新余市逸夫小学教学楼施工图设计

新余市逸夫小学教学楼施工图设计题目：新余市逸夫小学教学楼施工图设计论文题目：新余市逸夫小学教学楼施工图设计摘要本次毕业设计选题为新余市逸夫小学教学楼，内容主要由建筑设计和结构设计两部分组成。建筑施工图设计是根据设计任务书的要求，综合考虑各项因素的影响。而后对建筑物外形及建筑物内部的细节构造进行设计，经过整体规划，最终确定设计方案，并运用浩辰CAD软件绘制建筑施工图。随着全球资源的开采，低碳，节能，减排的建筑要求不断涌现。随着经济的增长，人们对生活的要求不再仅仅是吃饱、穿好，现在人们都最求精神上的满足，而教学楼是广大学子学习成长的地方，这对我们建筑设计提出了很大的挑战通过本次的毕业设计可以让我们重新回顾一下大学里学过的专业知识，并且将他们联系在一起，做到理论联系实践，掌握建筑工程设计中的流程和方法。熟悉多层建筑房屋的建筑与结构的而选择、结构的布置、结构的计算和建筑、结构施工图绘制的过程：通过绘制施工图、结构图，编制计算书。关键词：教学楼；计算书；pkpm软件；一榀框架

Thesistitle:constructiondrawingdesignofYifuprimaryschoolteachingbuildinginXinyuCityABSTRACTThetopicofthisgraduationprojectistheteachingbuildingofYifuprimaryschoolinXinyuCity,whichismainlycomposedofarchitecturaldesignandstructuraldesignThedesignofconstructiondrawingisbasedontherequirementsofthedesignspecification,consideringtheinfluenceofvariousfactors.Afterthat,wedesignthebuildingshapeandthedetailsoftheinternalstructureofthebuilding.Aftertheoverallplanning,wefinallydeterminethedesignscheme,andusetheHaoChenCADsoftwaretodrawtheconstructiondrawings.Withtheexploitationofglobalresources,low-carbon,energy-saving,emissionreductionbuildingrequirementscontinuetoemerge.Withtheeconomicgrowth,people'srequirementsforlifearenolongerjusttoeatandwearwell.Nowpeoplearemostseekingspiritualsatisfaction.Andtheteachingbuildingiswherethemajorityofstudentslearnandgrow,whichposesagreatchallengetoourarchitecturaldesignThroughthisgraduationproject,wecanreviewtheprofessionalknowledgewehavelearnedintheUniversity,andlinkthemtogethertoachievethecombinationoftheoryandpractice,andmastertheprocessandmethodofarchitecturalengineeringdesign.Befamiliarwiththeselectionofbuildingandstructureofmulti-storeybuilding,thelayoutofstructure,thecalculationofstructureandtheprocessofdrawingconstructiondrawingofbuildingandstructure:preparecalculationsheetbydrawingconstructiondrawingandstructuredrawingKEYWORDS:Teachingbuilding;calculationsheet;PKPMsoftware;aframework

