ISSN : 1819-2076 ISSN : 1819-2076
advertisement
ﻣﺠﻠﺪ ﺧﺎص ﻟﺒﺤﻮث اﻟﻤﺆﺗﻤﺮ اﻟﻌﻠﻤﻲ اﻟﺴﻨﻮي اﻟﺜﺎﻧﻲ ﻟﻜﻠﻴﺔ اﻟﻬﻨﺪﺳﺔ ٢٥ — ٢٤ﺁذار ٢٠١٠
Special Issue for the Papers Presented in 2nd Annual
Scientific Conference of the College of Engineering
24—25 March 2010
)Part (D
اﻟـﻤﺠﻠﺔ اﻟﻌﺮاﻗﻴﺔ ﻟﻠﻬﻨﺪﺳﺔ اﻟﻤﻴﻜﺎﻧﻴﻜﻴﺔ وهﻨﺪﺳﺔ اﻟﻤﻮاد
ISSN : 1819-2076
ISSN : 1819-2076
ﻣﺠﻠﺪ ﺧﺎص ﻟﺒﺤﻮث اﻟﻤﺆﺗﻤﺮ اﻟﻌﻠﻤﻲ اﻟﺴﻨﻮي اﻟﺜﺎﻧﻲ ﻟﻜﻠﻴﺔ اﻟﻬﻨﺪﺳﺔ
٢٥ —٢٤ﺁذار ٢٠١٠
اﻟﻌﺪد )د(
اﻟﻌﺪد ) د(
A Referred Scientific Journal Issued by
Engineering College / University Of Babylon
ﻣﺠﻠﺔ ﻋﻠﻤﻴﺔ ﻣﺤﻜﻤﺔ ﺗﺼﺪر ﻣﻦ آﻠﻴﺔ اﻟﻬﻨﺪﺳﺔ -ﺟﺎﻣﻌﺔ ﺑﺎﺑﻞ
اﻟﺒﺮﻳﺪ اﻻﻟﻜﺘﺮوﻧﻲ ﻟﻠﻤﺠﻠﺔ j.mec_mat_eng@yahoo.com :
REPUBLIC OF IRAQ
MINISTRY OF HIGHER EDUCATION
AND SCIENTIFIC RESEARCH
UNIVERSITY OF BABYLON
Issn : 1819-2076
**************************************************************************************
The Iraqi Journal for Mechanical – and Materials Engineering
Babylon Univ./ Babylon/ Iraq P.O.Box(4) Tel: ++ 964 30 245387.(1155).
Email: - j.mec_mat_eng@yahoo.com
ﻣﺠﻠﺔ ﻗﻄﺮﻳﺔ ﻋﻠﻤﻴﺔ هﻨﺪﺳﻴﺔ ﻣﺘﺨﺼﺼﺔ ﻣﺤﻜﻤﺔ ﺗﺼﺪر ﻋﻦ آﻠﻴﺔ اﻟﻬﻨﺪﺳﺔ ﻓﻲ ﺟﺎﻣﻌﺔ ﺑﺎﺑﻞ
هﻴﺌﺔ اﻟﺘﺤﺮﻳﺮ-:
.١د .هﺎرون ﻋﺒﺪ اﻟﻜﺎﻇﻢ ﺷﻬﺪ /أﺳﺘﺎذ /ﺟﺎﻣﻌﺔ ﺑﺎﺑﻞ /آﻠﻴﺔ اﻟﻬﻨﺪﺳﺔ /ﻗﺴﻢ اﻟﻬﻨﺪﺳﺔ اﻟﻤﻴﻜﺎﻧﻴﻜﻴﺔ
.٢د .ﺧﺎﻟﺪ أﺣﻤﺪ اﻟﺠﻮدي /أﺳﺘﺎذ /ﺟﺎﻣﻌﺔ ﺑﻐﺪاد /آﻠﻴﺔ اﻟﻬﻨﺪﺳﺔ /ﻗﺴﻢ اﻟﻬﻨﺪﺳﺔ اﻟﻤﻴﻜﺎﻧﻴﻜﻴﺔ
.٣د .ﻧﺠﺪت ﻧﺸﺄت /أﺳﺘﺎذ /ﺟﺎﻣﻌﺔ ﺑﻐﺪاد /آﻠﻴﺔ اﻟﻬﻨﺪﺳﺔ /ﻗﺴﻢ اﻟﻬﻨﺪﺳﺔ اﻟﻤﻴﻜﺎﻧﻴﻜﻴﺔ
.٤د .ﺳﻮﻣﺮ ﻣﺘﻲ داوود /أﺳﺘﺎذ /ﺟﺎﻣﻌﺔ ﺑﻐﺪاد /آﻠﻴﺔ اﻟﻬﻨﺪﺳﺔ اﻟﺨﻮارزﻣﻲ
.٥د .ﺣﺴﻴﻦ ﺟﺎﺳﻢ اﻟﻌﻠﻜﺎوي /أﺳﺘﺎذ /اﻟﺠﺎﻣﻌﺔ اﻟﺘﻜﻨﻮﻟﻮﺟﻴﺔ /ﻗﺴﻢ هﻨﺪﺳﺔ اﻟﻜﻬﺮوﻣﻴﻜﺎﻧﻴﻚ
.٦د .ﻋﺒﺪ اﻟﺤﺴﻦ ﻋﺒﺪ آﺮم اﷲ /أﺳﺘﺎذ /اﻟﺠﺎﻣﻌﺔ اﻟﺘﻜﻨﻮﻟﻮﺟﻴﺔ /ﻗﺴﻢ هﻨﺪﺳﺔ اﻟﻤﻜﺎﺋﻦ واﻟﻤﻌﺪات
.٧د .ﻣﻨﻰ ﺣﻀﻴﺮ ﻋﺒﺎس /أﺳﺘﺎذ /اﻟﺠﺎﻣﻌﺔ اﻟﺘﻜﻨﻮﻟﻮﺟﻴﺔ /ﻗﺴﻢ هﻨﺪﺳﺔ اﻷﻧﺘﺎج واﻟﻤﻌﺎدن
.٨د .أﻣﻴﻦ داوي /أﺳﺘﺎذ /اﻟﺠﺎﻣﻌﺔ اﻟﺘﻜﻨﻮﻟﻮﺟﻴﺔ /ﻗﺴﻢ هﻨﺪﺳﺔ اﻷﻧﺘﺎج واﻟﻤﻌﺎدن
.٩د .ﺑﻠﻘﻴﺲ ﺿﻴﺎء اﻟﺪﻳﻦ دﺑﺎغ /أﺳﺘﺎذ /اﻟﺠﺎﻣﻌﺔ اﻟﺘﻜﻨﻮﻟﻮﺟﻴﺔ /ﻗﺴﻢ اﻟﻌﻠﻮم اﻟﺘﻄﺒﻴﻘﻴﺔ
.١٠د .ﻋﺎﺻﻢ ﺣﻤﻴﺪ ﻳﻮﺳﻒ /اﻟﺠﺎﻣﻌﺔ اﻟﺘﻜﻨﻮﻟﻮﺟﻴﺔ /ﻗﺴﻢ هﻨﺪﺳﺔ اﻟﻤﻜﺎﺋﻦ واﻟﻤﻌﺪات
.١١د .ﺑﺎﺳﻢ ﻋﺠﻴﻞ ﻋﺒﺎس /أﺳﺘﺎذ ﻣﺴﺎﻋﺪ /ﺟﺎﻣﻌﺔ ﺑﺎﺑﻞ /آﻠﻴﺔ اﻟﻬﻨﺪﺳﺔ /ﻗﺴﻢ اﻟﻬﻨﺪﺳﺔ اﻟﻤﻴﻜﺎﻧﻴﻜﻴﺔ
رﺋﻴﺴ ًﺎ
ﻋﻀﻮًا
ﻋﻀﻮًا
ﻋﻀﻮًا
ﻋﻀﻮًا
ﻋﻀﻮًا
ﻋﻀﻮًا
ﻋﻀﻮًا
ﻋﻀﻮًا
ﻋﻀﻮًا
ﻣﺪﻳﺮاﻟﺘﺤﺮﻳﺮ
اﻟﻬﻴﺌﺔ اﻻﺳﺘﺸﺎرﻳﺔ -:
.١د .ﻗﺤﻄﺎن ﺧﻠﻒ اﻟﺨﺰرﺟﻲ /أﺳﺘﺎذ /اﻟﺠﺎﻣﻌﺔ اﻟﻴﻜﻨﻮﻟﻮﺟﻴﺔ /ﻗﺴﻢ هﻨﺪﺳﺔ اﻟﻤﻮاد
.٢د .ﻣﺤﺴﻦ ﺟﺒﺮ ﺟﻮﻳﺞ /أﺳﺘﺎذ /ﺟﺎﻣﻌﺔ اﻟﻨﻬﺮﻳﻦ /آﻠﻴﺔ اﻟﻬﻨﺪﺳﺔ /ﻗﺴﻢ اﻟﻬﻨﺪﺳﺔ اﻟﻤﻴﻜﺎﻧﻴﻜﻴﺔ
.٣د .ﻧﺒﻴﻞ آﺎﻇﻢ ﻋﺒﺪ اﻟﺼﺎﺣﺐ /أﺳﺘﺎذ /ﺟﺎﻣﻌﺔ ﺑﻐﺪاد /آﻠﻴﺔ اﻟﻬﻨﺪﺳﺔ اﻟﺨﻮارزﻣﻲ
.٤د .ﻋﺎدل ﻋﺒﺎس ﻋﻠﻮان /أﺳﺘﺎذ /ﺟﺎﻣﻌﺔ ﺑﺎﺑﻞ /آﻠﻴﺔ اﻟﻬﻨﺪﺳﺔ /ﻗﺴﻢ اﻟﻬﻨﺪﺳﺔ اﻟﻤﻴﻜﺎﻧﻴﻜﻴﺔ
.٥د .اﺣﺴﺎن ﻳﺤﻴﻰ ﺣﺴﻴﻦ /أﺳﺘﺎذ /ﺟﺎﻣﻌﺔ ﺑﻐﺪاد /آﻠﻴﺔ اﻟﻬﻨﺪﺳﺔ /ﻗﺴﻢ اﻟﻬﻨﺪﺳﺔ اﻟﻤﻴﻜﺎﻧﻴﻜﻴﺔ
.٦د .ﺟﻼل ﻣﺤﻤﺪ ﺟﻠﻴﻞ /أﺳﺘﺎذ /اﻟﺠﺎﻣﻌﺔ اﻟﺘﻜﻨﻮﻟﻮﺟﻴﺔ /ﻗﺴﻢ هﻨﺪﺳﺔ اﻟﻜﻬﺮوﻣﻴﻜﺎﻧﻴﻚ
رﺋﻴﺴ ًﺎ
ﻋﻀﻮًا
ﻋﻀﻮًا
ﻋﻀﻮًا
ﻋﻀﻮًا
ﻋﻀﻮًا
اﻹﺷﺮاف اﻟﻔﻨــﻲ -:
-ﻋﻠﻲ ﺻﻔﺎء ﻧﻮري اﻟﺼﺎﺋﻎ .
6666666666666666666666666666666666666666666666666666666666666666666666666666666666666666666666666666666666666666666666666666666666666666666666666666666666666666666666666666666666666666666666666666666666666666666666666666
ﺗﻌﻨﻮن اﻟﻤﺮاﺳﻼت إﻟﻰ /ﻣﺪﻳﺮهﻴﺌﺔ اﻟﺘﺤﺮﻳﺮ/اﻟﻤﺠﻠﺔ
اﻟﻌﺮاﻗﻴﺔ ﻟﻠﻬﻨﺪﺳﺔ اﻟﻤﻴﻜﺎﻧﻴﻜﻴﺔ وهﻨﺪﺳﺔ اﻟﻤﻮاد/آﻠﻴﺔ اﻟﻬﻨﺪﺳﺔ /
ﺟﺎﻣﻌﺔ ﺑﺎﺑﻞ /ﻣﺤﺎﻓﻈﺔ ﺑﺎﺑﻞ /اﻟﻌﺮاق -ص.ب ) / (٤رﻗﻢ اﻟﻬﺎﺗﻒ ) . (٠٣٠/٢٤٥٣٨٧داﺧﻠﻲ ). (١١٥٥
j.mec_mat_eng@yahoo.com
اﻟﺒﺮﻳﺪ اﻹﻟﻜﺘﺮوﻧﻲ :-
ﺗــﻌـﻠـﻴــﻤــﺎت اﻟﻨـﺸــــــــــــــــــﺮ-:
-١
-٢
-٣
-٤
اﻟﻤﺠﻠﺔ اﻟﻌﺮاﻗﻴﺔ ﻟﻠﻬﻨﺪﺳﺔ اﻟﻤﻴﻜﺎﻧﻴﻜﻴﺔ وهﻨﺪﺳﺔ اﻟﻤ ﻮاد ه ﻲ ﻣﺠﻠ ﺔ ﻋﻠﻤﻴ ﺔ ﺗﻨﺸ ﺮ ﻣ ﻦ ﻗﺒ ﻞ
آﻠﻴﺔ اﻟﻬﻨﺪﺳﺔ /ﺟﺎﻣﻌﺔ ﺑﺎﺑﻞ .
ﺗﻨﺸﺮ اﻟﻤﺠﻠﺔ ﻧﺘﺎﺋﺞ اﻟﺒﺤﻮث ﻣﻦ داﺧ ﻞ وﺧ ﺎرج اﻟﻌ ﺮاق وﺗﺨﻀ ﻊ آ ﻞ اﻻﺑﺤ ﺎث اﻟ ﻰ ﺗﻘﻴ ﻴﻢ
ﻋﻠﻰ ﻳﺪ اﺳﺎﺗﺬة ﻣﺘﺨﺼﺼﻴﻦ .
آﻞ اﻟﺒﺤﻮث اﻟﺘﻲ ﺗﻘﺪم ﻟﻠﻨﺸﺮ ﻳﺠﺐ ان ﻻﺗﻜﻮن ﻗﺪ ﻧﺸﺮت او ﻗﺒﻠﺖ ﻟﻠﻨﺸﺮ ﻓﻲ ﻣﻜﺎن اﺧﺮ .
اﻻﺑﺤﺎث اﻟﻤﻘﺪﻣﺔ ﻟﻠﻨﺸﺮ ﻳﺠﺐ ان ﺗﻜﻮن ﺑﺜﻼث ﻧﺴﺦ وﻳﺠﺐ ان ﺗﻘﺪم ﻣﻄﺒﻮﻋﺔ ﻋﻠﻰ ﻗ ﺮص
ﻣﺪﻣﺞ ﺑﺎﺳﺘﺨﺪام ﻣﻌﺎﻟﺞ اﻟﻨﺼﻮص ) (٢٠٠٣ﻓﻤﺎ ﻓﻮق وﻋﻠﻰ ا ﻻﺗﺰﻳﺪ ﻋ ﻦ ) (١٥ﺻ ﻔﺤﺔ
ﺑﻤﺎ ﺗﺘﻀﻤﻨﻪ ﻣﻦ ﺟﺪاول واﺷﻜﺎل وﻓﻬﺎرس .
اﻻﺑﺤﺎث اﻟﻤﻜﺘﻮﺑﺔ ﺑﺎﻟﻠﻐﺔ اﻻﻧﻜﻠﻴﺰﻳﺔ ﻳﺠﺐ ان ﺗﺮﺗﺐ آﻤﺎ ﻳﻠﻲ -:
ﺣﺎﺷﻴﺔ اﻟﻮرق ٢ -:ﺳﻢ ﻣﻦ آﻞ اﻟﺠﻬﺎت
ﻧﻤﻂ اﻟﺨﻂ
Times New Roman -:
ﻣﺴ ﺎﺣﺔ ﻓﺎرﻏ ﺔ -:ﺧﻤﺴ ﺔ اﺳ ﻄﺮ )ﻣﺴ ﺎﻓﺔ ﻣﻔ ﺮدة( ﻳﺠ ﺐ ان ﺗﺘ ﺮك ﻓﺎرﻏ ﺔ ﺑﻌ ﺪ اﻟﺤﺎﺷ ﻴﺔ اﻟﻌﻠﻴ ﺎ
ﻟﻠﺼﻔﺤﺔ اﻻوﻟﻰ ) ﻧﻌﺘﻤﺪ اﻻﺣﺮف اﻟﺼﻐﻴﺮة ﺣﺠﻢ . ( ١٢
-:ﺑﺄﺣﺮف آﺒﻴﺮة ﺣﺠﻢ ١٦ﻏﺎﻣﻖ .
اﻟﻌﻨﻮان
اﺳﻢ او اﺳﻤﺎء اﻟﻤﺆﻟﻔﻴﻦ -:اﺣﺮف ﺻﻐﻴﺮة ١١ﻏﺎﻣﻖ .
ﻋﻨﺎوﻳﻦ رﺋﻴﺴﻴﺔ -:اﺣﺮف آﺒﻴﺮة ﺣﺠﻢ ١٢ﻏﺎﻣﻖ وﺗﻮﺿﻊ ﻣﺒﺎﺷﺮة ﺑﻌﺪ اﻟﺤﺎﺷﻴﺔ اﻟﻴﺴﺮى .
ﻋﻨﺎوﻳﻦ ﻓﺮﻋﻴﺔ -:اﺣﺮف ﺻﻐﻴﺮة ﺣﺠﻢ ١٢ﻏﺎﻣﻖ وﺗﻜﻮن ﺑﺪاﻳﺔ آﻞ آﻠﻤﺔ ﺑﺎﻟﺤﺮف اﻟﻜﺒﻴ ﺮ وﻣﻮﺿ ﻮﻋﺔ ﻣﺒﺎﺷ ﺮة
ﺑﻌﺪ اﻟﺤﺎﺷﻴﺔ اﻟﻴﺴﺮى .
ﻣــــﻼﺣــﻈـــﺔ -:ﻳﺠﺐ ان ﻳﺘﺮك ﺳﻄﺮ واﺣﺪ ﻗﺒﻞ اﻟﻌﻨﻮان اﻟﺮﺋﻴﺴﻲ او اﻟﻔﺮﻋﻲ .
اﻟﻨـــــــــــﺺ -:ﻳﻜﺘﺐ ﺑﺎﻻﺣﺮف اﻟﺼ ﻐﻴﺮة ﺣﺠ ﻢ ١٢ﻋﻠ ﻰ ان ﻳﺘ ﺮك ﻣ ﺎ ﻳﻌ ﺎدل ﻣﺴ ﺎﻓﺔ ﺳ ﻄﺮ واﺣ ﺪ ﺑ ﻴﻦ ﺳ ﻄﺮ
واﺧﺮ .
-:ﻳﺠﺐ ان ﺗﺮﻗﻢ ﺑﺎﻻﻗﻮاس ﻣﺒﺎﺷﺮة اﻟﻰ اﻟﺠﻬﺔ اﻟﻴﻤﻨﻰ ﻣﻦ اﻟﺤﺎﺷﻴﺔ وﺑﺪون ﻧﻘﺎط
اﻟﻤﻌﺎدﻻت
ﺗﺮﺟﻊ اﻟﻰ اﻻرﻗﺎم .وﻳﺠﺐ ان ﻳﺘﺮك ﺳﻄﺮ واﺣﺪ ﻓﺎرﻏﺎ ﻗﺒﻞ وﺑﻌﺪ اﻟﻤﻌﺎدﻟﺔ وﻳﺸﺎر
اﻟﻴﻬﺎ ﺿﻤﻦ اﻟﻨﺺ آﻤﺎ ﻳﻠﻲ ) eq . ( xﺣﻴﺚ ان x
اﻻﺷ ﻜﺎل واﻟﺠ ﺪاول -:ﻳﺠ ﺐ ان ﻳﺸ ﺎر اﻟﻴﻬ ﺎ ﺑ ﺎﻟﺨﻂ اﻟﻐ ﺎﻣﻖ وآﻤ ﺎ ﻳﻠ ﻲ Fig. 6 . Table 6وﻳﺠ ﺐ ان ﻳﻈﻬ ﺮ
ﻋﻨﻮان اﻟﺸﻜﻞ ﺗﺤﺖ اﻟﺸ ﻜﻞ وﺑ ﺄﺣﺮف ﺻ ﻐﻴﺮة ﺣﺠ ﻢ .١٢ﺑﻴﻨﻤ ﺎ ﻋﻨ ﻮان اﻟﺠ ﺪول ﻳﺠ ﺐ ان ﻳﻈﻬ ﺮ ﻓ ﻮق اﻟﺠ ﺪول وان
ﻳﺘﻤﺮآﺰ .وﺑﺎﺣﺮف ﺻﻐﻴﺮة ﺣﺠﻢ وﻳﺠﺐ ان ﻳﺘﺮك ﺳﻄﺮ واﺣﺪ ﻓﺎرﻏﺎ ﻗﺒﻞ وﺑﻌﺪ ﻋﻨﻮان اﻟﺠﺪول .
اﻟﻤـــﺮاﺟــــــﻊ -:ﻳﺠﺐ ان ﺗﺠﻤﻊ اﻟﻤﺮاﺟﻊ ﻣﻌﺎ ﻓ ﻲ ﻧﻬﺎﻳ ﺔ اﻟﺒﺤ ﺚ وﺑﺘﺮﺗﻴ ﺐ اﺑﺠ ﺪي وﻳﺠ ﺐ ان ﻳﺘ ﺮك ﺳ ﻄﺮ واﺣ ﺪ
ﻗﺒﻞ وﺑﻌﺪ آﻞ ﻣﺮﺟﻊ وان ﺗﻜﻮن ﺑﺪون ﺗﺮﻗﻴﻢ وﻳﻮﺿﻊ اﻟﻤﺮﺟﻊ ﺿﻤﻦ اﻟﻤﺘﻦ ) ﻓﻘﻂ اﺳﻢ اﻟﺒﺎﺣﺚ ﺛﻢ اﻟﺴﻨﺔ ( .
اﻟﺨــــــﻼﺻـــــــﺔ -:اﻟﺒﺤﺚ ﻳﺒﺘﺪأ ﺑﺨﻼﺻﺔ ﻻﺗﺰﻳﺪ ﻋﻦ ٢٠٠آﻠﻤﺔ وﺑﺎﺣﺮف ﺻ ﻐﻴﺮة ﺣﺠ ﻢ ١٢وﺗﺘﻨﺎﺳ ﺐ ﺗﻤﺎﻣ ﺎ
ﻣ ﻊ ﺻ ﻔﺤﺔ ﻋﻨ ﻮان اﻟﺒﺤ ﺚ ﻣﺨﺘﺼ ﺮة اﻟﻬ ﺪف واﻟﻤﺤﺘﻮﻳ ﺎت واﻟﻨﺘ ﺎﺋﺞ واﻻﺳ ﺘﻨﺘﺎﺟﺎت وان ﺗﻜ ﻮن ﺑ ﺎﻟﻠﻐﺘﻴﻦ اﻟﻌﺮﺑﻴ ﺔ
واﻻﻧﻜﻠﻴﺰﻳﺔ وﻓﻲ ﺟﻬﺔ اﻟﺼﻔﺤﺔ اﻻوﻟﻰ .
آﻠﻤ ﺎت رﺋﻴـﺴــــ ـﻴﺔ -:ﻳﺠ ﺐ ان ﺗﺘﺒ ﻊ اﻟﺨﻼﺻ ﺔ ﺑﺨﻤ ﺲ اﻟ ﻰ ﻋﺸ ﺮ آﻠﻤ ﺎت رﺋﻴﺴ ﻴﺔ ذات ﻋﻼﻗ ﺔ ﺑﺎﻟﻤﻮﺿ ﻮع
اﻟﺮﺋﻴﺴﻲ ﻟﻠﺒﺤﺚ وﺑﺄﺣﺮف ﺻﻐﻴﺮة ﺣﺠﻢ ) ١٢ﻏﺎﻣﻖ( .
-:اذا اﺣﺘ ﻮى اﻟﺒﺤ ﺚ ﻋﻠ ﻰ اﻳ ﺔ رﻣ ﻮز ﻓﺄﻧ ﻪ ﻳﺠ ﺐ ان ﺗﺘﺒ ﻊ ﻗﺎﺋﻤ ﺔ اﻟﻤﺮاﺟ ﻊ وﻳﺠ ﺐ ان ﺗﺮﺗ ﺐ
اﻟــﺮﻣــــــ ـﻮز
اﻟﺮﻣﻮز اﺑﺠﺪﻳﺎ .
اﻻﺑﺤﺎث اﻟﺘﻲ ﺗﻜﺘﺐ ﺑﺎﻟﻠﻐﺔ اﻟﻌﺮﺑﻴﺔ ﻳﺠﺐ ﺗﺮﺗﻴﺒﻬﺎ آﻤﺎ ﻳﻠﻲ -:
ﻧــﻤـــﻂ اﻟـﻄﺒــــﺎﻋــــــﺔ Simplified Arabic -:
ﻣـــﺠـــﺎل ﻓــــــــــــﺮاغ -:ﻳﺠﺐ ان ﺗﺘﺮك ﺳﺘﺔ اﺳﻄﺮ )ﺳ ﻄﺮ ﻣﻔ ﺮد( ﻓﺎرﻏ ﺔ ﻣ ﻦ اﻟﺤﺎﺷ ﻴﺔ اﻟﻌﻠﻴ ﺎ ﻟﻠﺼ ﻔﺤﺔ
اﻻوﻟﻰ ﻣﻌﺘﻤﺪﻳﻦ ﻋﻠﻰ ﺣﺠﻢ . ١٤
اﻟــﻌﻨـــــﻮان اﻻﺿـــﺎﻓﻲ -:ﻳﺠﺐ ان ﻳﺰود اﻟﺒﺤﺚ ﺑﻌﻨﻮان وﺧﻼﺻﺔ اﺿﺎﻓﻴﻴﻦ وﺑﺎﻟﻠﻐﺔ اﻻﻧﻜﻠﻴﺰﻳﺔ واﻟﻌﺮﺑﻴﺔ
واﻟــﺨــﻼﺻـــــــــــــــــﺔ وﻓﻲ اﻟﺼﻔﺤﺔ اﻻوﻟﻰ ﻣﻦ اﻟﺒﺤﺚ وﻻ ﺗﺰﻳﺪ ﻋﻦ ١٥٠آﻠﻤﺔ .
ﻋﻨــــﻮان اﻟـــﺒـــﺤـــــﺚ -:ﺑﺎﺣﺮف ﺣﺠﻢ ) ١٨ﻏﺎﻣﻖ( .
اﺳـــــــﻤﺎء اﻟـﻤﺆﻟـــﻔﻴـــﻦ -:ﻳﺠﺐ ان ﺗﻜﺘﺐ ﺑﺎﻟﻠﻐﺔ اﻻﻧﻜﻠﻴﺰﻳﺔ وﺑﺎﺣﺮف ﺻﻐﻴﺮة ﺣﺠﻢ ) ١١ﻏﺎﻣﻖ ( .
اﻟﻌﻨـﺎوﻳــﻦ اﻟﺮﺋــﻴـﺴـــﻴــﺔ -:ﺗﻜﺘﺐ ﺑﺎﺣﺮف ﺣﺠﻢ ) ١٦ﻏﺎﻣﻖ( وﺗﻮﺿﻊ ﻣﺒﺎﺷﺮة ﺑﻌﺪ اﻟﺤﺎﺷﻴﺔ اﻟﻴﻤﻨﻰ .
اﻟــﻨـــــــــــــــــــــــــﺺ -:ﺣﺠﻢ ١٤وﻳﺠﺐ ان ﺗﻜﻮن ﻣﺴﺎﻓﺎت اﻻﺳﻄﺮ ﻓﻲ اﻟﻔﻘﺮات ﻣﻨﻔﺮدة .
اﻻﺷــــ ـﻜﺎل واﻟــﺠـ ـﺪاول -:ﻳﺠ ﺐ ان ﻳﺸ ﺎر اﻟﻴﻬ ﺎ ﺑ ﺎﻟﺨﻂ اﻟﻐ ﺎﻣﻖ ﺷ ﺮح اﻟﺸ ﻜﻞ ﻳﺠ ﺐ ان ﻳﻈﻬ ﺮ ﺗﺤ ﺖ اﻟﺸ ﻜﻞ
وﺑﺎﺣﺮف ﺣﺠ ﻢ ١٤وﻣﺘﻤﺮآ ﺰة ،وﻋﻨ ﺎوﻳﻦ اﻟﺠ ﺪاول ﻳﺠ ﺐ ان ﺗﻈﻬ ﺮ ﻓ ﻮق اﻟﺠ ﺪاول ﻣﺘﻤﺮآ ﺰة وﺑ ﺎﺣﺮف ﺣﺠ ﻢ ١٤
وﻳﺠﺐ ان ﺗﺘﺮك ﻣﺴﺎﻓﺔ ﺳﻄﺮ واﺣﺪ ﻗﺒﻞ وﺑﻌﺪ ﻋﻨﺎوﻳﻦ اﻟﺠﺪاول .
-:ﻳﺠ ﺐ ان ﺗﺠﻤ ﻊ اﻟﻤﺮاﺟ ﻊ ﺳ ﻮﻳﺔ ﻓ ﻲ ﻧﻬﺎﻳ ﺔ اﻟﺒﺤ ﺚ وﺑ ﺎﺣﺮف ﻻﺗﻴﻨﻴ ﺔ اوﻻ ﺗﺘﺒﻌﻬ ﺎ
اﻟـــ ـﻤﺮاﺟﻊ
اﺣﺮف ﻋﺮﺑﻴﺔ وﺑﺘﺮﺗﻴﺐ اﺑﺠﺪي .
-:ﻳﺠ ﺐ ان ﻳﺒ ﺪا اﻟﺒﺤ ﺚ ﺑﺨﻼﺻ ﺔ ﻻﺗﺰﻳ ﺪ ﻋ ﻦ ٢٠٠آﻠﻤ ﺔ ﺑﺎﻟﻠﻐ ﺔ اﻻﻧﻜﻠﻴﺰﻳ ﺔ وﺑ ﺎﺣﺮف
اﻟﺨﻼﺻ ﺔ
ﺻﻐﻴﺮة ﺣﺠﻢ . ١٢
-:ﻳﺠﺐ ان ﺗﺘﺒ ﻊ اﻟﺨﻼﺻ ﺔ ﺑﺨﻤ ﺲ اﻟ ﻰ ﻋﺸ ﺮة آﻠﻤ ﺎت رﺋﻴﺴ ﻴﺔ ذات ﻋﻼﻗ ﺔ ﺑﺎﻟﻤﻮﺿ ﻮع
آﻠﻤﺎت رﺋﻴﺴﻴﺔ
اﻻﺳﺎﺳﻲ ﻟﻠﺒﺤﺚ وﺑﺎﺣﺮف ﺣﺠﻢ ) ١٤ﻏﺎﻣﻖ( .
-٥ﻴﺯﻭﺩ ﺍﻟﺒﺎﺤﺙ ﻨﺴﺨﺔ ﻤﻥ ﺒﺤﺜﻪ ﺒﻌﺩ ﺍﻟﻨﺸﺭ .
-٦ﺍﻟﻤﺠﻠﺔ ﺘﺘﻭﻟﻰ ﺤﻘﻭﻕ ﻁﺒﻊ ﻜل ﺍﻻﺒﺤﺎﺙ .
-٧ﻴﺘﺤﻤل ﺍﻟﺒﺎﺤﺙ ﻤﺴﺅﻭﻟﻴﺔ ﻜﺎﻤﻠﺔ ﻋﻥ ﻤﺤﺘﻭﻴﺎﺕ ﺒﺤﺜﻪ .
LIST OF CONTENTS
No.
Title
Page
No.
ﺍﻟﻬﻨﺩﺴﺔ ﺍﻟﻤﺩﻨﻴﺔ
RECYCLE OF CRUSHED BRICK AS COARSE
1
2
3
4
5
AGGREGATE IN CONCRETE WITH FIBERS
FACTORS EFFECTING OVERLAY ASPHALT
PAVING
NONLINEAR FINITE ELEMENT ANALYSIS
OF REINFORCED CONCRETE PIPES UNDER
EXTERNAL
OA S
O A
IMPROVING THE MECHANICAL PROPERTIES OF
STEEL FIBER CONCRETE BY USING ACRYLIC
NON LINEAR THREE DIMENSIONAL FINITE
ELEMNTS ANALYSES OF REINFORCED
CONCREETE BEAMS STRENGTHENED BY CFRP
1-13
14-26
27-45
46-61
62-71
6
MECHANICAL PROPERTIES OF PORCELINITE
FINE GRAIN CONCRETE
72-93
7
ﻤﻌﺎﻟﺠﺔ ﺘﺄﺜﻴﺭ ﺃﺴﻠﻭﺏ ﺍﻟﺘﻨﻔﻴﺫ ﻭﻨﻭﻉ ﺍﻟﺘﻌﺎﻗﺩ ﻋﻠﻰ ﻜﻠﻔﺔ اﻟﻤﺸﺎرﻳﻊ
اﻻﻧﺸﺎﺋﻴﺔ
94-119
EXPERIMENTAL AND THEORITICAL
INVESTIGATIONS OF THE BEHAVIOR OF R.C.
8
DEEP BEAMS WITH OPENINGS STRENGTHENED
BY CFRP LAMINATES
120-134
ﺍﻟﻬﻨﺩﺴﺔ ﺍﻟﻜﻬﺭﻭﻜﻴﻤﺎﻭﻴﺔ
9
RETARDATION OF ANODIC DISSOLUTION OF
ALUMINUM IN ALKALINE MEDIA
135-142
10
A COMPUTATIONAL FLUID DYNAMICS (CFD)
MODEL SIMULATION OF AN AIRLIFT REACTOR
USING ANSYS-CFX EULER-EULER MODEL
143-157
11
CFD ANALYSIS OF A BAFFLED TUBULAR
REACTOR WITH EXOTHERMIC REACTIONS
158-166
12
ANALYSIS OF THE THERMAL PERFORMANCE
OF PCM IN BUILDING ROOF
167-176
ﺍﻟﻬﻨﺩﺴﺔ ﺍﻟﺒﻴﺌﻴﺔ
13
ﺩﺭﺍﺴﺔ ﺍﻵﺜﺎﺭ ﺍﻟﺒﻴﺌﻴﺔ ﻻﺴﺘﺨﺩﺍﻡ ﻤﻭﻟﺩﺍﺕ ﺍﻟﺩﻴﺯل ﻓﻲ ﻤﺤﺎﻓﻅﺔ ﺒﺎﺒل
177-192
14
اﻟﺘﻘﻴﻴﻢ اﻟﻬﻴﺪروآﻴﻤﻴﺎﺋﻲ ﻟﻤﻴﺎﻩ أﺑﺎر اﻟﻤﻨﻄﻘﺔ اﻟﻐﺮﺑﻴﺔ
ﺑﺎﺳﺘﺨﺪام ﻧﻈﻢ اﻟﻤﻌﻠﻮﻣﺎت اﻟﺠﻐﺮاﻓﻴﺔ
193-203
اﻟﻤﺠﻠﺔ اﻟﻌﺮاﻗﻴﺔ ﻟﻠﻬﻨﺪﺳﺔ اﻟﻤﻴﻜﺎﻧﻴﻜﻴﺔ وهﻨﺪﺳﺔ اﻟﻤﻮاد
The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D) RECYCLE OF CRUSHED BRICK AS COARSE AGGREGATE
IN CONCRETE WITH FIBERS
Afaf J.Obaid
Sumaya A. Hameed
Assistant lecturer
Assistant lecturer
Sarab A. Hameed
Assistant lecturer
University of Tikrit
ABSTRUCT
Recycling and re-use of building rubble presents interesting possibilities for economizing on
waste disposal sites and conserving natural resources. The possibility of using crushed bricks a
replacement of coarse aggregate with short discrete of steel fibers in concrete is examined.
Two types of concrete mixing were prepared the first one is mixing of 1:2:4 without crushed
bricks and steel fibers, and used as a reference mix. The second one was with different weight of
crushed bricks (i.e., crushed brick ratio of weight of crushed bricks to weight of coarse aggregate)
of (0%, 25%, 50%, 75%, 100%) were used, and steel fibers as 6% of the total weight.
A total of 48 numbers of concrete specimens were cast with and without crushed bricks and
steel fibers and were tested under compression and split tension as per relevant to British Standard
specifications.
Test results indicated that the using of crushed bricks with steel fibers in concrete mix
reduces the strength of concrete. While the percentage of water cement ratio increases for constant
slump when the percentages of crushed bricks was increases.
The test also indicates the suitability of brick aggregate in regions lacking natural gravels or
broken stones or in regions of demolition of brick building. To protecting the environment from
waste material results from building and factories.
KEY WORDS: - crushed brick, steel fibers, waste materials, recycled aggregate, light weight
concrete, and construction and demolition waste.
أﻋﺎدة ﺗﺪوﻳﺮ اﻟﻄﺎﺑﻮق اﻟﻤﻜﺴﺮ آﺮآﺎم ﺧﺸﻦ ﻓﻲ اﻟﺨﻠﻄﺎت اﻟﺨﺮﺳﺎﻧﻴﺔ
ﻣﻊ اﺳﺘﺨﺪام ﺑﺮادة اﻟﺤﺪﻳﺪ
ﺳﺮاب ﻋﺎﺻﻢ ﺣﻤﻴﺪ
ﻣﺪرس ﻣﺴﺎﻋﺪ
ﺳﻤﻴﺔ ﻋﺎﺻﻢ ﺣﻤﻴﺪ
ﻣﺪرس ﻣﺴﺎﻋﺪ
آﻠﻴﺔ اﻟﻬﻨﺪﺳﺔ/ ﺟﺎﻣﻌﺔ ﺗﻜﺮﻳﺖ
ﻋﻔﺎف ﺟﺪﻋﺎن ﻋﺒﻴﺪ
ﻣﺪرس ﻣﺴﺎﻋﺪ
-:ﻣﻠﺨﺺ اﻟﺒﺤﺚ
أن ﺗﺪوﻳﺮ و أﻋﺎدة اﺳﺘﺨﺪام أﻧﻘﺎض اﻟﺒﻨﺎﻳﺎت ﻣﻦ اﻷﻣﻮر اﻟﻤﻬﻤﺔ ﻓﻲ اﻟﻮﻗﺖ اﻟﺤﺎﺿﺮ و ذﻟﻚ ﻟﻠﺘﻘﻠﻴﻞ ﻣﻦ ﻣﻀﺎر رﻣﻲ
.اﻟﻤﺨﻠﻔﺎت و ﻟﻠﺤﻔﺎظ ﻋﻠﻰ اﻟﻄﺒﻴﻌﺔ
ﻳﻬﺪف اﻟﻔﺤﺺ ﻓﻲ هﺬا اﻟﺒﺤﺚ إﻟﻰ أﻣﻜﺎﻧﻴﺔ أﻋﺎدة اﺳﺘﺨﺪام ﻣﻜﺴﺮ اﻟﻄﺎﺑﻮق آﺮآﺎم ﺧﺸﻦ ﺑﺎﻹﺿﺎﻓﺔ إﻟﻰ ﺑﺮادة اﻟﺤﺪﻳﺪ آﺄﻟﻴﺎف
. ﻓﻲ اﻟﺨﻠﻄﺎت اﻟﺨﺮﺳﺎﻧﻴﺔ
1
Afaf J.Obaid
Sumaya A. Hameed
Sarab A. Hameed
RECYCLE OF CRUSHED BRICK AS COARSE AGGREGATE
IN CONCRETE WITH FIBERS
ﺗﻢ ﺗﺤﻀﻴﺮ ﺧﻠﻄﺘﻴﻦ ﺧﺮﺳﺎ ﻧﻴﺘﻴﻦ اﻷوﻟﻰ ﺑﻨﺴﺒﺔ ٤:٢:١و ﺑﺪون اﺳﺘﺨﺪام ﻣﻜﺴﺮ اﻟﻄﺎﺑﻮق و ﺑﺮادة اﻟﺤﺪﻳﺪ و اﻋﺘﻤﺪت آﺨﻠﻄﺔ
ﻣﺮﺟﻌﻴﺔ ﻟﻐﺮض ﻣﻘﺎرﻧﺔ اﻟﻨﺘﺎﺋﺞ أﻣﺎ اﻟﺨﻠﻄﺔ اﻟﺜﺎﻧﻴﺔ ﻓﻘﺪ ﺗﻢ ﺗﺤﻀﻴﺮهﺎ ﺑﺎﺳﺘﺨﺪام ﻧﺴﺐ ﻣﺨﺘﻠﻔﺔ ﻣﻦ ﻣﻜﺴﺮ اﻟﻄﺎﺑﻮق ﺑﺎﻟﻨﺴﺒﺔ ﻟﻮزن اﻟﺮآﺎم
اﻟﺨﺸﻦ ) ﺑﻨﺴﺒﺔ (%١٠٠،%٧٥،%٥٠،%٢٥ ،٠ﻣﻊ إﺿﺎﻓﺔ ﺑﺮادة اﻟﺤﺪﻳﺪ آﺄﻟﻴﺎف ﺑﻨﺴﺒﺔ %٦ﻣﻦ وزن اﻟﺨﻠﻄﺔ اﻟﻜﻠﻲ.
ﺗﻢ ﺗﺤﻀﻴﺮ ٤٨ﻧﻤﻮذج ﻣﻦ اﻟﺨﺮﺳﺎﻧﺔ ﻣﻊ أو ﺑﺪون اﺳﺘﺨﺪام ﻣﻜﺴﺮ اﻟﻄﺎﺑﻮق و ﺑﺮادة اﻟﺤﺪﻳﺪ .ﻓﺤﺼﺖ ﺗﺤﺖ ﺗﺄﺛﻴﺮ اﻟﺤﻤﻞ
اﻷﻧﻀﻐﺎﻃﻲ و ﺣﻤﻞ اﻟﺸﺪ اﻟﻐﻴﺮ ﻣﺒﺎﺷﺮ وﺣﺴﺐ ﻣﺘﻄﻠﺒﺎت اﻟﻤﻮاﺻﻔﺎت اﻟﻘﻴﺎﺳﻴﺔ اﻟﻌﺮاﻗﻴﺔ.
أﻇﻬﺮت اﻟﻨﺘﺎﺋﺞ أن اﺳﺘﺨﺪام ﻣﻜﺴﺮ اﻟﻄﺎﺑﻮق آﺮآﺎم ﺧﺸﻦ إﺿﺎﻓﺔ إﻟﻰ ﺑﺮادة اﻟﺤﺪﻳﺪ آﺄﻟﻴﺎف ﻓﻲ اﻟﺨﻠﻄﺎت اﻟﺨﺮﺳﺎﻧﻴﺔ أدى إﻟﻰ
ﺗﻘﻠﻴﻞ ﻣﻘﺎوﻣﺔ اﻟﺨﺮﺳﺎﻧﺔ )اﻻﻧﻀﻐﺎط واﻟﺸﺪ( ﺑﺎﻹﺿﺎﻓﺔ إﻟﻰ ذﻟﻚ ﻓﻘﺪ ازدادت ﻧﺴﺒﺔ اﻟﻤﺎء إﻟﻰ اﻻﺳﻤﻨﺖ ﻋﻨﺪ ﺗﺜﺒﻴﺖ اﻟﻬﻄﻮل.
أﻇﻬﺮت اﻟﻨﺘﺎﺋﺞ أﻳﻀﺎ إﻟﻰ ﻣﻼﺋﻤﺔ اﺳﺘﺨﺪام ﻣﻜﺴﺮ اﻟﻄﺎﺑﻮق ﻓﻲ اﻟﻤﻨﺎﻃﻖ اﻟﺘﻲ ﺗﻔﺘﻘﺮ إﻟﻰ اﻟﺤﺼﻰ اﻟﻄﺒﻴﻌﻲ أو اﻟﺤﺠﺮ
اﻟﻤﻜﺴﺮ أو ﻓﻲ اﻟﻤﻨﺎﻃﻖ اﻟﺘﻲ ﻳﻜﺜﺮ ﻓﻴﻬﺎ ﻣﺨﻠﻔﺎت اﻟﺒﻨﺎء ﻟﺤﻤﺎﻳﺔ اﻟﺒﻴﺌﺔ ﻣﻦ اﻟﻔﻀﻼت اﻟﻨﺎﺗﺠﺔ ﻣﻦ اﻟﻤﺒﺎﻧﻲ و اﻟﻤﻌﺎﻣﻞ.
2
Afaf J.Obaid et., al.,
The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D)
INTRODUCTION:Recycled aggregates (from construction, demolition and excavation waste) are increasingly
used as partial replacements of natural aggregates, concrete can be successfully produced using
recycled materials. The use of recycled aggregates concrete (RAC) has steadily increased during the
last two decades and its current field applications includes: light weight concrete, light weight
aggregate, asphalt concrete, concrete exposure to high temperatures and road construction. The use
of a crushed waste as aggregates in concrete has began in Europe since the second world war(1).
In Japan, after the Second World War, many buildings were constructed from crushed waste
because of the need for low-cost and rapidly constructed buildings. These buildings ermined
functionally good up to date. The development of recycling Tecling Technology in Germany dates
back to about 1900(2).
Furthermore, with increased in population and construction activates in Iraq. The quantity
of demolition wastes generated from various types of construction will increase manifold
according to the available data reported by Amanat Baghdad and the ministry of municipality ,
the construction waste can effectively be used for making light weight low cost RAC after
exploring their suitability (3).
Dr.Hussain et al (1995) (4) studied the use of crushed brick as coarse aggregate in concrete.
Treated or untreated with cement syrup of various consistency. They found that, the compressive
strength of crushed brick concrete were (75-80)% of that of normal concrete at age of 28 days
while the splitting tensile strength were higher than that of normal concrete and the modulus of
elasticity was lower than that of normal concrete .
Devenny and Khalaf (1999)(5), found in their study of using crushed brick as aggregate in
new concrete, that concrete producing using crushed brick as a coarse aggregate can be designed
successfully using the mix design procedure for normal aggregate concrete and target mean strength
can be achieved in most cases.
Mansur et al (1999)(6), indicated in their study that brick aggregate concrete can attain the
same compressive strength, a lower drying shrink age and almost identical specific creep when
compared to conventional concrete. Also the peak stress is reached at much higher strain.
Fouad and Devenny (2005) (7), the result of their study of physical and mechanical properties of
new recycled crushed clay brick aggregate for using in Portland cement concrete (PCC) , they
showed that most of the crushed clay-brick aggregates tasted can be used in producing (PCC) for
low-level civil engineering applications and the most kinds of brick aggregate possess good
physical and mechanical properties that qualify them for producing high-quality concrete.
The use of steel fiber reinforced concrete (SFRC) has steadily increased during the last two
decades. Considerable developments have been taken place in the field of SFRC include highway
and airfield pavements, hydraulic structures, tunnel linings and more(8).
ACI Committee 544 noted that SFRC has potential for many more applications, especially in the
area of structural elements.
The addition of steel fibers significantly improves many of the engineering properties of
mortar and concrete , notably impact strength and toughness. Tensile strength, flexural strength,
fatigue strength and ability to spelling are also enhanced(9-11). Moreover, addition of fibers makes
the concrete more homogeneous and isotropic and therefore it is transformed from a brittle to a
more ductile material. When concrete cracks, the randomly oriented fibers arrest a micro cracking
mechanism and limit crack propagation, thus improving strength and ductility(12) and generally, for
structural applications, steel fibers should be used in a role supplementary to reinforcing bars(13).
3
RECYCLE OF CRUSHED BRICK AS COARSE AGGREGATE
IN CONCRETE WITH FIBERS
Afaf J.Obaid
Sumaya A. Hameed
Sarab A. Hameed
EXPERIMENTAL PROGRAM :TSTING OF MATERIALS FOR CONCRETE:Preliminary test were carried out on the constituent materials:1. Water :- Drinking water from Tikrit water supply was used conforming to the specification
requirements of water for concerting and curing.
2. Cement :- Ordinary Portland Cement. The chemical analysis of this cement is given in
Table (1) and its mechanical properties are given in Table (2). The specific gravity of the
cement use was 3.15.
3. Sand:- Local river sand from Tikrite region was used. The grading of this sand is within the
boundary curves for sand by B.S. 882. 1973(14) as shown in Table (3). Table(4-b) shows
SO3 composition in sand.
4. Gravel :- Local river gravel from Tikrite region was used. The grading of this gravel is
within the boundary curves for sand by B.S. 882. 1973(14) as shown in Table (4-a), Table(4b) show SO3 composition in gravel.
5. Bricks:- Obtained from recycle bricks by crushing to a maximum aggregate size of (20
mm). The grading was made the same to the grading of the gravel aggregate. The average
compressive strength of brick was 24 Mpa. Crushed bricks used in this study shown in Fig.
(1).
6. Fibers:- waste steel fibers were collected from Tikrite Industry zone with dimension of 4
mm to 7 mm in length, 2mm to 3mm in width and 1mm to 1.5mm in thickness ,as shown in
Fig. (2).
CONCRETE MIX:In this study work, a total of 48 numbers of concrete specimens were cast with and without
(crushed – brick and steel fibers).The concrete mix ratio was kept constant for all types of concrete
using the mix proportioning ratio by weight (cement: sand: aggregate ) of 1 : 2 : 4. The steel fibers
weight was 6% of the total mix weight. Variable weights of crushed bricks(i.e., crushed brick ratio
of weight of crushed bricks to weight of coarse aggregate) of (0%, 25%, 50%, 75%, 100%) were
used. Because the crushed – brick aggregate is lighter than the natural gravel, the volume of the
crushed – brick aggregate is larger than that of the natural gravel when the weight is kept constant.
Due to this fact higher water –cement ratio was chosen for concrete mixes with crushed – brick
aggregates to obtain the slump ranging (3-6) mm.
Cement, sand, fibers and coarse aggregate (gravel and crushed – bricks) were mixed in dry
state handily as shown in Fig(3), then the required quantity of water was added and mixed
thoroughly. Before casting , machine oil was smeared on the inner surfaces of the cast iron mould.
Concrete mixes were cast in (100*200) mm cylindrical steel moulds and (100*100) steel
cubic moulds. The concrete was poured into cylindrical mould in four equal layers and compacted
thoroughly using a standard compact metal rode of squire section with 25 mm side, 1.8 kg weight
and 380 mm long. The number of compact beats was 20 times for each layer(16). The concrete was
poured into cubic mould in two equal layers and compacted by a vibrating table for cube. The top
surface was finished by means of a trowel.
the specimens were removed from the mould after 24 hours and then cured under water for
period of 28 days. the specimens were taken out from the curing tank just prior to the test.
4
Afaf J.Obaid et., al.,
The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D)
TESTING MACHINE :All specimens were tested using a (2000 KN) capacity compression machine. In the
university of Tikrite. Testing times were in May 2008. The weather was hot in most days.
TEST PROGRAM :The test program considered of total of 48 specimens (36 cylinders and 12 cubes). The test
was divided into three groups. For each mix 3 cylinders were tests for the compression strength, 3
cylinders were test for splitting tensile strength and 2 cubes were tests for the compression strength.
TEST RESULTS AND DISCUSSION :Mode of Failure:The concrete cylinders in compression showed a combination of vertical splitting and
inclined shear type failure cracks for both types of aggregate.
In splitting tensile tests, the failure planes showed some broken gravels and some gravels
being pulled out from the concrete. While for concrete with crushed brick aggregate and steel
fibers, the failure planes were nearly flat, as shown in Fig(5).
This indicates a rather stronger bond and interlocking in the past-aggregate inter face.
Figures (6) and (7) shows the test results obtained for concrete cylinders and cubic with and
without crushed bricks, and steel fibers. The results reported are average of 3 specimens and 2
cubes at age of 28 days. From figures it is clear that the using of crushed bricks in concrete reduces
its strength in compression ( for cylinders and cube ) and in tension and the reduction in
compression was more than in split tension specially when the percentage of compression crushed
bricks when the percentage of crushed bricks were (75% and 100%). This reduction in strength may
be attributed to four reasons:
1. Crushed bricks and fibers failed to develop proper adequate bond with concrete and cement
matrix.
2. Because the high porosity of the surfaces of crushed bricks, the mixture needed more water
to get the required slump.
3. The crushed bricks and fibers made the mixture unworkable because of the surfaces
roughness and moisture of the crushed bricks aggregates and fibers.
4. The reduction in strength may be due to the micro size (4 mm to 7mm in length, 2mm to
3mm in width and 1mm to 1.5mm in thickness of waste fibers.
Figure (9) shows the relation between water cement ratio and crushed bricks to coarse
aggregates ratio . It can be seen from this figure that the water cement ratio was increased when
the crushed bricks to coarse aggregates ratio increase. Fig(10) shows the best curve, the best
equation ® between compression and split tension strength.
5
Afaf J.Obaid
Sumaya A. Hameed
Sarab A. Hameed
RECYCLE OF CRUSHED BRICK AS COARSE AGGREGATE
IN CONCRETE WITH FIBERS
Table(1) Chemical Composition of Cement
Compound
% by weight
Insoluble
0.98
SiO2
13.4
Al2O3
8.5
Fe2O3
3.5
MgO
0.8
SO3
1.08
CaO
63
C2S
16.6
C3S
54.1
C3A
4.6
C4AF
9.1
Loss on ignition
1.18
Table (2) Mechanical Properties in Cement
Properties
Average
3 day compressive strength (standard mortar) (Mpa)
22.83
7 day compressive strength (standard mortar) (Mpa)
25.24
Initial setting (min.)
60
Final setting (min.)
480
Fineness(m2/Kg)
299.75
Table (3) Grading of sand.
Sieve No.
Natural sand
passing % range according to
mm
passing %
B.S. 882:1973
9.5
100
100
4.75
90
90-100
2.36
75
75-100
1.18
65
55-90
0.600
59
35-59
0.300
20
8-30
0.150
7
0-10
0.075
0.5
0
pan
0
0
6
Afaf J.Obaid et., al.,
The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D)
Table (4-a) Grading of gravel
Sieve No.
Natural gravel %
passing % range according to
mm
passing %
B.S. 882:1973
20
85
85-100
9.5
15
0-25
4.75
0
0-5
0.150
0
0
pan
0
0
Table (4-b) (SO3) Composition in gravel and sand
Compound
% by weight
SO3 in (gravel)
0.7
SO3 in (sand)
1.23
Table (5) Mix proportion and test results
W /C
Fibers ratio
Unit weight
Cylinder
Cylinder Tensile
Cubic
ratio
(%)
Kg/m3
Compressive
strength (Mpa)
Compressive
strength (Mpa)
strength (Mpa)
0.5
0
2486*
12.7*
3.7*
18.3*
0.5
6%
2551
11.03
3.55
10.5
0.55
6%
2460
4.6
1.16
8.2
0.85
6%
2215
3.05
0.76
6
1.05
6%
2037
2.4
0.6
3.8
1.25
6%
1893
2.33
0.53
2.4
(*) The concrete mix without (crushed brick and fibers)
7
RECYCLE OF CRUSHED BRICK AS COARSE AGGREGATE
IN CONCRETE WITH FIBERS
Fig.(1).Crushed brick used in the study
Fig.(2). Fibers used in the study.
8
Afaf J.Obaid
Sumaya A. Hameed
Sarab A. Hameed
Afaf J.Obaid et., al.,
The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D)
Fig.(3). Material used in concrete mix.
Fig.(4).Crack of cylinder under compressive test.
Fig.(5).Crack of cylinder in splitting tension test.
9
RECYCLE OF CRUSHED BRICK AS COARSE AGGREGATE
IN CONCRETE WITH FIBERS
Afaf J.Obaid
Sumaya A. Hameed
Sarab A. Hameed
Fig.(6). Effect of using crushed bricks on compression strength in cylinder.
Fig.(7). Effect of using crushed bricks on split tensile strength.
10
Afaf J.Obaid et., al.,
The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D)
Fig.(8). Effect of using crushed bricks on compression strength in cubic.
Fig.(9). Effect of using crushed bricks on Water / Cement ratio.
11
RECYCLE OF CRUSHED BRICK AS COARSE AGGREGATE
IN CONCRETE WITH FIBERS
Afaf J.Obaid
Sumaya A. Hameed
Sarab A. Hameed
Fig.(10). Relationship Between Compression and Split Tensile
Strength( Best Curve).
CONCLUSION:Based on the test results and discussions the following conclusions can be drawn:1. Crushed bricks can be used satisfactorily as coarse aggregates for making quality
concrete of acceptable strength characteristics.
2. The use of crushed bricks as a coarse aggregate and steel fibers decrease the
compressive strength of concrete about ( 87-18.3)% at age of 28 days for cylinders and (
67.7-15.5)% at age of 28 days for cubic.
3. The splitting tensile strength of crushed bricks concrete were lower than that of normal
concrete. The ratio ranged from(95.9-14.5)%.
4. The possibility of making FRC using waste steel fibers using in this study is absolutely
ruled out as it addition in plain concrete because it decrease the strength of concrete.
5. The use of crushed bricks as a coarse aggregate in concrete increases the water cement
ratio as it increases absorption of concrete to the water.
6. The workability of the crushed bricks concrete is lower than that of normal concrete.
REFERENCES
1.Swamy, R.N; new concrete material pp.149-157,1983.
2.Schulz, R.R., " Concrete with Rubble- development in west Germany". In Demolition and
Reuse of concrete Masonry Proceedings of the 2nd International. 1988.
)أدارة اﻟﻤﺨﻠﻔﺎت اﻹﻧﺸﺎﺋﻴﺔ ( وزارة اﻟﺒﻴﺌﺔ داﺋﺮة اﻟﺘﺨﻄﻴﻂ، اﻟﻤﻬﻨﺪس ﻋﻠﻲ ﻓﻴﺼﻞ ﻋﺒﺪ ﻧﻮر،رﺋﻴﺲ اﻟﻤﻬﻨﺪﺳﻴﻦ ﺻﻼح ﻣﻬﺪي ﻏﻠﻴﻢ.٣
. ﻗﺴﻢ أدارة اﻟﻤﺨﻠﻔﺎت اﻟﺼﻠﺒﺔ/و اﻟﻤﺘﺎﺑﻌﺔ اﻟﻔﻨﻴﺔ
12
Afaf J.Obaid et., al.,
The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D)
4. Husain M. Husain, Abdul-hafidh M.S. and Mustafa K.H. Kasim, “The Use of Crushed Brick
Pretreated with Cement Syrup as Aggregate For Concrete” S. J. Tikrit university.
Eng.Sci.,Vol.2,No.2,1995.
5. Devenny,A, Khalaf, FM;”Use of Crushed Brick as a Coarse Aggregate in Concrete".
Masonry International, Vol.12, No.3, pp.81-84,1999.
6.M. A. Mansur, T. H. Wee, and S. C. Lee; “Crushed Brick as a Coarse Aggregate for
Concrete”. Materials Journal: Vol.96, No.4,pp.478-484; July 1999.
7.Fouad M.Khalaf and Alan Devenny, “Properties of New and Recycled Clay Brick Aggregate
For Use in Concrete”. J. Material in civil Engineering, Vol.17, Issue4,pp.456-464,2005.
8.M.C.Nataraja, N.Dhang, A.P. Gupta,Stress_strain curves for steel fiber reinforced concrete
under compression, Cement and Concrete Composites 21(1999) 383-390.
9.ACI Committee 544-3R, guide for specifying, mixing, placing and finishing steel reinforced
concrete, ACI Structural Journal (1984) 9.
10.H. Chenkui, Zi Guofan, "Properties of Steel Fiber Reinforced Concrete Containing Larger
Coarse Aggregate", Cement and Concrete Composition"17(1995) 199-206.
11.o.Eren, T.Celik, "Effect of Silica fume and Steel Fibers on Some Properties of high Strength
Concrete", Construction and Building materials 11(1997) 373-382.
12.F.F.Wafa. S.A.Ashour, "Mechanical Properties of high- Strength Fiber Reinforced
Concrete". ACI. Materials Journal 89(5) (1992) 449-455.
13. ACI Committee 544-3R, Design Consideration for Steel Fiber Reinforced Concrete., ACI
Structural Journal (1988),563-578.
14.British standards Institution, B.S.882: Part 2:1973, “British standards Specification for
Coarse and Fine Aggregate from Natural Sources”.
ﺑﻐﺪاد، اﻟﺠﺎﻣﻌﺔ اﻟﺘﻜﻨﻮﻟﻮﺟﻴﺔ، ﻣﺮآﺰ اﻟﺘﻌﺮﻳﺐ و اﻟﻨﺸﺮ،" "ﺗﻜﻨﻮﻟﻮﺟﻴﺎ اﻟﺨﺮﺳﺎﻧﺔ، هﻨﺎء ﻋﺒﺪ ﻳﻮﺳﻒ،ﻣﺆﻳﺪ ﻧﻮري ﺧﻠﻒ.١٥
.١٩٨٤
اﻟﺠﺎﻣﻌﺔ، ﻣﺮآﺰ اﻟﺘﻌﺮﻳﺐ و اﻟﻨﺸﺮ،" )ﻓﺤﻮﺻﺎت ﻓﻲ ﺗﻜﻨﻮﻟﻮﺟﻴﺎ اﻟﺨﺮﺳﺎﻧﺔ، ﻣﺆﻳﺪ ﻧﻮري ﺧﻠﻒ،هﻨﺎء ﻋﺒﺪ ﻳﻮﺳﻒ.١٦
.١٩٨٤ ﺑﻐﺪاد،اﻟﺘﻜﻨﻮﻟﻮﺟﻴﺔ
13
The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D) FACTORS EFFECTING OVERLAY ASPHALT PAVING
Azhar H. Mahdi*
Dr. Iqbal N. Korkess
Dr. Mohammed J. Hamood
*Building and construction engineering department/ university of Technology
ABSTRACT:
The asphalt surface layer is the most widely used method in Iraq. It is considered to be
within a series of works which is carried out to protect the road components. To keep it as
close as possible to its newly constructed condition and promote the level of road performance
with minimum maintenance requirement.
Two source of asphalt were depended one from Dora and the other from Baji refinery.
To study the effects of variability in asphalt content, asphalt penetration, type of filler, and
temperature on the performance of surface layer were studied. The test of pavement mixtures
in this study consist of evaluation of the resistance of plastic flow (Marshall Test), cracks
caused by temperatures and temperature susceptibility (indirect tensile strength), damages
caused by humidity, and plastic deformation and rutting.
It was found that the percentage of asphalt 4.6% with grade 40-50 gave the optimum
ratio of tests to assess the performance. The comparison with Bajji refinery product the better
performers was indicated for Dora asphalt.
Keywords: Asphalt, cement, grade, Dora refinery, Bajji refinery.
ﺗﺄﺛﻴﺮ ﻣﺘﻐﻴﺮات أﻻآﺴﺎء اﻹﺳﻔﻠﺘﻲ ﻋﻠﻰ أداء اﻟﺘﺒﻠﻴﻂ
:اﻟﺨﻼﺻﺔ
أن أﻻآﺴﺎء اﻹﺳﻔﻠﺘﻲ هﻮ ﻣﻦ أوﺳﻊ أﻧﻮاع أﻻ آﺴﺎء اﻟﻤﺴﺘﺨﺪم ﻓﻲ اﻟﻌﺮاق وﻳﻜﻮن ﺿﻤﻦ ﺳﻠﺴﻠﺔ اﻷﻋﻤﺎل اﻟﺘﻲ ﺗﺠﺮي
ﻟﻠﺤﻔﺎظ ﻋﻠﻰ ﻣﻜﻮﻧﺎت اﻟﻄﺮﻳﻖ ﺑﺤﺎل اﻗﺮب إﻟﻰ ﺣﺎﻟﻬﺎ ﻋﻨﺪ اﻹﻧﺸﺎء ﻣﻦ ﺣﻴﺚ رﻓﻊ ﻣﺴﺘﻮى اﻷداء ﻟﻠﻄﺮﻳﻖ وإﻳﺼﺎﻟﻪ إﻟﻰ أداء
.ﻣﻨﺎﺳﺐ ﺑﺎﻹﺿﺎﻓﺔ إﻟﻰ إﻃﺎﻟﺔ ﻋﻤﺮ اﻟﺘﺒﻠﻴﻂ وإﻳﺼﺎﻟﻪ إﻟﻲ أﻗﺼﻰ ﻋﻤﺮ ﺗﺼﻤﻴﻤﻲ ﻟﻪ ﻣﻊ ﺣﺪ أدﻧﻰ ﻟﻠﺼﻴﺎﻧﺔ
درﺟﺔ،اﺳﺘﺨﺪم اﺳﻔﻠﺖ ﻣﻦ ﻣﺼﺪرﻳﻦ هﻤﺎ ﻣﺼﻔﻰ اﻟﺪورة وﻣﺼﻔﻰ ﺑﻴﺠﻲ ﻟﺪراﺳﺔ ﺗﺄﺛﻴﺮ اﻟﺘﻨﻮع ﺑﻤﺤﺘﻮى اﻹﺳﻔﻠﺖ
ﺗﺄﺛﻴﺮ درﺟﺎت اﻟﺤﺮارة ﻋﻠﻰ أداء ﻃﺒﻘﺔ أﻻ آﺴﺎء ﻋﻠﻰ اﻻﺳﻔﻠﺖ اﻟﻤﻨﺘﺞ ﻣﻦ ﻣﺼﻔﻰ اﻟﺪورة، ﻧﻮع اﻟﻤﺎدة اﻟﻤﺎﻟﺌﺔ،اﻟﻨﻔﺎذﻳﺔ ﻟﻺﺳﻔﻠﺖ
.وﻣﻘﺎرﻧﺔ اﻟﻨﺴﺐ اﻟﻤﺜﻠﻰ ﻟﻬﺎ ﻣﻊ اﻻﺳﻔﻠﺖ اﻟﻤﻨﺘﺞ ﻣﻦ ﻣﺼﻔﻰ ﺑﻴﺠﻲ
اﻟﺘﺸﻘﻘﺎت ﺑﺴﺒﺐ،(إن ﻓﺤﻮﺻﺎت ﺧﻠﻄﺎت اﻟﺘﺒﻠﻴﻂ ﻓﻲ هﺬا اﻟﻌﻤﻞ ﺗﻀﻤﻦ ﺗﻘﻴﻴﻢ اﻟﻤﻘﺎوﻣﺔ ﻟﻠﺘﺪﻓﻖ اﻟﻤﺮن )ﻓﺤﺺ ﻣﺎرﺷﺎل
وﻗﺪ وﺟﺪ ان. اﻟﺘﻠﻒ ﺑﺴﺒﺐ اﻟﺮﻃﻮﺑﺔ واﻟﺘﺸﻮﻩ اﻟﺪاﺋﻤﻲ أو اﻟﺘﺨﺪد،(درﺟﺔ اﻟﺤﺮارة واﻟﺘﺄﺛﻴﺮ اﻟﺤﺮاري )ﻣﻘﺎوﻣﺔ اﻟﺸﺪ اﻟﻐﻴﺮ ﻣﺒﺎﺷﺮ
واﻇﻬﺮت اﻟﻤﻘﺎرﻧﺔ ﻣﻊ اﻻﺳﻔﻠﺖ. هﻲ اﻟﻨﺴﺒﺔ اﻟﻤﺜﻠﻰ ﻟﻠﻔﺤﻮﺻﺎت ﻓﻲ ﺗﻘﻴﻴﻢ اﻻداء ﻟﻠﺘﺒﻠﻴﻂ٥٠ -٤٠ ﺑﻨﻔﺎذﻳﺔ%٤.٦ ﻧﺴﺒﺔ اﺳﻔﻠﺖ
.اﻟﻤﻨﺘﺞ ﻣﻦ ﻣﺼﻔﻰ ﺑﻴﺠﻲ اداءا اﻓﻀﻞ ﻟﻜﻮﻧﻬﺎ اآﺜﺮ ﺛﺒﻮﺗﻴﺔ واﻗﻞ ﺟﺮﻳﺎن واﻗﻞ اﻧﻔﻌﺎﻻ وﺗﺎﺛﺮا ﻓﻲ درﺟﺎت اﻟﺤﺮارة
14
Azhar H. Mahdi*et., al.,
The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D)
1- INTRODUCTION
The planning of roads and traffic were of the most important manifestations of civil
rights for the developed countries. This gave priority as one of the important services and vital
facilities. Choice of suitable quality layer of paving to be under certain circumstances is not
something fixed because there are many right solution, design and there are several maps of
the rubble and asphalt paving gives good [ 1].
To reach the good performance of the pavement layer must have several requirements,
including that the surface is crumbly and free of cracks resulting from the stresses of loading
or of shrinkage or fatigue failure. It must be resistant to weather conditions, including the
impact of water surface، heat, cold, and oxidations as well as resistant to moisture, especially
the internal ground water, which provides a context and a series of convenient and non-skid
surface. The design that balances all of these requirements for several years and specific
studied design is required, which followed by the appropriate selection of all layers of the
lower base and the sub-base.
Bituminous paving mixtures are used as surface or base layers in a pavement structure
to distribute stresses caused by loading and to protect the underlying unbound layers from the
effects of water [2]. To adequately perform both of these functions over the pavement design
life, the mixture must also withstand the effects of air and water, resist permanent deformation,
and resist cracking caused by loading and the environment. Many factors affect the ability of a
bituminous paving mixture to meet these structural requirements. Mixture design, construction
practices, properties of component materials, and the use of additives all play important roles
in the resulting structural characteristics of a pavement. It is also important to recognize the
interaction between mixture design and pavement design to arrive at the most cost-effective
solutions.
Pavement is a very sophisticated physical structure that responds in a complex manner
to the external traffic and environmental loading. This is mainly due to the non homogenous
composition of the asphalt mixture, aggregate and sub-grade soil, and the vast variation in
traffic and environmental characteristics from a region to another.
Pavement performance is defined as the ability of a pavement to satisfactorily serve
traffic over time. The serviceability is defined as the ability of a pavement to serve the traffic
for which it was designed. Integrating both definitions will yield a new understanding of the
performance which can be interpreted as the integration of the serviceability over time [2]. As
well as performance in general term describing how pavement condition changes or how
pavement structures serve their intended functions with accumulating use [3]. It is highly
affected by the properties of the materials used in pavement layers construction. The
performance of the asphalt surfaced pavements is affected to certain degree by two material
characterization of asphalt mix properties (asphalt and aggregate) and sub-grade properties.
These two materials in addition to the traffic loading are generally control the deterioration
trend of the asphalt surfaced pavement.
Geometric features, design and construction are factors affect asphalt mix. Asphalt mix
is normally consisted of mineral aggregate and a binding material which is asphalt binder. The
asphalt binder must have good blending properties such as viscosity, ductility and adhesion to
resist cracking so that it maintains stiff when added to the aggregates. The aggregate must be
of adequate hardness and angularity in order to resist deformation and abrasion under traffic.
There are many problems associated with evaluating and characterization of the asphalt mix
properties. Among these are non homogeneity of the aggregate and the viscoelasticity of the
asphalt binder. In addition to that temperature susceptibility and rate of loading, all these
15
Azhar H. Mahdi*
Dr. Iqbal N. Korkess
Dr. Mohammed J. Hamood
Factors Effecting Overlay Asphalt Paving
parameters must be taken into consideration when selecting the paving material.
In Iraq high summer temperature affects the pavement performance as it soften the
asphalt surface leading to endless deformation and cracking under the affect of high traffic
loading and the absence of axle limit. Therefore, special consideration is given to the mixture
design so that it can resist rutting and fatigue cracking. This has been achieved through a series
of research studies and field investigation which came up with introducing new design criteria
manifested by modifying the aggregate gradation, using high viscosity binder such as 40-50
and 60-70 grades [4].
2- AVALABILITY AND PERFORMANCE:
Pavement, independent of its type and applied materials, is subjected to certain traffic
loads and environmental factors. These factors create various deterioration modes in-service
conditions. Deterioration modes and the pavement’s susceptibility to various deteriorating
factors depend on the type of pavement and materials applied. Selecting materials for a road
pavement design is determined by the availability of suitable materials, environmental
considerations construction methods, economics, and previous performance. To select the
materials that best suit the conditions, these factors must be evaluated during the design to
ensure a whole-life cycle strategy.
The base course is a specified depth of bituminous concrete that is primarily designed
to provide the structural strength needed to support and distribute the projected traffic loads.
The surface course is a bituminous concrete mixture placed as the upper course and is usually
constructed on a base course. The surface course provides some structural strength. However,
the major functions of the surface course are to provide a smooth riding surface that resists
distress, minimizes the amount of water that may penetrate the lower more porous layers,
provides and maintains its skid resistance for selected service life. To meet these requirements,
the surface course mix must have the optimum gradation of aggregate and percent of
bituminous binder to prevent raveling, provide durability, resist fracture, and remain stable
under traffic use and adverse climate changes.
3- EXPERIMENTAL WORK:
3-1 Materials Used:
3-1-1 Asphalt Cement:
Two sources of asphalt cement were used one obtained from Dora refinery and the
other from Bajji refinery. The physical properties of these types are presented in Table 1.
3-1-2 Aggregates:
Crushed aggregate were obtained from Hot Mixer Factory of Amanat Baghdad at Dora,
and its source was from Al Nabaai, the aggregates were sieved to various sizes, to meet the
required degradation limits of the ASTM D3515, as shown in Fig. 1. The physical properties of
the aggregates are illustrated in Table (2, 3).
Aggregate is characterized by the gradation which imparts to it the main engineering
properties. Gradation affects considerably the asphalt mix properties such as stiffness,
stability, durability, fatigue resistance and workability.
3-1-3 Filler:
Ordinary Portland cement obtained from Koubaisa cement factory was used as filler
and Limestone powder from Karbalaa factory as the other type of filler. Table 4, shows the
physical properties of filler types used.
16
Azhar H. Mahdi*et., al.,
The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D)
3-1-4 Temperature and Humidity:
Temperature is one of the most important environmental factors that affect performance
and pavement structural design. It affects creep properties of the asphalt concrete, thermal
induced stresses and freezing and thawing of the road bed soil.
3-2 Samples Preparation:
First drying of aggregate to get fixed weight in temperature of 110◦C and is classified to
the sizes and measurements, and then mixed with the filling material until we get the gradient
required for the model as mentioned in Table 2. Then heat the aggregate to a temperature of
155◦C before mixing with asphalt cement and asphalt cement is heated to the temperature of
160◦C in order to get the kinematic viscosity. The required amount of asphalt cement was
weighted and added to the heated aggregate until completely surrounded by asphalt cement.
Three specimens were prepared to each type of test and variable and in the manner
commensurate with the tests suited to them.
4- MARSHALL TESTS:
4-1 Stability and Flow (method of Marshall) Test:
This method gives measurements of stability and plastic flow for cylindrical specimens
and a mixture of bituminous materials being loaded onto the surfaces using the tools of the
Marshall side matching the U.S. standard ASTM D 1559. Attend the pre-heated mix mold with
diameter of (101.6 mm) and high (63.5 mm) and compacted with a metal rod of 4.536 kg
weight and free fall of 457 mm high. Then leave the mold to cool at room temperature for 24
hours.
The total specific weight, density, specific weight and the proportion of virtual spaces
will be calculated for each model.
Have been examined stability and the plastic flow for each model according to
American Standard ASTM D ١٥٥٩ cylinder models are placed in a water bath temperature of
60◦C for a period (30-40 minutes), then taken into models and then drying charged to the side
surfaces and at a constant speed of 50.8 mm / min to obtain failure. These models are prepared
for each group is recorded readings and calculate the average
4-2 Indirect Tensile Strength:
Models are prepared the same way that models and the Marshall test in accordance with
American Standard ASTM D 4123. Where cooled at room temperature for a period of 24 hours
and immersed in a water bath at different temperatures (10, 25, 40, 60◦ C) and for ٣٠ minutes
and then dried from water and placed in cans, load in parallel to the longitudinal axis of the
cylinder model and brings them carry a rate of 50.8 mm / min until reaching the maximum
stress of the model.
Three models are examined for each group and the results are recorded and taken
amending it and prove the results are included in the agenda implicit in Table 5. The value of
flexural strength was calculated as:
ST =
2 Pult
πtD
Where:
ST = Tensile strength
(N/mm)
17
Azhar H. Mahdi*
Dr. Iqbal N. Korkess
Dr. Mohammed J. Hamood
Factors Effecting Overlay Asphalt Paving
PUlt = Ultimate applied load required to fail specimen (N)
t = Thickness of specimen (mm)
D = Diameter of specimen (mm)
4-3 The Resistance to Water Damage Test:
Give the results of this experiment on the extent of damage in the adhesion and that by
water. Six specimens were prepared for this experiment (three dry and three wet), the average
test results were recorded. The molds used were of 101.6 mm in diameter and height then a
pressure of (1MPa) was applied and increased gradually to (20.7 MPa) at the end of test.
The compression force is examined for three of the six specimens at a rate of 50.8 mm / min
and then leave exposed for air with the temperature of 25◦C for 4 hours. The other three
specimens were placed in a water bath and a temperature of 40◦C for 24 hours before being
tested. The digital indicator of resistance to mixtures damage resulting from water was
calculated as a percentage of the original strength of the specimens after a period of water
immersion, according to the U.S. standard ASTM D 1075 and as follows :
Index of retained strength = S1/S2*100
Where:
S1=Compressive strength of dry specimens
S2 =Compressive strength of immersed specimens. The average of three tests were taken and
recorded in Table 5.
4-4 Creep Test:
This test illustrates the amount of asphalt mix stiffness measurement of strain with
time. The specimens were cooled at room temperature for 24 hours and then stored in water
bath for 30 minutes and the temperature required (10, 25, 40, 6٠ ◦C) before the start of loading
a fixed amount of stress (1Mpa) for a period of one hour. The deformation (strain) at specified
times (0.1, 0.25, 0.5, 1, 2, 4, 8, 15, 30, 45, 60) minutes were recorded, after which the pressure
is lifted and the strain left was recorded within one hour and the same previous periods .
The strain was calculated as:
ε =∆Η/Ηο
Where:
∆H = change in length (mm)
H o = initial height (mm)
5- Test Results:
Four penetration graded asphalt cement were used, D40-50, D60-70 and D85-100 were
obtained from Dora refinery and the fourth type D40-50 was from Bajji refinery. First the tests
were done on Dora asphalt with fixed penetration grades of (40-50) and Portland cement (filler
material) using five percent of asphalt content. The average of three samples for each test was
recorded in Table 5. With percent of 4.6% asphalt content the other penetration grades of (6070) and (85-100) were done.
The first tests on Dora asphalt indicated that:
• Bulk Density, Marshall Stability, Marshall Stiffness and Air voids and Marshall Flow tests
showed an increase in test result till 4.6% and 5.1% of asphalt content then reduce in test
results for 5.6% asphalt content as shown in Fig. 2.
• Marshall Flow tests showed an increase in test result with increase in asphalt content as
indicated in Fig.2.
• Indirect tensile strength results show same behavior as above but with temperature of 10 ◦C of
steam bath shows higher results. The results were decrease with increasing the temperature as
indicated in Fig. 3.
18
Azhar H. Mahdi*et., al.,
The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D)
• Temperature susceptibility, dry compressive strength and index of retained strength shows
rapid increase till 5.1 % asphalt content then few reduces in results were shown for 5.6%
asphalt content as indicated in Fig. 3.
• Stiffness modulus and skid resistance different temperature results indicated decrease with
increasing the steam bath temperature and asphalt content from 3.6% to 5.6% as shown in
Fig.3.Permanent strain results were increased with increasing the temperature of steam bath
and asphalt content from 3.6% to 5.6% as shown in Fig.3.
• From the results above a constant percent of asphalt content 4.6% was suggested to be used
for other two penetration grades of (60-70) and (85-100) of Dora asphalt. All test results
shows decrease in results with increasing the penetration grade except the Marshall Flow, Air
voids and Permanent strain tests in which the results were increased as shown in Figs. 4 & 5.
For Bajji asphalt with 4.6% asphalt content and penetration grade of (40-50) the test results
were achieved. Comparing with Dora asphalt the test results showed decrease about (0% -9%)
except that for permanent strain which was increased by an average of 7.5% as indicated in
Figs.6 & 7.
Test using limestone as filler material instead of Portland cement shows almost reduction in
results for some test and the same results for the others as shown in Figs.8 & 9.
19
Azhar H. Mahdi*
Dr. Iqbal N. Korkess
Dr. Mohammed J. Hamood
Factors Effecting Overlay Asphalt Paving
20
Azhar H. Mahdi*et., al.,
The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D)
21
Azhar H. Mahdi*
Dr. Iqbal N. Korkess
Dr. Mohammed J. Hamood
Factors Effecting Overlay Asphalt Paving
22
Azhar H. Mahdi*et., al.,
The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D)
23
Azhar H. Mahdi*
Dr. Iqbal N. Korkess
Dr. Mohammed J. Hamood
Factors Effecting Overlay Asphalt Paving
24
Azhar H. Mahdi*et., al.,
The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D)
25
Azhar H. Mahdi*
Dr. Iqbal N. Korkess
Dr. Mohammed J. Hamood
Factors Effecting Overlay Asphalt Paving
6- CONCLUSION:
1234-
Based on the test program the following conclusion could be written:
Asphalt content of 5.1% shows highest value for the stability and bulk density while the
plastic flow tends to increase with greater content of the asphalt.
Asphalt with a gradient (40-50) indicated highest stable, hardness, less flow and greatest
resistance to thermal affects as well as to the tension and compression forces even in wet
conditions.
Dora asphalt (although has nearly the same specification for Bajji asphalt) gave better degree
of stability, less flow, less strain and the lack of influence on temperature.
Using limestone as filling material showed more affect by temperature (increases sustained
deformations) and the stiffness modulus is less than in the case when the material filling used
was Portland cement.
7- REFERENCES:
1.Epps, A., Harvey, J. T., Kim, Y. R., and Roque, R. “Structural Requirements of Bituminous
Paving Mixtures.” TRB Committee on Characteristics of Bituminous Paving Mixtures to Meet
Structural Requirements, TRB Millennium Paper Series, 2000.
2. American Association of State Highway and Transportation Officials (2004). AASHTO “Guide
for the Design of Pavement structures”, American Association of State Highway and transportation
Officials, Washington, Pennsylvania D.C, PP 87-91.
3. Youder, J and Witczak, M. “principle of pavement design”, Jone Wiley and sons Inc, 1975.
4. K. P. George, A. S. Rajagopal, and L. K. .Lim,”Models for predicting pavement
deterioration”, Transportation Research Record 1215. TRB, National Research Council,
Washington D.C. 1989, pp 1-7.
5. ASTM D3515, “Standard Specification for Hot-Mixed, Hot-Laid Bituminous Paving
Mixtures”, Annual Book of ASTM Standards, Volume 04.03, American Society for Testing
and Materials, 2005, Philadelphia.
6.
Nevada Milepost “Factors Affecting Asphalt Compaction” Nevada’s Technology Transfer
Quarterly, Vol. 18, No. 2, 2008.
7. ASTM D1559, “Standard test method for resistance to plastic flow of bituminous mixtures using
Marshall Apparatus”, Annual Book of ASTM Standards, Volume 04.03, American Society for
Testing and Materials, 2005, Philadelphia.
8. ASTM D 4123 “Test Method for Indirect Tension Test for Resilient Modulus of Bituminous
Mixtures”, Annual Book of ASTM Standards vol. 04.03, ASTM International, West
Conshohocken, Philadelphia, USA, 2005.
9. Asphalt Institute, “Mix Design Methods for Asphalt Concrete and Other Hot-Mix Types”,
Manual Series No. 2, Sixth Edition, the Asphalt Institute, Lexington, Kentucky, 1997.
10. Goetz, W.H. and Wood, L.E.” Bituminous Materials and Mixtures, Highway Engineering
Handbook,” Ed. K.B. Woods, Section 18, McGraw-Hill Book Company, New York, 1996.
26
The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D) NONLINEAR FINITE ELEMENT ANALYSIS OF REINFORCED
CONCRETE PIPES UNDER EXTERNAL
LOADS UP TO FAILURE
Dr. Husain M. Husain
Haifa Mahdi Saleh
Professor
Instructor
Civil Engineering Dept. Tikrit University
ABSTRACT
This paper deals with structural behavior of reinforced concrete pipes under various loading
and support conditions by using nonlinear three-dimensional isoparametric 20-node brick elements.
Fortran language was used to write computer program (Three Dimension Nonlinear Finite Element
Analysis) that written by Al- Shaarbaf is utilized.
The boundary conditions were chosen to simulate a roller bearing surface at the vertical
edges (plane of symmetry). All grid points at ends of the pipe were allowed to have vertical and
horizontal movements only(restrained in z direction), the bottom horizontal edge was fixed from
translation in all directions, and all other grid points were unrestrained. .
Comparison was made between the results obtained by the finite element computer program
and the available experimental results of plain and reinforced concrete pipes, tested by two-edge
bearing and three-edge bearing, respectively. In general acceptable agreement is obtained between
the finite element and the experimental results. The maximum difference in the ultimate load is
6.2% for the plain concrete pipe and 1.34%, 5.6% for the two examples of reinforced concrete
pipes. In general these results show good agreement. Studying the behavior of long buried
reinforced concrete pipes under various load and support conditions by the finite element analysis.
KEYWORDS: Finite element, Reinforced concrete pipes, External loads.
اﻟﺨﻼﺻﺔ
ﻟﻐﺮض دراﺳﺔ اﻻﺳﺘﺠﺎﺑﺔ اﻟﻼﺧﻄﻴﺔ ﻟﻸﻧﺎﺑﻴﺐ اﻟﺨﺮﺳﺎﻧﻴﺔ اﻟﻤﺴﻠﺤﺔ ﺗﺤﺖ ﺗﺄﺛﻴﺮ اﻷﺣﻤﺎل اﻟﺨﺎرﺟﻴﺔ ﺗﻢ اﺳﺘﺨﺪام ﺑﺮﻧﺎﻣﺞ ﻳﻌﻤﻞ
.ﻟﺘﺤﻠﻴﻞ اﻟﻤﻨﺸﺌﺎت اﻟﺨﺮﺳﺎﻧﻴﺔ ﺑﻄﺮﻳﻘﺔ اﻟﻌﻨﺎﺻﺮ اﻟﻤﺤﺪدة ذات اﻟﻌﻨﺎﺻﺮ اﻟﻄﺎﺑﻮﻗﻴﺔ واﻟﺤﺎوﻳﺔ ﻋﻠﻰ ﻋﺸﺮﻳﻦ ﻋﻘﺪة
ﺗﻤﺖ اﻟﻤﻘﺎرﻧﺔ ﻣﻊ اﻟﻨﺘﺎﺋﺞ اﻟﻤﺨﺘﺒﺮﻳﺔ اﻟﻤﺘﻮﻓﺮة ﻟﻼﻧﺎﺑﻴﺐ اﻟﺨﺮﺳﺎﻧﻴﺔ اﻟﻌﺎدﻳﺔ واﻟﺨﺮﺳﺎﻧﻴﺔ اﻟﻤﺴﻠﺤﺔ واﻟﺘﻲ ﻗﺪ ﺗﻢ ﻓﺤﺼﻬﺎ ﺑﻄﺮﻳﻘﺔ
%٥.٦ و%١.٣٤ ﻟﻼﻧﺒﻮب ذات اﻟﺨﺮﺳﺎﻧﺔ اﻟﻌﺎدﻳﺔ و%٦.٢ وآﺎن أﻋﻈﻢ ﻓﺮق ﺑﺎﻟﺤﻤﻞ اﻻﻗﺼﻰ هﻮ، اﻟﺘﺤﻤﻞ اﻟﺜﻨﺎﺋﻲ واﻟﺘﺤﻤﻞ اﻟﺜﻼﺛﻲ
ﺗﻢ دراﺳﺔ ﺗﺼﺮف اﻻﻧﺎﺑﻴﺐ. آﺎﻧﺖ اﻟﻨﺘﺎﺋﺞ اﻟﺘﻲ ﺗﻢ اﻟﺤﺼﻮل ﻋﻠﻴﻬﺎ ﻣﻘﺒﻮﻟﺔ ﻣﻘﺎرﻧﺔ ﺑﺎﻟﻨﺘﺎﺋﺞ اﻟﻤﺨﺘﺒﺮﻳﺔ.ﻟﻼﻧﺎﺑﻴﺐ اﻟﺨﺮﺳﺎﻧﻴﺔ اﻟﻤﺴﻠﺤﺔ
اﻟﺤﺎﻓﺎت اﻟﺴﻔﻠﻰ، اﻟﺨﺮﺳﺎﻧﻴﺔ اﻟﻤﺴﻠﺤﺔ اﻟﻄﻮﻳﻠﺔ ﺗﺤﺖ ﺗﺎﺛﻴﺮ اﻻﺣﻤﺎل ﺑﺎﺿﺎﻓﺔ ﻣﺴﺎﻧﺪ ﻋﻠﻰ ﻣﺴﺘﻮى اﻟﺘﻨﺎﻇﺮ ﻓﻲ ﺑﺪاﻳﺔ وﻧﻬﺎﻳﺔ اﻻﻧﺒﻮب
. اﻻﻓﻘﻴﺔ ﻟﻼﻧﺒﻮب ﻣﻘﻴﺪة ﺑﺎﻻﺗﺠﺎهﺎت اﻟﺜﻼﺛﺔ وﺑﻘﻴﺔ اﻟﻨﻘﺎط ﻟﻼﻧﺒﻮب ﺗﻜﻮن ﻏﻴﺮ ﻣﻘﻴﺪة
. اﻻﺣﻤﺎل اﻟﺨﺎرﺟﻴﺔ، اﻻﻧﺎﺑﻴﺐ اﻟﺨﺮﺳﺎﻧﻴﺔ اﻟﻤﺴﻠﺤﺔ، اﻟﻌﻨﺎﺻﺮ اﻟﻤﺤﺪدة:اﻟﻜﻠﻤﺎت اﻟﺪاﻟﺔ
27
NONLINEAR FINITE ELEMENT ANALYSIS OF REINFORCED
CONCRETE PIPES UNDER EXTERNAL LOADS UP TO FAILURE
Dr. Husain M. Husain
Haifa Mahdi Saleh
INTRODUCTION
Pipes are usually classified as either "rigid" or "flexible". Rigid pipes support loads in the
ground be virtue of the resistance of the pipe as a ring to bending, whereas flexible pipes rely on
horizontal thrust from the soil at the sides to enable them to resist vertical loads without excessive
deformation.
Burns and Richard (1964) provided an improved understanding of the stresses around a
buried pipe. The analysis is applicable to deeply buried structures where the structure is made from
an elastic material and the soil is assumed to be an elastic medium.
Majeed (1978) studied best of three possible geometric shapes of underground structures:
Semi- circular, elliptical and parabolic, by the finite element method and used somewhat
nonrealistic material property representation such as stress- strain relation. A working finite element
program developed by Doherty, Wilson and Taylor and modified by Suhail Khalil is used to solve
the representative problems. showed that the parabolic shape is the best for the underground
structure to carry the applied load for the condition presented in his study.
Heger and McGrath (1982) studied direct design method for buried concrete pipes. The
method is based on the ultimate- strength and crack-control behavior of reinforced concrete pipes
and other structures observed in various tests of pipes, box sections, slabs, and beams under known
loading conditions that encompass both concentrated and distributed test loads.
Isam (1996) studied the behavior of concrete pipes buried in positive projection condition
based on finite element analysis and experimental work. used quadrilateral elements for the medium
around the pipe and beam elements to represent the pipeline. studied ten pipes and those having a
diameter of 450 mm, thickness 40 mm and length of 452 mm, were tested under two point load.
Zarghamee et. al. (2002) used nonlinear finite-element analysis to predict the performance
of prestressed concrete pressure pipe. The model incorporates a nonlinear stress-strain relationship
for concrete that includes nonlinearities due to compressive crushing, tensile softening and
cracking. The pipe model consists of shell elements with many integration points through the pipe
wall to allow capturing of its nonlinear behavior in pipe wall bending as the concrete cracks or
crush. Analysis results show crack patterns, crack width, crack depth and pipe deflection.
The behavior of concrete is investigated by using twenty-node brick elements. The
reinforcement bars are idealized as axial members embedded within the brick elements with perfect
bond between the concrete and the steel curved bars in a brick element were approximated by
straight bars parallel to the main coordinate axes.
The behavior of concrete in compression is simulated by an (Elastic- Plastic Work
Hardening Model) followed by a perfect plastic response, which is terminated at the onest of
crushing. In tension, a smeared crack model with fixed orthogonal cracks has been used with the
inclusion of models for the retained post-cracking tensile stress and reduced shear transfer modulus.
Loading of the pipes and support conditions were properly considered according to the
characteristics of the problem.
The non-linear equations of equilibrium have been solved by using an incremental-iterative
technique under load control. The solution algorithms were used the standard and the modified
Newton-Raphson methods. The numerical integration has been conducted by using the 27-point
Gaussian rules.
28
Dr. Husain M. H. et., al.,
The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D)
FINITE ELEMENT MODEL
The finite element method introduces a powerful numerical solution for problems in the
fields of solid mechanics, fluid mechanics, magnetic fields and other fields of engineering. In the
field of solid mechanics, the finite element method introduces not only accurate solutions for simple
structures but also good approximate solutions for complicated problems that have no exact
solutions.
The quadratic 20-node brick element is adopted to represent the reinforced concrete in this
paper. This type of element has superior performance. The local coordinate system is used to
describe the displacement components of a point p (ξ, η, ζ) within the element. The origin of the
local coordinates system is placed at the center of the brick element, each of the local coordinates
lines ranges from (-1) to (+1) and they given in term of ξ ,η and ζ .
The Jacobian matrix [J] is obtained numerically from the following expression:⎡ 20 ∂N
i .x
⎢∑
⎢i=1 ∂ξ i
⎢ 20 ∂N
[J ] = ⎢ ∑ i .xi
⎢i=1 ∂η
⎢ 20 ∂N
i .x
⎢∑
⎢i=1 ∂ζ i
⎣
20 ∂Ni
.y
∑
i=1 ∂ξ i
20 ∂Ni
.y
∑
i=1 ∂η i
20 ∂Ni
.y
∑
i=1 ∂ζ i
20 ∂Ni ⎤
.z ⎥
∑
i=1 ∂ξ i ⎥
20 ∂Ni ⎥
.zi ⎥
∑
i=1 ∂η ⎥
20 ∂Ni ⎥
.z ⎥
∑
i=1 ∂ζ i ⎥⎦
(1)
Within a three-dimension of finite element, Cartesian components of strains are related to nodal
displacements by:{ε}e=[B][a]e
(2)
⎡ ∂N
⎡ ∂u ⎤
⎢ i
⎢ ∂x ⎥
⎢ ∂x
⎢
⎥
⎢
⎡ ε x ⎤ ⎢ ∂v ⎥
⎢ 0
⎢
⎥ ⎢ ∂y ⎥
⎢
ε
⎢ y⎥ ⎢
⎥
⎢
∂
w
⎢
⎥ ⎢
⎥ 20 ⎢ 0
ε
z
{ε } = ⎢⎢ ⎥⎥ = ⎢ ∂u∂z ∂v ⎥ = ∑ ⎢ ∂N
⎢
γ
+ ⎥⎥ i=1⎢ i
⎢ xy ⎥ ⎢
⎢ ∂y
∂
∂x
y
⎢γ ⎥ ⎢
⎥
⎢
⎢ yz ⎥ ⎢ ∂v ∂w ⎥
⎢
⎢⎣γ zx ⎥⎦ ⎢ ∂z + ∂y ⎥
⎢ 0
⎢ ∂w ∂u ⎥
⎢
+ ⎥
⎢
⎢ ∂Ni
⎣ ∂x ∂z ⎦
⎢
⎣ ∂z
0
∂Ni
∂y
0
∂Ni
∂x
∂Ni
∂z
0
⎤
0 ⎥
⎥
⎥
0 ⎥
⎥
∂Ni ⎥ ⎧ u ⎫
⎥ i
∂z ⎥.⎪⎪ v ⎪⎪
⎨ ⎬
⎥ i
0 ⎥ ⎪⎪w ⎪⎪
⎥ ⎩ i⎭
∂Ni ⎥
∂y ⎥⎥
∂Ni ⎥
⎥
∂x ⎦
(3)
In the embedded representation, since the bar is capable of transmitting axial forces only, one
component of strain contributes to the strain energy. The strain-displacement relationship is given
by:-
ε
⎡
⎢
⎢
⎢
20
′ = ∑
⎢ 1
i =1 ⎢⎢ h 2
⎢
⎢
⎣
⎡c
⎢ 1
⎢c
⎢ 2
⎢c
⎣ 3
c
2
c
4
c
5
⎡ ∂N
i
⎢
c ⎤ ⎢ ∂x
3 ⎥ ⎢ ∂N
i
c ⎥⎢
5 ⎥ ⎢ ∂y
c ⎥ ⎢ ∂N
6 ⎦⎢
i
⎢ ∂z
⎣
⎤⎤
⎥⎥
⎥ ⎥ ⎡u
⎥⎥ ⎢ i
⎥ ⎥ .⎢ v
⎥⎥ ⎢ i
⎥⎥ ⎢w
⎥⎥ ⎣ i
⎥⎥
⎦⎦
(4)
⎤
⎥
⎥
⎥
⎥
⎦
where:2
2
∂x ∂z ,
⎡ ∂x ⎤
⎡ ∂y ⎤
∂x ∂y
∂y ∂z ,
c1 = ⎢ ⎥ , c 2 = . , c3 =
c 4 = ⎢ ⎥ , c5 = .
∂
ξ
∂
ξ
∂
ξ
∂
ξ
∂
ξ
ξ
∂
∂ξ ∂ξ
⎣ ⎦
⎣ ⎦
h = c2 + c2 + c2
1
4
6
The volume differential dve can be written as:
(5)
(6)
29
NONLINEAR FINITE ELEMENT ANALYSIS OF REINFORCED
CONCRETE PIPES UNDER EXTERNAL LOADS UP TO FAILURE
dve = As .dx′ = As .h.∂ξ
Dr. Husain M. Husain
Haifa Mahdi Saleh
(7)
Finally, the stiffness matrix of the embedded bar [K']e can be expressed as:
+1
(8)
[K ′] = As ∫ [B′]T [D′][B′]hdξ
−1
The isoparametic definition of displacement components is:20
u( ξ , η , ζ ) = ∑ N ( ξ , η , ζ ) u
i
i =1 i
(9)
20
v( ξ , η , ζ ) = ∑ N ( ξ , η , ζ ) v
i
i =1 i
20
w( ξ , η , ζ ) = ∑ N ( ξ , η , ζ ) w
i
i =1 i
where Ni (ξ, η, ζ) is the shape function at the i-th node, ui, vi and wi are the corresponding nodal
displacements (in the direction of global coordinates x, y and z respectively).
The shape function Ni, is a function of the local coordinates ,while the strains in Eq(2) are
functions of the global coordinates. The derivatives of the shape function can be given by the usual
chain rule as:⎡ ∂Ni ⎤ ⎡ ∂x
⎢ ∂ξ ⎥ ⎢ ∂ξ
⎢
⎥ ⎢
⎢ ∂Ni ⎥ = ⎢ ∂x
⎢ ∂η ⎥ ⎢ ∂η
⎢ ∂Ni ⎥ ⎢ ∂x
⎢
⎥ ⎢
⎣ ∂ζ ⎦ ⎣ ∂ζ
∂y
∂ξ
∂y
∂η
∂y
∂ζ
⎡ ∂Ni ⎤
∂z ⎤ ⎡ ∂Ni ⎤
⎢ ∂x ⎥
⎢ ∂x ⎥
⎥
∂ξ ⎢
⎢
⎥
⎥
⎥
∂z ⎥ ⎢ ∂Ni ⎥
∂Ni ⎥
⎢
= [J ]⎢
∂η ⎥ ⎢ ∂y ⎥
∂y ⎥
⎢
⎥
⎢
⎥
⎥
∂z ∂Ni
⎢ ∂Ni ⎥
⎥
⎥⎢
∂ζ ⎦ ⎢⎣ ∂z ⎥⎦
⎢⎣ ∂z ⎥⎦
(10)
APPLICATIONS
This paper includes verify that the computer program (3DNFEA) (Three Dimension
Nonlinear Finite Element Analysis) is applicable to the analysis of plain and reinforced concrete
pipes. The predicted load- deflection response of the numerically tested pipes are compared with the
corresponding available experimental response.
