35m40mT梁双柱式桥墩计算书
下部30mT梁肋板式桥台35m40mT梁双柱式桥墩计算书
目 录
1 桥墩横向验算……………………………………………………………………………………1
1.1 横桥向上部荷载计算……………………………………………………………….…………1
1.1.1 恒载计算……………………………………………………………………….………….1
1.1.2 活载计算……………………………………………………………………….………….3
1.2 桥墩建模…………………………………………………………………………….…………4
1.3 各支座承受的荷载………………………………………………………………….…………5
1.3.1 桥面单元划分…….……………………………………………………………………….5
1.3.2 车道布载位置………………….………………………………………………………….6
1.3.3 各支座受力…………….………………………………………………………………….6
1.4 风荷载……………………………………………………………………………………….…7
1.4.1 40mT梁15m墩高……………….…………………………………………………………7
1.4.2 40mT梁25m墩高……………….…………………………………………………………8
1.4.3 40mT梁30m墩高……………….………………………………………………………..10
1.4.4 35mT梁15m墩高……….………………………………………………………………..12
1.4.5 35mT梁25m墩…………………….……………………………………………………..13
1.4.6 35mT梁30m墩高…………….…………………………………………………………..15
1.4.7 计算结果汇总………………….………………………………………………………...17
1.5 计算结果…………………………………………….………………………………………..17
1.5.1 “桥梁博士”计算的各工作状况结果………………..…………………………………17
1.5.2 荷载组合…………….…………………………………………………………...………28
1.5.2.1 按承载能力极限状态组合……..…………...………………………………………28
1.5.2.2 按长期正常使用极限状态组合..………………...…………………………………35
1.5.2.3 按短期正常使用极限状态组合..……………………...……………………………42
1.6 横向荷载截面验算……………………………………………….…………………………..49
1.6.1 盖梁验算………………….……………………………………………………………...49
1.6.2 墩身验算………………………….……………………………………………………...56
1.6.2.1 墩身极限受力验算………….………………………………………………………56
1.6.2.2 墩身裂缝验算………………………….……………………………………………61
2 桥墩顺向验算…………………………………………………………………………………..63
2.1 支座受力引起的弯矩……………………………………………….………………………..63
2.2 支座水平推力引起的弯矩………………………………………….………………………..64
2.3 顺桥向风荷载计算………………………………………………….………………………..67
2.3.1 墩柱受风弯矩计算………………………………………………………………………67
2.3.2 墩柱受风布载图…………………………………………………………………………71
2.4 墩身自重……………………………………………………….……………………………..71
2.5 各项内力汇总………………………………………………….……………………………..72
2.6 受力组合……………………………………………………….……………………………..73
2.6.1 按承载能力极限状态组合……………………………….………………………...……73
2.6.2 按短期正常使用极限状态组合………………………….……………………………...73
2.6.3 按长期正常使用极限状态组合………………………….……………………………...74
2.7 墩脚验算……………………………………………………………………………………..75
2.7.1 墩脚极限受力验算……………………………………………………………………...75
2.7.2 墩脚裂缝验算……………………..……………………………………………………..78
3 桥台横向验算…………………………………………………………….………………….…80
3.1 上部荷载计算………………………………………………………………………………...80
3.1.1 恒载计算………………………………………………………….……………………..80
3.1.2 活载计算……………………..…………………………………..……………………...80
3.2 桥台建模……………………………………………………………...………………………80
3.3 各支座承受的荷载………………………………………………………………….………..81
3.3.1 桥面单元划分…….……………………………………………………………………...81
3.3.2 车道布载位置………………….………………………………………………………...82
3.3.3 各支座受力…………….………………………………………………………………...82
3.4 其他荷载效应………………………………………………………………………………...83
3.5 结构计算结果………………………………………………………………………………...83
3.5.1 各工况下受力结果………………………………………………………………………83
3.5.2 荷载组合…………………………………………………………………………………84
3.6 横向荷载截面验算……………………………………………….…………………………..84
3.6.1 台帽验算………………….……………………………………………………………...84
3.6.2 肋板验算………………………….……………………………………………………...87
4 桥台顺桥向验算………………………………………………………………………………..90
4.1 设计资料……………………………………………………………………………………...90
4.2 荷载计算……………………………………………………………………………………...90
4.2.1 土压力计算………………………………………………………………………………90
4.2.1.1 台身顶的台后土压力……………………………………………………………….90
4.2.1.2 台身底的台后土压力……………………………………………………………….91
4.2.1.3 台身底的台前土压力……………………………………………………………….91
