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Masonry Column <br />LIC# : KW-06020349, Build:20.23.12.07 Ramirez Structural Inc (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:C1 <br />Project File: 24-111 4621 W 1ST ST.ec6 <br />Project Title: <br />Engineer: <br />Printed: 18 JAN 2024, 5:57PM <br />Masonry Column <br />LIC# : KW-06020349, Build:20.23.12.07 Ramirez Structural Inc (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:C1 <br />Project File: 24-111 4621 W 1ST ST.ec6 <br />Project Title: <br />Engineer: <br />Printed: 18 JAN 2024, 5:57PM <br />.Code References <br />Calculations per TMS 402-16, IBC 2021, ASCE 7-16 <br />Load Combinations Used : ASCE 7-16 <br />General Information <br />Material Properties Analysis Settings <br />psi <br />E - Rebar =29,000.0 ksi <br />Tie Bar Size <br />Tie Bar Spacing =8.0 in <br />Column Data <br />=Column width along X-X <br />=11.625 in <br />11.625 in <br />Column depth along Y-Y <br />Longitudinal Bar Size =4.0 <br />M factor for Strength Design=0.90 <br /># <br />=Bars per side at +Y & -Y 2 <br />=Bars per side at +X & -X 2 <br />inCover from ties =2.0 <br />inActual Edge to Bar Center 2.625= <br />3#=psi <br />32000= <br />60000= <br />1,500.0 <br />Fs - Allowable <br />= <br />Fy - Yield <br />Grade 60Rebar Grade <br />130.0 <br />=900.0 <br />Analysis Method <br />pcf Overall Column Height <br />=Top Free, Bottom FixedEm = f'm * <br />Construction Type <br />=9.0 ft= <br />75.0 <br />Solid Grouted Hollow Concrete Masonry <br />= <br />Column Density <br />= <br />End Fixity Condition <br />psiF'm <br />Fr - Rupture psi <br />=Strength Design <br />Y-Y (depth) axis : <br />X-X (width) axis : <br />Fully braced against buckling ABOUT X-X Axis <br />Fully braced against buckling ABOUT Y-Y Axis <br />Brace condition for deflection (buckling) along columns : <br />.Service loads entered. Load Factors will be applied for calculations.Applied Loads <br />Column self weight included : 1,098.02 lbs * Dead Load Factor <br />AXIAL LOADS . . . <br />BENDING LOADS . . . <br />Lat. Uniform Load creating Mx-x, E = 0.0460 k/ft <br />.DESIGN SUMMARY <br />Pu <br />0.9 * Pn <br />Mu-x <br />0.9 * Mn-x : <br />( TMS 402-16, Sec 5.3.1.3 )( TMS 402-16, Sec. 9.3.4.1.1 ) <br />( TMS 402-16, Sec. 5.3.1.1(b) ) <br />Governing K * Lu / Dimension <= 30( TMS 402-16, Sec. 5.3.1.1(a) ) <br />3.356 <br />Ry 3.356 <br />Rx <br />PASS Maximum SERVICE Load Reactions . . <br />Top along X-X 0.000 k <br />Bottom along X-X 0.414 k <br />Maximum SERVICE Load Deflections . . . <br />0.169 <br />Load Combination <br />: 1 <br />Along x-x <br />Location of max.above base <br />0.032 <br />+0.90D+E <br />in at 9.000 ft above base <br />for load combination :E Only <br />At maximum location values are . . . <br />0.000 ft <br />Bending Check Results <br />Maximum Bending Stress Ratio = <br />k-ft <br />Reinforcing Area Check Pa = 0.80 [ 0.80 f'm (An - Ast) + FyAst) * [1-(h/(140*r))^2]As : Actual Reinforcement 0.800 <br />Compressive Strength <br />0.338 <br />Min. Side Dim. >= 8" <br />Min. Tie Dia. = 1/4", # 3 bar provided <br />Max Tie Spacing = 8.00 in, Provided = 8.00 in <br />PASS <br />Dimensional Checks <br />PASS Check Column Ties (TMS 402-16, Sec 5.3.1.4) <br />5.406 <br />150.630 kPASS <br />Min: 0.0025 * An <br />Max: 0.04 * An <br />k <br />k-ft <br />0.988 <br />5.879 <br />-1.863 <br />11.050 <br />k <br />.Load Combination Results <br />Load Combination <br />Maximum Moments <br />Stress Ratio Location Actual AllowStatusActualAllow <br />Maximum Bending Stress Ratios Maximum Axial Load <br />+1.20D PASS 150.6260.0 1.318 0.0 k-ftkk k-ftft0.008736 7.908 <br />+0.90D PASS 150.6260.0 0.9882 0.0 k-ftkk k-ftft0.006552 7.908 <br />+1.20D+E PASS 8.0720.0 1.318 1.863 k-ftkk k-ftft0.1638 11.351 <br />+0.90D+E PASS 5.8790.0 0.9882 1.863 k-ftkk k-ftft0.1685 11.050 <br />.Note: Only non-zero reactions are listed. <br />Load Combination <br />Y-Y Axis Reaction Axial Reaction <br />@ Base @ Top @ Base <br />Maximum Reactions <br />D Only k 1.098 kk <br />+0.60D k 0.659 kk <br />+D+0.70E 0.290 k 1.098 kk <br />+D+0.5250E 0.217 k 1.098 kk <br />HOLD- 4621 W First <br />St12/19/2024