土木工程毕业设计（论文）-某市花园酒店框架-剪力墙结构设计[11层]【全套图纸】.doc

摘 要摘 要本文为某市南国花园酒店结构设计计算书。设计的主要内容要求是进行酒店主楼结构设计。该酒店位于某市，建筑面积约为1046m2左右，建筑层数为十一层，属高层建筑，结构体系采用框架-剪力墙结构体系。抗震设防烈度为七度，抗震等级框架部分按三级计算，剪力墙部分按二级计算。结构设计部分设计内容：框架-剪力墙结构设计。根据建筑施工图确定结构方案，进行结构设计计算，绘制结构施工图。结构设计根据建筑设计、工艺使用和抗震方面的要求，以及现场材料供应情况和施工能力、场地地质条件等，确定合理的结构方案和结构布置方案，确定框架、剪力墙、楼面、屋面、楼梯及其它承重构件和非承重构件形式。手算只选取一榀主框架及与其相连的一片墙及其下部基础进行设计计算。先进行荷载计算，在此基础上进行内力计算、侧移计算和内力组合。楼板设计采用弹性理论计算方法；框架水平荷载计算采用D值法；框架竖向荷载计算采用近似计算方法（弯矩二次分配法）。然后进行构件配筋计算，各构件根据相应规范按公式计算而得，基础依建筑地基基础设计规范进行设计，拟建场地平缓，地貌类别简单，地面地质环境稳定；地震动峰值加速度g=0.10，相当于地震基本（设防）烈度7度区；主要岩土性质良好，有理想的桩基持力层。土层无液化、震陷等不良的工程性质。依据计算结果，结合相应的结构构造要求，绘制结构施工图，写出相应的设计说明以及参考文献。本计算书所有项目均以最新规范规定为依据。最后，运用PKPM、天正等软件绘制整栋建筑的结构施工图。关键词：结构设计 框架-剪力墙结构 基础 抗震设计 全套图纸，加153893706结构设计基本资料AbstractThis city for south garden hotel structure design calculations. The main contents of the design requirements for building structural design is the hotel. The hotel is located in the city, the construction area is about 1046m2, construction layer for 11 layer of high-rise buildings, structure with frame-shear wall structure is adopted. Seismic fortification intensity for seven degrees, seismic grade 3, part of the frame shear wall part of the secondary calculation.Structure design part design content: frame-shear wall structure design. According to the building construction structure, structure design, drawing structure construction.According to the structure design of architectural design, process and seismic requirements, and the ability to supply situation and construction materials, the geologic site condition, the determination of reasonable structure and structural layout scheme, frame shear wall, floor, roof, stair, and other bearing component and the bearing component forms. Only one hand is analyzed and the framework of a wall and its connected the basis for design and calculation. Firstly, the load calculation based on internal force calculation, lateral force calculation and combinations. Floor design using elastic theory calculation method, Horizontal load calculation using frame; D value method, The vertical load calculation using framework of approximate calculation method (ocsm secondary distribution method).Then, the component of reinforcement, according to the corresponding standard components according to the formula and, in accordance with the basic architectural foundation design specification of design, construction sites, simple, ground geomorphic category of geological environment stable, Peak acceleration g = tremble, earthquake equivalent 0.10 resistance (7) intensity area, Main geotechnical nature good, have the ideal of the pile bearing. Soil liquefaction, were not as bad engineering properties. According to the calculation results, the corresponding structural requirements and structure construction, write the design and references. All items in the calculations based on new rules and regulations.Finally, using such software rendering, tianzheng PKPM the building structure construction.Keywords: structure with frame-shear wall structure design of aseismic design combination force basis目录第1章 引言1第2章 结构设计基本资料 .2第3章 结构选型与布置43.1框架柱截面尺寸估算.43.2框架梁截面尺寸估算.53.3剪力板截面估算.53.4墙截面估算.6第4章 截面几何特征的计算 .74.1剪力墙刚度计算.74.2连梁刚度计算.124.3框架刚度计算.20第5章 荷载计算.245.1力荷载代表值计算.245.2结构横向地震作用计算.265.3地震作用效应分析.305.4水平风荷载计算及风荷载作用效应分析.465.5竖向荷载计算.60第6章 楼板及楼梯设计.806.1楼板设计806.2楼梯设计83第7章 内力组合及配筋计算.877.1控制截面内力换算877.2内力组合937.3计算配筋93第8章 基础设计.948.1工程地质资料948.2基础方案选型94 2结构设计基本资料工程概况1工程地质勘察报告主要结果见基础设计部分；2本设计为11层框-剪酒店主楼，首层层高4m，2-11层各层层高为3.4m，天面上设顶层梯间及电梯机房，其层高为2.8米，电梯机房地面高于天面1.5米。3建筑物地点：位于茂名市市区，基本风压0.55kN/m2,地面粗糙度C；抗震设防烈度七度，设计基本地震加速度值为0.10g,设计地震分组为第一组；4材料：钢筋HPB235HRB335；砼强度等级自行选用。5建筑装修标准；（1）屋面：屋面为不上人屋面。50厚的膨胀珍珠岩隔热层，20厚1：2.5水泥沙浆加5%防水粉。钢筋混凝土屋面（2）楼地面：客房采用地毯铺地。 地毯，周边拉平，地毯压条固定， 弹性橡胶垫10厚， 801胶水腻子批嵌平整 20厚1：2水泥砂浆找平， 钢筋混凝土楼板。（3）楼梯间、客房卫生间地面采用花岗岩地面。20厚花岗岩面层，素水泥擦缝30厚1:3干硬水泥沙浆,面上撒2厚素水泥素水泥浆结合层一道钢筋混凝土楼面（4）外墙面：外墙面采用条形无釉面砖10厚面砖，素水泥擦缝4厚水泥胶结合层刷素水泥浆一道15厚1：3水泥沙浆（5）内墙面：房间、梯间采用普通抹灰：15厚水泥石灰浆打底5厚纸筋灰批面刷白色乳胶漆。厨房、卫生间采用釉面磁砖：5厚釉面磁砖白水泥浆擦缝4厚水泥胶结合层刷素水泥浆一道15厚1：3水泥沙浆（6）墙体：外墙：混凝土空心小砌块190厚内墙：灰砂砖120厚（7）门窗：塑刚门窗，实木门。6窗台离楼地面高度900mm,不上人屋面女儿墙高900mm。3结构选型与布置经过对该建筑的建筑高度、建筑造型、抗震要求等因素综合考虑后，采用钢筋混凝土框架-剪力墙结构。结构体系选型：采用钢筋混凝土现浇框架-剪力墙结构，平面布置如图3.1所示：由地震烈度及结构高度查表得框架剪力墙，框架部分抗震构造措施选用三级，剪力墙部分抗震构造措施选用二级。