湖南省邵阳市黄塘乡到白仓镇二级公路施工图设计文献综述-综述网

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4.1 Introduction

Aggregates refer to the material derived from natural rocks, or are the by-product of the manufacturing process of other materials, (e.g., the manufacturing of steel generates slag as a by-product that has been used as an aggregate). Aggregates are an important ingredient of the materials used in highway construction. They constitute 70% to 85% by weight of portland cement concrete (PCC) and hot-mix asphalt (HMA). By volume, the correspond-ing ratios are 60% to 75% for PCC and 75% to 85% for HMA,

respectively. The physical,	mechanical, and chemical proper-
ties of aggregates play an	important role in the performance
of both rigid and flexible	pavements. This chapter discusses

the different classifications of aggregates, aggregate properties, and the influence of these properties on the performance of pavements.

Pavement Design and Materials, A.T. Papagiannakis and E.A. Masad

74 4 Aggregates

4.2 Aggregate Types and Classifications

4.2.1 Classi- Aggregates derived from natural rocks can be classified on the basis fication Based of size as crushed stone, sand, or gravel. Crushed stone refers to the on Source different rock types and sizes that are produced by blasting and then crushing. Sand and gravel comprise any clean mixture of aggregate sizes found in natural deposits, such as stream channels. The word “natural” in reference to sand is sometimes used to indicate that this aggregate is available in natural deposits and not produced through crushing processes. In some cases, the word “manufactured” in ref-erence to sand is used to refer to the small sizes of crushed stone.

Based on information from the Bureau of Mines, the Aggregate Hand-book states that the about 2.1 billion tons of aggregates derived from rocks are produced annually, of which 897 million tons are sand and gravel; the remaining 1.2 billion tons are crushed stones¹³. The per-centages of crushed stones produced by geological origin are given in Figure 4.1.

Aggregates can also be classified on the basis of the geological ori-gin of their parent rock, as igneous, sedimentary, and metamorphic. Igneous rocks are formed by cooling of the molten liquid silicate

Sandstone and

Quartzite, 2.30%

Traprock, 8.30%

Granite, 14.50%

Figure 4.1

Other (Slate, Marl,

and Shell), 3.90%

Limestone and

Dolomite, 71%

Percentages of Different Types of Crushed Stone Produced Annually

4.2 Aggregate Types and Classifications

referred to as magma. Igneous rocks are either crystalline in struc-ture, with fine or coarse grains, or have a noncrystalline or glassy structure. Their texture size and type depend on the geological pro-cess that created them. Extrusive igneous rocks are formed where the magma reached the earthrsquo;s surface as ash or lava and cooled rapidly at the surface to form fine-grained or glassy rock. Intrusive igneous rocks are formed where the magma cooled slower under the earthrsquo;s crust and formed larger crystals. Basalts and granites are examples of extrusive and intrusive rocks, respectively.

Sedimentary rocks are formed at the earthrsquo;s surface or under water, due to consolidation of sedimentary materials or chemical precipitates. The sedimentary materials are the result of the dis-integration of existing rocks under the effect of clastic processes such as weathering and abrasion by wind, water, ice, or gravity. The sediments harden due to the cementation by silica and carbonate minerals and the pressure under the weight of overlying deposits. The rocks formed by sediments are referred to as clastic rocks. Examples of clastic rocks are sandstone, siltstone, and shale. The sedimentary rocks formed by chemical precipitates are called carbon-ate rocks. These rocks are formed by the deposition and cementation of the shells of marine animals, shells of marine plants, and fine carbonate mud that precipitates from marine water. Examples of carbonate rocks are limestone and dolomite.

Metamorphic rocks are formed by the recrystallization of sedimen-tary and igneous rocks under the influence of pressure and tem-perature. Examples of metamorphic rocks are gneiss, quartzite, and marble.

Aggregates that are by-products of the manufacturing of another material are referred to, in some cases, as man-made aggregates or arti-ficial aggregates. An example of by-product aggregate is slag, which is produced during the metallurgical processing of steel, iron, tin, and copper. The most widely used variety is blast-furnace slag, which is a nonmetallic product that is developed in a molten condition simul-taneously with iron in a blast furnace. Expanded slag is produced by expanding blast-furnace slag by mixing it with water while it is still molten.

