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Specifications (36) RECEIVEP OFFICE COP `� APR 2 4 201y _I \ IV/ pH . CITY OF BUILDING DIVISION Submittal: 27 / 1 0 - - Submittal Cover - — Date: 4/10/19 Pages(including cover): 13 To: Anders Otterlei enders.otterlei(bhillarchitects,com; Lloyd Hill Ilo d.hill hillarchitects.com; From: Geff Halle-KeyWay Corp.-geffhams lcevwavcorp.com Re: KWC-254: 72ND; EWP dk Plan or spec reference: 06.115 ` (� Supplier: Fred Eichler Construction, Inc. Information Provided: • EWP layout (4pgs) • Revised Calcs (8pgs) Note: This revision only includes revised calculations from changed conditions. ESR, installation guide, and unaltered calculations included in original submittal#27. DCI ENGINEERS No Exceptions Taken Note Markings SHOP DRAWING / SUBMITT AL Revise&Resubmit BY. Dale: 04,22120 Prime Contractor submits THISOREVIEW ACIS FOR GENERAL THE CONFORMANCE E TO THE DESIGN D NEDT AND Dthis information in general CONTRACT DOCUMENTS AS TO THE STRUCTURAL ELEMENTS DESIGNED BY DCI ENGINEERS.REVIEW OF ANY NON-STRUCTURAL ELEMENTS DEPICTED IN THIS SUBMITTAL HAS BEEN SOLELY FOR ThIE PURPOSE OF EVALUATING THE the THE STRUCTURAL ELEMENTS DESIGNED BY DCI ENGINEERS.MARKINGS ORACT ON conformance withdesign COMMENTS SHALL NOT BE CONSTRUED AS RELIEVING THE CONTRACTOR FROM tent �1f th Plans Spec i COMPLIANCE WITH THE CONTRACT DOCUMENTS. THE CONTRACTOR REMAINS ��• RESPONSIBLE FOR DETAILS AND ACCURACY,FOR CONFIRMING AND CORRELATING l• ALL QUANTITIES AND DIMENSIONS;FOR SELECTING FABRICATION PROCESSES;FOR ril TECHNIQUES OF ASSEMBLY;AND FOR PERFORMING WORK IN A SAFE MANNER. G F FF LJ A LLE Reply Copies to: KWC—Brian Frank E-Mail: brlanfOkeywavcorp.com Office Fax:(503)684-5500 KWC—Geff Halle E-Mail: aeffh(Akevwavcorp.com Jobsite Fax:TBD KWC—Steve Sanow E-Mail: stevesgitkeywaycorp.com General Contractors / Construction Managers KeyWay Corp.•7275 SW Hermoso Way•Tigard,OR 97223•Ph(503)684-5100•Fax(503)684-5500• Oregon CCB#127522;Washington UBI#602 531 798 i,---- L7...._,,O___ZSor7+6 JO -2 1" 74 A-3 C ei7 3 24 ac- Vir4 1:24.,,,, DiA P,44/ZA61-.• elx5jr- g --, + ,i--, MT Ala'; p.:._.., . - YR& Ai 1 i 14 ' J 0 1.57- PER PLAN e ar *ii....0 1.,c1 --7 , c3kS-r- •.,-_,--1-2., - pi,p,N1 (2) (71_ 4.73,41 ,0174 .iyg tepc-,FR ,--,/ ( a 2,2. se X 1-f . -')ws. Az." freAm 1 t\jci„ 5,re:J.> ,, e7-,Ar L. 1/....,;- 71947)4 CI ‘').El2_ 1"1- > - 0%,)6 rke1249-01,4c., p--i-t#T._ i 1 —41-- VS ti---r-74 4, /Fr PA- ----11""-------- 4 '---- ' '4' •'''''`--' LA-ef3, 57),Fr 13Y i otS 7 fr"k Fg- it7 1 I r.-- A _ 1 CW •3f>Si p,..-- , eLm-s, 7 , 400 Fre.,A,AAINt5 5.;-k,,P PTA4 1/4.— PROJECT NAME: _ INNIONSW 72'a') AVE- APAR 7-11'‘G75Man= PROJECT NO: SKETCH NO: MEMOS /-73/.-"' Clit EilEtirlEERS DATE: ,. FIELD 921 SW WASHINGTON,SUITE 560 0 7/2r.../49 CONSTRUCTION SKETCH:TC72,1R/INC-e- !...cr61> PORTLAND,OREGON 97205 , PHONE:(503)242-2448•FAX:(503)242-2449 BY: AT ....sPA- RE--ciz.,--...5:5 WEBSITE: mvw.dci-engineers.com 2)5 CIVIL. / ST'FZUCTUIR.AL_ MASON CS Beam Calculation o04/08/19 � ,o, g 10:39:19 44lfriV 1 of 8 Cover Sheet Job: 808046 Confirmation#: 0408093855 Contact Person: Shawn Harris Company Name: Huttig 8100 SW Hunziker Rd Tigard, OR 97223 Phone/Fax: 503-620-1411 / Email: sharris@huttig.com Ship-To Contact: Shawn Harris Ship-To Company: Ship-To Phone/Fax: / Ship-To Email: Member Information (1)-808046 72NDAPARTMENTS 5TH FLOOR COMMUM)&086 TEEKIMPARTMENTS 5TH FLOOR DECK D(23F180133)KK6'B2NDAPARTMENTS 5TH FLOOR DECK DRIF (4)-808046 72NDAPARTMENTS 5TH FLOOR DECK 46)K8118046 72NDAPARTMENTS 5TH FLOOR DECK J7.KYB Comments Al product names are trademarls of[het respective enners. Copyright 0 2013 by Se pson Strong-Tie Company,Inc.ALL RIGHTS RESERVED. This draxetgs an ertegrel part of a member component document as damned'r theattahed General Notes.This drawings not complete without the accompanying General Notes.The Eng:leafs Seaton thkdraong ndcates only nal the component shocnon Mb drawing meets appfcable design criteria for Loads,Loading Conditions,and Spans6ied on this sheet This design ass ems product nstolotion according to themanufactureys specifications. rnni��sonr CS Beam Calculation 14vdrovw**-vgvvw . 04/08/19 10:39:20 i':'' '`` 'v 2 of 8 Floor Joist, Beam, and Girder Component General Notes 1. FLOOR JOIST, BEAM,AND GIRDER COMPONENT DOCUMENT A Member Component Document is defined herein as being composed of a cover letter, this set of general notes, individual floor joist, beam, or girder design drawings. The cover letter lists the contents of the Member Component Document. Each sheet of this Member Component Document is an integral part of the whole, and shall be used only for the specific job name listed on the cover letter. This Member Component Document is the exclusive property of Simpson Strong-Tie Company Inc., and shall not be copied, transferred, or reproduced, in whole or in part, without the written consent of Simpson Strong-Tie Company Inc. Copyright Simpson Strong-Tie Company Inc., 2012,ALL RIGHTS RESERVED. 2. COMPONENT DESIGN This design is for an individual building member component and has been based on information provided by the client. The Member Component Designer disclaims any responsibility for damages as a result of faulty or incorrect information, specifications, and/or designs furnished to the Member Component Designer by the client and the correctness or accuracy of this information as it may relate to a specific project. The Member Component Designer accepts no responsibility and exercises no control with regard to fabrication, handling, shipment, and installation of member components. Each member component specified herein has been designed as an individual building component. Each component shall be incorporated as part of the building design by a Building Designer(registered architect or professional engineer, as applicable). The Building Designer shall review the design loading, member component geometry, and all other aspects of each component design to ensure that the data shown are in agreement with the local building codes, local climatic records for snow or wind loads, project specifications, or special applied loads. 3. FABRICATION NOTES Prior to fabrication, the fabricator shall review this Member Component Document to verify that this Member Component Document is in conformance with the fabricator's plans and to realize a continuing responsibility for such verification. Fabrication of member components shall not proceed until the fabricator has certified drawings in hand. 4. PRECAUTIONARY NOTES Refer to the manufacturer's recommendations for instructions on handling, bundling, and delivery of the member components specified herein. 5. MODIFICATION OF COMPONENT MEMBERS Refer to the manufacturer's recommendations for instructions on allowable modifications of the member components specified herein. 6. MEMBER COMPONENT TO MEMBER COMPONENT CONNECTION DESIGN The design of any connections between member components and other member components is not provided with the component designs specified herein. Web stiffener requirements at hangered connections depend on the connection style and are not included in this design. Supported components attached to the side of this member with reactions greater than 400 lbs shall be attached in such a way to preclude twisting of this member. 7. MEMBER COMPONENT TO STRUCTURE CONNECTION DESIGN The design of any connections between the member component and other elements of the overall structure is not provided with the component designs specified herein. 8. UPLIFT REACTIONS Floor joists, beams or girders with multiple spans may generate uplift reactions due to gravity loads. The reactions shown in these calculations assume that all of the bearings are infinitely stiff. The Building Designer shall review all reaction forces and ensure that the structure can resist any uplift reactions appropriately. 9. LATERAL BRACING All lateral bracing requirements apply along the entire length of the component member. The design of the individual component member brace and the anchorage of the brace is the responsibility of the Building Designer. Design assumes that the component member is braced top and bottom at all bearing locations. 10. MULTI-PLY COMPONENTS Multi-ply components shall be connected together in accordance with the manufacturer's recommendations All product names are trademarks of their respective owners. Copyright®2013 by Simpson Strong.Tre Company,Mc.ALL RIGHTS RESERVED. This drawing is an integral pad of a member component document as defined in the attached General Notes.This drawing is not complete without the accompanying General Not..The Engineers Seal an this drawing indcates only that the component shorn on this drawing meets applicable design criteria for Loads.Loafing Conditions,and Spans fisted on this sheet This design assumes product instabaticn according to the manufacturers specifications. SIMPSON CS Beam Calculation *. �� 04/Q8/19 10:39:21 3 of 8 fl 11. BEARING LENGTH The"Input Brg. Length"listed on the individual floor joist, beam, or girder design drawing is the actual length of bearing at that location. The"Minimum Brg. Length"on the individual floor joist, beam, or girder design drawing is the minimum required length of bearing at that location. The length of the bearing is measured along the length of the member. The width of the bearing is measured perpendicular to the length of the member. Each ply of the member shall be supported for the full member width, for the full required minimum length of the bearing. 12. POINT LOADS OVER A BEARING Point loads applied over a bearing are assumed to be carried not by the I-joist, beam, or girder, but instead by rim board, squash blocks, or some other means. Therefore the points loads over the bearings will be included in the bearings and reactions summary, but will not be considered when evaluating the interior and end reactions and is indicated on the drawings by"Pass-thru"framing is required at point loads over bearings. 13. PONDING WARNING Where components are used in roof systems, these components have not been investigated for the effects of ponding. The Building Designer shall ensure that adequate drainage has been provided, and that the roof system as a whole is not susceptible to ponding. Al product names are trademarks of ther respedrue owners Copyright 02013 by Simpson Strong-Tie Company Inc ALL RIGHTS RESERVED. This drarirg a an integral part of a member component document as defiled I,theattadred General Notes.The dravengo not complete%Cheat the accorrpanyng General Notes The Engnear s Seal on this dra%itg erdcales only that the component shoonon the tinning meets apphable design cetera for Loads.Loadng Condemns.and Spanshted on the sheet The design assumes product aatolation accordng to themmnufacturees specticatians ,SNMPSON CS Beam Calculation 04/08/19 ,. ti Ise ., 10:39:21 a » 4 (8 4 of 8 CS Beam 2017.3.0.5 72N13 AVE APAR1MENTS 4- 15 RmBeamEngine 2017.1.0.4 FIFTH FLOOR-COMMUNITY ROOM 3�n Materials Database 1572 12:3ego Seal OreGa� Member Data Description: Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 100 PSF Deflection Criteria: U360 live, U240 total Dead Load: 25 PSF Deck Connection: Glued&Nailed Filename: Beam1 j, / 860 / a/ / Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall Steel 3.500" 1.500" 672# 2 8' 6.000" Wall Steel 3.500" 1.500" 672# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 538#(403p8) 134#(101 ph) 2 538#(403plf) 134#(101 plf) Design spans 8' 0.750" Product: 11 7/8" LPI-18 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1354.'# 3100.'# 43% 4.25' Total Load D+L Shear 672.# 1335.# 50% 0' Total Load D+L End Reaction 672.# 1006.# 66% 0' Total Load D+L TL Deflection 0.0783" 0.4031" L/999+ 4.25' Total Load D+L LL Deflection 0.0626" 0.2687" L/999+ 4.25' Total Load L Control: Max End React. DOLS: Live=100% Snow=115% Roof=125% Wind=160% �ot�D PR o% 0" ��GINFFA0i0 rZ T cr 7036PE i t aprodaernamesarauaa<mart�oftn<:respeavooeoer:. �F �V.13,2011 �\ Copyright 02013 by Serpson Strong-Tle Company:Inc ALL RIGHTS RESERVED. /I''II H. CO nae draangc an ntegratpanof a memberoarrponentdeoumentas defend n thvanahed Generalratea.The dran.m �vt` J t eonolete odheat Me amompanyng General tteter the Engneefs Seal tie the dOoorg ndicates nny that the component 04/08/2019 shnn,sn the drasorg mavts appboabte desgn,bees for Loads,Load'ng Conditions,and Spansfsted en the sheet Tne aeegn aswmee prodea n�,Lntnn ema,dng to theeaneraaererayradr lana. EXPIRES: 06/30/2020 CS Beam Calculation etpSIMPSON 04/08/19 unie SittitiO' 10:39:21 ` 5018 oke e iCS Beam 2017.3.0.5 72ND AVE APARTMENTS 4-5-IS .:mBcamEngine2017.I.0.4 FIFTH FLOOR-DECK 1:34pin Materials Database 1572 P Seal:Oregon Member Data Description: Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Snow Load: 25 PSF Deflection Criteria: L/360 live, L1240 total Dead Load: 40 PSF Deck Connection: Glued&Nailed Filename: 808046 72ND Other Loads Type Other Dead (Description) Side Begin End Start End Start End Category Additional Uniform(PSF) Top 0' 0.00" 16' 0.00" 35 0 Snow r -- _ g gja r � �, W � ter .': / 16 0 0 / 2 1600 ®/ Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall Steel 3.500" 1.500" 1038# -- 2 16' 0.000" Wall Steel 3.500" 1.500" 1038# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Snow Dead 1 623#(4670) 415#(3110) 2 623#(4670) 415#(311p1f) Design spans 15' 6.750" Product: 11 7/8" LPI-56 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 4037.'# 11696.'# 34% 8' Total Load D+S Shear 1038.# 2363.# 43% 0' Total Load D+S End Reaction 1038.# 1657.# 62% 0' Total Load D+S TL Deflection 0.3019" 0.7781" L/618 8' Total Load D+S LL Deflection 0.1811" 0.5188" L/999+ 8' Total Load S Control: Max End React. ��DOLs: Live=100% Snow--115% Roof=125% Wind=160% Git/ (/" 7036PE i— �V13p511� a prodaa names are Iraaemarls<f met reepen�<o.",era. 0� Copyright 02013 by Simpson Strong-Tie Conpany,inn.ALL RIGHTS RESERVED. �`yUL H. S Th'ts dmanp k an integral part of a member tonponent dononont as defend h meattadred General Notes,The draxng n '1 04/08/2019 not wnpl<te adheut the accompanying General Note:The Engneefs Seal on th's draaetg nd,cates ony th at rhe onmpanent 0,00000 the:drasttg nneetsappfaabIe tlasign mteri tot Loads.Laad'nq CondAons,and Spans4sted on fhOnlroet EXPIRES:06130/2020 The dense suumos producttrotatation according to thenssnu(acnureys sperm(tans. SINIPSON CS Beam Calculation. a� 04/08/19 g 10:39:21 s 6 of 8 CS Beam 2017.3.0.5 72ND AVE APARTMENTS 4-5-I5 lanneamEnginc 2017.1 0.4 FIFTH FLOOR-DECK 1:26pn Materials Dambase 1572 Seal:Oregct- Member Data Description: Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Snow Load: 25 PSF Deflection Criteria: L/360 live, L/240 total Dead Load: 40 PSF Deck Connection: Glued&Nailed Filename: Beam2 Other Loads Type Other Dead (Description) Side Begin End Start End Start End Category Replacement Tapered(PSF) Top 2' 0.00" 7' 0.00" 35 10 0 0 Snow / / O 7 0 0 / 700 ®/ Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall Steel 3.500" 1.500" 197# -- 2 7' 0.000" Wall Steel 3.500" 1.500" 105# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to canying members Snow Dead 1 115#(86plf) 82#(62p1f) 2 92#(69p1f) 13#(10p1f) Design spans 6' 6.750" Product: 11 7/8" LPI-18 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. I. :.i' Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 232.'# 3565.7# 6% 2.99' Total Load D+S Shear 197.# 1535.# 12% 0' Total Load D+S End Reaction 197.# 1157.# 16% 0' Total Load D+S TL Deflection 0.0103" 0.3281" L/999+ 3.49' Total Load D+S LL Deflection 0.0081" 0.2188" L/999+ 3.49' Total Load S ,s��e0 PROp�s Control: Max End React. (9co ��G I N E��SiO DOLs: Live=100% Snow=115% Roof=125% Wind=160% Crkr 7 87036PE r R d.....J Aepr<daaname:aratraaamarl�ertnetr<sp«w<°„n<rs. 'S,�f4!"13,2• 0 Copyright 0201'3 by Sirpson Strong-Tie Company Inn.ALL RIGHTS RESERVED. O ��h'UL H. C. ThearticgcanFtagolpatofamembermmponeneeoam<ntandor<e�maananeaceneralNotes Tn amangs 04/08/2019 not mrtpkt<v.Aheut Uro aecunganyylg General Notea.The EngNeefs Seal on the draxelg edcatne eny that the component shoanon Ih't;eraatng meets eppbabk design alerts far Loads,Lead'ng Goodmans,and SpanoNted en e, sheat EXPIRES: 06/302020 Th'e:design assames product nstalatun amotd"ng to themanuradurers spemcatinns. SIMPSON CS Beam Calculation � 04/08/19 10:39:21 74,,. `. 7 of 8 ICS Beam 2017.3.0.5 72ND AVE APART-MENUS IS ,�8_ 1. mBeamFiyline 2017.1.0.4 FIFTH FLOOR-DECK 401am Materials Database 1572 Seal:Oregon Member Data Description: Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 100 PSF Deflection Criteria: L/360 live, L/240 total Dead Load: 40 PSF Deck Connection: Glued&Nailed Filename: 808046 72ND MIVIAMPRY em.ro.v..F aro. 'S �-, f- `� v .-,n 3cw�e+..„�. .s+rv,.crt....G»� v-»-w-T..+.,ae au ae-rn.cs.aa mc�v�.4ma.�a ,. .x-.w +.a�r.I' IT , 1600 7 03 16 0 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall Steel 3.500" 1.500" 1453# -- 2 16' 0.000" Wall Steel 3.500" 1.500" 1453# -- Maximum Load Case Reactions Used for applying point loads(or tine toads)to caning members Live Dead 1 1038#(778p11) 415#(311p1f) 2 1036#(77411) 415#(311p1f) Design spans 15' 6.750" Product: 11 7/8" LPI-56 16.0" O.C. PASSES DESIGN CHECKS Web Stiffeners required at 0' 0.000" 15' 6.750" Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 5651..# 10170.' 55% 8' Total Load D+L Shear 1452.# 2055.# 70% 0' Total Load D+L End Reaction 1452.# 1976.# 73% 0' Total Load D+L TL Deflection 0.4226" 0.7781" L/441 8' Total Load D+L LL Deflection 0.3019" 0.5188" L/618 8' Total Load L Control: Max End React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% Allowable end reaction is for joist with web stiffeners r\ti_g_D PROFFS �0 GIN - <9, x 87036PE o1 Gb1V kov�, 13. Copyright names are imenStr of fuer Company owners. �� S° Copyright G 2013 by Simeon Strong-Tie Company Inc.ALL RIGHTS RESERVED. u• J This drawing san integral pan ora member conpeonet dawmant as defined in Naetta�ed General Nates.Thk dronngin It 04/08/2019 not conptete 0P.heht the aeconpanyng General NotenTh a Engneefa Seal en this draxerg.rdnotee on y that 5,0 eomponent shownon this drawing meets appteabln desgn Wore for Load;Laad'ng Cond"eion,.and Spanshtad pin the sheet. EXPIRES:06/30/2020 This design assumes prodot netalation according to thennnoraeorefs spedption,. IMPSON' CS Beam Calculation 4-1'441 04/08/19 10:39:21 > 1_ 8 of 8 8) CS Beam 2017.3.0,5 72ND AVE APARTMENTS 4-5-15 kmBeamEnnine2017.1.0.4 FIFTH FLOOR-DECK 2 pm Materials Database 1572 Orepm Seal:Oregon Member Data Description: Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 100 PSF Deflection Criteria: L/360 live, L/240 total Dead Load: 40 PSF Deck Connection: Glued&Nailed Filename: 808046 72ND w.,•.+mv ..5.ewa�a r.s ,..ts..,.a+s. .o.....o...v,... -Mw. � �,..-r... eW-ter+..h4. .jw,w.-, n. +'u._ri .v_.+..i._ �'su,x.n_v x... w- s wkt �e-c T111 11 4 7 0 0 / 7 0 0 O/ Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall Steel 3.500" 1.500" 613# -- 2 7' 0.000" Wall Steel 3.500" 1.500" 613# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 438#(328p11) 175#(131 plf) 2 438#(328p1f) 175#(131 plf) Design spans 6' 6.750" Product: 11 7/8" LPI-18 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1005.'# 3100.'# 32% 3.5' Total Load D+L Shear 612.# 1335.# 45% 0' Total Load D+L End Reaction 612.# 1006.# 60% 0' Total Load D+L TL Deflection 0.0447" 0.3281" L/999+ 3.5' Total Load D+L LL Deflection 0.0319" 0.2188" L/999+ 3.5' Total Load L Control: Max End React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% � _eD PR 0,c- .6% co G11‘1 9 81036PE r a product names are Cademarks of thor re n ' !t3,20� sne Inner:. C [J Copyright 02013 by Simpson Strang-Tie Company Inc ALL RIGHTS RESERVED. �C H. J The drenatg c an ntegrat part of a memb er component dowment en dom ed n theattadted General Notes.The d,enn,g s 04/08/2019 not eonptote nithout the emonpanyng General Natas.The Engneero Seal on Ns tlrauirg ndodtes ony mat the component ahoanon me tlranfig meets eppinebk desgn erdefia for Loads,Loedeg Condbons,and Spanstsfed on d,a sheat EXPIRES:06/30/2020 The design assumes product Fstatatbn euonrd'ng to themanulacturer's sperm Dons Roof Detalfs L.,..."P.0.ffo SOLIDSTART Web Hole De CZ'ENGINEERED WOOD PRODUCTS - ffs....wwumwrofiggeoxdo --- ... ON. - -,.....-....,......................... Handing&Installation Recommendations ..„,,,,,v.,,,,..„ 41k Ir.41111 i -..._ 1 I I.P.SoPiSt..WM.LISoleKist LA a LI'SeicKlan.3( r*:'/ ../1,,,...!IP"------- ''',4 s.,.. - :"7-......-............ - Li 1 1 zw , „,00 , , .,, . ,...„.......„.......................„, ...., ..._...........„,....,..--................-„=„ 2 ' / 1 ' -'CM minalimi , ..... I me.........ps.g, I ....,4...4.................u............. [UMW IMMInt141.1.1•110. I-44 ,„ .''''.. ... ,;, ,,IIPIlkilli A ,',, .-,-..", ' ' ' ' ' ". . . ;:,.,„*.-'"'- ow,* . .......... -,,.,- ...40$1774. 40.5' 4* •.,..:„.... 111%*:,0..,_ „,,..., ---,,,,,-,.....- .,, ,,,,.. .„. ,, ,-,- Roof Layout(typical, ,,,,2 ,ill ,,,,. or „ pii /it,, ...p/ 11 ....., ,-...,.... , , 0.- .....„. , .... - ,.... ..... - - r. ra ',I ....., , e....,.... TEMPORARY BRACING 1.1 r; it li r;,' ;5; ';,' ;:i 7. ''' .'' .' ::: '.-'-'"'...a.,- "''''"''"'-.- ....•...."'"."'"'"'.. ,..,...,..„,...,„-.-,..„........................ .t..... --„;:-.•.- I: 'ior,. /I 11111Ilko, , ----- -- . —•—-----:.'::-....-=--::::=.-'7.------ • WARNING '.`" "47 ,,,,, ;,,, i,.1,.-. i-7., z .-. •::: - - .--,:::.=.,..:..---....-- ..- 0,- ,17.:1-- -, ‘,.,...7.`,:* A. •....s,i......,. The followIng conditions f*f.f. ''.1'' f ;.--; '..; :: 2 ..'.. 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DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES SECTION: 06 02 00—DESIGN INFORMATION REPORT HOLDER: APA —THE ENGINEERED WOOD ASSOCIATION 7011 SOUTH 19TH STREET TACOMA, WASHINGTON 98466 EVALUATION SUBJECT: GLUED-LAMINATED TIMBER COMBINATIONS AND THE GAP COMPUTER PROGRAM ICC ICC ICC r� E L..... C - PMG4441) LISTED.")' '" Look for the trusted marks of Conformity! it, Sinn "2014 Recipient of Prestigious Western States Seismic Policy Council (WSSPC)Award in Excellence" A Subsidiary of �u aION e ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes notSCC Masan' specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a ANSI .0 recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as toX to any finding or other matter in this report, or as to any product covered by the report. ...00PS keit co, Copyright©2016 ICC Evaluation Service,LLC. All rights reserved. EVAI UATION 'SERVICE � x, ri lnravaliore ' .. a :33 _ .., fiilost Widely Accepted and Trusted 1CC-ES Evaluation Report ESR-1940 Reissued January 2016 Corrected December 2016 This report is subject to renewal January 2018. www.1cc-es.ora I (800)423-6587 I (562)699-0543 A Subsidiary of the International Code Council® DIVISION:06 00 00—WOOD,PLASTICS AND Glued-laminated timbers manufactured to the glued- COMPOSITES laminated timber combinations or single grade layups that Section:06 02 00—Design Information have been developed using the GAP program,and that are produced at the facilities listed in Table 3, are recognized REPORT HOLDER: as being in compliance with the design parameters indicated in Section 3.0 of this report. APA—THE ENGINEERED WOOD ASSOCIATION 7011 SOUTH 19th STREET 3.0 DESCRIPTION TACOMA,WASHINGTON 98466 The GAP computer program is based on the principles of (253)565-6600 ASTM D3737. It is an alternative method for determining www.apawood.org associated allowable design stresses for a given layup helpRapawood.org combination of glued-laminated timber.The GAP computer EVALUATION SUBJECT: program complies with the IBC and the IRC for allowable stress design. The design assumptions discussed in Sections 3.1 through 3.4 of this report basic GLUED-LAMINATED TIMBER COMBINATIONS AND parameters utilized with the development of thea towable THE GAP COMPUTER PROGRAM design stresses for the combinations listed in Table 1 or single grade layups listed in Table 2. See Section 5.4 for ADDITIONAL LISTEES: requirements applicable to these parameters. ANTHONY FOREST PRODUCTS CO. 3.1 Adhesive: 309 NORTH WASHINGTON Face and end joint bonding adhesives comply with ASTM EL DORADO,ARKANSAS 71730 D2559 for exterior or wet use. CALVERT COMPANY,INC. 3.2 End Joints: 218 V STREET End joints comply with ANSI A190.1 and ASTM D3737. VANCOUVER,WASHINGTON 98661 3.3 Lumber: ROSBORO,LLC Lumber having a nominal thickness of 2 inches or less is POST OFFICE BOX 20 glued-laminated into rectangular cross sections complying SPRINGFIELD,OREGON 97477 with industry standards for depth, width, and appearance. Lumber that is E-rated or visually graded complies with WESTERN STRUCTURES,INC. rules of applicable approved lumber grading agencies and POST OFFICE BOX 23355 the procedures set forth in the manufacturer's quality EUGENE,OREGON 97402 control documentation. Quality control for E-rating and beam fabrication is conducted under the supervision of 1.0 EVALUATION SCOPE an approved third-party inspection agency. Grade Compliance with the following codes: specifications are included in rules of the applicable approved lumber grading agencies and follow industry ® 2015,2012 and 2009 International Building Code(IBC) classifications and nomenclature as provided in the I 2015, 2012 and 2009 International Residential Code® applicable code. (IRC) 3.4 Layup: Property evaluated: Beams are fabricated in accordance with ANSI A190.1 Structural using the grade combinations noted in Table 1 or single grade layups noted in Table 2 of this report. Combinations 2.0 USES are in accordance with ASTM D3737 requirements. Resawn purlin beams, manufactured by ripping nominally The GAP computer program is utilized to determine design 6-inch beams vertically through their depth into two stresses for the specific layups of glued-laminated timbers members of equal width, are permitted to be produced listed in Tables 1 and 2 of this report. from Canadian spruce-pine (CSP) and spruce-pine-fir iCC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed,nor are they to be construedz�w as an endorsement of the subject(erne report or a recommendation for its use.There is no warranty by ICC Evaluation Service,LLC,express or implied,as i (f'`SI to any finding or other mailer in this report,or as to any product covered by the report ��a `- -- Copyright®2016 ICC Evaluation Service,LIC. All rights reserved. • Page 1 1 of 5 ESR-1940 I Most Widely Accepted and Trusted Page 2 of 5 (SPF) combinations in this width without any variation in 5.4 The effects of checking of the members are outside basic grade description or Iayup procedures. the scope of this report. 4.0 DESIGN 5.5 Glued-laminated timber manufactured to the glued- The design requirements of structural glued laminated laminated timber combinations or single grade layups timber must comply with Section 2306 or 2307 of the IBC, that have been developed using the GAP program, or Sections R502.2 and R802.2 of the IRC, as applicable. listed in Tables 1 and 2,and that are produced at the Modifications of values for duration of load must comply facilities listed in Table 3, are recognized as being in with the IBC or the IRC, as applicable. compliance with the design parameters indicated in Section 3.0 of this report. 5.0 CONDITIONS OF USE Evaluation of glue-laminated timber manufactured in The specific layups for the glued-laminated timbers accordance with this report but produced by described in this report comply with, or are suitable manufacturers not listed in Table 3 must be alternatives to what is specified in, those codes listed in recognized in a current ICC-ES report as being in Section 1.0 of this report, subject to the following compliance with the design parameters indicated in conditions: Section 3.0 of this report. 5.1 The application of the GAP computer program is 5.6 The quality program for monitoring the use of the limited to the Iayup combinations shown in Tables 1 GAP computer program must be in accordance with or 2. Design stresses for normal conditions of loading "Quality Control Requirements for the GAP Computer must not exceed those set forth in Tables 1 or 2. Program,"dated July 26,2006. 5.2 Design stresses for combinations noted in Table 1 are 6.0 EVIDENCE SUBMITTED for members with four or more laminations stressed 6.1 Program Guide for the GAP Computer Program. primarily in bending due to loads applied perpendicular to the wide faces of the laminations. 6.2 Data in accordance with ASTM D3737. Design values are included, however, for axial stresses and stresses from bending due to loads 6.3 Quality system documentation. applied parallel to the wide faces of the laminations. 7.0 IDENTIFICATION 5.3 Design stresses for combinations noted in Table 2 are Each glued-laminated beam manufactured using Iayup for members with two or more laminations stressed combinations determined in accordance with this report primarily axially or in bending due to loads applied and produced at the facilities listed in Table 3 must be parallel to the wide faces of the laminations. Design identified with the ICC-ES evaluation report number values are included, however, for stresses from (ESR-1940). bending due to loads applied perpendicular to the wide faces of the laminations. - Table 1-Reference Design Values for Structural Glued Laminated Softwood Timber Combinations" (Members stressed primarily in bendin m g) (Tabulated design values are for normal load duration and dry service conditions.) co Bending About X-X Axis 1 Bending About Y-Y Axis (Loaded Perpendicular to Wide Faces of Laminations) ) Axially Loaded Fasteners ,A Extreme Fiber (Loaded Parallel to Wide Faces of Laminations) C Compression Shear Modulus of Elasticity') in Bending° Perpendicular Parallel Extreme in CompressionndiclaShear Modulus of Elasticity') Tensionll Compression to Grain to Grain Fiber in Perpendicular Parallel P Specific Gravity Combination Species91 Bending'o1 to Grain to Grain Parallel to Parallel to for sS Symbol Outer/Core Top of Beam Grain Grain Fastener Design p Bottom of Beam Stressed in rn Stressed in Tension C-3.- tension (Negative Tension Compression Top or Side cD (Positive Bending) Bending) Face _ Face F5' F"; Fax F,.,l'I Bottom Face Face Ex E„Pe E.mn Fn F 10)0 1. G (Psi) (psi) (Psi) (Psi) (10°psi) (108 psi) (10°psi) (psi) Fay Fp E"psi) E�•psi E mn R F� G 18F-V3 OF/OF 1800 - (Psi) (Ps) (10 (10 psi) (105 psi) (Psi) (Psi) 1250 560 560 285 1.6 1.5 0.79 1450 20E-E/ES11"1 ES/ES 2000 l 580 230 1.6 1.5 0,79 975 1500 0.50 0.50 W 20E-FJSPF11s SPF/SPF 2000 2000 425 425 215 1.8 1.5 0.79 875 425 190 1.5 1.4 20F-E8 560 200 1.9 1.8 0.95 1100 300 175 1.5 0.79 1050 1150 0.41 0.41 Q ES/ES 2000 1300 450 450 200 1.6 1.5 0.79 1000 315 175 1.5 0.74 425 1100 0.42 0.42 20F-EBM1 ES/ES 2000 2000 450 450 200 1.6 1.5 0.79 1400 3151.4 0.74 825 1100 0.41 0.41 20F-V4 DF/OF 2000 1450 590 560 265 1.7 1.6 0,85 1450 560 230 1.5 1.4 0.85 825 1550 0.41 0.50 20F-V8 OF/OF 2000 2000 590. 590 265 1.7 1.6 0,85 1450 560 230 1.7 230 1.7 1.6 0.85 975 1550 0.50 0,50 ' 1,4 20F-V12 AC/AC 2000 1400 580 560 265 1.6 1.5 0.79 1250 470 230 1.5 1.4 0,85 975 0.74 925 1501500 0.48 0.46 Co 0 0.50 0.50 20F-V13 AC/AC 2000 2000 560 580 285 1,6 1,5 0.79 1250 470 230 1.5 1.4 0.74 850 1550 0.48 0.46 ED 1.9 22F-V/PC1 1 POC/POC I 2200 2200 560 I 560 1 285 1.9 I 1.8 I 0.95 1 11500 375 500 375 1 2230 1.7 30 ) 1.7 11.6.6 I 00.79 1150.79 1150 I 1900 1950 0.45 0.45 Q. 22F-V/POC2 POC/POC 2200 1800 560 560 2851.8 0.95 24F-E/CSP1 CSP/CSP 2400 2400 560 580 215 1.7 1,8 0,85 1150 470 190 1.7 18 I 0,45 I 0.45 24F-E/CSP2 CSP/CSP 2400 2400 580 580 215 1.9 1.8 0.95 1500 470 0.85 1150 2000 0.42 0.42 24F-E/C5P3 CSP/CSP 2400 1550 560 650 215 1.7 1.6 0.85 1200 470 195 1.6 11.6 0.85 1150,5 0.79 900 1750 0,42 0.42 24F-E/CSP4 CSP/CSP 2400 1700 580 850 215 1.9 1.8 0.95 1400 470 1500 0.42 0.42 24F-EJSPF1 SPF/SPF 2400 2400 560 560 215 1.7 1.6 0.65 1150 470 190 1.7 1.6 0.85 1150 2000 0.42 0.42 24F-E/SPF2 SPF/SPF 2400 2400 560 560 215 1.9 1.8 0.95 1500 470 0.85 1150 2000 0.42 0.42 24F-E/SPF3 SPF/SPF 2400 1550 580 650 215 1.7 1.6 0.85 1200 470 190 1.6 1,6 0.8550 1150 2000 0.42 0.42 24F-E/SPF4 SPF/SPF 2400 1700 560 850 215 1.9 1.8 0.95 1400 470 200 1.6 1.5 0.85 11500 1750 0.42 0.42 24F-E/E51 ES/ES 2400 1700 560 560 200 1.8 1.7 300 175 1,6 1.5 0.79 1050 75 1.7 1.6 0.85 1150 0.42 0.42 24F-E/ES1M1 ES/ES 2400 2400 560 560 200 1.5 1.8 0.95 1100 300 175 1.8 1.5 0.79 1050 1150 0.41 0.41 1150 0.41 24F-E15M1 HF/HF 2400 1600 500 5000.41 24F-V4 DF/DF 2400 21561.9 1,8 0.95 1200 375 190 1.6 1.5 0.85 1500 0.43 0,43 1850 650 650 265 1.9 1.8 0.95 1450 560 230 1.7 1.6 0.85 1100 1650 0.50 0.50 24F-V4M16 DF/DF 2400 1850 650 650 265 1.9 1.8 0.95 1450 560 230 24F-V4M2°I DF/DF 2400 1850 650 850 220 1.9 1.8 0,95 1450 560 230 1.7 1.6 DF/HF 2400 1600 650 650 215 1.8 1.7 0.90 1350 1.5 0.85 1100 1450 0.50 0.50 24F-V5 0.85 1100 1650 0.50 0.50 24F-V5M1 DF/SPF 2400 1800 650 650 375 200 1.8 1.5 0.79 1100 1450 0.50 0.43 24F-V5M21"1 DF/HF 2400 1600 650 650 215 19 1,8 0.95 1200 1.8 0.95 1200 375 200 1.8 1.5 0.79 105011450 0.50 0.42 24F-V5M301 DF/HF 2400 1800 650 850 215 1.9 1.8 0.95 1200 375 200 1.6 375 200 1.5 0.79 1150 1450 0.50 0.43 24F-V8 DF/OF 2400 2400 650 650 265 1.9 1.8 495 1550 560 1.5 0.79 1150 1450 0.50 0.43 24F-V8M1'n OF/OF 2400 2400 650 850 265 1.9 1.8 0.95 1550 230 1.7 1.6 0.85 1100 1650 0.50 0.50 24F-V8M28 DF/DF 2400 2400 650 850 220 1.9 1.8 0.95 1550 560 230 1.7 1.6 0.85 1100 1850 0.50 0.50 24F-V10 DF/HF 2400 2400 650 650 215 1.9 1.8 0,95 1450 375 260 00 1.7 1.6 0.85 1100 1550 0.50 0.50 24F-V/OF1°'1 DF/SW 2400 1600 650 650 195 1.9 1.8 0.95 900°`I 205 1.6 1.4 0.74 1150 1550 0.50 0,43 28F-FJDF1°'1 DF/DF to 255 205 1.5 1.4 0.74 1000 1250 0.50 0,42 2800 1950 850 850 285 2.1 2.0 1,08 1850 560 26F-E/DF1M10t DF/DF 2600 2600 650 850 265 2.1 2.0 1.06 1850 560 230 19 1.8 0.95 1400 1800 0.50 0.50 24F-1,8E Glulem WS,SP/WS, r f 1.8 0.95 1400 1800 0.50 0.50 H F-1.8 Sp 2400 1800 500 I 500 215 1.9 1.8 0.95 1300 375 200 1.6 1.5 0.79 950 1200 0.42 0.42 16F-V5M1°I I SP/SP I 1600 I 1600 I 650 I 850 I 300 I_ 1,5 I 1.4 I 0.74I 1750 650 24F-E/5P118 SP/SP 2400 2400 740 740 300 1.9 1,8 0.95 1650 850 I 260 260 I 1.7 I 1.6 485 1150 1650 0.55 0.55 24F-V1 SP/SP 2400 1750 740 650 300 1.8 1.7 0.90 1450 650 260 1.6 1.5 0.79 1100 1500 0.55 0.55 24F-V3 SP/SP 2400 2000 740 740 300 1.9 1.8 0.95 1700 650 280 1.7 1.6 0.85 1150 1650 0.55 0.55 24F-V3M16 SP/SP 2400 2000 740 740 300 1.9 1.8 0.95 1750 850 280 1.7 1.6 0.85 1150 1650 0.55 0.55 24F-V3M29 SP/SP 2400 2000 740 740 250 1,9 1.8 0.95 1750 650 260 1.7 1.8 0. 