Engineering Geology

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Chapter 6 the polishing action of traffic. The aggregate in blacktop should possess good adhesion properties with bituminous binders. Aggregate used as road metal must, in addition to having high strength, have high resistance to impact and abrasion, polishing and skidding, and frost action. It must also be impermeable, chemically inert and possess a low coefficient of expansion. The principal tests carried out in order to assess the value of a roadstone are the aggregate crushing test, the aggregate impact test, the aggregate abrasion test and the test for the assessment of the polished stone value. Other tests of consequence are those for water absorption, specific gravity and density, and the aggregate shape tests (Anon, 1975a). Some typical values of roadstone properties of rocks are given in Table 6.3. The properties of an aggregate are related to the texture and mineralogical composition of the rock from which it was derived. Most igneous and contact metamorphic rocks meet the requirements demanded of good roadstone. On the other hand, many rocks of regional metamorphic origin are either cleaved or schistose and are therefore unsuitable for roadstone. This is because they tend to produce flaky particles when crushed. Such particles do not achieve good interlock and, consequently, impair the development of dense mixtures for surface dressing. The amount and type of cement and/or matrix material that bind grains together in a sedimentary rock influence roadstone performance. The way in which alteration develops can influence roadstone durability. Weathering may reduce the bonding strength between grains to such an extent that they are plucked out easily from the stone. Chemical alteration is not always detrimental to roadstone performance; indeed a small amount of alteration may improve the resistance of a rock to polishing Table 6.3. Some representative values of the roadstone properties of some common aggregates Aggregate Aggregate Aggregate Polished Water Specific crushing impact abrasion stone Rock type absorption gravity value value value value Basalt 0.9 2.91 14 13 14 58 Dolerite 0.4 2.95 10 9 6 55 Granite 0.8 2.64 17 20 15 56 Micro- 0.5 2.65 12 14 13 57 granite Hornfels 0.5 2.81 13 11 4 59 Quartzite 1.8 2.63 20 18 15 63 Limestone 0.5 2.69 14 20 16 54 Greywacke 0.5 2.72 10 12 7 62 295
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Engineering Geology
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Engineering Geology Second Edition
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Preface As noted in the Preface to
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Contents 1. Rock Types and Stratigr
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Contents Field Instrumentation 344
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Chapter 1 Rock Types and Stratigrap
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Chapter 1 several tens of metres bu
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Chapter 1 Figure 1.4 Distribution o
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Chapter 1 Figure 1.5 Lapilli near C
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Chapter 1 Figure 1.7 (a) Ropy or pa
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Chapter 1 Figure 1.8 Columnar joint
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Chapter 1 Figure 1.9 Pegmatite vein
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Chapter 1 Figure 1.10 Thin section
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Chapter 1 Figure 1.11 An old quarry
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Chapter 1 a b Figure 1.13 (a) Gneis
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Chapter 1 and the types of country
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Chapter 1 A variety of minerals suc
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Chapter 1 metasomatic activity is c
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Chapter 1 derived by partial intras
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Chapter 1 character (are they irreg
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Chapter 1 the top. Individual grade
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Chapter 1 Figure 1.20 Thin section
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Chapter 1 Montmorillonite [(Mg,Al)
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Chapter 1 Figure 1.22 Salt teepees
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Chapter 1 The extent and regularity
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Chapter 1 the lowest bed in the upp
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Table 1.1. The geological timescale
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Chapter 1 The principal way in whic
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Chapter 2 Geological Structures The
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Chapter 2 (b) Figure 2.2 (a) Block
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Chapter 2 (b) Figure 2.4 (a) Types
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Chapter 2 Figure 2.6 Chevron fold i
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Chapter 2 direction of extension. T
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Chapter 2 Figure 2.9 Types of fault
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Chapter 2 Figure 2.11 (a) Repetitio
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Chapter 2 side of a fault are of di
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Chapter 2 Figure 2.14 Geometric ori
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Chapter 2 As joints represent surfa
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Chapter 2 (several metres). The int
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Chapter 2 Strength of Discontinuous
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Chapter 2 Table 2.5. Classification
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73 Figure 2.17 Discontinuity survey
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Chapter 2 Figure 2.19 Representatio
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Chapter 3 Surface Processes All lan
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Chapter 3 humid regions more than d
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Chapter 3 Figure 3.3 Honeycomb weat
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Chapter 3 less soluble than limesto
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Chapter 3 Figure 3.4 The slake-dura
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Chapter 3 Because weathering brings
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Chapter 3 Figure 3.6 Approaches to
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Chapter 3 Figure 3.7 Valley bulging
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Chapter 3 Internal slides are usual
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Chapter 3 Figure 3.8 A classificati
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Chapter 3 Figure 3.10 Block diagram
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Chapter 3 direct factor in causing
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Chapter 3 Figure 3.14 (a) Trellised
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Chapter 3 Throughout its length, a
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Chapter 3 Figure 3.17 (a) Paired ri
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Chapter 3 Figure 3.18 Component par
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Chapter 3 In the early stages of ri
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Chapter 3 Karst Topography and Unde
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Chapter 3 Figure 3.22 Appearance of