目录20486_WPSOffice_Level11.设计资料 811771_WPSOffice_Level21.1.工程概况 822149_WPSOffice_Level21.2.基本参数 811771_WPSOffice_Level12.框架梁柱截面尺寸确定 922149_WPSOffice_Level13.荷载计算 1019561_WPSOffice_Level23.1.恒荷载计算 1011771_WPSOffice_Level33.1.1.屋面框架梁线荷载标准值 1022149_WPSOffice_Level33.1.2.楼面框架梁线荷载标准值 1032036_WPSOffice_Level23.2.活荷载计算 1020721_WPSOffice_Level23.3.恒载标准值计算 113067_WPSOffice_Level23.4.竖向荷载计算 1219561_WPSOffice_Level33.4.1.A-BC-D轴间框架 1232036_WPSOffice_Level33.4.2.B-C轴间框架 1320721_WPSOffice_Level33.4.3.A柱纵向集中荷载计算 143067_WPSOffice_Level33.4.4.B柱纵向集中荷载计算 1515927_WPSOffice_Level23.5.竖向荷载作用框架内力计算 1810598_WPSOffice_Level23.6.梁柱端的弯矩计算 207782_WPSOffice_Level23.7.梁端剪力和轴力计算 2910033_WPSOffice_Level23.8.风荷载的计算 3219561_WPSOffice_Level14.内力组合 3432036_WPSOffice_Level15.截面设计 3729469_WPSOffice_Level25.1框架梁的配筋计算（仅以一层梁为例） 3710598_WPSOffice_Level35.1.1.正截面受弯承载力计算 377782_WPSOffice_Level35.1.2.截面受弯承载力计算 3917249_WPSOffice_Level25.2框架柱配筋计算 4110033_WPSOffice_Level35.2.1.轴压比验算(B轴柱) 4120721_WPSOffice_Level16.楼板设计 4316811_WPSOffice_Level26.1a,b楼板配筋计算 4429469_WPSOffice_Level36.1.1.楼板荷载值计算 4417249_WPSOffice_Level36.1.2.弯矩设计值 446143_WPSOffice_Level26.2c楼板配筋计算 453067_WPSOffice_Level17基础设计 461567_WPSOffice_Level27.1荷载计算 4616811_WPSOffice_Level37.1.1.确定基地底面积 4631322_WPSOffice_Level27.2基础结构设计 476143_WPSOffice_Level37.2.1.荷载设计值 4715927_WPSOffice_Level18楼梯设计 4827650_WPSOffice_Level28.1基本条件 481567_WPSOffice_Level38.1.1.设计规范 4831322_WPSOffice_Level38.1.2.几何参数 4827650_WPSOffice_Level38.1.3.荷载参数 4819821_WPSOffice_Level38.1.4.材料强度 4925011_WPSOffice_Level38.1.5.荷载计算 4910598_WPSOffice_Level1参考文献 527782_WPSOffice_Level1致谢 53设计资料工程概况建筑采用现浇混凝土框架结构，主体结构为三层，一至三层建筑物层高分别为3.6m、3.6m、3.6m，建筑为上人屋面。建筑面积约为2829.39m²。室内外高差为450mm。基础+距离室外地平550mm基本参数本设计安全等级为二级，抗震设防烈度为六度。地面粗糙类别为C类，基本风压为0.3kN/m²，基本雪压为0.4N/m²，本设计均采用混凝土强度C30：fc=14.3N／mm²，ft=1.43N/mm2，ftk=2.01N／mm²，普通钢筋强度采用HRB400：fy=360N／mm²，fyk=400N／mm²。结构布置结构平面布置图框架梁柱截面尺寸确定主梁跨度为=8.4m，h=（1/12~1/8）l0=700~1050mm取h=900mm，b=(1/3~1/2)h=300~450mm取b=400mm纵梁跨度AB，CD为=6.9m，h=（1/12~1/8）l0=573~863mm取h=700mm，b=(1/3~1/2)h=233~350mm取b=300mm纵梁跨度BC为=3.7m，h=（1/12~1/8）l0=308~463mm取h=700mm，b=(1/3~1/2)h=233~350mm取b=300mm次梁跨度=4.2m，h=（1/18~1/12）l0=383~575mm取h=550mm，b=(1/3~1/2)h=190~285mm取b=250mm厕所=4.7m，h=（1/18~1/12）l0=261~391mm取h=350