路基爆破工程设计及施工组织方案

S313石务路彭水县龙射至九曲河大桥段（k7+570—k52+790）路基爆破方案设计S313线石务路彭水县太原至龙射段（k7+570—K52+790）路基爆破设计及施工组织方案编制单位：重庆协和爆破工程有限责任公司编制人:幸啟灵审核人：何永春编制时间： S313石务路彭水县龙射至九曲河大桥段（k7+570—k52+790）路基爆破方案设计爆破工程名称S313线石务路彭水县太原至龙射段（k7+570—K52+790）段路基爆破工程施工工期爆破施工地点S313线石务路彭水县太原至龙射段k7+570—K52+790段爆破作业类型路基土石方浅孔及中深孔松动爆破爆破岩质种类和总土石方量（m3）一次最大单段炸药量名称改性硝铵/乳化炸药炸药计划用量数量按保护物距离而3.6kg-120kg雷管计划用量爆破现场工作领导人爆破现场技术负责人爆破员姓名安全警戒人员姓名安全警戒半径（M）300米爆破现在场爆破器材保管员姓名爆破方案编制人姓名和技术职称何永春（高级）幸啟灵（初级）爆破工程说明 S313石务路彭水县龙射至九曲河大桥段（k7+570—k52+790）路基爆破方案设计目录第一章、工程概况11.1前言11.2地形地貌11.3气象、水文21.4地质构造21.5地层岩性41.6水文地质101.7沿线特殊岩体111.8不良地质条件131.9路基工程地质条件评价141.10施工条件14第二章、爆破环境和爆破方案选择152.1爆破环境的初步调研152.2爆破设计及施工组织方案编制的依据172.3爆破器材和爆破方案选择17第三章、爆破技术说明183.1路基爆破技术说明183.2彭水段路基爆破警戒方案273.3盲炮瞎炮处理措施30第四章、爆破安全防护措施324.1安全性效核及有效控制324.2爆破器材检测374.3振动观测与控制384.4本区域内的爆破控制39第五章、爆破施工组织395.1施工准备工作395.2爆破工程机构设置405.3施工组织管理人员表405.5主要材料计划425.6施工进度、质量保证措施425.7安全保证措施43第六章、事故报告与应急救援方案476.1应急步骤486.2应急救援方案486.3抢救程序及事后处理49 S313石务路彭水县龙射至九曲河大桥段（k7+570—k52+790）路基爆破方案设计第一章、工程概况1.1前言S313石务路彭水县龙射至九曲河大桥段公路是石柱连接彭水重要干道，该路修建于上世纪50年代，为泥结碎石路面，于2006年路面硬化为沥青路面。随着彭水县以及沿线龙射等周边地区经济的不断发展，交通量不断增大，日均交通量达到1200辆，现有公路技术标准已不能满足交通量发展的要求，严重制约着交通的发展，因此，S313石务路的改造升级迫在眉睫。该公路的改建，将提高区域交通服务能力，改善交通环境，解决地方出行困难的问题，全面提升沿线居民物质精神生活质量，对促进地方经济发展，完善彭水县公路网结构，都具有积极的现实意义和深远的社会影响。我公司主要负责彭水段的路基爆破及边坡防护爆破，彭水段的起点桩号为K7+570，终点桩号K52+790，线路全长约45.22km。本项目设计速度采用30km/h，路基宽度7.5米，汽车荷载等级采用公路－Ⅱ级，主要技术指标按交通部颁布的《公路工程技术标准》JTGB01-2003执行。1.2地形地貌路线区位于中山区，山脉呈脊状，受构造控制，顺北东南西向延伸，路段区地形标高最高点位于K55+900左侧的庙林坨一带，标高为1147m，最低点位于线路终点的九曲河一带，标高约为219m，相对高差928m。地貌严格受地质构造控制，根据成因、形态及组合特征，将线路走廊区地貌划分成以下几种类型：（1）构造溶蚀地貌主要为二迭系中统长兴组、三迭系下统大冶组、嘉陵江组灰岩区，分布于线路K38+000～K62+700。一般地形标高大于700m。第53页 S313石务路彭水县龙射至九曲河大桥段（k7+570—k52+790）路基爆破方案设计（2）构造剥蚀侵蚀地貌主要表现为脊状低山丘陵，山脊与谷地平行相间。K62+700～终点。一般地形标高220～700m。1.3气象、水文该区内地表水体较丰富，主要的过境河流为乌江、小河、郁江。乌江构成线路段起点一带的地表水及地下水的排泄通道，亦构成测区最低侵蚀基准面。沿线路段分布的次级水流一般发源于中低山沟谷中，明显受构造控制，多属树枝状水系，局部也形成羽毛状水系。地表溪沟担负起了线路段区内地表水和地下水的排泄任务。由于线路段沿线沟谷发育且深切，沟底顺溪沟发育方向地形坡度大，故每当暴雨时段，地表排水通畅，山洪暴发，但水位消涨亦快。勘察区属亚热带季风暖湿气候区,气候温和湿润、雨量充沛、四季气温变化特征明显。历年最大风速31.5m/s，平均风速1m/s，多年平均气温18.1℃，极端最高气温42.2℃，极端最低气温-2.7℃，平均最高气温34.2℃，最热月平均气温28.6℃，最冷月平均气温7.1℃。夏季降雨量最多，秋季次之，冬季再次之，春季最少。据气象资料，工作区多年平均降雨量1072.3mm，历年最大降雨量1363.4mm，其中5～6月降雨量最多，月平均降雨量可达160mm以上，一次最大降雨量113.1mm(1954年7月21日)。多年平均雾日数37.8天，历年最多雾日94天，历年最少雾日17天。全无霜期，年平均日照1248.1小时。1.4地质构造线路穿越普子向斜。普子向斜由下塘口一带进入测区，经半边街、土池坝、在滥池塘由于向斜扬起而消失。普子向斜全长约66km，轴部比较开阔，但小褶皱发育，两翼岩层倾角基本趋于相同，西翼倾角20°～37°，东翼倾角28°～65°；轴部出露地层由中三叠统及侏罗系地层组成。两翼由上泥盆系、二叠系地层组成。见构造纲要图，图1.4.1。第53页 S313石务路彭水县龙射至九曲河大桥段（k7+570—k52+790）路基爆破方案设计构造纲要图1.4.184马武山正断层；98普子向斜；99锅厂坝背斜；100郁山背斜据路段区地面工程地质测绘，将各段落的岩层产状及裂隙情况分述如下：K7+570(线路起点)～K11+600段位于普子向斜西北翼，岩层产状较陡倾，岩层产状100°～115°∠45°～61°，岩层构造节理较发育，裂隙较为陡倾，节理面多较平直，呈闭合～微张状，宽1～3mm不等，常充填粘土或附褐色铁质膜，节理间距一般2～3m，延伸较短，未见贯通性微张节理。K11+600～K20+300段位于普子向斜西北翼，岩层产状95°～110°∠30°～45°，多发育一组倾向与岩层倾向大致相同、倾角小于50°的裂隙，及一组倾向大致垂直岩层倾向、倾角大于60°的陡倾裂隙。节理面多较平直，呈闭合～微张状，宽2～5mm不等，常充填粘土或附褐色铁质膜，节理间距一般1.3～2.5m，延伸较短，未见贯通性微张节理。K20+300～K31+250段位于普子向斜西北翼，岩层产状105°～115°∠15°～30°，本段岩性为寒武系上统毛田组（Є3m）白云岩、白云质灰岩，其裂隙较发育，节理面多较平直，呈闭合～微张状，宽2～6mm不等，常充填粘土或附褐色铁质膜，节理间距一般0.5～2.1第53页 S313石务路彭水县龙射至九曲河大桥段（k7+570—k52+790）路基爆破方案设计m，延伸较长，裂隙的贯通性较好，结合较差。K31+250～K38+823.418(线路终点)段位于普子向斜西北翼，岩层产状100°～110°∠6°～15°，裂隙较发育，裂面多平直，呈闭合～微张状，宽2～5mm不等，常充填粘土或附褐色铁质膜，节理间距一般1.5～2.2m，延伸较短，未见贯通性微张节理。1.5地层岩性项目所在区地层自震旦系到第四系均有出露。路线区地层由老至新依次是：(1)震旦系灯影组（Zdm）浅灰至白色中至巨厚层状白云岩，含黑色燧石条带，向西相变为灰色厚层隐晶质灰岩，并含白云岩团块。(2)寒武系下统梅水村组（∈1m）浅灰色薄层微晶白云岩、含黑色燧石条带。(3)寒武系下统水井沱组（∈1s）上部为灰黑色泥质胶结的石英粉砂岩夹灰色团块和薄层介壳灰岩及白云质灰岩；下部为灰黑色页岩。(4)寒武系下统石牌组（∈1sp）a.第一岩性段（∈1sp1）灰色至深灰色薄至中厚层泥质胶结的石英粉砂岩及石英砂岩，常含灰岩扁豆体，夹少量灰至灰白色厚层状灰岩。偶见灰白色砂质白云岩。厚度132～153m。b.第二岩性段（∈1sp2）黄绿、绿灰色粉砂质页岩及页岩夹泥质胶结的石英砂岩及粉砂岩。厚度127～250m。(5)寒武系下统天河板组（∈1t）a.第一岩性段（∈1t1）第53页 S313石务路彭水县龙射至九曲河大桥段（k7+570—k52+790）路基爆破方案设计上部为深灰色条带状含泥质灰岩，偶见黄绿色页岩；下部为灰至浅灰色灰岩夹条带状含泥质灰岩，常具鲕状、豆状结构。厚度72～129m。b.第二岩性段（∈1t2）黄绿色页岩，顶为泥质灰岩及鲕状灰岩。厚度62～88m。(6)寒武系下统石龙洞组（∈1sl）中上部为深灰色灰岩，夹灰至灰白色灰质白云岩及白云岩，下部为深灰色灰岩，常含泥质。厚度155～238m。(7)寒武系中统高台组（∈2g）中上部为浅灰色厚层鲕状灰岩及灰岩、豹皮状白云质灰岩及白云岩，含铜铅锌矿；下部为黄绿色页岩，图东南夹灰岩扁豆体。