1-Concrete Pipe Specimens
The two-edge bearing test was used for testing the specimens. This test was carried out the
National Center for Laboratories in Baghdad in accordance with IQS:1433/1989 [Isam (1996)]. )].
Fig. 2 shows typical arrangements of the test,and the mesh of the finite element is shown in figure
(3)The experimental and analytical load-vertical deflection and horizontal deflection curves are
shown in Figs. ((4) and (5)). The material properties and material parameters adopted in the
analysis are given in Table (1)..Good agreement is obtained between the predicted finite element
and the experimental load-deflection curves throughout the entire range of behavior of the tested
specimen.
The ultimate load level from numerical analysis (16.67 kN/m) is detected quite well
compared with experimentally observed (15.696 kN/m) showing an error of only (6.2%).
2- Reinforced Concrete Pipes Specimens
A large amount of test data are available from previous research programs conducted or
supervised by SGH (Simpson Gumpertz and Heger ) [Heger and McGrath(1982)]. The tests were
conducted in a standard 3-edge bearing test machine, with modified load and support points. These
30
Dr. Husain M. H. et., al.,
The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D)
specimens were tested by 3-edge bearing to determine the failure load, only two types of pipes
were taken for analysis by finite elements.
The data used are listed in Table 2, and the Fig.6 shows typical arrangements of the test.
The concrete is idealized by using 48 twenty-node brick elements. The finite element mesh used and
loading arrangement are shown in Fig. 7. The boundary conditions were chosen to simulate a roller
bearing at the vertical edges ( plane of symmetry). The lower nodes that lies on direction(CD ) were
fixed from translation in all directions(x, y and z), while for upper nodes that lies on direction (AB)
translation in the vertical direction (y) was permitted.
The material properties and material parameters adopted in the analyses are given in Table 3. Good
agreement is obtained between the predicted finite element and the experimental failure load at
cracking. Table 4 shows the results of finite element analysis method compared with the
experimental results.
PARAMETRIC STUDY
In this study, a parametric study dealing with analysis of buried reinforced concrete pipes
(with the soil as an external load) and dealing with effects of several other parameters on reinforced
concrete pipes.
The arrangement of materials and dimensions of the long buried reinforced concrete pipe are
presented in figure(8) . Discretization by the mesh, and mesh size are shown in Fig. 9.
The concrete is idealized by using 72 twenty-node brick elements. The reinforcements are
represented by 416 embedded bar elements. The Consistent Nodal Loads method [Smith and
Griffiths1998)] is used to distribute the load on each element as shown in Fig. 1, The material
properties and material parameters adopted in the analyses are given in Table 5.
Figs. 10 and 11 show the vertical deflection at the crown and the horizontal deflection at the
spring line respectively. The analytical ultimate load is (126.68 kN/m). The vertical deflection at
the crown is 1.827 mm and the horizontal deflection at the spring line is 0.865 mm at this ultimate
load. In order to investigate the effect of lateral pressure on the behavior of a long reinforced
concrete pipe, the structure is reanalyzed without exertion of lateral pressure. Fig.12 shows the
effect of removing the lateral pressure on the load–deflection response. This removal causes a
decrease in the load capacity by 5.273% and an increase in vertical deflection value by (4.7) times.
Figs 13 and 14 represent the effect of existing and non existing longitudinal reinforcement
on load-vertical deflection behavior and load- horizontal deflection, respectively. It can be seen that
the ultimate load decreases by 25% and vertical deflection increases by 29.28%, while the
horizontal deflection increases by 35.7 % at spring line. From the figures, it can be noted that the
longitudinal reinforcement is effective at high load level, to investigate the effect of concrete
compressive strength, four values of compressive strength have been considered. These selected
values are (20.67MPa, 25MPa, 30MPa and 35MPa), with constant steel area and other parameters
(except the parameters related with concrete compressive strength).
Fig. 15 shows that the ultimate load is approximately constant as the concrete compressive
strength is increased. However, the deflection is decreased as the concrete compressive strength is
increased especially at the increase from 20.68 Mpa to 25 Mpa. To study the effect off steel
(circular and longitudinal) on the behavior and the ultimate load of the pipe, different values of
area of steel have been considered. The selected values were 0.5,0.75,1.0,1.5 and 2 times the
magnitude of the reinforcement used in Fig. 8.
Fig.16 shows that the magnitude of the reinforcement ratio affects the post-cracking loaddeflection curve and the ultimate load. It can be noted that the ultimate load is substantially
31
NONLINEAR FINITE ELEMENT ANALYSIS OF REINFORCED
CONCRETE PIPES UNDER EXTERNAL LOADS UP TO FAILURE
Dr. Husain M. Husain
Haifa Mahdi Saleh
increased with the increase of reinforcement ratio except for the very high ratio, which causes a
brittle response.
In order to study the influence clear cover of concrete on the behavior and ultimate load of
the pipe, different values of clear cover have been considered. These selected values are (25mm,
30mm and 40mm), with constant steel area and other parameters.
Fig. 17 shows the effect of clear cover on load-deflection. Higher cover gives smaller
ultimate load and smaller deflection (reduced ductility).Because the increasing in clear cover of
concrete will cause decreasing in effective of depth that produced decreases in ultimate moment and
ultimate load.
Table 1 Material Properties and Material Parameters Used for Analysis Concrete Pipe.
Material properties
Symbol
Value
Young’s modulus
Compressive strength
Tensile strength
Ec (N/mm2)
fc (N/mm2)
ft (N/mm2)
24×103**
30**
1.807*
Poisson’s ratio
υc
0.19**
Uniaxial crushing strain
εcu
Rate of stress release
coefficient
α1
30*
Sudden loss of stress coefficient
at the instant of cracking
α2
0.7*
Rate of decay of shear stiffness
coefficient
γ1
25*
Sudden loss of shear stiffness
coefficient at the instant of
cracking.
γ2
0.5*
Residual shear stiffness
coefficient due to the dowel
action .
γ3
0.1*
and material parameter
Concrete
Tension stiffening
parameters
Shear retention
parameters
0.0035*
* Assumed value
** From reference [Isam (1996)]
Table 2 Data from Reinforced Concrete Pipe Test.
Pipe
Pipe inside
No.
diameter(mm)
Clear
Thickness(mm)
cover
(mm)
Spacing of
Tension
Effective
circumferential
reinforcement
depth (mm)
reinforcement
area on length
(mm )
mm2/m
1
1219
127.76
28.24
96.520
53.34
402.167
2
1828.8
177
30.0
141.980
69.85
1051.98
32
Dr. Husain M. H. et., al.,
The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D)
Table 3 Material Properties and Material Parameters Used
for Reinforced Concrete Pipe.
Material properties and material parameters
Value
Symbol
Pipe 1
Young’s modulus
Ec (N/mm2)
29700**
Compressive strength
f׳c (N/mm2)
40**
Tensile strength
ft (N/mm2)
2.53*
Poisson’s ratio
υc
0.2*
εcu
Ec (N/mm2)
f׳c (N/mm2)
ft (N/mm2)
υc
εcu
Es (N/mm2)
fy (N/mm2)
H
α1
0.0035*
28900**
38.0**
2.5*
0.2*
0.0035*
200000*
414**
0.0**
20*
α2
0.5*
γ1
25*
γ2
0.5*
γ3
0.1*
Uniaxial crushing strain
Young’s modulus
Compressive strength
Tensile strength
Poisson’s ratio
Uniaxial crushing strain
Young’s modulus
Yield stress
Hardening parameter
Rate of stress release .
Sudden loss of stress at the instant of cracking.
Pipe 2
Steel
Tension
stiffening
parameters
Shear retention
parameters
Rate of decay of shear stiffness
Sudden loss of shear stiffness at the instant of
cracking
Residual shear stiffness due to the dowel action
Assumed value
** From reference [Heger and McGrath(1982)]
Table 4 Results of the Analysis of Reinforced Concrete Pipes
Failure Load
Pipe No.
Reference [Heger and
McGrath(1982)]kN/m
Failure Load
(Present Study)
(Present value/Ref. value)
1
89.20
88.0
0.987
2
178.0
168.0
0.944
33
NONLINEAR FINITE ELEMENT ANALYSIS OF REINFORCED
CONCRETE PIPES UNDER EXTERNAL LOADS UP TO FAILURE
Dr. Husain M. Husain
Haifa Mahdi Saleh
Table 5 Material Properties and Material Parameters Used for Long Reinforced Concrete Pipe
Material properties and material
parameters
Symbol
Value
Ec(N/mm2)
23500
Compressive strength
fc (N/mm2)
25
Tensile strength
ft (N/mm2)
1.65
Poisson’s ratio
υc
0.2
Uniaxial crushing strain
εcu
0.0035
Es (N/mm2)
200000
υc
0.3
fy (N/mm2)
400
Young’s modulus
Concrete
Young’s modulus
Poisson’s ratio
Yield stress.
Steel
Hardening parameter
H
Tension stiffening
parameters
Shear retention
parameters
Coefficient of rate of stress release .
α1
20
Coefficient for sudden loss of stress at the instant
of cracking .
Coefficient for rate of decay of shear stiffness.
α2
0.6
γ1
25
γ2
0.5
γ3
0.1
Coefficient for sudden loss of shear stiffness at
the instant of cracking .
Coefficient of residual shear stiffness due to the
dowel action.
F1=F3=F5=F7=P/12 kN
F2=F4=F6=F8=P/3
0.0
kN
P=Total load of each element (kN)
F2
F1
F3
F4
F8
F5
F7
Fig.(1) Equivalent Nodal Loads for 20-node Brick Element
(Smith and Griffiths 1998)
34
Dr. Husain M. H. et., al.,
The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D)
Center of load
Rubber
L/2
d
L/2
Spring Line
Fig. (2) Typical Arrangement of Two- Edge
Bearing Test
where,
Number of elements=32
Number of nodes =287
a)Three Dimensions
7P/16
P/32
P/2
P/32
P/32
Y
450
532
X
L=452
All units are in mm
b) Front view mesh
c) Side view
Fig (3) Finite Element Discretization of the Concrete Pipe Tested
35
NONLINEAR FINITE ELEMENT ANALYSIS OF REINFORCED
CONCRETE PIPES UNDER EXTERNAL LOADS UP TO FAILURE
Dr. Husain M. Husain
Haifa Mahdi Saleh
20.00
Load (kN/m)
16.00
12.00
8.00
FEA
4.00
Expermental
0.00
0.00
0.10
0.20
0.30
0.40
Vertical Deflection at Crown(mm)
Fig(4) Analytical and Experimental Vertical
Deflection for Concrete Pipe
Fig(5-3) Analytical and Experimental Vertical Deflection
for Concrete Pipe
20.00
Load (kN/m)
16.00
12.00
8.00
Legend Title
FEA
Experimental
4.00
0.00
0.00
0.04
0.08
0.12
0.16
Horizontal Deflection at Spring Line (mm)
Fig(5-4) Analytical and Experimental Horizontal Deflection
Fig(5 ) Analytical
and Experimental
Horizontal
for Concrete
Pipe
Deflection for Concrete Pipe
36
Dr. Husain M. H. et., al.,
The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D)
Load
Di
wood
710
Fig. (6) Typical Arrangement of Three –Edge
Bearing Test
where
Number of elements=48
Number of nodes
=419
P/2
7p/16
h
A
Y
p/32
p/32
A
B
C
D
Z
Di
X
h
C
1000
355.5mm
b)Side view
a) Front view mesh
Fig. (7) Finite Element Discretization of the Pipe
37
NONLINEAR FINITE ELEMENT ANALYSIS OF REINFORCED
CONCRETE PIPES UNDER EXTERNAL LOADS UP TO FAILURE
Dr. Husain M. Husain
Haifa Mahdi Saleh
W
Ha
h=200
Ø10 @150
(circumferential
reinforcement)
Wse
Ri=900
90˚
Ø12 @150
(longitudinal
reinforcement)
40
Y
40
Z
h=200
X
Fig. (8) Long Buried Reinforced Concrete pipe.
38
Dr. Husain M. H. et., al.,
The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D)
Number of elements = 72
Nube of nodes =617
a) Three Dimension Representation
Y
Z
(0,0)
Fixed
L/4
L= 1000
c) Side view
b) Front view
Fig. (9) Finite Element Mesh for Half of the Long
Reinforced Concrete Pipe
160.00
Load (kN/m)
120.00
80.00
40.00
0.00
0.00
0.20
0.40
0.60
0.80
1.00
Horizontal Deflection at Spring Line (mm)
Fig.(10) Analytical Vertical Deflection for Long
Buried Reinforced Concrete Pipe
Fig. (6-5) Analytical Horizontal Deflection for Long Buried
Reinforced Conrete Pipe
39
(0,1000)
NONLINEAR FINITE ELEMENT ANALYSIS OF REINFORCED
CONCRETE PIPES UNDER EXTERNAL LOADS UP TO FAILURE
Dr. Husain M. Husain
Haifa Mahdi Saleh
160.00
Load (kN/m)
120.00
80.00
40.00
0.00
0.00
0.20
0.40
0.60
0.80
1.00
Horizontal Deflection at Spring Line (mm)
Fig. (11) Analytical Horizontal Deflection for
LongAnalytical
Buried Horizontal
Reinforced
Concrete
Fig. (6-5)
Deflection
for Pipe
Long Buried
Reinforced Conrete Pipe
160.00
Load (kN/m)
120.00
80.00
with lateral earth load
without lateral earth load
40.00
0.00
0.00
2.00
4.00
6.00
8.00
10.00
Vertical Deflection at Crown(mm)
Fig. (12) Effect of Lateral Earth Load on the LoadFig.
(6-6) Effect
of Lateral Earth
Load on
Load-Vertical
Vertical
Deflection
Behavior
of the
Long
Buried
Deflection
Behavior
of
Long
Buried
Reinforced
Concrete Pipe
Reinforced Concrete Pipe
40
Dr. Husain M. H. et., al.,
The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D)
160.00
Load (kN/m)
120.00
80.00
with longitudnal reinforcement
40.00
without longitudnal reinforcement
0.00
0.00
0.40
0.80
1.20
1.60
2.00
Vertical Deflection at Crown (mm)
Fig. (13) Analytical Effect of Longitudinal Reinforcement on
theAnalytical
Load –Vertical
DeflectionReinforcement
of Long Buried
Fig. (6-7)
Effect of Longitudnal
on The
Load-Vertical
Deflection
of Long Buried
Reinforced
Concrete
Pipe
Reinforced Concrete Pipe
160.00
Load (kN/m)
120.00
80.00
40.00
with longitudnal reinforcement
without longitudnal reinforcement
0.00
0.00
0.20
0.40
0.60
0.80
1.00
Horizontal Deflection at Spring Line (mm)
Fig. (14) Analytical Effect of Longitudinal Reinforcement on
the Load-Horizontal
Deflection of
Long Buried
Fig.(6-8)
Analytical Effect of Longitudinal
Reinforcement
on the
Reinforced
Concrete
Pipe Buried
Load-Horizontal
Deflection
of Long
Reinforced Concrete Pipe
41
NONLINEAR FINITE ELEMENT ANALYSIS OF REINFORCED
CONCRETE PIPES UNDER EXTERNAL LOADS UP TO FAILURE
Dr. Husain M. Husain
Haifa Mahdi Saleh
160.00
Load (kN/m)
120.00
80.00
compressive strength of concrte(Mpa)
20.68
40.00
25
30
35
0.00
0.00
2.00
4.00
6.00
8.00
10.00
Vertical Deflection at Crown (mm)
Fig. (15) Effects of Concrete Compressive
Strength on Load –Deflection Curve
Fig.(6-9) Effects of Concrete Compressive Strength on
Load-Deflection Curve
200.00
Load (kN/m)
160.00
120.00
80.00
effect of steel area
0.5 As
0.75 As
1 As
1.25 As
40.00
2 As
0.00
0.00
4.00
8.00
12.00
16.00
Vertical Deflection at Crown (mm)
Fig. (16) Effects of (Hoop and Longitudinal )
Fig.
(6-10)
Effects
of (Hoop and longitudinal)
Steel
Area on
Steel
Area
on Load-Deflection
of Long
Buried
Load-Deflection of Long Buried
Reinforced
Concrete pipe
Reinforced Concrete Pipe
42
Dr. Husain M. H. et., al.,
The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D)
180.00
160.00
140.00
Load (kN/m)
120.00
100.00
80.00
clear cover
60.00
25mm
30mm
40.00
40mm
20.00
0.00
0.00
2.00
4.00
6.00
8.00
10.00
12.00
14.00
Vertical Deflection at Crown (mm)
Fig. (17) Effect of Clear Cover on the LoadDeflection
Curve
of Long
Buried
Fig.
(6-11) Effects
of Clear
Cover
on theReinforced
Load -Deflection
Curve ofConcrete
Long Buried
Reinforced
Pipe
Concrete Pipe
CONCLUSIONS
1- In a plain concrete pipe the maximum difference between the results were 6.2% in the ultimate
loads, while the maximum difference in ultimate load in the reinforced concrete pipes was 5.6 %.
2-An increase in the concrete strength from 20.68 MPa to 35 MPa has decreased the deflection of
the pipe. The deflections were 8.995 mm for the pipe of 20.68 Mpa and 1.429 mm for the pipe of
35 Mpa.
3-When reanalyzing the pipe by removing the lateral earth pressure ,the ultimate load has
decreased by 5.273% and caused an increase in deflection of the pipe from 1.827 mm to 8.585
mm.
4-The effect of longitudinal reinforcement has been studied on the pipe behavior. When reanalyzing
the pipe by removing the longitudinal reinforcement
and keeping the circumferential
reinforcement, the ultimate load decreased by 25% and the deflection increased by 29.28% (at
equal load).
5-A good increase in ultimate load is obtained by increasing the longitudinal reinforcement of the
pipe to 1.25 times the amount of reinforcement provided in the initial analytical work. The increase
in the ultimate load was 50% and the decrease in the vertical deflection was 9.289% .
6-A good increase in ultimate load is obtained by decreasing the clear cover of concrete from 40
mm to 25 mm. The increase in ultimate load was 25%.
43
NONLINEAR FINITE ELEMENT ANALYSIS OF REINFORCED
CONCRETE PIPES UNDER EXTERNAL LOADS UP TO FAILURE
Dr. Husain M. Husain
Haifa Mahdi Saleh
REFRENCES
-Al–Shaarabaf, I., (1990). “Three – Dimensional Nonlinear Finite Element Analysis of Reinforced
Concrete Beams in Torsion.” Ph. D. thesis, University of Bradford, Bradford, England.
-Burns, J.Q., and Richard, R.M., (1964). “Attenuation of Stresses for Buried Cylinders.”
Proceedings of Symposium on Soil-Structured Interaction, ASTM, University of Arizona,
Tucson, pp. 379-392.
-Heger,. F.J,(1982). “Structural Design Method for Precast Reinforced- Concrete Pipe.”
Transportation Research Record, pp. 878.
-Heger, F.J. and McGrath, T.J., (1982). “Design Method for Reinforced Concrete Pipe and Box
Sections .” Simpson Gumpertz & Heger Inc. Report to American Concrete Pipe Association.
-Isam, J. (1996) “Structural Behavior of Buried Pipes.” M.Sc. thesis, University of Al-Nahreen,
Baghdad, Iraq.
–Majeed, A.H., (1978).“Soil- Structure Interaction for Underground Structures.” M.Sc.thesis,
University of Baghdad.
-Zarghamee, M.S., Eggers, D.W., and Ojdrovic, R.P., (2002) “Finite- Element Modeling of Failure
of PCCP with Broken Wires Subjected to Combined Loads.” Conference Proceeding Paper.
44
Dr. Husain M. H. et., al.,
The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D)
As
Area of tension reinforcing steel.
Di
Do
E
Ec
Es
f ′
Pipe inside diameter.
c
ft
G
Es
H′
h
s
v
W
W se
[A]
[B]
[D]
[K ]
[N ]
NOTAT
ION
Symbols
Descripti
on
Pipe outside diameter.
Modulus of elasticity.
Modulus of elasticity of concrete.
Modulus of elasticity of steel.
Uniaxial compressive strength of concrete (cylinder test).
Uniaxial tensile strength of concrete.
Shear modulus.
Modulus of elasticity of steel.
Hardening parameter.
Overall thickness of pipe.
Surface area.
Volume.
Vertical earth pressure.
Horizontal earth pressure.
Displacement gradient matrix.
Strain-displacement matrix.
Constitutive matrix.
Stiffness matrix.
Shape function.
[B ′]
Strain-displacement matrix of bar element.
[D ′]
Constitutive matrix for bar element.
[K ′]
Stiffness matrix for bar element.
45
The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D) IMPROVING THE MECHANICAL PROPERTIES OF STEEL
FIBER CONCRETE BY USING ACRYLIC POLYMER
By
Assist. Proff. Dr. Abdulkader Ismail A.Al-Hadithi *and
Assist. Lecturer Ghassan S. Jameel Al-Kubaysi*
*College of Engineering, University of Anbar, Dams and Water Resources Engineering Dept.
ABSTRUCT
This research includes the study of improving mechanical properties of concrete using steel
fibers with different volume ratios (0.5%, 1% and 1.5%) . According to the best results obtained
from mechanical properties tests, the steel fiber concrete mix with (Vf=1%) were selected to study
the effects of adding Acrylic polymer on the mechanical properties, with different weight ratios of
polymer to cement (3%, 7% and 10%).
The results showed an improvement in all properties of steel fiber concrete with and without
polymer as compared with reference concrete. In compressive strength, the increase was (14.2% 29.2%) for steel fiber concrete, while the increase was (44.8% - 86.64%) for steel fiber concrete
containing polymer. In splitting tensile strength, the increase was (50% - 91%) for steel fiber
concrete, while the increase was (102.4% - 124.7%) for steel fiber concrete containing polymer. For
flexural strength, the increase was (24.2% - 48.3%) for steel fiber concrete, while the increase was
(62% - 78%) for steel fiber concrete containing polymer.
:اﻟﺨﻼﺻـﺔ
ﻳﺘﻀ ﻤﻦ ه ﺬا اﻟﺒﺤ ﺚ دراﺳ ﺔ اﻟﺘﻄ ﻮر ﻓ ﻲ اﻟﺨ ﻮاص اﻟﻤﻴﻜﺎﻧﻴﻜﻴ ﺔ ﻟﻠﺨﺮﺳ ﺎﻧﺔ اﻟﻤﻘ ﻮاة ﺑﺄﻟﻴ ﺎف اﻟﻔ ﻮﻻذ وﺑﻨﺴ ﺐ ﺣﺠﻤﻴ ﺔ ﻣﺨﺘﻠﻔ ﺔ
اﻋﺘﻤﺎدا ﻋﻠﻰ اﻓﻀﻞ اﻟﻨﺘﺎﺋﺞ اﻟﻤﺴﺘﺤﺼﻠﺔ ﻣﻦ ﻓﺤﻮﺻﺎت اﻟﺨﻮاص اﻟﻤﻴﻜﺎﻧﻴﻜﻴ ﺔ ﻟﻠﺨﺮﺳ ﺎﻧﺔ اﻟﻤﻘ ﻮاة ﺑﺎﻷﻳ ﺎف. ( %١.٥ ، %١ ، %٠.٥ )
( ﻟﺪراﺳ ﺔ ﺗ ﺄﺛﻴﺮ اﻟﺒ ﻮﻟﻴﻤﺮVf=1%) ﺗ ﻢ اﺧﺘﻴ ﺎر اﻟﺨﻠﻄ ﺔ اﻟﺨﺮﺳ ﺎﻧﻴﺔ اﻟﺤﺎوﻳ ﺔ ﻋﻠ ﻰ اﻟﻴ ﺎف ﻓﻮﻻذﻳ ﺔ ﺑﻨﺴ ﺒﺔ ﺣﺠﻤﻴ ﺔ ﻗ ﺪرهﺎ، اﻟﺤﺪﻳﺪﻳ ﺔ
. ( وزﻧًﺎ ﻣﻦ اﻻﺳﻤﻨﺖ%١٠ ، %٧ ، %٣ ) ﺣﻴﺚ ﺗﻢ اﺿﺎﻓﺔ هﺬا اﻟﺒﻮﻟﻴﻤﺮ ﺑﻨﺴﺐ ﻣﺨﺘﻠﻔﺔ وهﻲ، اﻻآﺮﻟﻴﻜﻲ
أﻇﻬﺮت اﻟﻨﺘﺎﺋﺞ ﺗﺤﺴﻨًﺎ ﻓﻲ اﻟﺨﻮاص اﻟﻤﻴﻜﺎﻧﻴﻜﻴ ﺔ ﻟﻠﺨﺮﺳ ﺎﻧﺔ اﻟﻤﻘ ﻮاة ﺑﺄﻟﻴ ﺎف اﻟﻔ ﻮﻻذ ﻣ ﻊ او ﺑ ﺪون اﻟﺒ ﻮﻟﻴﻤﺮ ﻣﻘﺎرﻧ ًﺔ ﺑﺎﻟﺨﺮﺳ ﺎﻧﺔ
( ﻟﻠﺨﺮﺳ ﺎﻧﺔ اﻟﻤﻘ ﻮاة ﺑﺄﻟﻴ ﺎف اﻟﻔ ﻮﻻذ ﺑﻴﻨﻤ ﺎ آﺎﻧ ﺖ اﻟﺰﻳ ﺎدة%٢٩.٢ - %١٤.٢ ) ﻟﻘ ﺪ آ ﺎن ﻣﻘ ﺪار اﻟﺰﻳ ﺎدة ﻓ ﻲ ﻗ ﻮة اﻻﻧﻀ ﻐﺎط. اﻟﻤﺮﺟﻌﻴ ﺔ
( %٩١ - %٥٠ ) أﻣﺎ ﺑﺎﻟﻨﺴ ﺒﺔ ﻟﻤﻘﺎوﻣ ﺔ اﻟﺸ ﺪ ﻓﻘ ﺪ آﺎﻧ ﺖ اﻟﺰﻳ ﺎدة. ( ﻟﻠﺨﺮﺳﺎﻧﺔ اﻟﻔﻮﻻذﻳﺔ اﻟﺤﺎوﻳﺔ ﻋﻠﻰ ﺑﻮﻟﻴﻤﺮ%٨٦.٦٤ - %٤٤.٨ )
( ﻟﻠﺨﺮﺳ ﺎﻧﺔ اﻟﻤﻘ ﻮاة ﺑﺄﻟﻴ ﺎف اﻟﻔ ﻮﻻذ واﻟﺤﺎوﻳ ﺔ ﻋﻠ ﻰ%١٢٤.٧ - %١٠٢.٤ ) ﻟﻠﺨﺮﺳ ﺎﻧﺔ اﻟﻤﻘ ﻮاة ﺑﺄﻟﻴ ﺎف اﻟﻔ ﻮﻻذ ﺑﻴﻨﻤ ﺎ آﺎﻧ ﺖ اﻟﺰﻳ ﺎدة
) ( ﻟﻠﺨﺮﺳ ﺎﻧﺔ اﻟﻤﻘ ﻮاة ﺑﺄﻟﻴ ﺎف اﻟﻔ ﻮﻻذ ﺑﻴﻨﻤ ﺎ آﺎﻧ ﺖ اﻟﺰﻳ ﺎدة%٤٨.٣ - %٢٤.٢ )
ﺑﺎﻟﻨﺴﺒﺔ ﻟﻤﻘﺎوﻣﺔ اﻻﻧﺤﻨﺎء آﺎﻧ ﺖ اﻟﺰﻳ ﺎدة. ﺑﻮﻟﻴﻤﺮ
. ( ﻟﻠﺨﺮﺳﺎﻧﺔ اﻟﻤﻘﻮاة ﺑﺄﻟﻴﺎف اﻟﻔﻮﻻذ واﻟﻤﺤﺘﻮﻳﺔ ﻋﻠﻰ ﺑﻮﻟﻴﻤﺮ%٧٨ – %٦٢
46
Dr. Abdulkader I.A. et., al.,
The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D)
1-INTRODUCTION:
1-1- Polymer Portland Cement Concrete (PPCC)
(ACI) manual of concrete practice part (5-1990) defined polymer Portland cement concrete
(PPCC) mixture as a normal Portland cement concrete to which a water soluble or emulsified
polymer has been added during the mixing process. As the concrete cures, hardening of polymer
also occurs, forming a continuous matrix of polymer through the concrete(1).
1-1-2-Polymer Modification for Mortar and Concrete
Polymer latex modification of cement and concrete is governed by both cement hydration
and polymer film formation. The cement hydration process generally precedes the polymer film
formation process by the coalescence of polymer particles in polymer latex(2). Due to course, both
cement hydration and polymer film formation processes form a co-matrix phase. The co-matrix
phase is generally formed according to the simplified model given by Ohama(3).
1-2- Steel-Fiber Reinforced Concrete (SFRC)
Steel fibers have been used in concrete since the early (1900). The uses were round and
smooth and the wire is cut or chopped to the required length. The use of straight, smooth fibers has
largely disappeared and modern fibers have either rough surface hooked ends or crimped. Steel
fibers have been used in concrete to improve the tensile or flexural strength, impact strength,
control cracking, the mode of failure by means of post-cracking ductility and to change the
rheology or flow characteristic of the material in the fresh state(4).
The behaviour of fiber reinforced concrete and its use depends on the following factors(5):
Aspect ratio = (fiber length/equivalent diameter fiber), where the equivalent diameter is the
diameter of the circle having the same cross-steel in area as the fiber.
Minimum effective length; Lm is the minmum length which is fibers have any effect on the firstcrack strength of the concrete matrix.
Critical length; Lc is the length above which the fibers will fracture rather than pull out when the
crack intersects the fiber at mid point. It has been shown that they are approximated by:
Lc =
d
f
2I
(1)
where:
d = fiber diameter
I = the interfacial bond stress
f = the fiber strength
And some other terms:
Volume fraction: is the ratio of fiber volume to the total volume of fiber and matrix. It is usually
expressed as a percentage of total volume of composite material.
47
Improving The Mechanical Properties Of Steel Fiber
Dr. Abdulkader I.A.Al-Hadithi
Ghassan S. Jameel Al-Kubaysi
Concrete By Using Acrylic Polymer
Orientation factor: fiber efficiency factor = efficiency with which randomly oriented fibers can
carry a tensile force in any one direction. This can be shown to be (0.41L) where (L) is the fiber
length.
Spacing factor(s): if the fibers are closed enough together, the first cracking strength is higher than
that of matrix alone because the fibers effectively reduce the stress intensity factor, which controls
fracture.
S = 13.8d
l
p
(2)
where: d = fiber diameter; p = percent fiber by volume and l = fiber length
AL-Gassani (6) studied the mechanical properties and impact of steel fiber reinforced concrete
modified by SBR (Styrene Butadine Ruber) polymer. He used ordinary Portland cement of Kubaisa
factory; natural sand, gravel with maximum size (12.5mm), mix operation (1:1.3:2.5), crimp steel
fiber with aspect ratio (100) with ration (1%) by volume and polymer (S.B.R) with ratios (4%, 8%
and 12% ) by weight.
The obtained results from that study were:
• An increase in (28) day compressive strength from (15%) to (30%) over control
specimens for polymer modified concrete while the increase by using (1%) by volume steel fibers,
was (18%) to (38%).
• An increase in the (28) day splitting-tensile strength from (13%) to (40%) over control
specimens for polymer modified concrete while the increase by using (1%) by volume steel fibers,
was (52%) to (85%).
• Increase in the (28) day flexural strength from (14%) to (32%) over control specimens
for polymer modified concrete while the increase by using (1%) by volume steel fibers, was (44%)
to (61%). AL-Gassani found that there is an improvement in impact resistance.
2-EXPERIMENTAL WORK
The experimental work was carried out in the concrete lab. in the Civil Engineering
Department/College of Engineering – University of Anbar.
2-1- Materials:
2-1- 1-Cement
Cement type I (Trabit AL-Sabi'a cement) is used in this work. It is stored in airtight plastic
containers to avoid exposure to different atmospheric conditions. The chemical analysis and
physical tests results from the used cement are given in tables (1) and (2), respectively. They
conform to the Iraqi specification No. 5/1999 (7).
48
Dr. Abdulkader I.A. et., al.,
The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D)
Table (1) Chemical Analysis of Cement
Compound Composition
Abbreviation
Percentage by
Weight
Limits of Iraqi
spec. No 5/1999
Lime
CaO
60.6
-
Silica
SiO2
22.6
-
Alumina
Al2O3
Iron oxide
Fe2O3
3.3
-
Sulphate
SO3
2.7
≤ 2.8%
Magnesia
MgO
3.3
≤ 5.0%
Loss on Ignition
L.O.I
1.88
≤ 4.0%
Lime saturation factor
L.S.F
0.87
0.66-1.02
Insoluble residue
I.R
1.47
≤ 1.5
6.1
-
Main compounds (Bogue's equation) percentage by weight of cement
Tricalcium silicate (C3S)
18.57
Diacalcium silicate (C2S)
50.79
Tricacium aluminates (C3A)
10.58
Tetracalcium alumona ferrite (C4AF)
10.63
Table (2) Physical Properties of Cement
Limits of Iraqi
Physical properties
Test Result
Specific surface area
Blain
method, m2/kg
379 m2/kg
≥ 230 m2/kg
Initial setting hrs: min.
1.53 hour
Final setting hrs: min.
8 hour
≥ 1 hour
≤ 10 hours
Soundness
0.2%
≤ 0.8%
15.4 N/mm2
≥ 15 N/mm2
≥ 23 N/mm2
Spec. No. 5/1999
Setting time, Vicat's method:
Compressive strength
of mortar,
N/mm2
3- day
7- day
23.5 N/mm2
49
Improving The Mechanical Properties Of Steel Fiber
Dr. Abdulkader I.A.Al-Hadithi
Ghassan S. Jameel Al-Kubaysi
Concrete By Using Acrylic Polymer
2-1-2- Fine Aggregate
Al-Khirbeet region, in Al-Ramadi city, natural sand is used for concrete mixes of this
research. The grading of fine aggregate is shown in Table (3). Results indicated that the aggregate
and the sulphate content are within the requirement of the Iraqi specification No. 45/1999 (7). Table
(4) shows the specific gravity, sulphate content and of fine aggregate.
Table (3) Grading of Fine Aggregate
Limits of Iraqi
Sieve Size
Cumulative
(mm)
Passing (%)
Specification No. 45/1999 for
Zone (3)
4.75
100
90-100
2.36
90.4
85-100
1.18
85.6
75-100
0.6
68.8
60-79
0.3
22.4
12-40
0.15
8.15
0-10
Table(4) Some Physical Properties of Fine Aggregate
Physical
Test Result
Properties
Limits of Iraqi
Specification No. 45/1999
Specific gravity
2.66
-
Sulphate content
0.13%
≤ 0.5%
2-1-3- Coarse Aggregate
The washed coarse aggregates of (12.5mm) maximum size were brought from Al-Nibae'e
region. The sieve analysis of this aggregate is given in table (5). It conforms to the Iraqi
specification No. 45-1999.
Table (5) Grading of Coarse Aggregate
Sieve Size
Accumulate Percentage
Limits of Iraqi Specification
(mm)
Passing (%)
No. 45/1999
12.5
100
100
9.5
99
85-100
4.75
20.3
10-30
2.36
4.1
0-10
1.18
0
0-5
50
Dr. Abdulkader I.A. et., al.,
The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D)
2-1-4- Steel Fibers
Steel fibers of straight deform type were used with volume fraction of (0.5%; 1% and 1.5%).
2-1-5- Water
Al-Ramadi ordinary drinking water was used in all mixes.
2-1-6- Polymer
Acrylic was used in this work. Its properties are shown in Table(6). The polymer acrylic
was used as a ratio by weight of cement of 3%, 7% and 10%.
Table (6) Chemical Composition of Acrylic (terra bond)
Specific gravity
1.25
Service temperature
- 30C + 125Co
Softening point
> 180Co
Drying time
2-3 hours
Shore 'A' hardness
70
Elongation at break
> 550%
Recovery @ 10% elongation
93%
Bond strength to concrete
2.5 N/mm2
Tear resistance
16 kN/m
Tensile strength
89 N (9.1 kgf)
Nil tested @ 5 bar
Water penetration
Pressure (DIN 1048)
Chloride ion diffusion
350 Coulombs
Carbon dioxide diffusion
Nil
Reduction in chloride ion ingress
25%
* catalogue of Jordan, Swedish Polymers Industrial Company
2-2- Concrete Mixing Procedure
A mechanical mixer of (0.1m3) capacity was used. The interior surface of the mixer was
cleaned and moistened before placing the materials. Aggregate were added before adding the
cement.
After adding the cement, the materials were mixed for about (1.5) minutes , after that the
water which mixed with polymer was added. Mixing operation should be continued until all
51
Improving The Mechanical Properties Of Steel Fiber
Dr. Abdulkader I.A.Al-Hadithi
Ghassan S. Jameel Al-Kubaysi
Concrete By Using Acrylic Polymer
particles are fully coated with (polymer-cement paste) .The total mix should have a homogenous
appearance.
2-3- Casting, Compaction and Curing
The models were lightly coated with oil before use. Concrete casting was carried out in
three layers. Each layer was compacted by using a vibrating table for (15-30) seconds until no air
bubbled emerged from the surface of concrete, and concrete is leveled off smoothly to the top
surface of the specimen, then the specimens were leaved in the laboratory for (24) hrs. After that the
specimens remolded carefully and marked. Specimens immersed in water until the age of test. Folic
(8)
method was used for curing the polymer modified concrete specimens.. The ages of test were (7,
14 and 28) days.
2-4- Mix Proportions
Table (7) shows the mix proportions of materials used in this work.
Table (7) Mix proportions of Materials
Proportion
Symbol
Polymer:Cement
Steel Fiber
Content
W/C
Cement: Sand:
Gravel
Ratio %
Ref.
1: 1.86: 2.5
0
0
0.48
F.005
1: 1.86: 2.5
0
0.5
0.48
F.010
1: 1.86: 2.5
0
1
0.48
F.015
1: 1.86: 2.5
0
1.5
0.48
FP01-03
1: 1.86: 2.5
3
1
0.45*
FP01-07
1: 1.86: 2.5
7
1
0.41*
FP01-10
1: 1.86: 2.5
10
1
0.38*
(Vol.%)
Ratio
*the decreasing in w/c ratio in these mixes due to the behaviour of polymer as a super
plasticizer in the fresh concrete mix. .
2-5- Testing of Hardened Concrete
2-5-1 Compressive Strength Test
For compressive strength tests (100×100×100mm), concrete cubes were tested according to
B.S. 1881, part (116) (9). A (1000KN) capacity, ELE testing was used for the compressive test with
a stress rate of (15 MPa) per minute. The average of compressive strength cubes was taken for each
testing age (7, 14 and 28 days).
52
Dr. Abdulkader I.A. et., al.,
The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D)
2-5-2 Splitting Tensile Strength Test
The splitting strength was conducted on cylinders of (100mm diameter and 200mm height).
The average of three test specimens was taken. The splitting tensile strength test was carried out
according to ATSM C496-90 (10), using the compression testing machine (1000 KN) capacity ELE
digital testing machine at stress rate of about (6MPa) per minute. Two bearing strips of nominal
(3mm) thick plywood, approximately (25mm) wide and length equal to specimen which was placed
between the bearing blocks tile failure. The splitting tensile strength was calculated as follows:
ft = 2P / π dL
(3)
Where:
ft = splitting tensile strength (N/mm2)
P = maximum applied load, (N)
L = length, (mm)
d = Diameter, (mm)
2-5-3- Flexural Strength Test
The flexural strength was conducted on prisms of (100, 100, 500mm). the test was carried
out using two points load according to (ASTM C293-94)(11).Flexural strength was determined using
(50KN) capacity (ELE) machine. The average modulus of rupture of three prisms was obtained for
each testing age (7, 14 and 28) days.
fr = PL / bd2
(4)
Where:
fr = modulus of rupture, (N/mm2)
P = maximum applied load indicated by testing machine, (N)
L = distance between supports and equal to (450mm)
b = Average width of specimen, (mm)
d = Average depth of specimen, (mm)
3-RESULTS AND DISCUSSION
3-1- Compressive Strength
The relationship between compressive strength at different ages and various ratio of steel
fiber and various polymer/cement ratio (p/c) is shown in figures (1) and (2), respectively. It can be
noticed that the compressive strength increases with the increase of steel fibers, after (1%) there
will be a decrease in compressive strength of reference mix. The reason of this is the fiber after
which (1%) had formed bulks and segregate on mix. This led to form stiff bond about these bulks.
When polymer is added to mix, we see that the compressive strength increases with the
increase of polymer but after (p/c = 7%) the compressive strength decreases but still higher than the
compressive strength of reference mix. This increase in compressive strength may be due to three
facts. The first is that (PMC) has less w/c ratios, which gives higher strength. The second is that the
use of polymer leads to form continuous three dimensional networks of polymer molecules
throughout concrete which increases the binder system due to good bond characteristic of polymer.
The last is the partial filling of pores with polymer which reduces the porosity, and hence increases
53
Improving The Mechanical Properties Of Steel Fiber
Dr. Abdulkader I.A.Al-Hadithi
Ghassan S. Jameel Al-Kubaysi
Concrete By Using Acrylic Polymer
the strength(12). The maximum compressive strength was obtained when the mixing containing (1%)
steel fibers by volume and (7%) polymer.
3-2- Splitting Tensile Strength
The relationship between splitting tensile strength and various ratios of steel fiber and
various (p/c) ratio polymer is shown in figures (3) and (4). It can be seen that the addition of steel
fiber leads to increase of remarkable splitting tensile strength but it decreases after (Vf=1%) steel
fiber but it is still higher than the splitting of reference concrete. The increase is due to the fact that
the presence of steel fibers arrests cracks progression. The tensile strength is increased with the
increase of the polymer until (p/c = 7%) after that the tensile strength decreases but it is still higher
than reference mix. This increase may be due to the reduction in w/c ratio. Also we can see that the
plain concrete cylinders fail suddenly and split into two separate parts, while the mode of failure in
cylinders with steel fibers with and without polymer is cracked at failure without separation. The
maximum splitting tensile strength is obtained at mixing containing (1%) steel fiber by volume and
(p/c = 7%).
3-3- Flexural Strength
The relationship between flexural strength and various ratios of steel fiber and various (p/c)
ratio of polymer is shown in Figures (5) and (6). We can note that the addition of steel fiber leads to
remarkable increase in flexural strength until (1%), after that the flexural strength decreased. The
increase is due to the same reasons mentioned for the compressive strength and splitting tensile
strength. When adding polymer to concrete specimens with (1%) steel fiber, the flexural strength
also increase until ratio (7%). After (7%), the flexural strength will decrease but it is still greater
than reference mix. It can be noted that the specimens containing steel fiber show higher degree of
ductility before failure and steel fiber does not start to pull out from fractures surface until the
maximum load is reached. The maximum flexural strength is obtained when we mix contents (1%)
steel fiber by volume and (7%) polymer.
54
Dr. Abdulkader I.A. et., al.,
The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D)
80
ref. mix
F.005
F.010
Compresive Strength MPa
F.015
60
FP01-03
FP01-07
FP01-10
40
20
0
0
5
15
10
20
25
Age (day)
Fig.(1):Relationships between Compressive Strength and Age for all
Concrete Mixes .
55
30
Improving The Mechanical Properties Of Steel Fiber
Dr. Abdulkader I.A.Al-Hadithi
Ghassan S. Jameel Al-Kubaysi
Concrete By Using Acrylic Polymer
65.7
60
70
51
50
60
43.5
Compressive Strength (MPa)
46
50
40
42
45.5
39.6
40.5
40.2
35
36.1
35.2
30
40
41.7
32
28.41
30.61
32
25.83
20
FP.01-10
FP.01-07
10
FP.01-03
F.015
0
F.010
28 days
Mixes
F.005
14 days
7 days
Ref.
Age of Test
Fig.(2): The Development of Compressive Strength with Age
for all Concrete Mixes.
56
Dr. Abdulkader I.A. et., al.,
The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D)
12
ref. mix
F.005
F.010
Spliting Tensile Strength MPa
10
F.015
FP01-03
FP01-07
8
FP01-10
6
4
2
0
0
5
15
10
20
25
Age (day)
Fig.(3):Relationships between Splitting Tensile Strength and Age for
all Concrete Mixes .
57
30
Improving The Mechanical Properties Of Steel Fiber
Dr. Abdulkader I.A.Al-Hadithi
Ghassan S. Jameel Al-Kubaysi
Concrete By Using Acrylic Polymer
9.44
8.5
9
10
9
8.02
6.72
Sipliting Tensile Strength (MPa)
8
6.6
5.86
6.31
7
5.32
6.3
5.46
5.85
6
5.1
5.28
5.19
5.35
4.61
5
4.4
4.2
4
3
2.99
2.74
2
FP.01-10
FP.01-07
1
FP.01-03
F.015
0
F.010
28 days
F.005
14 days
7 days
Mixes
Ref.
Age of Test
Fig.(4): The Development of Splitting Tensile Strength with
Age for all Concrete Mixes.
58
Dr. Abdulkader I.A. et., al.,
The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D)
ref. mix
12
F.005
F.010
F.015
Modulus of Rupture (MPa)
10
FP01-03
FP01-07
FP01-10
8
6
4
2
0
0
5
15
10
20
25
30
Age (day)
Fig.(5):Relationships between Modulus of Rupture and Age for all
Concrete Mixes .
59
Improving The Mechanical Properties Of Steel Fiber
Dr. Abdulkader I.A.Al-Hadithi
Ghassan S. Jameel Al-Kubaysi
Concrete By Using Acrylic Polymer
Fig.(6):Relationships between Modulus of Rupture and Age for all
Concrete Mixes .
4-CONCLUSIONS:
•
Adding steel fibers to the concrete leads to development in mechanical
properties like compressive strength, splitting tensile strength and modulus of
rupture. The maximum increasing in these properties occurs when steel fibers
were added in (1%) by volume.
•
The effect of adding Acrylic Polymer to the fiber concrete is an increasing in
both of compressive strength, splitting tensile strength and flexural strength.
The percentage of Acrylic Polymer equal to (7%) is the optimum (polymer :
60
Dr. Abdulkader I.A. et., al.,
The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D)
cement) percentage by weight ,which is lead to the best development in these
mechanical properties.
•
The effect of adding both of steel fibers and Acrylic Polymer has a superior
effect toward the mechanical properties of fiber concrete modified with
Acrylic Polymer if compared with reference mix. The best mix give the
ultimate mechanical properties in this research was FP01-07, which is
contain (1%) steel fiber by volume and (7%) (polymer:cement) ratio by
weight . Using this mix increases the compressive strength about (86.64%),
splitting tensile strength about (124.7%) and the flexural strength about
(78%).
5-REFERENCES
1. ACI Committee 548 , " Guide for the Use of Polymers in Concrete", ACI Manual Of Concrete
Practice Part 5-1990 . (ACI 548.1R-86), American Concrete Institute, Detroit, ACI Publication,
1990.
2. Haddad, U., David, W., and Paul, “Factors Affecting the Curing and Strength of Polymer
Concrete.” ACI Journal, Proceedings, V. 80, No. 5, 1983: 396-402.
3. Beeldens, A. ; Germert,D. V. ; Ohama,Y. and Czarnecki, L. ; "From Microstructure to
Macrostructure: an Integrated Model of Structure Formation in Polymer Modified Concrete",
4th Asia Symposium of Polymers in Concrete, Korea, May 1-3, 2003. (Internet report).
4. Ramark Vishnan.V. "Recent Advancements in Concrete Fiber Composites". International
Synuosium of Innovate World of Concrete (ACI-IWC-93) part 3, 1993, pp. 163-190.
5. D.J. Hannant "Fiber Cement and Fiber Concrete".
6. Al-Gassani. Q.K.H. "Impact Resistance of Plain and Steel Fiber Reinforced Polymer Modified
Concrete". M.Sc. thesis; Civil Department, Al-Mustansiria University, 2007.
اﻟﺠﻬ ﺎز اﻟﻤﺮآ ﺰي ﻟﻠﺘﻘﻴ ﻴﺲ،" "رآﺎم اﻟﻤﺼﺎدر اﻟﻄﺒﻴﻌﻴﺔ اﻟﻤﺴﺘﻌﻤﻞ ﻓﻲ اﻟﺨﺮﺳ ﺎﻧﺔ واﻟﺒﻨ ﺎء، ٤٥ اﻟﻤﻮاﺻﻔﺔ اﻟﻘﻴﺎﺳﻴﺔ اﻟﻌﺮاﻗﻴﺔ رﻗﻢ.٧
.١٩٩٩ ، ﺑﻐﺪاد، ﻣﺠﻠﺲ اﻟﺘﺨﻄﻴﻂ،واﻟﺴﻴﻄﺮة اﻟﻨﻮﻋﻴﺔ
8. Folic, Radomir J. and Radonjanin, Vlastimir S., “Experimental Research on Polymer Modified
Concrete”. ACI Materials Journal, V.95, No.4, July-August, 1998, pp.463-469.
9. B.S. 1881, part 116. "Method for Determination of Compressive Strength of Concrete Cubes",
British Standards Institution, 1989, p.3.
10. ASTM C496-90, "Standard Tests Method for Splitting Tensile Strength of Cylindrical
Concrete Specimens", Annual Book of ASTM Standard, Vol. 04.02, 1990, pp. 259-262.
11. ASTM C293-94, "Standard Test Method for Flexural Strength of Concrete Using Simple
Beam with Two Points Loading", Annual Book of ASTM Standard, Vol. 04.02, 1994, pp. 194196.
12. Letif, Alaa' A.,"A Study on The Properties of Polymer-Modified Concrete". M.Sc. thesis. Civil
Eng. University of Basrah. Dec. 1998.
61
The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D) NON LINEAR THREE DIMENSIONAL FINITE ELEMNTS
ANALYSES OF REINFORCED CONCREETE BEAMS
STRENGTHENED BY CFRP
Majid A. Al-Jurmaa
University of Mosul- College of Engineering
ABSTRUCT
An ANSYS finite element program is used to study the behavior of four reinforced concrete
beams strengthened by CFRP in shear .The behavior of reinforced concrete beams were compared
with the available literatures, which are deficient in shear reinforcement. A parametric study is
made to explain the effects of variation property of CFRP; length, thickness and width of CFRP on
the ultimate load capacity and deflection. Solid-65, Three-dimensional finite element models are
used for represent the concrete. The solid-46, three dimensional layered elements were used for
model the CFRP composites.
It’s found that the general behaviors through linear and nonlinear range up to failure of the
finite element models, shows good agreement with data from the experimental tests in both shear
and flexural. The addition of CFRP strips increased the stiffness of beams and increased the
ultimate carrying capacity to 34% comparing with control beam.
ﺍﻟﺘﺤﻠﻴل ﻏﻴﺭ ﺍﻟﺨﻁﻲ ﺜﻼﺜﻲ ﺍﻷﺒﻌﺎﺩ ﺒﺎﺴﺘﺨﺩﺍﻡ ﻁﺭﻴﻘﺔ ﺍﻟﻌﻨﺎﺼﺭ ﺍﻟﻤﺤﺩﺩﺓ ﻟﻠﻌﺘﺒﺎﺕ
ﺍﻟﺨﺭﺴﺎﻨﻴﺔ ﺍﻟﻤﺴﻠﺤﺔ ﺍﻟﻤﻘﻭﺍﺓ ﺒﺄﻟﻭﺍﺡ ﺍﻟﻜﺎﺭﺒﻭﻥ
ﺠﺎﻤﻌﺔ ﺍﻟﻤﻭﺼل-
ﻜﻠﻴﺔ ﺍﻟﻬﻨﺩﺴﺔ-
ﻤﺎﺠﺩ ﻋﻠﻲ ﺍﻟﺠﺭﻤﻪ
:ﺍﻟﺨﻼﺼﺔ
ﻁﺭﻴﻘﺔ ﺍﻟﻌﻨﺎﺼﺭ ﺍﻟﻤﺤﺩﺩﺓ ﻟﻨﻤﺫﺠﺔ ﺴﻠﻭﻙ ﻋﺘﺒﺎﺕ ﺨﺭﺴﺎﻨﻴﺔ ﻤﺴﻠﺤﺔ ﻤﻘﻭﺍﺓ ﺒﺄﻟﻭﺍﺡ ﺍﻟﻜﺎﺭﺒﻭﻥ ﻓﻲAnsys ﺍﺴﺘﺨﺩﻡ ﺍﻟﺒﺭﻨﺎﻤﺞ
ﻋﻤﻠﺕ، ﺘﻡ ﻤﻘﺎﺭﻨﺔ ﺴﻠﻭﻙ ﺍﻟﻌﺘﺒﺎﺕ ﺍﻟﺨﺭﺴﺎﻨﻴﺔ ﻤﻊ ﺍﻷﺩﺒﻴﺎﺕ ﺍﻟﻤﺘﻭﻓﺭﺓ ﻗﻠﻴﻠﺔ ﺍﻟﺘﺴﻠﻴﺢ ﻓﻲ ﻤﻨﻁﻘﺔ ﺍﻟﻘﺹ، ﻭﻋﺩﺩﻫﺎ ﺃﺭﺒﻌﺔ،ﺤﺎﻟﺔ ﺍﻟﻘﺹ
ﻭﻋﺭﺽ، ﺴﻤﻙ ﺃﻟﻭﺍﺡ ﺍﻟﻜﺎﺭﺒﻭﻥ، ﺩﺭﺍﺴﺔ ﺘﺠﺭﻴﺒﻴﺔ ﻟﺘﻭﻀﻴﺢ ﺘﺄﺜﻴﺭ ﺘﻐﺎﻴﺭ ﺨﻭﺍﺹ ﺍﻟﻜﺎﺭﺒﻭﻥ ﺍﻟﻤﺘﻤﺜﻠﺔ ﻓﻲ ﻁﻭل ﺃﻟﻭﺍﺡ ﺍﻟﻜﺎﺭﺒﻭﻥ
ﻨﻤﺫﺠﺕ ﺍﻟﺨﺭﺴﺎﻨﺔ ﺒﺎﺴﺘﺨﺩﺍﻡ ﺍﻟﻌﻨﺼﺭ ﺍﻟﻁﺎﺒﻭﻗﻲ. ﺃﻟﻭﺍﺡ ﺍﻟﻜﺎﺭﺒﻭﻥ ﻭﺘﺄﺜﻴﺭﻫﺎ ﻋﻠﻰ ﺍﻟﺘﺤﻤل ﺍﻷﻗﺼﻰ ﻟﻠﻌﺘﺒﺎﺕ ﺍﻟﺨﺭﺴﺎﻨﻴﺔ ﻭﻤﻘﺩﺍﺭ ﺍﻷﻭﺩ
ﻭﺠﺩ ﺒﺎﻥ ﺴﻠﻭﻙ.solid46 ﺒﻴﻨﻤﺎ ﺘﻡ ﻨﻤﺫﺠﺔ ﺃﻟﻭﺍﺡ ﺍﻟﻜﺎﺭﺒﻭﻥ ﺒﺎﺴﺘﺨﺩﺍﻡ ﺍﻟﻌﻨﺼﺭ ﺍﻟﻁﺒﺎﻗﻲ ﺜﻼﺜﻲ ﺍﻷﺒﻌﺎﺩ، solid65ﺜﻼﺜﻲ ﺍﻷﺒﻌﺎﺩ
ﺍﻟﺨﺭﺴﺎﻨﺔ ﻀﻤﻥ ﺍﻟﻤﺩﻯ ﺍﻟﺨﻁﻲ ﻭﻏﻴﺭ ﺍﻟﺨﻁﻲ ﻭﺤﺘﻰ ﻭﺼﻭﻟﺔ ﺍﻟﻰ ﺤﺎﻟﺔ ﺍﻟﻔﺸل ﻤﺘﻁﺎﺒﻘﺎ ﻤﻊ ﺍﻟﺤﺎﻟﺔ ﺍﻟﻌﻤﻠﻴﺔ ﻭﻟﻜﻼ ﺤﺎﻟﺘﻲ ﺍﻟﻘﺹ
. ﻤﻘﺎﺭﻨﺔ ﻤﻊ ﺍﻟﻌﺘﺏ ﺍﻟﻐﻴﺭ ﻤﻘﻭﻯ%٣٤ ﻜﻤﺎ ﺘﺒﻴﻥ ﺃﻥ ﺇﻀﺎﻓﺔ ﺃﻟﻭﺍﺡ ﺍﻟﻜﺎﺭﺒﻭﻥ ﺘﻀﻔﻲ ﺼﻼﺒﺔ ﻭﺘﺯﻴﺩ ﺍﻟﺘﺤﻤل ﺍﻷﻗﺼﻰ ﺍﻟﻰ، ﻭﺍﻻﻨﺜﻨﺎﺀ
62
Majid A. Al-Jurmaa
The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D)
1.INTRODUCTION
There is an increasing need to strengthen and upgrade the national transportation
infrastructure. It is estimated that about 40% of the bridges in the United States are structurally
inadequate . Wang and Hsu (2009). There may be several reasons for the need to strengthen and
upgrade structures, such as expired design life, changes in functionality, potential damage caused
by mechanical actions and environmental effects, more stringent design requirements, original
design and construction errors. From previous research and design practice, several methods for
strengthening concrete structures have been developed. One of these methods is the externals plate
bonding which is useful for shear and flexural structural elements.
The use of FRP (Fiber Reinforced Plastics) plates for strengthening and repairing of RC
structures represents an interesting alternative for steel plates. FRP materials are lighter than steel.
They present a high strength to mass ratio. They are corrosion-resistant and are generally resistant
to chemical attacks. This technique has been widely investigated, and several examples of existing
structures retrofitted using epoxy-bonded composite materials can be found in the literature .
Elyasian et al (2006), Hoque (2006), Zorn( 2006), El Maaddawy and Sherif ( 2002)
Bodin et al.(2002), proposed a non-linear finite element (FE) analysis in order to complete
the experimental analysis of the flexural behavior of the beams. Elasto-plastic behavior was
assumed for reinforced concrete and interface elements were used to model the steel concrete bond
and the adhesive. A numerical analysis also included simulations on pre-cracked beams.
Barbato (2009) presented a new simple and efficient two-dimensional frame finite element
(FE) able to accurately estimate the load-carrying capacity of reinforced concrete (RC) beams
flexural strengthened with externally bonded fiber reinforced polymer (FRP) strips and plates. The
proposed FE, denoted as FRP–FB beam, considers distributed plasticity with layer-discretization of
the cross-sections in the context of a force-based (FB) formulation. The FRP–FB-beam element is
able to model collapse due to concrete crushing, reinforcing steel yielding, FRP rupture and FRP
deboning.
Yang et al. (2009) tested 13 FRP-strengthened reinforced concrete beams in flexure and
analyzed using the finite element method. The various variables included bonding or no bonding of
the FRP, the anchorage system. All the beams were subjected to three-point and four-point bending
tests under deflection control, with loading, deflection and failure modes recorded to the point of
failure. A nonlinear finite element analysis of the tested beams was also performed using the
DIANA software; this analysis accounted for the nonlinear concrete material behavior,
reinforcement, and an interfacial bond-slip model between the concrete and CFRP plates.
Turgay et al. (2009) primarily concentrated on the modeling of FRP-confined concrete using
a practical failure surface based on only unconfined compressive strength of concrete.
A large comparative analysis was accomplished for the existing test data of 127 cylindrical concrete
specimens confined with CFRP jackets. The performance of five existing analytical models for the
prediction of the compressive strength of FRP-confined concrete was evaluated leading to the
detection of the proposed approach as the most accurate one through this comparative study.
In this study An ANSYS finite element program used to study the behavior of reinforced
concrete beams strengthened by CFRP in shear and flexural , A parametric study was also made to
explain the effects of variation property of CFRP, length, thickness, and width of CFRP
63
Non Linear Three Dimensional Finite Elemnts Analyses Of Reinforced
Concreete Beams Strengthened By Cfrp
Majid A. Al-Jurmaa
2. FINITE ELEME NT MODELS
FE analysis is performed using ANSYS, a general purpose finite element program. The
status transition of concrete from uncracked to cracked state and the nonlinear material properties of
concrete in compression and steel as it yields cause the nonlinear behavior of the structures under
loading. Newton– Raphson equilibrium iteration is used to solve nonlinear problem in ANSYS.
2.1. Element Types
A solid element, SOLID65, is used to model the concrete in ANSYS. The solid element has
eight nodes with three degrees of freedom at each node, translations in the nodal x, y, and z
directions. The element is capable of plastic deformation, and cracking in three orthogonal
directions.
A LINK8 element is used to model the steel reinforcement. Two nodes are required for this
element. At each node, degrees of freedom are identical to those for the SOLID65. The element is
also capable of plastic deformation. A layered solid element, SOLID46, is used to model the CFRP
composite. The element allows for up to 100 different material layers with different orientations,
and orthotropic material properties in each layer. The element has three degrees of freedom at each
node, translations in the nodal x, y, and z directions.
The SOLID46, 3D layered structural solid element, is used to represent the CFRP materials.
The element has eight nodes with three translational DOFs at each node. Assuming perfect
interlaminate bond, no slippage is allowed between the element layers. The FRP laminates are
considered brittle materials, and the stress–strain relationship is roughly linear up to failure.
Consequently, in this study it is assumed that the stress–strain relationships for the CFRP laminates
are linearly elastic.
Due to symmetry, only one loading plate and one support plate are needed in the present
study. The combined volumes of the plate, support, and beam with the FE mesh for half length of
the beam model are shown in Fig. 1.
Fig.( 1 ) Finite Element Modeling
64
Majid A. Al-Jurmaa
The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D)
3. MATERIAL PROPERTIES
3.1 Concrete: SOLID65 elements are capable of predicting the nonlinear behavior of concrete
materials using a smeared crack approach. The smeared crack approach has been adopted widely in
recent decades. Concrete is a quasi-brittle material and has very different behaviors in compression
and tension. The tensile strength of concrete is typically 8-15% of the compressive strength.
Poisson’s ratio for concrete is assumed to be 0.2 and is used for all beams. The value of a shear
transfer coefficient, representing conditions of the crack face, used in many studies of reinforced
concrete structures varied between 0.05 and 0.25 of value .Kachlakev (2002). The shear transfer
coefficient used in this study is equal to 0.2. The steel for the finite element models is assumed to
be an elastic-perfectly plastic material and identical in tension and compression.
3.2 Steel Reinforcement : A Poisson’s ratio of 0.3 is used for the steel reinforcement. For the
finite element models, each load is distributed over a small area as for the experimental beams. A
40 mm thick steel plate, modeled using SOLID45 elements, is added at the support location in order
to avoid stress concentration problems. This provides a more even stress distribution over the
support area. An elastic modulus equal to 200 GPa and Poisson’s ratio of 0.3 are used for the plates.
3.3: FRP Composites: For this study, the CFRP is assumed to be an especially orthotropic and
transversely isotropic material, where the properties of the FRP composites are the same in any
direction perpendicular to the fibers. CFRP is applied on the sides of the beams for increased
flexural and shear strength, due to its superior strain at failure. Linear elastic properties of FRP
composites are assumed throughout this study.
4. SHEAR ANALYSIS OF CFRP STRENGTHENED BEAM
Three reinforced concrete beams with a cross section of
120×200 mm depth and total length of 2300 mm were tested by
Imam et al. (2004), and an additional forth beam with full
CFRP are analyzed in this study to investigate the shear
behavior of reinforced concrete beams strengthened with
externally bonded (CFRP) fabrics .
BS1-1 was defined as the control beam or the reference beam
without any external strengthening. The Beams BS1 were
reinforced with 2φ16 lower reinforcement, 2φ12upper
reinforcement, and 5φ6 /m` Stirrups. Strengthening modes of
beams in shear groups are shown in Fig. (2) and can be defined
as, S1-2 was strengthened against shear failure. The
strengthening mode consists of three strips U-shape single layer
covering the full depth of the beam. The strip cross section of
60×0.13 mm was applied perpendicular to the longitudinal axis
of the beam. The spacing from centerlines of the strips to the
support were 205, 365, and 525 mm respectively.
BS1-3 was strengthened same as BS1-2 but each strip was
double layers instead of a single layer.
BS1-4 was strengthened by three vertical side strips double
layers with full depth of the beam. Cross section of strips and
spacing same as BS1-3. Imam et al. (2004)
A
BS1-5
1000
200
A
17
12
Sec A-A
Fig.( 2 ) Strengthening Modes of
Beams in Shear
BS1-5 was a parametric study, strengthened against shear failure. The strengthening mode
consists of strips U- shape single layer covering the full depth all length of the beam.
65
Non Linear Three Dimensional Finite Elemnts Analyses Of Reinforced
Concreete Beams Strengthened By Cfrp
Majid A. Al-Jurmaa
5. FLEXURAL ANALYSIS OF CFRP STRENGTHENED BEAM
Flexural analyses were made to estimate the nominal flexural capacity of both conventional
RC and FRP strengthened RC beams. Typical RC beam tested by Dong et al. (2002), dimensions
and steel reinforcement details are shown in Fig (3). The longitudinal steel reinforcement consisted
of 16mm and 10mm diameter Grade 60 standard rebars having a yielding strength of 410MPa. The
transverse reinforcement consisted of 6mm diameter Grade 40 smooth bars. All beams were 152.4,
304.8 mm in cross section and 3.048 m long, having a nominal tension steel depth of 253 mm.
991
P/2
914
P/2
991
`
`
2Ø16 mm
300
2Ø10 mm
`
150
CFRP
Ø6 mm @101
2896
76
76
Fig. (3) Details of RC Beams with Externally Bounded CFRP Fabric (Units: mm)
Many parameters are studied to evaluate the effects of externally bounded CFRP plate
strengthened of RC beams. First the finite element results are compared with experimental results,
and then variation properties are done to evaluate the effect of that variation on length of fiber,
width and thickness of CFRP on the deflection and the ultimate capacity .as shown in
table (1).
Table (1) Parameters Range for Flexural Data
CFRP Dimensions mm
length
550
775
width
20
50
thickness 1
1.5
1050
90
2
1550
150
3
2300
-
6. RESULTS AND DISCUSSION
Comparisons of the load-deflection curves from the finite element analyses and the
experimental data for the beams at mid span are shown in fig. (4-7). Using U shape single layer and
double layers improved the load capacity up to 13.3% and 24.4% respectively as a result of the
comparison between BS1-2, BS1-3. This means that the enhancement ratio was approximately
doubled when U shape single layer changed to U-shape double layers.
66
Majid A. Al-Jurmaa
The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D)
Fig. (4) Load –Deflection Relationship of Beam
in Shear BS 1-1 and BS 1-5
Fig. (5) Load –Deflection Relationship of
Beam BS1-2
S1 1
S1
Removing the CFRP layer from the tension area improved the load capacity reduced to 16%
from 24.4% respectively as results of the comparison between BS1-3, BS1-4. This means that the
removal of CFRP from tension area reduced the ultimate capacity about 7.5%.Addition of CFRP
on full length increased the ultimate capacity up to 34% as shown in fig(4).
Fig. (7) Load –Deflection Relationship of
Beam BS1-4
S1 1
S1
Fig. (6) Load –Deflection Relationship of
Beam BS1-3
S1 1
S1
7. THE PARAMETRIC STUDY
7.1. Effect of Composite Length
The behavior of reinforced concrete beams strengthened by CFRP plates has been presented. The
addition of the CFRP plate has increased the ultimate capacity of the beam by up to 132 %. Fig.
(8) Shows the effect of varying CFRP bond length in the shear span. As expected, deflection
reduces slightly with the increased bond length.
67
Non Linear Three Dimensional Finite Elemnts Analyses Of Reinforced
Concreete Beams Strengthened By Cfrp
Majid A. Al-Jurmaa
7.2. Effect of Composite Thickness
The predictions of the ultimate flexural load capacity for the beam with similar dimension,
as shown in fig (9) bonded with different CFRP thicknesses. When the FRP thickness is small, the
failure mode is intermediate span deboned. As the number of plies increases from 1 to 4, the
capacity increases to a peak of around 160 kN.
7.3. Effect of Composite Width
Fig.(10) lists the finite element results for beams with different width CFRP. It can be
observed that the main difference in the behavior was that specimens with larger composite widths
had increased deformation capacities. The beams with wider laminates were capable of reaching.
Fig. (8) Variation of the Ultimate Load
with Carbon Length
Fig. (9) Variation of the Ultimate Load
with Carbon Thickness
Fig. (10) Variation of the Ultimate Load
with Carbon Length
68
Majid A. Al-Jurmaa
The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D)
8. EVOLUTIONS OF CRACK PATTERNS FOR CONCRETE
The ANSYS program records a crack pattern at each applied load step. Fig.( ) shows
evolutions of crack patterns developing for shear and flexural beams. The cracks appear underneath
the loading location on the flexural beam model. For the shear strengthened beam model, there are
no compressive cracks underneath the loading location. The appearance of the cracks reflects the
failure modes for the beams.
Fig. (11) Evaluation of Crack Patterns
a. Flexural Beam CFRP Full Length
b. Shear Beam CFRP Full Length
69
Non Linear Three Dimensional Finite Elemnts Analyses Of Reinforced
Concreete Beams Strengthened By Cfrp
Majid A. Al-Jurmaa
9. CONCLUSIONS
The general behaviors of the finite element models show good agreement with the
observation and data from experimental beams tests. This paper has presented the FEA of a series
of retrofitted beams with different Parameters. The following findings are drawn from this work:
1) The FE model was able to simulate the beams’ behavior with CFRP laminates . It predicted
the ultimate capacity, and the crack patterns were relatively well for all cases.
2) The parametric study was able to clarify the trends as the CFRP length, thickness, and width
CFRP bond length were varied.
3) Non-linear FE analysis can predict correctly the shear and flexural behavior of CFRP bonded
RC beams. This analysis was validated by comparison with test results. The model allowed
simulating the global behavior of repaired beams.
4) Results of the parametric study compared with experimental results indicate of that externally
bonded CFRP plates can be efficiently used to strengthen or to repair RC beams. An increase
in shear and flexural strength was achieved for every beam . Addition of CFRP on full
length increased the ultimate capacity up to 34% .
10. REFERENCES
Barbato M., “Efficient finite element modelling of reinforced concrete beams retrofitted
with fibre reinforced polymers”, Computers and Structures, 87 (2009), pp. 167–176.
Bodin F.B, David E. and Ragneau E. “Finite element modelling of flexural behavior of
externally bonded CFRP reinforced concrete structures”, Engineering Structures 24, (2002) pp.
1423–1429.
Dong Y., Zhao M. and Ansari, F., “Failure Characteristics of Reinforced Concrete Beams
Repaired With CFRP Composites”, proceeding of the 3 rd International Conference on
composite in infrastructures San Francisco California 2002 pp.126-140.
El Maaddawy T.and Sherif S., “FRP Composites for Shear Strengthening of Reinforced
Concrete Deep Beams with Openings”, Composite Structures, 89 (2009),pp. 60–69.
Elyasian I., Abdoli N., and Ronagh H.R. “Evaluation of Parameters Effective in FRP
Shear Strengthen of RC Beams Using FE Method”, Asian Journal of Civil Engineering
(Building and Housing) Vol. 7, NO. 3 (2006), pp 249-257.
Hoque M.M. “3D Nonlinear Mixed Finite-element Analysis of RC Beams and Plates
with and without FRP Reinforcement”, M.Sc. Thesis, University of Manitoba Winnipeg,
Manitoba, Canada, 2006, pp118.
IMAM A., Tahwia A., Elagamy A. and Yousef M., “Behavior of Reinforced Concrete Beams
Strengthened With Carbon Fiber Strips”, Mansoura University, Mansoura, Egypt.
Mansoura Engineering Journal (MEJ), Vol.29, No. 3, September 2004, pp 22-40.
Kachlakev, D. I., “Finite Element Analysis and Model Validation of Shear Deficient
Reinforced Concrete Beams Strengthened with GFRP Laminates”, paper 002, Third
International Conference on Composites in Infrastructures, san Francesco, California June,10-12,
2002.
70
Majid A. Al-Jurmaa
The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D)
Turgay T. , KöksalH.O., Polat Z. and Karakoc C., “Stress–Strain Model for Concrete
Confined with CFRP Jackets”, Materials and Design , 30 (2009), pp. 3243–3251.
Wang Y.C. and Hsu K. “Design Recommendations for the Strengthening of Reinforced
Concrete Beams with Externally Bonded Composite Plates”, Composite Structures, 88
(2009) , pp.323–332.
Yang D., Park S.and Neale K.W. “Flexural Behaviour of Reinforced Concrete Beams
Strengthened with Prestressed Carbon Composites”, Composite Structures, 88 (2009),
pp. 497–508.
Zorn A.V., “Effect of Adhesive Stiffness and CFRP Geometry on the Behavior of
Externally Bounded CFRP Retrofit Measures Subject to Fatigue Loads”, M.Sc.,University of
Pittsburgh,2006,pp.106.
71
The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D) MECHANICAL PROPERTIES OF PORCELINITE
FINE GRAIN CONCRETE
Dr. Khalee I. Aziz
Civil Engineering Department
University of Anbar
Angham N. Jaffal
M Sc. Structural Engineering
ABSTRUCT
Recently, a considerable amount of work has been conducted to investigate various
mechanical properties of structural porcelinite concrete (SPC). However, despite the great practical
importance of such concrete in construction field, very limited amount of work has been carried out
to investigate the properties of (SPC) containing silica fume.
In this study, the main goal was to produce and study mechanical properties of high strength
light weight aggregate fine grain concrete. The materials used were ordinary Portland cement ,
gravel, natural sand, light weight aggregate (porcelinite sand) with different ratios (0%, 50%,
100%), silica fume with different ratios (9%, 11%, 12%)by weight of cement and high range water
reducing agent (HRWR).
The experimental program consists of preparing and testing ten different mixes to
investigate mechanical properties of concrete, with a total of 180 cubes (100×100×100) mm, 90
cylinders (100×200) mm, 90 cylinders (150×300) mm and 90 prisms (100×100×500) mm. The tests
include compressive strength, flexural strength, splitting tensile strength, static modulus of
elasticity, absorption and unit weight at different ages.
The results demonstrated that it is possible to produce concrete with mechanical properties
at 28 day compressive strength up to (60.8 MPa), flexural strength up to (9.8 MPa), splitting tensile
strength up to (5.99 MPa), static modulus of elasticity up to (20 GPa), density around (2495kg/m3)
and max. absorption (1.2%), for mixes without any replacement with porcelinite sand. These values
reduced when replacing porcelinite sand with ordinary sand (50%) to, compressive strength about
(19.5%), flexural strength about (12.2%), splitting tensile strength about(19.9%), static modulus of
elasticity up to (17.5%), density about (8.5%)and absorption increased about (54%),. When used
100% porcelinite sand instead of natural sand the compressive strength reduced about (31.7%),
flexural strength about(16.3%), splitting tensile strength about(39.3%), static of modulus elasticity
about(29%), density about (16.8%), and absorption increased about (152%).
Key words: Concrete, Porcelinite, Fine grain, Silica fume
ﺍﻟﺨﻼﺼﺔ
ﺃﺠﺭﻴﺕ ﺒﺤﻭﺙ ﻋﺩﻴﺩﺓ ﻟﻠﺘﺤﺭﻱ ﻋﻥ ﺍﻟﺨـﻭﺍﺹ ﺍﻟﻤﺨﺘﻠﻔـﺔ ﻟﻠﺨﺭﺴـﺎﻨﺔ ﺍﻹﻨﺸـﺎﺌﻴﺔ ﺫﺍﺕ ﺍﻟﺼـﺨﻭﺭ،ﻓﻲ ﺍﻟﺴﻨﻭﺍﺕ ﺍﻷﺨﻴﺭﺓ
ﻭﻋﻠﻰ ﺍﻟﺭﻏﻡ ﻤﻥ ﺍﻷﻫﻤﻴﺔ ﺍﻟﻜﺒﻴﺭﺓ ﻓﻲ ﺘﻁﺒﻴﻘﺎﺕ ﻋﺩﻴﺩﺓ ﻓﻲ ﻤﺠﺎﻻﺕ ﺍﻹﻨﺸﺎﺀ ﻓﺄﻥ ﺍﻟﺒﺤﻭﺙ ﺍﻟﺘﻲ ﺃﺠﺭﻴﺕ ﻟﻠﺘﺤﺭﻱ ﻋـﻥ.ﺍﻟﺒﻭﺭﺴﻴﻼﻨﻴﺔ
.ﺍﻟﺨﻭﺍﺹ ﺍﻟﻬﻨﺩﺴﻴﺔ ﻟﻠﺨﺭﺴﺎﻨﺔ ﺍﻹﻨﺸﺎﺌﻴﺔ ﺫﺍﺕ ﺍﻟﺼﺨﻭﺭ ﺍﻟﺒﻭﺭﺴﻴﻼﻨﻴﺔ ﺍﻟﻤﺘﻀﻤﻨﺔ ﻏﺒﺎﺭ ﺍﻟﺴﻠﻴﻜﺎ ﻗﻠﻴﻠﻪ
ﺇﻥ ﺍﻟﻬﺩﻑ ﺍﻟﺭﺌﻴﺴﻲ ﻤﻥ ﻫﺫﺍ ﺍﻟﺒﺤﺙ ﺍﻨﺘﺎﺝ ﻭﺩﺭﺍﺴﺔ ﺍﻟﺨﻭﺍﺹ ﺍﻟﻤﻴﻜﺎﻨﻴﻜﻴﺔ ﻟﻠﺨﺭﺴﺎﻨﺔ ﺨﻔﻴﻔﺔ ﺍﻟـﻭﺯﻥ ﻋﺎﻟﻴـﺔ ﺍﻟﻤﻘﺎﻭﻤـﺔ ﺫﺍﺕ
ﺭﻤـل، ﺭﻤل ﺍﻋﺘﻴﺎﺩﻱ،( ﻤﻠﻡ١٠ ﺍﻟﺤﺼﻭ) ﺤﺠﻡ ﺍﻗﺼﻰ، ﺍﻟﻤﻭﺍﺩ ﺃﻟﻤﺴﺘﺨﺩﻤﺔ ﻫﻲ ﺍﻟﺴﻤﻨﺕ ﺍﻟﺒﻭﺭﺘﻼﻨﺩﻱ ﺍﻻﻋﺘﻴﺎﺩﻱ. ﺍﻟﺤﺒﻴﺒﺎﺕ ﺍﻟﻨﺎﻋﻤﺔ
72
Dr. Khalee I. A. et., al.,
The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D)
( ﻭﻤﻀﺎﻑ ﻤﻘﻠل ﻟﻠﻤـﺎﺀ%١٢ ﻭ%١١ ،%٩) ﻭﻏﺒﺎﺭ ﺍﻟﺴﻠﻴﻜﺎ ﺒﻨﺴﺏ،(%١٠٠ ﻭ%٥٠ ، %٠) ﺒﻭﺭﺴﻴﻼﻨﻲ ﺨﻔﻴﻑ ﺒﻨﺴﺏ ﺍﺴﺘﺒﺩﺍل
.( ﻤﻥ ﻭﺯﻥ ﺍﻟﺴﻤﻨﺕ%٢) ﺒﻨﺴﺏ
ﻴﺘﻀﻤﻥ ﺍﻟﺒﺭﻨﺎﻤﺞ ﺍﻟﻌﻤﻠﻲ ﺍﻨﺘﺎﺝ ﻭﺩﺭﺍﺴﺔ ﺍﻟﺨﻭﺍﺹ ﺍﻟﻤﻴﻜﺎﻨﻴﻜﻴﺔ ﻟﺨﺭﺴﺎﻨﺔ ﺍﻟﺤﺒﻴﺒﺎﺕ ﺍﻟﻨﺎﻋﻤﺔ ﺨﻔﻴﻔﺔ ﺍﻟﻭﺯﻥ ﺍﻟﻤﺤﺘﻭﻴـﺔ ﻋﻠـﻰ
،( ﻤﻠـﻡ١٠٠×٢٠٠) ﺍﺴﻁﻭﺍﻨﺔ ﺒﺄﺒﻌﺎﺩ٩٠ ،( ﻤﻠﻡ١٠٠×١٠) ﻤﻜﻌﺏ ﺒﺄﺒﻌﺎﺩ١٨٠ ﻏﺒﺎﺭ ﺍﻟﺴﻠﻴﻜﺎ ﻭﺘﻡ ﺍﻋﺩﺍﺩ ﻋﺸﺭﺓ ﺨﻠﻁﺎﺕ ﻤﺨﺘﻠﻔﺔ ﻭ
ﻭﻗﺩ ﺘﻡ ﺍﺠﺭﺍﺀ ﻓﺤﺹ ﻭﺤـﺩﺓ ﺍﻟـﻭﺯﻥ. ( ﻤﻠﻡ١٠٠×١٠٠×٥٠٠ ) ﻤﻭﺸﻭﺭ ﺒﺄﺒﻌﺎﺩ٩٠( ﻤﻠﻡ ﻭ٣٠٠×١٥٠) ﺍﺴﻁﻭﺍﻨﺔ ﺒﺄﺒﻌﺎﺩ٩٠ﻭ
ﻭﺃﺨﻴﺭﺍ ﻓﺤﺹ ﻤﻌﺎﻤل ﺍﻟﻤﺭﻭﻨﺔ، ﻓﺤﺹ ﺍﻻﻤﺘﺼﺎﺹ، ﻤﻘﺎﻭﻤﺔ ﺍﻻﻨﺸﻁﺎﺭ، ﻤﻘﺎﻭﻤﺔ ﺍﻻﻨﺜﻨﺎﺀ،ﻤﻘﺎﻭﻤﺔ ﺍﻻﻨﻀﻐﺎﻁ، ﺍﻟﻁﺭﻴﺔ ﻭﺍﻟﻤﺘﺼﻠﺒﺔ
.ﺍﻻﺴﺘﺎﺘﻴﻜﻲ ﻟﻤﺨﺘﻠﻑ ﺍﻷﻋﻤﺎﺭ ﻭﻟﻜﺎﻓﺔ ﻟﻠﺨﻠﻁﺎﺕ
ﻤﻴﻜﺎﺒﺎﺴـﻜﺎل( ﻭﻤﻘﺎﻭﻤـﺔ٦٠,٨) ﻴﻭﻡ ﻤﻘﺩﺍﺭﻫﺎ٢٨ ﺒﻴﻨﺕ ﺍﻟﻨﺘﺎﺌﺞ ﺍﻨﻪ ﻤﻥ ﺍﻟﻤﻤﻜﻥ ﺍﻨﺘﺎﺝ ﺨﺭﺴﺎﻨﺔ ﺒﻤﻘﺎﻭﻤﺔ ﺍﻨﻀﻐﺎﻁ ﺒﻌﻤﺭ
(%١,٢) ﻜﻴﻜﺎﺒﺎﺴﻜﺎل( ﻭﺍﻤﺘﺼـﺎﺹ٢٠) ﻤﻴﻜﺎﺒﺎﺴﻜﺎل( ﻤﻌﺎﻤل ﻤﺭﻭﻨﺔ ﺍﺴﺘﺎﺘﻴﻜﻲ٥,٩٩) ﻤﻴﻜﺎﺒﺎﺴﻜﺎل( ﻭﻤﻘﺎﻭﻤﺔ ﺍﻨﺸﻁﺎﺭ٩,٨ ) ﺍﻨﺜﻨﺎﺀ
ﺃﻤﺎ ﻓﻲ ﺤﺎﻟﺔ ﺍﺴﺘﺒﺩﺍل ﺍﻟﺭﻜـﺎﻡ ﺍﻟﻁﺒﻴﻌـﻲ. ( ﻟﻠﺨﻠﻁﺔ ﺍﻟﻤﺭﺠﻌﻴﺔ ﺍﻟﺤﺎﻭﻴﺔ ﻋﻠﻰ ﺍﻟﺭﻜﺎﻡ ﺍﻟﻨﺎﻋﻡ ﺍﻟﻁﺒﻴﻌﻲ٣ﻡ/ ﻜﻐﻡ٢٤٩٥) ﻭﺒﻜﺜﺎﻓﺔ ﺠﺎﻓﺔ
( ﻭﻤﻘﺎﻭﻤـﺔ%١٢,٢) ( ﻭﻤﻘﺎﻭﻤـﺔ ﺍﻻﻨﺜﻨـﺎﺀ%١٩,٥) ( ﻓﺈﻨﻬﺎ ﺘﻘﻠل ﻤﻘﺎﻭﻤﺔ ﺍﻻﻨﻀﻐﺎﻁ ﺒﺤﻭﺍﻟﻲ%٥٠) ﺒﺎﻟﺭﻜﺎﻡ ﺨﻔﻴﻑ ﺍﻟﻭﺯﻥ ﺒﻨﺴﺒﺔ
( ﻭﻟﻜـﻥ ﺒﺯﻴـﺎﺩﺓ ﺍﻻﻤﺘﺼـﺎﺹ%٨,٥) ﺍﻟﻜﺜﺎﻓﺔ ﺍﻟﺠﺎﻓﺔ ﺤـﻭﺍﻟﻲ،(%١٧,٥) ( ﻭﻤﻌﺎﻤل ﺍﻟﻤﺭﻭﻨﺔ ﺍﻻﺴﺘﺎﺘﻴﻜﻲ%١٩,٩) ﺍﻻﻨﺸﻁﺎﺭ
،(%٣١,٧) ( ﻓﺎﻥ ﺍﻟﺨﻭﺍﺹ ﺘﺘﺄﺜﺭ ﺒﺩﺭﺠﺔ ﻜﺒﻴﺭﺓ ﻭﺘﻘل ﻤﻘﺎﻭﻤﺔ ﺍﻨﻀﻐﺎﻁ ﺒﺤـﻭﺍﻟﻲ%١٠٠) ﺃﻤﺎ ﺯﻴﺎﺩﺓ ﻨﺴﺒﺔ ﺍﻻﺴﺘﺒﺩﺍل ﺍﻟﻰ.(%٥٤)
(%١٦,٨) ﺍﻟﻜﺜﺎﻓﺔ ﺍﻟﺠﺎﻓﺔ، (%٢٩) ﻤﻌﺎﻤل ﺍﻟﻤﺭﻭﻨﺔ ﺍﻻﺴﺘﺎﺘﻴﻜﻲ،( %٣٩,٣) ﻤﻘﺎﻭﻤﺔ ﺍﻨﺸﻁﺎﺭ،(%١٦,٣) ﻤﻘﺎﻭﻤﺔ ﺍﻨﺜﻨﺎﺀ ﺤﻭﺍﻟﻲ
.(%١٥٢) ﻭﺯﻴﺎﺩﺓ ﺍﻻﻤﺘﺼﺎﺹ ﺒﻨﺴﺒﺔ
INTRODUCTION
Light weight concrete (LWC) is a concrete which has been made lighter than conventional
concrete. (LWC) is not just one item, it is a spectrum of different concretes with a variety of
characteristics and it fills a number of needs. It is produced by including large quantities of air in the
aggregate or in matrix or between the aggregate particles ( 1) .
The light weight concrete (LWC) is called a concrete whose density varies from 300 to 1850
kg/m . Normal dense concretes (NWC) have densities 2200 to 2600 kg/m3.The higher density range
can be used for load bearing purpose and the lower density range for insulation purpose(2).
3
Also the light weight concrete (LWC) is defined as low strength (LSC) for compressive
strength ranging from 17.25 to 27.6 MPa and for compressive strength ranging from 27.6 to 41.4
MPa is considered medium strength (MSC)
And finally for compressive strength more than 41.4 MPa is classified as High Strength (HSC)( 3, 4).
Light weight concrete can be classified according to the manufacturing process into three
types(2); Areated concrete "gas foamed" or "cellular concrete", No fine concrete and light weight
aggregate concrete (LWAC).
Light Weight Aggregate Concrete.
Very often light weight concrete (LWC) is made by the use of light weight aggregate. Light
weight aggregate produced from environmental waste is a viable new source of structural aggregate
material and have different densities. Naturally when these aggregates are used concretes of
different densities are obtained. In Iraq the use of (LWC) is limited to very few buildings and the
aggregate in most cases was imported (5, 6), for example, of the flooring of telephone exchange in
Baghdad.
73
Mechanical Properties Of Porcelinite Fine Grain Concrete
Dr. Khalee I. Aziz
Angham N. Jaffal
The most of aggregate which is used is quarried from rocks discovered in the Iraqi Western
Desert. It is called porcelinite . Since the production of manufactured light weight aggregate (from
clay, shale …etc.) is more costly (7 ). Porcilinite rock is one of the important industrial sedimentary
rocks. (8 )
The porosity of these porcilinites ranges from 46.2 to 55.6% and the bulk density ranges
from 1.01-1.22 gm/cm3.
Two grades of porcilinites were identified according to their silica contents; grade I (SiO2 ≥
70%) and grade II (SiO2 = 60.-69%)(7).
High-strength concrete (HSC) and High – Strength LW A C
High – strength concrete is a material often used in the construction of high rise buildings.
(HSC) is typically recognized as concrete with a 28-day compressive strength greater than (42Mpa).
More generally, it is a concrete with an uniaxial compressive strength and flexural strength greater
than of moderate strength concrete(9).
(HSLWAC) is a concrete which has been made with mineral admixtures and light weight
aggregate. It is has compressive strength more than 34 MPa and low density(10).
Structural Light Weight Aggregate Concrete
Al-Rawi in 1995(11) studied the use of porcelinite aggregate to produce (LWC). More than 17
mixes with different mix proportions were prepared without any admixtures. Al-Hadad in 2000(12)
investigated the durability of porcelinite concrete with high range of water reducing agent (HRWA)
and slag (SL) against sulfate and chloride solution , 10% of Iraqi slag was used as a partial
replacement by weight of cement. The results of AL-Dhaher in 2001(8) led to the fact that the use
of porcelinite aggregates gives concrete having density between 1400-1960 kg/m3 and 28 day
compressive strength between 13.0-22.4 MPa.
Al-Ani in 2002(13) studied the corrosion process of steel reinforcement in LWC with
superplasticizer and rice husk ash. Kadhi in 2002(14) studied the effect of steel fibers content on the
porcelinite light weight aggregate concrete for structural purposes. Al-Wahab in 2003(15) studied
the fire resistance properties of porcelinite light weight concrete, he reached to the density and
compressive strength ranging between 1850-1920 kg/m3 and 22.27-29.60 MPa at 28 day ,
respectively. A cement of 430 kg/m3 was used in this investigation. Al-Musawi in 2004(5) studied
the flexure behavior of porcelinite reinforced concrete beams. Al-Dhalimi in 2005(16) studied the
shear behavior of porcelinite reinforced concrete beams with and without stirrups. Al-Duleimy in
2005(17) studied the effect of addition of Superplasticizer and SBR on some properties of porcelinite
light weight aggregate concrete. Al-Mohamady in 2007(18) studied shear strength of porcelinite
light weight aggregate reinforced concrete beams(4).
EXPERIMENTAL PROGRAM
1. Materials
* Cement
Ordinary Portland cement (type I) according to ASTM C150- 86.(19) was used and conforms
to the Iraqi specification (I.O.S) NO5-84(20) as shown in Table(1), (2)
* Coarse Aggregate
The maximum coarse aggregate size is chosen to be 10mm. The coarse aggregate is washed,
then stored in air to the dry surface, and then stored in containers in saturated dry surface condition
before using.
Table (3) shows the grading of this aggregate and the limits of IQS: NO: 45: 1984,(21,22) and
Table (4 ) shows the physical properties of this coarse aggregate . Fig (1) illustrates the sieve
analysis of coarse aggregate.
74
Dr. Khalee I. A. et., al.,
The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D)
* Fine Aggregate.
**Natural Sand.
Normal weight, natural sand from Al-Anbar west region was used as a fine aggregate. The fine
aggregate is washed and dried to remove any clay particles. Physical and chemical tests were
conducted by the Civil Engineering Laboratory of Al-Anbar University.
The grading of sand conforms to the requirements of the limits of IQS: NO: 45:1984(23),Table(5)and
Fig.(2).Table(6)shows the physical properties of natural sand.
**Porcelinite Aggregate.
Local natural (LWA) of porcelinite stone was used as fine aggregate. The quarry of this stone
is located in Trefawi area in Rutba at the Western Desert in Al-Anbar governorate. The jaw of
machine crusher was set up to give a finished product of about 4.75 maximum aggregate size. Table
(7) and Fig.(3) shows the grading of this aggregate and the limits of IQS: NO:45:1984 and Tables
(8) and(9) show of list of those properties respectively. Table (10) represents mineral analysis of the
porcelinite aggregate.
*Silica Fume
Silica fume is with an average diameter of approximately (0.0015) mm, Table(11) shows the
physical properties of silica fume used in this work.The chemical composition of silica fume varies
depending on the nature of the manufacture process from which the silica fume is collected. The
main constituent material in silica fume is silica (SiO2), the content of which is normally over
90%.Table (12) shows a chemical analysis of a commercially available silica fume used in this
work.
*High Range Water Reducing Admixture (HRWA)
A high range melamine based super plasticizer (commercially named as RHEOBUID 2000M),
type F chemical admixture according to ASTM C494-86(24) was used in this work. The dosage was
found to be (2%) by the weight of the cement. Table (13) shows the properties of the admixture
according to the catalogue of construction Engineering Group.(25)
*Water
Ordinary tap water was used in the experimental process as mixing water for all concrete
mixes of this work and also for curing.
2. Mixture Proportions
*concrete Mixes
In the study ten differently proportioned mixes were designed. The ten mixes are divided into
reference (R) mix and three groups, each group includes three mixes. The first group includes CSF12-PS.S0, C-SF12-P.S50 andC-SF12-P.S100.The second group includes C-SF11-P.S0, C-SF11P.S50 and C-SF11-P.S100.The third group includes C-SF9-P.S0, C-SF9-P.S50 and C-SF9-P.S100.
Reference mix includes cement content 500kg/m3 and water-cement ratio 42% .The three groups
include three values of silica fume (12%,11%,9%of cement content ) and three values of
porcelinite sand (0% ,50%, 100%) were used. Table (14) presents the constituents proportion of
the selected mixes in this study.
*Mixing Procedures
A (0.08) m3 capacity pan mixer was used for mixing the raw materials. All the mixes were
done at Concrete Laboratory of Civil Engineering Department of Al-Anbar University.
*Preparation of Specimens
The procedure of preparation of specimens in this study was done conforming with ASTM –
Designation: C 192-88.(26 ). Steel mold were used to cast the concrete with a vibrating table.
75
Mechanical Properties Of Porcelinite Fine Grain Concrete
Dr. Khalee I. Aziz
Angham N. Jaffal
*Curing
After casting, the specimens were covered by plastic sheets, to prevent the evaporation of
water from fresh concrete. Then after 24 hours they were stripped and kept in the water bath for a
curing period of 28 days to ensure that the hydration process was completely carried out under
laboratory temperature.
3. TEST PROGRAM.
*Slump Test.
The slump test was done according to ASTM C-143-1979(27).
*Fresh Density
The test is conducted according to ASTM C576-85(28).
*Compressive Strength Test
Compressive strength is performed on (100×100×100) mm cubes according to BS 1881: part
116: 1983(29). The average of compressive strength of three cubes was recorded for each testing age
(3, 7, 28) days respectively. Testing was done by standard testing machine with a capacity of (2000)
kN and loading rate of (15) kN/mm2 per minute.
*Flexural Strength Test
The flexural strength test was done according to ASTM- Designation: C78-84.(30) The
flexural strength test was carried out on prism (100 × 100 × 500) mm, at an age ( 3 , 7 , 28 ) days
respectively.
*Splitting Tensile Strength
The splitting tensile test was carried out on (100x200mm) concrete cylinders at an age of (3,
7, 28) days .This test was done according to the ASTM C496-86.(31
*Static Modulus of Elasticity
Static modulus of elasticity test was done according to ASTM- Designation: C 78 – 84.(32)
This test was carried out on cylindrical specimens (150 × 300 )mm at an age of ( 3 , 7, 28 ) days
respectively . Standard testing machine with a capacity of (3000) kN and loading speed rate of (15)
kN /mm2 per unit compress meter with dial gauge was used to determine the static modulus of
elasticity.
*Water Absorption
Water absorption test was done according to ASTM- C642- 82(30). This test was carried out
on (100×100×100) mm cubic specimens .The specimens are tested at age of ( 3, 7 , 28 ) days
respectively.
4. RESULTS AND DISCUSSIONS
*Fresh Concrete
**Slump
The test results are presented in Table (15). The slump is different from mix to mix, the slump for
mix ( R ) was 160mm and (25, 27, 40) mm for concretes containing cement, silica fume by ratio
(12%, 11%, 9%) respectively and natural sand, and (22, 24, 35) mm for concretes containing
cement, silica fume by ratio (12%, 11%, 9%) and porcelinite sand with ratio (50% )of natural sand,
and (20, 22, 30) mm for concretes containing cement, silica fume by ratio (12%, 11%, 9%) and
porcelinite sand with ratio (100%)of natural sand. This means that the slump decreases when the
light weight sand (porcelinite) increases.
76
Dr. Khalee I. A. et., al.,
The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D)
**Fresh Unit Weight
According to the results which showed in Table (15), the fresh unit weight decreases when
replacing the natural sand by porcelinite sand.
The Fresh unit weight is (2490kg/m3) for( R), and (2485, 2490, 2485) kg/m3 for concretes
containing cement, silica fume by ratio (12%, 11%, 9%) respectively and natural sand, and (2290,
2280, 2280) kg/m3 for concretes containing cement, silica fume by ratio (12%, 11%, 9%) and
porcelinite sand with ratio (50% )of natural sand, and (2100,2070, 2090) kg/m3 for concretes
containing cement, silica fume by ratio (12%, 11%, 9%) and porcelinite sand with ratio (100%) of
natural sand.
*Hardened Concrete
**Density
Table (16) shows the densities for all specimens used to determine all tests for all mixes at
different ages. It is noticed that the density decreases by replacing natural sand by porcelinite sand.
The density ranged from (2495kg/m3- 2070kg/m3).
**Compressive Strength (fcu)
The results of compressive strength for concrete mixes are shown in Table (17) for different
ages. The compressive strength at 28day age was 36.2 MPa for reference concrete (R). The addition
of silica fume caused an increase of compressive strength because silica fume produces additional
Calcium Silicate Hydrate (CSH)(23).
As a filler and pozzolan, silica fume's dual actions in cementitious compounds are evident
throughout the entire hydration process.
The compressive strengths at 28 day age are (50.8, 60.2, 54.5)Mpa for concretes containing
cement, silica fume by ratio (12%, 11%, 9%) respectively and natural sand, and (44.2, 49, 46) MPa
for concretes containing cement, silica fume by ratio (12%, 11%, 9%) and porcelinite sand with
ratio (50% )of natural sand, and (39, 41.5, 40.1) MPa for concretes containing cement, silica fume
by ratio (12%, 11%, 9%) and porcelinite sand with ratio (100%)of natural sand.
Figure (4) shows the effect of silica fume by ratio 12% and porcelinite sand with ratio (0%, 50%,
100%) respectively of natural sand and reference concrete on compressive strength at 28day age.
Figure (5) shows the effect of silica fume by ratio 11% and porcelinite sand with ratio (0%, 50%,
100%) respectively of natural sand and reference concrete on compressive strength at 28day. Figure
(6) shows the effect of silica fume by ratio 9% and porcelinite sand with ratio (0%, 50%, 100%)
respectively of natural sand and reference concrete on compressive strength at different ages.
