标准编号:	CJJ 44-1991
中文名称:	城市道路路基工程施工及验收规范
英文名称:	Code for construction and acceptance of municipal road base works
行业分类:	CJ    城镇建设行业标准
发布日期:	1991-06-27
实施日期:	1992-2-1
标准状态:	已作废
作废日期:	2008-10-01
翻译语言:	英文
文件格式:	PDF
中文字符数:	51000 字
翻译价格(元):	6900.00 元
交付时间:	付款后 1 个工作日

Codeofchina.com is in charge of this English translation. In case of any doubt about the English translation, the Chinese original shall be considered authoritative.





Specification for construction and acceptance of urban roads subgrade engineering



1 General



1.0.1 This specification is developed in order to unify the national technical standards for urban road subgrade engineering construction, ensure the quality of road subgrade engineering and improve the economic benefits of projects.



1.0.2 This specification is applicable to the construction and acceptance of subgrade engineering of urban roads (including suburban roads), squares, and parking lots. It may be used for reference for accommodation roads in factories, mines, airports, docks and other places.



1.0.3 In the case of joint or cross construction of urban road subgrade engineering and railways, highways, subways, pipelines, civil air defense and other projects, the relevant engineering technical standards shall be referred to in addition to the provisions of this specification. The safety measures of subgrade construction shall be carried out according to the relevant provisions.



1.0.4 On the premise of ensuring the design requirements, subgrade construction may be localised to make reasonable use of local materials and industrial wastes. At the same time, the pollution of hazardous substances shall be prevented.



For all kinds of pipeline projects and auxiliary structures within the scope of subgrade land, the principles of “underground first, ground second” and “deep first, shallow second” shall be followed to avoid repeated road excavation. Attention must be paid to the quality of pipeline and groove backfill, so as to achieve the same design strength as subgrade.



2 Construction preparation and construction survey



2.1 Construction preparation



2.1.1 Construction personnel must be familiar with design documents and drawings. The unclear problems and suggestions on revision in the design may be submitted to the design department for solution during the design disclosure.



2.1.2 The construction personnel must survey the construction site to determine the construction deployment and carry out the restoration alignment measurement.



2.1.3 The relevant construction personnel shall hear the design disclosure of designers.



2.1.4 The construction unit shall meet the following requirements when preparing for construction:



(1) Recheck the location and elevation of underground concealed facilities and indicate them on the drawings for construction disclosure.



(2) The exposed inspection wells, fire hydrants, civil air defense vents, etc. shall be marked on the drawings for verification, to avoid burial or blockage.



(3) Cultural relics and historic sites, survey markers must be protected; landscaping and public facilities, etc. shall avoid pollution damage.



(4) Traffic management shall be strengthened. If it is necessary to close traffic, the time for stopping traffic should be shortened and traffic should be restored as soon as possible.



(5) Pay attention to environmental protection during construction.



2.1.5 Technical disclosure shall be carried out step by step before construction. The construction technology requirements of the master operation and key parts, the location and elevation of underground concealed works shall be handed over to the direct operators. All kinds of construction disclosures shall be recorded for future reference.



2.2 Construction survey



2.2.1 The person in charge of construction shall work with the design or survey department to hand over the centerline control piles and design benchmarks on site, and set the fender piles.



The temporary benchmarks shall be re-measured and closed with the design benchmarks, and the allowable closing errors: mm for expressways, main and secondary trunk roads; mm for access roads (L is the length of the leveling line in kilometers).



2.2.2 Restore the center pile of the road, and the pile distance should be 15 ~ 20 m in the straight line section; 10 m in the curve section. Piles must be added to the starting and ending points of horizontal and vertical curves and topographic change points. Allowable error of span: for less than 200 m; for 200 ~ 500 m; for more than 500 m.



The auxiliary base shall be pilot tested at the position unaffected by the construction, and plane control piles were set up for timely replenishment of piles during construction.



Determine the curb line and the upper and lower side slope piles, and check whether the land occupation and demolition meet the construction needs. The existing obstacles within the construction range shall be clearly marked.



2.2.3 The distance of temporary benchmarks shall be based on the principle of height measurement without turning points. The distance of benchmarks shall not exceed 200 m in plains and should be 100 m in mountainous areas or hills.



The temporary benchmarks must be firm and stable. For cross-year projects or benchmarks suspected to be moved, they shall be used only after retesting and re-checking.



Set the piles on both sides of the center pile which are not affected by the construction, and determine the elevation of the center of the road (or the edge of shoulder).



2.2.4 Site surveyors shall retest the original cross section according to the center pile position, and complementally survey the cross section at the added pile position, and calculate the amount of earthwork and stonework.



2.2.5 Site surveyors shall review the location and elevation of the original bridges and culverts, underground pipelines and other required related measurements.



2.2.6 During the construction, the site surveyors shall accurately and timely measure the plane and leveling, and provide construction personnel with measured data and pile delivery in a timely manner on site. The measuring marks shall be firm and stable, and receive careful protection from the construction personnel.



2.2.7 After the basic completion of subgrade engineering, site surveyors must carry out the as-built survey of the whole line. The as-built survey includes: the position of the center line, elevation, the cross-sectional diagram, the actual position and elevation of the accessory structures and underground pipelines. The survey results shall be marked in the as-built drawing.



