*** ⦽ǎÕᖅʑᚁᩑǍᬱ Geo-ᯙ⥥ᩑǍᝅ ᖁᯥᩑǍ᭥ᬱ ([email protected])
Received August 24 2012, Revised October 23 2012, Accepted July 10 2013
Copyright ⵑ 2013 by the Korean Society of Civil Engineers
This is an Open Access article distributed under the terms of the Creative Commons Attribution Non-Commercial License (http://creativecommons.org/licenses/by-nc/3.0)
ǣǣȀȀǤǤȀͳͲǤͳʹͷʹȀ ǤʹͲͳ͵Ǥ͵͵ǤͶǤͳͶͳ Ǥ ǤǤ
⟖㐖㬲⛛ⴂ#ⴲⱧ㬚#ⴲ⻏⊲⯦ኾ#⇚㣊⾂ᦗ#ኾὪᏮ⺾⮎#ኾ㬚#⮮ጪ
ࣲౖ෭ ȵ ȵ ȵକָ
Choi, Bong-Hyuck*, Cho, Jin-Woo**, Kim, Jin-Man***, Yoo, Han-Kyu****
A Study on Blasting Vibration Control Criteria for Pre-insulated Pipe through the Numerical Analysis
ABSTRACT
In this paper, numerical analysis with varying distance and burial depth was performed to recommend the blasting vibration control standard for pre-insulated pipes. The blasting load model applied in the numerical analysis was verified to the comparison with the results of the field tests. It was determined from the results of the numerical analysis that the effective stress either exceeds or approaches the allowable stress of the inner steel pipe for vibration velocity greater than 4.0cm/sec while stability is obtained for vibration velocity below 4.0cm/sec. Therefore, it was determined that the blasting vibration control criteria for pre-insulated pipes must not exceed 4.0cm/sec.
Key words : Pre-insulated pipe, Blast, Vibration, Control criteria
Ⅹಾ
ᅙםྙᨱᕽ۵ᯕᵲᅕ᪉š᮹ၽ❭ḥ࠺šญʑᵡᱽෝ᭥⦹ᩍᯕĊÑญ᪡ๅᖅᝍࠥෝᄡᙹಽ⦹ᩍᙹ⊹⧕ᕾᮥᙹ⧪⦹ᩡ݅. ᙹ⊹⧕ᕾᱢᬊၽ❭
⦹ᵲ༉ߙᮡ⩥ᰆ⨹đŝ᪡᮹እƱෝ☖⦹ᩍá᷾⦹ᩡ݅. ᙹ⊹⧕ᕾđŝ, ᯕᵲᅕ᪉šᮡḥ࠺ᗮࠥ4.0cm/sec ᯕᔢᨱᕽၽᔾᮁ⬉᮲ಆᯕԕš ᮹⨩ᬊ᮲ಆᮥⅩŝ⦹Ñӹɝᱲ⦹۵äᮝಽӹ┡ԍᮝ໑, 4.0cm/sec ᯕ⦹ᨱᕽᦩᱶᖒᯕ⪶ᅕࡹ۵äᮝಽ⠪aࡹᨩ݅. ᕽ, ᯕᵲᅕ᪉š᮹ḥ
࠺šญʑᵡᮡ4.0cm/secෝⅩŝ⦹ḡᦫࠥಾšญ⦹ᩍ⧁äᮝಽ❱݉ࡽ݅.
áᔪᨕ ᯕᵲᅕ᪉š, ၽ❭, ḥ࠺, šญʑᵡ
1. ᕽು
ᮁḡᖅྜྷಽᕽ, ݡᇡᇥḡᵲᨱๅᖅࡽ⩶┽ಽ᳕ᰍ⦽݅. ᯕ్⦽ᯕ⥥ᯙǍ᳑ྜྷᯕḡၹᧂᔢ⪵, ݉⊖ᬕ࠺, ᔑᔍ┽॒ᮝಽᯙ⦹ᩍ
✚⯩, 1964֥Niigata ḡḥŝ1994֥Northridge ḡḥᮡᯕ⥥ᯙǍ᳑ྜྷᇶƕᨱ᮹⦽⦝⧕᮹ᝍbᖒᮥᅕᩍᵝ۵ᳬᮡᔍಡ
ݓъėॡ
Table 1. Limitation standards and countermeasures on vibration in Korea Gas Corporation
Classification Safe range Countermeasures range Prohibition range
Maximum vibration velocity (kine)
Exposed Gas pipe Less than 0.4 0.4 - 2.0 more than 2.0
Buried Gas pipe Less than 1.0 1.0 - 4.0 more than 4.0
Countermeasures - Countermeasure of vibration - Countermeasure of vibration - Precision controlled blasting
- Prohibition of blasting - Non-Vibration method
Table 2. Underground construction section of Swiss Norm 640 312a (Ryu Chang-Ha (2005) and Seoul National Univ of Technology (2008) requote)
Sensitivity
ranges Underground construction Frequency
range
Maximum value of the velocity vector (VR) mm/s Determining frequency (Hz)
< 30* 30-60 > 60**
() a little sensitive
- Bridges in steel or reinforced concrete
- Steel, concrete or compact brickwork supporting structures - Lugs, tunnels, caverns, shafts in solid rock or well-reinforced
soil
Occasionally Frequently Permanently
Reference values: Up to 3 times the values corresponding to sensitivity class (3)
() somewhat
sensitive
- Underground caverns, tunnels, shafts, piping - Subterranean parking areas
- Underground piping (gas, water, sewage system, cable) - Dry stone walls
Occasionally Frequently Permanently
Reference values: Up to twice the values corresponding to sensitivity class (3)
() averagely
sensitive
- Reservoirs - Cast-iron piping
- Caverns, intermediate ceilings and carriageway ceilings in tunnels
- Sensitive cables
Occasionally Frequently Permanently
15 6 3
20 8 4
30 12 6 ()
particularly sensitive
- Old lead cables - Old cast-iron piping
Occasionally Frequently Permanently
Reference values: Between the reference values of class (3) and the half of those values
* For less than 8Hz, Frequency apply minimum standard value.
