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TRANSCRIPT
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ابع من كتوبجامعة الس
اهلندسة
اهلندسكلية
كلية
اهلندسة
كلي ة
إداري
ملبني
وعميقة
سطحية
تصميم ساسات
تصميم ساسات سطحية وعميقة ملبني إدار
:
óÑïÜíic âïèa‹ia kïèì 7—ÕÜa †íá« ‡ïá¨a‡jÈ
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†NñìbåÔ ì‡¿
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ملبني داري
وعميقة
سطحية
ملبني دارتصميم ساسات
وعميقة
سطحية
تصميم ساسات
DDeessiiggnn oof f SShhaallllooww aannd d DDeeee p p FFoouunnd d aattiioonnss
f f oor r OOf f f f iiccee BBuuiilld d iinngg
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و ه نس عني
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pbîín0a ‘‹éÐ
لرقم
ا âÔ‹Üa وضومل Ëíší¾a ózÑ—Üaالصفحا
1 ßìÿa Þ—ÑÜaZóà‡Õà 1
2 ðäbrÜa Þ—ÑÜaZò‡áÈÿa âïá—mì ßb¼ÿa lby 3
1.2 óà‡Õà 4
2.2 ðɾa ?jáÝÜ ð÷b“äfia ÞïÝznÜa 5
3.2
—mò‡áÈÿa âïá 15
4.2 âïá—mì ßb¼ÿa lby ôÝÈ óÝràcò‡áÈÿa 16
5.2 ò‡áÈÿa âïá—m w÷bnä 26
3 sÜbrÜa Þ—ÑÜaZÊÔí¾a tb¢cì ói6Üa Ób“Ùna 27
1.3 óà‡Õà 28
2.3 ói6Üa Ób“Ùna æà Ÿ‹ÍÜa 28 3.3 ói6Üa Ób“Ùna wàbä‹i 29
4.3 ói6Üa pbu 29
5.3 ói6Üa pbåïÈ 30
6.3 ÊÔí¾bi óïÐí§a ëbï¾a líåà ‡î‡¥ 31
7.3 óïÝÕ¨a paŠbjn‚ýa 31
8.3 óč ïÝáɾa paŠbjn‚ýa 34
9.3 ói6Üa ‹î‹Õm †a‡Èg 36
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âÔ‹Üa Ëíší¾a ózÑ—Üa
4 Êia‹Üa Þ—ÑÜaZóïzÜa pbbÿa 37
1.4 óà‡Õà 38
2.4 pbbÿa âïá—nÜ óàbÉÜa paí©a 38
3.4 bÿa ËaíäcóïzÜa pb 39
4.4 ôÉ ¾a ñŠa†fia ôåj¾a pbbc âïá—m 40
1.4.4 ðɾa ?j¾a ÊÔí· ói6Üa óÜby æÈ ò‹Ðín¾a pbàíÝɾa 40 2.4.4 êi íá¾a Ãíj:a 41
3.4.4 pbbÿa Ëíä Šbïn‚a 42
4.4.4 óïzÜa pbbÿa ÞᥠòŠ‡Ô lby 42
4.4.5 ‡jÜa ‡åÈ =äb§a ói6Üa ÂÍšãìŠ 53
6.4.4 óïzÜa ‡ÈaíÕÝÜ ð÷b“äfia âïá—nÜa 57 7.4.4 ôåj¾a pbbc |ïÝmì †bÉic lby 63
8.4.4 óïzÜa pbbÿa ‰ïÑåm pbbïnya 111
5 àb©a Þ— ÑÜaZpbbÿaóÕïáÉÜa112
1.5 óà‡Õà 113
2.5 óÕïáÉÜa pbbÿa Ëaíäc 113
3.5 †bmìÿa pbbc 114
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لصفحلموضولرقم
منه 1.3.5 ‡ الموا& المصنوعة ‡ األوتا‡ حس 114تصني
الحم 2.3.5 نقل طريقة حسب األوتاد 116تصنيف
الترب 3.3.5 على تأثيرها حسب األوتاد 116تصنيف
المعط 4.5 اإلداري المبني 118تصميم ساسات
118المعلوما… المتوفر 1.4.5
2.4.5
األسا
نوع
ااختيار
119
المعط 3.4.5 w للمبن wاتوألا ساسات wيمصت 119
الوت 1.3.4.5 نوع 119اختيار
للوت ßالواح 2.3.4.5 o الر سي 120تحدي oقدر oالتحمل
الواح 3.3.4.5 الوتد هبوط 127حساب
4.3.4.5 بينهم
فيما
والمسافة
المجموعة
في
òاألوتا
òعد
òتحدي
129
التحم 5.3.4.5 األوتاالسعة لمجموعة 129لية
األوتا 6.3.4.5 مجموعة 132هبوط
لغطا õاألوتا 7.3.4.5 اإلنشائي 135التصميم
العميق 8.3.4.5 األساسات لتصميم النهائية 148النتائج
9.3.4.5 للوت
اإلنشائي
التصميم
149
العميق 4.4.5 األساسات تنفيذ 152احتياطات
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âÔ‹Üa Ëíší¾a zÑ—Üaó
Êua‹¾a 154
pbÑ–aí¾a 155 Öyþ¾a 156
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م م
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ó‡åè Òî‹Ém æÙº L ÖïáÈ ¢pbbÿaÞÕåm >Üa ‹–båÉÜa öbåiì âïá—mì Šbïn‚a æÐ béädiçaŒìcd“å¾aðÜg
ói6Üa ìcLóïnznÜa Šíƒ—Üa è 5nÉm pbbÿa çhÐ ÖibÜa Òî‹ÉnÜa ¶g ać †båna쑇åéà óïÜíøàì Ld“å¾a À öu âèc ð
bbÿa À d©bÐ Ld©a Þán¥ ýì ò7‚ì ò7jØ pbbÿap Šbïéäa êïÝÈ km6î ‡Ô ñ‰Üaì L7‚ÿaì ßìÿa d©a íèÞàbÙÜbi ôåj¾aN
Ð Lóº‡ÕÜa ãíÝÉÜa æà ïÜ pbbÿa ó‡åè âÝÈçìöbåjÜa çbØ oÝ‚ Ší—È ‰åá ôàa‡ÕÜaðÝÈ çì‡ánÉîò5©a
æÙº báïÐ óáØa6¾açcó‡åè ðáîpbbÿaÊàì Lãì‡Ô íå‡i ðšb¾a ç‹ÕÜa æà pbåî‹“ÉÜa pac‘bÿaðáÝÉÜa
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öu âècì Âicì LóîˆýíÑÜaì óïäb‹©a ìc óÕïáÈ pbbc ãa‡ƒna Þrà Lkbå¾a ‘bÿa Ëíä Šbïn‚a íè béïÐ
íèì b›îc âéà ‹‚e öu Ûbåèì Lóïz pbbcbàâïá—nÜa pþàbÉ· ÖÝÉnîÞᥠòŠ‡Ô lb¢ ó–b©a
ójbå¾a |ïÝnÜa ‡î‡y óïáØì ‡ÈaíÕÜa †bÉic lby æà ð÷b“äfia âïá—nÜa pbbÿa ó‡åè Þá“m báØ LpbbÿaN
ïäbÙïà âÝÈ c ßam báÐ LãíïÜa Þ÷b:a ðáÝÉÜa ŠínÜa æà âÌ‹Übiìói6Üa bÙ ñ‰ÜaêïÜg ‡ånîpbbÿa ó‡åè âÝÈ
ðbc ÞÙ“i‰åàçcðØaŒ‹m ߊbØ %bÉÜa béÉšì}Karl Terzaghi {ôny ÞáÉnmçłaN
çgËì‹“¾a a‰èæà çíÙnî u ÷μ μïbcßìÿa ö§a Lc âïá—m ïz pbbó ôåj¾gñŠa†a ôÉž àðÕÐÿa ÂÕ¾
‹Ùn¾a Šì‡ÝÜ Š?j¾a ÞÑc óïnznÜa ói6Üa óÜbyìL ìž à ôåj¾ač íÙ Šaì†c ón æà çIã슇i šŠc Šì†ìð óÉiŠc ¶g óÐbšfibi Šaì†c
Š‹ÙnàòHLbàcËì‹“¾a æà ðäbrÜa ö§a íéÐóÕïáÈ pbbc âïá—m]†bmìÿa pbbcIPile FoundationsH[ÑåÜ
ðɾa ñŠa†fia ?j¾aóÑÝn¬ óïn¥ ói6Ü ìLðÜbnÜa ízåÜa ôÝÈ ßí—Ð ó½ ¶g Ëì‹“¾a âïÕm # ‡ÕÜìZ
ßìÿa Þ—ÑÜaZóà‡ÕàËì‹“áÝÜN
Þ—ÑÜaðäbrÜaZò‡áÈÿa âïá—mì ßb¼ÿa lbyZßb¼ÿbi ðɾa ?j¾a ÞïᥠޗÑÜa a‰è À # sïy ónï¾a
ì óï¨aìâïá—nÜbi ãbïÕÜaì L?j¾a ò‡áÈc Êï» ðÝÈ ßb¼ÿa lbyð÷b“äfia Šìb0a óyíÜ âŠì Lò‡áÈŁÜò‡áÈÿaìN
brÜa Þ—ÑÜasÜZÊÔí¾a tb¢cì ói6Üa Ób“ÙnaZsïy˜ƒÝîa‰èÞ—ÑÜaâècÊÔí¾a tb¢cì ói6Üa Ób“Ùna ׋N
Êia‹Üa Þ—ÑÜaZóïzÜa pbbÿaZ ïÕÜa Þ—ÑÜa a‰è À #ðɾa ?jáÝÜ óïz pbbc âïá—ni ãb N
àb©a Þ—ÑÜaZ óÕïáÉÜa pbbÿaZóïn¥ ói‹m óÜb¨ì ðɾa ?jáÝÜ †bmìc pbbc âïá—m # Þ—ÑÜa a‰è À
óÑÝn¬Êia‹Üa Þ—ÑÜbi ói6Üa óÜby æÈ N
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حس ب ألمح ل وتصميم ألعمدة
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1.2 à‡Õà ó Z †bÉiÿa óïqþq óï÷b“äg óáÅäc ðè óï÷b“äfia óïybåÜa æà óïäb‹©a pf“å¾aæà çíÙnm LóÝ—nà óáïÕnà ‹–båÈ
óaíipþ–ìI Joints HLpa‹áØ óïÕÐÿa ‹–båÉÜa ôámò‡áÈc óî†íáÉÜa ‹–båÉÜaì LÂ÷aíy ìc¶g óÐbšfibi L Üapbþj ¾apa‹áÙÜbi óÝ—n ì Lpbbÿa?j¾a Þᥠ>Üa[1]N
ðÕÐÿa ÂÕ¾a çíÙnîôåjáÝÜôɾaÿa âïá—m líݾaìêÜ pbb†íáÈ μqþqì óÉj æàLž à ò‡áÈÿa Éi†‡z bÕjà bè†bÉicñŠbáɾa ‘‡åé¾a ÞjÔ æàL è báØ í ÞÙ“Übi μjàI2M1HNfibiÀ ‡É—áÝÜ ðäb‹‚ Â÷by †íuì ¶g óÐbš
ôåj¾a Âì Šì† ÞØ ËbÑmŠa LŠaì†c ón æà ôåj¾a çíÙnîì LI3.5mNH
ÞÙ’I2M1HÂÕ¾aðÕÐÿaôɾa ôåjáÝÜ
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2.2ôåjáÝÜ ð÷b“äfia ÞïÝznÜaðɾaZ # sïy L bîì‡î ðɾa ?jáÝÜ ßb¼ÿa lby #óÕî‹ ãa‡ƒnaÀ ò‹qü¾a pbyb¾aðÝÈ óïc‹Üa ñíÕÜa lby
ì L ò‡áÈÿa#ò‡áÈÿa ðÝÈ ãìÉÜa lby‡åÈ À‹Üa oïjrnÜa ãÈ ÊîŒíni óïåØ‹Üa ì óïЋÜapþ–íÜaò‡áÈÿa ðÝÈ ‹—åÈ ÞØ òöbu ky pa‹áÙÜaìN
1.2.2ôɾa ôåj¾a Ëíä ‡î‡¥[2]Z oáÔ béähÐ óïäb‹©a pf“å¾a ÞïÝ¥ Ÿ‹ÍÜμÈíä ¶gZ
•ßìÿa ËíåÜaZ bïjäbu óàíȇà 7Ì pf“åàIunbraced structures HZ ÂÕÐ ò‡áÈÿa òöbu ôÝÈ ðÕÐÿa bèŠa‹Õna À ‡ánÉm >Üa pf“å¾a ðèìóïÕÐc òíÕÜ pf“å¾a ë‰è Ÿ‹Énm bà‡åÈì LI
þrà bîŠH îc 7jØ çíÙî béÐa‹®aì ò7jØ çíÙm béi ò‡Üín¾a ãìÉÜa çhÐØc çíÙm béi ò‡áÈÿaì L b› r óÐb® ‹ }ÞÙ’I2M2HNcN {
cHd“åàbïjäbu ãíȇà 7ÌN lH åàd“ bïjäbu ãíȇàðäb‹‚ Â÷b¢N ÞÙ’I2M2HËaíäc f“å¾apóïäb‹©aN
•ËíåÜaðäbrÜaZ bïjäbu óàíȇà pf“åàIbraced structures HZ È ðÕÐÿa bèŠa‹Õna À ‡ánÉm >Üa pf“å¾a ðèìôÝ ‹–båÈóîíÔ ŒbÙmŠaI þrà ðäb‹‚ Â÷byHLë‰è Ÿ‹Énm bà‡åÈì
óïÕÐc òíÕÜ pf“å¾aIbîŠHò7Í– çíÙm béi ò‡Üín¾a ãìÉÜa çhÐÖibÜa ËíåÝÜ ójåÜbiçíÙî béÐa‹®aì Lc ‹Í–L b›îc óÐb® ÞÔc çíÙm béi ò‡áÈÿaì}ÞÙ’I2M2HNlN {
ôÉ ¾a ôåj¾aêáȇî‡É—áÝÜ ðäb‹‚ Â÷byˆ ì Ð ðÜbnÜbiì óïÜbÈ òöbuçc ôÝÈ Òå—ž î êäh óàíȇà òd“åà
bïjäbuN
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2.2.2 ÿaßb¼( Loads)Z âïá—nÜa Ãì‹’ ©a ðäbjáÝÜ ïäb‹ ó ë‰èì L êïÝÈ óݾa ßb¼ÿa Êï» Þáznî çc k° d“å¾a çc ‘bc ôÝÈ oïåž i
ðè ßb¼ÿaZ 1H ónï¾a ßb¼ÿaZò‡áÈÿaì pa‹áÙÜaì pbþjÜa çaŒìc Þá“mìóÐbšfibigÃþjÜaì ㆋÜa çaŒìc ¶N 2H óï¨a ßb¼ÿaZßb¼ÿa Ÿ‹Ð #báØ óï¨a îêi ð–í óïåíÜa pbÑ–aí¾a ‡éÉàóïÙî‹àÿaIANSIH[2]L ìóîŠa†fia ðäbjáÝ܇uìcìa6î êäμiIKN/m²4.8–2.4Hß쇧bi báØI2M1HLóáïÕÜa p7n‚aìI350 kg / m
2 ìc3.5 KN / m
2Ha ânïÜbéàa‡ƒnbi âïá—nÜN
ß쇧aI2M1Hßb¼ÿaóï¨aóïáïá—nÜaóÑÝnƒ¾a ðäbj¾a Ëaíäÿ[2]N
3H bî‹Üa ßb¼cZæÙºßbáègÚ܈ì ÞïÝznÜa ‡åÈ bî‹Üa ßb¼ckyêi ð–ím bàμï䇾a μ‡åé¾a óüà ïÙî‹àÿaó IASCEH[2]LkjiÂ÷aíy‡É—¾aóïäb‹©a Üa> mÞáÉ a† ‹—åÉØâÈd“åáÝÜ ojràLçíØ kji b›îcì
ôåj¾a Šaì†ÿa æà ÞïÝÔ †‡È æà çč íÙàIó½ Šaì†cc ÝÈô ŸŠÿa |HL 쟊ÿa | ×íÐ ôåj¾a ËbÑmŠaI5×3.5 =
17.5 mH ìñ‰ÜaôåjáÝÜ ‹Í–ÿa Ÿ‹ÉÜa æà ÞÔc íèI19.72mHðÜbnÜbiì LÒå—ž îôåj¾aðɾabj¾a ‡åi o¥óÝïÝÔ ðä ËbÑmŠýaN
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3.2.2 ò‡áÈÿa ôÝÈ ßb¼ÿa lbyZÞÙ“ÜaI2 – 3Hð ÕÐÿa ÂÕ¾bi pa‹áÙÜaì ò‡ áÈÿa æØbàc | šíîLô åjáÝÜçc óÅyþà ÊàÉiÿaæà ò†č ‡ « †bÉi
ÞjÔñŠbáɾa ‘‡åé¾aóïmła pbàíÝɾa ¶g óÐbšfibi a‰è óî‹©a ôÝÈ óÕjà ðèì LZ • ¾a Šaì†c †‡Èôåj 6IóÉiŠc Šaì†cã슇iì Šì†ìðšŠcHN• Šì‡Üa ËbÑmŠa3.5 mN•₣ ‡± çbjà l‹ÍÜaì ßbá“Üa æà ôåj¾aIça7uN H•ðÜg àŠ i ò‡áÈÿa Œíà‹ öa‡niaæàIC1Hônyì LIC37HÞÙ“Übi |šíà báØ I2M3H
ÞÙ’I2 – 3Hpa‹áÙÜaì ò‡áÈÿa æØbàcôåjáÝÜ ðÕÐÿa ÂÕ¾biN
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1.3.2.2pbšì‹Ðßb¼ÿa lbyZ
pa‹áÙÜa Êï» †bÉic30×60 cmÚ܈ì pbšì‹ÑÜa ë‰è æà ÖÕznÜa #öa‹uhiôÝÈ pbibyÚ8Êï»pbþjÜa15 cm Özݾbi μjà íè báØ pbþjÜaì pa‹áÙÜa æà óÈíáªI1HN ò‡áÈÿa Êï» †bÉic30 × 30 cmNÂ÷aí¨a Ú825 cmN ózݾa óäb‹©a çaŒìc ò‡yìIγ c = 25 KN / m3 N HlíÜa çaŒìc ò‡yì>å8ÿaϋѾaI b = 7.5 KN / m
3 γN H
ÃþjÜaì ㆋÜa çŒìI 150 Kg / m² ìc1.5 KN / m2N H
2.3.2.2 pa‹áÙÜaì pbþjÜa Þïá¥Z•ßb¼cpbþjÜaZ
Iwt. of back filling and tilesD.L = ( t × γ c + KN/m
25.25]I 1.5+25F0.15 = (
L.L = 3.5 KN/m2
•pa‹áÙÜa ßb¼cZ
Þá“m ðèìZ 1H Üa çŒíÜaò‹áÙÝÜ ðma‰ Z
D.L = 0.3 × 0.6 × 25 = 4.5 KN/m
2Hðma‰Üa çŒíÜaÂ÷aízÝÜZ Â÷b¨a ËbÑmŠaIh] H‡yaíÜa Šì‡Üa ËbÑmŠa – ò‹áÙÜa ÖáÈ
h = 3.5 – 0.6 = 2.9 m
D.L = 0.25 × 2.9 × 7.5
= 5.44 KN / m 3Hßb¼ÿapbþjÜa æàZ
lby #pbþjÜa æà ßb¼ÿapþàbɾa óÕî‹ ãa‡ƒnbi[13]N
2
a aa
W l W V
× ×=
2
b bb
W l W V × ×
=
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sïyZ VaLV b Z 7—ÕÜaì ÞîíÜa μèb¤ýa À 6à ÞÙÜ ò‹áÙÜa ôÝÈ ËŒí¾a óþjÜa æà Þá¨aN w bLwaZæà ‰‚üm pþàbÉàóþi ÞØ óÜby ky ßìa‡uN
wZÊi‹à 6à ÞÙÜ óþjÜa Þ¼N l aLl bZ 7—ÕÜaì ÞîíÜa μèb¤ýa À óïÐb—Üa ŠízjÜaN
3.3.2.2lby íÕÜaõóî†íáÉÜaðÝÈò‡áÈÿaZ
1Hpa‹áÙÜa æà óÈí᪠ÞïÝ¥ò‹án¾a Z dnÜa ânï êähÐ ò‡áÈÿa μi pbÐb¾a À 7jÙÜa Óþn‚ýa kiL ò‹qü¾a pbyb¾a óÕî‹ ãa‡ƒna óïäbÙàg æà ‡Ø
¢ Ú܈ìpa‹áØ ½ ôÝÈ ßb¼ÿa lb ò‹ánàbéÝïÝ¥ìãa‡ƒnbiwàbä‹iIAnalysis group 3.0
HLë‰èì pa‹áÙÜaò‹án¾a 0a ðÝÈ pa‹áÙÜa ðèb Šì(1-1)(2-2) - (F-F) - (4-4) - (H-H) -LÞÙ“ÜaìI2M4HÞrºóvïnåÜaóï÷béåÜaÞïÝznÜg‡yõpa‹áÙÜa ë‰èN
ÞÙ“ÜaI2M4 HÞïÝ¥ ÝÈ ò‹áÙÜaô Ší0aI2-2H
2 HóÕî‹pbyb¾aðÝÈ ò‹qü¾aò‡áÈÿa( )[Z 3] Tributary Areas Method
óÕî‹Üa ë‰è Àpbybà ðÜg ð÷b“äfia ðÕÐÿa ÂÕ¾a âïÕm ânî ¾a Òï—åniμi pbÐb Lò‡áÈÿa ìæàâql‹š ÞÙÜ bè7qdm óybà À pbþjÜa ßb¼cL†íáÈ ìpa‹áÙÜa ßb¼c l‹šÀ Â÷aí̈ aì :íb ‹qü¾aky ¨aóÜb ÜÞÙ
†íáÈÞÙ“Übi μjà íè báØN
ðì †íáÈ ?ØŠ †íáÈ À‹ †íáÈ
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ß쇧aìI2M2HpbþjÜa æà †íáÈ ÞÙÜ Þ Õnå¾a ð¨a Þ á¨aì oï¾a Þá¨aì ò‹qü ¾a pbþjÜa pbyb à |šíî Ü Šì‡ Ý
Üa‡yaí Z
ß쇧aI2M2HÞá¨apbþjÜa æà †íáÈ ÞÙÜ ÞÕnå¾a ð¨a Þá¨aì oï¾aN
†íáÉÜa óyb¾a
ò‹qü¾aIm2H
Þá¨aoï¾a
IKNH
Þá¨að¨a
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Þá¨að¨a
IKNHC16.9 36.2 24.2 C2013.0 68.3 45.5 C210.4 54.6 36.4 C216.9 36.2 24.2 C310.3 54.1 36.1 C2223.8 124.9 83.3 C413.4 70.4 46.9 C2325.9 136 90.6 C56.6 34.6 23.1 C2413.0 68.3 45.5 C66.5 34.1 22.8 C258.8 46.2 30.8 C714.7 77.1 51.5 C2615.6 81.9 54.6
C817.5 91.9 61.2 C2713.9 73 48.6 C921.4 112.4 74.9 C2813.9 73 48.6 C1013.8 72.4 48.3 C2920.8 109.2 72.8 C1113.4 70.4 46.9 C3013.9 73 48.6 C127.2 37.8 25.2 C315.0 26.3 17.5 C1310.7 56.1 37.5 C328.7 45.6 30.5 C147.2
37.8
25.2
C337.4
38.9
25.9
C1516.1 84.5 56.4 C347.4 38.9 25.9 C1611.8 61.9 41.3 C357.4 38.9 25.9 C1713.4 70.4 46.9 C366.7 35.1 23.5 C1813.0 68.3 45.5 C373.1 16.3 10.8 C19 25.9 136 90.6
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ìß쇧aI2M3Hpa‹áÙÜaì Â÷aízÝÜ ò‹qü¾a ßaíÿa |šíîónï¾a ßb¼ÿaì †íáÈ ÞÙÜ éåà óÝÕnå¾ab ðÜg†íáÈ ÞØæà
Üa Šì‡ Üa‡yaí Z
ß쇧aI2M3HðÝÈ ónï¾a ßb¼ÿaò‡áÈÿapa‹áÙÜaì Â÷aí¨a æàN
†íáÉÜa ßíÜa qü¾amH
Þá¨a ¾aoï
†íáÉÜa ßíÜa qü¾amH
Þá¨aoï¾a
C15.3 52.6 C207.2 71.5 C26.7 66.5 C215.7 56.6 C
3 4.3
42.7
C
227.1
70.5
C48.0 79.4 C237.2 71.5 C55.2 51.6 C247.2 71.5 C65.1 50.6 C256.1 60.6 C79.3 92.4 C266.1 60.6 C84.2 41.7 C277.5 74.5 C99.3 92.4 C288.9 88.4 C107.5 74.5 C299.3 92.4 C113.6 35.7 C307.5 74.5 C125.8 57.6 C314.5 44.7 C132.7 26.8 C326.3 62.6 C141.8 17.9 C335.7 56.6 C158.1 80.4 C345.7 56.6 C167.2
71.5
C355.7
56.6
C173.6 35.7 C363.3 32.8 C187.2 71.5 C373.6 35.7 C1910.8107.2
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ìß쇧aI2M4H íîçŒì Ÿ‹Ð # êäc óÅyþà Êà ‡yaì Šì† æà †íáÈ ÞÙÜ ónï¾aì óï¨a ßb¼ÿa |š
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Eoï¾a çŒíÜa æàZß쇧aI2M4H‡yaì Šì† æà ò‡áÈÿa ðÝÈ ónï¾aì óï¨a ßb¼ÿa |šíîN
†íáÉÜaoï¾a Þá¨a
IKNHð¨a Þá¨a
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oï¾a Þá¨a IKNH
ð¨a Þá¨a IKNH
C197.7 24.2 C20153.8 45.5 C2133.2
36.4
C21102.1
24.2
C3106.5 36.1 C22215.0 83.3 C4164.8 46.9 C23228.3 90.6 C594.9 23.1 C24153.8 45.5 C693.3 22.8 C25117.5 30.8 C7186.5 51.5 C26156.8 54.6 C8146.9 61.2 C27162.3 48.6 C9225.2 74.9 C28177.5 48.6 C10161.6 48.3 C29221.7 72.8 C11106.1 46.9 C30162.3 48.6 C12104.9 25.2 C3178.1 17.5 C1391.2 37.5 C32119.0 30.5 C1461.2 25.2 C33105.0 25.9 C15181.4 56.4 C34105.0 25.9 C16146.8 41.3 C35105.0 25.9 C17106.1 46.9 C3674.7 23.5 C18153.8 45.5 C3757.2 10.8 C19267.590.6
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w÷bnä æà ‡ØdnÜaò‹qü¾a pbyb¾a óÕî‹Z
ò‹án¾a pa‹áÙÜa ÞïÝ¥ óÕî‹ Êà ò‹qü¾a pbyb¾a óÕî‹ ãa‡ƒnbi ßb¼ÿa lby w÷bnä óäŠbÕ· ðÝî báØZ
†íáÉÜa óÕî‹Üa
ðÝ‚a‡Üa †íáÉÜaC19À‹Üa †íáÉÜa C10
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ò‹án¾a pa‹áÙÜa ÞïÝ¥ óÕî‹ 273.5 188 88.2 ò‹qü¾a pbyb¾a óÕî‹ 358.1 210 117.2
pa‹áÙÜa ÞïÝ¥ óÕî‹ w÷bnä æà 5Øc w÷bnä ðÉm ò‹qü¾a pbyb¾a óÕî‹ çc Æyþä ÖibÜa ß쇧a æà ójåi
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†íáÉÜa Þá¨aoï¾a
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†íáÉÜa Þá¨aoï¾a
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IKNHC1590 150 740 C20925 275 1200 C2800 220 1020 C21615 150 765 C3640 220 860 C221290 500 1790 C4990 285 1275 C231370 545 1915 C5570 140 710 C24925 275 1200 C6560
140
700
C25705
185
890
C71120 310 1430 C26945 330 1275 C8885 370 1255 C27975 295 1270 C91355 450 1805 C281065 295 1360 C10970 290 1260 C291335 440 1775 C11110 50 160 C30975 295 1270 C12630 155 785 C31470 105 575 C13550 225 775 C32715 185 900
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C14370 155 525 C33630 160 790 C151090 340 1430 C34630 160 790 C16885 250 1135 C35630 160 790 C17110 50 160 C36450 145 595 C18925 275 1200 C37345 65 410 C19 590 545 2150
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‰‚ÿbi ŠbjnÈýa À†bÉiÿañŠbáɾa ‘‡åé¾a ÞjÔ æà ò†‡0aL Ü óÑÝn¬ ÊbÕà Ÿ‹Ð #L ò‡áÈŁ ìóÉÜa †b°gL ÊÕà ÞÙÜ óïÝïáznÜaÊîŒím âq æàìò‡áÈÿa†íáÈ ÞØ Þ¼ ky óšì‹Ñ¾a ÊbÕ¾a ðÝÈN
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4.2ßb¼c lby ðÝÈ óÝràcò‡áÈÿabéáïá—mìZ 1Hlbyßb¼ÿaêáïá—mì ðÝ‚a† †íáÈ ðÝÈN 2Hêáïá—mì ðuŠb‚ †íáÈ ðÝÈ ßb¼ÿa lbyN 3Hêáïá—mì ?ØŠ †íáÈ ðÝÈ ßb¼ÿa lby N
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النتا ااالحس
:) 5النموذ(C29العمود الداخلي)1
محورية
بقوة
محمل
آعنصر
يصمم
فق
.
) :) Durabilityمتطلبات الديموم
خرسان
غطا
قل
:mm40
امحألا باسح:
األحمال
األحمال
التصميمية
المضخم
[KN] [KN]
:من الطابق الرابع إلي السطالعمود•
األح
السق
بالطة
من
الميتة
مال
: 20.8×5.25=109.2×1.4 =152.9
األحم
والحوائ
الكمرات
من
الميتة
ال
:9.3×9.94 =92.5 ×1.4=129.3
الميت
األحمال
العموع
: 201.7 282.2
الوزن
للعمو
لذاتي
: 201.7×0.1= 20.2 × 1.4=28.3
الكلي
الميتة
األحمال
: 221.9 × 1.4=310.7
ال
األحمال
حي
: 20.8×3.5 =72.8 ×1.7=123.8
الكلي
النهائي
الحمل
الراب
الطابق
علي
: 294.7 434.5
: من الطابق الثالث إلي الرابالعمو•
ال
الحمل
الكلي
الثالعنهائي
الطابق
:294.7×2=589.4
434.5×2=869
: من الطابق الثاني إلي الثالالعمو•
الكلي
النهائي
الثانالحمل
الطابق
علي
:294.7×3= 884
434.5×3=1304
: من الطابق األول إلي الثانالعمو•
ا
الكليالحمل
األونهائي
الطابق
علي
:294.7×4= 1179
434.5×4 =1738
: من الطابق األرضي إلي األوالعمو•
الكلي
النهائي
الحمل
األرض
الطابق
علي
:294.7×5=1474 434.5×5=2173
: من البدروم إلى الطابق األرضالعمو•
الكلي
الحي
الحمل
البدرو
علي
: 72.8×6=440× 1.7 =748
الكلي
الميت
الحمل
البدرو
علي
:221.9×6=1335× 1.4 =9186
أ
الكلي
النهائي
الحمل
البدرو
علي
: 1775 2617
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Ø16mm6
Ø16mm6
Ø16mm6
Ø16mm6
Ø16mm8
مصتلا :
: السطحمن الطابق الرابع إلالعمود•
العمود
مقطع
: mm300×300.
التسلي
:Ø16 mm6 .(1.4%)
الس
للمقط
التحميلية
ة
:KN1329......)أنظ
الصفحة
15(.
الفعل
الحمل
:KN435 .
:عالعمود من الطابق الثالث إلي الرا•
العمود
مقطع
:mm300×300.
التسلي
:Ø16 mm6 .(1.4%)
للمقط
التحميلية
السعة
:KN1329.
الفعلي
الحمل
:KN869 .
:ود من الطابق الثاني إلي الثالثالع•
العمود
مقطع
:mm300×300.
التسلي
:Ø16 mm6 .(1.4%)
للمقط
التحميلية
السعة
:KN1329.
الفعلي
الحمل
:KN1304 .
:العمود من الطابق األول إلي الثان•
العمو
مقطع
:mm300×400.
التسلي
:Ø16 mm6 .(1%)
للمقط
التحميلية
السعة
:KN1772.
الفعلي
الحمل
:KN1738 .
:لي األوالعمود من الطابق األرضي •
العمو
مقطع
:mm300×500.
التسلي
:(1.1%) 8 Ø16 mm.
للمقط
التحميلية
السعة
:KN2214.
الفعلي
الحمل
:2173 KN .
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:العمود من البدروم إلي الطابق األرض•
العمو
مقطع
:mm300×600.
للمقط
التسليح
:(1.1%) 10 Ø16 mm.
التحميلية
السعة
:KN2657.
الفعل
الحمل
:2617 KN .
Ø16mm10
النموذج( C10العمود الخارج)2
4(:
فق
واحد
باتجاه
وعزم
محورية
بقوة
محمل
آعنصر
يصمم
.
:) ) Durabilityمتطلبات الديموم
أ
خرسان
غطا
قل
:mm40
ح حألا با ا:
األحمال
األحمال
التصميمية
المضخم
[KN] [KN]
:من الطابق الرابع إلي السطالعمود•
السقف
بالطة
من
الميتة
األحمال
:13.8×5.25 =72.5 ×1.4 =101.5
الكم
من
الميتة
األحمال
والحوائ
رات
:49.9×7.5 =74.5×1.4 =104.3
ع
الميتة
العمواألحمال
: 147 ×1.4 =205.8
ا
الوزن
للعمو
لذاتي
: 147×0.1 =14.7 ×1.4 =20.6
الكلي
الميتة
األحمال
: 161.7×1.4 = 226.4
الح
األحمال
ي
: 13.8×3.5 =48.3×1.7=82.1
أ
الكلي
النهائي
الحمل
عل
الراب
لطابق
:210 308.5
: من الطابق الثالث إلي الرابالعمو•
الكلي
النهائي
الثالعلالحمل
الطابق
: 210×2=420 308.5×2 =617
الثالالعمو•
إلي
الثاني
الطابق
من
:
الحمل
الكلي
الثانعللنهائي
الطابق
: 210×3=630 308.5×3=926
: من الطابق األول إلي الثانالعمو•
أعل
الكلي
النهائي
الحمل
الطابق
ألو
: 210×4=840
308.5×4=1234
: من الطابق األرضي إلي األوالعمو•
النها
الحمل
األرض
الطابق
اعلي
الكلي
ئي
:210×5=1050 308.5×5=1542.5
األرضيالعمو•
الطابق
إلى
البدروم
من
:
الكلي
الحي
الحمل
البدرو
علي
:48.3× 6=290 ×1.7 =492.7
:161 7×6=970×1 4=1358
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ح لا با ز:
:العزم الناتج من األحمال علي البالطا) 1
:العزم عند الطابق الراب•
الراب
بالطابق
العمود
دعامة
عند
تثبيت
عزم
أقصي
الكمرة
من
)2-2(:الصفح
انظر
)9(
=)1.7×12.5+× 1.428.7(×6.55²\12=KN.m219.6.
جس
العمو
=67500\350=cm³.192.9
الكمر
ة
= 1080000\655 = cm³1649. جس
عل
العزم
العمود
=219.6×192.9\41.6 KN.m = [192.9 +(1649)0.5]
: العزم عند الطابق الثال•
العمود
علي
العزم
=219.6×192.9\[192.9 × 2 + (1649)0.5]=KN.m35
: العزم عند الطابق الثان•
ع
العزم
العمو
=KN.m35
:األو العزم عند الطابق•
عل
العزم
العمو
=KN.m35
:األرضالعزم عند الطابق•
ع
العموالعزم
=KN.m35
:العزم عند البدرو•
السان
الحائط
من
الناتج
العزم
مع
.
)4-3( الجدولانظ......:العزم الناتج من الحائط السان)2
القوة
األفقي
=211.8 KN
العلوي
العزم
=37.4 KN
السفلي
العزم
= 105.9 KN
:العزم عند البدرو•
العلي
الدعامة
عند
العزم
=219.6-37.4=KN.m182.2
العزم
العلو
العمود
علي
=182.2×192.9\29 KN.m = [192.9 ×2 + (1649)0.5]
العمود
علي
السفلي
العزم
=105.9 KN.m
:)للعمود بالبدرو(حساب قوة الق
األفقي
القوة
ة
H)السان
الحائط
من
(=211.8 KN ق
قوة
=175.1KNأقصى
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تلا :
: السطمود من الطابق الرابع إلال•
العمو
مقطع
:mm300×400.
التسلي
:Ø16 mm6 .(1%)
الحمل
)Pu(:KN310.
العزم
)Mu(:.42 KN.m
Pu / [f c ̀bh] = 310 / [28000 × 0.3 ×0.4] = 0.095Mu / [f c ̀bh²] = 42 / [28000 × 0.3 × 0.4²] = 0.031 ρ = 0 < 0.01 … OK
γ = ( h – 2 × d`) / h
= [400 - 2 × ( 8 + 4 + 40 )] / 400 = 0.74
:إلي الرابالعمود من الطابق الثالث•
العمو
مقطع
:mm300×400.
التسلي
:Ø16 mm6 .(1%)
الح
م
:KN617.
العزم
:35 KN.m Pu / [f c ̀bh] = 617 / [28000 × 0.3 ×0.4] = 0.18
Mu/ [fc`bh²] = 35 / [28000 × 0.3 × 0.4²] = 0.026 ρ = 0 < 0.01 … OK
γ = 0.74
:ال إلى الالعمود من الطابق الثا•
العمو
مقطع
:mm300×400.
التسلي
:Ø16 mm6 .(1%)
الحمل
:KN617.
العزم
:35 KN.m Pu / [f c ̀bh] = 926/ [28000 × 0.3 ×0.4] = 0.27
Mu/ [fc`bh²] = 35/ [28000 × 0.3 × 0.4²] = 0.026 ρ = 0 < 0.01 … OK
γ = 0.74
:العمود من الطابق األول إلى الثان•
العمو
مقطع
:mm300×400.
التسلي
:Ø16 mm6 .(1%)
الحم
:KN1234.
العزم
:35 KN.m
Pu / [f c ̀bh] = 1234 / [28000 × 0.3 ×0.4] = 0.36
Mu/ [fc`bh²] = 35 / [28000 × 0.3 × 0.4²] = 0.026 ρ = 0 < 0.01 … OK
γ = 0.74
:األرضي إلىاألوالعمود من الطاب•
العمو
مقطع
:mm300×400.
التسلي
:Ø16 mm6 .(1%)
الحمل
:KN1543.
العزم
:35 KN.m
Pu / [f c ̀bh] =1543 / [28000 × 0.3 ×0.4] = 0.45
Mu/ [fc`bh²] =35 / [28000 × 0 3 × 0 4²] = 0 026 ρ = 0 < 0 01 OK
Ø16mm6
Ø16mm6
Ø16mm6
Ø16mm6
Ø16mm6
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:إلي البدروماألرض العمود من الطابق•
العمو
مقطع
:mm300×500.