5 1150 1650 0.55 0.55 24F-V41'1 SP/SP 2400 1850 740 650 210 1.8 1.7 0.90 1350 470 230 1.6 1.5 0.79 975 1350 0,55 0.55 24F-V5 SP/SP 2400 2400 740 740 300 1.8 1.7 0.90 1700 850 265 1.6 1.5 0.79 1150 1600 0.55 0.55 24F-V5M1 SP/SP 2400 2400 740 740 300 1.9 1.8 0.95 1700 650 260 1.8 1.5 0.79 1150 1600 0.55 0.55 11 24F-V5M2 SP/SP 2400 2400 740 740 300 1.9 1.8 0.95 1700 650 280 1.8 1.5 0,79 1150 1600 24F-V5M3 SP/SP 2400 2400 740 740 250 1.9 1.8 0.95 1700 650 260 1.6 1.5 0,79 1150 1600 0.55 0.55 ro Wet-use factorstQ 0.B 1 0.53 I 0.875 I 0.833 I 0.8 1 0.53 1 0.875 I 0.833 0.8 0.73 See NDS W O 0 Table 1(Continued)-Reference Design Values for Structural Glued Laminated Softwood Timber Combinations" (Members stressed primarily in bending)(Tabulated design values are for normal load duration and dry service conditions.) to to Bending About X-X Axis _� (Loaded Perpendicular to Wide Faces of Laminations) Bending About Y-Y Axis Axially Loaded Fasteners co Extreme Fiber Compression Shear (Loaded Parallel to Wide Faces of Laminations) .p In Bendin t 1 Modulus of Elasticity" Extreme Compression Shear °� O 9` Perpendicular Parallel Modulus of Elasticity Tension Compression Specific Gravity to Grain to Grain Fiber In Perpendicular Parallel ^-- Combination Species°1 Bending1°1 to Grain to Grain Parallel to Parallel to for Symbol Outer/Core Tor aoBeam Grain Grain Fastener Design O Bottom of Beam Stressed in Stressed in Tension (Positive Ben nding) Bending) TensiFacon CompressionF ace IN Fn: Fn,- -Fa, Fr,ta1 - Top or Side N (Psi) sl Ex E„°, E„�" Fey Fa ta.t Bottom Face Face (P ) (psi) (psi) 006 psi) (10°psi) (10°psi) (psi) r Fir 26F-V1 SP/SP 2600 2000 740 740 300 1.9 1.8 0.95 1700 (Psi) (Psi) (t0�epsi) (t0��psi) (10.Psi) (Psi) (psi) G n 26F-V2 SP/SP 2600 2100 740 740 300 260 1.7 26F-V3 SP/SP 2600 2.0 1.9 1.00 1950 7401.6 0,85 1150a 26F-V3M101 2100 740 740 300 2.0 1.9 1,00 1950 260 1.9 1,81600 0.55 0,55 Ca SP/SP 2600 2100 740 740 300 2,0650 260 1,9 0.95 1300 1850 0.55 0.55 Q. 26F-V3M2e/ SP/SP 2600 1,9 1.00 1950 650 260 1'8 0.95 1250 1800 055 055 26F-V4 SP/SP 2600 2100 740 740 250 2.0 1.9 1.00 1950 1.9 1.8 0.95 1250 1800 0.55 0.55' 26F•V4M1U1 2600 740 740 300 2.0 1 g 650 260 1.9 1.8 0.95 1250 1800 055 Q SP/SP 2600 1.00 1700 650 260 1.90 55 T6F•V4M2e1 Sp/Sp 2600 740 740 300 2.0 1,9 1.00 1700 1.8 0.95 1200 1600 0.55 2600 2600 740 740 250 2.0 1.9 650 260 1.9 1.8 0.55 28F-E1 SP/Sp 1.00 1700 650 0.95 1200 1600 2800 2300 805 _ 260 1.9 1 9 0 g80.55 0.55 C 28F-E1M1 SP/SP 2800805 300 2.21v 2.1i0 1,11ry - _ 1200 1850 0.55 O 2300 805 1600 650 0.55 28F-E2 SP/SP 2800 805 300 2.21.11 1600 260 1.8 0.90 1300 1.7 Ft 2800805 805 300 2.1 r°1 650 260 1.8 1.7 1850 0.55 0.55 �- 28F-F2M1 SP/SP 2800 2800 805 805 2,p1°1 2.1ty 1,11 2000 650 260 1.80.90 1300 1850 0.55 0.55 28F-E2M SP/SP 2800 - 300 2.2 2.1 1.11 2000 650 260 1.8 1.7 0.90 1300 1850 0.55 0.55 30E-E1M1t"U SP/SP 2400 805 805 300 T,2ty 2,1ta1 cv - _ 1.7 0.90 1300 1850 0.55 3000 1,11 1750 0.55 30E-E1M2°i t°) 2400 805 805 300 2.2 2.1 650 260 1.8 17 LWSP 3000 2400 650rD11.11 1750 650 0.90 1250 1750 0.55 0.55 30E-E2" SP/SP 3000 2.1 1.11 1750 850 260 1,8 1.7 0.90 1250 1750 0.55 0.55 740 300 2.2 30F•E2iv 3000 805 805 300 2,2w iv260 30F•E2M2t"1 SP/SP 3000 3000 805 2.1 1.ttty 1750 1.8 1.7 650 0.90 1250 1750 0.55 0.55 LWSP 30001°1 r 1 °r 805 300 2.2 2.1 1.11 1750 260 1.8 1.7 0,90 1350 1750 30F•E2M3vt °1 3000° 650 6501°1 300 2.2 2.1 1.11 1750 650 260 1.8 1.7 0.90 1350 0.50 0.55 LVL/SP 3000 3D00t°I 650°1 650f1 300 2,2 260 1.8 t 7 1750 0.55 0.55 Wet-use factors 2.1 1.11 1750 650 260 1 8 1 7 0.90 1350 1750 0.50 0.50 0,8 0.53 0.875 0.90 1350 0.73 0.50 0.50 0.833 0.8 0.53 0.875 For SI:1 pal=6.896 Pa _ 0.833 0.8 0.73 See NDS (a) The combinations in this table are applicable to members consisting of 4 or more laminations and are Intended primarily for members stressed in bending due to loads applied perpendicular to the wide faces of the laminations, However, both perpendicular and parallel to the wide faces of the laminations. For combinations and design values applicable to members loaded primarily axially or parallel to the wide faces of the laminations,see Table 2. For members of design values are for dry conditions of use, For wet conditions of use,multiply the tabulated values by the factors shown at the bottom of the table.The tabulated design values are for normal duration of loading. For design values arable builds g code.loading (b) The symbols used for species are AC=Alaska cedar,CSP=Canadian spruce-pine,OF=Douglas fir-larch,ES=Eastern spruce,HF=Hem-8r,POC=Port Orford cedar;SP=Southern pine,SPF=Spruce-pine-fir,and2 or 3 species.clamiestions,see Table 2. The tabulated (c) The tabulated design values in bending,F„,are based on members 5-1/8 inches In width by 12 inches in depth by 21 feet in length. For members with a larger volume.F„must be multiplied by a volume factor,C,,determined in accordance l ance see plica lelb buildingincode. tabulated F„values require the use of special tension laminations, If these special tension laminations are omitted,the F°,values must be multiplied by 0.75 for members greater than or equal to 15 inches or by 0.85 for members Softwood Ms than 15 inches in depth. 20F-E/ES1 does not require special tension laminations. rdance with applicable The (d) The design values for shear,Fv,and Fm shall be decreased by multiplying by a factor of 0.72 for non-prismatic members,notched members,and for all members subject to impact or cyclic loading, The reduced design value shall be used for design that transfer shear by mechanical fasteners.The reduced design value shall also be used for determination of design values for radial tension and torsion. F„,and Fw values do not include adjustments for checking. (e) Design values are for timbers with laminations made from a single piece of lumber across the width or multiple pieces that have been edge bonded. For timber manufactured from multiple piece laminations(across width)that are not edge-bonded,value shall be multiplied by 0.4 for members with 5,7,or 9 laminations or by 0.5 for all other members.This reduction shall be cumulative with the adjustment in footnote(d). (f) See Section 2.5 of ANSI 117(www,apawood.ori)for the E,,,.,E,,,,end E,,,,. (g) The values of Fa were calculated based on members 12 inches In depth(bending about Y-Y axis), For depths other than 12 inches,the Fw values are permitted to be increased by multiplying by the size factor,(12/d)19,where d is the beam depth in inches.When d is less than 3 Inches,use the size adjustment factor for 3 inches. (h) The beam depth limitation is as follows-20E-E/ES1;15 Inches;24F-V5M2/DF:27 inches;24F•V5M3/DF and 24F-V/DF1:24 inches;26F-FJDF1 and 26F-EJOF1M1:9-1/2,11-7/8,14,and 16 inches. (I) 20E-E/SPF1 is limited to 1-1/2 to 3-1/2 inches In width,and 7-1/2,9,9-1/2,11.7/8,and 14 inches In depth.24F-E/SP1 is limited to 9-1/2,11-7/8,14,16,and 18 inches in depth. (j) When containing wane,this combination must be used in dry conditions only. In this case,wet-use factors must not be applied. Because of the wane,this combination is available only for an industrial appearance This combination is limited to 9 to 20 laminations in depth except for 16F•V5M1/SP,which contains a maximum of 1/6 wane on each side and must be 4 laminations or more in depth. (k) For 26F-E/DF1,the Fe value is permitted to be increased 10 2,200 psi for beam depths less than 16 Inches. For 24F-V/DF1,the F value isst10-1/2 Inches. istic. If wane is omitted,these restrictions must not apply. (I) This combination must be manufactured from either 24F-V4/WS,24F-V5M1/WS,24F-V5MOiWS,24F-V5M3/WS,24F- 2 permitted to/S increased is intended 1psi forbeamuse of a least n inches. (m) This layup combination is limited to nominal 6 inches or less in width. In addition,30E- Elimitedtto 8 inches or less in depth./SP,and is primarily for use to header applications. (n) The beam depth is limited to 16 inches or less for 30E- r E1M1/SP and 30E-EZM1/SP are to 18 inches or in depth. (o) The tabulated design values in bending,Fa„must be multiplied by avolume factor,IC,.determined in ess for /accordance end Fw4 h apps cable bu-E2M3/SP.The ild ng code unsion sing 1/on 10'asrthe requirements layups must not be omitted. (p) For The allowable compressive stress perpendicular to grain of the beam must be permitted to be increased to the published allowable compressive stress perpendicular to grain of the outermost laminated veneer lumber. (r) 13 This ) cumulative ulambinath may containst tl footwite(d). If lumber with wane is used,the design value�o shear parallel to grain,1Fvx,shall be multiplied by 0.67 if wane is allowed on both sides. If wane is limited to one side.F,shall be multiplied by 0.83.This reduction shall be A psi. cumulative with the adjustment in footnote(d), Iv (s) This combination may contain wane,If wane lumber is used,F„must be multiplied by 0.67 if wane is allowed on both sides. If wane is limited to one side,F„must be multiplied by 0.83.This reduction is cumulative with the adjustment in Footnote(d). O -w N Table 2-Reference Design Values for Structural Glued Laminated Softwood Timber (Members stressed primarily in axial tension or compression)(Tabulated design values are for normal load duration and dry service condtions.) cn to All Loading Axially Loaded Bending about Y Y Axis T Bending About X-X Axis Fasteners =' Loaded Parallel to Wide Loaded Perpendcutar toco Fa esof Lar•.inatio,m Wide Foces of Laminations p Tensten Parallel to Congression ShearPar3rlel Specific Gravity Grain Parallel Senran hearParellel for 4 to Grain,-' Sending to Grain'-"- Feetener Deaon Modulusor Compression for More 4 or More 3 2 Elasticity Perpendicularto2 or Mere La•ri- 2 or 3 Lary- Lani 2 Lamt vpi Combination I Grain Lam-nations nations Lam•nations nations Laion� nali Deep EF,,u 1 0.95 E,,; E Fr F. F, F, nations nations 15 in,,, p'" Symbol Species Grade t0 I i o ( psi) (10°psi) (10'psi) (Psi) (psi) (psi) (psi r F i G F a F ct F F,e F`. Q. ViSlfaliy Graded Western Species _ ) psi) (P,1] (p51} iP=_i_', (Pi) fp.di 1 OF L-7 2 OF U3 1..6 1.6 0.75 000 950 1550 1250 1450 1250 1000 230 3 OF530 1250 1900 1800 1800 1250 285 050 no 5L2D 20 1,9 1.00 550 1450 1050 1300 217900 Lt 212300 1900 205 22°' OF 2.0 1.06 650 1650 200 1100 1550 239050 N 2100 24002000 255 0.00 SW 1.3 1.1 1,0 23� 2100 1104 1770 22 5 10 r) 700.53 315 525 850 72^ 800 700255 6.50 0. AG U to 1.3 0.59 470 975 1350 1450 575 170 725 145 0.35 Visually Graded SotdhSm Pine 1400 1250 1000 230 1350 255 IIs Ua5 4 47 SP 1121012 1.5 1.4 9.74 050 1200 19rXu - 48 SP 612912 1.8 1150 1.7 0.90 1750 1550 1500 20) h) 49 SP fJ4.115 1.8 1,7 740 14(19 2200 1300 2904 11C'•7 1500 200 16900300 0.55 0 CL 40 0.90 650 1350 2107 1459 1950 1700 1500 260 300 0.55 rn SP 111013 20 1.4 1.00 740 1550 2300 1700 2300 21Ca1804 300 0,55 it-r, GNeWsefac{as - 7 1750 250 2100 300 0.55. 0,833 0.53 0.8 0.73 - ForSl:1pS 6.995 Pa 0.8 087; 0.1 0.875 See NDS (a) For rrerrberswtth 2 or 3 laminations,the shear designvakne for transverse toads parallel to the wide faces of the tarrinaitons Fn.shall be reduced by nxltiptiing by a factor of 084 or 0.90,respectively. (b) The shear design value for transverse loads applied parallel to the wise faces of the lamnatrons.F,.r,shall be nutt1Wled by 0,4 for members with 5.7.of 9tanInalinns manufactured from multiple piece lamn3lions(across vddht that are not edge bonded, design value,F,,shall be multiplied by 0.5 for all other merr5ers manufactured from maple piece laninalions rim ixnbonded edge Mints, This reduction shall be cum i tine+with the adustment in footnote ray g° The shear (c) The design values for shear,Fr,and Fw,shell be decreased by myltlptytngby a factor of 0.72 for non-prismatic members,notched members,and for all members subject t0 impact or cyclic loa0ng. The reduced de.don vise snail be used for design of members at connections that hanger shear by mechanical fasteners.The reduced deergn value shall iso be used for deterrnn3ttion ti design values for racial tension and torsion. (d) The tabulated F„values are for members w0lhout specai tension tans ua 10 15 Inches in depth. It the member depth r greater than 15 inches w'thout special tension Ian's,the tahulated F..values must he multiplied b1 a factor 01988. if special tension tans~are use•.,the tabulated F,,values are permtted to be increased by a factor of 1,18 regardless e the member depth. (e) When Western Cedars,Western Cedars(North),Western Woods,and Redwood(open grain)are used in combinations for Softwood Species tSW),the design value for modulus of elasticity shot be reduced by 190,000 psi, When Coast Sitka Spruce,Coast Species,westernwtYte Pine,and E35ternWNte F1ne are used In corrbinafions for Softwood Species(SW)tabulated design values for shear parallel to grain,F,.and FK,shot be reduced ey 10 psi beture applying any other adue3mente Table 3-Manufacturing Locations Manufacturer Location Anthony Forest Products Co. 256 Cooper Drive,El Dorado,AR 71730 Anthony Forest Products Co. 256 Edison Road,Washington,GA 30676 Calvert Company,Inc. 218 V Street,Vancouver,WA 98661 Calvert Company,Inc. 3559 Truman Road,Washougal,WA 98671 Rosboro 22833 Vaughn Road,Veneta,OR 97487 Rosboro 2509 Main Street,Springfield,OR 97477 Western Structures,Inc. 1381 Bailey Hill Road,Eugene,OR 97402 fu (0 ID cn 0 -„ VI r r to1,-744 rr vxt•..„� ,'', c a�'Sd:: �m ..,` ,E ;�' -rk": x. 'Rg.P' s :4 s s ik. 800) 23,E 2)� 9 3 es r x e eiss e20i6x4 AV<e DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES SECTION:06 17 33—WOOD I-JOISTS REPORT HOLDER: LOUISIANA—PACIFIC CORPORATION 414 UNION STREET,SUITE 2000 NASHVILLE,TENNESSEE 37219 EVALUATION SUBJECT: PA SOLIDSTART® LI—JOISTS P® FLAMEBLOCK® LI—JOISTS .4114: s t ICC ICC si Li ICC - �� :��14t3tt-4111,,;440:_� ,44„, „.„,s04-- ' c PMG s. LISTED Look for the trusted marks of Conformity! 9 EMU "2014 Recipient of Prestigious Western States Seismic Policy CouncilRIM (WSSPC)Award in Excellence" INTERNATIONALA Subsidiary of CODE COUNCIL' is ICC-ES Evaluation Reports are not to be construed as representing aesthetics orany other attributes not xC ^«d aNSspecifically addressed, nor are they to be construed as an endorsement of the subject of the repo t or a , recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as xcen�on .5 to any finding or other matter in this report,or as to any product covered by re the . "°nE"'�5OCPS portProductCorinro,teowr n« me CCN grim r Copyright®2017 ICC Evaluation Service,LLC. All rights reserved. f „c ICC illI VALUATIUPa ERVICE z .6kf dH+ -. GYp�tC �` � i 1''-,.--- ,' ::' . Most Widely Accep#ed and Trusted ,- ,. ., r. .. , ' ..... • ,•..,,, •. ,.., ..,,- •...A..,. , . •, .. - , ',, : ICC-ES Evaluation Report ESR-1305 Reissued August 2016 Revised January 2017 This report is subject to renewal August 2018. www.icc-es.orq 1 (800)423-6587 1 (562)699-0543 A Subsidiary of the International Code Council® DIVISION:06 00 00—WOOD,PLASTICS AND LP® SolidStart® I-Joists and LP® FlameBlock® I-Joists COMPOSITES described in this report comply with Section 2303.1.2 of the Section:06 17 33—Wood I-Joists IBC, for allowable stress design and Section R502.1.4 of REPORT HOLDER: the IRC. 3.0 DESCRIPTION LOUISIANA-PACIFIC CORPORATION 3.1 General: 414 UNION STREET,SUITE 2000 NASHVILLE,TENNESSEE 37219 LP® SolidStart t-Joists and LP® FlameBlock®I-Joists are t (888)820-0325 prefabricated wood I-Joists and have sawn lumber or (888)8 er.supportAlpcorp.com laminated veneer lumber(LVL) flanges and a single web www.lpcorp.com as specified in the quality documentation that contains the manufacturing standards. The top and bottom flanges are EVALUATION SUBJECT: parallel, creating constant-depth joists. Web sections are end joined together to form a continuous web. Web end LP®SOLIDSTART®I-JOISTS joints must be of the types specified in the quality documentation. The web-to-flange connection is a LP®FLAMEBLOCK®I-JOISTS proprietary grooved connection, also conforming to the 1.0 EVALUATION SCOPE quality documentation. Additionally, LP®FlameBlock®I-Joists are manufactured 1.1 Compliance with the following codes: with a proprietary Pyrotite® coating factor-applied to both 2015, 2012, 2009 and 2006 International Building faces of the web,as specified in the quality documentation. Itt Code®(lB C) LP®SolidStart®I-Joists and LP®FlameBlock®I-Joists are 2015, 2012, 2009 and 2006 International Residential available in various lengths and depths, and are produced Code®(IRC) in the configurations shown in Table 1. 2013 Abu Dhabi International Building Code(ADIBC)1 The attributes of the wood joists have been verified as conforming to the provisions of (i) CALGreen Sections tThe ADIBC is based on the 2009 IBC.2009 IBC code sections referenced A4.404.3 for efficient framing techniques;(ii)ICC 700-2015 in this report are the same sections in the ADIBC. and ICC 700-2012 Sections 608.1(2), 11.608.1(2) and Properties evaluated: 12(A).608.1 for resource-efficient materials; and (iii) ICC Structural 700-2008 Section 607.1(2)for resource-efficient materials. Note that decisions on compliance for those areas rest with Sound ratings the user of this report. The user is advised of the project- Fire-resistance ratings specific provisions that may be contingent upon meeting specific conditions, and the verification of those conditions 1.2 Evaluation to the following green code(s) and/or is outside the scope of this report. These codes or standards: standards often provide supplemental information as guidance. m 2016 California Green Building Standards Code (CALGreen),Title 24, Part 11 3.2 Material Specifications: II 2015, 2012 and 2008 ICC National Building 3.2.1 Flanges: Flange material is either sawn lumber or StanclarcjTM 2012 (ICC 70 ICC 700 ICC ana700l Green and ICC laminated veneer lumber that meets the requirements 700-2008) noted in the quality documentation. Flange material and sizes are listed in Table 1. Attributes verified: 3.2.2 Web:Web material is oriented strand board (OSB) See Section 3.1 that complies with U.S. Voluntary Product Standard PS 2 2.0 USES and the quality documentation. Web thickness is listed in Table 1. ® ®SolidStart I-Joi LPsts and LP®FlameBlock®I-Joists are 3.2.3 Adhesives: Adhesives are exterior wet-use types used as, but not limited to, floor joists, roof joists, blocking complying with ASTM D2559 and ASTM D7247,and are of panels and rim joists. the types specified in the quality documentation. ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed,nor are they to be construed Ntt /'--� as an endorsement of the subject of the report or a recommendation for its use.There is no warranty by ICC Evaluation Service.LLC.express or implied,as Et t to any finding or other matter in this report,or as to any product covered by the report. Copyright®2017 ICC Evaluation Service,LLC.All rights reserved. Page 1 of 50 ESR-1305 Most Widely Accepted and Trusted Page 2 of 50 4.0 DESIGN AND INSTALLATION 4.3 Web Stiffeners and Web Fillers: Design of the prefabricated wood I-Joists described in this 4.3.1 Web Stiffeners:The material,size,and attachment report is governed by the ANSI/AWC National Design of web reinforcement must be as illustrated and described Specification® for Wood Construction (NDS), and the in Figure 1 and Table 4. Web stiffeners are required to applicable code.Additionally,the design and installation of develop the "End Reaction" and "Interior Reaction" the prefabricated wood I-Joists must comply with Sections capacities in Table 2 in cases where the table says "YES" 4.1 through 4.7,Tables 2 through 11, Figures 1 and 2,and for web stiffeners. Web stiffeners are also required for a the manufacturer's published installation instructions. Bird's Mouth cut. LP® SolidStart® I-Joists may also be used as floor joists in fire-resistance-rated and sound-rated floor-ceiling 4.3.2 Web Fillers:Web fillers (web stiffeners that fill out the web cavity to provide a surface that is flush with the assemblies as described in Sections 4.8 and 4.9, and in Figures 3,4,5 and 6. edges of the flanges) are required for any of the following conditions: 4.1 Reference Design Values: a. At birds mouth cut locations. The reference design moment (Mr), vertical shear (Vr), bending stiffness (El), and shear stiffness coefficient (K) b. Where sloped joist hangers support I-Joists. are given in Table 2. Reference design reactions (Rr) and c. Where joist hangers do not laterally support the flange bearing capacities are given in Table 3.Adjustments I-Joist's top flange. to the reference design values must be made as applicable, in accordance with Sections 4.1.1 through 4.4 Holes in Hoist Web: 4.1.5,and corresponding requirements must be met. The size and placement of holes cut into the webs of LP® 4.1.1 Duration of Load: Tabulated reference design SolidStart®I-Joists and LP®FlameBlock®I-Joists must be values and capacities of Tables 2 and 3 are for normal in accordance with Figure 2 and Tables 8A, 8B, 9A and load duration.Adjustments for other durations of load must 9B. Alternately, the allowable shear at the location of be in accordance with Section 7.3.2 of the NDS. Reference circular and rectangular web holes Whole) may be design reaction values are permitted to be adjusted for calculated as function of the I-joist depth (D),the height of other load durations in accordance with the NDS, provided the hole (H) and, for rectangular holes, the width of the the Flange Compression Perpendicular-to-Grain values,as hole(W), using the equation and constants given in Table given in Table 3, are not exceeded. Tabulated Flange 10. The allowable shear for obround holes is a fixed value Compression Perpendicular-to-grain Values must not be for a specific series and depth as specified in Table 11. increased by a load duration factor,Co. The design for shear at web holes must account for partial LP® span loading in accordance with Section 7.4.3 of the NDS. 4.1.2 Wet Service Factor: LP SolidStart® 1-Joists and LP® FlameBlock® I-Joists must be installed in dry, well- 4.5 Member Spans: ventilated interior applications in which the in-service I-joist span must be determined in accordance with Section moisture content of lumber does not exceed 16 percent. 3.2.1 of the NDS, and the applicable code. Shear The wet service factor, CM,is 1.0 when the requirements of calculations must include all loads within the design span. this section are met. 4.1.3 Temperature Factor: Adjustments for sustained 4.6 Deflection: exposure to elevated temperatures between 100°F and Total I-joist deflection must be calculated by using the 150°F must be in accordance with Section 7.3.4 of the formula for deflection due to both bending and shear as NDS. follows: 4.1.4 Beam Stability: Continuous lateral support must be For example, for a simply supported joist with uniformly provided for the compression flange, and the I-Joists must distributed loads: be restrained against lateral movement and rotation at all supports. Methods specified in the applicable code for lateral support of sawn lumber are acceptable. Bridging is 22.5 We W L2 not required for floor and roof joist applications, unless Q = + specified as the method for providing lateral support for the El K compression flange, or unless otherwise required by the and for a simply supported joist with a concentrated load at applicable code.The beam stability factor, CL, is 1.0 when midspan: the requirements of this section are met. 4.1.5 Repetitive Member Use: The repetitive member 36 PL3 PL = use factor, Cr,applicable to the reference design moments aEl + K given in Table 2 must be limited to 1.0. where: 4.2 Fasteners: W is the uniform load,in pounds per lineal foot. The desi%n of fasteners driven into the flanges of LP® L is the design span,in feet. SolidStart I-Joists and LP® FlameBlock® I-Joists must comply with the applicable code and this Section. Table 5 El is the flexural stiffness,provided in Table 2. specifies the equivalent specific gravity of the flanges for fastener design.Table 6 specifies the nail spacing and end P is the concentrated load,in pounds. and edge distances for nails into the wide face of the K is the shear stiffness coefficient,provided in Table 2. 1-Joist flanges. L is the deflection,in inches. Table 7 specifies the limitations on the allowable lateral design values for LP® SolidStart® I-Joists and LP® 4.7 Blocking Panels and Rim Joists: FlameBlock® I-Joists used as framing members in Bearing walls perpendicular to, and supported by, I-Joists horizontal wood structural panel diaphragms. at the end or intermediate supports, or both, require full- ESR-1305 I Most Widely Accepted and Trusted Page 3 of 50 depth blocking or rim joists. LP® SolidStart® I-Joists and 5.1 LP®SolidStart®I-Joists and LP®FlameBlock®I-Joists LP®FlameBlock®I-Joists may be used as blocking panels must be designed and installed in accordance with or rim joists for any of the following purposes: this report and the manufacturer's installation a. Transfer, from above to below, of all vertical loads at instructions. In the event of a conflict between this the rim joist location.Allowable vertical loads are given report and the manufacturers instructions,this report in Table 12. governs. Information provided in Figures 1 through 6 and Tables 1 through 12 must be confirmed for b. Providing diaphragm attachment(sheathing to the top applicability for each project. Drawings and design edge of rim joist). details demonstrating that the LP®SolidStart®I-Joists and LP® FlameBlock®I-Joists comply with this report c. Transferring in-plane lateral loads, as given in must be submitted to the code official when Footnote 2 of Table 12,from the diaphragm to the wall requested. The drawings and design details must be plate below. prepared by a registered design professional where d. Providing lateral support to the floor or roof joist required by the statues of the jurisdiction in which the (resistance against rotation)through attachment to the project is to be constructed. floor or roof joist. 5.2 Deflections must be limited as set forth in the e. Providing closure for ends of floor or roof joists. applicable code, using design properties in Table 2. f. I-Joists used as blocking panels are installed between 5.3 Where a one-hour or two-hour fire-resistance rating is required,construction must comply with Section 4.8. I-Joists and have a maximum applicable vertical capacity as shown in Table 12. 5.4 LP®SolidStart®I-Joists and LP®FlameBlock®I-Joists 4.8 I-Joists Used in Fire-resistance-rated Floor and must be installed in dry, well-ventilated interior Roof Assemblies: applications in which the in-service moisture content of lumber does not exceed 16 percent. One-hour fire-resistance-rated floor-ceiling assemblies are 5.5 LP® SolidStart® I-Joists are manufactured at the described in Figures 3, 4 and 5, while a two-hour fire- Louisiana-Pacific Corporation Engineered Wood resistance-rated floor-ceiling assembly is shown in Figure Products facilities in Red Bluff, California; Larouche, 6. LP®SolidStart®I-Joists may also be used in assemblies Quebec Canada; and St. Prime, Quebec, Canada, 21 and 23 through 28,as listed in IBC Table 720.1(3); and and LP FlameBlock® I-Joists are manufactured at those assemblies containing wood I-Joists that qualify the Louisiana-Pacific Corporation Engineered Wood under footnote q of IBC Table 720.1(3). Products facility in Larouche,Canada under a quality- 4.9 Fire Protection of Floors: control program with inspections by ICC-ES and LP®SolidStart® I-Joists may be used in the fire protection APA-The Engineered Wood Association(M-649). assemblies described in Section 4.3 of ICC-ES evaluation 6.0 EVIDENCE SUBMITTED report ESR-1405, to meet the provisions of 2015 IRC 6.1 Data in accordance with the ICC-ES Acceptance Section R302.13(Section R501.3 of the 2012 IRC). Criteria for Prefabricated Wood I-Joists(AC14),dated LP® FlameBlock® I-Joists are considered equivalent to June 2016. nominal 2-inch-by-10-inch dimension lumber joists in 6.2 Data in accordance with the ICC-ES Acceptance accordance with 2015 IRC Section R302.13 Exception 4 Criteria for Rim Board Products (AC124), dated (Section R501.3 for the 2012 IRC) for approved floor October 2016. assemblies demonstrating equivalent fire performance. 6.3 Reports of fire tests conducted in accordance with 4.10 Sound Ratings: ASTM E119. The assembly described in Figure 3 has the sound 6.4 Reports of sound transmission tests conducted in transmission and impact insulation classification noted in accordance with ASTM E90 and E492. that figure. 7.0 IDENTIFICATION 5.0 CONDITIONS OF USE LP® SolidStart® I-Joists and LP® FlameBlock®I-Joists are The LP®SolidStart®I-Joists and LP®FlameBlock®I-Joists identified with the Louisiana-Pacific Corporation name; the described in this report comply with, or are suitable joist series; the inspection agency name (APA-The alternatives to, floor and roof joists specified in the codes Engineered Wood Association); the evaluation report specifically listed in Section 1.0 of this report,subject to the number (ESR-1305); the mill number; and the date of following conditions: fabrication. ESR-1305 I Most Widely Accepted and Trusted Page 4 of 50 TABLE 1—LP®SolidStart®I-JOIST LP®AND FlameBlock®I-JOIST CONFIGURATIONS JOIST SERIES FLANGE SIZE NOMINAL FLANGE MINIMUM WEB JOIST DEPTH RANGE WIDTH x DEPTH(inches) WIDTH 1(inches) THICKNESS(inch) (inches) SAWN LUMBER FLANGES LPI®18 21/2 x 11/2 3 3!a 91!2 to 16 LPI 18FB 21/2 x 11/2 3 23/32 91/2 to 16 LPI 20PIus 21/2 x 1'/2 3 3/ 9'/z to 16 a LPI 20FB 21/2 x 11/2 3 23/32 91/2 to 16 LPI 32PIus 21/2 x 11/2 3 3!8 91/2 to 16 3 3! 1 LPI 42PIus 31/2 X 11/2 a 9!z to 16 3 7/18 18 to 24 LPI 42F8 3112 x 11/2 3 23/32 1174 to 16 LPI 52PIus 31/2 x 1112 3 7/i6 9/2' to 24 LVL FLANGES LPI 26 11)2 X 1'/2 na 2 3/8 91/2 to 1174 LPI 30 13/4 x 11/2 2 3/8 91/2 to 16 LPI 36 21/4 x 11/2 3 3/8 117/8 to 24 LPI 56 3'/2 x 1'/2 3 7/18 117/8 to 24 LPI 450 13/4 x 15116 2 34 91/2 to 16 LPI 530 21118 X 15/18 2 316 91/2 to 16 For SI: 1 in=25.4 mm. 'Nominal flange width designates the equivalent minimum nominal width of framing members at adjoining panel edges and boundaries for use in horizontal wood structural panel diaphragms framed with LP®SolidStarr I-Joists and LP®FlameBlock I-Joists as shown in Table 7. 2The LPI 26 series I-Joists have not been evaluated for use in diaphragms. ESR-1305 I Most Widely Accepted and Trusted Page 5 of 50 TABLE 2-REFERENCE DESIGN VALUES FOR LP®SolidStarte I-JOISTS AND LP®FlameBlock®I-JOISTS12'3'4 JOIST DEPTH MOMENT,Mr El SHEAR,V, SHEAR STIFFNESS JOIST SERIES (in) (Ibf-ft) (x106 Ibf-inz) (IbfC Ibf-f li (x106Ibf-ft./in) SAWN LUMBER FLANGES 91/2 2365 142 1130 0.355 LPI 18 11'/8 3100 248 1335 0.435 LPI 18FB 14 3720 371 1510 0.508 16 4230 514 1680 0.577 9'/2 2810 185 1260 0.358 LPI20PIus 117/6 3755 318 1485 0.438 LPI 20FB 14 4400 474 1680 0.512 16 5050 652 1870 0.582 9'/2 3620 243 1260 0.213 LPI32PIus 117/6 4690 406 1485 0.267 14 5645 589 1680 0.313 16 6545 791 1870 0.358 91/2 5375 321 1340 0.412 117/6 6965 547 1625 0.515 14 8390 802 1875 0.607 LPI42PIus 16 9725 1092 2115 0.693 18 11000 1333 2555 0.960 20 12170 1688 2795 1.067 22 13335 2088 3030 1.173 24 14480 2534 3270 1.280 117/6 6965 547 1625 0.515 LPI 42FB 14 8390 802 1875 0.607 16 9725 1092 2115 0.693 9'/2 6540 356 1745 0.507 11'/6 8475 600 2055 0.633 14 10205 874 2330 0.747 LP152PIus 16 11835 1183 2585 0.853 18 13380 1540 2845 0.960 20 14810 1948 3105 1.067 22 16220 2408 3360 1.173 24 17615 2919 3620 1.280 For SI: 1 inch=25.4 mm,1 ft-lb=1.356 N-m,1 lb=4.448 N,1 inz-Ib=0.00287 N-m2. See Notes for Table 2 on the following page. ESR-1305 I Most Widely Accepted and Trusted Page 6 of 50 TABLE 2(Continued)—REFERENCE DESIGN VALUES FOR LP®SolidStart®I-JOISTS AND LP®FlameBlock®I-JOISTS1'2'3,4 JOIST SERIES JOIST DEPTH MOMENT,M, El SHEAR,V, SHEAR STIFFNESS (in) (lbf-ft) (x108 ibf-int) (lbs COEFF.,/i (x106 Ibf-ft./in) LVL FLANGES LPI 26 91/2 3250 165 1125 0.368 11'/8 4205 286 1425 0.447 91/2 3825 199 1125 0.357 LPI 30 117/8 4950 334 1425 0.451 14 5960 484 1725 0.541 16 6910 650 1980 0.613 117/8 6445 429 1615 0.468 14 7755 622 1830 0.550 16 8995 836 2020 0.625 LPI 36 18 10135 1082 2185 0.700 20 11270 1360 2320 0.774 22 12390 1669 2435 0.850 24 13505 2010 2525 0.922 117/8 10170 668 2055 0.549 14 12250 968 2330 0.641 16 14205 1301 2585 0.729 LPI 56 18 16010 1684 2845 0.817 20 17800 2115 3105 0.905 22 19575 2597 3360 0.993 24 21340 3127 3620 1.081 91/2 3350 170 1230 0.473 LPI 450 117/8 4320 286 1430 0.585 14 5120 419 1605 0.686 16 5860 569 1775 0.782 9'/2 4000 200 1340 0.478 LPI 530 117/6 5150 337 1565 0.591 14 6110 492 1765 0.693 16 6990 666 1955 0.789 For SI: 1 inch=25.4 mm,1 ft-lb=1.356 N-m,1 lb=4.448 N,1 int-lb=0.00287 N-m2. 'The allowable design values are for dry use conditions only.Dry use applies to products installed in dry,covered and well ventilated interior conditions,in which the in-service moisture content of lumber does not exceed 16%. 2Reference design values are for normal load duration.Adjustments to the reference design values must be made as applicable,in accordance with Sections 4.1.1 through 4.1.5 of this report,and corresponding requirements must be met. 3 When calculating deflection,both bending and shear deformation must be determined(See Section 4.6).For bending deflection use the standard engineering formulas. Example:Formula for uniform load on a simple span I-joist: A= 22.5VVL4 + VVL2 El K Where: o = Deflection in inches. W = Uniform load in pounds per lineal foot(pif). L = Design span in feet. K = Shear stiffness coefficient in x106 lbf-fVin. El = Flexural stiffness in x106 lbf-in.2. 'For reference design reaction values,see Table 3. ESR-1305 I Most Widely Accepted and Trusted Page 7 of 50 TABLE 3—REFERENCE DESIGN REACTIONS AND FLANGE BEARING CAPACITIES1.2,34 END REACTION(ibf) INTERMEDIATE REACTION(Ibf) Minimum Bearing Maximum Bearing Minimum Bearing' Maximum Bearing FLANGE (4 in.) COMPRESSION JOIST DEPTHJOIST (3/2 in.) (5/2 in.) SERIES Web Stiffeners Minimum Web Stiffeners Web Stiffeners Web Stiffeners PERP-TO- (iq) Bearing NO YES 6 Length NO YES 6 NO YES a NO YES a GRAIN(psi) (in) SAWN LUMBER FLANGES 9112 870 1025 995 1130 1975 2135 2205 2370 LP118 11'/8 870 1145 11/2 1040 1335 2095 2270 2335 2545 425 14 870 1255 1080 1510 2205 2395 2450 2700 16 870 1355 1115 1680 2310 2515 2565 2855 91/2 1025 1025 1130 1130 2135 2135 2370 2370 LPI 11'/8 1145 11451 1335 1335 2270 2270 2545 2545 18F0 14 1255 1255 1/2 1080 1510 2395 2395 2700 P700 425 16 1355 1355 1115 1680 2515 2515 2855 2855 91/2 970 1140 1110 1260 2195 2375 2450 2635 LPI 11'/e 970 1275 11/2 1160 1485 2330 2525 2595 2830 425 20Plus 14 970 1395 1200 1680 2455 2665 2725 3005 16 970 1510 1240 1870 2570 2795 2850 3175 91/2 1140 1140 1260 1260 2375 2375 2635 2635 LPI 111/8 1275 1275 11/2 1485 1485 2525 2525 2830 2830 425 20FB 14 1395 1395 1680 1680 2665 2665 3005 3005 16 1510 1510 1870 1870 2795 2795 3175 3175 91/2 970 1140 1110 1260 2195 2375 2450 2635 LPi 11'/8 970 1275 11/2 1160 1485 2330 2525 2595 2830 525 32PIus 14 970 1395 1200 1680 2455 2665 2725 3005 16 970 1510 1240 1870 2570 2795 2850 3175 91/2 1185 1340 1305 1340 2900 3095 2940 3195 11'/ 1245 1510 11/2 1595 1625 3025 3340 3120 3515 14 1300 1660 1595 1875 3140 3565 3280 3805 LPI 16 1350 1800 1595 2115 3245 3775 3435 4080 525' 42PIus 18 1500 2305 1690 2555 3450 4285 3650 4625 20 1500 2450 21/2 1690 2795 3450 4410 3850 4835 22 1500 2595 1690 3030 3450 4530 3850 5030 24 1500 2705 1690 3270 3450 4640 3850 5210 11'/8 1510 1510 1625 1625 3340 3340 3515 3515 LPI 14 1660 1660 11/2 1875 1875 3565 3565 3805 3805 525 42FB 16 1800 1800 2115 2115 3775 3775 4080 4080 91/2 1335 1650 1600 1745 3400 3710 3515 3840 11'/8 1370 1820 11/2 1690 2055 3420 4000 3635 4210 14 1385 1970 1845 2330 3435 4260 3745 4540 LPI 16 1400 2110 1985 2585 3450 4505 3850 4855 52Plus 18 1700 2490 2130 2845 3450 4750 3850 5165 615 20 1700 2675 21/2 2130 3105 3450 4990 3850 5475 22 1700 2865 2130 3360 3450 5235 3850 5790 24 1700 3055 2130 3620 3450 5480 3850 6100 For SI: 1 inch=25.4 mm,1 lb=4.448 N,1 lb/in=0.175 N/mm. See Notes for Table 3 on the following page. ESR-1305 I Most Widely Accepted and Trusted Page 8 of 50 TABLE 3(Continued)—REFERENCE DESIGN REACTIONS AND FLANGE BEARING CAPACITIES1'2.3,4 END REACTION(Ibf) INTERMEDIATE REACTION(16f) Minimum Bearing JOIST (4 in.) (3 Maximum Bearing Minimum Bearing 5 Maximum Bearing FLANGE JOIST /2 in.) (51/2 in.) SERIES DEPTH Web Stiffeners Minimum Web Stiffeners Web Stiffeners Web Stiffeners COMPRESSION (in) Bearing PERP-TO-GRAIN NO YES 6 Length NO YES 6 NO YES 6 NO YES 6 (psi) (in) LVL FLANGES LPI 26 91/2 800 1075 980 1115 1790 2065 2120 2390 550 11'/6 800 1170 1/2 1015 1290 1860 2185 2180 2465 91/2 840 1100 1040 1230 1855 2085 2195 2415 LPI 30 111/6 840 1210 ' 1070 1430 1920 2230 2255 2510 14 840 1305 1/2 I 1100 1605 1985 2360 2305 2595 550 16 840 1395 1125 1775 2045 2485 2360 2680 11'/6 1025 1500 1290 1615 2500 3105 2835 3470 14 1025 1515 11/2 1325 1830 2500 3205 2835 3565 16 1025 1525 1360 2020 2500 3305 2835 3655 LPI36 18 1175 1800 1395 2185 2500 3405 2835 3750 550 20 1185 1860 2'/2 1430 2320 2500 3500 2835 3840 22 1200 1915 1465 2435 2500 3600 2835 3930 24 1215 1960 1500 2525 2500 3700 2835 4025 11'4 1145 1660 1515 2055 3130 3860 3670 4060 14 1145 1755 11/2 1535 2330 3130 4055 3670 4300 16 1145 1845 1555 2585 3130 4245 3670 4525 LP156 18 1315 2300 1575 2845 3130 4435 3670 4750 550 20 1325 _ 2455 2'/2 1595 3105 3130 4620 3670 4975 22 _ 1335 2610 1615 3360 3130 4810 3670 5200 24 1340 2770 1635 3620 3130 5000 3670 5430 02 840 1100 1040 1230 1855 2085 2195 2415 LPI 450 11'!6 840 1210 1�/2 1070 1430 1920 2230 2255 2510 550 14 840 1305 1100 1605 1985 2360 2305 2595 16 840 1395 1125 1775 2045 2485 2360 2680 91/2 880 1125 1095 1340 2065 2300 2265 2500 LPI 630 11'/6 880 1245 1120 1565 2120 2485 2400 2735 11/2 550 14 880 1350 1145 1765 2165 2655 2525 2945 16 880 1450 1165 1955 2210 2810 2640 3140 For SI: 1 inch=25.4 mm,1 lb=4.448 N,1 lb/in=0.175 N/mm. 