STRUCTURAL
DESIGN
COMPUTATIONS
Project: Proposed Three Storey Residence
Location: Samar, Philippines
Owner:
Prepared by:
Almario V. Salgado jr.
Structural/Civil Engineer
PRC no.: 69914
TIN: 171 – 124 – 616
PTR: 329918
Place Issued: Cavite City
Date Issued: Feb. 13, 2013
DESIGN CRITERIA
1.0
Design Loads:
1.1 Dead Load
1.1.1
1.1.2
1.1.3
1.1.4
1.1.5
Roofing – 0.1 kPa
Flooring – 1.1 kPa
Utilities – 0.4 kPa
Frames – 0.4 kPa
Ceiling – 0.4 kPa
1.2 Live Load
1.2.1
1.2.2
Floor Live Load,
Residential
Deck/Balcony
–
–
1.9 kPa
2.9 kPa
Roof Live Load – 1 kPa
1.3 Wind Load
1.3.1
As per NSCP 6th Edition. Q = 250 KPH
1.4 Earthquake load
1.4.1
2.0
As per NSCP 6th Edition
Materials Specification
2.1
2.2
2.3
2.4
CONCRETE (28 days) , fc = 20.7 Mpa
Reinforcing Steel, ASTM A615, Fy = 275 Mpa
Structural Steel, ASTM A36, Fy = 248 Mpa
Soil Bearing Capacity, 100 kPa (2000 psf)
3.0
Load Combination
U = 1.2*DL + 1.6*LL
U = 0.75 (1.2*DL + 1.6*LL + 1.6*WL)
U = 0.75 (1.2*DL + 1.6*LL + 1.6*EL)
4.0
References
4.1
NSCP 6th Ed., National Structural Code of the Philippines
4.2
ACI 318 – 08, American Concrete Institute
4.3
AISC 360 – 05, American Institute of Steel Construction
4.4
ASEP Steel Handbook 1994 – Association of Structural Engineers in the Phils.
Load Analysis
Type of occupancy:
Dead Load:
Second Floor:
1. Flooring:
2. Ceiling:
3. Utilities:
4. Framing:
5. Partition:
Residential
1.10
0.40
0.40
0.40
2.88
5.18
kPa
kPa
kPa
kPa
kPa
kPa
1.90
2.90
kPa
kPa
Roof Deck
1. Flooring:
2. Ceiling:
3. Utilities:
4. Framing:
5. Partition:
1.10
0.40
0.40
0.40
2.30
Live Load:
Floor Live Load:
Deck Live Load:
Super Dead Load:
ht
External 6" Masonry Wall:
3.11
kPa
2.60
1.5
Roof
1. Flooring:
2. Ceiling:
3. Utilities:
4. Framing:
kPa
kPa
kPa
kPa
0.40
0.40
0.40
width
1.20
2.00
kPa
2.4
Roof Live Load
1.00
2
kN/m
kPa
kN/m
8.09
4.67
Project:
Proposed Three Storey Residence
Designer:
Location :
Owner:
Samar
Date:
PURLIN DESIGN
FROM PLAN :
TRIAL SECTION : (FROM STEEL HANDBOOK c. 1994)
TRY :
LC 100 x 50 x 15 x 2.0
Span :
2.65
m.
Sx =
13,500.00
mm^3
Width :
0.60
m.
Sy =
4,400.00
mm^3
WT. =
3.35 KG/M
32.86
x=
1.61 m.
y=
8.4 m.
Ø=
0.1917
0.18937 10.85
N/m
0.03
deg
LOAD ANALYSIS :
DEAD LOAD :
LIVE LOAD :
WIND LOAD : (area method)
Windward Leeward
Roofing:
0.15 kPa
ROOF :
1.00
kPa
Ce =
0.89
0.89
Ceiling :
0.48 kPa
LL =
0.60
kN/m
Cq =
0.30
0.70
Framing:
0.48 kPa
Qs =
1.50
1.50
Utilities:
kPa
I =
1.00
1.00
Width =
0.60
m.
Subtotal :
1.11 kPa
0.67
kN/m
WS =
0.24
kN/m
Selft wt.:
0.03
kN/m
LS =
0.93
kN/m
DL =
0.70
kN/m
SUMMARY :
LOAD COMBINATION :
DL =
0.70
kN/m
DL + LL =
1.30
kN/m
LL =
0.60
kN/m
DL + WLws =
0.94
kN/m
WL ws =
WL Ls =
0.24
kN/m
kN/m
DL + WLLs =
0.75 (DL +LL + WLLs)
1.63
kN/m
kN/m
k
0.93
1.68
MAX. LOAD , w =
1.63
kN/m
W N = 1.604164 1604.1639 N/m
W T = 0.31
307.46474 N/m
MOMENTS :
MX =
W N * L^2
8
1408.155 N - m
MY =
W T * L^2
269.8964 N - m
8
ACTUAL STRESSES :
fbx =
ALLOWABLE STRESES:
(compact w/ full lateral support)
MX
SX
fby =
MY
104.31
61.34
SY
mPa
Fy =
On strong axis :
F bx = 0.66* Fy
163.68
mPa
ok
F by = 0.75*F y
186.00
mPa
ok
mPa
INTERACTION EQUATION :
fbx = 0.64
F bx
+
fby = 0.33
F by
0.97
248 mPa
OK
THEREFORE USE TRIAL SECTION,LC 100 x 50 x 15 x 2.0
DESIGN OF HALF TRUSS (HT-1)
Nodes
X
Y
Z
(m)
(m)
(m)
Node
1
2
3
4
5
6
7
8
9
Beams
0.000
3.500
0.000
0.875
1.750
2.625
0.875
1.750
2.625
0.000
0.000
1.500
0.000
0.000
0.000
1.125
0.750
0.375
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000

Length
Beam
Node A
Node B
Property
(m)
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
1
3
3
4
5
6
7
8
9
7
8
9
3
7
8
4
1
7
5
6
2
8
9
2
4
5
6
4
5
6
0.875
1.500
0.952
0.875
0.875
0.875
0.952
0.952
0.952
1.125
0.750
0.375
1.737
1.425
1.152
(degrees)
1
1
1
1
1
1
1
1
1
2
2
2
2
2
2
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Basic Load Cases
Number
1
2
Name
DEAD LOAD
LIVE
Combination Load Cases
Comb.
4
Combination L/C Name
COMBINATION LOAD CASE 4
Primary
1
2
Primary L/C Name
DEAD LOAD
LIVE
Factor
1.20
1.60
****************************************************
*
*
*
STAAD.Pro
*
*
Version
*
Proprietary Program of
*
*
Research Engineers,
*
*
Date=
MAY
*
Time=
11:23:22
2007
Build 04
Intl.
6, 2014
*
*
*
*
*
*
USER ID: rbai
*
****************************************************
1. STAAD TRUSS
INPUT FILE: HT1.STD
2. START JOB INFORMATION
3. ENGINEER DATE 06-MAY-14
4. END JOB INFORMATION
5. INPUT WIDTH 79
6. UNIT METER KN
7. JOINT COORDINATES
8. 1 0 0 0; 2 3.5 0 0; 3 0 1.5 0; 4 0.875 0 0; 5 1.75 0 0; 6 2.625 0 0
9. 7 0.875 1.125 0; 8 1.75 0.75 0; 9 2.625 0.375 0
10. MEMBER INCIDENCES
11. 1 1 4; 2 3 1; 3 3 7; 4 4 5; 5 5 6; 6 6 2; 7 7 8; 8 8 9; 9 9 2; 10 7 4
12. 11 8 5; 12 9 6; 13 3 4; 14 7 5; 15 8 6
13. DEFINE MATERIAL START
14. ISOTROPIC STEEL
15. E 2.05E+008
16. POISSON 0.3
17. DENSITY 76.8195
18. ALPHA 1.2E-005
19. DAMP 0.03
20. END DEFINE MATERIAL
21. MEMBER PROPERTY AMERICAN
22. 1 TO 9 TABLE LD L20203 SP 0.006
23. 10 TO 15 TABLE ST L20203
24. CONSTANTS
25. MATERIAL STEEL ALL
26. SUPPORTS
27. 1 2 PINNED
28. LOAD 1 LOADTYPE DEAD
TITLE DEAD LOAD
29. SELFWEIGHT Y -1 LIST 1 TO 15
30. MEMBER LOAD
31. 3 7 TO 9 UNI GY -2.8
32. 1 4 TO 6 UNI GY -2.4
33. LOAD 2 LOADTYPE ROOF LIVE REDUCIBLE TITLE LIVE
34. MEMBER LOAD
35. 3 7 TO 9 UNI Y -2
36. LOAD COMB 4 COMBINATION LOAD CASE 4
37. 1 1.2 2 1.6
38. PERFORM ANALYSIS
STAAD TRUSS
P R O B L E M
-- PAGE NO.
