糧倉特種結(jié)構(gòu)課程設(shè)計(jì)計(jì)算書

特種結(jié)構(gòu)課程設(shè)計(jì)計(jì)算書一、計(jì)算參數(shù)平面組合形式：2X3排列筒倉儲(chǔ)料品種：稻谷筒倉內(nèi)徑：12米筒倉裝糧高度：26米混凝土強(qiáng)度等級采用C30,鋼筋采用HRB335。糧食設(shè)計(jì)參數(shù)稻谷的重力密度為6kN/m3，內(nèi)摩擦角為35°。地震設(shè)防烈度6度；風(fēng)載按當(dāng)?shù)厍闆r查取。二、筒倉的結(jié)構(gòu)選型筒倉的倉壁、筒壁及角錐形漏斗宜采用等厚度截面，其厚度為直徑小于或等于15m的圓形筒倉倉壁厚度：t=d/100+100=12000/100+100=220mmn厚度可以取250mm圓形筒倉倉頂可采用鋼筋混凝土梁板結(jié)構(gòu)。倉頂板厚度為150mm四、筒倉倉壁配筋計(jì)算倉壁配筋計(jì)算倉壁厚度為250mm,混凝土保護(hù)層厚度為30mm。具體計(jì)算見附件一。倉壁裂縫寬度驗(yàn)算具體計(jì)算見附件二。五、錐形漏斗配筋計(jì)算錐形漏斗配筋計(jì)算錐形漏斗壁與水平方向的夾角為60°錐形漏斗出糧口直徑d=500mm1錐斗的高度h=(d-d)?tan50°/2=9.96mnn1具體計(jì)算見附件三錐形漏斗徑向裂縫寬度驗(yàn)算具體計(jì)算見附件四。錐形漏斗環(huán)向裂縫寬度驗(yàn)算具體計(jì)算見附件五。

附表一糧食立筒倉倉壁配筋計(jì)算表區(qū)段編號12345各段距倉頂深度S(m)510152026M0.50.50.50.50.5k二tan2(45°-申/2)0.2710.2710.2710.2710.271p=d/4 (m)n33333|Jks/p0.2260.4520.6780.9041.1751—e-pks/p0.2020.3640.4920.5950.691YP/M36.0036.0036.0036.0036.00P，=yP/M(1—e-Mks/p)(kN/m?)7.27213.10417.71221.4224.876水平壓力修正系數(shù)Ch1.52222P=CP' (KN/m)h h h10.90826.20835.42442.8449.752環(huán)向拉力設(shè)計(jì)值N=0.7Pd(kN/m)A hn91.627220.147297.562359.856416.4048f (N/mm2)y300300300300300理論配筋A(yù)s=1000N/f(mm2/m)A y305.42733.82991.871199.521388.03最小配筋率(％)0.300.300.300.300.30構(gòu)造配筋750750750750750實(shí)取環(huán)向水平配筋申10@200屮12@200屮12@200屮14@200屮14@200實(shí)際面積A (mm2)s單根78.5113.1113.1153.9153.9A (mm2)s7851131113115391539

徑向配筋計(jì)算必一kN/hp-pmN/kpp-s-pfkk9KG1mN/Kst52-K3Gz6521xmN/kfv他od氷K31x-VN\7(N/mef\7tooo1x-Ayfc-?V--s21x2a7-3a3a3a3a3ao57o57o57o57o57筋配取實(shí)oo2@5@8071xoo2@58071xoo2@5@8071xoo2@5@8071xoo2@58071x

附表二倉壁裂縫寬度驗(yàn)算1單位分段23 =0.2mm123453PhkN/m210.90826.20835.42442.8449.7524dm12121212125N=Pd/2AK hnkN/m65.448157.248212.544257.040298.5126a（受力特征系數(shù)）2.72.72.72.72.77A2mm278511311131153915398a=N/AN/mm283.373102.175102.743100.998117.2939Sk UK SAmm225000025000025000025000025000010teEkN/mm220020020020020011cmm303030303012dmm101212141413p=A/A0.00310.00450.00450.00620.006214te s tefN/mm22.012.012.012.012.0115tk屮=1.1—0.65f/(pa)<0<0<00.1050.2416tk te Sk3二a屮a(1.9c+0.08d/p)/E(當(dāng)屮max cr sk eq te s<0.2時(shí)取0.2計(jì)算3)mm0.0710.0740.0750.0650.09173 <3=0.2?：裂縫驗(yàn)算滿足要求 max lim

