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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Revision Date: Revision: Document No.:
DEPARTMENT OF STRUCTURAL
DESGIN & TOWERS ANALYSIS
GSM3 Project - Saudi Arabia
HAW0296_A
STRUCTURAL CACULATION FOR
EXISTING ROOF SLAB CHECK & BUILDING BEARING VERIFICATION
28-Nov-11 A
VERIFICATION CALCULATION
STRUCTURAL ANALYSIS AND BUILDING
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Revision Date: Revision: Document No.:
DEPARTMENT OF STRUCTURAL
DESGIN & TOWERS ANALYSIS
GSM3 Project - Saudi Arabia
HAW0296_A
STRUCTURAL CACULATION FOR
EXISTING ROOF SLAB CHECK & BUILDING BEARING VERIFICATION
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
STRUCTURAL CACULATION FOR
Scope Of Work
EXISTING ROOF SLAB CHECK & BUILDING BEARING VERIFICATION
Revision Date: Revision: Document No.:
DEPARTMENT OF STRUCTURAL
DESGIN & TOWERS ANALYSIS
GSM3 Project - Saudi Arabia
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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
DESGIN & TOWERS ANALYSIS
GSM3 Pro ect - Saudi ArabiaRevision Date: Revision: Document No.:
DEPARTMENT OF STRUCTURAL
Slab at height 11 m from GF Level , And Equipment Shelter Supported At same level
HAW0296_ASTRUCTURAL CACULATION FOR
EXISTING ROOF SLAB CHECK & BUILDING BEARING VERIFICATION
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
DEPARTMENT OF STRUCTURAL
DEPARTMENT OF STRUCTURAL
DESGIN & TOWERS ANALYSIS
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
FALSE CEILING 0.00 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 (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
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
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
DEPARTMENT OF STRUCTURAL
DESGIN & TOWERS ANALYSIS
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
FALSE CEILING 0.00 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
STRUCTURAL CACULATION FOR
EXISTING ROOF SLAB CHECK & BUILDING BEARING VERIFICATION
STAAD PRO INPUT&OUTPUT
DEPARTMENT OF STRUCTURAL
DESGIN & TOWERS ANALYSIS
GSM3 Project - Saudi Arabia
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
DEPARTMENT OF STRUCTURAL
DESGIN & TOWERS ANALYSIS
GSM3 Project - Saudi ArabiaRevision Date: Revision: Document No.:
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28-Nov-11 A HAW0296_A
DEPARTMENT OF STRUCTURAL
DESGIN & TOWERS ANALYSIS
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
Revision Date: Revision: Document No.:
F8/20
DEPARTMENT OF STRUCTURAL
DESGIN & TOWERS ANALYSIS
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
DESGIN & TOWERS ANALYSIS
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.
DEPARTMENT OF STRUCTURAL
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