S T A T I S T I C S
-----------------------------------
NUMBER OF JOINTS/MEMBER+ELEMENTS/SUPPORTS =
9/
SOLVER USED IS THE IN-CORE ADVANCED SOLVER
15/
2
2
TOTAL PRIMARY LOAD CASES =
2, TOTAL DEGREES OF FREEDOM =
14
39. PARAMETER 1
40. CODE AISC UNIFIED
41. CHECK CODE ALL
STAAD TRUSS
-- PAGE NO.
STAAD.PRO CODE CHECKING - (AISC-360-05-LRFD)
********************************************
ALL UNITS ARE - KN
MEMBER
TABLE
METE (UNLESS OTHERWISE NOTED)
RESULT/
CRITICAL COND/
RATIO/
LOADING/
FX
MY
MZ
LOCATION
=======================================================================
1
LD
L20203
(AISC SECTIONS)
PASS
16.22 C
2
LD
L20203
17.39 C
LD
0.00
0.092
4
0.00
0.00
0.136
4
0.00
1.50
0.069
4
(AISC SECTIONS)
PASS
3
Clause E
L20203
Clause E
0.00
(AISC SECTIONS)
PASS
Clause E
3
11.78 C
4
LD
L20203
5.39 C
LD
L20203
-5.42 T
LD
L20203
-16.18 T
LD
L20203
22.22 C
LD
L20203
32.63 C
LD
L20203
31.33 C
ST
L20203
15.93 C
ST
L20203
11.27 C
ST
L20203
6.61 C
ST
L20203
-21.52 T
ST
L20203
0.026
4
0.00
0.00
0.00
Clause D2
0.00
0.078
4
0.00
0.00
Clause E
0.131
4
0.00
0.00
0.95
Clause E
0.192
4
0.00
0.00
0.95
Clause E
0.184
4
0.00
0.00
0.95
Clause E
0.00
0.300
4
0.00
1.12
Clause E
0.147
4
0.00
0.00
0.75
Clause E
0.069
4
0.00
0.00
0.38
0.208
4
0.00
0.00
(AISC SECTIONS)
PASS
14
Clause D2
(AISC SECTIONS)
PASS
13
0.00
(AISC SECTIONS)
PASS
12
0.00
(AISC SECTIONS)
PASS
11
0.00
(AISC SECTIONS)
PASS
10
4
(AISC SECTIONS)
PASS
9
0.031
(AISC SECTIONS)
PASS
8
Clause E
(AISC SECTIONS)
PASS
7
0.95
(AISC SECTIONS)
PASS
6
0.00
(AISC SECTIONS)
PASS
5
0.00
Clause D2
0.00
(AISC SECTIONS)
PASS
Clause D2
-17.62 T
15
ST
0.00
L20203
0.171
4
0.00
0.00
0.137
4
0.00
0.00
(AISC SECTIONS)
PASS
Clause D2
-14.20 T
0.00
42. LOAD LIST 1 2
43. PRINT SUPPORT REACTION LIST 1 2
STAAD TRUSS
-- PAGE NO.
SUPPORT REACTIONS -UNIT KN
METE
STRUCTURE TYPE = TRUSS
-----------------
JOINT
1
2
LOAD
FORCE-X
FORCE-Y
FORCE-Z
MOM-X
MOM-Y
MOM Z
1
8.68
10.04
0.00
0.00
0.00
0.00
2
3.62
4.14
0.00
0.00
0.00
0.00
1
-8.68
9.88
0.00
0.00
0.00
0.00
2
-0.62
2.86
0.00
0.00
0.00
0.00
************** END OF LATEST ANALYSIS RESULT **************
4
DESIGN OF PENTHOUSE
Job Information
Engineer
Name:
Date:
Checked
Approved
06-May-14
Structure Type
SPACE FRAME
Number of Nodes
Number of Elements
14
14
Highest Node
Highest Beam
Number of Basic Load Cases
Number of Combination Load Cases
14
14
2
1
Included in this printout are data for:
All
The Whole Structure
Included in this printout are results for load cases:
Type
L/C
Primary
Primary
Combination
1
2
3
Name
DEAD LOAD
LIVE LOAD
COMBINATION LOAD CASE 3
Nodes
X
Y
Z
(m)
(m)
(m)
Node
1
2
3
4
5
6
7
8
9
0.000
2.363
0.000
1.263
2.363
0.000
1.263
0.000
2.363
0.000
0.000
0.000
0.000
0.000
0.000
0.000
2.400
2.400
0.000
0.000
2.280
3.138
3.138
4.563
4.563
0.000
0.000
10
11
12
13
14
0.000
1.263
2.363
0.000
1.263
2.400
2.400
2.400
2.400
2.400
2.280
3.138
3.138
4.563
4.563
Beams

Length
Beam
Node A
Node B
Property
(m)
1
2
3
4
5
6
7
8
9
10
11
12
13
14
8
10
13
9
11
12
14
8
8
10
9
13
11
11
1
3
6
2
4
5
7
9
10
13
12
14
14
12
2.400
2.400
2.400
2.400
2.400
2.400
2.400
2.363
2.280
2.283
3.138
1.263
1.425
1.100
(degrees)
1
1
1
1
1
1
1
2
2
2
2
2
2
2
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Basic Load Cases
Number
1
2
Name
DEAD LOAD
LIVE LOAD
Combination Load Cases
Comb.
3
Combination L/C Name
COMBINATION LOAD CASE 3
Primary
1
2
Primary L/C Name
DEAD LOAD
LIVE LOAD
Factor
1.20
1.60
****************************************************
*
*
*
STAAD.Pro
*
*
Version
*
Proprietary Program of
*
*
Research Engineers,
*
*
Date=
MAY
*
Time=
11:40:48
2007
Build 04
6, 2014
*
*
Intl.
*
*
*
*
USER ID: rbai
*
****************************************************
1. STAAD SPACE
INPUT FILE: Stair Casing.STD
2. START JOB INFORMATION
3. ENGINEER DATE 06-MAY-14
4. END JOB INFORMATION
5. INPUT WIDTH 79
6. UNIT METER KN
7. JOINT COORDINATES
8. 1 0 0 0; 2 2.363 0 0; 3 0 0 2.28; 4 1.263 0 3.138; 5 2.363 0 3.138
9. 6 0 0 4.563; 7 1.263 0 4.563; 8 0 2.4 0; 9 2.363 2.4 0; 10 0 2.4 2.28
10. 11 1.263 2.4 3.138; 12 2.363 2.4 3.138; 13 0 2.4 4.563; 14 1.263 2.4 4.563
11. MEMBER INCIDENCES
12. 1 8 1; 2 10 3; 3 13 6; 4 9 2; 5 11 4; 6 12 5; 7 14 7; 8 8 9; 9 8 10; 10 10 13
13. 11 9 12; 12 13 14; 13 11 14; 14 11 12
14. DEFINE MATERIAL START
15. ISOTROPIC STEEL
16. E 2.05E+008
17. POISSON 0.3
18. DENSITY 76.8195
19. ALPHA 1.2E-005
20. DAMP 0.03
21. END DEFINE MATERIAL
22. MEMBER PROPERTY AMERICAN
23. 1 TO 7 TABLE D C4X5 SP 0.006
24. 8 TO 14 TABLE D C4X5
25. CONSTANTS
26. MATERIAL STEEL ALL
27. SUPPORTS
28. 1 TO 7 PINNED
29. LOAD 1 LOADTYPE DEAD
TITLE DEAD LOAD
30. SELFWEIGHT Y -1 LIST 1 TO 14
31. JOINT LOAD
32. 8 10 13 FY -10.04
33. 9 12 14 FY -9.88
34. 11 FY -9.88
35. LOAD 2 LOADTYPE LIVE REDUCIBLE TITLE LIVE LOAD
36. JOINT LOAD
37. 8 10 13 FY -4.4
38. 9 11 12 14 FY -2.88
39. LOAD COMB 3 COMBINATION LOAD CASE 3
40. 1 1.2 2 1.6
STAAD SPACE
41. PERFORM ANALYSIS
-- PAGE NO.
2
P R O B L E M
S T A T I S T I C S
-----------------------------------
NUMBER OF JOINTS/MEMBER+ELEMENTS/SUPPORTS =
14/
14/
7
SOLVER USED IS THE IN-CORE ADVANCED SOLVER
TOTAL PRIMARY LOAD CASES =
2, TOTAL DEGREES OF FREEDOM =
63
42. PARAMETER 1
43. CODE AISC UNIFIED
44. CHECK CODE ALL
STAAD SPACE
-- PAGE NO.