图3.13.1框架柱截面尺寸估算N=（1.11.2）NAN/0.9fN为柱支撑楼板面积计算有竖向荷载产生的轴力（考虑分项系数1.25）11层柱最大N=1424KNAN/0.9f=1.21424000/（0.914.3）=132773mm=365mm取h=b=400mm6-10层取b=400mm h=500mm1-5层取b=500mm h=600mm3.2框架梁截面尺寸估算框架梁按经验公式估算：最大计算跨度： 梁截面高度：梁宽度： 取：跨度：。 梁截面高度：梁宽度： 取：跨度： 梁截面高度：梁宽度： 取：3.3剪力墙截面估算纵横剪力墙数量按（3%5%）=（AW+A）/A，（2%3%）=AW/A求得AW =21.75632.634m2 。根据建筑平面布置确定W1、W2、W3、W4的截面厚度为250mm。求得总面积：AW=1.5252+1.7252+1.2939+1.055=23.39 m2满足要求。3.4板截面估算根据高规按经验公式得：按双向板的1/50考虑，板厚hLmax/50=5400/50=108mm.考虑到保证结构的整体性以及防水要求，初取楼面为120mm,屋面为120mm。4截面几何特征的计算4.1剪力墙刚度计算4.1.1 以、轴间的横墙W1每一侧有效翼缘的宽度不大于至洞口边缘的距离，不大于翼缘厚度的6倍，也不大于墙间距的一半。忽略腹板中部翼缘作用。如图：图4.1墙肢1的面积：A1=0.9750.25+3.0750.25=1.0125墙肢2的面积：A2=(0.675+1.375)0.25=0.5125A=A1+A2=1.525墙肢1的形心：x1=(0.9750.250.125+3.0750.251.7875)/1.0125=1.387m墙肢2的形心：x2=(0.6750.254.4625+1.3750.254.925)/0.5125=4.773m墙肢1的惯性矩：I1=(0.9750.25)/12+0.9750.25(1.387-0.125)+(0.253.075)/12+0.253.075(1.7875-1.387)=1.1185m墙肢2的惯性矩：I2=(0.6750.25)/12+0.6750.25(4.773-4.4625)+(1.3750.25)/12+0.251.375(4.925-4.773)=0.0324m组合形心：x0=(A1x1+A2x2)/A=2.525m组合惯性矩：I=I1+I2+A1(xo-x1) +A2(x0-x2) =5.0516mIA=I-I1-I2=3.9007m表4.1连梁的折算惯性矩计算：首层标准层bh0.251.9=0.475 m0.251.3=0.325 m2a0.8+1.9/2=1.75 m0.8+1.3/2=1.45 mI(0.251.9)/12=0.1429 m(0.251.3)/12=0.0458 mI/1+(7 I)/(Aa)=0.1429/1+ (71.20.1429)/(0.4750.875)=0.0332 m0.0141 m沿层高加权平均=(0.03324.5+0.014134)/38.5=0.0163 m沿层高加权平均2a=(1.754.5+1.4534)/38.5=1.485m沿层高加权平均h=(4.54.5+3.434)/48.5=3.529m=38.5120.0163(4.773-1.387) 5.0516/(3.5291.15091.4853.9007)=17.9910由及层数，主要考虑地震荷载作用，用倒三角形荷载查表得Z=0.978=0.7722Z=0.978该墙判断为小开口整体墙。其等效刚度计算等效截面面积A=A（小开口整体墙取墙肢截面面积之和）等效截面惯性矩I=80%I(取组合截面惯性矩80%)I形墙剪力不均匀系数=(4.550.25+0.9750.25+1.3750.25)/4.550.25=1.516EI=(300000000.85.051637)/1+(91.5160.85.051637)/(1.52538.5)=118.3310KNm其中轴墙的翼缘比该墙厚50mm其等效刚度可近似取与该片墙相同。4.1.2 轴间的横墙图4.2墙肢1、2的面积：A1= A2= 1.29375A=A1+A2= 2.5875墙肢1、2的形心：x1=x2= 1.175664m墙肢1、2的惯性矩：I1= I2= 1.569027m组合形心：x0=4.475m组合惯性矩：I=I1+I2+A1(xo-x1) +A2(x0-x2) =31.304586mIA=I-I1-I2=28.1665m表4.2计算连梁的折算惯性矩：bh0.250.4=0.1 m2a2.1+0.4/2=2.3 mI(0.250.4)/12=0.1429 mI/1+(7 I)/(Aa)=0.001229m沿层高加权平均h=(4.54.5+3.434)/48.5=3.529m=2.80246822810由及层数，地震荷载查表得Z=1=0.89975746，可视为弱连梁）该墙判断为双肢剪力墙。其等效刚度分别按单片整体墙计算。