Report Midhun 2

8/4/2019 Report Midhun 2

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LINEAR STATIC ANALYSIS AND DESIGN OF A FIVE-STOREYED RC-FRAME

BUILDING RESISTANT TO EARTHQUAKE AND WIND LOADS

A report submitted as a part of Design Project-I

by

Namuduri.V.S.Midhun Tej (08010432)

A.M.Venkata Sai Kumar (08010402)

Tirlangi Sai Krishna (08010446)

Under the supervision of

Dr. Kaustubh Dasgupta

DEPARTMENT OF CIVIL ENGINEERING

INDIAN INSTITUTE OF TECHNOLOGY GUWAHATI

GUWAHATI781039March 2011


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Indian Institute of Technology Guwahati Page ii

TABLE OF CONTENTS

TABLE OF CONTENTS ............................................................................................ II

LIST OF FIGURES ................................................................................................... III

LIST OF TABLES ...................................................................................................... IV

1 INTRODUCTION ................................................................................................ 1

4.1 GENERAL................................................................................................................. 1

4.2 SAP2000 ................................................................................................................. 1

4.3 PROBLEM STATEMENT............................................................................................. 1

2 INPUT DETAILS AND MODELING ................................................................ 2

4.1 DESCRIPTION OF THE MODEL .................................................................................. 2

4.2 MATERIALS USED IN THE MODEL AND THEIR PROPERTIES. ....................................... 2

4.3 PLAN OF THE BUILDING ........................................................................................... 3

3 LOAD CALCULATIONS ................................................................................... 4

4.1 GENERAL................................................................................................................. 4

4.2 DEAD LOADS ........................................................................................................... 4

4.3 LIVE LOADS............................................................................................................. 4

4.4 EARTHQUAKE LOADS .............................................................................................. 4

4.5 WIND LOADS ........................................................................................................... 5

4.6 DESIGN QUANTITIES. ............................................................................................... 7

4 APPENDIX A...................................................................................................... 10

4.1 CALCULATIONS OF DEAD LOAD ............................................................................ 10

4.1.1 Self weight of beams ......................................................................................... 10

4.1.2 Self weight of columns ..................................................................................... 10

4.1.3 Self weight of slabs ........................................................................................... 10

4.1.4 Estimation of floor finish loads ......................................................................... 11


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Indian Institute of Technology Guwahati Page iii

LIST OF FIGURESFigure 2.1 TG Structure, Unit-3, Simhadri Error! Bookmark not defined.

Figure 2.2 Pictorial Representation of a boiler Error! Bookmark not defined.

Figure 2.3 Boiler Drum, Simhadri Error! Bookmark not defined.

Figure 2.4 Operation Boiler at NTPC Simhadri Error! Bookmark not defined.


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Indian Institute of Technology Guwahati Page iv

LIST OF TABLES

Table 4-1: Estimation of Self-Weight of Slabs .......................................................... .............................................................. ...... 10

Table 4-2 : Estimation of Self-Weight of Columns ........................................................................ ............................................... 10

Table 4-3 : Estimation of Self-Weight of Slabs ......................................................... .............................................................. ...... 10Table 4-4 : Estimation of Floor-finsih loading ......................................................... .............................................................. ...... 11


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1 INTRODUCTION4.1General

Many commonly observed engineering structures, e.g., buildings and bridges,

are composed of frame members. The influence of material and geometric

nonlinearities on the behavior of frame type structure is particularly significant during

extreme events. Hence, analysis of frame structures forms a vital part of structural

analysis.

The design of structure provided to us is done through sap 2000, which is

analysed for all the common type of load cases along with combination of load casesDEAD

LIVE

SEISMIC

WIND

4.2 SAP2000The SAP name has been synonymous with State-of-the-art analytical methods

since its introduction over 30 years ago. SAP2000 follows in the same traditionfeaturing a very sophisticated, intuitive and versatile user interface powered by an

unmatched analysis engine and design tools for engineers working on transportation,

industrial, public works, sports, and other facilities.

This intuitive interface allows you to create structural models rapidly and

intuitively without long learning curve delays. Now you can harness the power of

SAP2000 for all of your analysis and design tasks, including small day-to-day

problems. Complex Models can be generated and meshed with powerful Templates

built into the interface.

