Final Report Pating School

7/24/2019 Final Report Pating School

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A Report on

Structural Analysis and Design of

Shree Pating L S School Block

At

Ichok-8, Sindhupalchwok

Designed By:

Entraspace Technical Consultant

Anamnagar, Kathmandu

Date: December, 2015


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GENERAL INFORMATION AND DESIGN SUMMERY REQUIRED FOR FORM

FILLING FOR MUNICIPAL APPROVAL

1. Type of the building School

2. Total plinth area of the building 1820.00 Sqft.

3. Total number of storey 2

4. Total height of the building (considered during analysis): Hi 6.0m

5. Typical storey Height 3.0 m

6. Least lateral Base dimension of the building

(Considered for time period calculation) : d 8.81 m (in X-direction)

7. Height to Least Lateral base dimension: H/d

8. Type of the soil considered

9. Bearing capacity of the soil adopted

10. Analysis software used for building design

11. Code used for seismic analysis

0.68

Type III

110 KN/m2

SAP2000 (version 17)

NBC 105:1994

12. Total number of load combination considered 9

13. Total no of mode considered 12

14. Total seismic Weight of the building used: WI 2801.54 KN

15. Fundamental translational period: T=0.06*H(3/4) 0.23 sec

16. Basic seismic coefficient for translational period: C 0.08

17. Seismic zoning Factor: Z 1.0

18. Importance factor: I 1.5 (for School)

19. Structural performance Factor: K 1 (for SMRF structures)

20. Design horizontal seismic coefficient: Cd=CZIK 0.12

21. Design horizontal Base shear: Vh 336.185 KN

22. Eccentricity due to mass and stiffness considered 0.05

22. Concrete grade used M20

23. Rebar grade used HSYD 415

24. Size of the column used 300X300

25. Size of the beam used 230X350

26. Thickness of the Slab 125mm

27. Maximum inter-storey drift 0.0018 m


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Table of Contents

1. Background ................................................................................................................................. 1

2. Description of the Building ......................................................................................................... 2

General features: ......................................................................................................................... 2

Architectural features: ................................................................................................................. 2

Structural features: ...................................................................................................................... 3

Salient Features: .......................................................................................................................... 3

3. Material ....................................................................................................................................... 3

4. Modeling ..................................................................................................................................... 4

5. Dead Loads ................................................................................................................................. 4

6. Live loads ................................................................................................................................... 5

7. Seismic Load calculation As per NBC 105:1994 ...................................................................... 5

7.1 Design Base Shear ................................................................................................................. 6

8. Load Cases ................................................................................................................................. 7

9. Load Combination ..................................................................................................................... 7

10. Analysis and Design ................................................................................................................ 8

a. Analysis ................................................................................................................................... 8

b. Design...................................................................................................................................... 8

11. Results ....................................................................................................................................... 9

12. Concluding Remarks ................................................................................................................. 9

13. References .............................................................................................................................. 10

14. General Requirements:............................................................................................................ 11


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1. Background

The owner of the school building is Shree Pating Lower Secondary School. The school building

is located at Ichok-8, Sindhupalchwok. Floor area of the proposed building is 1820.00 sqft. This

is the two storey frame structure building. Isolated footing are provided in foundations. Footing

ties are provide in both axis. This project comprise planning architectural design, structural

design, electrical and sanitary design components.

The basic aim of the structural design is to build a structure, which is safe, fulfilling the intended

purpose during its estimated life, economical in terms of initial construction and maintenance

cost, durable and also maintaining a good aesthetic appearance. The construction of any building

consists of three phases; a) design, b) drawing with proper detailing and c) construction as per

drawing and detailing. The design of structure consists of two parts. i) analysis and ii) design. At

first the preliminary size of various members for specific structure are fixed and the analysis is

carried out. With the result obtained from analysis, necessary design are carried out.

After the completion of the design, drawings are prepared with all necessary details. The

presentation of the design calculation and drawings should be clear. After the completion of the

office works which include design and drawings, the construction of the building is carried out.

