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：.正截面受壓承載力計(jì)算.斜截面承載力計(jì)算.裂縫計(jì)算2受壓計(jì)算軸壓比A=bxh=800x1200=960000mm2N1.00x103A= = =0.000fcA14-3x960000偏壓計(jì)算(1)計(jì)算相對(duì)界限受壓區(qū)高度與《混凝土規(guī)范》式6.2.7-1:0.80fy360.0=0.5176+ Ew

scu200000x0.0033⑵計(jì)算軸向壓力作用點(diǎn)至鋼筋合力點(diǎn)距離e:h0=h-a5=1200-35=1165mmM775.00N1.00=774.9999m=774999.9mm0.80fy360.0=0.5176+ Ew

scu200000x0.0033⑵計(jì)算軸向壓力作用點(diǎn)至鋼筋合力點(diǎn)距離e:h0=h-a5=1200-35=1165mmM775.00N1.00=774.9999m=774999.9mm=max{20,h/30}=40.0mm%=e0+e0=774999.9+40-0=775039.9mme=e,+--a=775039.9+i2s1200 35=775604.9mm2(3)計(jì)算配筋e.=775039.9mm〉0.3h=0.3x1165=349.5mmi 0Nb=a、fJh0Jb=1.00x14.3x800x1165x0.5176=6898994N且N=1.00kNWNb=6898.99kN,按照大偏心受壓構(gòu)件計(jì)算，根據(jù)《混凝土規(guī)范》6.2.17:1.00x103b1.00x14.3x800c=0.1mm@x=0.1mm<2a=70mm,x=70.0mn)As=As—0.5h+0.5x1.00x103x(775039.9—0.5x1200.0+0.5x70.0)360.0x(1165-35)=1904mm22.3軸壓驗(yàn)算(1)計(jì)算穩(wěn)定系數(shù)很8500 =10.6b800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)@=0.971(2)計(jì)算配筋，根據(jù)《混凝土規(guī)范》公式6.2.15:AsN—fA0.9。c1.00x1030.9x0.971—14.3x960000取A=0mm2fy360.0=(-38130)mm2s.偏壓計(jì)算配筋：x方向A=1904mm2sx:丫方向人=0mm2sy軸壓計(jì)算配筋：x方向A=0mm2sx:丫方向人=0mm2

sy計(jì)算配筋結(jié)果：x方向A=1904mm2sx丫方向人=0mm2最終配筋面積:syx方向單邊：A=1904mm2WPminXA=0.0020X960000=1920mm2,取Asx:丫方向人=0mm2

sy計(jì)算配筋結(jié)果：x方向A=1904mm2sx丫方向人=0mm2最終配筋面積:syx方向單邊：A=1904mm2WPminXA=0.0020X960000=1920mm2,取Asx=1920mm2y方向單邊：A=0mm2WPminXA=0.0020X960000=1920mm2,取A=1920mm2全截面：A=2Xa+2XA=7680mm2>pXA=0.0055X960000=5280mm23受剪計(jì)算ssxsy minx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:

由于箍筋不加密,0.40%故Pvmin=0.4%X0.5=0.2%AsvxAsvminpmbhh0.0020x1200x800h-2(as-10)+h-2(as-10)―1200-2x(35-10)+800-2x(35-10)2，=1.011mm/mmy方向受剪計(jì)算h0=h-as=1200一35=1165mmVh0775000000 =13.3050000x1165入=13.3>3.0,取入=3.0(1)截面驗(yàn)算，根據(jù)《混凝土規(guī)范》式6.3.1:h/b=1.5W4,受剪截面系數(shù)取0.25wV=50.00kN<0.25萬cfchh0=0.25x1.00x14.3x800x1165=3331.90kN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:'syy1.75V-i77fthh0-0.07n1.7550000 x1.43x800x1165-0.07x1.00x1033.00+1270.0x1165箍筋最小配筋率：0.40%由于箍筋不加密，故P.=0.4%X0.5=0.2%計(jì)算箍筋構(gòu)造配筋A(yù).7S:=(一1.695)mm2/mmvmin= 飛仙/ 、= 0.0020x800x1200s— h-2( as-10)+h-2( as-10廠 800-2x(35-10)+1200-2x(35 -10)2,=1.011mm/mmhs-1.695800-0.212%<5Vmin=1.011=0.126%

hs800故箍筋配筋量：A./s=1.011mm2/mm4配置鋼筋(1)上部縱筋：4E25(1963mm2p=0.20%)>As=1920mm2,配筋滿足。(2)下部縱筋：4E25(1963mm2p=0.20%)>As=1920mm2,配筋滿足。(3)左右縱筋：5E25(2454mm2p=0.26%)分配As=2945mm2>As=1920mm2,配筋滿足。(4)豎向箍筋:d8@190四肢箍(1058mm2/mp=0.13%)>Asv/s=1011mm2/m,配筋滿足。(5)水平箍筋：d8@190四肢箍(1058mm2/mp=0.09%)>Asv/s=1011mm2/m,配筋滿足。5裂縫計(jì)算左右側(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。 °°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。裂縫計(jì)算結(jié)果Wmax=max{0.000,0.000}=0.000mm<“；0.4001^,滿足。幽幽19陰。.運(yùn)口1國(guó)5E25'2454,口.及粉支撐梁配筋計(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：.正截面受壓承載力計(jì)算.斜截面承載力計(jì)算.裂縫計(jì)算2受壓計(jì)算2.1軸壓比A=bxh=600x800=480000mm2N==fN==fcA2.2偏壓計(jì)算1132.00x103 =0.16514.3x480000(1)計(jì)算相對(duì)界限受壓區(qū)高度院《混凝土規(guī)范》式6.2.7-1:0.80fy360.0=0.5176+ Es

