‫النوتة الحسابية‬
‫الخاصة بتصميم برج سكنى تجارى‬
‫ملك‪................................./‬‬
‫‪Page 1 of 36‬‬
‫هذه النوته الح سابية تم رفعها لم ساعدة ال ساده المهند سين القائمين علي اعمال الم صالحات داخل‬
‫جمهورية مصر العربية‪.‬‬
‫المنشأأأأأأ اائم بال عل حيث امنا برفع االبعاد الخرسأأأأأأا ية ثم تم عمل النوته الحسأأأأأأابيه للنحق من‬
‫سالمنه‪.‬‬
‫وتبين ان المنش امن ولكن النصميم غير اانصادي‪.‬‬
‫يرجي العلم ان هذه النوته تصلح العمال المصالحات فقط ‪.‬‬
‫م طاهر محمد – تلي ون ‪01023857138‬‬
‫يمكنكم االطالع علي بر امج ‪ D-CAD‬للنصميم اال شائي من خالل هذا الرابط‪.‬‬
‫‪https://m.facebook.com/story.php?story_fbid=364513941594661&id=102557274456997‬‬
‫‪Page 2 of 36‬‬
‫مكونات المشروع‪:‬‬
‫برج سكني مكون من (بدروم ‪ +‬دور ارضي ‪ 6 +‬ادوار منكررة)‪.‬‬
‫وهو اائم بنظام الهياكل الخرسا ية المسلحة (بالطات وكمرات وحوائط وأعمدة ) واالساسات‬
‫عبارة عن لبشة من الخرسا ة الخرسا ة العادية بسمك ‪ 40‬سم تعلوها لبشة من الخرسا ة‬
‫المسلحة بسمك ‪ 120‬سم وبنسليح كما هو موضح بالرسم‪.‬‬
‫االعنبارات النصميمية‪:‬‬
‫تم عمل الدراسة ال نية والحسابات اإل شائية بناء على االسس واالشنراطات النالية ‪:‬‬
‫‪ -1‬تم اخذ االحمال الحية ‪ 500‬كجم‪/‬م‪ 2‬بالنسبة لسقف الدور البدروم (النجارى)‪.‬‬
‫‪ -2‬تم اخذ األحمال الحية ‪ 200‬كجم‪/‬م‪ 2‬بالنسبة للدوار السكنية‪.‬‬
‫‪ -3‬تم اخذ األحمال الحية ‪ 300‬كجم‪/‬م‪ 2‬بالنسبة للبلكو ات والمطابخ والحمامات والساللم‪.‬‬
‫‪ -4‬الحديد المسنخدم في النسليح الرئيسى هو حديد صلب عالي المقاومة رتبة (‪ )52/36‬وصلب‬
‫طرى املس رتبه ‪ 35/24‬للكا ات ‪.‬‬
‫‪ -5‬تمت الحسابات طبقا االعنبارات الكود المصري ‪.2018‬‬
‫‪ -6‬اسنخدام بر امج النحليل اال شائى ‪ETABS 2018‬‬
‫لحساب القوى الداخلية وردود‬
‫االفعال للكمرات واألسقف واالعمده وتم اسنخدام بر امج ‪ SAFE 2016‬في النحليل‬
‫اال شائي لالساسات‪.‬‬
‫‪ -7‬تم النصميم باسنخدام ‪.Ultimate methods‬‬
‫‪Page 3 of 36‬‬
Page 4 of 36
Egyptian code Seismic Loads Calculation
X-Direction
Direction and Eccentricity
Direction = Multiple
Eccentricity Ratio = 5% for all diaphragms
Structural Period
Period Calculation Method = User Specified
User Period
T = 0.65 sec
Factors and Coefficients
Country = Egypt
Design Ground Acceleration, ag
ag = 0.1g
Ground Type = C
Soil Factor, S
Constant Acceleration Period
Limit, TB
Constant Acceleration Period
Limit, TC
Constant Displacement Period
Limit, TD
S = 1.5
TB = 0.1 sec
TC = 0.25 sec
TD = 1.2 sec
Lower Bound Factor, β
β0 = 0.2
Behavior Factor, q
q=5
Seismic Response
2
3
T 2.5
+ (
TB q
2
− )] for T
3
≤ TB
Sd (T1 ) = ag S[
Spectral Response Acceleration,
