--框架梁内力组合

1、第9章框架梁内力组合及截面设计9.1一般规定由于该框架结构荷载对称、柱尺寸也相同,故本设计内力组合只考虑AB,BC跨.12 人 5 J 789H1FH1H1h_ Ael cl吐9.1.1 梁端负弯矩调幅当考虑框架梁塑性变形产生的内力重分布时,应在内力组合之前对竖向荷载作 用下的内力进行调幅(本设计梁端负弯矩调幅系数取 0.85),水平荷载作用下的弯矩 不能调幅.对梁端负弯矩乘以调幅系数进行调幅,并符合以下规定：9.1.1.1 现浇框架梁端负弯矩调幅系数B取 0.80.9 (本设计梁端负弯矩调幅系数取0.85 ).M1 M 10M r Mr0M 10、 M r0：未调幅前梁左、右两端的弯矩.9.

2、1.1.2 框架梁端负弯矩调幅后,梁跨中弯矩应按平衡条件相应增大,调幅后跨中弯矩可按下式计算：1 10r0M M0 -(1)(M M )2式中：M 0 -调幅前梁跨中弯矩标准值M -弯矩调幅后梁跨中弯矩标准值为简化计算,调幅跨中弯矩根据下式计算：M 1.2M 01.1.1.3 应先对竖向荷载作用下框架梁的弯矩进行调幅,再与水平作用产生的框架梁弯矩进行组合.1.1.1.4 截面设计时,框架梁跨中截面正弯矩设计值不应小于竖向荷载作用下按简 支梁计算的跨中弯矩设计值的 50%.由于对梁在竖向荷载作用下产生的支座弯矩进行了调幅,因此其界限相对受压区高度应取0.35而不是2取 0.85对梁进行调幅,弯矩

3、调幅计算过程见表9.1表9.1向我种 类杆件跨向弯矩标准值调幅系 数调幅后弯矩标准值一 10M.r0 MM0M 1M rM顶层AB-135.73-153.81199.810.85-115.37-130.74239.77BC-27.31-27.31-25.270.85-23.21-23.21-30.32CD-153.81-135.73199.810.85-130.74-115.37239.77四层AB-124.52-124.19104.970.85-105.84-105.56125.96BC-5.25-5.25-3.070.85-4.46-4.46-3.68CD-124.19-124.52104

4、.970.85-105.56-105.84125.96三层AB-116.13-118.91111.830.85-98.71-101.07134.2BC-8.1-8.1-5.920.85-6.9-6.9-7.1CD-118.91-116.13111.830.85-101.07-98.71134.2二层AB-116.69-119.26111.380.85-99.19-101.37133.66BC-7.91-7.91-5.730.85-6.72-6.72-6.88CD-119.26-116.69111.380.85-101.37-99.19133.66一层AB-107.81-113.1118.870

5、.85-91.64-96.14142.64BC-11.54-11.54-9.360.85-9.81-9.81-11.23CD-113.1-107.81118.870.85-96.14-91.64142.64顶层AB-64.8-3.8853.590.85-55.08-3.364.31BC0.85CD-3.88-64.853.590.85-3.3-55.0864.31四层AB-102.05-4.2856.470.85-86.74-3.6467.76BC0.85沼我CD-4.28-102.0556.470.85-3.64-86.7467.76三层AB-106.36-5.0854.190.85-90.

6、41-4.3265.03BC0.85CD-5.08-106.3654.190.85-4.32-90.4165.03二层AB-97.28-14.0354.250.85-82.69-11.9365.1BC0.85CD-14.03-97.2854.250.85-11.93-82.6965.1一层AB-84.2-26.1554.740.85-71.57-22.2365.69BC0.85CD-26.15-84.254.740.85-22.23-71.5765.69注：表中弯矩单位为 KN m9.1.2 限制截面框架梁的限制截面通常是梁端支座截面和跨中截面.在竖向荷载作用下,支座 截面可产生最大负弯矩和最