scu1+ 200000x0.0033⑵計(jì)算軸向壓力作用點(diǎn)至鋼筋合力點(diǎn)距離e:h0.80fy360.0=0.5176+ Es

scu1+ 200000x0.0033⑵計(jì)算軸向壓力作用點(diǎn)至鋼筋合力點(diǎn)距離e:h0=h-as=800一35=765mmM366.00N1132.00=0.3233m=323.3mm=max{20,h/30}=26.7mm，i=e0+ea=323.3+26.7=350.0mme=e,十一一a=350.0+i2s800 一35=715.0mm2(3)計(jì)算配筋e.=350.0mm〉0.3hn=0.3x765=229.5mmi 0Nb=aJcbh04b=1.00x14.3x600x765x0.5176=3397680N且N=1132.00kNWNb=3397.68kN,按照大偏心受壓構(gòu)件計(jì)算，根據(jù)《混凝土規(guī)范》6.2.17:1132.00x103aJcb1.00x14.3x600=131.9mm2a1fcbxh0As2a1fcbxh0As=As—0.5h+0.5x1132.00x103x(350.0一0.5x800.0+0.5x131.9)360.0x(765-35)2=69mm2.3軸壓驗(yàn)算(1)計(jì)算穩(wěn)定系數(shù)很10 11300 =18.8600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)@=0.785(2)計(jì)算配筋，根據(jù)《混凝土規(guī)范》公式6.2.15:AsN一fA0.9(2)計(jì)算配筋，根據(jù)《混凝土規(guī)范》公式6.2.15:AsN一fA0.9。c1132.00x1030.9x0.785—14.3x480000360.0=(一14616)mm2取A=0mm2s最終配筋面積:x方向單邊：A=69mm2Wy方向單邊：A=0mm2WPminXA=0.0020X480000=960mm2,取Asx=960mm2Pminsy全截面：A=2XA+2XA=3840mm2>psx最終配筋面積:x方向單邊：A=69mm2Wy方向單邊：A=0mm2WPminXA=0.0020X480000=960mm2,取Asx=960mm2Pminsy全截面：A=2XA+2XA=3840mm2>psxsyXA=0.0020X480000=960mm2,取A=960mm2syXA=0.0055X480000=2640mm2min3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:

由于箍筋不加密,0.40%故Pvmin=0.4%X0.5=0.2%Asvx Asvminpmbhh0.0020義800義600h-2(as-10)+h-2(as-10)=800-2x(35-10)+600-2x(35-10)=0.738mm2/mm3.2y方向受剪計(jì)算h0=h-as=800-35=765mmVh0366000000 =9.5750000x765入=9.6>3.0,取入=3.0(1)截面驗(yàn)算，根據(jù)《混凝土規(guī)范》式6.3.1:h/b=1.3W4,受剪截面系數(shù)取0.25wV=50.00kN<0.25/?cfchh0=0.25x1.00x14.3x600x765=1640.93kN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:Asvy1.75V--~1fthh0-0.07N1.75 350000 x1.43x600x765-0.07x1132.00x1033.00+1270.0x765箍筋最小配筋率：0.40%由于箍筋不加密，故P.=0.4%X0.5=0.2%計(jì)算箍筋構(gòu)造配筋A(yù)7S:=(一1.532)mm2/mmA.svminmmbhh0.0020x600x800h-2(as-10)+h-2(as-10)=600-2x(35-10)+800-2x(35-10)=0.738mm2/mm偏壓計(jì)算配筋：x方向A=69mm2sx:丫方向人=0mm2sy軸壓計(jì)算配筋：x方向A=0mm2sx:丫方向人=0mm2sy計(jì)算配筋結(jié)果：x方向A=69mm2sxsy丫方向人=0mm2

syAsvybs-L532=-0.255%<—600svminbs0.738 =0.123%600故箍筋配筋量：A/s=0.738mm2/mm4配置鋼筋svy(1)上部縱筋：5E20(1571mm2p=0.33%)(2)下部縱筋：5E20(1571mm2p=0.33%)As=960mm2Asvybs-L532=-0.255%<—600svminbs0.738 =0.123%600故箍筋配筋量：A/s=0.738mm2/mm4配置鋼筋svy(1)上部縱筋：5E20(1571mm2p=0.33%)(2)下部縱筋：5E20(1571mm2p=0.33%)As=960mm2As=960mm2(3)左右縱筋：3E20(942mm2p=0.20%)分配As=1257mm2(4)豎向箍筋：d8@200三肢箍(754mm2/mpsv=0.13%)>(5)水平箍筋：d8@200三肢箍(754mm2/mpsv=0.09%)>5裂縫計(jì)算5.1左右側(cè)裂縫計(jì)算sv配筋滿足。配筋滿足。>As=960mm2,配筋滿足。Asv/s=738mm2/m,配筋滿足。Asv/s=738mm2/m,配筋滿足。(1)根據(jù)《混凝土規(guī)范》第7.1.2注3),偏壓計(jì)算時(shí)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：h0=h-as=800-35=765mme0/h0=(0/150)/0.565=0.00<=0.55,不⑵受拉鋼筋應(yīng)力計(jì)算，根據(jù)《混凝土規(guī)范》式7.1.4-4:MkNk80.00=0.533m=533.3mm150.00(11300)ys004000一h0800-35=365mm2x5334000x 765800=1.0715e=^s00+%=1-0715x533+365=936mmz=0.87-0.12(1-o)