分块面积分块面积分块面积形心到上缘距离分块面积
对上缘静
矩分块面积
自身惯矩
di=ys-yi
分块面积对截面形心惯矩I=Ii+Ix cm 2cm cm3cm
4
cm cm
4
cm
4
翼板36007.52700067500561136016911427669三角承托15016.667250020847331459331668腹板261087.52283754572938-2414815476054485下三角360153.3551888000-9028917672899767马蹄1080170
183********-106
1220946312245463∑
7800
496663
46846462827440632959052
翼板27007.5202505062563.501088772410938349三角承托15016.667250020854.33442842443050腹板261087.52283754572938-16.507104105283347下三角360153.3551888000-82.3024382722446272马蹄1080170
183********-99.00
1058467610620676∑
6900
489913
4667771
2506392329731694
63.67cm 71.00cm
36.33
cm 66.36cm
0.57
分块面积分块面积分块面积形心到上缘距离分块面积
对上缘静
矩分块面积
自身惯矩
di=ys-yi
分块面积对截面形心惯矩I=Ii+Ix cm 2cm cm3cm 4
cm cm 4cm 4翼板36007.5270006750064.851513962115207121三角承托15016.667250020855.68465080465288腹板207072.51500752281313-0.15472281360下三角360123.3443888000-50.95934545942545马蹄2700155418500520833-82.65
1844401018964843∑88806424632877855
3498330337861157翼板27007.5202505062572.161406035914110984三角承托15016.667250020863.00595280595488腹板207072.515007522813137.161062172387530下三角360123.3443888000
-43.64
685499
693499
跨中截面
小毛截面
分块名称
大毛截面
检验截面效率指标(希望>0.5)
上核心距=下核心距=
截面效率指标=
说明以上初步拟定主梁跨中截面尺寸是合理的
小毛截面
大毛截面形心到上缘距离ys1=小毛截面形心到上缘距离ys2=
变化点截面
分块截面几何特性
分块名称
大毛截面
马蹄2700155
418500520833-75.34
1532417415845007∑79806357132860980
3077152933632508
ys1=72.35cm ys2=
79.66
cm
分块面积分块面积分块面积形心到上缘距离分块面积
对上缘静
矩分块面积自身惯矩di=ys-yi
分块面积对截面形心惯矩I=Ii+Ix cm 2
cm cm3cm 4cm cm 4cm 4翼板
36007.5270006750063.451449317914560679三角承托15016.667250020854.28441994442202腹板891097.5
86872520214563-26.55
628075426495317∑12660898225202822712121592741498198翼板
27007.5202505062568.311259730612647931三角承托15016.667250020859.14524608524816腹板891097.586872520214563-21.69
419342524407988∑
11760891475
20265396
17315339
37580736
ys1=70.95cm k x =46.20cm
ys2=
75.81cm
g=17.25g1=20.18
g2=10.96跨中四分点变化点支点
α0.500.250.050.00弯距2110.911583.18387.950.00剪力0.00145.58263.05291.16弯距1152.17864.13211.750.00剪力0.0079.46143.58158.92弯距3263.082447.31599.690.00剪力
0.00
225.04406.62450.08
支点
Mmax Qmax Mmax Qmax Mmax Qmax Qmax KN.m KN KN.m KN KN.m KN KN 一期恒载2110.910.001583.18145.58387.95263.05291.16二期恒载
1152.170.00864.1379.46211.75143.58158.92总恒载=1+2
3263.080.002447.31225.04599.69406.62450.08汽-201935.88104.331603.57195.59404.70225.05292.50挂-1002350.40162.091913.60266.09490.02276.53277.56恒+汽5198.96104.334050.88420.631004.39631.67742.58恒+挂
