sw6 tower win10 floating point overflow – the solution provided by the software site

Does the poster have the 3.1 patch? Send one piece

It’s a genuine version that has been used; the cracking method isn’t clear. Maybe you can find it by searching on Baidu

With WIN10 and your patch, that problem no longer occurs, but now there’s a Floating point division zero error; the values entered are correct. I tested it using software on Win7, and it works fine there, but not on this computer :'(

With WIN10 and your patch, that problem no longer occurs; but now there’s a Floating point division zero error. The values entered are correct – I’ve calculated them using software on Win7, and it works fine there, but not on this computer

First, install the official patch 1, then replace liyin.dll to ensure that all the computers in our company are working properly. How about you upload your files? I’ll try to calculate it on my computer

It’s been sent; you can try opening it with the tower calculation software to see if it can perform the calculations

It can be calculated; no problem. ************** Header Calculation Results ************ ********** Internal Pressure Elliptical Head Check ********** Calculation conditions: Calculation pressure: 0.10 Design temperature: 100.00 Inner diameter of cylinder: 1000.00 Corrosion allowance: 3.00 Negative deviation: 0.30 Weld joint coefficient: 1.00 Curvature height: 250.00 Material: Q235-B Input thickness: 8.00 Calculation results: Stress check: Pass Allowable pressure: 1.06 Hydrostatic test value: 0.2827 Stress on elliptical head: 30.14 0.9*ReL: 211.50 Pressure test passed. Note: Reference thickness: 7.00 ************** Results for the 1st section of the cylinder ************ ********** Internal Pressure Circular Cylinder Check ********** Calculation conditions: Calculation pressure: 0.11 Design temperature: 100.00 Inner diameter of cylinder: 2200.00 Corrosion allowance: 2.00 Negative deviation: 0.30 Weld joint coefficient: 0.85 Material: Q235-B Input thickness: 12.00 Calculation results: Stress check: Pass Allowable pressure: 0.84 σt＝ 12.37 t*Φ= 96.05 Hydrostatic test value: 0.2827 Stress on circular cylinder: 37.88 0.9*ReL: 211.50 Pressure test passed. Note: Reference thickness: 6.00 ************** Results for the 2nd section of the cylinder ************ ********** Internal Pressure Circular Cylinder Check ********** Calculation conditions: Calculation pressure: 0.10 Design temperature: 100.00 Inner diameter of cylinder: 2200.00 Corrosion allowance: 2.00 Negative deviation: 0.30 Weld joint coefficient: 0.85 Material: Q235-B Input thickness: 10.00 Calculation results: Stress check: Pass Allowable pressure: 0.67 σt＝ 14.34 t*Φ= 96.05 Hydrostatic test value: 0.2827 Stress on circular cylinder: 47.68 0.9*ReL: 211.50 Pressure test passed. Note: Reference thickness: 6.00 ************** Results for the 3rd section of the cylinder ************ ********** Internal Pressure Circular Cylinder Check ********** Calculation conditions: Calculation pressure: 0.10 Design temperature: 100.00 Inner diameter of cylinder: 2200.00 Corrosion allowance: 2.00 Negative deviation: 0.30 Weld joint coefficient: 0.85 Material: Q235-B Input thickness: 8.00 Calculation results: Stress check: Pass Allowable pressure: 0.50 σt＝ 19.35 t*Φ= 96.05 Hydrostatic test value: 0.2827 Stress on circular cylinder: 64.35 0.9*ReL: 211.50 Pressure test passed. Note: Reference thickness: 6.00 ************** Results for the 4th section of the cylinder ************ ********** Internal Pressure Circular Cylinder Check ********** Calculation conditions: Calculation pressure: 0.10 Design temperature: 100.00 Inner diameter of cylinder: 1000.00 Corrosion allowance: 2.00 Negative deviation: 0.30 Weld joint coefficient: 0.85 Material: Q235-B Input thickness: 8.00 Calculation results: Stress check: Pass Allowable pressure: 1.09 σt＝ 8.82 t*Φ= 96.05 Hydrostatic test value: 0.2827 Stress on circular cylinder: 29.34 0.9*ReL: 211.50 Pressure test passed. Note: Reference thickness: 6.00 ************** Results for the 1st section with variable diameter ************ Error message regarding input data: The half-apex angle of a flanged conical head cannot exceed 30 degrees. Half-apex angle = 45.02 ************** Results for seismic loads and wind loads ************ ***************** Check results for towers with unequal diameters but equal wall thicknesses ****************** Check parameters: Fundamental natural vibration period T1: 0.206083 (seconds) Total height of the tower: 17083 (mm); Height of the skirt base: 1000 (mm); Operating mass of the entire tower: 25392.7 (kg) ******************************************************************************** ******************************************************************************** *************************** Circular cylinder stress check ************************************* －－－－－－－－－－－－－－－－－－－－－－－－－－－－－－－－－－－－ Type of tower section: Bottom cross-section of the 1st circular cylinder section. Inner diameter of segment Di: 2200(mm) Nominal thickness of segment cylinder δ: 12(mm) Effective thickness of segment cylinder δe: 9.7(mm) Height of the bottom section of segment cylinder h: 1000(mm) Height of the top section of segment cylinder Hit: 4500(mm) Intermediate results: Seismic bending moment at the bottom section of the segment ME: 1.55686e+08(N-mm) Wind bending moment at the bottom section of the segment MW: 2.04929e+08(N-mm) Eccentric bending moment at the bottom section of the segment Me: 0(N-mm) Vertical seismic force on the bottom section of the segment Fv: 0(N) Maximum bending moment at the bottom section of the segment Mmax: 2.06918e+08(N-mm) Under operating conditions: Allowable axial compressive stress cr: 127.736(MPa) Allowable axial tensile stress: Ktφ: 115.26(MPa) Axial tensile stress caused by operating pressure on the bottom section of the segment σ1: 5.6701(MPa) Axial stress caused by gravity on the bottom section of the segment (under operating conditions) σ2: 3.52035(MPa) Axial stress caused by gravity on the bottom section of the segment (under maintenance conditions) σ2: 1.89207(MPa) Axial stress caused by bending moments on the bottom section of the segment σ3: 5.61166(MPa) Combined axial compressive stress on the bottom section of the segment σ2+σ3: 7.50372(MPa) Combined axial tensile stress on the bottom section of the segment σ1-σ2+σ3: 7.76141(MPa) Check results under operating conditions: The axial compressive stress at the bottom section of the first cylinder segment is within acceptable limits. The axial tensile stress check on the bottom cross-section of the first cylinder section is satisfactory. Under pressure test conditions: Allowable circumferential stress 0.9σsφ: 211.5 (MPa); Allowable axial tensile stress 0.9Kσsφ: 211.5 (MPa); Allowable axial compressive stress cr: 106.446 (MPa). Circumferential tensile stress at the bottom section of the segment: σ: 32.1996 (MPa). Axial tensile stress caused by the test pressure at the bottom section of the segment: σ1: 7.08763 (MPa). Axial stress caused by gravity at the bottom section of the segment: σ2: 1.89207 (MPa). Axial stress caused by bending at the bottom section of the segment: σ3: 1.66731 (MPa). Combined axial compressive stress at the bottom section of the segment: σ2+σ3: 3.55938 (MPa). Combined axial tensile stress at the bottom section of the segment: σ1-σ2+σ3: 6.86287 (MPa). Verification results under pressure test conditions: The circumferential stress at the bottom section of the first cylinder segment meets the requirements. The axial compressive stress check for the pressure test on the bottom cross-section of the first cylinder section was successful. The axial tensile stress check for the pressure