七内力组合八截面设计.doc

[T0016]五层5627.7平米中学教学楼(含计算书、部分建筑图)

收藏

资源目录
跳过导航链接。
压缩包内文档预览:(预览前20页/共30页)
预览图 预览图 预览图 预览图 预览图 预览图 预览图 预览图 预览图 预览图 预览图 预览图 预览图 预览图 预览图 预览图 预览图 预览图 预览图 预览图
编号:443721    类型:共享资源    大小:3.36MB    格式:ZIP    上传时间:2015-06-25 上传人:小*** IP属地:福建
50
积分
关 键 词:
t0016 平米 中学 教学楼 计算 部分 部份 建筑
资源描述:

摘  要

本工程为合肥工业大学附属中学教学楼,主要进行了建筑设计和结构设计中横向第5轴框架的设计。建筑平面布置采用内廊式。该建筑横向框架定为三跨,跨度轴线尺寸分别为6.9m2.4m6.9m。结构计算包括:楼盖的计算,采用弹性计算方法分别对单向板和双向板进行计算;楼梯采用板式楼梯,完成了梯段板、平台板和平台梁的设计;水平地震作用计算,首先进行层间荷载代表值的计算,接着采用D值法验算横向框架抗震变形以及采用底部剪力法计算横向水平地震作用力;竖向荷载作用下框架内力分析,首先计算出恒荷载和活荷载作用下的结构内力,接着进行内力组合,找出最不利的一组或几组内力,选取最安全的结果分别对梁和柱进行配筋。基础设计采用柱下独立基础,内柱采用了联合基础,进行了地基承载力验算和冲切验算,计算出了基础配筋。

这次毕业设计,培养了我们综合运用所学的基本理论和专业知识,提高了分析和研究解决结构设计等空间问题的能力,培养了我们建立理论联系实际,踏实,勤奋,认真,严格的科学作风,为毕业后尽快适应各项工作打下良好的基础。

关键词:教学楼    框架    结构设计

Abstract

This project is the teaching building of the middle school of Hefei University of Technology mainly has carried on in the architectural design and the structural design of thecrosswise  5th axis frame. the construction plane arrangementuses is the porch type. This building crosswise frame decides as threecross, the span spool thread size respectively is 6.9m, 2.4m and 6.9m. The structure computation includes: computation to the room and the ceiling, computation to the unidirectional board and the bidirectional board by using the elasticity computational method; The staircase uses the board style staircase,I has completed the design of the step board, the even platen and the platform Liang; The computation of horizontal earthquake function, first carrieson the level a load generation of computation,then uses the dvalue law crosswise frame earthquake resistance to distort aswell and to use the base shearing force law calculate  crosswisehorizontal earthquake action; The frame endogenic force analysis under the vertical load function,first calculates the structure endogenic force under the permanentload and the live load function, then carries on the endogenic force combination, discovers most disadvantageous group of or several group of endogenicforces, selects the safest result separately to carry on to beam and column matches the steel  reinforcing  bar. The foundation design uses theindependent foundation under the column, the middle column has used the union foundation,the foundation has carried on the ground supporting capacity and the die cutting, calculatedthe foundation to match the steel reinforcing bar.

This graduation project, trained us to synthesize the elementarytheory and the specialized knowledge which the utilization studied,enhanced the analysis and space problem the and so on  researchsolution structural design ability, trained us to establish applytheory to reality, steadfast, diligent, earnest, strict scientificattitude, adapted each work after the graduation to build the goodfoundation as soon as possible.

