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'沈阳建筑大学毕业设计(论文)乐购超市长青店第一章前言根据毕业设计任务书的要求,拟建设乐购超市长青店,位于沈阳市区,基本风压0.55kN/m2,基本雪压0.50kN/m2。地下稳定水位距地坪-6m以下,建筑地点冰冻深度-1.2m,建筑场地类别为Ⅱ类场地土,地震设防烈度7度。根据钢结构经济柱网为6—12m,又考虑超市等商场类建筑要求柱网跨度较大的特点,确定柱距为9m,满足使用和经济要求。由于要求拟建超市为3—5层,经过调研,超市类建筑层高一般为4.8—6m,确定拟建超市层高为5.1m,整体4层,局部3层,建筑总高度为21.9m,因此选用焊接工字型截面,在纵向设置十字交叉柔性支撑一道。经过调研和分析,为满足使用要求,设计建筑总长度为58.2m,总宽度45.0m,占地面积为2475㎡左右,总建筑面积为8896㎡。超市每层面积较大,满足防火要求和使用要求设四部楼梯、一部货梯和一部自动平梯。由于设计任务书对顶层房间和建筑面积的要求,设计四层为员工办公和活动区,并特别设计三层屋面为上人屋面,以体现人性化设计的理念,方便员工的工作和生活。充分考虑超市组织人流和货物运输等特点,设计卖场,仓库,办公室,主入口、楼梯及卫生间等辅助房间等之间的位置既分离又联系。设计任务书立面设计要求体现现代化建筑风格,色彩简洁明快,采用300mm厚双层聚氨酯PU夹芯墙板和玻璃幕墙作为外维护构件。内墙采用180mm厚聚氨酯PU夹芯墙板。梁、柱,支撑均采用焊接工型钢。框架梁与柱焊接连接,次梁与框架梁用高强螺栓连接。楼板采用压型钢板组合楼板。根据钢结构焊接要求,所用钢材均为Q235B级。基础采用柱下独立基础,基础埋置深度取3.1m,到达中砂持力层。132
沈阳建筑大学毕业设计(论文)第二章方案设计概述2.1建筑方案说明2.1.1设计依据《总图制图标准》GB/T50103-2001《建筑制图标准》GB/T50104-2001《民用建筑设计通则》JGJ37-87(试行)《办公建筑设计规范》JGJ67-89《高层民用建筑设计防火规范》GB50045—95(2001年修订版)《钢结构设计规范》GB5007-2002《建筑设计防火规范》GBJ16-87(2001版)2.1.2设计说明本建筑为沈阳乐购超市长青店,位于沈阳市区。共四层,局部三层,总建筑面积:8896,占地面积:2475,层高5.1m,室内外高差0.600m。满足防火要求设两个双跑楼梯和一部电梯。墙体采用聚氨酯PU夹芯墙板,室内地面采用大理石装饰。四层屋面为不上人屋面,采用改性沥青防水,苯板保温。三层为可上人屋面。具体建筑构造如下[2]:(1)屋面(不上人屋面)防水层:改性沥青防水卷材;20mm厚1:3水泥沙浆找平层;100mm厚水泥珍珠岩保温层焦渣找坡(最薄处30mm厚,最厚处150mm);155mm压型钢板混凝土组合结构层;轻钢龙骨吊顶。(2)楼面:20mm大理石面层;20mm1:3干硬性水泥沙浆找平层;155mm厚压型钢板混凝土组合结构层;轻钢龙骨吊顶。(3)门窗132
沈阳建筑大学毕业设计(论文)办公室门为实木门,超市外门为玻璃门,其余为钢铁门;窗为塑钢玻璃窗。(4)墙体外墙为双层聚氨酯PU夹芯墙板300mm(内塞岩棉);内墙为双层聚氨酯PU夹芯墙板180mm厚;2.2结构方案说明2.2.1设计依据本设计依据以下现行国家规范及规程急性设计。《建筑结构可靠度设计统一标准》GB50068-2001《建筑结构设计术语和符号标准》GB/T50083-97《建筑结构制图标准》GB/T50105—2001《建筑结构荷载规范》(GB50009-2001)《钢结构设计规范》(GBJ50017-2003)《建筑抗震设计规范》(GB50011-2001)《建筑地基基础设计规范》(GBJ50007-2002)《混凝土结构设计规范》(GB50010-2002)《砌体结构设计规范》GB50003-2001《高层民用建筑钢结构技术规程》JGJ99-982.2.2结构形式及布置采用钢框架-支撑结构。纵向设置十字交叉柔性支撑一道,支撑杆件用工字形钢。框架梁、柱均采用焊接工字形截面。楼板采用压型钢板钢筋混凝土组合结构;楼梯为钢筋混凝土楼梯;基础采用柱下独立基础,结构布置如下:132
沈阳建筑大学毕业设计(论文)图2—1梁柱布置图图2—2结构竖向布置图注:底层计算高度为5.1m+1.5m=6.6m,其中1.5m为初估室内地坪至柱脚底板的距离。2.2.3技术条件设计基准期50年,雪荷载0.50,基本风压:0.55。抗震设防烈度为7度,设计基本加速度为0.1。地质条件:拟建场地地形平坦,地下稳定水位距地坪-6.0m以下,冰冻深度-1.20m,土质分布具体情况见表1-1,Ⅱ类场地。表2-1建筑地层一览表序号岩土分类土层深度(m)厚度范围(m)地基土承载力(kPa)桩端阻力(kPa)桩周摩擦力(kPa)1杂填土0—0.60.62粉土0.6—1.20.610016132
沈阳建筑大学毕业设计(论文)3中砂1.2—3.11.9190554砾砂3.1—7.03.92902400385圆砾7.0—12.55.5490410069注:地下稳定水位距地表-6m,表中给定土层深度由自然地坪算起。2.2.4材料选用钢材:所有构件均采用Q235B;基础混凝土强度等级C25,钢筋为HRB335级。2.2.5主要参数及结构计算方法该建筑抗震设防类别为丙类,地震作用及抗震措施均按设防烈度考虑。具体计算方法如下:采用底部剪力法计算水平地震作用;采用修正反弯点法(D值法)计算水平地震作用下的框架内力;采用弯矩二次分配法,计算竖向荷载作用下框架内力。132
沈阳建筑大学毕业设计(论文)第三章结构布置及截面初选3.1计算简图及构件截面初选3.1.1结构计算单元图3—1结构计算单元3.1.2结构构件截面初选(1)柱截面按中柱初估:钢框架-支撑结构按每平米5~8计算竖向荷载,此处取6,柱的长细比=(60~120)。轴压力设计值9×9×6×1.3×4=2527.2kN;1.3荷载分项系数平均值。取长细比=80(按较小刚度y轴考虑),计算长度系数=1(设有侧向支撑),按b类截面查得稳定系数=0.688,则所需要面积:132
沈阳建筑大学毕业设计(论文)A≥3—1考虑弯矩及倾覆压力作用的影响取:(1.3~1.5)A=(1.3~1.5)×17918.3=23294~26877mm2所需截面回转半径:iy=6600/80=82.5mm。(2)钢梁截面初估按钢与混凝土组合截面考虑纵向框架梁高L/(18~20)=9000/18~9000/20=500mm~450mm;横向框架梁高L/(18~20)=9000/18~9000/20=500mm~450mm(3)压型钢板:YX-75-200-600(V200),板厚1mm,有效截面惯性矩Ief=158.10cm4/m,有效截面抵抗矩Wef=27.37cm3/m,一个波距宽度内截面面积=321.42,自重0.19。柱、梁选用见下表:表3—1结构构件初选截面参数项目截面尺寸构件截面特性重量(kN/m)(mm)(mm)(mm)(mm)(mm)A()(mm4)(mm4)(mm)(mm)框架柱6004502455218315362044922112364500000254.6107.52.47框架梁550350165181016380914502260114333333236.383.51.29次梁50030014472101312058377717345039333210.9458.591.03横向挑梁550350165181016380914502260114333333236.383.51.29132
沈阳建筑大学毕业设计(论文)纵向挑梁550350165181016380914502260114333333236.383.51.29132
沈阳建筑大学毕业设计(论文)第四章荷载汇集4.1荷载汇集4.1.1屋面均布荷载恒载APP改性防水0.3520mm厚1:3水泥砂浆找平20×0.02=0.40100mm厚水泥珍珠岩保温层3.5×0.1=0.35焦渣找坡(最薄处30mm最厚处150mm)10×0.14=1.40100mm厚现浇混凝土结构层(折算厚度)25×0.10=2.501mm厚压型钢板0.14轻钢龙骨吊顶0.12合计5.26活载:不上人屋面0.5雪载0.5计算时活荷载和雪荷载不同时考虑,取二者较大的进行组合。重力荷载代表值计算时仅取雪荷载。4.1.2楼面均布荷载:恒载:大理石面层28×0.02=0.5620mm厚水泥砂浆20×0.02=0.40100mm厚现浇钢筋混凝土结构层25×0.1=2.501mm厚压型钢板0.14轻钢龙骨吊顶0.12132
沈阳建筑大学毕业设计(论文)合计3.72活载:楼面活荷载3.5走廊、楼梯的活荷载2.5本设计偏于安全楼面均布荷载统一取3.5计算。4.1.3构件自重(单个)1)柱1层柱2.47×6.6=16.30kN2-4层柱2.47×5.1=12.60kN2)梁6米跨框架梁1.29×6=7.74kN9米跨框架梁1.29×9=11.61kN3米挑梁1.29×3=3.87kN4.2米挑梁1.29×4.2=5.42kN9米次梁1.03×9=9.27kN6米次梁1.03×6=6.18kN4.5米次梁1.03×4.5=4.64kN3)墙体(1)外墙双层聚氨酯夹层墙板(含龙骨)300厚0.65合计0.65(2)内墙双层聚氨酯夹层墙板(含龙骨)180厚0.50合计0.504)门窗木门0.2132
沈阳建筑大学毕业设计(论文)玻璃门0.45钢铁门0.45钢框玻璃窗0.454.2重力荷载代表值计算顶层上半层女儿墙:(45+39)×0.9×2×3.78kN/m2=571.54kN屋面:(45×39-15×18-4.5×3)×5.26=7740.04kN外墙及窗:(3×9+2×6+5×9+2×9+6+2×9+9+6+3×9)×2.55×0.65-(7.2×8+6.6+4.8×5+3×5+2.1×8)×1.35×(0.65-0.45)=244.93kN内墙:(4×9+3×6+4.5×2+4×9-4.5+2×9×3+2×6×3-4.5+4.5×1.414+2×9+6×2+4.8+2×9+6.6×5+3)×2.55×0.5=350.83kN横向框架梁:7.74×10+11.61×14=239.94kN纵向框架梁:11.61×24=278.64kN横向次梁:9.27+6.18×2=21.63kN纵向次粱:9.27×23+4.64×4+6.18=237.95kN框架柱:12.60/2×31=195.3kN网架:18×1.0×√5.26/200=0.21kN活荷载:0.5×(45×39-15×18-4.5×3)=735.74kN+0.5活=571.54+7740.04+244.93+350.83+239.94+278.64+21.63+237.95+195.3+0.21+0.5×735.74=10248.88kN顶层下半层外墙及窗门:(3×9+2×6+5×9+2×9+6+2×9+9+6+3×9)×2.55×0.65-(7.2×8+6.6+4.8×5+3×5+2.1×8)×1.65×(0.65-0.45)-2.4×2×2.1×(0.65-0.45)=235.46kN内墙及门:(4×9+3×6+4.5×2+4×9-4.5+2×9×3+2×6×3-4.5+4.5×1.414+2×9+6×2+4.8+2×9+6.6×5+3)×2.55×0.5-1.4×2.4×10×(0.5-0.2)-10×2.4×13×(0.5-0.2)=331.39kN框架柱:12.60/2×31=195.3kN=235.46+331.39+195.3=762.15kN注:楼梯自重和卫生间自重,简化计算考虑在楼面恒荷中,下同。132
沈阳建筑大学毕业设计(论文)三层的上半层楼面:(54×39+3×27+4.2×33+3×45+14.48)×3.72=9207.30kN外墙及窗:15×9×2.55×0.65-(2.1×7+6.6+3×2)×1.35×(0.65-0.45)+72.63×2.55×1.5=494.20kN内墙:(4×9+6×2+4.5×2+6.2+6.6×4+18+30+9×4+2×3)×2.55×0.50=228.99kN横向框架梁:11.61×21+7.74×14+3.87×10=390.87kN纵向框架梁:11.61×36+5.42×5=445.06kN纵向次粱:9.27×45+6.18+4.64×4=441.89kN横向次粱:9.27+6.18×2=21.63kN框架柱:12.60/2×42=264.6kN活荷载:(54×39+3×27+4.2×33+3×45+14.48)×3.5=8662.78kN+0.5活=9207.30+494.20+228.99+390.87+445.06+441.89+21.63+264.6+0.5×8662.78=15825.93kN三层下半层外墙及窗:15×9×2.55×0.65-(2.1×7+6.6+3×2)×1.65×(0.65-0.45)+72.63×2.55×1.5=492.56kN内墙及门:(4×9+6×2+4.5×2+6.2+6.6×4+18+30+9×4+3×2)×2.55×0.50-(1.4×3+2.0×6)×2.4×(0.5-0.45)-1.0×6×2.4×(0.5-0.2)=222.73kN框架柱:12.60/2×42=264.6kN=492.56+222.73+264.6=979.89kN二层的上半层楼面:(54×39+3×27+4.2×33+3×45+14.48)×3.72=9207.30kN外墙及窗:15×9×2.55×0.65-(2.1×7+6.6+3×2+7.2×2)×1.35×(0.65-0.45)+72.63×2.55×1.5=490.31kN内墙:(4×9+6×2+4.5×2+5.4+18+9×9+6.6+6×2)×2.55×0.50=229.50kN横向框架梁:11.61×21+7.74×14+3.87×10=390.87kN纵向框架梁:11.61×36+5.42×5=445.06kN纵向次粱:9.27×45+6.18+4.64×4=441.89kN横向次粱:9.27+6.18×2=21.63kN框架柱:12.60/2×42=264.6kN132
沈阳建筑大学毕业设计(论文)活荷载:(54×39+3×27+4.2×33+3×45+14.48)×3.5=8662.78kN+0.5活=9207.30+490.31+229.50+390.87+445.06+441.89+21.63+264.6+0.5×8662.78=15822.55kN二层下半层外墙及窗:15×9×2.55×0.65-(2.1×7+6.6+3×2+7.2×2)×1.65×(0.65-0.45)+72.63×2.55×1.5=487.81kN内墙及门:(4×9+6×2+4.5×2+5.4+18+9×9+6.6+6×2)×2.55×0.50-(1.4×4+2.0×3)×2.4×(0.5-0.45)-1.0×6×2.4×(0.5-0.2)=223.96kN框架柱:12.60/2×42=264.6kN=487.81+223.96+264.6=976.37kN首层上半层楼面:(54×39+3×27+4.2×33+3×45+14.48)×3.72=9207.30kN外墙及窗:15×9×2.55×0.65-(2.1×7+6.6+3×5)×1.35×(0.65-0.45)+72.63×2.55×1.5=491.77kN内墙:(36+2×6+4.5×2+6+6.6+9×4+9×5+27+36)×2.55×0.50=272.34kN横向框架梁:11.61×21+7.74×14+3.87×10=390.87kN纵向框架梁:11.61×36+5.42×5=445.06kN纵向次粱:9.27×45+6.18+4.64×4=441.89kN横向次粱:9.27+6.18×2=21.63kN框架柱:12.60/2×42=264.6kN活荷载:(54×39+3×27+4.2×33+3×45+14.48)×3.5=8662.78kN+0.5活=9207.30+491.77+272.34+390.87+445.06+441.89+21.63+264.6+0.5×8662.78=15866.85kN由以上计算可知各层的重力荷载代表值如下:10248.88kN762.15+15825.93=16588.08kN979.89+15822.55=16802.44kN976.37+15866.85=16843.22kN132
沈阳建筑大学毕业设计(论文)房屋总重力荷载代表值:=10248.88+16588.08+16802.44+16843.22=60482.62kN图4—1房屋各层荷载代表值132
沈阳建筑大学毕业设计(论文)第五章水平地震作用下结构分析5.1地震作用下横向框架的结构分析5.1.1地震作用计算5.1.1.1层间侧移刚度计算(1)梁线刚度计算钢材的弹性模量N/mm2表5—1梁的线刚度跨度L(mm)截面惯性矩(mm4)边框架中框架=1.2(mm4)(×kN·m)=1.5(mm4)(×kN·m)900091450226010974027122.51213717533903.1406000181770854410974027123.76813717533904.710(2)柱线刚度计算柱的线刚度按式计算5—1表5—2柱的线刚度层层高(m)()(×kN·m)45.120449221128.26035.120449221128.26025.120449221128.26016.620449221126.383(3)柱侧移刚度计算图5—1柱侧移刚度计算132
沈阳建筑大学毕业设计(论文)一般层:=首层:=表5—3层间侧移刚度层柱子类别(m)(×104KN·m)(×104KN·m)(×104KN/m)(×104KN/m)顶层中框架中柱(4根)5.112.5608.2600.76030.27541.049729.7716中柱(4根5.115.7008.2600.95040.32211.2275边柱(6根)5.19.4208.2600.57020.22190.8455边框架中柱(2根)5.110.0488.2600.60820.23320.8887中柱(2根)5.112.5608.2600.76030.27541.0497中柱(1根)5.114.1308.2600.85530.29961.1416边柱(2根5.17.5368.2600.45620.18570.7078边柱(2根)5.18.4788.2600.51320.20420.7782网架部分框架柱柱1(1根)5.115.0728.2600.91230.31331.1938柱2(1根)5.111.3048.2600.68430.25490.9714柱3(1根)5.111.3048.2600.68430.25490.9714柱4(1根)5.112.5608.2600.76030.27541.0497柱5(1根)5.16.2808.2600.38010.15970.6086柱6(1根)5.113.7118.2600.83000.29331.1176柱7(1根)5.110.4678.2600.63360.24060.9168柱8(1根)5.18.3738.2600.50680.20220.77052~3层中框架中柱(10根)5.112.5608.2600.76030.27541.049741.8109中柱(10根)5.115.7008.2600.95040.32211.2275边柱(10根)5.19.4208.2601.02440.33870.7185边框架中柱(4根)5.110.0488.2600.60820.23320.8887中柱(4根)5.112.5608.2600.76030.27541.0497边柱(4根)5.17.5368.2600.81950.29070.6166底层中框架中柱(10根)6.66.2806.3830.98390.49730.874435.8190中柱(10根)6.67.8506.3831.22980.53560.9418边柱(10根)6.64.7106.3831.32560.54900.5373边框架中柱(4根)6.65.0246.3830.78710.46180.8120中柱(4根)6.66.2806.3830.98390.49730.8744边柱(4根)6.63.7686.3831.06050.50990.49915.1.1.2结构自振周期计算132
沈阳建筑大学毕业设计(论文)将各层重力荷载代表值集中在相应楼层处作为假想水平荷载计算整体框架的顶点位移。考虑非结构构件的影响取。表5—4层间相对位移层数(kN)(kN)(KN/m)层间相对位移410248.8810248.882977160.0340.372316588.0826836.964181090.0640.337216802.4443639.404181090.1040.273116843.2260482.623581900.1690.169结构的自震周期=0.9335—25.1.1.3水平地震作用分析1)采用底部剪力法计算水平地震作用考虑多遇地震,7度设防,设计基本加速度值为0.1g(第一组),则;Ⅱ类场地,,阻尼比;<<5=5×0.35=1.75。5—3==0.03655—42)结构总水平地震作用:=0.0365×0.85×60482.62=1876.47kN5—5=0.933s>1.4=1.4×0.35=0.49s,需要考虑顶部附加水平地震作用。=0.08+0.07=0.08×0.933+0.07=0.1455—6顶部附加地震作用272.09kN5—73)各层水平地震作用标准值及楼层地震剪力132
沈阳建筑大学毕业设计(论文)5—8——结构所在层楼板的计算高度。楼层地震剪力:(1ij7)表5—5楼层地震剪力计算层(m)(m)(kN)(kNm)(kN)(kN)(kN)(kN)45.121.910248.882244500.27681604.38272.09444.09716.1835.116.816588.082786800.3437—551.381267.5625.111.716802.441965890.2424—388.961656.5216.66.616843.221111650.1371—219.951876.474)楼层地震剪力调整按抗震规范规定:各楼层地震剪力,剪力系数,具体计算如下表所示:表5—6楼层地震剪力调整层数(kN)(kN)(kN)(kN)备注4716.1810248.8810248.88163.98满足31267.5616588.0826836.96429.39满足21656.5216802.4443639.40698.23满足11876.4716843.2260482.62967.72满足由以上计算可知各楼层地震剪力均满足要求。5)楼层地震剪力作用下横向框架侧移框架的顶点水平侧移可分为两部分:由框架梁的弯曲变形产生的侧移132
沈阳建筑大学毕业设计(论文)和由柱子轴向变形产生的侧移,框架顶端侧移=+。可由值法求的:,按抗震规范要求12层以下的结构可不考虑节点域剪切变形对侧移的影响。本建筑四层,故不考虑节点域剪切变形对侧移的影响。表5—7地震剪力作用下横向框架侧移层层高(m)(kN)(KN/m)(m)45.1716.182977160.00240.01461/21201/30035.11267.564181090.00300.01221/168225.11656.524181090.00400.00921/128716.61876.473581900.00520.00521/1260从上表计算可知<。5—9的计算如下:将地震作用下折算成倒三角形水平分布荷载,顶端荷载为:===193.59kN/m5—9(边柱截面沿高度没有变化)参数==0.0006m5—10顶点位移:=+=0.0146+0.0006=0.015m,满足要求。5—11从以上表计算可知,地震作用下侧移满足要求。132
沈阳建筑大学毕业设计(论文)图5—2楼层地震剪力5.1.2水平地震作用下框架内力计算(采用D值法)取③轴横向框架计算5.1.2.1框架柱的反弯点高度计算—反弯点到柱下端结点的距离,即反弯点高度。—标准反弯点高度比。—上下横粱线刚度比对标准反弯点高度比的修正系数。—上层层高变化修正值。—下层层高变化修正值。根据框架总层数,该柱所在层数和梁柱线刚度比查表得。表5—8中柱(中框架C柱、D轴柱)的反弯点高度比层h(m)45.10.76030.3500.0000.0000.0000.35035.10.76030.4000.0000.0000.0000.40025.10.76030.5000.0000.000-0.0240.50016.60.98390.6500.000-0.0070.0000.643132
沈阳建筑大学毕业设计(论文)表5—9中柱(中框架B柱、E轴柱)的反弯点高度比层(m)y0y1y2y345.10.95040.3750.0000.0000.0000.37535.10.95040.4500.0000.0000.0000.45025.10.95040.5000.0000.0000.0000.50016.61.22980.6390.0000.0000.0000.639表5—10边柱(中框架A柱、F轴柱)的反弯点高度比层(m)y0y1y2y345.11.02440.4010.0000.0000.0000.40135.11.02440.4500.0000.0000.0000.45025.11.02440.5000.0000.0000.0000.50016.61.32560.6340.0000.0000.0000.6345.1.2.2框架柱端弯矩计算1)第层第j根柱所受的剪力:=5—122)第层第j根柱下端弯矩:5—133)第层第j根柱上端弯矩:5—14具体计算过程见下表表5—11中框架中柱(C、D轴)柱端弯矩层H(m)(kN/m)(kN/m)(kN)(kN)(kNm)(kNm)45.11.049729.7716716.1825.250.35083.7145.0735.11.049741.81091267.5631.820.40097.3864.9225.11.049741.81091656.5241.590.500106.05106.0516.60.874435.81901876.4745.810.643107.93194.40132
