‘“c~ŽŠÖŒWŽ‘—ż@ÝŒvŒvŽZ‘

19. “Œ‹ž‚‘Ź“S“šŠ”ŽŽ‰ďŽĐEi•s—pŽ‘—żj (PDF/27.4MB)

’Ę”Ô File page •W‘č “ŕ—e ÝŒv Ć¸ —pŽ† ”ől
–ź‘O “ú•t –ź‘O “ú•t ŽĐˆó Œrü Ž†Žż ƒyƒ“
1 - - - Moment in GH as a simple beam - - - - G •űŠá “§–ž ‰”•M  
2 6 117 ÔâŒŠ•t’â—Żę@ă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA4†@
“y”í2.5•Ä		 Cross section of the tunnel, Load on Top slab,
Load on Middle Floor slab		 KĽI 19351106 - - G •űŠá “§–ž ‰”•M  
3 6 118 ă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA4† Inside of the tunnel, Loading condition KĽI 19351107 - - G •űŠá “§–ž ‰”•M  
4 6 119 ă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA4† Assumed cross section and moment of inertia of each member KĽI 19351107 - - G •űŠá “§–ž ‰”•M  
5 7 170 “S‹ŘŹ‹Ă“yă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA5†@“y”í@4.0‚ ‘´ˆę, ™’’f—͐}, ‹Č‚°ƒ‚[ƒƒ“ƒg} KĽI 19351208 - - G •űŠá “§–ž ‰”•M  
6 10 - “S‹ŘŹ‹Ă“yă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA7†@“y”í@4.5‚ ‘´ˆę, ™’’f—͐}, ‹Č‚°ƒ‚[ƒƒ“ƒg} KĽI 19351215 - - G •űŠá “§–ž ‰”•M  
7 - - ă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA4†@“y”í@8.5‚ ‘´ƒmˆę, ‰ž—Í•\ KĽI 19351208 - - G •űŠá “§–ž ‰”•M  
8 - - ‰ž—Í“x•\ •\Ž† - - - - SN –ł’n •’Ę ‰”•M  
9 - - ÔâŒŠ•t’âŽÔę@ă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA6†@
“y”í4.5•Ä		 ‹Č‚°ƒ‚[ƒƒ“ƒg} - - - - SJ •űŠá •’Ę ‰”•M ÔAÂ‰”•M‚Ĺ”z‹Ř‚ĚŒŸ“˘}‚Ş•`‚Š‚ę‚Ä‚˘‚é
10 10 - ă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA7†@“y”í@4.5‚ ’f–Ę—ÍŒvŽZ MĽJ 19351031 - - SJ •űŠá “§–ž ‰”•M Ô‰”•M‚Łu•s—pv‚Ě‹Lq
11 10 - ă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA7†@“y”í@4.5‚ Bending moment at each support MĽJ 19351031 - - SJ •űŠá “§–ž ‰”•M  
12 10 - ă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA7†@“y”í@4.5‚ Positive moment of slab as a simple beam MĽJ 19351101 - - SJ •űŠá “§–ž ‰”•M  
13 10 - ă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA7†@“y”í@4.5‚ Positive moment of wall as a simple beam MĽJ 19351101 - - SJ •űŠá “§–ž ‰”•M  
14 10 - ă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA7†@“y”í@4.5‚ End shears MĽJ 19351101 - - SJ •űŠá “§–ž ‰”•M  
15 10 - ă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA7†@“y”í@4.5‚ Moment, shear and thrust at each point MĽJ 19351102 - - SJ •űŠá “§–ž ‰”•M  
16 10 - ă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA7†@“y”í@4.5‚ Moment, shear and thrust at each point (‘ą) MĽJ 19351102 - - SJ •űŠá “§–ž ‰”•M  
17 10 - ă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA7†@“y”í@4.5‚ Moment, shear and thrust at each point (‘ą) MĽJ 19351102 - - SJ •űŠá “§–ž ‰”•M  
18 10 - ă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA7†@“y”í@4.5‚ Moment, shear and thrust at each point (‘ą) MĽJ 19351102 - - SJ •űŠá “§–ž ‰”•M  
19 10 - ă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA7†@“y”í@4.5‚ Moment diagram MĽJ 19351102 - - SJ •űŠá “§–ž ‰”•M  
