Egyptian-Detailing-Manual

‫ﺠﻤﻬﻭﺭﻴﺔ ﻤﺼﺭ ﺍﻟﻌﺭﺒﻴﺔ‬ ‫ﻭﺯﺍﺭﺓ ﺍﻹﺴﻜﺎﻥ ﻭﺍﻟﻤﺭﺍﻓﻕ ﻭﺍﻟﻤﺠﺘﻤﻌﺎﺕ ﺍﻟﻌﻤﺭﺍﻨﻴﺔ‬ ‫ﻤﺭﻜﺯ ﺒﺤﻭﺙ ﺍﻹﺴﻜﺎﻥ ﻭﺍﻟﺒﻨﺎﺀ‬ ‫ــــــــــــــــــــــــــــــــــــــــــــــ‬ ‫ﺍﻟﻜﻭﺩ ﺍﻟﻤﺼﺭﻯ ﻟﺘﺼﻤﻴﻡ ﻭﺘﻨﻔﻴﺫ ﺍﻟﻤﻨﺸﺂﺕ ﺍﻟﺨﺭﺴﺎﻨﻴﺔ‬ ‫ﺍﻟﻤﻠﺤﻕ ﺍﻟﺜﺎﻨﻰ‬ ‫ﺩﻟﻴل ﺍﻟﺘﻔﺎﺼﻴل ﺍﻹﻨﺸﺎﺌﻴﺔ‬ ‫ﺍﻟﻠﺠﻨﺔ ﺍﻟﺩﺍﺌﻤﺔ ﻟﻠﻜﻭﺩ ﺍﻟﻤﺼﺭﻯ‬ ‫ﻟﺘﺼﻤﻴﻡ ﻭﺘﻨﻔﻴﺫ ﺍﻟﻤﻨﺸﺂﺕ ﺍﻟﺨﺭﺴﺎﻨﻴﺔ‬ ‫ﻜﻭﺩ ﺭﻗﻡ ‪٢٠٣‬‬ ‫ﺇﺼﺩﺍﺭ ‪٢٠٠٣‬‬ ‫‪PDF created with pdfFactory Pro trial version www.pdffactory.com‬‬ ‫ﺍﻟﻜﻭﺩ ﺍﻟﻤﺼﺭﻯ ﻟﺘﺼﻤﻴﻡ ﻭﺘﻨﻔﻴﺫ ﺍﻟﻤﻨﺸﺂﺕ ﺍﻟﺨﺭﺴﺎﻨﺔ‬ ‫ــــــــــــــــــــــــــــــــــــــــــــــ‬ ‫ﺘﻘﺩﻴﻡ‬ ‫ ﺼﺩﺭ ﺍﻟﻘﺭﺍﺭ ﺍﻟﻭﺯﺍﺭﻯ ﺭﻗﻡ ‪ ٩٨‬ﻟﺴﻨﺔ ‪ ٢٠٠١‬ﺒﺎﻟﺘﺤﺩﻴﺙ ﺍﻟﺜﺎﻨﻰ ﻟﻠﻜـﻭﺩ ﺍﻟﻤـﺼﺭﻯ ﻟﺘـﺼﻤﻴﻡ‬‫ﻭﺘﻨﻔﻴﺫ ﺍﻟﻤﻨﺸﺂﺕ ﺍﻟﺨﺭﺴﺎﻨﻴﺔ ﻭﺘﻡ ﺍﻹﺸﺎﺭﺓ ﻓﻴﻪ ﺇﻟﻰ ﻤﺠﻤﻭﻋﺔ ﻤﻼﺤﻕ ﻤﻨﻔﺼﻠﺔ ﻤﻨﻬﺎ ﻫﺫﺍ ﺍﻟﻤﻠﺤـﻕ‬ ‫ﺍﻟﺨﺎﺹ ﺒﺈﻋﺩﺍﺩ ﺍﻟﺭﺴﻭﻤﺎﺕ ﻭﺍﻟﺘﻔﺎﺼﻴل ﺍﻹﻨﺸﺎﺌﻴﺔ ‪٠‬‬ ‫ ﻭﻴﺤﺘﻭﻯ ﺍﻟﺩﻟﻴل ﻋﻠﻰ ﻨﻤﺎﺫﺝ ﺍﺴﺘﺭﺸﺎﺩﻴﺔ ﻟﻠﺘﻔﺎﺼﻴل ﺍﻹﻨﺸﺎﺌﻴﺔ ﻟﻠﻤﻨـﺸﺂﺕ ﺍﻟﺨﺭﺴـﺎﻨﻴﺔ ﻭﻜـﺫﻟﻙ‬‫ﺒﻌﺽ ﺍﻟﻁﺭﻕ ﺍﻟﻨﻤﻭﺫﺠﻴﺔ ﻟﺘﻭﻀﻴﺢ ﺃﺒﻌﺎﺩ ﺍﻟﻌﻨﺎﺼﺭ ﻭﺼﻠﺏ ﺍﻟﺘﺴﻠﻴﺢ ﺒﻁﺭﻴﻘﺔ ﺴﻬﻠﺔ ﺍﻟﻘﺭﺍﺀﺓ ‪٠‬‬ ‫ﻭﻴﺸﺘﻤل ﺍﻟﺩﻟﻴل ﻋﻠﻰ ‪ ١٨‬ﺠﺯﺀﺍ ﺒﻴﺎﻨﻬﺎ ‪:‬‬ ‫‪ – ١‬ﺍﻟﻤﻘﺩﻤﺔ ‪٠‬‬ ‫‪ – ٢‬ﺍﻟﺭﺴﻭﻤﺎﺕ ‪٠‬‬ ‫‪ – ٣‬ﺼﻠﺏ ﺍﻟﺘﺴﻠﻴﺢ ‪٠‬‬ ‫‪ – ٤‬ﻨﻤﺎﺫﺝ ﺍﻟﺘﻔﺎﺼﻴل ﺍﻹﻨﺸﺎﺌﻴﺔ ‪٠‬‬ ‫‪ – ٥‬ﺍﻟﺒﻼﻁﺎﺕ ﺍﻟﻤﺼﻤﺘﻪ ‪٠‬‬ ‫‪ – ٦‬ﺍﻟﺒﻼﻁﺎﺕ ﺫﺍﺕ ﺍﻟﻘﻭﺍﻟﺏ ﺍﻟﻤﻔﺭﻏﺔ ‪٠‬‬ ‫‪ – ٧‬ﺍﻟﺒﻼﻁﺎﺕ ﺍﻟﻤﺴﻁﺤﺔ ﺫﺍﺕ ﺍﻷﻋﺼﺎﺏ ‪٠‬‬ ‫‪ – ٨‬ﺍﻟﺒﻼﻁﺎﺕ ﺍﻟﻤﺴﺤﺔ ﺍﻟﻼﻜﻤﺭﻴﺔ ‪٠‬‬ ‫‪ – ٩‬ﺍﻟﻜﻤﺭﺍﺕ ‪٠‬‬ ‫‪ -١٠‬ﺍﻟﻜﻤﺭﺍﺕ ﺍﻟﻤﺘﻘﺎﻁﻌﺔ ‪٠‬‬ ‫‪ -١١‬ﺍﻟﻜﻭﺍﺒﻴل ﺍﻟﻘﺼﻴﺭﺓ ‪٠‬‬ ‫‪ -١٢‬ﺍﻟﻜﻤﺭﺍﺕ ﺍﻟﻌﻤﻴﻘﺔ ‪٠‬‬ ‫‪ -١٣‬ﺍﻷﻋﻤﺩﺓ ‪٠‬‬ ‫‪ -١٤‬ﺍﻟﺤﻭﺍﺌﻁ ﺍﻟﺨﺭﺴﺎﻨﻴﺔ ﺍﻟﻤﺴﻠﺤﺔ ‪٠‬‬ ‫‪ -١٥‬ﺍﻟﺴﻼﻟﻡ ﺍﻟﺨﺭﺴﺎﻨﻴﺔ ‪٠‬‬ ‫‪ -١٦‬ﺍﻷﺴﺎﺴﺎﺕ ‪٠‬‬ ‫‪ -١٧‬ﺍﻟﺨﺭﺴﺎﻨﺔ ﺴﺎﺒﻘﺔ ﺍﻟﺼﻨﻊ ‪٠‬‬ ‫‪ -١٨‬ﺍﻟﺨﺭﺴﺎﻨﺔ ﺴﺎﺒﻘﺔ ﺍﻹﺠﻬﺎﺩ ‪٠‬‬ ‫‪PDF created with pdfFactory Pro trial version www.pdffactory.com‬‬ ‫ﺍﻟﻠﺠﻨﺔ ﺍﻟﺩﺍﺌﻤﺔ ﻟﻠﻜﻭﺩ ﺍﻟﻤﺼﺭﻯ ﻟﺘﺼﻤﻴﻡ ﻭﺘﻨﻔﻴﺫ ﺍﻟﻤﻨﺸﺂﺕ ﺍﻟﺨﺭﺴﺎﻨﻴﺔ ‪٢٠٠١‬‬ ‫ﺍﻷﻋﻀﺎﺀ‬ ‫ﺍﻟﻤﺴﺘﺸﺎﺭﻭﻥ‬ ‫ﺃ‪٠‬ﺩ‪ ٠‬ﺤﺴﻥ ﻤﺤﻤﺩ ﺤﺴﻴﻥ ﺤﺴﻨﻰ ) ﺭﺌﻴﺴﹰﺎ (‬ ‫ﺃ‪٠‬ﺩ‪ ٠‬ﺇﺒﺭﺍﻫﻴﻡ ﺠﻌﻔﺭ‬ ‫ﺃ‪٠‬ﺩ‪ ٠‬ﺇﺒﺭﺍﻫﻴﻡ ﻤﺤﻔﻭﻅ‬ ‫ﺃ‪٠‬ﺩ‪ ٠‬ﺃﺤﻤﺩ ﻋﻠﻰ ﺍﻟﻌﺭﻴﺎﻥ‬ ‫ﻡ‪ ٠‬ﺤﺴﻥ ﻤﺤﻤﺩ ﻨﺎﺼﻑ‬ ‫ﺃ‪٠‬ﺩ‪ ٠‬ﻤﻨﻴﺭ ﻤﺤﻤﺩ ﻜﻤﺎل‬ ‫ﻡ‪ ٠‬ﺤﻠﻤﻰ ﺍﻟﺸﺭﻗﺎﻭﻯ‬ ‫ﺃ‪٠‬ﺩ‪ ٠‬ﺇﺒﺭﺍﻫﻴﻡ ﻗﺭﻴﺵ‬ ‫) ﻨﺎﺌﺏ ﺍﻟﺭﺌﻴﺱ (‬ ‫) ﻤﻘﺭﺭﺍ (‬ ‫ﺃ‪٠‬ﺩ‪ ٠‬ﺸﺎﻜﺭ ﺃﺤﻤﺩ ﺍﻟﺒﺤﻴﺭﻯ‬ ‫ﻡ‪٠‬‬ ‫ﻡ‪ ٠‬ﺼﻼﺡ ﺍﻟﺩﻴﻥ ﻤﺤﻤﺩ ﺤﺴﻥ‬ ‫ﺃ‪٠‬ﺩ‪ ٠‬ﺃﺤﻤﺩ ﻜﻤﺎل ﻋﺒﺩ ﺍﻟﺨﺎﻟﻕ‬ ‫ﺃ‪٠‬ﺩ‪ ٠‬ﻋﺒﺩ ﺍﻟﻜﺭﻴﻡ ﻋﻁﺎ‬ ‫ﺃ‪٠‬ﺩ‪ ٠‬ﺃﻤﻴﻤﺔ ﺃﺤﻤﺩ ﺼﻼﺡ ﺍﻟﺩﻴﻥ‬ ‫ﺃ‪٠‬ﺩ‪ ٠‬ﻋﺒﺩ ﺍﻟﻬﺎﺩﻯ ﺤﺴﻴﻥ ﺤﺴﻨﻰ‬ ‫ﺃ‪٠‬ﺩ‪ ٠‬ﺤﻤﺩﻯ ﺤﺎﻤﺩ ﺸﺎﻫﻴﻥ‬ ‫ﺃ‪٠‬ﺩ‪ ٠‬ﻜﻤﺎل ﻨﺼﻴﻑ ﻏﺎﻟﻰ‬ ‫ﺃ‪٠‬ﺩ‪ ٠‬ﻋﺒﺩ ﺍﷲ ﻋﺒﺩ ﺍﻟﻤﻁﻠﺏ ﺃﺒﻭ ﺯﻴﺩ‬ ‫ﺃ‪٠‬ﺩ‪ ٠‬ﻤﺤﻤﺩ ﺍﻟﻌﺩﻭﻯ ﻨﺎﺼﻑ‬ ‫ﺃ‪٠‬ﺩ‪ ٠‬ﻋﺒﺩ ﺍﻟﻭﻫﺎﺏ ﺃﺒﻭ ﺍﻟﻌﻴﻨﻴﻥ‬ ‫ﻡ‪ ٠‬ﻋﺒﺩ ﺍﻟﺭﺤﻤﻥ ﺍﻟﻜﺎﺸﻑ‬ ‫ﺇﺒﺭﺍﻫﻴﻡ ﻤﺤﻠﺏ‬ ‫ﺃ‪٠‬ﺩ‪ ٠‬ﺃﺸﺭﻑ ﺤﺴﻥ ﺍﻟﺯﻨﺎﺘﻰ‬ ‫ﺃ‪٠‬ﺩ‪ ٠‬ﻋﺯﺕ ﻫﺎﺸﻡ ﻤﺭﺴﻰ‬ ‫ﺃ‪٠‬ﺩ‪ ٠‬ﻤﺤﻤﺩ ﻤﺤﻤﺩ ﺍﻟﻬﺎﺸﻤﻰ‬ ‫ﺃ‪٠‬ﺩ‪ ٠‬ﻋﺒﺩ ﺍﻟﺭﺤﻤﻥ ﻤﺠﺎﻫﺩ‬ ‫ﺃ‪٠‬ﺩ‪ ٠‬ﻋﻠﻰ ﻋﺒﺩ ﺍﻟﺭﺤﻤﻥ ﻴﻭﺴﻑ‬ ‫ﺃ‪٠‬ﺩ‪ ٠‬ﻤﺤﻤﻭﺩ ﺍﻟﺴﻴﺩ ﻨﺼﺭ‬ ‫ﺃ‪٠‬ﺩ‪٠‬‬ ‫ﻓﺎﻁﻤﺔ ﺍﻟﺯﻫﺭﺍﺀ ﺍﻟﺭﻓﺎﻋﻰ‬ ‫ﺃ‪٠‬ﺩ‪ ٠‬ﻤﺤﻤﻭﺩ ﻋﺒﺩ ﺍﻟﺤﻤﻴﺩ ﺤﻠﻤﻰ‬ ‫ﺃ‪٠‬ﺩ‪٠‬‬ ‫ﻤﺤﻤﺩ ﺇﺒﺭﺍﻫﻴﻡ ﺴﻠﻴﻤﺎﻥ‬ ‫ﺃ‪٠‬ﺩ‪٠‬‬ ‫ﻤﺤﻤﺩ ﺍﻟﺴﻌﻴﺩ ﻋﻴﺴﻰ‬ ‫ﻟﻭﺍﺀ ﻡ‪ ٠‬ﻤﺤﻤﺩ ﻨﺒﻴل ﺤﻠﻤﻰ‬ ‫ﺃ‪٠‬ﺩ‪ ٠‬ﻫﺎﻨﻰ ﻤﺤﻤﺩ ﺍﻟﻬﺎﺸﻤﻰ‬ ‫ﺍﻷﻤﺎﻨﺔ ﺍﻟﻔﻨﻴﺔ‬ ‫ﺩ‪٠‬‬ ‫ﺇﻴﻬﺎﺏ ﻓﺅﺍﺩ ﺇﺒﺭﺍﻫﻴﻡ‬ ‫) ﺃﻤﺎﻨﺔ ﻓﻨﻴﺔ ( ﻡ‪ ٠‬ﻤﺤﻤﺩ ﺃﺤﻤﺩ ﺨﻔﺎﺠﺔ‬ ‫) ﺃﻤﺎﻨﺔ ﻓﻨﻴﺔ (‬ ‫‪PDF created with pdfFactory Pro trial version www.pdffactory.com‬‬ ‫ﺃﻋﻀﺎﺀ ﻟﺠﻨﺔ ﺇﻋﺩﺍﺩ ﺍﻟﺘﻔﺎﺼﻴل ﺍﻹﻨﺸﺎﺌﻴﺔ‬ ‫ﻡ‪ ٠‬ﺇﺒﺭﺍﻫﻴﻡ ﺭﺸﺩﻯ ﻤﺤﻠﺏ‬ ‫ﺃ‪٠‬ﺩ‪ ٠‬ﺃﺤﻤﺩ ﻨﺎﺠﻰ ﺼﺩﻗﻰ‬ ‫ﺃ‪٠‬ﺩ‪ ٠‬ﺤﻤﺩﻯ ﺤﺎﻤﺩ ﺸﺎﻫﻴﻥ‬ ‫ﺃ‪٠‬ﺩ‪ ٠‬ﺸﺎﻜﺭ ﺃﺤﻤﺩ ﺍﻟﺒﺤﻴﺭﻯ‬ ‫ﺃ‪٠‬ﺩ‪ ٠‬ﺼﻼﺡ ﺍﻟﺩﻴﻥ ﺤﺴﻥ‬ ‫) ﻤﻘﺭﺭﹰﺍ (‬ ‫) ﺭﺌﻴﺴﹰﺎ ( ) ﺭﺤﻤﺔ ﺍﷲ (‬ ‫ﺃ‪٠‬ﺩ‪ ٠‬ﻋﺒﺩ ﺍﷲ ﺃﺒﻭ ﺯﻴﺩ‬ ‫ﺃ‪٠‬ﺩ‪ ٠‬ﻤﺠﺩﻯ ﺭﺯﻕ ﻋﺒﺩﻩ‬ ‫ﺃ‪٠‬ﺩ‪ ٠‬ﻤﺼﻁﻔﻰ ﺍﻟﻜﻔﺭﺍﻭﻯ‬ ‫ﺃ‪٠‬ﺩ‪ ٠‬ﻤﺠﺩﻯ ﻗﺎﺴﻡ‬ ‫ﺃ‪٠‬ﺩ‪ ٠‬ﻤﺤﻰ ﺍﻟﺩﻴﻥ ﺼﻼﺡ ﺍﻟﺩﻴﻥ ﺸﻜﺭﻯ‬ ‫ﺩ‪ ٠‬ﺤﺎﺘﻡ ﻤﺼﻁﻔﻰ‬ ‫ﺍﻷﻤﺎﻨﺔ ﺍﻟﻔﻨﻴﺔ‬ ‫ﻡ‪ ٠‬ﺤﺎﺘﻡ ﺸﺎﻜﺭ ﺍﻟﺒﺤﻴﺭﻯ ) ﺃﻤﺎﻨﺔ ﻓﻨﻴﺔ (‬ ‫ﻡ‪ ٠‬ﺴﻴﺩ ﺤﺴﻴﻥ ﺴﻴﺩ‬ ‫) ﺃﻤﺎﻨﺔ ﻓﻨﻴﺔ (‬ ‫‪PDF created with pdfFactory Pro trial version www.pdffactory.com‬‬ ‫ﺩﻟﻴﻞ ﺍﻟﺘﻔــﺎﺻﻴﻞ ﺍﻹﻧﺸــﺎﺋﻴﺔ‬ ‫ﺍﻟﻜﻮﺩ ﺍﳌﺼﺮﻱ ﻟﺘﺼﻤﻴﻢ ﻭﺗﻨﻔﻴﺬ ﺍﳌﻨﺸﺂﺕ ﺍﳋﺮﺳﺎﻧﻴﺔ ‪٢٠٠١‬‬ ‫ﻓﻬﺭﺱ ﺩﻟﻴل ﺍﻟﺘﻔﺎﺼﻴل ﺍﻹﻨﺸﺎﺌﻴﺔ ﻷﻋﻤﺎل ﺍﻟﺨﺭﺴﺎﻨﺔ ﺍﻟﻤﺴﻠﺤﺔ‬ ‫ﻤﺴﻠﺴل‬ ‫ﺍﻟﻤﺤﺘﻭﻴــــﺎﺕ‬ ‫ﺍﻟﺼﻔﺤﺔ‬ ‫‪-١‬‬ ‫ﺍﻟﻤﻘﺩﻤﺔ‪……………………………………………………………………………….‬‬ ‫‪١‬‬ ‫‪-٢‬‬ ‫ﺍﻟﺭﺴﻭﻤﺎﺕ……………………………………………………………………………‬ ‫‪١‬‬ ‫‪ - ١ – ٢‬ﻤﻼﺤﻅﺎﺕ‬ ‫ﻋﺎﻤﺔ……………………………………………………………‬ ‫‪١‬‬ ‫…………………………………………………………‬ ‫‪٢‬‬ ‫‪ - ٢ – ٢‬ﺃﻨﻭﺍﻉ ﺍﻟﺭﺴﻭﻤﺎﺕ‬ ‫‪ - ١ – ٢ – ٢‬ﺭﺴﻭﻤﺎﺕ ﺍﻷﺒﻌﺎﺩ‬ ‫‪ - ٢ – ٢ – ٢‬ﺭﺴﻭﻤﺎﺕ‬ ‫ﺍﻟﺘﺴﻠﻴﺢ……………………………………………‬ ‫‪٢‬‬ ‫ﺍﻟﻤﺘﻜﺭﺭﺓ…………………………………‬ ‫‪٣‬‬ ‫‪ - ٣ – ٢ – ٢‬ﺭﺴﻭﻤﺎﺕ ﺍﻟﻨﻤﺎﺫﺝ‬ ‫‪ - ٣ – ٢‬ﺍﻟﺭﻤﻭﺯ‬ ‫ﺍﻟﺨﺭﺴﺎﻨﻴﺔ…………………………………‬ ‫ﻭﺍﻟﻤﺼﻁﻠﺤﺎﺕ……………………………………………………‬ ‫‪ - ٤ – ٢‬ﺍﻟﻤﻘﺎﺴﺎﺕ ﺍﻟﻨﻤﻭﺫﺠﻴﺔ‬ ‫ﻟﻠﺭﺴﻭﻤﺎﺕ…………………………………………‬ ‫‪ - ٥ – ٢‬ﻋﻨﻭﺍﻥ ﺍﻟﺭﺴﻡ ﻭﺠﺩﻭل ﺍﻟﺘﻌﺩﻴﻼﺕ‬ ‫ﻭﺍﻟﻤﻼﺤﻅﺎﺕ…………………………‬ ‫‪٣‬‬ ‫‪٤‬‬ ‫‪٤‬‬ ‫‪٥‬‬ ‫‪ - ٦ – ٢‬ﻤﻘﻴﺎﺱ‬ ‫ﺍﻟﺭﺴﻡ………………………………………………………………‬ ‫‪ - ٨ – ٢‬ﺍﻷﺒﻌﺎﺩ‬ ‫………………………………………‪……………………………..‬‬ ‫‪٥‬‬ ‫– ﺍﻟﻤﻨﺎﺴﻴﺏ…………………‪…………..……………………………………..‬‬ ‫‪٥‬‬ ‫ﺍﻷﻓﻘﻴﺔ…………………………………‪…………...‬‬ ‫‪٥‬‬ ‫ﺍﻟﻘﻁﺎﻋﺎﺕ……………………………………………………‬ ‫‪٥‬‬ ‫‪ - ٧ – ٢‬ﺴﻤﻙ ﺨﻁﻭﻁ‬ ‫‪٩–٢‬‬ ‫ﺍﻟﺭﺴﻡ………………………………………………………‬ ‫‪ - ١٠ – ٢‬ﻁﺭﻕ ﺭﺴﻡ ﺍﻟﻤﺴﺎﻗﻁ‬ ‫‪ - ١ – ١٠ – ٢‬ﺍﻟﻤﺴﺎﻗﻁ‬ ‫‪- ٢ – ١٠ – ٢‬‬ ‫‪- ١١ – ٢‬‬ ‫ﻭﺍﻟﻘﻁﺎﻋﺎﺕ……………………………‪………….‬‬ ‫ﺍﻟﻤﺤﺎﻭﺭ…………………………………………………………………‬ ‫‪ - ١٢ – ٢‬ﻤﺭﺍﺠﻌﺔ‬ ‫ﺍﻟﺭﺴﻭﻤﺎﺕ………………………‪……………………………..‬‬ ‫ﺸﻜل )‪ (١-٢‬ﺍﻟﺸﻜل ﺍﻟﻌﺎﻡ‬ ‫ﻟﻠﻭﺤﺔ……………………………………………………‬ ‫ﺸﻜل )‪ (٢-٢‬ﺘﻭﻀﻴﺢ ﺍﻟﻤﻨﺎﺴﻴﺏ ﻋﻠﻲ ﺍﻟﻘﻁﺎﻋﺎﺕ‬ ‫ﺸﻜل )‪ (٣-٢‬ﻁﺭﻕ ﺭﺴﻡ ﺍﻟﻤﺴﺎﻗﻁ‬ ‫ﺸﻜل )‪ (٤-٢‬ﺘﺭﻗﻴﻡ‬ ‫‪-٣‬‬ ‫‪٢‬‬ ‫ﺍﻟﺭﺃﺴﻴﺔ…………………………‬ ‫ﻭﺍﻟﻘﻁﺎﻋﺎﺕ……………………………………‬ ‫ﺍﻟﻤﺤﺎﻭﺭ…………………………………………………………‬ ‫ﺼﻠﺏ ﺍﻟﺘﺴﻠﻴﺢ‬ ‫‪ - ١ – ٣‬ﺃﻨﻭﺍﻉ ﺼﻠﺏ‬ ‫‪ - ٢ – ٣‬ﺃﻗﻁﺎﺭ‬ ‫ﺍﻟﺘﺴﻠﻴﺢ………………………………………………………‬ ‫ﺍﻷﺴﻴﺎﺥ…‪………………………………………………………...‬‬ ‫‪٥‬‬ ‫‪٥‬‬ ‫‪٦‬‬ ‫‪٦‬‬ ‫‪٩‬‬ ‫‪٩‬‬ ‫‪١٠‬‬ ‫‪١٠‬‬ ‫‪١١‬‬ ‫‪١١‬‬ ‫‪١١‬‬ ‫أ‪-‬‬‫‪PDF created with pdfFactory Pro trial version www.pdffactory.com‬‬ ‫ﺩﻟﻴﻞ ﺍﻟﺘﻔــﺎﺻﻴﻞ ﺍﻹﻧﺸــﺎﺋﻴﺔ‬ ‫ﺍﻟﻜﻮﺩ ﺍﳌﺼﺮﻱ ﻟﺘﺼﻤﻴﻢ ﻭﺗﻨﻔﻴﺬ ﺍﳌﻨﺸﺂﺕ ﺍﳋﺮﺳﺎﻧﻴﺔ ‪٢٠٠١‬‬ ‫‪ - ٣ – ٣‬ﺍﻻﻨﺤﻨﺎﺀﺍﺕ ﻭﺍﻟﺠﻨﺸﺎﺕ ﻟﺼﻠﺏ ﺍﻟﺘﺴﻠﻴﺢ‬ ‫…………………………………‬ ‫‪١٢‬‬ ‫ﻭﺍﻟﺩﻭﺭﺍﻨﺎﺕ………‬ ‫‪١٢‬‬ ‫ﺸﻜل )‪ (١ – ٣‬ﺍﻷﺒﻌﺎﺩ ﺍﻟﻘﻴﺎﺴﻴﺔ ﻷﻗﻁﺎﺭ ﺍﻻﻨﺤﻨﺎﺀﺍﺕ ﻟﻠﺠﻨﺸﺎﺕ‬ ‫‪ - ٤ – ٣‬ﺸﺒﻙ ﺍﻟﺘﺴﻠﻴﺢ‬ ‫………………………………………………………………‬ ‫‪١٣‬‬ ‫……………………………………………‬ ‫‪١٣‬‬ ‫……………………………………‬ ‫‪١٣‬‬ ‫‪ – ١ – ٤ – ٣‬ﺍﻻﺴﺘﺨﺩﺍﻡ‬ ‫ﻭﺍﻟﻤﺯﺍﻴﺎ……………………………………………‬ ‫‪ – ٢ – ٤ – ٣‬ﺍﻷﻨﻭﺍﻉ ﺍﻟﻤﺴﺘﺨﺩﻤﺔ‬ ‫ﺸﻜل )‪ (٢ – ٣‬ﺍﻷﻨﻭﺍﻉ ﺍﻟﻤﺨﺘﻠﻔﺔ ﻟﺸﺒﻙ ﺍﻟﺘﺴﻠﻴﺢ‬ ‫‪ – ٣ – ٤ – ٣‬ﺃﻗﻁﺎﺭ ﺍﻷﺴﻴﺎﺥ‬ ‫‪ – ٤ – ٤ – ٣‬ﻁﻭل ﺍﻟﺭﻜﻭﺏ‬ ‫ﺍﻟﻤﺴﺘﺨﺩﻤﺔ……………………………………‬ ‫…………………………………………………‬ ‫ﺸﻜل )‪ (٣ – ٣‬ﻁﻭل ﺍﻟﺭﻜﻭﺏ ﻭﺃﻗل ﻤﺴﺎﻓﺔ ﺒﻴﻥ ﺍﻷﺴﻴﺎﺥ‬ ‫‪ – ٥ – ٤ – ٣‬ﺍﻟﻠﺤﺎﻡ‬ ‫…………………………‬ ‫‪١٤‬‬ ‫‪١٤‬‬ ‫…………………………………………………………‬ ‫………………………………………‬ ‫‪١٤‬‬ ‫ﺒﺎﻟﺘﺭﺍﻜﺏ…………………………………‬ ‫‪١٥‬‬ ‫ﺍﻟﺘﺴﻠﻴﺢ………………………………………‬ ‫‪١٥‬‬ ‫ﺍﻟﺘﺴﻠﻴﺢ…………………………‬ ‫‪١٦‬‬ ‫ﺸﻜل )‪ (٤ – ٣‬ﺘﻔﺎﺼﻴل ﻭﺼﻼﺕ ﺍﻟﻠﺤﺎﻡ‬ ‫ﺸﻜل )‪ (٥ – ٣‬ﺘﻔﺎﺼﻴل ﻭﺼﻼﺕ ﺍﻟﻠﺤﺎﻡ ﺒﺎﺴﺘﺨﺩﺍﻡ ﺃﺴﻴﺎﺥ‬ ‫‪ - ٦ – ٣‬ﺍﻟﻐﻁﺎﺀ ﺍﻟﺨﺭﺴﺎﻨﻲ ﻟﺼﻠﺏ‬ ‫‪ – ٧ – ٣‬ﺃﻗﻁﺎﺭ ﻭﻤﺤﻴﻁ ﻭﻤﺴﺎﺤﺔ ﺃﺴﻴﺎﺥ ﺼﻠﺏ‬ ‫ﺇﻀﺎﻓﻴﺔ………………‬ ‫‪١٥‬‬ ‫ﻨﻤﺎﺫﺝ ﺍﻟﺘﻔﺎﺼﻴل ﺍﻹﻨﺸﺎﺌﻴﺔ‬ ‫‪ - ١ – ٤‬ﺍﻟﺘﻔﺎﺼﻴل ﺒﺎﺴﺘﻌﻤﺎل‬ ‫ﺍﻟﺠﺩﺍﻭل……………………………………………‬ ‫‪ - ٢ – ٤‬ﺍﻟﺘﻔﺎﺼﻴل ﺒﺎﺴﺘﺨﺩﺍﻡ ﺍﻟﺤﺎﺴﺏ‬ ‫‪٣–٤‬‬ ‫–‬ ‫ﺍﻵﻟﻲ………………………………………‬ ‫ﻗﻭﺍﺌﻡ ﺘﻔﺭﻴﺩ ﺼﻠﺏ ﺍﻟﺘﺴﻠﻴﺢ ‪Bending List‬‬ ‫‪-١-٣-٤‬ﻨﻤﺎﺫﺝ ﻭ ﺃﺸﻜﺎل ﺃﺴﻴﺎﺥ ﺼﻠﺏ‬ ‫‪-٢-٣-٤‬ﻨﻤﺎﺫﺝ ﻟﻘﻭﺍﺌﻡ ﺘﻔﺭﻴﺩ ﺼﻠﺏ‬ ‫ﺸﻜل )‪ (٢ – ٤‬ﻨﻤﻭﺫﺝ ﺘﺴﻠﻴﺢ ﺒﻼﻁﺔ‬ ‫…………………………‬ ‫ﺍﻟﺘﺴﻠﻴﺢ……………………………………‬ ‫ﺍﻟﺘﺴﻠﻴﺢ………………………………………‬ ‫ﺸﻜل )‪ (١ – ٤‬ﻨﻤﻭﺫﺝ ﺘﺴﻠﻴﺢ ﻜﻤﺭﺓ ﺒﺴﻴﻁﺔ ﻭﻜﻤﺭﺓ‬ ‫‪-٥‬‬ ‫‪١٣‬‬ ‫‪١٤‬‬ ‫‪ – ٥ – ٣‬ﺍﻟﻭﺼﻼﺕ ﺒﺎﻟﻠﺤﺎﻡ ﻟﺼﻠﺏ ﺍﻟﺘﺴﻠﻴﺢ‬ ‫‪-٤‬‬ ‫‪١٣‬‬ ‫ﻤﺴﺘﻤﺭﺓ………………………‬ ‫ﻤﺼﻤﺘﺔ……………………………………‬ ‫ﺍﻟﺒﻼﻁﺎﺕ ﺍﻟﻤﺼﻤﺘﺔ ‪Solid Slabs‬‬ ‫‪١٧‬‬ ‫‪١٧‬‬ ‫‪١٧‬‬ ‫‪١٧‬‬ ‫‪١٧‬‬ ‫‪٢١‬‬ ‫‪2٢‬‬ ‫‪٢٥‬‬ ‫‪ – ١ – ٥‬ﻋﺎﻡ‬ ‫‪٢٥‬‬ ‫‪ - ٢ – ٥‬ﺍﻟﺴﻤﻙ ﺍﻷﺩﻨﻰ‬ ‫‪-‬ب‪-‬‬ ‫‪PDF created with pdfFactory Pro trial version www.pdffactory.com‬‬ ‫ﺍﻟﻜﻮﺩ ﺍﳌﺼﺮﻱ ﻟﺘﺼﻤﻴﻢ ﻭﺗﻨﻔﻴﺬ ﺍﳌﻨﺸﺂﺕ ﺍﳋﺮﺳﺎﻧﻴﺔ ‪٢٠٠١‬‬ ‫ﺍﻟﺘﺴﻠﻴﺢ………………………………………………‬ ‫‪٢٦‬‬ ‫ﺍﻟﻤﺼﻤﺘﺔ………………………………………………‬ ‫‪٢٦‬‬ ‫ﺍﻟﻤﺼﻤﺘﺔ………………………‬ ‫‪٢٧‬‬ ‫‪ - ٣ – ٥‬ﺍﻟﺤﺩ ﺍﻷﺩﻨﻰ ﻟﻨﺴﺒﺔ‬ ‫‪ - ٤ – ٥‬ﺘﺴﻠﻴﺢ ﺍﻟﺒﻼﻁﺎﺕ‬ ‫ﺩﻟﻴﻞ ﺍﻟﺘﻔــﺎﺻﻴﻞ ﺍﻹﻧﺸــﺎﺋﻴﺔ‬ ‫‪ - ٥ – ٥‬ﺴﻤﻙ ﺍﻟﻐﻁﺎﺀ ﺍﻟﺨﺭﺴﺎﻨﻲ ﻓﻲ ﺍﻟﺒﻼﻁﺎﺕ‬ ‫………………………………………………‬ ‫‪٢٨‬‬ ‫ﺍﻟﺘﻨﻔﻴﺫﻴﺔ……………………………‬ ‫‪٢٨‬‬ ‫ﺍﻟﻭﺍﺤﺩ…………‬ ‫‪٢٩‬‬ ‫ﺍﻟﻭﺍﺤﺩ………………………………………………‬ ‫‪٣٠‬‬ ‫‪ - ٦ – ٥‬ﻤﻘﺎﻭﻤﺔ ﺍﻟﺨﺭﺴﺎﻨﺔ ﻟﻠﺤﺭﻴﻕ‬ ‫‪ - ٧ – ٥‬ﺘﻔﺎﺼﻴل ﺤﺩﻴﺩ ﺍﻟﺘﺴﻠﻴﺢ ﺒﺎﻟﺭﺴﻭﻤﺎﺕ‬ ‫ﺸﻜل )‪ (١ – ٥‬ﺘﻔﺎﺼﻴل ﺘﺴﻠﻴﺢ ﺍﻟﺒﻼﻁﺎﺕ ﺍﻟﻤﺼﻤﺘﺔ ﺫﺍﺕ ﺍﻻﺘﺠﺎﻩ‬ ‫ﺸﻜل )‪ (٢ – ٥‬ﻤﺭﺍﺩﻑ ﺘﻔﺎﺼﻴل ﺘﺴﻠﻴﺢ ﺍﻟﺒﻼﻁﺎﺕ ﺍﻟﻤﺼﻤﺘﺔ‬ ‫ﺫﺍﺕ ﺍﻻﺘﺠﺎﻩ‬ ‫ﺸﻜل )‪ (٣ – ٥‬ﺘﻔﺎﺼﻴل ﺘﺴﻠﻴﺢ ﺍﻟﺒﻼﻁﺎﺕ ﺍﻟﻤﺼﻤﺘﺔ ﺫﺍﺕ‬ ‫ﺍﻻﺘﺠﺎﻫﻴﻥ………………‬ ‫ﺸﻜل )‪ (٤ – ٥‬ﻤﺭﺍﺩﻑ ﺘﻔﺎﺼﻴل ﺘﺴﻠﻴﺢ ﺍﻟﺒﻼﻁﺎﺕ ﺍﻟﻤﺼﻤﺘﺔ‬ ‫ﺫﺍﺕ‬ ‫ﺍﻻﺘﺠﺎﻫﻴﻥ……………………………………………………‬ ‫‪٣٢‬‬ ‫ﺍﻟﻤﺼﻤﺘﺔ………………………‬ ‫‪٣٢‬‬ ‫ﺸﻜل )‪ (٥ – ٥‬ﺘﻔﺎﺼﻴل ﺘﺴﻠﻴﺢ ﺃﺭﻜﺎﻥ ﺍﻟﺒﻼﻁﺎﺕ‬ ‫‪-٦‬‬ ‫ﺍﻟﺒﻼﻁﺎﺕ ﺫﺍﺕ ﺍﻟﻘﻭﺍﻟﺏ ﺍﻟﻤﻔﺭﻏﺔ ) ﺍﻟﻬﻭﺭﺩﻯ ( ‪Hollow Block Slabs‬‬ ‫‪ – ١ – ٦‬ﻋﺎﻡ‬ ‫………………………………………………………………………‬ ‫‪ – ٢ – ٦‬ﺍﻟﺤﺩ ﺍﻷﺩﻨﻰ ﻟﻨﺴﺒﺔ ﺍﻟﺘﺴﻠﻴﺢ‬ ‫………………………………………………‬ ‫‪ – ٢ – ٢ – ٦‬ﺍﻟﺒﻼﻁﺎﺕ ﺫﺍﺕ ﺍﻷﻋﺼﺎﺏ ﻓﻲ‬ ‫‪٣٤‬‬ ‫………………‬ ‫ﺍﻻﺘﺠﺎﻫﻴﻥ……………………‬ ‫‪٣٤‬‬ ‫ﺸﻜل )‪ (١ – ٦‬ﺘﻔﺎﺼﻴل ﺘﺴﻠﻴــﺢ ﺍﻟﺒﻼﻁﺎﺕ ﺫﺍﺕ ﺍﻟﻘﻭﺍﻟﺏ ﺍﻟﻤﻔﺭﻏﺔ ﺍﻟﺘﻲ ﺘﺭﺘﻜﺯ‬ ‫ﻋﻠﻰ ﻜﻤﺭﺍﺕ ﺴﺎﻗﻁﺔ ﺒﺎﺴﺘﺨﺩﺍﻡ ﺃﺴﻴﺎﺥ‬ ‫ﻤﺴﺘﻘﻴﻤﺔ…………………‬ ‫ﺸﻜل )‪ (٢ – ٦‬ﺘﻔﺎﺼﻴل ﺘﺴﻠﻴﺢ ﺍﻟﺒﻼﻁﺎﺕ ﺫﺍﺕ ﺍﻟﻘﻭﺍﻟﺏ ﺍﻟﻤﻔﺭﻏﺔ ﺍﻟﺘﻲ ﺘﺭﺘﻜﺯ ﻋﻠﻰ‬ ‫ﻜﻤﺭﺍﺕ ﺴﺎﻗﻁﺔ ﺒﺎﺴﺘﺨﺩﺍﻡ ﺃﺴﻴﺎﺥ‬ ‫‪٣٤‬‬ ‫‪٣٤‬‬ ‫‪ – ١ – ٢ – ٦‬ﺍﻟﺒﻼﻁﺎﺕ ﺫﺍﺕ ﺍﻷﻋﺼﺎﺏ ﻓﻲ ﺍﻻﺘﺠﺎﻩ ﺍﻟﻭﺍﺤﺩ‬ ‫ﻤﻜﺴﺤﺔ…………………………‬ ‫ﺸﻜل )‪ (٣ – ٦‬ﺘﻔﺎﺼﻴل ﺘﺴﻠﻴــﺢ ﺍﻟﺒﻼﻁﺎﺕ ﺫﺍﺕ ﺍﻟﻘﻭﺍﻟﺏ ﺍﻟﻤﻔﺭﻏﺔ ﺍﻟﺘﻲ ﺘﺭﺘﻜﺯ‬ ‫ﻋﻠﻰ ﻜﻤﺭﺍﺕ ﻤﺩﻓﻭﻨﺔ ﺒﺎﺴﺘﺨﺩﺍﻡ ﺃﺴﻴﺎﺥ‬ ‫ﻤﺴﺘﻘﻴﻤﺔ…………………‬ ‫ﺸﻜل )‪ (٤ – ٦‬ﺘﻔﺎﺼﻴل ﺘﺴﻠﻴﺢ ﺍﻟﺒﻼﻁـﺎﺕ ﺫﺍﺕ ﺍﻷﻋـﺼﺎﺏ ﻓـﻲ ﺍﻻﺘﺠـﺎﻫﻴﻥ‬ ‫ﺍﻟﻤﺭﺘﻜﺯﺓ ﻋﻠﻰ ﻜﻤﺭﺍﺕ ﻤﺩﻓﻭﻨﺔ ) ﺒﻼﻁﺎﺕ ﻤﺴﻁﺤﺔ‬ ‫‪-٧‬‬ ‫‪٣١‬‬ ‫(…………‬ ‫‪٣٥‬‬ ‫‪٣٦‬‬ ‫‪٣٧‬‬ ‫‪٣٨‬‬ ‫ﺍﻟﺒﻼﻁﺎﺕ ﺍﻟﻤﺴﻁﺤﺔ ﺫﺍﺕ ﺍﻷﻋﺼﺎﺏ ‪Waffle Slabs‬‬ ‫‪ – ١ – ٧‬ﻋﺎﻡ‬ ‫………………………………………………………………………‬ ‫‪٣٩‬‬ ‫ت‪-‬‬‫‪PDF created with pdfFactory Pro trial version www.pdffactory.com‬‬ ‫ﺩﻟﻴﻞ ﺍﻟﺘﻔــﺎﺻﻴﻞ ﺍﻹﻧﺸــﺎﺋﻴﺔ‬ ‫ﺍﻟﻜﻮﺩ ﺍﳌﺼﺮﻱ ﻟﺘﺼﻤﻴﻢ ﻭﺗﻨﻔﻴﺬ ﺍﳌﻨﺸﺂﺕ ﺍﳋﺮﺳﺎﻧﻴﺔ ‪٢٠٠١‬‬ ‫ﺸﻜل )‪ (١ – ٧‬ﺘﻔﺎﺼﻴل ﺘﺴﻠﻴﺢ ﺍﻟﺒﻼﻁﺎﺕ ﺍﻟﻤﺴﻁﺤﺔ ﺫﺍﺕ‬ ‫ﺍﻷﻋﺼﺎﺏ…………‬ ‫‪٤٠‬‬ ‫ﺸﻜل )‪ (٢ – ٧‬ﺘﻔﺎﺼﻴل ﺘﺴﻠﻴﺢ ﺍﻟﺒﻼﻁﺎﺕ ﺍﻟﻤﺴﻁﺤﺔ ﺫﺍﺕ ﺍﻷﻋﺼﺎﺏ ﺍﻟﻤﺭﺘﻜـﺯﺓ‬ ‫ﻋﻠﻰ ﻜﻤﺭﺍﺕ ﻤﺩﻓﻭﻨﺔ‬ ‫‪-٨‬‬ ‫………………………………………………………‬ ‫ﺍﻟﺒﻼﻁﺎﺕ ﺍﻟﻤﺴﻁﺤﺔ ﺍﻟﻼﻜﻤﺭﻴﺔ ‪Flat Slabs‬‬ ‫‪ – ١ – ٨‬ﻋﺎﻡ‬ ‫………………………………………………………………………‬ ‫‪ - ٢ – ٨‬ﺍﻷﺒﻌﺎﺩ‬ ‫ﺍﻟﺩﻨﻴﺎ………………………………………………………………‬ ‫‪ -١ – ٢ – ٨‬ﺃﺩﻨﻰ ﺃﺒﻌﺎﺩ‬ ‫ﻟﻠﺒﻼﻁﺎﺕ…………………………………………‬ ‫‪ -٢ – ٢ – ٨‬ﺃﺩﻨﻰ ﺃﺒﻌﺎﺩ‬ ‫ﻟﻸﻋﻤﺩﺓ……………………………………………‬ ‫‪ -٣ – ٢ – ٨‬ﺃﺩﻨﻰ ﺃﺒﻌﺎﺩ ﻟﺘﻴﺠﺎﻥ‬ ‫ﺍﻷﻋﻤﺩﺓ……………………………………‬ ‫‪ -٤ – ٢ – ٨‬ﺃﺩﻨﻲ ﺃﺒﻌﺎﺩ ﻟﺒﺎﻜﻴﺔ ﺍﻟﺴﻘﻭﻁ‬ ‫……………………………………‬ ‫ﺸﻜل )‪ (١ – ٨‬ﺍﻷﺒﻌﺎﺩ ﺍﻟﺩﻨﻴﺎ ﺒﺎﻟﺒﻼﻁﺎﺕ ﺍﻟﻤﺴﻁﺤﺔ‬ ‫ﺍﻟﻼﻜﻤﺭﻴﺔ……………………‬ ‫ﺸﻜل )‪ (٢ – ٨‬ﺘﻔﺎﺼﻴل ﺘﺴﻠﻴﺢ ﺍﻟﺒﻼﻁﺎﺕ ﺍﻟﻤﺴﻁﺤﺔ‬ ‫ﺍﻟﻼﻜﻤﺭﻴﺔ……………………‬ ‫ﺸﻜل )‪ (٣ – ٨‬ﺘﻔﺎﺼﻴل ﺘﺴﻠﻴﺢ ﻤﺭﺍﺩﻑ ﻟﻠﺒﻼﻁﺎﺕ ﺍﻟﻤﺴﻁﺤﺔ‬ ‫ﺍﻟﻼﻜﻤﺭﻴﺔ…………‬ ‫ﺸﻜل )‪ (٤ – ٨‬ﺘﻔﺎﺼﻴل ﺘﺴﻠﻴﺢ ﺘﻴﺠﺎﻥ ﺃﻋﻤﺩﺓ ﺍﻟﺒﻼﻁﺎﺕ ﺍﻟﻤﺴﻁﺤﺔ‬ ‫ﺸﻜل )‪ (٥ – ٨‬ﺃﻤﺎﻜﻥ ﻭﺃﺒﻌﺎﺩ ﺍﻟﻔﺘﺤﺎﺕ ﺍﻟﻤﺴﻤﻭﺤﺔ ﻓﻲ ﺍﻟﺒﻼﻁﺎﺕ‬ ‫‪٣–٩‬‬ ‫…………………………………………………‬ ‫ﺍﻟﻌﺭﺽ ﺍﻟﻔﻌﺎل ﻟﺸﻔﺔ ﺍﻟﻘﻁﺎﻋﺎﺕ ﻋﻠﻰ ﺸﻜل ﺤﺭﻑ )‪ ( T‬ﺃﻭ )‪L‬‬ ‫‪ – ٤ – ٩‬ﺍﺸﺘﺭﺍﻁﺎﺕ ﺃﺩﻨﻰ ﻨﺴﺒﺔ‬ ‫‪٤٣‬‬ ‫‪٤٤‬‬ ‫‪٤٥‬‬ ‫‪٤٨‬‬ ‫‪٤٩‬‬ ‫‪٤٩‬‬ ‫ﺘﺴﻠﻴﺢ……………………………………………‬ ‫‪٥٠‬‬ ‫ﺸﻜل )‪ (٢ – ٩‬ﺘﻔﺎﺼﻴل ﺘﺴﻠﻴﺢ ﺍﻟﻜﻤﺭﺍﺕ ﺍﻟﺒﺴﻴﻁﺔ ﺍﻟﻤﻘﺎﻭﻤﺔ‬ ‫ﻭﺠﺎﻨﺒﻴﺔ…………………………………………‬ ‫ﺸﻜل )‪ (٣ – ٩‬ﺘﻔﺎﺼﻴل ﺘﺴﻠﻴﺢ ﺍﻟﻜﻤﺭﺍﺕ ﺍﻟﺒﺴﻴﻁﺔ ﺫﺍﺕ ﺍﻟﻜﻭﺍﺒﻴل‬ ‫ﺍﻟﻤﻘﺎﻭﻤﺔ ﻷﺤﻤﺎل‬ ‫‪٤٣‬‬ ‫(……‬ ‫ﻓﻘﻁ…………………………………………………………‬ ‫ﻷﺤﻤﺎل ﺭﺃﺴﻴﺔ‬ ‫‪٤٢‬‬ ‫‪٤٩‬‬ ‫ﺸﻜل )‪ (١ – ٩‬ﺘﻔﺎﺼﻴل ﺘﺴﻠﻴﺢ ﺍﻟﻜﻤﺭﺍﺕ ﺍﻟﺒﺴﻴﻁﺔ ﺍﻟﻤﻘﺎﻭﻤﺔ ﻷﺤﻤﺎل‬ ‫ﺭﺃﺴﻴﺔ‬ ‫‪٤٢‬‬ ‫ﺍﻟﻤﺴﻁﺤﺔ………‬ ‫– ﻋﺎﻡ…………………………………………………………………………‬ ‫–‬ ‫‪٤٢‬‬ ‫‪٤٧‬‬ ‫ﺍﻟﻜﻤﺭﺍﺕ ‪Beams‬‬ ‫‪ – ٢ – ٩‬ﺍﺸﺘﺭﺍﻁﺎﺕ ﺤﺩﻭﺩ ﺍﻟﻌﻤﻕ‬ ‫‪٤٢‬‬ ‫ﺍﻟﻼﻜﻤﺭﻴﺔ……‬ ‫ﺍﻟﺯﻻﺯل………………………………………………………………‬ ‫‪١–٩‬‬ ‫‪٤٢‬‬ ‫‪٤٦‬‬ ‫ﺸﻜل )‪ (٦ – ٨‬ﺘﺭﺘﻴﺏ ﺍﻟﺘﺴﻠﻴﺢ ﻓﻲ ﺍﻟﺒﻼﻁـﺎﺕ ﺍﻟﻼﻜﻤﺭﻴـﺔ ﺍﻟﻤﻘﺎﻭﻤـﺔ ﻷﺤﻤـﺎل‬ ‫‪-٩‬‬ ‫‪٤١‬‬ ‫ﺭﺃﺴﻴﺔ…………………………………………‬ ‫‪٥١‬‬ ‫‪٥٢‬‬ ‫‪٥٣‬‬ ‫ث‪-‬‬‫‪PDF created with pdfFactory Pro trial version www.pdffactory.com‬‬ ‫ﺩﻟﻴﻞ ﺍﻟﺘﻔــﺎﺻﻴﻞ ﺍﻹﻧﺸــﺎﺋﻴﺔ‬ ‫ﺍﻟﻜﻮﺩ ﺍﳌﺼﺮﻱ ﻟﺘﺼﻤﻴﻢ ﻭﺗﻨﻔﻴﺬ ﺍﳌﻨﺸﺂﺕ ﺍﳋﺮﺳﺎﻧﻴﺔ ‪٢٠٠١‬‬ ‫ﺸﻜل )‪ (٤ – ٩‬ﺘﻔﺎﺼﻴل ﺘﺴﻠﻴﺢ ﺍﻟﻜﻤﺭﺍﺕ ﺍﻟﺒﺴﻴﻁﺔ ﺫﺍﺕ ﺍﻟﻜﻭﺍﺒﻴل ﺍﻟﻤﻘﺎﻭﻤﺔ ﻷﺤﻤﺎل‬ ‫ﺭﺃﺴﻴﺔ ﻭﺠﺎﻨﺒﻴﺔ‬ ‫………………………………………………………‬ ‫‪٥٤‬‬ ‫ﺸﻜل )‪ (٥ – ٩‬ﺘﻔﺎﺼﻴل ﺘﺴﻠﻴﺢ ﺍﻟﻜﻤﺭﺍﺕ ﺍﻟﻤﺴﺘﻤﺭﺓ ﺫﺍﺕ ﺍﻟﺒﺤﻭﺭ ﻭﺍﻷﺤﻤﺎل ﺍﻟﺘـﻲ‬ ‫ﻻ ﻴﺯﻴﺩ ﺍﻟﻔﺭﻕ ﺒﻴﻨﻬﺎ ﻋﻥ ‪% ٢٠‬‬ ‫ﻓﻘﻁ(……………………………………‬ ‫)ﺍﻟﻤﻘﺎﻭﻤﺔ ﻷﺤﻤﺎل ﺭﺃﺴﻴﺔ‬ ‫‪٥٥‬‬ ‫ﺸﻜل )‪ (٦ – ٩‬ﺘﻔﺎﺼﻴل ﺘﺴﻠﻴﺢ ﺍﻟﻜﻤﺭﺍﺕ ﺍﻟﻤﺴﺘﻤﺭﺓ ﺫﺍﺕ ﺍﻟﺒﺤﻭﺭ ﻭﺍﻷﺤﻤﺎل ﺍﻟﺘـﻲ‬ ‫ﻻ ﻴﺯﻴﺩ ﺍﻟﻔﺭﻕ ﺒﻴﻨﻬﺎ ﻋﻥ ‪% ٢٠‬‬ ‫) ﺍﻟﻤﻘﺎﻭﻤﺔ ﻷﺤﻤﺎل ﺭﺃﺴﻴﺔ‬ ‫‪-١٠‬‬ ‫ﻭﺠﺎﻨﺒﻴﺔ(……………………………‬ ‫ﺍﻟﻜﻤﺭﺍﺕ ﺍﻟﻤﺘﻘﺎﻁﻌﺔ ‪Panelled Beams‬‬ ‫‪ – ١ – ١٠‬ﻋﺎﻡ‬ ‫………………………………………………………………………‬ ‫ﺸﻜل )‪ (١ – ١٠‬ﻤﺴﻘﻁ ﺃﻓﻘﻲ ﻟﻠﻜﻤﺭﺍﺕ ﺍﻟﻤﺘﻘﺎﻁﻌﺔ‬ ‫ﺍﻟﺒﺴﻴﻁﺔ………………………‬ ‫ﺸﻜل )‪ (٢ – ١٠‬ﻤﺴﻘﻁ ﺃﻓﻘﻲ ﻟﻠﻜﻤﺭﺍﺕ ﺍﻟﻤﺘﻘﺎﻁﻌﺔ ﺍﻟﻤﺴﺘﻤﺭﺓ ﻤﻥ ﺠﻬﺔ‬ ‫ﺸﻜل )‪ (٣ – ١٠‬ﻤﺴﻘﻁ ﺃﻓﻘﻲ ﻟﻠﻜﻤﺭﺍﺕ ﺍﻟﻤﺘﻘﺎﻁﻌﺔ ﺍﻟﻤﺴﺘﻤﺭﺓ ﻤﻥ‬ ‫ﺠﻬﺘﻴﻥ…………‬ ‫ﺸﻜل )‪ (٤ – ١٠‬ﺘﻔﺎﺼﻴل ﺘﺴﻠﻴﺢ ﺍﻟﻜﻤﺭﺍﺕ ﺍﻟﻤﺘﻘﺎﻁﻌﺔ ﺒﺴﻴﻁﺔ ﺍﻻﺭﺘﻜﺎﺯ‬ ‫ﺸﻜل )‪ (٥ – ١٠‬ﺘﻔﺎﺼﻴل ﺘﺴﻠﻴﺢ ﺍﻟﻜﻤﺭﺍﺕ ﺍﻟﻤﺘﻘﺎﻁﻌﺔ ﺍﻟﻤﺴﺘﻤﺭﺓ‬ ‫‪-١١‬‬ ‫…………‬ ‫…………………‬ ‫ﺍﻟﻜﻭﺍﺒﻴل ﺍﻟﻘﺼﻴﺭﺓ ‪Short Cantilevers‬‬ ‫‪- ١ – ١١‬‬ ‫ﻋﺎﻡ………………………………………………………………………‬ ‫ﺸﻜل )‪ (١ – ١١‬ﺍﻟﻜﻭﺍﺒﻴل ﺍﻟﻘﺼﻴﺭﺓ‬ ‫‪٥٩‬‬ ‫‪٦٠‬‬ ‫‪٦١‬‬ ‫‪٦٢‬‬ ‫‪٦٣‬‬ ‫………………………………‬ ‫‪٦٣‬‬ ‫ﺍﻟﺭﺌﻴﺴﻲ……………………‬ ‫‪٦٤‬‬ ‫‪ - ٤ – ١١‬ﺍﻟﺘﺴﻠﻴﺢ ﺍﻟﺭﺃﺴﻲ )‪ (Ast‬ﻭﺍﻟﻌﻤﻭﺩﻱ ﻋﻠﻰ ﺍﻟﺘﺴﻠﻴﺢ‬ ‫ﺸﻜل )‪ (٢ - ١١‬ﻤﺭﺍﺩﻑ ﺘﻔﺎﺼﻴل ﺘﺴﻠﻴﺢ ﺍﻟﻜﻭﺍﺒﻴل‬ ‫ﺍﻟﺭﺌﻴﺴﻲ…………‬ ‫ﺍﻟﻘﺼﻴﺭﺓ……………………‬ ‫ﺍﻟﻜﻤﺭﺍﺕ ﺍﻟﻌﻤﻴﻘﺔ ‪Deep Beams‬‬ ‫ﻋﺎﻡ………………………………………………………………………‬ ‫‪ -٢-١٢‬ﺫﺭﺍﻉ ﺍﻟﻌﺯﻡ ‪Lever arm‬‬ ‫‪٥٨‬‬ ‫…………………………………………………‬ ‫‪ - ٣ – ١١‬ﺍﻟﺘﺴﻠﻴﺢ ﺍﻷﻓﻘﻲ )‪ (Ah‬ﻭﺍﻟﻤﻭﺍﺯﻯ ﻟﻠﺘﺴﻠﻴﺢ‬ ‫‪-١-١٢‬‬ ‫‪٥٧‬‬ ‫‪٦٣‬‬ ‫‪ - ٢ – ١١‬ﺍﻟﺘﺴﻠﻴﺢ ﺍﻟﺭﺌﻴﺴﻲ ﻓﻲ ﺍﻟﻜﻭﺍﺒﻴل ﺍﻟﻘﺼﻴﺭﺓ‬ ‫‪-١٢‬‬ ‫ﻭﺍﺤﺩﺓ……‬ ‫‪٥٦‬‬ ‫………………………………………………‬ ‫‪ -٣-١٢‬ﺍﻟﻨﺴﺒﺔ ﺍﻟﺩﻨﻴﺎ ﻟﻠﺘﺴﻠﻴﺢ ﺍﻟﺭﺌﻴﺴﻲ‬ ‫…………………………………………‬ ‫‪٦٤‬‬ ‫‪٦٥‬‬ ‫‪٦٦‬‬ ‫‪٦٦‬‬ ‫‪٦٦‬‬ ‫ج‪-‬‬‫‪PDF created with pdfFactory Pro trial version www.pdffactory.com‬‬ ‫ﺩﻟﻴﻞ ﺍﻟﺘﻔــﺎﺻﻴﻞ ﺍﻹﻧﺸــﺎﺋﻴﺔ‬ ‫ﺍﻟﻜﻮﺩ ﺍﳌﺼﺮﻱ ﻟﺘﺼﻤﻴﻢ ﻭﺗﻨﻔﻴﺬ ﺍﳌﻨﺸﺂﺕ ﺍﳋﺮﺳﺎﻧﻴﺔ ‪٢٠٠١‬‬ ‫ﺸﻜل ﺸﻜل ) ‪ (١ – ١٢‬ﺘﻔﺎﺼﻴل ﺘﺴﻠﻴﺢ ﻜﻤﺭﺍﺕ ﻋﻤﻴﻘﺔ ﺒﺴﻴﻁﺔ ﺍﻻﺭﺘﻜﺎﺯ ﺘﺤـﺕ ﺘـﺄﺜﻴﺭ‬ ‫ﺤﻤل ﻤﻨﺘﻅﻡ ﻤﻥ‬ ‫ﺃﻋﻼ……………………………………………‬ ‫ﺸﻜل ) ‪ (٢ – ١٢‬ﺘﻔﺎﺼﻴل ﺘﺴﻠﻴﺢ ﻜﻤﺭﺍﺕ ﻋﻤﻴﻘﺔ ﺒﺴﻴﻁﺔ ﺍﻻﺭﺘﻜﺎﺯ ﺘﺤـﺕ ﺘـﺄﺜﻴﺭ‬ ‫ﺤﻤل ﻤﻨﺘﻅﻡ ﻤﻌﻠﻕ ﻤﻥ‬ ‫ﺃﺴﻔل………………………………………‬ ‫‪٦٧‬‬ ‫‪٦٨‬‬ ‫ﺸﻜل ) ‪ (٣ – ١٢‬ﺘﻔﺎﺼﻴل ﺘﺴﻠﻴﺢ ﻜﻤﺭﺍﺕ ﻋﻤﻴﻘﺔ ﺒﺴﻴﻁﺔ ﺍﻻﺭﺘﻜﺎﺯ ﺘﺤـﺕ ﺘـﺄﺜﻴﺭ‬ ‫ﺤﻤل ﻤﺭﻜﺯ ﻓﻲ ﻤﻨﺘﺼﻑ‬ ‫ﺍﻟﺒﺤﺭ…………………………………‬ ‫ﺸﻜل ) ‪ (٤ – ١٢‬ﺘﻔﺎﺼﻴل ﺘﺴﻠﻴﺢ ﻜﻤﺭﺍﺕ ﻋﻤﻴﻘﺔ ﺒﻜﺎﺒﻭﻟﻲ ﺘﺤـﺕ ﺘـﺄﺜﻴﺭ ﺤﻤـل‬ ‫ﻤﺭﻜﺯ ﻋﻨﺩ ﻨﻬﺎﻴﺔ‬ ‫ﺍﻟﻜﺎﺒﻭﻟﻲ………………………………………‬ ‫ﺸﻜل )‪ (٥ – ١٢‬ﺘﻔﺎﺼﻴل ﺘﺴﻠﻴﺢ ﻜﻤﺭﺍﺕ ﻋﻤﻴﻘﺔ ﻤﺴﺘﻤﺭﺓ ﺘﺤﺕ ﺘﺄﺜﻴﺭ‬ ‫ﺤﻤل ﻤﻨﺘﻅﻡ ﻤﻥ ﺃﻋﻼ‬ ‫…………………………………………‬ ‫‪٦٩‬‬ ‫‪٧٠‬‬ ‫‪٧١‬‬ ‫ﺸﻜل )‪ (٦ – ١٢‬ﺘﻔﺎﺼﻴل ﺘﺴﻠﻴﺢ ﻜﻤﺭﺍﺕ ﻋﻤﻴﻘﺔ ﻤﺴﺘﻤﺭﺓ ﺘﺤﺕ ﺘﺄﺜﻴﺭ ﺤﻤل ﻤﻨﺘﻅﻡ‬ ‫ﻤﻌﻠﻕ ﻤﻥ ﺃﺴﻔل‬ ‫‪-١٣‬‬ ‫……………………………………………………‬ ‫ﺍﻷﻋﻤﺩﺓ ‪Columns‬‬ ‫‪-١-١٣‬‬ ‫ﻋﺎﻡ…………………………………………………………………………‬ ‫‪٧٣‬‬ ‫………………………………………………‬ ‫‪٧٣‬‬ ‫‪ -٢-١٣‬ﺍﺸﺘﺭﺍﻁﺎﺕ ﺘﺴﻠﻴﺢ ﺍﻷﻋﻤﺩﺓ‬ ‫‪ -١-٢-١٣‬ﺍﻟﺘﺴﻠﻴﺢ ﺍﻟﻁﻭﻟﻲ‬ ‫‪ -٢-٢-١٣‬ﻜﺎﻨﺎﺕ ﺍﻷﻋﻤﺩﺓ‬ ‫ﺒﺎﻷﻋﻤﺩﺓ………………………………………‬ ‫‪٧٣‬‬ ‫…………………………………………………‬ ‫‪٧٤‬‬ ‫……………………………………‬ ‫‪٧٤‬‬ ‫‪ –٣-١٣‬ﺴﻤﻙ ﺍﻟﻐﻁﺎﺀ ﺍﻟﺨﺭﺴﺎﻨﻲ ﻓﻲ ﺍﻷﻋﻤﺩﺓ‬ ‫‪-٤-١٣‬ﺃﻋﻤﺩﺓ ﺇﻁﺎﺭﺍﺕ ﺍﻟﺨﺭﺴﺎﻨﺔ ﺍﻟﻤﺴﻠﺤﺔ ﺍﻟﻤﻘﺎﻭﻤﺔ‬ ‫ﻟﻠﺯﻻﺯل……………………‬ ‫ﺸﻜل )‪ (١ – ١٣‬ﺘﻔﺎﺼﻴل ﻭﺼﻼﺕ ﺤﺩﻴﺩ ﺍﻟﺘﺴﻠﻴﺢ ﺒﺎﻷﻋﻤﺩﺓ ﺍﻟﻤﻘﺎﻭﻤﺔ‬ ‫ﺸﻜل )‪ (٢ – ١٣‬ﺘﻔﺎﺼﻴل ﻭﺼﻼﺕ ﺍﻷﻋﻤﺩﺓ ﻋﻨﺩ ﺘﻐﻴﺭ ﺍﻟﻘﻁﺎﻉ‬ ‫ﻟﻠﺯﻻﺯل…‬ ‫‪٧٥‬‬ ‫‪٧٦‬‬ ‫…………………‬ ‫‪٧٧‬‬ ‫………………‬ ‫‪٧٨‬‬ ‫ﺸﻜل )‪ (٣ – ١٣‬ﺘﻔﺎﺼﻴل ﺘﺴﻠﻴﺢ ﺍﻟﻘﻁﺎﻋﺎﺕ ﺍﻟﻨﻤﻭﺫﺠﻴﺔ ﻟﻸﻋﻤﺩﺓ‬ ‫ﺸﻜل )‪ (٤ – ١٣‬ﺘﻔﺎﺼﻴل ﺘﺴﻠﻴﺢ ﻭﺼﻠﺔ ﻋﻤﻭﺩ ﻭﻜﻤﺭﺓ ﺇﻁﺎﺭ ﺒﺯﺍﻭﻴﺔ‬ ‫ﺸﻜل )‪ (٥ – ١٣‬ﺘﻔﺎﺼﻴل ﺘﺴﻠﻴﺢ ﻭﺼﻠﺔ ﻋﻤﻭﺩ ﻭﻜﻤﺭﺓ ﺇﻁﺎﺭ ﺒﺯﺍﻭﻴﺔ‬ ‫ﻤﻨﻔﺭﺠﺔ……‬ ‫ﻗﺎﺌﻤﺔ………‬ ‫ﺸﻜل )‪ (٦ – ١٣‬ﺘﻔﺎﺼﻴل ﻭﺼﻠﺔ ﺍﻟﺘﺴﻠﻴﺢ ﺍﻟﺴﻔﻠﻲ ﻟﻜﻤﺭﺓ ﺇﻁﺎﺭ ﺒﺯﺍﻭﻴﺔ‬ ‫‪-١٤‬‬ ‫‪٧٢‬‬ ‫ﻤﻨﻔﺭﺠﺔ…‬ ‫‪٧٩‬‬ ‫‪٨٠‬‬ ‫‪٨١‬‬ ‫ﺍﻟﺤﻭﺍﺌﻁ ﺍﻟﺨﺭﺴﺎﻨﻴﺔ ﺍﻟﻤﺴﻠﺤﺔ ‪Reinforced Concrete Walls‬‬ ‫‪١ – ١٤‬‬ ‫– ﻋﺎﻡ………………………………………………………………………‬ ‫‪٨٢‬‬ ‫ح‪-‬‬‫‪PDF created with pdfFactory Pro trial version www.pdffactory.com‬‬ ‫ﺩﻟﻴﻞ ﺍﻟﺘﻔــﺎﺻﻴﻞ ﺍﻹﻧﺸــﺎﺋﻴﺔ‬ ‫ﺍﻟﻜﻮﺩ ﺍﳌﺼﺮﻱ ﻟﺘﺼﻤﻴﻢ ﻭﺗﻨﻔﻴﺬ ﺍﳌﻨﺸﺂﺕ ﺍﳋﺮﺳﺎﻧﻴﺔ ‪٢٠٠١‬‬ ‫‪ – ٢ – ١٤‬ﺍﻟﻨﺴﺏ ﺍﻟﺩﻨﻴﺎ ﻟﻠﺘﺴﻠﻴﺢ ﺍﻟﺭﺃﺴﻲ ﻟﻠﺤﻭﺍﺌﻁ‬ ‫‪ – ٣ – ١٤‬ﺍﻟﻨﺴﺏ ﺍﻟﺩﻨﻴﺎ ﻟﻠﺘﺴﻠﻴﺢ ﺍﻷﻓﻘﻲ ﻟﻠﺤﻭﺍﺌﻁ‬ ‫‪ – ٤ – ١٤‬ﺍﻟﺤﻭﺍﺌﻁ ﺍﻟﺨﺭﺴﺎﻨﻴﺔ ﻓﻲ ﺤﻜﻡ ﻏﻴﺭ‬ ‫ﺍﻟﻤﺴﻠﺤﺔ……………………‬ ‫‪٨٢‬‬ ‫ﺍﻟﻤﺴﻠﺤﺔ………………………‬ ‫‪٨٢‬‬ ‫ﺍﻟﻤﺴﻠﺤﺔ…………………………‬ ‫ﺸﻜل )‪ (١ – ١٤‬ﺘﻭﺯﻴﻊ ﺍﻟﺘﺴﻠﻴﺢ ﺍﻷﻓﻘﻲ ﻭﺍﻟﺭﺃﺴﻲ‬ ‫ﺒﺎﻟﺤﺎﺌﻁ………………………‬ ‫‪٨٤‬‬ ‫ﺍﻟﻤﺒﻨﻰ……………‬ ‫‪٨٤‬‬ ‫ﺍﻟﻌﻠﻭﻴﺔ………‬ ‫‪٨٥‬‬ ‫ﺸﻜل )‪ (٢ – ١٤‬ﻨﻤﻭﺫﺝ ﺘﻔﺎﺼﻴل ﺍﻟﺘﺴﻠﻴﺢ ﺍﻟﺭﺃﺴﻲ ﺒﻴﻥ ﺃﺩﻭﺍﺭ‬ ‫ﺸﻜل )‪ (٣ – ١٤‬ﻨﻤﻭﺫﺝ ﺘﻔﺎﺼﻴل ﺍﺘﺼﺎل ﺍﻟﺤﻭﺍﺌﻁ ﺒﺴﻘﻑ ﺍﻷﺩﻭﺍﺭ‬ ‫ﺸﻜل )‪ (٤ – ١٤‬ﻨﻤﻭﺫﺝ ﺘﻔﺎﺼﻴل ﺍﻟﺘﺴﻠﻴﺢ ﻓﻰ ﺍﻟﺤﻭﺍﺌﻁ ﻋﻨﺩ ﻭﺠﻭﺩ ﺘﻐﻴﺭ‬ ‫ﻓﻲ ﺴﻤﻙ ﺍﻟﺤﺎﺌﻁ‬ ‫‪٨٣‬‬ ‫………………………………………………‬ ‫‪٨٥‬‬ ‫ﺍﻟﺴﻘﻑ………‬ ‫‪٨٦‬‬ ‫ﺸﻜل )‪ (٥ – ١٤‬ﻨﻤﻭﺫﺝ ﺘﻔﺎﺼﻴل ﺍﻻﺘﺼﺎل ﺒﻴﻥ ﺍﻟﺤﻭﺍﺌﻁ ﻭﺒﻼﻁﺔ‬ ‫ﺸﻜل )‪ (٦ – ١٤‬ﻨﻤﺎﺫﺝ ﺘﻔﺎﺼﻴل ﺍﺘﺼﺎل ﺤﺎﺌﻁﻴﻥ‬ ‫ﻤﺘﻌﺎﻤﺩﻴﻥ………………………‬ ‫‪٨٦‬‬ ‫ﺸﻜل )‪ (٧ – ١٤‬ﺘﻔﺎﺼﻴل ﺍﻟﺘﺴﻠﻴﺢ ﺍﻹﻀﺎﻓﻲ ﻋﻨﺩ ﺃﻤﺎﻜﻥ ﺍﻷﺤﻤﺎل‬ ‫……………………………………………‬ ‫‪٨٧‬‬ ‫ﺍﻟﻤﺭﻜﺯﺓ ﻓﻲ ﺍﻟﺤﻭﺍﺌﻁ‬ ‫ﺍﻟﺩﻋﺎﻤﺎﺕ…………………………‬ ‫‪٨٨‬‬ ‫ﻤﺴﺘﻁﻴﻠﺔ……………………………………………‬ ‫‪٨٩‬‬ ‫ﺸﻜل )‪ (٨ – ١٤‬ﺘﻔﺎﺼﻴل ﺘﺴﻠﻴﺢ ﺍﻟﺤﻭﺍﺌﻁ ﺫﺍﺕ‬ ‫ﺸﻜل )‪ (٩ – ١٤‬ﺘﻔﺎﺼﻴل ﺍﻟﺘﺴﻠﻴﺢ ﺍﻹﻀﺎﻓﻲ ﻋﻨﺩ ﺃﻁﺭﺍﻑ ﺍﻟﺤﻭﺍﺌﻁ‬ ‫ﻭﺤﻭل ﻓﺘﺤﺔ‬ ‫ﺸﻜل )‪ (١٠ – ١٤‬ﺘﻔﺎﺼﻴل ﺍﻟﺘﺴﻠﻴﺢ ﺍﻹﻀﺎﻓﻲ ﻋﻨﺩ ﺃﻁﺭﺍﻑ ﺍﻟﺤﻭﺍﺌﻁ‬ ‫ﻭﺤﻭل ﻓﺘﺤﺔ‬ ‫‪-١٥‬‬ ‫‪-١٦‬‬ ‫ﺩﺍﺌﺭﻴﺔ……………………………………………‬ ‫ﺍﻟﺴﻼﻟﻡ ﺍﻟﺨﺭﺴﺎﻨﻴﺔ ‪R.C. Stairs‬‬ ‫‪١ – ١٥‬‬ ‫– ﻋﺎﻡ………………………………………………………………………‬ ‫(………………‬ ‫ﺸﻜل )‪١٥‬‬ ‫–‬ ‫‪ (١‬ﺘﻔﺎﺼﻴل ﺘﺴﻠﻴﺢ ﺍﻟﺴﻠﻡ ﻤﻥ ﻨﻭﻉ ) ‪Slab Type‬‬ ‫ﺸﻜل )‪١٥‬‬ ‫–‬ ‫‪ (٢‬ﺘﻔﺎﺼﻴل ﺘﺴﻠﻴﺢ ﺍﻟﺴﻠﻡ ﻤﻥ ﻨﻭﻉ ) ‪Cantilever Type‬‬ ‫(………‬ ‫ﺍﻷﺴﺎﺴﺎﺕ ‪Foundations‬‬ ‫‪ – ١ – ١٦‬ﻋﺎﻡ‬ ‫‪٩٠‬‬ ‫‪٩١‬‬ ‫‪٩٢‬‬ ‫‪٩٣‬‬ ‫………………………………………………………………………‬ ‫‪٩٤‬‬ ‫……………………………………………………‬ ‫‪٩٤‬‬ ‫‪ – ٢ – ١٦‬ﺍﻷﺴﺎﺴﺎﺕ ﺍﻟﻤﻨﻔﺼﻠﺔ‬ ‫……………………………………………‬ ‫‪٩٤‬‬ ‫ﺍﻟﺠﺩﺍﻭل………………………………………………‬ ‫‪٩٤‬‬ ‫‪ – ١ – ٢ – ١٦‬ﺍﻟﻁﺭﻴﻘﺔ ﺍﻟﺘﻘﻠﻴﺩﻴﺔ‬ ‫‪ – ٢ – ٢ – ١٦‬ﻁﺭﻴﻘﺔ‬ ‫‪ – ٣ – ١٦‬ﺘﻭﺯﻴﻊ ﺼﻠﺏ ﺍﻟﺘﺴﻠﻴﺢ ﻓﻲ ﺍﻟﻘﻭﺍﻋﺩ‬ ‫ﺍﻟﻤﺴﺘﻁﻴﻠﺔ…………………………‬ ‫‪٩٥‬‬ ‫خ‪-‬‬‫‪PDF created with pdfFactory Pro trial version www.pdffactory.com‬‬ ‫ﺍﻟﻜﻮﺩ ﺍﳌﺼﺮﻱ ﻟﺘﺼﻤﻴﻢ ﻭﺗﻨﻔﻴﺬ ﺍﳌﻨﺸﺂﺕ ﺍﳋﺮﺳﺎﻧﻴﺔ ‪٢٠٠١‬‬ ‫‪ – ٤ – ١٦‬ﺍﻷﺴﺎﺴﺎﺕ‬ ‫ﺩﻟﻴﻞ ﺍﻟﺘﻔــﺎﺻﻴﻞ ﺍﻹﻧﺸــﺎﺋﻴﺔ‬ ‫ﺍﻟﺨﺎﺯﻭﻗﻴﺔ……………………………………………………‬ ‫‪٩٥‬‬ ‫ﺍﻟﻤﺴﺘﻁﻴﻠﺔ……………………‬ ‫‪٩٥‬‬ ‫ﻤﻨﻔﺼﻠﺔ……………………………………‬ ‫‪٩٧‬‬ ‫(…………………‬ ‫‪٩٩‬‬ ‫ﺸﻜل )‪ (١ – ١٦‬ﺘﻭﺯﻴﻊ ﺼﻠﺏ ﺍﻟﺘﺴﻠﻴﺢ ﻓﻲ ﺍﻟﻘﻭﺍﻋﺩ‬ ‫ﺸﻜل )‪ (٢ – ١٦‬ﺘﻔﺎﺼﻴل ﺘﺴﻠﻴﺢ ﻗﺎﻋﺩﺓ‬ ‫ﺸﻜل )‪ (٣ – ١٦‬ﺘﻔﺎﺼﻴل ﺘﺴﻠﻴﺢ ﻗﺎﻋﺩﺓ‬ ‫ﻤﺸﺘﺭﻜﺔ…………………………………‬ ‫ﺸﻜل )‪ (٤ – ١٦‬ﺘﻔﺎﺼﻴل ﺘﺴﻠﻴﺢ ﻗﺎﻋﺩﺓ ﻤﺸﺘﺭﻜﺔ ) ﻋﻤﻭﺩ ﺠﺎﺭ‬ ‫ﺸﻜل )‪ (٥ – ١٦‬ﺘﻔﺎﺼﻴل ﺘﺴﻠﻴﺢ ﻗﺎﻋﺩﺓ ﺠﺎﺭ ﺒﺎﺴﺘﺨﺩﺍﻡ ﻜﻤﺭﻩ‬ ‫ﺭﺍﺒــﻁﺔ )‪strap beam (١‬‬ ‫…………………………………‬ ‫‪٩٨‬‬ ‫‪١٠٠‬‬ ‫ﺸﻜل )‪ (٦ – ١٦‬ﺘﻔﺎﺼﻴل ﺘﺴﻠﻴﺢ ﻗﺎﻋﺩﺓ ﺠﺎﺭ ﺒﺎﺴﺘﺨﺩﺍﻡ ﻜﻤﺭﻩ ﺭﺍﺒـــﻁﺔ‬ ‫)‪strap beam (٢‬‬ ‫………………………………………………‬ ‫ﺸﻜل )‪ (٧ – ١٦‬ﻤﺴﻘﻁ ﺃﻓﻘﻲ ﻟﺘﻭﺯﻴــﻊ ﺍﻟﺨﻭﺍﺯﻴﻕ ﺒﺎﻷﺴﺎﺴﺎﺕ‬ ‫ﺸﻜل )‪ (٨ – ١٦‬ﺘﻔﺎﺼﻴل ﺘﺴﻠﻴﺢ ﻗﺎﻋﺩﺓ ﻓﻭﻕ ﺨﺎﺯﻭﻕ ﻭﺍﺤﺩ‬ ‫ﺸﻜل )‪ (٩ – ١٦‬ﺘﻔﺎﺼﻴل ﺘﺴﻠﻴﺢ ﻗﺎﻋﺩﺓ ﻓﻭﻕ‬ ‫ﺸﻜل )‪ (١١ – ١٦‬ﺘﻔﺎﺼﻴل ﺘﺴﻠﻴﺢ ﻗﺎﻋﺩﺓ ﻓﻭﻕ ‪٤‬‬ ‫‪-١٧‬‬ ‫ﺍﻟﺨﺎﺯﻭﻗﻴﺔ……‬ ‫‪١٠٢‬‬ ‫……………………‬ ‫‪١٠٣‬‬ ‫ﺨﺎﺯﻭﻗﻴﻥ…………………………‬ ‫ﺸﻜل )‪ (١٠ – ١٦‬ﺘﻔﺎﺼﻴل ﺘﺴﻠﻴﺢ ﻗﺎﻋﺩﺓ ﻓﻭﻕ ‪٣‬‬ ‫ﺨﻭﺍﺯﻴﻕ………………………‬ ‫ﺨﻭﺍﺯﻴﻕ………………………‬ ‫ﺍﻟﺨﺭﺴﺎﻨﺔ ﺴﺎﺒﻘﺔ ﺍﻟﺼﻨﻊ ‪Precast Concrete‬‬ ‫‪ - ١ – ١٧‬ﻋﺎﻡ‬ ‫………………………………………………………………………‬ ‫‪ - ٢ – ١٧‬ﺍﺸﺘﺭﺍﻁﺎﺕ ﺨﺎﺼﺔ ﺒﺘﺴﻠﻴﺢ ﺍﻟﻌﻨﺎﺼﺭ ﺴﺎﺒﻘﺔ‬ ‫‪١٠٤‬‬ ‫‪١٠٥‬‬ ‫‪١٠٦‬‬ ‫‪١٠٧‬‬ ‫ﺍﻟﺼﻨﻊ……………………‬ ‫‪١٠٨‬‬ ‫ﺴﻘﻑ…………………‬ ‫‪١٠٩‬‬ ‫ﺸﻜل ) ‪ ( ١-١٧‬ﺘﻔﺎﺼﻴل ﺍﺘﺼﺎل ﺤﺎﺌﻁ ﺩﺍﺨﻠﻲ ﻤﻊ ﺒﻼﻁﺔ‬ ‫ﺸﻜل ) ‪ ( ٢-١٧‬ﺘﻔﺎﺼﻴل ﺍﺘﺼﺎل ﺤﺎﺌﻁ ﺨﺎﺭﺠﻲ ﻤﻊ ﺒﻼﻁﺔ ﺴﻘﻑ‬ ‫ﺸﻜل ) ‪ ( ٣-١٧‬ﺘﻔﺼﻴﻠﻪ ﻨﻤﻭﺫﺠﻴﺔ ﻟﻭﺼﻠﻪ ﺒﻴﻥ‬ ‫‪١٠١‬‬ ‫………………‬ ‫‪١١٠‬‬ ‫ﺤﺎﺌﻁﻴﻥ…………………………‬ ‫‪١١١‬‬ ‫ﻤﺴﺘﻤﺭ……………‬ ‫‪١١٢‬‬ ‫…………………………‬ ‫‪١١٣‬‬ ‫ﺸﻜل ) ‪ ( ٤-١٧‬ﺘﻔﺼﻴﻠﻪ ﻨﻤﻭﺫﺠﻴﺔ ﻻﺘﺼﺎل ﻜﻤﺭﻩ ﻤﻊ ﻋﻤﻭﺩ‬ ‫ﺸﻜل ) ‪ ( ٥-١٧‬ﻁﻭل ﺍﻻﺭﺘﻜﺎﺯ ﻟﻌﻨﺼﺭ ﺴﺎﺒﻕ ﺍﻟﺼﻨﻊ‬ ‫د‪-‬‬‫‪PDF created with pdfFactory Pro trial version www.pdffactory.com‬‬ ‫ﺍﻟﻜﻮﺩ ﺍﳌﺼﺮﻱ ﻟﺘﺼﻤﻴﻢ ﻭﺗﻨﻔﻴﺬ ﺍﳌﻨﺸﺂﺕ ﺍﳋﺮﺳﺎﻧﻴﺔ ‪٢٠٠١‬‬ ‫‪-١٨‬‬ ‫ﺍﻟﺨﺭﺴﺎﻨﺔ ﺴﺎﺒﻘﺔ ﺍﻹﺠﻬﺎﺩ‬ ‫‪١ – ١٨‬‬ ‫ﺩﻟﻴﻞ ﺍﻟﺘﻔــﺎﺻﻴﻞ ﺍﻹﻧﺸــﺎﺋﻴﺔ‬ ‫‪Prestressed Concrete‬‬ ‫– ﻋﺎﻡ………………………………………………………………………‬ ‫‪١١٤‬‬ ‫ﻟﻠﺨﺭﺴﺎﻨﺔ……………………………‬ ‫‪١١٤‬‬ ‫‪ – ١ – ١ – ١٨‬ﺃﻨﻅﻤﺔ ﺴﺒﻕ ﺍﻹﺠﻬﺎﺩ‬ ‫‪ – ٢ – ١٨‬ﻤﻭﺍﺩ ﺍﻟﺨﺭﺴﺎﻨﺔ ﺴﺎﺒﻘﺔ‬ ‫‪ – ١ – ٢ – ١٨‬ﺍﻟﺨﺭﺴﺎﻨﺔ‬ ‫‪ – ٢ – ٢ – ١٨‬ﺼﻠﺏ‬ ‫ﺍﻹﺠﻬﺎﺩ…………………………………………‬ ‫…………………………………………………‬ ‫ﺍﻟﺘﺴﻠﻴﺢ………………………………………………‬ ‫‪ – ٣ – ٢ – ١٨‬ﺃﻨﻭﺍﻉ ﺍﻟﻜﺎﺒﻼﺕ‬ ‫‪…………………………… Tendons‬‬ ‫‪ – ٤ – ٢ – ١٨‬ﺍﻟﻤﻜﻤﻼﺕ ﻭﺍﻹﻜﺴﺴﻭﺍﺭﺍﺕ‬ ‫‪…………… Accessories‬‬ ‫‪ – ١ – ٤ – ٢ – ١٨‬ﺍﻟﻁﺭﻑ ﺍﻟﺤﻲ ) ﻨﻬﺎﻴﺔ ﺤﻴﺔ (‬ ‫‪……………………… (Live) Stressing Anchor‬‬ ‫‪ - ٢ – ٤ – ٢ – ١٨‬ﺍﻟﻁﺭﻑ ﺍﻟﻤﻴﺕ‬ ‫‪ – ٣ – ٤ – ٢ – ١٨‬ﺍﻷﺠﺭﺒﺔ‬ ‫‪……………… Dead Anchor‬‬ ‫‪………………… Sheathing Ducts‬‬ ‫‪ – ٤ – ٤ – ٢ – ١٨‬ﺇﻜﺴﺴﻭﺍﺭﺍﺕ )ﻤﻜﻤﻼﺕ(‬ ‫ﺍﻟﺤﻘﻥ………………………‬ ‫‪ – ٥ – ٤ – ٢ – ١٨‬ﻭﺼﻼﺕ ﺍﻟﺠﺩﺍﺌل‬ ‫‪…………… Tendon Splices‬‬ ‫‪ – ٦ – ٤ – ٢ – ١٨‬ﺍﺯﺩﻭﺍﺠﻴﺔ ﺍﻟﺠﺩﺍﺌل‬ ‫‪………… Tendon Coupler‬‬ ‫‪ – ٣ – ١٨‬ﺍﻟﺭﺴﻭﻤﺎﺕ‬ ‫‪ – ٤ – ١٨‬ﺍﻟﺘﻨﻔﻴﺫ‬ ‫‪…………………………………………… Drawings‬‬ ‫……………………………………………………………………‬ ‫‪ – ١ – ٤ – ١٨‬ﻗﺭﺍﺀﺓ ﺍﻟﺭﺴﻭﻤﺎﺕ‬ ‫…………………………………………‬ ‫‪ – ٢ – ٤ – ١٨‬ﺍﻟﺭﺹ ﻭﺍﻟﺘﺭﻜﻴﺏ‬ ‫…………………………………………‬ ‫ﺸﻜل ) ‪ ( ١-١٨‬ﺃﻨﻭﺍﻉ ﺍﻷﺴﻼﻙ‬ ‫ﺸﻜل ) ‪ ( ٢-١٨‬ﻗﻀﺒﺎﻥ‬ ‫ﻭﺍﻟﺠﺩﺍﺌل………………………………………‬ ‫ﺍﻟﻜﺎﺒﻼﺕ…………………………………………………‬ ‫ﺸﻜل ) ‪ ( ٣-١٨‬ﺘﻔﺼﻴﻠﺔ ﻨﻤﻭﺫﺠﻴﺔ ﻻﻨﻜﺭ ﻤﺘﻌﺩﺩ ﺍﻟﻤﺴﺘﻭﻴﺎﺕ‬ ‫……………………‬ ‫ﺸﻜل ) ‪ ( ٤-١٨‬ﺘﻔﺼﻴﻠﺔ ﻷﻨﻜﺭ ﺠﻬﺔ ﺍﻟﺸﺩ ) ﻏﻴﺭ ﻤﺭﺘﺒﻁ ﺒﺎﻟﺨﺭﺴﺎﻨﺔ (‬ ‫–‬ ‫ﻜﺎﺒل ﺃﺤﺎﺩﻯ‬ ‫ﺍﻟﺠﺩﻴﻠﺔ…………………………………………‬ ‫ﺸﻜل ) ‪ ( ٥-١٨‬ﺘﻔﺼﻴﻠﺔ ﺃﻨﻜﺭ ﻟﺠﻬﺔ ﻤﻴﺘﺔ ) ﻻ ﻴﺘﻡ ﺍﻟﺸﺩ ﻤﻨﻬﺎ‬ ‫ﺸﻜل ) ‪ ( ٦-١٨‬ﺘﻭﺼﻴل ﻜﺎﺒل ﺃﺤﺎﺩﻯ ﺍﻟﺠﺩﻴﻠﺔ )‬ ‫‪M‬‬ ‫(‬ ‫(………………‬ ‫……………………‬ ‫ﺸﻜل ) ‪ ( ٧-١٨‬ﺘﻔﺼﻴﻠﺔ ﺘﻭﺼﻴل ﻜﺎﺒل ﻤﺘﻌﺩﺩ ﺍﻟﺠﺩﺍﺌل‬ ‫ﻋﻨﺩ ﻓﺎﺼل‬ ‫ﺇﻨﺸﺎﺌﻲ…………………………………………‬ ‫ﺸﻜل ) ‪ ( ٨-١٨‬ﺘﻔﺼﻴﻠﺔ ﻷﻨﻜﺭ ﺘﻭﺼﻴل ﻤﺘﻌﺩﺩ‬ ‫ﺍﻟﻤﺴﺘﻭﻴﺎﺕ……………………‬ ‫‪١١٤‬‬ ‫‪١١٤‬‬ ‫‪١١٥‬‬ ‫‪١١٥‬‬ ‫‪١١٥‬‬ ‫‪١١٥‬‬ ‫‪١١٥‬‬ ‫‪١١٦‬‬ ‫‪١١٦‬‬ ‫‪١١٦‬‬ ‫‪١١٦‬‬ ‫‪١١٦‬‬ ‫‪١١٧‬‬ ‫‪١١٧‬‬ ‫‪١١٧‬‬ ‫‪١١٨‬‬ ‫‪١١٨‬‬ ‫‪١١٩‬‬ ‫‪١٢٠‬‬ ‫‪١٢١‬‬ ‫‪١٢٢‬‬ ‫‪١٢٣‬‬ ‫‪١٢٤‬‬ ‫ذ‪-‬‬‫‪PDF created with pdfFactory Pro trial version www.pdffactory.com‬‬ ‫ﺩﻟﻴﻞ ﺍﻟﺘﻔــﺎﺻﻴﻞ ﺍﻹﻧﺸــﺎﺋﻴﺔ‬ ‫ﺍﻟﻜﻮﺩ ﺍﳌﺼﺮﻱ ﻟﺘﺼﻤﻴﻢ ﻭﺗﻨﻔﻴﺬ ﺍﳌﻨﺸﺂﺕ ﺍﳋﺮﺳﺎﻧﻴﺔ ‪٢٠٠١‬‬ ‫ﺸﻜل ) ‪ ( ٩-١٨‬ﺘﻔﺼﻴﻠﺔ ﺘﺭﺘﻴﺏ ﺩﺨﻭل ﺍﻟﻜﺎﺒﻼﺕ ﻋﻨﺩ ﻤﻨﻁﻘﺔ‬ ‫ﺍﻟﺸﺩ ﺃﻭ ﺍﻟﻤﻨﻁﻘﺔ ﺍﻟﻤﻴﺘﺔ‬ ‫)ﺍﻟﺘﺴﻠﻴﺢ(……………………………‬ ‫ﺸﻜل ) ‪ ( ١٠-١٨‬ﺘﻔﺼﻴﻠﺔ ﺘﺭﺘﻴﺏ ﺩﺨﻭل ﺍﻟﻜﺎﺒﻼﺕ ﻋﻨﺩ ﻤﻨﻁﻘﺔ‬ ‫ﺍﻟﺸﺩ ﺃﻭ ﺍﻟﻤﻨﻁﻘﺔ‬ ‫‪١٢٥‬‬ ‫ﺍﻟﻤﻴﺘﺔ………………………………………‬ ‫‪١٢٥‬‬ ‫ﺒﺎﻟﻜﻤﺭﺍﺕ………………‬ ‫‪١٢٦‬‬ ‫(…………………‬ ‫‪١٢٦‬‬ ‫ﺸﻜل ) ‪ ( ١١-١٨‬ﺘﻔﺼﻴﻠﺔ ﻨﻤﻭﺫﺠﻴﺔ ﻟﻨﻬﺎﻴﺎﺕ ﺍﻟﻜﺎﺒﻼﺕ‬ ‫ﺸﻜل ) ‪ ( ١٢-١٨‬ﺘﻔﺼﻴﻠﺔ ﻟﺘﺴﻠﻴﺢ ﺍﻟﺒﻠﻭﻙ ﺍﻟﻨﻬﺎﺌﻲ ) ﺍﻟﻁﺭﻓﻲ‬ ‫ﺸﻜل ) ‪ ( ١٣-١٨‬ﻨﻤﻭﺫﺝ ﻜﻤﺭﻩ ﺒﺴﻴﻁﺔ ﺴﺎﺒﻘﺔ ﺍﻟﺼﺏ ﺴﺎﺒﻘﺔ‬ ‫ﺍﻹﺠﻬﺎﺩ…………‬ ‫‪١٢٧‬‬ ‫ﺸﻜل ) ‪ ( ١٤-١٨‬ﻨﻤﻭﺫﺝ ﻟﻜﺎﺒﻼﺕ ﻜﻤﺭﻩ ﻤﺴﺘﻤﺭﺓ ﺴﺎﺒﻘﺔ ﺍﻹﺠﻬﺎﺩ‬ ‫ﺒﻘﻁﺎﻉ ﺼﻨﺩﻭﻗﻲ‬ ‫……………………………………………‬ ‫‪١٢٨‬‬ ‫ﺼﻨﺩﻭﻗﻲ……………………………‬ ‫‪١٢٩‬‬ ‫ﺸﻜل ) ‪ ( ١٥-١٨‬ﺃﻤﺎﻜﻥ ﺍﻟﻜﺎﺒﻼﺕ ﺍﻟﻤﺨﺘﻠﻔﺔ ﺒﻜﻤﺭﻩ ﻤﺴﺘﻤﺭﺓ‬ ‫ﺴﺎﺒﻘﺔ ﺍﻹﺠﻬﺎﺩ ﺒﻘﻁﺎﻉ‬ ‫ﺸﻜل ) ‪ ( ١٦-١٨‬ﻨﻤﻭﺫﺝ ﺍﻟﺘﺴﻠﻴﺢ ﺍﻟﻁﻭﻟﻲ ﻟﻜﻤﺭﻩ ﻤﺴﺘﻤﺭﺓ ﺴﺎﺒﻘﺔ‬ ‫ﺍﻹﺠﻬﺎﺩ ﺒﻘﻁﺎﻉ‬ ‫ﺼﻨﺩﻭﻗﻲ……………………………………‬ ‫ﺸﻜل ) ‪ ( ١٧-١٨‬ﺘﻔﺼﻴﻠﺔ ﻨﻤﻭﺫﺠﻴﺔ ﻟﻜﺎﻨﺎﺕ ﺤﻔﻅ ﺃﻤﺎﻜﻥ‬ ‫ﺍﻟﻜﺎﺒﻼﺕ……………‬ ‫‪١٣٠‬‬ ‫‪١٣١‬‬ ‫ﺸﻜل ) ‪ ( ١٨-١٨‬ﺘﻔﺼﻴﻠﺔ ﻨﻤﻭﺫﺠﻴﺔ ﻟﺘﻭﺯﻴﻊ ﺍﻟﻜﺎﺒﻼﺕ ﺩﺍﺨل‬ ‫ﺍﻟﻘﻁﺎﻋﺎﺕ‬ ‫ﺍﻟﻤﺨﺘﻠﻔﺔ…………………………………………‬ ‫ﺸﻜل ) ‪ ( ١٩-١٨‬ﻗﻁﺎﻋﺎﺕ ﻨﻤﻭﺫﺠﻴﺔ ﻟﻠﻜﻤﺭﻩ‬ ‫…………………………………‬ ‫‪١٣١‬‬ ‫‪١٣٢‬‬ ‫ﺸﻜل ) ‪ ( ٢٠-١٨‬ﻗﻁﺎﻋﺎﺕ ﻨﻤﻭﺫﺠﻴﺔ ﻟﺘﺴﻠﻴﺢ ﻜﻤﺭﻩ ﺴﺎﺒﻘﺔ ﺍﻹﺠﻬﺎﺩ‬ ‫……………………………………………‬ ‫‪١٣٣‬‬ ‫………………………………………………‬ ‫‪١٣٤‬‬ ‫ﺒﻘﻁﺎﻉ ﺼﻨﺩﻭﻗﻲ‬ ‫ﺸﻜل ) ‪ ( ٢١-١٨‬ﺘﻔﺼﻴﻠﺔ ﻨﻤﻭﺫﺠﻴﺔ ﻟﻠﺩﻴﺎﻓﺭﺍﻡ ﺍﻟﻁﺭﻓﻲ ﻟﻜﻤﺭﻩ‬ ‫ﺴﺎﺒﻘﺔ ﺍﻹﺠﻬﺎﺩ‬ ‫ﺸﻜل ) ‪ ( ٢٢-١٨‬ﻤﺴﻘﻁ ﺃﻓﻘﻲ ﻟﻠﺘﺴﻠﻴﺢ ﺍﻟﻌﻠﻭﻱ ﺍﻟﺜﺎﻨﻭﻱ ﻟﻠﺒﻼﻁﺔ‬ ‫ﺍﻟﻌﻠﻭﻴﺔ ﺒﻘﻁﺎﻉ ﺼﻨﺩﻭﻗﻲ‬ ‫……………………………………‬ ‫ﺒﺒﻼﻁﺔ………………‬ ‫ﺸﻜل ) ‪ ( ٢٣-١٨‬ﺘﻔﺼﻴﻠﺔ ﻨﻤﻭﺫﺠﻴﺔ ﻟﻜﺎﺒل ﺴﺎﺒﻕ ﺍﻹﺠﻬﺎﺩ‬ ‫‪١٣٥‬‬ ‫‪١٣٦‬‬ ‫ﺸﻜل ) ‪ ( ٢٤-١٨‬ﻤﺴﻘﻁ ﺃﻓﻘﻲ ﻟﻠﺘﺴﻠﻴﺢ )ﻨﻤﻭﺫﺝ ﺘﻭﺯﻴﻊ ﺍﻟﻜﺎﺒﻼﺕ‬ ‫ﺒﺒﻼﻁﺔ ﺴﺎﺒﻘﺔ‬ ‫ﺍﻹﺠﻬﺎﺩ(………………………………………‬ ‫ﺸﻜل ) ‪ ( ٢٥-١٨‬ﻨﻤﻭﺫﺝ ﺍﻟﺘﺴﻠﻴﺢ ﺍﻟﺭﺌﻴﺴﻲ ﻟﺒﻼﻁﺔ ﺴﺎﺒﻘﺔ‬ ‫ﺸﻜل ) ‪ ( ٢٦-١٨‬ﻨﻤﻭﺫﺝ ﺍﻟﺘﺴﻠﻴﺢ ﺍﻟﺜﺎﻨﻭﻱ ﻟﺒﻼﻁﺔ ﺴﺎﺒﻘﺔ‬ ‫ﺍﻹﺠﻬﺎﺩ……………‬ ‫ﺍﻹﺠﻬﺎﺩ……………‬ ‫‪١٣٧‬‬ ‫‪١٣٨‬‬ ‫‪١٣٩‬‬ ‫ر‪-‬‬‫‪PDF created with pdfFactory Pro trial version www.pdffactory.com‬‬ ‫ﺩﻟﻴﻞ ﺍﻟﺘﻔــﺎﺻﻴﻞ ﺍﻹﻧﺸــﺎﺋﻴﺔ‬ ‫ﺍﻟﻜﻮﺩ ﺍﳌﺼﺮﻱ ﻟﺘﺼﻤﻴﻢ ﻭﺗﻨﻔﻴﺬ ﺍﳌﻨﺸﺂﺕ ﺍﳋﺮﺳﺎﻧﻴﺔ ‪٢٠٠١‬‬ ‫‪ – ١‬ﺍﻟﻤﻘﺩﻤﺔ ‪:‬‬ ‫ﺍﻟﻐﺭﺽ ﻤﻥ ﻫﺫﺍ ﺍﻟﺩﻟﻴل ﻫﻭ ﺇﻋﻁﺎﺀ ﻨﻤﺎﺫﺝ ﻟﻼﺴﺘﺭﺸﺎﺩ ﺒﻬﺎ ﻟﻠﻘﺎﺌﻤﻴﻥ ﻋﻠـﻰ ﻋﻤـل ﺍﻟﺘﻔﺎﺼـﻴل‬ ‫ﺍﻹﻨﺸﺎﺌﻴﺔ ﻷﻋﻤﺎل ﺍﻟﺨﺭﺴﺎﻨﺔ ﻭﻜﺫﻟﻙ ﺒﻌﺽ ﺍﻟﻁﺭﻕ ﺍﻟﻨﻤﻭﺫﺠﻴﺔ ﻟﺘﻭﻀﻴﺢ ﺃﺒﻌﺎﺩ ﺍﻟﻌﻨﺎﺼﺭ ﻭﺼﻠﺏ ﺍﻟﺘﺴﻠﻴﺢ‬ ‫ﺒﻁﺭﻴﻘﺔ ﺴﻬﻠﺔ ﺍﻟﻘﺭﺍﺀﺓ ﺒﻐﺭﺽ ﺍﻻﻁﻤﺌﻨﺎﻥ ﺇﻟﻰ ﺃﻥ ﺃﻋﻤﺎل ﺍﻟﺘﻨﻔﻴﺫ ﺘﺘﻡ ﺒﺩﻭﻥ ﺍﺤﺘﻤﺎﻻﺕ ﻭﻗـﻭﻉ ﺃﺨﻁـﺎﺀ‬ ‫ﺒﺴﺒﺏ ﻨﻘﺹ ﺃﻭ ﻋﺩﻡ ﻜﻔﺎﻴﺔ ﺍﻟﺒﻴﺎﻨﺎﺕ ﻭﺍﻟﺘﻔﺎﺼﻴل ﺍﻟﻤﻭﺠـﻭﺩﺓ ﺒﺎﻟﺭﺴـﻭﻤﺎﺕ ﺍﻟﺘﻨﻔﻴﺫﻴـﺔ ‪ ٠‬ﻭﺍﻟﻤﻬﻨـﺩﺱ‬ ‫ﺍﻹﻨﺸﺎﺌﻲ ﺍﻟﻤﺼﻤﻡ ﻟﻠﻤﺸﺭﻭﻉ ﻤﺴﺌﻭل ﻋﻥ ﺇﻋﻁﺎﺀ ﺍﻟﺒﻴﺎﻨﺎﺕ ﺍﻟﻜﺎﻓﻴﺔ ﻟﻠﻘﺎﺌﻤﻴﻥ ﻋﻠﻰ ﺇﻋﺩﺍﺩ ﻫﺫﻩ ﺍﻟﺭﺴﻭﻤﺎﺕ‬ ‫ﺒﻁﺭﻴﻘﺔ ﻭﺍﻀﺤﺔ ﻭﻤﺘﻜﺎﻤﻠﺔ – ﻜﻤﺎ ﻴﻠﺯﻡ ﻤﺸﺎﺭﻜﺔ ﻤﻬﻨﺩﺴﻴﻥ ﻓﻲ ﺒﻌﺽ ﺍﻟﺘﺨﺼـﺼﺎﺕ ﺍﻷﺨـﺭﻯ ﻤﺜـل‬ ‫ﺍﻟﻤﻴﻜﺎﻨﻴﻜﺎ ﻭﺍﻟﻜﻬﺭﺒﺎﺀ ﻭﺍﻟﺼﺤﻲ ‪ ٠٠٠٠‬ﺍﻟﺦ ﻓﻲ ﺤﺎﻟﺔ ﺍﻟﻤﺸﺭﻭﻋﺎﺕ ﺍﻟﺘﻲ ﻴﻭﺠﺩ ﺒﻬﺎ ﻤﻌﺩﺍﺕ ﺃﻭ ﺃﺠﻬـﺯﺓ‬ ‫ﺘﺤﺘﺎﺝ ﺇﻟﻰ ﻗﻭﺍﻋﺩ ﺃﻭ ﺠﻭﺍﻴﻁ ﺃﻭ ﻓﺘﺤﺎﺕ ﻓﻲ ﺍﻷﺴﻘﻑ ﻭﺍﻟﺤﻭﺍﺌﻁ ﺃﻭ ﺃﺠﺯﺍﺀ ﻤﺩﻓﻭﻨﺔ ﻓﻰ ﺍﻟﺨﺭﺴﺎﻨﺔ ﻤﻤـﺎ‬ ‫ﻴﺴﺘﻠﺯﻡ ﺇﻀﺎﻓﺔ ﺘﻔﺎﺼﻴل ﻟﻬﺎ ﻋﻠﻰ ﺭﺴﻭﻤﺎﺕ ﺍﻷﺒﻌﺎﺩ ﺍﻟﺨﺭﺴﺎﻨﻴﺔ ﻭﺃﺨﺫﻫﺎ ﻓـﻰ ﺍﻻﻋﺘﺒـﺎﺭ ﻋﻨـﺩ ﻋﻤـل‬ ‫ﺘﻔﺎﺼﻴل ﺼﻠﺏ ﺍﻟﺘﺴﻠﻴﺢ ‪٠‬‬ ‫ﻫﺫﺍ ﻭﻗﺩ ﺘﻡ ﺇﻋﺩﺍﺩ ﻫﺫﺍ ﺍﻟﺩﻟﻴل ﺒﻤﺭﺍﻋﺎﺓ ﺍﻷﺴﺱ ﻭﺍﻟﺸﺭﻭﻁ ﺍﻟﻭﺍﺭﺩﺓ ﻓﻲ ﺍﻟﻜﻭﺩ ﺍﻟﻤﺼﺭﻱ ﻟﺘﺼﻤﻴﻡ‬ ‫ﻭﺘﻨﻔﻴﺫ ﺍﻟﻤﻨﺸﺎﺕ ﺍﻟﺨﺭﺴﺎﻨﻴﺔ ﺍﻟﺼﺎﺩﺭ ﺒﻘﺭﺍﺭ ﻭﺯﺍﺭﻯ ﺭﻗﻡ ‪ ٩٨‬ﻟﺴﻨﺔ ‪. ٢٠٠٠‬‬ ‫‪ – ٢‬ﺍﻟﺭﺴﻭﻤﺎﺕ ‪:‬‬ ‫‪ – ١ – ٢‬ﻤﻼﺤﻅﺎﺕ ﻋﺎﻤﺔ ‪:‬‬ ‫ﻴﻠﺯﻡ ﻤﺭﺍﻋﺎﺓ ﺍﻟﺸﺭﻭﻁ ﺍﻟﻌﺎﻤﺔ ﺍﻟﻤﺒﻴﻨﺔ ﺃﺩﻨﺎﻩ ﻋﻨﺩ ﻋﻤل ﺍﻟﺘﻔﺎﺼﻴل ‪:‬‬ ‫ ﻴﻜﻭﻥ ﻤﻘﺎﺱ ﺍﻟﻠﻭﺤﺎﺕ ﺃﻗل ﻤﺎ ﻴﻤﻜﻥ ﺒﺤﻴﺙ ﻴﺴﻬل ﻋﻠﻰ ﺍﻟﻘﺎﺌﻤﻴﻥ ﺒﺎﻟﺘﻨﻔﻴﺫ ﻓﻲ ﺍﻟﻤﻭﺍﻗﻊ ﻓﺭﺩﻫﺎ ﻭﺘﻁﺒﻴﻘﻬﺎ‬‫ﺒﺴﻬﻭﻟﺔ ﺒﺩﻭﻥ ﺇﺘﻼﻓﻬﺎ ﻤﻥ ﻜﺜﺭﺓ ﺍﻻﺴﺘﻌﻤﺎل ‪ ٠‬ﻭﻴﻔﻀل ﺃﻥ ﻴﻜﻭﻥ ﻤﻘﺎﺱ ﺍﻟﻠﻭﺤﺎﺕ ﻓﻲ ﺤﺩﻭﺩ ﺍﻟﻤﻘـﺎﺱ‬ ‫ﺍﻟﻜﺒﻴﺭ )‬ ‫‪A0‬‬ ‫( ﻭﺍﻟﻤﺒﻴﻥ ﻓﻲ ﺍﻟﺒﻨﺩ ﺭﻗﻡ )‪ (٤ – ٢‬ﻤﻥ ﻫﺫﺍ ﺍﻟﺩﻟﻴل‬ ‫ﻴﻤﻜﻥ ﻤﻌﻬﺎ ﺘﻔﺎﺩﻯ ﻋﻤل ﻟﻭﺤﺎﺕ ﺒﻤﻘﺎﺴﺎﺕ ﺃﻜﺒﺭ‬ ‫–‬ ‫ﺍﻟﻤﺸﺭﻭﻉ ﻭﺍﺤﺩﺓ ‪٠‬‬ ‫–‬ ‫ﻓﻴﻤﺎ ﻋﺩﺍ ﺍﻟﺤﺎﻻﺕ ﺍﻟﺨﺎﺼﺔ ﺍﻟﺘﻲ ﻻ‬ ‫ﻜﻤﺎ ﻴﻔﻀل ﺃﻴﻀﺎ ﺃﻥ ﺘﻜـﻭﻥ ﻤﻘﺎﺴـﺎﺕ ﻟﻭﺤـﺎﺕ‬ ‫ ﺘﻜﻭﻥ ﺍﻟﺨﻁﻭﻁ ﻭﺍﻟﻜﺘﺎﺒﺔ ﻭﺍﻀﺤﺔ ﻭﻫﻭ ﻤﺎ ﻴـﺴﺘﻠﺯﻡ ﻀـﺭﻭﺭﺓ ﺇﺨـﺭﺍﺝ ﺍﻟﺭﺴﻭﻤـــﺎﺕ ﻋﻠـﻰ‬‫ﺸﻔﺎﻓــﺎﺕ ) ﻜﻠﻙ ( ﻟﺘﻜﻭﻥ ﺍﻟﺼﻭﺭ ﺍﻟﻤﺴﺘﺨﺭﺠﺔ ﻤﻨﻬﺎ ﻭﺍﻀﺤﺔ ‪٠‬‬ ‫ ﻋﺩﻡ ﺍﻟﺴﻤﺎﺡ ﻟﺠﻬﺎﺯ ﺍﻹﺸﺭﺍﻑ ﻋﻠﻰ ﺍﻟﺘﻨﻔﻴﺫ ﺒـﺈﺠﺭﺍﺀ ﺃﻱ ﺘﻌـﺩﻴﻼﺕ ﺃﻭ ﺇﻀـﺎﻓﺎﺕ ﻋﻠـﻰ ﻨـﺴﺦ‬‫ﺍﻟﺭﺴﻭﻤﺎﺕ ﺇﻻ ﺒﻌﺩ ﺍﻟﻌﺭﺽ ﻭﺍﻻﻋﺘﻤﺎﺩ ﻤﻥ ﺍﻟﻤﻬﻨﺩﺱ ﺍﻟﻤﺼﻤﻡ ﻭﺍﻟﺫﻱ ﻴﻘﻭﻡ ﺒﻤﻌﺭﻓﺘﻪ ﺒﺘﻌﺩﻴل ﺃﺼﻭل‬ ‫ﺍﻟﺭﺴﻭﻤﺎﺕ ﺃﻭﻻ" ﺒﺄﻭل ﻤﻊ ﻜﺘﺎﺒﺔ ﺒﻴﺎﻥ ﻤﺨﺘﺼﺭ ﻋﻥ ﺍﻟﺘﻌﺩﻴل ﺍﻟﺫﻱ ﺘﻡ ﻭﺘﺎﺭﻴﺦ ﺍﻟﺘﻌﺩﻴل ﻓﻲ ﺍﻟﻤﻜـﺎﻥ‬ ‫ﺍﻟﻤﺨﺼﺹ ﻟﺫﻟﻙ ﺒﺠﺩﻭل ﺍﻟﺘﻌﺩﻴﻼﺕ ﺒﺎﻟﻠﻭﺤﺔ ‪ ٠‬ﻭﻴﻔﻀل ﻜﺘﺎﺒﺔ ﺭﻗﻡ ﻟﻠﺘﻌﺩﻴــﻼﺕ ﻭﻴﻜﺘـﺏ ﺭﻗـﻡ‬ ‫‪-1‬‬‫‪PDF created with pdfFactory Pro trial version www.pdffactory.com‬‬ ‫ﺩﻟﻴﻞ ﺍﻟﺘﻔــﺎﺻﻴﻞ ﺍﻹﻧﺸــﺎﺋﻴﺔ‬ ‫ﺍﻟﻜﻮﺩ ﺍﳌﺼﺮﻱ ﻟﺘﺼﻤﻴﻢ ﻭﺗﻨﻔﻴﺬ ﺍﳌﻨﺸﺂﺕ ﺍﳋﺮﺳﺎﻧﻴﺔ ‪٢٠٠١‬‬ ‫ﺍﻟﺘﻌﺩﻴل ﺩﺍﺨل ﻤﺜﻠﺙ ﻋﻨﺩ ﺍﻷﻤﺎﻜﻥ ﺍﻟﺘﻲ ﺘﻡ ﺘﻌﺩﻴﻠﻬﺎ ﻋﻠﻰ ﺍﻟﻤﺴﺎﻗﻁ ﻭﺍﻟﻘﻁﺎﻋـﺎﺕ ﺒﺎﻟﺭﺴـﻡ ﻟﺘﻨﺒﻴـﻪ‬ ‫ﺍﻟﻘﺎﺌﻤﻴﻥ ﻋﻠﻰ ﺍﻟﺘﻨﻔﻴﺫ ﺇﻟﻴﻬﺎ ﻤﻊ ﺘﻤﻴﻴﺯﻫﺎ ﺃﻴﻀﺎ" ﺒﺈﺤﺎﻁﺘﻬﺎ ﺒﺩﻭﺍﺌﺭ ﻋﻠﻰ ﺸﻜل ﺴﺤﺎﺒﺎﺕ )‬ ‫‪Clouds‬‬ ‫(‪٠‬‬ ‫‪ -‬ﺘﺭﻗﻴﻡ ﺠﻤﻴﻊ ﻟﻭﺤﺎﺕ ﺍﻟﻤﺸﺭﻭﻉ ﻁﺒﻘﺎ ﻟﻨﻭﻋﻴﺘﻬﺎ ‪٠‬‬ ‫ ﺒﻴﺎﻥ ﻓﻭﺍﺼل ﺍﻟﺘﻤﺩﺩ ﻭﺍﻻﻨﻜﻤﺎﺵ ﻭﻓﻭﺍﺼل ﺍﻟﺼﺏ ‪٠‬‬‫ ﻴﺘﻡ ﻜﺘﺎﺒﺔ ﺍﻟﻤﻼﺤﻅﺎﺕ ﻋﻠﻰ ﺍﻟﺭﺴﻭﻤﺎﺕ ﺒﺎﻟﻤﻜﺎﻥ ﺍﻟﻤﺨﺼﺹ ﻟﻬﺎ ﻓﻭﻕ ﻋﻨﻭﺍﻥ ﺍﻟﻠﻭﺤﺔ ﻤﻊ ﻤﺭﺍﻋـﺎﺓ‬‫ﺃﻥ ﺘﻜﻭﻥ ﺍﻟﺘﻌﻠﻴﻤﺎﺕ ﺍﻟﻭﺍﺭﺩﺓ ﻓﻲ ﻫﺫﻩ ﺍﻟﻤﻼﺤﻅﺎﺕ ﻤﻜﺘﻭﺒﺔ ﺒﺼﻴﻐﺔ ﺍﻹﻟﺯﺍﻡ ﺒﺘﻨﻔﻴﺫﻫﺎ ‪٠‬‬ ‫ ﺒﺎﻟﻨﺴﺒﺔ ﻟﻠﻤﺸﺭﻭﻋﺎﺕ ﺍﻟﻜﺒﻴﺭﺓ ﻭﺍﻟﺘﻲ ﻴﻭﺠﺩ ﺒﻬﺎ ﻭﺤﺩﺍﺕ ﻜﺜﻴﺭﺓ ﻴﺘﻡ ﺭﺴﻡ ﻤﺴﻘﻁ ﺃﻓﻘـﻲ ﺍﺴﺘﺭﺸـﺎﺩﻱ‬‫ﺒﻤﻘﻴﺎﺱ ﺭﺴﻡ ﺼﻐﻴﺭ ﻓﻲ ﺠﺯﺀ ﻤﻥ ﺍﻟﻤﻜﺎﻥ ﺍﻟﻤﺨﺼﺹ ﻟﻠﻤﻼﺤﻅﺎﺕ ﻓﻭﻕ ﻋﻨﻭﺍﻥ ﺍﻟﻠﻭﺤﺔ ﻤﻭﻀـﺢ‬ ‫ﻋﻠﻴﻪ ﺍﺘﺠﺎﻩ ﺍﻟﺸﻤﺎل ﺍﻟﺠﻐﺭﺍﻓﻲ ﻭﻴﻅﻠل ﺃﻭ ﻴﻬﺸﺭ ﻋﻠﻴﻪ ﺍﻟﺠﺯﺀ ﻤﻥ ﺍﻟﻤﺸﺭﻭﻉ ﺍﻟﻤﺒﻴﻥ ﺘﻔﺎﺼﻴﻠﻪ ﻋﻠـﻰ‬ ‫ﻫﺫﺍ ﺍﻟﺭﺴﻡ ‪٠‬‬ ‫‪ – ٢ – ٢‬ﺃﻨﻭﺍﻉ ﺍﻟﺭﺴﻭﻤﺎﺕ‬ ‫‪ –١ – ٢ – ٢‬ﺭﺴﻭﻤﺎﺕ ﺍﻷﺒﻌﺎﺩ ﺍﻟﺨﺭﺴﺎﻨﻴﺔ‬ ‫‪Concrete Dimensions Drawings‬‬ ‫ﺘﺤﺘﻭﻯ ﻫﺫﻩ ﺍﻟﺭﺴﻭﻤﺎﺕ ﻋﻠﻰ ﺠﻤﻴﻊ ﺍﻟﺒﻴﺎﻨﺎﺕ ﺍﻟﻤﻁﻠﻭﺒﺔ ﻟﺘﺤﺩﻴﺩ ﺃﺒﻌـﺎﺩ ﺍﻟﻌﻨﺎﺼـﺭ ﺍﻹﻨـﺸﺎﺌﻴﺔ‬ ‫ﻭﺘﺸﻤل ﺍﻟﻤﺴﺎﻗﻁ ﻭﺍﻟﻘﻁﺎﻋﺎﺕ ﺍﻷﻓﻘﻴﺔ ﻭﺍﻟﺭﺃﺴﻴﺔ ﺍﻟﻜﺎﻓﻴﺔ ﻟﺒﻴﺎﻥ ﻤﻘﺎﺴﺎﺕ ﻭﻤﻨﺎﺴﻴﺏ ﺍﻟﺨﺭﺴﺎﻨﺎﺕ ﻭﺃﻤـﺎﻜﻥ‬ ‫ﻭﻤﻘﺎﺴﺎﺕ ﺍﻟﻔﺘﺤﺎﺕ ﻭﺍﻟﻘﻁﻊ ﺍﻟﻤﺩﻓﻭﻨﺔ ﻭﻁﺭﻕ ﺘﺜﺒﻴﺘﻬﺎ ﻓﻲ ﺃﻤﺎﻜﻨﻬﺎ ﻭﻨﻭﻋﻴﺔ ﺍﻷﺴﻁﺢ ﻟﺒﻌﺽ ﺍﻟﻌﻨﺎﺼﺭ ﺒﻤﺎ‬ ‫ﻴﺘﻔﻕ ﻤﻊ ﺍﻟﻤﺘﻁﻠﺒﺎﺕ ﺍﻟﻤﻌﻤﺎﺭﻴﺔ ﻭﺍﻟﻤﻴﻜﺎﻨﻴﻜﻴﺔ ﻭﺍﻟﻜﻬﺭﺒﺎﺌﻴﺔ ‪٠‬‬ ‫ﻜﻤﺎ ﺘﺤﺘﻭﻯ ﺃﻴﻀﺎ ﻫﺫﻩ ﺍﻟﺭﺴﻭﻤﺎﺕ ﻋﻠﻰ ﺭﺘﺏ ﺍﻟﺨﺭﺴـﺎﻨﺔ ﺍﻟﻤﻁﻠﻭﺒـﺔ ﻟﻌﻨﺎﺼـﺭ ﺍﻟﻤـﺸﺭﻭﻉ‬ ‫ﺍﻟﻤﺨﺘﻠﻔﺔ ﻭﻁﺒﻘﺎ ﻟﻠﻘﻴﻡ ﺍﻟﺘﻲ ﻴﺤﺩﺩﻫﺎ ﺍﻟﻤﻬﻨﺩﺱ ﺍﻹﻨﺸﺎﺌﻲ‬ ‫–‬ ‫ﻭﺘﻤﺜل ﻫﺫﻩ ﺍﻟﺭﺘﺏ ﻤﻘﺎﻭﻤﺔ ﺍﻟﻀﻐﻁ ﺍﻟﻤﻤﻴـﺯﺓ‬ ‫ﻟﻠﺨﺭﺴﺎﻨﺔ ﻭﺍﻟﺘﻲ ﻴﺠﺏ ﺃﻥ ﺘﻜﻭﻥ ﻤﻁﺎﺒﻘﺔ ﻟﻠﺘﻭﺼﻴﻑ ﻭﺍﻟﺠﺩﺍﻭل ﺍﻟﻭﺍﺭﺩﺓ ﻓﻲ ﺍﻟﺒﻨـﺩ ﺭﻗـﻡ ) ‪( ٢-٣-٢‬‬ ‫ﺒﺎﻟﻜﻭﺩ ﺍﻟﻤﺼﺭﻱ ﻟﺘﺼﻤﻴﻡ ﻭﺘﻨﻔﻴﺫ ﺍﻟﻤﻨﺸﺂﺕ ﺍﻟﺨﺭﺴﺎﻨﻴﺔ ﻭﻓﻰ ﺒﻌﺽ ﺍﻟﺤﺎﻻﺕ ﺍﻟﺨﺎﺼﺔ ﺘﻭﻀـﻴﺢ ﻤﻘـﺩﺍﺭ‬ ‫ﺍﻟﺘﺤﺩﻴﺏ ﻓﻰ ﻓﻭﺭﻡ ﺒﻁﻨﻴﺎﺕ ﺍﻟﻜﻤﺭﺍﺕ ﻭﺍﻟﺒﻼﻁﺎﺕ ﻁﺒﻘﺎ ﻟﻠﺒﻨﺩ )‪ (٧-١-٤-٩‬ﻤﻥ ﺍﻟﻜﻭﺩ ‪٠‬‬ ‫‪ – ٢ – ٢ – ٢‬ﺭﺴﻭﻤﺎﺕ ﺍﻟﺘﺴﻠﻴﺢ‬ ‫‪Reinforcement Drawings‬‬ ‫ﺘﺤﺘﻭﻯ ﻫﺫﻩ ﺍﻟﺭﺴﻭﻤﺎﺕ ﻋﻠﻰ ﺘﻭﺼﻴﻑ ﻜﺎﻤل ﻷﻤﺎﻜﻥ ﻭﺃﻗﻁﺎﺭ ﻭﺭﺘﺏ ﻭﻜﻤﻴﺎﺕ ﺼﻠﺏ ﺍﻟﺘـﺴﻠﻴﺢ‬ ‫ﻓﻰ ﺠﻤﻴﻊ ﺍﻟﻌﻨﺎﺼﺭ ﺍﻟﺨﺭﺴﺎﻨﻴﺔ ﻟﻭﺤﺩﺍﺕ ﺍﻟﻤﺸﺭﻭﻉ ﻭﻴﻠﺯﻡ ﺍﻟﺘﺄﻜﺩ ﻤﻥ ﺃﻥ ﺍﻟﺘﻔﺎﺼﻴل ﺍﻟﻭﺍﺭﺩﺓ ﺒﺎﻟﺭﺴﻭﻤﺎﺕ‬ ‫ﻜﺎﻓﻴﺔ ﻟﺘﺸﻜﻴل ﺍﻟﺘﺴﻠﻴﺢ ﻭﺘﺭﻜﻴﺒﻪ ﻓﻲ ﻫﺫﻩ ﺍﻟﻌﻨﺎﺼﺭ ﺩﻭﻥ ﺃﻴـﺔ ﺼﻌﻭﺒـﺎﺕ ﺒﺴﺒﺏ ﻋـﺩﻡ ﻜﻔﺎﻴـﺔ ﻫـﺫﻩ‬ ‫ﺍﻟﺘﻔﺎﺼﻴل ‪٠‬‬ ‫ﻭﻴﻔﻀل ﺩﺍﺌﻤﺎ ﻓﺼل ﺭﺴﻭﻤﺎﺕ ﺍﻟﺘﺴﻠﻴﺢ ﻋﻥ ﺭﺴﻭﻤﺎﺕ ﺍﻷﺒﻌﺎﺩ ﺍﻟﺨﺭﺴـﺎﻨﻴﺔ ﺒﻐـﺭﺽ ﺘـﺴﻬﻴل‬ ‫ﺃﻋﻤﺎل ﺘﺠﻬﻴﺯ ﻭﺘﺭﻜﻴﺏ ﺼﻠﺏ ﺍﻟﺘﺴﻠﻴﺢ‬ ‫–‬ ‫ﻭﻟﻜﻥ ﻴﺴﻤﺢ ﻓﻲ ﺒﻌﺽ ﺍﻷﻋﻤﺎل ﺍﻟﺒﺴﻴﻁﺔ ﻋﻤـل ﺭﺴـﻭﻤﺎﺕ‬ ‫‪-2‬‬‫‪PDF created with pdfFactory Pro trial version www.pdffactory.com‬‬ ‫ﺩﻟﻴﻞ ﺍﻟﺘﻔــﺎﺻﻴﻞ ﺍﻹﻧﺸــﺎﺋﻴﺔ‬ ‫ﺍﻟﻜﻮﺩ ﺍﳌﺼﺮﻱ ﻟﺘﺼﻤﻴﻢ ﻭﺗﻨﻔﻴﺬ ﺍﳌﻨﺸﺂﺕ ﺍﳋﺮﺳﺎﻧﻴﺔ ‪٢٠٠١‬‬ ‫ﻤﺸﺘﺭﻜﺔ ﻟﻸﺒﻌﺎﺩ ﺍﻟﺨﺭﺴﺎﻨﻴﺔ ﻭﺼﻠﺏ ﺍﻟﺘﺴﻠﻴﺢ ‪ ٠‬ﻭﻴﻌﻁﻰ ﻫﺫﺍ ﺍﻟﺩﻟﻴل ﻓﻲ ﺃﺒﻭﺍﺒﻪ ﺍﻟﺘﺎﻟﻴﺔ ﻨﻤـﺎﺫﺝ ﻟﻁـﺭﻕ‬ ‫ﻋﻤل ﻫﺫﻩ ﺍﻟﺘﻔﺎﺼﻴل ﻋﻠﻰ ﺭﺴﻭﻤﺎﺕ ﺍﻟﺘﺴﻠﻴﺢ ‪٠‬‬ ‫‪ – ٣ – ٢ – ٢‬ﺭﺴﻭﻤﺎﺕ ﺍﻟﻨﻤﺎﺫﺝ ﺍﻟﻤﺘﻜﺭﺭﺓ‬ ‫ﻭﻫﻰ ﺭﺴﻭﻤﺎﺕ ﺘﻭﻀﺢ ﺘﻔﺎﺼﻴل ﻟﺒﻌﺽ ﺍﻟﻌﻨﺎﺼﺭ ﺍﻟﺘﻲ ﺘﺘﻜﺭﺭ ﻓـﻲ ﺃﻤـﺎﻜﻥ ﻤﺘﻌـﺩﺩﺓ ﻤـﻥ‬ ‫ﺍﻟﻤﺸﺭﻭﻉ ﻭﺍﻟﺘﻲ ﻴﻤﻜﻥ ﺘﻭﻀﻴﺤﻬﺎ ﻋﻠﻰ ﺭﺴﻡ ﻭﺍﺤﺩ ﺃﻭ ﺃﻜﺜﺭ ﻤﻥ ﺭﺴﻡ ﻟﺘﻔﺎﺩﻯ ﺘﻜﺭﺍﺭ ﺭﺴﻤﻬﺎ ﻋﻠﻰ ﻋﺩﺩ‬ ‫ﻜﺒﻴﺭ ﻤﻥ ﺍﻟﺭﺴﻭﻤﺎﺕ ‪ ٠‬ﻭﻴﺭﺍﻋﻰ ﺃﻥ ﺘﻜﻭﻥ ﻫﺫﻩ ﺍﻟﻨﻤﺎﺫﺝ ﻜﺎﻤﻠﺔ ﺍﻟﺘﻔﺎﺼﻴل ﻭﺒﻤﻘﻴـﺎﺱ ﺭﺴـﻡ ﻤﻨﺎﺴـﺏ‬ ‫ﻭﺘﺼﻠﺢ ﻟﻠﺘﻨﻔﻴﺫ ﺒﻤﻘﺘﻀﺎﻫﺎ ﺒﺩﻭﻥ ﺇﺩﺨﺎل ﺃﻴﺔ ﺘﻌﺩﻴﻼﺕ ﺃﻭ ﺇﻀﺎﻓﺎﺕ ﻋﻠﻴﻬﺎ ‪٠‬‬ ‫‪٣–٢‬‬ ‫–‬ ‫ﺍﻟﺭﻤﻭﺯ ﻭﺍﻟﻤﺼﻁﻠﺤﺎﺕ ‪Abbreviations‬‬ ‫ﺘﺴﺘﻌﻤل ﺍﻟﺭﻤﻭﺯ ﻭﺍﻟﻤﺼﻁﻠﺤﺎﺕ ﻓﻲ ﺭﺴـﻭﻤﺎﺕ ﺍﻷﺒﻌـﺎﺩ ﺍﻟﺨﺭﺴـﺎﻨﻴﺔ ﻭﺍﻟﺘـﺴﻠﻴﺢ ﺒﻐـﺭﺽ‬ ‫ﺍﻻﺨﺘﺼﺎﺭ ﻓﻲ ﻜﺘﺎﺒﺔ ﺒﻴﺎﻨﺎﺕ ﻤﺘﻜﺭﺭﺓ ﻋﻠﻰ ﺍﻟﻤﺴﺎﻗﻁ ﺍﻷﻓﻘﻴﺔ ﻭﺍﻟﻘﻁﺎﻋﺎﺕ – ﻭﻴﺭﺍﻋﻰ ﻓﻲ ﺤﺎﻟﺔ ﺍﺴـﺘﻌﻤﺎل‬ ‫ﺭﻤﻭﺯ ﻭﻤﺼﻁﻠﺤﺎﺕ ﻏﻴﺭ ﺸﺎﺌﻌﺔ ﺍﻻﺴﺘﻌﻤﺎل ﺘﻔﺴﻴﺭﻫﺎ ﻤﻊ ﺍﻟﻤﻼﺤﻅﺎﺕ ﺒﺎﻟﺭﺴﻭﻤﺎﺕ ﻭﺨـﺼﻭﺼﺎ" ﻓـﻲ‬ ‫ﺍﻟﺤﺎﻻﺕ ﺍﻟﺘﻲ ﻴﺤﺘﻤل ﻤﻌﻬﺎ ﺍﻟﺘﻀﺎﺭﺏ ﻓﻲ ﺘﻔﺴﻴﺭ ﻫﺫﻩ ﺍﻟﺭﻤﻭﺯ‬ ‫ﺍﻻﺴﺘﻌﻤﺎل ﻤﺎ ﻴﺄﺘﻰ ‪:‬‬ ‫ﻕ‬ ‫=‬ ‫ﻉ‬ ‫=‬ ‫ﻋﻤﻭﺩ‬ ‫ﻙ‬ ‫=‬ ‫ﻜﻤﺭﺓ‬ ‫ﻡ‬ ‫ﻜﺎ‬ ‫=‬ ‫=‬ ‫ﻤﻴﺩﺓ‬ ‫ﺏ‬ ‫=‬ ‫ﺒﻼﻁﺔ‬ ‫ﺡ‬ ‫=‬ ‫ﺤﺎﺌﻁ ﺨﺭﺴﺎﻨﻲ ) ﺃﻭ ﻤﺒﺎﻨﻲ (‬ ‫ﺥ‪٠‬ﻉ‬ ‫=‬ ‫ﺨﺭﺴﺎﻨﺔ ﻋﺎﺩﻴﺔ‬ ‫ﺥ‪٠‬ﻡ‬ ‫=‬ ‫ﺨﺭﺴﺎﻨﺔ ﻤﺴﻠﺤﺔ‬ ‫‪Φ‬‬ ‫‪#‬‬ ‫=‬ ‫–‬ ‫ﻭﻤﻥ ﺍﻷﻤﺜﻠﺔ ﻟﻬﺫﻩ ﺍﻟﺭﻤـﻭﺯ ﺍﻟـﺸﺎﺌﻌﺔ‬ ‫ﻗﺎﻋﺩﺓ ﻤﺴﻠﺤﺔ ﺃﻭ ﻋﺎﺩﻴﺔ‬ ‫ﻜﺎﺒﻭﻟﻰ‬ ‫ﻗﻁﺭ ﺃﻭ ﻋﻼﻤﺔ ﻷﺴﻴﺎﺥ ﺍﻟﺼﻠﺏ ﺍﻟﻁﺭﻱ ﺍﻟﻌﺎﺩﻱ‬ ‫–‬ ‫=‬ ‫ﺼﻠﺏ ﺘﺴﻠﻴﺢ ﻋﺎﻟﻲ ﺍﻟﻤﻘﺎﻭﻤﺔ‬ ‫–‬ ‫ﺭﺘﺒﺔ ‪٥٢٠/٣٦٠‬‬ ‫=‬ ‫ﺼﻠﺏ ﺘﺴﻠﻴﺢ ﻋﺎﻟﻲ ﺍﻟﻤﻘﺎﻭﻤﺔ‬ ‫–‬ ‫ﺭﺘﺒﺔ ‪٦٠٠/٤٠٠‬‬ ‫=‬ ‫ﺸﺒﻙ ﺘﺴﻠﻴﺢ ﻤﻠﺤﻭﻡ‬ ‫=‬ ‫ﺍﻟﻤﺴﺎﻓﺔ ﺒﻴﻥ ﻤﺤﺎﻭﺭ ﺍﻷﺴﻴﺎﺥ‬ ‫–‬ ‫ﺭﺘﺒﺔ ‪٣٥٠/٢٤٠‬‬ ‫ﺭﺘﺒﻪ ‪٥٢٠/٤٥٠‬‬ ‫ﻜل ﺃﻭ @‬ ‫‪-3‬‬‫‪PDF created with pdfFactory Pro trial version www.pdffactory.com‬‬ ‫ﺍﻟﻜﻮﺩ ﺍﳌﺼﺮﻱ ﻟﺘﺼﻤﻴﻢ ﻭﺗﻨﻔﻴﺬ ﺍﳌﻨﺸﺂﺕ ﺍﳋﺮﺳﺎﻧﻴﺔ ‪٢٠٠١‬‬ ‫‪ – ٤ – ٢‬ﺍﻟﻤﻘﺎﺴﺎﺕ ﺍﻟﻨﻤﻭﺫﺠﻴﺔ ﻟﻠﺭﺴﻭﻤﺎﺕ‬ ‫ﺩﻟﻴﻞ ﺍﻟﺘﻔــﺎﺻﻴﻞ ﺍﻹﻧﺸــﺎﺋﻴﺔ‬ ‫‪Drawing Standards‬‬ ‫ﻴﺭﺍﻋﻰ ﺃﻥ ﺘﻜﻭﻥ ﺍﻟﻤﻘﺎﺴﺎﺕ ﺍﻟﺨﺎﺭﺠﻴﺔ ﻟﺤﺩﻭﺩ ﺍﻟﻠﻭﺤﺎﺕ ﻫﻲ ﺍﻟﻤﻘﺎﺴﺎﺕ ﺍﻟﻤﺘﻌﺎﺭﻑ ﻋﻠﻴﻬﺎ ﺩﻭﻟﻴـﺎ‬ ‫ﻭﺒﺤﻴﺙ ﺘﻜﻭﻥ ﺍﻟﻨﺴﺦ ﺍﻟﻤﺴﺘﺨﺭﺠﺔ ﻤﻥ ﺍﻟﻠﻭﺤﺎﺕ ﺒﻌـﺩ ﺘﻁﺒﻴﻘﻬـﺎ ﺒﻤﻘـﺎﺱ ) ‪ ( A4‬ﺃﻱ ‪٢٩٧ × ٢١٠‬‬ ‫ﻤﻠﻠﻴﻤﺘﺭ ‪٠‬ﻭﺍﻟﻤﻘﺎﺴﺎﺕ ﺍﻟﺩﻭﻟﻴﺔ ﺍﻟﻤﺫﻜﻭﺭﺓ ﻋﺎﻟﻴﺔ ﻜﻤﺎ ﻴﻠﻲ ‪:‬‬ ‫‪ ١١٨٩ × ٨٤١ = A0‬ﻤﻡ‬ ‫‪ ٨٤١ × ٥٩٤ = A1‬ﻤﻡ‬ ‫‪ ٥٩٤× ٤٢٠= A2‬ﻤﻡ‬ ‫‪٤٢٠× ٢٩٧ = A3‬ﻤﻡ‬ ‫‪٢٩٧ × ٢١٠ = A4‬ﻤﻡ‬ ‫ﻜﻤﺎ ﻴﺭﺍﻋﻰ ﻋﻤل ﺒﺭﻭﺍﺯ ﺨﺎﺭﺠﻲ ﻟﻠﺭﺴﻭﻤﺎﺕ ﺒﺴﻤﻙ ﻻ ﻴﻘل ﻋﻥ ﻨﺼﻑ ﻤﻠﻠﻴﻤﺘـﺭ ﻭﻤﺭﺴـﻭﻡ‬ ‫ﻋﻠﻰ ﺒﻌﺩ ﻻ ﻴﻘل ﻋﻥ ‪ ٢٠‬ﻤﻡ ﻤﻥ ﺍﻟﻁﺭﻓﻴﻥ ﺍﻷﻴﻤﻥ ﻭﺍﻷﻴﺴﺭ ﻟﻠﻭﺤﺔ ﻭﻻ ﻴﻘل ﻋﻥ ‪ ١٠‬ﻤﻡ ﻤﻥ ﺍﻟﻁـﺭﻓﻴﻥ‬ ‫ﺍﻟﻌﻠﻭﻱ ﻭﺍﻟﺴﻔﻠﻲ ﻭﺫﻟﻙ ﺒﺎﻟﻨﺴﺒﺔ ﻟﻠﻭﺤﺎﺕ ﻤﻘﺎﺱ ‪ A2، A1، A0‬ﻭﻜﻤﺎ ﻫﻭ ﺒﺎﻟﺸﻜل ﺭﻗـﻡ ) ‪ (١-٢‬ﺃﻤـﺎ‬ ‫ﺒﺎﻟﻨﺴﺒﺔ ﻟﻠﻭﺤﺎﺕ ﻤﻘﺎﺱ ‪ A4 ، A3‬ﻓﻴﻜﻭﻥ ﻫﺫﺍ ﺍﻟﻌﺭﺽ ‪ ١٠‬ﻤﻡ ﻤﻥ ﺍﻷﻁﺭﺍﻑ ﺍﻷﺭﺒﻌﺔ ‪٠‬‬ ‫‪ –٥ – ٢‬ﻋﻨﻭﺍﻥ ﺍﻟﺭﺴﻡ ﻭﺠﺩﻭل ﺍﻟﺘﻌﺩﻴﻼﺕ ﻭﺍﻟﻤﻼﺤﻅﺎﺕ‪DrawingTitle&Information Panels‬‬ ‫ﺍﻟﻤﻜﺎﻥ ﺍﻟﻤﺨﺼﺹ ﻟﻌﻨﻭﺍﻥ ﺍﻟﺭﺴﻡ ﻫﻭ ﺍﻟﻁﺭﻑ ﺍﻷﻴﻤﻥ ﺍﻟﺴﻔﻠﻲ ﻭﻓﻰ ﺤﺩﻭﺩ ﺍﻟﻤـﺴﺎﺤﺔ ﺍﻟﻤﺒﻴﻨـﺔ‬ ‫ﺒﺎﻟﺸﻜل ﺭﻗﻡ )‪ ( ١-٢‬ﺒﺤﻴﺙ ﻴﻅﻬﺭ ﺍﻟﻌﻨﻭﺍﻥ ﻜﺎﻤﻼ ﺒﻌﺩ ﺘﻁﺒﻴﻕ ﻨﺴﺦ ﺍﻟﺭﺴﻡ ﻭﻴﺤﺘﻭﻯ ﻋﻠـﻰ ﺍﻟﺒﻴﺎﻨـﺎﺕ‬ ‫ﺍﻟﺘﺎﻟﻴﺔ ‪:‬‬ ‫ ﺍﺴﻡ ﺍﻟﻤﺸﺭﻭﻉ ﻭﺍﺴﻡ ﺍﻟﻤﺎﻟﻙ ‪٠‬‬‫‪ -‬ﺍﺴﻡ ﺍﻟﻤﻜﺘﺏ ﺍﻻﺴﺘﺸﺎﺭﻱ ﺍﻟﻤﺼﻤﻡ ﻟﻠﻤﺸﺭﻭﻉ ﻭﻋﻨﻭﺍﻨﻪ ‪٠‬‬ ‫ ﺒﻴﺎﻥ ﺒﻤﺤﺘﻭﻴﺎﺕ ﺍﻟﺭﺴﻡ ‪٠‬‬‫ ﻤﻘﻴﺎﺱ ﺍﻟﺭﺴﻡ ) ﻭﻓﻰ ﺒﻌﺽ ﺍﻟﺤﺎﻻﺕ ﻴﺭﺴﻡ ﻤﻘﻴﺎﺱ ﻭﺨﺼﻭﺼﺎ ﻓﻲ ﺤﺎﻟﺔ ﺘﻜﺒﻴـﺭ ﺃﻭ ﺘـﺼﻐﻴﺭ‬‫ﺍﻟﻠﻭﺤﺔ ﻋﻨﺩ ﻋﻤل ﻨﺴﺦ ﻤﻨﻬﺎ ( ‪٠‬‬ ‫ ﺭﻗﻡ ﺍﻟﻤﺸﺭﻭﻉ ﺒﻤﻜﺘﺏ ﺍﻟﻤﺼﻤﻡ ‪٠‬‬‫ ﺭﻗﻡ ﺍﻟﻠﻭﺤﺔ ﻤﻊ ﺘﺭﻙ ﻤﻜﺎﻥ ﺃﻤﺎﻡ ﻫﺫﺍ ﺍﻟﺭﻗﻡ ﻴﺫﻜﺭ ﺒﻪ ﺃﺭﻗﺎﻡ ﺍﻟﺘﻌﺩﻴﻼﺕ ﺍﻟﺘﻲ ﺴﻴﺘﻡ ﺇﺩﺨﺎﻟﻬﺎ ﻋﻠﻰ‬‫ﺍﻟﺭﺴﻡ ) ﺇﻥ ﻭﺠﺩﺕ ( ‪٠‬‬ ‫‪-4‬‬‫‪PDF created with pdfFactory Pro trial version www.pdffactory.com‬‬ ‫ﺩﻟﻴﻞ ﺍﻟﺘﻔــﺎﺻﻴﻞ ﺍﻹﻧﺸــﺎﺋﻴﺔ‬ ‫ﺍﻟﻜﻮﺩ ﺍﳌﺼﺮﻱ ﻟﺘﺼﻤﻴﻢ ﻭﺗﻨﻔﻴﺬ ﺍﳌﻨﺸﺂﺕ ﺍﳋﺮﺳﺎﻧﻴﺔ ‪٢٠٠١‬‬ ‫ ﺍﺴﻡ ﺍﻟﺭﺴﺎﻡ ﻭﺍﻟﻤﻬﻨﺩﺱ ﺍﻟﻤﺼﻤﻡ ﻭﺍﻟﻤﺭﺍﺠﻊ ﻭﺍﻟﻤﻬﻨﺩﺱ ﺍﻟﻤﺴﺌﻭل ﻋﻥ ﺍﻋﺘﻤﺎﺩ ﺍﻟﺭﺴﻡ ﻭﺃﻤـﺎﻜﻥ‬‫ﺃﻤﺎﻡ ﻜل ﺍﺴﻡ ﻴﺨﺼﺹ ﻟﺘﻭﻗﻴﻌﺎﺘﻬﻡ ‪٠‬‬ ‫ ﺠﺩﻭل ﺃﻋﻼ ﺍﻟﻌﻨﻭﺍﻥ ﻟﺒﻴﺎﻥ ﺍﻟﺘﻌﺩﻴﻼﺕ ﺍﻟﺘﻲ ﺴﻴﺘﻡ ﺇﺩﺨﺎﻟﻬﺎ ﻋﻠﻰ ﺍﻟﺭﺴﻡ ﻭﻴﺤﺘـﻭﻯ ﻋﻠـﻰ ﺭﻗـﻡ‬‫ﺍﻟﺘﻌﺩﻴل ﻭﺘﺎﺭﻴﺨﻪ ﻭﺒﻴﺎﻥ ﻤﺨﺘﺼﺭ ﻋﻥ ﺍﻟﺘﻌﺩﻴل ﻭﺍﺴﻡ ﺍﻟﻤﺴﺌﻭل ﻋﻥ ﻋﻤل ﺍﻟﺘﻌﺩﻴل ﻭﺘﻭﻗﻴﻌﻪ ‪٠‬‬ ‫ ﺒﺎﻟﻨﺴﺒﺔ ﻟﺭﺴﻭﻤﺎﺕ ﺍﻟﺘﺴﻠﻴﺢ ﻴﺫﻜﺭ ﺃﺭﻗﺎﻡ ﺍﻟﻠﻭﺤﺎﺕ ﺍﻟﻤﻨﺎﻅﺭﺓ ﺍﻟﺘﻲ ﻴﺭﺠﻊ ﺇﻟﻴﻬﺎ ﻟﺘﺤﺩﻴـﺩ ﺍﻷﺒﻌـﺎﺩ‬‫ﺍﻟﺨﺭﺴﺎﻨﻴﺔ ﻤﻨﻬﺎ – ﻜﻤﺎ ﻴﺫﻜﺭ ﺃﺭﻗﺎﻡ ﻗﻭﺍﺌﻡ ﺘﻘﻁﻴﻊ ﺃﺴﻴﺎﺥ ﺍﻟﺘﺴﻠﻴﺢ ﺍﻟﻤﻭﺠﻭﺩﺓ ﻋﻠﻰ ﺍﻟﺭﺴﻡ ﻭﺫﻟـﻙ‬ ‫ﻓﻲ ﺤﺎﻟﺔ ﻋﻤل ﻫﺫﻩ ﺍﻟﻘﻭﺍﺌﻡ ‪ ٠‬ﻭﺘﻭﻀﻊ ﻫﺫﻩ ﺍﻟﺒﻴﺎﻨﺎﺕ ﻓﻭﻕ ﺠﺩﻭل ﺍﻟﺘﻌﺩﻴﻼﺕ ﻤﺒﺎﺸﺭﺓ ‪٠‬‬ ‫‪٦–٢‬‬ ‫–‬ ‫ﻤﻘﻴﺎﺱ ﺍﻟﺭﺴﻡ ‪Scale‬‬ ‫ﻴﺠﺏ ﺍﺨﺘﻴﺎﺭ ﻤﻘﻴﺎﺱ ﺭﺴﻡ ﻤﻨﺎﺴﺏ ﻭﻋﻠﻰ ﺴﺒﻴل ﺍﻟﻤﺜﺎل ﻴﻜﻭﻥ ﻜﺎﻵﺘﻲ‪:‬‬ ‫‪ -‬ﺍﻟﺭﺴﻭﻤﺎﺕ ﺍﻟﻌﺎﻤﺔ ﻟﻸﺒﻌﺎﺩ ﺍﻟﺨﺭﺴﺎﻨﻴﺔ‬ ‫‪٠ ٥٠ : ١ ، ١٠٠ : ١‬‬ ‫ ﺍﻟﺭﺴﻭﻤﺎﺕ ﺍﻟﺘﻨﻔﻴﺫﻴﺔ ﻟﻸﺒﻌﺎﺩ ﺍﻟﺨﺭﺴﺎﻨﻴﺔ ‪٠ ٥٠ : ١‬‬‫ ﺍﻟﻤﺴﺎﻗﻁ ﺍﻷﻓﻘﻴﺔ ﻟﻠﺒﻼﻁﺎﺕ ﻭﺍﻷﺭﻀﻴﺎﺕ ‪٠ ٢٥ : ١ ، ٥٠ : ١‬‬‫‪ -‬ﺍﻟﻤﺴﺎﻗﻁ ﺍﻟﺭﺃﺴﻴﺔ ﻟﻠﻜﻤﺭﺍﺕ ﺍﻟﻤﺒﻴﻥ ﻋﻠﻴﻬﺎ ﺼﻠﺏ ﺍﻟﺘﺴﻠﻴﺢ ‪ ٥٠ : ١‬ﺃﻭ ‪ ٢٥ : ١‬ﺃﻭ ‪٠ ٢٠ : ١‬‬ ‫ ﻗﻁﺎﻋــﺎﺕ ﺍﻷﻋﻤــﺩﺓ ﻭﺍﻟﻜﻤـﺭﺍﺕ ﻭﺍﻟﺒــﻼﻁﺎﺕ ﻭﺍﻟﺤﻭﺍﺌـﻁ ﺍﻟﺨﺭﺴﺎﻨﻴـــــــﺔ‬‫ﺍﻟﻤﺒﻴﻥ ﻋﻠﻴﻬﺎ ﺼﻠﺏ ﺍﻟﺘﺴﻠﻴﺢ ‪ ٢٥ : ١‬ﺃﻭ ‪ ٢٠ : ١‬ﺃﻭ ‪٠ ١٠ : ١‬‬ ‫ﻭﻴﻤﻜﻥ ﺍﺴﺘﻌﻤﺎل ﻤﻘﺎﻴﻴﺱ ﺭﺴﻡ ﺃﻜﺒﺭ ﻤﻥ ﺍﻟﻤﺫﻜﻭﺭﺓ ﻋﺎﻟﻴﻪ ﻓﻲ ﺤﺎﻟﺔ ﻭﺠـﻭﺩ ﺘﻔﺎﺼـﻴل ﺩﻗﻴﻘـﺔ‬ ‫ﺘﺴﺘﻠﺯﻡ ﺫﻟﻙ – ﻭﺘﻜﺘﺏ ﺍﻟﻤﻘﺎﺴﺎﺕ ﺍﻟﻤﺴﺘﺨﺩﻤﺔ ﻓﻲ ﺍﻟﻤﻜﺎﻥ ﺍﻟﻤﺨﺼﺹ ﻟﺫﻟﻙ ﻓﻲ ﻋﻨﻭﺍﻥ ﺍﻟﻠﻭﺤـﺔ – ﻭﺇﺫﺍ‬ ‫ﺯﺍﺩ ﻋﺩﺩ ﺍﻟﻤﻘﺎﻴﻴﺱ ﻋﻥ ﻋﺩﺩ ‪ ٢‬ﻤﻘﻴﺎﺱ ﻴﺘﻡ ﻜﺘﺎﺒﺔ ﻫﺫﻩ ﺍﻟﻤﻘﺎﻴﻴﺱ ﻋﻨﺩ ﻜل ﻗﻁـﺎﻉ ﺃﻭ ﻤـﺴﻘﻁ ﻤﺭﺴـﻭﻡ‬ ‫ﺒﺎﻟﻠﻭﺤﺔ ‪٠‬‬ ‫‪ - ٧ - ٢‬ﺴﻤﻙ ﺨﻁﻭﻁ ﺍﻟﺭﺴﻡ ‪Thickness of Lines‬‬ ‫ ﺍﻟﻐﺭﺽ ﻤﻥ ﺍﺴﺘﻌﻤﺎل ﺴﻤﻙ ﻤﺨﺘﻠﻑ ﻟﻠﺨﻁﻭﻁ ﻫﻭ ﺘﻭﻀﻴﺢ ﺍﻟﻌﻨﺎﺼﺭ ﺍﻹﻨﺸﺎﺌﻴﺔ ﻭﺼـﻠﺏ ﺍﻟﺘـﺴﻠﻴﺢ‬‫ﺒﻘﺩﺭ ﺍﻹﻤﻜﺎﻥ ﻭﻴﻤﻜﻥ ﺍﺴﺘﺨﺩﺍﻡ ﺍﻷﺴﻤﺎﻙ ﺍﻟﻤﻘﺘﺭﺤﺔ ﺃﺩﻨﺎﻩ ﻷﻋﻤﺎل ﺍﻟﺨﺭﺴﺎﻨﺔ ‪-:‬‬ ‫‪١٥‬ﺭ‪ ٠‬ﺃﻭ ‪٢٠‬ﺭ‪ ٠‬ﻤﻠﻠﻴﻤﺘﺭ ‪ -‬ﻟﺨﻁﻭﻁ ﻜل ﻤﻥ ﺍﻟﻤﺤﺎﻭﺭ ﻭﺍﻟﻤﻘﺎﺴﺎﺕ ‪٠‬‬ ‫‪٣٠‬ﺭ‪ ٠‬ﺃﻭ ‪٣٥‬ﺭ‪ ٠‬ﻤﻠﻠﻴﻤﺘﺭ ‪ -‬ﻟﻠﺤﺩﻭﺩ ﺍﻟﺨﺎﺭﺠﻴﺔ ﻟﺭﺴﻭﻤﺎﺕ ﺍﻷﺒﻌﺎﺩ ﺍﻟﺨﺭﺴﺎﻨﻴﺔ ‪٠‬‬ ‫ﻭﻜﺫﻟﻙ ﺍﻟﻘﻁﺎﻋﺎﺕ ﺍﻟﺘﻲ ﺴﻴﺘﻡ ﺭﺴﻡ ﺼﻠﺏ ﺍﻟﺘﺴﻠﻴﺢ ﺒﻬﺎ ‪٠‬‬ ‫‪٣٠‬ﺭ‪ ٠‬ﺃﻭ ‪٣٥‬ﺭ‪ ٠‬ﻤﻠﻠﻴﻤﺘﺭ ‪ -‬ﻟﺼﻠﺏ ﺘﺴﻠﻴﺢ ﺍﻟﻜﺎﻨﺎﺕ ﻓﻲ ﺍﻟﻜﻤﺭﺍﺕ ﻭﺍﻷﻋﻤﺩﺓ ‪٠‬‬ ‫ﻤﻥ ‪٣٥‬ﺭ‪ ٠‬ﺇﻟﻰ ‪٦٠‬ﺭ‪ ٠‬ﻤﻠﻠﻴﻤﺘﺭ ‪ -‬ﻟﺼﻠﺏ ﺍﻟﺘﺴﻠﻴﺢ ﺍﻟﺭﺌﻴﺴﻲ ﻓﻲ ﺠﻤﻴﻊ ﺍﻟﻌﻨﺎﺼﺭ ﺍﻹﻨﺸﺎﺌﻴﺔ ‪٠‬‬ ‫‪-5‬‬‫‪PDF created with pdfFactory Pro trial version www.pdffactory.com‬‬ ‫ﺩﻟﻴﻞ ﺍﻟﺘﻔــﺎﺻﻴﻞ ﺍﻹﻧﺸــﺎﺋﻴﺔ‬ ‫ﺍﻟﻜﻮﺩ ﺍﳌﺼﺮﻱ ﻟﺘﺼﻤﻴﻢ ﻭﺗﻨﻔﻴﺬ ﺍﳌﻨﺸﺂﺕ ﺍﳋﺮﺳﺎﻧﻴﺔ ‪٢٠٠١‬‬ ‫ﻭﻴﺘﻡ ﺭﺴﻡ ﺼﻠﺏ ﺍﻟﺘﺴﻠﻴﺢ ﺍﻟﻤﺒﻴﻥ ﻓﻲ ﺍﻟﻘﻁﺎﻋﺎﺕ ﺒﻨﻔﺱ ﻤﻘﻴﺎﺱ ﺭﺴﻡ ﻫـﺫﻩ ﺍﻟﻘﻁﺎﻋـﺎﺕ ﺒﻘـﺩﺭ‬ ‫ﺍﻹﻤﻜﺎﻥ ﻭﺫﻟﻙ ﺒﻐﺭﺽ ﺇﻋﻁﺎﺀ ﺼﻭﺭﺓ ﻭﺍﻀﺤﺔ ﻟﻤﻘﺩﺍﺭ ﺘﻜﺩﺱ ﺼﻠﺏ ﺍﻟﺘﺴﻠﻴﺢ ﺒﻬﺫﻩ ﺍﻟﻘﻁﺎﻋﺎﺕ ‪٠‬‬ ‫‪ - ٨ - ٢‬ﺍﻷﺒﻌﺎﺩ ‪Dimensions‬‬ ‫ﻴﺘﻡ ﻜﺘﺎﺒﺔ ﺍﻷﺒﻌﺎﺩ ﻭﺍﻟﺒﻴﺎﻨﺎﺕ ﻋﻠﻰ ﺍﻷﺸﻜﺎل ﺍﻟﻤﻭﺠﻭﺩﺓ ﺒﺎﻟﻠﻭﺤﺔ ﺒﻭﻀﻭﺡ ﻜﺎﻑ ﺒﺤﻴﺙ ﺘﻜﻭﻥ ﻨﺴﺦ‬ ‫ﺍﻟﺭﺴﻭﻤﺎﺕ ﺴﻬﻠﺔ ﺍﻟﻘﺭﺍﺀﺓ ﻟﻠﻘﺎﺌﻤﻴﻥ ﺒﺎﻟﺘﻨﻔﻴﺫ ﻓﻲ ﺍﻟﻤﻭﻗﻊ ﻭﻓﻰ ﺤﺎﻟﺔ ﻭﺠﻭﺩ ﻜﺘﺎﺒﺔ ﺭﺃﺴﻴﺔ ﺃﻭ ﻤﺎﺌﻠﺔ ﻴﺭﺍﻋـﻰ‬ ‫ﺃﻥ ﺘﻜﻭﻥ ﻗﺭﺍﺀﺘﻬﺎ ﺒﺎﻟﻨﻅﺭ ﺇﻟﻴﻬﺎ ﻤﻥ ﺍﻟﻨﺎﺤﻴﺔ ﺍﻟﻴﻤﻨﻰ ﻟﻠﻭﺤﺔ ‪ ٠‬ﻜﻤﺎ ﻴﺭﺍﻋﻰ ﺃﻴﻀﺎ ﺃﻥ ﺘﻜﻭﻥ ﻜﺘﺎﺒﺔ ﺍﻷﺒﻌﺎﺩ‬ ‫ﻓﻭﻕ ﺨﻁﻭﻁ ﺍﻟﻤﻘﺎﺴﺎﺕ ﻤﺒﺎﺸﺭﺓ ﻭﻟﻴﺱ ﻋﻠﻰ ﺍﻟﺨﻁﻭﻁ ﻨﻔﺴﻬﺎ ﻤﻊ ﻋﺩﻡ ﺘﺩﺍﺨل ﺍﻟﻜﺘﺎﺒـﺔ ﻤـﻊ ﺨﻁـﻭﻁ‬ ‫ﺍﻟﺭﺴﻭﻤﺎﺕ ﻨﻔﺴﻬﺎ ﺒﻘﺩﺭ ﺍﻹﻤﻜﺎﻥ ‪٠‬‬ ‫‪ - ٩ - ٢‬ﺍﻟﻤﻨﺎﺴﻴﺏ ‪Levels‬‬ ‫ﻴﺘﻡ ﺘﺤﺩﻴﺩ ﻤﻨﺴﻭﺏ ﺍﻟﺼﻔﺭ ﻟﻜل ﻭﺤﺩﺓ ﺒﺎﻟﻤﺸﺭﻭﻉ ﻋﻠﻰ ﺭﺴﻭﻤﺎﺕ ﺍﻷﺒﻌﺎﺩ ﺍﻟﺨﺭﺴﺎﻨﻴﺔ ﺒﻤﺎ ﻴﺘﻔـﻕ‬ ‫ﻤﻊ ﻤﻨﺎﺴﻴﺏ ﺍﻟـﺸﻭﺍﺭﻉ ﺍﻟﻤﺤﻴــــﻁﺔ ﺒﺎﻟﻭﺤـﺩﺓ ﻭﺍﻟﺭﻓـﻊ ﺍﻟﻤـﺴﺎﺤﻲ ﻭﻜـﺫﻟﻙ ﺍﻟﺭﺴﻭﻤـــﺎﺕ‬ ‫ﺍﻟﻤﻌﻤﺎﺭﻴــﺔ ﻭﺍﻟﻤﻴﻜﺎﻨﻴﻜﻴﺔ ) ﺇﻥ ﻭﺠﺩﺕ ( ‪ -‬ﻭﺘﺤﺩﺩ ﺍﻟﻤﻨﺎﺴﻴﺏ ﺒﺎﻟﻘﻁﺎﻋﺎﺕ ﺍﻟﺭﺃﺴـﻴﺔ ﺃﻭ ﺍﻟﻭﺍﺠﻬـﺎﺕ‬ ‫ﺒﻭﺍﺴﻁﺔ ﻤﺜﻠﺜﺎﺕ ﻋﻠﻰ ﺨﻁﻭﻁ ﺃﻓﻘﻴﺔ ﻭﺩﺍﺨل ﻗﻭﺴﻴﻥ ﻜﻤﺎ ﻫﻭ ﻤﺒﻴﻥ ﺒﺎﻟﺸﻜل ﺭﻗﻡ ) ‪٠ ( ٢-٢‬‬ ‫ﻭﻴﺘﻡ ﺘﺤﺩﻴﺩ ﺍﻟﻤﻨﺎﺴﻴﺏ ﻋﻠﻰ ﺍﻟﻤﺴﺎﻗﻁ ﺍﻷﻓﻘﻴﺔ ﺩﺍﺨل ﻤﺴﺘﻁﻴﻼﺕ ﻓـﻲ ﺃﻤـﺎﻜﻥ ﻤﻨﺎﺴـﺒﺔ ﻋﻠـﻰ‬ ‫ﺍﻟﺒﻼﻁﺎﺕ ﻭﺍﻷﺭﻀﻴﺎﺕ ﻤﺜل‬ ‫‪٢٠٠ +‬ﺭ‪ ٤‬ﻭﻴﻔﻀل ﺘﺄﻜﻴﺩ ﻫﺫﻩ ﺍﻟﻤﻨﺎﺴﻴﺏ ﻋﻠـﻰ ﻗﻁﺎﻋـﺎﺕ ﺭﺃﺴـﻴﺔ‬ ‫ﻭﻴﺭﺍﻋﻰ ﺃﻥ ﺘﻜﻭﻥ ﻫﺫﻩ ﺍﻟﻤﻨﺎﺴﻴﺏ ﻟﺴﻁﺢ ﺍﻟﺨﺭﺴﺎﻨﺔ ﻭﻟﻴﺱ ﻟﻠﻤﻨﺴﻭﺏ ﺍﻟﻨﻬﺎﺌﻲ ﻟﺴﻁﺢ ﺍﻷﺭﻀـﻴﺎﺕ ﻓـﻲ‬ ‫ﺤﺎﻟﺔ ﻭﺠﻭﺩ ﻤﺜل ﻫﺫﻩ ﺍﻷﺭﻀﻴﺎﺕ ﺒﺎﻟﻤﺸﺭﻭﻉ ‪ ٠‬ﻭﻴﻔﻀل ﺃﻥ ﺘﻜﻭﻥ ﻭﺤﺩﺍﺕ ﺍﻟﻤﻨﺎﺴﻴﺏ ﺒﺎﻟﻤﺘﺭ ‪٠‬‬ ‫‪ - ١٠ - ٢‬ﻁﺭﻕ ﺭﺴﻡ ﺍﻟﻤﺴﺎﻗﻁ ﺍﻷﻓﻘﻴﺔ ﻭﺍﻟﻘﻁﺎﻋﺎﺕ ‪Presentation of Plans & Sections‬‬ ‫‪ - ١ - ١٠ - ٢‬ﺍﻟﻤﺴﺎﻗﻁ ﺍﻷﻓﻘﻴﺔ‬ ‫ﺘﺭﺴﻡ ﺍﻟﻤﺴﺎﻗﻁ ﺒﺤﻴﺙ ﺘﻅﻬﺭ ﺍﻟﺭﻜﺎﺌﺯ ﺃﻭ ﺍﻷﻋﻤﺩﺓ ﻭﺍﻟﻜﻤﺭﺍﺕ ﻭﺍﻟﺤﻭﺍﺌﻁ ﺍﻟﺤﺎﻤﻠﺔ ﺒﺨﻁﻭﻁ ﻜﺎﻤﻠﺔ‬ ‫ ﺃﻱ ﺒﺎﻟﻨﻅﺭ ﻤﻥ ﺃﺴﻔل ﺍﻟﺒﻼﻁﺔ ﺇﻟﻰ ﺃﻋﻠﻰ ﻤﻊ ﺘﻭﻀﻴﺢ ﻓﻭﺍﺼل ﺍﻟﺘﻤﺩﺩ ﻭﺍﻻﻨﻜﻤﺎﺵ ﺇﻥ ﻭﺠﺩﺕ ‪٠‬‬‫‪ - ٢ - ١٠ - ٢‬ﺍﻟﻘﻁﺎﻋﺎﺕ‬ ‫ ﺘﺭﺴﻡ ﺍﻟﻘﻁﺎﻋﺎﺕ ﺒﺤﻴﺙ ﻴﻜﻭﻥ ﻤﻜﺎﻥ ﺍﻟﻘﻁﺎﻉ ﻋﻠﻰ ﻭﺠﻪ ﺍﻟﻌﻨﺎﺼﺭ ﺍﻟﻤـﺭﺍﺩ ﺭﺴـﻡ ﺘﻔﺎﺼـﻴﻠﻬﺎ‬‫ﻤﺒﺎﺸﺭﺓ ﻤﻊ ﺭﺴﻡ ﺃﻴﺔ ﻋﻨﺎﺼﺭ ﺃﺨﺭﻯ ﻤﺘﺼﻠﺔ ﺒﻬﺎ ﻤﻥ ﺍﻟﺨﻠﻑ ﺒﺨﻁﻭﻁ ﻤﺘﻘﻁﻌﺔ ‪٠‬‬ ‫‪-6‬‬‫‪PDF created with pdfFactory Pro trial version www.pdffactory.com‬‬ ‫ﺩﻟﻴﻞ ﺍﻟﺘﻔــﺎﺻﻴﻞ ﺍﻹﻧﺸــﺎﺋﻴﺔ‬ ‫ﺍﻟﻜﻮﺩ ﺍﳌﺼﺮﻱ ﻟﺘﺼﻤﻴﻢ ﻭﺗﻨﻔﻴﺬ ﺍﳌﻨﺸﺂﺕ ﺍﳋﺮﺳﺎﻧﻴﺔ ‪٢٠٠١‬‬ ‫ ﺘﺭﺴﻡ ﺍﻟﻘﻁﺎﻋﺎﺕ ﺍﻟﺨﺎﺼﺔ ﺒﺎﻟﻜﻤﺭﺍﺕ ﻭﺍﻟﺒﻼﻁﺎﺕ ﺒﺎﻟﻤﺴﺎﻗﻁ ﺍﻷﻓﻘﻴﺔ ﺒﺎﻟﻨﻅﺭ ﺇﻟﻰ ﺍﺘﺠﺎﻩ ﺍﻟﻴﻤـﻴﻥ‬‫ﺃﻭ ﺍﻟﻴﺴﺎﺭ ﻭﺒﺎﻟﻨﺴﺒﺔ ﻟﻸﻋﻤﺩﺓ ﺒﺎﻟﻨﻅﺭ ﺇﻟﻰ ﺃﺴﻔل ﻭﺘﺭﺴﻡ ﺍﻟﻘﻁﺎﻋﺎﺕ ﺨﻼل ﺍﻟﻤـﺴﺎﻗﻁ ﺍﻟﺭﺃﺴـﻴﺔ‬ ‫ﺒﺎﻟﻨﻅﺭ ﺇﻟﻰ ﺍﻟﻴﻤﻴﻥ ﻜﻤﺎ ﻫﻭ ﻤﻭﻀﺢ ﺒﺎﻟﺸﻜل ﺭﻗﻡ ) ‪ ( ٣-٢‬ﻤﻊ ﻤﺭﺍﻋﺎﺓ ﺃﻥ ﺘﻜﻭﻥ ﺍﻟﻘﻁﺎﻋـﺎﺕ‬ ‫ﺃﻗﺭﺏ ﻤﺎ ﻴﻤﻜﻥ ﻟﻸﻤﺎﻜﻥ ﺍﻟﺘﻲ ﺃﺨﺫ ﻓﻴﻬﺎ ﺍﻟﻘﻁﺎﻉ ‪٠‬‬ ‫‪ – ١١ - ٢‬ﺍﻟﻤﺤﺎﻭﺭ‬ ‫)‪(Axis‬‬ ‫‪Grid Lines‬‬ ‫ﺍﻟﻐﺭﺽ ﻤﻥ ﺍﻟﻤﺤﺎﻭﺭ ﻫﻭ ﺘﺤﺩﻴﺩ ﺃﻤﺎﻜﻥ ﺍﻷﻋﻤﺩﺓ ﻭﺍﻟﺤﻭﺍﺌﻁ ﻭﺍﻟﻜﻤﺭﺍﺕ ﻋﻠﻰ ﺍﻟﻤﺴﻘﻁ ﺍﻷﻓﻘـﻲ‬ ‫ﻭﻴﺭﺍﻋﻰ ﺃﻥ ﺘﻜﻭﻥ ﻫﺫﻩ ﺍﻟﻤﺤﺎﻭﺭ ﻋﻨﺩ ﺘﻘﺎﻁﻌﺎﺕ ﺍﻷﻋﻤﺩﺓ ﻭﺘﺘﻔﻕ ﻤﻊ ﺍﻟﻤﺤﺎﻭﺭ ﺍﻟﻭﺍﺭﺩﺓ ﻓﻲ ﺍﻟﺭﺴـﻭﻤﺎﺕ‬ ‫ﺍﻟﻤﻌﻤﺎﺭﻴﺔ ﻟﻠﻤﺸﺭﻭﻉ ‪ -‬ﻭﺘﻜﺘﺏ ﺃﺭﻗﺎﻡ ﺍﻟﻤﺤﺎﻭﺭ ﺩﺍﺨل ﺩﻭﺍﺌﺭ ﺨﺎﺭﺝ ﺤﺩﻭﺩ ﺍﻟﻤﺴﺎﻗﻁ ﺍﻷﻓﻘﻴﺔ ﻭﻓﻰ ﺍﻟﻌﺎﺩﺓ‬ ‫ﺘﻜﻭﻥ ﺃﺭﻗﺎﻡ ﺍﻟﻤﺤﺎﻭﺭ ﺍﻷﻓﻘﻴﺔ ﺒﺎﻷﺭﻗﺎﻡ ﺍﻟﻌﺩﺩﻴﺔ ﻭﻤﺭﺘﺒﺔ ﻤﻥ ﺃﻋﻠﻰ ﺇﻟﻰ ﺃﺴﻔل ﻭﺘﻜﻭﻥ ﺍﻟﻤﺤﺎﻭﺭ ﺍﻟﺭﺃﺴـﻴﺔ‬ ‫ﺒﺎﻟﺤﺭﻭﻑ ﺍﻟﻬﺠﺎﺌﻴﺔ ﻭﻤﺭﺘﺒﺔ ﻤﻥ ﺍﻟﻴﻤﻴﻥ ﺇﻟﻰ ﺍﻟﻴﺴﺎﺭ ﻜﻤﺎ ﻫـﻭ ﻤﺒـﻴﻥ ﻋﻠـﻰ ﺍﻟﻨﻤـﻭﺫﺝ ﻓـﻲ ﺍﻟـﺸﻜل‬ ‫ﺭﻗﻡ ) ‪٠ ( ٤-٢‬‬ ‫‪ - ١٢ - ٢‬ﻤﺭﺍﺠﻌﺔ ﺍﻟﺭﺴﻭﻤﺎﺕ ‪Checking of Drawings‬‬ ‫ﺒﻌﺩ ﺇﻋﺩﺍﺩ ﺍﻟﺭﺴﻡ ﺒﻭﺍﺴﻁﺔ ﺍﻟﺭﺴﺎﻡ ﺍﻟﻤﺘﺨﺼﺹ ﻤﻥ ﻭﺍﻗﻊ ﺍﻟﻨﻭﺘـﺔ ﺍﻟﺤـﺴﺎﺒﻴﺔ ﻟﻠﺘـﺼﻤﻴﻡ ﻭﺇﺭﺸـﺎﺩﺍﺕ‬ ‫ﺍﻟﻤﻬﻨﺩﺱ ﺍﻹﻨﺸﺎﺌﻲ ﺍﻟﻤﺼﻤﻡ ﻟﻠﻤﺸﺭﻭﻉ ‪ -‬ﺘﺘﻡ ﺃﻋﻤﺎل ﺍﻟﻤﺭﺍﺠﻌﺔ ﻋﻠﻰ ﺍﻟﺭﺴﻡ ﺤﺴﺏ ﺍﻟﻤﺭﺍﺤل ﺍﻵﺘﻴﺔ ‪:‬‬ ‫ﺃ ‪ -‬ﻤﺭﺍﺠﻌﺔ ﺍﻟﻤﺼﻤﻡ ﺍﻹﻨﺸﺎﺌﻲ‬ ‫ﻭﻴﺘﺄﻜﺩ ﻓﻴﻬﺎ ﺍﻟﻤﺼﻤﻡ ﺍﻹﻨﺸﺎﺌﻲ ﻤﻥ ﺃﻥ ﺍﻟﺘﻔﺎﺼﻴل ﻭﺍﻷﺒﻌﺎﺩ ﺍﻟﺨﺭﺴﺎﻨﻴﺔ ﺃﻭ ﻜﻤﻴـﺎﺕ ﺼـﻠﺏ ﺍﻟﺘـﺴﻠﻴﺢ‬ ‫ﻤﻁﺎﺒﻘﺔ ﻟﻤﺎ ﻭﺭﺩ ﻓﻰ ﺍﻟﻨﻭﺘﺔ ﺍﻟﺤﺴﺎﺒﻴﺔ ﻭﻴﻘﻭﻡ ﺒﺎﻟﺘﻭﻗﻴﻊ ﻋﻠﻰ ﺍﻟﺭﺴﻡ ﺒﻤﺎ ﻴﻔﻴﺩ ﺇﺘﻤﺎﻡ ﺍﻟﻤﺭﺍﺠﻌﺔ ‪٠‬‬ ‫ﺏ ‪ -‬ﻤﺭﺍﺠﻌﺔ ﺍﻟﻤﻬﻨﺩﺱ ﺍﻟﻤﺭﺍﺠﻊ‬ ‫ﻭﺘﺘﻡ ﻫﺫﻩ ﺍﻟﻤﺭﺍﺠﻌﺔ ﺒﻭﺍﺴﻁﺔ ﺃﺤﺩ ﺍﻟﻤﻬﻨﺩﺴﻴﻥ ﺍﻟﻤﺸﺭﻓﻴﻥ ﻓﻲ ﺍﻟﻤﻜﺘﺏ ﺍﻹﻨﺸﺎﺌﻲ ﻟﻠﺘﺄﻜﺩ ﻤﻥ ﺃﻥ ﺍﻟﺒﻴﺎﻨـﺎﺕ‬ ‫ﺍﻟﻭﺍﺭﺩﺓ ﺒﺎﻟﺭﺴﻡ ﻤﻁﺎﺒﻘﺔ ﻟﻠﻤﻭﺍﺼﻔﺎﺕ ﺍﻟﻔﻨﻴﺔ ﻟﻠﻤﺸﺭﻭﻉ ﻭﺍﻟﻜﻭﺩ ﺍﻟﻤﺼﺭﻱ ﻟﺘﺼﻤﻴﻡ ﻭﺘﻨﻔﻴﺫ ﺍﻟﻤﻨـﺸﺂﺕ ﺍﻟﺨﺭﺴـﺎﻨﻴﺔ‬ ‫ﻭﻴﺘﺄﻜﺩ ﺃﻴﻀﺎ ﻤﻥ ﺃﻥ ﺍﻟﺒﻴﺎﻨﺎﺕ ﻭﺍﻟﺘﻔﺎﺼﻴل ﺘﻐﻁﻰ ﺠﻤﻴﻊ ﺍﻟﻤﺘﻁﻠﺒﺎﺕ ﺍﻟﻭﺍﺭﺩﺓ ﻓﻲ ﻫﺫﺍ ﺍﻟﺩﻟﻴل ‪٠‬‬ ‫ﺠـ – ﺍﻟﻤﺭﺍﺠﻌﺔ ﺍﻟﻨﻬﺎﺌﻴﺔ‬ ‫ﻭﻴﻘﻭﻡ ﺒﻬﺎ ﻤﻬﻨﺩﺱ ﺇﻨﺸﺎﺌﻲ ﻤﻥ ﺫﻭﻯ ﺍﻟﺨﺒﺭﺓ ﺍﻟﺨﺎﺼﺔ ﻓﻰ ﻨﻭﻋﻴﺔ ﻜل ﻤﺸﺭﻭﻉ ‪ -‬ﻭﺍﻟﻤﺒﻴﻥ ﻓﻴﻤـﺎ ﻴﻠـﻲ‬ ‫ﺍﻟﻨﻘﺎﻁ ﺍﻟﻬﺎﻤﺔ ﺍﻟﻤﻁﻠﻭﺏ ﻤﺭﺍﺠﻌﺘﻬﺎ ﻓﻲ ﻫﺫﻩ ﺍﻟﻤﺭﺤﻠﺔ ‪:‬‬ ‫‪ - ١‬ﺍﻟﺘﺄﻜﺩ ﻤﻥ ﺼﺤﺔ ﺍﻟﺒﻴﺎﻨﺎﺕ ﺍﻟﻭﺍﺭﺩﺓ ﻓﻲ ﻋﻨﻭﺍﻥ ﺍﻟﻠﻭﺤﺔ ‪٠‬‬ ‫‪ - ٢‬ﺍﻟﺘﺄﻜﺩ ﻤﻥ ﻜﻔﺎﻴﺔ ﺍﻟﻤﺴﺎﻗﻁ ﻭﺍﻟﻘﻁﺎﻋﺎﺕ ﻟﺘﻭﻀﻴﺢ ﻜﺎﻓﺔ ﻤﺘﻁﻠﺒﺎﺕ ﺍﻟﺘﻨﻔﻴﺫ ‪٠‬‬ ‫‪ - ٣‬ﻤﺭﺍﺠﻌﺔ ﺘﺼﻤﻴﻡ ﺍﻟﻌﻨﺎﺼﺭ ﺍﻷﺴﺎﺴﻴﺔ ﺒﺎﻟﻤﺸﺭﻭﻉ ‪ -‬ﻭﻓﻰ ﺤﺎﻟﺔ ﻭﺠﻭﺩ ﺃﻯ ﺸﻙ ﻓـﻰ ﺴـﻼﻤﺔ ﺃﺤـﺩ ﻫـﺫﻩ‬ ‫ﺍﻟﻌﻨﺎﺼﺭ ﻓﺈﻥ ﻋﻠﻴﻪ ﺍﻟﺭﺠﻭﻉ ﺇﻟﻰ ﺍﻟﻤﻬﻨﺩﺱ ﺍﻟﻤﺼﻤﻡ ﻭﻤﻨﺎﻗﺸﺘﻪ ﻭﺍﻟﺘﺄﻜﺩ ﻤﻥ ﺴﻼﻤﺔ ﺍﻟﺘﺼﻤﻴﻡ ‪٠‬‬ ‫‪-7‬‬‫‪PDF created with pdfFactory Pro trial version www.pdffactory.com‬‬ ‫ﺩﻟﻴﻞ ﺍﻟﺘﻔــﺎﺻﻴﻞ ﺍﻹﻧﺸــﺎﺋﻴﺔ‬ ‫ﺍﻟﻜﻮﺩ ﺍﳌﺼﺮﻱ ﻟﺘﺼﻤﻴﻢ ﻭﺗﻨﻔﻴﺬ ﺍﳌﻨﺸﺂﺕ ﺍﳋﺮﺳﺎﻧﻴﺔ ‪٢٠٠١‬‬ ‫‪ - ٤‬ﻤﺭﺍﺠﻌﺔ ﺃﻤﺎﻜﻥ ﻭﺼﻼﺕ ﺃﺴﻴﺎﺥ ﺍﻟﺘﺴﻠﻴﺢ ﻭﺃﻁﻭﺍل ﺍﻟﺘﻤﺎﺴﻙ ﻟﻬﺫﻩ ﺍﻷﺴـﻴﺎﺥ ﻭﻗﻴﻤـﺔ ﺍﻟﻐﻁـﺎﺀ ﺍﻟﺨﺭﺴـﺎﻨﻲ‬ ‫ﻭﺃﻤﺎﻜﻥ ﻓﻭﺍﺼل ﺍﻟﺼﺏ ﺃﻭ ﺍﻟﺘﻤﺩﺩ ﺃﻭ ﺍﻻﻨﻜﻤﺎﺵ ) ﺇﻥ ﻭﺠﺩﺕ ( ‪٠‬‬ ‫‪ - ٥‬ﻤﺭﺍﺠﻌﺔ ﺃﻤﺎﻜﻥ ﺘﻜﺩﺱ ﺼﻠﺏ ﺍﻟﺘﺴﻠﻴﺢ ﻓﻲ ﺒﻌﺽ ﺍﻟﻌﻨﺎﺼﺭ ﻭﺍﻟﺘﺄﻜﺩ ﻤﻥ ﻋﻤل ﺍﻟﺘﻔﺎﺼﻴل ﺍﻟﻜﺎﻓﻴﺔ ﻓـﻰ ﻫـﺫﻩ‬ ‫ﺍﻷﻤﺎﻜﻥ ﻭﺍﻟﺘﻲ ﺘﺴﻤﺢ ﺒﺼﺏ ﻭﺩﻤﻙ ﺍﻟﺨﺭﺴﺎﻨﺔ ﺒﺴﻬﻭﻟﺔ ‪٠‬‬ ‫‪ - ٦‬ﻤﺭﺍﺠﻌﺔ ﺍﻟﻤﻼﺤﻅﺎﺕ ﻭﺍﻟﺘﺄﻜﺩ ﻤﻥ ﻭﻀﻭﺤﻬﺎ ﻭﺃﻨﻬﺎ ﻤﻜﺘﻭﺒﺔ ﺒﺼﻴﻐﺔ ﺍﻹﻟﺯﺍﻡ ﻓﻰ ﺘﻨﻔﻴﺫﻫﺎ ‪٠‬‬ ‫‪ - ٧‬ﺍﻟﺘﺄﻜﺩ ﻤﻥ ﻗﻴﺎﻡ ﻜل ﻤﻥ ﺍﻟﻤﻬﻨﺩﺱ ﺍﻟﻤﺼﻤﻡ ﻭﺍﻟﻤﺭﺍﺠﻊ ﺒﺎﻟﺘﻭﻗﻴﻊ ﻋﻠﻰ ﺍﻟﻠﻭﺤﺔ ﺒﻤﺎ ﻴﻔﻴﺩ ﻗﻴﺎﻤﻬﻤـﺎ ﺒﺎﻟﻤﺭﺍﺠﻌـﺔ‬ ‫ﺍﻟﻤﻁﻠﻭﺒﺔ ﻤﻨﻬﻡ ‪٠‬‬ ‫ﻭﺘﺘﻡ ﺃﻋﻤﺎل ﺍﻟﻤﺭﺍﺠﻌﺔ ﺍﻟﻤﺫﻜﻭﺭﺓ ﻋﺎﻟﻴﺔ ﻋﻠﻰ ﻨﺴﺦ ﻤـﻥ ﺍﻟﺭﺴـﻭﻤﺎﺕ ﻴـﺩﻭﻥ ﻋﻠﻴﻬـﺎ ﺍﻟﺘﻌﺩﻴــﻼﺕ‬ ‫ﻭﺍﻹﻀﺎﻓﺎﺕ ﺒﻠﻭﻥ ﻭﺍﻀﺢ ﻟﻠﺘﺄﻜﺩ ﻤﻥ ﺇﻀﺎﻓﺘﻬﺎ ﺒﻌﺩ ﺫﻟﻙ ﺒﻭﺍﺴﻁﺔ ﺍﻟﺭﺴﺎﻡ ﻋﻠﻰ ﺍﻟﺸﻔﺎﻑ ) ﺍﻟﻜﻠﻙ ( – ﻭﻻ ﻴـﺴﻤﺢ‬ ‫ﺒﺈﺭﺴﺎل ﺍﻟﺭﺴﻭﻤﺎﺕ ﺇﻟﻰ ﺍﻟﻤﻭﻗﻊ ﻟﻠﺘﻨﻔﻴﺫ ﺒﻤﻘﺘﻀﺎﻩ ﺇﻻ ﺒﻌﺩ ﺍﻋﺘﻤﺎﺩﻫﺎ ﻤﻥ ﺍﻟﻤﺭﺍﺠﻊ ﺍﻟﻨﻬﺎﺌﻲ ‪٠‬‬ ‫‪-8‬‬‫‪PDF created with pdfFactory Pro trial version www.pdffactory.com‬‬ ‫ﺩﻟﻴﻞ ﺍﻟﺘﻔــﺎﺻﻴﻞ ﺍﻹﻧﺸــﺎﺋﻴﺔ‬ ‫ﺍﻟﻜﻮﺩ ﺍﳌﺼﺮﻱ ﻟﺘﺼﻤﻴﻢ ﻭﺗﻨﻔﻴﺬ ﺍﳌﻨﺸﺂﺕ ﺍﳋﺮﺳﺎﻧﻴﺔ ‪٢٠٠١‬‬ ‫‪ - ٣‬ﺼﻠﺏ ﺍﻟﺘﺴﻠﻴﺢ‬ ‫‪ - ١ - ٣‬ﺃﻨﻭﺍﻉ ﺼﻠﺏ ﺍﻟﺘﺴﻠﻴﺢ‬ ‫(‪٠‬‬ ‫ﺃ ‪ -‬ﺼﻠﺏ ﺍﻟﺘﺴﻠﻴﺢ ﺍﻟﻁﺭﻱ ﺍﻟﻌﺎﺩﻱ ﺍﻷﻤﻠﺱ ﺍﻟﺴﻁﺢ ‪ -‬ﺭﺘﺒﻪ ‪ ٣٥٠/٢٤٠‬ﻭﻴﺭﻤﺯ ﻟﻪ ﺒﺎﻟﺭﻤﺯ )‬ ‫ﺏ ‪ -‬ﺼﻠﺏ ﺍﻟﺘﺴﻠﻴـﺢ ﻋﺎﻟﻲ ﺍﻟﻤﻘﺎﻭﻤﺔ ﻭﻤﺯﻭﺩ ﺴﻁﺤﻪ ﺒﻨﺘﻭﺀﺍﺕ ﻜﻤﺎ ﻫﻭ ﻤﺒﻴﻥ ﻓﻲ ﺍﻟﺸﻜل‬ ‫ﻭﻴﺘﻡ ﺘﺼﻨﻴﻔﻪ ﻤﻥ ﺭﺘﺒﺘﻴﻥ ‪:‬‬ ‫‪ -‬ﺭﺘﺒﻪ ‪ ٥٢٠/٣٦٠‬ﻭﻴﺭﻤﺯ ﻟﻪ ﺒﺎﻟﺭﻤﺯ )‬ ‫(‪٠‬‬ ‫‪ -‬ﺭﺘﺒﺔ ‪ ٦٠٠/٤٠٠‬ﻭﻴﺭﻤﺯ ﻟﻪ ﺒﺎﻟﺭﻤﺯ )‪f‬‬ ‫(‪٠‬‬ ‫ﺠـ – ﺸﺒﻙ ﻤﻥ ﺃﺴﻴﺎﺥ ﺍﻟﺼﻠﺏ ﺍﻟﻤﻠﺤﻭﻤﺔ ﺍﻟﻤﻠﺴﺎﺀ ﺃﻭ ﺫﺍﺕ ﺍﻟﻨﺘﺅﺍﺕ ﻭﻫﻭ ﺼﻠﺏ ﻁـﺭﻯ ﺭﺘﺒـﺔ ‪ ٣٥٠/٢٤٠‬ﺃﻭ‬ ‫‪ ٤٥٠/٢٨٠‬ﻭﺼﺎﺭ ﺴﺤﺒﻪ ﻋﻠﻰ ﺍﻟﺒﺎﺭﺩ ﻟﻴﺼﺒﺢ ﺒﺭﺘﺒﺔ ‪ ٥٢٠/٤٥٠‬ﻭﻴﺭﻤﺯ ﻟﻪ ﺒﺎﻟﺭﻤﺯ ‪ #‬ﻭﺒﺄﻗﻁﺎﺭ ﺘﺘﺭﺍﻭﺡ ﺒـﻴﻥ‬ ‫‪ ٤‬ﻤﻡ ‪ ١٢ ،‬ﻤﻡ ﻭﺍﻟﻤﺴﺎﻓﺎﺕ ﺒﻴﻥ ﺍﻷﺴﻴﺎﺥ ﺒﻴﻥ ‪ ١٠٠‬ﻤﻡ ﻭ ‪٤٠٠‬ﻤﻡ ‪٠‬‬ ‫‪ - ٢ - ٣‬ﺃﻗﻁﺎﺭ ﺍﻷﺴﻴﺎﺥ‬ ‫ﺍﻷﻗﻁﺎﺭ ﺍﻟﺴﺎﺌﺩ ﺍﺴـﺘﻌﻤﺎﻟﻬﺎ ﻫـﻲ ‪-٢٨-٢٥-٢٢-٢٠-١٩-١٨-١٦-١٤-١٣-١٢-١٠-٨-٦ :‬‬ ‫‪ ٤٠ -٣٨-٣٢‬ﻤﻠﻠﻴﻤﺘﺭ ‪٠‬‬ ‫ﻭﻴﺘﻡ ﺘﻭﺭﻴﺩ ﺍﻷﺴﻴﺎﺥ ﺫﺍﺕ ﺍﻷﻗﻁﺎﺭ ﺍﻟﺼﻐﻴﺭﺓ ﻭﺤﺘﻰ ﻗﻁﺭ ‪ ١٠‬ﻤﻡ ﺃﺤﻴﺎﻨﺎ ﻋﻠﻰ ﻫﻴﺌـﺔ ﻟﻔـﺎﺕ ‪ -‬ﺃﻤـﺎ‬ ‫ﺍﻷﺴﻴﺎﺥ ﺫﺍﺕ ﺍﻷﻗﻁﺎﺭ ﺍﻷﻜﺒﺭ ﻓﻴﺘﻡ ﺘﻭﺭﻴﺩﻫﺎ ﺒﺄﻁﻭﺍل ﺘﺘﺭﺍﻭﺡ ﺒﻴﻥ ‪٠٠‬ﺭ‪ ٦‬ﻤﺘﺭ ﺇﻟﻰ ‪٠٠‬ﺭ‪ ١٢‬ﻤﺘﺭ ‪ -‬ﻜﻤﺎ ﻴﻤﻜـﻥ‬ ‫ﻓﻰ ﺤﺎﻻﺕ ﺨﺎﺼﺔ ﻁﻠﺏ ﺘﻭﺭﻴﺩ ﺃﻁﻭﺍل ﺘﺯﻴﺩ ﻋﻥ ‪٠٠‬ﺭ‪ ١٢‬ﻤﺘﺭﺍ ﻟﻸﺴﻴﺎﺥ ﺫﺍﺕ ﺍﻷﻗﻁﺎﺭ ﺍﻟﻜﺒﻴﺭﺓ ‪٠‬‬ ‫ﻭﻴﺭﺍﻋﻰ ﺒﺎﻟﻨﺴﺒﺔ ﻟﻸﺴﻴﺎﺥ ﺫﺍﺕ ﺍﻟﻨﺘﻭﺀﺍﺕ ﺃﻥ ﺘﻜﻭﻥ ﺃﻗﻁﺎﺭﻫﺎ ﺍﻟﻤﺒﻴﻨـﺔ ﺒﺎﻟﺭﺴـﻭﻤﺎﺕ ﻫـﻲ ﺍﻷﻗﻁـﺎﺭ‬ ‫ﺍﻟﻤﻜﺎﻓﺌﺔ ﻟﻘﻁﺎﻋﺎﺕ ﺍﻷﺴﻴﺎﺥ ﺍﻟﻤﺴﺘﺩﻴﺭﺓ ﺒﺩﻭﻥ ﻨﺘﻭﺀﺍﺕ ‪ ٠‬ﻭﻋﻨﺩ ﻋﻤل ﺍﻟﺘﻔﺎﺼﻴل ﻴﺭﺍﻋﻰ ﺃﻥ ﺘﻜﻭﻥ ﺍﻟﻤـﺴﺎﻓﺔ ﺒـﻴﻥ‬ ‫ﺍﻟﺤﺩﻭﺩ ﺍﻟﺨﺎﺭﺠﻴﺔ ﻟﻠﻨﺘﻭﺀﺍﺕ ) ﺃ ( ﺃﻜﺒﺭ ﻤﻥ ﺍﻟﻘﻁﺭ ﺍﻟﻤﻜﺎﻓﺊ ﻜﻤﺎ ﻫﻭ ﻤﺒﻴﻥ ﻓﻰ ﺍﻟﺠﺩﻭل ﺍﻟﺘﺎﻟﻲ ‪:‬‬ ‫ﺠﺩﻭل ﺭﻗﻡ ) ‪ : ( ١-٣‬ﺍﻟﻤﺴﺎﻓﺔ ﺒﻴﻥ ﺍﻟﺤﺩﻭﺩ ﺍﻟﺨﺎﺭﺠﻴﺔ ﻟﻸﺴﻴﺎﺥ ﺫﺍﺕ ﺍﻟﻨﺘﻭﺀﺍﺕ ﺒﺎﻟﻤﻠﻠﻴﻤﺘﺭ‬ ‫ـﺭ‬ ‫ﺍﻟﻘﻁـــ‬ ‫ﺍﻟﻤﻜﺎﻓﺊ‬ ‫ﺍﻟﻤﺴﺎﻓﺔ )ﺃ(‬ ‫‪٦‬‬ ‫‪٨‬‬ ‫‪١٠‬‬ ‫‪١٢‬‬ ‫‪١٣‬‬ ‫‪١٤‬‬ ‫‪١٦‬‬ ‫‪١٨‬‬ ‫‪١٩‬‬ ‫‪٢٠‬‬ ‫‪٢٢‬‬ ‫‪٢٥‬‬ ‫‪٢٨‬‬ ‫‪٣٢‬‬ ‫‪٤٠‬‬ ‫‪٨‬‬ ‫‪١١‬‬ ‫‪١٣‬‬ ‫‪١٤‬‬ ‫‪١٥‬‬ ‫‪١٧‬‬ ‫‪١٩‬‬ ‫‪٢١‬‬ ‫‪٢٢‬‬ ‫‪٢٣‬‬ ‫‪٢٥‬‬ ‫‪٢٩‬‬ ‫‪٣٢‬‬ ‫‪٣٧‬‬ ‫‪٤٦‬‬ ‫‪-11‬‬‫‪PDF created with pdfFactory Pro trial version www.pdffactory.com‬‬ ‫ﺩﻟﻴﻞ ﺍﻟﺘﻔــﺎﺻﻴﻞ ﺍﻹﻧﺸــﺎﺋﻴﺔ‬ ‫ﺍﻟﻜﻮﺩ ﺍﳌﺼﺮﻱ ﻟﺘﺼﻤﻴﻢ ﻭﺗﻨﻔﻴﺬ ﺍﳌﻨﺸﺂﺕ ﺍﳋﺮﺳﺎﻧﻴﺔ ‪٢٠٠١‬‬ ‫‪ - ٣ – ٣‬ﺍﻻﻨﺤﻨﺎﺀﺍﺕ ﻭﺍﻟﺠﻨﺸﺎﺕ ﻷﺴﻴﺎﺥ ﺼﻠﺏ ﺍﻟﺘﺴﻠﻴﺢ‬ ‫ﺍﻷﺒﻌﺎﺩ ﺍﻟﻘﻴﺎﺴﻴﺔ ﻷﻗﻁﺎﺭ ﺍﻻﻨﺤﻨﺎﺀﺍﺕ ﻟﻠﺠﻨﺸﺎﺕ ﻭﺍﻟﺩﻭﺭﺍﻨﺎﺕ ﻭﺃﻁﻭﺍل ﺍﻟﺘﻤﺎﺴﻙ ﻟﻠﺠﻨﺸﺎﺕ ﻋﻨﺩ ﺃﻁﺭﺍﻑ‬ ‫ﺍﻷﺴﻴﺎﺥ ﺘﻜﻭﻥ ﻁﺒﻘﺎ ﻟﻤﺎ ﺠﺎﺀ ﺒﺎﻟﺠﺩﻭل ﺭﻗﻡ ) ‪ ( ٧-٤‬ﺒﺎﻟﺒﻨﺩ ﺭﻗﻡ )‪ (١-٥-٢-٤‬ﻓﻰ ﺍﻟﻜﻭﺩ ﺍﻟﻤـﺼﺭﻯ ﻟﺘـﺼﻤﻴﻡ‬ ‫ﻭﺘﻨﻔﻴﺫ ﺍﻟﻤﻨﺸﺂﺕ ﺍﻟﺨﺭﺴﺎﻨﻴﺔ ﻭﻜﻤﺎ ﻫﻭ ﻤﺒﻴﻥ ﻓﻰ ﺸﻜل )‪(١-٣‬‬ ‫ﺸﻜل )‪ (١-٣‬ﺍﻷﺒﻌﺎﺩ ﺍﻟﻘﻴﺎﺴﻴﺔ ﻷﻗﻁﺎﺭ ﺍﻻﻨﺤﻨﺎﺀﺍﺕ ﻟﻠﺠﻨﺸﺎﺕ ﻭﺍﻟﺩﻭﺭﺍﻨﺎﺕ‬ ‫ﺍﻟﺒﻌﺩ ‪ ) φ ٤ = D‬ﻓﻲ ﺤﺎﻟﺔ ﺍﻟﺼﻠﺏ ﺍﻟﻁﺭﻱ ﺍﻟﻌﺎﺩﻱ ( ‪٠‬‬ ‫ﺍﻟﺒﻌﺩ ‪ ) φ ٦ = D‬ﻓﻲ ﺤﺎﻟﺔ ﺍﻟﺼﻠﺏ ﻋﺎﻟﻲ ﺍﻟﻤﻘﺎﻭﻤﺔ ﺫﻭ ﻗﻁﺭ ‪ ٢٥‬ﻤﻡ ﻓﺄﻗل ( ‪٠‬‬ ‫ﺍﻟﺒﻌﺩ ‪ ) φ ٨ = D‬ﻓﻲ ﺤﺎﻟﺔ ﺍﻟﺼﻠﺏ ﻋﺎﻟﻲ ﺍﻟﻤﻘﺎﻭﻤﺔ ﺫﻭ ﻗﻁﺭ ﺃﻜﺒﺭ ﻤﻥ ‪ ٢٥‬ﻤﻡ ( ‪٠‬‬ ‫ﻭﺘﺤﺩﺩ ﺍﻟﻤﺴﺎﻓﺔ ‪ A‬ﻤﻥ ﻭﺍﻗﻊ ﺍﻟﺘﻔﺎﺼﻴل ﺍﻹﻨﺸﺎﺌﻴﺔ ﻭﺤﺴﺏ ﻤﻘﺩﺍﺭ ﻏﻁﺎﺀ ﺍﻟﺨﺭﺴﺎﻨﺔ ﻷﺴﻴﺎﺥ ﺍﻟﺘـﺴﻠﻴﺢ ‪ -‬ﻭﻴﻤﻜـﻥ‬ ‫ﺯﻴﺎﺩﺓ ﻗﻴﻤﺔ ﻗﻁﺭ ﺍﻻﻨﺤﻨﺎﺀ ‪ D‬ﻷﺴﺒﺎﺏ ﺘﺘﻌﻠﻕ ﺒﺎﻟﺘﺼﻤﻴﻡ ﻭﻋﻠﻰ ﺍﻟﻤﺼﻤﻡ ﻓﻲ ﻫـﺫﻩ ﺍﻟﺤﺎﻟـﺔ ﺘﺤﺩﻴـﺩ ﺍﻷﻤـﺎﻜﻥ‬ ‫ﺍﻟﻤﻁﻠﻭﺏ ﻓﻴﻬﺎ ﻫﺫﻩ ﺍﻟﺯﻴﺎﺩﺓ ﻭﻗﻴﻤﺘﻬﺎ ﻟﻠﻘﺎﺌﻤﻴـــﻥ ﺒﻌﻤل ﺍﻟﺘﻔﺎﺼﻴل ﺍﻹﻨﺸﺎﺌﻴﺔ ﻟﺒﻴﺎﻨﻬﺎ ﻋﻠﻰ ﺍﻟﺭﺴﻡ ﻭﻓـﻰ ﻗـﻭﺍﺌﻡ‬ ‫ﺘﻔﺭﻴﺩ ﺼﻠﺏ ﺍﻟﺘﺴﻠﻴﺢ ) ﺇﻥ ﻭﺠﺩﺕ (‪ ٠‬ﻭﺍﻟﺠﺩﻭل ﺍﻟﺘﺎﻟﻲ ﻴﺒﻴﻥ ﺍﻟﺤﺩ ﺍﻷﺩﻨﻰ ﻟﻠﻁﻭل ﺍﻟﻤﻀﺎﻑ‪ S‬ﻋﻠﻰ ﺍﻟﻤﺴﺎﻓﺔ ‪A‬‬ ‫ﺠﺩﻭل ﺭﻗﻡ ) ‪ : ( ٢-٣‬ﺍﻟﺤﺩ ﺍﻷﺩﻨﻰ ﻟﻠﻁﻭل ﺍﻟﻤﻀﺎﻑ ‪ S‬ﺒﺎﻟﻤﻠﻠﻴﻤﺘﺭ‬ ‫ﺍﻟﺸﻜل‬ ‫ﺍﻟﻘﻁﺭ‬ ‫‪٦‬‬ ‫‪٨‬‬ ‫‪١٠‬‬ ‫‪١٢‬‬ ‫‪١٣‬‬ ‫‪١٤‬‬ ‫‪١٦‬‬ ‫‪١٨‬‬ ‫‪١٩‬‬ ‫‪٢٠‬‬ ‫‪٢٢‬‬ ‫‪٢٥‬‬ ‫‪٢٨‬‬ ‫‪٣٢‬‬ ‫‪٤٠‬‬ ‫‪٦٠‬‬ ‫‪٨٠‬‬ ‫‪١٠٠‬‬ ‫‪١١٠‬‬ ‫‪١٢٠‬‬ ‫‪١٣٠‬‬ ‫‪١٥٠‬‬ ‫‪١٧٠‬‬ ‫‪١٨٠‬‬ ‫‪١٨٠‬‬ ‫‪٢٠٠‬‬ ‫‪٢٣٠‬‬ ‫‪٢٦٠‬‬ ‫‪٢٩٠‬‬ ‫‪٣٦٠‬‬ ‫‪٨٠‬‬ ‫‪١١٠‬‬ ‫‪١٣٠‬‬ ‫‪١٦٠‬‬ ‫‪١٧٠‬‬ ‫‪١٩٠‬‬ ‫‪٢١٠‬‬ ‫‪٢٤٠‬‬ ‫‪٢٥٠‬‬ ‫‪٢٦٠‬‬ ‫‪٢٩٠‬‬ ‫‪٣٣٠‬‬ ‫‪٤٨٠‬‬ ‫‪٥٥٠‬‬ ‫‪٦٨٠‬‬ ‫‪٧٠‬‬ ‫‪٩٠‬‬ ‫‪١٢٠‬‬ ‫‪١٤٠‬‬ ‫‪١٥٠‬‬ ‫‪١٦٠‬‬ ‫‪١٨٠‬‬ ‫‪٢٠٠‬‬ ‫‪٢١٠‬‬ ‫‪٢٢٠‬‬ ‫‪٢٥٠‬‬ ‫‪٢٨٠‬‬ ‫‪٣١٠‬‬ ‫‪٣٦٠‬‬ ‫‪٤٥٠‬‬ ‫‪٨٠‬‬ ‫‪١٠٠‬‬ ‫‪١٢٠‬‬ ‫‪١٥٠‬‬ ‫‪١٦٠‬‬ ‫‪١٧٠‬‬ ‫‪٢٠٠‬‬ ‫‪٢٢٠‬‬ ‫‪٢٣٠‬‬ ‫‪٢٤٠‬‬ ‫‪٢٧٠‬‬ ‫‪٣٠٠‬‬ ‫‪٣٥٠‬‬ ‫‪٤٠٠‬‬ ‫‪٥٠٠‬‬ ‫‪٨٠‬‬ ‫‪١١٠‬‬ ‫‪١٣٠‬‬ ‫‪١٦٠‬‬ ‫‪١٧٠‬‬ ‫‪١٨٠‬‬ ‫‪٢١٠‬‬ ‫‪٢٤٠‬‬ ‫‪٢٥٠‬‬ ‫‪٢٦٠‬‬ ‫‪٢٩٠‬‬ ‫‪٣٣٠‬‬ ‫‪٣٧٠‬‬ ‫‪٤٢٠‬‬ ‫‪٥٤٠‬‬ ‫‪٩٠‬‬ ‫‪١١٠‬‬ ‫‪١٤٠‬‬ ‫‪١٧٠‬‬ ‫‪١٨٠‬‬ ‫‪١٩٠‬‬ ‫‪٢٢٠‬‬ ‫‪٢٥٠‬‬ ‫‪٢٦٠‬‬ ‫‪٢٧٠‬‬ ‫‪٣٠٠‬‬ ‫‪٣٤٠‬‬ ‫‪٣٩٠‬‬ ‫‪٤٦٠‬‬ ‫‪٥٧٠‬‬ ‫ﺭﺘﺒﺔ ﺍﻟﺼﻠﺏ‬ ‫‪-12‬‬‫‪PDF created with pdfFactory Pro trial version www.pdffactory.com‬‬ ‫ﺩﻟﻴﻞ ﺍﻟﺘﻔــﺎﺻﻴﻞ ﺍﻹﻧﺸــﺎﺋﻴﺔ‬ ‫ﺍﻟﻜﻮﺩ ﺍﳌﺼﺮﻱ ﻟﺘﺼﻤﻴﻢ ﻭﺗﻨﻔﻴﺬ ﺍﳌﻨﺸﺂﺕ ﺍﳋﺮﺳﺎﻧﻴﺔ ‪٢٠٠١‬‬ ‫‪ - ٤ - ٣‬ﺸﺒﻙ ﺍﻟﺘﺴﻠﻴﺢ )‪(Welded Wire Fabric‬‬ ‫‪ - ١ – ٤ – ٣‬ﺍﻻﺴﺘﺨﺩﺍﻡ ﻭﺍﻟﻤﺯﺍﻴﺎ‬ ‫ﻴﺴﺘﺨﺩﻡ ﺍﻟﺸﺒﻙ ﻟﺘﺴﻠﻴﺢ ﺍﻟﺒﻼﻁﺎﺕ ﻭﺍﻟﺤﻭﺍﺌﻁ ﺍﻟﺴﺎﻨﺩﺓ ﻭﺘﺘﺭﻜﺯ ﻤﻤﻴﺯﺍﺕ ﺍﻟﺸﺒﻙ ﻓﻲ ‪:‬‬ ‫‪ – ١‬ﺴﻬﻭﻟﺔ ﺍﻟﺘﻨﻔﻴﺫ ﺤﻴﺙ ﻴﺘﻡ ﺘﻭﺭﻴﺩ ﺍﻟﺸﺒﻙ ﻤﻥ ﺍﻟﻤﺼﻨﻊ ﻭﻴﺘﻡ ﺘﻭﻓﻴﺭ ﺍﻟﻭﻗﺕ ﺍﻟﻼﺯﻡ ﻟﺘﻘﻁﻴﻊ ﺍﻷﺴﻴﺎﺥ ﻭﺘﻘﺴﻴﻁﻬﺎ‬ ‫‪ – ٢‬ﺠﻭﺩﺓ ﺍﻟﺘﻨﻔﻴﺫ ﺤﻴﺙ ﻴﻠﺘﺯﻡ ﺍﻟﻤﺼﻨﻊ ﺒﺘﻭﺤﻴﺩ ﻨﻭﻋﻴﻪ ﻭﺃﻗﻁﺎﺭ ﺍﻷﺴﻴﺎﺥ ﺍﻟﻤﺴﺘﺨﺩﻤﺔ ﻭﻜﺫﻟﻙ ﺍﻟﻤـﺴﺎﻓﺎﺕ ﺍﻟﺒﻴﻨﻴـﺔ‬ ‫ﺒﻴﻥ ﺍﻷﺴﻴﺎﺥ ‪٠‬‬ ‫‪ – ٣‬ﺍﻟﺘﻭﻓﻴﺭ ﻓﻰ ﺍﻟﺼﻠﺏ ﺍﻟﻤﺴﺘﺨﺩﻡ ﺤﻴﺙ ﺃﻥ ﺇﺠﻬﺎﺩ ﺍﻟﺘﺸﻐﻴل ﺍﻟﻌﺎﻟﻲ ﻟﻠﺼﻠﺏ ﺍﻟﻤﺴﺘﺨﺩﻡ ﻴـﺴﻤﺢ ﺒﺘﻘﻠﻴـل ﻜﻤﻴـﺔ‬ ‫ﺍﻟﺼﻠﺏ ﺍﻟﻤﻁﻠﻭﺏ ﻓﻲ ﺍﻟﺘﺼﻤﻴﻡ ﻭﺒﺎﻟﺘﺎﻟﻲ ﻴﻜﻭﻥ ﺍﻟﺘﻭﻓﻴﺭ ﻓﻰ ﺍﻟﺘﻜﻠﻔﺔ ‪٠‬‬ ‫‪ – ٤‬ﻴﻤﻜﻥ ﺘﺸﻜﻴل ﻭﺘﻘﻁﻴﻊ ﺍﻟﺸﺒﻙ ﻟﻠﺤﺼﻭل ﻋﻠﻰ ﺍﻷﺴﻁﺢ ﺍﻟﻤﻁﻠﻭﺒﺔ ‪٠‬‬ ‫‪ – ٢ – ٤ - ٣‬ﺒﻌﺽ ﺍﻷﻨﻭﺍﻉ ﺍﻟﻤﺴﺘﺨﺩﻤﺔ‬ ‫‪ – ١‬ﻤﺭﺒﻊ ﺍﻷﻀﻼﻉ ) ﻤﺭﺒﻊ ﺍﻟﻌﻴﻥ ( ﻟﻼﺴﺘﺨﺩﺍﻡ ﻓﻰ ﺍﻟﺒﻼﻁﺎﺕ ‪ ٠‬ﺸﻜل ) ‪٢-٣‬ﺃ (‬ ‫‪ – ٢‬ﻤﺴﺘﻁﻴل ﺍﻷﻀﻼﻉ ) ﻤﺴﺘﻁﻴل ﺍﻟﻌﻴﻥ ( ﻟﻼﺴﺘﺨﺩﺍﻡ ﻓﻰ ﺍﻟﺒﻼﻁﺎﺕ ‪ ٠‬ﺸﻜل ) ‪٢-٣‬ﺏ (‬ ‫‪ – ٣‬ﺍﻟﻨﻭﻉ ﺍﻟﺤﺎﺌﻁﻲ ﺍﻟﻤﺴﺘﺨﺩﻡ ﻓﻰ ﺍﻟﺤﻭﺍﺌﻁ ﺴﻭﺍﺀ ﻤﺭﺒﻊ ﺍﻟﻌﻴﻥ ﺃﻭ ﻤﺴﺘﻁﻴل ﺍﻟﻌﻴﻥ ﻭﻴﺘﻤﻴـﺯ ﺍﻟﻨـﻭﻉ ﺍﻟﺤـﺎﺌﻁﻲ‬ ‫ﺒﻭﺠﻭﺩ ﺃﺸﺎﻴﺭ ﻓﻲ ﺍﻟﻨﻬﺎﻴﺔ ‪ ٠‬ﺸﻜل ) ‪٢-٣‬ﺠـ (‬ ‫‪L‬‬ ‫‪a‬‬ ‫‪b‬‬ ‫‪a‬‬ ‫‪a‬‬ ‫‪a‬‬ ‫‪b‬‬ ‫ﺸﻜل )‪٢-٣‬ﺃ(‬ ‫ﺸﻜل )‪٢-٣‬ﺏ(‬ ‫ﻤﻘﺎﺱ ﺍﻟﻌﻴﻥ ‪axb‬‬ ‫ﻤﻘﺎﺱ ﺍﻟﻌﻴﻥ ‪axa‬‬ ‫ﺸﻜل )‪٢-٣‬ﺠـ(‬ ‫ﻤﻘﺎﺱ ﺍﻟﻌﻴﻥ ‪ axb‬ﻭﻁﻭل ﺍﺸﺎﺭﺓ ‪L‬‬ ‫ﺸﻜل )‪ (٢-٣‬ﺒﻌﺽ ﺍﻷﻨﻭﺍﻉ ﺍﻟﻤﺨﺘﻠﻔﺔ ﻟﺸﺒﻙ ﺍﻟﺘﺴﻠﻴﺢ‬ ‫‪ - ٣ – ٤ – ٣‬ﺃﻗﻁﺎﺭ ﺍﻷﺴﻴﺎﺥ ﺍﻟﻤﺴﺘﺨﺩﻤﺔ‬ ‫ﺘﺘﺭﺍﻭﺡ ﺍﻷﻗﻁﺎﺭ ﺒﻴﻥ ‪ ٤‬ﻤﻡ ﺇﻟﻰ ‪١٢‬ﻤﻡ ﻭﻻ ﺘﺴﺘﺨﺩﻡ ﺍﻷﻗﻁﺎﺭ ﺍﻷﻋﻠﻰ ﻤﻥ ﺫﻟﻙ ﺇﻻ ﻨـﺎﺩﺭﹰﺍ ﻨﻅـﺭﺍ ﻻﻥ‬ ‫ﺍﻟﺸﺒﻙ ﻴﺼﺒﺢ ﺜﻘﻴل ﺍﻟﻭﺯﻥ ‪٠‬‬ ‫‪-13‬‬‫‪PDF created with pdfFactory Pro trial version www.pdffactory.com‬‬ ‫ﺩﻟﻴﻞ ﺍﻟﺘﻔــﺎﺻﻴﻞ ﺍﻹﻧﺸــﺎﺋﻴﺔ‬ ‫ﺍﻟﻜﻮﺩ ﺍﳌﺼﺮﻱ ﻟﺘﺼﻤﻴﻢ ﻭﺗﻨﻔﻴﺬ ﺍﳌﻨﺸﺂﺕ ﺍﳋﺮﺳﺎﻧﻴﺔ ‪٢٠٠١‬‬ ‫‪ - ٤ – ٤ – ٣‬ﻁﻭل ﺍﻟﺭﻜﻭﺏ ‪Overlap Length‬‬ ‫ﻻ ﻴﻘل ﻁﻭل ﺍﻟﺭﻜﻭﺏ ﻋﻥ‬ ‫‪ 1.70 Ld‬ﺃﻭ ‪ ٢٠٠‬ﻤﻡ ﺃﻴﻬﻤﺎ ﺃﻜﺒﺭ ﻟﻸﺴﻴﺎﺥ ﺫﺍﺕ ﺍﻟﻨﺘﻭﺀﺍﺕ‬ ‫‪ 1.50 Ld‬ﺃﻭ ‪ ١٥٠‬ﻤﻡ ﺃﻴﻬﻤﺎ ﺃﻜﺒﺭ ﻟﻸﺴﻴﺎﺥ ﺍﻟﻤﻠﺴﺎﺀ‬ ‫ﺤﻴﺙ ‪ Ld‬ﻫﻭ ﻁﻭل ﺍﻟﺘﻤﺎﺴﻙ ﺍﻟﻤﺤﺩﺩ ﺒﺎﻟﻜﻭﺩ ﺍﻟﻤﺼﺭﻱ ﻁﺒﻘﺎ ﻟﻠﺒﻨﺩ ﺭﻗﻡ ) ‪(١-٥-٢-٤‬‬ ‫ﺍﻟﺸﻜل ﺭﻗﻡ ) ‪ ( ٣-٣‬ﻴﻭﻀﺢ ﻁﻭل ﺍﻟﺭﻜﻭﺏ ﻭﺍﻗل ﻤﺴﺎﻓﺔ ﺒﻴﻥ ﺍﻷﺴﻴﺎﺥ‬ ‫ﺸﻜل )‪ (٣-٣‬ﻁﻭل ﺍﻟﺭﻜﻭﺏ ﻭﺃﻗل ﻤﺴﺎﻓﺔ ﺒﻴﻥ ﺍﻷﺴﻴﺎﺥ‬ ‫‪ - ٥ – ٤ – ٣‬ﺍﻟﻠﺤﺎﻡ ‪Welding‬‬ ‫ﻓﻲ ﺤﺎﻟﺔ ﺍﺴﺘﺨﺩﺍﻡ ﺍﻟﻠﺤﺎﻡ ﻴﺠﺏ ﺃﻥ ﻴﻜﻭﻥ ﺍﻟﻠﺤﺎﻡ ﻟﺸﺒﻙ ﺍﻟﺘﺴﻠﻴﺢ ﺠﻴﺩﺍ ﺒﺤﻴﺙ ﻻ ﻴﺤﺩﺙ ﺃﻱ ﻓﻘﺩ ﻓﻲ ﻗﻴﻤﺔ‬ ‫ﺍﻹﺠﻬﺎﺩ ﺃﻭ ﺍﻟﻘﻁﺭ ﺍﻟﻤﺴﺘﺨﺩﻡ ﻟﻸﺴﻴﺎﺥ ‪٠‬‬ ‫‪ - ٥ - ٣‬ﺍﻟﻭﺼﻼﺕ ﺒﺎﻟﻠﺤﺎﻡ ﻟﺼﻠﺏ ﺍﻟﺘﺴﻠﻴﺢ‬ ‫ﺘﺴﺘﻌﻤل ﻭﺼﻼﺕ ﺍﻟﻠﺤﺎﻡ ﻟﻸﺴﻴﺎﺥ ﺍﻟﺘﻲ ﻻ ﻴﻘل ﻗﻁﺭﻫﺎ ﻋﻥ ‪ ١٦‬ﻤﻡ ﻭﻟﻨﻭﻋﻴﺔ ﺍﻟﺼﻠﺏ ﺍﻟﻘﺎﺒـل ﻟﻠﺤـﺎﻡ‬ ‫ﻁﺒﻘﺎ ﻟﻤﺎ ﻭﺭﺩ ﺒﺎﻟﺒﻨﺩ )‪ (٣-٤-٥-٢-٤‬ﺒﺎﻟﻜﻭﺩ ﻭﻁﺒﻘﺎ ﻟﻠﺘﻔﺎﺼﻴل ﺍﻟﻤﺒﻴﻨـﺔ ﺒﺎﻷﺸـﻜﺎل ﺃﺭﻗـﺎﻡ )‪ (٤-٣‬ﻭ )‪(٥-٣‬‬ ‫ﻭﻴﺭﺍﻋﻰ ﺃﻥ ﺘﺘﻡ ﺃﻋﻤﺎل ﺍﻟﻠﺤﺎﻡ ﻁﺒﻘﺎ ﻟﻠﺸﺭﻭﻁ ﺍﻟﺘﺎﻟﻴﺔ ‪:‬‬ ‫‪ -١‬ﻴﺴﺘﺨﺩﻡ ﺍﻟﻠﺤﺎﻡ ﺒﺎﻟﻜﻬﺭﺒﺎﺀ‬ ‫‪ -٢‬ﻴﺴﻤﺢ ﺒﻭﺼل ﺍﻷﺴﻴﺎﺥ )ﺍﻟﻠﺤﺎﻡ( ﻋﻨﺩ ﻨﻘﻁ ﺘﻘﺎﺒل ﺍﻟﺴﻴﺨﻴﻥ ﻤـﻊ ﻤﺭﺍﻋـﺎﺓ ﺃﻥ ﻴﻅـل ﻤﺤـﻭﺭ‬ ‫ﺍﻟﺴﻴﺨﻴﻥ ﺍﻟﻤﻠﺤﻭﻤﻴﻥ ﻋﻠﻰ ﺍﺴﺘﻘﺎﻤﺔ ﻭﺍﺤﺩﺓ ‪٠‬‬ ‫‪ -٣‬ﻻﺒﺩ ﺃﻥ ﺘﻜﻭﻥ ﻭﺼﻼﺕ ﺍﻟﻠﺤﺎﻡ ﺘﺒﺎﺩﻟﻴﺔ ﻋﻠﻰ ﺃﻻ ﻴﻠﺤﻡ ﺃﻜﺜﺭ ﻤﻥ ‪ % ٢٥‬ﻤﻥ ﻋﺩﺩ ﺍﻷﺴﻴﺎﺥ ﻓـﻰ‬ ‫ﺍﻟﻘﻁﺎﻉ ﺍﻟﻭﺍﺤﺩ ﻭﺒﺎﻗﻲ ﺍﻷﺴﻴﺎﺥ ﻋﻠﻰ ﻤﺴﺎﻓﺎﺕ ﻻ ﺘﻘل ﻜل ﻤﻨﻬﺎ ﻋﻥ ‪ ٢٠‬ﻤﺭﺓ ﻗﻁﺭ ﺍﻟﺴﻴﺦ ‪٠‬‬ ‫‪ -٤‬ﻴﺤﺩﺩ ﻁﻭل ﺍﻟﻠﺤﺎﻡ ﻭﺴﻤﻜﻪ ﻁﺒﻘﺎ ﻷﻗﺼﻰ ﻗﻭﺓ ﺸﺩ ﺘﺘﺤﻤﻠﻬﺎ ﺍﻷﺴﻴﺎﺥ ﺍﻟﻤﻠﺤﻭﻤﺔ ‪٠‬‬ ‫‪ -٥‬ﻴﻔﻀل ﺘﺠﻨﺏ ﻋﻤل ﻭﺼﻼﺕ ﺍﻟﻠﺤﺎﻡ ﻓﻲ ﻤﻨﻁﻘﺔ ﺃﻗﺼﻰ ﻋﺯﻡ ﺍﻨﺤﻨﺎﺀ ‪٠‬‬ ‫‪ -٦‬ﻴﺠﺏ ﺃﻥ ﻴﻘﺎﻭﻡ ﺍﻟﻤﻘﻁﻊ ﺍﻟﻤﻠﺤﻭﻡ ﺇﺠﻬﺎﺩ ﺸﺩ ﺃﻭ ﻀﻐﻁ ﻻ ﻴﻘل ﻋﻥ ‪ %١٢٥‬ﻤﻥ ﺇﺠﻬﺎﺩ ﺨﻀﻭﻉ‬ ‫ﺍﻷﺴﻴﺎﺥ ﺍﻟﻤﻠﺤﻭﻤﺔ‪.‬‬ ‫‪ -٧‬ﻻ ﻴﺴﻤﺢ ﺒﺎﻟﻠﺤﺎﻡ ﻓﻰ ﺤﺩﻭﺩ ﻤﺴﺎﻓﺔ ﺃﻗل ﻤﻥ ‪١٠٠‬ﻤﻡ ﻤﻥ ﻨﻘﻁﺔ ﺒﺩﺍﻴﺔ ﺩﻭﺭﺍﻥ ﺃﻱ ﺴﻴﺦ ﻭﺒـﺸﺭﻁ‬ ‫ﺃﻻ ﻴﻘل ﺍﻟﻘﻁﺭ ﺍﻟﺩﺍﺨﻠﻲ ﻋﻥ ‪ ١٢‬ﻤﺭﺓ ﻗﻁﺭ ﺍﻟﺴﻴﺦ‪.‬‬ ‫‪-14‬‬‫‪PDF created with pdfFactory Pro trial version www.pdffactory.com‬‬ ‫ﺩﻟﻴﻞ ﺍﻟﺘﻔــﺎﺻﻴﻞ ﺍﻹﻧﺸــﺎﺋﻴﺔ‬ ‫ﺍﻟﻜﻮﺩ ﺍﳌﺼﺮﻱ ﻟﺘﺼﻤﻴﻢ ﻭﺗﻨﻔﻴﺬ ﺍﳌﻨﺸﺂﺕ ﺍﳋﺮﺳﺎﻧﻴﺔ ‪٢٠٠١‬‬ ‫‪ -٨‬ﻴﻠﺯﻡ ﻋﻨﺩ ﺍﺴﺘﻌﻤﺎل ﺍﻟﻭﺼﻼﺕ ﺒﺎﻟﻠﺤﺎﻡ ﻋﻤل ﺍﻻﺨﺘﺒﺎﺭﺍﺕ ﺍﻟﻜﺎﻓﻴﺔ ﻋﻠﻰ ﻋﻴﻨﺎﺕ ﻟﻠﺘﺄﻜﺩ ﻤـﻥ ﻗـﺩﺭﺘﻬﺎ‬ ‫ﻋﻠﻰ ﻤﻘﺎﻭﻤﺔ ﺇﺠﻬﺎﺩﺍﺕ ﺍﻟﺘﺸﻐﻴل ﻭﺍﺴﺘﻴﻔﺎﺀ ﺍﻟﺸﺭﻭﻁ ﺍﻟﻤﺫﻜﻭﺭﺓ ﻋﺎﻟﻴﻪ ‪٠‬‬ ‫ﺸﻜل )‪ (٤-٣‬ﺘﻔﺎﺼﻴل ﻭﺼﻼﺕ ﺍﻟﻠﺤﺎﻡ ﺒﺎﻟﺘﺭﺍﻜﺏ‬ ‫‪L/2‬‬ ‫‪L‬‬ ‫‪L/2‬‬ ‫ﺸﻜل )‪ (٥-٣‬ﺘﻔﺎﺼﻴل ﻭﺼﻼﺕ ﺍﻟﻠﺤﺎﻡ ﺒﺎﺴﺘﺨﺩﺍﻡ ﺃﺴﻴﺎﺥ ﺇﻀﺎﻓﻴﺔ‬ ‫‪ - ٦ - ٣‬ﺍﻟﻐﻁﺎﺀ ﺍﻟﺨﺭﺴﺎﻨﻲ ﻟﺼﻠﺏ ﺍﻟﺘﺴﻠﻴﺢ‬ ‫ﻴﻠﺯﻡ ﺘﺤﺩﻴﺩ ﻗﻴﻤﺔ ﺍﻟﻐﻁﺎﺀ ﺍﻟﺨﺭﺴﺎﻨﻲ ﻷﺴﻴﺎﺥ ﺍﻟﺘﺴﻠﻴﺢ ﻋﻠﻰ ﺭﺴـﻭﻤﺎﺕ ﺍﻟﺘـﺴﻠﻴﺢ ﻟﺠﻤﻴـﻊ ﺍﻟﻌﻨﺎﺼـﺭ‬ ‫ﺍﻹﻨﺸﺎﺌﻴﺔ ﺍﻟﻤﻭﺠﻭﺩﺓ ﻋﻠﻰ ﻜل ﻟﻭﺤﺔ ‪ ،‬ﻭﻴﺘﻡ ﻗﻴﺎﺱ ﻗﻴﻤﺔ ﺍﻟﻐﻁﺎﺀ ﻤﻥ ﺴﻁﺢ ﺍﻟﺨﺭﺴﺎﻨﺔ ﻭﺤﺘﻰ ﺍﻟﻭﺠـﻪ ﺍﻟﺨـﺎﺭﺠﻲ‬ ‫ﻟﻸﺴﻴﺎﺥ ﻭﻴﺨﺘﻠﻑ ﻗﻴﻤﺔ ﺍﻟﻐﻁﺎﺀ ﺤﺴﺏ ﻤﻘﺩﺍﺭ ﺘﻌﺭﺽ ﺴﻁﺢ ﺍﻟﺨﺭﺴﺎﻨﺔ ﻟﻠﻌﻭﺍﻤل ﺍﻟﺠﻭﻴﺔ ﺃﻭ ﺍﻟﻤﻭﺍﺩ ﺍﻟﻀﺎﺭﺓ ﺍﻟﺘـﻲ‬ ‫ﻗﺩ ﺘﻬﺎﺠﻡ ﺴﻁﺢ ﺍﻟﺨﺭﺴﺎﻨﺔ ﺃﻭ ﻤﺩﻯ ﺍﻟﻤﻘﺎﻭﻤﺔ ﺍﻟﻤﻁﻠﻭﺒﺔ ﻀﺩ ﺍﻟﺤﺭﻴﻕ ﻓﻰ ﺒﻌﺽ ﺍﻟﻤﻨﺸﺂﺕ ﺍﻟﺨﺎﺼـﺔ ‪ ٠‬ﻭﻴﺭﺠـﻊ‬ ‫ﺇﻟﻰ ﺍﻟﻜﻭﺩ ﺍﻟﻤﺼﺭﻱ ﻟﺘﺼﻤﻴﻡ ﻭﺘﻨﻔﻴﺫ ﺍﻟﻤﻨﺸﺂﺕ ﺍﻟﺨﺭﺴﺎﻨﻴﺔ ﻟﺘﺤﺩﻴﺩ ﻗﻴﻤﺔ ﺍﻟﺤﺩ ﺍﻷﺩﻨﻰ ﻟﻠﻐﻁﺎﺀ ﻟﻠﺤﺎﻻﺕ ﺍﻟﻤـﺫﻜﻭﺭﺓ‬ ‫ﺒﺎﻟﺒﻨﺩ ﺭﻗﻡ )‪– ٣-٢-٣-٤‬ﺏ( ﻭﺍﻟﺠﺩﻭل ﺭﻗﻡ ) ‪ ( ١٣ - ٤‬ﻓﻲ ﻫﺫﺍ ﺍﻟﺒﻨﺩ ﻭﻜﺫﻟﻙ ﺇﻟﻰ ﺍﻟﺒﻨﺩ ﺭﻗﻡ )‪٠ (٣-٧-٩‬‬ ‫ﻭﻴﺘﻡ ﺍﻟﻤﺤﺎﻓﻅﺔ ﻋﻠﻰ ﻗﻴﻤﺔ ﺍﻟﻐﻁﺎﺀ ﺃﺜﻨﺎﺀ ﺼﺏ ﺍﻟﺨﺭﺴﺎﻨﺔ ﺒﺎﺴﺘﻌﻤﺎل ﺒﻠﻭﻜﺎﺕ ﺃﺴﻤﻨﺘﻴﺔ ﺃﻭ ﻜﺭﺍﺴﻲ ﻤـﻥ‬ ‫ﺍﻟﺼﻠﺏ ﺃﻭ ﺍﻟﺒﻼﺴﺘﻴﻙ ﻭﺍﻟﺘﻲ ﻴﺘﻡ ﻭﻀﻌﻬﺎ ﻋﻠﻰ ﻤﺴﺎﻓﺎﺕ ﻤﻨﺎﺴﺒﺔ ﺘﺘﺭﺍﻭﺡ ﺒﻴﻥ ‪٠٠‬ﺭ‪ ١‬ﺇﻟـﻰ ‪٠٠‬ﺭ‪ ٢‬ﻤﺘـﺭ ﻓـﻲ‬ ‫ﺍﻻﺘﺠﺎﻫﻴﻥ ‪ -‬ﻭﻴﺘﺭﻙ ﻟﻠﻤﻘﺎﻭل ﺘﺤﺩﻴﺩ ﻨﻭﻋﻴﺔ ﺍﻟﻜﺭﺍﺴﻲ ﺒﺸﺭﻁ ﺃﻥ ﺘﻜﻭﻥ ﻤﻥ ﻤﻭﺍﺩ ﻻ ﺘﻘل ﻤﻘﺎﻭﻤﺘﻬﺎ ﻋﻥ ﺍﻟﻤﻘﺎﻭﻤـﺔ‬ ‫ﺍﻟﻤﻤﻴﺯﺓ ﻟﻠﺨﺭﺴﺎﻨﺔ ﺒﻜل ﻋﻨﺼﺭ ﻭﻻ ﻴﻭﺠﺩ ﺒﻬﺎ ﻤﻭﺍﺩ ﻀﺎﺭﺓ ﺒﺎﻟﺨﺭﺴـﺎﻨﺔ ﻭﻋﻠـﻰ ﺃﻥ ﺘﻌﺘﻤـﺩ ﻤـﻥ ﺍﺴﺘـﺸﺎﺭﻱ‬ ‫ﺍﻟﻤﺸﺭﻭﻉ ﺃﻭ ﻤﻬﻨﺩﺱ ﺍﻟﻤﻭﻗﻊ ‪٠‬‬ ‫‪-15‬‬‫‪PDF created with pdfFactory Pro trial version www.pdffactory.com‬‬ ‫ﺩﻟﻴﻞ ﺍﻟﺘﻔــﺎﺻﻴﻞ ﺍﻹﻧﺸــﺎﺋﻴﺔ‬ ‫ﺍﻟﻜﻮﺩ ﺍﳌﺼﺮﻱ ﻟﺘﺼﻤﻴﻢ ﻭﺗﻨﻔﻴﺬ ﺍﳌﻨﺸﺂﺕ ﺍﳋﺮﺳﺎﻧﻴﺔ ‪٢٠٠١‬‬ ‫ﻭﻴﺭﺍﻋﻰ ﻓﻰ ﺤﺎﻟﺔ ﺍﻟﻜﻤﺭﺍﺕ ﺍﻟﺘﻲ ﻴﻭﺠﺩ ﺒﻬﺎ ﺘﺴﻠﻴﺢ ﺭﺌﻴﺴﻲ ﻷﻜﺜﺭ ﻤﻥ ﻁﺒﻘﺔ ﻭﺍﺤﺩﺓ ﺃﻥ ﻴﺘﻡ ﺍﻟﻤﺤﺎﻓﻅـﺔ‬ ‫ﻋﻠﻰ ﺍﻟﻤﺴﺎﻓﺎﺕ ﺒﻴﻥ ﻫﺫﻩ ﺍﻟﻁﺒﻘﺎﺕ ﺒﺎﺴﺘﻌﻤﺎل ﻗﻁﻊ ﻤﻥ ﺃﺴﻴﺎﺥ ﺍﻟﺼﻠﺏ ﻗﻁﺭ ‪ ٢٥‬ﻤﻡ ﺃﻭ ﻗﻁﺭ ﺃﻜﺒﺭ ﺴﻴﺦ ﻤـﺴﺘﺨﺩﻡ‬ ‫ﺃﻴﻬﻤﺎ ﺃﻜﺒﺭ ﻭﻴﺘﻡ ﻭﻀﻌﻬﺎ ﻋﻠﻰ ﻤﺴﺎﻓﺎﺕ ﺤﻭﺍﻟﻲ ‪ ٢- ١‬ﻤﺘﺭ‪٠‬‬ ‫‪ - ٧ – ٣‬ﺃﻗﻁﺎﺭ ﻭﻤﺤﻴﻁ ﻭﻤﺴﺎﺤﺔ ﺃﺴﻴﺎﺥ ﺼﻠﺏ ﺍﻟﺘﺴﻠﻴﺢ‬ ‫ﺠﺩﻭل ﺭﻗﻡ ) ‪ ( ٤-٣‬ﻴﺒﻴﻥ ﻤﺴﺎﺤﺔ ﻭﻤﺤﻴﻁ ﺍﻷﻗﻁﺎﺭ ﺍﻟﻤﺨﺘﻠﻔﺔ ﻤﻥ ﺃﺴﻴﺎﺥ ﺼﻠﺏ ﺍﻟﺘﺴﻠﻴﺢ‬ ‫ﺠﺩﻭل ﺭﻗﻡ ) ‪ ( ٤-٣‬ﻤﺴﺎﺤﺔ ﻭﻤﺤﻴﻁ ﺍﻷﻋﺩﺍﺩ ﺍﻟﻤﺘﻜﺭﺭﺓ ﻤﻥ ﺍﻷﻗﻁﺎﺭ ﺍﻟﻤﺨﺘﻠﻔﺔ ﻷﺴﻴﺎﺥ ﺼﻠﺏ ﺍﻟﺘﺴﻠﻴﺢ‬ ‫ﺍﻟﻘﻁﺭ)ﻤﻡ(‬ ‫ﺍﻟﻌﺩﺩ‬ ‫ﻤﺴﺎﺤﺔ ﺍﻷﺴﻴــــــــــــــــــﺎﺥ ) ﻤﻡ‪( ٢‬‬ ‫‪١‬‬ ‫‪٢‬‬ ‫‪٦‬‬ ‫‪٢٨‬‬ ‫‪٥٦‬‬ ‫‪١٠‬‬ ‫‪٧٨‬‬ ‫‪١٥٧‬‬ ‫‪١٣‬‬ ‫‪١٣٣‬‬ ‫‪٨‬‬ ‫‪١٢‬‬ ‫‪١٤‬‬ ‫‪١٦‬‬ ‫‪١٨‬‬ ‫‪١٩‬‬ ‫‪٢٠‬‬ ‫‪٢٢‬‬ ‫‪٢٥‬‬ ‫‪٢٨‬‬ ‫‪٣٢‬‬ ‫‪٤٠‬‬ ‫ﺍﻟﻤﺤﻴﻁ‬ ‫‪٥٠‬‬ ‫‪٣‬‬ ‫‪٨٥‬‬ ‫‪٤‬‬ ‫‪٥‬‬ ‫‪٦‬‬ ‫‪٧‬‬ ‫‪٨‬‬ ‫‪٩‬‬ ‫‪١٠‬‬ ‫‪١١٣‬‬ ‫‪١٤١‬‬ ‫‪١٧٠‬‬ ‫‪١٩٨‬‬ ‫‪٢٢٦‬‬ ‫‪٢٥٥‬‬ ‫‪٢٨٣‬‬ ‫‪١٨,٨‬‬ ‫‪٣١٤‬‬ ‫‪٣٩٣‬‬ ‫‪٤٧١‬‬ ‫‪٥٥٠‬‬ ‫‪٦٢٨‬‬ ‫‪٧٠٧‬‬ ‫‪٧٨٥‬‬ ‫‪٣١,٤‬‬ ‫‪١٠٠‬‬ ‫‪١٥١‬‬ ‫‪٢٠١‬‬ ‫‪١١٣‬‬ ‫‪٢٢٦‬‬ ‫‪٣٣٩‬‬ ‫‪٤٥٢‬‬ ‫‪١٥٤‬‬ ‫‪٣٠٨‬‬ ‫‪٢٠١‬‬ ‫‪٢٥٥‬‬ ‫‪٢٨٤‬‬ ‫‪٣١٤‬‬ ‫‪٣٨٠‬‬ ‫‪٤٩١‬‬ ‫‪٦١٦‬‬ ‫‪٨٠٤‬‬ ‫‪١٢٥٧‬‬ ‫‪٢٦٦‬‬ ‫‪٤٠٢‬‬ ‫‪٥٠٩‬‬ ‫‪٥٦٧‬‬ ‫‪٦٢٨‬‬ ‫‪٧٦١‬‬ ‫‪٢٢٦‬‬ ‫‪٣٩٨‬‬ ‫‪٤٦٢‬‬ ‫‪٦٠٣‬‬ ‫‪٧٦٤‬‬ ‫‪٨٥١‬‬ ‫‪٩٤٢‬‬ ‫‪٥٣١‬‬ ‫‪٦١٦‬‬ ‫‪٨٠٤‬‬ ‫‪٧٧٠‬‬ ‫‪١٢٣٢‬‬ ‫‪٢٥١٣‬‬ ‫‪٣٧٧٠‬‬ ‫‪١٩٦٣‬‬ ‫‪٣٢١٧‬‬ ‫‪٥٠٢٦‬‬ ‫‪٣٠٢‬‬ ‫‪٦٧٩‬‬ ‫‪٧٩٦‬‬ ‫‪٩٢٤‬‬ ‫‪٣٥٢‬‬ ‫‪٧٩٢‬‬ ‫‪٩٢٩‬‬ ‫‪١٤١٨‬‬ ‫‪١٧٠٢‬‬ ‫‪١٩٠١‬‬ ‫‪٢٤٥٤‬‬ ‫‪٣٠٨٠‬‬ ‫‪٤٠٢١‬‬ ‫‪٦٢٨٣‬‬ ‫‪٢٢٨٢‬‬ ‫‪٢٩٤٥‬‬ ‫‪٣٦٩٦‬‬ ‫‪٤٨٢٥‬‬ ‫‪٧٥٤٠‬‬ ‫‪٢١٩٩‬‬ ‫‪٢٦٦٢‬‬ ‫‪٣٤٣٦‬‬ ‫‪٤٣١٢‬‬ ‫‪٥٦٣٠‬‬ ‫‪٨٧٩٠‬‬ ‫‪١٠١٨‬‬ ‫‪١٣٨٦‬‬ ‫‪١٥٤٠‬‬ ‫‪٤٤,٠‬‬ ‫‪١٦٠٨‬‬ ‫‪٢٥١٣‬‬ ‫‪٣٠٤٢‬‬ ‫‪٣٩٢٧‬‬ ‫‪٤٩٢٨‬‬ ‫‪٦٤٣٤‬‬ ‫‪١٠٠٥٣‬‬ ‫‪٢٥,١‬‬ ‫‪١١٣١‬‬ ‫‪١٨١٠‬‬ ‫‪٢٢٦٩‬‬ ‫‪٥٠٣‬‬ ‫ﻤﻡ‬ ‫‪٣٧,٧‬‬ ‫‪١٠٦٢‬‬ ‫‪١٧٨٢‬‬ ‫‪١٩٨٦‬‬ ‫‪٤٥٢‬‬ ‫‪١١٩٥‬‬ ‫‪٢٠٣٧‬‬ ‫‪١٠٠٥‬‬ ‫‪١٨٨٥‬‬ ‫‪٩٠٥‬‬ ‫‪١٠٧٨‬‬ ‫‪١٢٠٦‬‬ ‫‪١٥٢٧‬‬ ‫‪٤٠٢‬‬ ‫‪١٢٣٢‬‬ ‫‪١٤٠٧‬‬ ‫‪١٢٥٧‬‬ ‫‪١١٣٥‬‬ ‫‪١٨٤٨‬‬ ‫‪١٦٠٨‬‬ ‫‪٦٦٤‬‬ ‫‪١٥٧١‬‬ ‫‪٢٤٦٤‬‬ ‫‪٢٤١٣‬‬ ‫‪٥٦٦‬‬ ‫‪١٠١٨‬‬ ‫‪١١٤١‬‬ ‫‪٩٨٢‬‬ ‫‪٢٥١‬‬ ‫‪١٢٧٣‬‬ ‫‪١٥٢١‬‬ ‫‪١٤٧٣‬‬ ‫‪ /‬ﺴﻴﺦ‬ ‫‪٢٢٩١‬‬ ‫‪٢٥٥٣‬‬ ‫‪٢٨٢٧‬‬ ‫‪٣٤٢٣‬‬ ‫‪٤٤١٨‬‬ ‫‪٥٥٤٤‬‬ ‫‪٧٢٣٨‬‬ ‫‪١١٣١٠‬‬ ‫‪١٣٢٨‬‬ ‫‪٢٠١١‬‬ ‫‪٢٥٤٦‬‬ ‫‪٢٨٣٦‬‬ ‫‪٣١٤٢‬‬ ‫‪٣٨٠٣‬‬ ‫‪٤٩٠٩‬‬ ‫‪٦١٦٠‬‬ ‫‪٨٠٤٢‬‬ ‫‪١٢٥٦٦‬‬ ‫‪٤٠,٩‬‬ ‫‪٥٠,٣‬‬ ‫‪٥٦,٦‬‬ ‫‪٥٩,٧‬‬ ‫‪٦٢,٨‬‬ ‫‪٦٩,١‬‬ ‫‪٧٨,٥‬‬ ‫‪٨٨,٠‬‬ ‫‪١٠٠,٥‬‬ ‫‪١٢٥,٧‬‬ ‫‪-16‬‬‫‪PDF created with pdfFactory Pro trial version www.pdffactory.com‬‬ ‫ﺩﻟﻴﻞ ﺍﻟﺘﻔــﺎﺻﻴﻞ ﺍﻹﻧﺸــﺎﺋﻴﺔ‬ ‫ﺍﻟﻜﻮﺩ ﺍﳌﺼﺮﻱ ﻟﺘﺼﻤﻴﻢ ﻭﺗﻨﻔﻴﺬ ﺍﳌﻨﺸﺂﺕ ﺍﳋﺮﺳﺎﻧﻴﺔ ‪٢٠٠١‬‬ ‫‪ -٤‬ﻨﻤﺎﺫﺝ ﺍﻟﺘﻔﺎﺼﻴل ﺍﻹﻨﺸﺎﺌﻴﺔ‬ ‫‪ -١-٤‬ﺍﻟﺘﻔﺎﺼﻴل ﺒﺎﺴﺘﻌﻤﺎل ﺍﻟﺠﺩﺍﻭل‬ ‫ﻓﻲ ﺤﺎﻟﺔ ﻭﺠﻭﺩ ﻋﻨﺎﺼﺭ ﺇﻨﺸﺎﺌﻴﺔ ﻤﺘﺸﺎﺒﻬﺔ ﻓﻲ ﺍﻟﻤﺸﺭﻭﻉ ﻤﻊ ﺍﺨﺘﻼﻑ ﺍﻷﺒﻌﺎﺩ ﻭﺃﻗﻁﺎﺭ ﺼﻠﺏ ﺍﻟﺘﺴﻠﻴﺢ‬ ‫ﺒﻬﺫﻩ ﺍﻟﻌﻨﺎﺼﺭ ﻴﻤﻜﻥ ﺍﻻﻜﺘﻔﺎﺀ ﺒﺭﺴﻡ ﻨﻤﻭﺫﺝ ﻭﺍﺤﺩ ﻟﻬﺫﻩ ﺍﻟﻌﻨﺎﺼﺭ ﻴﺒﻴﻥ ﻋﻠﻴﻪ ﺃﺭﻗﺎﻡ ﻜﻭﺩﻴـﺔ ﻟﻸﺒﻌـﺎﺩ ﻭﻷﻗﻁـﺎﺭ‬ ‫ﺼﻠﺏ ﺍﻟﺘﺴﻠﻴﺢ ﻤﻊ ﻋﻤل ﺠﺩﺍﻭل ﻴﻭﻀﺢ ﻓﻴﻬﺎ ﺍﻷﺒﻌﺎﺩ ﻭﺃﻗﻁﺎﺭ ﺍﻟﺘﺴﻠﻴﺢ ﻓﻰ ﻜل ﻋﻨـﺼﺭ ﺍﻟﻤﻘﺎﺒﻠـﺔ ﻟﻜـل ﺭﻗـﻡ‬ ‫ﻜﻭﺩﻱ‪٠‬‬ ‫ﻭﺘﻤﺘﺎﺯ ﻫﺫﻩ ﺍﻟﻁﺭﻴﻘﺔ ﺒﻌﺩﻡ ﺘﻜﺭﺍﺭ ﺭﺴـﻡ ﺘﻔﺎﺼـﻴل ﻤﺘـﺸﺎﺒﻬﺔ ﻤﻤـﺎ ﻴـﻭﻓﺭ ﻓـﻲ ﻋـﺩﺩ ﺍﻟﺭﺴـﻭﻤﺎﺕ‬ ‫ﻭﻜﺫﻟﻙ ﺍﻟﻭﻗﺕ ﺍﻟﻤﻁﻠﻭﺏ ﻟﻌﻤل ﻜل ﺍﻟﺘﻔﺎﺼﻴل ‪ ،‬ﻭﻤﻥ ﻋﻴﻭﺒﻬﺎ ﻋﺩﻡ ﺭﺴﻡ ﺍﻟﻌﻨﺎﺼﺭ ﺒﻤﻘﻴﺎﺱ ﺭﺴﻡ ﻤﺤﺩﺩ ﻤﻤﺎ ﻗـﺩ‬ ‫ﻴﺘﺴﺒﺏ ﻓﻲ ﻭﺠﻭﺩ ﺃﺨﻁﺎﺀ ﻓﻲ ﺘﺭﺘﻴﺏ ﺍﻟﺘﺴﻠﻴﺢ ﻭﺨﺼﻭﺼﺎ ﻓـﻲ ﺤﺎﻟـﺔ ﺇﺠـﺭﺍﺀ ﺃﻱ ﺘﻌـﺩﻴﻼﺕ ﺃﻭ ﺇﻀـﺎﻓﺎﺕ‬ ‫ﺒﺎﻟﺭﺴﻭﻤﺎﺕ ﻗﺩ ﺘﺴﺘﻠﺯﻡ ﺒﻌﺽ ﺍﻟﺘﻐﻴﻴﺭ ﻓﻲ ﺍﻟﺘﻔﺎﺼﻴل ‪٠‬‬ ‫‪ -٢-٤‬ﺍﻟﺘﻔﺎﺼﻴل ﺒﺎﺴﺘﺨﺩﺍﻡ ﺍﻟﺤﺎﺴﺏ ﺍﻵﻟﻲ‬ ‫ﻴﻭﺠﺩ ﺤﺎﻟﻴﺎ ﺒﻌﺽ ﺍﻟﺒﺭﺍﻤﺞ ﺍﻟﺨﺎﺼﺔ ﻋﻠﻰ ﺍﻟﺤﺎﺴﺏ ﺍﻵﻟﻲ ﻻﺴﺘﺨﺭﺍﺝ ﻭﺠﺩﻭﻟﺔ ﺍﻟﺒﻴﺎﻨﺎﺕ ﻭﺍﻟﺘﻔﺎﺼـﻴل‬ ‫ﻟﺒﻌﺽ ﺍﻟﻌﻨﺎﺼﺭ ﺍﻹﻨﺸﺎﺌﻴﺔ ﻭﺍﻟﺘﻲ ﻴﺘﻡ ﻋﺭﻀﻬﺎ ﻋﻠﻰ ﺸﺎﺸﺔ ﺍﻟﺤﺎﺴﺏ ﺍﻵﻟﻲ ﺃﻭ ﻁﺒﻌﻬﺎ ﻋﻠﻰ ﻨـﺴﺦ ﻓـﻲ ﺤﺎﻟـﺔ‬ ‫ﻭﺠﻭﺩ ﻁﺎﺒﻌﺎﺕ ﻤﻠﺤﻘﺔ ﺒﺄﺠﻬﺯﺓ ﺍﻟﺤﺎﺴﺏ ﺍﻵﻟﻲ ‪٠‬‬ ‫ﻭﻻ ﻴﻨﺼﺢ ﺒﺎﺴﺘﺨﺩﺍﻡ ﻫﺫﻩ ﺍﻟﺒﺭﺍﻤﺞ ﺇﻻ ﻓﻲ ﺤﺎﻟﺔ ﻭﺠﻭﺩ ﺍﻟﻤﺘﺨﺼﺹ ﻓﻲ ﺍﺴﺘﻌﻤﺎﻟﻬﺎ ﻭﺼـﺎﺤﺏ ﺨﺒـﺭﺓ‬ ‫ﻜﺎﻓﻴﺔ ﻭﻴﻤﻜﻨﻪ ﺘﻘﺩﻴﺭ ﻤﺩﻯ ﺴﻼﻤﺔ ﺍﻟﻨﺘﺎﺌﺞ ﺍﻟﺘﻲ ﻴﺘﻡ ﺍﻟﺤﺼﻭل ﻋﻠﻴﻬﺎ ﻤﻥ ﻫﺫﻩ ﺍﻟﺒﺭﺍﻤﺞ ‪٠‬‬ ‫‪ -٣-٤‬ﻗﻭﺍﺌﻡ ﺘﻔﺭﻴﺩ ﺼﻠﺏ ﺍﻟﺘﺴﻠﻴﺢ‬ ‫‪Bar Bending List‬‬ ‫‪-١-٣-٤‬ﻨﻤﺎﺫﺝ ﻭ ﺃﺸﻜﺎل ﺃﺴﻴﺎﺥ ﺼﻠﺏ ﺍﻟﺘﺴﻠﻴﺢ‬ ‫ﺠﺩﻭل ) ‪ ( ١-٤‬ﻴﺒﻴﻥ ﻨﻤﺎﺫﺝ ﻭ ﺃﺸﻜﺎل ﺃﺴﻴﺎﺥ ﺼﻠﺏ ﺍﻟﺘﺴﻠﻴﺢ ﺤﻴﺙ ﺘﻡ ﺘﺤﺩﻴﺩ ﺭﻗﻡ ﻜﻭﺩﻱ ﻟﻜل ﺸـﻜل‬ ‫ﻤﻥ ﺃﺸﻜﺎل ﺍﻷﺴﻴﺎﺥ ﻭ ﺘﻭﻀﻴﺢ ﻁﺭﻴﻘﺔ ﺍﻟﻘﻴﺎﺱ ﻭ ﺤﺴﺎﺏ ﺍﻷﻁﻭﺍل ﻟﻪ‪.‬‬ ‫‪ -٢-٣-٤‬ﻨﻤﺎﺫﺝ ﻟﻘﻭﺍﺌﻡ ﺘﻔﺭﻴﺩ ﺼﻠﺏ ﺍﻟﺘﺴﻠﻴﺢ‬ ‫ﺍﻷﺸﻜﺎل ) ‪ ( ١-٤‬ﻭ ) ‪ ( ٢-٤‬ﻭ ) ‪ ( ٣-٤‬ﺘﻭﻀﺢ ﻨﻤﺎﺫﺝ ﺘﻔﺭﻴﺩ ﺼﻠﺏ ﺍﻟﺘﺴﻠﻴﺢ ﻟﻜﻤـﺭﺓ ﺒـﺴﻴﻁﺔ ﻭ‬ ‫ﻜﻤﺭﺓ ﻤﺴﺘﻤﺭﺓ ﻭ ﺒﻼﻁﺔ ﻤﺼﻤﺘﺔ ﻋﻠﻰ ﺍﻟﺘﺭﺘﻴﺏ‪ ،‬ﻓﻲ ﺤﻴﻥ ﺘﻭﻀﺢ ﺠـﺩﺍﻭل ﺃﺭﻗـﻡ ) ‪ ( ٢-٤‬ﻭ)‪ (٣-٤‬ﻗـﻭﺍﺌﻡ‬ ‫ﺘﻔﺭﻴﺩ ﺼﻠﺏ ﺍﻟﺘﺴﻠﻴﺢ ﻟﻬﺫﻩ ﺍﻟﻌﻨﺎﺼﺭ‪.‬‬ ‫‪-17‬‬‫‪PDF created with pdfFactory Pro trial version www.pdffactory.com‬‬ ‫ﺩﻟﻴﻞ ﺍﻟﺘﻔــﺎﺻﻴﻞ ﺍﻹﻧﺸــﺎﺋﻴﺔ‬ ‫ﺍﻟﻜﻮﺩ ﺍﳌﺼﺮﻱ ﻟﺘﺼﻤﻴﻢ ﻭﺗﻨﻔﻴﺬ ﺍﳌﻨﺸﺂﺕ ﺍﳋﺮﺳﺎﻧﻴﺔ ‪٢٠٠١‬‬ ‫‪-٥‬ﺍﻟﺒﻼﻁﺎﺕ ﺍﻟﻤﺼﻤﺘﺔ ‪Solid Slabs‬‬ ‫‪ - ١ – ٥‬ﻋﺎﻡ‬ ‫ﺘﻨﻘﺴﻡ ﺍﻟﺒﻼﻁﺎﺕ ﺍﻟﻤﺼﻤﺘﺔ ﺇﻟﻰ ﺍﻷﻨﻭﺍﻉ ﺍﻵﺘﻴﺔ ‪:‬‬ ‫ﺃ‬ ‫–‬ ‫ﺍﻟﺒﻼﻁﺎﺕ ﺍﻟﻤﺼﻤﺘﺔ ﺫﺍﺕ ﺍﻻﺘﺠﺎﻩ ﺍﻟﻭﺍﺤﺩ ‪One-way Solid Slabs‬‬ ‫ﺘﻌﺭﻑ ﻜﻤﺎ ﻴﻠﻲ ‪:‬‬ ‫ﺃ‪ – ١-‬ﺍﻟﺒﻼﻁﺎﺕ ﺍﻟﻤﺼﻤﺘﻪ ﺍﻟﻤﺭﺘﻜﺯﺓ ﻓﻲ ﺍﺘﺠﺎﻩ ﻭﺍﺤﺩ ﻋﻠﻰ ﺭﻜﻴﺯﺘﻴﻥ ﻋﻠﻰ ﻁﻭل ﺍﻟﻁﺭﻓﻴﻥ ﺍﻟﻤﺘﻘﺎﺒﻠﻴﻥ‬ ‫ﻭﺘﻜﻭﻥ ﺍﻟﺭﻜﺎﺌﺯ ﺇﻤﺎ ﺤﻭﺍﺌﻁ ﺃﻭ ﻜﻤﺭﺍﺕ ‪٠‬‬ ‫ﺃ‪ – ٢-‬ﺍﻟﺒﻼﻁﺎﺕ ﺍﻟﻤﺼﻤﺘﺔ ﺍﻟﻤﺴﺘﻁﻴﻠﺔ ﺍﻟﻤﺭﺘﻜﺯﺓ ﻋﻠﻰ ﺤﻭﺍﻓﻬﺎ ﺍﻷﺭﺒﻌﺔ ﻭﻁﻭﻟﻬﺎ ﺍﻟﻔﻌﺎل ﻴﺴﺎﻭﻯ ﺃﻭ‬ ‫ﻴﺯﻴﺩ ﻋﻠﻰ ﻀﻌﻑ ﻋﺭﻀﻬﺎ ﺍﻟﻔﻌﺎل ‪٠‬‬ ‫ﺏ‬ ‫–‬ ‫ﺍﻟﺒﻼﻁﺎﺕ ﺍﻟﻤﺼﻤﺘﺔ ﺫﺍﺕ ﺍﻻﺘﺠﺎﻫﻴﻥ ‪Two-way Solid Slabs‬‬ ‫ﺘﻌﺘﺒﺭ ﺍﻟﺒﻼﻁﺎﺕ ﺍﻟﻤﺴﺘﻁﻴﻠﺔ ﺍﻟﻤﺭﺘﻜﺯﺓ ﻋﻠﻰ ﺃﻁﺭﺍﻓﻬﺎ ﺍﻷﺭﺒﻌﺔ ﺫﺍﺕ ﺍﺘﺠﺎﻫﻴﻥ ﺇﺫﺍ ﻜﺎﻨﺕ ﻨﺴﺒﺔ‬ ‫ﺍﻟﻁﻭل ﺍﻟﻔﻌﺎل ﺇﻟﻲ ﺍﻟﻌﺭﺽ ﺍﻟﻔﻌﺎل ﺘﻘل ﻋﻥ )‪٠ (٢‬‬ ‫‪ -٢ – ٥‬ﺍﻟﺴﻤﻙ ﺍﻷﺩﻨﻰ‬ ‫ ﻴﺤﺩﺩ ﺍﻟﺴﻤﻙ ﺍﻷﺩﻨﻰ ﻟﻠﺒﻼﻁﺎﺕ ﺒﺤﻴﺙ ﻻ ﻴﺘﺠﺎﻭﺯ ﺤﺩ ﺍﻟﺘﺭﺨﻴﻡ ﻁﺒﻘﺎ" ﻟﻼﺸﺘﺭﺍﻁﺎﺕ ﺍﻟـﻭﺍﺭﺩﺓ ﻓـﻲ‬‫ﺍﻟﺒﻨﺩ ) ‪ ( ٣-٤‬ﺒﺎﻟﻜﻭﺩ ﺍﻟﻤﺼﺭﻱ ‪ ٠‬ﻜﻤﺎ ﻴﺠﻭﺯ ﺍﻻﺴﺘﻐﻨﺎﺀ ﻋـﻥ ﺤـﺴﺎﺏ ﺍﻟﺘـﺭﺨﻴﻡ ﻟﻠﺒﻼﻁـﺎﺕ‬ ‫ﺍﻟﻤﺼﻤﺘﺔ ﺇﺫﺍ ﻜﺎﻥ ﺴﻤﻙ ﺍﻟﺒﻼﻁﺔ ﻓﻲ ﺍﻟﻤﺒﺎﻨﻲ ﺍﻟﻌﺎﺩﻴﺔ ﻻ ﻴﻘل ﻋﻥ ﺍﻟﻘﻴﻡ ﺍﻟﻤﻌﻁﺎﻩ ﻓـﻲ ﺍﻟﺠـﺩﻭل‬ ‫)‪ (١٠-٤‬ﺒﺎﻟﻜﻭﺩ ﺍﻟﻤﺼﺭﻱ‪.‬‬ ‫ﻋﻠﻲ ﺃﻻ ﻴﻘل ﺴﻤﻙ ﺍﻟﺒﻼﻁﺎﺕ ﻋﻥ ﺍﻟﻘﻴﻡ ﺍﻟﻭﺍﺭﺩﺓ ﻓﻲ ﺒﻨـﻭﺩ ) ‪ ( ٣-٢-٢-٦ ) ، ( ٢-١-٢-٦‬ﻜﻤـﺎ‬ ‫ﻴﻠﻲ ﺒﺠﺩﻭل )‪: (١-٥‬‬ ‫ﺠﺩﻭل ﺭﻗﻡ ) ‪ ( ١-٥‬ﺍﻟﺴﻤﻙ ﺍﻷﺩﻨﻰ ﻟﻠﺒﻼﻁﺎﺕ ﺍﻟﻤﺼﻤﺘﺔ‬ ‫ﻨﻭﻉ ﺍﻟﺒﻼﻁﺎﺕ‬ ‫ﺤﺭﺓ ﺍﻻﺭﺘﻜﺎﺯ‬ ‫ﻤﺴﺘﻤﺭﺓ ﻤﻥ ﻨﺎﺤﻴﺔ‬ ‫ﻭﺍﺤﺩﺓ‬ ‫ﻤﺴﺘﻤﺭﺓ ﻤﻥ ﻨﺎﺤﻴﺘﻴﻥ‬ ‫ﺒﻼﻁﺎﺕ ﻤﺼﻤﺘﺔ ﺫﺍﺕ ﺍﺘﺠﺎﻩ ﻭﺍﺤﺩ‬ ‫‪L/30‬‬ ‫‪L/35‬‬ ‫‪L/40‬‬ ‫ﺒﻼﻁﺎﺕ ﻤﺼﻤﺘﺔ ﺫﺍﺕ ﺍﺘﺠﺎﻫﻴﻥ‬ ‫‪a/35‬‬ ‫‪a/40‬‬ ‫‪a/45‬‬ ‫ﺤﻴﺙ‪:‬‬ ‫‪ = L‬ﺍﻟﺒﺤﺭ ﺍﻟﻔﻌﺎل ﻟﻠﺒﻼﻁﺔ ﺫﺍﺕ ﺍﻻﺘﺠﺎﻩ ﺍﻟﻭﺍﺤﺩ‪.‬‬ ‫‪ = a‬ﺃﻗﺼﺭ ﺒﺤﺭ ﻓﻌﺎل ﻟﻠﺒﻼﻁﺔ ﺫﺍﺕ ﺍﻻﺘﺠﺎﻫﻴﻥ‪.‬‬ ‫‪-25‬‬‫‪PDF created with pdfFactory Pro trial version www.pdffactory.com‬‬ ‫ﺍﻟﻜﻮﺩ ﺍﳌﺼﺮﻱ ﻟﺘﺼﻤﻴﻢ ﻭﺗﻨﻔﻴﺬ ﺍﳌﻨﺸﺂﺕ ﺍﳋﺮﺳﺎﻧﻴﺔ ‪٢٠٠١‬‬ ‫‪٣–٥‬‬ ‫–‬ ‫ﺩﻟﻴﻞ ﺍﻟﺘﻔــﺎﺻﻴﻞ ﺍﻹﻧﺸــﺎﺋﻴﺔ‬ ‫ﺍﻟﺤﺩ ﺍﻷﺩﻨﻰ ﻟﻨﺴﺒﺔ ﺍﻟﺘﺴﻠﻴﺢ‬ ‫ﻴﺠﺏ ﺃﻻ ﺘﻘل ﻨﺴﺒﺔ ﺍﻟﺘﺴﻠﻴﺢ ﻓﻲ ﺍﻻﺘﺠﺎﻩ ﺍﻟﺭﺌﻴﺴﻲ ﻟﻠﺒﻼﻁﺔ ﺫﺍﺕ ﺍﻻﺘﺠﺎﻩ ﺍﻟﻭﺍﺤﺩ ﻭﺍﻟﺘﺴﻠﻴﺢ ﻓﻰ‬ ‫ﺍﻻﺘﺠﺎﻫﻴﻥ ﻟﻠﺒﻼﻁﺔ ﺫﺍﺕ ﺍﻻﺘﺠﺎﻫﻴﻥ ﻤﻥ ﻤﺴﺎﺤﺔ ﺍﻟﻤﻘﻁﻊ ﺍﻟﺨﺭﺴﺎﻨﻲ ﺍﻟﻤﻁﻠﻭﺏ ﻋﻥ ﺍﻟﻘﻴﻡ ﺍﻟﻤﺒﻴﻨﺔ ﺒﺠﺩﻭل‬ ‫)‪:(٢-٥‬‬ ‫ﺠﺩﻭل )‪ (٢-٥‬ﻨﺴﺏ ﺍﻟﺘﺴﻠﻴﺢ ﺍﻟﺩﻨﻴﺎ ﻟﻠﺒﻼﻁﺔ ﺍﻟﻤﺼﻤﺘﺔ‬ ‫ﺭﺘﺒﺔ ﺍﻟﺼﻠﺏ‬ ‫‪٣٥٠/٢٤٠‬‬ ‫‪٥٢٠/٣٦٠‬‬ ‫‪٦٠٠/٤٠٠‬‬ ‫ﻨﺴﺒﺔ ﺍﻟﺘﺴﻠﻴﺢ ﺍﻟﺩﻨﻴﺎ‬ ‫‪% ٠,٢٥‬‬ ‫‪% ٠،١٦٧‬‬ ‫‪% ٠,١٥‬‬ ‫‪ - ٤ – ٥‬ﺘﺴﻠﻴﺢ ﺍﻟﺒﻼﻁﺎﺕ ﺍﻟﻤﺼﻤﺘﺔ ‪:‬‬ ‫ﺃ –ﻴﺠﺏ ﺃﻻ ﺘﻘل ﻤﺴﺎﺤﺔ ﻤﻘﻁﻊ ﺃﺴﻴﺎﺥ ﺍﻟﺘﻭﺯﻴﻊ ﺍﻟﻌﻤﻭﺩﻴﺔ ﻋﻠﻰ ﺍﻟﺘﺴﻠﻴﺢ ﺍﻟﺭﺌﻴﺴﻲ ﻓﻲ ﺍﻟﺒﻼﻁﺎﺕ ﺍﻟﻤـﺼﻤﺘﺔ ﺫﺍﺕ‬ ‫ﺍﻻﺘﺠﺎﻩ ﺍﻟﻭﺍﺤﺩ ﻋﻥ ‪ %٢٠‬ﻤﺴﺎﺤﺔ ﻤﻘﻁﻊ ﺍﻟﺘﺴﻠﻴﺢ ﺍﻟﺭﺌﻴﺴﻲ ﻭﺃﻗل ﺃﺴﻴﺎﺥ ﺘﻭﺯﻴﻊ ﻴﻤﻜﻥ ﺍﺴـﺘﻌﻤﺎﻟﻬﺎ ﻫـﻲ‬ ‫ﺃﺭﺒﻌﺔ ﺃﺴﻴﺎﺥ ﻓﻲ ﺍﻟﻤﺘﺭ ‪٠‬‬ ‫ﺏ – ﺍﻟﻤﺴﺎﻓﺔ ﺒﻴﻥ ﺃﺴﻴﺎﺥ ﺍﻟﺘﺴﻠﻴﺢ ﺍﻟﺭﺌﻴﺴﻲ ﻓﻲ ﻤﻨﺘﺼﻑ ﺍﻟﺒﺤﺭ ﻻ ﺘﺯﻴﺩ ﻋﻥ ﻀﻌﻑ ﺴﻤﻙ ﺍﻟﺒﻼﻁﺔ ﻭﻻ ﺘﺘﻌﺩﻯ‬ ‫‪ ٢٠٠‬ﻤﻡ ‪٠‬‬ ‫‪ts‬‬ ‫ﺠـ – ﻴﺠﺏ ﺃﻻ ﺘﻘل ﻤﺴﺎﺤﺔ ﻤﻘﻁﻊ ﺃﺴﻴﺎﺥ ﺍﻟﺘﺴﻠﻴﺢ‬ ‫ﺍﻟﺴﻔﻠﻴﺔ ﻭﺍﻟﻤﻤﺘﺩﺓ ﺍﻟﻰ ﺍﻟﺭﻜﺎﺌﺯ ﻋﻥ ﺜﻠﺙ ﻤﺴﺎﺤﺔ‬ ‫ﻤﻘﻁﻊ ﺍﻟﺘﺴﻠﻴﺢ ﺍﻟﻤﻭﺠﺒﺔ ﺍﻟﻤﺴﺘﻌﻤل ﻓﻲ ﻤﻨﺘﺼﻑ ﺍﻟﺒﺤﺭ‪٠‬‬ ‫‪As‬‬ ‫‪>As/3‬‬ ‫‪b‬‬ ‫ﺩ ‪ -‬ﺃﺼﻐﺭ ﻗﻁﺭ ﻟﻸﺴﻴﺎﺥ ﺍﻟﺭﺌﻴﺴﻴﺔ ﻫﻭ ‪ ٦‬ﻤﻡ‬ ‫ﻟﻸﺴﻴﺎﺥ ﺍﻟﻤﺴﺘﻘﻴﻤﺔ ﻭ ‪ ٨‬ﻤﻡ ﻟﻸﺴﻴﺎﺥ ﺍﻟﻤﻜﺴﺤﺔ ﻭﻴﻤﻜﻥ ﺍﺴﺘﺨﺩﺍﻡ ﺃﺴﻴﺎﺥ ﺫﺍﺕ ﻗﻁـﺭ ﺃﺼـﻐﺭ ﻓـﻲ ﺤﺎﻟـﺔ‬ ‫ﺍﺴﺘﺨﺩﺍﻡ ﺍﻟﺸﺒﻙ ﺃﻭ ﻓﻲ ﺍﻟﻭﺤﺩﺍﺕ ﺴﺎﺒﻘﺔ ﺍﻟﺼﺏ‬ ‫ﻫـ – ﻓﻲ ﺍﻟﺒﻼﻁﺎﺕ ﺍﻟﻤﺴﺘﻤﺭﺓ ﺍﻟﺘﻲ ﺘﺘﺴﺎﻭﻯ ﺃﻭ ﺘﺘﻘﺎﺭﺏ ﻓﻴﻬﺎ ﺃﻁﻭﺍل ﺍﻟﺒﺤﻭﺭ ﺒﻔﺎﺭﻕ ﻻ ﻴﺯﻴﺩ ﻋﻥ ‪% ٢٠‬‬ ‫ﻭﺘﺤﺕ ﻅﺭﻭﻑ ﺍﻟﺘﺤﻤﻴل ﺍﻟﻌﺎﺩﻴﺔ ‪ ،‬ﻴﻤﻜﻥ ﺃﻥ ﻴﻜﺴﺢ ﻨﺼﻑ ﺍﻟﺤﺩﻴﺩ ﺍﻟﺭﺌﻴﺴﻲ ﻋﻨﺩ ﺨﻤﺱ ﺍﻟﺒﺤﺭ ﺍﻟﺨـﺎﻟﺹ‬ ‫ﻤﻥ ﻭﺠﻪ ﺍﻟﺭﻜﺎﺌﺯ ﺍﻟﺘﻲ ﺘﺴﺘﻤﺭ ﻓﻭﻗﻬﺎ ﺍﻟﺒﻼﻁﺔ ﻭﻴﻤﺘﺩ ﻓﻲ ﺍﻟﺒﺤﺭ ﺍﻟﻤﺠﺎﻭﺭ ﺇﻟﻰ ﻤﺴﺎﻓﺔ ﺘﺴﺎﻭﻯ ﺭﺒﻊ ﺃﻜﺒـﺭ‬ ‫ﺍﻟﺒﺤﺭﻴﻥ ‪٠‬‬ ‫ﻭ – ﻴﺠﺏ ﺃﻻ ﺘﻘل ﻤﺴﺎﺤﺔ ﻤﻘﻁﻊ ﺍﻟﺘﺴﻠﻴﺢ ﻓﻲ ﺍﻻﺘﺠﺎﻩ ﺍﻟﺜﺎﻨﻭﻱ ﻓﻲ‬ ‫‪L2 L1‬‬ ‫ﺍﻟﺒﻼﻁﺎﺕ ﺍﻟﻤﺼﻤﺘﺔ ﺫﺍﺕ ﺍﻻﺘﺠﺎﻫﻴﻥ ﻋﻥ ﺭﺒﻊ ) ‪( %٢٥‬‬ ‫‪As‬‬ ‫ﺃﺴﻴﺎﺥ ﻓﻲ ﺍﻟﻤﺘﺭ‪٠‬‬ ‫‪L1‬‬ ‫ﻤﺴﺎﺤﺔ ﻤﻘﻁﻊ ﺍﻟﺘﺴﻠﻴﺢ ﺍﻟﺭﺌﻴﺴﻲ ﻭﺃﻻ ﻴﻘل ﺍﻟﻌﺩﺩ ﻋﻥ ﺨﻤﺴﺔ‬ ‫‪>0.25As‬‬ ‫‪Spacing < 200mm‬‬ ‫‪-26‬‬‫‪PDF created with pdfFactory Pro trial version www.pdffactory.com‬‬ ‫ﺩﻟﻴﻞ ﺍﻟﺘﻔــﺎﺻﻴﻞ ﺍﻹﻧﺸــﺎﺋﻴﺔ‬ ‫ﺍﻟﻜﻮﺩ ﺍﳌﺼﺮﻱ ﻟﺘﺼﻤﻴﻢ ﻭﺗﻨﻔﻴﺬ ﺍﳌﻨﺸﺂﺕ ﺍﳋﺮﺳﺎﻧﻴﺔ ‪٢٠٠١‬‬ ‫ﺯ – ﻴﺠﺏ ﻭﻀﻊ ﺸﺒﻜﺔ ﻋﻠﻭﻴﺔ ﻓﻲ ﺍﻟﺒﻼﻁﺎﺕ ﺫﺍﺕ ﺴﻤﻙ ﺃﻜﺒـﺭ‬ ‫‪8@200‬‬ ‫‪6@200‬‬ ‫‪>160‬‬ ‫ﻤﻥ‬ ‫‪Mesh‬‬ ‫‪Mesh‬‬ ‫‪ ١٦٠‬ﻤﻡ ﻻ ﺘﻘل ﻋﻥ ‪ % ٢٠‬ﻤﻥ ﺍﻟﺘﺴﻠﻴﺢ ﺍﻟﺭﺌﻴـﺴﻲ ﻓـﻲ‬ ‫ﻜل ﺍﺘـﺠﺎﻩ ﻭﺒﺤﺩ ﺃﺩﻨﻰ ‪ ٨  ٥‬ﻤﻡ‪/‬ﻡ ﻟﻠﺼﻠﺏ ﺍﻟﻁﺭﻱ ﻭ‬ ‫‪٥‬‬ ‫∅‬ ‫‪ ٦‬ﻤﻡ‪/‬ﻡ ﻟﻠﺼﻠﺏ ﻋﺎﻟﻰ ﺍﻟﻤﻘﺎﻭﻤﺔ‪.