某办公楼框架结构建筑设计施工CAD图纸

3600360036009003600900540024005400360036003600360036003600360036003600360036005400240054003600360036003600360036003600360036003600360036003600360036003600360036003600360036003600540024005400900900360036003600140014001400140014001400140014001650165016501650165016501650165016501650165016501650165016501650140014001400140014001400140095095095095095095095095095095095095095095095095013001300130013001300130011501150115011501150115011501150155015501550155015501550160015001050900115010509001150160015001350145090090010001350145015501550900900100070070070070070070070070025015090025015015090025025015015025015025090015025015025090014501450145024001450150024001500175017501750175015001500150024001500175017501300130013002400130017501750150024001500保定市燕赵建筑设计有限公司证书号：A213007422级别：乙级项目负责经 理审 定审 校设 计制 图专业负责校 对工程项目图名设 计 号日 期图 号建设单位工程等级容城县工商局办公楼三 级建施-00三层平面图2011.11基础平面图150150150150150150附注：1.根据甲方提供的地质勘察报告采用为水泥土桩复合地基.处理后复合地基的承载力为Fspk=180水泥土桩施工前应对应地质报告将基底标高以下的杂填土全部清除用1:9灰土分层夯实至基底标高灰土的压实系数为0.97.桩设计及施工应复合建筑地基处理技术规范(JGJ79-2002)地基处理后应使处理后的地基均匀稳定,经有关部门检验合格后方可进行下一道工序的施工.复合地基应满足地基变形的要求复合地基承载力特征值应通过现场复合地基载荷试验确定，或采用增强体的载荷试验结果和其周边土的承载力特征值结合经验确定2.未注明的基底标高均为-1.800(垫层上皮)4.柱插筋纵筋根数.直径同首层,做法详见<<11G101-3>>P59 页, 箍筋直径同首层,箍筋间距100. 3.%%p0.000下应采用混凝土实心砖砌筑，墙厚为240且在%%p0.00下一匹砖设置防潮层5.填充墙定位详建筑130013007502350基底标高为-2.350(垫层上皮）基底标高为-2.350基底标高为-2.350基底标高为-2.350基底标高为-2.35010050501001005050100100h2 h1 15dA B E ShSv基础标高详说明一：钢筋及混凝土15d箍筋形式及直径详柱配筋图，间距 100200A B E D 2:当A+B或E+D大于2.5米时，基础底板筋长度 3:%%130为HPB235级钢，%%131为HRB335级钢 %%132为HRB400级钢 柱纵向插筋规格及根数详柱配筋图 不大于300 4:基础垫层混凝土强度等级C10。a b A-50-aB-50-bD d e D-50-dE-50-e二：几何尺寸1:A B D E详基础平面布置图2:a b d e 详首层柱平面布置图ShSv基础平面表示法详图附图一：独立基础构造详图 可取基础尺寸的0.9倍，两端交错放置。本工程中Sh为基础底板东西方向配筋，Sv为基础底板 J-X(独基编号）H=h1+h2,Sh=****,Sv=####独立基础平面原位标注图3:h1及h2为基础底板高度，位置详独基构造详图 南北方向配筋;Sh与Sv中,面积较大值在下排.下排纵筋 保护层厚度40mm 插筋构造详03G101-110050501001005050100100h2 h1 15dA B E ShSv基础标高详说明一：钢筋及混凝土15d箍筋形式及直径详柱配筋图，间距 100200A B E D 2:当A+B或E+D大于2.5米时，基础底板筋长度 3:%%130为HPB235级钢，%%131为HRB335级钢 %%132为HRB400级钢 柱纵向插筋规格及根数详柱配筋图 不大于300 4:基础垫层混凝土强度等级C10。