4.2.2 恒载计算…………………………………………………………………………………92
4.2.3 活载计算…………………………………………………………………………………93
4.2.4 制动力及温度效应………………………………………………………………………93
4.2.5 作用力汇总………………………………………………………………………………93
4.2.6 荷载组合…………………………………………………………………………………94
4.3 结构验算……………………………………………………………………………………...94
4.3.1 肋板极限受力验算………………………………………………………………………94
4.3.2 肋板构造要求验算………………………………………………………………………97
第一章 桥墩横向验算
一、横桥向上部荷载计算
一、恒载计算
考虑到一个桥墩需同时受到相邻两跨的作用,按照恒载均摊原则,实际单个桥墩
承担一跨的恒载。
计算中的材料容重取值: 水泥混凝土γ= 26 kN/m3
沥青混凝土γ= 24 kN/m3
(一)40mT梁
1、梁体自重
中梁 NL = 43.16×26 = 1122 kN
边梁 NL = 43.23×26 = 1124 kN
2、桥面铺装自重
依据设计指导书,桥面铺装为:10cm沥青混凝土+8cm水泥混凝土
沥青混凝土层N1 = 0.1×(11.75-1)×40×24 = 1032 kN
水泥混凝土层N2 = 0.08×11.75×40×26 = 977.6 kN
铺装重量考虑由五梁平摊,则单梁荷载Np 为:
Np = ( N1 + N2 ) / 5 = (1032+977.6)/5 = 402 kN
3、横隔板自重
查上部结构一般构造图,全桥共设5道中隔板,2道端隔板。
中隔板混凝土体积 = 3.78 m3
端隔板混凝土体积 = 3.87 m3
横隔板总重 = (3.78+3.87)×26 = 198.9 kN
考虑到边梁承担的横隔板重量仅为中梁的一半,则有:
中梁NG = 198.9/4 = 50 kN
边梁NG = 50/2 = 25 kN
4、端横梁自重
按简支端考虑
端横梁总重 = 8.9×2×26 = 462.8 kN
考虑到边梁承担的端横梁重量仅为中梁的一半,则有:
中梁NH = 462.8/4 = 116 kN
边梁NH = 116/2 = 58 kN
5、现浇铰缝自重
中梁承担左右侧各半道铰缝重量,共一道铰缝重;边梁承担内侧的半道铰缝重。
查上部结构一般构造图,铰缝宽度为60cm,铰缝厚度为18cm,则
一道铰缝自重 = 0.6×0.18×40×26 = 112.32 kN
中梁NJ = 112 kN
边梁NJ = 112/2 = 56 kN
6、防撞护墙自重
计算考虑最不利情况,即双侧都采用相对较重的防撞护墙。
防撞护墙自重N' = N1 + N2
式中,N1是防撞护墙墙体自重。查通用图,单侧护墙每沿米的混凝土方量为0.419m3。
N2 是防撞护墙钢管扶手的自重。查通用图,每沿米重量为18kg。
N' = (0.419×40×26+18×10-2×40)×2 = 886 kN
通过计算的出各梁对于防撞护墙重量的分配系数,如下:
η1 =η5 = 0.303 η2 =η4 = 0.134 η3 = 0.126
则各梁承担的防撞护墙自重如下:
Nz1 = Nz5 = 886×0.303 = 268 kN
Nz2 = Nz4 = 886×0.134 = 119 kN
Nz3 = 886×0.126 = 112 kN
7、恒载合计
第1号梁 = 1124+402+25+58+56+268 = 1933 kN
第2号梁 = 1122+402+50+116+112+119 = 1921 kN
第3号梁 = 1122+402+50+116+112+112 = 1914 kN
第4号梁 = 1122+402+50+116+112+119 = 1921 kN
第5号梁 = 1124+402+25+58+56+268 = 1933 kN
(二)35mT梁
1、梁体自重
中梁 NL = 37.11×26 = 965 kN
边梁 NL = 37.04×26 = 963 kN
2、桥面铺装自重
依据设计指导书,桥面铺装为:10cm沥青混凝土+8cm水泥混凝土
沥青混凝土层N1 = 0.1×(11.75-1)×35×24 = 903 kN
水泥混凝土层N2 = 0.08×11.75×35×26 = 855.4 kN
铺装重量考虑由五梁平摊,则单梁荷载Np 为:
Np = ( N1 + N2 ) / 5 = (903+855.4)/5 = 352 kN
3、横隔板自重
查上部结构一般构造图,全桥共设4道中隔板,2道端隔板。
中隔板混凝土体积 = 3.78×4/5 = 3.024 m3
端隔板混凝土体积 = 3.87 m3
横隔板总重 = (3.024+3.87)×26 = 179 kN
考虑到边梁承担的横隔板重量仅为中梁的一半,则有:
中梁NG = 179/4 = 45 kN
边梁NG = 45/2 = 22 kN
4、端横梁自重
按简支端考虑
端横梁总重 = 8.9×2×26 = 462.8 kN
考虑到边梁承担的端横梁重量仅为中梁的一半,则有:
中梁NH = 462.8/4 = 116 kN
边梁NH = 116/2 = 58 kN
5、现浇铰缝自重
中梁承担左右侧各半道铰缝重量,共一道铰缝重;边梁承担内侧的半道铰缝重。
查上部结构一般构造图,铰缝宽度为60cm,铰缝厚度为18cm,则
一道铰缝自重 = 0.6×0.18×35×26 = 98.28 kN
中梁NJ = 98 kN
边梁NJ = 98/2 = 49 kN
6、防撞护墙自重
计算考虑最不利情况,即双侧都采用相对较重的防撞护墙。
防撞护墙自重N' = N1 + N2
式中,N1是防撞护墙墙体自重。查通用图,单侧护墙每沿米的混凝土方量为0.419m3。
N2是防撞护墙钢管扶手的自重。查通用图,每沿米重量为18kg。
N' = (0.419×35×26+18×10-2×35)×2 = 775 kN
通过计算的出各梁对于防撞护墙重量的分配系数,如下:
η1 =η5 = 0.303 η2 =η4 = 0.134 η3 = 0.126
则各梁承担的防撞护墙自重如下:
Nz1 = Nz5 = 775×0.303 = 235 kN
Nz2 = Nz4 = 775×0.134 = 104 kN
Nz3 = 775×0.126 = 98 kN
7、恒载合计
第1号梁 = 963+352+22+58+49+235 = 1816 kN
第2号梁 = 965+352+45+116+98+104 = 1680 kN
第3号梁 = 965+352+45+116+98+98 = 1674 kN
第4号梁 = 965+352+45+116+98+104 = 1680 kN
第5号梁 = 963+352+22+58+49+235 = 1816 kN
二、活载计算
计算采用公路Ⅰ级荷载作为计算参数,相应组合计算参照规范4.3.1
(一)40mT梁
(1) 理论荷载
均布荷载产生的QK = 40×1×10.5 = 420 kN