التسلي
:Ø16 mm8%)1.1.(
الحم
:1851 KN.
العزم
:.106KN.m
Pu / [f c ̀bh] = 310 / [28000 × 0.3 ×0.4] = 0 .44
Mu/ [fc`bh²] =106/ [28000 × 0.3 × 0.4²] = 0.07 ρ =0.007<1.1% ... OKγ = 0.8
Ø16mm8
:)4النموذج (C5العمود الخارجي)3 باتجاهين
وعزم
محورية
بقوة
محمل
آعنصر
يصمم
.
:))Durabilityمتطلبات الديمومخرسان
غطا
قل
=40 mm.
ح
األ
لما
:
األحما
األحمال
المضخم
التصميمية
[KN] [KN]
:السإلي الرابع من الطابالعمو•
السقا
بالطة
من
الميتة
حمال
: 6.6×5.25=34.7 ×1.4 =48.5
األح
والحوائ
الكمرات
من
الميتة
ال
:49.9×5.2 =51.6×1.4 =72.3
ع
الميتة
األحمال
العمو
: 86.3 ×1.4 =120.8
ا
الوزن
للعمو
ذاتي
: 86.3×0.1=8.6 ×1.4 =12.1
الكل
الميتة
األحمال
: 94.9 ×1.4 =132.9
األ
الحي
مال
: 6.6×3.5=23.1 ×1.7 = 39.3
الكلي
النهائي
الحمل
الرابع
الطابق
:118 172.2
: من الطابق الثالث إلي الرابعالعمو•
أعلى
الكلي
النهائي
الحمل
الثال
الطابق
:118×2=236 172.2×2=344.4
: من الطابق الثاني إلي الثالالعمو•
النها
أعلالحمل
الكلي
الثاني
الطابق
:118×3=354
172.2×3=517
: من الطابق األول إلي الثانالعمو•
أعل
الكلي
النهائي
األوالحمل
الطابق
:118×4=472 172.2×4=689
: من الطابق األرضي إلي األوالعمو•
الك
النهائي
الحمل
أعل
الطي
األرض
بق
:118×5=590
172.2×5=861
األرضالعمو•
الطابق
إلى
البدروم
من
:
أعل
الكلي
الحي
الحمل
البدرو
: 23.1×6 =139 ×1.7 =236.3
94 9×6570×1 4798
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باسحمز علا:
:العزم عند الطابق الراب•
:والالعمو
عند
تثبيت
عزم
أقصي
(C1)الرابع
بالطابق
: .......الكمر
من
)1-1(
= 1\12)1.7×6.5+4× 1.19.7(5.5²=KN.m97.4. العموجس
ة
=67500\350 =cm³.192.9
الكمرجسا
= 108000\550=cm³1963.3.
العمو
علي
العزم
)Mx(=16 KN.m = [192.9 + 1963.3 × 0.5] 192 × 97.4
ثاني
:العمو
عند
تثبيت
عزم
أقصي
(C1)الرابع
بالطابق
: ......الكمرة
من
)H-H(
=1\12)1.7×2.64+1.4×13.9(4.82²=KN.m46.4.
العموجسا
=67500\350 =cm³.192.9
الكمرجسا
= 1080000\482=cm³2240.
العمو
علي
العزم
)Muy(=46.4×192.9\KN.m = [192.9 + 2240 × 0.5]6.82
:ابق الثال العزم عند ال•
العزم
)Mux( =97.4×192.9\[192.9 × 2 + 1963 × 0.5]=13.7 KN.m
العزم
)Muy( =46.4×192.9\[192.9 × 2 + 2240 × 0.5]= 5.9 KN.m
: الثان العزم عند الطاب•
ا
عزم
)Mux(13.7 KN.m =العزم
)Muy(=5.9 KN.m
: األوالعزم عند الطاب•
العزم
)Mux(13.7 KN.m =
العزم
)Muy= (5.9 KN.m
:األرضيالعزم عند الطابق•
العزم
)Mux(13.7 KN.m =
العزم
)Muy(=5.9 KN.m
: عند البدروالعز•
العمو
)C5(الساند
بالحائط
جانبيا
مدعوم
بالبدروم
.
فق
محورية
قوة
ليتحمل
يصمم
فإنه
السبب
لهذا
.
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تلا :
: السطإلمن الطابق الرابع•
العمود
مقطع
:mm300×400
التسلي
:Ø16 mm6 .(1%)
الحمل
)Pu(:KN175.
العزم
)Mux(: 16 KN.mالعزم
)Mnx= (16\0.9=KN.m17.8
العزم
)Muy(: 7 KN.m العزم
)Mny= (7\0.9=KN.m 7.8
ß = 0.65 , Mux / Muy = 2.3 > h / b = 1.33 ....... use Mnox
Mnox = Mnx + Mnyh
b
⎛ ⎞⎜ ⎟⎝ ⎠
1 β
β
⎛ ⎞−⎜ ⎟⎝ ⎠
= 17.8 + 7.8400
300
⎛ ⎞⎜ ⎟⎝ ⎠
1 0.65
0.65
−⎛ ⎜⎝ ⎠
⎞⎟ = 23.4 KN.m
Pu / [fc`bh] = 175 / [28000 × 0.3 × 0.4] = 0.052
ØMnox /[fc`bh²]= 0.9 ×23.4/[28000 × 0.3 × 0.4²] =0.016 ρ = 0 < 0.01…..OKγ = 0.74
Check ( By PCA Method)[20] :-
nynx
nox noy
log0.5log0.5
loglog MM1
M M
β β
⎛ ⎞⎛ ⎞⎜ ⎟⎜ ⎟⎝ ⎠⎝ ⎠ ⎛ ⎞⎛ ⎞
+ <⎜ ⎟⎜ ⎟ ⎜ ⎟⎝ ⎠ ⎝ ⎠
Mnoy = Mny + Mnx h
b
⎛ ⎞⎜ ⎟⎝ ⎠
1 β
β
⎛ ⎞−⎜ ⎟⎝ ⎠
= 7.8 + 17.8 300400
⎛ ⎞⎜ ⎟⎝ ⎠
1 0.650.65
−⎛ ⎜⎝ ⎠
⎞⎟ = 15 KN.m
log0.5 log0.5
log0.65 log0.6517.8 7.80.994 1 ......
23.4 15OK
⎛ ⎞ ⎛ ⎞⎜ ⎟ ⎜ ⎟⎝ ⎠ ⎝ ⎠
=⎛ ⎞ ⎛ ⎞
+ <⎜ ⎟ ⎜ ⎟⎝ ⎠ ⎝ ⎠
: الرابإلمن الطابق الثالث•
العمود
مقطع
:mm300×400.
التسلي
:Ø16mm6 .(1%)
الحمل
(Pu):KN344.4 .
العزم
)Mux( 13.7 KN.m =
العزم
)Muy(=5.9 KN.m
ØMnox = ØMnx + ØMny (h / b)(1 ) β
β
−
=17.8 KN.m (1 0.65)
0.65
− = 13.7 + 5.7 (400 / 300)
Pu / [fc`bh] =345 / [28000 × 0.3 × 0.4] = 0.103
ØMnox /[fc`bh²]= 17.8/[28000 × 0.3 × 0.4²] =0.013 ρ = 0 < 0.01 … OKγ = 0.74
Ø16mm6
Ø16mm6
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: إلى الثالمن الطابق الثا•
العمود
مقطع
:mm300×400.
التسلي
:Ø16mm6 .(1%)
الحمل
(Pu):KN520.
العزم
)Mux( 13.7 KN.m =
العزم
)Muy= (5.9 KN.mØMnox = 17.8 KN.m
Pu / [fc`bh] = 520 / [28000 × 0.3 × 0.4] = 0.155
ØMnox /[fc`bh²]= 17.8/[28000 × 0.3 × 0.4²] = 0.013 ρ = 0 < 0.01 ....OK
γ = 0.74
:من الطابق األول إلى الثان•
العمود
مقطع
:mm300×400.
التسلي
:Ø16mm6 .(1%)
الحمل
(Pu):KN690.العزم
)Mux( 13.7 KN.m =
العزم
)Muy= (5.9 KN.m
ØMnox = 17.8 KN.m
Pu / [fc`bh] = 690 / [28000 × 0.3 × 0.4] = 0.205
ØMnox /[fc`bh²]= 17.8/[28000 × 0.3 × 0.4²] = 0.013 ρ = 0 < 0.01 .... OK
γ = 0.74
:من الطابق األرضي إلى األو•
العمو
مقطع
:mm300×400
التسلي
:Ø16mm6 .(1%)
الحمل
(Pu):KN865.
العزم
)Mux( 13.7 KN.m =
العزم
)Muy= (5.9 KN.m
ØMnox = 17.8 KN.m
Pu / [fc`bh] = 865 / [28000 × 0.3 × 0.4] = 0.26
ØMnox /[fc`bh²]= 17.8/[28000 × 0.3 × 0.4²] = 0.013 ρ = 0 < 0.01 …..OK
γ = 0.74
األرض•
الطابق
إلي
البدروم
من
العمود
:
العمو
مقطع
:mm300×500
للمقط
التسلي
:(1.1%) 8 Ø16 mm
التحميلية
السعة
:KN2214
الفعلي
الحمل
:1035 KN
Ø16mm6
Ø16mm6
Ø16mm6
Ø16mm8
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: نتائج تصميم األعمدة5.2
وهي تحتوي علي ت صاميم أعم دة المبن ي المعط ي هذا الفصل لوحة المحاور واألعمدة ولغ رض مرفق مع
حنماذجىالحاجة إل ضـوي يلاتلا لودجلا نإف هذه ا قطاعاتنماذأعمدة البدروم في الفصول القادمة .عمد
:البدرو نماذج أعمدة))2-6جدول
األعمدة
األعمدة
نماذج
26
األبعاد
(m)
لتحميليالسعة
ح ي ل س ت ل د و م ع ل ل
القصوى
(KN)
ا
ع1 30×251107C 144 16mmφ
2ع 30 × 301329C 12 - C 13
6 16mmφ
ع3
40×301772C 16 - C 20 6 16mmφ
3ع ` 40×301772C 11 - C 17 6 16mmφ
ع 4
50×302214
C 1 - C 5 - C 6 - C 7C 8 - C 10 - C 15 - C 21
C 25 - C 26 - C 27 -
C 28
8 16mmφ
ع 5
60×302657C 2 - C 3 - C 9 - C 22
C 29
10 16mmφ
ع 6
70×303100
C 24 - C 30 - C 31 -C 32
C 33 - C 34 - C 35 -
C 36
12 16mmφ
ع 7
80×303543C 4 - C 19 - C 23 12 16mmφ
ع 8
125×305536C 18 20 16 mmφ
ع 9
4982C 37 18 16 mmφ
انظر القطاع
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ستكشاف لرتبة و حباث ملوقع
Soil exploration and site investigations
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6N=äb§a ói6Üa ÂÍš ‹î‡ÕmI Lateral Earth Pressure HôÝÈÂ÷aí¨aN
7Nójbå¾a öb“äfia óÕî‹ Šbïn‚aN
3.3 Ób“Ùna wàbä‹iói6Üa( Soil Exploration Program ):
‡È Þá“î ói6Üa Ób“ÙnaòLpaí‚ ìËþnaì óïÜìÿa pbàíÝɾa Ê» ðèÊÔí¾a Ób“Ùnaì ÊÔí¾aL ì‡åjÜa a‰è
bé—ƒÝ N î
1.3.3pbàíÝɾa Ê»óïÜìÿaCollection Of Preliminary Information )HZpbàíÝÉà ðÝÈ ßí—¨a òí©a ë‰è Þá“mßíyZ
1NpbàíÝɾaì ë‰ïÑåm líݾa d“å¾a ËíäóÕÝÉn¾aêiLbéåïi bà pbÐb¾aì ò‡áÈÿa ßb¼c ó–b‚N
2NóïÝ0a pbÑ–aí¾a pbjÝnàóï¾bÉÜaìN
3NóÕÝÉn¾a pbàíÝɾaì pbäbïjÜa óÐbØ Êïá¤ÊÔí¾bi6Õ¾aóïuíÜ슇ïè pbàíÝÉàì óïÐa‹Ìíj Â÷a‹‚ æà
bè7ÌìN
2.3.3 ËþnaÊÔí¾a( Site Reconnaissance )Zë‰è ÀaóÝy‹¾ m àíÝɾa óäŠbÕàì óÉïjÜa ôÝÈ ÊÔí¾a òŠbîŒ ân êm‡èb“à æÙº b· béÉïᤠ# >Üa pb μÉÜbiLò†‹1a
ò†íuí¾a ÞØb“¾a æÈ ñ‹znÜaì ó i6Üa Ò –ììÊÔí¾biÊÔaí¾aì Õ“nÜa Þrà òŠìb 1a pbÕ ðäbj¾bi Ãíj:aìLòŠìb1a‡Éi ì
êi |—åm bà óÉua‹àc óîïÝÙäfiaì óïÙî‹àÿa Êua‹¾a âèž ì L‡uçcÞÙ“ÜaÖzݾbi †íuí¾aI2H íèÞ›Ðÿa‡î‡¥ À b艂c k° >Üa Šíàÿa‡åÈ ŠbjnÈýa ÀýaËþnN
3.3.3ðÜč ìÿa Ób“ÙnýaÊÔíáÝÜ Preliminary Site Investigation )HZpbč §a æà óÈí᪠ÞáÈ ânî óÝy‹¾a ë‰è ÀIò†bÉÜa ÀóÉiŠc ¶g ‡yaì æàH ‹Ñž y ìcýa Šbjn‚IPitsTest H ‹É¾óÐ
ëbï¾a líåàì ò†íuí¾a ói6Üa Ëíä Ê Ôímì ãbÈ ÞÙ“i ói6Üa pbÕj kïØ‹mLóïÐí§aæà †‡È ‰‚di ãbïÕÜa ânî báØ
lŠbvnÜa Éji ãbïÕÜa Ÿ‹ÍÜ pbåïÉÜaLóïÝáɾaóÑÝnƒ¾a öbåjÜa Þya‹àì pbbÿa Ëíä =î‹Õm ÞÙ“i †‡zž î âq æàì
Ëì‹“áÝÜ[8]N
4.3.3 Ób“Ùnýað÷béåÜa: ( Detailed Site Investigation )
ãbïÕÜa ânî óÝy‹¾a ë‰è ÀóïÝáÉiÓb“ÙnaLÞàb؉‚ümì pbč §a æà ‡î‡ÉÜa ÞáÈ ânî sïyæà ‡î‡ÉÜa
ÜapbåïÉ LóïÝÕy paŠbjn‚a õ‹¤ìLóïÝáÉàìÀ ‰‚ÿa Êà ŠbjnÈýaæà béïÝÈ Þ—zn¾a pbàíÝɾaì pbäbïjÜaÓb“Ùnýa
ðÜìÿa[8]N
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4.3pbć uói6ÜaISoil Borings H[9]Zpbč §aðè ‹Ñy æÈ òŠbjÈŸŠdiói6Üa pbåïÈ ôÝÈ ßí—¨a b:þ‚ æà æÙº êÐb“Ùna †a‹¾a ÊÔí¾aaìÓč ‹ÉnÜ
׋ ò‡Éi ‹Ñ¨a ë‰è ‰ïÑåm æÙºì LóïnznÜa pbÕjÜa kïm‹mì óïÈíä ôÝÈbéáèc zšíàó ß쇧biI3M2HZ
ß쇧aI3M2H|šíîói6Üa pbu ÞáÈ ×‹[10]N ‹Ñ¨a óÕî‹ óÕî‹Übi Òî‹ÉnÜa ‹ÄÓßbáÉnýa
kÕrÜbi ‹Ñ¨a Auger boring
(ASTM D 1452)
lbÕr¾a ÊЇi ‹Ñ¨a ânî
Êà LbïÙïäbÙïà ìc bîì‡î
pbåïÉÜa ‰‚a
óÑïÉ›Üa Šíƒ—Üaì ói6ÝÜ
Óí1a ŠbѨbi ‹Ñ¨a
Hollow-stem auger boring
i ‹Ñ¨a ânî ŠbÑy ãa‡ƒnb

ò‹Ñy xbn¥ bà‡åÈ ói6ÝÜ
käaí§a ‡å ðÜg §a
Óa6ufibi ‹Ñ¨aWash-type boring
Þ÷b č „Ñåi ânîIöaíè ìc
H ŠbѨa ÊІ ßþ‚
óïÝáÈ Þîm sï¢ ói6Übi
‹Ñ¨a pbÑݬ ÊЇÜa
ói6Üaì μÝÜaì âÈbåÜa μÝÜ
óáÈbåÜaì óå“©a
ðäaŠì‡Üa ‹Ñ¨a Rotary boring
HASTM D 2113I
óäaía ßbáÉnbi ânî
óïbà ÊaíÕi ðénåm Šíƒ—Üa À ‹ÑzÝÜ
5.3ói6Üa pbåč ïÈISoil SamplesH[11]Z
1.5.3aóÝÕÝÕ¾a pbåïÉÜ( ) Disturbed SamplesZ ãa‡ƒnbi kÜbÍÜa À ân móäaíÿaóàíÕ¾aI( Split-Barrel j¾a ï ÞÙ“Übi óå I3M1H Šbjn‚a Êà×a6‚ýa
ðbïÕÜaSPT(ASTM D 1586)L ìý i åïÈ ñín¥ çc ‡ ói6Üa ‹–båÈ óÐbØ ôÝÈ óÝÕÝÕ¾a ói6Üa pb [ý oäbØ çgì ôny
ói6Üa óøïèì ãaíÕi ÆÑn¥óïÉïjÜaæà [cñ‹—jÜa ˜zÑÜbi ãbïÕÜa Þu ìÉjipaŠbjn‚ýaóïÝáɾaN
ÞÙ’I3M1H|šíîÿa i ¾bi †bÉ Ý 6áïÝ łæà pbåïÉÜa ‰‚ ÜaËíå ( )Split-barrel][ BS 1377- Part 9
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2.5.3 7Ì pbåïÈóÝÕÝÕà( )sturbed SamplesUndiZ ‰èëÀ óïÙïäbÙï¾a ó i6Üa ™aí ‚ ó Ћɾ Ú܈ì Ãíj:aì ÂÍ› Üa óàìbÕà paŠb jn‚a öa‹ufi ò†b È x‹ƒn m pbåïÉÜa
ÉïjÜaó ò†bÈ x‹ƒnmì Lbi çaŠ‡§a paˆ =Ý’ óäaía ãa‡ƒn óÕïÔ‹Üa[ ]Thin Walled (Shelby) Tube
kyì( )ASTM D 1587 ìcãa‡ƒnbieoibrÜa jÙ¾a ìˆ pbåïÉÜa ‰‚ ìcÛ‹zn¾aN
6.3 ( ) óïÐí§a ëbï¾a líåà ‡î‡¥ÊÔí¾bi Determination Of Groundwater Levels
( )
Z béÝč ᥠòŠ‡Ôì béíjè ôÝÈ ‹qüî pbbÿa æà l‹ ÕÜbi óïÐí§a ëbï¾a †íuìLlbjc Êu‹mìlíåà 7Ímëbï¾a
燾a æà ò7rØ Öbåà À bèŠb“näaì öbåjÜa óïÝáÈ À Êî‹Üa ŠínÜaì óÉaíÜa óïäa‹áÉÜa ó›éåÜa ¶g óïÐí§aLõ5 ÙÜa
7Ínî óïÐí§a ëbï¾a õínà çhÐ bàíáÈì àL bï8í ìcì ôÝÈc ‡î‡¥ ñŠì‹›Üa æà êähÐ Ú܉Üù óïÐí§a ëbïáÝÜ líåà
ÊÔí¾biN†‡±ky óïÐí§a ëbï¾a líåàASTM D 4750N
7.3 óïÝÕ¨a paŠbjn‚ýa I N - SITU GEOTECHNICAL TESTS [9]Z æà ñ‹¤ paŠbjn‚ýa ë‰èc™aí© ‹’bj¾a ‘bïÕÜa ÞuLói6ÜaâècpaŠbjn‚ýa ë‰èÞÙ“Übi ózší¾a ðèI3M2NH
ÞÙ’I3M2HóïÝÕ¨a paŠbjn‚ýaN
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1.7.3 Šbjn‚a×a6‚ýaðbïÕÜa(: )S.P.TStandard Penetration Test
Šbjn‚ýa a‰éi ãbïÕÜa ânîóïÉÔí¾a pb§a ‹Ñy Þ‚a†óÑÝn¬ ×báÈc ‡åÈìóïÙïàbåî‡Üa ói6Üa óàìbÕà ðÝÈ ßí—zÝÜ
쉂a ÜapbåïÉ ¾aLóÝÕÝÕ éÄ ‹ èóå À Šbjn‚ýa a‰ 1902ÓóïÙî‹àÿa ‡äíºaŠ óØ‹’ ÀL†bmìŁÜpaŠbjn‚ýa æà 5nÉî íèì
Ê÷b’ íèì Lóč §a ‰ïÑåm öbåqc óïÝà‹Üa ói6Üa óàìbÕà ‡î‡znÜ óáé¾aãa‡ƒnýa ì L%bÉÜa öb®c Êï» À íè׋Üa Þéc
ðÝ‚a‡Üa ÛbÙnyýa óîìaŒ óáïÔ óЋɾ béÝ›ÐcìØói6Üa óÐbrØìóïÝà‹ÜaN
béäŒì ó–b‚ óÔ‹à ÃbÕg À Šbjn‚ýa a‰è ÞáÈ ˜č ƒÝnîìKg63.5ËbÑmŠa æàmm760ôÝÈ|ší¾a pbåïÉÜa ‰‚e
ÞÙ“ÜbiI3M1HLóÐbà Þ‚‡nÜmm150ói6Üa ÀLæàì q†‡È lby â pbi‹›Üa N ‹‚e ×a6‚ý300 mmânîì L
ÓbÕîg Šbjn‚ýaôÝÈ ßí—¨a óÜby ÀZ
•25ÞibÕà ói‹šÊІcm15ói6ÜbiN
•
50ÊІ ÞibÕà ói‹šcm30ói6ÜbiN•10ñc çì† óïÜbnnà pbi‹š×a6‚aN
ÞÙ“Üa ìI3M3H íîpaí‚ |šöa‹ug Šbjn‚ýa a‰èN
ÞÙ’I3M3Hpa‡Éà ìpaí‚öa‹ugðbïÕÜa ×a6‚ýa Šbjn‚a(SPT)
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2.7.3 Šbjn‚aÃ심×a6‚ýa ÿaðÙïmbnZ ( )C.PCone penetration test .T
ÿa âÔ ÞjÔ æà Šbjn‚ýa a‰è ŠbÙnia #óå a‡åÜíéi óàbÉÜa ßbÍ’1930LÓËaíäc Êï᧠Šbjn‚ýa a‰è ㇃nîì
Šbjn‚a À Œbn¿ì ñ†b—nÔaì Êî‹ Šbjn‚a íèì LóïàbØ‹Üa ì ójÝ—Üa óïåïÜa ói6Üa a‡È bà ói6ÜaóàìbÕàóïåïÜa ói6Üa
óåïÝÜa Šbjn‚a |Ý—î ý μySPTÞÙ“Üaì LI3M4H Šbjn‚ýa a‰è öa‹ug paí‚ |šíîN
ÞÙ’I3M4Höa‹ug paí‚ì pa‡Éàa6‚ýa Šbjn‚a×ðÙïmbnÿa(CPT)
3.7.3˜ÕÜa Šbjn‚aðäaŠì‡ÜaIVaHZ ne Shear Test
STM D 2573
y Unit Weigh Test
Šíá;aì ób¨aì óÑïÉ›Üa ói6ÝÜ ˜ÕÜa ÞàbÉà ‡î‡znÜ Šbjn‚ýa a‰è ㇃nc æÙº ý >Üa ëbï¾bi ò pbåïÈ
óïÝáɾa paŠbjn‚ýa öa‹ufi béåàky Šbjn‚ýa a‰è ânîìAN
4.7.3ói6ÝÜ óÐb§a óïäŒíÜa ò‡yíÜa Šbjn‚aI Dr HZ m >Üa ói6Üa pþàbÉà âèc æà óÐb§a óïäŒíÜa ò‡yíÜa 5nÉmÀì ói6ÝÜ óï‡å:a pbib¨a À ㇃n Û‡Üa pbïÝáÈ
b: óïåÑÜa ò†í§aìN
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5.7.3 Šbjn‚aói6Üa óîˆbÑä ‡î‡¥IHZ Field Permeability T est
ASTM D 4043
late Bearing Tes
STM D119
ASTM D 2488, D 4083
ater
STM D4959
Šbjn‚ýa a‰èói6Üa óîˆbÑä ‘bïÕÜ õ‹°LóïÝÕ¨a ìÊÔí¾a À óîˆbÑåÜa ‡î‡znÜ paŠbjn‚ýa æà ò7rØ Ëaíäc Ûbåè
kyìN
6.7.3 Þč áz ¾a ™‹ÕÜa Šbjn‚aIPHZ t
‘bïÕÜ Šbjn‚ýa a‰è ㇃nîì ì ÃbÍ›äaÞᥠòŠ‡ÔLói6Üa‘bïÔì ÊÔí¾bi ói6Üa Þïᥠânî sïybàì Ãíj:aêÝáznm
ßb¼ÿa ë‰è óvïnä pa†béua æà ói6Üa ë‰è î Šbjn‚ýa a‰è Lky ân AN 4
8.3paŠbjn‚ýaóč ïÝáɾa[9]Z åèðÝî bà béáèc æà L Þáɾa À ói6Üa ôÝÈ õ‹¤ paŠbjn‚a ò‡È Ûb Z
1.8.3˜zÑÜañ‹—jÜaIV SoilsH][N isual Identification Of
2.8.3óií‹Üa ójä ‡î‡¥IW Content HZ Šbjn‚ýa a‰è õ‹°ì ¾a óïáØ óЋɾ ï b ëky Šbjn‚ýa ânîì Lói6ÜbiAN
3.8.3 ‹ma †ì‡y ‹ixI Atterberg Limits
STM D 43
eve Analy
STM D 422, D 1140
HZ ‡î‡znÜ Šbjn‚ýa a‰è ânîói6ÝÜ ÚbánÜa †ì‡yóáÈbåÜa‡yì óäíïÝÜa ‡yì óÜíïÜa ‡y ôèìL•báÙäýa‡Éiì
aânî †ì‡¨a ë‰è xa‹ƒn †b°góäì‡ÝÜa Þï܆ói6ÝÜIPlasticity IndexHñ‰Üaì‡ÈbîóЋÉà ÀÓ‹—mLói6ÜaÚ܉Øì
ói6Üa oäbØ aˆg bà óЋÉà ÀêîŠbïéäaãcóï‚bÑnäaky Šbjn‚ýa ânîì LAN 18
4.8.3ói6ÝÜ =ïj¨a xŠ‡nÜaISi sis Test HZ bémbznÐ ìa6m >Üa Þ‚bå¾a ãa‡ƒnbi b: ð݃å¾a ÞïÝznÜa Öî‹ æÈ ói6Üa Òïå—m À Šbjn‚ýa a‰è ㇃nž îì
μimm100( No.4 ) ìmm0.075( No.200 )L‡î‡¥ ânî êÕî‹ æÈ ñ‰Üa =ïj¨a xŠ‡nÜa ôåzåà ⊠ânî sïy
Ù¾a †aí¾a käói6ÝÜ óäí ky Šbjn‚ýa ânîì LAN
5.8.3ói6ÝÜ óïäŒíÜa ò‡yíÜaIUnit Weight HZ ói6Üa ÂÍš lby À óïäŒíÜa ò‡yíÜa ㇃nmIOverburden Pressure H Ša‡Õà lby À ㇃n¾a
Â÷aízÝÜ =äb§a ÂÍ›Üa ‡î‡¥ì ói6Üa ÃbÍ›äaaò‡äbÜÛbÙnyýa ÞàbÉàì†bmìŁÜN
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6.8.3‡î‡¥ Šbjn‚aóïjåÜa óÐbrÙÜaói6ÝÜ) Relative Density
est Method for S pecific Gravity of
ASTM D 85
ompaction
STM
ASTM
STM D 3080
STM D 2850
STM D 2166
Šbjn‚a êÈaíäc( )Oedometer T est
STM D 2435
HZ óÙÙѾa ói6Üa óÜby óЋɾ óïjåÜa óÐbrÙÜa ㇃nmìIÞàŠMÂÜŒHóïÉïjÜa pbÌa‹ÑÜa ójä ‡î‡¥ Öî‹ æÈ Ú܈ì L
õ5ÙÜaì õ‹Í—ÜaìN
7.8.3 Šbjn‚aðÈíåÜa çŒíÜaIT SoilsHZ ƒnîìky Šbjn‚ýa ânîì Lói6ÝÜ óïjåÜa óÐbrÙÜa ‡î‡¥ À Šbjn‚ýa a‰è ㇠N 4
8.8.3Úà‡Üa Šbjn‚aIC Test HZ ‡î‡¥ íè Šbjn‚ýa a‰è æà Ó‡:að—ÔcLÞràÿa ð÷b¾a ñín0aì óåïÉà Úà† óÔbÜ óÝibÕ¾a óÐbu óÐbrØÀ ânîì
ýa a‰èójäì ói6ÝÜ óÐb§a óïäŒíÜa ò‡yíÜa μi óÔþÉÜa ‡î‡¥ Šbjn‚óií‹ÜaæàìâqóÐb§a óïäŒíÜa ò‡yíÜa ‡î‡¥ óií‹Üa ójäì ôáÅž ÉÜaðÝr¾aói6ÝÜãa‡ƒnbiZ
•ðbïÕÜa 6Øì‹i Šbjn‚aIStandard Proctor Test HNNNNNNNA D 698N
•ßč ‡É¾a 6Øì‹i Šbjn‚aI Modified Proctor Test HNNNNNNND 1557N
9.8.3 ‹’bj¾a ˜ÕÜa òíÔ Šbjn‚a Direct Shear Test )HZ óyaŒfia Ša‡Õà Þïvmì ói6Üa óåïÈ ÞïᥠêïÐ ânîì óč ïÝà‹Üa ói6ÝÜ bjÜbÌ Šbjn‚ýa a‰è ㇃nž îìLë‰è ßþ‚ æàì
a‡Õà lby ânî pbàíÝɾač ̃ ÕÜa òíÔ Šói6ÝÜaŒì ìóîÛbÙnyýaðÝ‚a‡ÜaIØHÚbánÜaìICH Šbïn‚ýa ânîì LkyAN
10.8.3 Ší—0a ðqþrÜa ÂÍ›Üa Šbjn‚aITestTriaxial CompressionHZ ò‹ ÷a† ⊠ânî Šbjn‚ýa a‰è w÷bnä ôÝÈ †b ánÈýbiB ŠíàBóîìaŒ ‡î‡¥ ânî béåàìÛbÙnyýaØ)H Ša‡ Õàì
ÚbánÜaói6ÝÜ(C)Lky ânîìAN
11.8.3 Ší—0a 7Ì ÂÍ›Üa Šbjn‚a( Unconfined Compression )Z ói6ÝÜ Šbjn‚ýa a‰è ㇃nž îì ói6Üa ˜Ô òíÔ ‡î‡znÜ paŠbjn‚ýa ˜‚Šcì Þéc æà Šbjn‚ýa a‰è 5nÉî
óÙbán¾aky ânîì LAN
12.8.3k Ý—nÜa Šbjn‚a( Consolidation Test )Z Ãíj:a Ša‡Õà ‡î‡¥ Šbjn‚ýa a‰è À ânîìói6ÝÜêÔ‹Ínî ñ‰Üa oÔíÜaìLÞïvmì ói6Üa óåïÈ Þïᥠânî sïy
Ôím ôny oÔíÜaì ÂÍ›Üa Ša‡ÕàÃíj:a Ò L ’cìky ânîì
AN
‹é
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13.8.3 i6Üa óîˆbÑä ÞàbÉà ‡î‡¥ó ITest Permeability HZ báè æîŠbjn‚a Öî‹ æÈ ânîìZ
• Šbjn‚aËbÑmŠýaoibrÜaIConstant - Head Test Hky ânîì óå“©a ói6ÝÜA D 2434N STM
ASTM
STM
ASTM
ASTM G 51 ; D 4972 ;
• Šbjn‚aËbÑmŠýa Ín¾a ‹č ï IFalling - Head Test HÊïá§Ëaíäckyì ói6ÜaD 5084N
ói6ÝÜ óîˆbÑåÜa ÞàbÉà ‡î‡¥ ânî æîŠbjn‚ýa æî‰è æàìIKN H
14.8.3óï÷bïáïÙÜa ÞïÜbznÜaIChemical Testing HZ bà ÞïÜbznÜa ë‰è Þá“mìðÝîZ
• nî5ÙÜa ójä ‡î‡¥pb )Sulfate Content .……………. (A D 4230.
•pa‡îŠíÝÙÜa ójä ‡î‡¥IChloride Content H………...D 512.