test on the bottom cross-section of the first cylinder section passed. Check results for the lower head section: Intermediate results: Seismic bending moment ME of the lower head section: 1.55686e+08 (N-mm). Wind bending moment MW of the lower head section: 2.04929e+08 (N-mm). Eccentric bending moment Me of the lower head section: 0 (N-mm). Vertical seismic force Fv on the lower head section: 0 (N). Maximum bending moment Mmax of the lower head section: 2.06918e+08 (N-mm). Under operating conditions: Allowable axial compressive stress cr: 83.5543 (MPa). Allowable axial tensile stress: Ktφ: 115.26 (MPa). Axial tensile stress σ1 caused by operating pressure on the lower head section: 8.8141 (MPa). Axial stress caused by gravity on the lower head section (under operating conditions): σ2: 5.47234 (MPa). Axial stress caused by gravity on the lower head section (under maintenance conditions): σ2: 2.9412 (MPa). Axial stress caused by bending moments on the lower head section: σ3: 8.72325 (MPa). Combined axial compressive stress σ2+σ3 on the lower head section: 11.6644 (MPa). Combined axial tensile stress σ1-σ2+σ3 on the lower head section: 12.065 (MPa). Check results under operating conditions: The axial compressive stress on the lower head section meets the requirements; the axial tensile stress also meets the requirements. Under pressure test conditions: Allowable circumferential stress 0.9σsφ: 211.5 (MPa). Circumferential tensile stress σ on the lower head section: 50.0539 (MPa). Allowable axial tensile stress 0.9Kσsφ: 211.5 (MPa). Allowable axial compressive stress cr: 69.6286 (MPa). Axial tensile stress σ1 caused by test pressure on the lower head section: 11.0176 (MPa). Axial stress σ2 caused by gravity on the lower head section: 2.9412 (MPa). Axial stress σ3 caused by bending moments on the lower head section: 2.59182 (MPa). Combined axial compressive stress σ2+σ3 on the lower head section: 5.53302 (MPa). Combined axial tensile stress σ1-σ2+σ3 on the lower head section: 10.6683 (MPa). Check results under pressure test conditions: The circumferential stress under pressure testing on the lower head section meets the requirements; the axial compressive stress and axial tensile stress also meet the requirements. –——————– Tower section type: Bottom section of the second cylindrical section. Inner diameter of segment Di: 2200 (mm) Nominal thickness of segment cylinder δ: 10 (mm) Effective thickness of segment cylinder δe: 7.7 (mm) Height of the bottom section of the segment cylinder h: 4500 (mm) Height of the top section of the segment cylinder Hit: 13500 (mm) Intermediate results: Seismic bending moment at the bottom section of the segment ME: 1.0456e+08 (N-mm) Wind bending moment at the bottom section of the segment MW: 1.26392e+08 (N-mm) Eccentric bending moment at the bottom section of the segment Me: 0 (N-mm) Vertical seismic force on the bottom section of the segment Fv: 0 (N) Maximum bending moment at the bottom section of the segment Mmax: 1.36158e+08 (N-mm) Under operating conditions: Allowable axial compressive stress cr: 103.505 (MPa) Allowable axial tensile stress: Ktφ: 115.26 (MPa) Axial tensile stress caused by operating pressure on the bottom section of the segment σ1: 7.14286 (MPa) Axial stress caused by gravity on the bottom section of the segment (under operating conditions) σ2: 2.88006 (MPa) Axial stress caused by gravity on the bottom section of the segment (under maintenance conditions) σ2: 1.75891 (MPa) Axial stress caused by bending moments on the bottom section of the segment σ3: 4.65177 (MPa) Combined axial compressive stress on the bottom section of the segment σ2+σ3: 6.41068 (MPa) Combined axial tensile stress on the bottom section of the segment σ1-σ2+σ3: 8.91457 (MPa) Check results under operating conditions: The axial compressive stress at the bottom section of the second cylinder