Sd(T1)
2.5
forTB ≤ T
q
≤ TC
2.5 TC
= ag S
[ ]
q T
≥ βag forTC ≤ T ≤ TD
= ag S
Page 5 of 36
2.5 TC TD
[
]
q T2
≥ βag forTD ≤ T
= ag S
Equivalent Lateral Forces
Seismic Base Shear Coefficient Vcoeff = Sd (T1 )λ
Calculated Base Shear
Direction
Period Used
(sec)
W
(tonf)
Fb
(tonf)
X + Ecc. Y
0.65
886.52135
25.5727
X - Ecc. Y
0.65
886.52135
25.5727
Applied Story Forces
Page 6 of 36
Story
Elevation
X-Dir
Y-Dir
m
tonf
tonf
Story8
24
5.3461
0
Story7
21
5.0567
0
Story6
18
4.3343
0
Story5
15
3.6119
0
Story4
12
2.8895
0
Story3
9
2.1671
0
Story2
6
1.4448
0
Story1
3
0.7224
0
Base
0
0
0
Page 7 of 36
Y-Direction
Direction and Eccentricity
Direction = Multiple
Eccentricity Ratio = 5% for all diaphragms
Structural Period
Period Calculation Method = User Specified
User Period
T = 0.65 sec
Factors and Coefficients
Country = Egypt
Design Ground Acceleration, ag
ag = 0.1g
Ground Type = C
Soil Factor, S
Constant Acceleration Period
Limit, TB
Constant Acceleration Period
Limit, TC
Constant Displacement Period
Limit, TD
S = 1.5
TB = 0.1 sec
TC = 0.25 sec
TD = 1.2 sec
Lower Bound Factor, β
β0 = 0.2
Behavior Factor, q
q=5
Seismic Response
2
3
T 2.5
+ (
TB q
2
− )] for T
3
≤ TB
Sd (T1 ) = ag S[
Spectral Response Acceleration,
Sd(T1)
2.5
forTB ≤ T
q
≤ TC
2.5 TC
= ag S
[ ]
q T
≥ βag forTC ≤ T ≤ TD
2.5 TC TD
= ag S
[
]
q T2
≥ βag forTD ≤ T
= ag S
Equivalent Lateral Forces
Page 8 of 36
Seismic Base Shear Coefficient Vcoeff = Sd (T1 )λ
Calculated Base Shear
Direction
Period Used
(sec)
W
(tonf)
Fb
(tonf)
Y + Ecc. X
0.65
886.52135
25.5727
Y - Ecc. X
0.65
886.52135
25.5727
Applied Story Forces
Story
Elevation
X-Dir
Y-Dir
m
tonf
tonf
Story8
24
0
5.3461
Story7
21
0
5.0567
Story6
18
0
4.3343
Story5
15
0
3.6119
Story4
12
0
2.8895
Story3
9
0
2.1671
Story2
6
0
1.4448
Story1
3
0
0.7224
Base
0
0
0
Page 9 of 36
Egyptian code Wind Loads Calculation
Wind x
Lateral Forces
Story
Elevation
X-Dir
Y-Dir
m
tonf
tonf
Story8
24
1.86
0
Story7
21
3.72
0
Story6
18
3.05
0
Story5
15
3.05
0
Story4
12
3.05
0
Story3
9
3.05
0
Story2
6
2.65
0
Story1
3
2.39
0
Base
0
0
0
Page 10 of 36
22/09/2020
Wind y
Lateral Forces
Story
Elevation
X-Dir
Y-Dir
m
tonf
tonf
Story8
24
0
2.23
Story7
21
0
4.46
Story6
18
0
3.66
Story5
15
0
3.66
Story4
12
0
3.66
Story3
9
0
3.66
Story2
6
0
3.19
Story1
3
0
2.87
Base
0
0
0
Page 11 of 36
Columns number
12
Columns Sections
13
Design of columns
Column Design
Story
Label Section
Rebar
No./m
Rebar
size.