a b A-50-aB-50-bD d e D-50-dE-50-e二：几何尺寸1:A B D E详基础平面布置图2:a b d e 详首层柱平面布置图ShSv基础平面表示法详图附图一：独立基础构造详图 可取基础尺寸的0.9倍，两端交错放置。本工程中Sh为基础底板东西方向配筋，Sv为基础底板 J-X(独基编号）H=h1+h2,Sh=****,Sv=####独立基础平面原位标注图3:h1及h2为基础底板高度，位置详独基构造详图 南北方向配筋;Sh与Sv中,面积较大值在下排.下排纵筋 保护层厚度40mm 插筋构造详11G101-1J-1H=300+200Sh=%%13212@150Sv=%%13212@150J-1J-1J-1Sv=%%13212@120Sh=%%13212@120H=300+300J-2J-2J-2J-2Sv=%%13212@150Sh=%%13212@150H=300+200J-3J-3J-3J-3Sv=%%13214@150Sh=%%13214@150H=300+350J-4J-4J-4J-4H=300+350Sh=%%13214@150Sv=%%13214@150J-5J-5J-6H=300+250Sh=%%13212@120Sv=%%13212@120J-6360036003600360036003600360036003600360036003600Sv=%%13210@160Sh=%%13210@160H=300J-7J-8H=300+350Sh=%%13214@150Sv=%%13214@150J-8Sv=%%13212@120Sh=%%13212@120H=300+300J-9布筋方式详《11G101-3》J-7(J7和电梯底坑及填充墙基础应不做地基处理)拉梁拉梁拉梁-1.750-1.500定位详平面电梯基础双层双向1:25-0.030拉接筋2%%13214%%13212@200%%1306@400%%13212@200%%13212@200%%1306@4002%%13214%%13212@200拉接筋%%13212@200250250250100100250详平面2501006%%13216拉梁%%1308@200-1.900定位详建筑定位详建筑-0.600MU15.0混凝土实心砖防潮层1:2.5水泥砂浆加5%防水粉抹20厚M7.5水泥砂浆%%P0.000-1.900外墙填充墙基础1:25C30素混凝土%%P0.000M7.5水泥砂浆MU15.0混凝土实心砖防潮层5%防水粉抹20厚1:2.5水泥砂浆加C30素混凝土内墙填充墙基础1:25240120606060800300240606012060600300JL1(1B)300300600X700B6%%13222;T6%%13222300300300300300300300300300300%%13212@100(4)%%13212@100(4)B6%%13220;T6%%13220600X600JL2(1B)%%13212@100(4)B6%%13225;T6%%13225600X800JL3(1B)AABBBBBBBBCC-1.800%%13212@150%%1328@250A-AB-B%%1328@250%%13214@150-1.800(-2.350)100502502505010014501450100300500-1.800%%13212@130%%1328@250C-C502502505030010013001001001300502502505010017501001750100300200300300250地基梁详平面地基梁详平面地基梁详平面箍筋类型1.(mxn)箍筋类型2.箍筋类型3.箍筋类型4.箍筋类型5.箍筋类型6.箍筋类型7.箍筋类型8.箍筋类型9.箍筋类型10.hhhhhhhhbbbbbDDbbb柱号标 高b1b2h1h2箍 筋箍筋类型号备 注角 筋b边一侧中部筋中部筋h边一侧全部纵筋bxh(bixhi)(圆柱直径D)KZ-11aKZ-13bKZ-12bKZ-11aKZ-5bKZ-10KZ-10KZ-2bKZ-7KZ-9bKZ-6bKZ-6bKZ-7KZ-6KZ-8KZ-6aKZ-6KZ-6KZ-6KZ-8KZ-6aKZ-6KZ-6KZ-6KZ-7KZ-6KZ-7KZ-6KZ-6KZ-6KZ-5KZ-5KZ-4KZ-3KZ-1aKZ-2KZ-2KZ-1a36003600360036003600360036003600360036003600540024005400360036003600360036003600360036003600360036005400240054009003600900360036003600柱平面图附注：1、柱主筋应采用机械连接或焊接。2、图中标注a者为柱箍筋沿柱全高加密。