创建“三甲”医院（二期）建设项目--基坑边坡支护工程结构计算书.docx

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1、结构计算书工程名称：创建“三甲”医院（二期）建设项目子项名称：基坑边坡支护工程、3=416.3/77m2=416.3/77m2=- fy360选用 HRB400 级 1025， (As=490. 9mm2).4.4、 锚固段长度计算1,锚固体与地层的锚固段长度:KxNak2, = 1.97m冠 icl - 3.5m1 .锚筋与锚固体砂浆间的锚固段长度:KxNak 2.0x83.26 八L, = 0.94m. nndfbta - 3.5m4.5、 挡土面板计算板厚h=120mni,碎C25,作用于面板上荷载设计值为:q=1.3X 19. 5=25. 35KN/m2M支二M中二12qi21 9=x

2、 25.35 x2.02 =SA5KN-m/m128.45 xlO60.9x360x100二 261.5mm2综合选用水平向中8200双层，竖向8200双层o5. C-D, E-F段桩板式支护计算（7#, 1518#桩）桩、板计算条件L总控制信息路基型式路堤地区类型一般地区支护类型桩+板结构重要性系数1.10抗震设计烈度（度）- -配筋计算一一水平地震系数Kh水上地震角（度）-一水下地震角（度）一-重要性修正系数Ci-综合影响系数Cz2.坡线、土层和水位1）坡线信息 坡线数1坡线水平投影竖向投影坡线长坡线仰角荷载数序号长(m)长(m)(m)(0)115. 0000. 00015. 0000.

3、0002坡线荷载：荷载荷载类型PlP2XI (m)X2 (m)序号(kN, kN/m)(kN/m)1-1分布力40. 00040. 0000. 0006. 0001-2分布力50. 00050. 0006. 0009.0002） 土层信息桩前是否有横坡无横坡桩前横坡角（度）0.000桩后横坡角（度）0. 000结构与土摩擦角（度）15.000嵌固段以上土层数：2序号地层 地层 重度序号地层 地层 重度浮重度 粘聚力 内摩擦 综合内摩土摩阻计算 m, c,K 承载 KH类型（kPa）方法类型（kPa）方法厚(m)(kN/m3)(kN/m3) (kPa) 角( )力(kPa)(MPa)岩层 8.0

4、0025.5000. 00053. 000擦角（ ）力300. 000 K法40. 0001398. 000 0. 5000. 30010. 0002 土层 3.50020.50015. 00025. 00050. 000ni法25.000160. 000内摩擦 综合内摩土摩阻 计算角（ ）擦角（。）力04）方法53. 000 -300. 000 K法嵌固段土层数：1序号地层地层重度粘聚力m, c,K 承载 KH H R类型厚(m)(kN/m3) (kPa)力(kPa)(MPa)1 岩层 10. 000 25. 500 0. 00040. 000 1398. 0000. 5000. 30010

5、. 0003）水位信息非浸水地区，无水位信息 3.计算模型1）桩前覆土模型：弹簧模型4.4.弹簧模型滑坡推力相关信息1)滑坡推力信息滑坡推力分布类型计算目标计算模型安全系数K是否考虑动水压力和浮托力 是否考虑坡面外的静水压力 是否考虑承压水的浮托力 桩前剩余抗滑力水平分力(kN/m)矩形按指定滑面计算推力R/K模型1.250XX乂0. 0001)滑面信息10.0000.0000. 0000. 0000. 0000. 0005.桩信息1)桩基本信息桩前地面以上长度(m)11.500嵌固点深度(m)0. 000悬臂长度(m)11.500嵌固长度(m)8. 000截面形状矩形桩宽 b(m)1.200

6、桩高 h(m)1.500桩中心距(m)4. 000T型翼缘X桩底支承条件钱支坡线数12)桩配筋信息桩作用综合分项系数1. 30桩混凝土强度等级C30桩纵筋合力点到外皮距离(mm)80桩容重(kN/n?)25. 00桩纵筋级别HRB400桩箍筋级别HRB4005.板信息1)板尺寸信息桩间板类型直板桩间板的种类数板的搭接长度（m）板类型号板厚（mm）120010. 500板宽(m)板块数12.00012）板配筋信息板作用综合分项系数混凝土强度等级钢筋合力点到边缘距离（mm）1.300C3040板纵筋级别板选筋钢筋直径HRB400146.结构上自定义荷载以及荷载组合1）桩顶自定义荷载桩顶自定义荷载数

