40米T梁钢绞线理论伸长值计算方案.docx

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1、贵州公路建设项目毕节至都格公路BD-T14合同段40米丁梁钢绞线理论伸长量计算书中国中铁编制：复核:审批：中铁四局集团第四工程有限公司BD-T14项目经理部2014年05月21日40米T梁钢绞线理论伸长值计算书说明：采用分段计算，算至跨中加倍求得。非标准梁长计算按跨中直线段内长度减少或增加。1、张拉设备选用1X张拉力计算边跨 P=Apocon = 139x9x1395 = 1745145N = 178076 kg = 178.08T 中跨 P=Apacon = 139x8x1395 = 1551240N = 158289.8 kg = 158.29T 张拉设备所需吨位数Q =1.5x178.0

2、8=267.12T2X张拉伸长值边跨 L=oconl/Ep=1395x39280/1.95x105=281mm 中跨 L=oconl/Ep=1395x39200/1.95x105=280mm 3）、设备选用选用YDC2500型穿心式千斤顶2、各钢束理论伸长值计算（边跨）1X N1钢束:采用后张法工艺施工，设计钢绞线为9根中s15.2mm，预应力钢绞线采用标准强度fpk=1860MPa，采用预埋波纹管成孔。控制张拉应力 ocon=0.75fpk=0.75x1860=1395MPa截面面积 Ap =9x139=1251mm2控制拉力= 1251mm2x1395N/mm2=1745145N = 1

3、745.15KN弹性模量Ep=1.95x105k 值取 0.0015山直取0.25。工作段长度0.6m，由于该类梁伸缩缝端与连续端钢束构造有所不同，因此将预应力筋两端各分成4段计算理论伸长值。分段示意图如下：伸缩缝段：钢束编号段号x(m)KuO(rad)Kx+ u0e- (Kx+pe)终点力(KN)平均张拉力(KN)伸长值 (mm)总伸长量 (mm)N1 伸缩缝端AB0.6工作长度1745.151745.15139.9279.3BC2.1970.00150.2500.0032960.9967101739.401742.27CD7.2960.00150.250.122173050

4、.0414870.9593621668.221703.81DE10.1650.00150.2500.0152480.9848681642.921655.57N1 连续端IH0.6工作长度1745.151745.15139.4HG2.1970.00150.2500.0032960.9967101739.401742.27GF7.2960.00150.250.122173050.0414870.9593621668.221703.81FE10.0850.00150.2500.0151280.9849861643.121655.67即：!_= ( (1745.15x0.6+1742.27x2.1

5、97+1703.81x7.296+1655.57x10.165 + (1745.15x0.6+1742.27x2.197+1703.81x7.296+1655.67x10.085) )x1000/1251/(1.95x105)=0.279m=279mm2X N2钢束：采用后张法工艺施工，设计钢绞线为9根中s15.24mm，预应力钢绞线采用标准强度fpk=1860MPa，采用预埋波纹管成孔。控制张拉应力 ocon=0.75fpk=0.75x1860=1395MPa截面面积 Ap =9x139=1251mm2控制拉力= 1251mm2x1395N/mm2=1745145N = 1745.15KN

6、弹性模量Ep=1.95x105k 值取 0.0015山直取0.25。工作段长度0.6m，由于该类梁伸缩缝端与连续端钢束构造有所不同，因此将预应力筋两端各分成4段计算理论伸长值。分段示意图如下:伸缩缝段：钢束编号段号x(m)KuO(rad)Kx+uOe- (Kx+pe)终点力(KN)平均张拉力(KN)伸长值 (mm)总伸长量 (mm)N2 伸缩缝端AB0.6工作长度1745.151745.15139.4278.3BC1.0960.00150.2500.0016440.9983571742.281743.71CD11.7210.00150.250.157079630.0568510.9

7、447341645.081693.68DE6.8410.00150.2500.0102620.9897911628.251636.67N2 连续端IH0.6工作长度1745.151745.15138.9HG1.0960.00150.2500.0016440.9983571742.281743.71GF11.7210.00150.250.157079630.0568510.9447341645.081693.68FE6.7610.00150.2500.0101420.9899101628.451636.76即：!_= (1745.15x0.6+1743.71x1.096+1693.68x11

