load calculations.pdf

7/28/2019 Load Calculations.pdf

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TABLE OF CONTENTS

1. Introduction & Design Approach 3

2. Design Assumptions 3

3. General Notes 3

3.1 The Measuring System 33.2 Design Codes, Standards, Specifications & Reports 33.3 Materials 43.4 Minimum Cover to Reinforcement 4

3.5 Allowable Soil Bearing Capacity 43.6 Foundation Stability 4

4. Design Loads and External Forces 4

4.1 Dead Loads 44.2 Live Loads 64.3 Wind Loads 64.4 Seismic loads 8

5. Loading Combination 9

6. Design Summary

7. Appendices & Attachment

APPENDIX A STAAD PRO Calculation Notes

1.0 INTRODUCTION:


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This document provides structural calculations for the safe construction of Staff accommodationbuilding.

The four storey building has overall planar dimensions (grid to grid) of 42640 mm x 16700 mm.The building will be constructed with pre-engineered steel structure (superstructure). The stairswill be reinforced concrete supported by reinforced concrete shear wall. The foundation will bemat footing as specified in the contract documents.

Structural analysis for the raft foundation is carried out using Structural Analysis and DesignProgram STAAD PRO 2007 by Research Engineers, Inc. and verified by the user. Supportreactions from PEB supplier is applied as loads on the pedestal then to the raft foundation.

Foundation design is carried out using the above mentioned software and modeled as plateelements.

The objective of this calculation is to provide structural design for the reinforced concrete shearwall and stair structure and the raft foundation of the whole building.

The design and detailing is carried out in accordance with the following standards, RoyalCommission Engineering Manual, ACI 318 - 05 ASCE 7 05 and IBC 2006.

2.0 DESIGN ASSUMPTIONS & DESIGN APPROACH:

2.1 The mat footing is resting on elastic support with modulus of subgrade reaction as per Foundation

the recommendation of the geotechnical report. Using raft foundation, soil net bearing capacity of65 KPa is used as per the geotechnical report (GC/4423JO/11862/11).

2.2 Ultimate strength method is used in the design of concrete.

3.0 GENERAL NOTES

3.1 THE MEASURING SYSTEM

INTERNATIONAL SYSTEM OF UNITS (SI UNITS)Where applicable and published, metric versions of Codes, Standards and Regulations shall be used.

3.2 DESIGN CODES, STANDARDS, SPECIFICATIONS & REPORTS

(1) MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURE - ASCE 7 - 05(2) BUILDING CODE REQUIREMENT FOR STRUCTURAL CONCRETE - ACI 318M - 05(3) INTERNATIONAL BUILDING CODE - IBC 2006(4) DETAILS AND DETAILING OF CONCRETE REINFORCEMENT - SP-66 (04)-ACI 315(5) PCA Notes on ACI 318-02(6) ROYAL COMMISSION ENGINEERING MANUAL

5.1 Chapter 1, Design Criteria: General Design Requirements5.2 Chapter 9, Design Criteria: Structural


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3.3 MATERIALS:

Structural Concrete:

Specified Compressive Strength, fc = 35 MPa after 28 days,Ec = 4700(30MPa)

0.50= 25742 MPa (ACI318M-2005 Section 8.5.1,)

Reinforcing Steel:

Minimum Specified Yield Strength, fy = 415 MPa (60ksi, deformed bars)Es = 200,000 MPa

3.4 MINIMUM COVER TO REINFORCEMENT: (ACI318M-2005 Section 7.7.1)

Cast-in-place Concrete (Non-Prestressed):-Slabs, Walls, Joists (36mm and smaller) - 20 mmBeams, Columns - 50 mmConcrete Cast Against andPermanently Exposed to Earth - 75 mmFormed Concrete Exposed to Earth or Weather - 75 mm

3.5 ALLOWABLE SOIL BEARING CAPACITY:

The net soil bearing capacity used in the calculation is 65 KPa for raft foundation as pergeotechnical investigation report by Gulf Consult dated May 2011 and the unit weight of soil is

taken to be 18 KN/m

3

.