7、大剪力； 在水平荷载作用下,支座截面还会出现正弯矩, 跨中截面一般产生最大正弯矩,有时可能出现负弯矩.框架梁的限制截面最不利内 力组合有以下几种:梁跨中截面：Mmax及相应的V 正截面设计,有时需组合Mmax；梁支座截面：Mmax及相应的V 正截面设计,Vmax及相应的M 斜截面设计,有时需组合 M . max框架柱的限制截面通常是在柱上、 下两端截面图8.26.柱的剪力和轴力在同 一层柱内变化很小,甚至没有变化,而柱的梁端弯矩最大.同一柱端截面在不同内 力组合时,有可能出现正弯矩或负弯矩,考虑到框架柱一般采用对称配筋,组合时 只需选择绝对值最大的弯矩.框架柱的限制截面最不利内力组合有以下几种

8、： 柱截面：Mmax及相应的N, V；Nmax及相应的M, V；Nmin及相应的M, N；Vmax及相应的M, N；M比拟大不是绝对值最大但 N比拟小大偏压或N比拟大小偏压9.1.3 内力换算结构受力分析所得内力是构件轴线处内力,而梁支座截面是指柱边缘处梁端截面, 柱上、下端截面是指梁顶和梁底处柱端截面,如图 6.2所示.因此,进行内力组合 前,应将各种荷载作用下梁柱轴线的弯矩值和剪力值换算到梁柱边缘处,然后再进 行内力组合.对于框架柱,在手算时为了简化起见,可采用轴线处内力值,也就是 可不用换算为柱边缘截面的内力,这样算得的钢筋用量比需要的钢筋用量略微多一 些,但结构偏于平安.MV2M边缘V

9、边缘bq2式中,M边缘-支座边缘截面的弯矩标准值;V边缘-支座边缘截面的剪力标准值;M -梁柱中线交点处的弯矩标准值；V -与M相应的梁柱中线交点处的剪力标准值;q-梁单位长度的均布荷载标准值；b-梁端支座宽度(即柱截面高度).9.1.4荷载效应组合的种类手算中主要考虑以下组合：(1)非抗震设计时的根本组合：1 、以永久荷载效应组合限制的组合：1.35 X恒载+0.7 X 1.4 X活载；2 、以可变荷载效应限制的组合：1.2 X恒载+1.4X活载；3 、考虑恒载、活载和风载组合,采用简化规那么：1.2X恒载+1.4 X 0.9 (活载+风载)；(2)地震作用效应和其他效应的根本组合：考虑重力

10、荷载代表值、风载和水平地震组合(对一般结构,风载组合系数为0): 1.2X重力荷载+1.3水平地震；(3)荷载效应的标准组合：荷载效应的标准组合：1.0 x恒载+1.0 x活载9.2框架梁内力组合考虑恒荷载、活荷载、重力荷载代表值、风荷载和水平地震作用五种荷载.9.2.1 内力换算和梁端负弯矩调幅根据9.1.3中的公式,将框架梁轴线处的内力换算为梁支座边缘处的内力值, 换算结果以及调幅后的值见下面图表所示.注：1、框架梁受力复杂,因此q值梁单位长度的均布荷载标准值近似取该跨梁 上所有荷载除以该跨梁的跨长.表中弯矩以梁下部受拉为正,剪力以绕杆端顺时针 为正.考虑活荷载的最不利布置以及梁跨中弯矩并

11、非梁跨内最大弯矩,因此跨中弯 矩适当放大,故乘以系数1.2,即表中的调幅后的弯矩为乘以1.2系数的放大弯矩, 水平荷载作用下,跨中弯矩不调幅2 、表中弯矩的单位是：KNm,剪力的单位是：KN梁位 置截面位置内力荷载类型SG KS QkSwkS Ek左风右风左震右震五层AB 跨轴线 处内 力调 幅后左端M-115.37-55.083.37-3.3740.99-40.99V124.7639.1-0.850.85-10.3310.33跨中M239.7764.310.27-0.273.3-3.3V右端M-130.74-3.3-2.832.83-34.434.4V-129.72-22.41-0.850.

