Aw Chapper 1 - KMUTT · 2009. 6. 26. · Stabilized Low Swelling Clay This research studied the...

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Transcript of Aw Chapper 1 - KMUTT · 2009. 6. 26. · Stabilized Low Swelling Clay This research studied the...

  • «“√ “√«‘®—¬·≈–æ—≤π“ ¡®∏. ªï∑’Ë 32 ©∫—∫∑’Ë 1 ¡°√“§¡-¡’π“§¡ 2552 115

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    µ—«·ª√ª√– ‘∑∏‘¿“æ°“√·∑π∑’Ë´’‡¡πµå¥â«¬‡∂â“™’«¡«≈„π¥‘π‡À𒬫∫«¡µ—«µË”º ¡´’‡¡πµå

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  • «“√ “√«‘®—¬·≈–æ—≤π“ ¡®∏. ªï∑’Ë 32 ©∫—∫∑’Ë 1 ¡°√“§¡-¡’π“§¡ 2552116

    Weeraya Chim-oye 1

    Thammasart University, (Rangsit Center), Khong Luang, Pathum Thanee 12120.

    and Runglawan Rachan 2

    Mahanakorn University, Nong Chok, Bangkok 10530.

    1 Associate Professor, Department of Civil Engineering, Faculty of Engineering.2 Lecturer, Department of Civil Engineering, Faculty of Engineering.

    The Replacing Efficiency Factor of Biomass Ash for CementStabilized Low Swelling Clay

    This research studied the soil improvement with the concepts of chemical ground improvement

    technique on soft clay. The main objective of this study was to present the possibility of utilizing biomass

    ash to partially replace Type I Portland cement for stabilization of a low swelling clay. The kaolinitic soil

    and soft Bangkok clay in this study are represented the low swelling clay. Type I Portland cement was used

    as a main stabilizer and biomass ash was partially replaced with 10-40 % by weight of cement. The

    compressive strengths were investigated through unconfined compression test. For this experimental

    result, strength of the stabilized clay, the 20% biomass ash replacement produces the highest strength

    between 14 – 60 days of curing. It is found that the prime parameter controlling the strength of cement-

    biomass ash stabilized clay is the clay-water/blended cement ratio, wc/C*. The binder content of the blended

    cement, C* is the summation of the input of cement, Ci and the equivalent cement, Ce. The Ce is determined

    based on the concept of an efficiency factor (k), which is adopted as a measure of the relative performance

    of supplementary cementing material compared with Type I Portland cement. The Ce is equivalent to k.F

    where F is biomass ash content and k is efficiency factor. From the analysis, the value of k is dependent

    upon the replacement ratio and curing time, and irrespective of binder content and water content. A

    phenomenological model for assessing the strength development is introduced and verified. It can possibly

    be applied as a simple and rational tool for predicting the other blended cement stabilized low swelling

    clays.

    Abstract

    Received 6 October 2008 ; accepted 22 January 2009

  • «“√ “√«‘®—¬·≈–æ—≤π“ ¡®∏. ªï∑’Ë 32 ©∫—∫∑’Ë 1 ¡°√“§¡-¡’π“§¡ 2552 117

    1. ∫∑π”°“√ª√—∫ª√ÿߧÿ≥¿“楑π à«π„À≠à®–‡ªìπ°“√ª√—∫ª√ÿß

    §ÿ≥¿“æ¢Õߥ‘πÕàÕπ ´÷Ëß„πªí®®ÿ∫—π°“√ª√—∫ª√ÿߧÿ≥ ¡∫—µ‘∑“ß«‘»«°√√¡¢Õߥ‘πÕàÕπ¡’Õ¬ŸàÀ≈“¬«‘∏’ °“√ª√—∫ª√ÿߧÿ≥¿“æ¢Õߥ‘πÕàÕπ¥â«¬«— ¥ÿ‡™◊ËÕ¡ª√– “π (Binder/Cementing agents) À√◊Õ«‘∏’°“√º ¡≈÷° (Deep MixingMethod, DMM) ‡ªìπ‡∑§π‘§°“√ª√—∫ª√ÿߧÿ≥¿“楑π∑’ˉ¥â√—∫§«“¡π‘¬¡·≈–„™â°—πÕ¬à“ß·æ√àÀ≈“¬∑—Èß„π·≈–µà“ߪ√–‡∑» ‡π◊ËÕß®“°‡ªìπ«‘∏’∑’Ëßà“¬·≈–§ÿ≥ ¡∫—µ‘∑“ß«‘»«°√√¡¢Õߥ‘π∂Ÿ°ª√—∫ª√ÿß„À⥒¢÷Èπ‰¥â¿“¬„π√–¬–‡«≈“Õ—π —Èπ «— ¥ÿ‡™◊ËÕ¡ª√– “π∑’Ëπ‘¬¡„™â°—π§◊ÕªŸπ´’‡¡πµå‡π◊ËÕß®“°ªŸπ´’‡¡πµå‡ªìπ«— ¥ÿ∑’ËÀ“‰¥âßà“¬„πª√–‡∑» °“√ÕÕ°·∫∫ Cement column ®”‡ªìπµâÕß∑√“∫§ÿ≥ ¡∫—µ‘∑“ß«‘»«°√√¡¢Õß Cement column ‡™àπ‡¥’¬«°—∫°“√ÕÕ°·∫∫ß“π§Õπ°√’µ µâÕß√Ÿâ§ÿ≥ ¡∫—µ‘¢ÕߧÕπ°√’µ´÷Ë߉¥â®“°°“√ÕÕ°·∫∫ à«πº ¡ (Mix design) ‡π◊ËÕß®“°«— ¥ÿµà“ßÊ ∑’Ëπ”¡“º ¡§Õπ°√’µ “¡“√∂‡≈◊Õ°‰¥â ·µà«— ¥ÿ∑’Ë®–π”¡“∑” Cement column π—Èπ ‰¡à “¡“√∂‡≈◊Õ°‰¥â ‡æ√“–‡ªìπ°“√º ¡„π∑’Ë ·≈–¥‘π·µà≈–∑’Ë°Á¡’§ÿ≥ ¡∫—µ‘∑’Ë·µ°µà“ß°—πÕÕ°‰ª ¥—ßπ—Èπ®÷ßµâÕß¡’°“√∑” Trial mix °—∫∑ÿ°∑’Ë ‡æ◊ËÕ„À≥Ⱄ≈—ßµ“¡µâÕß°“√ ¥—ßπ—Èπ°“√‡≈◊Õ°„™â§ÿ≥ ¡∫—µ‘∑“ß«‘»«°√√¡¢Õß Cement column  ”À√—∫¥‘π‡À𒬫ÕàÕπ®÷߇ªìπ ‘Ëß∑’Ëπà“ π„® ·µàÕ¬à“߉√°Áµ“¡ °“√ª√—∫ª√ÿߥ‘π„πª√‘¡“µ√¡“°®”‡ªìπµâÕß„™âªŸπ´’‡¡πµå„πª√‘¡“≥ Ÿß ‡æ◊ËÕ‡ªìπ°“√≈¥µâπ∑ÿπ°“√°àÕ √â“ß ®”‡ªìπµâÕß≈¥ª√‘¡“≥ªŸπ´’‡¡πµå¥â«¬°“√·∑π∑’˥⫬«— ¥ÿªÕ´‚´≈“π∑’Ë¡’√“§“µË” °“√·∑π∑’˪Ÿπ´’‡¡πµå¥â«¬«— ¥ÿªÕ´‚´≈“π„πÕ—µ√“ à«π∑’ˇÀ¡“– ¡πÕ°®“°®–™à«¬‡æ‘Ë¡°”≈—ßÕ—¥·≈⫬—ߙ૬‡æ‘Ë¡§«“¡§ß∑π (Durability) „Àâ°—∫¥‘π´’‡¡πµå¥â«¬«— ¥ÿªÕ´‚´≈“π∑’ˇªìπ∑’ˬա√—∫„πß“π‚§√ß √â“ߢÕߪ√–‡∑»‰¥â·°à ‡∂â“≈Õ¬´÷Ë߇ªìπ«— ¥ÿ‡À≈◊Õ„™â ·µà∂â“¡’°“√π”«— ¥ÿ‡À≈◊Õ„™â∑’Ë¡’§ÿ≥ ¡∫—µ‘‡∑’¬∫‡∑à“°—∫ªŸπ´’‡¡πµå¡“™à«¬∑¥·∑πªŸπ´’‡¡πµå¥—ß°≈à“«°Á®–™à«¬≈¥ª√‘¡“≥°“√„™â∑√—欓°√∑’ˇÀ≈◊ÕÕ¬ŸàπâÕ¬‰¥âÕ’°«‘∏’Àπ÷Ëß πÕ°®“°°“√„™â‡∂â“≈Õ¬·≈–ªŸπ´’‡¡πµå‡æ◊ËÕ‡æ‘Ë¡°”≈—ß·≈–‡ ∂’¬√¿“æ¢Õߥ‘πÕàÕπ·≈⫬—ß “¡“√∂™à«¬„π°√–∫«π°“√∫”∫—¥¢Õ߇ ’¬Õ—πµ√“¬ ́ ÷Ëß°“√ª√—∫‡ ∂’¬√·≈–°“√∑”„À⇪ìπ°âÕπ·¢Á߇ªìπÕ’°«‘∏’„π°“√∫”∫—¥¢Õ߇ ’¬ ‚¥¬Õ“»—¬°“√¬÷¥‡™◊ËÕ¡ª√– “π∑”„Àâ¢Õß

    ‡ ’¬¬÷¥µ‘¥°—π‡ªìπ°âÕπ (Solidification) ‡æ◊ËÕªÑÕß°—π°“√√—Ë«‰À≈¢Õß “√Õ—πµ√“¬ Ÿà ‘Ëß·«¥≈âÕ¡ ¥—ßπ—Èπ°“√ª√—∫ª√ÿߥ‘π«‘∏’π’È®÷߇ªìπ«‘∏’∑’ˇÀ¡“– ¡∑—Èß„π¥â“πß∫ª√–¡“≥·≈– ‘Ëß·«¥≈âÕ¡ ®“°ªí≠À“·≈–‡Àµÿº≈¥—ß°≈à“«®÷߉¥â¡’°“√»÷°…“‡æ◊ËÕæ—≤π“°“√π”‡∂â“≈Õ¬‰ª„™âª√–‚¬™πå„πß“π¥‘π„Àâ¡“°¢÷Èπ ´÷Ëß®”‡ªìπµâÕß∑√“∫»—°¬¿“æ¢Õß«— ¥ÿ·∑π∑’Ë(‡∂â“≈Õ¬)