20 10 - ă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA7†@“y”í@4.5‚ Assumed cross section and reinforcement for each member MĽJ 19351104 - - SJ •űŠá “§–ž ‰”•M  
21 10 - ă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA7†@“y”í@4.5‚ Unit stress calculations MĽJ 19351104 - - SJ •űŠá “§–ž ‰”•M  
22 10 - ă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA7†@“y”í@4.5‚ Unit stress calculations (‘ą) MĽJ 19351104 - - SJ •űŠá “§–ž ‰”•M  
23 10 - ă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA7†@“y”í@4.5‚ Unit stress calculations (‘ą) MĽJ 19351105 - - SJ •űŠá “§–ž ‰”•M  
24 10 - ă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA7†@“y”í@4.5‚ Unit stress calculations (‘ą) MĽJ 19351105 - - SJ •űŠá “§–ž ‰”•M  
25 10 - ă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA7†@“y”í@4.5‚ Unit stress calculations (‘ą) MĽJ 19351105 - - SJ •űŠá “§–ž ‰”•M  
26 10 - ă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA7†@“y”í@4.5‚ Unit stress calculations (‘ą) MĽJ 19351105 - - SJ •űŠá “§–ž ‰”•M  
27 10 - ă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA7†@“y”í@4.5‚ Unit stress calculations (‘ą) MĽJ 19351106 - - SJ •űŠá “§–ž ‰”•M  
28 10 - ă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA7†@“y”í@4.5‚ Unit stress calculations (‘ą) MĽJ 19351106 - - SJ •űŠá “§–ž ‰”•M  
29 10 - ă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA7†@“y”í@4.5‚ Unit stress calculations (‘ą) MĽJ 19351106 - - SJ •űŠá “§–ž ‰”•M  
30 10 - ă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA7†@“y”í@4.5‚ Unit stress calculations (‘ą) MĽJ 19351106 - - SJ •űŠá “§–ž ‰”•M  
31 10 - ă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA7†@“y”í@4.5‚ Unit stress calculations (‘ą) MĽJ 19351107 - - SJ •űŠá “§–ž ‰”•M  
32 10 - ÔâŒŠ•t’âŽÔę@ă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA7†@
“y”í4.5•Ä		 Cross section of the tunnel, Earth pressure on side wall MĽJ 19351031 - - SJ •űŠá “§–ž ‰”•M  
33 10 - ă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA7†@“y”í@4.5‚ Loading condition MĽJ 19351031 - - SJ •űŠá “§–ž ‰”•M  
34 - 1 - ’f–ʐ} - 19351107 - - SN –ł’n •’Ę ‰”•M  
35 - 2 - Load on Top floor, Load on middle floor - - - - SN –ł’n •’Ę ‰”•M  
36 - 3 - ‰×d}A‹Č‚°ƒ‚[ƒƒ“ƒg} - - - - SN –ł’n •’Ę ‰”•M  
37 - 4 - ’nkŽž‰×dA‰ž—ÍŒvŽZ - - - - SN –ł’n •’Ę ‰”•M  
38 - 5 - ’nkŽž‰×dA‰ž—ÍŒvŽZ (‘ą) - - - - SN –ł’n •’Ę ‰”•M  
39 - 6 - ’nkŽž‰×dA‰ž—ÍŒvŽZ (‘ą) - - - - SN –ł’n •’Ę ‰”•M  
40 - - ’f–ʁ@A5@“y”í4.0‚ ’f–ʐ} - - - - G •űŠá “§–ž ‰”•M  
41 - - ’f–ʁ@A7†@“y”íŽlDŒÜ‚ •\Ž† - - - - SN –ł’n •’Ę ‰”•M — –Ę, u•s—pv‚Ě‹Lq
42 10 - ă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA7†@“y”í@4.5‚ Moment at end of haunches KĽI 19351213 - - G •űŠá “§–ž ‰”•M  
43 10 - - Moment at end of haunches (‘ą) KĽI 19351213 - - G •űŠá “§–ž ‰”•M  
44 10 - - Unit stress calculations KĽI 19351213 - - G •űŠá “§–ž ‰”•M  
45 10 - - Unit stress calculations (‘ą) KĽI 19351213 - - G •űŠá “§–ž ‰”•M  
46 10 - - Unit stress calculations (‘ą) KĽI 19351214 - - G •űŠá “§–ž ‰”•M  