Aggregates are classified in terms of size, as fine and coarse. The	4.2.2 Classifi-
size that separates fine from coarse aggregates differs, based on the	cation Based
application and the intended use of the aggregates. According to	on Size
ASTM C125, which relates to PCC, fine aggregate sizes are defined as

76 4 Aggregates

those passing the No. 4 sieve (4.75 mm) and predominantly retained on the No. 200 (75 m) sieve. Coarse aggregates are defined as those predominantly retained on the No. 4 (4.75 mm) sieve. For HMAs, the No. 4 (4.75 mm) sieve or the No. 8 (2.36 mm) sieve are typically used to separate the fine aggregate from the coarse aggregate sizes.

4.3 Aggregate Properties

There are many AASHTO and ASTM specifications and tests for aggregates, as summarized in Tables 4.1 and 4.2, respectively. Some of these tests were adapted for use in Superpave,trade; a contraction of Superior Performing Pavements (a trademark of the U.S. Depart-ment of Transportation), which was developed under the Strategic Highway Research Program (SHRP). The objective of the discussion in the following sections is not to describe the details of these tests but rather to explain the impact of the properties of aggregates on the behavior and performance of the pavement layers, where these aggregates are used.

4.3.1 Physical
Properties	GRADATION AND SIZE DISTRIBUTION
	GRADATION AND SIZE DISTRIBUTION
	Aggregate gradation gives the percentage of each of the sizes in a
	blend. It is typically expressed as the percentage of the aggregate
	blend passing sieves with standard openings. The size distribution of
	aggregate particles is directly related to the performance of the pave-
	ment layers. In general, aggregate size distributions are classified as
	gap graded, uniform, well-graded, or open graded. These distributions are
	shown in a semi-long scale in Figure 4.2. The sieves that are typically
	used in determining the gradation are 2 in, 1– 1∕₂ in., 1 in., 3∕₄ in., 1∕₂
	in., 3/8 in., No. 4, No. 8, No. 16, No. 30, No. 50, No. 100, and No. 200
	(50.8 mm, 37.5 mm, 25.4 mm, 19.0 mm, 12.5 mm, 9.5 mm, 4.75 mm,
	2.36 mm, 1.18 mm, 0.6 mm, 0.3 mm, 0.15 mm and 0.075 mm, respec-
	tively).
	Aggregate gradation is typically presented in a graphical form in
	which the percent of aggregate passing a sieve size is plotted on the
	ordinate in an arithmetic scale, and the particle size is plotted on
	the abscissa in a logarithmic scale. Alternatively, it can be plotted
	using the Fuller and Thompson method, whereby the percent pass-
	ing is plotted versus the particle size, raised to an exponent n. Fuller

4.3 Aggregate Properties

Table 4.1

ASTM and AASHTO Aggregate Specifications (Ref. 13)

*AASHTO*	*ASTM*
*Specifications*	*Specifications*	*Title*

M-43	C 448	Standard Sizes of Coarse Aggregate
M-283		Coarse Aggregates for Highway and Airport Construction
	D 2940	Graded Aggregate for Bases or Subbases
M-147		Materials for Aggregate and Soil-Aggregate Subbase,
		Base, and Surface Courses
M-155		Granular Material to Control Pumping Under Concrete
		Pavement
M-29	D 1073	Fine Aggregate for Bituminous Paving Mixtures
	D 692	Aggregate for Bituminous Paving Mixtures
M-17	D 242	Mineral Filler for Bituminous Paving Mixtures
R-12		Bituminous Mixture Design Using Marshall and Hveem
		Procedures
	D 3515	Hot-Mixed, Hot-Laid Bituminous Paving Mixtures
	D 693	Crushed Aggregate for Macadam Pavements
	D 1139	Crushed Stone, Crushed Slag, and Gravel for Bituminous
		Surface Treatments
M-6		Fine Aggregate for PC Concrete
M-80		Coarse Aggregate for PC Concrete
	C 38	Concrete Aggregates
M-195	C 330	Lightweight Aggregates for Structural Concrete
R-1	E 380	Metric Practice Guide
R-10		Definitions of Terms for Specifications and Procedures
R-11	E 29	Practice for Indicating Which Places of Figures Are To Be
		Considered Significant in Specified Limiting Values
M-145		Classification of Soils and Soil-Aggregate, Fill Materials,
		and Base Materials
M-146		Terms Related to Subgrade, Soil-Aggregate, and Fill
		Materials
	D 8	Definitions of Terms Relating to Materials for Roads and
		Pavements
	C 125	Terminology Relating to Concrete and Concrete
		Aggregates
	D 3665	Random Sampling of Construction Materials