5613.48162.09
4360.91491.13
1089.71683.15
727.64
分块名称
大毛截面二期小毛截面Σ
荷载类型恒载内力
一期内力组合计算支点截面
变化点截面跨中截面四分点截面
Sji=1.2*恒+1.4*汽6625.93
146.065181.77543.871286.21803.02949.60Sjm=1.2*恒+1.1*挂6501.14178.305041.73
562.751258.65792.13845.41汽/6*100%0.37 1.000.400.460.400.360.39提高系数 1.03 1.00 1.03 1.03 1.03 1.00 1.03挂/7*100%0.42 1.000.440.540.450.400.38提高系数 1.00 1.03 1.00 1.02 1.00 1.00 1.00提高后Sji 6824.71146.065337.22560.191324.80803.02978.08提高后Sjm 6501.14
183.655041.73574.00
1258.65792.13845.41钢束其弯高度
y1y2L1x3ΦR N1(N2)2112.198.8110099.2571182.35N35112.1938.8110099.2575207.12N4103.325.8877.4210096.59152272.05N512025.8894.1210096.59152762.15N6
120.8830.9089.9810095.11181838.41x4(cm)
R （cm)sin cos a0(cm)ai(cm)ay(cm)
N1(N2)/1182.35
99.00N3/5207.1299.00N4/2272.0516.716.70N565.232762.150.023620.999723030.77N6
82.651838.410.044960.998994243.86N1(N2)71.031182.350.060070.99819911.14N3565.215207.120.108550.99409939.77N4515.342272.050.226820.9739416.775.92N5650.23
2762.150.23541
0.9719030107.63y 角度a x5x5*tan(a)a0ai N1(N2)21.007.0032.32 3.979.0026.03N351.0015.0028.637.679.0052.33N4103.3015.0029.307.8516.70112.15N5
120.00
15.00
21.26
5.70
30.00
144.30
N6
R
Φ曲线长S 直线长X1直线长L1有效长度预留长度N1(N2)1182.357.00144.451238.97100.002966.85140.00N35207.127.00636.17744.79100.002961.91140.00N42272.0515.00594.82794.66100.002978.96140.00N52762.1515.00723.13659.77100.002965.80140.00N6
1838.41
18.00
577.55642.35100.00
2639.82
140.00
分块名称分块面积
分块面积重心到上缘距离
分块面积对上缘静
矩
全截面重心到上缘距离
分块面积自身惯矩
di
管道面积=46.566n=6n y =毛截面
6900.00
71.00
489913
29731694
-4.26
截面面积和惯矩计算1/4点
变化点
支点
72.17
钢束长度计算
19.72
钢束布置计算
各计算截面钢束位置及钢束群位置
49.12
扣除管道面积
-279.40160.72-449050
-93.97Σ
6667.17445008
29731694毛截面
7800.0063.6749666332959052
2.78钢束换算面积
230.40160.7237030
-94.26Σ
8030.40533693
32959052毛截面
6900.0071.0048991329731694
-4.24扣除管道面积
-279.40160.28-44781
-93.51Σ
6667.17445132
29731694毛截面
7800.0063.6749666332959052
2.77钢束换算面积
230.40160.2836928
-93.83Σ
8030.40533591
32959052毛截面
7980.0079.6663571333632508
-1.54扣除管道面积
-232.83130.88-30474
-52.76Σ
7747.17605239
33632508毛截面
8880.0072.3564246337861157
1.24钢束换算面积
192.00130.8825130
-57.30Σ
9072.00667593
37861157毛截面
11760.0075.8189147537580736
-0.65扣除管道面积
-232.83107.83-25106
-32.67Σ
11527.17866369
37580736毛截面
12660.0070.9589822541498198
0.55钢束换算面积
192.00107.8320704
-36.33
Σ
12852.00
918929
41498198
b1=180
r s =66.75
b2=240rs=
Ai(cm
2)
yi(cm)