    ∑ÿ°Ê ªï∂à“πÀ‘π (Coal) ®”π«π¡“°∑’Ë∂Ÿ°‡º“‰À¡â‡æ◊ËÕ‡ªìπ‡™◊ÈÕ‡æ≈‘ß„Àâ°—∫‚√߉øøÑ“ (Electric power plant) Õ“∑‘‡™àπ ∑’Ë‚√߉øøÑ“·¡à‡¡“–´÷Ëß¡’°“√„™â∂à“πÀ‘πª√–¡“≥«—π≈–40,000 µ—π º≈º≈‘µæ≈Õ¬‰¥â®“°°“√‡º“∂à“πÀ‘π‡À≈à“π’È °Á§◊Õ‡∂â“≈Õ¬ (Fly ash) ∑’Ë¡“°∂÷ß«—π≈– 8,000 µ—π [1] ·≈–¬—ß¡’‡∂â“Õ’°ª√–‡¿∑Àπ÷Ëß´÷Ë߉¥â®“°°“√‡º“‰À¡â«—µ∂ÿ¥‘∫∑’ˉ¥â®“°∏√√¡™“µ‘´÷Ë߇√’¬°«à“ ‡∂â“™’«¡«≈ (Biomass ash) ÷́Ë߇∂ⓇÀ≈à“π’È®—¥‡ªìπ¢¬–∑’ˇÀ≈◊Õ„™â®“°°√–∫«π°“√º≈‘µ·≈–‰¥â √â“ߪí≠À“„π°“√À“«‘∏’∑”≈“¬ ·≈– àߺ≈°√–∑∫µàÕ ‘Ëß·«¥≈âÕ¡ ªí®®ÿ∫—π„πª√–‡∑»‰∑¬‰¥â¡’°“√π”‡∂â“≈Õ¬¡“„™â„πß“π§Õπ°√’µ¡“°¢÷Èπ ‡π◊ËÕß®“°§ÿ≥ ¡∫—µ‘¢Õ߇∂â“≈Õ¬∑’Ë¡’ à«π™à«¬„Àâ§Õπ°√’µ¡’§ÿ≥ ¡∫—µ‘∑’Ë¥’¢÷Èπ·≈–°“√·∑π∑’Ë„π´’‡¡πµå∑”„Àâ√“§“§Õπ°√’µ∂Ÿ°≈ß [2] ·µà°“√𔉪„™â„πß“π¥‘π¬—߉¡à‡ªìπ∑’Ëπ‘¬¡ Õ“®‡π◊ËÕß¡“®“°°“√¢“¥·À≈àߢâÕ¡Ÿ≈∑’Ë “¡“√∂𔉪„™âª√–‚¬™πåπ—Ëπ‡Õß „πÕ¥’µ¡’°“√«‘®—¬¡“°¡“¬‡°’ˬ«°—∫‡∂â“≈Õ¬®“°∂à“πÀ‘π °“√ª√–¬ÿ°µå„™â‡∂â“≈Õ¬∂à“πÀ‘π„πß“π«‘»«°√√¡‡ªìπ∑’ˬա√—∫°—πÕ¬à“ß·æ√àÀ≈“¬[3-12] ®÷ß∑”„Àâ‡∂â“≈Õ¬∂à“πÀ‘π¡’§à“√“§“∑’Ë Ÿß¢÷Èπ ¥â«¬‡Àµÿπ’ȇÕß ß“π«‘®—¬π’È®–∑”°“√»÷°…“§«“¡‡ªìπ‰ª‰¥â¢Õß°“√ª√–¬ÿ°µå„™â‡∂â“™’«¡«≈„π°“√ª√—∫ª√ÿߧÿ≥ ¡∫—µ‘¢Õߥ‘π‡À𒬫√à«¡°—∫´’‡¡πµå ‚¥¬®–‡πâπ»÷°…“∂÷ß°“√À“ª√– ‘∑∏‘¿“æ¢Õß°“√·∑π∑’˪Ÿπ´’‡¡πµå¥â«¬‡∂â“™’«¡«≈‡æ’¬ßÕ¬à“߇¥’¬«‡π◊ËÕß®“°‡∂⓪√–‡¿∑π’Ȭ—ߧ߇ªìπ«— ¥ÿ‡À≈◊Õ„™â∑’ˉ¡à¡’¡Ÿ≈§à“·≈–„πªí®®ÿ∫—π¬—߉¡à¡’°“√»÷°…“Õ¬à“ß®√‘ß®—ß°—∫‡∂⓪√–‡¿∑π’È‚¥¬°”Àπ¥ª√– ‘∑∏‘¿“æ¢Õß°“√·∑π∑’˥⫬§à“ —¡ª√– ‘∑∏‘ÏÀ√◊Õ§à“·ø°‡µÕ√åª√– ‘∑∏‘º≈‡∑’¬∫‡∑à“ªŸπ´’‡¡πµå (k-factor)

    πÕ°®“°ª√–‡¿∑¢Õ߇∂â“·≈â« ™π‘¥¢Õߥ‘π (√–¥—∫°“√∫«¡µ—«) °Á‡ªìπÕ’°µ—«·ª√À≈—°∑’˧«∫§ÿ¡°“√æ—≤π“°”≈—ßÕ—¥Sridharan and Prakash [13-14] ·∫àߥ‘π‡À𒬫ÕÕ°‡ªìπ Õߪ√–‡¿∑À≈—°Ê §◊Õ¥‘π‡À𒬫∫«¡µ—« (Swelling

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    clay) ·≈–¥‘π‡À𒬫‰¡à∫«¡µ—« (Non-swelling clay) ÷́Ë߉¥â·°à¥‘π‡À𒬫‡∫π‚∑‰π∑å·≈–¥‘π‡À𒬫§“‚Õ≈‘‰π∑å µ“¡≈”¥—∫ ∑—Èßπ’È ß“π«‘®—¬π’È®–»÷°…“°“√æ—≤π“°”≈—ßÕ—¥¢Õߥ‘π‰¡à∫«¡µ—«∂÷ߥ‘π∫«¡µ—«µË”‡∑à“π—Èπ∑’˪√—∫ª√ÿߥ⫬´’‡¡πµå·≈–‡∂â“™’«¡«≈ ∑—Èßπ’ȇæ√“–¥‘π„π∏√√¡™“µ‘ à«π„À≠ࡒ惵‘°√√¡°“√∫«¡µ—«µË” Õ’°∑—Èß ”À√—∫¥‘π‡À𒬫°√ÿ߇∑朮—¥Õ¬Ÿà„πª√–‡¿∑¥‘π∑’Ë¡’°“√∫«¡µ—«µË” [15] ‚¥¬Õ“»—¬À≈—°°“√¢Õßµ—«·ª√ª√– ‘∑∏‘¿“æ°“√·∑π∑’˪Ÿπ´’‡¡πµå¥â«¬«— ¥ÿªÕ´‚´≈“π [16] æ√âÕ¡π”‡ πÕ«‘∏’°“√∑”𓬰”≈—ßÕ—¥

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    √–¥—∫°“√∫«¡µ—«®“°¥‘π‰¡à¡’°“√∫«¡µ—«∂÷ߥ‘π∫«¡µ—«µË”„πß“π«‘®—¬π’È®÷߇≈◊Õ°„™â¥‘π‡À𒬫 Õß™π‘¥§◊Õ ¥‘𧓂Õ≈‘‰π∑å(¥‘π‡À𒬫‰¡à∫«¡µ—«) ·≈–¥‘π‡À𒬫ÕàÕπ°√ÿ߇∑æ (¥‘π‡À𒬫∑’Ë¡’°“√∫«¡µ—«µË”) ¥‘𧓂Õ≈‘‰π∑å ¡’ª√‘¡“≥§«“¡™◊Èπ‡√‘Ë¡µâπ‡∑à“°—∫√âÕ¬≈– 1.43 §à“¢’¥®”°—¥‡À≈«·≈–æ‘°—¥æ≈“ µ‘°‡∑à“°—∫√âÕ¬≈– 42.5 ·≈– 33.5 µ“¡≈”¥—∫

    §«“¡∂à«ß®”‡æ“–‡∑à“°—∫ 2.78  ”À√—∫¥‘π‡À𒬫ÕàÕπ°√ÿ߇∑懰Á∫®“°∫√‘‡«≥‡¢µ≈”≈Ÿ°°“ ‚§√ß°“√°àÕ √â“ß∂ππ«ß·À«π√Õ∫πÕ°µ–«—πÕÕ° ∑’˧«“¡≈÷° 3 - 4 ‡¡µ√ ®“°º‘«¥‘π ¡’ª√‘¡“≥§«“¡™◊Èπµ“¡∏√√¡™“µ‘‡∑à“°—∫√âÕ¬≈–80-90 §à“¢’¥®”°—¥‡À≈«·≈–æ‘°—¥æ≈“ µ‘°‡∑à“°—∫√âÕ¬≈–103 ·≈– 31.8 µ“¡≈”¥—∫ §«“¡∂à«ß®”‡æ“–‡∑à“°—∫ 2.71‡∂â“™’«¡«≈∑’Ë„™â„π°“√∑¥ Õ∫‰¥â√—∫§«“¡Õπÿ‡§√“–À宓°∫√‘…—∑ ‰∑¬‡æ“‡«Õ√å‚Õ‡ªÕ√å‡≈µ ®”°—¥ (TPO) ∑’Ë À¡Ÿà 3 µ”∫≈‡¢“À‘π´âÕπ Õ”‡¿Õæπ¡ “√§“¡ ®—ßÀ«—¥©–‡™‘߇∑√“ ´÷Ë߇∂â“™’«¡«≈π’ȉ¥â®“°°“√‡º“«— ¥ÿ∏√√¡™“µ‘ ‰¥â·°à ·°≈∫‡ª≈◊Õ°‰¡â ‰¡â∫Õ√å¥ ‰¡â¬Ÿ§“≈‘ªµ—  —∫≈–‡Õ’¬¥·≈–·°≈∫Õ—¥‡¡Á¥ ‡∂â“™π‘¥π’ȉ¡à “¡“√∂®—¥‡ªìπ‡∂â“≈Õ¬„π™—Èπ§ÿ≥¿“æ C·≈– F µ“¡¡“µ√∞“π¢Õß ASTM C 618 ‰¥â ‡∂â“™’«¡«≈π’È𔉪√àÕπºà“πµ–·°√߇∫Õ√å 325 (‡∂â“≈–‡Õ’¬¥) ¢π“¥Õπÿ¿“§¢Õ߇∂â“™’«¡«≈·≈–ªŸπ´’‡¡πµå‰¥â®“°°“√∑¥ Õ∫Laser particle size analysis §ÿ≥ ¡∫—µ‘∑“ß°“¬¿“æ·≈–Õߧåª√–°Õ∫∑“߇§¡’¢Õß«— ¥ÿ∑¥ Õ∫· ¥ß¥—ß„πµ“√“ß∑’Ë 1 ·≈–°“√°√–®“¬µ—«¥—ß„π√Ÿª∑’Ë 1

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    µ“√“ß∑’Ë 1 §ÿ≥ ¡∫—µ‘∑“ß°“¬¿“æ·≈–Õߧåª√–°Õ∫∑“߇§¡’¢Õß«— ¥ÿ∑¥ Õ∫

    % SiO2

    74.12 20.90 59.79 63.83

    % Al2O

    30.57 4.76 31.84 21.34

    % Fe2O

    30.88 3.41 1.59 8.41

    % MgO 1.54 1.25 - 1.54

    % CaO 5.91 65.41 - 0.94

    % Na2O 3.33 0.24 - 0.28

    % K2O 1.71 0.35 3.05 2.45

    % SO3

    0.50 2.71 0.05 1.22

    wni , % - - 1.43 80 - 90

    LL,% - - 42.5 103

    PI, % - - 9 71.2

    Specific Gravity 1.95 3.15 2.78 2.71

    Compositional fuel formular of biomass ash

    rice husk 36%

    Bark 24%

    board wood 6%

    fined Eucalyptus wood 23%

    seed husk 11%

    À¡¬‡Àµÿ : LL = Liquid Limit , PI = Plasticity Index, win = Initial water content

    Õߧåª√–°Õ∫∑“߇§¡’

    ‡∂â“™’«¡«≈ ªŸπ ’́‡¡πµåªÕ√åµ·≈π¥åª√–‡¿∑ 1

    ¥‘𧓂Õ≈‘‰π∑å ¥‘π‡À𒬫ÕàÕπ°√ÿ߇∑æ

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    ¢π“¥Õπÿ¿“§ (¡¡.)

