Analysis of Stratified Rock under Vertical Load in Pile Foundation of Wind Turbine Using Circular Foundation Analysis Method with Equivalent Effective Width

(1)

Received June 12, 2013/ revised July 24, 2013/ accepted September 13, 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)

ǣǣȀȀǤǤȀͳͲǤͳʹ͸ͷʹȀǤʹͲͳ͵Ǥ͵͵Ǥ͸ǤʹͶͳͳ ǤǤǤ

᪯ᆾⳞ㱦㦫ⴂ#ᆾ⾂#Ⲏ㯓Ꮾ㋆㬲⛛≓ⴂ#ⴲⱧ㬚#㩋ᷣ⇚ⷂᏮ#ᾎᱛᏮ㋆ⴖ#

⮮⽿㬖⻏⮎#ᢾ㬚#㏳♿⬒⇖#㬲⛛

׌ܑ෉ȵࢮঃߜȵࢂլ೾

Kim, Dohan*, Park, Sangyeol**, Moon, Kyoungtae***

Analysis of Stratified Rock under Vertical Load in Pile Foundation of Wind Turbine Using Circular Foundation Analysis Method with Equivalent Effective Width

ABSTRACT

In the design of pile foundation on the rock layer in the stratified structure with sedimentary and rock layers, the structural analysis of the stratified rock layer is required to determine the failure modes (flexural failure, punching shear failure or end bearing failure) and the bearing capacity of the rock layer. However, the existing usable Elastic Plate Analysis Method (EPAM) suggested by ACI committee 436 and Korean Code Requirements for Structural Foundation Design is very complex, and engineers have many difficulties in using it. Therefore, in this research, we proposed the relatively simple Circular Foundation Analysis Method (CFAM) with the concept and the equation of the equivalent effective width (radius) instead of the complex EPM, and the related equations of bending moment and shear force to be equal to the analysis results of EPAM. As a result, the proposed CFAM using the equivalent effective width (radius) is simple and convenient to use, and the analysis results of it are very good in their accuracies comparing those of EPAM and Finite Element Method.

Key words : Stratified rock, Vertical load, Pile foundation, Elastic plate method, Circular foundation analysis method, Finite element method

Ⅹಾ

♕ᱢ⊖ŝᦵၹ⊖ᯕ⊖ᔢǍ᳑ಽࡹᨕᯩ۵ḡၹ᮹⊖ᔢᦵၹ⊖᭥ᨱั૾ʑⅩෝᖅĥ⧁Ğᬑ, ᩑḢ⦹ᵲᨱݡ⦽ḡḡᦵၹ᮹❭ƕ༉ऽ(⮉❭ƕ, ⟡⋎

ᱥ݉❭ƕ⪚ᮡᖁ݉ḡḡ❭ƕ)ෝá☁⦹Łḡḡಆᮥĥᔑ⦹ʑ᭥⧕ᕽ۵⊖ᔢḡḡᦵၹ⊖᮹Ǎ᳑⧕ᕾᯕ⦥᫵⦹݅. ə్ӹACI committee 436ŝ

ᬑญӹ௝Ǎ᳑ྜྷʑⅩᖅĥʑᵡᨱᕽᱽᦩ⦹Łᯩ۵ʑ᳕᮹ᯕᬊa܆⦽┥ᖒ⠪❱⧕ᕾჶ(Elastic Plate Analysis Method)ᮡๅᬑᅖᰂ⦹ᩍʑᚁ

ᯱaᯕᬊ⦹۵ߑᨕಅᬡᯕฯ݅. ঑௝ᕽᅙᩑǍᨱᕽ۵ᅖᰂ⦽┥ᖒ⠪❱⧕ᕾჶݡᝁእƱᱢe݉⦽ᬱ⩶ʑⅩ⧕ᕾჶ(Circular Foundation Analysis Method)ᮥᯕᬊ⧁ᙹᯩࠥಾ॒aᮁ⬉⡎(ၹĞ)᮹}ֱŝ᜾ᮥᱽ᜽⦹ᩡŁ, ᯕෝ☖⦹ᩍ┥ᖒ⠪❱⧕ᕾᨱ᮹⦽༉ູ✙᪡ᱥ݉ಆᯕᬱ

⩶⠪❱⧕ᕾ᮹đŝ᪡zࠥಾšĥ᜾ᮥᱽᦩ⦹ᩡ݅. əđŝ॒aᮁ⬉⡎ᮥᯕᬊ⦽ᬱ⩶ʑⅩ⧕ᕾ᮹ႊჶᮡๅᬑ݉ᙽ⦹Ł⠙ญ⦹ᩡŁ, ᱽᦩࡽႊ

ჶᨱ᮹⦽đŝෝ┥ᖒ⠪❱⧕ᕾŝᮁ⦽᫵ᗭ⧕ᕾđŝ᪡እƱ⦽đŝๅᬑ᯹ᯝ⊹⦹ᩡ݅.

áᔪᨕ ⊖ᔢᦵၹ, ᩑḢ⦹ᵲ, ั૾ʑⅩ, ┥ᖒ⠪❱⧕ᕾ, ᬱ⩶ʑⅩ⧕ᕾ, ᮁ⦽᫵ᗭჶ

ݓъėॡ

(2)

(Wybren, 2011)

Fig. 1. Jacket Foundation and Failure Modes of Stratified Rock Layer Fig. 2. Concept of Equivalent Effective Width

1. ᕽು

ᖙĥᱢᯙĞʑ⋉ℕᨱࠥᇩǍ⦹Ł⣮ಆၽᱥʑᖅ⊹ᮉᮡḡᗮᱢ ᮝಽ᷾a⦹Łᯩᮝ໑, ᮁ౞, ၙǎᐱอᦥܩ௝ᵲǎ᜽ᰆࠥɪĊ⯩

᷾a⦹Łᯩ݅. ə్ӹǎԕ⣮ಆᔑᨦᮡ᜽ᰆ⩶ᖒʑಽ2011֥ั

ʑᵡᮝಽ٥ᱢᖅእᬊపᯕ0.4GWᨱᇩŝ⦹໑, ᱥℕᅕɪᬊప᮹

95%avᬱࠥ, Ğᔢᇢࠥ, ᱽᵝࠥᨱḲᵲࡹᨕᯩ݅(Hong, 2012;

Korea EXIM, 2012). ᱽᵝࠥ۵⣮⫊ᯕᬑᙹ⦹အಽᮂᔢᨱ݅ᙹ᮹

⣮ಆ݉ḡaᬕᩢᵲᨱᯩᮝ໑, 2012֥ᨱʡֶᯙɝ⧕ᔢᨱ2MW, 3MWɪ ⧕ᔢ⣮ಆၽᱥʑa ᖅ⊹ࡹᨕ ᝅ᷾ ᩑǍa ᙹ⧪ᵲᯕ݅

(Sung, 2013).

ᱽᵝ᮹ḡḩᮡ᪅௽ʑe࠺ᦩᩍ్₉ಡ᮹⪵ᔑ⪽࠺ᮝಽ⩶ᖒࡹ

ᨩʑভྙᨱᮂḡᇡ᪡۵݅ෙḡ⊖Ǎ᳑ෝaḡŁᯩ݅. ᷪ, ⪵ᔑᯕ

ᇥ⇽ࡹᨕ⮱ෙษəษᨱ᮹⧕⩶ᖒࡽ⪵ᔑᦵ⊖᭥ᨱ᪅௽᜽e࠺ᦩ

⪵ᔑᘥᖅྜྷ ॒♕ᱢྜྷᯕ ᝴ᯕŁ əअᨱ ݅᜽ ⪵ᔑᯕᇥ⇽ࡹᨕ

♕ᱢྜྷ᭥ᨱ⪵ᔑᦵ⊖ᯕ⩶ᖒࡽĞᬑ(Yoon et al., 2011)ಽᕽᦵၹ

⊖ŝᦵၹ⊖ᔍᯕᨱ♕ᱢ⊖ᯕ״ᯕíࡹ۵⊖ᔢǍ᳑ෝӹ┡ԕŁ

ᯩ݅.

ᯕ᪡zᮡ♕ᱢ⊖ŝᦵၹ⊖ᯕ⊖ᔢǍ᳑ಽࡹᨕᯩ۵ḡၹ᮹⊖ᔢ ḡḡᦵၹ⊖ᮡ᧨ᮡࢱ̹ӹ⦹ᇡ᮹ᩑ᧞♕ᱢ⊖ভྙᨱั૾ʑⅩಽ ᇡ░᮹ᩑḢ⦹ᵲᮥ∊ᇥ⯩ᦩᱥ⦹íḡḡ⧁ᙹᨧᮥᙹࠥᯩ݅.