The effort with which the design has been carried out becomes worthwhile only if the design is

translated to a corresponding high quality structure.

Nepal is seismically active zone. It is located in the boundary of the two colliding tectonic plates

the Indian plates and the Tibetan plates. Records of the earthquake are available since 1255

AD. Those records reveal that Nepal is hit by 19 major earthquakes, the 1833, 1934 and 2015

earthquakes were the most destructive ones.

An earthquake is vibration of earth produced by the rapid release of accumulated energy in

elastically strained rocks. Energy released radiates in all directions from its source, the focus.

Energy propagates in the form of seismic waves. The cause of vibration may be volcanic

eruption, tectonic activity, landslides, rock falls or even men made explosions. Tectonic activity

is the major source of the earthquake for our country. Although they last for few seconds only,

they may be the most destructive ones.

Earthquakes have varied effects, including changes in geologic features, damage to structures

and impact on human life.


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However, it would be economically infeasible to design the building so as to ensure that they

remain elastic and damage free because the occurrence of maximum earthquakes low say one in

75 years. Thus it is reliable to design of ductile structure and not to design damage free structure

but non-collapsible structure for minimum destruction in lives and properties. The design should

ensure the structure against stability, strength and serviceability levels of seismic safety.

Thus the seismic design of the building is done and the brief detailing report has been prepared.

All the design data are considered in the detail architectural and structural drawings.

2. Description of the Building

General features:

Project: Seismic resistant design of school building

Location: Ichok-8, Sindhupalchwok

Plinth Area: 1820.00 sq.ft

Architectural features:

Type of Building: School building

Number of Floors: 2

Height of Storey: 3m

Total Height of the Building: 6 m

Least lateral base dimension 8.81 m

Height to least lateral base dimension 0.68

External walls 7HCB

Some internal walls 7HCB

Plaster thickness 12mm

Wall and Partition: HCB Wall


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Structural features:

Structural System: RCC Frame Structure

Foundation Type: Isolated sloped footing and Strap Foundation

Columns: Rectangular (12x12)

Beams: Rectangular (9x14)

Slab: Two-way slab

Thickness of the slab 125mm

Salient Features:

Soil Type: Subsoil type III

Seismic Zone: V (as per IS 1893:2002, part-1)

Allowable bearing capacity: 110 KN/m2

3. Material

Reinforced Concrete for column grade M20

Reinforced concrete for beam grade M20

Reinforced concrete for slab grade M20

Reinforcement bars grade Fe415

Unit weight of concrete 25 KN/m3

Unit mass 2.55 tones/m3

Youngs Modulus of Elasticity 5000 fck

Poissons Ratiofor concrete 0.20

Poissons Ratio for rebar 0.3


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4. Modeling

Since this is normal moment resisting frame structure, main components to be modeled are:

Beams, Columns & Slabs. For the purpose of analysis, following material properties are

assumed for concrete:

Grade of Concrete M20

Grade of Steel Fe415

Unit weight 25 KN/m3

Unit mass 2.55 tones/m3

Typical Grid plan

5. Dead Loads

Dead loads are assumed to be produced by slab, beams, columns, walls, parapet walls, and

staircase, .The weight of building materials are taken as per IS 875(Part 1)-1987).

Specific weight of materials [Ref: IS: 875(Part 1)-1987)]

Materials Unit weight()

Reinforced Concrete 25.00 KN/m3

Brick masonry 19 KN/m3

Floor Finishing 1 KN/m2


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Cement Sand Plaster 0.5 KN/m2

Floor finishing (Marble) 26.00 KN/m3

6. Live loads

Room 3.0 KN/m2

Corridors 3.00 KN/m2

Stairs 3.00 KN/m2

Balcony 3.00 KN/m2

Roof (accessible) 1.5 KN/m2

Roof (non accessible) 0.75 KN/m2

7. Seismic Load calculation As per NBC 105:1994

a. Class of the Structure

The building is classified as a school building.

b. Importance Factor

On the lines described in NBC code, an importance factor of 1.5 has been chosen for this

building.

c. Zoning Factor

Seismic Zoning Factor is chosen as per NBC code.

d. Soil Profile Type

The site is classified as sub soil category of Type III.