    Perc

    ent f

    iner

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    Soft Bangkok clayKaolinitic soil

    Type I Portland cementBiomass ash

    0. 075 ( #200) 0.002

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    3. «‘∏’°“√∑¥ Õ∫¥‘πµ—«Õ¬à“ßπ”¡“º ¡°—∫ªŸπ´’‡¡πµåªÕ√åµ·≈π¥åª√–‡¿∑

    1 ∑’ËÕ—µ√“ à«πª√‘¡“≥§«“¡™◊Èπ„π¥‘πµàÕª√‘¡“≥´’‡¡πµå‡∑à“°—∫ 2.5 ∂÷ß 7.5 ‚¥¬πÈ”Àπ—°¥‘π·Àâß ∑’˪√‘¡“≥§«“¡™◊Èπ‡√‘Ë¡µâπ‡∑à“°—∫ 1.0 ∂÷ß 2.0 ‡∑à“¢Õß§à“¥—™π’‡À≈«‡æ◊ËÕ®”≈Õߪ√‘¡“≥πÈ”∑’Ë Ÿß‡π◊ËÕß®“°°“√‡∑§π‘§°“√º ¡≈÷°¥‘π´’‡¡πµå∂Ÿ°π”¡“°«πª√–¡“≥ 10 π“∑’ ‡æ◊ËÕ„Àâ à«πº ¡‡¢â“°—π ®“°π—Èπ∑”°“√‡µ√’¬¡¥‘π ”À√—∫∑¥ Õ∫ °”≈—ßÕ—¥·°π‡¥’¬« (Unconfined Compression Test) „π·∫∫À≈àÕ∑√ß°√–∫Õ°¢π“¥‡ âπºà“π»Ÿπ¬å°≈“߇∑à“°—∫ 5 ́ ¡.·≈–§«“¡ Ÿß‡∑à“°—∫ 10 ´¡. ∑—Èßπ’È∑”°“√§«∫§ÿ¡Àπ૬πÈ”Àπ—°¢Õߥ‘π„π·µà≈–°âÕπ„Àâ‡∑à“°—π‚¥¬∑”°“√‡µ√’¬¡µ—«Õ¬à“ß∑¥ Õ∫Õ¬à“ßπâÕ¬ 3 °âÕπµ—«Õ¬à“ß  ”À√—∫·µà≈–

     à«πº ¡·≈–∑”°“√∫ࡵ—«Õ¬à“ß∑—ÈßÀ¡¥„πÀâÕß∫à¡ ‡ªìπ‡«≈“7, 14, 28 ·≈– 60 «—π  ”À√—∫°“√∑¥ Õ∫¥‘π´’‡¡πµåº ¡‡∂â“™’«¡«≈„À⺠¡¥‘πµ—«Õ¬à“ß∑’ËÕ—µ√“ à«πº ¡∑—ÈßÀ¡¥‡À¡◊Õπ°—∫¥‘π´’‡¡πµå§◊Õ∑’ËÕ—µ√“ à«πª√‘¡“≥§«“¡™◊Èπ„π¥‘πµàÕª√‘¡“≥ à«πº ¡, wc/B ‡∑à“°—∫ 2.5∂÷ß 7.5 ‚¥¬πÈ”Àπ—°¥‘π·Àâß ‚¥¬∑”°“√·∑π∑’˪Ÿπ´’‡¡πµå¥â«¬‡∂â“™’«¡«≈∑’Ë√âÕ¬≈– 10 ∂÷ß 40 ‚¥¬πÈ”Àπ—°¢ÕߪŸπ´’‡¡πµå „π·∫∫À≈àÕ¢π“¥‡∑à“°—π·≈–∫à¡∑’ˇ«≈“ 7, 14, 28·≈– 60 «—π ‡∑à“°—π ®“°π—Èπ∑”°“√∑¥ Õ∫°”≈—ßÕ—¥·°π‡¥’¬« µ“¡¡“µ√∞“π ASTM D 2166-85 °”Àπ¥Õ—µ√“°“√°¥·∑àßµ—«Õ¬à“߇∑à“°—∫ 1 ¡¡./π“∑’ ´÷Ëß√“¬≈–‡Õ’¬¥¢Õß°“√∑¥ Õ∫· ¥ß¥—ß„πµ“√“ß∑’Ë 2

    Type A 1- 2 2.5 - 7.5 0 7, 14, 28, 60

    Type B 1- 2 2.5 - 7.5 10, 20, 30, 40 7, 14, 28, 60

    À¡“¬‡Àµÿ : Type A = ¥‘π ’́‡¡πµå (¥‘𧓂Õ≈‘‰π∑å·≈–¥‘π‡À𒬫ÕàÕπ°√ÿ߇∑æ)Type B = ¥‘π ’́‡¡πµåº ¡‡∂â“™’«¡«≈ (¥‘𧓂Õ≈‘‰π∑å·≈–¥‘π‡À𒬫ÕàÕπ°√ÿ߇∑æ)

    µ“√“ß∑’Ë 2 √“¬≈–‡Õ’¬¥°“√∑¥ Õ∫

    Type ofstabilization

    ª√‘¡“≥§«“¡™◊Èπ‡√‘Ë¡µâπ

    wc /C À√◊Õwc /B

    ª√‘¡“≥‡∂â“™’«¡«≈ (%)

    √–¬–‡«≈“∫à¡(«—π)

    4. º≈∑¥ Õ∫√Ÿª∑’Ë 2 ∂÷ß 3 · ¥ß§«“¡ —¡æ—π∏å√–À«à“ߧ«“¡‡§âπ -

    §«“¡‡§√’¬¥¢Õߥ‘π‡À𒬫°√ÿ߇∑æ·≈–¥‘𧓂Õ≈‘‰π∑庠¡´’‡¡πµå∑’ËÕ“¬ÿ∫à¡ 7 ·≈– 28 «—π®–‡ÀÁπ«à“∑’ËÕ—µ√“ à«πª√‘¡“≥§«“¡™◊Èπ„π¥‘πµàÕª√‘¡“≥´’‡¡πµå (wc/C) ‡¥’¬«°—𧫓¡ —¡æ—π∏姫“¡‡§âπ - §«“¡‡§√’¬¥ ¡’≈—°…≥–‡À¡◊Õπ°—π·≈–§à“°”≈—ß Ÿß ÿ¥„°≈⇧’¬ß°—π·¡â«à“¥‘π®–¡’ª√‘¡“≥§«“¡™◊Èπ‡√‘Ë¡µâπ∑’Ë·µ°µà“ß°—π (LI = 1, 2) °Áµ“¡ · ¥ß«à“

    „π™à«ßª√‘¡“≥§«“¡™◊Èπ¥—ß°≈à“«µ—«·ª√À≈—°∑’Ë¡’º≈µàÕ°”≈—ߢÕߥ‘π‰¡à¡’°“√∫«¡µ—«∂÷ß∫«¡µ—«µË”º ¡´’‡¡πµå§◊ÕÕ—µ√“ à«πª√‘¡“≥§«“¡™◊Èπ„π¥‘πµàÕ´’‡¡πµå (wc/C) ‡æ’¬ßÕ¬à“߇¥’¬« ∂÷ß·¡â«à“®–¡’™à«ßª√‘¡“≥§«“¡™◊Èπ‡√‘Ë¡µâπ∑’Ë°«â“ß°Áµ“¡ ´÷Ëß Õ¥§≈âÕß°—∫ß“π»÷°…“„πÕ¥’µ [17-18] ·≈–æ∫«à“°”≈—ßÕ—¥¢Õߥ‘π´’‡¡πµå∑’Ë√–¬–∫à¡ 28 «—π®–„Àâ§à“°”≈—ß∑’Ë Ÿß°«à“∑’Ë√–¬–∫à¡ 7 «—π ∑—Èßπ’ȇπ◊ËÕß¡“®“°ªØ‘°‘√‘¬“‰Œ‡¥√™—Ëπ·≈–ªØ‘°‘√‘¬“ªÕ´‚´≈“π∑’Ë ¡∫Ÿ√≥å¢÷Èπ

  • «“√ “√«‘®—¬·≈–æ—≤π“ ¡®∏. ªï∑’Ë 32 ©∫—∫∑’Ë 1 ¡°√“§¡-¡’π“§¡ 2552 121

    0 1 2 30

    200

    400

    600

    800

    1,000

    1,200

    1,400

    wc/C = 2.5

    LI = 1

    °”≈—ß

    Õ—¥ (k

    Pa)

    Axial Strain, %

    LI = 2

    wc/C = 7.5

    LI = 1.5

    0 1 2 30

    200

    400

    600

    800

    1,000

    1,200

    1,400

    wc/C = 2.5

    °”≈—ß

    Õ—¥ (k

    Pa)

    Axial Strain, %

    °) 7 «—π ¢) 28 «—π

    LI = 1

    LI = 2

    wc/C = 7.5

    √Ÿª∑’Ë 2 §«“¡‡§âπ - §«“¡‡§√’¬¥¢Õߥ‘π‡À𒬫ÕàÕπ°√ÿ߇∑溠¡´’‡¡πµå∑’Ë√–¬–∫à¡ 7 ·≈– 28 «—π

    0 1 2 30

    200

    400

    600

    800

    1,000

    1,200

    1,400

    wc/C = 2.5

    LI = 1

    Unco

    nfined

    com

    pres

    sive

    stre

    ngth

    (kPa

    )

    Axial Strain, %

    LI = 2

    wc/C = 7.5

    0 1 2 30

    200

    400

    600

    800

    1,000

    1,200

    1,400

    wc/C = 2.5

    Unco

    nfined

    com

    pres

    sive

    stre

    ngth

    (kPa

    )

    Axial Strain, %

    °) 7 «—π ¢) 28 «—π

    LI = 1LI = 2

    wc/C = 7.5

    √Ÿª∑’Ë 3 §«“¡‡§âπ - §«“¡‡§√’¬¥¢Õߥ‘𧓂Õ≈‘‰π∑庠¡´’‡¡πµå∑’Ë√–¬–∫à¡ 7 ·≈– 28 «—π

  • «“√ “√«‘®—¬·≈–æ—≤π“ ¡®∏. ªï∑’Ë 32 ©∫—∫∑’Ë 1 ¡°√“§¡-¡’π“§¡ 2552122

    0 1 2 30

    200

    400

    600

    800

    1,000

    1,200

    14,00

    1,600

    1,800

    LI = 1

    LI = 2

    wc/B = 2.5

    wc/B = 7.5

    Axial Strain, %

    Unco

    nfined

    com

    pres

    sive

    stre

    ngth

    (kPa

    )

    0 1 2 30

    200

    400

    600

    800

    1,00

    1,200

    1,400

    1,600

    1,800

    LI = 1

    LI = 2

    wc/B = 2.5

    wc/B = 7.5

    Axial Strain, %

    °) ªŸπ ’́‡¡πµå : ‡∂â“™’«¡«≈ = 90:10 ¢) ªŸπ ’́‡¡πµå : ‡∂â“™’«¡«≈ = 70:30

    Unco

    nfined

    com

    pres

    sive

    stre

    ngth

    (kPa

    ) √Ÿª∑’Ë 4 §«“¡‡§âπ - §«“¡‡§√’¬¥¢Õߥ‘π‡À𒬫ÕàÕπ°√ÿ߇∑溠¡´’‡¡πµå·≈–‡∂â“™’«¡«≈∑’Ë√–¬–∫à¡ 28 «—π

    0 1 2 3 40

    200

    400

    600

    800

    1,000

    1,200

    1,400

    1,600

    1,800

    2,000

    2,200

    LI = 1

    LI = 2

    wc/B = 2.5

    wc/B = 7.5

    Axial Strain, %

    Unco

    nfined

    com

    pres

    sive

    stre

    ngth

    (kPa

    )

    0 1 2 3 40

    200

    400

    600

    800

    1,000

    1,200

    1,400

    1,600

    1,800

    2,000

    2,200

    LI = 1

    LI = 2

    wc/B = 2.5

    wc/B = 7.5

    Axial Strain, %

    °) ªŸπ ’́‡¡πµå : ‡∂â“™’«¡«≈ = 90:10 ¢) ªŸπ ’́‡¡πµå : ‡∂â“™’«¡«≈ = 70:30

    Unco

    nfined

    com

    pres

    sive

    stre

    ngth

    (kPa

    )

    √Ÿª∑’Ë 5 §«“¡‡§âπ - §«“¡‡§√’¬¥¢Õߥ‘π‡À𒬫ÕàÕπ°√ÿ߇∑溠¡´’‡¡πµå·≈–‡∂â“™’«¡«≈∑’Ë√–¬–∫à¡ 60 «—π

    0 1 2 30

    200

    400

    600

    800

    1,000

    1,200

    1,400

    1,600

    1,800

    2,000

    2,200

    Unco

    nfined

    com

    pres

    sive

    stre

    ngth

    (kPa

    )

    Axial Strain, %

    wc/B = 2.5

    LI= 1LI= 2

    wc/B = 7.5

    0 1 2 30

    200

    400

    600

    800

    1,000

    1,200

    1,400

    1,600

    1,800

    2,000

    2,200

    Unco

    nfined

    com

    pres

    sive

    stre

    ngth

    (kPa

    )