3 Subgrade construction drainage



3.1 General requirements



3.1.1 The subgrade construction drainage shall meet the following requirements:



(1) Effectively eliminate the surface water and construction water flowing into the subgrade due to precipitation or from nearby areas during construction.



(2) Dredge, block and isolate the groundwater which is harmful to the subgrade.



3.1.2 Drainage routes for subgrade construction must be arranged reasonably, and permanent drainage facilities built and newly built along the route shall be fully utilized. The water flow of all construction temporary drainage pipes, drainage ditches and blind drains shall be directed to pipelines or ditches.



Suburban roads shall be combined with local topography, and drainage, interception, blocking and other measures shall be taken to discharge water to ditches or low-lying areas.



All construction drainage outlets shall be settled through negotiation with the relevant departments.



3.2 Elimination of surface water



3.2.1 When excavating and filling the subgrade in layers, the surface shall be built with 2 ~ 4% of transverse slope according to the permeability of soil, and pay attention to longitudinal drainage. The site shall be leveled frequently to clean up the scattered soil, so as to facilitate surface drainage.



3.2.2 Drainage structures within the subgrade shall be constructed first, and if not, they may be constructed simultaneously with the subgrade to be used for drainage, and gradually shaped with the construction process.



3.2.3 In subgrade construction, temporary drainage facilities shall be set up when surface water elimination is difficult and no permanent pipe channels are available. Temporary drainage facilities may adopt movable or stationary pipelines, side ditches, intercepting ditches, drainage ditches, water drops, chutes, etc. When the drainage discharge is relatively large, hydraulic calculations shall be carried out to select the appropriate drainage section and longitudinal slope. The excavation of side ditches, intercepting ditches and drainage ditches shall be dug from downstream to upstream; the bottom of the ditch shall be smooth, the side slopes shall be repaired neatly, and the ramming shall be solid.



3.2.4 When self-flow drainage cannot be used for retaining wall foundation pits, road pits, borrow areas and transportation corridors, water shall be diverted to the water collecting wells and pumped out.



3.2.5 When laying all kinds of underground pipelines, it is strictly prohibited to pump out the accumulated water in the service trench to the subgrade area.



3.2.6 In subgrade engineering with long construction period or crossing rainy season, sections such as permeable soil layer or cracked rock layer with drainage facilities locations, and areas with large flow velocity and concentrated water yield, reinforcement measures to prevent leakage and erosion shall be taken.

3.3 Elimination of groundwater



3.3.1 In subgrade construction, if groundwater seriously affects subgrade stability, the design department shall be required immediately to provide underground drainage design. If the influence of groundwater is small, the construction unit may take appropriate measures to deal with it according to the situation.



3.3.2 The blind ditch groove should adopt the vertical ditch with supporting bearing instead of great ascent. The support form may be determined according to soil quality, groundwater condition, groove depth, excavation method, ground load and other factors.



I. Horizontal support (transverse support) is suitable for grooves with good soil quality and small amount of groundwater.



II. Vertical support (vertical plate support) is suitable for deep ditches with poor soil quality and large amount of underground water.



III. Sheet-pile support is suitable for deep grooves with high groundwater level and drift sand.



The demolition of support may start from the bottom along with the installation of blind ditch. The support may also be pulled out after the installation and backfill. The gaps left in the trench wall shall be filled with gravel and tamped.



3.3.3 The drainage of blind ditch groove may be divided into open ditch collecting well drainage and deep-well pump drainage. The excavation of blind ditch shall be carried out from downstream to upstream, and shall be supported and pumped along with excavation. The blind ditch foundation shall be flat and excavated, installed and backfilled in sections.



3.3.4 If the newly-built road is in a section with high underground water level, and the water surface is less than 0.6 m away from the rolling surface of the soil base, side ditches may be excavated along both sides of the subgrade before construction to lower the groundwater level. The excavation of the side ditch shall be deep to 0.3 m below the aquifer.



4 Protection and reinforcement of subgrade



4.1 General requirements



4.1.1 Subgrade protection and reinforcement engineering may be divided into three types: side slope protection, embankment protection and reinforcement along rivers and coasts, and subgrade retaining engineering.



4.1.2 Subgrade protection is based on the stability of the original side slope and related protective structures, and must be checked and accepted before construction. It is strictly forbidden to protect unstable soil.



Subgrade reinforcement or retaining engineering requires not only its own firmness and stability, but also the conditions and quality of preliminary engineering that must be inspected and verified before construction.



4.1.3 Subgrade protection and reinforcement engineering construction shall meet the following requirements:



(1) Strictly implement the relevant provisions and quality standards of the masonry and brickwork; the materials must meet the strength, specifications and other quality requirements specified in the design.



(2) For backfill soil, sandy soil should be chosen with strictly-controlled water content, and should be filled in layers with adequate compaction (punning).



(3) The location of the drain hole and expansion joint shall be accurate with correct holes and straight seams, and the sizes shall comply with the design requirements.



4.2 Slope protection



4.2.1 Slope protection shall be selected according to subgrade soil quality, which may be divided into plant protection and slope treatment, or a mixed use of both.