** For more than 150Hz, Frequency is able to apply in is greater than standard value.
ᯩᮝ໑, ǎԕ᮹Ğᬑ↽ɝᯕᨱݡ⦽šᝍᯕ׳ᦥḡŁᯩ۵ᝅᱶᯕ݅.
ᬑญӹࠥᝍḡ᮹ĞᬑḡᔢÕᖅŖᔍ۵ᯕၙ⡍⪵ࡹᨕḡ⦹₉
ࠥ, ḡ⦹℁॒ʫᮡǕ₊ᨱ᮹⦽ÕᖅᯕᵝෝᯕŁᯩ݅. ᯕ్⦽
ʫᮡǕ₊ᨱ᮹⦽Ŗᔍ۵ᦵၹ⊖ᯕӹ┡ԁĞᬑၽ❭ෝᙹ⧪⦹í
ࡹ໑, ᯕভၽᔾࡹ۵ḥ࠺ᮡᵝᄡ᮹ᯕ⥥ᯙᨱᝍb⦽ᩢ⨆ᮥ
ၙ⊽݅. əᨱࠥÕᖅŖᔍၽᔾ⦹۵ᰆእᵝ⧪ᨱ᮹⦽ḥ࠺,
ั૾Ŗၽᔾ⦹۵ั૾⧎┡ḥ࠺॒݅᧲⦽ḥ࠺ᬱᨱ᮹⦽
ᯕ⥥ᯙ᮹ ᗱᔢᯕ ၽᔾ⧁ ᙹ ᯩ݅.
ๅᖅš šಉ ḥ࠺šญʑᵡᮡ ǎԕ᮹ Ğᬑ ⦽ǎaᜅŖᔍᨱᕽ
ḥ࠺ᗮࠥอᮥʑᵡᮝಽTable 1ŝzᯕᱽ⦹Łᯩ۵ᝅᱶᯕ໑, ǎ᮹ Ğᬑ ඹ⦹(2005) ၰ ᕽᬙᔑᨦݡ⦺Ʊ(2008)ᨱ ໕
ᵝ❭ᙹݡᩎᮥŁಅ⦹ᩍᱽࡽᜅ᭥ᜅ᮹Norm 640 312aaᯩ݅.
Table 2۵ᜅ᭥ᜅ᮹Norm 640 312a ᵲๅᖅšŝšಉࡽḡ⦹Õ⇶
ྜྷᇡᇥอᮥᱶญ⦽äᮝಽ, ၝq॒ࠥɪ, Õ⇶ྜྷ᳦ඹ, ḡၹ᳑Õ, ၽᔾኩ॒ࠥᮥŁಅ⦹ᩍ↽ݡḥ࠺ᗮࠥᄂ░ෝᵝ❭ᙹݡᩎᨱ
ᱽ⦹Ł ᯩ݅.
⦽⠙, ḡᵲๅᖅᯕᵲᅕ᪉šᮡḡᩎӽႊᮥ᭥⦽ᯕ⥥ᯙᮝಽ
ԕᇡᨱ110ⳃԕ᮹உÑᬕྜྷᯕ10⼸/⽉ԕ᮹ᦶಆᮝಽ⮱ʑ
ভྙᨱ᪉ࠥၰᦶಆᨱ᮹⦽ᩢ⨆ᮥ⇵aಽၼŁᯩᮝ໑, ԕš(Steel pipe), š(HDPE), ᅕ᪉ᰍ(PUR) ॒ᮝಽǍᖒࡽᅖ⧊šᮝಽ⎹Ⓧ
ญ✙šᯕӹaᜅš ॒ ʑ᳕vᖒšŝ ݅ෙ ᩎ⦺ᱢ✚ᖒᮥ w۵
Ǎ᳑ྜྷಽᕽᇡḥ࠺ᨱݡ⦽ᩑǍၰšญʑᵡ᮹ᱶพᯕǍࡹ۵
ᝅᱶᯕ݅.
ᕽ, ᅙםྙᨱᕽ۵ᙹ⊹⧕ᕾᮥ☖⦹ᩍḥ࠺ᬱᨱෙᯕᵲᅕ ᪉š᮹Ñ࠺✚ᖒᮥ⠪a⦹Ł, ᬕᩢᦩᱶᖒ⪶ᅕၰᔍŁႊḡෝ
᭥⦽ ᯕᵲᅕ᪉š᮹ ⧊ญᱢᯙ ḥ࠺šญʑᵡᮥ ᱽ⦹Łᯱ ⦽݅.
2. ᙹ⊹⧕ᕾᮥᯕᬊ⦽ᯕᵲᅕ᪉šḥ࠺ᩢ⨆⠪a
2.1 ౿ැজԹ૬
ᙹ⊹⧕ᕾᮥᯕᬊ⦽ᯕᵲᅕ᪉šḥ࠺ᩢ⨆⠪a۵ḡၹŝᯕᵲᅕ ᪉šᮥ࠺ᨱ༉⩶⪵⦹ᩍᱥℕĥ࠺⧕ᕾ(Full Dynamic Analysis)
Fig. 1. The blasting load application model (Charge weight 4kg) Fig. 2. The blasting load application numerical analysis model
Table 3. Numerical analysis using Pre-insulated Pipe and Soil properties Properties
Classification
Elastic Modulus (E, tonf / m2)
Unit Weight1) (Ĺ,tonf / m3)
Poisson's ratio (Ń)
Internal friction angle1) (ij,Ţ)
Cohesion1) (c,tonf / m2)
Casing(HDPE)2) ÕíÎÓZÎ×Ñ ×íÖÑ ×íÑ - -
Service pipe(Steel)2) ÏíÎÑZÎ×Ô ÔíÕÓ ×íÐ - -
Insulation (PUR) ÒíÎ×ZÎ×Ñ ×í×Ð ×íÐ - -
Backfill material ÐíÒ×ZÎ×Ð ÎíÔÒ ×íÑ× Ð×íÔÒ ÏíÐ
Ground or Foundation Îí×ZÎ×Ð ÎíÒÒ ×íÏÕ ÏÔíÒ ÑíÔ
1) Backfill and Ground properties(Ĺ,ij, c ) were obtained from lab-test.