集中力PK = 180+(L-5)×(360-180)/45 = 180+(40-5)×(360-180)/45 = 320 kN
依据规范,有单车道剪力P = QK + 1.2×PK = 420+1.2×320 = 804 kN
桥面单元的相对坐标如下(表一):
(表一)
桥宽为12米 |
桥宽为11.75米 |
|||||||||
单元号 |
节点号 |
X坐标(m) |
Y坐标(m) |
单元号 |
节点号 |
X坐标(m) |
Y坐标(m) |
|||
1 |
左端 |
1 |
-6 |
0 |
1 |
左端 |
1 |
-5.875 |
0 |
|
右端 |
2 |
-4.8 |
0 |
右端 |
2 |
-4.8 |
0 |
|||
2 |
左端 |
2 |
-4.8 |
0 |
2 |
左端 |
2 |
-4.8 |
0 |
|
右端 |
3 |
-3.6 |
0 |
右端 |
3 |
-3.6 |
0 |
|||
3 |
左端 |
3 |
-3.6 |
0 |
3 |
左端 |
3 |
-3.6 |
0 |
|
右端 |
4 |
-2.4 |
0 |
右端 |
4 |
-2.4 |
0 |
|||
4 |
左端 |
4 |
-2.4 |
0 |
4 |
左端 |
4 |
-2.4 |
0 |
|
右端 |
5 |
-1.2 |
0 |
右端 |
5 |
-1.2 |
0 |
|||
5 |
左端 |
5 |
-1.2 |
0 |
5 |
左端 |
5 |
-1.2 |
0 |
|
右端 |
6 |
0 |
0 |
右端 |
6 |
0 |
0 |
|||
6 |
左端 |
6 |
0 |
0 |
6 |
左端 |
6 |
0 |
0 |
|
右端 |
7 |
1.2 |
0 |
右端 |
7 |
1.2 |
0 |
|||
7 |
左端 |
7 |
1.2 |
0 |
7 |
左端 |
7 |
1.2 |
0 |
|
右端 |
8 |
2.4 |
0 |
右端 |
8 |
2.4 |
0 |
|||
8 |
左端 |
8 |
2.4 |
0 |
8 |
左端 |
8 |
2.4 |
0 |
|
右端 |
9 |
3.6 |
0 |
右端 |
9 |
3.6 |
0 |
|||
9 |
左端 |
9 |
3.6 |
0 |
9 |
左端 |
9 |
3.6 |
0 |
|
右端 |
10 |
4.8 |
0 |
右端 |
10 |
4.8 |
0 |
|||
10 |
左端 |
10 |
4.8 |
0 |
10 |
左端 |
10 |
4.8 |
0 |
|
右端 |
11 |
6 |
0 |
右端 |
11 |
5.875 |
0 |
|||
11 |
左端 |
2 |
-4.8 |
-0.3 |
11 |
左端 |
2 |
-4.8 |
-0.3 |
|
右端 |
12 |
-4.8 |
-1.9 |
右端 |
12 |
-4.8 |
-1.9 |
|||
12 |
左端 |
4 |
-2.4 |
-0.3 |
12 |
左端 |
4 |
-2.4 |
-0.3 |
|
右端 |
13 |
-2.4 |
-1.9 |
右端 |
13 |
-2.4 |
-1.9 |
|||
13 |
左端 |
6 |
0 |
-0.3 |
13 |
左端 |
6 |
0 |
-0.3 |
|
右端 |
14 |
0 |
-1.9 |
右端 |
14 |
0 |
-1.9 |
|||
14 |
左端 |
8 |
2.4 |
-0.3 |
14 |
左端 |
8 |
2.4 |
-0.3 |
|
右端 |
15 |
2.4 |
-1.9 |
右端 |
15 |
2.4 |
-1.9 |
|||
15 |
左端 |
10 |
4.8 |
-0.3 |
15 |
左端 |
10 |
4.8 |
-0.3 |
|
右端 |
16 |
4.8 |
-1.9 |
右端 |
16 |
4.8 |
-1.9 |
(表二)
横桥向各片T梁所承担的活载 |
||||||
跨径 |
荷载 |
T 梁 编 号 |
||||
内容 |
1号梁 |
2号梁 |
3号梁 |
4号梁 |
5号梁 |
|
轴力(KN) |
轴力(KN) |
轴力(KN) |
轴力(KN) |
轴力(KN) |
||
35m |
2列车偏载 |
562 |
740 |
484 |
-20.9 |
-2.99 |
3列车偏载 |
443 |
548 |
541 |
503 |
34 |
|
2列车中载 |
-7.3 |
515 |
749 |
515 |
-7.3 |
|
3列车中载 |
178 |
609 |
495 |
609 |
178 |
|
40m |
2列车偏载 |
605 |
797 |
521 |
-22.2 |
3.12 |
3列车偏载 |
472 |
590 |
582 |
542 |
36.8 |
|
2列车中载 |
-6.14 |
555 |
807 |
555 |
-6.14 |
|
3列车中载 |
192 |
655 |
533 |
655 |
192 |
一、风荷载
以下计算中,各种风值参数采用云南省大理市50年一遇的系数值作为设计参数;
一、40mT梁15m墩高
1. 各个节点离地面高度z
A: z = 0 m
B: z = 2.825 m
C: z = 6.45 m
D: z = 10.075 m
E: z = 12.9 m
F: z = 15 m
2. 空气密度γ计算
γ = 0.012017×e(-0.0001×z)
A: γ = 0.012017×e(-0.0001×0) = 0.012017 kN/m3
B: γ = 0.012017×e(-0.0001×2.825) = 0.012014 kN/m3
C: γ = 0.012017×e(-0.0001×6.45) = 0.012009 kN/m3
D: γ = 0.012017×e(-0.0001×10.075) = 0.012005 kN/m3
E: γ = 0.012017×e(-0.0001×12.9) = 0.012002 kN/m3
F: γ = 0.012017×e(-0.0001×15) = 0.011999 kN/m3
3. 风速高度修正系数 K2 计算
A: K2 = 1
B: K2 = 1
C: K2 = 1
D: K2 = 1+(10.075-10)×(1.07-1)/5 = 1
E: K2 = 1+(12.9-10)×(1.07-1)/5 = 1.04
F: K2 = 1.07
4. 设计基准风速 Vd 计算
Vd = K2×K5×V10
式中,K5阵风风速系数按照A、B类地表取用,K5 = 1.38
A: Vd = 1×1.38×36 = 49.68 m/s
B: Vd = 1×1.38×36 = 49.68 m/s
C: Vd = 1×1.38×36 = 49.68 m/s
D: Vd = 1×1.38×36 = 49.68 m/s
E: Vd = 1.04×1.38×36 = 51.67 m/s
F: Vd = 1.07×1.38×36 = 53.16 m/s
5. 设计基准风压 Wd 计算
Wd = γ×Vd / (2×g)
式中,g为重力加速度,取用g = 9.81;