厚度63～74m。(8)寒武系中统茅坪组（∈2m）灰色至浅灰色薄至中厚层状含泥质白云岩，顶部夹泥质白云岩及少量的灰绿、紫色页岩，中上部见厚约3米的灰白色、淡红色硅质及白云质胶结的长石石英砂岩及粉砂岩。厚度212～342m。(9)寒武系中统光竹岭组（∈2gn）浅灰、深灰、褐灰色厚层状灰岩、白云质灰岩及白云岩，偶含燧石团块，具条带状构造。厚度391～400m。(10)寒武系上统耿家店组（∈3g）浅灰、灰色厚层夹中厚层微至细晶云岩，中部及下部夹鲕粒云岩，局部地段中下部夹薄层含泥云岩。本层常以粗晶结构为其特征。234～273m。(10)寒武系上统毛田组（∈3m）上部常以灰色厚层灰岩为主，夹云灰岩：下部以厚层云灰岩为主，夹灰云岩及藻灰岩，具板状，人字形交错粗晶结构为其特征。厚度164～255m。(11)奥陶系下统南津关组（O1n）第53页 S313石务路彭水县龙射至九曲河大桥段（k7+570—k52+790）路基爆破方案设计灰色厚层微晶灰岩、云质灰岩、含燧石结核，下部普遍有厚约10米粘黄灰色钙质页岩，夹生物屑灰岩透镜体，依夹钙质页岩为特征面单独划出。厚度(12)奥陶系下统分乡组（O1f）灰、深灰色厚层夹中厚层结晶灰岩，含燧石结核或条带，中部及上部常夹少量黄灰色钙质页岩。本层主要依依夹钙质页岩为特征面单独划出(13)奥陶系下统红花园组（O1h）灰、深灰色厚层微晶灰岩，中上部常夹结晶灰岩，普遍含燧石结核。厚度22～62m。(14)奥陶系下统大湾组（O1d）上部灰绿色钙质页岩夹薄层钙质泥质粉砂岩：中部浅灰、棕红色中厚层泥质灰岩；下部灰绿色色钙质粉砂质页岩。厚度109～172m。(15)奥陶系中统十字铺组（O2s）浅红、黄灰色薄层夹中厚层灰岩，泥质粉砂质灰岩，层间夹少量钙质页岩，上部灰岩显瘤状或条带状构造。厚度13～15m。(16)奥陶系中统宝塔组（O2b）灰色微带浅红色厚层夹中厚层微晶灰岩，常见发育的龟裂纹构造。厚度15～42m。(17)奥陶系上统临湘组（O3l）深灰、灰色中至厚层状开裂纹灰岩。厚度3～12m。(18)奥陶系上统五峰组（O3w）黑色含碳质粉砂质页岩，常弱硅化、呈板状。偶夹黑色页岩及薄层燧石。厚度4～16m。(19)奥陶系上统观音桥组（O3g）黄灰色中厚层泥质钙质砂岩，含铁质、风化面常呈褐色。(20)志留系下统龙马溪组（S1lr）黄紫、灰绿色页岩、粉砂质页岩，中部及下部常夹薄层钙质泥质粉砂岩，底部为黑色炭质页岩。第53页 S313石务路彭水县龙射至九曲河大桥段（k7+570—k52+790）路基爆破方案设计(20)志留系中统罗惹坪组a.志留系中统罗惹坪组一段（S2lr1）中上部为黄绿色页岩，偶夹粉砂质、泥岩及介壳灰岩透镜体；下部为浅灰色泥质胶结的粉砂岩、黄绿色页岩及粉砂质页岩底部夹数层石英岩状砂岩。粉砂泥质结构，块状构造,页理发育。以水云母等粘土矿物为主，该段地层区域厚263～368m。b.志留系中统罗惹坪组二段（S2lr2）浅灰绿色薄层状泥质胶结粉砂岩，灰绿色粉砂质页岩及页岩，顶部夹浅灰色薄板状生物碎屑灰岩及钙质胶结的粉砂岩。块状构造,页理发育。该段地层区域厚299～638m。c.志留系中统罗惹坪组三段（S2lr3）黄绿色页岩夹浅灰绿色薄至中厚层状钙、泥质胶结的粉砂岩偶夹浅灰色薄板状含粗砂质生物碎屑灰岩、中上部常含钙质结核，底部为泥粉砂岩。该段地层区域厚138～267m。(21)泥盆系上统水车坪组（D3s）灰色泥质灰岩，中部为灰黄、紫红色页岩，钙质页岩及泥质粉砂质；下部为灰白色石英岩状砂岩及石英砂岩，夹菱铁矿。该地层区域厚0～78m。(22)石碳系中统黄龙组（C2h）灰至深灰色中至厚层状隐晶质白云岩及灰至浅灰岩厚层状粗晶灰岩。厚度0～6m。(23)二叠系下统梁山组（P1l）灰绿、浅灰色粘土岩（或铝土岩），夹泥质胶结的石英砂岩、粉砂岩。抗风化能力较弱，多形成负地形，区域厚1-11m。(24)二叠系下统栖霞组（P1q）灰、深灰色中至巨厚层状灰岩，偶夹硅化灰岩团块；下部为黑色页状泥灰岩或钙质页岩，夹深灰色灰岩。区域厚度47～68m。第53页 S313石务路彭水县龙射至九曲河大桥段（k7+570—k52+790）路基爆破方案设计(25)二叠系下统茅口组（P1m）a.第一岩性段（P1m1）浅灰、深灰色瘤状灰岩，夹黑色页状灰岩，常含绢云母条带。偶夹燧石团块。区域厚132～160m，主要分布于三义隧道洞身段。本次钻孔未能揭露该层。b.第二岩性段（P1m2）灰、深灰色灰岩，微晶结构，厚、巨厚层状构造，偶夹薄层状、团块状燧石及强硅化灰岩。c.第三岩性段（P1m3）灰、深灰色灰岩，含白云质灰岩及黑色薄至中厚层状泥质灰岩，夹层状、团块状燧石和硅化方解石化白云岩。区域厚0～134m。(26)二叠系上统吴家坪组（P2w）a.第一岩性段（P2w1）黑色页岩，含铁质结核及燧石条带，偶夹薄层灰岩，底部为灰、紫色粘土岩夹煤层及黄铁矿。炭质页岩夹薄煤层，煤厚一般为0.30～0.40m，最厚可达0.60m。该层区域厚约7～9m。b.第二岩性段（P2w2）灰、深灰色薄至中厚层状灰岩，偶夹燧石层或团块，偶夹页岩，中部为黑色硅质板岩夹燧石层，泥质灰岩及深灰色灰岩；底部为灰白色白云质灰岩、白云岩及燧石层，偶夹页岩。区域厚87-91m。(27)二叠系上统长兴组（P2c）灰、深灰色中至巨厚层状灰岩，微晶结构，夹少量燧石团块及条带，偶夹白云岩及页岩。区域厚97～134m。(28)三叠系下统大冶组（T1d）a.第一岩性段（T1d1）第53页 S313石务路彭水县龙射至九曲河大桥段（k7+570—k52+790）路基爆破方案设计灰、深灰色页岩及灰、深灰色薄层状泥质灰岩，底部为薄层状的淡黄色粘土岩。区域厚度20～24m。b.第二岩性段（T1d2）灰色，中至薄层状灰岩，结构致密，缝合线构造发育，局部见孔隙状构造。区域厚度118～212m。c.第三岩性段（T1d3）灰、灰白色灰岩及白云岩，常具鲕状、豆状及凝块状构造，缝合线构造发育。区域厚度65～182m。d.第四岩性段（T1d4）紫红色钙质泥岩，及紫红色、灰绿、灰白色薄至中厚层状泥质灰岩，偶夹紫灰色薄层竹叶状灰岩。区域厚度30～35m。(29)三叠系下统嘉陵江组（T1j）a.第一岩性段（T1j1）灰岩：灰、浅灰色，微晶结构，中、巨厚层状构造，具鲕状结构，局部见斜层理构造。区域厚198～253m；b.第二岩性段（T1j2）白云岩、灰质白云质岩：灰、浅灰色，微晶结构，中厚层状构造，偶夹燧石团块，局部见缝合线构造及条带状构造，区域厚96～107m。c.第三岩性段（T1j3）灰岩：灰色，微晶结构，中、厚层状构造，夹白云质灰岩及角砾状灰岩,含燧石团块，常含鲕，具缝合线构造及花斑状构造。区域厚217～286m。d.第四岩性段（T1j4）白云岩、灰质白云岩：灰、浅灰色，微晶结构，中、厚层状构造，具鲕状构造及角砾状构造。区域厚102～153m。(30)第四系全新统（Q4）a.人工填筑土层（Q4me）第53页 S313石务路彭水县龙射至九曲河大桥段（k7+570—k52+790）路基爆破方案设计碎石土：灰黄色，主要成分为灰岩、页岩块碎石及粘土组成。碎石粒径一般为20～180㎜，含量约为45～70％，土石比约为6：4，均匀性差，松散，稍湿。主要分布于已建S313线公路路基的两侧，回填时间约15年。b.第四系冲洪积层（Qal+pl）主要分布于线路走廊普子河沿岸漫滩及溪沟沟床上，堆积物以卵石和砾石及细沙为主。厚度为2～15m。c.第四系全新统崩坡积层（Q4C+dl）块、碎石土：灰黄色，主要成分为灰岩、页岩块碎石及粘土组成。地表分布块石块径较大，一般直径200～3000㎜，局部可达5000㎜以上；碎石粒径一般为20～180㎜，块石含量约为45～70％，土石比约为6：4，均匀性差，松散，局部具架空现象。主要分布于地形坡度较大的线路段及陡崖坡脚地形较为平缓的斜坡地段。d.第四系全新统残坡积层（Q4el+dl）粘土：灰、灰黄色，含灰岩、页岩碎石及角砾，大部呈硬塑状。分布于路段区地形较为平缓及低洼的山顶平台地段。1.6水文地质根据拟建项目所在区地层岩性、地下水赋存条件和水动力特征，将区内地下水划分为松散岩类孔隙水、碎屑岩类孔隙裂隙水和基岩裂隙水四大类。基岩裂隙水划分为层状和块状基岩裂隙水。①松散岩类孔隙水（Ⅰ）主要分布于区内各大河流两岸及水库两侧，地下水赋存于河流阶地第四系松散堆积层孔隙中，含水层岩性为砂砾石。大气降水易于渗入补给地下水，一级阶地补给条件较好，二级阶地较差，地下水以蒸发排泄为主，在河流切割地段均以渗流方式补给河水。Ⅰ级阶地发育较好，阶面宽阔平坦，地层呈二元结构，上部砂土层，厚4～10m，下部砂砾石，为地下水含水岩组，地下水赋存条件较好，埋深4～10m，含水层厚0.5～5m，水量中等。Ⅱ第53页 S313石务路彭水县龙射至九曲河大桥段（k7+570—k52+790）路基爆破方案设计级阶地阶面微向河谷倾向，宽20～100m，上部粘土或亚粘土，底部为0.2～0.8m厚的砂砾层，出露宽度小，含水层厚度薄，补给条件差，水量贫乏。②碎屑岩类孔隙裂隙水（Ⅱ）主要分布于区内侏罗系等含水岩组孔隙、裂隙中，多为承压水。由于含水岩组中的砂岩颗粒较细，且多呈透镜体，加之上覆泥岩隔水层阻隔，大气降水补给量甚微，因此，该类地下水总体来说水量贫乏。