mm，b=(1/3~1/2)h=111.6~175mm取b=150mm柱采用矩形柱，底层层高为H=3.6m，b=（1/15~1/10）H=240~360mm取b=500mm，h=(1~2)b=500~100mm取h=500mm层次混凝土强度等级纵梁b×h横梁次梁厕所次梁AB跨，CD跨BC跨1～3C30300700300700400900250550150350荷载计算恒荷载计算屋面框架梁线荷载标准值40厚C30细石混凝土0.04×25=1.00KN/m225厚保温板0.17×0.025=0.004KN/m2防水层0.35KN/m220厚1:25水泥砂浆找平层20×0.02=0.40KN/m220厚1:25水泥砂浆找平层20×0.02=0.40KN/m2120厚现浇混凝土屋面板25×0.12=3.00KN/m212厚水泥砂浆20×0.012=0.24KN/m2屋面恒荷载5.394KN/m2取5.4KN/m2楼面框架梁线荷载标准值20厚1:25水泥砂浆找平20×0.025=0.50KN/m210厚地砖22×0.01=0.22KN/m2120厚现浇混凝土屋面板25×0.12=3.00KN/m212厚水泥砂浆20×0.012=0.24KN/m2楼面恒荷载4.46KN/m2取4.5KN/m2活荷载计算上人屋面活荷载标准值楼面活荷载标准值屋面雪荷载标准值梁柱密度蒸压粉混凝土砌块窗单位面积荷载门单位面积荷载恒载标准值计算梁重：边跨横梁bXh=300×700mm梁自重25×0.3×0.7=5.25kN/m抹灰层：0.012×0.7×2+0.012×0.3×20＝0.088kN/m合计5.3388kN/m2中间跨横梁bXh=250×550mm梁自重25×0.25×0.55=3.44kN/m抹灰层：0.012×0.55×2×20＝0.264kN/m合计3.704kN/m2纵梁bXh=400×900mm梁自重抹灰层：0.012×0.9×2×20＝0.432kN/m合计9.432kN/m2厕所梁bXh=150×300mm梁自重25×0.15×0.3=1.125kN/m抹灰层：0.012×0.3×20×2＝0.144kN/m合计1.269kN/m2柱：bXh=600×600mm柱自重25×0.60×0.60=9kN/m抹灰层：0.012×0.6×4×20＝0.576kN/m合计9.576kN/m外纵墙自重：纵墙（240灰砂砖）18×(3.6-0.6-1.8)×0.24=5.62kN/m铝合金门窗0.4×1.8×2=1.44kN/m合计7.06kN/m2底层大厅：纵墙（240灰砂砖）18×(3.6-2.1)×0.24=5.4kN/m铝合金门窗0.4×2.1=0.84kN/m合计6.24kN/m内纵墙自重：纵墙（240灰砂砖）18×(3.6-1.2)×0.24=10.368kN/m铝合金门窗0.4×1.2=0.48kN/m合计10.848kN/m教室横墙自重：横墙（240灰砂砖）18×（3.6-0.6）×0.24=12.96kN/m走廊横墙自重：横墙（240灰砂砖）18×（3.6-1.8）×0.24=7.776kN/m铝合金门窗0.4×1.8=0.72kN/m合计8.496kN/m竖向荷载计算A-BC-D轴间框架屋面板荷载：板传至梁上的三角形和梯形荷载等效为均布荷载横载5.4×0.5×6.9×5/8×2=23.287kN/m活载2.0×0.5×6.9×5/8×2=8.625kN/m楼面板荷载：恒载4.5×0.5×6.9×5/8×2=19.406kN/m活载2.0×0.5×6.9×5/8×2=8.625kN/m梁自重5.33kN/mA-BC-D轴间框架梁均布荷载：屋面梁恒载=梁自重+板传荷载=23.287+5.33=28.617kN/m活载=板传荷载=8.625kN/m楼面梁恒载=梁自重+板传荷载+墙自重=5.33+19.406+12.96=37.696kN/m活载=板传荷载=8.625kN/mB-C轴间框架屋面板荷载：板传至梁上的三角形和梯形荷载可等效为均布荷载横载5.4×0.5×2.7×5/8×2=9.1125kN/m活载2.0×0.5×2.7×2=5.4N/m楼面板荷载：恒载4.5×0.5×2.7×5/8×2=7.59375kN/m活载2.5×0.5×2.7×2=6.75kN/m梁自重3.704kN/mB-C轴间框架梁均布荷载：屋面梁恒载=梁自重+板传荷载=3.704+9.1125=12.916kN/m活载=板传荷载=4.219kN/m楼面梁恒载=梁自重+板传荷载+墙自重=3.704+7.59375+8.496=19.79375kN/m活载=板传荷载=5.4kN/mA柱纵向集中荷载计算顶层柱：女儿墙自重(墙高900mm,100mm混凝土压顶)顶层柱恒载=墙自重+梁自重+板传荷载=5.808×（8.4-0.6）+5.33×（8.4-0.6）+23.287×0.5×8.4