segment is within acceptable limits. The axial tensile stress check on the bottom cross-section of the second cylinder section is satisfactory. Under pressure test conditions: Allowable circumferential stress 0.9σsφ: 211.5 (MPa); Allowable axial tensile stress 0.9Kσsφ: 211.5 (MPa); Allowable axial compressive stress cr: 86.254 (MPa). Circumferential tensile stress at the bottom section of the segment: σ: 40.5265 (MPa). Axial tensile stress caused by the test pressure at the bottom section of the segment: σ1: 8.92857 (MPa). Axial stress caused by gravity at the bottom section of the segment: σ2: 1.75891 (MPa). Axial stress caused by bending at the bottom section of the segment: σ3: 1.29544 (MPa). Combined axial compressive stress at the bottom section of the segment: σ2+σ3: 3.05435 (MPa). Combined axial tensile stress at the bottom section of the segment: σ1-σ2+σ3: 8.46509 (MPa). Verification results under pressure test conditions: The circumferential stress at the bottom section of the second cylinder segment meets the requirements. The axial compressive stress check for the pressure test of the bottom cross-section of the second cylinder section passed. The axial tensile stress check for the pressure test of the bottom cross-section of the second cylinder section passed. －－－－－－－－－－－－－－－－－－－－－－－－－－－－－－－－－－－－ Tower section type: Bottom cross-section of the 3rd cylindrical section. Inner diameter of segment Di: 2200(mm) Nominal thickness of segment cylinder δ: 8(mm) Effective thickness of segment cylinder δe: 5.7(mm) Height of the bottom section of segment cylinder h: 13500(mm) Height of the top section of segment cylinder Hit: 16000(mm) Intermediate results: Seismic bending moment at the bottom section of the segment ME: 5.24021e+06(N-mm) Wind bending moment at the bottom section of the segment MW: 8.56862e+06(N-mm) Eccentric bending moment at the bottom section of the segment Me: 0(N-mm) Vertical seismic force on the bottom section of the segment Fv: 0(N) Maximum bending moment at the bottom section of the segment Mmax: 8.56862e+06(N-mm) Under operating conditions: Allowable axial compressive stress cr: 76.761(MPa) Allowable axial tensile stress: Ktφ: 115.26(MPa) Axial tensile stress caused by operating pressure on the bottom section of the segment σ1: 9.64912(MPa) Axial stress caused by gravity on the bottom section of the segment (under operating conditions) σ2: 0.572507(MPa) Axial stress caused by gravity on the bottom section of the segment (under maintenance conditions) σ2: 0.572507(MPa) Axial stress caused by bending moments on the bottom section of the segment σ3: 0.395459(MPa) Combined axial compressive stress on the bottom section of the segment σ2+σ3: 0.967965(MPa) Combined axial tensile stress on the bottom section of the segment σ1-σ2+σ3: 9.47208(MPa) Check results under operating conditions: The axial compressive stress at the bottom section of the 3rd cylinder segment is within acceptable limits. The axial tensile stress check on the bottom cross-section of the third cylinder section is satisfactory. Under pressure test conditions: Allowable circumferential stress 0.9σsφ: 211.5 (MPa); Allowable axial tensile stress 0.9Kσsφ: 211.5 (MPa); Allowable axial compressive stress cr: 63.9675 (MPa). Circumferential tensile stress at the bottom section of the segment: σ: 54.6967 (MPa). Axial tensile stress caused by the test pressure at the bottom section of the segment: σ1: 12.0614 (MPa). Axial stress caused by gravity at the bottom section of the segment: σ2: 0.572507 (MPa). Axial stress caused by bending at the bottom section of the segment: σ3: 0.118638 (MPa). Combined axial compressive stress at the bottom section of the segment: σ2+σ3: 0.691144 (MPa). Combined axial tensile stress at the bottom section of the segment: σ1-σ2+σ3: 11.6075 (MPa). Verification results under pressure test conditions: The circumferential stress at the bottom section of the third cylindrical segment meets the requirements. The axial compressive stress check for the pressure test of the bottom cross-section of the third cylinder section was successful. The axial tensile stress check for the pressure test of the bottom cross-section of the third cylinder section passed. －－－－－－－－－－－－－－－－－－－－－－－－－－－－－－－－－－－－ Tower section type: Bottom cross-section of the 4th cylindrical section. Inner diameter of segment Di: 1000(mm) Nominal thickness of segment cylinder δ: 8(mm) Effective thickness of segment cylinder δe: 5.7(mm) Height of the bottom section of segment cylinder h: 16600(mm) Height of the top section of segment cylinder Hit: 16800(mm) Intermediate results: Seismic bending moment at the bottom section of the segment ME: 24403.8(N-mm) Wind bending moment at the bottom section of the segment MW: 18045.8(N-mm) Eccentric bending moment at the bottom section of the segment Me: 0(N-mm) Vertical seismic force on the bottom section of the segment Fv: 0(N) Maximum bending moment at the bottom section of the segment Mmax: 28915.3(N-mm) Under operating conditions: Allowable axial compressive stress cr: 135.6(MPa) Allowable axial tensile stress: Ktφ: 115.26(MPa) Axial tensile stress caused by operating pressure on the bottom section of the segment σ1: 4.38596(MPa) Axial stress caused by gravity on the bottom section of the segment (under operating conditions) σ2: 0.0778999(MPa) Axial stress caused by gravity on the bottom section of the segment (under maintenance conditions) σ2: 0.0778999(MPa) Axial stress caused by bending moments on the bottom section of the segment σ3: 0.00645896(MPa) Combined axial compressive stress on the bottom section of the segment σ2+σ3: 0.0843589(MPa) Combined axial tensile stress on the bottom section of the segment σ1-σ2+σ3: 4.31452(MPa) Check results under operating conditions: The axial compressive stress at the bottom section of the 4th cylinder segment is within acceptable limits. The axial tensile stress check on the bottom cross-section of the 4th cylinder section is satisfactory. Under pressure test conditions: Allowable circumferential stress 0.9σsφ: 211.5 (MPa); Allowable axial tensile stress 0.9Kσsφ: 211.5 (MPa); Allowable axial compressive stress cr: 115.059 (MPa). Circumferential tensile stress at the bottom section of the segment: σ: 24.9392 (MPa). Axial tensile stress caused by the test pressure at the bottom section of the segment: σ1: 5.48246 (MPa). Axial stress caused by gravity at the bottom section of the segment: σ2: 0.0778999 (MPa). Axial stress caused by bending at the bottom section of the segment: σ3: 0.0012093 (MPa). Combined axial compressive stress at the bottom section of the segment: σ2+σ3: 0.0791092 (MPa). Combined axial tensile stress at the bottom section of the segment: σ1-σ2+σ3: 5.40577 (MPa). Verification results under pressure test conditions: The circumferential stress at the bottom section of the 4th cylindrical segment meets the requirements. The axial compressive stress check for the pressure test of the bottom cross-section of the 4th cylinder section was successful. The axial tensile stress check for the pressure test of the bottom cross-section of the 4th cylinder section passed. ******************************************************************************** ***************************Stress verification at the small end of the diameter-changing section ******************************** －－－－－－－－－－－－－－First diameter-changing section－－－－－－－－－－－－－－ －－－－－－－－－－－－－－Bottom cross-section－－－－－－－－－－－－－－－－－－－－ Intermediate results: Earthquake bending moment ME: 296144(N-mm) Wind bending moment MW: 348408(N-mm) Eccentric bending moment Me: 0(N-mm) Vertical earthquake force Fv: 0(N) Maximum bending moment Mmax: 383246(N-mm) Under operating conditions: Allowable axial compressive