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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

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ملبني داري

وعميقة

سطحية

ملبني دارتصميم ساسات

وعميقة

سطحية

تصميم ساسات

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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 ðÉ¾a ?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 ïÝáÉ¾a paŠbjn‚ýa 34

9.3 ói6Üa ‹î‹Õm †a‡Èg 36



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 ðÉ¾a ?j¾a ÊÔí· ói6Üa óÜby æÈ ò‹Ðín¾a pbàíÝÉ¾a 40 2.4.4 êi íá¾a Ãíj:a 41

3.4.4 pbbÿa Ëíä Šbïn‚a 42

4.4.4 óïzÜa pbbÿa Þá¥ òŠ‡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



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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àb©a Þ—ÑÜaZ óÕïáÉÜa pbbÿaZóïn¥ ói‹m óÜb¨ì ðÉ¾a ?jáÝÜ †bmìc pbbc âïá—m # Þ—ÑÜa a‰è À

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ðÕÐÿa ÂÕ¾a çíÙnîôåjáÝÜôÉ¾aÿa âïá—m líÝ¾aìêÜ pbb†íáÈ μqþqì óÉj æàLž à ò‡áÈÿa Éi†‡z bÕjà bè†bÉicñŠbáÉ¾a ‘‡åé¾a ÞjÔ æàL è báØ í ÞÙ“Übi μjàI2M1HNfibiÀ ‡É—áÝÜ ðäb‹‚ Â÷by †íuì ¶g óÐbš

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ì L ò‡áÈÿa#ò‡áÈÿa ðÝÈ ãìÉÜa lby‡åÈ À‹Üa oïjrnÜa ãÈ ÊîŒíni óïåØ‹Üa ì óïÐ‹Üapþ–íÜaò‡áÈÿa ðÝÈ ‹—åÈ ÞØ òöbu ky pa‹áÙÜaìN

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bïjäbuN



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ðè ßb¼ÿaZ 1H ónï¾a ßb¼ÿaZò‡áÈÿaì pa‹áÙÜaì pbþjÜa çaŒìc Þá“mìóÐbšfibigÃþjÜaì ã†‹Üa çaŒìc ¶N 2H óïä ßb¼ÿaZßb¼ÿa Ÿ‹Ð #báØ óïä îêi ð–í óïåíÜa pbÑ–aí¾a ‡éÉàóïÙî‹àÿaIANSIH[2]L ìóîŠa†fia ðäbjáÝÜ‡uìcìa6î êäμiIKN/m²4.8–2.4Hßì‡§bi báØI2M1HLóáïÕÜa p7n‚aìI350 kg / m

2 ìc3.5 KN / m

2Ha ânïÜbéàa‡ƒnbi âïá—nÜN

ßì‡§aI2M1Hßb¼ÿaóïäóïáïá—nÜaóÑÝnƒ¾a ðäbj¾a Ëaíäÿ[2]N

3H bî‹Üa ßb¼cZæÙºßbáègÚÜˆì ÞïÝznÜa ‡åÈ bî‹Üa ßb¼ckyêi ð–ím bàμïä‡¾a μ‡åé¾a óüà ïÙî‹àÿaó IASCEH[2]LkjiÂ÷aíy‡É—¾aóïäb‹©a Üa> mÞáÉ a† ‹—åÉØâÈd“åáÝÜ ojràLçíØ kji b›îcì

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1.3.2.2pbšì‹Ðßb¼ÿa lbyZ

pa‹áÙÜa Êï» †bÉic30×60 cmÚÜˆì pbšì‹ÑÜa ë‰è æà ÖÕznÜa #öa‹uhiôÝÈ pbibyÚ8Êï»pbþjÜa15 cm ÖzÝ¾bi μjà íè báØ pbþjÜaì pa‹áÙÜa æà óÈíáªI1HN ò‡áÈÿa Êï» †bÉic30 × 30 cmNÂ÷aí¨a Ú825 cmN ózÝ¾a óäb‹©a çaŒìc ò‡yìIγ c = 25 KN / m3 N HlíÜa çaŒìc ò‡yì>å8ÿaÏ‹Ñ¾aI b = 7.5 KN / m

3 γN H

ÃþjÜaì ã†‹Üa 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 ßb¼ÿapþàbÉ¾a óÕî‹ ãa‡ƒnbi[13]N

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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



ßì‡§aìI2M2HpbþjÜa æà †íáÈ ÞÙÜ Þ Õnå¾a ðä Þ áäì oï¾a Þáäì ò‹qü ¾a pbþjÜa pbyb à |šíî Ü Šì‡ Ý

Üa‡yaí Z

ßì‡§aI2M2HÞáäpbþjÜa æà †íáÈ ÞÙÜ ÞÕnå¾a ðä Þáäì oï¾aN

†íáÉÜa óyb¾a

ò‹qü¾aIm2H

Þáäoï¾a

IKNH

Þáäðä

IKNH†íáÉÜa

óyb¾aò‹qü¾a

Im2H

Þáäoï¾a

IKNH

Þáäðä

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



ìßì‡§aI2M3Hpa‹áÙÜaì Â÷aízÝÜ ò‹qü¾a ßaíÿa |šíîónï¾a ßb¼ÿaì †íáÈ ÞÙÜ éåà óÝÕnå¾ab ðÜg†íáÈ ÞØæà

Üa Šì‡ Üa‡yaí Z

ßì‡§aI2M3HðÝÈ ónï¾a ßb¼ÿaò‡áÈÿapa‹áÙÜaì Â÷aíä æàN

†íáÉÜa ßíÜa qü¾amH

Þáä ¾aoï

†íáÉÜa ßíÜa qü¾amH

Þáäoï¾a

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



ìßì‡§aI2M4H íîçŒì Ÿ‹Ð # êäc óÅyþà Êà ‡yaì Šì† æà †íáÈ ÞÙÜ ónï¾aì óïä ßb¼ÿa |š

áÈÿaò‡ ]10

Eoï¾a çŒíÜa æàZßì‡§aI2M4H‡yaì Šì† æà ò‡áÈÿa ðÝÈ ónï¾aì óïä ßb¼ÿa |šíîN

†íáÉÜaoï¾a Þáä

IKNHðä Þáä

IKNH †íáÉÜa

oï¾a Þáä IKNH

ðä Þáä 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



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

?Ø‹Üa †íáÉÜa C5

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 ßì‡§a æà ójåi

30Eójåi ì LóïåØ‹Üa ì óïÝ‚a‡Üa ò‡áÈŁÜ bjî‹Õm10Eò‡áÈŁÜóïÐ‹Üa nÈa æÙº ðÜbnÜbiì L†bá w÷bnäpbyb¾a óÕî‹ ò‹qü¾aLßì‡§bi ózšíà ÖiaíÜa Êï» æà ò‡áÈÿa ôÝÈ óïÝÙÜa ßb¼ÿa çíÙm óvïnåÜa ë‰è æàìI2M5Z H

ßì‡§aI2M5Hò‡áÈÿa ðÝÈ óïÝÙÜa ßb¼ÿaN

†íáÉÜa Þáäoï¾a

IKNH

Þáäðä

IKNH

ÞáäðÝÙÜa

IKNH

†íáÉÜa Þáäoï¾a

IKNH

Þáäðä

IKNH

ÞáäðÝÙÜa

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



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

4.3.2.2ôÝÈ ãìÉÜa lbyò‡áÈÿa]4[Z

óïuŠb©a ò‡áÈÿa m >Üa pa‹áÙÜa æà ãÉÜ óš‹Éà å Lbè‡ ìhi ãÉÜa a‰è lby #‡åÈ À‹Üa oïjrnÜa ãÈ †b°

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• À‹Üa oïjrnÜa ãÈZ 12

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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



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 .



: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


أعل

الكلي

النهائي

الحمل

الطابق

ألو

: 210×4=840

308.5×4=1234


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



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



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



: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


أعل

الكلي

النهائي

األوالحمل

الطابق

:118×4=472 172.2×4=689


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



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

.



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



: 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



: 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



ستكشاف لرتبة و حباث ملوقع

Soil exploration and site investigations



1.3 à‡Õà ó Z Ëì‹“ ¾a óàbÔg Êà¾a ÊÔíáÝÜ óïnznÜa ó i6ÝÜ óïÐbØ óaŠ† ãÝn î Ëì‹“ à ñc ‰ ïÑåmì âïá—mê ïÝÈLÚ ÜˆìâéÐ Þuÿ

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§aßì‡ I3M1Hói6Üa Ób“Ùna óÑÝÙm μi óÔþÉÜaËì‹“¾a Ëíäì

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* Site Investigation, Second Edition, C. R. I. Clayton, M. C. Matthews and N. E. Simons.