47 10 - - Unit stress calculations (‘ą) KĽI 19351214 - - G •űŠá “§–ž ‰”•M  
48 10 - - Unit stress calculations (‘ą) KĽI 19351214 - - G •űŠá “§–ž ‰”•M  
49 10 - - Unit stress calculations (‘ą) KĽI 19351214 - - G •űŠá “§–ž ‰”•M  
50 10 - - Unit stress calculations (‘ą) KĽI 19351214 - - G •űŠá “§–ž ‰”•M  
51 10 - - Unit stress calculations (‘ą) KĽI 19351214 - - G •űŠá “§–ž ‰”•M  
52 10 - - Unit stress calculations (‘ą) KĽI 19351214 - - G •űŠá “§–ž ‰”•M  
53 10 - - Unit stress calculations (‘ą) KĽI 19351214 - - G •űŠá “§–ž ‰”•M  
54 10 - - Unit stress calculations (‘ą) KĽI 19351214 - - G •űŠá “§–ž ‰”•M  
55 10 - - Unit stress calculations (‘ą) KĽI 19351215 - - G •űŠá “§–ž ‰”•M  
56 6 0 ÔâŒŠ•t’âŽÔę@ă‰ş“ń’iŽŽ”ŸŒ^詓šÝŒvXŽZ‘@’f–ĘA5†“y”íŽOEZ•Ä ŽŠ•S\Žľ•Ĺ ŽŠ•SŽl\“ńC•Ĺ, “ń\”Ş—t •\Ž† - - - - G •űŠá “§–ž ‰”•M u•s—pv‚Ě‹Lq
57 6 117 ÔâŒŠ•t’âŽÔę@ă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA5†“y”í3.0•Ä Assumed Cross section of tunnel, Load on Top slab,
Load on Middle floor slab, Load on Bottom slab		 KĽI 19351108 - - G •űŠá “§–ž ‰”•M  
58 6 118 ă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA5†“y”íŽOEZ•Ä Loading Condition,
Assumed cross section and moment of inertia of each member		 KĽI 19351109 - - G •űŠá “§–ž ‰”•M  
59 6 119 ă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA5†“y”íŽOEZ•Ä Assumed cross section and moment of inertia of each member (‘ą) KĽI 19351109 - - G •űŠá “§–ž ‰”•M  
60 6 120 ă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA5†“y”íŽOEZ•Ä Assumed cross section and moment of inertia of each member (‘ą) KĽI 19351109 - - G •űŠá “§–ž ‰”•M  
61 6 121 ă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA5†“y”íŽOEZ•Ä Moment at each panel point, Shear in slabs KĽI 19351111 - - G •űŠá “§–ž ‰”•M  
62 6 122 ă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA5†“y”íŽOEZ•Ä Shear in walls KĽI 19351111 - - G •űŠá “§–ž ‰”•M  
63 6 123 ă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA5†“y”íŽOEZ•Ä Shear in walls (‘ą) KĽI 19351111 - - G •űŠá “§–ž ‰”•M  
64 6 124 ă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA5†“y”íŽOEZ•Ä Moment at end of haunch and maximum positive moment for each member KĽI 19351111 - - G •űŠá “§–ž ‰”•M  
65 6 125 ă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA5†“y”íŽOEZ•Ä Axial Thrust in each member KĽI 19351112 - - G •űŠá “§–ž ‰”•M  
66 6 126 ă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA5†“y”íŽOEZ•Ä Bending moment diagram KĽI 19351112 - - G •űŠá “§–ž ‰”•M  
67 6 127 ă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA5†“y”íŽOEZ•Ä Shear diagram KĽI 19351112 - - G •űŠá “§–ž ‰”•M  
68 6 128 ă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA5†“y”íŽOEZ•Ä Assumed Cross section and Reinforcements for each member KĽI 19351112 - - G •űŠá “§–ž ‰”•M  
69 6 129 ă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA5†“y”íŽOEZ•Ä Unit stress calculations KĽI 19351113 - - G •űŠá “§–ž ‰”•M  