Figure (7) shows the effect of porcelinite sand by ratio 0% of natural sand and different ratios of
silica fume and reference concrete on compressive strength at different ages. Figure (8) shows the
effect of porcelinite sand by ratio 50% of natural sand and different ratios of silica fume and
reference concrete on compressive strength at different ages. There is a decrease in compressive
strength resulting from using porcelinite sand with ratio 50%.
Figure (9) shows the effect of porcelinite sand by ratio 100% of natural sand and different
ratios of silica fume and reference concrete on compressive strength at different ages. More
decrease is seen in compressive strength; this may be due to using porous porcelinite sand in mix.
The use of silica fume increases the compressive strength. The increase ranges between (2528.74%) for mix (C-SF12-P.S 0) when compared with mix (R), the increase ranges between (17.418.1%) for mix (C-SF12-P.S 50) when compared with mix (R) and the increase ranges between
(6.55- 7.2%) for mix (C-SF12-P.S100) when compared with mix (R) at ages of 7 and 28days
respectively. The increase ranges between (35.22-39.67%) for mix ( C-SF11-P.S 0) when compared
with mix (R), the increase ranges between (21.9- 26.12% ) for mix (C-SF11-P.S 50) when
77
Mechanical Properties Of Porcelinite Fine Grain Concrete
Dr. Khalee I. Aziz
Angham N. Jaffal
compared with mix (R) and the increase ranges between (11.5-12.77%) for mix (C-SF11-P.S 100)
when compared with mix ( R) at ages of 7 and 28days respectively. The increase ranges between
(30.2-33.58%) for mix (C-SF9-P.S 0) when compared with mix (R), the increase ranges between
(20.8- 21.3%) for mix (C-SF9-P.S 50) when compared mix (R) and the increase ranges between
(8.06 - 9.73%) for mix (C-SF9-P.S100) when compared with mix (R) at ages of 7 and 28days
respectively.
Hence, the usage of porcelinite sand decreases the compressive strength. The decrease ranges
between (9.2- 12.9%) for mix (C-SF12-P.S 50) when compared with mix(C-SF12-P.S 0) and the
decrease ranges between (19.7- 23.2%) for mix (C-SF12-P.S 100) when compared with mix (CSF12-P.S 0) at ages of 7 and 28days respectively. The decrease ranges between (17- 18.6%) for
mix (C-SF11-P.S50) when compared with mix (C-SF11-P.S 0) and the decrease ranges between
(26.8- 30%) for mix (C-SF11-P.S 100) when compared with mix(C-SF11-P.S 0) at ages of 7 and
28days respectively. The decrease ranges between (11.76- 15.6%) for mix (C-SF9-P.S 50) when
compared with mix (C-SF9-P.S 0) and the decrease ranges between (24- 26.42%) for mix (C-SF9P.S 100) when compared with mix(C-SF9-P.S 0) at ages of 7 and 28days respectively.
**Flexural Strength (fr)
The results of flexural strength expressed as the modulus of rupture for concrete are
summarized in Table (17). The higher modulus of rupture of high compressive strength is a result
of the strong mortar tensile strength, or it may also be the result of the reduction in the amount of
coarse aggregate in the cross section, which leads to make the matrix homogeneity and reduce
effect of (transition zone) which forms weak region matrix, and due to the higher mortar –
aggregate tensile bond strength. There is considerable increase in the flexural strength due to effect
of silica fume.
The flexural strengths at 28day age are (8.8, 9.8, 8.3 )MPa for concrete containing cement,
silica fume by ratio (12%, 11%, 9%) respectively and natural sand, and ( 8, 8.6, 7.9 )MPa for
concretes containing cement, silica fume by ratio (12%, 11%, 9%) and porcelinite sand with ratio
(50% )of natural sand, and (7.8, 8.2, 7.7)MPa for concretes containing cement, silica fume by ratio
(12%, 11%, 9%) and porcelinite sand with ratio (100%)of natural sand.
Figure (10) shows the effect of silica fume by ratio 12% and porcelinite sand with ratio (0%,
50% 100%) respectively of natural sand and reference concrete on flexural strength at 28day age.
Figure (11) shows the effect of silica fume by ratio 11% and porcelinite sand with ratio (0%, 50%,
100%) respectively of natural sand and reference concrete on flexural strength at 28day.Figure (12)
shows the effect of silica fume by ratio 9% and porcelinite sand with ratio (0%, 50%, 100%)
respectively of natural sand and reference concrete on flexural strength at different ages.
Figure (13) shows the effect of porcelinite sand by ratio 0% of natural sand and different
ratios of silica fume and reference concrete on compressive strength at different ages. Figure (14)
shows the effect of porcelinite sand by ratio 50% of natural sand and different ratios of silica fume
and reference concrete on compressive strength at different ages. Figure (15) shows the effect of
porcelinite sand by ratio 100% of natural sand and different ratios of silica fume and reference
concrete on compressive strength at different ages.
The type of coarse aggregate influences the flexural strength .Crushed aggregate gives
relatively higher flexural strength than compressive strength. This is attributed to the improved
bond strength between cement paste and aggregate particles. Also the use of silica fume increases
the flexural strength of concrete.
The use of silica fume increases the flexural strength. The increase ranges between (11.7617.61%) for mix (C-SF12-P.S 0) when compared with mix (R), the increase ranges between (6.259.375%) for mix (C-SF12-P.S 50) when compared with mix (R) and the increase ranges between
78
Dr. Khalee I. A. et., al.,
The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D)
(4.76- 7.05%) for mix (C-SF12-P.S100) when compared with mix(R) at ages of 7 and 28days
respectively. The increase ranges between (24-26%) for mix (C-SF11-P.S 0) when compared with
mix (R), the increase ranges between (20-15.69%) for mix (C-SF11-P.S 50) when compared with
mix (R) and the increase ranges between (16.67- 11.58%) for mix (C-SF11-P.S100) when
compared with mix ( R) at ages of 7 and 28days respectively. The increase ranges between (9.0912.65%) for mix (C-SF9-P.S 0) when compared with mix (R), the increase ranges between (4.768.23% ) for mix (C-SF9-P.S 50) when compared with mix (R) and the increase ranges between
(1.64-5.84%) for mix (C-SF9-P.S100) when compared mix(R) at ages of 7 and 28days respectively.
The use of porcelinite sand (replacement of natural sand by porcelinite sand) decreases the
flexural strength. The decrease ranges between (5.88- 9.09% ) for mix (C-SF12-P.S 50) when
compared with mix (C-SF12-P.S 0) and the decrease ranges between (7.35- 11.36%) for mix (CSF12-P.S 100) when compared mix(C-SF12-P.S 0) at ages of 7 and decrease ranges between (5.889.09%) for mix ( C-SF12-P.S 50) when compared with mix (C-SF12-P.S 0) and the decrease
ranges between (7.35- 11.36%) for mix (C-SF12-P.S 100) when compared mix(C-SF12-P.S 0) at
ages of 7 and compared with mix( C-SF9-P.S 0) and the decrease ranges between (7.58- 7.23%) for
mix (C-SF9-P.S 100) when compared with mix (C-SF9-P.S 0) at ages of 7 and 28days respectively.
**Splitting Tensile Strength (fSP)
Results of the splitting tensile strength for various types concrete specimens cylindrical
(100×200) mm are demonstrated in Table (18).
The splitting tensile strength of concrete as compared to its compressive, is more sensitive
to improper curing. This may be due to inferior quality of gel formation as a result of improper
curing and also due to the fact that improperly cured concrete may suffer from more shrinkage
cracks.
Figure (16) shows the effect of silica fume with ratio 12% and porcelinite sand with ratio (
0%, 50%,100% ) respectively of natural sand and reference concrete on splitting tensile strength at
different ages. Figure (17) shows the effect of silica fume by ratio 11% and porcelinite sand with
ratio (0%, 50%, 100%) respectively of natural sand and reference concrete on splitting tensile
strength at different ages. Figure (18) shows the effect of silica fume by ratio 9% and porcelinite
sand with ratio (0%, 50%, 100%) respectively of natural sand and reference concrete on splitting
tensile strength at different ages. Figure (19) shows the effect of porcelinite sand by ratio 0% of
natural sand and different ratios of silica fume and reference concrete on compressive strength at
different ages.
Figure (20) shows the effect of porcelinite sand by ratio 50% of natural sand and different
ratios of silica fume and reference concrete on splitting tensile strength at different ages. Figure (21)
shows the effect of porcelinite sand by ratio 100% of natural sand and different ratios of silica fume
and reference concrete on splitting tensile strength at different ages. It is seen that strength of
concrete in compressive strength and splitting tensile strength are closely related, but the
relationship is not type of direct proportionality. The ration of the two strengths depended on
general level of strength of concrete. In other words, for higher compressive strength concrete it
shows higher splitting tensile strength, but the rate of increase of splitting tensile strength is of
decreasing order.
The splitting tensile strength at 28day age is 3.263MPa for (R), and (4.966, 5.99, 4.585)
MPa for concretes containing cement, silica fume by ratio (12%, 11%, 9%) respectively and natural
sand, and (4.502, 4.795, 4.585) MPa for concretes contained cement, silica fume by ratio (12%,
11%, 9%)and porcelinite sand with ratio (50%) of natural sand, and (3.510,3.637, 3.352) MPa for
concretes containing cement, silica fume by ratio (12%, 11%, 9%) and porcelinite sand with ratio
(100%)of natural sand.
79
Mechanical Properties Of Porcelinite Fine Grain Concrete
Dr. Khalee I. Aziz
Angham N. Jaffal
The use of silica fume increases the splitting tensile strength at different ages. The increase
ranges between (16.2-34.29%) for mix (C-SF12-P.S 0) when compared with mix (R), the increase
ranges between (8.63-27.52%) for mix (C-SF12-P.S 50) when compared with mix (R) and the
increase ranges between (5.95- 7.57 %) for mix (C-SF12-P.S100) when compared with mix( R) at
ages of 7 and 28days respectively. The increase ranges between (31.22-45.53%) for mix (C-SF11P.S 0) when compared with mix (R), the increase ranges between (26.56-31.95%) for mix (C-SF11P.S 50) when compared with mix (R) and the increase ranges between (9.3- 10.28%) for mix (CSF11-P.S100) when compared with mix (R) at ages of 7 and 28days respectively. The increase
ranges between (10.08-28.83% ) for mix (C-SF9-P.S 0) when compared mix (R), the increase
ranges between (5.42-8.73% ) for mix ( C-SF9-P.S 50) when compared with mix (R) and the
increase ranges between (2.10-2.65%) for mix (C-SF9-P.S100) when compared with mix (R) at
ages of 7 and 28days respectively.
Using of porcelinite sand (replacement of natural sand by porcelinite sand) decreases the
splitting tensile strength at different ages.The decrease ranges between (8.57- 9.34%) for mix (CSF12-P.S 50) when compared with mix (C-SF12-P.S 0) and the decrease ranges between (10.929.3%) for mix (C-SF12-P.S 100) when compared with mix (C-SF12-P.S 0) at ages of 7 and
28days respectively. The decrease ranges between (6.35- 19.95%) for mix (C-SF11-P.S 50) when
compared with mix(C-SF11-P.S 0) and the decrease ranges between (24.16- 39.28%) for mix (CSF11-P.S 100) when compared with mix (C-SF11-P.S 0) at ages of 7 and 28days respectively. The
decrease ranges between (4.94- 22.02%) for mix (C-SF9-P.S 50) when compared with mix(C-SF9P.S 0) and the decrease ranges between (8.15- 26.89%) for mix (C-SF9-P.S 100) when compared
with mix (C-SF9-P.S 0)at ages of 7 and 28days respectively.
**Water Absorption
The result water absorption of for concrete with and without admixture for different ages from
3 to 28 days, are summarized in Table (18) Good mortar alleviates distinctly the effect of the
concrete depending primarily on the quality of mortar.
Figure (22) shows the effect of
silica fume by ratio 12% and porcelinite sand with ratio (0%, 50%, 100%) respectively of natural
sand and reference concrete on absorption at different ages. Figure (23) shows the effect of silica
fume by ratio 11% and porcelinite sand with ratio (0%, 50%, 100%) respectively of natural sand
and reference concrete on absorption at different ages. Figure (24) shows the effect of silica fume
by ratio 9% and porcelinite sand with ratio (0%, 50%, 100%) respectively of natural sand and
reference concrete on absorption at different ages. Figure (25) shows the effect of porcelinite sand
by ratio 0% of natural sand and different ratios of silica fume and reference concrete on absorption
at different ages. This is due to the significant reduction in water content of the mix and, hence,
producing denser and porous concrete.
Figure (26) shows the effect of porcelinite sand by ratio 50% of natural sand and different
ratios of silica fume and reference concrete on absorption at different ages. Figure (27) shows the
effect of porcelinite sand by ratio 100% of natural sand and different ratios of silica fume and
reference concrete on absorption at different ages. It was noticed that the absorption percentage
increase results from using porcelinite sand.
The water absorption at 28day age is 2.17%for (R). And (1.6%, 1.2%, 1.4%) for concretes
containing cement, silica fume by ratio (12%, 11%, 9%) respectively and natural sand, and (2.05,
1.85, 1.95) for concretes contained cement, silica fume by ratio (12%, 11%, 9%) and porcelinite
sand with ratio (50%) of natural sand, and (2.6%,2.2%,2.4%) for concretes containing cement,
silica fume by ratio (12%, 11%, 9%) and porcelinite sand with ratio (100%) of natural sand.
The use of silica fume decreases the porosity of the concrete (water absorption). The
decrease ranges between (18.5- 26.3%) for mix (C-SF12-P.S 0) when compared with mix (R), the
decrease ranges between (40.7- 44.7%) for mix (C-SF11-P.S 0) when compared with mix (R) and
80
Dr. Khalee I. A. et., al.,
The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D)
the decrease ranges between (12.96- 14.75%) for mix (C-SF11-P.S 50) when compared with mix
(R) at ages of 7 and 28days respectively. The decrease ranges between (28.5- 35.48%) for mix (CSF9-P.S 0) when compared with mix (R) and the decrease ranges between (7.4- 10.13%) for mix
(C-SF9-P.S 50)when compared with mix (R)at ages of 7 and 28days respectively.
Hence, the use of porcelinite sand increases the water absorption of the concrete. The
increase ranges between (24.1-21.95%) for mix (C-SF12-P.S 50) when compared with mix (CSF12-P.S 0) and the increase ranges between (38.8- 38.4%) for mix (C-SF12-P.S 100) when
compared with mix (C-SF12-P.S 0) at ages of 7 and 28days respectively. The increase ranges
between (31.9-35.14%) for mix (C-SF11-P.S 50) when compared with mix (C-SF11-P.S 0) and the
increase ranges between (50- 45.45%) for mix (C-SF11-P.S 100) when compared with mix (CSF11-P.S 0) at ages of 7 and 28days respectively. The increase ranges between (16-28.21%) for
mix (C-SF9-P.S 50) when compared with mix (C-SF9-P.S 0) and the increase ranges between
(3.24- 41.67%) for mix (C-SF9-P.S 100) when compared with mix (C-SF9-P.S 0) at ages of 7and
28days respectively.
Table (1) Chemical Analysis of Cement #
Chemical Analysis
CaO
SiO2
AL2O3
Fe2O3
MgO
SO3
Loss on ignition
Lime of saturation
factor
C3S
C2S
C3A
C4AF
Limits of I.O.S No.5/1984(74)
Test results % weight
60.6
22.6
6.1
3.3
2.3
2.7
1.18
0.8
5% (Maximum)
2.8%(Maximum )
4% (Maximum)
0.66 - 1.02
50.79
18.75
10.58
11.95
# The test was carried out at the Falluja Cement Plant.
Table (2) The physical test result of the used cement.*
Physical Requirements
Specific surface area Blaine (m2/kg).
Test result.
310
Setting time- Vicat apparatus
Initial setting (minutes)
Final setting (minutes)
80
495
Compressive strength 3 days (MPa)
7 days (MPa)
16
32.9
Autoclave
0.25
Iraqi Specification NO.5/1984(74)
230 Min
60
600
15
23
0.8 % Max.
*Physical tests of cement were carried out at Concrete Laboratory in Department of Civil Engineering, Anbar
University
Table (3) Grading of Coarse Aggregate*
81
Dr. Khalee I. Aziz
Angham N. Jaffal
Mechanical Properties Of Porcelinite Fine Grain Concrete
Sieve Size(mm)
Coarse Aggregate Passing%
IQS : No.45 : 1984(21)
12.5
9.5
4.75
2.36
1.18
100
99
27.1
2.62
0
100
85-100
10-30
0-10
0-5
Table (4) Physical Properties of coarse aggregate*
Physical Properties
Specific gravity
Absorption%
Sulfate content%
Test Result
2.66
0.8
0.09
IQS : No.45 : 1984
0.1
*.
Table (5) Grading of Fine sand*
Sieve Size(mm)
4.75
2.36
1.18
0.600
0.300
0.150
%Passing
100
90.99
79.35
64.44
20.94
6.958
IQS : No.45 : 1984(75)
90-100
85-100
75-100
60-79
12-40
0-10
Table (6) Physical Properties of Sand*
Physical Properties
Specific gravity%
Absorption%
Sulfate content%
Material finer than 0.75mm%
Table (7) Grading of Porcelinite
Sieve
Size(mm)
4.75
2.36
1.18
0.600
0.300
0.150
%Passing
100
96.49
81.4
66.37
24
8
IQS : No.45 :
1984(75)
90-100
85-100
75-100
60-79
12-40
0-10
Test result
2.6
1.75
0.32
0.30
IQS : No.45 : 1984(75)
Max 0.5%
Max 5%
Table (8) Physical Properties of Porcelinite Agg.
Physical Properties
Test result
Specific gravity
Absorption%
Sulfate content%
Dry loose unit weight (kg/m3)
1.6
37.2
0.47
802
IQS : No.45 :
1984(75)
Max 0.5
880
Table (9) Chemical analysis of porcelinite agg. (Tests were carried out SCGSM.)
82
Dr. Khalee I. A. et., al.,
The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D)
Oxides
SiO2
Fe2O3
Al2O3
TiO2
CaO
MgO
SO3
L.O.I
% By weight
69.77
1.48
2.78
0.14
6.52
5.7
0.15
11.45
Table(10)Mineral analysis of porcelinite agg.(Tests were carried out SCGSM)
Compound
Opal-Ct
Quartz
Dolomite
Apatite
Clay
% By weight
56
3
11
4
25
Table (11)The physical properties of silica fume. *
Particle size ( typical)
Bulk density
(As produced)
( densified )
Specific gravity , Specific surface
< 1µm
130 - 430 kg/m3
480 - 720 kg/m3
2.2 , 15000 - 30000 m2/kg
Table (12)The chemical analysis of the silica fume. **
Composition property%
SiO2
Al2O3
Fe2O3
CaO
MgO
K2O
N2O3
P2O5
SO3
Blain fineness m2/kg
Silica fume
93.5
2.4
2.28
1.26
0.34
0.24
2.67
0.37
0.16
20,000
**GIC technical data sheets/ from Gulf International Chemicals - Baghdad
Table (13) Properties of superplasticizer (25)
83
Dr. Khalee I. Aziz
Angham N. Jaffal
Mechanical Properties Of Porcelinite Fine Grain Concrete
Properties
Main action
Appearance
Specific gravity
Air entrainment
Chloride content
Nitrate content
Handling
Freezing point
Description
Concrete super plasticizer
Clear turbid liquid
1.1 at 25oc
Nil
Nil
Nil
No special precautions
0°c. Can be reconstituted if stirred after thawing
Storage life
Shelf life is up to 2 years when stored under cover, out of
Direct sunlight and protected from extremes of temperature
Table (14) Constituents proportion
Sand
Grave
l
Kg/m3
Silica
Fume%
by
weight
cement
------
1022
-------
0.42
625
-------
1022
12%
0.32
160
2%
312.5
200
1022
12%
0.32
160
2%
-------
400
1022
12%
0.32
160
2%
500
625
-------
1022
11%
0.32
160
2%
C-SF11-P.S50
500
312.5
200
1022
11%
0.32
160
2%
C-SF11-P.S100
500
400
1022
11%
0.32
160
2%
C-SF9-P.S0
500
-------
1022
9%
0.32
160
2%
C-SF9-P.S50
500
312.5
200
1022
9%
0.32
160
2%
C-SF9-P.S100
500
-------
400
1022
9%
0.32
160
2%
Mix Notation
Cement
Content
kg/m3
Natural
kg/m3
Light
Weight
kg/m3
R
500
625
C-SF12- P.S0
500
C-SF12-P.S50
500
C-SF12-P.S100
500
C-SF11-P.S0
--625
84
W/C
Sp%
Water
By
3
kg/m
weight
cemen
t
210
-------
Dr. Khalee I. A. et., al.,
The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D)
Table (15) Slump and Fresh unit weight of concrete.
Mix
Slump(mm)
R
C-SF12- P.S 0
C-SF12-P.S 50
C-SF12-P.S 100
C-SF11-P.S 0
C-SF11-P.S5 0
C-SF11-P.S 100
C-SF9-P.S 0
C-SF9-P.S 50
C-SF9-P.S 100
160
25
22
20
27
24
22
40
35
30
Fresh Unit
Weight(kg/m3)
2490
2485
2290
2100
2490
2280
2070
2485
2280
2090
Table (16) Density of all concrete specimens
Cube(100×100)mm
Cylinder(100×200)mm
Prism(100×100×500)mm
Cylinder(150×300)mm
Mix Nation
3
days
7
days
28
day
3
days
7
days
28
day
3
days
7
days
28
day
3
days
7
days
28
day
R
2482
2480
2285
2095
2485
2275
2065
2480
2275
2080
2487
2485
2290
2100
2490
2280
2070
2485
2280
2090
2497
2490
2295
2105
2495
2285
2075
2490
2285
2095
2455
2450
2245
2050
2445
2240
2045
2450
2250
2050
2465
2460
2255
2060
2455
2250
2055
2460
2260
2060
2475
2470
2465
2070
2465
2260
2065
2470
2270
2070
2455
2450
2245
2050
2445
2240
2045
2450
2250
2050
2460
2455
2255
2055
2450
2250
2250
2460
2260
2055
2470
2465
2265
2065
2460
2260
2260
2470
2465
2065
2450
2445
2245
2045
2440
2240
2040
2450
2245
2045
2460
2455
2255
2055
2450
2250
2250
2460
2260
2055
2470
2465
2265
2065
2460
2260
2260
2470
2465
2065
C-SF12- P.S 0
C-SF12-P.S 50
C-SF12-P.S100
C-SF11- P.S 0
C-SF11- P.S 50
C-SF11- P.S100
C-SF9- P.S 0
C-SF9- P.S 50
C-SF9- P.S 100
Table (17) Flexural and Compressive Strength Test Result of Concrete Mixes
Compressive Strength (MPa)
Mix Nation
R
C-SF12- P.S 0
C-SF12-P.S 50
C-SF12-P.S 100
C-SF11-P.S 0
C-SF11-P.S5 0
C-SF11-P.S 100
C-SF9-P.S 0
C-SF9-P.S 50
C-SF9-P.S 100
3days
21.5
30.2
25.5
22.5
34
29.2
25.5
32
27.2
23.5
7days
28.5
38
34.5
30.5
44
36.5
32.2
40.8
36
31
28days
36.2
50.8
44.2
39
60.2
49
41.5
54.5
46
40.1
85
Flexural Strength(MPa)
3days
4
5.4
4.5
4.3
5.8
4.9
4.7
5.2
4.4
7days
6
6.8
6.4
6.3
7.9
7.5
7.2
6.6
6.3
28days
7.52
8.8
8
7.8
9.8
8.6
8.2
8.3
7.9
4.2
6.1
7.7
Dr. Khalee I. Aziz
Angham N. Jaffal
Mechanical Properties Of Porcelinite Fine Grain Concrete
Table (18) Splitting Tensile Strength and absorption Test Result of Concrete Mixes
Splitting Tensile Strength (MPa)
Mix Nation
3days
2.4
2.7
2.6
2.4
3.4
3.1
2.5
2.7
2.6
2.4
R
C-SF12- P.S 0
C-SF12-P.S 50
C-SF12-P.S 100
C-SF11-P.S 0
C-SF11-P.S5 0
C-SF11-P.S 100
C-SF9-P.S 0
C-SF9-P.S 50
C-SF9-P.S 100
7days
2.9
3.5
3.2
3.1
4.3
3.9
3.2
3.3
3.1
2.9
28days
3.3
4.9
4.5
3.5
5.9
4.8
3.6
4.6
3.6
3.3
3days
2.9%
2.7%
3.2%
4.2%
2.1%
2.6%
3.8%
2.7%
3.14%
4%
100.00
7days
2.7%
2.2%
2.9%
3.6%
1.6%
2.35%
3.2%
2.1%
2.5%
3.4%
28days
2.17%
1.6%
2.05%
2.6%
1.2%
1.85%
2.2%
1.4%
1.95
2.4%
100.00
90.00
90.00
80.00
80.00
70.00
70.00
Percentage Passing
Percentage Passing
Water Absorption%
60.00
50.00
40.00
30.00
60.00
50.00
40.00
30.00
20.00
20.00
10.00
10.00
0.00
0.00
0.00
2.00
4.00
6.00
8.00
10.00
12.00
14.00
16.00
0.00
0.50
1.00
1.50
Seive Size (mm)
2.00
2.50
3.00
Figure (1) Sieve analysis of the Gravel
90.00
80.00
70.00
Percentage Passing
4.00
4.50
5.00
Figure(2)Sieve analysis of the natural sand
100.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0.00
3.50
Seive Size (mm)
0.50
1.00
1.50
2.00
2.50
3.00
Seive Size (mm)
3.50
4.00
4.50
5.00
Figure (3) Sieve analysis of the porcelinite aggregate
86
Dr. Khalee I. A. et., al.,
The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D)
80.00
60.00
70.00
C om pressive Strength (M Pa)
Com pressive Strength (M Pa)
50.00
40.00
30.00
●C-SF12- P.S 0
▲C-SF12-P.S 50
■C-SF12-P.S100
♦R
20.00
10.00
60.00
50.00
40.00
30.00
10.00
0.00
0.00
0.00
5.00
15.00
10.00
20.00
25.00
30.00
5.00
0.00
Age (day)
10.00
20.00
25.00
30.00
Figure(5) Effect of porcelinit on
compressive strength at 11%SF
80.00
60.00
55.00
70.00
Compressive Strength (M Pa)
50.00
45.00
40.00
35.00
30.00
■C-SF9-P.S 0
◄C-SF9-P.S 50
♦ C-SF9-P.S100
●R
25.00
20.00
15.00
60.00
50.00
40.00
30.00
●C-SF11-P.S0
♦C-SF9-P.S0
◄C-SF12 P.S0
20.00
■R
10.00
0.00
10.00
0.00
5.00
15.00
10.00
25.00
20.00
5.00
0.00
30.00
10.00
15.00
20.00
25.00
30.00
Age (day)
Age (day)
Figure (6) The effect of porcelinite
compressive strength at 9% SF.
Figure(7)Effect of SF on compressive
strength with 0% porcelinite
50.00
50.00
45.00
Compressive Strength (MPa)
45.00
Com pressive Strength (M Pa)
15.00
Age (day)
Figure (4) The effect of porcelinite
on compressive strength at 12%SF
Compressive Strength (MPa)
●C-SF11-P.S 0
◄ C-SF11-P.S 50
■C-SF11-P.S 100
♦R
20.00
40.00
35.00
30.00
25.00
◄ C-SF11-P.S50
■C-SF12 –P.S50
●C-SF9-P.S50
20.00
♦R
15.00
40.00
35.00
30.00
25.00
♦C-SF-P.S100
■C-SF9-P.S100
◄C-SF12P.S100
●R
20.00
15.00
10.00
10.00
0.00
5.00
10.00
15.00
20.00
25.00
0.00
30.00
Figure (8) Effect of SF compressive
strength with 50% porcelinite
5.00
10.00
15.00
20.00
25.00
30.00
Age (day)
Age (day)
Figure(9) Effect of SF on compressive
strength with 100% porcelinite
87
Dr. Khalee I. Aziz
Angham N. Jaffal
Mechanical Properties Of Porcelinite Fine Grain Concrete
10.00
10.00
9.00
9.00
8.00
Flexural Strength (M Pa)
F lexu ral Stren gth (M P a)
8.00
7.00
6.00
5.00
●C-SF12-P.S0
◄C-SF12-P.S50
■C-SF12-P.S100
♦R
4.00
3.00
7.00
6.00
5.00
3.00
2.00
2.00
5.00
0.00
15.00
10.00
20.00
25.00
30.00
0.00
Age (day)
5.00
10.00
25.00
20.00
30.00
Figure(11) Effect of porceliniite on
flexural strength at 11%SF
10.00
10.00
9.00
9.00
8.00
F lexu ral Stren gth (M P a)
8.00
7.00
6.00
5.00
●C-SF9-P.S0
◄C-SF9-P.S50
■C-SF9-P.S100
♦R
4.00
3.00
7.00
6.00
5.00
◄C-SF11-P.S 0
●C-SF12-P.S 0
■C-SF9-P.S 0
♦R
4.00
3.00
2.00
2.00
0.00
5.00
15.00
10.00
20.00
25.00
0.00
30.00
5.00
10.00
15.00
20.00
25.00
30.00
Age (day)
Age (day)
Figure (12) Effect of porcelinite on
flexural strength at 9%SF
Figure(13) Effect of SF on flexural
strength at 0% porcelinite
10.00
10.00
9.00
9.00
8.00
F lexu ral S tren gth (M P a)
8.00
F lexu ral Stren gth (M P a)
15.00
Age (day)
Figure (10) Effect of porcelinite on
flexural strength at 12%SF.
F lexu ral S trength (M P a)
●C-SF11-P.S0
◄C-SF11P.S50
■C-SF11P.S100
♦R
4.00
7.00
6.00
5.00
●C-SF11-P.S50
◄C-SF12-P.S50
■C-SF9-P.S50
♦R
4.00
3.00
7.00
6.00
5.00
■C-SF11-P.S100
◄C-SF12-P.S100
●C-SF9-P.S100
♦R
4.00
3.00
2.00
2.00
0.00
5.00
10.00
15.00
20.00
25.00
30.00
0.00
Age (day)
5.00
10.00
15.00
20.00
25.00
30.00
Age (day)
Figure (14) Effect of SF on flexural
strength at 50% porcelinite
Figure(15) Effect of SF on flexural
strength at 100% porcelinite
88
Dr. Khalee I. A. et., al.,
The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D)
6.00
5.00
5.50
Splitting tensile strength (Mpa)
Splitting tensile strength (Mpa)
4.50
5.00
4.50
4.00
3.50
3.00
♦C-SF12-P.S 0
●C-SF12-P.S 50
▲C-SF12-P.S100
■R
2.50
2.00
1.50
4.00
3.50
3.00
●C-SF11-P.S 0
■ C-SF11P.S 50
◄ C-SF9-P.S 100
♦R
2.50
2.00
1.50
1.00
0.00
5.00
10.00
15.00
Age (day)
20.00
25.00
5.00
0.00
30.00
15.00
10.00
20.00
25.00
30.00
Age (day)
Figure (16) The effect of porcelinite on
splitting tensile strength at 12%SF
Figure(17) Effect of porcelinite on
splitting tensile strength at 11%SF
6.00
5.00
5.50
Splitting tensile strength (Mpa)
Splitting tensile strength (Mpa)
4.50
5.00
4.50
4.00
3.50
3.00
♦C-SF9-P.S 0
●C-SF9-P.S 50
■C-SF9-P.S 100
◄R
2.50
2.00
1.50
4.00
3.50
3.00
◄ C-SF11P.S0
●C-SF12P.S0
■C-SF9P.S0
♦R
2.50
2.00
1.50
1.00
0.00
5.00
10.00
15.00
25.00
20.00
5.00
0.00
30.00
15.00
10.00
20.00
25.00
30.00
Age (day)
Age (day)
Figure (18) Effect of porcelinite on
splitting tensile strength at 9% SF.
Figure(19) Effect of SF on splitting
tensile strength with 0% porcelinite
4.00
5.00
3.75
Splitting tensile strength (Mpa)
Splitting tensile strength (Mpa)
4.50
3.50
3.25
3.00
2.75
◄C-SF11-P.S50
●C-SF12-P.S50
■C-SF9-P.S50
♦R
2.50
2.25
4.00
3.50
3.00
●SF11-P.S100
■SF12-P.S100
◄SF9-P.S100
♦R
2.50
2.00
1.50
2.00
0.00
5.00
10.00
15.00
20.00
25.00
0.00
30.00
5.00
10.00
15.00
20.00
25.00
30.00
Age (day)
Age (day)
Figure (20) Effect of SF on splitting
tensile strength at 50% porcelinite.
Figure(21) Effect of SF on splitting
tensile strength at 100% porcelinite
89
Dr. Khalee I. Aziz
Angham N. Jaffal
Mechanical Properties Of Porcelinite Fine Grain Concrete
5.00
4.00
4.50
3.50
4.00
3.00
A b sorp tion %
A bsorption%
3.50
3.00
2.50
2.00
●C-SF12-P.S 0
♦R
◄ C-SF12-P.S 50
■ C-SF12-P.S100
1.50
1.00
0.50
2.50
2.00
1.50
●C-SF11-P.S 0
◄ C-SF11-P.S 50
♦R
1.00
0.50
■C-SF11-P.S 100
0.00
0.00
0.00
5.00
15.00
10.00
20.00
25.00
30.00
5.00
0.00
10.00
Age (day)
15.00
20.00
25.00
30.00
Age (day)
Figure (22) Effect of porcelinite
sand on absorption at 12%SF
Figure(23) Effect of porcelinite sand
on absorption at 11%SF
3.00
4.00
2.75
3.50
2.50
3.00
A bsorp tion%
Absorption%
2.25
2.50
2.00
1.50
●C-SF9-P.S 0
♦ C-SF9-P.S 50
◄R
C-SF9-P.S
1.00
0.50
2.00
1.75
1.50
1.25
◄C-SF11-P.S 0
■C-SF9-P.S 0
●C-SF12-P.S 0
♦R
1.00
0.75
0.50
0.00
0.00
5.00
10.00
15.00
20.00
25.00
0.00
30.00
5.00
10.00
Age (day)
15.00
20.00
25.00
30.00
Age (day)
Figure (24) Effect of porcelinite sand on
absorption at 6% SF.
Figure(25) Effect of SF on absorption
with 0% porcelinte sand
5.00
3.50
4.50
3.25
3.00
4.00
A bsorption%
Absorption%
2.75
2.50
2.25
2.00
◄ C-SF11-P.S 50
♦C-SF9-P.S 50
■C-SF12-P.S 50
1.75
1.50
3.00
2.50
♦R
2.00
●R
1.25
3.50
◄C-SF11-P.S 100
■C-SF9-P.S 100
1.50
●C-SF12-P.S 100
1.00
1.00
0.00
5.00
10.00
15.00
20.00
25.00
0.00
30.00
5.00
10.00
15.00
20.00
25.00
30.00
Age (day)
Age (day)
Figure (26) Effect of SF on absorption
with 50%5 porcelinite sand.
Figure(27) Effect of SF on absorption
with 100% poecelinite sand
90
Dr. Khalee I. A. et., al.,
The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D)
5. CONCLUSIONS
On the basis of the result of this work, the following conclusions may be deducted:1- Lower slump is obtained with increase of replacement of natural sand by porcelinite sand.
2- The use of porcelinite sand (replacement of natural sand by porcelinite sand) decreases unit
weight of concrete due to low density of porcelinite sand about by (8.45%-16.87%).
3- Increase of compressive strength is resulted with use of silica fume at different ages about
of (7.69%-40.33%).
4- Compressive strength decreases with increase replacement of natural sand by porcelinite
sand at different ages.
5- The use of silica fume decrease the porosity of the concrete (water absorption) at different
ages about (5.51%-44.7%).
6- The use of porcelinite sand increases the porosity of the concrete (water absorption) at
different ages.
7- The use of silica fume increases the flexural strength at different ages about (2.6%-23.5%).
8- The use of porcelinite sand decreases the flexural strength at different ages.
9- The use of silica fume increases the splitting tensile strength at different age about (2.6%45%).
10- The use of porcelinite sand decreases the splitting tensile strength at different ages.
11- The use of silica fume increases the static modulus of elasticity at different ages about (3%37%).
12- The loss of strength is low using porcelinite sand instead of natural sand.
13- The use of porcelinite sand decreases the static modulus of elasticity at different ages.
REFERENCES
1. Short, A. and Kinniburgh, W. "Lightweight concrete ",CR Books Ltd., 3rd Edition 1978, pp.442.
2. Neville, A.M., “Properties of Concrete”, Pitman publishing limited, London, 3rd Edition, 1981.
3.
Slate, F.O., Nilson A.H., and Martinez, “Mechanical Properties of High
Strength Light Weight Concrete”, ACF Journal, Proceeding V.83, No.4, July, August 1986, pp.
606-613.
4. Jaffal, Angham N. “Mechanical Properties of Porcelinite Fine Grain Concrete”, M.Sc. Thesis,
Civil Engineering Department, University of Anbar, 2008.
5. Al-Musawi, J.M., “Flexure Behavior of Porcelinite Reinforced Concrete Beams”, Ph. D. Thesis,
University of Technology, November 2004, 189 pp.
ﺑﻐﺪاد- اﻟﺘﻘﺮﻳﺮ اﻟﻔﻨﻲ ﺣﻮل ﺑﺪاﻟﺔ اﻷﻋﻈﻤﻴﺔ.١٩٩٠ ﺟﺎﻣﻌﺔ ﺑﻐﺪاد – ﻧﻴﺴﺎن، آﻠﻴﺔ اﻟﻬﻨﺪﺳﺔ، ﻣﻜﺘﺐ اﻻﺳﺘﺸﺎرات اﻟﻬﻨﺪﺳﻴﺔ.٦
7.
Al-Jabbory,
W.M.,
“Mining
Geology
of
Porcelinite
Deposits
Western Desert, Iraq”, M.Sc. Thesis, University of Baghdad, October 1999,PP100
in-Jandali-
8.
AL-Dhaher, B.A.A., "The Use of Local Porcelinite for the Production
Light Weight Concrete Units", M.Sc. Thesis, University of Technology, April 2003,113.
of
9. Peterman, M.B and Carriaquilo, R.I, "Ultra High-Strength Concrete ", Firs Edition ,1986,pp.1-5.
10- ACI Committee 213, "Guide for Structural Light Weight Aggregate", American Concrete
Institute, 1978, pp.24.
91
Mechanical Properties Of Porcelinite Fine Grain Concrete
Dr. Khalee I. Aziz
Angham N. Jaffal
ﻗﺼﻲ ﺷﻮﻗﻲ ﻋﺒﺪ اﻟﻌﺰﻳﺰ " ﺧﻮاص اﻟﺨﺮﺳﺎﻧﻪ ﺧﻔﻴﻔﺔ اﻟﻮزن اﻟﻤﺼﻨﻌﻪ ﻣﻦ رآﺎم اﻟﺒﻮرﺳﻴﻠﻴﻨﺎﻳﺖ اﻟﻤﺤﻠﻲ " أﻃﺮوﺣﺔ، اﻟﺮاوي.١١
.١٩٩٥، ﺟﺎﻣﻌﺔ ﺑﻐﺪاد، ﻣﺎﺟﺴﺘﻴﺮ
12. AL-Hadad , M.Y., "Durability of High Performance LWAC Containing Local Slag ",
M.Sc.Thesis, University of Technology ,2001,pp.120.
13. AL-Ani., M.K.M., "Corrosion of Steel Reinforcement in Structural High
LWC ",M.S.C.Thesis,University of Technology April, 2002,pp.104.
Performance
14. AL-Khadhi , A.G.T, " Engineering Properties of High Performance Fiber Reinforcement
Porcelinite Lightweight Aggregate Concrete for StructuralPurposes ", M.Sc.Thesis, University
of Technology, May 2002,pp.139.
15. AL –Wahab, M.A., "Fire Resistance Properties of Porcelinite Light Weight
M.S.C.Thesis, University of Technology, July 2003,pp.13.
16.
AL –Dhalimi, M.K., " Shear Behavior of Porcelinite
Beams", Ph.D Thesis, University of Technology, April 2005,pp.134.
17. Al-Duleimy, A.Sh., "effect of addition of Superplasticizer and SBR in
porcelinite light weight aggregate concrete" , M.S.C.
Thesis, University of Anbar, April 2005.
18.
Concrete",
Aggregate
R.C.
some properties of
AL- Mohamady, A.F., "shear strength of porcelinite LWA reinforced concrete
beams",M.Sc.Thesis,University of Anbar,February 2007.
19. ASTM C150-86, “Standard Specification for Portland Cement” Annual Book of ASTM
Standards, Vol.04.02, 1988, pp. 89-93.
اﻟﺠﻬﺎز اﻟﻤﺮآﺰي ﻟﻠﺘﻘﻴﻴﺲ واﻟﺴﻴﻄﺮة، اﻟﺴﻤﻨﺖ اﻟﺒﻮرﺗﻼﻧﺪي، ١٩٨٤ ( ﻟﺴﻨﺔ٥) ( رﻗﻢI.O.S) اﻟﻤﻮاﺻﻔﺔ اﻟﻘﻴﺎﺳﻴﺔ اﻟﻌﺮاﻗﻴﺔ-20
. ﺻﻔﺤﺎت٨ ، ﺑﻐﺪاد، اﻟﻨﻮﻋﻴﺔ
21. ACI Committee 363 "State of the art Report on High Strength Concrete", ACI Manual of
Practice , Part 1, 1990,pp363 R-1.
، " "رآﺎم اﻟﻤﺼﺎدر اﻟﻄﺒﻴﻌﻴﺔ اﻟﻤﺴﺘﻌﻤﻞ ﻓﻲ اﻟﺨﺮﺳﺎﻧﺔ واﻟﺒﻨﺎء١٩٨٤ ( ﻟﺴﻨﺔ٤٥) ( رﻗﻢI.O.S) اﻟﻤﻮاﺻﻔﺔ اﻟﻘﻴﺎﺳﻴﺔ اﻟﻌﺮاﻗﻴﺔ22.
. ﺻﻔﺤﺎت٤ ، ﺑﻐﺪاد، اﻟﺠﻬﺎز اﻟﻤﺮآﺰي ﻟﻠﺘﻘﻴﻴﺲ واﻟﺴﻴﻄﺮة اﻟﻨﻮﻋﻴﺔ
23. Collerpardi, S., Coppola, L., Troli, R., and Collerpardi, M., Mechanical properties of Modified
Reactive Powder Concrete ", In V-M malhotra Ed.Proceedings fifth CANMET/ACI
International Conference on Superplasticizers and Chemical Admixtures in Concrete, Rome
Italy. Farmington Hills, MI:ACI Publication SP-173,1997,pp.1-21.
24. ASTM C127-84, “Standard Test Method for Specific Gravity and Absorption of Coarse
Aggregate”, Annual Book of ASTM Standards, Vol.04-02, 1988, pp.64-68.
25.RHEOBUILD2000M, “A High Range Melamine Based Superplasticizer”, Construction
Engineering Group, Construction, Chemical and Maitenance, Baghdad, Al-Harthiya-Kendy St.,
pp. 71-73.
92
Dr. Khalee I. A. et., al.,
The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D)
26. ASTM – Committee:C192-88" Standards Practice for Making and Curing Concrete Test
Specimens in the Laboratory ",1988.
27. ASTM C143-78, "Standard Test Methods for Slump of Portland Cement Concrete", Annual
Book of ASTM Standards, Vol. 04-02, 1988, pp. 85-88.
28.ASTM C567-85,"Standard Test Method for Unit Weight of Structural Light Weight
Concrete",Annual Book of ASTM Standards,Vol.04-02,1988,pp.272-274.
29. BS 1881, Part 116, 1989, "Methods for Determination of Compressive Strength of Concrete ",
British Standards Institution, pp3.
30. ASTM Designation C78-1984, "Flexural Strength of Concrete Using Simple Beam With-Third
Point Loading", Annual Book of ASTM Standards, Philadelphia, 1988. Vol.04-02, pp. 31-33.
31. ASTM C496-86, "Splitting Tensile Strength of Cylindrical Concrete Specimens", Annual Book
of ASTM Standards, 1988, pp. 256-259.
32. ASTM C 469-87, "Standard Test Method for Static Modulus of Elasticity and Poisson's Ratio of
Concrete in Compression", Annual Book of ASTM Standards, Vol.04-02, 1988, pp. 233-236.
93
The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D)
ﻤﻌﺎﻟﺠﺔ ﺘﺄﺜﻴﺭ ﺃﺴﻠﻭﺏ ﺍﻟﺘﻨﻔﻴﺫ ﻭﻨﻭﻉ ﺍﻟﺘﻌﺎﻗﺩ ﻋﻠﻰ ﻜﻠﻔﺔ اﻟﻤﺸﺎرﻳﻊ اﻻﻧﺸﺎﺋﻴﺔ
ﺍﻟﺩﻜﺘﻭﺭ ﺍﻟﻤﻬﻨﺩﺱ
ﺍﻟﻤﺩﺭﺱ
ﺭﺍﺌﺩ ﺴﻠﻴﻡ ﻋﺒﺩ ﻋﻠﻲ
ﺍﻟﺠﺎﻤﻌﺔ ﺍﻟﺘﻜﻨﻭﻟﻭﺠﻴﺔ
ﺨﻼﺼﺔ
ﺘﻠﻌﺏ ﺍﻟﻜﻠﻔﺔ ﺩﻭﺭ ﻤﻬﻡ ﻓﻲ ﻨﺠﺎﺡ ﺍﻭﻓﺸل ﺍﻟﻤﺸﺭﻭﻉ ﺍﻻﻨﺸﺎﺌﻲ ﻜﻭﻨﻬﺎ ﻤﻥ ﺍﻟﻌﻨﺎﺼﺭ ﺍﻟﺭﺌﻴﺴﺔ ﻓﻲ ﺍﻨﻅﻤﺔ
ﺍﻻﺩﺍﺭﺓ ﻭﻜﺎﻥ ﻻﺒﺩ ﻤﻥ ﺘﺤﺩﻴﺩ ﺍﻨﻭﺍﻉ ﺍﻟﻜﻠﻑ ﺍﻟﻤﺘﻭﻟﺩﺓ ﻤﻥ ﺠﺭﺍﺀ ﺘﻨﻔﻴﺫ ﺍﻟﻤﺸﺭﻭﻉ ،ﻭﺘﻌﺘﺒﺭ ﺍﺴﺎﻟﻴﺏ ﺍﻟﺘﻌﺎﻗﺩ ﻭﺍﻟﺘﻨﻔﻴﺫ
ﻤﻥ ﺍﻟﻌﻭﺍﻤل ﺍﻟﻤﺅﺜﺭﺓ ﻋﻠﻰ ﺍﻟﻜﻠﻔﺔ ﻭﺒﺫﻟﻙ ﺘﻡ ﺩﺭﺍﺴﺘﻬﺎ ﻭﺘﺤﺩﻴﺩ ﺍﻨﻭﺍﻋﻬﺎ ﻭﺘﺎﺜﻴﺭﺍﺘﻬﺎ ﻋﻠﻰ ﺍﻟﻜﻠﻔﺔ ﻓﻲ ﺤﺎﻟﺔ ﺘﺠﺎﻭﺯﻫﺎ
ﻋﻥ ﻤﺎ ﻤﺨﻁﻁ ﻟﻪ ﺍﺭﺘﻔﺎﻋﺎ ﺍﻭ ﻨﺨﻔﺎﻀﺎ ‘ ﺘﻤﺕ ﺍﻟﺩﺭﺍﺴﺔ ﺍﻋﺘﻤﺎﺩﺍ ﻋﻠﻰ ﺒﻌﺽ ﺍﻻﺩﺒﻴﺎﺕ ﻓﻲ ﻤﺠﺎل ﺍﻟﻜﻠﻔﺔ ﻭﺍﺴﺎﻟﻴﺏ
ﺍﻟﺘﻌﺎﻗﺩ ﻭﺍﻟﺘﻨﻔﻴﺫ ﻓﻲ ﺍﻟﺠﺎﻨﺏ ﺍﻟﻨﻅﺭﻱ ﻤﻥ ﺍﻟﺒﺤﺙ ﻭﻋﻠﻰ ﺍﻟﺩﺭﺍﺴﺔ ﺍﻟﻤﻴﺩﺍﻨﻴﺔ ﻤﻥ ﺨﻼل ﺍﺠﺭﺍﺀ ﺍﺴﺘﺒﻴﺎﻥ ﻤﻴﺩﺍﻨﻲ
ﻭﻤﻘﺎﺒﻼﺕ ﺸﺨﺼﻴﺔ ﻟﻌﺩﺩ ﻤﻥ ﺍﻟﺨﺒﺭﺍﺀ ﻤﻥ ﻤﺨﺘﻠﻑ ﺍﻟﺸﺭﺍﺌﺢ ﺍﻻﺩﺍﺭﻴﺔ ﻭﺍﻟﺘﻨﻔﻴﺫﻴﺔ ﻭﺍﻟﻤﻘﺎﻭﻟﻴﻥ ﻭﻜﺎﻥ ﺤﺠﻡ ﺍﻟﻌﻴﻨﺔ
) (١٠٠ﺸﺨﺹ ،ﺒﻴﻨﺕ ﻨﺘﺎﺌﺞ ﺍﻟﺩﺭﺍﺴﺔ ﺍﻟﺤﻘﻠﻴﺔ ﺍﻥ ﺍﻓﻀل ﺍﺴﻠﻭﺏ ﻟﻠﺘﻨﻔﻴﺫ ﻫﻭ ﺍﻟﺘﻨﻔﻴﺫ ﺍﻟﻤﺒﺎﺸﺭ ﻭﻫﻭ ﻴﺴﺎﻫﻡ ﻓﻲ ﺘﻘﻠﻴل
ﺍﻟﻜﻠﻔﺔ ﻭﻟﻜﻨﻪ ﺍﻻﺴﻠﻭﺏ ﺍﻻﻜﺜﺭ ﻫﺩﺭﺍ ﺒﺎﻟﻤﻭﺍﺩ ﺍﻻﻨﺸﺎﺌﻴﺔ ﻭﻴﻜﻭﻥ ﻓﻴﻪ ﻨﻅﺎﻡ ﺍﻟﺭﻗﺎﺒﺔ ﺍﻟﺼﺎﺭﻤﺔ ﻋﻠﻰ ﺍﻟﺘﺩﻓﻘﺎﺕ ﺍﻟﻨﻘﺩﻴﺔ
ﺍﺜﺭ ﻭﺍﻀﺢ ﻋﻠﻰ ﺍﻟﻜﻠﻔﺔ ﻭﻫﻭ ﺍﻻﻜﺜﺭ ﺘﺎﺜﺭﺍ ﺒﺯﻴﺎﺩﺓ ﺍﻻﺴﻌﺎﺭ ﻟﻠﻤﻭﺍﺩ ﺍﻻﻨﺸﺎﺌﻴﺔ ﻓﻲ ﺍﻻﺴﻭﺍﻕ ﺍﻟﻤﺤﻠﻴﺔ ﺒﺴﺒﺏ ﺍﻟﺤﺎﺠﺔ
ﺍﻟﻰ ﻗﻭﺍﺌﻡ ﺍﻟﺒﻴﻊ ،ﺍﻤﺎ ﺍﻻﺴﻠﻭﺏ ﺍﻟﺴﺎﺌﺩ ﻓﻲ ﺍﻟﻌﺭﺍﻕ ﺤﺎﻟﻴﺎ ﻓﻬﻭ ﺍﺴﻠﻭﺏ ﺍﻟﻤﻘﺎﻭل ﺍﻟﻌﺎﻡ ﻭﻫﻭ ﻤﻥ ﺍﻻﺴﺎﻟﻴﺏ ﺍﻟﺘﻲ ﺘﺯﺩﺍﺩ
ﻓﻴﻬﺎ ﻜﻠﻔﺔ ﺍﻟﻤﺸﺭﻭﻉ ﺍﻟﺘﺨﻤﻴﻨﻴﺔ ﻋﻨﺩ ﺍﻋﺩﺍﺩ ﺍﻟﻜﺸﻭﻓﺎﺕ ﻟﻠﻤﺸﺭﻭﻉ ﻻﺤﺎﻟﺘﻪ ﺍﻟﻰ ﺍﻟﻤﻘﺎﻭل ﺍﻟﻌﺎﻡ ﻭﻤﻥ ﺍﻜﺜﺭ ﺍﻻﺴﺎﻟﻴﺏ
ﺘﺎﺜﺭﺍ ﺒﻭﺠﻭﺩ ﺜﻐﺭﺍﺕ ﻓﻲ ﺍﻟﻘﻭﺍﻨﻴﻥ ﺍﻟﻨﺎﻓﺫﺓ ﻭﻫﺫﺍ ﻴﺅﺜﺭ ﻋﻠﻰ ﺍﻟﻜﻠﻔﺔ ﻭﺍﻥ ﺍﻓﻀل ﺼﻴﻐﺔ ﻟﻠﺘﻌﺎﻗﺩ ﻤﻊ ﺍﻟﻤﻘﺎﻭل ﺍﻟﻌﺎﻡ ﻫﻭ
ﻤﻘﺎﻭﻟﺔ ﺠﺩﻭل ﺍﻟﻜﻤﻴﺎﺕ ﺍﻟﻤﺴﻌﺭﺓ ﻭﺒﻨﺴﺒﺔ %٧٥ﻤﻥ ﻨﺘﺎﺌﺞ ﺍﻻﺴﺘﺒﻴﺎﻥ ﻭﻫﺫﺍ ﺍﻟﻨﻭﻉ ﻤﻥ ﺍﻟﺘﻌﺎﻗﺩ ﻴﺅﺜﺭ ﻜﺜﻴﺭﺍ ﺒﺎﻟﻜﻠﻔﺔ
ﺯﻴﺎﺩﺓ ﺍﻭ ﺍﻨﺨﻔﺎﺽ ،ﻭﺘﺒﻴﻥ ﺍﻴﻀﺎ ﺍﻥ ﺍﺴﻠﻭﺒﻲ ﺍﻟﺘﻨﻔﻴﺫ ﺍﻟﻤﺒﺎﺸﺭ ﻭﺍﻟﻤﻘﺎﻭل ﺍﻟﻌﺎﻡ ﻫﻤﺎ ﺍﻻﻜﺜﺭ ﺘﺎﺜﺭﺍ ﺒﺎﻟﻜﻠﻑ ﺍﻟﻤﺒﺎﺸﺭﺓ
ﻭﺍﻟﻐﻴﺭ ﻤﺒﺎﺸﺭﺓ ﻭﺒﻨﺴﺒﺔ % ٥٥ﻤﻥ ﻨﺘﺎﺌﺞ ﺍﻻﺴﺘﺒﻴﺎﻥ .ﻭﺘﻭﺼﻠﺕ ﺍﻟﺩﺭﺍﺴﺔ ﺍﻟﻰ ﻋﺩﺩ ﻤﻥ ﺍﻟﺘﻭﺼﻴﺎﺕ ﺍﻟﺘﻲ ﻤﻥ ﺸﺎﺀﻨﻬﺎ
ﺘﻘﻠﻴل ﺘﺠﺎﻭﺯ ﺍﻟﻜﻠﻔﺔ ﺒﺴﺒﺏ ﻨﻭﻉ ﺍﺴﻠﻭﺏ ﺍﻟﺘﻨﻔﻴﺫ ﺍﻭ ﻨﻭﻉ ﺍﻟﺘﻌﺎﻗﺩ ﻭﺫﻟﻙ ﻤﺜل ﺇﺼﺩﺍﺭ ﺘﻌﻠﻴﻤﺎﺕ ﺘﻠﺯﻡ ﺍﻟﻤﻘﺎﻭل ﺒﺄﻥ
ﻴﻤﺘﻠﻙ )ﺜﻠﺙ( ﻗﻴﻤﺔ ﺍﻟﻤﺸﺭﻭﻉ ﺍﻟﺫﻱ ﺃﺤﻴل ﺇﻟﻴﻪ،ﻭ ﻴﺠﺏ ﻋﻠﻰ ﺍﻟﺠﻬﺎﺕ ﺍﻟﺘﻨﻔﻴﺫﻴﺔ ﻓﻲ ﺩﻭﺍﺌﺭ ﺍﻟﺩﻭﻟﺔ ﺇﻋﺘﻤﺎﺩ ﻁﺭﻕ
ﺤﺩﻴﺜﺔ ﻭﺩﻗﻴﻘﺔ ﻟﺤﺴﺎﺏ ﺍﻟﻜﻠﻑ ﻟﻠﻤﺸﺭﻭﻉ ﻭﺍﻟﺴﻴﻁﺭﺓ ﻋﻠﻴﻬﺎ ﻟﻀﻤﺎﻥ ﻋﺩﻡ ﺇﻫﺩﺍﺭ ﺍﻟﻤﺎل ﺍﻟﻌﺎﻡ ﻭﺯﻴﺎﺩﺓ ﻜﻠﻑ ﺍﻟﻤﺸﺎﺭﻴﻊ
ﺍﻟﻤﻨﺠﺯﺓ ﺃﻭ ﺍﻟﺘﻲ ﻫﻲ ﻗﻴﺩ ﺍﻹﻨﺠﺎﺯﺍﻀﺎﻓﺔ ﺍﻟﻰ ﻋﺩﺩ ﻤﻥ ﺍﻟﺘﻭﺼﻴﺎﺕ ﺍﻻﺨﺭﻯ ﺍﻟﺘﻲ ﻤﻥ ﺸﺎﺀﻨﻬﺎ ﺘﻘﻠﻴل ﺘﺎﺜﺭ ﺍﻟﻜﻠﻔﺔ
ﺒﺎﺴﻠﻭﺏ ﺍﻟﺘﻨﻔﻴﺫ ﻭﻨﻭﻉ ﺍﻟﺘﻌﺎﻗﺩ .
94
Dr. Ra'ad Saleem A.
The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D)
ABSTRACT
Project cost is one of the basic and significant element required for the judgment and decision
making about the feasibility and project success . Implementing stage of project life has an
important influence on project cost , therefore the study of direct effect of the mentioned stage was
the aim of implementing method and type of contract agreement on project cost . The theoretical
part of the research covers the related subject such as costs ,and types of contracts and the field part
includes the design and distribute questionnaire forms on (100) different occupation personnel
working in the field of construction ,and also carrying out interviews with some involved experts in
the same mentioned field . Research results indicated that (75%) of surveyed sample agrees that the
most effective contract type between the owner and a general contractor in the unit price contract ,
and (55%) agreed that direct and departmental method of implementing project construction is the
preferable method . The research recommended several actions to be considered by the participant
parties to overcome project cost overruns .
ﺃﻫﺩﺍﻑ ﺍﻟﺒﺤﺙ-٢
ﻴﻬﺩﻑ ﺍﻟﺒﺤﺙ ﺍﻟﻰ ﺘﺤﺩﻴﺩ ﻜﻴﻔﻴﺔ ﺘﺄﺜﻴﺭ ﺃﺴﻠﻭﺏ ﺍﻟﺘﻨﻔﻴﺫ ﻭﻨﻭﻉ ﺍﻟﺘﻌﺎﻗﺩ ﻋﻠﻰ ﺍﻟﻜﻠﻔﺔ ﻓﻲ ﺤﺎﻟﺔ ﺘﺠﺎﻭﺯﻫﺎ ﻋﻤﺎ
ﻭﺒﻠﻭﺭﺓ ﻋﺩﺩ ﻤﻥ ﺍﻟﺘﻭﺼﻴﺎﺕ ﻭﺼﻴﺎﻏﺘﻬﺎ ﺼﻴﺎﻏﺔ ﻗﺎﻨﻭﻨﻴﺔ ﺘﻤﻬﻴﺩﺍ ﻟﺒﻠﻭﺭﺘﻬﺎ، ﻤﺨﻁﻁ ﻟﻪ ﺃﻭ ﺇﻨﺨﻔﺎﻀﻬﺎ ﻋﻤﺎ ﻤﺨﻁﻁ ﻟﻪ
ﻜﻤﻌﺎﻟﺠﺎﺕ ﻗﺎﻨﻭﻨﻴﺔ ﻭﻓﻨﻴﺔ ﻴﻬﺩﻑ ﺍﻟﺒﺎﺤﺙ ﺍﻟﻰ ﺘﻭﺠﻴﻪ ﺍﻟﻤﻨﻅﻤﺎﺕ ﺍﻟﻤﻌﻨﻴﺔ ﻓﻲ ﺍﻟﺩﻭﺍﺌﺭ ﺍﻟﻬﻨﺩﺴﻴﺔ ﺫﺍﺕ ﺍﻟﻌﻼﻗﺔ ﻟﻐﺭﺽ
.ﺇﻋﺘﻤﺎﺩﻫﺎ ﻤﺴﺘﻘﺒﻼ
ﻫﻴﻜﻠﻴﺔ ﺍﻟﺒﺤﺙ-٣
-: ﺘﻡ ﺘﻘﺴﻴﻡ ﺍﻟﺒﺤﺙ ﺍﻟﻰ ﺠﺎﻨﺒﻴﻥ ﻭﻜﻤﺎ ﻴﺄﺘﻲ
-: ﺍﻟﺠﺎﻨﺏ ﺍﻟﻨﻅﺭﻱ١-٣
ﻓﻲ ﻫﺫﺍ ﺍﻟﺠﺎﻨﺏ ﺘﻡ ﺩﺭﺍﺴﺔ ﺃﻨﻭﺍﻉ ﺍﻟﺘﻌﺎﻗﺩﺍﺕ ﻭﻤﺤﺎﺴﻨﻬﺎ ﻭﺴﻠﺒﻴﺎﺘﻬﺎ ﺇﻀﺎﻓﺔ ﺍﻟﻰ ﺃﺴﺎﻟﻴﺏ ﺍﻟﺘﻨﻔﻴﺫ ﻟﻠﻤﺸﺎﺭﻴﻊ ﺍﻷﻨﺸﺎﺌﻴﺔ
ﻜﺫﻟﻙ ﺘﻡ ﺩﺭﺍﺴﺔ ﺃﻨﻭﺍﻉ ﺍﻟﻜﻠﻑ ﺍﻟﻤﺘﻭﻟﺩﺓ ﻤﻥ ﺘﻨﻔﻴﺫ ﺍﻟﻤﺸﺎﺭﻴﻊ، ﺇﻋﺘﻤﺎﺩﺍ ﻋﻠﻰ ﻋﺩﺩ ﻤﻥ ﺍﻷﺩﺒﻴﺎﺕ ﻭﺍﻟﺒﺤﻭﺙ ﺍﻟﺴﺎﺒﻘﺔ
.ﻭﺍﻟﻌﻭﺍﻤل ﺍﻟﻤﺅﺜﺭﺓ ﻋﻠﻴﻬﺎ
ﺍﻟﺠﺎﻨﺏ ﺍﻟﻌﻤﻠﻲ٢-٣
( ﺸﺨﺹ ﻤﻥ ﺃﺼﺤﺎﺏ ﺍﻟﺨﺒﺭﺓ ﻤﻥ١٠٠) ﺇﻋﺘﻤﺩ ﻫﺫﺍ ﺍﻟﺠﺎﻨﺏ ﻋﻠﻰ ﺇﺠﺭﺍﺀ ﺇﺴﺘﺒﻴﺎﻥ ﻤﻴﺩﺍﻨﻲ ﻟﻌﻴﻨﺔ ﻤﻜﻭﻨﺔ ﻤﻥ
ﻜﺫﻟﻙ ﺘﻡ ﺇﺠﺭﺍﺀ ﻤﻘﺎﺒﻼﺕ ﺸﺨﺼﻴﺔ ﻤﻊ ﻋﺩﺩ ﻤﻥ ﻤﺩﺭﺍﺀ،ﻤﺨﺘﻠﻑ ﺍﻟﺩﻭﺍﺌﺭ ﺍﻟﺭﺴﻤﻴﺔ ﻭﺍﻟﺸﺭﻜﺎﺕ ﺍﻟﺤﻜﻭﻤﻴﺔ ﻭﺍﻟﻤﻘﺎﻭﻟﻴﻥ
ﺍﻟﻤﺸﺎﺭﻴﻊ ﺍﻷﻨﺸﺎﺌﻴﺔ ﻭﺍﻟﻤﻘﺎﻭﻟﻴﻥ ﻤﻥ ﺃﺼﺤﺎﺏ ﺍﻟﺸﺭﻜﺎﺕ ﻟﻸﺴﺘﻔﺎﺩﺓ ﻤﻥ ﺨﺒﺭﺍﺘﻬﻡ ﻓﻲ ﻤﺠﺎل ﺘﺄﺜﻴﺭ ﻨﻭﻉ ﺍﻟﺘﻌﺎﻗﺩ
.ﻭﺃﺴﻠﻭﺏ ﺍﻟﺘﻨﻔﻴﺫ ﻋﻠﻰ ﻜﻠﻔﺔ ﺍﻟﻤﺸﺭﻭﻉ
95
ﻤﻌﺎﻟﺠﺔ ﺘﺄﺜﻴﺭ ﺃﺴﻠﻭﺏ ﺍﻟﺘﻨﻔﻴﺫ ﻭﻨﻭﻉ ﺍﻟﺘﻌﺎﻗﺩ ﻋﻠﻰ ﻜﻠﻔﺔ اﻟﻤﺸﺎرﻳﻊ اﻻﻧﺸﺎﺋﻴﺔ
د .ﺭﺍﺌﺩ ﺴﻠﻴﻡ ﻋﺒﺩ ﻋﻠﻲ
-٤ﺍﻟﻌﻘﻭﺩ ﺍﻟﻬﻨﺩﺴﻴﺔ ﻭﺃﺴﺎﻟﻴﺏ ﺘﻨﻔﻴﺫﻫﺎ
ﻴﺨﺘﻠﻑ ﻨﻭﻉ ﺍﻟﻌﻘﻭﺩ ﺍﻟﻬﻨﺩﺴﻴﺔ ﺤﺴﺏ ﺃﺨﺘﻼﻑ ﺍﻟﻤﺠﻤﻭﻋﺔ ﺍﻟﺘﻲ ﻴﻨﺘﻤﻲ ﺍﻟﻴﻬﺎ ﺍﻟﻤﺸﺭﻭﻉ ﻓﻤﺜﻼ ﻋﻘﻭﺩ
ﺍﻟﻤﺸﺎﺭﻴﻊ ﺍﻟﻀﺨﻤﺔ ﺘﺨﺘﻠﻑ ﻋﻥ ﻋﻘﻭﺩ ﺍﻟﻤﺸﺎﺭﻴﻊ ﺍﻟﺼﻨﺎﻋﻴﺔ ﻜﻤﺎ ﺘﺨﺘﻠﻑ ﻋﻥ ﻋﻘﻭﺩ ﻤﺸﺎﺭﻴﻊ ﺍﻟﻤﺒﺎﻨﻲ .
ﻫﻨﺎﻙ ﻓﺭﻕ ﺒﻴﻥ ﺍﻟﻌﻘﻭﺩ ﺍﻟﺤﻜﻭﻤﻴﺔ ﻭﺍﻟﻌﻘﻭﺩ ﺍﻟﺨﺎﺼﺔ ﺤﻴﺙ ﻴﻌﻁﻲ ﺍﻟﻌﻘﺩ ﺍﻟﺨﺎﺹ ﻤﺭﻭﻨﺔ ﻜﺎﻓﻴﺔ ﻟﻠﻤﺎﻟﻙ ﻓﻲ
ﺇﺠﺭﺍﺀﺍﻟﺘﻐﻴﻴﺭ ﻭﺍﻟﺯﻴﺎﺩﺓ ﻭﺍﻟﻨﻘﺹ ﻋﻠﻰ ﺃﻥ ﺘﻌﺩل ﻗﻴﻤﺔ ﺍﻟﻌﻁﺎﺀ ﺘﺒﻌﺎ ﻟﺫﻟﻙ ،ﻴﺤﺩﺩ ﺍﻟﻌﻘﺩ ﺍﻟﺤﻜﻭﻤﻲ ﻨﺴﺒﺔ ﻤﺌﻭﻴﺔ ﻤﻥ ﻗﻴﻤﺔ
ﺍﻟﻌﻁﺎﺀ ﺍﻷﺼﻠﻲ ﻴﺘﻡ ﻓﻲ ﺤﺩﻭﺩﻫﺎ ﺇﺠﺭﺍﺀ ﺍﻟﺯﻴﺎﺩﺓ ﻭﺍﻟﻨﻘﺹ ﻭﺍﻟﺘﻐﻴﻴﺭ ].[١
-٥ﺘﻜﻭﻴﻥ ﻋﻘﺩ ﺍﻟﻤﻘﺎﻭﻟﺔ
ﻴﺘﻜﻭﻥ ﻋﻘﺩ ﺍﻟﻤﻘﺎﻭﻟﺔ ﻤﻥ ﻋﺩﺓ ﺒﻨﻭﺩ ﻴﻤﻜﻥ ﺘﻘﺴﻴﻤﻬﺎ ﺍﻟﻰ ﻁﺭﻓﻲ ﺍﻟﻌﻘﺩ ﻭ ﺍﻟﺸﺭﻭﻁ ﺍﻷﺩﺍﺭﻴﺔ ﻭﺍﻟﻘﺎﻨﻭﻨﻴﺔ ﺍﻟﺘﻲ
ﺘﻨﻅﻡ ﺍﻟﻌﻼﻗﺔ ﺒﻴﻥ ﻁﺭﻓﻲ ﺍﻟﺘﻌﺎﻗﺩ،ﻭﺤﻘﻭﻕ ﻭﻤﺴﺅﻭﻟﻴﺔ ﻜل ﻤﻥ ﻁﺭﻓﻲ ﺍﻟﺘﻌﺎﻗﺩ ﻤﻥ ﺍﻟﻨﺎﺤﻴﺔ ﺍﻟﻤﺎﻟﻴﺔ ﻭﻁﺭﻴﻘﺔ ﺍﻟﺩﻓﻊ
ﻭﺍﻷﻟﺘﺯﺍﻡ ﻤﻥ ﺍﻟﻤﻘﺎﻭل ﺒﻤﺩﺓ ﺘﻨﻔﻴﺫ ﺍﻷﻋﻤﺎل ﻭﺍﻟﺸﺭﻭﻁ ﺍﻟﺠﺯﺍﺌﻴﺔ ﻓﻲ ﺤﺎﻟﺔ ﺍﻷﺨﻼل ﺒﻬﺎ.
-٦ﺍﻟﻤﺭﺍﺤل ﺍﻟﺘﻲ ﺘﺴﺒﻕ ﻋﻘﺩ ﺍﻟﻤﻘﺎﻭﻟﺔ ]:[٣,٢
ﺃ -ﺩﺭﺍﺴﺔ ﺍﻟﻤﺸﺎﺭﻴﻊ ﻤﻥ ﺍﻟﻨﺎﺤﻴﺔ ﺍﻷﻗﺘﺼﺎﺩﻴﺔ ). (feasibility study
ﺏ -ﺃﻋﺩﺍﺩ ﺍﻟﺘﺼﺎﻤﻴﻡ ﺍﻷﺒﺘﺩﺍﺌﻴﺔ ). (primary design
ﺝ -ﺃﻋﺩﺍﺩ ﺍﻟﺘﺼﺎﻤﻴﻡ ﺍﻟﻨﻬﺎﺌﻴﺔ ﻭﻤﺴﺘﻨﺩﺍﺕ ﺍﻟﻌﻁﺎﺀ ) final design & preparation of tender
.(documents
-٤ﺘﻘﺩﻴﻡ ﺍﻟﻌﻁﺎﺀ ). (bidding
-٥ﺘﺤﻠﻴل ﺍﻟﻌﻁﺎﺀ ﻭﺍﺤﺎﻟﺘﻪ.
-٧ﺃﻨﻭﺍﻉ ﻋﻘﻭﺩ ﺍﻟﻤﻘﺎﻭﻻﺕ[ ٤] :
ﺘﺨﻀﻊ ﻋﻤﻠﻴﺔ ﺍﻋﺩﺍﺩ ﺼﻴﻐﺔ ﻤﻌﻴﻨﺔ ﻟﻠﺘﻌﺎﻗﺩ ﺒﻴﻥ ﺼﺎﺤﺏ ﺍﻟﻌﻤل ﻭﺍﻟﻤﻘﺎﻭل ﺍﻟﻰ ﻋﺩﺓ ﻋﻭﺍﻤل ﺃﻫﻤﻬﺎ ][١
ﺘﻭﻓﻴﺭ) ﺍﻟﺘﺼﺎﻤﻴﻡ ﻭ ﻭﺜﺎﺌﻕ ﺍﻟﻤﻘﺎﻭﻟﺔ ﻭﺴﺭﻋﺔ ﺘﻨﻔﻴﺫ ﺍﻟﻌﻤل ﺍﻟﻤﻁﻠﻭﺏ ﻭ ﺴﺘﺭﺍﺘﻴﺠﻴﺔ ﺍﻟﻌﻤل ﺍﻟﻤﻁﻠﻭﺏ ﻭﺃﻫﻤﻴﺘﻪ( .
١-٧
ﻤﻘﺎﻭﻻﺕ ﺍﻟﻭﺤﺩﺍﺕ ﺍﻟﻤﺴﻌﺭﺓ ): (unit price contract
ﻭﺘﺴﻤﻰ ﺃﻴﻀﺎ ﺒﻤﻘﺎﻭﻟﺔ ﺍﻟﻘﻴﻤﺔ ﻭﺍﻟﻘﻴﺎﺱ ،ﺤﻴﺙ ﺘﻌﺘﻤﺩ ﻋﻠﻰ ﺠﺩﻭل ﻜﻤﻴﺎﺕ ﺸﺎﻤﻠﺔ ﻤﻊ ﻤﺨﻁﻁﺎﺕ ﺘﻔﺼﻴﻠﻴﺔ ﻟﻜل ﺠﺯﺀ
ﻤﻥ ﺍﻟﻤﺸﺭﻭﻉ ﺍﻟﻤﻘﺘﺭﺡ ﻭﻴﺜﺒﺕ ﺍﻟﻤﻘﺎﻭل ﺃﺴﻌﺎﺭﻩ ﻟﺘﻨﻔﻴﺫ ﻜل ﻭﺤﺩﺓ .ﻭﺘﻨﻘﺴﻡ ﻤﻘﺎﻭﻻﺕ ﺍﻟﻭﺤﺩﺍﺕ ﺍﻟﻤﺴﻌﺭﺓ ﺍﻟﻰ
ﻨﻭﻋﻴﻥ-:
96
)The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D
-١ﻤﻘﺎﻭﻟﺔ ﺠﺩﻭل ﺍﻟﻜﻤﻴﺎﺕ ﻭﺍﻷﺴﻌﺎﺭ)Priced Bill Of Quantity
Dr. Ra'ad Saleem A.
(:
ﺃﻥ ﻫﺫﺍ ﺍﻟﻨﻭﻉ ﻫﻭ ﺍﻷﻜﺜﺭ ﺸﻴﻭﻋﺎ )ﺨﺎﺼﺔ ﻓﻲ ﺍﻟﻌﺭﺍﻕ ( ﺤﻴﺙ ﺃﻥ ﻤﻌﻅﻡ ﺍﻟﻤﻘﺎﻭﻻﺕ ﺍﻷﻨﺸﺎﺌﻴﺔ ﺘﻜﻭﻥ ﻋﻠﻰ ﺃﺴﺎﺱ
ﺍﻋﺩﺍﺩ ﺠﺩﺍﻭل ﺍﻟﻜﻤﻴﺎﺕ ﻭﺘﺘﻭﺍﻓﺭ ﻓﻲ ﻫﺫﻩ ﺍﻟﺤﺎﻟﺔ ﺘﺼﺎﻤﻴﻡ ﺘﻔﺼﻴﻠﻴﺔ ﻜﺎﻤﻠﺔ ﻤﻊ ﺍﻟﻤﻭﺍﺼﻔﺎﺕ ﺍﻟﻔﻨﻴﺔ ﻟﻠﻤﻭﺍﺩ ﻭﺍﻟﻌﻤل
ﻭﺍﻟﺸﺭﻭﻁ ﺍﻟﻌﺎﻤﺔ ﻭﺍﻟﺨﺎﺼﺔ.
-٢ﻤﻘﺎﻭﻟﺔ ﺠﺩﻭل ﺍﻷﺴﻌﺎﺭ).(Schedule- of – Rates contract
ﻴﺴﺘﺨﺩﻡ ﻫﺫﺍ ﺍﻷﺴﻠﻭﺏ ﻓﻲ ﺍﻟﺤﺎﻻﺕ ﺍﻟﺘﻲ ﺘﺘﻁﻠﺏ ﺴﺭﻋﺔ ﺍﻟﺘﻨﻔﻴﺫ ،ﺃﻱ ﻓﻲ ﺍﻟﺤﺎﻻﺕ ﺍﻟﻤﺴﺘﻌﺠﻠﺔ ﻤﻊ ﻋﺩﻡ ﻭﺠﻭﺩ
ﺘﺼﻭﺭ ﻋﻥ ﻜﻤﻴﺎﺕ ﺍﻟﻔﻘﺭﺍﺕ ﺍﻟﺘﻨﻔﻴﺫﻴﺔ ﺒﺸﻜل ﺩﻗﻴﻕ ﺤﻴﺙ ﻴﺘﻡ ﺍﻷﺘﻔﺎﻕ ﻤﻊ ﺍﻟﻤﻘﺎﻭل ﻋﻠﻰ ﺠﺩﻭل ﺒﺄﺴﻌﺎﺭ ﻭﺤﺩﺍﺕ
ﻓﻘﺭﺍﺕ ﺍﻷﻋﻤﺎل ﺍﻟﻤﺘﻭﻗﻊ ﺘﻨﻔﻴﺫﻫﺎ ﻓﻲ ﺍﻟﻤﺸﺭﻭﻉ ﺒﺩﻭﻥ ﻜﻤﻴﺎﺕ .
٢ -٧ﻤﻘﺎﻭﻻﺕ ﺍﻟﻤﺒﻠﻎ ﺍﻟﻤﻘﻁﻭﻉ )ﺠﻤﻠﺔ( )(Lump sum contract
ﻭﺘﺴﻤﻰ ﺃﻴﻀﺎ ﻤﻘﺎﻭﻟﺔ ﺍﻟﻜﻠﻔﺔ ﺍﻟﻜﻠﻴﺔ ﻭﻴﻜﻭﻥ ﺍﻟﻤﺒﻠﻎ ﺍﻟﻜﻠﻲ ﺜﺎﺒﺘﺎ ﻭﻴﻐﻁﻲ ﻤﺼﺎﺭﻴﻑ ﺍﻟﻌﻤل ﻜﺎﻓﺔ ﺒﻤﻭﺠﺏ
ﻭﺜﺎﺌﻕ ﺍﻟﻤﻨﺎﻗﺼﺔ ،ﻭﻓﻲ ﻤﺜل ﻫﺫﻩ ﺍﻟﻤﻘﺎﻭﻻﺕ ﺘﻜﻭﻥ ﺍﻷﻋﻤﺎل ﺍﻟﻤﻁﻠﻭﺏ ﺘﻨﻔﻴﺫﻫﺎ ﻤﺤﺩﺩﺓ ﺍﺒﺘﺩﺍﺀﺍ ﻭﻤﻭﺼﻭﻓﺔ
ﻭﺼﻔﺎ ﻜﺎﻤﻼ ،ﻤﻥ ﺨﻼل ﺘﻭﻓﻴﺭ ﺍﻟﻤﺨﻁﻁﺎﺕ ﺍﻟﻜﺎﻤﻠﺔ ﻭﺍﻟﻤﻭﺍﺼﻔﺎﺕ ).(Drawings & specifications
٣-٧ﻤﻘﺎﻭﻟﺔ ﺘﺴﻠﻴﻡ ﺍﻟﻤﻔﺘﺎﺡ ) (Turn – key contract
ﻭﻫﻲ ﻤﻥ ﻤﻘﺎﻭﻻﺕ ﺍﻟﺠﻤﻠﺔ ،ﻭﻴﻁﻠﻕ ﻋﻠﻴﻬﺎ ﺃﻴﻀﺎ )ﻋﻘﻭﺩ ﺍﻟﻔﺌﺔ ﺍﻟﺸﺎﻤﻠﺔ( ﻭﻓﻲ ﻫﺫﺍ ﺍﻟﻨﻭﻉ ﻤﻥ ﺍﻟﻌﻘﻭﺩ
ﻴﺘﻔﻕ ﻜل ﻤﻥ ﺍﻟﻤﺎﻟﻙ ﻭﺍﻟﻤﻘﺎﻭل ﻋﻠﻰ ﺘﻨﻔﻴﺫ ﺃﺤﺩ ﺍﻟﻤﻨﺸﺂﺕ ﻨﻅﻴﺭ ﻤﺒﻠﻎ ﻤﺤﺩﺩ ،ﻭﻻ ﻴﻠﺘﺯﻡ ﺍﻟﻤﺎﻟﻙ ﺒﺩﻓﻊ ﺃﻱ ﻤﺒﺎﻟﻎ ﺃﻀﺎﻓﻴﺔ
ﻨﻅﻴﺭ ﺍﻟﺘﻌﺩﻴﻼﺕ ﺍﻟﺘﻲ ﺘﻁﺭﺃ ﻋﻠﻰ ﺍﻷﻋﻤﺎل ﻤﺎﻟﻡ ﻴﻨﺘﺞ ﻋﻨﻬﺎ ﺘﻌﺩﻴﻼ ﺠﺫﺭﻴﺎ ﻓﻲ ﺍﻟﺘﺼﻤﻴﻡ ﺍﻷﺼﻠﻲ .
٤-٧ﻤﻘﺎﻭﻟﺔ ﺍﻟﻜﻠﻔﺔ ﺯﺍﺌﺩﺍ ). (Cost – plus contract
ﺍﻥ ﻫﺫﺍ ﺍﻟﻨﻭﻉ ﻤﻥ ﺍﻟﻤﻘﺎﻭﻻﺕ ﻻﻴﻌﻁﻲ ﺤﺩﺍ ﻟﻠﻜﻠﻔﺔ ﺍﻟﻜﻠﻴﺔ ،ﻟﺫﺍ ﻴﺴﺘﺨﺩﻡ ﻓﻲ ﺤﺎﻻﺕ ﺨﺎﺼﺔ ،ﺍﺫ ﺃﻥ
ﺼﺎﺤﺏ ﺍﻟﻌﻤل ﻴﺩﻓﻊ ﺘﻜﺎﻟﻴﻑ ﺍﻟﺘﻨﻔﻴﺫ ﻜﺎﻓﺔ ﻋﻠﻰ ﺸﻜل ﻨﺴﺒﺔ ﻤﺌﻭﻴﺔ ﺍﻭ ﻤﺒﻠﻎ ﻤﻘﻁﻭﻉ ﺍﻟﻰ ﺍﻟﻤﻘﺎﻭل ﻤﻥ ﺸﺭﺍﺀ
ﺍﻟﻤﻭﺍﺩ ﻭﺘﺸﻐﻴل ﺍﻷﻴﺩﻱ ﺍﻟﻌﺎﻤﻠﺔ ﻭﺍﻟﻤﻌﺩﺍﺕ ﻭﻜﻠﻑ ﺍﻟﻤﻘﺎﻭﻻﺕ ﺍﻟﺜﺎﻨﻭﻴﺔ ﻭﺃﺠﻭﺭ ﺍﻟﻤﺼﺎﺭﻴﻑ .
-٨ﺍﻷﺴﺎﻟﻴﺏ ﺍﻟﻤﺘﺒﻌﺔ ﻓﻲ ﺘﻨﻔﻴﺫ ﺍﻷﻋﻤﺎل ﺍﻟﻬﻨﺩﺴﻴﺔ -:
١-٨ﺃﺴﻠﻭﺏ ﺍﻟﻤﻨﺎﻗﺼﺔ ) (General Contractorﺃﻭ ﺍﻟﻤﻘﺎﻭل ﺍﻟﻌﺎﻡ -:
ﻭﻫﻭ ﺍﻷﺴﻠﻭﺏ ﺍﻟﻤﻔﻀل ﺃﺘﺒﺎﻋﻪ ،ﻟﻤﺎ ﻓﻴﻪ ﻤﻥ ﺘﺤﻘﻴﻕ ﻀﻤﺎﻨﺎﺕ ﺃﻜﻴﺩﺓ ﻟﻠﻤﺼﻠﺤﺔ ﺍﻟﻌﺎﻤﺔ ﻤﻥ ﺠﻬﺔ ،ﻭﺘﺤﻘﻴﻕ ﺘﻜﺎﻓﺅ
ﺍﻟﻔﺭﺹ ﺒﻴﻥ ﺍﻟﻤﻨﺎﻗﺼﻴﻥ ﺍﻟﻤﺘﻘﺩﻤﻴﻥ ﻤﻥ ﺠﻬﺔ ﺃﺨﺭﻯ .ﻭﺒﻌﻜﺴﻪ ﺃﺴﻠﻭﺏ ﺍﻟﻤﺯﺍﻴﺩﺓ ﻓﻲ ﺍﻟﻤﺒﻴﻌﺎﺕ . [4]
ﻭﻴﻤﻜﻥ ﺘﺼﻨﻴﻑ ﻫﺫﻩ ﺍﻟﻌﻘﻭﺩ ﺍﻷﻨﺸﺎﺌﻴﺔ ﺤﺴﺏ ﺃﺴﻠﻭﺏ ﺍﻷﺤﺎﻟﺔ ﺍﻟﻤﺘﺒﻊ ﺍﻟﻰ ﺼﻨﻔﻴﻥ ﺭﺌﻴﺴﻴﻴﻥ ﻫﻤﺎ:
97
ﻤﻌﺎﻟﺠﺔ ﺘﺄﺜﻴﺭ ﺃﺴﻠﻭﺏ ﺍﻟﺘﻨﻔﻴﺫ ﻭﻨﻭﻉ ﺍﻟﺘﻌﺎﻗﺩ ﻋﻠﻰ ﻜﻠﻔﺔ اﻟﻤﺸﺎرﻳﻊ اﻻﻧﺸﺎﺋﻴﺔ
د .ﺭﺍﺌﺩ ﺴﻠﻴﻡ ﻋﺒﺩ ﻋﻠﻲ
١-١ -٨ﻤﻘﺎﻭﻻﺕ ﺘﺤﺎل ﺒﺎﻷﺴﻠﻭﺏ ﺍﻟﺘﻨﺎﻓﺴﻲ]: [2
ﻫﻨﺎﻙ ﻨﻭﻋﺎﻥ ﻤﻥ ﺍﻟﻤﻨﺎﻗﺼﺎﺕ ﺍﻟﻌﺎﻤﺔ ﻫﻤﺎ :
-١ﺍﻟﻤﻨﺎﻗﺼﺔ ﺍﻟﻌﺎﻟﻤﻴﺔ :ﻭﺘﺘﻡ ﺒﺄﻋﻼﻥ ﺍﻟﺩﻋﻭﺓ ﺍﻟﻰ ﺠﻤﻴﻊ ﺍﻟﺭﺍﻏﺒﻴﻥ ﻓﻲ ﺍﻟﻤﺴﺎﻫﻤﺔ ﺩﺍﺨل ﻭﺨﺎﺭﺝ ﺍﻟﺒﻠﺩ.
-٢ﺍﻟﻤﻨﺎﻗﺼﺔ ﺍﻟﻤﺤﻠﻴﺔ :ﻭﺘﻘﺘﺼﺭ ﻋﻠﻰ ﺍﻟﻤﻨﺎﻗﺼﻴﻥ ﺍﻟﻤﺤﻠﻴﻴﻥ ﻷﺴﺒﺎﺏ ﺘﻌﻭﺩ ﺍﻟﻰ ﺘﻭﻓﺭ ﺍﻷﻤﻜﺎﻨﻴﺎﺕ ﺍﻟﻤﺤﻠﻴﺔ ﻤﻥ
ﺍﻟﻨﺎﺤﻴﺘﻴﻥ ﺍﻟﻔﻨﻴﺔ ﻭﺍﻟﻤﺎﻟﻴﺔ .
٢-١ -٨ﻤﻘﺎﻭﻻﺕ ﺘﺤﺎل ﺒﺄﺴﻠﻭﺏ ﺍﻟﺘﻜﻠﻴﻑ )ﺍﻟﻤﻘﺎﻭﻻﺕ ﺍﻟﺘﻔﺎﻭﻀﻴﺔ (:
ﻭﺘﺴﻤﻰ ﺃﻴﻀﺎ ﺒﻤﻘﺎﻭﻻﺕ ﺘﻌﻭﻴﺽ ﺍﻟﻜﻠﻔﺔ ) (cost reimbursableﺃﻭ) ﺍﻟﺩﻋﻭﺓ ﺍﻟﺨﺎﺼﺔ( ،ﻭﻴﻁﻠﻕ ﻋﻠﻴﻬﺎ ﺃﻴﻀﺎ
ﺍﻟﺩﻋﻭﺓ ﺍﻟﻤﺒﺎﺸﺭﺓ ،ﺤﻴﺙ ﻴﺘﻡ ﺍﻟﺘﻔﺎﻭﺽ ﺒﻴﻥ ﺼﺎﺤﺏ ﺍﻟﻌﻤل ﻭﺍﻟﻤﻘﺎﻭل ﻋﻠﻰ ﺘﻨﻔﻴﺫﺍﻟﻤﺸﺭﻭﻉ ﻗﺒل ﺃﻋﺩﺍﺩ
ﺍﻟﻤﺨﻁﻁﺎﺕ ﻭﺍﻟﻤﻭﺍﺼﻔﺎﺕ ﻭﺠﺩﺍﻭل ﺍﻟﻜﻤﻴﺎﺕ ﻷﺴﺒﺎﺏ ﺴﻴﺎﺴﻴﺔ ﺃﻭ ﺃﻗﺘﺼﺎﺩﻴﺔ.
٣- ١-٨ﺍﻟﻌﻭﺍﻤل ﺍﻟﺘﻲ ﺘﺅﺜﺭ ﻋﻠﻰ ﺇﺨﺘﻴﺎﺭ ﺍﻟﻤﻘﺎﻭﻟﻴﻥ ]-:[5
ﺘﺘﻡ ﺇﺤﺎﻟﺔ ﺍﻟﻤﻘﺎﻭﻟﺔ ﺒﻤﻭﺠﺏ ﺃﻓﻀل ﻋﻁﺎﺀ ﻤﻘﺩﻡ ﻭﻫﻨﺎﻙ ﻋﺩﺓ ﻋﻭﺍﻤل ﺘﺅﺜﺭ ﻋﻠﻰ ﺇﺨﺘﻴﺎﺭ ﺼﺎﺤﺏ ﺍﻟﻌﻤل ﻟﻠﻤﻘﺎﻭل
ﺍﻟﻌﺎﻡ ﻭﻴﺨﺘﻠﻑ ﺘﺄﺜﻴﺭﻫﺎ ﺤﺴﺏ ﻨﻭﻋﻴﺔ ﺍﻟﻤﻘﺎﻭﻟﺔ ﻭﻗﻴﻤﺘﻬﺎ ﻭﺤﺠﻤﻬﺎ ﻭﺃﻫﻤﻴﺘﻬﺎ ﻭﻤﻥ ﻫﺫﻩ ﺍﻟﻌﻭﺍﻤل ﻫﻲ ﺍﻟﻜﻔﺎﺀﺓ ﺍﻟﻔﻨﻴﺔ
ﻭﺍﻟﺨﺒﺭﺓ ﻓﻲ ﻤﺠﺎل ﺍﻟﻌﻤل ﺍﻟﻤﻁﻠﻭﺏ .ﻭﺍﻟﻤﺅﻫﻼﺕ ﺍﻟﻤﺎﺩﻴﺔ ﻜﺎﻟﻤﻌﺩﺍﺕ ﻭﺍﻵﻟﻴﺎﺕ ﺍﻟﺘﻲ ﺘﻤﺘﻠﻜﻬﺎ ﺍﻟﺸﺭﻜﺔ .ﻭ ﻜﻔﺎﺀﺓ
ﺍﻟﻜﺎﺩﺭ ﺍﻟﺘﻨﻔﻴﺫﻱ ﻭﺤﺴﻥ ﺍﻟﺘﻨﻅﻴﻡ ﺍﻷﺩﺍﺭﻱ ﻟﻠﺸﺭﻜﺔ.ﻭ ﺍﻟﺜﻘﺔ ﻭﺍﻟﺴﻤﻌﺔ ﺍﻟﺠﻴﺩﺓ .ﻭ ﻤﺩﺓ ﺘﻨﻔﻴﺫ ﺍﻟﻌﻤل ﺍﻟﺘﻲ ﻴﻘﺩﺭﻫﺎ
ﺍﻟﻤﻘﺎﻭل ﻓﻲ ﻋﻁﺎﺌﻪ.
٢ -٨ﺃﺴﻠﻭﺏ ﺍﻟﺘﻨﻔﻴﺫ ﺃﻤﺎﻨﺔ ) -: (Loyalty execution approach
ﻴﻘﻭﻡ ﺼﺎﺤﺏ ﺍﻟﻌﻤل ﻤﻤﺜﻼ ﺒﻤﺩﻴﺭﻋﺎﻡ ﺍﻟﺩﺍﺌﺭﺓ ،ﺒﺘﺸﻜﻴل ﻟﺠﻨﺔ ﺇﺸﺭﺍﻑ ﻭﻟﺠﻨﺔ ﺘﻨﻔﻴﺫ ﻭﺘﻜﻭﻥ ﻟﺠﻨﺔ ﺍﻟﺘﻨﻔﻴﺫ ﻤﻥ ﻨﻔﺱ
ﺍﻟﺩﺍﺌﺭﺓ ﺍﻟﻔﺭﻋﻴﺔ)ﻤﺜل ﺒﻠﺩﻴﺔ ﺍﻟﻨﺎﺤﻴﺔ ﺃﻭ ﺍﻟﻘﻀﺎﺀ( ﻭﻴﺭﺌﺴﻬﺎ ﺍﻟﻤﻬﻨﺩﺱ )ﻤﺩﻴﺭ ﺍﻟﺩﺍﺌﺭﺓ( ﻭﻗﺩ ﺘﻀﻡ ﻓﻲ ﻋﻀﻭﻴﺘﻬﺎ ﺃﺤﺩ
ﺃﻋﻀﺎﺀ ﺍﻟﺤﻜﻭﻤﺔ ﺍﻟﻤﺤﻠﻴﺔ ﻤﺜل )ﻋﻀﻭ ﻤﺠﻠﺱ ﺍﻟﻤﺤﺎﻓﻅﺔ ﺃﻭ ﺍﻟﻘﻀﺎﺀ(.ﻫﺫﺍ ﺍﻻﺴﻠﻭﺏ ﻤﺘﺒﻊ ﻓﻲ ﻤﺤﺎﻓﻅﺔ ﻤﻴﺴﺎﻥ ﻓﻲ
ﺍﻟﺘﻨﻔﻴﺫ ﺍﻤﺎﻨﺔ ،ﻭﻴﻔﻀل ﻫﺫﺍ ﺍﻻﺴﻠﻭﺏ ﻓﻲ ﺍﻋﻤﺎل ﺍﻟﺘﺭﻤﻴﻤﺎﺕ ﺍﻟﺨﺎﺼﺔ ﺒﺎﻟﺩﺍﺌﺭﺓ ﺍﻟﺤﻜﻭﻤﻴﺔ ﻨﻔﺴﻬﺎ ﺍﻭ ﺍﻀﺎﻓﺎﺕ ﻟﻼﺒﻨﻴﺔ
ﻜﻤﻠﺤﻕ .
١-٢-٨ﻭﺍﺠﺒﺎﺕ ﻟﺠﻨﺔ ﺍﻟﺘﻨﻔﻴﺫ ﺍﻟﻤﺸﻜﻠﺔ -:
ﺘﻤﻜﻥ ﺍﻟﺒﺎﺤﺙ ﻤﻥ ﺘﺤﺩﻴﺩ ﻭﺍﺠﺒﺎﺕ ﺍﻟﻠﺠﻨﺔ ﺍﻋﺘﻤﺎﺩﺍ ﻋﻠﻰ ﺍﻟﻤﻘﺎﺒﻼﺕ ﺍﻟﺸﺨﺼﻴﺔ ﻤﻊ ﺭﺅﺴﺎﺀ ﺍﻟﻠﺠﺎﻥ ﺍﻟﻤﻨﻔﺫﺓ
ﻟﻠﻤﺸﺎﺭﻴﻊ ﺒﺎﺴﻠﻭﺏ ﺍﻟﺘﻨﻔﻴﺫ ﺍﻤﺎﻨﺔ ﻟﻐﺭﺽ ﺘﺤﺩﻴﺩ ﺍﻻﺠﺭﺍﺀﺍﺕ ﺍﻟﻌﻤﻠﻴﺔ ﻟﻠﺠﻨﺔ ﻭﺘﺒﻴﻥ ﺍﻨﻬﺎ ﻤﺨﺎﻟﻔﺔ ﻟﻤﺎ ﻭﺭﺩ ﻓﻲ
ﺍﻻﺩﺒﻴﺎﺕ ﺤﻴﺙ ﻜﺎﻥ ﻭﺍﺠﺒﺎﺕ ﺍﻟﻠﺠﻨﺔ ﻫﻭ ﻓﺘﺢ ﺍﻀﺒﺎﺭﺓ ﺨﺎﺼﺔ ﺒﺎﻟﻤﺸﺭﻭﻉ.ﻭﺩﺭﺍﺴﺔ ﺍﻟﻤﺸﺭﻭﻉ ﻗﺒل ﺍﻟﺘﻨﻔﻴﺫ،
ﻭﺸﺭﺍﺀ ﺍﻟﻤﻭﺍﺩ ،ﻭﻤﻁﺎﻟﺒﺔ ﺃﺼﺤﺎﺏ ﺍﻟﻤﻭﺍﺩ ﺍﻹﻨﺸﺎﺌﻴﺔ ﺒﻤﻨﺴﺘﻨﺩﺍﺕ ﺍﻟﺒﻴﻊ ﻭﺘﺎﻤﻴﻥ ﺍﻟﻌﺭﻭﺽ ﻤﻥ ﻤﺼﺎﺩﺭ ﺍﻟﺒﻴﻊ
98
)The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D
Dr. Ra'ad Saleem A.
ﻟﻠﻤﻭﺍﺩ ﺍﻻﻨﺸﺎﺌﻴﺔ ،ﻭﺤﻔﻅ ﺍﻟﻤﻭﺍﺩ ﺍﻹﻨﺸﺎﺌﻴﺔ ﻓﻲ ﺍﻟﻤﻭﺍﻗﻊ ﺍﻟﻤﺨﺼﺼﺔ ﻟﻬﺎ ،ﻭﺩﻓﻊ ﺃﺠﻭﺭ ﺍﻟﻌﻤﺎل ﻭﺍﺠﻭﺭ ﺍﻟﻨﻘل
ﻭﺍﻟﻘﻴﺎﻡ ﺒﻔﺤﺹ ﺍﻟﻤﻭﺍﺩ ،ﻭ ﺍﻷﺸﺭﺍﻑ ﻋﻠﻰ ﺍﻟﻤﺸﺭﻭﻉ ﻭﺃﻋﺩﺍﺩ ﺍﻟﺴﻠﻑ .
٢-٢-٨ﻤﻤﻴﺯﺍﺕ ﺍﻟﺘﻨﻔﻴﺫ ﺃﻤﺎﻨﺔ -:
-١ﺍﻟﻌﻤل ﺒﻁﺭﻴﻘﺔ ﺘﻨﻔﻴﺫ ﺃﻤﺎﻨﺔ ﺃﻜﺜﺭ ﺼﻌﻭﺒﺔ ﻤﻥ ﻁﺭﻴﻘﺔ ﺍﻟﻤﻘﺎﻭﻟﺔ.