A: Wd = 0.012017×49.682/(2×9.81) = 1.5117 kN/m2
B: Wd = 0.012014×49.682/(2×9.81) = 1.5113 kN/m2
C: Wd = 0.012009×49.682/(2×9.81) = 1.5107 kN/m2
D: Wd = 0.012005×49.682/(2×9.81) = 1.5102 kN/m2
E: Wd = 0.012002×51.672/(2×9.81) = 1.6332 kN/m2
F: Wd = 0.011999×53.162/(2×9.81) = 1.7283 kN/m2
6. 风均布荷载 Qwh 计算
Qwh = K0×K1×K3×Wd×b
式中,K0设计风速重现期换算系数按照特大桥和大桥取用,K0 = 1;
K1风载阻力系数按照《公路桥涵设计通用规范》表4.3.7-6取用,K1 = 1.2;
K3地形地理条件系数按照峡谷口山口取用,K5 = 1.4;
A: Qwh = 1×1.2×1.4×1.5117×1.8 = 4.5714 kN/m
B: Qwh = 1×1.2×1.4×1.5113×1.8 = 4.5702 kN/m
C: Qwh = 1×1.2×1.4×1.5107×1.8 = 4.5684 kN/m
D: Qwh = 1×1.2×1.4×1.5102×1.8 = 4.5668 kN/m
E: Qwh = 1×1.2×1.4×1.6332×1.8 = 4.9388 kN/m
7. 上部结构及其盖梁所受风载 Fwh 计算
对于40mT梁盖梁的长宽比 11/2.3=4.78≥4
对于40mT梁盖梁的截面高宽比2.1/2.3 = 0.91
则有 K1 = 1.1
盖梁处的风荷载 Fwh= 1×1.1×1.4×1.7283×2.3×2.1 = 12.9 kN
上部构造的设计基准风压同盖梁顶,则
上部构造的风荷载 Fwh= 1×1.58×1.4×1.7283×40×(2.3+0.8) = 474.1 kN
综上计算,合计作用于盖梁的风荷载为= 12.9+474.1 = 487 kN
二、40mT梁25m墩高
1. 各个节点离地面高度z
A: z = 0 m
B: z = 3.42 m
C: z = 7.64 m
D: z = 11.455 m
E: z = 15.27 m
F: z = 19.485 m
G: z = 22.9 m
H: z = 25 m
2. 空气密度γ计算
γ = 0.012017×e(-0.0001×z)
A: γ = 0.012017×e(-0.0001×0) = 0.012017 kN/m3
B: γ = 0.012017×e(-0.0001×3.42) = 0.012013 kN/m3
C: γ = 0.012017×e(-0.0001×7.64) = 0.012008 kN/m3
D: γ = 0.012017×e(-0.0001×11.455) = 0.012003 kN/m3
E: γ = 0.012017×e(-0.0001×15.27) = 0.011999 kN/m3
F: γ = 0.012017×e(-0.0001×19.485) = 0.011994 kN/m3
G: γ = 0.012017×e(-0.0001×22.9) = 0.011990 kN/m3
H: γ = 0.012017×e(-0.0001×25) = 0.011987 kN/m3
3. 风速高度修正系数 K2 计算
A: K2 = 1
B: K2 = 1
C: K2 = 1
D: K2 = 1+(11.455-10)×(1.07-1)/5 = 1.02
E: K2 = 1.07+(15.27-15)×(1.12-1.07)/5 = 1.07
F: K2 = 1.07+(19.485-15)×(1.12-1.07)/5 = 1.11
G: K2 = 1.12+(22.9-20)×(1.19-1.12)/10 = 1.14
H: K2 = 1.12+(25-20)×(1.19-1.12)/10 = 1.16
4. 设计基准风速 Vd 计算
Vd = K2×K5×V10
式中,K5阵风风速系数按照A、B类地表取用,K5 = 1.38
A: Vd = 1×1.38×36 = 49.68 m/s
B: Vd = 1×1.38×36 = 49.68 m/s
C: Vd = 1×1.38×36 = 49.68 m/s
D: Vd = 1.02×1.38×36 = 50.67 m/s
E: Vd = 1.07×1.38×36 = 53.16 m/s
F: Vd = 1.11×.38×36 = 55.14 m/s
G: Vd = 1.14×1.38×36 = 56.64 m/s
H: Vd = 1.16×1.38×36 = 57.63 m/s
5. 设计基准风压 Wd 计算
Wd = γ×Vd / (2×g)
式中,g为重力加速度,取用g = 9.81;
A: Wd = 0.012017×49.682/(2×9.81) = 1.5117 kN/m2
B: Wd = 0.012013×49.682/(2×9.81) = 1.5112 kN/m2
C: Wd = 0.012008×49.682/(2×9.81) = 1.5105 kN/m2
D: Wd = 0.012003×50.672/(2×9.81) = 1.5707 kN/m2
E: Wd = 0.011999×53.162/(2×9.81) = 1.7283 kN/m2
F: Wd = 0.011994×55.142/(2×9.81) = 1.8587 kN/m2
G: Wd = 0.011990×56.642/(2×9.81) = 1.9605 kN/m2
H: Wd = 0.011987×57.632/(2×9.81) = 2.0291 kN/m2
6. 风均布荷载 Qwh 计算
Qwh = K0×K1×K3×Wd×b
式中,K0设计风速重现期换算系数按照特大桥和大桥取用,K0 = 1;
K1风载阻力系数按照《公路桥涵设计通用规范》表4.3.7-6取用,K1 = 1.2;
K3地形地理条件系数按照峡谷口山口取用,K5 = 1.4;
A: Qwh = 1×1.2×1.4×1.5117×1.9 = 4.8253 kN/m
B: Qwh = 1×1.2×1.4×1.5112×1.9 = 4.8238 kN/m
C: Qwh = 1×1.2×1.4×1.5105×1.9 = 4.8215 kN/m
D: Qwh = 1×1.2×1.4×1.5707×1.9 = 5.0137 kN/m
E: Qwh = 1×1.2×1.4×1.7283×1.9 = 5.5167 kN/m
F: Qwh = 1×1.2×1.4×1.8587×1.9 = 5.9330 kN/m
G: Qwh = 1×1.2×1.4×1.9605×1.9 = 6.2579 kN/m
7. 上部结构及其盖梁所受风载 Fwh 计算
对于40mT梁盖梁的长宽比 11/2.3=4.78≥4
对于40mT梁盖梁的截面高宽比2.1/2.3 = 0.91
则有 K1 = 1.1
盖梁处的风荷载 Fwh= 1×1.1×1.4×2.0291×2.3×2.1 = 15.1 kN