③基岩裂隙水（Ⅲ）区内非岩溶地层组成的地貌为低山、丘陵，沟谷宽缓，水力坡降较小，地下水迳流途径长，降水沿裂隙入渗后，使裂隙之间互相沟通，构成网状迳流系统，地下水交替循环缓慢。降水入渗形成地下迳流，沿含水层倾向方向或某组裂隙运移，在沟谷低洼处呈散状排入溪沟或者在构造裂隙发育地段，以泉的形式泄露地表。④碳酸盐岩类岩溶裂隙水（Ⅳ）该含水岩组岩溶发育，地表有垂直岩溶发育形态，地下水分布呈网状，一般富水。属较强富水，属于此类的含水岩组为灰岩、白云岩、角砾状灰岩。据区域统计资料：泉流量一般小于1升/秒；枯季地下径流模数2～3升/秒·平方公里。1.7沿线特殊岩体设计带岩土体工程地质类型比较简单，岩体主要为侏罗系的沉积岩层，土体主要为第四系的人工填土、冲洪积层和残坡积层，现将岩土体工程地质特征分述如下：（1）岩体根据沉积岩类的岩石粒度、胶结形式、坚硬和完整程度等因素将设计带岩体划分为四类。第53页 S313石务路彭水县龙射至九曲河大桥段（k7+570—k52+790）路基爆破方案设计①软硬相间的砂岩、页岩、泥岩类（Ⅰ1）该类岩体主要指奥陶系下统大湾组（O1d）、志留系中统的罗惹坪组（S2lr）及龙马溪组（S1ln）。岩性以页岩、泥岩为主体，砂岩主要有长石岩屑石英砂岩、岩屑石英砂岩、岩屑、长石岩屑砂岩等，与泥岩、页岩等互层或夹薄层页岩、泥岩。岩石较坚硬。砂岩泥质胶结为主，抗压强度8～20MPa。由于其中夹有泥岩、页岩和粘土岩等，使其整体性降低，形成软弱面，从而产生各向异性。②软质页岩、泥岩、粘土岩类（Ⅰ2）该类岩体工程地质稳定性较差。主要包括下三叠统大冶组第四岩性段（T1d4）等。该类岩体岩性主要有紫红色泥岩、钙质粉砂质泥岩、紫红色、砖红色泥岩、粉砂质泥岩和灰色、灰绿色泥岩、深灰色、灰色页岩、钙质粉砂质页岩等。该岩体结构较疏松，单层厚度薄，强度低，抗水性差，易软化和泥化。抗压强度在3～6Mpa。由于该类岩体主要为粘土岩类，所以其隔水性较好。③坚硬碳酸盐岩岩体（Ⅰ3）主要包括寒武系上统耿家店组（∈3g）、寒武系上统毛田组（∈3m）及嘉陵江组（T1j）等地层。主要分布于于公路设计带各背斜核部或翼部路段。岩性以粉晶白云岩、微晶白云岩、白云质灰岩为主。岩性相对均一，主要结构面是层理面，结构体以层状为主。岩石一般坚硬，强度较高，但具各向异性。④较坚硬的页岩、灰岩、泥灰岩类（Ⅰ4）该类岩体主要指中嘉陵江组（T1j）和寒武系中统茅坪组（∈2m）等地层。岩性主要有灰、深灰色薄至厚层页岩、泥质灰岩等。岩体较坚硬。抗压强度10～20MPa。该类岩体中可能会出现规模较小的岩溶现象。但由于岩体中夹有页岩层，对岩溶起到了一定的限制作用。（2）土体第53页 S313石务路彭水县龙射至九曲河大桥段（k7+570—k52+790）路基爆破方案设计区内第四系主要有河流相和残坡积层。根据土体的划分原则可分为三类，即砾石类土、砂类土和粘性土。以下分述。①砾石类土（Ⅱ1）该类土体主要有残坡积层的碎石土和河床相的卵砾层、支流河道沟口的冲洪积扇及阶地下部的砂质砾岩、卵砾层等。该类砾石成分比较复杂，有砂岩和少量灰岩等。土体结构松散，孔隙度大。不均匀，呈载力差异较大。②砂类土（Ⅱ2）该类土体为阶地下部的细砂层、含砾砂等。该类砂层无胶结，松散，孔隙度较大，透水性好。分布不连续，呈载力低，分布不均匀。③粘性土类（Ⅱ3）该类土体主要分布在阶地上部。岩性为砂质粘土、砂土、亚砂土、粉土等，透水性较弱。分布不连续，呈载力低，分布不均匀。④软土（Ⅱ4）软土主要为水田、水库内沉积的砂砾、砂土、亚砂土和砂质粘土等现代淤积层。呈载力低。⑤人工填土（Ⅱ5）该类土体为修筑道路所成的填筑土，主要由粘土及泥岩、砂岩碎块石组成。不均匀，呈载力差异较大。1.8不良地质条件（1）岩溶主要分布于碳酸盐岩分布路段，以寒武系毛田组、耿家店组及三叠系嘉陵江组地层分布路段最为发育，地表可见由于岩溶形成的低矮的石林地貌，陡立边坡上可见到岩溶洞穴。岩溶发育强烈路段，常见有塌陷、溶斗、落水洞、溶井等岩溶个体形态。第53页 S313石务路彭水县龙射至九曲河大桥段（k7+570—k52+790）路基爆破方案设计岩溶地区公路路基的主要工程地质问题为由于地下岩溶水的活动，或因洞穴阻塞，导致路基基底冒水、水淹路基、水冲路基以及隧道涌水等病害，或由于地下洞穴顶板的塌陷，引起位于其上的路基及其附属构造物发生坍塌、下沉或开裂。项目区内岩溶化程度最高的为厚层灰岩，其次为白云质灰岩和白云岩，泥质灰岩最弱，且在构造复合部位，岩溶发育最强烈。（2）崩塌可分为岩质崩塌和土质崩塌两种。在单面山的陡坡面，由于地层倾向与边坡坡向相反，边坡角度较大，形成陡立边坡或危岩边坡。受节理、裂隙和断层破碎带控制，这些边坡上常常出现岩质崩塌、错落和撒落等现象。现有公路的边坡出现掉块的现象屡见不鲜。（3）膨胀土根据成因与对建筑物破坏程度及其力学指标，将项目区膨胀土划分两类：第一类膨胀土为侏罗系下统珍珠冲组页岩风化物，为弱膨胀土。第二类膨胀土由碳酸盐岩残积高液限粘土组成，为弱～中等膨胀土。（4）软土主要分布于项目区山间洼地、水田、水塘地段，由于地势低洼、地下水丰富或地表积水，长期受水浸泡，造成土质软化及有机物淤积。区内软土岩性主要以淤积、淤泥质粘土、饱和粘性土为主，多呈软塑～流塑状，分布范围大小不一，呈带状、片状分布于山间洼地，靠山边浅，谷地中心较深，厚度变化大，一般0.5～5.0m，谷底有较大的横向坡，颗粒由山前到谷地中心逐渐变细，力学强度低，稳定性差，为中～高压缩性土，路基填筑后极易形成沉降或不均匀沉降过大以及路基剪切、滑动破坏等现象，必须对其采取有效的措施进行处理。1.9路基工程地质条件评价根据区域地质资料和调查资料综合分析：测区穿越华蓥山基底断裂，该断裂带目前处于稳等状态，对线路的影响不大。1.10施工条件第53页 S313石务路彭水县龙射至九曲河大桥段（k7+570—k52+790）路基爆破方案设计本合同段交通便利。沿线供电方便，工程用电与当地电力部门协商解决。施工区沿线通讯线路完备，均装有有线电话，无线电话讯号可覆盖全境，同时配备对讲机20对。本合同段沿线溪沟较多，工程用水多可以就近取用。进入施工现场施工前，对溪沟水源及地下水逐段取样检测，以便进一步确定施工用水是否安全。采用移动式高压风空压机和YT-28小型空压机组合供风。工期要求：爆破工程计划工期设计为2014年4月12日至2015年9月11日。以实际工期为准。第53页 S313石务路彭水县龙射至九曲河大桥段（k7+570—k52+790）路基爆破方案设计第二章、爆破环境和爆破方案选择2.1爆破环境的初步调研S313线石务路彭水县太原至龙射段（k7+570—K52+790）整个爆破环境较为复杂。本工程主要为路改工程，将原来路基为5.5m的公路刷宽为路基7.5m的公路。整条线路是依山而建，沿线没有隧道。在道路扩宽的过程中的主要工程为路基爆破工程。在施工过程中对爆破作业影响较大的主要是民房、高压线和国防通讯线缆，因彭水至石柱为老线路，沿线两边的民房、高压线和国防电缆已逐步形成规模，整体工程较为复杂。因线路很长，在施工的过程中，由爆破项目部进一步完善对红线外的保护对象和爆破环境调查和分类。对于每一个爆破路段（点），由爆破技术人员根据环境变化进行安全技术交底，并出具书面《爆破安全技术指令单》。彭水段沿线保护对象初步调查表（2-1-1）彭水段沿线保护对象初步调查表编号里程位置保护对象名称距离注明1V=1cm/s2V=1cm/s非电爆破3V=1cm/s4V=1cm/s5V=1cm/s6V=1cm/s第53页 S313石务路彭水县龙射至九曲河大桥段（k7+570—k52+790）路基爆破方案设计7V=1cm/s非电爆破8V=1cm/s9V=1cm/s非电爆破10V=1cm/s在本爆破设计中重点考虑的因素是：（1）红线外的民房在爆破设计中是重要保护对象。按照爆破的边界和民房的距离以及民房的性质进行浅孔控制爆破和常规爆破技术设计。（2）部分路基爆区有高压线通过。爆破方式要符合《爆破安全规程》的安全允许距离标准，技术上是进行非电爆破设计。对于符合《安全规程》中的上表要求的电爆破，要求对爆破的点面先进行杂散电流测试，如果杂散电流小于30毫安，可严格按照技术组签发的《爆破作业计划书》进行爆破施工。2.2爆破设计及施工组织方案编制的依据2.2.1爆破设计和施工组织方案编制主要依据：《爆破安全规程》（GB6722-2011）；《中华人民共和国民用爆炸物品管理条例》：《中华人民共和国环境保护法》；《公路工程地质勘察规范》;《公路隧道设计规范》《S313石务路彭水县龙射至九曲河大桥段改建工程勘察设计合同书》第53页 S313石务路彭水县龙射至九曲河大桥段（k7+570—k52+790）路基爆破方案设计2.2.2根据国家和行业颁布的与本工程有关的各种现行有效版本的技术规程规范及质量和验收标准。我市的爆破管理的有关规定。　2.2.3甲方提供的资料和我方根据现场勘察及咨询资料的整理、分析；依据本公司所具备的技术水平、工程施工合同。2.3爆破器材和爆破方案选择2.3.1爆破器材选择：露天爆破一般选用岩石膨胀硝铵炸药、乳化炸药及普通毫秒延期雷管为主。