-٢ﻟﺠﻨﺔ ﺍﻹﺸﺭﺍﻑ ﺘﺘﺤﻤل ﺸﺭﺍﺀ ﺍﻟﻤﻭﺍﺩ ﻭﺍﻷﺸﺭﺍﻑ ﻭ ﺩﻓﻊ ﺃﺠﻭﺭ ﺍﻟﻌﻤﺎل.
-٣ﻴﺘﻡ ﺍﻟﺼﺭﻑ ﺍﻋﺘﻤﺎﺩﺍ ﻋﻠﻰ ﺍﻻﻴﺼﺎﻻﺕ ﻭﻤﺴﺘﻨﺩﺍﺕ ﺍﻻﺴﺘﻼﻡ
-٩ﺃﺴﻠﻭﺏ ﺍﻟﺘﻨﻔﻴﺫ ﺍﻟﻤﺒﺎﺸﺭ)-: (Direct Excusion
ﻓﻲ ﺒﻬﺫﺍ ﺍﻷﺴﻠﻭﺏ ﻴﻘﻭﻡ ﺼﺎﺤﺏ ﺍﻟﻌﻤل ﺒﻜﺎﻓﺔ ﺍﻷﻋﻤﺎل ﺍﻟﺨﺎﺼﺔﺒﺎﻟﻤﺸﺭﻭﻉ ﺍﻋﺘﻤﺎﺩﺍ ﻋﻠﻰ ﺍﻤﻜﺎﻨﻴﺎﺘﻪ
ﺍﻟﻤﺘﻭﻓﺭﺓ ﻤﻥ ﻤﻭﺍﺩ ﻭﻤﻌﺩﺍﺕ ﻭﺃﻴﺩﻱ ﻋﺎﻤﻠﺔ ﻭﻤﻥ ﺍﻟﻤﻤﻜﻥ ﺍﻟﻠﺠﻭﺀ ﺍﻟﻰ ﻤﻘﺎﻭﻟﻴﻥ ﺜﺎﻨﻭﻴﻴﻥ ﻟﺘﻨﻔﻴﺫ ﺃﻱ ﺠﺯﺀ ﻤﻥ ﺍﻟﻌﻤل .
ﻭﻓﻲ ﻤﺤﺎﻓﻅﺔ ﻤﻴﺴﺎﻥ )ﻤﻜﺎﻥ ﺍﻋﺩﺍﺩ ﺍﻟﺒﺤﺙ( ﻴﺘﻡ ﺍﻟﺘﻨﻔﻴﺫ ﻤﻥ ﻗﺒل ﻟﺠﺎﻥ ﺘﺘﺄﻟﻑ ﻤﻥ ﻤﻬﻨﺩﺱ ﻤﺩﻴﺭ ﺍﻟﺩﺍﺌﺭﺓ ﺍﻟﻔﺭﻋﻴﺔ
ﺭﺌﻴﺴﹰﺎ ,ﻭﻤﻬﻨﺩﺱ )ﻤﻤﺜل ﺍﻟﺩﺍﺌﺭﺓ ﺍﻟﺭﺌﻴﺴﻴﺔ ﻋﻀﻭﹰﺍ (,ﻭ ﻤﻬﻨﺩﺱ)ﻤﻥ ﺍﻟﺩﺍﺌﺭﺓ ﺍﻟﻔﺭﻋﻴﺔ ﻋﻀﻭﹰﺍ (,ﻭﻤﺴﺎﺡ)ﻤﻥ ﺍﻟﺩﺍﺌﺭﺓ
ﺍﻟﻔﺭﻋﻴﺔ ﻋﻀﻭﹰﺍ ( ,ﻤﺤﺎﺴﺏ)ﻤﻥ ﺍﻟﺩﺍﺌﺭﺓ ﺍﻟﻔﺭﻋﻴﺔ ﻋﻀﻭﹰﺍ(.ﻭﻴﺭﻯ ﺍﻟﺒﺎﺤﺙ ﺍﻥ ﺍﺴﻠﻭﺏ ﺍﻟﺘﻨﻔﻴﺫ ﺍﻟﻤﺒﺎﺸﺭ ﻏﻴﺭ ﻤﻁﺒﻕ
ﻋﻤﻠﻴﺎ ﻓﻲ ﻤﺸﺎﺭﻴﻊ ﻤﺤﺎﻓﻅﺔ ﻤﻴﺴﺎﻥ ﻭﺍﻥ ﺍﻻﺴﻠﻭﺏ ﺍﻟﻤﺘﺒﻊ ﺒﺼﻭﺭﺓ ﻋﺎﻤﺔ ﻫﻭ ﺍﻟﺘﻨﻔﻴﺫ ﺍﻤﺎﻨﺔ .
-١٠ﻤﺯﺍﻴﺎ ﺍﻟﺘﻨﻔﻴﺫ ﺍﻟﻤﺒﺎﺸﺭ-:
ﻟﻐﺭﺽ ﺘﺤﺩﻴﺩ ﻤﺤﺎﺴﻥ ﻭﺇﻴﺠﺎﺒﻴﺎﺕ ﺃﺴﻠﻭﺏ ﺍﻟﺘﻨﻔﻴﺫ ﺍﻟﻤﺒﺎﺸﺭ ﺇﻋﺘﻤﺩ ﺍﻟﺒﺎﺤﺙ ﻋﻠﻰ ﺁﺭﺍﺀ ﺍﻟﺨﺒﺭﺍﺀ
ﻭﻜﻤﺎﻴﻠﻲ-:
ﺃ-ﺍﻟﺘﻨﻔﻴﺫ ﺍﻟﻤﺒﺎﺸﺭ ﺃﻜﺜﺭ ﺠﻭﺩﺓ ﻓﻲ ﺍﻟﺘﻨﻔﻴﺫ ﻜﻭﻥ ﺼﺎﺤﺏ ﺍﻟﻌﻤل ﻴﺭﺍﻗﺏ ﺴﻴﺭ ﺍﻟﻌﻤل ﺒﺎﺴﺘﻤﺭﺍﺭ .
ﺏ -ﺇﻥ ﺍﻟﺘﻨﻔﻴﺫ ﺍﻟﻤﺒﺎﺸﺭ ﻴﻜﻭﻥ ﻓﻲ ﻤﻌﻅﻡ ﺍﻷﺤﻴﺎﻥ ﺃﻗل ﻜﻠﻔﺔ ﻓﻲ ﺍﻟﺘﻨﻔﻴﺫ ﻋﻨﺩﻤﺎ ﻴﻜﻭﻥ ﻜﺎﺩﺭ ﺍﻟﻌﻤل ﻭ ﺍﻵﻟﻴﺎﺕ
ﻤﺘﻭﻓﺭﺓ ﻟﺘﺠﻨﺏ ﺍﺠﻭﺭ ﺍﻟﻌﻤل ﺍﻟﺯﺍﺌﺩﺓ ﻭﺍﺠﻭﺭ ﺍﻻﻟﻴﺎﺕ ﻭﺍﻟﻤﻌﺩﺍﺕ ﻭﺘﻜﻭﻥ ﻤﺘﻭﻓﺭﺓ ﻓﻲ ﺍﻱ ﻭﻗﺕ.
ﺝ -ﺍﻟﺭﻗﺎﺒﺔ ﻋﻠﻰ ﺍﻟﺘﻨﻔﻴﺫ ﺍﻟﻤﺒﺎﺸﺭ ﺘﻜﻭﻥ ﺍﻓﻀل ﺒﺤﻴﺙ ﻴﺴﻬل ﻤﺭﺍﻗﺒﺔ ﺠﻤﻴﻊ ﺘﻔﺎﺼﻴل ﺍﻟﺘﻨﻔﻴﺫ ﻟﻠﻤﺸﺭﻭﻉ ﻭﺘﻭﺜﻴﻘﻬﺎ.
-١١ﺃﻨﻭﺍﻉ ﺍﻟﻜﻠﻑ ﺍﻟﻤﺘﻭﻟﺩﺓ ﻤﻥ ﺘﻨﻔﻴﺫ ﺍﻟﻤﺸﺎﺭﻴﻊ
َﺘﻘﺴﻡ ﺍﻟﻜﻠﻑ ﺇﻟﻰ ﻤﺎ ﻴﻠﻲ ]:[٧,٦
ﺃ -ﻜﻠﻑ ﻤﺒﺎﺸﺭﺓ :ﻭﻫﻲ ﻗﺎﺒﻠﺔ ﻟﻠﺘﺘﺒﻊ ﻭﻏﻴﺭ ﻗﺎﺒﻠﺔ ﻟﻠﺤﺴﺎﺏ ﺇﺫﺍ ﻟﻡ ﺘﻜﻥ ﺍﻟﻔﻌﺎﻟﻴﺔ ﻗﺩ ﺃﻨﺠﺯﺕ .
ﺏ-ﻜﻠﻑ ﻏﻴﺭ ﻤﺒﺎﺸﺭﺓ:ﻭﺘﺤﺴﺏ ﻭﺍﻥ ﻟﻡ ﺘﻨﺠﺯ ﺍﻟﻔﻌﺎﻟﻴﺎﺕ ﻓﻬﻲ ﻜﻠﻑ ﺇﺸﺭﺍﻑ ﻤﻭﻗﻌﻲ ﻭﻤﻌﺩﺍﺕ ﺍﻟﺘﺸﻴﻴﺩ ﻭﻤﺸﻐﻠﻴﻬﺎ
.ﻭﻗﺴﻡ) [8] (Ashowrthﺍﻟﻜﻠﻑ ﺍﻟﻐﻴﺭ ﻤﺒﺎﺸﺭﺓ ﺇﻟﻰ ﺍﻟﻔﻘﺭﺍﺕ ﺍﻟﺘﺎﻟﻴﺔ
• ﺍﺒﻨﻴﻪ ﻭﻗﺘﻴﻪ ﻭﻤﻌﺩﺍﺕ ﻭﺴﻜﺎﻟﻴل
• ﺍﻟﺘﺴﻴﻴﺞ ﺍﻟﻤﺅﻗﺕ
99
ﻤﻌﺎﻟﺠﺔ ﺘﺄﺜﻴﺭ ﺃﺴﻠﻭﺏ ﺍﻟﺘﻨﻔﻴﺫ ﻭﻨﻭﻉ ﺍﻟﺘﻌﺎﻗﺩ ﻋﻠﻰ ﻜﻠﻔﺔ اﻟﻤﺸﺎرﻳﻊ اﻻﻧﺸﺎﺋﻴﺔ
د .ﺭﺍﺌﺩ ﺴﻠﻴﻡ ﻋﺒﺩ ﻋﻠﻲ
• ﻤﺭﺍﻗﺒﻲ ﺍﻟﻌﻤل
١-١١ﻜﻠﻑ ﺍﻟﻤﻭﺍﺩ
ﺇﻥ ﻜﻠﻑ ﺍﻟﻤﻨﺎﻭﻟﺔ ﻤﻬﻤﺔ ﺤﻴﺙ ﺘﺸﻜل ﻜﻠﻑ ﺍﻟﻤﻨﺎﻭﻟﺔ ﻟﻠﻤﻭﺍﺩ ﺘﻘﺭﻴﺒﺎ ) (%٢٠ﻤﻥ ﻗﻭﺍﺌﻡ ﺍﻷﺠﻭﺭ ﻭﺘﺅﺜﺭ ﻋﻠﻰ
ﻜﻠﻑ ﺍﻟﻤﻨﺎﻭﻟﺔ ﻋﻭﺍﻤل ﻤﺜل ﺍﻟﺘﻐﻴﻴﺭﺍﺕ ﻓﻲ ﺍﻟﻤﻭﺍﺩ ﻭﻨﻘﻠﻬﺎ ﻟﻌﺩﺓ ﻤﺭﺍﺕ ﻭﻤﺴﺘﻭﻯ ﺍﻻﺘﺼﺎل ﺍﻟﺠﻴﺩ ﺒﻴﻥ ﺍﻟﺒﺎﺌﻊ
ﻭﺍﻟﻤﻭﻗﻊ ،ﻜﺫﻟﻙ ﻜﻠﻑ ﺍﻟﻔﺤﺹ ﻭﺍﻟﺨﺯﻥ ﻭﺍﻟﻜﻠﻑ ﺍﻟﻤﺘﺭﺘﺒﺔ ﻋﻠﻰ ﺍﻟﺴﺭﻗﺎﺕ ﻭﻤﺘﻁﻠﺒﺎﺕ ﺍﻟﺤﻤﺎﻴﺔ ﺘﺅﺜﺭ ﻋﻠﻰ ﻜﻠﻑ
ﺍﻟﻤﻭﺍﺩ .
-:٢-١١ﻜﻠﻑ ﺍﻟﻤﻌﺩﺍﺕ
ﺘﺨﺘﻠﻑ ﺍﻟﻤﻌﺩﺍﺕ ﻁﺒﻘﺎ ﻟﻨﻭﻉ ﺍﻟﻌﻤل ﻓﻤﻨﻬﺎ ﺍﻟﻴﺩﻭﻴﺔ ﺍﻟﺒﺴﻴﻁﺔ ﻭﻤﻨﻬﺎ ﺍﻟﻤﻌﺩﺍﺕ ﺍﻟﻜﺒﻴﺭﺓ.ﺇﻥ ﻜﻠﻑ ﺍﻟﻤﻜﺎﺌﻥ ﺘﺼﻨﻑ
ﺇﻟﻰ ﻜﻠﻑ ﺍﻤﺘﻼﻙ ﻭﻜﻠﻑ ﺘﺸﻐﻴل ﻓﻜﻠﻑ ﺍﻻﻤﺘﻼﻙ ﻫﻲ ﻜﻠﻑ ﺜﺎﺒﺘﺔ ﻭﻜﻠﻑ ﺍﻟﺘﺸﻐﻴل ﻜﻠﻑ ﻤﺘﻐﻴﺭﺓ ﻭﻫﻨﺎﻙ ﻜﻠﻑ
ﺍﻟﺤﺭﻜﺔ ﻭﺍﻟﻌﻁل ﻭﻜﻠﻑ ﺍﻟﺘﻘﺩﻡ ﺒﺎﻟﻌﻤﺭ .
-:٣-١١ﻜﻠﻑ ﺍﻟﻌﻤﺎل -:
ﺇﻥ ﻜﻠﻑ ﺍﻟﻌﻤﺎل ﺘﻤﺜل ﺠﺎﻨﺏ ﻤﻬﻡ ﻤﻥ ﺍﻟﻜﻠﻔﺔ ﻟﺸﺭﻜﺎﺕ ﺍﻟﻤﻘﺎﻭﻟﺔ ﻭﻤﻥ ﺍﻟﺼﻌﻭﺒﺔ ﺍﻟﺴﻴﻁﺭﺓ ﻋﻠﻰ ﻫﺫﺍ ﺍﻟﻨﻭﻉ ﻤﻥ
ﺍﻟﻜﻠﻑ ﻓﻬﻲ ﻋﻤﻠﻴﺔ ﻤﺴﺘﻤﺭﺓ ﻤﻥ ﺍﻟﻤﺭﺍﻗﺒﺔ ﻭﺍﻟﺘﺴﺠﻴل ﻤﻊ ﺍﺘﺨﺎﺫ ﺍﻷﺠﺭﺍﺀ ﺍﻟﻼﺯﻡ ﻋﻨﺩﻤﺎ ﺘﺘﺠﺎﻭﺯ ﺍﻟﻜﻠﻔﺔ ﺤﺩﻭﺩ
ﻤﻌﻴﻨﺔ .ﻭﺇﻨﺘﺎﺠﻴﺔ ﺍﻟﻌﺎﻤل ﻟﻬﺎ ﺩﻭﺭ ﻤﻬﻡ ﻓﻲ ﺍﺭﺘﻔﺎﻉ ﻭﺍﻨﺨﻔﺎﺽ ﻜﻠﻑ ﺍﻟﻌﻤﺎل ﻭﻟﻐﺭﺽ ﻤﻌﺭﻓﺔ ﻫﺫﺍ ﺍﻟﻨﻭﻉ ﻤﻥ
ﺍﻟﻜﻠﻑ ﻻﺒﺩ ﻤﻥ ﺘﺼﻨﻴﻑ ﺍﻟﻌﻤﺎل ﺤﻴﺙ ﺍﻗﺘﺭﺡ ﺍﻟﺒﺎﺤﺙ ) ﺯﻫﻴﺭ ( []9ﺃﻥ ﻴﻘﺴﻡ ﺍﻟﻌﻤﺎل ﺇﻟﻰ ﻤﺎﻴﻠﻲ-:
(١ﺤﺴﺏ ﺍﻟﻤﻬﺎﺭﺓ -:ﻭﺘﺸﻤل ﻋﻤﺎل ﻤﺎﻫﺭﻴﻥ ،ﺸﺒﻪ ﻤﺎﻫﺭﻴﻥ ،ﻏﻴﺭ ﻤﺎﻫﺭﻴﻥ .
(٢ﺤﺴﺏ ﻨﻭﻉ ﺍﻟﻌﻤل ﻭﺍﻻﺴﺘﺨﺩﺍﻡ ﻭﺘﺸﻤل ﻋﻤﺎل ﻤﺅﻗﺘﻴﻥ ﻴﺴﺘﺨﺩﻤﻬﻡ ﺍﻟﻤﻘﺎﻭل ﻷﺩﺍﺀ ﻋﻤل ﻤﻌﻴﻥ ﻭﻋﻤﺎل
ﺩﺍﺌﻤﻴﻥ.
-:٤-١١ﻜﻠﻑ ﺍﻟﻤﻘﺎﻭﻟﻴﻥ ﺍﻟﺜﺎﻨﻭﻴﻴﻥ ][10
ﺘﻜﻭﻥ ﻜﻠﻑ ﺍﻟﻤﻘﺎﻭل ﺍﻟﺜﺎﻨﻭﻱ ﺒﺤﺩﻭﺩ ) ( %٣٠-٢٨ﻤﻥ ﻜﻠﻔﺔ ﺍﻟﻤﻘﺎﻭﻟﺔ ﻭﻗﺩ ﺘﺼل ﺇﻟﻰ ) ( %٤٠
ﻓﺎﻟﻤﻘﺎﻭل ﺍﻟﺜﺎﻨﻭﻱ ﻫﻭ ﺃﻱ ﺸﺨﺹ ﻏﻴﺭ ﺍﻟﻤﻘﺎﻭل ﻤﺴﻤﻰ ﻓﻲ ﺍﻟﻤﻘﺎﻭﻟﺔ ﻟﺘﻨﻔﻴﺫ ﺃﻱ ﺠﺯﺀ ﻤﻥ ﺍﻟﻌﻤل ﻭﻫﻨﺎﻙ ﺒﻌﺽ
ﺍﻟﻤﻘﺎﻭﻟﻴﻥ ﺍﻟﺜﺎﻨﻭﻴﻴﻥ ﻗﺩ ﻴﻌﺘﻤﺩ ﻋﻠﻴﻬﻡ ﺍﻟﻤﻘﺎﻭل ﻓﻲ ﺘﻨﻔﻴﺫ ﺒﻌﺽ ﺍﻻﻋﻤﺎل ﻤﺜل ﺍﻟﺤﺭﻓﻴﻴﻥ )ﻨﺠﺎﺭ ،ﺤﺩﺍﺩ ،
ﺼﺒﺎﻍ ،ﻤﻁﺒﻕ ﻜﺎﺸﻲ ..ﺍﻟﺦ ( .
ﻜﻤﺎ ﺤﺩﺩ ) [11] (T.luceyﻁﺭﻕ ﻤﻌﻴﻨﺔ ﻟﺤﺴﺎﺏ ﺍﻟﻜﻠﻑ ﻤﺸﻴﺭﺍ ﺇﻟﻰ ﺃﻥ ﻨﻅﺎﻡ ﺍﻟﺩﻓﻊ ﻟﻠﻌﻤﺎل ﺼﻌﺏ ﻭﻤﻌﻘﺩ
ﻓﻲ ﺇﺩﺍﺭﺘﻪ ﻓﻬﻨﺎﻙ ﺩﻓﻊ ﻋﻠﻰ ﺃﺴﺎﺱ ﺍﻟﻭﻗﺕ ﺒﻐﺽ ﺍﻟﻨﻅﺭ ﻋﻥ ﻤﺴﺘﻭﻯ ﺍﻹﻨﺘﺎﺝ ﻭﻫﻨﺎﻙ ﺩﻓﻊ ﻴﺭﺠﻊ ﺇﻟﻰ ﻤﺴﺘﻭﻯ
ﺍﻹﻨﺘﺎﺝ .
100
Dr. Ra'ad Saleem A.
)The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D
-١٢ﺍﻟﺩﺭﺍﺴﺔ ﺍﻟﻤﻴﺩﺍﻨﻴﺔ ﻭﺍﻷﺴﺘﺒﻴﺎﻥ ﻭﻋﺭﺽ ﻭﺘﺤﻠﻴل ﺍﻟﻨﺘﺎﺌﺞ
ﺇﻋﺘﻤﺩ ﺍﻟﺠﺎﻨﺏ ﺍﻟﻌﻤﻠﻲ ﻤﻥ ﻫﺫﺍ ﺍﻟﻤﺸﺭﻭﻉ ﻋﻠﻰ ﺇﺠﺭﺍﺀ ﺇﺴﺘﺒﻴﺎﻥ ﻤﻴﺩﺍﻨﻲ ﻟﻌﻴﻨﺔ ﻤﻜﻭﻨﺔ ﻤﻥ )(١٠٠
ﺸﺨﺹ ﻭﻜﻤﺎ ﻤﻭﻀﺢ ﻓﻲ ﺠﺩﻭل ) (٢ﻤﻥ ﺇﺨﺘﺼﺎﺼﺎﺕ ﻤﺘﻨﻭﻋﺔ ﻭ ﺩﻭﺍﺌﺭ ﺤﻜﻭﻤﻴﺔ ﻤﺨﺘﻠﻔﺔ ﻤﻤﺎ ﺠﻌل ﻨﺘﺎﺌﺞ
ﺍﻷﺴﺘﺒﻴﺎﻥ ﻗﺭﻴﺒﺔ ﻟﻠﻭﺍﻗﻊ ،ﻭ ﺘﻡ ﺇﺠﺭﺍﺀ ﻤﻘﺎﺒﻼﺕ ﺸﺨﺼﻴﺔ ﻤﻊ ﻤﺩﺭﺍﺀ ﻭﻤﺸﺭﻓﻴﻥ ﻟﻤﺸﺎﺭﻴﻊ ﺇﻨﺸﺎﺌﻴﺔ ﻜﻤﺎ ﻓﻲ
ﺍﻟﻤﻠﺤﻕ ).. (١ﻜﺫﻟﻙ ﻗﺎﻡ ﺍﻟﺒﺎﺤﺙ ﺒﺩﺭﺍﺴﺔ ﺍﻟﻤﺸﺎﺭﻴﻊ ﺍﻟﻤﺒﻴﻨﺔ ﻓﻲ ﺍﻟﺠﺩﻭل ) (١ﻭﺘﺤﺩﻴﺩ ﻤﺩﺓ ﻭﻜﻠﻔﺔ ﺍﻟﻤﺸﺭﻭﻉ
ﺍﻟﺘﺨﻤﻴﻨﻴﺔ ﺍﻟﻤﺘﻌﺎﻗﺩ ﻋﻠﻴﻬﺎ ﻭﻨﻭﻉ ﺍﻟﺘﻌﺎﻗﺩ ﻭﺍﺴﻠﻭﺏ ﺍﻟﺘﻨﻔﻴﺫ ﻭﺍﻤﻜﺎﻨﻴﺔ ﺤﺩﻭﺙ ﺘﺠﺎﻭﺯ ﺒﺎﻟﻜﻠﻔﺔ ﻭﺍﻟﺯﻤﻥ .
ﻟﻭﺤﻅ ﺍﻥ ﺍﻻﺴﻠﻭﺏ ﺍﻟﺘﻌﺎﻗﺩﻱ ﺍﻟﺴﺎﺌﺩ ﻟﻌﺩﺩ ﻜﺒﻴﺭ ﻤﻥ ﺍﻟﻤﺸﺎﺭﻴﻊ ﺍﻻﻨﺸﺎﺌﻴﺔ ﻓﻲ ﺍﻟﻌﺭﺍﻕ ﻫﻭ ﻤﻘﺎﻭﻻﺕ ﺍﻟﻭﺤﺩﺍﺕ
ﺍﻟﻤﺴﻌﺭﺓ ﻭﺍﻥ ﺍﺴﻠﻭﺏ ﺍﻟﺘﻨﻔﻴﺫ ﺍﻟﺸﺎﺌﻊ ﻫﻭ ﺍﻟﻤﻘﺎﻭل ﺍﻟﻌﺎﻡ ﻭﻴﻘﻭﻡ ﺍﻟﻤﻘﺎﻭل ﺒﺘﻭﻓﻴﺭ ﺍﻟﻤﻜﺎﺌﻥ ﻭﺍﻟﻤﻌﺩﺍﺕ ﻭﺍﻟﻌﻤﺎل
ﻭﺍﻟﻤﻭﺍﺩ ﺒﺎﺴﻠﻭﺏ ﺍﻟﺘﻨﻔﻴﺫ ﺍﻟﻤﺒﺎﺸﺭ ﻭﻟﻡ ﺘﺴﺠل ﺤﺎﻻﺕ ﺘﺠﺎﻭﺯ ﺒﺎﻟﻜﻠﻔﺔ ،ﺒﺎﺴﺘﺜﻨﺎﺀ ﺍﻟﺯﻤﻥ ﻓﺎﻟﺘﺠﺎﻭﺯ ﻜﺎﻥ ﻤﺴﻴﻁﺭ
ﻋﻠﻴﻪ ﺒﺴﺒﺏ ﺍﻟﻤﺩﺩ ﺍﻻﻀﺎﻓﻴﺔ ﺍﻟﺘﻲ ﺤﺼل ﻋﻠﻴﻌﻬﺎ ﺍﻟﻤﻘﺎﻭل.
ﺠﺩﻭل ) (١ﺩﺭﺍﺴﺔ ﻟﺒﻌﺽ ﺍﻟﻤﺸﺎﺭﻴﻊ ﻭﻜﻠﻔﺘﻬﺎ ﻭﻨﻭﻉ ﺍﻟﺘﻌﺎﻗﺩ ﻭﺍﺴﻠﻭﺏ ﺍﻟﺘﻨﻔﻴﺫ
ﺕ
ﺍﺴﻡ ﺍﻟﺸﺭﻜﺔ ﺍﻟﻤﻘﺎﻭﻟﺔ
ﻋﻨﻭﺍﻥ ﺍﻟﻌﻤل
ﺍﻟﻜﻠﻔﺔ ﺍﻟﺘﻌﺎﻗﺩﻴﺔ
ﻨﻭﻉ ﺍﻟﺘﻌﺎﻗﺩ
ﺩﻴﻨﺎﺭ
١
ـﺎﺭ
ـﺭﻜﺔ ﺍﻟﻤﻌﻤــ
ﺸــ
ﺒﻨﺎﻴﺔ ﻫﻨﺩﺴﺔ ﺍﻟﻤﻭﺍﺩ
٤٠٠٠,٠٠٠,٠٠٠
ﻤﻘﺎﻭﻟﺔ ﺍﻟﻭﺤـﺩﺍﺕ
ﻟﻠﻤﻘﺎﻭﻻﺕ
ﺍﻟﻤﺴﻌﺭﺓ
ﺍﺴﻠﻭﺏ
ﻤـــﺩﺓ
ﺘﺠــﺎﻭﺯ
ﺍﻟﺘﻨﻔﻴﺫ
ﺍﻟﻤﺸﺭﻭﻉ
ﺒﺎﻟﻜﻠﻔــﺔ
ﺍﻟﻤﻘﺎﻭل
٥٠٠
ﺍﻟﻌــﺎﻡ
ﻴﻭﻡ
ﻭﺍﻟﺯﻤﻥ
ﻻﻴﻭﺠﺩ
ـﺫ
ﻭﺘﻨﻔﻴـ
ﻤﺒﺎﺸﺭ
٢
ـﺎﺭ
ـﺭﻜﺔ ﺍﻟﻤﻌﻤــ
ﺸــ
ﻗﺎﻋﺎﺕ ﺩﺭﺍﺴﻴﺔ
٤٠٠٠,٠٠٠,٠٠٠
ﻜﺫﺍ
ﻜﺫﺍ
٤٥٠
ﻻﻴﻭﺠﺩ
٣
ﺸﺭﻜﺔ ﺍﻟﻘﻤﺔ ﺍﻟﻔﻀﻴﺔ
ـﻭﻡ
ـﺭﻭﻉ ﺍﻟﻌﻠــ
ﻓــ
٣٠٠٠,٠٠٠,٠٠٠
ﻜﺫﺍ
ﻜﺫﺍ
٤٥٥
ﻻﻴﻭﺠﺩ
٤
ﻤﻴﻤﻥ ﺍﻟﺨﻴﺭ
ﺴﻴﻁﺭﺍﺕ
٣٦,٠٠٠,٠٠٠,٠٠٠
ﻜﺫﺍ
ﻜﺫﺍ
٦٠٠
ﻻﻴﻭﺠﺩ
٥
ﻨﻭﺭ ﺍﻟﺒﺎﺩﻴﺔ
ﺒﻨﺎﻴﺔ ﺍﻻﻤﺎﻥ
١,٣٠٠,٠٠٠,٠٠٠
ﻜﺫﺍ
ﻜﺫﺍ
٣٦٤
ﻻﻴﻭﺠﺩ
ﻟﻠﻤﻘﺎﻭﻻﺕ
ﺍﻟﺘﻁﺒﻴﻘﻴﺔ
101
ﻤﻌﺎﻟﺠﺔ ﺘﺄﺜﻴﺭ ﺃﺴﻠﻭﺏ ﺍﻟﺘﻨﻔﻴﺫ ﻭﻨﻭﻉ ﺍﻟﺘﻌﺎﻗﺩ ﻋﻠﻰ ﻜﻠﻔﺔ اﻟﻤﺸﺎرﻳﻊ اﻻﻧﺸﺎﺋﻴﺔ
د .ﺭﺍﺌﺩ ﺴﻠﻴﻡ ﻋﺒﺩ ﻋﻠﻲ
ﺠﺩﻭل )(٢ﺍﻟﺒﻴﺎﻨﺎﺕ ﺍﻟﺸﺨﺼﻴﺔ ﻷﻓﺭﺍﺩ ﺍﻟﻌﻴﻨﺔ ﺍﻟﻤﺸﻤﻭﻟﺔ
ﺍﻻﺴﺘﺒﻴﺎﻥ
102
Dr. Ra'ad Saleem A.
The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D)
( ﺘﺎﺒﻊ٢) ﺠﺩﻭل
103
ﻤﻌﺎﻟﺠﺔ ﺘﺄﺜﻴﺭ ﺃﺴﻠﻭﺏ ﺍﻟﺘﻨﻔﻴﺫ ﻭﻨﻭﻉ ﺍﻟﺘﻌﺎﻗﺩ ﻋﻠﻰ ﻜﻠﻔﺔ اﻟﻤﺸﺎرﻳﻊ اﻻﻧﺸﺎﺋﻴﺔ
د .ﺭﺍﺌﺩ ﺴﻠﻴﻡ ﻋﺒﺩ ﻋﻠﻲ
ﺠﺩﻭل ) (٢ﺘﺎﺒﻊ
104
)The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D
Dr. Ra'ad Saleem A.
ﺠﺩﻭل ) (٢ﺘﺎﺒﻊ
-١٣ﺼﻔﺎﺕ ﻋﻴﻨﺎﺕ ﺍﻷﺴﺘﺒﻴﺎﻥ :
ﺘﻡ ﺘﻨﻭﻴﻊ ﺍﻟﻌﻴﻨﺎﺕ ﺍﻟﻤﺸﺎﺭﻜﺔ ﻓﻲ ﺍﻷﺴﺘﺒﻴﺎﻥ ﺒﺤﻴﺙ ﺘﻐﻁﻲ ﻤﺴﺎﺤﺔ ﻭﺍﺴﻌﺔ ﻤﻥ ﺍﻷﻁﺭﺍﻑ ﺫﺍﺕ ﺍﻟﻌﻼﻗﺔ
ﺒﻘﻁﺎﻉ ﺍﻟﻤﻘﺎﻭﻻﺕ ﺍﻹﻨﺸﺎﺌﻴﺔ ،ﺤﻴﺙ ﺘﺄﺘﻲ ﺸﺭﻜﺎﺕ ﺍﻟﻤﻘﺎﻭﻻﺕ ﺍﻟﺨﺎﺼﺔ ﻓﻲ ﺍﻟﻤﻘﺩﻤﺔ ﺒﻨﺴﺒﺔ ) (%٢٦ﻤﻥ ﺍﻟﻌﻴﻨﺔ ،
ﻭﻜﺫﻟﻙ ﺭﻜﺯ ﺍﻟﺒﺎﺤﺙ ﻋﻠﻰ ﻤﺤﺎﻓﻅﺔ ﻤﻴﺴﺎﻥ ﻭﺍﻟﺘﻲ ﺸﻬﺩﺕ ﻤﺅﺨﺭﹰﺍ ﺤﺭﻜﺔ ﻋﻤﺭﺍﻨﻴﺔ ﻭﺍﺴﻌﺔ ﺃﺩﺕ ﺍﻟﻰ ﻨﻬﻭﺽ
105
ﻤﻌﺎﻟﺠﺔ ﺘﺄﺜﻴﺭ ﺃﺴﻠﻭﺏ ﺍﻟﺘﻨﻔﻴﺫ ﻭﻨﻭﻉ ﺍﻟﺘﻌﺎﻗﺩ ﻋﻠﻰ ﻜﻠﻔﺔ اﻟﻤﺸﺎرﻳﻊ اﻻﻧﺸﺎﺋﻴﺔ
د .ﺭﺍﺌﺩ ﺴﻠﻴﻡ ﻋﺒﺩ ﻋﻠﻲ
ﻗﻁﺎﻉ ﺍﻟﻤﻘﺎﻭﻻﺕ ﺍﻹﻨﺸﺎﺌﻴﺔ ﻭﺩﺨﻭل ﺨﺒﺭﺍﺕ ﺠﺩﻴﺩﺓ ﻭﺭﺅﻭﺱ ﺃﻤﻭﺍل ﻜﺒﻴﺭﺓ ﺭﺍﻏﺒﺔ ﻓﻲ ﺍﻷﺴﺘﺜﻤﺎﺭ ﻓﻲ ﻫﺫﺍ
ﺍﻟﻘﻁﺎﻉ ﺍﻟﺤﻴﻭﻱ.
ﻜﺎﻥ ﻟﻤﺩﻴﺭﻴﺔ ﺒﻠﺩﻴﺎﺕ ﻤﻴﺴﺎﻥ ﻨﺼﻴﺏ ﻓﻲ ﻫﺫﺍ ﺍﻷﺴﺘﺒﻴﺎﻥ ﻟﻨﻬﻭﻀﻬﺎ ﺒﺄﻋﺒﺎﺀ ﺍﻟﻤﺸﺎﺭﻴﻊ ﺍﻟﺒﻠﺩﻴﺔ ﻭﻟﻜﻭﻨﻪ ﻤﻜﺎﻥ
ﻟﻠﺩﺭﺍﺴﺔ ﺍﻟﺘﻲ ﺍﺠﺭﺍﻫﺎ ﺍﻟﺒﺎﺤﺙ
.ﻜﺫﻟﻙ ﺸﻤل ﺍﻷﺴﺘﺒﻴﺎﻥ ﻋﺩﺩﹰﺍ ﻤﻥ ﺍﻟﺸﺭﻜﺎﺕ ﺍﻟﺘﺎﺒﻌﺔ ﻟﻭﺯﺍﺭﺓ ﺍﻷﻋﻤﺎﺭ
ﻭﺍﻹﺴﻜﺎﻥ.
-١٤ﺇﺴﺘﻤﺎﺭﺓ ﺍﻷﺴﺘﺒﻴﺎﻥ
ﻟﻐﺭﺽ ﺠﻌل ﺃﺴﺌﻠﺔ ﺍﻷﺴﺘﺒﻴﺎﻥ ﻭﺃﻜﺜﺭ ﺸﻤﻭﻟﻴﺔ ،ﺒﺤﻴﺙ ﺘﻐﻁﻲ ﺠﻭﺍﻨﺏ ﺍﻟﺒﺤﺙ ﻗﺩﺭ ﺍﻹﻤﻜﺎﻥ ﻓﻘﺩ ﺘﻡ ﺼﻴﺎﻏﺔ
ﻼ ﺒﺫﺍﺘﻪ ، ،ﻭﻴﺒﻴﻥ ﺍﻟﻤﻠﺤﻕ ﺭﻗﻡ ) (٢ﻨﻤﻭﺫﺝ ﻷﺴﺘﻤﺎﺭﺓ ﺍﻷﺴﺘﺒﻴﺎﻥ .ﻭﻗﺩ
) (١٢ﺴﺅﺍل ﻜل ﺴﺅﺍل ﻜﺎﻥ ﻤﺤﻭﺭﹰﺍ ﻤﺴﺘﻘ ﹰ
ﺒﻨﻴﺕ ﻫﺫﻩ ﺍﻷﺴﺌﻠﺔ ﻤﻥ ﺨﻼل ﺇﺠﺭﺍﺀ ﺇﺴﺘﻁﻼﻉ ﻤﻴﺩﺍﻨﻲ ﻭﺍﺴﻊ ﻭﻤﻘﺎﺒﻼﺕ ﺸﺨﺼﻴﺔ ﻤﻊ ﺍﻟﻌﺩﻴﺩ ﻤﻥ ﺍﻟﺨﺒﺭﺍﺀ
ﻭﺍﻟﻤﺘﺨﺼﺼﻴﻥ.
-١٥ﺠﺩﻭﻟﺔ ﻭﻤﺎﻗﺸﺔ ﻨﺘﺎﺌﺞ ﺍﻷﺴﺘﺒﻴﺎﻥ :
ﻓﻲ ﻀﻭﺀ ﺍﻷﺠﺎﺒﺎﺕ ﺍﻟﺘﻲ ﺘﻡ ﺍﻟﺤﺼﻭل ﺍﻟﺤﺼﻭل ﻋﻠﻴﻬﺎ ﺒﺠﺩﻭﻟﺔ ﻨﺘﺎﺌﺞ ﺍﻷﺴﺘﺒﻴﺎﻥ ﻋﻠﻰ ﺸﻜل ﺠﺩﺍﻭل
ﻤﻨﻔﺼﻠﺔ ،ﻟﻜل ﺴﺅﺍل ﺠﺩﻭل ﺨﺎﺹ ﺒﻪ ﻭﺯﻴﺎﺩ ﹰﺓ ﻓﻲ ﺍﻟﺘﻭﻀﻴﺢ ﺘﻡ ﺇﻀﺎﻓﺔ ﺸﻜل ﺒﻴﺎﻨﻲ ﻟﻸﺠﺎﺒﺎﺕ ﺍﻟﺨﺎﺼﺔ ﺒﻜل
ﺴﺅﺍل.
ﻤﻥ ﺨﻼل ﺘﺤﻠﻴل ﻨﺘﺎﺌﺞ ﺍﻷﺴﺘﺒﻴﺎﻥ ﻤﺎﻴﻠﻲ :
ﺍﺘﻔﻕ) (%٥٥ﻤﻥ ﺃﻓﺭﺍﺩ ﺍﻟﻌﻴﻨﺔ ﻋﻠﻰ ﺍﻥ ﺃﻓﻀل ﺃﺴﻠﻭﺏ ﻟﺘﻨﻔﻴﺫ ﺍﻟﻤﺸﺎﺭﻴﻊ ﻫﻭ ﺍﻟﺘﻨﻔﻴﺫ ﺍﻟﻤﺒﺎﺸﺭ.ﻭﺍﺘﻔﻕ ) (%٣٧ﻤﻥ
ﺇﻓﺭﺍﺩ ﺍﻟﻌﻴﻨﺔ ﻋﻠﻰ ﺍﻥ ﺍﻓﻀل ﺃﺴﻠﻭﺏ ﻟﻠﺘﻨﻔﻴﺫ ﻫﻭﺍﻟﻤﻘﺎﻭل ﺍﻟﻌﺎﻡ.ﻤﻤﺎ ﻴﻌﻨﻲ ﺘﻔﻀﻴل ﺃﺴﻠﻭﺏ ﺍﻟﺘﻨﻔﻴﺫ ﺍﻟﻤﺒﺎﺸﺭ ﻟﺘﻨﻔﻴﺫ
ﺍﻟﻤﺸﺎﺭﻴﻊ ﺍﻷﻨﺸﺎﺌﻴﺔ ﻋﻠﻰ ﺇﻓﺘﺭﺍﺽ ﺜﺒﻭﺕ ﺒﻘﻴﺔ ﺍﻟﻌﻭﺍﻤل ﻜﺎﻟﺠﻭﺩﺓ ﻭﺍﻟﺯﻤﻥ ﻭﻏﻴﺭﻫﺎ .ﺠﺩﻭل ) (٣ﻴﺒﻴﻥ ﺍﻻﺴﻠﻭﺏ
ﺍﻻﻓﻀل ﻟﺘﻨﻔﻴﺫ ﺍﻟﻤﺸﺎﺭﻴﻊ ﺍﻻﻥ .ﻓﻲ ﻤﺎ ﻴﺨﺹ ﺩﺭﺠﺔ ﻤﺴﺎﻫﻤﺔ ﺃﺴﻠﻭﺏ ﺍﻟﺘﻨﻔﻴﺫ ﻓﻲ ﺘﻘﻠﻴل ﺍﻟﻜﻠﻔﺔ ﺍﺘﻔﻕ ) (%٦٦ﻤﻥ
ﺍﻓﺭﺍﺩ ﺍﻟﻌﻴﻨﺔ ﻋﻠﻰ ﺍﻥ ﺃﺴﻠﻭﺏ ﺍﻟﺘﻨﻔﻴﺫ ﺍﻟﻤﺒﺎﺸﺭ ﻴﺴﺎﻫﻡ ﻓﻲ ﺘﻘﻠﻴل ﺍﻟﻜﻠﻔﺔ ﺤﻴﺙ ﺍﻜﺩ ) (%٥٥ﻤﻥ ﺍﻓﺭﺍﺩ ﺍﻟﻌﻴﻨﺔ ﺍﻨﻪ
ﻴﺴﺎﻫﻡ ﻜﺜﻴﺭﺍ ﻭ ) (%٩ﻴﺴﺎﻫﻡ ﻭ) (%٢ﻗﻠﻴل ﺍﻟﻤﺴﺎﻫﻤﺔ ..ﻭﺍﺘﻔﻕ ) (%٢٢ﻋﻠﻰ ﺍﻥ ﺍﻟﺘﻨﻔﻴﺫ ﺒﻭﺍﺴﻁﺔ ﺍﻟﻤﻘﺎﻭل ﺍﻟﻌﺎﻡ
ﻴﺴﺎﻫﻡ ﻓﻲ ﺘﻘﻠﻴل ﺍﻟﻜﻠﻔﺔ ﻭﺒﺩﺭﺠﺔ ) (%١٦ﻴﺴﺎﻫﻡ ﻜﺜﻴﺭﺍ .ﻭﻫﺫﺍ ﻴﻭﻀﺢ ﺃﺭﺠﺤﻴﺔ ﺃﺴﻠﻭﺏ ﺍﻟﺘﻨﻔﻴﺫ ﺍﻟﻤﺒﺎﺸﺭ .ﺠﺩﻭل )(٤
ﻴﺒﻴﻥ ﺩﺭﺠﺔ ﻤﺴﺎﻫﻤﺔ ﺃﺴﻠﻭﺏ ﺍﻟﺘﻨﻔﻴﺫ ﻓﻲ ﺘﻘﻠﻴل ﺍﻟﻜﻠﻔﺔ .ﻓﻲ ﻤﺎ ﻴﺨﺹ ﺍﻷﺴﻠﻭﺏ ﺍﻷﻜﺜﺭ ﻓﻌﺎﻟﻴﺔ ﻟﻠﻅﺭﻭﻑ ﺍﻟﺴﺎﺌﺩﺓ ﺤﺎﻟﻴﺎ
ﻓﻲ ﺍﻟﻌﺭﺍﻕ .ﺍﺘﻔﻕ) (%٣٠ﻤﻥ ﺃﻓﺭﺍﺩ ﺍﻟﻌﻴﻨﺔ ﻋﻠﻰ ﺃﺴﻠﻭﺏ ﺍﻟﺘﻨﻔﻴﺫ ﺍﻟﻤﺒﺎﺸﺭ .ﻭﺍﺘﻔﻕ ) (%٦٥ﻤﻥ ﺃﻓﺭﺍﺩ ﺍﻟﻌﻴﻨﺔ ﻋﻠﻰ
ﺃﺴﻠﻭﺏ ﺍﻟﺘﻨﻔﻴﺫ ﺒﻭﺍﺴﻁﺔ ﺍﻟﻤﻘﺎﻭل ﺍﻟﻌﺎﻡ ﻓﻴﻤﺎ ﺍﻤﺘﻨﻊ ﻋﻥ ﺍﻹﺠﺎﺒﺔ ﺸﺨﺹ ﻭﺍﺤﺩ ﻓﻘﻁ .ﻭﻫﺫﺍ ﻴﻌﻨﻲ ﺘﻔﻀﻴل ﺍﻟﺘﻨﻔﻴﺫ
ﺍﻟﻤﺒﺎﺸﺭ ﻜﺄﺴﻠﻭﺏ ﻤﻼﺌﻡ ﻟﻠﻅﺭﻑ ﺍﻟﺤﺎﻟﻲ ﻟﻠﺒﻠﺩ.ﺠﺩﻭل ) (٥ﻴﺒﻴﻥ ﺍﺴﻠﻭﺏ ﺍﻟﺘﻨﻔﻴﺫ ﺍﻷﻜﺜﺭ ﻓﻌﺎﻟﻴﺔ ﻟﻠﻤﺭﺤﻠﺔ ﺍﻟﺤﺎﻟﻴﺔ .
ﺒﺎﻟﻨﺴﺒﺔ ﻷﺴﻠﻭﺏ ﺍﻟﺘﻨﻔﻴﺫ ﺍﻷﻜﺜﺭ ﻫﺩﺭﺍ ﻟﻠﻤﻭﺍﺩ ﺍﻹﻨﺸﺎﺌﻴﺔ ﺍﻟﻤﺴﺘﺨﺩﻤﺔ ﻓﻲ ﺘﻨﻔﻴﺫ ﺍﻟﻤﺸﺭﻭﻉ ﺍﺘﻔﻕ ) (%٧٣ﻤﻥ ﺃﻓﺭﺍﺩ
ﺍﻟﻌﻴﻨﺔ ﻋﻠﻰ ﺍﻨﻪ ﻴﻭﺠﺩ ﻫﺩﺭ ﻟﻠﻤﻭﺍﺩ ﻓﻲ ﺃﺴﻠﻭﺏ ﺍﻟﺘﻨﻔﻴﺫ ﺍﻟﻤﺒﺎﺸﺭ ﻓﻴﻤﺎ ﺍﺘﻔﻕ ) (%١٤ﻤﻥ ﺃﻓﺭﺍﺩ ﺍﻟﻌﻴﻨﺔ ﻋﻠﻰ ﺃﻥ ﺃﺴﻠﻭﺏ
ﺍﻟﺘﻨﻔﻴﺫ ﺃﻤﺎﻨﺔ ﻫﻭ ﺍﻷﻜﺜﺭ ﻫﺩﺭﺍ ﻓﻴﻤﺎ ﺍﺘﻔﻕ ) (%٩ﻤﻥ ﺃﻓﺭﺍﺩ ﺍﻟﻌﻴﻨﺔ ﻋﻠﻰ ﺃﺴﻠﻭﺏ ﺍﻟﺘﻨﻔﻴﺫ ﺒﻭﺍﺴﻁﺔ ﺍﻟﻤﻘﺎﻭل ﺍﻟﻌﺎﻡ.ﻤﻤﺎ
106
)The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D
Dr. Ra'ad Saleem A.
ﻴﻅﻬﺭ ﻭﺠﻭﺩ ﻋﻴﺏ ﺭﺌﻴﺴﻲ ﻫﻭ ﺍﻟﻬﺩﺭ ﺒﺎﻟﻤﻭﺍﺩ ﺍﻹﻨﺸﺎﺌﻴﺔ ﻓﻲ ﺃﺴﻠﻭﺏ ﺍﻟﺘﻨﻔﻴﺫ ﺍﻟﻤﺒﺎﺸﺭﻭﻜﻤﺎ ﻓﻲ ﺠﺩﻭل ).(٦ﻭﺃﺒﺩﻯ
ﺍﻟﻤﺸﺘﺭﻜﻭﻥ ﻓﻲ ﺍﻻﺴﺘﺒﻴﺎﻥ ﺁﺭﺍﺌﻬﻡ ﺒﺨﺼﻭﺹ ﺍﻷﺴﻠﻭﺏ ﺍﻟﺫﻱ ﺘﺯﺩﺍﺩ ﻓﻴﻪ ﺍﻟﻜﻠﻔﺔ ﻋﻨﺩ ﺇﻋﺩﺍﺩ ﺍﻟﻜﺸﻭﻓﺎﺕ ﺍﻟﺘﺨﻤﻴﻨﻴﺔ
ﻭﺍﺘﻔﻕ ) (%٥٨ﻤﻥ ﺍﻷﻓﺭﺍﺩ ﺍﻟﻤﺸﺎﺭﻜﻴﻥ ﻓﻲ ﺍﻻﺴﺘﺒﻴﺎﻥ ﻋﻠﻰ ﺃﺴﻠﻭﺏ ﺍﻟﺘﻨﻔﻴﺫ ﺒﻭﺍﺴﻁﺔ ﺍﻟﻤﻘﺎﻭل ﺍﻟﻌﺎﻡ ﻭﻴﺘﻀﺢ ﻤﻥ ﺫﻟﻙ
ﺃﻥ ﺍﻟﻜﻠﻔﺔ ﺍﻟﺘﺨﻤﻴﻨﻴﺔ ﺍﻟﻤﻌﺩﺓ ﻟﻠﻤﺸﺭﻭﻉ ﺴﻭﻑ ﺘﺯﺩﺍﺩ ﻋﻨﺩﻤﺎ ﻴﺘﻁﻠﺏ ﺍﻟﻤﺸﺭﻭﻉ ﺇﺤﺎﻟﺘﻪ ﺇﻟﻰ ﺍﻟﻤﻘﺎﻭل ﺍﻟﻌﺎﻡ ﻤﻥ ﻗﺒل
ﺼﺎﺤﺏ ﺍﻟﻌﻤل ﻭﻜﻤﺎ ﻓﻲ ﺠﺩﻭل ) .(٧ﻓﻴﻤﺎ ﻴﺨﺹ ﺍﻷﺴﻠﻭﺏ ﺍﻟﺫﻱ ﻴﻜﻭﻥ ﻓﻴﻪ ﻟﻨﻅﺎﻡ ﺍﻟﺭﻗﺎﺒﺔ ﺍﻟﺼﺎﺭﻡ ﻋﻠﻰ ﺍﻟﺘﺩﻓﻘﺎﺕ
ﺍﻟﻤﺎﻟﻴﺔ ﺍﺜﺭ ﻭﺍﻀﺢ ﻋﻠﻰ ﺍﻟﻜﻠﻔﺔ ﺍﺘﻔﻕ ) (%٥٩ﻋﻠﻰ ﺃﺴﻠﻭﺏ ﺍﻟﺘﻨﻔﻴﺫ ﺍﻟﻤﺒﺎﺸﺭ ﻭﺍﺘﻔﻕ ) (%١١ﻋﻠﻰ ﺃﺴﻠﻭﺏ ﺍﻟﺘﻨﻔﻴﺫ
ﺃﻤﺎﻨﺔ ﻭﺍﺘﻔﻕ) (%٢٥ﻋﻠﻰ ﺃﻥ ﻨﻅﺎﻡ ﺍﻟﺭﻗﺎﺒﺔ ﺍﻟﺼﺎﺭﻡ ﻤﺅﺜﺭ ﺠﺩﺍ ﻋﻠﻰ ﻜﻠﻔﺔ ﺍﻟﻤﺸﺭﻭﻉ ﻋﻨﺩ ﺇﺤﺎﻟﺘﻪ ﻟﻤﻘﺎﻭل ﻋﺎﻡ ﻭﻜﻤﺎ
ﻓﻲ ﺠﺩﻭل) .(٨ﺍﺘﻔﻕ ) (%٣١ﻤﻥ ﺃﻓﺭﺍﺩ ﺍﻟﻌﻴﻨﺔ ﻋﻠﻰ ﺃﻥ ﻫﻨﺎﻙ ﺜﻐﺭﺍﺕ ﻓﻲ ﺍﻟﻘﻭﺍﻨﻴﻥ ﻭﺍﻟﺘﻌﻠﻴﻤﺎﺕ ﺍﻟﻨﺎﻓﺫﺓ ﺘﺅﺜﺭ ﻜﺜﻴﺭﺍ
ﻋﻠﻰ ﻜﻠﻔﺔ ﺍﻟﻤﺸﺭﻭﻉ ﻋﻨﺩ ﺘﻨﻔﻴﺫﻩ ﺘﻨﻔﻴﺫﺍ ﻤﺒﺎﺸﺭﺍ ﻭ ﺍﺘﻔﻕ ) (%٥٢ﺃﻥ ﺃﺴﻠﻭﺏ ﺍﻟﺘﻨﻔﻴﺫ ﺒﻭﺍﺴﻁﺔ ﺍﻟﻤﻘﺎﻭل ﺍﻟﻌﺎﻡ ﻫﻭ
ﺍﻷﻜﺜﺭ ﺘﺄﺜﺭﺍ ﺒﺘﻠﻙ ﺍﻟﺜﻐﺭﺍﺕ ﻓﺎﻟﻤﻘﺎﻭل ﺴﻭﻑ ﻴﺴﺘﻐل ﻜل ﺍﻟﺜﻐﺭﺍﺕ ﺍﻟﻘﺎﻨﻭﻨﻴﺔ ﺍﻟﺘﻲ ﺘﻜﻔل ﻟﻪ ﺯﻴﺎﺩﺓ ﺍﻟﻜﻤﻴﺎﺕ ﺃﻭ
ﺍﻟﺤﺼﻭل ﻋﻠﻰ ﺘﻌﻭﻴﻀﺎﺕ ﻗﺩﺭ ﺍﻹﻤﻜﺎﻥ ﻟﺘﺠﻨﺏ ﺍﻟﺨﺴﺎﺭﺓ ﻭ ﻜﻤﺎ ﻓﻲ ﺠﺩﻭل ) .(٩ﻓﻴﻤﺎ ﻴﺨﺹ ﺘﺄﺜﻴﺭ ﺃﺴﻠﻭﺏ ﺍﻟﺘﻨﻔﻴﺫ
ﻋﻠﻰ ﺃﺴﻌﺎﺭ ﺍﻟﻤﻭﺍﺩ ﺍﻹﻨﺸﺎﺌﻴﺔ ﺍﻟﺘﻲ ﻴﺘﻡ ﺸﺭﺍﺅﻫﺎ ﻤﻥ ﺍﻟﺴﻭﻕ ﺍﻟﻤﺤﻠﻴﺔ ﺤﺼﺭﺍ ﺍﺘﻔﻕ ) (%٤٤ﻋﻠﻰ ﺃﻥ ﺍﻷﺴﻌﺎﺭ ﺘﺘﺄﺜﺭ
ﺠﺩﺍ ﻋﻨﺩ ﺍﻟﺘﻨﻔﻴﺫ ﺍﻟﻤﺒﺎﺸﺭ ﻓﻴﻤﺎ ﺃﻜﺩ ) (%٨ﻓﻘﻁ ﻋﻠﻰ ﺃﻥ ﺍﻷﺴﻌﺎﺭ ﺘﺘﺄﺜﺭ ﺠﺩﺍ ﻋﻨﺩ ﺍﻟﺘﻨﻔﻴﺫ ﺃﻤﺎﻨﺔ ﻭﺍﺘﻔﻕ ) (%٢٧ﻋﻠﻰ
ﺃﻥ ﺃﺴﻠﻭﺏ ﺍﻟﺘﻨﻔﻴﺫ ﺒﻭﺍﺴﻁﺔ ﺍﻟﻤﻘﺎﻭل ﺍﻟﻌﺎﻡ ﻫﻭ ﺍﻷﻜﺜﺭ ﺘﺄﺜﻴﺭﺍ ﻋﻠﻰ ﺃﺴﻌﺎﺭ ﺍﻟﻤﻭﺍﺩ ﺍﻹﻨﺸﺎﺌﻴﺔ ﺍﻟﺘﻲ ﻴﺘﻡ ﺸﺭﺍﺅﻫﺎ ﻤﻥ
ﺍﻟﺴﻭﻕ ﺍﻟﻤﺤﻠﻴﺔ ،ﻭﻫﺫﺍ ﻴﻭﻀﺢ ﺃﻥ ﺃﺴﻠﻭﺏ ﺍﻟﺘﻨﻔﻴﺫ ﺍﻟﻤﺒﺎﺸﺭ ﻫﻭﺍ ﻷﻜﺜﺭ ﺘﺄﺜﺭﺍ ﺒﺯﻴﺎﺩﺓ ﺃﺴﻌﺎﺭ ﺍﻟﻤﻭﺍﺩ ﺍﻹﻨﺸﺎﺌﻴﺔ ﺍﻟﺘﻲ ﻴﺘﻡ
ﺸﺭﺍﺅﻫﺎ ﻤﻥ ﺍﻟﺴﻭﻕ ﺍﻟﻤﺤﻠﻴﺔ ﻜﻭﻥ ﺍﻟﻠﺠﺎﻥ ﺍﻟﻤﺸﺭﻓﺔ ﺒﺤﺎﺠﺔ ﻤﺴﺘﻤﺭﺓ ﺇﻟﻰ ﻤﺴﺘﻨﺩﺍﺕ ﺍﻟﺸﺭﺍﺀ ﻤﻥ ﺍﻟﻤﺤﻼﺕ ﺍﻟﻤﻌﻨﻴﺔ
ﻭﻜﻤﺎ ﻓﻲ ﺠﺩﻭل ) .(١٠ﻓﻴﻤﺎ ﻴﺨﺹ ﺃﻨﻭﺍﻉ ﺍﻟﻌﻘﻭﺩ ﺍﻟﺘﻲ ﻴﺘﻡ ﺇﺒﺭﺍﻤﻬﺎ ﻤﻊ ﺍﻟﻤﻘﺎﻭل ﺍﻟﻌﺎﻡ ﻋﻨﺩ ﺇﺤﺎﻟﺔ ﺍﻟﻤﺸﺭﻭﻉ ﺇﻟﻴﻪ
ﺍﺘﻔﻕ ) (%٧٥ﻋﻠﻰ ﺃﻥ ﺃﻓﻀل ﺼﻴﻐﺔ ﻟﻠﺘﻌﺎﻗﺩ ﻫﻲ ﻤﻘﺎﻭﻟﺔ ﺠﺩﻭل ﺍﻟﻜﻤﻴﺎﺕ ﺍﻟﻤﺴﻌﺭ ﻭﺍﺘﻔﻕ ) (%٤ﻓﻘﻁ ﻋﻠﻰ ﻤﻘﺎﻭﻟﺔ
ﺠﺩﻭل ﺍﻷﺴﻌﺎﺭ ﺃﻭ) ﺘﻌﻭﻴﻡ ﺍﻟﺴﻌﺭ( ﻭﺍﺘﻔﻕ ) (%١٣ﻤﻥ ﺍﻟﻤﺸﺎﺭﻜﻴﻥ ﻋﻠﻰ ﺃﻥ ﻤﻘﺎﻭﻟﺔ ﺘﺴﻠﻴﻡ ﺍﻟﻤﻔﺘﺎﺡ ﻫﻲ ﺍﻷﻓﻀل
ﻭﺫﻜﺭ ) (%١٢ﻤﻥ ﺍﻟﻤﺸﺎﺭﻜﻴﻥ ﻋﻠﻰ ﺃﻥ ﻤﻘﺎﻭﻟﺔ )ﺍﻟﻜﻠﻔﺔ ﺯﺍﺌﺩﺍ (ﻫﻲ ﺍﻷﻓﻀل ...ﺃﻱ ﺃﻥ ﻤﻘﺎﻭﻟﺔ ﺠﺩﻭل ﺍﻟﻜﻤﻴﺎﺕ
ﺍﻟﻤﺴﻌﺭ ﻫﻲ ﺃﻓﻀل ﺃﺴﺎﻟﻴﺏ ﺍﻟﺘﻌﺎﻗﺩ ﻤﻊ ﺍﻟﻤﻘﺎﻭل ﺍﻟﻌﺎﻡ ﻭﻫﺫﺍ ﻫﻭ ﺍﻟﺴﺎﺌﺩ ﺤﺎﻟﻴﺎ ﻭﻜﻤﺎ ﻓﻲ ﺠﺩﻭل ) .(١١ﺒﺎﻟﻨﺴﺒﺔ ﻟﺘﺄﺜﻴﺭ
ﻨﻭﻉ ﺍﻟﻌﻘﺩ ﻋﻠﻰ ﺍﺭﺘﻔﺎﻉ ﻭﺍﻨﺨﻔﺎﺽ ﺍﻟﻜﻠﻔﺔ ﻤﻥ ﻭﺠﻬﺔ ﻨﻅﺭ ﺼﺎﺤﺏ ﺍﻟﻌﻤل ﺍﺘﻔﻕ ) (%٤٦ﻋﻠﻰ ﻤﻘﺎﻭﻟﺔ ﺠﺩﻭل
ﺍﻟﻜﻤﻴﺎﺕ ﻭﺍﻷﺴﻌﺎﺭ ﻭﺍﺘﻔﻕ ) (%٦ﻋﻠﻰ ﺃﻥ ﻤﻘﺎﻭﻟﺔ ﺠﺩﻭل ﺍﻷﺴﻌﺎﺭ ﺃﻭ)ﺘﻌﻭﻴﻡ ﺍﻟﺴﻌﺭ( ﺘﺯﻴﺩ ﻤﻥ ﻜﻠﻔﺔ ﺍﻟﻤﺸﺭﻭﻉ.
ﻭﺍﺘﻔﻕ ) (%١٦ﻋﻠﻰ ﺃﻥ ﻤﻘﺎﻭﻟﺔ ﺘﺴﻠﻴﻡ ﺍﻟﻤﻔﺘﺎﺡ ﺘﺯﻴﺩ ﻤﻥ ﻜﻠﻔﺔ ﺍﻟﻤﺸﺭﻭﻉ ﻓﻴﻤﺎ ﺍﺘﻔﻕ) (%١٨ﻋﻠﻰ ﺃﻥ ﻤﻘﺎﻭﻟﺔ) ﺍﻟﻜﻠﻔﺔ
ﺯﺍﺌﺩﺍ (ﺘﺯﻴﺩ ﻤﻥ ﻜﻠﻔﺔ ﺍﻟﻤﺸﺭﻭﻉ .ﻨﻔﻬﻡ ﻤﻥ ﺫﻟﻙ ﺃﻥ ﻤﻘﺎﻭﻟﺔ ﺠﺩﻭل ﺍﻟﻜﻤﻴﺎﺕ ﻭﺍﻷﺴﻌﺎﺭ ﻫﻲ ﺍﻷﻜﺜﺭ ﺘﺄﺜﻴﺭﺍ ﻋﻠﻰ ﻜﻠﻔﺔ
ﺍﻟﻤﺸﺭﻭﻉ ﺃﻜﺜﺭ ﻤﻥ ﺒﻘﻴﺔ ﺃﻨﻭﺍﻉ ﺍﻟﺘﻌﺎﻗﺩ .ﻜﻤﺎ ﻓﻲ ﺠﺩﻭل ) .(١٢ﻓﻴﻤﺎ ﻴﺨﺹ ﺘﺄﺜﻴﺭ ﺍﻟﻜﻠﻑ ﺍﻟﻤﺒﺎﺸﺭﺓ ﻭﻏﻴﺭ ﺍﻟﻤﺒﺎﺸﺭﺓ
ﻋﻠﻰ ﺃﺴﺎﻟﻴﺏ ﺍﻟﺘﻨﻔﻴﺫ ﺍﺘﻔﻕ )(%٢١ﻤﻥ ﺍﻟﻤﺸﺎﺭﻜﻴﻥ ﺃﻥ ﺍﻟﻜﻠﻑ ﺍﻟﻤﺒﺎﺸﺭﺓ ﻫﻲ ﺍﻟﻤﺅﺜﺭﺓ ﻓﻲ ﺃﺴﻠﻭﺏ ﺍﻟﺘﻨﻔﻴﺫ ﺍﻟﻤﺒﺎﺸﺭ
ﻭﺫﻜﺭ) (%١٠ﺁﻥ ﺍﻟﻜﻠﻑ ﻏﻴﺭ ﺍﻟﻤﺒﺎﺸﺭﺓ ﻫﻲ ﺍﻟﻤﺅﺜﺭﺓ ﻭﺫﻜﺭ) (%١٥ﺃﻥ ﻜﻼﻫﻤﺎ ﺘﺅﺜﺭ ﻋﻨﺩ ﺍﻟﺘﻨﻔﻴﺫ ﺒﺸﻜل
ﻤﺒﺎﺸﺭ.ﻓﻴﻤﺎ ﺫﻜﺭ ) (%١ﻋﻠﻰ ﺃﻥ ﺍﻟﻜﻠﻑ ﺍﻟﻤﺒﺎﺸﺭﺓ ﺘﺅﺜﺭ ﻋﻨﺩ ﺍﻟﺘﻨﻔﻴﺫ ﺃﻤﺎﻨﺔ ﻭ) (%٤ﻴﺭﻭﻥ ﺃﻥ ﺍﻟﻜﻠﻑ ﻏﻴﺭ ﺍﻟﻤﺒﺎﺸﺭﺓ
ﻓﻘﻁ ﻫﻲ ﺍﻟﻤﺅﺜﺭﺓ ﻭﺍﺘﻔﻕ ) (%١٣ﻋﻠﻰ ﺃﻥ ﺍﻟﻜﻠﻑ ﺍﻟﻤﺒﺎﺸﺭﺓ ﺘﺅﺜﺭ ﻋﻨﺩ ﺍﻟﺘﻨﻔﻴﺫ ﺒﻭﺍﺴﻁﺔ ﺍﻟﻤﻘﺎﻭل ﺍﻟﻌﺎﻡ ﻭﺫﻜﺭ)(%٥
ﺃﻥ ﺍﻟﻜﻠﻑ ﺍﻟﻐﻴﺭ ﻤﺒﺎﺸﺭﺓ ﻫﻲ ﺍﻟﻤﺅﺜﺭﺓ ﻜﻤﺎ ﺍﺘﻔﻕ ) (%٢١ﻤﻥ ﺍﻟﻤﺸﺎﺭﻜﻴﻥ ﻓﻲ ﺍﻻﺴﺘﺒﻴﺎﻥ ﻋﻠﻰ ﺃﻥ ﻤﻘﺎﻭﻟﺔ)ﺍﻟﻜﻠﻔﺔ
107
ﻤﻌﺎﻟﺠﺔ ﺘﺄﺜﻴﺭ ﺃﺴﻠﻭﺏ ﺍﻟﺘﻨﻔﻴﺫ ﻭﻨﻭﻉ ﺍﻟﺘﻌﺎﻗﺩ ﻋﻠﻰ ﻜﻠﻔﺔ اﻟﻤﺸﺎرﻳﻊ اﻻﻧﺸﺎﺋﻴﺔ
د .ﺭﺍﺌﺩ ﺴﻠﻴﻡ ﻋﺒﺩ ﻋﻠﻲ
ﺯﺍﺌﺩﺍ (ﺘﺯﻴﺩ ﻤﻥ ﻜﻠﻔﺔ ﺍﻟﻤﺸﺭﻭﻉ ﻜﺜﻴﺭﺍ .ﻴﺘﻀﺢ ﻤﻥ ﺫﻟﻙ ﺍﻥ ﺠﺩﻭل ﺍﻟﻜﻤﻴﺎﺕ ﺍﻟﻤﺴﻌﺭﻫﻭ ﺍﻷﻜﺜﺭ ﺘﺄﺜﻴﺭﺍ ﻋﻠﻰ ﺯﻴﺎﺩﺓ
ﻜﻠﻔﺔ ﺍﻟﻤﺸﺭﻭﻉ ﻋﻨﺩ ﺍﻟﺘﻌﺎﻗﺩ ﻤﻊ ﺍﻟﻤﻘﺎﻭل ﺍﻟﻌﺎﻡ ﻤﻥ ﻗﺒل ﺍﻟﺠﻬﺔ ﺍﻟﺤﻜﻭﻤﻴﺔ ﺼﺎﺤﺒﺔ ﺍﻟﻌﻤل ﻭﻜﻤﺎ ﻓﻲ ﺠﺩﻭل).(١٤
ﺠﺩﻭل ) (٣ﺍﻷﺴﻠﻭﺏ ﺍﻷﻓﻀل ﻟﺘﻨﻔﻴﺫ ﺍﻟﻤﺸﺎﺭﻴﻊ ﺍﻹﻨﺸﺎﺌﻴﺔ
ﺩﺭﺠﺔ ﺍﻟﺘﻘﻭﻴﻡ
ﺃﺴﻠﻭﺏ ﺍﻟﺘﻨﻔﻴﺫ
ﻤﻤﺘﺎﺯ
ﺠﻴﺩ ﺠﺩﺍ
ﺠﻴﺩ
ﻭﺴﻁ
ﺃﺴﻠﻭﺏ ﺍﻟﺘﻨﻔﻴﺫ ﺍﻟﻤﺒﺎﺸﺭ
%٣٠
%١٩
%٥
١%
ﺃﺴﻠﻭﺏ ﺍﻟﺘﻨﻔﻴﺫ ﺃﻤﺎﻨﺔ
%٣
%٣
%١
%١
ﺍﻟﺘﻨﻔﻴﺫ ﺒﻭﺍﺴﻁﺔ ﺍﻟﻤﻘﺎﻭل ﺍﻟﻌﺎﻡ
%١٠
%١٩
%٤
%٤
ﺍﻟﻤﻼﺤﻅﺎﺕ
ﺠﺩﻭل ) (٤ﺩﺭﺠﺔ ﻤﺴﺎﻫﻤﺔ ﺃﺴﻠﻭﺏ ﺍﻟﺘﻨﻔﻴﺫ ﻓﻲ ﺘﻘﻠﻴل ﺍﻟﻜﻠﻔﺔ
ﺩﺭﺠﺔ ﺍﻟﺘﻘﻭﻴﻡ
ﺃﺴﻠﻭﺏ ﺍﻟﺘﻨﻔﻴﺫ
ﻴﺴﺎﻫﻡ
ﻜﺜﻴﺭﺍ
ﻴﺴﺎﻫﻡ
ﺍﻟﻤﻼﺤﻅﺎﺕ
ﻗﻠﻴل
ﺍﻟﻤﺴﺎﻫﻤﺔ
ﺃﺴﻠﻭﺏ ﺍﻟﺘﻨﻔﻴﺫ ﺍﻟﻤﺒﺎﺸﺭ
%٥٥
%٩
%٢
ﺃﺴﻠﻭﺏ ﺍﻟﺘﻨﻔﻴﺫ ﺃﻤﺎﻨﺔ
%٤
%٨
-
ﺍﻟﺘﻨﻔﻴﺫ ﺒﻭﺍﺴﻁﺔ ﺍﻟﻤﻘﺎﻭل ﺍﻟﻌﺎﻡ
%١٦
%٦
-
ﺠﺩﻭل ) (٥أﺳﻠﻮب اﻟﺘﻨﻔﻴﺬ اﻷآﺜﺮ ﻓﻌﺎﻟﻴﺔ ﻟﻠﻤﺮﺣﻠﺔ اﻟﺤﺎﻟﻴﺔ
ﺃﺴﻠﻭﺏ ﺍﻟﺘﻨﻔﻴﺫ
ﺍﻟﻤﻼﺤﻅﺎﺕ
ﺩﺭﺠﺔ ﺍﻟﺘﻘﻭﻴﻡ
ﻓﻌﺎل ﺠﺩﺍ
ﻓﻌﺎل
ﻗﻠﻴل ﺍﻟﻔﺎﻋﻠﻴﺔ
ﺃﺴﻠﻭﺏ ﺍﻟﺘﻨﻔﻴﺫ ﺍﻟﻤﺒﺎﺸﺭ
%١٧
%١٣
-
ﺃﺴﻠﻭﺏ ﺍﻟﺘﻨﻔﻴﺫ ﺃﻤﺎﻨﺔ
%٢
%٢
-
ﺍﻟﺘﻨﻔﻴﺫ ﺒﻭﺍﺴﻁﺔ ﺍﻟﻤﻘﺎﻭل ﺍﻟﻌﺎﻡ
%٤٧
%١٧
%١
ﻻﻴﻭﺠﺩ ﺇﺠﺎﺒﺔ
)(%١
ﺠﺩﻭل ) (٦أﺳﻠﻮب اﻟﺘﻨﻔﻴﺬ اﻷآﺜﺮ هﺪرا ﻟﻠﻤﻮاد اﻹﻧﺸﺎﺋﻴﺔ
ﺍﻟﻤﻼﺤﻅﺎﺕ
ﺩﺭﺠﺔ ﺍﻟﺘﻘﻭﻴﻡ
ﺃﺴﻠﻭﺏ ﺍﻟﺘﻨﻔﻴﺫ
ﺍﻟﻬﺩﺭ
ﺍﻟﻬﺩﺭ ﻗﻠﻴل
ﻻﻴﻭﺠﺩﻫﺩﺭ
ﺃﺴﻠﻭﺏ ﺍﻟﺘﻨﻔﻴﺫ ﺍﻟﻤﺒﺎﺸﺭ
%٤٩
%٢٢
%٢
ﺃﺴﻠﻭﺏ ﺍﻟﺘﻨﻔﻴﺫ ﺃﻤﺎﻨﺔ
%١١
%٣
-
ﺍﻟﺘﻨﻔﻴﺫ ﺒﻭﺍﺴﻁﺔ ﺍﻟﻤﻘﺎﻭل ﺍﻟﻌﺎﻡ
%٦
%٢
%١
ﻜﺜﻴﺭ
108
ﻻﻴﻭﺠﺩ ﺇﺠﺎﺒﺔ
)(%٣
ﺇﺠﺎﺒﺎﺕ ﻤﻬﻤﻠﺔ
)(%١
)The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D
Dr. Ra'ad Saleem A.
ﺠﺩﻭل ) (٧اﻷﺳﻠﻮب اﻟﺬي ﺗﺰداد ﻓﻴﻪ اﻟﻜﻠﻔﺔ ﻋﻨﺪ إﻋﺪاد اﻟﻜﺸﻮﻓﺎت اﻟﺘﺨﻤﻴﻨﻴﺔ
ﺩﺭﺠﺔ ﺍﻟﺘﻘﻭﻴﻡ
ﺃﺴﻠﻭﺏ ﺍﻟﺘﻨﻔﻴﺫ
ﺘﺯﺩﺍﺩ
ﺍﻟﻤﻼﺤﻅﺎﺕ
ﺘﺯﺩﺍﺩ
ﻗﻠﻴﻠﺔ ﺍﻟﺘﺄﺜﻴﺭ
ﺃﺴﻠﻭﺏ ﺍﻟﺘﻨﻔﻴﺫ ﺍﻟﻤﺒﺎﺸﺭ
%٢٠
%١٠
%٢
ﺃﺴﻠﻭﺏ ﺍﻟﺘﻨﻔﻴﺫ ﺃﻤﺎﻨﺔ
%٤
-
%١
ﺍﻟﺘﻨﻔﻴﺫ ﺒﻭﺍﺴﻁﺔ ﺍﻟﻤﻘﺎﻭل ﺍﻟﻌﺎﻡ
%٣٩
%١٩
-
ﻜﺜﻴﺭﺍ
ﻻﻴﻭﺠﺩ ﺇﺠﺎﺒﺔ )(%٣
ﺇﺠﺎﺒﺎﺕ ﻤﻬﻤﻠﺔ )(%٢
ﺠﺩﻭل ) (٨ﺍﻷﺴﻠﻭﺏ ﺍﻟﺫﻱ ﻴﻜﻭﻥ ﻓﻴﻪ ﻟﻨﻅﺎﻡ ﺍﻟﺭﻗﺎﺒﺔ ﺍﻟﺼﺎﺭﻡ ﺃﺜﺭ ﻭﺍﻀﺢ ﻋﻠﻰ ﺍﻟﻜﻠﻔﺔ
ﺩﺭﺠﺔ ﺍﻟﺘﻘﻭﻴﻡ
ﺃﺴﻠﻭﺏ ﺍﻟﺘﻨﻔﻴﺫ
ﺍﻟﻤﻼﺤﻅﺎﺕ
ﻤﺅﺜﺭ ﺠﺩﺍ
ﻤﺅﺜﺭ
ﻗﻠﻴل ﺍﻟﺘﺄﺜﻴﺭ
ﺃﺴﻠﻭﺏ ﺍﻟﺘﻨﻔﻴﺫ ﺍﻟﻤﺒﺎﺸﺭ
%٤٩
%١٠
-
ﺃﺴﻠﻭﺏ ﺍﻟﺘﻨﻔﻴﺫ ﺃﻤﺎﻨﺔ
%٤
%٥
%٢
ﺍﻟﺘﻨﻔﻴﺫ ﺒﻭﺍﺴﻁﺔ ﺍﻟﻤﻘﺎﻭل ﺍﻟﻌﺎﻡ
%١٧
%٧
%١
ﺇﺠﺎﺒﺎﺕ ﻤﻬﻤﻠﺔ )(%٥
ﺠﺩﻭل ) (٩ﺗﺄﺛﻴﺮ وﺟﻮد اﻟﺜﻐﺮات ﻓﻲ اﻟﻘﻮاﻧﻴﻦ اﻟﻨﺎﻓﺬة ﻋﻠﻰ آﻠﻔﺔ اﻟﻤﺸﺮوع
ﺩﺭﺠﺔ ﺍﻟﺘﻘﻭﻴﻡ
ﺃﺴﻠﻭﺏ ﺍﻟﺘﻨﻔﻴﺫ
ﺘﺅﺜﺭ
ﺍﻟﻤﻼﺤﻅﺎﺕ
ﺘﺅﺜﺭ
ﻗﻠﻴﻠﺔ ﺍﻟﺘﺄﺜﻴﺭ
ﺃﺴﻠﻭﺏ ﺍﻟﺘﻨﻔﻴﺫ ﺍﻟﻤﺒﺎﺸﺭ
%٣١
%٧
-
ﺃﺴﻠﻭﺏ ﺍﻟﺘﻨﻔﻴﺫ ﺃﻤﺎﻨﺔ
%٣
%٣
-
ﺍﻟﺘﻨﻔﻴﺫ ﺒﻭﺍﺴﻁﺔ ﺍﻟﻤﻘﺎﻭل ﺍﻟﻌﺎﻡ
%٣٦
%١٥
%١
ﻜﺜﻴﺭﺍ
ﻻﻴﻭﺠﺩ ﺇﺠﺎﺒﺔ )(%١
ﺇﺠﺎﺒﺎﺕ ﻤﻬﻤﻠﺔ )(%٣
ﺠﺩﻭل ) (١٠ﺗﺄﺛﻴﺮ أﺳﺎﻟﻴﺐ اﻟﺘﻨﻔﻴﺬ ﻋﻠﻰ أﺳﻌﺎر اﻟﻤﻮاد اﻹﻧﺸﺎﺋﻴﺔ اﻟﺘﻲ ﻳﺘﻢ ﺷﺮاؤهﺎ ﻣﻦ اﻟﺴﻮق اﻟﻤﺤﻠﻴﺔ
ﺩﺭﺠﺔ ﺍﻟﺘﻘﻭﻴﻡ
ﺃﺴﻠﻭﺏ ﺍﻟﺘﻨﻔﻴﺫ
ﺍﻟﻤﻼﺤﻅﺎﺕ
ﻤﺅﺜﺭﺓ ﺠﺩﺍ
ﻤﺅﺜﺭﺓ
ﻗﻠﻴﻠﺔ ﺍﻟﺘﺄﺜﻴﺭ
ﺃﺴﻠﻭﺏ ﺍﻟﺘﻨﻔﻴﺫ ﺍﻟﻤﺒﺎﺸﺭ
%٤٤
%١٦
%١
ﺃﺴﻠﻭﺏ ﺍﻟﺘﻨﻔﻴﺫ ﺃﻤﺎﻨﺔ
%٨
-
ﺍﻟﺘﻨﻔﻴﺫ ﺒﻭﺍﺴﻁﺔ ﺍﻟﻤﻘﺎﻭل ﺍﻟﻌﺎﻡ
%١٣
%١٣
%١
ﻻﻴﻭﺠﺩ ﺇﺠﺎﺒﺔ
) (%٢ﺇﺠﺎﺒﺎﺕ
ﻤﻬﻤﻠﺔ )(%٢
ﺠﺩﻭل ) (١١اﻷﺳﻠﻮب اﻷﻓﻀﻞ ﻟﻠﺘﻌﺎﻗﺪ ﻣﻊ اﻟﻤﻘﺎول اﻟﻌﺎم ﻣﻦ وﺟﻬﺔ ﻧﻈﺮ ﺻﺎﺣﺐ اﻟﻌﻤﻞ
ﺃﺴﻠﻭﺏ ﺍﻟﺘﻌﺎﻗﺩ
ﺩﺭﺠﺔ ﺍﻟﺘﻘﻭﻴﻡ
ﻤﻘﺎﻭﻟﺔ ﺠﺩﻭل ﺍﻟﻜﻤﻴﺎﺕ ﺍﻟﻤﺴﻌﺭ
%٧٥
ﻤﻘﺎﻭﻟﺔ ﺠﺩﻭل ﺍﻷﺴﻌﺎﺭ)ﺘﻌﻭﻴﻡ ﺍﻟﺴﻌﺭ(
%٤
ﻤﻘﺎﻭﻟﺔ ﺘﺴﻠﻴﻡ ﺍﻟﻤﻔﺘﺎﺡ
%١٣
109
ﻻ ﻳﻮﺟﺪ إﺟﺎﺑﺔ
)(%٣
إﺟﺎﺑﺎت ﻣﻬﻤﻠﺔ
)(%٣
ﻤﻌﺎﻟﺠﺔ ﺘﺄﺜﻴﺭ ﺃﺴﻠﻭﺏ ﺍﻟﺘﻨﻔﻴﺫ ﻭﻨﻭﻉ ﺍﻟﺘﻌﺎﻗﺩ ﻋﻠﻰ ﻜﻠﻔﺔ اﻟﻤﺸﺎرﻳﻊ اﻻﻧﺸﺎﺋﻴﺔ
د .ﺭﺍﺌﺩ ﺴﻠﻴﻡ ﻋﺒﺩ ﻋﻠﻲ
%٢
ﻤﻘﺎﻭﻟﺔ ﺍﻟﻜﻠﻔﺔ ﺯﺍﺌﺩﺍ
ﺠﺩﻭل ) (١٢ﺗﺄﺛﻴﺮ ﻧﻮع اﻟﺘﻌﺎﻗﺪ ﻋﻠﻰ زﻳﺎدة وﺗﻘﻠﻴﻞ اﻟﻜﻠﻔﺔ ﺑﺎﻟﻨﺴﺒﺔ ﻟﺼﺎﺣﺐ اﻟﻌﻤﻞ
ﺃﺴﻠﻭﺏ ﺍﻟﺘﻌﺎﻗﺩ
ﺍﻟﻤﻼﺤﻅﺎﺕ
ﺩﺭﺠﺔ ﺍﻟﺘﻘﻭﻴﻡ
ﻴﺯﻴﺩ ﺍﻟﻜﻠﻔﺔ
ﻴﻘﻠل ﺍﻟﻜﻠﻔﺔ
ﻻﻴﺅﺜﺭ ﻋﻠﻰ ﻜﻠﻔﺔ ﺍﻟﻤﺸﺭﻭﻉ
%١٩
%٢٢
%٥
%٦
%١
-
ﻤﻘﺎﻭﻟﺔ ﺘﺴﻠﻴﻡ ﺍﻟﻤﻔﺘﺎﺡ
%١٦
%١
%٤
ﻤﻘﺎﻭﻟﺔ ﺍﻟﻜﻠﻔﺔ ﺯﺍﺌﺩﺍ
%١٨
%٢
-
ﻤﻘﺎﻭﻟﺔ ﺠﺩﻭل ﺍﻟﻜﻤﻴﺎﺕ ﺍﻟﻤﺴﻌﺭ
ﻤﻘﺎﻭﻟﺔ ﺠﺩﻭل ﺍﻷﺴﻌﺎﺭ
)ﺘﻌﻭﻴﻡ ﺍﻟﺴﻌﺭ(
ﻻﻴﻭﺠﺩ ﺇﺠﺎﺒﺔ
)(%٣
ﺇﺠﺎﺒﺎﺕ ﻤﻬﻤﻠﺔ
)(%٣
ﺠﺩﻭل ) (١٣ﺗﺄﺛﻴﺮ اﻟﻜﻠﻒ اﻟﻤﺒﺎﺷﺮة وﻏﻴﺮ اﻟﻤﺒﺎﺷﺮة ﻋﻠﻰ أﺳﺎﻟﻴﺐ اﻟﺘﻨﻔﻴﺬﺍ
ﺩﺭﺠﺔ ﺍﻟﺘﻘﻭﻴﻡ
ﺃﺴﻠﻭﺏ ﺍﻟﺘﻨﻔﻴﺫ
ﻟﻤﻼﺤﻅﺎﺕ
ﻤﺒﺎﺸﺭﺓ
ﻏﻴﺭ ﻤﺒﺎﺸﺭﺓ
ﻜﻼﻫﻤﺎ
ﺃﺴﻠﻭﺏ ﺍﻟﺘﻨﻔﻴﺫ ﺍﻟﻤﺒﺎﺸﺭ
%٢١
%١٠
%١٥
ﺃﺴﻠﻭﺏ ﺍﻟﺘﻨﻔﻴﺫ ﺃﻤﺎﻨﺔ
%١
%٤
ﺍﻟﺘﻨﻔﻴﺫ ﺒﻭﺍﺴﻁﺔ ﺍﻟﻤﻘﺎﻭل ﺍﻟﻌﺎﻡ
%١٣
%٥
ﻻﻴﻭﺠﺩ ﺇﺠﺎﺒﺔ )(%٩
ﺇﺠﺎﺒﺎﺕ ﻤﻬﻤﻠﺔ )(%٧
%١٥
ﺠﺩﻭل ) (١٤ﺻﻴﻐﺔ اﻟﺘﻌﺎﻗﺪ اﻟﺘﻲ ﺗﺰﻳﺪ آﻠﻔﺔ اﻟﻤﺸﺮوع ﻋﻨﺪ إﺣﺎﻟﺘﻪ إﻟﻰ اﻟﻤﻘﺎول اﻟﻌﺎم ﻣﻦ ﻗﺒﻞ ﺟﻬﺔ ﺣﻜﻮﻣﻴﺔ
ﺃﺴﻠﻭﺏ ﺍﻟﺘﻌﺎﻗﺩ
ﻤﻘﺎﻭﻟﺔ ﺠﺩﻭل ﺍﻟﻜﻤﻴﺎﺕ ﺍﻟﻤﺴﻌﺭ
ﺘﺯﻴﺩ ﻤﻥ
ﺍﻟﻜﻠﻔﺔ ﻜﺜﻴﺭﺍ
ﺘﺯﻴﺩ ﻤﻥ ﺍﻟﻜﻠﻔﺔ
ﺯﻴﺎﺩﺓ ﻏﻴﺭ ﻤﺅﺜﺭﺓ ﻋﻠﻰ ﻜﻠﻔﺔ
ﺍﻟﻤﺸﺭﻭﻉ
%٢٠
%٦
%١
%٣
%٧
-
ﻤﻘﺎﻭﻟﺔ ﺘﺴﻠﻴﻡ ﺍﻟﻤﻔﺘﺎﺡ
%١٣
%٨
%٢
ﻤﻘﺎﻭﻟﺔ ﺍﻟﻜﻠﻔﺔ ﺯﺍﺌﺩﺍ
%٢١
%٩
-
ﻤﻘﺎﻭﻟﺔ ﺠﺩﻭل ﺍﻷﺴﻌﺎﺭ
ﺇﺠﺎﺒﺎﺕ ﻤﻬﻤﻠﺔ
)(%١٠
-١٦ﺍﻷﺴﺘﻨﺘﺎﺠﺎﺕ ﻭﺍﻟﺘﻭﺼﻴﺎﺕ
ﺒﻌﺩ ﺃﻥ ﺘﻡ ﺇﺴﺘﻌﺭﺍﺽ ﻭﺘﺤﻠﻴل ﻨﺘﺎﺌﺞ ﺍﻷﺴﺘﺒﻴﺎﻥ ،ﻭﻤﻥ ﺨﻼل ﺍﻟﺩﺭﺍﺴﺔ ﺍﻟﻤﻴﺩﺍﻨﻴﺔ ﺍﻟﺘﻲ ﺃﺠﺭﺍﻫﺎ ﺍﻟﺒﺎﺤﺙ ،ﻭﻤﻥ
ﺨﻼل ﺍﻟﻤﻼﺤﻅﺎﺕ ﺍﻟﺘﻲ ﺩﻭﻨﻬﺎ ﺒﻌﺽ ﺍﻟﺨﺒﺭﺍﺀ ﻓﻲ ﺤﻘل ﺍﻟﻤﻼﺤﻅﺎﺕ ﻓﻲ ﺇﺴﺘﻤﺎﺭﺓ ﺍﻷﺴﺘﺒﻴﺎﻥ ،ﻓﻘﺩ ﺘﻭﺼﻠﻨﺎ ﺍﻟﻰ
ﺍﻷﺴﺘﻨﺘﺎﺠﺎﺕ ﺍﻟﺘﺎﻟﻴﺔ ؛
110
)The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D
Dr. Ra'ad Saleem A.
١-١٦ﺍﻷﺴﺘﻨﺘﺎﺠﺎﺕ
-١اﻟﻜﻠﻔﺔ ﺑﺎﻟﻨﺴﺒﺔ ﻟﻠﻤﻘﺎول اﻟﻌﺎم ﺗﺒﻘﻰ ﺛﺎﺑﺘﺔ ﻣﻬﻤﺎ آﺎﻧﺖ اﻟﻈﺮوف إﻻ ﻓﻲ اﻟﻈﺮوف اﻟﻄﺎرﺋﺔ اﻟﺨﺎرﺟﺔ ﻋﻦ إرادة
ﺻﺎﺣﺐ اﻟﻌﻤﻞ.
-٢إن اﻟﻜﻔﺎءة اﻟﻤﺎﻟﻴﺔ ﻟﻠﻤﻘﺎول اﻟﻌﺎم ﺗﻜﻮن ﻣﺆﺛﺮة ﺟﺪًا ﻓﻲ ﺗﻘﻠﻴﻞ آﻠﻔﺔ اﻟﻤﺸﺮوع ﺣﻴﺚ ﺳﺘﻘﻞ اﻟﺘﻮﻗﻔﺎت واﻟﺘﻌﺜﺮات.
-٣ﻳﻜﻮن أﺳﻠﻮب اﻟﻤﻘﺎول اﻟﻌﺎم ﻓﻌﺎل ﺟﺪًا ﻓﻲ ﺣﺎﻟﺔ اﻟﻤﺸﺎرﻳﻊ اﻟﻜﺒﻴﺮة واﻟﺘﻲ ﻳﺴﺘﻐﺮق إﻧﺠﺎزهﺎ ﻣﺪة ﻃﻮﻳﻠﺔ ﻧﺴﺒﻴًﺎ.
-٤ﻳﻜﻮن أﺳﻠﻮب اﻟﺘﻨﻔﻴﺬ أﻣﺎﻧﺔ ﻓﻌﺎل ﺟﺪًا ﻓﻲ ﺣﺎﻟﺔ اﻟﻤﺸﺎرﻳﻊ اﻟﺼﻐﻴﺮة أو اﻟﻤﺘﻮﺳﻄﺔ اﻟﻜﻠﻔﺔ وﺗﻜﻮن ﻣﺪة اﻟﺘﻨﻔﻴﺬ ﻟﻬﺎ
ﻗﻠﻴﻠﺔ ﻧﺴﺒﻴًﺎ.
-٥ﻋﺎﻣﻞ اﻟﻮﻗﺖ ﻣﻬﻢ ﺟﺪًا ﻓﻲ ﺗﻨﻔﻴﺬ اﻟﻤﺸﺎرﻳﻊ اﻹﻧﺸﺎﺋﻴﺔ ،ﻟﻀﻤﺎن اﻷﺳﺘﻔﺎدة ﻣﻦ اﻟﻤﺸﺮوع ﻓﻲ اﻟﻮﻗﺖ اﻟﻤﺨﻄﻂ ﻟﻪ .
-٦ﻤﻌﻅﻡ ﺸﺭﻜﺎﺕ ﺍﻟﻤﻘﺎﻭﻻﺕ ﺘﻔﻀل ﺍﻟﻌﻤل ﻜﻤﻘﺎﻭل ﺜﺎﻨﻭﻱ ﻟﺩﻯ ﺠﻬﺔ ﺤﻜﻭﻤﻴﺔ ﺘﻨﻔﺫ ﺘﻨﻔﻴﺫﹰﺍ ﻤﺒﺎﺸﺭﹰﺍ ﻭﺫﻟﻙ ﻟﻀﻤﺎﻥ
ﺍﻟﺭﺒﺢ ﻭﺘﺠﺎﻭﺯ ﻤﺸﺎﻜل ﺘﺯﺍﻴﺩ ﺍﻻﺴﻌﺎﺭ .
-٧ﺍﻟﺜﻐﺭﺍﺕ ﺍﻟﻘﺎﻨﻭﻨﻴﺔ ﺍﻟﻤﻭﺠﻭﺩﺓ ﻓﻲ ﺒﻌﺽ ﺍﻟﻘﻭﺍﻨﻴﻥ ﻭﺍﻟﺘﻌﻠﻴﻤﺎﺕ ﺍﻟﻨﺎﻓﺫﺓ ،ﺘﺴﺘﻐل ﻤﻥ ﻗﺒل ﺍﻟﻤﻘﺎﻭل ﺍﻟﻌﺎﻡ ﺃﺤﻴﺎﻨ ﹰﺎ
ﻟﻜﺴﺏ ﺍﻟﻭﻗﺕ ﻭﺫﻟﻙ ﺒﺴﺒﺏ ﻀﻌﻑ ﻭﻗﻠﺔ ﺨﺒﺭﺓ ﺼﺎﺤﺏ ﺍﻟﻌﻤل ﻓﻲ ﺍﻋﺩﺍﺩ ﺸﺭﻭﻁ ﻗﺎﻨﻭﻨﻴﺔ ﺭﺼﻴﻨﺔ ﺘﺤﻤﻲ ﺤﻘﻭﻕ
ﺼﺎﺤﺏ ﺍﻟﻌﻤل ﻭﺍﻥ ﻤﻌﺩﻱ ﻫﺫﺓ ﺍﻟﺸﺭﻭﻁ ﻟﻴﺱ ﻟﺩﻴﻬﻡ ﺨﺒﺭﺓ ﺒﺎﻟﻤﻘﺎﻭﻻﺕ ﻭﺸﺭﻭﻁﻬﺎ ﺍﻟﺘﻌﺎﻗﺩﻴﺔ ﺒﺴﺒﺏ ﺘﻌﻴﻴﻨﻬﻡ
ﺒﺎﻟﻤﺤﺴﻭﺒﻴﺔ.
-٨ﻤﻘﺎﻭﻟﺔ ﺠﺩﻭل ﺍﻟﻜﻤﻴﺎﺕ ﺍﻟﻤﺴﻌﺭ ﻫﻲ ﺍﻟﺴﺎﺌﺩﺓ ﺤﺎﻟﻴﹰﺎ .
٢-١٦ﺍﻟﺘﻭﺼﻴﺎﺕ
-١ﻴﺠﺏ ﻋﻠﻰ ﺍﻟﺠﻬﺎﺕ ﺍﻟﺘﻨﻔﻴﺫﻴﺔ ﻓﻲ ﺩﻭﺍﺌﺭ ﺍﻟﺩﻭﻟﺔ ﺇﻋﺘﻤﺎﺩ ﻁﺭﻕ ﺤﺩﻴﺜﺔ ﻭﺩﻗﻴﻘﺔ ﻟﺤﺴﺎﺏ ﺍﻟﻜﻠﻑ ﻟﻠﻤﺸﺭﻭﻉ
ﻭﺍﻟﺴﻴﻁﺭﺓ ﻋﻠﻴﻬﺎ.ﻤﻊ ﻤﺭﺍﻋﺎﺕ ﺍﻟﻨﻭﻋﻴﺔ .
-٢ﺃﺨﺘﻴﺎﺭﺍﻷﺸﺨﺎﺹ ﺍﻷﻜﻔﺎﺀ ﺫﻭﻱ ﺍﻟﺨﺒﺭﺓ ،ﻓﻲ ﻤﺠﺎل ﺍﻷﺸﺭﺍﻑ ﻭﺍﻟﺘﻨﻔﻴﺫ ،ﻟﻸﺸﺭﺍﻑ ﻋﻠﻰ ﺘﻨﻔﻴﺫ ﺍﻟﻤﺸﺎﺭﻴﻊ
ﻭﺍﻻﺒﺘﻌﺎﺩ ﻋﻥ ﺍﻟﻤﺤﺴﻭﺒﻴﺔ ﻭﺍﻟﻌﻼﻗﺎﺕ ﺍﻟﺸﺨﺼﻴﺔ ﻓﻲ ﺍﻟﺘﻌﻴﻴﻥ .
-٣ﺍﻟﺘﺸﺩﻴﺩ ﻋﻠﻰ ﺃﺴﻠﻭﺏ ﺍﻟﺭﻗﺎﺒﺔ ﺍﻟﺼﺎﺭﻡ ﻟﻠﺤﺩ ﻤﻥ ﻅﻭﺍﻫﺭ ﺍﻟﻔﺴﺎﺩ ﺍﻻﺩﺍﺭﻱ ﻭﺍﻟﻤﺎﻟﻲ ﻤﻥ ﺩﻭﻥ ﻋﺭﻗﻠﺔ ﺍﻟﻌﻤل .
-٤ﺘﺠﻬﻴﺯ ﺍﻟﺩﻭﺍﺌﺭ ﺍﻟﺨﺩﻤﻴﺔ ﺫﺍﺕ ﺫﺍﺕ ﺍﻟﻌﻼﻗﺔ ﺒﻤﺸﺎﺭﻴﻊ ﺍﻟﺘﻨﻔﻴﺫ ﺍﻟﻤﺒﺎﺸﺭ ﺒﺎﻵﻟﻴﺎﺕ ﺍﻟﺤﺩﻴﺜﺔ ﻭﺍﻟﻀﺭﻭﺭﻴﺔ ﻹﺘﻤﺎﻡ
ﺍﻟﻌﻤل.
-٥ﻤﻨﺢ ﻟﺠﻨﺔ ﺍﻷﺸﺭﺍﻑ ﺒﺎﻟﺘﻨﻔﻴﺫ ﺍﻤﺎﻨﺔ ،ﻨﺴﺒﺔ ﻤﺌﻭﻴﺔﻤﻥ ﻜﻠﻔﺔ ﺍﻟﻌﻤل ﻜﺭﺒﺢ ﺘﻌﺘﻤﺩ ﻋﻠﻰ ﻤﻘﺩﺍﺭ ﺍﻟﻭﻓﺭ ﺒﺎﻟﻤﺎل
ﻭﻨﻭﻋﻴﺔ ﺍﻟﺘﻨﻔﻴﺫ ﺤﺴﺏ ﺍﻟﻤﻭﺍﺼﻔﺎﺕ ،ﻜﻤﻜﺎﻓﺌﺔ ﻟﻨﺯﺍﻫﺘﻬﺎ ﻭﺩﻗﺔ ﻤﺭﺍﻗﺒﺘﻬﺎ ﻟﻠﻌﻤل .
