七内力组合八截面设计

安徽工业大学 毕业设计(论文)计算书第6章 内力组合6.1梁、柱内力组合表6-1 恒荷载作用下梁端剪力及柱轴力(kN)层次荷载引起剪力弯矩引起剪力总剪力柱轴力ABBCABBCABBCA柱B柱VqA= VqBVqB= VqCVMA= -VMBVMB= -VMCVAVBVB =VCN顶N底N顶N底589.528.28-3.07（-2.46）086.45（87.06）92.59（91.98）8.28134.36159.09149.39175.094129.178.03-0.88（-0.70）0128.29（128.47）130.05（129.87）8.03409.35434.07424.60450.303129.088.03-1.06（-0.85）0128.02（128.23）130.14（129.93）8.03684.15708.88699.81725.512129.098.03-0.99（-0.79）0128.10（128.30）130.08（128.30）8.03959.04983.76974.951000.651129.088.03-2.14（-1.71）0126.94（127.37）131.22（130.79）8.031239.101270.171257.831290.13第 105 页 共 133 页 表6-2 活荷载作用下梁端剪力及柱轴力(kN)层次荷载引起剪力弯矩引起剪力总剪力柱轴力ABBCABBCABBCA柱B柱VqA= VqBVqB= VqCVMA= -VMBVMB= -VMCVAVBVB =VCN顶N底N顶N底517.603.83-0.81（-0.65）016.79（16.95）18.41（18.25）3.8322.0922.0928.0228.02417.603.83-0.05（-0.04）017.55（17.56）17.65（17.64）3.8344.9344.9356.3756.37317.603.83-0.15（-0.12）017.45（17.48）17.75（17.72）3.8357.1857.1884.8184.81217.603.83-0.15（-0.12）017.45（17.48）17.75（17.72）3.8379.9379.93113.25113.25117.603.83-0.43（-0.34）017.17（17.26）18.03（17.94）3.83102.40102.40141.97141.976.2 内力设计值汇总表6-3 梁内力组合表层号位置内力荷载类别竖向荷载组合竖向荷载与水平地震力组合恒载活载地震荷载1.2+1.41.2（+0.5）1.35A右M-70.75-16.65-57.55-108.21-169.28-20.08V87.0616.9511.26128.20129.28100.00B左M-87.69-21.1020.15-134.77-91.69-144.08V92.5918.41-11.26136.88107.52136.79B右M-49.54-15.53-57.95-81.19-144.106.57V8.283.8348.2915.3075.01-50.54跨中MAB123.9427.57-18.70187.33140.96189.58MBC-47.55-11.810-73.59-64.15-64.154A右M-115.93-21.73-108.57169.54-293.3011.01V128.4717.5622.64178.75194.13135.27B左M-150.98-22.0247.64-212.00-132.46-256.32V130.0517.65-22.64180.77137.22196.08B右M-48.26-8.37-137.02-69.63-241.06115.19V8.033.83114.1815.00160.37-136.50跨中MAB130.8723.44-30.47189.86210.72131.50MBC-46.33-7.750-66.45-60.25-60.253A右M-144.07-21.06-157.10-202.37-389.7518.71V128.2317.4833.22178.35207.55121.18B左M-151.39-21.8672.14-212.27-101.00-288.57V130.1417.75-33.22181.02123.63210.00B右M-47.78-8.59-207.42-69.36-332.14207.16V8.033.83172.8515.00236.64-212.77跨中MAB131.1024.00-42.48190.92116.50226.94MBC-45.85-7.980-66.19-59.81-59.812A右M-144.80-21.14-190.00-203.36-433.4460.56V128.3017.4840.40178.43216.97111.93B左M-151.60-21.9488.77-212.64-79.68-310.49V130.0817.75-40.40180.95114.23219.27B右M-59.42-8.47-255.31-83.16-408.29255.52V8.033.83212.7615.00288.52-264.65跨中MAB130.5823.90-50.62190.16105.23236.84MBC-45.61-7.860-65.74-59.45-59.451A右M-105.30-19.41-237.62-153.53-446.91170.90V127.3717.2648.53177.01226.29100.11B左M-117.13-21.7897.22171.0527.24-280.01V131.2218.03-48.53182.71105.19231.37B右M-55.38-9.02-279.60-79.08-435.35291.61V8.033.83233.0015.00314.83-290.97跨中MAB140.6825.20-49.82204.10119.17248.70MBC-53.46-8.410-75.93-69.2069.20注： 1、剪力以绕对梁隔离体向上为正； 2、弯矩以梁下缘受拉为正；3、表中所示地震荷为右震时的内力值。