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HomeMy WebLinkAboutEngineer's Framing Detail-- -3 ROCKS ENGINEERING & SURVEYING September 25,2025 Mr. Jesse Schoeller 6501 County Road 170 Carbondale,CO 87623 Re: Penetrations through joist web near bearing. Mr. Schoeller You called and let us know that a number of 2" diameter holes were created, drilled through the wood l- joist webs from 8 to L0" off the wall, at the point of maximum shear. See diagram, next page. With full snow load, and dead load, the maximum shear at this point is 522-lbs. (The shear diagram hand-drawn on top of the third page. ) Calculating that the web is about L4" deep, we estimate that the full shear capacity of the web has been reduced at least 1.4%from the maximum allowed value of 2750- lbs (circled on the exhibit attached, third page) Therefore, provided that this opening is roughly through the center of the joist, and that more than 3" of web material remains, both top and bottom, this is acceptable without modification, even though it is outside the manufacturer's published recommendations. (page a) Thank You, Derek L.$'"14 430 Main St. Cafion City, CO 8t2L2. (719)430-5333 r 3rocksengineering.com -- -3 ROCKS & SURVEYINO ge$ tiar ._l-t : { t !i *i . -- . . .1r{. ..-_..t9: -.. --... -..!3r' -_, -._i!f ..._ Roof Framlno Plan ri*--*****-*E:Gi,-*fd ds- G) It I i' i -l i t -1 430 Main St. Caffon City, CO 8t2LZ r (719) 430-5333 . 3rocksengineering.com J*r1/ *t<a{ \:i s4t d*ri f, ffii"E{" l}*sigr: {::'tGF}#t"tie *; f'ta1, $l.e,r, - 5?2'1";i' ouly - Lq';,*tr; \i lnt€rmedlate Reaction flbsl I ' F--- .rl 1b5"--(,Jtd.--1v o,r12g BClo Joist Series 5000 1.7 6000 1.8 6500 1.8 Moment [ft-lbsl 2460 3150 3735 3't65 4060 4815 5495 3505 4495 5330 6085 6235 7440 8520 9550 11390 13050 14690 16310 Shear Ibs] 1475 1625 1825 1575 1675 1925 2175 1 575 1675 1925 2175 1675 1925 2175 2150 2350 2550 2750 2850 Depth Weight [inches] [ptfl 9% 11% 14 9% 11% 14 16 9% 11tA 14 16 11% 14 16 11% 14 16 18 20 Elx106 Kx10€ flb-infl [bs] 160 5.0 265 6,0 390 8.0 190 5.0 320 6.0 470 8.0 635 9.0 210 5.0 350 7,0 515 8.0 695 9,0 430 7.0 635 8.0 860 9.0 645 7.0 940 8.0 1275 9.0 1660 10.0 2100 11.0 2.0 2.3 2.5 2.2 2.5 2.7 2.9 2,3 2.6 3.0 3,2 2.9 3.1 3,3 3.9 4.1 4.4 4.6 4.8 End Reaction [bs] 1%'Bearing 3%" Bearing NoWS{rr ws{2} Nows(1) ws12) 950 1125 1125 1275 950 1425 1425 1475 950 1525 1475 1775 1175 1375 1375 ',t425 1175 1425 1425 1475 1175 1525 1525 1725 1175 1625 1550 1975 1175 1375 1375 1425 1175 1425 1425 1475 1175 1525 1525 1725 1175 1625 1550 1978 't17s 1425 1425 1475 1175 1525 1525 1725 1175 1625 1550 1975 1425 1850 1800 1950 1450 1950 1850 2150 1475 2150 1900 2350 N/A(3) 2300 N/A{3) 2550 N/A(3, 2500 N/A(3) 2650 3%" Boaring NoWSil) WS(?l 2100 2350 2250 2850 2350 3050 2400 2650 2500 2850 2600 3150 2650 3350' 24oO 2650 2850 3150 3350 2850 3450 3650 3700 3850 4000 4150 4300 3400 3425 N/A(31 N/A(3) A All BCI@ Joists , Nailing Parallel tor Glue Line (Narrow Face) , O,C. Spacing End of Joist [inchesl [inches] ,41%'43 t43 43 164 164 64 2500 2600 2650 275A 5%" Bearing No WS(l) WStz) 2525 2750 2525 3000 2525 3200 2700 2750 2900 3000 2925 3200 2950 3350 2700 2750 2900 3000 2925 3200 2950 3350 3200 3250 3200 3650 3200 3750 4000 4300 4100 4454 4200 