=184.6818kN顶层柱活载=2.0×0.5×（8.4-0.6）×5/8×6.9=33.637kN标准层柱：标准层柱恒载=墙自重+梁自重+板传荷载=7.06×（8.4-0.6）+5.33×（8.4-0.6）+19.406×0.5×8.4=178.1472kN=2.0×0.5×（8.4-0.6）×5/8×6.9=33.637kN=7.06×（8.4-0.6）+2.5×（8.4-0.6）=74.568kNB柱纵向集中荷载计算顶层柱：顶层柱恒载=梁自重+板传荷载=5.33×（8.4-0.6）+5.4×0.5×6.9×5/8×(8.4-0.6)+5.4×0.5×2.7×0.958×(8.4-0.6)=186.86kN顶层柱活载=2.0×0.5×（8.4-0.6）×5/8×2.7+2.0×0.5×（8.4-0.6）×5/8×6.9=13.1625+33.6375=46.8kN标准层柱：标准层柱恒载=墙自重+梁自重+板传荷载=10.848×（8.4-0.6）+5.33×（8.4-0.6）+4.5×0.5×6.9×5/8×（8.4-0.6）+4.5×0.5×2.7×5/8×（8.4-0.6）=231.4884kN=2.5×0.5×（8.4-0.6）×5/8×2.7+2.0×0.5×（8.4-0.6）×5/8×6.9=16.453+33.6375=50.091kN基础顶面荷载=底层内纵墙自重+基础梁自重=10.848×（8.4-0.6）+2.5×（8.4-0.6）=104.1144kN正常情况下无法做到受力点在结构形心处，因此柱的竖向荷载对柱存在偏心。框架的竖向荷载及偏心距如图4所示。图4横梁线刚度的计算横梁线刚度的计算结果见表1表1横梁线刚度类别AB跨、CD跨类别BC跨、次梁纵梁线刚度的计算纵梁线刚度的计算结果见表2。表2纵梁线刚度类别全部跨柱线刚度的计算柱线刚度的计算结果见表3。表3柱线刚度层次13取ABCD跨梁的相对线刚度为1.0AB跨BC跨CD跨1层柱2-3层柱1.00.931.00.942.41框架梁柱的相对线刚度如图4，作为计算各节点杆端弯矩分配系数的依据。竖向荷载作用框架内力计算竖向荷载作用下的内力采用有分层法，弯矩二次分配法和迭代法。这里竖向荷载作用下的内力计算采用分层法。框架横梁均布恒荷载、活荷载可从前面荷载计算中查得。具体数值见图5。其中框架柱的相对线刚度除底层柱之外其余各层乘以0.9。图5横向框架荷载作用图图6竖向恒载引起的偏心图7竖向活载引起的偏心弯矩梁柱端的弯矩计算梁端固定弯矩计算：恒载：屋面：楼面：活载：屋面：楼面：分层法计算见图8、9、10、11图8顶层弯矩分配及弯矩图图9二-一层弯矩分配及弯矩图图10底层弯矩分配及弯矩图图11竖向均布恒载作用下的框架弯矩图竖向均布活荷载作用下的框架内力计算方法同上，结果见图12、13、14、15。图12顶层弯矩分配及弯矩图图13二-一层弯矩分配及弯矩图图14底层弯矩分配及弯矩图图15活荷载作用下的弯矩图梁端剪力和轴力计算梁端剪力柱轴力具体计算结果见表4,5,6,7,8,9。表4恒载作用下AB梁端剪力计算层号328.6176.998.7297.0291.709105.749237.6966.9130.0515.11124.941135.161137.6966.9130.0515.39124.661135.441表5恒载作用下BC梁端剪力计算层号312.9162.717.437017.43717.437219.7942.726.722026.72226.722119.7942.726.722026.72226.722表6活载作用下AB梁端剪力计算层号38.6256.929.7561.6528.10631.40628.6256.929.7560.9328.82630.68618.6256.929.7560.9228.83630.676表7活载作用下BC梁端剪力计算层号33.3752．74.5604.564.5624.2192．75.7005.705.7014.2192．75.7005.705.70表8恒载作用下的剪力和轴力层次总剪力柱轴力AB跨BC跨A柱B柱391.709105.74917.437276.177308.577294.6327.02124.941135.16126.722611.658644.058693.651726.0511124.661135.44126.722768.719801.119861.492893.892表9活载作用下的剪力和轴力层次总剪力柱轴力AB跨BC跨A柱B柱328.10631.4064.5661.74672.206228.82630.6865.70124.212152.983128.82630.6865.70186.678233.76风荷载的计算基本风压为风荷载值计算：离地高度（m）A11.251.0351.01.30.4530.2418.317.651.01.01.30.4530.2417.694.051.01.01.30.4534.0219.90图16风荷载作用下结构计算简图图17风荷载作用下弯矩图图18风荷载作用下剪力图内力组合荷载组合时主要考虑三种荷载组合形式：恒荷载+活荷载、恒荷载+活荷载、。