‬‬ ‫ﺡ – ﻓﻲ ﺍﻟﺒﻼﻁﺎﺕ ﺍﻟﻤﺼﻤﺘﺔ ﺫﺍﺕ ﺍﻻﺘﺠﺎﻫﻴﻥ ‪ :‬ﻴﻤﻜﻥ ﺘﺨﻔﻴﺽ ﺍﻟﺘﺴﻠﻴﺢ ﺍﻟﻤﻭﺠﺏ ﺍﻟﺫﻱ ﻴﺠﺎﻭﺭ ﺍﻷﺤﺭﻑ‬ ‫ﺍﻟﻤﺴﺘﻤﺭﺓ ﻟﻠﺒﻼﻁﺔ ﻭﻴﻭﺍﺯﻴﻬﺎ ﻋﻨﺩﻤﺎ ﺘﻜﻭﻥ‬ ‫‪As‬‬ ‫‪0.75As‬‬ ‫‪As‬‬ ‫‪0.75As‬‬ ‫‪0.75As‬‬ ‫ﺍﻟﺭﺒﻊ ﻭﻓﻰ ﻋﺭﺽ ﻤﻥ ﺍﻟﺒﻼﻁﺔ ﻻ ﻴﺯﻴﺩ‬ ‫‪As‬‬ ‫ﻫﺫﻩ ﺍﻷﺤﺭﻑ ﻭﻴﻤﻜﻥ ﺍﻟﺘﺨﻔﻴﺽ ﺒﻤﻘﺩﺍﺭ‬ ‫‪0.75As‬‬ ‫ﺍﻟﺒﻼﻁﺔ ﻤﺴﺘﻤﺭﺓ ﻓﻲ ﺍﺘﺠﺎﻩ ﻋﻤﻭﺩﻱ ﻋﻠﻰ‬ ‫ﻋﻥ ﺭﺒﻊ ﺃﻗﺼﺭ ﺒﺤﺭ ﻓﻲ ﺍﻟﺒﺎﻜﻴﺔ ﻜﻤﺎ‬ ‫ﺒﺎﻟﺸﻜل‪٠‬‬ ‫‪0.75a2‬‬ ‫‪0.25a 0.25a2‬‬ ‫‪a2‬‬ ‫‪0.5a‬‬ ‫‪0.25a1 0.25a‬‬ ‫‪a‬‬ ‫‪0.75a1‬‬ ‫‪a1‬‬ ‫ﻁ – ﻓﻲ ﺍﻟﻜﻤﺭﺍﺕ ﻋﻠﻰ ﺸﻜل ) ‪ (T‬ﺃﻭ ) ‪ :(L‬ﻴﺠﺏ ﺃﻻ ﻴﻘل ﺍﻟﺘﺴﻠﻴﺢ ﺍﻟﻌﻠﻭﻱ ﻓﻲ ﺍﻟﺒﻼﻁﺔ ) ﺍﻟﺸﻔﺔ ( ﻓﻲ‬ ‫ﺍﻻﺘﺠﺎﻩ ﺍﻟﻌﻤﻭﺩﻱ ﻋﻠﻰ ﺍﺘﺠﺎﻩ ﺍﻟﺠـﺫﻉ‬ ‫ﻋﻥ ‪ %.،٣‬ﻤﻥ ﻤﺴﺎﺤﺔ ﻤﻘﻁﻊ ﺍﻟﺒﻼﻁﺔ‬ ‫‪B=16ts + b‬‬ ‫‪ts‬‬ ‫ﻭﺫﻟﻙ ﻟﻀﻤﺎﻥ ﺍﻟﻔﻌل ﺍﻟﻤﻠﻴﺜﻰ ﺒﻴﻥ ﺍﻟﺸﻔﺔ‬ ‫‪As(min)=0.30% 100*ts‬‬ ‫‪B= 6ts+b‬‬ ‫‪As(min)=0.30% 100*ts‬‬ ‫ﻭﺍﻟﺠﺫﻉ‪ ،‬ﻜﻤﺎ ﻴﺠﺏ ﺃﻥ ﻴﺴﺘﻤﺭ ﺍﻟﺘﺴﻠﻴﺢ‬ ‫ﺒﺎﻟﻌﺭﺽ ﺍﻟﻔﻌﺎل ﻟﻠﺸﻔﺔ ﻭﻴﺠﺏ ﺃﻻ ﺘﺯﻴﺩ‬ ‫ﺍﻟﻤﺴﺎﻓﺔ ﺒﻴﻥ ﺃﺴﻴﺎﺥ ﻫﺫﺍ ﺍﻟﺘﺴﻠﻴﺢ ﻋـﻥ‬ ‫‪b‬‬ ‫‪L - SEC.‬‬ ‫‪b‬‬ ‫‪T - SEC.‬‬ ‫‪ ٢٠٠‬ﻤﻡ‪.‬‬ ‫‪ - ٥ – ٥‬ﺴﻤﻙ ﺍﻟﻐﻁﺎﺀ ﺍﻟﺨﺭﺴﺎﻨﻰ ﻓﻲ ﺍﻟﺒﻼﻁﺎﺕ ﺍﻟﻤﺼﻤﺘﺔ‬ ‫ﺃ‪ -‬ﻴﺠﺏ ﺃﻻ ﻴﻘل ﺴﻤﻙ ﺍﻟﻐﻁﺎﺀ ﺍﻟﺨﺭﺴﺎﻨﻲ ﻟﺘﺴﻠﻴﺢ ﺍﻟﺸﺩ ﻓﻲ ﺍﻟﻘﻁﺎﻉ ﻓﻲ ﺠﻤﻴﻊ ﺍﻟﺤـﺎﻻﺕ ﻋـﻥ ﺍﻟﺤـﺩ ﺍﻷﺩﻨـﻰ‬ ‫ﻻﺴﺘﻴﻔﺎﺀ ﺍﻟﺘﺸﺭﺥ ﻭﺍﻟﻤﺒﻴﻥ ﻓﻲ ﺍﻟﺠﺩﻭل ) ‪ ( ١٣-٤‬ﺒﺎﻟﻜﻭﺩ ﺍﻟﻤﺼﺭﻱ ﻭﺒﺤﻴﺙ ﻻ ﻴﻘل ﻋﻥ ﻗﻁﺭ ﺃﻜﺒﺭ ﺴـﻴﺦ‬ ‫ﺘﺴﻠﻴﺢ ‪٠‬‬ ‫ﺏ‪ -‬ﻴﺠﺏ ﻤﺭﺍﻋﺎﺓ ﺯﻴﺎﺩﺓ ﺴﻤﻙ ﺍﻟﻐﻁﺎﺀ ﺍﻟﺨﺭﺴﺎﻨﻲ ﻟﻠﺘﺴﻠﻴﺢ ﻓﻲ ﺤﺎﻟﺔ ﺍﻟﺨﺭﺴﺎﻨﺔ ﺍﻟﻤﻌﺭﻀﺔ ﻟﻠﻤﻴـﺎﻩ ﺍﻟﺠﻭﻓﻴـﺔ ﺃﻭ‬ ‫ﺍﻟﺘﺭﺒﺔ ) ﺍﻷﺴﺎﺴﺎﺕ ( ﺇﻟﻰ ‪ ٧٠‬ﻤﻡ ‪٠‬‬ ‫‪-27‬‬‫‪PDF created with pdfFactory Pro trial version www.pdffactory.com‬‬ ‫ﺩﻟﻴﻞ ﺍﻟﺘﻔــﺎﺻﻴﻞ ﺍﻹﻧﺸــﺎﺋﻴﺔ‬ ‫ﺍﻟﻜﻮﺩ ﺍﳌﺼﺮﻱ ﻟﺘﺼﻤﻴﻢ ﻭﺗﻨﻔﻴﺬ ﺍﳌﻨﺸﺂﺕ ﺍﳋﺮﺳﺎﻧﻴﺔ ‪٢٠٠١‬‬ ‫ﺠﺩﻭل )‪ (١٣ – ٤‬ﺒﺎﻟﻜﻭﺩ ﺍﻟﻤﺼﺭﻱ ‪٢٠٠١‬‬ ‫ﺍﻟﺤﺩ ﺍﻷﺩﻨﻰ ﻟﺴﻤﻙ ﺍﻟﻐﻁﺎﺀ ﺍﻟﺨﺭﺴﺎﻨﻲ ﻟﻠﺒﻼﻁﺎﺕ ﻻﺴﺘﻴﻔﺎﺀ ﺤﺎﻟﺔ ﺍﻟﺘﺸﺭﺥ‬ ‫ﻗﺴﻡ ﺘﻌﺭﺽ ﺴﻁﺢ ﺍﻟﺸﺩ‬ ‫ﺴﻤﻙ ﺍﻟﻐﻁﺎﺀ ﺍﻟﺨﺭﺴﺎﻨﻲ ﻤﻡ‬ ‫ﺍﻷﻭل‬ ‫‪fcu ≤ 25 N/mm2‬‬ ‫‪٢٠‬‬ ‫‪١٥‬‬ ‫ﺍﻟﺜﺎﻨﻲ‬ ‫‪٢٥‬‬ ‫‪٢٠‬‬ ‫ﺍﻟﺜﺎﻟﺙ‬ ‫‪٣٠‬‬ ‫‪٢٥‬‬ ‫ﺍﻟﺭﺍﺒﻊ‬ ‫‪٤٠‬‬ ‫‪٣٥‬‬ ‫‪fcu >25 N/mm2‬‬ ‫‪ - ٦ – ٥‬ﻤﻘﺎﻭﻤﺔ ﺍﻟﺨﺭﺴﺎﻨﺔ ﻟﻠﺤﺭﻴﻕ‬ ‫ﻤﻘﺎﻭﻤﺔ ﺍﻟﺨﺭﺴﺎﻨﺔ ﻟﻠﺤﺭﻴﻕ ﻫﻲ ﺍﻟﻔﺘﺭﺓ ﺍﻟﺯﻤﻨﻴﺔ ﺍﻟﺘﻲ ﻴﻘﺎﻭﻡ ﻓﻴﻬﺎ ﺍﻟﻌﻨﺼﺭ ﺍﻹﻨﺸﺎﺌﻲ ﺍﻟﺤﺭﻴﻕ ﻗﺒل ﺤﺩﻭﺙ‬ ‫ﺍﻟﺘﻔﻜﻙ ﺃﻭ ﺍﻻﻨﻬﻴﺎﺭ ‪٠‬‬ ‫ﻭﻴﻤﻜﻥ ﺍﻻﺴﺘﺭﺸﺎﺩ ﻓﻲ ﻫﺫﺍ ﺍﻟﺸﺄﻥ ﺒﺎﻟﺒﻴﺎﻨﺎﺕ ﺍﻟﻭﺍﺭﺩﺓ ﻓﻰ ﺠﺩﻭل )‪ ( ١٣-٢‬ﺒﺎﻟﻜﻭﺩ ﺍﻟﻤﺼﺭﻱ ﻟﺘﺤﻘﻴـﻕ‬ ‫ﻤﻘﺎﻭﻤﺔ ﺍﻟﺨﺭﺴﺎﻨﺔ ﻟﻠﺤﺭﻴﻕ ﻟﻔﺘﺭﺓ ﺘﺘﺭﺍﻭﺡ ﺒﻴﻥ ﻨﺼﻑ ﺴﺎﻋﺔ ﻭﺃﺭﺒﻊ ﺴﺎﻋﺎﺕ ﻜﻤﺎ ﻴﺠﺏ ﺃﻥ ﻴﺭﺍﻋﻰ ﻋﺩﻡ ﺍﺴـﺘﺨﺩﺍﻡ‬ ‫ﺼﻠﺏ ﺘﺴﻠﻴﺢ ﺘﺘﺄﺜﺭ ﺨﻭﺍﺼﻪ ﺒﺤﺭﺍﺭﺓ ﺍﻟﺤﺭﻴﻕ ﻜﺎﻟﺼﻠﺏ ﺍﻟﻤﻌﺎﻟﺞ ﻋﻠﻰ ﺍﻟﺒﺎﺭﺩ ﻋﻨﺩ ﺯﻴﺎﺩﺓ ﺍﺤﺘﻤﺎل ﺘﻌﺭﺽ ﺠـﺯﺀ‬ ‫ﻤﻥ ﺍﻟﻤﻨﺸﺄ ﻟﻠﺤﺭﻴﻕ ‪٠‬‬ ‫ﺠﺩﻭل )‪ ( ١٣ – ٢‬ﺒﺎﻟﻜﻭﺩ ﺍﻟﻤﺼﺭﻱ ‪٢٠٠١‬‬ ‫ﺍﻟﻘﻴﻡ ﺍﻟﺩﻨﻴﺎ ﻟﻸﺒﻌﺎﺩ ﻟﻤﻘﺎﻭﻤﺔ ﺍﻟﺨﺭﺴﺎﻨﺔ ﻟﻠﺤﺭﻴﻕ‬ ‫ﻤﺩﺓ ﺍﻟﺤﺭﻴﻕ ) ﺴﺎﻋﺔ (‬ ‫‪٥‬ﺭ‪٠‬‬ ‫‪٠‬ﺭ‪١‬‬ ‫‪٥‬ﺭ‪١‬‬ ‫‪٠‬ﺭ‪٢‬‬ ‫‪٠‬ﺭ‪٣‬‬ ‫‪٠‬ﺭ‪٤‬‬ ‫ﺴﻤﻙ ﺍﻟﺒﻼﻁﺔ –)ﻤﻡ(‬ ‫‪٨٠‬‬ ‫‪١٠٠‬‬ ‫‪١١٠‬‬ ‫‪١٣٠‬‬ ‫‪١٥٠‬‬ ‫‪١٧٠‬‬ ‫ﻏﻁﺎﺀ ﺘﺴﻠﻴﺢ ﺍﻟﺒﻼﻁﺔ ﺍﻟﺒﺴﻴﻁﺔ – )ﻤﻡ(‬ ‫‪١٥‬‬ ‫‪٢٠‬‬ ‫‪٢٥‬‬ ‫‪٣٥‬‬ ‫‪٤٥‬‬ ‫‪٥٥‬‬ ‫)ﻤﻡ(‬ ‫‪١٥‬‬ ‫‪٢٠‬‬ ‫‪٢٠‬‬ ‫‪٢٥‬‬ ‫‪٣٥‬‬ ‫‪٤٥‬‬ ‫ﻏﻁﺎﺀ ﺘﺴﻠﻴﺢ ﺍﻟﺒﻼﻁﺔ ﺍﻟﻤﺴﺘﻤﺭﺓ‬ ‫–‬ ‫‪ – ٧ – ٥‬ﺘﻔﺎﺼﻴل ﺼﻠﺏ ﺍﻟﺘﺴﻠﻴﺢ ﺒﺎﻟﺭﺴﻭﻤﺎﺕ ﺍﻟﺘﻨﻔﻴﺫﻴﺔ‬ ‫ﻴﺘﻡ ﺘﻭﻀﻴﺢ ﺼﻠﺏ ﺍﻟﺘﺴﻠﻴﺢ ﺒﺎﻟﺒﻼﻁﺎﺕ ﺍﻟﻤﺼﻤﺘﺔ ﻋﻠﻰ ﺍﻟﻤﺴﻘﻁ ﺍﻷﻓﻘﻲ ) ﻤﻘﻴﺎﺱ ﺭﺴﻡ ‪ ( ٥٠ : ١‬ﻭﻴﺘﻡ‬ ‫ﺘﻤﻴﻴﺯ ﺍﻷﺴﻴﺎﺥ ﻜﺘﺭﺘﻴﺏ ﻭﻀﻊ ﻁﺒﻘﺎﺕ ﺍﻟﺘﺴﻠﻴﺢ ﺒﺎﻟﺒﻼﻁﺔ ﺒﺩﺍﻴﺔ ﻤﻥ ﺃﺴﻔل ﺇﻟﻰ ﺃﻋﻠﻰ ﻜﻤﺎ ﻴﻠﻲ ‪:‬‬ ‫‪ -‬ﺍﻟﻁﺒﻘﺔ ﺍﻟﺴﻔﻠﻴﺔ ﻓﻰ ﺍﻻﺘﺠﺎﻩ ﺍﻟﻌﻤﻭﺩﻱ = ‪B2‬‬ ‫‪-‬‬ ‫ﺍﻟﻁﺒﻘﺔ ﺍﻟﺴﻔﻠﻴﺔ ﺍﻟﺨﺎﺭﺠﻴﺔ = ‪B1‬‬ ‫‪-‬‬ ‫ﺍﻟﻁﺒﻘﺔ ﺍﻟﻌﻠﻭﻴﺔ ﺍﻟﺨﺎﺭﺠﻴﺔ = ‪ - T1‬ﺍﻟﻁﺒﻘﺔ ﺍﻟﻌﻠﻭﻴﺔ ﻓﻰ ﺍﻻﺘﺠﺎﻩ ﺍﻟﻌﻤﻭﺩﻱ = ‪T2‬‬ ‫ﻭﻟﻜل ﻤﺠﻤﻭﻋﺔ ﻤﺘﻤﺎﺜﻠﺔ ﻤﻥ ﺍﻷﺴﻴﺎﺥ ) ﻓﻲ ﺍﻟﻘﻁﺭ ﻭﺍﻟﻁﻭل ( ﻴﺘﻡ ﺭﺴﻡ ﺴﻴﺦ ﻨﻤـﻭﺫﺠﻲ ‪Typical bar‬‬ ‫ﺒﺎﺴﺘﺨﺩﺍﻡ ﺨﻁ ﺴﻤﻴﻙ ﻤﻊ ﺘﺤﺩﻴﺩ ﺍﻟﻤﻨﺎﻁﻕ ﺍﻟﺘﻲ ﺘﻭﻀﻊ ﺒﻬﺎ ﻫﺫﻩ ﺍﻷﺴﻴﺎﺥ ‪٠‬‬ ‫ﻭﻴﺘﻡ ﺘﻤﻴﻴﺯ ﺍﻷﺴﻴﺎﺥ ﻋﻠﻰ ﺍﻟﻨﺤﻭ ﺍﻟﺘﺎﻟﻲ ‪:‬‬ ‫" ﻨﻭﻉ ﺍﻟﺤﺩﻴﺩ ﺍﻟﻤﺴﺘﺨﺩﻡ – ﻗﻁﺭ ﺍﻟﺴﻴﺦ – ﺭﻗﻡ ﺍﻟﺴﻴﺦ – ﺍﻟﺘﻘﺴﻴﻁ ﺒﺎﻟﻤﻡ – ﻤﻜﺎﻥ ﺍﻟﺴﻴﺦ ﺒﺎﻟﺒﻼﻁﺔ "‬ ‫ﻤﺜﺎل ) ﻴﻘﺭﺃ ﻤﻥ ﺍﻟﻴﺴﺎﺭ ﺇﻟﻰ ﺍﻟﻴﻤﻴﻥ( ‪Φ 12 – ⊇ – 300 – B1:‬‬ ‫‪-28‬‬‫‪PDF created with pdfFactory Pro trial version www.pdffactory.com‬‬ ‫ﺩﻟﻴﻞ ﺍﻟﺘﻔــﺎﺻﻴﻞ ﺍﻹﻧﺸــﺎﺋﻴﺔ‬ ‫ﺍﻟﻜﻮﺩ ﺍﳌﺼﺮﻱ ﻟﺘﺼﻤﻴﻢ ﻭﺗﻨﻔﻴﺬ ﺍﳌﻨﺸﺂﺕ ﺍﳋﺮﺳﺎﻧﻴﺔ ‪٢٠٠١‬‬ ‫‪ – ٦‬ﺍﻟﺒﻼﻁﺎﺕ ﺫﺍﺕ ﺍﻟﻘﻭﺍﻟﺏ ﺍﻟﻤﻔﺭﻏﺔ ‪Hollow Block Slabs‬‬ ‫‪ - ١ – ٦‬ﻋﺎﻡ‬ ‫‪-‬‬ ‫ﻴﺠﺏ ﺍﺴﺘﻴﻔﺎﺀ ﺍﻻﺸﺘﺭﺍﻁﺎﺕ ﺍﻟﺘﺎﻟﻴﺔ ﺍﻟﺨﺎﺼﺔ ﺒﺎﻷﺒﻌﺎﺩ ‪:‬‬ ‫‪ – ١‬ﻻ ﺘﺯﻴﺩ ﺍﻟﻤﺴﺎﻓﺔ ﺍﻟﺨﺎﻟﺼﺔ ﺒﻴﻥ ﺍﻷﻋﺼﺎﺏ ﻋﻥ ‪ ٧٠٠‬ﻤﻡ ‪٠‬‬ ‫‪ – ٢‬ﻻ ﻴﻘل ﻋﺭﺽ ﺍﻷﻋﺼﺎﺏ ﻋﻥ ‪ ١٠٠‬ﻤﻡ ﺃﻭ ﺜﻠﺙ ﺍﻟﻌﻤﻕ ﺃﻴﻬﻤﺎ ﺃﻜﺒﺭ ‪٠‬‬ ‫‪ – ٣‬ﻻ ﻴﻘل ﺴﻤﻙ ﺒﻼﻁﺔ ﺍﻟﻀﻐﻁ ﻋﻥ ‪ ٥٠‬ﻤﻡ ﺃﻭ ﻋﺸﺭ ﺍﻟﻤﺴﺎﻓﺔ ﺍﻟﺨﺎﻟﺼﺔ ﺒﻴﻥ ﺍﻷﻋﺼﺎﺏ ﺃﻴﻬﻤﺎ ﺃﻜﺒﺭ ‪٠‬‬ ‫‪ - ٢ – ٦‬ﺍﻟﺤﺩ ﺍﻷﺩﻨﻰ ﻟﻨﺴﺏ ﺍﻟﺘﺴﻠﻴﺢ‬ ‫‪ - ١ – ٢ – ٦‬ﺍﻟﺒﻼﻁﺎﺕ ﺫﺍﺕ ﺍﻷﻋﺼﺎﺏ ﻓﻲ ﺍﻻﺘﺠﺎﻩ ﺍﻟﻭﺍﺤﺩ ‪One Way Hollow Block Slabs‬‬ ‫‪-‬‬ ‫ﻻ ﺘﻘل ﻤﺴﺎﺤﺔ ﻤﻘﻁﻊ ﺃﺴﻴﺎﺥ ﺍﻟﺘﻭﺯﻴﻊ ﺍﻟﻌﻤﻭﺩﻴﺔ ﻋﻠﻰ ﺍﻷﻋﺼﺎﺏ ﻓﻲ ﺍﻟﻤﺘﺭ ﻋﻥ ‪ %٠,٣‬ﻤـﻥ ﻤـﺴﺎﺤﺔ‬ ‫ﻤﻘﻁﻊ ﺍﻟﺒﻼﻁﺔ ﻭﺘﻜﻭﻥ ﺃﻗل ﻜﻤﻴﺔ ﻷﺴﻴﺎﺥ ﺍﻟﺘﻭﺯﻴﻊ ﻓﻲ ﺍﻟﺒﻼﻁﺔ )ﻤﻭﺍﺯﻴﺎ ﻟﻸﻋﺼﺎﺏ( ﻫـﻲ ‪ ٦ Φ ٣‬ﻤـﻡ‪/‬ﻡ‬ ‫ﻋﻠﻰ ﺃﻥ ﻴﻭﻀﻊ ﺴﻴﺦ ﻗﻁﺭ ‪ ٦‬ﻤﻡ ﺒﻴﻥ ﻜل ﻋﺼﺒﻴﻥ ﻭﺴﻴﺦ ﻋﻨﺩ ﻜل ﻋﺼﺏ ‪٠‬‬ ‫‪-‬‬ ‫ﺇﺫﺍ ﻜﺎﻥ ﺍﻟﺤﻤل ﺍﻟﺤﻲ ﺃﻗل ﻤﻥ ﺃﻭ ﻴﺴﺎﻭﻯ‪ ٣‬ﻜﻥ‪/‬ﻡ‪ ، ٢‬ﺍﻟﺒﺤﻭﺭ ﺘﺯﻴـﺩ ﻋـﻥ‪ ٥,٠٠‬ﻡ ﻴﺠـﺏ ﺃﻥ ﺘـﺯﻭﺩ‬ ‫ﺍﻟﺒﻼﻁﺔ ﺒﻌﺼﺏ ﻋﺭﻀﻲ ﻭﺍﺤﺩ ﻋﻠﻰ ﺍﻷﻗل ﻋﻨﺩ ﻤﻨﺘﺼﻑ ﺍﻟﺒﺤﺭ ﺒﺤﻴﺙ ﻻ ﻴﻘل ﻋﺭﻀـﻪ ﻋـﻥ ﻋـﺭﺽ‬ ‫ﺍﻷﻋﺼﺎﺏ ﺍﻟﺭﺌﻴﺴﻴﺔ ﻭﻻ ﻴﻘل ﺍﻟﺘﺴﻠﻴﺢ ﺍﻟﺴﻔﻠﻲ ﻟﻪ ﻋﻥ ﺍﻟﺘﺴﻠﻴﺢ ﺍﻟﺴﻔﻠﻲ ﻓﻲ ﺍﻷﻋﺼﺎﺏ ﺍﻟﺭﺌﻴﺴﻴﺔ ﻓﻲ ﺤﻴﻥ ﻻ‬ ‫ﻴﻘل ﺍﻟﺘﺴﻠﻴﺢ ﺍﻟﻌﻠﻭﻱ ﻟﻪ ﻋﻥ ﻨﺼﻑ ﺘﺴﻠﻴﺤﻪ ﺍﻟﺴﻔﻠﻲ‪.‬‬ ‫‪-‬‬ ‫ﺇﺫﺍ ﺯﺍﺩ ﺍﻟﺤﻤل ﺍﻟﺤﻲ ﻋﻥ ‪٣‬ﻜﻥ‪/‬ﻡ‪ ٢‬ﻭﻜﺎﻨﺕ ﺍﻟﺒﺤﻭﺭ ﺘﺘﺭﺍﻭﺡ ﺒـﻴﻥ ‪ ٧,٠٠ ، ٤,٠٠‬ﻡ ﺘـﺯﻭﺩ ﺍﻟﺒﻼﻁـﺔ‬ ‫‪-‬‬ ‫ﺇﺫﺍ ﺯﺍﺩ ﺍﻟﺤﻤل ﺍﻟﺤﻲ ﻋﻥ ‪٣‬ﻜﻥ‪/‬ﻡ‪ ٢‬ﻭﻜﺎﻨﺕ ﺍﻟﺒﺤﻭﺭ ﺘﺯﻴﺩ ﻋﻥ ‪ ٧,٠٠‬ﻡ ﺘﺯﻭﺩ ﺍﻟﺒﻼﻁﺔ ﺒﺜﻼﺜﺔ ﺃﻋـﺼﺎﺏ‬ ‫ﺒﻌﺼﺏ ﻋﺭﻀﻲ ﻭﺍﺤﺩ ﻭ ﻴﻜﻭﻥ ﺒﻨﻔﺱ ﺍﻷﺒﻌﺎﺩ ﻭﺍﻟﺘﺴﻠﻴﺢ ﺍﻟﻤﺫﻜﻭﺭﺓ ﺴﺎﺒﻘﺎ" ‪٠‬‬ ‫ﻋﺭﻀﻴﺔ ﻭﺘﻜﻭﻥ ﻫﺫﻩ ﺍﻷﻋﺼﺎﺏ ﺒﻨﻔﺱ ﺍﻷﺒﻌﺎﺩ ﻭﺍﻟﺘﺴﻠﻴﺢ ﺍﻟﻤﺫﻜﻭﺭﺓ ﺴﺎﺒﻘﺎ"‬ ‫‪ - ٢ – ٢ – ٦‬ﺍﻟﺒﻼﻁﺎﺕ ﺫﺍﺕ ﺍﻷﻋﺼﺎﺏ ﻓﻲ ﺍﻻﺘﺠﺎﻫﻴﻥ ‪Two way Hollow Block Slabs‬‬ ‫ﻫﻨﺎﻙ ﺤﺎﻟﺘﺎﻥ‪:‬‬ ‫ﺃ – ﻜﻤﺭﺍﺕ ﺒﻨﻔﺱ ﺴﻤﻙ ﺍﻟﺒﻼﻁﺔ ) ﻜﻤﺭﺍﺕ ﻤﺩﻓﻭﻨﺔ ( ﻭﺘﺼﻤﻡ ﺒﻨﻔﺱ ﻁﺭﻴﻘﺔ ﺘﺼﻤﻴﻡ ﺍﻟﺒﻼﻁﺎﺕ ﺍﻟﻼﻜﻤﺭﻴﺔ‪٠‬‬ ‫ﺏ‪ -‬ﻜﻤﺭﺍﺕ ﺠﺎﺴﺌﺔ ﺒﺴﻤﻙ ﺃﻜﺒﺭ ﻤﻥ ﺴﻤﻙ ﺍﻟﺒﻼﻁﺔ ‪٠‬‬ ‫‪-34‬‬‫‪PDF created with pdfFactory Pro trial version www.pdffactory.com‬‬ E:\flash\fLASH3-9\EC DETAIL\structural detail\structural detail\8.12.2003\FIGURE~1.dwg, 23/01/2007 02:33:20 ‫م‬ PDF created with pdfFactory Pro trial version www.pdffactory.com E:\flash\fLASH3-9\EC DETAIL\structural detail\structural detail\8.12.2003\FIGURE~1.dwg, 23/01/2007 02:33:40 ‫م‬ PDF created with pdfFactory Pro trial version www.pdffactory.com E:\flash\fLASH3-9\EC DETAIL\structural detail\structural detail\8.12.2003\FIGURE~1.dwg, 23/01/2007 02:34:00 ‫م‬ PDF created with pdfFactory Pro trial version www.pdffactory.com E:\flash\fLASH3-9\EC DETAIL\structural detail\structural detail\8.12.2003\FIGURE~1.dwg, 23/01/2007 02:34:10 ‫م‬ PDF created with pdfFactory Pro trial version www.pdffactory.com ‫ﺩﻟﻴﻞ ﺍﻟﺘﻔــﺎﺻﻴﻞ ﺍﻹﻧﺸــﺎﺋﻴﺔ‬ ‫ﺍﻟﻜﻮﺩ ﺍﳌﺼﺮﻱ ﻟﺘﺼﻤﻴﻢ ﻭﺗﻨﻔﻴﺬ ﺍﳌﻨﺸﺂﺕ ﺍﳋﺮﺳﺎﻧﻴﺔ ‪٢٠٠١‬‬ ‫‪ – ٧‬ﺍﻟﺒﻼﻁﺎﺕ ﺍﻟﻤﺴﻁﺤﺔ ﺫﺍﺕ ﺍﻷﻋﺼﺎﺏ ‪Wafle Slabs‬‬ ‫‪ – ١ – ٧‬ﻋﺎﻡ‬ ‫ﺘﻨﻘﺴﻡ ﺍﻟﺒﻼﻁﺎﺕ ﺍﻟﻤﺴﻁﺤﺔ ﺫﺍﺕ ﺍﻷﻋﺼﺎﺏ ﺇﻟﻰ ﻨﻭﻋﻴﻥ ‪:‬‬ ‫ﺃ – ﺒﻼﻁﺎﺕ ﻤﺴﻁﺤﺔ ﺫﺍﺕ ﺃﻋﺼﺎﺏ ﺒﻜﺎﻤل ﺍﻟﻤﺴﻁﺢ ﻤﻊ ﺘﻨﻔﻴﺫ ﺃﺠﺯﺍﺀ ﻤﺼﻤﺘﺔ ﺃﻋﻼ ﺃﻤﺎﻜﻥ ﺍﻷﻋﻤﺩﺓ ‪:‬‬ ‫ﻭﻴﺘﻡ ﺘﺼﻤﻴﻤﻬﺎ ﻓﻲ ﻫﺫﻩ ﺍﻟﺤﺎﻟﺔ ﻤﺜل ﺍﻟﺒﻼﻁﺎﺕ ﺍﻟﻤﺴﻁﺤﺔ ﺍﻟﻼﻜﻤﺭﻴﺔ ﻤﻊ ﺃﺨﺫ ﻓﺭﻕ ﺍﻟﺠـﺴﺎﺀﺓ ﺒـﻴﻥ‬ ‫ﺍﻷﺠﺯﺍﺀ ﺍﻟﻤﺼﻤﺘﺔ ﻭﺍﻷﺠﺯﺍﺀ ﺍﻟﻤﻔﺭﻏﺔ ﻋﻨﺩ ﺍﻟﺘﺼﻤﻴﻡ ‪٠‬‬ ‫ﺏ – ﺒﻼﻁﺎﺕ ﻤﺴﻁﺤﺔ ﺫﺍﺕ ﺃﻋﺼﺎﺏ ﻤﺤﻤﻠﺔ ﻋﻠﻰ ﻜﻤﺭﺍﺕ ﻤﺩﻓﻭﻨﺔ ﺒﻨﻔﺱ ﺍﻟﺴﻤﻙ ‪:‬‬ ‫ﻭﻴﺘﻡ ﺘﺼﻤﻴﻤﻬﺎ ﻓﻲ ﻫﺫﺍ ﺍﻟﺤﺎﻟﺔ ﻤﺜل ﺍﻟﺒﻼﻁﺎﺕ ﺫﺍﺕ ﺍﻟﻘﻭﺍﻟﺏ ﺍﻟﻤﻔﺭﻏﺔ ﺃﻭ ﻤﺜل ﺍﻟﺒﻼﻁﺎﺕ‬ ‫ﺍﻟﻤﺴﻁﺤﺔ ﺍﻟﻼﻜﻤﺭﻴﺔ ‪٠‬‬ ‫‪-39‬‬‫‪PDF created with pdfFactory Pro trial version www.pdffactory.com‬‬ E:\flash\fLASH3-9\EC DETAIL\structural detail\structural detail\8.12.2003\FIGURE~1.dwg, 23/01/2007 02:34:20 ‫م‬ PDF created with pdfFactory Pro trial version www.pdffactory.com E:\flash\fLASH3-9\EC DETAIL\structural detail\structural detail\8.12.2003\FIGURE~1.dwg, 23/01/2007 02:34:32 ‫م‬ PDF created with pdfFactory Pro trial version www.pdffactory.com ‫ﺩﻟﻴﻞ ﺍﻟﺘﻔــﺎﺻﻴﻞ ﺍﻹﻧﺸــﺎﺋﻴﺔ‬ ‫ﺍﻟﻜﻮﺩ ﺍﳌﺼﺮﻱ ﻟﺘﺼﻤﻴﻢ ﻭﺗﻨﻔﻴﺬ ﺍﳌﻨﺸﺂﺕ ﺍﳋﺮﺳﺎﻧﻴﺔ ‪٢٠٠١‬‬ ‫‪ – ٨‬ﺍﻟﺒﻼﻁﺎﺕ ﺍﻟﻤﺴﻁﺤﺔ )ﺍﻟﺒﻼﻁﺎﺕ ﺍﻟﻼﻜﻤﺭﻴﺔ( ‪Flat Slabs‬‬ ‫‪ - ١ – ٨‬ﻋﺎﻡ‬ ‫ﻴﻘﺼﺩ ﻋﻤﻭﻤﺎ" ﺒﺎﻟﺒﻼﻁﺎﺕ ﺍﻟﻤﺴﻁﺤﺔ ﺍﻟﺒﻼﻁﺎﺕ ﺍﻟﻼﻜﻤﺭﻴﺔ ﺍﻟﻤﺼﻤﺘﺔ ﻤﻥ ﺍﻟﺨﺭﺴـﺎﻨﺔ ﺍﻟﻤـﺴﻠﺤﺔ ﺇﻤـﺎ‬ ‫ﺒﺴﻘﻭﻁ ﺃﻭ ﺒﺩﻭﻨﻪ ﻭﺍﻟﺘﻲ ﺘﺭﺘﻜﺯ ﻋﻠﻰ ﺃﻋﻤﺩﺓ ﺇﻤﺎ ﺒﺘﻴﺠﺎﻥ ﺃﻭ ﺒﺩﻭﻨﻬﺎ ‪٠‬‬ ‫‪ - ٢ – ٨‬ﺍﻷﺒﻌﺎﺩ ﺍﻟﺩﻨﻴﺎ‬ ‫‪ - ١ – ٢ – ٨‬ﺃﺩﻨﻰ ﺃﺒﻌﺎﺩ ﻟﻠﺒﻼﻁﺎﺕ‬ ‫ﻴﺠﺏ ﺃﻻ ﻴﻘل ﺍﻟﺴﻤﻙ ﺍﻟﻜﻠﻰ ) ‪ ( ts‬ﻟﻠﺒﻼﻁﺔ ﻋﻥ ﺃﻜﺒﺭ ﺍﻟﻘﻴﻡ ﺍﻟﺘﺎﻟﻴﺔ ‪:‬‬ ‫‪ ١٥٠ – ١‬ﻤﻡ ‪٠‬‬ ‫‪L‬‬ ‫ﻟﻠﺒﻭﺍﻜﻲ ﺍﻟﻁﺭﻓﻴﺔ ﺍﻟﺘﻲ ﺒﺩﻭﻥ ﺴﻘﻭﻁ ‪٠‬‬ ‫‪-٢‬‬ ‫‪32‬‬ ‫‪ L - ٣‬ﻟﻠﺒﻭﺍﻜﻲ ﺍﻟﺩﺍﺨﻠﻴﺔ ﺍﻟﻤﺴﺘﻤﺭﺓ ﺒﺩﻭﻥ ﺴﻘﻭﻁ ﺃﻭ ﺍﻟﺒﻭﺍﻜﻲ ﺍﻟﻁﺭﻓﻴﺔ ﺍﻟﺘﻲ ﻟﻬﺎ ﺴﻘﻭﻁ ‪٠‬‬ ‫‪36‬‬ ‫‪L‬‬ ‫ﻟﻠﺒﻭﺍﻜﻲ ﺍﻟﺩﺍﺨﻠﻴﺔ ﺍﻟﻤﺴﺘﻤﺭﺓ ﺒﺎﻟﻜﺎﻤل ﻭﺍﻟﺘﻲ ﻟﻬﺎ ﺴﻘﻭﻁ ‪٠‬‬ ‫‪-٤‬‬ ‫‪40‬‬ ‫ﺤﻴﺙ ‪ L‬ﻤﺘﻭﺴﻁ ﺃﻁﻭﺍل ﺒﺤﺭﻱ ﺍﻟﺒﺎﻜﻴﺔ‬ ‫‪ - ٢ – ٢ – ٨‬ﺃﺩﻨﻰ ﺴﻤﻙ ﻟﻸﻋﻤﺩﺓ‬ ‫ﻴﺠﺏ ﺃﻻ ﻴﻘل ﻗﻁﺭ ﺍﻟﻌﻤﻭﺩ ﺍﻟﻤﺴﺘﺩﻴﺭ ﺃﻭ ﻁﻭل ﻜل ﻤﻥ ﻀﻠﻌﻲ ﻤﻘﻁﻊ ﺍﻟﻌﻤﻭﺩ ﺍﻟﻤﺴﺘﻁﻴل ﻋـﻥ ﺃﻜﺒـﺭ‬ ‫ﺍﻟﻘﻴﻡ ﺍﻟﺘﺎﻟﻴﺔ ‪:‬‬ ‫‪ ٢٠/١ – ١‬ﻤﻥ ﻁﻭل ﺍﻟﺒﺎﻜﻴﺔ ﻓﻲ ﺍﻻﺘﺠﺎﻩ ﺘﺤﺕ ﺍﻻﻋﺘﺒﺎﺭ ‪٠‬‬ ‫‪ ١٥/١ – ٢‬ﻤﻥ ﺍﺭﺘﻔﺎﻉ ﺍﻟﺩﻭﺭ ‪٠‬‬ ‫‪ ٣٠٠ – ٣‬ﻤﻡ ‪٠‬‬ ‫‪ - ٣ – ٢ – ٨‬ﺃﺩﻨﻰ ﺃﺒﻌﺎﺩ ﻟﺘﻴﺠﺎﻥ ﺍﻷﻋﻤﺩﺓ ‪Column Heads‬‬ ‫ﻓﻲ ﺍﻟﺤﺎﻻﺕ ﺍﻟﺘﻲ ﺘﺯﻭﺩ ﻓﻴﻬﺎ ﺍﻷﻋﻤﺩﺓ ﺒﺘﻴﺠﺎﻥ ﻴﺠﺏ ﺃﻥ ﺘﺘﺤﻘﻕ ﺍﻟﻤﺘﻁﻠﺒﺎﺕ ﺍﻟﺘﺎﻟﻴﺔ ‪:‬‬ ‫‪ – ١‬ﺃﻻ ﺘﺯﻴﺩ ﺯﺍﻭﻴﺔ ﺃﻗﺼﻰ ﻤﻴل ﻟﻠﺘﺎﺝ ﻋﻥ ‪ ٤٥‬ﺩﺭﺠﺔ ﻤﻊ ﺍﻻﺘﺠﺎﻩ ﺍﻟﺭﺃﺴﻲ ‪٠‬‬ ‫‪ – ٢‬ﺃﻻ ﻴﺯﻴﺩ ﺍﻟﻘﻁﺭ ﺍﻟﻔﻌﺎل ‪ D‬ﺍﻟﺫﻱ ﻴﻌﺘﺒﺭ ﻓﻲ ﺍﻟﺘﺼﻤﻴﻡ ﻋﻥ ﺭﺒﻊ ﺍﻟﺒﺤﺭ ﺍﻷﺼﻐﺭ ﻟﻠﺒﻼﻁﺎﺕ ﺍﻟﻤﺘﺠـﺎﻭﺭﺓ ﻭﺇﺫﺍ‬ ‫ﻜﺎﻥ ﻤﻘﻁﻊ ﺍﻟﻌﻤﻭﺩ ﻤﺴﺘﻁﻴل ﺃﻭ ﻤﺭﺒﻊ ﻓﻴﻘﺼﺩ ﺒﻜﻠﻤﺔ ‪ ) D‬ﺍﻟﻘﻁﺭ ﺍﻟﻔﻌﺎل ( ﻗﻁﺭ ﺃﻜﺒﺭ ﺩﺍﺌـﺭﺓ ﻴﻤﻜـﻥ ﺭﺴـﻤﻬﺎ‬ ‫ﺩﺍﺨل ﻤﻘﻁﻊ ﺍﻟﻌﻤﻭﺩ ) ﺃﻭ ﺘﺎﺠﻪ ﺇﻥ ﻭﺠﺩ ( ‪٠‬‬ ‫‪-42‬‬‫‪PDF created with pdfFactory Pro trial version www.pdffactory.com‬‬ ‫ﺩﻟﻴﻞ ﺍﻟﺘﻔــﺎﺻﻴﻞ ﺍﻹﻧﺸــﺎﺋﻴﺔ‬ ‫ﺍﻟﻜﻮﺩ ﺍﳌﺼﺮﻱ ﻟﺘﺼﻤﻴﻢ ﻭﺗﻨﻔﻴﺬ ﺍﳌﻨﺸﺂﺕ ﺍﳋﺮﺳﺎﻧﻴﺔ ‪٢٠٠١‬‬ ‫‪ - ٤ – ٢ – ٨‬ﺃﺩﻨﻰ ﺃﺒﻌﺎﺩ ﻟﺒﺎﻜﻴﺔ ﺍﻟﺴﻘﻭﻁ ‪Drop Panels‬‬ ‫ﻓﻰ ﺍﻟﺤﺎﻻﺕ ﺍﻟﺘﻲ ﻴﺘﻁﻠﺏ ﻓﻴﻬﺎ ﺯﻴﺎﺩﺓ ﺴﻤﻙ ﺍﻟﺒﻼﻁﺔ ﻓﻭﻕ ﺍﻷﻋﻤﺩﺓ ﺃﻭ ﺘﻴﺠﺎﻨﻬﺎ ﺒﻐﺭﺽ ﻤﻘﺎﻭﻤﺔ ﺍﻟﻌـﺯﻭﻡ‬ ‫ﺍﻟﺴﺎﻟﺒﺔ ﻭﺘﻘﻠﻴل ﺼﻠﺏ ﺍﻟﺘﺴﻠﻴﺢ ﻴﺠﺏ ﺃﻥ ﺘﺤﻘﻕ ﺃﺒﻌﺎﺩ ﺍﻟﺴﻘﻭﻁ ﺍﻟﻘﻴﻡ ﺍﻟﺘﺎﻟﻴﺔ ‪:‬‬ ‫‪ – ١‬ﻴﺠﺏ ﺃﻻ ﻴﻘل ﺴﻤﻙ ﺍﻟﺴﻘﻭﻁ ﺃﺴﻔل ﺍﻟﺒﻼﻁﺔ ﻋﻥ ﺭﺒﻊ ﺴﻤﻙ ﺍﻟﺒﻼﻁﺔ ‪٠‬‬ ‫‪ – ٢‬ﻴﺠﺏ ﺃﻥ ﻴﻤﺘﺩ ﺍﻟﺴﻘﻭﻁ ﺒﻤﺴﺎﻓﺔ ﺴﺩﺱ ﻁﻭل ﺍﻟﺒﺎﻜﻴﺔ ﻋﻠﻰ ﺍﻷﻗل ﻓﻲ ﻨﻔﺱ ﺍﻻﺘﺠﺎﻩ ﻤﻘﺎﺴـﺎ" ﻤـﻥ ﻤﺤـﺎﻭﺭ‬ ‫ﺍﻷﻋﻤﺩﺓ ﺒﺤﻴﺙ ﻻ ﻴﺘﻌﺩﻯ ﺭﺒﻊ ﺍﻟﺒﺎﻜﻴﺔ ﺫﺍﺕ ﺍﻟﺒﺤﺭ ﺍﻷﺼﻐﺭ ‪٠‬‬ ‫‪L/36‬‬ ‫‪L/32‬‬ ‫‪L/40‬‬ ‫‪L/36‬‬ ‫‪ts‬‬ ‫‪min ts/4‬‬ ‫‪x‬‬ ‫‪L1/6 < x < Lmin /4‬‬ ‫‪D > 0.25Lmin‬‬ ‫‪ts‬‬ ‫ﺸﻜل )‪ (١-٨‬ﺍﻷﺒﻌﺎﺩ ﺍﻟﺩﻨﻴﺎ ﺒﺎﻟﺒﻼﻁﺎﺕ ﺍﻟﻤﺴﻁﺤﺔ‬ ‫‪-43‬‬‫‪PDF created with pdfFactory Pro trial version www.pdffactory.com‬‬ E:\flash\fLASH3-9\EC DETAIL\structural detail\structural detail\8.12.2003\FIGURE~1.dwg, 23/01/2007 02:37:06 ‫م‬ PDF created with pdfFactory Pro trial version www.pdffactory.com E:\flash\fLASH3-9\EC DETAIL\structural detail\structural detail\8.12.2003\FIGURE~1.dwg, 23/01/2007 02:37:20 ‫م‬ PDF created with pdfFactory Pro trial version www.pdffactory.com E:\flash\fLASH3-9\EC DETAIL\structural detail\structural detail\8.12.2003\FIGURE~1.dwg, 23/01/2007 02:37:31 ‫م‬ PDF created with pdfFactory Pro trial version www.pdffactory.com E:\flash\fLASH3-9\EC DETAIL\structural detail\structural detail\8.12.2003\FIGURE~1.dwg, 23/01/2007 02:37:43 ‫م‬ PDF created with pdfFactory Pro trial version www.pdffactory.com E:\flash\fLASH3-9\EC DETAIL\structural detail\structural detail\8.12.2003\FIGURE~1.dwg, 23/01/2007 02:37:55 ‫م‬ PDF created with pdfFactory Pro trial version www.pdffactory.com ‫ﺩﻟﻴﻞ ﺍﻟﺘﻔــﺎﺻﻴﻞ ﺍﻹﻧﺸــﺎﺋﻴﺔ‬ ‫ﺍﻟﻜﻮﺩ ﺍﳌﺼﺮﻱ ﻟﺘﺼﻤﻴﻢ ﻭﺗﻨﻔﻴﺬ ﺍﳌﻨﺸﺂﺕ ﺍﳋﺮﺳﺎﻧﻴﺔ ‪٢٠٠١‬‬ ‫‪ – ٩‬ﺍﻟﻜﻤﺭﺍﺕ‬ ‫‪Beams‬‬ ‫‪ - ١ – ٩‬ﻋﺎﻡ‬ ‫ﺘﺴﺭﻯ ﺒﻨﻭﺩ ﻫﺫﺍ ﺍﻟﻔﺼل ﻋﻠﻰ ﺍﻟﻜﻤﺭﺍﺕ ﻏﻴﺭ ﺍﻟﻌﻤﻴﻘﺔ ﻭﺍﻟﺘﻲ ﻴﻤﻜﻥ ﺘﻌﺭﻴﻔﻬﺎ ﻜﺎﻷﺘﻲ ‪:‬‬ ‫‪d‬‬ ‫‪< 0.8‬‬ ‫‪L‬‬ ‫‪d‬‬ ‫ﻟﻠﻜﻤﺭﺍﺕ ﺍﻟﻤﺴﺘﻤﺭﺓ‬ ‫‪< 0.4‬‬ ‫‪L‬‬ ‫ﻟﻠﻜﻤﺭﺍﺕ ﺒﺴﻴﻁﺔ ﺍﻻﺭﺘﻜﺎﺯ‬ ‫ﺤﻴﺙ ‪ = d‬ﻋﻤﻕ ﺍﻟﻜﻤﺭﺓ‬ ‫ﺤﻴﺙ ‪ = L‬ﺍﻟﺒﺤﺭ ﺍﻟﻔﻌﺎل‬ ‫‪ - ٢ – ٩‬ﺍﺸﺘﺭﺍﻁﺎﺕ ﺤﺩﻭﺩ ﺍﻟﻌﻤﻕ‪:‬‬ ‫ﻓﻲ ﺤﺎﻟﺔ ﺍﻟﻜﻤﺭﺍﺕ ﺫﺍﺕ ﺍﻟﺒﺤﻭﺭ ﺃﻗل ﻤﻥ ‪١٠‬ﻡ ﻏﺎﻟﺒﺎ" ﻤﺎ ﺘﻜﻭﻥ ﻨﺴﺏ ﻗﻴﻡ ﺍﻟﺘﺭﺨﻴﻡ ) ﺴﻬﻡ ﺍﻻﻨﺤﻨـﺎﺀ (‬ ‫ﺒﺎﻟﻨﺴﺒﺔ ﻟﻠﺒﺤﻭﺭ ﻤﻘﺒﻭﻟﺔ ﻓﻲ ﺍﻟﻘﻁﺎﻋﺎﺕ ﺍﻟﻤﻌﺭﻀﺔ ﻟﻌﺯﻭﻡ ﺍﻨﺤﻨﺎﺀ ﺇﺫﺍ ﻟﻡ ﺘﺘﻌﺩ ﻨﺴﺒﺔ ‪ L/t‬ﺍﻟﻘـﻴﻡ ﺍﻟـﻭﺍﺭﺩﺓ ﺒﺠـﺩﻭل‬ ‫)‪ (١٠-٤‬ﺒﺎﻟﻜﻭﺩ ﺍﻟﻤﺼﺭﻱ ﺤﻴﺙ ‪ = L‬ﺍﻟﺒﺤﺭ ﺍﻟﻔﻌﺎل ﻟﻠﻜﻤﺭﺓ ﻭ ‪ = t‬ﺍﻟﻌﻤﻕ ﺍﻟﻜﻠﻲ ﻟﻠﻜﻤﺭﺓ‬ ‫ﺠﺩﻭل )‪ (١٠-٤‬ﻨﺴﺒﺔ ﺍﻟﺒﺤﺭ ﺍﻟﻔﻌﺎل ﺇﻟﻲ ﺍﻟﻌﻤﻕ ﺍﻟﻜﻠﻲ ) ‪ ( L/t‬ﻟﻠﻌﻨﺎﺼﺭ ﺫﺍﺕ ﺒﺤﻭﺭ ﺃﻗل ﻤﻥ ‪١٠‬ﻡ ﻤﺎ ﻟﻡ ﻴﺘﻡ‬ ‫ﺤﺴﺎﺏ ﺍﻟﺘﺭﺨﻴﻡ‬ ‫ﺤﺎﻟﺔ ﺍﻟﻌﻨﺼﺭ‬ ‫‪L/t‬‬ ‫ﺒﺴﻴﻁﺔ ﺍﻻﺭﺘﻜﺎﺯ‬ ‫ﻤﺴﺘﻤﺭﺓ ﻤﻥ ﻨﺎﺤﻴﺔ ﻭﺍﺤﺩﺓ‬ ‫ﻤﺴﺘﻤﺭﺓ ﻤﻥ ﻨﺎﺤﻴﺘﻴﻥ‬ ‫ﻜﺎﺒﻭﻟﻰ‬ ‫‪١٦‬‬ ‫‪١٨‬‬ ‫‪٢١‬‬ ‫‪٨‬‬ ‫ ﺘﺴﺭﻯ ﺍﻟﻘﻴﻡ ﺍﻟﺴﺎﺒﻘﺔ ﻓﻲ ﺤﺎﻟﺔ ﺍﺴﺘﺨﺩﺍﻡ ﺼﻠﺏ ﻋﺎﻟﻲ ﺍﻟﻤﻘﺎﻭﻤﺔ ‪ ،‬ﺃﻤﺎ ﻓﻲ ﺤﺎﻟﺔ ﺍﺴﺘﺨﺩﺍﻡ ﺼﻠﺏ ﻁـﺭﻯ ﻓﻴـﺘﻡ‬‫ﺯﻴﺎﺩﺓ ﻫﺫﻩ ﺍﻟﻘﻴﻡ ﺒﻤﻘﺩﺍﺭ ‪٠ %٢٥‬‬ ‫‪ - ٣ – ٩‬ﺍﻟﻌﺭﺽ ﺍﻟﻔﻌﺎل ﻟﺸﻔﺔ ﺍﻟﻘﻁﺎﻋﺎﺕ ﻋﻠﻰ ﺸﻜل ﺤﺭﻑ ) ‪ ( T‬ﺃﻭ ) ‪( L‬‬ ‫ﻟﻠﻜﻤﺭﺍﺕ ﻋﻠﻰ ﺸﻜل ﺤﺭﻑ ) ‪ ( T‬ﺃﻭ ) ‪ ( L‬ﻴﻘﺩﺭ ﺍﻟﻌﺭﺽ ﺍﻟﻔﻌﺎل ) ‪ ( B‬ﻤﻥ ﺍﻟﺒﻼﻁــﺔ ﺒﺄﺼﻐﺭ‬ ‫ﻗﻴﻤﺔ ﻤﻤﺎ ﻴﻠﻰ ‪:‬‬ ‫‪L2‬‬ ‫ ‪ 16ts + b = B‬ﺃﻭ‬‫‪5‬‬ ‫ﻟﻠﻜﻤﺭﺍﺕ ﻋﻠﻰ ﺸﻜل ﺤﺭﻑ ) ‪( T‬‬ ‫‪L2‬‬ ‫ ‪ 6ts + b = B‬ﺃﻭ‬‫‪10‬‬ ‫ﻋﻠﻰ ﺃﻻ ﺘﺯﻴﺩ ﻋﻥ ﺍﻟﻤﺴﺎﻓﺔ ﺒﻴﻥ ﻤﺤﺎﻭﺭ ﻤﻨﺘﺼﻑ ﺍﻟﺒﻼﻁﺎﺕ ﺍﻟﻤﺠﺎﻭﺭﺓ ﻟﻠﻜﻤﺭﺍﺕ‬ ‫ﻟﻠﻜﻤﺭﺍﺕ ﻋﻠﻰ ﺸﻜل ﺤﺭﻑ ) ‪( L‬‬ ‫ﺤﻴﺙ ‪ L2‬ﺘﺴﺎﻭﻯ ‪-:‬‬ ‫‪ ٠,٧٠‬ﻤﻥ ﺍﻟﺒﺤﺭ ﺍﻟﻔﻌﺎل ﻓﻲ ﺍﻟﻜﻤﺭﺍﺕ ﺍﻟﻤﺴﺘﻤﺭﺓ ﻤﻥ ﺍﻟﻁﺭﻓﻴﻥ ‪(L2 =0.70 L) ٠‬‬ ‫‪ ٠,٨٠‬ﻤﻥ ﺍﻟﺒﺤﺭ ﺍﻟﻔﻌﺎل ﻓﻲ ﺍﻟﻜﻤﺭﺍﺕ ﺍﻟﻤﺴﺘﻤﺭﺓ ﻤﻥ ﻁﺭﻑ ﻭﺍﺤﺩ‪(L2 = 0.80 L) .‬‬ ‫‪ ١,٠٠‬ﻤﻥ ﺍﻟﺒﺤﺭ ﺍﻟﻔﻌﺎل ﻓﻲ ﺍﻟﻜﻤﺭﺍﺕ ﺍﻟﺒﺴﻴﻁﺔ‪(L2 = L).