3.6 FOUNDATION STABILITY:

LCLOAD

COMBINATIONCOMBINATION OF

LOADSFACTOR OF SAFETY

OVERTURNING SLIDING UPLIFT

(1) NormalCondition

1.0(D) + 1.0(L) 1.5 1.5 1.5

(2) Wind Condition 1.0(D)+1.0(L)+1.0(W) 1.5 1.5

1.5

0.6(D) + 1.0(W) 1.5 1.5

1.5


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4.0 DESIGN LOADS AND EXTERNAL FORCES

4.1 DEAD LOAD (D)

Dead load is defined as the weight of all permanent materials of construction incorporated to thebuilding including, but not limited to, walls, foundations, floors, roofs, ceilings, partitions,stairways, fixed service equipment and other similarly incorporated architectural and structuralitems.Structural dead loads are the weight of all structural materials, including fireproofing that forms apermanent part of the completed structure. Unit weights of the major construction materials shall

be in accordance with the following table:

MaterialUnit Weight

(KN/m3)

Steel 78.5

Reinforced Concrete 24.0

Plain Concrete 23.0

Soil Above Ground Water Level 18.0

200 thick CMU wall grouted @ 600including plaster

3.15 KPa

200 thick CMU wall fully grouted includingplaster

4.65 KPa

150 mm CMU wall grouted @ 600 includingplaster

2.35 KPa

50mm THK Polystyrene Insulation 0.02 KPa

SUPERIMPOSED DEAD LOAD ON GROUND FLOOR SLAB

ComponentUnit Weight

(KN/m2)

150mm Thk slab 3.60

Ave. 50mm Thk sand cement screedIncluding floor finishing

1.20

Others 0.15

Total 4.95 say 5.0

SUPERIMPOSED DEAD LOAD ON RAFT FOUNDATION


(KN/m2)

Ground Floor Superimposed Dead Load 5.00

850mm Thk Compacted fill = 0.85 x 18 15.30

Others 0.20

Total 20.50


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SUPERIMPOSED DEAD LOAD ON STAIR ROOF


(KN/m2)

50mm Thk Gravel 1.00

EPDM Single Ply Weathering Membrane 0.03

Geotextile Protection Fabric 0.04

50mm Thk Polystyrene Insulation 0.15

Ave. 75mm Thk Lightweight Screed 1.43

Mechanical ducts allowance 0.20

Lighting fixture & miscellaneous allowance 0.10Total 2.95 say 3.0

DEAD LOAD ON ROOF


(KN/m2)

50mm Thk Gravel 1.00EPDM Single Ply Weathering Membrane 0.03

Geotextile Protection Fabric 0.04

50mm Thk Polystyrene Insulation 0.05

Ave. 100mm Thk Lightweight Concrete Screed 1.90

Mechanical ducts allowance 0.20

Lighting fixture & miscellaneous allowance 0.10

Ceiling & Accessories 0.20

120mm THK reinforced concrete slab 2.88

Total Roof Dead Load 6.40

EQUIPMENT LOAD AND LIVE LOAD ON ROOF (Cantilever Area) - 3.00KN/m2

(This includes the weight of equipment, concrete padand roof live load)


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WALL LOADS:

1. Exterior Wall (200mm CMU with cells grouted @ 600mm plastered both face)- 2.82 + 2*0.24 = 3.30 KN/m

2

Height of Wall, H = 4.0m-beam height, H = 4.0 0.6m = 3.4mLoad = H x 3.3 = 3.4m x 3.3KPa = 11.22 KN/m*Height of Wall, H = 3.0m-beam height, H = 3.0 0.6m = 2.4mLoad = H x 3.3 = 2.4m x 3.3KPa = 7.92 KN/m*

2. Interior Wall (150mm CMU with cells grouted @ 120mm plastered both face)- 1.58 + 2*0.24 = 2.06 KN/m

2

Height of Wall, H = 4.0m-beam height, H = 4.0 0.6m = 3.4mLoad = H x 2.06 = 3.4m x 2.06KPa = 7.0 KN/m*Height of Wall, H = 3.0m-beam height, H = 3.0 0.6m = 2.4mLoad = H x 2.06 = 2.4m x 2.06KPa = 4.944 KN/m

3. Parapet Wall (150mm CMU with cells grouted fully grouted plastered both face)- 3.06 + 2*0.24 = 3.54 KN/m

2

Height of Wall, H = 1.5mLoad = H x 1.5 = 1.5m x 3.54KPa = 5.31 KN/m

4.2 LIVE LOADS (L)

SUPERIMPOSED LIVE LOAD


(KN/m2)

Roof Without Access 1.00

Roof With Access 2.00

Ground Floor 4.80

Staircase and Corridors 5.00


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4.3 WIND LOAD (W) Method 2: (Ref. ASCE 7-05 Sect. 6.5.12)

The various portions of the structure and elements thereof are designed to resist wind loads basedon ASCE 7, Chapters 6 and C6, Method 2-Analytical procedure. The velocity pressures at height zabove the adjacent terrain, qz are determined for any height and assumed to act normal to thesurfaces and independently from each of two orthogonal directions.