and Thompson observed that the aggregate reaches its maximum possible density (i.e., densest packing of particles) when its gradation matches the following expression:

P = 100(d∕D)ⁿ

(4.1)

78 4 Aggregates

Table 4.2

ASTM and AASHTO Aggregate Tests (Ref. 13)

*AASHTO*	*ASTM*
*Procedures*	*Procedures*	*Title*

M-92	E 11	Wire Cloth Sieves for Testing Purposes
M-132	D 12	Terms Relating to Density and Specific Gravity
M-231	—	Weights and Balances Used in Testing
—	D 3665	Evaluation of Inspecting and Testing Agencies for
		Bituminous Paving Materials
—	C 1077	Practice for Laboratories Testing Concrete and Concrete
		Aggregates
T-2	D 75	Sampling Aggregates
T-248	C 702	Reducing Field Samples of Aggregate to Testing Size
T-87	D 421	Dry Preparation of Disturbed Soil and Soil Aggregate
		Samples for Tests
T-146	D 2217	Wet Preparation of Disturbed Soil Samples for Tests
T-27	C 136	Sieve Analysis of Fine and Coarse Aggregates
T-11	C 117	Amount of Material Finer Than the No. 200 Sieve
T-30		Mechanical Analysis of Extracted Aggregates
T-88	D 422	Particle Size Analysis of Soils
T-37	D 546	Sieve Analysis of Mineral Filler
T-176	D 2419	Sand Equivalent Test for Plastic Fines in Graded
		Aggregates and Soils
—	D 4318	Liquid Limit, Plastic Limit, and Plasticity Index of Soils
T-210	D 3744	Aggregate Durability Index
T-104	C 88	Soundness of Aggregate by Use of Sodium Sulfate or
		Magnesium Sulfate
T-103	—	Soundness of Aggregates by Freezing and Thawing
—	D 4792	Potential Expansion of Aggregates from Hydration
		Reactions
T-161	C 666	Resistance of Concrete to Rapid Freezing and Thawing
—	C 671	Critical Dilation of Concrete Specimens Subjected to
		Freezing
—	C 682	Evaluation of Frost Resistance of Coarse Aggregates in
		Air-Entrained Concrete by Critical Dilation Procedures
T-96	C 131 or C 535	Resistance to Abrasion of Small- or Large-Size Coarse
		Aggregate by Use of the Los Angeles Machine
T-21	C40	Organic Impurities in Sands for Concrete
T-71	C 87	Effect of Organic Impurities in Fine Aggregate on
		Strength of Mortar
T-112	C 142	Clay Lumps and Friable Particles in Aggregate
T-113	C 123	Lightweight Pieces in Aggregate
—	C 294	Nomenclature of Constituents of Natural Mineral
		Aggregate
—	C 295	Practice for Petrographic Examination of Aggregates for
		Concrete

