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‫اﺳﻢ اﻟﻤﻜﺘﺐ‬

‫ﺑﺎدج‬ ‫اﻟﻤﻜﺘﺐ‬

‫اﻟﺘﺼﻤﻴﻢ اﻹﻧﺸﺎﺋﻰ‬ ‫ﻣﻬﻨﺪس ‪ /‬ﻋﻤﺮو ﻋﺒﺪ اﻟﻤﻨﻌﻢ اﻟﺴﻴﺪ‬

‫اﻟﻬﻨﺪﺳﻰ‬

‫اﻟﻨــــﻮﺗﺔ اﻟﺤﺴﺎﺑــــﻴﺔ‬ ‫ﻟﻤﺸﺮوع‬ ‫ﻋﻤﺎرة ﺳﻜﻨﻴﺔ‬ ‫ﻧﻤﻮذج )أ(‬ ‫اﻟﻌﻨﻮان‬

‫دﻳﺴﻤﺒﺮ ‪1999 -‬م‬

‫ﻋﻨﻮان ورﻗﻢ ﺗﻠﻴﻔﻮن اﻟﻤﻜﺘﺐ‬


‫ﺑﺎدج‬ ‫اﻟﻤﻜﺘﺐ‬

‫اﺳﻢ اﻟﻤﻜﺘﺐ‬

‫اﻟﺘﺼﻤﻴﻢ اﻹﻧﺸﺎﺋﻰ‬ ‫ﻣﻬﻨﺪس ‪ /‬ﻋﻤﺮو ﻋﺒﺪ اﻟﻤﻨﻌﻢ اﻟﺴﻴﺪ‬

‫اﻟﻬﻨﺪﺳﻰ‬

‫اﻓﺘﺮاﺿﺎت اﻟﺘﺼﻤﻴﻢ‬ ‫أوﻻ اﻷﺣﻤﺎل‬ ‫ﺗﻢ ﺣﺴﺎب اﻷﺣﻤﺎل ﻃﺒﻘﺎ ﻟﻠﻜﻮد اﻟﻤﺼﺮى ﻟﺤﺴﺎب اﻷﺣﻤﺎل واﻟﻘﻮى ﻓﻰ اﻷﻋﻤﺎل اﻹﻧﺸﺎﺋﻴﺔ وأﻋﻤﺎل اﻟﻤﺒﺎﻧﻰ‬ ‫واﻟﻜﻮد اﻟﻤﺼﺮى ﻟﺘﺼﻤﻴﻢ وﺗﻨﻔﻴﺬ اﻟﻤﻨﺸﺂت اﻟﺨﺮﺳﺎﻧﻴﺔ اﻟﻤﺴﻠﺤﺔ واﻟﺼﺎدر ﺑﺎﻟﻘﺮار اﻟﻮزارى رﻗﻢ ‪ 208‬ﻟﺴﻨﺔ‬ ‫‪ ،1995‬واﻟﻤﺤﺪث ﺳﻨﺔ ‪0 1999‬‬ ‫أ ‪ -‬اﻷﺣﻤﺎل اﻟﻤﻴﺘﺔ ﻃﺒﻘﺎ ﻟﻠﺠﺪول رﻗﻢ ) ‪ ( 103‬ﺻــــــ‪ - 16‬ﺻـــــــ‪20‬‬ ‫ب ‪ -‬اﻷﺣﻤﺎل اﻟﺤﻴﺔ ﻃﺒﻘﺎ ﻟﻠﺠﺪول رﻗﻢ )‪ ( 104‬ﺻــــــ‪ - 26‬ﺻــــــ‪28‬‬ ‫وﻗﺪ ﺗﻢ ﺗﺨﻔﻴﺾ اﻷﺣﻤﺎل اﻟﺤﻴﺔ ﻃﺒﺎ ﻟﻠﺠﺪول رﻗﻢ )‪ ( 204‬ﺻـــــــــ ‪30‬‬

‫ﺛﺎﻧﻴﺎ ‪ :‬اﻟﺘﺼﻤﻴﻢ‬ ‫‪ -1‬ﺗﻢ اﻟﺘﺼﻤﻴﻢ ﻃﺒﻖ ﻟﻠﻜﻮد اﻟﻤﺼﺮى ﻟﺘﺼﻤﻴﻢ وﺗﻨﻔﻴﺬ اﻟﻤﻨﺸﺂت اﻟﺨﺮﺳﺎﻧﻴﺔ اﻟﻤﺴﻠﺤﺔ‪.‬‬ ‫‪ -2‬ﺟﻬﺪ آﺴﺮ اﻟﻤﻜﻌﺐ اﻟﻘﻴﺎﺳﻰ ﻟﻠﺨﺮﺳﺎﻧﺔ ) اﻟﻤﻘﺎوﻣﺔ اﻟﻤﻤﻴﺰة ﻟﻠﺨﺮﺳﺎﻧﺔ ( ‪ 250‬آﺠﻢ ‪ /‬ﺳﻢ‪ 2‬ﺑﻌﺪ ‪ 28‬ﻳﻮم‬ ‫ﻣﻦ اﻟﺼﺐ‬ ‫‪ -3‬ﺟــﻬﺪ اﻟﺘﺼﻤﻴﻢ ﻟﻸﻋﻤﺪة ‪ 60‬آﺠﻢ ‪ /‬ﺳﻢ‪2‬‬ ‫ﺟــﻬﺪ اﻟﺘﺼﻤﻴﻢ ﻟﻠﻜﻤــــــﺮات‬ ‫ﺟــﻬﺪ اﻟﺘﺼﻤﻴﻢ ﻟﻠﺒﻼﻃـــﺎت‬

‫‪ 90‬آﺠﻢ ‪ /‬ﺳﻢ‪2‬‬ ‫‪ 90‬آﺠﻢ ‪ /‬ﺳﻢ‪2‬‬

‫‪ - 4‬ﺣﺪﻳﺪ اﻟﺘﺴﻠﻴﺢ ‪ :‬اﻟﺤﺪﻳﺪ اﻟﻤﺴﺘﺨﺪم ﻣﻦ اﻟﺼﻠﺐ ﻋﺎﻟﻰ اﻟﻤﻘﺎوﻣﺔ ‪ 52 / 36‬ﻣﺸﺮﺷــــﺮ ﺟـﻬﺪ اﻟﺨﻀﻮع ﻟﻪ‬ ‫= ‪ 3600‬آﺠﻢ‪/‬ﺳﻢ‪ ، 2‬وﺟﻬﺪ اﻟﺘﺼﻤﻴﻢ = ‪Fs = 2000 kg./cm2.‬‬

‫‪ - 5‬اﻷﺳﺎﺳﺎت ‪ :‬ﺗﻢ ﺗﺼﻤﻴﻢ اﻷﺳﺎﺳﺎت ﻃﺒﻘﺎ ﻟﻠﻜﻮد اﻟﻤﺼﺮى ﻟﺘﺼﻤﻴﻢ وﺗﻨﻔﻴﺬ اﻵﺳﺎﺳﺎت وﻣﻴﻜﺎﻧﻴﻜﺎ اﻟﺘﺮﺑﺔ‬ ‫‪Fc = 50 kg./cm2.‬‬

‫‪Contact pressure < 4.0 kg./ cm 2‬‬

‫‪Fs = 2000 kg./cm2.‬‬

‫‪Shear stress < 6.0 kg ./cm 2‬‬

‫ﻧﻮع اﻟﻤﺒﻨﻰ ‪ :‬اﻟﻤﺒﻨﻰ ﻣﻦ اﻟﻨﻮع اﻟﻬﻴﻜﻠﻰ )أﻋﻤﺪة وآﻤﺮات( ﻣﻜﻮن ﻣﻦ دور أرﺿﻰ ‪ 4 +‬أدوار ﻋﻠﻮﻳﺔ‬ ‫ﻣﻮﻗﻊ اﻟﻤﺒﻨﻰ ‪************ :‬‬

‫ﻋﻨﻮان ورﻗﻢ ﺗﻠﻴﻔﻮن اﻟﻤﻜﺘﺐ‬


‫ﺑﺎدج‬ ‫اﻟﻤﻜﺘﺐ‬

‫اﻟﺘﺼﻤﻴﻢ اﻹﻧﺸﺎﺋﻰ‬ ‫ ﻋﻤﺮو ﻋﺒﺪ اﻟﻤﻨﻌﻢ اﻟﺴﻴﺪ‬/ ‫ﻣﻬﻨﺪس‬

‫اﺳﻢ اﻟﻤﻜﺘﺐ‬ ‫اﻟﻬﻨﺪﺳﻰ‬

‫ اﻟﺒﻼﻃــﺎت‬: ‫ﻻ‬ ً ‫أو‬ ‫ ﺳﻢ‬12 ‫ﺑﻔﺮض أن ﺳﻤﻚ ﺑﻼﻃﺔ اﻟﺴﻘﻒ‬ = 200 kg./m2. = 150 kg/m2.

