1

超460MPa高强钢结构性能与设计

Structural Design Using High-strength Steel

– addressing the key issues

报告人：王彦博 助理教授

同济大学 土木工程学院多高层钢结构及钢结构抗火研究室

世界粗钢年产量 16亿吨World crude steel production：1.6 billion tons

0

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2000 2001 2002 2003 2004 2005 2006 2007 2008 2009 2010 2011 2012 2013 2014 2015

Cru

de

stee

l p

rod

uct

ion

/M

t

Year

United States

China

World

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Market classification：Construction 42%

按行业划分 建筑业占比42%

Global use of steel： China 45%

世界用钢量占比： 中国45%

单位重量价格与单位MPa强度价格对比

高强钢的优势Advantages of high-strength steel (>460MPa)

• 建筑与结构优势 Architectural and structural advantages

• 减轻自重、降低消耗 Reduce pollution by reducing steel weight

• 经济性 Cost efficiency

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4

3

柱截面尺寸与自重随建筑高度增长

承载楼层 典型柱截面尺寸 (mm)

1 150

2 - 4 200

3 - 8 250

5 - 12 300

10 - 40 350-400

对超高层建筑，截面尺寸将增大到数米，采用高强材料可充分发挥作用

上海中心4.1mx3.6m

柱截面尺寸-充分利用高强度

工程案例- 32层 Building 2，纽约 大西洋广场

▪ Tallest Modular Building in the World

▪ 32 Floors, 98 meters

▪ 346,000 Gross Square Feet

▪ 363 Rental Units

▪ 4,000 SF of ground floor retail

▪ 15,000 SF of Arena Storage

150x38 mm

底部楼层典型截面尺寸

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6

4

高强钢方案减轻自重，减少焊接工作量

Q690Q345

150x38 mm 150x16 mm

等强度

38mm

32-pass

16mm

4-pass

▪ 降低自重且节省用钢量达 49%

降低焊接难度和工作量

▪ 减少焊接加工、运输、吊装难度和工作量

▪ 缩短建设工期

高强钢方案获得统一柱截面尺寸，简化节点连接

传统做法：增大柱截面、增多柱子

Q690

高层

150x10 mm

Q460

Q345

低层

中层

采用高强钢

150x16 mm

150x16 mm

150x10 mm

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2016年我国各等级钢材消费占比Consumptions by steel grade in construction

现有规范限制 Limit of existing design code

• Eurocode3: Part 1-1 up to S460, Part 1-12 extended to S700

• United States: AISC-360, A514 steel, 690 MPa

• 中国规范: GB50017中最高牌号Q420，2018年7月1日新版规范扩展到Q460

高强钢结构的性能与设计Design of HSS structures

0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.350

200

400

600

800

1000

1200

Str

ess(

MP

a)

Strain(m/m)

S355

S550

S690

S890

• 受压稳定Stability of HSS members

• 螺栓连接Bolted connections

• 焊接连接Welded connections

• 抗震性能Application in seismic zones

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影响因素 Influences on stability

• 材料力学性能 Mechanical properties of steel

• 几何缺陷 Geometrical imperfection of member

• 残余应力 Residual stress induced by welding

稳定 Stability

⚫ Percentage elongation after failure

⚫ Elongation at maximum force

⚫ Yield to tensile strength ratio

(Y/T ratio)

Yield strength:

• Lower yield strength

• 0.2% proof strength

0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.350

200

400

600

800

1000

1200

Str

ess(

MP

a)

Strain(m/m)