STAAD.PRO CODE CHECKING - (AISC-360-05-LRFD)
********************************************
ALL UNITS ARE - KN
MEMBER
TABLE
METE (UNLESS OTHERWISE NOTED)
RESULT/
CRITICAL COND/
RATIO/
LOADING/
FX
MY
MZ
LOCATION
=======================================================================
1
D
C4X5
(AISC SECTIONS)
PASS
19.48 C
Clause H1/2
0.01
0.108
-0.05
3
0.00
3
2
D
C4X5
(AISC SECTIONS)
PASS
20.07 C
3
D
C4X5
19.37 C
D
C4X5
16.98 C
D
C4X5
17.16 C
D
C4X5
16.86 C
D
C4X5
17.17 C
D
C4X5
0.02 C
D
C4X5
0.01 C
D
C4X5
0.01 C
D
-0.01
-0.01
0.00
Clause H1/2
0.05
0.101
3
0.05
0.00
0.090
3
0.00
2.40
Clause H1/2
0.097
3
-0.05
0.01
0.00
0.090
3
0.00
2.40
0.006
3
Clause E
0.00
Clause E
0.00
Clause H1/2
0.00
-0.08
1.18
Clause H1/2
0.008
3
0.00
0.12
2.28
Clause H1/2
0.008
3
0.00
0.12
0.00
0.015
3
(AISC SECTIONS)
PASS
11
3
(AISC SECTIONS)
PASS
10
0.104
(AISC SECTIONS)
PASS
9
Clause H1/2
(AISC SECTIONS)
PASS
8
2.40
(AISC SECTIONS)
PASS
7
0.00
(AISC SECTIONS)
PASS
6
3
(AISC SECTIONS)
PASS
5
0.00
0.105
(AISC SECTIONS)
PASS
4
Clause E
C4X5
(AISC SECTIONS)
PASS
0.02 C
Clause H1/2
0.00
-0.19
1.57
12
D
C4X5
(AISC SECTIONS)
PASS
Clause G
0.00 C
13
D
0.00
C4X5
Clause H1/2
0.00 C
D
0.01
3
1.26
(AISC SECTIONS)
PASS
14
0.002
0.003
0.00
C4X5
3
-0.04
0.71
(AISC SECTIONS)
PASS
Clause G
0.00 C
0.002
0.00
0.01
3
0.00
45. LOAD LIST 1 2
46. PRINT SUPPORT REACTION LIST 1 2
STAAD SPACE
-- PAGE NO.
SUPPORT REACTIONS -UNIT KN
METE
STRUCTURE TYPE = SPACE
-----------------
JOINT
1
2
LOAD
FORCE-X
FORCE-Y
FORCE-Z
MOM-X
MOM-Y
MOM Z
1
0.02
10.75
0.00
0.00
0.00
0.00
2
0.00
4.40
0.00
0.00
0.00
0.00
1
-0.02
10.69
0.02
0.00
0.00
0.00
2
0.00
2.88
0.00
0.00
0.00
0.00
************** END OF LATEST ANALYSIS RESULT **************
4
DESIGN OF MAIN BUILDING
Job Information
Engineer
Name:
Date:
Structure Type
Number of Nodes
Number of Elements
Number of Plates
Checked
Approved
06-May-14
SPACE FRAME
74
110
21
Highest Node
Highest Beam
Highest Plate
99
175
179
Number of Basic Load Cases
Number of Combination Load Cases
5
3
Included in this printout are data for:
All
The Whole Structure
Included in this printout are results for load cases:
Type
L/C
Primary
Primary
Primary
Primary
Primary
Combination
Combination
Combination
1
2
3
4
8
5
6
7
Name
SEISMIC X-DIRECTION
SEISMIC Z-DIRECTION
DEAD LOAD
LIVE LOAD
SUPER IMPOSED DL
COMBINATION LOAD CASE 5
COMBINATION LOAD CASE 6
COMBINATION LOAD CASE 7
Nodes
X
Y
Z
(m)
(m)
(m)
Node
1
2
3
4
5
6
7
8
9
10
11
13
15
16
17
18
19
20
21
22
23
24
25
27
29
30
31
32
0.000
2.550
7.750
0.000
2.550
7.750
0.000
4.775
7.750
0.000
4.775
4.775
0.000
2.550
7.750
0.000
2.550
7.750
0.000
4.775
7.750
0.000
4.775
4.775
4.075
4.075
9.750
9.750
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
4.500
4.500
4.500
4.500
4.500
4.500
4.500
4.500
4.500
4.500
4.500
4.500
4.500
4.500
0.000
4.500
0.000
0.000
0.000
2.950
2.950
2.950
8.850
8.850
8.850
11.850
11.850
14.175
0.000
0.000
0.000
2.950
2.950
2.950
8.850
8.850
8.850
11.850
11.850
14.175
0.000
2.950
11.850
11.850
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
51
52
53
54
55
56
57
58
59
60
62
63
67
68
76
77
80
81
82
83
84
85
86
87
88
97
98
99
9.750
9.750
9.750
9.750
4.075
0.000
4.075
4.075
7.750
4.075
7.750
6.325
6.325
0.000
4.775
3.275
3.275
0.000
2.550
7.750
0.000
2.550
7.750
0.000
4.775
7.750
0.000
4.775
4.075
4.075
4.075
0.000
0.000
4.775
7.750
7.750
6.325
6.325
4.075
4.075
6.325
6.325
4.075
7.750
4.075
4.075
0.000
4.500
0.000
4.500
4.500
4.500
4.500
4.500
4.500
4.500
4.500
4.500
4.500
4.500
4.500
4.500
4.500
7.500
7.500
7.500
7.500
7.500
7.500
7.500
7.500
7.500
7.500
7.500
7.500
7.500
7.500
7.500
7.500
7.500
4.500
7.500
7.500
7.500
7.500
7.500
7.500
7.500
7.500
4.500
7.500
7.500
8.850
8.850
14.175
14.175
8.850
5.875
5.875
4.300
4.300
6.375
6.375
4.300
6.375
12.700
12.700
8.850
12.700
0.000
0.000
0.000
2.950
2.950
2.950
8.850
8.850
8.850
11.850
11.850
0.000
2.950
8.850
5.875
12.700
12.700
11.850
11.850
2.950
8.850
5.875
4.405
4.405
7.905
7.905
14.175
11.850
12.700
Beams

Length
Beam
Node A
Node B
Property
(m)
1
2
15
16
1
2
4.500
4.500
(degrees)
3
3
0
0
3
4
5
6
7
8
9
10
11
12
15
16
17
18
19
20
24
25
26
31
32
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
51
52
53
54
55
56
57
58
59
60
61
62
63
64
65
66
67
78
79
80
81
83
84
85
86
87
89
17
18
19
20
21
22
23
24
25
27
15
16
18
19
21
22
15
18
21
17
20
29
30
29
34
32
36
34
32
22
25
23
25
27
37
30
38
39
38
40
41
40
42
43
42
44
45
44
47
46
24
48
49
48
50
51
53
54
57
50
53
56
52
62
3
4
5
6
7
8
9
10
11
13
16
29
19
30
48
23
18
38
24
20
41
17
20
30
33
31
35
32
36
25
47
34
80
97
22
40
21
42
39
39
43
44
37
23
45
41
43
45
27
49
46
37
47
49
51
62
54
63
83
53
68
59
55
52
4.500
4.500
4.500
4.500
4.500
4.500
4.500
4.500
4.500
4.500
2.550
1.525
2.550
1.525
3.275
2.975
2.950
2.925
3.000
2.950
1.350
3.675
3.675
2.950
4.500
4.500
4.500
3.000
2.325
3.000
0.850
2.000
2.975
2.975
0.700
1.350
2.975
0.500
4.075
1.575
2.075
2.250
2.475
2.475
2.250
1.425
1.425
2.075
1.475
3.275
0.850
0.800
1.500
3.850
2.550
1.525
2.550
1.525
1.550
2.950
2.925
3.000
2.950
3.675
3
2
2
2
2
2
3
3
3
4
6
6
7
7
7
7
6
7
6
6
7
6
7
7
4
3
4
7
7
6
6
7
6
6
7
7
7
7
6
7
7
8
7
7
8
8
8
8
6
7
6
7
7
8
8
8
9
9
11
8
9
8
8
8
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
90
91
95
97
99
101
115
119
120
121
122
123
124
125
126
127
128
129
131
132
133
134
135
136
137
138
139
140
141
142
143
144
145
151
152
153
154
169
170
171
172
173
174
175
63
62
60
60
67
68
59
50
51
52
53
54
55
56
59
60
58
80
81
58
82
83
82
63
84
68
85
86
85
55
87
88
87
57
23
97
80
56
59
76
98
99
67
98
82
63
77
81
57
56
76
15
16
17
18
19
20
21
24
25
23
32
80
81
55
58
86
85
88
84
84
87
86
58
83
67
88
22
80
36
97
67
98
99
60
77
98
99
2.250
2.950
0.850
2.975
0.700
2.975
0.850
3.000
3.000
3.000
3.000
3.000
3.000
3.000
3.000
3.000
3.000
2.000
3.000
3.000
1.425
1.425
1.455
1.455
2.030
4.075
1.470
3.500
2.250
5.900
0.945
0.945
2.250
3.000
3.000
2.000
2.325
4.075
4.075
4.075
0.700
0.700
3.000
0.850
Basic Load Cases
Number
1
2
3
4
8
Name
SEISMIC X-DIRECTION
SEISMIC Z-DIRECTION
DEAD LOAD
LIVE LOAD
SUPER IMPOSED DL
9
10
8
8
11
9
8
3
3
3
2
2
2
2
3
3
3
7
5
8
9
11
10
10
10
10
10
10
8
9
10
10
8
3
6
7
6
11
8
8
8
8
10
10
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Combination Load Cases
Comb.
