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YD／T 5131-2005 移动通信工程钢塔桅结构设计规范（英文版）.pdf

4.1GeneralRequirements

Fig. 4.2.3 Action direction of towers horizontal force

4.2.5The internal force of diagonal member is the internal force of pylonmultiplying cot providing the ratio of shear force acting on the diagonal member of quadrangular steel tower anc

α=（0.228+0.6492）

YD/T 3521-2019 移动互联网教育资源平台技术要求4.3.1Thesteel pole may be calculated based on cantilever bending member,and the secondary effect causedbyvertical load duetomemberdeformation shall bealsotaken intoaccount. 4.3.2The horizontal wind load of cone shaped steep pole may be calculated by section. The wind load at central altitude is taken as the average wind load of such section.The number of sections of whole tower shall not beless than 5. 4.3.3The horizontal vibration effect perpendicular to wind direction caused by fluctuating wind shall be calculated providing the outer wall slope of cone shaped steel pole is less than 2% . 4.3.4The height of steel pole shall not be more than 50m. If not, appropriate vibration control technologies should betaken to reduce the structural deformation

4.4 Guyed Steel Mast

The bending stiffness variation after shear deformation shall be considered for latticed tower body, and the stiffness shall multiply by reduction coefficient s. The reduction coefficient may be determined accordingtothefollowingformula:

lere,lo calculated length(m)ofmemberbetweenelastic supports; radiusofgyration(m)ofmembersection; 入。 conversion slenderness ratio of member between elastic supports,which is calcula based on the provisions set out in Article 5.2.4.

MemberandNodeConnection

MemberandNodeConnection

5.1GeneralRequirements

5.2MemberDesign

Table 5.2.4Equivalent slenderness ratio >. of latticed membe

DForQ235steel

1.0, L ≤148.5 ud= 73.85 1832.5 0.586+ 148.5≤ D ≤300 () (3) 1

2)ForQ345steel

1.0, ≤114.6 66.62 0.565+ 1926.5 114.6≤ D ≤245 () (3)

5.3NodeConnectionDesign

5.4Connection Calculation of FlangePlate

5.4.1The bolt tension of flange plate with stiffening rib shall be calculated in accordance with the followingprovisions. 1If the flange plate is only subject to bending moment M, the tension of plain bolt shall be calculated accordingtothefollowing formula

M ·y'

distancebetweenrotatingshafts①and②(mm) 3The flange plate is subjectto axial stress N andbending member M,and rotated around rotating shaft ②,and thetension ofplain bolt is calculated according to thefollowing formula :

Where,Nm bolt tension aty.from rotating shaft ②(N); if the tension is anegative,it means the flange boltare nottensioned; For circularflange plate,the centroid ofbolt is taken as rotating shaft ,and the tangent ofcontact points on the outer steel tube wall is taken as rotating shaft ② (Fig.5.4.1)

Fig. 5.4.1 Flange plate

Fig. 5.4.3Calculation diagram of stiffening rib

Fig.5.4.5Stress diagram of flange plate without stiffening

5.5CalculationofTowerBasePlate

Structure andProcessTechnicalRequirements

StructureandProcessTechnicalRequirements

6.1GeneralRequirements

.2Node Connection

.1If members of steel tower and mast structure are connected by bolts,the diameters of bolts necting the stressed member shall not be less than 12mm.The bolts for abutting joint the ma mber angle steel and joint at each end should not be less than 6. And the bolts for connecting w

②When the edge of steel plate is connected to the rigid member (such as angle steel, channel steel etc.) , the maximum dist lomeomlalamambochewelwooimidllo

e edge of steel plate is connected to the rigid member (such as angle steel, channel steel etc.) , the maximum distance

6.3Manufacturing andInstallation

6.3.9After installing and debugging the steel tower and mast structure,the tower base plate and anchor bolt at column foot shall be sealed with lower strength concrete, and the thickness of concrete covershallnotbelessthan5Omm.

Foundation and Base

7.1General Requirements

able 7.1.3 Structur toweran mast not required foundation deformation checking calculation

Structure ormobileco ast not required foundation deformation checking calcul

7.2Foundation Calculation

.1The calculation of bearing capacity of foundation shall meet the following requirements: 1When the bearing axis is loaded:

7.2.1The calculation of bearing capacity of foundation shall meet the following requirements:

7.2.1The calculation of bearing capacity of foundation shall meet the following requirements: 1When the bearing axis is loaded:

following formula

2The space of anchor bolt should not be less than 4d (d is the diameter of anchorbolt). 3Thedesign of anchor bolt shall consider the practical situations of installation and regulation of upper steel structure and construction of reinforced concrete foundation; the hole of anchor bolt on base plate of pylon shall be enlarged for adjustment during installation,however,after installing and regulating,the thick gasket shall be welded on it to meet the anchorage requirement. 4When settheclearanceof regulatingnutbetweentowerbaseplate andbasesurface,the space shouldbe2timesofdiameterofanchorbolt

(a)Uplift depth of anchor plate h

(b)Uplift depth of anchor plate h,

Fig. 7.4.4Uplift stability calculation of guy anchor plate base

F·sino≤G+G Y1 Y:

AppendixAInternalForceCalculationforFlangePlate

GB 23200.74-2016 食品安全国家标准 食品中井冈霉素残留量的测定 液相色谱-质谱质谱法A.o.1The accurate calculation for internal force of flange plate may be conducted byusing finite element method according to supporting conditions of theplate. A.0.2The internal force of flange plate may be calculated referring to the following simple method. 1Stress diagramofflangeplate (Fig.A.0.2):

Where,A bending moment coefficient,adopted according totheTableA.0.2; Nmx maximumtensionofflangeplatebolt; Mmax maximumbendingmomentofbaseplate offlangeplateperunitwidth TableA.0.2Bending moment coefficientβ

moment of base plate of flange plate per unit width Table A.0.2Bending moment coefficientβ

ppendix BTower Base Plate Calculation for Common Angle Steel Towe

Generally,the column foot of angle steel tower is connected by square base plate with stiffening rib and the design of tower base pate may be calculated according to the following formula (Fig.B.0.1).

3T·Yma V 1.146minf

SC/T 5005-2014 渔用聚乙烯单丝ere,T designvalueoftensionactingonthetowerbaseplate(N); Ymax maximumdistancebetweencenterof thefoundation boltandmain anglesteel (mm); 6 minimumwidthinallsectionsofbaseplate(mm)

AppendixCUpliftStabilityCalculationofBase

Uplift StabilityCalculationof Ba andAnchorPlateBase