Chapter 6 Overall Design of Horizontal Subsystem 6.1.Overall Structural Behavior of HS 6.2.Flat-Slab Subsystem 6.3.Slab-Beam Subsystem 6.4.Joist-Girder Subsystem 6.5.Waffle Subsystem 6.6.Space Truss Subsystem
Chapter 6 Overall Design of Horizontal Subsystem 6.1. Overall Structural Behavior of HS 6.2. Flat-Slab Subsystem 6.3. Slab-Beam Subsystem 6.4. Joist-Girder Subsystem 6.5. Waffle Subsystem 6.6. Space Truss Subsystem
Fig.The minimal thickness of floor slab in Chinese Code 板的类别 最小厚度(mm) 屋面板 60 民用建筑楼板 60 单向板 工业建筑楼板 70 行车道下的楼板 80 双向板 80 肋间距小于或等于700mm 40 密肋板 肋间距大于700mm 50 板的悬臂长度小于或等于500mm 60 悬臂板 板的悬臂长度大于500mm 80 无梁楼板 150
Fig. The minimal thickness of floor slab in Chinese Code
Chapter 7 Overall Design of Vertical Subsystem(VS) 7.1.Overall Structural Behavior of VS 7.2.Shear Wall Subsystem 7.3.Shaft (Tube)Subsystem 7.4.Rigid Frame Subsystem 7.5.Deflections
Chapter 7 Overall Design of Vertical Subsystem(VS) 7.1. Overall Structural Behavior of VS 7.2. Shear Wall Subsystem 7.3. Shaft (Tube) Subsystem 7.4. Rigid Frame Subsystem 7.5. Deflections
7.1.Overall Structural Behavior of VS Many structural solutions are combined with four basic types: (1) Shear wall subsystem (2) Vertical shaft(tube) (3) Rigid beam-column frame (4) Pin-connected slender columns
7.1. Overall Structural Behavior of VS Many structural solutions are combined with four basic types: (1) Shear wall subsystem (2) Vertical shaft(tube) (3) Rigid beam-column frame (4) Pin-connected slender columns
Fig.7-1 Shafts and Rigid Frame subsystem (b)SHAFTS:(WALLS CAN BE SOLID OR TRUSSED) ROOF LOAD FLOOR OAD HORIZONTAL LOAD RESISTANCE. RESISTANCE c)RIGID FRAMES:(REQUIRE STIFF COLUMN CONNECTORS) ROOF LOAD HORIZONTAL LOAD FLOOR LOAD 11111111 个 RESISTANCE RESISTANCE
Fig. 7-1 Shafts and Rigid Frame subsystem
Fig.7-2 Some combined basic subsystem types 建筑物的 高度和重 较高 量较小 oo00Q 0 承重和抗剪城开 尊力墙和柱 洞面积<50% 柱和抗剪核心简 柱框架 开孔墙或框简 英充框架 跳层桁架十柱框架 有支撑的校心筒 并箭巨型框架 简中简 多 柠架壙 有支撑的框架，多层支撑核心简框架大型柱巨型框架 成束框简
Fig. 7-2 Some combined basic subsystem types
Fig.7-3 Schemes with internal shear resisting core shafts 工 HNC 2 00BL ma了 IIM O画工 文 HUH (a)CORE AND (b)CANTILEVERED FLOORS (c)PINNED (d)SUSPENDED (e)CORE BRACED (f)CORE AND PINNED COLUMNS ON COLUMNS AGAINST COLUMNS BRACED BASE GRID PINNED SHEAR COLUMNS TRUSSES 核体位期. 批喜物 好在抢 是，托往 新镜” 孩加有 夜最拉. 而液拉. 占说坊笑
Fig.7-3 Schemes with internal shear resisting core shafts
Fig.7-4 Exterior bracing reduces deflection -TUBE HAT k FULL CANTILEVER WIND DEFLECTION TENSION HAT -TRUSS COMPRESSION TRUSS T CORE C C TIEDOWN TOTAL RESISTANCE ARM IS INCREASED BY COL.ACTION RESISTANCE ARM OF CORE SHAFT ONLY
Fig.7-4 Exterior bracing reduces deflection
Fig.7-4 Exterior bracing reduces deflection TOP BRACE BRACING REDUCES OVERALL DEFLECTION WITH OF BUILDING BRACING EFFECT MID-HEIGHT BRACE WiTH CANTILEVER CORE BENDING DEFLECTION
Fig.7-4 Exterior bracing reduces deflection
The advantage of using heavy trusses at the top and possibly at middle of a building is to brace the exterior columns against a core shaft.This can achieve a frame-like action in the shaft for reducing deflection under horizontal loads
The advantage of using heavy trusses at the top and possibly at middle of a building is to brace the exterior columns against a core shaft. This can achieve a frame-like action in the shaft for reducing deflection under horizontal loads