'The reference design values are for dry conditions of use only.Dry use applies to products installed in dry covered and well ventilated interior conditions in which the in-service moisture content of lumber does not exceed 16%. 2Reference design values are for normal load duration. Adjustments to the tabulated reference design reaction values must be made as applicable,in accordance with Sections 4.1.1 through 4.1.5 of this report,and corresponding requirements must be met. Reference design reaction values are permitted to be adjusted for other load durations in accordance with the code,provided the tabulated flange compression perpendicular-to grain values are not exceeded.Tabulated flange compression perpendicular-to-grain values must not be increased for duration of load. 'The applied flange compression perpendicular-to-grain stress must be calculated based on the reaction divided by the bearing length and net flange width. To determine the net flange width,subtract 0.25 inches from the flange width of the LPI 18,LPI18FB,LPI 20Pius,LPI 20F8,LPI 32Pius,LPI 42PIus,LPI 42FB,and LPI 52Plus,or subtract 0.10 inches from the flange width of the LPI 26,LPI 30,LPI 36,LPI 56,LPI 450 and LPI 530. The applied flange compression perpendicular-to-grain based on net flange width must also not exceed the bearing capacity of the supporting material. °Reaction Capacity may be linearly interpolated between the minimum and maximum bearing length values. Bearing lengths longer than the maximum do not further increase Reaction Capacity. 5For all series except the LPI 26 and LPI 30,the Intermediate Reaction may be linearly extrapolated a minimum bearing length of 3 inches, based on the 3'/2-inch and 5'/rinch values. 6See Figure 1 for required web stiffener details. 7The reference design compression perpendicular-to-grain of flanges of the LPI 42Plus stamped with mill number 1069(Red Bluff,CA)is permitted to be increased to 615 psi. • ESR-1305 I Most Widely Accepted and Trusted Page 9 of 50 1/8"min.,1' max.gap 1/8"min.,1"max.gap Concentrated load 1/8"min., 1"max.gap kr *h r :-A YO *xe .,�`�`'-sZ4C*i-ffirz4:`�"�'tifr� ,V4" :.,�. i".wh�5'a �E j :11 t = o y { inn a I� 4 1 111 MINIM . r 1 End support 1/8"min.,1"max.gap Nails to be equally spaced,staggered and Interior or driven alternately from Cantilever support' each face.Clinch nails x Refer to framing plan for specific conditions. where possible. For SI: 1 in.=25.4 mm 'Web stiffeners,when required,must be installed in pairs–one to each side of the web.In addition to the requirements noted in Table 3. 2Web stiffeners should be cut to fit between the flanges of the I-joist,leaving a minimum'/8-inch gap(1-inch maximum).At bearing locations, the stiffeners should be installed tight to the bottom flange with the gap to the top flange.At locations of concentrated loads,the stiffeners should be installed tight to the top flange with the gap to the bottom flange. 3Web stiffeners should be cut from APA Rated(or equal)OSB or plywood,or from 2x lumber or structural composite lumber. 'Web stiffeners should be the same width as the bearing surface,with a minimum of 3'/2 inches. aSee Table 4 for minimum stiffener thickness,maximum stiffener height,nail size and total number of nails for each pair of stiffeners. Nails must be equally spaced,staggered and driven alternately from each face. FIGURE 1—I-JOIST WEB STIFFENER DETAILS TABLE 4—WEB STIFFENER SCHEDULE' JOIST SERIES SAWN LUMBER FLANGES LVL FLANGES LPI 18 LPI42PIus LPI 450 LPI20Plus LPI52PIus LPI 26 LPI 30 LPI 36 LPI 56 LPI 530 MAXIMUM LPI 32PIus JOIST STIFFENER MINIMUM STIFFENER THICKNESS DEPTH HEIGHT 23/32" is 23 /32 1/2" /32„ 23/32 /32 11/2” 23/32" NAIL SIZE 8d Box 10d Box 8d Box 10d Box 8d Box (2112"x 0.113") (3"x 0.128") (2'12"x 0.113") (3"x 0.128") (2'12"x 0.113") TOTAL NAILS REQUIRED 91/2., 63/8" 3 3 3 3 - - 3 1124" 83/4" 3 3 3 3 4 4 3 14" 108" 3 3 - 4 5 5 3 16" 12/8" 3 3 - 4 6 6 3 18" 142/8" - 7 - - 7 7 - 20" 167/8" - 8 - - 8 8 - 22" 182/8" - 9 - - 9 9 - 24" 20'/8" - 10 - - 10 10 - For SI: 1 in=25.4 mm. 'Web stiffeners are not applicable to the LPI 18FB,LPI 20FB,and LPI 42FB series. ESR-1305 I Most Widely Accepted and Trusted Page 10 of 50 TABLE S-EQUIVALENT SPECIFIC GRAVITY FOR DESIGN OF NAIL CONNECTIONS JOIST WITHDRAWAL DOWEL BEARING SERIES Installed in Edge Installed in Face Installed in Edge Installed in Face SAWN LUMBER FLANGES' LPI 18,LPI 18FB LPI 20Plus,LPI 20F6 0.42(SPF lumber) LPI 32PIus LPI 42Plus,LPI 42FB 0.46'(SPF MSR lumber with E=1.8 to 1.9) LPI 52PIus 0.50(SPF MSR lumber with E=2.0 and higher) LVL FLANGES2 LPI 26 LPI 30 LPI 36 0.46 0.50 LPI 56 0.50 0.50 LPI 450 LPI 530 'Equivalent specific gravity for sawn lumber flanges is in accordance with the NDS for the lumber grade indicated in the parentheses. 2Equivalent specific gravity for LVL flanges is in accordance with Table 2 of ICC-ES report ESR-2403 for LP®SolidStart®LVL with a grade of 2250Fb-1.5E and above. 'Equivalent specific gravity for flanges of the LPI 42Plus stamped with mill number 1069(Red Bluff,CA)is permitted to be increased to 0.50. TABLE 6-FLANGE FACE NAILING' JOIST NAIL MINIMUM DISTANCE CLOSEST O.C. SERIES SIZE FROM JOIST END SPACING SAWN LUMBER FLANGES 2 8d Box(2'12"x 0.113") LPI 18 8d Common(2'/2"x 0.131") 1" 2" LPI 18 FB 10d Box(3"x 0.128") LPI 20PIus 12d Box(3'/4"x 0.128") 1" 2" LPI 20FB LPI 32Plus 10 Common(3"x 0.148") LPI 42Plus 12d Common(31/4"x 0.148") 11/2" 3" LPI 42FB 16d Sinker(3'/4"x 0.148") LPI 52PIus 16d Box(3'/2"x 0.135") , 16d Common(3'/2"x 0.162") 1/2" 4" LVL FLANGES 8d Box(2'/2"x 0.113") , 8d Common(2'/2"x 0.131") 1/2" 3" 10d Box(3"x 0.128") , 12d Box(31/4"x 0.128") LPI 26 1/z" 3" LPI 30 10 Common(3"x 0.148") 12d Common(31/4"x 0.148") 11/2" 3" 16d Sinker(3'/4"x 0.148") 16d Box(3'/2"x 0.135") NA NA 16d Common(31/2"x 0.162") 8d Box(2'/2"x 0.113") , 8d Common(21/2"x 0.131") 1/2" 3" 10d Box(3"x 0.128") 12d Box(3'/4"x 0.128") LPI 36 1'/z" 3" LPI 56 10 Common(3"x 0.148") 12d Common(31/4"x 0.148") 1'/2" 3" 16d Sinker(31/4"x 0.148") 16d Box(3'/2"x 0.135") , 16d Common(3'/2"x 0.162") 1/2" 5" 8d Box(2'/2"x 0.113") 8d Common(2'/2"x 0.131") 3" 10d Box(3"x 0.128") , LPI 450 12d Box(3'/4"x 0.128") 1/2" 3" LPI 530 10 Common(3"x 0.148") 12d Common(3'/4"x 0.148") 1'/2" 3" 16d Sinker(3'14"x 0.148") 16d Box(3'/2"x 0.135") 16d Common(3'/2"x 0.162") 1/2" 5" For SI: 1 in=25.4 mm. 'For two rows of nails into the wide face of flanges,the rows must be offset'/2 inch or more from each other,and staggered. 2Nails into the edges of sawn lumber flanges may be spaced in accordance with the provisions in the NDS. 3Nails into the edges of LVL lumber flanges must be spaced in accordance with Table 3 of ICC-ES report ESR-2403. ESR-1305 I Most Widely Accepted and Trusted Page 11 of 50 TABLE 7—ALLOWABLE SHEAR(Pounds Per Foot)FOR HORIZONTAL WOOD STRUCTURAL PANEL DIAPHRAGMS FRAMED WITH LP®SolidStart®I-JOISTS AND LP®FlameBfock°I-JOISTS FOR WIND 1 OR SEISMIC LOADING 2,3 BLOCKED DIAPHRAGMS UNBLOCKED DIAPHRAGMS Minimum Nominal Width Nail spacing(in.)at diaphragm boundaries Minimum of Framing (alt cases),at continuous panel edges Nails Spaced 6 in.max.at supported edges 6 Nominal Members at parallel to load(Cases 3&4),and at all Panel Common Panel Ad omm panel edges Cases 5&6)6.7 Grade Nail Size Thickness Panel Edges 6 4 (in.) and Case 1(No unblocked a,s Nail spacing(in.)at other panel edges All other configurations Boundaries edges or continuous 9 (in.) (Cases 1,2,3,&4)6joints parallel to load (Cases 2,3,4,5&6) 6 6 Gds 5/ 2 185 250 165 125 i6 3 210 280 185 140 Structural18da/ 2 270 360 240 180 Grades 6 3 300 400 265 200 10d 15/32 2 320 425 285 215 3 360 480 320 240 5 /16 2 170 225 150 110 6d8 3 190 250 170 125 1/e 2 185 250 165 125 3 210 280 185 140 Sheathing, 3/ 2 240 320 215 160 s single floor 3 270 360 240 180 and other grades 8d 7/16 2 255 340 230 170 covered in 3 285 380 255 190 DOdC SSS2 rs/ 2 270 360 240 180 a2 3 300 400 265 200 rs/32 2 290 385 255 190 10d 3 325 430 290 215 "422 320 425 285 215 3 360 480 320 240 For SI: 1 inch=25.4 mm,1 foot=304.8 mm,1 Ibf=4.448 N,1 lbf/ft=0.0146 N/mm. 'For wind load applications,the values in the table above shall be permitted to be multiplied by 1.4. 2For shear loads of normal or permanent load duration as defined by the NDS,the values in the table above shall be multiplied by 0.63 or 0.56,respectively. 3The tabulated allowable shear capacities are for I-Joist series with flanges having a specific gravity(G)of 0.50 or higher(see Table 5). For G<0.50 the allowable shear capacities shall be reduced by multiplying the allowable shear capacities by the Specific Gravity Adjustment Factor=[1-(0.5-G)j.The Specific Gravity Adjustment Factor shall not be greater than 1. 4See Table 1 for equivalent minimum nominal framing width of the flanges for LP°SolidStart°I-Joists and LP°FlameBfock®I-Joists. 5The minimum nominal width of framing members not located at boundaries or adjoining panel edges shall be 2 inches. 6Space nails maximum 12 inches o.c.along intermediate framing members(6 inches o.c.when supports are spaced 48 inches o.c.or greater). Fasteners shall be located 3/8 inch minimum from panel edges. When nail spacing is closer than 6 inches on center at diaphragm boundaries,adjacent nails within a row must be offset(staggered)'12 inch: -0- 0-- o i -t I-1/z" O -3/8" 1 IllI 4" 4" 3/8"J 1-3/8" 4" 4" t— } I- i I � I i=3/8" 6" 6" 3/8" 1I 3/8" 6" 6" 88d common nails minimum are recommended for roofs due to negative pressures of high winds. ESR-1305 I Most Widely Accepted and Trusted Page 12 of 50 Uncut length of web between adjacent holes shall be at least twice the Largest dimension of the two holes or 12'center4o-center, whiche.er is greater. END SUPPORT P INTERIOR OR CANTILEVER-END SUPPORT "xr ��Zs; Z.71..�'�„:i.:`�s-� "�� ...;s�'�,d� 12: k�s<.<. >V11ia�s.�. E��° .,v��i#°arwz��'..�'.. Width tlefrth i__. 4- elllgget 1`#'44`.. A �a ' Closest distance(x)to edge Closest distance(x)to edge of rectangular hole of rectangular hole • tee- r r ► FROM EITHER SUPPORT FROM EITHER SUPPORT Uncut length of web between adjacent holes shall be at least twice the largest dimension of the two holes or 12`centerdo-center, uhiche.er is greater. END SUPPORT ► INTERIOR OR CANTILEVER-END SUPPORT 174, '�+1. 4 �.•-,a' _ 's•.�`h „'2'" °�„a� r:;sttr ,�"K ..rc .:� .'v,:' ?'?.:' l H z„�sa .. Diameter -;- > I t' Closest distance(x)to center of circular note Closest distance(x)to center of circular bele FROM EITHER SUPPORT FROM EITHER SUPPORT Uncut length of web between adjacent tales shall be at least Noce the largest dimension otthe two holes of at least 24'between END SUPPORT adjacent abroundholes . • INTERIOR OR CANTILEVER-ENO SUPPORT n nr �s- .xz �. z) 'tea ' _ �Za��.`` � .,e�' ,." '' •� ��" .. z `' -� tam ,.*£ �-�c«.s"..;. ....� e".4 I (:": I fi a,'a'��'a �.�.- f�E�'•��-``> .si*:�.��2'.�.u�,:�.a:st. ��x'� '�� Closest distance(x)to obround Rote Closest distance tel to obround Rola ► t- Ivr FROM EITHER SUPPORT FROM EITHER SUPPORT 'CUT HOLES CAREFULLY.DO NOT OVERCUT HOLES.DO NOT CUT I-JOIST FLANGES. 'Holes may be placed anywhere within the depth of the web.A minimum'/4-inch clear distance is recommended between the hole and the flanges. 'Obround holes are(up to)full web-depth holes with semi-circular ends defined by three overlapping circular holes spaced(up to) 11/2 inches apart,center-to-center of the holes.Obround holes are not allowed in the LPI 26,LPI 450 and LPI 530 I-Joists(see Table 10). 'Circular holes up to 11/2-inch diameter may be placed anywhere in the web. 'Perforated"knockouts"may be neglected when locating web holes. 'Holes with dimensions larger than 11/2 inches are not permitted in cantilevers without special engineering. 'Multiple holes must have a minimum clear separation along the length of the joist of at least twice the large dimension of the larger adjacent hole or a minimum center-to-center distance of 12 inches,whichever is greater.In addition,the minimum clear separation between adjacent obround holes must not be less than 24 inches. 'Multiple holes may be spaced closer than required in footnote 7 above,provided they fit within the boundary of an acceptable larger hole. Example:two 3-inch round holes aligned parallel to the joist length may be spaced 2 inches apart(clear distance)provided that a 3-inch- high-by-8-inch-long rectangular,or an 8-inch-diameter circular hole are acceptable for the joist depth at that location and completely encompass the holes. 'Except as noted in 4,web holes cannot be located any closer than 1 foot from the inside face of the closest bearing to the critical location of the hole(see figure),without further analysis by a design professional. FIGURE 2—WEB HOLE INSTALLATION REQUIREMENTS ESR-1305 I Most V14dely Accepted and Trusted Page 13 of 50 TABLE 8A—CIRCULAR AND OBROUND WEB HOLE CHART: 40 PSF LIVE LOAD,15 PSF DEAD LOAD,24"OC MAXIMUM JOIST SPACING JOIST CLEAR DISTANCE FROM END SUPPORT(feet-inches) DISTANCE FROM INTERIOR SUPPORT(feet-inches) JOIST DEPTH SPAN SERIES Hole Diameter(inches) Hole Diameter(inches) (in.) (ft.) 2" 4" 6" 8" 10" 12" Obround 2" 4" 6" 8" 10" 12" Obround 6' 1'-0" 1'-0" 1'-0" - - V-0" 1•_0" 1•-0" V-0" - - - 1•_0" 8' 1._0„ 1.-0„ p_0" ' - T-0" 1'-0' 1'-0" 1'-3" - - - 1._0„ 10' 1'-0" 1'-0" 1'-4" - - - 1'-0" 1'-0" 1'-0" 2.-6" - - - 1'_11" 91/ 12' 1._0" 1.-0" 2.6" - - - 1-10" 1'-0" 1._7.. 3._9" - - - 3.-2" 14' 1'-0" 1'-2" 3'-9" - - - 3'-0" 1-0" 2'-10" 5'-0" - - - 4._5" 16' 1'-0" 2-3" 6-0" - - - 4'-3" 1'-11" 4'-1" 6'-3" - - - 5._8" 18' 1._0„ 3._5.. 6-3" - - 5.-0.. 3._2.. 5.-4" T-6" V-11" 20' 2'-0" 4'-7" 7'-7" 6,_9" 4-5" 6'_7" 8'-11" - - - 8._2" 6' 1'-0" 1'-0" 1'-0" 1'-0" - - 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" - - 1•-0., 8' 1'-0" 1'-0" 1'-0" 1•-0" _ - 1.-0" 1•_0. 1'_0" 1,-0" 1'-1" - - 1•_0" 10' 1'-0" 1•-0" 1'-0" 1'-2" - - 1'-0" 1'-0" 1'-0" 1'-0" 2'-4" - - 1•_11" 12' 1'-0" 1•_0" 1•_0" 7-4" - - 1•_9" 1•_0" 1'-0'• 1•_7" 3•-7" - - 3•_2" 117/8" 14' 1'-01•-0" 1'-1" 3'-6" - - 2'-11" 1'-0" 1'-0" 2'-10" 4'-10" - - 4._5" 16' 1'-0' 1'-0" 2'-2" 4'-9" - - 4'-2" 1'-0" 2'-0" 4'-1" 6'-1" _ - S_8" 18' 1._0" 1.-0" 3.-4" 6'-0" - - 5.-4" 1.-3" 3._3" 5'-4" 7-4" - - 6._11" 20' 1'-0" 2'-1" 4'-6" 7'-4" - - 6'-8" 2'-6" 4'-6" 6'-7" 8'-8" - - 8'-2" 22' 1'-0" 3•-3" 5•-9" 8'-8" - - 7'-11" 3'-9" 5'-9" 7'-10" 10,-1" - - 9•_5" 24' 2'-0" 4'-4" 7'-0" 10._0" - - 9'-3" 5'-0" 7'-0" 9'-1" 11'-6" - - 10•_10" m 8' 1'-0" 1'-0" 1'_0" V-0" 1'-0" - 1.-0" 1L0" 1._0" 1 LO" 1-0" 1L2" - 1L3" co 10' 1'-0" 1'-0" 1'-0" 1'-0" 1'-2" - 113" 1'-0" V-0" 1'-0" 1'-0" 2'-5" 2L6" a. 12' 1'-0" 1-0" 1'-0" 1'-0" 2'-4" - 2'-5" 1'-0" 1•-0" 11'-0" V-8" 3'-8" - 3'-9" 14' 1'-0" 1•-0" 1'-0" 1'-3" 3'-7" - 3'-8" 1'-0" 1'-0" 1'-0" 2'-11" 4'-11" - 5•-0" ✓ 16' 1'-0" 1'-0" 1'-0" 7-4" 4'-10" - 4'-11" 1'-0" 1'-0" 2'-3" 4'-2" 6'-2" - 6'-3" E. —i 18' 1'-0" 1•-0" 1'-3" 3'-6" 6'-1" - 6'-2" V-0" 1'-6" 3'-6" 5'-5" 7'-5" - 7'-6" 14" 20' 1'-0" 1'-0" 2'-4" 4'-8" 7L5" - 7'-6" 1L0" 2'-9" 4'-9" 6'-8" 8'-8" - 8'-10" 22' 1'-O" 1'-3" 3'6" 5_11„ 8'-6" - 6_10 2'-1" 4'-0" V-0" T-1110_2" 10_3' 24' 1'-0" 2'-4" 4'-7" 7'-2" 10'-1" - 10'-2" 3'-4" 5'-3" 7•-3" 9'-2" 11'-7" - 11'-9" 26' 1'-4" 3'-5" 5'-10" 8'-5" 11'-5" - 11'_7" 4'-7" 6'-6" 8'-6" 10'-5" - - - 28' 2'-5" 4'-7" 7'-0" 9'-9" 12'-10" - 12'-11" 5'-10" 7'-9" 9'-9" 11'-8" - - - 30' 3'-6" 5'-9" 8'-3" 11'-O" 14'-2" - 14'-4" 7'-1" 9'-0" 11'-0" 13'-0" - - - 8' 1•_0" 1'-0" 1'-0" 1.-0" 1'-O" 1'-0" 1-0" 1'-0" 1'-0" 1-0" 1'-0" 1.-0" 1'-3" 1'-7" 10' 1'-0" 1•-0" 1'-0" 1'-0" 1•-0" 1•-4" 1'_9" 1•-0" 1•_0" 1•-0" 1•_0" 1•-0" ' 2'_6" 2'-10" 12' 1'-0" 1-0" 1•-0" 1•-0" 1•-0" 2-6" 2'-11" 1'-0" 1'-0" 1•-0" 1'-0" 1'-10" 3•_9" 4•_1" 14' 1'-0" 1•-0" 1•_0" 1•-0" 1•_5" 3•-8" 4'_2• 1•_0" 1•-0" 1•_0" 1•_2" 3'_1" 5•_0" 5-4" 16' 1'-0" 1•-0" 1•_0" 1•-0" 2.6" 4'-11" 5_5" 1•-0" 1•_0" 1•-0" 2•_5" 4•-4" 6•_3" 6'-7" 16" 18' 1'-0" 1•-0" 1•_0" ' 1•-6" 3.-8" 6'-3" 6'_9" 11•-0" V-0" 1•_9" 33•-6" V-7" 7•_6" 7•-11" 20' 1'-0" 1'-0" 1'-0" 2'-7" 4'-10" 7•-6" 8•_1" 1•_O" 1._1" 3•_0" 4'-11" 6'-10" 8'-10" 9•_5" 22' 1'-0" 1'-0" 1'-7" 3'-8" 6'-1" 8'-10" 9'-5" 1•-0" 7-4" 4'-3" 6'-2" 8'-1" 10'-4" 10'-10" 24' 1'-0" 1'-0" 2'-8" 4'-10" 7.-4" 10•_3" 10•_10" 1•_6" 3•_7" 5•-6'• 7_5" 9'-0" 11•_9" - 26' 1'-0" 1'-8" 3'-9" 6'-1" 8'-8" 11'-7" 12'-2" 2'-11" 4'-10" 6'-9" 8'-8" 10'-7" - - 28' 1'-0" 2'-9" 4'-11" 7'-3" 9'-11" 13•-0" 13'-7" 4'-2" 6'-1" 8'-0" 9'-11" 11'-10" - - 30' 1'-9" 3'-10" 6'-1" 8L6" 11.-3" 14'4" V- -5" 7L4" 9'-3" 11L2" 13L3" For SI: 1 inch=25.4 mm,1 foot=305 mm. See notes for Table 8A on page 20. ESR-1305 I Most Widely Accepted and Trusted Page 14 of 50 TABLE 8A(Continued)—CIRCULAR AND OBROUND WEB HOLE CHART: 40 PSF LIVE LOAD,15 PSF DEAD LOAD,24"OC MAXIMUM JOIST SPACING JOIST JOIST CLEAR DISTANCE FROM END SUPPORT(feet-inches) DISTANCE FROM INTERIOR SUPPORT(feet-inches) SERIES DEPTH SPAN Hole Diameter(inches) Hole Diameter(inches) (in') (h-) " 4" 6" 8" 10" 12" Obround 2" 4" 6" 8" 10" 12" Obround 6' 1.-0" 1-0" 1.-0" - - - 1._0" 1.-0" V-0" V-0" - - - V-0" 8' 1'-0" 1'-0" 1'-0" - - 1'-0" 1-0" 1•-0" 1'-0" - - - V-0" 10' V-0" V-0" 1'-0" - - - V-0" V-0" l'-0" 1'-0" - - - 1-6" 91,Z 12' 1'_0. 1.-0" 1.-0" 1._3.. 1.-0.. 1.0' 1'0" - - - y.-9" 14' V-0" 1'-0• 1'-0" - - - 2-5" V-0" V-0" 2'-0" - - - 16' 1._0" 1.-0" 1.-4" - - - 3'-7" 1.-0" 1.-4" 3.-3" - - - 18' 1'-0" 1.-0" 2'-5" - - - 4'-10" 1'-0" 7_7" 4'-6' - - - 6'-6" 20' 1'-0" 1'-4" 3'-7" - - - 6'-1" 1'-10" 3'-10" 5-9" - - - 7'-9" 6' 1'-0" 1'-0" 1'-0" 1'-0" - 1'-0" 1'-0" 1'-0" 1'-0" 1'_0" - - 1'-0" 8' i'-0" 1'-0" 1•-0" 1•-0" - - 1•_0" 1•-0" 1•-0" 1'-0" 1'-0" - - 1•_0" 3 fA 10' 1'-0" 1'-0" V-0" 1•-0" - - 1-0" 1•-0" T-0" 1'-0" 1'-0" - - 1•-5" F. 12' 1'-0" V-0" 1-0" 1-0" - - V-2" V-0" 1.-0" 1.-0" 1'-2" - - 7_8" N u) 14' 1'-0" 1'-0" 1'-0" 1'-0" 2-4" 1'-0" 1'-0" 1•-0" 2'-5" - - 3'-11" E ii74- 16' 1.-0" 1•-0" i'-0" 1'-9" - - 3'-6" 1'-0" 1'-0" 2'-1" 3'-8" - - 5'-2" m LL 18' 1'-0" 1•-0" 1'-1" 2-11" - - 4'-8" 1'-0" 1'-9" 3'-4" 4'-11" - - 6'_5" v 20' 1,-0" 1'-0" 2'-2" 4'-1" - - 5'-11" 1'-5" 3'-0" 4'-7" 6'-2" - - 7_8.• o- 22' 1-0" 1-6" 3'4" 5'-3" 7-3" 2'- " 4'-3" 5-10" 7-5" 811"J - ui 24' 1-0" 2-8" 4'-6" 6'-6" - - 8'-6" 3'-11" 5'-6" T-1" 8'-8" - - 10'-2" N 8' 1'-0" T-0" 1'-0" 1.-0" 1'-0" - T-0" 1'-0" 1•-0" 1.-0" 1•_0" 1'-0" - 1'-0" 10' 1.-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1-0" 1-0" 1-0" 2'-1" F. 12' 1'-0" 1'-0" 1'-0" 1•-0" 1'-0" - 1'-11" 1'-0" 1'-0" 1'-0" 1'-0" 1'-7" - 3'-4" "' 14' 1'-0" 1'-0" 1'-0" 1,-0" 1'-1" - 3'-1" 1'-0" 1•-0" 1'-0" 1'-6" 2'-10" - 4'_7" a 16' 1'-0" 1'-0" 1'-0" 1•-0" 2-2" - 4•-4" 1•-0" 1-0" 1'-4" 2•_9" 4•_1" - 5•_10" N `-1 18' 1'-0" 1.-0" 1•_a" 1•-10, 3.-4" - 5•-7" 1,-0. 1•_3" 2•-7" 4•_0" 5•-4" - 0-E. 14" 20' 1'-0" 1.-0" 1'-5" 2-11" 4'-T' - 6'-10" 1'-2" 7-6" 3'-10" 5'-3" 6'-7" - 8'-4" m22' 1'-0" 1'-0" 2'-6" 4'-1" 5'-9" 8'-2" 2'-5" 3'-9" 5'-1" 6'-6" 7'-10" - 9_8•. u r 24' 1.-0" 2'-1" 3'-7" 5'-3" 7•-0• - 9•-6" 3'-8" 5'-0" 6•-4" T-9" 9,_1" - 11•-1" Y. 26' 1'-8" 3'-2" 4'-9" 6'-5" 8•-3" _ 10'-10" 4'-11" 8'_3" 7•_7" 9,_0" 10'-4" - 12-6" J g 28' 2'-9" 4'4" 5'-11" T-8" 9'-7" - 12'-3" 6'-2" T-6" 8'-10" 10'-3" 11'-7" - - a 30' 3'-11" 5'-6" 7-2" 8'-11" 10'-10" - 13'-7" T_5" 8.-9" 10'-i" 11'-6" 12'-10" - - a 8' 1-0" 1'-0" 1'_0" 1-0" 1'-0" 1'-0" 1'-0" 1'-0" 1-0" 1'-0" 1'_0" 1'-0" 1'-0" 1'-2" 10' 1'-0" 1•-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-3" 1'-0" 1'-0" 1•-0" 1'-0" 1'-0" 1.-0" 2'_5" 12' 1'-0" V-0" 1'-0" 1'-0" 1'-0" 1'-0" 2'-5" i'-0" 1'-0" 1'-0•' i'-0" 1'-0" 1'-11" ' 3'-8" 14' 1'-0" 1.-0" 1'-0" 1'-0" 1'-0" 1'-6" 3'-8" 1'-0" 1'-0" 1'-0" 1'-0" 2'-0" 3'-2" 4'-11" 16' 1•-0" 1'-0" 1'-0" 1'-0" 1'-3" 2'-7" 4'-11" 1•-0" 1'-0" 1'-0" 2'-1" 3'-3" 4'-5" 6'-2" 16" 18' 1'-0" i'-0" i'-0" i•-i" 2'-4" 3•_9" 6•_2" 1•-0" 1.-0" 2•_1" 3•-4" 4•-6" 5•-8" T_5" 20' 1'-0" 1•-0" 1-0" 2'-2" 3•-6" 5•-0" 7•-6" 1•_0" 2'-2" 3•-4" 4•_7" 5'-9" 6•_11" 8'-10" 22' 1'-0" 1•_0" 1•_11" 3'_3" 4'-8" 6'-3" 8'-10" 2'-3" 3'-5" 4'-7" 5'-10" 7-0" 8'-2" 10'-3" 24' 1'-0" 1'-9" 3'-0" 4'-5" 5'-11" T-6" 10'-2" 3'-6" 4'-8" 5'-10" 7-1" 8'-3" 9•-5" 11'-8" 26' 1'-6" 2-10" 4'-2" 5'-7" 7'-1" 8'-9" 1i'-6" 4'-9" 5'-11" 7-1" 8'-4" 9'-6" 10'-8" - 28' 2-7" 3'-11" 5-4" 6'-10" 8'-4" 10'-1" 12'-11" 8'-0" 7'-2" 8'-4" 9'-7" 10'-9" 11'-11" - 30' 3'-8" 5'-1" 6'-6" 8'-0" 9'-8" 11'-5" 14'-4" T-3" 8'-5" 9'4' 10'-10" 17-0" 13'-4" - For SI: 1 inch=25.4 mm,1 foot=305 mm. See notes for Table 8A on page 20. ESR-1305 I Most Widely Accepted and Trusted Page 15 of 50 TABLE 8A(Continued)-CIRCULAR AND OBROUND WEB HOLE CHART: 40 PSF LIVE LOAD,15 PSF DEAD LOAD,24"OC MAXIMUM JOIST SPACING JOIST JOIST CLEAR DISTANCE FROM END SUPPORT(feet-inches) DISTANCE FROM INTERIOR SUPPORT(feet-inches) SERIES DEPTH SPAN Hole Diameter(inches) Hole Diameter(inches) (M.) (ft.) 2" 4" 6" 8" 10" 12" 14" 2" 4" 6" 8" 10" 12" 14" 12' 1'-0" 1'-0" 1'-0'• 1'-0" 1.-0" 1'-0" 1'-0" 1'-0" 1'-0" 1.-0" 1'-0" 1'-0" 1'-0" 1'-9" 14' 1-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-3" 1'-0" 1'-0" 1'-0" 1'-0" 1.-0" 1'-0" 3•-0" 16' 1'-0" 1'-0" 1'-0" 1.-0" 1'-0" 1-0" 22-5" 1'-0" 1'-0" 1.-0" 1'-0" 1'-0" 1'-9" 4'-3" 18' 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 32.7" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 3'-0" 5'-6" 20' 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1-9" 4•-9" 1•-0" 1'-0" 1,-0" 1•-0" 1'-8" 4'-3" 6'-9" 18" 22' 1-0" 1'-0" 1'-0" 1'-0" 12-0" 2'-11" 6'-0" 1•-0" 1'-0" 1'-0" 1'-0" 2'-11" 5'-6" 8'-0" 24' 12-0" 1_0" 1-0" 1•-0" 1•_3" 4'_0" T_3" 1•_0" 1•-0" 1•-0" 1•-8" 4'-2" 6._9" 9.-3" 26' 1'-0" 1'-0" 1•-0" 12-0" 2'-3" 5'-2" 8•-6" 1•-0" 1'-0" 1'-0" 2-11" 6_5" 82-6" 10•_6" 28' 1-0" 1'-0" 1•-0" 1•_0" 32_5" 62_5" 9.-9" 1'-0" 1.-0" 12-8" 42-2" 6'-8" 92-3" 11•_9" 30' 1-0" 1'-0" 1'-0" 1'-9" 4'-6" 7'-7" 11'-1" 1•-0" 1'-0" 2-11" 5'-5" 7'-11" 10'-6" 13'-1" 32' 1'-0" 1'-0" 1'-0" 2-9" 5'-8" 8'-10" 12-5" 1•-0" 1•-8" 4•-2" 6•_8" 9-2" 112-9" 14•-6" 34' 1'-0" 1'-0" 1'-2" 3'-11" 6'-10" 10'-1" 13'-9" 1'-0" 2'-11" 5'-5" 7'-11" 10•-5" 13•-0" 16'-0" 12' 1'-0" 12-0" 1'-0" 1'-0" 1•-0" 1•-0" 1'-0" 1'-0" 12-0" 1'-0" 1'-0" 1'-0" 1'-0" 12-0" 14' 1'-0" 1'-0" 1'-0" 1'-0" V-0" 1'-0" 1'-0" 12-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-3" 16' 1,-0" V-0" 1.-0" 1'-0" 1'-0" 12-0" 1.-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 12-0" 2-6" 18' 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-6" 1'-0" 1,-0" 1-0" 12-0" 1'-0" 1'-6" 3.-9" 20' 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1•-0" 2-7" 1'-0" 1-0" 1.-0" 1'-0" 1'-0" 2'-9" 5'-0" 20" 22' 1.-0" 1.-0. 1-0" 1'-0" 1.-0" 1.-3" X-9" 1.-0" 1._0" 1.-0" 1.-0" 1.-8" 4.-0" 6.-3" 24' 1•-0" 1'-0" 1'-0" 1'-0" 1•-0" 2-4" 4'-11" 1'-0" 1'-0" 1'-0" 1'-0" 2'-11" 5'-3" T-6" 26' 1'-0" 1'-0" 1-0" 1-0" 1•-0" 3'-5" 6'-2" 1'-0" V-0" 1'-0" 1'-11" 4'-2" 6'-6" 8'-9" 28' 1'-0" 1'-0" 1,-0" 1'-0. 2'-0" 4'-0" 7-4" 1.-0" 1.-0" 1._0" 3.-2" 6-5" 7.-9" 10._0. N 30' 1•-0" 1.-0" 1•-0" 1•-0" 32-1" 5•-8" 8'-7" 12-0" 1•-0" 2'-2" 4•_5" 6.-8" 9•-0" 11-3" 32' 1•-0" 1•-0" 1•_0" 1'_9" 42_2" 6•41. 9•-10" 1•-0" 1•_2" 3'_5" 5.-8" 7'-11" 10._3" 12•_6" 34' 1'-0" 1•-0" 1•-0" 2-9" 5•-4" ' 82-1" 11•-2" 1•-0" 2'-5" 4'-8" 6'-11" 9•_2" 11•-6" 13'-9" n 16' 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 12-0" 1'-0" 1'-0" 1-0" 1•-0" 1'-0" 1•-0" 1'-0" o- 18' 1'-0" 1•-0" 1'-0" 1,-0" 1'-0" 12-0" 1'-0" 120" 1'-0.' 1'-0" 1'-0" 1'-0" 1•-0" 2-3" 20' 1'-0" 1-0" 1'-0" 1'-0" 1'-0" 1.-0" 1'-1" 1'-0" 12-0" 1'-0" 1'-0" 1'-0" 12-6" 3'-6" 0 -J 22' 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 2-1" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 2-9" 4-9" 24' 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 3'-3" 12-0" 1.-0" 1'-0" 1'-0" 1'-11" 4'-0" 6'-0" 22" 26' 1'-0" 1•-0" 12-0.. 1'-0" 1•_0" 2-0" 424" 1•-0" 1•-0" 1•-0" 1•-1" 3•-2" 5'-3" 7•_3" 28' 1'-0" 1.-0" 1'-0" 1.-0" 1._0" 3.-2" 5.-6" 1.-0" 1.-0" 1.-0" 2-4" 4'-5" 6.-6" 8.-0" 30' 1•-0" 1•-0" 1-0" 1'-0" 2-0" 4'-3" 62_9" 1.-0" 1,-0" 1•-7" 3•-7" 5•-8" 7'-g" 9•_9" 32' 1'-0" 1'-0" 1'-0" 1'-0" 3'-0" 5'-5" 7'-11" 1'-0" 1'-0" 2-10" 4'-10" 6'-11" 9'-0" 11-0" 34' 1'-0" 1'-0" 1'-0" 1'-11" 4'-2" 6'-7" 9•-2" 12-0" 2'-0" 4'-1" 6'-1" 8'-2" 10'-3" 12-3" 36' 1-0" 1'-0" 1'-0" 3'-0" 5'-3" T-9" 10'-5" 1•-2" 3•-3" 54" 7•-4" 9'-5" 11•_6" 13•-6" 38' 1'-0 1'-0" 1'-10" 4'-1" 6'-5" 8'-11" 11•-8" 2-5" 4'-6" 6•-7" 8'-7" 10'-8' 12-9" 14'-9" 16' 1'-0" 1'-0" 1'-0" 1.-0" 1'-0" 1'-0" 1'-0" 1.-0" 1'-0" 1'-0" 1'-0" 12-0" V-0" 1-0" 18' 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1.-0" 1'-0" 1.-0" 1'-0" 1'-1" 20' 1'-0" 1'-0" 1'-0" 1'-0" 1•-0" 1'-0" 1'-0" 1•-0" 1'-0" 1'-0" 12-0" 1'-0" 1•-0" 2-4" 22' 1,-0" 1'-0" 1'-0" 12-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1•-0" 1'-0" 1'-0" 1•-8" 3'-7" 24' 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1.-0" 1'-11" 1'-0" 1'-0" 1'-0" 1-0" 1'-1" 2-11" 4'-10" 24" 26' 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 3'-0" 12-0" 1,-0" 1'-0" 1'-0" 2-4" 4'-2" 6'-1" 28' 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 2'-0" 4'-1" 1,-0" 1'-0" 1•-0" 1'-8" 3'4' 5'-5" 7'-4" 30' 1'-0" 1'-0" 1'-0" 1'-0" 1'-1" 3'-1" 5'-3" 1'-0" 1'-0" 1'-0" 2-11" 4'-10" 6'-8" 8'-7" 32' 1'-0" 1'-0" 1'-0" 1'-0" 2'-1" 4'-2" 6'-5" 1'-0" 1'-0" 2-3" 4'-2" 6'-1" 7'-11" 9'-10" 34' 1.-0" 1.-0" 1.-0" 1.-2" V-2" 5.-4" 7.-7" 1.-0" 1.-8" 3.-6" 5._5" 7.-4" 9'-2" 11'-1.. 36' 1'-0" 1•-0" 1'-0" 2-3" 4•-3" 6-6" 8'-10" 1'-0" 2'-11" 4•-9" 6'-8" 8'-7" 10'-5" 12'-4" 38' 1'-0" 1'-0" 1'-4" 32-4" 5'-5" 7'-8" 10'-0" 2'-3" 4'-2" 6'-0" T-11" 9'-10" 11•-8" 13'-7" For SI: 1 inch=25.4 mm,1 foot=305 mm. See notes for Table 8A on page 20. , ESR-1305 I Most Widely Accepted and Trusted Page 16 of 50 TABLE 8A(Continued)-CIRCULAR AND OBROUND WEB HOLE CHART: 40 PSF LIVE LOAD,15 PSF DEAD LOAD,24"OC MAXIMUM JOIST SPACING JOIST CLEAR DISTANCE FROM END SUPPORT(feet-inches) DISTANCE FROM INTERIOR SUPPORT(feet-inches) JOIST DEPTH SPAN Hole Diameter(inches) Hole Diameter(inches) SERIES (in) (ft) Obround Obround 2" 4" 6" 8" 10" 12" 2" 4" 6" 8„ 10" 12" 6' T-0" 1•-0" 1-0" - - - 1'_0" 1._0" T-0" - - - - 8' 1.-0" 1.-0" 1.-0" - T-0" 1'-0" 1'-0" - - - - 10' T-0" T-0" V-0" - - - 1'-0" 1'-0" T-9" - - - - 91/p" 12' 1.-0" 1•-0" 1,_7" - - - - 1•_0" T_0" 3•4'• - - - - 14' 1'-0" 1•-0" 7-9" - - - - T-0" 1'-11" 4'-3" - - - - 16' 1'-0" 1,-2" 4'-0" - - - - 1,-0" 3'-2" 5'-6" - - - - 18' 1,-0" 7-3" 5'-2" - - - - 2._0" 4,4" 6•4" - - - - .0 20' 1'-0" 3'-5" 6'-6" - - - - 34" 5-8" 8'-0" - - - - N a 6' 1'-0" 14" 1'-0" 1,-0" - - - 1-0" 1'-0" 1'-0" 1'-0" - - - .1 8' T-0" T-0" 1.-0" 1•-0" - - - - 1•4" 1,_0" 1•-0" T_0" - - 10' 1'-0" 1'-0" 1'-0" 1'-0" - 1'-0" 1'-0" 1'-0" Z'-3" 12' 1,_0" 1'-0" 1,_0" 2'-2" - - - 1'-0" 1._0" 1-7" 3'-6" - - - 117/8" 14' 1,-0" 1-0" 1•_2" 3•-4" - - 1,-0" 1'-0" 7-10" 44" - - - 16' 1._0" 14" 2,-3" 4,-7" - - - T-0" 7-2" 4•-1" 64" - - - 18' 1'-0" 1'-3" 3'-5" 5'-10" - - - 1•-7" 3'-5" 5'-4" 7,-3" - - - 20' 1•-0" 7-4" 4•_7" 7•-2" - - - 2'-10" 4'4" 6,_7" 8'-6" - - - 22' 1'-4" 3'-5" 5'-9" 8'-6" - - - 4,-1" 5'-11" 7'-10" 9,-11" - - - 24' 2'-5" 4,-7" 7'-0" 9'-10" - - - 5-4" 7'-2" 9'-1" 11'-4" - - - 6' 1,-0" 1'-0" 1,-0" - - - 1'-0" T-0" T-0" T-0" - - - 1'-0" 8' 1,-0" T-0" 1'-0" - - - 1•-0" 1,-0" 1•-0" T-0" - - - 1'-9" 10' 1'-0" 1'-0" 1'-0" - - - 2'-0" 1,_0" 1'-0" 1,-0" - - - 3'-0" 0/2' 12' 1'-0" 1,-0" 1,-0" - - - 3._2" 1,-0" 1.-0" 1,-0" - - - 4,_3" 14' 1'-0" 1'-0" 1'-0" - - - 4•_5" 1,_0" T-0" 2,-0" - - 5,-6" 16' 1,-0" 14" 1.-4" - - - 5.4" 1.-0" 1.-4" 3,-3" - - - 6.4" 18' 1'-0" 1'-0" 2'-5" - - - 7-1" 1•-0" 2•-7" 4,-6" - - - 8•4" 20' 1'-0" 1'-4" 3'-7" - - - 8'-5" 1'-10" 3'-10" 5'-9" - - - 9._8.. 6' 1'-0" 1,-0" 1'-0" 1'-0" - - 1'-0" 1•-0" T-0" 14" 1•-0" - - 1•_0" 8' 1•-0" 1,_0" 1'-0" 1•-0" - - 1•-0" 1._0" 1._0" 1•_0" 1'-0" - - 1•_9" 10' 1,-0" 1'-0" 1'-0" 1,-0" - - 2'-0" 1•-0" 1•-0" 1,_0" 1,4" _ _ 3,-0" 12' 1,-0" 1,4" 1•_0" 1•-0" - - 3•_2" 1•-0" 1'-0" 1'-0" 1'-2" - - 4•_3" 1174" 14' 1'-0" 1'-0" 1,-0" 1•-0" 4'-5" 1'-0" 1'-0" 1'-0" 2'-5" - - 6-6" 16' 1•-0" 1,-0" 1'-0" 1'-9" - - 5'-9" l'-0" 1.-0" 2'-1" 3'-8" - - 6,-9" 18' 1•-0" 1,-0" 1'-1" 2'-11" - - T-1" 1'-0" 1'-9" 3,-4" 4'-11" - - 8'-3" 20' 1'-0" 1'-0" 7-2" 4'-1" - - 8'-5" 1•-5" 3'-0" 4•-7" 6'-2" - - 9,-8" 22' 1'-0" 1'-6" 3,-4" 5'-3" - - 9'-9" 2'-8" 4'-3" 5'-10" 7-5" - - - 24' 1'-0" 2'-8" 4,-6" 6•-6" - - 11,_2" 3'-11" 5,-6" 7'-1" 8,-8" - - - 8' 1'-0" 1'-0" 1•-0" 1•-0" 1,-0" _ 14" 1•_0,. 1,4" 1•_0" 1,_0" 1.-0" - 1•_9" 10' 1'-0" 1•-0" 1,_0" 1•-0" 1•_0" - 2,-0" 1,-0" 1,_0" 1,-0" 1,_0" 1•-0" - 3,-0,• n12' 1,-0" 1,-0" 1•-0" 1•_0" 1•-0" _ - 3•_2" 1•_0" 1•-0" 1•_0" 1,-0• 1•-7" - 4,-3" ' a 14, 1.-0" 1'-0" 1'-0" 1'-0" 1,-1" - 4'-5" 1•-0" 1'-0" 1.-0" 1'-6" 2•-10" - 5-6" J 16' 1,-0" 14" 1,-0" 1.-0" 2'-2" - 5'-9" 1•-0" 1'-0" 1'-4" 2'-9" 4.1" - 6'-9" 14" 18' 1•-0" 1,_0" T-0" 1,-10" 3'-4" - T-1" 1'-0" 1'-3" 2'-7" 4'-0" 5'-4" - 8'-3" 20' 1'-0" 1'-0" 1'-5" 2'-11" 4'-7" - 8'4" 1•_2" 7-6" 3'-10" 5,4" 6•-7" - 9•-8" 22' 1'-0" 1'-0" 2'-6" 4'-1" 5'-9" - 9'-9" 2-5" 3,-9" 5•-1" 6'4" 7-10" - - . 24' 1'-0" 2'-1" 5-7" 5,-3" 7'-0" - 11•_2" 3,-8" 5'-0" 6.-4" 7,-9" 9'-1" - - 26' 1'-8" 3,-2" 4•-9" 6'-5" 8'-3" - 17_6" 4'-11" 6'-3" T-7" 9'-0" 10'-4" - - 28' 2'-9" 4'-4" 5,-11" T-8" 9'-7" - - 6,-2" 7'-6" 8,-10" 10•_3" 11•-7" - - 30' 3'_11" 5'-6" 7'-2" 8'-11" 10'-10" - - 7•_5, 8,_9" 10•_1" 11•-6" 17-10" - - 8' 14" 14" 1,_0" 14" 1,-0, ' 1•-0" 1•-0" 1.4" 1•_0" 1•-0" 1•-0" 1,-0" 1•-0" 1•_9" 10' 1.-0" 1•-0" 1•-0" 1•-0" 1,-0" 1•-0" 2'4" 1,-0" 14-0" V-0" 1•-0, 1•_0" 1•-0" 3•-0• 12' 1•-0" 1,_0" 1•_0" 1,-0" 1•_0" 1•-0" 3,_2" 1,-0" 1•-0" V-0" 1•-0" 1._0" 1,_11" 44" 14' 1•-0" 1•-0" 1•_0" 1•-0" 1-0" 1•-6" 4•-5" 1,-0" 1•-0" 1•-0" 1,-0" 2•_0" 3'-2" 5-6" 16' 1•-0" 1,-0" 1,-0" 1,-0" 1•_3" 2'-7" 5-9" 1•-0" 1•-0, 1•_0" 7_1„ 3'-3" 4•_5" 6-9" 16" 18' 1'-0" 1,_0" 14" 1'-1" 7-4" 3'-9" 7'-1" 1'-0" 1'-0" 2'-1" 3'-4" 4'-6" 5'-8" 8'-3" 20' 1,-0" 1,-0" 14" 2._2" 3,-6" 5•-0" 84" 14" 2•_2" 3,-4" 4'-7" 5'-9" 6'-11" 9•4" 22' 1,-0" 1,-0" 1'-11" 3'-3" 4•-8" 64" 9'-9" 2'-3" 3'-5" 4'-7" 5'-10" 7'-0" 8'-2" - 24' 1,-0" 1,-9" 3•4" 4'-5, 5'-11" 74" 11'-2" 3'-6" 4'-8" 5'-10" 7'-1" 8'-3" 9'-5" - 26' 1•-6" 2•-10" 4•-2" 5'-7" T-1" 8'-9" 17-6" 4'-9" 5,-11" T-1" 8'-4" 9'-6" 104" - 28' 2'-7" 3'-11" 5'-4" 6'-10" 8'-4" 10•_1" _ 6,_0" T-2" 8'-4" 9,4, 10•4" 11•-11" - 30' 3'-8" 5'-1" 6'-6" 8'-0" 9'-B" 11,-5, _ 7•4" 8'4" 9•_7" 10'-10" 12,4" 13,-4" For SI: 1 inch=25.4 mm,1 foot=305 mm. See notes for Table 8A on page 20. ESR-1305 I Most Widely Accepted and Trusted Page 17 of 50 TABLE 8A(Continued)-CIRCULAR AND OBROUND WEB HOLE CHART: 40 PSF LIVE LOAD,15 PSF DEAD LOAD,24"OC MAXIMUM JOIST SPACING JOIST JOIST CLEAR DISTANCE FROM END SUPPORT(feet-inches) DISTANCE FROM INTERIOR SUPPORT(feet-inches) DEPTH SPAN Hole Diameterinches) SERIES (in) 2" 4' 6" ( Obround Hole Diameter(inches) Obround (ft) 8" 10" 12" 2" 4" 6" 8" 10" 12" 6' 1-0" 1.-0" 1,-0„ 1.0, - 1,4" 1,_0„ 1._0„ 1,-0„ 1,4„ 1,-0.. 8' 1'-0" 1'-0" 1'-0" 1,-0" - - 1'-0" 1'-0" 1'-0" 1'-0" 1,-0" - - 1,-3" 10' 1'-0" 1'-0" 14" 1.-0" _ - 1.-4.' 1-0" 1.-0" 1.-0" 1.-0" - - 24" 12' 1,-0" 1-0" 1,-0„ 1.-0" - - 2'-6" 1,_0" 1.-0" 1.-0" 1,_7„ 3,_9" 1174" 14' 1,-0" 14" 1,_0" 1,_2" - - 3'-8" 1'4" 1,-0" 14" 2'-10" - - 5,_0„ 16' 1'-0" 1,-0" 14" 2'-3" - - 4'-11" 1'-0" 1.-0" 1.-8" 4,_1" - - 6'4" 18' 1,_0.. 14" 1'-0" 3._5" - - 6._3" 1,-0" 1'-0" 2'-11" 5,-4" - - 74" 20' 1•-0" 1,-0" 1.-0" 4._7" - - 7,-6" 1,_0" 1._8" 4,_2" 6._7" - 8,-10" 22' 1'-0" 1'-0" 2'-10" 5'-10" - - 8'-10" 1'-0" 2'-11" 5'-5" 7-10" - - 10'-4" 24' 1'-0" 1'-2" 3'-11" 7•_1" - - 10•4" 14" 4•_2" 6,-8" 9•_1" _ - 11,_9" 8' 1.-0" 1,-0" 1.-0" 1,-O" 1.-0" - 1,-0" 14" 1.-0" 1,-0" 1.-0" V-0" 14" 1.-3" 10' 1,-0" 1•-0" 1'-0" 1'-0" 1'-0" - 1'-4" 1'-0" 1'-0" 1'-0" 1'-0" 1,-0" - 2'-6" 12' 1'-0" 1•-0" 1'-0" 1,-0" 1'-0" - 2'-6" 1,-0" 1'-0" 1'-0" 1,-0" 2'-3" - 3,_9" 14' 1,_0" 1'-0" 1'-0" 1'-0" 1'-10" - 3'-8" 1'-0" 1,-0" 1,_0" 1.4" 3,-0" - 5.4" 16' 1._0" 1,_0" 1.-0" 1._0" 3,_0" _ 4,_11" 1._0" 1,_0" 1._0" 2._7" 4,_9" - 6'-3" °' 18' 1•-0" 14" 1,-0" 1•-8" 4'-2" - 6'-3" 1,-0" 1'-0" 1,-9" 3'-10" 6,-a a 14" T-0" J 20' 14" 1,_0" 1-0" 2,_9" 54" _ 7.-6" 1'-0" V_0" 3.-0" 5,_1" 7-3" 8'-10" 0-, 22' 1'-0" 1,-0" 1'-7" 3'-11" 6'-8" - 8'-10" 1'-0" 2'-2" 4•-3" 64" 8,-6" - 10'-4" o. 24' 1'-0" 1,-0" 2'-8" ' 5'-1" 7'-11" - 10.4" 1'-4" 34" 5'-6" 7'-7" 94" - 114" J 26' 1'-0" 1'-5" 3'-9" 6'-4" 9'-2" - 11'-7' 2'-7" 4'-8" 6'-9" 8'-10" 1 T-0" - - 28' 1'-0" 2,-6" 4'-11" T-7" 10,-6" - 13'4" 3'-10" 5'-11" 8'-0" 10'-1" 12'-4" - - 30' 14" 3'-7" 6'-1" 8'-9" 11-10" - 14'-4" 5'-1" 7-2" 9'-3" 11-4" 13'-10" - - 8' 1'-0" 14" 1-0" 1'-0"- 1._0" 1,-0" 1'-0" 14" 1,_0" 1,_0" 1,_0" 1,-0" 1.4" 14" 10' 1'-0" 1•-0" 1•-0" 1,-0" 1'-0" 1,-0" 1'-4" 1•-0" 1•-0" 1,_0" 1•-0" 1•-0" 1,-6" 2,-6" 12' 1,_0" 1.-0.. 1.-0,. 1,-0" 1,_0" 1,-4" 2-6" 1._0" 1._0" 1.4" 1,-0" 1.4" 24" 34" 14' 1'-0" 14" 1,-0" 1'-0" - 1,-0" 2'-5" 3'-8" 1'-0" 1'-0" 1'-0" 1,-0" 2'-2" 4'-0" 5'-0" 16' 1'-0" 1'-0" 14" 1,-0" 1•-5" 3'-7" 4'-11" 1'-0" 1•_0" 1,4" 1,_7" 34, 5•_3" 64" 16" 18' 1,_a,' 1'-0" 1'-0" 1,-0•, 2'-7" 4'-10" 6'-9" 1,-0,• 1,-0" 1,-0" 2'-10" 4'_8" 64" 7,-6" 20' 1'-0" 1,-0" 1'-0" 1,-7" 3'-9" 6=1" 7'-6" - 1,-0" 1,-0" 2-3" 44" 5'-11" 7'-9" 8'-10" 22' 1'-0" 1'-0" 1'-0" 2'-9" 4'-11" 7•-5, 8'-10" 1'-0" 1•-8" 3•4" 5•-4" 7'-2" 94" 10,-4" 24' 1'-0„ 1,-0" 1,-9" 3'-10" 6'-1" 84" 10'-3" 1'-0" 2'-11" 4'-9" '6'-7" 84, 10'-3" 11'-9" 26' 1-0" 1'4" 2'-10" 5'-0" 7'-4" 10'-0" 11'-7" 2'-3" 4'-2" 6'-0" 7-10" 94" 11'-8" - 28' 1'-0" 1'-11" 4'-0" 6'-2" 8'-7" 11'-4" 13•-0" 3'-6" 5'-5" 74" 94" 10,-11" 13,-2' 30' V-0" 34" 5,-1" 7'-5" 9'-11" 12'-8" 14'-4" 44" 6'-8" 84" 10'-4" 12'-2" 14'-7" - For SI: 1 inch=25.4 mm,1 foot=305 mm. See notes for Table 8A on page 20. ESR-1305 I Most Widely Accepted and Trusted Page 18 of 50 TABLE 8A(Continued)—CIRCULAR AND OBROUND WEB HOLE CHART: 40 PSF LIVE LOAD,15 PSF DEAD LOAD,24"OC MAXIMUM JOIST SPACING JOIST CLEAR DISTANCE FROM END SUPPORT(feet-inches) DISTANCE FROM INTERIOR SUPPORT(feet-inches) SERIST ES DEPTH SPAN Hole Diameter(inches) Hole Diameter(inches) (in.) (ft) 2" 4" 6" 8" 10" 12" 14" 2" 4" 6" 8" 10" 12" 14" 12' 1-0" 1-0" 1-0" 1.-0" 1-0" 1-0" 1-0" 1-0" 1-0" 1-0" 1-0" 1-0" 1-0" 1.-9,• 14' 1-0" 1-0" 1-0" 1-0" V-0" 1-0" 1-3" 1-0" 1-0" 1-0" 1-0" 1-0" 1-0" 3•-0" 16' 1-0" 1-0" 1-0" 1-0" 1-0" 1-0" 2'-5" 1-0" 1-0" 1-0" 1-0" 1-0" 1-9" 4'-3" 18' 1•-0" 1-0" 1-0" 1-0" 1-0" 1-0" 3'-7" 1-0" 1-0" 1-0" 1-0" 1-0" 3,-0" 5•-6" 20' 1-0" 1-0" 1-0" 1-0" 1-0" 1-9" 4•-9" 1-0" 1.-0" 1-0" 1-0" 1-8" 4'-3" 6'-9" 18" 22' 1-0" 1-0" 1-0" 1-0., 1-0" 2'-11" 6•-0" 1•-0" 1-0" 1-0" 1-0" 2'-11" 5'-6" 8•-0" 24' 1'-0" 1'-0" 1'-0" 1,-0" 1-3" 4•-0" 7.-3" 1-0" 1•-0" 1•-0" 1•-8" 4'-2" 6'-9" 9'-3" 26' 1-0" 1-0" 1-0" 1-0" 2'-3" 5'-2" 8•-6" 1-0" 1-0" 1-0" 2'-11" 6-5" 8•-0" 10•-6" 28' 1-0" 1-0" 1-0" 1-0" 3•-5" 6•-5" 9•-9" 1-0" 1-0" 1-8" 4•-2" 6•-8" 9'-3" 11-9" 30' 1-0" 1-0" 1-0" 1-9" 4•-6" 7'-7" 11-1" 1-0" 1-0" 2'-11" 5'-5" 7'-11" 10'-6" 13•-1" 32' 1-0" 1-0" 1-0" 7-9" 5•-8" 8'-10" 12•-5" 1-0" 1-8" 4'-2" 6'-8" 9'-2" 11-9" 14•-6" 34' 1-0" 1•-0" 1-2" 3'-11" 6'-10" 10•-1" 13•-9" 1-0" 2'-11" 5•-5" 7'-11" 10'-5" 13•-0" 16•-0" 12' 1-0" 1-0" 1-0" 1-0" 1-0" 1-0" 1-0" 1-0" 1-0" 1-0" 1.-0" 1-0" 1-0" 1.-0" 14' 1-0" 1-0" 1-0" V-0" 1-0" 1-0" 1-0" 1-0" 1-0" 1-0" 1-0" 1-0" 1-0" 1-3" 16' 1,-0" 1-0" 1-0• 1-0' " 1-0" 1-0" 1-0" 1-0" 1-0., 1-0" 1•-0" 1,-0" 1•-0" 2•-6" 18' 1-0" 1-0" 1-0" 1-0" 1-0" 1-0" 1-6" 1-0" 1-0" 1-0" 1-0" 1-0" 1-6" 3•-9" 20' 1-0" 1-0" 1-0" 1-0" 1-0" 1-0" 2.-7" 1-0" 1-0" 1-0" 1-0" 1-0" 2'-9" 5•-0" 20" 22' 1-0" 1-0" 1-0" 1-0" 1-0" 1-3" 3•-9" 1-0" 1-0" 1-0" 1-0" 1-8" 4'-0" 6•-3" 24' 1-0" 1-0" 1-0" 1-0" 1-0" 2'-4" 4'-11" 1-0" 1-0" 1'-0" 1-0" 2'-11" 5'-3" 7'-6" 26, 1•-0" 1-0" 1•-0" 1•-0" 1•-0" 3•-5" 6•-2" 1•-0" 1-0" 1•-0" 1'-11" 4'-2' 6•-6" 8•-9" 28' 1'-0" 1-0" 1-0" 1-0" 2•-0" 4•-6" 7•-4" 1-0" 1-0" 1-0" 3'-2" 5•-5• 7•-9" 10,-0" 30' 1-0" 1-0" 1-0" 1-0" 3•-1" 5'-8" 8.-7" 1-0" 1-0" 2'-2" 4•-5" 6'-8" 9.-0" 11-3" 32' 1-0" 1-0" 1-0" 1-9" 4'-2" 6-11" 9'-10" 1-0" 1-2" 3•-5" 5•-8" 7•-11" 10'-3" 1Z-6" -I 34' 1.