‬‬ ‫‪-49‬‬‫‪PDF created with pdfFactory Pro trial version www.pdffactory.com‬‬ ‫ﺩﻟﻴﻞ ﺍﻟﺘﻔــﺎﺻﻴﻞ ﺍﻹﻧﺸــﺎﺋﻴﺔ‬ ‫ﺍﻟﻜﻮﺩ ﺍﳌﺼﺮﻱ ﻟﺘﺼﻤﻴﻢ ﻭﺗﻨﻔﻴﺬ ﺍﳌﻨﺸﺂﺕ ﺍﳋﺮﺳﺎﻧﻴﺔ ‪٢٠٠١‬‬ ‫‪ - ٤ – ٩‬ﺍﺸﺘﺭﺍﻁﺎﺕ ﺃﺩﻨﻰ ﻨﺴﺒﺔ ﺘﺴﻠﻴﺢ‬ ‫‪ – ١‬ﻴﺠﺏ ﺃﻻ ﻴﻘل ﺍﻟﺘﺴﻠﻴﺢ ﺍﻟﻌﻠﻭﻱ ﻓﻲ ﺍﻟﺸﻔﺔ ﻓﻲ ﺍﻻﺘﺠﺎﻩ ﺍﻟﻌﻤﻭﺩﻱ ﻋﻠﻰ ﺍﺘﺠﺎﻩ ﺍﻟﺠـﺫﻉ ﻋـﻥ ‪٣‬ﺭ‪ % ٠‬ﻤـﻥ‬ ‫ﻤﺴﺎﺤﺔ ﻤﻘﻁﻊ ﺍﻟﺒﻼﻁﺔ ﻜﻤﺎ ﻴﺠﺏ ﺃﻥ ﻴﺴﺘﻤﺭ ﺍﻟﺘﺴﻠﻴﺢ ﺒﺎﻟﻌﺭﺽ ﺍﻟﻜﺎﻤل ﻟﻠﺸﻔﺔ ﺍﻟﻤﺫﻜﻭﺭﺓ ﺒﺎﻟﺒﻨﺩ ﺍﻟـﺴﺎﺒﻕ ﻭﺃﻻ‬ ‫ﺘﺯﻴﺩ ﺍﻟﻤﺴﺎﻓﺔ ﺒﻴﻥ ﺃﺴﻴﺎﺥ ﻫﺫﺍ ﺍﻟﺘﺴﻠﻴﺢ ﻋﻥ ‪ ٢٠٠‬ﻤﻡ‪٠‬‬ ‫‪ – ٢‬ﻴﺠﺏ ﺃﻻ ﺘﻘل ﻨﺴﺒﺔ ﺍﻟﺘﺴﻠﻴﺢ ﻓﻲ ﺍﻟﻘﻁﺎﻉ ) ‪ ( µ = As/b.d‬ﻋﻥ ﺃﺩﻨﻰ ﻨﺴﺒﺔ ﺘـﺴﻠﻴﺢ‬ ‫ﺘﺴﺎﻭﻱ ﺍﻟﻘﻴﻤﺔ ﺍﻷﺼﻐﺭ ﻤﻤﺎ ﻴﻠﻰ ‪:‬‬ ‫)‪min‬‬ ‫‪ ( µ‬ﻭﺍﻟﺘـﻲ‬ ‫‪m min = The least of:‬‬ ‫)‪1.1/fy or 1.3 As required/(b.d‬‬ ‫ﻭﻴﺠﺏ ﺃﻻ ﺘﻘل ﻋﻥ ﺍﻟﻘﻴﻡ ﺍﻟﻤﺫﻜﻭﺭﺓ ﺒﺠﺩﻭل )‪ (١-٩‬ﻜﻤﺎ ﻴﻠﻲ‪:‬‬ ‫ﺠﺩﻭل )‪ (١-٩‬ﻨﺴﺏ ﺍﻟﺤﺩﻴﺩ ﺍﻟﺩﻨﻴﺎ ﻟﻠﻜﻤﺭﺍﺕ‬ ‫ﺭﺘﺒﺔ ﺍﻟﺼﻠﺏ‬ ‫‪٣٥٠/٢٤٠‬‬ ‫‪٥٢٠/٣٦٠‬‬ ‫‪٦٠٠/٤٠٠‬‬ ‫ﻨﺴﺒﺔ ﺍﻟﺘﺴﻠﻴﺢ ﺍﻟﺩﻨﻴﺎ‬ ‫‪%٠,٢٥‬‬ ‫‪%٠,١٦٧‬‬ ‫‪%٠,١٥‬‬ ‫‪ – ٣‬ﻴﺠﻭﺯ ﻓﻰ ﺤﺎﻟﺔ ﻭﻗﻭﻉ ﺸﻔﺔ ﺍﻟﻘﻁﺎﻉ ﻋﻠﻰ ﺸﻜل ﺤﺭﻑ ) ‪ ( T‬ﻨﺎﺤﻴﺔ ﺍﻟﺸﺩ ﺘﻭﺯﻴﻊ ﺠﺯﺀ ﻤﻥ ﺃﺴﻴﺎﺥ ﺍﻟﺘﺴﻠﻴﺢ‬ ‫ﺒﻤﺎ ﻻ ﻴﺘﺠﺎﻭﺯ ﺜﻠﺙ ﻤﺴﺎﺤﺔ ﺍﻟﺘﺴﻠﻴﺢ ﺍﻟﺭﺌﻴﺴﻲ ﻓﻰ ﺍﻟﻌﺭﺽ ﺍﻟﻔﻌﺎل ﻟﻠﺸﻔﺔ ﺃﻭ ﻋﺭﺽ ﻴﺴﺎﻭﻯ ﻋﺸﺭ ﺍﻟﺒﺤـﺭ‬ ‫ﺍﻟﺨﺎﻟﺹ ﻟﻠﻜﻤﺭﺓ ﺃﻴﻬﻤﺎ ﺃﻗل ‪٠‬‬ ‫‪ – ٤‬ﺘﺯﻭﺩ ﺍﻟﻜﻤﺭﺍﺕ ﺍﻟﺘﻲ ﻴﺯﻴﺩ ﻋﻤﻘﻬﺎ ﻋﻠﻰ ‪ ٧٠٠‬ﻤﻡ ﺒﺄﺴﻴﺎﺥ ﺍﻨﻜﻤﺎﺵ ﺠﺎﻨﺒﻴﺔ ﻭﺘﻜﻭﻥ ﺒﻨﺴﺒﺔ ﻻ ﺘﻘل ﻋﻥ ‪% ٨‬‬ ‫ﻤﻥ ﻤﺴﺎﺤﺔ ﺼﻠﺏ ﺍﻟﺸﺩ ﻋﻠﻰ ﺃﻻ ﺘﺯﻴﺩ ﺍﻟﻤﺴﺎﻓﺔ ﺒﻴﻨﻬﻡ ﻋﻥ ‪ ٣٠٠‬ﻤﻡ ‪٠‬‬ ‫‪ – ٥‬ﻴﺠﺏ ﺃﻻ ﻴﻘل ﺍﻟﺼﻠﺏ ﻨﺎﺤﻴﺔ ﺍﻟﻀﻐﻁ ﻋﻥ ‪ %١٠‬ﻤﻥ ﺼﻠﺏ ﺍﻟﺸـﺩ ﺍﻟﺭﺌﻴﺴﻲ ﺤﻴﺙ ﺃﻨﻪ ﻴﺴﺎﻋﺩ ﻋﻠﻲ ﺍﻟﺤﺩ‬ ‫ﻤﻥ ﺘﺯﺍﻴﺩ ﺍﻟﺘﺭﺨﻴﻡ ﻋﻠﻲ ﺍﻟﻤﺩﻯ ﺍﻟﻁﻭﻴل‪٠‬‬ ‫‪(B-b)/2<L/10‬‬ ‫‪(B-b)/2<L/10‬‬ ‫‪-50‬‬‫‪PDF created with pdfFactory Pro trial version www.pdffactory.com‬‬ E:\flash\fLASH3-9\EC DETAIL\structural detail\structural detail\8.12.2003\FIGURE~1.dwg, 23/01/2007 02:40:14 ‫م‬ PDF created with pdfFactory Pro trial version www.pdffactory.com E:\flash\fLASH3-9\EC DETAIL\structural detail\structural detail\8.12.2003\FIGURE~1.dwg, 23/01/2007 02:40:28 ‫م‬ PDF created with pdfFactory Pro trial version www.pdffactory.com E:\flash\fLASH3-9\EC DETAIL\structural detail\structural detail\8.12.2003\FIGURE~1.dwg, 23/01/2007 02:40:41 ‫م‬ PDF created with pdfFactory Pro trial version www.pdffactory.com E:\flash\fLASH3-9\EC DETAIL\structural detail\structural detail\8.12.2003\FIGURE~1.dwg, 23/01/2007 02:40:55 ‫م‬ PDF created with pdfFactory Pro trial version www.pdffactory.com E:\flash\fLASH3-9\EC DETAIL\structural detail\structural detail\8.12.2003\FIGURE~1.dwg, 23/01/2007 02:41:07 ‫م‬ PDF created with pdfFactory Pro trial version www.pdffactory.com E:\flash\fLASH3-9\EC DETAIL\structural detail\structural detail\8.12.2003\FIGURE~1.dwg, 23/01/2007 02:41:20 ‫م‬ PDF created with pdfFactory Pro trial version www.pdffactory.com ‫ﺩﻟﻴﻞ ﺍﻟﺘﻔــﺎﺻﻴﻞ ﺍﻹﻧﺸــﺎﺋﻴﺔ‬ ‫ﺍﻟﻜﻮﺩ ﺍﳌﺼﺮﻱ ﻟﺘﺼﻤﻴﻢ ﻭﺗﻨﻔﻴﺬ ﺍﳌﻨﺸﺂﺕ ﺍﳋﺮﺳﺎﻧﻴﺔ ‪٢٠٠١‬‬ ‫– ﺍﻟﻜﻤﺭﺍﺕ ﺍﻟﻤﺘﻘﺎﻁﻌﺔ ‪Panelled Beams‬‬ ‫‪ - ١ – ١٠‬ﻋﺎﻡ‬ ‫‪ – ١‬ﻋﻨﺩﻤﺎ ﺘﺼﺒﺢ ﺍﻷﺒﻌﺎﺩ ﺍﻟﻜﻠﻴﺔ ﻟﻠﺒﻼﻁﺔ ﺫﺍﺕ ﺍﻻﺘﺠﺎﻫﻴﻥ ﻜﺒﻴﺭﺓ ﻨﺴﺒﻴﺎ ﺒﺤﻴﺙ ﻴﺼﻌﺏ ﻋﻤﻠﻴﺎ ﺘﺼﻤﻴﻤﻬﺎ ﻜﺒﻼﻁﺔ‬ ‫ﻤﺼﻤﺘﺔ ﺃﻭ ﺒﻼﻁﺔ ﺫﺍﺕ ﺃﻋﺼﺎﺏ ﺃﻭ ﺫﺍﺕ ﻗﻭﺍﻟﺏ ﻤﻔﺭﻏﺔ ﻓﺈﻨﻪ ﻴﻤﻜﻥ ﺍﺴﺘﺨﺩﺍﻡ ﻨﻅﺎﻡ ﺇﻨﺸﺎﺌﻲ ﻤﻥ ﺍﻟﻜﻤـﺭﺍﺕ‬ ‫ﺍﻟﻤﺘﻘﺎﻁﻌﺔ ﻟﻠﻭﺼﻭل ﺇﻟﻰ ﺤل ﺍﻗﺘﺼﺎﺩﻱ ﻭﻓﻰ ﻫﺫﺍ ﺍﻟﺤل ﺘﺘﻜﻭﻥ ﺍﻟﺒﻼﻁﺔ ﻤﻥ ‪:‬‬ ‫ﺃ – ﻤﺠﻤﻭﻋﺔ ﻤﻥ ﺍﻟﺒﻼﻁﺎﺕ ﺍﻟﻤﺼﻤﺘﺔ ) ﺃﻭ ﺫﺍﺕ ﺍﻟﻘﻭﺍﻟﺏ ﺍﻟﻤﻔﺭﻏﺔ ( ﺼﻐﻴﺭﺓ ﺍﻷﺒﻌﺎﺩ ﻨﺴﺒﻴﺎ" ﺘﺭﺘﻜﺯ‬ ‫ﻋﻠﻰ ﺍﻟﻜﻤﺭﺍﺕ ﺍﻟﻤﺘﻘﺎﻁﻌﺔ ‪٠‬‬ ‫ـﺎﺕ‬ ‫ـﺎ ﺍﻟﺒﻼﻁـ‬ ‫ـﺯ ﻋﻠﻴﻬـ‬ ‫ـﺒﻜﺔ ﺘﺭﺘﻜـ‬ ‫ـﻜل ﺸـ‬ ‫ـﻰ ﺸـ‬ ‫ـﺔ ﻋﻠـ‬ ‫ـﺭﺍﺕ ﺍﻟﻤﺘﻘﺎﻁﻌـ‬ ‫ـﻥ ﺍﻟﻜﻤـ‬ ‫ـﺔ ﻤـ‬ ‫ﺏ‪ -‬ﻤﺠﻤﻭﻋـ‬ ‫ﺍﻟﺼﻐﻴﺭﺓ‪ ٠‬ﻭﻫﺫﻩ ﺍﻟﻜﻤﺭﺍﺕ ﺘﺭﺘﻜﺯ ﺒﺩﻭﺭﻫﺎ ﻋﻠﻰ ﺍﻟﻜﻤﺭﺍﺕ ﺍﻟﺤﺭﻓﻴﺔ ﻟﻠﺒﻼﻁﺔ ﺍﻷﺼﻠﻴﺔ ﺃﻭ ﺍﻷﻋﻤﺩﺓ‬ ‫ﺍﻟﺨﺎﺭﺠﻴﺔ ‪٠‬‬ ‫‪ – ٢‬ﻴﻤﻜﻥ ﺍﺴﺘﺨﺩﺍﻡ ﺍﻟﺒﻼﻁﺎﺕ ﺫﺍﺕ ﺍﻟﻜﻤﺭﺍﺕ ﺍﻟﻤﺘﻘﺎﻁﻌﺔ ﻓﻲ ﺤﺎﻟﺔ ﺘﻭﺍﻓﺭ ﺍﻟﺸﺭﻭﻁ ﺍﻷﺘﻴﺔ‪:‬‬ ‫ﺃ – ﻨﺴﺏ ﺍﻟﻁﻭل ﺇﻟﻰ ﺍﻟﻌﺭﺽ ﻟﻠﺒﻼﻁﺔ ﻤﻥ ‪ ١,٠٠‬ﺇﻟﻰ ‪٠ ١,٥٠‬‬ ‫ﺏ‪ -‬ﺘﺴﺎﻭﻯ ﻋﺯﻭﻡ ﺍﻟﻘﺼﻭﺭ ﺍﻟﺫﺍﺘﻲ ﻟﻠﻜﻤﺭﺍﺕ ﺍﻟﻤﺘﻘﺎﻁﻌﺔ ﻓﻲ ﺍﻻﺘﺠﺎﻫﻴﻥ ‪٠‬‬ ‫‪-57‬‬‫‪PDF created with pdfFactory Pro trial version www.pdffactory.com‬‬ E:\flash\fLASH3-9\EC DETAIL\structural detail\structural detail\8.12.2003\FIGURE~1.dwg, 23/01/2007 02:43:22 ‫م‬ PDF created with pdfFactory Pro trial version www.pdffactory.com E:\flash\fLASH3-9\EC DETAIL\structural detail\structural detail\8.12.2003\FIGURE~1.dwg, 23/01/2007 02:43:36 ‫م‬ PDF created with pdfFactory Pro trial version www.pdffactory.com E:\flash\fLASH3-9\EC DETAIL\structural detail\structural detail\8.12.2003\FIGURE~1.dwg, 23/01/2007 02:43:47 ‫م‬ PDF created with pdfFactory Pro trial version www.pdffactory.com E:\flash\fLASH3-9\EC DETAIL\structural detail\structural detail\8.12.2003\FIGURE~1.dwg, 23/01/2007 02:43:58 ‫م‬ PDF created with pdfFactory Pro trial version www.pdffactory.com E:\flash\fLASH3-9\EC DETAIL\structural detail\structural detail\8.12.2003\FIGURE~1.dwg, 23/01/2007 02:44:09 ‫م‬ PDF created with pdfFactory Pro trial version www.pdffactory.com ‫ﺩﻟﻴﻞ ﺍﻟﺘﻔــﺎﺻﻴﻞ ﺍﻹﻧﺸــﺎﺋﻴﺔ‬ ‫ﺍﻟﻜﻮﺩ ﺍﳌﺼﺮﻱ ﻟﺘﺼﻤﻴﻢ ﻭﺗﻨﻔﻴﺬ ﺍﳌﻨﺸﺂﺕ ﺍﳋﺮﺳﺎﻧﻴﺔ ‪٢٠٠١‬‬ ‫‪ – ١١‬ﺍﻟﻜﻭﺍﺒﻴل ﺍﻟﻘﺼﻴﺭﺓ ‪Brackets, Corbels and Short Cantilevers‬‬ ‫‪-١-١١‬ﻋﺎﻡ‬ ‫ﺍﻟﻜﻭﺍﺒﻴل ﺍﻟﻘﺼﻴﺭﺓ ﻫﻲ ﺍﻟﺘﻲ ﻻ ﻴﺯﻴﺩ ﻁﻭل ﺒﺭﻭﺯﻫﺎ ﻤﻥ ﻭﺠﻪ ﺍﻟﺭﻜﻴﺯﺓ ﻋﻠﻰ ﺍﻟﻌﻤﻕ ﺍﻟﻔﻌـﺎل ﻟﻠﻜـﺎﺒﻭﻟﻰ‬ ‫ﻋﻨﺩ ﻭﺠﻪ ﺍﻟﺭﻜﻴﺯﺓ ‪ ٠‬ﻭﻴﺴﺭﻯ ﻤﺎ ﻴﺭﺩ ﻓﻲ ﻫﺫﺍ ﺍﻟﺒﻨﺩ ﻋﻠﻰ ﺍﻟﻜﻭﺍﺒﻴل ﺍﻟﻘﺼﻴﺭﺓ ﺍﻟﺘﻲ ﻻ ﻴﻘل ﺍﻻﺭﺘﻔﺎﻉ ﺍﻟﻜﻠﻰ ﻋﻨـﺩ‬ ‫ﻨﻬﺎﻴﺘﻬﺎ ﻋﻥ ﻨﺼﻑ ﻨﻅﻴﺭﻩ ﻋﻨﺩ ﻭﺠﻪ ﺍﻟﺭﻜﻴﺯﺓ ﺸﻜل )‪٠ ( ١-١١‬‬ ‫‪> d/2‬‬ ‫‪2/3 d‬‬ ‫‪t‬‬ ‫‪d‬‬ ‫ﺸﻜل ) ‪ ( ١-١١‬ﺍﻟﻜﻭﺍﺒﻴل ﺍﻟﻘﺼﻴﺭﺓ‬ ‫‪ – ٢-١١‬ﺍﻟﺘﺴﻠﻴﺢ ﺍﻟﺭﺌﻴﺴﻲ ﻓﻲ ﺍﻟﻜﻭﺍﺒﻴل ﺍﻟﻘﺼﻴﺭﺓ ) ‪( As‬‬ ‫ﻴﺅﺨﺫ ﺼﻠﺏ ﺍﻟﺘﺴﻠﻴﺢ ﺍﻟﺭﺌﻴﺴﻲ ‪ As‬ﻟﻠﻜﻭﺍﺒﻴل ﺍﻟﻘﻴﻤﺔ ﺍﻷﻜﺒﺭ ﻤﻥ ‪:‬‬ ‫‪As = An + Af‬‬ ‫‪As = An + ( 2/3 ) Asf‬‬ ‫ﻋﻠﻰ ﺃﻻ ﺘﻘل ﻨﺴﺒﺔ ﺍﻟﺘﺴﻠﻴﺢ ﺍﻟﺭﺌﻴﺴﻲ‬ ‫) ‪ (m = As/b.d‬ﻋﻥ ‪0.03 fcu/fy‬‬ ‫ﺤﻴﺙ ‪:‬‬ ‫‪ = Af‬ﻤﺴﺎﺤﺔ ﺼﻠﺏ ﺍﻟﺘﺴﻠﻴﺢ ﺍﻷﺴﺎﺴﻲ ﻟﻤﻘﻁﻊ ﺍﻟﻜﺎﺒﻭﻟﻲ ﻋﻨﺩ ﻭﺠﻪ ﺍﻟﺭﻜﻴﺯﺓ ﻭﺍﻟﻤﻘﺎﻭﻡ ﻟﻌﺯﻡ ﻴﺴﺎﻭﻯ‬ ‫)‪Mu=Qu . a + Nu . (t + D –d‬‬ ‫‪-63‬‬‫‪PDF created with pdfFactory Pro trial version www.pdffactory.com‬‬ ‫ﺩﻟﻴﻞ ﺍﻟﺘﻔــﺎﺻﻴﻞ ﺍﻹﻧﺸــﺎﺋﻴﺔ‬ ‫ﺍﻟﻜﻮﺩ ﺍﳌﺼﺮﻱ ﻟﺘﺼﻤﻴﻢ ﻭﺗﻨﻔﻴﺬ ﺍﳌﻨﺸﺂﺕ ﺍﳋﺮﺳﺎﻧﻴﺔ ‪٢٠٠١‬‬ ‫‪ = An‬ﻤﺴﺎﺤﺔ ﺼﻠﺏ ﺍﻟﺘﺴﻠﻴﺢ ﺍﻟﻤﻁﻠﻭﺏ ﻟﻤﻘﺎﻭﻤﺔ ﻗﻭﻯ ﺍﻟﺸﺩ ) ‪ ( Nu‬ﻭﺘﺤﺴﺏ ﻤﻥ ﺍﻟﻌﻼﻗﺔ ‪:‬‬ ‫)‪An= Nu/(fy/γs‬‬ ‫ﻋﻠﻰ ﺃﻥ ﺘﻌﺎﻤل ‪ Nu‬ﻋﻠﻰ ﺃﺴﺎﺱ ﺤﻤل ﺤﻲ ﻻ ﻴﻘل ﻋﻥ ‪0.20 Qu‬‬ ‫‪Qu‬‬ ‫‪Nu‬‬ ‫‪ = Asf‬ﻤﺴﺎﺤﺔ ﺼﻠﺏ ﺍﻟﺘﺴﻠﻴﺢ ﻟﻤﻘﺎﻭﻤﺔ ﻗﻭﻱ ﺍﻟﻘـﺹ ‪ Qu‬ﻋـﻥ ﻁﺭﻴـﻕ‬ ‫‪+‬‬ ‫) ‪µ ( fy / γs ) ( fy / γs‬‬ ‫ﺍﻻﺤﺘﻜﺎﻙ‬ ‫= ‪Asf‬‬ ‫ﺤﻴﺙ ‪ m‬ھﻮ ﻣﻌﺎﻣﻞ اﻻﺣﺘﻜﺎك ﻃﺒﻘﺎ ﻟﻠﺒﻨﺪ )‪-٤-٢-٢-٤‬ﺟـ(‬ ‫‪ - ٣ – ١١‬ﺍﻟﺘﺴﻠﻴﺢ ﺍﻷﻓﻘﻲ ) ‪ ( Ah‬ﻭﺍﻟﻤﻭﺍﺯﻯ ﻟﻠﺘﺴﻠﻴﺢ ﺍﻟﺭﺌﻴﺴﻲ ‪:‬‬ ‫ﻴﺠﺏ ﻭﻀﻊ ﻜﺎﻨﺎﺕ ﺃﻓﻘﻴﺔ ﻤﻘﻔﻭﻟﺔ ﻭﻤﻭﺯﻋﺔ ﺘﻭﺯﻴﻌﺎ" ﻤﻨﺘﻅﻤﺎ" ﻓﻲ ﺜﻠﺜﻲ ﺍﻟﻘﻁﺎﻉ ﺍﻟﻌﻠﻭﻱ ﺍﻟﻤﻌﺭﺽ ﻟﻠـﺸﺩ‬ ‫ﺒﺤﻴﺙ ﺘﻜﻭﻥ ﻤﺴﺎﺤﺘﻬﺎ‬ ‫) ‪Ah = 0.5 ( As – An‬‬ ‫‪ - ٤ – ١١‬ﺍﻟﺘﺴﻠﻴﺢ ﺍﻟﺭﺃﺴﻲ ) ‪ ( Ast‬ﻭﺍﻟﻌﻤﻭﺩﻱ ﻋﻠﻲ ﺍﻟﺘﺴﻠﻴﺢ ﺍﻟﺭﺌﻴﺴﻰ ‪:‬‬ ‫ﻴﺘﻡ ﺘﺯﻭﻴﺩ ﺍﻟﻜﻭﺍﺒﻴل ﺍﻟﻘﺼﻴﺭﺓ ﺒﻜﺎﻨﺎﺕ ﺭﺃﺴﻴﺔ ﺘﻔﻲ ﺒﺎﺸﺘﺭﺍﻁﺎﺕ ﻤﻘﺎﻭﻤﺔ ﺍﻟﻘﻁﺎﻉ ﻟﻠﻘﺹ ﺃﻭ ﻋﺯﻭﻡ ﺍﻟﻠـﻲ‬ ‫ﺃﻭ ﻜﻼﻫﻤﺎ ﻤﻌﺎ" ﻭﺫﻟﻙ ﻓﻲ ﺤﺎﻟﺔ ﻤﺎ ﺇﺫﺍ ﻜﺎﻨﺕ ﺘﻠﻙ ﺍﻟﻜﻭﺍﺒﻴل ﺴﺘﺘﻌﺭﺽ ﻟﻌﺯﻭﻡ ﻨﺎﺸﺌﺔ ﻋﻥ ﻻﻤﺤﻭﺭﻴﺔ ﺍﻟﺘﺤﻤﻴـل ﺃﻭ‬ ‫ﺃﺤﻤﺎل ﺃﻓﻘﻴﺔ ﻭﻓﻲ ﻜل ﺍﻷﺤﻭﺍل ﻻ ﻴﻘل ﺍﻟﺘﺴﻠﻴﺢ ﺍﻟﺠﺫﻋﻲ ﻋﻥ ‪:‬‬ ‫)‪0.35( S.b‬‬ ‫) ‪( fyst / γs‬‬ ‫≥ ‪Ast‬‬ ‫ﺤﻴﺙ‪:‬‬ ‫‪ = Ast‬ﻤﺴﺎﺤﺔ ﺍﻟﻜﺎﻨﺎﺕ ﺍﻟﺭﺃﺴﻴﺔ ﻟﻤﻘﺎﻭﻤﺔ ﺍﻟﻘﺹ ﺃﻭ ﺍﻟﻠﻲ ﺃﻭ ﻜﻼﻫﻤﺎ ﻤﻌﺎ" ‪٠‬‬ ‫‪ = S‬ﺍﻟﻤﺴﺎﻓﺎﺕ ﺒﻴﻥ ﺍﻟﻜﺎﻨﺎﺕ ﺍﻟﺭﺃﺴﻴﺔ‬ ‫‪ = b‬ﻋﺭﺽ ﺍﻟﻘﻁﺎﻉ‬ ‫‪ = fyst‬ﺇﺠﻬﺎﺩ ﺍﻟﺨﻀﻭﻉ ﻟﻠﺤﺩﻴﺩ ﺍﻟﻤﺴﺘﺨﺩﻡ ﻓﻲ ﺍﻟﻜﺎﻨﺎﺕ‬ ‫‪-64‬‬‫‪PDF created with pdfFactory Pro trial version www.pdffactory.com‬‬ E:\flash\fLASH3-9\EC DETAIL\structural detail\structural detail\8.12.2003\FIGURE~1.dwg, 23/01/2007 02:54:43 ‫م‬ 7 7 2 A As A An 6 3 2d 3 5 d 4 1 2 0.5x(As-An) 4 1 2 7 7 6 1 7 7 3 4 5 6 (6) 3,4,5 7 6 1 7 2 (A-A) PDF created with pdfFactory Pro trial version www.pdffactory.com (1) ‫ﺩﻟﻴﻞ ﺍﻟﺘﻔــﺎﺻﻴﻞ ﺍﻹﻧﺸــﺎﺋﻴﺔ‬ ‫ﺍﻟﻜﻮﺩ ﺍﳌﺼﺮﻱ ﻟﺘﺼﻤﻴﻢ ﻭﺗﻨﻔﻴﺬ ﺍﳌﻨﺸﺂﺕ ﺍﳋﺮﺳﺎﻧﻴﺔ ‪٢٠٠١‬‬ ‫‪ – ١٢‬ﺍﻟﻜﻤﺭﺍﺕ ﺍﻟﻌﻤﻴﻘﺔ ‪Deep Beams‬‬ ‫‪ – ١ – ١٢‬ﻋﺎﻡ‬ ‫ﺘﻌﺘﺒﺭ ﺍﻟﻜﻤﺭﺓ ﻋﻤﻴﻘﺔ ﻭﺘﺴﺭﻯ ﻋﻠﻴﻬﺎ ﺍﻻﺸﺘﺭﺍﻁﺎﺕ ﺍﻟﺨﺎﺼﺔ ﺒﺫﻟﻙ ﺇﺫﺍ ﻜﺎﻨﺕ ﻨﺴﺒﺔ ‪ d /L‬ﻜﺎﻟﺘﺎﻟﻲ‪:‬‬ ‫•‬ ‫ﺍﻟﻜﻤﺭﺍﺕ ﺒﺴﻴﻁﺔ ﺍﻻﺭﺘﻜﺎﺯ‬ ‫‪d/L ≥ 0.8‬‬ ‫•‬ ‫ﻟﻠﻜﻤﺭﺍﺕ ﺍﻟﻤﺴﺘﻤﺭﺓ‬ ‫‪d/L ≥ 0.4‬‬ ‫ﺤﻴﺙ ‪ = L‬ﺍﻟﺒﺤﺭ ﺍﻟﻔﻌﺎل ﻟﻠﻜﻤﺭﺓ ﻭ ‪ = d‬ﺍﻟﻌﻤﻕ ﺍﻟﻔﻌﺎل ﻟﻠﻜﻤﺭﺓ‬ ‫‪ – ٢ – ١٢‬ﺫﺭﺍﻉ ﺍﻟﻌﺯﻡ ‪Lever Arm‬‬ ‫ﻴﻘﺩﺭ ﺫﺭﺍﻉ ﺍﻟﻌﺯﻡ ) ‪ ( yct‬ﻓﻰ ﺍﻟﻜﻤﺭﺍﺕ ﺍﻟﻌﻤﻴﻘﺔ ﻁﺒﻘﺎ ﻟﻤﺎ ﻴﻠﻲ‪:‬‬ ‫‪ -‬ﺍﻟﻜﻤﺭﺍﺕ ﺒﺴﻴﻁﺔ ﺍﻻﺭﺘﻜﺎﺯ‬ ‫‪yct = 0.86L ≤ 0.87d‬‬ ‫‪ -‬ﺍﻟﻜﻤﺭﺍﺕ ﺍﻟﻤﺴﺘﻤﺭﺓ‬ ‫‪ -‬ﺃ‪ -‬ﻋﻨﺩ ﻤﻨﺘﺼﻑ ﺍﻟﺒﺤﺭ‬ ‫‪yct = 0.43L ≤ 0.87d‬‬ ‫‪ -‬ﺏ‪ -‬ﻋﻨﺩ ﺍﻻﺭﺘﻜﺎﺯ ﺍﻟﺩﺍﺨﻠﻲ‬ ‫‪yct = 0.37L ≤ 0.87d‬‬ ‫‪ – ٣ – ١٢‬ﺍﻟﻨﺴﺒﺔ ﺍﻟﺩﻨﻴﺎ ﻟﻠﺘﺴﻠﻴﺢ ﺍﻟﺭﺌﻴﺴﻲ‬ ‫ﻻ ﺘﻘل ﻨﺴﺒﺔ ﺍﻟﺘﺴﻠﻴﺢ ) ‪ ( µ‬ﻋﻤﺎ ﻭﺭﺩ ﺒﺎﻟﺒﻨﺩ )‪-٢-١-٢-٤‬ﺯ( ﺒﺎﻟﻜﻭﺩ ﺍﻟﻤﺼﺭﻱ ‪٠‬‬ ‫ﺤﻴﺙ‪:‬‬ ‫& )‪µ = (As/b.d‬‬ ‫)‪m min = The least of: 1.1/fy or 1.3 As required/(b.d‬‬ ‫ﺒﺤﻴﺙ ﻻ ﺘﻘل ﻋﻥ ﺍﻟﻘﻴﻤﺔ ﺍﻟﻤﺫﻜﻭﺭﺓ ﻓﻲ ﺠﺩﻭل )‪(١-١٢‬‬ ‫ﺠﺩﻭل ) ‪ ( ١-١٢‬ﻨﺴﺏ ﺍﻟﺘﺴﻠﻴﺢ ﺍﻟﺩﻨﻴﺎ ﻟﻠﻜﻤﺭﺍﺕ‬ ‫ﺭﺘﺒﺔ ﺍﻟﺤﺩﻴﺩ‬ ‫‪٣٥٠/٢٤٠‬‬ ‫‪٥٢٠/٣٦٠‬‬ ‫‪٦٠٠/٤٠٠‬‬ ‫ﻨﺴﺒﺔ ﺍﻟﺘﺴﻠﻴﺢ ﺍﻟﺩﻨﻴﺎ‬ ‫‪%٠,٢٥‬‬ ‫‪%٠,١٦٧‬‬ ‫‪%٠,١٥‬‬ ‫‪-66‬‬‫‪PDF created with pdfFactory Pro trial version www.pdffactory.com‬‬ E:\flash\fLASH3-9\EC DETAIL\structural detail\structural detail\8.12.2003\FIGURE~1.dwg, 23/01/2007 03:05:37 ‫م‬ PDF created with pdfFactory Pro trial version www.pdffactory.com E:\flash\fLASH3-9\EC DETAIL\structural detail\structural detail\8.12.2003\FIGURE~1.dwg, 23/01/2007 03:05:51 ‫م‬ PDF created with pdfFactory Pro trial version www.pdffactory.com E:\flash\fLASH3-9\EC DETAIL\structural detail\structural detail\8.12.2003\FIGURE~1.dwg, 23/01/2007 03:06:02 ‫م‬ PDF created with pdfFactory Pro trial version www.pdffactory.com E:\flash\fLASH3-9\EC DETAIL\structural detail\structural detail\8.12.2003\FIGURE~1.dwg, 23/01/2007 03:06:15 ‫م‬ PDF created with pdfFactory Pro trial version www.pdffactory.com E:\flash\fLASH3-9\EC DETAIL\structural detail\structural detail\8.12.2003\FIGURE~1.dwg, 23/01/2007 03:06:25 ‫م‬ PDF created with pdfFactory Pro trial version www.pdffactory.com E:\flash\fLASH3-9\EC DETAIL\structural detail\structural detail\8.12.2003\FIGURE~1.dwg, 23/01/2007 03:06:38 ‫م‬ PDF created with pdfFactory Pro trial version www.pdffactory.com ‫ﺩﻟﻴﻞ ﺍﻟﺘﻔــﺎﺻﻴﻞ ﺍﻹﻧﺸــﺎﺋﻴﺔ‬ ‫ﺍﻟﻜﻮﺩ ﺍﳌﺼﺮﻱ ﻟﺘﺼﻤﻴﻢ ﻭﺗﻨﻔﻴﺬ ﺍﳌﻨﺸﺂﺕ ﺍﳋﺮﺳﺎﻧﻴﺔ ‪٢٠٠١‬‬ ‫‪ – ١٣‬ﺍﻷﻋﻤﺩﺓ‬ ‫‪Columns‬‬ ‫‪ - ١ – ١٣‬ﻋﺎﻡ‬ ‫ﺍﻷﻋﻤﺩﺓ ﻫﻲ ﺃﻋﻀﺎﺀ ﺍﻟﻀﻐﻁ ﺍﻟﺘﻲ ﺒﻬﺎ‬ ‫‪b‬‬ ‫‪H‬‬ ‫‪H‬‬ ‫‪≥ 5 or‬‬ ‫‪≥5‬‬ ‫‪b‬‬ ‫‪D‬‬ ‫‪or‬‬ ‫‪a‬‬ ‫‪≤5‬‬ ‫‪b‬‬ ‫‪a‬‬ ‫ﺤﻴﺙ ‪ = H‬ﺍﺭﺘﻔﺎﻉ ﺍﻟﻌﻤﻭﺩ ﻓﻲ ﺍﺘﺠﺎﻩ ﻗﻭﻯ ﺍﻟﻀﻐﻁ‬ ‫‪ = a‬ﻁﻭل ﻗﻁﺎﻉ ﺍﻟﻌﻤﻭﺩ‬ ‫‪ = b‬ﻋﺭﺽ ﻗﻁﺎﻉ ﺍﻟﻌﻤﻭﺩ‬ ‫‪D‬‬ ‫‪ = D‬ﻗﻁﺭ ﺍﻟﻌﻤﻭﺩ ﺍﻟﺩﺍﺌﺭﻱ‬ ‫‪ - ٢ – ١٣‬ﺍﺸﺘﺭﺍﻁﺎﺕ ﺘﺴﻠﻴﺢ ﺍﻷﻋﻤﺩﺓ‬ ‫‪ -١-٢ – ١٣‬ﺍﻟﺘﺴﻠﻴﺢ ﺍﻟﻁﻭﻟﻲ ﺒﺎﻷﻋﻤﺩﺓ‬ ‫ﺃ – ﻓﻲ ﺍﻷﻋﻤﺩﺓ ﺫﺍﺕ ﺍﻟﻜﺎﻨﺎﺕ ﺍﻟﻌﺎﺩﻴﺔ‪:‬‬ ‫ﻴﻜﻭﻥ ﺍﻟﺤﺩ ﺍﻷﺩﻨﻰ ﻟﻠﺘﺴﻠﻴﺢ ﺍﻟﻁﻭﻟﻲ ‪٨‬ﺭ‪ %٠‬ﻤﻥ ﻤﺴﺎﺤﺔ ﺍﻟﻤﻘﻁﻊ ﺍﻟﻤﻁﻠﻭﺏ ﻟﻠﺨﺭﺴﺎﻨﺔ – ﻋﻠـﻰ ﺃﻻ ﻴﻘـل‬ ‫ﻋﻥ ‪٦‬ﺭ‪ %٠‬ﻤﻥ ﻤﺴﺎﺤﺔ ﺍﻟﻤﻘﻁﻊ ﺍﻟﻔﻌﻠﻲ‪.‬‬ ‫ﻭﺇﺫﺍ ﺯﺍﺩ ﻤﻌﺎﻤل ﺍﻟﻨﺤﺎﻓﺔ ) ‪ ( li‬ﻋﻠﻰ ﺍﻟﻘﻴﻤﺔ ﺍﻟﻭﺍﺭﺩﺓ ﺒﺎﻟﺠـﺩﻭل ﺭﻗـﻡ ) ‪ ( ٧ – ٦‬ﺒﻨـﺩ ) ‪-٤-٤-٦‬ﺃ (‬ ‫ﺒﺎﻟﻜﻭﺩ ﺍﻟﻤﺼﺭﻱ ﻴﻜﻭﻥ ﺍﻟﺤﺩ ﺍﻷﺩﻨﻰ ﻟﻨﺴﺒﺔ ﺍﻟﺘﺴﻠﻴﺢ ﺍﻟﻁﻭﻟﻲ ﻤﻨﺴﻭﺒﺔ ﻟﻠﻤﺴﺎﺤﺔ ﺍﻟﻤﻁﻠﻭﺒـﺔ ﻟﻠﻘﻁـﺎﻉ ﺍﻟﺨﺭﺴـﺎﻨﻲ‬ ‫ﻜﺎﻵﺘﻲ‪:‬‬ ‫‪mmin = 0.25 + 0.015 li‬‬ ‫ﺠﺩﻭل )‪ (٧-٦‬ﺒﺎﻟﻜﻭﺩ ﺍﻟﻤﺼﺭﻱ ﻴﻭﻀﺢ ﻗﻴﻡ ‪ mmin‬ﻜﻨﺴﺒﺔ ﻤﺌﻭﻴﺔ ﻤﻥ ﺍﻟﻘﻁﺎﻉ‬ ‫ﻤﻌﺎﻤل ﺍﻟﻨﺤﺎﻓﺔ‬ ‫‪li‬‬ ‫ﻋﻤﻭﺩ ﻤﻘﻴﺩ‬ ‫ﻋﻤﻭﺩ ﻏﻴﺭ ﻤﻘﻴﺩ‬ ‫‪٣٥‬‬ ‫‪٤٠‬‬ ‫‪٥٠‬‬ ‫‪٦٠‬‬ ‫‪٧٠‬‬ ‫‪٨٠‬‬ ‫‪٩٠‬‬ ‫‪١٠٠‬‬ ‫‪-‬‬ ‫‪-‬‬ ‫‪١,٠٠‬‬ ‫‪١,١٥‬‬ ‫‪١,٣٠‬‬ ‫‪١,٤٥‬‬ ‫‪١,٦٠‬‬ ‫‪١,٧٥‬‬ ‫‪٠,٧٧٥‬‬ ‫‪٠,٨٥‬‬ ‫‪١,٠٠‬‬ ‫‪١,١٥‬‬ ‫‪١,٣٠‬‬ ‫‪-‬‬ ‫‪-‬‬ ‫‪-‬‬ ‫ﺏ – ﻓﻲ ﺍﻷﻋﻤﺩﺓ ﺫﺍﺕ ﺍﻟﻜﺎﻨﺎﺕ ﺍﻟﺤﻠﺯﻭﻨﻴﺔ‪:‬‬ ‫ﻴﻜﻭﻥ ﺍﻟﺤﺩ ﺍﻷﺩﻨﻰ ﻟﻨﺴﺒﺔ ﺍﻟﺘﺴﻠﻴﺢ ﺍﻟﻁﻭﻟﻲ ‪ % ١‬ﻤﻥ ﻤﺴﺎﺤﺔ ﺍﻟﻘﻁﺎﻉ ﺍﻟﻜﻠﻰ ﻭﻻ ﺘﻘل ﻋﻥ ‪٢‬ﺭ‪ % ١‬ﻤـﻥ‬ ‫ﻤﺴﺎﺤﺔ ﺍﻟﻘﻠﺏ ﺍﻟﻤﺤﺩﺩ ﺒﺎﻟﻜﺎﻨﺎﺕ ﺍﻟﺤﻠﺯﻭﻨﻴﺔ ﻤﻊ ﻤﺭﺍﻋﺎﺓ ﻤﺎ ﺠﺎﺀ ﺒﺎﻟﺠﺩﻭل )‪ (٧-٦‬ﺒﺎﻟﻜﻭﺩ ﺍﻟﻤﺼﺭﻱ ‪٠‬‬ ‫ﺠـ – ﻨﺴﺒﺔ ﺍﻟﺘﺴﻠﻴﺢ ﺍﻟﻁﻭﻟﻲ ﺍﻟﻘﺼﻭﻯ ﻻ ﺘﺘﺠﺎﻭﺯ ﺍﻟﻘﻴﻡ ﺍﻟﻤﻭﻀﺤﺔ ﺒﺠـﺩﻭل )‪ (١-١٣‬ﻤـﻥ ﻤـﺴﺎﺤﺔ ﻗﻁـﺎﻉ‬ ‫ﺍﻟﻌﻤﻭﺩ‪.‬‬ ‫ﺠﺩﻭل ﺭﻗﻡ ) ‪ ( ١-١٣‬ﻨﺴﺒﺔ ﺍﻟﺘﺴﻠﻴﺢ ﺍﻟﻁﻭﻟﻲ ﺍﻟﻘﺼﻭﻯ ﺒﺎﻷﻋﻤﺩﺓ‬ ‫ﻋﻤﻭﺩ ﻭﺴﻁ‬ ‫ﻋﻤﻭﺩ ﻁﺭﻓﻲ‬ ‫ﻋﻤﻭﺩ ﺭﻜﻥ‬ ‫‪%٤‬‬ ‫‪%٥‬‬ ‫‪%٦‬‬ ‫ﺩ – ﻴﺠﺏ ﺃﻥ ﻴﺤﺘﻭﻯ ﺍﻟﻌﻤﻭﺩ ﻋﻠﻰ ﺴﻴﺦ ﻁﻭﻟﻲ ﻓﻲ ﻜل ﺭﻜﻥ ﻤﻥ ﺃﺭﻜﺎﻨﻪ ‪٠‬‬ ‫‪-73‬‬‫‪PDF created with pdfFactory Pro trial version www.pdffactory.com‬‬ ‫ﺩﻟﻴﻞ ﺍﻟﺘﻔــﺎﺻﻴﻞ ﺍﻹﻧﺸــﺎﺋﻴﺔ‬ ‫ﺍﻟﻜﻮﺩ ﺍﳌﺼﺮﻱ ﻟﺘﺼﻤﻴﻢ ﻭﺗﻨﻔﻴﺬ ﺍﳌﻨﺸﺂﺕ ﺍﳋﺮﺳﺎﻧﻴﺔ ‪٢٠٠١‬‬ ‫ﻫـ‪ -‬ﺃﺩﻨﻲ ﻗﻁﺭ ﻟﻸﺴﻴﺎﺥ ﺍﻟﻁﻭﻟﻴﺔ ﻫﻭ ‪١٢‬ﻤﻡ‪.‬‬ ‫ﻭ ‪ -‬ﺃﻜﺒﺭ ﻤﻘﺎﺱ ﻟﻀﻠﻊ ﺍﻟﻌﻤﻭﺩ ﺍﻟﺫﻱ ﻴﻭﻀﻊ ﺒﻪ ﺃﺴﻴﺎﺥ ﻓﻲ ﺍﻷﺭﻜﺎﻥ ﻓﻘﻁ ﻫﻭ ‪ ٣٠٠‬ﻤـﻡ ﻭﺇﻻ ﻴﺠـﺏ ﻭﻀـﻊ‬ ‫ﺃﺴﻴﺎﺥ ﻋﻠﻰ ﻤﺴﺎﻓﺎﺕ ﺃﻗﺼﺎﻫﺎ ‪ ٢٥٠‬ﻤﻡ ﻭﻴﺠﺏ ﺭﺒﻁ ﺍﻷﺴﻴﺎﺥ ﺒﻜﺎﻨﺎﺕ ﺨﺎﺼﺔ ﺇﺫﺍ ﺯﺍﺩﺕ ﺍﻟﻤـﺴﺎﻓﺔ ﺒـﻴﻥ‬ ‫ﺍﻷﺴﻴﺎﺥ ﺍﻟﻤﺘﻭﺴﻁﺔ ﻭﺍﻷﺴﻴﺎﺥ ﺍﻟﻤﺭﺒﻭﻁﺔ ﻋﻥ ‪ ١٥٠‬ﻤﻡ ‪٠‬‬ ‫ﺯ – ﻴﺠﺏ ﺃﻻ ﻴﻘل ﻋﺩﺩ ﺍﻷﺴﻴﺎﺥ ﺍﻟﻁﻭﻟﻴﺔ ﻓﻲ ﺍﻟﻘﻁﺎﻉ ﺍﻟﺩﺍﺌﺭﻱ ﻋﻥ ﺴﺘﺔ ﺃﺴﻴﺎﺥ ‪٠‬‬ ‫ﺡ ‪ -‬ﻴﺠﺏ ﺃﻥ ﺘﻤﺘﺩ ﺃﺴﻴﺎﺥ ﺼﻠﺏ ﺍﻟﺘﺴﻠﻴﺢ ﺍﻟﻁﻭﻟﻲ ﺩﺍﺨل ﺍﻟﻘﻭﺍﻋﺩ ﺃﻭ ﺍﻷﺴﺎﺴﺎﺕ ﺃﻭ ﻫﺎﻤﺎﺕ ﺍﻟﺨﻭﺍﺯﻴﻕ ﻟﻤـﺴﺎﻓﺔ‬ ‫ﻻ ﺘﻘل ﻋﻥ ﻁﻭل ﺍﻟﺘﻤﺎﺴﻙ ﻟﻸﺴﻴﺎﺥ ﻤﻘﺎﺴﺎ ﻤﻥ ﺴﻁﺢ ﺍﺘﺼﺎل ﺍﻷﻋﻤﺩﺓ ﺒﺎﻷﺴﺎﺴﺎﺕ ﻭﻴﺠﺏ ﺃﻥ ﺘﻤﺘﺩ ﺃﺴﻴﺎﺥ‬ ‫ﺍﻟﺘﺴﻠﻴﺢ ﺍﻟﻁﻭﻟﻲ ﺇﻟﻰ ﺼﻠﺏ ﺍﻟﺘﺴﻠﻴﺢ ﺍﻟﺴﻔﻠﻲ ﻟﻠﻘﻭﺍﻋﺩ ﻤﻊ ﻋﻤل ﺭﺠل ﺒﺯﺍﻭﻴﺔ ْ‪٠90‬‬ ‫‪ - ٢ – ٢ – ١٣‬ﻜﺎﻨﺎﺕ ﺍﻷﻋﻤﺩﺓ‬ ‫ﺃ – ﻴﺠﺏ ﺃﻻ ﺘﺯﻴﺩ ﺍﻟﻤﺴﺎﻓﺔ ﺒﻴﻥ ﺍﻟﻜﺎﻨﺎﺕ ﻓﻲ ﺍﻻﺘﺠﺎﻩ ﺍﻟﻁﻭﻟﻲ ﻟﻠﻌﻤﻭﺩ ﻋﻥ ﻜل ﻤﻥ ﺍﻟﻘﻴﻡ ﺍﻟﺘﺎﻟﻴﺔ ‪:‬‬ ‫‪ ١٥ – ١‬ﻤﺭﺓ ﻗﻁﺭ ﺃﺼﻐﺭ ﺴﻴﺦ ﻁﻭﻟﻲ ‪٠‬‬ ‫‪ – ٢‬ﻁﻭل ﺍﻟﻀﻠﻊ ﺍﻷﺼﻐﺭ ﻤﻥ ﻤﻘﻁﻊ ﺍﻟﻌﻤﻭﺩ ‪٠‬‬ ‫‪ ٢٠٠ – ٣‬ﻤﻡ ‪٠‬‬ ‫ﺏ – ﺃﺩﻨﻰ ﻗﻁﺭ ﻟﻠﻜﺎﻨـﺎﺕ ﻫﻭ ﺭﺒﻊ ﻗﻁﺭ ﺃﻜﺒﺭ ﺴﻴﺦ ﻁﻭﻟﻲ ﻋﻠﻰ ﺃﻻ ﻴﻘل ﻋﻥ ‪ ٨‬ﻤﻡ ﻭﺃﻗل ﺤﺠﻡ ﻟﻠﻜﺎﻨﺎﺕ ﻫـﻭ‬ ‫‪ % .،٢٥‬ﻤﻥ ﺤﺠﻡ ﺍﻟﺨﺭﺴﺎﻨﺔ ‪٠‬‬ ‫ﺠـ‪ -‬ﻴﺠﺏ ﺃﻥ ﺘﺴﺘﻤﺭ ﺍﻟﻜﺎﻨﺎﺕ ﺍﻟﻌﺎﺩﻴﺔ ﺃﻭ ﺍﻟﺤﻠﺯﻭﻨﻴﺔ ﺩﺍﺨل ﻤﻨﺎﻁﻕ ﺍﻟﺘﻘﺎﺀ ﺍﻷﻋﻤﺩﺓ ﺒﺎﻟﻜﻤﺭﺍﺕ ‪٠‬‬ ‫ﺩ – ﺃﻗﺼﻰ ﺨﻁﻭﺓ ﻟﻠﻜﺎﻨﺎﺕ ﺍﻟﺤﻠﺯﻭﻨﻴﺔ ﻫﻲ ‪ ٨٠‬ﻤﻡ ﻭﺃﺼﻐﺭ ﺨﻁﻭﺓ ﻫﻲ ‪ ٣٠‬ﻤﻡ – ﻭﻴﻔﻀل ﺍﻻﺤﺘﻔﺎﻅ ﺒﺎﻟﺨﻁﻭﺓ‬ ‫ﺜﺎﺒﺘﺔ ﻤﻊ ﻋﻤل ﺜﻼﺙ ﺩﻭﺭﺍﺕ ﻋﻨﺩ ﻜل ﻁﺭﻑ ﺒﺨﻁﻭﺓ ﺘﺴﺎﻭﻯ ﻨﺼﻑ ﺍﻟﺨﻁﻭﺓ ﺍﻟﻌﺎﺩﻴﺔ ﻤـﻊ ﺜﻨـﻰ ﻁـﺭﻑ‬ ‫ﺍﻟﺴﻴﺦ ﺍﻟﻰ ﺩﺍﺨل ﺍﻟﻘﻁﺎﻉ ﺒﻁﻭل ﻻ ﻴﻘل ﻋﻥ ‪ ١٠٠‬ﻤﻡ ﺃﻭ ﻋﺸﺭﺓ ﻤﺭﺍﺕ ﻗﻁﺭ ﺍﻟﻜﺎﻨﺔ ﺍﻟﺤﻠﺯﻭﻨﻴﺔ ﺃﻴﻬﻤﺎ ﺃﻜﺒﺭ‬ ‫ﻫـ‪ -‬ﺃﺼﻐﺭ ﻤﻘﻁﻊ ﻟﻠﻜﺎﻨﺔ ﺍﻟﺤﻠﺯﻭﻨﻴﺔ ﻻ ﻴﻘل ﻋﻥ ‪ ٨‬ﻤﻡ ‪٠‬‬ ‫‪ – ٣ – ١٣‬ﺴﻤﻙ ﺍﻟﻐﻁﺎﺀ ﺍﻟﺨﺭﺴﺎﻨﻲ ﻓﻲ ﺍﻷﻋﻤﺩﺓ‬ ‫ﺃ – ﺍﻟﺤﺩ ﺍﻷﺩﻨﻰ ﻟﻠﻐﻁﺎﺀ ﻻﺴﺘﻴﻔﺎﺀ ﺤﺎﻟﺔ ﺍﻟﺘﺸﺭﺥ ﻤﻭﻀﺢ ﻓﻲ ﺍﻟﺠﺩﻭل ﺭﻗﻡ )‪ (١٣-٤‬ﺍﻟﻜﻭﺩ ﺍﻟﻤﺼﺭﻱ ‪.٢٠٠٠‬‬ ‫ﺏ – ﺍﻟﻘﻴﻡ ﺍﻟﺩﻨﻴﺎ ﻟﻠﺒﻌﺩ ﺍﻷﺼﻐﺭ ﻟﻠﻌﻤﻭﺩ ﻭﺴﻤﻙ ﺍﻟﻐﻁﺎﺀ ﺍﻟﺨﺭﺴﺎﻨﻲ ﻟﻤﻘﺎﻭﻤﺔ ﺍﻟﺨﺭﺴﺎﻨﺔ ﻓﻲ ﺍﻟﺤﺭﻴﻕ ﻤﻌﻁﺎﺓ ﻓـﻲ‬ ‫ﺍﻟﺠﺩﻭل ﺭﻗﻡ )‪ (١٣-٢‬ﺍﻟﻜﻭﺩ ﺍﻟﻤﺼﺭﻱ ‪.