表6-4 A柱内力组合表层号位置内力荷载类别竖向荷载组合竖向荷载与水平地震力组合恒载活载地震荷载1.2+1.41.2（+0.5）1.35柱顶M96.8221.7357.55146.61204.0454.41N134.13622.0911.26192.16189.12159.85柱底M-84.61-15.56-24.66-123.32-142.93-78.81N159.0922.0911.26221.83218.80189.524柱顶M84.6112.5383.91119.07218.13-0.03N409.3544.9333.90554.12562.25474.11柱底M-82.71-13.62-55.94-118.32-180.15-34.70N434.0744.9333.90583.79591.91503.773柱顶M82.7113.62101.16118.32238.93-24.08N684.1557.1867.12901.03942.54768.03柱底M-81.79-13.47-82.77-117.01-213.831.37N708.8857.1867.12930.71972.22797.712柱顶M81.7913.47107.23117.01245.63-33.17N959.0479.93107.521262.751338.581059.03柱底M-99.76-16.42-107.23-142.70-268.969.84N983.7679.93107.521292.411368.251088.691柱顶M53.238.77130.3976.15238.65-100.37N1239.10102.40156.051630.281751.231345.50柱底M-26.62-4.39-242.16-38.09-349.39280.23N1270.17102.40156.051667.561788.511382.78注：轴力以压力为正表6-5 B柱内力组合表层号位置内力荷载类别竖向荷载组合竖向荷载与水平地震力组合恒载活载地震荷载1.2+1.41.2（+0.5）1.35柱顶M-54.78-12.0378.10-82.5828.58-174.48N149.3928.0237.03218.50244.22147.94柱底M51.899.62-63.9075.74-15.03151.11N175.0928.0237.03249.34275.06178.784柱顶M-53.67-8.78120.76-76.7087.32-226.66N424.6056.37128.57588.44710.48376.20柱底M53.298.96-120.7676.49-99.74226.31N450.3056.37128.57619.28741.32407.043柱顶M-53.29-8.96158.85-76.49137.18-275.83N699.8184.81268.20958.511239.32542.00柱底M53.118.86-158.8576.14-206.51275.55N725.5184.81268.20989.351270.16572.842柱顶M-53.98-9.32185.23-77.82170.43-311.17N974.95113.25440.561328.491810.62665.16柱底M59.539.33-185.2384.50-163.77317.83N1000.65113.25440.561359.331841.46696.001柱顶M-32.58-4.93191.5946.00207.01-291.12N1257.83141.97625.031708.152406.12782.04柱底M16.292.47-234.1723.01-283.39325.45N1290.13141.97625.031756.912445.88820.80第7章 截面设计配筋计算对框架进行抗震设计，混凝土构件的承载力调整系数rRE如下表所示：表7-1 混凝土构件的承载力调整系数构件受力状态rRE梁受弯0.75轴压比小于0.15的柱偏压0.75轴压比不小于0.15的柱偏压0.80各类构件受剪、偏拉0.857.1 梁截面设计7.1.1 横向框架设计：梁内力示意图如下，图中M的单位为kN.m，V的单位为kN：图7-1 梁内力示意图梁混凝土等级采用C25（fc=11.9N/mm2，ft=1.27N/mm2），纵筋采用HRB335（fy=300N/mm2），箍筋采用钢筋HRB235（fy= 210N/mm2），梁的截面尺寸为300600， h01=600-35=565mm，。