1 Load Classification

(1) Structure weight DL, partial coefficient 1.2 or 1.35, combination coefficient 1.0, gravity representative value coefficient 1.0.

(2) Roof live load and snow load RL. For roof load, frame reduction coefficient 0.8, component coefficient 1.4, combined value coefficient 0.7 and gravity representative value coefficient 0 were calculated. Snow load,sk=rs0, the calculation frame is not reduced, the component coefficient is 1.4, the combined value coefficient is 0.7, the gravity representative value coefficient is 0.5, the roof live load and the snow load do not act at the same time, the largest value is taken.

(3) Floor live load FL: belt head, calculated frame reduction coefficient 0.8, component coefficient 1.3, combined value coefficient 1.0, gravity representative value coefficient 0.7.

For stairwell and dust collection room, frame reduction coefficient 0.7, component coefficient 1.4, combined value coefficient 0.8 and gravity representative value coefficient 0.7 were calculated.

(4) The equipment load LL acting on the structure for a long time is the live load. The dynamic coefficient is not considered when calculating the frame. The overload coefficient is considered as the overload coefficient and dynamic coefficient according to the technical requirements of the secondary beam.

(5) The lifting load DGL during maintenance is the live load calculation frame without considering the dynamic coefficient and the overload coefficient. The secondary beam considers the overload coefficient and the dynamic coefficient according to the professional requirements of the process, the partial coefficient 1.3, the combined value coefficient 1.0, and the gravity representative value coefficient v is only considering the dead weight of the lifting facility.

(6) Wind load W(WX/WZ), the standard value of wind load wk=BzusuzBz body type coefficient is taken as 1.3. Component coefficient 1, combined value coefficient 0.6.

(7) Earthquake load E (EX/EZ), gravity representative value value:

No snow load :GK=1.0DL+0.7FL+1.0LL+YDGL.

Snow load :GK=1.0DL+0.7FL+1.0LL+VDGL+0.5RL.

(8) Accidental load, according to the process to raise funds.

2. Main structure layout principles

The structure layout must comply with the process layout and meet the operating space of the equipment. The structural system should have multiple lines of defense, the dynamic characteristics of the two main axes should be close to each other, the mass and stiffness layout should be symmetrical and uniform, the internal force transfer way should be clear, and the calculation model should conform to the actual force situation as far as possible. The straighter and shorter the transmission route of the structure is, the more reasonable the force is, and the better the structural performance is.

The supporting Angle is 30° to 60. To improve the supporting stiffness, arrange scissor braces as far as possible. Arrange herringbone braces or door braces where the space is limited, and arrange K-braces where the column spacing is small. Generally, the column foot is connected, the column strong axis direction is connected with the beam, and the weak axis direction is connected with the beam. When the relative pole foot can not meet the requirements of the index, the rigid pole foot is used.

3. Load Combination

The seismic action does not act with the wind load and the soft hook crane load at the same time. The RL under seismic conditions is snow load, and the maximum value of snow load and roof live load is adopted under non-seismic conditions. When there is an accidental load, add to the following combinations

The basic combination for internal force calculation (vG generally uses 1.2, and 1.0 when it is beneficial to the structure) :

VGDL FL + 1.30 + 1.4 RL LL DGL + 0.84 + 1.3 + 1.3 W

VGDL + 1.30 FL RL LL + 1.4 + 1.3 + 0.98 W

VGDL + 1.40 W

VGDL + 1.30 FL RL LL DGI + 1.3 + 1.3 + 0.98)

VGDL + 1.20 FL RL LL + 1.3 + 1.2 + 1.2 e+1. 2 * VDGL

Standard combinations for deformation calculations

DL 1.00 + 1.00 + 1.0 FL RL LL DGL + 0.6 + 1.0 + 1.0 W

DL 1.00 + 1.00 FL RL LL + 1.0 + 1.0 + 0.7 DGL

DL FL RL + 1.0 + 1.0 + 1.00 1.00 LL + E + DGL

Generally, the height of the transfer station does not reach the upper level, and the above combination does not include the combination of wind load control.

4. Design Specifications

Meet the steel strength design value, structure and component deformation value, sufficient stability requirements, seismic requirements, etc

5. Calculation Precautions

The "Technical Regulations for High-rise Civil Building Steel Structure" for the calculation scheme, for supported structures, and u/hs1/1000, according to the effective length method. For unsupported structures and u/h> For 1/1000 supported structures, the overall stability of the structure should be checked by a method that can reflect second-order effects. (u interlayer lateral shift at the center of mass calculated according to first-order linear elasticity; h floor height). As a rule of thumb, if u/h> 1/300, calculated according to the sideshift scheme.

In order to ensure that the seismic force calculation is not too small, the control quality participation coefficient is 90% by increasing the number of vibration shapes. The number of shapes is a multiple of 3. In order to ensure strong columns and weak beams, strong joints and weak components, strong shear and weak bending, steel frame joints should meet the requirements of the code.