4.2.2 Plant protection is a simple protection measure. For the side slopes where plants may easily grow, grass, turfing and shrub protection may be used.



4.2.3 Grass planting protection is applicable to the soil slope with low side slope and slight slope erosion, which is beneficial to the growth of grass. For the frequently or long-term submerged embankment slopes, it should not be adopted.



4.2.4 Turfing may be used for soil slopes with steeper slopes, serious scouring, and only seasonal submergence. Paving methods include tiling, superimposed tiling, checkering, etc. The turf shall be paved with staggered joints from bottom to top and fixed with bamboo and wooden pickets.



4.2.5 When planting trees for side slope protection, the layout form of trees shall be determined according to the protection purpose and the tree species adopted. The tree shall be prevented from flowing water submergence damage with a velocity greater than 3 m/s before the tree becomes viable, and if necessary, additional protective barriers may be installed for protection.



4.2.6 Slope treatment may be used for steep side slopes and severely weathered rock side slopes. The treatment methods include plastering, guniting, pointing, grouting, stone side slope or facing wall, etc. Slope treatment requires the original side slope to be stable without groundwater exposure. Before treatment, the collapse rocks shall be cleaned, the weathered surface layer stripped, the pits and grooves embedded, and the dirt and impurities cleaned.



4.2.7 Plastering materials such as cement mortar, cement-lime mortar or lime cinder mixed mortar may be used with the requirement of evenly attachment to the slope; expansion joints shall be reserved when plastering area is large.



4.2.8 Guniting may be used for easily weathered and relatively complete rocks with a thickness of 1 to 2 cm. Rocky side slopes with narrow and shallow rock joints and fissures may be pointed, and those with wide and deep joints and fissures may be grouted. Available perfusion materials include cement mortar or cement-lime mortar, and concrete with fines for wide and deep cracks.



4.2.9 The slope protection and facing wall may be paved with materials such as rubbles (block stones) and concrete. When paving locally, the masonry shall go deep into the incompetent bed or depressions, and the masonry surface shall be smoothly connected with the slope surface. Masonry and brickwork materials selection and construction requirements shall be implemented according to the provisions of Subclause 4 of this Clause.



4.3 Embankment protection and reinforcement



4.3.1 The protection and reinforcement of embankments along rivers and coasts may be carried out by riprap, dry or mortar rubbles (block stones), gabion and diversion structures.



4.3.2 Ripraps may be used to protect the side slope and slope toe of the underwater part of subgrade or river bank. The riprap is roughly in trapezoidal stone packs, and the stone size should be 30 ~ 50 cm. The total thickness is about 3 ~ 4 times and not less than 2 times of the stone size. The enrockment should be carried out at low water level.



4.3.3 Slope protection of dry-laid rubbles (block stones) may be used for smooth riverbanks or general embankment slopes at the flow direction. Slope protection may be paved in single or double layer with the thickness not less than 20 cm, and side slope not steeper than 1:2. The selected building stones shall meet the quality standards. Masonry shall be flat in cushion course, tightly embedded, extensively smooth-going and staggered up and down.



4.3.4 The slope protection with mortar rubbles (block stones) may be used for embankment slopes washed by the mainstream. The thickness of masonry should be 30 ~ 60 cm. The building stones shall meet the quality standards. Masonry shall have smooth cushion, full mortar, and no invalid supports, voids and zigzag seams.



4.3.5 When the water flow is fast and there is a lack of large stones in the local area, the frame cage may be made, and the internal filling stone rolls into the water to reinforce the embankment gabion. The manufacturing method and specifications of the gabion may be determined according to the local conditions.

1 General
2 Construction preparation and construction survey
2.1 Construction preparation
2.2 Construction survey
3 Subgrade construction drainage
3.1 General requirements
3.2 Elimination of surface water
3.3 Elimination of groundwater
4 Protection and reinforcement of subgrade
4.1 General requirements
4.2 Slope protection
4.3 Embankment protection and reinforcement
4.4 Retaining engineering
5 Construction of soil subgrade
5.1 General requirements
5.2 Earth cutting of subgrade
5.3 Subgrade filling
5.4 Compaction of soil subgrade
5.5 Subgrade renovation
6 Construction of stone subgrade
6.1 General requirements
6.2 Excavation of stone subgrade
6.3 Filling of stone subgrade
6.4 Blasting of stone subgrade
7 Construction of special soil subgrade
7.1 General requirements
7.2 Miscellaneous fill
7.3 Saline soil
7.4 Expansive soil
7.5 Collapsible loess
8 Treatment of wet-soft soil base and construction in rainy season and winter
8.1 Treatment of wet-soft soil base
8.2 Rainy season construction
8.3 Winter construction
9 Engineering quality acceptance standards of subgrade
9.1 General requirements
9.2 Soil subgrade
9.3 Stone subgrade
9.4 Roadbed
9.5 Side slope and side ditch
9.6 Accessory structure
Annex I Corresponding relationship between unified classification of soil and original subgrade soil classification
Annex II Subgrade soil classification according to excavation difficulty
Annex III Determination of water content and loss on ignition of soil
Annex IV Compaction test of soil
Annex V Test for soil compactness of subgrade
Annex VI Rock classification according to excavation difficulty
Annex VII Classification of saline soil
Annex VIII Saline soil subgrade is higher than the minimum height of underground water level in long-term
Annex VIIII Explanation of wording in this specification