•?ïu슇ï:a âÔ‹ÜaIPHH………………………D 2976
•óîí›ÉÜa †aí¾a óïáØ ‡î‡¥( )nt ...……….D 2974. Organic ConteASTM
Preparation Of Geotechnical Report
9.3 †a‡Ègói6Üa ‹î‹ÕmIHZ ˜zÑÜa Öî‹ æÈ öaí ÊÔí¾bi óÕÝÉn¾a pbàíÝɾa æà Þ÷bè âØ Êᤠ‡Ô çíÙî ói6Üa Ób“Ùna wàbä‹i óîbéä À
lŠbvnÜa æàìc ñ‹—jÜa ì óïÝÕ¨aLóïÝáɾa àíÝɾa ë‰èìã‡Õm çc k° pb ‹î‹Õm ôáî Þàb’ì Þč —Ñà ‹î‹Õm ÞÙ’ ÀB
pbbÿaì ói6Üa tb¢c\L ìc ÊÔí¾a ói‹m Êà êÝàbÉm ‡åÈ âáč —¾a ‘‡åé¾a êà‡ƒnïÜ ‡Éž î ñ‰Üaìâïá—m ‡åÈLpbbÿa ‡Éi báïÐ ôåj¾a À óïÝjÕn¾a ßbáÈŁÜ bÉu‹à ‹î‹ÕnÜa a‰è çíÙî ðÜbnÜbiì[12]N
âÌ‹Üb iìky Ú܉ Øì L êÑïÜbÙmì ê nïáècì Ëì‹“à ÞØ âvy k y êi pbäbïjÜa óïáØì ‹ î‹ÕnÜa âvy Óþn‚a æ à
ôÝÈ ñín± çc k° ‹î‹Õm ÞØ çc ýg ‹î‹ÕnÝÜ ‡É¾a ‘‡åé¾aZ
1Nðäbj¾aì ÊÔíáÝÜ ãbÈ Ò–ìN
2NðuíÜíï§a ÊšíÜaÊÔíáÝÜN
3NpbÕjÜ ãbÈ Ò–ìói6ÜaN
4NÞáÉÜa Þï–bÑmðÉÔí¾abéÕáÈì pbč §a †‡ÈìbéÈíäìN
5NóïÝáɾa paŠbjn‚ýa w÷bnäóïÝÕ¨aìN
6NbéÝïÝ¥ w÷bnäì óïÐí§a ëbï¾a líåà óÜbyð÷bïáïÙÜaN
7Npbï–ímLïdnÜaÞá“mìZ
cHïdnÜa líåà6Õ¾aN
l Híá¾a ói6Üa ÞᥠòŠ‡ÔbéiN
xHpbbÿa Ëíäójbå¾aN
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†H ì béÈíäì óäb‹©a ‡éu Þrà âïá—nÜa paŠbjnÈaÚ8ì ‡î‡¨a óïÈíäì óïäb‹©a pbÝ©aì ßÉÜa óÕî‹
öbÍÜaLðäb‹©aoå8fia óïáØì ËíäìÞáÉn¾aN
8N‡åÈ óïÐí§a ëbï¾a äì êjäaíu ‡åì ‹Ñ¨a óÕî‹i ó–b‚ õ‹‚c paŠbjnÈa ñcbèŠíéÄN
9Nãa‡ƒna †ì‡yì ó–þ‚ ‹î‹ÕnÜaN 10NßbÙ’ÿaì pbàí‹ÜaIÊÔí¾aLãbÉÜaLpbč §a ËbÔ Lpb§a ÊÔíàNNHN
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ألس س ت لسطحية
Shallow Foundations
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1.4 Õà à‡ ó Z Þ—n¾a d“å¾a æà ðÝÑÜa ö§a íè ‘bÿaLŸŠÿbid“å¾a ßb¼c ÞÕåî ñ‰Üa ð÷b“äfia ‹—åÉÜa íè ‘bÿaì
¶g óåàe óÕî‹i bè7Ì ìc ónïà ìc óč ïy oäbØ öaí Üa Ñåm óàbÈì Lói6 çgì L ŸŠÿa | õínà ÞÑc pbbÿa ‰
¶g ‡n¸ ‡Ô çbïyÿa Éi À oäbØôÝÈcŸŠÿa |}13N{
Ÿa‹Ìÿa ÖÕ¥ çc k° bè‰ïÑåmì béáïá—m ‡åÈ pbbÿaìóïÜbnÜa}12Z {
çcñc ìc ߌýÜa ìc bî‹Üa ßb¼c Þrà d“å¾a b: Ÿč ‹É¾a õ‹‚ÿa ßb¼ÿaì d“å¾a çŒì çbàdi Þč áznm
êàa‡ƒnaì d“å¾a Ëíä ky †č ‡¥ õ‹‚c ßb¼cN
ý b·ì ‘bÿa o¥ ói6Üa æà 5Øc óybà ¶g pbbŁÜ óÝ–aíÜa ßb¼ÿa Êï» ÞÕäì ÊîŒím
ói6Üa ë‰è ÞᥠòŠ‡Ô æà 5Øc ói6Üa ôÝÈ pa†béug kč jž îNói6Üa …bÑnäa óàìbÕàì d“å¾a öauÿ pìbÑn¾a =åÜa Ãíj:a óàìbÕàN
¥ÖïÕ çamýaëbï¾a ÂÍšì ߌýÜaì Šbàÿaì bî‹Üa Þrà ðuŠb‚ 7qdm ñc ‡š d“åáÝÜ Ša‹ÕnýaìN
pbbÿbi óï0a óïøïjÜa pa7qdnÜaì óïÐí§a ëbï¾a 7qdm óàìbÕàN
ìbáè μïbc μÈíä ¶g pbbÿa âÕåmZ
( )tionsN •óïzÜa pbbÿa Shallow Founda
d“å¾aSite Investigation
•bÿaóÕïáÉÜa pb( Deep Foundations )La‰èÀ Þï—ÑnÜbi êÜ Ÿč ‹Énä Óí ËíåÜaÞ—ÑÜaàb©aN
2.4âïá—nÜ óàbÉÜa paí©apbbÿaZ ‡iý pbbÿa æà Ëíä ñc âïá—m ìóïmła paí©bi ‹º çcZ
óïÝáÉi ãbïÕÜa( )‡î‡znÜóï÷bïáïÙÜaì óï÷bîïÑÜa ™aí©a
Üd“å¾a o¥ Šíƒ—Üaì ói6Ý ì L‡ÕÜsÜbrÜa Þ—ÑÜa À Þï—ÑnÜbi êÜ båš‹ÉmN
ÊÔíà Ób“Ùna
óáïÔ lbyßb¼cd“å¾a( )ructurebéÑïå—mìðÜgßb¼cë‰éi ãbïÕÜa # sïy Lónïàì óïy
Þ—ÑÜa À óïÝáÉÜaðäbrÜaN
Superst
Total and Differential Settlements Ãíj:aì ðÝÙÜa Ãíj:a ‡î‡¥=åÜa( )d“åáÝÜ æÙº ça‰ÝÜaçc
báéÝáznîN
μjbå¾a pbbÿa ÖáÈì Ëíä Šbïn‚aN
ÞᥠòŠ‡Ô lbyÃíj:aì ói6ÜapbbŁÜ ÊÔín¾aN
âïá—nÜað÷b“äfiapbbŁÜN
ânî ać 7‚c†a‡Ègpbàí‹Üaóï÷b“äfiapbbŁÜN
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3.4ËaíäcóïzÜa pbbÿaZ c Ûbåèbéàa‡ƒna æÙº >Üa óïzÜa pbbÿa æà óÑÝn¬ ËaíäÞÑcò‡áÈc ìc ôåj¾aLê÷aíy
ÿa ë‰è ‹é’cìózšíà óà‡ƒn¾a ËaíäÞÙ“ÜbiI4M1Z H
1Nóïî‹“Üa ‡ÈaíÕÜaIStrip footing H( )4a-1-Zóäb‹©a æà ò‹ánà óþi æÈ òŠbjÈ ðèìózݾaÞÑc Â÷aí¨a
N
2NóÝ—Ñå¾a ‡ÈaíÕÜaI Isolated footing H( )4d-c-b-1-Zò‡ÈbÔ ‰ïÑåm æÙº báåïy ㇃nm ðèìóÝÕnàÞÙÜ ò‡yaì
L †íáÈðèì ÞÙ“Üa óÝïnà ìc óÉi‹à çíÙm ‡ÔN
3NóØ6“¾a ‡ÈaíÕÜaICombined footing H( )e-1-4Zðè‡yaì ‘bc ìc ò‡ÈbÔ æÈ òŠbjÈμî†íáÉÜ ‹rØc ìcN
4N†a‡“Üa paˆ ‡ÈaíÕÜaIStrap footingH( )f-1-4Zý ÞᢠÞč á« †íáÈ Âi‹Ü ㇃nm ðèìðÝ‚a† †íáÉi ñØ‹àN
5Nó“jÝÜa ‘bcI Raft footing H( )g-1- 4Z‡ÈbÔ ðèìÊï» âȇmì ÞàbÙÜbi ôåj¾a ðÍž m ójØ‹à òò‡áÈÿaì Â÷aí¨aN
ÞÙ’I4M1HóïzÜa pbbÿa ËaíäcN
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4.4ôåj¾a pbbc âïá—mñŠa†fiaôÉ ¾aZ
1.4.4ðɾa ?j¾a ÊÔí· ói6Üa óÜby æÈ ò‹Ðín¾a pbàíÝɾa( Ground conditions ):
u Ê iŠc ôÝÈ ßí—¨a #êma‹—à óå Ê Ôaí¾a ‡ yÿ ó àbÉÜa ßb áÈÿa Œbéu ÞjÔ æ à ò‡Éž à ói6ÝÜ pb IóÕåà pbîì‹ÜaHL ìçbn§a çc p‡uìì Lóïi‹ÉÜa óÍÝÜa ¶g pbč §a ë‰è ó»‹m o¸I1L2HÚ܉Øì bjî‹Õm çbnéib“nà
çbn§aI3L4Hçbn§a ‰‚c # êähÐ ðÜbnÜbiì LI1
4H §a ë‰: μuˆíáåØpb zݾbi ò†íuíà pb§aì LÖ I3HN
pbzÝ— ¾a çc òbÈa‹à # pb§a ó»‹m ‡åÈ[ ... , some , Trace ]oÝáÉn a Ú܉Üì Lb: óÝibÕà kä b:
óÝibÕ¾a kåÜaì Lóïmła pbáÝÙÜaZ
} ‹qc – Trace{NNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNN1 ¶g 10E
} iÉ – SomeNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNN {NNNN10 ¶g 20E
}óÑ–IÞàŠBðáBH – Prefix "silty" sandNNNNNNNNNN{NNN20 ¶g 35E } ìMandNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNN {NNNN35 ¶g50E
ÞÙ“ÜaìI4M2H íî šæØbàÿ ðÕÐc ÂÕàì ÊÔí¾bi ói6Üa pbÕjÜ ðÜí ËbÔ | pb§aZ
ÞÙ’I4M2Hpb§a ÊîŒímì ói6Üa ËbÔISubsoil ProfileH
ÞÙ“Üa æà ÆyþäI4M2Hçc Üaói6 óïnznÜaóïÕjL ìÆyþäçcc‡jî ËbÕÜaŸŠÿa | æàóÙÙÑà óïÝàŠ ói6i
a‡ uÚáiìðÜaíy(1m) ì L 6Üaó iÀ áÜa Þà‹Üa æà béáÅÉà ï kÝ— Üa ?ïÜa ð áÜa æà pbÕj ê Ô6¦ k ‹Üa ð ‡åÈ
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×báÈcóÑÝn¬æÈ ‡îî ý ÚáiìI1mHÊÑm‹à ëbï¾a líåà çc b›îc Æyþäì LsïyÂínàêÕáÈ1.1mbáØ L bjî‹Õm
pbi‹›Üa †‡È âÅÉà çc Æyþä( ) N ïÕÜa ×a6‚ýa Šbjn‚a æàðb SPTæÈ ‡îm50×a6‚a ñc tì‡y çì† ói‹š
pbi‹›Üa †‡È sïy óîíÝÉÜa ÚÙѾa Þà‹Üa óÕj öbårnbi( ) Næà ÞÔa10 a‡u óîíÔ ói6Üa çc ôÝÈ ß‡î a‰èì L ìòŠ‡Ô b:
óïÜbÈ Þá¥N
2.4.4êi íá¾a Ãíj:aZ ðÝÈ êi íá¾a Ãíj:a Òî‹Ém æÙºc äÃíjè óáïÔ ê “å¾ad >Üaì óÜíjÕ¾açbàdi d“å¾a béÝáznîÞàaíÈ ðÝÈ ‡ánÉî íèì L
óÑïÄìì Ëíä béáèc ò7rØöbuì d“å¾ad“å¾a òpbbÿaìóàíº‡Üa pbjÝnàì ói6Üa óÉïjìNðÝÙÜa Ãíj:a ãbÈ ÞÙ“iì
Ãíj:aì=åÜaIÒÝnƒ¾aHíá¾a Þï¾aìêiß쇧bi ó—ƒÝàI4M1ZH
‡§aßìI4M1 Hêi íá¾a Ãíj:a[10]N
ðɾa d“å¾a çc ŠbjnÈýa À ‰‚ÿbiìóïÜbányaì óïÕj ói6Üa çcì ózݾa óäb‹©a æàtì‡yçhÐ LÒÝn¬ Ãíjè
ðÝÙÜa Ãíj:a( )Total settlement ß쇧a æà ðɾa ?jáÝÜ ê i íá¾aI4M1H뉂c æÙº10 cmNÃíj:a bàc
ÒÝnƒ¾a( ) Differential settlem3.6m ent μi ìa6î êi íá¾amm-14 mm )( 9‰‚c # sïy Lbéäc ðÝÈ
ò‡áÈÿa μi óÐb¾a Âínà(L)N
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3.4.4pbbÿa Ëíä Šbïn‚aZ §a ëbï¾a õínàì ôåj¾a Ëíäì ò‡ï§a ói6Üa óÜby ŠbjnÈýa À ‰‚ÿbióïÐí òŠìb1a ðäbj¾aìóÑÝÙnÜaìbà óÉua‹à ‡Éiì
Êua‹¾a êi |—åm[15,14]çhÐðè óïzÜa pbbÿa Üaôåj¾a a‰: kbå¾a Ëíå N
Z H Bearing Capacity of Shallow foundations 4.4.4ÞᥠòŠ‡Ô lbyapbbÿóïzÜaI Ýmì bè†bÉic ‡î‡¥ kÝnm pbbÿa âïá—m óïÝáÈæà êähÐ ðÜbnÜbiì LïdnÜa ÖáÈ ¶g óÐbšfibi bézï ñŠì‹›Üa
‡Õi Ó‹Éž î bà íèì L ßb¼c æà ïdnÜa ói‹m êÝč áznm bà Ša‡Õà óЋÉàÞáznÜa òŠIói6Üa ‡éu ìcH}12N{
•báè μïbc μÝàbÉi †‡znm ói6Üa ÞᥠòŠ‡ÔZ
1Hói6ÝÜ ˜ÕÜa óàìbÕà(Shear strength)N
2HÃíj:a(Settlement)N ìói6Üa paŠbïéäa æà Ëaíäc óqþq ‡uím êähÐ óïzÜa pbbÿa óÜby ÀÞÙ“Übi ózšíàI4M3HðèìZ
.a Šbïéäa Üa˜Õ ÜaãbÉ (General Shear Failure)N
.b Šbïéäa Üa˜Õ 0að Ý (Local Shear Failure)N
.ckÔbrÜa ˜ÕÜa Šbïéäa(Punching Shear Failure)N
ÞÙ’I4M3Hói6Üa ÞᥠòŠ‡Ô paŠbïéäý óÑÝnƒ¾a Ëaíäÿa[13]
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1.4.4.4lby˜ÕÜa óàìbÕàói6ÝÜIShear StrengthHZ êähÐ ò‡ï§a ói6Üa óÜby ŠbjnÈýa À ‰‚ÿbiì ôåj¾a À ã슇i †íuíÜ a‹ÅäpbbŁÜ ïdnÜa ÖáÈ Šbïn‚a #
çíÙïÜ óïzÜa( ) D 3.5 f m=
f D =3.5m)
æà ìcd óÕäÊÔí¾biNói6Üa ËbÔ Êà ïdnÜa ÖáÈ âŠ ‡åÈìbáØ iÞÙ“Üb I4M2H
Æyþäc?ïÜa ðáÜa óÕjì ðïáÜa Þà‹Üa óÕj ÊÕî êäμnÕjÝÜ ânï ói6ÝÜ ÞáznÜa òŠ‡Ô lby çhÐ êïÝÈì LN
pbšì‹ÑÜaZ™aí‚pbÕjì §bi ózšíà ðè báØ ói6Üaó I1HLI4N H
óč ïáÜa óïÝà‹Üa ói6ÝÜNNNNNNNNNNNNN(Gs = 2.6)
óïåïÜa óïáÜa ói6ÝÜNNNNNNNNNNNNNN(C = 100 KN/m2), (Gs = 2.75)
‡ÈaíÕÜa †bÉicNNNNNNNNNNNNNNNNNNNNN (3 × 3 m)
çbàÿa ÞàbÉàNNNNNNNNNNNNNNNNNNNNN(F.S = 3)
ŒíÜ bîìbà pbbÿa çŒì ŠbjnÈa # líݾa ïdnÜa ÖáÈ ¶g ‹Ñ¨a æà ó¤båÜa ói6Üa ç
(N
sïyZ
GsZói6ÝÜ ðÈíåÜa çŒíÜaN
C ZÚbánÜa(KN/m2)N
ýìcZâÔŠ óč §bi ói6Üa Þč ᥠòŠ‡Ô lbyI1HZ
ói6Üa çaŒìc ò‡yì †b°g( )γ j ÞÙÜóÕ pbÕj æàâÔŠ ó§aI1HZ Gs = 2.6 , wc = 15.8% NNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNN ðáÜa Þà‹Üa óÕjÜ ójåÜbiZ
1s
w
G e S
eγ γ
⎛ ⎞×⎜ ⎟⎝ ⎠
+ ×=
+ ói6Üa bÙïäbÙïà μäaíÔ æàNNNNNNNNNNNNNNNN Z NNNNNNNNNNNNNNNNNNNNNNNNNNNN
Gs .wc = e F S
sïyZ
wc Zói6ÝÜ ð÷b¾a ñín0a( )%N
SZÊj“nÜa óuŠ†( )%N
eZpbÌa‹ÑÜa ójäN
•ëbï¾a | ôÝÈcIÊj“nÜa óuŠ† çc Ÿ‹ÑiS = 50%HZ
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e F 0.5 = 2.6 F 0.158 e = 0.82⇒
2.6 0.82 0.5
1 0.82γ
+ ×⎛ = ⎜ +⎝ ⎠
⎞⎟ F 9.81 = 16.2 KN/m
3
•ëbï¾a | ÞÑc: S = 100%
e = 2.6 F 0.158 = 0.41
2.6 0.41 1
1 0.41sat γ
+ ×⎛ = ⎜ +⎝ ⎠
⎞⎟ F 9.81 = 20.9 KN/m
3
?ïÜa ðáÜa óÕjÜ ójåÜbiZ Gs = 2.75 C = 100 KN/m
2
Wc = 20% S = 100%
e = 2.75 F 0.2= 0.55
2.75 0.55 1
1 0.55sat γ
+ ×⎛ = ⎜ +⎝ ⎠
⎞⎟ F 9.81 = 20.9 KN/m
3
lbyÂÍšßbÉÑÜa ói6Üa‡åÈïdnÜa líåà( )qZ
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q = 16.2(1.1) + (20.9 – 9.81)(1.9) + (20.9 – 9.81) (0.5) = 44.4 KN/m2
°gÞᥠòŠ‡Ô †b ói6ÜaÞáznÜa òŠ‡Ô pý†bÉà ãa‡ƒnbiZ
I1Hãa‡ƒnbi ÞáznÜa òŠ‡Ô †b°gðØaŒ‹m ó܆bÉà( Terzaghi )I1943ÓZ H
qult = 1.3 C Nc + q Nq + 0.4 γ BNγ … óÉi‹¾a ‡ÈaíÕÝÜ …………..[8]
sïyZ
qultZ Üa ói6Üa ÞᥠòŠ‡Ôõí— Õ (KN/m2)N
q ZÂÍšßbÉÑÜa ói6Üa(KN/m2)N
γ ZóÜbÉÑÜa ói6Üa çaŒìc ò‡yì(KN/m3)N
BZò‡ÈbÕÜa Ÿ‹È(m)N[Ref.8 , page 222] Zói6ÝÜ ÞáznÜa òŠ‡Ô pþàbÉàNNNNNN Nc , Nq , Nγ
For ∅ = 0 ⇒ Nc = 5.7 , Nq = 1.0 , Nγ = 0
γsat = 20.9 KN/m3 . C = 100 KN/m
2 B = 3m
qult = 1.3(100)(5.7) + 44.4(1.0) = 785.4 KN/m2
F.S = 3.0
qall(net) =785.4 44.4
3
ult q q
FS
− −= = 247 KN/m
2
qall(net)ZòŠ‡ÔóïÐb—Üa béi íá¾a ói6Üa Þá¥N
I2Hãa‡ƒnbi ÞáznÜa òŠ‡Ô †b°gÓíè‹îbà ó܆bÉà(Meyerhof)I1963ÓZ H
qult = CNcScdc + q NqSqdq + 0.5γBNγSγdγ ………………………..[8]
sïyZ Sc , Sq , SγZÞÙ“Üa pþàbÉàN
dc , dq , dγZÖáÉÜa pþàbÉàN For ∅ = 0 ⇒ Nc = 5.14 , Nq = 1.0 , Nγ = 0…….[Ref.8 , page 223]
Sc = 1 + 0.2 K p B
L
⎛ ⎞⎜ ⎟⎝ ⎠
Sc = 1 + 0.2 (1)3
3
⎛ ⎞⎜ ⎟⎝ ⎠
= 1.2
K p =2tan 45 +
2φ ⎛ ⎞⎜ ⎟
⎝ ⎠= 1
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Sq = 1.0
dc = 1 + 0.2 f P
DK
B
⎛ ⎜⎝ ⎠
⎞⎟ = 1 + 0.2
3.51
3
⎛ ⎜⎝ ⎠
⎞⎟ = 1.23
dq = 1.0
qult = 100(5.14)(1.2)(1.23) + 44.4(1)(1)(1) = 803.0 KN/m2
qall(net) =803.0 44.4
3
− = 253 KN/m2
I3Hãa‡ƒnbi ÞáznÜa òŠ‡Ô †b°gæäbè ó܆bÉà(Hansen)I1961ÓZ H
qult = CNcScdc + q NqSqdq + 0.5γBNγSγdγ ………………………..[8]
For ∅ = 0 ⇒ Nc = 5.14 , Nq = 1.0 , Nγ = 0…….[Ref.8 , page 223]
Sc = 1 + B
L
q
c
N
N
⎛ ⎞⎜⎝ ⎠
⎟ = 1 +3
3 F
1
5.14
⎛ ⎜⎝ ⎠
⎞⎟ = 1.19
Sq = 1 + B
L sin ∅ = 1.0
dc = 1 + 0.4 tan-1 f D
B
⎛ ⎜⎝ ⎠
⎞⎟ Df > B
= 1 + 0.4 tan-1 3.5
3
⎛ ⎜⎝ ⎠
⎞⎟ = 1.34
dq = 1.0
qult = 100(5.14)(1.19)(1.34) + 44.4(1)(1)(1) = 864.0 KN/m2
qall(net) =864 44.4
3
− = 273.0 KN/m
2
I4Hw÷bnä ãa‡ƒnbi ÞáznÜa òŠ‡Ô †b°gðbïÕÜa ×a6‚ýa ói‹¤(SPT)Z
qall =
20.3
0.08 d
N B
K B
+⎛ ⎞
×⎜ ⎟⎝ ⎠ NNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNN [8]
Kd = 1 + 0.33 f D
B
⎛ ⎞⎜ ⎟⎝ ⎠
≤ 1.33
Kd = 1 + 0.333.5
3
⎛ ⎜⎝ ⎠
⎞⎟ = 1.385 > 1.33 ⇒ kd = 1.33
pbi‹›Üa †‡È ÂínàNNNNNNNNNN N = 50
qall =
250 3 0.3
1.330.08 3
+⎛ ⎞
×⎜ ⎟⎝ ⎠ = 1006 KN………(very large)
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bć ïäbqZâÔŠ óč §bi ói6Üa Þč ᥠòŠ‡Ô lbyI4HZ
âÔŠ ó§a À óÕj ÞÙÜ ói6Üa çaŒìc ò‡yì †b°gI4Z H
lbyÂÍšôÝÈc ßbÉÑÜa ói6ÜalíåàïdnÜaZ q = 1.3(17.2) + 0.15(20.3 – 9.81) + 1.15(20.9 – 9.81) + 0.9(20.3 – 9.81)
= 46.1 KN/m2
ÞᥠòŠ‡Ô †b°gói6ÜaÞáznÜa òŠ‡Ô pý†bÉà ãa‡ƒnbiZ
I1H Š‡Ô †b°gãa‡ƒnbi ÞáznÜa ò ðØaŒ‹m ó܆bÉà(Terzaghi)I1943ÓZ H
qult = 1.3 CNc + q Nq + 0.4 γ BNγ … ÜóÉi‹¾a ‡ÈaíÕÝC = 0 , ∅ = 30
o ⇒ Nq = 22.5 , Nγ = 19.7
qult = 46.1(22.5) + 0.4 F (20.3 – 9.81)(3)(19.7)
= 1285.2 KN/m
2
qall(net) =
1285.2 46.1
3
− = 413.0 KN/m
2
I2Hãa‡ƒnbi ÞáznÜa òŠ‡Ô †b°gÓíè‹îbà ó܆bÉà(Meyerhof)I1963ÓZ H
qult = CNcScdc + q NqSqdq + 0.5γBNγSγdγ
C = 0 , ∅ = 30o ⇒ Nq = 18.4 , Nγ = 15.7
Sq = Sγ = 1 + 0.1 K p B
L
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K p =2tan 45 +
2
φ ⎛ ⎞⎜ ⎟⎝ ⎠
= 3
q
3S = S = 1 + 0.1 3 = 1.3
3γ
⎛ ⎞× ×⎜ ⎟⎝ ⎠
dq = dγ = 1 + 0.1 f P
DK B
⎛ ⎜⎝ ⎠
⎞⎟ = 1 + 0.1 3.533
⎛ ⎜⎝ ⎠
⎞⎟ = 1.23
dq = 1.2
qult = 46.1(18.4)(1.3)(1.2) + 0.5(20.3 – 9.81)(3)(15.7)(1.3)(1.2) = 1708.6 KN/m2
qall(net) =1708.6 46.1
3
− = 554 KN/m
2
I3Hãa‡ƒnbi ÞáznÜa òŠ‡Ô †b°gæäbè ó܆bÉà(Hansen)I1961ÓZ H
qult = CNcScdc + q NqSqdq + 0.5γBNγSγdγ
C = 0 , ∅ = 30o ⇒ Nq = 18.4 , Nγ = 15.1
Sq = 1 + B
L
⎛ ⎞⎜ ⎟⎝ ⎠
sin ∅ = 1.5
Sγ = 1 – 0.4 B
L
⎛ ⎞⎜ ⎟⎝ ⎠
= 1 – 3
0.43
⎛ ⎞×⎜ ⎟⎝ ⎠
= 0.6
dq = 1+
( )
2 12 tan 1 sin tan f D
Bφ φ − ⎛ ⎞− ×
⎜⎝ ⎠⎟ ………………..
f
D B>
dq = 1 0.289 0.862 1.25+ × = dγ = 1.0
qult = 46.1(18.4)(1.5)(1.25) + 0.5(20.3 – 9.81)(15.1)(0.6)(1.0) = 1638 KN/m2
qall(net) =1638 46.1
3
− = 530.6 KN/m2
I4Hw÷bnä ãa‡ƒnbi ÞáznÜa òŠ‡Ô †b°gðbïÕÜa ×a6‚ýa ói‹¤(SPT)Z
qall =
20.3
0.08d
N BK
B
+⎛ ⎞⎛ ⎞ ×⎜ ⎟⎜ ⎟⎝ ⎠⎝ ⎠
N = 50 , Kd = 1.33 , B = 3m
qall =
250 3 0.3
1.330.08 3
+⎛ ⎞⎛ ⎞ ×⎜ ⎟⎜ ⎟⎝ ⎠⎝ ⎠
= 1006 KN/m2 …….. (very large)
ß쇧bi ózšíà ÞáznÜa òŠ‡Ô pbiby w÷bnä ˜ƒÝàI4M2HZ
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ß쇧a æà ÆyþäI4M2H áÜa ói6ÝÜ bém7Åä æà 7rÙi ôÝÈc óïÝà‹Üa óÕjÝÜ ÞáznÜa òŠ‡Ô çc ï a‰èì LóïåïÜa óï
bÈíä óiŠbÕnà w÷bnä ôÉž m æäbèì Óíè‹îbàì ðØaŒ‹m óÕî‹ çc óÅyþà Êà a‡u ðÉïjLbà î‹Üa çc μy Àóč ïåj¾a óÕ
†‡È çc sïy LbéïÝÈ Þ—zn¾a pb§a æà |šaì a‰èì L a‡u ò7jØ w÷bnä ðÉž m ðbïÕÜa ×a6‚ýa lŠb¤ ôÝÈ
pbi‹›Üa ɾ Å â Œìb¤ pbÕjÜa50óïÜbÉÜa béÝᥠòŠ‡Ôì pbÕjÜa ÚÝm òíÔ ôÝÈ ß‡î a‰èì ×a6‚a ñc tì‡y çì† ói‹š
ó–b©a pý†bɾa ßþ‚ æà Ú܈ μjm báØÚ܉iN
a†bånaìß쇧bi béïÝÈ Þ—zn¾a w÷bnåÜa ðÜgI4
M2
HóïÐb—Üa béi íá¾a ói6Üa ÞᥠòŠ‡Ô Šbïn‚a #200=
)net(allq(
)2
m/KNlbjc ò‡ÉÜbéáèc i6ÝÜ ÞáznÜa òŠ‡Ô †b°g À béàa‡ƒna # >Üa ׋Üa çcÞán¥ì óïj ׋ béÝØ ó
d©aN
2.4.4.4ÞᥠòŠ‡Ô æà ÖÕznÜaÞ–b¨a Ãíj:a ‘bc ôÝÈ ói6ÜaZ Üa Ãíjè lbyóïåïÜa óč ïáÜa óÕjÝÜ kÝ—n Z
Ý—nÜa Ãíjè çgk ò†bîi †a†îóÕjÜa Ú8pbbÿa ÞÑc?ïÜa ðáÜa óÕjÜ Ú8 5Øc ‰‚c # ÚÜ‰Ü L
íèì pb§bi ‹éÅî1.5mñ‰Üaì ‹éÅîâÔŠ ó§biI1NH
ó܆bɾa æà kÝ—nÜa Ãíjè k±Z
Sc =
01
C C
e
⎛ ⎞⎜ +⎝ ⎠
⎟ H Log v v
v
σ σ
σ
⎛ ⎞′ ′+ Δ⎟′⎝ ⎠
⎜ ……………………..[13]
sïyZ
Sc Z –b¨a Ãíj:a Ša‡ÕàÞ óÕjÝÜN
CC Z ‹’üàÃbÍ›äýaN
oe ZpbÌa‹ÑÜa ójäóï÷a‡niýaN
H ZÚ8óÕjÜaN
vσ ′ ZÂÍšßbč ÉÑÜa ói6ÜaÒ—nåà ‡åÈóÕjÜaN
vσ ′Δ Z†béufiaÀbšfiaóÕjÜa Ò—nåà ‡åÈ
bÕ¾a ÞÙ“Übi báØÞi( ) zσ N
qall(net) (KN/m2) âÔŠ
ó§a
ÞÑc ói6Üa óïÈíä
pbbÿaðØaŒ‹mÓíè‹îbàæäbèSPT
I1H?ï ðá2472532731006
I4HÂÜÜa Éi Êà ÞàŠ4135545301006
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H = 1.5 m , = 0.55 , qall(net) = 200 KPaoe
vσ ′ = 1.1(16.2) + 1.9(20.9 – 9.81) + 1.25 (20.9 – 9.18) = 52.8 KN/m2
2
200 3 3
(3 0.75)
σ × ×
Δ =
+
= 128 KN/m2
CC = 0.009 (W.L – 10) = 0.009 (42 – 10 ) = 0.288
∴Sc =0.288 52.8 128
1.51 0.55 52.8
Log +⎛ ⎞ ⎛ × ×⎜ ⎟ ⎜+⎝ ⎠ ⎝
⎞⎟
⎠= 0.15 m
= 15 cm >10cm
7jØ ÃíjéÝÜ óáïÕÜa ë‰èì a‡u òIÃbÍ›äýa óî†bÈ ói6Üa çc Ÿ‹Ð ôÝÈ óïåjà ðèìHêi íá¾a Ãíj:bi óäŠbÕà L
‡åjÜbi ?jáÝÜ2.4.4
Nlby ânî êähÐ êïÝÈìÃíj:aói6Üa æà ËíåÜa a‰: óéib“à óåïÉÜ ðÝáɾa kÝ—nÜa w÷bnåÜ bÕjI Özݾa4MâÔŠ ?zå¾a4HN
•?ïÜa ðáÜa óÕjÜ kÝ—nÜa Ãíjè lbyðÝáɾa kÝ—nÜa w÷bnä æà[13]Z č #xbnånakÝ—nÜa Šbjn‚a w÷bnåÜ ðÝÕ¨a kÝ—nÜa ?zåàói6Üa æà óéib“à óåïÉÜ íè báØÞÙ“Übi |šíàI4M4NH
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ÞÙ’I4M4HðÝÕ¨a kÝ—nÜa ?zåà xbnånaa óÕjÜ?ïÜa ðáÜ[2]
pσ ′ = 270 KN/m2 “Üa æàÞÙ I4M4HNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNN
vσ ′ = 52.8 KN/m2 IózÑ—Üa ‹Åäc50NNNHNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNN
O.C.R (Over Consolidation Ratio) =270
52.8
p
v
σ
σ
′=
′ = 5.1 > 1
( ) (2 2180.8 / 270 /v v p )K N m K N mσ σ σ ′ ′ ′+ Δ = < = ……….use Cr
ÃbÍ›äýa óî†bÈ oïÜì L ( Öjà kÝ—m b: t‡y ói6Üa ë‰è çc ñc)Preconsolidation
Sc =
01
r C
e
⎛ ⎞⎜ +⎝ ⎠
⎟ H Log u u
u
σ σ
σ
⎛ ⎞′ ′+ Δ⎜ ⎟′⎝ ⎠
Cr :ÃbÍ›äýa ò†bÈg ôåzåà Þïà
Cr =0.35 0.31
1.0
0.26 Log
−⎛ ⎞⎜ ⎟⎝ ⎠
= 0.068 ÞÙ“Üa æàI4M4NNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNH
Sc =0.068 52.8 128
1.5 Log1 0.55 52.8
+⎛ ⎞ ⎛ ×⎜ ⎟ ⎜+⎝ ⎠ ⎝
⎞⎟
⎠ = 0.035m = 3.5 cm
Ãíj:a çc sïyìðÝÙÜaôåj¾a a‰: óÝ—Ñå¾a ‡ÈaíÕÝÜ êi íá¾a( 10cm )LÃíj:a çhÐ ðÜbnÜbi‡̈ a æáš ðÝÙÜa
êi íá¾aN
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•óïÝà‹Üa óÕjÝÜ ñŠíÑÜa Ãíj:a lbyI Initial Settlement HZB = 3m L Df = 3.5 m L qo = 200 KN/m
2
Si =
2
1
1
o oS
q B E
υ μ μ
⎛ ⎞−× × × ×
⎜ ⎟⎝ ⎠
iS
NNNNNNNNNNNNNNNN[7]
óÕïáÈ ‡ÈaíÕÜaì óïÕj ói6ÜasïyZ
. ói6ÝÜ ñŠíÑÜa Ãíj:a :
[ …..ßìa‡§a æà ‰‚üm pþàbÉà :Ref.7 -page 3.4]1o μ
àþnÜa ÂÍšò‡ÈbÕÜaì ói6Üa μi N : oq
ói6ÝÜ çbaíi ójä N : υ ò‡ÈbÕÜa Ÿ‹ÈN : B
ói6ÝÜ óä싾a ÞàbÉàN : E s
3.51.17
3
f D
B= =
31.0
3
L
B= = μ o = 0.72
6.52.17
3
31
3
H
B
L
B
= =
= =
1( 6.5 ) 0.62at H m
H =thickness of layer
μ = =
1.50.5
3
31.0
3
H
B
L
B
= =
= = μ 1 (at H = 1.5m) = 0.3
1 = 0.62 - 0.3 = 0.32∴
υ = 0.3 NNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNN óïÝà‹Üa ói6ÝÜ
Es =96 192
2
+ = 144 MPa NNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNN [ Ref.7 -page 3.3]
Si = 0.72 F 0.32 F 200 F 3( )
21 0.3
144 1000
⎛ ⎞−⎜⎜
F 1000 = 0.874 mm ⎟⎟×⎝ ⎠
( )...... ....very small OK
3.5
Ground Beams
•Ãíj:a=åÜaZ
ÃíjéÝÜ óáïÔ 5Øc çg=åÜaðɾa ?jáÝÜñŠíÑÜa Ãíj:a μi ׋ÑÜa ðèÞà‹Üa óÕj ðÝÈ >Üa ‡ÈaíÕÝÜÃíjèì
kÝ—nÜa?ïÜa ðáÜa óÕj ðÝÈ ‡ÈaíÕÝÜL bjî‹Õm ñìbm óáïÕÜa ë‰èìÊà ênáïÔ óäŠbÕ·ì Lbéi íá¾a óáïÕÜa
‡åjÜbiI2.4.4Hðèì14mm‡− Lð—Ôc ‡zØcêi íá¾a ‡¨a æÈ ‡îî êäLÚÜa‰ÜpþáÜa âïá—m ânî çc k°
( )Ãíj:a ‘bc ðÝÈ=åÜaN
cm
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4.4.5 =äb§a ói6Üa ÂÍšã슇jÜa ‡åÈ( Lateral Earth Pressure )Z óqþq ÛbåèËaíäcÂÍš æàói6Üaðè =äb§aZ
(1óya‹Üa ‡åÈ =äb§a ói6Üa ÂÍšN ( ) Earth Pressure at Rest
(2ðib°ýa =äb§a ói6Üa ÂÍš(N ) Active Earth Pressure
(3=ÝÜa =äb§a ói6Üa ÂÍšN ( )Passive Earth Pressure
báØçc à óÈíší¾a óî‹ÅåÜa báèì êib¨ μnïï÷Š μnî‹Åä Ûbåèði‹¨a ‘‡åé¾aì ð÷bîïÑÜa ÞjÔ æ ðä‹ÑÜa
kàíÜíØóå1776NÓ ŠbjnÈa ðÝÈçc åèÛb μi ÛbÙnya
ói6Üaì Â÷b¨aL ìóî‹ÅåÜaóÈíší¾a kàíÜíØ óî‹ÅåÜ óč j¾a‘‡åé¾aì ð÷bîïÑÜa ÞjÔ æàñïÝÙäfiaæÙäaŠ
[ói6Üaì Â÷b¨a μi ÛbÙnyýa ßbáèhiN
[ ]Charles-Augustin de Coulomb (1736-1806)
]William J.M. Rankine (1820-
3 3, 22.0 /Sat
1872)
‡åjÜa a‰è Àfia =äb§a ói6Üa ÂÍš lby ânï ŠbjnÈa ðÝÈ ðib°çcÂ÷b¨aÓíói6Üa æÈ a‡ïÉi Û‹znî
óî‹Åä ãa‡ƒnbiìói6Üaì Â÷b¨a μi ÛbÙnyýa ßbáèhi ñc æÙäaŠðÜbnÜbØZ
• äçc Ÿ‹Ñ ㆋÜaóïÝàŠ ói6i ânî Óí Â÷b¨a ÒÝ‚ðÜbnÜbØ bé–aí‚Z
17.5 /KN m KN mγ γ = =o30,0 =φ= LC
ÞÙ“Übi μjà íè báØI4M5HðÜbnÜaZ
ÞÙ’I4
M5
H‡äbÜa Â÷b¨a ôÝÈ =äb§a ói6Üa ÂÍš lby
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•lby=äb§a ói6Üa ÂÍš ÞàbÉàðib°fiaa
(K )Z
2tan 452
a
φ K
⎛ ⎞= −⎜ ⎟⎝ ⎠
2 30tan 45 = 0.3332
⎛ ⎞= −⎜ ⎟⎝ ⎠
•lby=äb§a ói6Üa ÂÍš‡åÈ×báÈcóÑÝn¬)( aσZ
ðib°ýa ói6Üa ÂÍš lb¨ óàbÉÜa ó܆bɾaðèNNNNNNNNNNNNNNNNNNNNN NNNNa a v a= K - 2 C K σ σ
a aK ìb·óïÝàŠ ói6Üa ş çc(C = 0)NNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNN
vσ σ ∴ =
vσ
sïyZ Zói6Üa †íáÈ çŒì(γ z)×N
a0 0 z .at σ = ⇒ =
24.375 /
KN m=0.75 0.75(17.5) 0.333a
z mat σ = ⇒ = ×
29.55 / .KN m=3.1 2.35(22 9.81) 0.333a
z m
at σ = ⇒ = − ×
w w wh
•lby( ) öb¾a ÂÍšσ =γ ×
223.05 /
Z
KN m=2.35(9.81)w
σ = ÞÙ“Übi ózšíà pbib¨a w÷bnäI4M5NH
•Â÷b¨a ôÝÈ ò‹qü¾a õíÕÜa óÝ—« †b°gZ
aP 1112 2 2
( 4.375 )( 0.75 ) 4.375( 2.35 ) ( 9.55 )( 2.35 ) ( 23.05)( 2.35 )= + + +
a 50.3 KN/mP = ′
•‡Éi lby 7qdm óÕä 0aóÝ— æÈÞÑcÂ÷b¨aZ 0.75 2.35 2.35 2.35
0.5(4.375)(0.75) 2.35 4.375(2.35) 0.5(9.55)(2.35) 0.5(23.05)3 2 3
50.3
⎛ ⎞⎛ ⎞ ⎛ ⎞ ⎛ ⎞ ⎛ ⎞+ + + +⎜ ⎟ ⎜ ⎟ ⎜ ⎟ ⎜ ⎟⎜ ⎟⎝ ⎠ ⎝ ⎠ ⎝ ⎠ ⎝ ⎠⎜ ⎟=
⎜ ⎟⎜ ⎟⎝ ⎠
3 X
X 0.92m=
aP 50.3KN/m 0.92 .at m from the bottom of the wall′=∴
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5.4.41.‡äbÜa Â÷b¨a Ëíä Šbïn‚aIType of retaining wall HZ À ã슇i †íuì kji ɾa ôåj¾að č ähÐŽ ê #‡äb Â÷by ãa‡ƒna( Retaining Wall )käaíu oïjrnÜ
Ú܉Øì =äb§a ói6Üa ÂÍš æà ênîb¼ì ôɾa ôåj¾al‹m Êå¾ëbï¾a¶gÞ‚a†ã슇jÜaN
a6Ôa # ÚÜ‰Ü qóqþ Ëaíäc‡äbÜa Â÷b¨a æàLÞÙ“Übi ózšíà ôèìI4M6NH
•Â÷b¨aðÜíibÙÜaIcZHý†íuì kji êàa‡ƒna æÙºçbjà ªb òŠìôåjáÝÜN
•Â÷b¨aLIlZHë†bÉjna # 7Ì êäÿLñ†b—nÔabć ›îcìş çc ¶g óÐbšfibi óïzÜa ‡ÈaíÕÜa Êà Þ‚a‡nî Óí
b¨a o¥ ò‹ánà ò‡ÈbÔ kÝnî êáïá—m ì L‡ÈaíÕÜaì Â÷béáïá—móîì‡ïÜa pbib¨a ãa‡ƒnbikji a‡u kÉ–
pbÐb¾a Óþn‚aòŠìbvn¾aæÈ ‡îm ójåi bé›Éi æÈ ò‡áÈÿa μi20ELÀ ój¾a óÕî‹Üa Ãì‹’ ÖÕ± ý a‰èì
pbbÿa æà ËíåÜa a‰è âïá—mky[ACI Committee 336.2R]
Il H IcH
IxH
ÞÙ’I4M6HËaíäcóy6Õ¾a ò‡äbÜa Â÷aí¨aN
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Â÷b¨aIxHIëŠbïn‚a # ñ‰Üa Â÷b¨aZHa6Ôa #a‰èÂ÷b¨a ÜçíÙï báznÝàć (monolithic)æà Þ—nà 7Ìì ò‡áÈÿbi
ôÝÈÿac ìæàLÞÑÿa ìa‰: käÿa ËíåÜa 5nÉî ÝÜôåjá ðɾaóÝïÝÔ ênÑÝÙmì âïá—nÜaì ‰ïÑånÜa óÜíéÜÊà óäŠbÕ¾bi
a‹®ýa êjïÉî bà æÙÜì Lõ‹‚ÿa ËaíäÿaÓl‹mìëbï¾aâïá—nÜa À êuþÈ ânï bà a‰èìN
5.4.42.Â÷b¨a æà ‡ÈaíÕÜaì ò‡áÈÿa ¶g óÝÕnå¾a ßb¼ÿa lby‡äbÜaZ Õåî êäa ‡uì ‡äbÜa Â÷b¨a Ëíä Šbïn‚a # Ć çc ‡Éi ì óïÕÐc õíÔ Þ Þránmì L‡ÈaíÕÜaì óïuŠb©a ã슇jÜa ò‡áÈc ¶g ãÈ
ðÝî báïÐ ßb¼ÿa ë‰è lby paí‚Z
ýìcZò‡áÈÿa ôÝÈ óïÕÐÿa õíÕÜa lbyIHHZóïÕÐÿa õíÕÜa lby #óÝ—« l‹›i óïuŠb©a ò‡áÈÿa ôÝÈ ò‹qü¾a
ói6Üa ÂÍš æà ó¤båÜa õíÕÜa‡äbÜa Â÷b¨a ôÝÈ =äb§a(50.3 KN/m )′óÐbà À 7qdmõíÕÜa ë‰èIμi óÐb¾a
ò‡áÈÿa μi ŠízjÜa Ò—nåàNH †íáÉÜa ‰‚dåÜ ßbr¾a Þïj ôÝÈì(C24)báØ íè šíà| ÞÙ“ÜbiðÜbnÜaZ
.3.6 3.6
H 50.3 =181.1KN2
+⎛ ⎞= ⎜ ⎟⎝ ⎠
bïäbqZò‡áÈÿa ôÝÈ ò‹qü¾a ãìÉÜa lbyZ
áÈÿa ş çc ŠbjnÈa #ÞÙ“Übi báØ LÞÑc æàì ôÝÈc æà þàbØ bnïjrm ónjrà ò‡ ÜbiðÜbn Z sïyZ
HZ Â÷b¨a ôÝÈ =äb§a ói6Üa ÂÍš æà ó¤båÜa óïÕÐÿa òíÕÜa
ibÜa ‡åjÜa À ojy báØ ðèì L ‡äbÜaÖ N
0.92mZ ‡Éi=äb§a ói6Üa ÂÍš óÝ—« 7qdm óÕäæÈ
ÞÑcÂ÷b¨aN
3.5mZ †íáÉÜa ËbÑmŠa Þrº íèì LŠì‡Üa ËbÑmŠaN
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óÅyþàZL‡ÈaíÕÜa ë‰è ÞÑc óî†bÈ óäb‹‚ †íuì kji þàbØ bnïjrm ónjrà ò‡ÈbÕÜa ŠbjnÈa # ìçc ‹Ø‰Übi ‹î‡§a
ò‡ÈbÕÜa Ñà 5nÉmóÝibÔ ói‹m ôÝÈ bèŒbÙmŠa óÜby À Þ— ÃbÍ›äþÜ}4N{
ìãÉÜa lby ðÝÈ ßbráØ Ü†íáÉÝ (C24)Z
= 90.5 KN.m2
2
181.1 2.58 0.923.5
× ×= M
ß쇧aìI4M3Hpbib¨a w÷bnä ˜ƒÝîZ
†íáÉÜa ßíÜa
‹qü¾a (m)
Üa íÕ ò
óïÕÐÿa (KN)
ãÉÜa (KN.m)
C 2 4.325217.5108.7
C 3 2.275215.0107.5C 4 5.575280.4140.2
C 6 - C 11 -C 17 - C 21 - C 24
C 33 - C 34 - C 35 - C 36 3.5181.190.5
C 10 M C 32 4.21211.8105.9
C 16 M C 20 1.890.545.2
C 25 – C 30 3.85193.796.8
6.4.4‡ÈaíÕÝÜ ð÷b“äfia âïá—nÜaóïzÜaZ
1.6.4.4 —m À óàbÈ paŠbjnÈapbÈbÕÜa âïá óïäb‹©aZ óäb‹ƒÝÜ ðÙî‹àÿa ‡éɾa ÞjÔ æà ò‡É ¾a pbï–ínÜa ôÝÈ ‡ánÉm ózݾa óäb‹©a pbáïá—m âÅÉà(ACI-code)
báè âïá—nÝÜ μnÕî‹ ôÝÈ ‡ánÉî ñ‰ÜaìZ
1Hõí—ÕÜa óàìbÕ¾a óÕî‹i âïá—nÜaZ(Ultimate design strength)N
2Hóä싾a óÕî‹i âïá—nÜaI†béugÞïÍ“nÜaZ H.(Working design load or working strees)
pbÑ–aí¾a[ ]Specifications
_ 318 ACI
ZbéÈaíädi pbbÿa âïá—m À õí—ÕÜa óàìbÕ¾a óÕî‹ ãa‡ƒna ânî Óí
óÑÝnƒ¾aðÙî‹àÿa óäb‹©a ‡éÉà pbÑ–aíà ky[ 99]−bÙÜbi óÑ–aí¾a ‹Ø‰m % bàÞà.