stress cr: 74.8784(MPa) Allowable axial tensile stress: Ktφ: 115.26(MPa) Axial tensile stress caused by operating pressure σ1: 13.6459(MPa) Axial stress caused by gravity (operating condition) σ2: 0.138966(MPa) Axial stress caused by gravity (maintenance condition) σ2: 0.138966(MPa) Axial stress caused by bending σ3: 0.025014(MPa) Combined axial compressive stress σ2+σ3: 0.16398(MPa) Combined axial tensile stress σ1-σ2+σ3: 13.532(MPa) Combined axial compressive stress is acceptable. Combined axial tensile stress is acceptable. Under pressure test conditions: Allowable circumferential stress 0.9σsφ: 211.5(MPa) Allowable axial tensile stress 0.9Kσsφ: 211.5(MPa) Allowable axial compressive stress cr: 124.797(MPa) Circumferential tensile stress σ: 77.3528(MPa) Axial tensile stress caused by test pressure σ1: 17.0574(MPa) Axial stress caused by gravity σ2: 0.138966(MPa) Axial stress caused by bending σ3: 0.00682204(MPa) Combined axial compressive stress σ2+σ3: 0.145788(MPa) Combined axial tensile stress σ1-σ2+σ3: 16.9253(MPa) Circumferential tensile stress is acceptable under pressure test conditions. Combined axial compressive stress is acceptable under pressure test conditions. Combined axial tensile stress is acceptable under pressure test conditions. －－－－－－－－－－－－－－Top cross-section－－－－－－－－－－－－－－－－－－－－－ Intermediate results: Earthquake bending moment ME: 24403.8(N-mm) Wind bending moment MW: 18045.8(N-mm) Eccentric bending moment Me: 0(N-mm) Vertical earthquake force Fv: 0(N) Maximum bending moment Mmax: 28915.3(N-mm) Under operating conditions: Allowable axial compressive stress cr: 74.8784(MPa) Allowable axial tensile stress: Ktφ: 115.26(MPa) Axial tensile stress caused by operating pressure σ1: 6.20269(MPa) Axial stress caused by gravity (operating condition) σ2: 0.110167(MPa) Axial stress caused by gravity (maintenance condition) σ2: 0.110167(MPa) Axial stress caused by bending σ3: 0.00913436(MPa) Combined axial compressive stress σ2+σ3: 0.119301(MPa) Combined axial tensile stress σ1-σ2+σ3: 6.10166(MPa) Combined axial compressive stress is acceptable. Combined axial tensile stress is acceptable. Under pressure test conditions: Allowable circumferential stress 0.9σsφ: 211.5(MPa) Allowable axial tensile stress 0.9Kσsφ: 211.5(MPa) Allowable axial compressive stress cr: 124.797(MPa) Circumferential tensile stress σ: 35.2694(MPa) Axial tensile stress caused by test pressure σ1: 7.75336(MPa) Axial stress caused by gravity σ2: 0.110167(MPa) Axial stress caused by bending σ3: 0.00171021(MPa) Combined axial compressive stress σ2+σ3: 0.111877(MPa) Combined axial tensile stress σ1-σ2+σ3: 7.64491(MPa) Circumferential tensile stress is acceptable under pressure test conditions. Combined axial compressive stress is acceptable under pressure test conditions. Combined axial tensile stress is acceptable under pressure test conditions. ******************************************************************************** ******************************************************************************** ***************************Axial pressure verification of the skirt shell*********************************** －－－－－－－－－－－－－－Bottom cross-section of the skirt shell－－－－－－－－－－－－－－ －－－－－－－－－－－－－－First segment－－－－－－－－－－－－－－ Segment type of the tower: Bottom cross-section of the skirt. Inner diameter of the bottom section of the skirt shell, Dis: 2200(mm). Nominal thickness of the skirt shell, δs: 12(mm). Effective thickness of the skirt shell, δes: 9.7(mm). Height of the bottom section of the skirt shell, h: 0(mm). Intermediate results: Seismic bending moment at the bottom section of the skirt shell, ME: 1.70659e+08(N-mm); Wind-induced bending moment at the bottom section of the skirt shell, MW: 2.30499e+08(N-mm); Eccentric bending moment at the bottom section of the skirt shell, Me: 0(N-mm); Vertical seismic force on the bottom section