    Axial Strain, %

    °) ªŸπ ’́‡¡πµå : ‡∂â“™’«¡«≈ = 90:10 ¢) ªŸπ ’́‡¡πµå : ‡∂â“™’«¡«≈ = 70:30

    wc/B = 2.5

    wc/B = 7.5

    LI = 1LI = 2

    √Ÿª∑’Ë 6 §«“¡‡§âπ - §«“¡‡§√’¬¥¢Õߥ‘𧓂Õ≈‘‰π∑庠¡´’‡¡πµå·≈–‡∂â“™’«¡«≈∑’Ë√–¬–∫à¡ 28 «—π

  • «“√ “√«‘®—¬·≈–æ—≤π“ ¡®∏. ªï∑’Ë 32 ©∫—∫∑’Ë 1 ¡°√“§¡-¡’π“§¡ 2552 123

     ”À√—∫¥‘π‡À𒬫°√ÿ߇∑æ·≈–¥‘𧓂Õ≈‘‰π∑庠¡´’‡¡πµå·≈–‡∂â“™’«¡«≈®–‡ÀÁπ«à“ §«“¡ —¡æ—π∏å√–À«à“ߧ«“¡‡§âπ -§«“¡‡§√’¬¥¡’≈—°…≥–§≈⓬°—∫¥‘π´’‡¡πµå §◊Õ∑’Ë√–¬–‡«≈“∫à¡„¥Ê ·¡â¥‘πµ—«Õ¬à“ß®–¡’ª√‘¡“≥§«“¡™◊Èπ‡√‘Ë¡µâπ∑’Ë·µ°µà“ß°—π (LI = 1, 2) ·µà‡¡◊ËÕÕ—µ√“ à«πª√‘¡“≥§«“¡™◊Èπ„π¥‘πµàÕª√‘¡“≥ à«πº ¡, wc/B ‡∑à“°—π·≈â« ¥‘π´’‡¡πµåº ¡‡∂â“™’«¡«≈®–¡’§à“°”≈—ßÕ—¥ Ÿß ÿ¥„°≈⇧’¬ß°—π¥—ß„π√Ÿª∑’Ë 4∂÷ß 7 ·≈–æ∫«à“∑’Ë√–¬–‡«≈“ 60 «—π ¥‘π´’‡¡πµåº ¡‡∂â“™’«¡«≈„Àâ°”≈—ßÕ—¥ Ÿß∑’Ë ÿ¥·≈– Ÿß°«à“∑’Ë√–¬–∫à¡ 28 «—π∑—Èßπ’ÈÕ“®‡π◊ËÕß¡“®“°ªØ‘°‘√‘¬“ªÕ´‚´≈“π ·≈–®–‡ÀÁπ«à“¥‘π´’‡¡πµå‡∂â“™’«¡«≈∑’Ë¡’ wc/B ∑’˵˔°«à“®–„Àâ§à“°”≈—ß∑’Ë Ÿß°«à“ ¥—ßπ—Èπµ—«·ª√∑’˧«∫§ÿ¡°”≈—ßÕ—¥¢Õߥ‘π´’‡¡πµåº ¡‡∂â“™’«¡«≈§◊ÕÕ—µ√“ à«πª√‘¡“≥§«“¡™◊Èπ„π¥‘πµàÕ à«πº ¡·≈–√–¬–‡«≈“∫à¡ πÕ°®“°µ—«·ª√Õ—µ√“ à«πª√‘¡“≥§«“¡™◊Èπ„π¥‘πµàÕª√‘¡“≥ à«πº ¡·≈–√–¬–‡«≈“∫à¡®–

    ‡ªìπµ—«§«∫§ÿ¡°”≈—ßÕ—¥¢Õߥ‘π´’‡¡πµåº ¡‡∂â“™’«¡«≈·≈â«·≈–®“°ß“π«‘®—¬„πÕ¥’µ [19-20] æ∫«à“Õ—µ√“ à«π°“√·∑π∑’˪Ÿπ´’‡¡πµå¥â«¬‡∂â“≈Õ¬°Á‡ªìπÕ’°Àπ÷Ëßªí®®—¬∑’˵âÕßæ‘®“√≥“

    √Ÿª∑’Ë 8 ·≈– 9 · ¥ß§«“¡ —¡æ—π∏å¢Õß°”≈—ßÕ—¥·°π‡¥’¬«·≈–Õ—µ√“ à«π´’‡¡πµåµàÕ‡∂â“™’«¡«≈ ∑’ËÕ—µ√“ à«π°“√·∑π∑’Ë√âÕ¬≈– 10 ∂÷ß 40 ‚¥¬πÈ”Àπ—°¢ÕߪŸπ´’‡¡πµåæ∫«à“∑’ËÕ—µ√“ à«πª√‘¡“≥§«“¡™◊Èπ„π¥‘πµàÕ à«πº ¡Àπ÷ËßÊ ∑’Ë√–¬–‡«≈“∫à¡ 14-60 «—π Õ—µ√“ à«π°“√·∑π∑’Ë√âÕ¬≈– 20¡’§à“°”≈—ßÕ—¥¢Õߥ‘π´’‡¡πµå‡∂â“™’«¡«≈ Ÿß∑’Ë ÿ¥·≈–¡’·π«‚πâ¡∑’Ë®–≈¥≈ßµ“¡°“√‡æ‘Ë¡¢÷Èπ¢Õߪ√‘¡“≥‡∂â“™’«¡«≈ ·≈–æ∫«à“‡∂â“™’«¡«≈®–‡¢â“¡“¡’∫∑∫“∑„π°“√‡æ‘Ë¡°”≈—ß¡“°¢÷Èπµ“¡Õ“¬ÿ∫à¡∑’Ë Ÿß¢÷Èπ (14-60 «—π) ‚¥¬‡©æ“–Õ“¬ÿ∫à¡∑’Ë¡“°°«à“ 28 «—π · ¥ß„Àâ‡ÀÁπ«à“ µ—«·ª√∑’Ë¡’Õ‘∑∏‘æ≈µàÕ°”≈—ßÕ—¥¢Õߥ‘π´’‡¡πµå‡∂â“™’«¡«≈§◊ÕÕ“¬ÿ∫à¡·≈–Õ—µ√“ à«π´’‡¡πµåµàÕ‡∂â“™’«¡«≈

    0 1 2 30

    200

    400

    600

    800

    1,000

    1,200

    1,400

    1,600

    1,800

    2,000

    2,200

    Unco

    nfined

    com

    pres

    sive

    stre

    ngth

    (kPa

    )

    Axial Strain, %

    LI =1

    LI =2

    wc/B = 2.5

    wc/B = 7.5

    0 1 2 30

    200

    400

    600

    800

    1,000

    1,200

    1,400

    1,600

    1,800

    2,000

    2,200

    Unco

    nfined

    com

    pres

    sive

    stre

    ngth

    (kPa

    )

    Axial Strain, %

    °) ªŸπ ’́‡¡πµå : ‡∂â“™’«¡«≈ = 90:10 ¢) ªŸπ ’́‡¡πµå : ‡∂â“™’«¡«≈ = 70:30

    wc/B = 2.5

    LI = 1LI = 2

    wc/B = 7.5

    √Ÿª∑’Ë 7 §«“¡‡§âπ - §«“¡‡§√’¬¥¢Õߥ‘𧓂Õ≈‘‰π∑庠¡´’‡¡πµå·≈–‡∂â“™’«¡«≈∑’Ë√–¬–∫à¡ 60 «—π

  • «“√ “√«‘®—¬·≈–æ—≤π“ ¡®∏. ªï∑’Ë 32 ©∫—∫∑’Ë 1 ¡°√“§¡-¡’π“§¡ 2552124

    √Ÿª∑’Ë 8 °”≈—ßÕ—¥¢Õߥ‘π‡À𒬫°√ÿ߇∑溠¡ ’́‡¡πµå·≈–‡∂â“™’«¡«≈

    √Ÿª∑’Ë 9 °”≈—ßÕ—¥¢Õߥ‘𧓂Õ≈‘‰π∑庠¡´’‡¡πµå·≈–·≈–‡∂â“™’«¡«≈

    0

    500

    1,000

    1,500

    2,000

    2,500

    3,000

    3,500

    4,000

    100:0 90:10 70: 30

    °”≈—ß

    Õ—¥ (k

    Pa)

    ´’‡¡πµå : ‡∂â“™’«¡«≈

    °) ∑’Ë wc/B = 2.5

    14 «—π28 «—π

    60 «—π

    80 :20 60:40

    0

    200

    400

    600

    800

    1,000

    1,200

    1,400

    100:0 90:10 70: 30

    °”≈—ß

    Õ—¥ (k

    Pa)

    ´’‡¡πµå : ‡∂â“™’«¡«≈

    ¢) ∑’Ë wc/B = 5.0

    14 «—π

    28 «—π60 «—π

    80 :20 60:40

    0

    200

    400

    600

    800

    1000

    1200

    1400

    100:0 90:10 70: 30

    °”≈—ß

    Õ—¥ (k

    Pa)

    ´’‡¡πµå : ‡∂â“™’«¡«≈

    §) ∑’Ë wc/B = 6.5

    14 «—π28 «—π

    60 «—π

    80 :20 60:40

    0

    200

    400

    600

    800

    1,000

    1,200

    1,400

    100:0 90:10 70: 30

    °”≈—ß

    Õ—¥ (k

    Pa)

    ’́‡¡πµå : ‡∂â“™’«¡«≈

    ¢) ∑’Ë wc/B = 4.44

    80:20 60:40

    0

    200

    400

    600

    800

    1000

    1200

    1400

    100:0 90:10 70: 30

    °”≈—ß

    Õ—¥ (k

    Pa)

    ’́‡¡πµå : ‡∂â“™’«¡«≈

    §) ∑’Ë wc/B = 7.5

    80 :20 60:40

    0

    200

    400

    600

    800

    1,000

    1,200

    1,400

    1,600

    1,800

    100: 0 90: 10 70: 30

    °”≈—ß

    Õ—¥ (k

    Pa)

    ’́‡¡πµå : ‡∂â“™’«¡«≈

    °) ∑’Ë wc/B = 3.69

    14 «—π

    28 «—π

    60 «—π

    80: 20 60 :40

    7 «—π

    14 «—π

    28 «—π

    60 «—π

    7 «—π

    14 «—π28 «—π

    60 «—π

    7 «—π

  • «“√ “√«‘®—¬·≈–æ—≤π“ ¡®∏. ªï∑’Ë 32 ©∫—∫∑’Ë 1 ¡°√“§¡-¡’π“§¡ 2552 125

    5. °“√«‘‡§√“–Àåº≈∑¥ Õ∫¥â“π°”≈—ßÕ—¥Horpibulsuk ·≈–§≥– [21] ‰¥â𔇠πÕ ¡°“√∑”π“¬

    °”≈—ßÕ—¥¢Õߥ‘π´’‡¡πµå∑’˪√‘¡“≥§«“¡™◊Èπ ª√‘¡“≥´’‡¡πµå·≈–Õ“¬ÿ∫à¡„¥Ê ‚¥¬Õ“»—¬ ¡¡µ‘∞“πÕ—µ√“ à«ππÈ”„π¥‘πµàÕ´’‡¡πµå (Clay-water/cement ratio hypothesis) ÷́Ë߇ πÕ‚¥¬ Miura ·≈–§≥– [18]  ¡¡µ‘∞“ππÈ”„π¥‘πµàÕ´’‡¡πµå°≈à“««à“ ç°”≈—ߢÕߥ‘π™π‘¥Àπ÷Ëß∑’˺ ¡°—∫´’‡¡πµå¢÷ÈπÕ¬Ÿà°—∫µ—«·ª√‡æ’¬ßµ—«‡¥’¬«§◊ÕÕ—µ√“ à«π¢Õߪ√‘¡“≥§«“¡™◊Èπ„π¥‘πµàÕª√‘¡“≥´’‡¡πµå (Clay-water/cementratio, wc/C)é √Ÿª∑’Ë 10 · ¥ß°“√æ—≤π“°”≈—ßÕ—¥¢Õߥ‘π∫«¡µ—«µË” (¥‘𧓂Õ≈‘‰π∑å·≈–¥‘π‡À𒬫ÕàÕπ°√ÿ߇∑æ) æ∫«à“¥‘π´’‡¡πµå¡’§«“¡ —¡æ—π∏å°—∫Õ—µ√“ à«πª√‘¡“≥§«“¡™◊Èπ„π¥‘πµàÕ´’‡¡πµå „𧫓¡ —¡æ—π∏套߰≈à“« “¡“√∂· ¥ß‰¥â„πøíß°å™—Ëπ°”≈—ß (Power function) ¥—ß ¡°“√∑’Ë 1

    (1)