-٦ﺘﺸﺠﻴﻊ ﺍﻟﺘﺩﺭﻴﺏ ﻭﺍﻟﺘﻁﻭﻴﺭ ﺍﻟﻤﺴﺘﻤﺭ ﻟﻜﺎﻓﺔ ﺍﻟﻜﻭﺍﺩﺭ ﺫﺍﺕ ﺍﻟﻌﻼﻗﺔ ﺒﻘﻁﺎﻉ ﺍﻟﺘﺸﻴﻴﺩ ﻭﻋﻠﻰ ﻤﺨﺘﻠﻑ ﺍﻷﺼﻌﺩﺓ.
-٧ﻴﻨﺼﺢ ﺒﺘﻨﻔﻴﺫ ﺍﻟﻤﺸﺎﺭﻴﻊ ﺍﻟﻌﺎﺌﺩﺓ ﺍﻟﻰ ﺩﻭﺍﺌﺭ ﺍﻟﺩﻭﻟﺔ ،ﻤﻥ ﻗﺒل ﺍﻟﺩﺍﺌﺭﺓ ﻨﻔﺴﻬﺎ ﺘﻨﻔﻴﺫﹰﺍ ﻤﺒﺎﺸﺭﹰﺍ
-٨ﺇﻋﺘﻤﺎﺩ ﺍﻟﻘﻭﺍﻨﻴﻥ ﺍﻟﺼﺎﺭﻤﺔ ﺒﺤﻕ ﺍﻟﻤﻘﺼﺭﻴﻥ ﻭﺍﻟﻌﻤل ﻋﻠﻰ ﺇﺼﻼﺡ ﺍﻷﻀﺭﺍﺭﺍﻟﺘﻲ ﺘﻨﺸﺄ ﻓﻲ ﺍﻟﻤﺸﺭﻭﻉ .
111
ﻤﻌﺎﻟﺠﺔ ﺘﺄﺜﻴﺭ ﺃﺴﻠﻭﺏ ﺍﻟﺘﻨﻔﻴﺫ ﻭﻨﻭﻉ ﺍﻟﺘﻌﺎﻗﺩ ﻋﻠﻰ ﻜﻠﻔﺔ اﻟﻤﺸﺎرﻳﻊ اﻻﻧﺸﺎﺋﻴﺔ
د .ﺭﺍﺌﺩ ﺴﻠﻴﻡ ﻋﺒﺩ ﻋﻠﻲ
-٩ﻴﺠﺏ ﺇﻥ ﻴﻜﻭﻥ ﻫﻨﺎﻙ ﺩﻭﺭ ﻓﻌﺎل ﻟﻤﻬﻨﺩﺱ ﺍﻟﺘﺨﻤﻴﻥ ﻓﻲ ﺇﻋﺩﺍﺩ ﺍﻟﻜﺸﻭﻓﺎﺕ ﺍﻟﻔﻨﻴﺔ ﺍﻟﺘﺨﻤﻴﻨﻴﺔ ﺒﺎﻋﺘﻤﺎﺩ ﺍﻟﺩﻟﻴل
ﺍﻟﻘﻴﺎﺴﻲ ﺍﻟﻤﻭﺤﺩ ﻭﺍﻟﻤﻭﺍﺼﻔﺎﺕ ﺍﻟﻔﻨﻴﺔ ﻭﻤﻨﻊ ﻤﻥ ﻟﻴﺱ ﻟﺩﻴﻪ ﺍﺨﺘﺼﺎﺹ ﻭﺨﺒﺭﺓ ﻤﻥ ﺍﻋﺩﺍﺩ ﺠﺩﺍﻭل ﺍﻟﻜﻤﻴﺎﺕ .
ﺍﻟﻤﺼﺎﺩﺭ
-١ﺍﻟﺠﺎﺭ ﺍﷲ ،ﻤﺤﻤﺩ ﺇﺒﺭﺍﻫﻴﻡ )،ﺇﺩﺍﺭﺓ ﺍﻟﻤﺸﺎﺭﻴﻊ ﺍﻹﻨﺸﺎﺌﻴﺔ(،ﺍﻟﺭﻴﺎﺽ ١٩٨٤،ﻡ.
-٢ﺭﺸﻴﺩ ،ﺇﻨﺘﺼﺎﺭ ﻜﺎﻅﻡ ) ،ﻨﻅﺎﻡ ﺍﻟﺴﻴﻁﺭﺓ ﻋﻠﻰ ﺍﻟﺘﻐﻴﻴﺭﺍﺕ ﻭﺍﻟﻤﻁﺎﻟﺒﺎﺕ ﻓﻲ ﺍﻟﻤﻘﺎﻭﻻﺕ ﺍﻷﻨﺸﺎﺌﻴﺔ ﻟﻠﻤﺸﺎﺭﻴﻊ
ﺍﻟﺤﻜﻭﻤﻴﺔ ﻓﻲ ﺍﻟﻌﺭﺍﻕ ( ،ﻜﻠﻴﺔ ﺍﻟﻬﻨﺩﺴﺔ ﺍﻟﻤﺩﻨﻴﺔ ،ﺠﺎﻤﻌﺔ ﺒﻐﺩﺍﺩ ١٩٩٩ﻡ .
-٣ﺍﻟﺸﺭﻭﻁ ﺍﻟﻌﺎﻤﺔ ﻟﻤﻘﺎﻭﻻﺕ ﺃﻋﻤﺎل ﺍﻟﻬﻨﺩﺴﺔ ﺍﻟﻤﺩﻨﻴﺔ ) ﺒﻘﺴﻤﻴﻬﺎ ﺍﻷﻭل ﻭﺍﻟﺜﺎﻨﻲ ( ﺍﻟﺼﺎﺩﺭﺓ ﻤﻥ ﻭﺯﺍﺭﺓ
ﺍﻟﺘﺨﻁﻴﻁ ٢٠٠٧ .ﻡ
-٤ﺠﻌﻠﻭﻙ،ﻤﺤﻤﺩ ﻋﻠﻲ ﻋﺎﺭﻑ)،ﺃﻋﻤﺎل ﺍﻟﻤﻘﺎﻭﻻﺕ(،ﺒﻴﺭﻭﺕ -ﻟﺒﻨﺎﻥ -ﺍﻟﻁﺒﻌﺔ ﺍﻷﻭﻟﻰ ١٩٩٩ﻡ.
-٥ﺍﻟﻼﻤﻲ،ﺭﺍﺌﺩ ﺴﻠﻴﻡ)،ﺇﺩﺍﺭﺓ ﺍﻟﻤﺸﺎﺭﻴﻊ ﺍﻹﻨﺸﺎﺌﻴﺔ(،ﻤﺤﺎﻀﺭﺍﺕ ﻗﺴﻡ ﻫﻨﺩﺴﺔ ﺍﻟﺒﻨﺎﺀ ﻭﺍﻹﻨﺸﺎﺀﺍﺕ،ﻓﺭﻉ ﺍﻟﺒﻨﺎﺀ
ﻭﺇﺩﺍﺭﺓ ﺍﻟﻤﺸﺎﺭﻴﻊ ﺍﻹﻨﺸﺎﺌﻴﺔ ،ﺍﻟﺠﺎﻤﻌﺔ ﺍﻟﺘﻜﻨﻭﻟﻭﺠﻴﺔ ٢٠٠٨،ﻡ.
6- Bennet J(Construction Project Management), Printed in Great Britain of The
university Press , Cambridge,1985.
-٧ﺍﻟﻼﻤﻲ ،ﺭﺍﺌﺩ ﺴﻠﻴﻡ)،ﻤﻌﺎﻴﻴﺭ ﺘﺨﻤﻴﻥ ﻜﻠﻑ ﻤﺸﺎﺭﻴﻊ ﻤﺒﺎﻨﻲ ﺍﻟﻤﻨﺸﺂﺕ ﺍﻟﺼﻨﺎﻋﻴﺔ(،ﺃﻁﺭﻭﺤﺔ ﺩﻜﺘﻭﺭﺍﻩ ،ﺠﻨﺎﺡ
ﺍﻟﻬﻨﺩﺴﺔ ﺍﻟﻤﺩﻨﻴﺔ ﻓﻲ ﺍﻟﻜﻠﻴﺔ ﺍﻟﻬﻨﺩﺴﻴﺔ ﺍﻟﻌﺴﻜﺭﻴﺔ،ﺒﻐﺩﺍﺩ ٢٠٠٢ﻡ.
8- Ashworth , A , (Building Economics And Cost Control), Butter Worth & co ,
(Publisher ) Ltd , Great Britain , 1983.
-٩ﺍﻟﻌﺎﻨﻲ ،ﺯﻫﻴﺭ ﻨﺎﻓﻊ )،ﺇﻨﺸﺎﺀ ﻨﻅﺎﻡ ﺇﺩﺍﺭﻱ ﻤﺘﻜﺎﻤل ﻟﺤل ﻤﺸﺎﻜل ﺍﻟﻜﻠﻔﺔ ﻟﻠﻤﺸﺎﺭﻴﻊ ﺍﻹﻨﺸﺎﺌﻴﺔ( ،ﺃﻁﺭﻭﺤﺔ
ﺩﻜﺘﻭﺭﺍﻩ ﻤﻘﺩﻤﺔ ﺍﻟﻰ ﻜﻠﻴﺔ ﺍﻟﻬﻨﺩﺴﺔ ،ﺠﺎﻤﻌﺔ ﺒﻐﺩﺍﺩ ،ﺒﻐﺩﺍﺩ ١٩٩٦ﻡ.
-١٠
ﺘﻭﻓﻴﻕ ،ﻓﻜﺘﻭﺭ ﻴﻭﺴﻑ ﻭﻋﺒﺩﺍ ﷲ ،ﺃﺤﻤﺩ ﻨﺠﻡ )ﻤﺩﺨل ﺍﻟﻰ ﺍﻟﻬﻨﺩﺴﺔ ﺍﻟﺼﻨﺎﻋﻴﺔ ( ﺩﺍﺭ ﺍﻟﻜﺘﺏ
ﻟﻠﻁﺒﺎﻋﺔ ﻭﺍﻟﻨﺸﺭ ،ﺠﺎﻤﻌﺔ ﺍﻟﻤﻭﺼل ١٩٨٩ ،ﻡ.
112
)The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D
Dr. Ra'ad Saleem A.
11- Lucey , T ( Management Accounting), 4th Ed , Aldinc House , London ,1996.
ﺍﻟﻤﻠﺤﻕ ﺭﻗﻡ )(١
ﺨﻼﺼﺔ ﺒﻌﺽ ﺍﻟﻤﻘﺎﺒﻼﺕ ﺍﻟﺸﺨﺼﻴﺔ
ﻤﻊ ﺃﺼﺤﺎﺏ ﺍﻻﺨﺘﺼﺎﺹ
ﺍﻟﻤﻘﺎﺒﻠﺔ ﺍﻷﻭﻟﻰ ) ﺼﺎﺤﺏ ﺸﺭﻜﺔ ﻤﻘﺎﻭﻻﺕ – ﺨﺒﺭﺓ ١٥ﻋﺎﻤ ﹰﺎ ﻓﻲ ﻤﺠﺎل ﺍﻟﻤﻘﺎﻭﻻﺕ ﺍﻹﻨﺸﺎﺌﻴﺔ ( .
ﺱ -:ﻤﺎ ﻫﻭ ﺒﺭﺃﻴﻙ ﺍﺴﻠﻭﺏ ﺍﻟﺘﻨﻔﻴﺫ ﺍﻷﻓﻀل ﻤﻥ ﻭﺠﻬﺔ ﻨﻅﺭ ﺍﻟﺠﻬﺔ ﺍﻟﻤﺴﺘﻔﻴﺩﺓ ؟
ﺝ ---ﻤﻘﺎﻭﻟﺔ ﺍﻟﻤﺒﻠﻎ ﺍﻟﻤﻘﻁﻭﻉ ﺠﻤﻠﺔ ﺃﻓﻀل ﺍﻟﻤﻘﺎﻭﻻﺕ ﻭ ﻫﻭ ﺍﻟﺴﻴﺎﻕ ﺍﻟﺴﺎﺌﺩ ﻓﻲ ﺩﻭﺍﺌﺭ ﺍﻟﺩﻭﻟﺔ ﻭ ﻓﻴﻪ ﻴﻜﻭﻥ
ﺍﻟﻤﻘﺎﻭل ﻤﻠﺯﻡ ﺒﺘﻨﻔﻴﺫ ﺍﻟﻌﻤل ﻓﻘﻁ ﻭ ﺘﻜﻭﻥ ﺃﺭﺒﺎﺡ ﻫﺫﺍ ﺍﻟﻨﻭﻉ ﻏﻴﺭ ﻤﺠﺯﻴﺔ ﻟﻠﻤﻘﺎﻭل.
ﺍﻟﻤﻘﺎﺒﻠﺔ ﺍﻟﺜﺎﻨﻴﺔ ) ﺼﺎﺤﺏ ﺸﺭﻜﺔ ﻤﻘﺎﻭﻻﺕ – ﺨﺒﺭﺓ ١٨ﻋﺎﻤ ﹰﺎ ﻓﻲ ﻤﺠﺎل ﺍﻟﻤﻘﺎﻭﻻﺕ ﺍﻹﻨﺸﺎﺌﻴﺔ ( .
ﺱ -:ﻓﻲ ﺍﻟﻭﻗﺕ ﺍﻟﺤﺎﻀﺭ ﻜﻴﻑ ﺘﻘﻭﻡ ﺍﻟﺠﻬﺔ ﺍﻟﻤﺴﺘﻔﻴﺩﺓ ﻭﻫﻲ ) ﺍﻟﺩﻭﻟﺔ ﻓﻲ ﺃﻏﻠﺏ ﺍﻷﺤﻴﺎﻥ ( ﺒﺄﺨﺘﻴﺎﺭ ﺍﻟﺠﻬﺔ ﺍﻟﺘﻨﻔﻴﺫﻴﺔ
ﻭﻤﺎ ﺘﺄﺜﻴﺭ ﺫﻟﻙ ﻋﻠﻰ ﻜﻠﻔﺔ ﺍﻟﻤﺸﺭﻭﻉ ﻤﻊ ﺫﻜﺭ ﻤﺜﺎل ﻋﻤﻠﻲ ؟
ﺝ ---ﺍﻵﻥ ﻓﻲ ﺍﻟﻌﺭﺍﻕ ﻭ ﺒﺴﺒﺏ ﺍﻻﻨﻔﺘﺎﺡ ﻭ ﺍﻷﻭﻀﺎﻉ ﺍﻟﺠﺩﻴﺩﺓ ﺍﻟﻤﻘﺎﻭﻻﺕ ﺘﻜﻭﻥ ﺫﺍﺕ ﻤﺒﺎﻟﻎ ﻀﺨﻤﺔ ﻟﺫﻟﻙ ﻓﻲ
ﺍﻏﻠﺏ ﺍﻷﺤﻴﺎﻥ ﺘﻭﺠﻪ ﺩﻋﻭﺍﺕ ﺨﺎﺼﺔ ﺍﻟﻰ ﺃﺼﺤﺎﺏ ﺍﻟﺸﺭﻜﺎﺕ ﺍﻟﻤﺨﺘﺼﺔ ﻤﻥ ﺍﻟﺩﺭﺠﺔ ﺍﻷﻭﻟﻰ ﻷﻨﻬﺎ ﺘﻤﻠﻙ ﺭﺃﺱ
ﺍﻟﻤﺎل ﺍﻟﻜﺎﻓﻲ ﻭ ﺍﻟﺨﺒﺭﺓ ﺍﻟﻜﺎﻓﻴﺔ ﻭ ﺒﺫﻟﻙ ﻓﺎﻥ ﻜﻠﻔﺔ ﺍﻟﻤﺸﺭﻭﻉ ﺴﺘﻜﻭﻥ ﺍﻜﺒﺭ ﺒﺴﺒﺏ ﻋﺩﻡ ﻭﺠﻭﺩ ﻤﻨﺎﻓﺴﺔ ﻤﻊ ﺸﺭﻜﺎﺕ
ﺃﺨﺭﻯ ﻭ ﻤﺜﺎل ﺫﻟﻙ ﺍﻟﻤﺩﻴﻨﺔ ﺍﻟﺭﻴﺎﻀﻴﺔ ﻓﻲ ﺍﻟﺒﺼﺭﺓ .
ﺍﻟﻤﻘﺎﺒﻠﺔ ﺍﻟﺜﺎﻟﺜﺔ )ﻤﻬﻨﺩﺱ ﻭ ﺼﺎﺤﺏ ﺸﺭﻜﺔ ﻤﻘﺎﻭﻻﺕ ﻤﻌﺭﻭﻓﺔ ﻓﻲ ﺍﻟﺠﻨﻭﺏ – ﺨﺒﺭﺓ ٢٥ﻋﺎﻤ ﹰﺎ ( .
ﺱ -:ﻤﺎ ﻫﻲ ﺒﺭﺃﻴﻙ ﺃﻀل ﺃﻨﻭﺍﻉ ﺍﻟﻤﻘﺎﻭﻻﺕ ﺍﻟﻤﻌﻤﻭل ﺒﻬﺎ ﺤﺎﻟﻴ ﹰﺎ ) ﺍﻷﻜﺜﺭ ﺸﻴﻭﻋﹰﺎ ( ﻭﻫل ﻤﻘﺎﻭﻟﺔ ﺍﻟﻤﺒﻠﻎ ﺍﻟﻤﻘﻁﻭﻉ
ﺠﻤﻠﺔ ﻤﻥ ﻀﻤﻨﻬﺎ؟؟
ﺝ ---ﺃﻜﺜﺭ ﺃﻨﻭﺍﻉ ﺍﻟﻤﻘﺎﻭﻻﺕ ﺸﻴﻭﻋﹰﺎ ﻫﻲ ﺍﻟﺘﻨﺩﺭ ﺃﻭ ﺍﻟﻌﻁﺎﺀ .ﺃﻤﺎ ﺒﺎﻟﻨﺴﺒﺔ ﻟﻤﻘﺎﻭﻟﺔ ﺍﻟﻤﺒﻠﻎ ﺍﻟﻤﻘﻁﻭﻉ ﺠﻤﻠﺔ ﻓﻬﻲ
ﻏﻴﺭ ﻤﻭﺠﻭﺩﺓ ﻋﻠﻰ ﻤﺴﺘﻭﻯ ﺍﻟﺩﻭﻟﺔ ﻭ ﻟﻜﻥ ﻤﻌﻤﻭل ﺒﻬﺎ ﻤﻊ ﺍﻷﻫﺎﻟﻲ ﻭ ﺍﻟﻤﻘﺎﻭﻻﺕ ﺍﻟﺨﺎﺼﺔ .
ﻼ ﺘﺨﻔﻴﺽ ﻟﻠﻜﻠﻑ ﻓﻲ ﺤﺎﻟﺔ ﺍﻟﺘﻨﻔﻴﺫ ﺒﺸﻜل ﻤﺒﺎﺸﺭ ﻭﻜﻴﻑ ﻴﺘﻡ ﺫﻟﻙ ؟؟.
ﺱ-:ﻫل ﺘﻌﺘﻘﺩﻭﻥ ﺒﺄﻥ ﻫﻨﺎﻙ ﻓﻌ ﹰ
ﺠـ -ﻻ ﺃﻋﺘﻘﺩ ﺃﻥ ﻫﻨﺎﻙ ﻭﺍﻗﻌﹰﺎ ﺘﺨﻔﻴﺽ ﻟﻠﻜﻠﻑ ﻋﻨﺩ ﺘﻨﻔﻴﺫ ﺍﻟﻤﺸﺭﻭﻉ ﺒﺸﻜل ﻤﺒﺎﺸﺭ ﻤﻥ ﻜل ﻜﻭﺍﺩﺭ ﺍﻟﺩﺍﺌﺭﺓ ﺍﻟﻤﻌﻨﻴﺔ
– ﻓﻠﻭ ﺃﻤﻌﻨﺎ ﺍﻟﻨﻅﺭ ﻨﺠﺩ ﺃﻥ ﺍﻟﺩﺍﺌﺭﺓ ﺘﺴﺘﺨﺩﻡ ﺍﻟﻴﺎﺘﻬﺎ ﻭﻫﺫﻩ ﺍﻷﻟﻴﺎﺕ ﻟﻴﺴﺕ ﻤﺠﺎﻨﻴﺔ ﺒل ﻫﻲ ﻤﻠﻙ ﻟﻠﺩﻭﻟﺔ ﺃﺸﺘﺭﺘﻬﺎ
ﺒﺎﻟﻌﻤﻠﺔ ﺍﻟﺼﻌﺒﺔ ﻭﺴﻭﻑ ﺘﻌﺎﻨﻲ ﻤﻥ ﺇﺴﺘﻬﻼﻙ ﻭﺃﻨﺩﺜﺎﺭ ﺃﺜﻨﺎﺀ ﺍﻟﺘﻨﻔﻴﺫ ﻭﺘﻜﺎﻟﻴﻑ ﻫﺫﻩ ﺍﻷﻨﺩﺜﺎﺭ ﻤﺩﻓﻭﻋﺔ ﻤﺴﺒﻘﹰﺎ ﻟﻜﻨﻬﺎ ﻻ
ﺘﺴﺠل ﻀﻤﻥ ﻜﻠﻑ ﺍﻟﻤﺸﺭﻭﻉ ﺍﻟﻐﻴﺭ ﻤﺒﺎﺸﺭﺓ ﻜﺫﻟﻙ ﺍﻟﻭﻗﻭﺩ ﺍﻟﺫﻱ ﺘﺤﺘﺎﺠﻪ ﺘﻠﻙ ﺍﻷﻟﻴﺎﺕ ﻫﻭ ﻤﺩﻓﻭﻉ ﺍﻟﺜﻤﻥ ﻭﻏﻴﺭ
ﻤﺤﺴﻭﺏ ﻭﻜﺫﻟﻙ ﺍﻟﻌﻁﻼﺕ ﺍﻟﺘﻲ ﺘﺘﻌﺭﺽ ﻟﻬﺎ ﺍﻷﻟﻴﺎﺕ ﻴﺘﻡ ﺘﺼﻠﻴﺤﻬﺎ ﻓﻲ ﻭﺭﺵ ﺍﻟﺼﻴﺎﻨﺔ ﺍﻟﺘﺎﺒﻌﺔ ﻟﻠﺩﺍﺌﺭﺓ ﻭﻫﻲ ﻜﻠﻑ
ﻏﻴﺭ ﻤﺒﺎﺸﺭﺓ ﻻﻴﺘﻡ ﺍﺤﺘﺴﺎﺒﻬﺎ ﻀﻤﻥ ﻜﻠﻑ ﺍﻟﻤﺸﺭﻭﻉ ...ﻜﻤﺎ ﺃﻥ ﺍﻷﻴﺩﻱ ﺍﻟﻌﺎﻤﻠﺔ ﻭﻜﻭﺍﺩﺭ ﺍﻟﺘﻨﻔﻴﺫ ﻭﺍﻷﺸﺭﺍﻑ ﻜﻠﻬﺎ
113
ﻤﻌﺎﻟﺠﺔ ﺘﺄﺜﻴﺭ ﺃﺴﻠﻭﺏ ﺍﻟﺘﻨﻔﻴﺫ ﻭﻨﻭﻉ ﺍﻟﺘﻌﺎﻗﺩ ﻋﻠﻰ ﻜﻠﻔﺔ اﻟﻤﺸﺎرﻳﻊ اﻻﻧﺸﺎﺋﻴﺔ
د .ﺭﺍﺌﺩ ﺴﻠﻴﻡ ﻋﺒﺩ ﻋﻠﻲ
ﺘﺘﻘﺎﻀﻰ ﺃﺠﻭﺭﹰﺍ ﻤﻥ ﺍﻟﺩﺍﺌﺭﺓ )ﺭﻭﺍﺘﺏ( ﻻ ﺘﺤﺘﺴﺏ ﻀﻤﻥ ﻜﻠﻔﺔ ﺍﻟﻤﺸﺭﻭﻉ ..ﻜﻤﺎ ﺃﻥ ﺍﻟﺩﺍﺌﺭﺓ ﺴﺘﻜﻭﻥ ﻫﻲ ﺍﻟﻤﻨﻔﺫ
ﻭﻫﻲ ﺍﻟﻤﺘﺴﻠﻡ ﻭﺭﺒﻤﺎ ﻴﻜﻭﻥ ﻫﺫﺍ ﺍﻟﺘﻘﻠﻴل ﻓﻲ ﺍﻟﻜﻠﻔﺔ )ﺇﻥ ﻭﺠﺩ(
ﺍﻟﻤﻘﺎﺒﻠﺔ ﺍﻟﺭﺍﺒﻌﺔ ) ﻤﻬﻨﺩﺱ ﻤﺩﻨﻲ ﻭﻤﺩﻴﺭ ﺒﻠﺩﻴﺔ _ ﺨﺒﺭﺓ ٢٠ﻋﺎﻤ ﹰﺎ ﻓﻲ ﻤﺠﺎل ﺍﻟﻤﻘﺎﻭﻻﺕ +ﺨﺩﻤﺔ ﻓﻲ ﺩﻭﺍﺌﺭ
ﺍﻟﺩﻭﻟﺔ ( .
ﺱ -:ﺒﺼﻔﺘﻜﻡ ﻤﻬﻨﺩﺱ ﻭﻤﺩﻴﺭ ﻷﺤﺩ ﺍﻟﺩﻭﺍﺌﺭ ﺍﻟﺒﻠﺩﻴﺔ ﻫل ﺘﺒﻠﻭﺭ ﻟﺩﻴﻜﻡ ﺃﻱ ﻤﻘﺘﺭﺡ ﻭﺍﻗﻌﻲ ﻷﻨﺠﺎﺡ ﺍﻟﻤﺸﺎﺭﻴﻊ ﺍﻟﻤﻨﻔﺫﺓ
ﺘﻨﻔﻴﺫﹰﺍ ﻤﺒﺎﺸﺭﹰﺍ ﻤﻥ ﻗﺒل ﺍﻟﺩﺍﺌﺭﺓ ﺒﺄﻋﺘﺒﺎﺭ ﺃﻨﻜﻡ ﺘﻌﺘﺒﺭﻭﻥ ﻫﺫﺍ ﺍﻟﻨﻭﻉ ﻤﻥ ﺍﻟﺘﻨﻔﻴﺫ ﻨﺎﺠﺢ ﺒﺎﻟﻨﺴﺒﺔ ﻟﻠﺩﻭﺍﺌﺭ ﺍﻟﺒﻠﺩﻴﺔ ؟؟.
ﺝ ---ﻤﻥ ﺍﻷﻓﻀل ﺍﺴﺘﺤﺩﺍﺙ ﻗﺴﻡ ﺘﻨﻔﻴﺫﻱ ﻓﻲ ﻜل ﺩﺍﺌﺭﺓ ﻤﺯﻭﺩ ﺒﻜﺎﺩﺭ ﻓﻨﻲ ﺫﻭ ﺨﺒﺭﺓ +ﺁﻟﻴﺎﺕ ﻤﺨﺘﻠﻔﺔ ﻭ ﻴﻜﻭﻥ
ﻋﻠﻰ ﺃﻫﺒﺔ ﺍﻻﺴﺘﻌﺩﺍﺩ ﻟﺘﻨﻔﻴﺫ ﺍﻟﻤﺸﺎﺭﻴﻊ ﺍﻟﺒﻠﺩﻴﺔ ﻟﺘﻠﻙ ﺍﻟﺩﺍﺌﺭﺓ ﺒﺸﻜل ﻤﺒﺎﺸﺭ ﺩﻭﻥ ﺘﺩﺨل ﺍﻟﺤﻠﻘﺎﺕ ﺍﻹﺩﺍﺭﻴﺔ ﺤﻴﺙ ﺇﻥ
ﺫﻟﻙ ﻴﺅﺩﻱ ﺍﻟﻰ ﻋﺩﻡ ﻋﺭﻗﻠﺔ ﺍﻟﻌﻤل ﻭ ﻜﺫﻟﻙ ﺴﻬﻭﻟﺔ ﺍﻟﺴﻴﻁﺭﺓ ﻋﻠﻰ ﺍﻟﻜﻠﻑ ﺍﻟﺨﺎﺼﺔ ﺒﺎﻟﻤﺸﺭﻭﻉ ﻭ ﺒﺎﻟﺘﺎﻟﻲ ﺘﻘﻠﻴﻠﻬﺎ ﻭ
ﺒﻤﺭﻭﺭ ﺍﻟﺯﻤﻥ ﻴﻜﻭﻥ ﻟﻤﺜل ﻫﺫﻩ ﺍﻟﻜﻭﺍﺩﺭ ﻭ ﺒﺎﻟﺘﻌﺎﻭﻥ ﻤﻊ ﺍﻟﺩﻭﺍﺌﺭ ﺍﻷﺨﺭﻯ ﺍﻟﻘﺩﺭﺓ ﻋﻠﻰ ﺘﻨﻔﻴﺫ ﻤﺸﺎﺭﻴﻊ ﻀﺨﻤﺔ ﺘﻨﻔﻴﺫﹰﺍ
ﻤﺒﺎﺸﺭﹰﺍ ﻭ ﺒﺎﻟﺘﺎﻟﻲ ﺘﻘﻠﻴل ﻜﻠﻑ ﺍﻟﻤﺸﺭﻭﻉ ﺍﻟﻰ ﺍﻗل ﻤﺎ ﻴﻤﻜﻥ .
ﺱ -:ﻤﺎ ﻫﻭ ﺒﺭﺃﻴﻜﻡ ﺍﻟﻔﺭﻕ ﺒﻴﻥ ﺃﺴﻠﻭﺏ ﺍﻟﺘﻨﻔﻴﺫ ﺍﻟﻤﺒﺎﺸﺭ ﻭﺍﻟﺘﻨﻔﻴﺫ ﺃﻤﺎﻨﺔ ﻤﻥ ﺍﻟﻨﺎﺤﻴﺔ ﺍﻟﻜﻠﻔﻭﻴﺔ ﻭﻫل ﻟﻸﺠﺭﺍﺀﺍﺕ
ﺍﻷﺩﺍﺭﻴﺔ ﻓﻲ ﻜل ﻨﻭﻉ ﺃﺜﺭ ﻋﻠﻰ ﺍﻟﻜﻠﻔﺔ ﺍﻟﻤﺨﻤﻨﺔ ﻟﻠﻤﺸﺭﻭﻉ؟؟
ﺍﻟﻤﻘﺎﺒﻠﺔ ﺍﻟﺨﺎﻤﺴﺔ ) ﺭﺌﻴﺱ ﻗﺴﻡ ﺍﻟﻤﻭﺍﺯﻨﺎﺕ ﻓﻲ ﻤﺩﻴﺭﻴﺔ ﻋﺎﻤﺔ ﻟﻠﺒﻠﺩﻴﺎﺕ – ﺨﺒﺭﺓ ٢٠ﻋﺎﻤ ﹰﺎ ﻓﻲ ﺩﻭﺍﺌﺭ ﺍﻟﺩﻭﻟﺔ ﻭ
ﺒﻤﺨﺘﻠﻑ ﺍﻟﻤﻨﺎﺼﺏ ( .
ﺱ -:ﺍﻟﻬﺩﺭ ﻓﻲ ﺍﻟﻤﻭﺍﺭﺩ ﺒﺄﻨﻭﺍﻋﻬﺎ ..ﺴﺒﺏ ﺭﺌﻴﺴﻲ ﻤﻥ ﺃﺴﺒﺎﺏ ﺯﻴﺎﺩﺓ ﺍﻟﻜﻠﻑ ..ﻜﻤﺎ ﺘﻌﺭﻓﻭﻥ .
ﻓﻲ ﺃﻱ ﺃﻨﻭﺍﻉ ﺍﻟﺘﻨﻔﻴﺫ ﻴﺘﻭﻀﺢ ﺫﻟﻙ ﺃﻜﺜﺭ ﻭﻜﻴﻑ ﻴﺘﻡ ﺫﻟﻙ ﺍﻟﻬﺩﺭ ؟؟
ﺝ ---ﻴﻭﺠﺩ ﻫﺩﺭ ﻓﻲ ﺍﻟﻜﻠﻑ ﻓﻲ ﺤﺎﻟﺔ ﺍﻟﻤﻘﺎﻭل ﺍﻟﻌﺎﻡ ﺴﺒﺒﻬﺎ ﻋﺩﻡ ﺘﺩﻗﻴﻕ ﺍﻟﻀﻤﺎﻨﺎﺕ ﻭ ﺍﻟﻤﺴﺘﻤﺴﻜﺎﺕ ﺍﻟﻤﻁﻠﻭﺒﺔ ﺃﻭ
ﺘﺯﻭﻴﺩﻫﺎ ﻴﺅﺩﻱ ﺃﺤﻴﺎﻨﺎ ﺍﻟﻰ ﺴﺭﻗﺔ ﺍﻟﺩﻓﻌﺔ ﺍﻟﺘﺸﻐﻴﻠﻴﺔ ﺍﻷﻭﻟﻰ ﻭ ﻜﺫﻟﻙ ﻋﻨﺩ ﺍﺴﺘﺨﺩﺍﻡ ﻨﺘﺎﺌﺞ ﻓﺤﻭﺼﺎﺕ ﻤﺯﻭﺭﺓ ﻭ ﻏﻴﺭ
ﺩﻗﻴﻘﺔ .
ﺍﻟﻤﻘﺎﺒﻠﺔ ﺍﻟﺴﺎﺩﺴﺔ )ﻤﻭﻅﻑ ﺒﺼﻔﺔ ﻤﺩﻴﺭ ﺸﻌﺒﺔ ﺍﻟﺭﻭﺍﺘﺏ ﻓﻲ ﺍﺤﺩ ﺍﻟﺩﻭﺍﺌﺭ ﺍﻟﺒﻠﺩﻴﺔ ﻭ ﺭﺌﻴﺱ ﻟﺠﻨﺔ ﻤﺸﺘﺭﻴﺎﺕ –
ﺨﺒﺭﺓ ١٥ﻋﺎﻤ ﹰﺎ ﻓﻲ ﺩﻭﺍﺌﺭ ﺍﻟﺩﻭﻟﺔ ( .
.ﺱ -:ﺍﻟﺘﻨﻔﻴﺫ ﺍﻟﻤﺒﺎﺸﺭ ..ﺃﺤﺩ ﺃﺴﺎﻟﻴﺏ ﺍﻟﺘﻨﻔﻴﺫ ﺍﻟﻤﻬﻤﺔ ﻓﻲ ﺩﻭﺍﺌﺭ ﺍﻟﺩﻭﻟﺔ ﻤﺎﻫﻲ ﺍﻟﺴﻠﺒﻴﺎﺕ ﺍﻟﺘﻲ ﻻﺤﻅﺘﻤﻭﻫﺎ ﻓﻴﻤﺎ
ﻴﺘﻌﻠﻕ ﺒﺎﻟﻜﻠﻑ ﻋﻨﺩ ﺍﺴﺘﺨﺩﺍﻡ ﻫﺫﺍ ﺍﻷﺴﻠﻭﺏ ﺒﺼﻔﺘﻜﻡ ﺭﺌﻴﺱ ﻟﺠﻨﺔ ﻤﺸﺘﺭﻴﺎﺕ ﻟﻌﺩﺓ ﻤﺸﺎﺭﻴﻊ؟؟
ﺝ ---ﻫﻨﺎﻙ ﺠﺎﻨﺏ ﺴﻠﺒﻲ ﻓﻲ ﺍﻟﺘﻨﻔﻴﺫ ﺍﻟﻤﺒﺎﺸﺭ ﻴﺯﻴﺩ ﻤﻥ ﺍﻟﻜﻠﻑ ﻭ ﻫﻭ ﺍﻨﻪ ﻋﻨﺩ ﻗﻴﺎﻡ ﺍﻟﺩﺍﺌﺭﺓ ﺍﻟﻤﻌﻨﻴﺔ ﺒﺎﻟﺸﺭﺍﺀ ﻤﻥ
ﺍﻷﺴﻭﺍﻕ ﺍﻟﻤﺤﻠﻴﺔ ﻓﺎﻥ ﺍﻟﺒﺎﺌﻊ ﺴﻭﻑ ﻴﻘﻭﻡ ﺒﺈﻀﺎﻓﺔ ﻤﺒﻠﻎ ﻟﻐﺭﺽ ﺍﻟﻀﺭﻴﺒﺔ ﻭ ﺒﺫﻟﻙ ﻴﻜﻭﻥ ﺴﻌﺭ ﺍﻟﻤﺎﺩﺓ ﺃﻋﻠﻰ ﻓﻴﻤﺎ ﻟﻭ
ﺘﻡ ﺸﺭﺍﺅﻫﺎ ﺒﺩﻭﻥ ﻭﺼل ﺭﺴﻤﻲ ﺒﺎﺴﻡ ﺼﺎﺤﺏ ﺍﻟﻤﺤل ﺍﻟﻤﻌﻨﻲ .
ﻭ ﻫﻨﺎﻙ ﻀﻴﺎﻉ ﻭ ﻫﺩﺭ ﻭ ﺯﻴﺎﺩﺓ ﻓﻲ ﺍﻟﻜﻠﻑ ﺴﺒﺒﻪ ﺍﻹﻫﻤﺎل ﻭ ﺍﻟﻔﺴﺎﺩ ﺍﻹﺩﺍﺭﻱ ﻭ ﺍﻟﻼﻤﺒﺎﻻﺓ .
ﺍﻟﻤﻘﺎﺒﻠﺔ ﺍﻟﺴﺎﺒﻌﺔ ) ﻤﻬﻨﺩﺱ ﻭ ﺭﺌﻴﺱ ﻟﺠﻨﺔ ﺍﺴﺘﻼﻡ ﻓﻲ ﺍﺤﺩ ﺩﻭﺍﺌﺭ ﺍﻟﺒﻠﺩﻴﺔ – ﺨﺒﺭﺓ ١٢ﻋﺎﻤ ﹰﺎ ( .
114
)The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D
Dr. Ra'ad Saleem A.
ﺱ -:ﻤﺎﻫﻲ ﺃﻫﻡ ﺍﻟﺴﻠﺒﻴﺎﺕ ﺍﻟﻤﺸﺨﺼﺔ ﻤﻥ ﻗﺒﻠﻜﻡ ﻋﻨﺩ ﺘﻨﻔﻴﺫ ﺍﻟﻤﺸﺭﻭﻉ ﺘﻨﻔﻴﺫﹰﺍ ﻤﺒﺎﺸﺭﹰﺍ .ﺨﺼﻭﺼﹰﺎ ﻤﺎ ﻴﺘﻌﻠﻕ ﺒﺄﺴﺘﻼﻡ
ﺍﻟﻤﺸﺭﻭﻉ ﻤﻥ ﻗﺒل ﻟﺠﺎﻥ ﺍﻷﺴﺘﻼﻡ ؟؟
---ﻟﺠﺎﻥ ﺍﻻﺴﺘﻼﻡ ﻟﻸﻋﻤﺎل ﺍﻟﻤﻨﻔﺫﺓ ﺒﺎﻟﺘﻨﻔﻴﺫ ﺍﻟﻤﺒﺎﺸﺭ ﺴﺘﻜﻭﻥ ﻤﺘﺴﺎﻫﻠﺔ ﻓﻲ ﺘﻘﻴﻴﻡ ﻓﻘﺭﺍﺕ ﺍﻟﻌﻤل ﺍﻟﻤﺴﺘﻠﻡ ﻭ ﺭﺒﻤﺎ
ﺘﻘﻴﻴﻤﻬﺎ ﺒﺄﻜﺜﺭ ﻤﻥ ﻜﻠﻔﻬﺎ ﺍﻟﺤﻘﻴﻘﻴﺔ ﻭ ﺒﺎﻟﺘﺎﻟﻲ ﺯﻴﺎﺩﺓ ﻜﻠﻑ ﻫﺫﻩ ﺍﻟﻔﻘﺭﺍﺕ .
ﻭ ﻜﺫﻟﻙ ﻻﻴﻭﺠﺩ ﺘﺴﻠﻴﻑ ﻓﻲ ﺤﺎﻟﺔ ﺍﻟﺘﻨﻔﻴﺫ ﺍﻟﻤﺒﺎﺸﺭ .
ﺍﻟﻤﻘﺎﺒﻠﺔ ﺍﻟﺜﺎﻤﻨﺔ ) ﻤﻭﻅﻔﺔ ﻓﻲ ﺸﻌﺒﺔ ﺍﻟﻤﻭﺍﺯﻨﺎﺕ ﻓﻲ ﺍﺤﺩ ﺍﻟﺩﻭﺍﺌﺭ ﺍﻟﺒﻠﺩﻴﺔ – ﺨﺒﺭﺓ ١٥ﻋﺎﻤ ﹰﺎ ﻓﻲ ﻤﺠﺎل ﺍﻟﻤﺸﺎﺭﻴﻊ
ﺍﻟﺒﻠﺩﻴﺔ ( .
ﺱ -:ﻤﻥ ﺨﻼل ﺍﻟﻜﺸﻭﻓﺎﺕ ﺍﻟﺘﺨﻤﻴﻨﻴﺔ ﺍﻟﺘﻲ ﻴﺘﻡ ﺍﻟﻤﺼﺎﺩﻗﺔ ﻋﻠﻴﻬﺎ ﻓﻴﻤﺎ ﻴﺨﺹ ﺍﻟﺘﻨﻔﻴﺫ ﺍﻟﻤﺒﺎﺸﺭ ﻤﺎ ﻫﻭ ﺘﺄﺜﻴﺭ ﻫﺫﻩ
ﺍﻟﻜﺸﻭﻓﺎﺕ ﻋﻠﻰ ﻜﻠﻑ ﺍﻟﻤﺸﺭﻭﻉ ؟؟
ﺝ ---ﺇﻥ ﻋﺩﻡ ﺍﻟﺩﻗﺔ ﻓﻲ ﺇﻋﺩﺍﺩ ﺍﻟﻜﺸﻭﻓﺎﺕ ﺍﻟﻔﻨﻴﺔ ﺍﻟﺨﺎﺼﺔ ﺒﺎﻟﻤﺸﺭﻭﻉ ﺘﺯﻴﺩ ﻤﻥ ﺍﻟﻜﻠﻔﺔ ﺍﻟﺘﺨﻤﻴﻨﻴﺔ ﻟﺫﻟﻙ ﻓﻲ ﺤﺎﻟﺔ
ﺍﻟﺘﻨﻔﻴﺫ ﺍﻟﻤﺒﺎﺸﺭ ﻤﻤﻜﻥ ﺤﺴﺎﺏ ﺃﻋﻤﺎل ﻤﻨﻔﺫﺓ ﺃﻜﺜﺭ ﻤﻥ ﺍﻟﻭﺍﻗﻊ .
ﺃﻤﺎ ﻓﻲ ﺍﻟﻤﻘﺎﻭﻻﺕ ﺍﻟﺨﺎﺼﺔ ﻴﻜﻭﻥ ﺍﻟﻀﺭﺭ ﺍﻗل ﺒﺎﻟﻨﺴﺒﺔ ﻻﻋﺩﺍﺩ ﺍﻟﻜﺸﻭﻓﺎﺕ .
ﺍﻟﻤﻘﺎﺒﻠﺔ ﺍﻟﺘﺎﺴﻌﺔ ) ﻤﻬﻨﺩﺱ ﻭ ﺭﺌﻴﺱ ﻗﺴﻡ ﺍﻟﻤﺸﺎﺭﻴﻊ ﻓﻲ ﺍﺤﺩ ﺍﻟﺩﻭﺍﺌﺭ ﺍﻟﺒﻠﺩﻴﺔ – ﺨﺒﺭﺓ ١٠ﺃﻋﻭﺍﻡ ﻓﻲ ﺩﻭﺍﺌﺭ
ﺍﻟﺩﻭﻟﺔ ( .
ﺱ -:ﻤﻥ ﺨﻼل ﺃﺸﺭﺍﻓﻜﻡ ﻋﻠﻰ ﺘﻨﻔﻴﺫ ﺍﻟﻌﺩﻴﺩ ﻤﻥ ﺍﻟﻤﺸﺎﺭﻴﻊ ﺍﻟﺒﻠﺩﻴﺔ ﻤﺎ ﻫﻭ ﺍﻷﺴﻠﻭﺏ ﺍﻷﻗل ﻜﻠﻔﺔ ﻋﻨﺩ ﺍﻟﺘﻨﻔﻴﺫ ﻤﻊ ﺫﻜﺭ
ﺍﻷﺴﺒﺎﺏ ؟؟
ﺝ---ﺍﻟﺘﻨﻔﻴﺫ ﺍﻟﻤﺒﺎﺸﺭ ﺍﻗل ﺍﻷﻨﻭﺍﻉ ﻜﻠﻔﺔ ﺒﺴﺒﺏ -:
** ﺍﻟﺼﻴﺎﻨﺔ ﻭ ﺍﻟﺘﺼﻠﻴﺢ ﻟﻶﻟﻴﺎﺕ ﺘﺤﺎل ﻋﻠﻰ ﻭﺭﺵ ﺍﻟﺩﺍﺌﺭﺓ .
** ﺃﺠﻭﺭ ﻜﺎﺩﺭ ﺍﻟﻌﻤل ﻤﺩﻓﻭﻋﺔ ﻤﺴﺒﻘﹰﺎ ) ﺭﻭﺍﺘﺏ ﺍﻟﻤﻭﻅﻔﻴﻥ ( /ﻋﺩﺍ ﻤﻜﺎﻓﺌﺎﺕ ﺘﺸﺠﻴﻌﻴﺔ .
** ﺍﻟﺸﺭﻜﺎﺕ ﺍﻟﺤﻜﻭﻤﻴﺔ ﻤﻌﻔﻴﺔ ﻤﻥ ﺩﻓﻊ ﺍﻷﻤﺎﻨﺎﺕ ﻭ ﺍﻟﻀﺭﺍﺌﺏ .
ﺍﻟﻤﻠﺤﻕ )(٢
إﺳﺘﻤﺎرة إﺳﺘﺒﻴﺎن
ﺃﻭ ﹰﻻ :ﺍﻟﺒﻁﺎﻗﺔ ﺍﻟﺸﺨﺼﻴﺔ
• ﺍﺴﻡ ﺍﻟﺩﺍﺌﺭﺓ ﺃﻭ ﺍﻟﺸﺭﻜﺔ -:
• ﻨﻭﻉ ﺍﻟﻌﻤل -:
115
ﻤﻌﺎﻟﺠﺔ ﺘﺄﺜﻴﺭ ﺃﺴﻠﻭﺏ ﺍﻟﺘﻨﻔﻴﺫ ﻭﻨﻭﻉ ﺍﻟﺘﻌﺎﻗﺩ ﻋﻠﻰ ﻜﻠﻔﺔ اﻟﻤﺸﺎرﻳﻊ اﻻﻧﺸﺎﺋﻴﺔ
د .ﺭﺍﺌﺩ ﺴﻠﻴﻡ ﻋﺒﺩ ﻋﻠﻲ
ﺘﻨﻔﻴﺫ
ﺇﺸﺭﺍﻑ
ﺇﺴﺘﺸﺎﺭﺍﺕ
ﺘﺨﻁﻴﻁ ﻭ ﻤﺘﺎﺒﻌﺔ
• ﺍﻟﻤﻨﺼﺏ ﻓﻲ ﺍﻟﺩﺍﺌﺭﺓ ﺃﻭ ﺍﻟﺸﺭﻜﺔ -:
• ﻋﺩﺩ ﺴﻨﻭﺍﺕ ﺍﻟﺨﺒﺭﺓ ﻓﻲ ﻤﺠﺎل ﺍﻟﻌﻤل -:
• ﻋﺩﺩ ﺍﻟﻤﺸﺎﺭﻴﻊ ﻭ ﺍﻷﻋﻤﺎل ﺍﻟﺘﻲ ﺴﺎﻫﻤﺕ ﻓﻲ ﺘﻨﻔﻴﺫﻫﺎ ﻀﻤﻥ ﻤﺠﺎل ﻋﻤﻠﻙ ﻓﻲ ﺍﻟﺩﺍﺌﺭﺓ ﺃﻭ
ﺍﻟﺸﺭﻜﺔ -:
ﺜﺎﻨﻴ ﹰﺎ :ﻤﺤﻭﺭ ﺍﻟﺒﺤﺙ
ﻴﺘﻨﺎﻭل ﺍﻟﺒﺤﺙ ﺩﺭﺍﺴﺔ ﺁﺜﺎﺭ ﺃﺴﻠﻭﺏ ﺍﻟﺘﻨﻔﻴﺫ ﻟﻠﻤﺸﺎﺭﻴﻊ ﺍﻹﻨﺸﺎﺌﻴﺔ )ﻭﺒﺄﻨﻭﺍﻉ ﺍﻟﺘﻌﺎﻗﺩ ﺍﻟﻤﺨﺘﻠﻔﺔ( ﻋﻠﻰ ﺍﻟﻜﻠﻔﺔ ﻟﻤﻌﺭﻓﺔ
ﺍﻷﺴﻠﻭﺏ ﺍﻷﻗل ﻟﻠﺘﻨﻔﻴﺫ ﺩﻭﻥ ﺍﻟﻤﺴﺎﺱ ﺒﺎﻟﻤﻭﺍﺼﻔﺎﺕ ﻭ ﺒﺄﻗل ﺍﻟﻜﻠﻑ ،ﺨﺼﻭﺼﹰﺎ ﻓﻲ ﻅﺭﻓﻨﺎ ﺍﻟﺭﺍﻫﻥ .
ﻴﺭﺠﻰ ﺍﻟﻤﺴﺎﻫﻤﺔ ﻀﻤﻥ ﻤﺠﺎل ﺨﺒﺭﺘﻜﻡ ﻓﻲ ﺘﺤﺩﻴﺩ ﻫﺫﻩ ﺍﻵﺜﺎﺭ ﻭ ﻤﺴﺘﻭﻴﺎﺘﻬﺎ ﻭ ﺩﺭﺠﺔ ﺘﺄﺜﻴﺭﻫﺎ ﻭﺘﻘﻠﻴﻠﻬﺎ ﻟﻠﻜﻠﻔﺔ ﻭ
ﺍﻟﺘﻲ ﺍﺴﺘﻨﺘﺠﻬﺎ ﺍﻟﺒﺎﺤﺙ ﻜﻌﻭﺍﻤل ﻤﺅﺜﺭﺓ ﻓﻲ ﺍﻟﻤﻔﺎﻀﻠﺔ ﺒﻴﻥ ﺃﺴﺎﻟﻴﺏ ﺍﻟﺘﻨﻔﻴﺫ ﺍﻟﻤﺨﺘﻠﻔﺔ ﻟﻜل ﻤﺸﺭﻭﻉ ﺤﺴﺏ ﻅﺭﻓﻪ.
ﺜﺎﻟﺜ ﹰﺎ :ﻓﻲ ﺤﺎﻟﺔ ﺃﺴﻠﻭﺏ ﺍﻟﺘﻨﻔﻴﺫ ﺃﻭ ﻨﻭﻉ ﺍﻟﺘﻌﺎﻗﺩ ﻟﻡ ﻴﺫﻜﺭ ،ﻴﺩﺭﺝ ﻓﻲ ﺤﻘل ﺍﻟﻤﻼﺤﻅﺎﺕ .
ﺭﺍﺒﻌ ﹰﺎ :ﻓﻲ ﺤﺎﻟﺔ ﻋﺩﻡ ﻭﺠﻭﺩ ﺍﻻﺨﺘﻴﺎﺭ ﺍﻟﻤﻼﺌﻡ ﺃﻤﺎﻡ ﺃﺴﻠﻭﺏ ﺍﻟﺘﻨﻔﻴﺫ ﻭﻨﻭﻉ ﺍﻟﺘﻌﺎﻗﺩ ﻴﺘﺭﻙ ﺍﻟﺤﻘل ﻓﺎﺭﻏﹰﺎ .
ﺨﺎﻤﺴ ﹰﺎ :ﻓﻲ ﺤﺎﻟﺔ ﻭﺠﻭﺩ ﻋﻭﺍﻤل ﺃﺨﺭﻯ ﻤﺅﺜﺭﺓ ﻋﻠﻰ ﺘﻘﻠﻴل ﺃﻭ ﺯﻴﺎﺩﺓ ﺍﻟﻜﻠﻔﺔ ﻷﻨﻭﺍﻉ ﺍﻟﺘﻨﻔﻴﺫ ﻭﻟﻤﺨﺘﻠﻑ ﺃﻨﻭﺍﻉ ﺍﻟﺘﻌﺎﻗﺩ
ﺍﻟﻤﺫﻜﻭﺭﺓ ﻴﺭﺠﻰ ﺍﻹﺸﺎﺭﺓ ﺇﻟﻴﻬﺎ ﻓﻲ ﺤﻘل ﺍﻟﻤﻼﺤﻅﺎﺕ ﺨﺩﻤ ﹰﺔ ﻟﻠﺒﺤﺙ .
ﺴﺎﺩﺴ ﹰﺎ :ﻴﺭﺠﻰ ﺍﻟﺘﻔﻀل ﺒﺎﻹﺠﺎﺒﺔ ﻋﻥ ﺍﻷﺴﺌﻠﺔ ﺍﻟﺘﺎﻟﻴﺔ ﺒﻭﻀﻊ ﻋﻼﻤﺔ )
( ﺃﻤﺎﻡ ﺍﻻﺨﺘﻴﺎﺭ ﺍﻟﻤﻨﺎﺴﺏ .
ﺍﻷﺴﺌﻠﺔ -١:ﻤﺎﻫﻭ ﺍﻷﺴﻠﻭﺏ ﺍﻷﻓﻀل ﻟﺘﻨﻔﻴﺫ ﺍﻟﻤﺸﺎﺭﻴﻊ ﺍﻹﻨﺸﺎﺌﻴﺔ ؟
ﻤﻤﺘﺎﺯ
ﺠﻴﺩ ﺠﺩﹰﺍ
ﺠﻴﺩ
ﻭﺴﻁ
ﺍﻟﺘﻨﻔﻴﺫ ﺍﻟﻤﺒﺎﺸﺭ
ﺍﻟﺘﻨﻔﻴﺫ ﺃﻤﺎﻨﺔ
ﺍﻟﺘﻨﻔﻴﺫ ﺒﻭﺍﺴﻁﺔ ﺍﻟﻤﻘﺎﻭل ﺍﻟﻌﺎﻡ
-٢ﺃﻱ ﺃﺴﻠﻭﺏ ﻤﻥ ﺃﺴﺎﻟﻴﺏ ﺍﻟﺘﻨﻔﻴﺫ ﻴﺴﺎﻫﻡ ﻓﻲ ﺘﻘﻠﻴل ﺍﻟﻜﻠﻔﺔ ؟
ﻴﺴﺎﻫﻡ ﻜﺜﻴﺭﹰﺍ
ﺍﻟﺘﻨﻔﻴﺫ ﺍﻟﻤﺒﺎﺸﺭ
116
ﻴﺴﺎﻫﻡ
ﻗﻠﻴل ﺍﻟﻤﺴﺎﻫﻤﺔ
Dr. Ra'ad Saleem A.
)The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D
ﺍﻟﺘﻨﻔﻴﺫ ﺃﻤﺎﻨﺔ
ﺍﻟﺘﻨﻔﻴﺫ ﺒﻭﺍﺴﻁﺔ ﺍﻟﻤﻘﺎﻭل ﺍﻟﻌﺎﻡ
-٣ﺃﻱ ﺃﺴﻠﻭﺏ ﻫﻭ ﺍﻷﻜﺜﺭ ﻓﻌﺎﻟﻴﺔ ﻟﻠﻅﺭﻭﻑ ﺍﻟﺴﺎﺌﺩﺓ ﺤﺎﻟﻴ ﹰﺎ ﻗﻲ ﺍﻟﻌﺭﺍﻕ ؟
ﻓﻌﺎل ﻓﻌﺎل ﺠﺩﹰﺍ
ﻓﻌﺎل
ﻗﻠﻴل ﺍﻟﻔﻌﺎﻟﻴﺔ
ﺍﻟﺘﻨﻔﻴﺫ ﺍﻟﻤﺒﺎﺸﺭ
ﺍﻟﺘﻨﻔﻴﺫ ﺃﻤﺎﻨﺔ
ﺍﻟﺘﻨﻔﻴﺫ ﺒﻭﺍﺴﻁﺔ ﺍﻟﻤﻘﺎﻭل ﺍﻟﻌﺎﻡ
-٤ﻤﺘﻰ ﻴﻜﻭﻥ ﺃﺴﻠﻭﺏ ﺍﻟﺘﻨﻔﻴﺫ ﻴﺅﺩﻱ ﺇﻟﻰ ﺍﻟﻬﺩﺭ ﺒﺎﻟﻤﻭﺍﺩ ﺍﻹﻥ
ﺍﻟﻬﺩﺭ ﻜﺜﻴﺭ
ﺍﻟﻬﺩﺭ ﻗﻠﻴل
ﻻﻴﻭﺠﺩ ﻫﺩﺭ
ﺍﻟﺘﻨﻔﻴﺫ ﺍﻟﻤﺒﺎﺸﺭ
ﺍﻟﺘﻨﻔﻴﺫ ﺃﻤﺎﻨﺔ
ﺍﻟﺘﻨﻔﻴﺫ ﺒﻭﺍﺴﻁﺔ ﺍﻟﻤﻘﺎﻭل ﺍﻟﻌﺎﻡ
-٥ﻓﻲ ﺃﻱ ﺍﻷﺴﺎﻟﻴﺏ ﺍﻟﻤﺘﺒﻌﺔ ﺘﺯﺩﺍﺩ ﺍﻟﻜﻠﻔﺔ ﻋﻨﺩ ﺇﻋﺩﺍﺩ ﺍﻟﻜﺸﻭﻓﺎﺕ ﺍﻟﺘﺨﻤﻴﻨﻴﺔ ؟
ﺘﺯﺩﺍﺩ ﻜﺜﻴﺭﺍ
ﺘﺯﺩﺍﺩ
ﻗﻠﻴﻠﺔ ﺍﻟﺘﺄﺜﻴﺭ
ﺍﻟﺘﻨﻔﻴﺫ ﺍﻟﻤﺒﺎﺸﺭ
ﺍﻟﺘﻨﻔﻴﺫ ﺃﻤﺎﻨﺔ
ﺍﻟﺘﻨﻔﻴﺫ ﺒﻭﺍﺴﻁﺔ ﺍﻟﻤﻘﺎﻭل ﺍﻟﻌﺎﻡ
-٦ﻓﻲ ﺃﻱ ﺃﺴﻠﻭﺏ ﺘﻨﻔﻴﺫ ﻴﻜﻭﻥ ﻟﻨﻅﺎﻡ ﺍﻟﺭﻗﺎﺒﺔ ﺍﻟﺼﺎﺭﻡ ﻋﻠﻰ ﺍﻟﺘﺩﻓﻘﺎﺕ ﺍﻟﻤﺎﻟﻴﺔ ﺍﺜﺭ ﻭﺍﻀﺢ ﻋﻠﻰ ﺘﻘﻠﻴل ﺍﻟﻜﻠﻔﺔ ؟
ﻤﺅﺜﺭ ﺠﺩﹰﺍ
ﺍﻟﺘﻨﻔﻴﺫ ﺍﻟﻤﺒﺎﺸﺭ
ﺍﻟﺘﻨﻔﻴﺫ ﺃﻤﺎﻨﺔ
117
ﻤﺅﺜﺭ
ﻗﻠﻴل ﺍﻟﺘﺄﺜﻴﺭ
ﻤﻌﺎﻟﺠﺔ ﺘﺄﺜﻴﺭ ﺃﺴﻠﻭﺏ ﺍﻟﺘﻨﻔﻴﺫ ﻭﻨﻭﻉ ﺍﻟﺘﻌﺎﻗﺩ ﻋﻠﻰ ﻜﻠﻔﺔ اﻟﻤﺸﺎرﻳﻊ اﻻﻧﺸﺎﺋﻴﺔ
د .ﺭﺍﺌﺩ ﺴﻠﻴﻡ ﻋﺒﺩ ﻋﻠﻲ
ﺍﻟﺘﻨﻔﻴﺫ ﺒﻭﺍﺴﻁﺔ ﺍﻟﻤﻘﺎﻭل ﺍﻟﻌﺎﻡ
-٧ﻫل ﻟﻭﺠﻭﺩ ﺍﻟﺜﻐﺭﺍﺕ ﻓﻲ ﺍﻟﻘﻭﺍﻨﻴﻥ ﻭ ﺍﻟﺘﻌﻠﻴﻤﺎﺕ ﺍﻟﻨﺎﻓﺫﺓ ،ﺍﺜﺭ ﻭﺍﻀﺢ ﻋﻠﻰ ﺍﻟﻜﻠﻔﺔ ؟ ﻓﻲ ﺃﻱ ﺃﺴﻠﻭﺏ ﻤﻥ
ﺃﺴﺎﻟﻴﺏ ﺍﻟﺘﻨﻔﻴﺫ ﻴﺘﻭﻀﺢ ﺫﻟﻙ ﺃﻜﺜﺭ ؟
ﺘﺅﺜﺭ ﻜﺜﻴﺭﺍ
ﺘﺅﺜﺭ
ﻗﻠﻴﻠﺔ ﺍﻟﺘﺄﺜﻴﺭ
ﺍﻟﺘﻨﻔﻴﺫ ﺍﻟﻤﺒﺎﺸﺭ
ﺍﻟﺘﻨﻔﻴﺫ ﺃﻤﺎﻨﺔ
ﺍﻨﻔﻴﺫ ﺒﻭﺍﺴﻁﺔ ﺍﻟﻤﻘﺎﻭل ﺍﻟﻌﺎﻡ
-٨ﻤﺘﻰ ﺘﻜﻭﻥ ﺃﺴـﺎﻟﻴﺏ ﺍﻟﺘﻨﻔﻴﺫ ﻤﺅﺜﺭ ﻋﻠﻰ ﺃﺴﻌـﺎﺭ ﺍﻟﻤﻭﺍﺩ ﺍﻹﻨﺸﺎﺌﻴﺔ ﺍﻟﺘﻲ ﻴﺘﻡ ﺸﺭﺍﺅﻫﺎ ﻤﻥ ﺍﻟﺴﻭﻕ ﺍﻟﻤﺤﻠﻴﺔ ؟
ﻤﺅﺜﺭﺓ ﺠﺩﹰﺍ
ﻤﺅﺜﺭﺓ
ﻗﻠﻴﻠﺔ ﺍﻟﺘﺄﺜﻴﺭ
ﺍﻟﺘﻨﻔﻴﺫ ﺍﻟﻤﺒﺎﺸﺭ
ﺍﻟﺘﻨﻔﻴﺫ ﺃﻤﺎﻨﺔ
ﺍﻟﺘﻨﻔﻴﺫ ﺒﻭﺍﺴﻁﺔ ﺍﻟﻤﻘﺎﻭل ﺍﻟﻌﺎﻡ
-٩ﻋﻨﺩ ﺍﻟﺘﻨﻔﻴﺫ ﺒﻭﺍﺴﻁﺔ ﺍﻟﻤﻘﺎﻭل ﺍﻟﻌﺎﻡ ﺃﻱ ﻨﻭﻉ ﻤﻥ ﺃﻨﻭﺍﻉ ﺍﻟﺘﻌﺎﻗﺩ ﻫﻭ ﺍﻷﻓﻀل ﻤﻥ ﻭﺠﻬﺔ ﻨﻅﺭ ﺼﺎﺤﺏ
ﺍﻟﻌﻤل؟
ﻤﻘﺎﻭﻟﺔ ﺠﺩﻭل ﺍﻟﻜﻤﻴﺎﺕ ﻭ ﺍﻷﺴﻌﺎﺭ
ﻤﻘﺎﻭﻟﺔ ﺠﺩﻭل ﺍﻷﺴﻌﺎﺭ
ﻤﻘﺎﻭﻟﺔ ﺘﺴﻠﻴﻡ ﺍﻟﻤﻔﺘﺎﺡ
ﻤﻘﺎﻭﻟﺔ ﺍﻟﻜﻠﻔﺔ +
-١٠ﺃﻱ ﻨﻭﻉ ﻤﻥ ﺍﻟﺘﻌﺎﻗﺩ ﻴﺯﻴﺩ ﺃﻭ ﻴﻘﻠل ﺍﻟﻜﻠﻔﺔ ﺒﺎﻟﻨﺴﺒﺔ ﻟﺼﺎﺤﺏ ﺍﻟﻌﻤل ؟
ﻴﺯﻴﺩ ﺍﻟﻜﻠﻔﺔ
ﻤﻘﺎﻭﻟﺔ ﺠﺩﻭل ﺍﻟﻜﻤﻴﺎﺕ ﻭ ﺍﻷﺴﻌﺎﺭ
ﻤﻘﺎﻭﻟﺔ ﺠﺩﻭل ﺍﻷﺴﻌﺎﺭ
118
ﻴﻘﻠل ﺍﻟﻜﻠﻔﺔ
ﻻﻴﺅﺜﺭ ﻋﻠﻰ ﻜﻠﻔﺔ ﺍﻟﻤﺸﺭﻭﻉ
Dr. Ra'ad Saleem A.
)The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D
ﻤﻘﺎﻭﻟﺔ ﺘﺴﻠﻴﻡ ﺍﻟﻤﻔﺘﺎﺡ
ﻤﻘﺎﻭﻟﺔ ﺍﻟﻜﻠﻔﺔ +
-١١ﺃﻱ ﻨﻭﻉ ﻤﻥ ﺍﻟﻜﻠﻑ ﻴﺅﺜﺭ ﺃﻜﺜﺭ ) ﺍﻟﻜﻠﻑ ﺍﻟﻤﺒﺎﺸﺭﺓ ،ﺍﻟﻜﻠﻑ ﻏﻴﺭ ﺍﻟﻤﺒﺎﺸﺭﺓ ( ﻋﻨﺩ ﺍﻟﺘﻨﻔﻴﺫ ﺒﺎﻷﺴﺎﻟﻴﺏ ﺍﻟﻤﺫﻜﻭﺭﺓ
ﺃﺩﻨﺎﻩ -:
ﻤﺒﺎﺸﺭﺓ
ﻏﻴﺭ ﻤﺒﺎﺸﺭﺓ
ﻜﻼﻫﻤﺎ
ﺍﻟﺘﻨﻔﻴﺫ ﺍﻟﻤﺒﺎﺸﺭ
ﺍﻟﺘﻨﻔﻴﺫ ﺃﻤﺎﻨﺔ
ﺍﻟﺘﻨﻔﻴﺫ ﺒﻭﺍﺴﻁﺔ ﺍﻟﻤﻘﺎﻭل ﺍﻟﻌﺎﻡ
-١٢ﻋﻨﺩ ﺇﺤﺎﻟﺔ ﺍﻟﻤﺸﺭﻭﻉ ﻤﻥ ﻗﺒل ﺠﻬﺔ ﺤﻜﻭﻤﻴﺔ ﺇﻟﻰ ﻤﻘﺎﻭل ﻋﺎﻡ ﺃﻱ ﻨﻭﻉ ﻤﻥ ﺍﻟﺘﻌﺎﻗﺩ ﺴﻭﻑ ﻴﺯﻴﺩ ﻤﻥ ﻜﻠﻔﺔ
ﺍﻟﻤﺸﺭﻭﻉ؟
ﺘﺯﻴﺩ ﻤﻥ ﺍﻟﻜﻠﻔﺔ
ﻜﺜﻴﺭﹰﺍ
ﻤﻘﺎﻭﻟﺔ ﺠﺩﻭل ﺍﻟﻜﻤﻴﺎﺕ ﻭ ﺍﻷﺴﻌﺎﺭ
ﻤﻘﺎﻭﻟﺔ ﺠﺩﻭل ﺍﻷﺴﻌﺎﺭ
ﻤﻘﺎﻭﻟﺔ ﺘﺴﻠﻴﻡ ﺍﻟﻤﻔﺘﺎﺡ
ﻤﻘﺎﻭﻟﺔ ﺍﻟﻜﻠﻔﺔ +
119
ﺘﺯﻴﺩ ﻤﻥ ﺍﻟﻜﻠﻔﺔ
ﺯﻴﺎﺩﺓ ﻏﻴﺭ ﻤﺅﺜﺭﺓ ﻋﻠﻰ
ﺍﻟﻜﻠﻔﺔ ﺍﻟﻜﻠﻴﺔ
The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D) EXPERIMENTAL AND THEORITICAL INVESTIGATIONS OF
THE BEHAVIOR OF R.C. DEEP BEAMS WITH
OPENINGS STRENGTHENED BY CFRP LAMINATES
Prof. Dr. Ammar Y. Ali
Asst. Prof. Abdul Ridah Saleh
Mr. Wissam Nadir
Babylon University, Engineering College, Civil Department
ABSTRUCT
Web openings in beams used to provide accommodate service such as ducts and pipes,
accessibility such as windows or doors. However, introducing an opening in the web of R.C. deep
beam cause abruptly deteriorated in the shear capacity due to, stress concentration at the corners of
the openings and discontinuity of the load path of compressive strut. This research presents an
experimental and theoretical investigation of the use carbon fiber reinforced polymer (CFRP) as a
strengthening technique to upgrade the R.C. deep beam with web openings. Eight R.C. deep beams
with cross-section of (100x750mm) and the total length (1150mm) were tested under four-point
loads. The experimental results indicated that the use of CFRP sheet to upgrade the R.C. deep
beams with openings has significant effect on overall behavior such as the ultimate load, crack
width and deflection. The percent of increases in the ultimate load capacity was about (100-190) %.
In the other side, three dimensional finite element analysis was used to investigate the
performance of the R.C. member strengthened by CFRP laminate. The comparison between the
experimental and theoretical results referred to reasonable agreement and asserted the validity of the
numerical analysis and methodology developed in this study.
اﻟﺨﻼﺻﺔ
. ﻴﺘﻡ ﺍﺴﺘﺤﺩﺍﺙ ﺍﻟﻔﺘﺤﺎﺕ ﻓﻲ ﺍﻷﻋﺘﺎﺏ ﺍﻟﺨﺭﺴﺎﻨﻴﺔ ﻟﺘﺠﻬﻴﺯ ﺍﻟﺨﺩﻤﺎﺕ ﻤﺜل ﻗﻨﻭﺍﺕ ﺍﻟﺘﺒﺭﻴﺩ ﻭﺍﻷﻨﺎﺒﻴﺏ ﺃﻭ ﺍﻷﺒﻭﺍﺏ ﻭ ﺍﻟﺸﺒﺎﺒﻴﻙ
ﺍﻟﺴﺒﺏ ﻓﻲ ﺫﻟﻙ ﻴﻌﻭﺩ ﺇﻟﻰ. ﺘﺠﻬﻴﺯ ﺍﻷﻋﺘﺎﺏ ﺍﻟﺨﺭﺴﺎﻨﻴﺔ ﺍﻟﻌﻤﻴﻘﺔ ﺒﺎﻟﻔﺘﺤﺎﺕ ﻴﺴﺒﺏ ﺘﺩﻫﻭﺭ ﻤﻔﺎﺠﺊ ﻓﻲ ﺴﻌﺔ ﺍﻟﻘﺹ, ﻋﻠﻰ ﺍﻟﺭﻏﻡ ﻤﻥ ﺫﻟﻙ
ﺇﻥ ﻫﺫﺍ ﺍﻟﺒﺤﺙ ﻴﺘﻀﻤﻥ.(compressive strut)ﺘﺭﻜﻴﺯ ﺍﻹﺠﻬﺎﺩ ﻓﻲ ﺯﻭﺍﻴﺎ ﺍﻟﻔﺘﺤﺎﺕ ﻭ ﺍﻨﻘﻁﺎﻉ ﻤﺴﺎﺭ ﺍﻟﺤﻤل ﻋﺒﺭ ﺩﻋﺎﻤﺔ ﺍﻟﻀﻐﻁ
ﺘﻡ ﻓﺤﺹ ﺜﻤﺎﻥ.ﺩﺭﺍﺴﺔ ﻋﻤﻠﻴﺔ ﻭﻨﻅﺭﻴﺔ ﻻﺴﺘﺨﺩﺍﻡ ﺃﻟﻴﺎﻑ ﺍﻟﻜﺎﺭﺒﻭﻥ ﺍﻟﺒﻭﻟﻴﻤﺭﻴﺔ ﻟﺘﻘﻭﻴﺔ ﺍﻷﻋﺘﺎﺏ ﺍﻟﺨﺭﺴﺎﻨﻴﺔ ﺍﻟﻌﻤﻴﻘﺔ ﺍﻟﺤﺎﻭﻴﺔ ﻋﻠﻰ ﻓﺘﺤﺎﺕ
ﺍﻟﻨﺘﺎﺌﺞ. ( ﻤﻠﻡ ﻓﺤﺼﺕ ﺘﺤﺕ ﺘﺄﺜﻴﺭ ﺃﺭﺒﻊ ﻨﻘﺎﻁ ﺤﻤل1150 ) ( ﻤﻠﻡ ﻭ ﺒﻁﻭل100x750) ﺃﻋﺘﺎﺏ ﺨﺭﺴﺎﻨﻴﺔ ﻋﻤﻴﻘﺔ ﺫﺍﺕ ﻤﻘﻁﻊ ﻤﻘﻁﻊ
ﺍﻟﻌﻤﻠﻴﺔ ﺃﺸﺎﺭﺓ ﺇﻟﻰ ﺇﻥ ﺍﺴﺘﺨﺩﺍﻡ ﺃﻟﻴﺎﻑ ﺍﻟﻜﺎﺭﺒﻭﻥ ﺍﻟﺒﻭﻟﻴﻤﺭﻴﺔ ﻟﺘﺩﻋﻴﻡ ﺍﻷﻋﺘﺎﺏ ﺍﻟﺨﺭﺴﺎﻨﻴﺔ ﺍﻟﻌﻤﻴﻘﺔ ﺍﻟﺤﺎﻭﻴﺔ ﻋﻠﻰ ﻓﺘﺤﺎﺕ ﻟﻬﺎ ﻓﻌﺎﻟﻴﺔ ﺍﻴﺠﺎﺒﻴﺔ
ﻨﺴﺒﺔ ﺍﻟﺯﻴﺎﺩﺓ ﻓﻲ ﻗﺎﺒﻠﻴﺔ ﺍﻟﺘﺤﻤل ﺍﻟﻘﺼﻭﻯ ﻜﺎﻨﺕ ﺘﺘﺭﺍﻭﺡ ﻤﻥ. ﺍﻟﺸﻘﻭﻕ ﻭ ﺍﻟﻬﻁﻭل, ﻋﻠﻰ ﺍﻟﺘﺼﺭﻑ ﺍﻟﻜﻠﻲ ﻤﺜل ﻗﺎﺒﻠﻴﺔ ﺍﻟﺘﺤﻤل ﺍﻟﻘﺼﻭﻯ
ﻤﻥ ﺠﻬﺔ ﺃﺨﺭﻯ ﺘﻡ ﺍﺴﺘﺨﺩﺍﻡ ﺍﻟﺘﺤﻠﻴل ﺃﻻﺨﻁﻲ ﺒﻭﺍﺴﻁﺔ ﻋﻨﺎﺼﺭ ﺜﻼﺜﻴﺔ ﺍﻷﺒﻌﺎﺩ ﻟﺘﺤﺭﻱ ﺃﺩﺍﺀ ﺍﻟﻌﺘﺒﺎﺕ ﺍﻟﺨﺭﺴﺎﻨﻴﺔ.%(190-100)
ﺍﻟﻤﻘﺎﺭﻨﺔ ﺒﻴﻥ ﺍﻟﻨﺘﺎﺌﺞ ﺍﻟﻌﻤﻠﻴﺔ ﻭﺍﻟﻨﻅﺭﻴﺔ ﺃﻜﺩﺕ ﺼﻼﺤﻴﺔ ﺍﻟﺘﺤﻠﻴل ﺍﻟﻌﺩﺩﻱ ﺒﺸﻜل ﻭﺍﻀﺢ. ﺍﻟﻤﺴﻠﺤﺔ ﺍﻟﻤﻘﻭﺍﺓ ﺒﺄﻟﻴﺎﻑ ﺍﻟﻜﺎﺭﺒﻭﻥ ﺍﻟﺒﻭﻟﻴﻤﺭﻴﺔ
.ﺤﻴﺙ ﻜﺎﻨﺕ ﺍﻟﻨﺘﺎﺌﺞ ﻤﻌﻘﻭﻟﺔ
120
Dr. Ammar Y. Ali et.,al.,
The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D)
1. INTRODUCTION
Reinforced concrete deep beams have been used in tall building, offshore structure,
foundation walls, transfer girders to support the load from one or more columns and also occurs in
some walls and pile caps [Zhichao, 2004]. The presence of web openings in such beam is frequently
required to provide accessibility such as doors and windows, or to accommodate essential services
such as ventilating, pipes and air conditioning ducts. Enlargement of such openings due to
architectural, mechanical requirement or change in the building functions would reduce the element
shear capacity [El-Maaddawy, 2009]. The shear capacity of deep beam with openings is abruptly
deteriorated due to stress concentration at the corners of the openings and the discontinuity of the
load path of the compressive strut, and its mechanical behavior becomes more complicated [HeeChang, 2006]. Many researchers reported that the use of carbon fiber reinforced polymer (CFRP)
has very significant in upgrading the weakness structure. Hardly any research reported about the use
of CFRP in strengthening R.C. deep beams with openings. Abdulla et al [Abdulla, 2003] find that
the application of the CFRP sheet around the opening was greatly decreased the beam deflection,
controlled the cracks around the openings and increased the ultimate load capacity of the beam. ElMaaddawy and Sherif [El-Maaddawy, 2009] found the externally bonded of CFRP shear
strengthening around the opening was found very effective in upgrading the shear strength of
reinforced concrete deep beams. The strength gain caused by CFRP sheets was in the range of 35%
to 73%. Zhang et al [Zhichao, 2004] reported that in a regular beam situation when the shear span
to effective depth ratio has large value the anchorage for vertical CFRP shear reinforcement will
greatly improved the shear strength. But, when the shear span to effective depth becomes smaller
value, or the beam behave like a deep beam the anchorage of the vertical CFRP shear reinforcement
will not likely to improve the shear strength as much as a regular beam case.
2. Experimental program
2.1 Description of Specimens
Eight simply supported R.C. deep beams with and without openings having a total span of
1150 mm, overall depth 750 mm, and width 100 mm, with shear span to overall depth ratio (a/H),
0.466 and effective length to overall depth ratio (/„/H), 1.267. All beams tested under two points top
loading as shown in Figure 1. Two 0 16 mm deformed bar were provided as longitudinal tension
reinforcement. The vertical and horizontal shear reinforcement was omitted from design to
emphasize the effect of CFRP. The ends of all beams extended 100 mm beyond the support's
centerlines and the steel bar had a 90° hook of length 250mm at each ends to provide sufficient
anchorage. The concrete cover of 30 mm was adopted to prevent splitting failure. Seven specimens
had two rectangular openings symmetrically about the center of specimens. The center of openings
of all beams positioned at the center of shear span region, which is the critical load path.
2.2 CFRP Strengthening System
Strengthening system chosen carefully according to some considerations, mainly, crack
pattern around the openings, practical applied in the actual and economic. The first beam (C-1) was
kept without openings (solid deep beam) as shown in Figure 1, it is considered as a control beam
for comparison. While the second beam (C-2) provide with openings and kept without
strengthening as a control beam. The strengthening beams (S-1, S-2 and S-3) were strengthened by
same shape and dimension as shown in Figure 1 but different in the configuration of wrap system. It
was strengthened by full wrap, U-wrap and two side's wraps respectively.The aim of these
strengthened system is to investigate the effect of anchorage in improvement shear capacity of deep
beam. The sixth beam (S-4) strengthened by the shape shown in Figure 1. This system of strength
121
Experimental and Theoretical Investigation of the Behavior
of R.C Deep Beams with Openings Strengthened by CFRP Laminates
Prof. Dr. Ammar Y. Ali
Asst. Prof. Abdul Ridah Saleh
Mr. Wissam Nadir
was adopted to overcome the problem of stress concentration at the corners of the openings. The
seventh beam (S-5) was strengthened by pair of loop at 45° around the open as shown in Figure 1.
The least beam (R-1) was loaded by 70% of the ultimate load of (C-2). This beam will be
strengthened by the successful system that will be found in the test.
NOTE: all stirrups of CFRP had a width of 50mm and one layer of thickness 0.131 mm.
S-1
S-2
S-3
Full wrap
U- wrap
Two face
wrap
Figure 1: Detail and Geometry of Specimens (All Dimension in mm)
122
Dr. Ammar Y. Ali et.,al.,
The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D)
2.3 Material Properties
Normal weight concrete was used to cast the specimens. The 28-day concrete compressive
strength was 25 MPa and the splitting (tensile ) strength was 2.4 MPa. The longitudinal steel
reinforcement deformed has a 520 MPa yield stresses, while the horizontal and vertical shear
reinforcement was omitted from design to emphasize the effect of CFRP. A CFRP sheet has a
tensile strength of 4.5 GPa, an modulus of elasticity of 238 GPa, the elongation at break of 1.8%
and the thickness of 0.131 mm [Sika, 2005].
2.4 Test Setup
A hydraulic machine of 2000 kN capacity was used to tested all the beams up to failure as a
simply supported as shown in Figure 2. Four 30 mm diameter steel roller were used to apply the
point load, a steel bearing plate of (100x100x20) mm insert between the concrete and the steel roller
to prevent the local failure at supporting and loading points. A dial gage of accuracy 0.01 mm
installed at the mid span of the beam to measure the deflection. All the beams were painted with
white color to observe the crack development. At first the specimens loaded by 5 kN to seat the
support and the load system, then reduce to zero. The load increment was 5 kN along the test.
Figure 2 Test Setup
3. Experimental results
In spite of low flexural reinforcement ratio (0.6%), less than 1% all the tested specimen
failed by inclined cracks joining the load and support points.
In specimen (C-1)The first visible cracks are narrow flexural cracks in the mid-span region
at about 180 kN. When the applied load reached 240 kN a sudden inclined crack propagate from the
support upward to the point load. With increase the applied load the inclined crack become wider
and propagates rapidly. Then the collapse happened by splitting the beam into two pieces by a new
inclined shear crack parallel to the initial one without any warning at load of 535 kN as shown in
Figure3a. In specimen C-2, cracks are first observed around the corners of the openings at load
about 110 kN, these cracks appeared due to stress concentration at the opening's corner. As the load
increase these cracks propagate and widen rapidly towards supporting and loading points. A new
shear cracks through the shear span are merged the initial one. Then, the beam failed by abrupt
development of the cracks at the corners at load of 155 kN as shown in Figure 3b. It can be
concluded that the openings in C-2 reduces the shear capacity compared with that of specimen C-1
123
Experimental and Theoretical Investigation of the Behavior
of R.C Deep Beams with Openings Strengthened by CFRP Laminates
Prof. Dr. Ammar Y. Ali
Asst. Prof. Abdul Ridah Saleh
Mr. Wissam Nadir
about (71%), which is reflect the effect of web openings and their location on the behavior of RC
deep beams. Therefore, the openings zone will be strengthened by using CFRP laminate.
The strengthening system S-1(full wrap), S-2(U-wrap) and S-3 (two face wrap) were tested
and shows approximately similar behavior up to failure. The first visible cracks are inclined cracks
near the corners of openings at approximately 200 kN (50-55% of the ultimate load). As the applied
load process the inclined cracks propagate upward to support and loading point, while the shear
cracks at the shear span growth beside and parallel to CFRP straps and it make an effort to cross the
CFRP straps. Limited flexural cracks noted in the mid span region at approximately same load level
(50-55% of ultimate load). Some of these cracks change their direction to the nearest corner of
openings. The horizontal stabilizer straps are deboned from the concrete surface prior to failure.
The beams failed by a sudden split of the concrete above and below the opens due to rapidly crack
from the opposite corners to support and load points as shown in Figure 3. A peel of concrete
splitting with CFRP straps. In all these system the vertical strips did not deboned.
It can be deducted from the behavior of (S-1, S-2 and S-3) as shown in Fig. 4 that the
ultimate load increased approximately 160% with respect to specimen C-2. Therefore, this result
gives good induction about using the CFRP in improvement the shear capacity of the beam with
web openings. At the same time, the comparison between the three models (full wrap, U-wrap and
two face wrap) shows no important effect of the vertical anchorage of the CFRP system and this is
may be due to the enough development length glued on the concrete surface.
In specimen S-4 the cracks appear earlier than the previous strengthening models, where the
first visible cracks noted near the support at load 120 kN, and the shear cracks propagate quickly
though the mid zone between the two vertical straps. As the applied load reach 210 kN flexural
cracks are observed, while the horizontal and diagonal straps started delaminating from the concrete
surface at approximately 250 kN. Then the failure accrued due to rapidly propagate the crack to the
opposite corners of the support and loading points at 315 kN as shown in Fig. 4. It is expected that
this specimen will give the best results. The interpretation of this behavior that no enough area of
concrete surface to glue the CFRP straps, and no middle strap provided between the two straps that
give the cracks freedom in propagate though the shear zone, that main the distribution of straps play
very important role to hamper the propagation of cracks.
Specimen S-5 strengthening with CFRP straps orthogonal on the expected crack pattern.
The first visible crack is a diagonal crack at the support at approximately 160 kN. Through the
applied load process the cracks distribution through the spacing between the straps and flexural
cracks appear at 180 kN. Then the failure happens by sudden diagonal cracks from the opposite
corners to support and point loads. The CFRP straps are delaminating from the concrete surface
with peel of concrete at 450 KN as shown in Fig.3.
It is decided to loaded R-1 approximately to cracking load (110 kN) according to control
beam C-2(cracking load), then strengthened by S-5 system because it the best system. The test
results of specimen R-1 give similar behavior of specimen S-5, but less stiffness than specimen S-5
due to precracking.
Figure 4 and 5 shows summary and comparison of load-deflection curves and inclined crack
width respectively for all tested beams.
124
Dr. Ammar Y. Ali et.,al.,
The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D)
Figure 3 Mode of Failure
125
Experimental and Theoretical Investigation of the Behavior
of R.C Deep Beams with Openings Strengthened by CFRP Laminates
Prof. Dr. Ammar Y. Ali
Asst. Prof. Abdul Ridah Saleh
Mr. Wissam Nadir
Figure 4 Load-Deflection Carve For All Tested Beams
Figure 5 Crack Width for All Tested Beams
4. Analytical Results
The aim of the present section is to comparison of the F.E. model results and the
experimental results that explore the adequacy of elements type, material modeling, real constants
and convergence criteria are adequate to model the response of the reinforced concrete deep beams
with openings strengthening by CFRP. Package software [ANSYS, 2004] was adopted in analysis
the tested model. A three dimension SOLID65 element was used to represent the concrete element
because it has the capability of crack and crash also, cure the situation of material nonlinearity
while LINK8 element and SHELL41 element were used to represent longitudinal reinforcement and
carbon fiber respectively [ANSYS, 2004].
126
Dr. Ammar Y. Ali et.,al.,
The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D)
4.1 Specimen Description in Finite Element
By benefit from the symmetry, a quarter of the beam is being model. An important step in
finite element modeling is the selection of the mesh density. A convergence of results is obtained
when an adequate number of elements are used in a model. This is practically achieved when an
increase in the mesh density has a negligible effect on the results. Therefore, a convergence study
was carried out for three cases, C-1 (solid deep beam), C-2 (deep beam with web openings) and S1(deep beam with web openings strengthened with full wrap CFRP). Figure 6 shows the relation
between the number of elements and mid-span deflection. It can be noted from the Figure below
that the difference can be neglected when the number of elements increase from (1666) to (11040)
for the solid deep beam, from (1602) to (10528) for the beam with openings and from (1878) to
(11440). Therefore, the (1666, 1602 and 1878) models select for model the C-1, C-2 and S-1
respectively.
Figure 6 Result of Convergence Study
Displacement boundary conditions are needed to constrain the model to get unique
representation for the actual beam. Boundary condition need to apply at points of symmetry and
where the supports and loads exist. To model the symmetry, nodes on these planes must be
constrained in the perpendicular directions. Therefore, the nodes in Ux and Uz have a degree of
freedom equal to zero as shown in Figure 7. The support was modeled in such a way as a roller. A
single line of nodes on the plate is given constraint in the UY direction. By doing this, the beam
will be allowed to rotate at the support, as shown in Figure 7. A steel plate of (50x100x10 mm) is
modeled by using SOLID45 elements, which is used at the support and loading locations to avoid
the situation of stress concentration.
127
Experimental and Theoretical Investigation of the Behavior
of R.C Deep Beams with Openings Strengthened by CFRP Laminates
Prof. Dr. Ammar Y. Ali
Asst. Prof. Abdul Ridah Saleh
Mr. Wissam Nadir
Concrete element
25x25x25 mm
Concrete element
12.5x25x25 mm
y
X
Side view
Z
X
Top view
Figure 7 Boundary Conditions for the Quarter of the Beam
4.2 Finite element results
The aim of the present chapter is to comparison of the F.E. model results and the
experimental results that explore the adequacy of elements type, material modeling, real constants
and convergence criteria are adequate to model the response of the reinforced concrete deep beam
with openings strengthening by CFRP. The numerical load deflection curves were compared with
the experimental data is shown in Figure8. Table 1 show the comparison between the experimental
and numerical results.
Table 1 Experimental and Theoretical Ultimate Load and Deflection
Beam
Symbol
C-1
C-2
S-1
S-2
S-3
S-4
S-5
Average
Failure Load (kN)
Exp.
535
155
415
420
395
315
445
ANSYS
543.75
167.75
426.75
426.75
426.75
373.75
463.75
Exp./ANSYS
(%)
98.4
92.4
97.2
98.4
92.6
84.3
96.0
94.2
128
Mid-span Deflection
(mm)
Exp.
ANSYS
2.898
3.348
1.05
1.4
2.95
3.074
2.67
3.074
2.395
3.074
2.38
2.47
3
4
Exp./ANSYS
(%)
86.6
78.6
96.0
86.85
77.9
96.35
75.0
85.32
Dr. Ammar Y. Ali et.,al.,
The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D)
Figure 8 Comparisons between the Experimental
and Numerical Load Deflection Results
129
Experimental and Theoretical Investigation of the Behavior
of R.C Deep Beams with Openings Strengthened by CFRP Laminates
Prof. Dr. Ammar Y. Ali
Asst. Prof. Abdul Ridah Saleh
Mr. Wissam Nadir
Figure 8 Continued
The finite element load-deflection curve for most beams explained above showing a stiffer
response than the experimental results. Microcracks produced by drying shrinkage and handling are
present in the concrete to some degree. These would reduce the stiffness of the actual beam, while
the F.E. does not include the effect of microcracks. The F.E. analyses assume the concrete is a
homogenous material but, the true the concrete is a heterogeneous material. Also, a perfect bond
between the concrete and steel is assumed in the F.E. analysis. However, the assumption would not
be true in the actual beam. As the bond slip accrue, the composite action between the concrete and
steel reinforcing lost. Therefore, the overall stiffness of the actual beam could be lower than F.E.
analyses. The cracks pattern for all beams consistent approximately with the experimental work.
This support the activity of the finite element model adopted in the present study. Figure 9 show the
cracks pattern of the numerical method.
Figure 9 (1) Crack Pattern for Solid Beam from Numerical Analysis (A) Flexural Cracks (B)
Inclined Cracks (C) Compression Cracks (2) Crack Pattern for Beam with Opening
130
Dr. Ammar Y. Ali et.,al.,
The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D)
5. Parametric Study
From the reasonable agreement of the finite element model as explained above , some selected
parameters on the strengthening deep beam with web openings are decided to study, include:
openings location though the shear span, openings size and openings shape.
All the beams in parametric study strengthened with model of (S-3).
5.1 Openings Location
However, this study shows the effect of CFRP sheet on the behavior of deep beam under
openings condition with various positions of the openings though the shear span. As shown in
Figure 10, if the openings interrupt the load path (T2; C, B1) the strength of the beam will be lower
than which act out the load path (T1 and B2), which is approach from the behavior of the solid deep
beams as shown in Figure 11. Also, Table 2 shows the comparison of ultimate load between solid
deep beam and other cases.
Table 2 The Ultimate Load for The Study of Openings Location
Beam symbol
Numerical failure load kN
Difference in ultimate load
%
C-1
543.75
C
T1
426.75
568.75
T2
518.75
- 5.12
B1
343.75
- 36.78
B2
593.75
+ 9.2
131
- 21.5
+ 4.6
Experimental and Theoretical Investigation of the Behavior
of R.C Deep Beams with Openings Strengthened by CFRP Laminates
Prof. Dr. Ammar Y. Ali
Asst. Prof. Abdul Ridah Saleh
Mr. Wissam Nadir
5.2 Openings Size
To explain the effect of the openings size on the behavior of strengthened deep beam with
web openings, four size of openings are provided (100x100, 100x200, 200x200 and 250x250 ) at
the center of shear span.
From the Figure12 it is shown that the ultimate load and effect of CFRP decrease with
increase the openings size. When the area of the openings increase from (100x200) to (200x200)
mm (dupled) the ultimate load decrease about 16.3% while, the ultimate load increase about 10%
when the area of the openings decrease to half (100x100)mm with respect to S-3 (100x200). That
may be due to the increase interruption of the load path.
5.3 Openings Shape
To explain the effect of openings shape three type of shape (rectangular, square and circle)
are used with same position and area (20000 mm2). As shown in Figure 13 the circle openings have
the same behaviors at the first stage compared with the other shapes, then it give a stiff response.
That may be due to no corners and the shear stresses can be transfer though the circumference of
the openings. The ultimate load of circle openings (518.875 kN) is higher than square openings
(488.75 kN) and rectangular (426.75 kN) by about 5.8%, 17.4 % respectively. The rectangular
openings gave lower ultimate load than other shapes of openings may be due to the interrupted load
path is longer than other shapes.
132
Dr. Ammar Y. Ali et.,al.,
The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D)
6. conclusions
1. The use of CFRP sheets as external strengthening techniques has significant effect on the
overall behavior of tested specimen. Where the ultimate load increased by (100-190) %.
2. The comparison between the F.E. analysis and the experimental results asserted the validity of
the numerical analysis and the methodology developed. The maximum difference in the
ultimate load was less than 10%.
3. The distribution and orientation of the CFRP straps play an important role in upgrading the
deteriorated members. Therefore, the strengthening specimen by inclined CFRP stirrup (S-5)
give the best result if it compared with the other strengthened model, that may be due to the
orientation of the CFRP straps are perpendicular on the inclined crack. While the specimen S-4
not give the expected result
4. From the comparison between the strengthened beams S-1(full wrap), S-2(U-wrap) and S-3(two
face wrap), it can be observed there is no significant effect for the vertical anchorage of CFRP
system wrap if it use for deep beam.
5. It is noted that the strengthening of deep beams with web openings by CFRP decrease the crack
width. Nevertheless, has no effect on the formation of inclined crack.
6. CFRP in most cases of strengthened beams are neither rupture nor debonding. But, a peel of
concrete splitting with CFRP straps. It mean that all strengthened model used in the present
study are successful in upgrading such situation.
7. The behavior and the ultimate load of the strengthened deep beam with web openings depend
on the interruption of the load path. Therefore, when the opening located away from the
supports and the load path, the ultimate load increased by about (36.0, 21.0 and 24.0) % with
respect to that located on the load path.
8. The circle shape of openings give higher ultimate load than square and rectangular strengthened
openings by 5.8% and 17.4% respectively
9. Increasing the openings size lead to decrease the ultimate load and increase the deflection in
spite of strengthened by CFRP straps. When the opening size increased from (100x200) mm to
(200x200 and 250x250) mm the ultimate load decrease about (16.3 and 23.3) % respectively.
10. The crack patterns at the final load from the finite element model correspond well with the
observed failure of the experimental results.
133
Experimental and Theoretical Investigation of the Behavior
of R.C Deep Beams with Openings Strengthened by CFRP Laminates
Prof. Dr. Ammar Y. Ali
Asst. Prof. Abdul Ridah Saleh
Mr. Wissam Nadir
Reference
•
Abdulla, H. A., Torkey A. M., Haggag H. A. and Abu-Amira A. F., 2003 , "Design Against
Crack at The Opening in The Reinforced Concrete Beam Strengthened With Composite
Sheet", Composite Structure Journal, No.60, pp.197-204.
•
Ansys, 2004"ANSYS Theory", Release 9.0, copyright 2004.
•
El Maaddawy, T. and Sherif, S. 2009 "FRP Composite for Shear Strengthening of
Reinforced Concrete Deep Beams with Openings", Composite Structure Journal, Vol.89,
pp60-69.
•
Hee-Chang Eun, Young-Ho Lee, Heon-Soo Chung and Keun-Hyeok Yang, 2006, "On the
Shear Strength of Reinforced Concrete Deep Beam with Web Opening", The Structural
Design of Tall and Special Buildings Journal, Vol. 15, , pp.445-466.
•
Sika, 2005" SikaWrap®- 230C Woven carbon fiber fabric for structural strengthening",
Technical Data Sheet, Edition 2.
•
Zhang, Z., Cheng-Tzu, Thomas Hsu, F. ASCE and Jon Moren, October 2004 "Shear
Strengthened of Reinforcement Concrete Deep Beams Using Carbon Fiber Reinforced
Polymer Laminate", Journal of Composite for Construction.Vol.8, No.5, pp.403-414.
134
The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D) RETARDATION OF ANODIC DISSOLUTION OF ALUMINUM IN
ALKALINE MEDIA
Wathiq Nasser Hussein
Electrochemical Eng. Dept. Babylon University
ABSTRUCT
Aluminum and its alloys are widely used in industry for its properties, i.e. light weight ,
corrosion resistance, electrical conductivity etc. In order to prepare aluminum for outdoor exposure
, metal surface preparation by chemical technique is used.
One of these steps is degreasing by alkaline cleaners and since aluminum is affected by this
type of cleaning via weight loss (corrosion) and burning (black appearance), therefore, a need for
retardant or inhibitor for this case. In this study a trial to use a cheap, safe and available retarder was
done at various concentrations and temperatures. By using potentiodynamic method good results
were obtained through measuring corrosion currents for aluminum metal in the specified media.
