znd322_a-ssbs-rev-e

Page Table of Contents1 Title Page2 General3 Introduction4 Analysis and Design of Shelter Spread Bearing Support Frame 5 Shelter Spread bearing support calculation_preface6 Shelter Spread bearing support calculations7 Existing Building Verification Report8 Check of Structure Framing System due to Equipment Shelter9 Floor Loads Estimate

10 Column Capacity Check11 Conclusion12 Column Capacity Check Title Page13 Existing Ribbed Slab Calculation Report_page 214151617181920212223

Document Number : ZND332_A-AMT-Td-0002-Rev. E

Site Name : 0Site no ZND332_ADistrict DAMMAM CITY

Site name+Site No. ZND332_A Bldg of Ali Hussain Al- Sageer/DammamRevision : DAMMAM CITY

PAGE 2REV. DAMMAM CITY (ZND332_A-Dc-001)REV. DAMMAM CITY (ZND332_A-Dc-002)REV. DAMMAM CITY (ZND332_A-Td-001)REV. DAMMAM CITY (ZND332_A-Td-001)

PAGE 10Equipment GSM

ZND332_A-AMT-Td-0002-Rev. E

Shelter Spread Bearing Support Calculation(CI & 3G 2011 PROJECT)

Site No. :ZND332_ASite Name :ZND332_A Bldg of Ali Hussain Al- Sageer/Dammam


General :

This document contains the design of Penetrating Tower-Equipment Shelter Spread Bearing Support.

The document consists of drawings and calculation necessary for the design.

Drawings and Calculations:

1. Antenna Mounts supports layout & Details REV. DAMMAM CITY (ZND332_A-Dc-001)2. Pen. Tower & Shelter Spread Bearing Support Layout & Details REV. DAMMAM CITY (ZND332_A-Dc-002)3. Calculation Sheet for Main and Secondary Beam

(Steel Frame) REV. DAMMAM CITY (ZND332_A-Td-001)

4. Existing Building Capacity Verification REV. DAMMAM CITY (ZND332_A-Td-001)

Analyzed by: Checked by: Noted by:

J.B.Vasquez J.Abo Hasson F.C.FalguiTelecom Engineer Structura l Engineer Prin. Structural Engineer

` ZND332_A-AMT-Td-0002-Rev. E

Introduction:

Design Method:

Material Strength:

f’c = 20.00

f y = 400

GSM Equipment Shelter:

Support Reactions as per Orthogonality/45 degree direction of Horizontal forces

The orthogonality/45 degree dirction of horizontal forces has been included in the load combinations of STAADPro Inputs and from the results as per Support reactions, the values of forces are not critical. Please see page 11/30 of STAAD Pro outputs for reference for values of Load Combination Nos. 13 & 14.

This package presents the engineering investigation and calculation check for the equipment shelter support frame for Site No. ZND332_A located in DAMMAM CITY. For details, refer to the Attached drawings with Dwg. Nos. REV. DAMMAM CITY (ZND332_A-Dc-001) & 0002, Rev.DAMMAM CITY.

The structural capacity of the existing building to support the penetrating tower + equipment shelter is verified. The existing building structure consists of reinforced concrete beams and columns. The capacity of column of the affected area will be checked for additional axial load induced by the equipment shelter and its accessories.

Since the existing building is still under construction/renovation, the As-Built drawings are not available. However, the following minimum material strength is assumed on conservative side.

N/mm2 (In-situ concrete – cylindrical strength)

N/mm2 (steel reinforcement)

GSM equipment shelter is located at the building rooftop. Steel frame will be used to support the equipment shelter in order to transfer the load to the existing columns. For calculation and design details of the steel frame, refer to STAAD. Pro output.


Analysis & Designof

Shelter Spread BearingSupport Frame


GSM EQUIPMENT CONTAINER STEEL FRAME SUPPORT

Applied Load:

GSM equipment container load is based on a fully loaded container according to the manufacturer’s data.

For penetrating tower loads, pls refer to STAAD Pro Inputs.Weight, W = 70 kNUniform Load on beam 1 = 70 / (2*4.0) = 8.75 kN/m

STAAD III Output:

A. HE360A Main Beam :

B. HE360A Secondary Beam :

The Tower+GSM equipment container will be located at the building rooftop. A steel frame will be used to support the container in order to transfer the load (axial load) directly to the existing columns. For details, refer to the attached drawings.

From STAAD Output, SHEAR governs beam nos. 12 & 18 and AISC-H1-3 governs beam no. 13, 15 & 17.

See member nos. 12, 13, 15, 17 & 18 from STAAD. Pro Code Checking output.

The ratio of actual stress to allowable stress should be less than or equal to unity. For brevity, we will consider the governing ratio of actual stress to allowable stress for a critical case.

Actual ratio of actual stresses/allowable stresses for member no. 17 = 0.267 < 1.0 (See page 25/30 0f STAAD Output.)

thus H360A steel section is O.K.

From STAAD. Pro Output, AISC-H-3 governs the design of the secondary steel beam nos. 8,19 & 21, while Shear governs the design of beam nos. 1, 14 & 28 and AISC-H2-1 governs the design of beam no. 10.

See member nos. 1, 8, 10, 14, 19, 21 & 28 from STAAD. Pro Code Checking output.For brevity, we will consider the governing ratio of actual stress to allowable stress for a critical case.

The ratio of actual to allowable stress should be less than or equal to unity.


thus steel pipe pedestal is safe!

CONCLUSION:

Based on STAAD Pro output, it shows that the main and secondary steel beamsare safe enough to support the loads imposed by the equipment shelter.