    ‡¡◊ËÕ qu §◊Õ°”≈—ßÕ—¥·°π‡¥’¬«∑’Ë√–¬–∫ࡧà“Àπ÷Ëß (kPa) A·≈– B ‡ªìπ§à“§ß∑’Ë ´÷Ëß·ª√º—πµ“¡™π‘¥¢Õߥ‘π B ®–‡ªìπµ—«·ª√∑’˧«∫§ÿ¡°“√‡ª≈’ˬπ·ª≈ߢÕß wc/C µàÕ°”≈—ßÕ—¥§à“B ¬‘Ëß¡“° °“√‡ª≈’ˬπ·ª≈ß®–¡’§à“¡“°µ“¡  ”À√—∫¥‘π™π‘¥Àπ÷Ëߺ ¡´’‡¡πµå A ¡’§à“‡æ‘Ë¡¢÷Èπµ“¡Õ“¬ÿ∫à¡ Õ—µ√“°“√‡ª≈’ˬπ·ª≈ߢÕß wc/C µàÕ°”≈—ßÕ—¥ ®–·ª√º—πÕ¬à“ß¡“°°—∫ª√–‡¿∑¢ÕߪŸπ´’‡¡πµå [21] ·µà‡π◊ËÕß®“°ªŸπ´’‡¡πµå∑’Ë„™â„π°“√∑¥ Õ∫‡ªìπªŸπ´’‡¡πµåª√–‡¿∑Àπ÷Ëߥ—ßπ—Èπ B ®÷ß¡’§à“„°≈⇧’¬ß°—π  ”À√—∫¥‘π∑ÿ°™π‘¥

    ®“°√Ÿª∑’Ë 10 ®–‡ÀÁπ«à“ B ¡’§à“„°≈⇧’¬ß°—π·≈–®“°‡Àµÿº≈¢â“ßµâπ ß“π«‘®—¬π’È®÷ߪ√–¬ÿ°µå„™âæ“√“¡‘‡µÕ√å Bª√–¡“≥§ß∑’Ë·≈–¡’§à“‡∑à“°—∫ 1.40  ”À√—∫¥‘π∫«¡µ—«µË”·≈–∑’Ë√–¬–‡«≈“Àπ÷ËßÊ ¡’æ“√“¡‘‡µÕ√å A §ß∑’Ë ¥â«¬‡Àµÿπ’ȇÕß Õ—µ√“ à«π°”≈—ßÕ—¥¢Õߥ‘π´’‡¡πµå∑’˪√‘¡“≥§«“¡™◊Èπ‡∑à“°—∫ 1 ∂÷ß 2 ‡∑à“¢Õߥ—™π’‡À≈« ”À√—∫¥‘π∫«¡µ—«µË” “¡“√∂· ¥ß‰¥â¥—ß ¡°“√µàÕ‰ªπ’È

    (2)

    §«“¡ —¡æ—π∏套߰≈à“«¢â“ßµâπ “¡“√∂„™â∑”𓬰”≈—ßÕ—¥¢Õߥ‘π´’‡¡πµå„π™à«ßª√‘¡“≥§«“¡™◊Èπ∑’ˉ¡à¡’º≈µàÕ°”≈—ß·≈–Õ—µ√“ à«π§«“¡™◊Èπ„π¥‘πµàÕª√‘¡“≥´’‡¡πµå„¥Ê‰¥â‡¡◊ËÕ∑√“∫°”≈—ßÕ—¥∑’ËÕ—µ√“ à«π°“√º ¡Àπ÷ËßÊ (wc/C =2.5 - 7.5) ∑’Ë™à«ß‡«≈“Àπ÷ËßÊ ´÷ËߢâÕ®”°—¥¢Õߧ«“¡ —¡æ—π∏套߰≈à“«¢â“ßµâπ§◊Õ‰¡à “¡“√∂ª√–¡“≥°”≈—ßÕ—¥·°π‡¥’¬«¢Õß ¥‘π´’‡¡πµå∑’ËÕ“¬ÿ∫à¡„¥Ê ‰¥â ´÷Ëß„π∑“ߪؑ∫—µ‘Õ“®¡’ ∂“π°“√≥å∑’Ë®”‡ªìπµâÕ߇æ‘Ë¡ª√‘¡“≥´’‡¡πµå‡æ◊ËÕ≈¥Õ“¬ÿ∫à¡·µà¬—ߧ߉¥â°”≈—ßÕ—¥µ“¡µâÕß°“√ ¥â«¬‡Àµÿπ’È®”‡ªìπµâÕß¡’°“√»÷°…“Õ‘∑∏‘æ≈¢ÕßÕ“¬ÿ∫ࡵàÕ°”≈—ßÕ—¥·°π‡¥’¬« æ√âÕ¡∑—Èß √â“ߧ«“¡ —¡æ—π∏å√–À«à“ß°”≈—ßÕ—¥ ª√‘¡“≥´’‡¡πµåª√‘¡“≥§«“¡™◊Èπ„π¥‘π ·≈–Õ“¬ÿ∫à¡ · ¥ß‰¥â¥—ß√Ÿª∑’Ë 11°≈à“«§◊Õß“π«‘®—¬π’ȉ¥â√«∫√«¡ß“π«‘®—¬„πÕ¥’µ [22-23] ¡“√à«¡«‘‡§√“–Àå°—∫ß“π«‘®—¬π’Èæ∫«à“°”≈—ßÕ—¥¢Õߥ‘π´’‡¡πµå¢Õߥ‘π‰¡à∫«¡µ—«∂÷ß∫«¡µ—«µË”¡’§à“‡æ‘Ë¡¢÷Èπµ“¡√–¬–‡«≈“∫à¡·≈–¡’§«“¡ —¡æ—π∏凙‘߇ âπµ√ß∫π ‡°≈≈ÁÕ°°“≈÷∑÷¡¢Õ߇«≈“·≈–¡’·π«§«“¡≈“¥™—π¢Õß°“√æ—≤π“°”≈—ßÕ¬Ÿà„π·π«§«“¡≈“¥™—π∑’Ë„°≈⇧’¬ß°—π ∑—Èßπ’ÈÕ“®‡π◊ËÕß®“°ªØ‘°‘√‘¬“À≈—°‡¥’¬«°—π „π∑’Ëπ’ȧ◊ÕÕ‘∑∏‘æ≈¢Õߪؑ°‘√‘¬“‰Œ‡¥√™—Ëπ ¥—ßπ—Èπ§à“Õ—µ√“°“√æ—≤π“°”≈—ߢÕߥ‘π´’‡¡πµå°—∫√–¬–‡«≈“∫à¡®÷ߧ«√®–¡’§à“§ß∑’Ë ”À√—∫ªŸπ´’‡¡πµåª√–‡¿∑‡¥’¬«°—π¢Õߥ‘π∑ÿ°™π‘¥ ß“π«‘®—¬π’ȇ≈◊Õ°„™â√–¬–‡«≈“∫à¡∑’Ë 28 «—π‡ªìπ«—πÕâ“ßÕ‘ß·≈–‰¥â§«“¡ —¡æ—π∏å¢ÕßÕ—µ√“°“√‡ª≈’ˬπ·ª≈ß°”≈—ßÕ—¥¢Õߥ‘π´’‡¡πµå∑’Ë√–¬–‡«≈“„¥Ê µàÕ√–¬–‡«≈“∫à¡∑’Ë 28 «—π ∫π‡ â𧫓¡ —¡æ—π∏å‡Õ°¿“æ°—∫‡«≈“ (q

    D/q

    28) ‰¥â¥—ß„π√Ÿª∑’Ë 11 ¥â«¬§à“ Relative

    Correlation ෈ҡѺ 0.9041

    1.401.40

    1

    Aq

    (wc / C)

    1(w

    c / C)

    1.40

    2(w

    c / C)

    (wc / C)

    2

    Aq(w

    c / C)

    2

    (wc / C)

    1

    = =

    u B

    c

    Aq =

    wC

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    æ‘®“√≥“®“° ¡°“√∑’Ë (2) ·≈–§«“¡ —¡æ—π∏å¢ÕßÕ—µ√“°“√æ—≤π“°”≈—ß°—∫‡«≈“∫π‡ â𧫓¡ —¡æ—π∏å∑—Ë«‰ª√–À«à“ß°”≈—ß √–¬–‡«≈“°“√∫à¡„π™à«ß∑’Ë wc/C ¡’§à“√–À«à“ß2.5 ∂÷ß 7.5 ‰¥â¥—ß ¡°“√µàÕ‰ªπ’È

    (3)

    ‡¡◊ËÕ §◊Õ°”≈—ßÕ—¥·°π‡¥’¬«¢Õߥ‘π´’‡¡πµå∑’˵âÕß°“√∑√“∫ ∑’Ë wc/C À≈—ß®“°Õ“¬ÿ∫à¡ D «—π §◊Õ°”≈—ßÕ—¥·°π‡¥’¬«¢Õߥ‘π´’‡¡πµå∑’Ë∑√“∫§à“ ∑’Ë√–¬–∫à¡ 28«—π

    1.40

    (0.2132 + 0.2394ln D)q

    (wc / C)

    D(w

    c / C)

    28

    q(w

    c / C)

    28

    (wc / C)

    D

    =

    √Ÿª∑’Ë 11 §«“¡ —¡æ—π∏å√–À«à“ß°”≈—ß·°π‡¥’¬«·≈–Õ“¬ÿ∫à¡¢Õߥ‘π´’‡¡πµå·≈–Õ—µ√“°“√æ—≤π“°”≈—ߢÕߥ‘π´’‡¡πµå°—∫Õ“¬ÿ∫à¡

    0 2 4 6 8 10 120

    200

    400

    600

    800

    1000

    1200

    1400

    1600

    1800

    2000

    qu(7 days) = 3456.6/wc/C)1.44/r/ = 0.9536qu(14 days) = 3888.3/wc/C)1.40/r/ = 0.9739qu(28 days) = 4627.4/wc/C)1.41/r/ = 0.9472qu(60 days) = 5198.3/wc/C)1.37 /r/ = 0.9461

    Low swelling clay (LI = 1-2)

    wc/C

    °”≈—ß

    Õ—¥ (k

    Pa)

    √Ÿª∑’Ë 10 °“√æ—≤π“°”≈—ßÕ—¥¢Õߥ‘π‡À𒬫∫«¡µ—«µË”(¥‘𧓂Õ≈‘‰π∑å·≈–¥‘π‡À𒬫°√ÿ߇∑æ)

    º ¡´’‡¡πµå°—∫Õ—µ√“ à«πª√‘¡“≥§«“¡™◊Èπ „π¥‘πµàÕ´’‡¡πµå∑’ËÕ“¬ÿ∫ࡵà“ßÊ

    ,

    0

    400

    800

    1,200

    1,600

    Curing time (days)

    Unco

    nfined

    com

    pres

    sive

    stre

    ngth

    , qu (

    kPa)

    wc = 42.5%, C = 17%wc = 51.6%, C = 20.64%

    wc = 51.6%, C = 6.88%wc = 42.5%, C = 8.5%wc = 42.5%, C = 5.67%

    wc = 50.89%, C = 14.54%

    Kaolinitic clay ; Present work(LI=1-2)

    wc = 58.68%, C = 13.04%

    wc = 58.68%, C = 13.04%wc = 50.89%, C = 7.83%

    q u a

    t D/q

    u at

    28

    days

    0

    400

    800

    wc = 103.5%, C = 15%

    wc = 103.5%, C = 20%

    Bangkok Clay by Uddin, 1994

    0

    400

    800

    1,200

    1,600wc = 103%, C = 41.2%wc = 103%, C = 67.12%wc = 103%, C = 20.6%wc = 167.8%, C = 33.56%wc = 103%, C = 13.73%wc = 167.8%, C = 22.37%wc = 92.15%, C = 24.97%wc = 110.94%, C = 24.98%wc = 92.15%, C = 19.99%wc = 110.94%, C = 20.17%

    Bangkok soft clay ; Present work

    0

    400

    800

    1,200

    1,600 wc = 99.7%, C = 20.10%wc = 99.7%, C = 23.45%wc = 99.7%, C = 26.81%wc = 99.7%, C = 30.16%

    wc = 99.7%, C = 33.51% Expressway No.9 (Bangkok - Chon)at 4 m. depth by Ten Consultants Co., Ltd.

