structural computation

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 Roofing – 0.1 kPa 1.1.2 Flooring – 1.1 kPa 1.1.3 Utilities – 0.4 kPa 1.1.4 Frames – 0.4 kPa 1.1.5 Ceiling – 0.4 kPa

1.2 Live Load

1.2.1 Floor Live Load, Residential – 1.9 kPa Deck/Balcony – 2.9 kPa

1.2.2 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 As per NSCP 6th Edition

2.0 Materials Specification

2.1 CONCRETE (28 days) , fc = 20.7 Mpa 2.2 Reinforcing Steel, ASTM A615, Fy = 275 Mpa 2.3 Structural Steel, ASTM A36, Fy = 248 Mpa 2.4 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: Residential

Dead Load: Second Floor:

Roof Deck 1. Flooring: 1.10 kPa 1. Flooring: 1.10 kPa

2. Ceiling: 0.40 kPa 2. Ceiling: 0.40 kPa

3. Utilities: 0.40 kPa 3. Utilities: 0.40 kPa

4. Framing: 0.40 kPa 4. Framing: 0.40 kPa

5. Partition: 2.88 kPa 5. Partition:

kPa

5.18 kPa

2.30 kPa

Live Load:

Floor Live Load: 1.90 kPa Deck Live Load: 2.90 kPa

Super Dead Load:

ht

External 6" Masonry Wall: 3.11 kPa 2.60 8.09 kN/m

1.5 4.67

Roof 1. Flooring:

kPa

2. Ceiling: 0.40 kPa 3. Utilities: 0.40 kPa 4. Framing: 0.40 kPa

1.20 kPa

width 2.00

2.4 kN/m

Roof Live Load 1.00 kPa

2 kN/m

Project: Proposed Three Storey Residence

Designer: Location : Samar

Date:

Owner:

P U R L I N D E S I G N

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

x = 1.61 m. WT. = 3.35 KG/M

32.86 N/m

0.03 kN/m

y = 8.4 m.

Ø = 0.1917 0.18937 10.85 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

Subtotal : 1.11 kPa

Width = 0.60 m.

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 =

0.24 kN/m DL + WLLs =

1.63 kN/m

WL Ls = kN/m 0.75 (DL +LL + WLLs) kN/m

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 :

M X = W N * L^2 1408.155 N - m

8

M Y = W T * L^2 269.8964 N - m

8

ACTUAL STRESSES :

ALLOWABLE STRESES:

(compact w/ full lateral support)

fbx = M X

104.31 mPa Fy = 248 mPa

S X

On strong axis :

F bx = 0.66* Fy

163.68 mPa ok

fby = M Y

61.34 mPa

S Y

F by = 0.75*F y

186.00 mPa ok

INTERACTION EQUATION :

fbx =

0.64

F bx

+

fby =

0.33

F by

0.97 OK

THEREFORE USE TRIAL SECTION,LC 100 x 50 x 15 x 2.0

DESIGN OF HALF TRUSS (HT-1)

Nodes

Node

X

(m)

Y

(m)

Z

(m)

1 0.000 0.000 0.000

2 3.500 0.000 0.000

3 0.000 1.500 0.000

4 0.875 0.000 0.000

5 1.750 0.000 0.000

6 2.625 0.000 0.000

7 0.875 1.125 0.000

8 1.750 0.750 0.000

9 2.625 0.375 0.000

Beams

Beam Node A Node B

Length

(m)

Property

(degrees)

1 1 4 0.875 1 0

2 3 1 1.500 1 0

3 3 7 0.952 1 0

4 4 5 0.875 1 0

5 5 6 0.875 1 0

6 6 2 0.875 1 0

7 7 8 0.952 1 0

8 8 9 0.952 1 0

9 9 2 0.952 1 0

10 7 4 1.125 2 0

11 8 5 0.750 2 0

12 9 6 0.375 2 0

13 3 4 1.737 2 0

14 7 5 1.425 2 0

15 8 6 1.152 2 0

Basic Load Cases

Number Name

1 DEAD LOAD

2 LIVE

Combination Load Cases

Comb. Combination L/C Name Primary Primary L/C Name Factor

4 COMBINATION LOAD CASE 4 1 DEAD LOAD 1.20

2 LIVE 1.60

****************************************************

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* Proprietary Program of *

* Research Engineers, Intl. *

* Date= MAY 6, 2014 *

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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 -- 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 = 9/ 15/ 2