اﻟﺨﻼﺻﺔ
اﻟﺘﻮﺻ ﻴﻠﻴﺔ اﻟﻜﻬﺮﺑﺎﺋﻴ ﺔ، ﻣﻘﺎوﻣ ﺔ اﻟﺘﺎآ ﻞ،ﻳﺴﺘﺨﺪم ﻣﻌﺪن اﻻﻟﻤﻨﻴﻮم وﺳﺒﺎﺋﻜﻪ ﺑﻜﺜﺮة ﻓﻲ اﻟﺼ ﻨﺎﻋﺔ ﻟﺨﻮاﺻ ﻪ ﻣﺜ ﻞ اﻟ ﻮزن اﻟﺨﻔﻴ ﻒ
. وﻣﻦ اﺟﻞ ﺗﺤﻀﻴﺮ اﻻﻟﻤﻨﻴﻮم ﻟﻼﺳﺘﺨﺪام اﻟﺨﺎرﺟﻲ ﻋﻠﻴﻪ ﻳﺠﺐ اﺟﺮاء ﺗﻬﻴﺌﺔ ﻟﺴﻄﺢ اﻟﻤﻌﺪن آﻴﻤﻴﺎوﻳﺎ.وﻏﻴﺮهﺎ
إﺣﺪى هﺬﻩ اﻟﺨﻄﻮات هﻲ ﻋﻤﻠﻴﺔ إزاﻟﺔ اﻟﺰﻳﻮت واﻟﺪهﻮن ﺑﺎﺳ ﺘﺨﺪام ﻣﻨﻈﻔ ﺎت ﻗﺎﻋﺪﻳ ﺔ وﺑﻤ ﺎ ان اﻻﻟﻤﻨﻴ ﻮم ﻳﺘ ﺎﺛﺮ ﺑﺘﻠ ﻚ اﻟﻤﻨﻈﻔ ﺎت
وﻓ ﻲ ه ﺬﻩ اﻟﺪراﺳ ﺔ ﺟ ﺮت. ﻟ ﺬﻟﻚ آﺎﻧ ﺖ اﻟﺤﺎﺟ ﺔ اﻟ ﻰ ﻣﺜ ﺒﻂ او ﻣﺜ ﺒﻂ،(ﻣ ﻦ ﺧ ﻼل اﻟﻔﻘ ﺪان ﺑ ﺎﻟﻮزن )اﻟﺘﺂآ ﻞ( واﻻﺣﺘ ﺮاق )ﻣﻈﻬ ﺮ اﺳ ﻮد
وﺑﺎﺳﺘﺨﺪام ﻃﺮﻳﻘﺔ اﻟﻤﺠﻬﺎد ﺗﻢ اﻟﺤﺼ ﻮل. ﺑﺘﺮاآﻴﺰ ﻣﺨﺘﻠﻔﺔ وﺑﺪرﺟﺎت ﺣﺮارﻳﺔ ﻣﺘﻨﻮﻋﺔ، اﻣﻦ وﻣﺘﻮﻓﺮ،اﻟﻤﺤﺎوﻟﺔ ﻻﺳﺘﺨﺪام ﻣﺜﺒﻂ رﺧﻴﺺ
.ﻋﻠﻰ ﻧﺘﺎﺋﺞ ﺟﻴﺪة ﻣﻦ ﺧﻼل ﻗﻴﺎس ﺗﻴﺎرات اﻟﺘﺂآﻞ ﻟﻤﻌﺪن اﻻﻟﻤﻨﻴﻮم ﻓﻲ اﻟﻤﺤﻴﻄﺎت اﻟﻤﻌﻴﻨﺔ
INTRODUCTION
With an annual world consumption of 25 million tons, aluminum is the leader in the
metallurgy of non-ferrous metals. The production of aluminum has been increasing steadily since
1950. It is used for its properties; lightness, thermal conductivity, corrosion resistance, etc.
(Christian Vargel, 2004).
Since aluminum and its alloys are widely used in industry, it must be pass through
preparation cycle. The major step of this cycle is chemical preparing, i.e., by using degreasing and
pickling solutions to make the surface either for outdoor exposure or for further steps.
One of the main bath used for degreasing of aluminum and its alloys is the alkaline bath at
temperature about 70◦C composed mainly of sodium hydroxide, and sodium carbonate(J Poiner
1987), since aluminum is generally attacked by alkalis (Shreier 1994,), therefore aluminum should
not be in this bath for prolonged time otherwise it turns black in appearance and losses some of its
weight or thickness according to (Uhlige, 2008) :
Al + NaOH+ H2O=NaAlO2 +1.5 H2
1
To treat such a case sodium silicate fluorosilicates or sodium chromate is added-in a
sufficient quantity-to the bath as inhibitor to inhibit such attack given the worker a prolonged time.
It was found that silicate acts as a good inhibitor in a dilute solution of alkalis. It is safer than
chromate.
136
Retardation Of Anodic Dissolution Of Aluminum In lkaline Media
Wathiq Nasser Hussein
In this paper a trial to find a new, available and cheap substitute
for silicate which can be used as a retardant for aluminum corrosion in alkalis solution using the
polarization method to find the efficiency of such effect. Also we can use soap because itself is
considered as detergent and no overlapping role with other ingredients of the bath could be seen.
Experimental Program
Analar grade of sodium hydroxide and tap water as a solvent were used in our experiments.
The soap used here is bought from the Iraqi market under the traditional name of Fox The
concentration of sodium hydroxide was 25g/l (0.62 M) in all runs, one without (blank) and with
inhibitor (in this case domestic soap) at different concentration under different solution
temperatures and the volume of solution is 1L. The HAAK W13 water bath was used to control
temperature within 2°C. The potentiodynamic technique was used to find corrosion current at each
run and the construction of cell is given elsewhere (Hussein et al. 2009). The specimens are made
of aluminum with the following composition (Ibrahim, 2007):
Table 1: Composition wt% of the aluminum used
Mg
Mn
Ti
Fe
Cu
Cr
Al
1.5
0.18
0.02
0.26
1.45
0.00
Balance
and have dimensions ( in mm) of 50*30*1
and the inhibitor efficiency η is calculated according to(V. S. Sastri et el. 2007) :
η=(i1-i2)/i1 *100%
where:
i1 and i2 are the current densities with and without inhibitor respectively.
2
Results and Discussion
Table 2 below summarizes the values of corrosion current densities under various
conditions.
Table 2: corrosion current versus inhibitor concentrations at various temperatures,
the bracketed numbers refer to inhibitor efficiency.
Inhibitor
concentration in g/l
0
1
3
Corrosion current density, mA/cm2
at
291K
313K
333K
5.48
7.857
9.585
3.86(29.5) 5.807(26) 9.36(2.3)
1.53(72)
2.7(65.6) 7.56(20.1)
Figure 1 below demonstrates the variation of aluminum corrosion tendency versus
temperature. As the temperature increased the dissolution rate (current density) increased
accordingly, this is expected since the rate of corrosion R is amenable to rate expression(Perez et al.
2004);
R=Ae-E/RT
3
Where A is the pre-exponential factor and the rest have their usual meanings.
136
Wathiq N. H.
The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D)
12
10
corrosion
rate,mA/cm2
8
6
4
2
0
280
290
300
310
320
330
340
T e m p e r a tu r e , K
Figure 1: Effect of temperature on corrosion rate
The possible reactions of aluminum in alkaline media are:
Al+4OH-=AlO2-+2H2O+3e
4
3H2O+3e=3OH-+1.5H2
5
Combination of hydroxyl ions with aluminum ions leads to the formation of aluminate
AlO2 and this could be dissolved or not depending on pH (Christian Vargel, 2004).
Another mechanism which could also be taken into consideration is the combination of hydroxyl
ions with aluminum ions leads to the formation of aluminum hydroxide
, according to(Sherif, E.M. et al. 2005):
-
Al+ OH-=Al(OH).3ads+3e
and
2Al(OH)3 ads=Al2O3.3H2O
6
7
and this (Al2O3.3H2O) represents the passive layer. It is also expected that some of
hydroxides are adsorbed on the surface and do not transform to aluminum oxide and here the black
appearance is seen.
Both of the cathodic and anodic are under activation control in the vicinity of corrosion
potential through the temperature range used here and this fact is confirmed by figures below
which represent the polarization curves of aluminum in sodium hydroxide media. In the anodic
branch a case of passivity is almost appears .
3
2
p o t e n t ia l ( V )
1
0
-1
-2
-3
-4
0 .0 0 0 0 1 0 .0 0 0 1
0 .0 0 1
0 .0 1
0 .1
1
10
100
1000
2
c u r r e n t d e n s it y ( m A /c m )
Figure 2: Polarization curves of aluminum in 0.62 M NaOH solution at 18°C
137
Retardation Of Anodic Dissolution Of Aluminum In lkaline Media
Wathiq Nasser Hussein
1
0 .5
0
potential(V)
-0 .5
-1
-1 .5
-2
-2 .5
-3
0 .0 0 0 0 0 1
0 .0 0 0 1
0 .0 1
1
100
c u r r e n t d e n s it y ( m A / c m 2 )
Figure 3; Polarization curves of aluminum in 0.62M NaOH solution at 40°C
0
potential (v)
- 0 .5
-1
- 1 .5
-2
- 2 .5
0 .0 0 0 0 0 1
0 .0 0 0 1
0 .0 1
1
c u r r e n t d e n s it y ( m A /c m
100
2
)
Figure 4; Polarization curves of aluminum in 0.62M NaOH solution at 60°C
Figures 2-4 above showed the aluminum dissolution in absence of inhibitor. The following
figures were obtained under the addition of soap-being as inhibitor- at various temperature values
and various concentrations.
2
1 .5
1
potential (mV)
0 .5
0
-0 .5
-1
-1 .5
-2
-2 .5
0 .0 0 0 0 1
0 .0 0 1
0 .1
c u rre n t d e n s ity (m A /c m
10
2
)
Figure 5:Polarization curves of aluminum in 0.62 M NaOH solution at 18°C in presence of
1g/l soap
138
Wathiq N. H.
The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D)
2
1 .5
1
potential,V
0 .5
0
-0 .5
-1
-1 .5
-2
-2 .5
0 .0 0 0 0 0 1
0 .0 0 0 1
0 .0 1
1
c u r r e n t d e n s it y , m A / c m
100
2
Figure 6; Polarization curves of aluminum in 0.62 M NaOH solution at 18°C in presence of
3g/l soap
0
- 0 .5
potential (V)
-1
- 1 .5
-2
- 2 .5
0 .0 0 0 0 0 1
0 .0 0 0 1
0 .0 1
1
100
2
c u r r e n t d e n s i t y ( m A /c m )
Figure 7; Polarization curves of aluminum in 25g/l NaOH solution at 40°C in presence of 1g/l soap
0 .2
0
-0 .2
-0 .4
potential (V )
-0 .6
-0 .8
-1
-1 .2
-1 .4
-1 .6
-1 .8
0 .0 0 0 0 0 1
0 .0 0 0 1
0 .0 1
1
100
2
c u r r e n t d e n s it y ( m A / c m )
Figure 8; Polarization curves of aluminum in 0.62 M NaOH solution at 40°C in presence of
3g/l soap
139
Retardation Of Anodic Dissolution Of Aluminum In lkaline Media
Wathiq Nasser Hussein
0 .5
0
p o te n tia l (V )
-0 .5
-1
-1 .5
-2
-2 .5
1 E -0 6
1 E -0 5
0 .0 0 0 1
0 .0 0 1
0 .0 1
0 .1
1
10
100
c u r r e n t d e n s it y ( m A /c m 2 )
Figure 9; Polarization curves of aluminum in 0.62 M NaOH solution at 60°C in presence of
1g/l soap
- 0 .6
- 0 .8
p o t e n t ia l( V )
-1
- 1 .2
- 1 .4
- 1 .6
- 1 .8
1 E -0 5
0 .0 0 0 1
0 .0 0 1
0 .0 1
0 .1
2
1
10
100
c u r r e n t d e n s it y ( m A /c m )
Figure 10; Polarization curves of aluminum in 0.62M NaOH solution at 60°C in presence of
3g/l soap
To find the effect of the inhibitor used here (soap) the corrosion current in absence and
presence of inhibitor at various temperature is drawn below.
140
Wathiq N. H.
The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D)
C o rro s io n
c u r r e n t, 2
m A /c m
12
10
w it h o u t
in h ib it o r
8
6
4
1 g soap
3 g soap
2
0
280
300
320
340
T e m p e r a tu r e , K
Figure 11 : Effect of inhibitor addition on corrosion current of aluminum in 0.62 M NaOH
solution at various temperatures
Good inhibitions were obtained in presence of 3 g/l of soap for each liter of solution and the
retardation of corrosion is highest under this concentration at all temperature values compared to
other concentrations . It is also must be confirmed that in presence of the same inhibitor
concentration the corrosion current is increased as the temperature is increased (see below), To find
the activation energy of the corrosion process under the absence and presence on inhibitor a plot of
log corrosion rate versus 1/T was obtained.
10
C o rro s io n
c u rre n t
d e n s i ty ,
m A /cm 2
w it h o u t s o a p
1 g /l o f s o a p
3 g /l o f s o a p
1
0 .0 0 3 0 .0 0 3 0 .0 0 3 0 .0 0 3 0 .0 0 4
1 / T , K -1
Figure 12: Ahrenius plot of corrosion current versus the inverse of temperature.
Table 2 below shows the values of activation energy of the corrosion process.
Table 2:Values of activation energy in presence
and absence of inhibitor
Activation energy value in kJ/mol
blank
1 g/l of soap
78.74
103.700
3 g/l of
soap
112.28
In general the inhibitor action is either by blocking the surface of the metal or by altering the
corrosion kinetics, since there is a clear of deviation of activation energy values, therefore, its action
is by altering the kinetic of reaction.
The soap is formed by reaction of long chain carboxylic acid and an alkali like sodium hydroxide
and the decomposition of soap produces R-(aliphatic chain radical) and Na ion..
The dissociation of soap is
RNa→R-+Na+
8
141
Retardation Of Anodic Dissolution Of Aluminum In lkaline Media
Wathiq Nasser Hussein
This chain (R-) when becoming in contact with the metal surface
will be adsorbed either chemically or physically or by interaction of electrons with the surface of
the metal, hence it gives the available electron (electron density) to the surface of aluminum at
which the anodic reaction is
Al=Al+3+3e
9
Therefore, this dissolution will be shifted to the left side ,i.e., inhibition occurs or reduction
of anodic current is reduced and this reduction is in compatible with that of increasing inhibitor
concentration.
In the case of increasing temperature, almost the inhibitor efficiency is decreased (table 2),
in our opinion this could not be the cause of deterioration of the inhibitor (soap favored high
temperature) used but instead is due to intensified of the corrosion on the bare areas (not covered by
inhibitor) because relation 3 above is applicable. By considering the inhibited solutions, it is noticed
that the formation of the passive layer like shape which is attributed to the compromise of equation
9 and the degradation of soap (equation 8) that is limited the anodic current of the polarization
curve.
CONCLUSIONS
1. Good inhibition efficiencies of aluminum corrosion in alkaline media (0.62 M NaOH) in
the range of 18-60◦C by using soap.
2. Soap action via kinetic alteration.
3. Soap can be used in a more quantity for its properties of cleaning, safety and cheap price, it
could not be interfere with other ingredients of bath (poisoning).
4. Bath temperature increasing reduces the inhibition efficiency.
REFERENCES
Christian Vargel, Corrosion of Aluminum, Elsevier Ltd. 2004.
J Poiner, Electroplating, Argus Books Ltd., England, 1987.
Shreier. L.L. and Jaman, A. A., Corrosion, Vol.1, Butterworth-Heinemann, 1994.
Uhlig, Herbert H., Corrosion and Corrosion Control, by John Wiley & Sons, 4th ed. 2008.
N. Hussein,Wathiq, Khulief, Abbas A.., and Bahar, Shaker Saleh, Using of Tea Extract as an
Inhibitor for Steel Corrosion in 10%HCl Solution , Journal of Babylon University, No.3, Vol. 18,
2010.
Ibrahim K., Abbas, MSC thesis, University of Technology, Iraq 2007.
Sastri, V.S., Ghali Edward and Elboujdaini Mimoun , Corrosion Prevention and Protection
Practical Solutions, John Wiley & Sons Ltd. 2007.
Nestor Perez, Electrochemistry and Corrosion Scince, Kluwer Academic Publishers 2004.
Sherief, E. M. and Park, Su-Moon, Journal of Electrochemical Science, 152, (6) 2005.
142
The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D) A COMPUTATIONAL FLUID DYNAMICS (CFD) MODEL
SIMULATION OF AN AIRLIFT REACTOR USING ANSYS-CFX
EULER-EULER MODEL
RanaRasool
ZainabTalib al-Sharify
Mohammed Nasif
Ali Farahan
Al-Nahrairn
University
College of Engineering
rn_eng2009@yahoo.com
Al-Mustansiryia
University
College of Engineering
Zainab_talib2009@yahoo.com
Al-Mustansiryia
University
College of Engineering
mohammed@yahoo.com
Al-Mustansiryia
University
College of Engineering
aliatshan@yahoo.com
ABSTRUCT
Bubble columns or airlifts are widely used in the chemical and biochemical process
industry, conducting gas–liquid reactions in a variety of practical applications in industry such as
absorption, fermentations, coal liquefaction and wastewater treatment.
A 3DSimulation Computational Fluid Dynamics (CFD) model was applied using ANSYSCFX Euler-Euler model to measure the hydrodynamic of an airlift reactor, and comparing with
experimental data of Batenet. al., (1999), the transition regime appears at high superficial gas
velocity in airlift reactors because of its ability to operate in the homogeneous bubble flow regime
till much higher superficial gas velocities. Also by comparing the simulation results of airlift reactor
with a multitude of correlations, it's nearly Abshar (2002) equation. This predicts reasonably well
the gas holdup for Newtonian and non-Newtonian liquids. This model is based on separation
correlation for each regime to predict the overall gas hold-up in the riser.
Keywords: Bubble columns, ANSYS-CFX Euler-Euler model, airlift reactor, gas holdup,
CFD.
ﺍﻟﻤﺤﺎﻜﺎﺓ ﺍﻟﺩﻴﻨﺎﻤﻴﻜﻴﺔ ﻟﻠﺴﻭﺍﺌل ﺍﻟﺤﺴﺎﺒﻴﺔ ﻟﻌﻤﻭﺩ ﺍﻟﻔﻘﺎﻋﺔ ﺫﻱ ﺍﻨﺒﻭﺏ ﺍﻟﺴﺤﺏ ﺒﺎﺴﺘﺨﺩﺍﻡ
ﺒﺭﻨﺎﻤﺞ ﺍﻟﺘﺤﻠﻴلANSYS-CFX
ﻋﻠﻲ ﻓﺭﺤﺎﻥ ﻋﻁﺸﺎﻥ ﺍﻟﺤﺒﺎﻭﻱ
ﻤﺤﻤﺩ ﻨﺼﻴﻑ ﺍﻟﺘﻤﻴﻤﻲ
ﺯﻴﻨﺏ ﻁﺎﻟﺏ ﻋﺒﺩ ﺯﻴﺩ ﺍﻟﺸﺭﻴﻔﻲ
ﺭﻨﺎ ﺭﺴﻭل ﺍﻟﻤﻭﺴﻭﻱ
ﻤﺎﺠﺴﺘﻴﺭ ﻫﻨﺩﺴﺔ ﺒﻨﺎﺀ ﻭﺃﻨﺸﺎﺀﺍﺕ
ﻤﺎﺠﺴﺘﻴﺭ ﻫﻨﺩﺴﺔ ﻜﻴﻤﻴﺎﺌﻴﺔ
ﻤﺎﺠﺴﺘﻴﺭ ﻫﻨﺩﺴﺔ ﻜﻴﻤﻴﺎﺌﻴﺔ
ﻤﺎﺠﺴﺘﻴﺭ ﻫﻨﺩﺴﺔ ﻜﻴﻤﻴﺎﺌﻴﺔ
ﺍﻟﺠﺎﻤﻌﺔ ﺍﻟﻤﺴﺘﻨﺼﺭﻴﺔ
ﺍﻟﺠﺎﻤﻌﺔ ﺍﻟﻤﺴﺘﻨﺼﺭﻴﺔ
ﺍﻟﺠﺎﻤﻌﺔ ﺍﻟﻤﺴﺘﻨﺼﺭﻴﺔ
ﺠﺎﻤﻌﺔ ﺍﻟﻨﻬﺭﻴﻥ
ﻗﺴﻡ ﻫﻨﺩﺴﺔ ﺍﻟﺒﻴﺌﺔ
ﻗﺴﻡ ﻫﻨﺩﺴﺔ ﺍﻟﺒﻴﺌﺔ
ﻗﺴﻡ ﻫﻨﺩﺴﺔ ﺍﻟﺒﻴﺌﺔ
ﻗﺴﻡ ﺍﻟﻬﻨﺩﺴﺔ ﺍﻟﻜﻴﻤﻴﺎﻭﻴﺔ
ﺍﻟﺨﻼﺼﺔ
،ﺇﻥ ﺍﻟﻌﻤﻭﺩ ﺍﻟﻔﻘﺎﻋﻰ )ﺃﻋﻤﺩﺓ ﻓﻘﺎﻋﺔ( ﺫﻭ ﺍﻨﺒﻭﺏ ﺍﻟﺴﺤﺏ ﺍﻟﺫﻱ ﻴﺴﺘﺨﺩﻡ ﻋﻠﻰ ﻨﻁﺎﻕ ﻭﺍﺴﻊ ﻓﻲ ﺍﻟﺼﻨﺎﻋﺎﺕ ﺍﻟﻜﻴﻤﻴﺎﺌﻴﺔ ﻭﺍﻟﺒﻴﻭﻜﻴﻤﻴﺎﺌﻴﺔ
ﺘﺨﻤﻴﺭ ﻭﻤﻌﺎﻟﺠﺔ ﻤﻴﺎﻩ،ﺘﻔﺎﻋﻼﺕ ﺍﻟﻐﺎﺯ ﻭ ﺍﻟﺴﺎﺌل ﻓﻲ ﻤﺠﻤﻭﻋﺔ ﻤﺘﻨﻭﻋﺔ ﻤﻥ ﺍﻟﺘﻁﺒﻴﻘﺎﺕ ﺍﻟﻌﻤﻠﻴﺔ ﻓﻲ ﻤﺠﺎل ﺍﻟﺼﻨﺎﻋﺔ ﻤﺜل ﺍﻻﻤﺘﺼﺎﺹ
.ﺍﻟﺼﺭﻑ ﺍﻟﺼﺤﻲ
143
A Computational Fluid Dynamics (Cfd) Model Simulation Of An Airlift
Reactor Using Ansys-Cfx Euler-Euler Model
RanaRasool
ZainabTalib
Mohammed Nasif
Ali Farahan
Euler- ﻤﻊ ﻨﻤﻭﺫﺝANSYS ( ﺜﻼﺜﻴﺔ ﺍﻷﺒﻌﺎﺩ ﺒﺎﺴﺘﺨﺩﺍﻡ ﺒﺭﻨﺎﻤﺞ ﺍﻟﺘﺤﻠﻴلCFD) ﺘﻡ ﺍﺴﺘﺨﺩﺍﻡ ﻤﺤﺎﻜﺎﺓ ﺩﻴﻨﺎﻤﻴﻜﻴﺔ ﺍﻟﺴﻭﺍﺌل ﺍﻟﺤﺴﺎﺒﻴﺔ
ﻭﻤﻘﺎﺭﻨﺘﻬﺎ ﻤﻊ ﻤﺜﻴﻼﺘﻬﺎ ﻤﻥ ﺍﻟﺘﺠﺎﺭﺏ ﺍﻟﻌﻤﻠﻴﺔ ﺍﻟﺘﻰ ﺍﺠﺭﺍﻫﺎ، ﻟﻘﻴﺎﺱ ﻫﺎﻴﺩﺭﻭﺩﻴﻨﺎﻤﻴﻜﻴﺔ ﺍﻟﻌﻤﻭﺩ ﺍﻟﻔﻘﺎﻋﻲ ﺫﻱ ﺃﻨﺒﻭﺏ ﺍﻟﺴﺤﺏEuler
ﺕ ﺍﻟﻌﻤﻭﺩ ﺍﻟﻔﻘﺎﻋﻲ
ﻟﻭﺤﻅ ﻅﻬﻭﺭ ﺍﻟﻤﻨﻁﻘﺔ ﺍﻻﻨﺘﻘﺎﻟﻴﺔ ﻓﻲ ﺴﺭﻉ ﺍﻟﻐﺎﺯ ﺍﻟﺴﻁﺤﻴﺔ ﺍﻟﻌﺎﻟﻴﺔ ﻓﻲ ﻤﻔﺎﻋﻼ،١٩٩٩ ﻭﺍﺨﺭﻴﻨﻔﻲ ﺴﻨﺔ-ﺍﻟﻌﺎﻟﻡ ﺒﺎﺘﻥ
ﺃﻴﻀﹰﺎ.ﺔ ﺃﻋﻠﻰ ﺒﻜﺜﻴﺭ ﻉ ﻏﺎ ﹺﺯ ﺴﻁﺤﻴ
ﺭ ﹺ ﺴ
ﺱ ﺤﺘﻰ
ﺔ ﺍﻟﻤﺘﺠﺎﻨ ﹺ ﻕ ﺍﻟﻔﻘﺎﻋ
ﻬﺎ ﻋﻠﻰ ﺍﻟﻌﻤل ﻓﻲ ﻨﻅﺎ ﹺﻡ ﺘﺩﻓﺫﻱ ﺃﻨﺒﻭﺏ ﺍﻟﺴﺤﺏ ﻭﺫﻟﻙ ﺒﺴﺒﺏ ﻗﺩﺭﺘ
ﻭﺠﺩ ﺍﻥ ﺍﻟﻤﺤﺎﻜﺎﺓ ﺍﻗﺭﺏ ﻤﺎﻴﻜﻭﻥ،ﺒﻤﻘﺎﺭﻨﺔ ﻨﺘﺎﺌﺞ ﺍﻟﻤﺤﺎﻜﺎﺓ ﻤﻥ ﺍﻟﻌﻤﻭﺩ ﺍﻟﻔﻘﺎﻋﻲ ﺫﻱ ﺃﻨﺒﻭﺏ ﺍﻟﺴﺤﺏ ﻤﻊ ﺍﻟﻌﺩﻴﺩ ﻤﻥ ﺍﻟﻤﻌﺎﺩﻻﺕ
ﻫﺫﺍ ﺍﻟﻨﻤﻭﺫﺝ ﻫﻭ ﻨﻤﻭﺫﺝ.ﻭﺍﻟﺘﻰ ﺘﺴﺘﺨﺩﻡ ﻟﺤﺴﺎﺏ ﻤﻌﺎﻤل ﺍﺤﺘﺠﺎﺯ ﺍﻟﻐﺎﺯ ﻟﻠﺴﻭﺍﺌل ﻨﻴﻭﺘﻴﺔ ﻭﻻ ﻨﻴﻭﺘﻴﻨﻴﺔAbshar (2002) ﻟﻤﻌﺎﺩﻟﺔ
.ﻴﻘﻭﻡ ﻋﻠﻰ ﻤﻌﺎﺩﻟﺘﻴﻥ ﻤﻨﻔﺼﻠﺘﻴﻥ ﻟﻜل ﻁﻭﺭ ﺍﻟﻤﺘﺠﺎﻨﺱ ﻭﺍﻟﻐﻴﺭ ﺍﻟﻤﺘﺠﺎﻨﺱ ﻟﺤﺴﺎﺏ ﻤﻌﺎﻤل ﺍﺤﺘﺠﺎﺯ ﺍﻟﻐﺎﺯ ﺍﻟﻜﻠﻲ ﻟﻠﺭﺍﻓﻊ
INTRODUCTION
Bubble column airlift reactors are multiphase equipment used to bring into contact gas and
liquid phases. Gas, that constitutes the dispersed phase, is distributed at the bottom of the column
and rises as bubbles through the liquid that constitutes the continuous phase (Diaz et. al., 2006).
Knowledge of liquid-phase mixing times, liquid circulation velocities and axial mixing
(characterized by axial dispersion coefficients) is important for design and operation of bubble
column and airlift reactors (Sa´nchezMiro´net. al., 1999, 2000).
Bubble column hydrodynamics is complex and characterized by different flow patterns
depending on gas superficial velocity, liquid phase properties, sparger design, column diameter etc.
Non uniform gas hold-up distribution within the vessel induces density fluctuations which originate
circulation currents influencing strongly phase mixing and transfer parameters (Marchotet. al.,
2001).
Gas holdup and liquid circulation velocity are amongst the most widely studied parameters
in airlift reactors. This emphasis attests to their significance. The difference in gas holdup between
the riser and the down comer in an airlift reactor determines the magnitude of the induced liquid
circulation velocity which in turn influences the bubble rise velocity, and the gas holdup. The
holdup and the liquid velocity together affect the mixing behavior, mass and heat transfer, the
prevailing shear rate, and the ability of the reactor to suspended solids. Clearly, all aspects of
performance of airlift systems are influenced by gas holdup and liquid circulation (Chistiet. al.,
1998).
The numerical simulation in Fluid Mechanics and Heat and Mass Transfer, commonly
known as CFD “Computational Fluid Dynamics”, has an expressive development in the last 20
years as a tool for physical problem analyses in scientific investigations, and nowadays as a
powerful tool in solving important problems applied to engineering. CFD permits a detailed
investigation of local effects of different types of equipment, such as chemical and electrochemical
reactors, heat exchangers, mixing tanks, cyclones, combustion systems, among others [Silva et.
al.,2005]. By predicting a system's performance in various areas, CFD can potentially be used to
improve the efficiency of existing operating systems as well as the design of new systems. It can
help to shorten product and process development cycles, optimize processes to improve energy
efficiency and environmental performance, and solve problems as they arise in plant operations.
Also advances in CFD possible for the chemical and other low-temperature process industries.
DEVELOPMENT OF CFD MODEL
In present work Eulerian simulations were carried out for an airlift reactor air/water system
using 3-D CFX-5, shown schematically in figure 1. This geometry corresponds to an experimental
setup used by Batenet. al., (1999) Consisting of a polyacrylate column with an inner diameter of
144
Rana Rasool et.,al.,
The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D)
0.15 m and a length of 2 m. At the bottom of the column, the gas phase is introduced through a
perforated plate with 108 holes of 0.5 mm in diameter. A polyacrylate draft tube (riser) of 0.10 m
inner and 0.11 m outer diameter, with a length of 2.02 m, is mounted into the column 0.10 m above
the gas distributor. A gas-liquid separator is mounted at the top of the column of 1 m in height and
0.38m in diameter. The main purposes of the separator of airlift reactors, where the riser and the
downcomer interconnect, are the gas disengagement and avoid gas flow in the downcomer section.
This effect is usually achieved by increasing the cross-sectional area of the reactor head zone,
where the reduce of a velocity of liquid flowing downwards into the downcomer occurs
(Dolgoset.al., 2001).
The superficial gas velocity, UG, at the bottom inlet was varied in the range 0.0186340.11419 m/s. the physical and transport properties of the gas and liquid phases are specified in
table 1.
Downc
omer
Fig. 1Schematic diagram of airlift reactor, showing the computational domains and grid
details
MATHEMATICAL MODELS
Governing Equations
The governing equations will describe for the CFD calculations performed in this research.
The multi-fluid model section describes the general formulation of the model equations. The multi
fluid model will be used to setup Euler-Euler simulations.
145
RanaRasool
ZainabTalib
Mohammed Nasif
Ali Farahan
A Computational Fluid Dynamics (Cfd) Model Simulation Of An Airlift
Reactor Using Ansys-Cfx Euler-Euler Model
Multi-Fluid Model
The general scalar advection-diffusion equation:
Np
∂
ε α ρα φα + ∇.(ε α (ραU α φα − Γα ∇φα )) = ε α Sα + ∑ cα β (φ β − φα )
∂t
β =1
where α gas phase, β liquid phase.
For momentum equations this takes the form:
( (
(
∂
T
ε α ρα U α + ∇. ε α ρα U α ⊗ U α − µα ∇U α + (∇U α )
∂t
(1)
)))
(2)
= ε α (B − ∇pα ) + ∑ cα β (U β − U α )
Np
(d )
β =1
The continuity equation:
∂
(ε α ρα ) + ∇ ⋅ (ε α ρα U α ) = 0
∂t
(3)
And
Np
∑εα
=1
(4)
α =1
The formulas above define 4 Np+1 equations for the following 5Np unknowns:
. For this system of equations to be solved, 5Np-1 more equations need to be
added. In this research, the additional equation defines that all phases share the same pressure field:
pα = p β = ... = p
(5)
Any additional quantities to be solved, such as tracer concentrations, take the general form
of the advection diffusion equation, without interphase transfer terms
.
Turbulence Models
In this research the general single phasekεmodel, extended for the use in multi-phase systems, has
been used. In this model, the effective viscosity in the momentum equations is the sum of the
molecular and a turbulent viscosity:
µα ,eff = µα + µTα
(6)
With:
µ Tα = C µ ρ α
kα2
(7)
εα
Here, k represents the kinetic energy and εrepresents the rate of turbulence dissipation. The
volume fraction equation is modified in the following way:
∂
(ε α ρα ) + ∇ ⋅ (ε α ρα U α − Γ ∇ε α ) = 0
∂t
(8)
146
Rana Rasool et.,al.,
With:
Γα =
The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D)
µ Tα
σα
(9)
The transport equations for k and ε:
Np
⎛ ⎛
⎞⎞
⎛
⎞
µ
∂
Tα
⎜
⎟
⎟⎟∇kα ⎟⎟ = ε α S kα + ∑ cα( kβ) (k β − kα )
ε α ρα kα + ∇ ⋅ ⎜ ε α ⎜⎜ ρα U α kα − ⎜⎜ µα +
⎟
∂t
σα ⎠
β =1
⎝
⎠⎠
⎝ ⎝
With:
S kα = Pα + Gα − ρα ε α
S εα =
εα
kα
(C ε (Pα
1
(10)
(11)
+ C 3ε max(Gα ,0 )) − C 2 ε ρ α ε α )
(12)
In which shear production P and production due to body forces G for incompressible flows
are given by:
T
P = µ eff ∇U ⋅ ∇U + (∇U )
(13)
(
)
G =0
(14)
The kε model has the following model parameters: Cµ, C1ε, C2ε, C3ε. In addition, the Prandtl
numbersσ ןfor the various quantities need to be specified.
Interphase Transport Terms
In this research, transport between the phases is only taken into account for momentum.
Drag
Drag models defines how momentum is being transferred if a difference in velocity is present
between two phases. In the multi-fluid model, interphase momentum transfer can be modeled by
specifying a value for the interphase momentum transfer coefficients
equation (1).
Particle Model
The particle model models the interphase momentum transfer between a continuous phase
and a disperse phase β:
cα( dβ) =
3 CD
ε β ρα U β − U α
4 d
U β − Uα =
(U
(15)
− U x ,α ) + (U y ,β − U y ,α ) + (U z ,β − U z ,α )
2
x ,β
2
2
(16)
Or, alternatively (only if explicitly mentioned), a modification of equation (15) that takes
into account the holdup of the continuous phase:
cα( dβ) =
3 CD
ε β ε α ρα U β − U α
4 dp
(17)
In the above, the drag coefficient CD is a model parameter, and d represents the average size
of the particles or bubbles that make up phaseβ.
147
A Computational Fluid Dynamics (Cfd) Model Simulation Of An Airlift
Reactor Using Ansys-Cfx Euler-Euler Model
RanaRasool
ZainabTalib
Mohammed Nasif
Ali Farahan
Euler-Euler
In Euler-Euler simulations, separate phases are treated as interpenetrating fluids. This means
that at a certain position, all phases can be present with a certain volume fraction, and no clear
interface between the phases can be established. This allows both the length and the time scale on
which these equations are being solved to be larger than in DNS methods.
The equations governing Euler-Euler simulations are the equations of the multi-fluid model
(equation 1 to 5). The only body force taken into account in this research is gravitational force:
Bα = ρ α g
(18)
Drag
In this research, the drag coefficient CD is based on the distored flow regime (the intermediate
regime between spherical bubbles and spherical cap bubbles):
( )
(19)
EO = g ∆ρ d b2 / σ
(20)
1
C D = 2 E0 2
3
With:
Turbulence
There is no turbulence modeling for the discontinuous (gas) phase. For the continuous phase
(liquid), the general multi-phase kεmodel is being applied (equations 6-14). The interphase transfer
coefficients
and
are taken to be zero. The Prandtl numbers σ for the various quantities are
not being used, resulting in the eddy diffusion coefficients Γ for the various transported quantities to
be zero. For the other parameters in the kε model, the default values are being used, as shown in
table 2:
Table 2: Model constants inkεmodel
model constant
default value
Cµ
C1ε
C2ε
C3ε
0.09
1.44
1.92
0
RESULTS AND DISCUSSION
Recent publications have shown that hydrodynamics of airlift reactors and bubble column
can be estimated with computational fluid dynamic simulations based on Eulerian equations. The
results of the simulations are close to experimental results of Batenet. al.,(1999). Following snapshots show the 3D axis-symmetric simulations results for gas holdup and liquid velocity at different
superficial gas velocities. The colors depict gas holdup and liquid velocity according to the scale
shown on the left.
148
Rana Rasool et.,al.,
The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D)
UG =0.018634 m/s
UG =0.040887m/s
UG =0.081263 m/s
UG =0.094986 m/s
UG =0.056583 m/s
UG =0.11419193 m/S
Fig. 2The 3D axis-symmetric simulations results for gas holdup
149
RanaRasool
ZainabTalib
Mohammed Nasif
Ali Farahan
A Computational Fluid Dynamics (Cfd) Model Simulation Of An Airlift
Reactor Using Ansys-Cfx Euler-Euler Model
UG =0.018634 m/s
UG =0.040887m/s
UG =0.056583 m/s
UG =0.081263 m/s
UG =0.094986 m/s
UG = 0.11419193 m/S
Fig. 3The 3D axis-symmetric simulations results for gas holdup
150
Rana Rasool et.,al.,
The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D)
From figures 2and 3contours 3D axis-symmetric observe in the riser, gas injection produces
a highly turbulent region with high gas holdup. In the downcomer, the liquid returns to the bottom
after separating from the gas bubbles that disengage in the gas separator. A fraction of gas may
eventually be entrapped in the downcomer, depending on the airlift reactor geometry and operating
conditions. The gas holdup, however, remains lower than that in the riser, and the difference in the
gas holdups between the two regions produces the difference in the apparent fluid density that
drives the liquid circulation. The circulating liquid flow enhances the heat transfer and makes the
liquid properties homogeneous in the column. In terms of gas-liquid flow configurations, in the
riser and separator bubbly or bubbly turbulent flow observed. In the downcomer, the liquid will
usually show a near-plug-flow behavior; as long as the tubes are vertical.
Bubble size itself has of important influence for all flow processes in the reactor; setting it to
a constant value means neglecting all effects of coalescence, bubble-breakup and expansion due to
hydrostatic pressure decrease with increasing vertical position in the reactor and thus can be held
responsible for the model’s actual inability to account for the flow regime transitions observed in
the measurements.
Figure (4,5,6) shows gas holdup in the riser , average liquid velocities in the riser and
downcomer the results obtained from airlift simulations compared with experimentally determined
values by Van Batenet al., (1999), there is very good agreement between them.
Figure (4) shows that gas holdup in the riser increases with increasing the superficial gas velocity.
1
0.9
0.8
Liquid velocity, [m/s]
0.7
0.6
0.5
0.4
0.3
SIM.
0.2
EXP.
0.1
0
0
0.02
0.04
0.06
0.08
0.1
Superficial gas velocity, [m/s]
Fig. 5 Average liquid velocity in the riser
151
0.12
0.14
RanaRasool
ZainabTalib
Mohammed Nasif
Ali Farahan
A Computational Fluid Dynamics (Cfd) Model Simulation Of An Airlift
Reactor Using Ansys-Cfx Euler-Euler Model
1.2
1
Liquid velocity,[m/s]
0.8
0.6
0.4
EXP.
0.2
Fig. 6 Average liquid velocity in the down comer
SIM.
0
0
0.02
0.04
0.06
0.08
0.1
0.12
0.14
Superficial gas velocity,[m/s]
Fig. 6 Average liquid velocity in the down comer.
In figures (4 and 5) the gas and liquid velocities can be considered to flow up the riser
virtually in plug flow. With increasing superficial gas velocities, the liquid velocities start to assume
a parabolic profile. Within the central core of the riser, the gas holdup profiles are nearly uniform
for the whole range of superficial gas velocities (uG) values.
Figure (5) presents the vertical velocity in the riser against the superficial gas velocity in the
riser. The trend of the experimental data is that of rapidly rising velocity up to 0.02 m s−1 of the
superficial gas velocity in the riser. Then there is a reduction in the rate of change of the velocity as
the turbulent flow effects begin to influence the gas phase motion for superficial gas velocity in the
riser greater than 0.02 m s−1. This change in the velocity profile is also observed in the simulated
data at 0.02 m s−1 but more data points are required below this value to confirm the change. But
generally the profile of the simulated data fits the empirical profile.
Figure (6) presents the liquid phase velocity in the downcomer. The flow regime changes as
the influence of turbulent flow effects increase. The simulated data consistently over-predicts the
liquid velocity and though the profile is not linear, more data is required for the lower range of
superficial gas velocities is required to confirm this effect. Because of the presence of separator, the
gas holdup in downcomer approximately broke. Therefore the reduction appears in the accuracy of
the flow data of simulation between the riser and downcomer. and also There are three effects in the
model used that could influence the accuracy of the simulation in the downcomer, the use of a
single gas fraction of a mean bubble size, the volume fraction equation formulation and the
resolution of the mesh in the downcomer.
Transition Regime Identification Using the Drift Flux Plot
The transition gas holdup and superficial gas velocity identified using the drift flux plot, as
shown in figures (7) and (8).
152
Rana Rasool et.,al.,
The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D)
0.12
Drift flux, [m/s]
0.1
0.08
0.06
0.04
0.02
ε trans.
0
0
0.01 0.02 0.03 0.04 0.05 0.06 0.07 0.08 0.09
0.1
Gas holdup, [-]
Fig. 7 Identification of flow regime transition based on drift-flux method.
When the drift flux is plotted against the gas holdup, the change in the slope of the curve
indicates the transition from homogeneous region to the heterogeneous region.
Figure (7) shows the relation between the drift-flux and the gas holdup. The transition
velocity obtained based on the drift-flux method is about 0.085 m/s as shown in figure (8).
0.1
Gas holdup in riser, [-]
0.09
0.08
εGtrans
0.07
0.06
0.05
0.04
0.03
0.02
0.01
uGtrans
0
0
0.02
0.04
0.06
0.08
0.1
0.12
Superficial gas velocity, [m/s]
Fig. 8 Effect of superficial gas velocity on the gas hold-up in riser of airlift reactor
(UG,trans = 0.0899 m/s).
153
A Computational Fluid Dynamics (Cfd) Model Simulation Of An Airlift
Reactor Using Ansys-Cfx Euler-Euler Model
RanaRasool
ZainabTalib
Mohammed Nasif
Ali Farahan
Fig. 9 Gas holdup for different equations
Figure (9) comparing the simulation results of gas-holdup in riser with abshar (2002)
equation, there is good agreement between them, the error less than 10% due to little difference in
dimensions, andcomparing the simulation result of gas holdup in riser with kawase(1992) equation
and Hugmark (1967) equation of gas holdupfor bubble column, it's nearly to kawase (1992)
equation. This predicts reasonably well the gas holdup for Newtonian and non-Newtonian liquids.
This model is based on the liquid circulation model assuming two distinct regions (a core up
flowing region and an annulus down flowing region), Hughmark (1967) equation based on deep
bubble beds.
Table (2) different equation for gas holdup in bubble column and air lift reactor:
Hugmark (1967)
kawase(1992)
Abshar (2002)
154
Rana Rasool et.,al.,
The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D)
CONCLUSIONS
The following conclusions could be drawn from the work:
1. The gas and liquid phases show virtual plug flow behavior in the riser of an airlift. This is
contrast with bubble columns where both gas and liquid phases deviate strongly from plug
flow.
2. Due to the much lower slip between gas and liquid velocities in the riser of the airlift,
homogenous bubble flow can be maintained at much higher UG values in airlifts than in
bubble columns.
3. CFD simulation can be powerful tool for the modeling and design of airlift and bubble
column reactors, especially in the context of describing the complex flow of the gas and
liquid phases for different geometrical configurations.
4. The transition regimes appears at high superficial gas velocity in airlift reactors because of
its ability to operate in the homogeneous bubble flow regime till much higher superficial gas
velocities than bubble column is major advantage of the airlift reactors.
REFERENCES
Abashar, M.E., Narsingh,U., Rouillard, A.E. and Judd, R. “Hydrodynamic Flow Regimes on the
prediction Gas Holdup, and Liquid Circulation in Airlift Reactors.”J. King Saud University, Vol 16
engsci(2), pp (97-111) ,Riyadh(1423-2002).
Baten, V. J. M., Krishna, R., Chem. Eng.Technol, 25, 1081, 2002.
Baten, V., J.M., and Krishna, R.,"Comparison of hydrodynamic and Mass Transfer in Airlift and
Bubble Column Reactors Using CFD", Chem. Eng. Techno, pp. (1047-1079), 2003.
Chemical Industry of the Future Technology Roadmap for Computational Fluid Dynamics, 1999.
Chisti and Molina," A reassesment of relationship between riser and down comer gas holdups in
airlift reactors ", Chem. Eng. Science, Vol. 53, No.24, pp.4151-4154, 1998.
Diaz, E., M., Montes, F., J., and Galan, M., A.," Gas Liquid Flow in A rectangular Partially Aerated
Bubble Column:-Combined Effect Aspect Ratio and Superficial Gas of Velocity", University of
Salamanca, Salamanca, Spain, 2006.
Dolgos, O., Klein, J., Vicente, A., A., Teixeira, J., A., "Behavior of dual gas-liquid separator in an
internal-loop airlift reactor –effect of top clearance", 28th Conference SSCHE, 21 – 25 May, 2001.
Hughmark, G. A. “Holdup and Mass Transfer in Bubble Columns”,Ind. Eng. Chem. Process Des.
Dev., 1967, 6 (2), pp 218–220.
Kawase, Y., Umeno, S., Kumagai, T., “The prediction of gas hold-up in bubble column reactors :
newtonianandnon-newtonian fluids” Chem. Eng. J., Vol. 50,1-7 (1992).
Marchot, P., Fransolet, E., L'Homme, G., Crine, M., and Toye, D., "Gas Liquid Solid Bubble
Column Investigation by Electrical Resistance Tomography", Université de Liège, Liège B4000,
Belgium, 2001.
155
A Computational Fluid Dynamics (Cfd) Model Simulation Of An Airlift
Reactor Using Ansys-Cfx Euler-Euler Model
RanaRasool
ZainabTalib
Mohammed Nasif
Ali Farahan
Miron, A. S., Gomez, A. C.,
Camacho, F. G., Grima, E. M., and Chisti, Y., "Comparative evaluation of compact
photobioreactors for large-scale monoculture of microalgae" Journal of Biotechnology. 70: 249270, 1999.
Sa´nchezMiro´n, A., Garcı´a Camacho, F., Contreras Go´mez, A., Molina Grima, E. and Chisti, Y.,
2000, Bubble column and airlift photobioreactors for algal culture, AIChE J, 46: 1872–1887.
Silva, R., Neto1, S., and Vilar, E., "A Computational Fluid Dynamics Study of Hydrogen Bubbles
in an Electrochemical Reactor", Brazilian Archives of Biology and Technology Journal, Vol.48,
Special n.: pp. 219-229, June 2005.
NOTATIONS
A
aL
d1
dB
DT
Fs
g
H
L1
Q
R
r
U
ubr
uz
V
W
z
Z
Greek letters
ε
α
εe
η
ρ
Ψ
σ
µ
µT
Cross-sectional area
Specific gas-liquid interfacial area
Constant
Bubble diameter
Column diameter
Flow strength
Acceleration due to gravity
Vertical height
Equals DT whichever is smaller
Flow rate
Radius of bubble column
Radial coordinate
Superficial velocity
Rising velocity of isolated bubble
z-Component of liquid velocity
Linear velocity or axial velocity
Width of the column
Vertical coordinates
Verticaldistance above the sparger
m2
m-1
m
m
m3/s
m/s2
m
m
m3/s
m
m
m/s
m/s
m/s
m/s
m
m
m
Phase holdup
Cross-sectional average gas holdup
Proportional constant
Gas holdup inside the envelop
Ratio of r/R
Phase density
Stream function
Surface tension
Kg/m3
N/m
Molecular viscosity
Pa.s
Turbulent viscosity
Pa.s
156
Rana Rasool et.,al.,
µeff
Subscripts
ax
d
G
L
max
r
Abbreviations
2D
3D
CFD
The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D)
Effective viscosity
Pa.s
Axial coordinate
Downcomer
Gas phase
Liquid phase
Maximum value
Riser
Two-dimensional
Three-dimensional
Computational Fluid Dynamics
157
The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D) CFD ANALYSIS OF A BAFFLED TUBULAR
REACTOR WITH EXOTHERMIC REACTIONS
Tahseen A. AlHattab
Electrochemical Eng./ Babylon Univ.
ABSTRUCT
The transport phenomenon problem in the tubular reactors is one of the major concerns in
the chemical engineering. A three dimensional model of momentum, energy and mass transfer
was used to predict the effect of baffles in the reactor on temperature-velocity-concentration
profiles for second order non-isothermal reaction. The models were formulated and solved by
the aid of the package COSMOL multi-physics 3.5. Two types of baffles (perforated and nonperforated) were used in the study. The flow was considered as turbulent and (k-ω) model was
used to simulate the steady state behavior. The hot reactor was cooled by jacketed tab water
with high convective heat transfer coefficient. A comparison between the baffled and un-baffled
reactor was made. It is found that the perforated baffles required less power to accomplish the
turbulence motion in the reactor and produce more homogeneous concentration with less
temperature variation across the reactor.
158
Tahseen A. AlHattab
The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D)
INTRODUCTION
Tubular reactors are commonly used in laboratory, pilot plant, and commercial-scale operations.
Because of their flexibility, they are used for heterogeneous reactions as well as homogeneous
reactions. They can be run with cocurrent or counter-current flow patterns. They can be run in
isothermal or adiabatic modes and can be used alone, in series, or in parallel. Tubular reactors can
be empty, packed with inert materials for mixing, or packed with catalyst for improved reactions
[1].
The flow in the tubular reactors is usually at steady so that the other variables such as the
temperature and the concentration vary with position rather than with time. In general the flow is
laminar for viscous liquids and small diameter reactor, whereas it is turbulent for gases. In order to
improve the mixing and then enhance the mass and the heat transfer in liquid phase reactor, baffles
are inserted in the reactor so that the flow becomes turbulent.
Tubular reactors in which exothermic reactions take place are sometimes operated adiabatically
and sometimes are cooled. Adiabatic operation makes reactor design easier because tube geometry
can be selected simply on the basis of pressure drop considerations. Steady-state temperature
profiles in adiabatic reactors increase monotonically. The design of cooled tubular reactors,
however, involves complex tradeoffs between tube geometry, pressure drop, and heat-transfer area.
Temperature profiles typically exhibit a peak at some axial position [2].
The typical design of a tubular reactor can be optimized by computational fluid dynamics
(CFD). The CFD is used to simulate three-dimensional (3-D), transient and turbulent reacting flow
in reactor. The numerical approach allows for detailed predictions of the turbulent flow field and
the associated scalar mixing [3]. Computational techniques for fluid flow have been recently
employed for reactor modeling as an alternative method to semi-empirical method, in attempting
to understand detailed flow in the pore scale. The approach was validated by comparing apparent
transport parameters with those from model matching theory based on experimental measurements
[4]. Singularity theory, local bifurcation analysis and numerical simulations are combined to
investigate the steady-state behavior of the nonadiabatic autothermal tubular reactor in which a
first order exothermic reaction occurs [5].
The start-up and the wrong-way behavior of a reactor were analyzed through one-dimensional
heterogeneous and pseudo-homogeneous models. The simulation work was based on some
reactions which take place in reactor within two distinct zones [6].
In this study, a three dimensional tubular reactor model was built up using COMSOL . The
effects of baffles on velocity of fluid, temperature and concentration inside the tubular reactor
were investigated.
GOVERNING EQUATIONS
A three dimensional model of a tubular reactor was assumed. The three components of the
field vector (velocity, temperature, and concentration) with a second order exothermic reaction as a
heat source, in liquid phase were considered. The equations of the model are summarized as below,
[7]:
Continuity equations:
(1)
159
Cfd Analysis Of A Baffled Ubular
Reactor With Exothermic Reactions
Tahseen A. AlHattab
Momentum equations:
(2)
with k-ω model
(3)
(4)
where P (U) is defined as:
,
(5)
(6)
and ηT is the turbulent viscosity, defined as:
(7)
and
(8)
Heat transfer equation:
(9)
Mass transfer equation:
(10)
Initial and Boundary conditions :
-initial conditions:
(11)
160
Tahseen A. AlHattab
The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D)
-boundary conditions:
(12)
(13)
(14)
FORMULATION
A model of the tubular reactor was built in a 3D code of COMSOL (Fig.1). In COMSOL a
finite element approach is used to formulate and solve the simulated model. It was assumed that the
properties of the fluid in the reactor were the same as for water and the temperature dependent for
water properties can be loaded from the built-in material library of the software. The parameters of
the model used are summarized in Table 1.
Three types of configuration for the reactor and the inserted baffles were used in this
analysis. Type (A) is considered without baffles, whereas type (B) is built with segregated baffles.
The third type (C) is a modified perforated baffle type which is suggested in this work as a new one.
The dimension of the reactor is 0.25-0.5m diameter and 2.75m long. The baffles contain 6 holes of
7.5 cm in diameter. The reactor works under the following conditions:
Three types of configuration for the reactor and the inserted baffles were used in this
analysis. Type (A) is considered without baffles, whereas type (B) is built with segregated baffles.
The third type (C) is a modified perforated baffle type which is suggested in this work as a new one.
The dimension of the reactor is 0.25-0.5m diameter and 2.75m long. The baffles contain 6 holes of
7.5 cm in diameter. The reactor works under the following conditions:
161
Cfd Analysis Of A Baffled Ubular
Reactor With Exothermic Reactions
Tahseen A. AlHattab
Table 1 Values of parameters used in this model
Parameter [unit]
Value
Thermophysical properties of Water
ρ density [kg/m3]
Function of Temperature
(package data base)
η viscosity [Pa s]
Function of Temperature
(package data base)
Function of Temperature
(package data base)
Function of Temperature
conductivity [W/m/K]
(package data base)
Reaction and diffusion parameters
Cp heat capacity [kJ/m3/K]
kth
D diffusivity [m2/s]
1x10-5
A pre-exponential factor
9.1x107
Ea activation energy [J/mol]
2010
⊿H heat of reaction [J/mol]
-5400
Rg ideal gas constant [J/mol/K]
8.314
Turbulence modeling constants
α
βk
σk
13/25
βω
σω
0.09
9/125
0.5
1
RESULTS AND DISCUSSION:
First of all the steady state solution of the flow through the three types of the reactor are
evaluated.
Fig.2 shows the distribution of velocity field in the three types of the reactor. The mixing due
to the existence of baffles is quite clear in the reactors. The mixing covers the entire reactor when
the baffles inserted for both perforated and imperforated baffles. As it is expected, the pressure
drop across the reactor increases as the baffles are inserted. However, the extend of the amount of
increasing in the pressure, depends on the type and the numbers of the baffles. Fig.3 shows the
pressure drop across the different types of the tubular reactor for the same values of inlet velocity.
It is found that the pressure drop across the reactor type (B) is more than 5 times the pressure drop
across the reactor type (A) (unbaffled) whereas the pressure drop across the perforated baffled
reactor (type C) is about than 3 ½ times that of the type (A).
In order to estimate the effect of the existence of the baffles on the residence time (RT) of
the reactors, the isothermal transient solution of the mass transfer equations is required. Fig 4
shows how the existence of the baffle decreases the residence time of the second and the third
types of the reactors compared with first type (without baffles). It is found that the RT of type (B)
is about 0.8 of that of the unbaffled reactor whereas the RT for the type (C) is almost of 0.15 of
the unbaffled reactor, which represents a promising result.
162
Tahseen A. AlHattab
The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D)
The steady state solution of the nonisothermal models are shown in figures (5-6). The
temperature distribution (Fig.(5) ) shows that the temperature variation along the axial direction is
higher than in other direction for the unbaffled reactor and the temperature at the exit of the
reactor is also higher than the other type of reactors. As a comparison between the two other types
of the reactor, it is found that the temperature in the third type is more homogeneous than the
temperature in the second type and the difference between the exit temperature of the two reactors
is about 20 oC. This is of course due to the mixing effect of the perforated baffles.
The concentration distribution (fig.(6)) indicates that the baffles have a significant effect
on the extend of the reaction zone (higher concentration). There is a clear difference between the
baffled and unbaffled reactor. Although the two types of the reactors have different temperature
difference, they have almost the same concentration distribution. In general for exothermic
reaction , the higher temperature leads to low reactant concentration. Eventhough the third type of
the reactor have less temperature than the second but it have approximately the same conversion,
the reason behind that is the turbulence occur due to existence of the perforated baffles which
compensate the difference in temperature decrease.
Fig.(1): The proposed types of reactors : A:Unbaffled,
B: Unperforated Baffled, C:Perforated Baffled.
Fig (2). Velocity Streamlines.
163
Cfd Analysis Of A Baffled Ubular
Reactor With Exothermic Reactions
Tahseen A. AlHattab
Fig (3). Pressure Distributions.
1.2
A
B
C
Conc. (mol/l)
1
0.8
0.6
0.4
0.2
0
0
20
40
60
Time (s)
80
100
Fig.(4). Residence Time Distributions (RTD)
164
Tahseen A. AlHattab
The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D)
Fig.(5). Temperature Distributions.
Fig.(6). Concentration Distributions.
CONCLUSION
A proposed second order exothermic reaction was simulated in three configuration types
of tubular reactor. Un-baffled and baffled with and without perforations are the types of the
reactor which are used in the simulation. The velocity-temperature-concentration profiles are
determined using the COMSOL package which uses the finite element method to formulate and
solve the differential equations that govern the system. It is found that the third type of the reactor
(with perforated baffles) has acceptable pressure drop, the lowest residence time and the highest
degree of homogeneity of the reactor components among other two types. These criteria will
enhance the ways that can be used to improve the stability and the control of the tubular reactor.
REFERENCES
1. P. L. Mills , J. M. Lambert , Encyclopedia of Chemical Processing , November 2005
2. L. U. William, Design of cooled tubular reactor systems, Industrial & engineering chemistry
research (2001), 40,5775-5783.
3. E. van Vlieta , J.J. Derksena , H.E.A. van den Akkera and R.O. Fox , Numerical study on the
turbulent reacting flowin the vicinity of the injector of an LDPE tubular reactor, Chem Eng
Science (2007), 62, 2435-2445.
4. M. Nijemeisland and A. G. Dixon, Comparison of CFD simulations to experiment for
convective heat transfer in a gas-solid fixed bed, Chem Eng J. (2001), 82 , 123-246.
5. M. Lovo and V. Balakotaiah , On the steady-state behavior of the nonadiabatic autothermal
tubular reactor , Chem Eng Science, (1994), 49,3861-3869.
6. M. M. J. Quina, R. M. Q. Ferreira, Start-up and wrong-way behavior in a tubular reactor,
Chem Eng Science (2000), 55, 3885-3897.
7. COMSOL operating guide 3.2a
165
Cfd Analysis Of A Baffled Ubular
Reactor With Exothermic Reactions
Tahseen A. AlHattab
NOMENCLATURE
A
c
Cp
Ea
k
ω
k
ω
the exponential factor for the
reaction rate
concentration
specific heat
activation energy
reaction enthalpy
logarithm of turbulence kinetic
energy
logarithm of turbulent
dissipation rate
turbulence kinetic energy
turbulent dissipation rate
Rg
gas constant
T
t
U
P
α, σk
,σω,βk ,βω
temperature
time
velocity vector
pressure
166
Turbulence modeling constants
η
viscosity
ηT
ρ
turbulent viscosity
density
The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D) ANALYSIS OF THE THERMAL PERFORMANCE
OF PCM IN BUILDING ROOF
Tahseen A. AlHattab
Electrochemical Eng./ Babylon Univ.
ABSTRUCT
One of the promising usages of Phase Change Materials (PCM) is for building air
conditioning. In this work an attempt is made to use some of such materials to control the
conditioning system in the buildings. These materials are added to the typical Iraqis roof style as an
additional layer. The study consider the hot summer season to take the advantage of the
phenomenon of the phase change in order to control the heat transfer through the different layers of
the roof to/from the buildings. Unsteady state thermal analysis has been used to study the heat
transfer through the roof, taking into account the change in thermal properties with time. A practical
data are used to represent the incident upon the buildings. The data are collected based on the
average available recordings over the last few years. The finite differences method was used to
discritize and solves the governing equations of the model. The most important variables used in the
analysis are the type and the thickness of PCM within the layers of the buildings for Iraqi
specifications. Three different PCMs are used .The results show that there is an optimum thickness
for each material that can be used to control the amount of heat transfer and then enhance the
conditioning system. The reduction in heating load due to use such materials is very promising.
اﻟﺨﻼﺻﺔ
ﻓﻲ اﻟﺒﺤﺚ اﻟﺤﺎﻟﻲ ﻧﺤﺎول اﺳﺘﺨﺪام.ﻣﻦ اﻻﺳﺘﺨﺪاﻣﺎت اﻟﻤﻬﻤﺔ ﻟﻠﻤﻮاد ﻣﺘﻐﻴﺮة اﻟﻄﻮر هﻮ ﻓﻲ ﻋﻤﻠﻴﺎت اﻟﺘﻜﻴﻴﻒ ﻓﻲ اﻻﺑﻨﻴﺔ
ﺗﻢ اﺿﺎﻓﺔ هﺬﻩ اﻟﻤﻮاد إﻟﻰ ﺳﻘﻒ ﻋﺮاﻗﻲ ﻧﻤﻄﻲ ودراﺳﺘﻪ ﻓﻲ ﻣﻮﺳﻢ اﻟﺼﻴﻒ.ﻣﺠﻤﻮﻋﺔ ﻣﻦ ﺗﻠﻚ اﻟﻤﻮاد ﻟﻠﺴﻴﻄﺮة ﻋﻠﻰ ﺗﻜﻴﻴﻒ اﻻﺑﻨﻴﺔ
ﻟﻼﺳﺘﻔﺎدة ﻣﻦ ﻇﺎهﺮة ﺗﻐﻴﻴﺮ اﻟﻄﻮر ﻓﻲ ﺗﻠﻚ اﻟﻤﻮاد ﻓﻲ اﻟﺴﻴﻄﺮة وﺗﻨﻈﻴﻢ اﻧﺘﻘﺎل اﻟﺤﺮارة ﻋﺒﺮ ﻃﺒﻘﺎت اﻟﺴﻘﻒ اﻟﻤﺨﺘﻠﻔﺔ ﻣﻦ واﻟﻰ داﺧﻞ
ﺗﻢ اﻋﺘﻤﺎد اﻟﺘﺤﻠﻴﻞ اﻟﺤﺮاري ﻟﻠﺤﺎﻟﺔ ﻏﻴﺮ اﻟﻤﺴﺘﻘﺮة ﻋﺒﺮ ﻃﺒﻘﺎت اﻟﺴﻘﻒ ﻣﻊ اﻻﺧﺬ ﺑﻨﻈﺮ اﻻﻋﺘﺒﺎر ﺗﻐﻴﻴﺮ اﻟﺨﻮاص اﻟﺤﺮارﻳﺔ ﻣﻊ.اﻻﺑﻨﻴﺔ
اﻣﺎ ﺑﺎﻟﻨﺴﺒﺔ ﻟﺘﻤﺜﻴﻞ اﻟﻼﺷﻌﺎع اﻟﺤﺮاري اﻟﺴﺎﻗﻂ ﻋﻠﻰ اﺳﻄﺢ اﻻﺑﻨﻴﺔ ودرﺟﺔ ﺣﺮارة اﻟﻬﻮاء ﻓﻘﺪ اﺳﺘﺨﺪﻣﺖ اﻟﺒﻴﺎﻧﺎت اﻟﻤﺘﻮﻓﺮة. اﻟﺰﻣﻦ
ﻣﻦ اهﻢ. اﺳﺘﺨﺪﻣﺖ ﻃﺮﻳﻘﺔ )اﻟﻔﺮوﻗﺎت اﻟﻤﺤﺪدة( ﻓﻲ ﺣﻞ اﻟﻤﻮدﻳﻞ اﻟﺮﺳﺎﺿﻲ ﻋﺪدﻳﺎ.ﻟﻤﻌﺪﻻت اﻟﺘﻐﻴﺮات ﻋﻠﻰ ﻣﺪى اﻟﺴﻨﻮات اﻻﺧﻴﺮة
. اﻟﻤﺘﻐﻴﺮات اﻟﺘﻲ اﺳﺘﺨﺪﻣﺖ ﻓﻲ اﻟﺘﺤﻠﻴﻞ هﻮ ﻧﻮﻋﻴﺔ اﻟﻤﺎدة اﻟﻤﺴﺘﺨﺪﻣﺔ وﺳﻤﻜﻬﺎ ﺿﻤﻦ ﻃﺒﻘﺎت اﻟﺴﻄﺢ ﻟﻼﺑﻨﻴﺔ ذات اﻟﻤﻮاﺻﻔﺎت اﻟﻌﺮاﻗﻴﺔ
ﻟﻘﺪ ﺗﻢ اﺳﻨﺨﺪام ﺛﻼﺛﺔ اﻧﻮاع ﻣﻦ اﻟﻤﻮاد ﻣﺘﻐﻴﺮة اﻟﻄﻮر ﺣﻴﺚ اﻇﻬﺮت اﻟﻨﺘﺎﺋﺞ اﻣﻜﺎﻧﻴﺔ اﻳﺠﺎد اﻓﻀﻞ ﺳﻤﻚ ﻟﻜﻞ ﻣﺎدة ﻳﻤﻜﻦ اﻻﻋﺘﻤﺎد ﻋﻠﻴﻪ
.ﻓﻲ اﻟﺴﻴﻄﺮة ﻋﻠﻰ آﻤﻴﺔ اﻟﺤﺮارة اﻟﻤﻨﺘﻘﻠﺔ ﻋﺒﺎر ﺟﺪران اﻟﺴﻘﻮف اﻟﻤﻌﺮﺿﺔ ﻟﻼﺷﻌﺎع اﻟﺤﺮاري
167
Analysis Of The Thermal Performance of Pcm In Building Roof
Tahseen A.AlHattab
1. INTRODUCTION:
The use of phase change materials (PCMs) for storing thermal energy has attracted interest
in the research community for a long time. The first reports of a PCM described in the literature
were applications for heating and cooling in buildings, [1-3]. The main reason for this is the high
storage capability of PCMs due to their generally high latent heats. Another important feature of
PCM heat storage is its relatively constant storage temperature, which in some applications is
beneficial. The thermal performance of various types of systems like PCM trombe wall, PCM
wallboards, PCM shutters, PCM building blocks, air-based heating systems, floor heating, ceiling
boards, etc., was presented in [4] which is categorized as Organic, Inorganic and Eutectic materials.
The PCM to be used in the design and the use of thermal storage in building systems should posses
desirable thermophysical, kinetic and chemical properties.
The ceiling boards are the important part of the roof, which are utilized for the heating and
cooling in buildings. A system was developed,[5], to store coolness in PCM in off peak time and to
release this energy in peak time. The effect of the peak-cut control of air-conditioning systems
using PCM for ceiling board in the building was also tried.
Recently, some efforts were made to study experimentally and theoretically the application
of PCM as a part of building roofs. An attempt was made to study the thermal performance of an
inorganic eutectic PCM based thermal storage system for thermal management in a residential
building. The system has been analyzed by theoretical and experimental investigation. Experiments
are also conducted by circulating water through the tubes kept inside the PCM panel to test its
suitability for the summer months. In order to achieve the optimum design for the selected location,
several simulation runs are made for the average ambient conditions for all the months in a year and
for the various other parameters of interest [6]. A double layer PCM concept is studied in detail to
achieve year round thermal management in a passive manner [7].
A thermal performance of a storage unit consisted of a roof integrated solar heating system
have being developed for space heating of a home [8]. The storage unit was consisted of several
layers of phase change material PCM slabs. Warm air delivered by a roof integrated collector was
passed through the spaces between the PCM layers to charge the storage unit. The stored heat was
utilized to heat ambient air before being admitted to a living space. The study is based on both
experimental results and a theoretical two dimensional mathematical model of the PCM employed
to analyze the transient thermal behavior of the storage unit during the charge and discharge
periods.
168
Tahseen A.AlHattab
The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D)
A wallboard composed of a new PCM material is investigated to enhance the thermal
behavior of a lightweight internal partition wall [9]. The in-house software CODYMUR is used to
optimize the PCM wallboard thickness by the means of numerical simulations. The results show
that an optimal PCM thickness exists.
A theoretical analysis is made to study the effect of the type and the thickness of some
PCMs on the heat transfer through an Iraqi style roof in a hot summer conditions.
2. THE MODEL :
The proposed structure of the roof constructed in this work is designed based on the typical
Iraqi roof style which can be illustrated in Fig.(1). It is consisted of 6 layers, five layers of the
common building materials and the sixth one is made of PCM. The PCM layer is placed between
the soil and the Asphalt layer. The thickness of each layer was assumed to be constant except the
thickness of the PCM layer. The simulation model considers an average data of the hottest summer
environment conditions represented by monthly solar radiation heat flux and environment
temperature for every one hour in Hilla City.
Periodically, at every day, the temperature and the heat flux varied as a charging and
discharging processes. During the charging process (sunshine hours), the PCM in the roof melts and
changes its phase from solid to liquid by absorption the heat. Whereas, during the discharging
process (night hours), the PCM freezes and changes its phase from liquid to solid by rejecting its
heat to the environment.
3. SIMULATION AND NUMERICAL SOLUTION
The following assumptions are made in order to simulate the heat transfer problem in the
composite roof under investigation:
1. The thermophysical properties are homogeneous and isotropic.
2. Unsteady state, one dimensional heat transfer.
3.Heat transfer is dominated by conduction only through the composite roof. The convection effect
in the molten PCM is neglected and there is no interface thermal resistance between the layers.
4.Except of the PCM, the thermophysical properties are independent of temperature.
Accordingly the following governing and the boundary conditions are considered:
(1)
169
Tahseen A.AlHattab
Analysis Of The Thermal Performance of Pcm In Building Roof
(2)
(3)
The Cp value of the PCM is formulated as follows
where Tm is the melting temperature of the PCM, and ∆T is the phase change transition
temperature, which is in order of 1 OC.
The boundary condition on the outer surface of roof (roof surface) is considered due to the
combine effect of radiation and convection. The boundary condition on the inner surface of the roof
(room surface) is considered to be natural convection.
The implicit finite difference method is used to discritize the governing and the associated
boundary conditions. Minimum grid (∆x=1cm) with one hour time step is used in the solution.
MATLAB code is written to solve the resulting system of equations using tridiagonal matrix
algorithm (TDMA),[10].
Table 1: Thermo-physical properties of the used materials [4,11,12]
k (W/m oC)
Tm ( C) liquid solid
o
PCM1 :Salt hydrate,
CaCl2.6H2O
PCM2 :Paraffin,
n-Octadecane
PCM3 :Paraffin,
n-Eicosane
Gypsum
Concrete
Asphalt
Soil
Concrete tile
Cp (J/kg oC) ρ (kg/m3)
liquid solid liquid solid λ (kJ/kg)
28
0.54
1.088
2130
1460
1562
1710
180
27
0.148 0.358
2196
1934
780
865
243.5
37
0.15
2040
2010
856
778
241.0
0.15
0.464
1.580
1.230
1.200
1.500
170
1080
794
920
837
837
1280
2300
2240
1536
2200
Tahseen A.AlHattab
The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D)
4.RESULTS AND DISCUSSION:
The main objective of this work is to determine the bottom roof temperature (room surface)
as an indication to the amount of heat transfer to the room for a given weather conditions. This is
will be useful to evaluate the effect of PCM layer in reducing the heat load for building. It is
assumed that the room temperature is maintained at a constant value of 25oC with convective
boundary condition on the inner surface of the composite roof (Gypsum) during a particular
experiment. The other parameters involved in the analysis are the ambient temperature variation
during a day, inside and outside heat transfer coefficients, geometrical parameters and physical
properties of the roof material. The convective heat transfer coefficients in the outside (ho) and
inside (hi) surface of the roof are assumed to be constant based on some calculations using
appropriate heat transfer coefficient correlations. It is found that that (ho=15 W/m2 oC) and (hi=2
W/m2 oC) are appropriate values for the case under investigation.
A number of numerical simulations were conducted in order to investigate the effect of
various PCMs and of the environment conditions on the thermal behavior and performance of such
materials. The composite roof under study consists of five common building materials and one of
three selected PCMs. The thermo-physical properties of these materials are listed in Table 1. The
simulations were carried out for a time period of one hot summer month (July) using average
meteorological data for Hilla city for last 15 years [13]. These data are depicted in Fig.(2). The
initial temperatures of the composite roof were achieved by the steady state solution of the system
with the average weather condition through the month.
The thermal behavior of the roof without PCM was studied for the weather conditions
previously mentioned. Fig.(3a) shows the temperature profiles of the roof and the room surfaces.
The variation in temperature of the roof surface during a day was (30 oC) between the maximum
(62 oC) and the minimum (32 oC). The roof surface temperature attains maximum at noon due to the
maximum intensity of solar radiation. A less fluctuation in room surface temperature is found
(
. For comparison purpose a thermal behavior of the same roof but with (25cm) thick of
concrete was studied. Almost the same results was found for roof surface but with less fluctuation
in room surface (
, (Fig.(3b)).
171
Tahseen A.AlHattab
Analysis Of The Thermal Performance of Pcm In Building Roof
Effect of type of PCM :
The temperature profiles through the roof with (1 cm thickness) of the three types of PCM
that inserted between the soil and the asphalt, are shown in Figs(4). It is observed from the figures
that the room surface temperature is slightly higher in the PCM roof than the without PCM roof
during all the days. Almost the roof surface temperatures are the same for the three types of PCM,
they varied between the maximum (61 oC) and the minimum (31 oC). However, the most interested
result that is the effect of PCM type on the room surface temperature and its fluctuation is quite
,
clear. It is found that the fluctuation in the room surface temperature was (
(
and (
for the first, second and the third type of the PCM. However, the
fluctuation in room surface temperature for the third type of PCM is so small that can be considered
as constant.
Effect of thickness of PCM :
Figs(5) show the temperature profiles during the month for the three types of PCM with
different thickness of the layer. It is obviously shown that the effect of the thickness of PCM layer
on the room surface temperature depends on PCM type. However, a less thickness of the third type
of PCM can control the variation of room surface temperature and decreased the amount of heat
transfer to the room so that the heating load can be reduced to a minimum value. This means that
the third type of PCM is the most suitable type among the other under the conditions of the weather
and building materials and design of the problem under investigation.
Roof surface
0 Room surface
Roof layers X=L Grids
Fig. 1 Roof structure and FDM grids.
172
Tahseen A.AlHattab
qr, (W/m2)
Temperature, (oC)
The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D)
50
40
30
800
400
0
0
120
240
360
480
600
720
Time,(hour)
Fig. 2. Hourly solar radiation and air temperature during July in Hilla, Iraq,[10].
roof surface
room surface
70
60
roof surface
room surface
70
50
240
250
260
270
280
50
40
30
o
60
50
40
30
Temperature, ( C)
o
Temperature, ( C)
40
60
30
60
240
250
260
270
280
50
40
30
0
120
240
360
480
600
720
0
120
240
360
480
Time,(hour)
Time,(hour)
A
B
Fig. 3. Temperature profile of the roof without PCM layer,
A-Concrete thickness =15cm ,B-Concrete thickness=25cm.
173
600
720
Tahseen A.AlHattab
Analysis Of The Thermal Performance of Pcm In Building Roof
40
60
30
240
250
260
270
280
50
40
o
PCM 1
Thickness = 1 cm
PCM 1
Thickness = 1 cm
Thickness = 2 cm
Thickness = 4 cm
50
Temperature, ( C)
o
Temperature, ( C)
70
36
60
roof surface
room surface
34
32
30
30
0
120
240
360
480
600
0
720
120
240
250
260
270
280
50
40
o
30
Temperature, ( C)
o
Temperature, ( C)
40
240
600
720
PCM 2
Thickness = 1 cm
Thickness = 2 cm
Thickness = 4 cm
50
PCM 2
Thickness = 1 cm
60
480
36
60
roof surface
room surface
70
360
Time,(hour)
Time,(hour)
34
32
30
30
0
120
240
360
480
600
720
0
Time,(hour)
roof surface
room surface
60
360
480
36
60
40
30
240
250
600
720
260
270
280
50
40
PCM 3
Thickness = 1 cm
Thickness = 2 cm
Thickness = 4 cm
50
o
PCM 3
Thickness = 1 cm
240
Time,(hour)
Temperature, ( C)
o
Temperature, ( C)
70
120
34
32
30
30
0
120
240
360
480
600
0
720
Fig. 4.Temperature profiles of the
roof: Effect of the type of PCM.
120
240
360
480
600
720
Time,(hour)
Time,(hour)
Fig. 5. Effect of the thickness of PCM
on the temperature of the room
f
174
Tahseen A.AlHattab
The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D)
1. CONCLUSIONS:
The theoretical analysis of using of PCM in controlling the conditioning system in the
buildings was studied in this work. Three types of PCMs are used as an additional layer in the Iraqi
style building roof. Salt hydrates (CaCl2.6H2O), n-Octadecane and n-Eicosane paraffin are inserted
between the soil and the asphalt layers with different thickness. The study considers the weather in
Hilla City during the month of July. It is concluded from this study that the thermal enhancement
in a building due to the addition of PCMs depends on the type of PCM, the melting temperature of
the PCM, the weather, design of the building (thickness of layers). It is concluded that the nEicosane paraffin is useful for latent heat thermal energy storage purposes under these conditions.
REFERENCES
1.
Telkes, M., Thermal storage for solar heating and cooling, Proceedings of the Workshop
on Solar Energy Storage Subsystems for the Heating and Cooling of Buildings,
Charlottesville, Virginia, USA, 1975.
2. Lane, G.A., Solar Heat Storage: Latent Heat Material, vol.II, CRC Press, 1986.
3. Telkes, M., Trombe wall with phase change storage material, in: Proceedings of the 2nd
National Passive Solar Conference, Philadelphia, PA, 1978.
4. Tyagi,V., Buddhi, D., PCM thermal storage in buildings: A state of art , Renewal and
Sustainable Energy Reviews, 11 (2007), 1146–1166
5. Bruno, F., Saman, W., Testing of a PCM energy storage system for space heating.
Proceedings of the world renewable energy congress WII, Cologne, Germany, 2002.
6. Pasupathy, A., Athanasius, L., Velraj, R., Seeniraj, R., Experimental investigation and
numerical simulation analysis on the thermal performance of a building roof incorporating
phase change material (PCM) for thermal management, Applied Thermal Engineering 28
(2008) 556–565.
7. Pasupathy, A., Velraj, R., Effect of double layer phase change material in building roof for
year round thermal management, Energy and Buildings 40 (2008) 193–203.
8. Saman ,W., Bruno, F., Halawa,E., Thermal performance of PCM thermal storage unit for a
roof integrated solar heating system ,Solar Energy 78 (2005) 341–349.
9. Kuznik ,F., Virgone,J., Nobel,J., Optimization of a phase change material wallboard for
building use, Applied Thermal Engineering 28 (2008) 1291–1298.
10. AlHattab, T.A., Introduction to Numerical Methods, al-Sadiq, Babylon, 2005.
175
Analysis Of The Thermal Performance of Pcm In Building Roof
Tahseen A.AlHattab
11. Holman, J.P., Heat Transfer, McGraw Hill, New York. 2002.
12. Mehling, Harald and Cabeza, Luisa F. Heat and cold storage with PCM, Springer.
Berlin, Germany,2008.
13. METEONORM 6, http://www.meteonorm.com/.
Nomenclature
Cp
Specific heat (J/kg oC)
k
Thermal conductivity (W/m oC)
Radiation heat flux (W/m2)
qrad
L
Height of roof (m)
h
Heat transfer coefficient (W/m2 oC)
x
Coordinate (m)
T
Temperature (°C)
t
Time (s)
Greek symbols
α
Absorptivity
ε
Emissivity
σ
Stefan Boltzmann constant
ρ
Density (kg/m3)
λ
Latent heat of fusion (kJ/kg)
Subscripts
i
inside
o
outside
m
melting
∞
ambient
176
The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D) ﺩﺭﺍﺴﺔ ﺍﻵﺜﺎﺭ ﺍﻟﺒﻴﺌﻴﺔ ﻻﺴﺘﺨﺩﺍﻡ ﻤﻭﻟﺩﺍﺕ ﺍﻟﺩﻴﺯل ﻓﻲ ﻤﺤﺎﻓﻅﺔ ﺒﺎﺒل
ﺁﻻﺀ ﺤﺎﻤﺩ ﺍﻟﺤﺴﻴﻨﻲ
ﺍﻟﻬﻨﺩﺴﺔ ﺍﻟﺒﻴﺌﻴﺔ-ﻜﻠﻴﺔ ﺍﻟﻬﻨﺩﺴﺔ-ﺠﺎﻤﻌﺔ ﺒﺎﺒل-ﻤﺩﺭﺱ ﻤﺴﺎﻋﺩ
ﺍﻟﺨﻼﺼﺔ
ﻓﻲ ﻭﺴﻁ ﺘﻨﺎﻤﻲ ﺃﺯﻤﺔ ﺸﺤﺔ ﺍﻟﻁﺎﻗﺔ ﺍﻟﻜﻬﺭﺒﺎﺌﻴﺔ ﻓﻲ ﻋﻤﻭﻡ ﺍﻟﻌﺭﺍﻕ ﺍﻟﺘﻲ ﻨﺘﺠﺕ ﻋﻥ ﺍﻟﺤﺭﻭﺏ ﺍﻟﻤﺩﻤﺭﺓ ﻭﺍﻟﺤﺼﺎﺭ ﻭﺍﻹﻫﻤـﺎل
ﺍﻟﻤﺘﺯﺍﻴﺩ ﻟﻤﺤﻁﺎﺕ ﺍﻟﻁﺎﻗﺔ ﺍﻟﻜﻬﺭﺒﺎﺌﻴﺔ ﻅﻬﺭﺕ ﺍﻟﺤﺎﺠﺔ ﻻﺴﺘﺨﺩﺍﻡ ﻤﻭﻟﺩﺍﺕ ﺍﻟﻁﺎﻗﺔ ﺍﻟﻜﻬﺭﺒﺎﺌﻴﺔ)ﻤﻭﻟﺩﺍﺕ ﺍﻟﺩﻴﺯل( ﺒﺴﺒﺏ ﺍﻨﻘﻁـﺎﻉ ﺍﻟﺘﻴـﺎﺭ
،ﻭﻤﻥ ﻫﻨﺎ ﺒﺩﺃﺕ ﺍﻻﻗﺘﺭﺍﺤﺎﺕ ﺘﻨﻬﺎل ﺤﻭل ﻀﺭﻭﺭﺓ ﺘﺸﻐﻴل ﻤﻭﻟﺩﺍﺕ ﺍﻟﺩﻴﺯل ﻟﺘﻌﻭﻴﺽ ﺴﺎﻋﺎﺕ ﺍﻟﻘﻁﻊ ﻫـﺫﻩ. ﺍﻟﻜﻬﺭﺒﺎﺌﻲ ﻟﻔﺘﺭﺍﺕ ﻁﻭﻴﻠﺔ
ﻭﻗﺴﻡ ﻤﻨﻬﺎ ﺒﻴﻥ ﺍﻟﺩﻭﺭ ﺍﻟﺴﻜﻨﻴﺔ ﻟﻴﻀﻤﻥ ﻫﺫﺍ،ﻓﻘﺩ ﺘﻡ ﻨﺼﺏ ﻤﻭﻟﺩﺍﺕ ﺍﻟﻁﺎﻗﺔ ﺍﻟﻜﻬﺭﺒﺎﺌﻴﺔ ﻀﻤﻥ ﺍﻟﻤﺴﺎﺤﺎﺕ ﺍﻟﺴﻜﻨﻴﺔ ﻭﺍﻟﺘﺠﺎﺭﻴﺔ ﻭﺍﻟﺼﻨﺎﻋﻴﺔ
ﺍﻟﺘﻭﺯﻴﻊ ﺇﻴﺼﺎل ﺍﻟﻁﺎﻗﺔ ﺍﻟﻜﻬﺭﺒﺎﺌﻴﺔ ﺇﻟﻰ ﺍﻟﺩﻭﺭ ﺍﻟﺴﻜﻨﻴﺔ ﻭﺍﻟﻤﺤﻼﺕ ﺒﺄﻗل ﻜﻠﻔﺔ ﻤﻤﻜﻨﺔ ﻭﻀﻤﺎﻥ ﺍﺴـﺘﺨﺩﺍﻡ ﺍﻗـل ﺍﻷﻁـﻭﺍل ﻟﻸﺴـﻼﻙ
.ﺍﻟﻜﻬﺭﺒﺎﺌﻴﺔ
ﺍﻟﻤﺎﺀ ﻭﺍﻟﺘﺭﺒﺔ( ﻭﺃﻴﻀﺎ ﻋﻠﻰ ﺍﻹﻨﺴﺎﻥ ﺇﺫ،ﻓﻲ ﻫﺫﺍ ﺍﻟﺒﺤﺙ ﺘﻤﺕ ﺩﺭﺍﺴﺔ ﺍﻵﺜﺎﺭ ﺍﻟﺴﻠﺒﻴﺔ ﻻﺴﺘﺨﺩﺍﻡ ﺍﻟﻤﻭﻟﺩﺍﺕ ﻋﻠﻰ ﺍﻟﺒﻴﺌﺔ )ﺍﻟﻬﻭﺍﺀ
ﺘﻁﻠﻕ ﺍﻟﻤﻭﻟﺩﺍﺕ ﻜﻤﻴﺎﺕ ﻜﺒﻴﺭﺓ ﻤﻥ ﺍﻟﻐﺎﺯﺍﺕ ﻤﻤﺎ ﻴﺅﺩﻱ ﺇﻟﻰ ﺯﻴﺎﺩﺓ ﺍﻟﻤﻠﻭﺜﺎﺕ ﺍﻟﺘﻲ ﺘﺅﺜﺭ ﻋﻠﻰ ﺤﺎﻟﺔ ﺍﻟﺘﻭﺍﺯﻥ ﺍﻟﻐﺎﺯﻱ ﻓﻲ ﺍﻟﺠﻭ )ﺍﺤـﺎﺩﻱ
ﺜﻨﺎﺌﻲ ﺍﻭﻜﺴﻴﺩ ﺍﻟﻜﺒﺭﻴﺕ ﻭﻜﺒﺭﻴﺘﻴﺩ ﺍﻟﻬﻴﺩﺭﻭﺠﻴﻥ ﻭﺍﻟﻐﺎﺯﺍﺕ ﺍﻟﻌﻀﻭﻴﺔ ( ﻓﻀﻼ ﻋﻥ ﺇﻥ ﻤﻴﺎﻩ ﺍﻟﺘﺒﺭﻴﺩ ﻟﻠﻤﻭﻟﺩﺍﺕ،ﻭﺜﻨﺎﺌﻲ ﺍﻭﻜﺴﻴﺩ ﺍﻟﻜﺎﺭﺒﻭﻥ
ﻭﻟﻠﻤﻭﻟﺩﺍﺕ ﺘﺄﺜﻴﺭ ﺴﻠﺒﻲ ﺍﻴﻀﹰﺎ ﻋﻠﻰ ﺍﻟﺤﺎﻟﺔ ﺍﻟﻨﻔﺴﻴﺔ. ﺘﺅﺜﺭ ﺒﺸﻜل ﺴﻠﺒﻲ ﻋﻠﻰ ﻗﻨﻭﺍﺕ ﺍﻟﺼﺭﻑ ﺍﻟﺼﺤﻲ ﺇﺫ ﺘﻨﺴﺎﺏ ﺇﻟﻴﻬﺎ ﺩﻭﻥ ﺃﻱ ﻤﻌﺎﻟﺠﺔ
.ﻭﺍﻟﺼﺤﻴﺔ ﻟﻠﻤﻭﺍﻁﻨﻴﻥ ﻭﻜﺫﻟﻙ ﺘﻡ ﺘﺴﻠﻴﻁ ﺍﻟﻀﻭﺀ ﻋﻠﻰ ﺍﻷﻋﺒﺎﺀ ﺍﻻﻗﺘﺼﺎﺩﻴﺔ ﺍﻟﻤﺘﺯﺍﻴﺩﺓ ﻋﻠﻰ ﺍﻟﺴﻜﺎﻥ ﺠﺭﺍﺀ ﺍﺴﺘﺨﺩﺍﻡ ﻫﺫﻩ ﺍﻟﻤﻭﻟﺩﺍﺕ
STUDY THE ENVIRONMENTAL EFFECTS BY USING DESIEL
GENERATORS IN BABYLON CITY
ABSTRUCT
Among concrescence electricity conjuncture over all the country which is cussed by the
blasted wars ,blockade and the increasing default of electricity energy stations, using of electricity
energy generators (diesel generator)was appeared because of the breaking in electricity stream for a
long periods. So many suggestions were appeared around the necessary of using diesel generators
for amends these breaking hours , electricity energy generators were statue in habitation,
commercialism and industrial areas some of these generators were also placed among the people
houses to supply these houses with electricity energy with least cost and gage using the shorter
lengths of electricity wires.
This paper study the negative effects of using these generators on environment ( air, water
and soil) also it is effects on human ,these generators released a big amounts of gases,
so the pollutants goon increasing which effects on gases balanced in atmosphere (CO,CO2,SO2,H2S
and organic gases)also water using for cooling generators effects with bad form on hygiene raw
channels because it was slipping to there channels without any treatment .For generators negative
effect on self, hygiene and social case because it was increasing quarrel cases among citizens. this
paper also set light on crescent economical loads on peoples by using these generators.
177
ﺩﺭﺍﺴﺔ ﺍﻵﺜﺎﺭ ﺍﻟﺒﻴﺌﻴﺔ ﻻﺴﺘﺨﺩﺍﻡ ﻤﻭﻟﺩﺍﺕ ﺍﻟﺩﻴﺯل ﻓﻲ ﻤﺤﺎﻓﻅﺔ ﺒﺎﺒل
ﺁﻻﺀ ﺤﺎﻤﺩ ﺍﻟﺤﺴﻴﻨﻲ
ﺍﻟﻤﻘﺩﻤﺔ
ﺇﻥ ﺃﺯﻤﺔ ﺘﻭﻓﻴﺭ ﺍﻟﻁﺎﻗﺔ ﺍﻟﻜﻬﺭﺒﺎﺌﻴﺔ ﻤﻥ ﺃﻫﻡ ﺍﻟﺼﻌﻭﺒﺎﺕ ﺍﻟﺘﻲ ﺘﻭﺍﺠﻪ ﺍﻟﻤﻭﺍﻁﻥ ﻓﻲ ﺍﻟﻌﺭﺍﻕ ﻓﻬﻲ ﺘﻤﺱ ﺤﻴﺎﺘﻪ
ﺒﺸﻜل ﻤﺒﺎﺸﺭ ﻭﻴﺄﺘﻲ ﺍﻟﻌﺭﺍﻕ ﻓﻲ ﺍﻟﻤﺭﺘﺒﺔ ﺍﻟﺜﺎﻨﻴﺔ ﺒﻌﺩ ﻤﺼﺭ ﻓﻲ ﺍﻟﻭﻁﻥ ﺍﻟﻌﺭﺒﻲ ﻤﻥ ﺤﻴـﺙ ﺍﺴـﺘﻬﻼﻜﻪ ﻟﻠﻜﻬﺭﺒـﺎﺀ
)ﻜﺒﺔ .(٢٠٠٩،ﻭﺒﺴﺒﺏ ﺍﺯﺩﻴﺎﺩ ﺴﺎﻋﺎﺕ ﻗﻁﻊ ﺍﻟﻁﺎﻗﺔ ﺍﻟﻜﻬﺭﺒﺎﺌﻴﺔ ﻅﻬـﺭﺕ ﺍﻟﺤﺎﺠـﺔ ﺇﻟـﻰ ﺍﺴـﺘﺨﺩﺍﻡ ﺍﻟﻤﻭﻟـﺩﺍﺕ
ﺍﻷﻫﻠﻴﺔ)ﺍﻟﺨﺭﺩﺓ( ﺍﻟﺘﻲ ﻴﺠﺭﻱ ﺍﺴﺘﻴﺭﺍﺩﻫﺎ ﺩﻭﻥ ﻗﻴﻭﺩ ﺃﻭ ﻀﻭﺍﺒﻁ ﻭﻤﻌﻅﻤﻬﺎ ﻤﻥ ﺍﻟﻨﻭﻉ ﺍﻟﺭﺩﺉ ﺠـﺩﹰﺍ ﻭ %٩٠ﻤﻨﻬـﺎ
ﻏﻴﺭ ﻤﻁﺎﺒﻕ ﻟﻠﻤﻭﺍﺼﻔﺎﺕ ﺍﻟﻌﺎﻟﻤﻴﺔ ﻤﻥ ﺤﻴﺙ ﺍﻷﺩﺍﺀ ﻭﺍﻟﻜﻔﺎﺀﺓ)ﻜﺒﺔ .(٢٠٠٩،ﻭﻤﺤﺎﻓﻅﺔ ﺒﺎﺒـل ﻫـﻲ ﻭﺍﺤـﺩﺓ ﻤـﻥ
ﺍﻟﻤﺤﺎﻓﻅﺎﺕ ﺍﻟﺘﻲ ﺍﻨﺘﺸﺭﺕ ﻓﻴﻬﺎ ﻅﺎﻫﺭﺓ ﺘﺸﻐﻴل ﺍﻟﻤﻭﻟﺩﺍﺕ.ﺘﻘﻊ ﻤﺤﺎﻓﻅﺔ ﺒﺎﺒل ﻓﻲ ﺍﻟﻤﻨﻁﻘﺔ ﺍﻟﻭﺴـﻁﻰ ﻤـﻥ ﺍﻟﻌـﺭﺍﻕ
ﻭﺘﺒﻠﻎ ﻤﺴﺎﺤﺘﻬﺎ ﺘﻘﺭﻴﺒﺎ ٥٢٢٩ﻜﻴﻠﻭ ﻤﺘﺭ ﻤﺭﺒﻊ ﻭﺘﺤﺩﻫﺎ ﻤﻥ ﺍﻟﺸﻤﺎل ﻤﺤﺎﻓﻅﺔ ﺒﻐﺩﺍﺩ ﻭﻤﻥ ﺍﻟﺸﺭﻕ ﻤﺤﺎﻓﻅﺔ ﻭﺍﺴـﻁ
ﻭﻤﻥ ﺍﻟﺸﻤﺎل ﺍﻟﻐﺭﺒﻲ ﻤﺤﺎﻓﻅﺔ ﺍﻻﻨﺒﺎﺭ ﻭﻤﻥ ﺍﻟﺠﻨﻭﺏ ﻤﺤﺎﻓﻅـﺔ ﺍﻟﻨﺠـﻑ ﻭﻤـﻥ ﺍﻟﺠﻨـﻭﺏ ﺍﻟﺸـﺭﻗﻲ ﻤﺤﺎﻓﻅـﺔ
ﺍﻟﻘﺎﺩﺴﻴﺔ.ﺘﺘﻜﻭﻥ ﺍﻟﻤﺤﺎﻓﻅﺔ ﻤﻥ ) ( ٤ﺃﻗﻀﻴﺔ ﻭ) (١٢ﻨﺎﺤﻴﺔ ﻭﺘﺘﻜﻭﻥ ﻤﻥ ﻤﻨﺎﻁﻕ ﺍﻟﺴﻬﻭل ﺍﻟﻤﻨﺒﺴﻁﺔ ﺍﻟﺘﻲ ﺘﻜﻭﻨـﺕ
ﻤﻥ ﺘﺭﺴﺒﺎﺕ ﻨﻬﺭﻱ ﺩﺠﻠﺔ ﻭﺍﻟﻔﺭﺍﺕ ﻭﺭﻭﺍﻓﺩﻫﻤﺎ ﻭﻴﺩﺨل ﻨﻬﺭ ﺍﻟﻔﺭﺍﺕ ﺇﻟﻰ ﺍﻟﻤﺩﻴﻨﺔ ﻤﻥ ﺍﻟﺠﻬﺔ ﺍﻟﺸﻤﺎﻟﻴﺔ ﺍﻟﻐﺭﺒﻴﺔ ﺒﻴﻥ
ﻨﺎﺤﻴﺘﻲ ﺍﻹﺴﻜﻨﺩﺭﻴﺔ ﻭﺠﺭﻑ ﺍﻟﺼﺨﺭ.ﺇﻥ ﻤﻌﺩل ﺴﻘﻭﻁ ﺍﻷﻤﻁﺎﺭ ﻓﻲ ﺍﻟﻤﺤﺎﻓﻅﺔ ) (١١.٦ﻤﻠﻡ /ﺴﻨﺔ ﻭﻤﻌﺩل ﺩﺭﺠﺎﺕ
ﺍﻟﺤﺭﺍﺭﺓ ﺘﺼل ﺃﺤﻴﺎﻨﺎ ﺇﻟﻰ )ﺼﻔﺭ( ﺩﺭﺠﺔ ﻤﺌﻭﻴﺔ ﻓﻲ ﻓﺼل ﺍﻟﺸﺘﺎﺀ)ﺍﻟﻜﺎﻅﻤﻲ.(٩ِ٢٠٠،
ﺘﺴﺘﺨﺩﻡ ﻤﻭﻟﺩﺍﺕ ﺍﻟﻁﺎﻗﺔ ﺍﻟﻜﻬﺭﺒﺎﺌﻴﺔ ﻓﻲ ﻤﺤﺎﻓﻅﺔ ﺒﺎﺒل ﺒﺄﻨﻭﺍﻉ ﻭﺃﺤﺠﺎﻡ ﻭﻤﻨﺎﺸﺊ ﻤﺨﺘﻠﻔﺔ )ﺸـﻜل ﺭﻗـﻡ)((٢
ﻭﺘﺨﺘﻠﻑ ﻫﺫﻩ ﺍﻟﻤﻭﻟﺩﺍﺕ ﻓﻤﻨﻬﺎ ﺍﻟﺤﺩﻴﺜﺔ )ﻭﻫﻲ ﻗﻠﻴﻠﺔ( ﻭﻤﻨﻬﺎ ﺍﻟﻤﺴﺘﻌﻤﻠﺔ ﺃﻭ ﺍﻟﻤﺤﻭﺭﺓ ﻤﻥ ﻤﺤﺭﻜـﺎﺕ ﺍﻟﺴـﻴﺎﺭﺍﺕ ﺃﻭ
ﺍﻟﻤﺘﺭﻭﻜﺔ ﺍﻟﺘﻲ ﻴﻌﺎﺩ ﺘﺄﻫﻴﻠﻬﺎ ،ﻭﻟﻤﺎ ﺘﺩﺭﻩ ﻫﺫﻩ ﺍﻟﻤﻭﻟﺩﺍﺕ ﻤﻥ ﺃﺭﺒﺎﺡ ﻓﻘﺩ ﺘﺴﺎﺒﻕ ﺍﻟﻜﺜﻴﺭ ﻋﻠﻰ ﺘﺸﻐﻴﻠﻬﺎ ﺩﻭﻥ ﺃﻱ ﺩﺭﺍﺴﺔ
ﺠﺩﻭﻯ ﻟﻸﻀﺭﺍﺭ ﺍﻟﻨﺎﺠﻤﺔ ﻋﻨﻬﺎ ﻜﺄﻤﺎﻜﻥ ﻭﻀﻌﻬﺎ ﺃﻭ ﻤﻌﺎﻟﺠﺔ ﻤﻁﺭﻭﺤﺎﺘﻬﺎ ﺍﻟﻤﻠﻭﺜﺔ ﻟﻠﺒﻴﺌﺔ ﻓﺎﻨﺘﺸﺭﺕ ﻓـﻲ ﺍﻷﺤﻴـﺎﺀ
ﺍﻟﺴﻜﻨﻴﺔ ﻭﺍﻟﺴﺎﺤﺎﺕ ﺍﻟﻤﻔﺘﺭﺽ ﺇﻥ ﺘﻜﻭﻥ ﺤﺩﺍﺌﻕ ﻭﻤﻼﻋﺏ ﻟﻸﻁﻔﺎل.