Live load Cover

Total load = 2.5*0.12+0.20+0.15 = 0.65 t/m2. : ‫ﺗﻢ ﺗﻮزﻳﻊ اﻷﺣﻤﺎل ﻓﻰ اﻻﺗﺠﺎهﻴﻦ ﺗﺒﻌًﺎ ﻟﻠﻜﻮد اﻟﻤﺼﺮى ﻟﺘﻮزﻳﻊ اﻷﺣﻤﺎل ﺗﺒﻌًﺎ ﻟﻠﻤﻌﺎدﻟﺔ اﻵﺗﻴﺔ‬

R=

m1 * Lx m * Ly

Where : R : Rectangularity Ratio. m1 and m could be 0.87 or 0.76 Lx and Ly are the slab dimensions in X and Y directions. Then

α = 0.50 R − 0.15

And

β=

0.35 R2

Where, ( α ) is the load factor for the short direction, and ( β ) for the load in long direction The plan defining the strips is shown below.

‫ﻋﻨﻮان ورﻗﻢ ﺗﻠﻴﻔﻮن اﻟﻤﻜﺘﺐ‬


‫اﺳﻢ اﻟﻤﻜﺘﺐ‬

‫ﺑﺎدج‬ ‫اﻟﻤﻜﺘﺐ‬

‫اﻟﻬﻨﺪﺳﻰ‬

‫ﻋﻨﻮان ورﻗﻢ ﺗﻠﻴﻔﻮن اﻟﻤﻜﺘﺐ‬

‫اﻟﺘﺼﻤﻴﻢ اﻹﻧﺸﺎﺋﻰ‬ ‫ﻣﻬﻨﺪس ‪ /‬ﻋﻤﺮو ﻋﺒﺪ اﻟﻤﻨﻌﻢ اﻟﺴﻴﺪ‬


‫ﺑﺎدج‬ ‫اﻟﻤﻜﺘﺐ‬

‫اﻟﺘﺼﻤﻴﻢ اﻹﻧﺸﺎﺋﻰ‬ ‫ ﻋﻤﺮو ﻋﺒﺪ اﻟﻤﻨﻌﻢ اﻟﺴﻴﺪ‬/ ‫ﻣﻬﻨﺪس‬

‫اﺳﻢ اﻟﻤﻜﺘﺐ‬ ‫اﻟﻬﻨﺪﺳﻰ‬

‫ﺳﻘﻒ اﻟﺪور اﻟﻤﺘﻜﺮر‬ STRIP NO 1 DISTRIBUTION OF LOAD SPAN NO.

R

1 2 3 4 5 6 7 8

1.20 1.375 1.20 1.143 1.143 1.20 1.375 1.20

0.293 0.35 0.293 0.174 0.174 0.293 0.35 0.293

0.1577 0.120 0.1577 0.274 0.274 0.1577 0.120 0.1577

NEGATIV BENDING MOMENT FOR STRIP NO. 1

SUPPORTE NO

NEGATIVE B.M

1 2 3 4 5 6 7 8 9

0.0 -0.393 -0.3168 -0.2287 -0.1415 -0.2287 -0.3168 -0.3931 0.0

FIELD BENDING MOMENTS Span No.

MID-SPAN B.M.

MAX. B.M

1 2 3 4 5 6 7 8

0.2342 0.1589 0.158 0.071 0.071 0.158 0.1589 0.2342

0.256 0.159 0.159 0.0726 0.0726 0.1591 0.1596 0.2566

MAX. -VE B.M. = 0.3931

‫ﻋﻨﻮان ورﻗﻢ ﺗﻠﻴﻔﻮن اﻟﻤﻜﺘﺐ‬


‫ﺑﺎدج‬ ‫اﻟﻤﻜﺘﺐ‬

‫اﻟﺘﺼﻤﻴﻢ اﻹﻧﺸﺎﺋﻰ‬ ‫ ﻋﻤﺮو ﻋﺒﺪ اﻟﻤﻨﻌﻢ اﻟﺴﻴﺪ‬/ ‫ﻣﻬﻨﺪس‬

‫اﺳﻢ اﻟﻤﻜﺘﺐ‬ ‫اﻟﻬﻨﺪﺳﻰ‬

MAX. +VE B.M. = 0.2566142 MIN. STEEL RFTs. 3.0 cm2 AS = 5 Ø 10 “mild steel”

STRIP NO 2 DISTRIBUTION OF LOAD SPAN NO.

R

1 2 3 4

1.397 1.33 1.33 1.397

0.1166 0.1283 0.1283 0.1166

0.3565 0.3352 0.3352 0.3565

NEGATIVE BENDING MOMENT FOR STRIP NO. 2 SUPPORTE NO

NEGATIVE B.M

1 2 3 4 5

0.0 -0.277 -0.3825 -0.2772 0.0

FIELD BENDING MOMENTS Span No.

MID-SPAN B.M.

MAX. B.M

1 2 3 4

0.0566 0.1912 0.1912 0.0566

0.0812 0.1925 0.1925 0.0812

MAX. -VE B.M. = 0.3825 MAX. +VE B.M. = 0.1925383 MIN. STEEL RFTs. 3 AS = 5 Ø 10 “mild steel”

‫ﻋﻨﻮان ورﻗﻢ ﺗﻠﻴﻔﻮن اﻟﻤﻜﺘﺐ‬


‫ﺑﺎدج‬ ‫اﻟﻤﻜﺘﺐ‬

‫اﻟﺘﺼﻤﻴﻢ اﻹﻧﺸﺎﺋﻰ‬ ‫ ﻋﻤﺮو ﻋﺒﺪ اﻟﻤﻨﻌﻢ اﻟﺴﻴﺪ‬/ ‫ﻣﻬﻨﺪس‬

‫اﺳﻢ اﻟﻤﻜﺘﺐ‬ ‫اﻟﻬﻨﺪﺳﻰ‬

STRIP NO 3 DISTRIBUTION OF LOAD SPAN NO.

R

1 2

1.379 1.481

0.1196 0.384

0.3507 0.1037

NEGATIVE BENDING MOMENT FOR STRIP NO. 2 SUPPORTE NO

NEGATIVE B.M

1 2 3

0.0 -0.4524 0.0

FIELD BENDING MOMENTS Span No.

MID-SPAN B.M.