沈阳建筑大学毕业设计(论文)表5—12中框架中柱(B、E轴)柱端弯矩层H(m)(kN/m)(kN/m)(kN)(kN)(kNm)(kNm)45.11.227529.7716691.0128.490.37590.8154.4935.11.227541.81091217.7435.750.450100.2882.0525.11.227541.81091589.0246.650.500118.96118.9616.60.941835.81901806.1247.490.639113.15200.28表5—12边框架中柱(A、F轴)柱端弯矩层H(m)(kN/m)(kN/m)(kN)(kN)(kNm)(kNm)45.10.718529.7716691.0116.680.40150.9534.1135.10.718541.81091217.7420.930.45058.7048.0325.10.718541.81091589.0227.310.50069.6369.6316.60.537335.81901806.1227.090.63465.44113.375.1.2.3框架梁端弯矩、剪力及框架柱轴力计算根据节点平衡,由柱端弯矩求梁端弯矩。梁端按其线刚度分配。=5—15=5—165—17表5—13横向框架梁端弯矩、剪力及框架柱轴力层A轴柱AB跨A轴柱()()L(m)()()()()434.1150.956150.4954.4917.5017.50348.0358.706124.5927.478.6826.17269.6369.636121.6022.157.2933.471113.3765.4461-4.19-3.49-1.2832.19132
沈阳建筑大学毕业设计(论文)表5—13(续)横向框架梁端弯矩、剪力及框架柱轴力层B轴柱BC跨B轴柱()()L(m)()()()()454.4990.8190.636.3241.868.69-8.81382.05100.2890.618.3226.164.94-12.542118.96118.9690.614.7620.573.93-15.911200.28113.1590.6-2.320.94-0.15-14.78表5—13(续)横向框架梁端弯矩、剪力及框架柱轴力层C轴柱CD跨C轴柱()()L(m)()()()()445.0783.7190.541.8641.869.300.62364.9297.3890.526.1626.165.811.492106.05106.0590.520.5720.574.572.131194.40107.9390.50.940.940.212.49注:由于结构对称,故EF跨框架梁与AB跨相同,DE跨框架梁与BC跨相同;D、E、F轴框架柱内力分别与C、B、A轴框架柱内力相同。5.1.2.4框架内力图图5—3框架内力图132
沈阳建筑大学毕业设计(论文)5.2纵向框架5.2.1侧移刚度计算5.2.1.1支撑布置在B、E轴框架一道,详见结构布置图图5—3。每道支撑的竖向布置如下图所示。图5—3柱间竖向支撑布置图5.2.1.2中心支撑杆件的选取本设计中心支撑杆件杆件采用工字形截面,按拉压杆设计,7度设防,要求。中心支撑杆件的计算长度,按拉压杆设计时:支撑平面内取节点中心到交叉点的距离,支撑平面外,支撑截面初估如下表所示。表5—14中心支撑杆件截面参数层规格面积()回转半径(cm)支撑杆件长度(m)4300×280×12×1084.812.876.2110.3440.17166.513300×280×12×1084.812.876.2110.3440.17166.512300×280×12×1084.812.876.2110.3440.17166.511300×280×12×1084.812.876.2111.1643.36179.71132
沈阳建筑大学毕业设计(论文)5.2.1.3中心支撑(X型)的等效侧移刚度:5—18、——支撑杆件的弹性模量和截面面积;——支撑的水平倾角;——框架柱轴线距离。图5—4支撑示意图表5—15中心支撑(X型)的等效侧移刚度层()()L(m)(kN/m)(kN/m)484.82.0690.8700127814255628384.82.0690.8700127814255628284.82.0690.8700127814255628184.82.0690.80641017822035655.2.1.4框架结构的纵向侧移刚度计算方法同前。(1)梁线刚度计算钢材的弹性模量N/mm2表5—16梁线刚度层跨度L(mm)截面惯性矩(mm4)边框架中框架=1.2(mm4)(×kN·m)=1.5(mm4)(×kN·m)1~4900091450226010974027122.51213717533903.140132
沈阳建筑大学毕业设计(论文)(2)柱线刚度计算柱的线刚度按式计算表5—17柱线刚度层柱高h(m)柱惯性矩()柱子线刚度(×kN·m)45.13645000001.47235.13645000001.47225.13645000001.47216.63645000001.138表5—18框架结构的纵向侧移刚度层柱子类别(m)(×104KN·m)(×104KN·m)(×104KN/m)(×104KN/m)顶层中框架中柱(8根)5.112.5601.4724.26630.68080.462412.8350边柱1(4根)5.16.2801.4725.44190.73130.1947边柱2(1根)5.19.4201.4728.16290.80320.2138边框架中柱(6根)5.110.0481.4723.41300.63050.4282边柱1(2根)5.15.0241.4724.35360.68520.1824边柱2(2根)5.17.5361.4726.53030.76550.2038网架部分框架柱柱1(1根)5.111.9321.4724.05300.66960.4547柱2(1根)5.19.4201.4723.19970.61540.4179柱3(1根)5.111.5131.4723.91070.66160.4493柱4(1根)5.111.3041.4723.83970.65750.4465柱5(1根)5.110.4671.4729.07020.81930.2181柱6(1根)5.18.7921.4727.61870.79210.2109柱7(1根)5.16.2801.4725.44190.73130.1947柱8(1根)5.18.3731.4727.25560.78390.20872~3层中框架中柱(20根)5.112.5601.4724.26630.68080.462417.5841边柱(8根)5.16.2801.4725.44190.73130.1947边框架中柱(10根)5.110.0481.4723.41300.63050.4282边柱(4根)5.15.0241.4724.35360.68520.1824底层中框架中柱(20根)6.66.2801.1385.51850.80050.25109.9454边柱(8根)6.63.1401.1387.04040.83410.1025边框架中柱(10根)6.65.0241.1384.41480.76620.2402边柱(4根)6.62.5121.1385.63230.80350.0987132
沈阳建筑大学毕业设计(论文)表5—19结构纵向总侧移刚度层(×104KN/m)(×104KN/m)+(×104KN/m)425.562812.835038.3978325.562817.584143.1469225.562817.584143.1469120.35659.954530.31105.2.1.5结构的自振周期(纵向框架)结构自振周期计算方法同前,具体计算过程如下表所示。表5—20结构自振周期计算(纵向框架)层数(kN)(kN)(KN/m)层间相对位移410248.8810248.883839780.0270.390316588.0826836.964314690.0620.363216802.4443639.404314690.1010.301116843.2260482.623031100.2000.200纵向框架自震周期=0.9555.2.2纵向水平地震作用分析5.2.2.1采用底部剪力法计算纵向水平地震作用考虑多遇地震,7度设防,设计基本加速度值为0.1g(第一组),则;Ⅱ类场地,,阻尼比;<<5=5×0.35=1.75。==0.0357132
沈阳建筑大学毕业设计(论文)5.2.2.2结构总水平地震作用:=0.0357×0.85×60482.62=2159.37kN=0.955s>1.4=1.4×0.35=0.49s,需要考虑顶部附加水平地震作用。=0.08+0.07=0.08×0.955+0.07=0.146顶部附加地震作用315.27kN5.2.2.3各层水平地震作用标准值及楼层地震剪力——结构所在层楼板的计算高度。楼层地震剪力:(1ij7)表5—21楼层地震剪力计算表层(m)(m)(KN)(KN·m)(KN)(KN)(KN)(KN)45.121.910248.882244500.27681844.10315.27510.44825.7135.116.816588.082786800.3437—633.771459.4825.111.716802.441965890.2424—447.081906.5616.66.616843.221111650.1371—252.812159.375.2.2.4楼层地震剪力调整按抗震规范规定:各楼层地震剪力,剪力系数,具体计算如下表5-22所示:(5)楼层地震剪力作用下纵向框架侧移由框架梁的弯曲变形产生的侧移计算如下表5-23。132
沈阳建筑大学毕业设计(论文)表5—22楼层地震剪力调整层数(KN)(KN)(KN)(KN)备注4825.7110248.8810248.88163.98满足31459.4816588.0826836.96429.39满足21906.5616802.4443639.4698.23满足12159.3716843.2260482.62967.72满足表5—23地震剪力作用下纵向框架侧移层层高(m)(KN)(KN·m)45.1825.713839780.00220.01711/23721/30035.11459.484314690.00340.01491/150825.11906.564314690.00440.01151/115416.62159.373031100.00710.00711/926从上表计算可知<。柱子轴向变形产生的侧移计算如下:将地震作用下折算成倒三角形水平分布荷载,顶端荷载为:===222.87kN/m(边柱截面沿高度没有变化)参数==0.0004m顶点位移:=+=0.0171+0.0004=0.0175m132
沈阳建筑大学毕业设计(论文),满足要求。从以上表计算可知,地震作用下侧移满足要求。图5—5结构的纵向地震剪力5.2.2.5支撑内力计算本结构共设两道支撑,计算过程如下表所示。表5—24支撑所承担的地震剪力+(×104kN/m)(×104kN/m)(kN)(×104kN/m)(kN)825.7138.397812.8350276.0125.5628549.701459.4843.146917.5841594.8025.5628864.681906.5643.146917.5841777.0025.56281129.562159.3730.31109.9545709.1620.35651450.21表5—25支撑杆件的内力层(kN)(m)(m)(kN)4549.70910.34315.773864.68910.34496.7121129.56910.34648.8711450.21911.16899.13132
沈阳建筑大学毕业设计(论文)第六章风荷载计算分析6.1风荷载计算6.1.1自然条件沈阳地区基本风压=0.55kN/m2(设计基准期50年),地面粗糙度为C类(按房屋比较密集的城市市区计)。6.1.2风荷载计算公式由荷载规范可知,作用在建筑物表面的风荷载标准值按下式计算:6—16—2由于=0.962s>0.25s,按荷载规范的要求应考虑结构发生顺风向风振的影响,此处仅考虑第一振型。0.62×0.55×0.9332=0.298kNs2/m2,因此=2.15;房屋高宽比=21.9/58.2=0.376,因此=0.40;风荷载作用下各楼层处的水平力按下式计算:=6—3式中:、——第i层和第i+1层的层高,计算顶层时取两倍的女儿墙高度。——房屋的纵向宽度。具体计算如下所示:表6—1风振系数计算层(m)421.92.150.4010.871.99316.82.150.400.7170.771.80211.72.150.400.4040.741.4716.62.150.400.1710.741.20132
沈阳建筑大学毕业设计(论文)表6—2风荷载计算层(m)(kN/m2)(kN/m2)(KN)(KN)迎风面背风面421.91.990.870.8-0.50.551.24248.98248.98316.81.800.770.8-0.50.550.99293.85542.66211.71.470.740.8-0.50.550.78231.52774.1816.61.200.740.8-0.50.550.63214.50988.68图6—1风荷载作用下层间剪力6.2风荷载作用下框架内力和侧移计算风荷载作用下框架内力和侧移计算与地震作用下框架内力和侧移计算方法相同,采用D值法。具体计算如下表。6.2.1侧移计算表6—3风荷载作用框架侧移层层高(m)(KN)(kN/m)45.1248.982977160.00080.00671/60981/30035.1542.664181090.00130.00591/392925.1774.184181090.00190.00461/275416.6988.683581900.00280.00281/2391从上表计算可知<。132
沈阳建筑大学毕业设计(论文)柱子轴向变形产生的侧移计算如下:将风荷载折算成倒三角形水平分布荷载,顶端荷载为:===186.72kN/m6—4(边柱截面沿高度没有变化)6—5参数6—6==0.0004m6—7顶点位移:=+=0.0067+0.0004=0.0071m6—8,满足要求。6—96.2.2风荷载作用下横向框架内力计算表6—4中框架中柱(C、D轴)柱端弯矩层H(m)(kN/m)(kN/m)(kN)(kN)(kNm)(kNm)45.11.049729.7716248.988.780.3529.1015.6735.11.049741.8109542.6613.620.441.6927.7925.11.049741.8109774.1819.440.549.5649.5616.60.874435.8190988.6824.140.64356.87102.43表6—5中框架中柱(B、E轴)柱端弯矩层H(m)(kN/m)(kN/m)(kN)(kN)(kNm)(kNm)45.11.227529.7716248.9810.270.37532.7219.6335.11.227541.8109542.6615.930.4544.6936.5625.11.227541.8109774.1822.730.557.9657.9616.60.941835.8190988.6826.000.63961.94109.63132
沈阳建筑大学毕业设计(论文)表6—6中框架中柱(A、F轴)柱端弯矩层H(m)(kN/m)(kN/m)(kN)(kN)(kNm)(kNm)45.10.718529.7716248.986.010.40118.3612.2935.10.718541.8109542.669.330.4526.1621.4025.10.718541.8109774.1813.300.533.9233.9216.60.537335.8190988.6814.830.63435.8262.06表6—7框架梁端弯矩、剪力及框架柱轴力层A轴柱AB跨A轴柱()()L(m)()()()()412.2918.366118.3619.636.336.33321.4026.166113.8715.044.8211.15233.9233.926112.5212.844.2315.38162.0635.82611.902.390.7216.09表6—7(续)框架梁端弯矩、剪力及框架柱轴力层B轴柱BC跨B轴柱()()L(m)()()()()419.6332.7290.613.0914.553.07-3.26336.5644.6990.610.0213.012.56-5.52257.9657.9690.68.5610.892.16-7.591109.6361.9490.61.593.660.58-7.72表6—7(续)框架梁端弯矩、剪力及框架柱轴力层C轴柱CD跨C轴柱()()L(m)()()()()415.6729.1090.514.5514.553.230.16327.7941.6990.513.0113.012.890.49249.5649.5690.510.8910.892.420.751102.4356.8790.53.663.660.810.986.3风荷载作用下框架内力图132
沈阳建筑大学毕业设计(论文)图6—2风荷载作用下框架内力图132
沈阳建筑大学毕业设计(论文)第七章竖向荷载作用下框架结构内力横向框架在竖向荷载作用下的内力分析采用弯矩二次分配法。弯矩二次分配法是一种近似计算方法,即将各节点的不平衡弯矩同时作分配和传递,分配两次传递一次。7.1竖向荷载汇集及框架计算简图7.1.1屋面1)屋面恒荷载计算(标准值)(1)框架梁自重边跨(中跨)梁:=1.29kN/m(2)次梁自重:=1.03kN/m=1.03×9×0.5=4.64kN=4.64×2=9.27kN(3)屋面板荷载:屋面板边跨为9×3m,属于单向板,次梁传来的支座反力为框架梁的集中荷载。屋面次梁上恒荷载标准值为:=5.26×3=15.78=15.78×9×0.5=71.01kN=71.01×2=142.02kN(4)横向框架梁所受的恒荷载均布荷载:=1.29kN/m由于横向框架梁所受的均布荷载(自重)很小,简化计算折算为集中荷载(下同):=1.29×9×0.5=5.81kN横向框架梁所受的集中荷载:=5.81+9.27+142.02=157.10kN2)屋面活荷载(不上人屋面):0.5=0.5×3=1.5132
沈阳建筑大学毕业设计(论文)=1.5×9×0.5=6.75kN=6.75×2=13.5kN7.1.2楼面1)楼面恒荷载(标准值)(1)框架梁自重边跨(中跨)梁:=1.29kN/m(2)次梁自重:=1.03kN/m=1.03×9×0.5=4.64kN=4.64×2=9.27kN(3)楼面板荷载:①边跨楼面板为9m×3m,属于单向板,次梁传来的集中荷载为次梁支座反力。=3.72×3=11.16=11.16×9×0.5=50.22kN=50.22×2=100.44kN②中跨楼面板为9m×3m,属于单向板,次梁传来的支座反力为框架梁的集中荷载。楼面恒荷载标准值:=3.72×3=11.16墙体自重(按次梁承受计算):=0.50×(5.1-0.5-0.1)=2.25次梁支座反力:=(11.16+2.25)×9×0.5=60.35kN=11.16×9×0.5=50.22kN横向框架梁所受的集中力:=60.35×2=120.69kN=50.22×2=100.44kN(4)横向框架梁上的墙重,按柱承受考虑,因此不予考虑。132
沈阳建筑大学毕业设计(论文)(5)横向框架梁所受的恒荷载均布荷载:=1.29kN/m由于横向框架梁所受的均布荷载较小,简化计算,折算为集中荷载:=1.29×9×0.5=5.81kN横向框架梁所受的集中荷载:有墙:=5.81+9.27+120.69=135.77kN无墙:=5.81+9.27+100.44=115.52kN2)楼面活荷(标准值):=3.5kN/m(1)边跨楼面活荷载标准值为:=3.5×3=10.5=10.5×6×0.5=31.5kN=31.5×2=63kN(2)中跨楼面活荷载标准值为:=3.5×3=10.5=10.5×9×0.5=47.25kN=47.25×2=94.5kN7.1.3框架计算简图:图7—1框架计算简图132
沈阳建筑大学毕业设计(论文)7.2竖向荷载作用下横向框架内力分析7.2.1固端弯矩计算如上图所示集中荷载作用下梁的固端弯矩为:边跨;中跨。具体计算见下表。表7—1恒载作用下框架梁的固端弯矩层边跨中跨l(m)a(m)P(kN)M()l(m)a(m)P(kN)P(kN)M()M()463157.10117.8393157.10157.10314.20314.20363115.5286.6493135.77115.52258.04244.54263115.5286.6493115.52115.52231.04231.04163115.5286.6493115.52115.52231.04231.04表7—2活载作用下框架梁的固端弯矩层边跨中跨l(m)a(m)P(kN)M()l(m)a(m)P(kN)M()46313.510.139313.527.0036363.047.259394.5189.0026363.047.259394.5189.0016363.047.259394.5189.007.2.2内力分配系数计算:1)转动刚度S及相对转动刚度计算由于所选的计算单元,框架结构对称、荷载也对称,其内力对称,故仅计算半榀框架,具体计算如下表。132
沈阳建筑大学毕业设计(论文)表7—3横向框架梁、柱的转动刚度及相对转动刚度构件名称转动刚度S(KNm)相对转动刚度AB跨梁1.424BC跨梁1CD跨梁0.52—4层柱2.631底层柱2.0332)分配系数计算:各杆件的弯矩分配系数见下表。表7—4横向框架梁、柱的弯矩分配系数位置节点编号边节点2—1.4242.6312.0336.0880.0000.2340.4320.3343—1.4242.6312.6316.6860.0000.2120.3940.3944—1.4242.6312.6316.6860.0000.2120.3940.3945—1.424—2.6314.0550.0000.3510.0000.649271.424—2.6312.0336.0880.2340.0000.4320.334281.424—2.6312.6316.6860.2120.0000.3940.394291.424—2.6312.6316.6860.2120.0000.3940.394301.424——2.6314.0550.3510.0000.0000.649中间节点71.4241.0002.6312.0337.0880.2010.1410.3710.28781.4241.0002.6312.6317.6860.1850.1310.3420.34291.4241.0002.6312.6317.6860.1850.1310.3420.342101.4241.000—2.6315.0550.2820.1980.0000.520121.0000.52.6312.0336.1640.1620.0810.4270.330131.0000.52.6312.6316.7620.1480.0740.3890.389141.0000.52.6312.6316.7620.1480.0740.3890.389151.0000.5—2.6314.1310.2420.1210.0000.637170.51.0002.6312.0336.1640.0810.1620.4270.330180.51.0002.6312.6316.7620.0740.1480.3890.389190.51.0002.6312.6316.7620.0740.1480.3890.389200.51.000—2.6314.1310.1210.2420.0000.637221.0001.4242.6312.0337.0880.1410.2010.3710.287231.0001.4242.6312.6317.6860.1310.1850.3420.342241.0001.4242.6312.6317.6860.1310.1850.3420.342251.0001.424—2.6315.0550.1980.2820.0000.5203)、恒载作用下的弯矩二次分配132
沈阳建筑大学毕业设计(论文)表7—5恒载作用下的弯矩二次分配A柱B柱C柱上柱下柱左梁右梁上柱下柱左梁右梁上柱下柱左梁00.6490.3510.28200.520.1980.24200.6370.121-117.83117.83-314.20314.20-314.2076.4741.3620.68-57.7024.7749.5491.3634.7917.3921.3711.5626.81-2.10-4.21-11.08-2.10-6.97-12.85-4.891.710.0640.14-40.14-0.43-1.13-0.43181.09105.32-286.41326.96-10.50-316.670.3940.3940.2120.1850.3420.3420.1310.1480.3890.3890.074341.31-86.6486.64-258.04244.54-258.0438.24-115.40-115.40-62.10-31.0545.68-5.54-8.0514.5029.0053.6153.6120.5410.27-2.54-2.54-1.3720.850.651.303.413.410.65-3.98-7.35-7.35-2.82-1.89-0.02261.60-126.00-135.600.280.740.740.1480.6291.9467.11-239.67256.39-1.382.27-257.27132