3、除柱标注尺寸外其余柱与轴线居中4、柱平法施工图制图规则详《11G101-1》基础顶-3.3003.300-9.900 9.900-13.200 基础顶-3.3009.900-13.200 3.300-9.900 基础顶-3.300基础顶-3.300基础顶-雨篷顶3.300-16.500基础顶-3.300基础顶-3.300基础顶-3.3003.300-9.900 9.900-13.200 (圆柱直径D)bxh(bixhi)全部纵筋h边一侧中部筋中部筋b边一侧角 筋箍筋类型号箍 筋h2h1b2b1标 高柱号3.300-13.200基础顶-3.300基础顶-3.3003.300-9.900 9.900-13.200 基础顶-3.3003.300-9.900 9.900-13.200 bbhh箍筋类型2.箍筋类型1.(mxn)KZ-1基础顶-3.300500x5002502502502504%%132252%%132202%%132201.(4x4)%%1308@100/2003.300-9.900 500x5002502502502504%%132222%%132182%%132181.(4x4)%%1308@100/2009.900-13.200 500x5002502502502504%%132202%%132162%%132161.(4x4)%%1308@100/200KZ-2500x5002502502502504%%132202%%132202%%132181.(4x4)%%1308@100/200500x5002502502502504%%132182%%132162%%132161.(4x4)%%1308@100/200500x50025025025025012%%132161.(4x4)%%1308@100/200KZ-3500x5002502502502504%%132202%%132162%%132181.(4x4)%%1308@100/200500x5002502502502504%%132182%%132162%%132181.(4x4)%%1308@100/200500x50025025025025012%%132161.(4x4)%%1308@100/200KZ-4500x5002502502502504%%132182%%132162%%132181.(4x4)%%1308@100/200500x50025025025025012%%132161.(4x4)%%1308@100/200KZ-5500x5002502502502504%%132182%%132162%%132181.(4x4)%%1308@100/200500x5002502502502504%%132182%%132162%%132161.(4x4)%%1308@100/200500x50025025025025012%%132161.(4x4)%%1308@100/200KZ-6500x5002502502502504%%132182%%132162%%132181.(4x4)%%1308@100/2003.300-16.500500x50025025025025012%%132161.(4x4)%%1308@100/200KZ-7400x13004%%132254%%132252%%13225+4%%132201.(4x6)%%13012@100400x13004%%132251%%132202%%13225+4%%132201.(3x6)%%13012@100KZ-8D450225225004%%13218+4%%132166.%%1308@100/200KZ-9基础顶-9.900 500x50025025025025012%%132161.(4x4)%%1308@100/2009.900-13.200 500x5002502502502504%%132182%%132162%%132161.(4x4)%%1308@100/20013.200-16.500 500x50025025025025012%%132161.(4x4)%%1308@100/200KZ-10500x5002502502502504%%132202%%132162%%132181.(4x4)%%1308@100/2003.300-9.900 500x5002502502502504%%132182%%132162%%132181.(4x4)%%1308@100/200KZ-11500x5002502502502504%%132252%%132202%%132201.(4x4)%%1308@100/2003.300-9.900 500x5002502502502504%%132202%%132162%%132161.(4x4)%%1308@100/2009.900-13.200 500x5002502502502504%%132222%%132182%%132181.(4x4)%%1308@100/200KZ-12500x5002502502502504%%132182%%132162%%132181.