Si(cm
3)
Ai(cm2)
yi(cm)
翼板270059159965翼板360059三角承托150
507512三角承托15050肋板90494432肋板9049171909下三角
3608731171下三角36087马蹄1080103111514马蹄1080104肋板3608329971肋板36084管道
-27994-26256管道23094146401翼板
270059159965翼板360058三角承托150507512三角承托15049肋板9322624108肋板93225191584-1翼板
270059159965翼板360058三角承托150507512三角承托15049肋板926
26
24098肋板
926
25
191575rs=67rs=Ai(cm2)
yi(cm)
Si(cm3)
Ai(cm2)
yi(cm)
净轴以上
面积对换轴静矩换轴以上面积对换轴静矩静
矩变化点
支点
净截面
换算截面翼缘对换轴静矩
马蹄部分对换轴静
矩
截面对重心轴静矩计算
净截面
翼缘对净轴静矩马蹄部分对净轴静矩
净轴以上面
积对净轴静
矩换轴以上面
积对净轴静
矩静矩
75.16
71.50
1/4点
跨中
66.75
66.46
换算截面
跨中
1/4点
66.76
66.45
78.12
73.59
净截面
换算截面净截面
换算截面
翼板
270059160015翼板360058三角承托150507515三角承托15049肋板90494434
肋板9048171963下三角
3608731165下三角36088马蹄1080103111494马蹄1080104肋板3608329965
肋板36084管道
-27994-26128
管道23095146496翼板
270059160015
翼板360058三角承托150507515
三角承托15049肋板
9322624108肋板93225191637翼板270059160015翼板360058三角承托150507515三角承托15049肋板
926
26
24098
肋板
926
25
191628
rs=78rs=Ai(cm2)yi(cm)Si(cm3)Ai(cm2)yi(cm)翼板
270071190685翼板360066三角承托150619219三角承托15057肋板90615456
肋板9056205359下三角
3604516275下三角36050马蹄270077207565马蹄270081肋板3604215075
肋板36046管道
-23353-12284管道23057226632
翼板
270071190685翼板270066三角承托150619219三角承托15057肋板
11363235862肋板108327235765翼板270071190685翼板270066三角承托150619219三角承托15057肋板
1055
34
35677肋板
1025
30
235580rs=75rs=Ai(cm2)yi(cm)Si(cm3)Ai(cm2)yi(cm)翼板
270068182679翼板360064三角承托150588774三角承托15055肋板
2705815568肋板27054207021翼板
270068182679翼板360064三角承托150588774三角承托15055肋板
3249
30
97715
肋板
3249
26
马蹄部分
对换轴静矩净轴以上面积对换轴静矩换轴以上面积对换轴静矩静
矩翼缘对换轴静矩
支点
净轴以上面积对换轴静矩
翼缘对换
轴静矩马蹄部分
对换轴静矩净轴以上
面积对换
轴静矩换轴以上面积对换
轴静矩静矩净轴以上
面积对净
轴静矩
翼缘对净
轴静矩马蹄部分对净轴静
矩
净轴以上
面积对净
轴静矩换轴以上面积对净
轴静矩静矩
翼缘对净
轴静矩马蹄部分对净轴静
矩
翼缘对换
轴静矩翼缘对净
轴静矩净轴以上
面积对净
轴静矩变化点换轴以上面积对净
轴静矩静矩
289168翼板270066178443翼板360062三角承托150578538三角承托15053肋板
3051
28
86193
肋板
3051
25
273174
跨中四分点变化点支点A j cm 2
66676667774711527I j cm 42738928427412291
3300329637337114
y js cm 67677875y jx cm 113113102105梁上边缘W js cm 3
410350410580422448496776梁下边缘
W jx cm 3241840242083323955356130翼缘部分面积S a-j cm 3
171909171963205359253200净轴以上面积S j-j cm 3191584191637235765324446换轴以上面积S o-j cm3191575191628235580307763马蹄部分面积
S h-j cm 31464011464962266320e j cm
98.5193.5152.7632.67A o cm 2
80308030907212852I o cm 435066653350475203850508941755461y os cm 66.4666.4573.5971.50y ox cm 113.54113.55106.41108.50梁上边缘W os cm
3
527643527455523250583986梁下边缘W ox cm 3308846308643361850384846翼缘部分面积S a-o cm 3