Combination L/C Name
5
COMBINATION LOAD CASE 5
6
COMBINATION LOAD CASE 6
7
COMBINATION LOAD CASE 7
Primary
3
4
8
1
3
4
8
2
3
4
8
Primary L/C Name
DEAD LOAD
LIVE LOAD
SUPER IMPOSED DL
SEISMIC X-DIRECTION
DEAD LOAD
LIVE LOAD
SUPER IMPOSED DL
SEISMIC Z-DIRECTION
DEAD LOAD
LIVE LOAD
SUPER IMPOSED DL
****************************************************
*
*
*
STAAD.Pro
*
Version
*
Proprietary Program of
*
*
Research Engineers,
*
*
Date=
MAY
*
Time=
11:48:23
*
*
*
2007
Build 04
Intl.
6, 2014
*
*
*
*
USER ID: rbai
*
****************************************************
1. STAAD SPACE
INPUT FILE: samar_for_bp.STD
2. START JOB INFORMATION
3. ENGINEER DATE 06-MAY-14
4. END JOB INFORMATION
5. INPUT WIDTH 79
Factor
1.20
1.60
1.20
1.20
0.90
1.20
0.90
1.20
0.90
1.20
0.90
6. UNIT METER KN
7. JOINT COORDINATES
8. 1 0 0 0; 2 2.55 0 0; 3 7.75 0 0; 4 0 0 2.95; 5 2.55 0 2.95; 6 7.75 0 2.95
9. 7 0 0 8.85; 8 4.775 0 8.85; 9 7.75 0 8.85; 10 0 0 11.85; 11 4.775 0 11.85
10. 13 4.775 0 14.175; 15 0 4.5 0; 16 2.55 4.5 0; 17 7.75 4.5 0; 18 0 4.5 2.95
11. 19 2.55 4.5 2.95; 20 7.75 4.5 2.95; 21 0 4.5 8.85; 22 4.775 4.5 8.85
12. 23 7.75 4.5 8.85; 24 0 4.5 11.85; 25 4.775 4.5 11.85; 27 4.775 4.5 14.175
13. 29 4.075 4.5 0; 30 4.075 4.5 2.95; 31 9.75 0 11.85; 32 9.75 4.5 11.85
14. 33 9.75 0 8.85; 34 9.75 4.5 8.85; 35 9.75 0 14.175; 36 9.75 4.5 14.175
15. 37 4.075 4.5 8.85; 38 0 4.5 5.875; 39 4.075 4.5 5.875; 40 4.075 4.5 4.3
16. 41 7.75 4.5 4.3; 42 4.075 4.5 6.375; 43 7.75 4.5 6.375; 44 6.325 4.5 4.3
17. 45 6.325 4.5 6.375; 46 0 4.5 12.7; 47 4.775 4.5 12.7; 48 3.275 4.5 8.85
18. 49 3.275 4.5 12.7; 50 0 7.5 0; 51 2.55 7.5 0; 52 7.75 7.5 0; 53 0 7.5 2.95
19. 54 2.55 7.5 2.95; 55 7.75 7.5 2.95; 56 0 7.5 8.85; 57 4.775 7.5 8.85
20. 58 7.75 7.5 8.85; 59 0 7.5 11.85; 60 4.775 7.5 11.85; 62 4.075 7.5 0
21. 63 4.075 7.5 2.95; 67 4.075 7.5 8.85; 68 0 7.5 5.875; 76 0 7.5 12.7
22. 77 4.775 7.5 12.7; 80 7.75 4.5 11.85; 81 7.75 7.5 11.85; 82 6.325 7.5 2.95
23. 83 6.325 7.5 8.85; 84 4.075 7.5 5.875; 85 4.075 7.5 4.405; 86 6.325 7.5 4.405
24. 87 6.325 7.5 7.905; 88 4.075 7.5 7.905; 97 7.75 4.5 14.175; 98 4.075 7.5 11.85
25. 99 4.075 7.5 12.7
26. MEMBER INCIDENCES
27. 1 15 1; 2 16 2; 3 17 3; 4 18 4; 5 19 5; 6 20 6; 7 21 7; 8 22 8; 9 23 9
28. 10 24 10; 11 25 11; 12 27 13; 15 15 16; 16 16 29; 17 18 19; 18 19 30; 19 21 48
29. 20 22 23; 24 15 18; 25 18 38; 26 21 24; 31 17 20; 32 20 41; 35 29 17; 36 30 20
30. 37 29 30; 38 34 33; 39 32 31; 40 36 35; 41 34 32; 42 32 36; 43 22 25; 44 25 47
31. 45 23 34; 46 25 80; 47 27 97; 48 37 22; 49 30 40; 50 38 21; 51 39 42; 52 38 39
32. 53 40 39; 54 41 43; 55 40 44; 56 42 37; 57 43 23; 58 42 45; 59 44 41; 60 45 43
33. 61 44 45; 62 47 27; 63 46 49; 64 24 46; 65 48 37; 66 49 47; 67 48 49; 78 50 51
34. 79 51 62; 80 53 54; 81 54 63; 83 57 83; 84 50 53; 85 53 68; 86 56 59; 87 52 55
35. 89 62 52; 90 63 82; 91 62 63; 95 60 77; 97 60 81; 99 67 57; 101 68 56
36. 115 59 76; 119 50 15; 120 51 16; 121 52 17; 122 53 18; 123 54 19; 124 55 20
37. 125 56 21; 126 59 24; 127 60 25; 128 58 23; 129 80 32; 131 81 80; 132 58 81
38. 133 82 55; 134 83 58; 135 82 86; 136 63 85; 137 84 88; 138 68 84; 139 85 84
39. 140 86 87; 141 85 86; 142 55 58; 143 87 83; 144 88 67; 145 87 88; 151 57 22
40. 152 23 80; 153 97 36; 154 80 97; 169 56 67; 170 59 98; 171 76 99; 172 98 60
STAAD SPACE
-- PAGE NO.
2
41. 173 99 77; 174 67 98; 175 98 99
42. ELEMENT INCIDENCES SHELL
43. 68 30 18 15 29; 69 20 30 29 17; 70 41 40 30 20; 71 39 38 18 30; 72 41 43 45 44
44. 73 23 37 42 43; 74 37 21 38 39; 76 22 47 49 48; 155 23 80 25 22
45. 156 97 27 25 80; 161 63 53 50 62; 162 55 63 62 52; 163 84 68 53 63
46. 164 67 56 68 84; 165 55 58 83 82; 166 86 85 63 82; 167 83 67 88 87
47. 176 81 98 67 58; 177 60 77 99 98; 178 98 59 56 67; 179 99 76 59 98
48. ELEMENT PROPERTY
49. 68 TO 74 76 155 156 161 TO 167 176 TO 179 THICKNESS 0.1
50. DEFINE MATERIAL START
51. ISOTROPIC CONCRETE
52. E 2.17185E+007
53. POISSON 0.17
54. DENSITY 23.5616
55. ALPHA 1E-005
56. DAMP 0.05
57. END DEFINE MATERIAL
58. MEMBER PROPERTY AMERICAN
59. 4 TO 8 122 TO 125 PRIS YD 0.3 ZD 0.3
60. 1 TO 3 9 TO 11 39 119 TO 121 126 TO 128 151 PRIS YD 0.3 ZD 0.25
61. 12 38 40 PRIS YD 0.2 ZD 0.2
62. 131 PRIS YD 0.3 ZD 0.15
63. 15 16 24 26 31 35 43 44 46 47 52 62 64 152 154 PRIS YD 0.3 ZD 0.2
64. 17 TO 20 25 32 36 37 41 42 45 48 TO 51 53 54 56 57 63 65 66 129 65. 153 PRIS YD 0.4 ZD 0.2
66. 55 58 TO 61 67 78 79 84 86 87 89 95 97 115 132 141 145 170 TO 172 67. 173 PRIS YD 0.3 ZD 0.15
68. 80 81 85 90 101 133 142 PRIS YD 0.3 ZD 0.2
69. 91 135 TO 140 143 144 174 175 PRIS YD 0.4 ZD 0.15
70. 83 99 134 169 PRIS YD 0.35 ZD 0.2
71. CONSTANTS
72. MATERIAL CONCRETE ALL
73. SUPPORTS
74. 1 TO 11 13 31 33 35 FIXED
75. DEFINE UBC ACCIDENTAL LOAD
76. ZONE 0.4 I 1 RWX 10 RWZ 10 S 1.5
77. MEMBER WEIGHT
78. 78 79 84 TO 87 89 95 97 101 115 132 142 171 173 UNI 4.67
79. 15 16 24 TO 26 31 32 35 44 46 50 54 57 63 64 66 152 UNI 8.09
80. LOAD 1 LOADTYPE SEISMIC
TITLE SEISMIC X-DIRECTION
81. UBC LOAD X 1
82. PERFORM ANALYSIS
STAAD SPACE
P R O B L E M
-- PAGE NO.