2.3Ÿ‹ÍÜaÓb“Ùna æàói6ÜaZ

ói6Üa ‘‡åéà ‡Èbm Óí >Üa pbàíÝÉ¾a ðÝÈ ßí—ä íè ói6Üa Ób“Ùna æà Ÿ‹ÍÜa çgThe Geotechnical

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5

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7Nójbå¾a öb“äfia óÕî‹ Šbïn‚aN

3.3 Ób“Ùna wàbä‹iói6Üa( Soil Exploration Program ):

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1.3.3pbàíÝÉ¾a Ê»óïÜìÿaCollection Of Preliminary Information )HZpbàíÝÉà ðÝÈ ßí—¨a òí©a ë‰è Þá“mßíyZ

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2NóïÝ0a pbÑ–aí¾a pbjÝnàóï¾bÉÜaìN

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2.3.3 ËþnaÊÔí¾a( Site Reconnaissance )Zë‰è ÀaóÝy‹¾ m àíÝÉ¾a óäŠbÕàì óÉïjÜa ôÝÈ ÊÔí¾a òŠbîŒ ân êm‡èb“à æÙº b· béÉïá¤ # >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

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3.3.3ðÜč ìÿa Ób“ÙnýaÊÔíáÝÜ Preliminary Site Investigation )HZpbč §a æà óÈíáª ÞáÈ ânî óÝy‹¾a ë‰è ÀIò†bÉÜa ÀóÉiŠc ¶g ‡yaì æàH ‹Ñž y ìcýa Šbjn‚IPitsTest H ‹É¾óÐ

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Ëì‹“áÝÜ[8]N

4.3.3 Ób“Ùnýað÷béåÜa: ( Detailed Site Investigation )

ãbïÕÜa ânî óÝy‹¾a ë‰è ÀóïÝáÉiÓb“ÙnaLÞàbØ‰‚ümì pbč §a æà ‡î‡ÉÜa ÞáÈ ânî sïyæà ‡î‡ÉÜa

ÜapbåïÉ LóïÝÕy paŠbjn‚a õ‹¤ìLóïÝáÉàìÀ ‰‚ÿa Êà ŠbjnÈýaæà béïÝÈ Þ—zn¾a pbàíÝÉ¾aì pbäbïjÜaÓb“Ùnýa

ðÜìÿa[8]N



4.3pbć uói6ÜaISoil Borings H[9]Zpbč §aðè ‹Ñy æÈ òŠbjÈŸŠdiói6Üa pbåïÈ ôÝÈ ßí—ä b:þ‚ æà æÙº êÐb“Ùna †a‹¾a ÊÔí¾aaìÓč ‹ÉnÜ

×‹ ò‡Éi ‹Ñä ë‰è ‰ïÑåm æÙºì LóïnznÜa pbÕjÜa kïm‹mì óïÈíä ôÝÈbéáèc zšíàó ßì‡§biI3M2HZ

ßì‡§aI3M2H|šíîói6Üa pbu ÞáÈ ×‹[10]N ‹Ñä óÕî‹ óÕî‹Übi Òî‹ÉnÜa ‹ÄÓßbáÉnýa

kÕrÜbi ‹Ñä Auger boring

(ASTM D 1452)

lbÕr¾a ÊÐ‡i ‹Ñä ânî

Êà LbïÙïäbÙïà ìc bîì‡î

pbåïÉÜa ‰‚a

óÑïÉ›Üa Šíƒ—Üaì ói6ÝÜ

Óí1a ŠbÑ¨bi ‹Ñä

Hollow-stem auger boring

i ‹Ñä ânî ŠbÑy ãa‡ƒnb

Óíª

ò‹Ñy xbn¥ bà‡åÈ ói6ÝÜ

käaí§a ‡å ðÜg §a

Óa6ufibi ‹ÑäWash-type boring

Þ÷b č „Ñåi ânîIöaíè ìc

H ŠbÑä ÊÐ† ßþ‚

óïÝáÈ Þîm sï¢ ói6Übi

‹Ñä pbÑÝ¬ ÊÐ‡Üa

ói6Üaì μÝÜaì âÈbåÜa μÝÜ

óáÈbåÜaì óå“©a

ðäaŠì‡Üa ‹Ñä 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‚ýaóïÝáÉ¾aN

ÞÙ’I3M1H|šíîÿa i ¾bi †bÉ Ý 6áïÝ łæà pbåïÉÜa ‰‚ ÜaËíå ( )Split-barrel][ BS 1377- Part 9



2.5.3 7Ì pbåïÈóÝÕÝÕà( )sturbed SamplesUndiZ ‰èëÀ óïÙïäbÙï¾a ó i6Üa ™aí ‚ ó Ð‹É¾ ÚÜˆì 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 á¥ òŠ‡Ôì béíjè ôÝÈ ‹qüî pbbÿa æà l‹ ÕÜbi óïÐí§a ëbï¾a †íuìLlbjc Êu‹mìlíåà 7Ímëbï¾a

ç‡¾a 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 ÚÜ‰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



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

ì‰‚a 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 óÐ‹É¾ 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‹šÊÐ†cm15ói6ÜbiN

•

50ÊÐ† 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)



2.7.3 Šbjn‚aÃì‹¬×a6‚ýa ÿaðÙïmbnZ ( )C.PCone penetration test .T

ÿa âÔ ÞjÔ æà Šbjn‚ýa a‰è ŠbÙnia #óå a‡åÜíéi óàbÉÜa ßbÍ’1930LÓËaíäc Êïá§ Šbjn‚ýa a‰è ã‡ƒnîì

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

ŠíáÍ¾aì ób¨aì óÑïÉ›Üa ói6ÝÜ ˜ÕÜa ÞàbÉà ‡î‡znÜ Šbjn‚ýa a‰è ã‡ƒnî‰‚c æÙº ý >Üa ëbï¾bi ò pbåïÈ

óïÝáÉ¾a 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 ã‡ƒn Û‡Üa pbïÝáÈ

b: óïåÑÜa ò†í§aìN



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‹°LóïÝÕä 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 ã‡ƒnîì ì ÃbÍ›äaÞá¥ òŠ‡ÔLói6Üa‘bïÔì ÊÔí¾bi ói6Üa Þïá¥ ânî 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 ïÝáÉ¾a[9]Z åèðÝî bà béáèc æà L ÞáÉ¾a 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 óÐ‹É¾ 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‡ä ë‰è xa‹ƒn †b°góäì‡ÝÜa ÞïÜ†ói6ÝÜIPlasticity IndexHñ‰Üaì‡ÈbîóÐ‹Éà ÀÓ‹—mLói6ÜaÚÜ‰Øì

ói6Üa oäbØ aˆg bà óÐ‹Éà ÀêîŠbïéäaãcóï‚bÑnäaky Šbjn‚ýa ânîì LAN 18

4.8.3ói6ÝÜ =ïjä xŠ‡nÜaISi sis Test HZ bémbznÐ ìa6m >Üa Þ‚bå¾a ãa‡ƒnbi b: ðÝƒå¾a ÞïÝznÜa Öî‹ æÈ ói6Üa Òïå—m À Šbjn‚ýa a‰è ã‡ƒnž îì

μimm100( No.4 ) ìmm0.075( No.200 )L‡î‡¥ ânî êÕî‹ æÈ ñ‰Üa =ïjä xŠ‡nÜa ôåzåà âŠ 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 ã‡ƒnmIOverburden Pressure H Ša‡Õà lby À ã‡ƒn¾a

Â÷aízÝÜ =äb§a ÂÍ›Üa ‡î‡¥ì ói6Üa ÃbÍ›äaaò‡äbÜÛbÙnyýa ÞàbÉàì†bmìŁÜN



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 óÙÙÑ¾a ói6Üa óÜby óÐ‹É¾ óïjåÜa óÐbrÙÜa ã‡ƒnmìIÞàŠMÂÜŒHóïÉïjÜa pbÌa‹ÑÜa ójä ‡î‡¥ Öî‹ æÈ ÚÜˆì 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 ã‡ 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 Þïá¥ êïÐ ânîì óč ïÝà‹Üa ói6ÝÜ bjÜbÌ Šbjn‚ýa a‰è ã‡ƒnž îìLë‰è ßþ‚ æàì

a‡Õà lby ânî pbàíÝÉ¾ač ̃ ÕÜa òíÔ Šói6ÝÜaŒì ìóîÛbÙnyýaðÝ‚a‡ÜaIØHÚbánÜaìICH Šbïn‚ýa ânîì LkyAN

10.8.3 Ší—0a ðqþrÜa ÂÍ›Üa Šbjn‚aITestTriaxial CompressionHZ ò‹ ÷a† âŠ 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 ã‡ƒnž 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 Þïá¥ ânî sïy

Ôím ôny oÔíÜaì ÂÍ›Üa Ša‡ÕàÃíj:a Ò L ’cìky ânîì

AN

‹é



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.