ßb¼ÿa pþàbÉà( Load Factors)ZU = 1.4 D.L + 1.7 L.L ………………… (ACI-9.2)
U Zð÷b“äfia ‹—åÉÝÜ õí—ÕÜa ÞïáznÜa óÉN
D.L Zoï¾a Þá¨a(Dead load)N
L.L Zð¨a Þá¨a(Live Load)N
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óàìbÕ¾a ÞïÝÕm ÞàbÉà(Strength reduction factor)[ACI-9.3.2]Z À ‰‚ÿa # õí—ÕÜa óàìbÕ¾a óÕî‹ À
À 7ÍnÜaì L âïá—nÜa pbïš‹Ð À óÔ‡Üa ã‡È ŠbjnÈýa Šíàÿa Éiì L óÜbáÉÜa óïÈíä Ú܉Øì L öb“äfia †aíà ˜÷b—‚
ïѦ ÞàbÉà ãa‡ƒna Öî‹ æÈ Ú܈ì LóÕÕ« 7ÍÜa õ‹‚ÿaI∅HâïÕÜa ë‰èì L âïá—nÜa pbjÝnà ò†bîÜ
ß쇧bi ózšíàI4M4H}5{Z
ß쇧aI4M4HâïÔI∅H N
∅ Design Quantity
0.90 Moment
0.85 Diagonal tension, bond, anchorage
0.75Compression members , spiral
0.70Tied
0.65Unreinforced footing (bending)
âïá—nÜa ‹–båÈ pbïbc( Basic design elements )Z •âïá—mðäb‹‚ ÊÕàÞïnàãÈ ¶g Ÿ‹ÉàZ
•
-2
us
M a A d
fyφ
⎛ = ⎜⎝ ⎠
⎞⎟ …………………….[ACI 10.2]
a =0.85
s y
c A f
b f ′
Mu ZÊÕ¾a êÜ Ÿč ‹Éà ãÈ ô—ÔcN
As Z‡“Üa |ïÝm ‡î‡y óybàN
f y Z|ïÝnÜa ‡î‡¨ Ë훩a †béugN
d
Zč ÉÑÜa ÖáÉÜaÊÕáÝÜ ßb N c′ Zóäb‹ƒÝÜ ÂÍ›Üa óàìbÕàN
b Zðäb‹©a ÊÕ¾a Ÿ‹ÈN
[∅ = 0.9]ß쇧bi báØI4M4N H
[ ]1.85 0.85 0.008( 30 ) 0.65c
f MPa0 ′ β ≥ = − − ≥
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•ãÈ ¶g Ÿč ‹Éž à ËbÕi ò†íuí¾a ‡î‡¨a ójä( ρ )Z Asbd
=
min max..........heck steel percentage
ρ
C ρ < ρ ρ <
max0.75
b
……………………………………… (ACI – 10.3.3) ρ ρ =
1
6000.85
600c
b
f
f f y y ρ β
⎛ ⎞ ⎛ ⎜ ⎟ ⎜⎜ ⎟ ⎜⎝ ⎠ ⎝
′=
+
⎞⎟⎟
⎠
min 0.0018 ρ = …………… For footing with grade 60 reinforcement ….[ ACI 10.5.4]
• ŠíáÍà ßí ‹—Ôc ¨|ïÝnÜa ‡î‡ ©a Àóäb‹ : ( Development Length)
Ü bÕÐì[êähÐZ ACI_318-95-12.2.2]
çíÙî ‡“Üa óÜby ÀZ ld ≥ 300 mm
æà 5Øÿa óáïÕÜa
0.375 db
c
fy
f
⎛ ⎞⎜ ⎟⎜ ⎟
⎝ ⎠′
óÜby À bàcçíÙïÐ ÂÍ›ÜaZ
0.25 db
c
fy
f
⎛ ⎞⎜ ⎟⎜ ⎟⎝ ⎠′
æà 5Øÿa óáïÕÜa0.04 fy db 200 mm
sïy Zdbkï›ÕÜa ‹Ô(mm)N
2.6.4.4paŠbjnÈaóàbÈ Ü‡ÈaíÕÝÜ ð÷b“äfia âïá—nÝ Z
ãÉÜa( ) Moment in foACI 15.4] otings[Z ò‡ÈbÕÜa ßþ‚ ñ†íáÈ ñínà Ša‹àhi óÝ—Ñå¾a ‡ÈaíÕÜa À ô—Ôÿa ⃛¾a ãÉÜa ‡î‡¥ ânîóu‹¨a ÊbÕ¾a ‡åÈ
zší¾aó ÞÙ“ÜbiI4M7HL ¨a ói6Üa ÂÍ š æà wmb åÜa ã ÉÜa lbyìñ‡ cæ à ‡yaì käbu ð ÝÈ ò‡ÈbÕÜa ÞÑ
¾aðc‹Üa ñín LÀ ㇃nî ãÉÜa a‰è†b°góiíݾa |ïÝnÜa ‡î‡y óybà ÈbÕÝÜò‡ N
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( )Tow-way footings
ÞÙ’I4M7HóÝ—Ñå¾a ‡ÈaíÕÜa À ⃛¾a ãÉÜa †b°fi óu‹¨a ÊbÕ¾a
ì å¾a ‡ÈaíÕÜa À |ïÝnÜa ‡î‡y ÊîŒím‡ÈaíÕÜaì
ïî‹“Üaó
óÝïn¾aì óÉi‹¾a óÝ—Ñ
( )One-way footingsß쇧bi |šíàI4M5NH
ßì‡uI4M5H‡ÈaíÕÜa À ãÉÜa |ïÝm ‡î‡y ÊîŒím óïÑïØN
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‡ÈaíÕÜa À ˜ÕÜa( Shear in footing )[ I 15.5]Z AC
v
n cV v bd
æà báéåà ÖÕznÜa k° ‡ÈaíÕÜa À ˜ÕÝÜ μnÜby Ûbåè‡î‡¥ Þuc ÜaÖáÉ kbå¾aLò‡ÈbÕÝܘÕÜa báèì
kÔbrÜa[ Punching shear ] ìñ†byÿa ˜ÕÜa[Wide beam shear ]Lk° μnÜb¨a À sïyçcóàìbÕà çíÙm
©aóäb‹ IvH˜ÕÝÜcæà 5؆béug⃛¾a ˜ÕÜaIHx‹¨a ÊÕ¾a ‡åÈ|šíà íè báØÞÙ“ÜbiI4M8HLaˆgì
Ë“Üa ÖÕznî % 7‚ÿaÖáÉÜa ò†bîŒ k° êähÐIdH ìc˜ÕÝÜ |ïÝm ‡î‡y ßbáÉnaN cu
•
Wide beam action:u
V =φ φ ≥ …………..[ACI- Eq (11-1)]
u
c u
V
bd φν ν ≥ =
.........[ACI- Eq (11-3)]6
c
f cvφ φ
⎛ ⎞′= ⎜ ⎟⎜ ⎟
⎝ ⎠
Vn Z óîŠbjnÈfia ˜ÕÜa óàìbÕà(nominal)óäb‹ƒÝÜNVu Z 5Øc˜Ô òíÔbáØ x‹¨a ÊÕ¾a ‡åÈ óî‡yÞÙ“ÜbiI4M8NcH
bd Z˜ÕÝÜ óàìbÕ¾a óyb¾aN
b ZÊÕ¾a Ÿ‹ÈæÙºì뉂c ܈ ‰‚a Êà ò‡yíÜalby ‡åÈ ŠbjnÈýa À Ú VuN
d Zßbč ÉÑÜa ÖáÉÜaN 0.85: φ
Punching shear lH Wide beam action cH
ÞÙ“ÜaI4M8H‡ÈaíÕÜa À ˜ÕÜaN
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• Punching shear :
minmum of o
uV
b d ≤
2
1
c β
⎛ ⎞+⎜ ⎟
⎝ ⎠ 6
c f φ ⎛ ⎞′
⎜ ⎟⎜ ⎟⎝ ⎠
3
f cφ ⎛ ⎞′⎜⎜⎝ ⎠
2c
column lengthwhere
column width β = ≤
⎟⎟
o
( )15.8] ACI Transfer of force at base of column−
sïyZ
Zx‹¨a ÊÕ¾a Âï« è báØ í ÞÙ“Übi |šíàI4M8NlHN b
ò‡ÈbÕÜaì †íáÉÜa μi ñíÕÜa ßbÕnäa[Z• ‹îb’ÿa( ) DowelsZ
¶g †íáÉÜa æà òíÕÜa ÞÕä ðè ‹îb’ŁÜ óïbÿa óÑïÄíÜaLò‡ÈbÕÜabà‡åÈ óiíÝà ‹îb’ÿa çíÙmì m î‡ òíÕÜa
æà óÜíÕå¾a†íáÉÜa¶gò‡ÈbÕÜa ìc †íáÉÝÜ ÞïáznÜa óÉ æÈò‡ÈbÕÜaØbá ðÝîZ
1H†íáÉÝÜ ÖzÜa ÞᥠóÉ Bearing strength of column )HZ
∅Pnb = ∅(0.85c
f ′A1) …………… [ACI M10.17.1]
H Z Bearing strength of footing 2Hò‡ÈbÕÝÜ ÖzÜa ÞᥠóÉI
∅Pnb = ∅(0.85 f c′ A1)2
1
A
A
⎛ ⎞⎜⎜
…. [ACIM15.8.1.1]⎟⎟
⎝ ⎠
≤ 2 ……………………. [ACI 10.17.1] A2
1 A
][ACI 9.3.2.4 NNNNNNNNNNNNNNNNNNNNNN∅ = 0.65
2
1 = , mloaded area
2
2, mas shown in the figure
A
A
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k° pbbÿa âïá—m ‡åÈìòbÈa‹àðmłaZ
1HýÞÕmæÈ ‹îb’ÿaZ ……….……. (ACI 15.8.2.1)Asd (min.) = 0.005 A1
2Hk°çcÿa ‡n¸À ‹îb’ò‡ÈbÕÜaóÐbà(ld)ÀÂÍ›Üa óÜbyÞÙ“Übi |šíà íè báØN3H‡î‡y Êà ‹îb’ÿa Þ‚a‡nm çc k°óÐbà †íáÉÜa(ld)ÀæÙÜì ÂÍ›Üa óÜbyçc k°ÞÕm ýæÈ30cm
[. _12 14] ACI −
óäb‹ƒÝÜ ÖáÈ ÞÔcózݾa d íè15cm[ACI-15.7]N
7.4.4ôåj¾a pbbc |ïÝmì †bÉic lbyZ
âïá—nÜa pbšì‹ÐZ •õí—ÕÜa óàìbÕ¾a óÕî‹i âïá—nÜa.(Ultimate design strength)
•óàìbÕàÂÍ›Üaózݾa óäb‹ƒÝÜMPa)( = 21 fc ′N
•óàìbÕàÂÍ›Üaóî†bÉÜa óäb‹ƒÝÜ( MPa)=17 fc ′N
•|ïÝnÜa ‡î‡¨ Ë훩a †béug( 00 MPa)N = 4 fy
_ 318 ACI
•pý†bɾa æà êiby # báØ ói6Üa †béug.(qall(net) =200 KPa)
•Úái ‡ÈaíÕÜa ÞÑc óî†bÈ óäb‹‚ †íuì(40 cm)N
•ky âïá—nÜa[ 99]−.
•ÞÙ“ÜaI4M9H|šíî ŒíàŠâïá—nÜa ÞjÔ ‡ÈaíÕÜa( )F N
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ÞÙ“ÜaI4M9HóïzÜa pbbŁÜ ð÷‡j¾a ðÕÐÿa ÂÕ¾aN
1.7.4.4ÂÕÐ óîŠí« òíÔ ¶g óš‹É¾a óÝ—Ñå¾a ‡ÈaíÕÜa âïá—mZ
•ðÜìÿa òí©aZlby‡ÈaíÕÜa †bÉicZ[ACI 15.2]
sïy Z: BŸ‹ÉÜa óÉi‹¾a ‡ÈaíÕÝÜNNNNNNNNNNNNNNNNNNNNNdP=
qall
B
:LßíÜa óÝïn¾a ‡ÈaíÕÝÜNNNNNNNNNNNNNNNNNNNNNNd
all
PL =
qB
ìðÈìŠ ‡Ô Šbïn‚a ‡åÈ m çc æÙàc çg ‡ÈaíÕÜa †bÉic‡î‡y óïáØ çíÙm ðÙÜ a‰èì Lóîìbnà μèb¤ýa À óЋЋÜa çíÙ
‰ïÑånÜaì âïá—nÜa Þéî ðÜbnÜbiì μèb¤ýbi óîìbnà |ïÝnÜa N
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•óïäbrÜa òí©a Zò‡ÈbÕÜa ÖáÈ ‡î‡¥dZ ±ßbÉÑÜa ÖáÉÜa k (d)æà˜ÕÜañ†byÿaI(wide beam actionLóÝïn¾a ‡ÈaíÕÜa óÜby À˜ÕÜa æàì
ð÷bårÜaITwo way action shear HóÉi‹¾a ‡ÈaíÕÜa óÜby À ‹‚ÿa ˜ÕÜa óÜby æà ÖÕznÜa ânî μnÜb¨a þØ Àì LN
•órÜbrÜa òí©aZ líݾa |ïÝnÜa ‡î‡y Ša‡Õà lby ânîx‹¨a ÊÕ¾a ‡åÈ ãÉÝÜójä æà ÖÕznÜa ânîì L
|ïÝnÜaN
•óÉia‹Üa òí©aZæà ÖÕznÜa ânîÚbánÜa ßí(ld)N
•óàb©a òí©aZæà 5Øa †béufia a‰è çbØ aˆgì L ò‡ÈbÕÜaì †íáÉÜa μi bà àþnÜa †béug lby ânî
ÿa ãa‡ƒna ânî êädÐ êi íá¾a ‹îb’(Dowels)Læà bïä‡Üa ójåÜbi |ïÝnÜa ânî ş çhÐ ßaíyÿa Êï» ôÐì
‹îb’ÿaðèìZ
s(min) column= 0.005 A
1-F2-F6-F7-F12-F13-F14-F15-F18-F19-F21-F22-F23-F26-F27-F28-F29-F37
A
• í©aó†bÜa ò Z|ïÝnÜa ‡î‡yì ò‡ÈbÕÝÜ ðzïším ÞÙ’ ⊠ânî âq Lò‡ÈbÕÝÜ ðÝÙÜa ÚáÜa lby ânîN
Þá“î ‡ÈaíÕÜa æà ËíåÜa a‰èì:
(F )
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óÝ—Ñåà ò‡ÈbÔ âïá—mIF19HÂÕÐ óîŠí« ÂÍš òíÔ ðÜg óš‹ÉàI× xˆíáåÜa7HZ
oï¾a Þá¨aID.L] H.1605 KN
Þá¨að¨aIL.L] H.545 KN †bÉic†íáÉÜaC9Z.3 0 80 cm×
` 21c MPa= ƒÝÜóäb‹ ¾aózÝ :
` 17 fc MPa= ÝÜóî†bÉÜa óäb‹ƒ :
all(net)q = 200 KN/m²
ó“Ôbå¾aì pbib¨a
¶ìÿa òí©aZóî†bÉÜa óäb‹©a †bÉic lbyZ
Ÿ‹Ñäçc Üa óäb‹©a Ú8t cNNNNNNNN[ACI 22.7.4] …. t(min) =20 cmky æÙÜì
[ACI 22.4.4]k° âïá—nÜa À ói6ÝÜ óàþ¾a óî†bÉÜa óäb‹©a Ú8çc ÞÕî Ša‡Õ·5cmÚáÜa æÈ
LðÝÉÑÜa ïÝÈt c.
óî†bÉ 40 m=
çhÐ ê 35 m=
[ACI 22.7.2]NNNNNNNNNNNNNNNNNNNN A NNN2
( )
.
. . 1605 54510.75
200all net
P C
D L L Lm
q
+ += = =
e m A m× =us 2
.3.0 3.6 ( 10.8 )P C
2 22150( ) 199 / 200 /
3 3.6sq actual soil stress KN m KN m= = <
×
N
óïäbrÜa òí©aZózݾa óäb‹©a †bÉic lbyZ
•óî†bÉÜa óäb‹©a ÞÑc ñ‡¨a †béufia lbyZ
1.4 1605 1.7 545 3174u
P K = × + × =
3174 2943 3.6
ult q K = =
×Pa
•óî†bÉÜa óäb‹©a óЋЊ lby( C )Z
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çg Њóäb‹©a óЋ ICHóî†bÉÜaæà †‡znm ÜaãÉ ðÜbnÜbØZ
…………………………………………….[ACI eq.(22.1)] M n u
M φ ≥
( )
1 2u ult
C
q C m
⎛ ⎞
= × ⎜ ⎟⎝ ⎠
………
M
………………. [ACI eq.(22.2)]
25 1` 1000
12 6n c
t M f φ φ
⎛ ⎞×⎛ ⎞= ⎜ ⎟⎜ ⎟⎝ ⎠ ⎝ ⎠
sïyZ
C Z ‹©a óЋЊóî†bÉÜa óäb N
n M ZÊÕáÝÜ ñŠbjnÈýa ãÉÜaN
u M ZÊÕáÝÜ ô—Ôÿa ãÉÜaN
`cZóî†bÉÜa óäb‹ƒÝÜ ÂÍ›Üa óàìbÕàN
ult qZóî†bÉÜa óäb‹©a ÞÑc ñ‡¨a †béufiaN
tZóî†bÉÜa óäb‹©a Ú8N
φ ZÞàbÉàïѦ= 0.65 ..... [ACI 9.3.5]φ
2 25 1` 1000
12 6 2n c u ult
t C M f M qφ φ
⎛ ⎞ ⎛ ⎞×⎛ ⎞= = =⎜ ⎟ ⎜ ⎟⎜ ⎟⎝ ⎠ ⎝ ⎠ ⎝ ⎠
0.4 m=
5 5`1000 0.65 171000
12 120.35
3 3 294
c
ult
f
q
φ ⎛ ⎞ ⎛ ⎞⎜ ⎟ ⎜ ⎟⎝ ⎠ ⎝ ⎠= =
×C t
3.6 2( ) 3.6 2(0.4) 2.8
3.0 2( ) 3.0 2(0.4) 2.2
L C m
B C m
∴ = − = − =
= − = − =
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•g æà ÖÕznÜaóî†bÉÜa óäb‹©a ôÝÈ ÖzÜa †béu[12]Z
2 22150349.0 / 500 /
2.2 2.8c
d
c
Pq KN m KN
A= = = <
×m OK
órÜbrÜa òí©aZózݾa óäb‹©a ÞÑc ñ‡¨a †béufia lbyN
[ACI 15.2.1]NNNNNNNNNNNNNNNNNNNNNNNNNNN3174515.3
2.2 2.8u
t
PKPa
ulq
B L= = =
× ×
óÉia‹Üa òí©aZ‡î‡¥ÖáÈò‡ÈbÕÜa(d)Z
[ACI 11.12]……. à ˜ÕÜa æà ò‡ÈbÕÜa ÖáÈ ‡î‡¥ ânî|ïÝnÜa ‡î‡¨ ˜ÕÜa óàìbÕà ßbáèg Ê
1)
Wide beam action :
n uV V φ ≥ ……………….[ACI 11.1.1]
( ) ( )n uc ult V B d L d B q V φ φν ′= = − =
take B =1m
210.85 650 ............[ACI 11.3.1.1]
6 6
c
c
f KPaφν φ
⎛ ⎞′ ⎛ ⎞= = =⎜ ⎟ ⎜ ⎟⎜ ⎟⎜ ⎟ ⎝ ⎠⎝ ⎠
2.8 0.81.0
2 L m
−′ = =
650 1 (1 )515.3
0.442
d d
d m
× × = −∴ =
2) Punching shear :
n uV V φ ≥
o c u ult o o c ult uP d P q A P d q A Pν ν = − ⇒ + =
`21 ..................[ACI 11.12.2.1]6 3
0.82.7 2 .............. 2
0.3
2 0.85 211 = 1.3MPa=1300 KPa
2 6 3 3
c
c
c
c c
c c
c
f f c
use
f f v
φν φ φ β
β β
φ φ φ
⎛ ⎞⎛ ⎞ ′= + ≤⎜ ⎟⎜ ⎟⎜ ⎟⎝ ⎠⎝ ⎠
= = > =
⎛ ⎞′ ′⎛ ⎞= + = =⎜ ⎟⎜ ⎟⎜ ⎟⎝ ⎠⎝ ⎠
2 (0.3 0.8 ) 1300 515.3(0.3 )(0.8 ) 3174
5715.3 d2 + 3426.8 d - 3050.3 = 0
d d d d d + + + × + + + =
∴
ôÝÈ Þ—® ó܆bɾa ë‰è Þ¢Z
d = 0.5 m
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Take d = 0.53m
aóàb©a òí©Z|ïÝnÜa ‡î‡y lbyãÉÝÜ ãìbÕ¾aZ 1) For Long direction:
2
2
.
-2
2
1.0
515.3 1257.7 . /
2
40022.41
0.85 ` 0.85 21 1
us
u
S S S
c
ult
u
M a A d
fy
q L M
L m
M KN
fy A Aa A
f b
φ ⎛ ⎞= ⎜ ⎟⎝ ⎠
′=
′ =
×m m ′= =
= = =× ×
3
257.7 22.410.53
0.9 400 10 2
11.205 0.53 0.000716 0
s s
s s
A A
A A
⎛ ⎞= −⎜ ⎟× × ⎝ ⎠− + =
Þ—® ó܆bɾa ë‰è Þ¢ôÝÈZ
20.00139 /s A = m m ′
•|ïÝnÜa ójä æà ÖÕznÜaZ Check steel percentage
1
m
1
min.
max.
0.001390.0026
1 0.53
0.0018 ............ ( 400 )
0.75
`
0.85 ............... ( 21 )
6000.85 0.85 21 0.0227400 600400
0.85 600
600
s
b
c
b
b
A
bd
for fy MPa
for fc MPa
f
fy fy
ρ
ρ
ρ ρ
β
ρ
ρ
β ρ
= = =×
= =
=
⎛ ⎞ ⎛ ⎞⎜ ⎟ ⎜ ⎟⎝ ⎠ ⎝ ⎠
′= =
× ×⎛ ⎞ ⎛ ⎞= ×⎜ ⎟ ⎜ ⎟+⎝ ⎠ ⎝ ⎠
= ×+
ax 0.75 0.0227 0.0171= × =
=
( ) ( )min max0.0018 0.0171 ............. OK ρ ρ ρ = < < = 4 2
( ) 0.00139 2.2 10 30.6s Total A cm∴ = × × =
)m/mm1213(mm1227use ′φφ
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• Check development length (ld ):
300
0.02 113 400197 300
21
1000 - 70 930 300 .............
0.02d
d
d
b
c
min.l mm
min.l mm mm
actual l mm mm OK
A fy
f = ≥
× ×= = <
= = >
′
2) For short direction: 2
2
2
2.2 - 0.30.95
2
515.3 0.95
232.5 . /2` 0.518
22.41
ult u
u
q L M
L m
M KN m m
d m
a As
′′=
′′ = =
×′
= ==
=
211.205 0.518 0.000646 0s s A A∴ − + =
ôÝÈ Þ—® ó܆bɾa ë‰è Þ¢Z As = 0.00128 m2/m`
•|ïÝnÜa ójä æà ÖÕznÜa ZCheck steel percentage
min max
0.001280.0025
1 0.518
0.0018 , 0.0171
ρ
ρ ρ
= =×
= =
min max ........... OK ρ ρ ρ < <
∴ = 12.8 F 2.8 = 35.8 cm2s(Total)A
use 32 )m/mm1212(mm12 ′φφ
•
Check development length (ld ):300d l m= m
actual. ld = cov 950 70 880 300 ..... L er mm mm OK ′′ − = − = >
ó†bÜa òí©aZÿa âïá—mì ÖzÜa †béug æà ÖÕznÜa ‹îb’Z
1) Bearing strength of column ( fc`= 28 MPa ).
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( )
1 (0.85 ` )
0.65 0.85 28000 0.3 0.8
3712.3 3174 ....
nb c
u
P f A
KN P KN OK
φ φ =
= × × ×⎡ ⎤⎣ ⎦= > =
2)
Bearing strength of footing (fc` = 21 MPa).
( )
( ) ( )
1
2
1
2
2
2
1
(0.85 ` )
0.3 0.8 0.24
2.2 2.8 6.16
6.165.1 2 ..... 2
0.24
0.7 0.85 21 2 0.24 5998 3174 ........
1 , 2
nb c
nb u
P f A
A m
A m
Ause
A
P KN P
From use minimum steel for dowels
KN OK
φ φ ψ
ψ ψ
φ
=
= × =
= × =
= = = > =
= × × × = < =
⇒
4 2
10.005 0.005 0.24 10 12sd A A cm= = × × =
use 6 16mm dowelsφ
•
[ACI_12.3.2]: Development of dowel reinforcement in compression
1) development into the column [ :ACI_15.8.2.3]
0.25 400 16 350
21
. 0.04 0.04 400 16 256
. 200
0.25 bd
c
d b
d
l m
min l fy d mm
or min l mm
m fy d
f
× ×= = =
= = × × =
=
′
The 16mm dowel bars must extend not less than 35cm into the column.φ
2) development into the footing : Ld = 350 mm
530
350 . , . .
Minimum available length for dowels development mm
mm required O K
=
>
óÉibÜa òí©aZðÝÙÜa ÚáÜa lbyZ
cover 2
0.53 0.07 0.6
t d
t m
φ = + +
= + =
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2.7.4.4ãÈì óîŠí« òíÔ 7qdm o¥ óÝ—Ñåà ò‡ÈbÔ âïá—mZ Ð ëŠìb« ‡yc ßíy ãÈ ìc ñØ‹à 7Ì Þᨠ‘bÿa Ÿ‹Énî bà‡åÈh nÜa ÂÍš lby æÙº êäþ êÝÑc à
LÞïáznÜa óÜby ky ÐsÝrÜa À ßb¼ÿa óÝ—« ÊÕm bà‡åÉ ÊîŒím ş çhÐ ò‡ÈbÕÜa æà Âìÿaa†béufic Ñ‘bÿa Þ
Ó‹zåà êj’ ÞÙ’ ‰‚dîÞÙ“Übi báØI4M10NcHóÔþÉÜa æà k±ìZ
maxmin
61 ,
( )( )d
P e M q e
B L B P
⎛ ⎞= ± =⎜ ⎟⎝ ⎠
e < B/6 e > B/6
ÞÙ“ÜaI4M10HãÉÜ óš‹É¾a ‡ÈaíÕÜa o¥ †béufia ÊîŒímN
ÞÙ“Übi |šíà íè báØ çíÙî ò‡ÈbÕÜa o¥ †béufia ÞÙ’ çhÐ Âìÿa sÝrÜa xŠb‚ ßb¼ÿa óÝ—« çíÙm bà‡åÈ bàc
I4M10NlHLk¥ì( )maxqó܆bɾa æàóïmłaZ
max
4
3 ( 2 )
Pq
L B e=
−
max all çc ‡ØdnÜa k° μnÜb¨a þØ Àìq q<N
ðÜbnÜbØ ãÉÜa †íuíÜ óvïnä ò‹qü¾a ‡ÈaíÕÜa †bÉic †b°g ânî sïyZ
2 , B B e L L′ ′= − =
Z` 2 L e
ëb¤ýbi ãÈ Ûbåè çbØ aˆgì L` Ð L çh = −
( )ult q
N
òíÔ ¶g óš‹É¾a ‡ÈaíÕÜa À óÉjn¾a paí©a ßbáÙna ânî âq «ÂÕÐ óîŠí hi Ú܈ì Ló܆bɾa æàZ †b°
( `)( `)u
ulq t
P
B L=
Üa ‡ÈaíÕÜa Ëíä æÈ ËíåÜa a‰è âïá—m À 7jÙÜa Óþn‚ýa ã‡ÉÜìLóÕib béáïá—m # >Üa ‡ÈaíÕÝÜ ßbrà Êšì ânî % êähÐ
‡ÈaíÕÜa ðèì óÕî‹Üa ë‰éiIF16-F20-F24-F30-F33-F34-F35-F36Hë‰è ãa‡ƒna ânï æÙÜì LóÕî‹Üaâïá—m À
ójØ‹¾a ‡ÈaíÕÜaN
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b àcãÈì óîŠí« òíÔ ¶g óš‹Éà óÝ—Ñåà Šbu ò‡ÈbÔ âïá—m |šíî ðÜbnÜa ßbr¾a –b‚ óÜby ð èì LãÉÜa ‡ÈaíÔ æà ó
báÅnåà ò‡ÈbÕÜa o¥ †béufia |j–c ÚÜ‰Ü óvïnäì ãÉÜa æÈ ó¤båÜa óîØ‹àþÜa Êà †íáÉÜa óîØ‹àý òaìbà o¸ sïyL
ðè ‡ÈaíÕÜa ë‰èìIF11-F17HN
óÝ—Ñå¾a ò‡ÈbÕÜa âïá—mãÈì óîØ‹à 7Ì ÂÍš òíÔ ðÜg óš‹É¾aF11-F17I× xˆíáåÜa1`HZ
a Þá¨aoï¾ID.L] H110 KN Þá¨a ð¨aIL.L] H50 KN
ãÉÜaIM H]90.5 KN.m
c†íáÉÜa †bÉiZ30 40 cm×
å¾aì pbib¨aó“Ôb
¶ìÿa òí©aZóî†bÉÜa óäb‹©a †bÉic lbyZ
Pd = 110 + 50 = 160 KN
Ć çc k° ò‡ÈbÕÜa o¥ âÅnåà †béufia Þɧ móîØ‹àý õìbn †íáÉÜaÊàæà ó¤båÜa óîØ‹àþÜa†íuìãÉÜaðÜbnÜbØZ
90.50.57
160
0.57
me
P m
M m
P
e e m
= = =
= =
m sïyebåÜa óîØ‹àþÜaãÉÜa æà ó¤N
Pe†íáÉÜa óîØ‹àýN
∴ íò‡ÈbÕÜa ßZ NNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNN0.4
2 2 0.57 1.542 2P
xw
L e m
⎛ ⎞ ⎛ ⎞
= + = + =⎜ ⎟⎜ ⎟ ⎝ ⎠⎝ ⎠
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Take L = 1.6m
ò‡ÈbÕÜa Ÿ‹ÈNNNNNNNNNNNNNNNNNNNNNNNNNNN ZNNNNNNNNNNNNNNNNNNNNNN1600.5
1.6 200all
d P
B m L q
= = =× ×
Use 1.0 F 1.6 m plain concrete.
óïäbrÜa òí©aZózݾa óäb‹©a †bÉic lbyZ
ò‡ÈbÕÜa ÞÑa †béufia óïàbÅnäa ôÝÈ óÅÐbzáÝÜLk°ßíÜa Ñä ãa‡ƒnaLózݾa óäb‹ƒÝÜN
1.6 m reinforced concrete.F Use 1.0
•ózݾaì óî†bÉÜa óäb‹©a μi àþnÜa †béug æà ÖÕznÜaN
160100 500
1.0 1.6d
cq P
KPa KPa B L
= = = <× ×
KN = × + × =
órÜbrÜa òí©aZózݾa óäb‹©a ÞÑa ñ‡¨a †béufia lbyZ
1.4 110 1.7 50 239uP 239
149.41 1.6ulq t u
PKPa
B L= = =× ×
óÉia‹Üa òí©aZ‡î‡¥ÖáÈ‘bÿa(d)Z 1) Wide beam action:
650 ( 21 )c KPa for fc MPaν ′= =
1.6 0.4 1.2
1 ( )1
650 (1.2 ) 149.40.224
ult c
L m
d L d q
d d d m
ν
′ = − =′× = − ×
× = − ×∴ ≈
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2) Punching shear :
2
1 2
1300 .......( 21 )
0.43
........................................[ 11.12.6.2]
0.432 ( ) 2 0.43 0.4 (0.3 0.43) 0.843
2 2
1.4 90.5
v uu
c
u
c
u
KPa for fc MPa
Assume d m
P M cv ACI A J
d A d c c d m
M
ν
γ
′= =
=
= + −
⎛ ⎞ ⎛ ⎞⎛ ⎞ ⎛ ⎞= + + + = × + + + =⎜ ⎟ ⎜ ⎟⎜ ⎟ ⎜ ⎟⎝ ⎠ ⎝ ⎠⎝ ⎠ ⎝ ⎠
= × =
( )
( )
( )
3 2
3
1 1 2 1
3 2
3
4
126.7 .
2 2 2
6 6 2
0.43 0.43 0.430.43 0.4 0.4 0.43 0.43 0.3 0.43 0.42 2 2
0.08426 6 2
1 ................................................ [
c
v f
KN m
d d d d c c d d c d c
J
m
Aγ γ
⎛ ⎞ ⎛ ⎞ ⎛ ⎞+ + + +⎜ ⎟ ⎜ ⎟ ⎜ ⎟⎝ ⎠ ⎝ ⎠ ⎝ ⎠= + +
⎛ ⎞ ⎛ ⎞ ⎛ ⎞+ + + +⎜ ⎟ ⎜ ⎟ ⎜ ⎟⎝ ⎠ ⎝ ⎠ ⎝ ⎠= + + =
= −
( ) ( )
( )
1 2
1 1
2 2
2 2
1
1 2
.(11 39)]
1................................. [ .(13 1)]
1 (2 / 3) /
0.430.4 0.615
2 2
0.3 0.43 0.73
10.62
1 (2 / 3) 0.615 / 0.73
1 0.62 0.38
0.615
2 2 0.6
f
f
v
CI Eq
ACI Eqb b
d b c m
b c d m
bc
b b
γ
γ
γ
− −
= − −+
⎛ ⎞ ⎛ ⎞= + = + =⎜ ⎟ ⎜ ⎟⎝ ⎠ ⎝ ⎠
= + = + =
= =+
= − =
= =+ ×
0.1915 0.73
239 0.38 126.7 0.19392.2 1300 ...