ﺇﻥ ﺃﺯﻤﺔ ﺍﻨﻘﻁﺎﻉ ﺍﻟﺘﻴﺎﺭ ﺍﻟﻜﻬﺭﺒﺎﺌﻲ ﻗﺩ ﺍﻨﻌﻜﺴﺕ ﺃﻴﻀﺎ ﻋﻠﻰ ﺇﺴﺎﻟﺔ ﺍﻟﻤﺎﺀ ﺍﻟﺼﺎﻟﺢ ﻟﻠﺸﺭﺏ ﻭﺩﻴﻤﻭﻤﺔ ﻀـﺨﻪ
ﺇﻟﻰ ﺍﻟﻤﻭﺍﻁﻨﻴﻥ ﺍﻷﻤﺭ ﺍﻟﺫﻱ ﺘﺴﺒﺏ ﻓﻲ ﺘﻌﻁل ﻭﻀﻌﻑ ﺼﻴﺎﻨﺔ ﻤﻌﺩﺍﺕ ﻀﺦ ﺍﻟﻤـﺎﺀ ﺍﻟﺼـﺎﻟﺢ ﻟﻠﺸـﺭﺏ ﻭﺍﺯﺩﻴـﺎﺩ
ﺘﺨﺴﻔﺎﺕ ﻭﺘﺼﺩﻋﺎﺕ ﺃﻨﺎﺒﻴﺏ ﻨﻘل ﺍﻟﻤﺎﺀ ﺍﻟﺼﺎﻓﻲ ،ﻭﺍﻨﺨﻔﺎﺽ ﺤﺼﺔ ﺍﻟﻤﻭﺍﻁﻥ ﻤﻥ ﺍﻟﻤﺎﺀ ﺍﻟﺼﺎﻓﻲ ﺇﻟﻰ ﻨﺴﺏ ﻤﺘﺩﻨﻴـﺔ
ﻭﻟﺠﻭﺀ ﺍﻟﻨﺎﺱ ﺇﻟﻰ ﻤﻀﺨﺎﺕ ﺍﻟﻤﻴﺎﻩ ﺍﻟﺼﻐﻴﺭﺓ ﻭﻤﺎ ﻴﺭﺍﻓﻘﻬﺎ ﻤﻥ ﺍﻀﻁﺭﺍﺏ ﻓﻲ ﺍﻟﺘﻭﺯﻴﻊ ﻭﺍﺯﺩﻴـﺎﺩ ﻓـﻲ ﺍﺤﺘﻤـﺎﻻﺕ
ﺍﻟﺘﻠﻭﺙ ﻭﺍﻨﺨﻔﺎﺽ ﺍﻟﻜﻔﺎﺀﺓ ﺍﻟﺘﺸﻐﻴﻠﻴﺔ ﻟﻤﺸﺎﺭﻴﻊ ﺇﺴﺎﻟﺔ ﺍﻟﻤﺎﺀ ﺇﻟﻰ ﺍﻗل ﻤﻥ 5%ﻭﺘﺩﻨﻲ ﻨﻭﻋﻴﺔ ﻤﻴﺎﻩ ﺍﻟﺸﺭﺏ ﻭﺍﻨﺨﻔﺎﺽ
ﺘﺭﻜﻴﺯ ﻤﺎﺩﺓ ﺍﻟﻜﻠﻭﺭ ﻤﻥ ٥ﺇﻟﻰ ١ﻤﻠﻐﻡ/ﻟﺘﺭ ،ﻭﻻ ﻴﺴﺘﺨﺩﻡ ﺍﻟﻴﻭﻡ 70%ﻤﻥ ﺍﻟﻌﺭﺍﻗﻴﻴﻥ ﺍﻟﻤﻴـﺎﻩ ﺍﻟﻨﻘﻴـﺔ ﺍﻟﺼـﺎﻟﺤﺔ
ﻟﻠﺸﺭﺏ)ﻜﺒﺔ.(٢٠٠٩،
178
A'laa H. Al- Hussieny
The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D)
. ﺨﺎﺭﻁﺔ ﺍﻟﺤﺩﻭﺩ ﺍﻹﺩﺍﺭﻴﺔ ﻟﻤﺤﺎﻓﻅﺔ ﺒﺎﺒل:(١) ﺸﻜل
<100 KVA
<200 KVA
<300 KVA
11%
<750 KVA
33%
28%
28%
.( ﻓﻲ ﻤﺤﺎﻓﻅﺔ ﺒﺎﺒلKVA) ﺃﻨﻭﺍﻉ ﺍﻟﻤﻭﻟﺩﺍﺕ ﻭﻓﻕ ﻗﺩﺭﺘﻬﺎ ﺍﻟﻜﻬﺭﺒﺎﺌﻴﺔ:(٢)ﺸﻜل
179
ﺩﺭﺍﺴﺔ ﺍﻵﺜﺎﺭ ﺍﻟﺒﻴﺌﻴﺔ ﻻﺴﺘﺨﺩﺍﻡ ﻤﻭﻟﺩﺍﺕ ﺍﻟﺩﻴﺯل ﻓﻲ ﻤﺤﺎﻓﻅﺔ ﺒﺎﺒل
ﺁﻻﺀ ﺤﺎﻤﺩ ﺍﻟﺤﺴﻴﻨﻲ
ﻭﺍﻗﻊ ﺍﻟﻁﺎﻗﺔ ﺍﻟﻜﻬﺭﺒﺎﺌﻴﺔ ﻓﻲ ﺍﻟﻌﺭﺍﻕ:
ﺃﺯﻤﺔ ﺍﻟﻜﻬﺭﺒﺎﺀ ﻭﺍﻟﻭﻗﻭﺩ ﻤﻥ ﺃﻫﻡ ﺍﻟﻤﻌﻀﻼﺕ ﺍﻟﺘﻲ ﺘﻭﺍﺠﻪ ﺍﻟﻤﻭﺍﻁﻥ ﻓﻲ ﺍﻟﻌﺭﺍﻕ ﻓﻘﺩ ﺒﻘﻲ ﺘﺠﻬﻴﺯ ﺍﻟﻜﻬﺭﺒـﺎﺀ
ﻓﻲ ﻤﻌﻅﻡ ﻤﺤﺎﻓﻅﺎﺕ ﺍﻟﻌﺭﺍﻕ ﺩﻭﻥ ﺍﻟﻤﺴﺘﻭﻯ ﺍﻟﻤﻁﻠﻭﺏ،ﻭﻴﻭﻀﺢ ﺍﻟﺸﻜل ﺭﻗﻡ) (٤ﺍﻟﺤﺼﺔ ﺍﻟﺸـﻬﺭﻴﺔ ﻟﻠﻔـﺭﺩ ﻤـﻥ
ﺍﻟﻜﻬﺭﺒﺎﺀ ﻟﻠﺴﻨﻭﺍﺕ ).(٢٠٠٧-٢٠٠٣ﻜﻤﺎ ﻴﻭﻀﺢ ﺍﻟﺸﻜل ﺭﻗﻡ) (٥ﻨﺼﻴﺏ ﺍﻟﻔﺭﺩ ﻤﻥ ﺍﻟﻁﺎﻗﺔ ﺍﻟﻜﻬﺭﺒﺎﺌﻴـﺔ ﺍﻟﻤﺒﺎﻋـﺔ
ﺤﺴﺏ ﺍﻟﻤﺤﺎﻓﻅﺎﺕ ﻟﺴﻨﺔ ) (٢٠٠٧ﻭﻴﺘﻀﺢ ﺇﻥ ﺍﻟﻤﻭﺍﻁﻥ ﻓﻲ ﻤﺤﺎﻓﻅﺔ ﺒﺎﺒل ﻴﺤﺼل ﺸﻬﺭﻴﹰﺎ ﻋﻠﻰ ) (٠.68ﻤﻴﻜﺎﻭﺍﻁ،
ﻭﻟﺫﻟﻙ ﻅﻬﺭﺕ ﺍﻟﺤﺎﺠﺔ ﺇﻟﻰ ﺍﺴﺘﺨﺩﺍﻡ ﻤﻭﻟﺩﺍﺕ ﺍﻟﻁﺎﻗﺔ ﺍﻟﻜﻬﺭﺒﺎﺌﻴﺔ ﻓﻲ ﻋﻤﻭﻡ ﺍﻟﻌﺭﺍﻕ ﻜﻤﺎ ﻨﻼﺤﻅ ﺫﻟﻙ ﻤﻥ ﺍﻟﺸﻜل ﺭﻗﻡ
) (٦ﺤﻴﺙ ﻴﺒﻴﻥ ﺍﻟﺸﻜل ﺇﻥ ﺤﻭﺍﻟﻲ ) (77.3%ﻤﻥ ﺴﻜﺎﻥ ﺍﻟﻌﺭﺍﻕ ﻫﻡ ﻤﻤﻥ ﻴﺴﺘﺨﺩﻤﻭﻥ ﻤﻭﻟﺩﺍﺕ ﺍﻟﻁﺎﻗﺔ ﺍﻟﻜﻬﺭﺒﺎﺌﻴـﺔ
ﺍﻟﻜﺒﻴﺭﺓ ﻤﻨﻬﺎ ﺃﻭ ﺍﻟﻤﻨﺯﻟﻴﺔ ﺍﻟﺼﻐﻴﺭﺓ )ﻤﺤﻤﺩ.(٢٠٠٩،
1.2
0.8
0.6
0.4
0.2
2007
2005 2006
اﻟﺴﻨﻮات
2004
0
2003
اﻟﺤﺼﺔ اﻟﺸﻬﺮﻳﺔ ﻟﻠﻔﺮد )ﻣﻴﻜﺎ واط(
1
ﺸﻜل ﺭﻗﻡ ) :(٣ﺤﺼﺔ ﺍﻟﻔﺭﺩ ﻤﻥ ﺍﻟﻜﻬﺭﺒﺎﺀ ﻟﻠﺴﻨﻭﺍﺕ ).(٢٠٠٧-٢٠٠٣
)ﻭﺯﺍﺭﺓ ﺍﻟﻜﻬﺭﺒﺎﺀ /ﻤﺩﻴﺭﻴﺔ ﺍﻟﻤﻌﻠﻭﻤﺎﺘﻴﺔ /ﻗﺴﻡ ﺍﻹﺤﺼﺎﺀ(
1.4
1.2
1
0.8
0.6
0.4
0.2
0
ﻨﻰ
ﻤﺜ
اﻟ ﺼﺮة
اﻟﺒ
ﺳﻂ
وا
ﻟﻰ
دﻳ ﺎ
ﺒ ﺎر
ﻧ
اﻷ ﺳﻴﺔ
ﻘﺎد
اﻟ
ﺎﺑﻞ
ﺑ ﻼء
آﺮ ﺑ
ﻒ
ﻟﻨﺠ ﻳﻦ
ا ا ﻟﺪ
ﻼح
ﺻ
ﻮك
ﺮآ
آ
ﻮك
ده
ﺴﺎن
ﻴ
ﻣ ﻗ ﺎر
ذي
ﻮى
ﺗﻴﺘ
ﺪ اد
ﺑﻐ
ﻧﺼﻴﺐ اﻟﻔﺮد ﻣﻦ اﻟﻄﺎﻗﺔ اﻟﻜﻬﺮﺑﺎﺋﻴﺔ اﻟﻤﺒﺎﻋﺔ )ﻣﻴﻜﺎ واط.ﺷﻬﺮ(
1.6
اﻟﻤﺤﺎﻓﻈﺎت
ﺸﻜل ﺭﻗﻡ ) :(٤ﻨﺼﻴﺏ ﺍﻟﻔﺭﺩ ﻤﻥ ﺍﻟﻁﺎﻗﺔ ﺍﻟﻜﻬﺭﺒﺎﺌﻴﺔ ﺍﻟﻤﺒﺎﻋﺔ ﺤﺴﺏ ﺍﻟﻤﺤﺎﻓﻅﺎﺕ ﻟﺴﻨﺔ ٢٠٠٧
)ﻭﺯﺍﺭﺓ ﺍﻟﻜﻬﺭﺒﺎﺀ /ﻤﺩﻴﺭﻴﺔ ﺍﻟﻤﻌﻠﻭﻤﺎﺘﻴﺔ /ﻗﺴﻡ ﺍﻹﺤﺼﺎﺀ(
180
A'laa H. Al- Hussieny
)The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D
١اﻟﺸﺒﻜﺔ اﻟﻌﺎﻣﺔ ﻓﻘﻂ
٢اﻟﺸﺒﻜﺔ اﻟﻌﺎﻣﺔ وﻣﺼﺪر ﺁﺧﺮ
٣اﻟﺸﺒﻜﺔ اﻟﻌﺎﻣﺔ وﻣﺼﺪرﻳﻦ ﺁﺧﺮﻳﻦ
٤ﻣﺼﺪر واﺣﺪ ﺧﺎرج اﻟﺸﺒﻜﺔ اﻟﻌﺎﻣﺔ
٥ﻣﺼﺪرﻳﻦ ﺧﺎرج اﻟﺸﺒﻜﺔ اﻟﻌﺎﻣﺔ
٦ﻻ ﻳﻮﺟﺪ آﻬﺮﺑﺎء
60
40
30
20
10
5
6
4
3
اﻟﺴﻨﻮات
2
1
0
اﻟﺤﺼﺔ اﻟﺸﻬﺮﻳﺔ ﻟﻠﻔﺮد )ﻣﻴﻜﺎ واط(
50
ﺸﻜل ﺭﻗﻡ ) :(٥ﻤﺼﺎﺩﺭ ﺍﻟﻜﻬﺭﺒﺎﺀ ﻟﻠﻭﺤﺩﺍﺕ ﺍﻟﺴﻜﻨﻴﺔ)(%
)ﺍﻟﺠﻬﺎﺯ ﺍﻟﻤﺭﻜﺯﻱ ﻟﻺﺤﺼﺎﺀ ﻭﺘﻜﻨﻭﻟﻭﺠﻴﺎ ﺍﻟﻤﻌﻠﻭﻤﺎﺕ /ﺍﻟﻤﺴﺢ ﺍﻻﺠﺘﻤﺎﻋﻲ ﻭﺍﻻﻗﺘﺼﺎﺩﻱ ﻟﻸﺴﺭﺓ ﻓﻲ
ﺍﻟﻌﺭﺍﻕ ﻟﺴﻨﺔ (٢٠٠٧
ﻁﺭﺍﺌﻕ ﺍﻟﻌﻤل:
ﺘﻡ ﺭﺼﺩ ٣٩٢ﻤﻭﻟﺩﺓ ﺘﻡ ﻨﺼﺒﻬﺎ ﻓﻲ ﻤﺤﺎﻓﻅﺔ ﺒﺎﺒل ،ﺍﻏﻠﺒﻬﺎ ﻤﻥ ﺍﻷﻨﻭﺍﻉ ﺍﻟﻤﺒﻴﻨﺔ ﻓﻲ ﺍﻟﺸﻜل) (٢ﻤﻭﺯﻋﺔ ﺒﻴﻥ
ﺍﻟﺩﻭﺭ ﺍﻟﺴﻜﻨﻴﺔ ﻭﺍﻟﻤﺤﺎل ﺍﻟﺘﺠﺎﺭﻴﺔ ﻭﺍﻟﻤﺭﺍﻓﻕ ﺍﻷﺨﺭﻯ.ﻤﻥ ﺍﻟﺸﻜل ﺭﻗﻡ)(٧ﻨﺠﺩ ﺇﻥ ﺍﻻﺴﺘﻬﻼﻙ ﺍﻟﻤﻨﺯﻟﻲ ﻤﻥ ﺍﻟﻜﻬﺭﺒﺎﺀ
ﻫﻭ ﺍﻷﻋﻅﻡ ﻤﻥ ﺒﻴﻥ ﺠﻤﻴﻊ ﺃﻨﻭﺍﻉ ﺍﻻﺴﺘﻬﻼﻙ ﻭﻟﺫﺍ ﺴﻭﻑ ﻴﺘﻡ ﺍﻟﺘﺭﻜﻴﺯ ﻋﻠﻰ ﺍﻷﺤﻴﺎﺀ ﺍﻟﺴﻜﻨﻴﺔ ﻓﻲ ﺩﺭﺍﺴـﺔ ﺍﻵﺜـﺎﺭ
ﺍﻟﺴﻠﺒﻴﺔ ﻻﺴﺘﺨﺩﺍﻡ ﻤﻭﻟﺩﺍﺕ ﺍﻟﻁﺎﻗﺔ ﺍﻟﻜﻬﺭﺒﺎﺌﻴﺔ.
8000000
7000000
5000000
4000000
3000000
2000000
اﻟﺤﺼﺔ اﻟﺸﻬﺮﻳﺔ ﻟﻠﻔﺮد )ﻣﻴﻜﺎ واط(
6000000
1000000
ﺻﻨﺎﻋﻲ
زراﻋﻲ
ﺣﻜﻮﻣﻲ
ﺗﺠﺎري
ﻣﻨﺰﻟﻲ
0
اﺻﻨﺎف اﻻﺳﺘﻬﻼك
ﺸﻜل):(٦ﺘﻭﺯﻴﻊ ﺍﻟﻁﺎﻗﺔ ﺍﻟﻜﻬﺭﺒﺎﺌﻴﺔ ﺤﺴﺏ ﺃﺼﻨﺎﻑ ﺍﻻﺴﺘﻬﻼﻙ ﻟﺴﻨﺔ )٢٠٠٧ﺍﻟﺠﻬﺎﺯ ﺍﻟﻤﺭﻜﺯﻱ ﻟﻺﺤﺼﺎﺀ
ﻭﺘﻜﻨﻭﻟﻭﺠﻴﺎ ﺍﻟﻤﻌﻠﻭﻤﺎﺕ /ﺍﻟﻤﺴﺢ ﺍﻻﺠﺘﻤﺎﻋﻲ ﻭﺍﻻﻗﺘﺼﺎﺩﻱ ﻟﻸﺴﺭﺓ ﻓﻲ ﺍﻟﻌﺭﺍﻕ ﻟﺴﻨﺔ (٢٠٠٧
181
ﺩﺭﺍﺴﺔ ﺍﻵﺜﺎﺭ ﺍﻟﺒﻴﺌﻴﺔ ﻻﺴﺘﺨﺩﺍﻡ ﻤﻭﻟﺩﺍﺕ ﺍﻟﺩﻴﺯل ﻓﻲ ﻤﺤﺎﻓﻅﺔ ﺒﺎﺒل
ﺁﻻﺀ ﺤﺎﻤﺩ ﺍﻟﺤﺴﻴﻨﻲ
ﻭﻹﻋﻁﺎﺀ ﺼﻭﺭﺓ ﻭﺍﻀﺤﺔ ﻋﻥ ﻭﺍﻗﻊ ﺍﻟﻤﻭﻟﺩﺍﺕ ﻓﻲ ﻤﺤﺎﻓﻅﺔ ﺒﺎﺒل ﻓﻘﺩ ﺘﻡ ﺍﻻﻋﺘﻤﺎﺩ ﻋﻠﻰ ﺍﻟﻤﺴﺢ ﺍﻟﻤﻴـﺩﺍﻨﻲ
ﻟﻤﻭﻟﺩﺍﺕ ﺍﻟﺩﻴﺯل ﻓﻲ ﺍﻟﻤﺤﺎﻓﻅﺔ ﻟﺠﻤﻊ ﺍﻟﺒﻴﺎﻨﺎﺕ ﻭﻴﺒﻴﻥ ﺍﻟﺠﺩﻭل ﺭﻗﻡ) (١ﻤﻭﺍﺼﻔﺎﺕ ﻋﻴﻨﺔ ﻤﻥ ﺍﻟﻤﻭﻟﺩﺍﺕ ﻓﻲ ﻤﺤﺎﻓﻅﺔ
ﺒﺎﺒل،ﻭﻗﺩ ﺘﻡ ﺍﺼﻁﻼﺡ ﺘﻌﺒﻴﺭ"ﺍﻟﻤﻭﻟﺩﺓ ﺍﻟﻘﻴﺎﺴﻴﺔ" ﻟﻭﺼﻑ ﺍﻟﺤﺎﻟﺔ ﺍﻟﻌﺎﻤﺔ ﻟﻠﻤﻭﻟﺩﺍﺕ ﻓـﻲ ﻤﺤﺎﻓﻅـﺔ ﺒﺎﺒـل ﻭﺍﻋﺘﻤـﺎﺩ
ﻤﻭﺍﺼﻔﺎﺕ ﻫﺫﻩ ﺍﻟﻤﻭﻟﺩﺓ ﻓﻲ ﺍﻟﺤﺴﺎﺒﺎﺕ ﺍﻟﺘﻲ ﺃﺠﺭﻴﺕ ﻓﻲ ﻫﺫﺍ ﺍﻟﺒﺤﺙ ﻜﺤﺴﺎﺏ ﺃﻁﻭﺍل ﺍﻷﺴﻼﻙ ﺍﻟﻤﻤﺘـﺩﺓ ﻭﻜﻤﻴـﺎﺕ
ﺍﻟﻭﻗﻭﺩ ﻭﺍﻟﺯﻴﻭﺕ ﺍﻟﻤﺴﺘﻬﻠﻜﺔ ﻭﻨﺴﺏ ﺍﻟﻤﻁﺭﻭﺤﺎﺕ ﻤﻥ ﺍﻟﻤﻠﻭﺜﺎﺕ ﺍﻟﻐﺎﺯﻴـﺔ ﻭﺍﻟﻤﻴـﺎﻩ ﺍﻟﻤﻬـﺩﻭﺭﺓ.ﻭﺒﻴـﺎﻥ ﺩﺭﺠـﺎﺕ
ﺍﻟﻀﻭﻀﺎﺀ ﺍﻟﺼﺎﺩﺭﺓ ﻤﻥ ﺍﻟﻤﻭﻟﺩﺍﺕ.
ﺠﺩﻭل ﺭﻗﻡ):(١ﺃ-ﻤﻭﺍﺼﻔﺎﺕ ﻤﻭﻟﺩﺍﺕ ﺍﻟﺩﻴﺯل ﻓﻲ ﻤﺤﺎﻓﻅﺔ ﺒﺎﺒل.
٣
ﻤﺩﻴﻨﺔ ﺍﻟﻭﺍﺌﻠﻲ -ﺍﻟﺤﻠﺔ
٣٠٠
ﻗﻴﺎﺴﻴﺔ
٤٠
٤٠٠
4-6
٤
ﺤﻲ ﺍﻟﺭﺍﻓﺩﻴﻥ-ﺍﻟﺤﻠﺔ
٢٠٠
ﺘﺠﻤﻴﻊ
٢٥
٥٠٠
4-6
٥
ﺤﻲ ﺍﻷﻤﻴﺭ-ﺍﻟﺤﻠﺔ
٢٥٠
ﺘﺠﻤﻴﻊ
٢٥
٥٠٠
4-6
٦
ﺤﻲ ﺍﻟﻨﺴﻴﺞ-ﺍﻟﺤﻠﺔ
٢٢٥
ﺘﺠﻤﻴﻊ
٣
١٥
٦٠٠
4-6
٧
ﻗﺭﻴﺔ ﺍﻟﻬﻤﺴﺎﻨﻴﺔ-ﺍﻟﺤﻠﺔ
٤٨
ﻗﻴﺎﺴﻴﺔ
٢
٥٠
١٠
4-6
٨
ﺍﻟﻬﺎﺸﻤﻴﺔ-ﺍﻟﻘﺎﺴﻡ
٦٠
ﺘﺠﻤﻴﻊ
٣
٢٠
٣٠٠
4-6
ﻗﻴﺎﺴﻴﺔ
٣
٢٠
---
4-6
٥
---
4-6
٢.٥
٢
٨٠
4-6
٢.٧
٣٠
2.8
٥
٩
١٠
١١
ﺩﻭﺭ ﺍﻷﺴﺎﺘﺫﺓ)ﺸﺎﺭﻉ (٦٠
ﺍﻟﺤﻠﺔ
٢٥٠
ﺍﻟﻬﺎﺸﻤﻴﺔ-ﺍﻟﻁﺭﻴﻕ
٣
3.5
٢
ﺍﻟﺴﻴﺎﺤﻲ
ﺍﻟﺴﺩﺓ-ﺤﻲ ﺍﻟﺭﻱ
٢٠٠
ﺍﻟﻤﻭﻟﺩﺓ ﺍﻟﻘﻴﺎﺴﻴﺔ
١
ﺘﺠﻤﻴﻊ
182
ﺩﺍﺭ) ﻤﺘﺭ(
٢
ﺤﻲ ﺘﻤﻭﺯ) – (١ﺍﻟﺤﻠﺔ
٤١٠
ﻗﻴﺎﺴﻴﺔ
٣
2.5
٨٠
٦٠٠
4-6
)(KVA
ﻤﺴﺎﻓﺔ ﺍﻗﺭﺏ
١
ﻨﺎﺤﻴﺔ ﺃﺒﻲ ﻏﺭﻕ -ﺍﻟﺤﻠﺔ
١٥٠
ﻗﻴﺎﺴﻴﺔ
٢
٥٠
١٠٠٠
٤-٦
ﺕ
ﻤﻭﻗﻊ ﺍﻟﻤﻭﻟﺩﺓ
ﺍﻟﻤﻭﻟﺩﺓ
ﺍﻟﻤﻭﻟﺩﺓ
)ﺴﺎﻋﺔ/ﻴﻭﻡ(
ﺍﻟﻤﻭﻟﺩﺓ) ﻤﺘﺭ(
ﺍﺭﺘﻔﺎﻉ ﻓﻭﻫﺔ ﻤﺩﺨﻨﺔ
ﺍﻟﻤﺼﺭﻭﻑ)ﻟﺘﺭ/ﻴﻭﻡ(
ﻜﻤﻴﺔ ﺍﻟﻤﺎﺀ ﺍﻟﺼﺎﻓﻲ
ﻋﺩﺩ ﺴﺎﻋﺎﺕ ﺍﻟﺘﺸﻐﻴل
ﻗﺩﺭﺓ
ﺼﻨﺎﻋﺔ
A'laa H. Al- Hussieny
)The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D
ﺠﺩﻭل ﺭﻗﻡ):(١ﺏ -ﻤﻭﺍﺼﻔﺎﺕ ﻤﻭﻟﺩﺍﺕ ﺍﻟﺩﻴﺯل ﻓﻲ ﻤﺤﺎﻓﻅﺔ ﺒﺎﺒل.
)ﻟﺘﺭ/ﻴﻭﻡ(
ﻤﻌﺩل ﺯﻴﺕ ﺍﻟﻐﺎﺯ ﺍﻟﻤﺼﺭﻭﻑ
ﺴﻌﺭ ﺍﻟﻘﺎﺼﻡ)ﺩﻴﻨﺎﺭ(
ﺼﻴﻔﺎ
ﺸﺘﺎﺀﺍ
ﺼﻴﻔﺎ
ﺸﺘﺎﺀﺍ
ﺃﺠﻭﺭ ﺍﻟﻌﻤل)ﺩﻴﻨﺎﺭ(
ﻤﻥ ﺯﻴﺕ
)ﺩﻴﻨﺎﺭ(
ﺍﻟﻐﺎﺯ)ﻟﺘﺭ(
ﺍﻟﻤﺤﺭﻜﺎﺕ
ﻤﻥ ﺯﻴﻭﺕ
ﻜﻠﻔﺔ ﺍﻻﺸﺘﺭﺍﻙ
ﺕ
ﻤﻭﻗﻊ ﺍﻟﻤﻭﻟﺩﺓ
ﺍﻟﺤﺼﺔ ﺍﻟﺸﻬﺭﻴﺔ
ﺍﻟﺤﺼﺔ ﺍﻟﺸﻬﺭﻴﺔ
١
ﻨﺎﺤﻴﺔ ﺃﺒﻲ ﻏﺭﻕ -ﺍﻟﺤﻠﺔ
٢٥٠٠
١٢٥٠
١٢
١٢
١٥٠
٥٠٠٠
٥٠٠٠
٢
ﺤﻲ ﺘﻤﻭﺯ) – (١ﺍﻟﺤﻠﺔ
---
---
---
---
٤١٠
٥٠٠٠
٥٠٠٠
٣
ﻤﺩﻴﻨﺔ ﺍﻟﻭﺍﺌﻠﻲ -ﺍﻟﺤﻠﺔ
٦٥٠٠
٤٢٠٠
٣٢
٣٢
٣٠٠
٥٥٠٠
٤
ﺤﻲ ﺍﻟﺭﺍﻓﺩﻴﻥ-ﺍﻟﺤﻠﺔ
٦٥٠٠
٤٢٠٠
٣٢
٣٢
١١٠
٧٠٠٠
٨٠٠٠
٥
ﺤﻲ ﺍﻷﻤﻴﺭ-ﺍﻟﺤﻠﺔ
٥٠٠٠
٥٠٠٠
---
---
٤٤٠
٦٠٠٠
---
---
٦
ﺤﻲ ﺍﻟﻨﺴﻴﺞ-ﺍﻟﺤﻠﺔ
٤٥٠٠
٤٥٠٠
---
---
١١٠
٦٠٠٠
---
---
٧
ﻗﺭﻴﺔ ﺍﻟﻬﻤﺴﺎﻨﻴﺔ-ﺍﻟﺤﻠﺔ
---
---
---
---
١٥
٨
ﺍﻟﻬﺎﺸﻤﻴﺔ-ﺍﻟﻘﺎﺴﻡ
٩
١٠
١١
ﺩﻭﺭ ﺍﻷﺴﺎﺘﺫﺓ)ﺸﺎﺭﻉ (٦٠
ﺍﻟﺤﻠﺔ
٠
٠
٥٠٠٠
٢٥٠٠
٠
١٥٠٠
٠
٢٥٠٠
٠
٢٥٠٠
٠
١٨٠٠
١٢٠٠
---
---
٤٥
٧٠٠٠
٥٠٠٠
ﻻ ﻴﻭﺠﺩ
---
---
---
---
٣٥٠
--
--
--
---
٢٠٠٠
٦٠٠٠
٢٠٠
٥٥٠٠
٦٠٠٠
٠.٥٥
٥٩٠٠
٦٢٥٠
ﺍﻟﻬﺎﺸﻤﻴﺔ-ﺍﻟﻁﺭﻴﻕ
ﺍﻟﺴﻴﺎﺤﻲ
ﺍﻟﺴﺩﺓ-ﺤﻲ ﺍﻟﺭﻱ
ﺍﻟﻤﻭﻟﺩﺓ ﺍﻟﻘﻴﺎﺴﻴﺔ
١٠٠٠
١٠٠٠
ﻻ ﻴﻭﺠﺩ
٢٠
٠.١
١٣
٠.١
*
*
٢٠٠٠
٠
--٢٢٠٠
٠
* ﺍﻻﺸﺘﺭﺍﻙ ﻤﺠﺎﻨﻲ)ﻻﻥ ﻫﺫﻩ ﺍﻟﻤﻭﻟﺩﺓ ﻨﺼﺒﺕ ﻤﺤل ﻤﻭﻟﺩﺓ ﺴﺎﺒﻘﺔ(
ﺍﻟﻨﺘﺎﺌﺞ ﻭﺍﻟﻤﻨﺎﻗﺸﺔ:
ﺘﻡ ﻓﻲ ﻫﺫﻩ ﺍﻟﺩﺭﺍﺴﺔ ﺍﻟﺘﻌﺭﺽ ﻷﻫﻡ ﺍﻟﻌﻨﺎﺼﺭ ﻓﻲ ﺍﻟﺒﻴﺌﺔ ﺍﻟﺘﻲ ﺘﺘﻌﺭﺽ ﺇﻟﻰ ﺨﻁﺭ ﺍﻵﺜﺎﺭ ﺍﻟﺴﻠﺒﻴﺔ ﺍﻟﻨﺎﺠﻤـﺔ
ﻋﻥ ﺍﺴﺘﺨﺩﺍﻡ ﺍﻟﻤﻭﻟﺩﺍﺕ،ﻭﺍﻟﺘﻲ ﺘﻨﻌﻜﺱ ﺒﺸﻜل ﻤﺒﺎﺸﺭ ﻋﻠﻰ ﺤﻴﺎﺓ ﺍﻟﻨﺎﺱ ﻭﻫﺫﻩ ﺍﻟﻌﻨﺎﺼﺭ ﻫﻲ:
.١ﺍﻟﻬﻭﺍﺀ:
ﺇﻥ ﺍﻟﻤﻜﻭﻨﺎﺕ ﺍﻟﻐﺎﺯﻴﺔ ﺍﻟﺭﺌﻴﺴﺔ ﺍﻟﺘﻲ ﺘﻨﻔﺜﻬﺎ ﻤﺤﺭﻜﺎﺕ ﺍﻟﻤﻭﻟﺩﺍﺕ )ﺍﻟﺩﻴﺯل( ﻭﻤﻌﺩل ﺘﺭﻜﻴﺯﻫﺎ ﻭﻓﻕ ﺍﻟﻤﻌـﺎﻴﻴﺭ
ﺍﻟﺘﺼﻤﻴﻤﻴﺔ ﻟﻬﺫﻩ ﺍﻷﺠﻬﺯﺓ ﺒﺸﻜل ﻋﺎﻡ ﻴﺒﻴﻨﻬﺎ ﺍﻟﺠﺩﻭل ) .(٢ﻭﺘﺼل ﻜﻤﻴﺔ ﻫﺫﻩ ﺍﻟﻤﻠﻭﺜﺎﺕ ﺇﻟﻰ ﺤـﻭﺍﻟﻲ ٣ﻜﻴﻠـﻭﻏﺭﺍﻡ
ﻴﻭﻤﻴﹰﺎ ﺘﺘﺭﺍﻜﻡ ﺒﺼﻭﺭﺓ ﻤﺴﺘﻤﺭﺓ ﻭﻤﺘﺯﺍﻴﺩﺓ ﻓﻲ ﺍﻟﻤﺤﺎﻓﻅﺔ.
183
ﺩﺭﺍﺴﺔ ﺍﻵﺜﺎﺭ ﺍﻟﺒﻴﺌﻴﺔ ﻻﺴﺘﺨﺩﺍﻡ ﻤﻭﻟﺩﺍﺕ ﺍﻟﺩﻴﺯل ﻓﻲ ﻤﺤﺎﻓﻅﺔ ﺒﺎﺒل
ﺁﻻﺀ ﺤﺎﻤﺩ ﺍﻟﺤﺴﻴﻨﻲ
ﺠﺩﻭل ) :(٢ﻤﻌﺩل ﻨﺴﺏ ﺍﻟﻤﻜﻭﻨﺎﺕ ﺍﻟﻤﻠﻭﺜﺔ ﺍﻟﻨﺎﺘﺠﺔ ﻤﻥ ﻤﺤﺭﻜﺎﺕ ﺍﻟﺩﻴﺯل)ﺍﻟﻬﻭﺯﻜﻲ ﻭﺍﻟﻨﻘﻴﺏ ﻭﺍﻟﺭﺍﻭﻱ.(٢٠٠٤،
ﺍﻟﻤﻜﻭﻨﺎﺕ
ﻤﻠﻐﻡ/ﻟﺘﺭ
ﺍﻜﺎﺴﻴﺩ ﺍﻟﻨﺘﺭﻭﺠﻴﻥ NOx
48.2
ﺃﻭل ﺍﻭﻜﺴﻴﺩ ﺍﻟﻜﺭﺒﻭﻥ CO
29.5
ﺜﻨﺎﺌﻲ ﺍﻭﻜﺴﻴﺩ ﺍﻟﻜﺒﺭﻴﺕ SO2
4.15
ﺍﻟﺴﻨﺎﺝ C
1.9
ﺍﻟﻬﻴﺩﺭﻭﻜﺎﺭﺒﻭﻨﺎﺕ CxHy
1.8
ﺍﻟﻤﺠﻤﻭﻉ
85.55
ﺠﺩﻭل ) :(٣ﻜﻤﻴﺔ ﺍﻟﻤﻠﻭﺜﺎﺕ ﺍﻟﻐﺎﺯﻴﺔ ﺍﻟﺘﻲ ﺘﻨﻔﺜﻬﺎ ﺍﻟﻤﻭﻟﺩﺍﺕ ﻓﻲ ﻤﺤﺎﻓﻅﺔ ﺒﺎﺒل.
ﻤﻌﺩل ﻜﻤﻴﺔ ﻨﻔﺙ ﺍﻟﻐﺎﺯﺍﺕ ﻟﻜل
ﻤﻌﺩل ﻭﻗﻭﺩ ﺍﻟﺩﻴﺯل ﺍﻟﻤﺼﺭﻭﻑ
٤٩.٣
ﻤﻭﻟﺩﺓ
)ﻟﺘﺭ/ﻴﻭﻡ(
ﻡ/٣ﺴﺎﻋﺔ
ﻤﻌﺩل ﻜﻤﻴﺔ ﺍﻟﻨﻔﺙ) ٥ﺴﺎﻋﺔ
٢٤٧
ﺍﻟﻤﻠﻭﺜﺎﺕ ﻓﻲ ﺍﻟﻐﺎﺯﺍﺕ ﺍﻟﻨﺎﻓﺜﺔ
ﻜﻤﻴﺔ ﺍﻟﻐﺎﺯﺍﺕ ﺍﻟﺘﻲ ﺘﻨﻔﺜﻬﺎ
٩٦٨٢٤
ﻜﻤﻴﺔ ﺍﻟﻤﻠﻭﺜﺎﺕ ﺍﻟﻤﻁﻠﻘﺔ
ﺍﺸﺘﻐﺎل ﻴﻭﻤﻴ ﹰﺎ( )ﻡ/٣ﻴﻭﻡ(
34426
٨٥.٥٥
)ﻤﻠﻐﻡ/ﻟﺘﺭ(
ﺍﻟﻤﻭﻟﺩﺍﺕ ﻴﻭﻤﻴﺎ
2.95
)ﻜﻐﻡ/ﻴﻭﻡ(
)ﻡ/٣ﻴﻭﻡ(
ﺃ-ﺍﻟﺘﻠﻭﺙ ﺒﺄﻭل ﺃﻭﻜﺴﻴﺩ ﺍﻟﻜﺎﺭﺒﻭﻥ CO
ﺇﻥ ﻏﺎﺯ ﺃﻭل ﺍﻭﻜﺴﻴﺩ ﺍﻟﻜﺎﺭﺒﻭﻥ ﻫﻭ ﻏﺎﺯ ﻋﺩﻴﻡ ﺍﻟﻠﻭﻥ ﻭﺍﻟﻁﻌﻡ ﻭﺍﻟﺭﺍﺌﺤﺔ ﻴﺘﻭﻟﺩ ﻋﻨـﺩ ﺍﺤﺘـﺭﺍﻕ ﺍﻟﻭﻗـﻭﺩ
ﺍﻟﻜﺎﺭﺒﻭﻨﻲ ﻓﻲ ﻅﺭﻭﻑ ﺘﻬﻭﻴﺔ ﻏﻴﺭ ﻤﻨﺎﺴﺒﺔ ﻭﺍﻻﺤﺘﺭﺍﻕ ﻏﻴﺭ ﺍﻟﺘﺎﻡ ﻴﻭﻟﺩ ﻏﺎﺯ COﺒﺩ ﹰ
ﻻ ﻤﻥ CO2ﺤﻴـﺙ ﻴﺘﺴـﺒﺏ
ﺍﻟﺘﻌﺭﺽ ﻟﺘﺭﺍﻜﻴﺯ ﻋﺎﻟﻴﺔ ﻤﻥ COﻓﻲ ﺘﻘﻠﻴل ﻗﺎﺒﻠﻴﺔ ﺍﻟﺩﻡ ﻋﻠﻰ ﻨﻘل ﺍﻷﻭﻜﺴﺠﻴﻥ ﺇﻟﻰ ﺨﻼﻴﺎ ﺍﻟﺩﻡ ﻓﻌﻨﺩﻤﺎ ﻴﺴﺘﻨﺸﻕ ﻏﺎﺯ
COﻴﺘﺤﺩ ﻤﻊ ﻫﻴﻤﻭﻜﻠﻭﺒﻴﻥ ﺍﻟﺩﻡ ﻤﻜﻭﻨﺎ ﻤﺭﻜﺒﹰﺎ ﻴﻌﺭﻑ ﺒـ)ﻜﺎﺭﺒﻭﻜﺴﻲ ﻫﻴﻤﻭﻜﻠﻭﺒﻴﻥ ) (COH6ﻭﺒﻤﺎ ﺇﻥ ﻏـﺎﺯ ﺃﻭل
ﺍﻭﻜﺴﻴﺩ ﺍﻟﻜﺎﺭﺒﻭﻥ ﻴﻤﺘﻠﻙ ﻗﺩﺭﺓ ﺃﻋﻠﻰ ﻋﻠﻰ ﺍﻻﺘﺤﺎﺩ ﻤﻊ ﻫﻴﻤﻭﻜﻠﻭﺒﻴﻥ ﺍﻟﺩﻡ ﻤﻥ ﺍﻷﻭﻜﺴﺠﻴﻥ ﻓﺎﻨﻪ ﺒﺎﻟﺘﺎﻟﻲ ﻴﻘﻠل ﻤﻥ ﻜﻤﻴﺔ
ﺍﻷﻭﻜﺴﺠﻴﻥ ﺍﻟﻤﻨﻘﻭل ﻓﻲ ﻤﺠﻤﻭﻋﺔ ﺍﻟﺩﻡ ﻓﺘﺘﺄﺜﺭ ﻭﻅﻴﻔﺔ ﺍﻟﺩﻤﺎﻍ ﻭﺘﺯﺩﺍﺩ ﺩﻗﺎﺕ ﺍﻟﻘﻠﺏ ﻜﻤﺤﺎﻭﻟﺔ ﻟﺘﻘﻠﻴـل ﺍﻟـﻨﻘﺹ ﻓـﻲ
ﺍﻷﻭﻜﺴﺠﻴﻥ ﺍﻟﻭﺍﺼل ﺇﻟﻰ ﺍﻟﺨﻼﻴﺎ ﻋﻨﺩﻤﺎ ﺘﻘل ﻜﻤﻴﺔ ﺍﻷﻭﻜﺴﺠﻴﻥ ﺍﻟﻤﻨﻘﻭﻟﺔ ﻋﺒﺭ ﺍﻟﺩﻡ.ﻭﻨﻼﺤﻅ ﺇﻥ ﻜﻤﻴﺔ ﺃﻭل ﺍﻭﻜﺴـﻴﺩ
ﺍﻟﻜﺎﺭﺒﻭﻥ COﺍﻟﻤﻁﻠﻘﺔ ﻴﻭﻤﻴﹰﺎ ﻤﻥ ﺍﻟﻤﻭﻟﺩﺍﺕ)ﺍﻟﺠﺩﻭل ﺭﻗﻡ ١ﻭ (٢ﺘﺴﺎﻭﻱ 1.02ﻜﻐﻡ/ﻴﻭﻡ.
184
A'laa H. Al- Hussieny
)The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D
ﺏ-ﺍﻜﺎﺴﻴﺩ ﺍﻟﻨﺘﺭﻭﺠﻴﻥ NOxﻭﺜﻨﺎﺌﻲ ﺍﻭﻜﺴﻴﺩ ﺍﻟﻜﺒﺭﻴﺕ SO2
ﻭﺘﻨﺘﺞ ﺍﻜﺎﺴﻴﺩ ﺍﻟﻨﺘﺭﻭﺠﻴﻥ Noxﻨﺘﻴﺠﺔ ﺘﺄﻜﺴﺩ ﺍﻟﻨﺘﺭﻭﺠﻴﻥ ﺍﻟﺠﻭﻱ ﺒﺴﺒﺏ ﺍﺭﺘﻔﺎﻉ ﺩﺭﺠﺔ ﺍﻟﺤﺭﺍﺭﺓ ﻓﻲ ﺩﺍﺨل
ﺍﺴﻁﻭﺍﻨﺔ ﺍﻻﺤﺘﺭﺍﻕ ﺍﻟﺩﺍﺨﻠﻲ ﺃﻤﺎ ﺜﻨﺎﺌﻲ ﺍﻭﻜﺴﻴﺩ ﺍﻟﻜﺒﺭﻴﺕ SO2ﻭﻴﻨﺒﻌﺙ ﺠﺭﺍﺀ ﺍﺤﺘﻭﺍﺀ ﺍﻟﻭﻗـﻭﺩ ﻋﻠـﻰ ﺍﻟﻜﺒﺭﻴـﺕ
ﻜﺸﻭﺍﺌﺏ ﻻ ﻴﻤﻜﻥ ﺍﻟﺘﺨﻠﺹ ﻤﻨﻬﺎ ﻭﻴﻨﺠﻡ ﻋﻨﻪ ﺍﻟﻌﺩﻴﺩ ﻤﻥ ﺃﻤﺭﺍﺽ ﺍﻟﺠﻬﺎﺯ ﺍﻟﺘﻨﻔﺴﻲ ﻤﺜل ﺍﻟﺘﻘﻠﻴل ﻤﻥ ﻜﻔـﺎﺀﺓ ﺍﻟﺭﺌـﺔ
ﻭﺍﻟﺤﺴﺎﺴﻴﺔ ﻭﺍﻟﺭﺒﻭ ﻭﻏﻴﺭﻫﺎ.ﻜﻤﺎ ﻭﺍﻥ ﻫﺫﻩ ﺍﻻﻜﺎﺴﻴﺩ ﺘﺘﺤﺩ ﻤﻊ ﺍﻟﻤﺎﺀ ﻓﻲ ﺍﻟﺠﻭ ﻤﻜﻭﻨﺔ ﺤﺎﻤﺽ ﺍﻟﻜﺒﺭﻴﺘﻴﻙ ﻭﺤـﺎﻤﺽ
ﺍﻟﻨﺘﺭﻴﻙ ﻭﻫﺫﺍ ﻴﺴﺒﺏ ﺘﻠﻔﹰﺎ ﻟﻠﻨﺒﺎﺕ ﻭﺘﻔﺘﻴﺕ ﺒﻌﺽ ﺃﺠﺯﺍﺀ ﺍﻷﺒﻨﻴﺔ ﻭﺼﺩﺃ ﺍﻟﻤﻌﺎﺩﻥ.ﻭﺘﺒﻠﻎ ﻜﻤﻴﺘﻬﺎ ﺍﻟﻤﻁﻠﻘـﺔ ﻴﻭﻤﻴـﹰﺎ 1.8
ﻜﻐﻡ/ﻴﻭﻡ.
ﺝ-ﺍﻟﺘﻠﻭﺙ ﺒﺎﻟﺩﻗﺎﺌﻕ ﺍﻟﻌﺎﻟﻘﺔ
ﻤﺠﻤﻭﻉ ﺍﻟﺩﻗﺎﺌﻕ ﺍﻟﻌﺎﻟﻘﺔ (Total Suspended Particles) TSPﺍﻟﺘﻲ ﻴﻘﺼـﺩ ﺒﻬـﺎ ﺩﻗـﺎﺌﻕ ﺍﻟـﺩﺨﺎﻥ
ﺍﻟﻤﻨﺒﻌﺙ ﻭﺍﻷﺒﺨﺭﺓ ﺍﻟﻬﻴﺩﺭﻭﻜﺭﺒﻭﻨﻴﺔ ﻭﺍﻟﺴﺨﺎﻡ ﻭﻗﺩ ﺘﻜﻭﻥ ﻫﺫﻩ ﺍﻟﺩﻗﺎﺌﻕ ﺼﻠﺒﺔ ﺍﻭ ﺴﺎﺌﻠﺔ ﻭﻫﻲ ﺫﺍﺕ ﺃﺤﺠﺎﻡ ﺍﻗل ﻤـﻥ
١٠ﻤﺎ ﻴﻜﺭﻭﻤﺘﺭ ﺃﻱ ﻴﻤﻜﻥ ﺍﺴﺘﻨﺸﺎﻗﻬﺎ ﻭﺘﺴﺒﺏ ﺍﻟﻌﺩﻴﺩ ﻤﻥ ﺍﻷﻋﺭﺍﺽ ﻭﺍﻷﻤﺭﺍﺽ ﻤﺜل ﺍﻟﺤﺴﺎﺴﻴﺔ ﻭﺍﻟﺭﺒـﻭ ﻭﺘﻬـﻴﺞ
ﺍﻷﻨﻑ ﻭﺍﻟﻌﻴﻭﻥ ﻭﻀﻴﻕ ﺍﻟﺘﻨﻔﺱ ﻭﺘﻔﺎﻗﻡ ﺍﻟﺘﻬﺎﺏ ﺍﻟﻘﺼﺒﺎﺕ ﻭﺘﻘﻠﻴل ﻜﻔﺎﺀﺓ ﺍﻟﺭﺌﺔ ﻭﻗﺩ ﺘﺴﺒﺏ ﺃﻤﺭﺍﻀﺎ ﺨﻁﺭﺓ ﻜﺎﻟﺴﺭﻁﺎﻥ
ﻨﺘﻴﺠﺔ ﺍﺴﺘﻨﺸﺎﻕ ﺍﻻﺒﺨﺭﺓ ﺍﻟﻬﻴﺩﺭﻭﻜﺭﺒﻭﻨﻴﺔ ﺒﺎﺴﺘﻤﺭﺍﺭ ﻭﺒﺎﻻﺨﺹ ﺍﻟﺩﻗﺎﺌﻕ ﺍﻟﺘـﻲ ﺘﺘـﺭﺍﻭﺡ ﺍﻗﻁﺎﺭﻫـﺎ ﺒـﻴﻥ ٢ﻭ٤
ﻤﺎﻴﻜﺭﻭﻤﺘﺭ .ﻻﺴﻴﻤﺎ ﻭﺍﻥ ﻏﺎﻟﺒﻴﺔ ﻫﺫﻩ ﺍﻟﻤﻭﻟﺩﺍﺕ ﻟﻬﺎ ﻤﺩﺍﺨﻥ ﺘﺘﺭﺍﻭﺡ ﺒﻴﻥ)(2-3.5ﻤﺘﺭ)ﺠﺩﻭل ﺭﻗـﻡ)-١ﺃ( ﻭﻫـﺫﺍ ﻻ
ﻴﺅﺜﺭ ﻋﻠﻰ ﺍﻹﻨﺴﺎﻥ ﻓﻘﻁ ﺒل ﻴﺅﺜﺭ ﻋﻠﻰ ﺍﻟﺴﻠﺴﻠﺔ ﺍﻟﻐﺫﺍﺌﻴﺔ ﺃﻴﻀﺎ)ﺍﻟﻤﺤﺎﺼﻴل ﺍﻟﺯﺭﺍﻋﻴﺔ ﻭﺍﻟﺜﺭﻭﺓ ﺍﻟﺤﻴﻭﺍﻨﻴﺔ( )ﺍﻟﻬﻭﺯﻜﻲ
ﻭﺍﻟﻨﻘﻴﺏ ﻭﺍﻟﺭﺍﻭﻱ (٢٠٠٤،ﻭﺘﺒﻠﻎ ﻜﻤﻴﺘﻬﺎ ﺍﻟﻤﻁﻠﻘﺔ ﻴﻭﻤﻴﺎ 0.13ﻜﻐﻡ/ﻴﻭﻡ.
.٢ﺍﻟﻤﻴﺎﻩ ﺍﻟﺴﻁﺤﻴﺔ:
ﺘﻌﻤل ﺍﻟﻤﻭﻟﺩﺍﺕ ﻟﻌﺩﺓ ﺴﺎﻋﺎﺕ ﻓﻲ ﺍﻟﻴﻭﻡ ﻟﺫﺍ ﻴﻌﻤﺩ ﻤﺸﻐﻠﻴﻬﺎ ﺇﻟﻰ ﺍﺴﺘﺨﺩﺍﻡ ﻜﻤﻴﺎﺕ ﻜﺒﻴﺭﺓ ﻤﻥ ﺍﻟﻤﻴﺎﻩ ﺍﻟﺼﺎﻟﺤﺔ
ﻟﻠﺸﺭﺏ ﻷﻏﺭﺍﺽ ﺍﻟﺘﺒﺭﻴﺩ)ﺍﻟﻜﻤﻴﺔ( ﺇﺫ ﺘﺘﺤﻭل ﻤﻨﻅﻭﻤﺔ ﺍﻟﺘﺒﺭﻴﺩ ﻟﻬﺫﻩ ﺍﻟﻤﻭﻟﺩﺍﺕ ﻤﻥ ﺍﻟﻨﻅﺎﻡ ﺍﻟﻤﻐﻠـﻕ ﺇﻟـﻰ ﺍﻟﻨﻅـﺎﻡ
ﺍﻟﻤﻔﺘﻭﺡ ﻭﺒﺫﻟﻙ ﻴﺘﻡ ﻁﺭﺡ ﻜﻤﻴﺎﺕ ﻜﺒﻴﺭﺓ ﻤﻥ ﺍﻟﺯﻴﻭﺕ ﻭﻤﺨﻠﻔﺎﺕ ﺍﻟﻭﻗﻭﺩ ﺍﻟﻤﻭﺠﻭﺩﺓ ﻓﻲ ﺍﻟﻤﻭﻟﺩﺓ ﻭﺤﻭﻟﻬﺎ ﺇﻟﻰ ﺍﻟﺴﻭﺍﻗﻲ
ﻭﻟﻜﻭﻨﻬﺎ ﺍﻗل ﻜﺜﺎﻓﺔ ﻓﺄﻨﻬﺎ ﺘﺘﺠﻤﻊ ﻋﻨﺩ ﻓﺘﺤﺎﺕ ﺘﺼﺭﻴﻑ ﺍﻟﻤﻴﺎﻩ ﻭﺘﺫﻫﺏ ﺇﻟﻰ ﻗﻨـﻭﺍﺕ ﺍﻟﺼـﺭﻑ ﺍﻟﺼـﺤﻲ ﺩﻭﻥ ﺃﻱ
ﻤﻌﺎﻟﺠﺔ ﺨﺎﺼﺔ ﺒﻬﺫﻩ ﺍﻟﻤﻴﺎﻩ،ﻜﻤﺎ ﺇﻥ ﻫﻨﺎﻙ ﺒﻌﺽ ﺍﻟﻤﻭﻟﺩﺍﺕ ﺍﻟﺘﻲ ﺘﻠﻘﻲ ﺒﻬﺫﻩ ﺍﻟﻤﻴﺎﻩ ﺍﻟﻤﻠﻭﺜﺔ ﺇﻟﻰ ﻤﻴـﺎﻩ ﺸـﻁ ﺍﻟﺤﻠـﺔ
ﻤﺒﺎﺸﺭﺓ،ﻭﺇﻀﺎﻓﺔ ﺇﻟﻰ ﻤﻨﻅﺭﻩ ﻏﻴﺭ ﺍﻟﻤﻘﺒﻭل ﻓﺎﻨﻪ ﻤﺼﺩﺭ ﻟﻠﺘﻠﻭﺙ.ﻭﻴﺯﺩﺍﺩ ﻫﺫﺍ ﺍﻟﺘﺄﺜﻴﺭ ﻓﻲ ﺍﻟﺼﻴﻑ ﻋﻨﻪ ﻓﻲ ﺍﻟﺸـﺘﺎﺀ
ﺒﺴﺒﺏ ﺍﺭﺘﻔﺎﻉ ﺩﺭﺠﺎﺕ ﺍﻟﺤﺭﺍﺭﺓ.
ﺠﺩﻭل ) :(٤ﻜﻤﻴﺔ ﺍﻟﻤﻴﺎﻩ ﺍﻟﻤﻬﺩﻭﺭﺓ ﺍﻟﻤﺴﺘﺨﺩﻤﺔ ﻤﻥ ﻗﺒل ﺍﻟﻤﻭﻟﺩﺍﺕ.
ﻜﻤﻴﺔ ﺍﻟﻤﻴﺎﻩ
ﺍﻟﻤﺴﺘﺨﺩﻤﺔ
ﻟﺘﺭ/ﻴﻭﻡ1 KAV/
2.8
ﻜﻤﻴﺔ ﺍﻟﻬﺩﺭ ﺍﻟﻜﻠﻴﺔ
ﻋﺩﺩ
KAV
ﺍﻟﻜﻠﻴﺔ
ﻟﺘﺭ /ﻴﻭﻡ
٦٢٥٩٤
175263.2
185
ﻤﻌﺩل ﺍﺴﺘﻬﻼﻙ ﺍﻟﺸﺨﺹ
ﻟﺘﺭ/ﻴﻭﻡ
300
ﺸﺨﺹ
585
ﺩﺭﺍﺴﺔ ﺍﻵﺜﺎﺭ ﺍﻟﺒﻴﺌﻴﺔ ﻻﺴﺘﺨﺩﺍﻡ ﻤﻭﻟﺩﺍﺕ ﺍﻟﺩﻴﺯل ﻓﻲ ﻤﺤﺎﻓﻅﺔ ﺒﺎﺒل
ﺁﻻﺀ ﺤﺎﻤﺩ ﺍﻟﺤﺴﻴﻨﻲ
ﺍﻟﺠﺩﻭل ﺭﻗﻡ ) (٤ﻴﺒﻴﻥ ﻜﻤﻴﺎﺕ ﺍﻟﻤﻴﺎﻩ ﺍﻟﻤﻬﺩﻭﺭﺓ ﻭﻨﻼﺤﻅ ﺇﻨﻬﺎ ﺘﻭﺍﺯﻱ ﺍﺴﺘﺨﺩﺍﻡ) (585ﺸﺨﺹ ﻓﻲ ﺍﻟﻴـﻭﻡ
ﻭﻫﺫﻩ ﺍﻟﻤﻴﺎﻩ ﻤﺴﺤﻭﺒﺔ ﻤﻥ ﻤﻴﺎﻩ ﺍﻟﺸﺭﺏ ﻭﺒﺄﻗﻁﺎﺭﺍﻨﺎﺒﻴﺏ ﺍﻜﺒﺭ ﻨﺴﺒﻴﹰﺎ ﻤﻥ ﺃﻨﺎﺒﻴﺏ ﻤﻴﺎﻩ ﺍﻹﺴﺎﻟﺔ.
.٣ﺍﻟﺘﺭﺒﺔ:
ﺘﺘﻌﺭﺽ ﺍﻟﺘﺭﺒﺔ ﺃﺜﻨﺎﺀ ﻓﺘﺭﺓ ﺘﺸﻐﻴل ﺍﻟﻤﻭﻟﺩﺍﺕ ﺇﻟﻰ ﺘﺄﺜﻴﺭ ﺍﻟﻐﺎﺯﺍﺕ ﺒﺴﺒﺏ ﻜﺜﺎﻓﺘﻬﺎ ﺍﻟﻌﺎﻟﻴﺔ ﺍﻟﺘﻲ ﺘﺴﻘﻁﻬﺎ ﻋﻠـﻰ
ﻭﺠﻪ ﺍﻟﺘﺭﺒﺔ ﻓﺘﻜﻭﻥ ﻤﻌﻬﺎ ﻤﺭﻜﺒﺎﺕ ﻻﻴﺴﺘﻔﺎﺩ ﻤﻨﻬﺎ ﺍﻟﻨﺒﺎﺕ ﺇﻀﺎﻓﺔ ﺇﻟﻰ ﺫﻟﻙ ﻓﺎﻥ ﺒﻌﺽ ﻫﺫﻩ ﺍﻟﻤﻭﺍﺩ ﺍﻟﻬﻴﺩﺭﻭﻜﺎﺭﺒﻭﻨﻴﺔ
ﺘﻐﻠﻑ ﺍﻟﺠﺩﺍﺭ ﺍﻟﺨﺎﺭﺠﻲ ﻟﻠﺠﺫﺭ ﻭﺘﻤﻨﻌﻪ ﻤﻥ ﺍﻤﺘﺼﺎﺹ ﺍﻟﻤﻴﺎﻩ ﻭﺍﻷﻤﻼﺡ ﺍﻟﻤﻔﻴﺩﺓ ﻟﻠﻨﺒﺎﺕ ﻜﻤﺎ ﺘﻤﻨﻊ ﺘﺤﻠل ﻭﺍﻤﺘﺼﺎﺹ
ﺍﻟﻤﺭﻜﺒﺎﺕ ﺍﻟﻤﻤﺘﺯﺓ ﻋﻠﻰ ﺍﻟﺴﻁﺢ ﺍﻟﺨﺎﺭﺠﻲ ﻟﺤﺒﻴﺒـﺎﺕ ﺍﻟﺘﺭﺒـﺔ ﻭﺍﻟﺘـﻲ ﻴﺤﺘﺎﺠﻬـﺎ ﺍﻟﻨﺒـﺎﺕ)ﺍﻟﻬـﻭﺯﻜﻲ ﻭﺍﻟﻨﻘﻴـﺏ
ﻭﺍﻟﺭﺍﻭﻱ.(٢٠٠٤،
ﺇﻥ ﻁﺭﺡ ﻜﻤﻴﺎﺕ ﻜﺒﻴﺭﺓ ﻤﻥ ﻤﻴﺎﻩ ﺍﻟﺘﺒﺭﻴﺩ ﺍﻟﻤﺤﻤﻠﺔ ﺒﺎﻟﻤﺨﻠﻔﺎﺕ ﺍﻟﻬﻴﺩﺭﻭﻜﺎﺭﺒﻭﻨﻴﺔ ﻭﺠﺭﻴﺎﻨﻬـﺎ ﻋﻠـﻰ ﺴـﻁﺢ
ﺍﻟﺘﺭﺒﺔ ﻴﺴﺒﺏ ﺘﻠﻔﻬﺎ ﻭﻴﺤﺭﻡ ﺍﺴﺘﺨﺩﺍﻤﻬﺎ ﻜﻤﺴﺎﺤﺔ ﺨﻀﺭﺍﺀ ﻀﻤﻥ ﺍﻟﺤﻲ ﺍﻟﺴﻜﻨﻲ ﻓﻲ ﺍﻟﺤﺎل ﻭﺍﻟﻤﺴـﺘﻘﺒل ﻭﻟﺴـﻨﻭﺍﺕ
ﻁﻭﻴﻠﺔ)ﺍﻟﻬﻭﺯﻜﻲ ﻭﺍﻟﻨﻘﻴﺏ ﻭﺍﻟﺭﺍﻭﻱ .(٢٠٠٤،ﺇﺫ ﻻ ﻴﻤﻜﻥ ﺍﻟﺘﺨﻠﺹ ﻤﻥ ﻫﺫﻩ ﺍﻟﻤﻭﺍﺩ ﺍﻟﻤﺘﻐﻠﻐﻠﺔ ﻓﻲ ﺍﻟﺘﺭﺒﺔ ﺇﻻ ﺒﻌـﺩ
ﻤﻌﺎﻤﻠﺘﻬﺎ ﺒﻤﻭﺍﺩ ﺨﺎﺼﺔ ﻭﻟﻔﺘﺭﺓ ﻁﻭﻴﻠﺔ ﻭﺒﻜﻠﻑ ﻋﺎﻟﻴﺔ.ﻭﻫﺫﺍ ﺍﻟﺘﺄﺜﻴﺭ ﺍﻟﺴﻠﺒﻲ ﺴﻭﻑ ﻴﺘـﺭﺍﻜﻡ ﻁﺎﻟﻤـﺎ ﻴـﺘﻡ ﺍﺴـﺘﺨﺩﺍﻡ
ﺍﻟﻤﻭﻟﺩﺍﺕ ﻜﻤﺼﺩﺭ ﻟﻠﻁﺎﻗﺔ ﺍﻟﻜﻬﺭﺒﺎﺌﻴﺔ.
ﻭﻤﻥ ﺍﻟﻨﺎﺤﻴﺔ ﺍﻟﺠﻴﻭﺘﻘﻨﻴﺔ ﻏﺎﻟﺒﹰﺎ ﻤﺎ ﺘﻜﻭﻥ ﺍﻟﺘﺭﺏ ﺍﻟﻤﺘﺄﺜﺭﺓ ﺒﺎﻟﻤﻴﺎﻩ ﺍﻟﻤﺸﺒﻌﺔ ﺒﺎﻟﻬﻴـﺩﺭﻭﻜﺎﺒﻭﻨﺎﺕ ﺫﺍﺕ ﻗﺎﺒﻠﻴـﺔ
ﺘﺤﻤل ﺃﻭﻁﺄ ﻤﻥ ﺍﻟﺘﺭﺏ ﺍﻟﺼﺤﻴﺤﺔ ،ﻤﻤﺎ ﻴﺘﻌﺫﺭ ﺍﺴﺘﻐﻼﻟﻬﺎ ﻹﻏﺭﺍﺽ ﺍﻟﺒﻨﺎﺀ ﺃﻭ ﻤﺎﺸﺎﺒﻪ،ﻭﻫﺫﺍ ﺴﻴﺘﺘﻁﻠﺏ ﺍﻟﺒﺤﺙ ﻋـﻥ
ﻤﻭﺍﻗﻊ ﺃﺨﺭﻯ ﺫﺍﺕ ﺘﺭﺏ ﻤﻼﺌﻤﺔ ﻭﺼﺎﻟﺤﺔ ،ﺭﺒﻤﺎ ﺘﻜﻭﻥ ﻏﺎﻟﻴﺔ ﺍﻟﺜﻤﻥ ﺃﻭ ﺒﻌﻴﺩﺓ ﺃﻭ ﺇﺒﺩﺍل ﻫـﺫﻩ ﺍﻟﺘـﺭﺏ ﺒـﺄﺨﺭﻯ
ﺼﺎﻟﺤﺔ ﻤﻤﺎ ﻴﺸﻜل ﻋﺒﹰﺎ ﺇﻀﺎﻓﻴﺎ ﻻ ﻤﺒﺭﺭ ﻟﻪ ﺒﺎﻟﻨﺴﺒﺔ ﻟﻠﺠﻬﺎﺕ ﺍﻟﻤﺴﺘﻔﻴﺩﺓ.
.٤ﺍﻟﺴﻜﺎﻥ:
ﺇﻥ ﻋﻤﻠﻴﺔ ﻤﺩ ﺍﻷﺴﻼﻙ ﻤﻥ ﺍﻟﻤﻭﻟﺩﺓ ﺇﻟﻰ ﺍﻟﺩﻭﺭ ﺍﻟﺴﻜﻨﻴﺔ ﺘﺘﻡ ﺒﺼﻭﺭﺓ ﻋﺸﻭﺍﺌﻴﺔ ﻭﻻ ﻴﺅﺨﺫ ﺒﺎﻟﺤﺴﺒﺎﻥ ﺸﺭﻭﻁ
ﺍﻟﺴﻼﻤﺔ ﻭﺍﻷﻤﺎﻥ.ﺇﺫ ﺘﺭﺒﻁ ﻫﺫﻩ ﺍﻷﺴﻼﻙ ﺒﺄﻋﻤﺩﺓ ﺍﻟﻜﻬﺭﺒﺎﺀ ﺍﻟﻤﺼﻨﻌﺔ ﻤﻥ ﺍﻟﺤﺩﻴﺩ ﻭﻋﻨﺩ ﻤﺭﻭﺭ ﺍﻟﺯﻤﻥ ﺃﻭ ﺒﺎﻟﺘﻌﺭﺽ
ﻟﻠﻤﻁﺭ ﻭﺍﻟﻅﺭﻭﻑ ﺍﻟﺠﻭﻴﺔ ﺍﻷﺨﺭﻯ ﺘﺘﻌﺭﻯ ﻭﺘﺘﻠﻑ ﻫﺫﻩ ﺍﻷﺴﻼﻙ ﻓﻴﺤﺩﺙ ﺘﻤﺎﺱ ﻜﻬﺭﺒﺎﺌﻲ ﻭﺒﺫﻟﻙ ﺘﻜـﻭﻥ ﻤﺼـﺩﺭﹰﺍ
ﻤﻤﻴﺘﹰﺎ ﻭﺨﻁﺭﹰﺍ ﻭﺨﺎﺼﺔ ﻋﻠﻰ ﺍﻷﻁﻔﺎل ﻭﻴﺯﺩﺍﺩ ﻫﺫﺍ ﺍﻟﺨﻁﺭ ﻓﻲ ﺍﻷﻤﺎﻜﻥ ﺍﻟﻤﻜﺘﻅﺔ ﺒﺎﻟﺴﻜﺎﻥ،ﻜﻤﺎ ﺇﻥ ﺒﻌﺽ ﺍﻷﺴـﻼﻙ
ﺘﺘﺩﻟﻰ ﻻﺭﺘﻔﺎﻉ ﺃﻗل ﻤﻥ ﻤﺘﺭﻴﻥ ﻋﻥ ﺴﻁﺢ ﺍﻷﺭﺽ ﻭﺍﻟﺒﻌﺽ ﻤﻨﻬﺎ ﻤﻘﻁﻭﻉ ﺠﺭﺍﺀ ﺍﻟﺴﺭﻗﺔ ﺃﻭ ﻤـﺭﻭﺭ ﺍﻟﺸـﺎﺤﻨﺎﺕ
ﺍﻟﻜﺒﻴﺭﺓ ﻭﻴﻜﻭﻥ ﻤﺯﻭﺩ ﺒﺎﻟﻁﺎﻗﺔ ﺍﻟﻜﻬﺭﺒﺎﺌﻴﺔ ﻭﻟﻜﻨﻪ ﺴﺎﺌﺏ ﻭﻏﻴﺭ ﻤﺭﺒﻭﻁ ﻓﻴﺴﺒﺏ ﻭﻓﺎﺓ ﺍﻟﻜﺜﻴﺭﻴﻥ .ﺒﺎﻹﻀﺎﻓﺔ ﺇﻟﻰ ﺍﻟﺘﻠﻭﺙ
ﻻ ﻜﻬﺭﺒﺎﺌﻴـﹰﺎ
ﺍﻟﺤﺎﺼل ﻤﻥ ﺍﻹﺸﻌﺎﻉ ﻏﻴﺭ ﺍﻟﻤﺅﻴﻥ ﻭﺍﻟﻤﻠﻭﺜﺎﺕ ﺍﻟﻔﻴﺯﻴﺎﺌﻴﺔ ﺍﻷﺨﺭﻯ ﻓﻤﻥ ﺍﻟﻤﻌﻠﻭﻡ ﺇﻥ ﺍﻟﻤﻭﻟﺩﺓ ﺘﻭﻟﺩ ﻤﺠﺎ ﹰ
ﻤﺘﺫﺒﺫﺒﹰﺎ ﻴﺭﺴل ﻋﻥ ﻁﺭﻴﻕ ﺍﻷﺴﻼﻙ ﺇﻟﻰ ﺍﻟﺒﻴﻭﺕ .ﻭﻫﻨﺎﻙ ﻤﺠﺎل ﻤﻐﻨﺎﻁﻴﺴﻲ ﻤﺘﺫﺒﺫﺏ ﻤﺭﺍﺩﻑ ﻟﻪ ﻭﻫـﺫﺍ ﻴﻌﻨـﻲ ﺇﻥ
ﻫﻨﺎﻙ ﻤﺴﺘﻭﻴﺎﺕ ﻤﺤﺩﺩﺓ ﻤﻥ ﺍﻹﺸﻌﺎﻉ ﺍﻟﻜﻬﺭﻭﻤﻐﻨﺎﻁﻴﺴﻲ ﺫﻱ ﻁﺎﻗﺔ ﻭﺍﻁﺌﺔ )ﻏﻴﺭ ﻤﺅﻴﻥ( ﻟﻪ ﺘﺄﺜﻴﺭﺍﺕ ﺼﺤﻴﺔ ﻋﺩﻴـﺩﺓ
ﻋﻠﻰ ﺼﺤﺔ ﺍﻹﻨﺴﺎﻥ ﺨﺼﻭﺼﹰﺎ ﺇﺫﺍ ﻜﺎﻥ ﻗﺭﻴﺒﹰﺎ ﺠﺩﹰﺍ ﻤﻥ ﺍﻟﻤﻭﻟﺩﺓ ﻭﻫﻨﺎﻙ ﺃﻴﻀﺎ ﺍﻟﺘﻠﻭﺙ ﺒﺎﺭﺘﻔﺎﻉ ﺩﺭﺠﺔ ﺤﺭﺍﺭﺓ ﺍﻟﻬﻭﺍﺀ
186
A'laa H. Al- Hussieny
)The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D
ﻭﻫﺫﺍ ﺃﻴﻀﺎ ﻫﻭ ﺇﺸﻌﺎﻉ ﻏﻴﺭ ﻤﺅﻴﻥ )ﺃﺸﻌﺔ ﺘﺤﺕ ﺍﻟﺤﻤﺭﺍﺀ ﺇﻱ ﺤﺭﺍﺭﻴﺔ(.ﻴﻀﺎﻑ ﺇﻟﻰ ﺫﻟﻙ ﺤﺎﻻﺕ ﺍﻟﺸﺠﺎﺭ ﺍﻟﻤﺘﺯﺍﻴﺩﺓ
ﺒﻴﻥ ﻤﺸﻐﻠﻲ ﺍﻟﻤﻭﻟﺩﺍﺕ ﻭﺃﺼﺤﺎﺏ ﺍﻟﺩﻭﺭ ﻭﺴﻭﺀ ﺍﻟﻌﻼﻗﺎﺕ ﺍﻻﺠﺘﻤﺎﻋﻴﺔ ﺒﻴﻨﻬﻡ.ﻜﻤﺎ ﺇﻥ ﺍﻟﻜﻠﻑ ﺍﻟﻌﺎﻟﻴﺔ ﻟﻤـﺩ ﺍﻷﺴـﻼﻙ
ﻭﻤﻠﺤﻘﺎﺘﻬﺎ ﺒﻴﻥ ﺍﻟﻤﻭﻟﺩﺍﺕ ﻭﺍﻟﺩﻭﺭ ﺘﻜﻭﻥ ﻋﺒﹰﺎ ﺇﻀﺎﻓﻴﺎ ﻋﻠﻰ ﺩﺨل ﺍﻟﻜﺜﻴﺭ ﻤﻥ ﺍﻟﻌﻭﺍﺌل)ﺠﺩﻭل ﺭﻗﻡ) ((٥ﻜﻤﺎ ﺇﻥ ﺍﻟﺒﻌﺽ
ﻼ ﻋﻥ ﺒﺩل ﺍﺸﺘﺭﺍﻙ ﻟﻸﻤﺒﻴﺭ ﺍﻟﻭﺍﺤﺩ ﻭﺍﻟﺒﺎﻟﻐﺔ
ﻤﻥ ﻫﺫﻩ ﺍﻟﻌﻭﺍﺌل ﻴﺘﺤﻤل ﻀﻭﻀﺎﺀ ﺍﻟﻤﻭﻟﺩﺓ ﺩﻭﻥ ﺍﻻﺸﺘﺭﺍﻙ ﻓﻴﻬﺎ .ﻓﻀ ﹰ
) ٦٠٠٠ﺩﻴﻨﺎﺭ( )ﺠﺩﻭل ﺭﻗﻡ) ((٥ﻭﺘﺯﺩﺍﺩ ﻫﺫﻩ ﺍﻟﻘﻴﻤﺔ ﺒﺎﺴﺘﻤﺭﺍﺭ.
ﺠﺩﻭل ) :(٥ﻜﻠﻑ ﻤﺩ ﻭﻨﺼﺏ ﺍﻷﺴﻼﻙ ﻭﻤﻠﺤﻘﺎﺘﻬﺎ ﺒﻴﻥ ﺍﻟﻤﻭﻟﺩﺓ ﻭﺍﻟﻤﺸﺘﺭﻜﻴﻥ.
ﻁﻭل ﺍﻟﺴﻠﻙ
ﺴﻌﺭ ﺍﻟﺴﻠﻙ
ـﻎ
ﻤﺒﻠــــ
ﺴــﻌﺭ ﺍﻟﻘﺎﺼــﻡ
ﻜﻠﻔﺔ ﺍﻟﻨﺼﺏ
ﺇﻟـــــﻰ
)ﺒﺎﻟﺩﻴﻨﺎﺭ(
)ﺒﺎﻟﺩﻴﻨﺎﺭ(
)ﺒﺎﻟﺩﻴﻨﺎﺭ(
)ﺒﺎﻟﺩﻴﻨﺎﺭ(
) ١٠٠ﻤﺘﺭ(
ﻤﻥ ﺍﻟﻤﻭﻟﺩﺓ
ـﻜﻥ
ﺍﻟﻤﺴــ
ﺍﻷﺴـــﻼﻙ
ـل
ـﻭﺭ ﺍﻟﻌﻤـ
ﻭﺃﺠـ
ﻟﻜل ﻤﺸﺘﺭﻙ
ﻋــــﺩﺩ
ﺍﻟﻤﺸﺘﺭﻜﻴﻥ
ﻜﻠﻔﺔ ﺍﻟﻨﺼـﺏ
ﻁــــﻭل
ﺩﻴﻨﺎﺭ(
)ﺒﺎﻟﻜﻴﻠﻭﻤﺘﺭ(
ﺍﻟﻜﻠﻴﺔ)ﻤﻠﻴـﻭﻥ
ﺍﻷﺴـــﻼﻙ
)ﻤﺘﺭ(
٢٥٠٠٠
٢٢٦
٥٦٥٠٠٠٠
٢٢٠٠٠
١٢٢٣٠
67289
١٥٢٠٧.٣
٣٨٢٤٨٦.٢
ﺠﺩﻭل ):(٦ﻜﻠﻑ ﺍﻻﺸﺘﺭﺍﻙ ﺍﻟﺸﻬﺭﻴﺔ ﻭﺍﻟﺴﻨﻭﻴﺔ ﺒﺎﻟﻤﻭﻟﺩﺍﺕ ﻓﻲ ﻤﺤﺎﻓﻅﺔ ﺒﺎﺒل.
ﺃﻨــــﻭﺍﻉ
ﺍﻟﻨﺴــﺒﺔ
ﻋـــﺩﺩ
ﻋﺩﺩ ﺍﻟﻤﺸـﺘﺭﻜﻴﻥ
ﻋـــــــــﺩﺩ
)(KAV
ﻟﻜل ﻨﻭﻉ
ﺤﺴــﺏ
ﺍﻟﻤﻭﻟﺩﺓ
ﺃﻤﺒﻴﺭ /ﻤﺸﺘﺭﻙ(
ﺍﻟﻤﻭﻟﺩﺍﺕ
ﺍﻟﻤﺌﻭﻴــﺔ
ﺍﻟﻤﻭﻟﺩﺍﺕ
ﻨﻭﻋﻬﺎ
ﺤﺴــﺏ ﻨــﻭﻉ
ﺍﻷﻤﺒﻴﺭﺍﺕ)ﺒﻤﻌـﺩل ٤
ﻤﺒﻠﻎ ﺍﻻﺸـﺘﺭﺍﻙ
ﻤﺒﻠــﻎ ﺍﻻﺸــﺘﺭﺍﻙ
ـﺎﺭ
٦٠٠٠ﺩﻴﻨــ
ﺩﻴﻨﺎﺭ(
ﺍﻟﺸﻬﺭﻱ )ﺒﻤﻌﺩل
ﻟﻸﻤﺒﻴــــــﺭ
ﺍﻟﺴــﻨﻭﻱ)ﻤﻠﻴــﻭﻥ
ﺍﻟﻭﺍﺤــﺩ()ﺃﻟــﻑ
ﺩﻴﻨﺎﺭ(
ﻤﻭﻟﺩﺓ
<100
ﻤﻭﻟﺩﺓ
<200
ﻤﻭﻟﺩﺓ
<300
ﻤﻭﻟﺩﺓ
<750
ﺍﻟﻤﺠﻤﻭﻉ
33%
١٣٠
٧٠١٨
٢٨٠٧٢
١٦٨٤٣٢
١٦٨.٤٣٢
28%
١٠٨
١٦٥٢٩
٦٦١١٦
٣٩٦٦٩٦
٣٩٦.٦٩٦
28%
١١٢
٢٧٦٠١
١١٠٤٠٤
٦٦٢٤٢٤
٦٦٢.٤٢٤
11%
٤٢
١٦١٤١
٦٤٥٦٤
٣٨٧٣٨٤
٣٨٧.٣٨٤
100%
٣٩٢
67289
٢٦٩١٥٦
١٢٦٦٣٣٦
١٢٦٦.٣٣٦
.٥ﺍﻟﻀﻭﻀﺎﺀ:
ﺇﻥ ﺘﺸﻐﻴل ﺍﻟﻤﻭﻟﺩﺍﺕ ﺨﻼل ﺍﻟﻴﻭﻡ ﻟﻤﺩﺓ ٥ﺴﺎﻋﺎﺕ ﺘﻭﻟﺩ ﺠﻭﹰﺍ ﻤﺭﻴﻌﹰﺎ ﻤﻥ ﺍﻟﻀﻭﻀﺎﺀ ﻭﻫﻲ ﺘﺸﻜل ﻤﺼـﺩﺭﹰﺍ
ﻤﺯﻋﺠﹰﺎ ﻭﺨﺎﺼﺔ ﻓﻲ ﺍﻷﺤﻴﺎﺀ ﺍﻟﺴﻜﻨﻴﺔ ﺇﺫ ﺇﻥ ﻤﻌﻅﻡ ﺍﻟﺴﻜﺎﻥ ﻫﻭ ﻤﻤﻥ ﻴﻘﻀﻲ ﺴﺎﻋﺎﺕ ﺍﻟﻨﻬﺎﺭ ﺍﻟﻁﻭﻴﻠﺔ ﻓـﻲ ﺍﻟﻌﻤـل
ﻭﻴﺤﺘﺎﺝ ﺇﻟﻰ ﻓﺘﺭﺓ ﻤﻤﺎﺜﻠﺔ ﻤﻥ ﺍﻟﻬﺩﻭﺀ ﻭﺍﻟﺭﺍﺤﺔ ﻭﻗﺩ ﻴﺼل ﻤﺴﺘﻭﻯ ﺍﻟﻀﻭﻀﺎﺀ ﻋﻠﻰ ﺒﻌﺩ ﻗﺭﻴﺏ ﻤﻥ ﺍﻟﻤﻭﻟـﺩﺓ ﺇﻟـﻰ
187
ﺩﺭﺍﺴﺔ ﺍﻵﺜﺎﺭ ﺍﻟﺒﻴﺌﻴﺔ ﻻﺴﺘﺨﺩﺍﻡ ﻤﻭﻟﺩﺍﺕ ﺍﻟﺩﻴﺯل ﻓﻲ ﻤﺤﺎﻓﻅﺔ ﺒﺎﺒل
ﺁﻻﺀ ﺤﺎﻤﺩ ﺍﻟﺤﺴﻴﻨﻲ
ﺃﻜﺜﺭ ﻤﻥ ١٠٠ﺩﻴﺴﻴﺒل)ﻟﺼﺒﺎﺡ (٢٠٠٩،ﻭﻫﺫﺍ ﻴﺅﺩﻱ ﺇﻟﻰ ﺘﺄﺜﻴﺭﺍﺕ ﺼﺤﻴﺔ ﻜﺒﻴﺭﺓ ﻤﻨﻬﺎ ﺍﻟﺼـﻤﻡ ﺍﻟـﻭﻗﺘﻲ ﻭﻓﻘـﺩﺍﻥ
ﺍﻟﺴﻤﻊ ﺍﻟﺩﺍﺌﻤﻲ ﻭﺍﻟﺘﻭﺘﺭ ﺍﻟﻌﺼﺒﻲ ﻭﻋﺩﻡ ﺍﻨﺘﻅﺎﻡ ﻋﻤل ﺍﻟﺠﻬﺎﺯ ﺍﻟﻌﺼﺒﻲ ﻏﻴﺭ ﺍﻹﺭﺍﺩﻱ ﻭﺍﻟﺼﺩﺍﻉ ﻭﻓﻘـﺩﺍﻥ ﺍﻟﺸـﻬﻴﺔ
ﻟﻠﻁﻌﺎﻡ ﻭﻓﻘﺩﺍﻥ ﺍﻟﺘﺭﻜﻴﺯ ﻭﺍﻀﻁﺭﺍﺏ ﺍﻟﻨﻭﻡ ﻭﺃﻤﺭﺍﺽ ﺍﻟﺩﻤﺎﻍ ﻭﺍﻟﻘﻠﺏ ﻭﺍﻟﺘﺸﻨﺠﺎﺕ ﺍﻟﻌﺼﺒﻴﺔ ﻭﺍﻻﻜﺘﺌﺎﺏ ﻭﺍﻟﺘﻲ ﺘﻅﻬﺭ
ﻋﻠﻰ ﺍﻟﻤﺩﻯ ﺍﻟﻁﻭﻴل.
ﻤﻥ ﺍﻟﻤﻤﻜﻥ ﺘﻘﺩﻴﺭ ﺍﻟﻀﻭﻀﺎﺀ ﺍﻟﻨﺎﺠﻤﺔ ﻋﻥ ﻋﻤﻠﻴﺔ ﺘﺸﻐﻴل ﺍﻟﻤﻭﻟﺩﺍﺕ ﺒﺎﺴﺘﺨﺩﺍﻡ ﻭﺤـﺩﺓ ﻗﻴـﺎﺱ ﺍﻟﺼـﻭﺕ
) (decibel,dBﻭﺍﻟﺘﻲ ﺘﺘﺭﺍﻭﺡ ﺒﺸﻜل ﻋﺎﻡ ﺒﻴﻥ) (70-80 dBﻭﺇﺫﺍ ﻤﺎﻗﺎﺭﻨﺎ ﺒﻴﻥ ﺤﺩﻭﺩ ﺍﻷﺫﻥ ﺍﻟﺒﺸـﺭﻴﺔ ﻟﺘﺤﺴـﺱ
ﺍﻟﺼﻭﺕ ﺒﻴﻥ) (0-10 dBﺍﻟﺫﻱ ﻴﻤﺜل ﺍﻟﺤﺩﻭﺩ ﺍﻟﺩﻨﻴﺎ ﺇﻟﻰ) (140 dBﺍﻟﺫﻱ ﻴﻤﺜل ﺍﻟﺤﺩﻭﺩ ﺍﻟﻤﺅﺫﻴﺔ ﻟﻸﺫﻥ)ﺍﻟﻬـﻭﺯﻜﻲ
ﻭﺍﻟﻨﻘﻴﺏ ﻭﺍﻟﺭﺍﻭﻱ،(٢٠٠٤،ﻨﺠﺩ ﺇﻥ ﺍﻟﻀﻭﻀﺎﺀ ﺍﻟﺘﻲ ﺘﻁﻠﻘﻬﺎ ﺍﻟﻤﻭﻟﺩﺍﺕ ﺘﻘﻊ ﻀﻤﻥ ﺍﻟﺤﺩﻭﺩ ﺍﻟﻌﻠﻴﺎ ﻭﺨﺎﺼـﺔ ﺩﺍﺨـل
ﺍﻷﺤﻴﺎﺀ ﺍﻟﺴﻜﻨﻴﺔ .ﻭﻫﻨﺎﻙ ﻤﻠﻭﺙ ﻤﻬﻡ ﺠﺩﹰﺍ ﻭﻫﻭ ﺍﻻﻫﺘﺯﺍﺯ vibrationﻭﻫﻭ ﻤﺭﺍﺩﻑ ﻟﻠﻀﻭﻀﺎﺀ ﻭﻴﻘـﺎﺱ ﺒـﻨﻔﺱ
ﻭﺤﺩﺍﺕ ﻗﻴﺎﺴﻬﺎ ﻭﻫﻭ ﺍﻟﺩﻴﺴﻴﺒل ﻭﺘﺄﺜﻴﺭﺍﺕ ﺍﻻﻫﺘﺯﺍﺯ ﻜﺜﻴﺭﺓ ﻭﻤﺸﺨﺼﺔ ﺤﻴﺙ ﻴﺅﺜﺭ ﻋﻠﻰ ﺍﻟﺠﻬﺎﺯ ﺍﻟﻌﺼـﺒﻲ ﺍﻹﺭﺍﺩﻱ
ﻭﺍﻟﺠﻬﺎﺯ ﺍﻟﻌﺼﺒﻲ ﻏﻴﺭ ﺍﻹﺭﺍﺩﻱ ﻭﻴﺴﺒﺏ ﺍﻟﻜﺜﻴﺭ ﻤﻥ ﺍﻷﻤﺭﺍﺽ ﺍﻟﺨﻁﺭﺓ.
ﻟﻡ ﻴﺄﺨﺫ ﺃﺼﺤﺎﺏ ﺍﻟﻤﻭﻟﺩﺍﺕ ﻫﺫﻩ ﺍﻟﻤﺸﻜﻠﺔ ﺒﻌﻴﻥ ﺍﻻﻋﺘﺒﺎﺭ ﻭﺫﻟﻙ ﺒﻭﻀﻌﻬﻡ ﺍﻟﻤﻭﻟﺩﺍﺕ ﺩﺍﺨل ﺍﻷﺤﻴﺎﺀ ﺍﻟﺴﻜﻨﻴﺔ
ﻭﻟﻡ ﻴﺘﻡ ﻭﻀﻌﻬﺎ ﻓﻲ ﺃﻤﺎﻜﻥ ﻤﻌﺯﻭﻟﺔ ﻭﻟﻡ ﺘﺴﺘﺨﺩﻡ ﺃﻱ ﻤﻭﺍﺩ ﻟﻌﺯل ﻫﺫﻩ ﺍﻟﻤﻭﻟﺩﺍﺕ ﺒل ﺒﺎﻟﻌﻜﺱ ﺘﻡ ﺘﻐﻁﻴﺘﻬﺎ ﺒﺴـﻘﻭﻑ
ﻤﺅﻗﺘﺔ ﺘﺯﻴﺩ ﻤﻥ ﺍﻟﻀﻭﻀﺎﺀ ﺍﻟﻨﺎﺘﺞ ﻋﻨﻬﺎ ﺒﺴﺒﺏ ﺍﻫﺘﺯﺍﺯ ﻫﺫﻩ ﺍﻟﺴﻘﻭﻑ ﺍﻟﻤﺼﻨﻊ ﻤﻌﻅﻤﻬﺎ ﻤﻥ ﺍﻟﻘﺼﺩﻴﺭ.ﻴﻀﺎﻑ ﺇﻟـﻰ
ﺫﻟﻙ ﺍﻟﻀﻭﻀﺎﺀ ﺍﻟﻨﺎﺠﻤﺔ ﻋﻥ ﺍﺴﺘﺨﺩﺍﻡ ﺍﻟﻤﻭﻟﺩﺍﺕ ﺍﻟﺼﻐﻴﺭﺓ ﺍﻟﺘﻲ ﺘﺴﺘﺨﺩﻡ ﺍﻟﺒﻨﺯﻴﻥ ﻜﻭﻗﻭﺩ ﻟﻬﺎ ﻓﻲ ﻜﺜﻴﺭ ﻤﻥ ﺍﻟـﺩﻭﺭ
ﻭﺍﻟﻤﺤﺎل ﺍﻟﺘﺠﺎﺭﻴﺔ ﺒﺴﺒﺏ ﺃﺴﻌﺎﺭﻫﺎ ﺍﻟﺯﻫﻴﺩﺓ ﻟﺭﺩﺍﺀﺓ ﻨﻭﻋﻴﺎﺘﻬﺎ.
.٦ﺍﻟﻜﻠﻑ ﺍﻻﻗﺘﺼﺎﺩﻴﺔ:
ﺇﻥ ﺍﻟﺠﺩﻭل ﺭﻗﻡ) (٥ﺒﺸﺒﺭ ﺇﻟﻰ ﺇﻥ ﻁﻭل ﺍﻷﺴﻼﻙ ﺍﻟﻤﻤﺘﺩﺓ ﺒﻴﻥ ﺍﻟﻤﻭﻟﺩﺍﺕ ﻭﺍﻟﻤﺸﺘﺭﻜﻴﻥ ﻓﻲ ﻤﺤﺎﻓﻅﺔ ﺒﺎﺒـل
ﻭﺍﻟﺒﺎﻟﻐﺔ ) ١٥٢٠٧.٣ﻜﻴﻠﻭ ﻤﺘﺭ(،ﻭﻟﻡ ﻴﺅﺨﺫ ﻓﻲ ﺍﻟﺤﺴﺒﺎﻥ ﺃﻁﻭﺍل ﺍﻷﺴﻼﻙ ﺍﻟﺘﻲ ﺘﻤﺩ ﺒﻴﻥ ﺍﻟﺤـﻴﻥ ﻭﺍﻷﺨـﺭ ﺒـﺩل
ﺍﻷﺴﻼﻙ ﺍﻟﻘﺩﻴﻤﺔ ﺇﻤﺎ ﺒﺴﺒﺏ ﺍﻟﺴﺭﻗﺔ ﺃﻭ ﺍﻟﺘﻠﻑ ﺒﺴﺒﺏ ﺍﻟﻅﺭﻭﻑ ﺍﻟﺠﻭﻴﺔ ﺃﻭ ﺍﻟﺘـﻲ ﻴـﺘﻡ ﺘﻘﻁﻴﻌﻬـﺎ ﺒﺴـﺒﺏ ﻤـﺭﻭﺭ
ﺍﻟﺸﺎﺤﻨﺎﺕ ﺍﻟﻜﺒﻴﺭﺓ .ﻜﻤﺎ ﺇﻥ ﻤﺒﺎﻟﻎ ﺍﻟﻨﺼﺏ ﺘﺒﻠﻎ ٣٩٧ﻤﻠﻴﻭﻥ ﺩﻴﻨﺎﺭ)ﺩﻭﻥ ﺤﺴﺎﺏ ﻜﻠﻔﺔ ﺍﻹﺩﺍﻤﺔ ﻟﻸﺴﻼﻙ ﺍﻟﻤﻘﻁﻭﻋﺔ
ﻭﺍﻟﺘﺎﻟﻔﺔ ﻭﺍﻟﺘﻲ ﺘﺤﺩﺙ ﺒﺎﺴﺘﻤﺭﺍﺭ(.ﺘﺒﻠﻎ ﻤﺒﺎﻟﻎ ﺍﻻﺸﺘﺭﺍﻙ ﺍﻟﺴﻨﻭﻴﺔ ١٢٦٧ﻤﻠﻴﻭﻥ ﺩﻴﻨﺎﺭ.
ﺇﻥ ﻤﻌﺩل ﺍﻻﺴﺘﻬﻼﻙ ﺍﻟﺴﻨﻭﻱ ﻟﺯﻴﺕ ﺍﻟﻐﺎﺯ ﻫﻭ ٥٦.٣٣٥ﺃﻟﻑ ﺒﺭﻤﻴل ﺠﺩﻭل ﺭﻗﻡ ) (٧ﺃﻤﺎ ﻤﻌﺩل ﺍﺴﺘﻬﻼﻙ
ﺍﻟﺯﻴﻭﺕ ﻓﺒﻠﻎ ﺤﻭﺍﻟﻲ ٣٤٢ﺒﺭﻤﻴل ﺴﻨﻭﻴﹰﺎ ﺠﺩﻭل ﺭﻗﻡ ) (٨ﻴﻀﺎﻑ ﺇﻟﻰ ﺫﻟﻙ ﺃﺴﻌﺎﺭ ﺍﻟﺸـﺭﺍﺀ ﻟﻠﻤﻭﻟـﺩﺍﺕ ﻨﻔﺴـﻬﺎ
ﻭﺘﻜﺎﻟﻴﻑ ﺼﻴﺎﻨﺘﻬﺎ ﻭﻜﻤﻴﺎﺕ ﺍﻟﺒﻨﺯﻴﻥ ﺍﻟﺘﻲ ﺘﺤﺘﺎﺠﻬﺎ ﺍﻟﻤﻭﻟﺩﺍﺕ ﺍﻟﻤﻨﺯﻟﻴﺔ ﺍﻟﺼﻐﻴﺭﺓ ﻭﺍﻟﺯﻴﻭﺕ ﺍﻟﺘﻲ ﺘﺨﻠﻁ ﻤﻊ ﺍﻟﻭﻗﻭﺩ ﺃﻭ
ﺍﻟﺘﻲ ﺘﺴﺘﻌﻤل ﻟﺘﺯﻴﻴﺕ ﺍﻟﻤﺤﺭﻙ.
188
A'laa H. Al- Hussieny
)The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D
ﺠﺩﻭل ):(٧ﻤﺠﻤﻭﻉ ﺼﺭﻓﻴﺎﺕ ﺯﻴﺕ ﺍﻟﻐﺎﺯ ﺴﻨﻭﻴ ﹰﺎ ﻟﻠﻤﻭﻟﺩﺍﺕ ﻓﻲ ﻤﺤﺎﻓﻅﺔ ﺒﺎﺒل.
ﻗﺩﺭﺓ
ﺍﻟﺤﺼﺔ
ﺍﻟﺤﺼﺔ ﺍﻟﺸﻬﺭﻴﺔ
ﺍﻟﻜﻤﻴﺔ ﺸﺘﺎﺀﹰﺍ
ﺍﻟﻜﻤﻴﺔ ﺼﻴﻔﺎ
ﺍﻟﻜﻤﻴﺔ ﺍﻟﺴﻨﻭﻴﺔ
ﺍﻟﻤﻭﻟﺩﺓ
ﺍﻟﺸﻬﺭﻴﺔ ﺸﺘﺎﺀﺍ
ﺼﻴﻔﺎ
)ﻟﺘﺭ(
)ﻟﺘﺭ(
)ﻟﺘﺭ(
KVA
ﻤﻭﻟﺩﺓ
<100
ﻤﻭﻟﺩﺓ
<200
ﻤﻭﻟﺩﺓ
<300
ﻤﻭﻟﺩﺓ
<750
ﺍﻟﻤﺠﻤﻭﻉ
)ﻟﺘﺭ\(KVA
)ﻟﺘﺭ\( KVA
٨٤٨٦٤
١٣٠٥٦٠
٥٠٩١٨٤
٧٨٣٣٦٠
١٢٩٢٥٤٤
١٩٩٨٨٨
٣٠٧٥٢٠
١١٩٩٣٢٨
١٨٤٥١٢٠
٣٠٤٤٤٤٨
٣٣٣٧٧٥
٥١٣٥٠٠
٢٠٠٢٦٥٠
٣٠٨١٠٠٠
٥٠٨٣٦٥٠
١٩٥١٩٥
٣٠٠٣٠٠
١١٧١١٧٠
١٨٠١٨٠٠
٢٩٧٢٩٧٠
٨١٣٧٢٢
١٢٥١٨٨٠
٤٨٨٢٣٣٢
٧٥١١٢٨٠
١٢٣٩٣٦١٢
ﻤﺠﻤﻭﻉ
ﺍﻟﻜﻤﻴﺎﺕ
)ﺒﺭﻤﻴل(
٥٦٣٣٥
ﺇﻥ ﻋﻤﻠﻴﺔ ﺍﻟﺘﺸﻐﻴل ﻏﻴﺭ ﺍﻟﻜﻔﻭﺀ ﻟﻠﻤﻭﻟﺩﺍﺕ ﺘﺘﺴﺒﺏ ﻓﻲ ﺘﻠﻑ ﺍﻷﺠﻬﺯﺓ ﺍﻟﻜﻬﺭﺒﺎﺌﻴﺔ ﺒﺴﺒﺏ ﺍﻟﻔﻭﻟﻁﻴﺔ ﺍﻟﻭﺍﻁﺌـﺔ
ﺍﻟﻤﺠﻬﺯﺓ)ﺍﻗل ﻤﻥ ٢٢٠ﻭﺍﻁ( ﻭﻫﻲ ﺍﻗل ﻤﻥ ﺍﻟﻤﻭﺍﺼـﻔﺎﺕ ﺍﻟﺘﺼـﻤﻴﻤﻴﺔ ﻟﺘﺸـﻐﻴل ﺍﻷﺠﻬـﺯﺓ ﺍﻟﻜﻬﺭﺒﺎﺌﻴـﺔ ﻓـﻲ
ﺍﻟﻌﺭﺍﻕ،ﻭﺒﺫﻟﻙ ﺴﺘﺼﺭﻑ ﺍﻟﻜﺜﻴﺭ ﻤﻥ ﺍﻟﻤﺒﺎﻟﻎ ﻋﻠﻰ ﺇﺼﻼﺤﻬﺎ ﺃﻭ ﺘﺒﺩﻴﻠﻬﺎ.ﻜﻤﺎ ﺇﻥ ﺘﺸﻐﻴل ﺍﻟﻤﻭﻟﺩﺍﺕ ﺒﺤﻤل ﻗﺭﻴﺏ ﻤﻥ
ﺍﻟﺤﺩﻭﺩ ﺍﻟﻘﺼﻭﻯ ﻴﺴﺭﻉ ﻤﻥ ﻋﻁل ﻫﺫﻩ ﺍﻟﻤﻭﻟﺩﺍﺕ ﻭﻫﺫﺍ ﻴﺤﺼل ﺒﺎﺴﺘﻤﺭﺍﺭ ﻭﻴﺘﺴﺒﺏ ﻓﻲ ﻗﻁﻊ ﺍﻟﺘﻴـﺎﺭ ﺍﻟﻜﻬﺭﺒـﺎﺌﻲ
ﻟﻔﺘﺭﺍﺕ ﻁﻭﻴﻠﺔ.