S355

S550

S690

S890

• 应力-应变关系 Stress-strain relationship

稳定 Stability

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• 初始几何缺陷

• Geometrical imperfection of member, L/1000

稳定 Stability

Q460

Q345

Proposed residual stress pattern

Residual stresses of Q460 and Q690 steels

箱形截面 box section

Specimen α β

R-B-7 0.394 -0.137

R-B-10 0.445 -0.126

R-B-13 0.496 -0.119

Specimen α β

R-B-8 0.555 -0.255

R-B-12 0.678 -0.195

R-B-18 0.787 -0.142

For Q460

For Q690Compare

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Specimen α1 α2 β1 β2

R-H-3 1.039 0.080 -0.408 -0.152

R-H-5 0.900 0.243 -0.271 -0.235

R-H-7 0.731 0.488 -0.195 -0.131

Proposed residual stress pattern

For Q460

Residual stresses of Q460 and Q690 steels H形截面 H-section (flame-cut)

Specimen α1 α2 β1 β2

R-H-6 0.432 0.06 -0.136 -0.027

R-H-7 0.311 0.101 -0.078 -0.063

R-H-8 0.286 0.07 -0.103 -0.012

For Q690 Compare

高强钢受压构件的极限承载力： Q460 & Q690

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试验设置Test set up

破坏模式Failure mode

0.0 0.5 1.0 1.5 2.0 2.50.0

0.2

0.4

0.6

0.8

1.0

1.2

Q460

Q690

Re

du

ctio

n f

acto

r

n

c

b

a

Euler

与现有规范对比箱形截面柱 Box section columns

曲线 c

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18

10

0.0 0.5 1.0 1.5 2.0 2.5

0.0

0.2

0.4

0.6

0.8

1.0

1.2

Q690

Q460

Re

du

ctio

n fa

cto

r

yn

c b a

Euler

0.0 0.5 1.0 1.5 2.0 2.5

0.0

0.2

0.4

0.6

0.8

1.0

1.2

Q690

Q460

Re

du

ctio

n fa

cto

r

yn

c b a

Euler

绕强轴 绕弱轴

与现有规范对比H形截面柱 H-section columns

b 曲线 c 曲线

建议高强钢受压构件柱曲线《高性能建筑钢结构应用技术规程》T/CECS 599-2019

截面类型 钢材等级 强轴 x-x 弱轴 y-y

焊接（焰割边）

Q460 b c→b

Q690 b→a c→a

Welded

Q460 c→b c→b

Q690 c→a c→a

⚫ Wang Yan-Bo, Li Guo-Qiang*, Chen Su-Wen and Sun Fei-Fei. Experimental and numerical study on the behaviour ofaxially compressed high strength steel columns with H-section [J]. Engineering Structures, 2012, 43(0): 149-159.

⚫ Wang Y-B, Li G-Q*, Chen S-W, Sun F-F. Experimental and numerical study on the behavior of axially compressed high strength steel box-columns. Engineering Structures [J]. 2014; 58:79-91.

⚫ Li, T.-J., Li, G.-Q.*, Chan, S.-L., Wang, Y.-B. Behavior of Q690 high-strength steel columns: Part 1: Experimental investigation [J]. Journal of Constructional Steel Research, 2016, 123: 18-30.

⚫ Li, T.-J., Liu, S.-W., Li, G.-Q.*, Chan, S.-L., Wang, Y.-B. Behavior of Q690 high-strength steel columns: Part 2: Parametric study and design recommendations [J]. Journal of Constructional Steel Research, 2016, 122: 379-394.

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承压型螺栓连接

0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.350

200

400

600

800

1000

1200

Str

ess(

MP

a)

Strain(m/m)

S355

S550

S690

S890

高强钢 vs 普通钢 High strength steel vs. normal strength steel

屈服强度

抗拉强度

强屈比下降

断后伸长率下降

延性变差

Load

Load

Plate deformation

kk>1

较大塑性变形

较大应力集中

高强钢延性是否能够满足假定?

