calculation haw0296 a(1)

8/3/2019 Calculation Haw0296 a(1)

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IN

SAUDI ARABIA

Site No : HAW0296_A

TAIF

Revision Date: Revision: Document No.:

DEPARTMENT OF STRUCTURAL

DESGIN & TOWERS ANALYSIS

GSM3 Project - Saudi Arabia

HAW0296_A

STRUCTURAL CACULATION FOR

GSM3 PROJECT

EXISTING ROOF SLAB CHECK & BUILDING BEARING VERIFICATION

28-Nov-11 A


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HAW0296_A



28-Nov-11 A

VERIFICATION CALCULATION

STRUCTURAL ANALYSIS AND BUILDING


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HAW0296_A



28-Nov-11 A


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and Necessary drawings & Layouts

Rev. A (HAW0296_A-BAT-Dc-01, 02-03)

and Existing Building Capacity Verification

Eng. Tareq Musaeed Salim

3- Existing building strucrural drawing for slabs and coulums layouts (attached )

. a cu a on ee or x s ng oo a a suppor e ower an s e er

Analyzed by: Checked by: Approved by:

Eng SALAH SHAHOUD Eng:Mohammed Al-Khateeb

This document contains the STRUCTURAL CACULATION for the Existing building and

check the roof slab Framing that Supporting Twr+Shelter .

1. Rooftop Layout and Elevation

28-Nov-11 A HAW0296_A


Scope Of Work







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INTRODUCTION AND DESCRIPTION THE SITE :

Description The Existing Building :

The Existing Building consist of Ground floor+ 1 Typical floor + Pent house Floor

located in TAIF city .

The Existing structure consists of concrete Ribbed slab & Beams&columns

The capacity of slab at the affected area (under tower&shelter load ) will be checked for

reactions load That induced by the new applied loads ( Tower+ Shelter+ appurtenances)

All above mentioned Structural information are taken from building drawings and from

STRUCTURAL SURVEY Results that BASE ON STRUCTURAL Data

(by USING Elcometer SH 331 Rebar Locator with Deep Scan head) to determine the colunms

location and estimate the its Rebar diametrer )

And The properties of structural Member will mentioned in this package

Material Strength:

Since structure as built drawing is unavailable, And after visit the site and recognizing

of reality of building we will assume this conservative values for materials strength

FOR CONCRETE &REINFORCEMENT

F/c = 20 N/mm

2(cylindrical strength for concrete)

Fy = 400 N/mm2

( Yield strength for Reiforcement )

A

Preface

The Site is New 12 m Rooftop Non Penetrating Square Tower Supported on Penthous Roof


GSM3 Pro ect - Saudi ArabiaRevision Date: Revision: Document No.:


Slab at height 11 m from GF Level , And Equipment Shelter Supported At same level

HAW0296_ASTRUCTURAL CACULATION FOR


28-Nov-11


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Revision Date:

28-Nov-11APPIED LOADS INCLUDE THE EXISTING ROOF SLAB LOADS

AND NEW TRANSFERD LOADS INDUCED BY (TOWER+SHELTER)

520(RIBBED SLAB DEPTH) H 270 mm

(WEB WIDTH) b 120 mm

(DIST BETWEEN RIBS) S 520 mm 70(SCREED THK) t 70 mm 270

200COVERING+MORTAR +

ELECT&MECH EQ 3.00 KN/m2

PLASTERING( thk=2cm) 0.46 KN/m2 400 120

FALSE CEILING 0.00 KN/m2

PARTITION WALL 0.00 KN/m2

HOLOW BLOCK WEIGHT 9# 1.80 KN/m2

R.C SCREED 1.68 KN/m2

RIB (WEB) 1.11 KN/m2

LIVE LOAD LL 2.00 KN/m2

6.2 6.2

16 KN

48 KN

1.66 KN/m2

20.00 KN =3.15/1.6

1.4DL+1.7LL = Wu = 14.67 KN/m2

TOTAL WEIGHT FOR COUNTERWEIGHT BLOCK=4*24*0.5

LOAD PRESSURE INDUCED BY TOTALTOWER LOAD

-

LAODS ON RIB

ROOFTOP MINI STUB TOWER EQUIVALENT LOADDIM OF OUT LINE LXB (m) TRIBUTARY AREA

A HAW0296_A

ROOF SLAB LAODS

RIB SLAB

TOTAL DL 8.05 KN/m2




GSM3 Project Saudi ArabiaRevision: Document No.:


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DL / m/

4.18 KN/m/

LL / m/

1.04 KN/m/

for typical floor

TWRL / m/

0.87 KN/m/

check capacity of structue(Critical column Capacity)