2) Thickness of casing and service pipe are applied respectively 17.6mm and 9.5mm.
ᮥ ᝅ⦹ᩡᮝ໑, ḡၹ᮹ b Ğĥᨱ۵ ᱱ┥ᖒ Ğĥෝ ᱢᬊ⦹ᩍ
ၹᔍ❭ᨱ ᮹⦽ ᩢ⨆ᮥ ↽ᗭ⪵⦹ࠥಾ ⦹ᩡ݅.
ᯕভ, ၽ❭⦹ᵲᮡၽ❭ḥ࠺⠪ašಉᙹ⊹⧕ᕾᨱᕽձญᔍᬊࡹ
Łᯩ۵ၙǎNational highway Institute(1991)ᨱᕽᱽᦩ⦽
(1) ၰ(2)ෝᯕᬊ⦹ᩍᙹ⊹༉ߙ⪵⦹ᩡ݅. ᙹ⊹༉ߙ⪵ࡽၽ❭⦹ᵲ
ᮡ⩥ᰆ⨹ᨱᕽᔍᬊࡽ⡎᧞᮹✚ᖒᮥŁಅ⦹ᩍ⡎᧞እᵲ(¬ ƃ) 1.07ŝ ⡎ᗮ(¯ƃ) 18,700ft/sෝ (1)ᨱ ᱢᬊ⦹ᩍ ᔑ⇽⦽ ᰆ᧞
1kgݚ⡎ၽᦶಆ(©, 84.268kbar= 859,299tonf / m2)ᮥᯕᬊ⦹
ᩡ݅.
ੱ⦽, ᰆ᧞ 1kgݚ Ŗᄞ໕ᨱ a⧕ḡ۵ ᦶಆ(©, 391,124tonf /m2)ᮡ⪵᧞᮹ḢĞ(ƂƁ) 50mm᪡ᰆ᧞Ŗ᮹ḢĞ(ƂƆ) 65mmෝ
(2)ᨱᱢᬊ⦹ᩍᔑ⇽⦹ᩡ݅. ᯕভ, ʑᵡၽ❭ᰆ᧞పᮡᯕĊÑญ
15mᯙ ᯕᵲᅕ᪉š᮹ ᔢ݉ᨱ ḥ࠺ ᗮࠥ 2cm/secෝ ၽᔾ┅۵
4kgᮝಽ, ᝅᱽၽ❭⧕ᕾᨱᔍᬊࡽ⡎ၽᦶಆᮡᰆ᧞ప1kgݚᦶಆ᮹
4႑ᯙ 1,564,496 tonf / m2ෝ Ŗᄞ໕ᨱ ᱢᬊ⦹ᩡ݅.
©á ćÎ â×íÕ¬ ƃ ÑíÎÕ Z Î×àÔZ ¬ ƃZ ¯ƃÏ
(1)
©á ©Z
Þ
ćƂƂƆƁß
Ð (2)⦽⠙, eᄡ⪵ᨱෙ࠺ᦶಆᮡ⦹ᵲᔢᙹ(B, 16,338) ၰၽ❭⬉
ᮉ(0.83)ᮥᱢᬊ⦹ᩍᱥᔢᙹ॒(2007)᮹ᩑǍđŝᨱ, Starfield and Pugliese(1968)aᱽᦩ⦽wave-shape ⧉ᙹෝᯕᬊ⦹ᩍᱽ
ࡽ(3)ᮥᔍᬊ⦹ᩍᔑ⇽⦹ᩡᮝ໑, ᰆ᧞ప4kg ၽ❭Ŗᄞ໕ᨱ
a⧕ḡ۵ eݚ ⦹ᵲ ༉⩶ᮡ Fig. 1ŝ z݅.
©Þƒß á Ñ©
Þ
Þ ćà ƒ ßàöćÏ ÞàöćÏ ƒßß
(3)⧕ᕾ݉໕ᮡ Fig. 2ᨱᕽᅕॐᯕʫᯕ 20m, šŝ⠪⧪⦽ʙᯕ
120m, ၽ❭ᬱŝšᔍᯕÑญ5ⴇ30m Ⓧʑ᮹ḡၹ༉⩶ᮥᔍᬊ⦹
ᩍ⧕ᕾ⦹ᩡᮝ໑, ၽ❭⦹ᵲᮡḡ65mmᯙŖᄞ໕ᨱႊᔍ⩶ᮝಽ
a⧕ᵝᨩᮝ໑8m ʫᯕ᮹ᱩၹᯙŖᄞᱡ໕ᨱᕽᇡ░4m ʫᯕʭḡ
ᱢᬊ⦹ᩡ݅. ᯕভ, ḡၹ᮹Ğĥ໕ᮡᱱ┥ᖒĞĥෝᔍᬊ⦹ᩡᮝ໑,
⧕ᕾᨱ ᯕᬊࡽ ᯕᵲᅕ᪉š ၰ ḡၹ ྜྷᖒ⊹۵ Table 3ŝ z݅.