For Buildings

qz = 0.613 KzKztKdV2I (in N/m2 with V in m/s)

Eq. 6-15, SEI/ASCE 7-05

Kz = Velocity Pressure Coefficient Table 6-3 of SEI/ASCE 7-05

Kzt = Topographic Factor = 1.0 SEI/ASCE 7-05

Kd = Wind Directionality factor Table 6-4 of SEI/ASCE 7-05

V = Basic Wind Speed= 43m/s (155 KPH) - Jubail Industrial City

Chapter 9, Design Criteria section9.07D

I = Importance Factor = 1.15 for all buildings Table 6-1 of SEI/ASCE 7-05and Chapter 9, Design Criteria section9.07D

According to ASCE 7-05

Basic Wind Speed for Jubail Industrial City (96mph) : 155 km/hExposure Type : CImportance factor I = 1.15 ASCE-7-05 (Table 6-1)Maximum Building Height h = 16.85mDesign wind pressure P = qGCp-qi(GCpi) ASCE-7 -05 (6-17)Velocity pressure qz = 0.613KzKztKdV

2I ASCE-7 -05 (6-15)

qz = 0.613*1.04*1.00*0.85*432*1.15

qz = 1.1523 KPaGust Effect Factor G = 0.85 (ASCE 7-05 Sect. 6.5.12)External Pressure Coefficient Cp = 0.80 (Windward) (Fig.6-6)

= -0.50 (Leeward) (Fig.6-6)Internal Pressure Coefficient GCpi = 0.18 (Windward) (Fig.6-6)

= -0.18 (Leeward) (Fig.6-6)

Windward Design Wind pressurePwindward = 1.1523 x 0.85*0.8 1.1523 x 0.18 = 0.576 KPa

Leeward Design Wind pressurePLeeward = 1.1523 x 0.85*0.5 1.1523 x 0.18 = 0.282 KPa

The wind loads were applied as line loads on the beam or surface load on plates and surface elements.


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4.4 SEISMIC LOAD (E):

The various portions of the structure and elements thereof are designed to resist earthquake loadsbased on the applicable provisions of ASCE 7, Chapters 11 through 23 and C11 through C22, EquivalentLateral Force Procedure. The total design lateral force (or base shear), V is assumed to act independentlyfrom each of two orthogonal directions.

V = Cs W Eq. 12.8-1, SEI/ASCE 7-05Cs = SDS / (R/I) > 0.01 for Building Structures

> 0.03 for Non-Building StructuresRC Structural Design Loads

Cs = Seismic Response Coefficient

W = Effective seismic weightR = Response Modification Factor = 4

(Ordianry Reinf. Concrete Shear Walls)Table 12.2-1 of SEI/ASCE 7

I = Importance Factor = 1.25 Table 1-1 and Table 11.5-1 ofSEI/ASCE 7-05

SDS = Design, Short period spectral response accelerationparameter, 5% damped

= 2/3 SMS

Eq. 11.4-3, SEI/ASCE 7-05

SD1 = Design, 1 second period spectral response accelerationparameter, 5% damped

= 2/3 SM1

Eq. 11.4-4, SEI/ASCE 7-05

Ss = Mapped Maximum Considered earthquake (MCE), shortperiod spectral response acceleration parameter, 5%

damped= 0.068gS1 = Mapped MCE, I second period spectral response

acceleration parameter, 5% damped= 0.025g

SMS = MCE, short period spectral response accelerationparameter, 5% damped,

Adjusted for site class effects= FaSs

Eq. 11.4-1, SEI/ASCE 7-05

SM1 = MCE, 1 second period spectral response accelerationparameter, 5% damped,

Adjusted for site class effects= FvS1

Eq. 11.4-2, SEI/ASCE 7-05

Fa = Short Period Site Coefficient = 1.6 Table 11.4-1 of SEI/ASCE 7Fv = 1 Second Period Site Coefficient = 2.4 Table 11.4-2 of SEI/ASCE 7Site Class = D

Short period acceleration (Ss) = 0.068 (Ref. RC-Jubail Design Loads)1-Sec. period acceleration (S1) = 0.025 (Ref. RC-Jubail Design Loads)Site Class: D (Ref. RC-Jubail Design Loads)Seismic Design Category (SDC) = A (Ref. RC-Jubail Design Loads)The following parameters are used as input for STAAD PRO to generate Seismic load as per IBC-2006.Fa = 1.60 (Ref. IBC-2006 Table 1613.5.3.1)Fv = 2.40 (Ref. IBC-2006 Table 1613.5.3.2)


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SMs = Fa Ss (Ref. IBC-2006 Equation 16-37)SMs = 0.109

SM1 = Fv S1 (Ref. IBC-2006 Equation 16-38)SM1 = 0.060

SDs = 2/3 SMs (Ref. IBC-2006 Equation 16-39)SDs = 0.073

SD1 = 2/3 SM1 (Ref. IBC-2006 Equation 16-40)