We will check capacity of Column # Co under existing load as mentioned below

TOTAL DEAD LOAD ON SLAB8.05

KN/m

2


PARTITION WALL(Eq) 2.00 KN/m2

LIVE LOAD (LL) 2.00 KN/m2

TRIBUTARY AREA for critical

Column Load =3.7*3.814.06 m

2

beams weight (TRIBUTARY

length) =0.27*0.8*24*3.719.18 KN

TOTAL ( LL) 28.12 KN

for 1 floor

KN

KN

From roof

TOTAL

1.4DL+1.7LL =Pcu2 = 266 KN/m2

Pcu = 5*Pcu1+Pcu2 = 1628 KN/m3

Max (LL , WL) on roof slab MAX(20/2 = 28.12

TOTAL (DL) 160.5 KN

1.4DL+1.7LL =Pcu1 = 272.4 KN

RIBBED ROOF SLAB (penthous)1

DL(include) towr pressure Load on roof= 155.7

TYPICAL FLOOR

RIBBED SLAB LAODS

5

DEAD LOAD (DL) 10.05 KN/m2

1.4DL+1.7LL = Wu = 9.10 KN/m/


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Revision Date:

28-Nov-11APPIED LOADS INCLUDE THE EXISTING ROOF SLAB LOADS

AND NEW TRANSFERD LOADS INDUCED BY (TOWER+SHELTER)

520(RIBBED SLAB DEPTH) H 270 mm

(WEB WIDTH) b 120 mm

(DIST BETWEEN RIBS) S 520 mm 70(SCREED THK) t 70 mm 270

200COVERING+MORTAR +

ELECT&MECH EQ 3.00 KN/m2

PLASTERING( thk=2cm) 0.46 KN/m2 400 120


PARTITION WALL 0.00 KN/m2

HOLOW BLOCK WEIGHT 9# 1.80 KN/m2

R.C SCREED 1.68 KN/m2

RIB (WEB) 1.11 KN/m2

LIVE LOAD LL 2.00 KN/m2

2.5 2.3 2.7

2.9 2.9

40 KN

6.67 KN

8.00 KN/m/

4.76 KN/m2

DIM OF OUT LINE FOR SHELTER BASE+

POINT LOAD= Pshelter/6

DISTRIBUTED LOAD(2 SIDE) = Pshelter/2L

DIM OF SHELTER LXBXH (m)

A HAW0296_A

ROOF SLAB LAODS

RIB SLAB

TOTAL DL 8.05 KN/m2

1.4DL+1.7LL = Wu = 14.67 KN/m2

EQUIPMENT SHELTER LOADS



GSM3 Project Saudi ArabiaRevision: Document No.:


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DL / m/

4.18 KN/m/

LL / m/

1.04 KN/m/

for typical floor

ShL / m/

2.47 KN/m/

check capacity of structue(Critical column Capacity)

We will check capacity of Column # Co under existing load as mentioned below

TOTAL DEAD LOAD ON SLAB 8.05 KN/m2


PARTITION WALL(Eq) 2.00 KN/m2

LIVE LOAD (LL) 2.00 KN/m2

TRIBUTARY AREA for critical

Column Load =3.7*3.814.06 m

2

beams weight (TRIBUTARYlength) =0.27*0.8*24*3.7

19.18 KN

TOTAL ( LL) 28.12 KN

for 1 floor

KN

KN

From roof

TOTAL

155.7

Max (LL , WL) on roof slab MAX(20/2 = 28.12

1.4DL+1.7LL =Pcu2 = 266 KN/m2

DL(include) towr pressure Load on roof =

1.4DL+1.7LL =Pcu1 = 272.4 KN

RIBBED ROOF SLAB (penthous)1

DEAD LOAD (DL) 10.05 KN/m2

TOTAL (DL) 160.5 KN

5

LAODS ON RIB

1.4DL+1.7LL = Wu = 11.83 KN/m/

TYPICAL FLOOR

RIBBED SLAB LAODS


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2.5 2.3 2.7

2.9 2.9

40 KN

6.67 KN

8.00 KN/m/

6.96 KN/m2

+

POINT LOAD= Pshelter/6

DISTRIBUTED LOAD(2 SIDE) = Pshelter/2L

Pcu = 5*Pcu1+Pcu2 = 1628 KN/m3

EQUIPMENT SHELTER LOADSDIM OF SHELTER LXBXH (m)

