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e same grain size, d be consid varies. feature of signif tual orientation grains have less andom orienta- ise to a "tepee se crystals in a of the strongest 000 psi). 2.56 Mg/m³ (160 rizontal stress failure in the e the plot con- answer. What is Exercise Figure 8.1 220 ft -200 ft- 8.1). The concrete has a unit weight of 2.4 Mg/m³ (150 lb/ft³). The height of the dam is 67.1 m (220 ft), the crest is 6.1 m (20 ft) wide, and the base is 61 m (200 ft) wide. Note: 1 ft = 0.3048 m. a. What is the average pressure exerted on the rock foundation in MPa (lb/ft2)? What is the maximum pressure? Explain. b. Refer to the different sedimentary rocks listed in Table 8.1. Using average compressive strength and shear strength values for these sedimentary rocks compare them to the average pressure calculated in part (a). Are any so low to be of concern? Explain. Exercise F a. ᏔᏂ poin b. Bec the do- str ro- ho do W c. If in n

e same grain size, d be consid varies. feature of signif tual orientation grains have less andom orienta- ise to a "tepee se crystals in a of the strongest 000 psi). 2.56 Mg/m³ (160 rizontal stress failure in the e the plot con- answer. What is Exercise Figure 8.1 220 ft -200 ft- 8.1). The concrete has a unit weight of 2.4 Mg/m³ (150 lb/ft³). The height of the dam is 67.1 m (220 ft), the crest is 6.1 m (20 ft) wide, and the base is 61 m (200 ft) wide. Note: 1 ft = 0.3048 m. a. What is the average pressure exerted on the rock foundation in MPa (lb/ft2)? What is the maximum pressure? Explain. b. Refer to the different sedimentary rocks listed in Table 8.1. Using average compressive strength and shear strength values for these sedimentary rocks compare them to the average pressure calculated in part (a). Are any so low to be of concern? Explain. Exercise F a. ᏔᏂ poin b. Bec the do- str ro- ho do W c. If in n

Steel Design (Activate Learning with these NEW titles from Engineering!)
Steel Design (Activate Learning with these NEW titles from Engineering!)
6th Edition
ISBN:9781337094740
Author:Segui, William T.
Publisher:Segui, William T.
Chapter1: Introduction
Section: Chapter Questions
Problem 1.5.4P: A tensile test was performed on a metal specimen with a diameter of 1 2 inch and a gage length (the...
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8.1 c
be consid varies. the same grain size. al feature of signif mutual orientation ed grains have less A random orienta- = rise to a "tepee clase crystals in a ne of the strongest 10,000 psi). of 2.56 Mg/m³ (160 horizontal stress ar failure in the Use the plot con- he answer. What is ne? e tensile strength bending condi- led a compres- si) and a shear hat tensile r this rock if test you would arrive ) long and 5.1 anconfined com ea modulus of psi). si), what would mple? 220 ft -200 ft- Exercise Figure 8.1 8.1). The concrete has a unit weight of 2.4 Mg/m³ (150 lb/ft³). The height of the dam is 67.1 m (220 ft), the crest is 6.1 m (20 ft) wide, and the base is 61 m (200 ft) wide. Note: 1 ft = 0.3048 m. a. What is the average pressure exerted on the rock foundation in MPa (lb/ft2)? What is the maximum pressure? Explain. b. Refer to the different sedimentary rocks listed in Table 8.1. Using average compressive strength and shear strength values for these sedimentary rocks compare them to the average pressure calculated in part (a). Are any so low to be of concern? Explain. c. Assume that the pressure from the weight of the dam is dissipated within 30.3 m (100 ft) below the rock surface and the full pressure acts over this distance. How much settlement will occur in the center of the dam because of the gravity force for the different sedimentary rocks listed in Table 8.1 (use average values)? sequence. 