224128220924252332253200净轴以上面积S j-o cm 323064239638217100324446换轴以上面积S o-o cm 3239659239635217836307763马蹄部分面积
S h-o cm31948911964842668420e o cm 98.8093.8357.3036.33a y
cm
14.74
19.72
49.12
72.17
θ=Φ-α角度弧度N1(N2)70.127.570.03080.030342.29N3150.267.540.05730.055777.66N4150.267.540.05730.055777.67N513.650.247.460.05270.051471.64N615.420.27 5.810.05700.055477.23N1(N2)70.1214.820.03800.037352.06N3150.2614.790.06450.062587.17N4150.2614.790.06450.062587.18N5150.2614.710.06450.062487.08N6
18
0.31
13.060.0728
0.0702
97.88
跨中
换轴以上面积对换
轴静矩静矩截面特性汇总
1/4点
钢束群重心到换轴距离钢束群重心到下缘距离
对形心轴静矩
名称
符号面积对换轴静矩
截面管道摩擦损失σ
s1
截面位置
钢束x (m)
μ*θ+k*x 1-e -(μθ+kx)
σk [1-e-(μθ+kx)](Mpa
)面积对净轴静矩
截面形心至上缘距离截面形心至下缘距离截面抗弯
模量
单位截面
换轴以上面积对净
轴静矩静矩
截面形心至下缘距离
混凝土净截面
净面积
净惯矩
钢束群重心到净轴距离
换算截面
换算面积换算惯距
截面形心至上缘距离截面抗弯模量
对形心轴静矩
N1(N2)11.560.20 1.720.04000.039354.76N38.770.15 1.690.03080.030342.26N4 1.890.03 1.690.00800.007911.06N5 1.380.02 1.610.00620.00628.63N1(N2)000.320.00030.00030.45N3000.290.00030.00030.40N4000.290.00030.00030.41N5000.210.00020.00020.30
钢束N1(N2)N3N4N5N6l(mm)31068.4931019.1431189.5831057.9927798.16σs2(Mpa)
73.39
73.50
73.10
73.4182.02
σ
y0
σy0*Δay cos αN y0
A j =6667
I j =27412291
N21279.3210746.30110746.3010746.30103.751114928.70N11246.8310473.40110473.4021219.70103.751086615.52
N51195.5410042.560.99972110810039.7631259.4681.98823059.59
N31153.959693.1419693.1440952.60103.751005663.14
N41131.349503.261
9503.2650455.87
96.05912788.38
Aj=6667
Ij=27389284.01
N21269.5510664.22110664.2210664.22103.761106519.33N11237.2910393.20110393.2021057.42103.761078398.71
N51179.699909.3619909.3630966.7882.76820098.48N31144.369612.6619612.6640579.44103.76997409.44N41131.269502.601
9502.6050082.04
96.05
912724.49
Aj=7747
Ij=33003295.98
N21266.8610641.590.99819400710622.3710622.3790.86965148.32N11244.4110453.080.99819400710434.2021056.5790.86948051.50N51299.6410916.960.97189685810610.1631666.73-5.63-59735.21N31230.3810335.190.9940914110274.1241940.8583.37856553.64N4
1268.75
10657.470.97393711710379.7152320.5626.08270702.82A=
8030.4
Io=
35047519.92
N611235.7510380.280.998989002
10369.7869.69722721.48N2914.407680.9317680.93104.55803069.23N1914.937685.391
7685.39104.55803534.73N5888.337461.960.999721108
7459.8882.78617553.08N3882.687414.5217414.52104.55775214.85N4881.477404.381
7404.3896.54714783.45N6890.03
7476.23
0.998989002
7468.6769.69
520528.85
Σ