第一章 总则
第1.0.1条 为了统一全国城市道路路基工程施工技术标准，保证道路路基工程的质量，提高工程经济效益，特制定本规范。
第1.0.2条 本规范适用于城市道路(含郊区道路)和广场、停车场路基工程的施工及验收。厂矿、机场、码头等专用道路可参照使用。
第1.0.3条 城市道路路基工程与铁路、公路、地铁、管线、人防等工程共同或交叉施工时，除按本规范规定执行外，尚应参照有关的工程技术标准。路基施工的安全措施，应按有关规定执行。
第1.0.4条 路基施工在确保设计要求的前提下，可因地制宜，合理利用当地材料和工业废料，同时，应防止有害物质的污染。
路基用地范围内的各种管线工程及附属结构物，应按“先地下，后地上”、“先深后浅”的原则，避免道路反复开挖。必须重视管线沟槽回填土的质量，使其达到与路基相同的设计强度。
第二章 施工准备与施工测量
第一节 施工准备
第2.1.1条 施工人员必须认真熟悉设计文件和图纸。对设计中不明了的问题与修改意见，可在设计交底时提请设计部门解决。
第2.1.2条 施工人员必须查勘施工现场，确定施工部署，进行恢复定线测量工作。
第2.1.3条 施工有关人员应听取设计人员的设计交底。
第2.1.4条 施工单位进行施工准备工作时应符合下列规定：
一、复核地下隐蔽设施的位置和标高，并在图纸上注明，以备施工交底。
二、对外露的检查井、消防栓、人防通气孔等应在图纸上标明，以备核对，避免埋没或堵塞。
三、文物古迹、测量标志必须加以保护；园林绿地和公用设施等应避免污染损坏。
四、应加强交通管理，如需封闭交通时宜缩短断行时间，早日恢复交通。
五、注意施工时的环境保护。
第2.1.5条 施工前应逐级进行技术交底。主要工序和关键部位的施工技术要求、地下隐蔽工程的位置与标高均应交底至直接操作人员。各种施工交底均应记录备查。
第二节 施工测量
第2.2.1条 施工负责人应会同设计或勘测部门现场交接中线控制桩和设计水准点，并设置护桩。
临设水准点应与设计水准点复测闭合，允许闭合差：快速路、主、次干路为 mm；支路为 mm(L为水准线长度公里数)。
第2.2.2条 恢复道路中心桩，桩距在直线地段宜为15～20m；曲线地段为10m。平、竖曲线起止点和地形变化点必须加桩。量距允许误差：小于200m为 ；200～500m为 ；大于500m为 。
在不受施工影响的位置引测辅助基线，设平面控制桩，以备施工过程中及时补桩。
定出路边线及上下边坡线桩，核对占地和拆迁是否满足施工需要，施工范围内尚存的障碍应作明显标志。
第2.2.3条 临时设置的水准点距离应以测高不加转点为原则，平原不得大于200m，山区或丘陵宜为100m。
临时设置的水准点必须坚固稳定。对跨年度工程或怀疑被移动的水准点应复测校核后方可使用。
在中心桩两侧不受施工影响的位置设桩，定出路中心(或路肩边缘)标高。
第2.2.4条 工地测量人员应按中心桩位置复测原横断面，加桩处应补测横断面，并计算土石方量。
第2.2.5条 工地测量人员应复核原有桥涵和地下管线的位置和标高以及其它要求的有关测量。
第2.2.6条 施工过程中工地测量人员对平面和水准测量应准确及时，并应及时向施工人员提供测量数据并进行现场交桩。测量标志应坚固稳定，施工人员对测量标志应认真保护。
第2.2.7条 路基工程基本完工后，工地测量人员必须进行全线的竣工测量。竣工测量包括：中心线的位置、标高、横断面图式、附属结构和地下管线的实际位置和标高。测量成果应在竣工图中标明。
第三章 路基施工排水
第一节 一般规定
第3.1.1条 路基施工排水应符合下列规定：
一、有效地排除施工期间由于降水或附近地带流入路基的地面水及施工用水。
二、疏导、堵截、隔离对路基有害的地下水。
第3.1.2条 路基施工排水必须合理安排排水路线，充分利用沿线已建和新建的永久性排水设施。所有施工临时排水管、排水沟和盲沟的水流，均应引至管道或沟渠中。
郊区道路应结合当地地形，采取排、截、堵等措施，把水排至河沟或低洼地带。
所有施工排水出路，应与有关部门协商解决。
第二节 排除地面水
第3.2.1条 路基分层挖、填时应根据土的透水性能将表面筑成2～4％的横坡度，并注意纵向排水，经常平整现场，清理散落的土，以利地面排水。
第3.2.2条 应先修筑路基范围内的排水结构物，无条件时可与路基同步施工，利用其进行排水，并使其随施工进程逐步成型。
