shall be blocked with lum ber or other ap proved type

of edge sup ports.c. For com pos ite and four-ply ply wood struc tural panel, load shall be re duced by 15 pounds per square foot.

2304.8 Me chanically lam i nated floors and decks.

2304.8.1 Gen eral. A lam i nated lum ber floor or deck builtup of wood mem bers set on edge, when meet ing the fol low -ing re quire ments, is per mit ted to be de signed as a solid flooror roof deck of the same thick ness, and con tin u ous spans are per mit ted to be de signed on the ba sis of the full cross sec tion us ing the sim ple span mo ment co ef fi cient.

Nail lengths shall not be less than two and one-half timesthe net thick ness of each lam i na tion. Where deck sup portsare 4 feet (1219 mm) on cen ter (o.c.) or less, side nails shallbe spaced not more than 30 inches (762 mm) o.c. al ter natelynear top and bot tom edges, and stag gered one-third of thespac ing in ad ja cent lami na tions. Where sup ports are spacedmore than 4 feet (1219 mm) o.c., side nails shall be spacednot more than 18 inches (457 mm) o.c. al ter nately near topand bot tom edges, and stag gered one-third of the spac ing inad ja cent lami na tions. Two side nails shall be used at eachend of butt-jointed pieces.

Lam i na tions shall be toenailed to sup ports with 20d orlarger com mon nails. Where the sup ports are 4 feet (1219mm) o.c. or less, al ter nate lami na tions shall be toenailed toal ter nate sup ports; where sup ports are spaced more than 4feet (1219 mm) o.c., al ter nate lami na tions shall be toenailedto ev ery sup port. A sin gle-span deck shall have all lami na -tions full length. A con tin u ous deck of two spans shall nothave more than ev ery fourth lam i na tion spliced within quar -ter points ad join ing sup ports. Joints shall be closely buttedover sup ports or stag gered across the deck but within the ad -join ing quar ter spans. No lam i na tion shall be spliced morethan twice in any span.

2304.9 Con nec tions and fas ten ers.

2304.9.1 Fas tener re quire ments. Con nec tions for woodmem bers shall be de signed in ac cor dance with the ap pro pri -ate meth od ol ogy in Sec tion 2301.2. The num ber and size ofnails con nect ing wood mem bers shall not be less than thatset forth in Ta ble 2304.9.1.

2304.9.2 Sheathing fas ten ers. Sheathing nails or other ap -proved sheath ing con nec tors shall be driven so that theirhead or crown is flush with the sur face of the sheath ing.

2304.9.3 Joist hang ers and fram ing an chors. Con nec -tions de pend ing on joist hang ers or fram ing an chors, tiesand other me chan i cal fas ten ings not oth er wise cov ered areper mit ted where ap proved. The ver ti cal load-bear ing ca pac -ity, tor sional mo ment ca pac ity and de flec tion char ac ter is -tics of joist hang ers shall be de ter mined in ac cor dance withSec tion 1715.1.

2304.9.4 Other fas ten ers. Clips, sta ples, glues and otherap proved meth ods of fas ten ing are per mit ted where ap -proved.

2304.9.5 Fas teners in pre ser va tive-treated and fire-re -tar dant-treated wood. Fas teners for pre ser va tive-treatedand fire-re tar dant-treated wood shall be of hot-dippedzinc-coated gal va nized steel, stain less steel, sil i con bronzeor cop per. Fas ten ings for wood foun da tions shall be as re -quired in AF&PA Tech ni cal Re port No. 7.

2304.9.6 Load path. Where wall fram ing mem bers are notcon tin u ous from foun da tion sill to roof, the mem bers shallbe se cured to en sure a con tin u ous load path. Where re -quired, sheet metal clamps, ties or clips shall be formed ofgal va nized steel or other ap proved cor ro sion-re sis tant ma te -rial not less than 0.040 inch (1.01 mm) nom i nal thick ness.Wood struc tural panel sheath ing and fas ten ing de signed totrans fer re sul tant forces across hor i zon tal fram ing jointsshall con sti tute an ac cept able con tin u ous load path as an al -ter na tive to the use of sheet metal clamps, ties or clips.

2304.9.7 Framing re quire ments. Wood col umns and posts shall be framed to pro vide full end bear ing. Al ter na tively,col umn-and-post end con nec tions shall be de signed to re sist the full com pres sive loads, ne glect ing end-bear ing ca pac ity. Col umn-and-post end con nec tions shall be fas tened to re sist lat eral and net in duced up lift forces.

2304.10 Heavy tim ber con struc tion.

2304.10.1 Col umns. Col umns shall be con tin u ous or su per -im posed through out all sto ries by means of re in forced con -crete or metal caps with brack ets, or shall be con nected byprop erly de signed steel or iron caps, with pin tles and baseplates, or by tim ber splice plates af fixed to the col umns bymetal con nec tors housed within the con tact faces, or byother ap proved meth ods.

2304.10.1.1 Col umn con nec tions. Girders and beamsshall be closely fit ted around col umns and ad join ingends shall be cross tied to each other, or intertied by capsor ties, to trans fer hor i zon tal loads across joints. Woodbol sters shall not be placed on tops of col umns un less thecol umns sup port roof loads only.

2304.10.2 Floor fram ing. Ap proved wall plate boxes orhang ers shall be pro vided where wood beams, gird ers ortrusses rest on ma sonry or con crete walls. Where in ter me di -ate beams are used to sup port a floor, they shall rest on top of gird ers, or shall be sup ported by led gers or blocks se curelyfas tened to the sides of the gird ers, or they shall be sup -ported by an ap proved metal hanger into which the ends ofthe beams shall be closely fit ted.

2304.10.3 Roof fram ing. Ev ery roof girder and at least ev -ery al ter nate roof beam shall be an chored to its sup port ingmem ber; and ev ery mon i tor and ev ery sawtooth con struc -tion shall be an chored to the main roof con struc tion. Suchan chors shall con sist of steel or iron bolts of suf fi cientstrength to re sist ver ti cal up lift of the roof.

2304.10.4 Floor decks. Floor decks and cov er ing shall notex tend closer than 1/2 inch (12.7 mm) to walls. Such 1/2-inch(12.7 mm) spaces shall be cov ered by a mold ing fas tened tothe wall ei ther above or be low the floor and ar ranged suchthat the mold ing will not ob struct the ex pan sion or con trac -tion move ments of the floor. Cor beling of ma sonry wallsun der floors is per mit ted in place of such mold ing.

2304.10.5 Roof decks. Where sup ported by a wall, roofdecks shall be an chored to walls to re sist up lift forces de ter -mined in ac cor dance with Chap ter 16. Such an chors shallcon sist of steel or iron bolts of suf fi cient strength to re sistver ti cal up lift of the roof.

2304.11 Pro tec tion against de cay and ter mites.


WOOD


WOOD

TABLE 2304.9.1FASTENING SCHEDULE

CONNECTION FASTENINGa,m LOCATION

1. Joist to sill or girder 3 - 8d common3 - 3² × 0.131² nails3 - 3² 14 gage staples

toenail

2. Bridging to joist 2 - 8d common2 - 3² × 0.131² nails2 - 3²14 gage staples

toenail each end

3. 1² × 6² subfloor or less to each joist 2 - 8d common face nail

4. Wider than 1² × 6² subfloor to each joist 3 - 8d common face nail

5. 2² subfloor to joist or girder 2 - 16d common blind and face nail

6. Sole plate to joist or blocking 16d at 16² o.c.3² × 0.131² nails at 8² o.c.3² 14 gage staples at 12² o.c.

typical face nail

Sole plate to joist or blocking at braced wall panel

3 - 16d at 16²4 - 3² × 0.131² nails at 16²4 - 3² 14 gage staples per 16²

braced wall panels

7. Top plate to stud 2 - 16d common3 - 3² × 0.131² nails3 - 3² 14 gage staples

end nail

8. Stud to sole plate 4 - 8d common4 - 3² × 0.131² nails3 - 3² 14 gage staples

toenail

2 - 16d common3 - 3² × 0.131² nails3 - 3² 14 gage staples

end nail

9. Double studs 16d at 24² o.c.3² × 0.131² nail at 8² o.c.3² 14 gage staple at 8² o.c.

face nail

10. Double top plates 16d at 16² o.c.3² × 0.131² nail at 12² o.c.3² 14 gage staple at 12² o.c.

typical face nail

Double top plates 8-16d common12 - 3² × 0.131² nails12 - 3² 14 gage staples

lap splice

11. Blocking between joists or rafters to top plate 3 - 8d common3 - 3² × 0.131² nails3 - 3² 14 gage staples

toenail

12. Rim joist to top plate 8d at 6² o.c.3² × 0.131² nail at 6² o.c.3² 14 gage staple at 6² o.c.

toenail

13. Top plates, laps and intersections 2 - 16d common3 - 3² × 0.131² nails3 - 3² 14 gage staples

face nail

14. Continuous header, two pieces 16d common 16² o.c. along edge

15. Ceiling joists to plate 3 - 8d common5 - 3² × 0.131² nails5 - 3² 14 gage staples

toenail

16. Continuous header to stud 4 - 8d common toenail

(continued)


WOOD

TABLE 2304.9.1—continuedFASTENING SCHEDULE


17. Ceiling joists, laps over partitions (see Section 2308.10.4.1, Table 2308.10.4.1)

3 - 16d common minimum, Table 2308.10.4.14 - 3² × 0.131² nails4 - 3² 14 gage staples

face nail

18. Ceiling joists to parallel rafters (see Section 2308.10.4.1, Table 2308.10.4.1)

3 - 16d common minimum, Table 2308.10.4.14 - 3² × 0.131² nails4 - 3² 14 gage staples

face nail

19. Rafter to plate (see Section 2308.10.1, Table 2308.10.1)


toenail

20. 1² diagonal brace to each stud and plate 2 - 8d common2 - 3² × 0.131² nails2 - 3² 14 gage staples

face nail

21. 1² ´ 8² sheathing to each bearing wall 2 - 8d common face nail

22. Wider than 1²´ 8² sheathing to each bearing 3 - 8d common face nail

23. Built-up corner studs 16d common3² × 0.131² nails3² 14 gage staples

24² o.c.16² o.c.16² o.c.

24. Built-up girder and beams 20d common 32² o.c.3² × 0.131² nail at 24² o.c.3² 14 gage staple at 24² o.c.

face nail at top and bottom staggeredon opposite sides


face nail at ends and at each splice

25. 2² planks 16d common at each bearing

26. Collar tie to rafter 3 - 10d common4 - 3² × 0.131² nails4 - 3² 14 gage staples

face nail

27. Jack rafter to hip 3 - 10d common4 - 3² × 0.131²nails4 - 3² 14 gage staples

toenail


face nail

28. Roof rafter to 2-by ridge beam 2 - 16d common3 - 3² × 0.131² nails3 - 3² 14 gage staples

toenail


face nail

29. Joist to band joist 3 - 16d common5 - 3² × 0.131² nails5 - 3² 14 gage staples

face nail

(continued)


WOOD

TABLE 2304.9.1—continuedFASTENING SCHEDULE


30. Ledger strip 3 - 16d common4 - 3² × 0.131² nails4 - 3² 14 gage staples

face nail

31. Wood structural panels and particleboard:b

Subfloor, roof and wall sheathing (to framing):

1/2² and less

19/32² to 3/4²

7/8² to 1²

6dc,1

2 3/8² × 0.113² nailn

1 3/4² 16 gageo

8dd or 6de

2 3/8² × 0.113² nailp

2² 16 gagep

8dc

Single Floor (combination subfloor-underlayment to framing):

1 1/8² to 1 1/4²3/4² and less7/8² to 1²1 1/8² to 1 1/4²

10dd or 8de

6de

8de

10dd or 8de

32. Panel siding (to framing) 1/2² or less5/8²

6df

8df

33. Fiberboard sheathing:g

1/2²

25/32²

No. 11 gage roofingnailh

6d common nailNo. 16 gage staplei

No. 11 gage roofingnailh

8d common nailNo. 16 gage staplei

34. Interior paneling 1/4²3/8²

4dj

6dk

For SI: 1 inch = 25.4 mm.a. Com mon or box nails are per mit ted to be used ex cept where oth er wise stated.b. Nails spaced at 6 inches on cen ter at edges, 12 inches at in ter me di ate sup ports ex cept 6 inches at sup ports where spans are 48 inches or more. For nail ing of wood

struc tural panel and particleboard di a phragms and shear walls, re fer to Sec tion 2305. Nails for wall sheath ing are per mit ted to be com mon, box or cas ing.c. Com mon or de formed shank.d. Com mon.e. De formed shank.f. Cor ro sion-re sis tant sid ing or cas ing nail.g. Fas teners spaced 3 inches on cen ter at ex te rior edges and 6 inches on cen ter at in ter me di ate sup ports.h. Cor ro sion-re sis tant roof ing nails with 7/16-inch-di am e ter head and 11/2-inch length for 1/2-inch sheath ing and 1 3/4-inch length for 25/32-inch sheath ing.i. Cor ro sion-re sis tant sta ples with nom i nal 7/16-inch crown and 1 1/8-inch length for 1/2-inch sheath ing and 1 1/2-inch length for 25/32-inch sheath ing. Panel sup ports at

16 inches (20 inches if strength axis in the long di rec tion of the panel, un less oth er wise marked).j. Cas ing or fin ish nails spaced 6 inches on panel edges, 12 inches at in ter me di ate sup ports.k. Panel sup ports at 24 inches. Cas ing or fin ish nails spaced 6 inches on panel edges, 12 inches at in ter me di ate sup ports.l. For roof sheath ing ap pli ca tions, 8d nails are the min i mum re quired for wood struc tural pan els.m.Sta ples shall have a min i mum crown width of 7/16 inch.n. For roof sheath ing ap pli ca tions, fas ten ers spaced 4 inches on cen ter at edges, 8 inches at in ter me di ate sup ports.o. Fas teners spaced 4 inches on cen ter at edges, 8 inches at in ter me di ate sup ports for subfloor and wall sheath ing and 3 inches on cen ter at edges, 6 inches at in ter me -

di ate sup ports for roof sheath ing.p. Fas teners spaced 4 inches on cen ter at edges, 8 inches at in ter me di ate supports.

2304.11.1 Gen eral. Where re quired by this sec tion, pro tec -tion from de cay and ter mites shall be pro vided by the use ofnat u rally du ra ble or pre ser va tive-treated wood.

2304.11.2 Wood used above ground. Wood in stalledabove ground in the lo ca tions spec i fied in Sec tions2304.11.2.1 through 2304.11.2.6 shall be nat u rally du ra blewood or pre ser va tive-treated wood that uses wa ter-bornepre ser va tives, and shall be treated in ac cor dance withAWPA C2 or C9 or ap pli ca ble AWPA stan dards forabove-ground use.

2304.11.2.1 Joists, gird ers and subfloor. Where woodjoists or the bot tom of a wood struc tural floor with outjoists are closer than 18 inches (457 mm), or wood gird -ers are closer than 12 inches (305 mm) to the ex posedground in crawl spaces or unexcavated ar eas lo catedwithin the per im e ter of the build ing foun da tion, the flooras sem bly (in clud ing posts, gird ers, joists and subfloor)shall be of nat u rally du ra ble or pre ser va tive-treatedwood.

2304.11.2.2 Framing. Wood fram ing mem bers, in clud -ing wood sheath ing, which rest on ex te rior foun da tionwalls and are less than 8 inches (203 mm) from ex posedearth shall be of nat u rally du ra ble or pre ser va tive-treatedwood. Wood fram ing mem bers and fur ring strips at -tached di rectly to the in te rior of ex te rior ma sonry or con -crete walls be low grade shall be of ap proved nat u rallydu ra ble or pre ser va tive-treated wood.

2304.11.2.3 Sleepers and sills. Sleepers and sills on acon crete or ma sonry slab that is in di rect con tact withearth shall be of nat u rally du ra ble or pre ser va tive-treatedwood.

2304.11.2.4 Girder ends. The ends of wood gird ers en -ter ing ex te rior ma sonry or con crete walls shall be pro -vided with a 1/2-inch (12.7 mm) air space on top, sidesand end, un less nat u rally du ra ble or pre ser va tive-treatedwood is used.

2304.11.2.5 Wood sid ing. Clear ance be tween wood sid -ing and earth on the ex te rior of a build ing shall not be less than 6 inches (152 mm) ex cept where sid ing, sheath ingand wall fram ing are of nat u rally du ra ble or pre ser va -tive-treated wood.

2304.11.2.6 Posts or col umns. Posts or col umns sup -port ing per ma nent struc tures and sup ported by a con -crete or ma sonry slab or foot ing that is in di rect con tactwith the earth shall be of nat u rally du ra ble or pre ser va -tive-treated wood.

Ex cep tions:

1. Posts or col umns that are ei ther ex posed to theweather or lo cated in base ments or cel lars, sup -ported by con crete piers or metal ped es tals pro -jected at least 1 inch (25 mm) above the slab ordeck and 6 inches (152 mm) above ex posedearth, and are sep a rated there from by an im per -vi ous mois ture bar rier.

2. Posts or col umns in en closed crawl spaces orunexcavated ar eas lo cated within the pe riph ery ofthe build ing, sup ported by a con crete pier or metal

ped es tal at a height greater than 8 inches (203mm) from ex posed ground, and are sep a ratedthere from by an im per vi ous mois ture bar rier.

2304.11.3 Lam i nated tim bers. The por tions of glued-lam -i nated tim bers that form the struc tural sup ports of a build ing or other struc ture and are ex posed to weather and not prop -erly pro tected by a roof, eave or sim i lar cov er ing shall bepres sure treated with pre ser va tive, or be man u fac tured fromnat u rally du ra ble or pre ser va tive-treated wood.

2304.11.4 Wood in con tact with the ground or fresh wa -ter. Wood in con tact with the ground (ex posed earth) thatsup ports per ma nent struc tures shall be of nat u rally du ra ble(spe cies for both de cay and ter mite re sis tance) or pre ser va -tive-treated wood us ing wa ter-borne pre ser va tives and shallbe treated in ac cor dance with AWPA C2, C9 or other ap pli -ca ble AWPA stan dard for soil or fresh wa ter con tact, whereused in the lo ca tions spec i fied in Sec tions 2304.11.4.1 and2304.11.4.2.

Ex cep tion: Un treated wood is per mit ted where suchwood is con tin u ously and en tirely be low the ground-wa -ter level or sub merged in fresh wa ter.

2304.11.4.1 Posts or col umns. Posts and col umns sup -port ing per ma nent struc tures that are em bed ded in con -crete in di rect con tact with the earth or em bed ded incon crete ex posed to the weather, or in di rect con tact withthe earth, shall be of pre ser va tive-treated wood.

2304.11.4.2 Wood struc tural mem bers. Wood struc -tural mem bers that sup port mois ture-per me able floors or roofs that are ex posed to the weather, such as con crete orma sonry slabs, shall be of nat u rally du ra ble or pre ser va -tive-treated wood un less sep a rated from such floors orroofs by an im per vi ous mois ture bar rier.

2304.11.5 Sup porting mem ber for per ma nent ap pur te -nances. Nat u rally du ra ble or pre ser va tive-treated woodshall be uti lized for those por tions of wood mem bers thatform the struc tural sup ports of build ings, bal co nies, porches or sim i lar per ma nent build ing ap pur te nances where suchmem bers are ex posed to the weather with out ad e quate pro -tec tion from a roof, eave, over hang or other cov er ing to pre -vent mois ture or wa ter ac cu mu la tion on the sur face or atjoints be tween mem bers.

Ex cep tion: When a build ing is lo cated in a geo graph icalre gion where ex pe ri ence has dem on strated that cli ma ticcon di tions pre clude the need to use du ra ble ma te ri alswhere the struc ture is ex posed to the weather.

2304.11.6 Ter mite pro tec tion. In geo graph ical ar easwhere the haz ard of ter mite dam age is known to be veryheavy, the floor fram ing shall be of nat u rally du ra ble or pre -ser va tive-treated wood, or pro vided with ap proved meth odsof ter mite pro tec tion.

2304.11.7 Wood used in re tain ing walls and cribs. Woodin stalled in re tain ing or crib walls shall be of pre ser va -tive-treated wood treated in ac cor dance with AWPA C2 orC9 for soil and fresh wa ter con tact.

2304.11.8 At tic ven ti la tion. For at tic ven ti la tion, see Sec -tion 1203.2.


WOOD

2304.11.9 Un der-floor ven ti la tion (crawl space). For un -der-floor ven ti la tion (crawl space), see Sec tion 1203.3.

2304.12 Wood sup port ing ma sonry or con crete. Woodmem bers shall not be used to per ma nently sup port the deadload of any ma sonry or con crete.

Ex cep tions:

1. Ma sonry or con crete nonstructural floor or roof sur -fac ing not more than 4 inches (102 mm) thick is per -mit ted to be sup ported by wood mem bers.

2. Any struc ture is per mit ted to rest upon wood pilescon structed in ac cor dance with the re quire ments ofChap ter 18.

3. Ve neer of brick, con crete or stone ap plied as spec i fiedin Sec tion 1405.5 hav ing an in stalled weight of 40pounds per square foot (psf) (1.9 kN/m2) or less is per -mit ted to be sup ported by an ap proved treated woodfoun da tion when the max i mum height of ve neer doesnot ex ceed 30 feet (9144 mm) above the foun da tion.Such ve neer used as an in te rior wall fin ish is per mit -ted to be sup ported on wood floor con struc tion. Thewood floor con struc tion shall be de signed to sup portthe ad di tional weight of the ve neer plus any otherloads and to limit the de flec tion and shrink age to 1/600

of the span of the sup port ing mem bers.