上部构造的设计基准风压同盖梁顶,则
上部构造的风荷载 Fwh= 1×1.58×1.4×2.0291×40×(2.3+0.8) = 556.6 kN
综上计算,合计作用于盖梁的风荷载为= 15.1+556.6 = 572 kN
三、40mT梁30m墩高
1. 各个节点离地面高度z
A: z = 0 m
B: z = 3.0875 m
C: z = 6.975 m
D: z = 10.4625 m
E: z = 13.95 m
F: z = 17.4375 m
G: z = 20.925 m
H: z = 24.8125 m
I : z = 27.9 m
J : z = 30 m
2. 空气密度γ计算
γ = 0.012017×e(-0.0001×z)
A: γ = 0.012017×e(-0.0001×0) = 0.012017 kN/m3
B: γ = 0.012017×e(-0.0001×3.0875) = 0.012013 kN/m3
C: γ = 0.012017×e(-0.0001×6.975) = 0.012009 kN/m3
D: γ = 0.012017×e(-0.0001×10.4625) = 0.012004 kN/m3
E: γ = 0.012017×e(-0.0001×13.95) = 0.012000 kN/m3
F: γ = 0.012017×e(-0.0001×17.4375) = 0.011996 kN/m3
G: γ = 0.012017×e(-0.0001×20.925) = 0.011992 kN/m3
H: γ = 0.012017×e(-0.0001×24.8125) = 0.011987 kN/m3
I : γ = 0.012017×e(-0.0001×27.9) = 0.011984 kN/m3
J : γ = 0.012017×e(-0.0001×30) = 0.011981 kN/m3
3. 风速高度修正系数 K2 计算
A: K2 = 1
B: K2 = 1
C: K2 = 1
D: K2 = 1+(10.4625-10)×(1.07-1)/5 = 1.01
E: K2 = 1+(13.95-10)×(1.07-1)/5 = 1.06
F: K2 = 1.07+(17.4375-15)×(1.12-1.07)/5 = 1.09
G: K2 = 1.12+(20.925-20)×(1.19-1.12)/10 = 1.13
H: K2 = 1.12+(24.8125-20)×(1.19-1.12)/10 = 1.15
I : K2 = 1.12+(27.9-20)×(1.19-1.12)/10 = 1.18
J : K2 = 1.19
4. 设计基准风速 Vd 计算
Vd = K2×K5×V10
式中,K5阵风风速系数按照A、B类地表取用,K5 = 1.38
A: Vd = 1×1.38×36 = 49.68 m/s
B: Vd = 1×1.38×36 = 49.68 m/s
C: Vd = 1×1.38×36 = 49.68 m/s
D: Vd = 1.01×1.38×36 = 50.18 m/s
E: Vd = 1.06×1.38×36 = 52.66 m/s
F: Vd = 1.09×1.38×36 = 54.15 m/s
G: Vd = 1.13×1.38×36 = 56.14 m/s
H: Vd = 1.15×1.38×36 = 57.13 m/s
I : Vd = 1.18×1.38×36 = 58.62 m/s
J : Vd = 1.19×1.38×36 = 59.12 m/s
5. 设计基准风压 Wd 计算
Wd = γ×Vd / (2×g)
式中,g为重力加速度,取用g = 9.81;
A: Wd = 0.012017×49.682/(2×9.81) = 1.5117 kN/m2
B: Wd = 0.012013×49.682/(2×9.81) = 1.5112 kN/m2
C: Wd = 0.012009×49.682/(2×9.81) = 1.5107 kN/m2
D: Wd = 0.012004×50.182/(2×9.81) = 1.5406 kN/m2
E: Wd = 0.012000×52.662/(2×9.81) = 1.6961 kN/m2
F: Wd = 0.011996×54.152/(2×9.81) = 1.7928 kN/m2
G: Wd = 0.011992×56.142/(2×9.81) = 1.9264 kN/m2
H: Wd = 0.011987×57.132/(2×9.81) = 1.9941 kN/m2
I : Wd = 0.011984×58.622/(2×9.81) = 2.0989 kN/m2
J : Wd = 0.011981×59.122/(2×9.81) = 2.1343 kN/m2
6. 风均布荷载 Qwh 计算
Qwh = K0×K1×K3×Wd×b
Qwh = K0×K1×K3×Wd×b
式中,K0设计风速重现期换算系数按照特大桥和大桥取用,K0 = 1;
K1风载阻力系数按照《公路桥涵设计通用规范》表4.3.7-6取用,K1 = 1.2;
K3地形地理条件系数按照峡谷口山口取用,K5 = 1.4;
A: Qwh = 1×1.2×1.4×1.5117×2 = 5.0793 kN/m
B: Qwh = 1×1.2×1.4×1.5112×2 = 5.0776 kN/m
C: Qwh = 1×1.2×1.4×1.5107×2 = 5.0760 kN/m
D: Qwh = 1×1.2×1.4×1.5406×2 = 5.1764 kN/m
E: Qwh = 1×1.2×1.4×1.6961×2 = 5.6989 kN/m
F: Qwh = 1×1.2×1.4×1.7928×2 = 6.0238 kN/m
G: Qwh = 1×1.2×1.4×1.9264×2 = 6.4727 kN/m
H: Qwh = 1×1.2×1.4×1.9941×2 = 6.7002 kN/m
I : Qwh = 1×1.2×1.4×2.0989×2 = 7.0523 kN/m
7. 上部结构及其盖梁所受风载 Fwh 计算
对于40mT梁盖梁的长宽比 11/2.3=4.78≥4
对于40mT梁盖梁的截面高宽比2.1/2.3 = 0.91
则有 K1 = 1.1
盖梁处的风荷载 Fwh= 1×1.1×1.4×2.1343×2.3×2.1 = 15.9 kN
上部构造的设计基准风压同盖梁顶,则
上部构造的风荷载 Fwh= 1×1.58×1.4×2.1343×40×(2.3+0.8) = 585.4 kN
综上计算,合计作用于盖梁的风荷载为= 15.9+585.4 = 601 kN
四、35mT梁15m墩高
1. 各个节点离地面高度z
A: z = 0 m
B: z = 2.875 m
C: z = 6.55 m
D: z = 10.225 m
E: z = 13.1 m
F: z = 15 m
2. 空气密度γ计算
γ = 0.012017×e(-0.0001×z)
A: γ = 0.012017×e(-0.0001×0) = 0.012017 kN/m3