见表：荷载类型内力组合位内置力1.2①+1.4②1.35①+1.0②1.2①+0.9(1.4②+1.4③)恒①活②风③AM-60.666-19.359-5.652-99.9018-101.2581-104.31306V91.70928.1061.57149.3992151.91315147.44256B左M-109.073-32.297-5.22-176.1034-179.54555-178.15902V-105.749-31.4066.01-170.8672-174.16715-158.89776B右M-45.943-14.869-5.6-75.9482-76.89205-80.92254V17.4374.56-6.0127.308428.0999519.0974跨中85.4425.50138.228140.844134.658-34.17-9.930-54.906-56.0595-53.5158000AM-92.306-24.982-16.79-145.742-149.5951-163.39992V124.94128.826-6.18190.2856197.49635178.46316B左M-125.049-33.935-16.03-197.5678-202.75115-213.0147V-135.161-30.68611.68-205.1536-213.15335-186.14076B右M-39.134-11.317-16.03-62.8046-64.1479-81.41802V26.7225.7-11.6840.046441.774724.5316跨中125.04922.320181.3068191.13615178.182-21.1-5.170-32.558-33.655-31.8342000AM-90.472-24.854-24.72-143.362-146.9912-171.02964V124.66128.82610.06189.9496197.11835198.58956B左M-124.966-32.734-24.23-195.7868-201.4381-221.73384V-135.441-30.686-17.83-205.4898-213.53-223.66B右M-41.354-11.623-21.08-65.897-67.4509-90.83058V26.7225.717.8340.046441.774761.7142跨中124.96622.540181.5152191.2441178.3596-23.32-5.470-35.642-36.952-34.8762层次荷载类型内力组合位置内力1.2①+1.4②1.35①+1.0②1.2①+0.9(1.4②+1.4③)恒①活②风③A柱M79.01924.0835.652128.54130.76132.29上N276.17761.7463.14417.86434.58413.173A柱M-75.283-20.626-5.652-119.22-122.26-123.45下N308.57761.7463.14456.74478.32452.05B柱M-73.59-20.266-5.22-116.68-119.61-120.42上N294.672.2066.04454.61469.92452.11B柱M52.42314.1815.2282.7684.9587.35下N32772.2066.04493.49513.66490.99A柱M56.54215.79411.1489.9692.13101.79上N611.658124.2126.18907.89949.95898.282A柱M-70.303-13.559-11.14-103.35-108.47-115.48下N644.058124.2126.18946.77993.69937.16B柱M-64.108-15.914-21.24-99.21-102.46-123.74上N693.651152.98311.681046.561089.411039.86B柱M46.90612.10521.2473.2375.4398.30下N726.051152.98311.681085.441133.151078.74A柱M32.4729.62813.5852.4553.4768.21上N768.719186.67810.061183.811224.451170.351A柱M-10.824-3.209-27.16-17.48-17.82-51.25下N801.12186.67810.061222.691268.191209.23B柱M-54.883-11.623-24.07-82.13-85.72-110.83上N861.492233.7617.831361.051396.771350.79B柱M18.2944.48748.1428.2329.1888.26下N893.892233.7617.831399.931440.511389.67截面设计根据横粱控制截面内力设计值，利用受弯构件正截面承载力和斜截面承载力计算公式，算出所需纵筋及箍筋并进行配筋。