4. Glass unit ma sonry hav ing an in stalled weight of 20psf (0.96 kN/m2) or less is per mit ted to be in stalled inac cor dance with the pro vi sions of Sec tion 2110. Thewood con struc tion sup port ing the glass unit ma sonryshall be de signed for dead and live loads to limit de -flec tion and shrink age to 1/600 of the span of the sup -port ing mem bers.

SECTION 2305GENERAL DESIGN REQUIREMENTS FORLATERAL-FORCE-RESISTING SYSTEMS

2305.1 Gen eral. Struc tures us ing wood shear walls and di a -phragms to re sist wind, seis mic and other lat eral loads shall bede signed and con structed in ac cor dance with the pro vi sions ofthis sec tion.

2305.1.1 Shear re sis tance based on prin ci ples of me -chan ics. Shear re sis tance of di a phragms and shear walls areper mit ted to be cal cu lated by prin ci ples of me chan ics us ingval ues of fas tener strength and sheath ing shear re sis tance.

2305.1.2 Framing. Bound ary el e ments shall be pro vided totrans mit ten sion and com pres sion forces. Per im e ter mem -bers at open ings shall be pro vided and shall be de tailed todis trib ute the shear ing stresses. Di a phragm and shear wallsheath ing shall not be used to splice bound ary el e ments. Di -a phragm chords and col lec tors shall be placed in, or tan gentto, the plane of the di a phragm fram ing un less it can be dem -on strated that the mo ments, shears and de for ma tions, con -sid er ing ec cen tric i ties re sult ing from other con fig u ra tionscan be tol er ated with out ex ceed ing the ad justed re sis tanceand drift lim its.

2305.1.2.1 Framing mem bers. Framing mem bers shallbe at least 2 inch (51 mm) nom i nal width. In gen eral, ad -

join ing panel edges shall bear and be at tached to thefram ing mem bers and butt along their centerlines. Nailsshall be placed not less than 3/8 inch (9.5 mm) from thepanel edge, not more than 12 inches (305 mm) apartalong in ter me di ate sup ports, and 6 inches (152 mm)along panel edge bear ings, and shall be firmly driven into the fram ing mem bers.

2305.1.3 Open ings in shear pan els. Open ings in shearpan els that ma te ri ally af fect their strength shall be fully de -tailed on the plans, and shall have their edges ad e quately re -in forced to trans fer all shear ing stresses.

2305.1.4 Shear panel con nec tions. Pos i tive con nec tionsand an chor ages, ca pa ble of re sist ing the de sign forces, shallbe pro vided be tween the shear panel and the at tached com -po nents. In Seis mic De sign Cat e gory D, E or F, toe nailsshall not be used to trans fer lat eral forces in ex cess of 150pounds per foot (2189 N/m) from di a phragms to shearwalls, drag struts (col lec tors) or other el e ments, or fromshear walls to other el e ments.

2305.1.5 Wood mem bers re sist ing hor i zon tal seis micforces con trib uted by ma sonry and con crete. Wood shear walls, di a phragms, hor i zon tal trusses and other mem bersshall not be used to re sist hor i zon tal seis mic forces con trib -uted by ma sonry or con crete con struc tion in struc tures overone story in height.

Ex cep tions:

1. Wood floor and roof mem bers are per mit ted to beused in hor i zon tal trusses and di a phragms to re sisthor i zon tal seis mic forces con trib uted by ma sonryor con crete con struc tion (in clud ing those due toma sonry ve neer, fire places and chim neys) pro -vided such forces do not re sult in tor sional forcedis tri bu tion through the truss or di a phragm.

2. Wood struc tural panel sheathed shear walls areper mit ted to be used to pro vide re sis tance to seis -mic forces con trib uted by ma sonry or con cretecon struc tion in two-story struc tures of ma sonry orcon crete con struc tion, pro vided the fol low ing re -quire ments are met:

2.1. Story-to-story wall heights shall not ex -ceed 12 feet (3658 mm).

2.2. Di a phragms shall not be de signed to trans -mit lat eral forces by ro ta tion. Di a phragmsshall not can ti le ver past the out er most sup -port ing shear wall.

2.3. Com bined de flec tions of di a phragms andshear walls shall not per mit story drift ofsup ported ma sonry or con crete walls to ex -ceed the limit of Section 1617.3.

2.4. Wood struc tural panel sheath ing in di a -phragms shall have un sup ported edgesblocked. Wood struc tural panel sheath ingfor both sto ries of shear walls shall haveun sup ported edges blocked and, for thelower story, shall have a min i mum thick -ness of 15/32 inch (11.9 mm).


WOOD

2.5. There shall be no out-of-plane hor i zon taloff sets be tween the first and sec ond sto riesof wood struc tural panel shear walls.

2305.2 De sign of wood di a phragms.

2305.2.1 Gen eral. Wood di a phragms are per mit ted to beused to re sist hor i zon tal forces pro vided the de flec tion in the plane of the di a phragm, as de ter mined by cal cu la tions, testsor anal o gies drawn there from, does not ex ceed the per mis si -ble de flec tion of at tached dis trib ut ing or re sist ing el e ments.Con nec tions shall ex tend into the di a phragm a suf fi cientdis tance to de velop the force trans ferred into the di a phragm.

2305.2.2 De flec tion. Per mis si ble de flec tion shall be thatde flec tion up to which the di a phragm and any at tached dis -trib ut ing or re sist ing el e ment will main tain its struc tural in -teg rity un der de sign load con di tions, such that the re sist ingel e ment will con tinue to sup port de sign loads with out dan -ger to oc cu pants of the struc ture. Cal cu la tions for di a -phragm de flec tion shall ac count for the usual bend ing andshear com po nents as well as any other fac tors, such as nailde for ma tion, which will con trib ute to de flec tion.

The de flec tion (D) of a blocked wood struc tural panel di a -phragm uni formly nailed through out is per mit ted to be cal -cu lated by using the fol low ing for mula. If not uni formlynailed, the con stant 0.188 (For SI: 1/1627) in the third termmust be mod i fied ac cord ingly.

DS(D

= + + +5

8 40188

2

3vL

EAb

vL

Gte

X

bn

c.)

L (Equa tion 23-1)

For SI: DS D

= + + +0 052

4 1627 2

3. ( )L

b

vL

Gt

Le X

bn c

EA

where:

A = Area of chord cross sec tion, in square inches(mm2).

b = Di a phragm width, in feet (mm).

E = Elas tic modu lus of chords, in pounds per squareinch (N/mm2).

en = Nail de for ma tion, in inches (mm).

G = Modu lus of ri gid ity of wood struc tural panel, inpounds per square inch (N/mm2).

L = Di a phragm length, in feet (mm).

t = Ef fec tive thick ness of wood struc tural panel forshear, in inches (mm).

v = Max i mum shear due to de sign loads in the di rec -tion un der con sid er ation, in pounds per lin ear foot(plf) (N/mm).

D = The cal cu lated de flec tion, in inches (mm).3(DcX) = Sum of in di vid ual chord-splice val ues on both

sides of the di a phragm, each mul ti plied by its dis -tance to the near est sup port.

2305.2.3 Di a phragm as pect ra tios. Size and shape of di a -phragms shall be lim ited as set forth in Ta ble 2305.2.3.

TABLE 2305.2.3MAXIMUM DIAPHRAGM DIMENSION RATIOS

HORIZONTAL AND SLOPED DIAPHRAGM

TYPEMAXIMUM LENGTH -

WIDTH RATIO

Wood structural panel, nailed all edges 4:1

Wood structural panel, blocking omittedat intermediate joints 3:1

Diagonal sheathing, single 3:1

Diagonal sheathing, double 4:1

2305.2.4 Con struc tion. Shear pan els shall be con structedof wood struc tural pan els, man u fac tured with ex te riorglue, not less than 4 feet by 8 feet (1219 mm by 2438 mm),ex cept at bound aries and changes in fram ing. Bound ary el -e ments shall be con nected at cor ners. Wood struc turalpanel thick ness for hor i zon tal di a phragms shall not be lessthan set forth in Ta bles 2304.7(3) and 2304.7(5) for cor re -spond ing joist spac ing and loads, ex cept that 1/4 inch (6.4mm) is per mit ted to be used where per pen dic u lar loadsper mit. Sheet-type sheath ing shall be ar ranged so that thewidth of a sheet in a shear wall shall not be less than 2 feet(610 mm).

2305.2.4.1 Seis mic De sign Cat e gory F. Struc tures as -signed to Seis mic De sign Cat e gory F shall con form to there quire ments in Sec tion 1620.5 or Sec tion 9.5.2.6.5 ofASCE 7, and to the ad di tional re quire ments of this sec -tion.

Wood struc tural panel sheath ing used for di a phragmsand shear walls that are part of the seis mic-force-re sist ingsys tem shall be ap plied di rectly to the fram ing mem bers.

Ex cep tion: Wood struc tural panel sheath ing in a di a -phragm is per mit ted to be fas tened over solid lum berplank ing or lam i nated deck ing pro vided the paneljoints and lum ber plank ing or lam i nated deck ingjoints do not co in cide.

2305.2.5 Rigid di a phragms. De sign of struc tures withrigid di a phragms shall con form to the struc ture con fig u ra -tion re quire ments of Sec tion 9.5.2.3 of ASCE 7 and the hor -i zon tal shear dis tri bu tion re quire ments of Sec tion 9.5.5.5 ofASCE 7.

Open front struc tures with rigid wood di a phragms re sult -ing in tor sional force dis tri bu tion are per mit ted pro vided the length, l, of the di a phragm nor mal to the open side does notex ceed 25 feet (7620 mm), the di a phragm sheath ing con -forms to Sec tion 2305.2.4, and the l/w ra tio [as shown inFig ure 2305.2.5(1)] is less than 1.0 for one-story struc turesor 0.67 for struc tures over one story in height.

Ex cep tion: Where cal cu la tions show that di a phragm de -flec tions can be tol er ated, the length, l, nor mal to theopen end is per mit ted to be in creased to a l/w ra tio notgreater than 1.5 where sheathed in com pli ance with Sec -tion 2305.2.4 or to 1.0 where sheathed in com pli ancewith Sec tion 2306.3.4 or 2306.3.5.

Rigid wood di a phragms are per mit ted to can ti le verpast the out er most sup port ing shear wall (or other ver ti cal


WOOD

re sist ing el e ment) a length, l, of not more than 25 feet(7620 mm) or two-thirds of the di a phragm width, w,which ever is the smaller. Fig ure 2305.2.5(2) il lus tratesthe di men sions of l and w for a can ti le vered di a phragm.

Struc tures with rigid wood di a phragms hav ing a tor sional ir reg u lar ity in ac cor dance with Ta ble 1616.5.1.1, Item 1,shall meet the fol low ing re quire ments: The l/w ra tio shallnot ex ceed 1.0 for one-story struc tures or 0.67 for struc turesover one story in height, where l is the di men sion par al lel tothe load di rec tion for which the ir reg u lar ity ex ists.

Ex cep tion: Where cal cu la tions dem on strate that thedi a phragm de flec tions can be tol er ated, the width isper mit ted to be in creased and the l/w ra tio is per mit ted to be in creased to 1.5 where sheathed in com pli ancewith Sec tion 2305.2.4 or 1.0 where sheathed in com -pli ance with Sec tion 2306.3.4 or 2306.3.5.

2305.3 De sign of wood shear walls.

2305.3.1 Gen eral. Wood shear walls are per mit ted to re sisthor i zon tal forces in ver ti cal dis trib ut ing or re sist ing el e -ments, pro vided the de flec tion in the plane of the shear wall,as de ter mined by cal cu la tions, tests or anal o gies drawnthere from, does not ex ceed the more re stric tive of the per -mis si ble de flec tion of at tached dis trib ut ing or re sist ing el e -ments or the drift lim its of Sec tion 1617.3. Shear wallsheath ing other than wood struc tural pan els shall not be per -mit ted in Seis mic De sign Cat e gory E or F (see Section1617.6).

2305.3.2 De flec tion. Per mis si ble de flec tion shall be thatde flec tion up to which the shear wall and any at tached dis -trib ut ing or re sist ing el e ment will main tain its struc tural in -teg rity un der de sign load con di tions, i.e., con tinue tosup port de sign loads with out dan ger to oc cu pants of thestruc ture.

The de flec tion (D) of a blocked wood struc tural panelshear wall uni formly fas tened through out is per mit ted to becal cu lated by the use of the fol low ing for mula:

D = + + +8

0 753vh

b

vh

tn a

EA Ghe d. (Equa tion 23-2)

For SI: D = + + +vh

EAb

vh

Gt

hedn

a

3

3

406.7

where:

A = Area of bound ary el e ment cross sec tion in squareinches (mm2) (ver ti cal mem ber at shear wallbound ary).

b = Wall width, in feet (mm).

da = De flec tion due to an chor age de tails (ro ta tion andslip at tie-down bolts) in inches (mm).

E = Elas tic modu lus of bound ary el e ment (ver ti calmem ber at shear wall bound ary), in pounds persquare inch (N/mm2).


WOOD

FIGURE 2305.2.5(2)DIAPHRAGM LENGTH AND WIDTH FOR PLAN VIEW OF CANTILEVERED DIAPHRAGM

w

l

FIGURE 2305.2.5(1)DIAPHRAGM LENGTH AND WIDTH FOR PLAN VIEW OF OPEN FRONT BUILDING

en = De for ma tion of me chan i cally fas tened con nec -tions, in inches (mm).

G = Modu lus of ri gid ity of wood struc tural panel, inpounds per square inch (N/mm2).

h = Wall height, in feet (mm).

t = Ef fec tive thick ness of wood struc tural panel forshear, in inches (mm).

v = Max i mum shear due to de sign loads at the top ofthe wall, in pounds per linear foot (N/mm).

D = The cal cu lated de flec tion, in inches (mm).

2305.3.3 Shear wall as pect ra tios. Size and shape of shearwalls and shear wall seg ments within shear walls con tain ing open ings shall be lim ited as set forth in Ta ble 2305.3.3.

TABLE 2305.3.3MAXIMUM SHEAR WALL ASPECT RATIOS

TYPEMAXIMUM HEIGHT-

WIDTH RATIO

Wood structural panels orparticleboard, nailed edges

For other than seismic: 31/2:1For seismic: 2:1a

Diagonal sheathing, single 2:1

Fiberboard 11/2:1

Gypsum board, gypsum lath,cement plaster

11/2:1b

a. For de sign to re sist seis mic forces, shear wall height-width ra tios greater than 2:1, but not ex ceed ing 31/2:1, are per mit ted pro vided the allowable shear val -ues in Ta ble 2306.4.1 are mul ti plied by 2w/h.

b. Ra tio shown is for un blocked con struc tion. As pect ra tio is per mit ted to be2:1 where the wall is in stalled as blocked con struc tion in ac cor dance withSec tion 2306.4.5.1.2.

2305.3.4 Shear wall height def i ni tion. The height of ashear wall shall be de fined as:

1. The max i mum clear height from top of foun da tion tobot tom of di a phragm fram ing above; or

2. The max i mum clear height from top of di a phragm tobot tom of di a phragm fram ing above [see Fig ure2305.3.4(a)].

2305.3.5 Shear wall width def i ni tion. The width of a shearwall shall be de fined as the sheathed di men sion of the shearwall in the di rec tion of ap pli ca tion of force [see Fig ure2305.3.4(a)].

2305.3.5.1 Shear wall seg ment width def i ni tion. Thewidth of full-height sheath ing ad ja cent to un re strainedopen ings in a shear wall.

2305.3.6 Over turn ing re straint. Where the dead load sta -bi liz ing mo ment in ac cor dance with Chap ter 16 al low ablestress de sign load com bi na tions is not suf fi cient to pre ventup lift due to over turn ing mo ments on the wall, an an chor ingde vice shall be pro vided. An chor ing de vices shall main taina con tin u ous load path to the foun da tion. Wood struc turalpanel sheath ing and fas ten ing de signed to trans fer re sul tantforces across hor i zon tal fram ing joints shall con sti tute anac cept able con tinuous load path as an al ter na tive to the useof an chor ing de vices.

2305.3.7 Shear walls with open ings. The pro vi sions of this sec tion shall ap ply to the de sign of shear walls with open -ings. Where fram ing and con nec tions around the open ingsare de signed for force trans fer around the open ings, the pro -vi sions of Sec tion 2305.3.7.1 shall ap ply. Where fram ingand con nec tions around the open ings are not de signed forforce trans fer around the open ings, the pro vi sions of Sec -tion 2305.3.7.2 shall ap ply.


WOOD

FIGURE 2305.3.4GENERAL DEFINITION OF SHEAR WALL HEIGHT, WIDTH AND HEIGHT-TO-WIDTH RATIO

2305.3.7.1 Force trans fer around open ings. Whereshear walls with open ings are de signed for force trans feraround the open ings, the lim i ta tions of Ta ble 2305.3.3shall ap ply to the over all shear wall in clud ing open ingsand to each wall pier at the side of an open ing. The heightof a wall pier shall be de fined as the clear height of the pierat the side of an open ing. The width of a wall pier shall bede fined as the sheathed width of the pier at the side of anopen ing. De sign for force trans fer shall be based on a ra -tio nal anal y sis. De tailing of bound ary el e ments aroundthe open ing shall be pro vided in ac cor dance with the pro -vi sions of this sec tion [see Fig ure 2305.3.4(b)].

2305.3.7.2 Per fo rated shear walls. The pro vi sions ofSec tion 2305.3.7.2 shall be per mit ted to be used for thede sign of per fo rated shear walls.

2305.3.7.2.1 Lim i ta tions. The fol low ing lim i ta tionsshall ap ply to the use of Sec tion 2305.3.7.2:

1. A per fo rated shear wall seg ment shall be lo -cated at each end of a per fo rated shear wall.Open ings shall be per mit ted to oc cur be yondthe ends of the per fo rated shear wall; how ever,the width of such open ings shall not be in cluded in the width of the per fo rated shear wall.

2. The al low able shear set forth in Ta ble 2306.4.1shall not ex ceed 490 plf (7150 N/m).

3. Where out-of-plane off sets oc cur, por tions ofthe wall on each side of the off set shall be con -sid ered as sep a rate per fo rated shear walls.

4. Col lec tors for shear trans fer shall be pro videdthrough the full length of the per fo rated shearwall.

5. A per fo rated shear wall shall have uni form topof wall and bot tom of wall el e va tions. Per fo -

rated shear walls not hav ing uni form el e va tionsshall be de signed by other meth ods.

6. Per fo rated shear wall height, h, shall not ex ceed 20 feet (6096 mm).

2305.3.7.2.2 Per fo rated shear wall re sis tance. There sis tance of a per fo rated shear wall shall be cal cu -lated in ac cor dance with the fol low ing:

1. The per cent of full-height sheath ing shall becal cu lated as the sum of the widths of per fo -rated shear wall seg ments di vided by the to talwidth of the per fo rated shear wall in clud ingopen ings.

2. The max i mum open ing height shall be taken asthe max i mum open ing clear height. Where ar -eas above and be low an open ing re main un -sheathed, the height of open ing shall be de finedas the height of the wall.

3. The ad justed shear re sis tance shall be cal cu -lated by mul ti ply ing the un ad justed shear re sis -tance by the shear re sis tance ad just ment fac torsof Ta ble 2305.3.7.2. For in ter me di ate per cent -ages of full-height sheath ing, the val ues in Ta -ble 2305.3.7.2 are per mit ted to be in ter po lated.

4. The per fo rated shear wall re sis tance shall beequal to the ad justed shear re sis tance times thesum of the widths of the per fo rated shear wallseg ments.

2305.3.7.2.3 An chor age and load path. De sign ofper fo rated shear wall an chor age and load path shallcon form to the re quire ments of Sec tions 2305.3.7.2.4through 2305.3.7.2.8, or shall be cal cu lated us ingprin ci ples of me chan ics. Ex cept as mod i fied by thesesec tions, wall fram ing, sheath ing, sheath ing at tach -


WOOD

TABLE 2305.3.7.2SHEAR RESISTANCE ADJUSTMENT FACTOR, Co

WALL HEIGHT, H

MAXIMUM OPENING HEIGHTa

H/3 H/2 2H/3 5H/6 H

8¢ wall 2¢-8² 4¢-0² 5¢-4² 6¢-8² 8¢-0²

10¢ wall 3¢-4² 5¢-0² 6¢-8² 8¢-4² 10¢-0²

Percent full-height sheathingb Shear resistance adjustment factor

10% 1.00 0.69 0.53 0.43 0.36

20% 1.00 0.71 0.56 0.45 0.38

30% 1.00 0.74 0.59 0.49 0.42

40% 1.00 0.77 0.63 0.53 0.45

50% 1.00 0.80 0.67 0.57 0.50

60% 1.00 0.83 0.71 0.63 0.56

70% 1.00 0.87 0.77 0.69 0.63

80% 1.00 0.91 0.83 0.77 0.71

90% 1.00 0.95 0.91 0.87 0.83

100% 1.00 1.00 1.00 1.00 1.00

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.a. See Sec tion 2305.3.7.2.2, Item 2.b. See Sec tion 2305.3.7.2.2, Item 1.

ment and fas tener sched ules shall con form to the re -quire ments of Sec tion 2305.2.4 and Ta ble 2306.4.1.