-0" 1-0" 1-0" 2'-9" 5•-4" 8•-1" 11-2" 1-0" 2'-5" 4'-8" 6'-11" 9•-2" 11,-6" 13•-9" a°i 16' 1-0" 1-0" 1-0" 1-0" 1-0" 1-0" 1-0" 1-0" 1-0" 1-0" 1-0" 1-0" 1-0" 1-0" 18' 1,-0" 1-0" 1-0" 1-0" 1-0" 1-0" 1-0" 1-0" 1-0" 1-0• 1-0" 1-0• 1-0" 2•-3" 20' 1'-0" 1•-0" 1'-0" 1•-0" 1'-0" 1•-0" 1•-1" 1•-0" 1•-0" 1,-0" 1.-0" 1-0" 1-6" 3•-6" 22' 1-0" 1-0" 1-0" 1-0" ' 1-0" 1.-0" 2•-1" 1-0" 1-0" 1-0" 1-0" 1-0" 2'-9" 4•-9" 24' 1-0" 1-0" 1-0" 1-0" 1-0" 1-0" 3•-3" 1-0" 1-0" 1-0" 1-0" 1-11" 4'-0" 6•-0" 22" 26' 1-0" 1-0" 1-0" 1-0" 1-0" 2•-0" 4'-4" 1-0" 1-0" 1-0" 1-1" 34-2" 5•-3" 7,-3" 28' 1-0" 1-0" 1-0" 1-0" 1-0" 3'-2" 5•-6" 1-0" 1-0" 1-0" 7-4" 4•-5" 6,-6" 8•-6" 30' 1-0" 1'-0" 1-0" 1-0" 2-0" 4'-3" 6•-9" 1-0" 1-0" 1-7" 3•-7" 5-8" 7•-9" 9•-9" 32' 1-0" 1-0" 1-0" 1-0" 3•-0" 5•-5" 7-11" 1-0" 1-0" 2-10" 4'-10" 6'-11" 9'-0" 11-0" 34' 1-0" 1-0" 1-0" 1-11" 4'-2" 6•-7" 9•-2" 1-0" 2•-0" 4•-1" 6•-1" 8'-2" 10•-3" 12,-3" 36' 1-0" 1-0" 1-0" 3•-0" S-3" 7-9" 10'-5" 1-2" 3•-3" 5•-4" 7•-4" 9'-5" 11-6" 13'-6" 38' 1-0" 1-0" 1-10" 4'-1" 6'-5" 8'-11" 11-8" 2•-5, 4•-6" 6'-7" 8•-7" 10•-8" 12'-9" 14•-9" 16' 1-0" 1-0" 1-0" 1'-0" 1,-0" 1-0" 1-0" 1-0" 1-0" 1-0" 1-0" 1.-0" 1-0" 1-0" 18' 1-0" 1-0" 1-0" 1-0" 1-0" 1-0" 1-0" 1-0" 1-0" 1-0" 1-0" 1-0" 1-0" 1-1" 20' 1'-0" 1'-0" 1•-0" 1-0" 1-0" 1-0" 1•-0" 1-0" 1•-0" 1•-0" 1-0" 1•-0" 1-0" 2•-4" 22' 1-0" 1-0" 1-0" 1-0" V-0" 1-0" 1-0" 1-0" 1.-0" 1-0" 1-0" 1.-0" 1-8" 3'-7" 24' 1-0" 1-0" 1-0" 1-0" 1-0" 1-0" 1-11" 1-0" 1-0" 1-0" 1-0" 1-1" 2'-11" 4'-10" 24" 26' 1-0" 1-0" 1-0" 1-0" 1-0" 1-0" 3•-0" 1-0" 1-0" 1-0" 1-0" 2.-4" 4-2" 6'-1" 28' 1-0" 1-0" 1-0" 1-0" 1-0" 2'-0" 4•-1" 1.-0" 1-0" 1-0" 1-8" 3•-7" 5•-5" 7•-4" 30' 1-0" 1-0" 1-0" 1-0" 1-1" 3'-1" 5'-3" 1-0" 1-0" 1-0" 2'-11" 4'-10" 8'-8" 8•-7" 32' 1-0" 14" 1-0" 1-0" 2•-1" 4'-2" 6'-5" 1-0" 1-0" 2-3" 4•-2" 6'-1" 7•-11" 9•-10" 34' 1•-0" 1-0" 1-0" 1-2" 3.-2" 5•-4" 7'-7" 1-0" 1-8" 3'-6" 5-5• 7•-4" 9•-2" 11-1" 36' 1-0" 1-0" 1-0" 2'-3" 4•-3" 6•-6" 8'-10" 1-0" 2'-11" 4'-9" 6'-8" 8'-7" 10•-5• 17-4" 38' 1-0" 1-0" 1-4" 3•-4" 5'-5" 7•-8" 10,-0" 2•-3" 4•-2" 6•-0" 7'-11" 9'-10" 11•-8" 13-7" For SI: 1 inch=25.4 mm,1 foot=305 mm. See notes for Table 8A on page 20. ESR-1305 I Most Widely Accepted and Trusted Page 19 of 50 TABLE 8A(Continued)-CIRCULAR AND OBROUND WEB HOLE CHART: 40 PSF LIVE LOAD,15 PSF DEAD LOAD,24"OC MAXIMUM JOIST SPACING JOIST JOIST CLEAR DISTANCE FROM END SUPPORT(feet-inches) DISTANCE FROM INTERIOR SUPPORT(feet-Inches) DEPTH SPAN Hole Diameterinches SERIES (inDiameter( ) Obround Hole Diameter(inches) Obround ) (ft.) 2" 4" 6" 8" 10" 12" 2" 4" 6" 8" 10" 12" 6' 1'-0" 1._0" 1'_0" - - - - p-0.' 1,-0" 1'-0" - - - 8' 1'-0" 1'-0" 1'-0" - - - - 1,-0" 1'_0" 1'-0" - - - - 10' 1'-0" 1'-0" 1'-0" - - - - 1'-0" 1'-0" 2'-2" - - - - 12' 1'_0" 1'-0" 2._1" - - - - 1.-0. 1•-1" V-5" - - - - 91/2" 14' 1'_0" 1'-0" 3'-4" - - 1.-0" 2'-4" 4.-8" - - - - 16' 1•-0" 1.-8" 4'-6" - - - - 1._3" 3'-7" 5'-11" - - - - 18' 1'-0" 2'-9" 5'-9" - 2'6" 4'-10" T-2" 20' 1'-3" 3'-11" 7'_1" - - - - 3'_9" 6•_1" 8•_5" - - - - 6' 1•-0" 1.-0" 1._0" V-0" - - - 1'-0" 1'_0" 1'_0" 1'-0" - - - 8' 1'-0" 1.-0.. 1,_0" 1.-0. - - - 1.-0" 1'_0" 1._0" P_0" - - - 10' 1,-0„ 1._0" 1._0" 1.-0" - - - 1._0" 1.-0" 1._0" 2-1" - - - 12' 1-0" 1'-0" 1'-0" 2,-0" - - - 1'-0" T-0" 1'-2" 3'-4" - - - 117/e 14' 1._0" 1._0" 1'-0., 3'-2" - - - 1'-0" 1'-0" 2._5" 4.-7" - - - 16' 1•_0" 1,-0" 1'-8" 4'-4" - - - 1._0" 1._5" 3'-8" 5'-10" - - - 18' 1'-0" 1'-0" 2'-10" 5'-7" - - - 1'-0" 7-8" 4'-11" 7'-1" - - - 20' 1'-0" 1'-6" 4'-0" 6'-11" - - - 1'-9" 3'-11" 6'-2" 8'-4" - - - 22' 1,-0" 7_7" 5'-2" 8.-3" - - - 3'-0" 5'-2" 7'-5" 9'-8" - - - 24' 1._3" 3'_8" 6'-5" 9._7" - - - 4'-3" 6'-5" 8'-8" 11._1,. - - - 8' 1'-0" 1'-0" 1'-0" 1•-0" 1'-0" - - 1'-0" 1'-0" 1'-0" 1•-0" 1'-0" - - 0 10' 1.-0" 1._0" 1._0" 1._0" 1._0" - - 1._0" 1._0" 1�-0" V-0" 2'_2" - - 10' 12' 1'-0" 1-0" 1'-0" 1-0" 7_1" 1,-0" 1•_0" 1'-0" 1•-4" 3.5" a J 14' 1-0 1-0" 1-0 1'-0" 3'-3" - - 1'-0" 1'-0" 1'-0" 2'-7, 4'-8" - - 16' 1'-0" 1'-0" 1•-0" 1'-11" 4'-5" - - 1'-0" 1'-0" 1'-9" 3'-10" 5'-11" - - 14" 18' 1,-0" 1'-0" 1'-0" 3'-0" 5'-9" - - 1•-0" V_0" 3•-0" 5•_1" 7•_2" - - 20' 1'-0" 1,-0" 1'-9" 4'-2" T-0" - - V-0" 2'-2" 4'-3" 6'-4" 8'-5" - - 22' 1'-0" 1'-0" 2'-11" 5'-5" 8.-4" 1.-4"- 3'-5" V-6" 7'-7" 9'-9" - 24' 1'-0" 1'-8" 4•-0" 6•_8" 9•_8" _ - 7-7" 4'-8" 6'-9" 8'-10" 11'-3" - - 26' 1'-0" 2'-9" 5'-2" 7'-11" 1T-0" - - 3'-10" 5'-11" 8'-0" 10'-1" 12'-8" - - 28' 1'-7" 3'-11" 6•_5" 9•_2" 12._5" _ - 5•_1" 7'-2" 9•_3" 11•-4" - - - 30' 2'-8" 5•-0" 7•_7• 10•_6" 13•_9•. - - 6•-4" 8'-5" 10•_6" 12•_7• - - - 8' 1'-0" 1'-0" 1'-0" 1•-0" 1'-0" ' 1-0" - 1'-0" 1,-0" 1'-0" 1'-0" 1'-0" 1'-0 - 10' 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-1" - 1'-0" 1'-0" 1,-0" 1'-0" 1,-0" 2'-3" - 12' 1'-0" 1'-0" 1'-0" 1.-0" 1.-0" 7-2" - 1'-0" 1.-0" 1._0" 1.-0" 1.-0" 3.-0" - 14' 1•-0" 1'_0" 1.-0" 1.-0" 1._0" 3'_5" - 1.-0" 1.-0" 1._0" 1.,.0.E 2,_9" 4'-9" - 16' 1'-0" 1-0" 1'-0" 1•-0" 2'-2" 4•-8" - 1•-0" 1•-0" 1.-0" 2'-0" 4•-0" 6•-0" - 16" 18' 1'-0,. 1'-0" 1.-0" 1'-0" 3'_3" 5,-11" - 1.-0" 1._0" 1._3" 3.-3" 5._3" 7'_3" - 20' 1-0" 1'-0" 1'-0" 7-1" 4'-6" 7'-3" - 1'-0" 1'-0" 7-6" 4'-6" 6'-6" 8'-6" - 22' 1'-0" 1-0" 1'-0" 3'-2" 5'-8" 8'-6" - 1•-0" 1•-8" 3'-9" _ 5'-9" 7'-9" 10'-0" - 24' 1'-0" 1'-0" 2'-1" 4'-4" 6'-11" 9'-11" - 1'-0" 2'-11" 5'-0" 7'-0" 9.-0" 11'-5" - 26' i'-0" 1'-0" 3'-2" 5'-6" 8'-2" 11'-3" - 2'-2" 4'-2" 6'-3" 8'-3" 10'-3" 12'-11" - 28' 1'-0" 2'-0" 4'-3" 6'-9" 9'-6" 17_7" - 3'-5" 5'-5" 7'-6" 9'-6" 11._6" - - 30' 1'-0" 3'-1" 5'-5" 7'-11" 10'_9' 14.0" - 4'6" 6'-8" 8'-9" 10_9" 17_9' For SI: 1 inch=25.4 mm,1 foot=305 mm. See notes for Table BA on page 20. ESR-1305 I Most Widely Accepted and Trusted Page 20 of 50 TABLE 8A(Continued)-CIRCULAR AND OBROUND WEB HOLE CHART: 40 PSF LIVE LOAD,15 PSF DEAD LOAD,24"OC MAXIMUM JOIST SPACING JOIST JOIST CLEAR DISTANCE FROM END SUPPORT(feet-inches) DISTANCE FROM INTERIOR SUPPORT(feet-inches) DEPTH SPAN Hole Diameter inches SERIES (. ) ( ) (inches) Obround Hole Di: ete1. m (inches) Obround 'n' 2" 4" 6" 8" 10" 12" 2" 4" 6 8" 10" 12" 6' 1-0 1-0" V-0' - - - - 1._0" 1.-0"' " " - - - - 10' 1-0" v-0" 1-0" - - - - V-0" 1'-0" 1'-10" - - - - 9'/2 12' 1'-0" 1'-0" 1'_8" - - - - 1.-0,. 1._0" 3'_1" _ - - - 14' 1.-0" 1.-0" 2-10" - - - - 1.-0„ 1._9" 4-4" - - - - 16' 1'-0" 1'-0" 4-0" - - - - 1-0" 3'-0" 5'-7" - - - - 18' 1'-0" 2-1" 5'-3" - - - - 1'-8" 4-3" 6'-10" - - - - 20' 1'-0" 3'-3" 6'-7" - - - - 2-11" 5'-6" 8'-1" - - - - 6' 1'-0" 1'-0" 1-0" 1.-0" - - - 1'-0" 1'-0" 1'-0" 1'-0" - - - 8' 1,-0" 1._0" 1,_0" 1,-0" - - - T-0" 1._0" 1.-0" 1._0" - - - 10' 1._0" 1-0" 1._0. 1,-0" - - - 1.-0" 1,_0" 1'-0" 1.-8" - - - 12' V-0" 1-0" 1'_0" V-6" _ - - 1._0" 1•-O" 1'-0" 2-11" - - - 11/6.. 14' 1'-0" 1'_0." 1'-0" 2'-8" 1.-0,. 1-0.. 1'9" 4.2" - - - 16' 1'-0" 1'-0" 1'-0" 2_10" - - - 1•-0" 1•_0" 3•-0" 5•_5" - - - 18' 1'-0" 1•-0" 2'-2" 5'-1" - - - 1-0" 1-10" 4-3" 6'-8" - - 20' 1'-0" 1,_0" 3.-3" 64" - - - 1.-0" 3'-1" 5'-6" 7'-11" - - - 22' 1'-0" 1-8" 4-5" 7'-7" - - - 2-0" 4-4" 6,_9" 2_2" - - - 24' V-0" 2-9" 5'-7" 8'-11" - - 3'-3" 5'-7" 8'-0" 10.6' - 8' 1'-0" 1'-0" 1-0" V-0" V-0" - 10' 1'-0" 1'-0" 1'_0" 1'-0" 1'-0. - 1.-0,. 1'0" 1.0. 1.0„ 1._9, - c, n12' 1'-0" 1'-0" 1'-0" 1'-0" 1'-7" 1'-0" 1'-0" 1'-0" 1'-0" 3'-0" <n 14' 1'-0" 1'-0" 1'-0" 1'-0 2-9" - - 1•-0" 1•-0" 1•_0" 1'-11" 4'-3" - - 16' 1'-0" 1•-0" 1-0" 1'-3" 3'-11" - - 1•-0" 1•_0" 1•-0" 3•_2" 5•-6" - - 14' 18' 1-0" 1-0" 1'-0" 7-4" 5'-2" - 1.-0,. 1.-0. 2_2 4._5,. 6.9. - 20' 1-0" 1'-0" 1'-0" 3'-S" 6'-5" - - T-0" 1'-1" 3'-5" 5'-8" 8'-0" - - 22' 1'-0" 1'-0" 2-0" 4-7" 7-8" - - 1-0" 24" 4-8" 6'-11" 9'-3" - - 24' 1'-0" 1'-0" 3'-1" 5'-10" 9'-0" - - 1'-4" 3'-7" 5'-11" 8'-2" 10'-7' - - 26' 1-0" 1'-8" 4'-2" 7'-1" 10'-4" - - 2'-7" 4-10" 7'-2" 9'-5" 12'-1" - - 28' 1-0" 2-9" 5-4" 8•-4" 11'_8" - - 3'-10" 6'-1" 8'-5" 10'-8" 13'-6" - - 30' 1'-4" 3'-10" 6'-6" 9'-7" 13'-1" - - 5'-1" T-4" 9'-8" 11'-11" 15'-0" - - 8' 1'-0" 1-0" 1'-0" V-0" 1'-0" 1'-0" - 1-0" 1'-0" 1'-0" 1'_0" 1'-0" 1'-0" 10' 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1_0" 1_0' 1_0" 1_0" 1'-0" 1'-i 0" - 12' 1'-0" 1•-0" 1'-0" 1'-0" 1'-0" 1'-9" - 1'-0" 1•-0" 1'-0" 1'-0" 1'-0" 3'-1" - 14' 1'-0" 1-0" 1'-0" ' 1-0" 1'-0" 2'-11" - 1'-0" 1'-0" 1'-0" 1-0" 2'-2" 4'-4" - 16' 1'-0" 1'-0" 1-0" 1'-0" 1'-5" 4-1" 1'-0" 1'-0" 1'-0" 1'-2" 3'-5" 5'-7" - 16" 18' 1'-0" 1-0" 1•-0" 1•-0" 2-7" 5-4" - 1'-0" 1.-0" 1•-0" 7_5" 4-8" 6'-10" - 20' 1'-0" 1'-0" 1'-0" 1'-2" 3'-8" 6'-7" - 1-0" 1-0" 1-5" 3'-8" 5'-11" 8'-1" - 22' 1'-0" 1'-0" 1'-0" 2-3" 4-11" 7'-11" - 1-0" 1-0" 2'-8" 4-11" 7'-2" 9'-5" - 24' 1'-0" 1'-0" 1•-0" 3._5" 6'_1" 9•_3" - 1•-0" 1•_9" 3'-11" 6'-2" 8'-5" 10'_10" _ 26' 1'-0" 1•-0.. 7-0" 4-6" 7•-4" 10•_7• - 1•-0" 3•-0" 5•_2" 7'_S. 2_8" 17_3" _ 28' 1'-0" 1'-0" 3'-1" 5'-8" 8'-7' 11'-11" - 2-0" 4-3" 6'-5" 8'-8" 10'-11" 13'-9" 30' 1'-0" 1'-9" 4-3" 6'-11" 9'-11" 13'-4" - 3'_3" 6'-6" T-8" 9'-11" 12-2" - - For SI: 1 inch=25.4 mm,1 foot=305 mm. /The hole locations listed above are valid for joists supporting only uniform loads.The total uniform load must not exceed 110 plf(e.g.,40 psf z ive Load and a 15 psf Dead Load,spaced up to 24 inches o.c.).The uniform Dead Load must be at least 10 p1f. Hole location is measured from the inside face of the nearest support to the center of a circular hole or to the center of radius of the nearest semi-circular end of an obround hole. 3Obround holes are not allowed for the LPI 26,LPI 450 and LPI 530 I-Joists. °Maximum hole diameter for circular holes is the Joist Depth less 4 inches,except the maximum hole diameter is 6 inches for 9I/2-inch-deepjoists,and 8 inches for 11 /6-inch-deep joists. Holes cannot be located in the span where designated"=,without further analysis by a design professional(see note 7 below). 6Clear Span has NOT been verified for these joists and is shown for informational purposes only.Verify that the joist selected will work for the span and loading conditions needed before checking hole location. Larger holes,greater uniform loads or nonuniform loads,and closer proximity to supports and other holes may be possible with further analysis (See Section 4.4 and the web hole shear equations listed in Table 10). ESR-1305 I Most Widely Accepted and Trusted Page 21 of 50 TABLE 8B-RECTANGULAR WEB HOLE CHART: 40 PSF LIVE LOAD,15 PSF DEAD LOAD,24"OC MAXIMUM JOIST SPACING JOIST CLEAR DISTANCE FROM END SUPPORT(feet-inches) DISTANCE FROM INTERIOR SUPPORT(feet-inches) JOIST DEPTH SPAN Maximum Hole Dimension:Depth or Width(inches) Maximum Hole Dimension:Depth or Width(inches) SERIES (in.) (ft) 2" 4" 6" 8" 10" 12" 14" 16" 2" 4" 6" 8" 10" 12" 14" 16" 6' 1-0" 1-0" 1-0" 1'-0" 1_0" 1-3" - - 1,-0" 1-0" 1,-0" 1-1" 1'-6" 1'-10" - - 8' 1'-0" 1'-0" 1-1" 1'-6" 1-11" 2'-5" - - 1-0" 1-0" 2'-0" 2'-4" 7-9" 3'-1" - - 10' 1'-0" 1'-0" 2'-3" 2'-8" 3'-2" 3,-9" - - 1-0" 1'-10" 3'-3" 3'-7" 4'-0" 4'-5" - - 12' 1-0" 1'-8" 3'-5" 3'-11" 4,-6" 5'-1" - - 1,-8" 3'-1" 4'-6" 4,-10" 5'-4" - - - 91/2" 14' 1-2" 7-10" 44_9" 5'-3" 5,_10" 6,-6" - 7-11" 4,-4" 5'-9" 6'-2" - - - 16' 7-3" 4'-0" 6,-0" 6'-7" T-3" - 4'-2" 5'-7" T-1" T-8" - - - 18' 3'-5" 5'-3" 7'-4" 8'-0" 8'-7" - - - 5'-5" 6'-10" 8'-6" - - - - - 20' 4._7" 6,-6" 8,_9" V-4" _ _ 6'8" 8 1" - - - - 6' 1-0" 1'-0" 1-0" 1'-0" 1'-0" - - - 1'-0" 1'-0" 1'-0" 1'-4"J 1-8" - - - 8' 1,-0" 1'-0" 1-0" 1-9" 2'-3" - - - 1-0" 1,_0" 1-4" 2'-7" 2'-11" - - - 10' 1'-0" 1-0" 1-5" 3,-0" 3'-6" - - - 1'-0" 1-5" 2'-7" 3'-10" 4'-2" - - - 12' 1-0" 1-2" 2'-7" 4,-3" 4'-10" - - - 1-5" 2'-8" 3'-10" 5'-1" 5-7" - - - 14' 1-0" 7-4" 3'-10" 5'-7" 6'-2" - - - 7-8" 3'-11" 5'-1" 6,-6" - - - - 1174" 16' 7-0" 3'-6" 5'-1" 6'-11" 7'-7" - - - 3'-11" 5'-2" 6.-4" - - - - 18' 3'-2" 4'-8" 6'-5" 8'-4" - 5'-2" 6'-5" T-7" - - - - 20' 4.-4" 5'-11" T-8" 6'-5" T-8" 9'-0" - - - 22' 5'-T 7-3" 9'-1" - - - - - T-8" 8'-11" 10'-6" - - - - - 24' 6'-9" 8'-6" 10,_5, - - - - - 8'-11" 10,_2" - - - - - - m 8' 1-0" 1-0" 1_0" 1_0" 1_0" 1-7" 7-4" - 1_0" 1.-0" 1-0" 1-0" 1-11" 2'-6" 3'-0" - u. co 10' 1,-0" 1'-0" 1'-0" 1'-0" 2'-1" 7-10, 3,_T, - 1'_0" 1,_0" 1._0" 1-4" 3'-2" 3,_9" 4,_3" r a 12' 1.-0" 14-0" 1-0" 1,_1" 3•-4" 4'-1" 4'-11" - 1-0" 1-0" 1-0" 2'-7" 4'-5" 5'-0" - - -1 14' 1,-0" 1-0" 1'-0" 7_3" 4'-7" 5'-5„ 6'-4" 1'-0" 1-0" 7-0" T-10" 5'-8" 6'-4" - - 1' 16' -0" 1-0" 1-3" 3'-5" 5'-11" 6'-9" - - :1'-0" 1'-5" 3'-3" 5'-1" 6'-11" F. ` -1 18' 1-0" 1'-0" 2'-5" 4'-7" 7'-3" 8'-2" - - 1-0" 2'-8" 4'-0" 6,-4" 8,-5" - - - 14" 20' 1,-0" 1'-6" 3'-6" 5'-10" 8'-7" 9'-6" - - 2'-1" 3'-11" 5'-9" 7'-7" - - - - 22' 1-0" 7-7" 4'-8" 7'-2" 9'-11" - - - 3'-4" 5'-2" 7'-0" 8'-10" - - - - 24' 1-8" 3'-8" 5'-11" 8'-5" 11,-4" - - - 4'-7" 6,-5" 8'-3" 10,-1" - - - - 26' 2'-9" 4'-10" 7-2" 9'-9" - - - - 5'-10" T_8" 9,-6' 11-5" - - - - 28' 3•_10" 6'-0" 8'-5" 11,_1" - - - - 7'-1" 8'-11" 10,_9" 17-11" - - - - 30' 5.-0" 7'-3" 9,-8" 17_5" - - - - 8'-4" 10,_2" 12'-0" 14'-4" - - - - 8' 1,-0" 1-0" 1-0" 1-0" 1'-0" 7-0" - - 1-0" 1'-0" 1,-0" 1-0" 1-1" 7-9" - - 10' 1-0" 1,-0" 1,_0" 1-0" 1,-2" 3'-3" - - 1•-0" 1,_0" 1,-0" 1,_0., 7-4" 4•_0" - - 12' 1,-0" 1•-0" ., 1,_0" 1,-0" 7-4" 4'_7" - - 1-0" 1_0" 1-0" 1-11" 3,_7" 5,-4" - - 14' 1-0" 1-0" 1,_0" 1,-6" 3'-6" 5'-11" - - 1'-0" 1,-0" 1'-6" 3'-2" 4'-10" - - - 16' 1-0" 1'-0" 1-0" 7-8" 4'-9" T-4" - - 1'-0" 1-1" 7-9" 4,-5" 6,-1" - - - 16" 18' 1,-0" 1-0" 1'-10" 3'-10" 6'-0" - - - 1-0" 7-4" 4,-0" 5_8" 7-4" - - - 20' 1,-0" 1-1" 3'4" 5,-0" 7,-4" - - - 1'-11" 3'-7" 5'-3" 6'-11" 8'-8" - - - 22' 1-0" 2'-2" 4'-1" 6'-3" 8'-8" - - - 3'-2" 4'-10„ 6'_6" 8'-2" 10._1" - - - 24' 1'-6" 3,-4" 5-4" 7'-6" 10._0" - - - 4,-5" 6'-1" 7'-9" 9'-5" 11'_7" - - - 26' 2'-7" 4,-5" 6'-6" 8'-10" 11-5" - - - 6-8" T-4" 9,-0" 10,4" - - - - 28' 3,-8" 5'-7" T_9" 10•_1" 17_9" - - - 6,-11" 8,-7" 10'-3" 17_0" - - - - 30' 4'-9" 6'-10" 9'-0" 11_5" 14'-2" - - - 8,-2" 9'-10,. 11-6" 13,_5, - - - - For SI: 1 inch=25.4 mm,1 foot=305 mm. See notes for Table 8B on page 28. ESR-1305 I Most Widely Accepted and Trusted Page 22 of 50 TABLE 8B(Continued)—RECTANGULAR WEB HOLE CHART: 40 PSF LIVE LOAD,15 PSF DEAD LOAD,24"OC MAXIMUM JOIST SPACING JOIST JOIST CLEAR DISTANCE FROM END SUPPORT(feet-Inches) DISTANCE FROM INTERIOR SUPPORT(feet-inches) SERIES DEPTH SPAN Maximum Hole Dimension:Depth or Width(inches) Maximum Hole Dimension:Depth or Width(inches) (in.) (ft) 2" 4" 6" 8" 10" 12" 14" 16" 2" 4" 6" 8" 10" 12" 14" 16" 6' l'-0" 1'-0" 1'-0" 1'-0" 1,-0" 1'-0" - - 1•-0.. 1'-0" 1'-0" 1'-0" 1,-3" 1'-8" - - 8' 1'-0" 1'-0" 1'-0" 1'-2" 1,-8" 2'-2" - - 1'-0" 1'-0" 1'-8" 2'-1" 2'-6" 2'-11" - - 10' 1'-0" 1'-0" 1'-10" 2'4" 2'.10" 3'-5" - - 1'-0" 1'-4" 2'-11" 3'-4" 3'-9" 4'-2" - 12' 1•-0" 1,-2" 3'-0" 3'-7" 4'-2" 4'-9" - - 1'-0" 2'-7" 4'-2" 4'-7" 5'-0" 5'-6" - - 9lz 14' 1'-0" 2'-3" 4•-3" 4,-10" 5-6" 6,-1" - 2'-3" 3'-10" 5'-5" 5'-10" 6'-5" - - - 16' 1'-7" 3'-5" 5-7" 6'-2" 6•_10" 7'-6" - - 3'-6" 5'-1" 6'-8" 7'-3" - - - - 18' 2,-8" 4._8" 6'-10" 7,-0" 8._2" - - - 4'-9" 6._4" 8._1" 8-8" - - - - 20' 3'-10" 5'-11" 8•_3" 8'-10" 9'-7" - - - 6'-0" 7'-7"7'-7" 9%6" - - - - - 6' 1•-0" 1,-0" 1•-0" 1._0" 1•-0" 1•_3" - 1•-0" 1•_0" 1•_0" 1•_1" 1•-6" 1'-11" - - 8' 1'-0" 1,-0" 1'-0" 1'-5" 1•_11" 2'-6" - - 1•-0" 1•-0" 1•-0" 2'-4" 2•_9" 3'-2" - - 10' 1•-0" 1'-0" 1'-0" 2'-8" 3'-2" 3'-9" - - 1'-0" 1'-0" 2'-3" 3'-7" 4•-0" 4'_5" - - 12' 1'-0" 1'-0" 2'-2" 3'-11" 4'-6" 5'-2" - - 1•-0" 2•_2" 3•_6" 4•_10" 5•_3" _ - - q ° 14' 1'-0" 1'-9" 3'-4" 5'-2" 5'-10" 6•-6" a 1174- -- N 16' 1'-4" 2'-10" 4._7" 6'-0" 7._2. - 3,-4 4._g., 6 0,. T_T - - - N j 18' 2'-5" 4'-1" 5'-10" 7'-11" 8'-7" - - - 4'-7" 5'-11" 7'-3" - - - - - u; 20' 3'-7" 5'-3" 7-2" 9'-3" - - - - 5'-10" 7'-2" 8'-6" - - - - - a 22' 4'-9" 6'6" 8'-5" 10'_8 7'-1" 8'-5" 9'-11" v24' 6'-0" 7'-9" 0-10" - - 8-4" 9.g„ 11.x., - - - - a 8' 1•-0" 1•_0" 1•_0" 1•_0" 1•_0" 1•_3" 2'_1" - 1'-0" 1•_0" 1•_0" 1•_0" 1•_7" 2'_2" 2'-10" - w 10' 1'-0" 1'-0" 1'-0" 1'-0" 1'-9" 2'-6" 3'-4" - 1'-0" 1,-0" 1'-0" 1,-0" 2'-10" 3'-5" 4,-1" - a 12' 1•-0" 1'-0" 1'-0" 1•-0" 2'-11" 3'-9" 4'-8" - 1•-0" 1•_0" 1•_0" 2'_1" 4•_1" 4•_8" 5•_5" - c�i 14' 1'-0" 1,-0" 1'-0" 1'-8" 4'-2" 5-0" 6'-0" - 1•-0" 1•-0" 1'-4" 3'-4" 5'-4" 5'-11" - - a 16' 1'-0" 1'-0" 1'-0" 2._10" 5'-5" 6'-4" 7'-4" - 1'-0" 1•-0" 2'-7" 4'-7" 6'-7" T-5" J ¢i14, 18' 1'-0" 1'-0" 1'-7" 4'-0" 6'-9" 7'-8" - - 1'-0" 1'-10" 3'-10" 5'-10" 7'-11" - - - N 20' 1'-0" 1'-0" 2'-9" 5'-2" 8'-1" 9'-1" - - 1'-1" 3'-1" 5'-1" 7'-1" 9'-4" - - - J22' 1' -0" 1'-T" 3'-10" 6'-5" 9%5• 10•_6" - - 2•%4" 4•,4" 6•-4" 8'-4" - - - - 24' 1'-0" 2'-8" 5'-1" 7-8" 10_10 - - 3'-7" 5'-T' T-7" 9'-7" = 26' 1'-7" 3'-10" 6'-3" 9'-0" 12•_2" - - - 4'-10" 610" 810" 10_10" o -- N 28' 2'8" 4'-11" T 6" 10%4" 13'-7" 6'-1" 8'-1" 10_1 12_2 a 30' 3'-9" 6'-1" 8'-9" 11'_8• 7'-4" 9'-4" 11•-4" 13'-7" J - - 8' 1'-0" 1.-0" 1%0" 1%0" 1%0" 1%9" 2%6" - 1%0" 1%0" 1%0" 1'_0" 1%0" 2'-7" 3•_2" - 10' 1,-0" 1'-0" 1'_0.. 1•-0" 1•_0" 2'-11" 3'-10" - 1'-0" 1•-0" 1•_0" 1•-0" 2,-0" 3'-10" - - 12' 1'-0" 1'-0" 1•-0" 1'-0" 1'-10" 4•_3" 5•_2" - 1•-0" 1•-0" 1•-0" 1'_5" 3•_3" 5-1" - - 14' 1'-0" 1'-0" 1,-0" 1•-0" 3•-0" 5•_7" - - 1•-0" 1•_0" 1-0" 2'-0" 4•-6" 6•-0" - - 16' 1,-0" 1'-0" 1'-0" 2•-0" 4'-3" 6'-11" - - 1'-0" 1'-0" 2'-0" 3'-11" 5•_9" - - - 16" 18' 1'-0" 1_0" 1'-1" 3'-1" 5'-6" 8'-3" - 1'-0" 1'-5" 3'-3" 5'-2" 7.-0" - - - 20' 1•-0" 1•_a" 2'_2" 4•-4" 6•_9" - - - 1•-0" 2•-8" 4•-6" 6•_5, 8•_3" _ - - 22' 1•-0" 1'-3" 3'-3" 5'-6" 8•-1" - - - 2'-1" 3'-11" 5'-9" 7'-8" 9•-6" - - - 24' 1'-0" 2'-4" 4,-5" 6•_9" 9_5" - - - 3'-4" 5•-2" T-0" 8'-11" 10'-11" - - - 26' 1%5" 3'-5" 5'-7" 8'-0" 10'-9" - -- 4'-7" 6%5" 8%3" 10%2" 12%5" 28' 2'-5" 4%6" 6'-9" 9'-3" 12'_1" - -- 5_10" 7'-8" 9%6" 11-5" 30' 3'-7" 5'-8" 8'-0" 10'_7" 13'_6" - -- 7-1" 8'-11" 10_9 12'-8" For SI: 1 inch=25.4 mm,1 foot=305 mm. See notes for Table 8B on page 28. ESR-1305 I Most Widely Accepted and Trusted Page 23 of 50 TABLE 8B(Continued)—RECTANGULAR WEB HOLE CHART: 40 PSF LIVE LOAD,15 PSF DEAD LOAD,24"OC MAXIMUM JOIST SPACING JOIST CLEAR DISTANCE FROM END SUPPORT(feet-inches) DISTANCE FROM INTERIOR SUPPORT(feet-inches) JOIST DEPTH SPAN Maximum Hole Dimension:Depth or Width(inches) Maximum Hole Dimension:Depth or Width(inches) SERIES (in.) (n) 2" 4" 6" 8" 10" 12" 14" 16" 2" 4" 6" 8" 10" 12" 14" 16" 12' 1-0" 1-0" 1-0" 1-0" 1-0" 1-1" 4•-6" - 1-0" 1-0" 1-0" 1-0" V-0" 2'-7" 5'-4" - 14' 1-0" 1-0" 1-0" 1-0" 1-0" 2'-2" 5'-10" - 1-0" 1-0" 1-0" 1-0" 1'-1" 3'-10" - - 16' 1-0" 1-0" 1-0" 1-0" 1-0" 3'-4" 7-3" - 1-0" 1-0" 1-0" 1-0" 7-4" 7-1" - - 18' 1-0" 1'-0" 1-0" 1-0" 1-5" 4•-7" - - 1-0" 1-0" 1-0" 1-0" 7-7" 7-4" - - 20' 1-0" 1-0" 1-0" 1-0" 7-6" 5'-10" - - 1-0" 1.-0" 1-0" 2'-2" 4'-10" 7'-7" - - 22' 1-0" 1-0" 1-0" 1-0" 3'-7" 7•-1" - - 1-0" 1-0" 1-0" 3'-5" 6'-1" 8'-10" - - 18" 24' 1-0" 1-0" V-0" 1-8" 4•-9" 8•-4" - - 1-0" 1-0" 7-0" 4•-8" 7-4" 10.-1" - - 26' 1-0" 1'-0" 1'-0" 2'-9" 6'-0" 9'-8" - - 1-0" 1-0" 3'-3" 5'-11" 8'-7" 11-5" - - 28' 1-0" 1-0" 1-0" 3'-11" 7-2" 11-0" - - 1-0" 1-9" 4'-6" 7-2" 9'-10" 12'-10" - - 30' 1-0" 1-0" 7-0" 7-0" 8'-5" 17-4" - - 1-0" 3'-0" 5'-9" 8'-5" 11.-1" 14•-3" - - 32' 1-0" 1-0" 3.-1" 7-2" 9•-8.. 13.-9" - - 1'-7" 4'-3" 7-0" 9'-8" 17-4" - - - 34' 1-0" 1-3" 4'-2" 7•-5" 10'-11" 15•-1" - - 2'-10" 5'-6" 8•-3" 10'-11" 17-7" - - - 12' 1-0" 1-0" 1-0" 1•-0" 1-0" 1-0" 2'-10" - 1,-0• 1-0" 1-0" 1-0" 1-0" 1-6" .1-0" - 14' 1-0" 1-0" 1-0" 1-0" 1-0" 1-0" 4'-1" - 1-0" 1-0" 1-0" 1-0" 1,-0" 7-9" 5,-3" - 16' 1-0" 1-0" 1-0" 1•-0" 1-0" 7-1" 7-4" - 1-0" 1-0" 1-0" 1-0" 1-6" 4'-0" 6•-6" 18' 1.-0" 1-0" 1•-0" 1-0" 1-0" 7-3" 7-7" - 1•-0" 1-0" 1-0" 1•-0" 7-9" 5.-3" 7-10" - 20' 1-0" 1-0" 1-0" 1-0" 1-6" 4-5" 7-11" - 1-0" 1,-0" 1-0.• 1-5" 4'-0" 7-6" 9'-3" - 22' 1-0" 1,-0" V-0" 1-0" 7-7" 7-8" 9'-4" - 1-0" 1-0" 1-0" 2.-8" 5-3" 7-9" - - 20" 24' 1-0" 1-0" 1-0" 1-0" 3'-9" 6'-11" 17-8" - 1-0" 1-0" 1-5" 3'-11" 7-6" 9'-0" - - 26' 1-0" 1'-0" 1-0" 2'-0" 4'-11" 8.-2" 17-1" - 1-0" 1-0" 7-8" 5'-2" 7-9" 17-3" - - 3 28' 1-0" 1-0" 1-0" 3'-1" 6'-1" 9'-5" 13'-5" - 1-0" 1-5" 3'-11" 6'-5" 9,-0" 11-6" - - a 30' 1-0" 1-0" 1-5" 4•-3" 7'-3" 10•-9" - - 1.-0" 2'-8" 5'-2" 7'-8" 10•-3" 17-9" - - N i0 32' 1-0" 1-0" 7-6" 7-4" 8'-6" 17-1" - - 1-5" 3'-11" 6'-5" 8'-11" 11-6" 14•-2" 4a 34' 1-0" 1•-0" 3•-7" 6'-6" 9•-9" 17-5" - - 7-8" 7-2" 7•-8" 10•-2" 12•-9" 17-7" - - " 16' 1-0" 1-0" 1-0" 1-0" 1'-0" 1-2" 3'-11" - 1-0" 1-0" 1-0" 1-0" 1-0" 7-2" 7-6" - o- 18' 1-0" 1.-0" 1-0" 1-0" 1•-0" 7-3" 5-2" - 1-0" 1-0" 1-0" 1-0" 7-0" 4•-5• 6•-9" - N 20' 1-0" 1•-0" 1-0" 1,-0" 1-0" 3'-5" 6•-6" - 1.-0" 1-0" 1-0" 1-0" 3•-3" 7-8" 7-0" - E: 22' 1-0" 1-0" 1-0" 1-0" 1-10" 4-7" 7'-9" - 1-0" 1-0" 1-0" 7-2" 4•-6" 7-11" V-3" - 24' 1-0" 1-0" 1-0" l'-0" 2'-11" 5'-9" 9'-1" - 1-0" 1-0" 1-0" 3'-5" 5'-9" 8'-2" 10'-8" - 26' 1-0" 1-0" 1-0" 1-5" 4•-0• 7-0" 10'-5" - 1-0" 1-0" 7-3" 4•-8" 7•-0 9,-5" 12'-1" - 22" 28' 1,-0" 1-0" 1-0" 7-6" 5'-2" 8.-3" 11-9" - 1-0" 1-2" 3'-6" 5'-11" 8'-3" 17-8" - - 30' 1-0" 1•-0" 1-0" 7-7" 6'-4" 9.-6" 13•-1" - 1-0" 2'-5" 4.-9" 7.-2" 9.-6" 11-11" - - 32' 1-0" 1.-0" 7-1" 4,-8" T-7" 10'-9" 14'-6" - 1-3" 7-8" 6'-0" 8'-5" 10.-9" 13'-2" - - 34' 1-0" 1-0" 3'-2" 5'-10" 8'-10" 12'-1" 15'-11" - 7-6" 4'-11" 7'-3" 9'-8" 12'-0" 14'-5" - - 36' 1,-0" 1-8" 4'-3" 7•-0" 10'-0" 17-5" 17'-3" - 7-9" 6'-2" 7-6" 10'-11" 17-3" 17-9" - - 38' 1-0" 2'-8" 7-4" 8'-2" 11-3" 14•-9" - - 7-0" 7-5" 9•-9" 12•-2• 14'-6" 17-3" - - 16' 1-0" 1-0" 1-0" 1-0, 1-0" 1-0" 2'-11" 5•-11" 1-0" 1-0" 1-0" 1-0" 1-0" 7-5" 4•-8" 7•-0. 18' 1-0" 1-0" 1-0" 1-0" 1-0" 1-6" 4•-1" 7•-3" 1-0" 1-0" 1-0" 1.-0" 1-5" 7-8" 5-11" - 20' 1-0" 1•-0" 1-0" 1-0" 1-0" 7-7" 5•-4" 8'-8" 1-0, 1-0" 1-0" 1-0" 2•-8" 4'-11" 7'-2" - 22' 1-0" 1-0" 1'-0" 1-0" 1-2" 7-8" 6'-7" 10•-0" 1.-0" 1-0" 1-0" 1-8" 3'-11" 7-2" 8'-5" - 24' V-0" V-0" 1-0" 1-0" 2-3" 4'-10" 7'-10" - 1-0" 1-0" 1-0" 2-11" 7-2• 7•-5" 9'-8" - 26' 1-0" 1-0" 1-0" 1•-0" 3'-4" 7-1" 9•-2" - 1-0• 1-0" 1'-11" 4'-2" 6'-5" 8'-8" 10'-11" - 24" 28' 1-0" 1.-0- 1-0" 1-11" 4.-6" T-3" 17-5• - 1-0" 1-0" 3•-2" 7-5• 7-8" 9'-11" 17-4" - 30' '1-0" 1-0" 1-0" 3,-0" 7-8" 8•-6" 11-9" - 1-0" 2'-2" 4'-5" 6'-8" 8'-11" 11-2" 17-9" - 32' 1-0" 1'-0" 1-8" 4'-2" 7-10" 9'-9" 13'-2" - 1-2" 3'-5" 5'-8" 7'-11" 10,-2" 17-5" 15-2" - 34' 1-0" 1-0" 7-9" 7-3" 7-0" 11-1" 14•-6" - 7-5" 4'-8" 6'-11" 9•-2• 11-5" 13•-8" - - 36' 1-0" 1-5" 3'-10" 6-5" 9•-3" 17-4" 15•-10" - 3'-8" 5'-11" 7-2" 10'-5" 12'-8" 14'-11" - - 38' 1-0" 7-5" 4'-11" 7'-7" 10'-6" 13'-8" 17'-3" - 4'-11" 7-2" 9'-5" 11-8" 13'-11" 16'-2" - For SI: 1 inch=25.4 mm,1 foot=305 mm. See notes for Table 8B on page 28. • ESR-1305 I Most Widely Accepted and Trusted Page 24 of 50 TABLE 8B(Continued)—RECTANGULAR WEB HOLE CHART: 40 PSF LIVE LOAD,15 PSF DEAD LOAD,24"OC MAXIMUM JOIST SPACING JOIST CLEAR DISTANCE FROM END SUPPORT(feet-inches) DISTANCE FROM INTERIOR SUPPORT(feet-inches) JOIST DEPTH SPAN Maximum Hole Dimension:Depth or Width(inches) Maximum Hole Dimension:Depth or Width(inches) SERIES (m.) (ft) 2" 4" 6" 8" 10" 12" 14" 16" 2" 4" 6" 8" 10" 12" 14" 16" 6' 1-0" 1.-0" 1-0" 1-0" 1-0" 1-0" - - 1-0" 1-0" 1-0" 1-0" 1-3" 1-8" - - 8' 1-0« 1-0" 1-0" 1-2" 1_8« 2-2" - - 1-0" 1-0" 1_8" 2-1" 2-6" 2-11" - - 10' 1'-0" 1'-0" 1'-10" 2-4" 2-10« 3•_5" - - 1•_0.• 1-4" 2-11" 34" 3'-9" 4'-2" - - 02" 12' 1-0" 1-2" 3'-0" 3•-7.• 4•-2" 4'-9" - - 1-0" 2._7" 4._2" 4._7" 5.-0" 5.-6" - - 14' 1'-0" 2-3" 4'-3" 4'-10" 5'-6" 6-1" - - 2-3" 3'-10" 5'-5" 5'-10" 6'-5" - - - 16' 1-7" 3'-5" 5'-7" 6'-2" 6'-10" 7'-6" 3'6" 5'-1" 6'-8" 7'-3" - - - 18' 2'-8" 4'-8" 6'-10" T-6" 8•-2" - 4'-9" 6'4" 8'-1" 8'-8" - - - m 20' 3'-10" 5'-11" 8'-3" 8'-10" 9'-7" - 6'-0" T-7" 9'6" - - - - N a 6' 1-0" 1-0" 1-0" 1-0" 1-0" 1-3" - - 1-0" 1-0" 1-0" 1'-1" 1-6" 1-11" - - 8' 1-0" 1-0" 1-0" 1-5" 1-11" 2-6" - - 1-0" 1-0" 1._0" 2'-4" 2-9" 3'-2" 10' 1-0" 1-0" 1-0" 2-8" 3'-2" 3'-9" 1'0" 1'-0" 2'-3" 3'-7" 4'-0" 4'-5" - 12' 1,-0" 1-0" 2'-2" 3'-11" 4'-6" 5'-2" 1-0" 2'-2" 3'-6" 4'-10" 5'-3" - - - 1171," 14' 1-0" 1•_9" 34" 5'-2" V-10" 6•-6" - - 2-1" 3'-5" 4'-9" 6'-1" - - - - 16' 1'-4" 2-10" 4'-7" 6'-6" 7'-2" - 3'4" 4'-8" 6'-0" T-7" - - - 18' 2-5" 4'-1" 5'-10" 7'-11" 8'-7" - -- 4'-7" 5'-11" 7'-3" - 20' 3'-7" 5'-3" 7'-2" 9'-3" - - - - 5•_10" 7'-2" 8'-6" - 22' 4'-9" 6'-6" 8'-5" 10.-8" 7'-1" 8'-5" 9'-11" - - 24' 6.-0.. T-9" 9'-10" 8.-4" 9._8.. 11-4" 6' 1-0" 1-0" 1-0" 1-0" 1-0" 1-0" 1'-0" 1'-D" 1'-0" 1'-0" 1'-3" 1'-8" - 8' 1•-0" 1-0" 1-0" 1-2" 1-8" 2-2" - - 1-0" 1-0" V-8" 2-1" 2-6" 2'-11" - - 10' 1-0" 1-0" 1-10" 2-4" 2-10" 3'-5" - - 1-0" 1'-4" 2-11" 3'-4" 3'-9" 4'-2" - - 9112" 12' 1•-0" 1•_2" 3'_0" " 3'-7" 4•_2" 4•_9" - - 1.-0" 2'-7" 4'-2" 4•_7" 5•-0" 6-6" - - 14' 1-0" 2-3" 4'-3" 4'-10" 5'-6" 6'-1" - - 2-3" 3'-10" 5'-5" 5'-10" 6'-5" - - - 16' 1-7" 3'-5" 5'-7" 6'-2" 6'-10" 7.-6" 3 6" 5'_1« 6.8" 7-3" - 18' 2-8" 4'-8" 6'-10" T-6" 8•-2" - 4'-9" 6'-4" 8'-1" 8-8" - 20' 3'-10" 5'-11" 8'-3" 6'-10" 9'-7" 6'-0" 7'-7" 9'6" - - - - 6' 1-0" 1-0" 1'-0" 1-0" 1-0" 1-3" - 1-0" 1-0" 1-0" 1-1" 1-6" 1-11" - - 8' 11-0" 1-0" 1-0" 1-5" 1-11" 2-6" - - 1-0" 1-0" -1_0" 2-4" 2-9" 3'-2" - - 10' 1'-0" 1-0" 1-0" 2'-8" 3'-2" 3'-9" - - 1-0" 1•-0" 2_3" 3•_7" 4'-0" 4'-5" - - 12' 1-0" 1'-0" 2'-2" 3'-11" 4'-6" 5'-2" - - 1-0" 2-2" 3'-6" 4'-10" 5'-3" - - - 117/e" 14' 1-0" 1-9" 3'-4" 5'-2" 5'-10" 6•-6" 2'-1" 3'-5" 4'-9" 6'-1" - 16' 1'4" 2-10" 4•_7•• 6'-6" 7'-2" - - - 3•-4" 4•_8" 6•-0" T-7" - - - - 18' 2-5" 4'-1" 5'-10" 7'-11" 8'-7" - 4'-7" 5'-11" 7'-3" - - - - 20' 3'-7" 5,_3« 7'-2" 9,_3« - 5'-10 T-2" 8.-0. 22' 4'-9" 6'-6" 8'-5" 10'-8" - - - - 7'-1" 8'-5" 9'-11" 24' 6'-0" 7'-9" 9'-10" - - - - - 8'-4" 9'-8" 11-4" - - - - - 8' 1-0" 1-0" 1'-0" 1-0" 1-0" 1-3" 2-1" - 1-0" 1-0" , 1-0" 1•_0" 1•_7• 2'-2" 2-10" - 10' 1,-0" 1-0" 1-0" 1�-0" 1._9" 2-6" 3.-4" - 1-0" 1._0" 1.-0" 1.-0" 2.-10" 3._5" 4'_1" - .* 12' 1-0" 1-0" 1-0" 1-0" 2'-11 3'-9" 4'-8" - 1-0" 1-0" 1-0" 2-1" 4•-1" 4'-8« 5•_5" - FL 14' 1'-0" 1-0" 1-0" 1-8" 4•_2" 5•_0" 6•_0" - 1-0" 1_0" 1-4" 3•-4" 5-4" 5'-11" - - 16' 1,-0" 1•-0" 1-0" 2-10" 5._5" 6•,4• 7•-4" - 1-0" 1-0" 2'-7" 4'_7• 6,-7' 7-5" - - 14" 18' 1•-0" 1-0" 1•_7" 4,-0" 6•_9" 7'-8" - - 1-0" 1-10" 3'-10" 5'-10" 7-11" - - - 20' 1-0" 1-0" 2'-9" 5'-2" 8•_1" 9•_1" - - 1•_1" 3•_1" 5•_1" 7-1« 9•-4" - - - 22' 1-0" 1-7" 3'-10" V-5" 9•_5" 10,_6" - - 2-4" 4•-4" 6'-4" 8•-4" - - - - 24' 1'-0" 2-8" 5'-1" 7-8" 10_10" - 3'-7" 5'-7 T-7" 9'-7" - - - 26' 1'-7" 3'-10" 6•-3" 9•-0" 12'-2" - - - 4'-10" 6'-10" 8'-10" 10'-10" - - - - 28' " 2-8" 4'-11" 7'-6" 10'-4" 13'-7" - - - 6'-1" 8'-1" 10•_1" 12_2" - - - - 30' 3'-9" 6'-1" 8'-9" 11'-8" - - - - 7'-4" 9'-4" 11'-4" 13•-7" - - - - 8' 1-0" 1•-0" 1•_0« 1•-0" 1•_0" 1•_9« 2-6" - 1.-0" 1-0" 1•-0" 1•_0" 1,_0" " 2-7" 3•_2" - 10' 1'-0" 1'-0" 1,-0" 1'-0" 1'-0" 2'-11" 3'-10" - 1-0" 1-0" 1-0" 1-0" 2-0" 3'-10" - - 12' 1-0" 1-0" 1-0" 1-0" 1-10" 4,_3« V-2" - 1-0" 1-0" 1-0" 1-5" 3•_3" 5•_1" - - 14' 1.-0" V-0" 1,-0" 1-0" 7-0" 5•-7" - - 1-0" 1-0" 1-0" 2'-8" 4'-6" 7-6" - - 16' 1•-0" 1•-0" 1•-0" 2•-0" 4•-3" 6'-11" - - 1.-0" 1•_0" 2-0" 3'-11" 5'-9" - - - 16" 18' 1'-0" 1,-0" 1'-1" 3'-1" 5'-6" 8•-3" - - 1'-0" 1'-5" 3'-3" 5'-2" 7-0" - - - 20' 1'-0" 1'-0" 2'-2" 4'-4" 7-9" - - - 1.-0« 2._8" 4.-0" 6'-5" 7-3" - - - 22' 1'-0" 1'-3" 7-3" 7-6" 8'-1" - - - 2•_1" 7_11" 7_9" 7'-8" 9'-6" - - - 24' 1•-0" 2'-4" 4,_5" 6_9" 9•-5" - - - 3'-4« 5'-2" 7-0" 8'-11" 17-11" - - - 26' 1'-5« 7_5" 7_7" 8•_0" 17_9" - - - 4•_7" 6'-5" 8•_3" 17_2" 12•-5" - - - 28' 2'-5" 4'-6" 7_9" 9'-3" 12'-1" - - - 5'-10" 7'-8" 7-6" 11'-5" - - - - 30' 3'-7" 5'-8" 8'-0" 10_7 17-6" T-1" 7-11" 10'-9" 12'-8" - - - For SI: 1 inch=25.4 mm,1 foot=305 mm. See notes for Table 8B on page 28. • ESR-1305 I Most Widely Accepted and Trusted Page 25 of 50 TABLE 8B(Continued)--RECTANGULAR WEB HOLE CHART: 40 PSF LIVE LOAD,15 PSF DEAD LOAD,24"OC MAXIMUM JOIST SPACING JOIST JOIST CLEAR DISTANCE FROM END SUPPORT(feet-inches) DISTANCE FROM INTERIOR SUPPORT(feet-inches) SERIES DEPTH SPAN Maximum Hole Dimension:Depth or Width(inches) Maximum Hole Dimension:Depth or Width(inches) (in.) (ft.) 2" 4" 6" 8" 10" 12" 14" 16" 2" 4" 6" 8" 10" 12" 14" 16" 6' 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-3" - - 1-0" 1'-0" 1'-0" 1'-1" 1.-6" 1'-11" - - 8' 1-0" 0-0" 1•-0" 1'-5" 1'-11" 76" - - 1•-0" 0_0" 1,-0" 74" 79" 72" - - 10' 1'-0" 1'_0" i'-0" 7_8' 72" 79" - - 1'_0" 1•-0" 7_3" 77" 4•_0" 4'_5, - - 12' 1'-0" 1•-0" 2'-2" 3'-11" 4•_6" 5-2" - - 1•-0" 72" 3•-6" 4,_10" 7_3" - - - 117i8' 14' 1._0" 1-9" 3.-4" 5•_2" 5'-10" 6'-6" 2'-1" 3'-5" 4'-9" 6'-1" - - 16' 1'-4" 2'-10" 4'_7" 6.-0" 7-2" - _ - 3.-4" 4.-8" 70" 7,_7" _ _ - - 18' 2'-5" 4_1" 710" T-11" 8'-7" - - - 4'-7" 5'-11" 7-3" - - - - - 20' 3'-7" 5-3" 7-2" 9'-3" - - - - 5'-10" 7'-2" 8'-6" - - - - - 22' 4'-9" 6'-6" ` 8•-5" 178" - - - - 7-1" 8'-5" 9'-11" - - - - - 24' 70" T-9" 9'-10" - - - - - 8,-4" 78" 11.-4' - - - - - 8' 1'-0" 1,_0" 1'-0" 1'-0" 1'-0" 1'-3" 2'-1" - 1,-0" 0-0" 1•_0" 1•-0" 14-7" 7_2" 2'-10" - 10' 1'-0" 1,-0" 1-0" 1,-0" 1•_9" 7-6" 74" - 1•-0" 0_0" 1-0" 1•-0" 2'-10" 3'-5" 4'_1" - 12' 1.-0" 1,-0.. 1._0„ 1'-0" 2'-11" 3'-9" 4'-8" - 1.-p" 1._0" 1,_0" 2.-1" 4,-1" 4,_8" 75" 14' 1'-0" 1'-0" 1'-0" 0_8" 4•_2" 70" 70' - 1•_0" 1,-0" 1•-4" 74" 74" 5'-11" - - 16' 1'-0" 1'-0" 1'-0" 2,_10" 5'-5" 6'-4" T-4" 1'-0" 1'-0" 2•-7" 4'-7" 6'-7" 7'-5" - Co - "' 18' 1-a" 1'-0" 1'-7" 4'-0" 79" T-8" 1'-0" 1'-10" 3'-10" 5'-10" T-11" K 14" - J 20' 1'-0" 1'-0" 2'-9" 5'-2" 8'-1" 9'-1" - - 1•_1" 3'_1" S'_1" 7'_1" 9'-4" _ - - `- 22' 1'-0" 1'-7" 3'-10" 6'-5" 9'-5" 10_6" 2'4" 4'4" 6'4" 8'4" M - ii 24' 1'-0" 2'-8" 5'-1" T-8" 10'10" - 3'-7" 5'-7" T-7" 9'-7" - - J - 26' 1'-7" 3'-10" 6'-3" 70" 17-2" - - - 4'-10" 6'-10" 8'-10" 10'-10" - - - - 28' 78" 4'-11" 7'-6" 10'-4" 13'-7" - - - 6'-1" 8'-1" 10'-1" 12•-2" - - - - 30' 3'-9" 6'-1" 8'-9" 11.-8" 7'-4^ 9'-4" 11'4" 177" - - - - 8' 1-0" 1'-0" 1,-0" 1•_0" 1'_0" 1'_9" 2'-6" - 1'-0" 1'-0" 1'-0" 1•-0" 1'-0" 2'-7" 3'-2" - 10' 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 2'-11" 3'-10" - 1'-0" 1'-0" 1,-0" 1,-0" 2'-0" 3'-10" - - 12' 1'-0" 1'-0" 1'-0" 1'-0" 1'-10" 4•_3" 5._2" - 1•-0" 1•_0" 1'_0" 0_5" 7_3" 7_1" - - 14' 1'-0" 1'-0" 1'-0" 1•_0" 7_0" 7_7" - - 1'-0" 1'-0" 0_0" 78" 4•-6" 76" - - 16' 1'-0" 1'-0" 1'-0" 7-0" 4,_3" 6•_11" - - 1'-0" 1'-0" 2'-0" 3'-11" S'-9" - - - 16" 18' V_0" 1'_0" 1,-1" 71" 5-6" 8'-3" - - 1'-0" 1'_5" 73" S.-2" 7'-0" - - - 20' 1.-0" 1.-0" 2._2„ 4'-4" 6,_9" - - - 1.-0" 2._8" 4'-6' 75" 7-3" _ - - 22' 1'-0" 1.-3" 73" 5.-0" 8.-1" - - - 2._1" 3'-11" 5'-9" 7_8" 9'_6" _ - - 24' 1'-0" 2.-4" 4'-5" 6'-9" 7-5" - - - 74" 7-2" 7'-0" 7-11" 1711" - - - 26' 1'-5" 3'-5" 5'-7" 70" 10._9" - - - 4'-7" 6'-5" 8'-3" 17-2" 17-5. - - - 28' 2'-S" 4,-6" 6.-9" 9'-3" 12._1" - - - 5-10" 7.-8" 9-6" 1t._5" - - - - 30' 3'-7" 5-8" 0" 10•_7• 13,-6" - 7-1" 8'-11" 10•_9" 12•_8" - - - - 8•- For SI: 1 inch=25.4 mm,1 foot=305 mm. See notes for Table 88 on page 28. ESR-1305 I Most Widely Accepted and Trusted Page 26 of 50 TABLE 8B(Continued}-RECTANGULAR WEB HOLE CHART: 40 PSF LIVE LOAD,15 PSF DEAD LOAD,24"OC MAXIMUM JOIST SPACING JOIST JOIST CLEAR DISTANCE FROM END SUPPORT(feet-inches) DISTANCE FROM INTERIOR SUPPORT(feet-inches) SERIES DEPTH SPAN Maximum Hole Dimension:Depth or Width(inches) Maximum Hole Dimension:Depth or Width(inches) (i m) (ft.) 2" 4" 6" 8" 10" 12" 14" 16" 2" 4" 6" 8" 10" 12" 14" 16" " 12' 1-0" 1-0" 1-0" 1-0" 1-0" ' 1-1" 4•-6" - 1-0" 1-0" 1-0" 1-0" 1-0" 2-7" 5'-4" - 14' 1-0" 1-0" 1-0" 1-0" " 1-0" 2-2" 5'-10" - 1-0" 1-0" 1-0" 1-0" 1-1" 3'-10" - 16' 1-0" 1'-0" 1-0" 1-0" 1-0" 3,-4" 7•-3" - 1-0" 1-0" 1-0" 1-0" 2'-4" 5'_1" 18' 1'-0" 1-0" 1-0" 1-0" -1-5" 4'-7" - - 1-0" 1-0" 1-0" 1-0" 3,_7" 6'-4" - - 20' 1-0" 1,-0" 1-0" 1-0" 2-6" 5'-10" - - 1-0" 1-0" 1-0" 2-2" 4'-10" 7'-7" - - 18" 22' 1-0" 1-0" 1._0" 1-0" - 3._7" T-1" - - 1-0" 1-0" 1-0" 3'-5" 6'-1" 8'-10" 24' 1-0" 1-0" 1,_0" 1,_8" 4,-9" 8-4" - - 1-0" 1-0" 2'-0" 4'-8" 7,-4" 10._1" - - 26' 1-0" 1'-0" 1-0" 2-9" 6'-0" 9'-8" - - 1-0" 1-0" 3'-3" 5•_11" 8'-7" 11_5, - - 28' 1-0" 1-0" 1-0" 3'-11" 7'-2" 11•_0" - - 1-0" 1-9" 4.-6" T-2" 9'-10" 12-10" 30' 1-0" 1-0" 2-0" 5•-0" 8.-5• 12-4" - - 1-0" 3,-0" 5•-9" 8'-5, 11_1" 1,1_3,• - - 32' 1-0" 1-0" 3'_1" 6.-2, 9._8" 13.-9" - - 1-7" 4'-3" 7.-0" 2-8" 12-4" - - - 34' 1-0" 1.-3" 4'-2" 7'-5" 10'-11" 15'_1" - - 2_10" 6_6" 8•-3" 10._11•, 13'-7" - - 12' 1'-0" 1'-0" 1-0" 1'-0" 1-0" 1-0" 2-10" - 1-0" 1-0" 1-0" 1-0" 1-0" 1-6" 4•_0" - 14' 1-0" 1-0" 1-0" 1-0" 1,-0" 1-0" <1_1" - 1-0" 1-0" 1-0" 1-0" 1-0" 2-9" 5'-3" - 16' 1-0" 1-0" 1-0" 1-0" 1-0" 2-1" 5-4" - 1-0" 1,-0" 1-0" 1,-0„ 1-6" 4'-6" 6•-6" 18' 1'-0" 1'-0" 1-0" 1'-0" 1-0" 3•_3" 6,_7" - 1-0" 1-0" 1•-0" 1,_0" 2-9" 5'-3" 7'-10" - 20' 1-0" 1,-0" 1-0" 1-0" 1-6" 4,-5" 7'-11" - 1-0" 1,,A" 1-0" 1-5" 4'-0" 6•-6" 94-3" 20" 22' 1-0" 1,-0,. 1-0" 1,-0" 2'-7" 5'-8" 9'-4" - 1,-0" 1,-0" 1-0" 2-8" 5•-3" T-9" - 24' 1-0" 1-0" 1,-0" 1-0" 3'-9" 6'-11" 10,-8" 1,-0" 1-0" 1-5" 3'-11" 6,-6" 9.-0" 26' 1-0" 1-0" 1,-0" 2-0" 4'-11" 8'-2" 12_1" - 1•-0" 1,-0„ 2'-8" 5•_2" 7•_9" 10•-3" - - 28' 1-0" 1,-0" 1'-0" 3'-1" 6'-1" 9'-5" 13,_5, - 1-0" 1-5" 3'-11" 6'-5" 9•-0" 11-6" - - QS 30' 1-0" 1'-0" 1'-5, 4•_3" 7•-3" 10•-9" - - 1•-0" 2-8" 5'-2" 7-8" 10•_3" 12-9" - - "' 32' 1-0" 1-0" 2-6" 5-4" 8-6" 12_1" 1'-5" 3'-11" 6'-5" 8'-11" 11-6" 14'-2" - F. 34' 1,-0" 1-0" 3'-7" 6•-6" 2_9" 13,-5" - 2'-8" 5'-2" 7'-8" 10•-2" 12_9" 15'_7" - - 'O 16' 1-0" 1,_0" 1,-0" 1•-0" 1-0" 1-2" 3'-11" - 1-0" 1-0" 1-0" 1-0" 1-0" 3,-2" 5'-6" �a 18' 1'-0" 1-0" 1-0" 1-0" 1,-0" 2'-3" 5-2" - 1,_0" 1,-0" 1'-0" 1'-0" 2-0" 4'-5" 6'-9" - -,20' 1•-0" 1-0" 1,_0„ 1'-0" 1•_0" 3'-5" 6,_6" - 1-0" 1,-0" 1-0" 1-0" 3,_3" 5,_8" 6•-0" 22' 1-0" 1-0" 1_0" 1-0" 1-10" 4'-7" 7'-9" - 1-0" 1-0" 1-0" 2_2" 4•-6" 6'-11" 9'-3" - 24' 1-0" 1-0" 1-0" 1-0" 2-11" 5•_9" 9,_1" - 1-0" 1,_0" 1,-0" 3'-5" 5-9" 8,_2" 10•_8" - 22" 26' 1-0" 1-0" 1-0" 1-5" 4•_0" 7'-0" 10•_5• - 1,_0" 1-0" 2-3" 4'_8" 7•_0" 9'-5" 12_1" - 28' 1-0" 1-0" 1'-0" 2-6" 5'-2" 8'-3" 11-9" - 1,-0" 1'-2" 3'-6" 5'-11" 8'-3" 10,_8" - - 30' 1'-0" 1-0" ' 1-0" 3'-7, 6'-4" 9•-6" 13•_1" - 1-0" 2'-5" 4,_9" 7'-2" 9•-6" 11-11" - - 32' 1-0" 1-0" 2._1" 4•-8" 7'-7" 10•_9" 14'-6" - 1-3" 3'-8" 6'-0" 8'-5" 10•_9" 13•_2" - - 34' 1,-0" 1,_0" 3'-2" 5'-10" 8'-10" 12_1" 15-11" - 2.6" 4.-11" 7•_3" 9-8" 12-0" 14'-5" - - 36' 1-0" 1'-8" 4'-3" 7-0" 10,_0" 13,-5• 17'-3" - 3,_9" 6•-2" 8'-6" 10'-11" 13'-3" 15._9" - - 38' 1-0" 2-8" 5'-4" 8'-2" 11•_3" 14•-9,. 5•-0" 7-5. 9,-9" 1T-2" 14,_6" 174-3" - - 16' 1-0" 1-0" 1'-0" 1,-0" 1'_0" _ 1-0" " 2-11" 5•_11" 1,-0" 1-0" 1,-0" 1-0" 1-0" 2-5" 4•-8" 7-0" 18' 1-0" 1-0" 1-0" 1-0" 1'-0" 1-6" 4•-1" 7_3" 1-0" 1-0" 1,4" 1,_0" 1-5" 3'-8" 5'-11" - 20' 1,-0" 1•-0" 1•-0" 1,_0" 1•-0" 2-7" 5•-4" 8,_8" 1•-0" 1,-0" 1,-0" 1-0" 2-8" 4'-11" T-2" - 22' 1'-0" 1-0" 1-0" 1-0" 1,_7, 3,_8" 6'-7" 10.-0" 1•-0"_ 1•-0" 1-0" 1-8" 3•_11" 6•_2" 8,-5, - 24' 1•.0" 1'-0" 1'-0" 1•-0" 2-3" ' 4•-10" 7_10" - 1-0" 1-0" 1,-0" 2-11" 5'-2" T-5. 2-8" - 24" 26' 1-0" 1,-0" 1•-0" 1-0" 3,•4" 6•_1" 9'-2" - 1-0" 1,-0" 1-11" <1_2" 6-5, 8,-8" 10•-11„ - 28' 1-0" 1-0" 1-0" 1-11" 4'-6" 7'-3" 10'-5" - 1-0" 1-0" 3'-2" 5'-5" 7-8" 9'-11" 12-4" - 30' 1-0" 1'-0" 1-0" 3'-0" 5-8" 8•-6" 11-9" - 1-0" 2-2" 4•_5" 6•-8" 8'-11" 11-2" 13•_9" 32' 1'-0" 1-0" 1-8" 4'-2" 6'-10" 9'-9" 13,_2" - 1-2" 3'-5" 5'-8" 7'-11" 10•_2" 12'-5" 15'-2" - 34' 1-0,• 1-0" 2_9" 5•_3" 8,-0" 11-1" 14•_6" - 2-5" 4•_B" 6'-11" 9,-2" 11-5" 13•_8" - - 36' 1-0" 1-5" 3,-10" 6'-5" 2-3" 12-4" 15'-10" - 3'-8" 5'-11" 8'-2" 10'-5" 12'-8" 14'-11" - - 38' 1-0" 2-5" 4'-11" 7'-7" 10'-6" 13'-8" 1T-3" - 4'-11" 7'-2" 9'-5" 11-8" 13'-11" 16'-2" - - For SI: 1 inch=25.4 mm,1 foot=305 mm. See notes for Table 8B on page 28. ESR-1305 I Most Widely Accepted and Trusted Page 27 of 50 TABLE 8B(Continued)—RECTANGULAR WEB HOLE CHART: 40 PSF LIVE LOAD,15 PSF DEAD LOAD,24"OC MAXIMUM JOIST SPACING JOIST JOIST CLEAR DISTANCE FROM END SUPPORT(feet-inches) DISTANCE FROM INTERIOR SUPPORT(feet-inches) SERIES DEPTH SPAN Maximum Hole Dimension:Depth or Width(inches) Maximum Hole Dimension:Depth or Width(inches) (in.) (ft-) 2" 4" 6" 8" 10" 12" 14" 16" 2" 4" 6" 8" 10" 12" 14" 16" 6' 1-0" 1'-0" 1'-0" 1-0" 1'-0" 1•-3" - - 1•-0" 1,-0" 1•_0" 1•_2" 1•-6" 1'-10" - - 8' 1•-0" 1'-0" 1-1" 1'-6.. 7_0" 2'-6" - - 1.-0" 1%0" 2•-0" 2,_5" 7_9'. 3•_1" - - 10' 1'-0" 1'-0" 2'-3" 2'-9" 3'-3" 3'-9" 1,-0" 1'-10" 3'-3" 3'-8" 4'.0" 4'.5" - - 91/2 12 1 '-0" 1'-8" 3'-6" 4•-0" 4'-6" 5'-1" - - 1'-8" 3'-1" 4'-6" 4'-11" 5'-4" - - - 14' 1-3" 2'-10" 4'-9" 5'-4" 5'-10" 6'-6" - - 2'-11" 4'-4" 5'-9" 6'-3" - - - - 16' 2%4" 4._1" 6._1. 6'_6' 7.3" - -- 4'2" 5%7" 7%1" T 8" - 18' 3'_6" 5.4.E 7,_5" 8•_0" - - - - 5'-5" 6'-10" 8'-7" - - - - - 20' 4-8 6-7' 8._9. 9._5" - - g.-0" 8'1 - - - - - 6' 1'-0" 1.-0" 1._0" 1'-0" 1.-0" - 1%0" 1._0" 1.-0" 1.