4.3 Problem StatementA five storeyed reinforced concrete frame building with unreinforced masonry

infill walls is to be designed and constructed for a site on rocky strata situated in

Guwahati. Wind and earth quake loads are estimated using IS:875(part3) and

IS:1893(part 1). The brick masonry walls are present only along peripheral edges of

the building including staircase. The building is situated in seismic zone V according

to IS:1893.


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Indian Institute of Technology Guwahati Page 2

2 Input Details and Modeling4.1 Description of the Model

A five-storied Reinforced concrete frame building with unreinforced brick

masonry is modeled for a site on rocky strata in Guwahati, which is in seismic zone V

[IS 1893:2002]. All the elements of the frame are of reinforced concrete. The

dimensions of the symmetric building as follows:

The overall dimensions of the plan are 22.5m x 17m. The height of the building is 16m from the foundation. The depth of the foundation is 1.7m below the ground level. The floor-to-floor heights are 3.5m. All the beams are of the dimension 225mm x 300 mm. All the columns are of the dimension 300 mm x 300 mm. The thickness of slabs is 125 mm.

4.2 Materials used in the model and their properties.Concrete:

The grade of Concrete is M35. Density of Concrete = 25 kN/m3 Youngs Modulus ( Ec ) = 2.958 x 107 kN/m2 Poissons Ratio (c ) = 0.3Masonry Infill:

The grade of Masonry Infill is M20. Density of Masonry = 20 kN/m3 Youngs Modulus = 6300000 kN/m2 Poissons Ratio = 0.15Steel:

The grade of Steel is Fe 415. Density of Steel = 76 kN/m3 Youngs Modulus (Es) = 2.0 x 107 kN/m2

Poissons Ratio (s) = 0.30


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4.3 Plan of the BuildingThe

.


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3 Load Calculations4.1 General

The various loads on the structure are:

Dead Load (DL) Live Load (LL Earthquake Load (EQx and EQy) Wind Loads (Wx and Wy)

A brief description on how each of the loads on the structure is calculated is

given below.

4.2 Dead LoadsThe dead loads of the structure comprise of self weights of the structure and the

floor finish load. The components are as follows:

Self-weight of beams Self-weight of columns Self-weight of slabs Self-weight of infill walls Floor finish loading

The self weight of beams and columns in each floor obtained from the densityand the volume of the beam is multiplied by the total number of floors, in case of

identical plans for every floor of the structure. The self-weight of slabs is obtained by

multiplying the density with area of the slabs and thickness of the slabs. Similarly, the

self-weight of infill walls is calculated. The floor finish loading for this structure is

assumed to be 2 kN/m2.

4.3 Live LoadsThe intrinsic weight of a structure is generally considered to be the live load or

the imposed load. The live load on each of the floor slabs is assumed to be uniform

and is 3 kN/m2.

The live load on the roof slab is taken as 1.5 kN/m2.

It is assumed that

the staircase-slabs also bear a live load same as that of the floor slabs.

4.4 Earthquake Loads


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The earthquake loads on the structure are estimated based on the Indian Standard

IS:1893 (Part 1). The determination of the earthquake loads requires the total seismic

weight and the peak ground acceleration to be calculated . The seismic weight of the

structure is given by the sum of dead load and one-fourth the live load. At any floor,

the seismic weight of that particular floor is given by the sum of dead load acting onthat floor and one-fourth of the live load. The dead load is sum of the weight of the

beams, slabs, half the weight of columns in the upper storey, half the dead load of the

columns in the lower storey and the floor finish load.

Natural Period of the structure , T is estimated using the following formulae in

IS:1893

Tax= 0.09h/d along x-axis, IS: 1893 Cl.7.6.2 for frame with substantial infillsTay= 0.09h/b, along Y-axis, IS: 1893 Cl.7.6.2 for frame with substantial infills

Horizontal acceleration coefficient (Ah) is calculated to find the floor level

acceleration.