    100 101 1020

    0.5

    1

    1.5qu at D/qu at 28 days = 0.2132 + 0.2394 ln Dr = 0.9041

  • «“√ “√«‘®—¬·≈–æ—≤π“ ¡®∏. ªï∑’Ë 32 ©∫—∫∑’Ë 1 ¡°√“§¡-¡’π“§¡ 2552 127

    ¥—ßπ—Èπ‡æ◊ËÕµ√«® Õ∫§«“¡·¡àπ¬”¢Õß ¡°“√∑”𓬰”≈—ßÕ—¥¥‘π´’‡¡πµå Õ“»—¬ ¡°“√∑’Ë (3) ‚¥¬¡’§ÿ≥ ¡∫—µ‘∑“ß«‘»«°√√¡¥—ßµ“√“ß∑’Ë 3 ‡≈◊Õ°º≈∑¥ Õ∫¢Õß°”≈—ßÕ—¥¢Õߥ‘π´’‡¡πµå∑’Ë wc/C Àπ÷ËßÊ ∑’ËÕ“¬ÿ∫à¡ 28 «—π‡ªìπ§à“Õâ“ßՑߥ—ß„πµ“√“ß∑’Ë 4 ·≈– 5 ®“°π—Èπ “¡“√∂§”π«≥À“°”≈—ßÕ—¥∑’Ë«—π„¥Ê ·≈–∑’Ë wc/C „¥Ê ∑’˵âÕß°“√‰¥â´÷Ëß· ¥ßº≈°“√∑”π“¬¢Õß°”≈—ßÕ—¥∑’ˉ¥â®“°§«“¡ —¡æ—π∏å„π ¡°“√∑’Ë(3) °—∫º≈°“√∑¥ Õ∫®√‘ߥ—ß· ¥ß„πµ“√“ß∑’Ë 4  ”À√—∫

    µ“√“ß∑’Ë 3 §ÿ≥ ¡∫—µ‘∑“ß«‘»«°√√¡¢Õߥ‘π‡À𒬫°√ÿ߇∑æ·≈–¥‘π‡À𒬫≠’˪ÿÉπ

    Location Sandcontent (%)

    wn (%) LL (%) PL (%)Humuscontent

    (%)pH Remark

    Bangkok - 120 80 - 91.5 25 - 29.6 - - [24]

    Chiba 44 61.0 55.8 24.0 0.34 6.6 [25]

    Tokyo 1 99.6 90.5 35.2 0.39 1 [25]

    Osaka 5 113.0 95.0 29.9 0.37 7.5 [25]

    Hiroshima 3 136.3 121.0 36.1 0.54 7.3 [25]

    Kangawa 16 109.7 91.0 31.5 0.71 6.7 [25]

    Aichi 5 99.3 83.4 23.4 0.60 7.4 [25]

    ß“πÕÕ°·∫∫ à«πº ¡¢Õß°“√°àÕ √â“߇ “‡¢Á¡¥‘π´’‡¡πµå∫√‘‡«≥‚§√ß°“√°àÕ √â“ß∑“ßÀ≈«ß摇»…À¡“¬‡≈¢ 9 µÕπ«ß·À«π√Õ∫πÕ°µ–«—πÕÕ° (µÕπ3) Õ”‡¿Õ∫“ßæ≈’ - Õ”‡¿Õ∏—≠∫ÿ√’ [24] ·≈–µ“√“ß∑’Ë 5  ”À√—∫¥‘π‡À𒬫¢Õߪ√–‡∑»≠’˪ÿÉπ‚¥¬ Kawasaki, ·≈–§≥– [25] ®–æ∫«à“§à“§«“¡§≈“¥‡§≈◊ËÕπ¢Õß Mean Absolute PercentError ‡∑à“°—∫√âÕ¬≈– 12.45 ·≈– 13.98 µ“¡≈”¥—∫´÷ËßÕ¬Ÿà„π‡°≥±å∑’ˬա√—∫‰¥â„π∑“ß«‘»«°√√¡

    µ“√“ß∑’Ë 4 °“√∑”𓬰”≈—ßÕ—¥¢Õߥ‘π‡À𒬫°√ÿ߇∑溠¡´’‡¡πµå

    D(days)

    C%

    wc%

    wc/Cqul

    kPa[24]qupkPa

    %7 24.12 122.62 5.08 631 648 2.64

    14 24.12 122.62 5.08 758 806 6.32

    28 24.12 122.62 5.08 1,053 964 8.44

    7 25.50 124.00 4.86 703 689 1.97

    14 25.50 124.00 4.86 874 858 1.88

    28 25.50 124.00 4.86 1,121 1,026 8.48

    7 27.57 126.06 4.57 793 751 5.29

    14 27.57 126.06 4.57 920 935 1.59

    28 27.57 126.06 4.57 1,175 1,118 4.84

    7 22.03 108.33 4.92 565 678 20.07

    14 22.03 108.33 4.92 722 844 16.92

    28 22.03 108.33 4.92 999 Ref. 1.09

    7 23.29 109.59 4.71 634 721 13.80

    14 23.29 109.59 4.71 773 898 16.14

  • «“√ “√«‘®—¬·≈–æ—≤π“ ¡®∏. ªï∑’Ë 32 ©∫—∫∑’Ë 1 ¡°√“§¡-¡’π“§¡ 2552128

    µ“√“ß∑’Ë 4 (µàÕ) °“√∑”𓬰”≈—ßÕ—¥¢Õߥ‘π‡À𒬫°√ÿ߇∑溠¡´’‡¡πµå

    D(days)

    C%

    wc%

    wc/Cqul

    kPa[24]qupkPa

    %28 23.29 109.59 4.71 1119 1074 4.01

    7 25.18 111.48 4.43 668 786 17.62

    14 25.18 111.48 4.43 918 978 6.50

    28 25.18 111.48 4.43 1,236 1,170 5.37

    7 18.80 89.60 4.77 552 709 28.39

    14 18.80 89.60 4.77 658 882 34.03

    28 18.80 89.60 4.77 807 1,055 30.75

    7 19.87 90.67 4.56 638 753 18.09

    14 19.87 90.67 4.56 775 937 20.97

    28 19.87 90.67 4.56 940 1,122 19.32

    7 21.48 92.28 4.30 705 820 16.29

    14 21.48 92.28 4.30 900 1,020 13.35

    28 21.48 92.28 4.30 1,090 1,220 11.97

    Mean Absolute Percent Error, MAPE 12.45 %

    µ“√“ß∑’Ë 5 °“√∑”𓬰”≈—ßÕ—¥¢Õߥ‘π‡À𒬫≠’˪ÿÉπº ¡´’‡¡πµå

    D(days)

    C%

    wc%

    wc/Cqul

    kPa[25]qupkPa

    %Aichi clay LL = 90.5%, PL = 35.2%

    7 20.0 99.3 5.0 925 831 10.16

    28 20.0 99.3 5.0 1889 1237 34.50

    60 20.0 99.3 5.0 2506 1460 41.72

    7 30.0 99.3 3.3 1079 1466 35.87

    28 30.0 99.3 3.3 2159 Ref. 1.09

    60 30.0 99.3 3.3 2872 2577 10.29

    Tokyo LL = 90.5%, PL = 35.2%

    7 10.0 61.0 6.1 1473 1078 26.82

    28 10.0 61.0 6.1 2063 1605 22.22

    60 10.0 61.0 6.1 2400 1894 21.07

    7 20.0 61.0 3.1 2042 2845 39.30

    28 20.0 61.0 3.1 4189 Ref. 1.09

    60 20.0 61.0 3.1 5157 4999 3.06

  • «“√ “√«‘®—¬·≈–æ—≤π“ ¡®∏. ªï∑’Ë 32 ©∫—∫∑’Ë 1 ¡°√“§¡-¡’π“§¡ 2552 129

    µ“√“ß∑’Ë 5 (µàÕ) °“√∑”𓬰”≈—ßÕ—¥¢Õߥ‘π‡À𒬫≠’˪ÿÉπº ¡´’‡¡πµå

    D(days)

    C%

    wc%

    wc/Cqul

    kPa[25]qupkPa

    %Chiba clay LL = 55.8%, PL = 24%

    7 20.0 56.7 2.8 810 1001 23.67

    28 20.0 56.7 2.8 1465 1491 1.80

    60 20.0 56.7 2.8 1754 1760 0.37

    7 10.0 56.7 5.7 347 380 9.39

    28 10.0 56.7 5.7 559 Ref. 1.09

    60 10.0 56.7 5.7 771 667 13.48

    Osaka clay LL = 95%, PL = 29.9%

    7 20 113.5 5.68 901 760 15.58

    28 20 113.5 5.68 1707 1132 33.66

    60 20 113.5 5.68 2052 1337 34.86

    7 30 113.5 3.78 1036 1342 29.52

    28 30 113.5 3.78 1976 Ref. 1.09

    60 30 113.5 3.78 2513 2358 6.16

    Hiroshima clay LL = 121%, PL = 36.1%

    7 20 136.3 6.82 1745 1521 12.82

    28 20 136.3 6.82 2436 2265 7.03

    60 20 136.3 6.82 2877 2673 7.08

    7 30 136.3 4.54 2589 2684 3.65

    28 30 136.3 4.54 3952 Ref. 1.09

    60 30 136.3 4.54 4508 4716 4.62

    Kanagawa clay LL = 91%, PL = 31.5%

    7 20 109.7 5.49 2384 1943 18.51

    28 20 109.7 5.49 3120 2892 7.30

    60 20 109.7 5.49 3560 3414 4.10

    7 30 109.7 3.66 3623 3427 5.41

    28 30 109.7 3.66 5047 Ref. 1.09

    60 30 109.7 3.66 5340 6023 12.79

    Mean Absolute Percent Error, MAPE 13.98 %

  • «“√ “√«‘®—¬·≈–æ—≤π“ ¡®∏. ªï∑’Ë 32 ©∫—∫∑’Ë 1 ¡°√“§¡-¡’π“§¡ 2552130

    Rachan, R. ·≈–§≥– [19] ‰¥â∑”°“√æ‘®“√≥“°”≈—ßÕ—¥¢Õߥ‘π´’‡¡πµå°—∫ à«π°≈—∫¢Õߪ√‘¡“≥§«“¡™◊Èπ„π¥‘πµàÕª√‘¡“≥´’‡¡πµå, C/wc ∑’Ë√–¬–‡«≈“∫à¡Àπ÷ËßÊ æ∫«à“¡’§«“¡  —¡æ—π∏凪ìπ‡ âπµ√ߥ—ß ¡°“√∑’Ë (4)

    (4)

    ‡¡◊ËÕ qu §◊Õ°”≈—ßÕ—¥·°π‡¥’¬«∑’Ë√–¬–∫ࡧà“Àπ÷Ëß (kPa) A·≈– A §◊Õ§à“§ß∑’Ë´÷Ëߢ÷ÈπÕ¬Ÿà°—∫™π‘¥¢Õߥ‘π ·≈– C/wc §◊Õcement/clay-water ratio ÷́Ëߧ◊Õª√‘¡“≥´’‡¡πµå‚¥¬πÈ”Àπ—°·ÀâßµàÕª√‘¡“≥§«“¡™◊Èπ„π¥‘π

    „π°√≥’¢Õߥ‘π‡À𒬫º ¡ ’́‡¡πµå·≈–‡∂â“™’«¡«≈ß“π»÷°…“«‘®—¬‰¥âª√–¬ÿ°µå°√Õ∫§«“¡§‘¥¢â“ßµâπ·≈–À≈—°°“√¢Õß°“√„™âµ—«·ª√ª√– ‘∑∏‘¿“æ¢Õß«— ¥ÿªÕ´‚´≈“π[19] ¡“™à«¬„π°“√«‘‡§√“–Àå ‚¥¬ß“π«‘®—¬‰¥â°”Àπ¥ª√‘¡“≥´’‡¡πµå‡∑’¬∫‡∑à“§◊Õ Ce ‡¡◊ËÕª√‘¡“≥´’‡¡πµå‡∑’¬∫‡∑à“π’È¡’§à“¥—ß ¡°“√∑’Ë (5)

    (5)

    ‡¡◊Ë Õ Ce §◊Õª√‘¡“≥´’‡¡πµå‡∑’¬∫‡∑à“ k §◊Õµ—«·ª√ª√– ‘∑∏‘¿“æ·≈– F §◊Õª√‘¡“≥‡∂â“™’«¡«≈ (%) ¥—ßπ—Èπª√‘¡“≥ à«πº ¡√–À«à“ß´’‡¡πµå·≈–‡∂â“™’«¡«≈ (Bindercontent) ®÷߇°‘¥®“°º≈√«¡¢Õߪ√‘¡“≥´’‡¡πµå∑’Ë„ à„π°“√º ¡, Ci ·≈–ª√‘¡“≥´’‡¡πµå‡∑’¬∫‡∑à“∑’ˇ°‘¥®“°°“√„ à‡∂â“™’«¡«≈‡¢â“‰ª·∑π∑’Ë, Ce §«“¡ —¡æ—π∏å¢Õß°“√æ—≤π“°”≈—ßÕ—¥¢Õߥ‘π´’‡¡πµå„π ¡°“√∑’Ë (4) ®÷ß∂Ÿ°ª√–¬ÿ°µå ”À√—∫°”≈—ßÕ—¥¢Õߥ‘π´’‡¡πµåº ¡‡∂â“™’«¡«≈‰¥â¥—ß ¡°“√∑’Ë(6)