沈阳建筑大学毕业设计(论文)A柱B柱C柱上柱下柱左梁右梁上柱下柱左梁右梁上柱下柱左梁0.3940.3940.2120.1850.3420.3420.1310.1480.3890.3890.074185.22-86.6486.64-231.04231.04-231.04-57.7026.811.71-16.11-16.11-8.67-4.33-19.5511.2822.5641.7041.7015.977.993.263.261.7524.88-0.72-1.43-3.77-3.77-0.72-4.47-8.26-8.26-3.17-1.620.02114.67-32.40-82.270.240.620.620.12100.3960.2458.32-218.95237.83-1.44-4.77-231.620.4320.3340.2340.2010.3710.2870.1410.1620.4270.330.081185.22-86.6486.64-231.04231.04-231.04-8.0520.85-1.89-39.11-30.24-21.18-10.5913.4826.9649.7738.5018.919.46-5.82-4.50-3.15-0.61-1.23-3.23-2.50-0.610.120.230.180.090.01132.24-34.74-97.500.000.000.000.00103.1370.8438.67-212.65239.27-5.12-2.50-231.65-15.1219.25-1.25132
沈阳建筑大学毕业设计(论文)续表7—5恒载作用下的弯矩二次分配D柱E柱F柱右梁上柱下柱左梁右梁上柱下柱左梁右梁上柱下柱0.12100.6370.2420.19800.520.2820.35100.649314.20-314.20314.20-117.83117.83-1.050.130.670.250.13-0.13-19.45-38.91-102.18-55.41-27.712.3712.472.37-20.56-15.82-31.63-58.497.2018.9210.2658.12315.6413.02-331.03-20.40-37.72282.62-103.83-178.8038.09-38.090.0740.3890.3890.1480.1310.3420.3420.1850.2120.3940.394244.54-244.54258.04-86.6486.64-341.310.34-51.09-29.250.32-0.05-0.26-0.26-0.10-0.050.09-7.88-15.75-41.13-41.13-22.25-11.120.583.033.031.15-21.1831.2762.55116.25116.25-1.32-3.45-3.45-1.8710.23245.393.112.87-251.36-2.17-4.03-4.03240.91-95.67-65.76-79.48135.9082.97-218.87132
沈阳建筑大学毕业设计(论文)D柱E柱F柱右梁上柱下柱左梁右梁上柱下柱左梁右梁上柱下柱0.0740.3890.3890.1480.1310.3420.3420.1850.2120.3940.394231.04-231.04231.04-86.6486.64-185.22-0.13-20.5658.12-0.360.040.190.190.070.040.05-8.11-16.23-42.36-42.36-22.92-11.460.603.143.141.19-22.865.5011.0120.4520.452.275.945.943.2121.76231.313.203.37-237.89-4.61-8.57-8.57217.12-56.99-59.29-100.8481.5770.00-151.580.0810.4270.330.1620.1410.3710.2870.2010.2340.4320.334231.04-231.04231.04-86.6486.64-185.220.09-21.1810.23-0.310.020.090.070.030.02-8.69-17.38-45.72-35.37-24.77-12.390.703.712.871.4111.7923.5743.5233.65-1.66-4.37-3.38-2.37231.453.902.94-238.29212.02-71.27-38.75-101.9997.8353.75-151.57132
沈阳建筑大学毕业设计(论文)D柱E柱F柱右梁上柱下柱左梁右梁上柱下柱左梁右梁上柱下柱0.03-17.6816.824)活载作用下的弯矩二次分配表7—6活载作用下的弯矩二次分配A柱B柱C柱上柱下柱左梁右梁上柱下柱左梁右梁上柱下柱左梁00.6490.3510.28200.520.1980.24200.6370.121-10.1310.13-27.0027.00-27.006.573.561.78-3.312.134.267.852.991.490.770.4123.87-0.18-0.36-0.95-0.18-6.68-12.32-4.69-1.694.03-4.030.411.070.419.4819.40-28.8828.54-1.56-26.770.3940.3940.2120.1850.3420.3420.1310.1480.3890.3890.07460.75-47.2547.25-189.00189.00-189.003.29-6.61-6.61-3.56-1.783.92-0.48-17.9712.9125.8347.7547.7518.299.141.991.991.0721.81-0.64-1.28-3.37-3.37-0.6459.41-22.59-36.82-3.92-7.24-7.24-2.77-1.300.190.500.500.1067.3844.4362.32-174.13132
沈阳建筑大学毕业设计(论文)A柱B柱C柱上柱下柱左梁右梁上柱下柱左梁右梁上柱下柱左梁197.05-3.34-4.16-189.550.3940.3940.2120.1850.3420.3420.1310.1480.3890.3890.074141.75-47.2547.25-189.00189.00-189.00-3.3123.87-1.69-35.93-35.93-19.33-9.67-16.5311.8023.6043.6243.6216.718.351.871.871.0023.91-0.49-0.99-2.59-2.59-0.49-4.33-8.01-8.01-3.07-1.66104.38-50.60-53.780.250.650.650.1256.8559.4859.52-175.85196.61-3.63-3.61-189.370.4320.3340.2340.2010.3710.2870.1410.1620.4270.330.081141.75-47.2547.25-189.00189.00-189.00-17.9721.81-1.30-33.06-25.56-17.91-8.9512.9525.9147.8236.9918.179.09-5.60-4.33-3.03-0.63-1.26-3.33-2.57-0.630.130.230.180.0985.13-29.89-55.2464.3369.8637.17-171.37197.00-4.74-2.62-189.64-12.7818.50-1.295)框架梁跨中弯矩计算由以上计算结果可知边跨跨中最大弯矩出现在距梁左端1/3处,此处弯矩为:132
沈阳建筑大学毕业设计(论文)上式中。中跨跨中最大弯矩为:。具体计算结果如下表:(1)恒载作用下框架梁跨中弯矩表7—7恒载作用下框架梁跨中弯矩层边跨(AB跨)中跨(BC跨)(kN﹒m)(kN﹒m)(kN﹒m)(kN﹒m)(kN﹒m)(kN﹒m)(kN﹒m)(kN﹒m)4-40.14181.09235.65125.04-286.41326.96471.30171.373-135.6080.62173.2865.17-239.67256.39387.06141.822-82.27100.39173.2881.95-218.95237.83346.56121.321-97.50103.13173.2872.97-212.65239.27346.56125.04表7—7(续)恒载作用下框架梁跨中弯矩层边跨(CD跨)中跨(DE跨)(kN﹒m)(kN﹒m)(kN﹒m)(kN﹒m)(kN﹒m)(kN﹒m)(kN﹒m)(kN﹒m)4-316.67315.64471.30154.32-331.03282.62471.30172.543-257.27245.39387.06137.71-251.36240.91387.06142.672-231.62231.31346.56115.15-237.89217.12346.56122.171-231.65231.45346.56115.04-238.29212.02346.56125.78表7—7(续)恒载作用下框架梁跨中弯矩层边跨(EF跨)(kN﹒m)(kN﹒m)(kN﹒m)(kN﹒m)4-178.8038.09235.65127.213-79.48135.90173.2865.592-100.8481.57173.2882.081-101.9997.83173.2873.37(2)活载作用下框架梁跨中弯矩132
沈阳建筑大学毕业设计(论文)表7—8活载作用下框架梁跨中弯矩层边跨(AB跨)中跨(BC跨)(kN﹒m)(kN﹒m)(kN﹒m)(kN﹒m)(kN﹒m)(kN﹒m)(kN﹒m)(kN﹒m)4-4.039.4820.2513.50-28.8828.5440.5011.733-36.8267.3894.5042.40-174.13197.05283.50101.732-53.7856.8594.5039.19-175.85196.61283.50100.731-55.2464.3394.5034.72-171.37197.00283.50103.59表7—8(续)活载作用下框架梁跨中弯矩层中跨(CD跨)(kN﹒m)(kN﹒m)(kN﹒m)(kN﹒m)4-26.77-26.7740.5013.733-189.55-189.55283.5093.952-189.37-189.37283.5094.131-189.64-189.64283.5093.866)框架梁的剪力计算由于框架梁简化为仅承担集中荷载,因此由力的平衡条件可知,框架梁的剪力大小等于其跨中集中荷载的数值。具体结果见内力图7)框架柱的剪力计算由于框架柱间无横向荷载,故柱子的剪力为:计算结果如下表所示。表7—9恒载作用下框架柱的剪力计算层(m)边柱(A柱)中柱(B柱)中柱(C柱)M上(kN﹒m)M下(kN﹒m)Vc(kN)M上(kN﹒m)M下(kN﹒m)Vc(kN)M上(kN﹒m)M下(kN﹒m)Vc(kN)45.140.14261.6059.16105.3291.9438.68-10.50-1.38-2.3335.1-126.00114.67-2.2267.1160.2424.972.27-1.440.1625.1-32.40132.2419.5858.3270.8425.33-4.77-5.12-1.9416.6-34.74-15.12-7.5538.6719.258.78-2.50-1.25-0.57132
沈阳建筑大学毕业设计(论文)表7—9(续)恒载作用下框架柱的剪力计算层(m)中柱(D柱)中柱(E柱)边柱(F柱)M上(kN﹒m)M下(kN﹒m)Vc(kN)M上(kN﹒m)M下(kN﹒m)Vc(kN)M上(kN﹒m)M下(kN﹒m)Vc(kN)45.113.023.113.16-103.83-95.67-39.12-38.0982.978.8035.12.873.201.19-65.76-56.99-24.07-218.8770.00-29.1925.13.373.901.43-58.29-70.27-25.21-151.5853.75-19.1816.62.940.030.45-38.75-17.68-8.55-151.5716.82-20.42表7—10活载作用下框架柱的剪力计算层(m)边柱(A柱)中柱(B柱)中柱(C柱)M上(kN﹒m)M下(kN﹒m)Vc(kN)M上(kN﹒m)M下(kN﹒m)Vc(kN)M上(kN﹒m)M下(kN﹒m)Vc(kN)45.14.0359.4112.4419.4044.4312.52-1.56-3.34-0.9635.1-22.59104.3816.0462.3259.4823.88-4.16-3.63-1.5325.1-50.6085.136.7759.5269.8625.37-3.61-4.74-1.6416.6-29.89-12.78-6.4737.1718.508.43-2.62-1.29-0.59注:D柱与C柱剪力相同;E柱与B柱剪力相同;F柱与A柱剪力相同。8)框架柱轴力计算竖向荷载作用下,每一层的框架柱的上端截面轴力等于上层柱传来的轴力加上本层纵、横向框架梁传来的荷载(即梁端剪力),柱的下端截面轴力等于上端截面轴力加上本层柱的自重。具体计算如下。(1)恒载作用下①纵向跨架梁传来的框架柱轴力计算边柱顶层柱女儿墙:9×0.9×3.78×0.5=15.31kN屋面荷载:9×1.5×5.26×0.5=35.51kN纵向框架梁自重:11.61×0.5=5.81kN总计:=2×(15.31+35.51+5.81)=113.25kN二、三层柱有窗楼面荷载:9×1.5×3.72×0.5=25.11kN纵向框架梁自重:11.61×0.5=5.81kN132
沈阳建筑大学毕业设计(论文)外墙及窗重:9×5.1×0.65×0.5-7.20×3×(0.65-0.45)×0.5=12.76kN总计:=2×(25.11+5.81+12.76)=87.36kN无窗楼面荷载:9×1.5×3.72×0.5=25.11kN纵向框架梁自重:11.61×0.5=5.81kN外墙:9×5.1×0.65×0.5=14.92kN总计:=2×(25.11+5.81+14.92)=91.68kN中柱顶层柱屋面荷载:9×3×5.26×0.5=71.01kN纵向框架梁自重:11.61×0.5=5.81kN总计:=2×(71.01+5.81)=153.64kN二三层柱楼面荷载:9×3×3.72×0.5=50.22kN纵向框架梁自重:11.61×0.5=5.81kN总计:=2×(50.22+5.81)=112.06kN②柱子自重有前面计算可知:=12.60kN(2)活载作用下纵向跨架梁传来的荷载计算边柱顶层柱屋面荷载:9×1.5×0.5×0.5=3.38kN总计:=2×3.38=6.75kN二、三层柱及标准层楼面荷载:9×1.5×3.5×0.5=23.63kN总计:=2×23.63=47.25kN中柱132
沈阳建筑大学毕业设计(论文)顶层柱屋面荷载:9×3×0.5×0.5=6.75kN总计:=2×6.75=13.50kN六层柱及标准层楼面荷载:9×3×3.5×0.5=47.25kN总计:=2×47.25=94.50kN横向框架柱轴力计算如下表表7—11恒载作用下横向框架柱轴力计算层控制截面边柱(A柱)中柱(B柱)(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)41-176.39113.25189.6476.39152.78153.64382.812-212.60202.2412.60395.4131-155.1087.36344.755.10117.22112.06679.792-212.60357.312.60692.3921-155.1091.68504.0855.10110.20112.06969.752-212.60516.6812.60982.3511-155.1087.36659.1455.10110.20112.061259.712-216.30675.4416.301276.01表7—11(续)恒载作用下横向框架柱轴力计算层控制截面中柱(C柱)中柱(D柱)(kN)(Kn)(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)41-1152.78152.78153.64459.2152.78152.78153.64459.22-212.60471.812.60471.831-1124.25117.22112.06825.33124.25124.25112.06832.362-212.60837.9312.60844.9621-1110.20110.20112.061170.39110.20110.20112.061177.422-212.601182.9912.601190.0211-1110.20110.20112.061515.45110.20110.20112.061522.482-216.301531.7516.301538.78132
沈阳建筑大学毕业设计(论文)表7—11(续)恒载作用下横向框架柱轴力计算层控制截面中柱(E柱)边柱(F柱)(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)41-1152.7876.39153.64382.8176.39113.25189.642-212.60395.4112.60202.2431-1117.2255.10112.06679.7955.1087.36344.72-212.60692.3912.60357.321-1110.2055.10112.06969.7555.1091.68504.082-212.60982.3512.60516.6811-1110.2055.10112.061259.7155.1091.68663.462-216.301276.0116.30679.76表7—12活载作用下横向框架柱轴力计算层边柱(A柱)中柱(B柱)中柱(C柱)(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)46.756.7513.56.7513.5013.5033.7513.5013.5013.5040.5331.5047.2592.2531.5094.5094.50254.2594.5094.5094.50324231.5047.2517131.5094.5094.50474.7594.5094.5094.50607.5131.5047.2249.7531.5094.5094.50695.2594.5094.5094.50891注:F柱与A柱轴力相同;E柱与B柱轴力相同;D柱与C柱轴力相同。9)竖向荷载作用下的内力图(1)恒载作用下框架内力图132
沈阳建筑大学毕业设计(论文)(2)活载作用下框架内力图132
沈阳建筑大学毕业设计(论文)132
沈阳建筑大学毕业设计(论文)第八章横向框架的内力组合8.1荷载组合由“荷载规范”、“抗震规范”、“钢结构设计规范”以及“高钢规程”可知,7度设防、建筑高度m的框架结构应进行以下荷载组合。本设计结构的重要性系数(丙类建筑)8.1.1无震组合①8—1②8—2③8—3④8—4⑤8—5⑥8—6⑦8—78.1.2有震组合⑧8—8⑨8—98.2内力组合本设计的内力组合详见下表。偏于安全各截面内力均取轴线处内力。1.横向框架梁的内力组合以下组合中梁的跨中弯矩和剪力是指距梁的左端最近的集中荷载作用点处截面的弯矩和剪力。弯矩符号规定:对框架梁端面来说顺时针弯矩为正,反之为负;剪力符号规定:使框架梁产生顺时针方向转动趋势的剪力为正,反之为负。132
沈阳建筑大学毕业设计(论文)表8—1四层框架梁内力组合四层边跨(AB)中跨(BC)中跨(CD)左端跨中右端左端跨中右端左端跨中右端M()V()M()V()M()V()M()V()M()V()M()V()M()V()M()V()M()V()荷载效应SGK-40.1478.55125.040.00181.09-78.55-286.41157.10171.3752.37326.96-157.10-316.67157.10154.3252.37315.64-157.10SQK-4.036.7513.500.009.48-6.75-28.8813.5011.734.5028.54-13.50-26.7713.5013.734.5026.77-13.50SGK+0.5SQK-42.1681.93131.790.00185.83-81.93-300.85163.85177.2454.62341.23-163.85-330.06163.85161.1954.62329.03-163.8518.36-6.33-0.64-6.3319.63-6.3313.09-3.073.88-3.0714.55-3.0714.55-3.23-4.85-3.2314.55-3.23-18.366.330.646.33-19.636.33-13.093.07-3.883.07-14.553.07-14.553.234.853.23-14.553.2350.49-17.50-2.00-17.5054.49-17.5036.32-8.6910.26-8.6941.86-8.6941.86-9.30-13.95-9.3041.86-9.30-50.4917.502.0017.50-54.4917.50-36.328.69-10.268.69-41.868.69-41.869.3013.959.30-41.869.30内力组合①-58.14112.66182.030.00253.76-112.66-414.96225.32242.8475.11469.37-225.32-453.74225.32221.7975.11452.35-225.32②-53.81103.71168.950.00230.58-103.71-384.12207.42222.0769.14432.31-207.42-417.48207.42204.4169.14416.25-207.42③-45.7888.00143.940.00194.36-88.00-326.84176.00187.7958.67366.92-176.00-354.15176.00173.5458.67353.12-176.00④-69.23109.03169.485.32214.09-98.39-395.12210.00218.8171.72420.09-204.84-429.70210.13208.4871.85404.02-204.71-38.3998.39168.41-5.32247.07-109.03-373.13204.84225.3266.56444.53-210.00-405.26204.71200.3366.43428.47-210.13⑤-61.2093.32144.475.32177.87-82.68-337.84178.58184.5461.25354.69-173.42-366.37178.71177.6261.38340.90-173.29-30.3682.68143.41-5.32210.85-93.32-315.85173.42191.0556.09379.14-178.58-341.93173.29169.4755.95365.34-178.71⑥-77.82109.74164.178.86199.12-92.01-390.32206.05211.7171.55399.95-197.45-426.61206.27205.4371.77384.63-197.23-26.4192.01162.39-8.86254.08-109.74-353.67197.45222.5762.95440.69-206.05-385.87197.23191.8562.73425.37-206.27⑦-69.7994.03139.168.86162.90-76.30-333.04174.63177.4461.07334.56-166.03-363.27174.85174.5761.30321.50-165.81-18.3976.30137.38-8.86217.86-94.03-296.39166.03188.2952.48375.30-174.63-322.53165.81160.9952.25362.24-174.85⑧-116.22121.06160.7522.75152.16-75.56-408.24207.92199.3476.84355.06-185.32-450.48208.71211.5677.63340.41-184.5315.0575.56155.55-22.75293.83-121.06-313.80185.32226.0254.24463.89-207.92-341.65184.53175.2853.45449.25-208.71⑨-107.79104.68134.3922.75114.99-59.18-348.07175.15163.9065.91286.81-152.55-384.47175.94179.3266.71274.61-151.7623.4859.18129.19-22.75256.67-104.68-253.63152.55190.5743.32395.65-175.15-275.64151.76143.0542.53383.44-175.94132
