Calculation Haw0296 a(1)

DEPARTMENT OF STRUCTURAL DESGIN & TOWERS ANALYSIS

GSM3 Project - Saudi Arabia Revision Date: 28-Nov-11

Revision: Document No.: A HAW0296_A STRUCTURAL CACULATION FOR EXISTING ROOF SLAB CHECK & BUILDING BEARING VERIFICATION

GSM3 PROJECT IN SAUDI ARABIA Site No : HAW0296_A

TAIF




STRUCTURAL ANALYSIS AND BUILDING VERIFICATION CALCULATION






Revision: A

Document No.: HAW0296_A

STRUCTURAL CACULATION FOR EXISTING ROOF SLAB CHECK & BUILDING BEARING VERIFICATION

Scope Of Work This document contains the STRUCTURAL CACULATION for the Existing building and check the roof slab Framing that Supporting Twr+Shelter .

and Necessary drawings & Layouts 1. Rooftop Layout and Elevation Rev. A (HAW0296_A-BAT-Dc-01, 02-03) 2. Calculation Sheet for Existing Roof Slab that supportthe tower and shelter and Existing Building Capacity Verification 3- Existing building strucrural drawing for slabs and coulums layouts (attached )

Analyzed by:

Eng SALAH SHAHOUD

Checked by:

Eng. Tareq Musaeed Salim

Approved by:

Eng:Mohammed Al-Khateeb



Revision: A



Preface INTRODUCTION AND DESCRIPTION THE SITE : The Site is New 12 m Rooftop Non Penetrating Square Tower Supported on Penthous Roof Slab at height 11 m from GF Level , And Equipment Shelter Supported At same level

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 Fy = 400

N/mm2

(cylindrical strength for concrete)

2

( Yield strength for Reiforcement )

N/mm

DEPARTMENT OF STRUCTURAL DEPARTMENT OF STRUCTURAL DESGIN & TOWERS ANALYSIS

GSM3 Project – Saudi Arabia Revision Date: 28-Nov-11

Revision: A


APPIED LOADS INCLUDE THE EXISTING ROOF SLAB LOADS AND NEW TRANSFERD LOADS INDUCED BY (TOWER+SHELTER)

ROOF SLAB LAODS RIB SLAB 520 (RIBBED SLAB DEPTH) H (WEB WIDTH) b (DIST BETWEEN RIBS) S (SCREED THK) t

270

mm

120

mm

520

mm

70

mm

70

270 200

COVERING+MORTAR + ELECT&MECH EQ PLASTERING( thk=2cm)

3.00

KN/m2 KN/m2

FALSE CEILING PARTITION WALL

0.46 0.00 0.00

HOLOW BLOCK WEIGHT 9#

1.80

KN/m2

R.C SCREED RIB (WEB)

1.68 1.11

KN/m2

TOTAL DL

8.05

KN/m2

LIVE LOAD LL

2.00

KN/m2

1.4DL+1.7LL = Wu =

14.67

KN/m2

KN/m

400

120

2

KN/m2

KN/m2

ROOFTOP MINI STUB TOWER EQUIVALENT LOAD DIM OF OUT LINE LXB (m) TRIBUTARY AREA TOTAL LOAD FOR SELFWEIGHT TOWER (13.4)+ANTENNA(1.2)+FEEDER+MOUNTS(1.4)

TOTAL WEIGHT FOR COUNTERWEIGHT BLOCK=4*24*0.5 LOAD PRESSURE INDUCED BY TOTALTOWER LOAD MAX REACTION WIND LOAD (SERVICE) ON SLAB UNDR TOWER CORNER ACCORDING TO TIA/222-G

LAODS ON RIB

6.2 16 48 1.66 20.00

6.2 KN KN KN/m2 KN

=3.15/1.6

DL / m/

4.18

KN/m/

LL / m/

1.04

KN/m/

0.87

KN/m

/

9.10

KN/m/

TWRL / m

/

1.4DL+1.7LL = Wu =

for typical floor

check capacity of structue(Critical column Capacity) We will check capacity of Column # Co under existing load as mentioned below