2305.3.7.2.4 Up lift an chor age at per fo rated shearwall ends. An chor age for up lift forces due to over -turn ing shall be pro vided at each end of the per fo ratedshear wall. The up lift an chor age shall con form to there quire ments of Sec tion 2305.3.6 ex cept that for eachstory the min i mum ten sion chord up lift force, T, shallbe cal cu lated in ac cor dance with the fol low ing:

TVh

C Lo i

=S

(Equa tion 23-3)

where:

T = Ten sion chord up lift force, pounds (N).

V = Shear force in per fo rated shear wall, pounds (N).

h = Shear wall height, feet (mm).

Co = Shear re sis tance ad just ment fac tor from Ta ble2305.3.7.2.

SLi= Sum of widths of per fo rated shear wall seg -ments, feet (mm).

2305.3.7.2.5 An chor age for in-plane shear. The unit shear force, v, trans mit ted into the top of a per fo ratedshear wall, out of the base of the per fo rated shear wallat full-height sheath ing and into col lec tors (dragstruts) con nect ing shear wall seg ments, shall be cal -cu lated in ac cor dance with the fol low ing:

vV

C Lo i

=S

(Equa tion 23-4)

where:

v = Unit shear force, pounds per lin eal feet (N/m).

V = Shear force in per fo rated shear wall, pounds (N).

Co = Shear re sis tance ad just ment fac tor from Ta ble2305.3.7.2.

SLi= Sum of widths of per fo rated shear wall seg -ments, feet (mm).

2305.3.7.2.6 Up lift an chor age be tween per fo ratedshear wall ends. In ad di tion to the re quire ments ofSec tion 2305.3.7.2.4, per fo rated shear wall bot tomplates at full-height sheath ing shall be an chored for auni form up lift force, t, equal to the unit shear force, v,de ter mined in Sec tion 2305.3.7.2.5.

2305.3.7.2.7 Com pres sion chords. Each end of eachper fo rated shear wall seg ment shall be de signed for acom pres sion chord force, C, equal to the ten sionchord up lift force, T, cal cu lated in Sec tion2305.3.7.2.4.

2305.3.7.2.8 Load path. A load path to the foun da -tion shall be pro vided for each up lift force, T and t,for each shear force, V and v, and for each com pres -sion chord force, C. El e ments re sist ing shear wallforces con trib uted by mul ti ple sto ries shall be de -signed for the sum of forces con trib uted by eachstory. Wood struc tural panel sheath ing and fas ten ingde signed to trans fer re sul tant forces across hor i zon tal

fram ing joints shall con sti tute an ac cept able con -tinuous load path.

2305.3.7.2.9 De flec tion of shear walls with open -ings. The con trol ling de flec tion of a blocked shearwall with open ings uni formly nailed through outshall be taken as the max i mum in di vid ual de flec tionof the shear wall seg ments cal cu lated in ac cor dancewith Sec tion 2305.3.2, di vided by the ap pro pri ateshear re sis tance ad just ment fac tors of Ta ble2305.3.7.2.

2305.3.8 Summing shear ca pac i ties. The shear val ues for shear pan els of dif fer ent ca pac i ties ap plied to the same side of the wall are not cu mu la tive ex cept as al lowed in Ta ble2306.4.1.

The shear val ues for ma te rial of the same type and ca -pac ity ap plied to both faces of the same wall are cu mu la -tive. Where the ma te rial ca pac i ties are not equal, theal low able shear shall be ei ther two times the smaller shearca pac ity or the ca pac ity of the stron ger side, which ever isgreater.

Summing shear ca pac i ties of dis sim i lar ma te ri als ap -plied to op po site faces or to the same wall line is not al -lowed.

Ex cep tion: For wind de sign, the al low able shear ca pac -ity of shear wall seg ments sheathed with a com bi na tionof wood struc tural pan els and gyp sum wall board on op -po site faces, fi ber board struc tural sheath ing and gyp -sum wall board on op po site faces or hard board panelsid ing and gyp sum wall board on op po site faces shallequal the sum of the sheath ing ca pac i ties of each facesep a rately.

2305.3.9 Ad he sives. Ad he sive at tach ment of shear wallsheath ing is not per mit ted as a sub sti tute for me chan i calfas ten ers, and shall not be used in shear wall strength cal -cu la tions alone, or in com bi na tion with me chan i cal fas ten -ers in Seis mic De sign Cat e gory D, E or F.

2305.3.10 Sill plate size and an chor age in Seis mic De -sign Cat e gory D, E or F. Two-inch (51 mm) nom i nalwood sill plates for shear walls shall in clude steel platewash ers, a min i mum of 3/16 inch by 2 inches by 2 inches(4.76 mm by 51 mm by 51 mm) in size, be tween the sillplate and nut. Sill plates re sist ing a de sign load greater than 490 plf (LRFD) (7154 N/m) or 350 plf (ASD) (5110 N/m)shall not be less than a 3-inch (76 mm) nom i nal mem ber.Where a sin gle 3-inch (76 mm) nom i nal sill plate is used,2-20d box end nails shall be sub sti tuted for 2-16d com monend nails found in Line 8 of Ta ble 2304.9.1.

Ex cep tion: In shear walls where the de sign load is lessthan 840 plf (LRFD) (12 264 N/m) or 600 plf (ASD)(8760 N/m), the sill plate is per mit ted to be a 2-inch (51mm) nom i nal mem ber if the sill plate is an chored by twotimes the num ber of bolts re quired by de sign and 3/16 inch by 2 inch by 2 inch (4.76 mm by 51 mm by 51 mm) platewash ers are used.


WOOD

SECTION 2306ALLOWABLE STRESS DESIGN

2306.1 Al low able stress de sign. The struc tural anal y sis andcon struc tion of wood el e ments in struc tures us ing al low ablede sign meth ods shall be in ac cor dance with the fol low ing ap -pli ca ble stan dards:

Amer i can For est & Pa per As so ci a tion.

NDS Na tional De sign Spec i fi ca tion for Wood Con struc tion

Amer i can In sti tute of Tim ber Con struc tion.

AITC 104 Typ i cal Con struc tion De tails

AITC 110 Stan dard Ap pear ance Grades for Struc turalGlued Lam i nated Tim ber

AITC 112 Stan dard for Tongue-and-Groove Heavy Tim -ber Roof Decking

AITC 113 Stan dard for Di men sions of Struc tural GluedLam i nated Tim ber

AITC 117 Stan dard Spec i fi ca tions for Struc tural GluedLam i nated Tim ber of Soft wood Spe cies

AITC 119 Struc tural Stan dard Spec i fi ca tions for GluedLam i nated Tim ber of Hard wood Spe cies

AITC A190.1 Struc tural Glued Lam i nated Tim ber

AITC 200 In spec tion Man ual

AITC 500 De ter mi na tion of De sign Values for Struc tural Glued Lam i nated Tim ber

Truss Plate In sti tute, Inc.

TPI 1 Na tional De sign Stan dard for Metal Plate Con nected Wood Truss Construction

Amer i can So ci ety of Ag ri cul tural En gi neers.

ASAE EP 484.2 Di a phragm De s ign of Metal -Clad,Post-Frame Rect an gu lar Build ings

ASAE EP 486.1 Shal low Post Foun da tion De sign

ASAE 559 De sign Re quire ments and Bending Prop erties for Me chanically Lam i nated Col umns

APA—The En gi neered Wood As so ci a tion.

Ply wood De sign Spec i fi ca tion

Ply wood De sign Spec i fi ca tion Sup ple ment 1 - De sign & Fab ri ca tion of Ply wood Curved Panels.

Ply wood De sign Spec i fi ca tion Sup ple ment 2 - De sign & Fab ri ca tion of Glued Ply wood-Lum ber beams.

Ply wood De sign Spec i fi ca tion Sup ple ment 3 - De sign & Fab ri ca tion of Ply wood Stressed-Skin Panels.

Ply wood De sign Spec i fi ca tion Sup ple ment 4 - De sign & Fab ri ca tion of Ply wood Sand wich Panels.

Ply wood De sign Spec i fi ca tion Sup ple ment 5 - De sign & Fab ri ca tion of All-Ply wood Beams.

EWS T300 Glulam Con nec tion De tails

EWS S560 Field Notching and Drilling of Glued Lam i -nated Tim ber Beams

EWS S475 Glued Lam i nated Beam De sign Ta bles

EWS X450 Glulam in Res i den tial Con struc tion

EWS X440 Prod uct and Ap pli ca tion Guide: Glulam

EWS R540 Builders Tips: Proper Stor age and Han dlingof Glulam Beams

2306.1.1 Joists and raf ters. The de sign of raf ter spans isper mit ted to be in ac cor dance with the AF&PA Span Ta blesfor Joists and Raf ters.

2306.1.2 Plank and beam floor ing. The de sign of plankand beam floor ing is per mit ted to be in ac cor dance with theAF&PA Wood Con struc tion Data No. 4.

2306.1.3 Treated wood stress ad just ments. The al low able unit stresses for pre ser va tive-treated wood need no ad just -ment for treat ment, but are sub ject to other ad just ments.

The al low able unit stresses for fire-re tar dant-treatedwood, in clud ing fas tener val ues, shall be de vel oped from anap proved method of in ves ti ga tion that con sid ers the ef fectsof an tic i pated tem per a ture and hu mid ity to which thefire-re tar dant-treated wood will be sub jected, the type oftreat ment and the redrying pro cess. Other ad just ments areap pli ca ble ex cept that the im pact load du ra tion shall not ap -ply.

2306.2 Wind pro vi sions for walls.

2306.2.1 Wall stud bend ing stress in crease. The NDS fi -ber stress in bend ing (Fb) de sign val ues for wood studs re -sist ing wind shall be in creased by the fac tors in Ta ble2306.2.1, in lieu of the 1.15 re pet i tive mem ber fac tor, to take into con sid er ation the load shar ing and com pos ite ac tionspro vided by the wood struc tural pan els as de fined in Sec tion 2302.1, where the studs are de signed for bend ing in ac cor -dance with Sec tion 1609.6 spaced no more than 16 inches(406 mm) o.c, cov ered on the in side with a min i mum of1/2-inch (12.7 mm) gyp sum board fas tened in ac cor dancewith Ta ble 2306.4.5, and sheathed on the ex te rior with amin i mum of 3/8-inch (9.5 mm) wood struc tural panelsheath ing that is at tached to the studs us ing a min i mum of8d com mon nails spaced a max i mum of 6 inches o.c. (152mm) at panel edges and 12 inches o.c. (305 mm) in the fieldof the pan els.

2306.3 Wood di a phragms.

2306.3.1 Shear ca pac i ties mod i fi ca tions. The al low ableshear ca pac i ties in Ta ble 2306.3.1 for hor i zon tal woodstruc tural panel di a phragms shall be in creased 40 per centfor wind de sign.

2306.3.2 Wood struc tural panel di a phragms. Struc turalpanel di a phragms with wood struc tural pan els are per mit ted to be used to re sist hor i zon tal forces not ex ceed ing those setforth in Ta ble 2306.3.1 or 2306.3.2 or cal cu lated by prin ci -ples of me chan ics with out lim i ta tions by us ing val ues forfas tener strength in the NDS struc tural de sign prop er ties forwood struc tural pan els based on DOC PS-1 and DOC PS-2or ply wood de sign prop er ties given in the APA Ply woodDe sign Spec i fi ca tion.


WOOD

TABLE 2306.2.1WALL STUD BENDING STRESS INCREASE FACTORS

STUD SIZE SYSTEM FACTOR

2 × 42 × 62 × 8

2 × 10 2 × 12

1.51.41.31.21.15

2306.3.3 Di ag o nally sheathed lum ber di a phragms. Di -ag o nally sheathed lum ber di a phragms shall be nailed in ac -cor dance with Ta ble 2306.3.3.

2306.3.4 Sin gle di ag o nally sheathed lum ber di a -phragms. Sin gle di ag o nally sheathed lum ber di a phragmsshall be con structed of min i mum 1-inch (25 mm) thicknom i nal sheath ing boards laid at an an gle of ap prox i mately45 de grees (0.78 rad) to the sup ports. The shear ca pac ity forsin gle di ag o nally sheathed lum ber di a phragms of south ernpine or Douglas fir-larch shall not ex ceed 300 plf (4378N/m) of width. The shear ca pac i ties shall be ad justed by re -duc tion fac tors of 0.82 for fram ing mem bers of spe cies witha spe cific grav ity equal to or greater than 0.42 but less than0.49 and 0.65 for spe cies with a spe cific grav ity of less than0.42, as con tained in the NDS.

2306.3.4.1 End joints. End joints in ad ja cent boardsshall be sep a rated by at least one stud or joist space andthere shall be at least two boards be tween joints on thesame sup port.

2306.3.4.2 Sin gle di ag o nally sheathed lum ber di a -phragms. Sin gle di ag o nally sheathed lum ber di a -phragms made up of 2-inch (51 mm) nom i nal di ag o nallum ber sheath ing fas tened with 16d nails shall be de -signed with the same shear ca pac i ties as shear pan els us -ing 1-inch (25 mm) boards fas tened with 8d nails,pro vided there are not splices in ad ja cent boards on thesame sup port and the sup ports are not less than 4 inch(102 mm) nom i nal depth or 3 inch (76 mm) nom i nalthick ness.

2306.3.5 Dou ble di ag o nally sheathed lum ber di a -phragms. Dou ble di ag o nally sheathed lum ber di a -phragms shall be con structed of two lay ers of di ag o nalsheath ing boards at 90 de grees (1.57 rad) to each other onthe same face of the sup port ing mem bers. Each chordshall be con sid ered as a beam with uni form load per footequal to 50 per cent of the unit shear due to di a phragm ac -tion. The load shall be as sumed as act ing nor mal to thechord in the plan of the di a phragm in ei ther di rec tion. The span of the chord or por tion thereof shall be the dis tancebe tween fram ing mem bers of the di a phragm, such as thejoists, studs and block ing that serve to trans fer the as -sumed load to the sheath ing. The shear ca pac ity of dou ble di ag o nally sheathed di a phragms of South ern pine orDouglas fir-larch shall not ex ceed 600 plf (8756 kN/m) of width. The shear ca pac ity shall be ad justed by re duc tionfac tors of 0.82 for fram ing mem bers of spe cies with a spe -cific grav ity equal to or greater than 0.42 but less than0.49 and 0.65 for spe cies with a spe cific grav ity of lessthan 0.42, as con tained in the NDS. Nailing of di ag o nally

sheathed lum ber di a phragms shall be in ac cor dance withTa ble 2306.3.3.

2306.3.6 Gyp sum board di a phragm ceil ings. Gyp sumboard di a phragm ceil ings shall be in ac cor dance with Sec -tion 2508.5.

2306.4 Shear walls. Panel sheath ing joints in shear walls shall oc -cur over studs or block ing. Ad ja cent panel sheath ing joints shalloc cur over and be nailed to com mon fram ing mem bers (see Sec -tion 2305.3.1 for lim i ta tions on shear wall brac ing ma te ri als).

2306.4.1 Wood struc tural panel shear walls. The al low -able shear ca pac i ties for wood struc tural panel shear wallsshall be in ac cor dance with Ta ble 2306.4.1. These ca pac i ties are per mit ted to be in creased 40 per cent for wind de sign.Shear walls are per mit ted to be cal cu lated by prin ci ples ofme chan ics with out lim i ta tions by us ing val ues for nailstrength given in the NDS and wood struc tural panel de signprop er ties given in the APA/PDS.

2306.4.2 Lum ber sheathed shear walls. Sin gle and dou ble di ag o nally sheathed lum ber di a phragms are per mit ted us ing the con struc tion and al low able load pro vi sions of Sec tions2306.3.4 and 2306.3.5.

2306.4.3 Particleboard shear walls. The de sign shear ca -pac ity of particleboard shear walls shall be in ac cor dancewith Ta ble 2306.4.3. Shear pan els shall be con structed withparticleboard sheets not less than 4 feet by 8 feet (1219 mmby 2438 mm), ex cept at bound aries and changes in fram ing.Particleboard pan els shall be de signed to re sist shear only,and chords, col lec tor mem bers and bound ary el e ments shallbe con nected at all cor ners. Panel edges shall be backed with2-inch (51 mm) nom i nal or wider fram ing. Sheets are per mit -ted to be in stalled ei ther hor i zon tally or ver ti cally. For 3/8-inch (9.5 mm) particleboard sheets in stalled with the longdi men sion par al lel to the studs spaced 24 inches (610 mm)o.c, nails shall be spaced at 6 inches (152 mm) o.c. along in -ter me di ate fram ing mem bers. For all other con di tions, nailsof the same size shall be spaced at 12 inches (305 mm) o.c.along in ter me di ate fram ing mem bers. Particleboard pan elsless than 12 inches (305 mm) wide shall be blocked.Particleboard shall not be used to re sist seis mic forces instruc tures in Seis mic De sign Cat e gory D, E or F.

2306.4.4 Fi ber board shear walls. The de sign shear ca pac -ity of fi ber board shear walls shall be in ac cor dance with Ta -ble 2308.9.3(4). The fi ber board sheath ing shall be ap pliedver ti cally or hor i zon tally to wood studs not less than 2 inch(51 mm) nom i nal thick ness spaced 16 inches (406 mm) o.c.Blocking not less than 2 inch (51 mm) nom i nal in thick nessshall be pro vided at hor i zon tal joints. Fi ber board shall notbe used to re sist seis mic forces in struc tures in Seis mic De -sign Cat e gory D, E or F.

2306.4.5 Shear walls sheathed with other ma te ri als.Shear ca pac i ties for walls sheathed with lath and plas ter, and gyp sum board shall be in ac cor dance with Ta ble 2306.4.5.Shear walls sheathed with lath, plas ter and gyp sum boardshall be con structed in ac cor dance with Chap ter 25 and Sec -tion 2306.4.5.1. Walls re sist ing seis mic loads shall be sub -ject to the lim i ta tions in Sec tion 1617.6.


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2306.4.5.1 Ap pli ca tion of gyp sum board or lath andplas ter to wood fram ing.

2306.4.5.1.1 Joint stag ger ing. End joints of ad ja centcourses of gyp sum board shall not oc cur over thesame stud.

2306.4.5.1.2 Blocking. Where re quired in Ta ble2306.4.5, wood block ing hav ing the same cross-sec -tional di men sions as the studs shall be pro vided atjoints that are per pen dic u lar to the studs.

2306.4.5.1.3 Nailing. Studs, top and bot tom platesand block ing shall be nailed in ac cor dance with Ta ble2304.9.1.

2306.4.5.1.4 Fas teners. The size and spac ing of nailsshall be set forth in Ta ble 2306.4.5. Nails shall bespaced not less than 3/8 inch (9.5 mm) from edges andends of gyp sum boards or sides of studs, block ing andtop and bot tom plates.

2306.4.5.1.5 Gyp sum lath. Gyp sum lath shall be ap -plied per pen dic u lar to the studs. Max i mum al low ableshear val ues shall be as set forth in Ta ble 2306.4.5.

2306.4.5.1.6 Gyp sum sheath ing. Four-foot-wide(1219 mm) pieces of gyp sum sheath ing shall be ap -pl ied par a l le l or per pen dic u lar to s tuds.Two-foot-wide (610 mm) pieces of gyp sum sheath ing shall be ap plied per pen dic u lar to the studs. Max i mumal low able shear val ues shall be as set forth in Ta ble2306.4.5.

2306.4.5.1.7 Other gyp sum boards. Gyp sum boardshall be ap plied par al lel or per pen dic u lar to studs.Max i mum al low able shear val ues shall be as set forthin Ta ble 2306.4.5.

SECTION 2307LOAD AND RESISTANCE FACTOR DESIGN

2307.1 Load and re sis tance fac tor de sign (LRFD). Thestruc tural anal y sis and con struc tion of wood el e ments andstruc tures us ing load and re sis tance fac tor de sign (LRFD)meth ods shall be in ac cor dance with ASCE 16.

SECTION 2308CONVENTIONAL LIGHT-FRAME CONSTRUCTION

2308.1 Gen eral. The re quire ments of this sec tion are in tendedfor con ven tional light-frame con struc tion. Other meth ods areper mit ted to be used pro vided a sat is fac tory de sign is sub mit ted show ing com pli ance with other pro vi sions of this code. In te -rior nonload-bear ing par ti tions, ceil ings and cur tain walls ofcon ven tional light-frame con struc tion are not sub ject to thelim i ta tions of this sec tion. Al ter na tively, com pli ance with thefol low ing stan dard shall be per mit ted sub ject to the lim i ta tionstherein and the lim i ta tions of this code: Amer i can For est andPa per As so ci a tion (AF&PA) Wood Frame Con struc tion Man -ual for One- and Two-Fam ily Dwell ings (WFCM).


WOOD

TABLE 2306.3.1—continuedRECOMMENDED SHEAR (POUNDS PER FOOT) FOR WOOD STRUCTURAL

PANEL DIAPHRAGMS WITH FRAMING OF DOUGLAS-FIR-LARCH,OR SOUTHERN PINEa FOR WIND OR SEISMIC LOADING

For SI: 1 inch = 25.4 mm, 1 pound per foot = 14.5939 N/m.a. For fram ing of other spe cies: (1) Find spe cific grav ity for spe cies of lum ber in AFPA Na tional De sign Spec i fi ca tion. (2) For sta ples find shear value from ta ble

above for Struc tural I pan els (re gard less of ac tual grade) and mul ti ply value by 0.82 for spe cies with spe cific grav ity of 0.42 or greater, or 0.65 for all other spe -cies. (3) For nails find shear value from ta ble above for nail size for ac tual grade and mul ti ply value by the fol low ing ad just ment fac tor: Spe cific Grav ity Ad just -ment Fac tor = [1-(0.5 - SG)], where SG = Spe cific Grav ity of the fram ing lum ber. This ad just ment fac tor shall not be greater than 1.

b. Space fas ten ers max i mum 12 inches o.c. along in ter me di ate fram ing mem bers (6 inches o.c. where sup ports are spaced 48 inches o.c.).c. Framing at ad join ing panel edges shall be 3 inches nom i nal or wider, and nails shall be stag gered where nails are spaced 2 inches o.c. or 2 1/2 inches o.c.d. Framing at ad join ing panel edges shall be 3 inches nom i nal or wider, and nails shall be stag gered where both of the fol low ing con di tions are met: (1) 10d

nails hav ing pen e tra tion into fram ing of more than 11/2 inches and (2) nails are spaced 3 inches o.c. or less.e. 8d is rec om mended min i mum for roofs due to neg a tive pres sures of high winds.f. Sta ples shall have a min i mum crown width of 7/16 inch.