承压型螺栓连接 Bolted connection – bearing-type

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试验方案 Experimental program

试验信息 Experiment information：

⚫ 12.9 级高强螺栓, M24

⚫ 钢材等级: Q550, Q690 and Q890

⚫ MTS 2000kN 材料试验机, 采用2组位移计测量

⚫ 板件厚度均为10mm

Load

Load

LVDT

10mm 10mm

LVDT

单螺栓试验

Load

Load

双螺栓试验（垂直受

力方向排布）

Load

Load

LVDT

10mm 10mm

三螺栓试验（沿受力

方向排布）

LVDT

Load

Load

LVDT

10mm 10mm

双螺栓试验（沿受力

方向排布）

LVDTLVDT LVDT

承压型螺栓连接 Bolted connection – bearing-type

试验结果 Test result（bearing resistance）

⚫ Final failure mode is tear-out failure, with clear shear fracture; obvious bolt hole elongation

is observed when end distance is large

⚫ Ultimate strength and deformation capacity increase with increasing end distance, linear

relationship between e1/d0 and ultimate strength & normalized ultimate strength

⚫ Effect of steel grade on failure is negligible, reduced ductility affects deformation capacity

Q550e1=1.0d0 Q550e1=1.2d0 Q550e1=1.5d0 Q550e1=2.0d0 Q550e1=2.5d0

Q690e1=1.0d0 Q690e1=1.2d0 Q690e1=1.5d0 Q690e1=2.0d0 Q690e1=2.5d0

Q890e1=1.0d0 Q890e1=1.2d0 Q890e1=1.5d0 Q890e1=2.0d0 Q890e1=2.5d0

0.5 1.0 1.5 2.0 2.5 3.0100

200

300

400

500

600

700

Q550D

Q690D

Q890D

Ult

imat

e st

ren

gth

(k

N)

e1/d

0

(a) Ultimate strength

1.0 1.5 2.0 2.5

1.0

1.5

2.0

2.5

3.0

Q550D

Q690D

Q890D

Ult

imat

e st

ren

gth

/fudt

e1/d

0

(b) Ultimate strength / fudt

承压型螺栓连接 Bolted connection – bearing-type

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⚫ A new bearing resistance formula is proposed.

⚫ Experimental data in background document of

Eurocode3 is used for regression analysis.

⚫ The proposed resistance formula is more close to

experimental results compared with Eurocode3

and AISC 360-10.

⚫ Experimental results of single-shear and varied

bolt hole diameters show that the effect of shear

plane number and diameter of bolt on the bearing

resistance is negligible.

10

0

(1.039 0.183)b

c u

eN f dt

d= +

试验结果 Experimental result

0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.00.5

1.0

1.5

2.0

2.5

3.0

3.5

Eurocode3

lower limit

Q550D

Q690D

Q890D

No

rmal

ized

bea

rin

g r

esis

tan

ce b

y f

udt

Normalized end distance e1/d

0

AISC

Eurocode3

upper limit

0 1 2 3 4 5 6 7 80

2

4

6

8

10

EC3 background report [18-20]

Test data of this paper

No

rmal

ized

bea

rin

g s

tren

gth

by

fudt

e1/d

0

Fb,u

=1.039e1/d

0+0.183

R2=0.99

Upper limit of EC3

Limit of AISC

承压型螺栓连接 Bolted connection – bearing-type

试验结果 Test result（maximum deformation）

⚫ Effect of steel grade on bearing resistance is negligible, however, reduced ductility affects

deformation capacity

⚫ Deformation capacity for specimens of S890 reduces by up to 23% compared to those of S550

单螺栓双剪试验

Load

Load

LVDT

10mm 10mm

d0

e1

e2

0

2

4

6

8

10

12

14

16

18

Du(m

m)

Q550D

Q690D

Q890D

SD-10

-30

SD-12

-30

SD-15

-30

SD-20

-30

SD-25

-30

SD-08

-15

SD-11

-15

SD-15

-15

Bolted connection – bearing-type

• Yan-Bo Wang, Yi-Fan Lyu, Guo-Qiang Li. 2017. Behavior of single bolt bearing on high strength steel plate. Journal ofConstructional Steel Research, 137:19-30.

