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西山
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结构设计
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西山桥下部结构设计,西山,桥下,结构设计
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中文题目:西山桥下部结构设计外文题目: XISHAN DEPARTMENT STRUCTURE DESIGN UNDER THE BRIDGE毕业设计（论文）共 144 页（其中：外文文献及译文 58 页） 图纸共 13 张完成日期 2015 年 6 月 答辩日期 2015 年 6 月西山桥下部工程施工图图册（第一册 共一册）辽宁工程技术大学二一五年六月 辽宁目录编制说明1全桥图2横断面图3平面位置图4桥墩构造图5盖梁配筋图6墩柱配筋图7桥墩桩基配筋图8支座图9桥台构造图10台帽配筋图11台身配筋图12桥台桩基配筋图13耳墙、背墙配筋图141.图纸编制说明1.1 技术设计标准桥面净宽：23.5m（行车道）+2m（应急车道）+0.5m（防撞墙）2=10m荷载等级：公路-级荷载；环境类别：类环境；设计安全等级：二级，结构重要性系数；下部结构：双柱式桥墩、桥台均采用埋置式桥台； 1.2 主要设计依据1、公路桥涵设计通用规范(JTG D60-2004)2、公路钢筋混凝土及预应力混凝土桥涵设计规范（JTG D62-2004）3、公路桥涵地基与基础设计规范（JTG D632007）4、公路工程抗震设计规范（JTJ00489）1.3 地质资料根据地质勘察，地质土层主要为、粗砂、和卵石土。土层情况如下：第一层：建筑土 厚约2.5m第二层： 粗 砂 厚约2.7m第三层：粉质粘土 厚约2.3m第四层：卵石土 以下均是1.4主要材料 1、混凝土 下部构造：盖梁、台帽、耳墙、背墙及墩柱采用C30混凝土；桥墩桩基采用C30混凝土，桥台桩基采用C25混凝土。 2、钢筋 普通钢筋：采用符合国家标准钢筋混凝土用热轧光圆钢筋（GB13013-1991）和钢筋混凝土用热轧带肋钢筋（GB1499-1998）规定的R235钢筋、HRB335钢筋。1.5水文资料西山桥位于阜新市境内，河流均为独流水域，流量随季节变化较大，平均水深0.5m左右，地表水体为，属于季节性河流（勘察时无水），设计百年一遇。气候属大陆性气候，四季分明，冬天寒冷夏天炎热，白天黑夜温度相差比较大，阜新年平均最冷气温-23，历史为37.4，年平均为7。降水多集中于6-8月份，年平均降水691mm，无霜期为135-150天。1.6桥梁设计 （1）桥梁总体设置及总体设计原则 本项目桥梁总体设置原则是不降低原有河沟功能，尽量不改变原有自然条件及环境，通过现场勘察、资料分析和与各级地方政府反复协商，对于因该桥梁修建二造成原有河道、沟渠功能破坏的，均考虑予以恢复、改移和合并。 桥梁设计，在选择方案时本着“安全、适用、经济、美观”、便于标准化施工的原则，根据地形、地物和便于分段统一集中预制等，尽量做到结构标准化、施工机械化、缩短工期。20m跨径采用预应力混凝土空心板梁桥。 （2）桥梁的施工要点 施工前应通读整个设计文件，对设计文件中所提供的坐标、高程等应先进行核查，确认无误后严格按照实施。桥梁基础系根据现有钻探资料设计，基础施工时，须随时将实际地质状况与所提供的钻探资料进行对照，如有不符，应及时提出研究，修改设计后方可继续施工。 摘要该设计为阜新市西山桥的下部结构设计，设计车速为V=60Km/h，全桥共长60m，一共3跨结构，上部梁为预应力空心板。下部结构是桥的基础，提供桥的跨越能力，桥的下部结构结构的正常使用，决定着上部结构能否正常使用，决定着车辆能否顺利通行。该下部设计主要分为以下几个部分：（1） 选取桥墩桥台的类型：根据上部结构的特点，和当地的地形和实际情况，及其施工技术、环保等因素问题选定桥墩桥台的类型。（2） 下部结构的基础的类型选择及其如何布置：根据当地的土层情况选用灌注桩为基础，并进行配筋计算，并对基础的稳定性进行验算，保证基础能正常稳定的使用。（3） 支座的配置：通过上部结构和制动力、温度力对支座的作用力，选取支座的类型和尺寸，并根据经济原则选取板式橡胶支座。（4） 通过对下部结构的计算，该桥的下部结构比较合理。保证了该桥能够正常安全的使用，并且经济实用，外形比较美观。通过设计，本桥的通行能力满足要求，达到预期的目的。关键词：制动力 预应力 灌注桩 设计车速Abstract The design for the bottom of fuxin xishan bridge structure design, design speed V = 60 km/h, long bridge, a total of 60 m, a total of 3 span structure, the upper beam of prestressed hollow plate. Infrastructure is the foundation of the bridge, to provide bridge spanning capacity, the normal use of the lower part of the bridge structure, determines the upper structure can be normal use, can determine the vehicle to pass.The lower part design is mainly divided into the following several parts: (a) select the type of the abutment pier, : according to the characteristics of the upper structure, and the local terrain and the actual situation, and its construction technology, environmental factors such as the problem of the abutment pier selected type. (2) the bottom structure of type selection and the basis of how to arrangement: according to the local soil condition selection of piles as a foundation, and reinforcement calculation, and the stability of foundation calculation, guarantee the stability of foundation can be normal use. (3) bearing configuration: through the upper structure and braking force and temperature force on the bearing force, selection of bearing type and size, and according to the economic principle of selecting plate rubber bearing. (4) through to the bottom of the structure of the calculation, the bottom of the bridge structure more reasonable. Ensure the use of the bridge can work safely and economical and practical, appearance is more beautiful. By design, capacity meet the requirements of this bridge, and achieve the desired purpose.Keywords:Braking force prestressed Bored piles design speedI西山桥下部工程设计概算（第一册 共一册）辽宁工程技术大学二一五年六月 辽宁目录编制说明1总概算表013人工、主要材料、机械台班数量汇总表024建筑安装工程费035其他工程费及间接费综合费率计算表046设备、工具、器具购置费计算表057工程建设其他费用及回收金额计算表068人工、主要材料、机械台班单价汇总表079分项工程概算表08冲钻机冲孔10分项工程概算表08钢筋工程11分项工程概算表08灌注桩工作平台12分项工程概算表08灌注桩混凝土13分项工程概算表08护筒制作、埋设、拆除14编制说明11 工程概况西山桥位于辽宁省阜新市水泉镇，属于预应力混凝土空心板桥，横跨村中河流。呈东西方向展布，全长60m，采用三跨，跨径20m，属于中小桥。2 编制依据（1）交通运输部公路工程基本建设项目概算预算编制办法(JTG B06-2007)（2）交通运输部公路工程概算定额(JTG/T B06-02-2007)（3）交通运输部公路工程机械台班费用定额(JTG/T B06-03-2007)（4）辽宁省公路工程概算预算编制补充规定3 人工、材料、机械台班单价的确定（1） 人工费：按单位1计算。（2）材料单价：汽油、柴油按现行市场价格计算。（3）机械台班单价：按公路工程机械台班费用定额(JTG/T B06-03-2007)计算。4 建筑安装工程费4.1 其他工程费（1）冬季施工增加费不计算。（2）特殊地区（高原地区、风沙地区、沿海地区）施工增加费不计算。（3）行车干扰工程施工增加费不计算。（4）雨季施工增加费按概预算编制办法表3-12计算。（5）夜间施工增加费按概预算编制办法表3-12计算。（6）安全及文明施工措施费按概预算编制办法表3-12计算。（7）临时设施费按按概预算编制办法表3-12计算。（8）施工辅助费按按概预算编制办法表3-12计算。（9）工程转移费不计算。4.2 间接费间接费由规费和企业管理费组成。4.2.1 规费规费包括以下费用：（1）养老保险费：按编制办法福建省补充规定执行，单位按工资总额的20%计缴。（2）失业保险费：按编制办法福建省补充规定执行，单位按工资总额的2%计缴。（3）医疗保险费：按编制办法福建省补充规定执行，单位按工资总额的7%计缴。（4）工伤保险费：按编制办法福建省补充规定执行，单位按工资总额的12%计缴。（5）住房公积金：按编制办法福建省补充规定执行，单位按工资总额的1%计缴。4.2.2 企业管理费企业管理费包括以下费用：（1）基本费用按概预算编制办法表3-14计算。（2）主副食运费补贴按2.2km计。（3）职工探亲路费按0.27%计。（4）职工取暖补贴不考虑。（5）财务费用按0.39%计算。4.3 利润根据概预算编制办法规定，按直接费与间接费之和扣除规费的7%。4.4 税金根据概预算编制办法规定，采用综合税率3.41%。5 设备、工具、器具及家具购置费该项费用不计算6 工程建设其他费用（1）土地征用及拆迁补偿费按中华人民共和国土地管理法等法律、法规规定计算。（2）建设项目管理费1）建设单位管理费：根据概预算编制办法规定，按累进办法建管费计算。2）工程质量监督费：根据概预算编制办法规定，以建筑安装工程费总额的0.15%计算。3）工程监理费：根据概预算编制办法规定，以建筑安装工程费总额的2%计算。4）工程定额测定费：根据概预算编制办法规定，以建筑安装工程费总额的0.12%计算。5)设计文件审查费：根据概预算编制办法规定，以建筑安装工程费总额的0.1%计算。6）竣（交）工验收试验检测费：按15000计算。