-4" 1._9" - - - 8 1-0" 1'-0" 1'-0" 1'-9" 2'-3" - - - 1'-0" 1'-0" 1'-5" 2'-7" 3•-0" - - - 10' 1'-0" 1%0" 1%6" 3'-0" 3•-6" - - - 1'-0" 1'-5" 2'-8" 3'-10" 4'-3" - - - 12' 1•-0" 1•_3" 2,_8" 4'-4" 4'-10" - - - 1•_6" 2•_8" 3•-11" 5'-1" - - - - 117/e' 14' 1'-0" 2'-4" 3'-10" 5'-7" 6'-3" - - - 2•_9" 3,-11" 5•_2" 6'-6" - - - - 16' 2'-1" 3'-6" 5._2" 7._0" 7•-7" - - - 4'-0" 5'_2„ 6'-5" - - - - - 18' 3,_3„ 4%9" 6%5" 8%4" - 5'_3" 6_6„ 7,_6. - - - - - 22' 5-7" 7'_3" 9._1" - - - - - 7'-9" 8'-11" 10._6. - - - - - 24' 6•_10" 8'-7" 10•_5" - - - - - 9'-0" 10,_2" - - - - - - 8' 1•-0" 1'-0" 1'-0" 1'-0" 1'-7" 2'-2" 1'-0" 1'-0" 1'-0" 1'-0" 2'-5" 2'-11" - - 10' 1'-0" 1'-0" 1'-0" 1,-0" 2'-10" 3'-5" - - 1'-0" 1'-0" 1'-0" 2'-2" 3•-B" 4'-2" - - 0 "' 12' 1'-0" 1'-0" 1'-0" 2'-1" 4'-1" 4'-9" 1'-0" 1'-0" 1'-11" 3'-5" 4'-11" v - - a 14' 1'-0" 1'-0" 1'-5" 3'-3" 5'-5" 6'-2" - - 1-0" 1'-8" ` 3'-2" 4'-8" 6'-4" - - - J 16' 1'-0" 1-0" 2'-7" 4'-6" 6'-9" 7'-6" - - 1-4" 2'-11" 4'-5" 5'-11" - - - 14" - 18 1 0 2.-0" 3_9" 5'_9' 8'-1" - 2'7" 4'2" 5'8" 7,2,. - - - 20' 1'5" 3'-1" 4'-11"' T-1" 9'-6" - - - 3'-10" 5'-5" 6'-11" 8'-5" - - - - 22' 2,-6" 4.-3" 6.-2" 8,-4" - - - - 5'-1" 6'-8" 8'-2" 9'-10" - - - - 24' 3'-7" 5'-5" T-5" 9'-8" - - - - 6'-4" 7'-11" 9'-5" 11•_3" - - - - 26' 4._9" 6._8" 8._9" 11._1" - - - - 7•-7" 9'-2" 10'-8" - - - - - 28' 5'-11" 7'-11" 10'-0" 12'-5" - - - - 8'-10" 10'-5" 11'-11" - - - _ _ 30' 7-1" 9'-2" 11%4" 13'-10" - - - - 10,_1• 11•_8" 13•-4" - - - - - 8' 1'-0" 1•-0" 1•-0" 1•-0" 1-0" 2-6" - - 1'-0" 1'-0" 1'-0" 1•_0" 1•_9" 3•_2. - - 10' 1-0" 1-0" 1_0" 1-0" 1-11" 3'-10" - - 1-0" 1-0" 1,_0" 1•-8" 3•_0" 4,-6" - - 12' 1,_0" 1'-0" 1'-0" 1'-6" 3'-2" 5'-2" - - 1'-0" 1'-0" 1'-6" 2'-11" 4'-3" - - - 14' 1._0" 1._0" 1.-0" 2'-7" 4%5" - - - 1.-0" 1.-4" 2._9" 4,_2" 5.-6" - - - 16' 1'-0" 1'-0" 2'-1" 3'-10" 5'-8" - - - 1•_3" 7-7" 4•_0" 5._5" 6,_9" - - - 16" 18' 1-0" 1'-8" 3'-3" 5'-0" 7-0" - - - 2-6" 3'_10" 5•_3" 6•-8" 8'_2" - - - 20' 1'-3" 2'-9" 4'-5" 6'-4" 8'-5" - - - 3'-9" 5-1" 6'-6" 7'-11" - - - - 22' 2'-4" 3'-11" 5•-8" 7•-7" 9%9" 5'-0,. 6,4" 7._9„ 9.2., - - - 24' 3'-5" 5'-1" 6'-11" 8'-11 11'_2 6-3" 7'-7' 9-0 10'6" 26' 4'-7" 6'-4" 8'-2" 10'_3" 12-6" - - - 7•-6" 8'-10" 10•_3" 11,-11" - - - - 28' 5-9" 7'-6" 9'-5" 11'-7" - - - - 8'-9" 10'-1" 11'-6" 13'-4" - - - - 30' 6•_11" 8'-9" 10,_9" 12._11" - - - - 10•_0" 11•-4" 12.-9" - - - - - For SI: 1 inch=25.4 mm,1 foot=305 mm. See notes for Table 8B on page 28. r ESR-1305 I Most Widely Accepted and Trusted Page 28 of 50 TABLE 8B(Continued)—RECTANGULAR WEB HOLE CHART: 40 PSF LIVE LOAD,15 PSF DEAD LOAD,24"OC MAXIMUM JOIST SPACING JOIST JOIST CLEAR DISTANCE FROM END SUPPORT(feet-inches) DISTANCE FROM INTERIOR SUPPORT(feet-inches) SERIES DEPTH SPAN Maximum Hole Dimension:Depth or Width(inches) Maximum Hole Dimension:Depth or Width(inches) (in.) (ft.) 2" 4" 6" 8" 10" 12" 14" 16" 2" 4" 6" 8" 10" 12" 14" 16" 6' 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1-0" - - 1'-0" 1'-0" 1'-0" 1'-0" 1'-3" 1'-8" - - 8' 1'-0" 1'-0" 1'-0" 1'-2" 1'-8" 2-2" - - 1'-0" 1'-0" 1'-8" 2-1" 2'-6" 2-11" - - 10' 1'-0" 1'-0" 1'-10" 2-4" 2-10" 3'-5" - - 1•-0" 1,-4" 2-11" 3•-4" 3•_9" 4'_2" - - 12' 1'-0" 1'-2" 3'-0" 3'-7" 4'-2" 4'-9" - - 1-0" 7_7" 4,_2" 4'_7" 5,_0" 5•-6" - 91/2" 14' 1'-0" 2'-3" 4'-3" 4'-10" 5'-6" 6'-1" - - 2'-3" 3'-10" 5-5" 5'-10" 6'-5" 16' 1'-7" 3'-5" 5'-7" 6'-2" 6._10" T-6" 3'6" 5'-l" 6'-8" T-3" - - - 18' 2'-8" 4'-8" 6'-10" 7•-6" 8'-2"_ - 4_9" 6 4" 8_1" 8-8" - - 20' 3'-10" 5'-11" 8'-3" 8'-10" 9'-7" - 6'-0" T-7" 9'6" - - - 6' 1-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-3" - - 1,-0" 1,_0" 1,-0" 1•_1" 1•-6" 1'-11" - - 8' 1,-0" 1'-0" 1'-0" l'-5" 1'-11" 7-6" 1_0 1_0" 1_0" 2 4" 2.8" 3.2" - 10' 1'-0" 1'-0" 1'-0" 2'-8" 3'-2" 3'-9" 1'-0" 1'-0" 2'-3" 3'-7" 4'-0" 4'-5" - 12' 1'-0" 1'-0" 2'-2" 3'-11" 4'-6" 5'-2" - - 1'-0" 2'-2" 3'-6" 4'-10" 5'-3" - - r 14' 1,-0" 1•_9" 3'-0" 5,_2" 5'-10" 6'-6" - - 2'-1" 3,-5" 4•-9" 6,-1" - - - 117/0" 16' 1.-4" 2-10" 4'-7" 6,_6" 7'-2" 3.4• 4,8• 6,0.• 7,7 18' 2'-5" 4'-1" 5'-10" 7'-11" 8'-7" - - 4'-7" 5'-11" 7-3" - - 20' 3.-7" 5'-3" 7-2" 9'-3" - - - - 5'-10" 7'-2" 8'-6" - - - - - 22' 4._9" 6'-0" 8._5" 10,_8" - - - - 7-1" 8'-5" 9'-11" - - - - - 24' 6`-0" 7'-9" 9,-10" - - - - - 8'-4" 9'-8" 11'-4" - - - - - 8' 1'-0" 1'-0" 1'-0" 1,-0" 1'-3" 1•_10" 2'-7" - 1,-0" 1'-0" 1'-0" 1'-0" 2'-2" 2'-8" 3'-2" - 0 1• 10' 1'-0" 1'-0" 1'-0" 1'-0" 2'-5" 3'-1" 3'-10" - 1.-0" 1'-0" 1'-0" 1'-8" 3'-5" 3'-11"' - - 12' 1.-0" _0" 1'_0" 1•-6" 3'-8" 4•_5" 5•_2" - 1,-0" 1•-0" 1,_3" 7-11" 4'-8" 5'-2" - - 4n 14' 1'-0" 1'-0" 1'-0" 2'-8" 4'-11" 5'-9" - - 1•-0" 1•-0" 7-6" 4'-2" 5,-11" - - - 16' 1,-0" 1'_0" 1'-10" 3'-11" 6'-3" 7'-1" - - 1.-0" 7_1" 3•_9" 5•_5" 7.-4" - - - 14" 18' 1,-0" 1'-1" 3'-0" 5'-1" 7'-7" 8,-6" 1'-8" 3'4" 5'-0" 6'-8" - 20' 1'-0" 2'-2" 4'-2" 6'-5" 9._0" - - - 2-11" 4•_7" 6'-3" 7'-11" - - - - 22' 1'-5" 3'-4" 5.-4" T_8" 10.-4" - - - 4'-2" 5,-10" T-6" 9•_2" - - - - 24' 2.-6" 4'-5" 6•-7" 9.-0" - - - - 5'_5" 7-1" 8'-9" 10._7" - - - - 26' 3'-7" 5'-8" T-10" 10.-4" - - - 6'-8"- 8'-4" 10_0 12'_0" - 28' 4'-9" 6'-10" 9'-1" 1V-8" - - 9'-7' 1V-3" 13'_6" 30' 5•_11" 8'-1" 10,_5" 13'_0" - - - - 9'-2" 10'-10'. 17-6" - - - - " - 8' 1,-0" 1,_0" 1•_0" 1,_0" 1'_0" 2'-3" - - 1•-0• 1,-0" 1,_0" 1•_0" T_5" 2'-11" - - 10' 1,-0" 1'-0" 1•_0" 1'-0" 1•-6" 3•-6" - - 1•-0" T_0" ' 1,-0" 1._1" 2'-8" 4,-2" - - 12' 1'-0" 1-0" 1'-0" 1.-0" 2'-8" 4'-10" - - 1•_0" 1,_0" 1._0" 2-4" 3'-11" - - - 14' 1'-0" 1'-0" 1'-0" 2'-0" 3'-11" 6'-2" - - 1'-0" 1,-0" 7_1" 3._7" 5'-2" - - - 16' 1'-0" 1'-0" 1'-4" 3'-2" 5'-2" - - - P-0" 1'-9" 3,-4" 4'-10" 6'-5" - - - 16" 18' 1-0 1.-0" 7-6" 4'-4" 6.-6" 1'6" 3'-0" 4'-7" 6'-1" 7.8„ 20' 1'-0" 1'-10" 3'-7" 5'-7" 7'-9" - - - 2-9" 4'-3" 5'-10" T-4" 9,-1" - - _ 22' 1'-3" 2'-11" 4'-10" 6'-10" 9.-2" - - 0" 5.-6" 7.-1" 8.-7" 10.-7" 24' 7-4" 4'-1" 6'-0" 8'-1" 10,_6" - - - 5'-3" 6'-9" 8'-4" 9'-10" - - - - 26' 3'-5" 5'-3" 7'-3" 9'-5" 1V-11" - - - 6'-6" 8'-0" 9'-7" 11'_2" - - - - 28' 4'-7" 6'-5" 8'-6" 10•_9" 13,_3" - - T-9" 9'-3" 10•_10" 17_7" - - - - 30' 5'-9" T-8" 9'-9" 17_1, - - - - 9'-0" 10'-6" 12'-1" 14'_0" - - - - For SI: 1 inch=25.4 mm,1 foot=305 mm. 'The hole locations listed above are valid for joists supporting only uniform loads.The total uniform load must not exceed 110 plf(e.g.,40 psf Live Load and a 15 psf Dead Load,spaced up to 24 inches o.c.).The uniform Dead Load must be at least 10 plf. 'Hole location is measured from the inside face of the nearest support to the nearest edge of a rectangular hole. 'Maximum hole depth for rectangular holes is the Joist Depth less 4 inches,except the maximum hole depth is 6 inches for 9'/2-inch-deep joists, and 8 inches for 117/e-inch-deep joists.Maximum hole width for rectangular holes is 18 inches.Where the Maximum Hole Dimension for rectangular holes exceeds the maximum hole depth,the dimension refers to hole width and the hole depth is assumed to be the maximum for that joist depth. 'Holes cannot be located in the span where designated"=,without further analysis by a design professional(see note 6 below). 'Clear Span has NOT been verified for these joists and is shown for informational purposes only.Verify that the joist selected will work for the span and loading conditions needed before checking hole location. 6Larger holes,greater uniform loads or nonuniform loads,and closer proximity to supports and other holes may be possible with further analysis (See Section 4.4 and the web hole shear equations listed in Table 10). ESR-1305 I Most Widely Accepted and Trusted Page 29 of 50 TABLE 9A—CIRCULAR AND OBROUND WEB HOLE CHART: 40 PSF LIVE LOAD,25 PSF DEAD LOAD,24"OC MAXIMUM JOIST SPACING JOIST CLEAR DISTANCE FROM END SUPPORT(feet-inches) DISTANCE FROM INTERIOR SUPPORT(feet-inches) JOIST DEPTH SPAN Hole Diameter(inches) Hole Diameter(inches) SERIES (in.) (ft? Obround Obround 2" 4" 6" 8" 10" 12" 2" 4" 6" 8" 10" 12" 6' 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1•-0" 1•-0" - - - 1•-0•• 8' 1'-0" V-0" 1'-0" - - - 1'-0" 1.-0" V-0" 1'-10" - - - 1_5•. 10' 1'-0" 1'-0" 2'-1" - - - 1'-6" 1'-0" 1'-3" 3'-1" - - - 2.-8" 916 12 T -0" 1'-1" 3'-3" - - - 2,-8" 1•-0" 2•-6" 4.-4" - - - 3'-11" 14' 1'-0" 2'-2" 4'-6" - - - 3'-10" 1'-11" 3'-9" 5'-7" - - - 5'-2" 16' 1'-3" 3'-4" 5'-10" 5'-2" 3'-2" ., S'-0" 6'-11" 6'-5" 18' 7-4" 4.-7" T-2" - - - 6._5" 4._5" 6._3" 8.-4" - - - T-8" 20' 3'-6" 5'-10" 8'-7" - - - 7'-9" 5'-8" 7'-6" 9'-10" - - 6' 1'-0" 1'-0" 1'-0" 1'-0" - - 1,-0" 1'-0" ' 1'-0" 1,-0" 1'-0" - - 1•-0" 8' 1'-0" 1'-0" 1'-0" 1'-0" - - 1•-0" 1'-0" 1'-0" 1'-0" 1'-9" - 1'-4" 10' 1'-0" 1'-0" 1'-0" 1'-10" - - 1'-5" 1'-0" 1'-0" 1'-3" 3'-0" - - 2'-7" 12' 1'-0" 1'-0" 1•-0" 3'-1" - - 2'-7" 1'-0" 1•_0" 7-6" 4'-3" - - 3'_10" 14' 1'-0" 1'-0" 2'-1" 4'-4" - - 3'-10" 1'-0" 2'-0" 3'-9" 5'-6" - - 5'-1" 117/8" 16' 1'-0" 1'-3" 3'-3" 5'-7" 5'-1" 1'-6" 3'-3" 5'-0" 6'-9" - - 6'-4" 18' 1'-0" 2'-5" 4'-6" 6'-11" - - 6'-4" 2'-9" 4'-6" 6'-3" 8'-1" - - T_7" 20' 1._7" 3'-6" 5._9" 8.-4" - - 7-8" 4'_0" 5._9" T-6" 9,_7" _ 9._0" 22' 2'-8" 4'-9" 7'-0" 9'-8" - - 9•-0" 5'-3" 7•-0" 8'-9" 11•_0" - - 10'_5• 24' 3'-10" 6_11 8'-4" 1V-1" 10'_5 6.-6" 8.3" 10'-0" - - 11-11" m 8' 1'-0" 1'-0" 1.-0" 1'_0" 1.-0" - 1._0" 1'-0" 1._0" 1'_0" 1'-0" 1._9" _ 1._10" u. co 10' 1'-0" 1'-0" 1'-0" 1'-0" 1'-11" - 7-0" 1-0" 1•_0" 1•_0" 1•-4" 3._0" - 3•_1" J12' 1'-0" 1'-0" 1'-0" 1,-1" 3'-1" - 3'-3" 1'-0" 1'-0" 1'-0" 2'-7" 4'-3" - 4'-4" 14' 1-0" 1'-0" 1•-0" 2'-3" 4'-5" - 4'-6" 1'-0" 1'-0" 2'-2" 3'-10" 6-6" - 5•_7" `- 16' 1'-0" 1'-0" 1'-6" 3'-5" 5'-8" 5'-9" 1'-0" 1'-9" 3'-5" 5'-1" 6'-9" - 6•_10" 0 -i 18' 1'-0" 1.-0" 2'-7" 4'-8" T-0" - 7'-1" 1'-4" 3'-0" 4'-8" 6'-4" 8'-2" - 8'-3" 14" 20' 1'-0" 1'-10" 3'-9" 5'-11" 8'-4" - 8'-6" 2'-7" 4'-3" 5.-11" 7'-7" 9'-7" - 22' 1'-1" 2'-11" 4'-11" 7'-2" 9'-9" - 9'-10" 3'-10" 5'-6" 7'-2" 8'-10" - - - 24' 2'-2" 4'-1" 6'-2" 8'-6" 11•_1" - 11•_3" 5'-1" 6'-9" 8'-5" 10•_1" - - - 26' 3'-3" 5'-3" 7-5" 9'-9" 17_6" - 17_8" 6'-4" 8'-0" 9'-8" 11•-6" - - - 28' 4'-5" 6'-5" 8•-8" 11•_2" 13•_11" - - 7'-7" 9'-3" 10'-11" 12'-11" - - - 30' 5'-7" T-8" 9'-11" 17-6" - - D" 10'-6" 17-2" 14'-4" 8' 1'-0" 1'-0" V-0" 1'-0" V-0" 1-0" 1'-3" 1'-0" 1'-0" V-0" 1'-0" 1'-0" 1'-10" 7_2" 10' 1'-0" 1'-0" 1•-0" V-0" 1'-0" 2.-0" 7_5" 1•_0" 1•-0" 1•-0" 1,_0" 1-6" 3._1" 3•_5• 12' 1'-0" 1'-0" 1•-0" 1'-0" 1'-3" 3'-3" 3'-8" 1'-0" 1'-0" 1•-0" 1•_1" 2'-9" 4•-4" 4'-8" 14' 1'-0" 1•_0" 1•-0" 1•_0" 7_5" 4'-6" 4'-11" 1•_0" 1•_0" 1•_0" 7-4" 4•-0" 5•4" 5'-11" 16' 1'-0" 1'-0" 1'-0" 1'-8" 3'-7" 5•_10" 6•_3" 1•_0" 1•_0" 2'_0" 3'4' 6_3" 6•_10" T-3" 16" 18' 1-0" 1'-0" 1'-0" 2'-10" 4'-10" T-2" 7'-7" 1'-0" 1'-7" 3•-3" 4'-10" 6'-6" 8'-3" 8'-9" 20' 1'-0" 1'-0" 2'-1" 4'-0" 6'-1" 8'-6" 9'-0" 1'-3" 7_10.• 4'-6" 6'-1" 7'-9" 9'-9" - 22' 1'-0" 1'-5" 3'-2" 5'-2" 7'-4" 9'-11" 10•_5" 7-6" 4'-1" 5'-9" 7-4" 9•-0" - - 24' 1'-0" 2'-6" 4'-4" 6'-5" 8'-8" 11•_3" 11'_10" 3'-9" 5•-4" 7_0" 8'-7" 10._3" - - 26' 1•_10" 3'-7" 5'-6" 7'-8" 10•_0" 17_8" - 5•-0" 6'-7" 8'-3" 9•_10" 11•_8" - - 28' 2'-11" 4'-9" 6'-9" 8'-11" 11'-4" - - 6'-3" 7'-10" 9'-6" 11'-1" 13'-1" - - 30' 4'-0" 5'-11" 8•-0" 10•_2" 12._8" - - 7'-6" 9'-1" 10•_9" 12.-4" 14'-7" - - For SI: 1 inch=25.4 mm,1 foot=305 mm. See notes for Table 9A on page 36. ESR-1305 I Most Widely Accepted and Trusted Page 30 of 50 TABLE 9A(Continued)—CIRCULAR AND OBROUND WEB HOLE CHART: 40 PSF LIVE LOAD,25 PSF DEAD LOAD,24"OC MAXIMUM JOIST SPACING JOIST JOIST CLEAR DISTANCE FROM END SUPPORT(feet-inches) DISTANCE FROM INTERIOR SUPPORT(feet-inches) DEPTH SPAN Hole Diameter inches SERIES (in.) ( ) (inches) Obround Hole Diameter(inches) Obround 2" 4" 6" 8" 10" 12" 2" 4" 6" 8' 10" 12" 6' 1'_0.. V-0" 1-0" _ - 1'-0" t,_0" 1,0. 1._0. 1.0,. - - 10' 1'-0" 1'-0" 1'-0" - - - 1'-0" 1._0" 1,-0" 1.-0" - - - 7-3" 91/212' 1.-0" 1.-0" 1.-0" - - - 2._2" 1.-0" V-0" 1'-10" - - - 3.-6" 14' 1•-0" 1•_0" 1•_5" - - - 3.-4" 1•_0" 1•_5" 3'-1" - - - 4•4" 16' 1.-0" 1._0" 2-6" - - - 4'-7" 1'-0" 7-8" 4'-4" - - - 6,_0„ 18' 1'-0" 1'-9" 3'-8" - - - 5'-10" 2'-3" 3'-11" 5'-7" 20' 1'-0" 2•_10" 4'-11" - - - 7'-2" 3'-6" 5'-2" 6'-10" - - - 8'-6" 6' 1'-0" 1'-0" 1'-0" 1'-0" - - 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" - - 1•-0" 8' 1'-0" 1'-0" 1'-0" 1•-0" - 1-0" 1'-0" 1'-0" 1'-0" 1'-0" - - 10' 1-0" 1'-0" 1'-0" 1'-0" - - 1-0" 1'-0" 1'-0" 1'-0" 1•-0" - - 2'_2" m12' 1'-0" 1•-0" 1'-0" 1'-0" - - 2._1" 1•-0" V-0" 1•-0" 2'-2" - - 3•_5" 11'/8 14' 1'-0" 1'-0" 1•-0" 1'-9" 3'-3" 1'-0" 1'-0" 2'-1" 3'-5" - 4'-8" -J 16' 1'-0" 1'-0" 1'-4" 2'-11" - 4•-6" 1•_0" 2•_0" 3•-4" 4'-8" - 5•_11" u.m 18' 1'-0" 1-0" Z-6" 4'-1" - - 5'-9" 1-10" 3'-3" 4'-7" 5'-11" 7-2" N V' 20' 1'-0" 2'-1" V-7" 5'4" - 7'-1" 3'-1" 4'-6" 5'-10" 7-2" 8'-5" it 22' 1-8" 3'-2" 4'-10" 6'-7" - - 8'-4" 4'-4" 5'-9" 7'-1" 8'-5" - 9'-9" S 24' 2'-9" 4'-4" 6'-0" 7-10" - - 9'-9" 5'-7" T-0" 8'-4" 9'-8" - - 11'4" o. 8' 1'-0" 1'-0" 1,-0" 1'-0" 1'-0" - 1'-0" 1'-0" V-0" 1'-0" 1'-0" 1'-0" - N `r 10' 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" - 1-7" 1-0" V-0" V-0" V-0" 1'_3" 2'_8' E -I 12' 1'-0" 1-0" 1'-0" 1'-0" 1.-0" - 2'-9" 1.-0" 1'-0" 1'-0" 1'-4" 2'-6" - 3'-11" 3 14' 1'-0" 1'-0" 1'-0" 1-0" 2'-2" - 4'-0" 1'-0" 1-0" 1'-5" 2'-7" 3'-9" - 5'-2" E. 16' 1'-0" 1'-0" 1'-0" 1'-11" 3'4" 5'-3" 1'-0" 1'-7" 2'-8" 3'-10" 5'-0" _ 6'-5" N a 14 18' 1'-0" 1'-0" 1•-9" 3'_1" 4'_6" - 6.-7" 1'-8" 2'-10" 3'-11" 5'-1" 6'-3" 'I 20' 1'-0" 1'-7" 2'-11" 4'-3" 5'-9" - 7'-11" 2'-11" 4'-1" S-2" 6'-4" 7-6" - 9'-2" u.m 22' 1.-5" 2._9" 4,_1" 5'-0" T_0" - 9._3" 4'_2" 5'-4" 6.-5" 7'-7" 8'-9" - 10_8" 0 N 24' 2'-6" 3'-10" 5'-3" 6'-9" 8'-4" - 10•4" 5•-5" 6'-7" 7-8" 8'-10" 10•_0' 26' 3'-8" 5•-0" 6'-5" 8'-0" 9'-8" - 12•_0" 6'-8" 7-10" 8'-11" 10•_1" 11•-4" - - oi 28' 4•_10" 6'-2" 7'-8" 9'-3" 11•_0" - 13'4• 7-11" 9'-1" 10'-2" 11'_4" 12'-9" F. 30' 6'-0" 7'-5" 8'-11" 10'-7" 12'-4" - 14'-10" 9'-2" 10'-4" 11'_5" 12'-7" 14'-3" - - 0 °' 8' 1'-0" 1'-0" 1'-0" 1,-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1•-0" 1'-0" 1'-10" F. -.1 10' 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 2-0" 1'-0" 1'-0" 1'-0" 1'-0" 1-0" V-6" V.-1" 12' V-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-4" 3'-2" 1'-0" 1'-0" 1'-O 1'-0" 1-9" 2'-9" 4•-4" 14' 1'-0" 1'-0" 1-0" 1'-0" 1'-4" 2'-6" 4'-5" 1'-0" 1'-0" 1-0" 2'_0" 3'-0" 4'_0" 5.-7" 16' 1-0" 1'-0" 1'-0" 1'-4" 2'-5" 3'-8" 5'-9" 1'-0" 1'-3" 2'-3" 3'-3" 4'-3" S-3" 6'-10" 16" 18' 1'-0" 1•-0" 1•-4" 2•_5" 3•_7" 4•-11" T-1" 1'-6" 2.-6" 3'-6" 4'-6" 5•-6" 6•-6" 8,_3" 20' 1'-0" 1'-4" 2'-5" 3'-7" 4'-10" 6'-2" 8'-5" 2'-9" 3'-9" 4•-9" 5'-9" 6'-9" T-9" 9'-8" 22' 1'-4" 2'-5" 3'-6" 4'-9" 6'-1" 7-5" 9'-10" 4'-0" 5'-0" 6'-0" 7'-0" 8'-0" 9'-0" - 24' 2'-5" 3'-6" 4'-8" 6'-0" 7•-4" 8'_9" 11'_3" 5'-3" 6'-3" 7'-3" 8'-3" 9'-3" 10'-4" - 26' 3'-6" 4'-8" 5'-11" 7-2" 8._7" 10'_1" + 17-8" 6•-6" 7-6" 8•_6" 9'-6" 10•4" 11•_9" - 28' 4'-8" 5'-10" 7-1" 8'-6" 9'-11" 11'-5" - 7._9" 8•_9" 9'-9" 10•_9" 11•_9" 13'_3' 30' 5'-9" 7•-0" 8'-4" 9'-9" 11'4" 12•-10" - 9'-0" 10•_0" 11•_0" 17_0" 13'-2" 14'4" - For SI: 1 inch=25.4 mm,1 foot=305 mm. See notes for Table 9A on page 36. ESR-1305 I Most Widely Accepted and Trusted Page 31 of 50 TABLE 9A(Continued)—CIRCULAR AND OBROUND WEB HOLE CHART: 40 PSF LIVE LOAD,25 PSF DEAD LOAD,24"OC MAXIMUM JOIST SPACING JOIST JOIST CLEAR DISTANCE FROM END SUPPORT(feet-inches) DISTANCE FROM INTERIOR SUPPORT(feet-inches) SERIES DEPTH SPAN Hole Diameter(inches) Hole Diameter(inches) (in.) (ft.) 2" 4" 6" 8" 10" 12" 14" 2" 4" 6" 8" 10" 12" 14" 12' 1'-0" 1'-0" 1'-0" V-0" V-0" V-0" 1.-2" 1.-0" V-0" V-0" V-0" V-0" V-0" 2.-8" 14' V-0" V-0" 1'-0" V-0" V-0" 1'-0" 2'-4" 1.-0" 1'-0" 1.-0" 1.-0" V-0" I-9" 3'-11" 16' 1'-0" 1'-0" 1'-0" 1-0" 1'-0" 1.-0" T-6" 1.-0" 1.-0" 1.-0" 1.-0" 1.-0" 3.-0" 6-2" 18' 1-0" 1.-0" 1'-0" 1.-0" 1.-0" Z-1" 4'-8" 1.-0" 1.-0" 1.-0" V-0" 2'-1. 4-3" 6.-5" 20' 1'-0" 1'-0" 1,-0" 1'-0" 1'-0" 3'-3" 5'-11" 1'-0" 1•-0" 1'-0" V-3" 3'-4" 5'-6" T-8" 18" 22' 1'-0" 1'-0" 1'-0" 1-0" 1-11" 4-5" 7-3" 1'-0" 1'-0" 1'-0" 2'-6" 4-7" 6'-9" 8'-11" 24' 1'-0" 1'-0" 1'-0" 1'-0" 3'-1" 5'-7" 8•-6" 1'-0" 1'-0" 1-7" 3'-9" 5'-10" 8•-0" 10'-2" 26' V-0" 1•-0" 1'-0" 1'-10" 4'-2" 6-10" 9'-10" 1'-0" 1'-0" 2'-10" 5'-0" 7'-1" 9'-3" 28' 1'-0" 1'-0" 1'-0" 2'-10" 5'-4" 6'-1" 11'-2" 1'-0" 2'-0" 4'-1" 6'-3" 8'-4" 10'-6" 13'-0" 30' 1'-0" 1'-0" 1'-8" 4-0" 6'-6" 9'-4" 12'-7" 1'-1" 3•-3" 5•-4" 7,-6" 9'-7" 11'-9" 14'-S" 32' 1'-0" 1'-0" 2'-9" 5'-1" 7'-9" 10'-8" 13'-11" 2'-4" 4-6" 6'-7" 8'-9" 10'-10" 13'-0" 15,-11" 34' 1'-0" 1'-6" 3'-10" 6'-3" 9'-0" 11'-11" 15'-4" 3'-7" 5-9" 7'-10" 10'-0" 12-1" 14•-3" - 12' 1'-0" 1'-0" 1'-0" 1'-0" 1•-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-2" 14' 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1•-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 2.-5" 16' 1-0" 1'-0" 1'-0" 1-0" 1-0" 1'-0" 1'-9" 1'-0" 1-0" 1-0" 1'-0" 1'-0" 1'-9" 3'-8" 18' 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 2'-10" 1'-0" 1-0" 1-0" 1'-0" 1-1" 3'-0" 4'-11" 20' 1'-0" 1'-0" 1'-0" 1-0" 1'-0" 1'-9" 4'-0" 1•-0" 1-0" 1'-0" 1-0" 2'-4" 4-3" 6'-2" 20" 22' 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 2'-11" 5'-3" 1'-0" 1'-0" 1'-0" 1'-8" 3•-7" 5'-6" 7-5" 24' 1'-0" 1'-0" 1'-0" 1'-0" 1'-10" 4-0" 6'-5" 1'-0" 1'-0" 1'-0" 2'-11" 4'-10" 6'-9" 8'-8" 26' 1'-0" 1'-0" 1'-0" 1'-0" 2'-11" 5'-2' 7'-8" 1'-0" 1'-0" 2'-3" 4-2" 6.-1" 8'-0" 9,-11" 28' 1-0" 1•-0" 1'-0" 1,-11" 4-1" 6'-5" 9,-0" 1•-0" 1'-7" 3'-6" 5'-5" T-4" 9'-3" 11'-2" 30' 1'-0" 1'-0" 1'-0" 3'-0" 5'-3" 7'-7' 10'-3" 1'-0" 2'-10" 4-9" 6'-8" 8•-7" 10•-6" 12'-5" 32' 1'-0" 1'-0" 2'-0" 4-2" 6'-5" 8'-10" 11'-7" 2'-2" 4'-1" 6'-0" 7-11" 9'-10" 11'-9" 13'-8" 34' 1'-0" 1,-1" 3'-1" 5'-3" 7'-7" 10,-1" 12'-11" 3'-5" 5'-4" T-3" 9•-2" 11'-1" 13'-0" 15•-1" 16' 1'-0" 1'-0" 1'-0" 1'-0" 1•-0" 1•-0" 1•-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 2'-5" Er_ 18' 1'-0" 1'-0" 1'-0" 1-0" 1'-0" 1'-0" 1'-6" 1'-0" 1'-0" 1.-0" 1'-0" 1'-0" 1'-11" 3'-8" 20' 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 2'-7" 1,-0" 1'-0" 1'-0" 1'-0" 1•-5" 3'-2" 4-11" 22' 1•-0" 1'-0" 1'-0" 1'-0" 1'-0" 1-9" 3.-8" 1'-0" 1'-0" 1-0" 1•-0" 7-8" 4-5" 6.-2" 24' 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 2'-10" 4'-11" 1'-0" 1'-0" 1'-0" 2'-2" 3'-11" 5'-8" T-5" 22" 26' 1'-0" 1-0" 1•-0" 1•-0" 2•-0" 3•-11" 6•-1" 1•-0" 1•-0" 1•-9" 3•-5" 5'-2" 6'-11" 8•-8" 28' 1'-0" 1'-0" 1'-0" 1'-3" 3'-1" 5'-1" 7'-4" 1'-0" 1'-3" 3.-0" 4-8" 6'-5" 8'-2" 9.-11" 30' 1•-0" 1•-0" 1•-0" 2•-3" 4'-2" 6'-3" 8'-7" 1-0" 2'-6" 4-3" 5'-i1" 7•-8" 9'-5" 11-2" 32' 1'-0" 1'-0" 1-6" 3'-4" 5'-4" T-6" 9'-10" 2'-0" 3'-9" 5'-6" 7'-2" 8'-11" 10'-8" 12'-5" 34' 1'-0" 1'-0" 2-6" 4-6" 6'-6" 8'-9" 11'-1" 3'-3" 5'-0" 6•-9" 8•-5" 10'-2, 11'-11" 13'-8" 36' 1'-0" 1'-9" 3'-7" 5-7" 7'-8" 9'-11" 12'-5" 4-6" 6•-3" 8'-0" 9'-8" 11'-5" 13'-2" 14'-11" 38' 1'-0" 2'-10" 4'-9" 6'-9" 8'-11" 11-3" 13'-8" 5'-9" 7'-6" 9'-3" 10'-11" 12'-8" 14-5" 16'-2" 16' 1'-0" 1'-0" 1'-0" 1'-0" - 1'-0" 1'-0" 1'-0" 1.-0" 1'-0" 1-0" 1'-0" 1'-0" 1,-0" 1'-5" 18' 1'-0" 1'-0" 1'-0" 1,-0" 1,-0" 1-0" 1'-0" 1'-0" 1'-0" 1•-0" 1'-0" 1'-0" 1•-1" 2•-8" 20' 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-5" 1'-0" V-0" 1'-0" V-0" 1'-0" 2'-4" 3'-11" 22' 1•-0" 1.-0" 1-0•• 1.-0" 1'-0" 1•-0" 2-6" 1•-0" 1•-0" 1-0" 1•-0" 2•-0" 3•-7• 5•-2. 24' 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-10" 3'-8" 1'-0" 1'-0" 1'-0" 1'-7' 3'-3" 4-10" 6'-5" 24" 26' 1'-0" 1'-0" 1'-0" 1'-0" 1'-3" 2'-11" 4'-10" 1'-0" 1'-0" 1'-3" 2'-10" 4'-6" 6'-1" T-8" 28' 1'-0" 1'-0" 1'-0" 1'-0" 2'-3" 4-1" 6'-0" 1'-0" 1'-0" 2'-6" 4-1" 5-9" 7-4" 8'-11" 30' 1'-0" 1•-0" 1•-0" 1•-8" 3.5" 5•-3" 7•-2" 1•-0" 2'-2• 3•-9" 5•-4" 7-0" 8'-7" 10'-2" 32' 1'-0" 1'-0" 1'-0" 2'-9" 4-6" 6•-5" 8'-5" 1'-10" 3'-5" 5'-0" 6'-7" 8'-3" 9'-10" 11'-5" 34' 1'-0" 1'-0" 2'-1" 3'-10" 5'-8" 7-7" 6-8" T-1" 4•-8" 6•-3" 7-10" 9'-6" 11'-1" 12'-8" 36' 1'-0" 1'-5" 3'-2" 4'-11" 6-10" 8'-10" 10'-11" 4'-4" 5'-11" 7'-6" 9'-1" 10'-9" 12-4" 13'-11" 38' 1'-0" 2-6" 4'-3" 6'-1" 8'-0" 10'-0" 12'-3" 5'-7" 7'-2" 6-9" 10'-4" 12'-0" 13'-7" 15•-2" For SI: 1 inch=25.4 mm,1 foot=305 mm. See notes for Table 9A on page 36. ESR-1305 I Most Widely Accepted and Trusted Page 32 of 50 TABLE 9A(Continued)—CIRCULAR AND OBROUND WEB HOLE CHART: 40 PSF LIVE LOAD,25 PSF DEAD LOAD,24"OC MAXIMUM JOIST SPACING JOIST JOIST CLEAR DISTANCE FROM END SUPPORT(feet-inches) DISTANCE FROM INTERIOR SUPPORT(feet-inches) DEPTH SPAN Hole Diameterinches SERIES (in.) (ft.) Diameter( ) Obround Hole Diameter(inches) Obround 2' 4" 6" 8" 10" 12" 2" 4" 6" 8" 10" 12" 6 1-0" 1.0.. 1-0" 1.0.. 1.0.. 1'_0' 8' 1'-0" 1'-0" 1'-0" - - - - 1•-0" 1•_0" 1•_3" - - - 10' 1'-0" 1-0" 1-3" - - - - 1-0" 1-0" Z-6" 91h" 12' 1-0" 1.-0" 2.-5" - - - - 1-0" 1•-9" 3•-9" - - - - 14' 1.-0" 1._3" 3._8" - - - - 1-0" 3'-0" 5'-0" - - - 16' 1'-0" 2.-4" 4'_11" - - - - 2._3" 4•-3" 6.-3" - - - - 18' 1-3" 3'-6" 6'-2" - - - - 3.-6" 5.-0" 7-6" _ - - - o 20' 2.-4" 4•-9" 7-6" 4•-9" 6'-9" 8'-10" N - a 6' 1-0" 1'-0" 1-0" 1'-0" - - - - - `3 - 8' 1-0" 1-0" 1-0" 1.-0" 1.-0„ 1-0" 1.-0" 1-7" 10' 1-0" 1-0" 1'-0" 1-9" 1-0" 1-0" 1'-3" 2'-10" - 12' 1-0" 1-0" 1-1" 2'-11" - - 1'-0" 1-0" 2'-6" 4'-1" 117/s 14' 1-0" 1-0" 2'-2" 4'-2" - - 1'-0" 2'-2" 3'-9" 5-4" 16' 1-0" 1'-6" 3'-4" 6-6" - - - 1-10" 3'-5" 5'-0" 6'-7" - - - 18' 1-0" 2'-7" 4'-7" 6'-10" - 3'-1" 4'-8" 6'-3" 8'-0" - - - 20' 1-11" 3'-9" 5'-9" 8'-2" - - - 4'-4" 5'-11" 7'-6" 9'-5" - - - 22' 3'-0" 4'-11" 7-1" 9'-6" - - - 5'-7" 7'-2" 8'-9" 10'-11'• - - - 24' 4'-2" 6'-2" 8'-4" 10•_11" - - - 6'-10" 8'-5" 10•4" - - - - 6' 1-0" 1.-0" 1.-0" - - - 1.-0" 1,_0" 1-0" 1.-0" - - - 1'-0" 8' 1-0" 1._0" 1'-0" - - 1.5.. 1.0.. 1_0" 1.0" - - - 2._3" 10' 1-0" 1-0" 1-0" - - 2.7.. 1'_0.. 1._0.. 1,-a" - - - 3.-6" 916. 12' 1'-0" 1_0" 1-0" - - - 3•_10" 1.-0" 1-0" 1'-10" - - - 4'_9" 14' 1-0" 1-0" 1-5" - - - 5'-2" 1'-0" 1'-5" 3'-1" - - - 6'_1" 16' 1-0" 1'-0" 2.-6" - - - 6.-6" 1-0" 2•-8" 4'-4" - - - 7-6" 18' 1-0 1-9" 3'-8" - - - 7-11" 2'-3" 3'-11" 5'-7" - - - - 20' 1-0" 2'-10" 4'-11" - - - 9'-3" 3'-6" 5'-2" 6'-10" - - - - , 6' 1'-0" 1-0" I-0" 1-0" - - 1-0" 1-0" 1'-0" 1'-0" 1-0" - - 1.-0" 8' 1-0" 1-0" 1-0" 1_0" - - 1'-5" 1-0" 1-0" 1-0" 1.-0" - - 2._3.. 10' 1'-0" 1-0" 1'-0" 1'-0" - - 2'-7" 1-0" 1-0" 1-0" 1'-0" - - 3'-6" 12' 1-0" 1'-0" 1-0" 1.-0" - - 3'-10" 1-0" 1.-0" 1%-0" 2'-2" - - 4'-9" 117/8" 14' 1-0 1-0" 1-0" 1_9' - 6_2 1-0" 1-0" 2_1' 3_5" 16' 1-0" 1-0" 1'-4" 2'-11" - - 6'-6" 1_0" 2'-0" 3'-4" 4'4" - - 7-6" 18' 1-0" 1•-0" 2•-6" 4'-1" - - 7-11" 1-10" 3'-3" 4•-7" 5'-11" - - - 20' 1'-0" 2'-1" ' 3'-7" 5'-4" - - 9'-3" 3'-1" 4'-6" 5,-10" 7-2" - - - 22' -1-8" 3'-2" 4•_10" 6'-7" - - 10•_8" 4'-4" 5'-9" 7-1" 8'-5" - - - 24' 2._9" 4.-4" 6•-0" 7-10" - - - 5'-7" 7-0" 8'-4" 9'-8" - - - 8' 1-0" 1•-0.. 1-0" 1-0" 1'_0" - 1-5" 1_0" 1•-0" 1•_0" 1-0" 1-0" - 2'-3" 10' 1-0" 1.-0" ' 1-0" 1_0" 1_0" - 2'-7" 1_0" 1.-0" 1-0" 1-0" 1-3" - 3•-6" 0 12' 1-0" 1'-0" 1-0" 1-0" 1-0" - 3'-10" 1-0" 1_0" 1-0" 1•-4" 7-6"F. 14' 1'-0" 1'-0" 1,-0" 1_0" 2'-2" 5'-2" 1'-0" 1'-0" 1'-5" 2'-7" 3'-9" 6'-1" 16' 1-0" 1-0" 1_0" 1'_11" 3'-4" - 6'-6" 1-0" 1-7" 2'-8" 3'-10" 5'-0" - 7-6" 14" 18' 1-0" 1'40" 1-9" 3'-1" 4'-6" - 7-11" 1-8" 2'-10" 3'-11" 5'-1" 6'-3" - - 20' 1.-0" 1-7' 2'-11" 4'-3" 5'-9" - 9'-3" 2'-11" 4'-1" 5'-2" 6'-4" 7-6" - - 22' 1'-5" 2'-9" 4'-1" 5'-6" 7'-0" - 10•_8" 4'-2" 54" 6'-5" 7'-7" 8'-9" - - 24' 2'-6" 3'-10" 5'-3" 6'-9" 8'-4" - - 5'-5" 6'-7" 7-8" 8.-10" 101_0" - - 26' 3'-8" 5'-0" 6'-5" 8'-0" 9'-8" - - 6'-8" 7-10" 8'-11" 10'-1'• 11'-4" - - 28' 4=10" 6'-2" 7-8" 9'-3" 11-0" - - 7-11" 9'-1" 10'-2" 11'-4" 12'-9" - - 30' 6'-0" 7-5" 8'-11" 10'_7„ 1Z-4" - 9.-2"- 10.-4" 11-5" 12'-7" 14'-3" 8' 1-0" 1-0" 1-0" 1-0" 1-0" 1•-0" 1-5" 1-0" 1_0" 1-0" 1_0" 1_0" 1_0" 2•_3" 10' 1-0" 1-0" 1'-0" 1-0" 1-0" 1-0•' 2'-7" 1-0" 1-0" 1-0" 1_0" 1-0" 1-6" 3'-6" 12' 1-0" 1'-0" 1'-0" 1-0" 1,-0" 1'-4" 3'-10" 1,-0" 1-0" 1'-0" 1,-0" 1-9" 2'-9" 4'-9" 14' 1-0" 1-0" 1,-0" 1-0" 1-4" 2'-6" 5'-2" 1-0" 1-0" 1•_0" 2•_0" 3'-0" 4•-0" 6•_1" 16' 1-0" 1•-0" 1-0" 1•-4" 2•_5" 3•-8" 6'-6" 1-0" 1-3" 2•_3" 3•_3" 4•-3" 5•_3" 7•-6" 16" 18' 1-0" 1'-0" 1'-4" 2'-5" 3•-7" 4'-11" 7'-11" 1-6" 2'-6" 3'-6" 4'-6" 5'-6" 6'-6" - 20' 1-0" 1'-4" 2'-5" 3'-7" 4'-10" 6'-2" 9•_3" 2'-9" 3•-9" 4•-9" 5,-9" 6'-9" 7-9" - 22' 1-4" 2'-5" 3'-6" 4'-9" 6'_1" 7-5" 10•_8" 4'-0" 5'-0" 6,-0" 7-0" 8,-0" 9'_0" - 24' 2'-5" 3'-6" 4'-8" 6'-0" 7-4" t1_9" - 5•_3" 6'-3" 7-3" 8•4" 9•4" 10•-4" - 26' 3'-6" 4'-8" 5,-11" 7'-2" 8'-7" 10•_1• - 6'-6" 7-6" 11-6" 9,-6" 10•-6" 11•-9" - 28' 4'-8" 5'-10" 7-1" 8'-6" 9'-11" 11_5" - 7'-9" 8'-9" 9'-9" 10•_9" 11_9" 13'-3" - 30' 5'-9" 7-0" 8'-4" 9'-9" 11_3" 12'_10" - 9'-0" 10,_0" 11_0" 12•-0" 13•-2" 14,-8" - For SI: 1 inch=25.4 mm,1 foot=305 mm. See notes for Table 9A on page 36. ESR-1305 I Most Widely Accepted and Trusted Page 33 of 50 TABLE 9A(Continued)—CIRCULAR AND OBROUND WEB HOLE CHART: 40 PSF LIVE LOAD,25 PSF DEAD LOAD,24"OC MAXIMUM JOIST SPACING JOIST CLEAR DISTANCE FROM END SUPPORT(feet-inches) DISTANCE FROM INTERIOR SUPPORT(feet-inches) JOIST DEPTH SPAN Hole Diameter(inches) Hole Diameter(inches) SERIES (in.) ( ) Obround Obround 2" 4" 6" 8" 10" 12" 2" 4" 6" 8" 10" 12" 6' 1'-0" 1'-0" 1'-0" 1•-0" - - 1'-0" 1'-0" 1'-0" V-0" 1'-0" - - 1•-0" 8' 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" - - 1'-10" 10' V-0" 1'-0" 1.-0" V-0" - - 2-0" 1'-0" 1'-0" 1.0" 1'-3" - - 3'-1" 12' 1'-0" 1•-0" 1-0" 1'-1" - - 3'-3" 1'-0" 1•-0" 1'-0" 2-6" - - 4'-4" 1174' 14' 1'-0" 1'-0" 1'-0" 2'-2" - - 4•-6" 1'_0" T-0• P_8" 3•_9" - - 5_T, 16' 1'-0" 1'-0" 1'-0" 3.-4" _ - 5'-10" 1,-0" 1•-0" 2-11" 5'-0" - - 6'-10" 18' 1'-0" 1'-0" 2'-0" 4'-7" 7'-2" 1'-0" 2'-1" 4'-2" 6'-3" - 20' 1'-0" 1'-0" 3'-2" 5'-10" - - 8•-6" 1-3" 3.7" 5•_5" 7•_6» _ - 9_9,• 22' 1'-0" 1'-11" 4'-4" 7'-1" - - 9,-11" 7-6" 4'-7" 6'-8" 8'-9" - - - 24' 1'-0" 3'-0" 5.-6" 8.-5" - 11.-3" 3'-9" 5'-10" 7-11" 10'_0 8' 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" - i'-0" 1'-a" 1-0" 1'-0" 1'-0" 1'-0" 1.-10" 10' 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" - 2-0" 1'-0" 1'-0" 1'-0" 1'-0" V-10" 12' 1'-a" 1-0" 1._0" 1,_0" 1•-8" - 34_3" 1•_0" 1,-0" 1.-0" 1•_3" 2_1" - 4,-4" 14' 1,-0" 1'-0" 1'-0" 1'-0" 2_10" - 4'-6" 1'-0" 1'-0" 1'-0" 2'-6" 4'-4" - 16' 1'-0" 1'-0" 1'-0" 1'-10" 4,_0" - 5•_10" 1,_0" 1•-0" 2._0" 2_9» 5'-7" - 6,_10" to "' 18' 1,-0" 1'-0" 1'-0" 3'-0" 5'-3" - T-2" 1'-0" 1'-5" 3'-3" 5'-0" 6'_10" - 8'-3" ir_J 14" 20' 1'-0" 1-0" 2-1" 4'-2" 6'-0" n 22' 1'-0" 1'-3" 3'-2" 5'-4" 7'-10" - 9•_11» 2'-2" 3'-11" 5'-9" 7-6" 9'-4" - - E 24' 1'-0" 2-4" 4'-4" 6'-7" 9'-2" - 11_3" 3'-5" 5'-2" T-0" 8'-9" 10•_8" - - 26' 1'-5" 3'-5" 5'-6" 7'-10" 10,_6" - 12-8" 4'-8" 6'-5" 8.-3" 10'_0" 12-2" - - 28' 2-6' 4'-6" 6'-9" 9'-2" 11,-10" - - 5•_11" 7'-8" 9'-6" 11•_3" 12_7• - - 30' 3'-T' 5'-8" 7'-11" 10'_5" 13•_3" - - 7'-2" 8'-11" 10,_9" 12_6" - - - 8' 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" V-0" 1•-0" 1•-0" 1,_0" 1,_0" 1•-0" 1•-0" 1'-10" 10' 1,_0" 1'-0" 1'-0" 1'-0" 1.-0" 1•-0" 2-0" 1.-0" 1'-0" 1'-0" 1•-0.• 1•-0" 2_3" 3,_1" 12' 1'-0" 1'-0" 1'-0" 1,-0" 1,-0" 2-2" 3'-3" 1.-0" 1•-0•, 1-0" 1'-0" 1'-11" 3•-6" 4'-4" 14' 1•-0" 1,-0" 1'-0" 1'-0" 1'-6" 3'-4" 4'-6" 1'-0" 1•-0" 1,-0" 1'-7" 3'-2" 4'-9" 5'-7" 16' 1'-0" 1'-0" 1'-0" 1'-0" 7-8" 4'-7" 5,-1a" 1'-0" 1•-0" 1•-4" 2-10" 4'-5" 6'-0" 6'-10" 18' 1'-0" 1'-0" 1'-0" 2-0" 3'-10" 5'-11" T-2" 1•-0" 1'-0" 2'-7" 4'-1" 5'-8" 7'-3" 8'-3" 16" 20' 1'-0" 1'-0" 1'-4" 3'-1" 5'-0" 7'-2" 8'-6" 1'-0" 2'-3" 3'-10" 5'-4" 6'-11" 8'-6" 9'-9" 22' 1'-0" 1'-0" 2'-5" 4'-3" 6'-3" 8'-6" 9'-11" 1'-11" 3'-6" 5'-1" 6'-7" 8'-2" 9'-11" - 24' 1'-0" 1'-10" 3'-7" 5'-5" 7'-6" 9'-10" 11'-3" 3'-2" 4•-9" 6,-4" 7'-10" 9'-5" 11'-4" - 26' 1.-3" 2•-11" 4•_8" 6•-8" 8'-10" 11•_3" 12-8" 4,-5" 6'-0" 7,_7" 9._1" 10•_8" 12._10" - 28' 2-3" 4'-0" 5,-11" 7'-11" 10.-1" 12-7" - 5'-8" 7'-3" 8'-10" 10'-4" 11'-11" - - 30' 2-4" 5'-2" T-1" 9'-2" 11'-5" 14'-0" - 6•_11" 8'-6" 10'-1" 11,-7" 13'-5" - - For SI: 1 inch=25.4 mm,1 foot=305 mm. See notes for Table 9A on page 36. ESR-1305 I Most Widely Accepted and Trusted Page 34 of 50 TABLE 9A(Continued)—CIRCULAR AND OBROUND WEB HOLE CHART: 40 PSF LIVE LOAD,25 PSF DEAD LOAD,24"OC MAXIMUM JOIST SPACING JOIST CLEAR DISTANCE FROM END SUPPORT(feet-inches) DISTANCE FROM INTERIOR SUPPORT(feet-inches) JOIST DEPTH SPAN Hole Diameter(inches) Hole Diameter inches SERIES (inches) (in.) (fL) 2" 4" 6" 8" 10" 12" 14" 2" 4" 6" 8" 10" 12" 14" 12' 1'-0" 1'-0" 1•_0" 1•_0" 1•_0" 1'-0" 1•_2" 1•-0" 1•-0" 1•_0" 1•_0" 1•-0" 1•_0" 2-8" 14' 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 2'-4" 1'-0" 1'-0" 1'-0" 1•-0" 1'-0" 1'-9" 3'-11" 16' 1'-0" 1'-0" 1•-0" 1•_0" 1•-0" 1•-0" 3'-6" 1•-0" 1•-0" 1•_0'• 1•-0" 1•-0" 3•_0" 5•_2" 18' 1•-0" 1.-0" 1•_0" 1'_0•, 1•-0" 2-1" 4•-8" 1.-0" 1•_0" 1•_0" 1•_0" 2-1" 4'-3" 6•_5" 20' 1•-0" 1•-0" 1•-0" 1'-0" 1'-0" 3'-3" 5'-11" 1•_0" 1-0" 1•_0" 1•_3" 3.-4" 5.6" 7•-8" 18" 22' 1-0" 1'-0" 1'-0" 1'-0" 1'-11" 4•_5" 7•_3" 1•_0" 1•_0" 1•_0" 2-6" 4•_7" 6•_9" 8•_11" 24' 1'-0" 1'-0" 1•-0" 1.-0" 3,-1" 5'-7" 8'-6" 1'-0" 1'-0" 1'-7" 3'-9" 5'-10" 6'-0" 10'-2" 26' 1'-0" 1'-0" 1'-0" 1'-10" 4'-2" 6'-10" 9'-10" 1'-0" 1'-0" 2'-10" 5'-0" 7'-1" 9'-3" 11-6" 28' 1'-0" 1'-0" 1'-0" 2-10" 5•-4" 8•_1" 11•_2" 1'_0" 2-0" 4'_1" 6•_3" 84" 10•-6" 13'_0" 30' 1•-0" 1•-0" 1'-8" 4.-0" 6•-6" 9'-4" 17_7• 1_1" 3'-3" 5-4" 7,-6" 9'-7" 11•-9" 14'-5" 32' 1'-0" 1'-0" 2-9" 5'-1" 7'-9" 10'-8" 13'-11" 2-4" 4'-6" 6'-7" 8'-9" 10,-10" 13'-0" 15'-11" 34' 1'-0" 1'-6" 3'-10" 6'-3" 9'-0" 11,-11" 15'-4" 3'-7" 5'-9" 7'-10" 10•-0" 12'-1" 14•-3" - 12' 1•-0" 1'-0" 1'-0" 1•-0" 1•-0" 1•_0" 1•-0" 1•_0" 1•_0" 1•-0" 1•_0" 1•_0" 1•_0" 1,-2" 14' 1'-0" 1•-0" 1•-0" 1,-0" 1•_0" 1'_0" 1•-0" 1•_0" 1•_0" 1'_0" 1•_0" 1•_0" 1-0" Z-5" 16' 1'-0" 1•-0" 1'-0" 1'-0" 1-0" 1'-0" 1'-9" 1'-0" 1'-0" 1'-0" 1,-0" 1'-0" 1-9" 3'-8" 18' 1-0" 1•-0" 1'-0" 1'-0" 1'-0" 1'-0" 2-10" 1'-0" 1'-0" 1'-0" 1'-0" 1'-1" 3'-0" 4'-11" 20' 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-9" 4'-0" 1'-0" 1'-0" 1.-0" 1'-0" 2.-4" 4'-3" 6'4" 22' 1•-0" 1•-0" 1'-0" 1'-0" 1'-0" 2-11" 5•_3" 1'-0" 1•-0" 1•-0" 1•_8" 3•_7• 5.-6" 7-5" 20" 24' 1.-0" 1'-0" 1'-0" 1'-0" 1'-10" 4'-0" 6'-5" 1'-0" 1'-0" 1'-0" 2-11" 4'-10" 6,-9" 8'-8" 26' 1'-0" 1'-d" 1'-0" 1'-0" 2'-11" 5'-2" 7'-8" 1'-0" 1'-0" 2-3" 4'-2" 6'-1" 8'-0" 9'-11" 28' 1'-0" 1'-0" 1•-0" 1'-11" 4•_1" 6'_5" 9•-0" 1•_0" 1•_7. 3•-6" 5_5" 7•-4" 9,_3" 11•_2" 30' V-0" 1'-0" 1-0" 3'-0" 5'-3" 7'-7" 10._3" 1'-0" 2'-10" 4'-9" 6•-8" 8'-7" 10•-6" 12_5" 32' 1'-0" 1-0" 2'-0" 4'-2" 6'-5" 8'-10" 11'-7" 2'-2" 4'-1" 6'-0" 7'-11" 9'-10" 11•-9" 13,-8" a J 34' 1'-0" 1-1" 3'-1" 5'-3" 7'-7" 10.1" 12-11" 3'-5" 5'-4" 7•-3" 9'-2" 11'-1" 13•_0" 15_1" 16' 1'-0" 1•-0" 1'-0" 1•_0" 1'-0" 1•-0" 1'-0" 1'-0" 1•-0" 1'-0" 1'-0" 1'-0" 1'-0" 2'-5" a18' 1,_0" 1'-0" 1'-0" 1•_0" 1'-0" 1'-0" 1.-6" 1'-0" 1'_0" 1'-0" 1'-0" 1'-0" 1'-11" 3,-8" J 20' 1.-0" V-0" 1.-0" 1,-0" V-0" V-0" 2-7" V-0" 1•-0" V-0" V-0" 1•_5• 3'_2" 4'-11" 22' 1-0" 1'-0" 1•-0" 1'-0" 1•_0.. 1•_9'• 3'-8" 1•-0,• 1•-0" 1'-0" 1•_0" 2'-8" 4.-5.• 6•_2" 24' 1'-0" 1'-0" 1.-0" 1'_0" 1•-0" 2-10" 4'-11" 1•_0" 1•_0" 1.-c" 2-2" 3•_11" 5.-8" 7._5. 22" 26' V1-0" V-0" 1'-0- 1'-0- 2'-0" 3'-11" 6'-1" 1'-0" 1,-0" 1'-9" 3'-5" 5'-2" 6'-11" 8'-8" 28' 1'-0" 1'-0" 1.-0" 1'-3" 3'-1" 5'-1" 7'-4" 1'-0" 1'-3" 3.-0" 4'-8" 6'-5" 8'-2" 9•_11" 30' 1'-0" 1'-0" 1'-0" 2-3" 4'-2" 6'-3" 8'-7" 1'-0" 2-6" 4'-3" 5'-11" 7'-8" 9'-5" 11'-2" 32' 1.-0" 1'-0" 1'-6" 3'-4" 5-4" 7'-6" 9'-10" 2'-0" 3'-9" 5'-6" 7'-2" 8'-11" 10'-8" 12-5" 34' 1•-0" 1•-0" 2-6" 4•_6" 6•-6" 8•_9" 11•_1" 3•_3" 5•-0" 6'-9" 8'-5" 10'_2" 11'-11" 13•-8" 36' 1•-0" 1'-9" 3'-7" 5'-7" 7'-8" 9'-11" 12•_5" ' 4'-6" 6'-3" 8•_0" 9._8" 11•_5" 13'_2" 14•_11" 38' 1'-0" 2'-10" 4'_9" 6•_9" 8'-11" 11•_3" 13•_8" 5•_9" 7•-6" 9•_3" 10'-11" 12'-8" 14•_5" 16•_2" 16' 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" V-0" V-0" 1.-0. V-0" V-0" I-0" 1.-5" 18' 1.-0, 1•-0" 1•_0" 1•_0" 1•-0" 1•-0• 1•-0• 1•_0" 1•_0" 1•_0" 1•_0" 1•_0" T_1" 2'-8" 20' 1'-0" 1,-0" 1.-0" 1'-0" 1'-0" 1•-0" 1•_5" 1,-0• 1•_0" 1•_0" 1•_0" 1•-0" 2'-4" 3'-11" 22' 1-0" 1.-0" 1.-0" 1.-0" 1.-0" V-0" 2-6" 1.-0" 1-0" 1.-0" V-0" 2-0" 3-7" 5._2" 24' 1'-0" 1•-0" 1'-0" 1'-0" 1'-0" 1'-10" 3'-8" 1'-0" 1'-0" 1'-0" 1'-7" 3'-3" 4'-10" 6•-5" 24" 26' 1'-0" 1'-0" 1'-0" 1'-0" 1'-3" 2-11" 4'-10" 1'-0" 1'-0" 1'-3" 2-10" 4'-6" 6'-1" 7'-8" 28' 1•-0" 1'-0" 1.-0" 1•_0" 2-3" 4'-1" 6'_0" 1•-0" 1•-0" 2-6" 4_i" 5'-9" 7•-4" 8'-11" 30' 1•-0" 1'-0" 1.-0" 1-8" 3'-5" 5'-3" 7-2" 1'-0" 2-2" 3'-9" 5'-4" T-0" 8.-7" 10'_2" 32' 1'-0" 1'-0" 1'-0" 2-9" 4'-6" 6'-5" 8'-5" 1'-10" 3'-5" 5'-0" 6'-7" 8'-3" 9'-10" 11'-5" 34' 1'-0" 1'-0" 2-1" 3•_10" 5'-8" 7'-7" 9'-8" 3'-1" 4'-8" 6'-3" 7'_10" 9'-6" 11•_1" 12-8" 36' 1'-0" 1'-5" 3'-2" 4'-11" 6'-10" 8'-10" 10'-11" 4'-4" 5'-11" 7'-6" 9'-1" 10'-9" 12'-4" 13'-11" 38' 1•-0" 2-6" 4'-3" 6'-1" 8•-0" 10•4" 12•_3" 5'-7" 7•_2" 8'-9" 10'-4" 12•_0" 13•_7" 15•_2" For SI: 1 inch=25.4 mm,1 foot=305 mm. See notes for Table 9A on page 36. ESR-1305 I Most Widely Accepted and Trusted Page 35 of 50 TABLE 9A(Continued)-CIRCULAR AND OBROUND WEB HOLE CHART: 40 PSF LIVE LOAD,25 PSF DEAD LOAD,24"OC MAXIMUM JOIST SPACING JOIST CLEAR DISTANCE FROM END SUPPORT(feet-inches) DISTANCE FROM INTERIOR SUPPORT(feet-inches) JOIST DEPTH SPAN Hole Diameterinches SERIES (in.) (ft) Diameter( ) Hole Diameter(inches Obround ( ) Obround 2" 4" 6" 8" 10" 12" 2" 4" 6" 8', 10" 12" 6' 1'-0" 1'-0" 1'-0" - - - - 1,-0" 1'-0" 1,-0" - - - - - 10' 1'-0" 1'-0" 1'48" - - - - 1'-0" 1'-0" 2'-10" - - - - 12' 1'-0" 1'-0" 2'-11" - - 1'0, 2'-1" 4.-1" - 91/2" 14' 1,-0„ 1,-0„ 4-2" - - - 1,-4" 3'4" 5'4" 16' 1'-0" 2'-10" 5.-5" - - - 2'-7" 4'_7 V-7" 18' 1'-8" 4'-0" 6'-9" - - - - 3'-10" 5'-10" 7'-11" - - - - 20' 2,_9" 5._3" 8,-1" - - - - 5,-1" 7'-1" 9.-4" - - - - - - - 8' 1'-0" 1'-0" 1'-0" 1'-0" - - - 1'-0" 1'-0" 1'-0" 1.-6" 10' 1'-0" 1'-0" 1'-0" 1'-7" - - - 1,-0" 1'-0" 1'-0" 2'-9" - - - 12' 1,_0" 1,-0" 1,_0" 2,_9" - - - 1,0" 1,_0" 2,_1" 4,-0" - - - r 14' 1,_0" 1,_0" 1'_8` 4,-0" - - - 1,-0" 1,-6" 3'-4" 5•_3" - - - 114" 16' 1'-0' 1'-0" 2'-10" 5'-3" - - - 1'-0" 2'-9" 4'-7" 6'-6" - - - 18' 1'-0" 1'-10" 4'-0" 6'-7" - - - 2,_2" 4'-0" 5'-10" 7'-9" - - - 20' 1'-0" 3'-0" 5'-3" 7-11" - - - 3'-5" 5'-3" 7'-1" 9'-2" - - - 22' 2'-0" 4'-1" 6'-6" 9'-3" - - - 4'-8" 6'-6" 8'-4" 10'-8" - - - 24' 3'-1" 5'-4" 7'-9" 10,_8" - - - 5'-11" 7'-9" 9'-7" - - - - 8' 1._0" 1,_0" 1._0" 1,-0" 1'-0" - - 1.-0" 1'_0" 1,_0" 1,_0" 1•-6" - - 10' 1,_0" 1,_0" ' 1,_0" 1,_0" 1._8" 1,_0" 1._0" 1._0" 1'-0" 2,_9" - - 0 1° 12' 1,-0" 1,-0" 1'-0" 1•-0" 2'-10" - - 1,-0" 1,-0" 1,_0" 7_3" 4•-0" - - J 14' 1'-0" 1,_0" 1'-0" 1'-11" 4'-1" - - 1,-0" 1'-0" 1'-9" 3'-6" 5'-3" - - 16' 1,-0" 1,-0" 1,-0" 3.-0" 5.-4" - _ 1,-0" 1,_3" 3,_0" 4'-9" 6.-6" - - 18' 1'-0" 1'-0" 2'-1" 4'-3" 6'-8" 1'-0" 2,-6" 4'-3" 6'-0" 7.-10" 14" 20' 1,-0" 1,_3" 3,4" 5.-5" 8'-0" - - 2'-0" 3._9" 5-6" 7._3" 9'-3" - - 22' 1•-0.. 2,-4.. 4,_5.. 6,_9.. 9.-5" -_ - 3,_3.. 5,_0., 8,_9,. 8,-0,. 10,_9, - - 24' 1'-6" 3,-0.. .,S,_7 8,-0" 10,4,. 4,-0„ 8,_3" 8._0, 9,_9,. - 26' 2'-7 4_7 6'-10" 9'-0" 12'-2" - - 5_9 T-6" 9'_3" 11'-0" 28' 3'-8" 5'-10" 8'-1" 10,_8" 13'-7" - - T-0" 8,_9" 10•_6" 12,_5" - - - 30' 4'-10" 7.-0" V-4" 12'-0" 15'_0" - - 8'-3" 10'_0 1V-9" 13.-11" 8' V-0" 1,_0,. 1,-0" 1.-0.. 1._0„ 1,_0.. - 1,-0.. 1._0.. 1.0,. 1.-0,. 1,-0„ V-8" 10' 1'-0" 1'-0" 1'-0" 1-0" 1'-0" 1.-10" - V-0" 1.-0" 1.-0" 1,-0" V-2" 2.-11" 12' 1'-0" 1'-0" 1'-0" _ 1,-0" 1'-0" 34" - 1•-0" 1•-0" 1'-0" 1'-0" 2'-5" 4'-2" - 14' 1'-0" 1•-0" 1'-0" 1.-0" 2,_1" 4,_3" - 1,-0" T_0" 1,_0" 2,-0" 3'-8• 5'-5" - 16' 1'-0" 1'-0" 1'-0" 1'-3" 3'-3" 5'-6" - 1'-0" 1'-0" 1'-6" 3'-3" 4'-11" 6'-8" - 16" 18' 1'-0" 1'-0" 1'-0" 2'-4" 4'-5" 6'-10" - 1'-0" 1'-1" 2'-9" 4'-6" 6'-2" 8'-0" 20' 1'-0" 1'-0" 1,_7" 3,-6" 5,_8" 8._2" - 1.-0" 2.4" 4,-0" 5'-9" 7-5" 9,-6" - 22' 1'-0" 1'-0" 2'-8" 4'-8" T-0" 9'-7" - 1•_10" 3'-7" 5'-3" T-0" 8.-8" 10,_11• 24' 1.-0" 1'-11" 3'-10" 5'-11" 8'-3" 10'-11" - 3'-1" 4'-10" 6'-6" 8'-3" 9'-11" - - 26' 1._1" 3,_0" 5.-0" 7,_2" 9._7" 12._4" - 4.-4" 6,_1" 7-9" 9.6" 11,_3" - - 28' 2._2" 4,_1,. 6'-2" 8'-5" 10._11" 13._9" - 5._7. 7'-4" 9.-0" 10,_9" 12,_8" - - 30' 3,-3" 5'-3" T-4" 9.-8" 12'-3" - - 6'-10" 8'-7" 10•-3" 12'-0" 14'-2" - - For SI: 1 inch=25.4 mm,1 foot=305 mm. See notes for Table 9A on page 36. ESR-1305 I Most Widely Accepted and Trusted Page 36 of 50 TABLE 9A(Continued)-CIRCULAR AND OBROUND WEB HOLE CHART: 40 PSF LIVE LOAD,25 PSF DEAD LOAD,24"OC MAXIMUM JOIST SPACING JOIST JOIST CLEAR DISTANCE FROM END SUPPORT(feet-inches) DISTANCE FROM INTERIOR SUPPORT(feet-inches) DEPTH SPAN Hole Diameter inches SERIES (inches) Hole Diameter(inches) (m.) (ft.) 2" 4" 6" 8" 10" 12" Obround 2" 4„ 6" 8" 10" 12" Obround 6' 1'-0" 1'-0" 1,_0" - - - - 1-0" 1'_0" 1•-0" - - - - 8' 1-0" 1'-0" T-0" _ - - - 1'-0" 1'-0" 1'-3" - - - - - - - 10' 1-0" 1'-0" 1.-4" 1'-0" 1'-0" 2.-6" 91/2• 12' 1,_0" 1._0" 2'-6" - - - - 1'-0" 1'-7" 3'-9" - - - - 14' 1'-0" 1,-1" 3'-9" - - - - 1'-0" 2'-10" 5'-0" - - - - 16' 1'-0" 2'-3" 5'-0" - - - - 1'-11" 4'-1" 6'-3" - - - - 18' 1'-0" 3'-5" 6'-3" - - - - 3'-2" 5'-4" 7'-6" - - - _ 20' 2'-0" 4'-7" 7'-7" - - - - 4'-5" 6'-7" 8'-11" - - - - 6' 1-0" 1'-0" 1'-0" 1,-0" - - - 1'-0" 1•-0" 1'-0" 1,-0" - - - 8' 1'-0" 1'-0" 1'-0" 1'-0" - - - 1'-0" 1'-0" 1'-0" 1'-2" - - - 10' 1,-0" 1,-0" 1,_0" 1,_2" - - - 1_0" 1_0" 1_0" 2,-5" - - - 12' T-0" 1'-0" 1'-0" 2,-4" - -- - - 1174" 14' 1-0" 1-0 1-2 3%7" 1'-0" 1'-0" 2'-10" 4'-11" 16' 1-0" 1-0" 2'-3" 4'-10" - - - 1'-0" 2'-1" 4'-1" 6'-2" - - - 18 1%0" 1,_1,. 