•?ïuìŠ‡ï: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 pbàíÝÉ¾a æà Þ÷bè âØ Êá¤ ‡Ô çíÙî ói6Üa Ób“Ùna wàbä‹i óîbéä À

lŠbvnÜa æàìc ñ‹—jÜa ì óïÝÕ¨aLóïÝáÉ¾a àíÝÉ¾a 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 ÚÜ‰ 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

5NóïÝáÉ¾a paŠbjn‚ýa w÷bnäóïÝÕ¨aìN

6NbéÝïÝ¥ w÷bnäì óïÐí§a ëbï¾a líåà óÜbyð÷bïáïÙÜaN

7Npbï–ímLïdnÜaÞá“mìZ

cHïdnÜa líåà6Õ¾aN

l Híá¾a ói6Üa Þá¥ òŠ‡ÔbéiN

xHpbbÿa Ëíäójbå¾aN



†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



ألس س ت لسطحية

Shallow Foundations



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 ßŒýÜa 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 Þá¥ òŠ‡Ô æà 5Øc ói6Üa ôÝÈ pa†béug kč jž îNói6Üa …bÑnäa óàìbÕàì d“å¾a öauÿ pìbÑn¾a =åÜa Ãíj:a óàìbÕàN

¥ÖïÕ çamýaëbï¾a ÂÍšì ßŒýÜaì 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

Þá¥ òŠ‡Ô lbyÃíj:aì ói6ÜapbbŁÜ ÊÔín¾aN

âïá—nÜað÷b“äfiapbbŁÜN

ânî ać 7‚c†a‡Ègpbàí‹Üaóï÷b“äfiapbbŁÜN



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 ðèìózÝ¾aÞÑc Â÷aí¨a

N

2NóÝ—Ñå¾a ‡ÈaíÕÜaI Isolated footing H( )4d-c-b-1-Zò‡ÈbÔ ‰ïÑåm æÙº báåïy ã‡ƒnm 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 Þá¢ Þč á« †íáÈ Âi‹Ü ã‡ƒnm ðèìðÝ‚a† †íáÉi ñØ‹àN

5Nó“jÝÜa ‘bcI Raft footing H( )g-1- 4Z‡ÈbÔ ðèìÊï» âÈ‡mì ÞàbÙÜbi ôåj¾a ðÍž m ójØ‹à òò‡áÈÿaì Â÷aí¨aN

ÞÙ’I4M1HóïzÜa pbbÿa ËaíäcN



4.4ôåj¾a pbbc âïá—mñŠa†fiaôÉ ¾aZ

1.4.4ðÉ¾a ?j¾a ÊÔí· ói6Üa óÜby æÈ ò‹Ðín¾a pbàíÝÉ¾a( Ground conditions ):

u Ê iŠc ôÝÈ ßí—¨a #êma‹—à óåî‡· 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¸I1L2HÚÜ‰Øì bjî‹Õm çbnéib“nà

çbn§aI3L4Hçbn§a ‰‚c # êähÐ ðÜbnÜbiì LI1

4H §a ë‰: μuˆíáåØpb zÝ¾bi ò†íuíà pb§aì LÖ I3HN

pbzÝ— ¾a çc òbÈa‹à # pb§a ó»‹m ‡åÈ[ ... , some , Trace ]oÝáÉn a ÚÜ‰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



×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 ÚÙÑ¾a 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 Þï¾aìêißì‡§bi ó—ƒÝàI4M1ZH

‡§aßìI4M1 Hêi íá¾a Ãíj:a[10]N

ðÉ¾a d“å¾a çc ŠbjnÈýa À ‰‚ÿbiìóïÜbányaì óïÕj ói6Üa çcì ózÝ¾a óäb‹©a æàtì‡yçhÐ LÒÝn¬ Ãíjè

ðÝÙÜa Ãíj:a( )Total settlement ßì‡§a æà ðÉ¾a ?jáÝÜ ê i íá¾aI4M1Hë‰‚c 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



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 4.4.4Þá¥ òŠ‡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 óÐ‹ÉàÞáznÜa òŠIói6Üa ‡éu ìcH}12N{

•báè μïbc μÝàbÉi †‡znm ói6Üa Þá¥ òŠ‡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 Þá¥ òŠ‡Ô paŠbïéäý óÑÝnƒ¾a Ëaíäÿa[13]



1.4.4.4lby˜ÕÜa óàìbÕàói6ÝÜIShear StrengthHZ êähÐ ò‡ï§a ói6Üa óÜby ŠbjnÈýa À ‰‚ÿbiì ôåj¾a À ãìŠ‡i †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 # líÝ¾a 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 á¥ òŠ‡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



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



q = 16.2(1.1) + (20.9 – 9.81)(1.9) + (20.9 – 9.81) (0.5) = 44.4 KN/m2

°gÞá¥ òŠ‡Ô †b ói6ÜaÞáznÜa òŠ‡Ô pý†bÉà ãa‡ƒnbiZ

I1Hãa‡ƒnbi ÞáznÜa òŠ‡Ô †b°gðØaŒ‹m óÜ†bÉà( Terzaghi )I1943ÓZ H

qult = 1.3 C Nc + q Nq + 0.4 γ BNγ … óÉi‹¾a ‡ÈaíÕÝÜ …………..[8]

sïyZ

qultZ Üa ói6Üa Þá¥ òŠ‡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 óÜ†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



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 óÜ†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)



bć ïäbqZâÔŠ óč §bi ói6Üa Þč á¥ òŠ‡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

Þá¥ òŠ‡Ô †b°gói6ÜaÞáznÜa òŠ‡Ô pý†bÉà ãa‡ƒnbiZ

I1H Š‡Ô †b°gãa‡ƒnbi ÞáznÜa ò ðØaŒ‹m óÜ†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 óÜ†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



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 óÜ†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)

ßì‡§bi ózšíà ÞáznÜa òŠ‡Ô pbiby w÷bnä ˜ƒÝàI4M2HZ



ßì‡§a 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 É¾ Å â Œìb¤ pbÕjÜa50óïÜbÉÜa béÝá¥ òŠ‡Ôì pbÕjÜa ÚÝm òíÔ ôÝÈ ß‡î a‰èì ×a6‚a ñc tì‡y çì† ói‹š

ó–b©a pý†bÉ¾a ßþ‚ æà ÚÜˆ μjm báØÚÜ‰iN

a†bånaìßì‡§bi béïÝÈ Þ—zn¾a w÷bnåÜa ðÜgI4

M2

HóïÐb—Üa béi íá¾a ói6Üa Þá¥ òŠ‡Ô Šbïn‚a #200=

)net(allq(

)2

m/KNlbjc ò‡ÉÜbéáèc i6ÝÜ ÞáznÜa òŠ‡Ô †b°g À béàa‡ƒna # >Üa ×‹Üa çcÞán¥ì óïjî‹¤ ×‹ béÝØ ó

d©aN

2.4.4.4Þá¥ òŠ‡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

óÜ†bÉ¾a 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



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 ðÝáÉ¾a kÝ—nÜa w÷bnåÜ bÕjI ÖzÝ¾a4MâÔŠ ?zå¾a4HN

•?ïÜa ðáÜa óÕjÜ kÝ—nÜa Ãíjè lbyðÝáÉ¾a 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



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



•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 óäì‹¾a 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=åÜaðÉ¾a ?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



4.4.5 =äb§a ói6Üa ÂÍšãìŠ‡jÜa ‡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‹ä ‘‡åé¾aì ð÷bîïÑÜa ÞjÔ æ ðä‹ÑÜa

kàíÜíØóå1776NÓ ŠbjnÈa ðÝÈçc åèÛb μi ÛbÙnya

ói6Üaì Â÷bäL ìóî‹ÅåÜaóÈíší¾a kàíÜíØ óî‹ÅåÜ óč j¾a‘‡åé¾aì ð÷bîïÑÜa ÞjÔ æàñïÝÙäfiaæÙäaŠ

[ói6Üaì Â÷bä 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÷bäÓíói6Üa æÈ a‡ïÉi Û‹znî

óî‹Åä ãa‡ƒnbiìói6Üaì Â÷bä μi ÛbÙnyýa ßbáèhi ñc æÙäaŠðÜbnÜbØZ

• äçc Ÿ‹Ñ ã†‹ÜaóïÝàŠ ói6i ânî Óí Â÷bä 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÷bä ôÝÈ =äb§a ói6Üa ÂÍš lby



•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 óÜ†bÉ¾aðèNNNNNNNNNNNNNNNNNNNNN 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 pbibä w÷bnäI4M5NH

•Â÷bä 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÷bäZ 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′=∴



5.4.41.‡äbÜa Â÷bä Ëíä Šbïn‚aIType of retaining wall HZ À ãìŠ‡i †íuì kji É¾a ôåj¾að č ähÐŽ ê #‡äb Â÷by ãa‡ƒna( Retaining Wall )käaíu oïjrnÜ

ÚÜ‰Øì =äb§a ói6Üa ÂÍš æà ênîb¼ì ôÉ¾a ôåj¾al‹m Êå¾ëbï¾a¶gÞ‚a†ãìŠ‡jÜaN

a6Ôa # ÚÜ‰Ü qóqþ Ëaíäc‡äbÜa Â÷bä æàLÞÙ“Übi ózšíà ôèìI4M6NH

•Â÷bäðÜíibÙÜaIcZHý†íuì kji êàa‡ƒna æÙºçbjà ªb òŠìôåjáÝÜN

•Â÷bäLIlZHë†bÉjna # 7Ì êäÿLñ†b—nÔabć ›îcìş çc ¶g óÐbšfibi óïzÜa ‡ÈaíÕÜa Êà Þ‚a‡nî Óí

bä o¥ ò‹ánà ò‡ÈbÔ kÝnî êáïá—m ì L‡ÈaíÕÜaì Â÷béáïá—móîì‡ïÜa pbibä 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÷aíäN



Â÷bäIxHIëŠbïn‚a # ñ‰Üa Â÷bäZHa6Ôa #a‰èÂ÷bä ÜçíÙï báznÝàć (monolithic)æà Þ—nà 7Ìì ò‡áÈÿbi

ôÝÈÿac ìæàLÞÑÿa ìa‰: käÿa ËíåÜa 5nÉî ÝÜôåjá ðÉ¾aóÝïÝÔ 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÷bä æà ‡ÈaíÕÜaì ò‡áÈÿa ¶g óÝÕnå¾a ßb¼ÿa lby‡äbÜaZ Õåî êäa ‡uì ‡äbÜa Â÷bä Ëíä Šbïn‚a # Ć çc ‡Éi ì óïÕÐc õíÔ Þ Þránmì L‡ÈaíÕÜaì óïuŠb©a ãìŠ‡jÜa 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÷bä 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÷bä 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÷bäN

3.5mZ †íáÉÜa ËbÑmŠa Þrº íèì LŠì‡Üa ËbÑmŠaN



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

ßì‡§aìI4M3Hpbibä 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 ‡éÉ¾a ÞjÔ æà ò‡É ¾a pbï–ínÜa ôÝÈ ‡ánÉm ózÝ¾a 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

2Hóäì‹¾a 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 Þáä(Dead load)N

L.L Zðä Þáä(Live Load)N



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 ÚÜ‰Øì L öb“äfia †aíà ˜÷b—‚

ïÑ¦ ÞàbÉà ãa‡ƒna Öî‹ æÈ ÚÜˆì LóÕÕ« 7ÍÜa õ‹‚ÿaI∅HâïÕÜa ë‰èì L âïá—nÜa pbjÝnà ò†bîÜ

ßì‡§bi ózšíàI4M4H}5{Z

ßì‡§aI4M4HâïÔI∅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‡¨ Ëí›©a †béugN

d

Zč ÉÑÜa ÖáÉÜaÊÕáÝÜ ßb N c′ Zóäb‹ƒÝÜ ÂÍ›Üa óàìbÕàN

b Zðäb‹©a ÊÕ¾a Ÿ‹ÈN

[∅ = 0.9]ßì‡§bi báØI4M4N H

[ ]1.85 0.85 0.008( 30 ) 0.65c

f MPa0 ′ β ≥ = − − ≥



•ãÈ ¶g Ÿč ‹Éž à ËbÕi ò†íuí¾a ‡î‡ä 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 âƒ›¾a ãÉÜa ‡î‡¥ ânîóu‹ä ÊbÕ¾a ‡åÈ

zší¾aó ÞÙ“ÜbiI4M7HL ä ói6Üa ÂÍ š æà wmb åÜa ã ÉÜa lbyìñ‡ cæ à ‡yaì käbu ð ÝÈ ò‡ÈbÕÜa ÞÑ

¾aðc‹Üa ñín LÀ ã‡ƒnî ãÉÜa a‰è†b°góiíÝ¾a |ïÝnÜa ‡î‡y óybà ÈbÕÝÜò‡ N



( )Tow-way footings

ÞÙ’I4M7HóÝ—Ñå¾a ‡ÈaíÕÜa À âƒ›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 footingsßì‡§bi |šíàI4M5NH

ßì‡uI4M5H‡ÈaíÕÜa À ãÉÜa |ïÝm ‡î‡y ÊîŒím óïÑïØN



‡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‡ÈbÕÝÜ˜ÕÜa báèì

kÔbrÜa[ Punching shear ] ìñ†byÿa ˜ÕÜa[Wide beam shear ]Lk° μnÜbä À sïyçcóàìbÕà çíÙm

©aóäb‹ IvH˜ÕÝÜcæà 5Ø†béugâƒ›¾a ˜ÕÜaIHx‹ä ÊÕ¾a ‡åÈ|šíà íè báØÞÙ“ÜbiI4M8HLaˆgì

Ã‹“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‹ä ÊÕ¾a ‡åÈ óî‡yÞÙ“ÜbiI4M8NcH

bd Z˜ÕÝÜ óàìbÕ¾a óyb¾aN

b ZÊÕ¾a Ÿ‹ÈæÙºìë‰‚c Üˆ ‰‚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



• 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 Þá¥ óÉ Bearing strength of column )HZ

∅Pnb = ∅(0.85c

f ′A1) …………… [ACI M10.17.1]

H Z Bearing strength of footing 2Hò‡ÈbÕÝÜ ÖzÜa Þá¥ óÉI

∅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



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 ÞÔcózÝ¾a 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›ÜaózÝ¾a óäb‹ƒÝÜMPa)( = 21 fc ′N

•óàìbÕàÂÍ›Üaóî†bÉÜa óäb‹ƒÝÜ( MPa)=17 fc ′N

•|ïÝnÜa ‡î‡¨ Ëí›©a †béug( 00 MPa)N = 4 fy

_ 318 ACI

•pý†bÉ¾a 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



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 óÐ‹Ð‹Üa çíÙ

‰ïÑånÜaì âïá—nÜa Þéî ðÜbnÜbiì μèb¤ýbi óîìbnà |ïÝnÜa N



•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 líÝ¾a |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’ âŠ ânî âq Lò‡ÈbÕÝÜ ðÝÙÜa ÚáÜa lby ânîN

Þá“î ‡ÈaíÕÜa æà ËíåÜa a‰èì:

(F )



óÝ—Ñåà ò‡ÈbÔ âïá—mIF19HÂÕÐ óîŠí« ÂÍš òíÔ ðÜg óš‹ÉàI× xˆíáåÜa7HZ

oï¾a ÞáäID.L] H.1605 KN

ÞáäðäIL.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 pbibä

¶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©aZózÝ¾a óäb‹©a †bÉic lbyZ

•óî†bÉÜa óäb‹©a ÞÑc ñ‡ä †béufia lbyZ

1.4 1605 1.7 545 3174u

P K = × + × =

3174 2943 3.6

ult q K = =

×Pa

•óî†bÉÜa óäb‹©a óÐ‹ÐŠ lby( C )Z



çg ÐŠóäb‹©a óÐ‹ 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 óÐ‹ÐŠóî†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 ZÞàbÉàïÑ¦= 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

∴ = − = − =

= − = − =



•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©aZózÝ¾a 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—® óÜ†bÉ¾a ë‰è Þ¢Z

d = 0.5 m



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—® óÜ†bÉ¾a 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



• 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—® óÜ†bÉ¾a 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 ).