P
mm
tonf
M
Major
M
Minor
tonf-m
tonfm
D/C
ratio
check
Story1
C1
C25x60
14
16
76.31
-3.14
3.18
0.57 safe
Story1
C4
C25x60
14
16
76.11
-3.39
1.66
0.58 safe
Story1
C5
C25x60
14
16
82.17
3.23
1.64
0.63 safe
Story1
C6
C25x60
14
16
109.36
-4.04
-2.19
0.76 safe
Story1
C7
C25x60
14
16
111.25
-4.38
-2.22
0.79 safe
Story1
C8
C25x60
14
16
110.14
4.33
-2.20
0.79 safe
Story1
C9
C25x60
14
16
114.85
4.19
-2.30
0.79 safe
Story1
C10
C25x60
14
16
69.00
-3.92
2.02
0.59 safe
Story1
C11
C25x60
14
16
104.89
-4.07
2.21
0.74 safe
Story1
C12
C25x60
14
16
66.56
3.91
2.07
0.58 safe
Story1
C13
C25x60
14
16
74.76
3.50
2.60
0.59 safe
Story1
C14
C25x60
14
16
75.59
3.26
1.99
0.57 safe
Story1
C15
C25x60
14
16
67.97
2.93
2.13
0.51 safe
14
All columns are safe (no red columns)
15
Check of Drift
ds= 0.7 * R * V * Drift
R = 5 and V = 0.5
ds must not exceed 0.0075
Drift is safe.
Story Drifts
Story
Output Case
Direction
Drift
ds
check
m
Story8 sx
X
0.000695
0.001216 Safe
Story8 sx
X
0.000787
0.001377 Safe
Story8 sy
Y
0.000378
0.000662 Safe
Story8 sy
Y
0.000478
0.000837 Safe
Story7 sx
X
0.001134
0.001985 Safe
Story7 sx
X
0.001287
0.002252 Safe
Story7 sy
Y
0.00059
0.001033 Safe
Story7 sy
Y
0.000752
0.001316 Safe
Story6 sx
X
0.001528
0.002674 Safe
Story6 sx
X
0.001737
0.00304 Safe
Story6 sy
Y
0.000785
0.001374 Safe
Story6 sy
Y
0.001011
0.001769 Safe
Story5 sx
X
0.001851
0.003239 Safe
Story5 sx
X
0.002107
0.003687 Safe
Story5 sy
Y
0.000946
0.001656 Safe
Story5 sy
Y
0.001226
0.002146 Safe
Story4 sx
X
0.002099
0.003673 Safe
Story4 sx
X
0.002391
0.004184 Safe
Story4 sy
Y
0.001068
0.001869 Safe
Story4 sy
Y
0.001389
0.002431 Safe
Story3 sx
X
0.002267
0.003967 Safe
Story3 sx
X
0.002583
0.00452 Safe
Story3 sy
Y
0.001142
0.001999 Safe
Story3 sy
Y
0.001486
0.002601 Safe
16
Story2 sx
X
0.002318
0.004057 Safe
Story2 sx
X
0.002634
0.00461 Safe
Story2 sy
Y
0.001125
0.001969 Safe
Story2 sy
Y
0.001446
0.002531 Safe
Story1 sx
X
0.001697
0.00297 Safe
Story1 sx
X
0.001897
0.00332 Safe
Story1 sy
Y
0.000714
0.00125 Safe
Story1 sy
Y
0.000872
0.001526 Safe
17
Check of center of Mass and Rigidity
M-R must not exceed 15%
Centers Of Mass And Rigidity
Story
XCCM
YCCM
XCR
YCR
X-direction
m
m
m
m
M-R
check
Y-direction
M-R
check
Story8
5.64
5.40
6.14
6.48
4.70 Ok
12.54 Ok
Story7
5.65
5.42
6.13
6.48
4.61 Ok
12.34 Ok
Story6
5.65
5.42
6.13
6.48
4.57 Ok
12.30 Ok
Story5
5.65
5.42
6.12
6.48
4.51 Ok
12.31 Ok
Story4
5.65
5.43
6.11
6.49
4.39 Ok
12.40 Ok
Story3
5.65
5.43
6.09
6.51
4.16 Ok
12.59 Ok
Story2
5.65
5.43
6.04
6.55
3.67 Ok
13.08 Ok
Story1
5.65
5.45
5.92
6.73
2.59 Ok
14.88 Ok
18
Design of Raft
Check of bearing capacity for soil
By using SAFE software
Allowable bearing capacity = 22.5t/m2
The bearing capacity is safe
19
Check of punch for raft
Critical column are C11
P ultimate = 116 t.