• Yi-Fan Lyu, Yan-Bo Wang, Guo-Qiang Li, et al. 2019. Numerical analysis on the ultimate bearing resistance of single-boltconnection with high strength steels. Journal of Constructional Steel Research, 153: 118-129.

• Yan-Bo Wang, Yi-Fan Lyu, Guo-Qiang Li, et al. 2019. Bearing-strength of high strength steel plates in two-bolt connections.Journal of Constructional Steel Research, 155: 205-218.

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试件参数

钢材名义屈服强度:

550MPa, 690MPa and 890MPa

10mme2

p1

e1

d0p1

tNo misalignment

Load-transfer for first 2mm elongation

#2

#1

#3

Load

Misalignment

#1

#3

Load

#2

Specimen

Load

Cover plates

2mm

Load

THPa

position error

多螺栓连接试验方案 Experimental program

承压型螺栓连接 Bolted connection – bearing-type

⚫ The position error makes only the inner

bolt transfer load at first,

⚫ but has no obvious influence on the

bearing resistance.

THPa-25-45-20

THPa-25-45-20s

The bolt with position error

Q550D Q690D

THPa-25-45-20

THPa-25-45-20s

Q890D

THPa-25-45-20

THPa-25-45-20s

0 5 10 15 20 25 300

500

1000

1500

THPa-20-45-30-550s

End bolt activate first

THPa-20-45-30-550s

Inner bolt activate first

Load (

kN

)

Displacement (mm)

THPa-20-45-30-550

No 1mm error

Three bolts are activated

多螺栓连接试验结果 Test result（maximum deformation）

Bolted connection – bearing-type

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摩擦型螺栓连接

表面处理 Surface treatment

• Type A :抛丸 Grit blast，Sa2.5

• Type B：抛丸后生赤锈 Rust after blasting

(Stored 20 days indoor after blasting)

摩擦型螺栓连接 Bolted connection – slip critical

• 钢材等级 Steel Grade:

S235/S355/S550/S690/S890

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高强钢 vs 普通钢 High strength steel vs. normal strength steel

钢材强度

钢材硬度

表面处理效果

(粗糙度)

摩擦型螺栓连接 Bolted connection – slip critical

200 250 300 350500

600

700

800

900

1000

1100

1200Yield Strength (Test)

Tensile Strength (Test)

Yield Strength (Pavlina)

Tensile Strength (Pavlina)

Yield Strength (Cahoon)

Tensile Strength (Cahoon)

Hardness (HV0.5)

Str

ength

(M

Pa)

相同的抛丸、喷砂处理条件下，钢材强度增高则硬度增高，是否会影响表面粗糙度的处理效果？

粗糙度测试 Roughness test – contact type

粗糙度测试仪

测试路径

RaThe arithmetic mean of the absolute

value of the profile deviation

11.79 11.69

11.47

10.69

8.90

8.00

8.50

9.00

9.50

10.00

10.50

11.00

11.50

12.00

150 200 250 300 350 400

Roughness

Ra/um

Hardness

HV

Hardness and Roughness

Roughness

摩擦型螺栓连接 Bolted connection – slip critical

Q550

Q690

Q890

Q235 Q345

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抗滑移系数测试 Specimens of slip factor test

• 测试方法:

EN 1090-2-2008 Appendix GSlip load:

• 钢材等级 Steel Grade:

S235/S355/S550/S690/S890• 螺栓等级 Bolt class:

10.9 and 12.9

330

850

20 20

FF

plate 10/12mm plate 10mm5050

10

40609040 60

100 FF

Holes Ø22

Bolts M20x70

➢ EURO：0.15mm relative slip➢ CN：abrupt change point of load-slip curve

摩擦型螺栓连接 Bolted connection – slip critical

试验设置 Test setup

摩擦型螺栓连接 Bolted connection – slip critical

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抗滑移系数 Slip factor — Eurocode 0.5 for class A