Ah = Z/2 x I /R x Sa/g (IS :1893Cl. 6.4.2)Z is the seismic zone factor. (IS :1893Table 2)R is the response reduction factor (IS :1893Table 7)Sa/g is the Structural Response factor (IS :1893Fig 2.0)I is the Importance factor. (IS :1893Table 6 )

The following thirteen load combinations are developed based on IS 1893: 2002

guidelines. EQx and EQy represent load cases with the design lateral force in X and Y

directions respectively.

1.5 + 1.2 + EQx 1.2 + EQy 1.5 EQx 1.5 EQy 0.91.5 EQy 0.91.5 EQx

4.5 Wind LoadsWind loads on the structure are estimated based on the Indian Standard

IS:875(Part 3). The determination of the Wind loads requires the basic wind speed in

the region , type of topography and type of building .Same as earthquake loading wind

can occur in any direction. But for simplicity we consider wind loading in X and Y


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directions. Because of symmetry in the plan of the building simulating in any one

direction would be sufficient. According to IS:875(Appendix A clause:5.2) basic wind

speed in Guwahati region is 50m/s.

Design Wind speed :An expression given by IS:875 clause 5.3 to calculate design wind speed is

Vz =Vb*K1*K2*K3

Where K1 = Probability factor given by 5.3.1

K2 = Terrain, height and size factor by 5.3.2

K3 = Topography factor by 5.3.3

Design wind pressure given by clause 5.4 of the code

Pz = 0.6*Vz2

Wind Pressure given by clause 6.3 of the code

F = Cf*Ae*pa

Where Cf= force coefficient given by clause 6.3.2

Pa=design wind pressure

Ae=external area of the wall

For building with walls the whole force on a wall is calculated and is divided by

the total length of all the frame elements supporting the wall. This value is assigned on

the SAP model as uniformly distributed load on beams and columns.

For bare frame structure wind load acting on frames which are interior (called as

leeward frames) is obstructed by exterior frame(called wind ward frame). This effect

is called shielding. Shielding coefficient is given by table 28 for single frame and table

29 for multiple frame. Shielding coefficient is calculated by the solidity ratio of a

frame which is the total flat sided area of all the beams and columns facing wind

divided by area of the wall .

The following thirteen load combinations are developed based on IS 875(III)guidelines. Wx and Wy represent load cases with the design. lateral force in X and Y

directions respectively.

1.5 + 1.2 + Wx 1.2 + Wy 1.5 Wx 1.5 Wy 0.91.5 Wy


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0.91.5 Wx4.6 Design Quantities.

Both the models, the one with and without the masonry infill are analyzed for all

types of load cases and load combinations. The analysis is done to find the design

parameters for the design of beams, columns, slabs and foundation.

For the building with masonry infills:

Table 3-1 : Design Quantitites for beams in building with masonry infill

Case

Shear Force

(kN)

Moment

(kN-m)Maximum Shear Force 72.688 -70.49

Maximum Positive Moment 3.615 27.414

Maximum Negative Moment 72.688 -70.49

Table 3-2 Design Quantitites for Columns in building with masonry infill

CaseAxial Force

(kN)

Moment

X axis

(kN-m)

Moment

Y-axis

(kN-m)

Maximum Axial Force -1137.405 -85.8254 -0.0073

Maximum Axial Force 254.002 33.0918 -1.1141

Maximum +ve X Moment -934.578 87.0381 1.6312

Maximumve X Moment - 918.382 -92.1899 -3.7154Maximum +ve Y Moment -871.858 -5.3108 85.893

Maximum +ve Y Moment -634.959 -3.7393 -88.1793

Table 3-3 : Design Quantitites for Columns in building with masonry infill

Case Mxx(kN-m)

Myy(kN-m)

Maximum Positive Mxx 9.1302 2.2418

Maximum Negative Mxx -24.1123 -13.2563

Maximum Positive Myy 3.3749 10.0039

Maximum Negative Myy -13.4623 -26.4019


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Table 3-4 : Design Quantitites for Columns in building with masonry infill

Case

Reaction

Force

(kN)

Moment

X axis

(kN-m)

Moment

Y-axis

(kN-m)