0.843 0.0842v u
u
c
uc
m
P M cv KPa
A J
γ ν
=+
× ×= + = + = < = KPa OK
take d = 0.43m
óàb©a òí©aZ‡î‡y lby|ïÝnÜaZ 1) for long direction:
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22
2 2
2
149.4 1.2
2 2
107.6 . /
0.000708 / 7.08 /
us
s
ult u
M a A d
fy
q L M
KN m m
A m m cm
φ
⎛ ⎞= −⎜ ⎟⎝ ⎠
×′= =
′=′ ′m∴ = =
•|ïÝnÜa ójä æà ÖÕznÜa ZCheck steel percentage
0.007080.0016
1 0.43s A
bd ρ = = =
×
min min0.0018 ρ ρ ρ = ⇒ < 2
(min) 0.0018 1.0 0.43 104 7.74S A cm= × × × =
7 12se mmu φ • Check (
d l ):
0.02300b
d
c
A fyl m
f
= ≥′
m
0.02(113)(400)197 300 = 300 mm
21d d
l mm mm l= = < ⇒
: cov 1200 70 1130 300d actual l L er mm mm OK ′= − = − = >
2) for short direction:
m35.02
3.00.1L =
−=′′
2 2149.4 0.35
2 2ult
u
q L M
′′× ×= =
9.15 . /u M KN m m ′=
a‰è ş çc sïyìãÉÜacÞîíÜa ëb¤ýa À ãÉÜa æà 7rÙi ‹Í–(107.6 . / )KN m m ′
min, 0.43 0.012 0.418
suse A d d mφ ′∴ = − = − =
s(min)A = 0.0018 1.6 0.418 104× × × = 12.04 cm2
)m/mm127(mm1211use ′φφ
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• Check ld :
: cov 350 70 280 300d
actual l L er mm mm OK ′′= − = − = <
à ëb¤ýa a‰è À ôÝÈc ¶g …bïÿa ?q ânî óÜb¨a ë‰è ÀóÐb æÈ ÞÕm ýZ.(300-280=20mm)
ó†bÜa òí©aZ ‹îb’ÿa âá—mZ
†íáÉÜa |ïÝnÜ Þqb¿ ‹îb’ÿa |ïÝm çíÙî ãÉÜa †íuì kjiN
6 16use mm dowelsφ
óÉibÜa òí©aZðÝÙÜa ÚáÜa lbyN
cov2
0.43 0.07 0.6
0.6
t d er
m
m
φ = + +
= + =
=
7.4.4.3 âïá—m paí‚óïî‹“Üa ‡ÈaíÕÜaZ
Ô âïá—m #‡ÈaíÕÜa æà ËíåÜa a‰è âïá—m ˜ƒÝm óïÜbnÜa paí©aì L?j¾bi ðäb‹©a Â÷bzÝÜ óïî‹’ ò‡Èb Z
I1 HðmłbØ ‡ÈaíÕÜa †bÉic lby ânîZ
1 d
all
P A B
q= × =
óî†bÉÜa óäb‹©a óЋЊ lby ânî êähÐ ‡ÈaíÕÜa ÞÑc óî†bÈ óäb‹‚ †íuì óÜby ÀC )HÀ Öj báØ óÜby
óÝ—Ñå¾a ‡ÈaíÕÜasïy Lózݾa óäb‹©a †bÉic lby ânî béåàì LZ
C2BB = −′ I2 H‘bÿa ÖáÈ ‡î‡¥ ânî(d)æÈ ÞÕî ý sï¢20cm˜ÕÜa Öî‹ æÈ Ú܈ ì
(wN ñ†byÿa)ide beam action
I3 HμïÉm ânî êåàì Lx‹¨a ÊÕ¾a ‡åÈ öbå®ýa ãÈ lby ânî|ïÝnÜa ójä æà ÖÕznÜaì ‡î‡¨a óïáØN
I4 H•báÙäýaì òŠa‹¨a óàìbÕ¾ Ú܈ì ôä†ÿa ‡¨a ‰‚üî ò‡ÈbÕÝÜ ðÜíÜa ëb¤ýa À ‡î‡¨aN
I5 HÚbánÜa ßí æà ÖÕznÜa ânî(ld )æÈ ÞÕî ýc k° ñ‰Üa ì(300mm)N
I6Hò‡ÈbÕÝÜ ðÝÙÜa ÚáÜa lby ânîN
|šíî ðÜbnÜa ßbr¾aìóïî‹’ ò‡ÈbÔ âïá—m‡É—áÝÜI× xˆíáåÜa8HN
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óïî‹“Üa ò‡ÈbÕÜa âïá—mF38I× xˆíáåÜa8HZ
d P 300 /KN m ′=
alq 200l KPa=
ó“Ôbå¾aì pbib¨a
¶ìÿa òí©aZóî†bÉÜa óäb‹©a †bÉic lbyZ
300 /d KN ′=
P m
3001 1.5 ................... 1.5
200d
all
P B m B m
q× = = = =
1.5 2(0.4) 0.7 ..............( 0.4 )
óïäbrÜa òí©aZózݾa óäb‹©a †bÉic lbyZ
B m C m= − = =
•óî†bÉÜa óäb‹©a ôÝÈ ÖzÜa †béug æà ÖÕznÜaZ 300
428.6 500 .............0.7 1
aKP KP= = <
×c aq OK
órÜbrÜa òí©aZózݾa óäb‹©a ÞÑa ñ‡¨a †béufia lbyZ 1.7 300 510
510= 728.6 KPa
1 0.7 1ult
ult
P KN
P
B
= × =
= =× ×
u
q
©aóÉia‹Üa òí Z‘bÿa ÖáÈ âïá—m(Wide beam action) (d)Z
650 ....( 21 )
1 1
0.7 0.250.225
2
650 0.225 728.6
0.252 ....
c
c ult
KPa for f c MPa
d L q
L m
d
d m very small
ν
ν
′= =
′× = × ×
−′ = =
∴ = ×
∴ =
take d = 0.43m
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óàb©a òí©aZ|ïÝnÜa ‡î‡y lbyZ
1) For short direction:
2 2
3
0.225
728.6 0.225 18.4 . /2 2
22.4118.440.43
2 0.9 400 10 2
ult u
u ss s
L m
q L M KN m
M Aa A d A
fyφ
′ =
′ × ′= = =
⎛ ⎞⎛ ⎞= − = −⎜ ⎟ ⎜ ⎟× ×⎝ ⎠ ⎝ ⎠⇒
m
2 20.00012 / 1.2 /s A m m cm m′ ′∴ = =
•|ïÝnÜa ójä æà ÖÕznÜaZ Check steel percentage
min0.00012 0.00028 0.00181 0.43
s Abd
= = = < =×
27.74 /cm m
ρ ρ
′=4
(min) 0.0018 1 0.43 10s
A∴ = × × ×
m/mm127seu φ ′•
Check develop length (ld ):
0.102 0.102 113 400300 197 300
21
cover 225 70 155 300
bd
c
d
y A f l mm mm
f
actual l L mm mm
mm× ×
= ≥ = = <′
′= − = − = <
bèŠ ‡Ô óÐbà ôÝÈ ôÝÈc ¶g …bïÿa ?q ânî óÜb¨a ë‰è ôÐì(300 155 145 )mm− =
0.43 0.012 0.418m= − =d d
2) For long direction:
ôä†ÿa ‡¨bi ëb¤ýa a‰è À |ïÝnÜa ânîZ φ ′ = −
25.3cm=4
min 0.0018 0.7 0.418 10s A = × × ×
5 12use mmφ
ó†bÜa òí©aZò‡ÈbÕÝÜ ðÝÙÜa ÚáÜa lbyZ
cover 2
t d
= 0.43 + 0.07
= 0.5m
φ = + +
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4.7.4.4 ÈaíÕÜaójØ‹¾a ‡ IóØ6“¾aH( )Combined Footings
(ACI Committee 336)
Z
óÝàb¨a ‡ÈaíÕÜa ðè óØ6“¾a ‡ÈaíÕÜaμî†íáÉ܆íuì óÜby À ㇃nm ðèì L î†íáÈæ ßb¼c báéïÝÈì μiŠbÕnà
áÈ ÞÙÜ âá– aˆg sï¢ óïÜbÈ í Lbáéåïi Þ‚a‡m t‡y óÝ—Ñåà ò‡ÈbÔ †Â‚ l‹Ô †íáÉÜa óÝÙ“à Þ¨ ㇃nm béäc báØ
äóïÙݾa óîbé I Šbu ò‡ÈbÔHò‡yaì ò‡ÈbÔ À êåà kî‹Ô ðÝ‚a† ‹‚e †íáÈ Êà êÉšíi Ú܈ìN ó–b©a pbÑ–aí¾a çg iâïá—nÜb ð÷b“äfia ÕÝÜðè ójØ‹¾a ‡Èaí ì Lë‰: bÕjóÑ–aí¾a
ŠbjnÈa æÙº ójØ‹¾a ‡ÈaíÕÜa ÞÑc ói6Üa ÞÉÐ †Š çhÐêäcËŒínîbiãbÅnäLðÝÈ a‰èìùbu ‘bÿa çc ŠbjnÈaN
ÛbåèßbÙ’c‡ÈaíÕÜa æà ò‡î‡ÈLójØ‹¾aÞɧì†béufiak° êähÐ âÅnåà bén¥çc Ø‹à ‡åÈ μmíÕÜa óÝ—« ÊÕm
ò‡ÈbÕÜaLbàcbè†bÉicÞÙ“Übi ózšíà ðéÐI4M11NH
ÞÙ’I4M11HójØ‹¾a ‡ÈaíÕÜa †bÉic †b°g óïÑïØN
Éna ‡ÕÜóÝïn¾a ójØ‹¾a ‡ÈaíÕÜa oÝá âïá—m ‡åÈpbbcðɾa ?j¾aÂiŠ À ‡î‡znÜbiì L Šb§a ‡ÈaíÔ
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F3-F4-F5-F25-F30 )H‡ÈaíÕÜbiI( F8-F9-F10-F26-F31kïm6Üa ôÝÈN
óÝïn¾a ójØ‹¾a ‡ÈaíÕÜa âïá—m paí‚Z
I1
H†bÉic lbyò‡ÈbÕÜaZ • ¼ÿa óÝ—« 7qdm óÕä ÊïÔím ânîò‡ÈbÕÜa ôÝÈ ßb ðÜbnÜbiì óïuŠb©a ò‡ÈbÕÜa ‡åÈ ãÉÜa ‰‚di L†b°g‡Éi
óÝ—0aR N
•ânî†b°g†bÉicÞÙ“Übi |šíà íè báØ óÝïn¾a ójØ‹¾a ò‡ÈbÕÜaI4M12NH
• nÜa ânîæà ÖÕz †béugói6ÜaóÝ—0a óáÕi ðÝÉÑÜaR ò‡ÈbÕÜa óybà ðÝÈAðÜbnÜbØZ
1 2d d all
P P Rs
q q+
A A= = ≤
I2H ÞÑa óî†bÈ óäb‹‚ †íuì óÜby Àò‡ÈbÕÜabéåàì óЋЋÜa †b°g ânîânîózݾa óäb‹©a †bÉic ‡uìNI5Hânî
Þîí¥ßb¼ÿa áïá—nÜaóï óa ßb¼ÿa ¶gIóმ¾aH‡ÈaíÕÜa ÞÑa †béuflÜ õí—ÕÜa óáïÕÜa lby ânî béåàì
ózݾaN
I6Hfiaì ßb¼ŁÜ õí—ÕÜa âïÕÜa ãa‡ƒnbißb¼c ‰‚c Êà öbå®ýa ãÈì ˜ÕÜa â‹î ózݾa óäb‹©a ÞÑa †béu
†íáÉÜa Ø‹à ‡åÈ òØ‹à ßb¼dØ ò‡áÈÿaN
I7Hæà ‘bÿa ÖáÈ μïÉm ânî˜ÕÝÜ óu‹¨a ÊbÕ¾a |šíî ðÜbnÜa ÞÙ“Üaì L ˜ÕÜaZ
I8H îæà ÞÙÜ ãìbÕ¾a |ïÝnÜa ‡î‡y lby ân Z
•ãÉÜa îíÜa ëb¤ýa À kÜbÜaÞ æî†íáÉÜa μiIãÉÜa ¬ æà ‰‚üîìHN
•ãÉÜakuí¾aÞîíÜa ëb¤ýa ÀðÜíibÙÜa övÝÜIãÉÜa ¬ æà ‰‚üîì b›îcHN
• —ÕÜa ëb¤ýa À ãÉÜa 7 ÞÑcðuŠb©a †íáÉÜaN
•ãÉÜa —ÕÜa ëb¤ýa À 7 ÞÑc Ý‚a‡Üa †íáÉÜað N
•ãÉÜa —ÕÜa ëb¤ýa À 7 æî†íáÉÜa μi ôíÜa óÕå¾a À‡¨a óÜb¨a ë‰è À ‡î‡¨a ‰‚üîì LóàìbÕ¾ ôä†ÿa
•báÙäýaì òŠa‹¨aN
I9H†íáÈ ÞÙÜ ‹îb’ÿa ‡î‡y âïá—m ânîì ò‡ÈbÕÜaì †íáÉÜa μi ÖzÜa †béug æà ÖÕznÜa ânîN
I10HóïÝï—ÑnÜa pbàí‹Üa ã‡Õmì Lò‡ÈbÕÝÜ ðÝÙÜa ÚáÜa lby ânîN
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a âïá—mójØ‹¾a ò‡ÈbÕÜI×ã3HZ
¶ìÿa òí©aZóäb‹©a †bÉic lbyóî†bÉÜaZ
5 570 140 710d
P K = + =
10 970 290 1260= + =
5 10710 1260 1970
d d
N
d P KN
R P P K = + = + = N
1260 ( 4.82) 1970 3.1 x x m= ⇒ =( 5) 0 M at C = ⇒ ∑
10.3
2 2 3.12 2
19701.52
6.5 200
x
all
w L x
R B m
L q
⎛ ⎞ ⎛ ⎞= + = + =⎜ ⎟ ⎜ ⎟⎝ ⎠⎝ ⎠
= = =
× ×
6.5m
Use 1.55 F 6.5m plain concrete
óïäbrÜa òí©aZózݾa óäb‹©a †bÉic lbyZ
óî†bÉÜa óäb‹©a óЋЊ0.4 6àB = 1.55 – 2(0.4) = 0.75mL = 6.5m
Use 1.2 F 6.5m reinforced concrete
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• à ÖÕznÜaóî†bÉÜa óäb‹©a ôÝÈ ÖzÜa †béug æ Z 1970
252.6 500 .........1.2 6.5
RKPa K cq Pa OK
B L= = = <
× ×
5 1.4(570) 1.7(140) 1036 KN = + =
10 1.4(970) 1.7(290) 1851= + =
5 10 1036 1851 2887u
P P K = + = + =
órÜbrÜa òí©aZñ‡¨a †béufia lbyÞÑcózݾa óäb‹©aZ
uP
uP KN
u uP N
22887370.1 /
1.2 6.5u
t
Pul
q KN m B L
= = =× ×
2887444.2 /
6.5= =
uq KN m
óÉia‹Üa òí©aZ˜ÕÜa òíÔ pb¬ âŠöbå®ýa ãÈìZ
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óàb©a òí©aZ‘bÿa ÖáÈ âïá—m(d)
1) wide beam action:
Vu =1110.4KN ……………………… I˜ÕÜa òíÔ Â¬ æàH
ult c B d V qν = − 650 ..........( 21 )
c cv KPa for f MPa′= =
1.2 650 1110.4 444.2 0.907d d d × = − ⇒ = m
take d=0.92 m2) Punching shear :
• at col. 5 :
2
5
1300 ........ ( 21 )
0.922 0.3 (0.5 0.92) 2.94
20.92
0.3 (0.5 0.92) 1.082
=1036 - (1.08)(370.1) = 636.6KN
636.6235.4 1300 ......
2.94 0.92
c c
o
u col soil u ult
uu
o
v KPa for f MPa
P m
A m
V P P P A q
V v KPa KPa
P d
′= =
⎛ ⎞= + + + =⎜ ⎟
⎝ ⎠⎛ ⎞= + × + =⎜ ⎟⎝ ⎠
= − = − ×
= = = <×
.. OK
• at col. 10 :
2
10
1(0.3 0.92) 2(0.5 0.92) 5.28
(0.3 0.92)(0.5 0.92) 1.73
- 1851 - (1.73)(370.1) 1209.8
1209.8249.1 1300 ........
5.28 0.92
o
u u all
u
u
o
P m
A m
A q KN
V v KPa KPa OK
P d
= + + + =
= + + == × = =
= = = <×
V P
m92.0d =∴
ó†bÜa òí©aZ|ïÝnÜa ‡î‡y lbyZ
1) Find steel in long direction:• Design of negative steel ( between of col. 5 and col. 10 )
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max. 1039 .u M KN m= NNNNNNNNNNNNNNNNNNNNNNN( æàãÉÜa ¬ )
1039865.8 . /
1.2u
M KN m m ′= =
3
865.8 22.41
0.920.9 400 10 2s s A A
⎛ ⎞ ⎛ = −⎜ ⎟ ⎜× ×⎝ ⎠ ⎝
⎞⎟ ⎠
11.205 2
s A - 0.92As + 0.00241 = 02 20.0027 / 27 / `s A m m cm m′∴ = =
•|ïÝnÜa ójä æà ÖÕznÜaZ Check steel percentage
min
0.00270.0029 0.0018............
1 0.92s A
OK bd
= = = > =×
2
( )
27.0 1.2 32.4s Total
ρ ρ
A cm= × =
)m/mm1615(mm1617eus φ ′φ
•
Find steel in cantilever portion of footing :
422.8 .u M KN m= NNNNNNNNNNNNNNNNNNNNNNN(ãÉÜa ¬ æà)
422.835.3 . /
1.2u M KN m m ′= =
∴
2 /m m0.0011 As ′=
• nÜa|ïÝnÜa ójä æà ÖÕz Z Check steel percentage
( )minsuse A NNNNNNmin
0.00110.0012 0.0018
1 0.92= = < =
× ρ ρ
2
sA = 0.0018 0.92 1.2 104 = 19.9 cm× × ×
10 16 ...... (9 16 / )use mm mm mφ φ ′
2) Find steel in short direction:
• at col. (C5):
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2
1
0.75 0.3 0.75(0.92) 0.99
1036872.1
1.2 0.99
1.2 0.50.35
2972.1 0.35
53.4 . /2
0.92 0.016 0.904
ult
u
u
B w d
Pq K
B B
L m
M KN m
d m
′ = + = + =
= = =′× ×
−′ = =
×′= =
′ = − =
m
Pa
m
21.64 /cm m
ò7Í– |ïÝnÜa ‡î‡y óïáØ ş çc |šaìì……N′=20.000164 / As m m ′∴ = 2
s (min)A = 0.0018 0.99 0.904 104 = 16.1cm× × ×
8 16use mmφ
•
at col. (C10):
1.5 0.3 1.5 0.92 1.68 B w d ′ = + = + × = m
105.9 1.4 148.3 .u M KN m= × = …………… ßì‡uI3M4H
2
2 2
2
148.30.08
1851
1.68
1.2 2(0.08) 1.04
18511059.4 /
1.68 1.04
1.2 0.50.35
2
1059.4(0.35)64.9 . /
2
0.92 0.016 0.904
u
u
u
u
M e m
P
B m
B B m
P
B B
L m
M KN
d m
= = =
′ =
′′= = − =
= = =′ ′′× ×
−′ = =
′= =
′ = − =
……2 20.0002 / 2 /s
uq KN m
m m
ò7Í– |ïÝnÜa ‡î‡y óïáØ ş çc |šaìì A m m cm m′ ′= =
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∴ As(min) = 0.0018 F 1.68 F 0.904 F 104 = 27.3 cm2
)m/mm1612(mm1614use ′φφ
•
Steel in middle region:
1.68' 6.5 0.99 1.68 1.53 3.14
2 L m
⎛ ⎞= − − − − =⎜ ⎟⎝ ⎠
m904.0d =′ use As(min)
4 2
s(min)A 0.0018 3.14 0.904 10 51.1cm= × × × =
)m/mm169(mm1626use ′φφ
Check Development length:
0.02 0.02(2001)(400)351 300
12d
c
Ab fyl m
f = = = >
′m mm
280 71 )mm− ≈
.5 :t col
act. =350-70 = 280mm < 351mm d l
èŠ‡Ô óÐbà ôÝÈc ¶g …bïÿa ?q kÝnî ş çhÐ óÜb¨a ë‰è ôÐìb (351
óÉibÜa òí©aZÿa âïá—mì ÖzÜa †béug æà ÖÕznÜab’ î ‹ Z ac
4 20.005(0.15) 10 7.5s A cm= × =
4 16e mmus φ
.10:colat 4 2
0.005(0.15) 10 7.5s A cm= × = 4 16e mmus φ
óåàbrÜa òí©aZò‡ÈbÕÝÜ ðÝÙÜa ÚáÜa lbyZ
cover 2
0.92 0.08
1.0
t d
m
φ = + +
= +
=
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7.4.4.5óïÜíibÙÜa ‡ÈaíÕÜa âïá—mI†a‡“Üa paˆHIStrap or cantilever footing HZ ÊÔaíÜa À ðèìñ‡yasïy LójØ‹¾a ‡ÈaíÕÜa Ší–óîíÔ ò‹áÙi μnÝ—Ñåà μm‡ÈbÔ ÂiŠ béïÐ ânîμjà íè báØ
ÞÙ“ÜbiI4M12HÃbi‹Üa ò‹áÙi Ó‹Ém“strap beam”Lμm‡ÈbÕÜa μi çama ÞáÈ bénÑïÄì îØ‹àþÜa ó܆bÉ· Ú܈ìó
ò‡ÈbÔ ÞÙÜ Ø‹¾a ‡åÈ μm‹qüàì ëb¤ýa À μm†b›nàì Ša‡Õ¾a À μnîìbnà μmíÕi báèa‡yg À ò†íuí¾aNóvïnåÜaìa nä Å ãb
μm‡ÈbÕÜa o¥ pa†béufiaN
óïÜíibÙÜa ‡ÈaíÕÜa ãa‡ƒna æÙºìÀ Ó‹zåà êj’ ìc óÝïn¾a ójØ‹¾a ‡ÈaíÕÜa æÈ bšíÈÂiŠbéi >Üaì Šb§a ‡ÈaíÔ
ì óïÝ‚a† ò‡ÈbÔ Êà Þá¨a À óîØ‹àýò†bîÜa ðÜbnÜbiì óïÜbÈ béi íá¾a ói6Üa ÞᥠòŠ‡Ôì ò7jØ ò‡áÈÿa μi bà óÐb¾a
óyb¾a À iíÝà 7Ìó N
ðÝî bà ŠbjnÈýa À ‰‚üî Ćçc k° óïÜíibÙÜa ‡ÈaíÕÜa âïá—m ‡åÈì:
•†a‡“Üaì μm‡ÈbÕÜa âïá—m ânîIÃbi‹ÜaHbåÜa ãìÉÜaì ˜ÕÜa ñíÕÜ bÕj ðÜí Üa ëb¤ýa ÀõíÕÝÜ ÞïÝznÜa æà ó¤pa†béuaìói6Üaâïá—nÜa ‡åÈ †ač ‡“Üa çŒì ßbáèg ânî kÜbÍÜa À êäc óÅyþà Êà LN
•‡“Üa çíÙî Ć çc k°†aLùbuÞ›Ñî sïyÖáÉÜa ò†bîŒ(d)æà êïÝÈ ßí—¨a # ñ‰Üa˜ÕÜaN
•Ÿ‹Ð†a‡“Üa Ÿ‹ÈçíÙî sï¢ 5ØcæàL†íáÉÜaônyÞéî‰ïÑåm†íáÉÜacðÝȆa‡“ÜaN
•‡ÈaíÕÜa Ÿ‹È À 7jÙÜa Óþn‚ýa kå¤(B) î ðÙÜói6Üa ÂÍš õìbn æîbjn¾a Ãíj:a æà ÞïÝÕnÝÜ Ú܈ ìN
ÞÙ’I4M12HóïÜíibÙÜa ‡ÈaíÕÜa
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‡ÈaíÕÜa âïá—móïÜíibÙÜaZ
column dimentions : 30 50 cm⇒ × 1F
590
150
DL K
LL KN
⇒ =
=
2 800
220
108.7 .
F DL KN
LL KN
N
column dimentions : 30 60 cm⇒ ×
M KN m
⇒ =
=
=
6 560
140
90.5 .
F DL KN
LL KN
column dimentions : 30 50 cm⇒ × M KN m
⇒ =
=
=
71120
310
DL K
LL KN
⇒ =
=
KN m=
column dimentions : 30 50 cm⇒ × F
N
2( ) 200 /all net q
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•óÜb¨aðÜìÿaZμm‡ÈbÕÜa ÂiŠF2 , F7Z
2450d P KN ⇒ =2
7
800 220 1020
1120 310 1430d
KN
KN
= + =
= + =d P
P
3589KN ⇒2
7
1.4(800) 1.7(220) 1494
1.4(1120) 1.7(310) 2094u
KN
K
= + =
= + =uP
P
N
21.4(108.7) 152.2 .
u M KN m= =
( )3589
. 12450
u
d
P.46 R Ultimate Ratio
P= = =
KPa
U
200 1.46 293ult q = × =
: 0.9 4.84 0.9 3.94 Assume e m S m′= ⇒ = − =
2( 7) 0 152.2 (3.94) 1494(4.84) M F R= ⇒ + =∑
2
7
1796.6
1792.4
R KN
R KN
∴ =
∴ =
) : 2(0.9 0.15) 2.1F L m= + =
• ic ‡î‡¥‡ÈaíÕÜa †bÉ Z
2 2(1
22
2
1796.62.9
2.1 293ult
R B m
L q= = =
× ×
.1 2.9m
∴óî†bÉÜa óäb‹©a †bÉicZ2 ×
ózݾa óäb‹©a †bÉicZ1.7 2.1m×NNNNNNNNNNNNNNNNNNóî†bÉÜa óäb‹©a óЋЊ40 cm
27
7 7 7
1792.4
(2) : 6.14293ult
R
F B L mq× = = =
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∴óî†bÉÜa óäb‹©a †bÉicZ2.4 2.6m×
∴ózݾa óäb‹©a †bÉicZ1.6×NNNNNNNNNNNNNNNNNNóî†bÉÜa óäb‹©a óЋЊ40 cm 1.8m
•ózݾa óäb‹©a ÞÑc ßbÉÐÿa †ì†Š †b°gZ
21.7( 7) 0 ................ 152.2 4.84 0.15 1494(4.84)2
M at F R ⎡ ⎤⎛ ⎞′= + − − =⎜ ⎟⎢ ⎥⎝ ⎠⎣ ⎦
∑
22
1709.8 1005.8 /1.7
ult
R R KN q KN m
′′∴ = ⇒ = =
77
1879.2 1174.5 /1.6
ult
R R KN q KN m
′′∴ = ⇒ = =
•öbå®ýa ãÈì ˜ÕÜa òíÔ pb¬ âŠZ
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•óïäbrÜa óÜb¨aZμm‡ÈbÕÜa ÂiŠ,F F Z7 6
2130 KN ⇒6
7
560 1420 700
1120 310 1430d
KN
KN
= + =
= + =d P
P
3117KN ⇒7
6 1.4(560) 1.7(140) 1022
1.4(1120) 1.7(310) 2095u
K
KN
= + == + =
uP
P N
61.4(90.5) 126.7 .
u M KN m= = 3117
1.462130
u
d
PU R
P= = =
KPa= × =200 1.46 293ult q
1.2 5.54 1.2 4.34 Assume e m S m′= ⇒ = − =
6( 7) 0 126.7 (4.34) 1022(5.54) M F R= ⇒ + =∑ 6
7
1275.4
1841.6
R KN
R KN
∴ =
∴ =
‡ÈaíÕÜa †bÉic ‡î‡¥Z
6 6
6
: 2(1.2 0.15) 2.7
1275.41.6
2.7 293
F L
B m
= + =
= =×
1.6 F 2.7 m Z óî†bÉÜa óäb‹©a †bÉic∴
1.4 F 2.3 m cózݾa óäb‹©a †bÉiZ
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2 2
7 7
1841.6: 6
293.3F B m= =
2.5 F 2.6 m óî†bÉÜa óäb‹©a †bÉicZ ∴
1.7
F 1.8 m
ózݾa óäb‹©a †bÉicZózݾa óäb‹©a ÞÑc ßbÉÐÿa †ì†Š †b°g ânî çłaìZ
6
2.3( 7) 0 126.7 5.54 0.15 1022 5.54
2 M at F R
⎡ ⎤⎛ ⎞′= ⇒ + − − = ×⎜ ⎟⎢ ⎥⎝ ⎠⎣ ⎦∑
66
77
' 1219.4 530.1 /2.3
' 1841.6 1116.4 /1.7
R R KN KN m
R R KN KN m
′∴ = ⇒ =
′∴ = ⇒ =
• ì ˜ÕÜa òíÔ pb¬ âŠöbå®ýa ãÈZ
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•órÜbrÜa óÜb¨aZμm‡ÈbÕÜa ÂiŠF1 , F7Z
2170KN ⇒1
7
590 150 740
1120 310 1430d
KN
KN
= + =
= + =d P
P
3176 KN ⇒1
7
1.4(590) 1.7(150) 1081
1.4(1120) 1.7(310) 2095u
K
KN
= + =
= + =u
P
P
N
3176. 1
2170.46 R = =
KPa= × =
1.0 6.89 1.0 5.89
U
1.46 200 293ult q
Assume e m S m′= ⇒ = − =
1( 7) 0 (5.89) 1081(6.89) M at F R= ⇒ =∑
1
7
1264.51911.5
R KN R KN
∴ =∴ =
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•‡ÈaíÕÜa †bÉic ‡î‡¥Z
1 1
1
0.5: 2 43 2 1.0 43 2.0
2 2
1264.52.12.0 293
o o xw
F L e cos cos
B m
⎛ ⎞ ⎛ ⎞⎛ ⎞ ⎛ ⎞= × + = × + =⎜ ⎟⎜ ⎟⎜ ⎟ ⎜ ⎟⎝ ⎠⎝ ⎠ ⎝ ⎠⎝ ⎠
= =×
m
2.0 F 2.1 m óî†bÉÜa óäb‹©a †bÉicZ ∴
1.7 F 1.7 m ózݾa óäb‹©a †bÉicZ
2 2
7 7
1911.5: 6
293.52F B m= =
2.6 F 2.6 m óî†bÉÜa óäb‹©a †bÉicZ
ózݾa óäb‹©a †bÉicZ m1.8F1.8 •ózݾa óäb‹©a ÞÑa ßbÉÐÿa †ì†Š †b°gZ
ş çc ‡− ÞÙ“Üa æàZ
6.89 0.9 6.0S m′ = − =0.9m=
′× = ×
Le
( 7) 0 M at F =∑
16.0 1081 6.89 R
11
1241.3 1034.4 /1.2
R R KN KN M
′′ = ⇒ =
77 1934.7 1520 /1.3
R R KN KN m
′′ = ⇒ =
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•öbå®ýa ãÈì ˜ÕÜa òíÔ pb¬ âŠZ
•ò‡ÈbÕÜa âïá—m)F(: 1
óî†bÉÜa óäb‹©a †bÉicZ 2.0 2.1m×
ózݾa óäb‹©a †bÉicZ 1.7 1.7m×
¶ìÿa òí©aZ‘bÿa ÖáÈ âïá—m(d)Z 1) wide beam action:
650c
KPaν =
˜ÕÜa ¬ æàIórÜbrÜa óÜb¨aH………………………V K …………881.3u N =
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1241.3
517.2 /2.4
ult q K = = N m
lt
c ub v d V q d = −
2.4 650 881.3 517.2 0.43d d d ∴ × = − ⇒ = ……………. m53.0d =
2) : 1300c
Check Punching shear v KPa=
0.53 0.530.3 0.5 1.33
2 2oP m
⎛ ⎞ ⎛ ⎞= + + + =⎜ ⎟ ⎜ ⎟⎝ ⎠ ⎝ ⎠
20.53 0.530.3 0.5 0.432
2 2 A m
⎛ ⎞ ⎛ ⎞= + + + =⎜ ⎟ ⎜ ⎟⎝ ⎠ ⎝ ⎠
1
2
1241.3........... 429.5
1.7u ult ult
RV P q A q KPa
LB
′⎛ ⎞= − = = =⎜ ⎟⎝ ⎠
1081 429.5(0.432) 895.5
KN = − =
895.5127.3 1300 .......
1.33 0.53o
V v K Pa KPa OK
P d = = = <
×
m53.0d =∴
óïäbrÜa òí©aZ|ïÝnÜa ‡î‡y lbyZ
ãÉÜa ¬ æàórÜbrÜa óÜb¨a……………………………NN…………………NN318.8 .u M KN m=
I1H ëb¤a À ãÉÜaxZ
( )318.8 43 233.2 .o
u M cos KN m= =
233.2137.2 . /
1.7u M KN m m ′= =
1.7 0.5 1.2 L m′ = − = 2 2429.5 1.2
2 2
309.2 . /
ult u
q L M
KN m m
′ ×= =
′=
0.53 0.012 0.51 , 22.41s
d m a A′ = − = =
3
309.2 22.41(0.518 )
0.9 400 10 2s s A A∴ = −
× ×
217 /cm m ′=20.0017 /s A m m ′∴ =
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|ïÝnÜa ójä æà ÖÕznÜaZ
min
0.00170.0033 ( 0.0018)
1 0.518 ρ ρ = = > =
×
( )217 1.7 28.9
s Total A cm∴ = × =
15 16 (9 12 / )use mm mm mφ φ ′
I2H ëb¤a À ãÉÜayZ
( )318.8 43 217.4 .o
u M sin KN m= =
217.4127.9 . /
1.7u
M KN m m ′= =
1.7 0.3 1.4 L m′′ = − = 2 2'' 429.5 1.4
420.9 . /2 2
ult q L
M KN m m× × ′= = =
2 20.0023 / 23 /s A m m cm m′ ′∴ = =
20 16 (12 16 / )use mm mm mφ φ ′
órÜbrÜa òí©aZ ‹îb’ÿa âïá—mZ 3 2
min0.005(0.15) 10 7.5
s A cm= × = 4 16e mm dowelsus φ
óÉia‹Üa òí©aZðÝÙÜa ÚáÜa ‡î‡¥Z
0.53 0.07 0.6m= + =cover 2
d φ
t = + +
1 2.9m
•ò‡ÈbÕÜa âïá—m2: ( )F
óî†bÉÜa óäb‹©a †bÉic2. ×
ózݾa óäb‹©a †bÉic1.7 2.1m×
¶ìÿa òí©aZ‘bÿa ÖáÈ âïá—m(d)Z
1) wide beam action:
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˜ÕÜa ¬ æàI¶ìÿa óÜb¨aNNNNNNNNNNNNNNNNNNNNNNNNNN H V max
= 1192.1 KN
m 2.1 650 1192.1 1005.8 0.503d d d × = − ⇒ =take d = 0.53m
2) Check punching shear :0.53 0.53
2 0.3 0.6 1.9952 2
oP m⎛ ⎞ ⎛ ⎞= + + + =⎜ ⎟ ⎜ ⎟⎝ ⎠ ⎝ ⎠
20.53 0.530.3 0.6 0.5
2 2 A m
⎛ ⎞⎛ ⎞= + + =⎜ ⎟⎜ ⎟⎝ ⎠⎝ ⎠
1005.8.......................................... ( 478.9 )
2.1u ult ult
V P q A q KPa= − = =
1494 478.9(0.5) 1254.5V K N = − =
1254.5
1186.5 ..........1.995 0.53 co
V
KPa v OK P d = = = <× ×
v
0.53d m∴ =
óïäbrÜa òí©aZ|ïÝnÜa ‡î‡y lbyZ 1) For short direction:
26.6 .u M KN m= ………………………… ãÉÜa ¬ æàI¶ìÿa óÜb¨aZH
m518.0015.053.0d =−=′ L26.612.7 . /
2.1u KN m m ′= = M
4 2
s(min)Use A .............. 0.0018 2.1 0.518 10 19.6s A cm= × × × =
18 12 (9 12 / )use mm mm mφ φ ′
2) For long direction:
m53.0d ,m75.02
6.01.2L ==
−=′
2 2478.9 0.75134.7 . /
2 2
ult u
q L M KN m m
′× × ′= = =
2 20.000717 / 7.17 /s
A m m cm m′ ′∴ = =
min min
0.0001710.00135 0.0018
1 0.53 s
use A ρ ρ = = < = ⇒×
20.0018 1.7 0.53 104 16.2s
A cm∴ = × × × =
se
)m/mm129(mm1215u ′φφ Check ld :
Actual ld =750 – 70 = 680mm > 300mm……OK órÜbrÜa òí©aZ ‹îb’ÿa âïá—mZ
4 20.005(0.3 0.6) 10 9s
A cm= × × =
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6 16use φ mm
óÉia‹Üa òí©aZò‡ÈbÕÝÜ ðÝÙÜa ÚáÜa lbyZ
cov 0.53 0.07 0.6
2
t d er mφ
= + + = + =
ò‡ÈbÕÜa âá—m líÝÿa ÑåiìIF6H
•ò‡ÈbÕÜa âïá—m(F7)Z
óu‹¨a óÜb¨a ş çc ‡− óÕibÜa óqþrÜa pýbzÝÜ ˜ÕÜa òíÔ pb¬ æàI˜Ô òíÔ ô—Ôc ðÉm >ÜaHóÜb¨a ðè
sïy ¶ìÿaZ
¶ìÿa óÜb¨aNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNN ZV NN978.8u
KN NNNNNNNNNNNNNNN=
óïäbrÜa óÜb¨aNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNN ZV N866.9u
KN NNNNNNNNNNNNNN=
órÜbrÜa óÜb¨aNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNN ZV N674.7u
KN NNNNNNNNNNNNNNN=
óî†bÉÜa óäb‹©a †bÉicZ2.4 2.6m×
ózݾa óäb‹©a †bÉicZ1.6 1.8m×
¶ìÿa òí©aZ‘bÿa ÖáÈ âïá—m(d)Z 1) wide beam action:
v 650c
KPa=
978.8u
N =
m
Pa=
˜ÕÜa ¬ æàI¶ìÿa óÜb¨aHNNNNNNNNNNNNNNNNNNNNNNNNNNV K NNNNNNNNNNNNNNNNNN
1. 8 650 978.8 1174.5 0.42d d d × = − ⇒ =Take d = 0.53m
2) Check punching shear: v K 1300
c
0.53 0.532 0.3 2 0.5 2.66
2 2oP m ⎛ ⎞ ⎛ ⎞= + + + =⎜ ⎟ ⎜ ⎟
⎝ ⎠ ⎝ ⎠
20.53 0.530.3 0.5 0.43
2 2 A m
⎛ ⎞⎛ ⎞= + + =⎜ ⎟⎜ ⎟⎝ ⎠⎝ ⎠
1174.5.........................................( 652.5 )
1.8u ult ult V P q A q KPa= − = =
N = − =2095 652.5(0.43) 1814.4V K
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1814.41287.0 .............
2.66 0.53 c
o
V v KPa v
P d = = = <
× OK
Use d = 0.53m
óïäbrÜa òí©aZ|ïÝnÜa ‡î‡y lbyZ
1) For long direction: IãÉÜa ¬MóïäbrÜa óÜb¨aNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNN H200.9 .
u M KN m=
( )
2
min s min
200.9111.6 . / 0.000592 /
1.8
0.0005920.0011 ( 0.0018) Use A
1 0.53
u M KN m m As m m
ρ ρ
′ ′= = ⇒ =
= = < = ⇒×
14 12 (9 12 / )use mm mm mφ φ ′
2) For short direction:
248.1 .u M KN m= IãÉÜa ¬MðÜìÿa óÜb¨aNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNN H
2248.1137.8 . / As = 0.000751m
1.8u N m m ′= = ⇒ M K
min min
0.0007510.00145
1 0.518 s
use A ρ ρ = = < ⇒×
)m/mm129(mm1215use φ ′φ
• ÝnÜa ójä æà ÖÕznÜa ï ãÉÜa óvïnä | órÜbrÜa óÜb¨a ÀZ……………N…….103.6u M KN m =
103.6 cos43 75.8 .o
u ÞîíÜa ëb¤þÜNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNN ZNNN M KN m= =103.6 sin43 70.7 .o
u
7Í—Üa ëb¤þÜNNNNNNNNNNNNNNNNNNNNNNNNNNNNNN Z NN M KN m= =
μnÜb¨a À ãìÉÜbi óäŠbÕà ò7Í– ãìÉÜa ë‰è ş çc |šaììμnÕibÜaN • Check ld :
1600 300 Actual = 70 580 300 .........