of the skirt shell, Fv: 0(N); Maximum bending moment at the bottom section of the skirt shell, Mmax: 2.30499e+08(N-mm). Under operating conditions: KBcosβcosβ: 127.61(MPa); Kst: 127.61(MPa). Axial stress caused by gravity on the bottom section of the skirt shell, σ2 = (1/cosβ)(m0*g + Fv)/Asb: 3.72(MPa); Axial stress caused by bending moments on the bottom section of the skirt shell, σ3 = (1/cosβ)Mmax/Zsb: 6.25(MPa); Combined axial compressive stress on the bottom section of the skirt shell, σ2+σ3: 9.97(MPa). Check results for the bottom section of the skirt shell under operating conditions: The bottom section of the skirt shell meets the requirements under operating conditions. Under pressure test conditions: KBcosβcosβ: 106.35 (MPa); 0.9σs: 211.50 (MPa). Axial stress caused by gravity on the bottom section of the skirt housing: σ2 = (1/cosβ)mmax*g/Asb: 10.89 (MPa). Axial stress caused by bending moments on the bottom section of the skirt housing: σ3 = (1/cosβ)(0.3MW + Me)/Zsb: 1.88 (MPa). Combined axial compressive stress on the bottom section of the skirt housing: σ2 + σ3: 12.76 (MPa). The verification results for the bottom section of the skirt housing under pressure test conditions show that it meets the requirements. －－－－－－－－－－－－－－Maximum outlet pipe cross-section of the skirt shell－－－－－－－－－－－－－－－ Tower section type: Maximum outlet pipe cross-section of the skirt. Inner diameter of the largest outlet pipe section of the skirt shell, Dis: 2200(mm); Nominal thickness of the skirt shell, δs: 12(mm); Effective thickness of the skirt shell, δes: 9.7(mm); Height of the largest outlet pipe section of the skirt shell, h: 600(mm). Intermediate results: Seismic bending moment of the largest outlet pipe section of the skirt shell, ME: 1.61673e+08(N-mm); Wind bending moment of the largest outlet pipe section of the skirt shell, MW: 2.15015e+08(N-mm); Eccentric bending moment of the largest outlet pipe section of the skirt shell, Me: 0(N-mm); Vertical seismic force on the largest outlet pipe section of the skirt shell, Fv: 0(N); Maximum bending moment of the largest outlet pipe section of the skirt shell, Mmax: 2.15426e+08(N-mm). Under operating conditions: KBcosβcosβ: 127.61(MPa); Kst: 135.60(MPa). Axial stress caused by gravity on the largest outlet pipe section of the skirt shell, σ2 = (1/cosβ)(m0*g + Fv)/Asb: 3.86(MPa); Axial stress caused by bending moments on the largest outlet pipe section of the skirt shell, σ3 = (1/cosβ)Mmax/Zsb: 6.27(MPa); Combined axial compressive stress on the largest outlet pipe section of the skirt shell, σ2+σ3: 10.12(MPa). Check results for the largest outlet pipe section of the skirt shell under operating conditions: The section passes the verification under operating conditions. Under pressure test conditions: KBcosβcosβ: 106.35 (MPa); 0.9σs: 211.50 (MPa). The axial stress caused by gravity on the maximum outlet section of the skirt housing: σ2 = (1/cosβ)·mmax·g/Asb: 11.45 (MPa). The axial stress caused by bending on the maximum outlet section of the skirt housing: σ3 = (1/cosβ)·(0.3MW + Me)/Zsb: 1.88 (MPa). The combined axial compressive stress on the maximum outlet section of the skirt housing: σ2 + σ3: 13.32 (MPa). The verification results for the maximum outlet section of the skirt housing under pressure test conditions show that it meets the requirements. －－－－－－－－－－－－－－Welding section of skirt shell and tower shell－－－－－－－－－－－－－－－ －－－－－－－－－－－－－－Section 3－－－－－－－－－－－－－－ Type of tower section: Welding section of skirt and tower shell. Inner diameter of the skirt shell segment, Di: 2200(mm) Nominal thickness of the skirt shell, δs: 12(mm) Effective thickness of the skirt shell, δes: 9.7(mm) Height of the welding section, h: 1000(mm) Intermediate results: Seismic bending moment at the welding junction between the skirt shell and the tower shell, ME: 1.55686e+08(N-mm); Wind