Column dimensions 25 x 60 cm
Qp= 116 – 22.5 * (0.25+1.15/2)*(0.6+1.15)= 83.5 t.
Ap= [2*(25+115/2) + 2*(60+115)]*115=59225 cm2
qpu= 83.5*1000/59225*1.3=1.8 kg/cm2
Allowable punch =10* 0.316*(0.5+0.25/0.6)*(25/1.5)^(0.5)
= 11.8 kg /cm2 >>>>> safe
Check of moment for raft
Thickness of reinforcement concrete = 120 cm
Reinforcement = 7ф 16 mm /m
Ultimate moment of resistance = 53.4m.t.
Moments for raft are safe for raft as shown in the following figures
20
M 1-1 (raft) 7ф 16 mm /m
21
M 2-2 (raft) 7 ф 16 mm /m
22
Design of slabs
Design of solid slab at typical floor and ground floor and basement
floor
All slabs are safe
23
Design of beams at typical floor +ground floor
Moment for beams
24
Shear for beams
25
Beam no.
26
Beam no length
Depth
width
mi
mmax -ve
max -ve max -ve moment
moment moment in the
if the first if the end middle
third
third
third
thicknes
(t)
B1
B3
B6
B7
B9
B10
B11
B12
B13
B14
B15
B16
B17
B18
B19
B20
B21
B22
B23
B24
B25
B26
B27
B28
B29
B30
B31
0.18
2.714673
3.546409
3.395
3.395
3.24
2.923883
3.45
0.52
2.280088
2.615
2.28
2.615552
4.24
2.56826
2.290379
1.54
3.24
3.27
4.899999
3.94
2.020617
3.084013
1.890038
3.505715
0.52
3.45
0.6
0.6
0.6
0.6
0.6
0.6
0.6
0.6
0.6
0.6
0.6
0.6
0.6
0.6
0.6
0.6
0.6
0.6
0.6
0.6
0.6
0.6
0.6
0.6
0.6
0.6
0.6
mj
0.12
0.12
0.12
0.12
0.12
0.12
0.12
0.12
0.12
0.12
0.12
0.12
0.12
0.12
0.12
0.12
0.12
0.12
0.12
0.12
0.12
0.12
0.12
0.12
0.12
0.12
0.12
0
0
-0.00014
0
0
-2.8267
-1.33214
-0.10975
-0.44293
-1.37718
-0.51588
0
-1.04281
0
-0.16166
0
-0.02691
-0.11927
0
-2.59082
-0.857
-0.53752
0
-1.09901
-0.59006
-0.4523
-0.04718
0
-1.40037
0
0
-2.66088
-1.40332
0
-1.00939
-0.44293
-0.40077
0
-0.91663
0
-0.11552
0
0
0
-0.11943
-3.06319
0
-0.55901
0
-0.53115
-1.15148
0
-0.4523
0
0
-0.16461
0
0
0
-0.20699
0
0
-0.44293
-0.60205
0
-0.02022
0
0
0
0
0
0
-0.79302
0
0
-0.07899
0
-0.93827
0
-0.4523
0
27
m+
vi
vj
max +ve
moment
in whole
beam
max
shear for
1 m after
offset i
max
shear for max
1 m after shear in
offset j
middle
0.230938
0.796485
2.543967
2.309125
3.019236
0.602068
1.53686
2.021741
0
0.103887
1.203094
0.525997
0.603845
2.395757
1.424372
1.1301
0.352509
1.215224
0.646248
3.824938
0.712687
0.272422
2.052707
0
1.626566
0
2.466926
1.064985
1.137852
2.305703
2.362647
3.46467
4.198571
2.96952
3.230243
2.198625
2.141975
2.350891
0.870591
1.606022
2.115223
1.631421
1.59462
0.706626
1.388968
0.971815
4.191502
1.617479
1.423999
1.883193
0.705348
2.450593
2.181715
3.44955
1.064985
3.662608
2.419887
2.176245
5.47042
2.453573
2.17385
3.329611
2.198625
2.353819
1.375875
1.896181
0.580843
1.995658
1.998147
1.78851
0.929631
1.379637
2.926879
3.01049
1.390632
1.013124
2.641785
0.694019
1.643299
2.181715
2.266976
vm
0
2.043076
1.880526
1.553723
3.770325
2.186598
1.963445
1.967024
0
0.888194
1.576388
0.870591
