…(downwind) -0.402* -0.503 0.80 0.8 1.0 1.0 -409.79 Roof (crosswind) -0.720* -0.400* -0.240* -0.160* -0.90 -0.50 -0.30 -0.20 0.80 0.80 0.80 0.80 0.8 0.8 0.8 0.8 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 -733.23 (0 to h) -407.35 (h to 2h) -244.41 (2h to 3h) -162.94 (> 3h) Table 13. Calculated internal wind pressures simultaneously acting with external pressures. * – product of \({K}_{a}\) and \({K}_{c,e}\) shall not be less than 0.8 (Section 5.4.3…
…Windward wall 0.8 Leeward wall -0.5 Side wall -0.7 Table 7. Calculated external pressure coefficients for roof surfaces (wind load along L). External pressure coefficients for roof \({C}_{p}\) (along L) h/L Windward Leeward 10° 10.62° 15° 10° 10.62° 15° 0.5 -0.9 -0.18 -0.88 -0.18 -0.7 -0.18 -0.50 -0.50 -0.50 0.516 -0.91 -0.18 -0.89 -0.18 -0.71 -0.18 -0.51 -0.51 -0.50 1.0 -1.3 -0.18 -1.26 -0.18 -1.0 -0.18 -0.70 -0.69 -0.60 Table 8. Calculated external pressure coefficients…
…Pa \({p}_{e}\) – -\({p}_{i}\), Pa Walls Windward wall 5.0 817.953 118.897 1517.009 6.5 864.288 165.231 1563.344 Leeward wall – -504.528 -1203.584 194.528 Sidewalls – -756.252 -1455.308 -57.196 Roof Windward – -216.072324.108 -915.128-374.948 482.9841023.164 Leeward – -648.216 -1347.272 50.840 Flat (along ridge) to h -972.324-194.465 -1671.380-893.521 -273.267504.592 h to 2h -540.180-194.465 -1239.236-893.521 158.876504.592 > 2h -324.108-194.465 -1023.164-893.521 374.948504.592 Figure 8. Corresponding wall pressures for wind direction parallel to 28m length. Figure 9. Corresponding roof pressure for…
…-0.6 10.62 -1.250 0.112 -0.975 0.112 -0.431 0.112 -0.488 -0.263 -0.474 -0.263 15.00 -0.9 0.2 -0.8 0.2 -0.3 0.2 -0.4 0.0 -1.0 0.0 Internal Wind Pressure, \({w}_{i}\) Internal wind pressure, \({w}_{i}\), can develop and will act simultaneously with the external wind pressure. Hence, the need to calculate \({w}_{i}\) is necessary. The formula to calculate \({w}_{i}\) is: \({w}_{i} = {q}_{p}(z) {c}_{pi}\) (9) Where: \({w}_{i}\) = internal wind pressure, Pa \({q}_{p}(z)\) = peak pressure, Pa \({c}_{pi}\) =…
…g braking, 3 g acceleration, 3 g bump were easy to apply according to John. “…the linear stress/deflection results were easy to understand on the rendered model, which also has really good shadowing.” Figure 4: 3D rendered Structural 3D Axial stress results from downforce and cornering loads on the frame Without a software aid, he fully expected to give up when it became too much. Knowing the forces at hand with the operation of the…
…positive will now be considered negative and vice versa. Click the ‘Reverse BMD Sign Convention’ to toggle this option. To the right of the BMD, the Bending Moment Equations are presented at each discontinuity. Use the range after the equation to match the equation to its discontinuity on the graph. To find the value at a specific point on the BMD, use to POI table on the left or hover over the graph to get…
…meant to be used when framing is orthogonal to each other, as shown in our example structure: To apply a One-Way Area Load, click the Area Loads, button to open the menu. Select “‘One-Way” from the Type dropdown. Put in the corner nodes of the floor to identify the extent of the area load. The pressure is 100 psf, so input -0.100 ksf. We input a negative pressure because it will be acting along the…
…ribbon and you will see the Renderer task pane open on the right side of the workbook. The ‘Id’ column for any table should start at 1 and increase – so enter 1,0,0,0 in the first of the nodes table. This creates a node with an ID of 1 at the x,y,z coordinates 0,0,0. Now in the next row, add another node: 2,0,1,0. This will create a node with an ID of 2 at 0,1,0….