第3.2.3条 路基施工中，地面水排除困难而又无永久性管渠可利用时，应设置临时排水设施。临时排水设施可采取移动式或固定式管道、边沟、截水沟、排水沟、跌水、急流槽等。当排水流量较大时，应进行水力计算，选择合适的泄水断面和纵坡。边沟、截水沟和排水沟的开挖应由下游挖向上游；要求沟底平顺，边坡修理整齐，夯拍坚实。
第3.2.4条 挡土墙基坑、道路凹点、借土区及运输通道等，当无法采用自流式排水时，应将水引至集水井中，用水泵抽排。
第3.2.5条 敷设各种地下管线时，严禁将管坑积水抽排至路基范围内。
第3.2.6条 施工期长或跨越雨季的路基工程，如排水设施位于透水性土层上或有裂缝的岩层上，以及流速较大，水量集中的地段，均应采取防止渗漏、冲刷的加固措施。
第三节 排除地下水
第3.3.1条 路基施工中，若地下水严重影响路基稳定时，应立即要求设计部门提供地下排水设计。如地下水影响较小，施工单位可根据情况采取适当措施进行处理。
第3.3.2条 盲沟沟槽不宜采用大放坡，宜挖直立沟加支撑支承。支撑形式可根据土质、地下水情况、槽深、开挖方法及地面荷载等因素而定。
一、水平式支撑即横式支撑——适用于土质较好、地下水量较小的沟槽。
二、垂直式支撑即竖板支撑——适用于挖沟较深，土质较差，地下水量较多的沟槽。
三、板桩式支撑——适用于地下水位很高，且有流沙的深沟槽。
拆除支撑可从底部开始，边安装盲沟边拆除支撑，也可待安装回填后拔除。沟壁所留空隙应用砂砾填充捣实。
第3.3.3条 盲沟沟槽排水可分为：明沟集水井排水和深水泵排水。盲沟沟槽开挖应由下游向上游施工，并应随挖随支撑，随抽水。盲沟基础应平整，并应分段开挖，分段安装、回填。
第3.3.4条 新建道路处于地下水位高的路段，水面距土基碾压面小于0.6m 时，施工前可沿路基两侧先开挖边沟，以降低地下水位。边沟的开挖应深入到含水层下0.3m。
第四章 路基的防护与加固
第一节 一般规定
第4.1.1条 路基的防护与加固工程可分为：边坡坡面防护，沿河、滨海路堤防护与加固，路基支挡工程三类。
第4.1.2条 路基防护是以原边坡坡面和有关防护结构体的稳定为前提，施工前必须检查验收，严禁对失稳的土体进行防护。
路基加固或支挡工程除要求自身坚固稳定外，施工前必须查明和核实前期工程的条件和质量。
第4.1.3条 路基防护与加固工程施工应符合下列规定：
一、严格执行砌筑砌体的有关规定和质量标准；材料必须符合设计规定的强度、规格和其它品质要求。
二、回填土宜选用砂性土，严格控制含水量，分层填筑，充分压(夯)实。
三、泄水孔、伸缩缝的位置要准确，孔正缝直，尺寸符合设计要求。
第二节 坡面防护
第4.2.1条 坡面防护应根据路基土质选用，可分为植物防护和坡面处治两类，亦可混合使用。
第4.2.2条 植物防护属简易防护措施。对于植物易生长的边坡，可采用种草、铺草皮及灌木丛防护。
第4.2.3条 种草防护适用于边坡低，坡面冲刷较轻微有利于草类生长的土质边坡。经常浸水或长期浸水的路堤边坡，不宜采用。
第4.2.4条 铺草皮可用于边坡较陡，冲刷较严重，坡面仅有季节性浸水的土质边坡。铺砌方法有平铺、平铺叠置、方格式等。草皮应由下向上错缝铺砌，并用竹、木尖桩固定。
第4.2.5条 采用植树防护边坡时，应按防护目的与采用树种确定树的平面布置形式。树成活前应防止流速大于3m/s的流水浸害，必要时可增设防护障加以保护。
第4.2.6条 坡面处治可用于陡边坡和风化严重的岩石边坡。处治方法有：抹面、喷浆、勾缝、灌浆、石砌边坡或护面墙等。坡面处治要求原边坡稳定，无地下水外露。处治前应清理危石，剥去风化表层，嵌补坑槽，清洗污物杂质。
第4.2.7条 抹面可用水泥砂浆，水泥石灰砂浆或石灰煤渣混合砂浆等材料，要求均匀紧贴坡面；抹灰面积大时，应预留伸缩缝。
第4.2.8条 喷浆可用于易风化而较完整的石质，其厚度为1～2cm。岩石节理裂隙窄而浅的石质边坡可以勾缝，节理裂隙宽而深的予以灌浆。材料可用水泥砂浆或水泥石灰砂浆，宽深较大缝隙可用细粒混凝土灌注。
第4.2.9条 护坡和护面墙可用片(块)石、混凝土等材料铺砌。局部铺砌时应使砌筑体深入软岩层或凹陷处，砌体表面应与坡面平顺相接。砌筑砌体选料与施工要求，按本章第四节规定执行。
第三节 堤岸防护与加固
第4.3.1条 沿河、滨海路堤的防护与加固，可采用抛石、干砌或浆砌片(块)石、石笼和设置导流结构物等方法。