WOOD

TABLE 2306.3.3DIAGONALLY SHEATHED LUMBER DIAPHRAGM NAILING SCHEDULE

SHEATHING NOMINALDIMENSION

NAILING TO INTERMEDIATE AND END-BEARING STUDS

NAILING AT THE SHEAR PANEL BOUNDARIES

Type, size and number of nails per board

Common nails Box nails Common nails Box nails

1 × 6 2 - 8d 3 - 8d 3 - 8d 5 - 8d

1 × 8 3 - 8d 4 - 8d 4 - 8d 6 - 8d

2 × 6 2 - 16d 3 - 16d 3 - 16d 5 - 16d

2 × 8 3 - 16d 4 - 16d 4 - 16d 6 - 16d

TABLE 2306.3.2ALLOWABLE SHEAR IN POUNDS PER FOOT FOR HORIZONTAL BLOCKED DIAPHRAGMS

UTILIZING MULTIPLE ROWS OF FASTENERS (HIGH LOAD DIAPHRAGMS) WITH FRAMING OF DOUGLAS FIR,LARCH OR SOUTHERN PINEa FOR WIND OR SEISMIC LOADINGb

PANELGRADEc

FASTENERAND SIZE

MINIMUMFASTENER

PENETRATIONIN FRAMING

(inches)

MINIMUMNOMINAL

PANELTHICKNESS

(inch)

MINIMUMNOMINALWIDTH OF FRAMINGMEMBERe

(inches)LINES OF

FASTENERS

BLOCKED DIAPHRAGMS

Cases 1 and 2d

Fastener Spacing Per Line at Boundaries(inches)

4 21/2 2

Fastener Spacing Per Line at Other Panel Edges(inches)

6 4 4 3 3 2

Structural Igrades

10dcommon

nails11/2

15/32

344

223

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815915

1,220

8751,0051,285

1,1501,2901,395

———

———

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344

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670780965

880990

1,320

9651,1101,405

1,2551,4401,790

———

———

23/32

344

223

730855

1,050

9551,0701,430

1,0501,2101,525

1,3651,5651,800

———

———

14 gagestaples

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15/3234

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600860

600900

8601,160

9601,295

1,0601,295

1,2001,400

19/3234

23

600875

600900

8751,175

9601,440

1,0751,475

1,2001,795

Sheathingsingle floor

and other gradescovered in

DOCPS 1 and PS 2

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15/32

344

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525605765

725815

1,085

765875

1,130

1,0101,1051,195

———

———

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344

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860965

1,290

9351,0801,365

1,2251,3701,485

———

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344

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710825

1,020

9351,0501,400

1,0201,1751,480

1,3351,4451,565

———

———

14 gagestaples

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1,0651,370

1,2001,485

23/32 4 3 865 900 1,130 1,490 1,430 1,545

For SI: 1 inch = 25.4 mm, 1 pound per foot = 14.5939 N/m.a. For fram ing of the other spe cies: (1) Find spe cific grav ity for spe cies of fram ing lum ber in AFPA Na tional De sign Spec i fi ca tion, (2) Find shear value from ta ble

above for nail size of ac tual grade, and (3) Mul ti ply value by the fol low ing ad just ment fac tor = [1 - (0.5 - SG)], where SG = Spe cific grav ity of the fram ing lum ber. This ad just ment fac tor shall not be greater than 1.

b. Fas ten ing along in ter me di ate fram ing mem bers: Space nails 12 inches on cen ter, ex cept 6 inches on cen ter for spans greater than 32 inches. c. Panels con form ing to PS 1 or PS 2.d. This ta ble gives shear val ues for Cases 1 and 2 as shown in Ta ble 2306.3.1. The val ues shown are ap pli ca ble to Cases 3, 4, 5 and 6 as shown in Ta ble 2306.3.1, pro -

vid ing fas ten ers at all con tin u ous panel edges are spaced in ac cor dance with the bound ary fas tener spac ing.e. The min i mum depth of fram ing mem bers shall be 3 inches.


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2308.2 Lim i ta tions. Build ings are per mit ted to be con structedin ac cor dance with the pro vi sions of con ven tional light-framecon struc tion, sub ject to the fol low ing lim i ta tions, and to fur ther lim i ta tions of Sec tions 2308.11 and 2308.12.

1. Build ings shall be lim ited to a max i mum of three sto riesabove grade. For the pur poses of this sec tion, for build -ings in Seis mic De sign Cat e gory D or E as de ter mined inSec tion 1616, crip ple stud walls shall be con sid ered to be a story.

Ex cep tion: Solid blocked crip ple walls not ex ceed ing 14 inches (356 mm) in height need not be con sid ered a story.

2. Bear ing wall floor-to-floor heights shall not ex ceed 10feet (3048 mm).

3. Loads as de ter mined in Chap ter 16 shall not ex ceed thefol low ing:

3.1. Av er age dead loads shall not ex ceed 15 psf (718N/m2) for roofs and ex te rior walls, floors and par -ti tions.

3.2. Live loads shall not ex ceed 40 psf (1916 N/m2)for floors.

3.3. Ground snow loads shall not ex ceed 50 psf (2395N/m2).

4. Wind speeds shall not ex ceed 100 miles per hour (mph)(44 m/s) (3-sec ond gust).

Ex cep tion: Wind speeds shall not ex ceed 110 mph(48.4 m/s) 3-sec ond gust for build ings in Ex po sureCat e gory A or B.

5. Roof trusses and raf ters shall not span more than 40 feet(12 192 mm) be tween points of ver ti cal sup port.

6. The use of the pro vi sions for con ven tional light-framecon struc tion in this sec tion shall not be per mit ted forbuild ings in Seis mic De sign Cat e gory B, C, D, E or F forSeis mic Use Group III, as de ter mined in Sec tion 1616.

7. Con ven tional light-frame con struc tion is lim ited in ir reg -u lar struc tures in Seis mic De sign Cat e gory D or E, asspec i fied in Sec tion 2308.12.6.

2308.2.1 Ba sic wind speed greater than 100 mph (3-sec -ond gust). Where the ba sic wind speed ex ceeds 100 mph(3-sec ond gust), the pro vi sions of either the AF&PA WoodFrame Con struc tion Man ual for One- and Two-Fam ilyDwell ings (WFCM), or the SBCCI Stan dard for Hur ri -cane-Re sis tant Res i den tial Con struc tion (SSTD 10), areper mit ted to be used.

2308.2.2 Build ings in Seis mic De sign Cat e gory B, C, D or E. Build ings of con ven tional light-frame con struc tion inSeis mic De sign Cat e gory B or C, as de ter mined in Sec tion1616, shall com ply with the ad di tional re quire ments in Sec -tion 2308.11.

Ex cep tions:

1. De tached one- and two-fam ily dwell ings as ap pli -ca ble in Sec tion 101.2 in Seis mic De sign Cat e goryB.

2. De tached one- and two-fam ily dwell ings as ap pli -ca ble in Sec tion 101.2 in Seis mic De sign Cat e goryC where ma sonry ve neer is lim ited to the first twosto ries above grade.

Build ings of con ven tional light-frame con struc tion inSeis mic De sign Cat e gory D or E, as de ter mined in Sec tion1616, shall com ply with the ad di tional re quire ments in Sec -tion 2308.12.

2308.3 Braced wall lines. Build ings shall be pro vided with ex -te rior and in te rior braced wall lines as de scribed in Sec tion2308.9.3 and in stalled in ac cor dance with Sec tions 2308.3.1through 2308.3.4.

2308.3.1 Spacing. Spacing of braced wall lines shall not ex -ceed 35 feet (10 668 mm) o.c. in both the lon gi tu di nal andtrans verse di rec tions in each story.


WOOD

TABLE 2306.4.3ALLOWABLE SHEAR FOR PARTICLEBOARD SHEAR WALL SHEATHING

PANEL GRADE

MINIMUM NOMINALPANEL THICKNESS

(inch)

MINIMUM NAILPENETRATION IN

FRAMING (inches)

PANELS APPLIED DIRECT TO FRAMING

Nail size (common orgalvanized box)

Allowable shear (pounds per foot) nail spacing atpanel edges (inches)a

6 4 3 2

M-S “Exterior Glue” and M-2 “Exterior Glue”

3/8 1 1/2 6d 120 180 230 300

3/81 1/2 8d

130 190 240 315

1/2 140 210 270 350

1/21 5/8 10d

185 275 360 460

5/8 200 305 395 520

For SI: 1 inch = 25.4 mm, 1 pound per foot = 14.5939 N/m.a. Values are not per mit ted in Seis mic De sign Cat e gory D, E or F.


WOOD

TABLE 2306.4.5ALLOWABLE SHEAR FOR WIND OR SEISMIC FORCES FOR SHEAR WALLS OF LATH

AND PLASTER OR GYPSUM BOARD WOOD FRAMED WALL ASSEMBLIES

TYPE OF MATERIALTHICKNESS

OF MATERIALWALL

CONSTRUCTIONFASTENER SPACINGb

MAXIMUM (inches)SHEAR VALUEa,e

(plf)MINIMUM

FASTENER SIZEc,d,j,k

1. Expanded metal or woven wire lath and portland cement plaster

7/8² Unblocked 6 180No. 11 gage 11/2² long, 7/16² head16 Ga. Galv. Staple, 7/8² legs

2. Gypsum lath, plain or perforated3/8² lath and1/2² plaster Unblocked 5 100

No. 13 gage, 11/8² long, 19/64² head,plasterboard nail

16 Ga. Galv. Staple, 11/8² long

0.120² Nail, min. 3/8² head, 11/4² long

3. Gypsum sheathing

1/2² × 2¢ × 8¢ Unblocked 4 75 No. 11 gage, 13/4² long, 7/16² head,diamond-point, galvanized

16 Ga. Galv. Staple, 13/4² long1/2² × 4¢ Blockedf

Unblocked47

175100

5/8² × 4¢ Blocked4² edge/7² field

2006d galvanized


4. Gypsum board, gypsum veneer base, or water-resistant gypsum backing board

1/2²

Unblockedf 7 75

5d cooler or wallboard


16 Gage Staple, 11/2² long

Unblockedf 4 110

Unblocked 7 100

Unblocked 4 125

Blockedg 7 125

Blockedg 4 150

Unblocked 8/12h 60

No. 6-11/4² screwsiBlockedg 4/16h 160

Blockedg 4/12h 155

Blockedf, g 8/12h 70

Blockedg 6/12h 90

5/8²

Unblockedf7 115

6d cooler or wallboard


16 Gage Staple, 11/2² legs, 15/8² long

4 145

Blockedg7 145

4 175

Blockedg

Two-plyBase ply: 9Face ply: 7

250

Base ply—6d cooler or wallboard

13/4² ´ 0.120² Nail, min. 3/8² head

15/8² 16 Ga. Galv. Staple

Face ply—8d cooler or wallboard


15 Ga. Galv. Staple, 21/4² long

Unblocked 8/12h 70 No. 6-11/4² screwsi

Blockedg 8/12h 90

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per foot = 14.5939 N/m.a. These shear walls shall not be used to re sist loads im posed by ma sonry or con crete con struc tion (see Sec tion 2305.1.5). Values shown are for short-term load ing

due to wind or seis mic load. Walls re sist ing seis mic loads shall be sub ject to the lim i ta tions in Section 1617.6. Values shown shall be re duced 25 per cent for nor malload ing.

b. Ap plies to nail ing at studs, top and bot tom plates and block ing. c. Al ter nate nails are per mit ted to be used if their di men sions are not less than the spec i fied di men sions. Dry wall screws are per mit ted to be sub sti tuted for the 5d, 6d

(cooler) nails listed above. 11/4 inches Type S or W, No. 6 for 6d (cooler) nails.d. For prop er ties of cooler nails, see ASTM C 514.e. Ex cept as noted, shear val ues are based on a max i mum fram ing spac ing of 16 inches on center.f. Max i mum fram ing spac ing of 24 inches on center.g. All edges are blocked, and edge nail ing is pro vided at all sup ports and all panel edges.h. First num ber de notes fas tener spac ing at the edges; sec ond num ber de notes fas tener spac ing in the field.i. Screws are Type W or S.j. Sta ples shall have a min i mum crown width of 7/16 inch, mea sured out side the legs.k. Sta ples for the at tach ment of gyp sum lath and wo ven-wire lath shall have a min i mum crown width of 3/4 inch, mea sured out side the legs.

2308.3.2 Braced wall panel con nec tions. Forces shall betrans ferred from the roofs and floors to braced wall pan elsand from the braced wall pan els in up per sto ries to thebraced wall pan els in the story be low by the fol low ing:

1. Braced wall panel top and bot tom plates shall be fas -tened to joists, raf ters or full-depth block ing. Bracedwall pan els shall be ex tended and fas tened to rooffram ing at in ter vals not to ex ceed 50 feet (15 240 mm) be tween par al lel braced wall lines.

Ex cep tion: Where roof trusses are used, lat eralforces shall be trans ferred from the roof di a -phragm to the braced wall by block ing of the endsof the trusses or by other ap proved meth ods.

2. Bot tom plate fas ten ing to joist or block ing be low shall be with not less than 3-16d nails at 16 inches (406mm) o.c.

3. Blocking shall be nailed to the top plate be low withnot less than 3-8d toe nails per block.

4. Joists par al lel to the top plates shall be nailed to thetop plate with not less than 8d toe nails at 6 inches (152 mm) o.c.

In ad di tion, top plate laps shall be nailed with not lessthan 8-16d face nails on each side of each break in the topplate.

2308.3.3 Sill an chor age. Where foun da tions are re quiredby Sec tion 2308.3.4, braced wall line sills shall be an choredto con crete or ma sonry foun da tions. Such an chor age shallcon form to the re quire ments of Sec tion 2308.6 ex cept thatsuch an chors shall be spaced at not more than 4 feet (1219mm) o.c. for struc tures over two sto ries in height. The an -chors shall be dis trib uted along the length of the braced wallline. Other an chor age de vices hav ing equiv a lent ca pac ityare per mit ted.

2308.3.3.1 An chor age to all-wood foun da tions. Where all-wood foun da tions are used, the force trans fer fromthe braced wall lines shall be de ter mined based on cal cu -la tion and shall have a ca pac ity greater than or equal tothe con nec tions re quired by Sec tion 2308.3.3.

2308.3.4 Braced wall line sup port. Braced wall lines shallbe sup ported by con tin u ous foun da tions.

Ex cep tion: For struc tures with a max i mum plan di men -sion not over 50 feet (15 240 mm), con tin u ous foun da -tions are re quired at ex te rior walls only.

2308.4 De sign of por tions. Where a build ing of oth er wise con -ven tional con struc tion con tains nonconventional struc tural el -e ments, those el e ments shall be de signed to re sist the forcesspec i fied in Chap ter 16. The ex tent of such de sign need onlydem on strate com pli ance of nonconventional el e ments withother ap pli ca ble pro vi sions of this code, and shall be com pat i -ble with the per for mance of the con ven tional framed sys tem.

2308.5 Con nec tions and fas ten ers. Con nec tions and fas ten -ers used in con ven tional con struc tion shall com ply with the re -quire ments of Sec tion 2304.9.

2308.6 Foun da tion plates or sills. Foun da tions and foot ingsshall be as spec i fied in Chap ter 18. Foun da tion plates or sills

rest ing on con crete or ma sonry foun da tions shall com ply withSec tion 2304.3.1. Foun da tion plates or sills shall be bolted oran chored to the foun da tion with not less than 1/2-inch-di am e ter(12.7 mm) steel bolts or ap proved an chors. Bolts shall be em -bed ded at least 7 inches (178 mm) into con crete or ma sonry,and spaced not more than 6 feet (1829 mm) apart. There shallbe a min i mum of two bolts or an chor straps per piece with onebolt or an chor strap lo cated not more than 12 inches (305 mm)or less than 4 inches (102 mm) from each end of each piece. Aprop erly sized nut and washer shall be tight ened on each bolt tothe plate.

2308.7 Girders. Girders for sin gle-story con struc tion or gird -ers sup port ing loads from a sin gle floor shall not be less than 4inches by 6 inches (102 mm by 152 mm) for spans 6 feet (1829mm) or less, pro vided that gird ers are spaced not more than 8feet (2438 mm) o.c. Spans for built-up 2-inch (51 mm) gird ersshall be in ac cor dance with Ta ble 2308.9.5 or 2308.9.6. Othergird ers shall be de signed to sup port the loads spec i fied in thiscode. Girder end joints shall oc cur over sup ports.

Where a girder is spliced over a sup port, an ad e quate tie shall be pro vided. The ends of beams or gird ers sup ported on ma -sonry or con crete shall not have less than 3 inches (76 mm) ofbear ing.

2308.8 Floor joists. Spans for floor joists shall be in ac cor -dance with Ta ble 2308.8(1) or 2308.8(2). For other grades andor spe cies, re fer to the AF&PA Span Ta bles for Joists and Raf -ters.

2308.8.1 Bear ing. Ex cept where sup ported on a 1-inch by4-inch (25.4 mm by 102 mm) rib bon strip and nailed to thead join ing stud, the ends of each joist shall not have less than11/2 inches (38 mm) of bear ing on wood or metal, or lessthan 3 inches (76 mm) on ma sonry.

2308.8.2 Framing de tails. Joists shall be sup ported lat er -ally at the ends and at each sup port by solid block ing ex ceptwhere the ends of the joists are nailed to a header, band orrim joist or to an ad join ing stud or by other means. Solidblock ing shall not be less than 2 inches (51mm) in thick nessand the full depth of the joist. Notches on the ends of joistsshall not ex ceed one-fourth the joist depth. Holes bored injoists shall not be within 2 inches (51 mm) of the top or bot -tom of the joist, and the di am e ter of any such hole shall notex ceed one-third the depth of the joist. Notches in the top orbot tom of joists shall not ex ceed one-sixth the depth andshall not be lo cated in the mid dle third of the span.

Joist fram ing from op po site sides of a beam, girder orpar ti tion shall be lapped at least 3 inches (76 mm) or the op -pos ing joists shall be tied to gether in an ap proved man ner.

Joists fram ing into the side of a wood girder shall be sup -ported by fram ing an chors or on led ger strips not less than 2inches by 2 inches (51 mm by 51 mm).

2308.8.2.1 En gi neered wood prod ucts. Cuts, notchesand holes bored in trusses, lam i nated ve neer lum ber,glue-lam i nated mem bers or I-joists are not per mit ted un -less the ef fects of such pen e tra tions are spe cif i cally con -sid ered in the de sign of the mem ber.


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2308.8.3 Framing around open ings. Trim mer and headerjoists shall be dou bled, or of lum ber of equiv a lent cross sec -tion, where the span of the header ex ceeds 4 feet (1219 mm). The ends of header joists more than 6 feet (1829 mm) longshall be sup ported by fram ing an chors or joist hang ers un -less bear ing on a beam, par ti tion or wall. Tail joists over 12feet (3658 mm) long shall be sup ported at the header byfram ing an chors or on led ger strips not less than 2 inches by2 inches (51 mm by 51 mm).

2308.8.4 Sup porting bear ing par ti tions. Bear ing par ti -tions par al lel to joists shall be sup ported on beams, gird ers,dou bled joists, walls or other bear ing par ti tions. Bear ingpar ti tions per pen dic u lar to joists shall not be off set fromsup port ing gird ers, walls or par ti tions more than the joistdepth un less such joists are of suf fi cient size to carry the ad -di tional load.

2308.8.5 Lat eral sup port. Floor, at tic and roof fram ingwith a nom i nal depth-to-thick ness ra tio greater than orequal to 5:1 shall have one edge held in line for the en tirespan. Where the nom i nal depth-to-thick ness ra tio of thefram ing mem ber ex ceeds 6:1, there shall be one line ofbridg ing for each 8 feet (2438 mm) of span, un less bothedges of the mem ber are held in line. The bridg ing shallcon sist of not less than 1-inch by 3-inch (25 mm by 76 mm) lum ber, dou ble nailed at each end, of equiv a lent metalbrac ing of equal ri gid ity, full-depth solid block ing or otherap proved means. A line of bridg ing shall also be re quiredat sup ports where equiv a lent lat eral sup port is not oth er -wise pro vided.

2308.8.6 Struc tural floor sheath ing. Struc tural floorsheath ing shall com ply with the pro vi sions of Sec tion2304.7.1.

2308.8.7 Un der-floor ven ti la tion. For un der-floor ven ti la -tion, see Sec tion 1203.3.

2308.9 Wall fram ing.

2308.9.1 Size, height and spac ing. The size, height andspac ing of studs shall be in ac cor dance with Ta ble 2308.9.1ex cept that util ity-grade studs shall not be spaced more than16 inches (406 mm) o.c., or sup port more than a roof andceil ing, or ex ceed 8 feet (2438 mm) in height for ex te rior

walls and load-bear ing walls or 10 feet (3048 mm) for in te -rior nonload-bear ing walls.