7.1.2 梁的正截面承载力计算：当梁下端受拉时，按T形截面计算，为了偏安全配筋，按矩形截面计算，具体过程见下表截面M(kNm)-446.91170.90248.70-280.01171.05-435.35291.61-75.93bh03005653005653005653005653005653005653005653005650.30226.29=67.8967.890.25291.61=72.9072.900.25314.83=78.7178.71M0=M-b/2V-379.02103.01248.70207.1198.15-356.64212.90-75.93rRE M0-284.2777.26186.53155.3373.61-267.48159.68-56.950.2490.0680.1640.1360.0650.2350.1400.0500.2910.0700.1800.1470.0670.2720.1510.0500.8540.9650.9100.9270.9660.8640.9240.9741964472120998945018261020345选配钢筋522422422422522522422422实配面积190015201520152019001900152015201.121%0.897%0.897%0.897%1.121%1.121%0.897%0.897%表7-2 第一层框架梁正截面承载力设计表7-3 第二层框架梁正截面承载力设计截面M(kNm)-433.4460.56236.84-310.49-79.68-408.29255.52-65.74bh03005653005653005653005653005653005653005653005650.30216.97=65.0965.090.25219.27=54.8254.820.25288.52=72.1372.13M0=M-b/2V-368.35-4.53236.84-255.67-24.86-336.16183.39-65.74rRE M0-276.26-3.40177.63-191.75-18.65-252.12137.54-49.310.2420.0030.1560.1680.0160.2210.1210.0430.2820.0030.1710.1850.0160.2530.1290.0440.8590.9980.9150.9070.9920.8730.9350.978187621114512471111704868298选配钢筋522422422422522522422422实配面积190015201520152019001900152015201.121%0.897%0.897%0.897%1.121%1.121%0.897%0.897%表7-4 第三层框架梁正截面承载力设计截面M(kNm)-389.7518.71226.94-288.57-101.00-332.14207.16-66.19bh03005653005653005653005653005653005653005653005650.30207.55=62.2762.270.25210.00=52.5052.500.25236.64=59.1659.16M0=M-b/2V-327.48-43.56226.94-226.94-48.50-272.98148.00-66.19rRE M0-245.61-32.67170.21-177.05-36.38204.74111.00-49.640.2160.0290.1490.1550.0320.1800.0970.0440.2460.0290.1630.1700.0320.2000.1030.0450.8560.9850.9190.9150.9840.9000.9490.9771693196109311422181342690300选配钢筋522422422422522522422422实配面积190015201520152019001900152015201.121%0.897%0.897%0.897%1.121%1.121%0.897%0.897%表7-5 第四层框架梁正截面承载力设计截面M(kNm)-293.30169.54210.72-256.32-132.46-241.06115.19-66.45bh03005653005653005653005653005653005653005653005650.30194.13=58.2458.240.25196.081=49.0249.020.25160.37=40.0940.09M0=M-b/2V-241.06111.30210.72207.30-83.44-200.9775.10-66.45rRE M0-180.8083.48158.04155.48-62.58-150.7356.33-49.840.1590.0730.1390.1360.0550.1320.0490.0440.1740.0760.1500.1470.0570.1420.0510.0450.9130.9620.9250.9270.9720.9290.9750.97711685121008990380957341301选配钢筋422422422422322322222222实配面积1520152015201520114011407607600.897%0.897%0.897%0.897%0.673%0.673%0.448%0.448%表7-6 第五层框架梁正截面承载力设计截面M(kNm)-169.71-20.08189.58-144.08134.77-144.106.57-73.59bh03005653005653005653005653005653005653005653005650.30129.28=38.7838.780.25136.88=34.2234.220.2575.01=18.7518.75M0=M-b/2V130.9318.70189.58-109.86100.55-125.35-12.18-73.59rRE