MAX. B.M

1 2

0.0276 0.445

0.0779 0.464

MAX. -VE B.M. = 0.4524 MAX. +VE B.M. = 0.464087 MIN. STEEL RFTs. 3 AS = 5 Ø 10 “mild steel”

‫ﻋﻨﻮان ورﻗﻢ ﺗﻠﻴﻔﻮن اﻟﻤﻜﺘﺐ‬


‫ﺑﺎدج‬ ‫اﻟﻤﻜﺘﺐ‬

‫اﺳﻢ اﻟﻤﻜﺘﺐ‬

‫اﻟﺘﺼﻤﻴﻢ اﻹﻧﺸﺎﺋﻰ‬ ‫ﻣﻬﻨﺪس ‪ /‬ﻋﻤﺮو ﻋﺒﺪ اﻟﻤﻨﻌﻢ اﻟﺴﻴﺪ‬

‫اﻟﻬﻨﺪﺳﻰ‬

‫ﺛﺎﻧﻴــًﺎ ‪ :‬اﻟﻜﻤــﺮات‬ ‫ﺗﻮزﻳﻊ اﻷﺣﻤﺎل ﻋﻠﻰ اﻟﻜﻤﺮات ‪:‬‬ ‫ﺗﻢ ﺗﻮزﻳﻊ اﻷﺣﻤﺎل ﻋﻠﻰ اﻟﻜﻤﺮات ﺗﺒﻌًﺎ ﻟﻠﺸﻜﻞ اﻟﻤﻮﺿﺢ‬ ‫‪B‬‬

‫‪L‬‬

‫أﺣﻤﺎل اﻟﺤﻮاﺋﻂ ‪:‬‬

‫ﺑﻔﺮض أن اﻟﺤﻮاﺋﻂ ﻣﻦ اﻟﻄﻮب اﻟﻄﻔﻠﻰ اﻟﻤﻔﺮغ وآﺜﺎﻓﺘﻪ ﻣﻦ ‪ 1400‬اﻟﻰ ‪ 1600‬آﺠﻢ‪/‬م‪3‬‬ ‫اﻟﺸﻜﻞ اﻟﺘﺎﻟﻰ ﻳﻮﺿﺢ اﻟﻨﻈﺎم اﻹﻧﺸﺎﺋﻰ ﻟﻠﻜﻤﺮات ﻟﺴﻘﻒ اﻟﺪور اﻟﻤﺘﻜﺮر‬

‫‪Joints‬‬

‫ﻋﻨﻮان ورﻗﻢ ﺗﻠﻴﻔﻮن اﻟﻤﻜﺘﺐ‬


‫ﺑﺎدج‬ ‫اﻟﻤﻜﺘﺐ‬

‫اﺳﻢ اﻟﻤﻜﺘﺐ‬

‫اﻟﺘﺼﻤﻴﻢ اﻹﻧﺸﺎﺋﻰ‬ ‫ﻣﻬﻨﺪس ‪ /‬ﻋﻤﺮو ﻋﺒﺪ اﻟﻤﻨﻌﻢ اﻟﺴﻴﺪ‬

‫اﻟﻬﻨﺪﺳﻰ‬

‫‪178‬‬ ‫‪163‬‬ ‫‪165179‬‬ ‫‪166115‬‬ ‫‪114 177‬‬ ‫‪149‬‬ ‫‪154‬‬ ‫‪152‬‬ ‫‪156‬‬

‫‪175 160‬‬ ‫‪162‬‬ ‫‪161‬‬ ‫‪174‬‬ ‫‪176116158‬‬ ‫‪117‬‬ ‫‪130‬‬ ‫‪133‬‬ ‫‪132‬‬

‫‪157‬‬ ‫‪118‬‬

‫‪80‬‬ ‫‪81171173‬‬ ‫‪37 1721‬‬ ‫‪2‬‬ ‫‪73‬‬

‫‪131‬‬ ‫‪124‬‬

‫‪87‬‬

‫‪102103‬‬ ‫‪104‬‬

‫‪105‬‬

‫‪107113‬‬ ‫‪106‬‬ ‫‪111 185‬‬ ‫‪186‬‬ ‫‪112‬‬ ‫‪187‬‬ ‫‪108‬‬ ‫‪110‬‬ ‫‪109‬‬

‫‪98‬‬ ‫‪101‬‬

‫‪40‬‬

‫‪72 7170‬‬

‫‪3‬‬ ‫‪7‬‬

‫‪65 64‬‬ ‫‪66‬‬

‫‪6‬‬ ‫‪5‬‬ ‫‪35‬‬

‫‪32‬‬ ‫‪36‬‬

‫‪68‬‬

‫‪51‬‬ ‫‪197‬‬ ‫‪196‬‬ ‫‪53‬‬ ‫‪195‬‬ ‫‪52 43‬‬ ‫‪8‬‬

‫‪11‬‬

‫‪33‬‬ ‫‪1834 17‬‬ ‫‪20‬‬ ‫‪29 25‬‬ ‫‪190‬‬ ‫‪28‬‬ ‫‪27 191‬‬ ‫‪26‬‬

‫‪88‬‬

‫‪69‬‬ ‫‪67‬‬

‫‪47‬‬ ‫‪42‬‬ ‫‪54‬‬

‫‪50‬‬ ‫‪167‬‬ ‫‪48‬‬ ‫‪49‬‬

‫‪30‬‬ ‫‪31‬‬ ‫‪19‬‬

‫‪100 99 91‬‬ ‫‪89‬‬ ‫‪95‬‬ ‫‪97‬‬ ‫‪93‬‬ ‫‪94188‬‬ ‫‪18992‬‬ ‫‪96‬‬

‫‪60 41‬‬ ‫‪56‬‬ ‫‪61 59 44‬‬ ‫‪45‬‬ ‫‪46‬‬

‫‪63‬‬

‫‪90‬‬

‫‪86‬‬

‫‪79‬‬

‫‪4‬‬

‫‪129 135‬‬ ‫‪134 122‬‬ ‫‪151‬‬ ‫‪120‬‬ ‫‪153 150 155‬‬ ‫‪136‬‬ ‫‪137‬‬ ‫‪123‬‬ ‫‪180‬‬ ‫‪146 139181‬‬ ‫‪141‬‬ ‫‪138‬‬ ‫‪126‬‬ ‫‪125‬‬ ‫‪127119‬‬ ‫‪142144‬‬ ‫‪128‬‬ ‫‪145‬‬ ‫‪84‬‬ ‫‪184‬‬ ‫‪147‬‬ ‫‪183‬‬ ‫‪182‬‬ ‫‪140‬‬ ‫‪121‬‬ ‫‪143148‬‬ ‫‪83‬‬ ‫‪85‬‬

‫‪169 76‬‬ ‫‪77‬‬ ‫‪168‬‬ ‫‪17038 74‬‬ ‫‪75‬‬ ‫‪39‬‬ ‫‪57 55‬‬ ‫‪62‬‬ ‫‪58‬‬

‫‪12‬‬

‫‪24‬‬ ‫‪13 9‬‬ ‫‪14‬‬ ‫‪23‬‬ ‫‪192‬‬ ‫‪193‬‬ ‫‪194‬‬ ‫‪16‬‬ ‫‪15‬‬ ‫‪10 22 21‬‬

‫‪Members‬‬ ‫‪Structure Data:‬‬ ‫‪Floor‬‬ ‫‪138‬‬ ‫‪197‬‬ ‫‪27.40‬‬ ‫‪22.30‬‬

‫ﻋﻨﻮان ورﻗﻢ ﺗﻠﻴﻔﻮن اﻟﻤﻜﺘﺐ‬

‫‪1- Structure type:‬‬ ‫‪2- Total No. of joints :‬‬ ‫‪3- Total No. of Members :‬‬ ‫‪4- x-max :‬‬ ‫‪5- z-max :‬‬


