岭地产西安集团总部办公区项目建筑方案设计说明(A3横版).docx

第一部分 建筑方案设计说明1、项目名称 东岭地产西安集团总部办公区项目2、项目概况 2.1 项目用地位于西安市西三环与天谷六路交叉口西南侧，建设用地面积约2.4公顷，距离西安市中心约11公里。项目用地规划要求为：容积率上限为7.0，建筑密度不大于40%，绿地率不低于30%。 2.2 总建筑面积约为206165平米，其中地下建筑面积约48000平米。超高层建筑44层，建筑总高度180M，两栋公寓28层，建筑高度99.65M。2、设计依据 2.1 民用建筑设计通则 GB50352-2005 2.2 建筑设计防火规范 GB50016-2014 2.3 城市道路和建筑物无障碍设计规范 JGJ50-2001 2.4 汽车库、修车库、停车场设计防火规范 GB50067-2014 2.5 办公建筑设计规范 JGJ67-2016 2.6 商店建筑设计规范 JGJ48-2014 2.7 宿舍建筑设计规范 JGJ36-2005 2.8 旅馆建筑设计规范 JGJ62-2014 2.9 民用建筑绿色设计规范 JGJ/T229-2010 2.10 公共建筑节能设计标准 GB50189-2015 2.11 甲方提供的道路红线图、电子地形图、任务书及其他文档 2.12 国家及地方现行的其它法规、规范3、规划设计概念 3.1 用地使用合理化本项目建筑物南侧退红线约10米，为办公楼主入口提供前广场，同时解决车库出入口与回车问题。北侧退用地红线5米,为商业出入口提供缓冲空间，满足城市空间要求。东、西侧退红线5米，在满足城市空间的设计要求（贴线率）的同时合理布置地下车库坡道，以最合理的方式利用土地，既满足使用功能的要求，同时也满足城市设计的要求。 3.2 城市界面处理本项目南侧退红线15米，北侧后退红线10米,（东侧为集中绿化带）以缓解建筑物对城市道路的压迫感，并在用地东北角留出足够的休闲大广场作为城市公共空间。 3.3 合理的布局形式本项目顺应地块并结合周边项目布置，顺应城市肌理，优化城市天际线。4、规划布局 4.1 采用五维规划设计手法： 4.1.1：整合周边资源 4.1.2：塑造内向型空间序列 4.1.3：多层次的空间 4.1.4：场所内涵的升华 4.1.5：鲜明的可识别性。 4.2 根据计容面积分配，采用“1+2+底商”的建筑布局形式。一栋容纳办公及酒店功能的180米主塔楼，以及两栋近100米高的配套公寓楼，形成三足鼎立之势。并设计了多个底商组团，形成内部活力休闲广场。并辅以充沛的地下停车及设备空间。 4.3 空间布局方面，该项目与周边已建及待建项目围绕园区中心的云水公园环抱布置，塔楼建筑视线应充分利用云水公园的景观资源。同时，该规划将主塔楼布置于项目用地的东侧，与其地块南侧的建筑群构成了面向西三环的办公集团总部门户空间。 4.4 通过建筑的错落布置，形成了四个功能空间：主塔楼的办公及酒店入口空间、文化景观广场空间、商业内部休闲体验空间、公寓入口空间。 4.5 建筑总体布局遵从疏密有致、高低错落的原则，充分利用景观资源及沿西三环给予整体项目强烈的昭示性。 4.6 交通组织方面做到尽量避免人车混行。5、单体设计 5.1 立面造型：采用简洁现代体块组合和竖向直线条分隔方式，进而彰显建筑的高大、挺拔、俊朗的立面形象，力求体现高品质的物业特点。公寓立面也采用较多的玻璃幕墙，以增加房间的通透采光性能，并与整体项目协调呼应。 5.2 结构形式：办公主楼部分采用框筒结构，商业裙房及地下室部分采用框架结构。 5.3 使用功能：地上建筑形式为一栋主塔楼加两栋公寓和底商。主塔楼1-3层为服务商业，4-26层为超甲级办公，27层以上为五星级酒店，并在27层设置了酒店空中大堂，43、44层设置了空中泳池与SPA。 5.4 建筑层高：主塔楼层高1-2层为5.4米，标准层4.2米（办公）和3.8米（酒店）。公寓楼建筑层高为标准层3.4米。底商（裙房）层高1-2层为5.4米,局部3层为4.5米。6、交通系统与停车 6.1 本地块共设置三个场地出入口和三个地下车库出入口。尽量沿场地周边少量设置机动车停车位。地下车库入口的设计合理结合道路关系，在入口附近设置车库入口。7、总体消防设计 7.1 广场部分采用硬质铺装，可形成环形消防道路，消防车道的转弯半径均大于等于12米。满足消防车扑救通行要求。 7.2 塔楼设计了超过1/4周长长度的消防登高面，消防登高场地宽度不小于10M，且在此范围内设有直通室外的楼梯间出口。 7.3 在建筑的每层沿着四周外墙均设置消防救援窗，相邻两个救援窗之间的距离不大于20M，并且保证每个防火分区中不少于2个，满足相关规范要求。8、节能设计 8.1 本项目气候分区为寒冷地区。建筑尽量减少外墙长度，屋面及外墙面设置外保温系统，在平面上保证房间有良好的朝向和通风条件。办公合理控制开窗面积。 8.2 采用有效的外墙外保温材料和屋面保温材料，外门窗均采用中空玻璃和断热型铝合金窗框。 8.3 体型系数的大小对建筑能耗的影响非常显著。体型系数越小，单体建筑面积对应的外表面积越小，外围护结构的传热损失就越小。在本设计中，我们在不影响房间舒适度的前提下尽量减少建筑的凹进凸出，尽可能地控制体型系数。同时控制开窗面积，满足节能设计要求。9、无障碍设计 9.1 设计中始终贯彻“以人为本”的设计理念。设计中除在入口处设置轮椅坡道外，在门、走道的宽度、无障碍厕所的设置等方面均考虑充分满足国家的城市道路和建筑物无障碍设计规范（JGJ50-2001）并利用无障碍电梯到达各层。10、经济技术指标 详见总平面图经济技术指标 第二部分 结构方案设计说明1. 工程概况 1.1 本工程位于陕西省西安市雁塔区。项目用地位于西安市西三环与天谷六路交叉口西南侧，建设用地面积约2.4公顷，距离西安市中心约11公里。由1栋超高层办公酒店，2栋高层公寓,4栋多层商业及3层整体地下室组成。1.2 各单体的长、宽、高、层数、层高见下表：公寓(两栋)商业13/4超高层办公酒店(方案一)超高层办公酒店(方案二)超高层办公酒店(方案三)长度(米)38.4-58.046.849.3宽度(米)22.1-40.840.043.5总高度(米)99.6510.8数282/3444444层高(米)3.4-5.4/4.2/3.85.4/4.2/3.85.4/4.2/3.82.设计依据 2.1 结构设计使用年限: 根据工程结构可靠性设计统一标准（GB50153-2008），本工程的设计使用年限为50年。 