12、85-10.3310.33梁支 座边 缘处 内力左端M-84.18-45.313.16-3.1638.41-38.41V120.2637.28-0.850.85-10.3310.33跨中M239.7764.310.27-0.273.3-3.3V右端M-98.312.3-2.622.62-31.8231.82V-125.22-20.59-0.850.85-10.3310.33五层BC轴线 处内左端M-23.21-1.931.54-1.5418.67-18.67V2.470-0.930.93-11.3211.32跨力调 幅后跨中M-30.322.720000V右端M-23.21-1.93-1.54

13、-4.51-18.6718.67V-2.470-0.933.34-11.3211.32梁支 座边 缘处 内力左端M-22.59-1.931.31-1.3115.84-15.84V2.10-0.930.93-11.3211.32跨中M-30.322.720000V右端M-22.59-1.93-1.311.31-15.8415.84V-2.10-0.930.93-11.3211.32梁位 置截面位置内力荷载类型SG KSQkSwkS Ek左风右风左震右震四层AB 跨轴线 处内 力调 幅后左端M-105.84-86.479.28-9.2880.7-80.7V85.8651.75-2.312.31-2

14、0.1820.18跨中M125.9667.760.84-0.847.03-7.03V右端M-105.56-3.64-7.67.6-66.6566.65V-85.47-25.11-2.312.31-20.1820.18梁支 座边 缘处 内力左端M-84.45-73.88.7-8.775.66-75.66V82.4549.47-2.312.31-20.1820.18跨中M125.9667.760.84-0.847.03-7.03V右端M-84.192.64-7.027.02-61.6161.61V-82.36-22.83-2.312.31-20.1820.18四层BC轴线 处内左端M-4.46-2

15、.024.12-4.1236.18-36.18V2.640-2.52.5-21.9321.93跨力调 幅后跨中M3.682.860000V右端M-4.46-2.02-4.12-4.12-36.1836.18V-2.640-2.52.5-21.9321.93梁支 座边 缘处 内力左端M-3.8-2.023.5-3.530.7-30.7V2.240-2.52.5-21.9321.93跨中M3.682.860000V右端M-3.8-2.02-3.53.5-30.730.7V-2.240-2.52.5-21.9321.93梁位 置截面位置内力何或类型SG KS QkSwkS Ek左风右风左震右震三层A

16、B 跨轴线 处内 力调 幅后左端M-98.71-90.4115.81-15.81107.33-107.33V85.1452.31-4.074.07-27.7427.74跨中M134.265.030.94-0.946.09-6.09V右端M-101.07-4.32-13.9313.93-95.1595.15V-85.9-24.56-4.074.07-27.7427.74梁支 座边 缘处 内力左端M-77.43-77.3314.79-14.79100.4-100.4V82.0350.03-4.074.07-27.7427.74跨中M134.265.030.94-0.946.09-6.09V右端M-

17、79.61.82-12.9112.91-88.2288.22V-82.79-22.28-4.074.07-27.7427.74三层轴线左端M-6.9-0.497.56-7.5651.65-51.65BC跨处内 力调 幅后V2.640-4.584.58-31.331.3跨中M7.10.70000V右端M-6.9-0.49-7.56-7.56-51.6551.65V-2.640-4.584.58-31.331.3梁支 座边 缘处 内力左端M-6.24-0.496.42-6.4243.83-43.83V2.240-4.584.58-31.331.3跨中M7.10.70000V右端M-6.24-0.4

18、9-6.426.42-43.8343.83V-2.240-4.584.58-31.331.3梁位 置截面位置内力荷载类型SG KS QkSwkS Ek左风右风左震右震二层AB 跨轴线 处内 力调 幅后左端M-99.19-82.6922.38-22.38127.43-127.43V85.1749.84-5.755.75-32.8432.84跨中M133.6665.11.4-1.47.57-7.57V右端M-101.37-11.93-19.5919.59-112.3112.3V-85.87-27.03-5.755.75-32.8432.84梁支 座边 缘处 内力左端M-77.9-70.2320.9

19、4-20.94119.22-119.22V82.0647.56-5.755.75-32.8432.84跨中M133.6665.11.4-1.47.57-7.57V右端M-79.95.17-18.1518.15-104.09104.09V-82.76-24.75-5.755.75-32.8432.84二层BC 跨轴线 处内 力调 幅后左端M-6.72-1.410.64-10.6460.96-60.96V2.640-6.456.45-36.9536.95跨中M6.881.970000V右端M-6.72-1.4-10.64-10.64-60.9660.96V-2.640-6.456.45-36.95

20、36.95梁支 座边 缘处 内力左端M-6.06-1.49.03-9.0351.72-51.72V2.240-6.456.45-36.9536.95跨中M6.881.970000V右端M-6.06-1.4-9.039.03-51.7251.72V-2.240-6.456.45-36.9536.95梁 位 置截面位置内力荷载类型SG KS QkSwkS Ek左风右风左震右震一层AB 跨轴线 处内 力调 幅后左端M-91.64-71.5731.16-31.16149.14-149.14V84.7946.39-7.687.68-36.8736.87跨中M142.6465.693.13-3.1314.