3,_5» 6%1" - - 1%4" 3'-4" 5%4„ 7%5" - 20' 1'-0" 2'-2" 4'-7" 7-5" - - - 2'-7" 4'-7" 6'-7" 8'-8" 22' 1'-1" 3%4" 5'-10" 8'-9" - - 3'-10" 5'-10" 7-10„ 10_2" 24' 2'-2" 4'-5" 7-1" 10'-1" - - 5'-1" 7-1" 9'-1" 11'-7" 8' 1%0" 1%0" 1,_D,. 1,-0» 1 •,p 1%0" 1,_0" 1,-0•, 1.-0„ 1%2" - - 10' 1'-0" 1'-0" 1'-0" 1'-0" 1'-3" 0 1'-0" 1'-0" 1'-0" 1'-0" 2'-5" N 12' 1'-0" 1'-0" 1'-0" 1-0 2%5" 1'0 1'-0„ 1'-0" 1'-9" 3'-8" 14' 1'-0" 1'-0" 1,-0" 1'-3" 3,-7" - - 1'-0" 1'-0" 1'-1" 3'-0" 4'-11" - - 16' 1,-0" 1-0" 1,-0" 2'-5" 4'-10" - - 1•-0'• 1,_0" 2,-4" 4,_3" 6,_2" - - 14" 18' V-0" 1,_0" 1-4" 3,-7" 6'-2" - - 1'-0 1_7" 3,_7" 5%6" 7%5" - - 20' 1'-0" 1'-0" 2'-5" 4,-9" 7'-6" - - 1'-0" 2'-10" 4'-10" 6'-9" 8'-9" - - 22' 1,-0" 1'-5" 3'-7" 6'-0" 8'-10" - - 2'-2" 4'-1" 6'-1" 8'-0" 10._3" - - 24' 1,-0" 2'-6" 4'-9" 7'-3" 10,_2" - - 3'-5" 5'-4" 7'-4" 9'-3" 11._8" - - 26' 1'-5" 3'-7" 5'-11" 8'-0" 11'-7" - - 4'-8" 6,-7" 8'-7" 10'-6" - - - 28' 2'-6" 4•-9" 7'-2" 9'-10" 12'-11" - - 5'-11" 7-10" 9'-10" 11'-9" - - - 30' 3'-7" 5'-11" 8,_5" 11,_2" 14•-4" - - 7'-2" 9,_1" 11•_I" 13,_1, - - - • 8' 1'-0" 1'-0" 1'-0" 1,-0" 1'-0" 1'-0" - 1'-0" 1'-0" 1'-0" 1,-0" 1,-0" 1-4" - 10' 1'-0" 1'-0" 1-0" 1-0" 1'-0" 1'-5" - 1,-0" 1,-0» 1'-0" 1'-0" 1'-0" 2'-7" - 12' 1'-0" 1,-0" 1,-0" 1,-0„ 1,_0" 2,_7" _ 1•-0" 1•-0" 1,_0" 1-0" 1'-11" 3'-10" - 14' t'-0" 1'-0" 1'-0" 1'-0" V-6" 3'-9" - 1'-0" 1'-0" 1'-0" 1'-3" 3'-2" 5'-1" ' 16' 1'-0" 1'-0" 1'-0" 1'-0" 2'-T' 5,-0" - 1.-0" 1'-0" 1'-0" 2%6" 4'-5" 6%4" 16" 18' 1'-0" 1'-0" 1'-0" 1'-7" 3'-9" 6'4" 1'-0" 1'-0" 1%11" 3'9" 5'-8" 7-7„ 20' 1'-0" 1'-0" 1'-0" 2%8" 5'-0" 7'-8" - 1'-0" 1'-3" 3'-2" 5'-0" 6'-11" 8'-11" 22' 1'-0" 1'-0" 1'-9" 3%10" 6'-3" 9%0" 1- %0" 2%6" 4%5" 6%3" 8%2" 10%5" 24' 1'-0" 1•-0" 2'-10" 5'-0" 7,-6" 10,_4" - 1'_11, 3'_9" 5_8" 7,-6" 9•_5" 11'-10" - 26' 1'-0" 1'-10" 3'-11" 6'-3" 8'-10" 11%9" 3'-2"- 5%0" 6%11" 8.9„ 10%8" 28' 1,-0" 2'-11" 5-1" 7'-6" 10,_1„ 13,_2" - 4'-5" 6'-3" 8'-2" 10,_0" 11•-11" - - 30' 1_11" 4,-0" 6'-3" 8,-9" 11,_5, 14,_7, - 5'-8" T-6" 9'-5" 11_3" 13,-4" - - For SI: 1 inch=25.4 mm,1 foot=305 mm. 'The hole locations listed above are valid for joists supporting only uniform loads.The total uniform load must not exceed 130 plf(e.g.,40 psf Live Load and a 25 psf Dead Load,spaced up to 24 inches(.c.).The uniform Dead Load must be at least 10 plf. 2Hole location is measured from the inside face of the nearest support to the center of a circular hole or to the center of radius of the nearest semi-circular end of an obround hole. 3Obround holes are not allowed for the LPI 26,LPI 450 and LPI 530 I-Joists. `Maximum hole diameter for circular holes is the Joist Depth less 4 inches,except the maximum hole diameter is 6 inches for 91/2-inch-deep joists,and 8 inches for 117/6-inch-deep joists. Holes cannot be located in the span where designated"-",without further analysis by a design professional(see note 7 below). 6Clear Span has NOT been verified for these joists and is shown for informational purposes only.Verify that the joist selected will work for the span and loading conditions needed before checking hole location. 'Larger holes,greater uniform loads or nonuniform loads,and closer proximity to supports and other holes may be possible with further analysis (See Section 4.4 and the web hole shear equations listed in Table 10). ESR-1305 I Most Widely Accepted and Trusted Page 37 of 50 TABLE 9B—RECTANGULAR WEB HOLE CHART: 40 PSF LIVE LOAD,25 PSF DEAD LOAD,24"OC MAXIMUM JOIST SPACING JOIST JOIST CLEAR DISTANCE FROM END SUPPORT(feet-inches) DISTANCE FROM INTERIOR SUPPORT(feet-inches) SERIES DEPTH SPAN Maximum Hole Dimension:Depth or Width(inches) Maximum Hole Dimension:Depth or Width(inches) (in.) (fL) 2" 4" 6" 8" 10" 12" 14" 16" 2" 4" 6" 8" 10" 12" 14" 16" 6' 1•-0" 1,-0" 1•-0" 1,-0" 1,_2" 1,_7' - - 1'-0" 1,-0" 1,-3" 1'-6" 1'-10" 2'-2" - - 8' 1•-0" 1,-0" 1•_7" 7_0" 2'-5" 2'-11" - - 1,-0" 1•-3" 2'-6" 7_9" 3'_1" 3•_5" - - 10' 1'-0" 1'-4" 2'-10" 3'-3" 3'-9" 4-3" 1'-3" 2'6" 3'-9" 4'-0" 4'-5" - - 9II 12' 1'-1" 2'-6" 4-1" 4-7" 5'-1" - - - 2'-6" 3,-9" 5•_0" 5•-4" - - - - 14' 2'-2" 3'-8" 5'-5" 5'-11" 6'-6" - 3'-9" S_0" 6 4» - - - 16' 3'-4" 5'-0" 6'-10" 7," - - - - - 18' 4-7" 6'-3" 8'-2" - - - - - 6'-3" 7-6" - - - - - - 20' 5'-10" 7-7' 9'-7" - - - - - 7'-6" 8'-10" - - - - - 6' 1-0" 1'-0" 1'-0" 1'-0" 1'-5" - -- 1-0" 1-0 1-0 1.-8" 7-0 8' 1'-0" 1'-0" 1'-0" 2'-3" 7-8" - - V-0"- 1-0" 1'-11" 2'-11" 3'-3" 10' 1'-0" 1'-0" 2'-2" 3.-6" 4-0" - -- 1'-1" 2'_2" 3.-2" 4-2" - 12' 1'-0" 2'-1" 3'-4" 4'-10" 5.-5" - 2'4" 3'-5" 4'-5" 5'-8" - - 11�/8' 14' 2-0 3-3 4-8" 6-3 3'-7" 4'-8" 5'-8" - - - 16' 3'-2" 4-6" 5'-11" 7-8" - - - - 4'-10" 5'-11" 7-0" - - - - - - - 18' 4-4" 5.-9" T-3" - 6.1" T 2„ 8.5" - - - - 22' 6_10' 8,-4» 10'_1„ - - -- 8._7.. 9._9„ - - - - - 24' 8'-2" 9'-8" 11,_5" - - - - - 9'-10" 11'-3" - - - - - - m 8' 1'-0" 1'-0" 1'-0' 1'-0" 1'-6" 2'-1" 2'-9" - 1'-0" 1,-0" 1,_0" 1.-0" 2'-5" 7-10" 3'-4" - IL w 10' 1'-0" 1'-0" 1'-0" 1'-0" 2'-9" 3'-5" 4-1" 1'-0" 1'-0" 1'-0" 2'-1" 3'-8" 4'-1" J 12' 1'-0" 1'-0" 1'-0" 2•-0" 4-0" 4-9" - - 1•-0" 1,-0" 1'-10" 3.-4" 4'-11" S-0" - - - eS 14' 1'-0" 1'-0" 1.-4" 3'-2" 5.-4" 6'-1" 1'-0" 1'-6" 3'-1" 4'-7" 6'-3" - - r 16' 1'-0" 1'_0" 7_6" 4-5" 6,_8" 7•-6" -J 18' 1'-0" 1'-10" 3'-8" 5'-8" 8'-1" - - - 2-5" 4'-0" 5'-7" 7'-1" - - - - 14" 20' 1-3" 2'-11" 4-10" 7'-0" 9•-5" - - - 3'-8" 5'-3" 6'-10" 8'-4" - - - - 22' 7-4" 4-1" 6•-1" 8'-3" - - - - 4-11" 6•-6" 8'-1" 9'-9" - - - - 24' 3.-5" 5-3"- 7-4" 9.-8" - 6._2»_ T-9" 9,-4» 11.-2" 26' 4-7" 6'-6" 8'-7" 11•_0" - - - - T-5" 9'-0" 10'_7" 17-7" - - - - 28' 5'-9" T_9" 9'-11" 17-4" - - - - 8.-8" 10._3" 11-10" - - - - - 30' 6'-11" 9'-0" 11•_3" 13•_9" - - - - 9'-11" 11•_6" 13,_2" - - - - - 8' 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 2'-6" - - 1-0" 1,-0" 1•_0" 1._0" 1•_9" 3•_2" - - 10' 1'-0" 1'-0" 1'-0" 1'-0" 1,-11" 3'-10" - - 1•-0" 1•-0" 1,-0" 1._7• 3'-0» 4-5" - - 12' 1'-0" V-0" 1•_0" 1.-4" 3•_1" 5•_2" - - 1•-0" 1•-0" 1'-5" 2'-10" 4-3" - - - 14' 1'-0" 1'-0" 1•-0" 2'-6" 4'-4" - - - 1'-0" 1'-3" 2'-8" 4'-1" 5'-6" - - - 16' 1'-0" 1'-0" 2,_0" 7-8" 5'-8" - - - 1•_1" 2'-6" 3'-11" 5,4" 6,-9" - - - 16" 18' 1'-0" 1.-6" 3._2" 4,_11" 7.-0" - - - 2'-4" 3'-9" 5._2" 6._7" 8•-1" - - - 20' 1'-1" 7-8" 4'-4" 6'-2" 8'-4" - - - 3'-7" 5•-0" 6'-5" 7'-10" 9'-7" - - - 22' 7-2" 3._9" 5'-6" 7•-6" 9.-8" - - - 4'-10" 6•_3" 7•-8" 9'-1" - - - - 24' 3'-3" 4'-11" 6'-9" 8'-10" 11,-1" - - - 6'-1" 7'-6" 8'-11" 10'-4" - - _ - 26' 4-5" 6'-2" 8'-1" 10•_2" 17-6" - - - 7'-4" 8'-9" 10'_2» 11.-10" - - - - 28' 5'-7" 7'-5" 9'-4" 11'-6" - - - - 8'-7" 10'-0" 11•-5" 13'-3" - - - - 30' 6'-9" 8'-8" 10,_8" 17_10" - - - - 9'-10" 11•_3" 12'-8"_ - - - - - For SI: 1 inch=25.4 mm,1 foot=305 mm. See notes for Table 9B on page 44. • ESR-1305 I Most Widely Accepted and Trusted Page 38 of 50 TABLE 9B(Continued)--RECTANGULAR WEB HOLE CHART: 40 PSF LIVE LOAD,25 PSF DEAD LOAD,24"OC MAXIMUM JOIST SPACING JOIST CLEAR DISTANCE FROM END SUPPORT(feet-inches) DISTANCE FROM INTERIOR SUPPORT(feet-inches) JOIST DEPTH SPAN Maximum Hole Dimension:Depth or Width(inches) Maximum Hole Dimension:Depth or Width(inches) SERIES (in.) (ft) 2" 4" 6" 8" 10" 12" 14" 16" 2" 4" 6" 8" 10" 12" 14" 16" 6' 1-0" 1•-0" 1'-0" 1'-0" 1•-0" 1-5" - - 1-0" 1-0" 1•_0" 1-3" 1-8" 2_0" - - 8' 1'-0" 1-0" 1-3" 1'-8" 2-2" 2-8" 1'-0" 1-0" 2-2" 2-6" 2-11" 3'-3" - - 10' 1'-0" 1'-0" 24" 2'-11" 2_5" 3'-11" 1 0" 2_1 3'_5« 3_9" 4_2" - 12' 1'-0" 24" 3'-9" 4'-3" 4'-9" 5-4" - - 2-0" 3.-4" 4._8« 5._0" 5.-0" - - - 14' 1._7" 3'-2" 5'-0" 5'-7" 6'-1" - -- 3'-3" 4'-7" 2-11" 64" - - 16' 2-9" 4'-5" 6'-4" 6'-11" T-6" - -- 4'6" 5'-10" T-5" - 18' 3'-11" 2-8" 7'-9" 8'-4" - 5'-9" T-1" - - - - - 20' 5'-2" 7'-0" 2-1" - - - T 0" 8 4" - - - - 6' 1-0" 1.-0" 14" 1-0" 1.-2" 1-8" - - 1'4" 1.-0" 1-0" 1-6" 1-10" 2-2" - - 8' 1-0" 1-0" 1-0" 2-0" 2-5" 2'-11" - - 1-0" 1-0" l•-7" 2-9" 2-1" 3'-5" - - N 10' 1'-0" 1-0" 1-9" 3'-3" 3'-9" 4'-3" - - 1'-0" 1'-9" 2_10" 4'-0" 44" - - - a 12' 1-0" 1'-7" 2'-11" 44" 2-1" - - - 1-10" 2_0" 4•4" 2-4" - - - - N 1O14' 1-5" 2-9" 4'-2" 5'-11" 64" - 3_1 4_3 5 4 j 117/8" - - - 16' 2'-6" 3'-11., 54" T-3" - - 5.-0.. 6'-7" u. m 18' 34" 5'-2" 6'-9" 8'-8" - - -- 5'-7" 6'-9" T-11" N 20' 4'-11" 6'-5" 8'-2" - - - - - 6'-10" 84" 9'-5" - - - - - - F. 22' 6._1" 7._9" 2-6" - - - 8,1,. 9.3.. - - 24' T-5" 9'-1" 10'-11" - - - - - 9.-4" 10•-7" - - - - - - a 8' 1-0" 1'-0" 1'-0" 1-0" 1'-2" 1-10" 2-6" - 1'-0" 1'-0" 1-0" 1-0" 2-1" 2-8" 3'-2" - N I' 10' 1-0" 1-0" 1-0" 1-0" 2'-5" 3'-1" 3'-10" - 1-0" 1-0" 1•4" 1•_8" 2-4" 3'-11" - - 12' 1-0" 1-0" 1-0" 14" 3'-8" 4'-5" 5'-2" - 1-0" 1-0" 1'-3" 2-11" 4'-7" 5'-2" - - oi 14' 1-0" 1-0" 1-0" 24" 4'-11" 5'-9" - - 1'-0" 14" 2-6" 4'-2" 5'-10" - - - 3 a16' 1.-0" 1._0" 1._t0" 3._10" 6._3" 7,_1" - - 1.-0" 2-0" 3.-9" 2-5" T-3" - - - N en a 14" - -- 18' 1•-0" 1-0" 2_11" 5'_1" 7•_7" 8.-6 1'_7 3_3' S_0" 6_8" 20' 1-0" 7-1" 4'-1" 2-4" 2-0" - - - 2-10" 44" 6'-3" T-11" - - - - m 22. 1.-4« 3._3« 2-4" 7'-8" 12_5.. - 4._1« 5._9,. 7.-0 9._2« - - - - ,Q, 24' 2'-5" 4._5" 6'-7" 9.-0" - 5.-4" 7.-0" 84« 10._6" a 26' 34" 5'-7" 7-10" 10._4" - - - - 6'-7" 8'-3" 10•-0" 12-0" - - - - -.1 g 28' 4'-8" 6'-9" 9'-1" 11'-8" - - - - 7'-10" 94" 11-3" 13,-5" - - - - c 30' 5•_10" 8'-0" 10'_5" 13•_0" - - - - 9'-1" 10'-9" 12-6" - - - - - " 8' 1-0" 1-0" 1•-0" 1-0" 1•_0" 2-3" 2_0" - 1.-0" 1-0" 1'-0" 1-0" 1'-5" 2-11" it 10' V-0" V-0" 1-0" 1-0" 1-6" 3•-6" 4'-4" - 1-0" _. 1-0" 1-0" 1•-1" 2'-8" 4'-2" - - 12' 1-0" 1•-0" 1•_0" 1•-0" 2'-8" 4'-10" - - 1•-0" _. 1•_0" 1-0" 2-4" 3'-11" - - - 14' 1-0" 1-0" 1'-0" 1-11" 3'41" 2_3" - - 1-0" 1•-0" 2-0" 2-7" 2-2" - - - 16' 1-0" 1.-0•, 1-4" 2_1" 5'-2" - - - 1•-0" 1'-9" 3'-3" 4'-10" 6'-5" - - - 16" 18' 1'-0" 1'-0" 2'-5" 4'-4" 6•-5" - - - 1'-5" 3'-0" 4'-6" 6'-1" 7'-8" - - - 20' 1.-0" 1._9" 3._7" 5.-0" 7.-9" - - - 7-8" 44" 5'-9" 7.-4" 9.-1" - - - 22' 1'-2" 2'-11" 4'-9" 6'-10" 9'-2" - - - 3'-11" 2-6" 7•-0" 8'-7" 10•-6" - - - 24' 2-3" 4'-0" 6•-0« 8'-1" 104" - - - 2-2" 64" 84" 9'-10" - - - - 26' 2-4" 5'-2" 7'-2" 9'-5" 11-11" - - - 6'-5" 84" 94" 11_1" - - - - 28' 4'-6" 6'-5" 8'-5" 10'-9" 12-4" - - - 7'-8" 2-3" 12-9" 12-6" - - - - 30' 54" 7'-7" 9'-9" 12-1" - - - - 8'-11" 104" 12'-0" 14'4" - - - - For SI: 1 inch=25.4 mm,1 foot=305 mm. See notes for Table 9B on page 44. ESR-1305 I Most Widely Accepted and Trusted Page 39 of 50 TABLE 9B(Continued)—RECTANGULAR WEB HOLE CHART: 40 PSF LIVE LOAD,25 PSF DEAD LOAD,24"OC MAXIMUM JOIST SPACING JOIST CLEAR DISTANCE FROM END SUPPORT(feet-inches) DISTANCE FROM INTERIOR SUPPORT(feet-inches) JOIST DEPTH SPAN Maximum Hole Dimension:Depth or Width(inches) Maximum Hole Dimension:Depth or Width(inches) SERIES . (m.) (ft.) 2" 4" 6" 8" 10" 12" 14" 16" 2" 4" 6" 8" 10" 12" 14" 16" 12' 1•-0" 1'-0" 1'-0" 1'-0" 1•-0.• 1'-11" 5'-1" - 1•-0" 1-0" 1•-0" 1•-0" 1.-0" 3'-4" - - 14' 1'-0" 1'-0" 1'-0" 1•-0" 1'-0" 3'-2" - - 1'-0" 1•_0" 1'-0" 1•-0" 2-3" 4._7" - - 16' 1'-0" 1'-0" 1'-0" 1'-0" 1•-7" 4•-4" - - 1•-0" 1•-0" 1•-0" 1•-3" 3•-6" 5'-10" - - 18' 1•-0" 1'-0" V-0" 1•-0" 2-9" 5•-8" - 1•-0" 1•_0" 1•-0" 2'-6" 4•-9" 7'-1" - - 20' 1•-0" 1'-0" 1'-0" 1'-3" 3'-11"- 6•-11" - - 1•-0" 1•_0" 1•-6" 3•_9" 6•_0.. 8•-4" - - 22' 1'-0" 1-0" 1'-0" 2'-4" 5'-1" 8'-3" - - 1-0" 1•-0" 2-9" 5•-0" 7•-3" 9•-8" - - 18" 24' 1'-0" 1-0" 1•-0" 3.-6" 6•-4" _ 9•-7" - - 1•-0" 1•-8" 4•_0" 6'_3" 8•-6" 11•_1" - - 26' 1-0" 1.-0" 2'-0" 4'-8" 7'-7" 10•_11" - - 1.-0" 2-11" 5'-3" T-6" 9'-9" - - - 28' 1'-0" 1'-0" 3'-2" S'-10" 8•-10" 12-4" - - 1'-11" 4•-2" 6•-6" 8•-9" 11•-0" - - - 30' 1'-0" 1'-9" 4'-3" 7'-0" 10'-1" 13-8" - - 3•_2" 5•-5" 7•_9" 10•-0" 12-3" - - - 32' 1'-0" 2-10" 5'-5" 8'-3" 1V-5" 15'-1" - - 4•_5" 6'-8" 9._0" 11•_3" 13'-6" - - - 34' 1'-5" 3'-11" 6'-7" 9'-6" 17_9" 16•-6" - - 5'-8" 7'-11" 10•_3" 17-6" 14'-11" - - - 12' V-0" V-0" 1'-0" 1.-0" 1.-0" 1-0" 3.-7" - 1.-0" 1,-0" V-0" V-0" 1-0" 2-5" 4•-7" 14' 1'-0" V-0" 1_0" 1-0" 1-0" 2-1" 4'-10" - 1'-0" 1•-0" 1•-0" 1•-0" 1'-7" 3'-8" 5'-10" - 16' 1-0" 1•_0" 1-0" 1•_0" 1•_0" 3'_3" 6•-2" - 1•-0" 1•-0" 1•-0" 1'-0" 2-10" 4'-11" 7'-2" - 18' 1•-0" 1'-0" 1-0" 1'-0" 1'-11" 4.-5" T-6" - 1•-0" 1•-0" 1•-0" 1'-11" 4'-1" 6'-2" - - 20' 1,-0" 1'-0" 1'-0" 1•-0" 3'_0" 5•-8" 8'-11" - 1-0" 1•-0" 1•_0" 3•-2" 5•-4" T-5" - - 20" 22' 1'-0" 1•-0" 1'-0" 1'-9" 4'-2" 6'-11" 10.-3" - 1'-0" 1'-0" 2'-3" 4'-5" 6'-7" 8'-8" - - 24' 1•-0" 1•-0" 1•-0" 2'-10" 5•-4" 8'-3" - - 1'-0" 1•-5" 3•-6" 5'-8" 7'-10" 9'-11" - - 26' 1'-0" 1'-0" 1'-7" 3'-11" 6'-7" 9'-7" - - 1-0" 2-8" 4'-9" 6'-11" 9'-1" 11•-3" - - m 28' 1'-0" 1'-0" 2-8" 5'-1" 7'-10" 10'-11" - - 1'-9" 3'-11" 6'-0" 8'-2" 10'-4" 12-8" - - CV 30' 1•-0" 1•-5" 3•-9" 6'-3" 9'-1" 12-3" - - 3•-0" 5'-2" 7-3" 9•_5" 11-7" 14•_2" - - „' 32' 1'-0" 7-6" 4'-10" T-6" 10.-4" 13•_7" 4'-3" 6'-5" 8'-6" 10'-8" 12-10" - - - 34' 1'-3" 3'-7" 6'-0" 8'-8" 11•_8" 15._0" - - 5'-6" 7'-8" 9'-9" 11'-11" 14•_1" - - - y 16' 1'-0" V-0" V-0" V-0" 1-0" 2•-4" 4'-11"' - V-0" 1.-0" V-0" V-0" 7_2" 4,_2" 6,_3" - p. 18' 1-0" 1'-0" 1'-0" 1•-0" 1•-3" 3'-6" 6'-2" - 1'-0" 1'-0" ' 1'-0" 1•-5" 3'-5" 5•-5" 7-6" n 20' 1•-0" 1•_0" 1•-0" 1•_0" 2-4" 4•-9" 7-6" - 1•-0" 1•_0" 1•_0" 2'-8" 4•-8" 6'-8" 8'-10" 0 22' 1'-0" 1,-0" 1'-0" 1'-2" 3'-5" 5'-11" 8,-10" - 1•-0" 1•-0" 1'-11" 3'-11" 5'-11" 7'-11" 10•-3" 24' 1-0" 1•-0" 1•-0" 2-3" 4•_7" 7•-2" 10'-3" - 1•-0" 1•-2" 3-2" 5•-2" T_2" 9•_2" - - 22" 26' 1'-0" 1'-0" 1'-2" 3'-5" 5'-9" 8'-6" 11'-7" - 1•-0" 2•-5" 4'-5" 6•-5" 8•-5" 10'-5" - - 28' 1•-0" 1•-0" 2-3" 4•-6" 7•-0" 9'-9" 13•_0" - 1•-8" 3•-8" 5•-8" 7•-8" 9-8" 11•-8" - - 30' 1'-0" 1'-2" 3'-4" 5-8" 8'-3" 11'-1" 14'-5" - 2'-11" 4'-11" 6'-11" 8'-11" 10'-11" 13'-1" - - 32' 1-0" 7-3" 4'-5" 6'-10" 8-6" 12-5" - - 4'-2" 6'-2" 8'-2" 10•_2" 12•_2" 14'-6" - - 34' 1'-2" 3-4" 5.-7" 8•-1" 10._9" 13•-9" - - 5•_5" T_5" 9•_5" 11•_5" 13'_5. 15•-11" - - 36' 7-2" 4•-5" 6•-9" 9•_3" 12-1" 15•-2" - - 6•-8" 8'-8" 10•_8" 12-8" 14-8" 17'-5" - - 38' 3'-3" 5'-6" 7'-11" 10'-6" 13'-4" 16'-6" - - 7'-11" 9'-11" 11'-11" 13'-11" 15'-11" - - - 16' 1'-0" V-0" 1'-0" 1-0" V-0" V-8" 3'-11" 6•-9" 1.-0" V-0" V-0" V-0" 1-8" 3'-7" 5•-6" - 18' 1'-0" 1'-0" 1•-0" 1•-0" T-0" 2-9" 5-2" 8•_1" 1•-0" 1-0" 1-0" 1•-0" 2-11" 4'-10" 6'-9" - 20' 1'-0" 1•-0" 1'-0" 1•-0" 1'-9" 3'-11" 6'-6" - 1•-0" 1,-0" 1•-0" 2._3" 4,-2" 6,-1" 8,-0" 22' 1'-0" 1'-0" 1'-0" 1'-0" 2'-10" 5'-2" 7'-9" - 1-0" 1'-0.' 1'-7" 3'-6" 5'-5" T-4" 9'-3" - 24' 1'-0" 1•-0" 1'-0" 1'-10" 4•_0" 6•_5" 9-1" - 1•-0" 1•-0" 2'-10" 4'-9" 6'_8" 8•_7" 10•-8" - 24" 26' 1-0" 1-0" 1'-0" 2-11" 5'-2" 7'-8" 10•-5" - 1•_0" 2-2" 4'-1" 6•-0" 7'-11" 9'-10" 12'-1" - 28' 1'-0" 1-0" 1-11" 4•-0" 6•-4" 8'-11" 11•-10" - 1-7" 3'_5" 5•-4" 7•-3" 9•-2" 11•_1" - - 30' 1'-0" 1'-0" 3•_0" 5•-2" T-7" 10'-2" 13'-2" - 2-10" 4•-8" 6'-7" 8•_6" 10.-5" 17-4" - - 32' 1'-0" 2-0" 4'-1" 6'-4" 8'-10" 11'-6" 14'-7" - 4'-1" 5'-11" 7'-10" 9'-9" 11'-8" 13'-7" - 34' 1'-1" 3'-1" S'-3" 7'-7" 10'-1" 12'-10" 16'-0" - 5'-4" 7'-2" 9'-1" 11'-0" 12-11" 15'-0" - - 36' 2-1" 4•_2" 6'-5" 8•-9" 11•-4" 14•_2" 1T-5" - 6•_7" 8•-5" 10'-4" 12-3" 14•-2" 16'-6" - - 38' 3'-2" 5'-3" T-7" 10,_0" 12'-7" 15•-6" - - T-10" 9•-8" 11•-7" 13-6" 15'-5" 17'-11" - For SI: 1 inch=25A mm,1 foot=305 mm. See notes for Table 9B on page 44. ESR-1305 I Most Widely Accepted and Trusted Page 40 of 50 TABLE 98(Continued)—RECTANGULAR WEB HOLE CHART: 40 PSF LIVE LOAD,25 PSF DEAD LOAD,24"OC MAXIMUM JOIST SPACING JOIST JOIST CLEAR DISTANCE FROM END SUPPORT(feet-inches) DISTANCE FROM INTERIOR SUPPORT(feet-inches) SERIES DEPTH SPAN Maximum Hole Dimension:Depth or Width(inches) Maximum Hole Dimension:Depth or Width(inches) (in.) (ft.) 2" 4" 6" 8" 10" 12" 14" 16" 2" 4" 6" 8" 10" 12" 14" 16" 6' 1-0" 1-0" 1-0" 1-0" 1,-0" 1-5" - - - 1-0" 1_0" 1-0" 1-3" 1-8" 7-0" - - 8' 1-0" 1-0" 1-3" 1-8" 2'-2" 2'-8" - - 1-0" 1-0" 2.-2" 2"-6" 2•-11" 3•_3" - - 10' 1-0" 1-0" 2'-6" 2'-11" 3•-5" 3'-11" 1'0" 2'-1" 3'-5" 3'-9" 4'-2" - - 91/2" 12' 1'-0" 2'-0" 3'-9" 4'-3" 4'-9" 5'-4" - - 2.-0" 3'-4" 4,-8" 6-0" 6-6" - - - 14' 1-7' 3'-2" 5'-0" 5'-7" 6-1" - - - 3'-3" 4'-7" 5'-11" 6'-5" - - - - 16' 2'-9" 4'-5" 6-4" 6'-11" 7'-6" - - - 4'-6" 5'-10" 7'-5" - - - - - 18' 3_11» 5'-8" 7.-9" 6-4" - -- - - - - - m 20' 5'-2" 7'-0" 9'-1" - - - - - 7'-0" 6-4" - - - - - - N 6' 1-0" 1-0" 1-0" 1-0" 1-2" 1-8" - - 1-0" 1-0" 1-0" 1-6" 1-10" 2'-2" - - n. -' 8' 1'-0" 1-0" 1-0" 2'-0" 2'-5" 2'-11" - - 1-0" 1'-0" 1-7" 2'-9" 3'-1" 3'-5" 10' 1-0" 1'-0" 1-9" 3'-3" 3'-9" 4'-3" - - 1-0" 1-9" 2'-10" 4•-0" 4"-5" - - - 12' 1-0" 1-7" 2'-11.. 4•-6" 5-1" - - - 1-10" 3•_0" 4'_1" 5'-4" - - - - 1174" 14' 1'-5" 2'-9" 4'-2" 6-11" 6'-6" 3'-1" 4'-3" 5'4" - - - 16' 2'-6" 3"-11" 6-6" 7-3" - - - - 4'-4" 6-6" 6'-7" - - - - - 18' 3'-8" 5'-2" 6-9" 6-8" - - - - 5'-7" 6'-9" 7'-11" - - - - - 20' 4'-11" 6'-5" 8'-2" - - - - - 6-10" 8'-0" 9'-5" - - - - - 22' 6'-1" 7.-9" 9'-6" - - - - 8'-1"' 9"-3" - - - - - 24' T-5" 9'-1" 10'-11" - - - - - 6-4" 10'_7" - - - - - - 6' 1-0" 1-0" 1-0" 1'-0" 1-0" 1-5" - - 1-0" 1•_0,. 1-0" 1-3" 1-8" 2'-0" - - 8' 1-0" 1-0" 1-3" 1-8" 2'-2" 2'-8" - - 1"-0" 1-0" 2'-2" 2•-6" 2'-11" 6-3" - - 10' 1-0" 1-0" 2'-6" 2-11" 3'-5" 3'-11" 1'-0" 2'-1" 3'-5" 3"-9" 4'-2" - yitz. 12. 1.0» 2'-0.. 3.-9" 4'_3,. 4.9.. 5.-4» Z-0" 3.-4» 4,_6» 5.-0.. 5'-6" - - 14' 1-7' 3'-2" 6-0" 5'-7" 6'-1" 6-3" 4"-7' 6-11" 6-5" - - - 16' 2'-9" 4'-5" 6-4" 6-11" 7'-6" - - - 4'-6" 5'-10" 7'-5" - - - - - 18' 6_11" 5'-8" T-9" 8'-4" - - - - 5'9" T-1" - - - - - - 20' 6-2" 7.-0" 9'-1" - - T-0" 8'4" - - - - - 6' 1•-0" 1-0" 1-0" 1-0" 1-2" 1'-8" - - 1-0" 1-0" 1-0" 1-6" 1-10" 2'-2" - - 8' 1'-0" 1-0" 1-0" 2'-0" 2•-5" 2•_11. - - 1-0" 1-0" 1-7" 2•_9" 3•_1" 3•-5" - - 10' 1-0" 1-0" 1-9" 3•-3" 3'-9" 4•-3" - - 1-0" 1-9" 2'-10" 4•-0" 4•-5" - - - 12' 1'-0" 1-7" 2'-11" 4'-6" 6-1" 1-10" V-0" 4'_1» 6-4" - - - - 117/8" 14' 1-5" 2'-9" 4'-2" 5'-11" 6-6" - 3'_1" 4_3" 5 4 - - - - 16' 2'-6" 3'-11" 5'-6" T-3" - - -- 4-4" 5 6" 6-7" - - 18' 3'-8" 5'-2" 6-9" 6-8" ., - - - 6-7"- 6-9" T-11" 20' 4'-11" 6'-5" B'-2" - - - - - 6'-10" 8'-0" 9'-5" - - - - - 22 6_1» 7,_9» 9'-6" 8'1" 9'3" - -- - 24' 7'-5" 9'-1" 10'-11" - - - - - 9'-4" 10.-7" - - - - - - 8' 1'-0" 1-0" 1-0" 1-0" 1'-2" 1-10" 7-6" - 1-0" 1-0" 1-0" 1-0" 2•_1" 2'_8" 3'_2. 10' 1-0" 1-0" 1-0" 1-0" 2'-5" 3'-1" 3'-10" - 1-0" 1-0" 1-0" 1-8" 3'-4" 6-11" - - r, 12' 1-0" 1,-0" 1-0" 1-6" 6_8" 4,_5" 5'-2" - 1-0" 1-0" 1-3" 2'-11" 4,4" 5'-2" - - 14' 1-0" 1-0" 1-0" 2-8" 4'-11" 6-9" - - 1-0" 1-0" 2'-6" 4'-2" 5'-10" - - - 16' 1-0" 1-0" 1-10" 3'-10" 6-3" 7'-1' - - 1-0" 2._0» 3.-9" 6-5" T-3" - - 1 14" 18' V-0" 1-0» 2•_11» 5•_1" 7•_7" 8'-6" - - 1-7" 3._3" 6-0" 6•-8'" - - - 20' 1-0" ., 2-1" 4'-1" 6-4" 9'-0" - - 2'-10" 4.-6" 6-3" T-11" - 22' 1-4" 3"-3" 6-4" 7'-8" 10'-5" - 4_1" 5_9" 7'6 9-2" - - - 24' 2._5" 4._5" 6'-7" 6-0"" - - - - 5.-4" 7.-0" 8'-9" 16-6" - - - - 26' 6-6" 5'-7" 7'-10" 16-4" - - - - 6'-7" 8•_3" 10._0" 12•_0. - - - - 28' 4'-8" 6'-9" 6-1" 11-8" - - - - 7'-10" 9'-6" 11-3" 13'-5" - - - - 30' 6_10" 8"-0" 16-5" 13•_0" - - - - 9'-1" 10'-9" 12'-6" - - - - - 8' 1-0" 1-0" 1,-0" 1-0" 1-0" 2'-3" 3'-0" - 1-0" 1-0" 1-0" 1-0" 1-5" 2'-11" - - 10' 1"-0" 1-0" 1•_0" 1-0" 1-6" 3•-6" 4'-4" - 1-0" 1-0» 1,-0" 1-1" 2'-8" 4'-2" - 12' 1-0" 1"-0" 1-0" 1-0" 2'-8" 4'-10" - - 1-0" 1-0" 1-0" 2'-4" 3'-11" - - - 14' 1-0" 1-0" 1'-0" 1-11" 5_11" 6•_3" - - 1-0" 1-0" 2•-0" 3'-7" 5-2" - - - 16' 1'-0" 1-0" 1-4" 5-1" 5'-2" - -- 1-0" 1-9" 3'-3" 4'-10" 6-5" 16" 18' 1-0" 1-0" 2'-5» 4'-4" 6-5" - - - 1•_5" 3'_0" 4•-6" 6•-1" 7'-8" - - - 20' 1'-0" 1-9" 5-7" ,, 5'-6" 7'-9" - - - 2'-8" 4'-3" 5'-g" 7-4" 9'-1" - - - 22' 1-2" T-11" 4'-9" 6-10" 9'-2" - - - 3'-11" 5'-6" 7'-0" 8'-7" 16-6" - - - 24' 2'-3" 4"-0" 6-0" 8'-1" 10•-6" - - - 5'-2" 6'-9" 8'-3" 9'40" - - - - 26' 6-4" 5'-2" 7'-2" 9-5" 11-11" - - - 6'-5" 8'_0" 6-6" 11-1" - - - - 28' 4'-6" 6-5" 8'-5" 10'-9" 13"-4" - - - 7"-8" 9'-3" 16-9" 12"-6" - - - - 30' 5'-8" 7'-7" 9'-9" 12'-1" - - - - 8'-11" 10'-6" 17-0" 14'-0" - - - - For SI: 1 inch=25.4 mm,1 foot=305 mm. See notes for Table 9B on page 44. ESR-1305 I Most Widely Accepted and Trusted Page 41 of 50 TABLE 9B(Continued)—RECTANGULAR WEB HOLE CHART: 40 PSF LIVE LOAD,25 PSF DEAD LOAD,24"OC MAXIMUM JOIST SPACING Distance from End Support Distancefrom Interior Support Joist Joist Clear pp Series Depth Span Maximum Hole Dimension:Depth or Width Maximum Hole Dimension:Depth or Width 2" 4" 6" 8" 10" 12" 14" 16" 2" 4" 6" 8" 10" 12" 14" 16" 6' 1'-0" 1'-0" 1'-0" P-0" 1'-2" 1'-8" - - 1,,-0" 1'-0" 1•-0" 1'-6" 1'-10" 2'-2" - - 8' 1•_0" 1'-0" 1'-0" 70" 2'-5" 2'-11" - - 1•-0" 1•-0" 1•-7" 7-9" 71" 3'-5" - - 10' 1'-0" 1'-0" 1'-9" 3'-3" 3'-9" 4-3" - - 1'-0" 1'-9" 2'-10" 4-0" 4-5" - - - 12' 1'-0" 1'-7" 2'-11" 4-6" 71" - - - 1'-10" 3'-0" 4-1" 74" - - - - 14' 1'-5" 2'-9" 4-2" 5'-11" 6'-6" - 3'-1" 4'-3" 5'-4" - - - - 117le' 16' 76" 3'-11" 5'-6" 7'-3" - 4'4" 5'6" 6'-7" - - - - 18' 78" 5'-2" 6._9,. 8'-8" - - 5'7., 6._9„ T-11" - - - - 20' 4•-11" 75" 72" - - - - - 6'-10" 8'-0" 75" - - - - - 22' 6._1" 7._9" 9-6" - - - 8_1" 9._3» - - - - 24' 7'-5" 9'-1" 10'-11" - - - - - 9'-4" 10'-7" - - - - - - 8' 1'-0" 1'-0" 1'-0" 1'-0" 1'-2" 1'-10" 7-6" - 1•-0" 1•_0" 1'-0" 1•-0" 71" 7-8" 3'-2" - 10' 1'-0" 1'-0" 1'-0" 1'-0" 7-5" 71" 3'-10" - 1•-0" 1'-0" 1'-0" 1-8" 74" 3'-11" - - 12' 1'-0" 1'_0" V-0" 1'_6" 78" 4'-5" 5'_2" - 1'-0" 1'-0" 1'-3" 2'-11" 4'-7" 5'-2" - - 14' 1'-0" 1'-0" 1'-0" 78" 4-11" 5'-9" - - 1'-0" 1'-0" 7-6" 4'-2" 5-10" - - - 16' 1'-0" V-0" 1'-10" 3'-10" 6'-3" 7'-1" 1 0" 2_0" 3'_9 5_5" 7_3" - - (0 .o 18' 1._0" 1'-0" 2'-11" 5'-1" 7._7" 8.-0" 1.7., 3.3„ 5.0„ 6-8 a 14" - - - 4 20' 1'-0" 2'-1" 4-1" 6'-4" 7-0" - - - 710" 4-6" 6'-3" 7'-11" - - - - 22' 1.-4" 3'-3" 5.-4" 7.-8" 10._5" 4'_1" 5'-9" T-6"-6" 7_2" .o J P4' 2'_5" 4._5» 6._7" 9-0" - - - - 74" 7'-0" 8'-9" 10'-6" - - - - 26' 76" 5'-7" 7-10" 10'-4" - - - - 6'-7" 8•-3" 10'-0" 12'-0" - - - - 28' 4-8" 7_9" 9'-1" 11._8" - - - - 7'-10" 9-0" 11._3" 175" - - - - 30' 5'-10" 8'-0" 10'-5" 13'-0" - - - - 9'-1" 10'-9" 17-6" - - - - - 8' 1'-0" 1'-0" 1'-0" 1•-0" 1•_0" 73" 70" - 1•_0" 1•_0" 1•_0" 1•-0" 1•_5" 711" - - 10' 1'-0" 1'-0" 1'-0" 1'-0" 1'-6" 3'-6" 4-4" 1'-0" 1'-0" 1'-0" 1'-1" 2'-8" 4-2" - - 12' 1'-0" 1•-0" 1•_0" 1•_0" 78" 4'-10" - - 1'_0" 1'_0" 1•_0" 7-4, 3'-11" - - - 14' 1'-0" 1'-0" 1'-0" 1'-11" 3'-11" 6'-3" - - 1•-0" 1•-0.• 2•_0" 77" 7_2" - - - 16' 1'-0" 1._0» 1.-4" 71" 5'-2" - - - 1.-0.. 1'_9" 73" 4'-10" 6'-5" - - - 16" 18' V_0" 1._0" 75" 4.-4" 75" 1'_5 3.0» 4.-0, 6.1.. 7._8 - - 20' 1'-0" 1'-9" 3'-7" 5'-6" 7'-9" - - - 2.-8" 4-3" 5'-9" 7-4" 9'-1" - - - 22' 1•-2" 2'-11" 4-9" 6'-10" 9'-2" - - - 3'-11" 5'-6" 7'-0" 7-7" 176" - - - 24' 73" 4'4" 70" 71» 10'-6" - - - 72" 8.-9" 8'-3" 9'-10" - - - - 26' 74" 5'-2" T-2" 9'-5" 11'-11" - - - 7-5" 8'-0" 76" 11'-1" - - - - 28' 4-6" 6'-5" 8'-5" 179" 13'-4" - - - 7'-8" 9'-3" 179" 17_6" - - - - 30' 5'-8" 7-7" 79" 171" - - - - 7-11" 10,-6" 170" 14•_0" - - - - For SI: 1 inch=25.4 mm,1 foot=305 mm. See notes for Table 9B on page 44. ESR-1305 I Most Widely Accepted and Trusted Page 42 of 50 TABLE 9B(Continued)—RECTANGULAR WEB HOLE CHART: 40 PSF LIVE LOAD,25 PSF DEAD LOAD,24"OC MAXIMUM JOIST SPACING Distance from End Support Distance from Interior Support Joist Joist Clear Maximum Hole Dimension:Depth or Width Maximum Hole Dimension:Depth or Width Series Depth Span 2" 4" 6" 8" 10" 12" 14" 16" 2" 4" 6" 8" 10" 12" 14" 16" 12' 1'-0" 1-0" 1'-0" 1'-0" 1'-0" 1'-11" 5'-1" - 1-0" 1•-0" 1-0" 1-0" 1•-0" 3-4" - - 14' 1.-0" V-0" 1-0" V-0" V-0" 3•-2" - - V-0"- 1-0" V-0" V-0" 2'-3" 4•-7" - - 16' 1'-0" 1'-0" 1•-0" 1'-0" 1•-7.. 4'-4" - - 1•-0" 1•-0" 1'-0" 1-3" 3-6" 5'-10" - - 18' 1•-0" 1•-0" 1-0" 1•-0" 7-9" 5'-8" - - 1-0" 1'-0" 1-0" 2.-6" 4.-8" 7•-1" - - 20' 1-0" 1-0" 1-0" 1-3" 3'-11" 6'-11" - - 1-0" 1•-0" 1-6" 3-9" 6•-0" 3-4" - - 22' 1-0" 1-0" 1-0" 2.-4" 5-1" 8-3" - 1-0" 1-0" 2•-9" 5•-0" 7.-3" 9'_8" - - 18" 24' 1•-0" 1•-0" 1•-0" 3-6" 6-4" 3-7" - - 1-0" 1-8" 4•-0" 3-3" 3-6" 11_1" - - 26' 1-0" 1-0" 2'-0" 4•_8" T-7" 13-11" - - 1-0„ 2'-11" 5'-3" 7-6" 9'-9" - - - 28' 1'-0" 1-0" 3'-2" 5'-10" 8'-10" 12'-4" - - 1.-11. 4'-2" 6.-6" 8'-9" 11-0" - - - 30' 1'-0" 1'-9" 4'-3" 7'-0" 10•-1• 13•-8" 3-2" 5•-5" 7-9" 10'-0" 12.-3" - - - 32' 1'-0" 2'-10" 5•-5" 8'-3" 11-5" 15-1" - - 4'-5" 6•-8" 9'-0" 11-3" 13-6" - - - 34' 1-5" 3-11" 6•-7" 3-6" 12•-9" 16-6" - - 5•-8" 7'-11, 13-3" 12•-6" 14•-11" - - - 12' 1-0" V-0" 1-0" 1-0" 1-0" 1•_0" 3'-7" - 1-0" 1-0" 1-a,' 1-0" 1-0" 2•-5' 4-7• 14' 1'-0" 1-0" 1•-0" 1'-0" 1'-0" 2.-1" 4•-10" - 1-0" 1-0" 1-0" 1-0" V-7" 3'-8" 5'-10" - 16' 1•-0" 1'-0" 14-0" 1•-0" V-0" 3•-3" 6'-2" - 1•-0" 1'_0" 1•-0" 1•-0" 2'-10" 4,-11" T-2" - 18' 1-0" 1-0" V-0" 1-0" 1-11" 4•-5" 7'-6" - 1-0" 1-0" 1-0" 1'-11" 4'-1" 6'-2" - - 20' 1'-0" 1'-0" i'-0" 1•-0" 3'-0" 6-8" 8'-11" - 1'-0" 1'-0" 1'-0" 3'-2" 5•-4" 7•-5" - - 22' 1'-0" 1'-0" 1'-0" 1•-9" 4'-2" 6'-11" 10'-3" - 1•-0" 1•-0" 7_3" 4•-5" 6'-7" 8•-8" - - 20" 24' 1-0" 1'-0" i'-0" 2'-10" 5•-4" 8'-3" - - 1-0" 1-5" 3•-6" 5'-8" 7'-10" 9'-11" - - 26' 1'-0" 1'-0" 1'-7" 3-11" 3-7" 3-7" - - 1-0" 2'-8" 4'-9" 6'-11" 9•_1• 11-3" - - 28' 1-0" 1-0" 2'-8" 5'-1" 7'-10" 10'-11" - - 1-9" 3-11" 6'-0" 8•-2" 13-4" 12'_8" - - 30' 1•-0" 1•-5" 3•-9" 6'-3" 9•-1" 12•-3" - - 3'-0" 5•-2" 7-3" 9 5" 11-7" 14•-2" - co - `o 32' 1-0" 2'-6" 4'-10" 7•-6" 13-4" 13•-T' - - 4•-3" 6•-5" 8•-6" 10'-8" 12.-10" - - - 34' 1-3" 3•-7" 6•-0" 3-8" 11-8" 15•-0" - - 5•-6" 7'-8" 9'-9" 11-11" 14•-1• - - - 16' 1•-0" 1.-0" 1•_0" 1.-0" 1•-0" 2.-4" 4'-11" - 1'-0" 1'-0" 1'-0" 1'-0" 2'-2" 4'-2" 6'-3" - J 18' V-0" V-0" 1-0" V-0" 1-3" 3'-6" 3-2" - 1-0" 1-0" 1-0" 1-5" 3•-5" 5•-5" T-6" - 20' 1'-0" 1•-0" 1•-0" 1•-0" 2-4" 4•-9" 7•-6" - 1•-0" 1•-0" 1•-0" 2'-8" 4•-8" 6•-8" 3-10" - 22' 1-0" 1'-0" 1-0" 1-2" 3-5" 5'-11" 6'-10" - 1-0" 1-0" 1'-11" 3-11" 5'-11" 7'-11" 10'-3" - 24' 1'-0" 1.-0" 1-0" 2•-3" 4'-7" 7'-2" 13_3" - 1-0" 1-2" 3•-2" 5'-2" 7•-2" 3-2" - - 22" 26' 1.-0" 1-0" 1-2" 3•-5" 5-9" 8•-6" 11-7" - 1.-0" 2•-5" 4•_5" 6'-5" 8'-5" 10'-5" - - 28' 1-0" 1,-0" 2,-3" 4'-6" 7.-0" 9.-9" 13•-0" - 1.-8" 3•-8" 5•_8" 7.-8" 3_8" 11-8" - - 30' 1•-0" 1•-2" 3•,4" 5'-8" 8'-3" 11•-1" 14•_5" - 2'-11" 4'-11" 6'-11" 8'-11" 10'-11" 13'-1" - - 32' 1'-0" 2'-3" 4'-5" 6'-10" 3-6" 12•-5" - - 4•-2" 6_2" 8'-2" 10'-2" 12•-2" 14•-6" - - 34' 1-2" 3-4" 5'-7" 8'-1" 10'-9"' 13'-9" - - 5'-5" 7'-5" 3-5" 11-5" 13-5" 15-11" - - 36' 2•-2" 4•_5" 3-9" 9.-3" 12•_1" 15'-2" - - 6'-8" 8'-8" 13-8" 12•-8" 14-8" 1T-5" - - 38' 3-3" 5'-6" 7'-11" 10'-6" 13'-4" 16'-6" - - 7'-11" 9'-11" 11-11" 13-11" 15'-11" - - - 16' 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1,-8" 3'-11" 3-9" 1-0" 1-0" 1-0" 1-0" 1-8" 3-7" 5•-6" - 18' 1-0" 1-0" 1-0" 1-0" 1-0" 2'_9" 5•-2" 8'_1" 1•-0" 1.-0" 1•-0" 1'-0" 2'-11" 4'-10" 6•-9" - 20' 1'-0" 1'-0" 1•-0" 1•-0" 1,-9" 3'-11" 6•-6" - 1-0" 1•-0" 1'-0" 7_3" 4'-2" 6•-1" 8'-0" - 22' 1'-0" 1'-0" 1'-0" 1'-0" 2'-10" 5'-2" 7•-9" - 1•-0" 1•-0" 1•-7" 3•-6" 5'_5" 7•-4" 9'-3" - 24' 1'-0" 1•-0" 1'-0" 1'-10" 4'-0" 6•-5" 9'-1" - 1•-0" 1•-0" 2'-10" 4'-9" 6-8• 8'-7" 10•-8" 24" 26' 1'-0" 1'-0" 1'-0" 2'-11" 5'-2" 7'-8" 10'-5" - 1'-0" 2'-2" 4'-1" 6'-0" 7'-11" 9'-10" 12'-1" - 28' 1'-0" 1'-0" 1'-11" 4.-0" 6•-4" 8'-11" 11•-10" - 1•-7" 3'-5" 5•-4" 7•-3" 9'-2" 11-1" - - 30' 1'-0" 1'-0" 3'-0" 5'-2" 7-7" 10•-2" 13•-2" - 7-10" 4'-8" 6•-7" 8•-6" 10•_5" 17-4" - - 32' 1'-0" 2'-0" 4'-1" 6'-4" 8'-10" 11'-6" 14'-7" - 4'-1" 5,-11" T-10" 9'-9" 11'-8" 13•-7" - - 34' 1'-1" 3'-1" 5'-3" T-7" 10'-1" 12.-10" 16•-0" - 5'-4" 7'-2" 9'-1" 11'-0" 12'-11" 15'-0" - - 36' 2'-1" 4•-2" 6•_5" 8•-9" 11•-4" 14•-2" 17•-5"' - 6'-7" 8•_5• 10•-4" 17-3" 14'-2" 16•-6" - - 38' 3'-2" 5•-3" 7•-7" 10•_0" 17-7" 15•-6" - - 7•-10" 9•-8" 1l'-7" 13•-6" 15'-5" 17-11" - For SI: 1 inch=25.4 mm,1 foot=305 mm. See notes for Table 9B on page 44. I ESR-1305 I Most Widely Accepted and Trusted Page 43 of 50 TABLE 9B(Continued)-RECTANGULAR WEB HOLE CHART: 40 PSF LIVE LOAD,25 PSF DEAD LOAD,24"OC MAXIMUM JOIST SPACING JOIST JOIST CLEAR DISTANCE FROM END SUPPORT(feet-inches) DISTANCE FROM INTERIOR SUPPORT(feet-inches) SERIES DEPTH SPAN Maximum Hole Dimension:Depth or Width(inches) Maximum Hole Dimension:Depth or Width(inches) (in.) (ft) 2" 4" 6" 8" 10" 12" 14" 16" 2" 4" 6" 8" 10" 12" 14" 16" 6' 1•-0" 1'-0" 1'-0" 1'-0" 1'-3" 1'-7" - - 1'-0" 1'-0" 1'-3" 1'-7" 1'-10" 2'-2" - - 8' 1'-0" 1'-0" 1'-8" 2'-0" 2'-5" 2'-11" - - 1•-0" 1•_3" 2•_6" 2•_10" 3•_1" 3'_5" - - 10' 1'-0" 1'-4" 2'-10" 3'-4" 3'-9" 4'-3" - - 1'-4" 2'-6" 3•-9" 4'-1" 4'-5" - - - 9i/2, 12' 1-1" 2'-6" 4'-2" 4'-7" 5'-1" 2'-7" 3'-9" 5'-0" 5'-5" - - - 14' 2'-3" 3'-9" 5'-6" 6'-0" 6'-6" - - - 3'-10" 5'-0" 64" - - - - - - - - 16' 3.5.' 5'-0" 6-10" 7.-4" 5'1" 6'3" - - - 18' 4'-8" 6.-4" 8._3" - - 6'-4" 7.-0.. - - - - - 20' 5•_11" T-8" 9'-7" - - - - - 7'-7" 8'-11" - - - - - - 6' 1.-0" 1._0" 1'-0" 1'-1" 1'-5" - - - 1'-0" 1._0" 1.-0" 1'-9" 2._0" - - - 8' 1-0" 1•-0" 1L0" 2'-3" 2._8" - - - 1'-0" 1'-0" 1'-11" 3'0" 3•-3" - - - 10' 1'-0" 1'-0" 2'-2" 3•_7" 4•-0" - 1'_2' 2-2 3_2" 4-3" - 12' 1'-0" 2'-1" 3'-5" 4'-11" 5'-5" - 2'-5" 3'-5" 4'-5" 5'-8" - - 14' 2-0 3'-3" 4-8 6-3 - - 3'-8" 4'-6" 5'-8" - - 117/e" - - 16' 3'-2" 4'-6" 6'-0" T-8" - - - - 4'-11" 5-11" 7'-0" - - - - - 18' 4'-5" 5._9" 7.-4" - - - - - 6'-2" 7'-2" 8'-6" - - - - - - - - 20' S.-0.. 7•_1« 8'-8" 7.5« 8.5„ - - - 22' 6'-11" 8'-5" 10'.-1" - - - - - 8'-8" 9'-10" - - - - - - - 24' 8'-2" 9'-9" 1V-6" 9'_11' 11_3 8' 1•-0" 1._0' 1•_0" 1'-0" 2'-1" 2'-8" - - P_0" 1._0" 1._0" 1._7" 2'_10" 3._3" - - 0 10' 1'-0" 1'-0" 1•_0" 1'-8" 3'-4" 4'-0" - - 1'-0" 1'-U" 1'-6" 2'-10" 4'-1" - - - .n 12' 1.-0" 1._0" 1.-4" 2.-10" 4.-8" 5.-4" - 1.-0.. 1-6" 2._9" 4._1.. 5.-6" - Tr - - j14' 1'-0 " 1._0" 2.-6" 4._1" 6._1" 1'-5" 2'-9" 4._U.. 5.-4" - - - 16' 1'-0" 2'-1" 3'_8" 5.-5" 7.-5" - - - 2.-8" 4'-0" 5'_3" 6'-7" - - - - 14" 18' 1'-9" 3'-3" 4'-11" 6'-9" - - - - 3'-11" 5'-3" 6'-6" 7'-11" - - - - 20' 2._11" 4._5" 6._2" 8._1" - - - - 5.-2" 6.-6" 7._9" 9.-4" - - - - - - 22' 4'-0" 5'8" T-5" 9'-5" 6.5« 7.9.. 9'0" - - 24' 5'-3" 6'-11" 8'-9" 10'-10" - - - - 7'-8" 9•-0" 10•-4" - - - - - 26' 6'-5" 8'-2" 10'-1" 12•_2•, - - - - 8'-11" 10._3" 11•_9" - - - - - 28' 7.-8" 9.-6" 11._5" 13'_7" - - - - 10.4' 11.-6" 13'-2" - - - - - 30' 8'-11" 10•_9•• 12•_9" - - - - - 11•_5" 12._9" 14•_8" - - - - - 8' 1•-0" 1•-0" 1•_0" 1•_0" 1•_5" 3'-0" - - 1'-0" 1'-0" 1'-0" 1'-1" 2'-3" 3'-6" - - 10' 1•-0" 1•-0" 1•-0"' 1'-2" 2'-7" 4•-4" - - 1'-0" 1'_0" 1•_2" 2•-4" 3•'6" - - - 12' 1'-0" T-0" 1'-0" 2'-4" 3'-10" - - - 1'-0" 1'3" 2'-5" 3'-7" 4'-9" - - - 14' 1'-0 1'-0" 2'-1" 3•_6" 5•_2" - - - 1•-4" 2•_6" 3'-8" 4'-10" 64" - - - 16' 1'-0" 1'-10" 3'-3" 4•_9" 6•-6" - - - 2'-7" 3'-9" 4'-11" 6•_1" 7.-6" _ - - 16" 18' 1'-8" 3'-0" 4'-5" 6'-1" T-11" - - - 3'-10" 5'-0" 6•-2" 7.-4" - - - - 20' 2'-9" 4'-2" 5._8" 7'-4" 9•-3" - 5'1" 6'-3" 7'-5" 8'-8" - - - 22' 3'-11" 5'-4" 6'-11" 8'-8" - - - - 6'-4" 7'-6" 8'-8" 104" - - - - 24' 5'-1" 6'-7" 8'-3" 10'-1" - - - - T-7" 8'-9" 9'-11" 11•-7" - - - - 26' 6'-3" 7'-10" 9'-7" 11'-5" - - - - 8'-10" 10'-U" 11.-3" - - - - - 28' 7'-6" 9'-2" 10'-11" 12'-10" - - - - 10,-1" 11'-3" 12'-8" - - - - - 30' 8'-9" 10.-5" 12'-3" 14'-3" - - - 11'-4" 12'-6" 14'_2" - - - - - For SI: 1 inch=25.4 mm,1 foot=305 mm. See notes for Table 9B on page 44. ESR-1305 I Most Widely Accepted and Trusted Page 44 of 50 TABLE 9B(Continued)—RECTANGULAR WEB HOLE CHART: 40 PSF LIVE LOAD,25 PSF DEAD LOAD,24"OC MAXIMUM JOIST SPACING JOIST CLEAR DISTANCE FROM END SUPPORT(feet-inches) DISTANCE FROM INTERIOR SUPPORT(feet-inches) JOIST DEPTH SPAN Maximum Hole Dimension:Depth or Width(inches) Maximum Hole Dimension:Depth or Width(Inches) SERIES (in.) (ft.) 2" 4" 6" 8" 10" 12" 14" 16" 2" 4" 6" 8" 10" 12" 14" 16" 6' 1'-0„ 1'-0" 1'-0" 1•_0" 1'-0" 1'-5" - - 1'-0" 1'-0" 1'-0" 1'-3" 1'-8" 2_0" - - 8' 1'-0" 1'-0" 1'-3" 1'-8" 2'-2" 2-8" - - 1•-0" 1,-0" 2-2'• 2-6" 2-11" 7-3" - - 10' 1•-0" 1•_0,• 2'-6" 2-11" 3'-5" 3'-11" - - 1'-0" 2'_1" 3•_5" 7_9" 4-2' - - - 9'/2' 12' 1,-0" 2-0" 3'_9" 4-3" 4-9" 5,,-0" - - 2'-0" 3,-4" 4-8" 5•_0" 5•-6" - - - 14' 1'-7" 3'-2" 5'-0" 5'-7" 6'-1" - -- 3'-3" 4-7" 5'-11" 6'-5" 16' 2'-9" 4-5" 6'-4" 6'-11" T-6" - - - 4-6" 5'-10" T_5" - - - - - 18' 3'-11" 5•_8" T_9" 8,-4" - 5'_9" T-1" - - - - - 20' 5'-2" 7._0" 9,_1" - - - - - 7.-0" 8.-4" - - - - - - 6' 1'-0" 1'-0" 1'-0" 1'-0" 1'-2" 1'-8" - - 1'-0" 1'-0" 1'-0" 1,-6" 1'-10" 2'-2" - - 8' 1'-0" 1'-0" 1'-0" 2'-0" 2'-5" 2-11" 1'-0" 1'-0" 1'-7" 2'-9" 3'-1" 3'-5" - 10' 1'-0" 1'-0" 1'-9" 3'-3" 3'-9" 4-3" - - 1'-0" 1'-9" 2_10" 4-0" 4-5" - - - 12' 1'-0" 1'-7" 2-11" 4,-6" 5,-1" - - - 1,-10" 3'-0" 4-1" 5'-4" - - - - 11 43" - - 14' 1'-5" 2-9" 4'-2" 5'-11" 6'6" 3'-1" 4'-3" 5,-4" 16' 2-6" 3'-11" 5'-6" T-3" - - - - 4'-4" 5'-6" 6'-7" - - - - - 18' 3'-8" 5'-2" 6'-9" 8'-8" - - - - 5'-7" 6,-9" 7'-11" - - - - - 20' 4-11" 6'-5" 8'-2" - - - - - 6'-10" 8,-0" 9•_5" - - - - - 22' 6'-1" 7-9" 7-6" - 8.1.. 9_g" - - - - 24' 7._5" 9'-1" 10._i1" - - - - - 9'-4" 10,_7" - - - - - - 8' 1'-0" 1'-0" 1'-0" 1'-0" 1'-9" 7-4" 3,-0" - 1.-0" 1'-0" 1'-0" 1'-2" 2-7" 3'-0" - - 0 10' 1'-0" 1'-0" 1'-0" 1'-3" 3'-0" 3'-8" 4-4" - 1'-0" 1'-0" 1'-0" 2-5" 3'-10" 4-4" - - '-' 12' 1-0" 1'-0" 1'-0" 2-5" 4'-4" 5'-0" - 1'-0" 1'-0" 2'-3" 3'-8" 5'-1" - ' m EL- 14' 1'-0" 1'-0" 1'-10" 3•_7" 5•_8" 64" - - T-0" 2•_1" 3,-6" ' 4'_11" 6,-6" - - - J 16' 1,-0" 1'-4" 3'-0" 4-10" 7'-0" - - - 1'-10" 3'-4" 4-9" 6,-2" - - - - 18' 1'-0" 2-5" 4'-2" 6'2" 8'-5" - 3'-1" 4'-7" 6'-0" 7-5" - - - 14" 20' 1'-11" 3'-7" 5'-5" T-5" - - -- 4 4" 5'-10" T-3" 8'-9" 22' 3'-1" 4-9" 6'-8" 8'-9" - - - - 5'-7" 7'-1" 8'-6" 10•_2" - - - - 24' 4-3" 6'-0" 7'-11" 10,_2" - - - - 6'-10" 8•-4" 9'_9" 11,-8" - - - - 26' 5,_5" 7,_3" 9._3" 11,_6" - - - - 8'-1" 7-7" 11'-0" - - - - - 28' 6.4" 8'-6" 10,-7" 12'-11" - - - - 9'-4" 10'-10" 12'-5" - - - - - 30' 7'-10"' 9,-9" 11'-11" 14'-4" - - - 10'-7' 12-1" 13'-10" - - - - - 8' 1•-0" 1•_0" 1,-0" 1•_0" 1,-0" 7-8" - - 1,-0" 1,_0" 1•-0" 1'_0" 7_0" 3'-3" - - 10' 1•-0" 1,-0" 1,_0" Y-0" 2-2" 4'4" - - 1,-0" 1•-0" 1,-0" 1'-11" 3'-3" - - - 12' 1'-0" 1'-0" 1'-0" 1'-9" 3'-5" 5'-5" - - 1.-0„ 1•-0" 1'-10" 3,-2, 4-6" - - - 14' 1'-0" 1'-0" 1'-5" 2'-11" 4-8" - - - 1'-0" 1-10" 3,-1" 4-5" 5'-9" - - - 16' 1.-0" 1._1" 2-7" 4._2" 6._0" - - - 1,_9" 3'_1" 4-4" 5.-8" 7•-1" - - - 18' 1'-0" 7_2" 3._9" 5._5" 7.-4" - - - 3'-0" 4'-4" 5._7" 6._11" 8,-6" - - - 16" 20' 1._10" 3.-4" 4'-11" 6'-8" 8'-9" - - - 4-3" 5'-7" 6'-10., 8,_2" - - - 22' 2-11" 4'-6" 6'-2" 8'-0" 10'-1" - - - 5'-6" 6'-10" 8'-1" 9'-5" - - - - 24' 4'_1" 5._8" 7'-5" 9',4" 11•-6" - - - 6'-9" 8'-1" 9'-4" 10'-11" - - - - 26' 5'-3" 6'-11" 8•_9•• 10_8" - - - - 8,-0" 9•_4" 10'-7• 12-4" - - - - 28' 6'-5" 8'-2" 10,_0" 12-1" - - - - 9'-3" 10•4" 11•-10" - - - - - 30' 7'-8" 9'-5" 11,_4" 13._5, - - - - 10._6" 11•_10" 13._3" - - - - - For SI: 1 inch=25.4 mm,1 foot=305 mm. 'The hole locations listed above are valid for joists supporting only uniform loads.The total uniform load must not exceed 130 Of(e.g.,40 psf Live Load and a 25 psf Dead Load,spaced up to 24 inches o.c.).The uniform Dead Load must be at least 10 plf. 2Hole location is measured from the inside face of the nearest support to the nearest edge of a rectangular hole. 'Maximum hole depth for rectangular holes is the Joist Depth less 4 inches,except the maximum hole depth is 6 inches for 91/2-inch-deep joists, and 8 inches for 117/8-inch-deep joists.Maximum hole width for rectangular holes is 18 inches.Where the Maximum Hole Dimension for rectangular holes exceeds the maximum hole depth,the dimension refers to hole width and the hole depth is assumed to be the maximum for that joist depth. `Holes cannot be located in the span where designated"-",without further analysis by a design professional(see note 6 below). 5Clear Span has NOT been verified for these joists and is shown for informational purposes only.Verify that the joist selected will work for the span and loading conditions needed before checking hole location. 6Larger holes,greater uniform loads or nonuniform loads,and closer proximity to supports and other holes may be possible with further analysis (See Section 4.4 and the web hole shear equations listed in Table 10). ESR-1305 I Most Widely Accepted and Trusted Page 45 of 50 TABLE 10—CIRCULAR AND RECTANGULAR WEB HOLE SHEAR EQUATIONS (May be used in lieu of the web hole charts) CIRCULAR HOLE EQUATION CONSTANTS Joist Series Joist Depth(in.) Cl C2 C3 SAWN LUMBER FLANGES LPI 18,LPI 18FB 9'/2"to 16" V, 0 0 LPI 20PIus,LPI 20FB LPI 32PIus 9'/2"to 16" 1041 0 361 LPI 42Plus,LPI 42FB LPI 52Plus LPI 42Plus 18"to 24" 2489 0 88 LPI 52Plus LVL FLANGES LPI 26 9'/2"to 117/8" 1235 0 45 LPI 30 91/z"to 16" 1041 0 361 LPI 36 117/8"to 16" 1621 0 124 LPI 56 18"to 24" 2489 0 88 LPI 450 LPI 530 9'/2"to 16" V, 0 0 RECTANGULAR HOLE EQUATION CONSTANTS Joist Series Joist Depth(in.) Cl C2 C3 SAWN LUMBER FLANGES LP!18,LPI 18FB 9'/2"to 117/8" 554 -20.4 256 14"&16" 977 -30.7 375 LPI 20PIus,LPI 20FB LPI 32Plus 91/2"to 1174" 610 -22.4 282 LPI 42Plus,LPI 42FB LPI 52Plus 14"&16" 1075 -33.8 413 LPI 42Plus 18"to 24" 1731 -52.0 599 LPI 52Plus LVL FLANGES LPI 26 9'/z"to 117/8" 610 -22.4 282 LPI 30 14"&16" 1075 -33.8 413 LPI 36 LPI 56 18"to 24" 1731 -52.0 599 9'/2"to 117/8" 549 -20.2 254 LPI 450 14"&16" 813 -25.6 312 02"to 117!8" 610 -22.4 282 LPI 530 14"&16" 903 -28.4 347 For SI: 1 in=25.4 mm,1 Ibf=4.448 N. 