8、.721+1636.67x 6.841+(1745.15x0.6+1743.71x1.096+1693.68x11.721+1636.76x6.761)x1000/1251/(1.95x105)=0.278m=278mm3X N3钢束：采用后张法工艺施工，设计钢绞线为9根中s15.24mm，预应力钢绞线采用标准强度fpk=1860MPa，采用预埋波纹管成孔。控制张拉应力 ocon=0.75fpk=0.75x1860=1395MPa截面面积 Ap =9x139=1251mm2控制拉力= 1251mm2x1395N/mm2=1745145N = 1745.15KN 弹性模量Ep=1.95x105

9、k 值取 0.0015山直取0.25。工作段长度0.6m，由于该类梁伸缩缝端与连续端钢束构造有所不同，因此将预应力筋两端各分成4段计算理论伸长值。分段示意图如下：伸缩缝段：钢束编号段号x(m)KuO(rad)Kx+ u0e- (Kx+pe)终点力(KN)平均张拉力(KN)伸长值(mm)总伸长量 (mm)N3 伸缩缝端AB0.6工作长度1745.151745.15140.7280.8BC2.1960.00150.2500.0032940.9967111739.401742.27CD16.7200.00150.250.139975400.0600740.9416951636.9716

10、88.19DE0.7420.00150.2500.0011130.9988881635.151636.06N3 连续端IH0.6工作长度1745.151745.15140.1HG2.1960.00150.2500.0032940.9967111739.401742.27GF16.7200.00150.250.139975400.0600740.9416951636.971688.19FE0.6620.00150.2500.0009930.9990071635.351636.16即：!_= (1745.15x0.6+1742.27x2.196+1688.19x16.72 + 1636.06x

11、0.742+(1745.16x0.6+1742.27x2.196+1688.19x16.72+1636.16x0.662)X1000/1251/ ( 1.95x105 ) =0.281m=281mm4XN4钢束：采用后张法工艺施工，设计钢绞线为9根中s15.24mm，预应力钢绞线采用标准强度fpk=1860MPa，采用预埋波纹管成孔。控制张拉应力 ocon=0.75fpk=0.75x1860=1395MPa截面面积 Ap =9x139=1251mm2控制拉力= 1251mm2x1395N/mm2=1745145N = 1745.15KN弹性模量Ep=1.95x105k 值取 0.0015山直

12、取0.25。工作段长度0.6m，由于该类梁伸缩缝端与连续端钢束构造有所不同，因此将预应力筋两端各分成4段计算理论伸长值。分段示意图如下：伸缩缝段：0.6n M腿12,499m L283n*L203r 2499n5g询钢束编号段号x(m)KuO(rad)Kx+ u0e- (Kx+pe)终点力(KN)平均张拉力(KN)伸长值 (mm)总伸长量 (mm)N4 伸缩缝端AB0.6工作长度1745.151745.15141.0281.6BC5.8760.00150.2500.0088140.9912251729.811737.48CD12.4990.00150.250.139975400

13、.0537420.9476761638.491684.15DE1.2830.00150.2500.0019250.9980771635.341636.91N4 连续端IH0.6工作长度1745.151745.15140.5HG5.8760.00150.2500.0088140.9912251729.811737.48GF12.4990.00150.250.139975400.0537420.9476761638.491684.15FE1.2030.00150.2500.0018050.9981971635.531637.01即：!_= (1745.15x0.6+1737.48x5.876+

14、1684.15x12.499+1636.91x 1.283 + (1745.15x0.6+1737.48x5.876+1684.15x12.499+1637.01x1.203) x1000/1251/(1.95x105)=0.282m=282m3, 各钢束理论伸长值计算仲跨)1X N1钢束:采用后张法工艺施工，设计钢绞线为8根中s15.2mm，预应力钢绞线采用标准强度fpk=1860MPa，采用预埋波纹管成孔。控制张拉应力 ocon=0.75fpk=0.75x1860=1395MPa截面面积 Ap =8x139=1112mm2控制拉力= 1112mm2x1395N/mm2=1551240N =