70 6 130 ă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA5†“y”íŽOEZ•Ä Unit stress calculations (‘ą) KĽI 19351113 - - G •űŠá “§–ž ‰”•M  
71 6 131 ă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA5†“y”íŽOEZ•Ä Unit stress calculations (‘ą) KĽI 19351113 - - G •űŠá “§–ž ‰”•M  
72 6 132 ă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA5†“y”íŽOEZ•Ä Unit stress calculations (‘ą) KĽI 19351113 - - G •űŠá “§–ž ‰”•M  
73 6 133 ă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA5†“y”íŽOEZ•Ä Unit stress calculations (‘ą) KĽI 19351113 - - G •űŠá “§–ž ‰”•M  
74 6 134 ă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA5†“y”íŽOEZ•Ä Unit stress calculations (‘ą) KĽI 19351114 - - G •űŠá “§–ž ‰”•M  
75 6 135 ă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA5†“y”íŽOEZ•Ä Unit stress calculations (‘ą) KĽI 19351114 - - G •űŠá “§–ž ‰”•M  
76 6 136 ă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA5†“y”íŽOEZ•Ä Unit stress calculations (‘ą) KĽI 19351114 - - G •űŠá “§–ž ‰”•M  
77 6 137 ă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA5†“y”íŽOEZ•Ä Unit stress calculations (‘ą) KĽI 19351114 - - G •űŠá “§–ž ‰”•M  
78 6 138 ă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA5†“y”íŽOEZ•Ä Unit stress calculations (‘ą) KĽI 19351114 - - G •űŠá “§–ž ‰”•M  
79 6 139 ă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA5†“y”íŽOEZ•Ä Unit stress calculations (‘ą) KĽI 19351114 - - G •űŠá “§–ž ‰”•M  
80 6 140 ă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA5†“y”íŽOEZ•Ä Unit stress calculations (‘ą) KĽI 19351114 - - G •űŠá “§–ž ‰”•M  
81 6 141 ă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA5†“y”íŽOEZ•Ä Unit stress calculations (‘ą) KĽI 19351114 - - G •űŠá “§–ž ‰”•M  
82 6 142A ă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA5†“y”íŽOEZ•Ä Unit stress calculations (‘ą) KĽI 19351114 - - G •űŠá “§–ž ‰”•M  
83 6 142B ă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA5†“y”íŽOEZ•Ä ‘´ˆę, ™’’f—͐}, ‹Č‚°ƒ‚[ƒƒ“ƒg} KĽI 19351207 - - G •űŠá “§–ž ‰”•M  
84 6 142C ă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA5†“y”íŽOEZ•Ä ‘´“ń, ă‰ş“ń’iŽŽ”ŸŒ^詓š‰ž—Í“x•\, ’f–ĘA5†|“y”í3.0•Ä KĽI 19351208 - - G •űŠá “§–ž ‰”•M  
85 - - (7) ÔâŒŠ•t’âŽÔę@ă‰ş“ń’iŽŽ”ŸŒ^詓š@
’f–ĘA5†“y”íŽlEZ•Ä, 143•Ĺ`169 “ń\Žľ—t		 •\Ž† - - - - SN –ł’n •’Ę ‰”•M •W‘č‚͐ԉ”•M‘‚Ť, u•s—pv‚Ě‹Lq
86 7 0 ÔâŒŠ•t’âŽÔę@ă‰ş“ń’iŽŽ”ŸŒ^詓šÝŒvXŽZ‘@
’f–ĘA5†“y”íŽlEZ•Ä ŽŠ•SŽl\ŽO•ĹŽŠ•SŽľ\ˆę•Ĺ
“ń\‹ă—t		 •\Ž† - - - - G •űŠá “§–ž ‰”•M  
87 7 143 ă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA5†“y”í4.0•Ä Assumed Cross section of tunnel, Load on Top slab,
Load on Middle floor slab		 KĽI 19351116 - - G •űŠá “§–ž ‰”•M  
88 7 144 ă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA5†“y”í4.0•Ä Load on Bottom slabs, Side pressure on walls KĽI 19351116 - - G •űŠá “§–ž ‰”•M  
89 7 145 ă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA5†“y”í4.0•Ä Assumed cross section and moment of inertia of each member KĽI 19351116 - - G •űŠá “§–ž ‰”•M  