7、：02）桩荷载组合滑坡推力（一般）组合荷载号荷载名称桩自重1 桩顶恒载桩顶活载2 桩后滑坡推力是否参与调整系数V1.000V1.000V1.000V1.000库仑土压力（一般）组合 荷载号荷载名称1 桩自重2 桩顶恒载3 桩顶活载4 桩后主动土压力2）板荷载组合滑坡推力（一般）组合 荷载号荷载名称1板后滑坡推力库仑土压力（一般）组合 荷载号荷载名称1板后主动土压力是否参与调整系数V1.000V1.000V1.000V1.000是否参与调整系数V 1.000是否参与调整系数V 1.000抗滑动桩验算 原始条件:钢筋混凝土配筋计算依据：混凝土结构设计规范GB 50010-2010 第1种情况：库仑

8、土压力(一般情况) (-)桩身内力计算按实际墙背计算得到：第1破裂角：19.386(度)Ea= 175.299(kN) Ex= 169. 326(kN) Ey=45. 371 (kN)作用点到嵌固点距离Zy=3. 564(m)第1嵌固段地层计算方法：K法背侧为挡土侧；面侧为非挡土侧。背侧最大弯矩二2925. 843 (kN-m)距离桩顶13. 100 (m)面侧最大弯矩二0. 000 (kN-m)距离桩顶0. 000 (m)最大 剪力二652. 833 (kN) 距离桩顶lL 298(m)最大位移二-30 (mm)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0

9、. 000-0. 000-0. 000-30.450. 00020. 2020. 000-0. 000-29.980. 00030. 4040. 0000. 000-29.510. 00040. 6050. 0000. 000-29.040. 00050. 807-0. 000-0. 000-28.570. 00061.0090. 000-0. 000-28.100. 00071.2110. 000-0. 000-28.000. 00081.4120. 000-0. 000-27. 860. 00091.6140. 000-0. 000-27.680. 000101.8160. 000-0.

10、000-27. 210. 000112.0180. 000-0. 000-26. 740. 000122.2190. 000-0. 000-26.270. 000132. 4210. 100-1.484-25. 800. 000142. 6230. 738-5.031-25. 330. 000152. 8252.208-9.739-24. 860. 000163. 0264. 745-15.607-24. 390. 000173. 2288. 584-22.635-23. 920. 000183. 43013.957-30.823-23. 450. 000193. 63221.035-39.2

11、20-22.980. 000203. 83329.772-47.459-22.510. 000214. 03540.214-56.126-22.040. 000224. 23752.448-65. 220-21.570. 000234. 43966. 559-74. 742-21. 100. 000244. 64082.635-84.691-20.630. 000254. 842100.762-95.068-20.170. 000265. 044121.025-105.873-19.700. 000275.246143.511-117.104-19.230. 000285. 447168.30

12、7-128.764-18.760. 000295. 649195.497-140.850-18.290. 000305. 851225. 170-153.364-17. 830. 000316. 053257.410-166.306-17. 360. 000326. 254292.304-179.675-16.900. 000336. 456329.939-193.472-16.440. 000346. 658370.401-207.696-15. 980. 000356. 860413.775-222.347-15. 520. 000367.061460.149-237.426-15.060

13、. 000377.263509.607-252.933-14.600. 000387. 465562.238-268. 867-14. 150. 000397. 667618.126-285.228-13. 690. 000407. 868677.359-302.017-13. 240. 000418. 070740.022-319.234-12.800. 000428.272806. 201-336.878-12.350. 000438. 474875.984-354.949-11.910. 000448. 675949.455-373.448-11.480. 000458. 8771026

14、.702-392.374-11.040. 000469. 0791107.810-411.728-10.610. 000479.2811192.866-431.509-10.190. 000489.4821281.957-451.718-9. 770. 000499. 6841375.167-472.354-9. 350. 000509. 8861472.584-493.418-8.940. 0005110. 0881574.294-514.909-8. 540. 0005210. 2891680.383-536.827-8. 140. 0005310. 4911790.938-559.174

15、-7. 750. 0005410. 6931906.043-581.947-7. 370. 0005510. 8952025.787-605.148-6.990. 0005611.0962150.255-628.777-6.630. 0005711.2982279.533-652.833-6.270. 0005811.5002413.707-651.277-5.92-0. 0005911. 7002538.755-576.127-5. 58-223. 2376011.9002644.157-480. 779-5. 25-210. 1616112.1002731.067-391.094-4. 9

16、4-197. 5016212. 3002800.595-306.883-4. 63-185.2736312.5002853.820-227.956-4. 34-173. 4876412. 7002891.778-154.116-4. 05-162. 1516512.9002915.466-85.163-3. 78-151.2726613. 1002925.843-20.895-3. 52-140. 8546713. 3002923.82438.890-3.27-130. 8976813. 5002910.28794.396-3.04-121.4026913. 7002886.066145. 8