2d l mm mm
−⎛ ⎞ − = >⎜ ⎟⎝ ⎠
OK
órÜbrÜa òí©aZ ‹îb’ÿa âïá—m
4 20.005(0.3 0.5) 10 9s A cm= + × = 6 16use mmφ
óÉia‹Üa òí©aZðÝÙÜa ÚáÜa lby Üò‡ÈbÕÝ Z
cover 2
0.53 0.07
0.6
t d
m
φ = + +
= +
=
•†a‡“Üa âïá—m( Design of the strap)Z
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ÿa òí©a¶ìZ†ač ‡“Üa ÖáÈ âïá—m(d)Z
n c uV v bd V φ = φ ≥
……………215.9KN =
I˜ÕÜa ¬M¶ìÿa óÜb¨aH…………………………uV
650 ........( 21 , 0.85 )6
c c
f cv KPa for f MPaφ φ φ ⎛ ⎞′ ′= = = =⎜ ⎟⎜ ⎟
⎝ ⎠
ssume b
m
= 0.5 m A
215.9 650 0.5 0.66d d ∴ = × ⇒ =
1 0.93or rigidity requirments take t m d mF = ⇒ =
0.5 , 1.0t m
∴†ač ‡“Üa †bÉicZb m = =
744.7 .u
óïäbrÜa òí©aZãÉÝÜ |ïÝnÜa ‡î‡y lbyZIãÉÜa ¬MórÜbrÜa óÜb¨aZH…NNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNN M KN m=
744.71489.4 . /
0.5u M KN m m ′= =
ss
c
s A41.22)1)(21(85.0
A400
bf 85.0
Afya ==
′=
2
us
M
φ a
A d fy
⎛ ⎞= −⎜ ⎟⎝ ⎠
1489.4 22.410.930.9(400)(103) 2
s s A A⎛ ⎞
∴ = −⎜ ⎟⎝ ⎠ 20.00472 /
s A m m ′∴ =
•|ïÝnÜa ójä æà ÖÕznÜaZ
( )min
0.004720.0051
1 0.93
1.4 1.40.0035
400
s A
bd
fy
ρ
ρ
= = =×
= = =
(min)
0.0051 0.0035...........OK ρ ρ ∴ = > =
4 20.00472 0.5 10 23.6s
A cm∴ = × × =
8 20use mmφ
órÜbrÜa òí©aZ˜ÕÝÜ |ïÝnÜa ‡î‡y lby[4]Z1
........... [ Eq. (11-3)]6
c c wV f b d ACI ′= −
355.1 KN =3121 0.5 0.93 10
6= × × ×
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355.1177.6
2
cV 2
KN = =
215.9KN = I˜ÕÜa ¬ æàM¶ìÿa óÜb¨aNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNN HuV NNNNNNNNNNNNNN
215.9
2540.85
uV
φ KN = =
..................2
c u
c
V V V use minimum shear reinforcement
φ ∴ < <
ssume use mm stirrups A mmφ =
28 ( 50.3 ) A
280t
y MPa=
max
600
930465
2 2
3 3 2 50.3 280169
500
t
mm
d mm
S
Av fymm
b
⎧⎪⎪ = =⎪
≤ ⎨⎪× × × ×⎪
= =⎪⎩
∴ Smax = 16cm
8 @ 16 /c
cus e mm cmφ
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6.7.4.4 pþáÜa âïá—m( Design of Ground beams)Z pþáÜa âïá—nÜ xˆíáåØμm‡ÈbÕÜa μi Þ–aíÜa ÞáÜa ‰‚c ânî L( F23 - F24 )ôÝÈ ÞáÜa a‰è âá—î sïy
μm‡ÈbÕÜa ÞÑa Þ–b¨a ÒÝnƒ¾a Ãíj:aN
ò‡ÈbÕÝÜ ðÝÉÑÜa Ãíj:a lbyF23Z
ÞáÜa †bÉic Ÿ‹Ñi0.3 0.7m×N
ßb¼ÿa lbyóÈŒí¾aZ
I1Hónï¾a ßb¼ÿaZ
ÃþjÜaì ㆋÜa çŒì(1
2.5 / )KN m
2/ )KN m3
.22 /P c
ã슇jÜa óþi çŒì(0.15 22 3.3× =IKN mγ =
2/ )KN m317 / 50soil KN m
cm γ =
2. . 1.5 3.3 8.5 13.3 / D L KN m= + + =
2. 3.5 /
Lã슇jÜa óþi Ú815cmH
ㆋÜa çŒì(IㆋÜa ÖáÈ]H 0.5 17 8.5× =
T
I2Hóï¨a ßb¼ÿaZ L L KN m=
ò‡ÈbÕÜa ÞÑc †béufia lbyZ
•lby†béufiaÊÕ¾a ‡åÈ(A-A)ÖibÜa ÞÙ“Übi |ší¾aZ
ò‡ÈbÕÝÜ ðma‰Üa çŒíÜaZ2
. 0.6 25.0 15.0 /o w KN m= × =w
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2191513.3 3.5 15.0 342.7 /
2.2 2.8
⎛ ⎞= + + + =⎜ ⎟×⎝ ⎠⎝ ⎠w KN m
•†béufia lbyÊÕ¾a ‡åÈ(B-B)ÞÙ“Übi |ší¾aZ •†béufia lbyÊÕ¾a ‡åÈ(B-B)ÞÙ“Übi |ší¾aZ
20.6 2.2 2.8 25 1915
13.3 3.5 136.9 /(2.2 4 0.4)(2.8 4 0.4)
⎛ ⎞× × × +
= + + =⎜ ⎟+ × + ×⎝ ⎠
2(3.5 1.1) 9.81 23.5 / pleft prssure KN m= − × =
2136.9 23.5 113.4 / B B− = − =
W KN m
•ÊÕ¾a ‡åÈ ôÝÈc ¶g ÞÑa æà öb¾a ÂÍš lby(B-B)Z
§a À öb¾a ÖáÈ Âínàb p1.1mZ
U
W KN m
•a ôáÜa óÕj Ò—nåà À †béufia lby?ïÜÊÕ¾a ‡åÈ(C-C)Z
2113.4 (4.4)(3.8) 80.9 /(4.4 0.75)(3.8 0.75)
c c υ σ −W KN m×= Δ = =
+ +
252.8 /
kÝ—nÜa Ãíjè lbyZI NNNNNNNNNNNNNNNNNNózÑ—Üa ‹Åäc51H
KN mυ =
00.068 , 1.5 0.55
r H m e= =
σ
C =
01
r c
C H og
e
υ υ
υ
σ S
σ
σ
⎛ ⎞ ⎛ + Δ= ⎜ ⎟ ⎜
+⎝ ⎠ ⎝ l
⎞⎟
⎠
0.068 52.8 80.91500
1 0.55 52.8og +⎛ ⎞ ⎛ = × ×⎜ ⎟ ⎜+⎝ ⎠ ⎝
l ⎞⎟
⎠
mm0.26Sc =∴
À ‡Üín¾a ãÉÜa lbyÃíj:a óvïnä ÞáÜaZ
ì LÒÝn¬ Ãíjè ð—Ôc æà wnåî ÞáÜa À ‡Üínî ãÈ ð—Ôc íè t‡± çc æÙº ÒÝn¬ Ãíjè ð—Ôc26mmΔ=
æÙº ãÉÜa a‰è óáïÔ çgbè†b°gÞïÝznÜa æàð÷b“äfia# sïy LðÝÑÜa ÞÙ“ÝÜ ŠbjnÈaçc nïjrm ojrà ÞáÜab þàbØ
ò‡áÈÿa ‡åÈ íè êÜíì†íáÉÜa ñØ‹à μi óÐb¾aæîZ
2
6 c c E I M
L
Δ=
L
M2=V
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4700 4700 21 21538.1c c f ′= = = E MPa
3
3 40.3 0.7
8.575 1012g I m
−×
= = × 2
g
I I =
33 48.575 10
4.3 102
g I m
−−×
= = ×
278.7 .KN m
=( )( )3 3
2
6 21538.1 10 4.3 10 0.026
7.2
−× × ×= M 2 278.7
77.47.2
×= =V KN
|ïÝnÜa ‡î‡y lbyãÉÝÜZ
ðÝÈ ò‹áÙØ ÞáÜa âá—îçc îwmbåÜa ãÉÜa a‰è Þè óЋÉà ã‡È Êàì æÙÜì LÒÝnƒ¾a Ãíj:a æà ‡Üín¾a ãÉÜa Þázn
ÒÝnƒ¾a Ãíj:a æàkjnî iðÝÈc æà ‡“ ìcÞáÜa ÊÕà çhÐ LÞÑc æàñíÝÈ ‡î‡y ðÝÈ ñí± çc k°
ì ÝÑ ð [4]N
3
278.7 .
278.7929 . /
0.3
0.64
278.7 22.41 - 0.64
2 0.9 400 10 2
u
u
us s s
M KN m
M KN m m
m
M a
d
A d A fyφ
=
′= =
=
⎛ ⎞ ⎛ = =⎜ ⎟ ⎜× ×⎝ ⎠ ⎝
2 20.00436 / 43.6 /S
A ⎞− ⎟ ⎠
A m m cm m′ ′∴ = =
( )243.6 0.3 13.08
s Total A c= × =
m
|ïÝm ‡î‡yÞáÝÜ ãÉÜa5 20mmφ ðÝÑì ñíÝÈN
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˜ÕÝÜ |ïÝnÜa ‡î‡y lbyZ
˜Ô ð—ÔcNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNV NNNNNNNNNNNNNN77.4u KN =
( ) 3121 0.3 0.64 10 146.6
6
KN = × × × =( )1
6 w f b d ′= ×
c cV
146.673.3c KN = =
2 2
V
77.491.1
0.85
u KN = =V
φ
( )73.3 91.1 146.62
c u
cKN KN V KN φ
⎛ ⎞ ⎞= < = < =⎜ ⎟⎟ ⎠ ⎝ ⎠
8 ( 280 ) yt
V V ⎛ ⎜⎝
Assume mm stirrups f Mpaφ =
cm28Smax
=∴max
600
640320
2 23 3 2 50.3 280
281300
v t
w
mm
d mmS
A fymm
b
⎧
⎪⎪⎪ =∴ ≤ =⎨⎪ × × × ×⎪ = =⎪⎩
8 @ 28 ce mm cmc
φ us
7.7.4.4óï÷béåÜa w÷bnåÜa åj¾a pbbc âïá—nÜô Z
Þ—ÑÜa a‰è Êà ÖЋàpbyíÝÜa2M3M4bézïÝm Þï–bÑmì ‡ÈaíÕÝÜ ðÕÐÿa ÂÕ¾a |ším ðèì LN ßì‡uI4M6HóïÝ‚a‡Üa ‡ÈaíÕÜa xˆb¹IóÝ—Ñå¾aHZ
óî†bÉÜa óäb‹©a †bÉic (m)
ózݾa óäb‹©a †bÉic (m)
|ïÝnÜa 6à ÞÙÜ
xˆíáåÜaßíÜaŸ‹ÉÜaÚáÜaßíÜaŸ‹ÉÜaÚáÜa
|ïÝnÜa
ÞîíÜa|ïÝnÜa 7—ÕÜa
×1 1.7 1.6 0.4 1.1 1.0 0.5 7 φ12mm 8 φ12mm ×2 2.0 2.0 0.4 1.3 1.3 0.5 7 φ12mm7 φ12mm
×3 2.5 2.1 0.4 1.7 1.3 0.5 7 φ12mm6 φ12mm
×4 2.6 2.4 0.4 1.8 1.6 0.6 9 φ12mm9 φ12mm
×5 2.8 2.6 0.4 2.0 1.8 0.6 13 φ12mm9 φ12mm
×6 3.0 2.0 0.4 2.2 1.2 0.5 8 φ12mm7 φ12mm
×7 3.6 3.0 0.4 2.8 2.2 0.6 13 φ12mm5 φ12mm
×8 M 1.5 0.4 M 0.7 0.5 5 φ12mm7 φ12mm
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ßì‡uI4M7H Šb§a ‡ÈaíÔ xˆb¹IóÝ—Ñå¾aHZ
óî†bÉÜa óäb‹©a †bÉic (m)
ózݾa óäb‹©a †bÉic (m)
|ïÝnÜaÞÙÜ 6à
xˆíáåÜaßíÜaŸ‹ÉÜaÚáÜaßíÜaŸ‹ÉÜaÚáÜa
|ïÝnÜa
ÞîíÜa
|ïÝnÜa
7—ÕÜa
1
′ 1.6 1.0 0.4 1.6 1.0 0.5 7 φ12mm 7 φ12mm
2′ 2.1 2.0 0.4 1.7 1.7 0.6 9 φ16mm12 φ16mm
3′ 2.9 2.1 0.4 2.1 1.7 0.6 9 φ12mm9 φ12mm
4′ 2.7 1.6 0.4 2.3 1.4 0.7 10φ12mm10φ12mm
5′ 2.3 1.9 0.4 1.9 1.3 0.7 10φ12mm10φ12mm
ßì‡u4M8HpþáÜaì pa†a‡“Üa ˆb¹Z
ßì‡uI4M9HójØ‹¾a ‡ÈaíÕÜa ˆb¹Z
óî†bÉÜa óäb‹©a †bÉic(m)
óäb‹©a †bÉicózݾa(m)
6à ÞÙÜ ñíÝÉÜa |ïÝnÜa ÝnÜa 6à ÞÙÜ ðÝÑÜa |ï
xˆíáåÜa
ßíÜaŸ‹ÉÜaÚáÜaßíÜaŸ‹ÉÜaÚáÜaÞîí 7—ÔÞîí 7—Ô
×ã15.62.00.45.61.21.0 15φ16mm9φ16mm9φ16mm9φ16mm
×ã26.12.50.46.11.81.015φ16mm9φ16mm9φ16mm9φ16mm
×ã36.51.550.46.51.21.015φ16mm9φ16mm9φ16mm9φ16mm
†bÉiÿa(m) Üa n |ïÝ xˆíáåÜa
Ÿ‹ÉÜaÚáÜañíÝÈ |ïÝmðÝÑ |ïÝm˜ÕÜa |ïÝm
•0.51.08φ20mm4φ16mm6φ8mm/m`
‘0.30.75φ20mm5φ20mm5φ8mm/m`
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8.7.4.4 ‡äbÜa Â÷b¨a âïá—mI Retaining Wall Design Of TheZH
óïäb‹‚ óþi Â÷b̈ a ŠbjnÈa #( one way slab )ôÝÈ òÙm‹àò‡áÈÿaÞÙ“ Übi b áØI4M12Hâá—mì
ky[Lý çc k° Â÷b¨a Ú8 æÙÜìçc k° |ïÝnÜa ‡î‡yì
À ó–b©a Ãì‹“Üa ÖÕ±
_ ACI 19cm( )ACI_14.5.3.2 10]æÈ ÞÕî
( )ACI_14.3N
ÞÙ“ÜaI4M12 H šíîÞÙ’ | ‡äbÜa Â÷b¨aN
î ßb¼ÿa ãbÅnäa ã‡È kjiâÕ Â÷b¨ak¥ì |÷a‹’ tþq ðÜgôÝÈ óݾa õíÕÜa󱋒 ÞØó¤båÜaì
ói6Üa ÂÍš æà‡åjÜbi lí0aI5.4.4
HL mìâᗠ󱋒 ÞØbè‡yíÜðÜbnÜa ÞÙ“Übi |šíà íè báØZ
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¶ìÿa 󱋓ÜaZ
•ËŒí¾a Þá¨a †b°gZ
9.9 13.9 13.24 23.051 30.1 /
2 2m KN m
⎛ ⎞⎛ ⎞ ⎛ ⎞
⎜ ⎟ ⎜ ⎟⎜ ⎟⎝ ⎠ ⎝ ⎠⎝ ⎠
+ += + × = `w
•kÜbÜa ãÉÜaZ
kÜb ãÈ ô—ÔcNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNN M 1.4 106.8u = ×
149.5166.13 .
0.9
uu
M M KN m
φ = = =
30 .w Assume thickness of thewall t cm= cover
wd t = − = 30 – 5 = 25cm
21 , 400 , 1c y f MPa f MPa b m′ = = =
2
0.85 21 1
0.85
c
y c
f Mn
f f ρ
⎛ ⎞⎛ ⎞ ⎛ ⎞′⎜ ⎟= − −⎜ ⎟ ⎜ ⎟⎜ ⎟⎜ ⎟′⎝ ⎠⎝ ⎠⎝ ⎠bd
2 30.85 21 2 166.131 1400 0.85 21 1 25 10
ρ ⎛ ⎞
× ×⎛ ⎞ ⎛ ⎞∴ = − −⎜ ⎟⎜ ⎟ ⎜⎜ ⎟× × × ×⎝ ⎠ ⎝ ⎝ ⎠⎟ ⎠
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0.0072 ρ ∴ =
max0.75
b ρ ρ =
1
600 21 6000.85 0.85 0.85 0.0228
600 400 600 400
c
b
f
fy fy
ρ β ′⎛ ⎞⎛ ⎞ ⎛ ⎞⎛ ⎞= = ×⎜ ⎟⎜ ⎟ ⎜ ⎟⎜ ⎟
+ +⎝ ⎠⎝ ⎠⎝ ⎠⎝ ⎠
=
max0.75 0.0228 0.017 ρ = × =
min0.0015 .................................( _14.3.2) ACI ρ =
( )min max0.0072 .................. OK ρ ρ ρ < = <
0.0072 100 25s A∴ = × × 218.00cm=
9 16 11use mm S cmφ =
max
45............. [ _14.3.5]
3 3(30) 90
cmS A
t cm
⎧≤ ⎨
= =⎩CI
cm45Smax =∴
•kuí¾a ãÉÜaZ
kuíà ãÈ ð—ÔcNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNN 84.85 . M KN m=
1.4 84.85 118.8 .u
M KN m= × =
min max
118.8132 .
0.9
25 0.0056 ..............
1
n M KN m
d cm O
b m
ρ ρ ρ ρ
⎫= = ⎪⎪
= = ∴ < <⎬⎪=⎪⎭
2
0.0056 100 25=15 cms A
K
∴ = × × 7 16 , 14use mm S cmφ =
óïäbrÜa 󱋓ÜaZ
•kÜbÜa ãÉÜaZ
ô—ÔcãÈkÜbNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNN57.5 . M KN =
1.4 57.5 80.5 .u
m M KN m= × =
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min max
80.589.4 .
0.90.0037 ...........0.25
1
Mn KN m
OK m
b m
ρ ρ ρ ρ
⎫= = ⎪⎪ = ∴ < <= ⎬⎪=⎪
⎭
d
5 16use mm , 20S cmφ =20.00376 100 25 =9.25 cms A NNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNN∴ = × ×
45.67 .
•kuí¾a ãÉÜaZ
kuíà ãÈ ð—ÔcNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNN M KN =
1.4 45.67 63.9 .u
m M KN m= × =
min max
63.9 71 .0.9
0.25 0.0029 .................
1
u M KN m
m
b m
ρ ρ ρ ρ
⎫= = ⎪⎪
= = ∴ < <⎬⎪=⎪⎭
d OK
5 16use mm , 20S cmφ =4 20.0029 1 0.25 10 = 7.25 cms = × × ×
14.2 .
NNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNN A
órÜbrÜa 󱋓ÜaZ•kÜbÜa ãÉÜaZ
—Ôcô ãÈkÜbNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNN M KN m=
1.4 14.2 19.88 .u M KN m= × =
min
19.8820.1 .
0.9
25 0.00081 0.00151.1
u M KN m
cmb m
ρ ρ
⎫= = ⎪⎪
= = <⎬⎪=⎪⎭
d =
5 16use mm , 20S cmφ =20.0015 110 25= 4.125 cms A NNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNN∴ = × ×
kuí¾a ãÉÝÜ óïáÙÜa Ñä ㇃nä Ú܉ØìN
a |ïÝm ânî êäc ¶g óÐbšfibiôä†ÿa ‡¨bi ‹‚ła ëb¤ýZ
5 12 / , 20e mm m S cmus ′φ =
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8.4.4pbbïnya móïzÜa pbbÿa ‰ïÑå Z
òŠìb1a ðäbjáÝÜ óÝibÕ¾a ‹Ñ¨a käaíu ‡å ânî pbbŁÜ ‹Ñ¨a ‡åÈN
ò‡yaì óÕä À ëbï¾a ÊïávnÜ ×‡å‚ Þ áÉi |—åî ê ähÐ LpbbŁÜ ‹Ñ¨a öbåqc ëb ï¾a ä ðÜg óub¨a ó Üby Àóƒ›à óaíi ëbï¾a ë‰è kzìN
Ìì |ïÝm ‡î‡yì oå8g æà †aí¾a Êï»ÖÕ¥ çc k° bè7 [ACI_318-05.3]N
ky ânî óäb‹©a ó§bÉàì Êšìì ÞÕäì ÂÝ‚[Chapter 5 of ACI_318-05]N
‡ÈaíÕÜa ÞÑc óî†bÉÜa óäb‹©a æà ó“jÜ ÞáÈ ânîbÕ· ìóàÂÍšæÈ ÞÕm ý(17MPa) ìÚái(40cm)óЋЊ ì
æÈ ‡îm ý(40cm)óïuŠb©a ‡ÈaíÕÜa æàN
‰ïÑåm ‡åÈpaˆ ‡ÈaíÕÜa†a‡“Üapa†a‡“Üa o¥ óïj“‚ 뇒 Êšì k°Lò‡“Üa kz ânî óäb‹©a kÝ—m ‡Éiì
bÕÝÉà †a‡“Üa ðÕjîìN æ‚bÜa μàínïjÜa ãa‡ƒnbi ‡ÈaíÕÜa ßÈ ânîN
¦ k° “ μ |óî†bÉÜa óäb‹©aÂ÷b¨a Êà bé÷bÕnÜa óÕä ‡åÈæà bïÜb‚ì bÑïÅä |Üa çíÙî çc k°ì L
k÷aí“Üa(laitance)[ACI_318-05.11.7.9]N
öb¾a l‹m Êå¾ óàŒþÜa pbbïnyýa ÞáÈ k°‡äbÜa Â÷b¨a ÞÑcêi ð–ím bà ÞØ óaŠ† ‡Éiì Lóå§
( )[ACI_224.3R]Þ–aíÑÜa ßÈ óå§ì L óïäb‹©a Þ –aíÑÜa Joints in Concrete Construction
( )Guide to Sealing Joints in Concrete Structures[ACI_504R]6Õž î [çcμi Þ–bÑÜa çíÙî
ðÜbnÜa ÞÙ“Übi |šíà báØ ‘bÿaì ‡äbÜa Â÷b¨aZ
k° ýcoå8fia ðÜg öb¾a ójä ‡îmwatercementitious materials ratio by weight w/c( )
æÈ Â÷b¨a óäb‹©(0.5)æÈ âï“énÜa óàìbÕà ÞÕm ýì L28MPaL[ACI_318-05.4.2.2]Â÷b¨a óîˆbÑä ÞïÝÕnÜN
k°Ëbjmg Üa pbàí‹Üaì pbÅyþ¾a Êï»Þ—ÑÜa a‰è Êà óÕЋ¾a óî‰ïÑån N
âïá—m À 7ïÍm ñcpbbÿaçc k° ±ÖÕ [ACI_117.90]N
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ألس س ت لعميق
Deep Foundations
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1.5 Õà óàč ‡ Z êähÐ ÃbÍ› äýa ò‡î‡’ ìc ač ‡ u óÑïÉ š óč ïzÜa ói6Üa çíÙm bà‡ åÈò†b Èbàpbbÿa ãa‡ƒn a ¶g öí vÝÜa ânî
ßb¼ÿa ÞÕåÜ óÕïáÉÜaçbàdi 5Øc ÖáÈ ôÝÈ ò‡č ïu ói‹m ¶gLóÕïáÉÜa pbbÿa Ëaíäc ‹é’c ðè †bmìÿa pbbcì
‡míÜa óîbéä ‡åÈ †béufia ôÝÈ Ú܉Øì Lói6Üaì ‡míÜa μi ÛbÙnyýa ôÝÈ béÝᥠòŠ‡Ô ‡ánÉmì}9N{ [
2.5óÕïáÉÜa pbbÿa Ëaíäc( Types of Deep Foundations )Z
1.2.5†bmìÿa ‘bc( Pile Foundation )}9Z { ðèì ìc ÊЇÜbi bàg ŸŠÿbi očjrm bà ò†bÈì b:íi óäŠbÕà ò7Í– ÊÕà óybà paˆ óï÷b“äg ‹–båÈ æÈ òŠbjÈ
kÕrÜbi ìc Œanèýbi ‹Ñ¨bi ìc ׋Übi ìcöbÌ b: óÈí᪠À âÅåž mì Lózݾa óäb‹©a æà(Pile Cap)oïjrnÜ
Â÷aí¨a ìc ò‡áÈÿa æà béïÝÈ óÉÔaíÜa ßb¼ÿaLÞÙ’I5M1NcHN
2.2.5óàbȇÜa ‘bc( Pier Foundation )}9Z { êj“móàbȇÜabéäc öbårnbi ‡míÜaò7jØ ÊÕà óybà paˆ äŠbÕàć ó b:íi㇃nm ì Lbè‡yíÜ óàbȇÜaÞÕåÜ
óîíÕÜa óïnznÜa óÕjÜa ¶g †íáÉÜa æà Þá¨aýbáÉna ‹rØÿa ðè Ú܉ÜLÞÙ’I5M1NlHN
a # Ëì‹“¾a a‰è ÀìôåjáÝÜ óÕïáÉÜa pbbÿa âïá—m À †bmìÿa ãa‡ƒnñŠa†fiaðɾa ïØ6Üa ânî Óí êähÐ êïÝÈì L
ÂÕÐ óÕïáÉÜa pbbÿa æà ËíåÜa a‰è ôÝÈN
cH †bmìÿa ‘bc lH óàbȇÜa ‘bc
ÞÙ’I5M1H ÕïáÉÜa pbbÿa Ëaíäc âèc |šíîó
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3.5†bmìÿa pbbc( Pile Foundation )ZÒïå—nÜ ×‹ tþq Ûbåè†bmìÿa pbbcðèìZ
†bmìÿa Òïå—móÈíå—¾a †aí¾a kybéåàN
ÞÕä óÕî‹ ky †bmìÿa Òïå—mÞá¨aN
m ky †bmìÿa Òïå—môÝÈ bè7qd ói6ÜaN
1.3.5béåà óÈíå—¾a †aí¾a ky †bmìÿa Òïå—mZ
1.1.3.5óč ïj“©a †bmìÿa( Timber Piles )}16{ZòŠbjÈ ðèìæÈ ì Loi‰’ì oÉÔ Šbv’c Ëì‰u‡Õ܆bmìÿa æà ËíåÜa a‰è ㇃naÞÙ’I5M2HÞjÔ6000óå
ðäbj¾a âÈ‡Ü Ší§aìLóïj“©a íÉ“Üa oÝáÉnaìÆѨ óïmbjäì óïäaíïy bmíîŒ †bmìÿa æà ËíåÜa a‰è oà‡ƒna >Üa l †bmìck“©aN
ÞÙ’I5M2Hóïj“©a †bmìÿa
ÚÙ À k“©a ãa‡ƒna Êà óč –b‚ì †bmìÿa ÆÑy ׋ pŠč ím æàÜa Šì‹à ÊàìL‡î‡¨alŠb¤ oî‹u c brî‡yì
æà ËíåÜa a‰è ôÝÈ ò‡î‡ÈL†bmìÿa ¨a çc æč ïjmì¶g Þ—î b: ô—Ôÿa ðÝïÍ“nÜa Þá 75ñ‡¨a Þá¨aì Læ235æN
óïj“‚ †bmìc ÛbåéÐ L%bÉÜa öb®c ÒÝn¬ À ò‹rÙi †bmìÿa ë‰è oà‡ƒna ‡ÔìÞáznm60 ºbnÜa ‹éä o¥ æ
( Thames River ) ì ç‡åÝi100μÜa ‹éä ôÝÈ Šíu o¥ æ( Seine )ÀLîŠbibáØçc Šbà( JFK )ðÜì‡Üa
bïåïu7Ð À ðÜì‡Üa ‘ýa† Šbàì ÛŠíîíïåióïÜbá“Üaó§bɾa óïj“©a †bmìÿa Óýe ôÝÈ óüàÂÍ›ÜbiN ì ‹î‡§a
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çc ‹Ø‰Übiÿa j“©a †bmìóï ÞÙ“i ëbïáÝÜ óšč ‹Éà çíÙm bà óÜby À ó§bÉà ¶g xbn¥ ýLâ÷a† :íìb béÝᥠóÉì 7—Ô
ò7Í–õ‹‚ÿa Ëaíäÿa Êà óäŠbÕ¾biæà†bmìÿaN
2.1.3.5óîˆýíÑÜa †bmìÿa( Steel Piles )}15{Z †bmìc ðèìóîˆýíÐÓ‹y ÞÙ’ ôÝÈ ìc ðiíjäc ÊÕà paˆHóïÔì‡å– çíÙm ‡Ô ìcbáØ|šíà íè iÞÙ“Üb I5M3HN
ÞÙ’I5M3HóîˆýíÑÜa †bmìŁÜ óÑÝnƒ¾a ÊbÕ¾a
è †bmìÿa æà ËíåÜa a‰è č ïáž î bà âècì×báÈc ¶g ßí–íÜa ôÝÈ bémŠ‡Ôì ói6Üa À béÉІ ‡åÈ bémbjq í Þ–ì óÜíéì ò7jØ
LãbzÝÜbi bé›Éi Êà bé÷aucÞØfnÜaì c‡—ÝÜ Ÿč ‹Énm béåÙÜìÀμvØÿa †íuìIöb¾a | ìc ói6Üa | ôÝÈcNH
3.1.3.5óïäb‹©a †bmìÿa( Concrete Piles )}17Z { íåÜa a‰è ãa‡ƒna c‡iæà ‹rØc ‰åà ò‹rÙi †bmìÿa æà Ë 100báè μïbc μÈíä ¶g âč ÕČ m ðèì L bjî‹Õm óåZ
ÿakč —Üa óÕib †bmì( Pre-cast Concrete piles )Zóî†bÉÜa ózݾa óäb‹©a æà bàg ðèìóÝïÝÔ ðèìßbáÉnýa à ÞàbÉnÜa óiíÉ– kji É Lbé †béufia óÕib ìc
( Prestressed )L ÕàìÞÙ“Übi ózšíà óÑÝnƒ¾a béÉb I5M4HN
ÞÙ’I5M4H†béufia óÕib óïäb‹©a †bmìŁÜ óÑÝnƒ¾a ÊbÕ¾aN
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ÿa†bmì ¾aÊÔí¾bi óiíž j— (Cast in place piles )ZcHÓþÌ À óiíj—à †bmìc( cased )Zóäb‹©a ìc ‡î‡¨a æà â÷a† ÓþÌ À óäb‹©a k– ânî béïÐì
(concrete shell)õ‹‚c ò†bà ñc ìcN
lHÓþÌ çì‡i óiíj—à †bmìc( uncased )ZÊЋž î âq æàì o Ôüà ÓþÌ À óäb‹©a k– ânî béïÐì ói6ÝÜ óàþà óäb‹©a ôÕjnÜN
4.1.3.5ójØ‹¾a †bmìÿa( Composite Piles )}14{Z béÉbÕà †bmìc ðèì†aíà æàLóÑÝn¬ÿa ðè béÈaíäc ‹é’cì†bmì
béÉšíi óïj“©a †bmìÿa ÞØfm ÀþnÜ Ú܈ì Lóïäb‹©aì óïj“©a
ÞÙ’ À |šíà báØ öb¾a o¥ â÷a† ÞÙ“iI5M5HN
ÞÙ’I5M5HójØ‹¾a †bmìÿa
2.3.5Þá¨a ÞÕä óÕî‹ ky †bmìÿa Òïå—m}18{Z
1.2.3.5†bmìcóč ïЋ( Point Bearing Piles )ZóÑïÉ›Üa óïzÜa óÕjÜa o¥ óîíÔ óÕj ¶g Þá¨a ÞÕåm †bmìc ðèìN
2.2.3.5†bmìcóč ïØbÙnya( Friction Piles )ZÖ–þnÜbi Þá¨a ÞÕåm †bmìc ðèì( Adhesion ) ìc iÛbÙnyýb ( friction )‡míÜa μiói6ÜaìN
3.2.3.5†bmìc i Þá¨a ÞÕåmÛbÙnyýaì Ö–þnÜb )( Combination of friction and adhesionZ ói6Üa o¥ >Üa óÕjÝÜ ò7Í– óč ïЋÜa ÞáznÜa òŠ‡Ô çíÙm bà‡åÈLóÑïÉ›ÜaÀ ‡míÜa ßb‚†g ânî êähÐói6Üaò‡č ï§a
Ú܈ì‡míÜa ÞᥠòŠ‡Ô ò†bîÜÛbÙnyýbiN
3.3.5ôÝÈ bè7qdm ky †bmìÿa Òïå—mói6Üa}15{Z 1.3.3.5 óïÜþnya †bmìc( Driven Piles )( Large Displacement Piles )Z
óÕib óïäb‹©a †bmìÿaì óïj“©a †bmìÿa Þá“mì Lói6Üa æà 7jØ çbÙà Þn¥ †bmìc ðèìk—ÜapbÈbÕÜaì
æà ò†ì‡¾a óîˆýíÑÜaì óïäb‹©a óč ïiíjäÿaÞÑcÞÙ“Übi |šíà íè báØI5M6H[a-b-c-e]LÀ ㇃nž m ò†bÈ ðèì
†a‡Èdiì óyínѾa ÊÔaí¾aLò7jØói6Üa À ò‡ïu 5nÉž m ðèìLó»bé¾aói6Üa À êÉІ ÞjÔ ‡ míÜa ̃ zÐ çbÙàfibi sïy
pf“å¾a À Ú܉Øìóï÷b¾aN
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2.3.3.5 óïÜþnya 7Ì †bmìc( Small Displacement Piles )Z ¥ †bmìc ðèìLói6Üa æà 7Í– çbÙà Þn ÞràÞÑc æà ò†ì‡à 7ÍÜa óîˆýíÑÜa ÊbÕ¾aLÞÙ’I5M6H[d-h-i-j]N
3.3.3.5 òŠíÑ« †bmìcIêïÝî‡jmH( Bored Piles) (Replacement Piles)Zâq æàì líݾa ÖáÉÜa ¶g ‹Ñ¨bi d“åž m †bmìc ðèìânî ìc óî†bÉÜa óäb‹©a k– ì |ïÝnÜa ‡î‡y Êšìč k–
óäb‹©aÞ‚a†õ‹‚c ò†bà ñc ìc óäb‹©a ìc ‡î‡¨a æà ÓþÌLÞÙ’I5M6H[f-g]N
ÞÙ’I5M6Hói6Üa ðÝÈ bè7qdm ky †bmìÿa ËaíäcN
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4.5 mâïá— ?j¾a pbbcñŠa†fiaðɾaZ
1.4.5ò‹Ðín¾a pbàíÝɾaZ
مقي اس
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التماس ك
(C)KN/m²
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2.7232017.573 10
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2.7435154076 10 −×3525 -
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2.723201573 10−×3235 -
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•ÞÙ’ À ó§bi ózšíà óïnznÜa ói6Üa ™aí‚ì pbÕjI5M7HN
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•ôåj¾bi ã슇i †íuì ã‡È À Óþn‚ýa Êà ðäbrÜa Þ—ÑÜbi ózšíà ðè báØ ðɾa ôåj¾a ßb¼cì †bÉic
?jáÝÜ Šaì†ÿa †‡È pbjqìI6 Šaì†cNH
2.4.5pbbÿa Ëíä Šbïn‚aZ
òbɾa óč §a óaŠ‡iæÈ òŠbjÈ ÊÔí¾a ói‹m æà ¶ìÿa Šbnàc ónÜa çc Æyþäkjiì LÃbÍ›äþÜ ÞibÔ æč ïÜ μ pbàbȇÜa ãa‡ƒna æÙº ý êäc báØ Lóč ïzÜa pbbÿa ãa‡ƒna æÙº ý ói6Üa ë‰: a‡u óÑïÉ›Üa ÞáznÜa òŠ‡Ô
béïÝÈ †bánÈýa æÙº kî‹Ô ÖáÈ ôÝÈ ò‡č ïu óÕj †íuì ã‡È kji ôåjáÝÜ ‘bdØN ójbå¾a ðè †bmìÿa pbbc çhÐ êïÝÈìçíÙnÜ‘bcaæà |šaì íè báØì kÜbÍÜa Àì Lói6Üa æà ËíåÜa a‰:ì ôɾa ôåj¾
óïØbÙnya †bmìc çíÙm Óí †bmìÿa çhÐ óč §aN
3.4.5†bmìÿa pbbc âïá—mðɾa ?jáÝÜZ
†bmìÿa pbbÿ kbåà 7ÍÜa âïá—nÜaãbÈ ÞÙ“ißbÙ’c ò‡Éi bèŠbïéäa ¶g ñ†üî çc æÙº}17Z { 1H i Šbïéäýaói6Üaì ‡míÜa ÞᥠòŠ‡Ô À Þ“ÑÜa kj N
2HóïnznÜa ói6Üa À k Ý—nÜa ìc ÃbÍ›äþÜ óvïnä 7jÙÜa Ãíj:aN
3Hê÷bÌ Êà ‡míÜa óÝ–ì À ìc ‡míÝÜ ð÷b“äfia ŠbïéäýaN
4HÀ ójbåà 7Ì óÕî‹ ãa‡ƒnaÊІói6Übi †bmìÿaN
5Hêi óï0a óøïjÜa Óì‹Ä kji ‡míÝÜ ð÷b“äfia ŠbïéäýaN
1.3.4.5‡míÜa Ëíä Šbïn‚a( Select Type of Pile)ZóïÜbnÜa ÞàaíÉÜa ôÝÈ ‡ánÉî Óí ‡míÜa ËíäZ
1HÊÔí¾bi ói6Üa óÜby(Ground Condition)N
2Hd“å¾a ËíäN
3Hóàíº‡Üa pbjÝnà( Durability Requirements)N
4Hd“å¾a ÊÔíàN
5HóïøïjÜa ÞàaíÉÜaIöbší›Üa – ŒanèýaN H6Höb“äfia ò6Ð ßíN
7HóÑÝÙnÜaN
À Þránm Ëaíäÿa ë‰èì L ôɾa ôåj¾a óÜbyì ói6Üa æà ËíåÜa a‰: kbå¾a ‡míÜa Šbïn‚ý pýbánya tþq ÛbåèZ
k“©a æà ‡mì( Timber Pile )ZÖáÉi óäb‹©a æà ‡mì ÞáÈ æÙº3‡míÜa ôÕjïÜ k“©a æà ‡mì ôÝÈc 6à
áÝÜ bš‹Éž à =“©a 7Ì ËíåÜa a‰è çhÐ 7jØ ßí êÜ ðØbÙnya ‡mì ¶g óub¨a kji æÙÜì Lâ÷a† ÞÙ“i ëbï
kbåàN
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ˆýíÑÜa æà ‡mì( Steel Pile )ZÊbÕ¾a ‹Ðím ã‡È ¶g óÐbšfibi L †bmìÿa æà ËíåÜa a‰: óïÜbÉÜa óÑÝÙnÜa kji
bïÝ« êÜ óiíݾaIÊbÕà ‡uím ýH ìcO ìcX ¾a pbÑ–aí¾bi‡î‡¨a Êå—· ™b©a kč ïn ÙÜa À óiíÝ
kÝ—ÜaìHkbåà 7Ì ËíåÜa a‰è çhÐ Ú܉ÜNózݾa óäb‹©a æà ‡mì( Reinforcement Concrete Pile )Z
ÖáÈ ôÝÈ óč ïÐí§a ëbï¾a †íuìì LÊÔí¾bi ói6Üa óÜby ŠbjnÈýa À ‰‚ÿbi3mòŠìb1a ðäbj¾a †íuìì L ôåj¾a Ëíäì L
óÑÝÙnÜaì‡mì íè kbå¾a ‡míÜa Ëíä č çhÐæàózݾa óäb‹©a ¾aêïÝÈ ÖÝž î bà íèì ÊÔí¾a À líj— ( Cast in place
pile )N
2.3.4.5óïc‹Üa ÞáznÜa òŠ‡Ô ‡î‡¥‡míÝ܇yaíÜaZ
‡míÝÜ óïc‹Üa ÞáznÜa òŠ‡Ô óЋɾ ׋ ò‡È Ûbåèbéåà ì ‡míÝÜ ÞïáznÜa Šbjn‚a‡míÜa ÞᥠòŠ‡ÔóàìbÕà æà†êÉÐ ì ói6Üa Àÿa ÞïÝznÜaóÉjn¾a ðè ò†bÈ çíÙm órÜbrÜa óÕî‹Üa çhÐ âïá—nÜa ‡åÈì L‡míÝÜ ðÙïmbnïÜ Ëì‹“¾a a‰èì
ać öbårnaN
ÞáznÜa òŠ‡Ô kji Šbïéäýa ‡š ‡míÝÜ ðáïá—nÜa çbàÿa ÞàbÉàZ
ðÝî bà béáèc ÞàaíÈ ò‡È ôÝÈ ‡ánÉî Þàbɾa a‰è}17{Z
1Hd“å¾a ËíäN
2HÞáznÜa òŠ‡Ô lby w÷bnä óî†bánÈaN
3H‡míÝÜ öb“äfia À âÙznÜa õ‡àN4HæàÜa Êà óïÝÑÜa ói6Üa óÜby À 7ÍnÜaN
5Hói6Üa ¶g ‡míÜa æà ßb¼ÿa ßbÕnäa óïÑïØN
6HêÉÔíà À êi íá¾a 7ÍnÜa æà ó¤båÜa óïáïá—nÜa ‡míÜa óÉ ôÝÈ 7qdnÜa õ‡àN
yÿa Êï» ÀìæÈ ‡míÜa ÞᥠòŠ‡ÕÜ çbàÿa ÞàbÉà ÞÕî ý ßaí I2NHóÕibÜa ÞàaíÉÜa Êï» ŠbjnÈýa À ‰‚ÿbiì
íè êàa‡ƒnbi âïá—nÜa ânï ñ‰Üa çbàÿa ÞàbÉà çhÐI3=S.FHN
òbɾa óč §a pbÕj æà óÕj ÞÙÜ ói6Üa çaŒìc ò‡yì †b°gZ
•¶ìÿa óÕjÜaZμÜ μ(Soft Clay)Zwc = 32 % Gs = 2.72 soft clay ⇒ S = 100 %
......