঑௝ᕽᯕ్⦽Ğᬑ⊖ᔢǍ᳑ḡၹᨱᕽḡḡᦵၹ⊖ᯕᩑḢ⦹ᵲᮥ

∊ᇥ⯩ḡḡ⧁ᙹᯩ۵ḡෝá☁⦹ᩍ᧝⦹໑ᯕෝ᭥⧕ᕽ۵⊖ᔢ

ᦵၹ⊖᮹⧕ᕾᯕ⦥ᙹᱢᯕ݅. Fig. 1ᮡ⧕ᔢ⣮ಆ݉ḡᨱᕽᔍᬊ⦽

ᯱ⍴ ⦹ᇡǍ᳑ ⩶᜾᮹ ั૾᮹ ⦹ӹa ⊖ᔢǍ᳑ ᦵၹ⊖ᨱ ᖁ݉

ḡḡࡹᨩᮥভa܆⦽❭ƕ༉ऽෝӹ┡ԙäᮝಽ, ᖁ݉ḡḡ❭ƕ,

⟡⋎ᱥ݉❭ƕ, ⮉❭ƕaၽᔾ⧁ᙹᯩ݅. ᯕ్⦽❭ƕ⩶┽ॅᮡ

݉ᯝ ั૾ ʑⅩ᮹ Ğᬑᨱࠥ ⧕ݚࡽ݅.

঑௝ᕽ, ᭥əฝŝzᮡḡḡᦵၹ⊖ᯕั૾ʑⅩ᮹ᩑḢ⦹ᵲᮥ

ᦩᱥ⦹íḡḡ⧁ᙹᯩ۵ḡ᮹ᩍᇡෝ⪶ᯙ⦹ʑ᭥⧕ᕽ۵ᩑḢ⦹ᵲ ᨱݡ⦽ḡḡᦵၹ⊖᮹⧕ᕾᯕ⦥᫵⦽ߑ, ACI committee 436ŝ

ᬑญӹ௝Ǎ᳑ྜྷʑⅩᖅĥʑᵡᨱᕽᱽᦩ⦹Łᯩ۵ʑ᳕᮹ᯕᬊa

܆⦽┥ᖒ⠪❱⧕ᕾჶ(Elastic Plate Analysis Method, EPAM)ᮡ

ๅᬑᅖᰂ⦹ᩍʑᚁᯱaᯕᬊ⦹۵ߑᨕಅᬡᯕฯ݅. ੱ⦽ᮁ⦽᫵ᗭ ჶᮡ ༉ߙยŝ ⧕ᕾᨱ ฯᮡ ᜽eᯕ ᗭ᫵ࡹ໑ ᱥᔑ ⥥ಽəఉ᮹

እᬊŝ ᯕෝ ᯕᬊ⦹۵ ჶᮥ ᙺݍ⧕᧝ ⦹۵ ᨕಅᬡᯕ ᯩ݅.

ᯕᨱ ʑᚁᯱa ᅕ݅ ᛞŁ ⠙ญ⦹í ᯕᬊ⧁ ᙹ ᯩࠥಾ ᅖᰂ⦽

┥ᖒ⠪❱⧕ᕾ ݡᝁ እƱᱢ e݉⦽ ᬱ⩶ʑⅩ⧕ᕾჶ(Circular Foundation Analysis Method, CFAM)ᮥᯕᬊ⧁ᙹᯩࠥಾ┥ᖒ

⠪❱⧕ᕾᨱ᮹⦽༉ູ✙᪡ᱥ݉ಆᯕᬱ⩶⠪❱⧕ᕾ᮹đŝ᪡zࠥ

ಾ॒aᮁ⬉⡎(ၹĞ)᮹}ֱŝšĥ᜾ᮥᱽ᜽⦹Ł, ᬱ⩶ʑⅩ⧕ᕾჶ ᨱ᮹⦽༉ູ✙᪡ᱥ݉ಆᨱݡ⦹ᩍəšĥ᜾ᮥᱽᦩ⦹ᩡ݅. Fig.

2۵॒aᮁ⬉⡎(ၹĞ)ᨱݡ⦽}ֱࠥಽ┥ᖒ⠪❱⧕ᕾᨱᕽྕ⦽⡎

(ၹĞ)ᮥw۵⠪❱(ᦵၹ⊖) ᭥ᨱᩑḢ⦹ᵲᯕ᯲ᬊ⦹ᩍᯝᱶ⦹ḡ

ᦫíᄡ⪵⦹۵ḡၹၹಆᮥၼ۵ྕ⦽ʑⅩᦵၹ⊖ᮥᯥĥ݉໕(critical section)ᨱᕽ༉ູ✙᪡ᱥ݉ಆᯕ┥ᖒ⠪❱⧕ᕾ᮹đŝ᪡zࠥಾ

อु॒aᮁ⬉⡎(ၹĞ)ŝ॒ᇥ⡍⦹ᵲᮥၼ۵ᬱ⩶ʑⅩᦵၹ⊖ᮝಽ

(3)

ᄡ⪹⦽ äᮥ ӹ┡ԕŁ ᯩ݅.

঑௝ᕽ, ༉ູ✙᪡ᱥ݉ಆᨱݡ⦹ᩍᯥĥ݉໕(critical section)ᨱ ᕽ┥ᖒ⠪❱⧕ᕾ᮹đŝ᪡zࠥಾᬱ⩶ʑⅩ⧕ᕾჶᨱᯩᨕᕽᬱ⩶

ʑⅩ᮹॒aᮁ⬉⡎(ၹĞ)ᮥđᱶ⦹۵äᯕ⦥ᙹᱢᯕ໑, ᬱ⩶ʑⅩ⧕

ᕾჶᨱ᮹⦽༉ູ✙᪡ᱥ݉ಆᨱݡ⦽šĥෝၾ⯩۵äᯕ⦥᫵⦹݅.

ᯕෝ᭥⦹ᩍḡḡᦵၹ⊖᮹ࢱ̹, ḡḡᦵၹ⊖⦹ᇡ♕ᱢ⊖᮹ḡၹၹ ಆĥᙹ, ั૾᮹ ḢĞᮥ ⧕ᕾᄡᙹಽ ᔝᦥ ⧕ᕾᮥ ᙹ⧪⦹ᩡ݅.

2. ┥ᖒ⠪❱⧕ᕾჶŝᬱ⩶ʑⅩ⧕ᕾჶ

2.1 ೶নඌൡැজ࣑(Elastic Plate Analysis Method) ACI Committee 436 (1966)ᨱᕽ۵ᱥ໕ʑⅩෝHetenyi (1946) ᮹ ┥ᖒḡၹ᭥ᨱ״ᯙ❱ᯕುᮥɝÑಽ⦹ᩍᖅĥ⦹ࠥಾᱽᦩ⦹Ł

ᯩ݅. ᯕᯕುᮡ┥ᖒḡၹ᭥ᨱྕ⦽⡎ᮥaḥ⠪❱ᨱḲᵲ⦹ᵲᯕ

᯲ᬊ⦹۵Ğᬑಽᕽ, ᬑญӹ௝᮹Ǎ᳑ྜྷʑⅩᖅĥʑᵡ(Korean Geotechnical Society, 2009)ᨱᕽࠥᱥ໕ʑⅩෝ⠪❱ᯕುᨱɝÑ⦹ᩍ┥ᖒჶᮝ ಽ ᖅĥ⦹۵ äᮥ ᱽ᜽⦹Ł ᯩ݅.

ACI Committee 436ŝᬑญӹ௝Ǎ᳑ྜྷʑⅩᖅĥʑᵡᨱᕽᱽ ᦩ⦹۵ᱩ₉ෝ᫵᧞ᱶญ⦹໕݅ᮭŝz݅. ᅙםྙᨱᕽ۵݅ෙ

᜾ŝ᮹⪝࠺ᮥᵥᯕʑ᭥⦹ᩍ┥ᖒ⠪❱⧕ᕾᨱ᮹⦽༉ູ✙᪡ᱥ݉

ಆᨱ ᦥ௹℉ᯱ ‘E’ಽ ⢽᜽⦹ᩡ݅.

ⴗ ᱥ໕ʑⅩ᮹ࢱ̹ƒ۵ᯥĥ݉໕(critical section)ᨱᕽᱥ݉⧕

ᕾᮝಽᇡ░ aᱶ.

ⴘ ḡၹၹಆĥᙹƉ_ƀෝ đᱶ.

ⴙ ݅ᮭ ᜾ᮥ ☖⦹ᩍ ⮉vࠥ(flexural rigidity), ĥᔑ.

á ćÎÏÞÎ à ł^Ïß

ƒ^Ð (1)

ᩍʑᕽ, : ᱥ໕ʑⅩ᮹ ┥ᖒĥᙹ ł : ᱥ໕ʑⅩ᮹ ⡍ᦥᘂእ

ⴚ ᦥ௹᜾ᮥ☖⦹ᩍᮁ⬉vᖒၹĞ(radius of effective stiffness),

¥ ĥᔑ.

¥ áö^Ñ ^ć^ć^Ɖ^ƀ ⁽²⁾

ᩍʑᕽ, Ɖ_ƀ : ᱥ໕ʑⅩ᮹ Ⓧʑෝ Łಅ⦽ ḡၹၹಆĥᙹ

ⴛ bḡᱱᨱᕽ᮹ၹĞ༉ູ✙¦_ƐÞß,ᱲᖁ༉ູ✙¦_ƒÞß,⃹ḱ

ƕÞßෝ ĥᔑ.