第4.3.2条 抛石可用于防护路基或河岸水下部分的边坡和坡脚。抛石大致成梯形石垛，石料尺寸宜为30～50cm，总厚度约为石块尺寸的3～4倍，且不得小于2倍。抛石宜在低水位时进行。
第4.3.3条 干砌片(块)石护坡，可用于水流方向较平顺的河岸或一般路堤边坡。护坡可分单层或双层铺砌，厚度不宜小于20cm，边坡不宜陡于1：2。选用的石料应符合质量标准。砌筑应垫层平整、嵌挤紧密、大面平顺、上下错缝。
第4.3.4 条 浆砌片(块)石护坡，可用于主流冲刷的路堤边坡。砌石厚度宜为30～60cm。石料应符合质量标准。砌筑应垫层平整、砂浆饱满、无干靠、空洞和蚯蚓缝等现象。
第4.3.5条 当水流湍急且当地缺乏较大石料时，可制作框笼，内部填石滚入水中，加固堤岸石笼的制作方法和规格，各地可根据条件确定。
第四节 支挡工程
第4.4.1条 路基的支挡工程，主要指各类挡土墙。施工前，应做好场地临时排水，土质基坑应保持干燥。墙后填料应适时分层回填压实。浆砌或混凝土墙体，待水泥混凝土强度达设计强度的70％以上时方可回填。填料宜优先选用砂砾或砂性土，严禁用有机质土、杂填土、冻土或过湿土；并应土质均匀，含水量适中。墙趾部分的基坑，应及时回填压实，并做成向外倾斜横坡。填土过程中，应防止水的浸害。回填结束后，顶部应及时封闭。
第4.4.2条 砌石工程的材料质量，应符合下列规定：
一、砌体用的水泥、石灰、砂、石及水等，要求质地均匀，水泥不失效，砂石洁净，石灰充分消解，水中不得含有对水泥、石灰有害的物质。
二、石料强度不得低于设计要求，不应小于30MPa，无裂缝，不易风化。河卵石无脱层、蜂窝，表面无青苔、泥土，厚度与大小相称。
三、片石最小边长及中间厚度，不小于15cm，宽度不超过厚度的二倍。块石形状大致正方，厚度不宜小于20cm，长、宽均不小于厚度，顶面与底面应平整。用于镶面时，应打去锋棱凸角，表面凹陷部分不得超过2cm。
四、砂浆强度不低于设计标号，拌和均匀，色泽一致，稠度适当，和易性适中。
第4.4.3条 混凝土挡土墙，包括各种轻型结构和加筋土挡土墙以及护墙、护肩、护脚等支挡工程，应按设计要求及有关的规定施工。
第五章 土质路基施工
第一节 一般规定
第5.1.1条 土质路基施工中应做好排水、基底处理、边坡防护和土的压实工作。
第5.1.2条 机动车车行道土质路基的压实度应达到压实标准规定的压实度，以确保路基的强度和稳定性。人行道、非机动车车行道可执行支路的压实度标准。
第5.1.3条挖方、不填不挖、填方高度小于80cm的原地面，如一层压实达不到规定的压实度要求，必须分层压实。挖方、不填不挖路基，其压实宽度每侧应宽出路床20cm。
第5.1.4条 土质路基原地面以下的墓穴、井洞、树根必须清理，并分层回填压实。
第5.1.5条 路基土按颗粒组成和物理性质分类见附录一。
第5.1.6条 路基土按施工开挖难易程度分类见附录二。
第二节 路基挖土
第5.2.1条 路基挖土必须按设计断面自上而下开挖，不得乱挖、超挖、严禁掏洞取土。
第5.2.2条 弃土应及时清运，不得乱堆乱放。
第5.2.3条 冰冻地区处理局部翻浆时，不得乱填石块或碎砖等骨料，应将翻浆的土挖出，使用与原来土质相同、含水量适中的土或砂、砂砾、石灰土回填。
第5.2.4条 地下水位较高或土质湿软地段的路基的压实度达不到规定时，可采用晾晒、换土、石灰处理、设置砂垫层、砂桩等措施。
第5.2.5条 开挖至路基顶面时应注意预留碾压沉降高度。其数值可通过试验确定。
第三节 路基填土
(Ⅰ)填土用土的要求
第5.3.1条 路基填土不得使用腐植土、生活垃圾土、淤泥、冻土块和盐渍土。土的可溶性盐含量不得大于5％；550℃的有机质烧失量不得大于5％，特殊情况不得大于7％。土的含水量与有机质烧失量试验方法见附录三。
第5.3.2条 路基填土不得含草、树根等杂物，粒径超过10cm的土块应打碎。
(Ⅱ)基底处理的要求
第5.3.3条 原地面横坡度不陡于1：5时，基底应清除草皮；横坡度陡于1：5时，原地面应挖成台阶。台阶宽度不应小于1m，每级台阶高度不宜大于30cm。
第5.3.4条 路堤基底为耕地或松土，填土高度小于1.5m时，必须清除树根、杂草。应先压实再填筑。
第5.3.5条 路基穿过水网和水稻田地段时，应抽干积水，清除淤泥和腐植土，压实基底后方可填筑。
(Ⅲ)填筑施工的要求
第5.3.6条 填土路基必须根据设计断面分层填筑压实。其分层最大厚度必须与压实机具功能相适应。
