大工《钢筋混凝土结构课程设计》-满分答案

大工《钢筋混凝土结构课程设计》-满分

答案

n

This chapter provides a brief overview of the course design。including the size of the warehouse。the layout of the plates。and other details.

1.Basic n

1.1 Project Overview

___ has a design service life of 50 years。The residential area adopts brick-concrete structure。and the floor requires the use of integral one-___ 370mm。the column is rced concrete column。and the nal size is 400mm x 400mm.

1.2 Design Data

1) The floor plan size is 19.8m x 33m。as shown in the following figure:

Figure 2.1 Floor Plan

2) Detailed drawings and loads of the floor

Figure 2.2 Detailed Drawing of the Floor

2.One-Way Plate Structure Design

2.1 ___

This n provides the rcement design of the plate based on the known load ___.

2.1.1 Load

Permanent load standard value of the plate:

80mm cast-in-___ 0.08 x 25 = 2 kN/m

20mm ___ 0.02 x 20 = 0.4 kN/m

20mm ___ 0.02 x 17 = 0.34 kN/m

Subtotal 2.74 kN/m

Uniformly distributed live load standard value of the floor is 7 kN/m

The permanent load partial safety factor is taken as 1.2.and the live load partial safety factor is taken as 1.3 due to the live load standard value of the industrial ___。the total calculated load value of the plate is:

①q=γGgk+φγQqk=1.2 x 2.74 + 0.7 x 1.3 x 7 = 9.658 kN/m

②q=γGgk+γQqk=1.2 x 2.74 + 1.3 x 7 = 12.388 kN/m

Since ②。①。take q = 12.388 kN/m。approximately q = 12 kN/m.

2.1.2 n Diagram

The n of the secondary beam is 200mm x 500mm。and the length of the support of the cast-in-place plate on the wall is not less than 100mm。Take the length of the support of the plate on the wall as 120mm。According to the plastic internal force n design。the calculated span of the plate is:

Span l = l/n + h/2 = 2200 - 100 - 120 + 80/2 = 2020mm < 1.025l.

本文介绍了一座建筑物的支座和次梁的设计。首先对支座进行了配筋设计，根据计算结果表明，支座截面的ξ均小于0.35，符合塑性内力重分布的原则；As/bh=246/（1000×80）=0.308%，此值大于0.45ft/fy=0.45×1.43/210=0.306%，同时大于0.2%，满足最小配筋率。接着对次梁进行了配筋设计，按塑性理论进行计算。荷载方面，考虑了永久荷载和可变荷载，计算得到荷载总设计值。内力方面，按等跨连续梁计算，得到了次梁弯矩和简力计算表。

根据计算简图，主梁的中跨长度为6600mm，根据公式0.025l

n

157mm＜a/2=185mm，取近似值l=6640mm。主梁的计算简图如图2.7所示。

在计算内力时，需要遵循以下原则：当求某跨跨内最大正弯矩时，应在该跨布置活荷载，然后向左右两边每隔一跨布置活荷载；当求某支座最大(绝对值)负弯矩时，应在该支座左右两跨布置活荷载，然后每隔一跨布置活荷载；当求某跨跨内最大(绝对值)负弯矩时，则该跨不布置活荷载，而在左右相邻两跨布置活荷载，然后每隔一跨布置活荷载。在求某支座截面最大剪力时，活荷载的布置与求该截面最大负弯矩时相同。

根据公式M=k

1

Gl+k

2

Ql，得到弯矩设计值M

1,max

289.91kN·m，M

B,max

314.42kN·m，M

2,max

144.27kN·m。根据公式V=k

3

G+k

4

Q，得到剪力设计值V

A,max

130.99kN，V

Bl,max

211.35kN，V

Br,max

181.98kN。

在配筋计算中，主梁应根据所求的内力进行正截面和斜截面承载力的配筋计算。跨中截面按T形截面考虑，支座截面按矩形截面考虑。对于正截面受弯承载力的计算，跨内按T 形截面计算，翼缘计算宽度取较小值，即l3=2.2mm和b+s n

6m，得到b'