Steel

Type A :

Grit blasted

Type B :

Rusted after blasting

𝜇𝑚 𝜇𝑐𝑎𝑟 𝜇𝑃𝑟𝑜𝑆𝐹𝑠/𝐹𝑎𝑣𝑒𝑟

𝜇𝑚 𝜇𝑐𝑎𝑟 𝜇𝑃𝑟𝑜𝑆𝐹𝑠/𝐹𝑎𝑣𝑒𝑟

Q550 0.502 0.459 0.40 3.67% 0.494 0.415 0.40 7.82%

Q690 0.457 0.431 0.40 2.78% 0.461 0.422 0.40 4.17%

Q890 0.455 0.400 0.40 5.84% 0.487 0.432 0.40 5.53%

𝝁𝒎:mean value of slip factor； 𝝁𝒄𝒂𝒓:characteristic value；𝝁𝒑𝒓𝒐: proposed value of the slip factor ,0.05 integer multiple ;

𝑆𝐹𝑠/𝐹𝑎𝑣𝑒𝑟:To control the variability of slip factors.

摩擦型螺栓连接 Bolted connection – slip critical

⚫ Wang, Yan-Bo, Yuan-Zuo Wang, Kun Chen, and Guo-Qiang Li. "Slip factors of high strength steels with shot blastedsurface." Journal of Constructional Steel Research 157 (2019): 10-18.

⚫ Slip factors for hybrid connections between high strength steel and mild steel with shot-blasted surface

12.9级高强螺栓耐氢脆性能

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12.9级高强螺栓耐氢致延迟断裂性能研究

氢致延迟断裂

29%

应力腐蚀断裂

17%

疲劳断裂

36%

过载断裂

18%

900 1000 1100 1200 1300 1400 1500 1600

建筑机械

汽车

土木建筑

工程机械 现状

发展目标

螺栓高强化需求

随着螺栓钢高强化，其氢致延迟断裂问题更为显著。需研

究12.9级42CrMo钢及新型12.8级、14.8级S600E高强不锈钢

的耐氢致延迟断裂性能，提出高效螺栓连接方案

氢致延迟断裂有什么特点？

➢抗拉强度大于1200MPa，延迟断裂的敏感性显著增大；

➢在室温附近发生，与低温脆性断裂不同；

➢没有伴随有大的塑性变形，与蠕变断裂不同；

➢在静载荷发生，与疲劳断裂不同；

➢在低于抗拉强度的应力下发生，与超载断裂不同；

➢断口形貌为沿晶断裂。

12.9级高强螺栓耐氢致延迟断裂性能研究

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pH=3.5的WOL溶液（无水乙酸钠+盐酸+蒸馏水）

试样

砝码 计时器

找出试样在截止时间𝑡𝑐=100h断裂时所对应的临界应力比𝛽c;

临界应力比𝛽c来评价实验钢材的耐氢致延迟断裂性能；该值越大表明实验钢材耐氢致延迟断裂性能越好。

实验目的

恒载荷拉伸实验（CLT）试验设置 Test setup

12.9级高强螺栓耐氢致延迟断裂性能研究

10.9级20MnTiB试样断口

起裂源区

裂纹扩展区

区

腐蚀坑

（1）整体断口形貌

（2）起裂源区形貌

12.9级高强螺栓耐氢致延迟断裂性能研究

起裂源区

裂纹扩展区

腐蚀坑

12.9级42CrMo试样断口

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钢种 Rm(MPa) RbN(MPa) 临界应力比 βc (%)