沈阳建筑大学毕业设计(论文)表8—1(续)四层框架梁内力组合四层中跨(DE)边跨(EF)左端跨中右端左端跨中右端M()V()M()V()M()V()M()V()M()V()M()V()荷载效应SGK-331.03157.10172.5452.37282.62-157.10-178.8078.55127.210.0038.09-78.55SQK-28.5413.5011.734.5028.88-13.50-9.486.7513.500.004.03-6.75SGK+0.5SQK-345.30163.85178.4154.62297.06-163.85-183.5481.93133.960.0040.11-81.9314.55-3.07-3.88-3.0713.09-3.0719.63-6.330.63-6.3318.36-6.33-14.553.073.883.07-13.093.07-19.636.33-0.636.33-18.366.3341.86-8.69-10.26-8.6936.32-8.6954.49-17.502.00-17.5050.49-17.50-41.868.6910.268.69-36.328.69-54.4917.50-2.0017.50-50.4917.50内力组合①-474.86225.32244.4275.11409.84-225.32-250.67112.66184.960.0055.37-112.66②-437.19207.42223.4769.14379.58-207.42-227.83103.71171.550.0051.35-103.71③-370.99176.00188.9658.67323.05-176.00-192.0788.00146.110.0043.73-88.00④-449.41210.00226.7371.72368.58-204.84-244.32109.03171.025.3235.93-98.39-424.97204.84220.2166.56390.57-210.00-211.3498.39172.09-5.3266.77-109.03⑤-383.21178.58192.2261.25312.06-173.42-208.5693.32145.585.3228.31-82.68-358.76173.42185.7156.09334.05-178.58-175.5882.68146.64-5.3259.15-93.32⑥-445.58206.05223.9771.55349.12-197.45-251.33109.74164.998.8623.95-92.01-404.84197.45213.1262.95385.77-206.05-196.3792.01166.77-8.8675.36-109.74⑦-379.37174.63189.4661.07292.60-166.03-215.5794.03139.558.8616.34-76.30-338.63166.03178.6152.48329.25-174.63-160.6176.30141.33-8.8667.74-94.03⑧-468.78207.92227.4276.84309.26-185.32-291.09121.06158.1522.75-17.51-75.56-359.94185.32200.7554.24403.69-207.92-149.4175.56163.35-22.75113.76-121.06⑨-399.72175.15191.7465.91249.84-152.55-254.38104.68131.3622.75-25.53-59.18-290.88152.55165.0743.32344.28-175.15-112.7059.18136.56-22.75105.74-104.68132
沈阳建筑大学毕业设计(论文)表8—2三层框架梁内力组合三层边跨(AB)中跨(BC)中跨(CD)左端跨中右端左端跨中右端左端跨中右端M()V()M()V()M()V()M()V()M()V()M()V()M()V()M()V()M()V()荷载效应SGK-135.6057.7665.170.0080.62-57.76-239.67129.02141.8245.26256.39-122.27-257.27129.02137.7145.26245.39-122.27SQK-36.8231.5042.400.0067.38-31.50-174.1394.50101.7331.50197.05-94.50-189.5594.5093.9531.50189.55-94.50SGK+0.5SQK-154.0173.5186.370.00114.31-73.51-326.74176.27192.6961.01354.92-169.52-352.05176.27184.6961.01340.17-169.5213.87-4.82-0.59-4.8215.04-4.8210.02-2.562.34-2.5613.01-2.5613.01-2.89-4.34-2.8913.01-2.89-13.874.820.594.82-15.044.82-10.022.56-2.342.56-13.012.56-13.012.894.342.89-13.012.8924.59-8.68-1.44-8.6827.47-8.6818.32-4.943.49-4.9426.16-4.9426.16-5.81-8.72-5.8126.16-5.81-24.598.681.448.68-27.478.68-18.324.94-3.494.94-26.164.94-26.165.818.725.81-26.165.81内力组合①-219.14108.85129.530.00174.87-108.85-494.20266.79291.1591.97539.24-257.67-533.07266.79277.9891.97517.04-257.67②-214.27113.41137.560.00191.08-113.41-531.39287.12312.6198.41583.54-279.02-574.09287.12296.7898.41559.84-279.02③-187.15101.86124.530.00174.95-101.86-483.45261.32284.2489.36532.26-254.57-522.64261.32269.2489.36510.76-254.57④-225.92117.46138.064.05178.44-109.36-539.80289.27310.64100.56572.61-276.87-585.02289.55300.42100.84548.91-276.60-202.62109.36137.07-4.05203.71-117.46-522.97284.97314.5796.26594.47-281.17-563.17284.70293.1495.98570.77-281.45⑤-198.80105.91125.024.05162.32-97.81-491.87263.47282.2791.51521.33-252.42-533.57263.75272.8891.78499.83-252.14-175.5097.81124.04-4.05187.59-105.91-475.04259.17286.2187.21543.19-256.72-511.71258.89265.6086.93521.69-257.00⑥-218.22106.93120.586.75141.72-93.43-472.28251.02266.6088.76482.56-235.75-512.70251.48263.3989.22462.01-235.29-179.3993.43118.94-6.75183.83-106.93-444.22243.85273.1681.59518.99-242.92-476.27243.39251.2581.13498.44-243.38⑦-191.1095.38107.546.75125.60-81.88-424.35225.21238.2379.71431.29-211.30-461.24225.68235.8580.17412.94-210.83-152.2781.88105.90-6.75167.71-95.38-396.29218.05244.8072.54467.71-218.46-424.82217.58223.7172.08449.36-218.93⑧-216.7899.50105.5211.28101.46-76.93-415.90217.95226.6879.63391.89-197.00-456.46219.08232.9680.76374.19-195.87-152.8576.93101.77-11.28172.88-99.50-368.27205.10235.7666.79459.91-209.85-388.45203.97210.2965.66442.21-210.98⑨-185.9884.7988.2411.2878.60-62.23-350.55182.69188.1467.43320.91-163.10-386.05183.82196.0268.56306.16-161.97-122.0462.2384.50-11.28150.02-84.79-302.92169.85197.2354.58388.92-175.94-318.04168.72173.3553.45374.17-177.07132
沈阳建筑大学毕业设计(论文)表8—2(续)三层框架梁内力组合三层中跨(DE)边跨(EF)左端跨中右端左端跨中右端M()V()M()V()M()V()M()V()M()V()M()V()荷载效应SGK-251.36122.27142.67-45.26240.91-129.02-79.4857.7665.590.00135.90-57.76SQK-197.0594.50101.73-31.50174.13-94.50-67.3831.5042.400.0036.82-31.50SGK+0.5SQK-349.89169.52193.54-61.01327.98-176.27-113.1773.5186.790.00154.31-73.5113.01-2.56-2.34-2.5610.02-2.5615.04-4.820.58-4.8213.87-4.82-13.012.562.342.56-10.022.56-15.044.82-0.584.82-13.874.8226.16-4.94-3.49-4.9418.32-4.9427.47-8.681.44-8.6824.59-8.68-26.164.943.494.94-18.324.94-27.478.68-1.448.68-24.598.68内力组合①-532.45257.67292.30-91.97495.88-266.79-173.33108.85130.100.00219.55-108.85②-577.50279.02313.63-98.41532.87-287.12-189.71113.41138.070.00214.63-113.41③-527.23254.57285.09-89.36484.69-261.32-173.81101.86124.950.00187.45-101.86④-588.43281.17315.59-96.26524.46-284.97-202.34117.46137.584.05202.98-109.36-566.57276.87311.66-100.56541.29-289.27-177.07109.36138.56-4.05226.28-117.46⑤-538.16256.72287.06-87.21476.28-259.17-186.45105.91124.464.05175.80-97.81-516.30252.42283.12-91.51493.11-263.47-161.1897.81125.44-4.05199.10-105.91⑥-512.96242.92274.18-81.59445.71-243.85-182.46106.93119.446.75179.75-93.43-476.53235.75267.62-88.76473.77-251.02-140.3593.43121.08-6.75218.58-106.93⑦-462.68218.46245.65-72.54397.53-218.05-166.5795.38106.326.75152.57-81.88-426.26211.30239.08-79.71425.59-225.21-124.4681.88107.96-6.75191.40-95.38⑧-453.87209.85236.78-66.79369.75-205.10-171.5299.50102.2811.28153.21-76.93-385.85197.00227.70-79.63417.39-217.95-100.0976.93106.02-11.28217.14-99.50⑨-383.89175.94198.08-54.58304.16-169.85-148.8884.7984.9211.28122.34-62.23-315.88163.10188.99-67.43351.79-182.69-77.4662.2388.66-11.28186.28-84.79132
沈阳建筑大学毕业设计(论文)表8—3二层框架梁内力组合二层边跨(AB)中跨(BC)中跨(CD)左端跨中右端左端跨中右端左端跨中右端M()V()M()V()M()V()M()V()M()V()M()V()M()V()M()V()M()V()荷载效应SGK-82.2757.7681.950.00100.39-57.76-218.95115.52121.3238.51237.83-115.52-231.62115.52115.1538.51231.31-115.52SQK-53.7831.5039.190.0056.85-31.50-175.8594.50100.7331.50196.61-94.50-189.3794.5094.1331.50189.37-94.50SGK+0.5SQK-109.1673.51101.550.00128.82-73.51-306.88162.77171.6954.26336.14-162.77-326.31162.77162.2254.26326.00-162.7712.52-4.23-0.16-4.2312.84-4.238.56-2.162.08-2.1610.89-2.1610.89-2.42-3.63-2.4210.89-2.42-12.524.230.164.23-12.844.23-8.562.16-2.082.16-10.892.16-10.892.423.632.42-10.892.4221.60-7.29-0.27-7.2922.15-7.2914.76-3.932.98-3.9320.57-3.9320.57-4.57-6.86-4.5720.57-4.57-21.607.290.277.29-22.157.29-14.763.93-2.983.93-20.573.93-20.574.576.864.57-20.574.57内力组合①-163.77108.85149.040.00191.24-108.85-467.92248.56262.5082.85513.75-248.56-498.27248.56247.7082.85497.85-248.56②-174.02113.41153.210.00200.06-113.41-508.93270.92286.6190.31560.65-270.92-543.06270.92269.9690.31542.69-270.92③-157.56101.86136.820.00179.98-101.86-465.14247.82262.3482.61513.08-247.82-496.74247.82246.9382.61496.43-247.82④-184.53116.97153.343.55189.27-109.86-516.12272.74284.8692.12551.50-269.11-552.21272.96273.0192.34533.54-268.89-163.50109.86153.07-3.55210.84-116.97-501.74269.11288.3588.49569.80-272.74-533.91268.89266.9188.28551.84-272.96⑤-168.08105.41136.953.55169.19-98.31-472.33249.63260.6084.42503.94-246.01-505.89249.85249.9884.64487.28-245.79-147.0598.31136.68-3.55190.77-105.41-457.95246.01264.0980.79522.23-249.63-487.59245.79243.8880.57505.58-249.85⑥-168.96106.10136.975.92158.21-94.26-447.06234.26241.3980.10462.83-228.21-478.77234.62235.5180.47447.91-227.85-133.9094.26136.52-5.92194.16-106.10-423.09228.21247.2174.05493.32-234.26-448.28227.85225.3573.69478.40-234.62⑦-152.5094.55120.585.92138.13-82.71-403.27211.15217.1372.40415.26-205.11-432.45211.52212.4872.76401.65-204.74-117.4582.71120.13-5.92174.08-94.55-379.30205.11222.9466.35445.75-211.15-401.96204.74202.3265.99432.14-211.52⑧-159.0797.69122.219.48125.78-78.74-387.44200.43202.1470.22376.62-190.22-418.31201.27203.5771.05364.45-189.38-102.9178.74121.50-9.48183.37-97.69-349.06190.22209.9060.00430.10-200.43-364.83189.38185.7459.17417.94-201.27⑨-137.2482.99101.909.48100.02-64.03-326.06167.88167.8159.37309.39-157.66-353.05168.71171.1360.20299.25-156.83-81.0864.03101.19-9.48157.61-82.99-287.69157.66175.5649.15362.88-167.88-299.56156.83153.3048.32352.74-168.71132
沈阳建筑大学毕业设计(论文)表8—3(续)二层框架梁内力组合二层中跨(DE)边跨(EF)左端跨中右端左端跨中右端M()V()M()V()M()V()M()V()M()V()M()V()荷载效应SGK-237.89115.52122.1738.51217.12-115.52-100.8457.7682.080.0081.57-57.76SQK-196.6194.50100.7331.50175.85-94.50-56.8531.5039.190.0053.78-31.50SGK+0.5SQK-336.20162.77172.5454.26305.05-162.77-129.2773.51101.680.00108.46-73.5110.89-2.16-2.08-2.168.56-2.1612.844.230.164.2312.524.23-10.892.162.082.16-8.562.16-12.84-4.23-0.16-4.23-12.52-4.2320.57-3.93-2.98-3.9314.76-3.9322.15-7.290.27-7.2921.60-7.29-20.573.932.983.93-14.763.93-22.157.29-0.277.29-21.607.29内力组合①-513.83248.56263.6482.85465.45-248.56-191.85108.85149.210.00162.82-108.85②-560.72270.92287.6390.31506.73-270.92-200.60113.41153.360.00173.18-113.41③-513.14247.82263.1982.61463.31-247.82-180.43101.86136.950.00156.86-101.86④-569.87272.74289.3792.12499.54-269.11-211.38109.86153.23-3.55162.66-116.97-551.57269.11285.8888.49513.92-272.74-189.81116.97153.503.55183.69-109.86⑤-522.29249.63264.9484.42456.12-246.01-191.2298.31136.81-3.55146.35-105.41-504.00246.01261.4580.79470.50-249.63-169.64105.41137.083.55167.38-98.31⑥-493.39234.26248.2380.10420.89-228.21-194.7094.26136.68-5.92133.06-106.10-462.90228.21242.4174.05444.86-234.26-158.75106.10137.135.92168.12-94.26⑦-445.81211.15223.7972.40377.47-205.11-174.5382.71120.26-5.92116.75-94.55-415.32205.11217.9866.35401.44-211.15-138.5894.55120.715.92151.80-82.71⑧-430.18200.43210.9270.22346.87-190.22-183.9197.69121.659.48102.07-78.74-376.69190.22203.1660.00385.24-200.43-126.3278.74122.37-9.48158.23-97.69⑨-362.94167.88176.4159.37285.86-157.66-158.0682.99101.329.4880.38-64.03-309.45157.66168.6649.15324.23-167.88-100.4764.03102.03-9.48136.54-82.99132
沈阳建筑大学毕业设计(论文)表8—4一层框架梁内力组合一层边跨(AB)中跨(BC)中跨(CD)左端跨中右端左端跨中右端左端跨中右端M()V()M()V()M()V()M()V()M()V()M()V()M()V()M()V()M()V()荷载效应SGK-97.5057.7672.970.00103.13-57.76-212.65115.52125.0438.51239.27-115.52-231.65115.52115.0438.51231.45-115.52SQK-55.2431.5034.720.0064.33-31.50-171.3794.50103.5931.50197.00-94.50189.6494.5093.8631.50189.64-94.50SGK+0.5SQK-125.1273.5190.330.00135.30-73.51-298.34162.77176.8454.26337.77-162.77-136.83162.77161.9754.26326.27-162.771.90-0.72-0.25-0.722.39-0.721.59-0.58-0.16-0.583.66-0.583.66-0.81-1.22-0.813.66-0.81-1.900.720.250.72-2.390.72-1.590.580.160.58-3.660.58-3.660.811.220.81-3.660.81-4.191.28-0.351.28-3.491.28-2.320.15-1.860.150.940.150.94-0.21-0.31-0.210.94-0.214.19-1.280.35-1.283.49-1.282.32-0.151.86-0.15-0.94-0.15-0.940.210.310.21-0.940.21内力组合①-185.76108.85132.540.00202.27-108.85-455.02248.56270.3282.85516.07-248.56-126.88248.56247.2982.85498.30-248.56②-194.34113.41136.170.00213.82-113.41-495.10270.92295.0790.31562.92-270.92-12.48270.92269.4590.31543.24-270.92③-174.84101.86121.580.00193.19-101.86-452.57247.82270.0782.61515.07-247.8233.85247.82246.4482.61496.95-247.82④-195.93114.02136.380.60211.81-112.81-496.43271.41295.2190.80559.85-270.44-15.56271.60270.4890.99540.16-270.24-192.74112.81135.97-0.60215.83-114.02-493.76270.44294.9489.82566.00-271.41-9.41270.24268.4389.63546.31-271.60⑤-176.43102.46121.780.60191.18-101.26-453.90248.31270.2083.09512.00-247.3330.77248.50247.4783.29493.87-247.14-173.24101.26121.37-0.60195.20-102.46-451.23247.33269.9382.12518.14-248.3136.92247.14245.4281.93500.02-248.50⑥-173.80101.19121.931.01183.45-99.17-425.35232.05251.7977.89475.06-230.42-97.26232.37231.7478.21458.46-230.10-168.4899.17121.25-1.01190.15-101.19-420.90230.42251.3476.27485.31-232.05-87.01230.10228.3275.94468.71-232.37⑦-154.3089.64107.341.01162.83-87.62-382.82208.94226.7870.19427.21-207.32-50.93209.26208.7370.51412.17-207.00-148.9887.62106.65-1.01169.52-89.64-378.37207.32226.3368.56437.45-208.94-40.68207.00205.3168.24422.42-209.26⑧-144.7086.55108.85-1.66166.89-89.88-354.99195.13214.6264.91404.10-195.52-165.42195.60194.7765.38390.30-195.05-155.5989.88107.941.66157.82-86.55-361.02195.52209.7865.30406.55-195.13-162.97195.05193.9664.84392.75-195.60⑨-119.6771.8590.79-1.66139.83-75.17-295.32162.58179.2554.06336.55-162.97-138.05163.04162.3854.53325.05-162.50-130.5775.1789.881.66130.76-71.85-301.35162.97174.4254.45338.99-162.58-135.61162.50161.5653.98327.49-163.04132