( )

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 = + +

= + =



2.7.4.4ãÈì óîŠí« òíÔ 7qdm o¥ óÝ—Ñåà ò‡ÈbÔ âïá—mZ Ð ëŠìb« ‡yc ßíy ãÈ ìc ñØ‹à 7Ì Þá¨ ‘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( )maxqóÜ†bÉ¾a 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 ÚÜˆì LóÜ†bÉ¾a 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



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 Þáäoï¾ID.L] H110 KN Þáä ðäIL.L] H50 KN

ãÉÜaIM H]90.5 KN.m

c†íáÉÜa †bÉiZ30 40 cm×

å¾aì pbibäó“Ôb


Pd = 110 + 50 = 160 KN

Ć çc k° ò‡ÈbÕÜa o¥ âÅnåà †béufia ÞÉ§ 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

⎛ ⎞ ⎛ ⎞

= + = + =⎜ ⎟⎜ ⎟ ⎝ ⎠⎝ ⎠



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.


ò‡ÈbÕÜa ÞÑa †béufia óïàbÅnäa ôÝÈ óÅÐbzáÝÜLk°ßíÜa Ñä ãa‡ƒnaLózÝ¾a óäb‹ƒÝÜN

1.6 m reinforced concrete.F Use 1.0

•ózÝ¾aì óî†bÉÜa óäb‹©a μi àþnÜa †béug æà ÖÕznÜaN

160100 500

1.0 1.6d

cq P

KPa KPa B L

= = = <× ×

KN = × + × =

órÜbrÜa òí©aZózÝ¾a 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

′ = − =′× = − ×

× = − ×∴ ≈



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:



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




• 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 óÜbä 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 óÐ‹ÐŠ lby ânî êähÐ ‡ÈaíÕÜa ÞÑc óî†bÈ óäb‹‚ †íuì óÜby ÀC )HÀ Öj báØ óÜby

óÝ—Ñå¾a ‡ÈaíÕÜasïy LózÝ¾a óäb‹©a †bÉic lby ânî béåàì LZ

C2BB = −′ I2 H‘bÿa ÖáÈ ‡î‡¥ ânî(d)æÈ ÞÕî ý sï¢20cm˜ÕÜa Öî‹ æÈ ÚÜˆ ì

(wN ñ†byÿa)ide beam action

I3 HμïÉm ânî êåàì Lx‹ä ÊÕ¾a ‡åÈ öbå®ýa ãÈ lby ânî|ïÝnÜa ójä æà ÖÕznÜaì ‡î‡ä óïáØN

I4 H•báÙäýaì òŠa‹ä óàìbÕ¾ ÚÜˆì ôä†ÿa ‡ä ‰‚üî ò‡ÈbÕÝÜ ðÜíÜa ëb¤ýa À ‡î‡äN

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



óïî‹“Üa ò‡ÈbÕÜa âïá—mF38I× xˆíáåÜa8HZ

d P 300 /KN m ′=

alq 200l KPa=



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 )


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©aZózÝ¾a 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



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′ ′∴ = =


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 = + +



4.7.4.4 ÈaíÕÜaójØ‹¾a ‡ IóØ6“¾aH( )Combined Footings

(ACI Committee 336)

Z

óÝàb¨a ‡ÈaíÕÜa ðè óØ6“¾a ‡ÈaíÕÜaμî†íáÉÜ†íuì óÜby À ã‡ƒnm 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¨ ã‡ƒnm béäc báØ

äóïÙÝ¾a óîbé I Šbu ò‡ÈbÔHò‡yaì ò‡ÈbÔ À êåà kî‹Ô ðÝ‚a† ‹‚e †íáÈ Êà êÉšíi ÚÜˆìN 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‹¾aÞÉ§ì†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 ‡åÈpbbcðÉ¾a ?j¾aÂiŠ À ‡î‡znÜbiì L Šb§a ‡ÈaíÔ



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 óÐ‹Ð‹Üa †b°g ânîânîózÝ¾a óäb‹©a †bÉic ‡uìNI5Hânî

Þîí¥ßb¼ÿa áïá—nÜaóï óî‡ä ßb¼ÿa ¶gIóáƒ›¾aH‡ÈaíÕÜa ÞÑa †béuflÜ õí—ÕÜa óáïÕÜa lby ânî béåàì

ózÝ¾aN

I6Hfiaì ßb¼ŁÜ õí—ÕÜa âïÕÜa ãa‡ƒnbißb¼c ‰‚c Êà öbå®ýa ãÈì ˜ÕÜa â‹î ózÝ¾a óäb‹©a ÞÑa †béu

†íáÉÜa Ø‹à ‡åÈ òØ‹à ßb¼dØ ò‡áÈÿaN

I7Hæà ‘bÿa ÖáÈ μïÉm ânî˜ÕÝÜ óu‹ä 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 Â¬ æà ‰‚üîìHN

•ãÉÜakuí¾aÞîíÜa ëb¤ýa ÀðÜíibÙÜa övÝÜIãÉÜa Â¬ 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‡ä óÜbä ë‰è À ‡î‡ä ‰‚üîì LóàìbÕ¾ ôä†ÿa

•báÙäýaì òŠa‹äN

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



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


óî†bÉÜa óäb‹©a óÐ‹ÐŠ0.4 6àB = 1.55 – 2(0.4) = 0.75mL = 6.5m

Use 1.2 F 6.5m reinforced concrete



• 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 lbyÞÑcózÝ¾a 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



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 )



max. 1039 .u M KN m= NNNNNNNNNNNNNNNNNNNNNNN( æàãÉÜa Â¬ )

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′∴ = =


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 Â¬ 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):



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′ ′= =



∴ As(min) = 0.0018 F 1.68 F 0.904 F 104 = 27.3 cm2


•

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= × × × =


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 = + +

= +

=



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 óÜ†bÉ· ÚÜˆìó

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 Þá¥ òŠ‡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†íáÉÜacðÝÈ†a‡“ÜaN

•‡ÈaíÕÜa Ÿ‹È À 7jÙÜa Óþn‚ýa kå¤(B) î ðÙÜói6Üa ÂÍš õìbn æîbjn¾a Ãíj:a æà ÞïÝÕnÝÜ ÚÜˆ ìN

ÞÙ’I4M12HóïÜíibÙÜa ‡ÈaíÕÜa



‡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



•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 ×

ózÝ¾a óäb‹©a †bÉicZ1.7 2.1m×NNNNNNNNNNNNNNNNNNóî†bÉÜa óäb‹©a óÐ‹ÐŠ40 cm

27

7 7 7

1792.4

(2) : 6.14293ult

R

F B L mq× = = =



∴óî†bÉÜa óäb‹©a †bÉicZ2.4 2.6m×

∴ózÝ¾a óäb‹©a †bÉicZ1.6×NNNNNNNNNNNNNNNNNNóî†bÉÜa óäb‹©a óÐ‹ÐŠ40 cm 1.8m

•ózÝ¾a 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



•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 cózÝ¾a óäb‹©a †bÉiZ



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

ózÝ¾a óäb‹©a †bÉicZózÝ¾a 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



•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

∴ =∴ =



•‡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 ózÝ¾a 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

ózÝ¾a óäb‹©a †bÉicZ m1.8F1.8 •ózÝ¾a 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

′′ = ⇒ =



•öbå®ýa ãÈì ˜ÕÜa òíÔ pb¬ âŠZ

•ò‡ÈbÕÜa âïá—m)F(: 1

óî†bÉÜa óäb‹©a †bÉicZ 2.0 2.1m×

ózÝ¾a óäb‹©a †bÉicZ 1.7 1.7m×

¶ìÿa òí©aZ‘bÿa ÖáÈ âïá—m(d)Z 1) wide beam action:

650c

KPaν =

˜ÕÜa Â¬ æàIórÜbrÜa óÜb¨aH………………………V K …………881.3u N =



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 Â¬ 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 ′∴ =



|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. ×

ózÝ¾a óäb‹©a †bÉic1.7 2.1m×

¶ìÿa òí©aZ‘bÿa ÖáÈ âïá—m(d)Z

1) wide beam action:



˜ÕÜa Â¬ 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 Â¬ 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= × × =