17、25-2.81-112. 3677013. 9002851.957193.379-2. 59-103. 7887114. 1002808.714237.257-2. 39-95. 6597214. 3002757.054277. 656-2.20-87. 9737314. 5002697.652314. 769-2.02-80. 7237414.7002631.146348.786-1.85-73. 9007514. 9002558.138379.892-1.69-67. 4917615. 1002479.189408.268-1.54-61.4877715. 3002394.830434.0

18、87-1.40-55. 8757815. 5002305.554457.521-1.27-50. 6417915. 7002211.822478.731-1. 14-45. 7718015. 9002114.062497.876-1.03-41. 2508116. 1002012.672515.105-0.93-37. 0648216. 3001908.020530.562-0.83-33. 1958316. 5001800.447544. 383-0. 74-29. 6288416. 7001690.266556.698-0.66-26. 3468516. 9001577.768567. 6

19、26-0. 58-23. 3308617. 1001463.216577.283-0.51-20. 5648717. 3001346.855585.773-0.45-18. 0298817. 5001228.907593.195-0. 39-15. 7068917. 7001109.576599.637-0. 34-13. 5789017. 900989.052605. 182-0.29-11.6259118.100867.503609. 902-0.25-9. 8289218.300745.091613.861-0.20-8. 1699318.500621.959617.116-0. 17-

20、6. 6279418.700498.244619.715-0. 13-5. 1839518.900374.073621.695-0. 10-3.8199619.100249.566623.088-0.06-2.5139719.300124.838623.915-0.03-1.2479819.5000. 000312.0950.000. 000桩底竖向合力=922. 87(kN),桩底面积A = 1.800(m2)桩底所在土层承载力=1398. 00 (kPa)故桩的竖向地基承载力满足。(-)桩身配筋计算点号距顶距离面侧弯矩背侧弯矩; 剪力面侧纵筋背侧纵筋箍筋(mm2/m)1(m)-0. 00(

21、kN. m)0. 00(kN. m)0. 00(kN)0.000(mm2)3600(mm2)3600114420.200. 000. 000.00036003600114430.400. 000. 000.00036003600114440.610. 000. 000.00036003600114450.810. 000. 000.00036003600114461.010. 000. 000.00036003600114471.210. 000. 000.00036003600114481.410. 000. 000.00036003600114491.610. 000. 000.00036

22、0036001144101.820. 000. 000.000360036001144112.020. 000. 000.000360036001144122.220. 000. 000.000360036001144132.420. 000. 13-1.484360036001144142.620. 000. 96-5.031360036001144152.820. 002. 87-9.739360036001144163.030. 006. 17-15.607360036001144173.230. 0011. 16-22.635360036001144183.430. 0018. 14-

23、30.823360036001144193.630. 0027. 35-39.220360036001144203.830. 0038. 70-47.45936003600214.040. 0052. 28-56.126360036001144224. 240. 0068. 18-65.220360036001144234. 440. 0086. 53-74.742360036001144244. 640. 00107. 43-84. 691360036001144254. 840. 00130. 99-95.068360036001144265.040. 00157. 33-105.8733

24、60036001144275.250. 00186. 56-117.104360036001144285.450. 00218. 80-128.764360036001144295. 650. 00254. 15-140.850360036001144305.850. 00292. 72-153.364360036001144316.050. 00334. 63-166.306360036001144326.250. 00380. 00-179.675360036001144336.460. 00428. 92-193.472360036001144346.660. 00481. 52-207

25、.696360036001144356.860. 00537.91-222.347360036001144367.060. 00598. 19-237.426360036001144377.260. 00662. 49-252.933360036001144387.460. 00730. 91-268.867360036001144397.670. 00803. 56-285.228360036001144407.870. 00880. 57-302.017360036001144418. 070. 00962. 03-319.234360036001144428.270. 001048. 0

26、6-336. 878360036001144438.470. 001138. 78-354.94936003600448.680. 001234. 29-373.448360036001144458.880. 001334.71-392.374360036001144469.080. 001440. 15-411. 728360036001144479. 280. 001550. 73-431. 509360036001144489.480. 001666. 54-451. 718360037891144499.680. 001787. 72-472. 354360040511144509.8

27、90. 001914. 36-493.4183600432611445110.090. 002046. 58-514.9093600461411445210. 290. 002184. 50-536.8273600491611445310.490. 002328. 22-559.1743600523211445410.690. 002477. 86-581.9473600556311445510.890. 002633. 52-605. 1483600590911445611. 100. 002795. 33-628.7773600627011445711.300. 002963. 39-65