基本数据：混凝土C30fc=14.3N/mm2HRB335fy=300N/mm2HRB400fy=360N/mm2HRB300fy=270N/mm25.1框架梁的配筋计算（仅以一层梁为例）正截面受弯承载力计算梁AB一层：跨中弯矩下部实配4B16,同时梁AB和梁BC各截面受弯承载力配筋计算见表25.表10一层框架梁正截面强度计算截面AAB跨B左B右BC跨-171.02191.244-221.73-90.83-34.88-128.265143.433-166.30-68.123-26.160.0680.0780.0880.0730.0280.0700.0810.0920.0750.028665.67770.27877505.36262.6624配筋4B164B163B204B144B14实配面积804804942615615%0.4%0.4%0.47%0.44%0.44%表11二层框架梁正截面强度计算截面AAB跨B左B右BC跨-163.40191.136-213.014-81.418-31.8342-122.55143.352-159.76-61.0635-26.160.0650.0760.08420.06580.0260.06730.07910.0880.06810.0263639.629751.25836.8452.83175.546配筋4B164B163B204B144B14实配面积804804942615615%0.4%0.4%0.47%0.44%0.44%表12三层框架梁正截面强度计算截面AAB跨B左B右BC跨-104.313140.844-179.546-80.92-56.0595-78.234105.633-134.673-68.123-42.0450.04120.0560.0710.0650.0450.0420.0580.0740.0670.046393.99544.09694.1792445.52305.877配筋4B144B143B144B144B14实配面积615615615615615%0.44%0.44%0.44%0.44%0.44%截面受弯承载力计算以支座A(一层)为例 满足要求仅需要按构造配筋采用双肢箍筋Φ8@250框架梁斜截面受剪承载力配筋计算见表13表13一层框架梁斜截面强度计算截面支座A支座B左支座B右198.59-152.15961.7142168.802-135.2952.457713.2713.2713.2199.7199.7199.7箍筋Φ8@250Φ8@250Φ8@2500.134%0.134%0.134%0.127%0.127%0.127%表14二层框架梁斜截面强度计算截面支座A支座B左支座B右197.49-213.1541.77167.87181.1735.5713.2713.2713.2199.7199.7199.7箍筋Φ8@250Φ8@250Φ8@2500.134%0.134%0.134%0.127%0.127%0.127%表15三层框架梁斜截面强度计算截面支座A支座B左支座B右151.91-174.1728.1129.12148.0423.855713.2713.2713.2199.7199.7199.7箍筋A8@250A8@250A8@2500.134%0.134%0.134%0.127%0.127%0.127%5.2框架柱配筋计算轴压比验算(B轴柱)底层柱：轴压比，则满足要求（1）正截面受弯承载力计算采用对称配筋最不利组合因为，所以是大偏心则配2C14,2C16（2）轴心受压计算,查表满足（3）斜截面受剪承载力计算最不利组合因为剪跨比=按照构造要求配置钢筋，采用双肢箍筋Φ8@250表16柱的配筋图柱号层次MNkN适配总配筋率箍筋配筋率A3122.26478.325007102C14,2C160.28%A8@1500.135%2108.47993.695007102C14,2C160.28%A8@1500.135%117.821268.195007102C14,2C160.28%A8@1500.135%B384.96469.925007102C14,2C160.28%A8@1500.135%275.431133.155007102C14,2C160.28%A8@1500.135%119.181440.515007102C14,2C160.2