M098.2014.03142.19-82.4075.41-94.01-9.14-55.190.0860.0120.1250.0720.0660.0820.0080.0480.0900.0120.1340.0750.0690.0860.0080.0500.9550.9940.9330.9630.9660.9570.9960.9756078489950546158054334选配钢筋222222422222422222222222实配面积760760152076015207607607600.448%0.448%0.897%0.448%0.897%0.448%0.448%0.448%7.1.3 梁的斜截面强度设计：为防止梁在弯曲前发生剪切破坏，则在截面设计时遵循强剪弱弯的原则，对剪力设计值进行如下调整：其中：剪力增大系数，一级设防取1.3，二级设防取1.2，三级设防取1.1；Ln梁净跨，VGb梁在重力作用下，按简支梁分析梁端截面设计值对框架进行抗震设计，混凝土梁的承载力调整系数rRE取0.85调整后剪力值与组合表中的静力组合的剪力值比较，较大值为最不利剪力值第一层梁的斜截面设计：AB跨： 顺时针方向Mbl=170.90kN.m Mbr=-280.01kN.m 逆时针方Mbl=-446.91kN.m Mbr=-171.05kN.mBC跨：顺时针方向：Mbl=435.35kN.m 逆时针方向：Mbl=291.61kN.m计算中Mbl+ Mbr取顺时针逆时针方向最大值AB跨剪力调整 Mbl+ Mbr=170.90+280.01=450.91kN.m446.91+171.05=617.96 kN.mVGb=1.2q恒+0.5q活ln/2+(51.30+10.61)/2=1.2(29.98+5.100.5)(6.9-0.55)/2+30.96=161.09kNBC跨剪力调整 Mbl+ Mbr=435.35+291.61=726.96kN.mVGb=1.2(29.98+5.100.5)(2.4-0.5)/2=13.26 kN VA右 = VB左=1.1617.96/6.35+161.09=268.14 kN VB右=1.1726.96/1.9+13.26=434.13 kN第二层梁的斜截面设计：AB跨：顺时针方向：Mbl=60.56kN.m Mbr=-310.49kN.m 逆时针方向Mbl=-79.68kN.m Mbr=-433.44kN.mBC跨： 顺时针方向：Mbl=408.29kN.m 逆时针方向：Mbl=255.52kN.m计算中Mbl+ Mbr取顺时针逆时针方向最大值AB跨剪力调整 Mbl+ Mbr=60.56+310.49=371.05kN.m79.68+433.44=513.12 kN.mVGb=1.2q恒+0.5q活ln/2+(51.30+10.61)/2=1.2(29.98+5.100.5)(6.9-0.55)/2+30.96=161.09kNBC跨剪力调整 Mbl+ Mbr=408.29+255.52=663.81kN.mVGb=1.2(29.98+5.100.5)(2.4-0.5)/2=13.26 kN VA右 = VB左=1.1513.12/6.35+161.09=249.98 kN VB右=1.1663.81/1.9+13.26=397.57 kN第三层梁的斜截面设计：AB跨： 顺时针方向：Mbl=18.71kN.m Mbr=-288.57kN.m 逆时针方Mbl=-389.75kN.m Mbr=-101.00kN.mBC跨：顺时针方向：Mbl=332.14kN.m 逆时针方向：Mbl=207.16kN.m计算中Mbl+ Mbr取顺时针逆时针方向最大值AB跨剪力调整 Mbl+ Mbr=18.71+288.57=307.28kN.m293.30+132.46=425.76 kN.mVGb=1.2q恒+0.5q活ln/2+(51.30+10.61)/2=1.2(29.98+5.100.5)(6.9-0.55)/2+30.96=161.09kNBC跨剪力调整 Mbl+ Mbr=241.06+115.19=356.25kN.mVGb=1.2(29.98+5.100.5)(2.4-0.5)/2=13.26 kN VA右 = VB左=1.1425.86/6.35+161.09=235.00 kN VB右=1.1356.25/1.9+13.26=220.00 kN第五层梁的斜截面设计：AB跨： 顺时针方Mbl=-20.08kN.m Mbr=-144.08kN.m 逆时针方向：Mbl=-169.71kN.m Mbr=134.77kN.mBC跨：顺时针方向：Mbl=144.10kN.m 逆时针方向：Mbl=6.57kN.m计算中Mbl+ Mbr取顺时针逆时针方向最大值AB跨剪力调整 Mbl+ Mbr=20.08+144.08=164.16kN.m403.41403.41箍筋肢数n和直径n=2, =10n=2, =10n=2, =1078.578.578.5箍筋间距（mm）100100100383.5383.5383.50.523%0.523%0.523%0.157%0.157%0.157%表7-8 第二层框架梁的斜截面强度设计截面支座A右支座B左支座B右设计剪力V(kN)216.97219.27288.52173.58175.42230.82调整后剪力V(kN)249.98249.98397.57199.98199.98318.06bh0(mm2)300565300565300565403.41403.41403.41箍筋肢数n和直径n=2, =10n=2, =10n=2, =1078.578.578.5箍筋间距（mm）100100100383.5383.5383.50.523%0.523%0.523%0.157%0.157%0.157% 