(4x4)%%1308@100/200500x5002502502502504%%132182%%132182%%132161.(4x4)%%1308@100/200500x5002502502502504%%132182%%132162%%132161.(4x4)%%1308@100/200KZ-13500x5002502502502504%%132182%%132162%%132181.(4x4)%%1308@100/200500x5002502502502504%%132202%%132182%%132161.(4x4)%%1308@100/200500x5002502502502504%%132182%%132162%%132181.(4x4)%%1308@100/20025090015015025025090015025015025090015025015015025025090015036003600360036003600360036003600360036003600540024005400360036003600360036003600360036003600360036005400240054009003600900360036003600基础顶-3.3003.300-9.900 9.900-13.200 基础顶-3.3009.900-13.200 3.300-9.900 基础顶-3.300基础顶-3.300基础顶-雨篷顶3.300-16.500基础顶-3.300基础顶-3.300基础顶-3.3003.300-9.900 9.900-13.200 (圆柱直径D)bxh(bixhi)全部纵筋h边一侧中部筋中部筋b边一侧角 筋箍筋类型号箍 筋h2h1b2b1标 高柱号3.300-13.200基础顶-3.300基础顶-3.3003.300-9.900 9.900-13.200 基础顶-3.3003.300-9.900 9.900-13.200 bbhh箍筋类型2.箍筋类型1.(mxn)KZ-1基础顶-3.300500x5002502502502504%%132252%%132202%%132201.(4x4)%%1308@100/2003.300-9.900 500x5002502502502504%%132222%%132182%%132181.(4x4)%%1308@100/2009.900-13.200 500x5002502502502504%%132202%%132162%%132161.(4x4)%%1308@100/200KZ-2500x5002502502502501.(4x4)%%1308@100/200500x5002502502502504%%132182%%132162%%132161.(4x4)%%1308@100/200500x50025025025025012%%132161.(4x4)KZ-3500x5002502502502504%%132202%%132181.(4x4)%%1308@100/200500x5002502502502501.(4x4)%%1308@100/200500x50025025025025012%%132161.(4x4)%%1308@100/200KZ-4500x5002502502502501.(4x4)%%1308@100/200500x50025025025025012%%132161.(4x4)%%1308@100/200KZ-5500x5002502502502501.(4x4)%%1308@100/200500x5002502502502504%%132182%%132162%%132161.(4x4)%%1308@100/200500x50025025025025012%%132161.(4x4)%%1308@100/200KZ-6500x5002502502502501.(4x4)%%1308@100/2003.300-16.500500x50025025025025012%%132161.(4x4)%%1308@100/200KZ-7400x13004%%132252.(4x6)%%13212@100400x13004%%132253%%132202.(4x6)%%13212@100KZ-8D450225225008%%13218 3.%%1308@100/200KZ-9基础顶-9.900 500x5002502502502501.(4x4)%%1308@100/2009.900-13.200 500x5002502502502504%%132182%%132162%%132161.(4x4)%%1308@100/20013.200-16.500 500x50025025025025012%%132161.