SOLVER USED IS THE IN-CORE ADVANCED SOLVER

TOTAL PRIMARY LOAD CASES = 2, TOTAL DEGREES OF FREEDOM = 14

39. PARAMETER 1

40. CODE AISC UNIFIED

41. CHECK CODE ALL


STAAD.PRO CODE CHECKING - (AISC-360-05-LRFD)

********************************************

ALL UNITS ARE - KN METE (UNLESS OTHERWISE NOTED)

MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/

FX MY MZ LOCATION

=======================================================================

1 LD L20203 (AISC SECTIONS)

PASS Clause E 0.092 4

16.22 C 0.00 0.00 0.00



17.39 C 0.00 0.00 1.50



11.78 C 0.00 0.00 0.95



5.39 C 0.00 0.00 0.00


PASS Clause D2 0.026 4

-5.42 T 0.00 0.00 0.00



-16.18 T 0.00 0.00 0.00



22.22 C 0.00 0.00 0.95



32.63 C 0.00 0.00 0.95



31.33 C 0.00 0.00 0.95

10 ST L20203 (AISC SECTIONS)


15.93 C 0.00 0.00 1.12



11.27 C 0.00 0.00 0.75



6.61 C 0.00 0.00 0.38



-21.52 T 0.00 0.00 0.00



-17.62 T 0.00 0.00 0.00



-14.20 T 0.00 0.00 0.00

42. LOAD LIST 1 2

43. PRINT SUPPORT REACTION LIST 1 2


SUPPORT REACTIONS -UNIT KN METE STRUCTURE TYPE = TRUSS

-----------------

JOINT LOAD FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM Z

1 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

2 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 **************

DESIGN OF PENTHOUSE

Job Information

Engineer Checked Approved

Name:

Date: 06-May-14

Structure Type SPACE FRAME

Number of Nodes 14 Highest Node 14

Number of Elements 14 Highest Beam 14

Number of Basic Load Cases 2

Number of Combination Load Cases 1

Included in this printout are data for:

All The Whole Structure

Included in this printout are results for load cases:

Type L/C Name

Primary 1 DEAD LOAD

Primary 2 LIVE LOAD

Combination 3 COMBINATION LOAD CASE 3

Nodes

Node

X

(m)

Y

(m)

Z

(m)

1 0.000 0.000 0.000

2 2.363 0.000 0.000

3 0.000 0.000 2.280

4 1.263 0.000 3.138

5 2.363 0.000 3.138

6 0.000 0.000 4.563

7 1.263 0.000 4.563

8 0.000 2.400 0.000

9 2.363 2.400 0.000

10 0.000 2.400 2.280

11 1.263 2.400 3.138

12 2.363 2.400 3.138

13 0.000 2.400 4.563

14 1.263 2.400 4.563

Beams

Beam Node A Node B

Length

(m)

Property

(degrees)

1 8 1 2.400 1 0

2 10 3 2.400 1 0

3 13 6 2.400 1 0

4 9 2 2.400 1 0

5 11 4 2.400 1 0

6 12 5 2.400 1 0

7 14 7 2.400 1 0

8 8 9 2.363 2 0

9 8 10 2.280 2 0

10 10 13 2.283 2 0

11 9 12 3.138 2 0

12 13 14 1.263 2 0

13 11 14 1.425 2 0

14 11 12 1.100 2 0

Basic Load Cases

Number Name

1 DEAD LOAD

2 LIVE LOAD




2 LIVE LOAD 1.60

****************************************************

* *

* STAAD.Pro *




* Date= MAY 6, 2014 *

* Time= 11:40:48 *

* *

* USER ID: rbai *

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1. STAAD SPACE

INPUT FILE: Stair Casing.STD




5. INPUT WIDTH 79

6. UNIT METER KN


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


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


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



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


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


40. 1 1.2 2 1.6

STAAD SPACE -- PAGE NO. 2



-----------------------------------




42. PARAMETER 1

43. CODE AISC UNIFIED

44. CHECK CODE ALL


STAAD.PRO CODE CHECKING - (AISC-360-05-LRFD)