45113.77
4234684.19
A=8030.4
Io=
35066652.86
成桥后张拉N61/4点
跨中
变化点
1/4点
支点
锚具变形，钢束回缩引起的损失σ
s2（Mpa)
截面σ
s4计算表
钢束号
锚固时预加纵向轴力N y0
ΣNy0(0.1KN)
e yi M y0=Ny0*eyi
变化点
N611235.7510380.27515110380.2751571.54742614.5091N2929.797810.24333317810.243333104.54816490.0799N1891.347487.28532117487.285321104.54782727.7499N5892.207494.47881917494.47881983.54626095.7096N3896.707532.25247817532.252478104.54787428.6581N4892.307495.27927917495.27927996.87726074.6536N6890.987484.2298521
7484.22985271.54
535428.7432Σ
45303.76908
4274245.594
σ
s5=
0.045*1395
62.775
截面Ny(Mpa)My(Mpa)Mg(Mpa)My-Mg I (m 4) A (m 2)
e (m)Ny/A 跨中5008.204915.152110.912804.240.273892840.670.997.511/4点5045.594943.061583.18253359.870.2741229050.670.947.57变化点
5232.062980.72387.94562592.780.330032960.770.53 6.75βα(τ)=0.312u=
818.74h=
λ*2*Ah/u=28.58查表Φf2= 1.61
Φf =2*1.61= 3.22
Φ(∞,т)=Φ(t,т)= 2.77ε=0.23*10^3
配筋率跨中1/4点变化点
A (cm 2)
8030.408030.409072.00Ay (cm2)50.4050.4050.40μ0.010.010.01
跨中1/4点变化点r 24366.744364.364244.39e A
98.8093.8357.30e A 2
9761.628804.463282.83
ρ
3.24 3.02 1.771+10*μ*ρ 1.20 1.19 1.10Φ(∞,т) 2.773 2.773 2.773ε=0.000230.000230.00023σh
17.6019.0310.90n*σh*Φ(∞,т)271.86293.98168.36Ey*ε42.5542.5542.55n*σh*Φ(∞,314.41336.53210.91261.34
282.94
192.00
σs6 (Mpa)
分母
分子
混凝土收缩须变损失σ
s6
σ
h的计算
跨中
σs1σs2σs4
N11395.0052.0673.3932.261237.29N21395.0052.0673.390.001269.55N31395.0087.1773.5089.961144.36N41395.0087.1873.10112.971121.75N51395.0087.0873.4154.831179.69N61395.0097.8882.02
1215.10N11395.0054.7673.3922.441244.41N21395.0054.7673.390.001266.86N31395.0042.2673.5048.861230.38N41395.0011.0673.1042.091268.75N5
1395.00
8.63
73.41
13.32
1299.64
截面M (KN.m)N (KN)σs5+σs6
N y N y1M
'
M y1变化点2980.72
52320.560.00
5232.06
0.00
2980.72
（一）混凝土法向应力的验算
梁截面下缘最大压应力бha ≤0.75R a
b’
＝0.75×0.9×35＝23.625MPa 梁截面上缘最大拉应力бhl ≤0.75R l
b’
＝0.70×0.9×3.0＝1.89MPa 截面应力部位M g1 （kN·m）N y0(kN)
M y0(kN·m)A j （m 2）I 1（m 4)e 1s e 1x (m)
上缘
0.67下缘 1.13上缘
0.67下缘 1.13上缘
0.78下缘
1.02采用两定点吊装。吊点在支点跨中Mg=
2110.91变化点Mg=387.95Ny0(kN)My0(kN·m)Aj（m2）
Wj Mg1（超重）Mg1（失重）
上缘5008.204915.150.67
0.412533.091794.27下缘5008.204915.150.670.242533.091794.27上缘5232.062980.720.77
0.42465.53329.75下缘5232.062980.720.77
0.32
465.53
329.75
（二）使用阶段的混凝土法向应力（扣除全部预应力损失）验算 荷载组合Ⅰ 梁截面上缘最大压应力б
ha ≤0.5R a
b
＝0.5×35＝17.5MPa
荷载组合Ⅲ 梁截面上缘最大压应力б
ha ≤0.6R a b
＝0.6×35＝21MPa 不允许出现拉应力
σ
k
锚固前应力损失
永存应力
截面
钢束0.2738928
50464943截面应力验算
σy 跨中
变化点