2308.9.2 Framing de tails. Studs shall be placed with theirwide di men sion per pen dic u lar to the wall. Not less than threestuds shall be in stalled at each cor ner of an ex te rior wall.

Ex cep tion: At cor ners, two studs are per mit ted, pro videdwood spac ers or backup cleats of 3/8-inch-thick (9.5 mm)wood struc tural panel, 3/8-inch (9.5 mm) Type M “Ex te rior Glue” particleboard, 1-inch-thick (25 mm) lum ber orother ap proved de vices that will serve as an ad e quateback ing for the at tach ment of fac ing ma te ri als are used.Where fire-re sis tance rat ings or shear val ues are in volved,wood spac ers, backup cleats or other de vices shall not beused un less spe cif i cally ap proved for such use.

2308.9.2.1 Top plates. Bear ing and ex te rior wall studsshall be capped with dou ble top plates in stalled to pro -vide over lap ping at cor ners and at in ter sec tions withother par ti tions. End joints in dou ble top plates shall beoff set at least 48 inches (1219 mm), and shall be nailedwith not less than eight 16d face nails on each side of thejoint. Plates shall be a nom i nal 2 inches (51 mm) in depthand have a width at least equal to the width of the studs.

Ex cep tion: A sin gle top plate is per mit ted, pro videdthe plate is ad e quately tied at joints, cor ners and in ter -sect ing walls by at least the equiv a lent of 3-inch by6-inch (76 mm by 152 mm) by 0.036-inch-thick(0.914 mm) gal va nized steel that is nailed to each wall or seg ment of wall by six 8d nails or equiv a lent, pro -vided the raf ters, joists or trusses are cen tered over the studs with a tol er ance of no more than 1 inch (25 mm).

2308.9.2.2 Top plates for studs spaced at 24 inches(610 mm). Where bear ing studs are spaced at 24-inch(610 mm) in ter vals and top plates are less than two2-inch by 6-inch (51 mm by 152 mm) or two 3-inch by4-inch (76 mm by 102 mm) mem bers and where the floor joists, floor trusses or roof trusses that they sup port arespaced at more than 16-inch (406 mm) in ter vals, suchjoists or trusses shall bear within 5 inches (127 mm) ofthe studs be neath or a third plate shall be in stalled.


WOOD

TABLE 2308.9.1SIZE, HEIGHT AND SPACING OF WOOD STUDS

STUD SIZE(inches)

BEARING WALLS NONBEARING WALLS

Laterally unsupportedstud heighta

(feet)Supporting roofand ceiling only

Supporting onefloor, roof

and ceilingSupporting two floors, roof

and ceilingLaterally unsupported

stud heighta

(feet)Spacing(inches)

Spacing(inches)

2 × 3b — — — — 10 16

2 × 4 10 24 16 — 14 24

3 × 4 10 24 24 16 14 24

2 × 5 10 24 24 — 16 24

2 × 6 10 24 24 16 20 24

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.a. Listed heights are dis tances be tween points of lat eral sup port placed per pen dic u lar to the plane of the wall. In creases in un sup ported height are per mit ted where

jus ti fied by an anal y sis.b. Shall not be used in ex te rior walls.

2308.9.2.3 Nonbearing walls and par ti tions. Innonbearing walls and par ti tions, studs shall be spaced not more than 28 inches (711 mm) o.c. and are per mit ted tobe set with the long di men sion par al lel to the wall. In te -rior nonbearing par ti tions shall be capped with no lessthan a sin gle top plate in stalled to pro vide over lap ping atcor ners and at in ter sec tions with other walls and par ti -tions. The plate shall be con tin u ously tied at joints bysolid block ing at least 16 inches (406 mm) in length andequal in size to the plate or by 1/2-inch by 11/2-inch (12.7mm by 38 mm) metal ties with spliced sec tions fas tenedwith two 16d nails on each side of the joint.

2308.9.2.4 Plates or sills. Studs shall have full bear ingon a plate or sill not less than 2 inches (51 mm) in thick -ness hav ing a width not less than that of the wall studs.

2308.9.3 Brac ing. Braced wall lines shall con sist of bracedwall pan els that meet the re quire ments for lo ca tion, type and amount of brac ing as shown in Fig ure 2308.9.3, spec i fied inTa ble 2308.9.3(1), and are in line or off set from each otherby not more than 4 feet (1219 mm). Braced wall pan els shallstart not more than 8 feet (2438 mm) from each end of abraced wall line. A de signed col lec tor shall be pro vided ifthe brac ing be gins more than 12.5 feet (3810 mm) from anend of a braced wall line. Braced wall pan els shall be clearlyin di cated on the plans. Con struc tion of braced wall pan elsshall be by one of the fol low ing meth ods:

1. Nom i nal 1-inch by 4-inch (25 mm by 102 mm) con -tin u ous di ag o nal braces let into top and bot tom platesand in ter ven ing studs, placed at an an gle not morethan 60 de grees (1.0 rad) or less than 45 de grees (0.79rad) from the hor i zon tal and at tached to the fram ing in con for mance with Ta ble 2304.9.1.

2. Wood boards of 5/8-inch (15.9 mm) net min i mumthick ness ap plied di ag o nally on studs spaced not over24 inches (610 mm) o.c.

3. Wood struc tural panel sheath ing with a thick ness notless than 5/16 inch (7.9 mm) for a 16-inch (406 mm)stud spac ing and not less than 3/8 inch (9.5 mm) for a24-inch (610 mm) stud spac ing in ac cor dance withTa bles 2308.9.3(2) and 2308.9.3(3).

4. Fi ber board sheath ing pan els not less than 1/2 inch(12.7 mm) thick ap plied ver ti cally or hor i zon tally onstuds spaced not over 16 inches (406 mm) o.c. wherein stalled with fas ten ers in ac cor dance with Sec tion2306.4.4 and Ta ble 2308.9.3(4).

5. Gyp sum board [sheath ing 1/2 inch (12.7 mm) thick by4 feet (1219 mm) wide wall board or ve neer base] onstuds spaced not over 24 inches (610 mm) o.c. andnailed at 7 inches (178 mm) o.c. with nails as re quiredby Ta ble 2306.4.5.

6. Particleboard wall sheath ing pan els where in stalled in ac cor dance with Ta ble 2308.9.3(5).

7. Port land ce ment plas ter on studs spaced 16 inches(406 mm) o.c. in stalled in ac cor dance with Sec tion2510.

8. Hard board panel sid ing where in stalled in ac cor dance with Sec tion 2303.1.6 and Ta ble 2308.9.3(6).

For crip ple wall brac ing, see Sec tion 2308.9.4.1. ForMethods 2, 3, 4, 6, 7 and 8, each panel must be at least 48inches (1219 mm) in length, cov er ing three stud spaceswhere studs are spaced 16 inches (406 mm) apart and cov er -ing two stud spaces where studs are spaced 24 inches (610mm) apart.

For Method 5, each panel must be at least 96 inches (2438 mm) in length where ap plied to one face of a panel and 48inches (1219 mm) where ap plied to both faces.

All ver ti cal joints of panel sheath ing shall oc cur overstuds and ad ja cent panel joints shall be nailed to com monfram ing mem bers. Hor i zon tal joints shall oc cur over block -ing or other fram ing equal in size to the stud ding ex ceptwhere waived by the in stal la tion re quire ments for the spe -cific sheath ing ma te ri als.

Sole plates shall be nailed to the floor fram ing and topplates shall be con nected to the fram ing above in ac cor dance with Sec tion 2308.3.2. Where joists are per pen dic u lar tobraced wall lines above, block ing shall be pro vided un derand in line with the braced wall pan els.

2308.9.3.1 Al ter na tive brac ing. Any brac ing re quiredby Sec tion 2308.9.3 is per mit ted to be re placed by thefol low ing:

1. In one-story build ings, each panel shall have alength of not less than 2 feet 8 inches (813 mm) anda height of not more than 10 feet (3048 mm). Eachpanel shall be sheathed on one face with3/8-inch-min i mum-thick ness (9.5 mm) wood struc -tural panel sheath ing nailed with 8d com mon or gal -va nized box nails in ac cor dance with Ta ble2304.9.1 and blocked at wood struc tural paneledges. Two an chor bolts in stalled in ac cor dancewith Sec tion 2308.6 shall be pro vided in each panel. An chor bolts shall be placed at each panel out sidequar ter points. Each panel end stud shall have atie-down de vice fas tened to the foun da tion, ca pa bleof pro vid ing an ap proved up lift ca pac ity of not lessthan 1,800 pounds (8006 N). The tie-down de viceshall be in stalled in ac cor dance with the man u fac -turer’s rec om men da tions. The pan els shall be sup -ported di rectly on a foun da tion or on floor fram ingsup ported di rectly on a foun da tion that is con tin u -ous across the en tire length of the braced wall line.This foun da tion shall be re in forced with not lessthan one No. 4 bar top and bot tom.

Where the con tin u ous foun da tion is re quired tohave a depth greater than 12 inches (305 mm), amin i mum 12-inch by 12-inch (305 mm by 305mm) con tin u ous foot ing or turned down slab edgeis per mit ted at door open ings in the braced wallline. This con tin u ous foot ing or turned down slabedge shall be re in forced with not less than one No.4 bar top and bot tom. This re in force ment shall belapped 15 inches (381 mm) with the re in force mentre quired in the con tin u ous foun da tion lo cated di -rectly un der the braced wall line.

2. In the first story of two-story build ings, each wallpanel shall be braced in ac cor dance with Sec tion


WOOD

2308.9.3.1, Item 1, ex cept that the wood struc turalpanel sheath ing shall be pro vided on both faces,three an chor bolts shall be placed at one-quar terpoints, and tie-down de vice up lift ca pac ity shallnot be less than 3,000 pounds (13 344 N).

2308.9.4 Crip ple walls. Foun da tion crip ple walls shall beframed of studs not less in size than the stud ding above witha min i mum length of 14 inches (356 mm), or shall be framed of solid block ing. Where ex ceed ing 4 feet (1219 mm) inheight, such walls shall be framed of studs hav ing the sizere quired for an ad di tional story.

2308.9.4.1 Brac ing. For the pur poses of this sec tion,crip ple walls hav ing a stud height ex ceed ing 14 inches(356 mm) shall be con sid ered a story and shall be bracedin ac cor dance with Ta ble 2308.9.3(1) for Seis mic De sign Cat e gory A, B or C. See Sec tion 2308.12.4 for Seis micDe sign Cat e gory D or E.

2308.9.4.2 Nailing of brac ing. Spacing of edge nail ingfor re quired wall brac ing shall not ex ceed 6 inches (152mm) o.c. along the foun da tion plate and the top plate ofthe crip ple wall. Nail size, nail spac ing for field nail ingand more re stric tive bound ary nail ing re quire ments shall be as re quired else where in the code for the spe cific brac -ing ma te rial used.

2308.9.5 Open ings in ex te rior walls.

2308.9.5.1 Headers. Headers shall be pro vided overeach open ing in ex te rior-bear ing walls. The spans in Ta -ble 2308.9.5 are per mit ted to be used for one- andtwo-fam ily dwell ings. Headers for other build ings shallbe de signed in ac cor dance with Sec tion 2301.2.1 or2301.2.2. Headers shall be of two pieces of nom i nal2-inch (51 mm) fram ing lum ber set on edge as per mit tedby Ta ble 2308.9.5 and nailed to gether in ac cor dance with Ta ble 2304.9.1 or of solid lum ber of equiv a lent size.

2308.9.5.2 Header sup port. Wall studs shall sup port the ends of the header in ac cor dance with Ta ble 2308.9.5.Each end of a lin tel or header shall have a length of bear -ing of not less than 11/2 inches (38 mm) for the full widthof the lin tel.

2308.9.6 Open ings in in te rior bear ing par ti tions.Headers shall be pro vided over each open ing in in te riorbear ing par ti tions as re quired in Sec tion 2308.9.5. Thespans in Ta ble 2308.9.6 are per mit ted to be used for one-and two-fam ily dwell ings. Wall studs shall sup port the endsof the header in ac cor dance with Ta ble 2308.9.5 or 2308.9.6as ap pro pri ate.

2308.9.7 Open ings in in te rior nonbearing par ti tions.Open ings in nonbearing par ti tions are per mit ted to beframed with sin gle studs and head ers. Each end of a lin tel orheader shall have a length of bear ing of not less than 11/2

inches (38 mm) for the full width of the lin tel.

2308.9.8 Pipes in walls. Stud par ti tions con tain ing plumb -ing, heat ing or other pipes shall be so framed and the joistsun der neath so spaced as to give proper clear ance for the pip -ing. Where a par ti tion con tain ing such pip ing runs par al lelto the floor joists, the joists un der neath such par ti tions shallbe dou bled and spaced to per mit the pas sage of such pipes

and shall be bridged. Where plumb ing, heat ing or otherpipes are placed in or partly in a par ti tion, ne ces si tat ing thecut ting of the soles or plates, a metal tie not less than 0.058inch (1.47 mm) (16 gal va nized gage) and 11/2 inches (38mm) wide shall be fas tened to each plate across and to eachside of the open ing with not less than six 16d nails.

2308.9.9 Bridging. Un less cov ered by in te rior or ex te riorwall cov er ings or sheath ing meet ing the min i mum re quire -ments of this code, stud par ti tions or walls with studs hav ing a height-to-least-thick ness ra tio ex ceed ing 50 shall havebridg ing not less than 2 inches (51 mm) in thick ness and ofthe same width as the studs fit ted snugly and nailed theretoto pro vide ad e quate lat eral sup port. Bridging shall be placed in ev ery stud cav ity and at a fre quency such that no stud sobraced shall have a height-to-least-thick ness ra tio ex ceed -ing 50 with the height of the stud mea sured be tween hor i -zon tal fram ing and bridg ing or be tween bridg ing,which ever is greater.

2308.9.10 Cut ting and notch ing. In ex te rior walls andbear ing par ti tions, any wood stud is per mit ted to be cut ornotched to a depth not ex ceed ing 25 per cent of its width.Cut ting or notch ing of studs to a depth not greater than 40per cent of the width of the stud is per mit ted in nonbearingpar ti tions sup port ing no loads other than the weight of thepar ti tion.

2308.9.11 Bored holes. A hole not greater in di am e ter than40 per cent of the stud width is per mit ted to be bored in anywood stud. Bored holes not greater than 60 per cent of thewidth of the stud are per mit ted in nonbearing par ti tions or in any wall where each bored stud is dou bled, pro vided notmore than two such suc ces sive dou bled studs are so bored.

In no case shall the edge of the bored hole be nearer than5/8 inch (15.9 mm) to the edge of the stud.

Bored holes shall not be lo cated at the same sec tion ofstud as a cut or notch.

2308.10 Roof and ceil ing fram ing. The fram ing de tails re -quired in this sec tion ap ply to roofs hav ing a min i mum slope ofthree units ver ti cal in 12 units hor i zon tal (25-per cent slope) orgreater. Where the roof slope is less than three units ver ti cal in12 units hor i zon tal (25-per cent slope), mem bers sup port ingraf ters and ceil ing joists such as ridge board, hips and val leysshall be de signed as beams.

2308.10.1 Wind up lift. Roof as sem blies shall have raf terand truss ties to the wall be low. Re sul tant up lift loads shallbe trans ferred to the foun da tion us ing a con tin u ous loadpath. The raf ter or truss to wall con nec tion shall com plywith Ta bles 2304.9.1 and 2308.10.1 or en gi neer ing anal y sisin ac cor dance with Sec tion 2304 and Chap ter 16. Woodstruc tural panel sheath ing and fas ten ing de signed to trans fer re sul tant forces across hor i zon tal fram ing joints shall con -sti tute an ac cept able con tin u ous load path as an al ter na tiveto the use of sheet metal clamps, ties or clips.

2308.10.2 Ceil ing joist spans. Al low able spans for ceil ingjoists shall be in ac cor dance with Ta ble 2308.10.2(1) or2308.10.2(2). For other grades and spe cies, re fer to theAF&PA Span Ta bles for Joists and Raf ters.


WOOD


WOOD

SEISMIC DESIGN CATEGORY MAXIMUM WALL SPACING (feet) REQUIRED BRACING LENGTH, b

A, B, and C 35¢-0² Table 2308.9.3(1) and Section 2308.9.3

D and E 25¢-0² Table 2308.12.4

For SI: 1 ft = 304.8 mm

FIGURE 2308.9.3BASIC COMPONENTS OF THE LATERAL BRACING SYSTEM


WOOD

TABLE 2308.9.3(1)BRACED WALL PANELSa

SEISMIC DESIGNCATEGORY CONDITION

CONSTRUCTION METHODSb,c

BRACED PANEL LOCATIONAND LENGTHd1 2 3 4 5 6 7 8

A and B

One story, top of two orthree story X X X X X X X X

Each end and not more than25 feet on center

First story of two story orsecond story of threestory

X X X X X X X X

First story of three story ¾ X X X Xe X X X

C

One story, top of two orthree story — X X X X X X X Each end and not more than

25 feet on center

First story of two story orsecond story of threestory

— X X X Xe X X X

Each end and not more than25 feet on center but totallength shall not be less than25% of building lengthf

First story of three story — X X X Xe X X X

Each end and not more than25 feet on center but totallength shall not be less than40% of building lengthf

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.a. This ta ble spec i fies min i mum re quire ments for braced pan els that form in te rior or ex te rior braced wall lines.b. See Sec tion 2308.9.3 for full de scrip tion.c. See Sec tion 2308.9.3.1 for al ter native braced panel re quire ment.d. Build ing length is the di men sion par al lel to the braced wall length.e. Gyp sum wall board ap plied to fram ing sup ports that are spaced at 16 inches on cen ter.f. The re quired lengths shall be dou bled for gyp sum board ap plied to only one face of a braced wall panel.

TABLE 2308.9.3(2)EXPOSED PLYWOOD PANEL SIDING

MINIMUM THICKNESSa

(inch) MINIMUM NUMBER OF PLIES

STUD SPACING(inches)

Plywood siding applied directly to studs or over sheathing

3/8 3 16b

1/2 4 24

For SI: 1 inch = 25.4 mm.a. Thick ness of grooved pan els is mea sured at bot tom of grooves.b. Spans are per mit ted to be 24 inches if ply wood sid ing ap plied with face grain per pen dic u lar to studs or over one of the fol low ing: (1) 1-inch board sheath ing,

(2) 7/16 -inch wood struc tural panel sheath ing or (3) 3/8 -inch wood struc tural panel sheath ing with strength axis (which is the long di rec tion of the panel un less oth -er wise marked) of sheath ing per pen dic u lar to studs.


WOOD

TABLE 2308.9.3(4)ALLOWABLE SHEAR VALUES (plf) FOR WIND OR SEISMIC LOADING ON

VERTICAL DIAPHRAGMS OF FIBERBOARD SHEATHING BOARD CONSTRUCTION FOR TYPE V CONSTRUCTION ONLYa, b, c, d, e, f, g, h

THICKNESS AND GRADE FASTENER SIZE

SHEAR VALUE(pounds per linear foot)

3-INCH NAIL SPACING AROUND PERIMETER AND 6-INCH AT INTERMEDIATE POINTS

1/2² Structural No. 11 gage galvanizedroofing nail 11/2² long, 7/16² head 125g

25/32² Structural No. 11 gage galvanizedroofing nail 13/4² long, 7/16² head

175g

For SI: 1 inch = 25.4 mm, 1 pound per foot = 14.5939 N/m.a. Fi ber board sheath ing di a phragms shall not be used to brace con crete or ma sonry walls.b. Panel edges shall be backed with 2 inch or wider fram ing of Douglas fir-larch or South ern pine.c. Fi ber board sheath ing on one side only.d. Fi ber board pan els are in stalled with their long di men sion par al lel or per pen dic u lar to studs.e. Fas ten ers shall be spaced 6 inches on cen ter along in ter me di ate fram ing mem bers.f. For fram ing of other spe cies: (1) Find spe cific grav ity for spe cies of lum ber in AF&PA Na tional De sign Spec i fi ca tion, and (2) Mul ti ply the shear value from the

above ta ble by 0.82 for spe cies with spe cific grav ity of 0.42 or greater, or 0.65 for all other spe cies.g. The same val ues can be ap plied when sta ples are used as de scribed in Ta ble 2304.9.1.h. Values are not per mit ted in Seis mic De sign Cat e gory D, E or F.

TABLE 2308.9.3(5) ALLOWABLE SPANS FOR PARTICLEBOARD WALL SHEATHING

(Not Exposed to the Weather, Long Dimension of the Panel Parallel or Perpendicular to Studs)

GRADETHICKNESS

(inch)

STUD SPACING (inches)

Siding nailed to studs

Sheathing under coverings specified inSection 2308.9.3 parallel or

perpendicular to studs

M-S “Exterior Glue” and M-2“Exterior Glue”

3/8 16 —

1/2 16 16

For SI: 1 inch = 25.4 mm.