Max. +ve Reaction Force 1137.40 85.8254 0.0073

Max. -ve Reaction Force -254.002 48.3301 -2.3279

Maximum +ve X Moment 918.382 92.1899 3.7154

Maximumve X Moment 934.578 -87.0381 -1.6312Maximum +ve Y Moment 634.959 3.7393 88.1793

Maximum +ve Y Moment 871.858 5.3108 -85.893

Table 3-5:Design Quantitites for beams in bare-framed building

Case Shear Force(kN) Moment(kN-m)

Maximum Shear Force 136.147 -168.77

Maximum Positive Moment -120.2 163.5

Maximum Negative Moment -136.147 -168.77

Table 3-6: Design Quantitites for Columns in bare-framed building

Case Axial Force(kN)

Moment

X axis(kN-m)

Moment

Y-axis(kN-m)

Maximum Axial Force -1079.86 -0.116 -3.78

Maximum Axial Force 236.11 0.302 -20.36

Maximum +ve X Moment -95.33 142.59 4.3038

Maximumve X Moment -537.48 -146.97 3.1374Maximum +ve Y Moment -63.147 0.08 160.51

Maximum +ve Y Moment -63.147 0.08 -160.51

Table 3-7: Design Quantitites for slabs in bare-framed building.

CaseMxx

(kN-m)

Myy(kN-m)

Maximum Positive Mxx 61.76 18.42

Maximum Negative Mxx -66.22 -24.69

Maximum Positive Myy 10.99 40.76

Maximum Negative Myy -15.46 -47.03


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Table 3-8 : Design Quantitites for foundation in bare-framed building

Case

Reaction

Force

(kN)

Moment

X axis

(kN-m)

Moment

Y-axis

(kN-m)

Max. +ve Reaction Force 1079.86 0.116 3.79

Max. -ve Reaction Force -236.11 -0.96 -57.36

Maximum +ve X Moment 658.58 108.22 -1.06

Maximumve X Moment 632.63 -108.08 -2.01Maximum +ve Y Moment 541.63 -0.46 103.08

Maximum +ve Y Moment 541.63 -0.46 -103.08


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4

Appendix A

4.1 Calculations of Dead Load4.1.1 Self weight of beamsSelf weight of beams = 2089.69 kN

Unit weight of concrete = 25 kN/m3

Table 4-1: Estimation of Self-Weight of Slabs

Beam TypeLength

(m)

Thickness

(m)

Breadth

(m)

Volume

(m3)

UnitWeight

(kN/m3)

DeadWeight

(kN)

Total no. of

beams

Self-Weight

(kN)

A 2.75 0.3 0.25 0.206 25 5.15625 10 51.56

B 3 0.3 0.25 0.225 25 5.625 80 450.00

C 4 0.3 0.25 0.300 25 7.5 110 825.00

D 4.5 0.3 0.25 0.338 25 8.4375 80 675.00

Selfweight of slabs across all the floor slabs and roof slabs = 2001.56 kN

Self weight of beams in each floor = 2001.56 5 = 400.31 kN

A 2.75 0.3 0.25 0.206 25 5.15625 4 20.63

D 4.5 0.3 0.25 0.338 25 8.4375 8 67.50

Selfweight of slabs across all the midlandings = 88.13 kN

Self weight of beams along each mid-landing grid =88.13/4 = 22.03 kN

Total Self-weight of beams =2001.56+88.13 = 2089.69 kN

4.1.2 Self weight of columnsSelf weight of columns = 1296 kN

Unit Weight = 25 KN/m3

Table 4-2 : Estimation of Self-Weight of Columns

Column

type

Length

(m)

Thickness

(m)

Breadth

(m)

Volume

(m3)

Unit

Weight

(kN/m3)

Dead Weight

(kN)

No. of

columns

Total

no. of

columns

Self

Weight

(kN)

A 2 0.3 0.3 0.18 25 4.50 36 36 162.00

B 3.5 0.3 0.3 0.315 25 7.88 36 144 1134.00

Total Self-Weight of Columns = 1296.00 kN

4.1.3 Self weight of slabsSelf-weight of slabs = 4701.42 kNTable 4-3 :Estimation of Self-Weight of Slabs


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Slab TypeLength

(m)

