冠梁及支撐配筋計(jì)算書

冠梁配筋計(jì)算書執(zhí)行規(guī)范:《混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范》(GB50010-2010),本文簡(jiǎn)稱《混凝土規(guī)范》鋼筋：d-HPB300;D-HRB335;E-HRB400;F-RRB400;G-HRB500;P-HRBF335;Q-HRBF400;R-HRBF5001已知條件及計(jì)算要求：(1)已知條件：矩形柱b=800mm，h=1200mm計(jì)算長(zhǎng)度L=8.50m砼強(qiáng)度等級(jí)C30，fc=14.30N/mm2ft=1.43N/mm2縱筋級(jí)別HRB400，fy=360N/mm2，fy'=360N/mm2箍筋級(jí)別HPB300，fy=270N/mm2軸力設(shè)計(jì)值N=1.00kN彎矩設(shè)計(jì)值Mx=775.00kN.m，My=0.00kN.m剪力設(shè)計(jì)值Vy=50.00kN，Vx=0.00kN(2)計(jì)算要求：1.正截面受壓承載力計(jì)算2.斜截面承載力計(jì)算3.裂縫計(jì)算2受壓計(jì)算2.1軸壓比2.2偏壓計(jì)算(1)計(jì)算相對(duì)界限受壓區(qū)高度ξb《混凝土規(guī)范》式6.2.7-1:(2)計(jì)算軸向壓力作用點(diǎn)至鋼筋合力點(diǎn)距離e:(3)計(jì)算配筋且N=1.00kN≤Nb=6898.99kN,按照大偏心受壓構(gòu)件計(jì)算,根據(jù)《混凝土規(guī)范》6.2.17:因x=0.1mm<2as=70mm,取x=70.0mm2.3軸壓驗(yàn)算(1)計(jì)算穩(wěn)定系數(shù)φ根據(jù)《混凝土規(guī)范》表6.2.15:插值計(jì)算構(gòu)件的穩(wěn)定系數(shù)φ=0.971(2)計(jì)算配筋,根據(jù)《混凝土規(guī)范》公式6.2.15:取As=0mm2偏壓計(jì)算配筋:x方向Asx=1904mm2:y方向Asy=0mm2軸壓計(jì)算配筋:x方向Asx=0mm2:y方向Asy=0mm2計(jì)算配筋結(jié)果:x方向Asx=1904mm2y方向Asy=0mm2最終配筋面積:x方向單邊:Asx=1904mm2≤ρmin×A=0.0020×960000=1920mm2,取Asx=1920mm2y方向單邊:Asy=0mm2≤ρmin×A=0.0020×960000=1920mm2,取Asy=1920mm2全截面:As=2×Asx+2×Asy=7680mm2>ρmin×A=0.0055×960000=5280mm23受剪計(jì)算3.1x方向受剪計(jì)算剪力為零,采用構(gòu)造配筋:箍筋最小配筋率:0.40%由于箍筋不加密,故ρvmin=0.4%×0.5=0.2%3.2y方向受剪計(jì)算λy=13.3>3.0,取λy=3.0(1)截面驗(yàn)算,根據(jù)《混凝土規(guī)范》式6.3.1:hw/b=1.5≤4,受剪截面系數(shù)取0.25截面尺寸滿足要求。(2)配筋計(jì)算根據(jù)《混凝土規(guī)范》式6.3.12:箍筋最小配筋率:0.40%由于箍筋不加密,故ρvmin=0.4%×0.5=0.2%計(jì)算箍筋構(gòu)造配筋A(yù)svmin/s:故箍筋配筋量:Asvy/s=1.011mm2/mm4配置鋼筋(1)上部縱筋:4E25(1963mm2ρ=0.20%)>As=1920mm2，配筋滿足。(2)下部縱筋:4E25(1963mm2ρ=0.20%)>As=1920mm2，配筋滿足。(3)左右縱筋:5E25(2454mm2ρ=0.26%)分配As=2945mm2>As=1920mm2，配筋滿足。(4)豎向箍筋:d8@190四肢箍(1058mm2/mρsv=0.13%)>Asv/s=1011mm2/m，配筋滿足。(5)水平箍筋:d8@190四肢箍(1058mm2/mρsv=0.09%)>Asv/s=1011mm2/m，配筋滿足。5裂縫計(jì)算5.1左右側(cè)裂縫計(jì)算(1)根據(jù)《混凝土規(guī)范》第7.1.2注3),偏壓計(jì)算時(shí)e0/h0=(0/150)/0.765=0.00<=0.55,不需要驗(yàn)算裂縫。5.2上下側(cè)裂縫計(jì)算(1)根據(jù)《混凝土規(guī)范》第7.1.2注3),偏壓計(jì)算時(shí)e0/h0=(80/150)/1.165=0.46<=0.55,不需要驗(yàn)算裂縫。5.3裂縫計(jì)算結(jié)果Wmax=max{0.000,0.000}=0.000mm<Wlim=0.400mm,滿足。