2.3.2爆破方案选择：在整个施工过程中。因线路比较长，爆破环境千差万别，本说明书只进行常规的浅孔和中深孔爆破设计，特殊点位的爆破以后做其他的专项爆破设计进行补充。第53页 S313石务路彭水县龙射至九曲河大桥段（k7+570—k52+790）路基爆破方案设计第三章、爆破技术说明3.1路基爆破技术说明3.1.1爆破技术要求：a、爆破后的块度满足机械装车要求。大块不能太多，保证综合效益。b、按照距离保护物由近及远的不同距离，分别采取一孔一响、多孔一响的浅孔和中深孔爆破。c、控制爆破震动不影响建构物和有建构物时安全允许最大安全震速控制在1cm/s内。d、建构物靠近边坡3m内不采用常规爆破法施工，对于3m外必须采用爆破开挖的地段，采用分层多排、小药卷多药量、微差爆破等方法。3.1.2爆破方案选择分类路基爆破全部采用松动爆破。A、在距离民房水平距离35米-60米内，选择采用露天浅孔减弱松动台阶爆破方案，爆破指数选取f(n)=0.4～0.5，选用1-3孔一响的分组起爆的爆破方式。按照R-Q药量卡空表要求做。B、在距离民房线水平距离60-100米，选择采用露天浅孔松动台阶爆破方案，爆破指数选取f(n)=0.6～0.75。按单段药量按照R-Q药量卡空表要求，采用分组起爆方式。C、在没有保护物时或距离民房线水平距离有100米以上时，按照小台阶开采法从上而下，分多个台阶常规爆破。D、一次最大爆破药量控制核定：以非抗震民房为保护对象，一次（段）最大齐爆药量的选取方法是：取R=35m，k=250，a=1.8，v=1.0cm/s，则Q=(V/K)3/aR3=4.32kg，第53页 S313石务路彭水县龙射至九曲河大桥段（k7+570—k52+790）路基爆破方案设计取R=40，Q=(V/K)3/aR3==6.45kgR（m）《3535405060708090100110120Q（kg）机械破碎4.326.4512.521.7345173100134172以此类推，单段药量和保护物距离计算列表（3-1-1）：实际施工时按照下表进行安全卡控（3-1-2，以下称Q-R安全卡控表）：R（m）〈3535~4040~5050~~6060~7070~8080~9090~100100~110》110Q（kg）机械破碎3.6≤5.0≤9.0≤18≤30≤48≤66≤88≤1203.1.3钻爆设备和爆破器材选择钻孔设备主要选用各类挖机钻，再配备煤电钻和手风钻修整。根据工程水文地质条件，在孔内无积水或施工期间天气条件允许的前提下，优先考虑岩石膨化硝铵炸药、和部分乳化炸药。孔内有水时采用乳化炸药。起爆器可选k62-FB-500；中深孔爆破主要采用非电雷管，以满足微差网路和爆破量的要求，远程非电起爆器激发起爆。3.1.4典型浅孔爆破本区域将大量采用浅眼爆破，在复杂环境下的控制爆破、路基捡底爆破、台阶修整等都是首选安全性容易控制的浅孔爆破方式。彭水开挖段主要是页岩、中硬的砂岩。爆破的环境有良好、一般和复杂。全路段都有边坡保护、震动控制等技术要求。第53页 S313石务路彭水县龙射至九曲河大桥段（k7+570—k52+790）路基爆破方案设计本说明书只做孔径40mm，孔深1.7m的露天浅孔台阶松动爆破的技术设计，边坡部位采用密孔减弱爆破，机械修整，钻孔设备主要是煤电钻。浅孔爆破作业由爆破技术人员指导并现场技术交底，重要爆破参数的现场调整必须是爆破技术负责人。1、爆破参数（1）台阶高度为H=1.5m，炮孔直径为40mm。单孔装药量Q=0.45kg。采用药卷直径为32mm，长度为200mm，单卷药量150g的炸药。装药长度：Lc=3×200=600mm=0.6m抵抗线：W=（24-45）d或W=（0.4-1.0）HW=0.8H=0.8×1.5=1.2m超深：h=(0.1-0.15)H=0.15-0.225,取0.2m。炮孔深度：L=H+h=1.5+0.2=1.7m炮孔密集系数m=1.15，即a=1.15b，单耗q=0.35kg/m3由于Q=q·V=q·a·b·H=1.15b2·q·H，将已知数据代入，计算得排距b=0.85m，孔距：a=1.15b=1.15×0.85=1.0m。填塞长度：Lt=L-Lc=1.7-0.6=1.1m根据经验公式计算填塞长度：Lt=（20-30）d=0.8-1.2m，为了满足控制飞石的要求，取大值，所以Lt取1.1m是合适的。上述参数列表如下：详见（3-1-3）典型浅孔爆破参数表（3-1-3）孔径（mm）台阶高度H（m）孔深L（m）排间距b（m）孔间距a（m）炸药单耗q（kg/m3）单孔药量（kg）堵塞401.51.70.851.00.0.350.451.1第53页 S313石务路彭水县龙射至九曲河大桥段（k7+570—k52+790）路基爆破方案设计（2）布孔采用三角形布孔方式详见（3-1-4）。三角形布孔方式（3-1-4）（3）装药堵塞要求.爆破员应按爆破设计说明书的规定进行操作；如确需小幅调整，应征得现场爆破技术负责人同意并作好变更记录。安全员应在装药开始，设定装药警戒范围，并收集手机、打火机等物品进行安全保管，严禁与爆破无关的人员呆在爆破作业区内。在装药和填塞过程中，应保护好爆破网线。爆破工程技术人员在装药前应对第一排各钻孔的最小抵抗线进行测定，对形成反坡或有大裂隙的部位应考虑调整药量或间隔填塞。底盘抵抗线过大的部位，应进行清理，使其符合设计要求。装填的炮孔数量，应以一次爆破为限。（1）装药结构是连续药卷或散装炸药。40mm孔堵塞长度取1.1m以上，填塞材料用潮湿泥土和细沙混合物，其用量比例为3：1。（2）采取正向起爆详见（3-1-5）第53页 S313石务路彭水县龙射至九曲河大桥段（k7+570—k52+790）路基爆破方案设计堵塞长度＞1.1.m起爆药包散装或药卷炸药雷管线正向装药示意图（3-1-5）4、浅孔网路敷设联接A、电爆网路，采用串连电爆网路为主。用500发电容式起爆器起爆。电爆网路连接好网路后，应用爆破专用电阻测试仪器进行测试，以保证符合设计电阻值，并且反算流经每个电雷管的电流应不小于2.5A。B、杂散电流大于等于30毫安的爆破区，还有在高压线附近对照《爆破安全规程》检查后，不许进行电爆破的区域内，都必须采用非电导爆雷管爆破。采用导爆管雷管起爆网路，主要是孔内微差，远程非电起爆器激发起爆。网路图参照中深孔爆破中的孔内外微差网路，考虑到爆破成本和网路安全，大量使用四通连接，减小连接雷管的使用量，适当增加复式回路确保准爆。详见（3-1-6）第53页 S313石务路彭水县龙射至九曲河大桥段（k7+570—k52+790）路基爆破方案设计串联电爆网络图（3-1-6）3.1.5中深孔台阶爆破设计彭水段主要是砂岩页岩，在岩石坚固性系数f=4~8。根据我们重庆市的同类工程经验及本公司现有设备情况，钻孔设备主选挖机钻，孔径70mm，孔深3.2米，全路段统一使用。1、爆破方案选择：采用中深孔松动爆破方案。2、爆破参数表（典型）典型孔网参数（页岩）表一：倾角a(。)台阶高度H(m)孔径(mm)间排距(aXb)孔深L(m)单位用药q(kg/m3)单孔药量（kg）堵塞长度（m）703.0703X2.53.20.163.6》=1.8典型爆破参数（砂岩）表二：倾角a(。)台阶高度H(m)孔径(mm)间排距(aXb)孔深L(m)单位用药q(kg/m3)单孔药量（kg）堵塞长度（m）902.8702.5X23.20.34.2》=1.8说明：重庆的砂岩页岩适合使用挖机钻作业，这是一种爆破作业成功模板。散装药时，1米70mm孔装药3kg/m--3.2kg/m，爆破孔堵塞长度大于1.8米。第53页 S313石务路彭水县龙射至九曲河大桥段（k7+570—k52+790）路基爆破方案设计3、炮孔平面布置根据台阶工作面尺寸及设计的孔网参数，采用梅花形布孔方式，炮孔平面布置见图（3-1-7）。炮孔平面布置见图（3-1-7）4、起爆网路设计彭水至石柱路改工程中有1-2个爆破区边缘有3千伏高压线，距离爆破边界的距离在80-300米之间。在这些特殊区域的爆破作业采用非电网路和非电起爆。表3-1-8爆区与高压线的安全允许距离爆区与高压线的安全允许距离(GB6722-2011)（3-1-8）电压/kV3～61020～5050110220400安全允许距离/m普通电雷管2050100100———抗杂电雷管————101016因沿线部分路段（K5+760、K14+276、K17+821）处有30KV高压线路，爆破位置距线路100米内采用非电爆网络。100米外在装药作业之前，必须经杂散电流测试仪测试爆破区域后，只有当杂散电流值小于30毫安时，才可以采用电雷管爆破作业。在距离电网高压电线安全允许距离之内区域，必须采用非电雷管和非电激发器进行爆破作业。第53页 S313石务路彭水县龙射至九曲河大桥段（k7+570—k52+790）路基爆破方案设计电爆网路参考浅孔爆破中的网路图。非电网路采用孔内外微差爆破，详见：内外微差爆破网络图（3-1-9）。内外微差爆破网络图（3-1-9）非电起爆网路连接：用孔内外微差起爆网路时，对炮孔分排，排孔内1,3,5,7，9段雷管，孔外四通、3段/5段雷管连接。