塔吊基础配筋计算

Calculation for tower crane foundation

塔式起重机基础计算书

Contents目录

1. Design basis设计依据 ........................................................................... 1 2. Stability calculation稳定性验算 ............................................................ 2 3. Forces and reinforcement calculation内力及钢筋计算 ........................ 4

Calculation for tower crane foundation

1. Design basis设计依据

1. Design rules for tower cranes(GB/T13752-1992) 《塔式起重机设计规范》(GB/T13752-1992)

2. Compilation and introduction of technical specification for concrete foundation engineering of tower crane(JGJ/T187-2009)

《塔式起重机混凝土基础工程技术规程》(JGJ/T187-2009) 3. Code for design of concrete structures(GB 50010-2010) 《混凝土结构设计规范》(GB 50010-2010)

4. Code for design of building foundation(GB 50007-2011) 《建筑地基基础设计规范》(GB 50007-2011) 5. Operation manual of Tower Crane 《塔式起重机使用说明书》

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Calculation for tower crane foundation

2. Stability calculation稳定性验算

1. Contents计算内容

Calculate foundation base on GB/T13752-1992:

依据 GB/T13752《塔式起重机设计规范》相关要求进行计算:

1) Calculate on work status and non-work status respectively;按塔机工作状态和非工作状态

载荷分别进行基础计算；

2) Checking anti-overturning stability and ground compressive stress;抗倾覆稳定性验算及地

面压应力验算；

Calculation diagram计算简图

Basic parameters基本参数

Parameter 参数 Wind speed 风速 Work status工作状态 (20m/s) Non-work status非工作状态 (42m/s) 1.1 Non-working status 非工作状态 1.1.1 Anti-overturning stability calculation抗倾覆稳定性验算：

912 3856 137 Fk(kN) Mk(kN·m) Fkv(kN) 1092 4147 39 e = (Mv + Fh × h) / (Fv + Fg) ≤ b / 4

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Calculation for tower crane foundation

Where: e - eccentricity, distance from the ground reaction force to the foundation center. Unit: m 式中:e--偏心距,即地面反力的合力到基础中心的距离.单位:m

Mv- tower bending moment acting on the foundation塔机作用在基础上的弯矩, Mv = 3856 × 1.2 = 4627KN.m

Fh- tower horizontal load acting on the foundation塔机作用在基础上的水平载荷, Fh = 137 × 1.2 = 1KN

Fv- tower vertical load acting on the foundation塔机作用在基础上的垂直载荷, Fv = 912 × 1.0 = 912KN

Fg- tower crane foundation weight塔机基础重量: Fg = 9 × 9 × 1.8 × 25 × 1.0 = 35KN h- tower crane foundation thickness塔机基础厚度: h = 1.8m b- tower foundation side length塔机基础边长: b = 9m Put into the data, we have代入式中，得:

e = (Mv + Fh × h) / (Fv + Fg) = (4627 +137 × 1.8) / (912 +35) = 1.07 ≤ 9/4 = 2.25m, meet the anti-overturning stability requirement. 满足抗倾覆验算。 1.1.2 Ground compressive stress checking calculation地面压应力验算:

Pb = 2 (Fv + Fg) / 3 × b × L

Where: L-distance from ground reaction force to the edge of foundation 式中：L-地面反力的合力到基础边缘的距离 L = B/2-e = 9/2-1.07 = 3.43m Fv, Fg values as above. Fv,Fg 数值同上. Put into the data, we have: 代入数据,得:

Pb = 2 (Fv + Fg) / 3 × b × L = 2 × (912 +35) / (3 × 9 × 3.43) = 99 <130kPa, meet the capacity requirement满足要求。 1.2 Working status工作状态

1.2.1 Anti-overturning stability calculation抗倾覆稳定性验算

e = (Mv + Fh × h) / (Fv + Fg) ≤ b / 4

Where: e - eccentricity, distance from the ground reaction force to the foundation center. Unit: m 式中:e--偏心距,即地面反力的合力到基础中心的距离.单位:m

Mv- tower bending moment acting on the foundation塔机作用在基础上的弯矩, Mv = 4147 × 1.2 = 4976KN.m

Fh- tower horizontal load acting on the foundation塔机作用在基础上的水平载荷, Fh = 39 × 1.2 = 47KN

Fv- tower vertical load acting on the foundation塔机作用在基础上的垂直载荷, Fv = 1092 × 1.0 =

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1092KN

Calculation for tower crane foundation

Fg- tower crane foundation weight塔机基础重量: Fg = 9 × 9 × 1.8 × 25 × 1.0 = 35KN h- tower crane foundation thickness塔机基础厚度: h = 1.8m b- tower foundation side length塔机基础边长: b = 9m Put into the data, we have:

e = (Mv + Fh × h) / (Fv + Fg) = (4976 +47 × 1.8) / (1092 +35) = 1.07 ≤ 9/4 = 2.25m, meet the anti-overturning stability requirement满足抗倾覆验算。

1.2.2 Ground compressive stress checking calculation地面压应力验算:

Pb = 2 (Fv + Fg) / 3 × b × L

where: L- distance from ground reaction force to the edge of foundation 式 中 :L—地面反力的合力到基础边缘的距离 L=B/2-e=9/2-1.247=3.43m Fv, Fg value as above. Fv,Fg 数值同上 Put into the data, we have: 代入数据,得:

Pb = 2 (Fv + Fg) / 3 × b × L = 2 × (1092 +35) / (3 × 9 × 3.43) = 102Pa <130kPa, meet the capacity requirement满足要求。

3. Forces and reinforcement calculation内力及钢筋计算

Calculation diagram计算简图

Reinforcement钢筋符号：

d - HPB300; D - HRB335; E - HRB400; F - RRB400; G - HRB500; P - HRBF335; Q - HRBF400; R - HRBF500 1.Design data设计资料:

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Calculation for tower crane foundation

1.1 known conditions已知条件: Type: ladder-shaped 类型：阶梯形

Number of columns: Single Column 柱数：单柱 Number of steps: 1 阶数：1

Foundation dimensions (Unit mm): 基础尺寸(单位mm):

b1 = 9000, b11 = 4500, a1 = 9000, a11 = 4500, h1 = 1800 Column: square columns, A = 2000mm, B = 2000mm 柱:方柱, A=2000mm, B=2000mm

Design values设计值: N = 1094.40kN, Mx = 4627.20kN.m, Vx = 0.00kN, My = 0.00kN.m, Vy = 1.40kN

Standard value标准值: Nk = 912.00kN, Mxk = 3856.00kN.m, Vxk = 0.00kN, Myk = 0.00kN.m, Vyk = 137.00kN

Concrete strength grade混凝土强度等级: C35, fc = 16.70N/mm2 Rebar grade钢筋级别: HRB400, fy = 360N/mm2

Foundation concrete cover thickness基础混凝土保护层厚度: 50mm

The average bulk density of soil and foundation基础与覆土的平均容重: 20.00kN/m3 Modified bearing capacity characteristic value修正后的地基承载力特征值: 130kPa Foundation depth基础埋深: 1.80m

Impact position elevation作用力位置标高: 0.000m

Additional moment of shear force M '= V × h (arm of force h = 1.800m): 剪力作用附加弯矩M'=V*h(力臂h=1.800m)： Mx '=-295.92kN.m Mxk '=-246.60kN.m

1.2 Calculation requirements计算要求:

(1) Anti-shering calculation of foundation基础抗剪计算 (2) Anti-punching calculation of foundation基础抗冲切验算 (3) Anti-bending calculation of foundation基础抗弯计算 Unit Description单位说明: Force: kN, torque: kN.m, stress: kPa 力：kN, 力矩：kN.m, 应力：kPa

2 Calculation process and calculation results计算过程和计算结果

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Calculation for tower crane foundation

2.1 Anti-shearing checking calculation基础抗剪验算:

Shear checking formula抗剪验算公式 V <= 0.7 × βh × ft × Ac [GB50010-2010 clause 7.5.3 ]

(Calculate V according to the maximum net reaction force剪力V根据最大净反力pmax计算 ) Stage 1 (kN): VDown = 18.52, VRignt = 18.52, VUp = 18.52, VLeft = 18.52 第1阶(kN): V下=18.52, V右=18.52, V上=18.52, V左=18.52 Concrete shear area (m2): AcDown = 15.70, Ac Rignt = 15.70, Ac Up = 15.70, AcLeft = 15.70 砼抗剪面积(m2): Ac下=15.70, Ac右=15.70, Ac上=15.70, Ac左=15.70 Meet anti-shearing requirement抗剪满足。

2.2 Anti-punching checking calculation基础抗冲切验算:

Anti- punching checking formula 抗冲切验算公式Fl <= 0.7 × βhp × ft × Aq [GB50007-2011 clause 8.2.7 ]

(Calculate Fl according to the maximum net reaction force冲切力Fl根据最大净反力pmax计 ) Stage 1 (kN): Fl Down = 625.06, FlRignt= 625.06, Fl Up = 625.06, Fl Left = 625.06 第1阶(kN): Fl下=625.06, Fl右=625.06, Fl上=625.06, Fl左=625.06 Impact area (m2): Aq Down = 6., AqRignt= 6., Aq Up = 6., Aq Left = 6. 砼抗冲面积(m2): Aq下=6., Aq右=6., Aq上=6., Aq左=6. Meet anti-punching requirement抗冲切满足。 2.3 Anti-bending checking calculation基础受弯计算:

Moment formula 弯矩计算公式M = 1/6 × la2 × (2b + b ') × pmax [la = cantilevered length of calculated cross sections计算截面处底板悬挑长度]

Reinforcement formula配筋计算公式： As = M / (0.9 × fy × h0)

Stage 1 (kN.m): M Down = 2007.35, MRignt= 2007.35, M Up = 2007.35, M Left = 2007.35, h0 = 1745mm 第1阶(kN.m): M下=2007.35, M右=2007.35, M上=2007.35, M左=2007.35, h0=1745mm Calculation As (mm2 / m): As Down = 394, AsRignt= 394, As Up = 394, As Left= 394 计算As(mm2/m): As下=394, As右=394, As上=394, As左=394

Constructional bottom reinforcement基础板底构造配筋( minimum reinforcement ratio of 0.15%,最小配筋率0.15%) .

2.4 Reinforcement底板配筋:

X-axis : E25 @ 180 (2727mm2 / m)> = As = 2700mm2 / m X向实配 E25@180(2727mm2/m) >= As=2700mm2/m Y-axis : E25 @ 180 (2727mm2 / m)> = As = 2700mm2 / m Y向实配 E25@180(2727mm2/m) >= As=2700mm2/m 3 Reinforcement diagram配筋简图

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Calculation for tower crane foundation

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