‫اﺳﻢ اﻟﻤﻜﺘﺐ‬

‫ﺑﺎدج‬ ‫اﻟﻤﻜﺘﺐ‬

‫‪1.12‬‬ ‫‪2.43 -1.71‬‬ ‫‪-1.62-1.44 1.75‬‬ ‫‪-1.88‬‬ ‫‪-3.08‬‬ ‫‪1.16 -0.43‬‬ ‫‪-2.79‬‬ ‫‪-0.01‬‬ ‫‪-0.02‬‬ ‫‪1.44 -0.86‬‬ ‫‪5.98‬‬ ‫‪5.95 -5.74 7 2.18‬‬ ‫‪-1.2‬‬ ‫‪1.28‬‬ ‫‪-3.15‬‬ ‫‪2.02‬‬ ‫‪-1.62‬‬ ‫‪-0.61‬‬ ‫‪-2.18‬‬ ‫‪2.2‬‬ ‫‪0‬‬ ‫‪.14‬‬ ‫‪-1.23‬‬ ‫‪0.37‬‬ ‫‪-8.26‬‬ ‫‪2.46‬‬ ‫‪-5.12‬‬ ‫‪-2.4‬‬ ‫‪-5.39‬‬ ‫‪0.68‬‬ ‫‪-5.16‬‬ ‫‪0.14‬‬ ‫‪-4.44‬‬ ‫‪0.14‬‬ ‫‪-1.57 -4.23‬‬ ‫‪-0.61‬‬ ‫‪0.16‬‬ ‫‪-4.22 2.5‬‬ ‫‪-0.64‬‬ ‫‪0.41‬‬ ‫‪-0.650.35‬‬ ‫‪1.79‬‬ ‫‪-1.2‬‬ ‫‪-1.23 -3.46‬‬ ‫‪2.05‬‬ ‫‪5.87‬‬ ‫‪-0.8 -1.06‬‬ ‫‪-1.21 5.4‬‬ ‫‪-4.64‬‬ ‫‪-1.57‬‬ ‫‪-2.92‬‬ ‫‪2.46‬‬ ‫‪-1.62‬‬ ‫‪3.23‬‬ ‫‪-0.86‬‬ ‫‪1.19‬‬ ‫‪-2.1‬‬ ‫‪1.16‬‬ ‫‪-1.41‬‬ ‫‪-3.07‬‬ ‫‪-6.89‬‬ ‫‪-0.12‬‬ ‫‪-2.91‬‬ ‫‪-4.33‬‬ ‫‪-4.23 2.5‬‬ ‫‪2.69‬‬ ‫‪2.42 -0.43‬‬ ‫‪2.43‬‬ ‫‪-3.33 -4.3‬‬ ‫‪2.46 -1.41‬‬ ‫‪0.28‬‬ ‫‪2‬‬ ‫‪1.08‬‬ ‫‪1.12-0.89‬‬ ‫‪5.98 -4.22‬‬ ‫‪-2.61‬‬ ‫‪2.36‬‬ ‫‪0.83‬‬ ‫‪-1.18‬‬ ‫‪-0.96‬‬ ‫‪-4.640.4‬‬ ‫‪0.73‬‬ ‫‪0.25‬‬ ‫‪-1.77‬‬ ‫‪-1.71‬‬ ‫‪2.2‬‬ ‫‪-0.12‬‬ ‫‪-0.28‬‬ ‫‪-2.09‬‬ ‫‪2.89‬‬ ‫‪2.85‬‬ ‫‪0.96‬‬ ‫‪-0.8‬‬ ‫‪-2.14‬‬ ‫‪-1.62‬‬ ‫‪-1.88‬‬ ‫‪1.1‬‬ ‫‪-0.84‬‬ ‫‪-0.2‬‬ ‫‪-1.25‬‬ ‫‪2.36‬‬ ‫‪-0.851.19‬‬ ‫‪7.06‬‬ ‫‪-1.06‬‬ ‫‪0.58‬‬ ‫‪0.42‬‬ ‫‪-1.99‬‬ ‫‪-1.44‬‬ ‫‪-5.39‬‬ ‫‪2.07‬‬ ‫‪-4.64‬‬ ‫‪0.73-0.2-1.72‬‬ ‫‪1.75‬‬ ‫‪-1.21‬‬ ‫‪-0.17‬‬ ‫‪5.4‬‬ ‫‪0‬‬ ‫‪5.94‬‬ ‫‪5.98-4.61‬‬ ‫‪-4.83‬‬ ‫‪-0.35‬‬ ‫‪-1.2 -3.08 -5.74 -0.15 2.18‬‬ ‫‪7.18‬‬ ‫‪0.15‬‬ ‫‪7.07‬‬ ‫‪-2.92‬‬ ‫‪3.23‬‬ ‫‪0.84‬‬ ‫‪2.11‬‬ ‫‪-1.18‬‬ ‫‪0.9‬‬ ‫‪-1.02‬‬ ‫‪1.21‬‬ ‫‪-1.07‬‬ ‫‪1.28‬‬ ‫‪0.06‬‬ ‫‪-1.1‬‬ ‫‪-0.432.01‬‬ ‫‪-2.91‬‬ ‫‪7.18‬‬ ‫‪2.37‬‬ ‫‪2.34‬‬ ‫‪-2.18‬‬ ‫‪7.26‬‬ ‫‪7.35‬‬ ‫‪1.09‬‬ ‫‪-8.26-5.19‬‬ ‫‪-2.570.4 0.46‬‬ ‫‪0.33‬‬ ‫‪-2.4 -0.59‬‬ ‫‪-2.79‬‬ ‫‪-2.05 -2.58‬‬ ‫‪-5.45‬‬ ‫‪1.84 0.37 -3.33‬‬ ‫‪-1.06‬‬ ‫‪0.65‬‬ ‫‪1.13‬‬ ‫‪2.85‬‬ ‫‪2.34‬‬ ‫‪-0.59‬‬ ‫‪2.37 -6.99‬‬ ‫‪-0.3‬‬ ‫‪-2.142.89‬‬ ‫‪-4.43‬‬ ‫‪-1.870.83 -2.11‬‬ ‫‪0.13‬‬ ‫‪0-1.3‬‬ ‫‪-2.1‬‬ ‫‪0.95‬‬ ‫‪0.29‬‬ ‫‪-3.13-5.19‬‬ ‫‪0.75‬‬ ‫‪0.42‬‬ ‫‪0.83‬‬ ‫‪-6.99‬‬ ‫‪-4.33‬‬ ‫‪-4.3‬‬ ‫‪1.67‬‬ ‫‪-0.15‬‬ ‫‪-1.23 1.81‬‬ ‫‪1.17‬‬ ‫‪5.98‬‬ ‫‪2.04‬‬ ‫‪-2.610.17‬‬ ‫‪-5.74‬‬ ‫‪-1.23‬‬ ‫‪-1.45‬‬ ‫‪-2.05‬‬ ‫‪1.71‬‬ ‫‪-3.09‬‬ ‫‪-2.28‬‬ ‫‪2.11‬‬ ‫‪-1.21‬‬ ‫‪-2.1‬‬ ‫‪-2.24‬‬ ‫‪7.35‬‬ ‫‪7.26‬‬ ‫‪-1.1‬‬ ‫‪-2.58‬‬ ‫‪-2.57‬‬ ‫‪-1.29‬‬ ‫‪0.28‬‬ ‫‪0.13 -1.77‬‬ ‫‪-5.21‬‬ ‫‪-3.56‬‬ ‫‪-5.27 -8.31‬‬ ‫‪0-1.62 -3.55‬‬ ‫‪-0.67‬‬ ‫‪-4.64 -4.83‬‬ ‫‪-5.21‬‬ ‫‪-1.05‬‬ ‫‪-1.22‬‬ ‫‪-0.85‬‬ ‫‪-2.82‬‬ ‫‪1.67‬‬ ‫‪-2.25‬‬ ‫‪-1.22‬‬ ‫‪-5.87‬‬ ‫‪-5.82‬‬ ‫‪-3.6‬‬ ‫‪1.19‬‬ ‫‪1.15‬‬ ‫‪-1.29‬‬ ‫‪1.17‬‬ ‫‪-0.13‬‬ ‫‪-1.64‬‬ ‫‪-0.15‬‬ ‫‪-1.07‬‬ ‫‪-2.28‬‬ ‫‪-0.67‬‬ ‫‪-3.56‬‬ ‫‪-0.43-5.45‬‬ ‫‪2.01‬‬ ‫‪-5.27 -5.21‬‬ ‫‪1.09‬‬ ‫‪0.83‬‬ ‫‪-5.87‬‬ ‫‪-3.6‬‬ ‫‪-5.74-3.09‬‬ ‫‪2.04‬‬ ‫‪-8.31‬‬ ‫‪1.71‬‬ ‫‪-1.65‬‬ ‫‪-2.82‬‬