2.2 自然条件：风荷载:50年一遇基本风压0.35kN/m2,100年一遇基本风压0.40kN/m2;雪荷载:50年一遇基本雪荷载0.20kN/m2;抗震设防烈度8度，加速度0.20g，抗震分组第二组。 2.3 本专业设计所执行的主要法规和所采用的主要标准： 2.3.1 建筑工程设计文件编制深度规定 建质2008216号 2.3.2 建筑结构可靠性设计统一标准 GB50068-2001 2.3.3 工程结构可靠性设计统一标准 GB50153-2008 2.3.4 建筑结构荷载规范 GB50009-2012 2.3.5 砌体结构设计规范GB 50003-2011 2.3.6 建筑地基基础设计规范 GB 50007-2011 2.3.7 混凝土结构设计规范GB 50010-2010 2.3.8 建筑抗震设计规范GB 50011-2010 2.3.9 （附：建筑抗震设计规范局部修订（2016.8.1） 2.3.10 钢结构设计规范 GB 50017-2003 2.3.11 建筑设计防火规范GB 50016-2014 2.3.12 地下工程防水技术规范 GB 50108-2008 2.3.13 工业建筑防腐蚀设计规范GB 50046-2008 2.3.14 建筑工程抗震设防分类标准 GB 50223-2008 2.3.15 墙体材料应用统一技术规范 GB 50574-2010 2.3.16 钢结构焊接规范GB 50661-2011 2.3.17 高层建筑混凝土结构技术规程 JGJ 3-2010 2.3.18 型钢混凝土组合结构技术规程JGJ138-2001 2.3.19 建筑桩基技术规范JGJ 94-2008 2.3.20 高层民用建筑钢结构技术规程JGJ 99-98 2.3.21 建筑地基处理技术规范JGJ 79-2012 2.3.22 高层建筑筏形与箱形基础技术规范JGJ 6-2011 2.3.23 低合金高强度结构钢GB/T 1591-2008 2.3.24 厚度方向性能钢板GB/T 5313-2010 2.3.25 建筑结构用钢板GB/T 19879-2015 2.3.26 建筑结构制图标准 GB/T 50105-2010 2.3.27 混凝土结构耐久性设计规范 GB/T 50476-2008 2.3.28 碳素结构钢GB/T 700-2006 2.3.29 高层建筑结构用钢板YB 4104-2000 2.3.30 钢骨混凝土结构技术规程YB 9082-2006 2.3.31 高强混凝土结构技术规程 CECS 104：99 2.3.32 钢管混凝土结构设计与施工规程CECS 28：90 2.3.33 高层建筑钢-混凝土混合结构设计规程CECS 230：2008 2.4 建筑分类等级 2.4.1 建筑结构安全等级：二级 2.4.2 建筑抗震设防类别：标准设防类（丙类） 2.4.3 钢筋混凝土结构的抗震等级公寓(两栋)商业13/4超高层办公酒店(方案一三)地下室(塔楼范围)地下室(其他范围)结构类型抗震墙结构框架结构混合框架-钢骨混凝土核心筒框架结构框架结构结构房屋高度(米)100.1011.25/15.45180.45-框架抗震等级-二级特一级二级或三级四级抗震墙抗震等级一级-特一级-备注结合塔楼抗震等级确定 2.4.4 地下室防水等级:二级 2.4.5 地基基础的设计等级：甲级 2.5.上部结构及地下室结构方案 2.5.1结构缝（伸缩缝、沉降缝和防震缝）的设置 2.5.1.1 地下室结构超长处理 地下室为超长结构，为确保地下建筑的防水效果本工程地下室不设缝。拟采取使用补充收缩混凝土浇筑，设置施工后浇带，加强混凝土养护，控制浇筑温差，加强构造配筋等措施来减小温度应力的影响。 2.5.1.2 地下室与主体结构高低建筑处理 两栋高层公寓及超高层办公酒店与地下室间不设沉降缝，拟沿塔楼周边设置沉降后浇带，并在监控上部主体结构封顶且沉降稳定后封闭后浇带。 2.5.2 超高层办公酒店结构选型 本项目办公酒店结构设计房屋高度180.45米，屋面以上有约10米高构架。结构主体高度超过规范规定的B级高度，属于超高层建筑。 塔楼拟采用钢混凝土混合结构，使用混合框架钢骨混凝土核心筒作为结构的双重抗侧力体系。根据结构体系刚度，设置23道伸臂桁架及对应的环形桁架。 a.混合框架中外框架柱选型： 钢-混凝土混合结构中的框架柱有钢骨混凝土柱、钢管混凝土柱、钢管混凝土叠合柱等。 钢骨混凝土柱中的型钢增加了混凝土的延性，并替代了部分受力钢筋，增加了受压承载能力。但与钢筋混凝土柱相比，截面尺寸的减小不显著，受限于规范的构造要求，也需要配置相当数量的纵向钢筋。 钢管混凝土柱中钢管对柱芯混凝土提供三向约束，大大提高了混凝土的强度和延性。可以减小截面，减少混凝土自重。钢管同时作为混凝土模板，施工简便。 钢管混凝土叠合柱是在钢管混凝土柱的基础上外包混凝土，并配置受力钢筋。其具有钢管混凝土柱类似的特点，但耐火性能更好。缺点是相对于钢管混凝土柱，施工较复杂，截面尺寸也更大。 综合以上特点，根据本工程情况，方案选取钢管混凝土柱（矩形或圆形）作为混合框架中的外框架柱。b.塔楼楼盖形式 现浇钢筋混凝土梁板楼盖：采用常规的混凝土主梁，次梁，楼板。 优点：整体性好，节约成本，工艺成熟。 缺点：由于核心筒与外框架距离最大约为11米，跨度较大，初步估算梁高为900mm。同时框架梁与核心筒连接处内力较大，尚需考虑加腋。考虑梁下尚需通过机电管线，对建筑层间净高占用较多。同时作为超高层，累积的结构自重不容忽视。混凝土梁板的自重较大。 钢梁+压型钢板混凝土组合楼板楼盖：主次梁均采用钢结构梁，楼板为压型钢板+现浇混凝土组合楼板。 优点：同样构件性能下，钢梁截面尺寸和自重均明显小于混凝土梁。同时钢梁在腹板处可设洞，用于通过机电管线。可以明显降低结构自重，提高建筑层间净使用空间。同时钢梁为工厂预加工，可以提高现场施工速度。 缺点：钢梁与柱，钢梁与钢梁之间节点较复杂，现场需要大量焊接等。总造价高于现浇混凝土。 本超高层抗震设防烈度为8度，采用钢梁+组合楼板可大幅度减少结构自重，也同时降低了地震力，等同于提高了结构的抗震性能。采用钢结构构件施工，可加快工程进度，部分弥补造价的增加。故方案选用钢梁+压型钢板混凝土组合楼板作为塔楼的楼盖体系。 2.5.3 特殊结构 屋面以上构架采用钢结构构架。方案一中24层有大跨度悬挑，拟使用钢结构桁架+钢吊柱。 2.5.4 结构抗震性能设计 本项目中超高层塔楼属于地标性建筑，考虑到其特殊性，宜拟定抗震性能设计目标。 