（3）研究试验费：本项费用不计算。（4）建设项目前期工作费：本项费用不计算。（5）专项评价（估）费：本项费用不计算。（6）施工机构迁移费：本项费用不计算。（7）供电贴费：本项费用不计算。（8）联合试运转费：本项费用不计算。（9）生产人员培训费：本项费用不计算。（10） 固定资产投资方向调节税：本项费用不计算。（11）建设期贷款利息：本项费用不计算。7 预备费（1）差价预备费：以建筑安装工程费总额为基数，按设计年数和工程造价增长率计算。（2）基本预备费：以第一、二、三部分费用之和的5%计算。8 概算总金额每根桩的概算总金额81008.79元。23目录前言11 桥型的选择方案21.1 设计桥梁的资料21.1.1 设计桥梁的标准21.1.2 当地的地质情况21.1.3 当地的气候21.2梁型的选择31.3桥墩类型的选择31.4 桥台类型的选择42 支座设计52.1 支座类型的选择52.2 支座所受的反力52.3 支座尺寸的确定52.4 支座所需的厚度62.5 验算支座的偏转量62.6 验算抗滑稳定性73 桥墩设计83.1 桥墩的材料83.2 桥墩设计的尺寸83.3 盖梁计算93.3.1 竖向荷载的计算93.3.2 柱反力的计算153.3.3 盖梁五个截面的弯矩计算153.3.4 桥墩和桥台的水平力计算193.3.5 桥墩盖梁的配筋213.4 墩柱设计253.4.1 恒载的计算253.4.2 汽车荷载的计算263.4.3 墩柱的配筋263.4.4 墩柱的裂缝验算313.5 桩基计算334 桥台设计404.1 桥台的材料404.2 桥台的尺寸的确定404.3 台帽计算404.3.1 恒载计算404.3.2 内力计算434.3.3各截面的验算484.4 台墙计算524.4.1 竖向荷载计算524.4.2 水平力的计算554.4.3 台墙截面验算644.5 背墙配筋计算654.6 耳墙计算654.6.1 计算汽车荷载等效土的厚度654.6.2 耳墙受到的水平土压力664.6.3 截面计算664.7 桩基设计674.7.1 承台底面的内力组合675 施工组织设计765.1 桥梁情况765.2 路面设计765.2.1 工期时间765.2.2 质量目标765.2.3 安全目标775.2.4 施工环保目标775.3 设备人员征调计划775.4 材料的运输计划775.5 施工劳动力安排计划775.6 施工场地的选择布置775.7 施工的进度计划785.8 施工测量方案785.9 施工方案785.10 承台施工795.10.1 承台施工流程795.10.2 凿除桩头砼805.10.3 安装预制模板805.10.4 绑扎钢筋815.10.5 灌浇砼815.11 下部施工815.11.1 施工前的准备815.11.2 墩身的施工方案835.11.3 桥台的施工方案835.12 施工的安全防护措施83结论84致谢85参考文献86附录 A87总预算表 The total budget for the table建设项目名称：桥梁工程 编 制 范 围 ：西山桥下部结构设计概算 第1页 共1页 01表项目节工程或费用名称单位数量概算金额（元）经济技术指标各项费用比重(%)一建筑安装工程费元55929.3211冲击钻机冲孔m125773.241481.1037.13 2灌注桩工作平台20034817.30174.08742.98 3护筒制作、埋设、拆除t23189.441594.723.94 4灌注桩混凝土m167339.12458.79.06 5钢筋工程t1.14810.224372.935.94 二设备及工具、器具购置费元21500 生活用品元15001.852办公用品元17502.16机械设备租用元1500018.517测量仪器元30003.703小型工具元2500.309三工程建设其他费用元3579.47 4.42 1土地征用及拆迁补偿费元 2建设项目管理费元3551.51 4.38 1建设单位管理费元1946.34 2.40 2工程质量监督费元83.89 0.10 3工程监理费元1398.23 1.73 4定额编制、管理费元67.12 0.08 5设计文件审查费元55.93 0.07 3联合试运转费元27.960.03 4竣工验收检测费及培训费元 81008.791 编制：徐 飞 审查：人工、主要材料、机械台班数量汇总表 Artificial man-days,Main material,machine-team number Summary建设项目名称：桥梁工程编 制 范 围 ：西山桥下部结构设计概算 第1页 共1页 02表 序号规 格 名 称 单位代号桥墩单桩总数量场外运输损耗数量1人工工日1270.962C30水下混凝土m2020.7683原木m1010.32650.01634锯材m1022.594150.38915光圆钢筋t1110.45922.50.011486带肋钢筋t1122.2832.50.0570757型钢t1820.38860.023288钢板t1830.0160.00069钢管t1910.13440.0053610电焊条kg23153.84105.38411钢管桩t2621.6060012钢护筒t2630.20013铁件kg65115.9620.319214铁钉kg653420.0815812号铁丝kg6550.1620.0032162022号铁丝kg6569.0220.18041732.5级水泥t8348.920.17818水m86678.720019中（粗）砂m89910.38440.4153620黏土kg91125.003841.00015221碎石（4cm）m95215.5820.31162260m/h内混凝土输送泵台班13160.16238t以内载货汽车台班13752.962410t以内载货汽车台班13760.32512t以内汽车式起重机台班14512.8922650kN内单筒慢动卷扬机台班15003.1827600kN以内振动打桩机锤台班15830.382830型电动冲击钻机台班15898.6252932kvA内交流电弧焊机台班17267.458730300KN以内震动打拔桩锤台班15810.520 3188kW以内内燃拖轮艘班18520.180 32100t以内工程驳船艘班18740.800 编制：徐 飞 审查： 建筑安装工程费计算表Building installation cost calculation 建设项目名称：桥梁工程编 制 范 围 ：西山桥下部结构设计概算 第1页 共1页 03表编 制 范 围 ：西山桥下部结构设计概算 序号12345序号12345序号12345工程名称冲击钻机冲孔灌注桩工作平台护筒制作、埋设拆除灌注桩混凝土钢筋工程单位10m1001t10m1t工程量12m2002t16m1.1t直接费（元）直接工程费人工费1755.85 9495.60 767.52 283.39 276.01 材料费291.96 13879.26 1031.06 5392.70 3508.07 机械费2484.33 4027.97 718.47 214.58 70.78 合计4532.140 27402.83 2517.05 5890.67 3854.86 其他工程费297.308 1808.59 166.13 388.78 254.42 合计4829.4529211.412683.1756279.4574019.28间接费（元）397.8772307.85203.6355.483239.87利润（元）356.080 2153.17 197.78 462.86 302.89 税金（元）189.836 1144.86 104.88 241.33 158.17 建筑安装工程费（元）合计5773.241 34817.30 3189.44 7339.12 4810.22 单价481.103174.0871594.72458.74372.93序号12345工程名称冲击钻机冲孔灌注桩工作平台护筒制作、埋设拆除灌注桩混凝土钢筋工程单位10m1001t10m1t工程量12m2002t16m1.1t直接费（元）直接工程费人工费1755.85 9495.60 767.52 283.39 276.01 材料费291.96 13879.26 1031.06 5392.70 3508.07 机械费2484.33 4027.97 718.47 214.58 70.78 合计4532.140 27402.83 2517.05 5890.67 3854.86 其他工程费297.308 1808.59 166.13 388.78 254.42 合计4829.4529211.412683.1756279.4574019.28间接费（元）397.8772307.85203.6355.483239.87利润（元）356.080 2153.17 197.78 462.86 302.89 税金（元）189.836 1144.86 104.88 241.33 158.17 建筑安装工程费（元）合计5773.241 34817.30 3189.44 7339.12 4810.22 单价481.103174.0871594.72458.74372.93 编制：徐 飞 审查：其他工程费及间接费综合费率计算表 Other cost and indirect cost rate computation comprehensive建设项目名称：桥梁工程 编制范围：西山桥下部结构设计概算 第1页 共1页 04表 序号工程类别构造物II直接费费率1雨季施工增加费0.00142夜间施工增加费0.00357安全及文明施工增加费0.00788临时设施费0.03149施工辅助费0.003210工地转移费0.018311综合费率120.0656间接费费率13规费养老保险14失业保险15医疗保险16住房公积金17工伤保险18综合费率19企业管理费基本费用0.40420主副食运费补贴0.00221职工探亲路费0.003422财务费用0.00423综合费率0.4134 编制：徐 飞 审查：设备、工具、器具购置费计算表 Equipment, tools, equipment purchase expense calculation table 建设项目名称：桥梁工程 编制范围：西山桥下部结构设计概算 第1页 共1页 05表顺序设备、工具、器具规格名称单位数量单价金额说明1生活用品元1300001500按5%计算2办公用品元1350001750按5%计算3机械设备租用元130000015000按5%计算4测量仪器元1600003000按5%计算5小型工具元15000250按5%计算 编制：徐 飞 审查： 工程建设其他费用及回收金额计算表 Project construction cost and the amount of other calculation建设项目名称：桥梁工程编 制 范 围 ：上王家营子桥上部结构设计 第1页 共1页 06表序号费用名称及回收金额项目说明及计算式金额（元）备 注 工程建设其他费用3579.47 一土地征用及拆迁补偿费 1 土地、青苗等补偿费二建设项目管理费3551.51 计费基数（定额建安费）=55929.321（元）1建设单位管理费55929.3213.48%1946.34 2工程质量监督费55929.3210.15%83.89 3工程监理费55929.3212.5%1398.23 4定额编制、管理费55929.3210.12%67.12 5设计文件审查费55929.3210.1%55.93 三联合试运转费55929.3210.05%27.96 编制：徐 飞 审查：人工、材料、机械台班单价汇总表Labor, materials, machine-team unit price specifications list建设项目名称：桥梁工程编制范围：西山桥下部结构设计概算 第1页 共1页 