bending moment at this junction, MW: 2.04929e+08(N-mm); Eccentric bending moment at this junction, Me: 0(N-mm); Vertical seismic force on this junction, Fv: 0(N); Maximum bending moment at this junction, Mmax: 2.06918e+08(N-mm) Under operating conditions: Allowable stress of the skirt shell material at the design temperature, st: 113.00(MPa); Allowable stress of the tower shell material at the design temperature, t: 113.00(MPa); Allowable tensile stress for the skirt shell, 0.6Kwt: 81.36(MPa); Tensile stress caused by gravity on the welding junction, (m0*g + Fv)/AW: 3.52(MPa); Tensile stress caused by bending moments on this junction, Mmax/Zw: 5.61(MPa); Combined tensile stress on this junction: 2.09(MPa) Check results for the butt weld junction under operating conditions: The tensile stress in the butt weld junction meets the requirements under operating conditions. The butt weld cross-section does not require verification under pressure testing conditions. The thickness check of the base ring is satisfactory. Reinforced slab. Maximum compressive stress σbmax of the concrete foundation: 0.690892. Allowable stress of the foundation material: 147. Length of the foundation ring extending outward: b: 84. Maximum outer spacing between adjacent reinforcement slabs: l: 831.634. Ratio b/l: 0.101006. Bending moment on the X-axis of the rectangular slab: Mx: -2436.98. Bending moment on the X-axis of the rectangular slab: My: 2.88397. Calculated bending moment: Ms: 2436.98. δb = sqrt(6 * Ms / ): 9.9734. Actual δb: 16.0000. The anchor bolts pass the verification criteria. Maximum tensile stress σB on the foundation bolts: 0.246095. Area of the foundation ring Ab: 1.25086e+06. Number of foundation bolts: 8. Allowable stress for the material of the foundation bolts: 147. Required minor diameter of the bolts’ threads: d1 = 2.0*sqrt((σB*Ab)/(Pi*n*)) + C2: 21.2560. Actual minor diameter of the threads: 26.2110. The gusset plates meet the required specifications. Maximum tensile stress on the foundation bolts, σB: 0.246095. Area of the foundation ring, Ab: 1.25086e+06. Number of foundation bolts, n: 8. Tensile stress per bolt, F: 38478.7. Number of reinforcement plates per bolt, n1: 2. Thickness of the reinforcement plates, δG: 14. Width of the reinforcement plates, l2: 84. Compressive stress on the reinforcement plates, σG: 16.36. Allowable stress for the material of the reinforcement plates: 147. Elastic modulus of the material of the reinforcement plates, E: 200000. Slenderness ratio, λ: 30.8947. Critical slenderness ratio, λc: 149.6. Allowable compressive stress for the reinforcement plates, c: 94.5362. The cover plate meets the required specifications. Tensile stress of a single bolt, F: 38478.7 Maximum distance on the inner side of the gusset plate, l3: 80 Width of the gusset plate, l2: 120 Diameter of the foot bolt holes in the cover plate, d3: 45 Thickness of the cover plate, δc: 20 Width of the shimming plate, l4: 70 Thickness of the shimming plate, δz: 14 Diameter of the foot bolt holes in the shimming plate, d2: 33 Maximum stress in the cover plate, σz: 61.9758 Allowable stress for the cover plate: 147 Shear stress experienced by the foot bolts, σB: 0 ************** Calculation results for the lower head ************ **********Verification of the elliptical head under internal pressure********** Calculation conditions: Calculation pressure: 0.11 Design temperature: 100.00 Inner diameter of the cylinder: 2200.00 Corrosion allowance: 3.46 Negative deviation: 0.30 Weld joint coefficient: 0.85 Curvature height: 550.00 Material: Q235-B Input thickness: 10.00 Calculation results: Stress verification: Pass Allowable pressure: 0.54 Hydrostatic test value: 0.2827 Stress in the elliptical head: 58.71 0.9*ReL: 211.50 Pressure test passed. Note: Reference thickness: 8.00

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