		4.3 Aggregate Properties	79
Table 4.2
(Continued)

*AASHTO*	*ASTM*
*Procedures*	*Procedures*	*Title*

—	C 227	Alkali Reactivity Potential of Cement-Aggregate
		Combinations
—	C 289	Potential Reactivity of Aggregates
—	C 586	Potential Alkali Reactivity of Carbonate Rocks for
		Concrete Aggregate
—	D 4791	Flat or Elongated Particles in Coarse Aggregate
—	C 342	Volume Change Potential of Cement-Aggregate
		Combinations
—	C 441	Mineral Admixture Effectiveness in Preventing
		Excessive Expansion Due to Alkali Aggregate
		Reaction
T-165	D 1075	Effect of Water on Cohesion of Compacted Bituminous
		Mixtures
T-182	D 1664	Coating and Stripping of Bitumen —Aggregate
		Mixtures
T-195	D 2489	Determining Degree of Particle Coating of Bituminous
		Aggregate Mixtures
T-270	—	Centrifuge Kerosene Equivalent and Approximate
		Bitumen Ratio (ABR)
T-283	—	Resistance of Compacted Bituminous Mixture to
		Moisture-Induced Damage
—	D 4469	Calculating Percent Absorption by the Aggregate in an
		Asphalt Pavement Mixture
—	D 1559	Resistance to Plastic Flow—Marshall Apparatus
—	D 1560	Deformation and Cohesion–Hveem Apparatus
T-99	D 689	Moisture-Density Relationship Using a 5.5-Pound
		Rammer and a 12-Inch Drop
T-180	D 1557	Moisture-Density Relationship Using a 10-Pound
		Rammer and an 18-Inch Drop
T-215	D 2434	Permeability of Granular Soils
T-224	D 4718	Correction for Coarse Particles in Soil Compaction
		Tests
T-238	D 2922	Density of Soil and Soil Aggregate In-Place by Nuclear
		Methods
T-239	D 3017	Moisture Content of Soil and Soil Aggregate In-Place
		by Nuclear Methods
—	D 4253	Index Density of Soils Using a Vibratory Table
T-191	D 1556	Density of Soil In-Place by the Sand Cone Method
T-205	D 2167	Density of Soil In-Place by the Rubber Balloon Method
		(continued overleaf )

80			4 Aggregates
	Table 4.2
	(Continued)

		*AASHTO*	*ASTM*
		*Procedures*	*Procedures*	*Title*

		T-190	D 2844	Resistance R-Value and Expansion Pressure of
				Compacted Soils
		T-193	C 1883	California Bearing Ratio
		T-234	D 2850	Strength Parameters of Soils by Triaxial Compression
		T-274		Resilient Modulus of Subgrade Soils
		T-212	D 3397	Triaxial Classification of Base Materials, Soils, and Soil
				Mixtures
		T-84	C 128	Specific Gravity and Absorption of Fine Aggregate
		T-85	C 127	Specific Gravity and Absorption of Coarse Aggregate
		T-19	C 29	Unit Weight and Voids in Aggregate
		T-242	E 374	Frictional Properties of Paved Surfaces Using a
				Full-Scale Tire
		T-279	D 3319	Accelerated Polishing of Aggregates Using the British
				Wheel
		T-278	E 303	Measuring Surface Frictional Properties Using the
				British Pendulum Tester (BPT)
		—	D 3042	Insoluble Residue in Carbonate Aggregates
		—	E 707	Skid Resistance of Paved Surfaces Using the NC State
				Variable-Speed Friction Tester
		—	E 660	Accelerated Polishing of Aggregates or Pavement
				Surfaces Using a Small-Wheel Circular Polishing
				Machine
		—	D 4791	Flat or Elongated Particles in Coarse Aggregate
		—	D 3398	Index of Aggregate Particle Shape and Texture
		TP-58	D6928	Resistance of Coarse Aggregate to Degradation by
				Abrasion in the Micro-Deval Apparatus

where P is the percentage of aggregates passing the sieve size d, D is the maximum aggregate size in the gradation, and the exponent n has a value of 0.5. Note that the FHWA has recommended a slightly smaller value for this exponent of 0.45. An example of Fullerrsquo;s max-imum density line for an exponent for a maximum aggregate size of 25.0 is shown in Figure 4.3.