07表序号名称单位代号预算单价金额（元）备注1人工工日149.22C30水下混凝土m2003原木m10111204锯材m10213505光圆钢筋t1113306带肋钢筋t11234007型钢t18237008钢板t18344509钢管t191561010电焊条kg2314.911钢管桩t262500012钢护筒t263480013铁件kg6514.414铁钉kg6536.9715812号铁丝kg6556.1162022号铁丝kg6566.41732.5级水泥t83439018水m8660.519中（粗）砂m8996020黏土kg9118.2121碎石（4cm）m952552260m/h内混凝土输送泵台班1316849.95238t以内载货汽车台班1375146.812410t以内载货汽车台班1376177.43255t以内汽车式起重机台班1449199.622612t以内汽车式起重机台班1451387.112750kN内单筒慢动卷扬机台班150020.0828600kN以内振动打桩机锤台班1583335.952930型电动冲击钻机台班1589258.363032kvA内交流电弧焊机台班17267.2431300KN以内震动打拔桩锤台班1581361.51 3288kW以内内燃拖轮艘班1852910.98 33100t以内工程驳船艘班1874276.04 编制：徐 飞 审查：分项工程概算表Sub divisional work budget table编制范围：桥梁工程工程名称：西山桥下部结构概算第1页 共5页 08-1表序号工 程 项 目桩基工程桩基工程桩基工程合计工 程 细 目冲击钻机冲孔冲击钻机冲孔冲击钻机冲孔定 额 单 位10m10m10m工 程 数 量0.48 0.27 0.45 定 额 表 号3975-1-13263975-1-13253975-1-1329工料机名称单位单价代号定额数量金额（元）定额数量金额（元）定额数量金额（元）数量金额1人工工日49.200 1 16.90 8.11 399.11 15.80 4.27 209.89 51.80 23.31 1146.85 1755.85 2锯材m31350 102 0.02 0.01 14.26 0.022 0.006 8.02 0.022 0.01 13.37 3电焊条kg4.900 231 0.60 0.29 1.41 0.30 0.08 0.40 2.50 1.13 5.51 4铁件kg4.400 651 0.30 0.14 0.63 0.30 0.08 0.36 0.30 0.14 0.59 5水m30.500 866 52.00 24.96 12.48 61.00 16.47 8.24 81.00 36.45 18.23 6黏土m38.210 911 14.01 6.72 55.21 21.00 5.67 46.55 28.02 12.61 103.52 7其他材料费元996 2.10 1.01 1.68 2.10 0.57 0.57 2.10 0.95 0.95 291.96 8设备摊销费元997 51.90 24.91 41.52 50.00 13.50 13.50 67.50 30.38 30.38 910t以内载货汽车台班177.430 1376 0.25 0.12 21.29 0.25 0.07 11.98 0.25 0.11 19.96 1012t以内汽车式起重机台班387.110 1451 0.25 0.12 46.45 0.25 0.07 26.13 0.25 0.11 43.55 1130型电动冲击钻机台班258.360 1589 3.04 0.91 235.62 2.15 0.58 149.98 15.85 7.13 1842.75 1232kvA内交流电弧焊机台班7.240 1726 0.07 0.03 0.24 0.03 0.01 0.06 0.28 0.13 0.91 2484.33 13基价元1999 2753.00 1321.44 1321.44 2346.00 633.42 633.42 10508.00 4728.60 4728.60 6683.46 直接工程费4532.140 其他工程费元0.066 297.308 规费元0.080 140.468 企业管理费0.053 257.410 利润元0.070 356.080 税金元0.034 5583.406 建筑安装工程费元11166.811 编制：徐 飞 审查：分项工程概算表Sub divisional work budget table编制范围：桥梁工程工程名称：西山桥下部结构概算第2页 共5页 08-2表序号工 程 项 目桩基工程合计工 程 细 目钢筋工程定 额 单 位1t工 程 数 量1.1 定 额 表 号6515-4-13工料机名称单位代号单价定额数量金额（元）数量金额1人工工日149.2 5.1 5.61 276.01 276.01 2光圆钢筋t1113300.00 0.112 0.123 50.472 3带肋钢筋t1123400 0.913 1.004 3414.62 4电焊条kg2315 5.100 5.610 27.49 52022号铁丝kg6566 2.200 2.420 15.49 3508.07 612t以内汽车式起重机台班1451387.11 0.1 0.1 51.10 732kVA以内交流电弧焊机台班17267.24 0.870 0.957 6.93 8小型机具使用费元199815.5 17.050 12.75 70.78 18基价元19993955 4351 7847.00 直接工程费3854.86 其他工程费元0.0660 254.42 间接费 规费元0.08 22.08 企业管理费0.0530 217.79 利润元0.07 302.89 税金元0.034 158.17 建筑安装工程费元4810.22 编制：徐 飞 审查：分项工程概算表Sub divisional work budget table编制范围：桥梁工程工程名称：西山桥下部结构设计概算 第3页 共5页 08-3表第1页 共1页 08-2表序号工 程 项 目桩基工程合计工 程 细 目灌注桩工作平台定 额 单 位100m及10只工 程 数 量2 定 额 表 号5135-1-181工料机名称单位单价定额数量金额（元）数量金额1人工工日49.2 96.5 193.0 9495.60 9495.60 2原木m31120.00 0.163 0.326 365.12 3锯材m31350 1.282 2.564 3461.40 4型钢t3700 0.187 0.374 1383.80 5钢板t4450 0.004 0.008 35.60 6电焊条kg4.9 14.9 29.8 146.02 7钢管桩t5000 0.803 1.606 8030.00 8铁件kg4.400 7.800 15.600 68.64 9铁钉kg6.970 2 4 27.88 10其他材料费元360.800 721.6 360.80 13879.26 11设备摊铺费元2616.100 5232.2 2616.10 128t以内载货汽车台班146.810 1.480 2.960 434.56 1312t以内汽车式起重机台班387.110 3.470 2.000 774.22 1450kN内单筒慢动卷扬机台班20.080 1.240 2.480 49.80 15600kN以内振动打桩机锤台班335.950 0.190 0.380 127.66 1632kVA内交流电弧焊机台班7.240 1.77 3.54 25.63 17小型机具使用费元104.4 209 4 4027.97 18基价元22391 44782 44782 直接工程费27402.83 其他工程费元0.0660 1808.59 规费元0.080 759.65 企业管理费0.0530 1548.20 利润元0.070 2153.17 税金元0.034 1144.86 建筑安装工程费元34817.30 编制：徐 飞 审查：分项工程概算表Sub divisional work budget table编制范围：桥梁工程工程名称：西山桥下部结构设计概算第4页 共5页 08-4表序号工 程 项 目桩基工程合计工 程 细 目灌注桩混凝土定 额 单 位10m工 程 数 量1.6 定 额 表 号5085-1-169工料机名称单位单价定额数量金额（元）数量金额1人工工日49.2 3.6 5.76 283.39 283.39 2C30水下混凝土m312.980 20.768 20.768 3钢管t5610 0.084 0.134 753.98 4电焊条kg5 0.300 0.480 2.35 5812号铁丝kg6 0.100 0.160 0.98 632.5级水泥t320.0 5.5 8.9 2839.55 7水m1 3.000 4.800 2.40 8中（粗）砂m60.000 6.5 10.384 623.04 9碎石（4cm）m55.000 9.7 15.58 857.12 10其他材料费元5.700 9.1 9.12 5392.70 11设备摊销费元47.800 76.5 76.48 1260m/h内混凝土输送泵台班849.590 0.100 0.160 135.93 1332kVA以内交流电弧焊机台班7.240 0.090 0.144 1.04 14小型机具使用费元0.700 1.120 1.12 214.58 18基价元3525 5640 5640.00 直接工程费5890.67 其他工程费元0.0660 388.78 规费元0.08 22.67 企业管理费0.0530 332.81 利润元0.07 462.86 税金元0.034 241.33 建筑安装工程费元7339.12 编制：徐 飞 审查：分项工程概算表Sub divisional work budget table编制范围：桥梁工程工程名称：西山桥下部结构设计概算 第5页 共5页 08-5表第1页 共1页 08-2表序号工 程 项 目桩基工程合计工 程 细 目护筒制作、埋设、拆除定 额 单 位1t工 程 数 量2.00 定 额 表 号5125-1-177工料机名称单位单价代号定额数量金额（元）数量金额1人工工日49.20 1 7.800 15.600 767.52 767.52 2锯材m1350.00 102 0.002 0.004 5.40 3型钢t3700.00 182 0.007 0.014 51.80 4钢板t4450.00 183 0.001 0.002 8.90 5电焊条kg4.90 231 0.200 0.400 1.96 6钢护筒t4800.00 263 0.100 0.200 960.00 7其它材料费kg996 1.500 3.000 3.00 1031.06 812t以内汽车式起重机台班705.77 1451 0.050 0.100 70.58 950KN以内单筒慢动卷扬机台班99.59 1500 0.350 0.700 69.71 10300KN以内震动打拔桩锤台班361.51 1581 0.260 0.520 187.99 1132kV.A以内交流电弧焊机台班104.64 1726 0.020 0.040 4.19 1288kW以内内燃拖轮艘班910.98 1852 0.090 0.180 163.98 13100t以内工程驳船艘班276.04 1874 0.400 0.800 220.83 14小型机具使用费元1998 0.300 0.600 0.60 718.47 15基价元1999 5578.000 5578.000 5578.00 直接工程费2517.05 其他工程费元0.07 166.13 规费元0.08 61.40 企业管理费0.05 142.21 利润元0.07 197.78 税金元0.03 104.88 建筑安装工程费元3189.44 编制：徐 飞 审查：11Concrete Bridge Electrochemical Chloride Removal and Protection of Concrete Bridge Components: Field Trials Florida Marine Substructure