‫ﻋﻨﻮان ورﻗﻢ ﺗﻠﻴﻔﻮن اﻟﻤﻜﺘﺐ‬

‫اﻟﺘﺼﻤﻴﻢ اﻹﻧﺸﺎﺋﻰ‬ ‫ﻣﻬ���ﺪس ‪ /‬ﻋﻤﺮو ﻋﺒﺪ اﻟﻤﻨﻌﻢ اﻟﺴﻴﺪ‬ ‫اﻟﻬﻨﺪﺳﻰ‬

‫واﻟﺸﻜﻞ اﻟﺘﺎﻟﻰ ﻳﻮﺿﺢ ﻧﺘﺎﺋﺞ ﻋﺰوم اﻹﻧﺤﻨﺎء ﻋﻠﻰ اﻟﻜﻤﺮات‬


‫ﺑﺎدج‬ ‫اﻟﻤﻜﺘﺐ‬

‫اﺳﻢ اﻟﻤﻜﺘﺐ‬

‫اﻟﺘﺼﻤﻴﻢ اﻹﻧﺸﺎﺋﻰ‬ ‫ﻣﻬﻨﺪس ‪ /‬ﻋﻤﺮو ﻋﺒﺪ اﻟﻤﻨﻌﻢ اﻟﺴﻴﺪ‬

‫اﻟﻬﻨﺪﺳﻰ‬ ‫ﺗﺼﻤﻴﻢ ﻗﻄﺎﻋﺎت اﻟﻜﻤﺮات‬ ‫‪2‬‬

‫ﺑﻔﺮض أن أﻗﺼﻰ إﺟﻬﺎد ﻣﺴﻤﻮح ﺑﻪ ﻓﻰ اﻟﺨﺮﺳﺎﻧﺔ اﻟﻤﺴﻠﺤﺔ هﻮ ‪ 90‬آﺠﻢ‪/‬ﺳﻢ‬ ‫‪ ،‬وأﻗﺼﻰ إﺟﻬﺎد ﻣﺴﻤﻮح ﺑﻪ ﻓﻰ ﺣﺪﻳﺪ اﻟﺘﺴﻠﻴﺢ هﻮ ‪ 1800‬آﺠﻢ ‪ /‬ﺳﻢ‪. 2‬‬ ‫اﻟﺠﺪول اﻟﺘﺎﻟﻰ ﻳﻮﺿﺢ أﻗﺼﻰ ﻋﺰم اﻧﺤﻨﺎء ﻳﺴﺘﻄﻴﻊ اﻟﻘﻄﺎع ﺗﺤﻤﻠﻪ‪:‬‬

‫ﻧﻤﻮذج‬

‫ﻗﻄﺎع‬

‫ك‪1‬‬

‫‪40 × 12‬‬ ‫‪40 × 12‬‬ ‫‪40 × 12‬‬ ‫‪50× 12‬‬ ‫‪50 × 12‬‬ ‫‪50 × 12‬‬ ‫‪60× 12‬‬ ‫‪60× 12‬‬ ‫‪60× 12‬‬ ‫‪60 × 12‬‬ ‫‪60 × 12‬‬ ‫‪60 × 12‬‬ ‫‪60 × 25‬‬ ‫‪60 × 25‬‬ ‫‪60 × 25‬‬ ‫‪60 × 25‬‬ ‫‪60 × 25‬‬ ‫‪60 × 25‬‬ ‫‪60 × 25‬‬ ‫‪70 × 25‬‬ ‫‪70 × 25‬‬ ‫‪70 × 25‬‬ ‫‪70 × 25‬‬ ‫‪70 × 25‬‬ ‫‪70 × 25‬‬ ‫‪70 × 25‬‬

‫ك‪2‬‬ ‫ك‪3‬‬ ‫ك‪4‬‬ ‫ك‪5‬‬ ‫ك‪6‬‬ ‫ك‪7‬‬ ‫ك‪8‬‬ ‫ك‪9‬‬ ‫ك‪10‬‬ ‫ك‪11‬‬ ‫ك‪12‬‬ ‫ك‪13‬‬ ‫ك‪14‬‬ ‫ك‪15‬‬ ‫ك‪16‬‬ ‫ك‪17‬‬ ‫ك‪18‬‬ ‫ك‪19‬‬ ‫ك‪20‬‬ ‫ك‪21‬‬ ‫ك‪22‬‬ ‫ك‪23‬‬ ‫ك‪24‬‬ ‫ك‪25‬‬ ‫ك‪26‬‬

‫ﺗﺴﻠﻴﺢ ﺳﻔﻠﻰ‬ ‫‪12 Φ 2‬‬ ‫‪12 Φ 4‬‬ ‫‪16Φ2 + 12Φ2‬‬ ‫‪12 Φ 2‬‬ ‫‪12 Φ 4‬‬ ‫‪16Φ2 + 12Φ2‬‬ ‫‪12 Φ 2‬‬ ‫‪12 Φ 4‬‬ ‫‪16Φ2 + 12Φ2‬‬ ‫‪16 Φ 4‬‬ ‫‪18Φ2 + 16Φ2‬‬ ‫‪18 Φ 4‬‬ ‫‪12 Φ 4‬‬ ‫‪16Φ2 + 12Φ2‬‬ ‫‪16 Φ 4‬‬ ‫‪18Φ2 + 16Φ2‬‬ ‫‪18 Φ 4‬‬ ‫‪22Φ2 + 18Φ2‬‬ ‫‪22 Φ 4‬‬ ‫‪12 Φ 4‬‬ ‫‪16Φ2 + 12Φ2‬‬ ‫‪16 Φ 4‬‬ ‫‪18Φ2 + 16Φ2‬‬ ‫‪18 Φ 4‬‬ ‫‪22Φ2 + 18Φ2‬‬ ‫‪22 Φ 4‬‬

‫ﻋﻨﻮان ورﻗﻢ ﺗﻠﻴﻔﻮن اﻟﻤﻜﺘﺐ‬

‫ﺗﺴﻠﻴﺢ ﻋﻠﻮى‬ ‫‪12 Φ 2‬‬ ‫‪12 Φ 2‬‬ ‫‪12 Φ 2‬‬ ‫‪12 Φ 2‬‬ ‫‪12 Φ 2‬‬ ‫‪12 Φ 2‬‬ ‫‪12 Φ 2‬‬ ‫‪12 Φ 2‬‬ ‫‪12 Φ 2‬‬ ‫‪12 Φ 2‬‬ ‫‪12 Φ 2‬‬ ‫‪12 Φ 2‬‬ ‫‪12 Φ 2‬‬ ‫‪12 Φ 2‬‬ ‫‪12 Φ 2‬‬ ‫‪12 Φ 2‬‬ ‫‪12 Φ 2‬‬ ‫‪12 Φ 4‬‬ ‫‪12 Φ 4‬‬ ‫‪12 Φ 2‬‬ ‫‪12 Φ 2‬‬ ‫‪12 Φ 2‬‬ ‫‪12 Φ 2‬‬ ‫‪12 Φ 2‬‬ ‫‪12 Φ 4‬‬ ‫‪12 Φ 4‬‬

‫ﻋﺰم اﻹﻧﺤﻨﺎء‬ ‫‪1.38‬‬ ‫‪2.70‬‬ ‫‪3.65‬‬ ‫‪1.775‬‬ ‫‪3.45‬‬ ‫‪4.71‬‬ ‫‪2.165‬‬ ‫‪4.21‬‬ ‫‪5.76‬‬ ‫‪7.27‬‬ ‫‪8.04‬‬ ‫‪9.07‬‬ ‫‪4.29‬‬ ‫‪5.88‬‬ ‫‪7.47‬‬ ‫‪8.38‬‬ ‫‪9.31‬‬ ‫‪11.54‬‬ ‫‪13.81‬‬ ‫‪5.07‬‬ ‫‪6.95‬‬ ‫‪8.80‬‬ ‫‪9.92‬‬ ‫‪11.02‬‬ ‫‪13.64‬‬ ‫‪16.33‬‬