支撐梁配筋計(jì)算書執(zhí)行規(guī)范:《混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范》(GB50010-2010),本文簡(jiǎn)稱《混凝土規(guī)范》鋼筋：d-HPB300;D-HRB335;E-HRB400;F-RRB400;G-HRB500;P-HRBF335;Q-HRBF400;R-HRBF5001已知條件及計(jì)算要求：(1)已知條件：矩形柱b=600mm，h=800mm計(jì)算長(zhǎng)度L=11.30m砼強(qiáng)度等級(jí)C30，fc=14.30N/mm2ft=1.43N/mm2縱筋級(jí)別HRB400，fy=360N/mm2，fy'=360N/mm2箍筋級(jí)別HPB300，fy=270N/mm2軸力設(shè)計(jì)值N=1132.00kN彎矩設(shè)計(jì)值Mx=366.00kN.m，My=0.00kN.m剪力設(shè)計(jì)值Vy=50.00kN，Vx=0.00kN(2)計(jì)算要求：1.正截面受壓承載力計(jì)算2.斜截面承載力計(jì)算3.裂縫計(jì)算2受壓計(jì)算2.1軸壓比2.2偏壓計(jì)算(1)計(jì)算相對(duì)界限受壓區(qū)高度ξb《混凝土規(guī)范》式6.2.7-1:(2)計(jì)算軸向壓力作用點(diǎn)至鋼筋合力點(diǎn)距離e:(3)計(jì)算配筋且N=1132.00kN≤Nb=3397.68kN,按照大偏心受壓構(gòu)件計(jì)算,根據(jù)《混凝土規(guī)范》6.2.17:2.3軸壓驗(yàn)算(1)計(jì)算穩(wěn)定系數(shù)φ根據(jù)《混凝土規(guī)范》表6.2.15:插值計(jì)算構(gòu)件的穩(wěn)定系數(shù)φ=0.785(2)計(jì)算配筋,根據(jù)《混凝土規(guī)范》公式6.2.15:取As=0mm2偏壓計(jì)算配筋:x方向Asx=69mm2:y方向Asy=0mm2軸壓計(jì)算配筋:x方向Asx=0mm2:y方向Asy=0mm2計(jì)算配筋結(jié)果:x方向Asx=69mm2y方向Asy=0mm2最終配筋面積:x方向單邊:Asx=69mm2≤ρmin×A=0.0020×480000=960mm2,取Asx=960mm2y方向單邊:Asy=0mm2≤ρmin×A=0.0020×480000=960mm2,取Asy=960mm2全截面:As=2×Asx+2×Asy=3840mm2>ρmin×A=0.0055×480000=2640mm23受剪計(jì)算3.1x方向受剪計(jì)算剪力為零,采用構(gòu)造配筋:箍筋最小配筋率:0.40%由于箍筋不加密,故ρvmin=0.4%×0.5=0.2%3.2y方向受剪計(jì)算λy=9.6>3.0,取λy=3.0(1)截面驗(yàn)算,根據(jù)《混凝土規(guī)范》式6.3.1:hw/b=1.3≤4,受剪截面系數(shù)取0.25截面尺寸滿足要求。(2)配筋計(jì)算根據(jù)《混凝土規(guī)范》式6.3.12:箍筋最小配筋率:0.40%由于箍筋不加密,故ρvmin=0.4%×0.5=0.2%計(jì)算箍筋構(gòu)造配筋A(yù)svmin/s:故箍筋配筋量:Asvy/s=0.738mm2/mm4配置鋼筋(1)上部縱筋:5E20(1571mm2ρ=0.33%)>As=960mm2，配筋滿足。(2)下部縱筋:5E20(1571mm2ρ=0.33%)>As=960mm2，配筋滿足。(3)左右縱筋:3E20(942mm2ρ=0.20%)分配As=1257mm2>As=960mm2，配筋滿足。(4)豎向箍筋:d8@200三肢箍(754mm2/mρsv=0.13%)>Asv/s=738mm2/m，配筋滿足。(5)水平箍筋:d8@200三肢箍(754mm2/mρsv=0.09%)>Asv/s=738mm2/m，配筋滿足。5裂縫計(jì)算5.1左右側(cè)裂縫計(jì)算(1)根據(jù)《混凝土規(guī)范》第7.1.2注3),偏壓計(jì)算時(shí)e0/h0=(0/150)/0.565=0.00<=0.55,不需要驗(yàn)算裂縫。5.2上下側(cè)裂縫計(jì)算(1)截面有效高度:(2)受拉鋼筋應(yīng)力計(jì)算,根據(jù)《混凝土規(guī)范》式7.1.4-4:(3)按有效受拉混凝土截面面積計(jì)算的縱向受拉鋼筋配筋率,根據(jù)《混凝土規(guī)范》式7.1.2-4:ρte=0.0065<0.01,取ρte=0.01(4)裂縫間縱向受拉鋼筋應(yīng)變不均勻系數(shù),根據(jù)《混凝土規(guī)范》式