0.92257
1.392717
1.200589
0.616601
0
1.041682
2.128196
3.314759
0.855078
0.415049
1.79333
0
1.33201
0
1.659174
B
B=
0.7*L/10+
b
0.1326
0.310027
0.368249
0.35765
0.35765
0.3468
0.324672
0.3615
0.1564
0.279606
0.30305
0.2796
0.303089
0.4168
0.299778
0.280327
0.2278
0.3468
0.3489
0.463
0.3958
0.261443
0.335881
0.252303
0.3654
0.1564
0.3615
Beam no c1 m i
c1 m j
c1 m -
c1 m +
c/d m i
c/d m j
c/d m -
c/d m + j m i
B1
B3
B6
B7
B9
B10
B11
B12
B13
B14
B15
B16
B17
B18
B19
B20
B21
B22
B23
B24
B25
B26
B27
B28
B29
B30
B31
1000
8.342839
1000
1000
6.052328
8.334069
1000
9.826655
14.83438
15.59503
1000
10.3119
1000
29.04762
1000
1000
1000
28.56823
5.640904
1000
13.2046
1000
13.54653
9.200411
1000
14.67985
1000
1000
24.33364
1000
1000
1000
21.70031
1000
1000
14.83438
12.72383
1000
69.42171
1000
1000
1000
1000
1000
1000
11.08649
1000
1000
35.12762
1000
10.19231
1000
14.67985
1000
21.59577
17.78099
10.84325
11.21632
9.809016
21.63026
13.09936
12.05136
1000
46.75596
14.30383
20.77887
20.19143
11.88741
13.07475
14.19445
22.9106
15.22496
20.94092
9.915694
21.23897
27.91982
11.52853
1000
13.50807
1000
10.9099
2.80E-06
2.80E-06
4.07E-06
2.80E-06
2.80E-06
0.083988
0.038855
0.003155
0.012784
0.040191
0.014902
2.80E-06
0.030311
2.80E-06
0.00465
2.80E-06
0.000773
0.00343
2.80E-06
0.076749
0.024855
0.015531
2.80E-06
0.031966
0.01706
0.013056
0.001355
2.80E-06
0.040879
2.80E-06
2.80E-06
0.078895
4.10E-02
2.80E-06
2.93E-02
0.012784
0.011561
2.80E-06
2.66E-02
2.80E-06
0.003321
2.80E-06
2.80E-06
2.80E-06
0.003434
0.09129
2.80E-06
0.016156
2.80E-06
0.015346
0.033513
2.80E-06
0.013056
2.80E-06
2.80E-06
4.74E-03
2.80E-06
2.80E-06
2.80E-06
5.96E-03
2.80E-06
2.80E-06
0.012784
1.74E-02
2.80E-06
5.81E-04
2.80E-06
2.80E-06
2.80E-06
2.80E-06
2.80E-06
2.80E-06
2.30E-02
2.80E-06
2.80E-06
2.27E-03
2.80E-06
2.72E-02
2.80E-06
0.013056
2.80E-06
0.006016
0.008884
0.024035
0.022448
0.029435
0.005996
0.016418
0.019421
2.80E-06
0.001281
0.013755
0.006499
0.006884
0.019965
0.016481
0.013969
0.005343
0.012133
0.006399
0.028797
0.00622
0.003596
0.021239
2.80E-06
0.015434
2.80E-06
0.023739
1000
1000
829.1366
1000
1000
5.872125
8.55383
29.80169
14.83438
8.41278
13.74554
1000
9.667928
1000
24.55489
1000
60.1851
28.58659
1000
6.133625
10.66462
13.46598
1000
9.417487
12.85246
14.67985
45.45249
28
j mj
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
j m0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
j m+
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
As final i As final j As final - As final +
1.026
0
0 1.026
0
0 0.099893
1.026
1.026
1.026
0 2.006929
1.026
1.026
0 1.821662
1.026
0
0 2.198571
2.198571
0 0.125608
1.026
1.107075
1.026
0 1.212424
1.026
0
0 1.594946
1.026
1.026 0.268787
1.026
1.086456
0 0.365353
1.026
1.026
1.026
0 1.026
1.026
1.026 0.012273
1.026
1.026