(a) Numerical analysis section (b) Field blast test diagram(Kim Jin-Man, 2012) Fig. 3. Numerical analysis model and Field view
Table 4. The comparison Numerical analysis results and Field test results for the blasting vibration
Sensor position B-1 Maximum vibration velocity real vector sum (cm/sec) B-2 Maximum vibration velocity real vector sum (cm/sec) Field test results Numerical analysis results Error (%) Field test results Numerical analysis results Error (%)
S-1 (Mid)
Left outside 2.913 2.901 0.41 2.03 2.019 0.54
Left inside 2.827 2.879 1.87 2.015 1.996 0.95
Right inside 2.852 2.881 1.03 1.821 1.996 9.63
Right outside 2.500 2.898 15.95 1.772 2.016 13.76
S-2 (End)
Left outside 2.851 2.829 0.76 2.05 2.015 1.70
Left inside 2.898 2.816 2.81 1.919 1.959 2.09
Right inside 2.601 2.816 8.28 1.896 1.956 3.17
Right outside 2.536 2.830 11.59 1.631 2.022 23.97
2.2 ౿ැজէր 2.2.1 ౿ැজࡦ܄Ցஹ
ᙹ⊹⧕ᕾ༉ߙá᷾ᮡʡḥอ॒(2012)ᨱ᮹⧕ၽ⢽ࡽĞʑࠥ
᧲ᵝᨱ ᭥⊹⦽ʼnᰍ ₥≉ᬊ ᕾᔑᨱᕽᙹ⧪ࡽ ⩥ᰆ⨹ đŝᵲ
ᯕᵲᅕ᪉šᨱᕽĥ⊂ࡽḥ࠺ᗮࠥaᔢݡᱢᮝಽⓍíၽᔾ⦽B-1 ၰB-2ᨱᕽᙹ⧪ࡽၽ❭⨹đŝෝᯕᬊ⦹ᩍ⠪aෝᙹ⧪⦹ᩡ݅.
ᯕভ, B-1 ၰB-2 ၽ❭⨹ᮡbbᰆ᧞ప340, 40Ɖƅ,ᯕᵲᅕ᪉š
ᵲᝍᇡಽᇡ░ᯕĊÑญ۵99.8, 45.9Ƌᨱᕽᙹ⧪ࡹᨩᮝ໑, ᙹ⊹⧕
ᕾ݉໕᮹Ğᬑ⩥ᰆḡ⩶ᮥ༉ߙย⦹ᩡᮝ໑, ྜྷᖒ⊹۵Table 3᮹
sᮥ ᔍᬊ⦹ᩡ݅(Fig. 3 ₙ᳑).
ᙹ⊹⧕ᕾ༉ߙᮡTable 4ᨱᕽᅕॐᯕၽ❭ᬱŝaᰆᯙᱲ⦽ᯕᵲ ᅕ᪉š᳭⊂ᇡᨱᕽᙹ⊹⧕ᕾᨱ᮹⦽ḥ࠺ᗮࠥ↽ݡᝅᄂ░⧊ŝ
ĥ⊂đŝ᮹᪅₉a0.41ⴇ1.70% ᱶࠥಽ᯲íၽᔾ⦹Ł, ᯕ⬥᪅₉ a᷾a⦹ᩍᯕᵲᅕ᪉šᬑ⊂ᇡ᮹Ğᬑ11.59ⴇ23.97% ᱶࠥa
ࡹ۵ äᮝಽ ⠪aࡹᨕ ᯕᵲᅕ᪉š ᳭⊂ ᇡอᮥ Łಅ⧁ Ğᬑ
⩥ᰆđŝ᪡ๅᬑᯝ⊹⦹۵đŝෝᅕᯕ໑, ᅖᰂ⦽⩥ᰆ᳑Õᮥ
Łಅ⧁Ğᬑᱥℕᱢᮝಽᱽᦩࡽᙹ⊹⧕ᕾ༉ߙᮡ⧊ญᱢᯙäᮝಽ
❱݉ࡽ݅.
ᯕভ, B-1ŝB-2۵ၽ❭᭥⊹abbᦵၹŝᬱḡၹ(ๅพ☁)ᨱ ᕽၽ❭ෝᙹ⧪⦹ᩡʑভྙᨱ࠺ᯝ⦽ၽ❭⬉ᮉᮥᱢᬊ⦹ḡᦫŁ, ᙹ⊹⧕ᕾ݅᧲⦽ၽ❭⬉ᮉᨱෙᩢ⨆ᮥ⠪a⦹ᩍ⩥ᰆ⨹
đŝ᪡ aᰆ ᮁᔍ⦽ ḥ࠺✚ᖒᮥ ᅕᯕ۵ ၽ❭ ⬉ᮉ(B-1 27.8%, B-2 82.8%(᧞83%))ᮥᱢᬊ⦹ᩡ݅. ᕽ, ᯕ⬥ᅙᩑǍᨱᕽ
ᙹ⧪ᩩᱶᯙᙹ⊹⧕ᕾᮥ☖⦽ᯕᵲᅕ᪉š࠺ᱢÑ࠺⠪a۵⩥ᰆ
⨹đŝᇥᕾᮥ☖⧕ᨕḥᬱḡၹ(ๅพ☁)ᨱᕽ᮹ၽ❭⬉ᮉ, 83%
ෝ ʑᵡᮝಽ ⠪aෝ ᙹ⧪⦹ᩍ ⧁ äᮝಽ ❱݉ࡽ݅.