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‹ä óÜbä ş çc ‡− óÕibÜa óqþrÜa pýbzÝÜ ˜ÕÜa òíÔ pb¬ æàI˜Ô òíÔ ô—Ôc ðÉm >ÜaHóÜbä ðè

sïy ¶ìÿaZ

¶ìÿa óÜbäNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNN ZV NN978.8u

KN NNNNNNNNNNNNNNN=

óïäbrÜa óÜbäNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNN ZV N866.9u

KN NNNNNNNNNNNNNN=

órÜbrÜa óÜbäNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNN ZV N674.7u

KN NNNNNNNNNNNNNNN=

óî†bÉÜa óäb‹©a †bÉicZ2.4 2.6m×

ózÝ¾a 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 Â¬ æàI¶ìÿa óÜbäHNNNNNNNNNNNNNNNNNNNNNNNNNNV 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



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 Â¬MóïäbrÜa óÜbäNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNN 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 Â¬MðÜìÿa óÜbäNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNN 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 óÜbä 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= =

μnÜbä 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



ÿa òí©a¶ìZ†ač ‡“Üa ÖáÈ âïá—m(d)Z

n c uV v bd V φ = φ ≥

……………215.9KN =

I˜ÕÜa Â¬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 Â¬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= × × ×



355.1177.6

2

cV 2

KN = =

215.9KN = I˜ÕÜa Â¬ 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



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 ã†‹Üa çŒì(1

2.5 / )KN m

2/ )KN m3

.22 /P c

ãìŠ‡jÜa 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 /

LãìŠ‡jÜa óþi Ú815cmH

ã†‹Üa çŒì(Iã†‹Üa 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



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



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 óÐ‹Éà 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



˜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 ÖÐ‹àpbyíÝÜa2M3M4bézïÝm Þï–bÑmì ‡ÈaíÕÝÜ ðÕÐÿa ÂÕ¾a |ším ðèì LN ßì‡uI4M6HóïÝ‚a‡Üa ‡ÈaíÕÜa xˆb¹IóÝ—Ñå¾aHZ

óî†bÉÜa óäb‹©a †bÉic (m)

ózÝ¾a 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



ßì‡uI4M7H Šb§a ‡ÈaíÔ xˆb¹IóÝ—Ñå¾aHZ

óî†bÉÜa óäb‹©a †bÉic (m)

ózÝ¾a 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 †bÉicózÝ¾a(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`



8.7.4.4 ‡äbÜa Â÷bä 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÷bä 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÷bäN

î ßb¼ÿa ãbÅnäa ã‡È kjiâÕ Â÷bäk¥ì |÷a‹’ tþq ðÜgôÝÈ óÝ¾a õíÕÜaó±‹’ ÞØó¤båÜaì

ói6Üa ÂÍš æà‡åjÜbi lí0aI5.4.4

HL mìâá— ó±‹’ ÞØbè‡yíÜðÜbnÜa ÞÙ“Übi |šíà íè báØZ



¶ìÿa ó±‹“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 ⎛ ⎞

× ×⎛ ⎞ ⎛ ⎞∴ = − −⎜ ⎟⎜ ⎟ ⎜⎜ ⎟× × × ×⎝ ⎠ ⎝ ⎝ ⎠⎟ ⎠



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 ó±‹“ÜaZ

•kÜbÜa ãÉÜaZ

ô—ÔcãÈkÜbNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNN57.5 . M KN =

1.4 57.5 80.5 .u

m M KN m= × =



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 ó±‹“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 ã‡ƒnä ÚÜ‰ØìN

a |ïÝm ânî êäc ¶g óÐbšfibiôä†ÿa ‡¨bi ‹‚ła ëb¤ýZ

5 12 / , 20e mm m S cmus ′φ =



8.4.4pbbïnya móïzÜa pbbÿa ‰ïÑå Z

òŠìb1a ðäbjáÝÜ óÝibÕ¾a ‹Ñä käaíu ‡å ânî pbbŁÜ ‹Ñä ‡åÈN

ò‡yaì óÕä À ëbï¾a ÊïávnÜ ×‡å‚ Þ áÉi |—åî ê ähÐ LpbbŁÜ ‹Ñä öbåqc ëb ï¾a ä ðÜg óubä 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)óÐ‹ÐŠ ì

æÈ ‡îm ý(40cm)óïuŠb©a ‡ÈaíÕÜa æàN

‰ïÑåm ‡åÈpaˆ ‡ÈaíÕÜa†a‡“Üapa†a‡“Üa o¥ óïj“‚ ë‡’ 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÷bä 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÷bä 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÷bäZ

k° ýcoå8fia ðÜg öb¾a ójä ‡îmwatercementitious materials ratio by weight w/c( )

æÈ Â÷bä óäb‹©(0.5)æÈ âï“énÜa óàìbÕà ÞÕm ýì L28MPaL[ACI_318-05.4.2.2]Â÷bä óîˆbÑä ÞïÝÕnÜN

k°Ëbjmg Üa pbàí‹Üaì pbÅyþ¾a Êï»Þ—ÑÜa a‰è Êà óÕÐ‹¾a óî‰ïÑån N

âïá—m À 7ïÍm ñcpbbÿaçc k° ±ÖÕ [ACI_117.90]N



ألس س ت لعميق

Deep Foundations



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 ÚÜ‰Øì Lói6Üaì ‡míÜa μi ÛbÙnyýa ôÝÈ béÝá¥ òŠ‡Ô ‡ánÉmì}9N{ [

2.5óÕïáÉÜa pbbÿa Ëaíäc( Types of Deep Foundations )Z

1.2.5†bmìÿa ‘bc( Pile Foundation )}9Z { ðèì ìc ÊÐ‡Übi 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: óÈíáª À âÅåž mì LózÝ¾a óäb‹©a æà(Pile Cap)oïjrnÜ

Â÷aí¨a ìc ò‡áÈÿa æà béïÝÈ óÉÔaíÜa ßb¼ÿaLÞÙ’I5M1NcHN

2.2.5óàbÈ‡Üa ‘bc( Pier Foundation )}9Z { êj“móàbÈ‡Üabéäc öbårnbi ‡míÜaò7jØ ÊÕà óybà paˆ äŠbÕàć ó b:íiã‡ƒnm ì Lbè‡yíÜ óàbÈ‡ÜaÞÕåÜ

óîíÕÜa óïnznÜa óÕjÜa ¶g †íáÉÜa æà Þá¨aýbáÉna ‹rØÿa ðè ÚÜ‰ÜLÞÙ’I5M1NlHN

a # Ëì‹“¾a a‰è ÀìôåjáÝÜ óÕïáÉÜa pbbÿa âïá—m À †bmìÿa ãa‡ƒnñŠa†fiaðÉ¾a ïØ6Üa ânî Óí êähÐ êïÝÈì L

ÂÕÐ óÕïáÉÜa pbbÿa æà ËíåÜa a‰è ôÝÈN

cH †bmìÿa ‘bc lH óàbÈ‡Üa ‘bc

ÞÙ’I5M1H ÕïáÉÜa pbbÿa Ëaíäc âèc |šíîó



3.5†bmìÿa pbbc( Pile Foundation )ZÒïå—nÜ ×‹ tþq Ûbåè†bmìÿa pbbcðèìZ

†bmìÿa Òïå—móÈíå—¾a †aí¾a kybéåàN

ÞÕä óÕî‹ ky †bmìÿa Òïå—mÞáäN

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‡ÕÜ†bmìÿa æà ËíåÜa a‰è ã‡ƒnaÞÙ’I5M2HÞjÔ6000óå

ðäbj¾a âÈ‡Ü Ší§aìLóïj“©a íÉ“Üa oÝáÉnaìÆÑ¨ 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‡älŠb¤ oî‹u c brî‡yì

æà ËíåÜa a‰è ôÝÈ ò‡î‡ÈL†bmìÿa ä çc æč ïjmì¶g Þ—î b: ô—Ôÿa ðÝïÍ“nÜa Þá 75ñ‡ä Þáäì 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§bÉ¾a óïj“©a †bmìÿa Óýe ôÝÈ óüàÂÍ›ÜbiN ì ‹î‡§a



çc ‹Ø‰Übiÿa j“©a †bmìóï ÞÙ“i ëbïáÝÜ óšč ‹Éà çíÙm bà óÜby À ó§bÉà ¶g xbn¥ ýLâ÷a† :íìb béÝá¥ óÉì 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 béÉÐ† ‡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 ózÝ¾a 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



ÿa†bmì ¾aÊÔí¾bi óiíž j— (Cast in place piles )ZcHÓþÌ À óiíj—à †bmìc( cased )Zóäb‹©a ìc ‡î‡ä 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 )ZÊÐ‹ž 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 ÚÜˆì Lóïäb‹©aì óïj“©a