4.1.3 轴间的横墙图4.3墙肢1的面积：A1= 1.05墙肢2的面积：A2= 1.29375A=A1+A2= 2.34375墙肢1的形心：x1= 1.585714m墙肢2的形心：x2= 7.949336m墙肢1的惯性矩：I1= 1.265786m墙肢2的惯性矩：I2= 1.569027m组合形心：x0=(A1x1+A2x2)/A= 5.098433m组合惯性矩：I=I1+I2+A1(xo-x1) +A2(x0-x2) = 26.30611mIA=I-I1-I2=23.4713m表4.3计算连梁的折算惯性矩：bh0.250.4=0.1 m2a2.1+0.4/2=2.3 mI(0.250.4)/12=0.1429 mI/1+(7 I)/(Aa)=0.001229m沿层高加权平均h=3.529m=2.85547927710由及层数，倒三角形荷载查表得Z=1=0.8922374786，可视为弱连梁）该墙判断为双肢剪力墙。其等效刚度分别按单片整体墙计算。表4.4剪力墙等效刚度列表如下编号AmImEI=KNm截面W11.5255.0508181.516118333535W21.7255.3160931.516484155082071W31.293751.5690271.721446481602W41.051.2657861.256437627532剪力墙总刚EI=2 118333535+2155082071+946481602+537627532= 1153303286 KNm4.2连梁刚度计算4.2.1连梁L5如图：图4.4连梁截面bh=250400连梁惯性矩I=(20.250.4)/12=0.002667 m （2为考虑楼板的放大系数）形心距l=9.125-x01-x02=6.363621m 净跨w= 2.1m 计算跨l=w+ h/4+ h/4= 2.3mal=3.6-x01-h/4=1.9142857m bl=3.425-x02-h/4=2.14934ma=0.300817 b= 0.337754=1.2 G=0.42E= =(34.2857 0.002667)/( 0.1 2.3)=0.172833考虑连梁塑性变形调幅系数取=0.55梁端约束弯矩：m=0.556280000000.002667（1+0.300817-0.337754）/6.363621(1-0.300817-0.337754）(1+0.172833) =673417.9KNmm= = 725073.3KNm 各梁端均布线弯矩首层 =149648.4 KN =161127.4 KN标准层 =198064.1 KN =213256.86 KNm= m+ m=1398491 KNm均布线弯矩首层h=4.5m 标准层h=3.4m= m/h=1398491/4.5=310775.8KN = m/h=1398491/3.4=411321KN4.2.2连梁L6图4.5连梁截面bh=250400连梁惯性矩I=(20.250.4)/12=0.002667 m （2为考虑楼板的放大系数）形心距l=6.3m 净跨w= 3.775m 计算跨l=w+ h/4= 3.875mal= 0m bl=x0-h/4= 2.525-0.1= 2.425ma=0 b= 0.384921=1.2 G=0.42E= =(34.2857 0.002667)/( 0.1 3.875)=0.060889考虑连梁塑性变形调幅系数取=0.55梁调幅后的折算线刚度：i=0.55280000000.002667（1-0.384921）/6.3(1-0.384921）(1+0.060889) = 16241.15KNm= 若a=0取=0= = 5.609982 若b=0取=0= =2.117121 梁的线刚度：i= =280000000.002667/6.3=11851.85 KNm首层=3i(+)/h=311851.85(5.609982+2.117121)/4.5=61053.65KN标准层=80806.308 KN4.2.3连梁L7图4.6连梁截面bh=250400连梁惯性矩I=(20.250.4)/12=0.002667 m （2为考虑楼板的放大系数）形心距l= 5.26087m 净跨w= 2.875m 计算跨l=w+ h/4= 2.975mal= l-w- h/4=2.2858696m bl=0ma= 0.434504 b= 0=1.2 G=0.42E= = 0.103302考虑连梁塑性变形调幅系数取=0.55梁调幅后的折算线刚度：i= 22124.77KNm= =7.189839 若a=0取=0= 若b=0取=0= =2.696665 梁的线刚度：i=14192.84 KNm首层=3i(+)/h=93545.03 KN标准层=123809.59 KN4.2.4连梁L8如图： 图4.7 连梁截面bh=250400连梁惯性矩I=(20.250.4)/12=0.002667 m （2为考虑楼板的放大系数）形心距l=6.598671m 净跨w= 2.1m 计算跨l=w+ h/4+ h/4= 2.3mal= x01-h/4=2.1493357m bl=x02-h/4=2.1493357ma=0.325722 b=0.325722=1.2 G=0.42E= =0.172833考虑连梁塑性变形调幅系数取=0.55梁端约束弯矩：m= =751855KNmm= = 