¦_ƐÞßáà ćÑ©ƙ

Ɯ

ƚ

^³^Ñ^Þ^ć^¥^Ɛ^ß^{à ÞÎ à łßć}_Þć¥Ɛß

Ɲ

ƞ

^(3(a))

¦ƒÞßáà ćÑ©ƙ

Ɯ

ƚ

^ł³^Ñ^Þ^ć^¥^Ɛ^ß^{âÞÎ à łßć}_Þć¥Ɛß

Ɲ

ƞ

^(3(b))

ƕÞßá ć©¥Ñ^Ï³ÐÞ^ć¥Ɛß ^(3(c))

ᩍʑᕽ,©: ʑࣆ⦹ᵲ

Ɛ : ʑࣆ⦹ᵲ ᯲ᬊᱱᨱᕽᇡ░ ၹĞႊ⨆ᮝಽ᮹ Ñญ

ⴜ ᱥ໕ʑⅩ᮹݉᭥⡎ᨱݡ⦽ᱥ݉ಆªÞß۵݅ᮭ᮹᜾ᮝಽ

ĥᔑ.

᭥ ᱩ₉ෝ ☖⧕ ᱥ໕ʑⅩ᮹ ༉ູ✙, ⃹ḱ, ᱥ݉ಆᮥ Ǎ⦽݅.

ᩍʑᨱᔍᬊࡽ³⧉ᙹ۵Schleicher, F.(1926)aə᮹ᱡᕽᨱ⃹ᮭ

ᮝಽᱽᦩ⦹ᩡᮝ໑, HetenyiaCircular Plateෝ⧕ᕾ⦹໕ᕽᔍᬊ

⦹ᩡ݅. Fig. 3ᮡ³⧉ᙹෝə௹⥥ಽӹ┡ԙäᮝಽb⧉ᙹ᜾ᮡ

݅ᮭŝ z݅.

³_ÎÞƖß á Îà ćÏØ^Ï

Þ^ćƖÏß^Ñ_{â ć}

ÑØ^Ï

Þ^ćÏƖß^Õ_{à ć}

ÓØ^Ï

Þ^ćƖÏß^ÎÏ _(5(a))

â ćÕØ^Ï

Þ^ćƖÏß^ÎÓ_{à ć}

Î×Ø^Ï

Þ^ćƖÏß^Ï×_{â z}

³_ÏÞƖß á à ćÞÎØ^ćƖÏ^Ïß^Ï_{â ć}

ÐØ^Ï

Þ^ćƖÏß^Ó_{à ć}

ÒØ^Ï

Þ^ćÏƖß^Î× _(5(b))

â ćÔØ^Ï

Þ^ćƖÏß^ÎÑ_{à ć}

ÖØ^Ï

Þ^ćƖÏß^ÎÕ_{â ć}

ÎÎØ^Ï

Þ^ćƖÏß^ÏÏ_{à z}

(4)

Fig. 3._³ Functions (Hetenyi, 1946)

³_ÐÞƖß á ćÏ

³ÎÞƖß à ćņÏ ƙ

Ɯƚ_«_Î_â_ƃ_{Ĺ ćÏ}^Ɩ_{Z ³}_Ï_ÞƖßƛ

Ɲƞ _(5(c))

³_ÑÞƖß á ćÏ

³_ÏÞƖß â ćņÏ ƙ

Ɯƚ_«_Ï_â_ƃ_{Ĺ ćÏ}_{Ɩ Z ³}_Î_ÞƖßƛ

Ɲƞ _(5(d))

ᩍʑᕽ,

«_ÎáÞ^ć^Ɩ^Ïß^Ï^{à ć}ÐØ^Ï

ŜÞÐßÞ^ć^Ɩ^Ïß^Ó^{â ć}ÒØ^Ï

ŜÞÒßÞ^ć^Ɩ^Ïß^Î×^{à ć}ÔØ^Ï

ŜÞÔßÞ^ć^Ɩ^Ïß^ÎÑ^{â z}

«_Ïá ćÏØ^Ï

ŜÞÏßÞ^ć^Ï^Ɩß^Ñ^{à ć}ÑØ^Ï

ŜÞÑßÞ^ć^Ï^Ɩß^Õ^{â ć}ÓØ^Ï

ŜÞÓßÞ^ć^Ï^Ɩß^ÎÏ^{à ć}ÕØ^Ï

ŜÞÕßÞ^ć^Ɩ^Ïß^ÎÓ^{â z}

ŜÞƌßá Îâ ćÏÎ âćÐÎ âćÑÎ â zćƌÎ

_ƃĹá ×íÒÔÔÏÎÓ

᭥᮹³⧉ᙹ᪡«⧉ᙹෝ ၙᇥ⦹໕ ݅ᮭŝ z݅.

ÞÐØÑØ^ćÏƖß^Ô_{à ć}

Þ^ćÒØÓØƖÏß^ÎÎ _(6(a))

â ćÞÔØÕØ^ćÏƖß^ÎÒ_{à ć}

ÖØÎ×Ø

Þ^ćÏƖß^ÎÖ_{â z}

ÞÏØÐØ^ć^Ï^Ɩß^Ò _(6(b))

à ćÞÑØÒØ^ćƖÏß^Ö_{â ć}

Þ^ćÓØÔØƖÏß^ÎÐ_{à ć}

Þ^ćÕØÖØƖÏß^ÎÔ_{â ć}

Î×ØÎÎØ

Þ^ćƖÏß^ÏÎ_{à z}

ᩍʑᕽ,

ŜÞƌßá Îâ ćÏÎ âćÐÎ âćÑÎ â zćƌÎ

᭥᮹⧕ᕾŝᱶŝᙹ᜾ᨱᕽᅙၵ᪡zᯕ┥ᖒ⠪❱⧕ᕾჶᮡᱩ₉ aʙŁ ᙹ᜾ᯕ ๅᬑᅖᰂ⦹ᩍ ʑᚁᯱa ᯕෝᯕᬊ⦹ʑa ᛞḡ

ᦫ݅.

2.2 ଀෴׆ొැজ࣑(Circular Foundation Analysis Method)

⣮ಆၽᱥʑ┡ᬭ, Ǖ૾, ྜྷ╒Ⓧ᪡zᮡᬱ⩶ੱ۵ᝅฑ޵⩶Ǎ᳑

ྜྷᮡᬱ⩶ᱥ໕ʑⅩӹย⩶┽ಽḡḡࡹᨕḥ݅. ᯕ౑ᬱ⩶ʑⅩ᮹

ࢱ̹aᯝᱶ⦹Ł॒ᇥ⡍ḡၹၹಆᮥaḥʑⅩ❱᮹ᇡᰍಆᮡBeyer (1956)aᱽᦩ⦽Ŗ᜾ᨱ᮹⧕ĥᔑࢁᙹᯩ݅. Beyeraᱽᦩ⦽

᜾ᵲᨱᬱ⩶❱ʑⅩᨱݡ⦽᜾ᮥᱶญ⦹໕݅ᮭŝz݅. ᩍʑᕽ

݅ෙ᜾ŝ᮹⪝࠺ᮥᵥᯕʑ᭥⦹ᩍᦥ௹℉ᯱᨱ‘C’ෝ⇵a⦹ᩡ݅.

Ň á ćſƐ, _{ĸ á ćſ}^ƀ, _ŋ_×á Î à Ň^Ñ, _ŋ_Îá Î àŇ^Ï, _ŋ_Ïá Ň^Ï_ƃŇ, ŋÐá _ƃŇ, _ŋ_Ñ_{á ć}

ŇÎ àÎ^Ï

ƉÎá ÏÞÎ àłß âÞÎ âÐłßĸ^Ïà ÑÞÎ âłßĸ^Ïƃĸ ƉÏá ÏÞÎ àłß àÞÐ âłßĸ^Ïà ÑÞÎ âłßĸ^Ïƃĸ

Ň ; Îᯝ ভ,

¦_ƐÞßá ćƏſÎÓ^ÏãƉ_Îà ÞÐ âłß âÞÐ âłßŋ_Îä (7(a))

¦_ƒÞßá ćƏſÎÓ^ÏãƉ_Îà ÞÎ âÐłß âÞÎ âÐłßŋ_Îä (7(b))

ªƐÞßá ƏćÏſŇ (7(c))

(5)

Fig. 4. Variables in Circular Foundation Analysis Method (Winterkorn et al., 1975)

Table 1. Properties and Parameters of Rock and Sediment, and Applied Load

Parameters Values Remarks

Rock

Elastic modulus (©ſ) 1.16×10¹⁰

KIER Report (2006) Poisson’s ratio 0.295

Thickness, _ƒ(_Ƌ) 2.0 G5.0

Analysis variables Sediment Coefficient of subgrade reaction ,Ɖ_×íÐ(§îƋ^Ð) 1.0×10⁷ 4.0×10⁷