Key word:teaching building     frames     structural design


内容简介:
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M401.80238.65268.96254.55221.60244.31184.20218.13142.93204.04调整后N1788.511751.231368.251338.58972.22942.54591.91562.25218.80189.12321.44190.92215.17203.64177.28195.45147.36174.50107.20153.031430.811400.981094601070.86777.78754.03473.53449.80164.10141.84静力组合M38.0976.15142.70117.01117.01118.32118.32119.07123.32146.61N1667.561630.281292.411262.75930.71901.03583.79554.12221.83192.16表7-15 B柱端弯矩调整过程表节点B1B2B3B4B5地震方向左震右震左震右震左震右震左震右震左震右震280.01+291.61=571.6227.24+435.35=462.59310.49+255.52=566.01408.29-79.68=328.61288.57+207.16=495.73332.14-101.00=221.14256.32+115.19=371.51241.06-132.46=108.60144.08+6.57=150.65144.10-91.69=52.41较大值571.62566.01495.73371.51150.65291.12+317.83=608.95207.01+163.77=370.78311.17+275.55=586.72170.43+206.51=376.94275.83+226.31=502.14137.18+99.74=236.92226.66+151.11=377.7787.32+15.03=102.35174.4828.58较大值608.95586.72502.14377.77174.481.1628.78622.61545.30408.66165.72与1.11.11.11.11.1628.78622.61545.30408.66174.48截面-Mc291.12317.83311.17275.55275.83226.31226.66151.11174.489.1810.0217.9415.8821.5317.6617.1311.420Mc300.30327.85329.11291.43297.36243.97243.79162.53174.48根据B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6-21:表7-16 B柱各截面调整后内力内力截面B0B1B 2B 3B 4B 5-地震组合调整后M248.701.15=286.01300.30327.85329.11291.43297.36243.97243.97162.53174.48调整后N820.80782.04696.00665.16572.84542.00407.04376.20128.78147.94228.81240.24260.68263.29233.14237.89195.18182.84121.90130.86656.64625.63556.80524.13458.27433.60325.63282.15134.09110.96静力组合M23.0146.0084.5077.8276.1476.4976.4976.7075.7482.58N1746.911708.151359.931328.49989.35958.51619.28588.44249.34218.50柱截面采用对称配筋,具体计算过程如表所示其中表中:现浇楼盖的柱的计算长度:底层柱:其余各层柱:(H对底层为基础顶面到一层楼盖顶面的高度,其余各层柱为上下两层顶面之间的高度)其中式中: 大偏心时:若 若 小偏心时: ( ; ) 表7-17 A柱正截面承载力计算表: 截面A0A1A2-M(kN.m)321.4438.09190.9276.15215.17142.70203.64117.01177.28117.01N(kN)1430.811667.561400.981630.281094.601292.411070.861262.15777.78930.71L0(mm)490048754875bh0(mm2)400565400565400565400565400565(mm)224.722.8136.346.7196.6110.4190.292.7227.9125.7(mm)20202020202020202020(mm)244.742.8156.366.7216.6130.4210.2112.7247.9145.712.2512.1912.191.01.01.01.01.01.01.01.01.01.01.01.01.01.01.01.01.01.01.01.01.252.411.391.911.281.461.291.531.241.41(mm)305.9103.1217.3127.4277.2190.4271.2172.4307.4205.40.4430.5160.4430.5040.3390.4000.3310.3910.2410.288偏心性质大小大小大大大大大大x250.3291.5244.6284.8191.5226.0187.0220.9136.2162.7570.9368.1482.3392.4542.2455.4536.2437.4572.4470.4选筋425425425425425实配2196419641964196419641.69%1.69%1.69%1.69%1.69%续表7-17 A柱正截面承载力计算表: 