沈阳建筑大学毕业设计(论文)表8—4(续)一层框架梁内力组合一层中跨(DE)边跨(EF)左端跨中右端左端跨中右端M()V()M()V()M()V()M()V()M()V()M()V()荷载效应SGK-238.29115.52125.7838.51212.02-115.52-101.9957.7673.370.0097.83-57.76SQK-197.0094.5085.0431.50171.37-94.50-64.3331.5034.720.0055.24-31.50SGK+0.5SQK-336.79162.77168.3054.26297.71-162.77-134.1673.5190.730.00125.45-73.513.66-0.580.16-0.581.59-0.582.39-0.720.25-0.721.90-0.72-3.660.58-0.160.58-1.590.58-2.390.72-0.250.72-1.900.720.940.151.860.15-2.320.15-4.191.28-0.351.28-3.491.28-0.94-0.15-1.86-0.152.32-0.154.19-1.280.35-1.283.49-1.28内力组合①-514.75248.56253.1482.85454.17-248.56-200.73108.85133.080.00186.21-108.85②-561.75270.92269.9990.31494.34-270.92-212.45113.41136.650.00194.73-113.41③-514.09247.82244.8482.61451.94-247.82-192.05101.86121.980.00175.17-101.86④-564.82271.41269.8690.80493.01-270.44-214.46114.02136.450.60193.14-112.81-558.67270.44270.1389.82495.68-271.41-210.44112.81136.86-0.60196.33-114.02⑤-517.16248.31244.7083.09450.60-247.33-194.06102.46121.770.60173.57-101.26-511.02247.33244.9782.12453.27-248.31-190.04101.26122.18-0.60176.76-102.46⑥-484.13232.05234.0577.89420.14-230.42-188.78101.19121.731.01168.87-99.17-473.88230.42234.5076.27424.59-232.05-182.0999.17122.41-1.01174.19-101.19⑦-436.47208.94208.9070.19377.74-207.32-168.3889.64107.051.01149.31-87.62-426.23207.32209.3468.56382.19-208.94-161.6987.62107.74-1.01154.63-89.64⑧-405.37195.13199.5464.91360.26-195.52-155.5486.55109.33-1.66155.08-89.88-402.93195.52204.3865.30354.23-195.13-166.4389.88108.421.66146.00-86.55⑨-338.01162.58165.8854.06300.72-162.97-128.7171.8591.19-1.66129.99-75.17-335.57162.97170.7254.45294.69-162.58-139.6075.1790.281.66120.91-71.85132
沈阳建筑大学毕业设计(论文)表8—5四层框架柱内力组合四层边柱(A)中柱(B)中柱(C)上端下端上端下端上端下端M()N()V()M()N()V()M()N()V()M()N()V()M()N()V()M()N()V()荷载效应SGK40.14-189.64-59.16261.60-202.24-59.16105.32-382.81-36.6891.94-395.41-36.68-10.50-459.202.33-1.38-471.802.33SQK4.03-13.50-12.4459.41-13.50-12.4419.40-33.75-12.5244.43-33.75-12.52-1.56-40.500.96-3.34-40.500.96SGK+0.5SQK42.16-196.39-65.38291.31-208.99-65.38115.02-399.69-42.94114.16-412.29-42.94-11.28-479.452.81-3.05-492.052.81-18.36-6.336.01-12.29-6.336.01-32.723.2610.26-19.633.2610.26-29.10-0.168.78-15.67-0.168.7818.366.33-6.0112.296.33-6.0132.72-3.26-10.2619.63-3.26-10.2629.100.16-8.7815.670.16-8.78-50.95-17.5016.68-34.11-17.5016.68-90.818.8128.49-54.498.8128.49-83.71-0.6225.25-45.07-0.6225.2550.9517.50-16.6834.1117.50-16.6890.81-8.81-28.4954.49-8.81-28.4983.710.62-25.2545.070.62-25.25内力组合①58.14-269.24-92.06411.38-286.25-92.06161.19-549.87-61.79167.66-566.88-61.79-15.70-659.614.09-5.14-676.624.09②53.81-246.47-88.41397.09-261.59-88.41153.54-506.62-61.54172.53-521.74-61.54-14.78-607.744.14-6.33-622.864.14③45.78-208.54-76.58344.77-221.14-76.58132.48-430.06-54.21154.14-442.66-54.21-12.68-515.903.67-6.06-528.503.67④69.23-241.15-93.46407.42-256.27-93.46181.03-509.36-70.16189.02-524.48-70.169.66-607.61-3.246.83-622.73-3.2438.39-251.79-83.36386.77-266.91-83.36126.06-503.88-52.93156.04-519.00-52.93-39.23-607.8711.52-19.49-622.9911.52⑤61.20-203.22-81.62355.10-215.82-81.62159.96-432.80-62.83170.63-445.40-62.8311.76-515.77-3.707.11-528.37-3.7030.36-213.86-71.53334.45-226.46-71.53105.00-427.32-45.59137.65-439.92-45.59-37.13-516.0311.05-19.22-528.6311.05⑥77.82-231.94-91.60389.35-247.06-91.60191.20-497.01-70.65181.35-512.13-70.6526.61-590.51-8.5617.01-605.63-8.5626.41-249.66-74.77354.94-264.78-74.7799.59-487.88-41.92126.39-503.00-41.92-54.87-590.9516.03-26.87-606.0716.03⑦69.79-194.01-79.77337.03-206.61-79.77170.14-420.45-63.31162.96-433.05-63.3128.71-498.67-9.0217.28-511.27-9.0218.39-211.73-62.94302.62-224.33-62.9478.52-411.32-34.59108.00-423.92-34.59-52.77-499.1115.56-26.59-511.7115.56⑧116.82-212.92-100.14393.91-228.04-100.14256.08-491.08-88.57207.82-506.20-88.5795.29-574.53-29.4554.93-589.65-29.45-15.65-258.42-56.77305.22-273.54-56.7719.97-468.17-14.4966.15-483.29-14.49-122.36-576.1536.20-62.25-591.2736.20⑨108.39-173.64-87.06335.65-186.24-87.06233.07-411.14-79.98184.99-423.74-79.9897.54-478.64-30.0255.54-491.24-30.02-24.08-219.14-43.70246.96-231.74-43.70-3.03-388.23-5.9043.32-400.83-5.90-120.10-480.2635.64-61.64-492.8635.64132
沈阳建筑大学毕业设计(论文)表8—5(续)四层框架柱内力组合四层中柱(D)中柱(E)边柱(F)上端下端上端下端上端下端M()N()V()M()N()V()M()N()V()M()N()V()M()N()V()M()N()V()荷载效应SGK13.02-459.20-3.163.11-471.80-3.16-103.83-382.8139.12-95.67-395.4139.12-38.09-189.64-8.8082.97-202.24-8.80SQK-1.56-40.500.96-3.34-40.500.9619.40-33.75-12.5244.43-33.75-12.524.03-13.50-12.4459.41-13.50-12.44SGK+0.5SQK12.24-479.45-2.681.44-492.05-2.68-94.13-399.6932.86-73.46-412.2932.86-36.08-196.39-15.02112.68-208.99-15.02-29.10-0.168.78-15.67-0.168.78-32.723.2610.26-19.633.2610.26-18.36-6.336.01-12.29-6.336.0129.100.16-8.7815.670.16-8.7832.72-3.26-10.2619.63-3.26-10.2618.366.33-6.0112.296.33-6.01-83.71-0.6225.25-45.07-0.6225.25-90.818.8128.49-54.498.8128.49-50.95-17.5016.68-34.11-17.5016.6883.710.62-25.2545.070.62-25.2590.81-8.81-28.4954.49-8.81-28.4950.9517.50-16.6834.1117.50-16.68内力组合①16.05-659.61-3.330.93-676.62-3.33-121.16-549.8740.54-85.61-566.8840.54-47.47-269.24-24.07170.23-286.25-24.07②13.44-607.74-2.45-0.94-622.86-2.45-97.44-506.6229.42-52.60-521.7429.42-40.07-246.47-27.98182.74-261.59-27.98③10.84-515.90-1.82-1.57-528.50-1.82-76.67-430.0621.59-33.47-442.6621.59-32.45-208.54-26.22166.14-221.14-26.22④37.88-607.61-9.8212.22-622.73-9.82-69.95-509.3620.80-36.11-524.4820.80-24.64-241.15-33.02193.06-256.27-33.02-11.00-607.874.93-14.11-622.994.93-124.92-503.8838.03-69.09-519.0038.03-55.49-251.79-22.93172.41-266.91-22.93⑤35.28-515.77-9.1911.60-528.37-9.19-49.19-432.8012.97-16.98-445.4012.97-17.03-203.22-31.26176.47-215.82-31.26-13.61-516.035.56-14.73-528.635.56-104.15-427.3230.21-49.96-439.9230.21-47.87-213.86-21.17155.82-226.46-21.17⑥54.84-590.51-15.1422.40-605.63-15.14-59.78-497.0120.31-43.78-512.1320.31-16.05-231.94-31.17174.99-247.06-31.17-26.64-590.959.44-21.48-606.079.44-151.39-487.8849.04-98.74-503.0049.04-67.46-249.66-14.34140.58-264.78-14.34⑦52.23-498.67-14.5121.77-511.27-14.51-39.01-420.4512.49-24.65-433.0512.49-8.44-194.01-29.41158.40-206.61-29.41-29.25-499.1110.07-22.10-511.7110.07-130.63-411.3241.21-79.61-423.9241.21-59.84-211.73-12.58123.99-224.33-12.58⑧123.51-574.53-36.0460.32-589.65-36.045.10-491.082.40-17.31-506.202.4022.95-212.92-39.71179.55-228.04-39.71-94.14-576.1529.61-56.86-591.2729.61-231.01-468.1776.47-158.98-483.2976.47-109.53-258.423.6690.87-273.543.66⑨121.06-478.64-35.5160.03-491.24-35.5123.92-411.14-4.18-2.62-423.74-4.1830.16-173.64-36.70157.02-186.24-36.70-96.58-480.2630.15-57.15-492.8630.15-212.18-388.2369.90-144.29-400.8369.90-102.31-219.146.6668.33-231.746.66132
沈阳建筑大学毕业设计(论文)表8—6三层框架柱内力组合三层边柱(A)中柱(B)中柱(C)上端下端上端下端上端下端M(N()V()M(N()V()M(N()V()M(N()V()M()N()V()M()N()V()荷载效应SGK-126.00-244.702.22114.67-357.302.2267.11-679.79-24.9760.24-692.39-24.972.27-825.33-0.16-1.44-837.93-0.16SQK-22.59-92.25-16.04104.38-92.25-16.0462.32-254.25-23.8859.48-254.25-23.88-4.16-324.001.53-3.63-324.001.53SGK+0.5SQK-137.30-290.83-5.80166.86-403.43-5.8098.27-806.92-36.9189.98-819.52-36.910.19-987.330.61-3.26-999.930.61-26.16-11.159.33-21.40-11.159.33-44.695.5215.93-36.565.5215.93-41.69-0.4913.62-27.79-0.4913.6226.1611.15-9.3321.4011.15-9.3344.69-5.52-15.9336.56-5.52-15.9341.690.49-13.6227.790.49-13.62-58.70-26.1720.93-48.03-26.1720.93-100.2812.5435.75-82.0512.5435.75-97.38-1.4931.82-64.92-1.4931.8258.7026.17-20.9348.0326.17-20.93100.28-12.54-35.7582.05-12.54-35.7597.381.49-31.8264.921.49-31.82内力组合①-192.24-420.75-12.72257.10-572.76-12.72151.67-1166.88-57.11139.61-1183.89-57.11-1.01-1431.721.28-5.50-1448.731.28②-182.83-422.79-19.79283.74-557.91-19.79167.78-1171.70-63.40155.56-1186.82-63.40-3.10-1444.001.95-6.81-1459.121.95③-157.63-373.85-20.24260.80-486.45-20.24154.36-1035.74-58.40143.51-1048.34-58.40-3.55-1278.931.98-6.52-1291.531.98④-160.85-413.42-27.63301.71-548.54-27.63205.32-1176.33-76.78186.27-1191.45-76.7831.92-1443.58-9.4916.53-1458.70-9.49-204.80-432.16-11.95265.76-567.28-11.95130.24-1167.06-50.01124.85-1182.18-50.01-38.12-1444.4113.39-30.15-1459.5313.39⑤-135.65-364.48-28.07278.78-477.08-28.07191.90-1040.38-71.78174.22-1052.98-71.7831.47-1278.52-9.4616.82-1291.12-9.46-179.60-383.22-12.40242.83-495.82-12.40116.82-1031.10-45.02112.80-1043.70-45.02-38.57-1279.3413.42-29.87-1291.9413.42⑥-136.71-368.44-26.12269.86-503.56-26.12204.17-1072.64-75.67181.76-1087.76-75.6757.01-1307.23-17.7633.62-1322.35-17.76-209.96-399.660.01209.94-534.780.0179.04-1057.19-31.0679.39-1072.31-31.06-59.72-1308.6020.38-44.19-1323.7220.38⑦-111.51-319.50-26.56246.92-432.10-26.56190.75-936.68-70.67169.71-949.28-70.6756.56-1142.16-17.7333.91-1154.76-17.73-184.76-350.72-0.44187.00-463.32-0.4465.62-921.23-26.0767.35-933.83-26.07-60.17-1143.5420.41-43.90-1156.1420.41⑧-88.44-314.97-34.17262.67-450.09-34.17248.29-984.60-90.77214.64-999.72-90.77126.82-1182.86-40.6480.49-1197.98-40.64-241.06-383.0120.25137.79-518.1320.25-12.44-952.002.181.31-967.122.18-126.37-1186.7342.09-88.30-1201.8542.09⑨-60.99-256.80-33.01229.30-369.40-33.01228.63-823.22-83.39196.65-835.82-83.39126.78-985.39-40.7681.14-997.99-40.76-213.61-324.8521.41104.42-437.4521.41-32.09-790.619.57-16.69-803.219.57-126.40-989.2741.97-87.65-1001.8741.97132