Load Vertical load (¦§) 6.5 Upwind Project, Final Report (2011) Ň < Îᯝ ভ,

¦ƐÞßá ćƏſÎÓ^ÏãƉ_Îà ÞÐ âłß âÞÐ âłßŋ_Î (8(a)) à ÏÞÎ àłßĸ^ÏŋÑâÑÞÎ âłßĸ^ÏŋÐä

¦_ƒÞßá ćƏſÎÓ^ÏãƉ_Îà ÞÎ âÐłß âÞÎ âÐłßŋ_Î (8(b)) âÏÞÎ àłßĸ^Ïŋ_ÑâÑÞÎ âłßĸ^Ïŋ_Ðä

ªƐÞßá ćÏƏ ſÞ^ćĸŇ^Ïà Ňß ^(8(c))

ᩍʑᕽ, Ɛ = ĥᔑ݉໕᮹ ᭥⊹

¦ƐÞß= ၹĞ ༉ູ✙

ł = ⡍ᦥᘂእ

¦_ƒÞß = ᱲᖁ ༉ູ✙

Ə = ॒ᇥ⡍ ḡၹၹಆ ªƐÞß = ᱥ݉ಆ

3. ┥ᖒ⠪❱⧕ᕾŝᬱ⩶ʑⅩ⧕ᕾ᮹॒aᮁ⬉⡎

3.1 ೶নඌൡැজրէրंজ 3.1.1 ೶নඌൡැজଭ୺Ս

┥ᖒ⠪❱⧕ᕾჶᮝಽᱥ໕ʑⅩෝ⧕ᕾ⦹۵ႊჶᮥ⊖ᔢᦵၹᨱ

״ᯙั૾᮹ᩑḢ⦹ᵲᨱݡ⦹ᩍ⧕ᕾ⦹Łᯱ⦽݅. ḡḡᦵၹ⊖᭥᮹

ḡၹᨱ᮹⦽ᔢᰍ॒ᇥ⡍⦹ᵲᮡ॒ᇥ⡍ḡၹၹಆŝᔢᘥࡹᨕᦵၹ

⊖ᨱ༉ູ✙᪡ᱥ݉ಆ᮹ᇡᰍಆᮥၽᔾ᜽┅ḡᦫᦥั૾ᮝಽ᯲ᬊ

⦹۵ᩑḢḲᵲ⦹ᵲอᮥŁಅ⦹ᩡ݅. ⊖ᔢǍ᳑᮹ᦵၹ⊖ᮡʙᯕa

ྕ⦽⦽❱ᮝಽ, ᦵၹ⊖ᨱ״ᯙั૾ʑⅩ᮹ᩑḢ⦹ᵲᮥḲᵲ⦹ᵲᮝಽ,

⦹ᇡ♕ᱢ⊖⪚ᮡᩑ᧞⊖ᮡ┥ᖒℕಽaᱶ⦹ᩍ⧕ᕾᮥᙹ⧪⦹ᩡ݅.

⧕ᕾᨱ ᔍᬊࡽ ᦵၹᨱ ݡ⦽ ྜྷᖒ⊹۵ ⦽ǎᨱթḡʑᚁᩑǍᬱ

⧕ᱡḡḩᱶၡ᳑ᔍᅕŁᕽ(KIER report, 2006)ᨱᕽ⪵ᔑᦵᯙ⩥ྕ

ᦵ᮹ḡḩŖ⦺ᱢ✚ᖒᮥᱽ᜽⦽sᮥɝÑಽᔍᬊ⦹ᩡᮝ໑, ḡḡ

ᦵၹ⊖᮹vᖒᨱݡ⦽ᩢ⨆ᮥ⠪a⦹ʑ᭥⦹ᩍəࢱ̹ෝ⧕ᕾᄡᙹ ಽ ⦹ᩍ 2~5Ƌʭḡ 1Ƌᦊ ᄡ⪵ࡹࠥಾ ⧕ᕾ⦹ᩡ݅. ੱ⦽ ⦹ᇡ

ᩑ᧞⊖᮹ྜྷᖒᮡḡᩎŝḡ⊖ᨱ঑௝݅ෙ✚ᖒᮥӹ┡ԕŁᯩ۵ߑ

ḡḩ᳑ᔍᅕŁᕽෝₙ᳑⦹ᩍᩑ᧞⊖ᨱݡ⦽⢽ᵡš᯦᜽⨹⬀ᙹNᮡ

5~20ჵ᭥ಽƉ×íÐá ÎìÕ××§ ÞƉ§îƋ^Ðß ᜾(Scott, 1981)ᮥₙŁ⦹

ᩍḡၹၹಆĥᙹෝ⧕ᕾᄡᙹಽᔝᦥᄡ⪵᜽⎑۵ߑ, Îí× Z Î×^Ô§îƋ^Ð ᨱᕽÑí× Z Î×^Ô§îƋ^ÐʭḡÎ×^Ô§îƋ^ÐeĊᮝಽəĞ⨆ᮥᇥᕾ⦹ᩡ

݅. ᩍʑᕽ, Ɖ×íÐᮡ0.3Ƌ᮹ᱶႊ⩶⠪❱ᮝಽ⠪❱ᰍ⦹᜽⨹đŝᨱ

᮹⦽ḡၹၹಆĥᙹෝӹ┡ԕ۵äᯕ໑, Eq. (9)ෝᱢᬊ⦹ᩍʑⅩ❱

᮹Ⓧʑᨱ঑ෙḡၹၹಆĥᙹƉƀಽ⪹ᔑ⦹ᩍᱢᬊ⦹ᩡ݅. ⧕ᕾᨱ

ᱢᬊ⦽ᦵၹ⊖ŝᩑ᧞⊖᮹ྜྷᖒ⊹᪡᯲ᬊ⦹ᵲ, ⧕ᕾᄡᙹෝTable 1ᨱ ᱶญ⦹ᩡ݅.

Ɖƀá Ɖ_×íÐÞ^ć â×íÐÏ ß^Ï ⁽⁹⁾

3.1.2 ೶নඌൡැজ(Hetenyiਐ)઩ଭ෉էրंজ

Hetenyi (1946)᜾ᮝಽ༉ູ✙᪡ᱥ݉ಆᮥǍ⦹۵ᱩ₉۵ᦿᨱ ᕽᗭ}⦹ᩡ݅. Hetenyi᜾᮹Ğᬑ⦹ᵲᮥၼ۵ʑⅩ໕ᯕྕ⦽⦹݅

Łaᱶ⦹အಽั૾᮹ᩑḢ⦹ᵲᮡḲᵲ⦹ᵲᮝಽŁಅࡹ໑⦹ᵲ᮹

໕ᱢᮡŁಅࡹḡᦫ۵݅. ੱ⦽⦹ᵲᯕa⧕ḥၵಽᦥ௹ḡᱱ᮹

༉ູ✙᪡ᱥ݉ಆᮡྕ⦽⦽sᮝಽĥᔑࡹʑভྙᨱ⦹ᵲᯕ᯲ᬊ⦹

۵ḡᱱᨱᕽᯝᱶÑญਉᨕḥḡᱱᇡ░ĥᔑ⦹ᩡ݅. ḡḡᦵၹ⊖ᨱ

᯲ᬊ⦹۵¦_ƒÞß᪡¦_ƐÞß,ᱥ݉ಆªÞß᮹ᄡ⪵ෝ⪶ᯙ⦹ʑ᭥⦹ᩍ

Table 1᮹ྜྷᖒ⊹᪡⧕ᕾᄡᙹෝᱢᬊ⦹ᩍᦵၹࢱ̹,ƒ۵2~5m, ḡၹ ၹಆ, Ɖ_×íÐᮡÎí× Z Î×^ÔÑí× Z Î×^Ô§îƋ^Ðᨱ ݡ⦹ᩍ ⧕ᕾ⦹ᩡ݅.

Fig. 5۵ ᦵၹ⊖᮹ ࢱ̹, ƒ á ÐƋᯕŁ, ḡၹၹಆĥᙹƉ×íÐá

(6)

(a) Tangential moment, ¦_ƒÞß (b) Radial moment, ¦_{Ɛ Þß}

(c) Shear, _ª_Þß (d) Deflection, _ƕ_Þß

Fig. 5. Moment, Shear, and Deflection Calculated by Elastic Plate Analysis Method (in case of _{ƒ á Ðí×Ƌ} and _Ɖ_×íÐá Ïí×ZÎ×^Ô§îƋ^Ð)

Ïí× Z Î×^Ô§îƋ^ÐᯙĞᬑ᮹┥ᖒ⠪❱⧕ᕾđŝෝə௹⥥ಽӹ┡ԙ

äᮝಽ៉⧕ᕾsᮡ⦹ᵲ᯲ᬊḡᱱᮥᵲᝍᮝಽᬱ⩶ᮝಽᇥ⡍⦹အ ಽə௹⥥۵ᵲᝍᨱᕽၹĞႊ⨆ᮝಽ᮹݉໕ᨱݡ⧕⢽⩥⦽äᯕ݅.