‫ﺑﺎدج‬ ‫اﻟﻤﻜﺘﺐ‬

‫اﺳﻢ اﻟﻤﻜﺘﺐ‬

‫اﻟﺘﺼﻤﻴﻢ اﻹﻧﺸﺎﺋﻰ‬ ‫ﻣﻬﻨﺪس ‪ /‬ﻋﻤﺮو ﻋﺒﺪ اﻟﻤﻨﻌﻢ اﻟﺴﻴﺪ‬

‫اﻟﻬﻨﺪﺳﻰ‬

‫ﺗﺼﻤﻴﻢ اﻷﻋﻤﺪة‬ ‫ﺗﻢ ﺗﺼﻤﻴﻢ اﻷﻋﻤﺪة ﺗﺒﻌ ًﺎ ﻟﻠﻤﻌﺎدﻟﺔ اﻵﺗﻴﺔ‪-:‬‬

‫‪2‬‬

‫‪P = AC (FCo + 0.44 Fy . μ ) and Fy = 3600 kg/cm . FCo = 60.0 kg/cm2.‬‬

‫واﻟﺠﺪول اﻟﺘﺎﻟﻰ ﻳﻮﺿﺢ أﻗﺼﻰ ﺣﻤﻞ ﺑﺘﺤﻤﻠﻪ اﻟﻌﻤﻮد ﺑﺎﻟﻘﻄﺎع واﻟﺘﺴﻠﻴﺢ اﻟﻤﻮﺿﺢ‪-:‬‬ ‫& ‪No.‬‬ ‫‪Diam‬‬ ‫‪8 Φ 12‬‬ ‫‪6 Φ 16‬‬ ‫‪6 Φ 16‬‬ ‫‪6 Φ 16‬‬ ‫‪6 Φ 16‬‬ ‫‪6 Φ 16‬‬ ‫‪6 Φ 16‬‬ ‫‪8 Φ 16‬‬ ‫‪6 Φ 16‬‬ ‫‪8 Φ 16‬‬ ‫‪8 Φ 16‬‬ ‫‪10 Φ 16‬‬ ‫‪8 Φ 16‬‬ ‫‪10 Φ 16‬‬ ‫‪8 Φ 16‬‬ ‫‪10 Φ 16‬‬ ‫‪10 Φ 16‬‬ ‫‪12 Φ 16‬‬ ‫‪10 Φ 16‬‬ ‫‪12 Φ 16‬‬ ‫‪12 Φ 16‬‬ ‫‪12 Φ 16‬‬ ‫‪14 Φ 16‬‬ ‫‪14 Φ 16‬‬ ‫‪16 Φ 16‬‬ ‫‪16 Φ 16‬‬ ‫‪16 Φ 16‬‬ ‫‪18 Φ 16‬‬ ‫‪18 Φ 16‬‬

‫‪As‬‬ ‫‪Cm2‬‬ ‫‪7.20‬‬ ‫‪9.0‬‬ ‫‪8.40‬‬ ‫‪10.50‬‬ ‫‪9.60‬‬ ‫‪12.0‬‬ ‫‪10.80‬‬ ‫‪13.50‬‬ ‫‪12.0‬‬ ‫‪15.0‬‬ ‫‪13.20‬‬ ‫‪16.50‬‬ ‫‪14.40‬‬ ‫‪18.00‬‬ ‫‪15.60‬‬ ‫‪19.50‬‬ ‫‪16.80‬‬ ‫‪21.00‬‬ ‫‪18.0‬‬ ‫‪22.50‬‬ ‫‪22.50‬‬ ‫‪24.0‬‬ ‫‪25.5‬‬ ‫‪27.0‬‬ ‫‪28.5‬‬ ‫‪30.0‬‬ ‫‪30.0‬‬ ‫‪33.0‬‬ ‫‪36.0‬‬

‫‪U%‬‬ ‫‪As/B.L‬‬

‫‪0.80‬‬ ‫‪1.0‬‬ ‫‪0.80‬‬ ‫‪1.0‬‬ ‫‪0.80‬‬ ‫‪1.0‬‬ ‫‪0.80‬‬ ‫‪1.0‬‬ ‫‪0.80‬‬ ‫‪1.0‬‬ ‫‪0.80‬‬ ‫‪1.0‬‬ ‫‪0.80‬‬ ‫‪1.0‬‬ ‫‪0.80‬‬ ‫‪1.0‬‬ ‫‪0.80‬‬ ‫‪1.0‬‬ ‫‪0.80‬‬ ‫‪1.0‬‬ ‫‪1.0‬‬ ‫‪1.0‬‬ ‫‪1.0‬‬ ‫‪1.0‬‬ ‫‪1.0‬‬ ‫‪1.0‬‬ ‫‪1.0‬‬ ‫‪1.0‬‬ ‫‪1.0‬‬

‫)‪Length (L‬‬ ‫‪Cm‬‬ ‫‪30‬‬ ‫‪30‬‬ ‫‪35‬‬ ‫‪35‬‬ ‫‪40‬‬ ‫‪40‬‬ ‫‪45‬‬ ‫‪45‬‬ ‫‪50‬‬ ‫‪50‬‬ ‫‪55‬‬ ‫‪55‬‬ ‫‪60‬‬ ‫‪60‬‬ ‫‪65‬‬ ‫‪65‬‬ ‫‪70‬‬ ‫‪70‬‬ ‫‪75‬‬ ‫‪75‬‬ ‫‪75‬‬ ‫‪80‬‬ ‫‪85‬‬ ‫‪90‬‬ ‫‪95‬‬ ‫‪100‬‬ ‫‪100‬‬ ‫‪110‬‬ ‫‪120‬‬

‫ﻋﻨﻮان ورﻗﻢ ﺗﻠﻴﻔﻮن اﻟﻤﻜﺘﺐ‬

‫)‪Breadth (B‬‬ ‫‪Cm‬‬ ‫‪30‬‬ ‫‪30‬‬ ‫‪30‬‬ ‫‪30‬‬ ‫‪30‬‬ ‫‪30‬‬ ‫‪30‬‬ ‫‪30‬‬ ‫‪30‬‬ ‫‪30‬‬ ‫‪30‬‬ ‫‪30‬‬ ‫‪30‬‬ ‫‪30‬‬ ‫‪30‬‬ ‫‪30‬‬ ‫‪30‬‬ ‫‪30‬‬ ‫‪30‬‬ ‫‪30‬‬ ‫‪30‬‬ ‫‪30‬‬ ‫‪30‬‬ ‫‪30‬‬ ‫‪30‬‬ ‫‪30‬‬ ‫‪30‬‬ ‫‪30‬‬ ‫‪30‬‬

‫‪Col. Load‬‬

‫‪Tons‬‬ ‫‪60‬‬ ‫‪70‬‬ ‫‪80‬‬ ‫‪90‬‬ ‫‪100‬‬ ‫‪110‬‬ ‫‪120‬‬ ‫‪130‬‬ ‫‪140‬‬ ‫‪150‬‬ ‫‪160‬‬ ‫‪170‬‬ ‫‪180‬‬ ‫‪190‬‬ ‫‪200‬‬ ‫‪210‬‬ ‫‪220‬‬ ‫‪240‬‬ ‫‪260‬‬


‫ﺑﺎدج‬ ‫اﻟﻤﻜﺘﺐ‬

‫اﺳﻢ اﻟﻤﻜﺘﺐ‬

‫اﻟﺘﺼﻤﻴﻢ اﻹﻧﺸﺎﺋﻰ‬ ‫ﻣﻬﻨﺪس ‪ /‬ﻋﻤﺮو ﻋﺒﺪ اﻟﻤﻨﻌﻢ اﻟﺴﻴﺪ‬

‫اﻟﻬﻨﺪﺳﻰ‬

‫اﻟﺠﺪول اﻟﺘﺎﻟﻰ ﻳﻮﺿﺢ ردود اﻷﻓﻌﺎل ﻋﻠﻰ اﻷﻋﻤﺪة‬ ‫‪Total‬‬ ‫‪Reaction‬‬ ‫)‪(Tons‬‬ ‫‪50‬‬ ‫‪95‬‬ ‫‪80‬‬ ‫‪80‬‬ ‫‪75‬‬ ‫‪65‬‬ ‫‪90‬‬ ‫‪45‬‬ ‫‪70‬‬ ‫‪105‬‬ ‫‪25‬‬ ‫‪25‬‬ ‫‪80‬‬ ‫‪70‬‬ ‫‪70‬‬ ‫‪70‬‬ ‫‪90‬‬ ‫‪100‬‬ ‫‪95‬‬ ‫‪75‬‬ ‫‪25‬‬ ‫‪65‬‬ ‫‪65‬‬ ‫‪40‬‬