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7.1 Design Base Shear

Design Base Shear VB= Cd*Wi [7.5.3, IS: 1893 (part 1)-2002]

Where,

Cd= Design horizontal seismic coefficient

=C*Z*I*K

Z= Seismic Zoning Factor = 1 for this Town

I= Importance Factor =1.5 for school building

K= Structural Performance Factor =1 for SMRF.

C= Basic Seismic coefficient for Fundamental Translational period (T)

T = 0.06 h(3/4) , For moment resisting frame with brick infill panel

h= total height of the structures considered in analysis

Wi= Seismic Weight of Building, that includes total Dead load plus appropriate

amount of live load. [7.4, IS: 1893 (part1)-2002].

Percentage of live load to be taken for calculating seismic weight

=25% for live load intensity upto and including 3.0 KN/m2 and

50% for live load intensity above 3.0 KN/m2.[Table 8, IS: 1893

(part1)-2002].

the live load on roof need not be considered for calculating the

seismic weight of the building. [7.3.2 IS: 1893 (part1)-2002].

The seismic forces are applied to the model of building in SAP 2000 automatically for the

purpose of seismic analysis; hence the manual calculation of seismic load and the seismic forces

have not been shown.

The seismic weight of the building and the distribution of the base shear to the horizontal

diaphragm are generated from the analysis in sap2000.


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8. Load Cases

(Following loads have been considered in the analysis of the building as per IS

456-2000 and IS1893-2002.

1. Dead Load (DL)

2. Live load (LL)

3. Earthquake load in +ve X-direction (EQPX)

4. Earthquake load inve X-direction (EQNX)

5. Earthquake load in +ve Y-direction (EQPY)

6. Earthquake load inve Y-direction (EQNY)

9. Load Combination

Following load combinations have been adopted as per NBC

a. COMB1 1.5(DL+LL)

b. COMB2 DL+1.30LL+1.25EQPX

c. COMB3 DL+1.3LL+1.25EQNX

d. COMB4 DL+1.3LL+1.25EQPY

e. COMB5 DL+1.3LL+1.25EQNY

f. COMB6 0.9DL+1.25EQPX

g. COMB7 0.9DL+1.25EQNX

h. COMB8 0.9DL+1.25EQPY

i. COMB9 0.9DL+1.25EQNY

Where, DL= Dead load

LL= Imposed (Live load)

EL= Earthquake load (Along X and Y- direction)


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10. Analysis and Design

a. Analysis

A Three dimensional linear analysis has been carried out using the standard software SAP2000

V17.0.

The Structure is assumed to be fixed at the foundation level. The brick wall is considered as the

filler wall only. The beams are modeled as rectangular beams. The flange effect of the beams has

been neglected. Center to center dimension of the structure has been considered in the analysis.

The rigid end effect has also been considered in the analysis.

b. Design

The design of the members has been done as per philosophy of limit state method. For the design

of the members IS 456:2000 and design aid SP 16 has been used extensively.

Footings have been designed for vertical loads and moments developed at the base due to dead

load and live load only. Square footings have been adopted from seismic point of view that

reversal stress may occur. And footing beams are provided for column at foundation for more

rigidity of building and also need for the column located at boundary. Longitudinal

reinforcement in columns has been calculated based on critical load combination among the nine

load combinations. A symmetric arrangement of the reinforcement has been adopted from

seismic point of view that reversal stress may occur. Longitudinal reinforcement in beams is also

based on critical load combination. It is calculated from the envelope of bending moment

diagram. Spacing of the shear reinforcement has been calculated as per the ductility principle. IS

13920 -1993 have been used for this purpose.

Calculation of the reinforcement for the typical members has been included in the Sample

Calculation Section of this report.