(4x4)%%1308@100/200KZ-10500x5002502502502504%%132202%%132181.(4x4)%%1308@100/2003.300-9.900 500x5002502502502501.(4x4)%%1308@100/200KZ-11500x5002502502502504%%132252%%132202%%132201.(4x4)%%1308@100/2003.300-9.900 500x5002502502502501.(4x4)%%1308@1002504%%132222%%132182%%132181.(4x4)%%1308@100/200KZ-12500x5002502502502501.(4x4)%%1308@100/200500x5002502502502501.(4x4)%%1308@100/200500x5002502502502504%%132182%%132162%%132161.(4x4)%%1308@100/200KZ-13500x5002502502502501.(4x4)%%1308@100/200500x5002502502502504%%132202%%132182%%132181.(4x4)%%1308@100/200500x5002502502502501.(4x4)%%1308@100/20012%%132202%%1321812%%1321812%%1321812%%1321812%%1321812%%132182%%1321812%%132184%%132222%%132202%%1322012%%1321812%%1321812%%1322012%%13218D箍筋类型3.6%%13218 3%%13225%%1308@100/200图中标注b者为柱箍筋在9.900~13.200米标高沿柱全高加密。6%%13218 程工级等3.03.0不限制0.150.20.30.500.550.60二b类二a类一类最大碱含量Kg/m%%1403最大氯离子含量（%）最大水胶比环境类别1.混凝土强度等级不大于C25时，表中保护层厚度应增加5mm2钢筋混凝土基础宜设置混凝土垫层，基础中钢筋的混凝土保护层应从垫层顶面算起且不小于40mm注:二（a）类253535252520二（b）类2515现浇板,墙20梁构造柱20柱40基础构件保护层(mm)一类3.保护层厚度大于50时，需采取防裂措施。混凝土保护层最小厚度:[最外层钢筋(包括箍筋、分布钢筋等)的外缘计算](适用于非人防)钢筋保护层厚度(除应符合本表中的规定外,还不应小于受力钢筋的公称直径.)2.0KN/m%%1402上人屋面7)4%%131124%%13112较大者与1.5L20d至少两根角筋,并不少于第一排纵筋的二分之一当梁长L大于1500时设 号筋50L加密箍筋2%%13214边梁主筋在挑梁主筋之上1o至少两根角筋,并不少于其余纵筋弯下第一排纵筋的二分之一45Ln/3110d现浇楼板上皮钢筋所标长度的意义图十三标注意义100010001000100010001000填充墙小于240时构造La\M+0A3BC240次梁钢筋15dla主梁钢筋B梁楼板混凝土墙上开圆洞或预埋套管时，洞边加补强钢筋各3%%13216laE≤750laE图六（二）填充墙构造柱配筋图图九悬挑梁构造图三框架梁图五的纵向钢筋锚固构造框架梁、剪力墙连梁在端节点处%%1306@100/200%%1306@100/200%%1306@100/2002%%13112水暖,电施图留洞较近(%%146200)时构造填充墙中 AA%%1306@100/2004%%13010A-A\M+0C7BD\M+0BAF1框架梁1-1洞左侧40d且>laE≤800laE>且40d200洞下皮洞右侧2-2洞上皮预埋钢套管时,无此洞边圆形钢筋1.2la搭接各3%%13218且不小于被截断钢筋的一半33%%131161.2la搭接3-3≤750laE3梁箍筋同梁图@50箍筋同梁图@50%%1306@100/2004%%13112图十%%1306@2002%%13010混凝土柱或墙门窗洞口与柱或墙之间放在上排laL11.2la图四次梁与主梁同高时的构造i%%1461/252%%1308或同梁箍筋直径%%1478002%%1308或同梁箍筋直径i%%1461/25暗柱剪力墙%%147800i%%1461/25%%14780011且不小于被截断钢筋的一半各3%%132142≤800且40d>laElaE>且40d2图六（一）图七梁2%%1308或同梁箍筋直径混凝土墙上开洞及预留套管边加筋构造混凝土梁预留套管边加筋构造(除箍筋外的洞口加筋均为各2%%13216)%%146h/3%%147200%%147200L2>>2L2L1双向板圆形钢筋250%%1306@200放射型附加筋加强筋均为 %%13214%%146h/3%%147200%%147200(除箍筋外的洞口加筋均为各2%%13116)现浇板边支座锚固图一laL2L2楼板洞边加筋构造放在上排图二单向板laE\M+0C7BD\M+0BAF1附加封闭箍筋附加封闭箍筋附加封闭箍筋i 为坡度40d构造柱下部与梁或板连结节点构造柱上部与梁或板铰接连结节点%%1308@400%%1308@150用于洞口顶不到梁底且不能加过梁处2%%13212梁底补高示意图腰筋仅用于补高大于4502%%13212卫生间砼挡墙详图素砼素砼卫生间隔墙卫生间隔墙 卫生间砼挡墙详图图八沥青麻丝填实注明柱顶铰接的GZ40d柱与梁铰接做法KL或L梁底补高示意图图十二图十五结构施工图设计总说明二（12）.