90 7 146 ă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA5†“y”í4.0•Ä Assumed cross section and moment of inertia of each member (‘ą) KĽI 19351116 - - G •űŠá “§–ž ‰”•M  
91 7 147 ă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA5†“y”í4.0•Ä Assumed cross section and moment of inertia of each member (‘ą) KĽI 19351118 - - G •űŠá “§–ž ‰”•M  
92 7 148 ă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA5†“y”í4.0•Ä Moment at each panel point, Shear in slab KĽI 19351118 - - G •űŠá “§–ž ‰”•M  
93 7 149 ă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA5†“y”í4.0•Ä Shear in slab (‘ą), Shear in wall KĽI 19351119 - - G •űŠá “§–ž ‰”•M  
94 7 150 ă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA5†“y”í4.0•Ä Shear in wall (‘ą) KĽI 19351119 - - G •űŠá “§–ž ‰”•M  
95 7 151 ă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA5†“y”í4.0•Ä Moment at end of haunch and max. positive moment for each member KĽI 19351120 - - G •űŠá “§–ž ‰”•M  
96 7 152 ă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA5†“y”í4.0•Ä Unit Thrust in each member KĽI 19351120 - - G •űŠá “§–ž ‰”•M  
97 7 153 ă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA5†“y”í4.0•Ä Bending moment diagram KĽI 19351120 - - G •űŠá “§–ž ‰”•M  
98 7 154 ă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA5†“y”í4.0•Ä Shearing stress diagram KĽI 19351121 - - G •űŠá “§–ž ‰”•M  
99 7 155 ă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA5†“y”í4.0•Ä Assumed Cross section and Reinforcements for each member KĽI 19351121 - - G •űŠá “§–ž ‰”•M  
100 7 156 ă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA5†“y”í4.0•Ä Unit stress calculations KĽI 19351121 - - G •űŠá “§–ž ‰”•M  
101 7 157 ă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA5†“y”í4.0•Ä Unit stress calculations (‘ą) KĽI 19351121 - - G •űŠá “§–ž ‰”•M  
102 7 158 ă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA5†“y”í4.0•Ä Unit stress calculations (‘ą) KĽI 19351122 - - G •űŠá “§–ž ‰”•M  
103 7 159 ă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA5†“y”í4.0•Ä Unit stress calculations (‘ą) KĽI 19351122 - - G •űŠá “§–ž ‰”•M  
104 7 160 ă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA5†“y”í4.0•Ä Unit stress calculations (‘ą) KĽI 19351122 - - G •űŠá “§–ž ‰”•M  
105 7 161 ă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA5†“y”í4.0•Ä Unit stress calculations (‘ą) KĽI 19351122 - - G •űŠá “§–ž ‰”•M  
106 7 162 ă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA5†“y”í4.0•Ä Unit stress calculations (‘ą) KĽI 19351122 - - G •űŠá “§–ž ‰”•M  
107 7 163 ă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA5†“y”í4.0•Ä Unit stress calculations (‘ą) KĽI 19351124 - - G •űŠá “§–ž ‰”•M  
108 7 164 ă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA5†“y”í4.0•Ä Unit stress calculations (‘ą) KĽI 19351124 - - G •űŠá “§–ž ‰”•M  
109 7 165 ă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA5†“y”í4.0•Ä Unit stress calculations (‘ą) KĽI 19351124 - - G •űŠá “§–ž ‰”•M  