‫‪Reaction of‬‬ ‫‪one floor‬‬ ‫)‪(Tons‬‬ ‫‪8.25‬‬ ‫‪17.53‬‬ ‫‪13.88‬‬ ‫‪13.89‬‬ ‫‪12.74‬‬ ‫‪10.78‬‬ ‫‪15.89‬‬ ‫‪6.63‬‬ ‫‪12.13‬‬ ‫‪19.18‬‬ ‫‪3.27‬‬ ‫‪3.15‬‬ ‫‪13.93‬‬ ‫‪12.17‬‬ ‫‪11.76‬‬ ‫‪11.13‬‬ ‫‪16.48‬‬ ‫‪18.41‬‬ ‫‪17.51‬‬ ‫‪13.02‬‬ ‫‪3.09‬‬ ‫‪11.5‬‬ ‫‪11.11‬‬ ‫‪6.45‬‬

‫‪Joint‬‬ ‫‪No.‬‬ ‫‪59‬‬ ‫‪62‬‬ ‫‪69‬‬ ‫‪71‬‬ ‫‪72‬‬ ‫‪73‬‬ ‫‪76‬‬ ‫‪77‬‬ ‫‪78‬‬ ‫‪81‬‬ ‫‪86‬‬ ‫‪88‬‬ ‫‪89‬‬ ‫‪95‬‬ ‫‪99‬‬ ‫‪101‬‬ ‫‪102‬‬ ‫‪106‬‬ ‫‪109‬‬ ‫‪110‬‬ ‫‪116‬‬ ‫‪120‬‬ ‫‪123‬‬ ‫‪124‬‬

‫‪Total‬‬ ‫‪Reaction‬‬ ‫)‪(Tons‬‬ ‫‪70‬‬ ‫‪77‬‬ ‫‪73‬‬ ‫‪105‬‬ ‫‪100‬‬ ‫‪100‬‬ ‫‪77‬‬ ‫‪71‬‬ ‫‪61‬‬ ‫‪77‬‬ ‫‪87‬‬ ‫‪103‬‬ ‫‪68‬‬ ‫‪41‬‬ ‫‪25‬‬ ‫‪25‬‬ ‫‪71‬‬ ‫‪80‬‬ ‫‪55‬‬ ‫‪90‬‬ ‫‪65‬‬ ‫‪100‬‬ ‫‪25‬‬ ‫‪45‬‬

‫ﻋﻨﻮان ورﻗﻢ ﺗﻠﻴﻔﻮن اﻟﻤﻜﺘﺐ‬

‫‪Reaction of‬‬ ‫‪one floor‬‬ ‫)‪(Tons‬‬ ‫‪12.74‬‬ ‫‪13.89‬‬ ‫‪13.12‬‬ ‫‪19.32‬‬ ‫‪18.62‬‬ ‫‪18.62‬‬ ‫‪13.89‬‬ ‫‪12.75‬‬ ‫‪10.78‬‬ ‫‪13.93‬‬ ‫‪15.89‬‬ ‫‪19.19‬‬ ‫‪12.13‬‬ ‫‪6.64‬‬ ‫‪3.25‬‬ ‫‪3.14‬‬ ‫‪12.63‬‬ ‫‪14.63‬‬ ‫‪8.85‬‬ ‫‪16.36‬‬ ‫‪11.45‬‬ ‫‪18.27‬‬ ‫‪2.82‬‬ ‫‪6.76‬‬

‫‪Joint‬‬ ‫‪No.‬‬ ‫‪2‬‬ ‫‪5‬‬ ‫‪7‬‬ ‫‪8‬‬ ‫‪9‬‬ ‫‪10‬‬ ‫‪11‬‬ ‫‪13‬‬ ‫‪14‬‬ ‫‪15‬‬ ‫‪19‬‬ ‫‪25‬‬ ‫‪28‬‬ ‫‪29‬‬ ‫‪33‬‬ ‫‪35‬‬ ‫‪36‬‬ ‫‪37‬‬ ‫‪41‬‬ ‫‪42‬‬ ‫‪44‬‬ ‫‪47‬‬ ‫‪54‬‬ ‫‪58‬‬


‫ﺑﺎدج‬ ‫اﻟﻤﻜﺘﺐ‬

‫اﺳﻢ اﻟﻤﻜﺘﺐ‬

‫اﻟﺘﺼﻤﻴﻢ اﻹﻧﺸﺎﺋﻰ‬ ‫ﻣﻬﻨﺪس ‪ /‬ﻋﻤﺮو ﻋﺒﺪ اﻟﻤﻨﻌﻢ اﻟﺴﻴﺪ‬

‫اﻟﻬﻨﺪﺳﻰ‬

‫ﺗﺼﻤﻴﻢ اﻷﺳﺎﺳـــﺎت‬ ‫ﺗﺒﻌ ًﺎ ﻟﺘﻮﺻﻴﺎت ﺗﻘﺮﻳﺮ اﻟﺘﺮﺑﺔ واﻷﺳﺎﺳﺎت ﻳﺘﻢ اﻻﻟﺘﺰام ﺑﺎﻵﺗﻰ‪-:‬‬ ‫‪ -1‬ﻋﻤﻖ اﻟﺘﺄﺳﻴﺲ –‪ 1.50‬ﻣﺘﺮ ﻣﻦ ﻣﻨﺴﻮب اﻷرض اﻟﻄﺒﻴﻌﻴﺔ ﺑﺎﻟﻤﻮﻗﻊ‬ ‫‪ -2‬ﻳﺘﻢ ﺣﻔﺮ آﺎﻣﻞ ﻣﺴﻄﺢ اﻟﻤﻮﻗﻊ ‪ ،‬ﺛﻢ ﻳﺘﻢ ﻏﻤﺮ اﻟﺘﺮﺑﺔ ﻋﻨﺪ ﻣﻨﺴﻮب اﻟﺘﺄﺳﻴﺲ ﺑﺎﻟﻤﺎء وﺗﺪﻣﻚ ﺟﻴﺪًا‬ ‫‪ -3‬ﻳﺘﻢ اﻟﺘﺄﺳﻴﺲ ﺑﺎﺳﺘﺨﺪام ﻗﻮاﻋﺪ ﻣﻨﻔﺼﻠﺔ ﻣﻦ اﻟﺨﺮﺳﺎﻧﺔ اﻟﻌﺎدﻳﺔ‪ ،‬واﻟﻤﺴﻠﺤﺔ ﺗﺮﺗﺒﻂ ﻓﻴﻤﺎ ﺑﻴﻨﻬﺎ‬ ‫ﺑﺎﺳﺘﺨﺪام ﻣﻴﺪات ﺑﻘﻄﺎع ‪ 60 × 25‬ﺳﻢ ﻓﻰ ﻧﻔﺲ ﻣﻨﺴﻮب اﻟﻘﻮاﻋﺪ اﻟﻤﺴﻠﺤﺔ‪.‬‬ ‫‪ -4‬ﺳﻤﻚ اﻟﻘﻮاﻋﺪ اﻟﻌﺎدﻳﺔ ‪ 40‬ﺳﻢ ورﻓﺮﻓﺔ ‪ 40‬ﺳﻢ ﻋﻦ اﻟﻘﻮاﻋﺪ اﻟﻤﺴﻠﺤﺔ‪.‬‬ ‫‪ -5‬اﻟﺠﻬﺪ اﻟﺼﺎﻓﻰ اﻟﻤﺴﻤﻮح ﺑﻪ ﻋﻨﺪ ﻣﻨﺴﻮب اﻟﺘﺄﺳﻴﺲ ﻻ ﻳﺘﺠﺎوز ‪ 1.75‬آﺠﻢ ‪/‬ﺳﻢ‪.2‬‬ ‫‪FOUNDATION NO. 1‬‬ ‫‪80‬‬ ‫‪70 x 30‬‬