超高层塔楼功能为办公楼+酒店，人员使用率中等，估计常驻人员在40006000人左右，地震时倒塌危害巨大。但其使用功能在震时可中断。同时，作为超高层建筑，震后的大量加固不仅施工难度大，而且费用高，宜控制在大部分一般修理、个别处加固后即可继续使用的性能。综合以上，为贯彻“小震不坏，中震可修，大震不倒”的原则，超高层办公酒店塔楼的结构抗震性能等级定位C级，结构各部位抗震性能水准如下表：多遇地震目标性能水准1设防烈度地震目标性能水准3预估的罕遇地震目标性能水准4核心筒墙，伸臂桁架及环状桁架，悬臂桁架无损坏轻微损坏轻度损坏框架柱，屋面构架无损坏轻微损坏部分构件中度损坏框架主梁，核心筒连梁无损坏轻度损坏，部分中度损坏中度损坏，部分严重损坏继续使用的可能性不需修理，可继续使用一般修理后可继续使用修复或加固后可继续使用 2.5.5 基础方案 目前尚无本项目的地勘报告，没有准确的地质参数和土层承载力数据。根据当地经验，3栋高层塔楼下可采用钻孔灌注桩基础，多层商业单体下采用天然基础，其他纯地下室部分根据抗浮情况，可选用抗拔桩或抗拔锚杆。 2.5.6 主要结构材料 混凝土：主要结构构件混凝土强度等级C30C60。 钢筋：主要受力纵向钢筋采用HRB400，部分梁箍筋可采用HRB335，其他梁板分布钢筋可采用HPB235。 钢材：Q235B，Q345B，Q390B。 2.5.7 需要特别说明的其他问题 超高层塔楼为180.45米的框架-核心筒结构，超过规范规定限高，需要进行抗震设防专项审查。同时，因最新地震区划及抗震规范已实施，可不进行地震安全性评价，但尚需视工程所在省当地实施和规定情况确定。STRUCTURE DESIGN SPECIFICATION 1.GENERAL SITUATION1）This project located in YanTa District of Xian, Shaanxi province. It located at the west-south side of crossing of Xisanhuan Rd and Tianguliu Rd. The project, which including 1 super high-rise office hotel, 2 high-rise apartments, 4 low-rise shopping buildings and a 3 layers deep huge basement, use an area of about 2.4 ha and its distance is only 11 km to the centre of Xian. 2）Length, width, height, number of stories, story height of each unit see as following table：apartment(2 units)Shopping buildingNo.13/4Super high-rise office building(option A)Super high-rise office building(option B)Super high-rise office building(option C)Length(m)38.4-58.046.849.3width(m)22.1-40.840.043.5height(m)99.6510.8umber of stories282/3444444Story height(m)3.4-5.4/4.2/3.85.4/4.2/3.85.4/4.2/3.82.DESIGN BASIS1）Structure design working lifeAs per Unified standard for reliability design of engineering structures(GB 50153-2008), the structure design working life of this project is 50 years.2）Nature condition：Wind load:0.35kN/m2 in 50 year return period,0.40kN/m2 in 100 year return period;Snow load:0.20kN/m2 in 50 year return period;Seismic fortification intensity for 8 degree, acceleration for 0.20g, anti-seismic group is the Second group.3）Main standards and codes:Rules of architecture engineer design document AQ 2008No.216Unified standard for reliability design of building structure GB 50068-2001Unified standard for reliability design of engineering structure GB 50153-2008load code for the design of building structure GB 50009-2012Code for design of masonry structureGB 50003-2011Code for design of building foundationGB 50007-2011Code for design of concrete structure GB 50010-2010Code for seismic design of buildingsGB 50011-2010(PS: Code for seismic design of buildings partially revised version 2016.8.1)Code for design of steel structuresGB 50017-2003Code for fire protection design of buildingsGB 50016-2014Technical code for waterproofing of