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11. Results

A linear elastic three dimensional analysis has been carried out. The static analysis procedure

permitted by the code has been used for the seismic analysis. Inter storey drift is found to be

within the limits. It is seen that, generally, the amount of longitudinal reinforcement in beams

and columns are governed by design internal forces and not by minimum requirements. The

minimum amount of transverse reinforcements as per ductility requirements always govern in

case of columns. The minimum amount of transverse reinforcement as per ductility requirements

almost always govern except for few cases in beams. The depth of slab is governed by the

deflection requirements rather than by strength requirements. The area of footing is governed by

vertical loads and not by earthquake loads. The depth of footing slab is governed by one way

shear.

12. Concluding Remarks

Reinforced concrete construction is common all over the world. It is used extensively for

construction of variety of structures such as buildings, bridges, dams, water tanks, stadiums,

towers, chimneys, tunnels and so on.

Experiences from past earthquakes and extensive laboratory works have shown that a well-

designed and detailed reinforced concrete structure is suitable for earthquake resistant structure.

Ductility and strength required to resist major earthquake can be achieved by following the

recommendations made in the standard codes of practice for earthquake resistant design.

Detailing of steel reinforcement is an important aspect of structural design. Poor reinforcement

detailing can lead to structural failures. Detailing plays an important role in seismic resistant

design. In seismic resistant design, actual forces experienced by the structure are reduced and

reliance is placed on the ductility of the structure. And, ductility can be achieved by proper

detailing only. Thus, in addition to design, attention should be paid on amount, location and

arrangement of reinforcement to achieve ductility as well as strength.

Design and construction of the structure are inter-related jobs. A building behaves in a mannerhow it has been built rather than what the intensions is during designing. A large percentage of

structural failures are attributed due to poor quality of construction. Therefore, quality assurance

is needed in both design and construction.

In earthquake resistant construction quality of materials and workmanship plays a very important

role. It has been observed that damages during earthquakes are largely dependent on the quality


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and workmanship. Hence, quality assurance is the most important factor in the good seismic

behavior of the structure.

13. References

IS: 4562000 Code of Practice for Plain and Reinforced Concrete

IS: 875 (Parts 1-5) Code of practice for design loads (other than earthquake) for buildings and

structures (second revision)

Part 1Dead loads

Part 2Imposed loads

NBC 105: 1994 Seismic Design of Buildings in Nepal

IS: 18932002 Criteria for Earthquake Resistant Design of Structures

IS: 13920 - 1993 Ductile Detailing of Reinforced Concrete Structures subjected to Seismic forces -

Code of Practice

SP: 161980 Design Aids for Reinforced Concrete to IS: 4561978

SP: 341987

Jain, A.K.

Handbook on Concrete Reinforcement Detailing

Reinforced Concrete, Limit State Design, fifth edition, Nem Chand and Bros,

Rookie, 1999

Sinha, S. N. Reinforced Concrete Design, Second edition, Tata McGraw Hill Publishing

Company Ltd, New Delhi, 1996

Pillai,U.C. and

Menon,D.

Reinforced Concrete Design, Second edition, Tata McGraw Hill Publishing

Company Ltd, New Delhi, 2003


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14. General Requirements:

Shear Reinforcement:

Shear reinforcement in columns is calculated on the basis of ductility considerations.

As per ductility principle closed stirrups are provided near the column ends. The closed stirrups

are also continued through the joint region.

Lap Splices:

Lap Splices are provided in columns in the mid height of the floor where stress is minimum.

Where lap splices are provided spacing of stirrups is placed at not more than 150 mm c/c.

General checks for beam

Check for axial force 200mm, (OK) (Cl 6.1.1;IS 13920:1993)

B/Depth of the beam >0.3, (OK) (Cl 6.1.1;IS 13920:1993)

Span/Depth ratio >4 , (OK) (Cl 6.1.1;IS 13920:1993).