DIM OF OUT LINE FOR SHELTER BASE


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

* *

* STAAD.Pro *

* Version 2006 Bld 1002.US *

* Proprietary Program of ** Research Engineers, Intl. *

* Date= NOV 28, 2011 *

* Time= 13: 0:54 *

* *

* USER ID: Batco Telecom *

1. STAAD PLANE (EXISTING ROOF TOP SITE )

INPUT FILE:HAW0296_A (RIB CHECK).STD

2. INPUT WIDTH 72

3. START JOB INFORMATION

4. ENGINEER DATE 07-02-08

5. END JOB INFORMATION6. *** FILE NAME :JED0191_D ANALYSIS OF SLAB

7. *** SITE NAME : JEDDAH SITE

8. *** DATE : FEB 07, 2007

9. *** 12.0M NON PENETRATING ROOFTOP STUB TOWER

10. UNIT METER KN

11. JOINT COORDINATES

12. 1 0 0 0; 2 3.1 0 0; 3 6.2 0 0

13. MEMBER INCIDENCES

14. 1 1 2; 2 2 3

15. MEMBER PROPERTY AMERICAN

16. 1 2 PRIS YD 0.27 ZD 0.52 YB 0.2 ZB 0.12

17. MEMBER RELEASE

18. 1 START MP 0.2

19. 2 END MP 0.2

20. DEFINE MATERIAL START

21. ISOTROPIC MATERIAL1

22. E 2.5E+007

23. POISSON 0.17

24. DENSITY 24



STAAD PRO INPUT&OUTPUT




Revision Date: Revision: Document No.:28-Nov-11 A HAW0296_A


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25. END DEFINE MATERIAL

26. CONSTANTS

27. MATERIAL MATERIAL1 ALL

28. SUPPORTS

29. 1 3 FIXED

30. 2 PINNED

31. LOAD 1 DEAD LOAD

32. MEMBER LOAD33. 1 2 UNI GY -4.18

34. LOAD 2 LIVE LOAD

35. MEMBER LOAD

36. 1 2 UNI GY -1.04

37. LOAD 3 12.0M ROOFTOP STUB TOWER LOAD

38. MEMBER LOAD

39. 1 UNI GY -0.87 1.55 3.1

40. 2 UNI GY -0.87

(EXISTING ROOF TOP SITE ) -- PAGE NO. 2

41. **CRITICAL WIND LOAD FOR WOREST CASE UNDER CORNER =31/1.6=42. *** ==20 KN (SERVICE LOAD OR UNFACTORED LOAD)

43. LOAD 4 MAXIMUM POINT LOAD CORNER 1

44. MEMBER LOAD

45. 1 CON GY -20 1.55

46. LOAD 5 LOADTYPE DEAD TITLE SHELTER L

47. MEMBER LOAD

48. 1 CON GY -6.67 0.3

49. 1 CON GY -6.67 1.55

50. 1 CON GY -6.67 2.8

51. LOAD COMB 6 (1.4 DL +1.4 TWR_L+ 1.7LL )

52. 1 1.4 2 1.7 3 1.4

53. LOAD COMB 7 1.4 DL + 1.4 TWR_L + 1.6 PL

54. 1 1.4 3 1.4 4 1.6

55. LOAD COMB 8 DL+TWR+LP

56. 1 1.0 3 1.0 4 1.0

57. LOAD COMB 9 1.4DL+ 1.4SH L

58. 1 1.4 5 1.4

59. PERFORM ANALYSIS

NUMBER OF JOINTS/MEMBER+ELEMENTS/SUPPORTS = 3/ 2/ 3

ORIGINAL/FINAL BAND-WIDTH= 1/ 1/ 1 DOF

TOTAL PRIMARY LOAD CASES = 5, TOTAL DEGREES OF FREEDOM = 1

SIZE OF STIFFNESS MATRIX = 0 DOUBLE KILO-WORDS

REQRD/AVAIL. DISK SPACE = 12.0/ 26737.5 MB

60. LOAD LIST 6 7

61. PRINT ANALYSIS RESULTS


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BASE ON STAAD RESULTS AND CHECK VALUES OF MOMENTS FOR R1&B5&

AND BECAUSE MOMENT VALUES FOR B6&B2 LESS THAN THE MOMENT FOR B5 -----> OK

Conclusion

Based on the calculation shown on this package, it shows that the new imposed loading

due to the installation of the GSM Tower on existing Flat Slab

Therefore, the SLAB IS SAFE TO SUPPORT BOTH GSM Tower & Shelter.