Fig. 5ᨱᕽ ᅕ۵ၵ᪡ zᯕ ᱲᖁႊ⨆ ༉ູ✙¦_ƒÞß᪡ ၹĞႊ⨆

༉ູ✙¦_ƐÞß,ᱥ݉ಆªÞß᪡⃹ḱƕ ༉ࢱ⦹ᵲᯕa⧕ḥḡᱱ

ၵಽ ၲᨱᕽ ↽ݡsᮥ ӹ┡ԕ໑ bb᮹ ₉ᯕ۵ ᯩḡอ Ñญa

ມᨕḩᙹಾɪĊ⦹íqᗭ⦹۵Ğ⨆ᮥ᦭ᙹᯩ݅. ੱ⦽¦_ƒÞß۵

ᵝᨕḥḡᱱ᮹ᱲᖁႊ⨆ᮝಽ᯲ᬊ⦹۵༉ູ✙ಽ⦹ᵲ᯲ᬊᱱᵝ᭥

ᨱᕽ۵᧲᮹sᮝಽɪᗮ⯩qᗭ⦹݅⦹ᵲᱱᨱᕽ᧞27m ਉᨕḥ

ḡᱱᨱᕽÑ᮹0᮹sᮝಽᙹಕ⦹ᩡ݅.¦_ƐÞßᮡᵝᨕḥḡᱱᨱᕽ

ᵲᝍᨱݡ⦽ႊ⨆ᮝಽ᯲ᬊ⦹۵ၹĞႊ⨆༉ູ✙ಽ⦹ᵲᮥၼ۵

ḡᱱᨱᕽɪᗮ⯩qᗭ⦹ᩍ᧞10m ਉᨕḥḡᱱᇡ░۵ᮭ᮹sᮝಽ

᯲ᬊ⦹ᩡ݅. ᱥ݉ಆªÞß۵⦹ᵲᰍ⦹ᱱᮝಽᇡ░Ñญaມᨕḩᙹ

ಾɪᗮ⯩qᗭ⦹ᩍ᧞23m ḡᱱᨱᕽ0᮹sᨱᙹಕ⦹ᩡŁ, ⃹ḱ

ƕÞß۵ Fig. 5(d)ᨱᕽ ᅕ۵ ၵ᪡ zᯕ ᵲᦺ ᇡᇥᯕ aᰆ ⓍŁ

iᙹಾᱱᱱ᯲ᦥᲙ⦹ᵲᰍ⦹ᱱᨱᕽ᧞34m ਉᨕḥḡᱱᨱᕽ

0ᨱ aʭᬕ sᨱ ᙹಕ⦹ᩡ݅.

ྕ⦽❱ᨱḲᵲ⦹ᵲᯕ᯲ᬊ⦹۵Ğᬑ, əᩢ⨆ၹĞᯕ᧞Ñ¥ಽ

᦭ಅᲙ ᯩᮝအಽ ᯕෝ ⪶ᯙ⦹໕ ݅ᮭŝ z݅.

ƒ^Ð

á ćÎÏÞÎ à ×íÏÖÒ^Ïß

¥ áö^Ñ ^ć^ć^Ɖ^á^ƀ ö^Ñ ^ć^ć^{ÏíÕÒÖ Z Î×}^{Òí×ÕÓ Z Î×}^Î×^Ó ^{á ÕíÓÓ ÞƋß}

ᩍʑᕽ, á Ñ¥ á ÐÒƋಽ aᱶ⦹໕,

Ɖ_ƀá ÞÏí× Z Î×^ÔßÞÞÐÒ â×íÐßîÞÏ Z ÐÒßß^Ïá Òí×ÕÓ Z Î×^Ó§îƋ^Ð

Ñ¥sᯕÐÑíÓÑƋᯕအಽ⃹ḱᮥ⡍⧉⦽༉ु⧕ᕾđŝsᯕÑ¥

ᯕԕᨱᕽ ᄡ⪵ࢉᮥ ⪶ᯙ⧁ ᙹ ᯩ݅.

Fig. 6ᮡ┥ᖒ⠪❱⧕ᕾჶᨱ᮹⦽༉ູ✙(¦ƐÞßì ¦_ƒÞß),ᱥ݉ಆ (_ª_Þß)ၰ⃹ḱ(ƕÞß)ᨱݡ⦹ᩍ⧕ᕾᄡᙹᯙḡḡᦵၹ⊖᮹ࢱ̹, ƒ᪡ ḡၹၹಆĥᙹ, Ɖ×íÐᨱ ݡ⦽ ᩢ⨆ᮥ ӹ┡ԕŁ ᯩ݅. ᩍʑᕽ,

(7)

(a) Effect of _ƒ on _¦_{Ɛ Þß} (b) Effect of _ƒ on _¦_ƒÞß (c) Effect of _ƒ on _ª_Þß

(d) Effect of _ƒ on _ƕ_Þß (e) Effect of _Ɖ_×íÐ on _¦_{Ɛ Þß} (f) Effect of _Ɖ_×íÐ on _¦_ƒÞß

(g) Effect of Ɖ_×íÐ on ª_Þß (h) Effect of Ɖ_×íÐ on ƕ_Þß

Fig. 6. Effects of _ƒ and _Ɖ_×íÐ on Moment, Shear Force, and Deflection

Fig. 7. Critical Sections for Shear and Moment

༉ູ✙۵ ั૾᮹ḢĞ,Ƃa1.0mᯙĞᬑಽ, ᵲᦺᨱᕽƂîÏ á ×íÒƋ ਉᨕḥ༉ູ✙ᨱݡ⦽ᯥĥ݉໕(critical section)᮹sᯕŁ, ᱥ݉ಆ

ᮡƂîÏ âƒ ᯙᱥ݉ಆᨱݡ⦽ᯥĥ݉໕(critical section)᮹sᯕ݅

(Fig. 7 ₙ᳑).

¦ƐÞß᪡¦ƒÞßᮡs᮹ჵ᭥a݅ෝᐱࢱ̹a᷾a⧉ᨱ঑௝

᷾a⡎ᯕqᗭ⦹۵ᅝಾłᖁᱢᮝಽ᷾a⦹۵Ğ⨆ᮥӹ┡ԕŁᯩ

݅. ᱥ݉ಆªÞß۵ᦵၹ᮹ࢱ̹a᷾a⧉ᨱ঑௝qᗭ⡎ᯕᱢᨕḡ۵

᪅༊łᖁᱢᮝಽqᗭ⦹Łᯩᮝ໑, ⃹ḱƕࠥ᪅༊łᖁᱢᮝಽqᗭ

⦹Łᯩ݅. ᷪ, ᦵၹ᮹ࢱ̹a᷾a⧁ᙹಾ༉ູ✙۵᷾a⦹Łᱥ݉ಆ ŝ ⃹ḱᮡ Ⓧí qᗭ⦹Ł ᯩ݅.

⦽⠙, ḡၹၹಆĥᙹᨱݡ⧕ᕽ۵¦ƐÞß᪡¦ƒÞßᮡḡၹၹಆĥᙹ a᷾a⧁ᙹಾqᗭ⡎ᯕ᯲ᦥḡ۵᪅༊łᖁᱢᮝಽqᗭ⦹۵Ğ⨆

ᮥᅕᯕŁᯩ݅. ᱥ݉ಆ᮹Ğᬑ۵ᖁ⩶ᨱaʾíʑᬙʑaԏí

qᗭ⦹Łᯩᮝ໑, ⃹ḱ᮹Ğᬑ۵᪅༊łᖁᱢᮝಽqᗭ⦹۵Ğ⨆ᮥ

ӹ┡ԕŁᯩ݅. ᷪ, ḡၹvᖒᯕ᷾a⧁ᙹಾ༉ູ✙, ᱥ݉ಆ, ⃹ḱᯕ

qᗭ⦹Łᯩ݅. ᯕ్⦽Ğ⨆ᮡᦵၹ᮹ࢱ̹aࢱ̝ᬭḡŁ, ḡၹၹಆ

ĥᙹaqᗭ⧁ᙹಾ⦹ᇡḡၹ᮹ၹಆᯕմᮡ໕ᱢᨱŁ෕íᇥ⡍⦹

ʑ ভྙᯕ݅.