孔外采用加强起爆网路，即每个传爆节点均采用两发雷管。适当使用部分四通节省连接雷管，但单段药量要在安全范围（R-Q卡控表）内。4、装药堵塞：爆破员应按爆破设计说明书的规定进行操作；如确需小幅调整，应征得现场爆破技术负责人同意并作好变更记录。安全员应在装药开始，设定装药警戒范围，并收集手机、打火机等物品进行安全保管，严禁与爆破无关的人员呆在爆破作业区内。在装药和填塞过程中，应保护好爆破网线。爆破工程技术人员在装药前应对第一排各钻孔的最小抵抗线进行测定，对形成反坡或有大裂隙的部位应考虑调整药量或间隔填塞。装填的炮孔数量，应以一次爆破为限。（1）装药结构是连续药卷或散装炸药。70mm孔堵塞长度取1.8m以上，填塞材料用潮湿泥土和细沙混合物，其用量比例为3：1。第53页 S313石务路彭水县龙射至九曲河大桥段（k7+570—k52+790）路基爆破方案设计堵塞长度＞1.8m起爆药包散装或药卷炸药雷管线（2）采取正向起爆6、爆破安全设计计算为确保周围居民建筑的安全，需要对单段最大允许起爆药量进行计算。根据《爆破安全规程》的安全允许标准，从安全的角度出发，取抗震最差居民建筑的安全允许振动速度峰值V=1cm/s，由振速公式导出，已知爆区岩石为砂岩页岩岩，普氏系数f=4~8，属软硬岩石，K和α分别取250和1.8，当R=40m，Q=3.6kg。将已知数据代入振速公式验算得：0.705cm/s<安全允许震动速度1.0cm/S由验算结果可知，R=40m时的单段最大药量取3.6kg，满足控制爆破振动的安全要求。8、安全防护措施第53页 S313石务路彭水县龙射至九曲河大桥段（k7+570—k52+790）路基爆破方案设计为了保证爆破时的安全，减小爆破振动和飞石的危害，在施工过程中应采取以下安全防护措施：1）严格按设计进行施工；2）严格按照保护物的不同情况控制单段最大药量；3）保证填塞的长度和填塞质量；4）加强警戒，警戒距离300m；5）在重点保护物边挖一定宽度和深度的减震沟。3.2彭水段路基爆破警戒方案3.2.1成立爆破指挥小组成立以项目经理梁浩为组长，安全付经理何永春为付组长的爆破指挥小组，负责日常爆破及安全警戒工作和有关事宜的协调处理，下设钻孔组、装药组、技术组、后勤组、应急组和警戒组。详见:爆破组织机构设置图（3-3-1）指挥部技术组钻孔组警戒组后勤组爆破组应急组警戒点警戒点警戒点警戒点爆破组织机构设置图（3-3-1）第53页 S313石务路彭水县龙射至九曲河大桥段（k7+570—k52+790）路基爆破方案设计3.2.2爆破安全警戒为确保爆破安全，在实施爆破前，必须制订安全警戒方案，做好安全警戒工作。最少提前一天要将爆破区域、起爆时间、警戒范围、警戒标志、警戒信号进行公告，并通知到业主，通过他们将爆破事项及时通知到受爆破影响的单位和居民，让他们提前作好相应的工作、生活安排和准备。爆破警戒由工程爆破指挥部统一指挥。爆破警戒区主要路口必须有明显标示，警戒人员要佩带明显标志和警戒工具(袖章、口哨、红旗、对讲机)，在爆区主要位置设置高音喇叭或用手持式喊话筒协助警戒。①装药阶段的安全警戒爆破进入装药阶段，爆区中已有爆炸物品，从这时起，一直到起爆，爆区应实行全天候的警戒，并在爆破作业现场设立“爆破现场禁止入内”标牌，禁止无关人员进入爆区现场；进出施工现场的爆破施工作业人员、爆破技术人员、火工材料管理员和指挥部成员应佩戴相应证件标志，并接受警戒人员的检查：严禁携带火种进入警戒区，严禁携带爆炸物品离开施工现场；在危险区内应派安全员巡视，检查施工现场安全情况，制止违章作业。②起爆前后的安全警戒在约定起爆时间前20分钟，由爆破负责人发布开始警戒指令。起爆前后的警戒按爆破指挥小组确定的警戒范围、警戒方案实施。执行任务的人员，应按指令到达指定地点并坚守工作岗位。各警戒点应与指挥部保持通讯或信号联系，并按照指挥小组的指令，按时进行清场撤离、封锁交通要道等工作。炮响后，在未发出解除警戒信号之前，警戒点岗哨应继续值勤，除爆后检查人员外，禁止任何人员和车辆进入危险区。③爆破信号与起爆警戒信号采用口哨和警报器，在第一次警戒指令发出后执行，用以警示爆区及其附近所有的人员警戒开始。在起爆前后要发布3次警戒指令信号。第53页 S313石务路彭水县龙射至九曲河大桥段（k7+570—k52+790）路基爆破方案设计第一次信号称预警信号。该信号发出后爆破警戒范围内开始清场工作，所有与爆破无关的人员立即撤离警戒区，向警戒边界派出警戒人员；第二次信号称起爆信号。确认其他人员、设备全部撤离警戒区，具备安全起爆条件时，方准许发出起爆信号，起爆信号发出后，准许负责起爆人员起爆；第三次信号称解除信号。安全等待时间过后，除爆破负责人批准的检查人员以外，不准其他人进入警戒区，检查人员进入爆破警戒范围检查、确认安全后，方可发出解除爆破警戒信号。未发出解除警戒信号前，所有警戒岗位不得撤离。④联络方法警戒期间使用对讲机进行实时联络通信。3.2.3安全警戒范围划定根据爆破安全规程，每个爆破作业点的实际警戒距离按照《爆破安全规程》和现场实际情况确定。浅孔爆破及二次爆破警戒范围为爆破边界外的300m内区域。中深孔台阶爆破的警戒范围为爆破边界外的200m内区域。机械设备撤离至100米以外，人员在设定警戒范围外。3.2.4爆破时间爆破时间一般定于:秋冬：中午11：00～12:00；下午16:00～17:00。春夏：中午11：00～12:00；下午16:30～17:30。3.2.5警戒要求爆破警戒区设明显的爆破警戒信号标示，非特殊情况下均实行定时爆破，并明牌告示附近行人和车辆。对警戒范围、警戒标志、警戒信号的意义及爆破时间进行公告，警戒人员要佩带明显标志。爆破警戒期间应使用高音喇叭和警报器进行报警明示。3.2.6爆破警戒图详见：爆破警戒示意图（3-3-2）第53页 S313石务路彭水县龙射至九曲河大桥段（k7+570—k52+790）路基爆破方案设计因全线爆破点很多，警戒点和警戒人员在实际爆破施工时根据安全需要进行必要调整警戒距离不变人员和爆破点移动。爆破警戒示意图（3-3-2）3.3盲炮瞎炮处理措施爆破后经检查有盲炮瞎炮，首先应查明盲炮产生的原因，然后采取相应的处理措施。3.3.1孔径φ70mm中深孔盲炮处理①爆破网路未受破坏，且最小抵抗线无变化者，可重新连线起爆；最小抵抗线有变化者，应验算安全距离，并加大警戒范围后，再连线起爆；②可用木或其他不产生火花的材料制成工具，轻轻地将炮孔内堵塞物掏出，用药包诱爆；③可在安全地点用远距离操纵的风水管吹出盲炮堵塞物及炸药，但应采取措施回收雷管；第53页 S313石务路彭水县龙射至九曲河大桥段（k7+570—k52+790）路基爆破方案设计④可在距盲炮孔口不小于10倍炮孔直径处另打平行孔装药爆破，确保平行孔的方向，爆破参数由爆破技术人员确定并经项目技术负责人批准；⑤所用炸药为非抗水硝铵类炸药，且孔壁完好时，可取出部分填塞物向孔内灌水使之失效，但应收回雷管，然后做进一步处理；⑥盲炮应在当班处理，当班不能处理或未处理完毕，应将盲炮情况(盲炮数目、炮孔方向、装药数量和起爆药包位置，处理方法和处理意见)在现场交代清楚，由下一班继续处理。3.3.2浅孔盲炮处理①经检查认起爆网路完好时，可重新起爆。②可打平行孔装药爆破，平行孔距盲炮不应小于0.3m，对于浅孔药壶法，平行孔距盲炮药壶边缘不应小于0.5m。为确定平行炮孔的方向，可以盲炮孔口掏出部分填塞物。③可用木、竹或其他不产生火花的材料制成的工具，轻轻地将炮孔内填塞物掏出，用药包诱爆。④可在安全地点外用远距离操纵的风水喷管吹出盲炮填塞物及炸药，但应采取措施回收雷管。⑤处理非抗水硝铵炸药的盲炮，可将填塞物掏出，再向孔内注水，使其失效，但应加收雷管。⑥盲炮应在当班处理，当班不能处理或未处理完毕，应将盲炮情况(盲炮数目、炮孔方向、装药数量和起爆药包位置，处理方法和处理意见)在现场交接清楚，由下一班继续处理。3.3.3防止盲炮的主要措施使用前对火工品进行严格的性能测试，禁用不合格品；严格按操作规程作业，提高施工技术水平与熟练程度；严格按设计网路施工，爆破网路在爆破开工时应做模拟试验。第53页 S313石务路彭水县龙射至九曲河大桥段（k7+570—k52+790）路基爆破方案设计第四章爆破安全防护措施4.1安全性效核及有效控制4.1.1爆破振动及控制措施①爆破振速、齐发药量、距离三者关系计算式根据《爆破安全规程》(GB6722-2011)规定：建(构)筑物的爆破振动判据，采用保护对象所在地质点峰值振动速度和主振频率两个指标。一般建(构)筑物的爆破地震安全性应满足安全振动速度的要求，并对主要类型的建(构)筑物的安全质点振动速度有如下规定：序号保护对象类别安全允许振速(cm/s)＜10Hz10Hz～50Hz50Hz～100Hz1土窑洞、土坯房、毛石房屋a0.5～1.00.7～1.21.1～1.52一般砖房、非抗震的大型砌块建筑物a2.0～2.52.3～2.82.7～3.03钢筋混凝土结构房屋a3.0～4.03.5～4.54.2～5.04一般古建筑与古迹b0.1～0.30.2～0.40.3～0.55水工隧道c7～156交通隧道c10～207矿山巷道c15～308水电站及发电厂中心控制室设备0.59新浇大体积混凝土d：2.0～3.0第53页 S313石务路彭水县龙射至九曲河大桥段（k7+570—k52+790）路基爆破方案设计龄期：初凝～3d龄期：3d～7d龄期：7d～28d3.0～7.07.0～1210注1：表列频率为主振频率，系指最大振幅所对应波的频率。