附表三錐形漏斗配筋計(jì)算表序號計(jì)算公式單位結(jié)果徑向配筋1分段123452y0m24689.963R0m1.4052.5593.7144.86964t=d/100+100 (取t=250)mm2502502502502505ao60606060606YkN/m3666667YmkN/m3252525252582nRSina0m7.64113.91720.19926.48132.6329W=1/3nR2yY1K 0 0kN24.794164.478519.7501191.0482251.75710W=nRytY/Sina2K 0 0 mkN63.677231.958504.978882.6911354.22111W3KkN0000012Pv=CvYp.(1-e-Mkhn/p)/pkkN48.12648.12648.12648.12648.12613PnR2vn 0kN298.306989.5782084.4583582.5225440.16314工W=9+10+11+13KkN386.7771386.0143019.1865656.2619046.14115T=1.3EW/(2nRSina K 0a)kN/m65.802129.464194.313277.679360.384

16fyN/m?30030030030030017Ag=1000T/fya amW/m219.34431.547647.71925.5971201.2818最小配筋率（％）0.30.30.30.30.319構(gòu)造需要配筋mm?60060060060060020實(shí)際配筋面積、間距mm?①10@200e10@200e10@200e12@200e14@200（雙排配筋）78578578511311539211-e-pkhn/p0.3620.3620.3620.3620.36222YP/M363636363623K=tan2(45°-屮/2)0.2710.2710.2710.2710.27124P=YP.(1-e-Mkhn/p)/vnMkkN48.12648.12648.12648.12648.12625Z二cosza+Ksin2a0.4530.4530.4530.4530.45326P=P(cosza+Ksin2a)kN21.80121.80121.80121.80121.80127T1.3PR/sina屮二 n 0kN/m45.98083.745121.543159.342196.35428Ag=1000T/fy屮 屮/m153.267279.15405.143531.14654.51329最小配筋率（％）0.30.30.30.30.330構(gòu)造需要配筋mm?66066066066066031實(shí)際配筋面積、間距mm?e10@200e10@200e10@200申10@200e10@200（雙排配筋）785785785785785環(huán)向配筋附表四錐形漏斗徑向裂縫寬度驗(yàn)算

單位分段3 =0.2limmm12345N=TK ipkN/m45.98083.745121.543153.342196.354a2.72.72.72.72.7受拉鋼筋截面面積As2mm'78578578511311539a二N/Ask K sN/mm258.573106.682154.832135.581127.585有效受拉混凝土截面面積Amm'200000250000250000250000300000彈性模量EskN/mm2200200200200200保護(hù)層厚度cmm3030303030徑向受拉鋼筋等效直徑dmm1010101214eqp=A/Ate s te0.00390.00310.00310.00560.0076ftkN/mm'2.012.012.012.012.01屮=l.l—0.65f/(ptkaJte sk-0.904-0.496-1.064-0.621-0.2473二a屮amax cr sk(1.9c+0.08d/peqt)/E(當(dāng)屮＜0.2時(shí)取0.2計(jì)算3)mm0.0770.0910.1090.0840.0703<3=0.2?：裂縫驗(yàn)算滿足要求 max lim

附表五錐形漏斗環(huán)向裂縫寬度驗(yàn)算單位分段3 =0.2mm12345N=TK illkN/m45.98083.745121.543153.342196.354a2.72.72.72.72.7受拉鋼筋截面面積As2mm'785785785785785a二N/Ask K sN/mm258.573106.682154.832195.340250.132有效受拉混凝土截面面積Amm'200000250000250000250000300000te彈性模量EskN/mm2200200200200200保護(hù)層厚度cmm3030303030徑向受拉鋼筋等效直徑dmm1010101010eqp=A/Ate s te0.00390.00310.00