15、 1551.2KN弹性模量Ep=1.95x105k 值取 0.0015山直取0.25。工作段长度0.6m，将预应力筋两端各分成4段计算理论伸长值。分段示意图如下:钢束编号段号x(m)KuO(rad)Kx+ u0e- (Kx+pe)终点力(KN)平均张拉力 (KN)伸长值 (mm)总伸长量 (mm)N1AB0.6工作长度1551.241551.24139.4278.8BC2.1970.00150.2500.0032960.9967101546.131548.69CD7.2960.00150.250.122173050.0414870.9593621482.871514.50DE10.08

16、50.00150.2500.0151280.9849861460.551471.71即：AL= ( 1551.24x0.6+1548.69x2.197+1514.5x7.296+1471.71x10.085 )x1000/1112/(1.95x105)x2=0.1394mx2=279mm2X N2钢束：采用后张法工艺施工，设计钢绞线为8根中s15.24mm，预应力钢绞线采用标准强度fpk=1860MPa，采用预埋波纹管成孔。控制张拉应力 ocon=0.75fpk=0.75x1860=1395MPa截面面积 Ap =8x139=1112mm2控制拉力= 1112mm2x1395N/mm2=15

17、51240N = 1551.2KN弹性模量Ep=1.95x105k 值取 0.0015山直取0.25。工作段长度0.6m，将预应力筋两端各分成4段计算理论伸长值。分段示意图如下：钢束编号段号x(m)KuO(rad)Kx+ u0e- (Kx+pe)终点力(KN)平均张拉力 (KN)伸长值 (mm)总伸长量 (mm)N2AB0.6工作长度1551.241551.24138.9277.7BC1.0960.00150.2500.0016440.9983571548.691549.97CD11.7210.00150.250.157079630.0568510.9447341462.291505

18、.49DE6.7610.00150.2500.0101420.9899101447.511454.90即：!_= ( 1551.24x0.6+1549.97x1.096+1505.49x11.721+1454.9x6.761 ) x1000/1112/(1.95x105)x2=0.1389mx2=278mm3X N3钢束：采用后张法工艺施工，设计钢绞线为8根中s15.24mm，预应力钢绞线采用标准强度fpk=1860MPa，采用预埋波纹管成孔。控制张拉应力 ocon=0.75fpk=0.75x1860=1395MPa截面面积 Ap =8x139=1112mm2控制拉力= 1112mm2x13

19、95N/mm2=1551240N = 1551.2KN弹性模量Ep=1.95x105k 值取 0.0015山直取0.25。工作段长度0.6m，将预应力筋两端各分成4段计算理论伸长值。分段示意图如下：钢束编号段号x(m)KuO(rad)Kx+ u0e- (Kx+pe)终点力(KN)平均张拉力 (KN)伸长值 (mm)总伸长量 (mm)N3AB0.6工作长度1551.241551.24140.1280.2BC2.1960.00150.2500.0032940.9967111546.141548.69CD16.7200.00150.250.139975400.0600740.9416951

20、455.091500.61DE0.6620.00150.2500.0009930.9990071453.641454.36即：!_= ( 1551.24x0.6+1548.69x2.196+1500.61x16.72 + 1454.36x0.662 ) x1000/1112/(1.95x105)x2=0.1401mx2=280mm4X N4钢束：采用后张法工艺施工，设计钢绞线为8根中s15.24mm，预应力钢绞线采:T T_.6o方占至 - 江了二In; ) .w Hl工nihM7忘一L二orl;-K-SH O?S8S 寸、E9.0。器.0器理3。.0 髯MoIXLn6.IHdLU邮螂坦a

21、NWLnIHN。寸CNILnLnI%EE、NLn6rnIXZEECNSH-RwZEECNIIIH6rnIX8H盅EEffixd uou哥芝成约招鸣采.。1MLnz.on O-R回史蚩希fonn、2d 芝。981LdM推啪5辰旺EEI8CNHCNX ELn。寸 I.onCNx (61 xLn6d2II000I X (rnoCN.IXCNI.LnLn寸 1 + 66 寸CNIXCN0l6 寸 I + 9Z8.LHXCN寸.寸寸LnI + 9.0x17CN.ILnLnIH_lg母螂i 5f -R 21551. 241544. 421497. 021455. 12R了亚1551. 241537. 611453. 81e Kx+阳）0. 9912250. 9476760. 998197CD0. 0088140. 0537420. 001805P cd JCDo0. 13997540o=tLO zoLOZoLO zo0. 00150. 00150. 0015X9O12. 499都驴mQ