注2：频率范围可根据类似工程或现场实测波形选取。选取频率时亦可参考下列数据：硐室爆破＜20Hz；中深孔爆破10Hz～60Hz；浅孔爆破40Hz～100Hz。岩性Ka坚硬岩石50～1501.3～1.5中硬岩石150～2501.5～1.8软岩石250～3501.8～2.0说明：彭水段工程爆破有中深孔爆破和浅孔爆破，其主振频率范围可选取10Hz～60Hz，其爆破振动安全允许标准可参考《爆破安全规程》(GB6722-2011)表4中规定值取大值得出以上数值。根据该规定结合现场实际情况，当爆破边界外35--100m之内有需保护的建(构)筑物时，按照建构物的特点确定它的最大允许爆破振动速度。最大单响药量、振速、爆心至建(构)筑物的距离三者关系式如下：Qmax=(V/K)3/aR3式中:Qmax------一次爆破的最大单响装药量，kg；民房离爆破边界距离R的关系是前述Q-R安全卡控表安全最大单响药量要控制在上表对应的数量以下，以此类推，单段药量和保护物距离计算列表为：第53页 S313石务路彭水县龙射至九曲河大桥段（k7+570—k52+790）路基爆破方案设计R（m）《3535405060708090100110120Q（kg）机械破碎4.326.4512.521.7345173100134172实际施工时按照下表进行安全卡控（以下称Q-R安全卡控表）：R（m）〈3535~4040~5050~6060~7070~8080~9090~100100~110》110Q（kg）机械破碎3.6≤5.0≤9.0≤18≤30≤48≤66≤88≤120这些数据来源于Qmax=(V/K)3/aR3理论计算的数据大于上表的实际操作数据，只有这样才更符合爆破作业的安全要求。②爆破振动控制措施a.开创良好的爆破自由面，设计合理R------药包中心至建(构)筑物的最近距离，m；V------介质质点振动速度，cm/s；K、α------与传播途径、爆破方式、爆破点至计算保护对象间的地形、地质条件有关的系数和衰减指数。本工程地质相关系数K值取250，α取1.8。取V=1.0cm/s单段最大药量Q和毛坯的起爆网络，合理控制超深。隧道出口明洞及洞内20m范围内，施工时适当减少最大段药量。b.增加雷管段别；延长爆破的微差总时长。第53页 S313石务路彭水县龙射至九曲河大桥段（k7+570—k52+790）路基爆破方案设计c.采用毫秒爆破，间隔时间大于100ms时降震效果较明显；d.限制单响药量及一次起爆药量,采用分次爆破来控制一次起爆药量及单响药量。e.周边孔应采用不耦合装药结构，用导爆索引爆孔内药卷。4.1.2爆破飞散物的飞散距离校核及控制措施爆破飞石是指爆破时个别或少量脱离爆堆、飞得较远的石块或碎块。在爆破施工中，爆破飞石往往是造成人员伤亡、设备和建(构)筑物损坏的主要原因。因此，在爆破施工中控制飞石是防止发生事故的一项重要措施。①爆破飞散物的飞散距离计算爆破产生个别飞石的最大距离由下式确定：Rmax=Kfqd式中：Rmax------爆破产生个别飞石的最大距离，mKf------与爆破方式、填塞状况、地质地形有关的系数，取1.0~1.5ｑ　------炸药单耗，取最大单耗0.3kg/m3d------药孔直径,取大孔径90mm则计算出的飞石最大距离为：Rmax=Kfqd＝1.5×0.4×90=54m根据最近的保护物距离爆破点的距离，保证爆破飞散物对保护物的安全。按《爆破安全规程》规定：在无采取任何安全防护措施情况下，台阶中深孔爆破个别飞石对人员的安全允许距离不少于200m，对于设备不少于100m，下向乘1.5系数；浅孔爆破个别飞石对人员的安全允许距离不少于300m，设备减半。②控制爆破产生飞散物的预防措施a.炮孔设计合理、炮孔位置测量和验收严格，是控制飞散物事故的基础。清理台阶面上松动的石块；装药前应认真校核各药包的最小抵抗线，如有变化，必须修正装药量，不准超装药量；b.严格控制炮孔深底及炮孔方向，孔口应避开保护对象；第53页 S313石务路彭水县龙射至九曲河大桥段（k7+570—k52+790）路基爆破方案设计c.施工时慎重对待软弱带、地质构造、节理裂隙较发育的区域，采取调整孔网参数、间隔堵塞和调整药量等技术措施；d.堵塞长度必须大于最小抵抗线，堵塞必须密实；确保堵塞质量，堵塞物中避免夹杂碎石；e.多排爆破时要选择合理的延期时间，防止因前排带炮，造成后排抵抗线变小与方向失控；f.根据周边环境的因素，采用严密的控制爆破防范措施。爆破期间安全警戒点和警戒距离的设置可根据地形和房屋建(构)筑物的实际情况来确定。G.隧道爆破进洞后，爆破时应用钢筋栅栏封堵洞口，并在洞口前方垒设底宽约12m、顶宽约2m、高约8m的砂袋挡墙，外围埋置木桩加固。4.1.3爆破冲击波及预防措施由于本路段采用钻孔内部装药爆破，炸药的能量主要消耗在破碎岩石和转化为地震波的危害，其爆破的冲击波在对地下岩体爆破做功后，在露天衰减很快，不足以对建(构)筑物造成损害。a.避免裸露爆破，一次爆破炮孔间延时不要太长，以免前排先响炮孔带炮使后排变成裸露爆破；b.控制一次起爆药量，将爆区总药量均匀分布到各个爆破部位，使爆炸能量最大限度得到有效利用，将耗于爆炸冲击波的无效能量减至最小限度；c.严格控制最小抵抗线、方向和数值，确保堵塞长度和质量；特别是第一排孔，防止工作面出现较大后冲，必须保证足够的堵塞长度对；d.有水炮孔要用钻孔时产生的岩屑堵塞，而不能用黄泥进行堵塞(用黄泥堵塞不密实)；e.采用毫秒微差起爆方式，在设计中要考虑避免形成波束；f.考虑地质异常，需采取措施。例如断层、张开裂隙处要间隔堵塞，大裂隙处要避免过量装药；g.爆破时，除爆破操作人员外，其他人员应在爆破警戒线外等候;第53页 S313石务路彭水县龙射至九曲河大桥段（k7+570—k52+790）路基爆破方案设计h.洞内爆破，空气冲击波极其叠加，洞外的砂袋挡墙应待爆破全部结束后方可拆除，在阻挡爆破飞石的同时可兼作阻波挡墙用。4.1.4有毒气体控制a.使用质量合格的爆破器材，不使用过期变质的炸药。b.加强炸药的防水防潮，保证堵塞长度和质量，避免炸药的不完全反应。c.隧道爆破后进行机械通风，爆破之后经15分钟，施工人员才可进入爆破现场，防止炮烟中毒。4.1.5粉尘控制a.爆破作业点，钻孔工人钻孔时应坚持戴口罩，并实施湿式凿岩，避免吸入粉尘引起尘肺病；b.所有爆破孔均采取填塞爆破，在条件允许的情况下宜爆前洒水；c.适当加密孔网参数，采取不耦合装药措施，延长炸药能量的作功时间，避免炸药过于破碎孔壁近区岩块产生大量粉尘。4.1.6噪音控制a.光面爆破时，对导爆索采取适当的处理（在导爆索表面覆盖厚10cm左右的土）；b.尽量不采用裸露爆破，并对钻孔爆破进行充分填塞；c.对空压机等高噪音设备，放置在远离作业点的下风向地带；d.合理设置雷管段别，控制最大单响药量等。4.2爆破器材检测对新入库的爆破器材，必须逐箱（袋）进行外观检验（包装有无损伤，封缄是否完整、有无浸湿、浸油痕迹等），并抽样进行性能检验；对超过储存期，出厂日期不明和质量可疑的爆破器材，必须进行严格检验，以确定是否能用。爆破器材的爆炸性能检验，应在安全地点进行。抽样检验的内容和方法：（1）炸药检测其猛度、殉爆距离、爆速：按我国WJ302-65“第53页 S313石务路彭水县龙射至九曲河大桥段（k7+570—k52+790）路基爆破方案设计炸药猛度测定法”的规定进行铅柱压缩实验，检测炸药猛度。（2）殉爆距离测定：按照WJ302-65“硝铵炸药实验方法”的规定进行。（3）爆速测定：用道特里什法测定或用湘西雷光爆破仪器仪表厂生产的爆速测定仪测定。（4）雷管检测内容与方法：a外观检测：管壳是否有裂缝、变形、锈斑、污垢、浮药、砂眼、脚线是否折断等。b非电雷管连接方法及传爆试验。4.3振动观测与控制①目的爆破振动测试是为了分析和掌握爆炸地震波的特征，传播规律及对建（构）筑物的影响，破坏等，确定预报参数，改善爆破震动预测模型，根据量测结果及时调整爆破参数和施工方法，指导爆破安全作业，从而有效地控制爆破地震效应。②测试内容测试内容包括：质点振动速度，质点震动位移，质点振动加速度及频谱特性等。③测试方法测振过程框图自动记录仪传感器（速度、加速度）计算机结果④测点布置：a、将传感器布置在某个点，可直接测出该点的振动速度。要求传感器与测点耦合接触。b、地形、地质参数K、α值的测定。对K、α值的测定，则需布置8～10个测点，并且测点尽量布置在一条直线上。第53页 S313石务路彭水县龙射至九曲河大桥段（k7+570—k52+790）路基爆破方案设计按公式V＝K（Q1/3/R）α进行曲线拟合，计算出K、α值。⑤资料分析与振动控制从环境保护出发，以规范为准确定附近边坡建筑物所能承受的安全质点振动速度和位移，按反分析方法，确定达到质点振动速度和位移的炸药量，即安全炸药量。