underground worksGB 50108-2008Code for anticorrosion design of industrial constructionsGB 50046-2008Standard for classification of seismic protection of building constructionsGB 50223-2008Unified technical code of wall material applicationGB 50574-2010Code for welding of steel structures GB 50661-2011Technical specification for concrete structures of tall buildingJGJ 3-2010Technical specification for steel reinforced concrete composite structuresJGJ 138-2001Technical code for building pile foundationsJGJ 94-2008Technical specification for steel structure of tall buildingsJGJ 99-98Technical code for ground treatment of buildingsJGJ 79-2012Technical code for tall building raft foundations and box foundationsJGJ 6-2011High strength low alloy structural steelsGB/T 1591-2008Steel plates with through-thickness characteristicsGB/T 5313-2010Steel plates for building structureGB/T 19879-2005Standard for structural drawings GB/T 50105-2010Code for durability design of concrete structuresGB/T 50476-2008Carbon structural steelGB/T 700-2006Steel plates for high rise building structureYB 4104-2000Technical specification of steel-reinforced concrete structuresYB 9082-2006Technical specification for high strength concreteCECS 104: 99Specification for design and construction of encased concreteCECS 28: 90Specification for design of steel-concrete mixed structure of tall buildingsCECS 230：20083.BUILDING CLASSIFICATIONS AND GRADES:1) Building structure safety level: level 22) Seismic precautionary criterion：standard class（C class）3)Seismic precautionary grade of RC structure: Apartment(2 units)Shopping mall No.13/4Super high-rise office hotel (option13)Basement(tower ranges)Basement (other ranges)Structural typeSeismic resist wall FrameComposite frame-steel reinforced concrete core wallframeframeStructural building height(m) 100.1011.25/15.45180.45-Seismic precautionary grade of frame-grade 2extra grade 1grade 2 or 3grade 4Seismic precautionary grade of shearing wallgrade 1-extra grade 1-NoteAs per grade of tower4)water proofing grade of basement: grade 25)design category of ground and foundation: Class A4. CONCEPT OF SUPERSTRUCTURE AND BASEMENT STRUCTURE1)setting of structural joints( expansion joint, settlement joint, seismic joint)(1)treatment for super-length of basement structure The basement is a super=length structure. We set no joint in basement structure in order to insure the water proofing effect. Wed use placing self-shrink concrete, setting construction post-cast strips, strengthen the concrete curing, controlling the placing temperature difference, strengthen the reinforcements and other measures to reduce the temperature stress effect.