4650 NIA{3) 4750 N/Apl 4850 60 2.0 90 2.0 ,i :r. (1) No web stifieners required. (2) Web stiffeners required.r Moment, shear and r€actions valuesrbased upon a load duration of 100% and may be adjusled for othor load durations.. Design values listed ars applicable for Allowablo Stress Design (ASD). r No additional repelitive member increase allowed. :..1- rcc ESR 1336 (rBC, rRC) i'dit!itni! i"';i;1;'r1i:r::ti.:;l ii.: i:iir,i,: I ilti.::- i1.Y;tir. l:.rr:i.l Swla 1.1'/; J84 EI A = deflection [inl!i, = uniform load ilb/inlI = clear span [in]El = bending stiffness ilb-in'?lK = shear deformation coefficient [b] +K ffi C ln" {l i e,: * * :,,1 A ! i i }wir i r i * {.t .* i I :}''-i i,i {l i I I r.$ Nailing PerP€ndicular to Glue Line (Wide Face) Nail Size O C. SPac.ing End oJ Jojst linchcsl linches] 8d Box 2 1Y, 8d Common 2 1% 10d & 12d Box 2 1% 16d Box 2 1% 10d & 12d Common 3 2 16d Sinker 3 2 16d Gommon 3 2 lf more lhan one row of nails is used, lhe rows must be offset at least % inch. Simpson Strong-T1e A35 conneclors maY be attached to th€ sido of BCls 60 & 90 Joisi flangos only. Use nails as specifled bY $lmPson Strong-Tiei do not attach connectors on bolh sldes of a flange at th€ sam6 localion. i I ii ;ai: BCls Series 5000 6000,6500 60,90 iira:: ! ::Ji' DiaPhragm CapacitY teiot [lb/f! Unblocked Blocked Ae permitbd for 2x framing 320 lb/ft lor 6" o.c. nailing @ panel edges in building code 425 lb/ft for 4" o,c. nailing, stagg€red, @ panel edges As permithd for 3x framing 360 lb/ft for 6" o.c. nailing @ panel edges in building code 480 lb/ft for 4" o.c. nailing, staggered @ panel edges As permittsd for 3x framing As permitled for 3x lraming in building code wilh nail in bullding code spacing no closer than 3" o.c. .si ,l (1) $oe table 6 of ICC ESR 1336. (2) BCljoists may be substltuted for solid sawn framing in horizontal wood diaphragms as shown in Table 2306.3.1 of the lBG. (3) Limits conrolled by BCI closest allowable nail spacing limits. 2750 BClo.' Jaist i-{cle Lr:caticn & Sizing BClo Joists are manufactured with 11h" round perforated knockouts in the web at approximately 12" on center D (eoe table below) Minimum spacing: 2x groatost dlmension of largost hole (knockouts orsmpt)a-: (6oe tsblo bolow) l 6!"A 1rb" round holo may be cut anywhoro in the w6b. Providr at lsast 3" of cloaranco trom othst holes. 6"- No holos (oxcspt knockoutr) allowed in boaring zon6s Minimum distance from support, listed in table below, is required for all holes greater lhan 11/zn . 6!- I r{ cut hols lorgar than 1'12' tound in conlilovers, 2: Round Holo Dismater 0nl iRoclangular Hols Si& [inl i*u I i, svi tftl' 12 i Joist 16 iRound Holc Oiameter [in1 iRectangular Hole Sirle [inlie i ff* 'ni' ',: 1ao Round Hols oismetor [in] !Rsctangular Holo Sids finl '110" 1..0' 1'.0" 2 1'-0" 1'.0' 1',-2" 1'-5', 2 8 1'..0' 110' 1',-O" Diamelor linl 2 Holo Sido lnl 1'-0" 45 -3 1',-8'* 2'.4" 2'-7" 3'-6" 315" 4L8' 45 -2 1'€" 2'-O" 2'-3" 3'-0" 3'-0" 410" 3'.'t0' 510" 45 1'-2" 1',-2" '1L3" 1',-7" 1'-11" 4 l',-z', 1'-7" z',-2" 218" 3'-3' 5 1',-2" 1',-2" tL2" l',-2 1',-2" 4 1"2" 't'-2" "t'.2" 1'-2' 't13" 5 1'-2" 1'-2" 1'-2 1\2" 1',-4" 4 1'-2" 1'4" 1'-8" 2',-0' 2'-5' 5 3 111' 2',-2 3 111" 1',-7" ?'