第5.3.7条 路堤填土宽度每侧应宽于填层设计宽度，压实宽度不得小于设计宽度，最后削坡。
第5.3.8条 填筑路堤宜采用水平分层填筑法施工。即按照横断面全宽分成水平层次，逐层填压密实。填筑时应先填路中，逐渐填至路边。原地面不平时，应从低处开始填筑。
第5.3.9条 不同种类的土必须分段分层填筑，不应混杂。用不同土填筑的层数宜少。不因潮湿及冻融而变更体积的优良土应填在上层。如用透水性较差的土填筑路基下层，其工作面宜作成2～4％的双向横坡，以利排水。填筑上层时，不应包复在透水性较好的下层填土的边坡上。
第5.3.10条 原地面纵坡大于12％的地段，可采用纵向分层填筑法施工，沿纵坡分层，逐层填压密实。
第5.3.11条 若填方分几个作业段施工，两段交接处不在同一时间填筑时，则先填地段应按1：1坡度分层留台阶；若两个地段同时填筑，则应分层相互交叠衔接。其搭接长度不得小于1m。
第5.3.12条 旧路基加宽须先清除旧路边坡表面松土草皮，再顺旧路边坡做成台阶。台阶高度宜为一层填土的压实厚度，其高宽比宜为1：1.5。台阶底面应稍向内倾斜。
第5.3.13条 土质变化较大地区，应分层取土，防止混杂；地下水位较高地区，取土坑应设集水井，随时抽干井中地下水，以降低土的含水量。
第5.3.14条 路基处于地下水位较高与湿软地区，应设隔离层。
透水隔离层有粒料、土工织物等；
不透水隔离层有沥青类材料和各种类型的土工膜等。
(Ⅳ)桥涵、管道沟槽回填土
第5.3.15条 管、涵顶面填土厚度，必须大于30cm方能上压路机。
第5.3.16条 桥涵、管道沟槽、检查井、雨水口周围的回填土应在对称的两侧或四周同时均匀分层回填压(夯)实。填土材料宜采用砂砾等透水性材料或石灰土。
第5.3.17条 桥台和路基接合部填土应分层仔细压实，层铺虚厚不得大于20cm。路床顶以下2.5m以内应采用砂砾等透水性材料或石灰土，压实度不得低于填土规定的数值。
第5.3.18条 若机动车车行道下的管、涵、雨水支管等结构物的埋深较浅，回填土压实度达不到规定的数值时，可按表5.3.18的要求处理。
管、涵沟槽及检查井、雨水口周围回填土的
填料和压实度要求 表5.3.18
部位 填料 最低压实度(％)
胸腔 填料距路床顶
＜80cm 石灰土 90/95
砂、砂砾 93/95
＞80cm 素土 90/95
管顶以上至路床顶 管顶距路床顶小于80cm 管顶上30cm以内 石灰土 85/88
砂、砂砾 88/90
管顶30cm以上 石灰土 92/95
砂、砂砾 95/98
检查井及雨水口周围 路床顶以下0～80cm 石灰土 92/95
砂 95/98
80cm以下 石灰土 90/92
砂 93/95
注：①表中数字，最低压实度分子为重型击实标准的压实度，分母为轻型击实标准的压实度。两者均以相应的击实试验法求得的最大干密度为100％。
②管顶距路床顶小于30cm的雨水支管可采用水泥混凝土包封。
③各地可根据具体情况选用与路基压实相同的击实标准。
第四节 土质路基压实
(Ⅰ)土质路基压实标准
第5.4.1条 土质路基的压实标准见表5.4.1。表中给出轻、重两种击实标准的压实度，一般情况下应采用重型击实标准，特殊情况下，可采用轻型击实标准。
第5.4.2条 路基土的最佳含水量及最大干密度应由击实试验确定。击实试验的操作方法见附录四。
土质路基最低压实度表 表5.4.1
填挖类型 深度范围(cm) 最低压实度(％)
快速路及主干路 次干路 支路
填方 0～80 95/98 93/95 90/92
80～150 93/95 90/92 87/90
＞150 87/90 87/90 87/90
挖方 0～30 93/95 93/95 90/92
注：①表中数字，最低压实度分子为重型击实标准的压实度，分母为轻型击实标准的压实度；两者均以相应的标准击实试验法求得最大干密度为100％。
②表列深度均由路床顶算起。
③填方高度小于80cm及不填不挖路段原地面以下0～30cm范围内，土的压实度应不低于表列挖方的要求。
第5.4.3条 土基含水量较大，又不具备采取其它技术处理的条件时，取得设计部门的同意其压实度可比表5.4.1规定的数值适当降低，并在设计上采取补救措施。
(Ⅱ)土质路基压实方法
第5.4.4条 采用压路机碾压时，应遵循先轻后重，先稳后振，先低后高，先慢后快以及轮迹重叠等原则。
