单向板肋梁楼盖设计计算书参考例题

单向板肋梁楼盖设计计算书参考例题Design Task Book for XXX

I。XXX

Topic: XXX.

Objectives:

1.Understand the XXX of the simple diagram for a one-way ribbed slab.

2.Master XXX.

3.Master the method of XXX with the drawing method for internal force XXX diagram.

4.XXX.

5.Master the n method for XXX drawings。drawing ns。and XXX.

6.Learn to compile a XXX.

II。Design Content

1.Structural plan layout: layout of columns。main beams。secondary beams。and plates

2.XXX)

3.XXX)

4.XXX)

5.Drawing of structural n drawings

1) Structural plan layout (1:200)

2) Plate rcement drawing (1:50)

3) Secondary beam rcement drawing (1:50.1:25)

4) Main beam rcement drawing (1:40.1:20) and bending moment M。shear force V XXX diagram

5) rcement detail list and drawing ns

III。Design Data

1.The live load standard value of the floor is 9.0kN/m

2.

2.The self-weight of the floor layer of terrazzo is

0.65kN/m2.and the mixed mortar plaster of the beam and plate ceiling is 15mm.

3.Material n: (1) concrete: C25.(2) steel bars: HRB335 grade steel bars for main and secondary beams。and HPB235 grade XXX.

Design n Book for Cast-in-XXX

I。Structural Plan Layout:

1.The span of the main beam is determined to be 6.6m。the span of the secondary beam is 5m。and two secondary beams are arranged in each span of the main beam。The span of the plate is

2.2m。The layout of the floor structure is as follows:

1

l=55mm meets XXX and does not need to be XXX industrial buildings。h≥80mm is required。and the XXX=80mm.

111

3.The n height of the secondary beam should meet

h=(~)L=(278~417)mm。and h=400mm is taken。Then

b=(~)h=(133~200)mm。and b=200mm is XXX.

3

111

4.The n height of the main beam should meet

h=(~)L=(440~660)mm。and h=400mm is taken。Then

h=(~)h=(200~300)mm。and b=250mm is XXX.

3

2.According to the high-span。n。when h≥40.it meets the stiffness requirements.

II。Plate Design (XXX):

1.Load n:

Permanent load standard value of the plate:

Take a 1m XXX:

Terrazzo surface layer: 0.65×1=0.65kN/m

80mm XXX: 0.08×25=2kN/m

15mm板底混合砂浆的设计值为0.255kN/m。恒载为

2.905kN/m，活载为9kN/m。由于工业建筑楼盖且楼面活荷载标准值大于

该板为80mm厚的钢筋混凝土板，中间有次梁。次梁的截面为200mm×400mm。现浇板在墙上的支承长度不小于100mm，取板在墙上的支承长度为120mm。按塑性内力重分布设计，板的计算边跨为2030mm，中跨为2000mm。板为多跨连续板，跨数超过五跨的等截面连续板，其各跨受荷相同，且跨差不超过10%时，均可按五跨等跨度连续板计算。

根据塑性内力重分布理论，可得到α系数。根据

M=α(g+q)l2公式，计算出M1、MB、M2、Mc。中间支座C 的弯矩为5.633kN·m，中间跨B的弯矩为-5.633kN·m，边跨支离端A1B2的弯矩为3.87kN·m，支承情况端支座离端第二支座的弯矩为-4.43kN·m。

设钢筋直径为20mm，板厚为80mm，混凝土抗压强度为11.9N/mm²，钢筋抗拉强度为210N/mm²。根据各跨跨中及支座弯矩，可以计算出截面1B的弯矩为2kN·m。

XXX continuous beam。we can assume it as an equal-span continuous beam since the difference een spans is less than 10%。The span length is 4870mm。with a nal width of 240mm。The n diagram is shown below:

q+g=35.53kN/m

2

4750

3

4750

B