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Chapter 3 the surface throughout th
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Chapter 3 Figure 3.25 Drumlins, nea
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Chapter 3 barrier, the threshold, o
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Chapter 3 Most melt water streams t
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Chapter 3 Other small ridge-like ka
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Chapter 3 of perennially frozen gro
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Chapter 3 Wind Action Wind erosion
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Chapter 3 Figure 3.32 Buttes and me
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Chapter 3 areas in which there is e
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Chapter 3 commonly falls in both in
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Chapter 3 Figure 3.35 Terminology o
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Chapter 3 disrupts their pattern of
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Chapter 3 is extended out to sea. B
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Chapter 3 (a) (b) Figure 3.37 (Cont
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Chapter 3 Table 3.2. Average beach
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Figure 3.38 Hurst Castle Spit with
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Chapter 3 windspeeds of approximate
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Chapter 3 Free oscillations develop
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Chapter 4 Groundwater Conditions an
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Chapter 4 Figure 4.1 Map of part of
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Chapter 4 buried upper surface of a
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Chapter 4 Table 4.2. Soil suction p
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Chapter 4 The factors affecting the
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Chapter 4 Table 4.3. Some examples
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Chapter 4 Permeability and porosity
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Chapter 4 Flow through Soils and Ro
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Chapter 4 General Equation of Flow
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Chapter 4 and k h H / k + H / k + H
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Chapter 4 Figure 4.8 Standard piezo
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Chapter 4 velocity of the upward se
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Geological mapping frequently forms
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Chapter 4 As groundwater moves from
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Chapter 4 Figure 4.9 Drillhole pack
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Chapter 4 Figure 4.10 Yield drawdow
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Chapter 4 Figure 4.11 Flow net bene
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Chapter 4 in sedimentary rocks. The
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Chapter 4 Figure 4.12 Gravel-packed
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Chapter 4 In addition, the fracture
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Chapter 4 to another as groundwater
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Chapter 4 Figure 4.14 An example of
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Chapter 4 Many of the VOCs are liqu
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Chapter 4 Table 4.7. Composition of
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Chapter 4 Migration control is cons
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Description, Properties and Behavio
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Chapter 5 Table 5.2.—Cont’d. In
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Chapter 5 Table 5.2.—Cont’d. In
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Chapter 5 Table 5.3b. Plasticity ac
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Chapter 5 Table 5.6. Mixed coarse s
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Chapter 5 reduced accordingly, henc
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Chapter 5 enough cement to develop
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Chapter 5 Figure 5.2 Particle size
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Chapter 5 this was indicative of me
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Chapter 5 Table 5.12. Particle size
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Chapter 5 Table 5.13. USAEWES class
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Chapter 5 Table 5.14. Range of comp
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Chapter 5 sensitivity, namely, inse
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Chapter 5 Table 5.15. Strength of w
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Chapter 5 They differ from laterite
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Chapter 5 (a) (b) Figure 5.7 (a) Po
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Chapter 5 supply of sand, the wind
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Chapter 5 Tills and Other Glacially
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Chapter 5 Figure 5.11 Variation in
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Chapter 5 Table 5.18a. A weathering
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Chapter 5 Table 5.19. Some properti
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Chapter 5 thick, or as ice wedges.
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Chapter 5 Figure 5.14 Increase in c
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Chapter 5 Organic Soils: Peat Peat
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Chapter 5 when peat possesses high
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Chapter 5 and the discontinuities t
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Genetic/group Metamorphic Igneous U
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Chapter 5 Table 5.25. Grades of unc
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Chapter 5 which lavas, pyroclasts a
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Chapter 5 preferred orientation. Ge
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Chapter 5 Table 5.30. Some geomecha
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Table 5.31. Some geomechanical prop
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Chapter 5 When a load is applied to
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Chapter 5 Furthermore, carbonate ro
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E n g i n e e r i n g G e o l o g y
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372 Table 7.7a. Excerpts from the e
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374 Table 7.7b. Key to the engineer
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390 Table 8.1. Modified Mercalli Sc
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412 Figure 8.15 (a) (b) (a) Rip-rap
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488 Table 9.4. The rock mass rating
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490 Table 9.6. Classification of in
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532 Table 9.8. Typical compaction c
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I n d e x coastal protection, 410,
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I n d e x grout, 526, 548 groutabil
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I n d e x rebound, 513 recumbent fo
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