(2) treatment for distance between high & low buildings of basement and main structures We set no settlement joint between two high-rise apartment, one super high-rise office hotel and basement. Wed set settlement post-cast strips along the towers, and close them only when the super-structures were finished and the their settlements were stable.2)structural type choice of super high-rise office building The office hotel has a structural building height of 180.45m with a 10 meter high frame upon the main roof in this project. The height of main structure has exceed the limitation of grade B in code. The structure is super high-rise building structure. The tower use steel-concrete composed structure. Use composed frame-steel reinforced concrete core wall tube as double lateral force resistance system. Set 2 or 3 stories outrigger truss with corresponding ring-trusses according to the stiffness of the structural system.a. column type choice in composed frame: There are steel reinforced concrete(SRC) column, steel tube-concrete(STC) column, steel tube and concrete composed(STCC) column and etc. among the types of steel-RC composed frame column. In SRC column, steels strengthen the ductility of RC, and replace some of the load-bearing bars, increase the compressive ability. But it doesnt decrease much more section size compared with the RC column, and need a certain quantity of longitudinal reinforcement which is on the basis of detailing requirement in the code. Steel cube in STC column provide a 3-dimensional restrain to the core concrete. So that it enormously improve the strength and ductility of concrete. That could decrease the section and reduce the concrete dead load. The steel cube could be concrete blinding of column as well which make the construction much more simple and convenient. STCC column is a STC column with outer wrapped concrete and corresponding load-bearing reinforcement. It has the similar characteristics as STC column, and it has a better fire resistance.Its shortcoming is, the construction is more complex and the section size is bigger than STC column. According all above and as per the project condition, we decide to use steel cube-concrete(STC) column as the outer frame columns in composed frame system.b. floor system type of tower casting-place RC beam & slab floor system: use regular RC girder, secondary girder and slab. advantage: good integrality, save cost and has mature process. defect: The distance between core tube wall and outer frame column is about 11m which is consider as a large span. The estimated beam height is about 900mm. Meanwhile the joint between frame beam and core wall has a large stress so that it need to set haunch. Considering the MEP lines and pipes underneath the