Field Trial Summary and Conclusions The second chloride removal field trial, and the first on a bridge substructure, was conducted on pilings beneath the B. B. McCormick Bridge, located on State Road 212 south of Jacksonville, Florida. Corrosion cracking had been reported on pilings, a result of high chloride content in the splash zone. Chloride content averaged 9.4 lb/yd 3 (5.6 kg/m _) in the top 4 in. (10 era) of concrete within 1 ft (30 era) of mean high tide. A potential survey indicated a high probability of corrosion at and below mean high tide level, and no corrosion above mean high tide level. Chloride removal anode/blanket composites were installed on each pile from 3 ft (1 m) above high tide to 5 ft (1.5 m) below high tide. The bottom of the composites was about 1 ft (30 era) under water at low tide. Seawater was continuously circulated from the top and then drained down. The electrolyte was not captive and could not be used to assess system performance. The blankets were wrapped with plastic film to inhibit leakage of current to seawater. The system operated for about 18 days at an average current density of 0.33 A/f-t2 (3.3 A/m2),accumulating 135 A-hr/ft 2 (1,350 A-hr/m 2) of total charge. System voltage was only about 20 V, indicating a very low resistivity.During operation, the lower 4 ft (1.2 m) of anode received about 85 percent of the total current, while the upper 4 ft (1.2 In) received the remainder. Although the lower portion of the piling might be expected to be more conductive, and therefore draw more current, this imbalane indicates that considerable current was leaking to the seawater despite the outerc plastic wrap. This was current which did not take part in the removal process. Because of this, the amount of charge applied to the piling is unknown. A potential survey taken after system removal indicated strong cathodic Concrete Bridge polarization of the steel, particularly on the lower portion of the test area. Only limited chloride analyses were conducted after treatment, and the amount of chloride removed could not accurately be assessed. Although the steel was strongly polarized, and some chloride was removed during treatment, the success of this trial is difficult to judge. Installation Background The construction of the B. B. McCormick Bridge was completed in 1948. The bridge was built using quartzite river rock coarse aggregate for the concrete, and consisted of two parallel and identical eastbound and westbound bridge structures, coded as Nos. 720068 and 720069. The overall length of each bridge is 515 ft (157 m), and is located on State Road 212 (US 90) spanning across the Atlantic Intracoastal Waterway south of Jacksonville, Florida. The deck elewttion is approximately 30 ft (9 m) above the average high tide. Six bents are used to help support the deck. Each bent consists of a bent-cap on five 18-in. x 18-in. (45-cm x 45-cm) square piles reinforced with conventional Grade 60 reiforcing steel. The bents of the westbound and eastbound bridges were numbered from 1 through 6 beginning from the east. The piles were identified as A through E beginning from the north and running southward. Some of the supporting piles were partially submerged in seawater and subjected to tidal action. (Figure 3-1). The tidal change has been measured as high as 8 ft (2.5 m). The chloride content, electrical resistivity, and pH of the seawater are 9,000 to 10,280 ppm, 40 ohm-cm, mad 7.3, respectively. The splash zone is a highly corrosive environment. Concrete Bridge Figure 3-1. General Plot Plan: B. B. McCormick Bridge, Florida By 1970, corrosion-induced cracks in the splash zone were observed on the piles. The typical cracks ranged from 0.008 to 0.016 in. wide (0.02 to 0.04 cm) and extended from approximately 12 in. (30 cm) above to 24 in. (60 cm) below high tide. In 1986, an experimental impressed current cathodic protection (CP) system using anode mesh in conjunction with a conductive rubber jacket was installed on the piles of Bent 4 of the westbound bridge. In 1990, an experimental galvanic CP system, using a zinc penny blank sheet as the anode, was installed on piles A, C and E of Bent 3 on the westbound structure. The five piles selected for chloride removal were part of Bent 3 of the westbound bridge. The existing galvanic CP system on piles A, C and E, was dismantled to prepare for the installation of the chloride removal system. A front view of the chloride removal system is in Figure 3-2. The system consisted of a rectifier, electrolyte distribution system, and chloride removal blankets. The installation of the separate components is highlighted below. Concrete Bridge Figure 3-2. Front View of the Chloride Removal System Concrete Surface Preparation and Inspection Successful operation of a substructure chloride removal system relies upon the development of an intimate contact between the anode blankets and surface of the concrete. The piles were covered with barnacles which had to be removed prior to system installation. Scraping with the edge of a shovel was generally sufficient