751855KNmm= m+ m均布线弯矩首层h=4.5m 标准层h=3.4m= m/h=334157.8KN = m/h=442267.6KN4.2.5连梁L9图4.8连梁截面bh=250400连梁惯性矩I=(20.250.4)/12=0.002667 m （2为考虑楼板的放大系数）形心距l= 4.285714m 净跨w= 2.7m 计算跨l=w+ h/4= 2.8mal= 0m bl=x0-h/4= 1.48571ma=0 b= 0.346667=1.2 G=0.42E= = 0.116618考虑连梁塑性变形调幅系数取=0.55梁调幅后的折算线刚度：i= 20104.44KNm= 若a=0取=0= = 4.32465 若b=0取=0= = 1.743135 梁的线刚度：i= 17422.22 KNm首层= 70476.21KN标准层= 93277.333 KN4.26连梁L10图4.9连梁截面bh=250400连梁惯性矩I=(20.250.4)/12=0.002667 m （2为考虑楼板的放大系数）形心距l= 4.050664m 净跨w= 2.875m 计算跨l=w+ h/4= 2.975mal= 0m bl=x0-h/4= 1.07566ma=0 b= 0.265553=1.2 G=0.42E= = 0.103302考虑连梁塑性变形调幅系数取=0.55梁调幅后的折算线刚度：i= 17035.21KNm= 若a=0取=0= = 2.895367 若b=0取=0= = 1.230929 梁的线刚度：i= 18433.19 KNm首层= 50707.21KN标准层= 67112.482KN4.2.7连梁L11图4.10连梁截面bh=250400连梁惯性矩I=(20.250.4)/12=0.002667 m （2为考虑楼板的放大系数）形心距l= 6.43913m 净跨w= 3.775m 计算跨l=w+ h/4= 3.875mal= 0m bl=x0-h/4= 2.56413ma=0 b= 0.398211=1.2 G=0.42E= = 0.060889考虑连梁塑性变形调幅系数取=0.55梁调幅后的折算线刚度：i= 16599.82KNm= 若a=0取=0= = 6.047407 若b=0取=0= = 2.260506 梁的线刚度：i= = 11595.77 KNm首层= 64224.43KN标准层= 85002.921KN表4.5连梁剪切刚度如下编号数量折算i KNm首层 KN标准层 KNL5515538792056604.762L6216241.15122107.3161612.6152L7222124.77187090.1247619.186L82668315.6884535.2995L9420104.44281904.8373109.3332L10217035.21101414.4134224.9641L11216599.82128448.9170005.8412=3043160=4027712.001总连梁等效剪切刚度：=（30431604.5+4027712.00134）/38.5=3912635KN4.3框架刚度计算表4.6框架梁的线刚度：编号bh跨长l(m)惯性矩I=nbh/12(m)i=EI/l(KNm)L10.30.88.70.019261793.1L20.250.430.00218666.67L30.30.88.70.025682390.8L40.250.430.00266724888.89（放大系数n:边梁取1.5，中梁取2.0）表4.7框架柱线刚度编号bhl（m）惯性矩I=bh/12(m)i=EI/l(KNm)1层0.50.64.50.009600002-5层0.50.63.40.00979411.766-10层0.40.53.40.00416736764.7111层0.40.43.40.00213318823.53表4.8总框架抗剪刚度C(单位：KN)1层编号 数量ii iiK=C=Z1461793.11.0298850.50493280789.07Z2418666.6761793.11.3409960.55103288165.14Z31682390.81.373180.55531688850.52Z4216241.150.2706860.33940754305.06Z5424888.8982390.81.7879950.60401296641.94Z6420104.4482390.81.7082540.59549795279.52Z7222124.7782390.81.7419260.59913795861.91Z8217035.2182390.81.65710.58983994374.23Z9216599.820.2766640.34114154582.58C=34633592-5层编号 数量ii