沈阳建筑大学毕业设计(论文)表8—6(续)三层框架柱内力组合三层中柱(D)中柱(E)边柱(F)上端下端上端下端上端下端M()N()V()M()N()V()M()N()V()M()N()V()M()N()V()M()N()V()荷载效应SGK2.87-832.36-1.193.20-844.96-1.19-65.76-679.7924.07-56.99-692.3924.07-218.87-344.7029.1970.00-357.3029.19SQK-4.16-324.001.53-3.63-324.001.5362.32-254.25-23.8859.48-254.25-23.88-22.59-92.25-16.04104.38-92.25-16.04SGK+0.5SQK0.79-994.36-0.431.39-1006.96-0.43-34.60-806.9212.13-27.25-819.5212.13-230.17-390.8321.17122.19-403.4321.17-41.69-0.4913.62-27.79-0.4913.62-44.695.5215.93-36.565.5215.93-26.16-11.159.33-21.40-11.159.3341.690.49-13.6227.790.49-13.6244.69-5.52-15.9336.56-5.52-15.9326.1611.15-9.3321.4011.15-9.33-97.38-1.4931.82-64.92-1.4931.82-100.2812.5435.75-82.0512.5435.75-58.70-26.1720.93-48.03-26.1720.9397.381.49-31.8264.921.49-31.82100.28-12.54-35.7582.05-12.54-35.7558.7026.17-20.9348.0326.17-20.93内力组合①-0.20-1441.21-0.110.76-1458.22-0.11-27.70-1166.889.09-18.65-1183.899.09-317.61-555.7523.69196.79-572.7623.69②-2.38-1452.430.71-1.24-1467.550.718.34-1171.70-4.5514.88-1186.82-4.55-294.27-542.7912.57230.13-557.9112.57③-2.95-1285.960.95-1.88-1298.560.9521.49-1035.74-9.3626.28-1048.34-9.36-250.50-473.856.73216.13-486.456.73④32.64-1452.02-10.7322.10-1467.14-10.7345.88-1176.33-17.9345.59-1191.45-17.93-272.30-533.424.73248.11-548.544.73-37.40-1452.8412.15-24.59-1467.9612.15-29.20-1167.068.83-15.83-1182.188.83-316.24-552.1620.41212.16-567.2820.41⑤32.07-1285.55-10.4921.46-1298.15-10.4959.03-1040.38-22.7456.99-1052.98-22.74-228.52-464.48-1.10234.11-477.08-1.10-37.97-1286.3712.39-25.23-1298.9712.39-16.05-1031.104.02-4.43-1043.704.02-272.47-483.2214.57198.16-495.8214.57⑥57.73-1315.67-19.0039.19-1330.79-19.0044.73-1072.64-16.8241.09-1087.76-16.82-248.16-488.446.25216.25-503.566.25-59.00-1317.0419.14-38.62-1332.1619.14-80.40-1057.1927.78-61.28-1072.3127.78-321.41-519.6632.37156.33-534.7832.37⑦57.16-1149.19-18.7638.55-1161.79-18.7657.88-936.68-21.6352.48-949.28-21.63-204.38-419.500.41202.25-432.100.41-59.57-1150.5719.38-39.26-1163.1719.38-67.25-921.2322.97-49.88-933.8322.97-277.63-450.7226.53142.33-463.3226.53⑧127.54-1191.30-41.8886.06-1206.42-41.8888.84-984.60-31.9273.97-999.72-31.92-199.89-434.97-1.81209.07-450.09-1.81-125.65-1195.1740.86-82.73-1210.2940.86-171.88-952.0061.03-139.37-967.1261.03-352.51-503.0152.6184.19-518.1352.61⑨127.38-992.42-41.7985.78-1005.02-41.7995.76-823.22-34.3579.42-835.82-34.35-153.86-356.80-6.04184.63-369.40-6.04-125.80-996.3040.94-83.01-1008.9040.94-164.96-790.6158.61-133.92-803.2158.61-306.48-424.8548.3859.75-437.4548.38132
沈阳建筑大学毕业设计(论文)表8—7二层框架柱内力组合二层边柱(A)中柱(B)中柱(C)上端下端上端下端上端下端M(N()V()M(N()V()M(N()V()M(N()V()M(N()V()M(N()V()荷载效应SGK-32.40-504.08-19.58132.24-516.68-19.5858.32-969.75-25.3370.84-1025.67-25.33-4.77-1170.391.94-5.12-1182.991.94SQK-50.60-171.00-6.7785.13-171.00-6.7759.52-474.75-25.3769.86-474.75-25.37-3.61-607.501.64-4.74607.501.64SGK+0.5SQK-57.70-589.58-22.97174.81-602.18-22.9788.08-1207.13-38.02105.77-1263.05-38.02-6.58-1474.142.76-7.49-879.242.76-33.92-15.3813.30-33.92-15.3813.30-57.967.5922.73-57.967.5922.73-49.56-0.7519.44-49.56-0.7519.4433.9215.38-13.3033.9215.38-13.3057.96-7.59-22.7357.96-7.59-22.7349.560.75-19.4449.560.75-19.44-69.63-33.4727.31-69.63-33.4727.31-118.9615.9146.65118.9615.9146.65-106.05-2.1341.59106.05-2.1341.5969.6333.47-27.3169.6333.47-27.31118.96-15.91-46.65-118.96-15.91-46.65106.052.13-41.59-106.052.13-41.59内力组合①-93.33-848.09-33.07261.95-865.10-33.07137.06-1774.42-59.06164.10-1849.91-59.06-9.98-2175.384.23-11.56-1001.694.23②-109.72-844.30-32.97277.87-859.42-32.97153.31-1828.35-65.91182.81-1895.45-65.91-10.78-2254.974.62-12.78-569.094.62③-103.24-743.48-29.06251.42-756.08-29.06141.65-1634.40-60.85168.64-1690.32-60.85-9.82-2020.894.24-11.76-332.494.24④-81.23-831.38-44.15306.36-846.50-44.15202.00-1834.73-85.01231.50-1901.83-85.0130.85-2254.34-11.7128.85-568.46-11.71-138.21-857.22-21.80249.38-872.34-21.80104.63-1821.97-46.82134.13-1889.08-46.82-52.41-2255.6020.95-54.41-569.7220.95⑤-74.75-730.56-40.23279.91-743.16-40.23190.33-1640.78-79.94217.33-1696.70-79.9431.81-2020.26-12.0929.87-331.86-12.09-131.73-756.40-17.89222.93-769.00-17.8992.96-1628.02-41.75119.96-1683.94-41.75-51.45-2021.5220.57-53.39-333.1220.57⑥-40.98-750.94-48.75289.60-766.06-48.75209.46-1639.58-87.08234.61-1706.69-87.0860.12-1998.77-23.2858.59-823.19-23.28-135.96-794.01-11.51194.63-809.13-11.5147.17-1618.33-23.4472.33-1685.43-23.44-78.65-2000.8731.15-80.17-825.2931.15⑦-34.50-650.13-44.83263.16-662.73-44.83197.79-1445.63-82.01220.45-1501.55-82.0161.08-1764.69-23.6759.62-586.59-23.67-129.48-693.19-7.59168.18-705.79-7.5935.51-1424.38-18.3758.16-1480.30-18.37-77.69-1766.7930.76-79.15-588.6930.76⑧21.28-663.99-63.06300.29-679.11-63.06260.34-1469.23-106.26-27.72-1536.34-106.26129.98-1766.20-50.76-146.85-1052.32-50.76-159.76-751.017.95119.25-766.137.95-48.95-1427.8715.03281.57-1494.9715.03-145.76-1771.7457.38128.88-1057.8657.38⑨32.82-546.07-58.47265.32-558.67-58.47242.73-1227.81-98.66-48.88-1283.73-98.66126.78-985.39-40.7681.14-997.99-40.76-148.22-633.0912.5484.29-645.6912.54-66.57-1186.4422.63260.42-1242.3622.63-126.40-989.2741.97-87.65-1001.8741.97132
沈阳建筑大学毕业设计(论文)表8—7(续)二层框架柱内力组合二层中柱(D)中柱(E)边柱(F)上端下端上端下端上端下端M()N()V()M()N()V()M()N()V()M()N()V()M()N()V()M()N()V()荷载效应SGK5.10-1177.42-1.433.37-1190.02-1.43-58.29-969.7525.21-70.27-982.3525.21-151.58-504.0819.1853.75-516.6819.18SQK-3.61-607.501.64-4.74-607.501.6459.52-474.75-25.3769.86-474.75-25.37-50.60-171.00-6.7785.13-171.00-6.77SGK+0.5SQK3.30-1481.17-0.611.00-1493.77-0.61-28.53-1207.1312.53-35.34-1219.7312.53-176.88-589.5815.8096.32-602.1815.80-49.56-0.7519.44-49.56-0.7519.44-52.859.4520.73-52.859.4520.73-57.967.5922.73-57.967.5922.7349.560.75-19.4449.560.75-19.4452.85-9.45-20.7352.85-9.45-20.7357.96-7.59-22.7357.96-7.59-22.73-106.05-2.1341.59106.05-2.1341.59-104.3217.2440.91-104.3217.2440.91-118.9615.9146.65118.9615.9146.65106.052.13-41.59-106.052.13-41.59104.32-17.24-40.91104.32-17.24-40.91118.96-15.91-46.65-118.96-15.91-46.65内力组合①3.35-2184.87-0.32-0.10-2201.88-0.32-20.36-1774.429.17-26.40-1791.439.17-254.22-848.0919.26155.99-865.1019.26②1.07-2263.400.58-2.59-2278.520.5813.38-1828.35-5.2713.48-1843.47-5.27-252.74-844.3013.54183.68-859.4213.54③0.05-2027.920.87-3.27-2040.520.8725.04-1634.40-10.3127.53-1647.00-10.31-222.42-743.489.70172.93-756.089.70④42.70-2262.77-15.7539.04-2277.89-15.7557.77-1836.29-22.6857.87-1851.41-22.68-204.05-850.67-5.56232.37-865.79-5.56-40.56-2264.0316.91-44.22-2279.1516.91-31.01-1820.4112.15-30.91-1835.5312.15-301.42-837.9232.63135.00-853.0432.63⑤41.68-2027.29-15.4638.36-2039.89-15.4669.43-1642.34-27.7271.93-1654.94-27.72-173.73-749.86-9.39221.62-762.46-9.39-41.58-2028.5517.20-44.90-2041.1517.20-19.36-1626.467.11-16.86-1639.067.11-271.11-737.1028.80124.25-749.7028.80⑥71.97-2007.20-27.3268.78-2022.32-27.3262.37-1642.19-23.6358.13-1657.31-23.63-150.34-783.10-15.44229.07-798.22-15.44-66.80-2009.3027.11-69.99-2024.4227.11-85.61-1615.7334.41-89.85-1630.8534.41-312.63-761.8548.2066.78-776.9748.20⑦70.95-1771.72-27.0468.11-1784.32-27.0474.03-1448.24-28.6772.18-1460.84-28.67-120.02-682.29-19.28218.32-694.89-19.28-67.82-1773.8227.39-70.66-1786.4227.39-73.95-1421.7829.37-75.80-1434.3829.37-282.31-661.0344.3756.03-673.6344.37⑧141.82-1774.64-54.80-136.67-1789.76-54.80101.38-1470.96-38.1593.21-1486.08-38.15-57.61-728.18-41.69-39.07-743.30-41.69-133.91-1780.1753.34139.07-1795.2953.34-169.85-1426.1468.21-178.02-1441.2668.21-366.90-686.8179.60270.23-701.9379.60⑨141.16-1478.40-54.68-136.87-1491.00-54.68107.09-1229.54-40.66100.28-1242.14-40.66-22.23-610.26-44.85-58.33-622.86-44.85-134.57-1483.9453.46138.87-1496.5453.46-164.15-1184.7165.71-170.96-1197.3165.71-331.53-568.9076.44250.96-581.5076.44132
沈阳建筑大学毕业设计(论文)表8—8首层框架柱内力组合一层边柱(A)中柱(B)中柱(C)上端下端上端下端上端下端M(N()V()M(N()V()M(N()V()M(N()V()M(N()V()M(N()V()荷载效应SGK-34.74-659.147.55-15.12-675.447.553.67-1259.71-8.7819.25-1276.01-8.78-2.50-1515.450.57-1.25-1531.750.57SQK-29.89-249.756.4712.78-249.756.4737.17-695.25-8.4318.50-695.25-8.43-2.62-891.000.59-1.29-891.000.59SGK+0.5SQK-49.69-784.0210.79-8.73-800.3210.7922.26-1607.34-13.0028.50-1623.64-13.00-3.81-1960.950.87-1.90-1977.250.87-35.82-16.0914.8362.06-16.0914.83-61.947.7228.85-109.637.7228.85-56.87-0.9824.14-102.43-0.9824.1435.8216.09-14.83-62.0616.09-14.8361.94-7.72-28.85109.63-7.72-28.8556.870.98-24.14102.430.98-24.14-65.44-32.1927.09-113.37-32.1927.09-113.1514.7847.49200.2814.7847.49-107.93-2.4945.81-194.40-2.4945.8165.4432.19-27.09113.3732.19-27.09113.15-14.78-47.49-200.28-14.78-47.49107.932.49-45.81194.402.49-45.81内力组合①-76.19-1134.5916.53-7.89-1156.6016.5341.38-2381.95-20.1144.12-2403.96-20.11-5.94-2919.041.35-2.95-2941.041.35②-83.53-1140.6218.12-0.25-1160.1818.1256.44-2485.00-22.3449.00-2504.56-22.34-6.67-3065.941.51-3.31-3085.501.51③-76.59-1008.7916.612.77-1025.0916.6155.71-2233.06-20.5845.15-2249.36-20.58-6.17-2762.851.40-3.06-2779.151.40④-53.45-1127.105.66-52.38-1146.665.66108.47-2491.49-46.57141.09-2511.05-46.5741.10-3065.12-18.7782.74-3084.68-18.77-113.62-1154.1330.5851.88-1173.6930.584.41-2478.521.90-43.09-2498.081.90-54.44-3066.7621.79-89.35-3086.3221.79⑤-46.50-995.274.15-49.36-1011.574.15107.74-2239.54-44.82137.24-2255.84-44.8241.60-2762.03-18.8882.99-2778.33-18.88-106.67-1022.3129.0754.90-1038.6129.073.68-2226.583.65-46.94-2242.883.65-53.94-2763.6721.67-89.10-2779.9721.67⑥-20.83-1013.20-5.36-92.50-1032.76-5.36127.55-2203.81-59.19194.71-2223.37-59.1974.05-2690.35-32.53140.64-2709.91-32.53-121.13-1058.2536.1681.26-1077.8136.16-45.89-2182.1921.59-112.25-2201.7521.59-85.19-2693.0935.06-146.17-2712.6535.06⑦-13.88-881.37-6.87-89.48-897.67-6.87126.81-1951.86-57.43190.86-1968.16-57.4374.55-2387.26-32.65140.89-2403.56-32.65-114.18-926.4234.6584.29-942.7234.65-46.62-1930.2523.35-116.10-1946.5523.35-84.69-2390.0034.94-145.92-2406.3034.94⑧25.45-898.97-22.28136.91-918.53-22.28173.80-1948.02-77.33-226.16-1967.58-77.33135.74-2349.90-58.52250.45-2369.46-58.52-144.69-982.6748.16-157.86-1002.2348.16-120.39-1909.5946.14294.56-1929.1546.14-144.88-2356.3860.59-254.99-2375.9460.59⑨35.39-742.17-24.43138.65-758.47-24.43169.35-1626.55-74.73-231.86-1642.85-74.73136.50-1957.71-58.69250.83-1974.01-58.69-134.76-825.8646.00-156.11-842.1646.00-124.84-1588.1248.74288.86-1604.4248.74-144.12-1964.1960.42-254.62-1980.4960.42132
沈阳建筑大学毕业设计(论文)表8—8(续)首层框架柱内力组合一层中柱(D)中柱(E)边柱(F)上端下端上端下端上端下端M()N()V()M()N()V()M()N()V()M()N()V()M(N()V()M(N()V()荷载效应SGK6.60-1522.48-0.452.94-1538.78-0.45-38.75-1259.718.55-17.68-1276.018.55-151.57-663.4620.4216.82-679.7620.42SQK-2.62-891.000.59-1.29-891.000.5937.17-695.25-8.4318.50-695.25-8.43-29.89-249.756.47-12.78-249.756.47SGK+0.5SQK5.29-1967.98-0.162.30-1984.28-0.16-20.17-1607.344.34-8.43-1623.644.34-166.52-788.3423.6610.43-804.6423.66-56.87-0.9824.14-102.43-0.9824.14-61.947.7228.85-109.637.7228.85-35.82-16.0914.8362.06-16.0914.8356.870.98-24.14102.430.98-24.1461.94-7.72-28.85109.63-7.72-28.8535.8216.09-14.83-62.0616.09-14.83-107.93-2.4945.81-194.40-2.4945.81-113.1514.7847.49200.2814.7847.49-65.44-32.1927.09-113.37-32.1927.09107.932.49-45.81194.402.49-45.81113.15-14.78-47.49-200.28-14.78-47.4965.4432.19-27.09113.3732.19-27.09内力组合①6.34-2928.53-0.032.70-2950.53-0.03-15.89-2381.953.28-5.74-2403.963.28-233.91-1140.4333.9110.18-1162.4333.91②4.25-3074.380.291.72-3093.940.295.54-2485.00-1.544.68-2504.56-1.54-223.73-1145.8033.562.29-1165.3633.56③2.93-2769.880.381.13-2786.180.3813.29-2233.06-3.258.22-2249.36-3.25-193.42-1013.1129.48-1.07-1029.4129.48④52.02-3073.55-19.9987.76-3093.11-19.9957.57-2491.49-25.7896.77-2511.05-25.78-193.64-1132.2921.10-49.84-1151.8521.10-43.52-3075.2020.56-84.32-3094.7620.56-46.49-2478.5222.69-87.41-2498.0822.69-253.82-1159.3246.0254.42-1178.8846.02⑤50.70-2769.06-19.9087.18-2785.36-19.9065.32-2239.54-27.49100.31-2255.84-27.49-163.33-999.5917.02-53.20-1015.8917.02-44.84-2770.7020.65-84.91-2787.0020.65-38.74-2226.5820.98-83.87-2242.8820.98-223.50-1026.6341.9451.06-1042.9341.94⑥84.97-2698.78-33.76145.67-2718.34-33.7676.64-2203.81-38.39150.40-2223.37-38.39-161.03-1018.3810.08-79.22-1037.9410.08-74.27-2701.5333.83-141.14-2721.0933.83-96.79-2182.1942.39-156.57-2201.7542.39-261.32-1063.4351.6194.54-1082.9951.61⑦83.65-2394.29-33.67145.08-2410.59-33.6784.39-1951.86-40.10153.93-1968.16-40.10-130.71-885.696.00-82.59-901.996.00-75.59-2397.0333.92-141.73-2413.3333.92-89.04-1930.2540.68-153.03-1946.5540.68-231.01-930.7447.5291.18-947.0447.52⑧146.66-2358.34-59.74255.47-2377.90-59.74122.90-1948.02-56.54-270.48-1967.58-56.54-114.75-904.16-6.83159.90-923.72-6.83-133.96-2364.8159.37-249.97-2384.3759.37-171.29-1909.5966.94250.25-1929.1566.94-284.89-987.8563.60-134.87-1007.4163.60⑨145.60-1964.74-59.71255.02-1981.04-59.71126.93-1626.55-57.40-268.79-1642.85-57.40-81.44-746.49-11.56157.81-762.79-11.56-135.02-1971.2259.40-250.43-1987.5259.40-167.26-1588.1266.07251.93-1604.4266.07-251.59-830.1858.87-136.95-846.4858.87132
