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STRUCTURAL CALCULATIONS <br /> WC DProject Name: CHASE OVP 48200R004495 New Construction <br /> Location: 132nd St.SE,Everett,WA 98208 <br /> Project No.: CN040623 - <br /> CALC REVISED: 8/16/2022 <br /> DL = 15 psf <br /> RL= 20 psf 1:2"KNIFE PL. <br /> 1 10'--� 3/8"THK BEAM <br /> - -1 FOSS OUTRIGGERS END CAP <br /> Z a 111 <br /> CAP TO '6 2 GAP <br /> us i 45' BEAM a':e. COL PER <br /> 1'-7' PL f AN <br /> OUTRIGGER,WELD TYP. BEAM PER irk <br /> TO FACE Of COL. PLAN I I THRU BOLTS <br /> KNIFE TO <br /> BM CAP P.P ��SPACED 235" <br /> B-BEAM END W/KNIFE APART <br /> ♦ <br /> e TYP. BEARING WALL <br /> BEAM END ATTACHMENT TO BELOW <br /> COL.TOP W/PI COL.PER DETAILS 14B/SO4 P 1 . 4. <br /> KNIFE PLATES BEAM PER 22 lc THK <br /> 90 DEG APART PER PLAN 2" <br /> COL CAP <br /> DETAIL 14C/SD4 BEAM PER HSS - <br /> PLANii OUTRIGGER <br /> '�--BEAM PER I 13141 •1( <br /> HSS PLAN <br /> OUTRIGGERS\ 1'-�f°�'rIll <br /> 1/2 P <br /> \\\\ "KNIFE PL. "G� : La r <br /> I BEAM sm.THIS A-OUTRIGGER ATTACHMENT C-COLUMN W/KNIFE <br /> TYPICAL WELD CAPACITIES <br /> Fnw=0.6Fexx Outriggers spaced @ 32"o.c. <br /> Fexx=70ksi <br /> Rn=0.707'w'Fnw (nominal load) P=1.66'(DL+(RLor SL))(2.66'o.c.)=200# <br /> w-weld size <br /> w Rnfkips) ASO Rn(kips/inch) Moment M=P(1.66')=3321b-ft <br /> 1/8" 3,71 1.86 <br /> 3/16" 5.57 2.78 Outrigger end to beam <br /> 1/4" 7,42 3.71 If moment arm d=3" <br /> 3/8" 11.14 5.57 Reaction at weld T=M/d=1,288# <br /> If weld is 1/4"fillet Rn>T OK! <br /> STEEL FRACTURE Maximum beam torsion at end Tr=5161b-ft <br /> A36 steel: Plate t 1'2" if knife plate is dk=6"long,centered to <br /> Fy-36ksi Bolt dia d=5 a" 1"long welds at top&bot. <br /> 1' <br /> © Fu=58ski Torsion weld Tr_w=Tr/dk= 1,032# <br /> I Ubs=1.0 for uniform If 1/4"fillet weld Rn>Tr w OK! <br /> IC Q O 2.0 for ASD <br /> Beam End at Knife Plate-Bolt shear <br /> h=d+1/8=0.75" If 5/8"diameter,Z=4.14K <br /> Ie=Ic-3(h)-8"-3(0.75")=5.75 Actual shear V=DL+(RL or SL) <br /> lir <br /> Ant=le(t)=5.75"(0.5')=2.875 s.i. =2.47K+4.22K=6.7K <br /> #of bolts N=V/Z= 1.6, use(3)bolts <br /> F=5.3K Pn UbsFuAnt=_1.0(58ksi)(2.875s.i.) <br /> = 166K Knife to Column Face and HSS Cap: <br /> ASD. Pn/0=83K>F OK! If 1/4"weld. <br /> STEEL PLATE BENDING Req'd weld length Lw=F13.71=1.4"min. <br /> Provided 8", OK! <br /> A36 steel: <br /> Fy=36ksi <br /> d=Ic-8" <br /> Z=(lc(M2))16=(8"(0.5A2))/6=0.333 <br /> Ma=Fy(Z)=36ksi(0.333in^3) <br /> = 12K-in= 1.000lb-ft <br /> Actual moment M=Tr=5161b-ft<Ma OK!! <br /> ADDRESS:6930 Destiny Drive Suite#300,Rocklin,CA 95677 I PHONE:916-251-9798 I WEB:www.WCDAssociates.com <br /> Page 15 of 89 <br />