to remove the barnacles. The debris that remained was easily washed away by the waves. Cracks on the surface of the columns were visible after cleaning. A brownish color in the cleaned area was found to be mud, not a corrosion product. Concrete Bridge Electrolyte Distribution System Installation This field trial was unique in its attempt to use seawater as the electrolyte. Also unique to this trial was the fact that the recirculating electrolyte operated on a once-through basis. The other trials employed close-looped recirculation or static ponding. The once-through method was necessary due to the proximity of the pilings and also to avoid chlorine gas evolution due to the already low pH of seawater. Electric Pump A continuous operation, self-priming electric pump manufactured by ITr Jabsco, Inc. was used to circulate electrolyte through the system. The pump, Model No. 17430, was equipped with a viton impeller and o-rings and was rated for 10.2 gpm (38.6 1mirl) at 20 ft (6 m) of hydraulic head. The pump specifications are found in Table 3-1. The intracoastal waterway served as the electrolyte and reservoir for the system. Table 3-1. Pump Specifications Figure 3-3 illustrates the hardware and pump platform that was mounted to pile E of Bent 3 Concrete Bridge Figure 3-3 the hardware and pump platform A foot valve with strainer was attached to the suction side of the pump to prevent the debris from entering the pump. The foot valve remained immersed. Unions were added to the outlet side of the pump to facilitate repair or pump replacement (Figure 3-4). Figure 3-4. Pump Plumbing Schematic Concrete Bridge PVC Manifold Figure 3-5 shows the PVC manifold which was constructed to distribute the electrolyte to the chloride removal blankets. Electrolyte was pumped continuously into the manifold to keep the blankets wet and electrically conductive. The PVC electrolyte manifold was attached, five feet above average high tide, to the west face of the piles with pipe clamps. The manifold was connected to the outlet port of the pump that was mounted on pile E of Bent 3. A separate electrolyte distribution hose on each pile was connected to the manifold. A ball valve was instaued at the end of the manifold to regulate pressure if necessary. All fittings were primed and glued together using PVC pipe cement. Electrolyte Distribution Hoses Figure 3-5 illustrates the 1/4-in. (6-ram) diameter, 7-ft (2.1-m) long, flexible and non-reinforced electrolyte distribution hoses. Eight 1/8-in. (3-ram) diameter holes in each hose allowed equal distribution of the electrolyte. The hose was placed in the top edge of the upper chloride removal blanket. One end of the hose was clamped to a connector from the manifold and the other end was terminated with a plug. Pinch clamps to regulate flow were used on the hoses to each pile. Concrete Bridge Figure 3-5. Electroltye Manifold and Distribution Hose Section Chloride Removal Blanket Installation The blanket consisted of an inner blanket, outer (anode) blanket, and plastic film wrap. Both inner and outer blankets were 4-ft (1.2 m) high and 6-ft (1.8 m) wide. The blankets were hand sewn into a single unit. The properties of Sorb_ S-92, GTF 350 EX and Polyfelt TS-1000 are found in Table 3-2. A schematic of the chloride removal blanket is in Figure 3-6. Concrete Bridge Table 3-2. Chloride Removal Blanket Specifications Two anode blankets were installed on each pile to treat an 8-ft (2.4-m) continuous, vertical length. As shown in Figure 3-2, the top Of the upper blanket was positioned 3 ft (1 in) above average high tide and the bottom of the lower blanket was positioned 5 ft (1.5 m) below the average high tide. The upper blankets were installed at high tide and the lower blankets at low tide. Figure 3-6. Chloride Removal Blanket Assembly Concrete Bridge Inner Blanket Since the inner blanket served as the path for current flow between the anode and concrete surface, its abiltity to retain electrolyte and conform to irregular shapes was of utmost importance. Based on laboratory tests, Sorbx S-92, manufactured by Matarah Industries Inc., was chosen for use as the inner blanket. The material was comprised of 33 percent polypropylene and 67 percent celluose which most likely contributed to its moisture retention properties and formability. The blanket was wrapped around the pile and temporarily held in place with duct tape. Due to an inherent structural weakness of the material after wetting, extra care was taken during installation to keep the blanket dry. Once the entire blanket assembly was installed, the outer blanket provided the support to hold the inner blanket in place. Outer Blanket The outer blanket of the CRB consisted of two geotextiles and an anode. The ELGARD 300 titanium anode mesh was sandwiched between GTF 350 EX manufactured by Exxon Inc., and Polyfelt TS-1000 manufactured by Gundle Lining Systems. Due to better structural integrity and lower absorbancy than the Sorb, S-92, the outer blanket was designed to cover the inner blanket to provide anode contact as well as the support to the inner blanket during treatment. The outer blanket was temporarily held in place by belts. Plastic Film Wrap A layer of plastic wrapping film was placed around the blanket assembly to minimize current leakage. The plastic wrap was left slightly open at the bottom to allow for circulation. This was necessary 1 oavoid acid buildup at the blanket/pile interface. Six additional plastic bands were installed around the plastic wrap, three per blanket, as further support to prevent the whole assembly from sliding down during treatment。 