-1', 2\7' 3 6 5 2'-11" 4'-5' 5'-11" 6 3 2'-5 3L8" 4L11" 6'-2" 6 2 1',"6" 3'-0' 3'-9" 4'-6' 6 7 7 3',-7' 5'.4" 7',-2" 7 5 2'.-11" 415" 5',-10' 7'4" 7 3 1'-11' 2'-11' 3'-1o', 4'"10" sL10' 7 2 1'-3' 1'-9" 2'-5' 310' 3'-7' 7 I 7 3'-5" 5Ll', 8'-10" 8'.6" I 5 2'4" 3'-6" 4'-9" 5'-11" 7',-1" I 3 1',-7'^ 2'4" 312" 4'-0" 4'-9" I 2 2',-4" 312" 410" 4'-9', s',.7" I 8'la 8 3'-10" 5r9" 7'.8" 9'-7" 87c 6 2'-9" 4',-1' 516" 6'-10' 813" grla 5 1'-11' 2'-11" 3L10" 4110" 2',-9" 3'-8" A',.8" 5'-7" 6'"6" Stla 2'-3" 3'-'t" 3'.10' 4',.7" 8 gth 10 11 12 13 14 10 11 't2 13 14 15 1L1' 1'-t' 1'-1' 1'- 1' 1'- 1" 3 10 8 3'-3" 4'-10" 6'-8" 8'-1' 9'-9" 10 6 2'4" J.a 4Lg" 5'-11' 7',-2 10 5 313" 4'-5" 5'-6" 6',-7" 719" 10 .11 I 3'-8', 9!6' 7'4" s'-2" 11'-0' 11 I 2'-9" 4',^2" 517" 6L11" 8',-4', 1'l 0 3'-9" 5'-0' 613" 7'.-6' 8'€" 11 5 413" 5'-3" 6'4" 7'-5" 12 13 14 15 t2 16 20 24 #l 'fri" 1'.0" 1L0" 12 I 3'-2" 4'-9" 6'-4' 7',-11" 9'-6' 12 7 5,.7" 7''0" 8'-5' 9'-10. 12 6 13 10 3'-7" 5'4' 7',-2" 8'-11" 10'-9', 13 9 4Lg" 8'.3" 7'-9' g'.4" 10'" t 1" 13 7 3'-11' 5'-3' 6',-7" 7'-11" 9L3' 14 15 Anvlg' tfti' JOtSt 12 16 20 | -l | -l 111' 't11" 111' 3 1'.3" 1'-3" 1',-7" 2'-0' 2',-5" 6 110' 24 1'-0" Round Holo oiamotsr linl 2 Roclangular Hole Sido linl 5110" Srls 3 12 18" 16 ,?% 'fri' eo Jolst 24 28 Round Hols Diamoter linl Rectangular Hole Side flnl 12 20' 16 ,??]o 'fri' 20 Joist 24 28 1'-0" 1',0' 110" 't'-0' 110" 111" 1'- 1' 1'-1' 't'-l' 1L't' 3 1'-5" 1',-11" 2',-5 ?',-11', 3'-5" 6 t-tt 2'-7" 3'-3" 3'-10' 4'-6- 7 11 10 s',-1" 6'.10" 817" 10'-3" 12'.0" 14 I 4',-4" 5'-10" 7'4" 8'-9" 10'"3" 15 11 5'"7" 7'-5" 9L4' 11',-2" 1 311' 15 10 4'-9" 6'-4" 8'-0' 9'-7" '11'-2" 1',-2" 1'.-2 1'-3' 1'-6" 1L9" 3'-8" 4',-7" 5',-6" 6r6' 1'-2" 1'-2" 1'"2" 1'-2" * 1L3" 1'-6" 1'-1 1 " 2'4" 2'-8' 1L6" 2'-1" 2'-7" 3'-1', 3'-8" 1'.1 1 " 2'-7" 3'-3' 3'-11" 4'-7" 219" 3'-2" 3'"7' 4'-9" 5111' 7\2" 8',-4', oI { 6' ,i i 8'. i oI 1'-9" 1'-0" 1'-0" 1'.0" 1'-0" 1',-0' 1',-1" 111" 1'-1' 1"1" 1'.1' C,rl",ila.r,a} ilb ril,- i<"ll f4 e,nben {a.yo.c;\1, fJn Fto I cut or notch tlange DO cut in wgb 0€6 os ipocilied . Seloct a lablo row bassd on joist deplh and tho actual jolst span roundod up lo lhe n€arest labl€ span. Scan across lhe row lo th€ column hoadsd by tho Epproprlal€ round hol6 diamol€r or roctangular hol6 side. Us6 tho longsst side of 6 roctang[lar hole. The table value i8 the clos€sl thal lho csnlorllne ot tho hole may bs to tho csntodin8 ol the nearegt supporl. . The entire wob may bo cut oul, DO NOT cut lho llangos. Holas apply to oither single or mulliple jolsts in rep6litlve monrbor condilion6. . For multipls holos, lho amount of uncut wsb betwoen holee mu6t 6qual at lsast twics tho dlamoler (or longosl sids) of tho largesl hola. . 1r/z'round knockouts in th6 web may bs romoved by uging a shorl piBce ol m6tal pip€ and hammor. . Holes may be po6illoned verlically anywhere in lhe wob. The ioist may ha s6t with the 1'/an knockout holos turnsd oither up or down. . ThiB tabl€ was d€sign€d to apply to lho d€cign conditions covered by lablss olsewh€lo in this publication. Us€ tho BC CALC3 soflware to ch€ck othor hol€ sizos or holes under othsr dsslgn conditlons. ll may be possiblo lo €xc€ed lhs limila- tions of this table by analyzlng a epecific application with tho 8C CALCP soflwaro.