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ENDWALL COLUMN: <br />Frm Col <br />Dead <br />Wind_P <br />Line Line <br />Vert <br />Harz <br />1 K <br />0.9 <br />-8.8 <br />1 D <br />1.0 <br />-9.0 <br />1 C <br />0.5 <br />-3.4 <br />BASIC COLUMN REACTIONS (k ) <br />Wind-S <br />Harz <br />9.7 <br />9.8 <br />3.7 <br />Frm <br />Col <br />Dead <br />Collat <br />Live <br />Line <br />Line <br />Vert <br />Vert <br />Vert <br />4 <br />A <br />0.4 <br />0.3 <br />2.0 <br />4 <br />B <br />1.1 <br />0.7 <br />4.8 <br />4 <br />E <br />1.1 <br />0.6 <br />4.2 <br />4 <br />F <br />1.4 <br />0.7 <br />4.5 <br />4 <br />G <br />1.1 <br />0.6 <br />4.2 <br />4 <br />J <br />1.1 <br />0.7 <br />4.8 <br />4 <br />L <br />0.4 <br />0.3 <br />2.0 <br />Frm <br />Col <br />Wind-Ln2 <br />--Seis-L-- <br />Line <br />Line <br />Vert <br />Harz <br />Vert <br />4 <br />A <br />-1.3 <br />0.0 <br />0.0 <br />4 <br />B <br />-3.3 <br />0.1 <br />-0.1 <br />4 <br />E <br />-2.9 <br />0.0 <br />0.1 <br />4 <br />F <br />-2.9 <br />0.0 <br />0.0 <br />4 <br />G <br />-2.9 <br />0.1 <br />-0.1 <br />4 <br />J <br />-3.3 <br />0.0 <br />0.1 <br />4 <br />L <br />-1.3 <br />0.0 <br />0.0 <br />ANCHOR BOLT SUMMARY <br />Ont Loc I Type <br />(in) <br />O 40 EW 3/4" <br />O 8 RF 3/4" <br />016 .. RF 1" <br />Rafter <br />Rafter <br />Brace <br />Brace <br />Wind-L <br />Wind-R <br />--Wind-L-- <br />--WInd_R-- <br />Wind_P <br />Wind-S <br />Wind-Lnl <br />Vert <br />Vert <br />Harz <br />Vert <br />Harz <br />Vert <br />Harz <br />Harz <br />Vert <br />-2.9 <br />-1.7 <br />0.0 <br />-2.9 <br />0.0 <br />-1.7 <br />0.0 <br />0.0 <br />-2.1 <br />-7.0 <br />-4.1 <br />2.0 <br />-10.0 <br />0.0 <br />-1.1 <br />-4.4 <br />4.8 <br />-5.2 <br />-6.5 <br />-3.3 <br />0.0 <br />-3.4 <br />2.0 <br />-6.4 <br />-4.8 <br />5.2 <br />-4.6 <br />-5.1 <br />-5.1 <br />0.0 <br />-5.1 <br />0.0 <br />-5.1 <br />-5.0 <br />5.5 <br />-4.6 <br />-3.3 <br />-6.5 <br />2.0 <br />-6.4 <br />0.0 <br />-3.4 <br />-4.8 <br />5.2 <br />-4.6 <br />-4.1 <br />-7.0 <br />0.0 <br />-1.1 <br />2.0 -10.0 <br />-4.4 <br />4.8 <br />-5.2 <br />-1.7 <br />-2.9 <br />0.0 <br />-1.7 <br />0.0 <br />-2.9 <br />0.0 <br />0.0 <br />-2.1 <br />--Seis-R-- <br />-LWINDI_L- <br />-LWINDI_R- <br />-LWIND2-L- <br />-LWIND2-R- <br />Horz <br />Vert <br />Harz <br />Vert <br />Harz <br />Vert <br />Harz <br />Vert <br />Harz <br />Vert <br />0.0 <br />0.0 <br />0.0 <br />-0.9 <br />0.0 <br />0.0 <br />0.0 <br />-0.4 <br />0.0 <br />0.1 <br />0.0 <br />-1.0 <br />0.0 <br />0.0 <br />0.0 <br />-0.4 <br />0.0 <br />0.0 <br />0.1 <br />-0.1 <br />0.0 <br />0.2 <br />0.0 <br />0.0 <br />0.0 <br />0.1 <br />0.0 <br />0.0 <br />0.0 <br />0.0 <br />0.0 <br />-0.1 <br />0.0 <br />-0.1 <br />0.0 <br />0.0 <br />0.0 <br />0.0 <br />0.0 <br />0.1 <br />0.0 <br />0.0 <br />0.0 <br />0.2 <br />0.0 <br />0.0 <br />0.0 <br />0.1 <br />0.1 <br />-0.1 <br />0.0 <br />0.0 <br />0.0 <br />-1.0 <br />0.0 <br />0.0 <br />0.0 <br />-0.4 <br />0.0 <br />0.0 <br />0.0 <br />0.0 <br />0.0 <br />-0.9 <br />0.0 <br />0.0 <br />0.0 <br />-0.4 <br />(RACING <br />REACTIONS, PANEL SHEAR <br />---Reactions in plane of wall --- <br />± Reactions (k ) Panel <br />---Wall-- <br />Col <br />--Wind----Seismic- Shear <br />Loc Line <br />Line <br />Harz Vert Harz Vert (lb/ft) <br />L-EW 1 <br />Rigid Frame At Endwall <br />F-SW A <br />2 ,3 <br />13.3 * 0.3 <br />R_EW 4 <br />B ,E <br />Bracing, see EW reactions <br />G ,J <br />Bracing, see EW reactions <br />B-SW L <br />3 ,2 <br />13.2 * 0.3 * <br />*See RF reactions table for vertical and <br />horizontal reactions in plane of the rigid frame. <br />ENDWALL COLUMN: ANCHOR BOLTS & BASE PLATES <br />--------------------------------------- <br />Frm <br />Col <br />Anc. <br />Bolt <br />Base Plate (in) <br />Grout <br />Line <br />Line <br />No <br />D(in) <br />Wid <br />Len <br />Thk <br />(in) <br />1 <br />K <br />4 <br />0.750 <br />8.000 <br />7.875 <br />0.375 <br />0.0 <br />1 <br />D <br />4 <br />0.750 <br />8.000 <br />7.875 <br />0.375 <br />0.0 <br />1 <br />C <br />4 <br />0.750 <br />5.000 <br />8A 25 <br />0.375 <br />0.0 <br />4 <br />A <br />4 <br />0.750 <br />8.000 <br />8.000 <br />0.250 <br />0.0 <br />4 <br />B <br />4 <br />0.750 <br />6.000 <br />8.125 <br />0.375 <br />0.0 <br />4 <br />E <br />4 <br />0.750 <br />6.000 <br />8.125 <br />0.375 <br />0.0 <br />4 <br />F <br />4 <br />0.750 <br />8.000 <br />12.25 <br />0.375 <br />0.0 <br />4 <br />G <br />4 <br />0,750 <br />6.000 <br />8.125 <br />0.375 <br />0.0 <br />4 <br />J <br />4 <br />0.750 <br />6.000 <br />8.125 <br />0.375 <br />0.0 <br />4 <br />L <br />4 <br />0.750 <br />8.000 <br />8.000 <br />0.250 <br />0.0 <br />NOTES FORREACTIONS - <br />1. All loading conditions are examined and only the maximum / minimum H or V and the corresponding <br />H or V are reported. <br />2. Positive reactions are shown in the sketch. Foundation loads are in opposite directions. <br />3. Bracing reactions are in the plane of the brace with the H pointing away from the braced bay. <br />The vertical reaction is downward. <br />4. Building reactions are based on the following building data: <br />DESIGN CRITERIA <br />Width (ft) <br />= 100 <br />Length (ft) <br />= 75 <br />Eave Height (ft) <br />= 25 <br />Roof Slope (rise/12) <br />= 1.0:12 <br />Building Code <br />= IBC 06 <br />Local Code (State / Prov) <br />= FBC 07 <br />Dead Load (psf) <br />= 2.250 <br />Collateral Load (psf) <br />= 3 <br />Roof Live Load (psf) <br />= 20.00 <br />Frame Live Load (psf) <br />= 20 <br />Snow: <br />Ground Snow Load (psf) <br />= 0.0000 <br />Snow Importance <br />= 1.0000 <br />Thermal Coefficient <br />= 1.00 <br />Snow Exposure Factor <br />= 1.00 <br />Slippery Roof <br />= N <br />Roof Snow Load (psf) <br />= 0 <br />Wind: <br />Basic Wind Speed (mph) <br />= 110 mph <br />Occupancy Category <br />= II - Normal <br />Importance - Wind <br />= 1.00 <br />Wind Exposure <br />= C <br />Enclosure Classification <br />= C <br />Internal Pressure Coefficients <br />Pressure <br />= 0.18 <br />Suction <br />= -0.18 <br />Components & Cladding Design <br />Pressure <br />Pressure <br />- 26.730 <br />Suction <br />=-35.573 <br />Equivilant Lateral Brace Force Procedure. <br />SEISMIC CRITERIA <br />Seismic Importance = 1.00 <br />Occupancy Category = II - Normal <br />Mapped Spectral Response Accelerations <br />Ss <br />= 0.0900 <br />S1 <br />= 0.0400 <br />Spectral Response Coefficients <br />Sds <br />= 0.0960 <br />Sd1 <br />= 0.0640 <br />Site Class <br />= D <br />Seismic Design Category <br />= A <br />Base Shear <br />Expanded Formula <br />= 0.01*W <br />Longitudinal Base Shear = <br />0.64 <br />Transverse Base Shear <br />= 0.65 <br />Seismic Response Coefficients <br />Frame <br />= 0.01 <br />FSW <br />= 0.01 <br />BSW <br />= 0.01 <br />Response Modification Factors <br />Frame = 0 <br />FSW = 0 <br />BSW = 0 <br />Steel systems not specifically detailed for seismic resistance. <br />(f� <br />0 <br />1-- <br />~ <br />z <br />O <br />. <br />O <br />� <br />F1 <br />Q <br />m <br />J <br />7 <br />W <br />� <br />� <br />w <br />LU <br />Z <br />oIn <br />H <br />Z <br />C/) <br />w <br />LNu <br />cr <br />cv <br />x <br />O' <br />O <br />� <br />� <br />jZ <br />x <br />O <br />rn <br />cc <br />m <br />Q <br />�2 <br />O <br />II= <br />OLU~ <br />p <br />r <br />Q <br />0 <br />z <br />W <br />F.O. <br />16322 <br />U <br />Z <br />J <br />LL <br />_0 0 <br />2 <br />C!� Q< W <br />w WEDaE� >� <br />aW�Zo W <br />F- <br />paaiCc <br />o �o <br />ag - <br />�- C -0aZ8 l <br />Z cs IL <br />oZ�°m ¢-M <br />W z �� � <br />W LU <br />mk <br />mw(p�(Q��F�F rrco Lij FF <br />;4ZU CC <br /><yalIL a' c�� <br />.M5 ir <br />0 <br />J <br />OCT 12 2010 <br />T. JAMES EISENMAN, JR. <br />PE00061944 <br />114 ROSE MONT LANE, IMLER, PA 16655 <br />