梁底补高示意图详图十五（11）.卫生间挡墙详图八32。用于拌制现浇楼板的混凝土的细骨料，不得采用细砂、特细砂（细度模数 Uf≥2.3）。3。商品混凝土企业必须控制混凝土的坍落度，施工单位必须对现浇的商品混凝土坍落度进行现场逐车检查，对不符合坍落度要求的不得使用。连接，在构造柱与上下端与楼面相交处，施工楼面时应留出相应插筋锚入长度为La ，见<<03G101-1>>第33页，构造柱钢筋绑好后，先砌墙后浇构造柱混凝土，上端距梁或板底 60mm高用C20混凝土填实，构造柱主筋应与上下层楼板或梁可靠（6）.当门窗洞口与混凝土柱或混凝土墙之间的填充墙长度小于240时，改为现浇混凝土，见(图十)。伸出柱外500，与过梁钢筋搭接后焊接。具体做法详见《02G02》第45页。过梁遇柱现浇，应按建施图门窗位置在柱内预留插筋，数量直径同相应过梁，插入柱内200，（5）.填充墙过梁详见《02G05》中第19，20页。荷载等级为3级，洞宽详建施图。当洞口大于2.4m时过梁另行设计。其上下端 600mm范围内箍筋加密，间距为100。（4）.填充墙转角处、墙长超5m时、墙长超过层高2倍时设构造柱，截面配筋详见（图九）.构造柱与墙连接处应砌成马牙槎，填充墙中 水暖,电施图留洞较近(<200)时构造见(图十)。8.本图须经图纸审查机构审查合格后方可施工。6.冬季施工时,应按施工规范,采取相应措施。5.所有外露铁件一律涂防锈漆两道,面漆材料及颜色按建筑要求施工。4．防雷接地利用柱及基础内的焊接通筋作防雷引下线及接地体，要求该钢筋全长焊通，位置及做法详见电气图。3.填充墙材料、位置、厚度应严格按建施图的要求施工，未经结构设计人员同意不得变更。2.管道穿地下室外墙时，均应预埋钢套管或钢板、单根穿墙给排水管除图中注明外，均详水施图。当水，暖，1.楼板、梁、剪力墙上预留孔洞、预埋套管及需要配合设备施工预留、预埋的孔洞、套管、预埋件，应对照各八、施工要求∶《02G02》第45页.门口上连系梁按过梁要求加筋.当连系梁遇洞口不能连续设置时,与洞口过梁搭接,搭接长度1000.电图中有管道穿地下室外墙做法时，均应以水暖电图为准。(本工程无地下室)专业施工图采取严格检查措施防止遗漏，并埋置准确。（8）.墙高超过4m时,在墙体半高处(有门洞口时应位于门洞顶部),设与柱连接且沿墙通长的钢筋混凝土连系梁.详见240的空间,在主体结构施工完毕并达到设计强度后,由上而下逐层用斜砌法将其空间顶紧砌满。工的具体情况,在相应楼层混凝土达到设计强度时砌筑,但不得砌至梁（或板）底。须在每层墙顶留出不小于（约一周时间）后，再用斜砌法把下部砌体与上部板.梁间的空间逐块敲紧填实。填充墙的砌筑,也可根据施沉降后浇带的浇筑时间为主体施工完毕，沉降均匀后.混凝土表面处理详见施工规范。7．施工后浇带时，膨胀混凝土应严格按《混凝土外加剂应用技术规范》(GB119-88)计算膨胀剂掺量。采用比原设计强度等级提高一级的无收缩混凝土浇筑，且浇筑时的温度宜低于主体混凝土的温度并加强养护,板在后浇带内钢筋不断。施工期间在后浇带板面内应有盖板,保护缝内钢筋，同时做好缝两侧梁板的支撑,后浇带浇混凝土前，后浇带内钢筋应整理定位，并清除内部杂物。施工后浇带按照基础图及各层平面图位置预留，梁、（7）.%%p0.000以上的填充墙应在主体结构施工完毕后,由上而下逐层砌筑,填充墙砌至板梁附近后，应待砌体沉实九、控制现浇混凝土楼板裂缝的技术要求1.用于现浇楼板的混凝土的用水量不得大于180kg/m ,楼板混凝土应采用硅酸盐水泥或普通硅酸盐水泥拌制，并控制掺合料的掺量。4。施工单位应根据工程结构形式和有关规定合理确定混凝土浇筑方案，保证混凝土密实，不得随意留置施工缝。5。混凝土强度达到 1.2N/mm 前及浇筑完毕后一段时间内（气温低于15℃、48小时内；气温高于15℃、24小时内），不得在其上踩踏、6。施工单位必须采取有效措施保证楼板厚度及楼板钢筋保护层厚度，楼（屋）面板混凝土浇筑后，及时采取有效的养护措施，以防止混凝土7。模板拆除应满足现行国家施工标准、规范的规定及设计要求，支撑拆除尚应考虑已浇楼（屋）面板混凝土强度的可能承载力和实际挠度的变形要求。为了保证建筑物的使用年限，使用过程中应注意以下事项：1。楼板、楼梯