********************************************

ALL UNITS ARE - KN METE (UNLESS OTHERWISE NOTED)

MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/

FX MY MZ LOCATION

=======================================================================

1 D C4X5 (AISC SECTIONS)

PASS Clause H1/2 0.108 3

19.48 C 0.01 -0.05 0.00



20.07 C 0.00 0.00 2.40



19.37 C -0.01 -0.01 0.00



16.98 C 0.05 0.05 0.00



17.16 C 0.00 0.00 2.40



16.86 C -0.05 0.01 0.00



17.17 C 0.00 0.00 2.40



0.02 C 0.00 -0.08 1.18



0.01 C 0.00 0.12 2.28



0.01 C 0.00 0.12 0.00



0.02 C 0.00 -0.19 1.57


PASS Clause G 0.002 3

0.00 C 0.00 0.01 1.26



0.00 C 0.00 -0.04 0.71


PASS Clause G 0.002 3

0.00 C 0.00 0.01 0.00

45. LOAD LIST 1 2

46. PRINT SUPPORT REACTION LIST 1 2


SUPPORT REACTIONS -UNIT KN METE STRUCTURE TYPE = SPACE

-----------------


1 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

2 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


DESIGN OF MAIN BUILDING

Job Information

Engineer Checked Approved

Name:

Date: 06-May-14

Structure Type SPACE FRAME

Number of Nodes 74 Highest Node 99

Number of Elements 110 Highest Beam 175

Number of Plates 21 Highest Plate 179

Number of Basic Load Cases 5

Number of Combination Load Cases 3

Included in this printout are data for:

All The Whole Structure

Included in this printout are results for load cases:

Type L/C Name

Primary 1 SEISMIC X-DIRECTION

Primary 2 SEISMIC Z-DIRECTION

Primary 3 DEAD LOAD

Primary 4 LIVE LOAD

Primary 8 SUPER IMPOSED DL




Nodes

Node

X

(m)

Y

(m)

Z

(m)