TABLE 2308.9.3(3)WOOD STRUCTURAL PANEL WALL SHEATHINGb

(Not Exposed to the Weather, Strength Axis Parallel or Perpendicular to Studs Except as Indicated Below)

MINIMUM THICKNESS(inch) PANEL SPAN RATING

STUD SPACING (inches)

Siding nailed to studs

Nailable sheathing

Sheathing parallel to studs Sheathing perpendicular to studs

5/1612/0, 16/0, 20/0Wall–16² o.c. 16 — 16

3/8, 15/32, 1/216/0, 20/0, 24/0, 32/16

Wall–24² o.c. 24 16 24

7/16, 15/32, 1/224/0, 24/16, 32/16

Wall–24² o.c. 24 24a 24

For SI: 1 inch = 25.4 mm.a. Ply wood shall con sist of four or more plies.b. Blocking of hor i zon tal joints shall not be re quired ex cept as spec i fied in Sec tions 2306.4 and 2308.12.4.


WOOD

TABLE 2308.9.3(6)HARDBOARD SIDING

SIDING

MINIMUMNOMINAL

THICKNESS(inch)

2 × 4 FRAMINGMAXIMUMSPACING

NAILSIZEa,b,d

NAIL SPACING

General Bracing panelsc

1. Lap siding

Direct to studs 3/8 16² o.c. 8d 16² o.c. Not applicable

Over sheathing 3/8 16² o.c. 10d 16² o.c. Not applicable

2. Square edge panel siding

Direct to studs 3/8 24² o.c. 6d 6² o.c. edges;12² o.c. at intermediate supports

4² o.c. edges;8² o.c. at intermediate supports

Over sheathing 3/8 24² o.c. 8d 6² o.c. edges;12² o.c. at intermediate supports


3. Shiplap edge panel siding

Direct to studs 3/8 16² o.c. 6d 6² o.c. edges;12² o.c. at intermediate supports


Over sheathing 3/8 16² o.c. 8d 6² o.c. edges;12² o.c. At intermediate supports


For SI: 1 inch = 25.4 mm.a. Nails shall be cor ro sion re sis tant.b. Min i mum ac cept able nail di men sions:

c. Where used to com ply with Sec tion 2308.9.3.d. Nail length must ac com mo date the sheath ing and pen e trate fram ing 11/2 inches.

Panel Siding(inch)

Lap Siding(inch)

Shank diameterHead diameter

0.0920.225

0.0990.240

TABLE 2308.10.1REQUIRED RATING OF APPROVED UPLIFT CONNECTORS (pounds)a,b,c,e,f,g,h

BASIC WIND SPEED(3-second gust)

ROOF SPAN (feet)OVERHANGS(pounds/feet)d12 20 24 28 32 36 40

85 -72 -120 -145 -169 -193 -217 -241 -38.55

90 -91 -151 -181 -212 -242 -272 -302 -43.22

100 -131 -281 -262 -305 -349 -393 -436 -53.36

110 -175 -292 -351 -409 -467 -526 -584 -64.56

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 1.61 km/hr, 1 pound = 0.454 Kg, 1 pound/foot = 14.5939 N/m.a. The up lift con nec tion re quire ments are based on a 30-foot mean roof height lo cated in Ex po sure B. For Ex po sure C or D and for other mean roof heights, mul ti ply

the above loads by the ad just ment co ef fi cients in Ta ble 1609.6.2.1(4).b. The up lift con nec tion re quire ments are based on the fram ing be ing spaced 24 inches on cen ter. Mul ti ply by 0.67 for fram ing spaced 16 inches on cen ter and mul ti ply

by 0.5 for fram ing spaced 12 inches on cen ter.c. The up lift con nec tion re quire ments in clude an al low ance for 10 pounds of dead load. d. The up lift con nec tion re quire ments do not ac count for the ef fects of over hangs. The mag ni tude of the above loads shall be in creased by add ing the over hang loads

found in the ta ble. The over hang loads are also based on fram ing spaced 24 inches on cen ter. The over hang loads given shall be mul ti plied by the over hang pro jec -tion and added to the roof up lift value in the ta ble.

e. The up lift con nec tion re quire ments are based upon wind load ing on end zones as de fined in Sec tion 1609.6.3. Con nec tion loads for con nec tions lo cated a dis tanceof 20 per cent of the least hor i zon tal di men sion of the build ing from the cor ner of the build ing are per mit ted to be re duced by mul ti ply ing the ta ble con nec tion valueby 0.7 and mul ti ply ing the over hang load by 0.8.

f. For wall-to-wall and wall-to-foun da tion con nec tions, the ca pac ity of the up lift con nec tor is per mit ted to be re duced by 100 pounds for each full wall above. (For ex -am ple, if a 500-pound rated con nec tor is used on the roof fram ing, a 400-pound rated con nec tor is per mit ted at the next floor level down.)

g. In ter po la tion is per mit ted for in ter me di ate val ues of ba sic wind speeds and roof spans.h. The rated ca pac ity of ap proved tie-down de vices is per mit ted to in clude up to a 60-per cent in crease for wind ef fects where al lowed by ma te rial spec i fi ca tions.


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WOOD

TABLE 2308.9.6HEADER AND GIRDER SPANSa FOR INTERIOR BEARING WALLS

(Maximum Spans for Douglas Fir-Larch, Hem-Fir, Southern Pine and Spruce-Pine-Firb and Required Number of Jack Studs)

HEADERS AND GIRDERSSUPPORTING SIZE

BUILDING WIDTHc (feet)

20 28 36

Span NJd Span NJd Span NJd

One Floor Only

2-2 × 4 3-1 1 2-8 1 2-5 1

2-2 × 6 4-6 1 3-11 1 3-6 1

2-2 × 8 5-9 1 5-0 2 4-5 2

2-2 × 10 7-0 2 6-1 2 5-5 2

2-2 × 12 8-1 2 7-0 2 6-3 2

3-2 × 8 7-2 1 6-3 1 5-7 2

3-2 × 10 8-9 1 7-7 2 6-9 2

3-2 × 12 10-2 2 8-10 2 7-10 2

4-2 × 8 9-0 1 7-8 1 6-9 1

4-2 × 10 10-1 1 8-9 1 7-10 2

4-2 × 12 11-9 1 10-2 2 9-1 2

Two Floors

2-2 × 4 2-2 1 1-10 1 1-7 1

2-2 × 6 3-2 2 2-9 2 2-5 2

2-2 × 8 4-1 2 3-6 2 3-2 2

2-2 × 10 4-11 2 4-3 2 3-10 3

2-2 × 12 5-9 2 5-0 3 4-5 3

3-2 × 8 5-1 2 4-5 2 3-11 2

3-2 × 10 6-2 2 5-4 2 4-10 2

3-2 × 12 7-2 2 6-3 2 5-7 3

4-2 × 8 6-1 1 5-3 2 4-8 2

4-2 × 10 7-2 2 6-2 2 5-6 2

4-2 × 12 8-4 2 7-2 2 6-5 2

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.a. Spans are given in feet and inches (ft-in).b. Tab u lated val ues are for No. 2 grade lum ber.c. Build ing width is mea sured per pen dic u lar to the ridge. For widths be tween those shown, spans are per mit ted to be in ter po lated.d. NJ - Num ber of jack studs re quired to sup port each end. Where the num ber of re quired jack studs equals one, the head ers are per mit ted to be sup ported by an ap -

proved fram ing an chor at tached to the full-height wall stud and to the header.


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11-97-51

6-023-52

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7-86-21

01-515-91

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0-114-71

01-22a eto

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1#01-01

0-715-22

a etoN

eniP nrehtuoS2#

7-018-61

11-12a eto

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3#1-9

6-312-71

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4-616-12

a etoN

riF-eniP-ecurpS1#

2-0111-51

0-128-52

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2-0111-51

0-128-52

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7-86-21

01-515-91

42

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5-014-61

7-12a eto

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1#0-01

9-511-02

6-42hcra

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2#01-9

01-419-81

11-22hcra

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2-112-41

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6-515-02

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riF-me

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8-92-51

7-9111-32

riF-me

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2-95-41

6-817-22

riF-me

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8-72-11

2-414-71

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3-011-61

2-12a eto

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1#0-01

9-5101-02

a etoN

eniP nrehtuoS2#

01-96-51

1-0211-32

eniP nrehtuoS3#

2-80-21

4-511-81

riF-eniP-ecurpSSS

8-92-51

11-915-52

riF-eniP-ecurpS1#

5-99-41

9-8111-22

riF-eniP-ecurpS2#

5-99-41

9-8111-22

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8-72-11

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21

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9-511-02

6-42hcra

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2-95-41

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8-72-11

2-414-71

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3-011-61

2-12a eto

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1#0-01

9-5101-02

a etoN

eniP nrehtuoS2#

01-96-51

1-0211-32

eniP nrehtuoS3#

2-80-21

4-511-81

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8-92-51

11-915-52

riF-eniP-ecurpS1#

5-99-41

9-8111-22

riF-eniP-ecurpS2#

5-99-41

9-8111-22

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8-72-11

2-414-71

61

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6-911-41

7-910-52

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1-99-31

5-713-12

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9-801-21

3-6101-91

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8-68-9

4-210-51

riF-me

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11-81-41

6-818-32

riF-me

H1#

9-85-31

01-618-02

riF-me

H2#

4-88-21

0-617-91

riF-me

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8-68-9

4-210-51

eniP nrehtuoSSS

4-97-41

3-917-42

eniP nrehtuoS1#

1-94-41

11-811-32

eniP nrehtuoS2#

11-86-31

5-719-02

eniP nrehtuoS3#

1-75-01

3-318-51

riF-eniP-ecurpSSS

9-89-31

1-811-32

riF-eniP-ecurpS1#

7-801-21

3-6101-91

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7-801-21

3-6101-91

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2.91

hcraL-riF salguo

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11-80-41

5-814-32

hcraL-riF salguo

D1#

7-86-21

01-515-91

hcraL-riF salguo

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0-89-11

01-412-81

hcraL-riF salguo

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1-601-8

3-118-31

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5-83-31

5-713-22

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3-83-21

6-5111-81

riF-me

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01-77-11

8-4101-71

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1-601-8

3-118-31

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9-89-31

1-811-32

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7-86-31

9-711-12

eniP nrehtuoS2#

5-83-21

01-5111-81

eniP nrehtuoS3#

5-66-9

1-214-41

riF-eniP-ecurpSSS

3-811-21

1-718-12

riF-eniP-ecurpS1#

0-89-11

01-412-81

riF-eniP-ecurpS2#

0-89-11

01-412-81

riF-eniP-ecurpS3#

1-601-8

3-118-31

42

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3-80-31

1-7111-02

hcraL-riF salguo

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8-72-11

2-414-71

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2-76-01

3-313-61

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5-511-7

0-013-21

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01-73-21

2-616-02

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6-711-01

01-3111-61

riF-me

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1-74-01

1-310-61

riF-me

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5-511-7

0-013-21

eniP nrehtuoSSS

1-89-21

01-616-12

eniP nrehtuoS1#

0-86-21

01-5101-81

eniP nrehtuoS2#

8-70-11

2-4111-61

eniP nrehtuoS3#

9-56-8

01-0101-21

riF-eniP-ecurpSSS

8-70-21

01-515-91

riF-eniP-ecurpS1#

2-76-01

3-313-61

riF-eniP-ecurpS2#

2-76-01

3-313-61

riF-eniP-ecurpS3#

5-511-7

0-013-21

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mm 8.403

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ni - .tf().

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ni - .tf().

ni - .tf().

ni - .tf().

ni - .tf().

ni - .tf().

ni - .tf().

ni - .tf().

ni - .tf(

21

hcraL-riF salguo

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6-110-81

9-32a eto

Na eto

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0-815-32

a etoN

a etoN

hcraL-riF salguo

D1#

1-114-71

5-22a eto

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4-515-91

9-32a eto

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L-riF salguoD

2#01-01

7-610-12

8-52a eto

N01-9

4-412-81

3-229-52

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D3#

7-86-21

01-515-91

6-225-7

01-019-31

9-616-91

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01-010-71

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0-715-22

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a etoN

riF-me

H1#

7-018-61

01-12a eto

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11-4111-81

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11-518-02

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2-4111-71

11-125-52

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7-86-21

01-515-91

6-225-7

01-019-31

9-616-91

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3-118-71

4-32a eto

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8-714-32

a etoN

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eniP nrehtuoS1#

1-114-71

11-22a eto

Na eto

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3-719-12

01-52a eto

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2#01-01

0-715-22

a etoN

a etoN

6-011-51

5-912-32

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eniP nrehtuoS3#

1-96-31

2-713-02

1-4211-7

8-1101-41

6-7111-02

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7-018-61

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8-619-12

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a etoN

riF-eniP-ecurpS1#

4-013-61

0-128-52

a etoN

01-94-41

2-813-22

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3-610-12

8-52a eto

N01-9

4-412-81

3-229-52

riF-eniP-ecurpS3#

7-86-21

01-515-91

6-225-7

01-019-31

9-616-91

61

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5-014-61

7-12a eto

Na eto

N5-01

0-613-02

9-42a eto

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L-riF salguoD

1#0-01

4-515-91

9-32a eto

N1-9

3-3101-61

7-0201-32

hcraL-riF salguo

D2#

01-94-41

2-813-22

9-526-8

5-219-51

3-914-22

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5-701-01

9-319-61

6-915-6

5-911-11

6-4101-61

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01-96-51

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N01-9

6-5111-91

4-42a eto

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1#8-9

11-4111-81

2-32a eto

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11-215-61

0-023-32

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2-92-41

11-7111-12

5-525-8

3-216-51

11-810-22

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5-701-01

9-319-61

6-915-6

5-911-11

6-4101-61

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3-011-61

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1-612-12

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0-019-51

01-0201-52

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0-010-51

01-814-22

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01-91-51

5-912-32

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1-90-31

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6-7111-02

01-61-01

01-212-51

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2-5111-91

5-52a eto

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01-4101-81

0-32a eto

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1#5-9

4-412-81

3-229-52

6-85-21

9-513-91

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3-229-52

6-85-21

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ni - .tf().

ni - .tf().

ni - .tf().

ni - .tf().

ni - .tf().

ni - .tf().

ni - .tf().

ni - .tf(

2.91

hcraL-riF salguo

DSS

01-95-51

4-0211-52

a etoN

01-97-41

6-817-22

a etoN

hcraL-riF salguo

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5-90-41

9-718-12

2-524-8

2-214-51

9-819-12

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11-81-31

7-613-02

6-329-7

4-114-41

7-714-02

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9-611-9

7-214-51

9-7101-5

7-801-01

3-315-51

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3-97-41

2-916-42

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3-94-41

2-813-22

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8-314-71

1-126-42

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0-514-81

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11-214-61

0-022-32

8-72-11

2-414-71

1-02riF-

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3#9-6

11-97-21

4-519-71

01-57-8

01-013-31

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2-5111-91

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2-5111-91

5-52a eto

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01-417-91

7-32a eto

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8-312-71

5-024-42

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3-99-31

9-712-12

01-424-8

11-114-51

4-816-12

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3-78-01

7-310-61

1-913-6

3-99-11

01-316-61

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1-93-41

9-8111-32

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1-97-31

2-710-12

4-42riF-eniP-ecurpS

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1-317-61

3-026-32

9-74-11

4-417-71

4-02riF-eniP-ecurpS

2#01-8

1-317-61

3-026-32

9-74-11

4-417-71

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11-97-21

4-519-71

01-57-8

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11-81-31

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9-319-61

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9-1101-41

2-810-12

11-62-01

01-218-51

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8-3111-51

3-58-7

9-901-11

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6-3101-71

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01-213-61

01-910-32

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11-123-7

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11-77-11

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1-601-8

3-118-31

11-513-5

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11-81-41

6-818-32

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11-81-41

6-8111-22

a etoN

eniP nrehtuoS1#

9-89-31

9-711-12

2-523-8

3-214-51

3-819-12

eniP nrehtuoS2#

7-83-21

01-5111-81

2-225-7

8-019-31

5-613-91

eniP nrehtuoS3#

5-66-9

1-214-41

1-717-5

3-86-01

5-219-41

riF-eniP-ecurpSSS

5-83-31

5-718-12

2-524-8

2-214-51

9-819-12

riF-eniP-ecurpS1#

0-89-11

01-412-81

0-1211-6

2-0101-21

8-513-81

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0-89-11

01-412-81

0-1211-6

2-0101-21

8-513-81

riF-eniP-ecurpS3#

1-601-8

3-118-31

11-513-5

8-79-9

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mm 8.403

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8 × 201 × 2

21 × 24 × 2

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ni - .tf().

ni - .tf().

ni - .tf().

ni - .tf().

ni - .tf().

ni - .tf().

ni - .tf().

ni - .tf().

ni - .tf().

ni - .tf(

21

hcraL-riF salguo

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4-617-12

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0-019-51

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4-412-81

3-229-52

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7-86-21

01-515-91

6-225-7

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01-96-51

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8-92-51

11-915-52

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6-2101-51

5-916-22

5-701-01

9-319-61

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1-612-12

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3-011-61

2-12a eto

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0-019-51

01-0201-52

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01-96-51

5-02a eto

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1-515-91

2-32a eto

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6-312-71

3-021-42

11-78-11

01-416-71

11-02riF-eniP-ecurpS

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2-5111-91

5-52a eto

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2-5111-91

5-52a eto

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9-416-91

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3-229-52

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5-99-41

6-9101-42

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5-94-41

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6-2101-51

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5-701-01

9-319-61

6-91

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7-919-42

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1-94-41

11-819-32

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1-93-31

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3-229-52

6-85-21

9-513-91

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01-019-31

9-616-91

5-65-9

11-116-41

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6-4101-61

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11-811-42

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11-81-41

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11-80-31

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3-229-52

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11-80-41

5-817-32

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11-80-41

5-817-22

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7-86-31

9-718-12

2-524-8

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9-819-12

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5-81-31

7-613-02

6-329-7

4-114-41

7-714-02

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7-214-51

9-7101-5

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5-83-31

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11-97-21

4-519-71

01-57-8

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6-312-71

5-024-42

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5-83-31

5-712-12

01-424-8

11-114-51

4-816-12

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3-78-01

7-310-61

1-913-6

3-99-11

01-316-61

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3-811-21

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3-811-21

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11-97-21

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9-1101-41

2-810-12

11-62-01

01-218-51

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01-719-02

01-60-01

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6-216-61

1-122-52

0-83-21

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3-2101-51

11-812-22

5-78-01

9-315-61

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9-12riF-eniP-ecurpS

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11-62-01

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21

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9-511-02

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5-99-31

5-714-12

8-425-8

4-217-51

1-911-22

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6-95-41

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9-315-71

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4-128-42

5-84-21

7-511-91

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5-012-31

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9-212-61

9-9101-22

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2#2-8

11-111-51

5-815-12

3-78-01

6-316-61

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0-95-11

11-312-61

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9-89-31

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2-811-11

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8-79-11

9-416-71

11-021-7

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1-72-01

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4-511-7

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1-70-9

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11-021-7

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8-80-11

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8-69-9

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0-54-7

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4-80-31

2-7111-12

a etoN

eniP nrehtuoS1#

2-801-21

01-613-02

1-422-8

6-219-51

9-814-22

eniP nrehtuoS2#

0-89-11

3-512-81

3-127-7

11-011-41

01-619-91

eniP nrehtuoS3#

2-62-9

8-119-31

4-619-5

5-89-01

9-212-51

riF-eniP-ecurpSSS

01-73-21

2-618-02

1-4201-7

3-219-51

3-914-22

riF-eniP-ecurpS1#

8-73-11

3-415-71

2-021-7

5-012-31

1-618-81

riF-eniP-ecurpS2#

8-73-11

3-415-71

2-021-7

5-012-31

1-618-81

riF-eniP-ecurpS3#

01-56-8

9-012-31

3-515-5

01-70-01

2-211-41

61

hcraL-riF salguo

DSS

8-71-21

01-515-91

6-228-7

7-118-41

11-7101-02

hcraL-riF salguo

D1#

1-75-01

2-311-61

8-817-6

8-92-21

11-413-71

hcraL-riF salguo

D2#

8-69-9

4-211-51

6-712-6

0-95-11

11-312-61

hcraL-riF salguo

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0-54-7

4-95-11

2-318-4

01-68-8

6-013-21

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3-75-11

0-511-91

1-223-7

5-115-41

8-715-02

riF-me

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11-62-01

01-218-51

2-815-6

5-911-11

6-4101-61

riF-me

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7-67-9

2-2101-41

3-711-6

11-83-11

9-3111-51

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0-54-7

4-95-11

2-318-4

01-68-8

6-013-21

eniP nrehtuoSSS

6-701-11

7-5111-91

3-426-7

01-117-51

11-9101-32

eniP nrehtuoS1#

5-77-11

9-416-71

11-024-7

01-018-31

2-614-91

eniP nrehtuoS2#

1-72-01

2-319-51

5-817-6

5-92-21

7-411-71

eniP nrehtuoS3#

4-511-7

1-0111-11

2-4111-4

4-74-9

0-111-31

riF-eniP-ecurpSSS

1-72-11

8-410-81

11-021-7

9-018-31

8-614-91

riF-eniP-ecurpS1#

8-69-9

4-211-51

6-712-6

0-95-11

11-312-61

riF-eniP-ecurpS2#

8-69-9

4-211-51

6-712-6

0-95-11

11-312-61

riF-eniP-ecurpS3#

0-54-7

4-95-11

2-318-4

01-68-8

6-013-21

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ni - .tf().