28、2.8333600664811445811.500. 003137. 82-651.2773600704211445911.700. 003300. 38-576.1273600741211446011.900. 003437. 40-480. 7793600772511446112. 100. 003550. 39-391.0943600798511446212. 300. 003640. 77-306.8833600819311446312. 500. 003709. 97-227.9563600835311446412. 700. 003759. 31-154.1163600846711

29、446512.900. 003790. 11-85.1633600853911446613. 100. 003803. 60-20.895360085701.工程地质概述该工程场地位于建设路北侧。场地按建筑设计场坪开挖后地下车库的四周 形成岩土混合及岩质基坑边坡，最大高度约为16m。基坑边坡的稳定对坡顶已 建构筑物和道路及坡脚施工的安全产生严重威胁，该基坑边坡应及时治理。该基坑边坡安全等级为一级，本次设计基坑边坡为临时支护,临时边坡合理 使用年限不大于2年。该工程基坑边坡支护方案为：A-B段采用放坡+锚喷支护；C-D段采用放 坡+桩板挡墙支护；E-F, G-H段采用桩板挡墙支护；其余段边坡采用

30、放坡+坡 面防护；坡顶，坡脚设置截排水沟，就近排入市政雨水系统。边坡概况表边坡编号最大高度边坡类 型安全等级（安全稳 定系数）主要破坏模 式支护方案A-B段13.5m岩土质 边坡一级(1.25)土体内部发 生圆弧滑动 破坏和岩质 产生崩塌掉 块破坏放坡+锚喷支护C-D段14.5m岩土质 边坡一级 (1.25)土体内部发 生圆弧滑动 破坏和岩质 产生崩塌掉 块破坏放坡+桩板挡墙支 护E-F, G-H 段11.5m岩土质 边坡一级(1.25)土体内部发 生圆弧滑动 破坏和岩质 产生崩塌掉 块破坏桩板挡墙支护其余段16m岩质边 坡和岩一级(1.25)土体内部发 生圆弧滑动坡率法放坡+坡面 防护671

31、3.300. 003800. 9738.8903600856411446813. 500. 003783. 3794. 3963600852311446913. 700. 003751.89145. 8253600845011447013.900. 003707. 54193.3793600834711447114. 100. 003651.33237. 2573600821711447214. 300. 003584. 17277.6563600806211447314. 500. 003506. 95314.7693600788511447414. 700. 003420. 49348.

32、7863600768611447514.900. 003325. 58379.8923600746911447615. 100. 003222. 95408. 2683600723611447715. 300. 003113. 28434. 0873600698711447815. 500. 002997. 22457.5213600672411447915.700. 002875. 37478.7313600645011448015.900. 002748. 28497.8763600616511448116. 100. 002616. 47515.1053600587111448216.

33、300. 002480. 43530.5623600556911448316. 500. 002340. 58544.3833600526011448416. 700. 002197. 35556.6983600494411448516.900. 002051. 10567.6263600462411448617. 100. 001902.18577. 2833600430011448717. 300. 001750.91585.7733600397111448817. 500. 001597. 58593.1953600364011448917. 700. 001442. 45599.637

34、360036009017.900. 001285. 77605.18236003600114411449118. 100. 001127. 75609.9023600360011449218. 300. 00968. 62613.8613600360011449318. 500. 00808. 55617.1163600360011449418. 700. 00647. 72619.7153600360011449518.900. 00486. 30621.6953600360011449619. 100. 00324. 44623.0883600360011449719. 300. 0016

35、2.29623.9153600360011449819. 500. 000. 00312.09536003600各点的配筋包络结果点号距顶距离面侧纵筋背侧纵筋箍筋(m)(mm2)(mm2)(mm2/m)1-0.0036003600114420.2036003600114430.4036003600114440.6136003600114450.8136003600114461.0136003600114471.2136003600114481.4136003600114491.61360036001144101.82360036001144112.02360036001144122.22360

36、036001144132.42360036001144142.62360036001144152.82360036001144163.03360036001144173.23360036001144183.43360036001144193. 63360036001144203.83360036001144214. 04360036001144224. 24360036001144234.4436003600114419244. 64360036001144254.84360036001144265. 04360036001144275.25360036001144285.45360036001144295.65360036001144305.85360036001144316. 05360036001144326.25360036001144336.46360036001144346.66360036001144356.86360036001144367.06360036001144377.26360036001144387.46360036001144397.67360036001144407.87360036001144418. 07360036001144428.27360036001144438.47360036001144448.68360