S T A T I S T I C S
-----------------------------------
NUMBER OF JOINTS/MEMBER+ELEMENTS/SUPPORTS =
74/
131/
15
SOLVER USED IS THE IN-CORE ADVANCED SOLVER
TOTAL PRIMARY LOAD CASES =
1, TOTAL DEGREES OF FREEDOM =
***********************************************************
354
3
*
*
*
X
*
C =
DIRECTION : Ta =
0.221 Tb =
2.7500, LOAD FACTOR =
0.370 Tuser =
0.000
1.000
*
*
* UBC TYPE = 94
*
* UBC FACTOR V = 0.1100 x
521.88 =
57.41 KN
*
*
*
***********************************************************
83. CHANGE
84. LOAD 2 LOADTYPE SEISMIC
TITLE SEISMIC Z-DIRECTION
85. UBC LOAD Z 1
86. PERFORM ANALYSIS
***********************************************************
*
*
*
Z
*
C =
DIRECTION : Ta =
0.221 Tb =
2.7500, LOAD FACTOR =
0.411 Tuser =
0.000
1.000
*
*
* UBC TYPE = 94
*
* UBC FACTOR V = 0.1100 x
521.88 =
*
57.41 KN
*
*
***********************************************************
87. CHANGE
88. LOAD 3 LOADTYPE DEAD
TITLE DEAD LOAD
89. SELFWEIGHT Y -1
90. ELEMENT LOAD
91. 68 TO 74 76 155 156 PR 5.18
92. 161 TO 167 176 TO 179 PR 2.3
STAAD SPACE
-- PAGE NO.
4
93. JOINT LOAD
94. 67 83 85 TO 88 FY -10.75
95. LOAD 4 LOADTYPE LIVE
TITLE LIVE LOAD
96. ELEMENT LOAD
97. 68 TO 74 76 155 PR 1.9
98. 156 PR 2.9
99. JOINT LOAD
100. 67 83 85 TO 88 FY -4.4
101. LOAD 8 LOADTYPE DEAD
TITLE SUPER IMPOSED DL
102. MEMBER LOAD
103. 78 79 84 TO 87 89 95 97 101 115 132 142 171 173 UNI GY -4.67
104. 15 16 24 TO 26 31 32 35 44 46 50 54 57 63 64 66 152 UNI GY -8.09
105. LOAD COMB 5 COMBINATION LOAD CASE 5
106. 3 1.2 4 1.6 8 1.2
107. LOAD COMB 6 COMBINATION LOAD CASE 6
108. 1 1.2 3 0.9 4 1.2 8 0.9
109. LOAD COMB 7 COMBINATION LOAD CASE 7
110. 2 1.2 3 0.9 4 1.2 8 0.9
111. PERFORM ANALYSIS
112. LOAD LIST 5 TO 7
113. START CONCRETE DESIGN
STAAD SPACE
114. CODE ACI
115. FC 21000 ALL
116. FYMAIN 227000 ALL
117. FYSEC 227000 ALL
118. MINMAIN 16 ALL
119. MAXMAIN 25 ALL
-- PAGE NO.
5
120. DESIGN BEAM 15 16 19 25 35 47 50 78 89 97 132 142
STAAD SPACE
-- PAGE NO.
=====================================================================
BEAM
NO.
LEN -
2550. MM
LEVEL
HEIGHT
15 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
FY -
227.
FC -
BAR INFO
(MM)
21.
MPA, SIZE -
FROM
TO
(MM)
(MM)
200. X
300. MMS
ANCHOR
STA
END
_____________________________________________________________________
1
59.
2 - 16MM
0.
1271.
YES
NO
2
241.
2 - 16MM
0.
286.
YES
NO
3
239.
2 - 20MM
543.
2550.
NO
YES
B E A M
N O.
15 D E S I G N
AT START SUPPORT - Vu=
Tu=
0.03 KN-MET
Tc=
4.09 KNS
R E S U L T S - SHEAR
Vc=
1.0 KN-MET
54.76 KNS
Ts=
Vs=
0.0 KN-MET
0.00 KNS
LOAD
5
STIRRUPS ARE NOT REQUIRED.
AT END
Tu=
SUPPORT - Vu=
0.03 KN-MET
Tc=
19.59 KNS
Vc=
1.0 KN-MET
NO STIRRUPS ARE REQUIRED FOR TORSION.
36.55 KNS
Ts=
Vs=
0.0 KN-MET
0.00 KNS
LOAD
5
6
REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
PROVIDE 12 MM 2-LEGGED STIRRUPS AT 121. MM
___
15J____________________
2550X 200X
C/C FOR 1038. MM
300_____________________
16J____
|
|
||=======
===========================================================||
| 2No16 H 241.
0.TO0 28639. 543.TO 2550
|
|
10*12c/c121
| 2No16 H
59.
0.TO 1271
|
|
||====================================
|
|
|
|___________________________________________________________________________|
_________
|
_________
_________
|
|
|
|
oo
|
|
|
|
| 2#16
|
|
|
|
| 2#16
|
|
oo
|
_________
|
|
oo
|
|
|
| 2#20
|
|
|
| 2#16
|
|
|
|
|_________|
oo
_________
|
|
oo
|
|
|
| 2#20
|
|
|
| 2#16
|
|
|
|
|_________|
oo
_________
|
|
oo
|
|
oo
|
|
| 2#20
|
| 2#20
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|_________|
|_________|
|_________|
STAAD SPACE
|
|_________|
-- PAGE NO.
=====================================================================
BEAM
LEN -
NO.
1525. MM
16 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
FY -
227.
FC -
21.
MPA, SIZE -
200. X
300. MMS
7
LEVEL
HEIGHT
BAR INFO
TO
(MM)
(MM)
(MM)
FROM
ANCHOR
STA
END
_____________________________________________________________________
1
63.
2 - 25MM
0.
1525.
YES
YES
*** A SUITABLE BAR ARRANGEMENT COULD NOT BE DETERMINED.
REQD. STEEL =
1478. MM2,
MAX NEG MOMENT =
___
MAX. STEEL PERMISSIBLE =
56.75 KN-MET,
16J____________________
LOADING
1525X 200X
1709. MM2
5
300_____________________
29J____
|
|
|
|
|
|
|
|
| 2No25 H
63.
0.TO 1525
|
||=========================================================================||
|
|
|___________________________________________________________________________|
_________
_________
_________
_________
_________
_________
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| 2#25
|
| 2#25
|
| 2#25
|
| 2#25
|
| 2#25
|
| 2#25
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
oo
|_________|
oo
|_________|
oo
|_________|
oo
|_________|
oo
|_________|
oo
|
|_________|
=====================================================================
BEAM
NO.
LEN -
3275. MM
LEVEL
HEIGHT
19 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
FY -
227.
BAR INFO
(MM)
FC -
21.
MPA, SIZE -
FROM
TO
(MM)
(MM)
200. X
400. MMS
ANCHOR
STA
END
_____________________________________________________________________
1
61.
2 - 20MM
0.
3275.
YES
YES
2
339.
2 - 20MM
0.
1356.
YES
NO
B E A M
N O.
19 D E S I G N
R E S U L T S - SHEAR
STAAD SPACE
-- PAGE NO.
AT START SUPPORT - Vu=
Tu=
0.56 KN-MET
17.69 KNS
Tc=
Vc=
1.5 KN-MET
51.40 KNS
Ts=
Vs=
0.0 KN-MET
8
0.00 KNS
LOAD
5
STIRRUPS ARE NOT REQUIRED.
AT END
Tu=
SUPPORT - Vu=
0.56 KN-MET
11.80 KNS
Tc=
Vc=
1.5 KN-MET
51.40 KNS
Ts=
Vs=
0.0 KN-MET
0.00 KNS
LOAD
5
STIRRUPS ARE NOT REQUIRED.
___
|
21J____________________
3275X 200X
400_____________________
48J____
|
||==============================
|
| 2No20 H 339.
|
0.TO 1356
|
|
| 2No20 H
61.