2.2.2 ࠻ডਕܑண࠻ডଲண࣪ւࢳ൞ܛন ๅᖅᝍࠥᄥၽ❭ḥ࠺✚ᖒᮡ࠺ᯝ⦽ၽ❭ḥ࠺ᨱݡ⦽ๅᖅᝍࠥ
᮹ᩢ⨆⠪aෝ᭥⦹ᩍ, ḥ࠺ᬱᮝಽᇡ░ᯕĊÑญ15m ᭥⊹᮹ᯕᵲ ᅕ᪉š↽ᗭๅᖅᝍࠥᯙ0.6m᪡3.8m᮹ᯕᵲᅕ᪉šᨱၽᔾ⦹۵
ၽ❭ᨱ ᮹⦽ ๅᖅᝍࠥ ᄥ ḡᵲๅᖅ ᯕᵲᅕ᪉š ḥ࠺✚ᖒᮡ
Table 5ᨱᕽᅕॐᯕᯕĊÑญ15mᨱᕽๅᖅᝍࠥ0.6m᮹ḥ࠺ᗮࠥ
ๅᖅᝍࠥᄡ⪵ᨱෙḥ࠺ᗮࠥqᗭእ۵ๅᖅᝍࠥ3.8mᨱᕽๅᖅ
Table 5. The location upper section vibration veolocity due to blast by burial depth Assessment location
Burial depth Casing (HDPE) Service pipe (Steel)
0.6m
Vsum=1.79cm/sec Vsum=1.78cm/sec
3.8m
Vsum=1.33cm/sec Vsum=1.32cm/sec
Ratio of reduction1) 25.70% 25.84%
1) Ratio of reduction = (V0.6m - V3.8m) ÷ V0.6m
Fig. 4. Pre-insulated inner & outer pipe behavior assessment location by the blasting load
ᝍࠥ 0.6mᨱ እ⧕ š 25.70%, ԕš 25.84% ᱶࠥ qᗭ⦹۵
äᮝಽ ⠪aࡹᨩ݅.
ᯕভ, ᖒᇥᄥḥ࠺ᗮࠥᄂ░Ⓧʑ۵❭᮹ḥ⧪ႊ⨆ᗮࠥᯙVxa
aᰆ⍙ᮝ໑, ݅ᮭᮝಽᙹḢᗮࠥᖒᇥᯙVz, ᙹ⠪ႊ⨆ᖒᇥᵲ
ḥ⧪ႊ⨆ŝ ᙹḢႊ⨆ᯙ Vy ᙽᮝಽ ⠪aࡹᨩ݅.
2.2.3 ࢳ൞ܛݗࠛଲண࣪ւੲ୨নඌԧ
ᯕᵲᅕ᪉šᮡԕš/ᅕ᪉ᰍ/š᮹ᔝ⊖Ǎ᳑ಽԕᦶၰᦶᯕ
᯲ᬊ⧁ Ğᬑ b ᰍഭ᮹ ᩎ⦺ᱢ ✚ᖒᨱ bb᮹ ᱲⅪ໕ᨱᕽ
ၽᔾ⦹۵Ğĥ໕ᦶಆᯕᔢᯕ⦹íၽᔾ⦽݅. ᅙםྙᨱᕽ۵ၽ❭ḥ
࠺ᨱݡ⦽ᯕᵲᅕ᪉š᮹ᦩᱶᖒ⠪aෝ᭥⦽ᩎ⦺ᱢÑ࠺✚ᖒ⠪aෝ
ḥ࠺ᗮࠥ(V, ƁƋî)᪡ᮁ⬉᮲ಆ(von-Mises stress, ƉƅƄîƁƋÏ)
ᮥ ᯕᬊ⦹ᩍ á☁⦹ᩡ݅.
ᯕᵲᅕ᪉š᮹ ԕ · šᨱ ݡ⦽ ᩎ⦺ᱢ Ñ࠺✚ᖒ ⠪a۵ Fig.
4ᨱᕽᅕॐᯕၽ❭⦹ᵲᯕᯕᵲᅕ᪉š᮹᳭⊂ᇡᨱ᭥⊹⦹໑, ⠪a᭥
ᯕভ, ᯕᵲᅕ᪉š᮹ᮁ⬉᮲ಆᮡɁᯝ⦽ᰍഭ᮹❭ƕᨱšᩍ⦹۵
᮲ಆॅᮥ⦹ӹ᮹❭ƕ༉ߙಽá☁⧁ᙹᯩࠥಾŁᦩࡽ⧊ᖒ᮲ಆᮝ ಽ ݅ᮭ (4)ෝ ᯕᬊ⦹ᩍ ᔑ⇽⧁ ᙹ ᯩ݅.
ňƃáöÎîÏåÞňÎÎà ňÏÏßÏâÞňÏÏà ňÎÏßÏâÞňÎÏà ňÎÎßÏæ (4)
ᩍʑᕽ, ňÎÎ : hoop stress(ᬱᵝႊ⨆ ᮲ಆ) ňÏÏ : axial stress(⇶ႊ⨆ ᮲ಆ) ňÎÏ : shear stress(ᱥ݉ ᮲ಆ)
⠪a᭥⊹ᨱෙḥ࠺ᗮࠥ✚ᖒᮡTable 6ᨱᕽᅕॐᯕๅᖅᝍࠥ
Table 6. Vibration velocity characteristics due to blast load by location(cm/sec) Assessment location
Classification Distance
Top Bottom Left Right
Outer Inner Outer Inner Outer Inner Outer Inner
Burial depth 0.6m
5m 9.57 9.49 10.08 10.28 9.82 9.88 9.94 9.79
10m 4.14 4.09 3.81 3.86 4.13 4.10 3.82 3.84
15m 1.79 1.78 1.65 1.66 1.76 1.76 1.68 1.65
20m 0.94 0.93 0.89 0.90 0.93 0.93 0.90 0.90
25m 0.54 0.54 0.53 0.53 0.54 0.54 0.53 0.53
30m 0.34 0.34 0.33 0.33 0.34 0.34 0.33 0.33
Burial depth 3.8m
5m 27.78 27.29 28.30 29.03 29.87 30.07 26.31 26.46
10m 4.11 4.08 4.13 4.15 4.24 4.25 3.98 3.98
15m 1.33 1.32 1.28 1.29 1.33 1.33 1.27 1.27
20m 0.68 0.67 0.64 0.64 0.67 0.67 0.65 0.65
25m 0.43 0.43 0.41 0.41 0.42 0.42 0.41 0.41
30m 0.28 0.28 0.27 0.27 0.28 0.28 0.27 0.27
ভྙᨱḡ⢽໕ᇡɝᮥᱥݍࡹ۵┥ᖒ❭᮹ᩢ⨆ᨱ᮹⧕ᔢᇡ
ၰ᳭⊂ᨱᕽⓍŁ⦹ᇡၰᬑ⊂᮹Ğᬑᔢݡᱢᮝಽ᯲ᮡäᮝಽ
ӹ┡ԍᮝӹ, ᯕĊÑญ5m᮹Ğᬑ⦹ᇡၰ᳭⊂ᨱᕽⓑäᮝಽ
ӹ┡ԍ݅.