    (6.1)

    (6.2)

    ‡¡◊ËÕ A ·≈– A2 §◊Õ§à“§ß∑’ˉ¥â®“°°“√∑” multi linearregression ·≈–µ—«·ª√ª√– ‘∑∏‘¿“æ k ¡’§à“‡∑à“°—∫

    „π°√≥’∑’褈ҵ—«·ª√ª√– ‘∑∏‘¿“æ k ¡’§à“‡∑à“°—∫ 1 À¡“¬∂÷ߧ«“¡ “¡“√∂¢Õß«— ¥ÿªÕ´‚´≈“π∑’ËÕ—µ√“ à«π°“√·∑π∑’Ëπ’È¡’§à“‡∑’¬∫‡∑à“§«“¡ “¡“√∂¢ÕߪŸπ´’‡¡πµå 100‡ªÕ√凴Áπµå √Ÿª∑’Ë 12 · ¥ßº≈¢Õß§à“µ—«·ª√ª√– ‘∑∏‘¿“æ¢Õߥ‘𧓂Õ≈‘‰π∑å·≈–¥‘π‡À𒬫ÕàÕπ°√ÿ߇∑æ æ∫«à“∑’Ë√–¬–∫à¡¡“°°«à“ 28 ¢Õ߇∂â“™’«¡«≈π’È∑’ËÕ—µ√“ à«π°“√·∑π∑’Ë√âÕ¬≈– 20 ®–„Àâ§à“µ—«·ª√ª√– ‘∑∏‘¿“æ k  Ÿß∑’Ë ÿ¥·≈–æ∫«à“∑’ËÕ—µ√“ à«π°“√·∑π∑’ËÀπ÷ËßÊ §à“µ—«·ª√ k ®–¡’§à“‡æ‘Ë¡¢÷Èπ„𧫓¡ —¡æ—π∏凙‘߇ âπµ√ß°—∫√–¬–‡«≈“∫à¡„π ‡°≈≈ÁÕ°°“≈‘∑÷¡‡™àπ‡¥’¬«°—π∑—Èß„π¥‘π‡À𒬫ÕàÕπ°√ÿ߇∑æ·≈–¥‘𧓂Õ≈‘‰π∑å·≈–æ∫«à“·π«§«“¡≈“¥™—π¢Õß°“√æ—≤π“µ—«·ª√ª√– ‘∑∏‘¿“æ k °—∫‡«≈“π—Èπ®–¡’·π«§«“¡≈“¥™—π∑’Ë „°≈â ‡§’¬ß°—π∑—È ßπ’ÈÕ“®‡π◊ËÕß¡“®“°°“√‡°‘¥ªØ‘°‘√‘¬“À≈—°‡¥’¬«°—π·µà„π°√≥’¢Õߥ‘𧓂Õ≈‘‰π∑å∑’ËÕ—µ√“ à«π°“√·∑π∑’Ë√âÕ¬≈– 20 ¡’·π«§«“¡≈“¥™—π·µ°µà“ß®“°º≈∑¥ Õ∫ à«πÕ◊ËπÊ Õ“®‡ªìπ‡æ√“–§«“¡§≈“¥‡§≈◊ËÕπ¢Õß°“√∑¥ Õ∫∑’ËÕ“¬ÿ∫à¡ 7 «—π ·µà∑—Èßπ’ÈÕ—µ√“°“√æ—≤π“¢Õßµ—«·ª√ª√– ‘∑∏‘¿“æ k ∑’Ë«—π„¥Ê ‡∑’¬∫µàÕ§à“µ—«·ª√ª√– ‘∑∏‘¿“æ k ∑’Ë«—πÀπ÷ËßÊ §«√¡’§à“§ß∑’Ë ”À√—∫‡∂â“™π‘¥‡¥’¬«°—π¢Õߥ‘π∑ÿ°™π‘¥‡π◊ËÕß¡“®“°ªØ‘°‘√‘¬“À≈—°‡¥’¬«°—π ¥—ßπ—Èπ∑”°“√ Normalized k-factor °—∫‡«≈“‚¥¬„™â√–¬–‡«≈“∫à¡∑’Ë 28 «—π‡ªìπµ—«Õâ“ßÕ‘ß ‚¥¬æ‘®“√≥“Õ—µ√“°“√æ—≤π“¢Õßµ—«·ª√ª√– ‘∑∏‘¿“æ k ¢Õ߇∂â“™’«¡«≈π’È„π¥‘π‰¡à∫«¡µ—«∂÷ß∫«¡µ—«µË” (¥‘𧓂Õ≈‘‰π∑å·≈–¥‘π‡À𒬫ÕàÕπ°√ÿ߇∑æ µ“¡≈”¥—∫) ¥—ß„π√Ÿª∑’Ë 13 ·≈–‰¥â§«“¡ —¡æ—π∏套ߠ¡°“√∑’Ë (7) ¥â«¬§à“ Relative Corre-lation ‡∑à“°—∫ 0.9453

    (7)

    ‡¡◊ËÕ kD §◊Õµ—«·ª√ª√– ‘∑∏‘¿“æ∑’Ë√–¬–‡«≈“∫à¡À≈—ß®“° D

    «—π, k28

    §◊Õµ—«·ª√ª√– ‘∑∏‘¿“æ∑’Ë√–¬–‡«≈“∫à¡À≈—ß®“° 28«—π ·≈– D §◊Õ√–¬–‡«≈“∫à¡ («—π)

     “¡“√∂ª√–¬ÿ°µå„™â ¡°“√∑’Ë (7) ‡æ◊ËÕª√–‡¡‘π§à“ª√– ‘∑∏‘¿“æ¢Õ߇∂â“™’«¡«≈π’È∑’ˇ«≈“„¥Ê (7 - 60 «—π) ·≈–Õ—µ√“ à«π°“√·∑π∑’ËÀπ÷ËßÊ (10 - 40%) ‰¥â·≈– “¡“√∂∑”𓬰”≈—ßÕ—¥¢Õߥ‘π´’‡¡πµå‡∂â“™’«¡«≈‰¥â‚¥¬ª√–¬ÿ°µå®“° ¡°“√∑’Ë (3) ‰¥â¥—ߧ«“¡ —¡æ—π∏å∑’Ë𔇠πÕ¥—ß ¡°“√

    Ci + k.Fqu = A + E

    wc

    c

    Cqu = A + E

    w

    Ce = k.F

    A2A

  • «“√ “√«‘®—¬·≈–æ—≤π“ ¡®∏. ªï∑’Ë 32 ©∫—∫∑’Ë 1 ¡°√“§¡-¡’π“§¡ 2552 131

    µàÕ‰ªπ’È

    (8)

    ‡¡◊ËÕ q(wc/c*),D

    §◊Õ°”≈—ߢÕߥ‘π´’‡¡πµå‡∂â“™’«¡«≈∑’Ë∑”𓬉¥â∑’ËÕ—µ√“ à«πª√‘¡“≥§«“¡™◊Èπ„π¥‘πµàÕª√‘¡“≥ à«πº ¡(wc/C

    *) ∑’Ë«—π D «—π ·≈– q(wc/c*),28

    §◊Õ°”≈—ߢÕߥ‘π´’‡¡πµå‡∂â“™’«¡«≈∑’ËÕ—µ√“ à«πª√‘¡“≥§«“¡™◊Èπ„π¥‘πµàÕ

    ª√‘¡“≥ à«πº ¡ (wc/C*) ∑’Ë√–¬–∫à¡∑’Ë 28 «—π´÷Ë߇ªìπ«—πÕâ“ßÕ‘ß·≈– C* §◊Õª√‘¡“≥´’‡¡πµå‡∑’¬∫‡∑à“ ´÷Ëß¡’§à“¥—ß ¡°“√µàÕ‰ªπ’È

    C* = Ci + kF (9)

    ‡¡◊ËÕ k §◊Õµ—«·ª√ª√– ‘∑∏‘¿“æ ´÷Ëß®–¡’§à“‡æ‘Ë¡¢÷Èπµ“¡Õ“¬ÿ∫à¡ C

    i §◊Õª√‘¡“≥´’‡¡πµå∑’Ë„ à„π°“√º ¡ (%) ·≈– F §◊Õ

    ª√‘¡“≥‡∂â“™’«¡«≈ (%)

    100 101 1020

    1

    2

    3

    k-fa

    ctor

    √–¬–‡«≈“∫à¡ («—π)

    100 101 1020

    1

    2

    3

    4

    5

    6

    k-fa

    ctor

    √–¬–‡«≈“∫à¡ («—π)

    k(90:10) = -0.862 + 0.5884 ln Dr = 0.9814

    k(80:20) = -0.439 + 0.611 ln Dr = 0.9856

    k(70:30) = -0.505 + 0.560 ln Dr = 0.9947

    k(60:40) = -0.746 + 0.528 ln Dr = 0.9725

    k(90:10) = 0.697 + 0.890 ln Dr = 0.9901

    k(80:20) = -2.93 + 1.967 ln Dr = 0.9847

    k(70:30) = -0.879 + 0.6440 ln Dr = 0.9799

    k(60:40) = -0.348 + 0.4860 ln Dr = 0.9981

    √Ÿª∑’Ë 12 µ—«·ª√ª√– ‘∑∏‘¿“æ k ¢Õ߇∂â“™’«¡«≈°—∫‡«≈“¢Õߥ‘π‡À𒬫ÕàÕπ°√ÿ߇∑æ·≈–¥‘𧓂Õ≈‘‰π∑å

    ∑’ËÕ—µ√“ à«π°“√·∑π∑’˵à“ßÊ

    °) ¥‘π‡À𒬫ÕàÕπ°√ÿ߇∑æ ¢) ¥‘𧓂Õ≈‘‰π∑å

    √Ÿª∑’Ë 13 §«“¡ —¡æ—π∏å√–À«à“ßÕ—µ√“°“√æ—≤π“ª√– ‘∑∏‘¿“æ¢Õ߇∂â“™’«¡«≈°—∫‡«≈“¢Õߥ‘π∫«¡µ—«µË”

    ·≈–°“√ Normalization

    100 101 1020

    0.5

    1

    1.5

    k D/k

    28 ¥‘π‡À𒬫ÕàÕπ°√ÿ߇∑æ¥‘π§“‚Õ≈‘‰π∑å

    √–¬–‡«≈“∫à¡ («—π)

    kD/k28(low swelling soil = 0.4284 ln D- 0.455r = 0.9453

  • «“√ “√«‘®—¬·≈–æ—≤π“ ¡®∏. ªï∑’Ë 32 ©∫—∫∑’Ë 1 ¡°√“§¡-¡’π“§¡ 2552132

    ∑”°“√µ√«® Õ∫«‘∏’·≈–·π«∑“ß∑’Ë𔇠πÕ„π°“√À“°”≈—ßÕ—¥¢Õߥ‘π´’‡¡πµå‡∂â“™’«¡«≈´÷ËßÕ“»—¬ ¡°“√∑’Ë (8) ·≈–À≈—°°“√À“§à“µ—«·ª√ª√– ‘∑∏‘¿“æ (k) ¢Õ߇∂â“™’«¡«≈π’È‚¥¬ß“π«‘®—¬π’ȉ¥âπ”¢âÕ¡Ÿ≈®“°°“√∑¥ Õ∫À“°”≈—ßÕ—¥¢Õߥ‘π‡À𒬫ÕàÕπ°√ÿ߇∑溠¡ ’́‡¡πµå·≈–‡∂â“™’«¡«≈∑’ËÕ“¬ÿ∫à¡28 «—𠇪ìπ¢âÕ¡Ÿ≈æ◊Èπ∞“π¥—ß· ¥ß„πµ“√“ß∑’Ë 6 ®“°¢âÕ¡Ÿ≈æ◊Èπ∞“π¢Õߪ√‘¡“≥§«“¡™◊Èπ ª√‘¡“≥ªŸπ´’‡¡πµå ª√‘¡“≥‡∂â“™’«¡«≈ ·≈–°”≈—ßÕ—¥∑’ˇ°‘¥¢÷Èπ∑’Ë·µà≈–Õ—µ√“ à«π°“√·∑π∑’Ë¢Õ߇∂â“™’«¡«≈  “¡“√∂𔉪À“§à“µ—«·ª√ª√– ‘∑∏‘¿“æk ¢Õß·µà≈–Õ—µ√“ à«π°“√·∑π∑’Ë´÷ËßÕ“»—¬§«“¡ —¡æ—π∏å„π ¡°“√∑’Ë (6.2) ‚¥¬À≈—°°“√«‘‡§√“–À凙‘߇ âπ·∫∫∂¥∂Õ¬À≈“¬µ—«·ª√ (Multi - linear regression analysis) ‰¥â§à“¥—ß„πµ“√“ß∑’Ë 6  ”À√—∫¥‘π´’‡¡πµå (F = 0) ®–¡’§à“µ—«