Breadth

(m)

Thickness

(m)

Volume

(m3)

Unit Weight

(kN/m3)

Dead

Weight

(kN)

No. of

slabs

Per

floor

Total

No. of

slabs

Total Weight

(kN)

A 4 4 0.125 2.00 25.00 50.00 4 20 1000.00

B 3 4 0.125 1.50 25.00 37.50 4 20 750.00C 3 4.5 0.125 1.69 25.00 42.19 4 20 843.75

D 4 4.5 0.125 2.25 25.00 56.25 4 20 1125.00

E 3 4.5 0.125 1.69 25.00 42.19 4 20 843.75

F 2.75 1.8 0.125 0.62 25.00 15.47 1 5 77.34

G 2.75 1.8 0.125 0.62 25.00 15.47 1 4 61.88

Self of slabs excluding mid-landing = 4639.84 kN

Self-weight of slabs in each floor = 4639.84/5 = 927.97 kN

Self weight of mid landing slab in each floor =61.88/4 =15.46 kN

Total weight weight of slabs =4639.8+61.88 = 4701.42 kN

4.1.4 Estimation of floor finish loadsTotal floor finish load = 2415 kN

Floor finish load on each slab = 2 kN/m2

Table 4-4 : Estimation of Floor-finsih loading

Slab TypeLength

(m)

Breadth

(m)

Area

(m2)

Dead

Load

(kN)

No. of

slabs Per

floor

Total

No. of

slabs

Total Weight

(kN)

A 4 4 16.00 32.00 4 16 512.00

B 3 4 12.00 24.00 4 16 384.00

C 3 4.5 13.50 27.00 4 16 432.00

D 4 4.5 18.00 36.00 4 16 576.00

E 3 4.5 13.50 27.00 4 16 432.00

F 2.75 1.8 4.95 9.90 1 4 39.60

G 2.75 1.8 4.95 9.90 1 4 39.60

Table : Self weight of masonry infill

Wall typeLength

(m)

Thickness

(m)

Final

Wall

length

(m)

Distributed

Load

(kN/m)

Dead

Load

(kN)

No. of

walls

per

floor

Total

no. of

walls

Total Dead Load

(kN)

A 2.75 0.3 2.45 14.72 40.48 - 4 161.92

B 3 0.3 2.7 14.72 44.16 8 32 1413.12

C 4 0.3 3.7 14.72 58.88 12 48 2826.24

D 4.5 0.3 4.2 14.72 66.24 4 16 1059.84

E 2.75 0.3 2.45 6.67 18.34 - 8 146.74

Masonry load for each floor = 1401 kN


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Total dead load = 16110 kN

Table: Live load on floor slabs Intensity = 3.0 KN/m2

Slab TypeLength

(m)

Breadth

(m)

Length

(m)

Breadth

(m)

Area

(m2)

Intensity

KN/m2

Live

Load

(kN)

No. of

slabs

Per

floor

Total

No. of

slabs

Total

Weight

(kN)

A 4 4 3.75 3.75 16.00 3 48.00 4 16 768.00

B 3 4 2.75 3.75 12.00 3 36.00 4 16 576.00

C 3 4.5 2.75 4.25 13.50 3 40.50 4 16 648.00

D 4 4.5 3.75 4.25 18.00 3 54.00 4 16 864.00

E 3 4.5 2.75 4.25 13.50 3 40.50 4 16 648.00

F 2.75 1.8 2.5 1.55 4.95 3 14.85 1 5 74.25

Live load on floor slabs 3578.25

Live load on each floor slabs 894.56

G 2.75 1.8 2.5 1.55 3.88 3 11.63 - 3 34.88

Live load on each mid-landing slab 11.63

Total live load on each slab = 3613 kN

Table: Live load on roof slabs Intensity = 1.5 KN/m2

Slab

Type

Length

(m)

Breadth

(m)

Length

(m)

Breadth

(m)

Area

(m2)

Intensity

KN/m2

Live Load

(kN)

No. of

slabs Per

roof

Total

Weight

(kN)