٢٠٠٠‬‬ ‫ﺠﺩﻭل )‪ (١٣-٤‬ﺍﻟﻜﻭﺩ ﺍﻟﻤﺼﺭﻱ ‪ - ٢٠٠١‬ﺍﻟﺤﺩ ﺍﻷﺩﻨﻰ ﻟﺴﻤﻙ ﺍﻟﻐﻁﺎﺀ ﺍﻟﺨﺭﺴﺎﻨﻲ‬ ‫ﻗﺴﻡ ﺘﻌﺭﺽ‬ ‫ﺴﻁﺢ ﺍﻟﺸﺩ‬ ‫ﺴﻤﻙ ﺍﻟﻐﻁﺎﺀ ﺍﻟﺨﺭﺴﺎﻨﻲ ﻤﻡ‬ ‫‪fcu ≤ 25 N/mm2‬‬ ‫‪٢٥‬‬ ‫‪٢٠‬‬ ‫ﺍﻟﺜﺎﻨﻰ‬ ‫‪٣٠‬‬ ‫‪٢٥‬‬ ‫ﺍﻟﺜﺎﻟﺙ‬ ‫‪٣٥‬‬ ‫‪٣٠‬‬ ‫ﺍﻟﺭﺍﺒﻊ‬ ‫‪٤٥‬‬ ‫‪٤٠‬‬ ‫ﺍﻷﻭل‬ ‫‪fcu >25 N/mm2‬‬ ‫‪-74‬‬‫‪PDF created with pdfFactory Pro trial version www.pdffactory.com‬‬ ‫ﺩﻟﻴﻞ ﺍﻟﺘﻔــﺎﺻﻴﻞ ﺍﻹﻧﺸــﺎﺋﻴﺔ‬ ‫ﺍﻟﻜﻮﺩ ﺍﳌﺼﺮﻱ ﻟﺘﺼﻤﻴﻢ ﻭﺗﻨﻔﻴﺬ ﺍﳌﻨﺸﺂﺕ ﺍﳋﺮﺳﺎﻧﻴﺔ ‪٢٠٠١‬‬ ‫ﻭﻴﺠﺏ ﺃﻻ ﻴﻘل ﺴﻤﻙ ﺍﻟﻐﻁﺎﺀ ﺍﻟﺨﺭﺴﺎﻨﻲ ﺒﺄﻱ ﺤﺎل ﻋﻥ ﻗﻁﺭ ﺃﻜﺒﺭ ﺴﻴﺦ ﻤﺴﺘﻌﻤل ﻓﻲ ﺍﻟﺘﺴﻠﻴﺢ‬ ‫ﺠﺩﻭل )‪ (١٣ – ٢‬ﺍﻟﻜﻭﺩ ﺍﻟﻤﺼﺭﻱ ‪٢٠٠١‬‬ ‫ﺍﻟﻘﻴﻡ ﺍﻟﺩﻨﻴﺎ ﻟﻸﺒﻌﺎﺩ ﻟﻤﻘﺎﻭﻤﺔ ﺍﻟﺨﺭﺴﺎﻨﺔ ﻟﻠﺤﺭﻴﻕ‬ ‫ﻤﺩﺓ ﺍﻟﺤﺭﻴﻕ ) ﺴﺎﻋﺔ (‬ ‫‪٥‬ﺭ‪٠‬‬ ‫‪٠‬ﺭ‪١‬‬ ‫‪٥‬ﺭ‪١‬‬ ‫‪٠‬ﺭ‪٢‬‬ ‫‪٠‬ﺭ‪٣‬‬ ‫‪٠‬ﺭ‪٤‬‬ ‫ﺍﻟﺒﻌﺩ ﺍﻷﺼﻐﺭ ﻟﻠﻌﻤﻭﺩ ‪ -‬ﻤﻡ‬ ‫‪٢٠٠‬‬ ‫‪٢٠٠‬‬ ‫‪٢٥٠‬‬ ‫‪٣٠٠‬‬ ‫‪٤٠٠‬‬ ‫‪٤٥٠‬‬ ‫ﻏﻁﺎﺀ ﺘﺴﻠﻴﺢ ﺍﻟﻌﻤﻭﺩ ‪ -‬ﻤﻡ‬ ‫*‪٢٠‬‬ ‫‪٢٠‬‬ ‫‪٢٠‬‬ ‫‪٢٥‬‬ ‫‪٢٥‬‬ ‫‪٢٥‬‬ ‫* ﻴﻤﻜﻥ ﺘﻘﻠﻴل ﺴﻤﻙ ﺍﻟﻐﻁﺎﺀ ﺍﻟﺨﺭﺴﺎﻨﻲ ﺇﻟﻰ ‪ ١٥‬ﻤﻡ ﺇﺫﺍ ﻜﺎﻥ ﺍﻟﻤﻘﺎﺱ ﺍﻻﻋﺘﺒـﺎﺭﻱ ﺍﻷﻜﺒـﺭ ﻟﻠﺭﻜـﺎﻡ ﺍﻟﻜﺒﻴـﺭ‬ ‫ﺍﻟﻤﺴﺘﺨﺩﻡ ﻻ ﻴﺘﺠﺎﻭﺯ ‪ ١٥‬ﻤﻡ ‪٠‬‬ ‫‪ - ٤ – ١٣‬ﺃﻋﻤﺩﺓ ﺇﻁﺎﺭﺍﺕ ﺍﻟﺨﺭﺴﺎﻨﺔ ﺍﻟﻤﺴﻠﺤﺔ ﺍﻟﻤﻘﺎﻭﻤﺔ ﻟﻠﺯﻻﺯل‬ ‫ﺃ – ﻴﺠﺏ ﺃﻻ ﺘﺯﻴﺩ ﺍﻟﻤﺴﺎﻓﺔ ﺒﻴﻥ ﺍﻟﻜﺎﻨﺎﺕ ﻋﻥ ‪ So‬ﻭﺫﻟﻙ ﻟﻤﺴﺎﻓﺔ ‪ Lo‬ﻤﻥ ﻭﺠﻪ ﺍﺘﺼﺎل ﺍﻟﻌﻤﻭﺩ ﻤﻊ ﺍﻟﻜﻤﺭﺓ ﻋﻨـﺩ‬ ‫ﻜل ﻤﻥ ﻁﺭﻓﻲ ﺍﻟﻌﻤﻭﺩ – ﺤﻴﺙ ‪:‬‬ ‫‪ So‬ﺘﺴﺎﻭﻯ ﺍﻟﻘﻴﻤﺔ ﺍﻷﺼﻐﺭ ﻤﻥ‪:‬‬ ‫‪ ٨ – ١‬ﻤﺭﺍﺕ ﻗﻁﺭ ﺃﺼﻐﺭ ﺴﻴﺦ ﺘﺴﻠﻴﺢ ﺒﺎﻟﻌﻤﻭﺩ ‪٠‬‬ ‫‪ ٢٤ – ٢‬ﻤﺭﻩ ﻗﻁﺭ ﻜﺎﻨﺔ ﺍﻟﻌﻤﻭﺩ ‪٠‬‬ ‫‪ – ٣‬ﻨﺼﻑ ﺃﺼﻐﺭ ﺒﻌﺩ ﻟﻠﻌﻤﻭﺩ ‪٠‬‬ ‫‪ ١٥٠ – ٤‬ﻤﻡ ‪٠‬‬ ‫‪ L0‬ﺘﺴﺎﻭﻯ ﺍﻟﻘﻴﻤﺔ ﺍﻷﻜﺒﺭ ﻤﻥ‪:‬‬ ‫‪ ٦/١ – ١‬ﺍﻻﺭﺘﻔﺎﻉ ﺍﻟﺨﺎﻟﺹ ﻟﻠﻌﻤﻭﺩ ‪٠‬‬ ‫‪ – ٢‬ﺍﻟﺒﻌﺩ ﺍﻷﻜﺒﺭ ﻟﻘﻁﺎﻉ ﺍﻟﻌﻤﻭﺩ ‪٠‬‬ ‫‪ ٥٠٠ – ٣‬ﻤﻡ ‪٠‬‬ ‫ﻜﻤﺎ ﻴﺠﺏ ﻭﻀﻊ ﺃﻭل ﻜﺎﻨﺔ ﻋﻠﻰ ﻤﺴﺎﻓﺔ ﻻ ﺘﺯﻴﺩ ﻋﻥ ‪ So‬ﻤﻥ ﻭﺠﻪ ﺍﺘﺼﺎل ﺍﻟﻌﻤﻭﺩ ﻤـﻊ ﺍﻟﻜﻤـﺭﺓ ﻭﻻ‬ ‫ﺘﺯﻴﺩ ﺍﻟﻤﺴﺎﻓﺔ ﺒﻴﻥ ﺃﻱ ﻜﺎﻨﺘﻴﻥ ﻋﻠﻰ ﺒﺎﻗﻲ ﻁﻭل ﺍﻟﻌﻤﻭﺩ ﻋﻥ ﻀﻌﻑ ‪ So‬ﻭﺘﺴﺘﻤﺭ ﻫﺫﻩ ﺍﻟﻜﺎﻨـﺎﺕ ﺩﺍﺨـل ﺍﻟﻜﻤـﺭﺓ‬ ‫ﺒﻨﻔﺱ ﻤﺴﺎﻓﺔ ‪٠ So‬‬ ‫ﺏ – ﻴﺴﻤﺢ ﺒﻌﻤل ﻭﺼﻼﺕ ﺍﻟﺘﺭﺍﻜﺏ ﻋﻨﺩ ﻤﻨﺘﺼﻑ ﺍﺭﺘﻔﺎﻉ ﺍﻟﻌﻤﻭﺩ ‪٠‬‬ ‫‪-75‬‬‫‪PDF created with pdfFactory Pro trial version www.pdffactory.com‬‬ E:\flash\fLASH3-9\EC DETAIL\structural detail\structural detail\8.12.2003\FIGURE~1.dwg, 23/01/2007 03:08:36 ‫م‬ PDF created with pdfFactory Pro trial version www.pdffactory.com E:\flash\fLASH3-9\EC DETAIL\structural detail\structural detail\8.12.2003\FIGURE~1.dwg, 23/01/2007 03:08:54 ‫م‬ PDF created with pdfFactory Pro trial version www.pdffactory.com E:\flash\fLASH3-9\EC DETAIL\structural detail\structural detail\8.12.2003\FIGURE~1.dwg, 23/01/2007 03:09:24 ‫م‬ PDF created with pdfFactory Pro trial version www.pdffactory.com E:\flash\fLASH3-9\EC DETAIL\structural detail\structural detail\8.12.2003\FIGURE~1.dwg, 23/01/2007 03:09:33 ‫م‬ PDF created with pdfFactory Pro trial version www.pdffactory.com E:\flash\fLASH3-9\EC DETAIL\structural detail\structural detail\8.12.2003\FIGURE~1.dwg, 23/01/2007 03:09:43 ‫م‬ PDF created with pdfFactory Pro trial version www.pdffactory.com E:\flash\fLASH3-9\EC DETAIL\structural detail\structural detail\8.12.2003\FIGURE~1.dwg, 23/01/2007 03:09:56 ‫م‬ PDF created with pdfFactory Pro trial version www.pdffactory.com ‫ﺩﻟﻴﻞ ﺍﻟﺘﻔــﺎﺻﻴﻞ ﺍﻹﻧﺸــﺎﺋﻴﺔ‬ ‫ﺍﻟﻜﻮﺩ ﺍﳌﺼﺮﻱ ﻟﺘﺼﻤﻴﻢ ﻭﺗﻨﻔﻴﺬ ﺍﳌﻨﺸﺂﺕ ﺍﳋﺮﺳﺎﻧﻴﺔ ‪٢٠٠١‬‬ ‫‪ – ١٤‬ﺍﻟﺤﻭﺍﺌﻁ ﺍﻟﺨﺭﺴﺎﻨﻴﺔ ﺍﻟﻤﺴﻠﺤﺔ ‪Reinforced Concrete Walls‬‬ ‫‪ - ١ – ١٤‬ﻋﺎﻡ‬ ‫‪ – ١‬ﺘﻌﺭﻑ ﺍﻟﺤﻭﺍﺌﻁ ﻋﻠﻰ ﺃﻨﻬﺎ ﺃﻋﻀﺎﺀ ﻟﻭﺤﻴﺔ ﻋﺎﺩﺓ ﺭﺃﺴﻴﺔ ﺒﺤﻴﺙ ﺘﻜﻭﻥ ‪L>5t‬‬ ‫ﺤﻴﺙ ) ‪ ( L‬ﻁﻭل ﺍﻟﺤﺎﺌﻁ ﻭ ) ‪ ( t‬ﺴﻤﻙ ﺍﻟﺤﺎﺌﻁ ﻭﻻ ﻴﻘل ﺍﻟﺴﻤﻙ ﻋﻥ ‪ ١٢٠‬ﻤﻡ‬ ‫‪ – ٢‬ﺘﻘﺴﻡ ﺍﻟﺤﻭﺍﺌﻁ ﺍﻟﻤﺴﻠﺤﺔ ﺇﻟﻰ ‪:‬‬ ‫ﺃ – ﺤﻭﺍﺌﻁ ﺤﺎﻤﻠﺔ ‪ :‬ﻤﻌﺭﻀﺔ ﺇﻟﻰ ﻗﻭﻯ ﻀﻐﻁ ﻤﺼﺤﻭﺒﺔ ﺃﻭ ﻏﻴﺭ ﻤﺼﺤﻭﺒﺔ ﺒﻘﻭﻯ ﺃﻓﻘﻴﺔ ‪٠‬‬ ‫ﺏ‪ -‬ﺤﻭﺍﺌﻁ ﺘﺩﻋﻴﻡ ‪ :‬ﺘﻘﻭﻡ ﺒﺘﺩﻋﻴﻡ ﺍﻟﺤﻭﺍﺌﻁ ﺍﻟﺤﺎﻤﻠﺔ ﻀﺩ ﺍﻻﻨﺒﻌﺎﺝ ﻭﻴﻤﻜﻥ ﺃﻥ ﺘﻌﻤل ﻜﺤﻭﺍﺌﻁ ﺤﺎﻤﻠﺔ ‪٠‬‬ ‫ﺝ – ﺤﻭﺍﺌﻁ ﻏﻴﺭ ﺤﺎﻤﻠﺔ ‪ :‬ﻤﻌﺭﻀﺔ ﻟﻭﺯﻨﻬﺎ ﺒﺎﻹﻀﺎﻓﺔ ﻟﻘﻭﻯ ﺃﻓﻘﻴﺔ ‪٠‬‬ ‫‪ – ٢ – ١٤‬ﺍﻟﻨﺴﺏ ﺍﻟﺩﻨﻴﺎ ﻟﻠﺘﺴﻠﻴﺢ ﺍﻟﺭﺃﺴﻲ ﻟﻠﺤﻭﺍﺌﻁ ﺍﻟﻤﺴﻠﺤﺔ‬ ‫ﻭﻴﻭﻀﻊ ﻋﻠﻲ ﺠﺎﻨﺒﻲ ﺍﻟﺤﺎﺌﻁ‬ ‫‪-As ≥ 0.50 % Ac req.‬‬ ‫‪≤ 4.00 % Ac chosen .‬‬ ‫) ﺃﺴﻴﺎﺥ ﺼﻠﺏ (‬ ‫‪≥ 8 mm‬‬ ‫) ﺸﺒﻙ ﺍﻟﺘﺴﻠﻴﺢ (‬ ‫‪≥ 5 mm‬‬ ‫) ﻟﻠﺤﻭﺍﺌﻁ ﺍﻟﻤﻌﺭﻀﺔ ﻹﺠﻬﺎﺩﺍﺕ ﺸﺩ ﻭﻤﺴﻠﺤﺔ ﺒﺼﻠﺏ ﻁﺭﻱ ‪( ٣٦٠/٢٤٠‬‬ ‫‪- φ‬‬ ‫‪-µmin. ≥ 0.80 %‬‬ ‫) ﻟﻠﺤﻭﺍﺌﻁ ﺍﻟﻤﻌﺭﻀﺔ ﻹﺠﻬﺎﺩﺍﺕ ﺸﺩ ﻭﻤﺴﻠﺤﺔ ﺒﺼﻠﺏ ﻋﺎﻟﻲ ﺍﻟﻤﻘﺎﻭﻤﺔ ‪≥ 0.45 %( ٦٠٠/٤٠٠‬‬ ‫) ﻟﻠﺤﻭﺍﺌﻁ ﺍﻟﻤﻌﺭﻀﺔ ﻹﺠﻬﺎﺩﺍﺕ ﻀﻐﻁ (‬ ‫‪≥ 0.40 %‬‬ ‫ﺤﻴﺙ ‪ µmin‬ﻫﻲ ﻨﺴﺒﺔ ﺍﻟﺘﺴﻠﻴﺢ ﺍﻟﺩﻨﻴﺎ ﻤﻥ ﻤﺴﺎﺤﺔ ﺍﻟﻤﻘﻁﻊ ﺍﻟﺨﺭﺴﺎﻨﻲ ﺍﻟﻔﻌﻠﻲ ﻟﻠﺤﺎﺌﻁ‬ ‫‪ – ٣ – ١٤‬ﺍﻟﻨﺴﺏ ﺍﻟﺩﻨﻴﺎ ﻟﻠﺘﺴﻠﻴﺢ ﺍﻷﻓﻘﻲ ﻟﻠﺤﻭﺍﺌﻁ ﺍﻟﻤﺴﻠﺤﺔ‬ ‫ﻭﻴﻭﻀﻊ ﻋﻠﻲ ﺠﺎﻨﺒﻲ ﺍﻟﺤﺎﺌﻁ‬ ‫)ﺼﻠﺏ ﺃﻤﻠﺱ (‬ ‫)ﺼﻠﺏ ﻋﺎﻟﻲ ﺍﻟﻤﻘﺎﻭﻤﺔ (‬ ‫‪-As ≥ 0.30 % Ac chosen .‬‬ ‫‪chosen .‬‬ ‫‪≥ 0.25 % Ac‬‬ ‫) ﺃﺴﻴﺎﺥ ﺼﻠﺏ (‬ ‫‪- φh ≥ φv / 4‬‬ ‫‪≥ 8 mm‬‬ ‫) ﺸﺒﻙ ﺍﻟﺘﺴﻠﻴﺢ (‬ ‫‪≥ 5 mm‬‬ ‫‪- If Asv > 1.00 % use‬‬ ‫‪with φh ≥ 6 mm or φv / 4 with a‬‬ ‫‪minimum of 4 per square meter.‬‬ ‫‪- If Asv < 1.00 % use‬‬ ‫‪with φh ≥ 6 mm or φv / 4 with a‬‬ ‫‪minimum of 4 per square meter.‬‬ ‫‪-82‬‬‫‪PDF created with pdfFactory Pro trial version www.pdffactory.com‬‬ ‫ﺩﻟﻴﻞ ﺍﻟﺘﻔــﺎﺻﻴﻞ ﺍﻹﻧﺸــﺎﺋﻴﺔ‬ ‫ﺍﻟﻜﻮﺩ ﺍﳌﺼﺮﻱ ﻟﺘﺼﻤﻴﻢ ﻭﺗﻨﻔﻴﺬ ﺍﳌﻨﺸﺂﺕ ﺍﳋﺮﺳﺎﻧﻴﺔ ‪٢٠٠١‬‬ ‫‪ – ٤ – ١٤‬ﺍﻟﺤﻭﺍﺌﻁ ﺍﻟﺨﺭﺴﺎﻨﻴﺔ ﻓﻲ ﺤﻜﻡ ﻏﻴﺭ ﺍﻟﻤﺴﻠﺤﺔ‬ ‫ﻴﺠﺏ ﺍﻷﺨﺫ ﻓﻲ ﺍﻻﻋﺘﺒﺎﺭ ﻤﺎ ﻴﻠﻲ‬ ‫‪Width ≥ 120 mm‬‬ ‫‪He / t ≤ 30‬‬ ‫) ﺃﻴﻬﻤﺎ ﺃﻗل ( ‪Minimum eccentricity 0.05t or 20 mm‬‬ ‫‬‫‬‫‪-‬‬ ‫) ‪µ min. ( Vl. & Hl.‬‬ ‫‪-‬‬ ‫) ﺼﻠﺏ ﺃﻤﻠﺱ(‬ ‫‪≥ 0.30 % Ac‬‬ ‫)ﺼﻠﺏ ﻋﺎﻟﻲ ﺍﻟﻤﻘﺎﻭﻤﺔ (‬ ‫‪≥ 0.20 % Ac‬‬ ‫‪-83‬‬‫‪PDF created with pdfFactory Pro trial version www.pdffactory.com‬‬ E:\flash\fLASH3-9\EC DETAIL\structural detail\structural detail\8.12.2003\FIGURE~1.dwg, 23/01/2007 03:11:47 ‫م‬ PDF created with pdfFactory Pro trial version www.pdffactory.com E:\flash\fLASH3-9\EC DETAIL\structural detail\structural detail\8.12.2003\FIGURE~1.dwg, 23/01/2007 03:11:58 ‫م‬ PDF created with pdfFactory Pro trial version www.pdffactory.com E:\flash\fLASH3-9\EC DETAIL\structural detail\structural detail\8.12.2003\FIGURE~1.dwg, 23/01/2007 03:12:12 ‫م‬ PDF created with pdfFactory Pro trial version www.pdffactory.com E:\flash\fLASH3-9\EC DETAIL\structural detail\structural detail\8.12.2003\FIGURE~1.dwg, 23/01/2007 03:12:21 ‫م‬ PDF created with pdfFactory Pro trial version www.pdffactory.com E:\flash\fLASH3-9\EC DETAIL\structural detail\structural detail\8.12.2003\FIGURE~1.dwg, 23/01/2007 03:12:32 ‫م‬ PDF created with pdfFactory Pro trial version www.pdffactory.com E:\flash\fLASH3-9\EC DETAIL\structural detail\structural detail\8.12.2003\FIGURE~1.dwg, 23/01/2007 03:12:42 ‫م‬ PDF created with pdfFactory Pro trial version www.pdffactory.com E:\flash\fLASH3-9\EC DETAIL\structural detail\structural detail\8.12.2003\FIGURE~1.dwg, 23/01/2007 03:12:53 ‫م‬ PDF created with pdfFactory Pro trial version www.pdffactory.com ‫ﺩﻟﻴﻞ ﺍﻟﺘﻔــﺎﺻﻴﻞ ﺍﻹﻧﺸــﺎﺋﻴﺔ‬ ‫ﺍﻟﻜﻮﺩ ﺍﳌﺼﺮﻱ ﻟﺘﺼﻤﻴﻢ ﻭﺗﻨﻔﻴﺬ ﺍﳌﻨﺸﺂﺕ ﺍﳋﺮﺳﺎﻧﻴﺔ ‪٢٠٠١‬‬ ‫‪ – ١٥‬ﺍﻟﺴﻼﻟﻡ ﺍﻟﺨﺭﺴﺎﻨﻴﺔ ‪R.C. Stairs‬‬ ‫‪ - ١ – ١٥‬ﻋﺎﻡ‬ ‫ﻴﻤﻜﻥ ﺘﺼﻤﻴﻡ ﺒﻼﻁﺎﺕ ﺍﻟﺴﻼﻟﻡ ﻁﺒﻘﺎ ﻟﻠﻨﻅﻡ ﺍﻵﺘﻴﺔ ‪:‬‬ ‫‪ – ١‬ﺒﺎﺴﺘﺨﺩﺍﻡ ﻜﻤﺭﺍﺕ ﺠﺎﻨﺒﻴﻪ ﻋﻠﻰ ﺃﻁﺭﺍﻑ ﺍﻟﺒﻼﻁﺔ ) ‪( Slab Type‬‬ ‫‪ – ٢‬ﺒﺎﺴﺘﺨﺩﺍﻡ ﻜﻤﺭﺍﺕ ﺠﺎﻨﺒﻴﻪ ﻋﻠﻰ ﺃﻁﺭﺍﻑ ﺍﻟﺒﻼﻁﺔ ﺍﻷﺭﺒﻌﺔ ) ‪( Cantilever Type‬‬ ‫‪ – ٣‬ﺒﺎﺴﺘﺨﺩﺍﻡ ﻜﻤﺭﺍﺕ ﺩﺍﺨﻠﻴﻪ ﺘﻘﺴﻡ ﺒﻼﻁﺔ ﺍﻟﺴﻠﻡ ﺇﻟﻰ ﻤﺠﻤﻭﻋﺔ ﻤﻥ ﺍﻟﺒﻼﻁﺎﺕ ) ‪( Slab & Beam Type‬‬ ‫‪ – ٤‬ﻋﻠﻰ ﺃﺴﺎﺱ ﺒﻼﻁﺔ ﻁﺎﺌﺭﻩ ﺒﻴﻥ ﺍﻷﺩﻭﺍﺭ ) ‪( Free Standing‬‬ ‫‪ – ٥‬ﺴﻠﻡ ﺤﻠﺯﻭﻨﻰ )‪(Spiral‬‬ ‫‪-91‬‬‫‪PDF created with pdfFactory Pro trial version www.pdffactory.com‬‬ E:\flash\fLASH3-9\EC DETAIL\structural detail\structural detail\8.12.2003\FIGURE~1.dwg, 23/01/2007 03:14:14 ‫م‬ PDF created with pdfFactory Pro trial version www.pdffactory.com E:\flash\fLASH3-9\EC DETAIL\structural detail\structural detail\8.12.2003\FIGURE~1.dwg, 23/01/2007 03:14:26 ‫م‬ PDF created with pdfFactory Pro trial version www.pdffactory.com ‫ﺩﻟﻴﻞ ﺍﻟﺘﻔــﺎﺻﻴﻞ ﺍﻹﻧﺸــﺎﺋﻴﺔ‬ ‫ﺍﻟﻜﻮﺩ ﺍﳌﺼﺮﻱ ﻟﺘﺼﻤﻴﻢ ﻭﺗﻨﻔﻴﺬ ﺍﳌﻨﺸﺂﺕ ﺍﳋﺮﺳﺎﻧﻴﺔ ‪٢٠٠١‬‬ ‫‪ -١٦‬ﺍﻷﺴﺎﺴﺎﺕ ‪Foundations‬‬ ‫‪ -١-١٦‬ﻋــﺎﻡ ‪:‬‬ ‫ﺒﻌﺩ ﺇﻋﺩﺍﺩ ﺍﻟﺘﺼﻤﻴﻡ ﻁﺒﻘﺎ ﻻﺸﺘﺭﺍﻁﺎﺕ ﺍﻟﻜﻭﺩﺍﺕ ﺍﻟﻤﺼﺭﻴﺔ ﻟﻸﺴﺎﺴﺎﺕ ﻭﺍﻟﺨﺭﺴﺎﻨﺔ ﺍﻟﻤـﺴﻠﺤﺔ ﻴﻘـﻭﻡ‬ ‫ﺍﻟﻤﻬﻨﺩﺱ ﺍﻟﻤﺼﻤﻡ ﺒﺘﺠﻬﻴﺯ ﺍﻟﺒﻴﺎﻨﺎﺕ ﺍﻟﻼﺯﻤﺔ ﻟﻌﻤل ﺍﻟﺘﻔﺎﺼﻴل ﻭﺍﻟﺘﻲ ﻴﺭﺍﻋﻰ ﻓﻴﻬﺎ ﺃﻥ ﺘﺸﺘﻤل ﻋﻠﻰ ﻤﺎ ﻴﻠﻰ ‪:‬‬ ‫ ﻤﻨﺴﻭﺏ ﺍﻟﺘﺄﺴﻴﺱ ﻭﺍﻟﺠﻬﺩ ﺍﻟﺘﺼﻤﻴﻤﻲ ﻋﻠﻰ ﺍﻟﺘﺭﺒﺔ ﻭﺃﻱ ﺍﺸﺘﺭﺍﻁﺎﺕ ﺃﺨﺭﻯ ﻴﻠﺯﻡ ﺫﻜﺭﻫﺎ ﻋﻠﻰ ﺍﻟﺭﺴـﻭﻤﺎﺕ‬‫ﻤﺜل ﻁﺭﻕ ﻤﻌﺎﻟﺠﺔ ﺍﻟﺘﺭﺒﺔ ﻗﺒل ﺼﺏ ﺍﻟﺨﺭﺴﺎﻨﺔ ﺍﻟﻌﺎﺩﻴﺔ ﻋﻠﻴﻬﺎ ﺃﻭ ﻨﻭﻉ ﺍﻟﺭﺩﻡ ﺤﻭل ﺍﻟﻘﻭﺍﻋﺩ ‪٠٠٠‬ﺇﻟﺦ‬ ‫‪-‬‬ ‫ﻓﻲ ﺤﺎﻟﺔ ﺍﺴﺘﻌﻤﺎل ﺍﻟﺨﻭﺍﺯﻴﻕ ﻴﺘﻡ ﺘﺤﺩﻴﺩ ﻨﻭﻉ ﺍﻟﺨﺎﺯﻭﻕ ﻭﻗﻁﺭﻩ ﻭﻋﻤﻕ ﺍﻟﺘﺄﺴـﻴﺱ ﻭﻤﻘـﺩﺍﺭ ﺤﻤﻭﻟـﺔ‬ ‫ﺍﻟﺘﺸﻐﻴل ﺍﻟﻤﺴﻤﻭﺡ ﺒﻬﺎ ﻋﻠﻰ ﻜل ﺨﺎﺯﻭﻕ ‪٠‬‬ ‫‪-‬‬ ‫ﺭﺘﺒﺔ ﺍﻟﺨﺭﺴﺎﻨﺔ ﺍﻟﻌﺎﺩﻴﺔ ﻭﺍﻟﻤﺴﻠﺤﺔ ﻭﺨﺭﺴﺎﻨﺔ ﺍﻟﺨﻭﺍﺯﻴﻕ ﻤﻊ ﺒﻴﺎﻥ ﻨﻭﻉ ﺍﻷﺴﻤﻨﺕ ﺍﻟﻤـﺴﺘﻌﻤل ﻓـﻰ‬ ‫ﺍﻟﺨﻠﻁﺎﺕ ﺍﻟﺨﺭﺴﺎﻨﻴﺔ ‪٠‬‬ ‫ﻭﻓﻴﻤﺎ ﻴﻠﻰ ﻨﻤﺎﺫﺝ ﻟﻠﺭﺴﻭﻤﺎﺕ ﻭﺍﻟﺒﻴﺎﻨﺎﺕ ﺍﻟﻤﻁﻠﻭﺒﺔ ﻋﻠﻰ ﻫﺫﻩ ﺍﻟﺭﺴﻭﻤﺎﺕ ﻟﺒﻌﺽ ﺍﻟﻨﻭﻋﻴـﺎﺕ ﺍﻟﻤﺨﺘﻠﻔـﺔ‬ ‫ﻤﻥ ﺍﻷﺴﺎﺴﺎﺕ ‪:‬‬ ‫‪ -٢-١٦‬ﺍﻷﺴﺎﺴﺎﺕ ﺍﻟﻤﻨﻔﺼﻠﺔ‬ ‫‪Spread Footings‬‬ ‫ﻴﺘﻡ ﺭﺴﻡ ﻤﺴﻘﻁ ﺃﻓﻘﻲ ﻟﺠﻤﻴﻊ ﺍﻟﻘﻭﺍﻋﺩ ﺒﺎﻟﻤﺒﻨﻰ ﺒﻤﻘﻴﺎﺱ ﺭﺴﻡ‪١٠٠:١‬ﺍﻭ ‪ ٥٠:١‬ﻭﻴﺤﺩﺩ ﻤﻜﺎﻥ ﻜل ﻗﺎﻋـﺩﺓ‬ ‫ﺒﺎﻟﻨﺴﺒﺔ ﻟﻠﻤﺤﺎﻭﺭ ﺍﻟﺭﺌﻴﺴﻴﺔ ﻟﻠﻤﺒﻨﻰ ﻭﻤﺤﺎﻭﺭ ﺍﻷﻋﻤﺩﺓ ﺃﻭ ﺍﻟﺤﻭﺍﺌﻁ ﺍﻟﻤﺴﻠﺤﺔ ﻭﻴﺘﻡ ﺘﺭﻗﻴﻡ ﺍﻟﻘﻭﺍﻋﺩ ﺍﻟﻤﺘﻤﺎﺜﻠﺔ ﺒـﺭﻗﻡ‬ ‫ﺃﻭ ﻨﻤﻭﺫﺝ ﻭﺍﺤﺩ ﻤﺜل ﻕ‪ ، ١‬ﻕ‪ ، ٢‬ﻕ‪٠٠٠٠ ٣‬ﺍﻟﺦ ‪ ٠‬ﻭﻴﺭﺠﻊ ﺇﻟﻲ ﻫﺫﻩ ﺍﻷﺭﻗﺎﻡ ﺃﻭ ﺍﻟﻨﻤﺎﺫﺝ ﻋﻨﺩ ﻋﻤل ﺠـﺩﻭل‬ ‫ﻟﻠﻘﻭﺍﻋﺩ ﺃﻭ ﻋﻨﺩ ﺭﺴﻡ ﺘﻔﺎﺼﻴل ﻜل ﻗﺎﻋﺩﺓ ‪٠‬‬ ‫ﻭﻴﺘﻡ ﺒﻴﺎﻥ ﺘﻔﺎﺼﻴل ﻫﺫﻩ ﺍﻟﻘﻭﺍﻋﺩ ﺒﺄﺤﺩ ﺍﻟﻁﺭﻕ ﺍﻻﺘﻴﺔ ‪:‬‬ ‫‪ -١-٢-١٦‬ﺍﻟﻁﺭﻴﻘﺔ ﺍﻟﺘﻘﻠﻴﺩﻴﺔ ‪Traditional Method‬‬ ‫ﻭﻓﻰ ﻫﺫﻩ ﺍﻟﺤﺎﻟﺔ ﻴﺘﻡ ﺭﺴﻡ ﻤﺴﻘﻁ ﺃﻓﻘﻲ ﻭﻗﻁﺎﻉ ﺭﺃﺴﻲ ﻟﻜل ﺍﻟﻘﻭﺍﻋﺩ ﺍﻟﻤﺘﻤﺎﺜﻠﺔ ﻕ‪ ،١‬ﻕ‪ ٠٠٠٠٠ ٢‬ﺍﻟﺦ ‪٠‬‬ ‫ﻭﺤﺴﺏ ﺍﻟﻨﻤﻭﺫﺝ ﺍﻟﻤﺒﻴﻥ ﺒﺎﻷﺸﻜﺎل ﺃﺭﻗﺎﻡ ) ‪ ( ٢-١٦‬ﺇﻟﻰ ) ‪٠ ( ٦-١٦‬ﻭﺒﺎﻟﻨﺴﺒﺔ ﻟﻠﻨﺘﻭﺀﺍﺕ ﺍﻟﺒﺎﺭﺯﺓ ﻓﻭﻕ ﺍﻟﻘﺎﻋﺩﺓ‬ ‫ﺒﺎﺭﺘﻔﺎﻉ ‪ ٨٠‬ﻤﻡ ﺍﻟﺘﻲ ﻴﺘﻡ ﺃﺤﻴﺎﻨﺎ ﺘﻨﻔﻴﺫﻫﺎ ﺒﻐﺭﺽ ﺘﺤﺩﻴﺩ ﻗﻁﺎﻋﺎﺕ ﺍﻷﻋﻤﺩﺓ ﺃﻭ ﺍﻟﺤﻭﺍﺌﻁ ﺍﻟﻤﺴﻠﺤﺔ ﻓﺈﻨﻪ ﻴﺭﺍﻋﻰ ﻓـﻰ‬ ‫ﻫﺫﻩ ﺍﻟﺤﺎﻟﺔ ﺃﻥ ﺘﻜﻭﻥ ﺃﻁﻭﺍل ﺭﺒﻁ ﺍﻷﺸﺎﻴﺭ ﻤﻘﺎﺴﺔ ﻤﻥ ﺃﺴﻁﺢ ﻫﺫﻩ ﺍﻟﻨﺘﻭﺀﺍﺕ ‪٠‬‬ ‫‪ -٢-٢-١٦‬ﻁﺭﻴﻘﺔ ﺍﻟﺠﺩﺍﻭل ‪Tabular Method‬‬ ‫ﻭﺘﺴﺘﻌﻤل ﻫﺫﻩ ﺍﻟﻁﺭﻴﻘﺔ ﻓﻰ ﺤﺎﻟﺔ ﻭﺠﻭﺩ ﻗﻭﺍﻋﺩ ﻤﺘﻜﺭﺭﺓ ﻓﻰ ﺍﻟﻤﺸﺭﻭﻉ ﻭﻤﺘﻤﺎﺜﻠﺔ ﻓـﻰ ﺍﻟـﺸﻜل ﻭﺍﻟﺘـﺴﻠﻴﺢ‬ ‫ﻭﺘﺨﺘﻠﻑ ﻓﻰ ﺃﺒﻌﺎﺩﻫﺎ ﻭﻜﻤﻴﺎﺕ ﺍﻟﺘﺴﻠﻴﺢ ﺒﻬﺎ ‪ ٠‬ﻭﻴﺘﻡ ﻓﻰ ﻫﺫﻩ ﺍﻟﺤﺎﻟﺔ ﺭﺴﻡ ﻨﻤﻭﺫﺝ ﻭﺍﺤﺩ ﻟﻠﻘﻭﺍﻋﺩ ﻤﺜـل ﺍﻟﻤﺒـﻴﻥ‬ ‫ﺒﺎﻟﺸﻜل ﺭﻗﻡ ) ‪ ( ٢-١٦‬ﺜﻡ ﻴﺘﻡ ﺘﻭﻀﻴﺢ ﺍﻻﺨﺘﻼﻑ ﻓﻰ ﺍﻷﺒﻌﺎﺩ ﻭﺍﻟﺘﺴﻠﻴﺢ ﻜﻤﺎ ﻫﻭ ﻤﻭﻀﺢ ﺒﺎﻟﺠﺩﻭل )‪(١-١٦‬‬ ‫‪-94‬‬‫‪PDF created with pdfFactory Pro trial version www.pdffactory.com‬‬ ‫ﺩﻟﻴﻞ ﺍﻟﺘﻔــﺎﺻﻴﻞ ﺍﻹﻧﺸــﺎﺋﻴﺔ‬ ‫ﺍﻟﻜﻮﺩ ﺍﳌﺼﺮﻱ ﻟﺘﺼﻤﻴﻢ ﻭﺗﻨﻔﻴﺬ ﺍﳌﻨﺸﺂﺕ ﺍﳋﺮﺳﺎﻧﻴﺔ ‪٢٠٠١‬‬ ‫ﺠﺩﻭل ﺭﻗﻡ ) ‪ ( ١-١٦‬ﻨﻤﻭﺫﺝ ﺠﺩﻭل ﺘﺴﻠﻴﺢ ﺍﻟﻘﻭﺍﻋﺩ ﺍﻟﺨﺭﺴﺎﻨﻴﺔ‬ ‫ﺭﻗﻡ‬ ‫ﺍﻷﺒﻌﺎﺩ ﺒﺎﻟﻤﺘﺭ‬ ‫ﺍﻟﻘﺎﻋﺩﺓ‬ ‫ﺍﻟﻤﻨﺴﻭﺏ‬ ‫ﺥ‪٠‬ﻉ‬ ‫ﺍﻟﺘﺴﻠﻴﺢ ﺍﻟﺴﻔﻠﻲ‬ ‫ﺍﻟﻌﻠﻭﻱ‬ ‫ﺥ‪٠‬ﻡ‬ ‫ﻁﻭل‬ ‫ﻋﺭﺽ‬ ‫ﺍﺭﺘﻔﺎﻉ‬ ‫ﻁﻭل‬ ‫ﻋﺭﺽ‬ ‫ﺍﺭﺘﻔﺎﻉ‬ ‫ﻟﻠﻘﻭﺍﻋﺩ‬ ‫ﻁﻭﻟﻲ‬ ‫ﻋﺭﻀﻲ‬ ‫ﻕ‪١‬‬ ‫‪٠٠‬ﺭ‪٣‬‬ ‫‪٤٠‬ﺭ‪٢‬‬ ‫‪٤٠‬ﺭ‪٠‬‬ ‫‪٤٠‬ﺭ‪٢‬‬ ‫‪٨٠‬ﺭ‪١‬‬ ‫‪٥٠‬ﺭ‪٠‬‬ ‫)‪١٠-‬ﺭ‪(٢‬‬ ‫‪١٦ Φ١٨‬‬ ‫‪١٦ Φ١٢‬‬ ‫ﻕ‪٣‬‬ ‫‪٤٠‬ﺭ‪٢‬‬ ‫‪٨٠‬ﺭ‪٢‬‬ ‫‪٤٠‬ﺭ‪٠‬‬ ‫‪٨٠‬ﺭ‪٢‬‬ ‫‪٢٠‬ﺭ‪٢‬‬ ‫‪٧٠‬ﺭ‪٠‬‬ ‫)‪٩٠-‬ﺭ‪(١‬‬ ‫‪١٦ Φ١٥‬‬ ‫‪١٦ Φ١٤‬‬ ‫ﻕ‪٢‬‬ ‫‪٢٠‬ﺭ‪٣‬‬ ‫‪٦٠‬ﺭ‪٢‬‬ ‫‪٦٠‬ﺭ‪٢‬‬ ‫‪٤٠‬ﺭ‪٠‬‬ ‫‪٠٠‬ﺭ‪٢‬‬ ‫‪٦٠‬ﺭ‪٠‬‬ ‫)‪٠٠-‬ﺭ‪(٢‬‬ ‫‪١٦ Φ٢٠‬‬ ‫ﻤﻼﺤﻅﺎﺕ‬ ‫‪١٦ Φ١٢‬‬ ‫ﻤﻼﺤﻅﺎﺕ‬ ‫‬‫‪-‬‬ ‫ﺍﻟﻤﺴﺎﻓﺎﺕ ﺒﻴﻥ ﺍﻟﻤﺤﺎﻭﺭ ﻭﺃﻁﺭﺍﻑ ﺍﻟﻘﻭﺍﻋﺩ ﺘﺤﺩﺩ ﺤﺴﺏ ﻤﻭﻗﻊ ﺍﻟﻌﻤﻭﺩ ﻋﻠﻰ ﺍﻟﻘﺎﻋﺩﺓ ‪٠‬‬ ‫ﻓﻲ ﺤﺎﻟﺔ ﻁﻠﺏ ﺍﻟﻤﻬﻨﺩﺱ ﺍﻟﻤﺼﻤﻡ ﺘﺭﻜﻴﺯ ﺠﺯﺀ ﻤﻥ ﺘﺴﻠﻴﺢ ﺍﻟﻘﻭﺍﻋﺩ ﺘﺤﺕ ﺍﻷﻋﻤﺩﺓ ﻴﻭﻀﺢ ﺫﻟﻙ ﻋﻠـﻰ‬ ‫ﺍﻟﻤﺴﻘﻁ ﺍﻷﻓﻘﻲ ﻟﻠﻨﻤﻭﺫﺝ ‪٠‬‬ ‫‪ -٣-١٦‬ﺘﻭﺯﻴﻊ ﺼﻠﺏ ﺍﻟﺘﺴﻠﻴﺢ ﻓﻲ ﺍﻟﻘﻭﺍﻋﺩ ﺍﻟﻤﺴﺘﻁﻴﻠﺔ‬ ‫ﻴﺘﻡ ﺘﺤﺩﻴﺩ ﻨﺴﺒﺔ ﺍﻟﺘﺴﻠﻴﺢ ﻓﻲ ﻤﻨﻁﻘﺔ ﺍﻟﺘﻤﺭﻜﺯ ) ‪ ( Asm‬ﺇﻟﻰ ﺇﺠﻤﺎﻟﻲ ﺍﻟﺘﺴﻠﻴﺢ ﻓﻲ ﺍﻻﺘﺠـﺎﻩ ﺍﻟﻘـﺼﻴﺭ‬ ‫)‪ (As‬ﺒﺎﻟﻤﻌﺎﺩﻟﺔ ﺍﻟﺘﺎﻟﻴﺔ‪:‬‬ ‫‪A sm‬‬ ‫‪2‬‬ ‫=‬ ‫‪a‬‬ ‫‪As‬‬ ‫‪+1‬‬ ‫‪b‬‬ ‫ﺤﻴﺙ ‪ = a :‬ﻫﻭ ﺍﻟﺒﻌﺩ ﺍﻟﻁﻭﻴل ﻟﻠﻘﺎﻋﺩﺓ‬ ‫‪ = b‬ﻫﻭ ﺍﻟﺒﻌﺩ ﺍﻟﻘﺼﻴﺭ ﻟﻠﻘﺎﻋﺩﺓ ﺃﻭ ﻁﻭل ﻤﻘﻁﻊ ﺍﻟﻌﻤﻭﺩ ﻤﻀﺎﻓﺎ ﺇﻟﻴﻪ ﺴﻤﻙ ﺍﻟﻘﺎﻋﺩﺓ ﺃﻴﻬﻤﺎ ﺃﻜﺒﺭ‪.‬‬ ‫‪a‬‬ ‫ﺍﻟﺒﻌﺩ ﺍﻷﻜﺒﺭ ﻟﻠﻘﺎﻋﺩﺓ‬ ‫ﻴﻭﺯﻉ ﺍﻟﺤﺩﻴﺩ ﺒﺎﻨﺘﻅﺎﻡ ﻓﻲ ﻫﺫﺍ ﺍﻻﺘﺠﺎﻩ‬ ‫‪b<a‬‬ ‫‪b/2‬‬ ‫‪b/2‬‬ ‫ﻤﻨﻁﻘﺔ ﻴﺘﻡ ﻓﻴﻬﺎ ﺘﺭﻜﻴﺯ ﺍﻟﺘﺴﻠﻴﺢ‬ ‫ﻴﻭﺯﻉ ﻓﻴﻬﺎ ﺒﺎﻗﻲ ﺍﻷﺴﻴﺎﺥ‬ ‫ﺸﻜل )‪ (١-١٦‬ﺘﻭﺯﻴﻊ ﺼﻠﺏ ﺍﻟﺘﺴﻠﻴﺢ ﻓﻲ ﺍﻟﻘﻭﺍﻋﺩ ﺍﻟﻤﺴﺘﻁﻴﻠﺔ‬ ‫‪ - ٤-١٦‬ﺍﻷﺴﺎﺴﺎﺕ ﺍﻟﺨﺎﺯﻭﻗﻴﺔ‬ ‫‪Pile Foundations‬‬ ‫ﻓﻰ ﺤﺎﻟﺔ ﺍﺴﺘﻌﻤﺎل ﺍﻟﺨﻭﺍﺯﻴﻕ ﺒﺎﻟﻤﺸﺭﻭﻉ ﻴﺘﻡ ﻋﻤل ﺭﺴﻡ ﻤﻨﻔﺼل ﻴﺒﻴﻥ ﺘﻭﺯﻴﻊ ﻫﺫﻩ ﺍﻟﺨﻭﺍﺯﻴﻕ ﻭﺘﺤـﺩﺩ‬ ‫ﺍﻟﻤﺴﺎﻓﺎﺕ ﺒﻴﻥ ﻤﺤﺎﻭﺭ ﺍﻟﺨﻭﺍﺯﻴﻕ ﺤﺴﺏ ﻨﻭﻉ ﻭﻗﻁﺭ ﻜل ﺨﺎﺯﻭﻕ ﻭﻁﺒﻘﺎ ﻟﻤﺎ ﺠﺎﺀ ﺒﺎﻟﻜﻭﺩ ﺍﻟﻤﺼﺭﻱ ﻟﻤﻴﻜﺎﻨﻴﻜـﺎ‬ ‫ﺍﻟﺘﺭﺒﺔ ﻭﺘﺼﻤﻴﻡ ﻭﺘﻨﻔﻴﺫ ﺍﻷﺴﺎﺴﺎﺕ ) ﺍﻟﺠﺯﺀ ﺍﻟﺭﺍﺒﻊ ( ﻭﻴﺭﺍﻋﻰ ﺃﻥ ﻴﺘﻡ ﺭﺒـﻁ ﺃﻤـﺎﻜﻥ ﺍﻟﺨﻭﺍﺯﻴـﻕ ﺒﺎﻟﻤﺤـﺎﻭﺭ‬ ‫‪-95‬‬‫‪PDF created with pdfFactory Pro trial version www.pdffactory.com‬‬ ‫ﺩﻟﻴﻞ ﺍﻟﺘﻔــﺎﺻﻴﻞ ﺍﻹﻧﺸــﺎﺋﻴﺔ‬ ‫ﺍﻟﻜﻮﺩ ﺍﳌﺼﺮﻱ ﻟﺘﺼﻤﻴﻢ ﻭﺗﻨﻔﻴﺬ ﺍﳌﻨﺸﺂﺕ ﺍﳋﺮﺳﺎﻧﻴﺔ ‪٢٠٠١‬‬ ‫ﺍﻟﺭﺌﻴﺴﻴﺔ ﻟﻠﻤﺒﻨﻰ ﻜﻤﺎ ﻫﻭ ﻤﺒﻴﻥ ﺒﺎﻟﺸﻜل ﺭﻗﻡ ) ‪ ( ٧-١٦‬ﻜﻤﺎ ﻴﻔﻀل ﺘﺭﻗﻴﻡ ﺍﻟﺨﻭﺍﺯﻴﻕ ﻋﻠـﻰ ﺍﻟﺭﺴـﻡ ﻟﻴـﺴﻬل‬ ‫ﻤﺘﺎﺒﻌﺔ ﺘﻨﻔﻴﺫﻫﺎ ﻓﻰ ﺍﻟﻤﻭﻗﻊ ‪ ٠‬ﻜﻤﺎ ﻴﺭﺍﻋﻰ ﺫﻜﺭ ﺍﻟﺒﻴﺎﻨﺎﺕ ﺍﻟﺘﺎﻟﻴﺔ ﻋﻠﻰ ﻫﺫﺍ ﺍﻟﺭﺴﻡ ‪٠‬‬ ‫‪ - ١‬ﻨﻭﻉ ﺍﻟﺨﺎﺯﻭﻕ ﻭﻗﻁﺭﻩ ﻭﻁﻭﻟﻪ‪٠‬‬ ‫‪٢‬‬ ‫–‬ ‫ﻤﻘﺩﺍﺭ ﺤﻤﻭﻟﺔ ﺍﻟﺘﺸﻐﻴل ﺍﻵﻤﻥ ﻋﻠﻰ ﻜل ﺨﺎﺯﻭﻕ‪٠‬‬ ‫‪٣‬‬ ‫–‬ ‫ﻗﻁﺎﻉ ﻓﻰ ﺍﻟﺨﺎﺯﻭﻕ ﻴﺒﻴﻥ ﺒﻪ ﺤﺩﻴﺩ ﺍﻟﺘﺴﻠﻴﺢ ﺍﻟﺭﺃﺴﻰ ﻭﺍﻟﻜﺎﻨﺎﺕ ‪٠‬‬ ‫‪٤‬‬ ‫–‬ ‫ﻤﻘﺩﺍﺭ ﺍﻟﻐﻁﺎﺀ ﺍﻟﺨﺭﺴﺎﻨﻲ ﻭﺭﺘﺒﺔ ﺼﻠﺏ ﺍﻟﺘﺴﻠﻴﺢ ‪٠‬‬ ‫‪ - ٥‬ﺍﻟﻤﻘﺎﻭﻤﺔ ﺍﻟﻤﻤﻴﺯﺓ ﻟﻠﺨﺭﺴﺎﻨﺔ ‪٠‬‬ ‫‪ - ٦‬ﻨﻭﻉ ﻭﻜﻤﻴﺔ ﺍﻷﺴﻤﻨﺕ ﺍﻟﻤﺴﺘﻌﻤل ﻓﻰ ﺍﻟﺨﻠﻁﺔ ‪٠‬‬ ‫‪ - ٧‬ﺒﻴﺎﻨﺎﺕ ﺃﺨﺭﻯ ﻴﺭﻯ ﺍﻟﻤﻬﻨﺩﺱ ﺍﻟﺼﻤﻡ ﺇﻀﺎﻓﺘﻬﺎ ‪٠‬‬ ‫ﻫﺫﺍ ﻭﻴﺘﻡ ﻋﻤل ﺭﺴﻡ ﺁﺨﺭ ﻴﺒﻴﻥ ﺍﻟﻤﺴﻘﻁ ﺍﻷﻓﻘﻲ ﻟﺠﻤﻴﻊ ﺍﻟﻬﺎﻤﺎﺕ ﻓﻭﻕ ﺍﻟﺨﻭﺍﺯﻴﻕ ﻭﺘﺭﻗﻡ ﻫـﺫﻩ ﺍﻟﻬﺎﻤـﺎﺕ‬ ‫ﻤﺜل ﺍﻟﻁﺭﻴﻘﺔ ﺍﻟﻤﺒﻴﻨﺔ ﺒﺎﻷﺴﺎﺴﺎﺕ ﺍﻟﻌﺎﺩﻴﺔ )ﺒﺩﻭﻥ ﺨﻭﺍﺯﻴﻕ( ﻭﺘﺭﺴﻡ ﺘﻔﺎﺼﻴل ﻫﺫﻩ ﺍﻟﻬﺎﻤـﺎﺕ ﺴـﻭﺍﺀ ﺒﺎﻟﻁﺭﻴﻘـﺔ‬ ‫ﺍﻟﺘﻘﻠﻴﺩﻴﺔ ﺃﻭ ﺒﺎﺴﺘﻌﻤﺎل ﺍﻟﺠﺩﺍﻭل ﻜﻤﺎ ﻫﻭ ﻤﺫﻜﻭﺭ ﻓﻲ ﺍﻟﺒﻨﺩ ﺍﻟﺴﺎﺒﻕ ﻤﻊ ﺇﻀﺎﻓﺔ ﺍﻟﺒﻴﺎﻨﺎﺕ ﻭﺍﻟﺘﻔﺎﺼﻴل ﺍﻟﺘﺎﻟﻴﺔ ﻋﻠـﻰ‬ ‫ﺍﻟﺭﺴﻡ ‪:‬‬ ‫‪-‬‬ ‫ﺍﻟﻤﻨﺴﻭﺏ ﺍﻟﻌﻠﻭﻱ ﺍﻟﻨﻬﺎﺌﻲ ﻟﻠﺨﻭﺍﺯﻴﻕ ﻭﺍﻟﺫﻱ ﻴﻜﻭﻥ ﻓﻰ ﺍﻟﻌﺎﺩﺓ ﺃﻋﻠﻰ ﻤﻥ ﺍﻟﻤﻨﺴﻭﺏ ﺍﻟﺴﻔﻠﻲ ﻟﻠﻬﺎﻤﺎﺕ ﺒﻤﻘﺩﺍﺭ‬ ‫‪ ٧‬ﺴﻡ ﻋﻠﻰ ﺍﻷﻗل ‪ ٠‬ﻤﻊ ﺍﻟﺘﻨﺒﻴﻪ ﻋﻠﻰ ﺃﻥ ﻴﺘﻡ ﺘﻜﺴﻴﺭ ﺭﺅﻭﺱ ﺍﻟﺨﻭﺍﺯﻴﻕ ﻴﺩﻭﻴﺎ ﻭﻋﺩﻡ ﺍﺴﺘﻌﻤﺎل ﺸـﻭﺍﻜﻴﺵ‬ ‫ﺍﻟﺘﻜﺴﻴـﺭ ﺍﻟﺘﻲ ﺘﻌﻤل ﺒﺎﻟﻬﻭﺍﺀ ﺍﻟﻤﻀﻐﻭﻁ ﻤﻨﻌﺎ ﻹﺘﻼﻑ ﺍﻟﺨﺭﺴﺎﻨﺔ ﻋﻨﺩ ﺭﺅﻭﺱ ﺍﻟﺨﻭﺍﺯﻴﻕ ‪٠‬‬ ‫‪-‬‬ ‫ﺒﻴﺎﻥ ﺍﻟﺤﺩ ﺍﻷﺩﻨﻰ ﻷﻁﻭﺍل ﺭﺒﻁ ﺼﻠﺏ ﺘﺴﻠﻴﺢ ﺍﻟﺨﻭﺍﺯﻴﻕ ﺩﺍﺨل ﺍﻟﻬﺎﻤﺎﺕ ﻤﻘﺎﺴﺎ ﻤﻥ ﺍﻟﻤﻨﺴﻭﺏ ﺍﻟﻌﻠﻭﻱ‬ ‫ﻟﻠﺨﺎﺯﻭﻕ ﺒﻌﺩ ﺍﻟﺘﻜﺴﻴﺭ ﻭﺨﺼﻭﺼﺎ ﻓﻲ ﺍﻟﺤﺎﻻﺕ ﺍﻟﺘﻲ ﺘﺘﻌﺭﺽ ﻓﻴﻬﺎ ﺍﻟﻬﺎﻤﺎﺕ ﻟﻌﺯﻭﻡ ﺃﻭ ﻗﻭﻯ ﺃﻓﻘﻴـﺔ‬ ‫ﻤﻥ ﺍﻷﻋﻤﺩﺓ ﻭﺍﻟﺤﻭﺍﺌﻁ ﺍﻟﻤﺴﻠﺤﺔ ﺍﻟﻤﺤﻤﻠﺔ ﻋﻠﻰ ﻫﺫﻩ ﺍﻟﻬﺎﻤﺎﺕ‪٠‬‬ ‫‪-‬‬ ‫ﻴﺭﺍﻋﻰ ﺭﺒﻁ ﺍﻟﻬﺎﻤﺎﺕ ﺍﻟﻤﺤﻤﻠﺔ ﻋﻠﻰ ﺨﺎﺯﻭﻕ ﻭﺍﺤﺩ ﺒﻤﻴﺩﺍﺕ ﺭﺍﺒﻁﺔ ﻓﻲ ﺍﺘﺠـﺎﻫﻴﻥ ﻤﺘﻌﺎﻤـﺩﻴﻥ ﻋﻠـﻰ‬ ‫ﺍﻷﻗل ﻭﻜﺫﻟﻙ ﺍﻟﻬﺎﻤﺎﺕ ﺍﻟﻤﺤﻤﻠﺔ ﻋﻠﻰ ﺨﺎﺯﻭﻗﻴﻥ ﺒﻤﻴﺩﺍﺕ ﺭﺍﺒﻁﺔ ﻓﻲ ﺍﻻﺘﺠﺎﻩ ﺍﻟﻌﻤﻭﺩﻱ ﻋﻠﻰ ﺍﻻﺘﺠـﺎﻩ‬ ‫ﺍﻟﻁﻭﻴل ﻟﻠﻘﺎﻋﺩﺓ ﻭﻋﻠﻰ ﺃﻥ ﻴﺴﺘﻤﺭ ﺘﺴﻠﻴﺢ ﻫﺫﻩ ﺍﻟﻤﻴﺩﺍﺕ ﺩﺍﺨل ﺍﻟﻘﻭﺍﻋﺩ ﻭﺤﺘﻰ ﺍﻟﻁﺭﻑ ﺍﻵﺨﺭ ﻤﻨﻬـﺎ ‪٠‬‬ ‫ﻭﺍﻷﺸﻜﺎل ﺃﺭﻗﺎﻡ ) ‪ ( ١١-١٦ ) ، ( ١٠-١٦ ) ، ( ٩-١٦ ) ، ( ٨-١٦‬ﺘﻭﻀﺢ ﻨﻤﺎﺫﺝ ﻟﺘﻔﺎﺼـﻴل‬ ‫ﺒﻌﺽ ﺍﻟﻘﻭﺍﻋﺩ ) ﺍﻟﻬﺎﻤﺎﺕ ( ﺍﻟﻤﺤﻤﻠﺔ ﻋﻠﻰ ﺨﻭﺍﺯﻴﻕ ‪٠‬‬ ‫ﻤﻠﺤﻭﻅﺔ ‪:‬‬ ‫ﺍﻷﺒﻌﺎﺩ ﻭﺍﻟﺘﺴﻠﻴﺢ ﺍﻟﻤﺒﻴﻥ ﺒﻬﺫﻩ ﺍﻟﻨﻤﺎﺫﺝ ﺘﻘﺩﻴﺭﻴﺔ ﻭﻴﺭﺠﻊ ﻟﻠﻤﻬﻨﺩﺱ ﺍﻟﻤﺼﻤﻡ ﻟﺘﺤﺩﻴﺩ ﺍﻷﺒﻌـﺎﺩ ﻭﺍﻟﺘـﺴﻠﻴﺢ‬ ‫ﻭﺒﺎﻗﻲ ﺍﻟﺒﻴﺎﻨﺎﺕ ﻁﺒﻘﺎ ﻟﻠﺘﺼﻤﻴﻤﺎﺕ ﺍﻟﺨﺎﺼﺔ ﺒﻜل ﻤﺸﺭﻭﻉ ‪ ٠‬ﻜﻤﺎ ﻴﺭﺍﻋﻰ ﺍﻟﺘﻨﺒﻴـﻪ ﻋﻠـﻰ ﻀـﺭﻭﺭﺓ ﺇﺨﻁـﺎﺭ‬ ‫ﺍﻟﻤﻬﻨﺩﺱ ﺍﻟﻤﺼﻤﻡ ﺒﺄﻱ ﺘﺭﺤﻴﻼﺕ ﻓﻲ ﺃﻤﺎﻜﻥ ﺍﻟﺨﻭﺍﺯﻴﻕ ﺒﻌﺩ ﺍﻟﻜﺸﻑ ﻋﻠﻴﻬـﺎ ﻻﺘﺨـﺎﺫ ﺍﻻﺤﺘﻴﺎﻁـﺎﺕ ﺍﻟﻼﺯﻤـﺔ‬ ‫ﻟﻤﻌﺎﻟﺠﺔ ﺃﺜﺭ ﻫﺫﻩ ﺍﻟﺘﺭﺤﻴﻼﺕ ﻭﻤﺎ ﻗﺩ ﻴﺴﺘﻠﺯﻡ ﺫﻟﻙ ﻤﻥ ﺘﻌﺩﻴﻼﺕ ﻓﻰ ﻤﻘﺎﺴﺎﺕ ﻭﺘـﺴﻠﻴﺢ ﺍﻟﻘﻭﺍﻋـﺩ ﻭﺍﻟﻤﻴـﺩﺍﺕ‬ ‫ﺍﻟﺭﺍﺒﻁﺔ ‪٠‬‬ ‫‪-96‬‬‫‪PDF created with pdfFactory Pro trial version www.pdffactory.com‬‬ E:\flash\fLASH3-9\EC DETAIL\structural detail\structural detail\8.12.2003\FIGURE~1.dwg, 23/01/2007 03:16:04 ‫م‬ PDF created with pdfFactory Pro trial version www.pdffactory.com E:\flash\fLASH3-9\EC DETAIL\structural detail\structural detail\8.12.2003\FIGURE~1.dwg, 23/01/2007 03:16:15 ‫م‬ PDF created with pdfFactory Pro trial version www.pdffactory.com E:\flash\fLASH3-9\EC DETAIL\structural detail\structural detail\8.12.2003\FIGURE~1.dwg, 23/01/2007 03:16:26 ‫م‬ PDF created with pdfFactory Pro trial version www.pdffactory.com E:\flash\fLASH3-9\EC DETAIL\structural detail\structural detail\8.12.2003\FIGURE~1.dwg, 23/01/2007 03:16:36 ‫م‬ PDF created with pdfFactory Pro trial version www.pdffactory.com E:\flash\fLASH3-9\EC DETAIL\structural detail\structural detail\8.12.2003\FIGURE~1.dwg, 23/01/2007 03:16:46 ‫م‬ STRAP BEAM PDF created with pdfFactory Pro trial version www.pdffactory.com E:\flash\fLASH3-9\EC DETAIL\structural detail\structural detail\8.12.2003\FIGURE~1.dwg, 23/01/2007 03:16:57 ‫م‬ PDF created with pdfFactory Pro trial version www.pdffactory.com E:\flash\fLASH3-9\EC DETAIL\structural detail\structural detail\8.12.2003\FIGURE~1.dwg, 23/01/2007 03:17:07 ‫م‬ PDF created with pdfFactory Pro trial version www.pdffactory.com E:\flash\fLASH3-9\EC DETAIL\structural detail\structural detail\8.12.2003\FIGURE~1.dwg, 23/01/2007 03:17:18 ‫م‬ < PDF created with pdfFactory Pro trial version www.pdffactory.com E:\flash\fLASH3-9\EC DETAIL\structural detail\structural detail\8.12.2003\FIGURE~1.dwg, 23/01/2007 03:17:29 ‫م‬ PDF created with pdfFactory Pro trial version www.pdffactory.com E:\flash\fLASH3-9\EC DETAIL\structural detail\structural detail\8.12.2003\FIGURE~1.dwg, 23/01/2007 03:17:40 ‫م‬ PDF created with pdfFactory Pro trial version www.pdffactory.com ‫ﺩﻟﻴﻞ ﺍﻟﺘﻔــﺎﺻﻴﻞ ﺍﻹﻧﺸــﺎﺋﻴﺔ‬ ‫ﺍﻟﻜﻮﺩ ﺍﳌﺼﺮﻱ ﻟﺘﺼﻤﻴﻢ ﻭﺗﻨﻔﻴﺬ ﺍﳌﻨﺸﺂﺕ ﺍﳋﺮﺳﺎﻧﻴﺔ ‪٢٠٠١‬‬ ‫‪ – ١٧‬ﺍﻟﺨﺭﺴﺎﻨﺔ ﺴﺎﺒﻘﺔ ﺍﻟﺼﻨﻊ ‪Pre-Cast Concrete‬‬ ‫‪ - ١ – ١٧‬ﻋﺎﻡ‬ ‫‪ – ١‬ﻴﺘﻡ ﺘﺼﻤﻴﻡ ﺍﻟﻌﻨﺎﺼﺭ ﺴﺎﺒﻘﺔ ﺍﻟﺼﻨﻊ ﻭﺍﻟﻭﺼﻼﺕ ﻭﺍﻟﻔﻭﺍﺼل ﻟﻤﻘﺎﻭﻤﺔ ﻜﺎﻓﺔ ﺍﻷﺤﻤـﺎل ﺍﻟﺨﺎﺭﺠﻴـﺔ ﺍﻟﻤـﺅﺜﺭﺓ‬ ‫ﻋﻠﻰ ﺍﻟﻌﻨﺼﺭ ﻓﻲ ﻤﺭﺍﺤل ﺍﻟﺘﺼﻨﻴﻊ ﻭﺍﻟﺘﺨﺯﻴﻥ ﻭﺍﻟﻨﻘل ﻭﺍﻟﺘﺭﻜﻴﺏ ﻭﺍﻟﺘﻨﻔﻴﺫ ﻭﺍﻻﺴﺘﻌﻤﺎل ﺒﺎﻹﻀﺎﻓﺔ ﻟﻤﻘﺎﻭﻤـﺔ‬ ‫ﺍﻹﺠﻬﺎﺩﺍﺕ ﺍﻟﻨﺎﺘﺠﺔ ﻋﻥ ﺍﻟﺘﻘﻴﺩ ﺍﻟﻁﺭﻓﻲ ‪٠‬‬ ‫‪ – ٢‬ﻋﻨﺩ ﺘﺤﻠﻴل ﺍﻟﻤﻨﺸﺂﺕ ﺴﺎﺒﻘﺔ ﺍﻟﺼﻨﻊ ﻴﺠﺏ ﻤﺭﺍﻋﺎﺓ ﺃﻥ ﺘﻜﻭﻥ ﺍﻓﺘﺭﺍﻀـﺎﺕ ﺍﻟﺘﺤﻠﻴـل ﺍﻟﺨﺎﺼـﺔ ﺒﺎﻟـﺴﻠﻭﻙ‬ ‫ﺍﻹﻨﺸﺎﺌﻲ ﻟﻠﻭﺼﻼﺕ ﻤﻁﺎﺒﻘﺔ ﻟﺴﻠﻭﻜﻬﺎ ﺍﻟﻔﻌﻠﻲ ‪٠‬‬ ‫‪ – ٣‬ﻴﺠﺏ ﺃﻥ ﻴﺭﺍﻋﻰ ﻓﻲ ﺍﻟﺘﺼﻤﻴﻡ ﻭﺍﻟﺘﻔﺎﺼﻴل ﺍﻟﻤﺘﻁﻠﺒﺎﺕ ﺍﻟﺨﺎﺼﺔ ﻟﻠﺘﺭﻜﻴﺏ ﻭﺫﻟﻙ ﻤـﻊ ﻤﺭﺍﻋـﺎﺓ ﺍﻟﺘﻔﺎﻭﺘـﺎﺕ‬ ‫ﺍﻟﻤﺴﻤﻭﺡ ﺒﻬﺎ ﻓﻲ ﺍﻷﺒﻌﺎﺩ ﻁﺒﻘﺎ" ﻻﺸﺘﺭﺍﻁﺎﺕ ﺒﻨﺩ )‪ (٣-٨-٩‬ﺒﺎﻟﻜﻭﺩ ﻭﻜـﺫﻟﻙ ﺍﻹﺠﻬـﺎﺩﺍﺕ ﺍﻟﻨﺎﺘﺠـﺔ ﻋـﻥ‬ ‫ﺍﻟﺘﺭﻜﻴﺏ ‪٠‬‬ ‫‪-٣‬ﺃ – ﻴﺠﺏ ﺍﻟﺘﺄﻜﺩ ﻤﻥ ﺃﻥ ﺍﻷﺒﻌﺎﺩ ﺍﻟﺘﺼﻤﻴﻤﻴﺔ ﻟﻜل ﻋﻨﺼﺭ ﻭﻋﻨﺎﺼﺭ ﺍﺭﺘﻜﺎﺯﻩ )ﺒﻌـﺩ ﺍﻷﺨـﺫ ﻓـﻲ ﺍﻻﻋﺘﺒـﺎﺭ‬ ‫ﺍﻟﺘﻔﺎﻭﺘﺎﺕ ﺍﻟﻤﺴﻤﻭﺡ ﺒﻬﺎ( ﺘﺴﺘﻭﻓﻰ ﺸﺭﻁ ﺃﻥ ﺍﻟﻤﺴﺎﻓﺔ ﺒﻴﻥ ﺤﺎﻓﺔ ﺍﻟﺭﻜﻴﺯﺓ ﻭﻨﻬﺎﻴﺔ ﺍﻟﻌﻨﺼﺭ ﺴﺎﺒﻕ ﺍﻟﺼﻨﻊ ﺍﻟﻤﺭﺘﻜﺯ‬ ‫ﻋﻠﻴﻬﺎ ﻻ ﺘﻘل ﻋﻥ ) ‪ ( ١/١٨٠‬ﻤﻥ ﺍﻟﺒﺤﺭ ﺍﻟﺼﺎﻓﻲ ﻟﻠﻌﻨﺼﺭ ﻋﻠﻰ ﺃﻻ ﺘﻘل ﻋﻥ ‪:‬‬ ‫ ‪ ٥٠‬ﻤﻡ ﻟﻠﺒﻼﻁﺎﺕ ‪٠‬‬‫‪ ٧٥ -‬ﻤﻡ ﻟﻠﻜﻤﺭﺍﺕ ‪٠‬‬ ‫‪-٣‬ﺏ‪ -‬ﻴﺘﻡ ﻭﻀﻊ ﻭﺴﺎﺩﺍﺕ ﺍﻻﺭﺘﻜﺎﺯ ﻟﻸﻁﺭﺍﻑ ﻏﻴﺭ ﺍﻟﻤﻘﻭﺍﻩ ‪ ،‬ﻭﺫﻟﻙ ﻋﻠﻰ ﻤﺴﺎﻓﺔ ﻻ ﺘﻘل ﻋـﻥ ‪ ١٥‬ﻤـﻡ ﻤـﻥ‬ ‫ﻭﺠﻪ ﺍﻟﺭﻜﻴﺯﺓ ﺃﻭ ﻋﻠﻰ ﺍﻷﻗل ﻋﺭﺽ ﺍﻟﺸﻁﻑ ﺍﻟﻤﺎﺌل ﻭﺫﻟﻙ ﻓﻲ ﺍﻷﻁﺭﺍﻑ ﺍﻟﻤﺸﻁﻭﻓﺔ ﻋﻠﻰ ﺍﻟﻤﺎﺌل‪٠‬‬ ‫‪ – ٤‬ﺒﺎﻹﻀﺎﻓﺔ ﺇﻟﻲ ﻤﺘﻁﻠﺒﺎﺕ ﺍﻟﺘﻔﺎﺼﻴل ﺍﻟﻤﻨﺼﻭﺹ ﻋﻠﻴﻬﺎ ﻓﻲ ﺍﻟﺒﻨﺩ )‪ (٢-٧‬ﺒﺎﻟﻜﻭﺩ ﻴﺠﺏ ﺇﻀﺎﻓﺔ ﻤﺎ ﻴﻠﻰ ﺴـﻭﺍﺀ‬ ‫ﻓﻲ ﺭﺴﻭﻤﺎﺕ ﺍﻟﻌﻁﺎﺀ ﺃﻭ ﺍﻟﺭﺴﻭﻤﺎﺕ ﺍﻟﺘﻨﻔﻴﺫﻴﺔ ‪-:‬‬ ‫‪-٤‬ﺃ – ﺘﻔﺎﺼﻴل ﺍﻟﺘﺴﻠﻴﺢ ﻭﺍﻟﻭﺼﻼﺕ ﻭﻋﻨﺎﺼﺭ ﺍﻻﺭﺘﻜﺎﺯ ﻭﺴﻤﻙ ﺍﻟﻐﻁﺎﺀ ﺍﻟﺨﺭﺴﺎﻨﻲ ﻭﻭﺴﺎﺌل ﺭﻓـﻊ ﻭﺘﺭﻜﻴـﺏ‬ ‫ﺘﻠﻙ ﺍﻟﻌﻨﺎﺼﺭ ﻟﻤﻘﺎﻭﻤﺔ ﺍﻷﺤﻤﺎل ﺍﻟﻤﺅﻗﺘﺔ ﺨﻼل ﻤﺭﺍﺤل ﺍﻟﺘﻨﻔﻴﺫ ‪٠‬‬ ‫‪-٤‬ﺏ‪ -‬ﺍﻟﻤﻘﺎﻭﻤﺔ ﺍﻟﻤﻤﻴﺯﺓ ﻟﻠﺨﺭﺴﺎﻨﺔ ﺍﻟﻤﺴﺘﺨﺩﻤﺔ ﺨﻼل ﻤﺭﺍﺤل ﺍﻟﺘﻨﻔﻴﺫ ﺍﻟﻤﺨﺘﻠﻔﺔ ‪٠‬‬ ‫‪-٤‬ﺠـ‪ -‬ﺤﺎﻟﺔ ﺘﺸﻁﻴﺏ ﺃﺴﻁﺢ ﺍﻟﻌﻨﺎﺼﺭ ‪٠‬‬ ‫‪-٤‬ﺩ – ﺃﻱ ﺘﻔﺎﻭﺘﺎﺕ ﺨﺎﺼﺔ ) ﻏﻴﺭ ﻗﻴﺎﺴﻴﺔ ( ﻤﻁﻠﻭﺒﺔ ﻟﻠﻌﻨﺼﺭ ﺃﻭ ﺍﻟﻤﻨﺸﺄ ‪٠‬‬ ‫‪-٤‬ﻫـ‪ -‬ﺃﻤﺎﻜﻥ ﺍﻷﺭﺒﻁﺔ ﻭﺍﻟﻭﺼﻼﺕ ﺒﻴﻥ ﺍﻟﻌﻨﺎﺼﺭ ﻭﺍﻟﻘﻭﻯ ﺍﻟﻤﺅﺜﺭﺓ ﻋﻠﻴﻬﺎ ‪٠‬‬ ‫‪-٤‬ﻭ – ﺍﻻﺤﺘﻴﺎﻁﺎﺕ ﻭﺍﻟﺘﻭﺼﻴﺎﺕ ﺍﻟﻼﺯﻤﺔ ﻟﻠﺘﺭﻜﻴﺏ ﻭﺍﻟﺘﺸﻴﻴﺩ ‪٠‬‬ ‫‪-107‬‬‫‪PDF created with pdfFactory Pro trial version www.pdffactory.com‬‬ ‫ﺩﻟﻴﻞ ﺍﻟﺘﻔــﺎﺻﻴﻞ ﺍﻹﻧﺸــﺎﺋﻴﺔ‬ ‫ﺍﻟﻜﻮﺩ ﺍﳌﺼﺮﻱ ﻟﺘﺼﻤﻴﻢ ﻭﺗﻨﻔﻴﺬ ﺍﳌﻨﺸﺂﺕ ﺍﳋﺮﺳﺎﻧﻴﺔ ‪٢٠٠١‬‬ ‫‪ - ٢ – ١٧‬ﺍﺸﺘﺭﺍﻁﺎﺕ ﺨﺎﺼﺔ ﺒﺘﺴﻠﻴﺢ ﺍﻟﻌﻨﺎﺼﺭ ﺴﺎﺒﻘﺔ ﺍﻟﺼﻨﻊ‬ ‫ﺃ – ﻴﺠﺏ ﺃﻻ ﻴﻘل ﺍﻟﺘﺴﻠﻴﺢ ﺍﻷﻓﻘﻲ ﺃﻭ ﺍﻟﺭﺃﺴﻲ ﻓﻲ ﺍﻟﺤﻭﺍﺌﻁ ﻋﻥ ‪٢٥‬ﺭ‪ %‬ﻤﻥ ﻤﺴﺎﺤﺔ ﺍﻟﻤﻘﻁﻊ ﺍﻟﻜﻠﻰ ‪٠‬‬ ‫ﺏ‪ -‬ﻴﺠﺏ ﺃﻻ ﻴﻘل ﺍﻟﺘﺴﻠﻴﺢ ﻓﻲ ﺃﻱ ﺍﺘﺠﺎﻩ ﻤﻥ ﺒﻼﻁﺎﺕ ﺍﻷﺴﻘﻑ ﻋﻥ ‪١٥‬ﺭ‪ %‬ﻤﻥ ﻤﺴﺎﺤﺔ ﺍﻟﻤﻘﻁﻊ ‪٠‬‬ ‫ﺝ – ﺍﺸﺘﺭﺍﻁﺎﺕ ﺍﻟﺒﻨﺩ ) ‪-٣-٥-٢-٤‬ﺠـ ( ﺒﺎﻟﻜﻭﺩ ﻻ ﺘﻨﻁﺒﻕ ﻋﻠﻰ ﺍﻟﺘﺴﻠﻴﺢ ﺍﻟﻤﻘﺎﻭﻡ ﻟﻠﻌـﺯﻭﻡ ﺍﻟﻤﻭﺠﺒـﺔ ﻓـﻲ‬ ‫ﺍﻟﻌﻨﺎﺼﺭ ﺴﺎﺒﻘﺔ ﺍﻟﺼﻨﻊ ﺍﻟﻤﺤﺩﺩﺓ ﺍﺴﺘﺎﺘﻴﻜﻴﹰﺎ ﺤﻴﺙ ﻴﺠﺏ ﺃﻥ ﻴﻤﺘﺩ ﺜﻠﺙ ﻫﺫﺍ ﺍﻟﺘﺴﻠﻴﺢ ﻋﻠﻰ ﺍﻷﻗل ﺍﻟﻰ ﻤﻨﺘﺼﻑ‬ ‫ﻁﻭل ﺍﻻﺭﺘﻜﺎﺯ ‪٠‬‬ ‫‪-108‬‬‫‪PDF created with pdfFactory Pro trial version www.pdffactory.com‬‬ E:\flash\fLASH3-9\EC DETAIL\structural detail\structural detail\8.12.2003\FIGURE~1.dwg, 23/01/2007 03:19:04 ‫م‬ PDF created with pdfFactory Pro trial version www.pdffactory.com E:\flash\fLASH3-9\EC DETAIL\structural detail\structural detail\8.12.2003\FIGURE~1.dwg, 23/01/2007 03:19:13 ‫م‬ PDF created with pdfFactory Pro trial version www.pdffactory.com E:\flash\fLASH3-9\EC DETAIL\structural detail\structural detail\8.12.2003\FIGURE~1.dwg, 23/01/2007 03:19:25 ‫م‬ PDF created with pdfFactory Pro trial version www.pdffactory.com E:\flash\fLASH3-9\EC DETAIL\structural detail\structural detail\8.12.2003\FIGURE~1.dwg, 23/01/2007 03:19:35 ‫م‬ PDF created with pdfFactory Pro trial version www.pdffactory.com L/180 75mm E:\flash\fLASH3-9\EC DETAIL\structural detail\structural detail\8.12.2003\FIGURE~1.dwg, 23/01/2007 03:19:47 ‫م‬ L/180 50mm PDF created with pdfFactory Pro trial version www.pdffactory.com ‫ﺩﻟﻴﻞ ﺍﻟﺘﻔــﺎﺻﻴﻞ ﺍﻹﻧﺸــﺎﺋﻴﺔ‬ ‫ﺍﻟﻜﻮﺩ ﺍﳌﺼﺮﻱ ﻟﺘﺼﻤﻴﻢ ﻭﺗﻨﻔﻴﺬ ﺍﳌﻨﺸﺂﺕ ﺍﳋﺮﺳﺎﻧﻴﺔ ‪٢٠٠١‬‬ ‫‪ – ١٨‬ﺍﻟﺨﺭﺴﺎﻨﺔ ﺴﺎﺒﻘﺔ ﺍﻹﺠﻬﺎﺩ ‪Pre-Stressed Concrete‬‬ ‫‪ - ١ – ١٨‬ﻋﺎﻡ‬ ‫‪ ١ – ١ – ١٨‬ﺃﻨﻅﻤﺔ ﺴﺒﻕ ﺍﻹﺠﻬﺎﺩ ﻟﻠﺨﺭﺴﺎﻨﺔ ‪:‬‬ ‫ﺃ – ﺸﺩ ﻤﺴﺒﻕ ﻟﻠﺨﺭﺴﺎﻨﺔ ‪Pre – Tensioned‬‬ ‫ﺏ‪ -‬ﺸﺩ ﻻﺤﻕ ﻟﻠﺨﺭﺴﺎﻨﺔ ‪Post – Tensioned‬‬ ‫ﻭﺘﻨﻘﺴﻡ ﻜﺎﺒﻼﺕ ﺍﻟﺸﺩ ﺍﻟﻼﺤﻕ ﻟﻠﺨﺭﺴﺎﻨﺔ ﺇﻟﻰ ‪:‬‬ ‫‪ -‬ﺸﺩ ﻻﺤﻕ ﺫﻭ ﻜﺎﺒﻼﺕ ﻤﺘﻤﺎﺴﻜﺔ ‪Bonded Prestressing Tendons‬‬ ‫ ﺸﺩ ﻻﺤﻕ ﺫﻭ ﻜﺎﺒﻼﺕ ﻏﻴﺭ ﻤﺘﻤﺎﺴﻜﺔ ‪Unbonded Prestressing Tendons‬‬‫ﻭﺘﻨﻘﺴﻡ ﺍﻟﻜﺎﺒﻼﺕ ﻏﻴﺭ ﺍﻟﻤﺘﻤﺎﺴﻜﺔ ﻟﻶﺘﻲ ‪:‬‬ ‫‪ -‬ﻜﺎﺒﻼﺕ ﺩﺍﺨﻠﻴﺔ‬ ‫‪Internal Tendons‬‬ ‫ ﻜﺎﺒﻼﺕ ﺨﺎﺭﺠﻴﺔ ‪External Tendons‬‬‫ ﻴﺴﺘﺨﺩﻡ ﺴﺒﻕ ﺍﻹﺠﻬﺎﺩ ﺍﻟﺩﺍﺌﺭﻱ ‪ Circular Prestressing‬ﻟﻠﻌﻨﺎﺼﺭ ﺍﻟﻤﺴﺘﺩﻴﺭﺓ ﺃﻭ ﺍﻷﺴﻁﻭﺍﻨﻴﺔ ﻭﻓـﻲ‬‫ﺠﻤﻴﻊ ﺍﻟﺤﺎﻻﺕ ﺍﻟﺴﺎﺒﻘﺔ ﺇﻤﺎ ﺃﻥ ﻴﻜﻭﻥ ﺴﺒﻕ ﺍﻹﺠﻬﺎﺩ ﻜﺎﻤﻼ" ‪ Full Prestressing‬ﺃﻭ ﺠﺯﺌﻴﺎ" ‪Partial‬‬ ‫‪٠ Prestressing‬‬ ‫‪ - ٢-١-١٨‬ﺘﺼﻤﻡ ﺍﻟﻌﻨﺎﺼﺭ ﺴﺎﺒﻘﺔ ﺍﻹﺠﻬﺎﺩ ﻟﻜﻲ ﺘﻘﺎﻭﻡ ﺍﻷﺤﻤﺎل ﻭﺍﻷﻓﻌﺎل ﺍﻟﻭﺍﻗﻌﺔ ﻋﻠﻴﻬﺎ ﻭﻁﺒﻘﺎ" ﻟﻤﺘﻁﻠﺒـﺎﺕ‬ ‫ﺤﺎﻟﺔ ﺤﺩ ﺍﻟﻤﻘﺎﻭﻤﺔ ﺍﻟﻘﺼﻭﻯ ﻭﻤﺘﻁﻠﺒﺎﺕ ﺤﺎﻻﺕ ﺤﺩﻭﺩ ﺍﻟﺘﺸﻐﻴل ﻓﻲ ﺠﻤﻴﻊ ﻤﺭﺍﺤل ﺍﻟﺘﺤﻤﻴل ‪٠‬‬ ‫‪ - ٣-١-١٨‬ﺘﺼﻤﻡ ﺍﻟﻌﻨﺎﺼﺭ ﺴﺎﺒﻘﺔ ﺍﻹﺠﻬﺎﺩ ﻤﻊ ﺍﻷﺨﺫ ﻓﻲ ﺍﻻﻋﺘﺒﺎﺭ ﺘﺄﺜﻴﺭ ﺍﻟﻤﻨﺸﺂﺕ ﺍﻟﻤﻼﺼﻘﺔ ﻟﻬﺎ ﻭﻤﺎ ﺘﺤﺩﺜﻪ‬ ‫ﻤﻥ ﺘﺸﻭﻫﺎﺕ ﻤﺭﻨﺔ ﺃﻭ ﻏﻴﺭ ﻤﺭﻨﺔ ﻭﻜﺫﻟﻙ ﺃﻯ ﺘﺭﺨﻴﻡ ﺃﻭ ﺘﻐﻴﻴﺭ ﻓﻲ ﺍﻟﻁﻭل ﺃﻭ ﺍﻷﺤﻤﺎل ﺍﻟﻨﺎﺘﺠﺔ ﻋﻥ‬ ‫ﺴﺒﻕ ﺍﻹﺠﻬﺎﺩ ﻭﻜﺫﻟﻙ ﺘﺄﺜﻴﺭ ﻜل ﻤﻥ ﺍﻟﺘﻐﻴﺭ ﻓﻲ ﺩﺭﺠﺎﺕ ﺍﻟﺤﺭﺍﺭﺓ ﻭﺍﻻﻨﻜﻤﺎﺵ ‪٠‬‬ ‫‪ - ٤-١-١٨‬ﻴﺭﺍﻋﻰ ﻓﻲ ﺍﻟﺘﺼﻤﻴﻡ ﺇﻤﻜﺎﻨﻴﺔ ﺤﺩﻭﺙ ﺍﻨﺒﻌﺎﺝ ﻓﻲ ﺍﻟﻌﻨﺎﺼﺭ ﺴﺎﺒﻘﺔ ﺍﻹﺠﻬﺎﺩ ﺃﻭ ﻓﻲ ﺃﺠﺯﺍﺀ ﻤﻨﻬﺎ ﻤﺜل‬ ‫ﺍﻟﺸﻔﺔ ﻭﺍﻟﺠﺫﻉ ‪٠‬‬ ‫‪ - ٥-١-١٨‬ﺘﺤﺴﺏ ﺨﻭﺍﺹ ﺍﻟﻘﻁﺎﻉ ﺍﻟﺨﺭﺴﺎﻨﻲ ﻤﻊ ﺍﻷﺨﺫ ﻓﻲ ﺍﻻﻋﺘﺒﺎﺭ ﺍﻟﻔﻘﺩ ﻓﻲ ﻤـﺴﺎﺤﺔ ﺍﻟﻘﻁـﺎﻉ ﻨﺘﻴﺠـﺔ‬ ‫ﻭﺠﻭﺩ ﺍﻷﺠﺭﺒﺔ ﺍﻟﺨﺎﺼﺔ ﺒﺼﻠﺏ ﺍﻟﺘﺴﻠﻴﺢ ﺍﻟﻤﺴﺘﺨﺩﻡ ﻓﻲ ﺴﺒﻕ ﺍﻹﺠﻬﺎﺩ ‪٠‬‬ ‫‪ - ٢ – ١٨‬ﻤﻭﺍﺩ ﺍﻟﺨﺭﺴﺎﻨﺔ ﺴﺎﺒﻘﺔ ﺍﻹﺠﻬﺎﺩ‬ ‫‪ - ١ – ٢ – ١٨‬ﺍﻟﺨﺭﺴﺎﻨﺔ‬ ‫ ﺘﺘﻤﻴﺯ ﺨﺭﺴﺎﻨﺔ ﺍﻟﻤﻨﺸﺂﺕ ﺴﺎﺒﻘﺔ ﺍﻹﺠﻬﺎﺩ ﺒﻤﻘﺎﻭﻤﺔ ﻀﻐﻁ ﻋﺎﻟﻴﺔ ﺤﻴﺙ ﺘﺠﻌل ﺍﻟﻘﻁﺎﻉ ﺍﻟﺨﺭﺴـﺎﻨﻲ ﺃﻗـل‬‫ﻋﺭﻀﺔ ﻟﺤﺩﻭﺙ ﺘﻐﻴﺭﺍﺕ ﺤﺠﻤﻴﻪ ﻭﺒﺎﻟﺘﺎﻟﻲ ﺘﻘل ﻓﻭﺍﻗﺩ ﺍﻹﺠﻬﺎﺩ ﻓﻲ ﺍﻟﺼﻠﺏ ﺍﻟﻤﺠﻬـﺩ ﻭﻴﺘـﺭﺍﻭﺡ ﺭﺘﺒـﺔ‬ ‫ﺍﻟﺨﺭﺴﺎﻨﺔ ﺴﺎﺒﻘﺔ ﺍﻹﺠﻬﺎﺩ ﺒﻴﻥ ‪ ٣٠‬ﺍﻟﻰ ‪ ٦٠‬ﻥ‪/‬ﻤﻡ‪٠ ٢‬‬ ‫‪-114‬‬‫‪PDF created with pdfFactory Pro trial version www.pdffactory.com‬‬ ‫ﺩﻟﻴﻞ ﺍﻟﺘﻔــﺎﺻﻴﻞ ﺍﻹﻧﺸــﺎﺋﻴﺔ‬ ‫ﺍﻟﻜﻮﺩ ﺍﳌﺼﺮﻱ ﻟﺘﺼﻤﻴﻢ ﻭﺗﻨﻔﻴﺬ ﺍﳌﻨﺸﺂﺕ ﺍﳋﺮﺳﺎﻧﻴﺔ ‪٢٠٠١‬‬ ‫ ﻴﺠﺏ ﺃﻻ ﺘﻘل ﻤﻘﺎﻭﻤﺔ ﻀﻐﻁ ﺍﻟﻤﻜﻌﺏ ﺍﻟﺨﺭﺴﺎﻨﻲ ﺍﻟﻘﻴﺎﺴﻲ ﻋﻨﺩ ﻋﻤﺭ ﻨﻘل ﻗﻭﻯ ﺴـﺒﻕ ﺍﻹﺠﻬـﺎﺩ ﻋـﻥ‬‫‪٢٥‬ﻥ‪/‬ﻤﻡ‪ ٢‬ﻟﻠﺨﺭﺴﺎﻨﺔ ﺴﺎﺒﻘﺔ ﺍﻟﺸﺩ ﻭ ‪٢٢‬ﻥ‪/‬ﻤﻡ‪ ٢‬ﻟﻠﺨﺭﺴﺎﻨﺔ ﻻﺤﻘﻪ ﺍﻟﺸﺩ ‪٠‬‬ ‫‪ - ٢ – ٢ – ١٨‬ﺼﻠﺏ ﺍﻟﺘﺴﻠﻴﺢ‬ ‫ﻴﻭﺠﺩ ﻤﻨﻪ ﻋﺩﺓ ﺃﻨﻭﺍﻉ ﺒﺄﺸﻜﺎل ﻤﺨﺘﻠﻔﺔ ﻭﻴﺠﺏ ﺃﻥ ﻴﺤﻘﻕ ﺠﻤﻴﻊ ﺍﺸﺘﺭﺍﻁﺎﺕ ﺍﻟﻤﻭﺍﺼﻔﺎﺕ ﺍﻟﺘﻲ ﻴـﺼﻨﻑ‬ ‫ﻋﻠﻰ ﺃﺴﺎﺴﻬﺎ ﻭﻴﺘﻡ ﺍﻟﺤﻜﻡ ﻋﻠﻴﻪ ﻤﻥ ﺨﻼل ﺇﺠﺭﺍﺀ ﺍﻻﺨﺘﺒﺎﺭﺍﺕ ﺍﻟﻤﻁﻠﻭﺒــــــﺔ ﻓـﻲ ﻤﻌﻤـل ﻤﻌﺘﻤـﺩ‬ ‫‪٠‬ﺍﻨﻅﺭ ﺒﻨﺩ ) ‪ ( ٢-٢-١٠‬ﺒﺎﻟﻜﻭﺩ ﺍﻟﻤﺼﺭﻱ‬ ‫‪- ٣ – ٢ – ١٨‬ﺃﻨﻭﺍﻉ ﺍﻟﻜﺎﺒﻼﺕ ‪Tendons‬‬ ‫ﺃﺴﻼﻙ‬ ‫‪Wires‬‬ ‫ﺸﻜل ) ‪( ١-١٨‬‬ ‫ﺃﺴﻴﺎﺥ‬ ‫‪Bars‬‬ ‫ﺸﻜل ) ‪( ٢-١٨‬‬ ‫ﺃﺤﺎﺩﻱ ﺍﻟﺠﺩﻴﻠﺔ‬ ‫‪ Mono strand‬ﺸﻜل ) ‪(١-١٨‬‬ ‫ﻤﺘﻌﺩﺩ ﺍﻟﺠﺩﺍﺌل‬ ‫‪ Multi strands‬ﺸﻜل ) ‪(١-١٨‬‬ ‫‪ – ٤ – ٢ – ١٨‬ﺍﻟﻤﻜﻤﻼﺕ ﻭ ﺍﻹﻜﺴﺴﻭﺍﺭﺍﺕ ‪Accessories‬‬ ‫) ﺠﻤﻴﻊ ﻤﺎ ﻨﺘﻁﺭﻕ ﺇﻟﻴﻪ ﻓﻲ ﺍﻟﺒﻨﻭﺩ ﺍﻟﺘﺎﻟﻴﺔ ﻫﻭ ﻟﺠﺩﻴﻠﺔ ‪ ٧‬ﺃﺴﻼﻙ ‪( 7 Wires Strand‬‬ ‫‪ - ١-٤ – ٢ – ١٨‬ﻁﺭﻑ ﺤﻲ ) ﻨﻬﺎﻴﺔ ﺤﻴﺔ ( ‪(Live) Stressing Anchor‬‬ ‫ﻭﻫﻰ ﺍﻟﻤﻨﻁﻘﺔ ﺍﻟﺘﻲ ﻋﻨﺩﻫﺎ ﻴﺘﻡ ﺸﺩ )‪ (stress‬ﺍﻟﻜﺎﺒل )‪ (Tendon‬ﻹﺘﻤﺎﻡ ﺍﻻﺴـﺘﻁﺎﻟﺔ ﻭﻤﻨﻬـﺎ ﺘﻨﺘﻘـل‬ ‫ﺍﻟﻘﻭﺓ ﻟﻠﺨﺭﺴﺎﻨﺔ ﻭﻴﺘﻜﻭﻥ ﻫﺫﺍ ﺍﻟﻁﺭﻑ ﻤﻥ ‪ ٣‬ﺃﺠﺯﺍﺀ ﻫﺎﻤﺔ ﺍﻟﻰ ‪:‬‬ ‫‪ – ١‬ﺒﻠﺘﻪ ﺸﺩ ‪ Wedge Plate‬ﺒﻬﺎ ﻋﺩﺩ ﻤﻥ ﺍﻟﻔﺘﺤﺎﺕ ﺍﻟﻤﺨﺭﻭﻁﻴﺔ ﻭﺍﻟﺘﻲ ﺘﻤﺭ ﻤﻨﻬﺎ ﺍﻟـ ‪ Strands‬ﻜﺎﻟﻤﻁﻠﻭﺏ‬ ‫ﺒﺎﻟﺭﺴﻭﻤﺎﺕ ﻭﻫﻰ ﺇﻤﺎ ﻤﺼﺤﻭﺒﺔ ﺒـ ‪ Anchor Casting‬ﻓﺘﺴﻤﻰ ﺤﻴﻨﺌﺫ ‪ Multiple‬ﺃﻭ ﻏﻴﺭ ﻤـﺼﺤﻭﺒﺔ‬ ‫ﻓﺘﺴﻤﻰ ‪ Plate Anchor‬ﺸﻜل ) ‪٠ ( ٤-١٨‬‬ ‫‪ – ٢‬ﻤﺨﺭﻭﻁ ﺯﻫﺭ ‪ Anchor Casting‬ﻭﻫﻭ ﻤﺘﻌﺩﺩ ﺍﻟﻤﺴﺘﻭﻴﺎﺕ ‪ Multiple Plane‬ﻟﻴﺴﺎﻫﻡ ﻓﻲ ﻨﻘل ﺍﻟﻘـﻭﺓ‬ ‫ﺒﺴﻬﻭﻟﺔ ﺇﻟﻰ ﺍﻟﺨﺭﺴﺎﻨﺔ ﺸﻜل ) ‪٠ ( ٣-١٨‬‬ ‫‪ – ٣‬ﺍﻟﺨﺎﺒﻭﺭ ‪ Wedge‬ﻭﻫﻭ ﻴﺩﺨل ﻓﻲ ﺍﻟﻔﺘﺤﺎﺕ ﺍﻟﻤﺨﺭﻭﻁﻴﺔ ﺒﺒﻠﺘﻪ ﺍﻟﺸﺩ ﻭﻴﺘﻜﻭﻥ ﻤﻥ ‪ ٣‬ﻓﺼﻭﺹ ﺃﻭ ‪ ٢‬ﻓـﺹ‬ ‫ﺤﺴﺏ ﺍﻟﻨﻅﺎﻡ ﺍﻟﻤﺴﺘﺨﺩﻡ ﻭﻤﺴﻨﻨﺔ ﻟﺘﺴﺎﻫﻡ ﻓﻲ ﺍﻟﺴﻴﻁﺭﺓ ﻋﻠﻰ ﻋﺩﻡ ﺍﻨﻔﻼﺕ )‪ (Slippage‬ﺍﻟﺠﺩﻴﻠﺔ ﻤﻨﻪ ‪.‬‬ ‫‪ - ٢ – ٤ – ٢ – ١٨‬ﺍﻟﻁﺭﻑ ﺍﻟﻤﻴﺕ ‪Dead Anchor‬‬ ‫ﻭﻫﻭ ﺍﻟﻁﺭﻑ ﺍﻟﺜﺎﻨﻲ ﻟﻠﻜﺎﺒل ﻭﺍﻟﺫﻱ ﻻ ﻴﺘﻡ ﺍﻟﺸﺩ ﻤﻨﻪ ﻭﻫﻭ ﺇﻤﺎ ﻅـﺎﻫﺭﺍ ﺃﻭ ﻤـﺩﻓﻭﻨﺎ ﺒﺎﻟﺨﺭﺴﺎﻨــــﺔ‬ ‫) ﺤﺴﺏ ﺍﻟﺭﺴﻭﻤﺎﺕ ( ﻭﻤﻜﻭﻨﺎﺘﻪ ﻤﺜل ﺍﻟﻁﺭﻑ ﺍﻟﺤﻲ ﻭﻴﺯﺍﺩ ﻋﻠﻴﻪ ﺒﻠﺘﻪ ﺘﻭﻀﻊ ﺨﻠﻑ ﺍﻟﺨﻭﺍﺒﻴﺭ ﻟﻌـﺩﻡ ﺘﺤﺭﻜﻬـﺎ‬ ‫‪ Wedge Keeper‬ﻭﻫﻭ ﺤﺴﺏ ﺍﻟﻨﻅﺎﻡ ﺍﻟﺫﻱ ﻴﺘﻡ ﺍﻋﺘﻤﺎﺩﻩ ﻟﻠﺘﻨﻔﻴﺫ ﺤﻴﺙ ﻴﻭﺠﺩ ﺃﻨﻅﻤﺔ ﻤﺘﻌـﺩﺩﺓ ﻭﻋﻠـﻰ ﺴـﺒﻴل‬ ‫ﺍﻟﻤﺜﺎل ﺘﻭﻀﻊ ﺨﻭﺍﺒﻴﺭ ‪ Fitting‬ﺘﻌﺼﺭ ﻤﻊ ﺍﻟﺠﺩﻴﻠﺔ ﻟﻴﺼﺒﺤﺎ ﻭﺤﺩﺓ ﻭﺍﺤﺩﺓ ﻭﻴﻜﻭﻥ ﺠﺩﺍﺭ ﺍﻟﺒﻠﺘﻪ ﺍﻟﻤﻴﺘﺔ ﻫﻭ ﺍﻟﺴﺎﻨﺩ‬ ‫‪-115‬‬‫‪PDF created with pdfFactory Pro trial version www.pdffactory.com‬‬ ‫ﺩﻟﻴﻞ ﺍﻟﺘﻔــﺎﺻﻴﻞ ﺍﻹﻧﺸــﺎﺋﻴﺔ‬ ‫ﺍﻟﻜﻮﺩ ﺍﳌﺼﺮﻱ ﻟﺘﺼﻤﻴﻢ ﻭﺗﻨﻔﻴﺬ ﺍﳌﻨﺸﺂﺕ ﺍﳋﺮﺳﺎﻧﻴﺔ ‪٢٠٠١‬‬ ‫ﻟﻠـ ‪ " Fitting‬ﺩﺍﻗﺭ " ﺜﻡ ﺘﺼﺏ ﺍﻟﺨﺭﺴﺎﻨﺔ ﻋﻠﻰ ﺍﻟﻁﺭﻑ ﺍﻟﻤﻴﺕ – ﻭﻴﺴﻤﻰ ‪ Bonded Head‬ﻭﻓﻴـﻪ ﺘﺘﺤـﻭل‬ ‫ﻜل ﺠﺩﻴﻠﺔ ﺇﻟﻲ ﺸﻜل ﺼﻨﺩﻭﻗﻲ ‪ Basket‬ﻭﻴﺘﺭﻙ ﻁﻭل ﻤﻌﻴﻥ ﻤﻥ ﺍﻟﺠﺩﻴﻠﺔ ﺤﺘﻰ ﺒﺩﺍﻴﺔ ﺍﻟﻤﺎﺴﻭﺭﺓ ﻭﻴﺼﺏ ﻋﻠـﻰ‬ ‫ﻫﺫﺍ ﺍﻟﻁﺭﻑ ﺍﻟﺤﺭ ) ﺨﺎﻟﻲ ﻤﻥ ﻤﻭﺍﺴﻴﺭ ( ﻟﻴﺭﺘﺒﻁ ﺒﺎﻟﺨﺭﺴﺎﻨﺔ ﻤﻜﻭﻨﺎ ﺍﻟﻨﻬﺎﻴﺔ ﺍﻟﺘـﻲ ﺘﻘـﺎﻭﻡ ﻗـﻭﺓ ﺍﻟـﺸﺩ ﺸـﻜل‬ ‫) ‪٠ ( ٥-١٨‬‬ ‫‪ - ٣ – ٤ – ٢ – ١٨‬ﺍﻷﺠﺭﺒﺔ ‪Sheathing Ducts‬‬ ‫ﻤﻥ ﻤﻌﺩﻥ ﻤﺠﻠﻔﻥ ﺒﺴﻤﻙ ) ‪٢٥‬ﺭ‪٣٥ – ٠‬ﺭ‪ ٠‬ﻤـﻡ ( ﻭﻴـﺘﻡ ﺘـﺼﻨﻴﻌﻪ ﺒﻭﺍﺴـﻁﺔ ﻤﺎﻜﻴﻨـﺔ ﺨﺎﺼـﺔ‬ ‫‪ Sheathing Machine‬ﻭﺘﻨﺘﺞ ﻤﻌﺭﺠﺔ ‪٠ Corrugated‬‬ ‫‪ - ٤- ٤ – ٢– ١٨‬ﺇﻜﺴﺴﻭﺍﺭﺍﺕ ﻤﻜﻤﻼﺕ ﺤﻘﻥ ‪ :‬ﻭﺼﻼﺕ ﺤﻘﻥ – ﺠﻭﺍﻨﺎﺕ – ﺨﺭﺍﻁﻴﻡ ﺤﻘﻥ –‬ ‫ﻤﺤﺒﺱ – ﺴﺩﺍﺩﺓ‬ ‫‪ - ٥- ٤ – ٢– ١٨‬ﻭﺼﻼﺕ ﺍﻟﺠﺩﺍﺌل ‪Tendon Splice :‬‬ ‫ﺃﺤﻴﺎﻨﺎ ﻴﺴﺘﺩﻋﻰ ﺍﻷﻤﺭ ﻋﻤل ﻭﺼﻼﺕ ﻓﻰ ﺍﻟـ ‪ Strands‬ﻨﻔﺴﻬﺎ ﺴﻭﺍﺀ ﺃﺤﺎﺩﻴـﺔ ) ‪( Mono Strand‬‬ ‫ﺃﻭ ﻤﺘﻌﺩﺩﺓ ) ‪ ( Multi Strand‬ﺒﺤﻴﺙ ﻋﻨﺩ ﺇﺘﻤﺎﻡ ﺍﻟﺸﺩ ﺘﺴﺘﻁﻴل ﺍﻟﺠﺩﻴﻠﺔ ﻤﻥ ﺨﻠﻑ ﻭﺃﻤـــﺎﻡ ﺍﻟﻭﺼﻠﺔ ﺃﺸﻜﺎل‬ ‫) ‪٠( ٧-١٨ ، ٦-١٨‬‬ ‫‪ - ٦ – ٤ – ٢ – ١٨‬ﺍﺯﺩﻭﺍﺠﻴﺔ ﺍﻟﺠﺩﺍﺌل ‪Tendon Coupler‬‬ ‫ﺃﺤﻴﺎﻨﺎ ﻴﺴﺘﺩﻋﻰ ﺍﻷﻤﺭ ﻋﻤل ﻭﺼﻠﺔ ﻓﻲ ﺍﻷﻨﻜﺭ ﻨﻔﺴﻪ ) ‪ ( Anchorage Coupler‬ﺴﻭﺍﺀ ﺃﺤﺎﺩﻴـﺔ ﺃﻭ‬ ‫ﻤﺘﻌﺩﺩﺓ ﻭﻫﻨﺎ ﻻ ﻴﺘﻡ ﻭﺼل ﺍﻟﺠﺩﻴﻠﺔ ﻨﻔﺴﻬﺎ ﻭﺇﻨﻤﺎ ﺘﻨﺘﻬﻲ ﻭﺘﻘﻑ ﺍﻟﺠﺩﻴﻠﺔ ﻋﻨﺩ ﻤﺭﺤﻠﺔ ﻤﻌﻴﻨﺔ ﻭﻴﺘﻡ ﺸﺩﻫﺎ ﻭﺍﺴﺘﻁﺎﻟﺘﻬﺎ‬ ‫ﻭﻗﻁﻌﻬﺎ ﺜﻡ ﻴﺠﺭﻯ ﺍﻟﺘﻭﺼﻴل ‪ Coupling‬ﻟﻤﺭﺤﻠﺔ ﺠﺩﻴﺩﺓ ﺸﻜل )‪٠(٨-١٨‬‬ ‫‪ – ٣ – ١٨‬ﺍﻟﺭﺴﻭﻤﺎﺕ ‪Drawings‬‬ ‫‪ – ١‬ﻴﺠﺏ ﺍﺤﺘﻭﺍﺀ ﺍﻟﺭﺴﻭﻤﺎﺕ ﻋﻠﻰ ﺍﻟﺸﻜل ﺍﻟﻌﺎﻡ ﻟﻠﻜﺎﺒﻼﺕ ‪ Tendon Profile‬ﻭﻋﺩﺩﻫﺎ ﻭﺠـﺩﻭل ﺇﺤـﺩﺍﺜﻴﺎﺕ‬ ‫ﺘﺸﻜﻴل ﻫﺫﺍ ﺍﻟـ ‪٠ Profile‬‬ ‫‪ – ٢‬ﻴﺠﺏ ﺍﺤﺘﻭﺍﺀ ﺍﻟﺭﺴﻭﻤﺎﺕ ﻋﻠﻰ ﻨﻭﻉ ﺍﻟﺤﺩﻴﺩ ﺍﻟﻤﻁﻠﻭﺏ ) ﺍﻟﻘﻁـﺭ – ﺍﻟﺭﺘﺒـﺔ ( ﻭﻗـﻭﺓ ﺍﻟـﺸﺩ ﺍﻟﻤﻁﻠﻭﺒـﺔ‬ ‫ﻭﺍﻻﺴﺘﻁﺎﻟﺔ ﺸﺎﻤﻠﺔ ﺍﻟﻔﻭﺍﻗﺩ ‪٠‬‬ ‫‪ – ٣‬ﻴﺠﺏ ﺍﺤﺘﻭﺍﺀ ﺍﻟﺭﺴﻭﻤﺎﺕ ﻋﻠﻰ ﻗﻁﺎﻋﺎﺕ ﻤﺘﻌﺩﺩﺓ ﺘﺤﺩﺩ ﻤﺴﺎﺭﺍﺕ ﻭﺸﻜل ﺍﻟﻜﺎﺒﻼﺕ ﻭﺍﻟﻤﺴﺎﻓﺎﺕ ﺒﻴﻥ ﻤﺤـﺎﻭﺭ‬ ‫ﺍﻟﻤﻭﺍﺴﻴﺭ ﻭﻜﺫﻟﻙ ﺍﻟﻤﺴﺎﻓﺔ ﺍﻟﺒﻴﻨﻴﺔ ﻟﻠﻜﺎﺒﻼﺕ ﻭﺍﻟﻁﺭﻓﻴﺔ ﻋﻨﺩ ﻨﻬﺎﻴﺘﻬـﺎ ‪Edge and center distances‬‬ ‫ﺃﺸﻜﺎل ) ‪٠ ( ١٥-١٨ ، ١٤-١٨ ، ١٣-١٨‬‬ ‫‪-116‬‬‫‪PDF created with pdfFactory Pro trial version www.pdffactory.com‬‬ ‫ﺩﻟﻴﻞ ﺍﻟﺘﻔــﺎﺻﻴﻞ ﺍﻹﻧﺸــﺎﺋﻴﺔ‬ ‫ﺍﻟﻜﻮﺩ ﺍﳌﺼﺮﻱ ﻟﺘﺼﻤﻴﻢ ﻭﺗﻨﻔﻴﺬ ﺍﳌﻨﺸﺂﺕ ﺍﳋﺮﺳﺎﻧﻴﺔ ‪٢٠٠١‬‬ ‫‪ – ٤‬ﻴﺠﺏ ﺍﺤﺘﻭﺍﺀ ﺍﻟﺭﺴﻭﻤﺎﺕ ﻋﻠﻰ ﺘﻔﺎﺼﻴل ﺍﻟﺘـﺴﻠﻴﺢ ﺤـﻭل ﺍﻟﻨﻬﺎﻴـﺎﺕ ﻭﺫﻟـﻙ ﻁﺒﻘـﺎ ﻟﻠﻨﻅـﺎﻡ ﺍﻟﻤـﺴﺘﻌﻤل‬ ‫‪ Reinforcing of Anchorage Zone‬ﺃﺸﻜﺎل ) ‪٠ ( ١٢-١٨ ، ١١-١٨ ، ١٠-١٨ ، ٩-١٨‬‬ ‫‪ - ٤ – ١٨‬ﺍﻟﺘﻨﻔﻴﺫ‬ ‫‪ - ١ – ٤ – ١٨‬ﻗﺭﺍﺀﺓ ﺍﻟﺭﺴﻭﻤﺎﺕ‬ ‫ﻴﺘﻡ ﻤﺭﺍﺠﻌﺔ ﺍﻟﺭﺴﻭﻤﺎﺕ ﺍﻟﺘﻨﻔﻴﺫﻴﺔ ﻟﻤﻌﺭﻓﺔ ﺍﻟﻨﻅﺎﻡ ﺍﻹﻨﺸﺎﺌﻲ ‪Statical System‬‬ ‫ﻭﺒﺎﻟﺘـﺎﻟﻲ ﺘﺤﺩﻴـﺩ‬ ‫ﻨﻭﻉ ﺍﻟﺤﺩﻴﺩ ‪ Prestressing Steel‬ﻭﺍﻹﻜﺴﺴﻭﺍﺭﺍﺕ ﺍﻟﻤﻜﻤﻠﺔ ﻤﺜل ﺍﻟﺠـﺯﺀ ﺍﻟﺤـﻲ ‪ Live Anchor‬ﻭﺍﻟﺠـﺯﺀ‬ ‫ﺍﻟﻤﻴﺕ ‪ Dead Anchor‬ﻭﻫل ﻫﻭ ﻅﺎﻫﺭ ﺃﻡ ﻤﺩﻓﻭﻥ ﻭﻫل ﻴﻭﺠﺩ ‪ Coupling‬ﺃﻡ ﻻ ‪ ٠٠٠٠٠٠٠‬ﺇﻟـﺦ ﻭﻜـﺫﻟﻙ‬ ‫ﺃﻗﻁﺎﺭ ﺍﻟﻤﻭﺍﺴﻴﺭ ‪ Sheathing Ducts‬ﺍﻟﻤﻁﻠﻭﺏ ﻟﺘﺠﻬﻴﺯﻫﺎ ‪٠‬‬ ‫‪ - ٢ – ٤ – ١٨‬ﺍﻟﺭﺹ ﻭﺍﻟﺘﺭﻜﻴﺏ‬ ‫‪ – ١‬ﺘﺨﻁﻴﻁ ﺃﻤﺎﻜﻥ ﻜﺭﺍﺴﻲ ﺍﻟﻜﺎﺒﻼﺕ ‪ Tendon Supports‬ﺤﺘﻰ ﻴﺘﺤﺩﺩ ﺸﻜل ﺍﻟﻤﻨﺤﻨﻰ ‪٠ Profile‬‬ ‫‪ – ٢‬ﻟﺤﺎﻡ ﺍﻟﻜﺭﺍﺴﻲ ﺍﻟﺤﺩﻴﺩﻴﺔ ﺜﻡ ﺭﺹ ﺍﻟﻤﻭﺍﺴﻴﺭ ﻓﻭﻗﻬﺎ ﻤﻥ ﺃﺴﻔل ﻷﻋﻠﻰ ﻭﻁﺒﻘﺎ ﻟﻠﻤﺴﺎﻓﺎﺕ ﺍﻟﺒﻴﻨﻴﺔ ﺒﻴﻥ ﺍﻟﻤﻭﺍﺴﻴﺭ‬ ‫ﻋﻠﻰ ﻁﻭل ﺍﻟﻘﻁﺎﻋﺎﺕ ﺍﻟﺨﺭﺴﺎﻨﻴﺔ ﻭﻋﻨﺩ ﻨﻬﺎﻴﺎﺕ ﺍﻟﻜﻤﺭﺓ ﺃﻭ ﺨﻼﻓﺔ ) ‪٠( Edge, Center Distances‬‬ ‫‪ – ٣‬ﻴﺭﺍﺠﻊ ﺸﻜل ﺍﻟﻤﻨﺤﻨﻰ ‪ Profile‬ﻟﻜﻲ ﻴﻜﻭﻥ ‪ Smooth‬ﻭﻟﻴﺱ ﺒﻪ ﻜﺴﺭﺍﺕ ﺤﺘﻰ ﺘﻘل ﺍﻟﻔﻭﺍﻗﺩ ‪ Losses‬ﺜـﻡ‬ ‫ﺘﺜﺒﺕ ﺍﻟﻤﻭﺍﺴﻴﺭ ﺠﻴﺩﺍ ﻓﻲ ﻜﺭﺍﺴﻴﻬﺎ ﺤﺘﻰ ﻻ ﺘﺘﺤﺭﻙ ﺃﺜﻨـﺎﺀ ﺍﻟـﺼﺏ ﺃﺸـﻜﺎل ) ‪، ١٤-١٨ ، ١٣-١٨‬‬ ‫‪.( ١٥-١٨‬‬ ‫ﻭﺍﻷﺸﻜﺎل ﻤﻥ )‪ (١٦-١٨‬ﺇﻟﻰ )‪ (٢٦-١٨‬ﺘﻭﻀﺢ ﻗﻁﺎﻋﺎﺕ ﻭﺘﺴﻠﻴﺢ ﻜﻤﺭﺓ ﺴﺎﺒﻘﺔ ﺍﻹﺠﻬـﺎﺩ ﻭﻜـﺫﻟﻙ ﺘﻔﺎﺼـﻴل‬ ‫ﺘﺴﻠﻴﺢ ﺒﻼﻁﺔ ﺴﺎﺒﻘﺔ ﺍﻹﺠﻬﺎﺩ ‪.‬‬ ‫‪-117‬‬‫‪PDF created with pdfFactory Pro trial version www.pdffactory.com‬‬

Egyptian-Detailing-Manual

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