    ·ª√ª√– ‘∑∏‘¿“æ k ‡∑à“°—∫ 1 ‡æ√“–‡ªì𧫓¡ “¡“√∂‡µÁ¡∑’Ë100 ‡ªÕ√凴Áπµå¢ÕߪŸπ´’‡¡πµå ®“°π—ÈπÕ“»—¬§«“¡ —¡æ—π∏å„π ¡°“√∑’Ë (7) ®–‰¥â§à“µ—«·ª√ª√– ‘∑∏‘¿“æ k ∑’Ë«—π„¥Ê¢Õß·µà≈–Õ—µ√“ à«π°“√·∑π∑’ËÀπ÷ËßÊ ß“π«‘®—¬π’È°”Àπ¥°”≈—ßÕ—¥¢Õߥ‘π´’‡¡πµå (C:F = 100:0) ∑’ËÕ“¬ÿ∫à¡ 28 «—π·≈–∑’Ë wc/C* ‡∑à“°—∫ 3.69 ‡ªìπ°”≈—ßÕ—¥Õâ“ßÕ‘ß (q(wc/c*),28)‡æ◊ËÕ„™â„π°“√§”π«≥À“°”≈—ßÕ—¥∑’ˉ¥â®“°°“√∑”𓬂¥¬Õ“»—¬§«“¡ —¡æ—π∏å„π ¡°“√∑’Ë (8) ·≈– (9) · ¥ßº≈¢Õß°”≈—ß∑’ˉ¥â®“°°“√∑¥ Õ∫‡ª√’¬∫‡∑’¬∫°—∫º≈∑’ˉ¥â®“°°“√∑”𓬥—ß„π√Ÿª∑’Ë 14 æ∫«à“§à“§«“¡§≈“¥‡§≈◊ËÕπ∑’ˇ°‘¥¢÷ÈπÕ¬Ÿà„π‡°≥±å∑’ˬա√—∫‰¥â¥â«¬§à“ Relative Correlation‡∑à“°—∫ 0.9061

    100:0 28 92.15 25.00 0 1.00 3.69 867A

    28 110.94 25.00 0 1.00 4.44 734

    90:10 28 92.15 22.50 2.50 1.13 3.64 934

    28 110.94 22.50 2.50 1.13 4.38 684

    80:20 28 92.15 20.00 5.00 1.55 3.32 1010

    28 110.94 20.00 5.00 1.55 4.00 786

    70:30 28 92.15 17.50 7.50 1.06 3.62 926

    28 110.94 17.50 7.50 1.06 4.36 704

    60:40 28 92.15 15.00 10.00 0.67 4.25 769

    28 110.94 15.00 10.00 0.67 5.11 587

    À¡“¬‡Àµÿ 1. C:F = ª√‘¡“≥ ’́‡¡πµå:ª√‘¡“≥‡∂â“™’«¡«≈ „πÀπ૬‡ªÕ√å‡ Á́πµå

    2. A = §à“°”≈—ßÕ—¥∑’ËÕ“¬ÿ∫à¡ 28 «—π ÷́Ë߇ªìπ§à“Õâ“ßÕ‘ß ( q(wc/c*),28 )

    3. §à“µ—«·ª√ª√– ‘∑∏‘¿“æ k À“®“° multi-linear regression analysis

    µ“√“ß∑’Ë 6 °”≈—ßÕ—¥¢Õߥ‘π‡À𒬫ÕàÕπ°√ÿ߇∑溠¡´’‡¡πµå·≈–‡∂â“™’«¡«≈∑’ËÕ“¬ÿ∫à¡ 28 «—π

    (LL = 92.15% and PL = 42.5%)

    C:FTime,days

    wc%

    Ci%

    F% k-factor wc/C

    * qulkPa

  • «“√ “√«‘®—¬·≈–æ—≤π“ ¡®∏. ªï∑’Ë 32 ©∫—∫∑’Ë 1 ¡°√“§¡-¡’π“§¡ 2552 133

    6.  √ÿªº≈°“√»÷°…“ß“π«‘®—¬π’È°≈à“«∂÷ßµ—«·ª√§«∫§ÿ¡°”≈—ßÕ—¥¢Õߥ‘π´’‡¡πµå

    º ¡‡∂â“™’«¡«≈·≈–𔇠πÕ§à“µ—«·ª√ª√– ‘∑∏‘¿“æ¢Õß«— ¥ÿªÕ´‚´≈“π∑’Ë„™â„π°“√·∑π∑’˪Ÿπ´’‡¡πµåªÕ√åµ·≈π¥å ”À√—∫¥‘π∑’ˉ¡à¡’°“√∫«¡µ—«∂÷ß∫«¡µ—«µË” ª√–‡¥Á𠔧—≠¢Õß°“√«‘®—¬π’È “¡“√∂ √ÿª‰¥â¥—ßπ’ȧ◊Õ

    1. ªí®®—¬§«∫§ÿ¡°”≈—ßÕ—¥¢Õߥ‘π´’‡¡πµåº ¡‡∂â“™’«¡«≈§◊Õ Õ—µ√“ à«πª√‘¡“≥πÈ”„π¥‘πµàÕª√‘¡“≥ à«πº ¡ √–¬–‡«≈“∫à¡·≈–Õ—µ√“ à«π°“√·∑π∑’˪Ÿπ´’‡¡πµå¥â«¬‡∂â“™’«¡«≈

    2. µ—«·ª√ª√– ‘∑∏‘¿“æ k ®–¡’§à“‡æ‘Ë¡¢÷Èπµ“¡√–¬–‡«≈“·≈–¡’§à“¢÷ÈπÕ¬Ÿà°—∫Õ—µ√“ à«π°“√·∑π∑’Ë‚¥¬‰¡à¢÷Èπ°—∫ª√‘¡“≥ à«πº ¡‡æ√“–∑’ËÕ“¬ÿ∫à¡Àπ÷ËߢÕßÕ—µ√“ à«π°“√·∑π∑’ËÀπ÷ËßÊ ‡¡◊ËÕ∑”°“√º ¡«— ¥ÿº ¡∑’ËÕ—µ√“ à«πº ¡µà“ßÊ ®–„Àâ§à“µ—«·ª√ª√– ‘∑∏‘¿“æ‡æ’¬ß§à“‡¥’¬« ”À√—∫«— ¥ÿªÕ´‚´≈“π™π‘¥Àπ÷ËßÊ ´÷ËßÀ≈—°°“√„™âµ—«·ª√ª√– ‘∑∏‘¿“æ k “¡“√∂𔉪ª√–¬ÿ°µå„™â‰¥â°—∫«— ¥ÿªÕ´‚´≈“πÕ◊ËπÊ

    7. °‘µµ‘°√√¡ª√–°“»ºŸâ‡¢’¬π¢Õ¢Õ∫§ÿ≥ ”π—°ß“π§≥–°√√¡°“√«‘®—¬·Ààß™“µ‘

    («™.) ª√–®”ªïß∫ª√–¡“≥·ºàπ¥‘πªï 2552 ‡ªìπÕ¬à“ß Ÿß ”À√—∫°“√ π—∫ πÿπ∑ÿπ«‘®—¬π’È

    8. ‡Õ° “√Õâ“ßÕ‘ß1. < UR L : h t t p : / / m a emo h . e g a t . c om /

    index.php?content=sara&topic=2>2. Ferguson, G. 1993, çUse of self-comment-

    ing fly ash as a soil stabilizing agenté, Geotechnicalspecial publication, No. 36, ASCE New York, N.Y.

    3. Owens, PL. 1979, çFly ash and its usage inconcreteé, Concrete, the Journal of ConcreteSociety, Vol. 13, pp. 21-26.

    4. Mitsui, K., Li, Z., Lange, D.A., and Shah,D.P. 1994, çRelation between microstructure andmechanical properties of the paste-aggregateinterfaceé, ACI Materials Journal, Vol. 91, No. 1, pp.30-39.

    5. Ollivier, J.P. and Massat, M. 1996, çTheeffect of the transition zone on transfer propertiesof concreteé, J.C. Maso ed, RILEM TechnicalCommittee 108-ICC Report, E&FN SPON, pp. 118-131.

    √Ÿª∑’Ë 14 °“√∑”𓬰”≈—ßÕ—¥·≈–°”≈—ßÕ—¥„πÀâÕߪؑ∫—µ‘°“√¢Õߥ‘π‡À𒬫ÕàÕπ°√ÿ߇∑溠¡´’‡¡πµå·≈–‡∂â“™’«¡«≈∑’ËÕ“¬ÿ∫ࡵà“ßÊ

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    9. Chindaprasirt, P., Ruangsiriyaku, S., Cao,H.T., and Bucea, L. 2001, çInfluence of Mae Moh flyash fineness on characteristics, strength anddrying shrinkage development of blended cementmortorsé, Proceedings of 8th East Asia-PacificConference on Structural Engineering and Construc-tion, Singapore, pp. 6.

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    20.  ÿ¢ —πµ‘Ï ÀÕæ‘∫Ÿ≈ ÿ¢ √ÿâß≈“«—≈¬å √“™—π »‘«ƒ∑∏‘ÏÀ‘√—≠‡√◊Õß ·≈–∏’√«—≤πå  ‘π»‘√‘, 2549, 炧√ß √â“ß®ÿ≈¿“§¢Õߥ‘π‡À𒬫´’‡¡πµå‡∂â“≈Õ¬é,  —¡¡π“«‘»«°√√¡‚¬∏“·Ààß™“µ‘ §√—Èß∑’Ë 11.

    21. Horpibulsuk, S., Miura, N., and Nagaraj, T.S.2003, çAssessment of strength development incement-admixed high water content clays withAbramsû law as a basisé, Geotechnique, Vol. 53,No. 4, pp. 439-444.

  • «“√ “√«‘®—¬·≈–æ—≤π“ ¡®∏. ªï∑’Ë 32 ©∫—∫∑’Ë 1 ¡°√“§¡-¡’π“§¡ 2552 135

    22. Uddin, K. 1994, çStrength and Deforma-tion Behaviour of Cement Treated Bangkok Clayé,Doctoral Thesis, Asian Institute of Technology,Bangkok, Thailand.

    23. °√¡∑“ßÀ≈«ß·Ààߪ√–‡∑»‰∑¬, 2547 √“¬ß“πº≈∑¥ Õ∫°”≈—ߢÕß Cement Column ‚§√ß°“√°àÕ √â“ß∑“ßÀ≈«ß摇»…‡ âπ°√ÿ߇∑æ - ™≈∫ÿ√’ ‚¥¬∫√‘…—∑ TenConsultants Co., Ltd.

    24. °√¡∑“ßÀ≈«ß·Ààߪ√–‡∑»‰∑¬, 2550 √“¬ß“πº≈∑¥ Õ∫°”≈—ߢÕß Cement Column ‚§√ß°“√°àÕ √â“ß∑“ßÀ≈«ß摇»…À¡“¬‡≈¢ 9 µÕπ«ß·À«π√Õ∫πÕ°µ–«—πÕÕ° ‡ âπ∫“ßæ≈’-∏—≠∫ÿ√’ ‚¥¬∫√‘…—∑ Ten Con-sultants Co., Ltd.

    25. Kawasaki, T., Niina, A., Saitoh, S., Sukuzi,Y. and Honjo, Y. 1981, çDeep mixing method usingcement hardening agenté, Proceedings of 10th In-ternational Conference on Soil Mechanics and Foun-dation Engineering, Stockholm, pp.721-724.