‫= ‪COLUMN LOAD IN TONs‬‬ ‫‪COLUMN DIMENSIONS IN CMs.‬‬ ‫‪COLUMN RFTs NO. & DIAM.‬‬

‫‪245 x 205 x 40‬‬ ‫‪2.009 m3‬‬

‫= ‪P.C. FOOTING DIMS‬‬ ‫= ‪VOLUME OF P.C. FOOTING‬‬

‫‪165 X 125 X 50‬‬ ‫‪1.03125 m3‬‬

‫= ‪R.C. FOOTING DIMS‬‬ ‫= ‪VOLUME OF R.C. FOOTING‬‬

‫‪8 Ф 16‬‬ ‫‪10 Ф 16‬‬

‫= ‪Rfts. FOR SHORT DIRECTION‬‬ ‫= ‪Rfts. FOR LONG DIRECTION‬‬

‫‪69.56949 Kg‬‬

‫= ‪WEIGHT OF STEEL Rfts.‬‬

‫ﻋﻨﻮان ورﻗﻢ ﺗﻠﻴﻔﻮن اﻟﻤﻜﺘﺐ‬


‫اﻟﺘﺼﻤﻴﻢ اﻹﻧﺸﺎﺋﻰ‬ ‫ ﻋﻤﺮو ﻋﺒﺪ اﻟﻤﻨﻌﻢ اﻟﺴﻴﺪ‬/ ‫ﻣﻬﻨﺪس‬

‫ﺑﺎدج‬ ‫اﻟﻤﻜﺘﺐ‬

‫اﺳﻢ اﻟﻤﻜﺘﺐ‬ ‫اﻟﻬﻨﺪﺳﻰ‬

FOUNDATION NO. 2 COLUMN LOAD IN TONs = COLUMN DIMENSIONS IN CMs. COLUMN RFTs NO. & DIAM.

90 60 x 30

P.C. FOOTING DIMS = VOLUME OF P.C. FOOTING =

255 x 225 x 40 2.295 m3

R.C. FOOTING DIMS = VOLUME OF R.C. FOOTING =

175 x 145 x 50 1.26875 m3

Rfts. FOR SHORT DIRECTION = Rfts. FOR LONG DIRECTION =

9 Ф 16 11 Ф 16

WEIGHT OF STEEL Rfts. =

82.26441 Kg

‫ﻋﻨﻮان ورﻗﻢ ﺗﻠﻴﻔﻮن اﻟﻤﻜﺘﺐ‬


‫ﺑﺎدج‬ ‫اﻟﻤﻜﺘﺐ‬

‫اﻟﺘﺼﻤﻴﻢ اﻹﻧﺸﺎﺋﻰ‬ ‫ ﻋﻤﺮو ﻋﺒﺪ اﻟﻤﻨﻌﻢ اﻟﺴﻴﺪ‬/ ‫ﻣﻬﻨﺪس‬

‫اﺳﻢ اﻟﻤﻜﺘﺐ‬ ‫اﻟﻬﻨﺪﺳﻰ‬

Combined footing: SHEARING FORCES Column No. 1 2

Left Shear -52.73 -47.26

Right Shear 47.26 52.73

VE BENDING MOMENTS ( UNDER THE COLs) Column No. 1 2

-Ve. B.M. -35.59 -35.59

FIELD MOMENTS ( BETWEEN THE COLs) SPAN NO. 1 POSITION OF MAX. +VE B.M. = 1.21 MAX. +VE B.M. =-7 LENGTH UNIT (M) ... STRESS UNIT (TONs / /M2) X OF LOADS ................................. Y OF LOADS ................................. LENGTH OF THE P.C. FOOTING ................. BREADTH OF THE P.C. FOOTING ................ TOTAL STRESS UNDER P.C. FOOTING ............ RIGHT EXTENSION (P.C.) ..................... LEFT EXTENSION (P.C.) ..................... RIGHT EXTENSION (R.C.) ..................... LEFT EXTENSION (R.C.) ..................... UPPER DISTANCE (P.C.) ..................... LOWER DISTANCE (P.C.) ..................... UPPER DISTANCE (R.C.) ..................... LOWER DISTANCE (R.C.) ..................... LENGTH OF R.C. FOOTING ..................... BREADTH OF R.C. FOOTING .................... CONTACT PRESSURE ...........................

= 1.56 = -9.000001E-02 = 6.12 = 2.4 = 14.97821 = 1.5 = 1.5 = 1 = 1 = 1.11 = 1.29 = 0.61 = 0.79 = 5.12 = 1.4 = 27.90178

‫ﻋﻨﻮان ورﻗﻢ ﺗﻠﻴﻔﻮن اﻟﻤﻜﺘﺐ‬


‫ﺑﺎدج‬ ‫اﻟﻤﻜﺘﺐ‬

‫اﻟﺘﺼﻤﻴﻢ اﻹﻧﺸﺎﺋﻰ‬ ‫ ﻋﻤﺮو ﻋﺒﺪ اﻟﻤﻨﻌﻢ اﻟﺴﻴﺪ‬/ ‫ﻣﻬﻨﺪس‬

‫اﺳﻢ اﻟﻤﻜﺘﺐ‬ ‫اﻟﻬﻨﺪﺳﻰ‬

redesign: LENGTH UNIT (M) ... STRESS UNIT (TONs./M2) X OF LOADS ................................. Y OF LOADS ................................. LENGTH OF THE P.C. FOOTING ................. BREADTH OF THE P.C. FOOTING ................ TOTAL STRESS UNDER P.C. FOOTING ............ RIGHT EXTENSION (P.C.) ..................... LEFT EXTENSION (P.C.) ..................... RIGHT EXTENSION (R.C.) ..................... LEFT EXTENSION (R.C.) ..................... UPPER DISTANCE (P.C.) ..................... LOWER DISTANCE (P.C.) ..................... UPPER DISTANCE (R.C.) ..................... LOWER DISTANCE (R.C.) ..................... LENGTH OF R.C. FOOTING ..................... BREADTH OF R.C. FOOTING .................... CONTACT PRESSURE ...........................

= 1.56 = -0.077 = 5.12 = 3 = 14.32292 = 1 = 1 = 0.5 = 0.5 = 1.423 = 1.577 = .923 = 1.077 = 4.12 = 2 = 24.27185

VE BENDING MOMENTS ( UNDER THE COLs) Column No. 1 2

-Ve. B.M. -17.53 -17.53

FIELD BENDING MOMENTS SPAN NO. |

1

POSITIVE B.M 17.99999

MAX -VE MOM =-17.53642

MAX +VE MOM = 17.99999

TOTAL DEPTH = 50 MIN. STEEL RFTs IN CM2 = 25 .STEEL RFTs FOR SECs UNDER COLs SEC. NO. 1 MOMENT IN M.TON =-17.53641 AREA OF STEEL IN CM2 = 25

13 Ф 16

‫ﻋﻨﻮان ورﻗﻢ ﺗﻠﻴﻔﻮن اﻟﻤﻜﺘﺐ‬


‫اﺳﻢ اﻟﻤﻜﺘﺐ‬

‫ﺑﺎدج‬ ‫اﻟﻤﻜﺘﺐ‬

‫اﻟﻬﻨﺪﺳﻰ‬

‫‪Hidden beam‬‬ ‫‪8 18‬‬

‫ﻋﻨﻮان ورﻗﻢ ﺗﻠﻴﻔﻮن اﻟﻤﻜﺘﺐ‬

‫اﻟﺘﺼﻤﻴﻢ اﻹﻧﺸﺎﺋﻰ‬ ‫ﻣﻬﻨﺪس ‪ /‬ﻋﻤﺮو ﻋﺒﺪ اﻟﻤﻨﻌﻢ اﻟﺴﻴﺪ‬


النوته الحسابيه لتصميم الخرسانية