如果实测质点振动速度和位移大于安全值，要反复试验，调整药量，一直到实测值小于或等于建筑物的安全值为止。4.4本区域内的爆破控制4.4.1红线外的保护对象主要是民房。如果爆破边界距离民房不足35米时，采取机械破碎。在大于35米的边界区域进行爆破作业时，由爆破技术人员另外制定专项控制爆破技术方案和措施，按照项目部爆破工程师签发的《控制爆破作业指令单》实施。第53页 S313石务路彭水县龙射至九曲河大桥段（k7+570—k52+790）路基爆破方案设计第五章、爆破施工组织5.1施工准备工作①复查和了解现场地形、地质、文化、气象、水源、电源、交通运输、通讯联络以及城镇建设规划坏境保护等有关情况。②确定施工范围，根据施工需要建立炸药库，炸药库位置要符合有关规定要求。③办妥有关手续④认真阅读、审核施工图纸，学习施工规范；进行临时工程设计。⑤现场详细调查与地质水文踏勘。5.2爆破工程机构设置为了加强S313石务路彭水县龙射至九曲河大桥段（k7+570—k52+790）路基爆破施工安全管理，公司本部积极安排、选用多年从事同类工程并具有丰富的管理经验的人担任该工程技术负责人，抽调具有同类工程实际施工经验的精明强干的施工管理人员、共同协助项目经理搞好安全生产工作。爆破组织机构表姓名联系电话职务职责梁浩18996931661公司经理负责公司全面管理，指导和督促本项目。何永春13452755517项目经理兼项目总工负责项目部的全面管理工作，协助管理公司日常工作，负责本项目全面技术管理工作。廖小波13388994777项目副经理负责本项目的日常管理工作第53页 S313石务路彭水县龙射至九曲河大桥段（k7+570—k52+790）路基爆破方案设计文卫红18996910006副总工协助负责现场项目技术管理工作曾华川18323458048办公室主任负责项目全面管理工作一施工队长二施工队长5.3施工组织管理人员表序号姓名职务身份证号作业证号1梁浩项目经理2何永春项目总工程师3文卫红项目副总工程师4廖小波项目副经理5幸啟灵爆破工程师6李宇爆破工程师7安全员8安全员9安全员10安全员11守卫人员12安全员13安全员14安全员15安全员16爆破员17现场领导人18爆破员第53页 S313石务路彭水县龙射至九曲河大桥段（k7+570—k52+790）路基爆破方案设计19爆破员20爆破员21爆破员22爆破员23爆破员24爆破员25爆破员26爆破员27爆破员28保管员29保管员30保管员5.4主要施工机械配备拟投入主要施工机械配备计划表序号设备名称规格型号单位数量备注1挖机钻挖机钻套302空压机台303凿岩机YT-24台1004挖掘机PC220台305液压镐机KPVLPP-1000台106煤电钻台1005.5主要材料计划第53页 S313石务路彭水县龙射至九曲河大桥段（k7+570—k52+790）路基爆破方案设计三环高速彭水段的隧道爆破石方量约80万立方米，路基石方爆破约500万立方米，根据地质资料显示的围岩类别分布和我们的爆破施工工艺，隧道爆破炸药单耗约为0.6公斤/立方米计算、路基爆破砂页岩炸药单耗平均约为0.20公斤/立方米计算：0.6x800000+0.2x5000000=1480吨主要爆破器材计划表序号材料名称单位需用量备注1炸药T1500乳化和改性硝铵2非电导爆管雷管万发50.03电雷管万发504导爆索万米205.6施工进度、质量保证措施为了保证该工程能够在规定时间里保质保量的完成，结合公司的实际情况出发，特编制以下保证措施。①项目组每个月至少组织一次专题会议，制订工作目标、。②项目组对工程处所有员工严格按照工程质量及进度对员工进行效绩考核，加大对职工的奖励制度。③施工队伍严格按照爆破方案进行布孔、打眼。④项目技术员组织施工队伍不定期的学习爆破方案，和爆破操作规程。⑤项目派爆破工程技术人员进行现场工作指导及监督，发现问题及隐患及时召开安全专题会议，做到当天事当天闭。⑥技术人员负责行业技术交流，通过引进先进技术来提高工作效率。⑦新进员工由技术人员经过专业培训且合格后才能上岗。第53页 S313石务路彭水县龙射至九曲河大桥段（k7+570—k52+790）路基爆破方案设计5.7安全保证措施5.7.1安全生产保证体系项目经理部设质量安全部，施工队设安全组，配足与施工生产相适应，懂安全，会管理，工作责任心强的专职安全员，施工班组设兼职安全员，组成安全管理网，负责施工过程中安全监督管理工作。由项目经理委任一名安全主任，行使项目经理授予的安全管理职权和责任。推行以项目经理为安全第一责任人，安全主任和施工队分管安全的队长为安全直接责任人，两类专职安全员跟班监督检查，班组兼职安全员责任到岗，分工协作的安全生产责任制，各司其职，层层把关。5.7.2安全生产保证5.7.2.1安全教育凡参与工程施工的人员，必须经过安全培训，实行安全持证上岗制度，使工人熟悉本项目的安全管理制度，充分掌握安全操作规程，树立“安全第一”的思想，“隐患险于明火，防范胜于救灾，责任重于泰山”的意识，和“不伤害自己，不伤害他人，不被他人伤害”的自我保护意识，做到遵章守纪，安全生产。5.7.2.2安全监督针对工程特点，结合施工实际情况，制定安全管理实施细则，建立安全责任制，执行安全操作规程，实行安全检查，安全技术交底和安全活动日制度，推行领导安全值班制度，安全评比制度和安全奖罚制度，用制度管人，用制度规范约束员工的安全行为。5.7.2.3巡视制度每天上午由安全主任带领有关安全管理及施工负责人巡视施工现场，指出安全问题，以书面的形式下发，限期整改直至合格。第53页 S313石务路彭水县龙射至九曲河大桥段（k7+570—k52+790）路基爆破方案设计5.7.2.4安全活动周一晚上安全日活动要形成制度，摆问题，找差距，落实整改措施。每月初召开一次安全生产大会，根据工程施工实际情况明确本月安全活动的主题,并进行动员，月底召开总结表彰大会，对安全工作作出成绩的单位和个人要及时给予奖励。工程开工前和施工过程中，要根据工程特点，作业条件并结合现场实际情况，逐类进行安全技术交底，交底双方负责人要在交底记录上签字确认。否则，不能称作进行了安全交底。坚持施工队每周一的班前安全技术交底，在安排生产任务的同时，一并下达安全生产注意事项及要求，使作业工人心中无数。认真执行各项安全管理制度，做好进场人员自身安全防护，重视“三宝”的利用，进入现场一定要戴安全帽，高边坡作业要栓安全带和穿防滑鞋，执行安全生产“六大纪律”，落实安全生产目标及责任制。所有施工设备和机电设备在使用前必须有专职人员负责进行检查，维修、保养，确保状况良好，爆破工、电工、电焊工等特种作业工种，必须经过培训并经考核取得合格证方可上岗操作，杜绝无证作业。安全部门建立特种作业人员名册，对要求持证上岗人员，进行安全操作规程和自我防护知识教育，通过安全竞赛，现场安全标语，图片宣传，增强大家安全生产的自觉性，时时处处注意安全，把安全生产真正落到实处。现场所有生产、生活临设工程均有防火措施，配备足够消防灭火器材，特别加强对油库、炸药库及易燃品等重点防火部位的管理，要在主要入口张挂醒目的安全防火宣传标语，制定安全防火制度，定期检查，严格奖罚制度。安全部门要定期进行安全检查并做好记录，检查记录包括：安全防护和场容卫生检查记录，施工用电检查记录，爆破安全检查记录，施工机具及电器设备检查记录，挖、运机械设备安全检查记录；安全事故及违章处理记录等。对查出的安全隐患，要定人、定措施，限期整改。第53页 S313石务路彭水县龙射至九曲河大桥段（k7+570—k52+790）路基爆破方案设计5.7.3安全防护技术措施按施工组织设计和施工方案、工艺流程，科学组织施工，严格工序衔接，严格操作规程，严禁各种违章指挥和违章作业行为的发生。高边坡工程开挖，严格按技术要求施工。边坡顶1m以内不得推土，堆料和停放机具。边坡边沿与道路连接处，要设栏杆，并悬挂危险标志，夜间有红色标志灯。高边坡刷坡处理作业时，人员要系安全带，戴安全帽，认真做好安全防护。夜间施工要有良好的照明设备，施工道路坡度和转弯半径，一定符合设计要求，路面加强养护和保证排水通畅。现场所有临时用电均实行三相五线制，严格按安全用电规定，安装线路及设备，并派专职人员维护检修，特种用电要有申请制度，电线统一规划，严禁私接乱拉，电器设备都要有防护罩，电闸箱及漏电保护器和接地接零保护，不合格的电器设备严禁使用，不能因雨天等原因造成短路、伤人害物。易燃易爆材料和油库等要害场地要安装避雷装置，24小时有专人值班。5.7.4爆破作业安全措施爆破施工方案必须有项目总工程师组织专业工程技术人员进行充分论证后编制，内部各有关部门人员进行审定，并报工程监理和当地公安机关审查批准后方准进行爆破作业。在爆破作业过程中，爆破技术员要对每道工序进行严格的监督、检查，不断改进和优化爆破技术参数，做到精心组织，精心安排，精心施工。每次爆破作业，有关人员必须到场，组织、监督、完成好爆破工作。使用性能优良的火工材料，组织有经验、责任心强的爆破工实施爆破作业，指派专人负责对爆破参数跟班检查，做到认真钻孔，精心装药，严格控制单孔装药量和最大一段安全起爆药量，控制好爆破震动。