沈阳建筑大学毕业设计(论文)第九章框架结构构件设计9.1组合板设计[1]组合楼盖选用国产YX-75-200-600开口型压型钢板,其截面特征为:板厚,截面模量;有效截面惯性矩,一个波矩宽度内截面面积,形心到其板底的距离mm,自重0.15,强度设计值。其上浇80mm厚混凝土:,,,。钢筋采用HPB235,。组合板总厚度150。施工荷载1.5,框架板跨为3m的三跨连续板,板端支承长度120mm。9.1.1荷载及内力计算1)施工阶段恒载:混凝土板重及压型钢板自重。=2.65活载:施工荷载施工阶段的内力按弹性计算,不考虑或荷载的不利布置,以1m宽板带为计算单元:跨中正弯矩:9—1支座负弯矩:9—2支座剪力:kN9—32)使用阶段恒载:混凝土板重、压型钢板自重、屋(楼)面做法和吊顶。屋面:132
沈阳建筑大学毕业设计(论文)楼面:活载:屋面:楼面:显然屋面的总荷载小于楼面总荷载,以下按楼面计算。使用阶段的内力按塑性计算。压型钢板顶面混凝土厚度80mm<100mm,以1m宽板带为计算单元:跨中弯矩按简支梁计算:8.91支座负弯矩按固结计算:=×(4.46+4.9)×=5.94支座剪力:=0.6×(4.46+4.9)×(3-2×0.12)=15.50kN换算为一个波矩宽度mm时的内力:跨中弯矩:=8.91×200/1000=1.78支座负弯矩:=5.94×200/1000=1.19支座剪力:132
沈阳建筑大学毕业设计(论文)=15.50×200/1000=3.10kN9.1.2压型钢板验算(施工阶段)9—49—5抗弯验算:=39.74×205×=8.15>5.94,满足。9—6挠度验算:=14.74mm1.78,满足。9—129.1.4斜截面抗剪验算=17.74kN>3.10kN,满足。9—139.1.5支座负弯矩配筋计算132
沈阳建筑大学毕业设计(论文)=80-25=55mm=9—149—15=9—169—17<116.55,满足。实配:9.1.6挠度计算由变形相等原则,将混凝土材料等效为钢材:9—18荷载标准组合下换算全钢截面后的截面特征:组合板截面中和轴到板顶的距离:=43.31mm9—19组合截面惯性矩:=39.22×9—20荷载准永久组合下换算全钢截面后的截面特征:组合板截面中和轴到板顶的距离:132
沈阳建筑大学毕业设计(论文)=55.72mm组合截面惯性矩:=34.38×荷载标准组合下的挠度计算:=0.845mm<,满足。9—21荷载准永久组合下的挠度计算:=0.599mm<,满足。9.1.7自振频率计算仅考虑恒载作用下组合板的挠度:=0.435mm自振频率Hz>15Hz,满足。9—22132
沈阳建筑大学毕业设计(论文)另外,在压型钢板的顶面必须焊接横向短钢筋以保证压型钢板与混凝土层共同工作。圆头焊钉应穿过压型钢板焊于钢梁上,只作为压型钢板与混凝土层的抗剪储备,满足构造,本设计选用M16的焊钉。9.2次梁验算次梁采用500×300×10×14,,q=1.03kN/m,屋面板荷载:=5.26×3=15.78kN/m楼面板荷载:=3.72×3=11.16kN/m屋面活荷载:=0.5×3=1.5kN/m楼面活荷载:=3.5×3=10.5kN/m屋面荷载计算值:1.2×(15.78+1.03)+1.4×1.5=22.27kN/m楼面荷载计算值:1.2×(11.16+1.03)+10.5×1.4=29.33kN/m楼面荷载较大,取之进行计算。296.97kN/m131.99kN/m=121.12N/梁刚度计算:q=15.78+1.03+10.5=27.31kN/m=19.34mm满足刚度要求。9.3横向框架梁设计9.3.1截面参数横向框架梁及纵向次梁的截面参数见表3—19.3.2截面控制内力132
沈阳建筑大学毕业设计(论文)偏于安全简化计算,梁端截面内力取框架柱轴线处内力,跨中截面内力取从左端算起第一个集中荷载作用处的界面内力。由表8—1——表8—4可知框架梁的截面控制内力。由于各层的横向框架梁截面相同取以下两组最不利内力进行截面验算:无震:594.47,=-281.17kN(风载起控制作用的组合,中跨梁左端)有震:-456.46,=219.08kN(地震作用参与组合,中跨梁左端)1)抗弯强度无震时,=,满足。9—23上式中的系数0.9是考虑螺栓连接时的截面削弱,余同。有震时,,,满足。2)抗剪强度无震:<9—24有震:<3)整体稳定①施工阶段架设临时支撑;132
沈阳建筑大学毕业设计(论文)②使用阶段:<13,满足。9—254)局部稳定翼缘:<,满足。9—26腹板:梁的轴力等于柱端剪力:<,满足。9—279.4框架柱设计9.4.1计算长度系数计算由于横向框架属于有侧移的框架,故计算长度系数计算如下:表9—1A柱的计算长度系数层4—4.710—4.7108.2608.2608.2600.2850.2851.9463—4.710—4.7108.2608.2608.2600.2850.2851.9462—4.710—4.7108.2608.2606.3830.2850.3221.8731—4.710—4.7108.2606.383—0.3220.7381.545表9—2B柱的计算长度系数132
沈阳建筑大学毕业设计(论文)层44.7103.1404.7103.1408.2608.2608.2600.4750.4751.62034.7103.1404.7103.1408.2608.2608.2600.4750.4751.62024.7103.1404.7103.1408.2608.2606.3830.4750.5361.59514.7103.1404.7103.1408.2606.383—0.5361.2301.257表9—3C柱的计算长度系数层43.1403.1403.1403.1408.2608.2608.2600.3800.3801.74833.1403.1403.1403.1408.2608.2608.2600.3800.3801.74823.1403.1403.1403.1408.2608.2606.3830.3800.4291.66613.1403.1403.1403.1408.2606.383—0.4290.9841.4909.4.2强柱弱梁验算强柱弱梁应满足:9—28取轴力最大的底层中柱节点为计算对象:交汇于节点的柱塑性截面抵抗矩之和:=2×2×(450×24×288+276×18×188)=16177536交汇于节点的梁塑性截面抵抗矩之和:=2×2×(350×16×267+259×10×129.5)=7322420=16177536×(235-3093.11×1000/31536)=2215.009—29由于本结构设防烈度为7度,故132
沈阳建筑大学毕业设计(论文)=1.0×7322420×235=1720.77<=2215.00,满足。9—30由于以上计算可知,所有梁柱节点均满足强柱弱梁要求。9.4.3强度计算以底层中柱为例:最不利内力:无震:87.76,-3093.11,-19.99,满足。9—31有震:255.47,-2377.90,-59.74,满足。9.4.4整体稳定验算无震组合:87.76,-3093.11,-19.99有震组合:255.47,-2377.90,-59.74(1)平面内稳定=1.490×6.6=9.834m9—32=<=,满足。9—33b类截面,查表=0.904=39020.33kN9—341)无震组合,132
沈阳建筑大学毕业设计(论文)=9—35=119.77<,满足。9—361)有震组合==101.14<,满足。(2)平面外的稳定=<=,满足。9—37b类截面,查表=0.8009—38=0.86,1)无震组合 =133.85<,满足。2)有震组合132
沈阳建筑大学毕业设计(论文)=127.01<,满足。9.4.5边柱:整体稳定验算无震组合:-261.32,-1063.43,51.61有震组合:-284.89,-987.85,63.601、平面内稳定=1.545×6.6=10.197m=<=,满足。b类截面,查表=0.899=36302.404kN(1)无震组合==57.06<,满足。(2)有震组合=,=69.88<,满足。2、平面外的稳定132
沈阳建筑大学毕业设计(论文)=<=,满足。b类截面,查表=0.800=0.86,1)无震组合 =75.66<,满足。2)有震组合=75.68<,满足。其余柱计算略,亦满足要求。局部稳定计算翼缘:<,满足。9—39腹板:<,满足。9—409.5支撑设计支撑为300×280×12×10,=12.87cm,=6.21cm,=84.8底层支撑内力:=1.3×899.13=1168.87kN(1)强度验算132
沈阳建筑大学毕业设计(论文)N/mm2<=215N/mm2,满足要求:(2)刚度验算<=200,满足。(3)节点设计表9—2支撑及其节点节点连接采用角焊缝连接,节点板厚12mm,取=10mm,满足构造。mm9—41构造要求b/,取:<mm,>mm和40mm抗震验算:焊缝的极限强度:132
沈阳建筑大学毕业设计(论文)1.2=1.2×84.8××235×=2391.36kN9—42=3349.50kN>1.2=2391.36kN,满足。9—43节点板与梁柱翼缘采用mm的角焊缝满焊。9.6墙梁设计墙梁按两端简支双向受弯杆件设计。以外墙墙梁为例:墙梁跨度9m,按最最不利(顶层)墙梁计算选取截面。9.6.1荷载及内力计算水平荷载(风荷载取最大值)=1.99×0.87×0.8×0.55=0.769—449—459—46竖向荷载应包括外墙重和窗户重,由于窗户的重量0.45小于外墙2×0.25=0.5(100厚聚氨酯夹芯板墙板自重取0.25),故偏于安全统一按外墙计算:0.5×2.55=1.2759.6.2截面初估:由抗弯强度条件选择型钢选HW294×302×12×12,截面参数为:132
沈阳建筑大学毕业设计(论文)mm,=1160×10,=365×10,=17000×,=5520×10,mm。自重0.83kN/m,=×1.35×0.83×=11.3517.42+11.35=28.779.6.3截面验算1)抗弯强度N/mm2<=215N/mm2,满足要求。9—472)整体稳定验算<2.09—489—49=0.976>0.68—509—51N/mm2<=215N/mm2,满足要求。3)局部稳定132
沈阳建筑大学毕业设计(论文)所选H型钢局部稳定满足要求。4)刚度竖向挠度:9—52水平挠度:9—53132
沈阳建筑大学毕业设计(论文)第十章节点设计10.1节点域验算此结构7度设防,与框架柱相连的框架梁截面相同,在节点处框架柱设置与框架梁翼缘相对应的加劲肋,其厚度与框架梁翼缘相同,加劲肋与柱翼缘采用破口全熔透焊缝,与柱腹板采用角焊缝连接。10.1.1节点域稳定验算7度设防,框架柱腹板应满足:10—1mm<14mm,满足。10.1.2节点域抗剪验算(1)抗剪强度验算无震组合:10—2有震组合:=10—3以一层边柱节点为例:无震组合:261.32,<,满足。有震组合:,132
沈阳建筑大学毕业设计(论文)<,满足。(2)抗剪屈服承载力10—4中柱节点:==2×(350×16×267+259×10×129.5)=3661210=3661210×235=860384350>,不满足。加大节点域腹板厚度:mm,取22mm10—5加厚板件应伸出至柱横向加劲肋外各150mm,与柱腹板采用对接焊缝连接。10.2框架节点设计10.2.1梁的拼接节点梁拼接采用M22高强度螺栓,摩擦面喷砂处理,螺栓的强度等级10.9级,,梁翼缘采用坡口全熔透焊缝。螺栓孔mm,接头一侧布置3列共12个,拼接板厚度10mm,如图9—1所示。梁的拼接位置距柱翼缘800mm。132
沈阳建筑大学毕业设计(论文)图10—1框架梁的拼接梁端最不利内力:无震组合:594.47,=-281.17kN有震组合:-456.46,=219.08kN(1)弹性设计翼缘惯性矩:=2×350×16×=798436800腹板惯性矩:=×10×-2×10×24×()=86786527翼缘承担的弯矩:536.1910—6腹板承担的弯矩:=594.47-536.19=58.2810—7=4×(1102+2202+2×802)+2×(1102+2202)=41420010—810—910—10132
沈阳建筑大学毕业设计(论文)<,满足。梁翼缘焊缝抗弯:<,满足。有震组合计算略,亦满足。(2)极限承载力验算 1)翼缘的抗弯极限承载力:=2×(350×16×276+259×10×129.5)×235=884.07=350×16×(550-16)×375=1121.40>,满足。10—112)腹板的极限抗剪承载力:取螺栓拼接的极限抗剪承载力、腹板净截面极限抗剪承载力、拼接板净截面极限抗剪承载力的较小值。螺栓拼接的极限抗剪承载力[3]=0.58×2×303×1040=365.5410—12=22×10×1.5×375=123.7510—1310—14腹板净截面极限抗剪承载力10—15拼接板净截面极限抗剪承载力132
沈阳建筑大学毕业设计(论文)>且>=0.58×518×10×235=706.03,满足。螺栓的极限受剪承载力尚应满足构件屈服时的剪力:104.0186.96<=123.75,满足。10.2.2梁柱节点梁柱节点采用全焊接点:翼缘采用全熔透坡口对接焊缝(设引弧板),腹板与柱翼缘采用角焊缝连接,采用E43型焊条,手工焊。以一层中跨梁端节点为例计算如下:图10—2梁柱全焊节点132
沈阳建筑大学毕业设计(论文)无震组合:594.47,=-281.17kN有震组合:-456.46,=219.08kN(1)弹性设计翼缘惯性矩:=2×350×16×=798436800腹板惯性矩:=×10×=74929493翼缘承担的弯矩:543.46腹板承担的弯矩:594.47-543.46=51.01梁翼缘焊缝抗弯承载力验算:<,满足。腹板与柱翼缘的角焊缝承载力验算mm10—16mm10—17取mm,满足构造要求。mm10—18==146.43132
沈阳建筑大学毕业设计(论文)=133.35<,满足。按腹板净截面面积抗剪承载力的50%,验算角焊缝:<,满足。有震组合计算略,亦满足。(2)极限承载力验算 1)翼缘的抗弯极限承载力:=2×(350×20×265+255×14×127.5)×235=649.86=350×16×(550-16)×375=1121.40>,满足。10—19 2)腹板的极限抗剪承载力:取角焊缝的极限抗剪承载力、腹板净截面极限抗剪承载力的较小值。角焊缝的极限抗剪承载力=0.58×2×0.7×8×432×375×=1052.35腹板净截面极限抗剪承载力>且=969.95>=0.58×518×10×235=706.03满足要求。10.2.3主次梁节点132
沈阳建筑大学毕业设计(论文)主次梁节点为铰接连接。次梁腹板采用M16高强度螺栓与框架梁加劲肋相连,承压型连接,加劲肋厚度12mm,螺栓的强度等级10.9级,。螺栓孔mm,螺栓如图XX所示。由前面计算可知纵向次梁梁端剪力=1.2×115.52+1.4×94.50=270.92。螺栓群所受偏心弯矩:=270.92×(175-75)×=27.09图10—3主、次梁铰接连接(1)螺栓布置验算:安装缝隙取20mm>15mm,切角25mm,满足;端距(边距)取40mm>mm,满足;螺栓中矩取竖向中距88mm,水平70mm>mm,满足。(2)螺栓的抗剪验算=1×=48.52=16×10×470=75.20单栓承载力:132
沈阳建筑大学毕业设计(论文)<,满足。(3)框架梁加劲肋验算加劲肋宽度:mm,取mm加劲肋厚度取mm>mm,满足。1)稳定验算:将加劲肋及部分框架梁腹板(加劲肋每侧取mm)7180=42900000(近似计算)24514377.30mm按b类截面查的稳定系数75.77<,满足。2)端面承压验算174.79<,满足。3)加劲肋与梁腹板的连接焊缝验算:加劲肋与梁腹板的连接焊缝,采用E43焊条手工焊,。按构造要求取:132
沈阳建筑大学毕业设计(论文)===5.2mm=1.2=1.2×10=12mm满足构造,取=6mm焊缝计算长度:=-2-2×20=518-2×6-40=466mm=2×=304018=69.2189.11100.62<(4)次梁外伸腹板验算1)承载力验算=344553630407248289132
沈阳建筑大学毕业设计(论文)<,满足。2)拉剪撕裂验算,mm3445136.29<,满足。10.2.4框架柱拼接节点框架柱采用M22高强度螺栓拼接,摩擦面喷砂处理,螺栓的强度等级10.9级,,梁翼缘采用坡口全熔透焊缝。螺栓孔mm,接头一侧布置4列共16个,拼接板厚度10mm,如图XX所示。柱的拼接位置距梁翼缘1.3m。图10—4框架柱拼接节点132
沈阳建筑大学毕业设计(论文)一层中柱下端设计内力:无震组合:87.76,-3093.11,-19.99有震组合:255.47,-2377.90,-59.74(1)弹性设计翼缘几何参数:=2×450×24×=1791590400腹板几何参数:8244=×18×-2×18×23.5×()=231144912翼缘承担的内力:77.732238.68腹板承担的内力:87.76-77.73=10.033093.11-2238.68=854.430.5×8244×120=494.64>20.97=4×(602+1802+2×802)+2×(602+1802)=267200132
沈阳建筑大学毕业设计(论文)<,满足。柱翼缘对接焊缝抗弯:116.66<,满足。(2)框架柱极限承载力验算 1)框架柱抗弯极限承载力:==1784.1110—20=450×24×(600-24)×375×=2332.80=[450×24×2+(552-4×23.5)×18]×235×=7013.340.44>0.13=1148.9710—21=2332.80>=1.2×1148.97=1378.76,满足。2)极限抗剪承载力取螺栓拼接的极限抗剪承载力、腹板净截面极限抗剪承载力、拼接板净截面极限抗剪承载力的较小值。螺栓拼接的极限抗剪承载力=0.58×2×303×1040=365.54=22×18×1.5×375×=222.75132
沈阳建筑大学毕业设计(论文)腹板净截面极限抗剪承载力拼接板净截面极限抗剪承载力1671.43>且>=0.58×552×18×235×=1354.28满足要求。螺栓的极限受剪承载力尚应满足构件屈服时的剪力:157.5547.17106.13192.02<=222.75,满足。框架柱的拼接满足要求有震(1)弹性设计132
沈阳建筑大学毕业设计(论文)翼缘几何参数:=2×450×24×=1791590400腹板几何参数:8244=×18×-2×18×23.5×()=231144912翼缘承担的内力:226.271721.04腹板承担的内力:有震组合:255.47-226.27=29.202377.90-1721.04=656.860.5×8244×120=494.64>64.65=4×(602+1802+2×802)+2×(602+1802)=267200<,满足。柱翼缘对接焊缝抗弯:132
沈阳建筑大学毕业设计(论文)117.57<,满足。(2)框架柱极限承载力验算 1)框架柱抗弯极限承载力:==1784.11=450×24×(600-24)×375×=2332.80=[450×24×2+(552-4×23.5)×18]×235×=7013.340.34>0.13=1354.14=2332.80>=1.2×1354.14=1624.97,满足。2)极限抗剪承载力取螺栓拼接的极限抗剪承载力、腹板净截面极限抗剪承载力、拼接板净截面极限抗剪承载力的较小值。螺栓拼接的极限抗剪承载力=0.58×2×303×1040=365.54=22×18×1.5×375×=222.75腹板净截面极限抗剪承载力拼接板净截面极限抗剪承载力132
沈阳建筑大学毕业设计(论文)1671.43>且>=0.58×552×18×235×=1354.28满足要求。螺栓的极限受剪承载力尚应满足构件屈服时的剪力:185.6955.60125.09209.82<=222.75,满足。框架柱的拼接满足要求10.2.5柱脚设计本工程采用埋入式柱脚,混凝土C25,箍筋采用HPB235钢筋(),纵筋采用HRB335钢筋(),圆柱头栓钉采用4.6级(,),直径mm。中柱最不利内力(无震组合)无震组合:87.76,-3093.11,-19.99132
沈阳建筑大学毕业设计(论文)(1)柱翼缘栓钉数量确定柱一侧翼缘栓钉承担的剪力:803.7010—22112.2310—230.7×452.16×359=113.63112.23柱一侧翼缘所需栓钉个数:7.16个取=9个,栓钉沿柱翼缘宽度方向布置三列,间距为180mm,栓钉竖向间距取180mm,其水平和竖向间距均小于200mm,满足要求。栓钉伸出长度取120大于4倍栓钉直径。由栓钉的布置可得框架柱埋入深度应不小于700mm,取800mm。(2)柱脚的混凝土承载力验算=1.33<,满足。10—24(3)钢柱埋入段四周配筋计算1)单侧纵筋103.7510—25455.0410—26选,=678132
沈阳建筑大学毕业设计(论文)规范规定,埋入式柱脚钢柱翼缘外混凝土厚度中柱不小于180mm,此处取200mm;边柱不小于250mm,此处取300mm。由以上计算可知柱脚处混凝土外轮廓尺寸为:中框架中柱柱脚1000mm×850mm;中框架边柱柱脚1150×9502)最小配筋率验算:所以配筋为;0.2%×1150×950=2185mm,选3)箍筋箍筋的配置按构造在柱脚上部设置(HRB335)钢筋3道,间距50,其他部分设置HPB235箍筋:@100。纵筋锚固长度==728mm,取800mm柱脚底板采用—510×660×20的钢板与柱端采用角焊缝连接,并用直径22mm锚栓锚固。132
沈阳建筑大学毕业设计(论文)第十一章基础设计11.1中柱基础底层中柱下端设计内力:无震组合:87.76,-3093.11,-19.99有震组合:255.47,-2377.90,-59.74基础顶面至室外地坪的高度为1.5m,室内外高差0.600m,设基础梁高为0.45m,则底层基础梁以上砖墙高度为1.95m(出室内地坪300mm)。11.1.1基础梁传至基础顶面的荷载基础梁重:25×0.45×0.30×9=30.38kN墙重:9×0.3×1.95×19=100.04kN=30.38+100.04=130.42kN基础顶面的内力设计值:87.763093.11+1.35×130.42=3269.1819.9911.1.2确定基础底边尺寸基础持力层为砾砂,地基承载力=290kPa,=4.4,基础埋深m,土的加权平均重度kPa,则地基承载力设计值[4]:290+4.4×22×(3.1-0.5)=541.6811—1=6.9011—2考虑弯矩作用取:A=(1.2~1.4)=8.29~9.67取:.2m,3m,9.611.1.3基底应力验算:340.5417.14+68.211—3132
沈阳建筑大学毕业设计(论文)=<=541.6811.1.4基础高度确定取基础高度m,台阶布置如图10-1,基础底面积全部落在冲切锥体以内,因此基础的抗冲切满足。11.1.5基底配筋基地净反力计算:340.5417.14=11—4(1)沿长边方向:柱根处及变阶的地基土净反力=345.9011—5=351.79=485.9711—6=141.65132
沈阳建筑大学毕业设计(论文)11—7选HRB335钢筋20根12(),即12@160。(2)沿短边方向:=485.36=140.67选HRB335钢筋18根12(),即12@170。11.1.6基础梁设计(1)内力计算基础梁按拉弯构件设计,所受拉力近似取柱轴力的,即:kN基础梁所受弯矩:自重:25×0.45×0.30=3.375墙重:0.3×1.95×19=11.115=1.35×(3.375+11.115)=19.56将基础梁视为三跨连续梁,梁端及跨中弯矩为:=0.08×19.56×=126.75132
沈阳建筑大学毕业设计(论文)=0.1×19.56×=158.44105.62(2)配筋计算[5]采用对称配筋,偏于安全按最大弯矩计算:mm>450-2×50=350mm,大偏压构件m=0.55×400=220mm49211—8实配:(HRB335),由于:=0.7×1.0×1.27×300×400×=106.68>19.99,因此构造配箍,实配@100。图11-1基础构造及配筋图132
沈阳建筑大学毕业设计(论文)第十二章楼梯设计12.1梯段板设计梯段板厚度150mm,约为板斜长的1/30。板倾斜角tanA=150/260=0.577,cosA=0.866。取1m宽板带计算。楼梯结构布置如图11-1所示。12.1.1荷载计算1)梯段板的荷载计算水磨石面层:=0.88三角形踏步:=1.88混凝土斜板:=4.33板底抹灰:=0.39小计:7.48活荷载2)、.内力计算总荷载设计值P=1.2×7.48+1.4×3.5=13.883).截面设计板的水平计算跨度:4.16m,板的有效高度:150-20=130mm。弯矩设计值M=0.1×13.88×4.16=24.02.查表的=0.9195选配@100,958,分布筋每级踏步1根。132