Actual ratio for member no. 14 = 0.219 < 1.00 , (See page 27/30 0f STAAD Output.)

thus HE360A steel section is O.K. C. Built-Up Pedestals (Please refer to attched Top & Bottom Plate & Anchorage Calculations for reference.)

Conclusion:


Existing Building CapacityVerification


Applied Load:

= 2.00 kPa= 6 kPa

= 2.5 kPa

= 10.50 kPa

= See page 9

= 2.00 kPa

= 18.52 kN

See STAAD. Pro Output for Maximum Support Reaction for Joint 4

R.C. COLUMN CAPACITY CHECK:

Column Size = 200 x600 mm

Ag = 120000

Column Reinforcement = 10 - 16mm

(As per ACI 2002, min ratio of reinforcement )

CHECK OF STRUCTURE FRAMING SYSTEM DUE TO EQUIPMENT SHELTER

The GSM equipment container is supported by steel frame, which transfer the load directly to the existing concrete columns.

Building loads are estimated based on the ANSI/ASCE 7-95. The GSM equipment container load is based on a fully loaded container according to the manufacturer’s data.

Dead Load: Roof / Residential Level

Ceiling, Elect., Mech., Slab Toppings Concrete Slab (25 cm)

Partition / parapet wall Total Dead Load

Additional Dead Load: Self-weight of beams and columns

Live Load:Roof / Residential Occupancy

Penetrating Tower + GSM Equipment Shelter Load: (Please see page 11/30 of STAADF Pro Output.)

By inspection the critical columns that needs investigation are 200 x 600mm column supporting the equipment shelter. Consider the column dimensions taken from actual structural survey.

mm2

to gross area of the column from 2% to 8%. A higher ratio of steel reinforcement to core area of column is required for lower base column)


Ast = 2009.6

Concrete Strength, f’c = 20.00 (minimum concrete strength)

Steel Yield Stress, fy = 400.00 (minimum steel yeild strength)

Concrete Unit Weight = 24.0

Floor Loads Estimate:

Dead Load = R.C. Slab + Slab Toppings + Partitions/Parapet wallDL = 6 + 2 + 2.5DL = 10.50 kPa

Weight of Column = 0.2 x 0.6 x 12 x 24= 34.56 kN

Weight of Beam = 0.6 x 0.4 x (3.2+5.45) x 24

= 49.82 kNs

Live Load = 2.00 kPa (Residential Occupancy)

Tributary Area for column = 3.2 x 5.45m = 17.44

Number of Floor = 4

= 4 x [(10.5 x 17.44) + (2 x 17.44) + 49.824] + 34.56= 1105.856 kNs

= 1.4 x {4 x [10.5 x 17.44 + 49.824] + 34.56} + (1.7 x 4 x 2 x 17.44)= 1,590.05 kNs

Additional load due to Equipment Shelter + Steel frame support:

= 18.52 kN (from STAAD-III output)= 18.52 x 1.4= 25.93

= 1590.0544 + 25.928= 1,615.98 kNs

mm2

N/mm2

N/mm2

kN/m3

(As per ACI 2002, min depth of beam for deflection control, t =Ln/24 for one end continuous.)

m2

(The tributary area is based on the longer length between 2 columns in both way for conservative side.)

WDL+LL

Factored WDL+LL

PEQPT

P U TOTAL


Column Capacity:

Pn = 0.80 [0.85f’c(Ag-Ast)+fy(Ast)]= 0.8 x 0.7 x [0.85 x 20 x (120000 - 2009.6)] + (400 x 2009.6)]/1000= 1,927.11 kNs > 1,615.98 OK

Ratio of actual column load to column capacity:

Ratio = 1615.9824 / 1927.108608 = 0.8386 < 1.0 OK

Footing Capacity Check:

= 1105.856 kNs

= 1105.856 kNs

Percent increase due to additional GSM Equipment + Frame load:

= 18.52 / 1105.856= 1.675 %

Foundation load due to the addition of GSM Equipment + Frame is greater than the existing condition by

1.675 % which is under 2% and may be taken as neglible. However, since the foundation has a higher

The design axial load strength, Pn of column/compression member with due consideration of minimum eccentricity requirement as per ACI 318-95 / Section 10.3.5.2 and R10.3.5 is:

P U TOTAL =

The inclusion of additional loads from antenna tower will be considered as beneficial loads as it will stabilize the columns. The eccentricity, e =M/P where M is the moment acting on the column and P is the axial loads acting on the column. P is inversely proportional to eccentricity. The inclusion of additional loads will decrease the value of e, thereby improving the capacity of column as compression member.

Thus as evidenced by above shown calculations the columns are safe enough to carry the inherent and existing loads plus additional loads from the antenna mount base.

WDL+LL (total)

% increase = PEQUIPMENT / Total WDL+LL

factor of safety than column, therefore, foundation analysis is unnecessary and the small percentage increase is within engineering allowable tolerance.


SUMMARY OF RATIOPENETRATING TOWER + EQUIPT TO FOUNDATION LOADS

COLUMN AT RATIO %JOINT 4 1.675JOINT 7 5.069JOINT 12 11.094JOINT 17 8.076JOINT 22 2.471JOINT 25 2.567

Ratios of Penetrating Tower + Equipt Sheletr < 12% Therefore OK!

Based on the foregoing, the foundation is safe enough to carry the small additional loads imposed by the penetrating tower + shelter equipment.

Conclusion:

Based on calculation shown in this package, it shows that the new imposed loading due to the installation of new Penetrating Tower + GSM Equipment Shelter and support frame is minimal compared to the existing capacity of the column & footing. Therefore, the building can safely support the new GSM Shelter and support frame load.

znd322_a-ssbs-rev-e

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