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ni - .tf().

ni - .tf().

ni - .tf().

ni - .tf(

2.91

hcraL-riF salguo

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3-74-11

6-418-71

6-023-7

7-015-31

5-610-91

hcraL-riF salguo

D1#

6-66-9

0-218-41

1-710-6

01-82-11

7-319-51

hcraL-riF salguo

D2#

1-611-8

3-119-31

11-517-5

3-85-01

9-219-41

hcraL-riF salguo

D3#

7-49-6

6-85-01

1-213-4

3-611-7

7-92-11

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HSS

01-69-01

2-415-71

2-0201-6

5-012-31

1-618-81

riF-me

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4-63-9

9-114-41

7-6101-5

7-801-01

3-315-51

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H2#

0-69-8

1-117-31

9-517-5

1-83-01

7-217-41

riF-me

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7-49-6

6-85-01

1-213-4

3-611-7

7-92-11

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1-72-11

8-419-81

01-221-7

2-118-41

7-819-12

eniP nrehtuoS1#

0-78-01

5-310-61

1-918-6

11-95-21

01-418-71

eniP nrehtuoS2#

6-64-9

0-214-41

01-610-6

8-82-11

4-317-51

eniP nrehtuoS3#

11-43-7

2-901-01

11-216-4

8-66-8

1-010-21

riF-eniP-ecurpSSS

8-66-01

5-315-61

1-918-6

01-95-21

3-518-71

riF-eniP-ecurpS1#

1-611-8

3-119-31

11-517-5

3-85-01

9-219-41

riF-eniP-ecurpS2#

1-611-8

3-119-31

11-517-5

3-85-01

9-219-41

riF-eniP-ecurpS3#

7-49-6

6-85-01

1-213-4

3-611-7

7-92-11

42

hcraL-riF salguo

DSS

8-63-01

0-3101-51

4-816-6

6-90-21

8-410-71

hcraL-riF salguo

D1#

01-56-8

9-012-31

3-515-5

01-70-01

2-211-41

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D2#

5-511-7

1-014-21

3-410-5

4-74-9

5-112-31

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1-40-6

7-74-9

9-0101-3

7-51-7

7-80-01

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4-611-9

9-217-51

0-814-6

4-99-11

5-418-61

riF-me

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8-53-8

6-0101-21

01-413-5

8-79-9

01-119-31

riF-me

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4-501-7

11-91-21

1-4111-4

3-72-9

3-110-31

riF-me

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1-40-6

7-74-9

9-0101-3

7-51-7

7-80-01

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7-64-01

8-315-71

0-127-6

4-018-31

7-615-91

eniP nrehtuoS1#

5-67-9

0-214-41

1-710-6

01-82-11

3-319-51

eniP nrehtuoS2#

01-54-8

9-0101-21

1-515-5

9-70-01

11-1111-31

eniP nrehtuoS3#

4-45-6

3-89-9

7-111-4

0-67-7

0-98-01

riF-eniP-ecurpSSS

2-66-9

0-218-41

1-710-6

01-82-11

7-319-51

riF-eniP-ecurpS1#

5-511-7

1-014-21

3-410-5

4-74-9

5-112-31

riF-eniP-ecurpS2#

5-511-7

1-014-21

3-410-5

4-74-9

5-112-31

riF-eniP-ecurpS3#

1-40-6

7-74-9

9-0101-3

7-51-7

7-80-01

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ni - .tf().

ni - .tf().

ni - .tf().

ni - .tf().

ni - .tf(

21

hcraL-riF salguo

DSS

1-94-41

01-811-42

a etoN

1-94-41

01-811-42

a etoN

hcraL-riF salguo

D1#

9-89-31

2-819-22

a etoN

9-82-31

8-614-02

7-32hcra

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2#7-8

6-315-71

4-128-42

5-84-21

7-511-91

1-22hcra

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3#1-7

5-012-31

1-618-81

4-64-9

9-115-41

8-61riF-

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6-3101-71

9-22a eto

N7-8

6-3101-71

9-22a eto

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3-315-71

2-229-52

5-801-21

3-6101-91

0-32riF-

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7-217-61

0-124-42

0-82-21

4-519-81

9-12riF-

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3#1-7

5-012-31

1-618-81

4-64-9

9-115-41

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1-416-81

8-32a eto

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9-312-81

2-32a eto

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2-22a eto

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2#7-8

6-3101-71

3-22a eto

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11-218-61

11-914-32

eniP nrehtuoS3#

7-72-11

3-4101-61

0-029-6

0-019-21

1-5111-71

riF-eniP-ecurpSSS

5-83-31

5-713-22

a etoN

5-83-31

5-713-22

a etoN

riF-eniP-ecurpS1#

3-811-21

0-714-12

8-423-8

4-217-51

1-911-22

riF-eniP-ecurpS2#

3-811-21

0-714-12

8-423-8

4-217-51

1-911-22

riF-eniP-ecurpS3#

1-75-01

2-311-61

8-814-6

4-99-11

5-418-61

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3-80-31

2-7101-12

a etoN

3-80-31

2-713-12

8-42hcra

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1#0-8

6-212-61

9-9101-22

01-75-11

5-418-71

5-02hcra

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2#01-7

11-111-51

5-815-12

3-78-01

6-316-61

2-91hcra

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3#2-6

0-95-11

11-312-61

6-51-8

3-016-21

6-41riF-

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3-212-61

8-021-52

01-73-21

2-618-02

2-42riF-

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1#8-7

0-219-51

3-913-22

7-71-11

1-412-71

11-91riF-

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2#3-7

5-1111-41

2-811-12

2-76-01

4-313-61

01-81riF-

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0-95-11

11-312-61

6-51-8

3-016-21

6-41eniP nrehtuoS

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9-2101-61

6-12a eto

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9-2101-61

6-12a eto

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1#0-8

6-216-61

1-127-52

0-86-21

2-612-91

01-22eniP nrehtuoS

2#01-7

3-212-61

3-917-22

01-72-11

5-413-71

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8-94-21

7-414-71

01-58-8

0-110-31

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0-2101-51

2-027-42

8-70-21

01-519-91


1#6-7

9-111-51

5-815-12

3-78-01

6-316-61

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9-111-51

5-815-12

3-78-01

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ni - .tf().

ni - .tf().

ni - .tf(

2.91

hcraL-riF salguo

DSS

9-73-21

1-617-02

0-529-7

3-2101-51

5-916-22

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6-78-11

9-410-81

11-021-7

5-012-31

1-618-81

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4-711-01

9-3101-61

6-918-6

9-94-21

1-516-71

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7-53-8

5-019-21

9-410-5

4-74-9

5-112-31

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4-77-11

3-515-91

7-324-7

7-113-51

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2-74-11

4-417-71

4-0211-6

2-0101-21

8-512-81

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01-69-01

7-317-61

3-917-6

7-92-21

01-413-71

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7-53-8

5-019-21

9-410-5

4-74-9

5-112-31

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8-70-21

01-512-02

7-428-7

0-2101-51

2-027-42

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6-79-11

6-517-91

4-326-7

9-119-41

6-7111-02

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4-75-11

9-417-71

7-021-7

2-012-31

9-515-81

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0-601-8

3-114-31

01-514-5

11-71-01

11-112-41

riF-eniP-ecurpSSS

2-74-11

11-410-91

1-322-7

4-119-41

0-8111-02

riF-eniP-ecurpS1#

0-711-01

9-3101-61

6-918-6

9-94-21

1-516-71

riF-eniP-ecurpS2#

0-711-01

9-3101-61

6-918-6

9-94-21

1-516-71

riF-eniP-ecurpS3#

7-53-8

5-019-21

9-410-5

4-74-9

5-112-31

42

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3-74-11

0-511-91

6-223-7

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4-711-02

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0-75-01

2-311-61

8-814-6

4-99-11

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8-69-9

4-211-51

6-7111-5

8-80-11

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0-54-7

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2-316-4

7-64-8

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11-1201-6

9-0111-31

0-719-91

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8-62-01

01-218-51

2-812-6

1-96-11

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4-67-9

2-2101-41

3-7101-5

7-801-01

3-315-51

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0-54-7

4-95-11

2-316-4

7-64-8

2-0101-11

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1-72-11

8-419-81

01-221-7

2-118-41

9-8101-22

eniP nrehtuoS1#

0-711-01

5-416-71

11-020-7

6-012-31

8-518-81

eniP nrehtuoS2#

01-62-01

2-319-51

5-814-6

2-99-11

1-416-61

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4-511-7

1-0111-11

2-419-4

1-70-9

8-018-21

riF-eniP-ecurpSSS

8-66-01

01-318-71

11-028-6

5-012-31

1-618-81

riF-eniP-ecurpS1#

6-69-9

4-211-51

6-7111-5

8-80-11

6-317-51

riF-eniP-ecurpS2#

6-69-9

4-211-51

6-7111-5

8-80-11

6-317-51

riF-eniP-ecurpS3#

0-54-7

4-95-11

2-316-4

7-64-8

2-0101-11

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21 × 24 × 2

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21

hcraL-riF salguo

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8-71-21

11-513-02

8-428-7

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3-73-11

3-415-71

2-021-7

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01-56-8

9-012-31

3-515-5

01-70-01

2-211-41

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3-75-11

0-512-91

4-323-7

5-110-51

2-914-32

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1-72-11

8-411-81

0-121-7

01-019-31

9-615-91

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9-68-01

0-412-71

11-919-6

3-010-31

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01-56-8

9-012-31

3-515-5

01-70-01

2-211-41

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6-70-11

7-5111-91

3-426-7

01-117-51

11-913-42

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5-77-11

4-517-91

9-325-7

7-114-51

9-814-22

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3-75-11

0-512-81

3-123-7

11-011-41

01-619-91

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2-62-9

8-119-31

4-619-5

5-89-01

9-212-51

riF-eniP-ecurpSSS

1-72-11

8-419-81

01-221-7

2-118-41

9-814-22

riF-eniP-ecurpS1#

11-611-01

3-415-71

2-0211-6

5-012-31

1-618-81

riF-eniP-ecurpS2#

11-611-01

3-415-71

2-0211-6

5-012-31

1-618-81

riF-eniP-ecurpS3#

01-56-8

9-012-31

3-515-5

01-70-01

2-211-41

61

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DSS

0-70-11

5-415-81

5-220-7

0-115-41

11-7101-02

hcraL-riF salguo

D1#

9-65-01

2-311-61

8-817-6

8-92-21

11-413-71

hcraL-riF salguo

D2#

7-69-9

4-211-51

6-712-6

0-95-11

11-312-61

hcraL-riF salguo

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0-54-7

4-95-11

2-318-4

01-68-8

6-013-21

riF-me

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7-64-01

8-315-71

2-127-6

4-018-31

5-715-02

riF-me

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5-62-01

01-218-51

2-815-6

5-911-11

6-4101-61

riF-me

H2#

2-67-9

2-2101-41

3-711-6

11-83-11

9-3111-51

riF-me

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0-54-7

4-95-11

2-318-4

01-68-8

6-013-21

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01-69-01

2-411-81

0-2201-6

9-012-41

1-810-22

eniP nrehtuoS1#

9-67-01

11-316-71

11-029-6

7-018-31

2-614-91

eniP nrehtuoS2#

7-62-01

2-319-51

5-817-6

5-92-21

7-411-71

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4-511-7

1-0111-11

2-4111-4

4-74-9

0-111-31

riF-eniP-ecurpSSS

5-62-01

4-310-71

9-025-6

2-014-31

8-614-91

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4-69-9

4-211-51

6-712-6

0-95-11

11-312-61

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4-69-9

4-211-51

6-712-6

0-95-11

11-312-61

riF-eniP-ecurpS3#

0-54-7

4-95-11

2-318-4

01-68-8

6-013-21

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7-49-6

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7-92-11

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2-69-9

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11-912-6

9-901-21

1-618-81

riF-me

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1-63-9

9-114-41

7-6101-5

7-801-01

3-315-51

riF-me

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9-59-8

1-117-31

9-517-5

1-83-01

7-217-41

riF-me

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7-49-6

6-85-01

1-213-4

3-611-7

7-92-11

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5-62-01

4-310-71

9-025-6

2-014-31

0-719-02

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4-611-9

1-310-61

1-914-6

11-95-21

01-418-71

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2-64-9

0-214-41

01-610-6

8-82-11

4-317-51

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11-43-7

2-901-01

11-216-4

8-66-8

1-010-21

riF-eniP-ecurpSSS

1-66-9

7-210-61

1-911-6

6-95-21

3-518-71

riF-eniP-ecurpS1#

11-511-8

3-119-31

11-517-5

3-85-01

9-219-41

riF-eniP-ecurpS2#

11-511-8

3-119-31

11-517-5

3-85-01

9-219-41

riF-eniP-ecurpS3#

7-49-6

6-85-01

1-213-4

3-611-7

7-92-11

42

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1-67-9

7-2101-51

4-811-6

6-90-21

8-410-71

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01-56-8

9-012-31

3-515-5

01-70-01

2-211-41

hcraL-riF salguo

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5-511-7

1-014-21

3-410-5

4-74-9

5-112-31

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1-40-6

7-74-9

9-0101-3

7-51-7

7-80-01

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9-51-9

11-1121-51

0-819-5

1-99-11

5-418-61

riF-me

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8-53-8

6-0101-21

01-413-5

8-79-9

01-119-31

riF-me

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4-501-7

11-91-21

1-4111-4

3-72-9

3-110-31

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1-40-6

7-74-9

9-0101-3

7-51-7

7-80-01

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0-65-9

5-2101-51

3-910-6

5-95-21

01-513-91

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01-53-9

0-214-41

1-7101-5

01-82-11

3-319-51

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9-54-8

9-0101-21

1-515-5

9-70-01

11-1111-31

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4-45-6

3-89-9

7-111-4

0-67-7

0-98-01

riF-eniP-ecurpSSS

8-501-8

8-118-41

1-718-5

01-82-11

7-319-51

riF-eniP-ecurpS1#

5-511-7

1-014-21

3-410-5

4-74-9

5-112-31

riF-eniP-ecurpS2#

5-511-7

1-014-21

3-410-5

4-74-9

5-112-31

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1-40-6

7-74-9

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2308.10.3 Raf ter spans. Al low able spans for raf ters shallbe in ac cor dance with Ta ble 2308.10.3(1), 2308.10.3(2),2308.10.3(3), 2308.10.3(4), 2308.10.3(5) or 2308.10.3(6).For other grades and spe cies, re fer to the AF&PA Span Ta -bles for Joists and Raf ters.

2308.10.4 Ceil ing joist and raf ter fram ing. Raf ters shallbe framed di rectly op po site each other at the ridge. Thereshall be a ridge board at least 1-inch (25 mm) nom i nal thick -ness at ridges and not less in depth than the cut end of the raf -ter. At val leys and hips, there shall be a sin gle val ley or hipraf ter not less than 2-inch (51 mm) nom i nal thick ness andnot less in depth than the cut end of the raf ter.

2308.10.4.1 Ceil ing joist and raf ter con nec tions. Ceil -ing joists and raf ters shall be nailed to each other and theas sem bly shall be nailed to the top wall plate in ac cor -dance with Ta bles 2304.9.1 and 2308.10.1. Ceil ing joists shall be con tin u ous or se curely joined where they meetover in te rior par ti tions and fas tened to ad ja cent raf ters inac cor dance with Ta bles 2308.10.4.1 and 2304.9.1 to pro -vide a con tin u ous raf ter tie across the build ing wheresuch joists are par al lel to the raf ters. Ceil ing joists shallhave a bear ing sur face of not less than 11/2 inches (38mm) on the top plate at each end.

Where ceil ing joists are not par al lel to raf ters, anequiv a lent raf ter tie shall be in stalled in a man ner to pro -vide a con tin u ous tie across the build ing, at a spac ing ofnot more than 4 feet (1219 mm) o.c. The con nec tionsshall be in ac cor dance with Ta bles 2308.10.4.1 and2304.9.1, or con nec tions of equiv a lent ca pac i ties shall be pro vided. Where ceil ing joists or raf ter ties are not pro -vided at the top of the raf ter sup port walls, the ridgeformed by these raf ters shall also be sup ported by agirder con form ing to Sec tion 2308.4.

Raf ter ties shall be spaced not more than 4 feet (1219mm) o.c. Raf ter tie con nec tions shall be based on theequiv a lent raf ter spac ing in Ta ble 2308.10.4.1. Where raf -ter ties are spaced at 32 inches (813 mm) o.c., the num berof 16d com mon nails shall be two times the num ber spec i -fied for raf ters spaced 16 inches (406 mm) o.c., with amin i mum of 4-16d com mon nails where no snow loadsare in di cated. Where raf ter ties are spaced at 48 inches(1219 mm) o.c., the num ber of 16d com mon nails shall betwo times the num ber spec i fied for raf ters spaced 24inches (610 mm) o.c., with a min i mum of 6-16d com monnails where no snow loads are in di cated. Raf ter/ceil ingjoist con nec tions and raf ter/tie con nec tions shall be of suf -fi cient size and num ber to pre vent split ting from nail ing.

2308.10.4.2 Notches and holes. Notching at the ends ofraf ters or ceil ing joists shall not ex ceed one-fourth thedepth. Notches in the top or bot tom of the raf ter or ceil ing joist shall not ex ceed one-sixth the depth and shall not belo cated in the mid dle one-third of the span, ex cept that anotch not ex ceed ing one-third of the depth is per mit ted in the top of the raf ter or ceil ing joist not fur ther from theface of the sup port than the depth of the mem ber.

Holes bored in raf ters or ceil ing joists shall not bewithin 2 inches (51 mm) of the top and bot tom and their

di am e ter shall not ex ceed one-third the depth of themem ber.

2308.10.4.3 Framing around open ings. Trim mer andheader raf ters shall be dou bled, or of lum ber of equiv a -lent cross sec tion, where the span of the header ex ceeds 4feet (1219 mm). The ends of header raf ters more than 6feet (1829 mm) long shall be sup ported by fram ing an -chors or raf ter hang ers un less bear ing on a beam, par ti -tion or wall.

2308.10.5 Pur lins. Pur lins to sup port roof loads are per mit -ted to be in stalled to re duce the span of raf ters within al low -able lim its and shall be sup ported by struts to bear ing walls.The max i mum span of 2-inch by 4-inch (51 mm by 102 mm) pur lins shall be 4 feet (1219 mm). The max i mum span of the 2-inch by 6-inch (51 mm by 152 mm) pur lin shall be 6 feet(1829 mm), but in no case shall the pur lin be smaller thanthe sup ported raf ter. Struts shall not be smaller than 2-inchby 4-inch (51 mm by 102 mm) mem bers. The un bracedlength of struts shall not ex ceed 8 feet (2438 mm) and themin i mum slope of the struts shall not be less than 45 de grees (0.79 rad) from the hor i zon tal.

2308.10.6 Blocking. Roof raf ters and ceil ing joists shall besup ported lat er ally to pre vent ro ta tion and lat eral dis place -ment in ac cor dance with the pro vi sions of Sec tion 2308.8.5.

2308.10.7 Wood trusses.

2308.10.7.1 De sign. Wood trusses shall be de signed inac cor dance with the re quire ments of Chap ter 23 and ac -cepted en gi neer ing prac tice. Mem bers are per mit ted tobe joined by nails, glue, bolts, tim ber con nec tors, metalcon nec tor plates or other ap proved fram ing de vices.

2308.10.7.2 Brac ing. The brac ing of wood trusses shallcom ply with their ap pro pri ate en gi neered de sign.

2308.10.7.3 Al ter ations to trusses. Truss mem bers andcom po nents shall not be cut, notched, drilled, spliced oroth er wise al tered in any way with out writ ten con cur -rence and ap proval of a reg is tered de sign pro fes sional.Al ter ations re sult ing in the ad di tion of loads to any mem -ber (e.g., HVAC equip ment, wa ter heater) shall not beper mit ted with out ver i fi ca tion that the truss is ca pa ble ofsup port ing such ad di tional load ing.

2308.10.8 Roof sheath ing. Roof sheath ing shall be in ac -cor dance with Ta bles 2304.7(3) and 2304.7(5) for woodstruc tural pan els, and Ta bles 2304.7(1) and 2304.7(2) forlum ber and shall com ply with Sec tion 2304.7.2.

2308.10.8.1 Joints. Joints in lum ber sheath ing shall oc -cur over sup ports un less ap proved end-matched lum beris used, in which case each piece shall bear on at least two sup ports.