表7-9 第三层框架梁的斜截面强度设计截面支座A右支座B左支座B右设计剪力V(kN)207.55210.00236.64176.42178.50201.14调整后剪力V(kN)246.00246.00325.00209.10209.10276.25bh0(mm2)300565300565300565403.41403.41403.41箍筋肢数n和直径n=2, =10n=2, =10n=2, =1078.578.578.5箍筋间距（mm）100100100383.5383.5383.50.523%0.523%0.523%0.157%0.157%0.157%表7-10 第四层框架梁的斜截面强度设计截面支座A右支座B左支座B右设计剪力V(kN)194.13196.08160.37165.01166.67136.31调整后剪力V(kN)235.00235.00220.00199.75199.75187.00bh0(mm2)300565300565300565403.41403.41403.41箍筋肢数n和直径n=2, =10n=2, =10n=2, =1078.578.578.5箍筋间距（mm）100100100383.5383.5383.50.523%0.523%0.523%0.157%0.157%0.157%表7-11 第五层框架梁的斜截面强度设计截面支座A右支座B左支座B右设计剪力V(kN)129.28136.8875.01109.90116.3563.76调整后剪力V(kN)170.50170.50100.85144.93144.9385.72bh0(mm2)300565300565300565403.41403.41403.41箍筋肢数n和直径n=2, =10n=2, =10n=2, =1078.578.578.5箍筋间距（mm）100100100383.5383.5383.50.523%0.523%0.523%0.157%0.157%0.157%7.2 柱截面设计7.2.1 轴压比计算：本设计抗震等级为三级，框架柱的轴压比，由内力组合表和公式计算得各柱的轴压比如表7-12所示：经计算柱各截面轴压比均满足要求。柱的混凝土强度等级为C30（fc=14.3N/mm2，ft=1.43N/mm2），纵筋采用HRB400（fy=360N/mm2），箍筋采用钢筋HRB235（fy= 210N/mm2），A柱的截面尺寸为400600，B柱的截面尺寸为500500。7.2.2 正截面承载力的计算：A柱设计：在框架设计中应体现强柱弱梁的设计要求，梁柱端弯矩应符合下述公式要求三级抗震等级要求：表7-12 柱轴压比柱层号截 面轴力(kN)bh0(mm2)A5柱 顶192.164006000.056柱 底221.834006000.0654柱 顶562.254006000.164柱 底591.914006000.1723柱 顶942.534006000.275柱 底972.224006000.2832柱 顶1338.584006000.390柱 底1368.254006000.3991柱 顶1751.234006000.510柱 底1788.514006000.521B5柱 顶244.225005000.068柱 底275.065005000.0774柱 顶710.485005000.199柱 底741.325005000.2053柱 顶1239.325005000.347柱 底1270.165005000.3552柱 顶1810.625005000.506柱 底1841.365005000.5151柱 顶2406.125005000.673柱 底2445.885005000.684第一层梁与A柱节点的柱端弯矩值由梁内力组合表得：左震：170.90kN.m右震：446.91kN.m取=446.91kN.m第一层梁与A柱节点的柱端弯矩值由A柱内力组合表得：左震：100.37+9.84=110.21kN.m右震：238.65+268.96=507.61kN.m取=507.61kN.m梁端取右震，柱端也取右震取=507.61kN.m=1.1446.91=491.60 kN.m取=507.61kN.m将与的差值按柱的弹性分析弯矩值之比分配给节点上下柱端，即A1的-，-截面。对A0的-截面弯矩值应考虑增大系数1.15图7-2 A柱内力示意图表7-13 A柱端弯矩调整过程表节点A2A3A4A5地震方向左震右震左震右震左震右震左震右震60.56433.4418.71389.7511.01293.3020.08169.71较大值433.44389.75293.30169.7133.17+1.37=34.54245.63+213.83=459.4624.08+34.70=58.78238.93+180.15=419.080.03+78.81=78.84218.13+142.93=361.0654.41204.04较大值459.46419.08361.06204.041.1476.78428.73322.63186.68与1.11.11.11.1476.78428.73361.06204.04截面-Mc245.63213.83238.93180.15218.13142.93204.048.927.775.384.05000Mc254.55221.60244.31184.20218.13142.93204.04根据A柱内力组合表，选择最不利内力，并考虑上述各种承载力抗震调整系数组合，各截面调整后内力如下表：表7-14 A柱各截面调整后内力内力截面A0A1A2A3A4A5-地震组合调整后M401.80238.65268.96254.5