四分点1583.18251 预施应力阶段的混凝土法向应力验算预施应力阶段的混凝土法向应力记算
跨中2110.91500849150.6667变化点
387.9456523229810.77470.330033
0.66670.2741229
不允许出现拉应力扣除全部损失的永存应力
跨中
变化点
W 1s
W 1x
kN
m 2
kN·m kN·m m 3
上缘0.41035下缘0.24184上缘0.42245下缘0.32396上缘0.41035下缘0.24184上缘0.42245下缘
0.32396
(三）使用阶段混凝土主拉应力和主压应力验算（以保证梁体有足够的抗剪强度）
S aa 1(m 3)S aa 2(m 3)
跨中0.000.27390.35070.1719变化点
263.050.33000.38510.2054跨中104.330.27390.35070.2241变化点368.630.33000.38510.2523跨中162.090.27390.35070.2241变化点
420.110.33000.38510.2523
变化点
0.000.3300
0.180.2054
变化点
0.00
0.3851
0.18
0.2523变化点跨中
变化点跨中
变化点
N y1/A 1
My1
I1（m4)
y1 （m）My1*y1/I1N y /A 2M'12
345=2*4/367
上梗肋0.47-7.29 2.031613.96净轴0.000.00 2.031613.96
换轴0.00-0.04 2.031613.96下梗肋-0.7311.43 2.031613.96上梗肋0.58-5.250.000.00净轴0.000.000.000.00
换轴0.05-0.410.000.00下梗肋
-0.32 2.880.000.00
4530.380.80304组合Ⅰ
跨中
荷载组合截面部位
N y1跨中变化点截面锚固时σs5+σs6引起的
5.775.64M y1变化点5232.060.90724274.25M g1
A 1使用阶段的混凝土法向应力（扣除全部预应力损失）计
2110.912980.72387.95跨中
4530.380.80304变化点
5232.06
0.80304
4274.252110.91I 2(m 4
)肋宽b(m)上梗肋处
荷载组合Ⅰ 主拉应力бzl ≤0.8R l b ＝0.8×3.0＝2.4MPa 主压应力бza ≤0.6×R a b ＝0.6×35＝21MPa
荷载组合Ⅲ 主拉应力бzl ≤0.9R l b ＝0.9×3.0＝2.7MPa 主压应力бza ≤0.65×R a b
＝0.65×35＝22.
剪应力
2980.72
387.95
组合Ⅲ
梁的自重
0.18/荷载截面
Q（kN）I 1（m 4
)4274.25
2980.72
0.27
0.33
бh的计算
第二期恒载＋挂0.18/第二期恒载＋汽0.18/预加力组合一
组合三
123456上梗肋
0.47 3.60净轴
0.000.00换轴
0.000.02下梗肋
-0.73-5.65上梗肋
0.580.68净轴
0.000.00换轴
0.050.05下梗肋-0.32-0.37
跨中截面钢丝束最大应力
913.17945.44820.25797.63855.57n y M g1/I 1
e 1i
104.25104.25104.2596.55
83.25б
hx =бh ±б计算表y 1 （m）M g1×y 1/I 1（Mpa）M g2+M 汽跨中2110.910.273893088.05截面应力部位
M g1(kN·m）I 1（m 4）3502.57M g2+M 挂变化点387.950.33003616.45701.77
第Ⅰ荷载组合荷载组合N2N3N4N5第Ⅲ荷载组合（四）验算预应力钢丝束中的最大应力
有效应力бy
第一期恒载86.94项目
N1荷载组合Ⅰ бy ≤0.65R y b ＝0.65×1860＝1209Mpa 荷载组合Ⅲ бy ≤0.70R y b ＝0.70×
б
g1=n y M g1e 1i
/I 1 (Mpa)
90.6490.6490.6483.9472.38n y M g2/I 2
e 2i
104.54104.54104.5496.8483.54б
g2=n y M g2e 2i
/I 2 (Mpa)
19.1419.1419.1417.7315.29n y M 汽/I 2
бp Ⅰ=n y M 汽
e 2i /I 2
(Mpa)
32.1532.1532.1529.7825.69n y M 挂/I 2
бp Ⅲ
=n y M 挂
e 2i /I 2
(Mpa)
39.0439.0439.0436.1631.19бymin =бy +
бg1+бg2
1022.941055.21930.02899.30943.24Ⅰ:бymax =
бmin +бp
Ⅰ
1055.091087.36962.17929.08968.93Ⅲ:бymax =
бmin +бp
Ⅲ
1061.981094.24969.05935.46974.43变化点截面钢丝束最大应力989.641012.08975.611013.981044.87n y M g1/I 1
e 1i
0.910.910.620.26-0.06бg1=n y M g1e 1i /I 1 (Mpa)
78.8978.8954.0022.57-5.00n y M g2/I 2
e 2i
0.950.950.670.30-0.01бg2=n y M g2e 2i /I 2 (Mpa)
