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Project: Cascade Coffee Addition <br /> W-Beam End Plate to HSS Moment Connection Project:22-10138 <br /> Date:3/20/2023 <br /> AISC Design Guide 16 &Design Guide 24 Engineer:CCL <br /> Flush End Plate-2 Bolt Unstiffened-Thick Plate Connection Label:CONN-1 <br /> Connection Criteria <br /> Mr= 34.6 kip'ft Ma= 51.9 kip'ft (Per section 2.5,Ma=Max 1.5) <br /> Vr= 8.6 kip Va= 12.9 kip (Per section 2.5,Vu=Va x 1.5) <br /> Pr= 0.751 kip Pa= 1.1 kip <br /> Beam Column Beam End Plate HSS Face Thickener PI <br /> W12X14 HSS5X5X1/4 Fy= 36 ksi Fy= 36 ksi <br /> Fy= 50 ksi Fy= 46 ksi Bolts t1c 0.375 in <br /> Fu= 65 ksi Fa= 50 ksi Ft= 90 ksi <br /> W.G.= 2.25 in E= 29000 ksi Fy= 54 ksi <br /> k1= 0.5625 in W.F.= 3.875 in Geometric Design Data <br /> tw= 0.2 in H= 5 in g= 2.5 in <br /> bt= 3.97 in B= 5 in pf= 1.275 in <br /> 4= 0.225 in two= 0.233 in bp=bf= 3.97 <br /> ZX= 17.40 in' B/t= 21.5 7= 1.25 <br /> k= 0.525 k= 0.563 in dl= 10.2875 in <br /> d= 11.9 in A= 4.3 in2 h1= 10.4 in <br /> S= 6.41 in3 <br /> Find Required Bolt Diameter Check Bolt Shear <br /> d,,,,,q= 0.76 in de, =lln da) 0 R,,per bolt= 24.35 kip <br /> db= 0.875 in OK m Ra connection= 97.41 kip OK <br /> Find Required End Plate Thickness <br /> 1 b t <br /> s= 1.49 in s=2 7g + <br /> n <br /> pf= 1.275 in Use pf=s,if pl>s <br /> Y= 55.607 in Y=Z f h,w+ +,41r,(pf+s)] <br /> L l h <br /> h, <br /> Ptcap= 54.12 kip P =Zcdb F/4 <br /> la <br /> Ptactual= 29.94 kip Pt 1 Mu • <br /> actual=2 /dl • <br /> m Map cap= 835 kip-in Sigiv=0 2P( d a A] <br /> 0Mnp actual= 462 kip-in OMnp actual=02Ptactualhl <br /> ).i tr, <br /> tare!= 0.60 in tr.-0= �F„Y�-PJm <br /> tp= 0.625 in OK t - -2(P,_U,,.,) <br /> End-Plate Yield Capacity <br /> r'M,= 58.65 kip'ft OM,,=y7M,=4,Fp4Y OK Ma d, <br /> Bolt Rupture Capactiy <br /> I <br /> m,= 69.59 kip'tt Ufa= f,,,,=42(r,)d,1 OK = <br /> 1 <br /> 42/81 <br />