1
s c
sw
e S G w
From soil mechanicsG e S
e
γ γ
= ⎫⎪
+ ⎬⎛ ⎞= ⎜ ⎟ ⎪+⎝ ⎠ ⎭
2.72 0.32 0.87e = × =
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32.72 0.879.81 18.8 /
1 0.87sat KN mγ
+⎛ ⎞= × =⎜ ⎟+⎝ ⎠
béÑä ðè óáïÕÜa ë‰èìóÉia‹Üaì órÜbrÜa pbÕjÝÜó†bÜaì™aí©a Ñä b: çÿ a‹ÅäN béÑä ðè óáïÕÜa ë‰èìóÉia‹Üaì órÜbrÜa pbÕjÝÜó†bÜaì™aí©a Ñä b: çÿ a‹ÅäN
•óïäbrÜa óÕjÜaZâÈbä ÞàŠ( Fine Sand )Z •óïäbrÜa óÕjÜaZâÈbä ÞàŠ( Fine Sand )Ze = 0.7 Gs = 2.68 S = 100%e = 0.7 Gs = 2.68 S = 100%
32.68 0.79.81 19.5 /
1 0.7sat KN mγ
+⎛ ⎞= × =⎜ ⎟+⎝ ⎠
•óàb©a óÕjÜaZðÝàŠ μ(Sandy clay)ZGs = 2.74 wc = 35 % S = 100 %
e = 2.74 F 0.35 = 0.959
32.74 0.9599.81 18.5 /
1 0.959sat KN mγ
+⎛ ⎞= × =⎜ ⎟+⎝ ⎠
ult p sQ Q Q= +
Üa ‡míÝÜ óïÝïáznÜa óÉÜa ‡î‡¥‡yaí Z
k¥ ‡yaíÜa ‡míÝÜ óa ÞáznÜa óÉæàó܆bɾaZ
sïyZ
Qult Z‡míÝÜ óïÝïᥠóÉ ô—ÔcN
Q p Z‡míÝÜ óïЋÜa óïÝïáznÜa óÉÜaN
Qs Z‡míÝÜ óïØbÙnyýa óïÝïáznÜa óÉÜaN
çc Ÿ‹ÑiZ ‡míÜa ßí15 L = Ôìë‹ m0.4 D m=
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ýìcZ‡míÝÜ óïЋÜa óïÝïáznÜa óÉÜa ‡î‡¥( Q p )Z
I1Hãa‡ƒnbi óïÝïáznÜa óÉÜa lbyðØaŒ‹m ó܆bÉà(Terzaghi)Z p p c qQ = A (1.3CN + q N + 0.3 D N ) . ............[8]γ γ
sïyZ
A p Z‡míÜa ÊÕà óybàN
C ZÚbánÜaN
q ZïdnÜa líåà ôny ßbč ÉÑÜa ói6Üa ÂÍšN
γ Z‡míÜa óîbéä ‡åÈ ói6Üa çaŒìc ò‡yìN
D Z‡míÜa ‹ÔN Nc , Nq , Nγ Zói6ÝÜ ÞáznÜa òŠ‡Ô pþàbÉàN
at Z = 15 m …………………… ∅ = 0 , C = 30KN/m2
Nc = 5.7 , Nq = 1.0 , Nγ = 0 …..[Ref.8 -page 222].
2
3(18.8) 3(18.8 - 9.81) 1(19.5 - 9.81) 5(18.8 - 9.81) 3(18.8 - 9.81)
165 /
q
KN m
= + + + +
=
A p =4π (D)
2 =
4π (0.4)
2 = 0.126 m
2
0.126 (1.3 30 5.7 165 1.0) 48.7 pQ K = × × + × = N
I2Hãa‡ƒnbi óïÝïáznÜa óÉÜa lbyÓíè‹îbà ó܆bÉà( Meyerhof )Z( )...........[8]
p p c qQ A CN q N = +
at ∅ = 0 ⇒ (9 ) p pQ A Su=
N
Su = C = 30KN
0.126 (9 30) 34.0 pQ K = × =
I3Hãa‡ƒnbi óïÝïáznÜa óÉÜa lbyÚïÐ ó܆bÉà( Vesic )Z( ` ) ......................[13] p p c o qQ A C N N σ = +
Irr ( Reduced rigidity index of soil ) = 150 … (For ∅ = 0)…….[Ref.13 -page 355] = 10.5 , = 1.0 ……[Ref.13 -page 356-Table8.8]. c
N q N
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C = 30KN/m2
1 2`
3
oo
K qσ
+⎛ = ⎜⎝ ⎠
⎞⎟ ………… q = 165 KN/m
2, K o = 1 – sin ∅ =1
∴ 21 2 1
165 165 /3o KN mσ
+ ×⎛ ⎞′ = × =⎜ ⎟⎝ ⎠
0.126 (30 10.5 165 1.0) 60.5 pQ K = × + × = N
I4Hãa‡ƒnbi óïÝïáznÜa óÉÜa lbyæäbè ó܆bÉà( Hansen )Z1
..............[8]2
p p c c q qQ A CN d q N d D N
γ γ ⎛ ⎞= + +⎜ ⎟⎝ ⎠
sïyZ
dc , dqZÖáÉÜa pþàbÉàN C = 30KN/m
2 q = 165 KN/m
2
∅ = 0 ⇒ Nc = 5.14 , Nq = 1.0 , Nγ = 0 ……[Ref.8 -page 223].
d c = 1 + 0.4 K
1 15tan ................ 1
0.4
f f D DK
D D
− ⎛ ⎞= =⎜ ⎟⎝ ⎠
>
= 1 15tan = 1.54
0.4
− ⎛ ⎞⎜ ⎟⎝ ⎠
d c = 1 + 0.4 (1.54) = 1.6
d K 2 1 2 tan (1 - sin ) 1q
s s sQ A= f ∑
φ φ = + =
N
0.126(30 5.14 1.6 165 1.0 1.0) 51.9 pQ K = × × + × × =
bïäbqZ ¥‡míÝÜ óïØbÙnyýa óïÝïáznÜa óÉÜa ‡î‡ (Q s)Z
sïyZ As ZÛbÙnyþÜ óšč ‹É¾a óyb¾a As = π DL)H
D Z‡míÜa ‹Ô L LZ‡míÜa ßíN
f s ZÛbÙnyýa óàìbÕàðmÿbØ μnÕî‹i béiby ânîìZ
‡î‡¥ÛbÙnyýa óàìbÕà f sóÕî‹iZtan .......[8]C q K
s
α δ = +
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• ÝÜóïäbrÜa óÕj ZâÈbä ÞàŠ(Fine sand )ZC = 0 ∅ = 30
óÕjÜa Ò—nåà ‡åÈZq = 3(18.8) + 3(18.8 – 9.81) + 0.5(19.5 – 9.81) = 88.2 KN/m2
K =w
powa
F2
K K FK
+
++
Fw = 1.0
2
aK = tan 45-2
φ ⎛ ⎞⎜ ⎟⎝ ⎠
2 30= tan 45 - = 0.333
2
⎛ ⎞⎜ ⎟⎝ ⎠
2 2
p
30K = tan 45 + = tan 45 + = 3.0
2 2
φ ⎛ ⎞ ⎛ ⎞⎜ ⎟ ⎜ ⎟⎝ ⎠ ⎝ ⎠
K o = 1 – sin∅ = 1 – sin30o= 0.5
∴ K =12
3)5.0(1333.0
+++
= 1.278
δ = ∅ = 30o …… ( For fine sand )
f s = 88.2 F 1.278 tan 30 = 65.1 KN/m2
•μÜa pbÕjÜ( ) ft clayZ So
( ).......... 1 .....[Re .8 899 16.14].s C f page Figureα α = = −
Qs= π DΣ ( f s L)
( )sQ = 0.4 1 17.5 6 + 1 65.1 + 1 20 5 + 1 30 3 = 452.5 KNπ × × × × × × × ×
‡î‡¥ÛbÙnyýa óàìbÕà f sóÕî‹iZ ( 2 ) ...... [8]
s u f q S λ = +
qZ‡míÜa Ò—nåà ‡åÈ ßbč ÉÑÜa ói6Üa ÂÍšN = 3(18.8) + 3(18.8 – 9.81) + 1(19.5 – 9.81) + 0.5(18.8 – 9.81)q′
= 97.6 KN/m2
L = 15.0 m ⇒ λ = 0.22 ............. [Ref.8 -page 901-Figure 16.15]
Su =( )CL
L
Σ
Su =17.5 6 20 5 30 3
15
× + × + × ≅ 19.7 KN/m
2
f s = 0.22(97.6 + 2 F 19.7) = 30.14 KN/m2
0.4 15 30.14 568.1s s s s
Q A f DLf KN π π = = = × × × =
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àw÷bnä ˜ƒÝ lby‡míÝÜ óïÝïáznÜa óÉÜaZ à w÷bnä ðÉž m ÚïÐ ó܆bÉà çc óïЋÜa óïÝïáznÜa óÉÜa óÜby À ÆyþäLõ‹‚ÿa pý†bɾbi óäŠbÕà bïjä óÉÑm‹
ðÉž m æäbèì ðØaŒ‹m >܆bÉà çc μy À ó›Ñƒåà w÷bnä ðÉž m ðéÐ Ú܈ æà ÙÉÜa ôÝÉÐ Óíè‹îbà ó܆bÉà bàc
w÷bnäLóínà Šbïn‚a æÙº ðÜbnÜbiìZ Q p = 50 KN
( ) pQ KN óÕî‹Üa
48.7 ðØaŒ‹m
34.0 Óíè‹îbà
60.5 ÚïÐ51.9 æäbè
óÕî‹ çc ÆyþåÐ ‡míÝÜ óïØbÙnyýa óÉÜa †b°g ‡åÈ bàcαóÕî‹ æà 7rÙi ÞÔc w÷bnä ðÉž mλæÙº ðÜbnÜbiì L
Šbïn‚aZ Qs = 460 KN
ðÜbnÜbØZ ( ‡míÝÜ béi íá¾a óïÝïáznÜa óÉÜa ‡î‡¥ æÙº Qs , Q p ‡Éiìg†b°)allQ
( )
( )
( )
2
.
-
0.4 15 25 474
50 460 - 47 463
463
1543
ult net
all
p s pileult net
pile
ult net
all
F S
Q Q Q W
W K
Q K
Q KN
π
=
= +
= × × × =
= + =
= =
N
N
ôåj¾a À Þ¼ 5Øc Šbjn‚bi êäc sïy L a‡u ò7Í– óáïÕÜa ë‰è çc |šaìì iÞá¨a a‰: óiíݾa †bmìÿa †‡È †b°h
ôÝÈ Þ—®Z
n =154
2150 = 13.9 ≅ 14 Pile.
ë‰: ónjr¾a ‡ÈaíÕÜa À Þ‚a‡m tì‡y ¶g ñ†üî Óí †‡ÉÜa a‰è çc sïy L a‡u 7jØ †bmìÿa æà †‡ÉÜa a‰è çc Æyþä
†bmìÿaLðÜbnÜbiì#¶g ‡míÜa ßí ò†bîŒ(L = 18 m) ïÜÞ— μÜa óÕj ¶g ‡míÜa ÜaðÝà‹ (sandy clay)ò†bîÜ Ú܈ì
óïЋÜa ‡míÜa Þč ᥠòŠ‡ÔóïØbÙnyýaìN
(s N )Q K
óÕî‹Üa
452.5 óÕî‹α
568.1 óÕî‹λ
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óÕî‹ Ú܉Øì L bà bÈíä óïš‹à w÷bnä ðÉž m >Üa ðè æäbè ó܆bÉà çc Æyþä båähÐ óÕibÜa w÷bnåÜa ßþ‚ æàì(α)L
ähÐ ðÜbnÜbiìê Óí ž î áznÜa óÉÜa lby ôÝÈ ‹—nÕ ï çc ŠbjnÈa ôÝÈ ÂÕÐ μnÕî‹Üa μmbéi ‡míÝÜ óïÝ ‡míÜa ßí( L =
18 m )N
çc Ÿ‹Ñi Z‡míÜa ßí18 L m= ë‹Ôì0.4 D = m
• áznÜa óÉÜa lby ï ‡míÝÜ óïЋÜa óïÝ (Q p)æäbè ó܆bÉà ãa‡ƒnbiZ 1
2
p p c c q qQ A CN d q N d D N γ
γ ⎛ ⎞= + +⎜ ⎟⎝ ⎠
‡míÜa óîbéä ‡åÈNNNNNNNNNNNNNNC = 40 KN/m2
, ∅ = 15o
Nc = 10.97 , Nq = 3.9 , Nγ = 1.2
q′ = 3(18.8) + 3(18.8 – 9.81) + 1(19.5 – 9.81) + 5(18.8 – 9.81) + 6(18.8 – 9.81)
=192 KN/m2
dc = 1 + 0.4 K
1 18= tan ................ 1
0.4
f f D DK
D D
− ⎛ ⎞ = >⎜ ⎟⎝ ⎠
= tan-1 18
0.4
⎛ ⎜⎝ ⎠
⎞⎟ = 1.55
∴ dc = 1 + 0.4(1.55) = 1.62
dq = 1 + 2 tan∅(1 - sin∅)2 K
at ∅ = 15o ⇒ 2 tan ∅ (1 - sin∅)
2 = 0.294
∴ dq = 1 + 0.294(1.55) = 1.46
Q p = 0.126[40 F 10.97 F 1.62 + 192 F 3.9 F 1.46 +2
1 F(18 – 9.81) F 0.4 F 1.2 ]
= 228 KN
•‡míÝÜ óïØbÙnyýa óïÝïáznÜa óÉÜa lby(Qs)óÕî‹ ãa‡ƒnbi( )Z f s = αC + q K tan δ
f s = 65.1 KN/m2 ……( For fine sand )…… I bÕib béiby # báØH
α = 1 ……( For soft clay )
Qs = π D Σ( f sL)
∴ Qs = π F 0.4(1 F 17.5 F 6 + 1 F 65.1 + 1 F 20 F 5 + 1 F 30 F 6) = 566 KN
•†b°g‡míÝÜ béi íá¾a óïÝïáznÜa óÉÜa( )allQZ
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( )
( )
p s pileult net
2
pile
ult net
Q = Q + Q - W
W = 0.4 18 25 = 56 KN4
Q = 230 + 570 - 56 = 744 KN
π × × ×
( ) 744 = = 248 KN
. 3
ult net
all
F S =
250all
take Q KN =
sïy L béïÝÈ âïá—nÜa ânî Óí >Üa ‡míÝÜ óïÝÙÜa óïÝïáznÜa óÉÜa ðè ë‰èìcôåj¾a À Þ¼ 5Øÿ óÝibÕ¾a †bmìÿa †‡È ç
ðè óÜb¨a ë‰è ÀZ
n =2502150 = 8.6 ≅ 9 piles ……….OK
•‡“Üa óÜby À ‡míÝÜ óïÝïáznÜa óÉÜa lbyZ ( )
( )
( )
T ult
T ult
T all
Q = Qs + W ............. [8]
= 570 + 56 = 626 KN
Q 626Q = = 209 KN
. 3F S =
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3.3.4.5 ‡yaíÜa ‡míÜa Ãíjè lbyZ
‡yaíÜa ‡míÜa Ãíj: óč àbÉÜa ó܆bɾaZ1 2 3
S = S + S + S ................... [13]
sïyZS : total pile settlement. S1 : settlement of pile shaft .
S2 : settlement of pile caused by the load at the pile point.
S3 : settlement of pile caused by the load transmitted a long the pile shaft.
†b°g(S1)Z
1
( )wp ws
p p
Q QS A E
Lξ +=
:
:
:
:
:
wp
ws
p
p
Q pile point load under working condition.
Q skin resistance under working condition.
A area of pile cross section.
L length of pile. ,
E Y oung s modulus of t
: .
:
he pile material.
constant depend on the nature of unit friction resistance destribution
L embadded length of pile
ξ
wp ws
250
Q = 75 KN , Q = 175 KN570
230
wp ws all
ws S
pwp
Q Q Q KN
Q Q
Q Q
+ = = ⎫⎪⎬⎪⎭
= =
ξ = 0.5 ……. For uniform distribution [ Ref.13-page 376 ].
E p = = 4700c
Ec
f ′ …………..[ 8.5 ACI .1]−
= 4700 F 103 = 21 F 10
6 KN/m
2 21
A p =4
π (0.4)2= 0.126 m
2
L = 18 m
∴ S1 = 6
(75 0.5 175) 18
(0.126 21 10 )
+ × ×× ×
= 0.0011 m = 1.1 mm
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†b°g(S2)Z
S2 = 2(1 )wp
s wp
s
q D I
E μ −
⎝ ⎠
⎛ ⎞⎜ ⎟
:
:
:
:
:
wp wp p
s
s
wp
D diameter of pile.
q point load per unit area at the pile point = Q /A . ,
E Y oung s modulus of soil. ,
μ Poisson s ratio of soil.
I influence factor.
μ s = 0.45 ……… For clay [ Ref.8 -page 123-Table 2-7 ]
qwp =75
0.126
wp
p
Q
A= = 595.2 KN/m
2
I wp = 0.82 ……. (at 1 L
B= , I wp = αr = 0.82)… [ Ref.13 -page 125-Figure 3.13 ]
E s = 15000 KN/m2……………………………[ Ref.7 -page3.3-Table 3.2 ]
∴ S2 =595.2 0.4
15000
⎛ ⎜⎝
× ⎞⎟
⎠(1 –0.45²) F 0.82 = 0.0104 m = 10.4 mm
†b°g(S3)Z
S3 = 2(1 ) s ws
Q Dws I pL E s
μ ⎝ ⎠
−⎛ ⎞⎜ ⎟
where :
:
:ws
p perimeter of pile
L embedded length of pile
I inf luence factor
Iws = 2 + 0.35DL = 2 + 0.35
40
18
. = 4.3
p = π D = π (0.4) = 1.257 m
S3 = 2175 0.4(1 0.3 ) 4.3
1.257 18 15000
⎛ ⎞⎛ ⎞⎜ ⎟⎜ ⎟⎝ ⎠⎝ ⎠
− ××
= 0.00081 m= 0.81 mm
∴ ‡míÝÜ ðÝÙÜa Ãíj:aZ S = S1 + S2 + S3
= 1.1 + 10.4 + 0.81 = 12.3 mm < 13 mm…… [10].
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4.3.4.5báéåïi báïÐ óÐb¾aì óÈíá1a À †bmìÿa †‡È ‡î‡¥Z
óÈíá1a À †bmìÿa †‡ÈnZ
béi íá¾a ‡míÜa ÞᥠòŠ‡Ôì óïáïá—nÜa ßb¼ÿa æà †č ‡± çc k° †bmìÿa †‡È}5{ íè †bmìÿa æà †‡È ÞÔcì L
Ú܈ì L Þ—Ñå¾a †íáÉÝÜ †bmìc óqþqbà óÜby À ÚÜˆì ‡yaì ‡mì ßbáÉna æÙº êč äc ýg pbjrÜa ÖïÕ¥ Þuc æà
Þ8 óaíi bč ïjäbu ãíÈ‡à †bmìÿa öbÌ çíÙî(Grounde Beam)óč c óþi ìc L( Floor Slab) ìc L
Â÷by}17N {
Ðb¾aó †bmìÿa μiSZ
ìb1a ‡míÜa Ø‹à ¶g ‡míÜa Ø‹à æà óbÕ¾a óÐb¾a ðèìë‰è †‡¥ pbÑ–aí¾a kÝÌc çhÐ ãbÈ ÞÙ“iì L êÜ Š
ðÝî báØ óÐb¾aZ
•ÞáznÜa óč ïЋ †bmìŁÜZ S ≥ 2 D
•óïØbÙnyýa †bmìŁÜ ZS ≥ 3 D
sïyZ
S Z†bmìÿa μi pbÐb¾a(center to center )N
D Zêš‹È ìc ‡míÜa ‹ÔN
è †‡¥ õ‹‚c ÞàaíÈ †íuì ¶g óÐbšfibibéåïi æà pbÐb¾a ë‰ }L ‡míÜa Ëíä L ‡míÜa ßí L ‡míÜa Þ¼} { NNNN17N { ðØbÙnya ‡mì íè ‡míÜa çhÐ ‡míÝÜ óïÝïáznÜa óÉÜa lby æà μjm báØì L óÕibÜa ÞàaíÉÜa Êï» ŠbjnÈýa À ‰‚ÿbiì
ðè †bmìÿa μi béi íáà óÐbà ÞÔc çhÐ ðÜbnÜbiì(3 D)ñc(3 × 0.4 = 1.2 m)báïÐ óÐb¾aì †bmìÿa †‡È óЋɷì
†bmìÿa öbÌ †bÉic ‡î‡¥ Ú܈ ôÝÈ ć öbåi ânî êähÐ béÉîŒím óÕî‹ì béåïiN
5.3.4.5†bmìÿa óÈíá1 óïÝïáznÜa óÉÜaZ
†bmìÿa óÈíá1 óïÝïáznÜa óÉÜa(Qg)
Zbé›Éi Êà béiŠ ânïÜ pbÈí᪠À †bmìÿa ÞáÉnž m bà bjÜbÌâÅÉà À öbÍÜa a‰è çíÙîì L öbÌ óaíi
|Ü bàþà pýb̈ aói6ÜaÊua‹¾a ÒÝn¦ì óîbÍÝÜ ò‡ÕÉà óč ïÝáÈ †bmìÿa óÈíá1 óïÝïáznÜa óÉÜa ‡î‡¥ì L
pý†b Éà ô ÝÈ ïØ6Üa ânï êähÐ óïåï ó i‹m ðè ô É ¾a Ê Ôí¾a ó i‹m çÿ a‹Åäì L béiby ó ïÑïØ À pbib¨aì
¥ òŠ‡Ô lbyòŠ‡Ô lby À pbÑ–aí¾aì Êua‹¾a âèc êi |—åm bà ˜ƒÝž à a‰èì L μÜa À †bmìÿa óÈí᪠Þá
†bmìÿa óÈí᪠Þč á¥óïåïÜa ói6Üa ÀZ
1Hçc ŠbjnÈa óÜby Àçc ŠbjnÈa æÙº LkÝ– âvØ Óč ‹—nm †bmìÿbi óï0a ói6Üaì bàb¸ ùbu †bmìÿa öbÌ
mìÿbi Âï0a ðÝÙÜa â§aóÈíá1a óÉ lby æÙº ðÜbnÜbiì LóÕïáÈ ò‡ÈbÕØ ÞáÉî †b (Q g )æÈ ÞÕm ýc ôÝÈ
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†bmìÿa pbÉ Ëíáª(nQall )çc ¶g Ú܈ À kjÜa Êu‹îì LïуnÜa pþàbÉà ãa‡ƒna ã‡Éi |—åî báØ L
‡uím ýì ò7rØ ÞàaíÈ ôÝÈ ‡ánÉî óÈíá1a óÉ À ïуnÜaó܆bÉà àaíÉÜa ÚÝm ÞØ ‰‚c béïÐ ânî ŠbjnÈýa À Þ
}9L13L14L19N {
2Hæà ‰‚üî ïѦ ÞàbÉà ßbáÉna ânîì L †bmìŁÜ ÞáznÜa pbÉ Ëí᪠æÈ óÈíá1a ÞᥠóÉ ÞÕmÚ܉i ó–b‚ pbïåzåà}20
15
11{N
3HóïØbÙnyýa †bmìÿa óÈí᪠ÞᥠòŠ‡ÔIμÜa À †bmìÿa ìcHóÈí᪠çc ŠbjnÈbi béåà ÖÕznÜa ânî çc k°
‡à †bmìÿa‡ánÉm >Üa ïуnÜa pþàbÉà bàc LÞÙØ óÈíáváÝÜ ðuŠb©a êuíÜa ôÝÈ ÛbÙnyýa ìc ˜ÕÜbi óàíÈ
béàa‡ƒnbi |—åž î þÐ b膇Èì †bmìÿa μi óÐb¾a ôÝÈ}17{Ëì‹“¾a a‰è À êÈbjmg # bà a‰èìN
†bmìÿa óÈíá1 óïÝïáznÜa óÉÜa lbyQg†íáÉÜa o¥C19Z
‡míÜa ßíZL = 18 m
‡míÜa ‹ÔZD = 40 cm
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‡î‡¥(Q s)Z
s A s f = sQ
óïÝà‹Üa ói6ÝÜIojž y báØÀ‡åjÜa2.3.4.5HNNNNNNNNNNNNNNNNNN f s = 65.1 KN/m2
ðÔbjÜ bàcpbÕj ÝÜa μÜaμ ( soft clay)Z f s = α C ……………… ( α = 1) A s = p( Δ L)
sïyZ
p ZÂï0aI2.8 mF4HN
Δ L Zói6Üa pbÕj æà óÕj ÞÙÜ ‹Äbå¾a ‡míÜa ßíN
Qs = 4(2.8) [ 17.5 F 6 + 65.1 F 1 + 20 F 5 + 30 F 6 ] = 5041 KN
‡î‡¥(Q p)Zæäbè ó܆bÉà æà bè‡î‡¥ æÙºIÖj bá؇yaíÜa ‡míÜa ÞᥠóÉ lby ÀZ H
1 ..............[8]
2 p p c c q q
Q A CN d q N d D N γ
γ ⎛ ⎞= + +⎜ ⎟⎝ ⎠
öbårnbi bÕib bè‡î‡¥ # pbàíÝɾa Êï»(d q ) , (d c) àbɾa ôÝÈ ‡ánÉm ðèìÞ (K)sïy LZ
K = tan-1
B
Df . …………
B
Df > 1
B
Df
= 82
18
. = 6.4 > 1 ⇒ K = tan
-1
(6.4) = 1.421 0.4 1 0.4 1.42 1.57
cd K = + = + × =
2 1 2 tan (1 - sin ) 1 0.294 1.42 1.42qd K φ φ = + = + × =
p
1 Q = 2.82 40 ×10.97× 1.57 + 192 ×3.9× 1.42+ (18.5 - 9.81) × 2.8 × 1.2
2
= 13852 KN
⎛ ⎞⎜ ⎟⎝ ⎠
†bmìÿa óÈíá1 óïÝïáznÜa óÉÜa ‡î‡¥QgZ
Qg = Q s + - W pQ
W = γ L A
sïyγóäb‹©a çaŒìc ò‡yìì ói6Üa çaŒìc ò‡yì μi óínà óáïÔ b艂c æÙºN
γ =2
25518
2
+=γ+γ .cs
= 21.75 KN/m2
∴ W = 21.75 F18 F 2.82= 3070 KN
Q g = 5041 + 13852 – 3070 = 15823 KN
∴ Q g (all) = 15823. 3
g Q F S
= = 5274 KN
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( ) ( )( ) 5274 9 250 2250 2150 ........... g all all Q KN nQ KN KN = > = × = > OK
6.3.4.5†bmìÿa óÈí᪠Ãíjè}19{Z À ózší¾a óvÝÜ ‹ÅåÜbiÞÙ’I5M6HÃíj:a çhÐ Ú܉Üì L óÉč j“à óåïÜ óïåï ói‹m ðè ói6Üa âÅÉà çc Æyþä
Ãíj:a a‰èì L k Ý—nÜa Ãíjè çíÙï †bmìÿa óÈíá1 ž yóøÐbÙ¾a ó“jÝÜa óÕî‹ ãa‡ƒnbi k (Equivalent mat
method)sïy L î†bmìÿa óÈí᪠ßa‡jna ân Ú܈ì L ó“jÝikyóïÜbnÜa pýb¨aZ
I1HkÝ—nÜa óÕib óîíÝÉÜa ói6Üa çíÙm bà óÜby À ÖáÉÜa Ñä ‡åÈN
I2H ‡åÈ2
3 L
⎛ ⎞⎜ ⎟⎝ ⎠
óïØbÙnyýa †bmìÿa óÜby ÀN
I3H‡åÈLóč ïЋÜa †bmìÿa óÜby ÀN
sïyL‡míÜa ßí íèN
óÕî‹ ãa‡ƒnbi ói6Üa pbÕj ¶g ó“jÝÜa æà ßb¼ÿa ÊîŒím ânî âqIóîìaŒ60Ć HÃíj:a lbyìN
†bmìÿa óÈíá1 Ãíj:a lby |šíî ðÜbnÜa ßbr¾aì†íáÉÜa o¥C19Z
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•¶ìÿa óÕjÜaIH = 6 mHZ= 54.8 KN/m
2
2Δ
823023
2150
].)tan([)A(
ov+
=σ′
v (A) = 3(18.8) + 3(18.8 – 9.81) + 1(19.5 – 9.81) + 5(18.8 – 9.81) + 3(18.8 – 9.81)
=165 KN/m2
σ′
2
o
= 76 KN/m
e = 2.09
pσ ′ ⎫⎪
⎬⎪⎭
kÝ—nÜa Šbjn‚a w÷bnä æà …… 1 Özݾa4M?zå¾a
O.C.R =76
165
p
v
σ
σ
′=
′
= 0.5 < 1 ⇒ normal consolidation
Cc =1.515 1.085
0.718
log2
−≅
⎛ ⎞⎜ ⎟⎝ ⎠
∴ 1
0.71 165 54.8600 log
1 2.09 165cS ⎛ ⎞ ⎛
⎜ ⎟ ⎜⎝ ⎠ ⎝
⎞⎟
⎠
+= × ×
+ = 17 cm
•óïäbrÜa óÕjÜaH = 2 m )Z H
2
2150(B) = 18.1 KN/m2
[7 2 tan 30 2.8]v o
σ ′Δ =× +
(B) = 165 + 3(18.8 – 9.81) + 1(18.5 – 9.81) = 200.7 KN/m2 vσ′
Özݾa4M?zå¾a4NNNNNNNNNNNNNNNNNNNNNNNNNNNN= 270 KN/m2
pσ′
eo = 1.035
∴ O.C.R =7200
270
. = 1.3 > 1 ⇒ over consolidation
∴ Cr =0.8 0.75
0.0558
log1
⎛ ⎞⎜ ⎟⎝ ⎠
− ≅
∴ 2
0.055 200.7 18.1200 log
1 1.035 200.7cS
⎛ ⎞ ⎛ ⎜ ⎟ ⎜⎝ ⎠ ⎝
⎞⎟
⎠
+= × ×
+ = 0.2 cm
•órÜbrÜa óÕjÜaIH = 4 mHZ
= 10.4 KN/m2
( )2
2150( )
10 2 tan 30 2.8o
C vσ ′ =
× +
Δ
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(C) = 200.7 + 1(18.5 – 9.81) + 2(18.8 – 9.81) = 227.4 KN/m2 vσ′
Özݾa4 – ?zå¾a1 NNNNNNNNNNN= 76 KN/m2 pσ′
eo= 2.09
∴ O.C.R =4227
76
.v
p =σ′σ′
= 0.3 < 1 ⇒ normal consolidation.
∴ Cc = 0.71 NNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNN I¶ìÿa óÕjÜa À báØH
∴ 3
0.71 227.4 10.4400 log
1 2.09 227.4cS ⎛ ⎞ ⎛
⎜ ⎟ ⎜⎝ ⎠ ⎝
⎞⎟
⎠
+= × ×
+ = 1.8 cm
†bmìÿa óÈíá1 ðÝÙÜa Ãíj:aZ Sc = + +1
cS 2cS 3
cS
= 17 + 0.2 + 1.8
= 19 cm
Ša‡Õ· уž î Ãíj:a a‰èì20E[19]Z∴ S = 0.8(19) c
15 cm≅ = 150 mm
μÝÜa μÜa óÜby À óÜíjÕà 5nÉm óáïÕÜa ë‰èìN
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7.3.4.5†bmìÿa öbÍÜ ð÷b“äfia âïá—nÜa(Structural design of pile cap)Z
L ð÷b“äg ‘‡åéà ÞØ êuaím béÈíä æà ò‡î‹Ð óÝÙ“à †bmìÿa öbÌ âïá—m 5nÉž î Ðâïá—nÜ ò‡î‡È ׋ Ûbåé
ðè †bmìÿa öbÌ âïá—m À ‹éÅm >Üa óÝÙ“¾aì L Þ›Ðÿa béîc Óì‹Éà ïÜ æÙÜì L †bmìÿa öḃî‹ÑÜa ð‡å:a béÝÙ’L Іbmìÿa öbÌ çc ¶g óÐbšfibi LòØ‹à ßbÉÐc †ì†Š ¶g óšč ‹Éàì òØ‹à ßb¼c ìc Þ¼ âȇm óÙï8 óþi †bmìÿa öbÍ
č˜ÕÝÜ |ïÝm çì‡i ‡“ÝÜ |ïÝm ôÝÈ ò†bÈ ñín±N
óäb‹ƒÝÜ ðÙî‹àÿa ‡éɾa çg(ACI)öbÌ âïá—m óÕî‹ |î‹–ì |šaì ÞÙ“i †č ‡± ý†bmìÿaIACI_318-
99Hóå À æÙÜì L2002 Šì‡—iì Ó(ACI_318-02)ôč ám óÕî‹ ãa‡ƒnbi |—ä êähÐIstrut and tie method HL
óÕî‹Üa ë‰è æÙÜìÞáÉnm %†bmìÿa öbÌ âïá—m # sïy L béåÈ óïÐbÙÜa Êua‹¾a ‹Ðaím ã‡È kji Ëì‹“¾a a‰è À
ky óč î†bÉÜa óÕî‹Üa ãa‡ƒnbiI99ACI-318-HðmłbØ ðèìZ
I1H†bmìÿa öbÌ †bÉic ‡î‡¥( Dimensions of pile cap)Z ±†bmìÿa †‡È lby ‡Éi †bmìÿa öbÌ †bÉic †‡ æà
óïáïá—nÜa ßb¼ÿa[ ]ACI-15.2 ì‡î‡¥ ‡ÉiöbÍÜ ÖáÈ ÞÔc çc báØ LbéáïÅåm óÕî‹ì béåïi pbÐb¾a
†bmìÿad íè30 cm[ ]ACI-15.7N
I2HòØ‹à òíÔ æÈ òŠbjÈ †bmìÿa ßbÉÐc †ì†Š çc ŠbjnÈa æÙº[ ]ACI-15.2N
I3Hóu‹¨a ÊbÕ¾a ‡åÈ Ú܈ì ãÉÜa lby ânî‡åjÜa À báØ[ ]2.6.4.4N
I4Hânîæà ÖÕznÜað÷bårÜaì ñ†byÿa ˜ÕÜa†íáÉÜa ßíya ânî Ú܉Øì L‡míÜa ßíy ð÷bårÜa ˜ÕÜa æà ÖÕznÜNI5HóïÜbnÜa paí©a Ëbjma ânî êähÐ ˜ÕÝÜ óu‹¨a ÊbÕ¾a æà č ñc ôÝÈ ‡míÜa ÊÕî bà‡åÈZ
cN
óÐbà ‡míÜa Ø‹à ÊÕî bà óÜby À2
D⎛ ⎞⎜ ⎟⎝ ⎠
ý óÜb¨a ë‰è À êähÐ ˜ÕÝÜ x‹¨a ÊÕ¾a xŠb‚ ‹rØc ìc
ÊÕ¾a a‰è ‡åÈ ˜ÕÜa lby À Þ‚‡î[ ]ACI-15.5.4.1N
lN
óÐbà ‡míÜa Ø‹à ÊÕî bà óÜby À2
D⎛ ⎞⎜ ⎟⎝ ⎠
˜ÕÜa lby À Þ‚‡î êähÐ x‹¨a ÊÕ¾a Þ‚a† ÞÔc ìc
ÊÕ¾a a‰è ‡åÈ[ ]ACI-15.5.4.2
N xN
x‹¨a ÊÕ¾a Êà ‡míÜa Þ‚a‡nî bà‡åÈIóïì óÜbyH Üaì ójåÜbi ˜ÕÜa kzž î êähÐ Lμi kbån
μnÕibÜa μnÜb¨a[ ]ACI-15.5.4.3N
sïyDZ‡míÜa ‹ÔN
æà xˆí¹ âïá—m Ú܉Øì L ôɾa ôåj¾a pbbÿ †bmìÿa öbÍÜ ð÷b“äfia âïá—nÜa |č ším óïÜbnÜa óÝràÿaì
óïÝ‚a‡Üa ‡ÈaíÕÜbi ôåj¾a À Šb§a ‡ÈaíÔ Âi‹Ü oà‡ƒna >Üa pa†ač ‡“ÜaN
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1H †bmìÿa ‘bc âïá—m |č šíî ßbràF19 IxˆíáåÜa×1Z H( DL = 1605 KN ) oï¾a Þá¨aZ
( LL = 545 KN ) ð¨a Þá¨aZ
†íáÉÜa †bÉicZ 80 cmF30
‡míÝÜ óïÝïáznÜa óÉÜaZ Qall = 250 KN
‡míÜa ‹ÔZ( D=0.4m )
ó“Ôbå¾aì pbib¨a
c̀= 21MPa
y = 400 MPa
¶ìÿa òí©aZ†bmìÿa †‡È †‡¥ZM
n = d
all
P
Q
………………………………………………[ ]ACI-15.7
Pd = 1605 + 545 = 2150 KN
n =250
2150 = 8.6 9.0 piles ≅
ÞÙ“Übi báØ béÉîŒím ânî †bmìÿa ë‰èìZ
†bmìÿa öbÌ †bÉic Z3.0 mF3.0
óïäbrÜa òí©aZ†bmìÿa öbÌ ÖáÈ lby(d)ZPu = 1.4(1605) + 1.7(545) = 3173.5 KN ……………….[ ]ACI-Eq. (9-2)
=(u pileP ) 9
3173
= 352.6 KN
Assume t = 80 cm
∴ d = 80 – (10 + 7)
= 63 cm > 30cm ….OK [ ]ACI-15.7
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• Strength requirements for shear……………………………[ ]ACI-11.12 :
Vu≤ ∅ Vn…………………………… [ ]ACI-Eq. (11-1)
1) wide beam action for footing : ....................................... [ ]11.12.1.1 ACI −
Vu = 3 P = 3 (352.6) = 1057.8 KN( )neglecting footing wt.