17.4417.4412.20 5.58-0.22n y M 汽/I 2
бp Ⅰ
=n y M 汽e 2i /I 2 (Mpa)
29.3029.3020.509.38-0.37n y M 挂/I 2
бp Ⅲ
=n y M 挂e 2i /I 2 (Mpa)
35.5835.5824.8911.39-0.45бymin =бy +бg1+бg2
1085.971108.411041.801042.131039.65Ⅰ:бymax =бmin +бp
Ⅰ
1115.271137.711062.301051.511039.27Ⅲ:бymax =бmin +бp
Ⅲ
1121.551143.991066.691053.511039.19y ox =
113.55I o =35047519.92E h =35000分块N1N2N3N4N5h1cm
83.5583.5553.55-6.45-36.45h3cm
104.55104.55104.5596.8583.55h2cm
12.1912.1912.1925.8825.88l1cm 1238.971238.97744.79794.66659.77
第二期恒载18.30汽车30.76第一期恒载挂车37.34钢束应力项目
N1N2N3N4N530.76挂车37.34有效应力бy
第一期恒载86.94第二期恒载18.30各束引起反拱度计算项目
钢束应力汽车
l3
cm 144.09144.09634.59588.05714.90l2
cm 243.35243.35733.84684.64811.49R
cm 1182.351182.355207.122272.052762.15Φ
0.120.120.120.260.26sin(Φ)
0.120.120.120.260.26sin(Φ/2)0.060.060.060.130.13A1
cm 226018.4326018.4337984.1682088.2379172.34d1
cm 619.49619.49372.39397.33329.88A1*d1
cm 316118068.9116118068.9114145059.8032616060.3226117748.10A2
cm2123853.16123853.1679185.95-9536.17-53622.14d2
cm 741.16741.16739.32739.65735.63A2*d2
cm391795010.8291795010.8258543361.33-7053426.77-39446054.14A3
cm2604.80604.80604.801250.001250.00d3
cm 1416.151416.151412.461414.901406.86A3*d3
cm3856494.39856494.39854262.661768631.181758581.18A4
cm21756.041756.047733.6815219.8218502.92d4
cm 1311.021311.021062.081088.681017.22A4*d4
cm32302207.432302207.438213800.1216569563.0618821511.28A5
cm2634.95634.9512315.1522762.8133642.41d5
cm 1287.001287.00956.32990.67898.07A5*d5
cm3817180.08817180.0811777186.7122550543.6430213203.54A6
cm2212.28212.284117.337692.5511369.25d6
cm 1311.071311.071062.321089.701018.45A6*d6
cm3278317.59278317.594373915.728382561.6411579042.80A
cm2153079.68153079.68141941.08119477.2590314.79d
cm 732.74732.74689.78626.34543.03η
cm 374.79374.79394.43426.48464.11N y
0.1KN 7685.397680.937414.527404.387459.88f l cm 0.850.850.800.720.60
f= 4.216向上
面积5面积6面积1面积2面积3面积4
x2x1 144.091238.97 634.59744.79 588.05794.66 714.90659.77 568.10642.35
α弧度角度
0.02362 1.35 0.04497 2.58 0.06011 3.44 0.10876 6.23 0.2288113.11 0.2376413.62
总长
3106.85
3101.91
3118.96
3105.80
2779.82
Iy Iy
5.57
12496429856658
-2467380-2467380 -234241027389284 6046933019521 20471322047132 210760135066653
12388029855574 -2443284-2443284 -231940327412291 5992033018972 20285482028548 208846835047520
1891033651418 -648122-648122 -62921233003296