110 7 166 ă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA5†“y”í4.0•Ä Unit stress calculations (‘ą) KĽI 19351124 - - G •űŠá “§–ž ‰”•M  
111 7 167 ă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA5†“y”í4.0•Ä Unit stress calculations (‘ą) KĽI 19351125 - - G •űŠá “§–ž ‰”•M  
112 7 168 ă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA5†“y”í4.0•Ä Unit stress calculations (‘ą) KĽI 19351125 - - G •űŠá “§–ž ‰”•M  
113 7 169 ă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA5†“y”í4.0•Ä Unit stress calculations (‘ą) KĽI 19351125 - - G •űŠá “§–ž ‰”•M  
114 7 171 ă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA5†“y”í4.0•Ä ‘´“ń, ă‰ş“ń’iŽŽ”ŸŒ^詓š‰ž—Í“x•\, ’f–ĘA5†|“y”í4.0•Ä KĽI 19351208 - - G •űŠá “§–ž ‰”•M  
115 - - (9) ’f–ĘA6†“y”íŽlEŒÜ•Ä •\Ž† - - - - SN –ł’n •’Ę ‰”•M — –Ę, •W‘č‚͐ԉ”•M‘‚Ť, u•s—pv‚Ě‹Lq
116 9 2 EŒ^@“S\žy ‰ž—Í“xŒvŽZ KĽI 19350619 - - SJ •űŠá “§–ž ‰”•M  
117 9 3 EŒ^@“S\žy Design of middle floor slab (’†“ńŠK°”Ĺ) KĽI 19350620 - - SJ •űŠá “§–ž ‰”•M  
118 9 4 EŒ^@“S\žy Design of Bottom slab KĽI 19350620 - - SJ •űŠá “§–ž ‰”•M  
119 9 5 EŒ^@“S\žy Design of Sidewall KĽI 19350620 - - SJ •űŠá “§–ž ‰”•M  
120 9 6 EŒ^@“S\žy Design of Sidewall (‘ą) KĽI 19350620 - - SJ •űŠá “§–ž ‰”•M  
121 9 7 EŒ^@“S\žy Design of Sidewall (‘ą) KĽI 19350620 - - SJ •űŠá “§–ž ‰”•M  
122 4 37 “S‹ŘŹ‹Ă“y@ŒűŒ^ƒmŽO@詓š@ Bending moment and shear diagram KĽI 19350518 - - SJ •űŠá “§–ž ‰”•M  
123 4 38 “S‹ŘŹ‹Ă“y@ŒűŒ^ƒmŽO@詓š@ Assumed cross section of tunnel, Unit stress calculation KĽI 19350518 - - SJ •űŠá “§–ž ‰”•M  
124 4 39 “S‹ŘŹ‹Ă“y@ŒűŒ^ƒmŽO@詓š@ Unit stress calculation (‘ą) KĽI 19350520 - - SJ •űŠá “§–ž ‰”•M  
125 4 40 “S‹ŘŹ‹Ă“y@ŒűŒ^ƒmŽO@詓š@ Details design of side walls KĽI 19350520 - - SJ •űŠá “§–ž ‰”•M  
126 4 41 “S‹ŘŹ‹Ă“y@ŒűŒ^ƒmŽO@詓š@ Center column,
Design of horizontal beams on top and bottom of column		 KĽI 19350520 - - SJ •űŠá “§–ž ‰”•M  
127 4 42 “S‹ŘŹ‹Ă“y@ŒűŒ^ƒmŽO@詓š@ Design of horizontal beams on top and bottom of column (‘ą) KĽI 19350520 - - SJ •űŠá “§–ž ‰”•M  
128 4 45 “S‹ŘŹ‹Ă“y@ŒűŒ^ƒmŽO@詓š@ Bending moment and shear diagram KĽI 19350521 - - SJ •űŠá “§–ž ‰”•M  
129 4 46 “S‹ŘŹ‹Ă“y@ŒűŒ^ƒmŽO@詓š@ Stress in side wall due to seismic positive moment KĽI 19350521 - - SJ •űŠá “§–ž ‰”•M  
130 3 27 “S‹ŘŹ‹Ă“y@ŒűŒ^ƒm˜Z@詓š@ Bending moment and shear diagram KĽI 19350516 - - SJ •űŠá “§–ž ‰”•M  
131 3 28 “S‹ŘŹ‹Ă“y@ŒűŒ^ƒm˜Z@詓š@ Unit stress calculations KĽI 19350517 - - SJ •űŠá “§–ž ‰”•M  
132 3 29 “S‹ŘŹ‹Ă“y@ŒűŒ^ƒm˜Z@詓š@ Details design of side walls KĽI 19350517 - - SJ •űŠá “§–ž ‰”•M  
133 3 30 “S‹ŘŹ‹Ă“y@ŒűŒ^ƒm˜Z@詓š@ Center column,
Design of horizontal beams on top and bottom of column		 KĽI 19350517 - - SJ •űŠá “§–ž ‰”•M  
134 3 33 “S‹ŘŹ‹Ă“y@ŒűŒ^ƒm˜Z@詓š@ Bending moment and shear diagram,
Stress in side wall due to seismic positive moment		 KĽI 19350518 - - SJ •űŠá “§–ž ‰”•M  