'The equation to determine the allowable shear at the location of a web hole is: VHae=Cl*(Dust—DHae)/DJ"o:t+C2"WHae+C3 If VHae<200 Ibf,then VHae=0 Ibf(hole not allowed) Where: Cl,C2 and C3 are the tabulated constants(C2 is not used for circular web holes) VH"te = allowable shear at critical location of hole(Ibf)(see Note 3 below) D2418t = Depth of 1-joist(in) DHae = Diameter or Depth of hole(in) WHae = Width of hole(in) For the LPI 18,LPI 18FB,LPI 450 and LPI 530: V, = reference design shear(Ibf)from Table 2,corresponding to the depth of the I-joist being used. 2The Allowable Web Hole Shear calculated from above is for normal load duration and can be adjusted for other durations. 3The critical location for web hole shear is the center of a circular hole or either edge of a rectangular hole. 'Web hole height may be full depth of the I-joist web.A minimum'14-inch clear distance is recommended between the hole and the flanges:Do NOT cut the flanges. The maximum hole width for rectangular holes is 18 inches. 5Except as noted in Figure 2,web holes cannot be located any closer than 1 foot from the inside face of the closest bearing to the critical location of the hole(see note 3),without further analysis by a design professional. °Refer to Figure 2 for general information pertaining to locating holes in I-joist webs. • ESR-1305 I Most Widely Accepted and Trusted Page 46 of 50 TABLE 11—OBROUND WEB HOLE SHEAR CAPACITY (May be used in lieu of the web hole charts) JOIST SERIES JOIST DEPTH HOLE SHEAR,VN,1" (lbf) SAWN LUMBER FLANGES 9'/2" 479 LPI 18,LPI 18FB 117/e" 486 14" 422 16" 381 LPI 20Plus,LPI 2OFB 9'/2' 533 LPI 32PIus 117/8" 541 LPI 42Pius,LPI 42FB 14" 469 LPI 52Plus 16" 424 LPI 42PIus 18"to 24"' 424 LPI 52Plus LVL FLANGES LPI 26 Not Allowed LPI 30 91/2"to 16" 360 LPI 36 117/8"to 16" 420 LPI 56 18"to 24"s 420 LPI 450 LPI 530 Not Allowed For SI: 1 in=25.4 mm,1 lbf=4.448 N. 'Obround holes are(up to)full web-depth holes with semi-circular ends defined by three overlapping circular holes spaced up to 1'/2 inches apart,center-to-center of holes. 2Obround hole allowable shears are based on the maximum size hole for a joist depth.Smaller obround holes are permissible but are limited to the same value. 3For Hoist depths greater than 16 inches,the maximum obround hole for the 16"Joist Depth is permitted to be cut using the allowable for the 16"Joist Depth.The obround hole shall be centered on the depth of the I-joist. `The Allowable Web Hole Shear calculated from above is for normal load duration and can be adjusted for other durations. 5The critical location for web hole shear is at the center of either semi-circular end of an obround hole. 6Obround holes shall not be located any closer than 1 foot from the inside face of the closest bearing to the critical location of the hole(see note 5),without further analysis by a registered design professional. Refer to the Figure 2 for general information pertaining to locating holes in I-joist webs. TABLE 12—I-JOIST RIM JOIST AND BLOCKING PANEL CAPACITIES1'2 UNIFORM VERTICAL LOAD CAPACITY(lbf/ft) JOIST SAWN LUMBER FLANGES LVL FLANGES DEPTH LPI 18 LPI 2OPlus LPI 42Ptus LPI 450 LP118FB LPI20FB LPI 32PIus LPI 42FB LPI 52PIus LPI 26 LPI 30 LPI 36 LPI 56 LPI 530 9'/2" 1900 1900 2200 2200 2400 1800 1800 - - 2000 117/8" 1760 1760 2200 2200 2400 1800 1800 1800 2400 2000 14" 1600 1600 1600 2000 2200 - 1800 1800 2200 1100 16" 1200 1500 1500 2000 2000 - 1800 1800 1900 1100 18" - - - 1700 1700 - - 1300 1700 - 20" - - - 1580 1580 - - 1300 1580 - 22" - - - 1300 1300 - - 1200 1300 - 24" - - - 1100 1100 - - 1100 1100 - For SI: 1 in=25.4 mm;1 lbf/ft=14.6 N/m. 'LP®SolidStart®I-Joists with allowable uniform vertical load transfer capacities of 2000 Ibf/ft or greater may be used either as rim joists or blocking panels in prescriptive framing.LP SolidStart I-Joists with allowable uniform vertical load transfer capacities less than 2000 Ibf/ft may be used only as blocking panels unless designed as a rim joist by a registered design professional. 2LP I-Joists used as rim joists shall be limited to a maximum shear load of 200 lbf/ft for I-Joists with LVL flanges or 230 Ibf/ft for I-Joists with sawn lumber flanges. These limits are permitted to be multiplied by 1.4 for wind load applications and shall be multiplied by 0.63 and 0.56 for shear loads of normal and permanent load durations,respectively. The minimum nail spacing and end distances shall not be less than as given in Table 6. ESR-1305 I Most Widely Accepted and Trusted Page 47 of 50 23/32"tongue and groove sheathing (19/32"sheathing may be 3/4"Gyperete(Optional) substituted when 3/4" Gyperete is used) � t 9-1/2"(or deeper)LPI 18, LPI 20PIus,LPI 32PIus, LPI 42Plus or LPI 52Plus I-joists spaced 24"(or less) on center. I C Two layers of 1/2"thick,Type X gypsum wallboard,either directly applied to I-joists or attached to 1-1/2"Type G screws,spaced 8"on center and resilient channels spaced at 16" 6"from each end of the butt joint,must be used on center. Attach first layer w/ to fasten the face layer to the base layer at the 1-5/8"Type W screws. Attach face layer butt joints. second layer wl 2-1/4"Type W screws. FLOOR ASSEMBLY STC IIC w/o GYPCRETE 50 50 w/ RESILIENT CHANNEL WI CARPET/PAD w/ GYPCRETE 50 50 w/ RESILIENT CHANNEL w/CARPET/PAD w! GYPCRETE 50 50 w/o RESILIENT CHANNEL w/CARPET/PAD For SI: 1 in.=25.4 mm. NOTES: 1. Carpet is minimum 57 ounce carpet with 0.531 inch pile height and 1/2-inch-thick 4 pcf density foam pad. 2. Vinyl is minimum 0.06-inch thick with cushioned vinyl minimum 0.01-inch-thick wear layer. 3. Gyp-Crete(ER No.3433)is minimum 3/4-inch thick over 79/32-inch plywood. 4. The plywood must be glued at tongue and groove joints and to the I-Joists. 5. Cavity is insulated with 3'/2-inch-thick fiberglass batts between joists. FIGURE 3—ONE-HOUR FLOOR-CEILING FIRE-RESISTIVE ASSEMBLY • ESR-1305 I Most Widely Accepted and Trusted Page 48 of 50 CD rTh -- ( -_U ii _ ^ ... 1r , ` l�v , © � For SI: 1 in=25.4 mm,1 ft=305 mm. 1. Floor Sheathing 23/32-inch thick 4-ft by 8-ft tongue and groove(APA Rated Sturdi-l-Floor)sheets installed perpendicular to(- Joists and fastened with an AFG-01 construction adhesive and 6d deformed shank or 8d common nails, maximum 12 inches on center at all locations. 2. Wood I-Joists LP®SolidStart°I-Joists shall be a minimum of 111/4-inch deep with flange dimensions at least 11/2 inches x 11/2 inches of LVL or 11/2 inches x 21/2 inches of sawn lumber,and a minimum of 3/8-inch thick OSB web.Maximum I-Joist spacing is 24 inches on center.Use 1 inch minimum rim board or blocking panels at the I-Joist ends, installed in accordance with the manufacturer's published installation instructions. Holes in the webs per manufacturers'instructions are permitted. 3. Furring Channels Resilient furring channels measuring 2.636 inches wide by 0.838 inches deep formed from No. 26 gauge (0.0719 inch) galvanized steel sheet spaced 24-in. on center perpendicular to the joists. Supported by Simpson CSC clips(4).At splices,channels overlapped 6 inches,and tied with two double strands of No. 18 SWG galvanized steel wire at each end of overlap.At wallboard end joints, a second length of channel is installed adjacent to the first to provide one channel for each wallboard end.Second channel span from joist to joist outside the wallboard width to support the entire end of the wallboard. 4. Hanger Clips Simpson Type CSC hangers for furring channels.One at each intersection of joist and channel nailed with one 6d or 8d common nail. 5. Insulation 1-inch thick 24x48-inch mineral wood batts with nine pounds per cubic foot density. 6. Gypsum Wallboard 5/8-inch thick US Gypsum Company Firecode C in 4-foot wide sheets installed perpendicular to furring channels with 1-inch long Type S wallboard screws on 8-in. centers. End joints attached to the doubled channels,long joints backed by sheet metal Tee-Sections(7).Edges of wallboard attached to Tee-Sections by 1-inch Type S wallboard screws 8-in.on center with one screw at each Tee-Section-channel intersection. 7. Tee-Section Formed from No.20 gauge(0.0359 inch)galvanized steel sheet. Sections are 12/8-in.wide overall with the short leg 1/2-inch long overall. 8. Finish System (Not Shown)Paper tape embedded in joint compound over joints with edges of compound feathered out and exposed screw heads covered with compound. FIGURE 4—ONE-HOUR FLOOR-CEILING FIRE-RESISTIVE ASSEMBLY ESR-1305 I Most Widely Accepted and Trusted Page 49 of 50 4\ 1 \� 3 2 For Si: 1 in=25.4 mm,1 ft=305 mm. 1. Wood I-Joists LP® SolidStart® I-Joists shall be a minimum of 111/4 inches deep with flange dimensions at least 11/2 inches x 11/2 inches of LVL and minimum of 3/8-inch thick OSB web. Maximum spacing is 24 inches on center.Holes in the webs per manufacturers'instructions are permitted. 2. Gypsum Wallboard 2 layers of 1/2-inch thick Type FSW-G gypsum wallboard in 4-foot wide sheets, manufactured by National Gypsum, are directly attached to the bottom flanges of the joists. The long dimension of the wallboard is oriented perpendicular to the joists.The first layer is fastened to the joists with 11/4-inch Type S drywall screws spaced 24 inches on center,butt joints being staggered 25 inches from the adjacent rows of the face layer.The second layer is fastened to the joists with 14/8-inch Type S drywall screws spaced 12 inches on center with its joints being staggered 24 inches in each direction from joints of the first layer. 3. End Rim/Blocking Use 1-inch minimum rim board or blocking panels installed in accordance with the manufacturer's published installation instructions. 4. Floor Sheathing 19/32-inch thick tongue-and-groove in 4-foot x 8-foot sheets installed with long edge perpendicular to the joists and fastened with 8d common or 6d shank nails at a maximum 6 inches on center at all locations.End joints are staggered 24 inches from adjacent rows. 5. Finish System Exposed wallboard joints are treated with paper tape embedded in joint compound and covered with two coats (Not Shown) of compound.Screw heads are covered with two coats of joint compound. FIGURE 5—ONE-HOUR FLOOR-CEILING FIRE-RESISTIVE ASSEMBLY ESR-1305 Most Widely Accepted and Trusted Page 50 of 50 2„12., O O p OO 0 _,.. n ►1 t1110111►t _11T1T1111110111j4. 1ji L© 0 0 N 24' o.c. nox For SI: 1 in=25.4 mm,1 ft=305 mm. 1. Floor Sheathing Panels shall conform to the requirements of PS 1-83, Exposure 1, interior type with exterior glue, minimum 23/32-inch thick,tongue-and-groove long edges for floors and a minimum 75/32-inch thick square edges for roofs.Install long edges perpendicular to the I-Joists.Stagger end joints on I-Joists.For floors, apply AFG-01 construction adhesive in a 318-inch bead on the top surface of the I-Joists,and grooved edges of the sheathing.Nail with 6d deformed shank nails,8d common nails,or equivalent-sized screws a maximum of 6 inches on center on the panel ends, and a maximum of 12 inches on center in the field. Optionally, with minimum /4-inch thick light-weight concrete of floor topping mixture,panels shall be minimum 19/32-inch thick. 2. Wood I-Joists LP® SolidStart® I-Joists shall be minimum 91/4-inch deep with flange dimensions of at least 11/2 inches x 11/2 inches of LVL or 11/2 inches x 21/2 inches of sawn lumber,and minimum 3/8-inch-thick OSB webs.Maximum spacing is 24 inches on center.Holes in the webs per manufacturers'instructions are permitted. 3. Insulation Unfaced fiberglass batts 24 inches wide by 48 inches long by 31/2-inches thick with 3.5 pcf density placed in the plenum and supported by stay wires spaced about 12 inches apart. 4. Furring channels Resilient furring channels formed from No. 28 gauge (0.0179 inch) galvanized sheet steel measuring 2.636 inches wide by 0.838 inches deep spaced 16 inches on center perpendicular to the joists and attached to the joist by 15/8-inch Type S wallboard screws. 5. Gypsum Wallboard Wallboard is 5/8-inch-thick US Gypsum Firecode C,Celotex Fi-Rok Plus,Georgia-Pacific Fire Stop C,or Gold Bond Fire-Shield FSW-G.Install the base layer perpendicular to the joists with the ends staggered at the joists with 15/8-inch-long Type S wallboard screws at 12 inches on center. Furring channels are installed as described above between the base and intermediate layers. The intermediate layer is attached perpendicular to the channels with the ends staggered at the channels with one-inch-long Type S wallboard screws at 12 inches on center.The finish layer is attached to the channels with 1518-inch- long Type S wallboard screws spaced 8 inches on center.The ends of the finish layer are staggered at the channels with respect to each other and with respect to the intermediate layer end joints.Long joints of the finish layer are staggered with respect to the long joints of the intermediate layer. 6. Finish System On finish layer only. Paper tape embedded in joint compound over joints with compound edges (Not Shown) feathered out and exposed screw heads covered with compound.As an alternative, nominal 23/32-inch- thick veneer plaster may be applied over the entire surface of the wallboard. FIGURE 6—TWO-HOUR FLOOR-CEILING FIRE RESISTIVE ASSEMBLY ,fCG r EVALUATION SERVICE Widely Accepted,-,Most Wtd c d and Trusted ICC-ES Evaluation Report ESR-1305 FBC Supplement Reissued August 2016 Revised January 2017 This report is subject to renewal August 2018. www.icc-es.orq I (800)423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION:06 00 00—WOOD,PLASTICS AND COMPOSITES Section:06 17 33—Wood I-Joists REPORT HOLDER: LOUISIANA-PACIFIC CORPORATION 414 UNION STREET,SUITE 2000 NASHVILLE,TENNESSEE 37219 (888)820-0325 customer.supportO,Ipcorp.com www.Ipcorp.com EVALUATION SUBJECT: LP®SOLIDSTART®I-JOISTS LP®FLAMEBLOCK®I-JOISTS 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that LP® SoiidStart®I-Joists and LP® FlameBlock®I-Joists, recognized in ICC-ES master evaluation report ESR-1305, have also been evaluated for compliance with the codes noted below. Applicable code editions: is 2014 Florida Building Code—Building IN 2014 Florida Building Code—Residential 2.0 CONCLUSIONS The LP®SolidStart® I-Joists and LP®FlameBlock®I-Joists, described in Sections 2.0 through 7.0 of the master evaluation report ESR-1305, comply with the 2014 Florida Building Code—Building and the 2014 Florida Building Code—Residential, provided the design and installation are in accordance with the International Building Code®(IBC) provisions noted in the master report. Use of the LP® SolidStart® I-Joists and LP® FlameBlock® I-Joists for compliance with the High-Velocity Hurricane Zone provisions of the 2014 Florida Building Code—Building and the 2014 Florida Building Code—Residential has not been evaluated,and is outside the scope of this evaluation report. For products falling under Florida Rule 9N-3,verification that the report holder's quality-assurance program is audited by a quality-assurance entity approved by the Florida Building Commission for the type of inspections being conducted is the responsibility of an approved validation entity(or the code official,when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued August 2016 and revised January 2017. ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed,nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use.There is no warranty by ICC Evaluation Service,LLC,express or implied,as iptk to any finding or other matter in this report,or as to any product covered by the report. „; Copyright 0 2017 ICC Evaluation Service,LLC. All rights reserved. Page 1 of 1 • A- A,6"-� '- -,-..-.-,w4,.._-.1,,c;;-$ "jr /-' ,�" ,. f max , illf 41Y A tee,tea MMMMs ' s. �,. c , ,, ; .� i. r ,„ r v m , t � R.� �.�: C S• 423�57� 5 � 5 ,cc� Reissued 2/2017 , DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES SECTION:06 17 13—LAMINATED VENEER LUMBER SECTION:06 17 25—LAMINATED STRAND LUMBER REPORT HOLDER: LOUISIANA-PACIFIC CORPORATION 414 UNION STREET, SUITE 2000 NASHVILLE,TENNESSEE 37219 EVALUATION SUBJECT: LP® SOLIDSTART® LAMINATED STRAND LUMBER (LSL) AND LAMINATED VENEER LUMBER (LVL) ICCICC ICCisiii. w3 vo.c a ..... .,), PMGLLISTED Look for the trusted marks of Conformity! 66.. "2014 Recipient of Prestigious Western States Seismic Policy Council MR (WSSPC)Award in Excellence" A Subsidiary of COINTERNATIONAL comic'', ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes notCB P/Ss 0 specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a lINSi - recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as " ° ° ISO/IEC 17065 to any finding or other matter in this report, or as to any product covered by the report. P n Body uH „ Copyright©2017 ICC Evaluation Service,LLC. All rights reserved. tCC l VALUATION �ERViCE T 'Most ccepted and Rutted ICC-ES Evaluation Report ESR-2403 Reissued February 2017 This report is subject to renewal February 2019. www.icc-es.oro I (800)423-6587 I (562)699-0543 A Subsidiary of the international Code Council® DIVISION:06 00 00—WOOD,PLASTICS AND COMPOSITES such as beams, headers, joists, rafters, columns, wall Section:06 17 13—Laminated Veneer Lumber studs, wall plates and rim board. They are also used as Section:06 17 25—Laminated Strand Lumber components in built-up structural members, such as flanges for I-joists and chords for trusses. LP SolidStart LOUISIANA–PACIFIC CORPORATION LVL is also used as lamination for glued-laminated 414 UNION STREET,SUITE 2000 members. LP SolidStart LSL mai also be used as sill NASHVILLE,TENNESSEE 37219 plates when treated(LP SolidGuard LSL). (888)820-0325 3.0 DESCRIPTION www.Ipcorp.com customer.supportat7,lpcorp.com 3.1 General: The LP SolidStart LSL and LVL described in this report EVALUATION SUBJECT: comply with the requirements noted in Section 2303.1.9 of LP®SOLIDSTART®LAMINATED STRAND LUMBER(LSL) the IBC,for allowable stress design in accordance with IBC Section 2301.2(1). They may also be used in structures AND LAMINATED VENEER LUMBER(LVL) regulated under the IRC when an engineered design is submitted in accordance with IRC Section R301.1.3. ADDITIONAL LISTEE: The attributes of the LSL and LVL have been verified as MURPHY ENGINEERED WOOD DIVISION conforming to the provisions of (i) CALGreen Section 412 WEST CENTRAL A4.404.3 for efficient framing techniques;(ii)ICC 700-2015 SUTHERLIN,OREGON 97479 and ICC 700-2012 Section 608.1(2), 11.608.1(2) and 12(A).608.1 for resource-efficient materials; and (iii) ICC 1.0 EVALUATION SCOPE 700-2008 Section 607.1(2)for resource-efficient materials. Note that decisions on compliance for those areas rest with 1.1 Compliance with the following codes: the user of this report. The user is advised of the project- ® 2012, 2009, and 2006 International Building Code® specific provisions that may be contingent upon meeting (IBC) specific conditions, and the verification of those conditions ® 2012, 2009, and 2006 International Residential Code® is outside the scope of this report. These codes or (IRC) standards often provide supplemental information as guidance. ® 2013 Abu Dhabi International Building Code(ADIBC)1 3.2 LP SolidStart LSL: tThe ADIBC is based on the 2009 IBC.2009 IBC code sections referenced in this report are the same sections in the ADIBC. LP SolidStart LSL consists of wood strands bonded Properties evaluated: together using an exterior-type structural adhesive. The wood strand properties and species, adhesive, ® Structural manufacturing parameters and finished product ® Fire resistance dimensions and tolerances are as specified in the El Preservative Treatment approved quality documentation and manufacturing standard. 1.2 Evaluation to the following green code(s) and/or LP SolidStart LSL may be treated with zinc borate (ZB) standards: for protection against decay and termites, and is limited to a 2016 California Green Building Standards Code interior locations, continuously protected from the weather (CALGreen),Title 24, Part 11 and not in contact with the ground, but may be subject to ■ 2015, 2012 and 2008 ICC 700 National Green Building dampness (such as in sill plates over concrete footings StandardrM (ICC 700-2015, ICC 700-2012 and ICC and slabs) as defined by the American Wood Protection 700-2008) Association (AWPA) Use Category UC2 as defined in AWPA U1. When treated with ZB, LP SolidStart LSL is Attributes verified: designated LP SolidGuard LSL. Unless noted otherwise IL See Section 3.1 within this report, all design provisions for LP SolidStart 2.0 USES LSL apply also to LP SolidGuard LSL. LP SolidStart laminated strand lumber(LSL)and laminated 3.3 LP SolidStart LVL: veneer lumber (LVL) are used for structural applications, LP SolidStart LVL consists of layers of wood veneers ICC-ES Evaluation Reports ore not to be construed as representing aesthetics or any other attributes not specifically addressed,nor are they to be construed as an endorsement of the subject of the report ora recommendation for its use.There is no warranty by ICC Evaluation Service,LLC,express or implied,as Coal_ to any finding or other mailer in this report,or as to any product covered by the report. imp T_ Copyright 0 2017 ICC Evaluation Service,LLC.Ali rights reserved. Page 1 of 13 ESR-2403 I Most Widely Accepted and Trusted Page 2 of 13 laminated together using an exterior-type structural grade of 1.35E or greater, and LP SolidStart LVL having a adhesive. The wood veneer properties and species, grade of 1.5E or greater, is considered equivalent to sawn adhesive, manufacturing parameters and finished product lumber studs for prescriptive wall framing applications in dimensions and tolerances are as specified in the accordance with Section 2308.9 of the IBC and Section approved quality documentation and manufacturing R602 of the IRC,subject to the following conditions: standard. 1. LP SolidStart LSL and LVL studs must have a LP SolidStart LVL"Billet Beams"are fabricated by face- thickness of 11/2 inches(38 mm)or greater. laminating primary thicknesses of LP LVL. 2. Cutting, notching, and boring of 3.5-inch-deep LP SolidStart LVL designated as"Rim Board" is LP LVL (89 mm) and 5.5-inch-deep (140 mm) LP SolidStart with two or more veneers oriented 90 degrees (cross-ply) LSL and LVL studs used in prescriptive wall framing is to the length. LP LVL Rim Board may be used for permitted in accordance with Sections 2308.9.10 and all applications applicable to LP LVL as defined in 2308.9.11 of the IBC,and Section R602.6 of the IRC. Section 2.0. 3. Connections between wall sheathing and LP SolidStart 4.0 DESIGN AND INSTALLATION LSL and LVL framing must meet the requirements of 4.1 General: Section 4.3.2. Design and installation of LP SolidStart LSL and LVL must 4.3.1 Engineered Wall Framing: LP SolidStart LSL be in accordance with this report, the applicable code having a grade of 1.35E or greater, and LP SolidStart LVL provisions and the manufacturer's published installation having a grade of 1.5E or greater, may be used in instructions. The manufacturer's published installation engineered wall framing applications, subject to the instructions must be available at the jobsite at all following conditions: times during installation. The requirements specified for 1. LP SolidStart LSL and LVL studs are equivalent to allowable stress design in accordance with IBC Section sawn lumber studs with a maximum specific gravity 2301.2(1), and the design provisions for structural of 0.50. composite lumber in the ANSI/AF&PA National Design 2. LP SolidStart LSL and LVL studs must have a Specification for Wood Construction(NDS), are applicable 1 to LP SolidStart LSL and LVL, except as modified within thickness of 1 /2 inches(38 mm)or greater. this report. Reference design values for each grade of 3. Notching and boring of LP SolidStart LSL and LVL , LP SolidStart LSL and LVL are given in Table 1. studs is permitted in engineered wall assemblies. The 4.2 Connections: design must be based on net-section analysis in accordance with the NDS, and is subject to the The design of mechanical connections in LP SolidStart following additional conditions and allowable stress LSL and LVL must be in accordance with the NDS. reductions: Equivalent specific gravities for the design of nail, bolt and lag screw connections under dry use conditions are given a. Holes up to 40 percent of the depth of the stud are in Table 2. Minimum nail spacing and end distance permitted anywhere along the stud length, except requirements are given in Table 3. Nailing requirements for that a hole must not be placed within 6 inches the attachment of wall sheathing are given in Section 4.3.3. (152 mm)of the end of the stud. A minimum edge distance,measured from the edge of the hole to the Exception: Lag screw connections between LP edge of the member, must be maintained for all SolidStart LSL and LVL rim board and lumber deck ledgers holes as follows(see Figure 1): have allowable lateral loads as specified in Table 4, provided all of the following conditions are met: (1) $/e inch (16 mm) for studs 5.5 inches deep (140 mm)or less,or 1. Lag screws must have a minimum diameter of 1/2 inch (12.7 mm),and sufficient length such that the lag screw (2) 12 percent of the stud depth for studs more than shank penetrates through the rim board (not including 5.5 inches deep(140 mm). the length of the tapered tip). b. Notches up to 25 percent of the depth of the stud 2. Deck ledgers must consist of lumber having a minimum are permitted anywhere along the stud length, thickness of 1.5 inches (38 mm) and a minimum except that a notch must not be placed within assigned specific gravity of 0.42. 6 inches (152 mm) of the end of the stud. The notch length must not exceed 8 inches(203 mm). 3. The sheathing between the rim board and the deck ledger must consist of wood structural panels meeting c. Holes and notches must not be cut in the same U.S. DOC PS-1 or PS-2, and be attached to the rim cross section and must be separated by a clear, board in accordance with the applicable code. vertical distance of two times the larger of the hole 4. One flat washer must be used between the deck ledger diameter or the notch height,whichever is greater. and the lag screw head. d. The reference design stresses for bending, axial 5. Edge distances from the center of the lag screw to the compression, and axial tension must be multiplied edges of the rim board and deck ledger must be by a stress reduction factor account for stress concentrations at notches andd holes, as givenenin 2 inches (51 mm) or greater. End distances must be Table 5. 4 inches(102 mm)or greater. 6. Adjustment factors in accordance with the NDS must 4. Connections between wall sheathing and LP SolidStart LSL or LVL framing must meet the requirements of be applied as applicable. Section 4.3.2. 7. Rim board and deck ledgers must be checked for load- 4.3.2 Nailing Requirements: When LP SolidStart LSL carrying capacity at connections in accordance with and LVL members are used as wall studs, the sheathing- Section 10.1.2 of the NDS. to-stud and stud-to-stud connections must meet the 4.3 Wall Studs: following requirements: Prescriptive Wall Framing: LP SolidStart LSL having a 1. A single 11/2-inch-thick(38 mm) stud may be used for ESR-2403 I Most Widely Accepted and Trusted Page 3 of 13 framing at adjoining panel edges for wall sheathing or Sections R319 and R320 of the 2009 and 2006 IRC. LP attached as follows: SolidGuard LSL may be used as sill plates where a. For LP SolidStart LSL: 10d common nails preservative-treated wood is required but is limited to [3 inches (76 mm) by 0.148 inch (3.76 mm) in AWPA Use Category UC2 (Interior/Damp) as defined in diameter] spaced no closer than 6 inches AWPA U1. Stresses resulting from applied loads must not (152 mm) on center, or 8d common nails exceed the adjusted design values determined in [21/2 inches (64 mm) by 0.131 inch (3.33 mm) in accordance with Section 4.1 of this report. diameter] spaced no closer than 4 inches 4.4 Rim Board and Blocking: (102 mm)on center.See Detail A in Figure 2. When used as rim board, LP SolidStart LSL and LVL must b. For LP SolidStart LVL: 8d common nails spaced no be continuously supported across the full width(except as closer than 6 inches (152 mm) on center; 10d noted in Section 4.4.2), and must be located at the joist common nails are not allowed where a single elevation either perpendicular to, or parallel to, the joist 11/2-inch-thick (38 mm) stud is used at adjoining framing. It must be the full depth of the joist space and be panel edges. See Detail A in Figure 2. used for any combination of the following: 2. A minimum 21/2-inch-thick (64 mm) single stud or a • To transfer,from above to below, all vertical loads at the double 11/2-inch (38 mm) or thicker stud is required for rim board location. Allowable vertical loads are given in framing at adjoining panel edges for wall sheathing Table 4. attached as follows: • To provide diaphragm attachment (sheathing to top a. For LP SolidStart LSL: 10d common or 8d edge of rim board). common nails spaced no closer than 3 inches (76 mm)on center, and staggered a minimum of • To transfer in-plane lateral loads from the diaphragm to /4 inch (6.4 mm) horizontally. See Detail B in the wall plate below. Allowable in-plane lateral loads are Figure 2. given in Table 4. b. For LP SolidStart LVL: 10d common nails spaced • To provide lateral support to the joist or rafter no closer than 4 inches (102 mm)on center, or 8d (resistance against rotation) through attachment to the common nails spaced no closer than 3 inches joist or rafter. (76 mm)on center,staggered a minimum of 1/4 inch • To provide closure for ends of joists or rafters. (6.4 mm)horizontally.See Detail B in Figure 2. • To provide an attachment base for siding and/or an 3. Where double studs are required at adjoining panel exterior deck ledger. edges,they must be connected together as follows: 4.4.1 Rim board must be installed in accordance with the a. For stud wall applications in accordance with prescriptive provisions of the applicable code, and design the IRC and the conventional light-frame provisions loads must not exceed those given in Table 4. of the IBC (Section 2308 and Table 2304.9.1), double LP SolidStart LSL and LVL studs must be 4.4.2 Installation of LP SolidStart LSL and LVL rim board stitch-nailed together with a minimum of two over wall openings is permitted, provided the rim board is staggered rows of 10d nails [27/8 inches (73 mm) designed for all applicable stresses in accordance with by 0.120 inch (3.05 mm) in diameter] spaced Sections 4.1 and 4.2 adjusted by the applicable adjustment 8 inches(203 mm)on center in each row. factors. Joints in the rim board are not allowed within 12 inches(305 mm)of the opening. b. For engineered stud wall applications, double LP SolidStart LSL and LVL studs must be stitch-nailed 4.4.3 LP SolidStart LSL and LVL having minimum together with a connection designed to transfer the thicknesses as given in Table 4 may be used as direct required lateral shear,using an assumed equivalent replacements for the nominally 2-inch-thick solid blocking specific gravity of 0.50. When stitch-nailing two specified in Section 2308.8.2 of the IBC and Section '04-inch-thick (44 mm) studs, 3-inch (76 mm) or R502.7 of the IRC. longer nails are required. 4.5 Fire Resistance and Fire Blocking: c. The stitch nails must be driven in two lines spaced 4.5.1 Calculated Fire Resistance:The fire resistance of approximately 1 inch(25 mm)from each stud edge. exposed LP SolidStart LSL and LP SolidStart LVL may be 4. Where double studs are required at adjoining panel calculated in accordance with Chapter 16 of the NDS. edges, the panel-edge nails must be installed with a 4.6.2 Fire-resistance-rated Floor and Roof Systems: minimum 1/2-inch (12.7 mm) edge distance from the LP SolidStart LSL having a grade of 1.35E or greater,and panel edges, and staggered a minimum of 1/4 inch LP SolidStart LVL having a grade of 1.5E or greater, may (6.4 mm) horizontally within each line of nails. For be used as direct replacements for non-fire-retardant- LP LSL, the minimum edge distance for panel-edge treated sawn lumber, of equivalent size, in the prescriptive nails may be reduced to /8 inch(9.5 mm). fire-resistance-rated floor and roof assemblies listed in 5. Nails between sheathing and wall framing must not be Table 721.1(3) of the 2012 IBC and Table 720.1(3)of the spaced closer than as specified in Sections 4.3.3(1) 2009 and 2006 IBC. and 4.3.3(2). Nails must also be staggered where 4.5.3 Fire Protection of Floors: LP SolidStart LSL required in Sections 4.3.3(1)and 4.3.3(2). having a grade of 1.35E or greater, and LP SolidStart LVL 6. The maximum allowable nail size for attaching wall having a grade of 1.5E or greater, having a minimum sheating to the edge of a stud is 10d common thickness of 11/2 inches (38 mm) and a minimum depth of [3 inches (76 mm) by 0.148 inch (3.76 mm) in 91/4 inches (235 mm), is considered equivalent to lumber diameter]. joists in accordance with Exception 4 to Section R501.3 of 4.3.3 Wall Plates: LP SolidStart LSL and LVL may be the 2012 IRC. used as bottom (sole)plates and top plates,except where 4.5.4 Fire-resistance-rated Wall Construction: LP preservative-treated wood is required by Section 2304.11 SolidStart LSL and LVL wall studs described in Section 4.3 of the IBC and Sections R317 and R318 of the 2012 IRC are permitted to be used in fire-resistance-rated wall ESR-2403 I Most Widely Accepted and Trusted Page 4 of 13 construction as follows: R802 of the IRC. Spans for LP LSL rafters are given in 1. For conventional light-frame construction, LP SolidStart Table 6. LSL and LVL may be used as direct replacements 5.0 CONDITIONS OF USE for non-fire-retardant-treated sawn lumber studs, The LP SolidStart LSL and LVL described in this report of equivalent-sized No. 2 or lower grade, in the comply with, or are suitable alternatives to what is prescriptive fire-resistance-rated wall assemblies listed specified in,those codes specifically listed in Section 1.0 of in Table 720.1(2) of the IBC, subject to the following this report,subject to the following conditions: conditions: a. Minimum 2.5 pcf(40 kg/m3)mineral wool insulation 5.1 Fabrication, design, installation, and connection must be placed in each stud cavity. restrictions must comply with this report and the manufacturer's published installation instructions. In b. Tape and joint compound must be applied to the event of a conflict between the manufacturer's fastener heads and gypsum wallboard joints on published installation instructions and this report, this exposed surfaces. report governs. 