iiK=C=Z146179361793.10.7781350.28009378503.48Z2418666617931866661793.11.0131970.33625394243.97Z3168239082390.81.0375140.34156795733.25Z421624116241.150.2045180.09277226001.91Z5424888823902488882390.81.3509290.403151112993.8Z6420104823902010482390.81.2906810.392223109931Z7222124823902212482390.81.3161220.396886111237.9Z8217035823901703582390.81.2520310.385107906.5Z921659916599.820.2090350.09462726521.81C=36577576-10层编号 数量ii iiK=C=Z1461793.161793.11.6807720.45663659252.05Z2418666.6761793.118666.6761793.12.1885060.52250367798.8Z31682390.882390.82.241030.52841668566.15Z4216241.1516241.150.441759057Z5424888.8982390.824888.8982390.82.9180080.59333176989.35Z6420104.4482390.820104.4482390.82.7878710.58227875555.07Z7222124.7782390.822124.7782390.82.8428240.58701876170.13Z8217035.2182390.817035.2182390.82.7043880.57486574593.2Z9216599.8216599.820.451515053C=261171411层编号 数量ii iiK=C=Z1461793.161793.13.2827590.6214141283.98Z2418666.6761793.118666.6761793.14.2744250.68124645259.23Z31682390.882390.84.3770110.68637345599.9Z4216241.1516241.150.8628110.30138620022.87Z5424888.8982390.824888.8982390.85.6992340.74023449178.17Z6420104.4482390.820104.4482390.85.445060.73136548588.99Z7222124.7782390.822124.7782390.85.552390.73518348842.62Z8217035.2182390.817035.2182390.85.2820070.7253548189.37Z9216599.8216599.820.8818650.30600520329.75C=1741609总框架抗剪刚度CC=34633594.5+（3657757+2611714+1741609）34/38.5=3003928KN刚度特征值判断剪力墙数量是否合理=1.96487 满足（1.152.4）计算内力时= = 2.9814955荷载计算5.1重力荷载代表值计算屋面：屋面为不上人屋面：50厚的膨胀珍珠岩隔热层 70.0520厚1：2.5水泥沙浆加5%防水粉 200.02120厚钢筋混凝土屋面 250.12 3.75KN/m楼地面：客房采用地毯铺地地毯，周边拉平，地毯压条固定弹性橡胶垫10厚 120.01801胶水腻子批嵌平整20厚1：2水泥砂浆找平 200.02120厚钢筋混凝土楼板 250.123. 52KN/m楼梯间、客房卫生间地面采用花岗岩地面20厚花岗岩面层，素水泥擦缝 280.0230厚1:3干硬水泥沙浆,面上撒2厚素水泥 200.032素水泥浆结合层一道 200.002钢筋混凝土楼面 250.124.24KN/m外墙面：外墙面采用条形无釉面砖10厚面砖，素水泥擦缝 19.80.014厚水泥胶结合层 200.004刷素水泥浆一道 200.00215厚1：3水泥沙浆 200.015 0.618 KN/m内墙面：房间、梯间采用普通抹灰：15厚水泥石灰浆打底 170.0155厚纸筋灰批面 160.005刷白色乳胶漆。 0.335 KN/m厨房、卫生间采用釉面磁砖：5厚釉面磁砖白水泥浆擦缝4厚水泥胶结合层刷素水泥浆一道15厚1：3水泥沙浆 0. 5 KN/m外墙：混凝土空心小砌块190厚 11.80.19=2.242 KN/m内墙：灰砂砖120厚 18 0.12=2.16 KN/m塑刚门窗 0.35 KN/m 实木门 0.2 KN/m有楼面板的面积（扣除孔洞）(22.5+83.6+0.3)(8.72+3+0.25) +1.2(163.6+34.1)-(2.50.52)-(1.050.521)-(2.4+2.9)2.5-(4.1+3.6)6.7=1071.055 m有屋面板面积（扣除孔洞）(22.5+83.6+0.3)(8.72+3+0.