135 3 34 “S‹ŘŹ‹Ă“y@ŒűŒ^ƒm˜Z@詓š@ Stress in side wall due to seismic positive moment (‘ą) KĽI 19350518 - - SJ •űŠá “§–ž ‰”•M  
136 2 16 “S‹ŘŹ‹Ă“y@ŒűŒ^ƒm\@詓š@ Bending moment and shear diagram KĽI 19350515 - - SJ •űŠá “§–ž ‰”•M  
137 2 17 “S‹ŘŹ‹Ă“y@ŒűŒ^ƒm\@詓š@ Unit stress calculations KĽI 19350515 - - SJ •űŠá “§–ž ‰”•M  
138 2 18 “S‹ŘŹ‹Ă“y@ŒűŒ^ƒm\@詓š@ Unit stress calculations (‘ą) KĽI 19350515 - - SJ •űŠá “§–ž ‰”•M  
139 2 19 “S‹ŘŹ‹Ă“y@ŒűŒ^ƒm\@詓š@ Detail design of side wall KĽI 19350515 - - SJ •űŠá “§–ž ‰”•M  
140 2 20A “S‹ŘŹ‹Ă“y@ŒűŒ^ƒm\@詓š@ Center column,
Design of horizontal beams on top and bottom of column		 KĽI 19350515 - - SJ •űŠá “§–ž ‰”•M  
141 2 20B “S‹ŘŹ‹Ă“y@ŒűŒ^ƒm\@詓š@ Design of horizontal beams on top and bottom of column (‘ą) KĽI 19350515 - - SJ •űŠá “§–ž ‰”•M  
142 2 23 “S‹ŘŹ‹Ă“y@ŒűŒ^ƒm\@詓š@ Moment and shear diagram,
Stress in side wall due to seismic positive moment		 KĽI 19350515 - - SJ •űŠá “§–ž ‰”•M  
143 1 4 “S‹ŘŹ‹Ă“y@ŒűŒ^ƒm\“ń@詓š@ Moment and shear diagram KĽI 19350510 - - SJ •űŠá “§–ž ‰”•M  
144 1 5 “S‹ŘŹ‹Ă“y@ŒűŒ^ƒm\“ń@詓š@ Unit stress calculations KĽI 19350510 - - SJ •űŠá “§–ž ‰”•M  
145 1 6 “S‹ŘŹ‹Ă“y@ŒűŒ^ƒm\“ń@詓š@ Unit stress calculation (‘ą) KĽI 19350510 - - SJ •űŠá “§–ž ‰”•M  
146 1 7 “S‹ŘŹ‹Ă“y@ŒűŒ^ƒm\“ń@詓š@ Detail design of side wall KĽI 19350513 - - SJ •űŠá “§–ž ‰”•M  
147 1 8 “S‹ŘŹ‹Ă“y@ŒűŒ^ƒm\“ń@詓š@ Center column,
Design of horizontal beams on top and bottom of column		 KĽI 19350513 - - SJ •űŠá “§–ž ‰”•M  
148 1 9 “S‹ŘŹ‹Ă“y@ŒűŒ^ƒm\“ń@詓š@ Design of horizontal beams on top and bottom of column (‘ą) KĽI 19350513 - - SJ •űŠá “§–ž ‰”•M  
149 1 12 “S‹ŘŹ‹Ă“y@ŒűŒ^ƒm\“ń@詓š@ Moment and shear diagram KĽI 19350514 - - SJ •űŠá “§–ž ‰”•M  
150 1 13 “S‹ŘŹ‹Ă“y@ŒűŒ^ƒm\“ń@詓š@ Stress in side wall due to seismic positive moment KĽI 19350514 - - SJ •űŠá “§–ž ‰”•M  
151 5 7 “S‹ŘŹ‹Ă“y@ƒCŒ^ƒm\“ń@詓š@ Unit stress calculations MĽJ 19350516 - - SJ •űŠá “§–ž ‰”•M  
152 5 8 “S‹ŘŹ‹Ă“y@ƒCŒ^ƒm\“ń@詓š@ Detail design of side wall MĽJ 19350517 - - SJ •űŠá “§–ž ‰”•M  
153 5 9 “S‹ŘŹ‹Ă“y@ƒCŒ^ƒm\“ń@詓š@ Detail design of side wall (‘ą), Design of Center Columns MĽJ 19350517 - - SJ •űŠá “§–ž ‰”•M  
154 5 10 “S‹ŘŹ‹Ă“y@ƒCŒ^ƒm\“ń@詓š@ Design of horizontal beams on top and bottom of column MĽJ 19350517 - - SJ •űŠá “§–ž ‰”•M  
155 5 11 “S‹ŘŹ‹Ă“y@ƒCŒ^ƒm\“ń@詓š@ Design of horizontal beams on top and bottom of column (‘ą) MĽJ 19350517 - - SJ •űŠá “§–ž ‰”•M  
156 5 16 “S‹ŘŹ‹Ă“y@ƒCŒ^ƒm\“ń@詓š@ Stress in side wall due to seismic positive moment MĽJ 19350518 - - SJ •űŠá “§–ž ‰”•M  
157 6 22 “S‹ŘŹ‹Ă“y@ƒCŒ^ƒm‹ă@詓š@ Unit stress calculations MĽJ 19350521 - - SJ •űŠá “§–ž ‰”•M  
158 6 23 “S‹ŘŹ‹Ă“y@ƒCŒ^ƒm‹ă@詓š@ Detail design of side wall MĽJ 19350521 - - SJ •űŠá “§–ž ‰”•M  
159 6 24 “S‹ŘŹ‹Ă“y@ƒCŒ^ƒm‹ă@詓š@ Detail design of side wall (‘ą) MĽJ 19350521 - - SJ •űŠá “§–ž ‰”•M  
160 6 25 “S‹ŘŹ‹Ă“y@ƒCŒ^ƒm‹ă@詓š@ Design of Center column,
Design of horizontal beams on top and bottom of column		 MĽJ 19350521 - - SJ •űŠá “§–ž ‰”•M  