0.TO 3275
|
||=========================================================================||
|
|
|___________________________________________________________________________|
_______
|
_______
|
|
|
|
| 2#20
|
|
_______
|
|
|
|
| 2#20
|
|
|
| 2#20
|
|
|
oo
oo
|
_______
_______
_______
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| 2#20
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| 2#20
|
| 2#20
|
| 2#20
|
| 2#20
|
| 2#20
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|_______|
oo
oo
|_______|
oo
oo
|_______|
oo
|_______|
oo
|_______|
oo
|_______|
=====================================================================
BEAM
NO.
LEN -
2925. MM
LEVEL
HEIGHT
25 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
FY -
227.
BAR INFO
(MM)
FC -
21.
MPA, SIZE -
FROM
TO
(MM)
(MM)
200. X
|
400. MMS
ANCHOR
STA
END
_____________________________________________________________________
1
63.
2 - 25MM
175.
2925.
NO
YES
2
113.
1 - 25MM
175.
2925.
NO
YES
3
339.
2 - 20MM
0.
1565.
YES
NO
4
299.
2 - 20MM
0.
1565.
YES
NO
B E A M
N O.
25 D E S I G N
AT START SUPPORT - Vu=
Tu=
1.39 KN-MET
62.58 KNS
Tc=
Vc=
1.5 KN-MET
R E S U L T S - SHEAR
50.56 KNS
Ts=
Vs=
0.0 KN-MET
32.89 KNS
LOAD
5
NO STIRRUPS ARE REQUIRED FOR TORSION.
REINFORCEMENT IS REQUIRED FOR SHEAR.
PROVIDE 12 MM 2-LEGGED STIRRUPS AT 169. MM
C/C FOR 1126. MM
STAAD SPACE
AT END
Tu=
-- PAGE NO.
SUPPORT - Vu=
1.39 KN-MET
35.63 KNS
Tc=
Vc=
1.5 KN-MET
50.56 KNS
Ts=
Vs=
0.0 KN-MET
9
0.00 KNS
LOAD
5
NO STIRRUPS ARE REQUIRED FOR TORSION.
REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
PROVIDE 12 MM 2-LEGGED STIRRUPS AT 169. MM
___
18J____________________
2925X 200X
C/C FOR 1126. MM
400_____________________
38J____
|
|
||=======================================
|
||2No20=H=339.===0.TO=1565===============
|
| 2No1No252H9113.0175.TO62925
|
|
8*12c/c169
|
|
=2No25=H==63.=175.TO=2925==============================================||
|
=======================================================================||
|
|
|___________________________________________________________________________|
_______
|
_______
|
|
|
|
| 2#20
|
|
_______
|
|
|
|
| 2#20
|
|
|
|
|
|
|
|
oo
_______
_______
_______
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| 2#20
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| 2#25
|
| 2#25
|
| 2#25
|
| 2#25
|
| 2#25
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|_______|
oo
oo
|_______|
oo
oo
|_______|
oo
|_______|
oo
|_______|
oo
|_______|
=====================================================================
BEAM
NO.
LEN -
3675. MM
LEVEL
HEIGHT
35 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
FY -
227.
FC -
BAR INFO
(MM)
21.
MPA, SIZE -
FROM
TO
(MM)
(MM)
200. X
300. MMS
ANCHOR
STA
END
_____________________________________________________________________
1
61.
2 - 20MM
0.
2816.
YES
NO
2
237.
2 - 25MM
1681.
3675.
NO
YES
B E A M
N O.
AT START SUPPORT - Vu=
35 D E S I G N
2.62 KNS
R E S U L T S - SHEAR
Vc=
35.94 KNS
Vs=
|
0.00 KNS
Tu=
1.20 KN-MET
Tc=
1.0 KN-MET
Ts=
1.6 KN-MET
LOAD
7
STIRRUPS ARE REQUIRED FOR TORSION.
REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
PROVIDE 12 MM 2-LEGGED STIRRUPS AT
81. MM
C/C FOR 1601. MM
ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE =
STAAD SPACE
AT END
Tu=
1.13 SQ.CM.
-- PAGE NO.
SUPPORT - Vu=
1.20 KN-MET
24.77 KNS
Tc=
Vc=
1.0 KN-MET
35.94 KNS
Ts=
Vs=
1.6 KN-MET
10
0.00 KNS
LOAD
7
STIRRUPS ARE REQUIRED FOR TORSION.
REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
PROVIDE 12 MM 2-LEGGED STIRRUPS AT
81. MM
C/C FOR 1601. MM
ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE =
___
29J____________________
3674X 200X
1.13 SQ.CM.
300_____________________
17J____
|
|
|
=========================================||
|
|2No25|H|237.1681.TO|3675
| 21*12c/c 81
| | | | | | | | | | | | |
| 2No20 H
61.
0.TO 2816
|
21*12c/c 81
|
| | | | | | | | | | | | |
|
||=========================================================
|
|
|
|___________________________________________________________________________|
_________
_________
_________
_________
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| 2#20
|
| 2#20
|
|
|
oo
oo
_________
|
|
oo
|
|
|
| 2#25
|
|
|
| 2#20
|
|
oo
_________
|
|
oo
|
|
oo
|
|
| 2#25
|
| 2#25
|
|
|
|
|
|
|
|
| 2#20
|
|
|
|
|
|
|
|
|
|
|
|
oo
|
|
|
|
|_________|
|
|
|_________|
|
|
|_________|
|
|_________|
|
|
|
|_________|
|
|_________|
=====================================================================
BEAM
NO.
LEN -
2975. MM
LEVEL
HEIGHT
47 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
FY -
227.
BAR INFO
FC -
21.
MPA, SIZE -
FROM
TO
(MM)
(MM)
(MM)
200. X
300. MMS
ANCHOR
STA
END
_____________________________________________________________________
1
61.
2 - 20MM
227.
2975.
2
241.
2 - 16MM
0.
782.
B E A M
N O.
47 D E S I G N
AT START SUPPORT - Vu=
Tu=
1.04 KN-MET
Tc=
14.48 KNS
YES
YES
NO
R E S U L T S - SHEAR
Vc=
1.0 KN-MET
NO
40.37 KNS
Ts=
Vs=
1.4 KN-MET
0.00 KNS
LOAD
5
STIRRUPS ARE REQUIRED FOR TORSION.
REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
PROVIDE 12 MM 2-LEGGED STIRRUPS AT
81. MM
C/C FOR 1251. MM
ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE =
STAAD SPACE
0.98 SQ.CM.
-- PAGE NO.
11
AT END
Tu=
SUPPORT - Vu=
1.04 KN-MET
10.24 KNS
Tc=
Vc=
1.0 KN-MET
35.72 KNS
Ts=
Vs=
1.4 KN-MET
0.00 KNS
LOAD
5
STIRRUPS ARE REQUIRED FOR TORSION.
REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
PROVIDE 12 MM 2-LEGGED STIRRUPS AT
81. MM
C/C FOR 1251. MM
ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE =
___
27J____________________
2974X 200X
0.98 SQ.CM.
300_____________________
97J____
|
|
||==================
|
| 2No16 H 241.|
0.TO
| 17*12c/c 81 |
|
782
|
17*12c/c 81
|
|
|2No20|H |61. 227.TO 2975
|
|
======================================================================||
|
|
|___________________________________________________________________________|
_________
|
_________
|
|
oo
|
|
| 2#16
_________
_________
_________
_________
|
|
|
|
|
|
|
|
|
oo
|
|
|
|
|
|
|
|
|
|
| 2#16
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| 2#20
|
| 2#20
|
| 2#20
|
| 2#20
|
| 2#20
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|_________|
oo
|_________|
oo
|_________|
oo
|_________|
oo
|_________|
oo
|
|_________|
=====================================================================
BEAM
NO.
LEN -
2975. MM
LEVEL
HEIGHT
50 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
FY -
227.
BAR INFO
(MM)
FC -
21.
MPA, SIZE -
FROM
TO
(MM)
(MM)
200. X
400. MMS
ANCHOR
STA
END
_____________________________________________________________________
1
63.
2 - 25MM
0.
2658.
YES
NO
2
113.
1 - 25MM
0.
2658.
YES
NO
3
337.
2 - 25MM
689.
2975.
NO
YES
4
287.
1 - 25MM
689.
2975.
NO
YES
B E A M
N O.
50 D E S I G N
AT START SUPPORT - Vu=
Tu=
0.34 KN-MET
Tc=
36.59 KNS
R E S U L T S - SHEAR
Vc=
1.5 KN-MET
50.13 KNS
Ts=
Vs=
0.0 KN-MET
0.00 KNS
LOAD
5
NO STIRRUPS ARE REQUIRED FOR TORSION.
REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
PROVIDE 12 MM 2-LEGGED STIRRUPS AT 169. MM
C/C FOR 1151. MM
STAAD SPACE
AT END
Tu=
-- PAGE NO.
