3003 W CASINO RD BLDG 40-26 2018-01-01 MF Import

27 - Detall 5/S614. The bolta to the webs ot the diagonals are called out as A890 bolts. 27) Draftlng error will be corrected in the ne� revision. � 28 - Shest S615. Detail 7 irom Sheet S611 for Grid 9. a. The tlange pl�tes are indicated as being 12 inch wide, but the bsamt to whlch they connect are �nly 10 inches wlde. If the narrower width at ths beam can be �ustlfied, it seems the plates probably ahould be tapered. b. With the Interaectlon of the dlagonal and beam centerlinea located to the lett of the note "centerline symmetrical" it Is unclear from thla detell whether the brace to beam connectlon creates a concentric braced frame or an eccentric braced frame. Based on the calculations It le to be concentric. Hence, it seema the note centerline symmetrical" should be shitted to the left over the Intersection of the dlagonal and beam centerlinea. 28a) A note to taper these plates will be added to the detail tor the next revision. 28b) The centerline symmetrical will be moved for the next revision. 2� - DeUil 9/S61b. The bolta from the beam and gusset to the shear tab ars Called out a� A290 bolte. 29) Draiting error will be corrected in the next r2vision. 30 - Detall 2/S818 trom Sheet S618. With the vertical slotted holea in the connectlon plate for the wind column, it appears the wind load ehear In the column will creste cantilever bending In the connectlon above the column wlh the maximum moment at the centerline of the bottom chord of the roof trusaes. However, there does not appear to be any significant elements to resiat thia moment at the truss bottom chord level. Perhapa �ddftlon�l bracing Is needed. 30) At the roof truss bottom chords at Line R wide flange struts frame into shear tabs (see Section B/RFS502). This detail will take wind shear into the horizontal bracing system. 6