7. Excavation for a gravity dam foundation revealed a unit of poorly cemented sandstone 30.3 m (100 ft) wide (plan view) within a massive dolomite The dolomite has an E value of 5.5 x 104 MPa (8 x 106 psi) and the sandstone has an E value of 6.9 x 103 MPa (1 × 106 psi). a. What would be the concern if both rocks were loaded equally by the gravity dam? What would be the effect on the dam? b. How could this problem be alleviated? Consider both replacement and strengthening possibilities. Exercise F a. ᏔᏂ poin b. Bec the do str ro hc do W c. If in n H a d. 9. A th va a E
Transcribed Image Text:be consid varies. the same grain size. al feature of signif mutual orientation ed grains have less A random orienta- = rise to a "tepee clase crystals in a ne of the strongest 10,000 psi). of 2.56 Mg/m³ (160 horizontal stress ar failure in the Use the plot con- he answer. What is ne? e tensile strength bending condi- led a compres- si) and a shear hat tensile r this rock if test you would arrive ) long and 5.1 anconfined com ea modulus of psi). si), what would mple? 220 ft -200 ft- Exercise Figure 8.1 8.1). The concrete has a unit weight of 2.4 Mg/m³ (150 lb/ft³). The height of the dam is 67.1 m (220 ft), the crest is 6.1 m (20 ft) wide, and the base is 61 m (200 ft) wide. Note: 1 ft = 0.3048 m. a. What is the average pressure exerted on the rock foundation in MPa (lb/ft2)? What is the maximum pressure? Explain. b. Refer to the different sedimentary rocks listed in Table 8.1. Using average compressive strength and shear strength values for these sedimentary rocks compare them to the average pressure calculated in part (a). Are any so low to be of concern? Explain. c. Assume that the pressure from the weight of the dam is dissipated within 30.3 m (100 ft) below the rock surface and the full pressure acts over this distance. How much settlement will occur in the center of the dam because of the gravity force for the different sedimentary rocks listed in Table 8.1 (use average values)? sequence. 7. Excavation for a gravity dam foundation revealed a unit of poorly cemented sandstone 30.3 m (100 ft) wide (plan view) within a massive dolomite The dolomite has an E value of 5.5 x 104 MPa (8 x 106 psi) and the sandstone has an E value of 6.9 x 103 MPa (1 × 106 psi). a. What would be the concern if both rocks were loaded equally by the gravity dam? What would be the effect on the dam? b. How could this problem be alleviated? Consider both replacement and strengthening possibilities. Exercise F a. ᏔᏂ poin b. Bec the do str ro hc do W c. If in n H a d. 9. A th va a E
Table 8.1 Igneous Granite, unweathered Coarse Pegmatitic Fine Slightly altered Syenite Quartz monzonite Monzonite porphyry Diorite Diabase (dolerite) Gabbro Basalt Andesite Tuff Engineering Properties of Different Rocks. Compressive Strength Shear Strength σ (x 106 N/m²) S (x 106 N/m²) Metamorphic Gneiss Massive granite gneiss Granite gneiss Schistose Weathered schistose Quartzite Marble Slate Schist Biotite Biotite-chlorite Sedimentary Sandstone Graywacke Shale, general Clayshale Siltstone Mudstone 138-240 53-72 47 219 65 135 210 125 172-287 186-330 172-287 138-287 129-132 7.0 48-186 221 53-69 