SUPPORT - Vu=
0.34 KN-MET
Tc=
64.14 KNS
Vc=
1.5 KN-MET
50.13 KNS
Ts=
Vs=
0.0 KN-MET
35.40 KNS
LOAD
NO STIRRUPS ARE REQUIRED FOR TORSION.
REINFORCEMENT IS REQUIRED FOR SHEAR.
PROVIDE 12 MM 2-LEGGED STIRRUPS AT 169. MM
C/C FOR 1151. MM
5
12
___
38J____________________
2975X 200X
400_____________________
21J____
|
|
|
==========================================================||
|
=2No25=H=337.=689.TO=2975=================================||
| 1No25cHc113.
0.TO22658287. 689.TO|2975|
|
|
|
8*12c/c169
|
||2No25=H==63.===0.TO=2658==========================================
|
||==================================================================
|
|
|
|___________________________________________________________________________|
_______
_______
_______
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| 2#25
|
|
|
oo
_______
|
|
|
|
| 2#25
|
|
|
| 2#25
|
|
|
|
|
|_______|
oo
_______
|
|
|
|
| 2#25
|
|
|
| 2#25
|
|
|
|
|
|_______|
oo
oo
_______
|
|
|
|
| 2#25
|
| 2#25
|
|
|
|
|
|
| 2#25
|
| 2#25
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|_______|
oo
oo
|_______|
oo
oo
|_______|
|
oo
|
|_______|
=====================================================================
BEAM
NO.
LEN -
5900. MM
LEVEL
HEIGHT
142 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
FY -
227.
FC -
21.
BAR INFO
MPA, SIZE -
TO
(MM)
(MM)
(MM)
FROM
200. X
300. MMS
ANCHOR
STA
END
_____________________________________________________________________
1
59.
2 - 16MM
529.
4634.
NO
NO
2
241.
2 - 16MM
0.
1270.
YES
NO
3
239.
2 - 20MM
4258.
5900.
NO
YES
B E A M
N O.
142 D E S I G N
AT START SUPPORT - Vu=
Tu=
1.08 KN-MET
Tc=
19.73 KNS
R E S U L T S - SHEAR
Vc=
1.1 KN-MET
36.83 KNS
Ts=
Vs=
1.4 KN-MET
0.00 KNS
LOAD
5
STIRRUPS ARE REQUIRED FOR TORSION.
REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
PROVIDE 12 MM 2-LEGGED STIRRUPS AT
81. MM
C/C FOR 2714. MM
ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE =
AT END
Tu=
SUPPORT - Vu=
1.08 KN-MET
Tc=
19.89 KNS
Vc=
1.1 KN-MET
36.79 KNS
Ts=
Vs=
1.4 KN-MET
1.02 SQ.CM.
0.00 KNS
LOAD
5
STIRRUPS ARE REQUIRED FOR TORSION.
REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
PROVIDE 12 MM 2-LEGGED STIRRUPS AT
81. MM
C/C FOR 2714. MM
ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE =
1.02 SQ.CM.
STAAD SPACE
___
-- PAGE NO.
55J____________________
5900X 200X
300_____________________
17
58J____
|
|
||===============
=====================||
| 2No16 H 241.| |0.TO 1270
2No20|H|239.4258.TO 5900 |
| 35*12c/c 81 | |
| | |
|
|2No16|H| 59. 529.TO 4634
| | |
|
======================================================
35*12c/c 81
|
|
|
|
|
|___________________________________________________________________________|
_________
|
_________
|
|
oo
|
|
| 2#16
_________
_________
_________
|
|
|
|
|
|
oo
|
|
|
|
|
|
|
| 2#16
|
|
|
|
|
|
|
|
|
|
|
|
| 2#16
|
| 2#16
|
|
|
|
|
|
|
|
|
|
|
|_________|
oo
|_________|
oo
_________
|
|
oo
|
|
oo
|
|
| 2#20
|
| 2#20
|
|
|
|
|
|
|
|
| 2#16
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|_________|
oo
|_________|
|_________|
|
|_________|
********************END OF BEAM DESIGN**************************
121. DESIGN COLUMN 1 2 4 119 120 122
STAAD SPACE
-- PAGE NO.
====================================================================
18
COLUMN
FY - 227.0
NO.
FC -
1
DESIGN PER ACI 318-05 - AXIAL + BENDING
21.0 MPA,
RECT SIZE - 250.0 X 300.0 MMS, TIED
ONLY MINIMUM STEEL IS REQUIRED.
AREA OF STEEL REQUIRED =
BAR CONFIGURATION
750.0
REINF PCT.
SQ. MM
LOAD
LOCATION
PHI
----------------------------------------------------------
4 - 16 MM
1.072
5
END
0.650
(PROVIDE EQUAL NUMBER OF BARS ON EACH FACE)
TIE BAR NUMBER
12 SPACING 250.00 MM
====================================================================
COLUMN
FY - 227.0
NO.
FC -
2
DESIGN PER ACI 318-05 - AXIAL + BENDING
21.0 MPA,
RECT SIZE - 250.0 X 300.0 MMS, TIED
ONLY MINIMUM STEEL IS REQUIRED.
AREA OF STEEL REQUIRED =
BAR CONFIGURATION
750.0
REINF PCT.
SQ. MM
LOAD
LOCATION
PHI
----------------------------------------------------------
4 - 16 MM
1.072
5
(PROVIDE EQUAL NUMBER OF BARS ON EACH FACE)
TIE BAR NUMBER
12 SPACING 250.00 MM
END
0.650
====================================================================
COLUMN
FY - 227.0
NO.
FC -
4
DESIGN PER ACI 318-05 - AXIAL + BENDING
21.0 MPA,
SQRE SIZE - 300.0 X 300.0 MMS, TIED
ONLY MINIMUM STEEL IS REQUIRED.
AREA OF STEEL REQUIRED =
BAR CONFIGURATION
900.0
REINF PCT.
SQ. MM
LOAD
LOCATION
PHI
----------------------------------------------------------
4 - 20 MM
1.396
5
END
0.650
(PROVIDE EQUAL NUMBER OF BARS ON EACH FACE)
TIE BAR NUMBER
12 SPACING 300.00 MM
STAAD SPACE
-- PAGE NO.
====================================================================
COLUMN
FY - 227.0
NO.
FC -
119
DESIGN PER ACI 318-05 - AXIAL + BENDING
21.0 MPA,
RECT SIZE - 250.0 X 300.0 MMS, TIED
ONLY MINIMUM STEEL IS REQUIRED.
AREA OF STEEL REQUIRED =
BAR CONFIGURATION
REINF PCT.
750.0
LOAD
SQ. MM
LOCATION
PHI
----------------------------------------------------------
19
4 - 16 MM
1.072
5
END
0.650
(PROVIDE EQUAL NUMBER OF BARS ON EACH FACE)
TIE BAR NUMBER
12 SPACING 250.00 MM
====================================================================
COLUMN
FY - 227.0
NO.
FC -
120
DESIGN PER ACI 318-05 - AXIAL + BENDING
21.0 MPA,
RECT SIZE - 250.0 X 300.0 MMS, TIED
AREA OF STEEL REQUIRED =
BAR CONFIGURATION
1065.0
REINF PCT.
SQ. MM
LOAD
LOCATION
PHI
----------------------------------------------------------
4 - 20 MM
1.676
5
END
0.650
(PROVIDE EQUAL NUMBER OF BARS ON EACH FACE)
TIE BAR NUMBER
12 SPACING 250.00 MM
====================================================================
COLUMN
FY - 227.0
NO.
FC -
122
DESIGN PER ACI 318-05 - AXIAL + BENDING
21.0 MPA,
SQRE SIZE - 300.0 X 300.0 MMS, TIED
AREA OF STEEL REQUIRED =
BAR CONFIGURATION
1026.0
REINF PCT.
LOAD
SQ. MM
LOCATION
PHI
----------------------------------------------------------
4 - 20 MM
1.396
5
END
0.650
(PROVIDE EQUAL NUMBER OF BARS ON EACH FACE)
TIE BAR NUMBER
12 SPACING 300.00 MM
STAAD SPACE
-- PAGE NO.
20
********************END OF COLUMN DESIGN RESULTS********************
122. DESIGN ELEMENT 155 161
STAAD SPACE
-- PAGE NO.
21
ELEMENT DESIGN SUMMARY
----------------------
ELEMENT
LONG. REINF
(SQ.MM/MM)
FY:
MOM-X /LOAD
(KN-MM/MM)
226.998 MPA FC:
TRANS. REINF
(SQ.MM/MM)
21.000 MPA COVER:
MOM-Y /LOAD
(KN-MM/MM)
19.050 MM TH:
100.000 MM
155 TOP : Longitudinal direction - Only minimum steel required.
155 BOTT: Longitudinal direction - Only minimum steel required.
155 TOP : Transverse direction
- Only minimum steel required.
