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 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


14

Clause D2


13

0.00


12

0.00


11

0.00


10

4


9

0.031


8

Clause E


7

0.95


6

0.00


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


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


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

*


*

*

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

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


14/

14/

7




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


Clause H1/2 0.01

0.108 -0.05

3 0.00

3

2

D

C4X5


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


11

3


10

0.104


9

Clause H1/2


8

2.40


7

0.00


6

3


5

0.00

0.105


4

Clause E

C4X5


Clause H1/2 0.00

-0.19

1.57

12

D

C4X5


Clause G

0.00 C 13

D

0.00

C4X5

Clause H1/2

0.00 C D

0.01

3 1.26


14

0.002

0.003

0.00

C4X5

3

-0.04

0.71


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.


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


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


Comb.

Combination L/C Name

5

COMBINATION LOAD CASE 5

6


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

*


*

*

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

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


74/

131/

15




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

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


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


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


STAAD SPACE

-- PAGE NO.


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=


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


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


1.39 KN-MET

62.58 KNS

Tc=

Vc=

1.5 KN-MET


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.


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


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


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.


24.77 KNS

Tc=

Vc=

1.0 KN-MET

35.94 KNS Ts=

Vs=

1.6 KN-MET

10

0.00 KNS LOAD

7


81. MM

C/C FOR 1601. MM


___

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


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


1.04 KN-MET

Tc=

14.48 KNS

YES

YES

NO


Vc=

1.0 KN-MET

NO

40.37 KNS Ts=

Vs=

1.4 KN-MET

0.00 KNS LOAD

5


81. MM

C/C FOR 1251. MM


STAAD SPACE

0.98 SQ.CM.

-- PAGE NO.

11

AT END Tu=


10.24 KNS

Tc=

Vc=

1.0 KN-MET

35.72 KNS Ts=

Vs=

1.4 KN-MET

0.00 KNS LOAD

5


81. MM

C/C FOR 1251. MM


___

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


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


0.34 KN-MET

Tc=

36.59 KNS


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.


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


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


1.08 KN-MET

Tc=

19.73 KNS


Vc=

1.1 KN-MET

36.83 KNS Ts=

Vs=

1.4 KN-MET

0.00 KNS LOAD

5


81. MM

C/C FOR 2714. MM


AT END Tu=


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


81. MM

C/C FOR 2714. MM


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


21.0 MPA,



BAR CONFIGURATION

750.0

REINF PCT.

SQ. MM

LOAD

LOCATION

PHI

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

4 - 16 MM

1.072

5



END

0.650

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

COLUMN

FY - 227.0

NO.

FC -

4


21.0 MPA,

SQRE SIZE - 300.0 X 300.0 MMS, TIED


BAR CONFIGURATION

900.0

REINF PCT.

SQ. MM

LOAD

LOCATION

PHI

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

4 - 20 MM

1.396

5

END

0.650



STAAD SPACE

-- PAGE NO.

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

COLUMN

FY - 227.0

NO.

FC -

119


21.0 MPA,



BAR CONFIGURATION

REINF PCT.

750.0

LOAD

SQ. MM

LOCATION

PHI

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

19

4 - 16 MM

1.072

5

END

0.650



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

COLUMN

FY - 227.0

NO.

FC -

120


21.0 MPA,


AREA OF STEEL REQUIRED =

BAR CONFIGURATION

1065.0

REINF PCT.

SQ. MM

LOAD

LOCATION

PHI

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

4 - 20 MM

1.676

5

END

0.650



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

COLUMN

FY - 227.0

NO.

FC -

122


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



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


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


161 BOTT: Transverse direction


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.


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.


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

Structural Computation

Recommend Documents