1.026
0 1.026
1.026
1.026
0 1.890006
1.026
1.026
0 1.123683
1.026
1.026
0 1.026
1.026
0
0 1.026
1.026
0
0 1.026
1.104749 2.198571 0.481238
1.026
2.043887
1.026
0 2.321141
1.026
1.026
0 1.026
1.026
1.026 0.047935
1.026
1.026
0
0 1.619375
1.026
0 0.569381
1.026
1.026
1.026
0 1.283194
1.026
1.026 0.274476
1.026
1.026
1.026
0 1.946151
Beam no qs i
B1
B3
B6
B7
B9
B10
B11
B12
B13
B14
B15
B16
B17
B18
B19
B20
B21
B22
B23
B24
B25
B26
B27
B28
B29
B30
B31
3.478261
3.478261
3.478261
3.478261
3.478261
3.478261
3.478261
3.478261
3.478261
3.478261
3.478261
3.478261
3.478261
3.478261
3.478261
3.478261
3.478261
3.478261
3.478261
3.478261
3.478261
3.478261
3.478261
3.478261
3.478261
3.478261
3.478261
qs j
3.478261
3.478261
3.478261
3.478261
3.478261
3.478261
3.478261
3.478261
3.478261
3.478261
3.478261
3.478261
3.478261
3.478261
3.478261
3.478261
3.478261
3.478261
3.478261
3.478261
3.478261
3.478261
3.478261
3.478261
3.478261
3.478261
3.478261
qs m
3.478261
3.478261
3.478261
3.478261
3.478261
3.478261
3.478261
3.478261
3.478261
3.478261
3.478261
3.478261
3.478261
3.478261
3.478261
3.478261
3.478261
3.478261
3.478261
3.478261
3.478261
3.478261
3.478261
3.478261
3.478261
3.478261
3.478261
no
ф for
stirrups /
stirrups (i) m (i)
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
29
ф for
stirrups
(m)
no
ф for
stirrups /
stirrups (j) m (j)
5
5
5
5
5
5
5
5
5
5
5
5
5
5
5
5
5
5
5
5
5
5
5
5
5
5
5
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
5
5
5
5
5
5
5
5
5
5
5
5
5
5
5
5
5
5
5
5
5
5
5
5
5
5
5
no
stirrups /
m (m)
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
5
5
5
5
5
5
5
5
5
5
5
5
5
5
5
5
5
5
5
5
5
5
5
5
5
5
5
Design of beams at basement floor
Moment for beams
30
Shear for beams
31
Beam no.
32
Beam no length
Depth
width
mi
mj
mmax -ve
max -ve max -ve moment
moment moment in the
if the first if the end middle
third
third
third
thicknes
(t)
m+
vi
vj
max +ve
moment
in whole
beam
max
shear for
1 m after
offset i
max
shear for max
1 m after shear in
offset j
middle
vm
B
B=
0.7*L/10+
b
B1
B2
0.18
3.24
0.6
0.6
0.25
0
0
0 0.325279 1.311963 1.311963
0
0.25 -1.26465 -1.43813 -0.53596
0 1.190835 1.304547 0.920883
B3
2.714673
0.6
0.25
B6
3.546409
0.6
0.25
B7
B9
B10
3.395
3.395
3.24
0.6
0.6
0.6
-1.22327
0
0 1.963673 2.867333 2.18506 2.06905 0.498249
0.25
0 -1.06592
0 1.847375 2.166289 2.726958 1.780384 0.48765
0.25
0 -2.85775
0 3.31351 3.90433 5.977884 4.035493 0.48765
0.25 -3.05948 -1.54503 -0.32905 0.624545 4.418522 2.737439 2.470949
0.4768
B11
2.923883
0.6
0.25
B12
3.45
0.6
0.25
B14
2.280088
0.6
0.25
B15
B16
2.615
2.28
0.6
0.6
-1.81656 -0.47852 -0.88855 0.043112 2.572402 2.743648 1.135906 0.409606
0.25 -0.53856
0
0 1.497733 2.857617 1.728799 1.870597 0.43305
0.25
0 -1.12342 -0.04714 0.600067 1.066722 2.266133 1.066722
0.4096
B17
2.615552