第5.4.5条 道路边缘、检查井、雨水口周围以及沟槽回填土不能使用压路机碾压的部位，应采用机夯或人力夯夯实。必须防止漏夯，并要求夯击面积重叠1/4～1/3。
第5.4.6条 土基压实的分层厚度，压实机具类型，以及碾压(夯击)遍数，均应依土类、湿度、设备及场地条件等情况而异，以达到规定的压实度为准。施工时可根据碾压(夯击)试验而定。
(Ⅲ)土质路基压实质量的控制与检查
第5.4.7条 路基修筑前应在取土地点取样进行击实试验，确定其最佳含水量和最大干密度。
第5.4.8条 摊铺碾压以前，应测定土的实际含水量，过湿应予以晾晒，过干应加水润湿，控制其含水量在最佳含水量±2％的范围以内。
第5.4.9条 在压实过程中应随时检查有无软弹、起皮、推挤、波浪及裂纹等现象，如发现上述情况，应及时采取处治措施。
第5.4.10条 碾压(夯击)完成以后，立即测定其含水量和湿密度，计算干密度和压实度，并按表5.4.1规定，判断是否达到压实度标准。当验收测点大于或等于20时，应满足下式要求，且任一点不得小于规定绝对值的0.05为合格。
≥本规范规定值 (5.4.10)
式中： ——测定平均值；
S——标准差。
工地现场路基土压实度试验及计算见附录五。
第五节 路基整修
(Ⅰ)路床
第5.5.1条 路基填挖土方接近路床标高时，应按设计要求检测路床宽度，标高和平整度，并进行整修。重要桩号的标高及坡度变换处应用仪器复核，路基压实不合格处应处理至合格。
第5.5.2条 根据设计要求，机动车车行道路拱横坡度应准确；非机动车车行道及人行道多为单向坡，要平整直顺，整修时应注意校正。
(Ⅱ)边坡、边沟
第5.5.3条 整修边坡时应挂线，削平凸出部分，凹洼部分应挖成台阶培土击实，严禁贴皮。
第5.5.4条 路基边缘线直线段应齐直，曲线段应圆顺。
第5.5.5条 整修后的边沟要求边直坡顺，沟底平整无杂物，排水通畅。
第六章 石质路基施工
第一节 一般规定
第6.1.1条 市区石方爆破应以小型爆破、控制爆破或静态破碎为主。郊区及有条件的市区可采用中型爆破。应制定爆破设计文件和安全技术措施，经公安部门批准后实施。
第6.1.2条 路基岩石按施工开挖难易程度分类见附录六。
第二节 石质路基开挖
第6.2.1条 石方开挖方式，通常有以下几种：
一、纵向开挖法适用于路堑拉槽、旧路降坡地段。根据不同的开挖深度和爆破条件，可采用台阶形分层爆破或全面爆破。
二、横向开挖法适用于半挖半填路基和旧路拓宽。可沿路基横断方向，从挖填交界处，向高边坡一侧开挖。
三、综合开挖法适用于深长路堑。采用纵向开挖法的同时，可在横断方向开挖一个或数个横向通道，再转向两端纵向开挖。
第6.2.2条 接近设计坡面部分的开挖，采用爆破施工时，应采用预裂光面爆破，以保护边坡稳定和整齐。爆破后的悬凸危石、碎裂块体，应及时清除整修。
第6.2.3条 沟槽、附属结构物基坑的开挖，宜采用控制爆破，以保持岩石的整体性；在风化岩层上，应作防护处理。
第6.2.4条 路基和基坑完工后，应按设计要求，对标高、纵横坡度和边坡进行检查，做好边坡基底的整修工作，碎裂块体应全部清除。超挖回填部分，应严格控制填料的质量，以防渗水软化。
第三节 石质路基填筑
第6.3.1条 填筑路段石料不足时，可在路基外部填石、内部填土，或下部填石，上部填土。土、石上下结合面应设置反滤层。
第6.3.2条 边坡应选用坚硬而不易风化的石料填筑。外层应叠砌，叠砌宽度不宜小于1.0m。
第6.3.3条 山坡填筑路堤，当地面横坡陡于1：2时，可采用石砌护肩、护脚、护墙或设置挡土墙加固边坡，其施工要求按第四章有关规定执行。
第6.3.4条 基底处理同土质路基，见第五章有关条文。
第6.3.5条 石质路堤的填筑应先做好支挡结构；叠砌边坡应与填筑交错进行。
一、石块应分层找平，不得任意抛填。每层铺填厚度宜为30～40cm，大石块间空隙应用小石块填满铺平。
二、路床顶以下1.5m的路堤必须分层填筑，并配合人工整理，将石块大面向下安放稳固，挤靠紧密，再用小石块回填缝隙。
每层铺填厚度不宜大于30cm，填石最大粒径不得大于层厚的0.7倍。
三、石质路堤的压实宜选用重型振动式压路机。路床顶的压实标准是，12～15t压路机的碾压轮迹不应大于5mm。
第6.3.6条 管线沟槽的胸腔和管顶上30cm范围内，用5cm 以下的土夹石料回填压实，路床顶以下30cm内的沟槽顶部可采用片石铺砌，并以细料嵌缝，整平压实。