beams, it take much more net space between stories. As a super high-rise tower, the accumulated structure dead load is important, the dead load of RC beams and slabs is big. steel beam and profiled steel sheet-concrete composed slab floor system: use steel beams as girders and secondary girders, use profiled steel sheet-concrete composed slab as floor slab. advantage: The section size and dead load of steel beams are better than RC ones while their member strength characteristic are the same. We could set holes on the web plate of steel beams in order to pass the MEP pipes and line. So that we could save the net space and decrease the dead load of structure members. Steel beams could be preprocessed at plant so as to fasten the progress of works at site. defect: the joints between beams & column, beams & beams are complex which need a lot of melting works at site. And the cost of material is higher than casting-in-place RC. This super high-rise tower has a seismic precautionary intensity of grade 8. Using steel beams and composed slab could greatly reduce the dead load of structure so as to reduce the design seismic lateral force. It equate to increasing the anti-seismic property of structure. Using steel members in construction could also increase the rate of progress, which equates to recover partial increasing of the cost by saving progress time. Finally we decide to use steel beams and profiled steel sheet-concrete composed slab as floor system of tower.3) Special structure Use steel frames as the top frame on the main proof. There are large span overhang in the 2nd4th floor in plan A, we would use steel truss plus steel hanging column structure system.4) anti-seismic performance design of structure This super high-rise tower in our project is a land mark building. We should set a anti-seismic performance design target considering its special traits. The building function of tower is office and hotel. It has a middle occupy rate of about 40006000 persons, which will cause great harm if it were collapse during the earthquake. But the building function could be broke off during the time of earthquake. Meanwhile, as a super high-rise building, the repair and reinforce work of damaged structure caused by seismic is hard and high-cost. So we need to control the damage as it could recover regular work after normal repair at most place and reinforce at several place had done. In conclusion, to follow the rules of no damage in small seismic, repairable in middle seismic, no collapse in large seismic, the anti-seismic performance category would be set as category C. The anti-seismic performance level of each structural members are as following table:Frequent earthquakeTarget performa