10.9级20MnTiB 1113 1929 84.0%

12.9级42CrMo 1340 2151 67.5%

实验钢材临界应力比

试验结果 Test results

12.9级高强螺栓耐氢致延迟断裂性能研究

pH 钢种 𝛽c 𝜇H

3.5

12.9级 0.675

0.810.9级 0.84

5.5

12.9级 0.73

0.7510.9级 0.965

7.0

12.9级 >0.78

>0.7510.9级 ≈1

0.75=75)min(0.8,0.=Hμ

预拉力折减系数

eu1.2

0.9×0.9×0.9×

H=

12.9AfμP

c10.9

c12.9

H β

β=μ

高强钢焊接连接

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强度匹配 The measured strength of deposited metal is used to

calculate the mismatch ratio m in welds from the following

expression:

MaterialYield strength [MPa] Tensile strength [MPa]

mu myMatch type

Design Delivery Actual Design Delivery Actual

Q690 690 707 848 770 790 920 NA NA NA

ER50-6 420 452 610 500 560 721 0.609 0.720 Under-matching

ER59-G 530 585 786 600 657 867 0.768 0.927 Under-matching

ER76-G 690 710 834 760 795 905 1.000 0.984 Matching

ER96-G 890 968 938 960 1052 1069 1.290 1.106 Over-matching

Notice: material design strength derived from GB/T 1591-2008 (2009), GB/T 8110-2008 (2008) and AWS

A 5.28 (2005c); the delivery strength came from quality certificates.

𝑚𝑦 =𝜎𝑦𝑓𝜎𝑦𝑏

𝑚u =𝜎𝑢𝑓𝜎𝑢𝑏

焊接连接 W e l d e d c o n n e c t i o n

Completed penetration joint of 10 mm

(CJP10)

Machined tensile coupon in dog-

bone shape

Completed penetration joint of 20 mm

(CJP20)

Completed penetration joint of 30 mm

(CJP30)

对接焊缝 Fifty-six butt joints with

under-matching, equal matching

and intended over match are

prepared for tensile test.

焊接连接 W e l d e d c o n n e c t i o n

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Failure

at weld

Failure at

base metal

or HAZ

Failure

at HAZ

Failure

at weld

Relationship between mismatch ratio and the load capacity of joints

欠强匹配断裂在热影响区, 是否有严重软化?

焊接连接 W e l d e d c o n n e c t i o n

10mm 欠强匹配焊接10mm 超强匹配焊接

焊接连接 W e l d e d c o n n e c t i o n

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Vickers hardness results of CJP10 CJP20

焊接连接 W e l d e d c o n n e c t i o n

焊接 -引入新的升温和冷却过程

Both Q&T and TMCP have a controlled-cooling process to get the preferred crystalline phases of the alloy and the finer grain size. However, fabrication process such as welding will introduce a reheating and cooling process on the heat affected zone (HAZ) of steel members,

which may produce a serious reduction in the strength of HAZ.

TMCP 淬火、回火

高强钢

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If is found from FEM analysis that, if the width of softening zone can be controlled <0.25t, its influence on the resistance of butt weld can be ignored.

Thus, different weld parameters and weld preheating and post-heating should be investigated to control the width of softening zone.

软化区

焊接连接 W e l d e d c o n n e c t i o n

⚫ Sun, Feifei, Mingming Ran, Guoqiang Li, Robert Y. Xiao, and Yan Wang. "Experimental and numerical study of high-strength steel buttweld with softened HAZ." Proceedings of the Institution of Civil Engineers-Structures and Buildings 171, no. 8 (2017): 583-597.

⚫ Ran Ming-Ming, Sun Fei-Fei, Li Guo-Qiang, Kanvinde Amit, Wang Yan-Bo, Xiao Robert Y. Experimental study on the behavior ofmismatched butt welded joints of high strength steel [J]. Journal of Constructional Steel Research, 2019, 153: 196-208.

⚫ Sun Fei-Fei, Ran Ming-Ming, Li Guo-Qiang, Kanvinde Amit, Wang Yan-Bo, Xiao Robert Y. Strength model for mismatched butt weldedjoints of high strength steel [J]. Journal of Constructional Steel Research, 2018, 150: 514-527.