Electrical Installation AC Power Source The rectifier required a 220V-32A, 3_ AC service. A 120V, 1_ service was required for the electrolyte pump and miscellaneous utilities. A 3/8-in. diameter (10-ram), 3-ft (l-m) long solid copper rod, driven into the ground,provided an earth Concrete Bridge ground for the system. Rectifier One rectifier from the Ohio trial was used. Output was rated at 0-50 VDC and 0-200 ADC.The specifications of the rectifier can be found in Chapter 2, Table 2-1. The rectifier was installed on shore as indicated in Figure 3-1. A 4-ft (1.2 m) high,chain-link fence was built around the rectifier to provide safety and discourage vandalism. Distribution Box A current distribution box was constructed to provide a means to measure the current, using shunts, distributed to each anode blanket. The distribution box schematic is shown in Figure 3-7. For convenience, the box was mounted on the side of the rectifier. A multi-position 46 switch and labels that corresponded to each anode shunt were mounted on the front. A set of banana jacks on the front panel were provided to monitor current using an external meter. The positive and negative leads, N 6 (black) and N 10 (red) AWG wires, respectively, were routed through the distribution box from the rectifier to the anode blankets. All leads were sorted and tied to the designated piles, one system negative and two anode leads per pile. The bundled wires were tied to the bridge deck rafting supports and the piles. Concrete Bridge Figure 3-7. Distribution Box Wiring Schematic System Positive Connection Figure 2-4 of Chapter 2 shows a typical system positive connection. Grade 1 titanium current distributor strips, 5.0 ft x 0.5 in. x 0.035 in. (1.5 m x 1.3 cm x 0.09 cm), were spot (resistance) welded to the edge of the anode mesh. Typically, 3 to 4 welds were made per linear foot. All connections to the anode cables were sealed with putty and whipped with electrical tape. System Negative Connection The system negative connection to each pile was made to a 3/8-in. (10-mm) threaded rod extending from the pile. This rod had been been previously installed to make contact with the reinforcing steel for the system negative of a cathodic protection system. The cathodic protection system was removed prior to installation Concrete Bridge of the chloride removal system. Figure 3-8 shows this system negative connection. Figure 3-8. System Negative Connection at the Florida Field Trial Operation Pre- Treatment Evaluations Static Half-CeU Potential Survey A pre-treatment static potential survey was conducted on Bent 3 of the westbound bridge on March 25, 1992. The potentials indicated a significant amount of corrosion was occurring at and below the splash zones. The potentials became less corrosive above sea level. Table 3-3 summarizes the results. Concrete Bridge Table 3-3. Pre-Treatment Half-Cell Potential Survey Even though these potential values are not typical of those obtained on land columns and decks, it is not known if these potentials are typical for marine piles. Concrete chloride Content Pre-treatment cl( were obtained for analysis. The pre-treatment chloride concentrations are shown in Table ,. No data were available for the location 2 ft (0.6 m) above high tide.Chloride analyses performed on the concrete from cores N 6 and N 8, showed near or below threshold chloride concentrations (especially at the zeinforcing steel level) at elevations of 6 to 8 ft (1.8 to 2.4 m) above high tide. Chloride analyses at ele, _tions of -1 to 1 :ft (-0.3 to 0.3 m) above high tide showed significant chloride concentrations, 5 to 16 #Cl/yd 3 (3 to 10 kg/m3). The data indicate that treatment is not needed at elevations higher than 3 ft ( 1m) above high tide. Core N 7 was not analyzed but used for a bench scale chloride removal experiment. Table 3-4. P: c-Treatment Coneret( I Content of Florida Fie)d Trial Site Concrete Bridge Laboratory Chloride Removal Test Core N_ 7 was obtained 7 ft (2.1 m) above high tide. Since this core contained only approximately 1.2 _C1-/yd3 (0.7 kg/m 3) and still reached the 0.6 A/ft_ (6 A/mz) chloride removal current density, it was expected that the area to be treated would reach this current density more quickly if not immediately. Core Petrographic Analysis The concrete for core N_ 7 was characterized as a marginally air-entrained concrete (3 to 4 percent) with a 1-in. (2.5 cm) nominal size gravel coarse aggregate and a natural sand. The coarse aggregate was a siliceous gravel composed of equidimensional, rounded to