Aggregate blends are designated by their maximum aggregate size or their nominal maximum aggregate. According to ASTM C 125, the maximum size refers to the smallest sieve through which 100% of the aggregate sample particles pass, and the nominal maximum size as the largest sieve that retains some (i.e., less than 10% by

4 集料

4.1 介绍

骨料是指从天然岩石中提取的材料，或是其他材料制造过程的副产品。（例如，钢的制造是以用作骨料的副产品产生的矿渣）。骨料是公路建设用材料的重要组成部分。他们是70%至85%重量的波特兰水泥混凝土（PCC）和热拌沥青（HMA）。由体积记，记PCC对应率为60%～75%，沥青混合料的75%～85%。例如，物理的、机械的和化学的—聚集体在性能中起着重要的作用。刚性和柔性路面。本章讨论骨料的不同分类、骨料性质以及这些性质对路面性能的影响。

路面结构设计和材料，A.T. Papagiannakis和E.A. Masad

4.2集料类型和分类

4.2.1基于源的分类

从天然岩石中提取的骨料可以按碎石、砂或砾石的大小分类。碎石指的是不同的岩石类型和大小，由爆破和破碎产生。砂和砾石包括天然沉积物中的任意一种干净的混合物，如河道。“自然”一词指的是沙子，有时用来表示这种团聚体存在于自然沉积物中，而不是通过破碎过程产生。在某些情况下，“制造”在参考书中指的是小规模的碎石。

基于从矿务局的信息中的方面的书，每年生产大约21亿吨来自岩石总量，其中8亿9700万吨沙子和砾石；其余12亿吨是碎石。每个碎石的地质成因产生的百分率给出如图4.1。

骨料分类也可以对他们的母岩，地质成因的基础上分类，为火成岩、沉积、变质。火成岩是由被称为岩浆的熔融液态硅酸盐冷却形成的。

其他（板岩、泥灰岩和壳牌），3.90%

砂岩和石英岩，2.30%

暗色岩，8.30%

花岗岩，14.50%

石灰石和白云石，71%

每年生产不同类型碎石的百分比

4.2聚合类型和分类

火成岩是结晶结构，细或粗颗粒，或有非晶态或玻璃态结构。它们的纹理大小和类型取决于创造它们的地质过程。火成岩形成的岩浆到达地球的表面为灰或熔岩和迅速冷却，在表面形成细晶或玻璃质岩石。侵入岩浆岩形成于岩浆在地壳之下冷却较慢并形成较大的晶体。玄武岩和花岗岩分别是喷出岩和侵入岩的实例。

沉积岩在地球表面或水下形成，是由于沉积物质或化学沉淀物的固结而形成的。沉积材料是在风化、磨蚀、风、冰、重力等碎屑作用下，现存岩石不整合的结果。沉积物由于硅质矿物和碳酸盐矿物的胶结作用，以及上覆沉积物的压力作用而硬化。沉积物形成的岩石称为碎屑岩。碎屑岩的例子有砂岩、粉砂岩和页岩。由化学沉淀物形成的沉积岩叫碳积岩。这些岩石是由海洋动物的贝壳、海洋植物的贝壳和海水中沉淀的细小碳酸盐泥形成和胶结而成的。碳酸盐岩的例子是石灰石和白云石。

变质岩是由结晶沉积和岩浆岩的影响下的压力和温度。变质岩的例子是片麻岩、石英岩和大理石。

聚合是另一种材料制造的副产品，是指在某些情况下，如人工骨料或人工骨料。副产品骨料的一个例子是钢渣，它是在钢铁、铁、锡和铜的冶金加工过程中产生的。使用最广泛的品种是高炉渣，是一种非金属产品中，同时在高炉铁水条件模拟开发。膨胀渣是通过将高炉矿渣与水混合而成，而熔渣则是熔融的。

骨料按大小分为细粒度和粗粒度。这个从粗集到粗集的大小不同，基于骨料的应用和预期用途。根据ASTM C125，其中涉及到PCC，细骨料的大小被定义为

4.2.2分类—阳离型尺寸

4 集聚物

那些通过4号筛（4.75毫米），主要保留在第200（75米）筛。粗集料定义为主要保留在第4（4.75毫米）筛。为驱逐舰，4号筛（4.75毫米）或8号（2.36毫米）筛通常用来分离细骨料的粗骨料粒径。