截面A3A4A5-M(kN.m)195.45118.32147.36118.32174.50119.07107.20123.32153.03146.61N(kN)754.03901.03473.53583.79449.80554.12164.10221.83141.84192.16L0(mm)487548754875bh0(mm2)400565400565400565400565400565(mm)259.2131.3311.2202.7388.0214.9653.3555.91078.9763.0(mm)20202020202020202020(mm)279.2151.3331.2222.7408.0234.9673.3575.91098.978312.1912.1912.191.01.01.01.01.01.01.01.01.01.01.01.01.01.01.01.01.01.01.01.01.211.401.181.271.151.261.091.101.051.08(mm)337.8211.8390.8282.8469.2296.0733.9633.51153.8845.60.2330.2790.1470.1810.1390.1710.0510.0690.0440.059偏心性质大大大大大大大大大大x131.6157.683.1102.378.596.628.839.024.933.3602.8476.8655.8547.8734.2561.0468.9368.5888.8580.649.3130.0403.0428.4660.7584.7选筋425425425425425实配2196419641964196419641.69%1.69%1.69%1.69%1.69%表7-18 B柱正截面承载力计算表:截面B0B1B2-M(kN.m)228.8123.01240.2446.00260.0884.50263.2977.82233.1476.14N(kN)656.641746.91625.631708.15556.8013599.33524.131328.49458.27989.35L0(mm)490048754875bh0(mm2)500465500465500465500465500465(mm)348.413.2384.026.9467.162.2502.358.6508.777.0(mm)20202020202020202020(mm)368.433.2404.046.9487.182.2522.378.6528.7979.89.759.751.01.01.01.01.01.01.01.01.01.01.01.01.01.01.01.01.01.01.01.01.091.961.081.371.061.381.061.401.061.33(mm)401.5665.07436.3264.25516.33113.44553.64110.04560.42129.010.1980.5250.1880.5140.1670.4090.1580.4000.1380.298偏心性质大小大小大小大小大小x92.07244.1387.42239.0177.66190.1973.47186.0064.17138.57616.56280.07651.32334.05731.33328.44768.44325.04345.42344.014485768189041023选筋425425425425425实配2196419641964196419641.69%1.69%1.69%1.69%1.69%续表7-18 B柱正截面承载力计算表: 截面B3B4B5-
温馨提示:
1: 本站所有资源如无特殊说明,都需要本地电脑安装OFFICE2007和PDF阅读器。图纸软件为CAD,CAXA,PROE,UG,SolidWorks等.压缩文件请下载最新的WinRAR软件解压。
2: 本站的文档不包含任何第三方提供的附件图纸等,如果需要附件,请联系上传者。文件的所有权益归上传用户所有。
3.本站RAR压缩包中若带图纸,网页内容里面会有图纸预览,若没有图纸预览就没有图纸。
4. 未经权益所有人同意不得将文件中的内容挪作商业或盈利用途。
5. 人人文库网仅提供信息存储空间,仅对用户上传内容的表现方式做保护处理,对用户上传分享的文档内容本身不做任何修改或编辑,并不能对任何下载内容负责。
6. 下载文件中如有侵权或不适当内容,请与我们联系,我们立即纠正。
7. 本站不保证下载资源的准确性、安全性和完整性, 同时也不承担用户因使用这些下载资源对自己和他人造成任何形式的伤害或损失。
提示  人人文库网所有资源均是用户自行上传分享,仅供网友学习交流,未经上传用户书面授权,请勿作他用。
关于本文
本文标题:[T0016]五层5627.7平米中学教学楼(含计算书、部分建筑图)
链接地址:https://www.renrendoc.com/p-443721.html

官方联系方式

2:不支持迅雷下载,请使用浏览器下载   
3:不支持QQ浏览器下载,请用其他浏览器   
4:下载后的文档和图纸-无水印   
5:文档经过压缩,下载后原文更清晰   
关于我们 - 网站声明 - 网站地图 - 资源地图 - 友情链接 - 网站客服 - 联系我们

网站客服QQ:2881952447     

copyright@ 2020-2025  renrendoc.com 人人文库版权所有   联系电话:400-852-1180

备案号:蜀ICP备2022000484号-2       经营许可证: 川B2-20220663       公网安备川公网安备: 51019002004831号

本站为文档C2C交易模式,即用户上传的文档直接被用户下载,本站只是中间服务平台,本站所有文档下载所得的收益归上传人(含作者)所有。人人文库网仅提供信息存储空间,仅对用户上传内容的表现方式做保护处理,对上载内容本身不做任何修改或编辑。若文档所含内容侵犯了您的版权或隐私,请立即通知人人文库网,我们立即给予删除!