1 0.000 0.000 0.000

2 2.550 0.000 0.000

3 7.750 0.000 0.000

4 0.000 0.000 2.950

5 2.550 0.000 2.950

6 7.750 0.000 2.950

7 0.000 0.000 8.850

8 4.775 0.000 8.850

9 7.750 0.000 8.850

10 0.000 0.000 11.850

11 4.775 0.000 11.850

13 4.775 0.000 14.175

15 0.000 4.500 0.000

16 2.550 4.500 0.000

17 7.750 4.500 0.000

18 0.000 4.500 2.950

19 2.550 4.500 2.950

20 7.750 4.500 2.950

21 0.000 4.500 8.850

22 4.775 4.500 8.850

23 7.750 4.500 8.850

24 0.000 4.500 11.850

25 4.775 4.500 11.850

27 4.775 4.500 14.175

29 4.075 4.500 0.000

30 4.075 4.500 2.950

31 9.750 0.000 11.850

32 9.750 4.500 11.850

33 9.750 0.000 8.850

34 9.750 4.500 8.850

35 9.750 0.000 14.175

36 9.750 4.500 14.175

37 4.075 4.500 8.850

38 0.000 4.500 5.875

39 4.075 4.500 5.875

40 4.075 4.500 4.300

41 7.750 4.500 4.300

42 4.075 4.500 6.375

43 7.750 4.500 6.375

44 6.325 4.500 4.300

45 6.325 4.500 6.375

46 0.000 4.500 12.700

47 4.775 4.500 12.700

48 3.275 4.500 8.850

49 3.275 4.500 12.700

50 0.000 7.500 0.000

51 2.550 7.500 0.000

52 7.750 7.500 0.000

53 0.000 7.500 2.950

54 2.550 7.500 2.950

55 7.750 7.500 2.950

56 0.000 7.500 8.850

57 4.775 7.500 8.850

58 7.750 7.500 8.850

59 0.000 7.500 11.850

60 4.775 7.500 11.850

62 4.075 7.500 0.000

63 4.075 7.500 2.950

67 4.075 7.500 8.850

68 0.000 7.500 5.875

76 0.000 7.500 12.700

77 4.775 7.500 12.700

80 7.750 4.500 11.850

81 7.750 7.500 11.850

82 6.325 7.500 2.950

83 6.325 7.500 8.850

84 4.075 7.500 5.875

85 4.075 7.500 4.405

86 6.325 7.500 4.405

87 6.325 7.500 7.905

88 4.075 7.500 7.905

97 7.750 4.500 14.175

98 4.075 7.500 11.850

99 4.075 7.500 12.700

Beams

Beam Node A Node B

Length

(m)

Property

(degrees)