21、55-14.55V右端M-96.14-22.23-24.9124.91-120.04120.04V-86.25-30.48-7.687.68-36.8736.87梁支 座边 缘处 内力左端M-70.44-59.9729.24-29.24139.92-139.92V81.6844.11-7.687.68-36.8736.87跨中M142.6465.693.13-3.1314.55-14.55V右端M-74.5814.61-22.9922.99-110.82110.82V-83.14-28.2-7.687.68-36.8736.87一层BC 跨轴线 处内 力调 幅后左端M-9.81-6.0313.

22、53-13.5365.17-65.17V2.640-8.28.2-39.539.5跨中M11.238.510000V右端M-9.81-6.03-13.53-13.53-65.1765.17V-2.640-8.28.2-39.539.5梁支 座边 缘处 内力左端M-9.15-6.0311.48-11.4855.3-55.3V2.240-8.28.2-39.539.5跨中M11.238.510000V右端M-9.15-6.03-11.4811.48-55.355.3V-2.240-8.28.2-39.539.59.2.2内力组合计算非抗震设计时的根本内力组合考虑恒荷载、活荷载和风荷载作用三种荷载；

23、抗震设计时的根本内力组合考虑恒荷载、活荷载和地震荷载作用三种荷载根本组合计算过程见下表所示：注：1、表中弯矩的单位是：KNm,剪力的单位是：KN2、表中内力组合值的结果均乘以结构重要性系数,即 ° 1.0因其等于1,所以在表格中省略不写截 面内 力沼我左风右风左震右震考虑抗震的油载组合不考虑抗震的荷载组合最不利内力重力何载效应 对结构不利重力何载效应对 结构后利恒载起不利作用时永久荷 载效应 限制1.35*+1.4*0.7*0竖向活载不利组合1.2*® 载+1.3* 左震1.2* 恒 载+1.3* 右震1.0* 恒 载 +1.3* 左震1.0*® 载+1.3* 右

24、震1.2*® 载 +1.4*0.7 沼我+1.4* 左 风1.2* E +1.4*0.7 沼我+1.4* 右 风1.2* E +1.4*活 载+1.4*0.6 *左风1.2*四 +1.4*活 载+1.4*0.6*右风-M MAXMmaxVmaxVmax1M-84.18-45.313.16-3.1638.41-38.41-51.09-150.95-34.25-134.11-140.99-149.84-158.04-161.79-167.10-167.10V120.7637.28-0.850.85-10.3310.33131.48158.34107.33134.19180.25182.6

25、3199.56196.38197.81199.56199.562M239.7764.310.27-0.273.30-3.30292.01283.43244.06235.48351.13350.37386.71377.98377.53386.71V-3M-98.312.30-2.622.62-31.8231.82-159.33-76.61-139.67-56.95-119.38-112.05-130.46-116.95-112.55-159.33V-125.22-20.59-0.850.85-10.3310.33-163.69-136.84-138.65-111.79-171.63-169.25

26、-189.22-179.80-178.37-189.22-189.224M-22.59-1.931.31-1.3115.84-15.84-6.52-47.70-2.00-43.18-27.17-30.83-32.39-28.71-30.91-47.70V2.100-0.930.93-11.3211.32-12.2017.23-12.6216.811.213.822.831.733.3017.2317.235M-30.32-2.720.000.000.000.00-36.38-36.38-30.32-30.32-39.05-39.05-43.60-40.19-40.19-43.60V-6M-22

27、.59-1.93-1.311.31-15.8415.84-47.70-6.52-43.18-2.00-30.83-27.17-32.39-30.91-28.71-47.70V-2.100-0.930.93-11.3211.32-17.2312.20-16.8112.62-3.82-1.21-2.83-3.30-1.73-17.23-17.23截 面内 力沼我左风右风左震右震考虑抗震的油载组合不考虑抗震的荷载组合最不利内力重力何载效应 对结构不利重力何载效应对 结构后利恒载起不利作用时永久荷 载效应 限制1.35*+1.4*0.7*0竖向活载不利组合1.2*何 +0.5 活 +1.3* 左震1.