subrounded, sedimentary rock pebbles. Approximate modal percentages were 67 percent quartz arenite and orthoquartzite, 23 percent chert, and 10 percent coarse vein quartz. Chert pebbleswere mostly microcrystalline, mottled brown types, with a few fine quartz veinlets. The fine aggregate in the concrete was a fairly well sorted, dominantly coarse to medium, sub-rounded to Concrete Bridge rounded quartz with only an occasional chert or limonite grain. There was a tight, uninterrupted bond between the aggregate particles and the cement paste matrix phase. There was no evidence of cement-aggregate reactions. The cement paste phase was of good quality with an estimated water-cement ratio of 0.40 to 0.45. The core represented good quality concrete. Field Site Operation The initial start-up data were collected and is in Table 3-5. Table 3-5. Initial Operating Data - B. B. McCormick Bridge Twelve hours after start-up, the viton impeller of the pump was found damaged, possibly due to _nning dry during initial start-up difficulties. Wetting of the blankets was only by tide water. The impeller was replaced and the pump was restarted. System Current The total area of treatment for this trial was 240 fd (24 m2). The treatment area was comprised of _dl five piles and was treated as a single zone. The total current supplied to the piles was approximately 80 A or 0.33 AJf-t2 (3.3 A/m 2) concrete. Maximum system voltage was set at 48 to 50 V. The current was regulated so that the Concrete Bridge current to any one anode blanket was not greater than 14.4 A, 0.6 A/_ (6 A/m2), the maximum allowable chloride removal current density. These currents were monitored with the shunts in the current distribution box. With this current regulation scheme, the system voltage was never greater than 20 V. In general, the lower blankets on each piling operated at a much greater current than the upper blankets. This was to be expected since the lower blanket was at least 6 in. (15 era) in seawater even during low tide. The trial lasted for 19 days and had an apparent total charge of 135 A-hr/ft 2 (1,350 A-hr/m2). This charge passage was misleading. A system voltage at 0.6 A/ft 2 (6 A/m2) was expected to be at least 40 V. The low system voltage, 20 V, suggested that current was lost to a lower resistance current flow path. This path was expected to be from the bottom of the lower blankets to the submerged areas of the piles (or to ground) through the seawater. This would be possible if electrolyte flow distribution was not sufficient to keep the concrete wet. Post-treatment testing indicated that up to 85 percent of the current was lost to leakage. If this was true, a total charge of only 20 A-hr/ft 2 (200 A-hr/m 2) was achieved. A summary of the current distribution to the five pilings during the first four days and the second to last day of operation is found below in Table 3-6. Current distributions did not significantly change. Table 3-6. Current Distributions to the B.B. McCormick Bridge Pilings Post-Treatment Evaluations Chloride Analyses Concrete powder was collected from 1/2-in. (12-ram) diameter holes for chloride Concrete Bridge analysis. Large concrete core samples were not taken for structure reasons. The pre-treatment and post-treatment results of the chloride analyses are shown in Figure 3-9. Figure 3-9. Pre-Treatment and Post-Treatment C.hloride Concentrations From this data, conclusions about the effectiveness of the removal cannot be made. Static Potential Surveys Post-treatment Static potential data were collected at one day (Table 3-7) and seven weeks (Table 3-8) after treatment. There was significant polarization of the steel beneath the lower blanket and less polarization of the steel under the upper blanket. The post-treatment potentials from Table 3-7, when compared to the pre-treatment potentials from Table 3-3, indicate that all steel was polarized during treatment. Some areas were more polarized than others, and indicates better electrolyte distribution at those areas was likely. The potential data from Table 3-8, taken seven weeks after treatment, indicate that the steel was still depolarizing. The values are less negative than those from the first set of posttreatment data, but still more negative than those from the pre-treatment data. The data suggest no effects Concrete Bridge from the zinc cathodic protection system. No trends were noticed. Table 3-7. Post-Treatment Half-Cell Potential Survey: One Day After Treatment Concrete Bridge Table 3-8. Post-Treatment Half-Cell Potential Survey: 7 Weeks After Treatment System Removal Preliminary Prior to removal, system components were checked for damage. System inspection and removal was conducted from boats. Lead Wires The main AC service was disconnected by FDOT electricians. The negative leads were disconnected from the piles. The positive leads were cut off at the distributor strips. The leads were bundled, lifted to the bridge deck, and dropped on the shore. Since the wires were to be reused for other trials, they were carefully inspected for possible damage from