1 15 1 4.500 3 0

2 16 2 4.500 3 0

3 17 3 4.500 3 0

4 18 4 4.500 2 0

5 19 5 4.500 2 0

6 20 6 4.500 2 0

7 21 7 4.500 2 0

8 22 8 4.500 2 0

9 23 9 4.500 3 0

10 24 10 4.500 3 0

11 25 11 4.500 3 0

12 27 13 4.500 4 0

15 15 16 2.550 6 0

16 16 29 1.525 6 0

17 18 19 2.550 7 0

18 19 30 1.525 7 0

19 21 48 3.275 7 0

20 22 23 2.975 7 0

24 15 18 2.950 6 0

25 18 38 2.925 7 0

26 21 24 3.000 6 0

31 17 20 2.950 6 0

32 20 41 1.350 7 0

35 29 17 3.675 6 0

36 30 20 3.675 7 0

37 29 30 2.950 7 0

38 34 33 4.500 4 0

39 32 31 4.500 3 0

40 36 35 4.500 4 0

41 34 32 3.000 7 0

42 32 36 2.325 7 0

43 22 25 3.000 6 0

44 25 47 0.850 6 0

45 23 34 2.000 7 0

46 25 80 2.975 6 0

47 27 97 2.975 6 0

48 37 22 0.700 7 0

49 30 40 1.350 7 0

50 38 21 2.975 7 0

51 39 42 0.500 7 0

52 38 39 4.075 6 0

53 40 39 1.575 7 0

54 41 43 2.075 7 0

55 40 44 2.250 8 0

56 42 37 2.475 7 0

57 43 23 2.475 7 0

58 42 45 2.250 8 0

59 44 41 1.425 8 0

60 45 43 1.425 8 0

61 44 45 2.075 8 0

62 47 27 1.475 6 0

63 46 49 3.275 7 0

64 24 46 0.850 6 0

65 48 37 0.800 7 0

66 49 47 1.500 7 0

67 48 49 3.850 8 0

78 50 51 2.550 8 0

79 51 62 1.525 8 0

80 53 54 2.550 9 0

81 54 63 1.525 9 0

83 57 83 1.550 11 0

84 50 53 2.950 8 0

85 53 68 2.925 9 0

86 56 59 3.000 8 0

87 52 55 2.950 8 0

89 62 52 3.675 8 0

90 63 82 2.250 9 0

91 62 63 2.950 10 0

95 60 77 0.850 8 0

97 60 81 2.975 8 0

99 67 57 0.700 11 0

101 68 56 2.975 9 0

115 59 76 0.850 8 0

119 50 15 3.000 3 0

120 51 16 3.000 3 0

121 52 17 3.000 3 0

122 53 18 3.000 2 0

123 54 19 3.000 2 0

124 55 20 3.000 2 0

125 56 21 3.000 2 0

126 59 24 3.000 3 0

127 60 25 3.000 3 0

128 58 23 3.000 3 0

129 80 32 2.000 7 0

131 81 80 3.000 5 0

132 58 81 3.000 8 0

133 82 55 1.425 9 0

134 83 58 1.425 11 0

135 82 86 1.455 10 0

136 63 85 1.455 10 0

137 84 88 2.030 10 0

138 68 84 4.075 10 0

139 85 84 1.470 10 0

140 86 87 3.500 10 0

141 85 86 2.250 8 0

142 55 58 5.900 9 0

143 87 83 0.945 10 0

144 88 67 0.945 10 0

145 87 88 2.250 8 0

151 57 22 3.000 3 0

152 23 80 3.000 6 0

153 97 36 2.000 7 0

154 80 97 2.325 6 0

169 56 67 4.075 11 0

170 59 98 4.075 8 0

171 76 99 4.075 8 0

172 98 60 0.700 8 0

173 99 77 0.700 8 0

174 67 98 3.000 10 0

175 98 99 0.850 10 0

Basic Load Cases

Number Name

1 SEISMIC X-DIRECTION

2 SEISMIC Z-DIRECTION

3 DEAD LOAD

4 LIVE LOAD

8 SUPER IMPOSED DL




4 LIVE LOAD 1.60

8 SUPER IMPOSED DL 1.20

6 COMBINATION LOAD CASE 6 1 SEISMIC X-DIRECTION 1.20

3 DEAD LOAD 0.90

4 LIVE LOAD 1.20


7 COMBINATION LOAD CASE 7 2 SEISMIC Z-DIRECTION 1.20

3 DEAD LOAD 0.90

4 LIVE LOAD 1.20


****************************************************

* *

* STAAD.Pro *




* Date= MAY 6, 2014 *

* Time= 11:48:23 *

* *

* USER ID: rbai *

****************************************************

1. STAAD SPACE

INPUT FILE: samar_for_bp.STD




5. INPUT WIDTH 79

6. UNIT METER KN


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


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


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


51. ISOTROPIC CONCRETE

52. E 2.17185E+007

53. POISSON 0.17

54. DENSITY 23.5616

55. ALPHA 1E-005

56. DAMP 0.05



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




-----------------------------------




***********************************************************

* *

* X DIRECTION : Ta = 0.221 Tb = 0.370 Tuser = 0.000 *

* C = 2.7500, LOAD FACTOR = 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


***********************************************************

* *

* Z DIRECTION : Ta = 0.221 Tb = 0.411 Tuser = 0.000 *

* C = 2.7500, LOAD FACTOR = 1.000 *

* UBC TYPE = 94 *

* UBC FACTOR V = 0.1100 x 521.88 = 57.41 KN *

* *

***********************************************************

87. CHANGE


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


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


106. 3 1.2 4 1.6 8 1.2


108. 1 1.2 3 0.9 4 1.2 8 0.9


110. 2 1.2 3 0.9 4 1.2 8 0.9


112. LOAD LIST 5 TO 7

113. START CONCRETE DESIGN


114. CODE ACI

115. FC 21000 ALL

116. FYMAIN 227000 ALL

117. FYSEC 227000 ALL

118. MINMAIN 16 ALL

119. MAXMAIN 25 ALL

120. DESIGN BEAM 15 16 19 25 35 47 50 78 89 97 132 142


=====================================================================

BEAM NO. 15 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05

LEN - 2550. MM FY - 227. FC - 21. MPA, SIZE - 200. X 300. MMS

LEVEL HEIGHT BAR INFO FROM TO ANCHOR

(MM) (MM) (MM) 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 R E S U L T S - SHEAR

AT START SUPPORT - Vu= 4.09 KNS Vc= 54.76 KNS Vs= 0.00 KNS

Tu= 0.03 KN-MET Tc= 1.0 KN-MET Ts= 0.0 KN-MET LOAD 5

STIRRUPS ARE NOT REQUIRED.

AT END SUPPORT - Vu= 19.59 KNS Vc= 36.55 KNS Vs= 0.00 KNS


NO STIRRUPS ARE REQUIRED FOR TORSION.

REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.