TYPICAL FLOOR RIBBED SLAB LAODS 5 TOTAL DEAD LOAD ON SLAB FALSE CEILING PARTITION WALL(Eq)

8.05 0.00 2.00

KN/m2 KN/m2 KN/m2

DEAD LOAD (DL)

10.05

KN/m2

LIVE LOAD (LL)

2.00

KN/m2

14.06

m2

19.18

KN

TOTAL (DL)

160.5

KN

TOTAL ( LL)

28.12

KN

1.4DL+1.7LL =Pcu1 =

272.4

KN

TRIBUTARY AREA for critical Column Load =3.7*3.8 beams weight (TRIBUTARY length) =0.27*0.8*24*3.7

for 1 floor

RIBBED ROOF SLAB (penthous) 1 DL(include) towr pressure Load on roof Max (LL , WL) on roof slab MAX(20/2

= =

From roof 1.4DL+1.7LL =Pcu2 =

266

KN/m2

1628

KN/m3

TOTAL

Pcu = 5*Pcu1+Pcu2 =

155.7 28.12

KN

KN



Revision: A


APPIED LOADS INCLUDE THE EXISTING ROOF SLAB LOADS AND NEW TRANSFERD LOADS INDUCED BY (TOWER+SHELTER)

ROOF SLAB LAODS RIB SLAB 520 (RIBBED SLAB DEPTH) H (WEB WIDTH) b (DIST BETWEEN RIBS) S (SCREED THK) t

270

mm

120

mm

520

mm

70

mm

70

270 200

COVERING+MORTAR + ELECT&MECH EQ PLASTERING( thk=2cm)

3.00

KN/m2 KN/m2

FALSE CEILING PARTITION WALL

0.46 0.00 0.00

HOLOW BLOCK WEIGHT 9#

1.80

KN/m2

R.C SCREED RIB (WEB)

1.68 1.11

KN/m2

TOTAL DL

8.05

KN/m2

LIVE LOAD LL

2.00

KN/m2

1.4DL+1.7LL = Wu =

14.67

KN/m2

KN/m

400

2

KN/m2

KN/m2

EQUIPMENT SHELTER LOADS DIM OF SHELTER LXBXH (m) DIM OF OUT LINE FOR SHELTER BASE SELFWEIGHT SHELTER +EQU WEIGHT BASED ON SUPPLIER DATA (DL+LL)

POINT LOAD= Pshelter /6 DISTRIBUTED LOAD(2 SIDE) = Pshelter /2L LOAD PRESSURE INDUCED BY SHELTER LOAD (Under tributary area for pedestal )

2.5 2.9 40 6.67 8.00 4.76

2.3 2.9 KN KN KN/m/ KN/m2

2.7

120

LAODS ON RIB DL / m

/

LL / m/ ShL / m

/

1.4DL+1.7LL = Wu =

4.18

KN/m/

1.04

KN/m/

2.47

KN/m

/

11.83

KN/m/

for typical floor

check capacity of structue(Critical column Capacity) We will check capacity of Column # Co under existing load as mentioned below

TYPICAL FLOOR RIBBED SLAB LAODS 5 TOTAL DEAD LOAD ON SLAB FALSE CEILING PARTITION WALL(Eq)

8.05 0.00 2.00

KN/m2 KN/m2 KN/m2

DEAD LOAD (DL)

10.05

KN/m2

LIVE LOAD (LL)

2.00

KN/m2

14.06

m2

19.18

KN

TOTAL (DL)

160.5

KN

TOTAL ( LL)

28.12

KN

1.4DL+1.7LL =Pcu1 =

272.4

KN

TRIBUTARY AREA for critical Column Load =3.7*3.8 beams weight (TRIBUTARY length) =0.27*0.8*24*3.7

for 1 floor

RIBBED ROOF SLAB (penthous) 1 DL(include) towr pressure Load on roof Max (LL , WL) on roof slab MAX(20/2