2308.10.9 Roof plank ing. Planking shall be de signed in ac -cor dance with the gen eral pro vi sions of this code.

In lieu of such de sign, 2-inch (51 mm) tongue-and-groove plank ing is per mit ted in ac cor dance with Ta ble2308.10.9. Joints in such plank ing are per mit ted to be ran -domly spaced, pro vided the sys tem is ap plied to not lessthan three con tin u ous spans, planks are cen ter matched andend matched or splined, each plank bears on at least one sup -


WOOD


WOOD

TABLE 2308.10.4.1RAFTER TIE CONNECTIONSg

RAFTERSLOPE

TIE SPACING(inches)

NO SNOW LOAD

GROUND SNOW LOAD (pound per square foot)

30 pounds per square foot 50 pounds per square foot

Roof span (feet)

12 20 28 36 12 20 28 36 12 20 28 36

Required number of 16d common nailsa,b per connectionc,d,e,f

3:12

12 4 6 8 10 4 6 8 11 5 8 12 15

16 5 7 10 13 5 8 11 14 6 11 15 20

24 7 11 15 19 7 11 16 21 9 16 23 30

32 10 14 19 25 10 16 22 28 12 27 30 40

48 14 21 29 37 14 32 36 42 18 32 46 60

4:12

12 3 4 5 6 3 5 6 8 4 6 9 11

16 3 5 7 8 4 6 8 11 5 8 12 15

24 4 7 10 12 5 9 12 16 7 12 17 22

32 6 9 13 16 8 12 16 22 10 16 24 30

48 8 14 19 24 10 18 24 32 14 24 34 44

5:12

12 3 3 4 5 3 4 5 7 3 5 7 9

16 3 4 5 7 3 5 7 9 4 7 9 12

24 4 6 8 10 4 7 10 13 6 10 14 18

32 5 8 10 13 6 10 14 18 8 14 18 24

48 7 11 15 20 8 14 20 26 12 20 28 36

7:12

12 3 3 3 4 3 3 4 5 3 4 5 7

16 3 3 4 5 3 4 5 6 3 5 7 9

24 3 4 6 7 3 5 7 9 4 7 10 13

32 4 6 8 10 4 8 10 12 6 10 14 18

48 5 8 11 14 6 10 14 18 9 14 20 26

9:12

12 3 3 3 3 3 3 3 4 3 3 4 5

16 3 3 3 4 3 3 4 5 3 4 5 7

24 3 3 5 6 3 4 6 7 3 6 8 10

32 3 4 6 8 4 6 8 10 5 8 10 14

48 4 6 9 11 5 8 12 14 7 12 16 20

12:12

12 3 3 3 3 3 3 3 3 3 3 3 4

16 3 3 3 3 3 3 3 4 3 3 4 5

24 3 3 3 4 3 3 4 6 3 4 6 8

32 3 3 4 5 3 5 6 8 4 6 8 10

48 3 4 6 7 4 7 8 12 6 8 12 16

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 47.8 N/m2.a. 40d box or 16d sinker box nails are per mit ted to be sub sti tuted for 16d com mon nails.b. Nailing re quire ments are per mit ted to be re duced 25 per cent if nails are clinched.c. Raf ter tie heel joint con nec tions are not re quired where the ridge is sup ported by a load-bear ing wall, header or ridge beam.d. When in ter me di ate sup port of the raf ter is pro vided by ver ti cal struts or pur lins to a load-bear ing wall, the tab u lated heel joint con nec tion re quire ments are per mit -

ted to be re duced pro por tion ally to the re duc tion in span.e. Equiv a lent nail ing pat terns are re quired for ceil ing joist to ceil ing joist lap splices.f. Con nected mem bers shall be of suf fi cient size to pre vent split ting due to nail ing.g. For snow loads less than 30 pounds per square foot, the re quired num ber of nails is per mit ted to be re duced by mul ti ply ing by the ra tio of ac tual snow load plus 10

di vided by 40, but not less than the num ber re quired for no snow load.


WOOD

TABLE 2308.10.9ALLOWABLE SPANS FOR 2-INCH TONGUE-AND-GROOVE DECKING

SPANa

(feet)LIVE LOAD

(pound per square foot) DEFLECTION LIMITBENDING STRESS (f)

(pound per square inch)MODULUS OF ELASTICITY (E)

(pound per square inch)

Roofs

4

201/2401/360

160170,000256,000

301/2401/360

210256,000384,000

401/2401/360

270340,000512,000

4.5

201/2401/360

200242,000305,000

301/2401/360

270363,000405,000

401/2401/360

350484,000725,000

5.0

201/2401/360

250332,000500,000

301/2401/360

330495,000742,000

401/2401/360

420660,000

1,000,000

5.5

201/2401/360

300442,000660,000

301/2401/360

400662,000998,000

401/2401/360

500884,000

1,330,000

6.0

201/2401/360

360575,000862,000

301/2401/360

480862,000

1,295,000

401/2401/360

6001,150,0001,730,000

6.5

201/2401/360

420595,000892,000

301/2401/360

560892,000

1,340,000

401/2401/360

7001,190,0001,730,000

7.0

201/2401/360

490910,000

1,360,000

301/2401/360

6501,370,0002,000,000

401/2401/360

8101,820,0002,725,000

(continued)

port, and joints are sep a rated by at least 24 inches (610 mm)in ad ja cent pieces.

2308.10.10 At tic ven ti la tion. For at tic ven ti la tion, see Sec -tion 1202.2.

2308.11 Ad di tional re quire ments for con ven tional con -struc tion in Seis mic De sign Cat e gory B or C. Struc turesof con ven tional light-frame con struc tion in Seis mic De signCat e gory B or C, as de ter mined in Sec tion 1616, shall com -ply with Sec tions 2308.11.1 through 2308.11.3, in ad di tionto the pro vi sions of Sec tions 2308.1 through 2308.10.

2308.11.1 Num ber of sto ries. Struc tures of con ven tionallight-frame con struc tion shall not ex ceed two sto ries inheight in Seis mic De sign Cat e gory C.

Ex cep tion: De tached one- and two-fam ily dwell ings are per mit ted to be three sto ries in height in Seis mic De signCat e gory C.

2308.11.2 Con crete or ma sonry. Con crete or ma sonry walls,or ma sonry ve neer shall not ex tend above the base ment.

Ex cep tions:

1. Ma sonry ve neer is per mit ted to be used in the firsttwo sto ries above grade or the first three sto riesabove grade where the low est story has con crete orma sonry walls in Seis mic De sign Cat e gory B, pro -vided that struc tural use panel wall brac ing is used,and the length of brac ing pro vided is 1.5 times there quired length as de ter mined in Ta ble 2308.9.3(1).

2. Ma sonry ve neer is per mit ted to be used in the firststory above grade or the first two sto ries abovegrade where the low est story has con crete or ma -sonry walls in Seis mic De sign Cat e gory B or C.

3. Ma sonry ve neer is per mit ted to be used in the firsttwo sto ries above grade in Seis mic De sign Cat e go -ries B and C pro vided the fol low ing cri te ria are met:

3.1. Type of brace per Sec tion 2308.9.3 shall be Method 3 and the al low able shear ca pac ityin ac cor dance with Ta ble 2306.4.1 shall bea min i mum of 350 plf (5108 N/m) (ASD).

3.2. The brac ing of the top story shall be lo -cated at each end and at least ev ery 25 feet(7620 mm) o.c. but not less than 40 per centof the braced wall line. The brac ing of thefirst story shall be lo cated at each end andat least ev ery 25 feet (7620 mm) o.c. butnot less than 35 per cent of the braced wallline.

3.3. Hold-down con nec tors shall be pro vided at the ends of braced walls for the sec ondfloor to first floor wall as sem bly with an al -low able de sign of 2,000 pounds (907.0kg). Hold-down con nec tors shall be pro -vided at the ends of each wall seg ment ofthe braced walls for the first floor to foun -da tion with an al low able de sign of 3,900pounds (1768 kg). In all cases, thehold-down con nec tor force shall be trans -ferred to the foun da tion.

3.4. Crip ple walls shall not be per mit ted.

2308.11.3 Framing and con nec tion de tails. Framing andcon nec tion de tails shall con form to Sec tions 2308.11.3.1through 2308.11.3.3.

2308.11.3.1 An chor age. Braced wall lines shall be an -chored in ac cor dance with Sec tion 2308.6 at foun da -tions.


WOOD

TABLE 2308.10.9–continuedALLOWABLE SPANS FOR 2-INCH TONGUE-AND-GROOVE DECKING

SPANa

(feet)LIVE LOAD

(pound per square foot) DEFLECTION LIMITBENDING STRESS (f)

(pound per square inch)MODULUS OF ELASTICITY (E)

(pound per square inch)

Roofs

7.5

201/2401/360

5601,125,0001,685,000

301/2401/360

7501,685,0002,530,000

401/2401/360

9302,250,0003,380,000

8.0

201/2401/360

6401,360,0002,040,000

301/2401/360

8502,040,0003,060,000

Floors

44.55.0

40 1/360840950

1,060

1,000,0001,300,0001,600,000

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kN/m2, 1 pound per square inch = 0.00689 N/mm2.a. Spans are based on sim ple beam ac tion with 10 pounds per square foot dead load and pro vi sions for a 300-pound con cen trated load on a 12-inch width of deck ing.

Ran dom layup is per mit ted in ac cor dance with the pro vi sions of Sec tion 2308.10.9. Lum ber thick ness is 11/2 inches nominal.

2308.11.3.2 Stepped foot ings. Where the height of a re -quired braced wall panel ex tend ing from foun da tion tofloor above var ies more than 4 feet (1219 mm), the fol -low ing con struc tion shall be used:

1. Where the bot tom of the foot ing is stepped and thelow est floor fram ing rests di rectly on a sill boltedto the foot ings, the sill shall be an chored as re -quired in Sec tion 2308.3.3.

2. Where the low est floor fram ing rests di rectly on asill bolted to a foot ing not less than 8 feet (2438mm) in length along a line of brac ing, the line shallbe con sid ered to be braced. The dou ble plate of thecrip ple stud wall be yond the seg ment of foot ingex tend ing to the low est framed floor shall bespliced to the sill plate with metal ties, one on eachside of the sill and plate. The metal ties shall not beless than 0.058 inch [1.47 mm (16 gal va nizedgage)] by 1.5 inches (38 mm) wide by 48 inches(1219 mm) with eight 16d com mon nails on eachside of the spl ice lo ca t ion (see Fig ure2308.11.3.2). The metal tie shall have a min i mumyield of 33,000 pounds per square inch (psi) (227Mpa).

3. Where crip ple walls oc cur be tween the top of thefoot ing and the low est floor fram ing, the brac ingre quire ments for a story shall ap ply.

2308.11.3.3 Open ings in hor i zon tal di a phragms.Open ings in hor i zon tal di a phragms with a di men sionper pen dic u lar to the joist that is greater than 4 feet (1.2m) shall be con structed in ac cor dance with the fol low -ing:

1. Blocking shall be pro vided be yond head ers.

2. Metal ties not less than 0.058 inch [1.47 mm (16gal va nized gage)] by 1.5 inches (38 mm) widewith eight 16d com mon nails on each side of theheader-joist in ter sec tion shall be pro vided (see

Fig ure 2308.11.3.3). The metal ties shall have amin i mum yield of 33,000 psi (227 Mpa).

2308.12 Ad di tional re quire ments for con ven tional con -struc tion in Seis mic De sign Cat e gory D or E. Struc tures ofcon ven tional light-frame con struc tion in Seis mic De sign Cat e -gory D or E, as de ter mined in Sec tion 1616, shall con form toSec tions 2308.12.1 through 2308.12.9, in ad di tion to the re -quire ments for Seis mic De sign Cat e gory B or C in Sec tion2308.11.

2308.12.1 Num ber of sto ries. Struc tures of con ven tionallight-frame con struc tion shall not ex ceed one story in height in Seis mic De sign Cat e gory D or E.

Ex cep tion: De tached one- and two-fam ily dwell ings are per mit ted to be two sto ries high in Seis mic De sign Cat e -gory D or E.

2308.12.2 Con crete or ma sonry. Con crete or ma sonrywalls, or ma sonry ve neer shall not ex tend above the base -ment.

Ex cep tion: Ma sonry ve neer is per mit ted to be used inthe first story above grade in Seis mic De sign Cat e gory Dpro vided the fol low ing cri te ria are met:

1. Type of brace in ac cor dance with Sec tion 2308.9.3shall be Method 3 and the al low able shear ca pac ityin ac cor dance with Ta ble 2306.4.1 shall be a min i -mum of 350 plf (5108 N/m) (ASD).

2. The brac ing of the first story shall be lo cated ateach end and at least ev ery 25 feet (7620 mm) o.c.but not less than 45 per cent of the braced wall line.

3. Hold-down con nec tors shall be pro vided at theends of braced walls for the first floor to foun da -tion with an al low able de sign of 2,100 pounds(1768 kg).

4. Crip ple walls shall not be per mit ted.


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For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.

FIGURE 2308.11.3.2STEPPED FOOTING CONNECTION DETAILS

2308.12.3 Braced wall line spac ing. Spacing be tween in te -rior and ex te rior braced wall lines shall not ex ceed 25 feet(7620 mm).

2308.12.4 Braced wall line sheath ing. Braced wall linesshall be braced by one of the types of sheath ing pre scribedby Ta ble 2308.12.4 as shown in Fig ure 2308.9.3. The sumof lengths of braced wall pan els at each braced wall lineshall con form to Ta ble 2308.12.4. Braced wall pan els shallbe dis trib uted along the length of the braced wall line andstart at not more than 8 feet (2438 mm) from each end of thebraced wall line. A de signed col lec tor shall be pro videdwhere the brac ing be gins more than 8 feet (2438 mm) fromeach end of a braced wall line. Panel sheath ing joints shalloc cur over studs or block ing. Sheathing shall be fas tened tostuds and top and bot tom plates and at panel edges oc cur ring over block ing. Wall fram ing to which sheath ing used forbrac ing is ap plied shall be nom i nal 2 inch wide (ac tual 11/2

inch, 38 mm) or larger mem bers.

Crip ple walls hav ing a stud height ex ceed ing 14 inches(356 mm) shall be con sid ered a story for the pur pose of thissec tion and shall be braced as re quired for braced wall linesin ac cor dance with Ta ble 2308.12.4. Where in te rior bracedwall lines oc cur with out a con tin u ous foun da tion be low, thelength of par al lel ex te rior crip ple wall brac ing shall be oneand one-half times the lengths re quired by Ta ble 2308.12.4.Where the crip ple wall sheath ing type used is Type S-W, and this ad di tional length of brac ing can not be pro vided, the ca -pac ity of Type S-W sheath ing shall be in creased by re duc -ing the spac ing of fas ten ers along the per im e ter of eachpiece of sheath ing to 4 inches (102 mm) o.c.

2308.12.5 At tach ment of sheath ing. Fas ten ing of bracedwall panel sheath ing shall not be less than that pre scribed in

Ta ble 2308.12.4 or 2304.9.1. Wall sheath ing shall not be at -tached to fram ing mem bers by ad he sives.

2308.12.6 Ir reg u lar struc tures. Con ven tional light-framecon struc tion shall not be used in ir reg u lar por tions of struc -tures in Seis mic De sign Cat e gory D or E. Such ir reg u larpor tions of struc tures shall be de signed to re sist the forcesspec i fied in Chap ter 16 to the ex tent such ir reg u lar fea turesaf fect the per for mance of the con ven tional fram ing sys tem.A por tion of a struc ture shall be con sid ered to be ir reg u larwhere one or more of the con di tions de scribed in Items 1through 6 be low are pres ent.

1. Where ex te rior braced wall pan els are not in one plane ver ti cally from the foun da tion to the up per most storyin which they are re quired, the struc ture shall be con -sid ered to be ir reg u lar [see Fig ure 2308.12.6(1)].

Ex cep tion: Floors with can ti le vers or set backs not ex ceed ing four times the nom i nal depth of thefloor joists [see Fig ure 2308.12.6(2)] are per mit ted to sup port braced wall pan els pro vided:

1. Floor joists are 2 inches by 10 inches (51 mm by 254 mm) or larger and spaced not morethan 16 inches (406 mm) o.c.

2. The ra tio of the back span to the can ti le ver isat least 2:1.

3. Floor joists at ends of braced wall pan els aredou bled.

4. A con tin u ous rim joist is con nected to theends of can ti le vered joists. The rim joist isper mit ted to be spliced us ing a metal tie notless than 0.058 inch (1.47 mm) (16 gal va -nized gage) and 11/2 inches (38 mm) widefas tened with six 16d com mon nails on each


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For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.

FIGURE 2308.11.3.3OPENINGS IN HORIZONTAL DIAPHRAGMS

side. The metal tie shall have a min i mumyield of 33,000 psi (227 Mpa).

5. Joists at set backs or the end of can ti le veredjoists shall not carry grav ity loads from more than a sin gle story hav ing uni form wall androof loads, nor carry the re ac tions fromhead ers hav ing a span of 8 feet (2438 mm) or more.

2. Where a sec tion of floor or roof is not lat er ally sup -ported by braced wall lines on all edges, the struc tureshall be con sid ered to be ir reg u lar [see Fig ure2308.12.6(3)].

Ex cep tion: Por tions of roofs or floors that do notsup port braced wall pan els above are per mit ted toex tend up to 6 feet (1829 mm) be yond a bracedwall line [see Fig ure 2308.12.6(4)].

3. Where the end of a re quired braced wall panel ex tends more than 1 foot (305 mm) over an open ing in the wall be low, the struc ture shall be con sid ered to be ir reg u -lar. This re quire ment is ap pli ca ble to braced wall pan -els off set in plane and to braced wall pan els off set outof plane as per mit ted by the ex cep tion to Item 1 abovein this sec tion [see Fig ure 2308.12.6(5)].

Ex cep tion: Braced wall pan els are per mit ted toex tend over an open ing not more than 8 feet (2438mm) in width where the header is a 4-inch by12-inch (102 mm by 305 mm) or larger mem ber.

4. Where por tions of a floor level are ver ti cally off setsuch that the fram ing mem bers on ei ther side of the

off set can not be lapped or tied to gether in an ap proved man ner, the struc ture shall be con sid ered to be ir reg u -lar [see Fig ure 2308.12.6(6)].

Ex cep tion: Framing sup ported di rectly by foun -da tions need not be lapped or tied di rectly to gether.

5. Where braced wall lines are not per pen dic u lar to eachother, the struc ture shall be con sid ered to be ir reg u lar[see Fig ure 2308.12.6(7)].

6. Where open ings in floor and roof di a phragms hav inga max i mum di men sion greater than 50 per cent of thedis tance be tween lines of brac ing or an area greaterthan 25 per cent of the area be tween or thogo nal pairsof braced wall lines are pres ent, the struc ture shall becon sid ered to be ir reg u lar [see Fig ure 2308.12.6(8)].

2308.12.7 Exit fa cil i ties. Ex te rior exit bal co nies, stairs andsim i lar exit fa cil i ties shall be pos i tively an chored to the pri -mary struc ture at not over 8 feet (2438 mm) o.c. or shall bede signed for lat eral forces. Such at tach ment shall not be ac -com plished by use of toe nails or nails sub ject to with drawal.

2308.12.8 Steel plate wash ers. Steel plate wash ers shall beplaced be tween the foun da tion sill plate and the nut. Suchwash ers shall be a min i mum of 3/16 inch by 2 inches by 2inches (4.76 mm by 51 mm by 51mm) in size.

2308.12.9 An chor age in Seis mic De sign Cat e gory E.Steel bolts with a min i mum nom i nal di am e ter of 5/8 inch(15.9 mm) shall be used in Seis mic De sign Cat e gory E.


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TABLE 2308.12.4WALL BRACING IN SEISMIC DESIGN CATEGORIES D AND E

(Minimum Length of Wall Bracing per each 25 Linear Feet of Braced Wall Linea)

STORY LOCATION SHEATHING TYPEb 0.50 £ SDS < 0.75 0.75 £ SDS £ 1.00 1.00 < SDS

Top or only storyG-Pd 14 feet 8 inches 18 feet 8 inchesc 25 feet 0 inchesc

S-W 8 feet 0 inches 9 feet 4 inchesc 12 feet 0 inchesc

Story below top storyG-Pd NP NP NP

S-W 13 feet 4 inchesc 17 feet 4 inchesc 21 feet 4 inchesc

Bottom story of three storiesG-Pd

Conventional construction not permitted; conformancewith Section 2301.2.1 or 2301.2.2 is required.S-W

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.a. Min i mum length of panel brac ing of one face of wall for S-W sheath ing or both faces of wall for G-P sheath ing; h/w ra tio shall not ex ceed 2:1. For S-W panel brac -

ing of the same ma te rial on two faces of the wall, the min i mum length is per mit ted to be one-half the tab u lated value but the h/w ra tio shall not ex ceed 2:1 and de sign for up lift is re quired.

b. G-P = gyp sum board, fi ber board, particleboard, lath and plas ter, or gyp sum sheath ing boards; S-W = wood struc tural pan els and di ag o nal wood sheath ing. NP =not per mit ted.

c. Ap plies to one- and two-fam ily de tached dwell ings only.d. Nailing as spec i fied be low shall oc cur at all panel edges at studs, at top and bot tom plates, and, where oc cur ring, at block ing:

For 1/2-inch gyp sum board, 5d (0.113 inch di am e ter) cooler nails at 7 inches on center;For 5/8-inch gyp sum board, No. 11 gage (0.120 inch di am e ter) at 7 inches on center;For gyp sum sheath ing board, 13/4 inches long by 7/16-inch head, di a mond point gal va nized nails at 4 inches on cen ter;For gyp sum lath, No. 13 gage (0.092 inch) by 11/8 inches long, 19/64-inch head, plas ter board at 5 inches on cen ter;For port land ce ment plas ter, No. 11 gage (0.120 inch) by 11/2 inches long, 7/16- inch head at 6 inches on cen ter;For fi ber board and particleboard, No. 11 gage (0.120 inch) by 11/2 inches long, 7/16-inch head, gal va nized nails at 3 inches on cen ter.


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FIGURE 2308.12.6(1)BRACED WALL PANELS OUT OF PLANE

For SI: 1 foot = 304.8 mm.

FIGURE 2308.12.6(2)BRACED WALL PANELS SUPPORTED BY CANTILEVER OR SET BACK

FIGURE 2308.12.6(3)FLOOR OR ROOF NOT SUPPORTED ON ALL EDGES


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FIGURE 2308.12.6(5)BRACED WALL PANEL EXTENSION OVER OPENING


FIGURE 2308.12.6(4)ROOF OR FLOOR EXTENSION BEYOND BRACED WALL LINE

FIGURE 2308.12.6(6)PORTIONS OF FLOOR LEVEL OFFSET VERTICALLY


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FIGURE 2308.12.6(8)OPENING LIMITATIONS FOR FLOOR AND ROOF DIAPHRAGMS

FIGURE 2308.12.6(7)BRACED WALL LINES NOT PERPENDICULAR

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