ÞÙ’ À |šíà báØ öb¾a o¥ â÷a† ÞÙ“iI5M5HN

ÞÙ’I5M5HójØ‹¾a †bmìÿa

2.3.5Þáä ÞÕä óÕî‹ ky †bmìÿa Òïå—m}18{Z

1.2.3.5†bmìcóč ïÐ‹( Point Bearing Piles )ZóÑïÉ›Üa óïzÜa óÕjÜa o¥ óîíÔ óÕj ¶g Þáä ÞÕåm †bmìc ðèìN

2.2.3.5†bmìcóč ïØbÙnya( Friction Piles )ZÖ–þnÜbi Þáä ÞÕåm †bmìc ðèì( Adhesion ) ìc iÛbÙnyýb ( friction )‡míÜa μiói6ÜaìN

3.2.3.5†bmìc i Þáä ÞÕåmÛbÙnyýaì Ö–þnÜb )( Combination of friction and adhesionZ ói6Üa o¥ >Üa óÕjÝÜ ò7Í– óč ïÐ‹Üa ÞáznÜa òŠ‡Ô çíÙm bà‡åÈLóÑïÉ›ÜaÀ ‡míÜa ßb‚†g ânî êähÐói6Üaò‡č ï§a

ÚÜˆì‡míÜa Þá¥ òŠ‡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 ã‡ƒnž m ò†bÈ ðèì

†a‡Èdiì óyínÑ¾a ÊÔaí¾aLò7jØói6Üa À ò‡ïu 5nÉž m ðèìLó»bé¾aói6Üa À êÉÐ† ÞjÔ ‡ míÜa ̃ zÐ çbÙàfibi sïy

pf“å¾a À ÚÜ‰Øìóï÷b¾aN



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 líÝ¾a 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



4.5 mâïá— ?j¾a pbbcñŠa†fiaðÉ¾aZ

1.4.5ò‹Ðín¾a pbàíÝÉ¾aZ

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زاوي ة

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ال داخلي

)(Ø °

التماس ك

(C)KN/m²

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cm /sec

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ح د

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الجس ة

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•ôåj¾bi ãìŠ‡i †íuì ã‡È À Óþn‚ýa Êà ðäbrÜa Þ—ÑÜbi ózšíà ðè báØ ðÉ¾a ôåj¾a ßb¼cì †bÉic

?jáÝÜ Šaì†ÿa †‡È pbjqìI6 Šaì†cNH

2.4.5pbbÿa Ëíä Šbïn‚aZ

òbÉ¾a óč §a óaŠ‡iæÈ òŠbjÈ ÊÔí¾a ói‹m æà ¶ìÿa Šbnàc ónÜa çc Æyþäkjiì LÃbÍ›äþÜ ÞibÔ æč ïÜ μ pbàbÈ‡Üa 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 ôÉ¾a ôåj¾

óïØbÙnya †bmìc çíÙm Óí †bmìÿa çhÐ óč §aN

3.4.5†bmìÿa pbbc âïá—mðÉ¾a ?jáÝÜZ

†bmìÿa pbbÿ kbåà 7ÍÜa âïá—nÜaãbÈ ÞÙ“ißbÙ’c ò‡Éi bèŠbïéäa ¶g ñ†üî çc æÙº}17Z { 1H i Šbïéäýaói6Üaì ‡míÜa Þá¥ òŠ‡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‡ƒnaÊÐ†ói6Übi †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 ôÉ¾a 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



ˆýíÑÜa æà ‡mì( Steel Pile )ZÊbÕ¾a ‹Ðím ã‡È ¶g óÐbšfibi L †bmìÿa æà ËíåÜa a‰: óïÜbÉÜa óÑÝÙnÜa kji

bïÝ« êÜ óiíÝ¾aIÊbÕà ‡uím ýH ìcO ìcX ¾a pbÑ–aí¾bi‡î‡¨a Êå—· ™b©a kč ïn ÙÜa À óiíÝ

kÝ—ÜaìHkbåà 7Ì ËíåÜa a‰è çhÐ ÚÜ‰ÜNózÝ¾a 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 çhÐæàózÝ¾a óäb‹©a ¾aêïÝÈ ÖÝž î bà íèì ÊÔí¾a À líj— ( Cast in place

pile )N

2.3.4.5óïc‹Üa ÞáznÜa òŠ‡Ô ‡î‡¥‡míÝÜ‡yaíÜaZ

‡míÝÜ óïc‹Üa ÞáznÜa òŠ‡Ô óÐ‹É¾ ×‹ ò‡È Ûbåèbéåà ì ‡míÝÜ ÞïáznÜa Šbjn‚a‡míÜa Þá¥ òŠ‡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 ÞàbÉ¾a 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 Þá¥ òŠ‡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

òbÉ¾a 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 = × =



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 óî‡¨a ÞáznÜa óÉæàóÜ†bÉ¾aZ

sïyZ

Qult Z‡míÝÜ óïÝïá¥ óÉ ô—ÔcN

Q p Z‡míÝÜ óïÐ‹Üa óïÝïáznÜa óÉÜaN

Qs Z‡míÝÜ óïØbÙnyýa óïÝïáznÜa óÉÜaN

çc Ÿ‹ÑiZ ‡míÜa ßí15 L = Ôìë‹ m0.4 D m=



ýìcZ‡míÝÜ óïÐ‹Üa óïÝïáznÜa óÉÜa ‡î‡¥( Q p )Z

I1Hãa‡ƒnbi óïÝïáznÜa óÉÜa lbyðØaŒ‹m óÜ†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 óÜ†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 óÜ†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



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 óÜ†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 = +



• 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 = = = × × × =



àw÷bnä ˜ƒÝ lby‡míÝÜ óïÝïáznÜa óÉÜaZ à w÷bnä ðÉž m ÚïÐ óÜ†bÉà çc óïÐ‹Üa óïÝïáznÜa óÉÜa óÜby À ÆyþäLõ‹‚ÿa pý†bÉ¾bi óäŠbÕà bïjä óÉÑm‹

ðÉž m æäbèì ðØaŒ‹m >Ü†bÉà çc μy À ó›Ñƒåà w÷bnä ðÉž m ðéÐ ÚÜˆ æà ÙÉÜa ôÝÉÐ Óíè‹îbà óÜ†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

QQ

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‰: óiíÝ¾a †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 ÚÜˆì

óïÐ‹Üa ‡míÜa Þč á¥ òŠ‡ÔóïØbÙnyýaìN

(s N )Q K

óÕî‹Üa

452.5 óÕî‹α

568.1 óÕî‹λ



óÕî‹ ÚÜ‰Øì L bà bÈíä óïš‹à w÷bnä ðÉž m >Üa ðè æäbè óÜ†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 óïÐ‹Üa óïÝ (Q p)æäbè óÜ†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



( )

( )

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

QQ

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 =



3.3.4.5 ‡yaíÜa ‡míÜa Ãíjè lbyZ

‡yaíÜa ‡míÜa Ãíj: óč àbÉÜa óÜ†bÉ¾aZ1 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



†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].



4.3.4.5báéåïi báïÐ óÐb¾aì óÈíá1a À †bmìÿa †‡È ‡î‡¥Z

óÈíá1a À †bmìÿa †‡ÈnZ

béi íá¾a ‡míÜa Þá¥ òŠ‡Ôì óïáïá—nÜa ßb¼ÿa æà †č ‡± çc k° †bmìÿa †‡È}5{ íè †bmìÿa æà †‡È ÞÔcì L

ÚÜˆì 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 ïšŠc 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 ïÐ‹ †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 óÐ‹É·ì

†bmìÿa öbÌ †bÉic ‡î‡¥ ÚÜˆ 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 pbÈíáª 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 óÈíáª Þá

†bmìÿa óÈíáª 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



†bmìÿa pbÉ Ëíáª(nQall )çc ¶g ÚÜˆ À kjÜa Êu‹îì LïÑƒnÜa pþàbÉà ãa‡ƒna ã‡Éi |—åî báØ L

‡uím ýì ò7rØ ÞàaíÈ ôÝÈ ‡ánÉî óÈíá1a óÉ À ïÑƒnÜaóÜ†bÉà àaíÉÜa ÚÝm ÞØ ‰‚c béïÐ ânî ŠbjnÈýa À Þ

}9L13L14L19N {

2Hæà ‰‚üî ïÑ¦ ÞàbÉà ßbáÉna ânîì L †bmìŁÜ ÞáznÜa pbÉ Ëíáª æÈ óÈíá1a Þá¥ óÉ ÞÕmÚÜ‰i ó–b‚ pbïåzåà}20