= =

From roof 1.4DL+1.7LL =Pcu2 =

TOTAL

266

KN/m2

155.7 28.12

KN

KN

Pcu = 5*Pcu1+Pcu2 =

1628

KN/m3

EQUIPMENT SHELTER LOADS DIM OF SHELTER LXBXH (m) DIM OF OUT LINE FOR SHELTER BASE SELFWEIGHT SHELTER +EQU WEIGHT BASED ON SUPPLIER DATA (DL+LL)

POINT LOAD= Pshelter /6 DISTRIBUTED LOAD(2 SIDE) = Pshelter /2L LOAD PRESSURE INDUCED BY SHELTER LOAD (UNDER TRIBUTARY AERA FOR PEDESTAL)

2.5 2.9 40 6.67 8.00 6.96

2.3 2.9 KN KN KN/m/ KN/m2

2.7



Revision: A



STAAD PRO INPUT&OUTPUT **************************************************** * *

* 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 INFORMATION 6. *** 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

*

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 LOAD 33. 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/

ORIGINAL/FINAL BAND-WIDTH= 1/ 1/ 1 DOF TOTAL PRIMARY LOAD CASES = 5, TOTAL DEGREES OF FREEDOM = 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

3 1

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.



Revision: A

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




Revision: A


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

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

* 2

b/in

2

kg/cm

59737.0 b/in

2

12

cm

4.7244

in

24

cm

9.4488

in in

F'c

200

kg/cm

Fy

4200

B d

2

2844.6

d'

3

cm

1.1811

Mu = max moment from(Staadpro06)

1.80

t.m

156390 lb.in

a B1

1.7770

Cb

5.6022

SECTION AS REC

0.9078

The maximum allowed depth of the compression block is given by 2 amax 2.5427 in amax =0.5B1Cb 2.54>1.78 => Tensile Reinforcement is required Only

As

0.3398 in2

EXISTING STEEL AS PER MIN VALUE =

2 0.1495 in

Asmin **Shear capacity of section Vu = Max Shear from(Staadpro06)

Section Data ǾVs =1/6 Fc

1/2

w.d =

ǾVc =

cm2

BOT at MID SPAN

2.26

2 Ǿ 12

------>

0.93

cm2

OK

FOR STIRR

26.77

<ǾVc =Ǿ (Vs+Vn)

Ǿ 8/200 mm

X2

Av=Ash *2 Ǿ (Shear)

w

d

s

120

240

200

mm

ǾVs =Av Fy d /s =

2.12

50.24

0.85

21.466 KN 50.642 KN 61.292

----->

…..OK…

**Check The Deflection at mid span under Service load From Staad pro Results MAX Deflection in R1 AT MID

Load comination:

δmax =

Allowable value for Deflection = DEFAllo =

0.72 L/360

8.6

>0.72

DL+TWR+PL

mm

L=

3.100

m

---------> deflectin is OK



Revision: A


COLUMN DESIGN & CHECK CAPACITY COLUMNS DATA IS TAKEN FROM building drawings

U

Fy =

400

Mpa

Fc =

20

Mpa

h=

3

/

Col Height

m

Col Length a =

200

mm

Col Width b =

900

mm

column Type

3

Ke =

1

C0 Gf b

a

700

200

Ag= a x b

COLUMN DIM

10F14

Main Re

1500.0

Ast mm2

F8/20

Link Re

l=

5.17

AS per ACI 318-95/ section 10.3.5.2 ...(10-1)

Kb =

1.00

and we Consider small eccentricity

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) = > Pu 2035.3

Pu = 1628.0 KN

/

ms (calc) = -0.0021 ms min =

/

0.01

ms max = 0.025 ms (Act) = 0.0100

As = 18.00 Main Reiforcement Dia (mm)

-- ---

cm2

Links

OK

Required Steel for design drawings EXISTING REINFORCEMENT AS PER AS MIN VALUES

12

14

14

12F14

As

18.46 3%

Link Re Dia (mm)

-- -->

8

F8/20

16

18

20

22

25 20

30



Revision: 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% Foundation load due to the additional of Tower Reactions is greater than the existing condition by=2.1% . However, since the foundation has a higher factor of safety than column then foundation Analysis is unnecessary because percentage increase is within engineering allowable tolerance.

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

-1.39

Calculation Haw0296 a(1)

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