28、2*何+0.5 活 +1.3* 右震1.0*恒 +0.5 活 +1.3* 左震1.0* 恒 +0.5 活 +1.3*右震1.2*® 载 +1.4*0.7 沼我+1.4* 左 风1.2* E +1.4*0.7 沼我+1.4* 右 风1.2* E +1.4*活 载+1.4*0.6 *左风1.2*四 +1.4*活 载+1.4*0.6*右风-M MAXMmaxVmaxVmax1M-84.45-73.808.70-8.7075.66-75.66-47.26-243.98-22.99-219.71-161.48-185.84-186.33-197.35-211.97-243.98V82.4549

29、.47-2.312.31-20.1820.18102.39154.8680.95133.42144.19150.65159.79166.26170.14170.14170.142M125.9667.760.84-0.847.03-7.03200.95182.67168.98150.70218.73216.38236.45246.72245.31246.72V-3M-84.192.64-7.027.02-61.6161.61-179.54-19.35-162.96-2.78-108.27-88.61-111.07-103.23-91.44-179.54V-82.36-22.83-2.312.31

30、-20.1820.18-138.76-86.30-120.01-67.54-124.44-117.97-133.56-132.73-128.85-138.76-138.764M-3.80-2.023.50-3.5030.70-30.7034.14-45.6835.10-44.72-1.64-11.44-7.11-4.45-10.33-45.68V2.240-2.502.50-21.9321.93-25.8231.20-26.2730.75-0.816.193.020.594.7931.2031.205M-3.68-2.860.000.000.000.00-6.13-6.13-5.11-5.11

31、-7.22-7.22-7.77-8.42-8.42-8.42V-6M-3.80-2.02-3.503.50-30.7030.70-45.6834.14-44.7235.10-11.44-1.64-7.11-10.33-4.45-45.68V-2.240-2.502.50-21.9321.93-31.2025.82-30.7526.27-6.190.81-3.02-4.79-0.59-31.20-31.20截 面内 力沼我左风右风左震右震考虑抗震的油载组合不考虑抗震的荷载组合最不利内力重力何载效应 对结构不利重力何载效应对 结构后利恒载起不利作用时永久荷 载效应 限制1.35*+1.4*0.7*

32、0竖向活载不利组合1.2*何 +0.5 活 +1.3* 左震1.2*何+0.5 活 +1.3* 右震1.0*恒 +0.5 活 +1.3* 左震1.0* 恒 +0.5 活 +1.3*右震1.2*® 载 +1.4*0.7 沼我+1.4* 左 风1.2* E +1.4*0.7 沼我+1.4* 右 风1.2* E +1.4*活 载+1.4*0.6 *左风1.2*四 +1.4*活 载+1.4*0.6*右风-M MAXMmaxVmaxVmax1M-84.45-73.808.70-8.7075.66-75.66-8.79-269.8314.43-246.62-147.99-189.41-180.3

33、1-188.75-213.60-269.83V82.4549.47-2.312.31-20.1820.1892.39164.5270.98143.11141.77153.16159.77165.06171.90171.90171.902M125.9667.760.84-0.847.03-7.03207.98192.14174.63158.80226.09223.45244.90252.87251.29252.87V-0.000.000.000.000.000.000.000.000.003M-84.192.64-7.027.02-61.6161.61-209.1120.26-193.3836.

34、00-111.81-75.66-105.68-103.82-82.13-209.11V-82.36-22.83-2.312.31-20.1820.18-148.78-76.65-129.99-57.87-126.88-115.48-133.60-133.96-127.12-148.78-148.784M-3.80-2.023.50-3.5030.70-30.7049.20-64.7650.49-63.461.02-16.96-8.90-2.78-13.57-64.76V2.240-2.502.50-21.9321.93-38.0043.38-38.4542.93-3.729.103.02-1.