4.3骨料的性能

有许多AASHTO和ASTM规格和测试集，总结在表4.1和表4.2，分别。这些测试是适用于Superpave，trade;收缩高性能路面（一个商标的美国系运输），这是下开发战略公路研究计划（SHRP）。以下各节讨论的目的不是描述这些试验的细节，而是解释骨料的性质对路面层的性能和性能的影响，这些骨料被使用。

4.3.1物理性能分级和粒度分布

骨料级配给出了每种尺寸的百分比混合。它通常表示为骨料的百分比。混合通孔与标准开孔。粒度分布骨料颗粒的好坏直接关系到铺层的性能—管理层。总的来说，总粒度分布被分类为间断的、均匀的、级配良好的或开级配的。这些分布以图4.2中的半长刻度显示。典型的筛子用于确定的级配有2、1–1∕2，1，3，4，1∕∕2。在，3/8号，4号，8号，16号，30号，50号，100号和200号。

（50.8毫米，37.5毫米，25.4毫米，19毫米，12.5毫米，9.5毫米，4.75毫米），2.36毫米，1.18毫米，0.6毫米，0.3毫米，0.15毫米和0.075毫米，分别—地）。骨料级配通常以图形形式显示。在筛子上绘制筛粒大小的百分比。在算术尺度上进行纵坐标，并绘制粒子大小。在对数刻度的横坐标。或者，它可以被绘制。使用富勒法和汤普森法，即百分比通过—绘制与粒子大小相比较，上升到指数n。Fuller

4.3骨料的性能

表4.1 ASTM和AASHTO骨料规格（参考文献13）

*AASHTO规格*	*ASTM规格*	标题
M-43	C 448	粗集料标准粒径
M-283		粗集料的公路和机场建设
	D 2940	基地或底基层集料级配
M-147		为总结和土壤集料基层材料，基础和表面课程
M-155		控制混凝土路面下泵送的颗粒材料
M-29	D 1073	沥青铺路混合料细集料
	D 692	沥青铺路混合料集料
M-17	D 242	沥青铺路混合料用矿物填料采用马歇尔和Hveem沥青混合料设计程序
	D 3515	热拌热铺沥青混合料
	D 693	破碎的碎石路面骨料
	D 1139	碎石、碎渣和沥青碎石表面处理
M-6		pc混凝土细集料
M-80		pc混凝土粗集料
	C 38	混凝土骨料
M-195	C 330	结构混凝土轻骨料
R-1	E 380	度量实践指南
R-10		规范和程序术语的定义
R-11	E 29	在指定的限制值中标明哪些地方被认为是重要的
M-145		土壤和土壤集料、填充材料和基础材料的分类
M-146		与路基、土壤集料和填充材料有关的术语
	D 8	道路和路面材料相关术语的定义
	C 125	混凝土和混凝土骨料术语
	D 3665	建筑材料随机抽样

和汤普森观察到，总量达到其最大可能的密度（即，密集的包装的颗粒级配）当匹配下列表达式：

P = 100(d∕D)ⁿ

(4.1)