removal. Pump After the pump was removed, the viton impeller was checked and no damage was found. The wooden platform and its supports were non-reusable and discarded. Electrolyte Distribution Manifold PVC pipe, generally manufactured without ultraviolet stablization, became very brittle. The pipe and fittings were removed and discarded. The metal hardware and foot valve were retained for future use. Concrete Bridge Chloride Removal Blanket Although the blankets had not received circulated electrolyte for seven days, they were still wet. The outer blankets were easily removed. Parts of the top inner blankets stuck to the concrete surface and had to be torn off in pieces. Blanket inspection found the geotextile materials in good condition. The nylon stitching of the blankets was either broken, discolored, or dissolved. A chalky substance on the concrete surface was found after the Sorbx was removed. Laboratory tests identified it as calcium carbonate Distribution Box Removal The distribution box was removed from the rectifier and inspected. No damage was detected. Costs Materials A list of disposable and single-use items is tabulatexl in Table 3-9. The cost per square foot of treatment area for these items was $4/ft2 ($4l/m2). Concrete Bridge Table 3-9. Single-Use Item Costs Table 3-10 lists tools and equipment used for this trial that could be amortized over the course of several treatments. The single-use cost per square foot of treatment area for these items was $31.50/ft 2 ($315/mZ). An amortized cost for these items was $3/ft 2 ($32/m2). Concrete Bridge Table 3-10. Amortizable Item Costs Total material costs, single-use and amortized, were $7/ft 2 ($70/m2). Labor Table 3-11 summarizes the man-hour requirements for this chloride removal trial. The total labor cost for installation, maintenance, and removal was $25/ft 2 ($250/m2). Concrete Bridge Table 3-11. Man-Hour Requirements Man-hour estimates include only the time spent at the site. Installation and removal tasks were discussed earlier in this chapter. Operation tasks were performed on shore and included data collect twice a week and electrical equipment maintenance. The hourly labor rates were estimated, based on salary and overhead in the year 1991. Total Costs The cost of this trial, including single-use materials, amortized materials, and labor, was $32/ft 2 of treated area ($320/m2). This does not include travel expenses, boat use, or standard tools, such as drills and hammers. The installation and removal labor costs are inflated. A majority of the work was Concrete Bridge done from boats and tidal currents extended the time required to complete a task. Some work required 4 persons. Most work required only 2 persons, but the other 2 were still present and were included in the cost. Concrete Bridge New York Land Substructure Field Trial Summary and Conclusions The third chloride removal field trial was conducted on the substructure of a bridge over NY Rt. 85 at Hawkins St. in Albany, New York. Work was limited to six columns, each of which were 11 ft (3.3 m) in circumference and 17 ft (5 m) high. Twelve feet (3.6 m) of the vertical dimension were treated. This structure had more distress than the two structures in the previous trials. About 15 percent of the total area was delaminated and required patching. Only 26 percent of the readings from the potential survey were more positive than -200 mV versus CSE, and linear polarization values were in the range where corrosion damage is expected within 2 to 10 years. Chloride concentrations averaged 7.7 lb/yd 3 (4.6 kg/m3) in the top 2 in. (5 cm) of concrete. Each column was fitted with three 4-ft (1.2-m) wide, 11-ft (3.3-m) long anode/blanket composites and covered with plastic ftim. A 0.3 molar sodium borate buffered electrolyte was pumped to the top of the treated area and flowed by gravity down the column and back to a sump. Sealing of the electrolyte collection system around the bottom of the columns proved to be impossible on two of the columns due to fine vertical cracks, and these were left as untreated controls.Current densities on the two remaining columns per zone generally ranged from 0.1 to 0.3 Alft 2 (1 to 3 A/m2), and the two zones accumulated total charges of and 93 A-hr/ft_ (800 and 930 A-hr/m2). A post-treatment potential survey showed the steel to be strongly polarized at all locations, indicating good current distribution. Comparisons of chloride analyses of samples taken before and after treatment were difficult due to very non-uniform distribution of chloride in the columns.Calculation of current efficiencies ranged from 7 to 13 percent, and the amount of chloride removed ranged from 9 to 15 gm/ft2 (90 to 150 gm/m2). Problems at this site included an inability to seal the electrolyte collection system on two of the columns, and overflow of electrolyte on one zone due to rainwater Concrete Bridge runoff. The mesh anode was dissolved in random locations indicating high localized current densities. Despite these problems, this ch
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