ﺠﺩﻭل ) :(٨ﻤﺠﻤﻭﻉ ﺼﺭﻓﻴﺎﺕ ﺍﻟﺯﻴﻭﺕ )ﺍﻟﺩﻫﻭﻥ( ﺴﻨﻭﻴﺎ ﻟﻠﻤﻭﻟﺩﺍﺕ ﻓﻲ ﻤﺤﺎﻓﻅﺔ ﺒﺎﺒل.
ﻗﺩﺭﺓ
ﺍﻟﻤﻭﻟﺩﺓ
KVA
ﻤﻭﻟﺩﺓ
<100
ﻤﻭﻟﺩﺓ
<200
ﻤﻭﻟﺩﺓ
<300
ﻤﻭﻟﺩﺓ
<750
ﺍﻟﻤﺠﻤﻭﻉ
ﺍﻟﺤﺼﺔ
ﺍﻟﺸﻬﺭﻴﺔ ﺸﺘﺎﺀﺍ
)ﻟﺘﺭ\(KVA
ﺍﻟﺤﺼﺔ ﺍﻟﺸﻬﺭﻴﺔ
ﺼﻴﻔﺎ
)ﻟﺘﺭ\( KVA
ﺍﻟﻜﻤﻴﺔ ﺸﺘﺎﺀﹰﺍ
)ﻟﺘﺭ(
ﺍﻟﻜﻤﻴﺔ ﺼﻴﻔﺎ
)ﻟﺘﺭ(
ﺍﻟﻜﻤﻴﺔ ﺍﻟﺴﻨﻭﻴﺔ
)ﻟﺘﺭ(
٦٥٣
٦٥٣
٣٩١٨
٣٩١٨
٧٨٣٦
١٥٣٨
١٥٣٨
٩٢٢٨
٩٢٢٨
١٨٤٥٦
٢٥٦٨
٢٥٦٨
١٥٤٠٨
١٥٤٠٨
٣٠٨١٦
١٥٠٢
١٥٠٢
٩٠١٢
٩٠١٢
١٨٠٢٤
٦٢٦١
٦٢٦١
٣٧٥٦٦
٣٧٥٦٦
٧٥١٣٢
189
ﻤﺠﻤﻭﻉ ﺍﻟﻜﻤﻴﺎﺕ
)ﺒﺭﻤﻴل(
٣٤٢
ﺩﺭﺍﺴﺔ ﺍﻵﺜﺎﺭ ﺍﻟﺒﻴﺌﻴﺔ ﻻﺴﺘﺨﺩﺍﻡ ﻤﻭﻟﺩﺍﺕ ﺍﻟﺩﻴﺯل ﻓﻲ ﻤﺤﺎﻓﻅﺔ ﺒﺎﺒل
ﺁﻻﺀ ﺤﺎﻤﺩ ﺍﻟﺤﺴﻴﻨﻲ
ﺍﻻﺴﺘﻨﺘﺎﺠﺎﺕ:
ﺒﺎﻟﺭﻏﻡ ﻤﻥ ﺇﻥ ﻤﻭﻟﺩﺍﺕ ﺍﻟﻁﺎﻗﺔ ﺍﻟﻜﻬﺭﺒﺎﺌﻴﺔ ﻗﺩ ﺍﺴﺘﺨﺩﻤﺕ ﻟﺘﻌﻭﻴﺽ ﺍﻟﻤﻭﺍﻁﻨﻴﻥ ﻋﻥ ﺍﻟﻨﻘﺹ ﺍﻟﺤﺎﺼل ﻓـﻲ
ﺍﻟﻁﺎﻗﺔ ﺍﻟﻜﻬﺭﺒﺎﺌﻴﺔ ﺍﻟﻭﻁﻨﻴﺔ ﻭﻟﻜﻥ ﺘﻭﺠﺩ ﺍﻟﻌﺩﻴﺩ ﻤﻥ ﺍﻵﺜﺎﺭ ﺍﻟﺴﻠﺒﻴﺔ ﺍﻟﺘﻲ ﺨﻠﻔﻬﺎ ﻫﺫﺍ ﺍﻻﺴﺘﺨﺩﺍﻡ ﻭﺍﻟﺘﻲ ﺘﻨﻌﻜﺱ ﺒﺸـﻜل
ﻭﺍﻀﺢ ﻋﻠﻰ ﺍﻟﺒﻴﺌﺔ ﻭﺍﻹﻨﺴﺎﻥ ﺒﺸﻜل ﻋﺎﻡ ﻭﻓﻲ ﺠﻤﻴﻊ ﺍﻟﻤﺠﺎﻻﺕ ﺍﻻﻗﺘﺼﺎﺩﻴﺔ ﻭﺍﻻﺠﺘﻤﺎﻋﻴﺔ ﻭﺍﻟﺼﺤﻴﺔ ﻭﺍﻟﻨﻔﺴﻴﺔ ﻭﻟﻌل
ﺃﻫﻤﻬﺎ:
.١ﻁﺭﺡ ﻜﻤﻴﺎﺕ ﻻﻴﺴﺘﻬﺎﻥ ﺒﻬﺎ ﻤﻥ ﺍﻟﻐﺎﺯﺍﺕ ﺍﻟﻬﻴﺩﺭﻭﻜﺎﺭﺒﻭﻨﻴﺔ ﺍﻟﻤﻠﻭﺜﺔ ﻟﻠﻬﻭﺍﺀ ﻭﺍﻟﻤﺴﺒﺒﺔ ﻟﻠﻌﺩﻴﺩ ﻤﻥ ﺃﻤـﺭﺍﺽ
ﺍﻟﺠﻬﺎﺯ ﺍﻟﺘﻨﻔﺴﻲ ﻭﺍﻟﺼﺩﺍﻉ،ﻜﻤﺎ ﺘﺴﻬﻡ ﻫﺫﻩ ﺍﻟﻐﺎﺯﺍﺕ ﻓﻲ ﺯﻴﺎﺩﺓ ﺩﺭﺠﺔ ﺤﺭﺍﺭﺓ ﺍﻟﺠﻭ ﺼﻴﻔﹰﺎ ﻭﺴﻘﻭﻁ ﺍﻷﻤﻁﺎﺭ
ﺍﻟﺤﺎﻤﻀﻴﺔ ﺸﺘﺎﺀﹰﺍ ﻭﺍﻟﻤﺴﺒﺒﺔ ﻟﺘﻠﻑ ﺍﻟﺘﺭﺒﺔ ﻭﺍﻷﺒﻨﻴﺔ ﻭﻤﻭﺕ ﺍﻟﻨﺒﺎﺘﺎﺕ ﻭﻫﺫﺍ ﺍﻟﺘﻠﻭﺙ ﻓﻲ ﺘﺯﺍﻴﺩ ﻤﺴﺘﻤﺭ ﺒﻤـﺭﻭﺭ
ﺍﻟﺯﻤﻥ.
.٢ﻷﻥ ﻤﻨﻅﻭﻤﺔ ﺍﻟﺘﺒﺭﻴﺩ ﻓﻲ ﺍﻟﻤﻭﻟﺩﺍﺕ ﻫﻲ ﻤﻥ ﺍﻟﻨﻭﻉ ﺍﻟﻤﻔﺘﻭﺡ ﻴﺘﻡ ﻫﺩﺭ ﻜﻤﻴﺎﺕ ﻜﺒﻴﺭﺓ ﻤﻥ ﺍﻟﻤﻴﺎﻩ ﺍﻟﺼـﺎﻟﺤﺔ
ﻟﻠﺸﺭﺏ ﻭﺍﻟﺘﻲ ﺘﻭﺍﺯﻱ ﺍﺴﺘﺨﺩﺍﻡ ) (٥٨٥ﺸﺨﺹ ﻓﻲ ﺍﻟﻴﻭﻡ،ﺇﻀﺎﻓﺔ ﺇﻟﻰ ﻁﺭﺡ ﺍﻟﺯﻴﻭﺕ ﻭﺍﻟﻤﻴـﺎﻩ ﺍﻟﻤﺤﻤﻠـﺔ
ﺒﻤﺨﻠﻔﺎﺕ ﺍﻟﻭﻗﻭﺩ ﻤﻥ ﺩﻭﻥ ﺃﻱ ﻤﻌﺎﻟﺠﺔ ﺇﻟﻰ ﻗﻨﻭﺍﺕ ﺍﻟﺼﺭﻑ ﺍﻟﺼﺤﻲ ﺃﻭ ﺍﻷﻨﻬﺎﺭ ﻤﺒﺎﺸﺭﺓ ﻭﻫﺫﻩ ﺍﻟﻤﺸـﻜﻠﺔ
ﺘﺯﺩﺍﺩ ﻓﻲ ﺍﻟﺼﻴﻑ ﻋﻨﻪ ﻓﻲ ﺍﻟﺸﺘﺎﺀ.
.٣ﺘﺘﻌﺭﺽ ﺍﻟﺘﺭﺒﺔ ﺃﺜﻨﺎﺀ ﺘﺸﻐﻴل ﺍﻟﻤﻭﻟﺩﺍﺕ ﺇﻟﻰ ﺘﺄﺜﻴﺭ ﺍﻟﻐﺎﺯﺍﺕ ﺒﺴﺒﺏ ﻜﺜﺎﻓﺘﻬﺎ ﺍﻟﻌﺎﻟﻴﺔ ﻓﺘﺴﺒﺏ ﺘﻠﻔـﹰﺎ ﻟﻠﻨﺒـﺎﺕ ﺃﻭ
ﺒﺘﻐﻠﻐﻠﻬﺎ ﺇﻟﻰ ﺒﺎﻁﻥ ﺍﻟﺘﺭﺒﺔ ﺘﺤﻴﻁ ﺒﺠﺫﻭﺭﻩ ﻭﺘﻤﻨﻌﻬﺎ ﻤﻥ ﺍﻤﺘﺼﺎﺹ ﺍﻟﻤﺎﺀ ﻭﺍﻟﻐﺫﺍﺀ،ﻜﻤﺎ ﺘﺤﺭﻡ ﺍﺴﺘﺨﺩﺍﻡ ﻫـﺫﻩ
ﺍﻟﺘﺭﺒﺔ ﻜﻤﺴﺎﺤﺔ ﺨﻀﺭﺍﺀ ﻓﻲ ﺍﻟﺤﺎل ﻭﺍﻟﻤﺴﺘﻘﺒل ﻭﺘﻀﻌﻑ ﻗﺎﺒﻠﻴﺔ ﺘﺤﻤﻠﻬﺎ ﻓﻲ ﺤﺎﻟﺔ ﺍﺴﺘﺨﺩﺍﻤﻬﺎ ﻟﻠﺒﻨﺎﺀ ﺒﺴـﺒﺏ
ﺘﺸﺒﻌﻬﺎ ﺒﺎﻟﻤﻭﺍﺩ ﺍﻟﻬﻴﺩﺭﻭﻜﺎﺭﺒﻭﻨﻴﺔ.
.٤ﺍﻟﻌﺒﺊ ﺍﻟﻤﺎﻟﻲ ﺍﻟﺫﻱ ﻴﻠﻘﻴﻪ ﺍﺴﺘﺨﺩﺍﻡ ﺍﻟﻤﻭﻟﺩﺍﺕ ﻋﻠﻰ ﺩﺨل ﺍﻟﻤﻭﺍﻁﻥ ﻭﺍﻟﺫﻱ ﻤﻥ ﺍﻟﻤﻤﻜﻥ ﺘﻭﻅﻴﻔـﻪ ﻤـﻥ ﻗﺒـل
ﺍﻟﺩﻭﻟﺔ ﻹﻴﺠﺎﺩ ﺤل ﺃﻨﻅﻑ ﺒﻴﺌﻴﹰﺎ ﻟﻤﻌﺎﻟﺠﺔ ﺍﻟﻨﻘﺼﺎﻥ ﻓﻲ ﺍﻟﻁﺎﻗﺔ ﺍﻟﻜﻬﺭﺒﺎﺌﻴﺔ.
.٥ﺘﺸﻭﻩ ﺍﻟﻤﺩﻴﻨﺔ ﺒﺎﻷﺴﻼﻙ ﺍﻟﻜﻬﺭﺒﺎﺌﻴﺔ ﺍﻟﻤﺘﺸﺎﺒﻜﺔ ﻭﺍﻟﺴﺎﺌﺒﺔ ﻭﺍﻟﻤﻘﻁﻌﺔ ﻭﺍﻟﺨﻁﺭ ﺍﻟﻤﻤﻴﺕ ﺍﻟﻨﺎﺘﺞ ﻋﻨﻬﺎ ﻭﺤـﺎﻻﺕ
ﺍﻟﺸﺠﺎﺭ ﺍﻟﻤﺴﺘﻤﺭﺓ ﺒﻴﻥ ﻤﺸﻐﻠﻲ ﺍﻟﻤﻭﻟﺩﺍﺕ ﻭﺃﺼﺤﺎﺏ ﺍﻟﺩﻭﺭ ﻭﺴﻭﺀ ﺍﻟﻌﻼﻗﺎﺕ ﺍﻻﺠﺘﻤﺎﻋﻴﺔ ﺒﻴﻨﻬﻡ.
.٦ﺤﺭﻤﺎﻥ ﺍﻷﻫﺎﻟﻲ ﻤﻥ ﺍﻟﺤﺼﻭل ﻋﻠﻰ ﺍﻟﻬﺩﻭﺀ ﻭﺍﻟﺭﺍﺤﺔ ﺒﺴﺒﺏ ﺍﻟﻀﻭﻀﺎﺀ ﺍﻟﻤﺭﻴﻌﺔ ﺍﻟﺘﻲ ﻴﻭﻟـﺩﻫﺎ ﺍﺴـﺘﺨﺩﺍﻡ
ﺍﻟﻤﻭﻟﺩﺍﺕ.
.٧ﺇﻥ ﺍﺴﺘﻬﻼﻙ ﺍﻟﺯﻴﻭﺕ ﻭﺍﻟﻭﻗﻭﺩ ﻟﻤﻭﻟﺩﺍﺕ ﺍﻟﺩﻴﺯل ﻭﺒﻜﻤﻴﺎﺕ ﻜﺒﻴﺭﺓ ﻴﺴﺒﺏ ﺍﻻﺨﺘﻨﺎﻗﺎﺕ ﺍﻟﻭﻗﻭﺩﻴﺔ ﺒﻴﻥ ﺍﻟﺤـﻴﻥ
ﻭﺍﻵﺨﺭ.
ﺍﻟﺘﻭﺼﻴﺎﺕ:
ﻤﻥ ﺍﻟﻤﻤﻜﻥ ﻤﻌﺎﻟﺠﺔ ﺍﻟﻨﺘﺎﺌﺞ ﻷﻱ ﻅﺎﻫﺭﺓ ﻤﻥ ﺨﻼل ﺘﻔﺎﺩﻱ ﺍﺴﺘﻤﺭﺍﺭﻫﺎ ﻭﺘﺤﺠﻴﻤﻬﺎ ﻭﻤـﻥ ﺜـﻡ ﻤﻌﺎﻟﺠﺘﻬـﺎ.
ﻭﻋﻠﻰ ﻀﻭﺀ ﺫﻟﻙ ﻫﻨﺎﻟﻙ ﻤﻌﺎﻟﺠﺎﺕ ﻭﻗﺘﻴﺔ ﻴﻤﻜﻥ ﺃﻥ ﻴﻘﻭﻡ ﺒﻬﺎ ﺃﺼﺤﺎﺏ ﺍﻟﻤﻭﻟﺩﺍﺕ ،ﻭﺃﺨﺭﻯ ﺠﺫﺭﻴﺔ ﺘﻘﻭﻡ ﺒﻬﺎ ﺍﻟﺩﻭﻟﺔ.
ﻭﺘﻭﺼﻲ ﺍﻟﺩﺭﺍﺴﺔ ﺍﻟﺤﺎﻟﻴﺔ ﺒﻤﺎ ﻴﻠﻲ:
190
)The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D
A'laa H. Al- Hussieny
ﺃ -ﺍﻟﺤﻠﻭل ﺍﻟﻤﺅﻗﺘﺔ:
.١ﺍﻟﺤﺩ ﻤﻥ ﺍﻨﺘﺸﺎﺭ ﻤﻭﻟﺩﺍﺕ ﺍﻟﻁﺎﻗﺔ ﺍﻟﻜﻬﺭﺒﺎﺌﻴﺔ ﺒﺸﻜل ﻋﺸﻭﺍﺌﻲ ﺩﺍﺨل ﺍﻷﺤﻴﺎﺀ ﺍﻟﺴـﻜﻨﻴﺔ ﻭﻗﻴـﺎﻡ ﺍﻟﻤﺠـﺎﻟﺱ
ﺍﻟﻤﺤﻠﻴﺔ ﻓﻲ ﺍﻟﻤﺤﺎﻓﻅﺔ ﺒﺘﻌﻴﻴﻥ ﺍﻟﻤﻭﺍﻗـﻊ ﺍﻷﻤﻴﻨـﺔ ﻟﻬـﺫﻩ ﺍﻟﻤﻭﻟـﺩﺍﺕ ﺒﻨـﺎﺀﺍ ﻋﻠـﻰ ﺍﻟﻤﺤـﺩﺩﺍﺕ ﺍﻟﺒﻴﺌﻴـﺔ
ﻟﻠﻤﻭﻟﺩﺍﺕ)ﺇﺒﻌﺎﺩﻫﺎ ﻤﺴﺎﻓﺔ ﻻ ﺘﻘل ﻋﻥ 250mﻋﻥ ﺍﻗﺭﺏ ﻨﺸﺎﻁ ﺨﺩﻤﻲ ﺃﻭ ﺤﺎﻓﺔ ﻤﻨﻁﻘﺔ ﺴﻜﻨﻴﺔ ﻋﻨﺩﻤﺎ ﺘﻜﻭﻥ
ﺍﻟﻤﻭﻟﺩﺓ ﺫﺍﺕ ﺴﻌﺔ ٥٠٠ KVAﻓﻤﺎ ﻓﻭﻕ ﺃﻭ 150 mﻋﻨﺩﻤﺎ ﺘﻜﻭﻥ ﺍﻟﻤﻭﻟﺩﺓ ﺫﺍﺕ ﺴﻌﺔ ﺍﻗـل ﻤـﻥ 500
)KVAﺍﻟﺼﺒﺎﺡ ((٢٠٠٩،ﺒﺤﻴﺙ ﻨﻘﻠل ﺍﻟﺘﻠﻭﺙ ﺒﺎﻟﻐﺎﺯﺍﺕ ﻭﺍﻟﻀﻭﻀﺎﺀ ﺇﻟﻰ ﺍﻗل ﺤﺩ ﻤﻤﻜﻥ.
.٢ﺘﻁﻭﻴﺭ ﻤﻨﻅﻭﻤﺔ ﺍﻟﺘﺒﺭﻴﺩ ﻟﻤﻭﻟﺩﺍﺕ ﺍﻟﻁﺎﻗﺔ ﺍﻟﻜﻬﺭﺒﺎﺌﻴﺔ ﺒﺯﻴﺎﺩﺓ ﺍﻟﻤﺸﺒﻜﺎﺕ ﻓـﻲ ﺍﻟﻤﻨﻅﻭﻤـﺔ ﻟﺘﻘﻠﻴـل ﺍﻟﻤﻴـﺎﻩ
ﺍﻟﻤﻬﺩﻭﺭﺓ.
.٣ﻻﺒﺩ ﻤﻥ ﻭﻀﻊ ﺍﻟﻤﻭﻟﺩﺍﺕ ﺍﻟﻜﻬﺭﺒﺎﺌﻴﺔ ﻓﻲ ﻤﺴﺎﺤﺎﺕ ﻤﻔﺘﻭﺤﺔ ﻭﺫﻟﻙ ﺒﻬﺩﻑ ﺘﺨﻔﻴﻑ ﺘﺭﻜﻴﺯ ﺍﻟﻤﻠﻭﺜـﺎﺕ ﺍﻟﺘـﻲ
ﻻ ﻋﻨـﻪ
ﺘﻁﻠﻘﻬﺎ ﺍﻟﻤﻭﻟﺩﺓ ﻭﻜﺫﻟﻙ ﺘﻭﻓﻴﺭ ﺍﻷﻭﻜﺴﺠﻴﻥ ﺍﻟﺫﻱ ﻴﻤﻨﻊ ﺘﻭﻟﺩ ﻏﺎﺯ COﻭﺒﺎﻟﺘﺎﻟﻲ ﺘﻭﻟﻴﺩ ﻏﺎﺯ CO2ﺒﺩ ﹰ
ﻭﺍﻟﺫﻱ ﻴﻌﺩ ﻏﺎﺯﹰﺍ ﻏﻴﺭ ﺴﺎﻡ.
.٤ﺒﻨﺎﺀ ﺃﺤﻭﺍﺽ ﺘﻌﻔﻴﻥ ﻟﻤﻴﺎﻩ ﺍﻟﺼﺭﻑ ﺍﻟﺼﺤﻲ ﻟﻜل ﻤﻭﻟﺩﺓ ﻭﻴﺘﻡ ﺴﺤﺒﻬﺎ ﺒﻭﺍﺴﻁﺔ ﺴﻴﺎﺭﺍﺕ ﺤﻭﻀـﻴﺔ ﺇﻟـﻰ
ﺍﻷﻤﺎﻜﻥ ﺍﻟﻤﺨﺼﺼﺔ ﻤﻥ ﻗﺒل ﺍﻟﺠﻬﺎﺕ ﺍﻟﻤﻌﻨﻴﺔ ﻭﺒﺼﻭﺭﺓ ﻤﺴﺘﻤﺭﺓ)ﻴﻤﻜﻥ ﺍﻻﺴﺘﻌﺎﻨﺔ ﺒﻤﻭﺍﺼـﻔﺎﺕ ﺍﻟﻤﻭﻟـﺩﺓ
ﺍﻟﻘﻴﺎﺴﻴﺔ ﺍﻟﻤﻘﺘﺭﺤﺔ ﻓﻲ ﺍﻟﺒﺤﺙ ﻟﻠﺘﺼﻤﻴﻡ(،ﺃﻭ ﻭﻀﻊ ﺤﺎﻭﻴﺎﺕ ﻟﺠﻤﻊ ﺍﻟﺯﻴﻭﺕ ﺍﻟﻤﺘﺴﺭﺒﺔ ﻭﻤﺨﻠﻔـﺎﺕ ﺍﻟﻭﻗـﻭﺩ
ﻭﺍﻻﺴﺘﻔﺎﺩﺓ ﻤﻨﻬﺎ ﻟﺘﺜﺒﻴﺕ ﺍﻟﺘﺭﺏ ﻓﻲ ﺍﻷﻤﺎﻜﻥ ﺍﻟﻤﺨﺘﻠﻔﺔ .
.٥ﺍﻻﻟﺘﺯﺍﻡ ﺒﺎﺭﺘﻔﺎﻉ ﺍﻟﻤﺩﺍﺨﻥ ﺍﻟﺘﻲ ﺘﺴﺎﻋﺩ ﻋﻠﻰ ﺘﺸﺘﻴﺕ ﺍﻟﻐﺎﺯﺍﺕ ﻭﺍﻷﺒﺨﺭﺓ ﺍﻟﺴﺎﻤﺔ ﻭﺍﻥ ﻴﻜﻭﻥ ﻋﻠﻭ ﺍﻟﻤﺩﺨﻨـﺔ
ﺃﻋﻠﻰ ﻤﻥ ﺃﻴﺔ ﺒﻨﺎﻴﺔ ﻗﺭﻴﺒﺔ.
.٦ﺼﻴﺎﻨﺔ ﻭﺇﺩﺍﻤﺔ ﺍﻟﻤﻭﻟﺩﺍﺕ ﺒﺸﻜل ﺩﻭﺭﻱ ﻟﺘﻼﻓﻲ ﺍﻟﻨﻀﺢ ﻤﻥ ﺃﺠﺯﺍﺌﻬﺎ ﻋﻨﺩ ﺍﺸﺘﻐﺎﻟﻬﺎ ،ﻭﻤﻌﺎﻟﺠﺔ ﺍﻟﻨﻀﺢ ﻤـﻥ
ﺒﺭﺍﻤﻴل ﺍﻟﻭﻗﻭﺩ ﻭﺍﻟﺯﻴﻭﺕ ﺍﻟﻤﺨﺯﻭﻨﺔ ،ﻭﺤﻔﻅﻬﺎ ﻓﻲ ﺃﻤﺎﻜﻥ ﻤﺤﻤﻴﺔ ﻤﻥ ﺍﻟﻅﺭﻭﻑ ﺍﻟﺠﻭﻴﺔ.
.٧ﺇﻥ ﺍﺴﺘﺨﺩﺍﻡ ﺍﻟﻤﻭﻟﺩﺍﺕ ﺍﻟﻜﻬﺭﺒﺎﺌﻴﺔ ﺍﻟﺘﻲ ﺘﻌﻤل ﺒﻭﻗﻭﺩ ﺍﻟﺒﻨﺯﻴﻥ ﻫﻭ ﺃﻓﻀل ﺼﺤﻴﹰﺎ ﻤﻥ ﺍﺴﺘﺨﺩﺍﻡ ﺍﻟﻤﻭﻟﺩﺍﺕ ﺍﻟﺘﻲ
ﺘﻌﻤل ﺒﻭﻗﻭﺩ ﺍﻟﺒﻨﺯﻴﻥ ﻤﺨﻠﻭﻁﹰﺎ ﺒﺯﻴﺕ ﺍﻟﻤﺤﺭﻜﺎﺕ ﺤﻴﺙ ﻟﻭﺤﻅ ﻭﺠﻭﺩ ﺯﻴﺎﺩﺓ ﻭﺍﻀﺤﺔ ﻓﻲ ﺘﺭﻜﻴـﺯ ﺍﻟـﺩﻗﺎﺌﻕ
ﺍﻟﻌﺎﻟﻘﺔ ﻤﺎ ﺒﻴﻥ ﺍﻟﺤﺎﻟﺘﻴﻥ)ﺍﻟﺼﺒﺎﺡ.(٢٠٠٩،
ﺏ -ﺍﻟﺤﻠﻭل ﺍﻟﺠﺫﺭﻴﺔ:
.١ﺍﻻﺴﺘﻔﺎﺩﺓ ﻤﻥ ﺍﻷﻤﻭﺍل ﺍﻟﻜﺒﻴﺭﺓ ﺍﻟﻤﺼﺭﻭﻓﺔ ﻋﻠﻰ ﻤﻭﻟﺩﺍﺕ ﺍﻟﺩﻴﺯل ﻤﻥ ﻗﺒل ﺍﻟﺩﻭﻟﺔ ﺒﺎﻥ ﺘﻭﻅﻑ ﻁﺎﻗﺎﺘﻬـﺎ
ﻻﺴﺘﻴﺭﺍﺩ ﻤﻭﻟﺩﺍﺕ ﻭﻁﻨﻴﺔ ﺘﺩﺍﺭ ﺤﻜﻭﻤﻴﺎ ﺒﻤﻭﻅﻔﻴﻥ ﻭﺃﻤﺎﻜﻥ ﺨﺎﺼﺔ ﻟﻠﻤﻭﻟـﺩﺍﺕ ﺫﺍﺕ ﻋـﺯل ﻟﻠﺼـﻭﺕ
ﻭﺒﺤﺼﺹ ﺜﺎﺒﺘﺔ ﻟﻠﻭﻗﻭﺩ ﻭﺍﻟﺯﻴﻭﺕ ﻭﺒﻤﻌﺩﻻﺕ ﻋﻤل ﺜﺎﺒﺘﺔ ﺨﻼل ﺍﻟﻴﻭﻡ،ﻭﺍﻻﺴﺘﻔﺎﺩﺓ ﻤﻥ ﺸﺒﻜﺔ ﺍﻟﻜﻬﺭﺒﺎﺀ
ﺍﻟﻭﻁﻨﻴﺔ ﻭﺘﻼﻓﻲ ﻤﺩ ﺃﻻﻑ ﺍﻟﻜﻴﻠﻭﻤﺘﺭﺍﺕ ﻤﻥ ﺍﻷﺴﻼﻙ ﻭﻤﺎ ﻴﺭﺍﻓﻘﻬﺎ ﻤﻥ ﻤﺸﺎﻜل ﻭﺤﻭﺍﺩﺙ .....ﺍﻟـﺦ.
ﻭﻴﺘﻡ ﺫﻟﻙ ﻤﻥ ﺨﻼل ﻨﺼﺏ ﻤﻭﻟﺩﺍﺕ ﻗﻁﺎﻉ ﻋﺎﻡ ﺃﻭ ﺨﺎﺹ ﺃﻭ ﻤﺸﺘﺭﻙ ﻓﻲ ﻭﺤﺩﺍﺕ ﺍﻟﻜﻬﺭﺒﺎﺀ ﺍﻟﻤﻭﺯﻋﺔ
ﻓﻲ ﺍﻟﻤﺩﻴﻨﺔ )ﺃﻱ ﺘﻘﻠﻴل ﻤﻭﺍﻗﻊ ﺍﻟﺘﻠﻭﺙ ﺍﻟﻤﻨﺘﺸﺭﺓ( .ﻟﺤﻴﻥ ﺘﻬﻴﺌﺔ ﻤﺤﻁﺎﺕ ﺍﻟﺘﻭﻟﻴﺩ ﺍﻟﻭﻁﻨﻴﺔ ﺍﻟﻘﺩﻴﻤﺔ ﻤﻨﻬـﺎ
ﺃﻭ ﺍﻟﺘﻲ ﺘﺴﺘﻭﺭﺩ ﺤﺩﻴﺜﹰﺎ.
191
ﺩﺭﺍﺴﺔ ﺍﻵﺜﺎﺭ ﺍﻟﺒﻴﺌﻴﺔ ﻻﺴﺘﺨﺩﺍﻡ ﻤﻭﻟﺩﺍﺕ ﺍﻟﺩﻴﺯل ﻓﻲ ﻤﺤﺎﻓﻅﺔ ﺒﺎﺒل
ﺁﻻﺀ ﺤﺎﻤﺩ ﺍﻟﺤﺴﻴﻨﻲ
.٢ﺍﻟﺤﺩ ﻤﻥ ﺍﺴﺘﺨﺩﺍﻡ ﻤﺼﺎﺩﺭ ﺍﻟﻁﺎﻗﺔ ﺍﻟﺘﻘﻠﻴﺩﻴﺔ ﻜﺎﻟﻨﻔﻁ ﻭﺍﻟﻐﺎﺯ ﺍﻟﻁﺒﻴﻌﻲ ﻭﺍﻟﺴﻌﻲ ﻻﺴـﺘﺒﺩﺍل ﺍﻟﻤﺼـﺎﺩﺭ
ﺍﻷﺤﻔﻭﺭﻴﺔ ﺒﻤﺼﺎﺩﺭ ﺍﻟﻁﺎﻗﺔ ﺍﻟﺒﺩﻴﻠﺔ.ﺤﻴﺙ ﺇﻥ ﻫﺫﻩ ﺍﻟﻤﺼـﺎﺩﺭ ﺘﻜـﻭﻥ ﻨﻅﻴﻔـﺔ ﻭﻻ ﺘﺴـﺒﺏ ﺘﻠـﻭﺙ
ﺍﻟﺒﻴﺌﺔ.ﻜﺎﺴﺘﺨﺩﺍﻡ ﺍﻟﺨﻼﻴﺎ ﺍﻟﺸﻤﺴﻴﺔ ﻭﺨﻼﻴﺎ ﺍﻟﻁﺎﻗﺔ ﺍﻟﻜﻬﺭﻭﻀﻭﺌﻴﺔ ﻭﻜﺫﻟﻙ ﺍﺴﺘﺒﺩﺍل ﻤﺼـﺎﺩﺭ ﺍﻟﻭﻗـﻭﺩ
ﺒﺎﻟﻁﺎﻗﺔ ﺍﻟﺤﺭﺍﺭﻴﺔ ﺍﻟﻨﺎﺘﺠﺔ ﻤﻥ ﺘﺭﻜﻴﺯ ﺍﻹﺸﻌﺎﻉ ﺍﻟﺸﻤﺴﻲ ﻋﻨﺩ ﺩﺭﺠﺎﺕ ﺤﺭﺍﺭﺓ ﻋﺎﻟﻴﺔ.
ﺍﻟﻤﺼﺎﺩﺭ:
ﻜﺒﺔ ،ﺴﻼﻡ ﺇﺒﺭﺍﻫﻴﻡ ﻋﻁﻭﻑ)"(٢٠٠٩ﺍﻟﻜﻬﺭﺒﺎﺀ ﻭﻤﺠﺴﻤﺎﺕ ﺍﻟﺭﻋﺏ ﺍﻟﺴﺭﻁﺎﻨﻲ ﻓﻲ ﺍﻟﻌﺭﺍﻕ"،ﻤﺭﻜـﺯ ﺃﻀـﻭﺍﺀ
ﻟﻠﺒﺤﻭﺙ ﻭﺍﻟﺩﺭﺍﺴﺎﺕ ﺍﻹﺴﺘﺭﺍﺘﻴﺠﻴﺔ ٢٤.ﺼﻔﺤﺔ.
ﺍﻟﻬﻭﺯﻜﻲ،ﻗﺘﻴﺒﺔ ﺘﻭﻓﻴﻕ ﻭﺍﻟﻨﻘﻴﺏ،ﺴﺎﻟﻡ ﻗﺎﺴﻡ ﻭﺍﻟﺭﺍﻭﻱ،ﺴﺎﻁﻊ ﻤﺤﻤﻭﺩ) "(٢٠٠٤ﺩﺭﺍﺴﺔ ﻭﺼﻔﻴﺔ ﻟﺤﺎﻟـﺔ ﺸـﺤﺔ
ﺍﻟﻁﺎﻗﺔ ﺍﻟﻜﻬﺭﺒﺎﺌﻴﺔ ﻤﻨﺫ ﻤﻨﺘﺼﻑ ﺍﻟﺘﺴﻌﻴﻨﺎﺕ ﻭﻜﺎﺭﺜﺔ ﺁﺜﺎﺭﻫﺎ ﻋﻠﻰ ﺍﻟﺒﻴﺌﺔ ﻭﺍﻹﻨﺴﺎﻥ"،ﻤﺭﻜـﺯ ﺒﺤـﻭﺙ ﺍﻟﺴـﺩﻭﺩ
ﻭﺍﻟﻤﻭﺍﺭﺩ ﺍﻟﻤﺎﺌﻴﺔ-ﺠﺎﻤﻌﺔ ﺍﻟﻤﻭﺼل-ﺍﻟﻌﺭﺍﻕ ١٣،ﺼﻔﺤﺔ .
ﻤﺤﻤﺩ،ﻫﺩﻯ ﻫﺩﺍﻭﻱ)"،(٢٠٠٩ﺇﺤﺼﺎﺀﺍﺕ ﺍﻟﻁﺎﻗﺔ ﻓﻲ ﺍﻟﻌﺭﺍﻕ"،ﻤﺩﻴﺭﻴﺔ ﺇﺤﺼﺎﺀﺍﺕ ﺍﻟﺒﻴﺌﺔ،ﻭﺭﻗﺔ ﻤﻘﺩﻤـﺔ ﺇﻟـﻰ
ﺍﺠﺘﻤﺎﻉ ﻓﺭﻴﻕ ﺍﻟﺨﺒﺭﺍﺀ ﺒﺸﺄﻥ ﺠﻤﻊ ﻭﺘﺤﻠﻴل ﺇﺤﺼﺎﺀﺍﺕ ﻭﻤﺅﺸـﺭﺍﺕ ﺍﻟﻁﺎﻗـﺔ،ﻭﺯﺍﺭﺓ ﺍﻟﺘﺨﻁـﻴﻁ ﻭﺍﻟﺘﻌـﺎﻭﻥ
ﺍﻹﻨﻤﺎﺌﻲ،ﺍﻟﺠﻬﺎﺯ ﺍﻟﻤﺭﻜﺯﻱ ﻟﻺﺤﺼﺎﺀ ﻭﺘﻜﻨﻭﻟﻭﺠﻴﺎ ﺍﻟﻤﻌﻠﻭﻤﺎﺕ ٣١ ،ﺼﻔﺤﺔ.
ﻜﺒﺔ ،ﺴﻼﻡ ﺇﺒﺭﺍﻫﻴﻡ ﻋﻁﻭﻑ)"(٢٠٠9ﺍﺍﻟﺴﻴﺎﺴﺔ ﺍﻟﺒﻴﺌﻴﺔ ﺍﻟﻭﻁﻨﻴﺔ ﻗﺎﻋﺩﺓ ﺍﻟﺘﻨﻤﻴﺔ ﺍﻟﺒﺸـﺭﻴﺔ ﺍﻟﻤﺴـﺘﺩﺍﻤﺔ"،ﻤﺭﻜـﺯ
ﺃﻀﻭﺍﺀ ﻟﻠﺒﺤﻭﺙ ﻭﺍﻟﺩﺭﺍﺴﺎﺕ ﺍﻹﺴﺘﺭﺍﺘﻴﺠﻴﺔ ٢٢.ﺼﻔﺤﺔ.
ﺩ.ﺍﻟﻜﺎﻅﻤﻲ،ﺴﻬﻴﺭ ﺍﺯﻫﺭ)"(٢٠٠9ﺩﺭﺍﺴﺔ ﻤﻴﺩﺍﻨﻴﺔ ﻟﻤﻌﺎﻤل ﺍﻟﻁﺎﺒﻭﻕ ﻓﻲ ﻤﺤﺎﻓﻅﺔ ﺒﺎﺒـل"،ﻭﺯﺍﺭﺓ ﺍﻟﺒﻴﺌـﺔ،ﺩﺍﺌـﺭﺓ
ﺸﺅﻭﻥ ﺍﻟﻤﺤﺎﻓﻅﺎﺕ،ﻗﺴﻡ ﺍﻟﺒﻴﺌﺔ ﺍﻟﺤﻀﺭﻴﺔ ١٥،ﺼﻔﺤﺔ.
ﻤﺠﻠﺱ ﻤﺤﺎﻓﻅﺔ ﺒﺎﺒل،ﻟﺠﻨﺔ ﺍﻟﻁﺎﻗﺔ.
ﺠﺭﻴﺩﺓ ﺍﻟﺼﺒﺎﺡ))،(٢٠٠٩ﺤﻠﻘﺔ ﻨﻘﺎﺸﻴﺔ ﻨﻅﻤﺘﻬﺎ ﻭﺯﺍﺭﺓ ﺍﻟﻌﻠﻭﻡ ﻭﺍﻟﺘﻜﻨﻭﻟﻭﺠﻴﺎ ﺒﺎﻟﺘﻌﺎﻭﻥ ﻤﻊ ﻭﺯﺍﺭﺓ ﺍﻟﺘﻌﻠﻴﻡ ﺍﻟﻌﺎﻟﻲ
ﻭﺍﻟﺒﺤﺙ ﺍﻟﻌﻠﻤﻲ ﻭﻭﺯﺍﺭﺓ ﺍﻟﺒﻴﺌﺔ ﺘﺤﺕ ﻋﻨﻭﺍﻥ"ﺍﻟﺘﻠﻭﺙ ﺍﻟﻨﺎﺸﺊ ﻋﻥ ﺍﺴﺘﺨﺩﺍﻡ ﺍﻟﻤﻭﻟﺩﺍﺕ ﺍﻟﻜﻬﺭﺒﺎﺌﻴﺔ"،ﺼﻔﺤﺔ ﻋﻠﻭﻡ.
ﻭﺯﺍﺭﺓ ﺍﻟﻜﻬﺭﺒﺎﺀ /ﻤﺩﻴﺭﻴﺔ ﺍﻟﻤﻌﻠﻭﻤﺎﺘﻴﺔ /ﻗﺴﻡ ﺍﻹﺤﺼﺎﺀ
)ﺍﻟﺠﻬﺎﺯ ﺍﻟﻤﺭﻜﺯﻱ ﻟﻺﺤﺼﺎﺀ ﻭﺘﻜﻨﻭﻟﻭﺠﻴﺎ ﺍﻟﻤﻌﻠﻭﻤﺎﺕ /ﺍﻟﻤﺴﺢ ﺍﻻﺠﺘﻤﺎﻋﻲ ﻭﺍﻻﻗﺘﺼﺎﺩﻱ ﻟﻸﺴﺭﺓ ﻓﻲ ﺍﻟﻌﺭﺍﻕ
ﻟﺴﻨﺔ (٢٠٠٧
192
The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D)
اﻟﺘﻘﻴﻴﻢ اﻟﻬﻴﺪروآﻴﻤﻴﺎﺋﻲ ﻟﻤﻴﺎﻩ أﺑﺎر اﻟﻤﻨﻄﻘﺔ اﻟﻐﺮﺑﻴﺔ
ﺑﺎﺳﺘﺨﺪام ﻧﻈﻢ اﻟﻤﻌﻠﻮﻣﺎت اﻟﺠﻐﺮاﻓﻴﺔ
اﻟﻤﺪرس اﻟﻤﺴﺎﻋﺪ
ﺧﻤﻴﺲ ﻧﺒﻊ ﺻﺎﻳﻞ
ﺟﺎﻣﻌﺔ اﻻﻧﺒﺎر /آﻠﻴﺔ اﻟﻬﻨﺪﺳﻪ
اﻷﺳﺘﺎذ اﻟﻤﺴﺎﻋﺪ
اﺣﻤﺪ ﺳﻌﻮد أﻟﻨﻌﻴﻤﻲ
ﺟﺎﻣﻌﺔ اﻻﻧﺒﺎر /آﻠﻴﺔ اﻟﻬﻨﺪﺳﻪ
khamissayle@yahoo.com
ﺍﻟﻤﺴﺘﺨﻠﺹ
ﻓﻲ ﻫﺫﻩ ﺍﻟﺩﺭﺍﺴﺔ ﺘﻡ ﺘﻭﻅﻴﻑ ﻨﻅﻡ ﺍﻟﻤﻌﻠﻭﻤﺎﺕ ﺍﻟﺠﻐﺭﺍﻓﻲ ) (GISﻓﻲ ﺩﺭﺍﺴﺔ ﻨﻭﻋﻴﺔ ﻤﻴﺎﻩ ﺃﺒﺎﺭ ﺍﻟﻤﻨﻁﻘﺔ ﺍﻟﻐﺭﺒﻴﺔ ،ﺤﻴﺙ ﺇﻥ
ﺍﺴﺘﺨﺩﺍﻡ ﺍﻟﺩﺭﺍﺴﺎﺕ ﺍﻟﺘﻘﻠﻴﺩﻴﺔ ﻭﺨﺎﺼﺔ ﺍﻟﺩﺭﺍﺴﺎﺕ ﻭﺍﻟﺘﻁﺒﻴﻘﺎﺕ ﺍﻟﺘﻲ ﺘﺘﻡ ﻋﻠﻰ ﻤﺴﺎﺤﺎﺕ ﻭﺍﺴﻌﺔ ﺘﻜﻭﻥ ﻤﺴﺘﻬﻠﻜﺔ ﻟﻠﻭﻗﺕ ﻭ ﻏﺎﻟﻴﺔ ﺍﻟﺜﻤﻥ
ﻭﻻ ﺘﺘﻤﺎﺸﻰ ﻤﻊ ﺍﻟﺘﻘﺩﻡ ﺍﻟﻌﻠﻤﻲ ﻭﺍﻟﺘﻘﻨﻲ ﺍﻟﺤﺎﻟﻲ .ﺤﻴﺙ ﺘﻡ ﺇﺠﺭﺍﺀ ﺩﺭﺍﺴﺔ ﺘﺤﻠﻴﻠﻴﺔ ﺘﺄﺨﺫ ﺍﻟﺠﺎﻨﺏ ﺍﻟﻬﻴﺩﺭﻭﻜﻴﻤﻴﺎﺌﻲ ﻟﻠﻤﺎﺀ ﻤﻥ ﺨﻼل ﺃﺨﺫ
ﻋﻴﻨﺎﺕ ﻤﻥ ﻤﻴﺎﻩ ﺍﻵﺒﺎﺭ ﻭﺇﺠﺭﺍﺀ ﻓﺤﻭﺼﺎﺕ ﺍﻟﻤﺎﺀ ﺍﻟﻔﻴﺯﻴﺎﻭﻴﺔ ﻭﺍﻟﻜﻴﻤﺎﻭﻴﺔ ﻭﻤﻘﺎﺭﻨﺘﻬﺎ ﺒﺎﻟﻤﻭﺍﺼﻔﺎﺕ ﺍﻟﻘﻴﺎﺴﻴﺔ ﻭﺭﺒﻁ ﻨﺘﺎﺌﺞ ﻫﺫﻩ ﺍﻟﻔﺤﻭﺼﺎﺕ
ﻤﻊ ﺒﺭﺍﻤﺞ ﻨﻅﻡ ﺍﻟﻤﻌﻠﻭﻤﺎﺕ ﺍﻟﺠﻐﺭﺍﻓﻴﺔ ) (GISﻟﻐﺭﺽ ﺇﻨﺘﺎﺝ ﻁﺒﻘﺎﺕ ) (Layersﺘﻤﺜل ﻁﺒﻴﻌﺔ ﺍﻟﺘﻭﺯﻴﻊ ﺍﻟﻤﻜﺎﻨﻲ ﻟﻬﺫﻩ ﺍﻟﻌﻭﺍﻤل ﻭﻨﺴﺏ
ﺘﺭﺍﻜﻴﺯﻫﺎ ﻋﻠﻰ ﻜﺎﻤل ﻤﺴﺎﺤﺔ ﺍﻟﻤﻨﻁﻘﺔ ﺍﻟﻐﺭﺒﻴﺔ ،ﻭﻗﺩ ﺃﻅﻬﺭﺕ ﻫﺫﻩ ﺍﻟﺩﺭﺍﺴﺔ ﺘﻜﺎﻤل ﺍﻟﺩﺭﺍﺴﺎﺕ ﺍﻟﺘﻘﻠﻴﺩﻴﺔ ﻤﻊ ﺘﻘﻨﻴﺎﺕ ﻨﻅﻡ ﺍﻟﻤﻌﻠﻭﻤﺎﺕ
ﺍﻟﺠﻐﺭﺍﻓﻴﺔ ﻓﻲ ﺘﻘﻴﻡ ﻨﻭﻋﻴﺔ ﺍﻟﻤﻴﺎﻩ ﻤﻥ ﺨﻼل ﺇﻅﻬﺎﺭ ﺍﻟﺨﻭﺍﺹ ﺍﻟﻔﻴﺯﻴﺎﺌﻴﺔ ﻭﺍﻟﻜﻴﻤﻴﺎﺌﻴﺔ ﻟﻤﻴﺎﻩ ﺍﻵﺒﺎﺭ ﻭﺒﺸﻜل ﺨﺭﺍﺌﻁ
ﻤﻭﻀﻭﻋﻴﻪ). ( Thematic Maps
Abstract
In this study Geographic Information System was employed for study the hydrochemistry
properties of underground water in the western region, where the use of traditional methods are not
fulfill the demands for study quality and situation of water of great areas which need enough time
and money . Analytic study was performed on hydrochemical aspect through samples of store water
and make physical and chemical water tests with GIS to product layers represent place distribution
nature of these elements on whole area . The present study concluded that the use of GIS was
integrated with analytic study of samples to study quality and situation of underground water and
represents with thematic maps.
193
اﺣﻤﺪ ﺳﻌﻮد أﻟﻨﻌﻴﻤﻲ
ﺧﻤﻴﺲ ﻧﺒﻊ ﺻﺎﻳﻞ
اﻟﺘﻘﻴﻴﻢ اﻟﻬﻴﺪروآﻴﻤﻴﺎﺋﻲ ﻟﻤﻴﺎﻩ أﺑﺎر اﻟﻤﻨﻄﻘﺔ اﻟﻐﺮﺑﻴﺔ
ﺑﺎﺳﺘﺨﺪام ﻧﻈﻢ اﻟﻤﻌﻠﻮﻣﺎت اﻟﺠﻐﺮاﻓﻴﺔ
ﺍﻟﻤﻘﺩﻤﺔ
ﻴﻌﺘﺒﺭ ﺍﻟﻤﺎﺀ ﻋﻨﺼﺭ ﺃﺴﺎﺴﻲ ﻓﻲ ﺍﻟﺤﻴﺎﺓ ﻭﻷﻫﻤﻴﺔ ﺍﻟﻤﺎﺀ ﻓﻘﺩ ﻗﺎﻤﺕ ﻫﻴﺌﺔ ﺍﻟﻴﻭﻨﺴﻜﻭ ﻋﺎﻡ ١٩٧٥ﺒﻁﺭﺡ ﺃﻭل
ﺒﺭﻨﺎﻤﺞ ﻟﺩﺭﺍﺴﺔ ﺍﻟﻤﻴﺎﻩ ﻋﻠﻰ ﻤﺴﺘﻭﻯ ﺍﻟﻌﺎﻟﻡ ﻭﻜﺎﻥ ﻫﺩﻓﻪ ﺘﺭﺸﻴﺩ ﺍﻟﻤﻴﺎﻩ ﻭ ﺇﺩﺍﺭﺍﺘﻬﺎ ﻤﻥ ﺍﻟﻨﺎﺤﻴﺔ ﺍﻟﻨﻭﻋﻴﺔ ﻭﺍﻟﻜﻤﻴﺔ.
ﻭﺒﻤﻘﺎﺭﻨﺔ ﺍﻟﻤﻴﺎﻩ ﺍﻟﺴﻁﺤﻴﺔ ﻭﺍﻟﺠﻭﻓﻴﺔ ﻨﺠﺩ ﺃﻥ ﺍﻟﻤﻴﺎﻩ ﺍﻟﺠﻭﻓﻴﺔ ﺘﻤﺜل %٨٠ﻤﻥ ﺍﻟﻤﻴﺎﻩ ﺍﻟﺼﺎﻟﺤﺔ ﻟﻠﺸﺭﺏ ﻟﺫﻟﻙ ﺠﺎﺀ
ﺍﻻﻫﺘﻤﺎﻡ ﺒﻬﺎ ﻻﺴﻴﻤﺎ ﻭﺃﻨﻬﺎ ﺃﻗل ﺘﻌﺭﻀﺎ ﻟﻠﺘﻠﻭﺙ ﻜﻤﺎ ﻫﻭ ﺍﻟﺤﺎل ﺒﺎﻟﻨﺴﺒﺔ ﻟﻠﻤﻴﺎﻩ ﺍﻟﺴﻁﺤﻴﺔ .ﻭﺘﻠﻭﺙ ﺍﻟﻤﺎﺀ ﻟﻪ ﺃﺜﺎﺭ
ﺍﻗﺘﺼﺎﺩﻴﺔ ﻭﺍﺠﺘﻤﺎﻋﻴﺔ ،ﻓﻔﻲ ﺩﺭﺍﺴﺔ ﺃﺠﺭﻴﺕ ﺒﻭﺍﺴﻁﺔ ﻤﺅﺴﺴﺔ ﺤﻤﺎﻴﺔ ﺍﻟﺒﻴﺌﻴﺔ ﺍﻷﻤﺭﻴﻜﻴﺔ ﺃﺜﺒﺘﺕ ﺃﻥ ﺘﻜﻠﻔﺔ ﺘﻨﻅﻴﻑ
ﻤﻨﻁﻘﺔ ﻤﻴﺎﻩ ﺠﻭﻓﻴﺔ ﻤﻠﻭﺜﺔ ﻭﺼﻠﺕ ﺇﻟﻰ ٨,٨٤ﻤﻠﻴﻭﻥ ﺩﻭﻻﺭ ﺒﺎﻹﻀﺎﻓﺔ ﺇﻟﻰ ﺫﻟﻙ ﻗﺩ ﺘﺅﺜﺭ ﺍﻟﻤﻴﺎﻩ ﺍﻟﻤﻠﻭﺜﺔ ﻋﻠﻰ ﺼﺤﺔ
ﺍﻹﻨﺴﺎﻥ] .[1ﻭﻫﻨﺎﻙ ﺤﺎﺠﺔ ﻤﺎﺴﺔ ﻟﻤﺯﻴﺩ ﻤﻥ ﺍﻟﺒﺤﻭﺙ ﺤﻭل ﺍﻟﻤﻴﺎﻩ ﻟﻠﻁﻠﺏ ﺍﻟﻤﺘﺯﺍﻴﺩ ﻟﻠﻤﻴﺎﻩ ﻨﺘﻴﺠﺔ ﻟﺯﻴﺎﺩﺓ ﺍﻟﺴﻜﺎﻥ
ﻭﻤﺸﺎﺭﻴﻊ ﺍﻟﺘﻨﻤﻴﺔ.
ﻟﻘﺩ ﺸﻬﺩﺕ ﺍﻟﺴﻨﻭﺍﺕ ﺍﻟﻤﺎﻀﻴﺔ ﺍﺘﺠﺎﻫﺎ ﻋﺎﻤﺎ ﺇﻟﻰ ﺍﻻﺴﺘﻔﺎﺩﺓ ﺍﻟﻘﺼﻭﻯ ﻤﻥ ﻨﻅﻡ ﺍﻟﻤﻌﻠﻭﻤﺎﺕ ﺍﻟﺠﻐﺭﺍﻓﻴﺔ )ﻋﺒﺎﺭﺓ
ﻋﻥ ﺃﺩﻭﺍﺕ ﻟﺠﻤﻊ ﻭﺇﺩﺨﺎل،ﻭﻤﻌﺎﻟﺠﺔ،ﻭﺘﺤﻠﻴل ،ﻭﻋﺭﺽ ،ﻭ ﺇﺨﺭﺍﺝ ﺍﻟﻤﻌﻠﻭﻤﺎﺕ ﺍﻟﺠﻐﺭﺍﻓﻴﺔ ﻭﺍﻟﻭﺼﻔﻴﺔ ﻷﻫﺩﺍﻑ
ﻤﺤﺩﺩﺓ] ( [2ﻓﻲ ﻤﺠﺎل ﺩﺭﺍﺴﺔ ﺍﻟﻤﻴﺎﻩ ﻭﺍﻟﺘﺤﻠﻴل ﺍﻟﻬﻴﺩﺭﻭﻟﻭﺠﻲ ﻭﻫﺫﺍ ﻭﺍﻀﺢ ﺠﻠﻴﺎ ﻤﻥ ﺍﻟﻤﻘﺎﻻﺕ ﺍﻟﺘﻲ ﻨﺸﺭﺕ ﻓﻲ
ﺍﻟﻤﺠﻼﺕ ﺍﻟﻌﻠﻤﻴﺔ ،ﻭﺍﻟﻜﺘﺏ ﺍﻟﺘﻲ ﺃﻟﻔﺕ ،ﻭﺍﻟﻤﺅﺘﻤﺭﺍﺕ ﺍﻟﻌﻠﻤﻴﺔ ﺍﻟﺘﻲ ﻋﻘﺩﺕ ﻭﺨﺎﺼﺔ ﻤﺅﺘﻤﺭ HydroGISﻭﺍﻟﺫﻱ
ﺒﺩﺃ ﻓﻲ ﻋﺎﻡ ١٩٩١ﺜﻡ ﺒﻌﺩ ﺫﻟﻙ ﺃﺼﺒﺢ ﻴﻌﻘﺩ ﻜل ﺜﻼﺜﺔ ﺴﻨﻭﺍﺕ].[1
ﺇﻥ ﺍﻟﻔﺎﺌﺩﺓ ﺍﻟﻜﺒﺭﻯ ﻤﻥ ﺘﻁﺒﻴﻕ ﻨﻅﻡ ﺍﻟﻤﻌﻠﻭﻤﺎﺕ ﺍﻟﺠﻐﺭﺍﻓﻴﺔ ﻓﻲ ﻤﺠﺎل ﺍﻟﻤﻴﺎﻩ ﺘﻜﻤﻥ ﻓﻲ ﺃﻨﻬﺎ ﺘﻤﻜﻥ ﺍﻟﻌﺎﻤﻠﻴﻥ
ﻓﻲ ﺤﻘل ﺍﻟﻤﻴﺎﻩ ﻤﻥ ﺭﺒﻁ ﺍﻟﻤﻌﻠﻭﻤﺎﺕ ﺍﻟﺠﻐﺭﺍﻓﻴﺔ ﻜﺎﻷﺤﻭﺍﺽ ﺍﻟﻤﺎﺌﻴﺔ ﺒﺎﻟﻤﻌﻠﻭﻤﺎﺕ ﺍﻟﺒﻴﺎﻨﻴﺔ ﻜﺎﻷﻤﻁﺎﺭ ،ﻤﻨﺴﻭﺏ
ﺍﺭﺘﻔﺎﻉ ﺍﻟﻤﻴﺎﻩ ،ﻭﺍﺴﺘﺨﺩﺍﻡ ﻫﺫﻩ ﺍﻟﻤﻌﻠﻭﻤﺎﺕ ﻤﻊ ﺒﻌﻀﻬﺎ ﺍﻟﺒﻌﺽ ﻹﺠﺭﺍﺀ ﺘﺤﻠﻴﻼﺕ ﻟﻼﺴﺘﻔﺎﺩﺓ ﻤﻨﻬﺎ ﻓﻲ ﺒﻨﺎﺀ ﺍﻟﺴﺩﻭﺩ
ﻭﺍﻟﺨﺯﺍﻨﺎﺕ ،ﻜﻤﺎ ﺘﺴﺎﻋﺩ ﺃﻴﻀﺎ ﻓﻲ ﺩﺭﺍﺴﺔ ﺤﺎﻟﺔ ﺍﻟﻤﻴﺎﻩ ﺍﻟﺠﻭﻓﻴﺔ ،ﺍﻟﻀﺦ ﺍﻟﺠﺎﺌﺭ ،ﺘﺩﺨل ﻤﻴﺎﻩ ﺍﻟﺒﺤﺭ ،ﻭﺘﺄﺜﻴﺭ
ﺍﻟﺘﺠﻤﻌﺎﺕ ﺍﻟﺴﻜﺎﻨﻴﺔ ﻋﻠﻰ ﺍﻟﻤﻴﺎﻩ .ﻜﻤﺎ ﻴﻤﻜﻥ ﺍﺴﺘﺨﺩﺍﻡ ﻨﻅﻡ ﺍﻟﻤﻌﻠﻭﻤﺎﺕ ﺍﻟﺠﻐﺭﺍﻓﻴﺔ ﻹﻨﺘﺎﺝ ﺨﺭﺍﺌﻁ ﻤﻠﻭﻨﺔ ﺘﻭﻀﺢ
ﺩﺭﺠﺔ ﺍﻟﺘﻠﻭﺙ ﻭﻤﻘﺎﺭﻨﺔ ﺫﻟﻙ ﺒﺎﻟﻤﻭﺍﺼﻔﺎﺕ ﺍﻟﻤﻌﺘﻤﺩﺓ ﻤﻥ ﻤﻨﻅﻤﺔ ﺍﻟﺼﺤﺔ ﺍﻟﻌﺎﻟﻤﻴﺔ .ﺇﻥ ﺘﻁﺒﻴﻕ ﻨﻅﻡ ﺍﻟﻤﻌﻠﻭﻤﺎﺕ
ﺍﻟﺠﻐﺭﺍﻓﻴﺔ ﻓﻲ ﻤﺠﺎل ﺩﺭﺍﺴﺔ ﺍﻟﻤﻴﺎﻩ ﺃﺨﺫ ﺒﻌﺩﺍ ﺍﺴﺘﺭﺍﺘﻴﺠﻴﺎ ﺨﺎﺼﺔ ﻭﺃﻥ ﺍﻟﻤﺎﺀ ﻴﻌﺘﺒﺭ ﻤﻥ ﺃﻜﺜﺭ ﺍﻟﻌﻨﺎﺼﺭ ﺍﻟﺒﻴﺌﻴﺔ ﺍﻟﺘﻲ
ﺘﺤﺘﺎﺝ ﺇﻟﻰ ﺇﺩﺍﺭﺓ ﻭﺘﺭﺸﻴﺩ].[1ﺇﻥ ﺍﻟﺭﺒﻁ ﺒﻴﻥ ﻨﻅﻡ ﺍﻟﻤﻌﻠﻭﻤﺎﺕ ﺍﻟﺠﻐﺭﺍﻓﻴﺔ ﻭﺘﺤﻠﻴل ﺍﻟﺒﻴﺎﻨﺎﺕ ﺍﻟﻤﻜﺎﻨﻴﺔ ﻴﻌﺘﺒﺭ ﺠﺎﻨﺒﺎ
ﻤﻬﻤﺎ ﻓﻲ ﺘﻁﻭﻴﺭ ﻨﻅﻡ ﺍﻟﻤﻌﻠﻭﻤﺎﺕ ﺍﻟﺠﻐﺭﺍﻓﻴﺔ ﻓﻲ ﺍﻟﺒﺤﺙ ﻭﺍﻻﺴﺘﻜﺸﺎﻑ ﻭﺘﺤﻠﻴل ﺍﻟﻌﻼﻗﺎﺕ ﺍﻟﻤﻜﺎﻨﻴﺔ ] . [١٠
ﻤﻨﻁﻘﺔ ﺍﻟﺩﺭﺍﺴﺔ
ﺘﻘﻊ ﻤﻨﻁﻘﺔ ﺍﻟﺩﺭﺍﺴﺔ ﻀﻤﻥ ﻤﻨﻁﻘﺔ ﺍﻟﻀﺒﻌﺔ ﺇﻟﻰ ﺍﻟﺸﺭﻕ ﻤﻥ ﻤﺩﻴﻨﺔ ﺍﻟﺭﻁﺒﺔ
ﺒﻤﺴﺎﻓﺔ ﺤﻭﺍﻟﻲ ١٨ﻜﻡ
ﻀﻤﻥ ﺍﻟﺼﺤﺭﺍﺀ ﺍﻟﻐﺭﺒﻴﺔ ﻭﺘﻘﻊ ﻤﺎﺒﻴﻥ ﺨﻁﻲ ﻋﺭﺽ ˝ 33˚ 01́ 27ﻭ˝ ٣٣˚ 18̀ 36ﺸﻤﺎﻻ ﻭﺒﻴﻥ ﺨﻁﻲ ﻁﻭل
˝ ٤٠˚ 18̀ 56ﻭ ˝ ٤٠˚ 31́ 57ﻭﻫﻲ ﻤﺘﻜﻭﻨﺔ ﻤﻥ ﺨﻤﺴﺔ ﺃﺒﺎﺭ ﺍﻟﻁﺎﻗﺔ ﺍﻹﻨﺘﺎﺠﻴﺔ ﻟﻠﺒﺌﺭ ﺍﻟﻭﺍﺤﺩ ﻫﻲ ٢٠ﻤﺘﺭ ﻤﻜﻌﺏ
194
)The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D
Ahmed S.Al-Naaemy et., al.,
ﻓﻲ ﺍﻟﺴﺎﻋﺔ ﺘﺘﺭﺍﻭﺡ ﺃﻋﻤﺎﻗﻬﺎ ﺒﻴﻥ ) (٢٥٠ – ٢١٥ﻤﺘﺭ ﻭﺘﻜﻤﻥ ﺃﻫﻤﻴﺔ ﻫﺫﻩ ﺍﻵﺒﺎﺭ ﺒﺘﺯﻭﻴﺩ ﺍﻟﻤﻨﺎﻁﻕ ﺍﻟﺴﻜﺎﻨﻴﺔ ﺍﻟﻘﺭﻴﺒﺔ
ﻤﻥ ﺍﻟﺭﻁﺒﺔ ﺒﻤﻴﺎﻩ ﺍﻟﺸﺭﺏ ]. [4
ﻫﺩﻑ ﺍﻟﺒﺤﺙ
ﺇﻥ ﺍﻟﻬﺩﻑ ﺍﻟﺭﺌﻴﺴﻲ ﻫﻭ ﺩﺭﺍﺴﺔ ﻨﻤﻁ ﺍﻟﺘﻭﺯﻴﻊ ﺍﻟﻤﻜﺎﻨﻲ ﻭ ﺍﻟﺨﻭﺍﺹ ﺍﻟﻔﻴﺯﻴﺎﻭﻴﺔ ﻭ ﺍﻟﻜﻴﻤﻴﺎﺌﻴﺔ ﺒﺎﺴﺘﺨﺩﺍﻡ
ﻨﻅﻡ ﺍﻟﻤﻌﻠﻭﻤﺎﺕ ﺍﻟﺠﻐﺭﺍﻓﻴﺔ GISﻜﻨﻅﺎﻡ ﻤﺘﻜﺎﻤل ﻤﻊ ﺍﻟﻔﺤﻭﺼﺎﺕ ﺃﻟﻤﺨﺘﺒﺭﻴﻪ ﺍﻟﺤﻘﻠﻴﺔ ﻹﻨﺘﺎﺝ ﺨﺎﺭﻁﺔ ﺭﻗﻤﻴﻪ
Digital mapﺃﻭ ﻤﻭﻀﻭﻋﻴﻪ Thematic mapﻟﻼﺴﺘﻔﺎﺩﺓ ﻤﻨﻬﺎ ﻤﻥ ﻗﺒل ﻤﺘﺨﺫﻱ ﺍﻟﻘﺭﺍﺭ ﺃﻭ ﺍﻟﻤﻌﺎﻟﺠﺔ ﺍﻟﺒﻴﺌﻴﺔ
ﻭﺍﻟﻤﺭﺍﻗﺒﺔ ﻟﻬﺎ ﺍﻋﺘﻤﺎﺩﺍ ﻋﻠﻰ ﺩﻗﺔ ﺇﻨﺘﺎﺝ ﺍﻟﻁﺒﻘﺎﺕ Layersﺃﻭ ﺍﻟﺼﻭﺭ .Images
ﺍﻟﺠﺎﻨﺏ ﺍﻟﻌﻤﻠﻲ
ﺘﻡ ﺍﺨﺫ ﻋﻴﻨﺎﺕ ﻤﻥ ﺍﻟﻤﺎﺀ ﻟﻜل ﺒﺌﺭ ﻤﻥ ﺍﻵﺒﺎﺭ ﺍﻟﺨﻤﺴﺔ ) ﻋﻴﻨﺔ ﻭﺍﺤﺩﺓ ﻟﻜل ﺒﺌﺭ ( ﻭﺍﻟﻤﻭﻀﺤﺔ ﻤﻭﺍﻗﻌﻬﺎ ﻓﻲ
ﺍﻟﺸﻜل ﺭﻗﻡ ) (١ﻭﺘﻡ ﺇﺠﺭﺍﺀ ﺍﻟﻔﺤﻭﺼﺎﺕ ﺃﻟﻤﺨﺘﺒﺭﻴﻪ ﺍﻟﻔﻴﺯﻴﺎﺌﻴﺔ )ﺍﻟﻌﻜﻭﺭﺓ ،ﺍﻟﺘﻭﺼﻴﻠﻴﺔ ﺍﻟﻜﻬﺭﺒﺎﺌﻴﺔ ،ﺍﻟﻤﻭﺍﺩ ﺍﻟﺼﻠﺒﺔ
ﺍﻟﻌﺎﻟﻘﺔ ﺍﻟﻜﻠﻴﺔ ،ﻭﺍﻟﻤﻭﺍﺩ ﺃﻟﺼﻠﺒﻪ ﺍﻟﺫﺍﺌﺒﺔ( ﻭﺍﻟﻜﻴﻤﻴﺎﺌﻴﺔ ) ﺍﻟﺭﻗﻡ ﺍﻟﻬﻴﺩﺭﻭﺠﻴﻨﻲ ،ﺍﻟﺒﻭﺘﺎﺴﻴﻭﻡ ،ﺍﻟﺼﻭﺩﻴﻭﻡ ،ﺍﻟﻘﺎﻋﺩﻴﺔ،
ﺍﻟﻜﻠﻭﺭﻴﺩ ،ﺍﻟﻤﻐﻨﺴﻴﻭﻡ ،ﺍﻟﻜﺎﻟﺴﻴﻭﻡ ﻭﺍﻟﻜﺒﺭﻴﺘﺎﺕ( ﻓﻲ ﻤﺩﻴﺭﻴﺔ ﻤﺎﺀ ﺍﻻﻨﺒﺎﺭ ﻭﻜﺎﻨﺕ ﻨﺘﺎﺌﺞ ﺍﻟﻔﺤﻭﺼﺎﺕ ﺍﻟﻤﺨﺘﺒﺭﻴﺔ ﻜﻤﺎ
ﻤﺒﻴﻨﺔ ﻓﻲ ﺍﻟﺠﺩﻭل ﺭﻗﻡ ). (١
اﻟﺸﻜﻞ رﻗﻢ ) (١ﻳﻤﺜﻞ ﻣﻮاﻗﻊ اﻵﺑﺎر ﻓﻲ ﻣﻨﻄﻘﺔ اﻟﺪراﺳﺔ
195
اﺣﻤﺪ ﺳﻌﻮد أﻟﻨﻌﻴﻤﻲ
ﺧﻤﻴﺲ ﻧﺒﻊ ﺻﺎﻳﻞ
اﻟﺘﻘﻴﻴﻢ اﻟﻬﻴﺪروآﻴﻤﻴﺎﺋﻲ ﻟﻤﻴﺎﻩ أﺑﺎر اﻟﻤﻨﻄﻘﺔ اﻟﻐﺮﺑﻴﺔ
ﺑﺎﺳﺘﺨﺪام ﻧﻈﻢ اﻟﻤﻌﻠﻮﻣﺎت اﻟﺠﻐﺮاﻓﻴﺔ
ﺟﺪول رﻗﻢ ) ( ١ﻳﺒﻴﻦ ﻧﺘﺎﺋﺞ اﻟﻔﺤﻮﺻﺎت أﻟﻤﺨﺘﺒﺮﻳﻪ اﻟﻔﻴﺰﻳﺎﺋﻴﺔ واﻟﻜﻴﻤﻴﺎﺋﻴﺔ ﻟﻤﻴﺎﻩ اﻵﺑﺎر
++
Turbidity
EC
Des.s\cm
Cl
mg\l
٧٥
٧.٥
٧.٤
١١٠
١٢٠
٥٦٢
٦٣٤
١٠
١٢
+
pH
SO4
mg\l
TDS
mg\l
TSS
mg\l
Na
mg\l
K
mg\l
Hco3
mg\l
Mg
mg\l
٩٧
٤٢٦
٦
٥١
٣
٢٢٠
٣٠
٥٥٨
١٦
٦٨
٣.٢
٢١٠
٤٤
١٢
٧٣
٣.٧
٢١٢
٤٤
٧٥
٣.٥
٢٤٠
٤٦
٩٨
٣.٥
٢٣٠
٤٢
Har
. mg\l
Ca
mg\l
NTU
٢٧٠
٥٧
٠.٥
٧٤٧
٣٦٤
٧٣
٠.٧
٩١٧
١٨٨
٣٦٤
٧٢
٠.٦
٩٣٨
١٢٣
٧.٣
٣٤٦
٧٠
٠.٤
٩٨٨
١٢٨
٧.٤
١٣٨
٤٢٠
٩٨
٠.٥
١٠٩٤
١٤٣
٧.٤
١٨٧
٧٠٦
٥٠٠
١٥٠
٥
١٠٠٠
٢٥٠
-٦.٥
٨.٥
٤٠٠
١٥٠٠
NO
1
2
3
4
5
MPL
٢٠٠
٢٠٠-١٢٥
ﺨﻁﻭﺍﺕ ﻋﻤل ﻨﻅﺎﻡ ﺍﻟﻤﻌﻠﻭﻤﺎﺕ ﺍﻟﺠﻐﺭﺍﻓﻲ GIS
ﺘﻡ ﺇﺠﺭﺍﺀ ﺍﻟﻌﻤﻠﻴﺎﺕ ﺍﻟﺘﺎﻟﻴﺔ ﻋﻠﻰ ﺍﻟﺼﻭﺭﺓ ﺍﻟﻔﻀﺎﺌﻴﺔ ﺍﻟﺨﺎﺼﺔ ﺒﻤﻨﻁﻘﺔ ﺍﻟﺩﺭﺍﺴﺔ ﻭﺒﻭﺍﺴﻁﺔ ﻨﻅﺎﻡ ﺍﻟﻤﻌﻠﻭﻤﺎﺕ
ﺍﻟﺠﻐﺭﺍﻓﻲ) (GISﻭﺒﺎﺴﺘﺨﺩﺍﻡ ﺒﺭﻨﺎﻤﺞ
ArcView 3.2ﻭﺒﺭﻨﺎﻤﺞ Spatial Analysisﺤﻴﺙ ﺘﻡ ﺇﻨﺘﺎﺝ
ﻁﺒﻘﺔ ) ( Layerﺤﺩﺩ ﻓﻴﻬﺎ ﻤﻨﻁﻘﺔ ﺍﻟﺩﺭﺍﺴﺔ ﺒﺎﻻﻋﺘﻤﺎﺩ ﻋﻠﻰ ﺒﻴﺎﻨﺎﺕ ﺃﻟﻬﻴﺎﻩ ﺍﻟﻌﺎﻤﺔ ﻟﻠﻤﻴﺎﻩ ﺍﻟﺠﻭﻓﻴﺔ ﻭﺠﺩ ﺃﻥ ﻤﺴﺎﺤﺔ
ﻤﻨﻁﻘﺔ ﺍﻟﺩﺭﺍﺴﺔ ﻫﻲ ١٤١٧٤٩٣ﻤﺘﺭ ﻤﺭﺒﻊ ﻭﻜﺫﻟﻙ ﺘﻡ ﺇﻨﺘﺎﺝ ﻁﺒﻘﺔ ﺒﺸﻜل ﺨﺎﺭﻁﺔ ﺼﻭﺭﻴﺔ Photomapﻟﻜل
ﻋﻭﺍﻤل ﻨﻭﻋﻴﺔ ﺍﻟﻤﻴﺎﻩ ﺍﻟﻔﻴﺯﻴﺎﺌﻴﺔ ﻭﺍﻟﻜﻴﻤﻴﺎﺌﻴﺔ ﺒﻁﺭﻴﻘﺔ ﺘﺅﺩﻱ ﺇﻟﻰ ﻤﺯﻴﺩ ﻤﻥ ﺍﻟﺘﻭﻀﻴﺢ ] .[9ﺤﻴﺙ ﺘﻡ ﺇﺠﺭﺍﺀ ﻋﻤﻠﻴﺔ
) ( Interpolationﻟﻐﺭﺽ ﺩﺭﺍﺴﺔ ﺍﻟﺘﻭﺯﻴﻊ ﺃﻟﻤﻭﻗﻌﻲ ﻟﻜل ﻋﺎﻤل ﻋﻠﻰ ﻤﻨﻁﻘﺔ ﺍﻟﺩﺭﺍﺴﺔ ﻭﻜﻤﺎ ﻤﻭﻀﺤﻪ ﻓﻲ
ﺍﻹﺸﻜﺎل ) (١٢)، (١١)، (١٠) ,(٩) ,( ٨) ,( ٧) , (٦) ,(٥) ،(٤) ,(٣) (٢ﻭ ). (١٣
ﺘﻘﻴﻴﻡ ﻤﻴﺎﻩ ﺍﻵﺒﺎﺭ
ﻤﻥ ﺨﻼل ﺍﻟﻘﻴﺎﺴﺎﺕ ﺍﻟﻤﻭﻗﻌﻴﺔ ﻭﺍﻟﺘﺤﻠﻴﻼﺕ ﺍﻟﻤﺨﺘﺒﺭﻴﺔ ﻭﻤﻥ ﺘﺤﻠﻴل ﺒﻴﺎﻨﺎﺕ ﺍﻟﺼﻭﺭ ﺍﻟﻔﻀﺎﺌﻴﺔ ﻴﻤﻜﻥ ﺘﻘﻴﻴﻡ ﺍﻟﺨﻭﺍﺹ
ﺍﻟﻔﻴﺯﻴﺎﺌﻴﻪ ﻭﺍﻟﻜﻴﻤﻴﺎﺌﻴﻪ ﻤﻴﺎﻩ ﺍﻟﺒﺤﻴﺭﺓ ﻭﻜﻤﺎ ﻴﻠﻲ :
ﺍﻟﻌﻜﻭﺭﺓ :ﺘﺭﺍﻭﺤﺕ ﻗﻴﻡ ﺍﻟﻌﻜﻭﺭﺓ ﺒﻴﻥ ) NTU ( ٠.٧- ٠.٤ﻭﺒﻌﺩل ) NTU ( ١.٢٤ﻀﻤﻥ ﺍﻟﻤﻭﺍﺼﻔﺎﺕ
ﺍﻟﻌﺭﺍﻗﻴﺔ ﺍﻟﻘﻴﺎﺴﻴﺔ ﻟﻠﻌﻜﻭﺭﺓ ). NTU (٤
ﺍﻟﺘﻭﺼﻴﻠﻴﺔ ﺍﻟﻜﻬﺭﺒﺎﺌﻴﺔ :ﺘﺭﺍﻭﺤﺕ ﻗﻴﻡ ﺍﻟﺘﻭﺼﻴﻠﻴﺔ ﺍﻟﻜﻬﺭﺒﺎﺌﻴﺔ ﺒﻴﻥ ) ( ١٠٩٤-٧٤٧ﺩﺴﻴﺴﻤﻨﺯ /ﻡ .
ﺍﻟﻤﻭﺍﺩ ﺍﻟﺼﻠﺒﺔ ﺍﻟﻌﺎﻟﻘﺔ ﺍﻟﻜﻠﻴﺔ :ﺘﺭﺍﻭﺤﺕ ﺘﺭﺍﻜﻴﺯ ﺍﻟﻤﻭﺍﺩ ﺍﻟﺼﻠﺒﺔ ﺍﻟﻌﺎﻟﻘﺔ ﺍﻟﻜﻠﻴﺔ ﺒﻴﻥ ) ( ١٦-٦ﻤﻠﻐﻡ /ﻟﺘﺭ .
ﺍﻟﻤﻭﺍﺩ ﺍﻟﺼﻠﺒﺔ ﺍﻟﺫﺍﺌﺒﺔ ﺍﻟﻜﻠﻴﺔ :ﺘﺭﺍﻭﺤﺕ ﺘﺭﺍﻜﻴﺯ ﺍﻟﻤﻭﺍﺩ ﺍﻟﺼﻠﺒﺔ ﺍﻟﺫﺍﺌﻴﻪ ﺍﻟﻜﻠﻴﺔ ﺒﻴﻥ ) ( 706-٤٢٦ﻤﻠﻐﻡ /ﻟﺘﺭ .
ﺍﻟﺭﻗﻡ ﺍﻟﻬﻴﺩﺭﻭﺠﻴﻨﻲ : pHﺘﺭﺍﻭﺤﺕ ﻗﻴﻡ ﺒﻴﻥ ).(7.5-7.3
ﺍﻴﻭﻥ ﺍﻟﻜﻠﻭﺭﻴﺩ :ﺘﺭﺍﻭﺤﺕ ﺘﺭﺍﻜﻴﺯ ﺍﻴﻭﻥ ﺍﻟﻜﻠﻭﺭﻴﺩ ﺒﻴﻥ ) (188-75ﻤﻠﻐﻡ /ﻟﺘﺭ .
ﺍﻟﻤﻐﻨﺴﻴﻭﻡ :ﺘﺭﺍﻭﺤﺕ ﺘﺭﺍﻜﻴﺯ ﺍﻟﻤﻐﻨﺴﻴﻭﻡ ﺒﻴﻥ ) (٤٦ -٣٠ﻤﻠﻐﻡ /ﻟﺘﺭ.
ﺍﻟﻘﺎﻋﺩﻴﺔ ) : ( HCO3ﺘﺭﺍﻭﺤﺕ ﺘﺭﺍﻜﻴﺯ ﺍﻴﻭﻥ HCO3ﺒﻴﻥ ) (240-210ﻤﻠﻐﻡ /ﻟﺘﺭ .
ﺍﻟﻜﺒﺭﻴﺘﺎﺕ ) : ( SO4ﺘﺭﺍﻭﺤﺕ ﺘﺭﺍﻜﻴﺯ ﺍﻟﻜﺒﺭﻴﺘﺎﺕ SO4ﺒﻴﻥ ) (187-97ﻤﻠﻐﻡ /ﻟﺘﺭ .
196
)The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D
Ahmed S.Al-Naaemy et., al.,
ﻤﻤﺎ ﺘﻘﺩﻡ ﻨﺴﺘﻨﺘﺞ ﺇﻥ ﻤﻴﺎﻩ ﺍﻵﺒﺎﺭ ﻀﻤﻥ ﺍﻟﻤﻭﺍﺼﻔﺎﺕ ﺍﻟﻘﻴﺎﺴﻴﺔ ﺍﻟﻌﺭﺍﻗﻴﺔ ﺒﺎﻟﻨﺴﺒﺔ ﻟﻘﻴﻡ pHﻭﺍﻴﻭﻥ ﺍﻟﻜﻠﻭﺭﻴﺩ ﻭ
ﺍﻟﻌﻜﻭﺭﺓ ﻭﺍﻟﻤﻐﻨﺴﻴﻭﻡ ﻭﺍﻟﺒﻭﺘﺎﺴﻴﻭﻡ ﻭﺘﻭﺠﺩ ﺯﻴﺎﺩﺓ ﻓﻲ ﺍﻟﻘﺎﻋﺩﻴﺔ ﻓﻲ ﺍﻵﺒﺎﺭ ﻭﺍﻥ ﺍﻵﺒﺎﺭ ﺠﻤﻴﻌﻬﺎ ﺘﻘﻊ ﻀﻤﻥ ﺨﺯﺍﻥ
ﺠﻭﻓﻲ ﻭﺍﺤﺩ.
ﺍﻟﺸﻜل ) (٢ﻴﻤﺜل ﺘﻭﺯﻴﻊ ﺍﻟﻘﺎﻋﺩﻴﺔ ﻋﻠﻰ ﻤﻨﻁﻘﺔ ﺍﻟﺩﺭﺍﺴﺔ
ﺍﻟﺸﻜل ) (3ﻴﻤﺜل ﺘﻭﺯﻴﻊ ﺍﻟﻜﻠﻭﺭﻴﺩ ﻋﻠﻰ ﻜﺎﻤل ﻤﻨﻁﻘﺔ ﺍﻟﺩﺭﺍﺴﺔ
197
اﺣﻤﺪ ﺳﻌﻮد أﻟﻨﻌﻴﻤﻲ
ﺧﻤﻴﺲ ﻧﺒﻊ ﺻﺎﻳﻞ
اﻟﺘﻘﻴﻴﻢ اﻟﻬﻴﺪروآﻴﻤﻴﺎﺋﻲ ﻟﻤﻴﺎﻩ أﺑﺎر اﻟﻤﻨﻄﻘﺔ اﻟﻐﺮﺑﻴﺔ
ﺑﺎﺳﺘﺨﺪام ﻧﻈﻢ اﻟﻤﻌﻠﻮﻣﺎت اﻟﺠﻐﺮاﻓﻴﺔ
ﺍﻟﺸﻜل ) (4ﻴﻤﺜل ﺘﻭﺯﻴﻊ ﺍﻟﺘﻭﺼﻴﻠﻴﺔ ﺍﻟﻜﻬﺭﺒﺎﺌﻴﺔ ﻋﻠﻰ ﻜﺎﻤل ﻤﻨﻁﻘﺔ ﺍﻟﺩﺭﺍﺴﺔ
ﺍﻟﺸﻜل ) (5ﻴﻤﺜل ﺘﻭﺯﻴﻊ ﻋﻠﻰ Hardnessﻜﺎﻤل ﻤﻨﻁﻘﺔ ﺍﻟﺩﺭﺍﺴﺔ
198
)The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D
Ahmed S.Al-Naaemy et., al.,
ﺍﻟﺸﻜل ) (٦ﻴﻤﺜل ﺘﻭﺯﻴﻊ ﺍﻟﻤﻐﻨﺴﻴﻭﻡ ﻋﻠﻰ ﻜﺎﻤل ﻤﻨﻁﻘﺔ ﺍﻟﺩﺭﺍﺴﺔ
ﺍﻟﺸﻜل ) (٧ﻴﻤﺜل ﺘﻭﺯﻴﻊ ﺍﻟﺭﻗﻡ ﺍﻟﻬﻴﺩﺭﻭﺠﻴﻨﻲ ﻋﻠﻰ ﻜﺎﻤل ﻤﻨﻁﻘﺔ ﺍﻟﺩﺭﺍﺴﺔ
199
اﺣﻤﺪ ﺳﻌﻮد أﻟﻨﻌﻴﻤﻲ
ﺧﻤﻴﺲ ﻧﺒﻊ ﺻﺎﻳﻞ
اﻟﺘﻘﻴﻴﻢ اﻟﻬﻴﺪروآﻴﻤﻴﺎﺋﻲ ﻟﻤﻴﺎﻩ أﺑﺎر اﻟﻤﻨﻄﻘﺔ اﻟﻐﺮﺑﻴﺔ
ﺑﺎﺳﺘﺨﺪام ﻧﻈﻢ اﻟﻤﻌﻠﻮﻣﺎت اﻟﺠﻐﺮاﻓﻴﺔ
ﺍﻟﺸﻜل ) (٨ﻴﻤﺜل ﺘﻭﺯﻴﻊ ﺍﻟﺒﻭﺘﺎﺴﻴﻭﻡ ﻋﻠﻰ ﻜﺎﻤل ﻤﻨﻁﻘﺔ ﺍﻟﺩﺭﺍﺴﺔ
ﺍﻟﺸﻜل ) (9ﻴﻤﺜل ﺘﻭﺯﻴﻊ ﺍﻟﻜﺒﺭﻴﺘﺎﺕ ﻋﻠﻰ ﻜﺎﻤل ﻤﻨﻁﻘﺔ ﺍﻟﺩﺭﺍﺴﺔ
200
)The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D
Ahmed S.Al-Naaemy et., al.,
ﺍﻟﺸﻜل ) (١٠ﻴﻤﺜل ﺘﻭﺯﻴﻊ ﺍﻟﺼﻭﺩﻴﻭﻡ ﻋﻠﻰ ﻜﺎﻤل ﻤﻨﻁﻘﺔ ﺍﻟﺩﺭﺍﺴﺔ
ﺍﻟﺸﻜل ) (١١ﻴﻤﺜل ﺘﻭﺯﻴﻊ ﺍﻟﻤﻭﺍﺩ ﺍﻟﺼﻠﺒﺔ ﺍﻟﺫﺍﺌﺒﺔ ﻋﻠﻰ ﻜﺎﻤل ﻤﻨﻁﻘﺔ ﺍﻟﺩﺭﺍﺴﺔ
201
اﺣﻤﺪ ﺳﻌﻮد أﻟﻨﻌﻴﻤﻲ
ﺧﻤﻴﺲ ﻧﺒﻊ ﺻﺎﻳﻞ
اﻟﺘﻘﻴﻴﻢ اﻟﻬﻴﺪروآﻴﻤﻴﺎﺋﻲ ﻟﻤﻴﺎﻩ أﺑﺎر اﻟﻤﻨﻄﻘﺔ اﻟﻐﺮﺑﻴﺔ
ﺑﺎﺳﺘﺨﺪام ﻧﻈﻢ اﻟﻤﻌﻠﻮﻣﺎت اﻟﺠﻐﺮاﻓﻴﺔ
ﺍﻟﺸﻜل ) (12ﻴﻤﺜل ﺘﻭﺯﻴﻊ ﺍﻟﻤﻭﺍﺩﺍﻟﺼﻠﺒﺔ ﺍﻟﻌﺎﻟﻘﺔ ﻋﻠﻰ ﻜﺎﻤل ﻤﻨﻁﻘﺔ ﺍﻟﺩﺭﺍﺴﺔ
ﺍﻟﺸﻜل ) (13ﻴﻤﺜل ﺘﻭﺯﻴﻊ ﺍﻟﻌﻜﻭﺭﺓ ﻋﻠﻰ ﻜﺎﻤل ﻤﻨﻁﻘﺔ ﺍﻟﺩﺭﺍﺴﺔ
202
)The Iraqi Journal For Mechanical And Material Engineering, Special Issue (D
Ahmed S.Al-Naaemy et., al.,
ﺍﻻﺴﺘﻨﺘﺎﺠﺎﺕ ﻭﺍﻟﺘﻭﺼﻴﺎﺕ
ﻟﻘﺪ ﺗﻮﺻﻠﺖ اﻟﺪراﺳﺔ إﻟﻰ اﻻﺳﺘﻨﺘﺎﺟﺎت اﻟﺘﺎﻟﻴﺔ :
.١أن اﺳﺘﺨﺪام ﻧﻈﻢ اﻟﻤﻌﻠﻮﻣﺎت اﻟﺠﻐﺮاﻓﻴﺔ ﻳﻤﻜﻦ ﻣﻦ ﻋﺮض وﺗﺤﻠﻴﻞ اﻟﻤﻌﻠﻮﻣﺎت اﻟﺘﻲ ﺗﻢ اﻟﺤﺼﻮل ﻋﻠﻴﻬﺎ ﻣﻦ
اﻟﻘﻴﺎﺳﺎت اﻟﻤﻮﻗﻌﻴﺔ اﻟﺤﻘﻠﻴﺔ واﻟﺘﺤﻠﻴﻼت اﻟﻤﺨﺘﺒﺮﻳﺔ ﻋﻠﻰ ﺷﻜﻞ ﻃﺒﻘﺎت وإﻧﺘﺎﺟﻬﺎ ﺑﺸﻜﻞ ﺧﺮاﺋﻂ ﺻﻮرﻳﺔ ﻟﻜﻞ
ﻋﺎﻣﻞ ﻣﻦ ﻋﻮاﻣﻞ ﻧﻮﻋﻴﺔ اﻟﻤﻴﺎﻩ .
.٢أﻇﻬﺮت اﻟﺪراﺳﺔ ﺗﻜﺎﻣﻼ ﻟﻠﺪراﺳﺎت اﻟﺘﻘﻠﻴﺪﻳﺔ ﻣﻊ ﻧﻈﻢ اﻟﻤﻌﻠﻮﻣﺎت اﻟﺠﻐﺮاﻓﻴﺔ GISﻓﻲ ﺗﻐﻄﻴﺔ ﻣﺴﺎﺣﺎت
واﺳﻌﺔ وﺑﻄﺮﻳﻘﺔ ﺳﺮﻳﻌﺔ ﺗﻤﻜﻦ ﻣﻦ اﺧﺘﺼﺎر اﻟﻮﻗﺖ.
.٣إن اﻟﺘﺤﻠ ﻴﻼت واﻟﻤﻌﺎﻟﺠ ﺎت اﻟﺘ ﻲ ﺗﻮﻓﺮه ﺎ ﺗﻘﻨﻴ ﺔ ﻧﻈ ﻢ اﻟﻤﻌﻠﻮﻣ ﺎت اﻟﺠﻐﺮاﻓﻴ ﺔ GISﺗﺴ ﺎﻋﺪ ﻣ ﻦ اﺗﺨ ﺎذ
اﻟﻘﺮار اﻟﻤﻨﺎﺳﺐ ﺑﺴﺮﻋﺔ .
.٤إن اﻟﺨ ﺮاﺋﻂ اﻟﻐﺮﺿ ﻴﺔ Thematic Mapsاﻟﻤﻨﺠ ﺰة ﻣ ﻦ ﺧ ﻼل ه ﺬﻩ اﻟﺘﻘﻨﻴ ﺔ ﺗﻌﻄ ﻲ ﺻ ﻮرة واﺿ ﺤﺔ
ﻟﻄﺒﻴﻌﺔ اﻧﺘﺸﺎر آﻞ ﻋﺎﻣﻞ ﻣﻦ ﻋﻮاﻣﻞ ﻧﻮﻋﻴ ﺔ اﻟﻤﻴ ﺎﻩ ﻋﻠ ﻰ آﺎﻣ ﻞ ﻣﺴ ﺎﺣﺔ ﻣﻨﻄﻘ ﺔ اﻟﺪراﺳ ﺔ وﺑﺎﻟﺘ ﺎﻟﻲ إﻣﻜﺎﻧﻴ ﺔ
اﻟﻤﺮاﻗﺒﺔ وإﻋﻄﺎء اﻟﻤﻌﺎﻟﺠﺔ اﻟﺼﺤﻴﺤﺔ ﻷي ﺗﻠﻮث ﻣﺤﺘﻤﻞ ﺣﺪوﺛﻪ .
ﺍﻟﻤﺼﺎﺩﺭ ﺍﻟﻌﺭﺒﻴﺔ
.١
ﺴﻌﻴﺩ ،ﻤﺤﻤﺩ ﻴﻌﻘﻭﺏ ﻤﺤﻤﺩ "، ٢٠٠٤ ،ﺘﻁﺒﻴﻘﺎﺕ ﻨﻅﻡ ﺍﻟﻤﻌﻠﻭﻤﺎﺕ ﺍﻟﺠﻐﺭﺍﻓﻴﺔ ﻓﻲ ﺩﺭﺍﺴﺔ ﺍﻟﻤﻴﺎﻩ " ﺠﺎﻤﻌﺔ
ﺍﻹﻤﺎﺭﺍﺕ ﺍﻟﻌﺭﺒﻴﺔ ﺍﻟﻤﺘﺤﺩﺓ .
.٢
ﺍﻟﺩﻭﻴﻜﺎﺕ ،ﻗﺎﺴﻡ ﻤﺤﻤﺩ " ﺃﻨﻅﻤﺔ ﺍﻟﻤﻌﻠﻭﻤﺎﺕ ﺃﻟﺠﻐﺭﺍﻓﻴﻪ " ﺠﺎﻤﻌﺔ ﻤﺅﺘﻪ ،ﺍﻷﺭﺩﻥ ،ﺃﻟﻁﺒﻌﻪ ﺍﻷﻭﻟﻰ
.٣
ﻋﺒﺎﻭﻱ :ﺴﻌﺎﺩ ﻋﺒﺩ ،ﻤﺤﻤﺩ ﺴﻠﻴﻤﺎﻥ ﺤﺴﻥ " ،١٩٩٠ ،ﺍﻟﻬﻨﺩﺴﺔ ﺍﻟﻌﻤﻠﻴﺔ ﻟﻠﺒﻴﺌﺔ ﻭﻓﺤﻭﺼﺎﺕ ﺍﻟﻤﺎﺀ "
. ٢٠٠٠،
ﻭﺯﺍﺭﺓ ﺍﻟﺘﻌﻠﻴﻡ ﺍﻟﻌﺎﻟﻲ ،ﺠﺎﻤﻌﺔ ﺍﻟﻤﻭﺼل .
.٤
ﺩﺍﺌﺭﺓ ﻤﺸﺭﻭﻉ ﺇﺭﻭﺍﺀ ﺍﻟﺼﺤﺭﺍﺀ ﺍﻟﻐﺭﺒﻴﺔ .
.٥
ﺃﻟﻨﻌﻴﻤﻲ ،ﺍﺤﻤﺩ ﺴﻌﻭﺩ " 2005،ﺇﻤﻜﺎﻨﻴﺔ ﺘﻘﻨﺎﺕ ﺍﻻﺴﺘﺸﻌﺎﺭ ﻋﻥ ﺒﻌﺩ ﻭﻨﻅﻡ ﺍﻟﻤﻌﻠﻭﻤﺎﺕ ﺍﻟﺠﻐﺭﺍﻓﺒﻪ ﻓﻲ
ﺍﻟﺘﻘﻴﻴﻡ ﺍﻟﻬﻴﺩﺭﻭﻜﻴﻤﻴﺎﺌﻲ ﻟﺨﺯﺍﻥ ﺴﺩ ﺤﺩﻴﺜﻪ" ،ﺭﺴﺎﻟﺔ ﻤﺎﺠﺴﺘﻴﺭ ﻏﻴﺭ ﻤﻨﺸﻭﺭﻩ ،ﻜﻠﻴﺔ
ﺍﻟﻬﻨﺩﺴﺔ ،ﺠﺎﻤﻌﺔ ﺍﻻﻨﺒﺎﺭ.
.٦
ﺍﻟﺭﺸﻴﺩ ،ﺨﺎﻟﺩ ﻋﺒﺩﺍ ﷲ "،ﺘﻜﻨﻭﻟﻭﺠﻴﺎ ﺍﻷﻗﻤﺎﺭ ﺍﻟﺼﻨﺎﻋﻴﺔ ﻭﺍﻜﺘﺸﺎﻑ ﺍﻟﻤﻴﺎﻩ ﺍﻟﺠﻭﻓﻴﺔ "ﺠﺎﻤﻌﺔ ﺍﻟﻤﻠﻙ ﺴﻌﻭﺩ ،
ﺍﻟﻤﻤﻠﻜﺔ ﺍﻟﻌﺭﺒﻴﺔ ﺍﻟﺴﻌﻭﺩﻴﺔ .
.٧
.٨
ﻤﺠﻠﺔ ﺍﻟﺘﺼﻤﻴﻡ ﺒﺎﻟﺤﺎﺴﻭﺏ ،ﺍﻻﻨﺘﺭﻨﻴﺕ . ٢٠٠٤ ،
ﻤﺩﻴﺭﻴﺔ ﺃﻟﻬﻴﺎﻩ ﺍﻟﻌﺎﻤﺔ ﻟﻠﻤﻴﺎﻩ ﺍﻟﺠﻭﻓﻴﺔ .
ﺍﻟﻤﺼﺎﺩﺭ ﺍﻷﺠﻨﺒﻴﺔ
9. Michael, F. Goodchild. SPATIAL ANALYSIS and GIS. ESRI USER CONFERENCE PreConference Seminar(2001). URL
http://www.csiss.org/learning_resources/content/good_sa/#SECTION%201
10. Anselin, Luc , (1992) , . Spatial Data Analysis with GIS. National Center for Geographic
Information and Analysis University of California-USA. URL
http://www.ncgia.ucsb.edu/Publications/Tech_Reports/92/92-10.PDF
203
Issn :-1819-2076
*************************************************************
ﺗﻌﻨﻮن اﻟﻤﺮاﺳﻼت إﻟﻰ /ﻣﺪﻳﺮهﻴﺌﺔ اﻟﺘﺤﺮﻳﺮ/اﻟﻤﺠﻠﺔ اﻟﻌﺮاﻗﻴﺔ ﻟﻠﻬﻨﺪﺳﺔ اﻟﻤﻴﻜﺎﻧﻴﻜﻴﺔ وهﻨﺪﺳﺔ اﻟﻤﻮاد/آﻠﻴﺔ اﻟﻬﻨﺪﺳﺔ/
ﺑﺎﺑﻞ /اﻟﻌﺮاق -ص.ب ) / (٤رﻗﻢ اﻟﻬﺎﺗﻒ ) . (٠٣٠/٢٤٥٣٨٧داﺧﻠﻲ ). (١١٥٥
ﺟﺎﻣﻌﺔ ﺑﺎﺑﻞ ﻣﺤﺎﻓﻈﺔ
j.mec_mat_eng@yahoo.com
اﻟﺒﺮﻳﺪ اﻹﻟﻜﺘﺮوﻧﻲ :-
