D0 Silicon Upgrade: Upgrade Piping Loads on Cleanroom Roof

Abstract

Fott.Colt.~E.,--rr'J ESc:, . uS'-p\-r OW~ R\ ~K.-"R. Ru<.,t..l~~( \\-\~-q5 \ The proposed piping layout for the DO upgrade will run along the south wall of DAB. The cryogenic service pipe runs above the upper and lower cleanroom roofs and will need to be supported by the roofs'beams. Calculations were done to determine the stresses in the I-beams created by the existing and additional loads due to the upgrade.Refer to drawing no. 3823 .115-ME-317283 for drawings ofthe piping layout. Figure 1 shows the "plan view" portion ofthis drawing.The weight ofthe individual lines were calculated in figure 2 assuming a pipe density ofO.28Ibmlin"3 for stainless steel (0.12% C) and a fluid density (assuming LN2 @ 1 atm) of 0.03 Ibmlin"3. The weights ofthe corrugated steel flooring, assembly hall feed cans, support beams, and roof hatch were also included in the analysis. These loads are calculated on pgs. 5-6. A floor load of 50 Ibf7ft"2 was also added in order to maintain the existing floor load limit in addition to the added piping loads. Measurements ofthe dimensions ofthe I-beams determined that the nominal sizes ofthe beams were W8x21 for the lower roofand W14x26 for the upper roof Pipe lengths were determined from the drawing for each ofthe lines on pgs. 1-2 ofthe calculations (refer to all piping by line numbers according to figure 2). A total weight was calculated for lines 3-9 along the south wall and lines 1-2 running along the north wall ofthe lower cleanroom roof To simplifY the calculations these weights were assumed to be evenly distributed on the 5 1 beam supports of the lower cleanroom roof2.5 feet in from the south wall. The stress analysis was done using FrameMac, a 2-D finite element program for the Macintosh.Beam 3 was not included in the analysis because it is structurally equivalent to beam 1.The program outputted maximum values for shear stress, bending stress, shear force, and moments in each ofthe beams analyzed. These values were then compared to the allowable stresses as per the specifications and codes stated in the AISC: Manual of Steel Construction.The stresses on the roof beams needed to be determined in a number of different places. The first was in the beam itself which included the flange and web sections. The second place was at the ends ofthe beams where the flanges were removed to make the perpendicular connections to the other beams on the lower roof (refer to fig. 3). The final point was the framed beam connection which included the bolt analysis. FrameMac