ᯕ᪡zᮡĞ⨆ᯕӹ┡ӽᯕᮁ۵ᯕĊÑญ5m᮹Ğᬑၽ❭ᬱᮝ ಽ ᇡ░᮹Ṉᮡ ᯕĊÑญ ✚ᖒᨱ᮹⧕ Ḣᱲᱢᯙ ၽ❭᮹ᩢ⨆ᮥ
ၼᦥ⦹ᇡᨱᕽ᮹ḥ࠺ᗮࠥaⓍíၽᔾ⦹ᩡʑভྙᯙäᮝಽ❱݉
ࡽ݅.
ᕽaᰆⓍŁə᮹ḡᱱ᮹ĞᬑÑ᮹ᮁᔍ⦽äᮝಽ⠪aࡹᨩᮝӹ, ᯕĊÑญ5m᮹Ğᬑၽ❭᮹Ḣᱲᱢᯙᩢ⨆ᮥၼʑভྙᨱ⦹ᇡ᮹
ḥ࠺ᗮࠥa ᔢݡᱢᮝಽ Ⓧí ၽᔾ⦹ᩡ݅.
ၰ 10m᮹ Ğᬑ ๅᖅᝍࠥ 0.6mᨱ እ⧕ ๅᖅᝍࠥ 3.8m᮹ sᯕ
Ⓧ໑, ᯕĊÑญ15m ᯕᔢ᮹Ğᬑๅᖅᝍࠥ0.6ma݅ᗭⓑäᮝಽ
⠪aࡹᨩ݅. ᯕ᪡zᮡๅᖅᝍࠥᨱෙḥ࠺ᗮࠥ᮹₉ᯕ۵ᯕĊÑ ญ5m ၰ10m᮹Ğᬑๅᖅᝍࠥ3.8mᨱᕽၽ❭᮹ᩢ⨆ᮥᅕ݅
Ḣᱲᱢᮝಽ ၼʑ ভྙᯙ äᮝಽ ❱݉ࡽ݅.
Ñ࠺ ✚ᖒ
ᯕᵲᅕ᪉š᮹ᦩᱥᖒ⠪a۵ᱥᚁ⦽ၵ᪡zᯕၽ❭⦹ᵲᮥŁಅ
⦽࠺ᱢᙹ⊹⧕ᕾđŝ᪡ᯝၹᱢᬕᩢ᳑Õᮥၹᩢ⦽ᱶ⧕ᕾđŝ᮹
ᬱᵝႊ⨆᮲ಆ, ⇶ႊ⨆᮲ಆ, ᱥ݉᮲ಆ᮹ᖁ⩶ᵲℊᮥ☖⦹ᩍᔑᱶࡽ
ᮁ⬉᮲ಆ(von Mises Stress)ᮥ ᯕᬊ⦹ᩍ ᙹ⧪⦹ᩡ݅.
ᯕᵲᅕ᪉š᮹ᱶ⧕ᕾᮡๅᖅᝍࠥᨱෙᯱᵲ, ԕᇡᮁℕ᮹
᪉ࠥ(ᖅĥ᪉ࠥ120Ţ)ၰᦶಆ(ᖅĥᦶಆ16ƉƅƄîƁƋÏ)ᮥŁಅ⦹ᩍ
ᙹ⧪⦹ᩡ݅. ᯕভ, ᯕᵲᅕ᪉šᨱၽᔾ⦹۵ᩕ᮲ಆᨱ᮹⦽ᩢ⨆⠪a ۵vš᮹ᩕ➞ĥᙹÎíÏ Z Î×àÒîŢ,ᅕ᪉ᰍ(PUR)᮹ĞᬑÎíÒ Z Î×àÑîŢ,əญŁš(HDPE)᮹ĞᬑÎíÎ Z Î×àÑîŢ᮹sᮥ
ᔍᬊ⦹ᩡᮝ໑, ᯲ᬊᩕ᮲ಆᮡ⦽ǎḡᩎӽႊŖᔍ(2006)᮹ᩕ႑š
ᖅ⊹ʑᵡᨱᩩᩕ᪉ࠥ65ⳃෝŁಅ⦹ᩍᖅĥ᪉ࠥᯙ120ⳃʭ ḡ 55ⳃ᮹ ᄡ⪵పᮥ a⦹ᩡ݅.
ᱶᱢ⦹ᵲᮥŁಅ⦽ḡᵲๅᖅᯕᵲᅕ᪉šၽᔾᮁ⬉᮲ಆᮡTable 7ᨱᕽᅕॐᯕšᨱᕽ۵ᯝၹᱢᮝಽ5.72ⴇ7.22ƉƅƄîƁƋÏ ᱶࠥ᮹
᯲ᮡ᮲ಆᯕၽᔾ⦹ᩡᮝ໑, ԕšᨱᕽ۵᪉ࠥ⦹ᵲŝԕᦶ᮹ᩢ⨆ᮝ ಽᔍᬊᔢ┽ᨱᕽ1,585.29ⴇ1,628.47ƉƅƄîƁƋÏԕ᮹᮲ಆᮥᅕ ᯕ۵ äᮝಽ ⠪aࡹᨩ݅.
