New anchor bolt hardened platform frame beam

If the reserved holes in the roof truss, the skylight frame and the lower string are left freely, the length of the overlap between the steel support and the connecting iron piece will be different, the unevenness will be stuck, the weld will not meet the design requirements, and the iron parts will be buried. It can cause difficulties in welding between components. Endurance, flatness, and drainage conditions of other preparatory work sites

If the reserved holes in the roof truss, the skylight frame and the lower string are left freely, the length of the overlap between the steel support and the connecting iron piece will be different, the unevenness will be stuck, the weld will not meet the design requirements, and the iron parts will be buried. It can cause difficulties in welding between components.

Other preparatory work site site endurance, flatness, drainage conditions, planning and layout of electricity for welding, and drawing review are also necessary preparatory work, which will also affect the hoisting.

When the ground in the work area is not paved with roadbeds, roads, etc., the ground endurance should be no less than 15t/m2, because the weight of the commonly used tire-type cranes is generally above 25t, and the tires will fall under the ground with low endurance. At the same time, it is necessary to do a good job of collecting underground pipeline data, and to find out the underground hidden pipes, ditches, holes, etc., in order to prevent the crane legs from suddenly sinking when lifting heavy objects, causing the crane to tip over.

The construction site should be flat and solid, which is convenient for cranes to walk and construct. Drainage measures should be taken to enable the site to resume normal construction soon after the rain.

In the construction of small-scale workshops, the construction workers often neglect the power consumption of welding during lifting, resulting in the specification of the distribution box or wire not meeting the power requirements for hoisting welding. Generally, when hoisting, at least three electric welding machines (one welding crane beam and two welding roofs) should be used to charge about 60 kW.

Before the construction, the drawings should be reviewed in detail to understand the design requirements. According to the relevant regulations and the design requirements of the construction organization, the requirements of the operational details in the structural installation should be implemented and the feasibility should be verified repeatedly.

Design calculation of reinforcement anchors and lacings Calculate the load design value P1 transmitted from the sealing beam L to the cantilever beam PL. The self-weight standard value is: 25kN/m3 for reinforced concrete and 0.65kN/m2 for terrazzo floor, lime mortar for floor slab painting. It is 0.35kN/m2 (20mm thick), 120 thick (high 1.1m) double flour brushing wall is 2.84kN/m2; balcony live load standard value is 2.5kN/m2, so the deadlock design value of sealing beam L g is g=1=25.932(kN)PAB=PCtgα=16.601×1.21=19.921(kN).

Select the model of the expansion anchor bolt and check its strength. (1) Select the YG3-M12 expansion anchor bolt. Check the "Concrete Structure Construction Manual" to obtain the tensile strength design value of one bolt T1=12.97kN, the shear strength design value V1. =8.93kN(2) The tensile strength and shear strength of the check bolts are selected from 4 YG3-M12 bolts. The tensile strength design value is 4T1=4×12.97=51.88kN>P=16.601kN (the tensile strength meets the requirements). ) 4V1=4×8.93=35.72kN>PAB=19.921kN (shear strength meets the requirements).

Check the bearing strength of the bolt hole end face. Check the "Steel Structure Design Specification" (GB50017-2003). Q235 Cantilever Beam Reinforcement Diagram Angle Steel and Cable-Stayed Steel Bar Connection Large Reinforced Cantilever Beam PL Calculation Diagram Sealing Beam L Calculation Simple 2ce=325N /mm2, the bearing design value N of the end face of the hole wall is N=fceAce=325×6×12=23400N>PAB4=199214=4980N, so the bearing strength of the end face of the hole wall satisfies the requirement. Select the diameter of the diagonally-stretched steel bar and check its strength. Select 212 steel bar, As=226mm2Asfy=226×210=47460N>PA=25932N Select the steel bar to meet the requirements.

The strength of the original cantilever beam PL after the reinforcement is known. The original cantilever beam is equipped with gluten 214, As=308mm2; the bottom rib 210, As=157mm2, the section size b×h=180mm×300mm, C20 concrete, fc=9.6N/mm2 .

After reinforcement, the cantilever beam becomes an eccentric compression member under the action of the tensile force of the steel bar PA. The area of ​​the pressed steel bar is As'=308mm2, due to the subsidence of the steel bar, as'=80mm; the area of ​​the tensioned steel bar is As=157mm2.

Calculation of internal force design value (1) Axial force NN=PAB=19.921kN (2) Moment M caused by axial force eccentricity M1: M1=PAB×(h2+0.003)=19.921×(0.32+0.003)= 3.048(kNm) The moment M2 generated by the action of the load g on the beam: (2) Calculate the height of the concrete compression zone and the required area of ​​the longitudinal tensile reinforcement μei=1.015×0.2=0.203m=203mm>0.3h0=0.3 ×260=78mm, it is a large eccentric compression member. (h0-as')=19921×133210×(260-80)=70mm2 The minimum reinforcement area Asmin is Asmin=0.002bh=0.002×180×300=108mm2 The original reinforcement is 2%10, As=157mm2>108mm2 Design 210 steel bars to meet design requirements.

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