B: γ = 0.012017×e(-0.0001×2.875) = 0.012014 kN/m3
C: γ = 0.012017×e(-0.0001×6.55) = 0.012009 kN/m3
D: γ = 0.012017×e(-0.0001×10.225) = 0.012005 kN/m3
E: γ = 0.012017×e(-0.0001×13.1) = 0.012001 kN/m3
F: γ = 0.012017×e(-0.0001×15) = 0.011999 kN/m3
3. 风速高度修正系数 K2 计算
A: K2 = 1
B: K2 = 1
C: K2 = 1
D: K2 = 1+(10.225-10)×(1.07-1)/5 = 1
E: K2 = 1+(13.1-10)×(1.07-1)/5 = 1.04
F: K2 = 1.07
4. 设计基准风速 Vd 计算
Vd = K2×K5×V10
式中,K5阵风风速系数按照A、B类地表取用,K5 = 1.38
A: Vd = 1×1.38×36 = 49.68 m/s
B: Vd = 1×1.38×36 = 49.68 m/s
C: Vd = 1×1.38×36 = 49.68 m/s
D: Vd = 1×1.38×36 = 49.68 m/s
E: Vd = 1.04×1.38×36 = 51.67 m/s
F: Vd = 1.07×1.38×36 = 53.16 m/s
5. 设计基准风压 Wd 计算
Wd = γ×Vd / (2×g)
式中,g为重力加速度,取用g = 9.81;
A: Wd = 0.012017×49.682/(2×9.81) = 1.5117 kN/m2
B: Wd = 0.012014×49.682/(2×9.81) = 1.5113 kN/m2
C: Wd = 0.012009×49.682/(2×9.81) = 1.5107 kN/m2
D: Wd = 0.012005×49.682/(2×9.81) = 1.5102 kN/m2
E: Wd = 0.012001×51.672/(2×9.81) = 1.6330 kN/m2
F: Wd = 0.011999×53.162/(2×9.81) = 1.7283 kN/m2
6. 风均布荷载 Qwh 计算
Qwh = K0×K1×K3×Wd×b
式中,K0设计风速重现期换算系数按照特大桥和大桥取用,K0 = 1;
K1风载阻力系数按照《公路桥涵设计通用规范》表4.3.7-6取用,K1 = 1.2;
K3地形地理条件系数按照峡谷口山口取用,K5 = 1.4;
A: Qwh = 1×1.2×1.4×1.5117×1.6 = 4.0634 kN/m
B: Qwh = 1×1.2×1.4×1.5113×1.6 = 4.0624 kN/m
C: Qwh = 1×1.2×1.4×1.5107×1.6 = 4.0608 kN/m
D: Qwh = 1×1.2×1.4×1.5102×1.6 = 4.0594 kN/m
E: Qwh = 1×1.2×1.4×1.6330×1.6 = 4.3895 kN/m
7. 上部结构及其盖梁所受风载 Fwh 计算
对于35mT梁盖梁的长宽比 11/2.1=5.24≥4
对于35mT梁盖梁的截面高宽比1.9/2.1 = 0.90
则有 K1 = 1.1
盖梁处的风荷载 Fwh= 1×1.1×1.4×1.7283×2.1×1.9 = 10.6 kN
上部构造的设计基准风压同盖梁顶,则
上部构造的风荷载 Fwh= 1×1.53×1.4×1.7283×35×(2.1+0.8) = 375.8 kN
综上计算,合计作用于盖梁的风荷载为= 10.6+375.8 = 386 kN
五、35mT梁25m墩高
1. 各个节点离地面高度z
A: z = 0 m
B: z = 3.45 m
C: z = 7.7 m
D: z = 11.55 m
E: z = 15.4 m
F: z = 19.65 m
G: z = 23.1 m
H: z = 25 m
2. 空气密度γ计算
γ = 0.012017×e(-0.0001×z)
A: γ = 0.012017×e(-0.0001×0) = 0.012017 kN/m3
B: γ = 0.012017×e(-0.0001×3.45) = 0.012013 kN/m3
C: γ = 0.012017×e(-0.0001×7.7) = 0.012008 kN/m3
D: γ = 0.012017×e(-0.0001×11.55) = 0.012003 kN/m3
E: γ = 0.012017×e(-0.0001×15.4) = 0.011999 kN/m3
F: γ = 0.012017×e(-0.0001×19.65) = 0.011993 kN/m3
G: γ = 0.012017×e(-0.0001×23.1) = 0.011989 kN/m3
H: γ = 0.012017×e(-0.0001×25) = 0.011987 kN/m3
3. 风速高度修正系数 K2 计算
A: K2 = 1
B: K2 = 1
C: K2 = 1
D: K2 = 1+(11.55-10)×(1.07-1)/5 = 1.02
E: K2 = 1.07+(15.4-15)×(1.12-1.07)/5 = 1.07
F: K2 = 1.07+(19.65-15)×(1.12-1.07)/5 = 1.12
G: K2 = 1.12+(23.1-20)×(1.19-1.12)/10 = 1.14
H: K2 = 1.12+(25-20)×(1.19-1.12)/10 = 1.16
4. 设计基准风速 Vd 计算
Vd = K2×K5×V10
式中,K5阵风风速系数按照A、B类地表取用,K5 = 1.38
A: Vd = 1×1.38×36 = 49.68 m/s
B: Vd = 1×1.38×36 = 49.68 m/s
C: Vd = 1×1.38×36 = 49.68 m/s
D: Vd = 1.02×1.38×36 = 50.67 m/s
E: Vd = 1.07×1.38×36 = 53.16 m/s
F: Vd = 1.12×1.38×36 = 55.64 m/s
G: Vd = 1.14×1.38×36 = 56.64 m/s
H: Vd = 1.16×1.38×36 = 57.63 m/s
5. 设计基准风压 Wd 计算
Wd = γ×Vd / (2×g)
式中,g为重力加速度,取用g = 9.81;
A: Wd = 0.012017×49.682/(2×9.81) = 1.5117 kN/m2
B: Wd = 0.012013×49.682/(2×9.81) = 1.5112 kN/m2
C: Wd = 0.012008×49.682/(2×9.81) = 1.5105 kN/m2
D: Wd = 0.012003×50.672/(2×9.81) = 1.5707 kN/m2
E: Wd = 0.011999×53.162/(2×9.81) = 1.7283 kN/m2
F: Wd = 0.011993×55.642/(2×9.81) = 1.8924 kN/m2