ᯕভ, ᱶ⦹ᵲᨱ᮹⦽↽ݡᮁ⬉᮲ಆᮡๅᖅᝍࠥ3.8mᨱᕽ᧞
1,628.47ƉƅƄîƁƋÏᯕၽᔾ⦹໑ᯕ۵ᦩᱥᮉ1.2ෝŁಅ⦽SPW 400v᮹⨩ᬊ᮲ಆ1,682ƉƅƄîƁƋÏ᮹96.8%ᨱ⧕ݚ⦹۵sᮝಽ
⠪aࡹᨕᱶ⦹ᵲᔢ┽ᯕᵲᅕ᪉š᮹ᦩᱶᖒᮡ⪶ᅕࡹᨕᯩ۵äᮝ ಽ ❱݉ࡽ݅.
࠺⧕ᕾŝᱶ⧕ᕾđŝෝ⧉̹Łಅ⦹ᩍᔑᱶࡽⅾᮁ⬉᮲ಆᮡ
ᯕĊÑญၰๅᖅᝍࠥᨱၽ❭⦹ᵲᨱ᮹⦹ᩍၽᔾ⦹۵ԕ·š᮹
ᮁ⬉᮲ಆᮥᅕᩍᵝ۵Table 8ᨱᕽᅕॐᯕᱥℕᱢᮝಽ⦹ᇡᨱᕽⓍí
ၽᔾ⦹Ł, ᯕĊÑญa᷾a⧉ᨱqᗭ⦹۵äᮝಽ⠪aࡹᨩ݅.
ᯕভ, ⅾ ᮁ⬉᮲ಆᮡ ᯕĊÑญ 5mᨱᕽ ᦩᱥᮉ 1.2ෝ Łಅ⦽
SPW 400 v᮹⨩ᬊ᮲ಆ1,682ƉƅƄîƁƋÏᮥⅩŝ⦹۵ᮁ⬉᮲ಆᯕ
ၽᔾ⦹Ł, ᯕĊÑญ10m(4.0cm/sec ᯕᔢ; Table 6 ₙ᳑)᮹Ğᬑ
⨩ᬊ᮲ಆᨱÑ᮹ɝᱲ⦹۵ᮁ⬉᮲ಆᯕၽᔾ⦹۵äᮝಽ⠪aࡹᨩ݅.
Table 7. Buried pre-insulated pipe generated von-mises stress by the static load Location
Classification
Top Bottom Left Right
Outer pipe Inner pipe Outer pipe Inner pipe Outer pipe Inner pipe Outer pipe Inner pipe Bank load
(ƉƅƄîƁƋÏ)
0.6 m 0.17 3.28 0.29 3.80 0.13 15.17 0.13 15.17
3.8 m 0.98 20.61 1.07 22.36 0.99 66.63 0.99 66.63
Temperature (ƉƅƄîƁƋÏ)
0.6 m
4.95 1402.71 4.95 1402.87 5.02 1403.37 5.04 1403.37
3.8 m Internal pressure
(ƉƅƄîƁƋÏ)
0.6 m
1.64 578.93 1.64 579.19 1.67 580.07 1.67 580.07
3.8 m Total1)
(ƉƅƄîƁƋÏ)
0.6 m 6.57 1617.32 6.47 1618.17 6.68 1612.00 6.68 1612.00
3.8 m 5.72 1626.98 5.68 1628.47 7.22 1585.29 7.22 1585.29
1) Total stress : von-mises stress obtained by linear superposition of hoop-stress, axial-stress, shear-stress on Pre-insulated pipe caused by static loads
Table 8. Buried pre-insulated pipe generated von mises stress that considered the static load & the dynamic load
Burial depth 0.6m Top Bottom Left Right
Casing Service pipe Casing Service pipe Casing Service pipe Casing Service pipe
Total stress1) (ƉƅƄîƁƋÏ)
D=5m 6.89 1706.15 7.31 1817.53 7.16 1640.44 6.91 1667.26
D=10m 6.77 1665.50 6.63 1660.11 6.78 1631.88 6.84 1659.73
D=15m 6.67 1636.03 6.55 1631.86 6.76 1623.83 7.50 1636.36
D=20m 6.63 1626.62 6.52 1627.07 6.73 1619.17 6.73 1625.51
D=25m 6.61 1622.92 6.50 1624.42 6.71 1616.84 6.71 1620.13
D=30m 6.59 1621.05 6.49 1622.49 6.70 1615.50 6.70 1617.16
Burial depth 3.8m Top Bottom Left Right
Casing Service pipe Casing Service pipe Casing Service pipe Casing Service pipe
Total stress1) (ƉƅƄîƁƋÏ)
D=5m 7.48 1823.56 7.21 1786.22 7.65 1652.24 8.24 1965.89
D=10m 6.03 1673.08 5.95 1664.08 7.39 1606.33 7.41 1651.31
D=15m 5.82 1647.19 5.77 1642.54 7.29 1598.72 7.30 1609.47
D=20m 5.76 1638.39 5.73 1637.58 7.26 1594.61 7.26 1598.55
D=25m 5.74 1634.40 5.71 1635.18 7.25 1591.81 7.25 1585.32
D=30m 5.73 1631.89 5.70 1633.41 7.24 1589.90 7.24 1591.24
1) Total stress : von-mises stress obtained by linear superposition of hoop-stress, axial-stress, shear-stress on Pre-insulated pipe obtained from static and dynamic analysis
ᕽ, ၽ❭ḥ࠺ᨱ ݡ⦽ ⨩ᬊʑᵡᮡ ᯕĊÑญ 10m ᯕᔢ᮹
Ğᬑᦩᱶᖒᯕ⪶ᅕࡹ۵ᅙ⧕ᕾđŝၰ⦽ǎaᜅŖᔍ᮹ḥ࠺šญ ʑᵡ(Table 1 ₙ᳑)ᮥ Łಅ⦹ᩍ 4.0cm/sෝ šญʑᵡᮝಽ ⦹۵
äᯕ ၵ௭Ḣ⧁ äᮝಽ ❱݉ࡽ݅(Table 6 ₙ᳑).
