B2?2Rsin(?12??2)?15700?sin22.5?5498mm
(2) 极中板尺寸的计算
B2??R?1180?3.14?7850?24?3287mm
180B2?2Rsin(L2??12)?15700?sin12?3264mm
?R(?1?2?2)180?3.14?7850?41?5614.49mm
180对角线弦长与弧长的最大间距：A
L1?A?1?sin2(?12)sin2(?12??2)?1?sin212?sin220.5?0.997mm ?R90arcsinL13.14?78505394?arcsin?5503mm2R9015700
L1?2Rcos(?12)sin(H?12??2)?15700?cos12?sin20.5?5394mm 1.0602Rsin(B1??12)cos(A?12??2)?15700?sin12?cos20.5?3067mm0.997B1??R902arcsin
B13.14?78503067??arcsin?3085mm2R9015700D?L1?B1?53942?30852?6214mmD?2?R90arcsinD3.14?78506214??arcsin?6386mm2R9015700(3)极侧板尺寸的计算 2Rcos?1sin(?1??)215700?cos12?sin20.522L1?
L1?A?0.997?5394mm?R90arcsinL13.14?78505394??arcsin?5503mm 2R90157007
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2Rsin(L2?L2??12H??2)?15700?sin20.5?5187mm
1.060?R90arcsinL23.14?78505187??arcsin?5284mm 2R9015700?15700?sin12?1163.5mm
B2?2RsinB2??22??R?21803.14?7850?8.5?1164mm
1802RsinK??12cos(A?12??2)?15700?sin12?cos20.5?3067mm
0.997?1?arcsin(B1?L2K51873067)?arcsin()?arcsin()?arcsin()?8.027? 2R2R15700157003.14?7850?8.027??1099.21mm
180?R?1180?B1?2Rsin?12?15700?sin4.0135?1099mm
D?B1?L1L2?1099?5394?5187?5290mm
D??R90arcsinD3.14?78505290??arcsin?5393mm 2R9015700 上式中A、H同前。 （3）极边板尺寸的计算
L1?L1?2Rcos?02?2?7850?cos22.5?10257mm?R2cos?02?3.14?7850?cos22.5?11386mm 22Rsin(L3?L3??22H??2)?15700?sin20.5?3269mm
1.060?R90arcsinL33.14?78503269??arcsin?3291mm 2R9015700?15700?sin8.5?2321mm
B2?2Rsin?32[在此处键入]
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B2??R?3180?3.14?7850?17?2328mm
180B1?2Rsin2?22?15700?sin?R?23.14?7850?39.6439.643?5323mmB1???5428mm 2180180D?B1?L1L3?53232?10257?3269?7937mm
D??R90arcsinD3.14?78507937??arcsin?8317mm 2R9015700L2?2Rsin?32?2?7850?sin?R?43.14?7850?63.0395.36?8208mmL2???8632mm 2180180式中?2??3?90?180??0D180?457336?arcsin0??arcsin?39.643 22R2157002?arcsinM7336?90?22.5?arcsin?95.36 2R15700?0?4?2arcsin??2??295.36sin3??2?arcsin(sin)?63.03 2?22?222Rsin(M?H?12??2)?22?7850?sin20.5?7336mm
1.060
二、支柱拉杆计算
1、 计算数据
支柱外直径：Φ600mm支柱内直径：Φ584mm
支柱计算长度L9000mm 支柱金属横截面积A14798mm2 支柱截面惯性矩J6.52X108mm4 支柱断面模数W 2.17X106mm3 基本雪压值 q 250N/m2 （西安）支柱材料：Q325-A 支柱材料屈服极限［σ］s 235Mpa支柱数目n 12 2、 支柱载荷计算
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（1）静载荷
操作条件下：
2球壳质量m1??Dcp?n?1?10?9?112637kg
储存介质质量 m2??6Dt3?2k?10?9?1923982kg
积雪质量m4m4??D02qCs?10?6?1978kg
4g附件质量m7=1500kg
m0?m1?m2?m4?m5?m6?m7?2053597kg
球罐每根支柱承受的静载荷：
G0?m0g(112637?1923982?1978?15000)?9.8??1666079N n12液压实验条件下： 水的质量m3m2??6Dt3?3k?10?9?1923982kg
mT?m1?m3?m6?m7?2051619kg
球罐每根支柱承受的静载荷：
GT?mTg(112637?1923982?15000)?9.8??1675489N n12(2)动载荷 ①地震水平载荷
6000??2?6000?拉杆影响系数：??1???3??????0.26 90009000????2球罐中心处单位力引起的水平位移：
???L3?103 12nEJ[在此处键入]
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90003?0.26??103?1.05??8mm/N ?812?12?192000?6.52?10基本自振周期
T?2?m0??2???2053597?1.05?10?8?0.92s
设：本球罐建造地的基础土质属于II类、近震区，设计地震烈度为8度，按照相关标准，地震影响的最大值αmax=0.23.因此
?Tg??0.3??????max????0.23?0.084 ?T??0.92?0.90.9地震水平力Qz?Cz?m0g?0.45?0.084?2053597?9.81?760734N ②风载荷
球罐建造地基本风压值：q0=350N\\m2 ，风压高度变化系数f1=1.0 动载系数ε=1.58，故风震系数k2=1+mε=1+0.35x1.62=1.567 水平风力：Qf???D0?2t?k1k2q0f1f2?10?6
12????15700?2?20??0.4?1.567?350?1?1.1?10?6?46932N 4142因Qz>Qf 取水平载荷F=Qz=760734N ③推倒弯矩形成的支柱垂直力
推倒弯矩：M?FL2?760734?3000?2.3?109N?mm 由M对各支柱产生的垂直力：
Fi?Mcos?in???6
2?R2.3?109?cos002.3?109?cos300FA??48708NFB??42183N
6?78706?78702.3?109?cos6002.3?109?cos900FC??24354NFD??0N
6?78706?7870[在此处键入]
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