PROVIDE 12 MM 2-LEGGED STIRRUPS AT 121. MM C/C FOR 1038. MM

___ 15J____________________ 2550X 200X 300_____________________ 16J____

| |

||======= ===========================================================||

| 2No16 H 241. 0.TO0 28639. 543.TO 2550 |

| 10*12c/c121 |

| 2No16 H 59. 0.TO 1271 |

||==================================== |

| |

|___________________________________________________________________________|

_________ _________ _________ _________ _________ _________

| | | | | | | | | | | |

| oo | | | | oo | | oo | | oo | | oo |

| 2#16 | | | | 2#20 | | 2#20 | | 2#20 | | 2#20 |

| | | | | | | | | | | |

| 2#16 | | 2#16 | | 2#16 | | | | | | |

| oo | | oo | | oo | | | | | | |

| | | | | | | | | | | |

|_________| |_________| |_________| |_________| |_________| |_________|


=====================================================================





_____________________________________________________________________

1 63. 2 - 25MM 0. 1525. YES YES

*** A SUITABLE BAR ARRANGEMENT COULD NOT BE DETERMINED.

REQD. STEEL = 1478. MM2, MAX. STEEL PERMISSIBLE = 1709. MM2

MAX NEG MOMENT = 56.75 KN-MET, LOADING 5

___ 16J____________________ 1525X 200X 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 |

| | | | | | | | | | | |

|_________| |_________| |_________| |_________| |_________| |_________|

=====================================================================





_____________________________________________________________________

1 61. 2 - 20MM 0. 3275. YES YES

2 339. 2 - 20MM 0. 1356. YES NO









___ 21J____________________ 3275X 200X 400_____________________ 48J____

| |

||============================== |

| 2No20 H 339. 0.TO 1356 |

| |

| 2No20 H 61. 0.TO 3275 |

||=========================================================================||

| |

|___________________________________________________________________________|

_______ _______ _______ _______ _______ _______

| | | | | | | | | | | |

| oo | | oo | | oo | | | | | | |

| 2#20 | | 2#20 | | 2#20 | | | | | | |

| | | | | | | | | | | |

| 2#20 | | 2#20 | | 2#20 | | 2#20 | | 2#20 | | 2#20 |

| oo | | oo | | oo | | oo | | oo | | oo |

| | | | | | | | | | | |

|_______| |_______| |_______| |_______| |_______| |_______|

=====================================================================





_____________________________________________________________________

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





REINFORCEMENT IS REQUIRED FOR SHEAR.








___ 18J____________________ 2925X 200X 400_____________________ 38J____

| |

||======================================= |

||2No20=H=339.===0.TO=1565=============== |

| 2No1No252H9113.0175.TO62925 | | 8*12c/c169 |

| =2No25=H==63.=175.TO=2925==============================================||

| =======================================================================||

| |

|___________________________________________________________________________|

_______ _______ _______ _______ _______ _______

| | | | | | | | | | | |

| oo | | oo | | oo | | | | | | |

| 2#20 | | 2#20 | | 2#20 | | | | | | |

| | | | | | | | | | | |

| | | 2#25 | | 2#25 | | 2#25 | | 2#25 | | 2#25 |

| | | oo | | oo | | oo | | oo | | oo |

| | | | | | | | | | | |

|_______| |_______| |_______| |_______| |_______| |_______|

=====================================================================





_____________________________________________________________________

1 61. 2 - 20MM 0. 2816. YES NO

2 237. 2 - 25MM 1681. 3675. NO YES




STIRRUPS ARE REQUIRED FOR TORSION.



ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.13 SQ.CM.