69 53-92 143-287 49-239 83-239 8-117 53-83 39-117 19-158 54 90-96 1.2-7 28-50 13.4-47.6 10.3-13.8 7.2 18.6 9.8 25.1 16.5 113.8 23.4-57.4 19.9-57.4 31 10.3-12.4 12.4 12.4-15.1 19.1-57.4 14.3-28.8 7.6-37.9 11.7 2.9-23.8 0.3-1.1 7.0-30 Tensile Strength T(x 106 N/m²) 7.6-47.8 0.4 6.7-23.9 14.3-28.7 14.3-33.5 14.3-28.7 9.6-28.7 1.1 4.8-19.3 9.6-28.7 6.7-19.3 6.7-19.3 3.9-23.9 Modulus of Elasticity E (x 10⁹ N/m²) 1.9-4.8 4.8-23.98 19.1-57 57.4-76.5 64.2-95.8 9.31-13.9 76.5-105 64.2-105 8.33-13.9 57.4-95.8 3.1 19.6-59.2 5.7-8.3 4.1-19.3 4.8-76.5 9.6-33.1 19.3-47.5 9.6-19.3 9.6-75.8 Angle of Shear Resistance Ф 45-60 48-56 58 70 58 63 59 54 55-60 50-55 48-73 66 48-56 73 59 50-60 35-50 35-50 47 15-30 30-40 Poisson's Ratio P 0.15-0.24 0.17 0.11 0.15-0.24 0.25-0.38 0.08-0.20 0.17 Unit Weight y (kN/m³) 25.5-27.5 25.5-26.7 0.16-0.23 26.4-27.5 26.4-29.9 27.5-30.3 27.5-28.5 21.5-22.6 27.5-29.4 25.5-25.9 25.5-25.9 25.5-25.9 24-26 18.9-25.3 23.5-27.4 Porosity n (%) 11-13.7 21.5-25.5 0.5-1.5 0.5-1.5 0.1-0.5 0.1-0.5 0.1-0.2 0.1-1.0 10-15 4.8-48 Coal Limestone 29-239 35-50 23-30 5.3 76-239 14.3-28.9 37.9-80.0 35-50 24.5-25.5 Chalk Note: Compressive strength, English units, 1 psi = 6.895 kN/m² or 6.895 kPa in Sl units; 1 MPa = 10° Pa = 10³ kPa = 145 psi. Unit weight, y = lb/ft³ x 1/62.4 x 9.81 kN/m³. Dolomite 0.5-1.5 0.1-0.5 0.5-2.0 0.5-2.0 0.5-26 5-20 30-40 1-5 Engineering Properties of Rocks 161
Transcribed Image Text:Table 8.1 Igneous Granite, unweathered Coarse Pegmatitic Fine Slightly altered Syenite Quartz monzonite Monzonite porphyry Diorite Diabase (dolerite) Gabbro Basalt Andesite Tuff Engineering Properties of Different Rocks. Compressive Strength Shear Strength σ (x 106 N/m²) S (x 106 N/m²) Metamorphic Gneiss Massive granite gneiss Granite gneiss Schistose Weathered schistose Quartzite Marble Slate Schist Biotite Biotite-chlorite Sedimentary Sandstone Graywacke Shale, general Clayshale Siltstone Mudstone 138-240 53-72 47 219 65 135 210 125 172-287 186-330 172-287 138-287 129-132 7.0 48-186 221 53-69 69 53-92 143-287 49-239 83-239 8-117 53-83 39-117 19-158 54 90-96 1.2-7 28-50 13.4-47.6 10.3-13.8 7.2 18.6 9.8 25.1 16.5 113.8 23.4-57.4 19.9-57.4 31 10.3-12.4 12.4 12.4-15.1 19.1-57.4 14.3-28.8 7.6-37.9 11.7 2.9-23.8 0.3-1.1 7.0-30 Tensile Strength T(x 106 N/m²) 7.6-47.8 0.4 6.7-23.9 14.3-28.7 14.3-33.5 14.3-28.7 9.6-28.7 1.1 4.8-19.3 9.6-28.7 6.7-19.3 6.7-19.3 3.9-23.9 Modulus of Elasticity E (x 10⁹ N/m²) 1.9-4.8 4.8-23.98 19.1-57 57.4-76.5 64.2-95.8 9.31-13.9 76.5-105 64.2-105 8.33-13.9 57.4-95.8 3.1 19.6-59.2 5.7-8.3 4.1-19.3 4.8-76.5 9.6-33.1 19.3-47.5 9.6-19.3 9.6-75.8 Angle of Shear Resistance Ф 45-60 48-56 58 70 58 63 59 54 55-60 50-55 48-73 66 48-56 73 59 50-60 35-50 35-50 47 15-30 30-40 Poisson's Ratio P 0.15-0.24 0.17 0.11 0.15-0.24 0.25-0.38 0.08-0.20 0.17 Unit Weight y (kN/m³) 25.5-27.5 25.5-26.7 0.16-0.23 26.4-27.5 26.4-29.9 27.5-30.3 27.5-28.5 21.5-22.6 27.5-29.4 25.5-25.9 25.5-25.9 25.5-25.9 24-26 18.9-25.3 23.5-27.4 Porosity n (%) 11-13.7 21.5-25.5 0.5-1.5 0.5-1.5 0.1-0.5 0.1-0.5 0.1-0.2 0.1-1.0 10-15 4.8-48 Coal Limestone 29-239 35-50 23-30 5.3 76-239 14.3-28.9 37.9-80.0 35-50 24.5-25.5 Chalk Note: Compressive strength, English units, 1 psi = 6.895 kN/m² or 6.895 kPa in Sl units; 1 MPa = 10° Pa = 10³ kPa = 145 psi. Unit weight, y = lb/ft³ x 1/62.4 x 9.81 kN/m³. Dolomite 0.5-1.5 0.1-0.5 0.5-2.0 0.5-2.0 0.5-26 5-20 30-40 1-5 Engineering Properties of Rocks 161
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