15

11{N

3HóïØbÙnyýa †bmìÿa óÈíáª Þá¥ òŠ‡ÔIμÜa À †bmìÿa ìcHóÈíáª çc ŠbjnÈbi béåà ÖÕznÜa ânî çc k°

‡à †bmìÿa‡ánÉm >Üa ïÑƒnÜa pþàbÉà bàc LÞÙØ óÈíáváÝÜ ðuŠb©a êuíÜa ôÝÈ ÛbÙnyýa ìc ˜ÕÜbi óàíÈ

béàa‡ƒnbi |—åž î þÐ bè†‡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



‡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 óÜ†bÉà æà bè‡î‡¥ æÙºIÖj báØ‡yaíÜa ‡míÜa Þá¥ óÉ 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‡¥ # pbàíÝÉ¾a Êï»(d q ) , (d c) àbÉ¾a 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 bè‰‚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



( ) ( )( ) 5274 9 250 2250 2150 ........... g all all Q KN nQ KN KN = > = × = > OK

6.3.4.5†bmìÿa óÈíáª Ãíjè}19{Z À ózší¾a óvÝÜ ‹ÅåÜbiÞÙ’I5M6HÃíj:a çhÐ ÚÜ‰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 óÈíáª ßa‡jna ân ÚÜˆì 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 ïÐ‹Üa †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



•¶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 ÖzÝ¾a4M?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′

ÖzÝ¾a4M?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



(C) = 200.7 + 1(18.5 – 9.81) + 2(18.8 – 9.81) = 227.4 KN/m2 vσ′

ÖzÝ¾a4 – ?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· Ñƒž 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



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 öbÌ‡î‹ÑÜa ð‡å:a béÝÙ’L Ð†bmìÿa öbÌ çc ¶g óÐbšfibi LòØ‹à ßbÉÐc †ì†Š ¶g óšč ‹Éàì òØ‹à ßb¼c ìc Þ¼ âÈ‡m óÙï8 óþi †bmìÿa öbÍ

č˜ÕÝÜ |ïÝm çì‡i ‡“ÝÜ |ïÝm ôÝÈ ò†bÈ ñín±N

óäb‹ƒÝÜ ðÙî‹àÿa ‡éÉ¾a 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‹ä ÊbÕ¾a ‡åÈ ÚÜˆì ãÉÜa lby ânî‡åjÜa À báØ[ ]2.6.4.4N

I4Hânîæà ÖÕznÜað÷bårÜaì ñ†byÿa ˜ÕÜa†íáÉÜa ßíya ânî ÚÜ‰Øì L‡míÜa ßíy ð÷bårÜa ˜ÕÜa æà ÖÕznÜNI5HóïÜbnÜa paí©a Ëbjma ânî êähÐ ˜ÕÝÜ óu‹ä ÊbÕ¾a æà č ñc ôÝÈ ‡míÜa ÊÕî bà‡åÈZ

cN

óÐbà ‡míÜa Ø‹à ÊÕî bà óÜby À2

D⎛ ⎞⎜ ⎟⎝ ⎠

ý óÜbä ë‰è À êähÐ ˜ÕÝÜ x‹ä 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‹ä ÊÕ¾a Þ‚a† ÞÔc ìc

ÊÕ¾a a‰è ‡åÈ[ ]ACI-15.5.4.2

N xN

x‹ä ÊÕ¾a Êà ‡míÜa Þ‚a‡nî bà‡åÈIóïì óÜbyH Üaì ójåÜbi ˜ÕÜa kzž î êähÐ Lμi kbån

μnÕibÜa μnÜbä[ ]ACI-15.5.4.3N

sïyDZ‡míÜa ‹ÔN

æà xˆí¹ âïá—m ÚÜ‰Øì L ôÉ¾a 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



1H †bmìÿa ‘bc âïá—m |č šíî ßbràF19 IxˆíáåÜa×1Z H( DL = 1605 KN ) oï¾a ÞáäZ

( LL = 545 KN ) ðä ÞáäZ

†íáÉÜa †bÉicZ 80 cmF30

‡míÝÜ óïÝïáznÜa óÉÜaZ Qall = 250 KN

‡míÜa ‹ÔZ( D=0.4m )


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



• 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]



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¨ ÚÜˆì

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



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



• [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

=

>



2H†a‡“Üa paˆ ‡ÈaíÕÜa( Design of strap footings )Z

ãa‡ƒna #óqþqæà xˆb¹ßì‡§aì L ôÉ ¾a ôåjáÝÜ óïÝ‚a‡Üa ‡ÈaíÕÜbi Šb§a ‡ÈaíÔ Âi‹Ü pa†a‡“ÜaI5M1H|šíî

pa†ač ‡“Üa ë‰è ÞïÝ¥ pbibyZ

ßì‡§aI5M1Hpa†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


¶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



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

•alíÝ¾a †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≅



•‡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



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



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



• 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 báØßì‡§a

I5M1ZH

‡§a

I5M1ZH



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 ßì‡§aI5M1NNNNNNNNNH

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



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= )



8.3.4.5 óÕïáÉÜa pbbÿa âïá—nÜ óï÷béåÜa w÷bnåÜaZ pbyíÝÜa Þ—ÑÜa a‰è Êà ÖÐ‹à]5M6M7[bézïÝm Þï–bÑmì †bmìÿa pbbÿ ðÕÐÿa ÂÕ¾a |ším ðèì LN

•ßì‡uI5M2H†bmìÿa ‡ÈaíÔ xˆb¹Z †bÉiÿaI 6àH|ïÝnÜa O 6à

xˆíáåÜaßíŸ‹ÈËbÑmŠa

†‡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′



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

ïÑƒnÜa 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 É¾a çhÐ>Üa pý†b óÉ lby béi ânî

béi íá¾a Þč áznÜabÅyþ¾aì ‡míÝÜp|ïÝnÜa ójäì …bïÿa †‡Éi ó–b©a zšíàó ßì‡§biI5M4Z H

ßì‡§aI5M4H ñŠí« ÂÍ›Ü Ÿč ‹Éž à ‡míÜ béi íá¾a ÞáznÜa óÉ



•‡míÝÜ béi íá¾a ‡“Üa óÉZ

a ‡míÜa óÉóïÜbnÜa óÜ†bÉ¾bi ôÉž m ‡“Üa óÜby À béi íá¾Z

at s= P 0.5 A ....................[ACI_543-2.3.3.2] fy

• bč ïjäbu óàíÈ‡¾a 7Ì †bmìÿa[ACI_543-2.1.6]Z

öb¾a À aŠíáÍà çíÙî bà‡åÈ bïjäbu ãíÈ‡à 7Ì ‡míÜa 5nÉž îçíÙî bà‡åÈ ìc LLöaí:biãíÈ‡à 7Ì ‡míÜa 5nÉîì

b›îc Üa óÜby ÀÚbánÜa ÞÕî bà‡åÈ óåïÝÜa óïåïÜa ói6 (C)æÈ ói6ÝÜ( 5KN/m2 )NçhÐ ôÉ¾a ÊÔí¾bi ói6Üa óÜb¨ì(

C > 17KN/m2 )ãíÈ‡à 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 óÜ†bÉ¾aì

ßì‡§I5M4HózÝ¾a óäb‹©a æà ‡mì êäc ŠbjnÈa ðÝÈμÜbi ×bån‚fia æà ênîbá¨ ÓþÌ 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 †béugózÝ¾a óäb‹ƒÝÜ ÂÍ›Ü( 21MPa )N

Ac Zðäb‹©a ÊÕ¾a óybàN

fy Z|ïÝnÜa ‡î‡¨ Ëí›©a †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

= = = =⎛ ⎞

×⎜ ⎟⎝ ⎠

×

=

= =

= × × + × × ×

= > =



•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



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



a Öî‹ æÈ ÊÔí¾a À †bmìÿa Šbjn‚a ânî çc k°ky ‡míÜa Þïá¥ Šbjn‚[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“‚ ë‡’ 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 óÕÐ‹¾a óî‰ïÑånÜa pbàí‹Üaì pbÅyþ¾a Êï»N



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.



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



المل

156



ÖzÝ¾aI1Z 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



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



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 ôÉ¾a 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



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×



V

ÖzÝ¾aIHZ 2( )Checklist items for site reconnaissance



VI

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VII VII



VIII



IX



ÖzÝ¾aI4HZðÝáÉ¾a kÝ—nÜa Šbjn‚a w÷bnäN

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