沈阳建筑大学毕业设计(论文)12.2平台板设计设平台板厚度为100mm,取1m为计算单元。12.2.1荷载计算1)梯段板的荷载计算水磨石面层:0.56混凝土板:=2.5板底抹灰:=0.34小计:3.40活荷载2)、.内力计算总荷载设计值P=1.2×3.40+1.4×3.5=8.983).截面设计板的水平计算跨度:1.5-0.2/2+0.12/2=1.46m,板的有效高度:150-20=80mm。弯矩设计值M=0.1×8.98×.1.46=1.91.查表的=0.984选配@200,141。12.3平台梁设计设平台梁尺寸为300mm×400mm。132
沈阳建筑大学毕业设计(论文)12.3.1荷载计算1)梯段板的荷载计算梁自重:=0.341梁侧粉刷:0.02×(0.40-0.1)×2×17=0.19平台板传来:3.40×1.5/2=2.55梯段板传来:7.48×4.16/2=15.56小计:18.64活荷载×(4.16/2+1.5/2)=9.912)、.内力计算总荷载设计值P=1.2×18.64+1.4×9.91=36.24则作用在平台梁上的线荷载设计值:3.68+0.341=4.021=29.5212.3.2截面验算1)强度验算=97.96<=46.62<2)稳定验算由于平台梁上铺混凝土板,整体稳定满足。平台梁上翼缘设置双列132
沈阳建筑大学毕业设计(论文)@150栓钉,栓钉长度取70mm>mm。所选H型钢截面的局部稳定满足要求。3)刚度验算0.341+(7.48+3.40)×0.9×0.5=5.343.5×0.9×0.5=1.575=6.01=6.76=<<,满足要求。12.4梯柱设计梯柱两端铰接,计算长度mm,按轴拉构件设计,选取H148×100×6×9,截面参数为:,,,cm,cm,。梯柱所受内力设计值:35.91+1.35×21.4×9.8×1.8×=36.41(拉力)=13.36<,<,满足。132
沈阳建筑大学毕业设计(论文)图11-1楼梯结构布置132
沈阳建筑大学毕业设计(论文)第十三章技术经济分析13.1发展优势随着我国工业的发展,很多大跨度场馆,高层建筑,构筑物,中心型建筑都采用了钢结构,无可置疑,钢结构有很多优越条件.13.1.1钢结构重量轻,抗震性能好钢结构是以工厂化的生产的钢梁、钢柱为骨架,同时配以轻质墙板等轻型材料作为维护构件和内隔墙。它与同面积的建筑用混凝土相比,重量可减轻近30%,同时钢材具有很强的延展性,能较好的消除地震波力,抗震性能好,尤其是用于高层建筑。13.1.2钢结构的施工速度快由于钢结构的钢柱和钢梁一般为工厂预制,只需运到施工地点后进行焊接和螺栓连接,所以钢结构的施工周期非常短,可以加快资金周转。钢结构占地面积小,具有良好的空间感:由于钢结构轻质高强的特点,许多高层和超高层建筑都使用了钢结构。它的这一特点,使我们有可能建造出更高更快的高层建筑,为人民带来更大的利益,另外,近年来,越来越多的人意识到开放空间的价值,这是钢网架结构有了更大的使用价值,现代建筑由于对空间使用灵活性的要求越来越高,房屋的改造要求建筑物的自由发挥度越来越大,所以钢结构的发展还会更加繁荣。13.1.3、钢结构的环保优势由于钢结构的现场作业量小,无噪音,不污染周围环境。钢结构建筑易于实现工厂化生产,标准化制作,可以回收再利用。可以采用节能环保的新型墙体材料与之配套,因而健康环保、抗震的钢结构建筑物是我国现代建筑发展的必然趋势.13.2经济性评价一个建筑的经济可行性,工程造价是最直观的经济指标,钢结构比混凝土结构要贵,这是长期以来人们头脑中固有的观念,也是影响钢结构建筑发展的主要因素之一。判断一种建筑结构体系的经济性,不能单纯地将结构主体造价进行比较,而必须综合考虑所有影响造价的因素,以及由于建筑体系的改变对建筑使用的影响和这种影响所带来的经济效益。132
沈阳建筑大学毕业设计(论文)就我够目前的建设建设实践而言,建筑生产经营成本主要包括土地使用及拆迁补偿费、前期工程费、基础设施费、建筑安装工程费、管理费等。上述这些费用中,前四项均与结构类型无关,只有建筑安装工程费、管理费会因结构类型不同而发生变化。因而,就此两项对所设计钢结构与原混凝土结构进行经济分析与比较。13.2.1建安工程费比较建安工程费包括工程直接费(人工费、材料费、机械使用费、直接费)、间接费(施工管理费和其他间接费用)、计划利润、税金等,内容涉及土建、装修、设备等方面。在本钢结构建筑中建安费约元866.93/M2,原混凝土结构建安费816.31元/M2,相差约50元。表13—1材料费估算序号项目单位数量单价合价1水泥砂浆找平层m28534.886.5756074.162钢梁t14.566538678452.483钢筋t41.0425001026004基础垫层m345.34251.0211381.255混凝土m3931.4241.14224597.86砖墙m3437.7716873545.367钢柱t2.336504811792.138压型钢板m28534.8825.92221224.19保温层m2235.45525259334.6610门窗m2712.3260042739211玻璃幕墙m21175.4560070527012大理石地面m3170.71198204498.613其他m35641.53416234687614墙板m33980.7118.573643.14合计4596682根据实际施工的经验,钢结构人工费为70.87元/m2,机械费约为151.20元/m2总直接费为:4596682+70.87×8896+151.20×8896=6564477.2元间接费为:6564477.2×8%=525158.18元132
沈阳建筑大学毕业设计(论文)计划利润:(6564477.2+525158.18)×5.5%=389929.95元税金为:(6564477.2+525158.18+389929.95)×3.11%=232614.48元总费用为:6564477.2+525158.18+389929.95+232614.48=7712179.81元每平米造价为:7712179.81/8896=866.93元通过比较可以发现两种结构结构部分造价——钢结构与混凝土费用相差并不很大,钢结构造价超出约50元/m2,设备专业造价基本相同,单位工程用钢量钢结构楼高出8.1kg/m2,混凝土用量,钢结构比混凝土结构节省。除此之外,造价高出的部分主要有以下两项:一项是墙体材料,现浇混凝土剪力墙体系,除保温层外,墙体属于混凝土结构的一部分,无需单独计算造价,而钢框架结构,维护结构与承重结构完全分离,内外墙材料需单独计算费用。另一项是防火涂料,这一项是钢结构体系所特有的,增加造价78元/m2,钢结构土建工程造价比混凝土结构高,钢结构用钢量比混凝土稍高,13.2.2资金管理费用钢结构可以缩短工期,故相应的工程管理费用大为节省,可以用来弥补造价较高的建安费。13.2.4定型化、批量化使生产成本降低各类材料及节点均为标准尺寸,而且每种材料的数量较多,可以进行较大批量生产订货,建材厂也愿意薄利多销,如:防火涂料,压型钢板,钢结构高强螺栓等材料,均比市场价格低。132
沈阳建筑大学毕业设计(论文)第十四章施工组织设计14.1编制依据14.1.1设计任务书、施工图纸、地质报告,设计文件。14.1.2工程采用的主要规范、规程。1)工程建设标准强制性条文(房屋建筑部分);2)建筑工程施工质量验收统一标准(GB50300-2001);3)工程测量规范(GB50026-93);4)地基与基础工程施工质量验收规范(GB50202-2002);5)混凝土结构工程施工质量验收规范(GB50204-2002);6)屋面工程施工质量验收规范(GB50207-2002);7)砌体工程施工质量验收规范(GB50203-2002);8)建筑地面工程施工质量验收规范(GB50209-2002);9)地下防水工程施工质量验收规范(GB50208-2002);10)建筑装饰工程施工质量验收规范(GB50208-2001);11)建筑施工安全检查标准(JGJ59-99);12)《建设工程项目管理规范》(GB50326-2001)13)《建设工程文件归档整理规范》(GB50328-2001)14)建筑施工高处作业施工安全技术规程(JGJ80-91);15)施工现场临时用电安全技术规程(JGJ46-88);16)《民用建筑工程室内环境污染控制规范》(GB50325-2001);17)建设工程安全生产管理条例设计规定的相关图集。沈阳市地方法规。14.2工程概况14.2.1建筑设计概况①本工程耐火等级为二级,建筑抗震设防烈度为7度,框架结构共四层,局部三层。②防水做法:本工程的防水,为改性沥青卷材防水。132
沈阳建筑大学毕业设计(论文)③墙体:外墙为双层聚氨酯PU夹芯墙板300mm(内塞岩棉)及玻璃幕墙内墙为双层聚氨酯PU夹芯墙板180mm厚;。14.2.2结构设计概况①本工程的抗震设防烈度为7度,钢框架—支撑结构共四层,局部三层。抗震设防分类为丙类,框架结构的抗震等级为三级。②基础形式:柱下独立基础。14.2.3施工条件本工程的场地已平整,施工用水、用电已接通至施工现场。施工现场开阔,交通通畅。本工程工期为:169天。14.2.4施工特点与难点1、本工程工期紧,钢结构制安量大,所有钢构件均为焊接型,一次性投入人力、物力、机械设备与资金较多,合理的组织钢构加工厂按期限提供合格的成品是本工程的关键。2、建筑物占地面积大,施工及结构用材水平运输距离长,因此,合理选用材料水平运输机械,组织好场内材料运输路线,可大大提高施工效率。3、各种钢构件安装标高要求高,各类安装构件品种多,立体布置纵横交错。因此,施工时,要严格控制各种构件的安装标高,组织好各种构件的安装顺序,确保钢构安装的施工质量。组织好各工种的流水施工,确保施工快、好、省、顺利完成是关键(3)施工技术准备工作计划①施工技术是确保本工程顺利实施、实现工程施工目标的基础。主要包括以下内容:A、施工技术人员的确定:应具有精深的专业技术知识,知识面广,同时具有较强的组织协调能力;B、设计图纸自审、会审;C、施工规范、规程的准备;D、施工合同交底;E、施工组织设计编制及施工设计、施工方案的确定,及其交底。②施工设计及施工方案准备包括以下主要内容:132
沈阳建筑大学毕业设计(论文)A、施工组织总设计的编制:依据工程合同内容及投标施工组织设计,编制实施施工组织设计,作为具体施工技术应用的指导思想。B、安全技术方案的制定:它包括临时用电、消防、机械使用安全、立体防护等方面的内容。C、质量计划的制定。D、环境与文明施工计划的制定。E、施工设计及施工方案的制定14.3施工平面布置14.3.1施工平面布置的原则与总说明1、施工现场条件:完成建设场地的“三通一平”工作。本工程施工场地为本项目所处区域。施工水源、电源已由接入施工现场。2、施工总平面布置原则⑴尽量减少施工用地,使平面布置紧凑合理。⑵合理组织运输,减少运输费用,保证运输方便通畅。⑶施工区域的划分和场地的确定,应符合施工流程要求,尽量减少专业工种和各工程之间的干扰。⑷各种生产生活设施应便于工人的生产和生活。⑸满足安全防火、劳动保护的要求。14.3.2施工机械的布置说明(1)施工机械的布置本工程的工期要求较紧。为此,施工机械的配备和布置应结合工程特点最大程度地满足工程施工需要。施工机械的布置根据现场平面布置总图的要求统一规划,合理布置到相应位置。垂直运输是整个工程施工中主要的环节,本工程考虑布置一台QT1—6塔吊,臂长30m。塔吊的安装时间放在土方开挖开始的同时进行,塔吊基础落于与基础底相近的标高土层上。构件中的柱子、梁等构件按编号采取就近放置,以利于安装。在楼北侧布置一台搅拌机,用于零星混凝土和砂浆的搅拌。132
沈阳建筑大学毕业设计(论文)钢筋加工车间布置在建筑物的西北侧,主要由一台对焊机、一台切断机、一台弯钩机组成。本工程采取先下后上,先结构后装饰的方法。根据本工程的特点分四个施工阶段:基础施工阶段,主体钢结构安装施工阶段;维护结构施工阶段;安装装饰工程施工阶段。因此本工程的施工需要精心安排施工流水节拍,注意控制施工节点,合理分配劳动力。14.4主要施工方案14.4.1基础工程1、测量定位放线(1)工程定位放线方法概述及外内控网的建立本工程平面轴线坐标尺寸相当明确,定位放线较为简单。(2)基础施工测量基础施工测量包括基槽开挖的抄平放线、基础放线、±0.000标高以下的抄平放线。在这些工作中,±0.000标高线的测定对确保槽底标高正确无误至关重要的,此外还应根据建筑物的大小适当考虑沉降测量。在土方开挖阶段的和定位按工程定位放线图以及轴线定位控制外控网进行控制,当垫层浇筑完毕后,将各角点控制连线投放到基坑底,然后采用内控以及量距的方法定出其它各轴线。(3)上部结构标高引测±0.00以上的标高测法,主要是用钢尺沿结构外部向上竖直测量,在四周共设二处,以便于相互校核。(4)上部结构定位放线根据本工程的特点,确定采用内控法进行工程的放线定位,采用J2光学经纬仪进行内控点的垂直传递。内控点投放到各施工楼层以后,采用光学经纬仪定出主要控制线,并相互校核使用,采用钢卷尺量距进行细部轴线的分线弹线。2、沉降观测工程沉降观测是施工中一项重要工作。为了能准确反映建筑物的沉降及沉降量的变化,分析不均沉降对工程结构的影响,需按设计及有关规范要求做好沉降观测工作。沉降观测方法与次数,根据有关规范规定及设计要求:3、基础工程(1)本工程基础施工顺序规划为:定位放线→挖土施工→基坑验槽→132
沈阳建筑大学毕业设计(论文)基础垫层施工→基础底板定放线与钢筋绑扎→基础钢筋的验收→基础砼浇筑→基础分部工程验收→基坑回填。(2)基坑土方开挖基坑开挖采用放坡机械大开挖方式,边坡放坡系数考虑为1:0.5~1:0.8。一次挖至设计底板标高以上250mm左右,余下局部挖深或变深度部位采用人工开挖并跟后进行,以使坑中土方能顺利清运出坑。(3)基底处理本工程基础持力层采用天然地基。当设计基础所处的标高局部区域地基底下尚有不符合土质要求土层时,应及时通知监理工程或设计师,将不符合要求土层予以挖除,开挖至设计所需持力层土标高,而后采用1:1砂石回填至设计标高,回填分层厚度为200,分层采用蛙式打夯机反复夯实。基坑开挖后应立即浇筑素砼垫层,加快施工速度,防止基坑土的扰动。(4)基础结构工程基础模板采用胶合板模板,木方背楞,钢管扣件支撑。基础钢筋采用现场制作,直接运输至现场绑扎施工。注意控制好钢筋的保护层厚。一般基础结构底面钢筋保护层为40㎜,其它与土接触面的钢筋保护层厚度不得小于30mm,采用钢管扣件支架固定柱插筋,确保柱插筋位置的正确。(5)基坑回填①基坑回填在基础施工完毕且验收合格后,立即进行。在地基梁施工完毕可进行地坪回填土的施工,亦可在一层结构施工完毕后进行地坪的回填工作。②基坑回填前需清除基坑内杂物,抽除基坑内积水。③固填的土质应符合设计要求。回填土内不得有石块、碎砖、灰渣、及有机杂物。回填土对称进行,分层夯实。人工夯实厚度≤250㎜,机械夯实分层厚度≤300㎜。经过分层夯实和碾压。填土时应控制最优含水率,按击实试验确定最优含水量与相应的最大干密度。填土应均匀密实,压实系数小于0.9。14.4.2钢构件安装1、钢结构加工由于钢柱、钢桁架、钢梁的钢结构制作量很大,需进行厂外加工2、钢柱安装工艺要求132
沈阳建筑大学毕业设计(论文)安装前应对基础轴线和标高,预埋螺栓位置、预埋件与混凝土粘贴性进行检查,检测和办理交接手续,其基础应符合如下要求:基础砼强度达到设计要求;基础的轴线标志和标高基准点准确、齐全。对超出规定偏差预埋螺栓,在吊装之前应设法消除,构件制作允许偏差应符合规范要求。准备好所需的吊具、吊索、钢丝绳、电焊机及劳保用品,为调整构件的标高准备好各种规格的铁垫片、钢楔。绑扎方法采用一点绑扎,绑扎点应在重心的上方,要采取防止吊索滑动措施。绑扎吊点处柱子的悬出部位如翼缘板等,需用硬木支撑,以防变形,棱角处必须用胶皮、短方木将吊索与构件棱角隔开,以免损坏棱角。柱安装前须将钢柱的定位方式标出,并将钢柱表面的油污、泥土清除干净。安装时,以钢柱设计标高为依据,按钢柱的实际尺寸和柱基顶面标高施工的偏差。钢柱起吊后,当柱脚距地脚螺栓约30-40cm时扶正,使柱脚的安装螺栓孔对准螺栓,缓慢落钩、定位,同时将钢柱的定位线与柱基基础的定位线对齐,经过初步校正,待垂直偏差在20mm以内,将螺栓拧紧时固定,即可脱钩。钢柱校正:垂直度用经纬仪或吊线坠检验,位移校正时可用千斤顶顶正,标高校正时通过调整底螺母实现。柱脚校正后立即紧固地脚螺栓,并将垫板电焊固定,防止走动。钢柱校正固定后,随即将柱间水平、垂直支撑安装上,并固定,使成稳定体系。当钢柱、梁支撑安装完成后,随即进行柱脚二次灌浆。3、梁安装工艺要求梁采用两点绑扎法吊装,吊点应在梁的中心线上,并在梁两端绑扎溜绳。当梁吊至柱顶以上时,再用溜绳旋转屋架使其对准柱顶,以使落钩就位,落钩时应缓慢进行,并在梁刚接触柱顶时即刹车对准预留螺栓孔,并将螺栓穿入孔内,初拧作临时固定。梁临时固定,每个节点螺栓穿入数量不少于安装孔数的1/3,且至少穿入两个临时螺栓;端板接触要紧密,其接触面积应不小于承压面积的70%,边缘最大间隙不应大于0.8mm,较大缝隙应用钢板垫实。132
沈阳建筑大学毕业设计(论文)同时进行垂直度校正,梁垂直度用挂线坠检查。梁柱经校正后,即可安装各类支撑及檩条等,并终拧螺栓作最后固定。高强度螺栓的连接和固定⑴钢构件拼装前应检查清除飞边、毛刺、焊接飞溅物等,摩擦面应保持干燥、整洁,不得在雨中作业。⑵高强度螺栓在大六角头上部有规格和螺栓号,安装时其规格和螺栓号要与设计图上要求相同,螺栓应能自由穿入孔内,不得强行敲打,并不得气割扩孔,穿放方向符合设计图纸的要求。⑶从构件组装到螺栓拧紧,一般要经过一段时间,为防止高强度螺栓连接副的扭矩系数、标高偏差、预拉力和变异系数发生变化,高强度螺栓不得兼作安装螺栓。⑷为使被连接板密贴,应从螺栓群中央顺序向外施拧,即从节点中央按顺序向下受约束的边缘施拧。为防止高强度螺栓连接副的表面处理涂层发生变化影响预拉力,应在当天终拧完毕,为了减少先拧与后拧的高强度螺栓预拉力的差别,其拧紧必须分为初拧和终拧两步进行,对于大型节点,螺栓数量较多,则需要增加一道复拧工序,复拧扭矩仍等于初拧的扭矩,以保证螺栓均达到初拧值。⑸高强度六角头螺栓施拧采用的扭矩板手和检查采用的扭矩扳手在班前和班后要进行扭矩校正。其扭矩误差应分别为使用扭矩的±5%和3%。对于高强度螺栓终拧后的检查,用“小锤击法”逐个进行检查,此外要进行扭矩抽查,如果发现欠拧漏拧者,要及时补拧到规定扭矩,如果发现超拧的螺栓要及时更换。对于高强度大六角螺栓扭矩检查采用“松扣、回扣法”,即先在累平杆的对应位置划一组直线,然后将螺母退回约30°~50°,再拧到与细直线重合时测定扭矩,该扭矩与检查扭矩的偏差在检查扭矩的±10%范围内为合格,扭矩检查应在终拧1小时后进行,并在终拧后24小时之内完成检查。14.4.3墙面系统安装1、墙板安装根据施工图要求,墙板为双层聚氨酯夹芯墙板,内塞岩棉。2墙梁安装墙梁由工厂加工成型并打孔、喷漆送入施工现场,现场质检员必须对进场的各项半成品进行复核,对钢结构进行复核过程中,应打上定位线,对有较大偏差的部分应及时对墙梁进行改进,或设钢垫板等,确保位置准确。檩托132
沈阳建筑大学毕业设计(论文)3墙梁安装:安装墙梁时必须从顶部墙梁向下拉垂线,确保墙梁在一平面内,在安装下一道时,必须安装拉条,并调平拉紧,保证不竖向变形。4墙面板安装:对进场的墙面板,按墙面板排板图及安装顺序分批堆放,避免二次搬运及翻找,表面污染等,在堆放中,对进场的板进行复核,应分别对板型、板厚、数量、长度、外观进行检查,对超规范板材必须立即退货返工。设置安装基准线,划出门窗洞口的准确位置,以用于墙板的切边,墙板的安装基准线设在离山墙阳角线200mm处的垂直线上,并根据此基准线,在墙梁上标出每块墙面板的截面有效覆盖宽度线。墙面板的连接采用自攻螺栓与墙梁连接,在墙板上开洞,采用按门窗洞口划出的边线先切割,然后再安装,必须核实洞口的尺寸和位置。墙板应逆主导风向铺设,搭接部位,必须按照要求设置防水密封材料。14.4.4门窗工程1、划线找规矩:按设计图纸门窗安装位置、尺寸、标高、以窗中线为准往两侧量出窗边线,以顶层门窗安装位置为主,分别找出各层门窗安装位置线及标高。2、按图纸门窗编号要求,将门窗分别运到安装地点,并靠垫牢固,防止碰撞伤人。3、门窗就位,将固定铁脚插入预留洞内找正吊直,且保证位置准确,用木楔临时固定,窗上框距过梁留2cm缝,梃左右缝隙均匀,宽度一致,距外墙尺寸符合设计要求。4、塑钢窗立好后,要进行位置及标高的检查,符合要求后,上框铁脚与过梁铁件焊牢,窗两侧洞内,用水润湿,采用干硬性砂浆堵塞密实,钢结构与窗、门联接处用专用胶进行。5、待堵孔砂浆凝固后,用水泥砂浆将门窗框边缝塞实,保证门窗口位置固定。窗、门与钢构件联接处用专用胶或特殊封闭。6、钢门窗安装要注意连接固定,密封专用胶的封嵌缝连接。14.4.5装修工程(1)装修作业注意事项地面砼垫层:砼垫层厚度不应小于60mm。砼垫层应分区段进行浇筑,其宽度一般为3~4m,不同材料的地面与楼面面层连接处和设备基础的位置等划分。浇筑前,垫层下的基层应予湿润。砼垫层内应根据设计要求预留孔洞,以备安置固定地面与楼面镶边连接件所用的锚栓或木砖。132
沈阳建筑大学毕业设计(论文)地面水泥砂浆找平层:铺设找平层前,应将下一层表面清理干净。其下层应予湿润。铺设时,先刷以水灰比为0.4~0.5的水泥浆一遍,并随刷随铺。如其表面光滑还应凿毛。地面防潮的施工:地面的防潮的施工质量不容忽视,基层应平整,表面干燥,不应在潮湿各露的气候条件下进行地面防潮层的施工。防潮层应铺刷均匀,厚度基本一致,在防潮层涂刷或铺贴完毕后,应立即进行其上层覆层的铺装。注意做好外墙勒脚部位的防水防潮质量,避免外部潮气或水侵入室内。14.5施工过程中的质量控制1、加强施工工艺管理,保证工艺过程的先进、合理和相对稳定,以减少和预防质量事故、次品的发生。2、坚持质量检查与验收制度,严格执行“三检制”,上道工序不合格不得进入下道工序施工,对于质量容易波动,容易产生质量通病或对工程质量影响比较大的部位和环节加强预检、中间检和技术复核工作,以保证工程质量。3、做好各工序或成品保护,下道工序的操作者即为上道工序的成品保护者,后续工序不得以任何借口损坏前一道工序的产品。4、及时准确地收集质量保证原始资料,并作好事理归档工作,为整个工程积累原始准确的质量档案,各类资料的整理与施工进度同步。14.6结论由以上比较分析可得出如下有关钢结构建筑的经济前景(1)从建筑业发展现状看,钢结构工程造价略高于混凝土结构的造价,主要因素不在于结构体系本身,而是建筑内外墙板、楼板、防火及构配件的成本较高。但随着设计能力的不断提高和新型防火、防腐材料的出现,钢结构防火防腐已经得到了较好的解决;(2)综上分析可得,虽然钢结构目前造价略高,但它有着传统混凝土结构不可比拟的优点,符合可持续发展战略,随着建筑工业化的进一步发展与成熟,钢结构的推广应用具有现实可行性。(3)施工周期短,机械化程度高。钢构件可在工厂制作,现场安装,对周围环境污染小,施工时机械化程度高。其次,钢结构本身可承受结构荷载和施工荷载,节省模材,不但可降低成本,而且可大大加快施工进程,减少项目建设周期。(4)132
沈阳建筑大学毕业设计(论文)符合环保要求,混凝土建筑不仅在建材生产过程中产生污染,而且在建筑工程中产生的建筑垃圾的污染也非常严重。据调查,钢筋混凝土建筑在施工阶段产生1.23m2的固体建筑垃圾,不但对人体危害不浅,也造成大量的建筑垃圾负担。132
沈阳建筑大学毕业设计(论文)第十五章结论在此次设计中,依据相关规范标准和法规进行了建筑设计,结构设计,经济分析和施工组织设计等内容,并绘制了建筑图结构图和施工相关图纸。在建筑设计方面,满足超市消防和组织人流问题,建筑方案合理、可行,满足使用要求,且人员疏散符合防火规范的要求;立面设计美观,大方,与周围环境相协调。在结构方面,结构规则,构造合理,施工方便,材料性能利用比较充分,结构安全、合理、可靠。采用的柱下独立基础,安全可靠,施工方便,施工速度快,且用了变截面基础梁,结构合理。在环保方面,本设计采用了节能环保可回收再利用的材料,符合节能建筑与环保要求。在经济方面,本设计充分利用了材料的性能,资金周转快。在施工方面,本设计平面不知简单合理,工期短,施工速度快,并充分利用了永久性道路,布置合理132
沈阳建筑大学毕业设计(论文)参考文献[1]刘之洋、王连广、李帼昌、曹阅.钢与混凝土组合结构.第一版.沈阳.东北大学出版社.2001.1[2]金虹.房屋建筑学.第一版.北京.科学出版社.2002.8[3]沈祖炎、陈扬骥、陈以一.钢结构基本原理.第二版.北京.中国建筑工业出版社.2005.2[4]莫海红、杨小平.基础工程.第一版.北京.中国建筑工业出版社.2003.7[5]中华人民共和国建设部,国家质量监督检验检疫总局.GB50010-2002.混凝土结构设计规范.北京.中国建筑工业出版社.2002.3[5]Innovation&substainabilityofstucturesproceedingoftheinternationalsymposiumoninnovation&sustainbilityofstruresincivilengineering.zhitaoLu,zhishenWu,aiqunLi,SHAOPINGMeng.SoutheastUniversitypress.132
沈阳建筑大学毕业设计(论文)谢辞经过一个学期的努力,我的毕业设计终于顺利完成了,经过这次设计我不仅巩固了以前学过的知识,更学到了很多新的东西,使我的知识形成了系统。毕业设计使我从对Word、Excel和autoCAD和天正等知之甚少到现在的熟练运用,使我从面对一个课题无从下手到现在的成熟的思路和方法去解决,总而言之,我的收获是出乎预期的。这些收获首先感谢我们的指导老师对我们的严格要求和谆谆教导,感谢老师在深夜十二点还在为我们检查计算书和阅读图纸,感谢老师耐心的为我们回答各种无知和细小的问题,感谢老师在我们遇到麻烦时尽心尽力想办法帮我们解决,感谢老师为我们所作的一切,这些我们都深深地记在心里!其次感谢大学四年里给与我们指导的每一位老师,是你们教给了我土木专业的一切知识,再次感谢我们的学院为我们的毕业设计所作的周到细致的准备和协助工作!在这里我感谢为我们毕业设计和我们的大学四年每一个辛勤工作的老师!132'
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