(8)

3.2 ଀෴׆ొැজଡ଍෉݊ԧକตඒ 3.2.1 ݊ԧକตඒրઽේ࣡৤

┥ᖒ⠪❱⧕ᕾᮡᝅྕᨱᕽᔍᬊ⦹ʑ᭥⧕ᕽ۵ๅᬑᅖᰂ⦽³⧉ ᙹ᪡³᮹ၙᇥ⧉ᙹ, ³⧉ᙹෝǍᖒ⦹Łᯩ۵«⧉ᙹ᪡«᮹ၙᇥ⧉

ᙹ ॒ᮥ ĥᔑ⧕᧝ ⦹۵ ॒ ๅᬑ ᅖᰂ⦽ ŝᱶᮥ Ñℱ᧝ ⦹Ł ə

ŝᱶᗮᨱᕽĥᔑs᮹ᱶ⪶ᖒᮥݕᅕ⦹Ñӹ⪶ᯙ⦹ʑaᨕಅᬕ݉ᱱ

ᮥaḡŁᯩ݅. ঑௝ᕽᅕ☖᮹ʑᚁᯱaእƱᱢe⠙⦹íᔍᬊ⧁

ᙹᯩ۵ᮁ⦽Ⓧʑ᮹ᬱ⩶ʑⅩ⧕ᕾ᜾(Beyer ᜾)ᮥᔍᬊ⦹ᩍᯥĥ݉

໕(critical section)ᨱᕽ༉ູ✙᪡ᱥ݉ಆᮥᗱᛞíĥᔑ⧁ᙹᯩ۵

ႊჶᮥ₟Łᯱ⦽݅. ᯕෝ᭥⧕ᕽ۵ᯥĥ݉໕(critical section)ᨱᕽ

┥ᖒ⠪❱⧕ᕾŝᬱ⩶ʑⅩ⧕ᕾᨱᕽ᮹༉ູ✙᪡ᱥ݉ಆ᮹sᯕᯝ⊹⦹

ࠥಾ ᬱ⩶ʑⅩ᮹ ॒aᮁ⬉⡎(ၹĞ)(ƀ_ƃ)ᮥ đᱶ⦹۵ äᯕ ⦥᫵⦹݅.

ᬱ⩶ʑⅩ⧕ᕾ(Beyer᜾)ᮡᮁ⦽⦽⡎ᮥw۵ᩑḢ⦹ᵲᯕᮁ⦽⦽

ᬱ⩶ᱥ໕ʑⅩᨱ᯲ᬊ⧁ভḡၹၹಆᯕ॒ᇥ⡍ಽ᯲ᬊ⦽݅۵aᱶ

⦹ᨱᕽ༉ູ✙᪡ᱥ݉ಆᮥĥᔑ⦽݅. ঑௝ᕽ┥ᖒ⠪❱⧕ᕾᮥ☖⧕

ĥᔑࡽᯥĥ݉໕(critical section)ᨱᕽ᮹༉ູ✙᪡ᱥ݉ಆ᮹sᯕ॒

aᮁ⬉ၹĞ(ƀƃ)ෝw۵ᬱ⩶ʑⅩ⧕ᕾᨱ᮹sॅŝzࠥಾ⧕᧝⦽݅.

ᬱ⩶ʑⅩ⧕ᕾ᮹ Ğᬑᨱ۵ ┥ᖒ⠪❱⧕ᕾŝ ݍญ ʑⅩ᮹ ⡎ᯕ

ᮁ⦽⦹Ł ั૾(⪚ᮡ ʑࣆ)᮹ Ⓧʑ, ᷪ ḢĞᮥ Łಅ⦹ʑ ভྙᨱ

ຝᱡᯥĥ݉໕(critical section)ᮥ⪶ᯙ⦹Łə݉໕ᨱᕽ᮹༉ູ✙

᪡ᱥ݉ಆ᮹sᮥŁಅ⧕᧝⦽݅. ᷪ, ┥ᖒ⠪❱⧕ᕾᨱᕽ۵ྕ⦽⦽

❱ᨱḲᵲ⦹ᵲᯕ᯲ᬊ⦽݅Łaᱶ⦹ḡอ, ᮁ⦽⦽ᬱ⩶ʑⅩ⧕ᕾᨱ ᕽ۵ั૾(⪚ᮡʑࣆ)᮹⦹ᵲᯕᮁ⦽⡎ᮥw۵ᇥ⡍⦹ᵲᮝಽ᯲ᬊ⦹

ʑ ভྙᯕ݅.

Fig. 7ᮡᬱ⩶ʑⅩᖅĥᨱᕽ༉ູ✙᪡ᱥ݉ಆ᮹ᯥĥ݉໕(critical section)ᮥӹ┡ԙäᮝಽ༉ູ✙᮹Ğᬑ⦹ᵲᵲᝍᨱᕽƂîÏ Ñญᯙ

ั૾᮹⢽໕݉໕ᯕŁ, ᱥ݉ಆ᮹Ğᬑั૾᮹⢽໕ᨱᕽ45°ಽԕಅ ᪉ ḡᱱᮝಽ ⦹ᵲ ᵲᝍᨱᕽƂîÏ âƒอⓝ ਉᨕḥ ݉໕ᯕ݅.

ᬱ⩶ʑⅩ᮹॒aᮁ⬉⡎(ၹĞ)ᨱᩢ⨆ᮥၙ⊹۵᫵ᗭಽ۵ຝᱡ

┥ᖒ⠪❱⧕ᕾᨱᕽᩢ⨆ᮥၙⅅ޹ᦵၹ⊖᮹ࢱ̹, ƒ᪡ḡၹၹಆĥ ᙹ, Ɖ×íÐ॒᮹ᩢ⨆ᮥŁಅ⦽ᮁ⬉vᖒၹĞ,¥ŝᬱ⩶ʑⅩ⧕ᕾᨱᕽ

ั૾⪚ᮡʑࣆ᮹ᮁ⦽⦽⡎ᮥw۵⦹ᵲᮝಽᯙ⦽ั૾᮹Ⓧʑ(Ḣ Ğ), Ƃaᯩ݅. ঑௝ᕽั૾᮹ḢĞ, Ƃࠥᮁ⬉ၹĞƀƃᨱᩢ⨆ᮥ

ၙ⊹۵ ᄡᙹಽ Łಅ⦹ᩍ 0.8~1.4m᮹ ჵ᭥ ԕᨱᕽ ั૾ Ⓧʑ᮹

ᩢ⨆ᨱ ݡ⧕ ⧕ᕾ⦹ᩡ݅.

⦽⠙, ┥ᖒ⠪❱⧕ᕾᨱᕽđᱶࡹ۵༉ູ✙۵ᱲᖁ༉ູ✙(¦_ƒ)᪡

ၹĞ༉ູ✙(¦Ɛ)a ᯩᮝӹ ᱲᖁ༉ູ✙(¦ƒ)a ᯥĥ݉໕(critical section)ᨱᕽ⧎ᔢ⍅ᯕႊ⨆ᮝಽᦵၹ⊖ᱡ໕ᨱᕽ↽ݡᵝ᮲ಆᮥ

ӹ┡ԕŁᯩᨕ↽ݡᯙᰆ᮲ಆᨱ᮹⦽⮉❭ƕᩍᇡෝ❱݉⦹۵ߑ

ᔍᬊࡽ݅. ঑௝ᕽᱲᖁ༉ູ✙(¦_ƒ)ෝʑᵡᮝಽຝᱡ॒aᮁ⬉ၹĞ (_ƀ_ƃ)ᮥđᱶ⦹Łᯕෝၵ┶ᮝಽᱥ݉ಆ(ª)ᨱݡ⧕ᔢššĥෝ

ᇥᕾ⦹ᩡ݅.

3.2.2 ࡦࡖൈ઩۩෉݊ԧକตඒଭէ୨

ᬱ⩶ʑⅩ⧕ᕾ᜾ᯙBeyer᜾ᨱᕽ¦_ƒෝĥᔑ⦹۵᜾ᮡᦿᕽᗭ}

⦽ ၵ᪡ zᯕŇ᮹ Ⓧʑᨱ ঑௝ 2}(Eqs. (7(b)) and (8(b)))a

ᯩ݅. ᯕ⧕ෝ ࠶ʑ ᭥⧕ ᩍʑᨱ ݅᜽ ᱢᮝ໕ ݅ᮭŝ z݅.

Ň ; Îᯝ ভ,

¦_ƒÞßá ćƏſÎÓ^ÏãƉ_Îà ÞÎ âÐłß âÞÎ âÐłßŋ_Îä (7(b))

Ň < Îᯝ ভ,

¦ƒÞßá ćƏſÎÓ^ÏãƉ_Îà ÞÎ âÐłß âÞÎ âÐłßŋ_Î (8(b)) âÏÞÎ à łßĸ^ÏŋÑâÑÞÎ âłßĸ^ÏŋÐä

ᩍʑᕽ,

Ň á ćſƐ, _{ĸ á ćſ}^ƀ, _ŋ_Îá Î à Ň^Ï, _ŋ_Ðá _ƃŇ, _ŋ_Ñ_{á ć} ŇÎ àÎ^Ï Ɖ_Îá ÏÞÎ àłß âÞÎ âÐłßĸ^Ïà ÑÞÎ âłßĸ^Ï_ƃĸ

ᅙ ᩑǍᨱᕽ á☁⦹Łᯱ ⦹۵ ḡᱱƐᮡ ʑࣆ Ҿ ḡᱱᯕအಽ

ʑࣆ᮹ၹḡ෥ſ᪡Ɛᯕ࠺ᯝ⦽ḡᱱᯕࡽ݅. ঑௝ᕽ_{Ň á ćſ}Ɛ áÎᯕ

ࡹŁ, Ňa 1ᯕအಽŋ_Î, _ŋ_Ð, _ŋ_Ñ۵ ༉ࢱ 0ᯕ ࡹ໑, Eqs. (7(b)) and (8(b))۵ ݅ᮭŝ zᮡ eఖ᜾ᯕ ࡽ݅.