3. đು
ᅙםྙᨱᕽ۵ᯕᵲᅕ᪉š᮹ḥ࠺šญʑᵡᱽෝ᭥⦹ᩍᙹ⧪
ࡽ ḡᵲᨱ ๅᖅࡽ ᯕᵲᅕ᪉š᮹ ၽ❭⦹ᵲᨱ ݡ⦽ ࠺ᱢ Ñ࠺ᮥ
ᇥᕾ⦹ᩍ ݅ᮭŝ zᮡ đುᨱ ࠥݍ⦹ᩡ݅.
(1) ၽ❭ᨱ ᮹⦽ ๅᖅᝍࠥ ᄥ ḡᵲๅᖅ ᯕᵲᅕ᪉š ḥ࠺✚ᖒᮡ
ๅᖅᝍࠥ3.8mᨱእ⧕ⓑäᮝಽӹ┡ԍᮝ໑, ๅᖅᝍࠥᄡ⪵
(3.2m)ᨱෙḥ࠺ᗮࠥqᗭእ۵š25.70%, ԕš25.84%
ಽ⠪aࡹᨩ݅. ᯕভ, ᖒᇥᄥḥ࠺ᗮࠥᄂ░۵❭᮹ḥ⧪ႊ⨆
ᗮࠥᯙVxaaᰆ⍙ᮝ໑݅ᮭᮝಽᙹḢᗮࠥᖒᇥᯙVza
⍙Ł ᙹ⠪ႊ⨆ ᖒᇥ ᵲ ḥ⧪ႊ⨆ŝ ᙹḢႊ⨆ᯙ Vya aᰆ
᯲ᮡ äᮝಽ ⠪aࡹᨩ݅.
(2) ḥ࠺ᗮࠥ✚ᖒᮡၽ❭ᬱᮝಽᇡ░᮹ᯕĊÑญaມᨕḩᙹಾ
qᗭ⦹۵äᮝಽ⠪aࡹᨩᮝ໑, ๅᖅᝍࠥᨱෙḥ࠺ᗮࠥ۵
ࠥ3.8maၽ❭᮹ᩢ⨆ᮥᅕ݅ḢᱲᱢᮝಽၼʑভྙᨱⓍí
ӹ┡ԍᮝ໑, ᯕĊÑญ5m ᯕᔢ᮹Ğᬑๅᖅᝍࠥ0.6mᨱᕽ
ḥ࠺ᗮࠥa ݅ᗭ ⓑ äᮝಽ ⠪aࡹᨩ݅.
(3) ᮁ⬉᮲ಆ(von Mises Stress)ᮡᱶ⦹ᵲᨱ᮹⦽↽ݡᮁ⬉᮲ಆ ᮹Ğᬑๅᖅᝍࠥ3.8mᨱᕽ᧞1,628.47ƉƅƄîƁƋÏ ᱶࠥಽ
ᦩᱥᮉ1.2ෝŁಅ⦽SPW 400 v᮹⨩ᬊ᮲ಆ1,682ƉƅƄîƁƋÏ ᮹96.8%ᨱ⧕ݚ⦹۵äᮝಽ⠪aࡹᨩᮝ໑, ࠺⧕ᕾđŝෝ
⡍⧉⦽⠪ađŝᯕĊÑญ5mᨱᕽᦩᱥᮉ1.2ෝŁಅ⦽SPW 400 v᮹⨩ᬊ᮲ಆ1,682ƉƅƄîƁƋÏᮥⅩŝ⦹۵ᮁ⬉᮲ಆᯕ
ၽᔾ⦹Ł, ᯕĊÑญ10m ᯕԕ(ḥ࠺ᗮࠥ4.0cm/sec ᯕᔢ)᮹
Ğᬑ⨩ᬊ᮲ಆᨱɝᱲ⦹ÑӹⅩŝ⦹۵ᮁ⬉᮲ಆᯕၽᔾ⦹۵
äᮝಽ ⠪aࡹᨩ݅.
(4) ၽ❭ḥ࠺ᨱݡ⦽⨩ᬊʑᵡᮡ࠺⦹ᵲŝᱶ⦹ᵲᮥ༉ࢱŁಅ⦹ᩍ
ᙹ⧪ࡽᦩᱶᖒ⠪ađŝၰ⦽ǎaᜅŖᔍ᮹ๅᖅaᜅšḥ࠺š ญʑᵡᮥ Łಅ⦹ᩍ 4.0cm/sෝ šญʑᵡᮝಽ ⦹ᩍ ⩥ᰆᨱᕽ
ၽ❭ᙹ⧪ၽᔾ⦹ḡᦫࠥಾšญ⦹۵äᯕၵ௭Ḣ⧁äᮝಽ
❱݉ࡽ݅.
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Kim, J. M., Choi, B. H., Cho, J. W. and Cho, W. B. (2012).
Pre-insulated pipe behavior characteristics by the blast vibration, Proceedings of The Korean Geotechnical Society Spring Conference, Korean Geotechnical Society, p. 539 (in Korean).
Ryu, C. H. (2005). “Review of national standards for allowable limit of blast vibration on structures, explosives and blasting.”
Explosives and Blasting Proceedings, Korea Society for Explosive and Blasting Engineerring, Vol. 23, No. 3, pp. 1-10 (in Korean).
Jeon, S. S., Kim, D. S. and Jang, Y. W. (2007). “Stability assessment of concrete lining and rock bolts of the adjacent tunnel by blast-induced vibration.” Proceedings of The Korean Geotechnical Society, Vol. 13, No. 10, pp. 33-45 (in Korean).
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249 (in Korean).
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