155 BOTT: Transverse direction
- Only minimum steel required.
155 TOP :
0.200
0.00 /
0
0.200
0.42 /
6
BOTT:
0.200
0.81 /
5
0.200
0.00 /
0
FY:
226.998 MPA FC:
21.000 MPA COVER:
19.050 MM TH:
161 TOP : Longitudinal direction - Only minimum steel required.
161 BOTT: Longitudinal direction - Only minimum steel required.
100.000 MM
161 TOP : Transverse direction
- Only minimum steel required.
161 BOTT: Transverse direction
- Only minimum steel required.
161 TOP :
0.200
0.00 /
0
0.200
0.00 /
6
BOTT:
0.200
0.99 /
5
0.200
0.86 /
5
***************************END OF ELEMENT DESIGN***************************
123. END CONCRETE DESIGN
124. LOAD LIST 3 4 8
125. PRINT SUPPORT REACTION LIST 1 TO 11 13 31 33 35
STAAD SPACE
-- PAGE NO.
SUPPORT REACTIONS -UNIT KN
METE
STRUCTURE TYPE = SPACE
-----------------
JOINT
1
2
3
4
LOAD
FORCE-X
FORCE-Y
FORCE-Z
MOM-X
MOM-Y
MOM Z
3
-0.25
41.11
-0.14
-0.24
0.05
0.46
4
-0.09
3.69
-0.07
-0.10
0.01
0.14
8
0.29
26.86
0.16
0.02
-0.02
-0.59
3
1.77
75.71
-0.02
-0.13
0.05
-2.56
4
0.51
7.23
-0.01
-0.03
0.01
-0.75
8
0.91
49.27
-0.18
-0.48
-0.02
-1.51
3
-1.62
65.68
-0.24
-0.60
0.06
2.51
4
-0.45
6.15
-0.05
-0.11
0.01
0.68
8
-1.33
43.51
0.08
-0.03
-0.01
1.83
3
0.01
134.92
3.04
4.48
0.08
-0.06
22
5
6
7
8
9
10
11
13
31
33
4
-0.04
15.01
0.76
1.14
0.02
0.05
8
-0.03
57.81
0.82
0.84
-0.02
-0.10
3
4.75
222.71
1.11
1.57
0.10
-7.12
4
1.18
31.10
0.25
0.36
0.02
-1.77
8
0.31
9.13
-0.07
-0.48
-0.04
-0.62
3
-4.12
198.42
2.88
3.88
0.07
6.14
4
-1.04
26.33
0.61
0.84
0.01
1.54
8
-0.05
62.01
0.63
0.66
-0.03
-0.08
3
2.23
150.98
-3.20
-4.83
0.08
-3.64
4
0.50
15.33
-0.79
-1.17
0.01
-0.81
8
0.05
53.22
-1.43
-2.52
-0.03
-0.13
3
-1.97
279.11
-1.78
-2.93
0.09
2.63
4
-0.48
42.53
-0.45
-0.70
0.02
0.65
8
0.27
3.72
0.09
-0.16
-0.02
-0.46
3
-0.02
137.98
-1.71
-2.81
0.06
-0.22
4
0.03
19.16
-0.38
-0.60
0.01
-0.10
8
0.09
63.88
-0.44
-0.81
-0.01
-0.19
3
0.54
53.15
0.61
0.87
-0.05
-1.34
4
0.12
-0.02
0.14
0.21
0.01
-0.26
8
0.58
60.21
0.83
1.02
-0.08
-0.99
3
2.11
121.05
0.43
0.49
0.06
-3.54
4
0.34
14.43
0.14
0.19
0.01
-0.59
8
1.29
68.15
0.32
0.30
-0.01
-1.96
3
1.12
37.11
-0.44
-0.71
0.02
-1.80
4
0.25
8.57
-0.06
-0.10
0.00
-0.39
8
0.10
9.79
-0.48
-0.77
0.00
-0.16
3
-3.40
33.42
-0.26
-0.68
0.05
4.67
4
-0.58
2.91
-0.03
-0.09
0.01
0.78
8
-2.16
12.13
-0.15
-0.37
-0.01
3.17
3
-0.13
8.43
-0.13
-0.30
0.01
0.14
4
-0.02
0.11
-0.03
-0.06
0.00
0.01
8
-0.11
1.09
-0.06
-0.14
0.00
0.15
35
3
-1.02
20.70
-0.15
-0.32
0.01
1.41
4
-0.23
3.31
-0.02
-0.04
0.00
0.33
8
-0.21
1.11
-0.11
-0.21
-0.01
0.31
STAAD SPACE
-- PAGE NO.
************** END OF LATEST ANALYSIS RESULT **************
126. FINISH
*********** END OF THE STAAD.Pro RUN ***********
**** DATE= MAY
6,2014
TIME= 11:48:24 ****
23
POOL DESIGN
POOL DESIGN
6.5
2.5
11
Hb=
2.5
ya1=
Phi =
ya2=
Ha=
2.0
CASE 1 :
Hb =
Empty tank with earthfill outside
8.20
ft
yb2 =
2.73
ft
Vb =
135.00
pcf
Vw =
64.20
pcf
Ka =
Pho =
yb1 =
Pho =
yb2 =
yb1 =
5.47
ft
1/2(Vb*H^2*Ka)+1/2(Vw*H^2)
Pho =
Moment @ base of wall (1 ft strip) due Pho
Mu =
CASE 2 :
5.90
2.16
k
1,342.65
p
1.34
k
Filled tank without earthfill outside
6.56
ft.
yb1 =
2.19
ft.
Vw =
62.4
Ph1 =
1/2(Vw*H^2)
pcf
Ph1 =
Moment @ base fo wall (1 ft strip) due Phi
therefore use:
p
k-ft.
Ha =
Mu =
2,158.40
2.94
k-ft.
Mu =
5.90
k-ft.
ku=
200
Pu=
3.67
kips
F=
0.03
Consider 1 ft
strip:
0.45
Mu =
2.94
Vu =
1.34
Ku =
200.00
Fa =
0.22
Kua =
13.20
au =
2.87
As =
F=
0.01
b(m.)=
0.30
b(in.)=
11.81
0.07
sq.in
d(m.)=
0.10
d(in.)=
3.86
for 12mm dia. use:
0.40
pcs
h(m.)=
0.16
h(in.)=
6.24
for 16mm dia. use :
0.22
pcs
for 20mm dia. use:
0.14
pcs
0.30
use h(m) =
0.45
use h(in) =
17.72
for 25mm dia. use:
0.09
pcs
d' (in) =
2.69
use d(in) =
15.03
for 32mm dia. use:
0.05
pcs
USE 12mm dia. Vertical and Horizontal Rebar Space @ 200mm O.C.B.W. Double Layer
Isolated Footing
1
Footing Size Design
Load
Design Load
Moment in x dir
Moment in y dir
Pu
P
429 KN
314 KN
Mux
Muy
Column size
cx
cy
300 mm
300 mm
SBC
q
200 KN/sqm
A req
1.57 sqmm
L
B
A prvd
1.30 meters
1.30 meters
1.69 meters
Zx
Zx
0.37
0.37
Nup
186 KNm2
Footing Size required
Footing Size Provided
Area Provided
Net upward pressure
Footing Size OK
2
Slab Design
lx
ly
0.500
0.500
Bending Moment in x dir
Bending Moment in y dir
Mx
My
35 KN-m
35 KN-m
Concrete
Steel
fck
fy
20 MPa
415 MPa
dmin
113
D
c
d'
d'
650 mm
50 mm
58 mm
592 mm
Minimum Depth Required
Depth Provided
Clear Cover
Effective Cover
Effective Depth
Spacing c/c in mm
Area of Steel
12#
16#
159 c/c
283 c/c
159 c/c
710 sqmm
Minimum Ast required across x direcion
Minimum Ast required across y direcion
283 c/c
710 sqmm
Ast across x direction
Ast across y direction
3
16 mm dia
16 mm dia
@ 275 mm c/c
@ 275 mm c/c
One Way Shear along x direction
Vu1
ζv
-33 KN
-0.043 MPa
ζc
0.260 MPa
200 KN
Vc1
One Way Shear Check OK
4
One Way Shear along y direction
Vu1
ζv
-33 KN
-0.043 MPa
ζc
Vc1
0.260 MPa
200 KN
One Way Shear Check OK
5
Two Way Shear
Vu2
ζv
250 KN
0.118 MPa
ks*ζc
Vc1
1.118 MPa
2362 KN
Two Way Shear Check OK
L=
1.30 meters
20#
442
c/c
442
c/c
731 sqmm
731 sqmm
1.30 meters
650 mm
B=
300
300
250 mm
16 mm dia
@ 275 mm c/c
16 mm dia
@ 275 mm c/c