___ 29J____________________ 3674X 200X 300_____________________ 17J____

| |

| =========================================||

| |2No25|H|237.1681.TO|3675 |

| 21*12c/c 81 | | | | | | | | | | | | | 21*12c/c 81 |

| 2No20 H 61. 0.TO 2816 | | | | | | | | | | | | | |

||========================================================= |

| |

|___________________________________________________________________________|

_________ _________ _________ _________ _________ _________

| | | | | | | | | | | |

| | | | | | | oo | | oo | | oo |

| | | | | | | 2#25 | | 2#25 | | 2#25 |

| | | | | | | | | | | |

| 2#20 | | 2#20 | | 2#20 | | 2#20 | | | | |

| oo | | oo | | oo | | oo | | | | |

| | | | | | | | | | | |

|_________| |_________| |_________| |_________| |_________| |_________|

=====================================================================





_____________________________________________________________________

1 61. 2 - 20MM 227. 2975. NO YES

2 241. 2 - 16MM 0. 782. YES NO















___ 27J____________________ 2974X 200X 300_____________________ 97J____

| |

||================== |

| 2No16 H 241.| 0.TO 782 |

| 17*12c/c 81 | | 17*12c/c 81 |

| |2No20|H |61. 227.TO 2975 |

| ======================================================================||

| |

|___________________________________________________________________________|

_________ _________ _________ _________ _________ _________

| | | | | | | | | | | |

| oo | | oo | | | | | | | | |

| 2#16 | | 2#16 | | | | | | | | |

| | | | | | | | | | | |

| | | 2#20 | | 2#20 | | 2#20 | | 2#20 | | 2#20 |

| | | oo | | oo | | oo | | oo | | oo |

| | | | | | | | | | | |

|_________| |_________| |_________| |_________| |_________| |_________|

=====================================================================





_____________________________________________________________________

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











REINFORCEMENT IS REQUIRED FOR SHEAR.


___ 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========================================== |

||================================================================== |

| |

|___________________________________________________________________________|

_______ _______ _______ _______ _______ _______

| | | | | | | | | | | |

| | | | | oo | | oo | | oo | | oo |

| | | | | 2#25 | | 2#25 | | 2#25 | | 2#25 |

| | | | | | | | | | | |

| 2#25 | | 2#25 | | 2#25 | | 2#25 | | 2#25 | | |

| oo | | oo | | oo | | oo | | oo | | |

| | | | | | | | | | | |

|_______| |_______| |_______| |_______| |_______| |_______|

=====================================================================





_____________________________________________________________________

1 59. 2 - 16MM 529. 4634. NO NO

2 241. 2 - 16MM 0. 1270. YES NO

3 239. 2 - 20MM 4258. 5900. NO YES















___ 55J____________________ 5900X 200X 300_____________________ 58J____

| |

||=============== =====================||

| 2No16 H 241.| |0.TO 1270 2No20|H|239.4258.TO 5900 |

| 35*12c/c 81 | | | | | 35*12c/c 81 |

| |2No16|H| 59. 529.TO 4634 | | | |

| ====================================================== |

| |

|___________________________________________________________________________|

_________ _________ _________ _________ _________ _________

| | | | | | | | | | | |

| oo | | oo | | | | | | oo | | oo |

| 2#16 | | 2#16 | | | | | | 2#20 | | 2#20 |

| | | | | | | | | | | |

| | | 2#16 | | 2#16 | | 2#16 | | | | |

| | | oo | | oo | | oo | | | | |

| | | | | | | | | | | |

|_________| |_________| |_________| |_________| |_________| |_________|

********************END OF BEAM DESIGN**************************

121. DESIGN COLUMN 1 2 4 119 120 122


====================================================================

COLUMN NO. 1 DESIGN PER ACI 318-05 - AXIAL + BENDING

FY - 227.0 FC - 21.0 MPA, RECT SIZE - 250.0 X 300.0 MMS, TIED

ONLY MINIMUM STEEL IS REQUIRED.

AREA OF STEEL REQUIRED = 750.0 SQ. MM

BAR CONFIGURATION REINF PCT. 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

====================================================================






----------------------------------------------------------

4 - 16 MM 1.072 5 END 0.650



====================================================================


FY - 227.0 FC - 21.0 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED




----------------------------------------------------------

4 - 20 MM 1.396 5 END 0.650




====================================================================






----------------------------------------------------------

4 - 16 MM 1.072 5 END 0.650



====================================================================





----------------------------------------------------------

4 - 20 MM 1.676 5 END 0.650



====================================================================


FY - 227.0 FC - 21.0 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED



----------------------------------------------------------

4 - 20 MM 1.396 5 END 0.650




********************END OF COLUMN DESIGN RESULTS********************

122. DESIGN ELEMENT 155 161


ELEMENT DESIGN SUMMARY

----------------------

ELEMENT LONG. REINF MOM-X /LOAD TRANS. REINF MOM-Y /LOAD

(SQ.MM/MM) (KN-MM/MM) (SQ.MM/MM) (KN-MM/MM)