G: Wd = 0.011989×56.642/(2×9.81) = 1.9603 kN/m2
H: Wd = 0.011987×57.632/(2×9.81) = 2.0291 kN/m2
6. 风均布荷载 Qwh 计算
Qwh = K0×K1×K3×Wd×b
式中,K0设计风速重现期换算系数按照特大桥和大桥取用,K0 = 1;
K1风载阻力系数按照《公路桥涵设计通用规范》表4.3.7-6取用,K1 = 1.2;
K3地形地理条件系数按照峡谷口山口取用,K5 = 1.4;
A: Qwh = 1×1.2×1.4×1.5117×1.7 = 4.3174 kN/m
B: Qwh = 1×1.2×1.4×1.5112×1.7 = 4.3160 kN/m
C: Qwh = 1×1.2×1.4×1.5105×1.7 = 4.3140 kN/m
D: Qwh = 1×1.2×1.4×1.5707×1.7 = 4.4859 kN/m
E: Qwh = 1×1.2×1.4×1.7283×1.7 = 4.9360 kN/m
F: Qwh = 1×1.2×1.4×1.8924×1.7 = 5.4047 kN/m
G: Qwh = 1×1.2×1.4×1.9603×1.7 = 5.5986 kN/m
7. 上部结构及其盖梁所受风载 Fwh 计算
对于35mT梁盖梁的长宽比 11/2.1=5.24≥4
对于35mT梁盖梁的截面高宽比1.9/2.1 = 0.90
则有 K1 = 1.1
盖梁处的风荷载 Fwh= 1×1.1×1.4×2.0291×2.1×1.9 = 12.5 kN
上部构造的设计基准风压同盖梁顶,则
上部构造的风荷载 Fwh= 1×1.53×1.4×2.0291×35×(2.1+0.8) = 441.2 kN
综上计算,合计作用于盖梁的风荷载为= 12.5+441.2 = 454 kN
六、35mT梁30m墩高
1. 各个节点离地面高度z
A: z = 0 m
B: z = 3.1125 m
C: z = 7.025 m
D: z = 10.5375 m
E: z = 14.05 m
F: z = 17.5625 m
G: z = 21.075 m
H: z = 24.9875 m
I : z = 28.1 m
J : z = 30 m
2. 空气密度γ计算
γ = 0.012017×e(-0.0001×z)
A: γ = 0.012017×e(-0.0001×0) = 0.012017 kN/m3
B: γ = 0.012017×e(-0.0001×3.1125) = 0.012013 kN/m3
C: γ = 0.012017×e(-0.0001×7.025) = 0.012009 kN/m3
D: γ = 0.012017×e(-0.0001×10.5375) = 0.012004 kN/m3
E: γ = 0.012017×e(-0.0001×14.05) = 0.012000 kN/m3
F: γ = 0.012017×e(-0.0001×17.5625) = 0.011996 kN/m3
G: γ = 0.012017×e(-0.0001×21.075) = 0.011992 kN/m3
H: γ = 0.012017×e(-0.0001×24.9875) = 0.011987 kN/m3
I : γ = 0.012017×e(-0.0001×28.1) = 0.011983 kN/m3
J : γ = 0.012017×e(-0.0001×30) = 0.011981 kN/m3
3. 风速高度修正系数 K2 计算
A: K2 = 1
B: K2 = 1
C: K2 = 1
D: K2 = 1+(10.5375-10)×(1.07-1)/5 = 1.01
E: K2 = 1+(14.05-10)×(1.07-1)/5 = 1.06
F: K2 = 1.07+(17.5625-15)×(1.12-1.07)/5 = 1.10
G: K2 = 1.12+(21.075-20)×(1.19-1.12)/10 = 1.13
H: K2 = 1.12+(24.9875-20)×(1.19-1.12)/10 = 1.15
I : K2 = 1.12+(28.1-20)×(1.19-1.12)/10 = 1.18
J : K2 = 1.19
4. 设计基准风速 Vd 计算
Vd = K2×K5×V10
式中,K5阵风风速系数按照A、B类地表取用,K5 = 1.38
A: Vd = 1×1.38×36 = 49.68 m/s
B: Vd = 1×1.38×36 = 49.68 m/s
C: Vd = 1×1.38×36 = 49.68 m/s
D: Vd = 1.01×1.38×36 = 50.18 m/s
E: Vd = 1.06×1.38×36 = 52.66 m/s
F: Vd = 1.10×1.38×36 = 54.65 m/s
G: Vd = 1.13×1.38×36 = 56.14 m/s
H: Vd = 1.15×1.38×36 = 57.13 m/s
I : Vd = 1.18×1.38×36 = 58.62 m/s
J : Vd = 1.19×1.38×36 = 59.12 m/s
5. 设计基准风压 Wd 计算
Wd = γ×Vd / (2×g)
式中,g为重力加速度,取用g = 9.81;
A: Wd = 0.012017×49.682/(2×9.81) = 1.5117 kN/m2
B: Wd = 0.012013×49.682/(2×9.81) = 1.5112 kN/m2
C: Wd = 0.012009×49.682/(2×9.81) = 1.5107 kN/m2
D: Wd = 0.012004×50.182/(2×9.81) = 1.5406 kN/m2
E: Wd = 0.012000×52.662/(2×9.81) = 1.6961 kN/m2
F: Wd = 0.011996×54.652/(2×9.81) = 1.8261 kN/m2
G: Wd = 0.011992×56.142/(2×9.81) = 1.9264 kN/m2
H: Wd = 0.011987×57.132/(2×9.81) = 1.9941 kN/m2
I : Wd = 0.011983×58.622/(2×9.81) = 2.0987 kN/m2
J : Wd = 0.011981×59.122/(2×9.81) = 2.1343 kN/m2
6. 风均布荷载 Qwh 计算
Qwh = K0×K1×K3×Wd×b
式中,K0设计风速重现期换算系数按照特大桥和大桥取用,K0 = 1;
K1风载阻力系数按照《公路桥涵设计通用规范》表4.3.7-6取用,K1 = 1.2;
K3地形地理条件系数按照峡谷口山口取用,K5 = 1.4;
A: Qwh = 1×1.2×1.4×1.5117×1.8 = 4.5714 kN/m
B: Qwh = 1×1.2×1.4×1.5112×1.8 = 4.5699 kN/m
C: Qwh = 1×1.2×1.4×1.5107×1.8 = 4.5684 kN/m
D: Qwh = 1×1.2×1.4×1.5406×1.8 = 4.6588 kN/m
E: Qwh = 1×1.2×1.4×1.6961×1.8 = 5.1290 kN/m
F: Qwh = 1×1.2×1.4×1.8261×1.8 = 5.5221 kN/m
G: Qwh = 1×1.2×1.4×1.9264×1.8 = 5.8254 kN/m
H: Qwh = 1×1.2×1.4×1.9941×1.8 = 6.0302 kN/m
I : Qwh = 1×1.2×1.4×2.0987×1.8 = 6.3465 kN/m
7. 上部结构及其盖梁所受风载 Fwh 计算
对于35mT梁盖梁的长宽比 11/2.1=5.24≥4
对于35mT梁盖梁的截面高宽比1.9/2.1 = 0.90
则有 K1 = 1.1
盖梁处的风荷载 Fwh= 1×1.1×1.4×2.1343×2.1×1.9 = 13.1 kN
上部构造的设计基准风压同盖梁顶,则
上部构造的风荷载 Fwh= 1×1.53×1.4×2.1343×35×(2.1+0.8) = 464.0 kN
综上计算,合计作用于盖梁的风荷载为= 13.1+464 = 477 kN
五、结构计算结果
一、采用“桥梁博士”对结构进行分析,结果列表如下:
由桥梁博士计算所得结果(35mT15m) |
|||||||
节点号 |
恒载 |
汽车1(2列车偏) |
|||||
轴力 |
剪力 |
弯矩 |
轴力 |
剪力 |
弯矩 |
||
盖梁 |
4 |
0 |
-1965 |
-2118 |
0 |
-562 |
-618 |
6 |
-72.8 |
-1049 |
-1736 |
5.2 |
-346 |
-404 |
|
8 |
-72.8 |
-835 |
242 |
5.2 |
-346 |
321 |
|
墩柱 |
5 |
4856 |
44 |
-234 |
1647 |
-5.2 |
-22.1 |
16 |
5004 |
-44 |
-107 |
1647 |
-5.2 |
-37.2 |
|
18 |
5282 |
-25.3 |
112 |
1649 |
1.3 |
-48.4 |
|
20 |
5470 |
25.3 |
18.8 |
1649 |
1.3 |
-43.6 |
|
21 |
5618 |
25.3 |
-54 |
1649 |
-1.3 |
39.9 |
|
系梁 |
28 |
69.3 |
0 |
108 |
-6.5 |
-1.4 |
-4.1 |
节点号 |
汽车2(3列车偏) |
汽车3(2列车中) |
|||||
轴力 |
剪力 |
弯矩 |
轴力 |
剪力 |
弯矩 |
||
盖梁 |
4 |
0 |
-443 |
-487 |
0 |
-7.3 |
8 |
6 |
16.9 |
-392 |
-324 |
52.4 |
-375 |
277 |
|
8 |
16.9 |
-392 |
499 |
52.4 |
-375 |
1063 |
|
墩柱 |
5 |
1383 |
-16.9 |
54.4 |
882 |
-52.4 |
245 |
16 |
1383 |
16.9 |
5.9 |
882 |
52.4 |
93.9 |
|
18 |
1385 |
4.2 |
-38.2 |
882 |
52.4 |
-98.8 |
|
20 |
1385 |
-4.2 |
-22.9 |
882 |
-13 |
-10.2 |
|
21 |
1385 |
-4.2 |
-109 |
882 |
-13 |
27.1 |
|
系梁 |
28 |
-21 |
-1.6 |
-13.2 |
-65.4 |
0 |
-40.9 |
节点号 |
汽车4(3列车中) |
风荷载(作用于左侧) |
|||||
轴力 |
剪力 |
弯矩 |
轴力 |
剪力 |
弯矩 |
||
盖梁 |
4 |
0 |
-178 |
-196 |
368 |
0 |
166 |
6 |
23.1 |
-248 |
34.8 |
194 |
-317 |
716 |
|
8 |
23.1 |
-248 |
555 |
194 |
-317 |
50.3 |
|
墩柱 |
5 |
1034 |
-23.1 |
108 |
-317 |
-174 |
638 |
16 |
1034 |
23.1 |
41.3 |
-317 |
186 |
120 |
|
18 |
1034 |
23.1 |
-43.4 |
-317 |
201 |
-591 |
|
20 |
1034 |
-5.7 |
-4.5 |
-709 |
207 |
-188 |
|
21 |
1034 |
-5.7 |
11.9 |
-709 |
218 |
-799 |
|
系梁 |
28 |
-28.8 |
0 |
-18 |
9.3 |
-392 |
-1.9 |
节点号 |
风荷载(作用于右侧) |
温升 |
|||||
轴力 |
剪力 |
弯矩 |
轴力 |
剪力 |
弯矩 |
||
盖梁 |
4 |
0 |
0 |
0 |
0 |
0 |
0 |
6 |
194 |
-317 |
-615 |
-4.6 |
0 |
-65.4 |
|
8 |
194 |
-317 |
50.3 |
-4.6 |
0 |
-65.4 |
|
墩柱 |
5 |
317 |
-194 |
684 |
0 |
4.6 |
69.7 |
16 |
317 |
194 |
126 |
0 |
-4.6 |
82.8 |
|
18 |
709 |
-203 |
552 |
0 |
-131 |
340 |
|
20 |
709 |
203 |
-196 |
0 |
131 |
-143 |
|
21 |
709 |
203 |
-781 |
0 |
131 |
-520 |
|
系梁 |
28 |
9.3 |
-392 |
-1.9 |
136 |
0 |
-240 |
节点号 |
温降 |
||||||
轴力 |
剪力 |
弯矩 |
|||||
盖梁 |
4 |
0 |
0 |
0 |
|||
6 |
4.6 |
0 |
65.4 |
||||
8 |
4.6 |
0 |
65.4 |
||||
墩柱 |
5 |
0 |
-4.6 |
-69.7 |
|||
16 |
0 |
4.6 |
-82.8 |
||||
18 |
0 |
131 |
-340 |
||||
20 |
0 |
-131 |
143 |
||||
21 |
0 |
-131 |
520 |
||||
系梁 |
28 |
-136 |
0 |
240 |
...
二、肋板构造要求验算
台身顶截面的配筋率μ= (21×490.9)/(1000×1500) = 0.00687 > 0.005
台身底截面的配筋率μ= (44×490.9)/(1000×3600) = 0.006 > 0.005
单侧配筋率μ> 0.002 满足构造要求;
纵向钢筋伸入基础和帽梁的锚固长度 > 30d = 30×25 = 75 cm 满足;
箍筋间距 ≤ 15d = 15×25 = 37.5 cm 满足。
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