¦ƒÞßá ćƏſÎÓ^ÏãƉ_Îà ÞÎ âÐłßä (10)

݅ᮭ݉ĥಽ, ┥ᖒ⠪❱⧕ᕾᮝಽđᱶࡽ¦ƒÞß᪡Eq. (10)ᮥᔍ ᬊ⦹ᩍ Ǎ⦽¦_ƒÞßa zᮡ sᯕ ࡹࠥಾ॒aᮁ⬉⡎(ၹĞ) ƀ_ƃෝ

đᱶ⦹Ł, ᦵၹ᮹ࢱ̹᪡ḡၹၹಆĥᙹᨱ঑ෙᮁ⬉vᖒၹĞ, ¥ᨱ

ݡ⦹ᩍĥᔑ⦽đŝෝTable 2᪡Fig. 8ᨱั૾᮹ḢĞ, Ƃᨱ঑௝

ӹ┡ԙäᯕ݅. əฝᨱᕽᅕ۵ၵ᪡zᯕ॒aᮁ⬉ၹĞ,ƀƃ۵ᮁ⬉v ᖒၹĞ,¥ᨱᖁ⩶ᱢᮝಽእಡ⦹ŁᯩŁ, ั૾᮹Ⓧʑ,Ƃ ᨱ঑௝ᕽ۵

ⓑ₉ᯕෝӹ┡ԕḡᦫŁᯩ۵ߑ, ᯕ۵ั૾᮹ḢĞᯕᬱ⩶ʑⅩ᮹

ᮁ⬉⡎ᨱ እ⧕ ᯲ʑ ভྙᮝಽ ❱݉ࡽ݅.

Fig. 9۵ᮁ⬉vᖒၹĞ¥ᨱݡ⦽ƀƃsᮥᖁ⩶⫭ȡᇥᕾ⦽đŝෝ

ӹ┡ԙäᮝಽđᱶĥᙹ«^Ïa0.9995ಽᔢšᖒᯕๅᬑ׳íӹ┡

ԍ݅. ॒aᮁ⬉ၹĞ, ƀƃ᮹ᮁ⬉vᖒၹĞ,¥ᨱݡ⦽šĥ᜾ᮡ݅ᮭŝ

z݅.

ƀ_ƃá ÎíÕ¥ (11)

(9)

Table 2._¥ and _ƀ_ƃ with Different Diameter of Pile

(a) In case of Ƃ á ×íÕƋ Ɖ_×íÐ

ÞÎ×^Ô§îƋ^Ðß ƒ ÞƋß ¥

ÞƋß ƀ_ƃ ÞƋß

Ý¦_{ƒÞì ƀ}_ƃß

ÞƉ§ Ƌß

¦_ƒÞß

ÞƉ§ Ƌß ć¦_ƒÞß

¦_{ƒ Þìƀ}_ƃ_ß

1.0

2.0 9.06 16.32 2,240 2,241 1.00 3.0 12.28 22.33 2,444 2,451 1.00 4.0 15.24 27.37 2,588 2,587 1.00 5.0 18.01 32.64 2,700 2,705 1.00

2.0

2.0 7.62 13.69 2,124 2,123 1.00 3.0 10.33 18.45 2,328 2,323 1.00 4.0 12.81 22.94 2,472 2,468 1.00 5.0 15.15 27.37 2,584 2,587 1.00

3.0

2.0 6.88 12.30 2,056 2,051 1.00 3.0 9.33 16.98 2,260 2,267 1.00 4.0 11.58 20.70 2,404 2,400 1.00 5.0 13.69 24.96 2,516 2,525 1.00

4.0

2.0 6.41 11.47 2,008 2,005 1.00 3.0 8.68 15.72 2,212 2,215 1.00 4.0 10.77 19.29 2,356 2,352 1.00 5.0 12.74 22.94 2,468 2,468 1.00

(b) In case of Ƃ á Îí×Ƌ Ɖ_×íÐ

ÞƋß ƀ_ƃ ÞƋß

Ý¦_{ƒ Þì ƀ}_ƃ_ß ÞƉ§ Ƌß

¦_ƒÞß

¦_ƒÞìƀ_ƃ_ß

1.0

2.0 9.06 16.33 2,091 2,091 1.00 3.0 12.28 22.10 2,294 2,294 1.00 4.0 15.24 27.20 2,439 2,433 1.00 5.0 18.01 32.15 2,551 2,545 1.00

2.0

2.0 7.62 13.61 1,974 1,969 1.00 3.0 10.33 18.62 2,178 2,179 1.00 4.0 12.81 23.06 2,323 2,323 1.00 5.0 15.15 27.20 2,435 2,433 1.00

3.0

2.0 6.88 12.34 1,907 1,904 1.00 3.0 9.33 16.84 2,110 2,112 1.00 4.0 11.58 20.80 2,255 2,254 1.00 5.0 13.69 24.67 2,367 2,368 1.00

4.0

2.0 6.41 11.54 1,858 1,859 1.00 3.0 8.68 15.61 2,062 2,061 1.00 4.0 10.77 19.29 2,207 2,203 1.00 5.0 12.74 23.06 2,319 2,323 1.00

(c) In case of _{Ƃ á ÎíÏƋ} Ɖ_×íÐ

ÞƋß ƀ_ƃ ÞƋß

Ý¦_{ƒÞì ƀ}_ƃ_ß ÞƉ§ Ƌß

¦_ƒÞß

¦_{ƒ Þìƀ}_ƃ_ß

1.0

2.0 9.06 16.33 1,968 1,969 1.00 3.0 12.28 21.95 2,172 2,168 1.00 4.0 15.24 27.68 2,317 2,323 1.00 5.0 18.01 32.64 2,429 2,433 1.00

2.0

2.0 7.62 13.70 1,852 1,852 1.00 3.0 10.33 18.46 2,056 2,051 1.00 4.0 12.81 23.15 2,201 2,203 1.00 5.0 15.15 27.09 2,313 2,308 1.00

3.0

2.0 6.88 12.37 1,785 1,784 1.00 3.0 9.33 16.76 1,988 1,987 1.00 4.0 11.58 20.87 2,133 2,134 1.00 5.0 13.69 24.48 2,245 2,241 1.00

4.0

2.0 6.41 11.48 1,736 1,734 1.00 3.0 8.68 15.53 1,940 1,936 1.00 4.0 10.77 19.30 2,084 2,081 1.00 5.0 12.74 22.74 2,197 2,191 1.00

(d) In case of _{Ƃ á ÎíÑƋ} Ɖ_×íÐ

ÞƋß ƀ_ƃ ÞƋß

Ý¦_{ƒÞì ƀ}_ƃ_ß ÞƉ§ Ƌß

¦_ƒÞß

¦_ƒÞìƀ_ƃ_ß

1.0

2.0 9.06 16.33 1,865 1,866 1.00 3.0 12.28 22.18 2,069 2,071 1.00 4.0 15.24 27.51 2,213 2,215 1.00 5.0 18.01 32.29 2,325 2,323 1.00

2.0

2.0 7.62 13.64 1,749 1,746 1.00 3.0 10.33 18.58 1,953 1,952 1.00 4.0 12.81 23.21 2,097 2,102 1.00 5.0 15.15 27.51 2,209 2,215 1.00

3.0

2.0 6.88 12.40 1,681 1,682 1.00 3.0 9.33 16.70 1,885 1,881 1.00 4.0 11.58 20.93 2,029 2,032 1.00 5.0 13.69 24.76 2,141 2,145 1.00

4.0

2.0 6.41 11.53 1,633 1,633 1.00 3.0 8.68 15.65 1,837 1,838 1.00 4.0 10.77 19.30 1,981 1,978 1.00 5.0 12.74 22.86 2,093 2,091 1.00 Ý¦_{ƒ Þìƀ}_ƃ_ß using Eq. (12).

(10)

Fig. 8. Relationship of _ƀ_ƃà ¥ with Different _Ƃ Fig. 9. Regression Analysis Result of _ƀ_ƃà ¥

Eq. (11)ᮥ ᔍᬊ⦹ᩍ ĥᔑࡽ ॒aᮁ⬉⡎(ၹĞ), ƀ_ƃෝ ᔍᬊ⦽

ᬱ⩶ʑⅩ⧕ᕾᮥ☖⦽ᱲᖁ༉ູ✙¦ƒÞì ƀƃß۵Eq. (12)᪡zᮝ໑

əsᮥ┥ᖒ⠪❱⧕ᕾᮥ☖⦽¦_ƒÞß᪡እƱ⦹ᩍᅕ໕Table 2ᨱ

ᅕᯙ ၵ᪡ zᯕ Ñ᮹ ₉ᯕa ᨧᯕ ๅᬑ ᯹ ᯝ⊹⦽݅.