( )u pile
∅Vc =`
6
w
fcb d φ
⎧ ⎫⎪ ⎪⎨ ⎬⎪ ⎪⎩ ⎭
= 3210.85 3.0 0.63 10
6
⎛ ⎞× × ×⎜ ⎟⎜ ⎟
⎝ ⎠
= 1227 KN > Vu = 1057.8 KN ………………O.K
2) Two way action : ............................................................. [ ]ACI-11.12.1.2
8 piles fall within the tributary area
)le ∴ Vu = n F = 8 F 352.6 = 2820.8 KN(u pi
P
c
c o
V
f b d ′ =
0
1 82
6
1. 2
12
1
3
c
sd min of
b
β
α
⎧ ⎛ ⎞+⎪ ⎜ ⎟
⎝ ⎠⎪⎪ ⎛ ⎞⎪
+⎨ ⎜ ⎟⎝ ⎠⎪
⎪⎪⎪⎩
β c = 2
1
80
30
C
C = = 2.67
bo = 2(0.3 + 0.63) + 2(0.8 + 0.63) = 4.72 m
αs = 40 ( for interior column ) ……………….[ ACI_11.12.2.1]
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c
c o
V
f b d ′ =
1 82 0.8
6 2.67
1 40 0.63. 2
12 4.72
1
3
min of
controls
⎧ ⎛ ⎞+ =⎜ ⎟⎪ ⎝ ⎠⎪⎪ ×⎛ ⎞ + =⎨ ⎜ ⎟
⎝ ⎠⎪
⎪⎪⎩
0.6
∴ 1
3 3
ccc
c o
f V V
f b d
′= ⇒ =
′ ob d
∴ ∅V c = 0.853
21 F 4.72 F 0.63 F 103
= 3861 KN > Vu = 2820.8 KN………….O.K
3) Check punching shear for pile :
êÜ ùÐbÙà Êi‹à ÊÕ· ‡míÝÜ ñ‹÷a‡Üa ÊÕ¾a ßa‡jna #׆c òŠí—i kÔbrÜa ˜ÕÜa lb¨ Ú܈ì
ðÜbnÜbØZ Area of pile =
4
π (0.4)2 = 0.126 m
2
1260. = 0.35 m ⇒ use 0.35 F 0.35 m
∴ bo = 2(0.35 +2
630. + 0.1) = 1.53 m
α s = 20 …… ( for corner pile ) β c = 1.0
∴ c
c o
V
f b d ′ =
1 82 1.67
6 1
1 20 0.63min . 2 0.85
12 1.53
1
3
of
⎧ ⎛ ⎞+ =⎜ ⎟⎪ ⎝ ⎠⎪⎪ ×⎛ ⎞+ =⎨ ⎜ ⎟
⎝ ⎠⎪⎪⎪⎩
∴ ∅V c = 0.85 3
21
F 1.53 F 0.63 F 103
= 1251.5 KN > Vu = 352.6 KN ………….O.K
use d = 0.63 m
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órÜbrÜa òí©aZ|ïÝnÜa ‡î‡y lbyZM = 352.6 KN(u pile
P )
L′ = 1.2 –2
30. = 1.05 m
∴ M u = 3(352.6)(1.05)= 1110.7 KN . m
M u =03
11137
.. = 370.2 KN.m /m′
a =400
0.85 0.85 21 1S
c
S fyA A
f b=
′ × × = 22.41 As
a = As d -
2u
M
fy
⎛ ⎞⎜ ⎟∅ ⎝ ⎠
3
379 22.41 0.63 -
0.9 400 10 2 As A
⎛ ⎞= ⎜ ⎟× × ⎝ ⎠
s
∴ 11.205 2
s A – 0.63 As + 0.00103 = 0 As= 0.00168 m2 / m′
•|ïÝnÜa ójä æà ÖÕznÜaZ
ρ = s A
bd
∴ ρ =0.0
1 0× = 0.00267
0168
.63
ρ min
= 0.0018
ρ max = 0.75 F 0.852 F 21 600
400 600 400
⎛ ⎞ ⎛ ×⎜ ⎟ ⎜ +⎝ ⎠ ⎝
⎞⎟
⎠= 0.0171
ρ min < ρ < ρ max ………….O.K
∴ As (Total) = 0.00168 F 3.0 F 104= 50..4 cm2
use 26 16 mm (9 16 mm / m` ) for two directionφ φ
•
Check (ld ) :
ld =21
400201020 ))((. = 351 mm > 300 mm ….. O.K
actual ld =2
803 .− = 1.1 m = 1100 mm > 351mm ….O.K
óÉia‹Üa òí©aZ ‹îb’ÿa ‡î‡y lbyZM
( )min 0.005(0.3 0.8) 104 12
s A c= × × = 2
m
use 6 ∅ 16 mm
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• [ACI_12.3.2]: Development of dowel reinforcement in compression
1) development into the column [ :ACI_15.8.2.3]
0.25 400 16
35021
. 0.04 0.04 400 16 256 200
0.25 b
d
c
d b
l mm
min l fy d mm mm
fy d
f
× ×
= = =
= = × × = >
′
The 16mm dowel bars must extend not less than 35cm into the column.φ
2) development into the footing :
Ld = 350 mm 630
350 . , . .
Minimum available length for dowels development mm
mm required O K
=
>
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2H†a‡“Üa paˆ ‡ÈaíÕÜa( Design of strap footings )Z
ãa‡ƒna #óqþqæà xˆb¹ß쇧aì L ôÉ ¾a ôåjáÝÜ óïÝ‚a‡Üa ‡ÈaíÕÜbi Šb§a ‡ÈaíÔ Âi‹Ü pa†a‡“ÜaI5M1H|šíî
pa†ač ‡“Üa ë‰è ÞïÝ¥ pbibyZ
ß쇧aI5M1Hpa†a‡“Üa ÞïÝ¥ w÷bnäN óïuŠb©a ò‡ÈbÕÜaóïÝ‚a‡Üa ò‡ÈbÕÜa†ač ‡“Üa ‡ÈaíÔ
Âi‹Üa Rd
(KN)
Ru
(KN)
V u(KN)
M u
(KN.m)
Rd
(KN)
Ru
(KN)
V u(KN)
M u(KN.m)
V u(KN)
M u(KN.m)
F 1 – F 7874.51277.5761.6345.21295.51898.5513366.6196.61043.6
F 2 – F 7 1178.21725.8458.5224.11271.81863.2231.8392.4231.8859
F 3 – F 8 970.81433.6194.8190.51144.21704.4163.6306.9163.6551.3
F 4 – F 9 1447.82124454.5467.61632.22408.51156.8768253.5922.1
F 5 – F 10
F 31 – F 32
748.81092.756.7155.41221.21794.356.732356.7259
F 6 – F 7 733.11070.348.3153.31396.92046.7730.6648.248.3255.5
F11-F12165 246.47.447.8780 1138.17.4 285.37.447.8 F17-F18165 246.47.447.8 11951755.17.4 898.47.447.8 F 21 – F 22824.71203.1213.72971730.325691050.4867.287.1535.4
F 25 – F 26 1044.31527.1385.2325.41120.71658.4225.6298.6225.6710.6
“Üa paˆ ‡ÈaíÕÜa âïá—m |šíî ßbrà†ač ‡ Z
μm‡ÈbÕÜa ÂiŠIF5 - F10H⇐I×4 – ×6HF5 ⇒ DL = 570 KN
LL = 140 KN
F10 ⇒ DL = 970 KNLL = 290 KN
Qall = 250 KN ‡míÝÜ óïÝïáznÜa óÉÜa
ó“Ôbå¾aì pbib¨a
¶ìÿa òí©aZ†bmìÿa †‡È †‡¥Z
n = d
all
P
Q
F 5 ⇒ Pd = 570 + 140 = 710 KN
∴ n =250
710 = 2.84 3.0 piles ≅
F 10 ⇒ Pd = 970 + 290 = 1260 KN
∴ n = 250
1260 = 5.0 piles
col. Dimension 30 × 50 cm
col. Dimension 30 × 50 cm
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óïäbrÜa òí©aZa ÊîŒím†bmìÿ ì†ač ‡“Üa ÞïÝ¥Z ðÜbnÜa ÞÙ“Übi |č šíà íè báØ ò‡ÈbÔ ÞÙÜ †bmìÿa ÊîŒím ânîZ
Σ M o = 0 ⇒ 710 F 0.25+ R10 F4.57 = 1260 F 4.57
∴ R10 = 1221.2 KN R5 = 748.8 KN
•alíݾa †bmìÿa †‡È æà ÖÕznÜò‡ÈbÔ ÞÙÜZ
F 5 ⇒ n =250
8748. = 3.0 piles…………… O.K
F 10 ⇒ n =250
21221. = 4.9 5 piles ………… O.K≅
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•‡mì ÞÙÜ õí—ÕÜa óïÝïáznÜa óÉč Üa †b°gZ F 5 ⇒ Pu = 1.4(570) + 1.7(140) = 1036 KN
F 10 ⇒ Pu = 1.4(970) + 1.7(290) = 1851 KN
ΣMo = 0 ⇒ 1036(0.25) +
10u R(4.57) = 1851(4.57)
10u R = 1794.3 KN
5u R = 1092.7 KN
•óïÝïáznÜa óÉÜa †b°gò‡ÈbÔ ÞÙÜ ‡yaíÜa ‡míÝÜ õí—ÕÜaZ
F5 ⇒ =( )u pileP
3
71092. = 364.2 KN
F10 ⇒ =( )u pileP
5
31794. = 358.9 KN
•ðÝî báØ öbå®ýa ãÈì ˜ÕÜa òíÔ pb¬ âŠZ
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órÜbrÜa òí©aZbÌ ÖáÈ lby†bmìÿa ö(d)Z
•óïuŠb©a ò‡ÈbÕÜa(F5) Z1) wide beam action :
V u = 56.7 KN ……From shear force diagram.Pu(pile) = 364.2 KN
Assume d = 0.63 m
∅ V n = 0.856
21 F 3.2 F 0.63 F 103
= 1309 KN > Vu = 56.7 KN
For the other direction:
∅Vn = 0.856
21 F 1.0 F 0.63 F 103
= 409 KN > Vu = 364.2 KN …….O.K
2) Two way action :
Vu = 2(364.2) = 728.4 KN
o
0.63 b = 2 0.3 + + (0.5 + 0.63) = 2.36 m
2
⎛ ⎞⎜ ⎟⎝ ⎠
∅Vc = 0.853
21 F 2.36 F 0.63 F 103
= 1930.5 KN > Vu = 728.4 KN ….O.K
3) Check punching shear for pile : Vu = 364.2 KN
À báØìßbr¾aÊč i‹à ÊÕ· êÜa‡jna # ñ‹÷a‡Üa ‡míÜa ÊÕà çhÐ ÖibÜam0.35F0.35N
0.63 2 0.35 0.2 1.732ob m⎛ ⎞⎜ ⎟⎝ ⎠= + + =
∴∅Vc = 0.853
21 F 1.73 F 0.63 F 103
= 1415 KN > Vu = 364.2 KN NNNNNNNNNNNNO.K
•óč ïÝ‚a‡Üa ò‡ÈbÕÜa(F10)Z1) wide beam action :
d = 0.63 m Assume
Pu(pile) = 358.9 KN
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íÔ †íuíÜ a‹Åäì†bmìÿa æà †‡ÉÜa Ñä ôÝÈ ñín¥ õ‹‚c ‡ÈaLô—Ôc æà ÖÕznÜa k° êähÐ ðÜbnÜbi
ßì‡u ¶g Ëíu‹Übiì pýb¨a Êï» À ˜Ô òíÔI5M1Hč çc ‡−Z
Vu = 56.7 KN ⇐ ( )5 10-F F i‹Üa ‡ÈaíÔb Ã
Vu = 163.6 KN ⇐ ( )3 8-F F ‹Üa ‡ÈaíÔ ib Ã
Vu = 225.6 KN ⇐ ( )25 26-F F i‹Üa ‡ÈaíÔb Ã
max .Vu = 225.6 KN
∴ ∅ Vn= 0.856
21 F 2.9 F 0.63 F 103
= 1186.1 KN > Vu = 225.6 KN
çhÐ ‹‚ła ëb¤þÜ bàcZ
Vu = 2(358.9) = 717.8 KN
∅Vn = 0.856
21 F 2.0 F 0.63 F 103
= 818 KN > Vu = 717.8 KN NNNN O.K
3) Two way action :
Vu = 4 F358.9 = 1435.6 KN
bo = 2(0.3 + 0.63) + 2(0.5 + 0.63) = 4.12 m
∅Vc = 0.853
21 F 4.12 F 0.63 F 103
= 3370 KN > Vu = 1435.6 KN NNNNNNNNO.K
4) Check punching shear for pile :
Vu = 358.9 KN
bo = 2(0.35 +2
630. + 0.2) = 1.73 m
∅Vc= 0.853
21 F 1.73 F 0.63 F 103
= 1415 KN > Vu = 358.9 KN NNNNNNO.K
óÉia‹Üa òí©aZ†bmìÿa öbÍÜ |ïÝnÜa ‡î‡y lbyZ
•óč ïuŠb©a ò‡ÈbÕÜa(F5)Z
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• For long direction :
M u = 364.2 F 0.95 = 346 KN . m
M u =1
346 = 346 KN . m /m′
d = 0.63mAs = 0.00157 m2 / m′
ρ =0.00157
1 0.63× = 0.0025 > ρminNNNNNNNNNNNNO.K
As (Total) = 0.00157 F 1 F 104
use 8 ∅16mm / m′
• For short direction :
M u = 155.4 KN.m ………….From bending moment diagram
M u =23
4155
.. = 48.6 KN . m /m′ ………very small , use As(min) .
d` = 0.614 m. As(min) = 0.0018 F 3.2 F 0.614 F 104= 35.4 cm2
use 18 ∅16mm (6∅16mm/m′)
•óč ïÝ‚a‡Üa ò‡ÈbÕÜa(F10)Z• For long direction :
Pu(pile) = 358.9 KN
∴ M u = 2(358.9)(0.8) = 574.2 KN.m
M u =02
2574
.. = 287.1 KN.m/m′
As= 0.0013 m2 / m′
ρ =
0.0013
1 0.63× = 0.0021 > ρmin
∴ As (Total) = 0.0013 F 2.0 F 104 = 26 cm²
use 13 ∅16mm (7∅16 mm/m′)
• For short direction :
¶g Ëíu‹Übiì L ò‡ÈbÕÜa ë‰: óéib“à õ‹‚c ‡ÈaíÔ ‡uím êähÐ ˜ÕÜa óÜby À bÕib ‹Øˆ báØß쇧a
I5M1ZH
‡§a
I5M1ZH
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M u = 323 KN.m ⇐ (F5 – F10) Âi‹Üa ‡ÈaíÔ
M u = 306.9 KN.m ⇐ (F3 – F8) Âi‹Üa ‡ÈaíÔ
M u = 298.6 KN.m ⇐ (F25 – F26) Âi‹Üa ‡ÈaíÔ Max. M u = 323 KN.m
M u =92
323
. = 111.4 KN . m /m′
d ′ = 0.614 m
As = 0.00051 m2 / m′
ρ =0.00051
1 0.614× = 0.00083 < ρmin
As min = 0.0018 F 2.9 F 0.614 F 104 = 32.1 cm2
use 16∅16mm (6∅16mm / m′)
óàb©a òí©aZ ‹îb’ÿa ‡î‡y lbyZ
Asmin = 0.005(0.3 F 0.5) F 104 = 7.5 cm2
use 4 ∅16mm
a òí©aó†bÜZ†ač ‡“Üa âïá—mZ
xˆíáåÜa o¥ Þ‚‡î μnÕibÜa μm‡ÈbÕÜa μi Âia‹Üa †a‡“ÜaI•2Hpa†a‡“Üa Þá“î ñ‰Üaì L
μi óia‹Üa[F21 - F22 , F6 - F7 , F31 - F32 , F5 - F10 , F3 - F8 ]†a‡“Üa a‰: ˜Ô òíÔ ô—Ôcì L
ðèZ
V u = 163.6 KN ß쇧aI5M1NNNNNNNNNH
n cV v bd V uφ φ = ≥
650 ........( 21MPa , 0.85 )6
c c
f cv KPa for f φ φ φ
⎛ ⎞′′= = = =⎜ ⎟⎜ ⎟
⎝ ⎠
Assume : b = 0.4 m
163.6 = 650 F 0.4 d ⇒ d = 0.63 m
∴ d = 1.5(0.63) = 0.93 m
take t = 1.0 m , d = 0.93 m
•|ïÝnÜa ‡î‡y lbyãÉÝÜ ãìbÕ¾aZ Max. M u = 551.3 KN.m
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M u =40
3551
.. = 1378.25 KN.m/m′
∴ As = 0.00435 m2 / m′
ρ =0.00435
1 0.93× = 0.0047 > ρmin ………..O.K
As Total = 0.00435 F 0.4 F 104= 17.4 cm2
use 6 ∅20 mm
•lby˜ÕÝÜ ãìbÕ¾a |ïÝnÜa ‡î‡yZ
Vc =c
f ′6
1 bwd= 216
1 F 0.4 F 0.93 F 103 = 284.1 KN.
∅u
V = 850
6163
. . = 192.5 KN
2
cV
=2
128 = 142.1 KN4.
2c
V ∴ <
∅u
V < Vc
( )
max
600
930465
2 2
3 2 50.3 2803211
400t
w
mm
d mm
S
A fymm
b
ν
⎧⎪⎪⎪
= =⎪≤
⎨⎪⎪
× × ×⎪= =⎪
⎩
Assume using ∅8 mm stirrups
∴ Smax = 21 cm
use 5∅8mm/m′
( Area = 50.3 mm2 )( 280
t y M Pa= )
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8.3.4.5 óÕïáÉÜa pbbÿa âïá—nÜ óï÷béåÜa w÷bnåÜaZ pbyíÝÜa Þ—ÑÜa a‰è Êà ÖЋà]5M6M7[bézïÝm Þï–bÑmì †bmìÿa pbbÿ ðÕÐÿa ÂÕ¾a |ším ðèì LN
•ßì‡uI5M2H†bmìÿa ‡ÈaíÔ xˆb¹Z †bÉiÿaI 6àH|ïÝnÜa O 6à
xˆíáåÜaßퟋÈËbÑmŠa
†‡È
†bmìÿaa |ïÝnÜaÞîíÜ|ïÝnÜa 7—ÕÜa
×13.03.00.899 ∅16mm9 ∅16mm
×23.02.70.886 ∅16mm8 ∅16mm
2̀
4.22.40.888 ∅16mm6 ∅16mm
×33.22.00.868 ∅16mm6 ∅16mm
3̀ 4.21.80.8612∅16mm 6 ∅16mm
×42.92.00.857 ∅16mm6 ∅16mm
4̀ 3.01.80.857 ∅16mm 6 ∅16mm
×52.0 2.00.846 ∅16mm6 ∅16mm
5̀ M0.846 ∅16mm6 ∅16mm
5``
2.02.00.849 ∅16mm9 ∅16mm
×63.21.00.838 ∅16mm6 ∅16mm
6`
2.01.80.837∅
16mm 6∅
16mm
6``
3.01.00.838 ∅16mm6 ∅16mm
×7 2.01.00.826 ∅16mm6 ∅16mm
•ßì‡uI5M3Hpa†ač ‡“Üa xˆb¹Z
†bÉiÿaI 6àH|ïÝnÜaxˆíáåÜa
Ÿ‹ÉÜaËbÑmŠýañíÝÈðÝÑpbäbØ
•10.51.259 ∅16mm4 ∅16mm6 ∅8mm/m′
•20.41.06 ∅20mm3 ∅16mm5 ∅8mm/m′
•3 0.3 0.7 5 ∅20mm 2 ∅16mm 5 ∅8mm/m′
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9.3.4.5 ‡míÝÜ ð÷b“äfia âïá—nÜa}17{Z†bmìÿa âïá—móïäb‹©a « òíÔ ¶g óšč ‹Éà çíÙm bà‡åÈ ó–b‚ L ò‡áÈÿa âïá—m æÈ a7rØ ÒÝn² ýL ÂÕÐ óč îŠí
ïуnÜa pþàbÉà ãa‡ƒna æÙº ý æÙÜìI∅Hõí—ÕÜa óàìbÕ¾a óÕî‹i †bmìÿa âïá—nÜ ò‡áÈÿbi ó–b©aN
• á¾a ÞáznÜa óÉñŠí« ÂÍ›Ü Ÿč ‹Éž à ‡míÜ béi í [ACI_543-2.3.3]Z
Ša‡Õ· óîØ‹à ýì óîŠí« ÂÍš òíÕÜ Ÿ‹Éž à ‡míÜa çíÙî bà‡åÈ5E ɾa çhÐ>Üa pý†b óÉ lby béi ânî
béi íá¾a Þč áznÜabÅyþ¾aì ‡míÝÜp|ïÝnÜa ójäì …bïÿa †‡Éi ó–b©a zšíàó ß쇧biI5M4Z H
ß쇧aI5M4H ñŠí« ÂÍ›Ü Ÿč ‹Éž à ‡míÜ béi íá¾a ÞáznÜa óÉ
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•‡míÝÜ béi íá¾a ‡“Üa óÉZ
a ‡míÜa óÉóïÜbnÜa ó܆bɾbi ôÉž m ‡“Üa óÜby À béi íá¾Z
at s= P 0.5 A ....................[ACI_543-2.3.3.2] fy
• bč ïjäbu óàíȇ¾a 7Ì †bmìÿa[ACI_543-2.1.6]Z
öb¾a À aŠíáÍà çíÙî bà‡åÈ bïjäbu ãíȇà 7Ì ‡míÜa 5nÉž îçíÙî bà‡åÈ ìc LLöaí:biãíȇà 7Ì ‡míÜa 5nÉîì
b›îc Üa óÜby ÀÚbánÜa ÞÕî bà‡åÈ óåïÝÜa óïåïÜa ói6 (C)æÈ ói6ÝÜ( 5KN/m2 )NçhÐ ôɾa ÊÔí¾bi ói6Üa óÜb¨ì(
C > 17KN/m2 )ãíȇà 5nÉž î ‡míÜa çhÐ ðÜbnÜbiì bïjäbuN
‡míÜa âïá—m[17]( Pile design )Z
Šbïn‚a #Ëíä‡míÜaÊÔí¾a À líj—¾a‡åjÜbi]1.3.4.5(cast in place pile) [N bÕÐì êÜ óïáïá—nÜa ó܆bɾaì
ß쇧I5M4Hózݾa óäb‹©a æà ‡mì êäc ŠbjnÈa ðÝÈμÜbi ×bån‚fia æà ênîbᨠÓþÌ À líj—àZ
all c s`P = 0.33 A + 0.39 Ac f fy
sïyZ
Pall Z‡míÝÜ ÂÍ›Üa óàìbÕàIbéi íá¾aN H
c f ′ Za †béugózݾa óäb‹ƒÝÜ ÂÍ›Ü( 21MPa )N
Ac Zðäb‹©a ÊÕ¾a óybàN
fy Z|ïÝnÜa ‡î‡¨ Ë훩a †béug( 400MPa )N
As Z|ïÝnÜa ‡î‡y óybàN
Assume 6 ∅20mm longitudinal reinforcement ( As = 0.00188 m2 )
( )
2
2 2
3
0.001880.015 1.5 %
0.44
--
-- 0.00188
0.4 0.1244
0.33 21 0.124 0.39 400 0.00188 10
1152.6 ( 250 ) ........ .
s
g
c g s
all
all
A
A
A A A
m
P
KN Q KN O K
ρ π
π
= = = =⎛ ⎞
×⎜ ⎟⎝ ⎠
×
=
= =
= × × + × × ×
= > =
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•č ̃ ÕÜa |ïÝm ‡î‡y lby( Spiral )Z
ρ s = 0.12 c
t
f
fy
′ ≥ 0.007 …………………..……[ACI_543-Eq.( 2-9)]
t y = 280 MPa , ` 21c f MPa=
21= 0.12 = 0.009 > 0.007...........O.K
280S ρ
⎛ ⎞⎜ ⎟⎝ ⎠
Assume use ∅10 mm , cover = 7.5 cm
sp.................... [ACI_543-Eq.( 2-9)]
4 4S =
sp sp
S
core sp core s
A A
d S d ρ
ρ ⇒
×
× ×=
×
s
sp
core
sp
= .
A = .
d =
S =
2
ratio of volume of spiral reinforcement to total volume of core
area of spiral,(cm )
diameter of core section, to outside of spiral,(cm).
spacing of pitch of spiral along lengt
ρ
h of member,(cm)
core
diameter of spiral
2
1= =
2
d = Diameter of pile - 2 cover -
40 - 2 7.5 - 26 cm
⎛ ⎞⎜ ⎟⎝ ⎠
⎛ ⎞⎜ ⎟⎝ ⎠
2
sp
144
S = = 13.4 cm26 0.009
π ⎛ ⎞×⎜ ⎟
⎝ ⎠×
∴×
= 13.4 cm
use 10mm / 13cmφ
‡míÝÜ č ‡“Üa óÉ †b°gZ
Pat =21
fy As
=21
(400)(0.00188) F 103= 376 KN
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4.4.5óÕïáÉÜa pbbÿa ‰ïÑåm pbbïnyaZ
ÖÕ¥ çc k° bè7Ìì |ïÝm ‡î‡yì oå8g æà †aí¾a Êï»[ACI_318-05.3]N
À óà‡ƒn¾a †aí¾a Êï»ÖÕ¥ çc k° †bmìÿa ‰ïÑåm[ACI_543-3.3]Nky ânî óäb‹©a ó§bÉàì Êšìì ÞÕäì ÂÝ‚[Chapter 5 of ACI_318-05]N
Ñåm çc k°‰ çíÙnÜ †bmìÿabáØÞÙ“ÜbiI5M8HZ
ÞÙ’I5M8H‡míÝÜ ð÷béåÜa ÞÙ“Üa
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a Öî‹ æÈ ÊÔí¾a À †bmìÿa Šbjn‚a ânî çc k°ky ‡míÜa ÞïᥠŠbjn‚[ASTM D 1143]LÞ—î çc ðÝÈ
Þá¨a750KNN
óî†bÉÜa óäb‹©a æà óÕj ÞáÈ ânîÞÑcÚái ‡ÈaíÕÜa15cmN
ò‡“Üa kz ânî óäb‹©a kÝ—m ‡Éiì Lpa†a‡“Üa o¥ óïj“‚ 뇒 Êšì k° †a‡“Üa paˆ ‡ÈaíÕÜa ‰ïÑåm ‡åÈbÕÝÉà †a‡“Üa ðÕjîìN
‡ƒnbi ‡ÈaíÕÜa ßÈ ânîæ‚bÜa μàínïjÜa ãaN
ÖÕ± çc k° pbbÿa âïá—m À 7ïÍm ñc[ACI_117.90]N
k°ËbjmgÞ—ÑÜa a‰è Êà óÕЋ¾a óî‰ïÑånÜa pbàí‹Üaì pbÅyþ¾a Êï»N
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لمر ج
1) Structural Concrete Design. By Grider, A & Ramirez. J.A. Structural Engineer-
ing Handbook. Boca Raton: CRC Press LLC, 1999
2) Minimum Design Loads for Buildings and Other Structures . American Society
of Civil Engineers (2006), ASCE, Reston, Virginia. ASCE / SEI 7-05.
3) Example of the design of Buildings, to CP 110 and allied codes, by Charles E.
Reynolds & James C Steedman (1972).
4)Design hand book for reinforced concrete design, by Prof.M. Galhoud,
university of alfatah.
5) ACI _ 318. Code of practice for design of structural concrete and comme-
ntary. American Concrete Institute (1995, 1999, 2002, 2005) . ACI, Detroit,
Michigan.
6) Notes on ACI 318-02 Building Code Requirements for Structural Concrete with
Design Applications. Portland Cement Association (PCA) (2002). 5420 Old Or-
chard Road, Skokie, Illinois.
ـ.ـ أآتوب 7جامعة آلية الهندس ـمنهج هندسة األساسات ق ـالف حابصمفيرخ 05/2006 . 7(
8)Foundation Analysis and Design(1997) – by Joseph E. Bowles – Fifth Edition.
خريف.ـ أآتوب 7جامعةآلية الهندس ـIIمنهج ميكانيكا تربة)9 ـ ق ـالف حابصم04/2005 .
10) Geotechnical and Foundation Engineering(1999) – by Robert W. day.
ـ(آودة ميكانيكا التربة وتصميم وتنفيذ األساسات(الكودات العربية الموحدة لتصميم وتنفيذ المباني)11 ـ
دراسة الموقع ـ ل ـوألا .الجز
)ساسات السطحيةتصميم وتنفيذ ا(هندسة األساسا)12 ـ ر..ـاد ـ ي ـبصقلا حاتفلا دبع ديسلا
. 1997الكتب العلمية
13) Principles of Foundation Engineering – by Braja M. Das – by wad swath-
– Belmont – California 1984 .inc
14) Foundation Engineering(1974) – by Pro. Ralph B. Peck & Pro. Walter E.
Hanson & Pro. Thomas H. Thornburn – Second Edition.
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15
) Foundations. British Standard Institution (2004), BSI, London, BS_8004.
16) Timber Pile Design and Construction Manual, by American Wood Preservers
stitute (AWPI) (2002). In
17) ACI_543.Design, Manufacture, and Installation of Concrete Piles. AmericanConcrete Institute (2000). ACI, Detroit, Michigan.
18) Pile Foundation Design (http://sbe.napier.ae .uk).
19) Deep Foundation. U.S. Army Corps of Engineers, Washington, DC (2004).
U.S. Army Standard TI- 818-02.
20) Foundation Design – by Pro. Abd elrahman Omar Hindi – Faculty of
Engineering Mataria – Cairo – Helwan University – 2003.
- Specificationsلمو صفات
• ASCE / SEI 7-05. Minimum Design Loads for Buildings and Other Struc-
tures . American Society of Civil Engineers, ASCE (2006), Reston, Virginia.
•
ACI _ 318. Code of practice for design of structural concrete and commen-tary (1995, 1999, 2002, 2005). American Concrete Institute, ACI, Detroit,
Michigan.
•
ACI Manual of Concrete Practice 2002, MCP2002. American Concrete In-
stitute, ACI, Detroit, Michigan.
155
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المل
156
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ÖzݾaI1Z Hpa‹áÙÜa †bÉicì pbþjÜa Ú8 Šbïn‚a
ýìcZpbþjÜa Ú8 ‡î‡¥Z ‡yaíÜa ëb¤ýa paˆ pbþjÜa õ‡yg Šbïn‚biIOne Way SlabHÞÙ“Übi ózšíà báØ ôèì L Ú8 5Øc ðÉm >ÜaZ
3.60.15
24 24
L= = =
0.15 2.5 0.125d m
t m
∴ = − =
2 =1.4 5.25 + 1.7 3.5 = 13.3 KN/m× ×
•a ôÝÈ ßb¼ÿaóþjÜZ
Iwt. of back filling and tilesD.L = ( t × γ c +
KN/m2
5.25 I ]1.5+25F0.15 = (
L.L = 3.5 KN/m2
Wu = 1.4 D.L +1.7 L.L
22/
13.3 3.621.5
8 8u
u KN mw L
= =×
= M
2/21.5
23.940.9
un
M KN m M
φ == =
I
• jä lby|ïÝnÜa ó I ρ Z H
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2
0.85 21 1
0.85
0.0055
` 28 , 280 , 1
c n
c
c
f M
f f bd y
f MPa fy MPa b m
ρ
ρ
⎫⎛ ⎞⎛ ⎞ ⎛ ⎞⎪⎜ ⎟⎜ ⎟ ⎜ ⎟⎜ ⎟ ⎜ ⎟ ⎪⎝ ⎠⎝ ⎠ ⎝ ⎠ ⎪⎪⎬⎪
⎪⎪⎪⎭
′= − −
′
=
= = =
max. = ρ0.75
)fc =28MPa′
ρ
1β = .....................(0.85 for L1 `0.85 600
600c
b y y
f
f f
β ρ
⎛ ⎞ ⎛ ⎜ ⎟ ⎜⎜ ⎟ ⎜⎝ ⎠ ⎝
= ×+
⎞⎟⎟
⎠
max. b
6000.85×0.85×21
= × =0.0227 ρ 0.0369400+600400
⎛ ⎞ ⎛ ⎞
⎜ ⎟ ⎜ ⎟⎝ ⎠ ⎝ ⎠ ⇒ =
) ( )
ρ
( ( )0.002 0.0055 0.0369 .............min max
OK ρ ρ ρ = < = < =
•paˆ pbþjÜa ôÝÈ b Õib lí0a ÚáÜa Šbjn‚aμèb¤ýaITwo Way SlabZ H
( )2 4.1 7.2 0.126180 180
o P t m+= = =
< 0.150.13t m
m ………….O.K ∴ =
•bjn‚a Š ÕÜa˜ Z
3
0.8528 1.0 0.125 10 93.7 /6 6
c cV f b d KN φ
φ m× =′= × = × × ×
4.10.57 . 4
7.2a
b
l m C
l = = = ⇒
II
ase No
ôÝÈ Þ—® pbþjÜa æà ËíåÜa a‰éi ó–b©a ßìa‡§a æàìZ
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Wa = 0.91 , W b = 0.09
……..O.K 93.7 < / KN m
0.91 13.3 4.124.8 /
2 2a u a
a
W W l V KN m=
× × × ×= =
……..O.K < 93.7 / KN m
0.09 13.3 7.24.3 /
2 2
b u b
b
W W l KN m=
× × × ×= =
.3 0.6
0.6 0.07 0.53
m
d m
V
t = 15cm
bć ïäbqZpa‹áÙÜa †bÉic ‡î‡¥Z
íè pa‹áÙÝÜ ‹¢ 5Øc çc Æyþä ôɾa ôåjáÝÜ ðÕÐÿa ÂÕ¾a æàI7.7 mN H
pa‹áÙÜa †bÉic Ÿ‹ÑiZ
0 ×
∴ = − =
•pa‹áÙÜa ôÝÈ ßb¼ÿaZ
1 Hò‹áÙÝÜ ðma‰Üa çŒíÜaZ
D.L = 0.3 × 0.6 × 25 = 4.5 KN/m
2 HÂ÷aízÝÜ ðma‰Üa çŒíÜaZ
b¨a ËbÑmŠaÂ÷ Ih] H‡yaíÜa Šì‡Üa ËbÑmŠa – ò‹áÙÜa ÖáÈh = 3.5 – 0.6 = 2.9 m
D.L = 0.25 × 2.9 × 7.5 = 5.44 KN / m
3 HpbþjÜa æà ßb¼ÿaZ 5.25
. 2.6252
3.5. 1.75
2
D /
/
L K
L L KN m
= =
= =
N m
•ò‹áÙÜa ôÝÈ ðÝÙÜa Þá¨aZ
. 4.5 2.625 5.44 12.57 /
. 1.75 /
D
III
L K
L KN m
= + + =
=
1.4 12.57 1.7 1.75 20.6 /u
w K = × + × =
N m
L
N m
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27.7
IV
20.6152.7
8u
/ KN ×
m∴ = =
2
/
152.7
169.60.9n KN m= =
M
2
min.
0.85 21 1
0.85
1.40.0075 , 0.005
, 280 , 1
c n
c
c
f M
f f bd y
fy Pa fy MPa b m
ρ
ρ ρ
⎫⎛ ⎞⎛ ⎞ ⎛ ⎞⎪⎜ ⎟⎜ ⎟ ⎜ ⎟⎜ ⎟ ⎜ ⎟ ⎪⎝ ⎠⎝ ⎠ ⎝ ⎠ ⎪⎪⎬⎪⎪⎪⎪⎭
′= − −
′
= =
= = =
( ) ( )
` 28 f M
=
( )0.005 0.0075 0.0369 .............max
ρ ρ ρ = < = < =min
OK
• ÕÜa Šbjn‚a˜ Z3
446223 /
2 2
0.53 0.53 28 0.3 0.53 10 446c c w
c KN m
b d KN × =
= =
′= × = × × × ×V f
V
20.6 7.720.6 0.53 68.4
2u N
×= − × =
V K
68.480.5 /
0.85u
n
V N m
φ = = =
( )
V K
80.5 223 ................ .2
cn
V V KN KN O K
⎛ ⎞⎜ ⎟⎝ ⎠
= < =
∴ðè pa‹áÙÜa Êï» †bÉic0.3 0.6 m×
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V
ÖzݾaIHZ 2( )Checklist items for site reconnaissance
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VI
ÖzݾaI3HZói6Üa pbu
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VII VII
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VIII
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IX
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ÖzݾaI4HZðÝáɾa kÝ—nÜa Šbjn‚a w÷bnäN