A 4 4 3.75 3.75 16.00 1.5 24.00 4 96.00

B 3 4 2.75 3.75 12.00 1.5 18.00 4 72.00C 3 4.5 2.75 4.25 13.50 1.5 20.25 4 81.00

D 4 4.5 3.75 4.25 18.00 1.5 27.00 4 108.00

E 3 4.5 2.75 4.25 13.50 1.5 20.25 4 81.00

F 2.75 1.8 2.5 1.55 4.95 1.5 7.43 1 7.43

Live load on roof slabs 445.43

G 2.75 1.8 2.5 1.55 3.88 3 11.63 1 11.63

Live load on roof slabsdue to midlanding 11.63

total Live load on roof slab 457.05

Total live load = 4070 kN


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Table : Distribution of base shear among different floors:

FloorWi

(kN)

Height of

the storey

hi(m)

Wihi2

(kN-m2)Wihi

2/WIhi

2

Qi(kN)

First 3012.85 2 2 12051.42 0.00669679 10.598199

Second 3881.59 3.5 5.5 117418.19 0.065247514 103.25934

Third 3881.59 3.5 9 314409.04 0.17471235 276.49608

Fourth 3881.59 3.5 12.5 606498.93 0.337022281 533.36435

Roof 2926.58 3.5 16 749203.52 0.416321065 658.86093

17584.21 1799581.10 1.00 1582.5789

Wind load calculations

Length of building L 22.75 m

Height of building H 14 m

Width of building W 17 m

Basic Wind Speed Vb 50 m/s

Risk Coefficient factor k1 1 Table 1 of IS:875-3

Topography factor k3 1 cl 5.3.3.1 of IS:875-3

Terrain category 3 cl 5.3.3.1 of IS:875-3

Class of building B

Terrain category factor k2 0.93 Table 2 of IS:875-3

Design Wind speed Vz 46.5 m/sDesign Wind pressure Pz 1.29735 kN/m

2

Table : For Building with Walls

wind flow in +x and +y direction

wall length height area frame length Cf design speed pressure Force Distributed load

A 9 14 126 87 2 46.4 1.291776 325.5276 3.741696

B 4 14 56 48 2 46.4 1.291776 144.6789 3.014144

C 4 14 56 48 2 46.4 1.291776 144.6789 3.014144

D 7 14 98 77 2 46.4 1.291776 253.1881 3.288157E 2.75 14 38.5 41.75 2 46.4 1.291776 99.46675 2.382437


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G 3 14 42 43 2 46.4 1.291776 108.5092 2.523469

Table : For Building without walls

positive / negative X direction

Frame

column

width

beam

depth

Frame

area

frame

lengt

h Cf

design

speed pressure Force udl

Frame1 0.3 0.3 26.1 87 1 46.4 1.291776 33.71535 0.387533

Frame2 0.3 0.3 46.5 155 1.09 46.4 1.291776 52.37893 0.337929

Frame3 0.3 0.3 46.5 155 1.09 46.4 1.291776 41.90315 0.270343

Frame4 0.3 0.3 46.5 155 1.09 46.4 1.291776 33.52252 0.216274

Frame5 0.3 0.3 46.5 155 1.09 46.4 1.291776 26.81801 0.173019

Frame6 0.3 0.3 46.5 155 1.09 46.4 1.291776 21.45441 0.138416

Frame7 0.3 0.3 46.5 155 1.09 46.4 1.291776 17.16353 0.110732

Table : Negative/positive Y direction

Frame

column

width

beam

depth

Frame

area

Solidity

ratio

frame

length Cf

design

speed pressure Force udl

Frame1 0.3 0.3 46.06 0.235714 154 1.245 46.4 1.291776 74.07651 0.481016

Frame2 0.3 0.3 67.725 0.212637 224.5 1.08 46.4 1.291776 72.28054 0.321962

Frame3 0.3 0.3 63.6 0.227 212 1.189 46.4 1.291776 58.88624 0.277765

Frame4 0.3 0.3 67.725 0.222998 224.5 1.16 46.4 1.291776 47.28913 0.210642

Frame5 0.3 0.3 46.06 0.235714 154 1.245 46.4 1.291776 26.82061 0.17416

shielding factor for frame 2 = 0.765




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