0.6
0.25
B18
4.24
0.6
0.25
B19
2.56826
0.6
0.25
B20
2.290379
0.6
0.25
B21
B23
1.54
3.27
0.6
0.6
0
0
0 1.371144 1.933844 2.262977 0.75309 0.410327
0.25 -0.04479
0
0 0.406335 0.902291 1.017094
0
0.3578
0.25
0 -3.41881 -0.78789 0.840898 1.205543 3.442367 2.479024
0.4789
B24
4.899999
0.6
0.25
B25
3.94
0.6
0.25
B26
2.020617
0.6
0.25
B27
3.084013
0.6
0.25
B28
1.890038
0.6
0.25
B29
3.505715
0.6
0.25
B31
3.45
0.6
0.25
0.2626
0.4768
0 -1.67459 -0.23839 0.887911 1.196101 4.064711 2.330621 0.440027
-1.44123
0
0 -1.30785
0 1.766429 3.387594 2.514197 2.231795 0.454672
0 2.815237 2.952096 4.209551 2.650327
0.4915
-1.24141
0
0
0
0 0.873675 2.033444 0.751971 1.179129 0.433089
0 3.010638 2.644165 2.525573 1.882727
0.5468
-0.18344
0
0 1.722143
-2.91265
0
-1.009 -0.67179
-0.67748
1.31838 0.429778
0 4.256034 4.777899 3.309434 3.751533
0 0.906242 1.99347 1.805142 1.053403
0.593
0.5258
0 -0.14359 0.281538 1.664798 1.191982 0.510621 0.391443
0 -0.61825
-1.30316 -1.36671
-0.69082
0
1.98121 2.399964
0
0
33
0 2.487599 2.265566
-1.11608
3.19499 2.189944 0.465881
0 0.828439 0.825663
0 0.382303
0 1.936104 2.896334 1.962312 1.600166
0 3.572759 3.430597 3.13102 1.951657
0.4954
0.4915
Beam no c1 m i
B1
B2
B3
B6
B7
B9
B10
B11
B12
B14
B15
B16
B17
B18
B19
B20
B21
B23
B24
B25
B26
B27
B28
B29
B31
c1 m j
c1 m -
c1 m +
c/d m i
c/d m j
c/d m -
c/d m + j m i
j mj
j m-
j m+
As final i As final j As final - As final +
1000
1000
1000 25.60731 2.80E-06 2.80E-06 2.80E-06 0.004275
12.67153 11.88273 19.46479
1000 0.017554 0.019981 0.007409 2.80E-06
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
2.1375
0
0
0
0 0.325243
2.1375
2.1375
1000 11.01187 29.18555 20.06318 2.80E-06 0.023298 0.00329 0.006972
0.826
0.826
0.826
0.826
0
0 0.144668
2.1375
0.013655
0.013122
0.023636
0.004522
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826 2.1375
0.826 2.1375
0.826 2.1375
0.826 2.413615
2.1375
0 2.1375
2.1375
0 2.1375
0
0 2.614019
0 0.19968 2.1375
1000 14.45925 0.020025 2.80E-06 2.80E-06 0.013459
1000 11.90828 2.80E-06 0.018158 2.80E-06 0.019895
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
2.1375
2.1375
2.1375
0
10.57279 20.59982 15.11732 87.8475 0.025293 0.006613 0.012307 0.000363
19.41776
1000
1000 15.32486 0.007445 2.80E-06 2.80E-06 0.011975
1000 13.44446 65.63513 23.54643 2.80E-06 0.015581 0.00065 0.005058
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
2.1375
2.1375
2.1375
0 0.539209
2.1375
0
2.1375 0.028604
12.78959
1000
1000
1000
1000 20.06589 0.017229 2.80E-06 2.80E-06 0.00697
1000 12.1459 2.80E-06 2.80E-06 2.80E-06 0.019118
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
2.1375
2.1375
2.1375
2.1375
0 2.1375
0 2.375084
33.27081
1000
1000 14.23746 0.002531 2.80E-06 2.80E-06 0.013884
0.826
0.826
0.826
0.826
2.1375
2.1375
0
2.1375
1000
1000