4 章

表4.2

ASTM和AASHTO骨料试验（参考文献13）

AASHTO规格	ASTM规格	标题
M-29	E 11	测试用金属丝布筛
M-132	D 12	与密度和比重有关的术语
M-231		用于测试的砝码和天平
	D 3665	沥青路面材料检验机构的评价
	C 1077	混凝土和混凝土骨料实验室试验规程
T-2	D 75	集料取样
T-248	C 702	减少骨料现场样品到试验尺寸
T-87	D 421	原状土和土壤团聚体干制备试验
T-146	D 2217	试验用扰动土试样的湿制备
T-27	C136	细集料与粗集料的筛分分析
T-11	C117	比200号筛子细的物料数量
T-30		萃余物的力学分析
T-88	D422	土壤粒度分析
T-37	D546	矿物填料的筛分分析
T-176	D2419	级配碎石和土壤中塑料细砂的等效试验
	D4318	土的液限、塑限和塑性指数
T-210	D3744	骨料耐久性指标
T-104	C88	用硫酸钠或硫酸镁对骨料的安定性
T-103		冻融作用下团聚体的安定性
	D4792	水化反应中团聚体的电位膨胀
T-161	C666	混凝土对快速冻融的抵抗力
	C671	混凝土试件在冻结过程中的临界膨胀
	C682	用临界膨胀法评价加气混凝土中粗集料的抗冻性
T-96	C131orC535	洛杉矶机械对大粒径粗骨料的耐磨性
T-21	C40	混凝土砂中的有机杂质
T-71	C87	细集料中有机杂质对砂浆强度的影响
T-112	C142	在土块和易碎颗粒料
T-133	C123	骨料中的轻骨料
	C294	命名的成分天然矿物骨料
	C295	混凝土骨料岩相检验规程

表4.2（续表）

AASHTO规格	ASTM规格	标题
	C227	水泥集料的碱活性
	C289	团聚体潜在反应性
	C586	混凝土骨料碳酸盐岩的潜在碱活性
	D4791	粗集料中的扁平或细长颗粒
	C342	水泥集料体积变化潜力
	C441	矿物掺和料防止碱骨料反应过度膨胀的效果
T-165	D1075	水对压实沥青混合料粘聚力的影响
T-182	D1664	沥青混合料的涂层与剥离
T-195	D2489	沥青混合料颗粒覆盖度的测定
T-270		离心机煤油当量和近似沥青比（ABR）
T-283		压实沥青混合料对湿害的抵抗力
	D4469	沥青混合料中骨料吸收率的计算
	D1559	塑性流动阻力
	D1560	变形和凝聚力–维姆仪
T-99	D689	使用5.5-磅锤和一个12英寸的降湿密度的关系
T-180	D1557	使用一个10磅的夯和一个18英寸的降湿密度的关系
T-215	D2434	颗粒土渗透性
T-224	D4718	土壤压实试验中粗颗粒的校正
T-238	D2922	核方法在土壤和土壤团聚体中的密度
T-239	D3017	用核方法测定土壤和土壤团聚体的含水量
	D4253	用振动台测量土壤的指数密度
T-191	D1556	砂锥法测定土壤密度
T-205	D2167	用橡胶气球法土壤密度的地方（续页）

表4.2（续表）

AASHTO规格	ASTM规格	标题
T-190	D2844	压实土抗R值和膨胀压力
T-193	C1883	加利福尼亚承载比
T-234	D2850	轴压缩土强度参数
T-274		路基土回弹模量
T-212	D3397	基础材料、土壤和土壤混合物的三轴分类
T-84	C128	细集料的比重和吸收
T-85	C127	粗集料的比重和吸收
T-19	C29	骨料的单位重量和空隙率
T-242	E374	用全尺寸轮胎铺设路面的摩擦性能
T-279	D3319	用英国砂轮加速集料抛光
T-278	E303	采用摆式仪测定表面摩擦性能（BPT）
	D3042	碳酸盐聚集体中的不溶残渣
	E707	基于数控状态变速摩擦试验机的路面防滑性能研究
	E660	用小轮轮抛光机加速集料或路面的抛光
	D4791	粗集料中的扁平或细长颗粒
	D3398	颗粒形状和纹理指数
TP-58	D6928	粗集料的抗降解的磨损在微型Deval仪

其中p是通过筛孔尺寸的骨料的百分比，D是级配中的最大骨料粒径，指数n

值为0.5。请注意，联邦公路管理局推荐的这个指数0.45的较小值。Fuller的最大密度线为骨料最大粒径的25个指数的一个例子是图4.3所示。骨料混合料由其最大骨料粒径或其公称最大骨料决定。根据ASTM C 125，最大尺寸指的是最小的筛子，其中100%的聚合样品颗粒通过，最大公称尺寸为最大筛子，保留一些（即小于10%）。

资料编号：[78346]

4.1 Introduction

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