高强钢结构在抗震区的应用

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⚫ 设置延性好的构件先屈服耗能

Make the members with good ductility yield first

⚫ 限制高强钢构件的屈服

Prevent the yielding of HSS members

⚫ 保证节点具有良好转动能力

Joint with enough rotation capacity

高强钢在抗震区建筑应用的思路Methodologies for application of high strength steels (HSS) in seismic zones

限制高强钢构件的屈服Prevent the yielding of HSS members

连接（Connection）

节点（Joint） 节点区（Nodal Zone） 柱节点域腹板

(Panel Zone)

半刚接

铰接(刚接)

Semi-rigidconnection

High-strengthsteel column

BRB

BRSW

High-strengthsteel beam

Semi-rigidconnection

高强钢柱

普通钢梁高强钢柱

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高强钢结构方案对比

• 项目位于上海市，计划为电影院、商业、办公为综合体，拟采用钢框架-中心支撑结构。设计标高50.8m，地上14层，地下1层。

• 设计地震烈度为7度，建筑场地土类别为Ⅳ类

项目简介

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• 选用了Q690、Q460、Q345三种不同强度的钢材结构方案进行建模比较

• 为保证模型具有可对比性，控制边柱的应力比在0.80-0.85范围内，中柱的应力比在0.90左右。

方案对比-构件截面

楼层 Q345方案 Q460方案 Q690方案

1-5750×32 中650×22 边

650×30 中550×22 边

500×28 中500×22 边

6-9550×26 中550×22 边

450×28 中450×18 边

400×18 中400×18 边

10-14450×20 中450×18 边

450×18 中400×14 边

同Q460方案

• 三种结构的Tt/T1周期比分别为0.66,0.66,0.67，满足要求。

方案对比-抗震性能

阶数 Q345 Q460 Q690

1（平动） 2.358 2.681 2.956

2（平动） 2.256 2.607 2.931

3（扭转） 1.547 1.758 1.970

4（平动） 0.725 0.800 0.903

5（平动） 0.700 0.783 0.891

6（扭转） 0.509 0.560 0.639

• 层间位移角随强度略有增加，均满足规范限值要求（1/250）

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• 基地剪力时程曲线对比，Q690方案最小。

方案对比-时程分析

• 定点位移时程曲线对比，Q690方案最小。

方案类型 Q345 Q460 Q690

柱用钢量 /102t 3.93 2.88 2.23

梁用钢量 /102t 4.42 3.70 3.70

支撑用钢量 /102t 0.77 0.77 0.14

单位面积用钢量 /( kg/m2） 108.3 87.5 72.1

材料费用 (元/m2) 517 477 545（含BRB）

方案对比-经济性

✓ 柱网所占面积：相比于Q345方案，Q460与Q690结构方案柱网所占面积分别下降了25%与44%。框架梁累计高度下降了5%；

✓ 当使用Q690与Q460高强度钢材时，结构自重分别下降了33%与19%，意味着基础造价与难度的下降。

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结论

稳定 Stability under compression

✓ 现有规范保守 ，可采用新发布的《高性能建筑钢结构应用技术规程》T/CECS 599-2019

螺栓连接 Bolted connection

✓ 现有规范或偏保守、或不安全 Bearing resistance formula can

be extended to HSS up to S890 steel.

✓ 建议抗滑移系数0.4 Slip factor of 0.4 is recommended for

Class A surface, blasted with shot or grit.

✓ 12.9级高强螺栓需考虑氢脆断裂，适当折减预紧力。

焊接连接 Welded connection

✓ 软化区、焊接工艺控制 Select welding parameter to control

softening of HAZ

抗震区建筑的应用 Application in seismic zones

✓ 有效设计高强钢构件与延性耗能构件发挥效用。

王彦博 ybwang@tongji.edu.cn

请各位专家批评指正！THANK YOU FOR YOUR

ATTENTION

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