5.7.4.1飞石控制第53页 S313石务路彭水县龙射至九曲河大桥段（k7+570—k52+790）路基爆破方案设计在装药方法，堵塞长度和堵塞质量上，严格按照爆破方案中规定的各种参数执行，未经爆破工程师批准，任何人不得随意改变爆破参数。控制爆破区域爆破时，必须按方案要求进行竹排加压砂袋的近体防护覆盖，严禁产生飞石影响周围建构筑物的安全。5.7.5交通运输及机械施工安全措施该工程场地狭长，工作面间距近，投入车辆多，互相干扰大，施工中稍有疏忽就会酿成安全事故，要把交通运输安全作为重点。抓紧抓好，严格各项管理制度，汽车驾驶员必须做到“四不准”即不准抢装、不准抢卸、不准强行超车、不准抢道行驶，严禁酒后开车，对待机械要做到“三勤”即勤保养、勤检查、勤维修，不准在运行中保养，不准带病运行，不准超负荷使用。要对从事机械施工的人员，进行施工机械安全技术交底，重点是向机械操作者交待机械的安全规程和安全防护措施，异常情况下安全险情应急处理防范办法。安全技术交底必须表格化，并有交底人和机手签字。机械操作人员必须严格遵守安全操作规程，每班作业前，都要仔细检查自己所操作的机械各部位性能是否良好，制动及转向装置是否灵活，确认后方准作业，决不能有半点马虎和差错，要实行机长负责制，大力开展爱机敬岗和红旗设备活动，保证机械完好正常，出勤率高。加强施工道路维修和养护，保证路面平整，无明显坑洼，及时疏通施工便道两侧排水沟，保证水流通畅，路面不被雨水冲坏，及时清除汽车运碴时掉在路面上的石块，以防被车辆挤压飞起砸伤行人，或扎坏汽车轮胎，为了保证运输安全，要在施工道路沿线陡坡转弯处，设安全警示标志牌。雨天作业，下班时必须将机械和车辆撤离停放在距离挖方取石区高边坡20m以外安全可靠的地方，不准随意停放。第53页 S313石务路彭水县龙射至九曲河大桥段（k7+570—k52+790）路基爆破方案设计第六章、事故报告与应急救援方案6.1事故报告步骤a、爆炸事故发生时，现场值班人员应立即向指挥部领导报告。指挥部领导应立即派医护人员和抢救车将伤员送往医院，同时与当地120急救中心联系、集合抢险救灾指挥部人员；向业主、上类有关部门报告。b、火灾事故发生时，现场值班人员应立即与119火警联系，同时报告指挥部领导。指挥部领导应立即派医护人员和抢救车将伤员送往医院，同时与120急救中心联系、集合抢险救灾指挥部人员；向业主、监理报告。c、机械事故发生时，现场值班人员应立即向指挥部领导汇报，指挥部领导应立即派医护人员和抢救车将伤员送往医院，同时与120急救中心联系、集合抢险救灾指挥部人员；向业主报告。d、台风、暴雨发生前，根据天气预报和当地政府的有关通知，事先做好各种准备。事发以后，指挥部领导立即集合救灾人员、机械设备，并向业主、监理报告灾情。e、水工施工应急程序（1）发出警报：当发生紧急状态时，负责人应立即发出应急警报，启动应急程序；（2）听到警报后，现场人员应按应变部署进行应急行动，行动中要服从指挥，防止混乱；（3）所有应急行动现场总指挥应确保与本工程施工调度室保持联系，并根据情势请求必要的援助；第53页 S313石务路彭水县龙射至九曲河大桥段（k7+570—k52+790）路基爆破方案设计（4）安全主管、经理应及时组织事故调查，按“四不放过”原则进行事故处理，并将结果上报有关部门。6.2应急救援方案6.2.1组织机构项目部成立抢险救灾指挥部，指挥部人员构成如下：指挥长：项目经理副指挥长：技术负责人，安全主管领导成员：各部门负责人抢救小组成员：管理人员施工队队长兼职应急人员应急领导小组成员电话姓名联系电话职务姓名联系电话职务梁浩公司经理廖小波工程部长何永春项目经理文卫红安全部长廖小波项目副经理幸啟灵18883716840联络员何永春项目总工6.2.2领导和小组人员相关职责（1）项目经理：全面负责抢险救灾工作的组织，负责与外部的联系并向上类部门及有关部门汇报。（2）技术负责人、安全主管：负责事故现场的抢救组织实施，使抢险救灾工作在受控状态下并有权处置紧急状态下的抢救工作。（3）抢救小组：负责抢救伤员，疏散无关人员和危险设备。（4）综合部：负责应急物资的准备。（5）技术部：负责事故报告和协调应急工作。（6）安全部：直接组织人员的抢救工作。（7）事故调查组：事故之后，调查事故发生的原因，写出事故报告。6.2.3应急的物品准备第53页 S313石务路彭水县龙射至九曲河大桥段（k7+570—k52+790）路基爆破方案设计抢险专用车2台；备用灭火器50个；医疗急救必须的物资都应备齐。6.3抢救程序及事后处理a、爆炸事故发生时(1)指挥部领导先派医护人员和抢救车一边尽力抢救伤员，一边送往医院。(2)疏散无关人员和转移设备。(3)如有死亡事故发生时，应保护事发现场。b、火灾事故发生时（1）值班人员先报指挥部领导，再打119报火警。（2）指挥部领导先集合全体职工灭火，抢救设备，控制火势蔓延；火势失控后要及时疏散人员和其它设备。c、机械及交通事故发生时（1）指挥部领导先指挥抢救受伤人员。（2）组织保护好事故现场，疏通交通。e、暴雨灾害发生时（1）注意接听当地的气象预报，及时了解天气情况。（2）雨、雾天车辆要慢速行驶，且开照明灯和雾灯。（3）指挥部领导指挥救灾人员先救被困人员，再救受灾设备和物资。（4）强风来临之前，野外施工人员应到室内避风，以防受伤。（5）暴雨来临之前，妥善安置机械设备；雨后及时清理积水。（6）雷雨来临时，露天施工人员应到室内躲避。装药时遇到雷雨，应立即停止作业，所有人员撤离现场，并在安全范围外警戒。（7）机械设备重新开工前，注意观察土方开挖面，防止土方坍塌伤及人员、设备。（8）指挥人员设备堵塞漏洞，疏通排水沟，安装水泵排涝，用砂袋筑坝。f、事后处理第53页 S313石务路彭水县龙射至九曲河大桥段（k7+570—k52+790）路基爆破方案设计事故之后，指挥部会同相关部门成立事故调查组，调查事故原因并做好记录。如属责任事故，则要划清责任，对责任人提出处理意见，制定纠正措施并加以落实，让全体职工接受事故教训。精品文档————————————————————————————————————————————————————————————————————————————————————————————————————————————————精品文档精品资料精品文档——————————————————————————————————————————————————————————————————————————————————————————————————————————————-———精品资料9JWKffwvG#tYM*Jg&6a*CZ7H$dq8KqqfHVZFedswSyXTy#&QA9wkxFyeQ^!djs#XuyUP2kNXpRWXmA&UE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmUE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z8vG#tYM*Jg&6a*CZ7H$dq8KqqfHVZFedswSyXTy#&QA9wkxFyeQ^!djs#XuyUP2kNXpRWXmA&UE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^G89AmUE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z8vG#tYM*Jg&6a*CZ7H$dq8KqqfHVZFedswSyXTy#&QA9wkxFyeQ^!djs#XuyUP2kNXpRWXmA&UE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmUE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNuGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$U*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89Amv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$U*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz84!z89Amv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$U*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$U*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNuGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!z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