¦_{ƒÞì ƀ}_ƃßá ćƏƂÓÑ^ÏãƉ_Îà ÞÎ âÐłßä (12)

ᩍʑᕽ, _{Ə á ć} ņƀ_ƃ^Ï

3.2.3 ୢۚߚ઩۩෉ঃււծ

॒aᮁ⬉ၹĞƀ_ƃ۵┥ᖒ⠪❱⧕ᕾᨱᕽ᮹ᱲᖁ༉ູ✙, ¦_ƒÞßa

ᬱ⩶ʑⅩ⧕ᕾᨱᕽs, ¦ƒÞßŝ࠺ᯝ⦹ࠥಾđᱶࡹᨩŁ, ┥ᖒ⠪❱

⧕ᕾᨱᕽ⦹ᵲᰍ⦹ḡᱱᇡɝᨱḲᵲࡹᨕᇥ⡍ࡹ۵ၹಆŝᬱ⩶ʑ

Ⅹ⧕ᕾᨱᕽaᱶ⦹۵॒ᇥ⡍ၹಆᯕᕽಽ݅෕ʑভྙᨱࢱ⧕ᕾᨱ ᕽ᮹ ᱥ݉ಆ, ª sॅᨱ ݡ⦽ ᔢššĥ᮹ á☁a ⦥᫵⦹݅.

ᬱ⩶ʑⅩ⧕ᕾᨱᕽᱥ݉ಆªÞßෝǍ⦹۵Beyer᜾ᮥ݅᜽ᱢᮝ ໕ ݅ᮭŝ z݅(Eq. (8(c)).

ªƐÞßá ćÏƏſÞ^ć^ĸ^Ň^Ï^{à Ň}ß ^(8(c))

ᯕ ᜾ᨱŇ᪡ĸෝ ݡ᯦⦹ᩍ ᱶญ⦹໕ ݅ᮭŝ z݅.

ª_ƐÞßá ćÏƏ ſ Ė

Ę ćÞÞ^ć^ćſƀſƐßß^Ï

à ćſƐ ę

ě

á (13)

ćÏƏ ſÞ^ćſƐƀ^Ï

à ćſƐß^{á ćÏ}^ƏÞ^ćƀƐ^Ïà Ɛß^{á ć}ƏƀÏƐ^ÏÞ^{Î à ć}^ƀ^Ɛ^Ï^Ïß

Table 3ᮡ॒aᮁ⬉ၹĞ,ƀ_ƃෝᔍᬊ⦽ᬱ⩶ʑⅩ⧕ᕾᨱᕽ᮹ᱥ݉

ಆª_Þìƀ_ƃ_ß᪡┥ᖒ⠪❱⧕ᕾᨱᕽ᮹ªÞßෝ⧕ᕾᄡᙹᯙᦵၹ⊖᮹ࢱ

̹, ḡၹၹಆĥᙹ, ั૾᮹ḢĞᨱݡ⧕እƱ⦽äᯕ݅. ⢽ᨱᕽᅕ۵ ၵ᪡zᯕᱥ݉ಆ᮹ᯥĥ݉໕(critical section)ᨱᕽᬱ⩶ʑⅩ⧕ᕾ ᨱᕽ᮹ᱥ݉ಆ,ªÞì ƀƃß᪡┥ᖒ⠪❱⧕ᕾᨱᕽ᮹ᱥ݉ಆ, ªÞß۵እ᜘

⦽sᮥӹ┡ԕŁᯩᮝ໑ª_Þìƀ_ƃ_ßaḡၹvᖒᨱ঑௝2~4%ᱶࠥ

׳íӹ┡ԉᮥ⪶ᯙ⧁ᙹᯩ݅. ঑௝ᕽ, ᱥ݉ಆᮥĥᔑ⧁ভᬱ⩶ʑ

Ⅹ⧕ᕾᨱᕽ᮹ᱥ݉ಆĥᔑ᜾ᮥ॒aᮁ⬉ၹĞ,ƀƃෝəݡಽᔍᬊ⧁

ᙹ ᯩᮝ໑, ĥᔑ᜾ᮡ ᦥ௹᪡ z݅.

ªÞì ƀ_ƃßá ćÏƐ ƏƀƃÏ

Þ^{Î à ć}^ƀ^Ɛ^ƃ^Ï^Ïß ⁽¹⁴⁾

ᩍʑᕽ, _{Ɛ á ćÏ}Ƃ âƒ Þſƒ ƁƐƇƒƇƁſƊ ƒƇƍƌß

3.3 ݊ԧକตඒଡଲ૳෉଀෴׆ొැজր୨

ྕ⦽⡎ᮥw۵⊖ᔢᦵၹᨱั૾ʑⅩಽᇡ░ᩑḢ⦹ᵲᯕ᯲ᬊ⧁

Ğᬑ, ᱽᦩࡽ॒aᮁ⬉⡎ᮥᯕᬊ⦽ᬱ⩶ʑⅩ⧕ᕾჶ᮹⊖ᔢᦵၹ

⧕ᕾ ŝᱶᮡ ݅ᮭŝ z݅.

ⴗ ⮉vࠥ(flexural rigidity), ĥᔑ(Eq. (1)).

ƒ^Ð (1)

(11)

Table 3. Comparison of Shear Forces, _ª

(a) In case of Ɖ_×íÐá Îí×ZÎ×^Ô ƒ

ÞƋß Ƃ

ÞƋß

ÝªÞìƀƃß

ÞƉ§îƋß

ªÞß

ÞƉ§îƋß ćª_Þß ª_Þìƀ_ƃ_ß

2.0

0.8 421.7 415.0 1.02 1.0 404.1 397.3 1.02 1.2 387.8 380.9 1.02 1.4 372.6 365.6 1.02

3.0

0.8 297.1 292.1 1.02 1.0 288.2 283.7 1.02 1.2 279.7 274.8 1.02 1.4 271.8 266.5 1.02

4.0

0.8 229.1 225.0 1.02 1.0 223.7 219.4 1.02 1.2 218.6 214.1 1.02 1.4 213.6 209.6 1.02

5.0

0.8 186.3 182.8 1.02 1.0 182.7 178.9 1.02 1.2 179.2 175.7 1.02 1.4 175.9 172.1 1.02

(b) In case of Ɖ_×íÐá Ïí×ZÎ×^Ô ƒ

ÞƋß Ƃ

ÞƋß

ÝªÞìƀƃß

ÞƉ§îƋß

ªÞß

2.0

0.8 417.8 409.3 1.02 1.0 400.0 390.7 1.02 1.2 383.6 374.6 1.02 1.4 368.3 358.6 1.03

3.0

0.8 294.1 287.5 1.02 1.0 285.1 277.9 1.03 1.2 276.6 269.6 1.03 1.4 268.5 261.0 1.03

4.0

0.8 226.6 220.9 1.03 1.0 221.1 215.5 1.03 1.2 215.9 210.4 1.03 1.4 211.0 204.9 1.03

5.0

0.8 184.1 179.4 1.03 1.0 180.4 175.6 1.03 1.2 176.9 172.0 1.03 1.4 173.6 168.4 1.03

(c) In case of _Ɖ_×íÐá Ðí×ZÎ×^Ô ƒ

ÞƋß Ƃ

ÞƋß

Ýª_Þìƀ_ƃ_ß ÞƉ§îƋß

ª_Þß

2.0

0.8 414.9 404.4 1.03 1.0 397.0 386.4 1.03 1.2 380.4 368.7 1.03 1.4 365.0 353.2 1.03

3.0

0.8 291.8 283.6 1.03 1.0 282.7 274.1 1.03 1.2 274.2 265.9 1.03 1.4 266.0 257.4 1.03

4.0

0.8 224.6 218.1 1.03 1.0 219.2 212.1 1.03 1.2 213.9 206.9 1.03 1.4 208.9 201.9 1.03

5.0

0.8 182.4 176.3 1.03 1.0 178.7 172.9 1.03 1.2 175.2 169.2 1.04 1.4 171.8 165.5 1.04

(d) In case of _Ɖ_×íÐá Ñí×ZÎ×^Ô ƒ

ÞƋß Ƃ

ÞƋß

Ýª_Þìƀ_ƃ_ß ÞƉ§îƋß

ª_Þß

2.0

0.8 412.4 400.3 1.03 1.0 394.4 381.5 1.03 1.2 377.7 364.9 1.03 1.4 362.1 348.7 1.04

3.0

0.8 289.9 280.7 1.03 1.0 280.8 271.2 1.04 1.2 272.1 262.2 1.04 1.4 263.9 254.2 1.04

4.0

0.8 223.0 215.4 1.04 1.0 217.5 209.8 1.04 1.2 212.2 204.4 1.04 1.4 207.2 199.2 1.04

5.0

0.8 180.9 174.1 1.04 1.0 177.3 170.5 1.04 1.2 173.7 167.0 1.04 1.4 170.3 163.2 1.04 ÝªÞìƀƃ ß using Eq. (14).