SD1 = 0.040


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5.0 LOADING COMBINATIONS5.1 Service Load CombinationsLoad combinations shall be in accordance with the provisions of IBC 2006, Section 1605 as follows:

1 - Dead Load + Live Load (Ref.IBC-2006 Equation 16-09)

2 - Dead Load + 0.75 (Live Load + Roof live Load) (Ref.IBC-2006 Equation 16.11)

3 - Dead Load + Wind Load (Ref.IBC-2006 Equation 16.12)

4 - Dead Load + 0.70 Seismic Load (Ref.IBC-2006 Equation 16.12)

5 - Dead Load + 0.75(Wind Load + Live Load + Roof Live Load) (Ref.IBC-2006 Equation 16.13)

4 - Dead Load + 0.75 (0.70Seismic Load + Live load + Roof live Load) (Ref.IBC-2006 Equation 16.13)

5 - 0.60 Dead Load + Wind Load (Ref.IBC-2006 Equation 16-14)

6 - 0.60 Dead Load + 0.70 Seismic Load (Ref.IBC-2006 Equation 16-15)

5.2 Ultimate Load Combinations for Concrete DesignLoad combinations shall be in accordance with the provisions of ACI-318 08, Section 9.2 as follows:

1 - 1.40Dead Load (Ref.ACI-05 Equation 9-1)

2 - 1.20Dead Load + 1.60Live Load + 0.50Roof Live Load (Ref.ACI-05 Equation 9-2)

3 - 1.20Dead Load + Live Load + 1.60Roof Live Load (Ref.ACI-05 Equation 9-3)

4 - 1.20Dead Load + 0.80Wind Load + 1.60Roof Live Load (Ref.ACI-05 Equation 9-3)

5 - 1.20Dead Load + Live Load + 1.60Wind Load + 0.5Roof Live Load (Ref.ACI-05 Equation 9-4)

6 - 1.20Dead Load + Live Load + Seismic Load (Ref.ACI-05 Equation 9-5)

7 - 0.90Dead Load + 1.60Wind Load (Ref.ACI-05 Equation 9-6)

8 - 0.90Dead Load + Seismic Load (Ref.ACI-05 Equation 9-7)


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6.0 DESIGN SUMMARY

6.1 MAT FOUNDATION:

a. As shown in STAAD Output, the maximum soil pressure is 93.4 KPa. Comparing this with thAllowable Gross Soil Pressure of 93.80 KPa (65 + 1.60*18), hence, the mat footing is adequate.

b. As shown below STAAD Output, the requirement for reinforcement is of minimum values which iequal to 1077 sq.mm per linear meter on both top and bottom reinforcements. This can be translateto 6 16mm for every linear meter or 16mm @ 166mm C/C. Provided reinforcements: 16mmat 150mm C/C is adequate.


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6.2 CONCRETE STAIR:

Required Reinforcements: 450 sq.mm per linear meter= 4 12mm for every linear meter= or 12mm@ 250mm C/C.

Provided Reinforcements: 12mm@ 125mm C/C.

6.3 SHEAR WALL:


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Required Reinforcements: 450 sq.mm per linear meter= or 16mm@ 333mm C/C. (both sides)= or 12mm@ 250mm C/C. (both sides)

Provided Reinforcements: 16mm@ 150mm C/C. (both sides) vertical bars12mm@ 150mm C/C. (both sides) horizontal bars

Hence, reinforcement for Shear Wall is Adequate

6.4 CONCRETE BEAMS:


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Required Reinforcements: Main Bars, 3 -12 Top and Bottom Bars at Support and Midspan

Provided Reinforcements: Main Bars, 4 -16 Top Bars at SupportMain Bars, 2 -16 Bot Bars at SupportMain Bars, 2 -16 Top Bars at MidspanMain Bars, 4 -16 Bot Bars at Mispan

Hence, The Provided Reinforcements is adequate6.5 CONCRETE COLUMNS:


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Required Reinforcements: 4 -16mm

Provided Reinforcements: 6 -16mm

6.6 CONCRETE PEDESTAL:

a. PEDESTAL P1


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Required Reinforcements: 8 -16mm

Provided Reinforcements: 8 -16mm

b. PEDESTAL P2


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Required Reinforcements: 8 -20mm, As = 2512 sq.mm.

Provided Reinforcements: 16 -16mm, As = 3200 sq.mm.

Hence, the section is adequate

c. PEDESTAL P3


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Required Reinforcements: 12 -20mm, As = 3768 sq.mm.

Provided Reinforcements: 20 -16mm, As = 4000 sq.mm.

Hence, the section is adequate


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APPENDIX ASTAAD PRO CALCULATION INPUT

load calculations.pdf

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