1000 15.59079 2.80E-06 2.80E-06 2.80E-06 0.011568
67.33283
1000
1000 26.74379 0.000617 2.80E-06 2.80E-06 0.003919
1000 7.706864 16.05397 21.50779 2.80E-06 0.048044 0.010907 0.006065
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
2.1375
0
0
2.1375
0
0
2.1375 2.697086 0.478125
2.1375
2.1375
2.1375
8.349691
1000
14.18634 17.38597
1000 10.63824 0.040811 2.80E-06 2.80E-06 0.02498
1000 21.70867 0.013985 0.009294 2.80E-06 0.005953
0.826
0.826
0.826
0.826
0.826
0.826
0.826 2.297784
0.826 2.1375
2.1375
2.1375
1000 37.60549 33.6055 0.009373 2.80E-06 0.001981 0.002481
0.826
0.826
0.826
0.826
2.1375
2.1375 0.087137
0.826
0.826
0.826
0.826
2.1375
0
0
2.1375
1000 0.018092 0.018981 0.015479 2.80E-06
0.826
0.826
0.826
0.826
2.1375
0 0.677285
2.1375
1000 14.41646 0.009558 2.80E-06 2.80E-06 0.01354
1000 10.57072 2.80E-06 2.80E-06 2.80E-06 0.025303
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
2.1375
2.1375
12.88409
1000
1000 13.80231
1000 8.429524
8.146876 11.46428
11.86994
1000
1000 12.46053
17.31276
1000 18.12315
1000 14.356 0.016975 2.80E-06
1000 14.64271 2.80E-06 0.014779
1000 10.93339 2.80E-06 0.040029
24.842 24.90182 0.042904 0.021479
1000 12.33366 2.80E-06 0.00855 2.80E-06 0.018536
12.48292 12.18924 13.48862
17.14483
1000
1000
1000
2.80E-06
2.80E-06
2.80E-06
0.004543
34
2.1375
2.1375
0 2.1375
0 2.220933
2.1375
2.1375
2.1375
0 3.357573
0 2.1375
2.1375
0 2.1375
0 2.81854
Beam no qs i
B1
B2
B3
B6
B7
B9
B10
B11
B12
B14
B15
B16
B17
B18
B19
B20
B21
B23
B24
B25
B26
B27
B28
B29
B31
qs j
qs m
no
ф for
stirrups /
stirrups (i) m (i)
ф for
stirrups
(m)
no
ф for
stirrups /
stirrups (j) m (j)
no
stirrups /
m (m)
3.478261 3.478261 3.478261
3.478261 3.478261 3.478261
8
8
5
5
8
8
5
5
8
8
5
5
3.478261 3.478261 3.478261
8
5
8
5
8
5
3.478261
3.478261
3.478261
3.478261
3.478261
3.478261
3.478261
3.478261
8
8
8
8
5
5
5
5
8
8
8
8
5
5
5
5
8
8
8
8
5
5
5
5
3.478261 3.478261 3.478261
3.478261 3.478261 3.478261
8
8
5
5
8
8
5
5
8
8
5
5
3.478261 3.478261 3.478261
3.478261 3.478261 3.478261
3.478261 3.478261 3.478261
8
8
8
5
5
5
8
8
8
5
5
5
8
8
8
5
5
5
3.478261 3.478261 3.478261
3.478261 3.478261 3.478261
8
8
5
5
8
8
5
5
8
8
5
5
3.478261 3.478261 3.478261
8
5
8
5
8
5
3.478261 3.478261 3.478261
3.478261 3.478261 3.478261
3.478261 3.478261 3.478261
8
8
8
5
5
5
8
8
8
5
5
5
8
8
8
5
5
5
3.478261 3.478261 3.478261
3.478261 3.478261 3.478261
8
8
5
5
8
8
5
5
8
8
5
5
3.478261 3.478261 3.478261
8
5
8
5
8
5
3.478261 3.478261 3.478261
8
5
8
5
8
5
3.478261 3.478261 3.478261
8
5
8
5
8
5
3.478261 3.478261 3.478261
3.478261 3.478261 3.478261
8
8
5
5
8
8
5
5
8
8
5
5
3.478261
3.478261
3.478261
3.478261
35
Design of stairs
Design Stairs thickness = 18 cm
Used Stairs thickness = 18 cm
Design Reinforcement 6 ф 16 mm/m
Used Reinforcement 6 ф 16 mm/m
Stairs is safe
36