1362837874785
630304630304
64393238505089 492137585656 -248543-248543 -24362237337114 384341502042 253419253419
25726241755461
66.46
Si(cm3)
212253
7469
4406
224128
31275
111824
30075
21718
194891
209254
7344
23064
239662
209254
7344
23061
239659
66
Si(cm3)
7344 4331 220924 31575 112725 30375 21808 196484 209249 7344 23045 239638 209249 7344 23042 239635
74
Si(cm3) 238694 8571 5067 252332 17830 219229 16631 13151 266842 179021 8571 29508 217100 179021 8571 30245 217836
72
Si(cm3) 230396 8225 14580 253200 230396 8225 85826
224748 7989 75026 307763
ΣNy0/A j
ΣMy0*eyi/I j 合计1114928.70N1103.75 1.61 4.22 5.8332.492201544.22N581.98 3.18 6.589.7754.413024603.81N3103.75 4.6911.4516.1489.894030266.95N4
96.05 6.14
14.1220.26
112.89
4943055.331106519.33N1103.76 1.60 4.19 5.7932.262184918.04N582.76 3.24 6.609.8454.833005016.52N3103.76 4.7611.3816.1589.964002425.96N496.05 6.2414.0420.28112.97
4915150.45
965148.32
N190.86 1.37 2.66 4.0322.441913199.82N5-5.63 2.72-0.33 2.3913.321853464.61N383.37 4.09 4.688.7748.862710018.24N426.08 5.41 2.147.5642.09
2980721.07
N2104.55 1.29 2.156019262 3.4519.21N1104.550.96 2.395712291 3.3518.68N582.780.96 1.897972159 2.8615.91N3104.550.93 1.842281408 2.7715.44N496.540.92
2.135260503
3.0617.04
σs4=n y *ΣΔσhl (Mpa)
ΣMy0 (Mpa)
计算应力损失的钢束号
e yj (cm)
ΣΔσ
hl
σs4计算表
N2104.54 1.29 1.51503854 2.8115.64
N1104.540.97 2.434125389 3.4118.98
N583.540.93 2.333472917 3.2718.19
N3104.540.93 1.491577092 2.4213.51
N496.870.94 2.347487294 3.2918.30
(My-Mg)*e/Iσh (Mpa)
10.0917.60
11.4619.03
4.1410.90
σs5σs6σs5+σs6sinαcosαQ y N y (KN)
62.78261.34324.12913.17010.001039.32
62.78261.34324.12945.44010.001066.43
62.78261.34324.12820.25010.00961.27
62.78261.34324.12797.63010.00942.27
62.78261.34324.12855.57010.00990.94
62.78261.34324.12890.98010.001020.68
5223.030.006020.89
62.78192.00254.77989.640.0600730.99819462.791043.42
62.78192.00254.771012.080.0600730.99819463.931062.24
62.78192.00254.77975.610.1085460.994091112.181027.41
62.78192.00254.771013.980.2268180.973937241.731037.97
62.78192.00254.771044.870.2354070.971897256.991061.02
5036.185232.06
бha (Mpa）бhl (Mpa）
0.68
14.35
-0.62
15.75
0.62
12.89
Ny0/A j Mg1/Wj超Mg1/Wj失My0/Wjбh超 (Mpa)бh失 (Mpa)
7.51 6.17 4.37-11.98 1.71-0.09
7.51-10.47-7.4220.3217.3620.42
6.75 1.100.78-
7.060.800.48
6.75-1.44-1.029.2014.5214.94
不允许出现拉应力
锚固阶段的预加力，（σ5+σ6）所引起的轴力和剪力锚固后应力损失
永存应力
拉应力