FY: 226.998 MPA FC: 21.000 MPA COVER: 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: 100.000 MM

161 TOP : Longitudinal direction - Only minimum steel required.

161 BOTT: Longitudinal direction - Only minimum steel required.

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


SUPPORT REACTIONS -UNIT KN METE STRUCTURE TYPE = SPACE

-----------------


1 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

2 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 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

4 3 0.01 134.92 3.04 4.48 0.08 -0.06

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

5 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

6 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

7 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

8 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

9 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

10 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

11 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

13 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

31 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

33 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



126. FINISH

*********** END OF THE STAAD.Pro RUN ***********

**** DATE= MAY 6,2014 TIME= 11:48:24 ****

POOL DESIGN

POOL DESIGN

6.5

2.5

11

Hb=

2.5 Ha=

ya1=

yb1 =

2.0

Phi =

Pho =

ya2=

yb2 =

CASE 1 : Empty tank with earthfill outside

Hb = 8.20 ft

yb2 = 2.73 ft yb1 =

5.47 ft

Vb = 135.00 pcf

Vw = 64.20 pcf

Ka = -

Pho = 1/2(Vb*H^2*Ka)+1/2(Vw*H^2) Pho =

2,158.40 p

Moment @ base of wall (1 ft strip) due Pho

2.16 k

Mu = 5.90 k-ft.

CASE 2 : Filled tank without earthfill outside

Ha = 6.56 ft.

yb1 = 2.19 ft.

Vw = 62.4 pcf

Ph1 = 1/2(Vw*H^2)

Ph1 =

1,342.65 p

Moment @ base fo wall (1 ft strip) due Phi

1.34 k

Mu = 2.94 k-ft.

therefore use:

Mu = 5.90 k-ft. ku= 200

Pu= 3.67 kips F=

0.03

Consider 1 ft strip:

Mu = 2.94 Ku = 200.00

Fa = 0.22

Vu = 1.34

Kua = 13.20

F = 0.01

au = 2.87

0.45 b(m.)= 0.30 b(in.)= 11.81

As = 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

0.30

for 20mm dia. use: 0.14 pcs

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 Pu 429 KN

Design Load P 314 KN

Moment in x dir Mux

Moment in y dir Muy

Column size cx 300 mm

cy 300 mm

SBC q 200 KN/sqm

Footing Size required A req 1.57 sqmm

Footing Size Provided

L 1.30 meters

B 1.30 meters

Area Provided A prvd 1.69 meters

Zx 0.37

Zx 0.37

Net upward pressure Nup 186 KNm2

Footing Size OK

2 Slab Design

lx 0.500

ly 0.500

Bending Moment in x dir Mx 35 KN-m

Bending Moment in y dir My 35 KN-m

Concrete fck 20 MPa

Steel fy 415 MPa

Minimum Depth Required dmin 113

Depth Provided D 650 mm

Clear Cover c 50 mm

Effective Cover d' 58 mm

Effective Depth d' 592 mm

Area of Steel

Spacing c/c in mm

12# 16# 20#

710 sqmm 159 c/c 283 c/c

442 c/c

710 sqmm 159 c/c 283 c/c

442 c/c

Minimum Ast required across x direcion

Minimum Ast required across y direcion

Ast across x direction 16 mm dia @ 275 mm c/c 731 sqmm

Ast across y direction 16 mm dia @ 275 mm c/c 731 sqmm

3 One Way Shear along x direction

Vu1 -33 KN

ζv -0.043 MPa

ζc 0.260 MPa

Vc1 200 KN

One Way Shear Check OK

4 One Way Shear along y direction

Vu1 -33 KN

ζv -0.043 MPa

ζc 0.260 MPa

Vc1 200 KN

One Way Shear Check OK

5 Two Way Shear

Vu2 250 KN

ζv 0.118 MPa

ks*ζc 1.118 MPa

Vc1 2362 KN

Two Way Shear Check OK

L= 1.30 meters

300

B= 1.30 meters 300

6

50

mm

250 mm

16 mm dia @ 275 mm c/c 16 mm dia @ 275 mm c/c

structural computation

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