1、Michael W. Hancock, P.E., President Secretary, Kentucky Transportation Cabinet Bud Wright, Executive Director 444 North Capitol Street NW, Suite 249, Washington, DC 20001(202) 624-5800 Fax: (202) 624-5806 transportation.orgcentennial.transportation.org ERRATA for Technical Manual for Design and Cons
2、truction of Road TunnelsCivil Elements, 2010 Edition April 2014 Dear Customer: Recently, we were made aware of some technical revisions that need to be applied to the Technical Manual for Design and Construction of Road TunnelsCivil Elements, 2010 edition. The full errata can be downloaded from AASH
3、TOs online bookstore at: http:/downloads.transportation.org/DCRT-1-Errata.pdf AASHTO staff sincerely apologizes for any inconvenience to our readers. Summary of Errata Changes for DCRT-1, April 2014 Page Existing Text Corrected Text Chapter 6 6-13 Table 6.3.6-1 header in Column 1 reads: Rock Mass De
4、formation Modulus (MPa) Revise text to read: Rock Mass Deformation Modulus (GPa, unless otherwise noted) 6-13 Table 6.3.6-1 * table note reads: * D is a factor that depends upon the degree of disturbance due to blast damage and stress relaxation. It varies from 0 for undisturbed in situ rock masses
5、to 1 for very disturbed rock masses. Guidelines for the selection of D are presented in Table 6.3.6-2. Insert new sentence to read: * D is a factor that depends upon the degree of disturbance due to blast damage and stress relaxation. It varies from 0 for undisturbed in situ rock masses to 1 for ver
6、y disturbed rock masses. Guidelines for the selection of D are presented in Table 6.3.6-2. The equation calculates Emin MPa, instead of GPa. 6-13 The equation on the second row in Table 6.3.6-1 reads: 1015logmEQ= Revise equation to read: 1025logmEQ= 6-13 The equation on the third row in Table 6.3.6-
7、1 reads: 104010100GSIcimE= Revise equation to read: 104010100GSIcimE= 6-13 The equation on the fourth row in Table 6.3.6-1 reads: *(75 25 )/11)1 /21000001mD GSIDEe+=+Revise equation to read: *(75 25 )/11)1 /2100000 (MPa)1mD GSIDEe+=+6-13 Chapter 6Rock Tunneling 1.21.00.80.60.40.200 20 40 60 80 100Ro
8、ck Quality Designation (%)ModulusReduction Ratio( )EMELResults from SWORSHAK DAM, Dere et al., 1967Results after Coon and Merritt, 1970ORANGE FISH TUNNEL VERTICAL JACKING TESTS, Oliver, 1977ORANGE FISH TUNNEL HORIZONTAL JACKING TESTS, Oliver, 1977DRAKENSBERG TESTSELANDSVERG TESTSOTHER DATA, 1978Figu
9、re 6.3.6-1Correlation between RQD and Modulus Ratio (Bieniawski, 1984) Based on back analyses of a number of case histories, several methods have been propounded to evaluate the in situ rock mass deformation modulus based on rock mass classification. The methods are summarized in Table 6.3.6-1. Tabl
10、e 6.3.6-1Estimation of Rock Mass Deformation Modulus Using Rock Mass Classification Rock Mass Deformation Modulus (GPa, unless otherwise noted) Reference 104010RMRmE=Serafin and Pereira (1983) 1025logmEQ= Barton et al. (1980), Grimstad and Barton (1993) 104010100GSIcimE= Hoek and Brown (1997) *(75 2
11、5 )/11)1 /2100000 (MPa)1mD GSIDEe+=+Hoek and Diederichs (2006) 2 100mE RMR= for 50RMR Bieniawski (1978) 2/100 0.0028 0.9exp( / 22.82) , 50mi iE E RMR RMR E GPa+=Nicholson and Bieniawski (1990) 30.1( /10)mE RMR=Read et al. (1999) * GSI represents Geological Strength Index. The value of GSI ranges fro
12、m 10, for extremely poor rock mass, to 100, for intact rock. (GSI = RMR76= RMR89 5 = 9LogeQ + 44). * D is a factor that depends upon the degree of disturbance due to blast damage and stress relaxation. It varies from 0 for undisturbed in situ rock masses to 1 for very disturbed rock masses. Guidelin
13、es for the selection of D are presented in Table 6.3.6-2. The equation calculates Emin MPa, instead of GPa. DCRT-1-E1: April 2014 Errata to Technical Manual for Design and Construction of Road Tunnels Civil Elements, 2010 Edition6-14 Technical Manual for Design and Construction of Road TunnelsCivil
14、ElementsTable 6.3.6-2Estimation of Disturbance Factor, D Appearance Description of Rock Mass Suggested Value Excellent quality-controlled blasting or excavation by TBM results in minimal disturbance to the confined rock mass surrounding a tunnel. D = 0 Mechanical or hand excavation in poor quality r
15、ock masses (no blasting) results in minimal disturbance to the surrounding rock mass. Where squeezing problems result in significant floor heave, disturbance can be severe unless a temporary invert, as illustrated in Column 1, is placed. D = 0 D = 0.5 No invert Very poor quality blasting in a hard r
16、ock tunnel results in severe local damage, extending 2 or 3 m, in the surrounding rock mass. D = 0.8 Small-scale blasting in civil engineering slopes results in modest rock mass damage, particularly if controlled blasting is used as illustrated in Column 1. However, stress relief results in some dis
17、turbance. D = 0.7 Good blasting D = 1.0 Poor blasting Very large open-pit mine slopes suffer significant disturbance due to heavy production blasting and also due to stress relief from overburden removal. In some softer rocks excavation can be carried out by ripping and dozing, and the degree of damage to the slope is less. D = 1.0 Production blasting D = 0.7 Mechanical excavation DCRT-1-E1: April 2014 Errata to Technical Manual for Design and Construction of Road Tunnels Civil Elements, 2010 Edition