Check for anchorage length at as external joint:

Anchorage length should be greater or equal to development length in tension +10-allowance

for 90

Check for lap length

The lap length should be greater or equal to development length in tension.

Hoops should be provided over the entire lap length with spacing of 150mm.

Not more than 50 % of bars shall be spliced at one section.

Lap shall not be provided within the joint, within 2d distance from joint face and within a quarter

length of the member where flexural yielding may generally occur the effect of earthquake

forces.


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Annexes


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Footing plan

Typical Grid Plan


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Sectional View

Slab plan


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Deformations Due to earthquake load X -direction

Deformations Due to earthquake load Y-direction


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Bending Moment Diagram

Shear Force Diagram


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Rebar Sectional area

Rebar Sectional area


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TABLE: Joint Reactions

Joint OutputCase CaseType F1 F2 F3 M1 M2 M3

Text Text Text KN KN KN KN-m KN-m KN-m

1 1.5(DL+LL) Combination 7.64 7.942 196.244 26.1784 -9.7625 -1.08E-15

2 1.5(DL+LL) Combination -1.079 12.129 320.649 39.2367 -0.5135 -1.08E-15

3 1.5(DL+LL) Combination -5.68E-15 11.892 310.452 37.237 1.126E-14 -1.08E-15

4 1.5(DL+LL) Combination 1.079 12.129 320.649 39.2367 0.5135 -1.08E-155 1.5(DL+LL) Combination -7.64 7.942 196.244 26.1784 9.7625 -1.08E-15

