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
Wα
Wβ
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
Wα
Wβ
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
Wα
Wβ
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 ﻣﻬﻨﺪس /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