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STAAD INPUTS

Scope Of Work

This document contains the design of the Shelter Spread Bearing Support

***RIBBED BEAM DEAD LOAD )

***RIBBED BEAM (LIVE LOAD )

***RIBBED BEAM (TWR LOAD )

***RIBBED BEAM (MAX POINT LOAD ) UNFACTORED

28-Nov-11 A HAW0296_A



GSM3 Project - Saudi ArabiaRevision Date: Revision: Document No.:


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28-Nov-11 A HAW0296_A



GSM3 Project - Saudi ArabiaRevision Date: Revision: Document No.:

sh L

RIB

UMDER

SHELTER

LOAD

STAAD OUTPUTS

MAX MOMENTS under tower load + point wind load at corner

MAX SHEAR FORCE

MAX MOMENT UNDER SHELTER LOAD

NOTES : FROM STAAD RESULTS SHOWS THAT THE M+ UNDER SHELTER LOAD LESS THAN

M+ UNDER TOWER LOAD THEREFORE WE WILL CHECH RIBBED SLAB UNDER TWR LOAD ONLY


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Project ID : HAW0296_A

Project Name : ZAIN/JEDDAH PROJECT -PHASE B

Part ROOF RIBBED SLAB UNDER TWR+SH LOAD

Item R1 : M-(Max)=

POSITVE MOMENT AT MID SPAN M+(Max)= 17.83 KN 1.8 t.m

*

F'c 200 kg/cm2

2844.6 b/in2

Fy 4200 kg/cm2

59737.0 b/in2

B 12 cm 4.7244 in

d 24 cm 9.4488 in

d' 3 cm 1.1811 in

Mu = max moment from(Staadpro06) 1.80 t.m 156390 lb.in

SECTION AS REC

a 1.7770

B1 0.9078

Cb 5.6022

The maximum allowed depth of the compression block is given by

amax 2.5427 in2

amax =0.5B1Cb

2.54>1.78 => Tensile Reinforcement is required Only

As 0.3398 in2 2.12 cm2 BOT at MID SPAN

EXISTING STEEL AS PER MIN VALUE = 2.26 2 12 ------> OK

Asmin 0.1495 in 0.93 cm

**Shear capacity of section FOR STIRR

Vu = Max Shear from(Staadpro06) 26.77 ..OK

**Check The Deflection at mid span under Service load

From Staad pro Results Load comination: DL+TWR+PL

MAX Deflection in R1 AT MID max = 0.72 mm

Allowable value for Deflection = L/360 L = 3.100 m

DEFAllo = 8.6 >0.72 ---------> deflectin is OK


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U

Fy = 400 Mpa

F/c = 20 Mpa b a

Col Height h = 3 m 700 200

Col Length a = 200 mm Ag= a x b

Col Width b = 900 mm

column Type 3

Ke = 1

l = 5.17 AS per ACI 318-95/ section 10.3.5.2 ...(10-1)Kb = 1.00 and we Consider small eccentricity

Pu = 1628.0 KN

ms (calc) = -0.0021ms min = 0.01 > Pums max = 0.025 -- --- -- --> OK

ms (Act) = 0.0100As = 18.00 cm2 Required Steel for design drawings

12 14 16 18 20 22 25 30

14 12F14 20As 18.46

3%

Dia (mm) 8

Main Reiforcement EXISTING REINFORCEMENT AS PER AS MIN VALUESDia (mm)

Link Re

Links F8/20

fPn = 0.8 j ( 0.85 F/c (Ag-Ast)+Fy Ast)= 0.8*0.7*(0.85*F/c (a*b-Ast)+Fy Ast)= 2035.3

COLUMN

DIM

10F14 Main Re1500.0 Ast mm2


F8/20



GSM3 Project Saudi Arabia

Link Re

28-Nov-11 A HAW0296_A

COLUMN DESIGN & CHECK CAPACITY

COLUMNS DATA IS TAKEN FROM building drawings

C0 Gf


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Foundation load due to the additional of Tower Reactions is greater than the existing condition by=2.1%

Conclusion

Based on the calculation shown on this package, it shows that the new imposed loading

due to the installation of the new Tower and GSM Equipment Shelter is minimal compared to

the existing capacity of the column and footing.

Therefore, the building can safely support the new Tower and GSM Equipment Shelter


GSM3 Project Saudi Arabia

Revision Date: Revision: Document No.:28-Nov-11 A HAW0296_A

Footing Capacity Check

Percent increase due to additional Tower and GSM Equipment load:

% increase =Max (Re Tower, Re shelter)/( WDL + WLL )=1.66*14.06/(1126.6-1.66*14.06)=2.1%

. However, since the foundation has a higher factor of safety than column then foundationAnalysis is unnecessary because percentage increase is within engineering allowable tolerance.



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-1.39

calculation haw0296 a(1)

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