161 6 26 “S‹ŘŹ‹Ă“y@ƒCŒ^ƒm‹ă@詓š@ Design of horizontal beams on top and bottom of column (‘ą) MĽJ 19350521 - - SJ •űŠá “§–ž ‰”•M  
162 6 31 “S‹ŘŹ‹Ă“y@ƒCŒ^ƒm‹ă@詓š@ Stress in side wall due to seismic positive moment MĽJ 19350522 - - SJ •űŠá “§–ž ‰”•M  
163 7 36 “S‹ŘŹ‹Ă“y@ƒCŒ^ƒm˜Z@詓š@ Unit stress calculations MĽJ 19350523 - - SJ •űŠá “§–ž ‰”•M  
164 7 37 “S‹ŘŹ‹Ă“y@ƒCŒ^ƒm˜Z@詓š@ Unit stress calculation (‘ą) MĽJ 19350523 - - SJ •űŠá “§–ž ‰”•M  
165 7 38 “S‹ŘŹ‹Ă“y@ƒCŒ^ƒm˜Z@詓š@ Detail design of side wall MĽJ 19350523 - - SJ •űŠá “§–ž ‰”•M  
166 7 39 “S‹ŘŹ‹Ă“y@ƒCŒ^ƒm˜Z@詓š@ Design of Center column,
Design of horizontal beams on top and bottom of column		 MĽJ 19350523 - - SJ •űŠá “§–ž ‰”•M  
167 7 40 “S‹ŘŹ‹Ă“y@ƒCŒ^ƒm˜Z@詓š@ Design of horizontal beams on top and bottom of column (‘ą) MĽJ 19350523 - - SJ •űŠá “§–ž ‰”•M  
168 7 45 “S‹ŘŹ‹Ă“y@ƒCŒ^ƒm˜Z@詓š@ Stress in side wall due to seismic positive moment MĽJ 19350524 - - SJ •űŠá “§–ž ‰”•M  
169 8 50 “S‹ŘŹ‹Ă“y@ƒCŒ^ƒmŽO@詓š@ Unit stress calculations MĽJ 19350525 - - SJ •űŠá “§–ž ‰”•M  
170 8 51 “S‹ŘŹ‹Ă“y@ƒCŒ^ƒmŽO@詓š@ Unit stress calculation (‘ą) MĽJ 19350525 - - SJ •űŠá “§–ž ‰”•M  
171 8 52 “S‹ŘŹ‹Ă“y@ƒCŒ^ƒmŽO@詓š@ Detail design of side wall MĽJ 19350525 - - SJ •űŠá “§–ž ‰”•M  
172 8 53 “S‹ŘŹ‹Ă“y@ƒCŒ^ƒmŽO@詓š@ Design of Center column,
Design of horizontal beams on top and bottom of column		 MĽJ 19350525 - - SJ •űŠá “§–ž ‰”•M  
173 8 54 “S‹ŘŹ‹Ă“y@ƒCŒ^ƒmŽO@詓š@ Design of horizontal beams on top and bottom of column (‘ą) MĽJ 19350525 - - SJ •űŠá “§–ž ‰”•M  
174 8 55 “S‹ŘŹ‹Ă“y@ƒCŒ^ƒmŽO@詓š@ Design of horizontal beams on top and bottom of column (‘ą) MĽJ 19350527 - - SJ •űŠá “§–ž ‰”•M  
175 8 59 “S‹ŘŹ‹Ă“y@ƒCŒ^ƒmŽO@詓š@ Stress in side wall due to seismic positive moment MĽJ 19350527 - - SJ •űŠá “§–ž ‰”•M  
176 12 70 Vh’âŽÔę@¸~ŒűŠK’i Detail design of top slab, Detail design of side wall MĽJ 19350802 - - SJ •űŠá “§–ž ‰”•M  
177 12 77 Vh’âŽÔę@¸~ŒűŠK’i Detail design of bottom slab MĽJ 19350805 - - SJ •űŠá “§–ž ‰”•M  
178 4 40 ŽO†@“S‹ŘŹ‹Ă“yžy@ Moment and shear diagram MĽJ 19350714 - - SJ •űŠá “§–ž ‰”•M  
179 4 41 ŽO†@“S‹ŘŹ‹Ă“yžy@ Detail design of side wall MĽJ 19350714 - - SJ •űŠá “§–ž ‰”•M  
180 3 32 Žl†@“S‹ŘŹ‹Ă“yžy@ Detail design of side wall MĽJ 19350713 - - SJ •űŠá “§–ž ‰”•M  
181 3 31 ŽO†@“S‹ŘŹ‹Ă“yžy@ Moment and shear diagram MĽJ 19350712 - - SJ •űŠá “§–ž ‰”•M  
182 2 22 Žľ†@“S‹ŘŹ‹Ă“yžy@ Unit stress calculations MĽJ 19350708 - - SJ •űŠá “§–ž ‰”•M  
183 2 23 Žľ†@“S‹ŘŹ‹Ă“yžy@ Detail design of side wall MĽJ 19350708 - - SJ •űŠá “§–ž ‰”•M  
184 2 24 Žľ†@“S‹ŘŹ‹Ă“yžy@ Detail design of side wall (‘ą) MĽJ 19350708 - - SJ •űŠá “§–ž ‰”•M  
185 1 10 E†@|\žy@ Detail design of side column MĽJ 19350623 - - SJ •űŠá “§–ž ‰”•M  
186 1 9 E†@|\žy@ Detail design of beam MĽJ 19350623 - - SJ •űŠá “§–ž ‰”•M  
187 9 - ă‰ş“ń’iŽŽ”ŸŒ^詓š@’f–ĘA6†“y”í4.5•Ä ‘´ˆę, ™’’f—͐}, ‹Č‚°ƒ‚[ƒƒ“ƒg} MĽJ 19351209 - - G •űŠá “§–ž ‰”•M u•s—pv‚Ě‹Lq
© Japan Society of Civil Engineers, JSCE Library