2. For engineered, load-bearing wall construction, LP 5.2 Use of LP SolidStart LSL and LVL must be limited to SolidStart LSL and LVL are permitted to be used in dry, well-ventilated interior applications in which the 1-hour fire-resistance-rated wall assemblies meeting in-service equivalent moisture content of lumber will the following conditions: not exceed 16 percent. Use of LP SolidGuard LSL must be limited to interior locations, continuously a. The minimum stud size must be 11/2 inches (38 mm)by 31/2 inches(89 mm)or greater. protected from the weather, and cannot be in contact with the ground, but may be subject to dampness, as b. Studs must be spaced no more than 24 inches defined by the American Wood Protection Association (610 mm)on center. (AWPA)Use Category UC2. c. Minimum 5/8-inch (15.9 mm) Type �X gypsum 5.3 Calculations and drawings demonstrating compliance wallboard must be attached with 21/4-inch-long with this report must be submitted to the code official. (57 mm) Type S drywall screws spaced 7 inches The calculations and drawings must be prepared by a (178 mm)on center along each stud. registered design professional where required by the d. Minimum 2.5 pcf(40 kg/m3) mineral wool insulation statutes of the jurisdiction in which the project is to be must be placed in each stud cavity. constructed. e. Tape and joint compound must be applied to 5.4 LP SolidStart LSL is produced by the Louisiana- fastener heads and gypsum wallboard joints on the Pacific Corporation at its Houlton, Maine, facility exposed surface(s). under a quality control program with inspections f. The design axial compressive stress within the by ICC-ES and APA-The Engineered Wood Association(AA-649). studs must not exceed the least of the following: i. 440 psi (3032 kPa) for LSL, and 550 psi 5.5 LP SolidStart LVL is produced by the Louisiana- (3790 kPa)for LVL. Pacific Corporation at its Golden, British Columbia, Canada, and Wilmington, North Carolina facilities; ii. 0.77Fc' for LSL, and 0.63Fc" for LVL; where and by the Murphy Engineered Wood Division, in Fc' is the compression design value parallel- Sutherlin, Oregon; under a quality-control program to-grain, adjusted by all applicable adjustment with inspections by ICC-ES and APA-The factors in accordance with the NDS, including Engineered Wood Association(AA-649). the column stability factor,Cp. 6.0 EVIDENCE SUBMITTED iii. 0.77Fc'for LSL and 0.63F.'for LVL;where Fc' 6.1 Data in accordance with the ICC-ES Acceptance is the compression design value parallel-to- Criteria for Structural Wood-based Products (AC47), grain, adjusted for all applicable adjustment dated February 2013. factors in accordance with the NDS, and where Cp is evaluated at a slenderness ratio 6.2 Data in accordance with the ICC-ES Acceptance of 33. Criteria for Wood-based Studs (AC202), dated June g. The load-bearing capacity of 1.75E LSL used in 2009(editorially revised September 2012). fire-resistance-rated wall assemblies must be 6.3 Data in accordance with the ICC-ES Acceptance limited to the capacity of 1.55E LSL. Criteria for Rim Board Products (AC124), dated 4.5.5 Fire Blocking: LP SolidStart LSL and LVL having a February 2014. minimum thickness of 11/4 inches(31.8 mm)is permitted to 6.4 Data in accordance with the ICC-ES Acceptance be used as an alternate to nominally 2-inch lumber fire Criteria for Zinc Borate (ZB) Preservative Treatment blocking in accordance with 2012 IBC Section 718.2.1 and of Structural Composite Wood Products by Non- 2009 and 2006 IBC Section 717.2.1and Section R602.8 of pressure Processes(AC203),dated February 2010. the IRC. LP SolidStart LSL and LVL having a minimum 7.0 IDENTIFICATION thickness of 1 inch(25.4 mm)is permitted to be used as an LP SolidStart LSL, LP SolidGuard LSL, and LP SolidStart alternate to 0.719-inch (24/32 inch) (18.3 mm) wood structural panel fire blocking in accordance with 2012 IBC LVL are identified with stamps noting the Louisiana-Pacific Section 718.2.1 and 2009 and 2006 IBC Section 717.2.1 Corporation name or logo, plant number, product and Section R602.8 of the IRC, provided the joints are designation, grade, production date and shift, evaluation backed accordingly. report number (ESR-2403), and the third-party inspection agency (APA-The Engineered Wood Association). LP 4.6 Roof and Ceiling Framing: SolidGuard LSL is also identified with the designations LP SolidStart LSL may be used as ceiling joists and rafter "ZB"and"AWPA UC2." framing in conventional light-frame construction in accordance with Section 2308.10 of the IBC and Section • ESR-2403 I Most Widely Accepted and Trusted Page 5 of 13 TABLE 1-REFERENCE DESIGN VALUES FOR LP°SolidStarte LSL AND LVL 5'2'3,4 BEAM ORIENTATION PLANK ORIENTATION AXIAL Modulus of Elasticity Compression Modulus of Elasticity Compression GRADE Bending° Shear Perp-to-Grain Bending Shear Perp-to-Grain Compression Tension E(51 Emtn(7) Fc Fr Fn j(14) E45) Emtn(7) Fn Fv Fano Fc Ft (x106 psi) (x10'psi) (psi) (psi) (psi) (x106 psi) (x106 psi) (psi) (psi) (psi) (psi) (psi) LP SolidStart LSL 1730Fb-1.35E 1.35 0.68 1730(9) 410 750 1.35 0.68 1910 155 685 1650 1300(12) 2360Fb-1.55E 1.55 0.78 2360(9) 410 875 1.55 0.78 2620 155 775 2175 1750(12) 2500Fb-1.75E 1.75 0.88 2500(9) 410 950 1.75 0.88 2800 155 890 2450 2100(12) LP SolidStart LVL 2250Fb-1.5E 1.50 0.75 2250 t'°) 285 750 1.40 0.70 2200 140 450 2350 1350"3) 2400Fb-1.7E 1.70 0.85 24000°) 285 750 1.70 0.85 2300 140 450 2350 1350(13) 2650Fb-1.9E 1.90(6) 0.98 2650(10) 285 750 1.80m 0.93 2600 140 550 2350 1600 03) 2900Fb-2.0E 2.00 1.00 2900"01 285 750 2.00 1.00 2950 140 550 3200 1800(13) 2950Fb-2.0E 2.00(6) 1.04 2950(1°) 290 750 2.00 16) 1.04 2950 140 550 3200 1800(13) 3100Fb-2.0E 2.00 16) 1.04 3100"0) 290 750 2.00 j6) 1.04 3100 140 550 3200 180003) 3100Fb-2.1 E 2.10 1.05 3100(15) 290 750 2.00 1.00 3100 140 550 3200 1800 03) 3100F1,-2.2E 2.20 1.11 3100 ti°) 290 750 2.20 1.11 2950 140 550 3200 1800(13) LP SolidStart LVL Rim Board(with cross-ply) 1400Fb-1.1 E 1.10 0.55 1400(11) 250 680 1.00 0.50 1400 95 450 1700 1200(13) 1650Fb-1.3E 1.30 0.65 165001) 250 680 1.10 0.55 1650 140 450 1700 1200113) 1750Fb-1.3E 1.30 0.65 1750"1) 250 680 1.30 0.65 1750 140 450 1700 1200"3) For SI:1 psi=6.89 kPa,1 inch=25.4 mm. 'Reference design values in the above table apply only to dry,well-ventilated interior applications where the equivalent moisture content in lumber is less than 16 percent. 2Reference design values in the above table are for normal load duration.Tabulated values must be adjusted by the applicable adjustment factors in accordance with the NDS.Modulus of elasticity and compression perpendicular-to-grain must not be adjusted for duration of load. 'Reference design values given for Beam Orientation refer to loads applied parallel to the wide face of the strands or veneers(applied to the edge of the member).Plank Orientation refers to loads applied perpendicular to the wide face of the strands or veneers(applied to the face of the member).See diagrams on following page. °Reference design values for bending,axial compression and axial tension for studs with notches or holes in engineered wall framing must be multiplied by the strength reduction factors in Table 5. 'The reference E values given for LP LSL and all grades LP LVL except the 2650F6-1.9E and 2950Fb-2.0E are the shear-free modulus of elasticity.When calculating deflection,both bending and shear deformations must be included.Equations for various span and load conditions are available in engineering references.For example, the deflection equation for a simply-supported beam under uniform load is: where: A = Deflection in inches(in). 270w L4 28.8w L2 w = Uniform load in pounds per lineal foot(pif). Q= + L = Design span in feet(ft). Ebd' Ebd b = Beam width in inches(in). d = Beam depth in inches(in). E = Shear Free Modulus of Elasticity in pounds per square inch(psi). 'The reference E values given for the 2650Fb-1.9E,2950Fb-2.0E and 3100Fb-2.0E grades of LP LVL are the apparent modulus of elasticity,which include the effects of shear deformation.When calculating deflection,standard engineering formulae for pure bending deflection are sufficient,and the second term of the above equation may be ignored. 7E,,,;0 is the reference modulus of elasticity for beam stability and column stability calculations. 'Reference bending design values in the beam orientation,Fb,may be increased by 4%when the member qualifies as a repetitive member,in accordance with Section 8.3.7 of the NDS-O5. 'Reference bending design values in the beam orientation,Fb,for LP LSL are assigned for a standard depth of 12 inches.For other depths greater than 31/2 inches, multiply Fb by a volume factor of(12/d)"`", where d is the depth of the member in inches.For depths 31/2 inches or less,multiply Fb by 1.192. t0Reference bending design values in the beam orientation,Fb,for LP LVL are assigned for a standard depth of 12 inches.For depths greater than 12 inches,multiply Fb by a volume factor of(12/d)s.143 where d is the depth of the member in inches.For depths less than 12 inches but greater than 3/2 inches,multiply Fb by(12/d)11"".1.For depths 31/2 inches or less,multiply Fb by 1.147. 11Reference bending design values in the beam orientation,Fb,for LP LVL Rim Board(cross-ply)are assigned for a standard depth of 12 inches.For other depths,adjust Fb as follows,based on the LVL thickness: -For thickness<11/4 inches,multiply Fb by a volume factor of(12/d)0.323,where d is the depth of the member in inches,except where d is less than 31/2 inches,multiply Fb by 1.488. -For thickness 8 11/4 inches,multiply Fb by a volume factor of(12/d)".261,where d is the depth of the member in inches,except where d is less than 31/2 inches,multiply F by 1.379. Reference tension design values,Ft,are assigned for a standard length of 3 feet For lengths longer than 3 feet,multiply F1 by(3/L)°A92,where L is the length in feet For lengths less than 3 feet,use the reference tension design value given in the table above. 73Reference tension design values,Ft,are assigned fora standard length of 3 feet.For lengths longer than 3 feet,multiply Ft by(3/L)°'1",where L is the length in feet For lengths less than 3 feet,use the reference tension design value given in the table above. "The NDS bearing area factor,Cb,is permitted to be applied to the reference compression perpendicular-to-grain design values,F°1. • ESR-2403 I Most Widely Accepted and Trusted Page 6 of 13 \\ ;j7 `,III Beam Orientation Plank Orientation TABLE 2-EQUIVALENT SPECIFIC GRAVITY FOR FASTENER DESIGN1'2'3 EQUIVALENT SPECIFIC GRAVITY Nails and Screws Bolts and Lag Screws''6 GRADE Withdrawal Dowel Bearing Dowel Bearing(installed in Face) Installed Installed Installed Installed Load Applied Load Applied in Edge in Face in Edge in Face Parallel to Grain Perpendicular to Grain LP SolidStart LSL 1730F6-1.35E 0.46 0.50 0.50 0.55 0.50 0.58 and Above LP SolidStart LVL 2250Fb-1.5E 0.466 0.50 0.50 0.50 0.46' 0.50 and Above LP SolidStart LVL Rim Board(cross-ply) 1400Fb-1.1 E 0.42 0.48 0.49 0.50 0.41 0.48 1650Fb-1.3E 0.46 0.50 0.50 0.50 0.46 0.50 1750Fb-1.3E 0.46 0.50 0.50 0.50 0.46 0.50 'Fastener types and orientation not specifically described above are outside the scope of this report. 2Fastener design values calculated using the tabulated equivalent specific gravities given above must be adjusted by the applicable adjustment factors specified in the NDS for connections. ;Minimum nail spacing and end distance must be as specified in Table 3.Minimum spacing,end and edge distances for bolts and lag screws must be as specified in the NDS. 'Equivalent specific gravity values apply only to bolts and lag screws installed into the face of the LSL and LVL,such that the bolt axis is perpendicular to the wide faces of the strands or veneers. 6The allowable lateral loads for lag screw connections between LP SolidStart LSL and LVL rim board and deck ledgers complying with the exception to Section 4.2 are given in Table 4. 6The equivalent specific gravity is permitted to be increased to 0.49 for LP SolidStart LVL stamped with the plant number 1089. TThe equivalent specific gravity is permitted to be increased to 0.50 for LP SolidStart LVL stamped with the plant number 1089. ESR-2403 I Most Widely Accepted and Trusted Page 7 of 13 TABLE 3—NAIL SPACING REQUIREMENTS FOR LPe'SolidStart®LSL AND LVL''2 MEMBER THICKNESS FASTENER COMMON NAIL MINIMUM END MINIMUM NAIL SPACING(in.) 8 SIZE 6 7 DISTANCE (in.) ORIENTATION Single Row Multiple Rows''` (in.) LP SolidStart LSL 8d&smaller 2 4 Edge 8 10d&12d 2 4 NA 16d NAn9) NA(+') 1"s thickness<11/4" 8d&smaller 7/8 1 1 Face9 10d&12d 7/8 1 1 16d 7/5 11/2 11/2 8d&smaller 2 4 Edge 8 10d&12d 2 4 NA 16d 2+/2(i)) 5n2) 11/4"s thickness<1//2" 8d&smaller 74 1 1 Face' 10d&12d 7/8 1 1 16d 7/8 11/2 11/2 8d&smaller 2 3 3 Edge 8 10d&12d 2 3 4 16d 2 i 2(++) 4 6 11/2"s thickness<1'/4" 8d&smaller 7/8 1 1 Face 9 10d&12d 7/8 1 1 16d 7/8 11/2 11/2 8d&smaller 2 3 3 Edge 8 10d&12d 2 3 4 2 13/4" 16d 21/2" 3 6 8d&smaller 7/e 1 1 Face 9 10d&12d 7/8 1 1 16d 7/8 11/2 1'/2 LP SolidStart LVL 8d&smaller 2'/2 4 Edge 8 10d&12d 21/2 4 N/A <1'/2" 16d 39/2 5 8d&smaller 11/2 3 3 Face 9 10d&12d 11/2 3 3 16d 11/2 5 5 8d&smaller 21/2 3 4(+3) Edge 8 10d&12d 2'/2 4 5(") + 16d 31/2 5 6("•14) 8d&smaller 11/2 3 3 Face 9 10d&12d 11/2 3 3 16d 1'/2 5 5 For SI:1 inch=25.4 mm. 'Spacing requirements and maximum nail size for panel edge nailing of wall sheathing at adjoining panels must be in accordance with Section 4.3.2 and Figure 2. 'Edge distance must be sufficient to prevent splitting. 'For multiple rows of nails,the rows must be offset /2 inch or more from each other,and staggered. 'For multiple rows of nails,the rows must be equally spaced about the centerline of the edge or face(whichever applies). 5Face orientation applies to nails driven into the face of the LSL or LVL member,such that the long axis of the nail is perpendicular to the wide faces of the strands or veneers.Edge orientation applies to nails driven into the edge of the LSL or LVL member. 616d sinkers(31/4 in.x 0.148 in.diameter)are considered equivalent to 12d common nails for the purpose of this table. 'Nails listed are common wire nails.For box nails,the spacing and end distance requirements of the next shorter common nail may be used(e.g.,a 16d box nail may be spaced the same as a 10d and 12d common nail).Larger nail sizes and shank types not specifically described above are outside the scope of this report. Nail penetration for edge nailing must not exceed 2 inches for 16d common nails(3'/2 in.by 0.162 in.diameter)and 2'/2 inches for all nails with a smaller shank diameter. 'Minimum nail spacing for the face orientation is applicable to nails that are installed in rows that are parallel to the direction of the grain(length)of the LSL or LVL. For nails driven into the face in rows that are perpendicular to the direction of the grain(width/depth)of the LSL or LVL,the minimum spacing must be sufficient to prevent splitting of the wood. "For LSL thicknesses of 1'/8-inch or greater, 16d common nails are permitted to be driven into the edge,with a minimum end distance of 21/2 inches and a minimum spacing of 5 inches.For LSL thicknesses less than 11/8-inch,16d common nails are not permitted to be driven into the edge. "Minimum end distance may be reduced to 2 inches when the nail penetration into the edge of the LSL does not exceed 13/8 inches. 12Minimum nail spacing may be reduced to 4 inches when the nail penetration into the edge of the ISL does not exceed 13/8 inches. "Minimum nail spacing is tabulated for LVL stamped with plant number 1089. The minimum nail spacing is permitted to be reduced 1 inch for LVL stamped with the plant numbers 1066 and 1071. "Minimum nail spacing is permitted to be reduced 1 inch for LVL stamped with plant number 1089,for thickness of 13/4-inch or greater. ESR-2403 I Most Widely Accepted and Trusted Page 8 of 13 TABLE 4—ALLOWABLE DESIGN LOADS FOR LP®SolidStart®LSL AND LVL RIM BOARD''2 VERTICAL LOAD CAPACITY 1/2"DIA.LAG LATERAL LOAD s GRADE THICKNESS,t CAPACITY 3'4 Uniform Load Concentrated SCREW (in.) (Ib/ft) (lbs) CAPACITY FOR (Ib/ft) DECK LEDGER6 Depth 516" 16"<Depth 5 24" Depth<_24" LP SolidStart LSL RIM BOARD 1'45 t<11/2 250 6000 3800 3800 450 1730Fb-1.35E and higher t?...11/2 280 7000 4500 4500 475 LP SolidStart LVL RIM BOARD(cross-ply) 1400Fb-1.1 E t i 11/4 250 8000 5070 4210 450 1650Fb-1.3E 1 and 11/6 190 7210 4990 3870 000(t=1") 400(t=1 /a") 1750Fb-1.3E t>_1'/4 250 9350 5070 4210 450 LP SolidStart LVL(no cross-ply) 2250Fb-1.5E and 11/2 5 t<13/4 250 4000 2500 2700 450 higher t z 1 3/4 250 4500 3450 3200 450 For SI:1 inch=25.4 mm, 1 LB.=4.45 N,1 lb/ft=14.6 N/m. 'Allowable design loads in the above table cannot be increased for load duration. 2See Table 3 for minimum nail spacing requirements. 3Toe-nailed connections are not limited by the 150 lb/ft lateral load capacity noted for Seismic Design Categories D,E,and F in Section 2305.1.4 of the IBC,or Seismic Zones 3 and 4 in Section 2318.3.1 of the UBC. °The nailing schedule for sheathing-to-rim and rim-to-sill plate(toe-nailed)is based on minimum 8d box nails(21/2 in x 0.113 in.diameter)at 6 inches on center.Commercial framing connectors fastened to the face of the rim board and wall plates may be used to achieve lateral load capacities exceeding values in this table.Calculations must be based on equivalent specific gravity listed in Table 2,and must not exceed the nail spacing requirements of Table 3. 5The allowable vertical uniform load capacity is based on the strength of the rim board,and may need to be reduced based on the bearing capacity of the supporting wall plate or the attached floor sheathing. 6Lag screw connections between LP SolidStart LSL and LVL rim board and deck ledgers have allowable lateral loads as specified in the table above, provided the conditions under the exception to Section 4.2 are met. TABLE 5—STRENGTH REDUCTION FACTORS FOR NOTCHES AND HOLES IN LP®SolidStart®LSL AND LVL STUDS 1'2'3 MATERIAL NOTCHES HOLES Bending Compression Tension Bending Compression Tension LP LSL 0.95 0.90 0.704 1.00 1.00 1.00 LP LVL 0.80 0.90 0.60 0.95 0.95 0.95 'Design of LP LSL and LP LVL studs with notches and holes used in engineered wall framing must be based on a net-section analysis in accordance with the NDS.See Section 4.3.2 of this report for limitations on the allowed size and placement of notches and holes. 2The reference design values for bending,axial compression and axial tension from Table 1 must be multiplied by the strength reduction factors given above for studs with notches or holes in engineered wall framing. 3See Section 4.3.1 for notching and boring of holes in LP LSL and LP LVL studs used in prescriptive wall framing. °For 1.35E and 1.55E LSL,an adjustment value of 0.75 may be used in lieu of 0.70. • ESR-2403 I Most Widely Accepted and Trusted Page 9 of 13 N I L, Ij I -t ----:--Minimum Edge Distance: 5/8"for studs 5 5-1/2"deep,or '; 0.12 x Stud Depth for studs>5-1/2"deep s t' i --Maximum_Hole Diameter. giameter € w 1 0.40 x Stud Depth N;o Ii -g ft i i I v . ±• 1SI ..- I Stud Depth ic1 a. 41 U I 1 _ ®C % N7 pi i.._. 8r Li I! I Ei -.5 _! i m ._ ! 1 8 tiP. c i 1 >ti x z 111 H. --- Maximum Notch Depth:. t,, vc 8 " , ! 0.25 x Stud Depth max 1 i I -°•:-.), -T- 8"t. ii, I I i FIGURE 1—NOTCHING AND BORING REQUIREMENTS FOR LP®SolidStart°LSL AND LVL STUDS IN ENGINEERED APPLICATIONS 't4 1I — 118"Panel Joint(typ)-- • /f I/` 1/8"Panel Joint(typ) --..��I I /�! i1 --`/ji /r �I / i I F1 // /,/ .E 1 1 //1 I //' /1 i"� (I AI I 8 I -§ /• I{ ' /� J I: I O /�I I / I is ! ,D fL.-----.)4 / // v I ! I° Iti a! I o o l a III n ( �I EIp 3/8"Min 1 1 1 1 I 1/2"Min �� I 1/r 8 f c c c F (Panel Edge)i 1 A C E (Panel Edge) • Ili ( !// I t 1 I { I o (LSL can be 3/8') i{I tt 8 I o {o o I `v io 0 o I R/I �CI i 1 g[ (( 1 W it 1 I ro ITo' iS 1 J (...i 1 I t to 1> I $ m 114"Min Stagger i i /// ' II 1 / z H / z o c o. i - f a. l l l II �., II / ,It //. l {'�ti/ 1F !I`' Stud Thickness 1 i I L ��I Stud Thickness 1-1/2"min I 111! f1 t I (2)1-1/2 min tI Ii or(1)2-1/2"min 11 III DETAIL A:Single Stud at Adjoining Panel Edges DETAIL B:Double Stud at Adjoining Panel Edges FIGURE 2—PANEL EDGE NAILING REQUIREMENTS FOR LP®SolidStart®LSL AND LVL STUDS ESR-2403 I Most Widely Accepted and Trusted Page 10 of 13 TABLE 6—RAFTER SPANS FOR LP®SolidStart°LSL1'2 ROOF LIVE LOAD=20 psf(CD=1.25) CEILING NOT ATTACHED TO RAFTERS,L/A=180 RAFTER DEAD LOAD=10 psf DEAD LOAD=20 psf SPACING GRADE 2x4 2x6 2x8 2x10 1'/2x9'/2 2x12 1'/2x117/8 2x4 2x6 2x8 2x10 1'/2x9'/2 2x12111l2x117/6 (inches) Maximum Rafter Spans'(feet–inches) 1730Fb- 10-2 16-0 21-1 26-0 26-0 26-0 26-0 9-3 14-6 19-2 24-5 25-1 26-0 26-0 1.35E 12 2360Fb- 10-8 16-9 22-1 26-0 26-0 26-0 26-0 9-8 15-2 20-0 25-7 26-0 26-0 26-0 1.55E 2500Fb- 11-1 17-5 23-0 26-0 26-0 26-0 26-0 10-1 15-10 20-11 26-0 26-0 26-0 26-0 1.75E 1730Fb- 9-3 14-6 19-2 24-5 25-1 26-0 26-0 8-4 13-2 17-4 22-2 22-9 26-0 26-0 1.35E 16 2360Fb 9-8 15-2 20-0 25-7 26-0 26-0 26-0 8-9 13-9 18-2 23-3 23-10 26-0 26-0 1.55E 2500Fb- 10-1 15-10 20-11 26-0 26-0 26-0 26-0 9-2 14-4 18-11 24-2 24-10 26-0 26-0 1.75E 1730Fb- 8-8 13-8 18-0 22-11 23-7 26-0 26-0 7-10 12-4 16-4 20-10 21-5 25-4 26-0 1.35E 19.2 2360Fb- 9-1 14-3 18-10 24-1 24-8 26-0 26-0 8-3 12-11 17-1 21-10 22-5 26-0 26-0 1.55E 2500Fb- 9-6 14-11 19-8 25-1 25-9 26-0 26-0 8-7 13-6 17-10 22-9 23-4 26-0 26-0 1.75E 1730Fb- 8-0 12-8 16-8 21-3 21-10 25-11 26-0 7-3 11-6 15-1 19-4 19-10 23-6 24-10 1.35E 24 2360Fb- 8-5 13-3 17-6 22-4 22-11 26-0 26-0 7-8 12-0 15-10 20-3 20-9 24-7 26-0 1.55E 2500Fb- 8-9 13-10 18-2 23-3 23-10 26-0 26-0 7-11 12-6 16-6 21-1 21-8 25-8 26-0 1.75E CEILING ATTACHED TO RAFTERS,1/A=240 RAFTER DEAD LOAD=10 psf DEAD LOAD=20 psf SPACING GRADE 2x4 2x6 2x8 2x10 1'12x9'/2 2x12 1'/2x117/8 2x4 2x6 2x8 2x10 1'!2x9'/2 2x12 1'/2x117!8 (inches) Maximum Rafter Spans'(feet–inches) 1730Fb 8-10 13-11 18-5 23-6 24-1 26-0 26-0 8-0 12-8 16-8 21-3 21-10 25-11 26-0 1.35E 12 2360Fb- 9-3 14-7 19-3 24-7 25-3 26-0 26-0 8-5 13-3 17-6 22-4 22-11 26-0 26-0 1.55E 2500Fb- 9-8 15-2 20-1 25-7 26-0 26-0 26-0 8-9 13-10 18-2 23-3 23-10 26-0 26-0 1.75E 1730Fb 8-0 12-8 16-8 21-3 21-10 25-11 26-0 7-3 11-6 15-1 19-4 19-10 23-6 24-10 1.35E 16 2360Fb 8-5 13-3 17-6 22-4 22-11 26-0 26-0 7-8 12-0 15-10 20-3 20-9 24-7 26-0 1.55E 2500Fb- 8-9 13-10 18-2 23-3 23-10 26-0 26-0 7-11 12-6 16-6 21-1 21-8 25-8 26-0 1.75E 1730Fb- 7-7 11-11 15-8 20-0 20-7 24-4 25-8 6-10 10-9 14-3 18-2 18-8 22-1 23-4 1.35E 19.2 2360Fb- 7-11 12-5 16-5 21-0 21-6 25-6 26-0 7-2 11-4 14-11 19-0 19-6 23-2 24-5 1.55E 2500Fb- 8-3 13-0 17-1 21-10 22-5 26-0 26-0 7-6 11-9 15-6 19-10 20-4 24-1 25-6 1.75E 1730Fb 7-0 11-0 14-6 18-7 19-1 22-7 23-10 6-4 10-0 13-2 16-10 17-3 20-6 21-7 1.35E 24 2360Fb- 7-4 11-7 15-3 19-5 20-0 23-8 25-0 6-8 10-6 13-10 17-8 18-1 21-5 22-8 1.55E 2500Fb- 7-8 12-0 15-10 20-3 20-10 24-8 26-0 6-11 10-11 14-5 18-4 18-10 22-4 23-7 1.75E For SI:1 inch=25.4 mm,1 foot=304.8 mm,1 pound per square foot(psf)=0.0479 kPa. /The tabulated rafter spans assume that ceiling joists are located at the bottom of the attic space or that some other method of resisting the outward push of the rafters on the bearing walls,such as rafter ties,is provided at that location.When ceiling joists or rafter ties are located higher in the attic space,the rafter spans shall be multiplied by the factors given below. Hc/HR Rafter Span Adjustment Factor 1/3 0.67 1/4 0.76 1/5 0.83 1/6 0.90 1/7.5 or less 1.00 where: He=Height of ceiling joists or rafter ties measured vertically above the top of the rafter support walls. HR=Height of roof ridge measured vertically above the top of the rafter support walls. 2Rafter sizes are given in nominal lumber dimensions except the 11/2 x 91/2 and 11/2x 117/8 rafter sizes are standard LP LSL dimensions. r ESR-2403 I Most Widely Accepted and Trusted Page 11 of 13 TABLE 6—RAFTER SPANS FOR LP®SolidStare LSL''2(continued) GROUND SNOW LOAD=30 psf(Co=1.15) CEILING NOT ATTACHED TO RAFTERS,L/A=180 RAFTER DEAD LOAD=10 psf DEAD LOAD=20 psf SPACING GRADE 2x4 2x6 2x8 2x10 1'12x9'12 2x12 11/2x 1114 2x4 2x6 2x8 2x10 1'/2x9'/2 2x12 11/2x 1114 (inches) Maximum Rafter Spans'(feet–inches) 1730Fb- 8-10 13-11 18-5 23-6 24-1 26-0 26-0 8-7 13-5 17-9 22-8 23-3 26-0 26-0 1.35E 12 2360Fb- 9-3 14-7 19-3 24-7 25-3 26-0 26-0 8-11 14-1 18-7 23-9 24-4 26-0 26-0 1.55E 2500Fb- 9-8 15-2 20-1 25-7 26-0 26-0 26-0 9-4 14-8 19-4 24-9 25-5 26-0 26-0 1.75E 1730Fb- 8-0 12-8 16-8 21-3 21-10 25-11 26-0 7-9 12-2 16-1 20-7 21-1 25-0 26-0 1.35E 16 2360Fb- 8-5 13-3 17-6 22-4 22-11 26-0 26-0 8-1 12-9 16-10 21-6 22-1 26-0 26-0 1.55E 2500Fb- 8-9 13-10 18-2 23-3 23-10 26-0 26-0 8-6 13-4 17-7 22-5 23-0 26-0 26-0 1.75E 1730Fb- 7-7 11-11 15-8 20-0 20-7 24-4 25-8 7-3 11-6 15-1 19-4 19-10 23-5 24-8 1.35E 19 2 2360Fb- 7-11 12-5 16-5 21-0 21-6 25-6 26-0 7-8 12-0 15-10 20-3 20-9 24-7 26-0 1.55E 2500Fb- 8-3 13-0 17-1 21-10 22-5 26-0 26-0 7-11 12-6 16-6 21-1 21-8 25-8 26-0 1.75E 1730F,- 7-0 11-0 14-6 18-7 19-1 22-7 23-10 6-9 10-7 13-11 17-5 17-11 20-11 22-0 1.35E 24 2360Fb- 7-4 11-7 15-3 19-5 20-0 23-8 25-0 7-1 11-2 14-8 18-9 19-3 22-10 24-1 1.55E 2500Fb- 7-8 12-0 15-10 20-3 20-10 24-8 26-0 7-5 11-7 15-4 19-7 20-1 23-9 25-1 1.75E CEILING ATTACHED TO RAFTERS,1/A=240 RAFTER DEAD LOAD=10 psf DEAD LOAD=20 psf SPACING GRADE 2x4 2x6 2x8 2x10 11/2x9'/2 2x12 1112x117/8 2x4 2x6 2x8 2x10 1'/2x9'/2 2x12 1'/2x117/, (inches) Maximum Rafter Spans'(feet–inches) 1730Fb- 8-0 12-8 16-8 21-3 21-10 25-11 26-0 7-5 11-9 15-6 19-9 20-3 24-0 25-4 1.35E 12 2360Fb- 8-5 13-3 17-6 22-4 22-11 26-0 26-0 7-10 12-3 16-2 20-8 21-3 25-2 26-0 1.55E 2500F,- 8-9 13-10 18-2 23-3 23-10 26-0 26-0 8-2 12-10 16-11 21-7 22-2 26-0 26-0 1.75E 1730Fb- 7-3 11-6 15-1 19-4 19-10 23-6 24-10 6-9 10-7 14-0 17-11 18-5 21-9 23-0 1.35E 16 2360Fb- 7-8 12-0 15-10 20-3 20-9 24-7 26-0 7-1 11-2 14-8 18-9 19-3 22-10 24-1 1.55E 2500Fb- 7-11 12-6 16-6 21-1 21-8 25-8 26-0 7-5 11-7 15-4 19-7 20-1 23-9 25-1 1.75E 1730Fb 6-10 10-9 14-3 18-2 18-8 22-1 23-4 6-4 10-0 13-2 16-10 17-3 20-6 21-7 1.35E 19.2 2360Fb- 7-2 11-4 14-11 19-0 19-6 23-2 24-5 6-8 10-6 13-10 17-8 18-1 21-5 22-8 1.55E 2500Fb- 7-6 11-9 15-6 19-10 20-4 24-1 25-6 6-11 10-11 14-5 18-4 18-10 22-4 23-7 1.75E 1730Fb- 6-4 10-0 13-2 16-10 17-3 20-6 21-7 5-11 9-3 12-2 15-7 16-0 19-0 20-0 1.35E 24 2360Fb- 6-8 10-6 13-10 17-8 18-1 21-5 22-8 6-2 9-8 12-10 16-4 16-9 19-11 21-0 1.55E 2500Fb- 6-11 10-11 14-5 18-4 18-10 22-4 23-7 6-5 10-1 13-4 17-0 17-6 20-9 21-11 1.75E For SI:1 inch=25.4 mm,1 foot=304.8 mm,1 pound per square foot(psf)=0.0479 kPa. 'The tabulated rafter spans assume that ceiling joists are located at the bottom of the attic space or that some other method of resisting the outward push of the rafters on the bearing walls,such as rafter ties,is provided at that location.When ceiling joists or rafter ties are located higher in the attic space,the rafter spans shall be multiplied by the factors given below 11/HR Rafter Span Adjustment Factor 1/3 0.67 1/4 0.76 1/5 0.83 1/6 0.90 1/7.5 or less 1.00 where: He=Height of ceiling joists or rafter ties measured vertically above the top of the rafter support walls. HR=Height of roof ridge measured vertically above the top of the rafter support walls. 2Rafter sizes are given in nominal lumber dimensions except the 1'/2 x 91/2 and 11/2 x 1174 rafter sizes are standard LP LSL dimensions. - • • ESR-2403 I Most Widely Accepted and Trusted Page 12 of 13 TABLE 6—RAFTER SPANS FOR LP®SolidStart°LSL'•2(continued) GROUND SNOW LOAD=50 psf(CD=1.15) CEILING NOT ATTACHED TO RAFTERS,L/A=180 RAFTER DEAD LOAD=10 psf DEAD LOAD=20 psf SPACING GRADE 2x4 2x6 2x8 2x10 1112x9'!, 2x12 11/2x 1174 2x4 2x6 2x8 2x10 1112x9112 2x12 1'/2x117/8 (inches) Maximum Rafter Spans'(feet–inches) 1730Fb- 7-5 11-9 15-6 19-9 20-3 24-0 25-4 7-5 11-9 15-6 19-9 20-3 24-0 25-4 1.35E 12 2360Fb- 7-10 12-3 16-2 20-8 21-3 25-2 26-0 7-10 12-3 16-2 20-8 21-3 25-2 26-0 1.55E 2500Fb- 8-2 12-10 16-11 21-7 22-2 26-0 26-0 8-2 12-10 16-11 21-7 22-2 26-0 26-0 1.75E 1730Fb 6-9 10-7 14-0 17-11 18-5 21-9 23-0 6-9 10-7 14-0 17-11 18-5 21-8 22-10 1.35E 16 2360Fb- 7-1 11-2 14-8 18-9 19-3 22-10 24-1 7-1 11-2 14-8 18-9 19-3 22-10 24-1 1.55E 2500Fb- 7-5 11-7 15-4 19-7 20-1 23-9 25-1 7-5 11-7 15-4 19-7 20-1 23-9 25-1 1.75E 1730Fb 6-4 10-0 13-2 16-10 17-3 20-6 21-7 6-4 10-0 13-2 16-6 16-11 19-9 20-10 1.35E 19 2 2360Fb- 6-8 10-6 13-10 17-8 18-1 21-5 22-8 6-8 10-6 13-10 17-8 18-1 21-5 22-8 1.55E 2500Fb- 6-11 10-11 14-5 18-4 18-10 22-4 23-7 6-11 10-11 14-5 18-4 18-10 22-4 23-7 1.75E 1730Fb 5-11 9-3 12-2 15-7 16-0 19-0 20-0 5-11 9-1 11-9 14-9 15-1 17-8 18-7 1.35E 24 2360Fb- 6-2 9-8 12-10 16-4 16-9 19-11 21-0 6-2 9-8 12-10 16-4 16-9 19-11 21-0 1.55E 2500Fb 6-5 10-1 13-4 17-0 17-6 20-9 21-11 6-5 10-1 13-4 17-0 17-6 20-9 21-11 1.75E CEILING ATTACHED TO RAFTERS,L/A=240 RAFTER DEAD LOAD=10 psf DEAD LOAD=20 psf SPACING GRADE 2x4 2x6 2x8 2x10 1'/2x91/2 2x12 11/2x11718 2x4 2x6 2x8 I 2x10 11/2x91/2 2x12 11/2x117/8 (inches) Maximum Rafter Spans'(feet–inches) 1730Fb 6-9 10-7 14-0 17-11 18-5 21-9 23-0 6-8 10-5 13-9 17-7 18-1 21-5 22-7 1.35E 12 2360Fb- 7-1 11-2 14-8 18-9 19-3 22-10 24-1 7-0 10-11 14-5 18-5 18-11 22-5 23-8 1.55E 2500Fb- 7-5 11-7 15-4 19-7 20-1 23-9 25-1 7-3 11-5 15-1 19-3 19-9 23-5 24-8 1.75E 1730Fb 6-1 9-8 12-8 16-3 16-8 19-9 20-10 6-0 9-6 12-6 15-11 16-5 19-5 20-6 1.35E 16 2360Fb- 6-5 10-1 13-4 17-0 17-6 20-8 21-10 6-4 9-11 13-1 16-9 17-2 20-4 21-6 1.55E 2500Fb- 6-8 10-6 13-11 17-9 18-2 21-7 22-9 6-7 10-4 13-8 17-5 17-11 21-3 22-5 1.75E 1730Fb- 5-9 9-1 11-11 15-3 15-8 18-7 19-7 5-8 8-11 11-9 15-0 15-5 18-3 19-3 1.35E 19 2 2360Fb- 6-0 9-6 12-6 16-0 16-5 19-5 20-6 5-11 9-4 12-4 15-9 16-2 19-2 20-2 1.55E 2500Fb- 6-3 9-11 13-1 16-8 17-1 20-3 21-5 6-2 9-9 12-10 16-5 16-10 19-11 21-1 1.75E 1730Fb- 5-4 8-5 11-1 14-1 14-6 17-2 18-2 5-3 8-3 10-10 13-11 14-3 16-11 17-10 1.35E 24 2360Fb- 5-7 8-9 11-7 14-10 15-2 18-0 19-0 5-6 8-8 11-5 14-7 14-11 17-9 18-8 1.55E 2500Fb 5-10 9-2 12-1 15-5 15-10 18-9 19-10 5-9 9-0 11-11 15-2 15-7 18-6 19-6 1.75E For SI:1 inch=25.4 mm,1 foot=304.8 mm,1 pound per square foot(psf)=0.0479 kPa. 'The tabulated rafter spans assume that ceiling joists are located at the bottom of the attic space or that some other method of resisting the outward push of the rafters on the bearing walls,such as rafter ties,is provided at that location.When ceiling joists or rafter ties are located higher in the attic space,the rafter spans shall be multiplied by the factors given below: Hc/HR Rafter Span Adjustment Factor 1/3 0.67 1/4 0.76 1/5 0.83 1/6 0.90 117.5 or less 1.00 where: He=Height of ceiling joists or rafter ties measured vertically above the top of the rafter support walls. HR=Height of roof ridge measured vertically above the top of the rafter support walls. 2Rafter sizes are given in nominal lumber dimensions except the 1'/2 x 91/2 and 11/2 x 117/8 rafter sizes are standard LP LSL dimensions. M ESR-2403 I Most Widely Accepted and Trusted Page 13 of 13 TABLE 6—RAFTER SPANS FOR LP®SolidStare LSL''2(continued) GROUND SNOW LOAD=70 psf(Co=1.15) CEILING NOT ATTACHED TO RAFTERS,L/A=180 RAFTER DEAD LOAD=10 psf DEAD LOAD=20 psf SPACING GRADE 2x4 2x6 2x8 12x10 1'/2x9'/2 2x12 1'/2x117/8 2x4 2x6 2x8 2x10 1"/2x9'/2 2x12 11/2x117!8 (inches) Maximum Rafter Spans"(feet–inches) 1730Fb- 6-8 10-5 13-9 17-7 18-1 21-5 22-7 6-8 10-5 13-9 17-7 18-1 21-5 22-7 1.35E 12 2360Fb- 7-0 10-11 14-5 18-5 18-11 22-5 23-8 7-0 10-11 14-5 18-5 18-11 22-5 23-8 1.55E 2500Fb- 7-3 11-5 15-1 19-3 19-9 23-5 24-8 7-3 11-5 15-1 19-3 19-9 23-5 24-8 1.75E 1730Fb- 6-0 9-6 12-6 15-11 16-5 19-5 20-6 6-0 9-6 12-6 15-11 16-4 19-1 20-1 1.35E 16 2360Fb 6-4 9-11 13-1 16-9 17-2 20-4 21-6 6-4 9-11 13-1 16-9 17-2 20-4 21-6 1.55E 2500Fb- 6-7 10-4 13-8 17-5 17-11 21-3 22-5 6-7 10-4 13-8 17-5 17-11 21-3 22-5 1.75E 1730Fb- 5-8 8-11 11-9 15-0 15-5 18-3 19-3 5-8 8-11 11-7 14-6 14-11 17-5 18-4 1.35E 19.2 2360Fb- 5-11 9-4 12-4 15-9 16-2 19-2 20-2 5-11 9-4 12-4 15-9 16-2 19-2 20-2 1.55E 2500Fb- 6-2 9-9 12-10 16-5 16-10 19-11 21-1 6-2 9-9 12-10 16-5 16-10 19-11 21-1 1.75E 17301 5-3 8-3 10-10 13-10 14-2 16-7 17-5 5-3 8-0 10-4 13-0 13-4 15-7 16-5 1.35E 24 2360Fb- 5-6 8-8 11-5 14-7 14-11 17-9 18-8 5-6 8-8 11-5 14-7 14-11 17-9 18-8 1.55E 2500Fb- 5-9 9-0 11-11 15-2 15-7 18-6 19-6 5-9 9-0 11-11 15-2 15-7 18-6 19-6 1.75E CEILING ATTACHED TO RAFTERS,L/A=240 RAFTER DEAD LOAD=10 psf DEAD LOAD=20 psf SPACING GRADE 2x4 2x6 2x8 2x10 1"/2x9'/2 2x12 1'/2x117/8 2x4 2x6 2x8 2x10 1'/2x9'/2 2x12 1'/2x117/8 (inches) Maximum Rafter Spans'(feet–inches) 1730Fb- 6-0 9-6 12-6 15-11 16-5 19-5 20-6 6-0 9-6 12-6 15-11 16-5 19-5 20-6 1.35E 12 2360Fb- 6-4 9-11 13-1 16-9 17-2 20-4 21-6 6-4 9-11 13-1 16-9 17-2 20-4 21-6 1.55E 2500Fb- 6-7 10-4 13-8 17-5 17-11 21-3 22-5 6-7 10-4 13-8 17-5 17-11 21-3 22-5 1.75E 1730Fb- 5-5 8-7 11-4 14-5 14-10 17-7 18-7 5-5 8-7 11-4 14-5 14-10 17-7 18-7 1.35E 16 2360Fb- 5-9 9-0 11-10 15-2 15-7 18-5 19-6 5-9 9-0 11-10 15-2 15-7 18-5 19-6 1.55E 2500Fb- 6-0 9-5 12-5 15-10 16-3 19-3 20-4 6-0 9-5 12-5 15-10 16-3 19-3 20-4 1.75E 1730Fb- 5-1 8-1 10-8 13-7 13-11 16-6 17-5 5-1 8-1 10-8 13-7 13-11 16-6 17-5 1.35E 19 2 2360F,- 5-4 8-5 11-2 14-3 14-7 17-4 18-3 5-4 8-5 11-2 14-3 14-7 17-4 18-3 1.55E 2500Fb 5-7 8-10 11-8 14-10 15-3 18-1 19-1 5-7 8-10 11-8 14-10 15-3 18-1 19-1 1.75E 1730Fb- 4-9 7-6 9-10 12-7 12-11 15-4 16-2 4-9 7-6 9-10 12-7 12-11 15-4 16-2 1.35E 24 2360Fb- 5-0 7-10 10-4 13-2 13-6 16-1 16-11 5-0 7-10 10-4 13-2 13-6 16-1 16-11 1.55E 2500Fb- 5-2 8-2 10-9 13-9 14-1 16-9 17-8 5-2 8-2 10-9 13-9 14-1 16-9 17-8 1.75E For SI:1 inch=25.4 mm,1 foot=304.8 mm,1 pound per square foot(psf)=0.0479 kPa. 'The tabulated rafter spans assume that ceiling joists are located at the bottom of the attic space or that some other method of resisting the outward push of the rafters on the bearing walls,such as rafter ties,is provided at that location.When ceiling joists or rafter ties are located higher in the attic space,the rafter spans shall be multiplied by the factors given below: HdHR Rafter Span Adjustment Factor 1/3 0.67 1/4 0.76 1/5 0.83 116 0.90 1/7.5 or less 1.00 where: He=Height of ceiling joists or rafter ties measured vertically above the top of the rafter support walls. HR=Height of roof ridge measured vertically above the top of the rafter support walls. 2Rafter sizes are given in nominal lumber dimensions except the 1'/2 x 91/2 and 1'/2 x 117/8 rafter sizes are standard LP LSL dimensions. .4 :6E1 - ; `.--- • "- - •-• - - '• EVALUATION SERVICE tmj ; Most Widely Accepted and trusted ICC-ES Evaluation Report ESR-2403 FBC Supplement Reissued February 2017 This report is subject to renewal February 2019. www.icc-es.org g (800)423-6587 I (562) 699-0543 A Subsidiary of the International Code Council® DIVISION:06 00 00—WOOD,PLASTICS,AND COMPOSITES Section:06 1713—Laminated Veneer Lumber Section:06 17 25—Laminated Strand Lumber REPORT HOLDER: LOUISIANA-PACIFIC CORPORATION 414 UNION STREET,SUITE 2000 NASHVILLE,TENNESSEE 37219 (888)820-0325 www.lpcorp.com customer.suppor aipcorp.com EVALUATION SUBJECT: LP®SOLIDSTART®LAMINATED STRAND LUMBER(LSL)AND LAMINATED VENEER LUMBER(LVL) 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that LP SolidStart laminated strand lumber (LSL) and laminated veneer lumber (LVL), recognized in ICC-ES master report ESR-2403, have also been evaluated for compliance with the codes noted below. Applicable code editions: In 2014 Florida Building Code—Building ® 2014 Florida Building Code—Residential 2.0 CONCLUSIONS The LP SolidStart LSL and LVL and LP SolidGuard LSL, described in Sections 2.0 through 7.0 of the master evaluation report ESR-2403, comply with the 2014 Florida Building Code—Building and the 2014 Florida Building Code—Residential, provided the design and installation are in accordance with the International Building Code®provisions noted in the master report. However,Table 6 of the master report is not applicable. Use of the LP SolidStart LSL and LVL for compliance with the High-Velocity Hurricane Zone provisions of the 2014 Florida Building Code—Building and the 2014 Florida Building Code—Residential has not been evaluated and is outside the scope of this evaluation report. For products falling under Florida Rule 9N-3,verification that the report holder's quality-assurance program is audited by a quality-assurance entity approved by the Florida Building Commission for the type of inspections being conducted is the responsibility of an approved validation entity(or the code official, when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report,reissued February 2017. ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed,nor arc they to be construed as an endorsement of the subject of the report or a recommendation for its use.There is no warranty by ICC Evaluation Service,LLC,express or implied,as to any finding or other matter in this report,or as to any product covered by the report. &m Copyright®2017 ICC Evaluation Service,LLC.All rights reserved. Page 1 of 1