35、166.5443.3843.385M-3.68-2.860.000.000.000.00-8.94-8.94-7.45-7.45-9.21-9.21-10.27-9.50-9.50-10.27V-0.000.000.000.000.000.000.000.000.006M-3.80-2.02-3.503.50-30.7030.70-64.7649.20-63.4650.49-16.961.02-8.90-13.57-2.78-64.76V-2.240-2.502.50-21.9321.93-43.3838.00-42.9338.45-9.103.72-3.02-6.541.16-43.38-4

36、3.38截内 力沼我左风右风左震右震考虑抗震的油载组合不考虑抗震的荷载组合最不利内力重力何载效应 对结构不利重力何载效应对 结构后利恒载起不利作用时永久荷 载效应 限制1.35*+1.4*0.7*0竖向活载不利组合1.2*何 +0.5 活 +1.3* 左震1.2*何+0.5 活 +1.3* 右震1.0*恒 +0.5 活 +1.3* 左震1.0* 恒 +0.5 活 +1.3*右震1.2*® 载 +1.4*0.7 沼我+1.4* 左 风1.2* E +1.4*0.7 沼我+1.4* 右 风1.2* E +1.4*活 载+1.4*0.6 *左风1.2*四 +1.4*活 载+1.4*0.6*

37、右风-M MAXMmaxVmaxVmax1M-77.90-70.2320.94-20.94119.22-119.2219.37-290.6041.97-268.00-132.99-191.62-173.99-174.21-209.39-290.60V82.0647.56-5.755.75-32.8432.8484.32169.7063.15148.53137.03153.13157.39160.23169.89169.89169.892M133.6665.101.40-1.407.57-7.57209.29189.61176.05156.37226.15222.23244.24252.7125

38、0.36252.71V0.0000.000.000.000.000.000.000.000.000.000.000.000.000.003M-79.905.17-18.1518.15-104.09104.09-228.142.54-212.6358.00-116.22-65.40-102.80-103.89-73.40-228.1V-82.76-24.75-5.755.75-32.8432.84-156.85-71.47-137.83-52.44-131.62-115.52-135.98-138.79-129.13-156.85-156.854M-6.06-1.409.03-9.0351.72

39、-51.7259.12-75.3560.48-74.004.00-21.29-9.55-1.65-16.82-75.35V2.240-6.456.45-36.9536.95-45.3550.72-45.8050.28-6.3411.723.02-2.738.1150.7250.725M-6.88-1.970.000.000.000.00-9.44-9.44-7.87-7.87-10.19-10.19-11.22-11.01-11.01-11.22V0.0000.000.000.000.000.000.000.000.000.000.000.000.000.006M-6.06-1.40-9.03

40、9.03-51.7251.72-75.3559.12-74.0060.48-21.294.00-9.55-16.82-1.65-75.35V-2.240-6.456.45-36.9536.95-50.7245.35-50.2845.80-11.726.34-3.02-8.112.73-50.72-50.72截内 力沼我左风右风左震右震考虑抗震的油载组合不考虑抗震的荷载组合最不利内力重力何载效应 对结构不利重力何载效应对 结构后利恒载起不利作用时永久荷 载效应 限制1.35*+1.4*0.7*0竖向活载不利组合1.2*何 +0.5 活 +1.3* 左震1.2*何+0.5 活 +1.3* 右震1.

41、0*恒 +0.5 活 +1.3* 左震1.0* 恒 +0.5 活 +1.3*右震1.2*® 载 +1.4*0.7 沼我+1.4* 左 风1.2* E +1.4*0.7 沼我+1.4* 右 风1.2* E +1.4*活 载+1.4*0.6 *左风1.2*四 +1.4*活 载+1.4*0.6*右风-M MAXMmaxVmaxVmax1M-70.44-59.9729.24-29.24139.92-139.9261.38-302.4181.47-282.33-102.37-184.24-153.87-143.93-193.05-302.41V81.6844.11-7.687.68-36.87

42、36.8776.55172.4255.81151.67130.49152.00153.50153.32166.22172.42172.422M142.6465.693.13-3.1314.55-14.55229.50191.67194.40156.57239.93231.16256.94265.76260.50265.76V0.0000.000.000.000.000.000.000.000.000.000.000.000.000.003M-74.58-14.61-22.9922.99-110.82110.82-242.3345.81-225.9562.19-136.00-71.62-115.00-129.26-90.64-242.33V-83.14-28.2-7.687.68-36.8736.87-164.62-68.76-145.17-49.31-138.16-116.66-139.88-145.70-132.80-164.62-164.624M-9.15-6.0311.48-11.4855.30-55.3057.29-86.4859.72-84.05-0.82-32.96-18.26-9.78-29.07-8