6 1.5(DL+LL) Combination 12.56 -0.001679 312.518 -8.7 4.4307 -1.08E-15

7 1.5(DL+LL) Combination -1.646 0.028 484.662 -20.5902 -1.254 -1.08E-15

8 1.5(DL+LL) Combination 1.042E-14 0.019 470.428 -19.153 2.005E-14 -1.08E-15

9 1.5(DL+LL) Combination 1.646 0.028 484.662 -20.5902 1.254 -1.08E-15

10 1.5(DL+LL) Combination -12.56 -0.001679 312.518 -8.7 -4.4307 -1.08E-15

11 1.5(DL+LL) Combination 8.49 -7.937 196.742 -13.8741 -9.4744 -1.08E-15

12 1.5(DL+LL) Combination -1.174 -12.159 317.468 -9.6444 -1.1763 -1.08E-15

13 1.5(DL+LL) Combination 1.327E-14 -11.913 309.188 -9.8914 2.039E-14 -1.08E-15

14 1.5(DL+LL) Combination 1.174 -12.159 317.468 -9.6444 1.1763 -1.08E-15

15 1.5(DL+LL) Combination -8.49 -7.937 196.742 -13.8741 9.4744 -1.08E-15


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Fck Fy Df palw yt d' t

20 415 1.5 110 19.2 75 250

FOT Pu Mux Muy Bc Dc Req. A LF BF LF BF BM/M dM D Bar dia Spacing

GRID (kN) (kN-M) (kN-M) (m) (m) (M2) (Ft) (Ft) (M) (M) (kN/M

2) (kN-M) (mm) (mm) (mm) cm c/c Shear

F1 196.244 26.1784 -9.7625 0.30 0.30 1.50 5.00 5.00 1.52 1.52 128.8 37 94 500 12 18.8 OK OK

F2 320.649 39.2367 -0.5135 0.30 0.30 2.45 5.00 5.00 1.52 1.52 204.4 59 119 500 12 18.8 OK OK

F3 310.452 37.237 1.1E-14 0.30 0.30 2.37 5.00 5.00 1.52 1.52 196.7 57 117 500 12 18.8 OK OK

F4 320.649 39.2367 0 .5135 0.30 0.30 2.45 5.00 5.00 1.52 1.52 204.4 59 119 500 12 18.8 OK OK

F5 196.244 26.1784 9 .7625 0.30 0.30 1.50 5.00 5.00 1.52 1.52 128.8 37 94 500 12 18.8 OK OK

F6 312.518 -8.7 4.4307 0.30 0.30 2.39 5.00 5.00 1.52 1.52 142.0 41 99 500 12 18.8 OK OK

F7 484.662 -20.5902 -1.254 0.30 0.30 3.71 5.00 5.00 1.52 1.52 206.4 60 119 500 12 18.8 OK OK

F8 470.428 -19.153 2E-14 0.30 0.30 3.60 5.00 5.00 1.52 1.52 202.4 59 118 500 12 18.8 OK OK

F9 484.662 -20.5902 1.254 0.30 0.30 3.71 5.00 5.00 1.52 1.52 210.7 61 121 500 12 18.8 OK OK

F10 312.518 -8.7 -4.4307 0.30 0.30 2.39 5.00 5.00 1.52 1.52 127.0 37 94 500 12 18.8 OK OK

F11 196.742 -13 .8741 - 9.4744 0.30 0.30 1.50 5.00 5.00 1.52 1.52 68.6 20 69 500 12 18.8 OK OK

F12 317.468 -9.6444 -1.1763 0.30 0.30 2.43 5.00 5.00 1.52 1.52 134.6 39 96 500 12 18.8 OK OK

F13 309.188 -9.8914 2E-14 0.30 0.30 2.36 5.00 5.00 1.52 1.52 133.1 39 96 500 12 18.8 OK OK

F14 317.468 -9.6444 1.1763 0.30 0.30 2.43 5.00 5.00 1.52 1.52 138.6 40 98 500 12 18.8 OK OK

F15 196.742 -13 .8741 9.4744 0.30 0.30 1.50 5.00 5.00 1.52 1.52 100.7 29 83 500 12 18.8 OK OK

ISOLATED FOOTING

Check for


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SAP2000

ProjectJob NumberEngineer

Indian IS 456-2000 COLUMN SECTION DESIGN Type: Ductile Frame Units: KN, mm, C(Summary)

L=3048.000Element : 91 B=300.000 D=300.000 dc=58.000

Station Loc : 0.000 E=22.361 fc=0.020 Lt.Wt. Fac.=1.000Section ID : COL300 fy=0.415 fys=0.415Combo ID : DL+1.3LL+1.25EQY RLLF=1.000

Gamma(Concrete): 1.500Gamma(Steel) : 1.150

AXIAL FORCE & BIAXIAL MOMENT DESIGN FOR Pu, Mu2, Mu3Rebar Design Design Design Factored FactoredArea Pu Mu2 Mu3 Mu2 Mu3

1509.452 187.363 55699.536 -3747.269 55699.536 -1801.700

AXIAL FORCE & BIAXIAL MOMENT FACTORSK L Initial Additional Minimum

Factor Length Moment Moment Moment Major Bending(M3) 1.000 3048.000 -720.680 0.000 3747.269 Minor Bending(M2) 1.000 3048.000 22279.814 0.000 3747.269

SHEAR DESIGN FOR Vu2,Vu3Rebar Shear Shear Shear ShearAsv/s Vu Vc Vs Vp

Major Shear(V2) 0.333 40.516 59.822 29.040 40.516 Minor Shear(V3) 0.333 35.403 59.822 29.040 25.665

JOINT SHEAR DESIGN (INFORMATIVE ONLY)Joint Shear Shear Shear Shear Joint

Ratio VTop VuTot Vc Area Major Shear(V2) N/A N/A N/A N/A N/A Minor Shear(V3) N/A N/A N/A N/A N/A

(1.1) BEAM/COLUMN CAPACITY RATIOS (INFORMATIVE ONLY)Major MinorRatio RatioN/A N/A

Notes:N/A: Not Applicable

N/C: Not Calculated N/N: Not Needed


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Column Details

Grid

no dia no dia

A1 300 X 300 1,457.00 4 16 4 16 1,607.68 1.79

B1 300 X 300 1,460.00 4 16 4 16 1,607.68 1.79

C1 300 X 300 1,513.00 4 16 4 16 1,607.68 1.79

D1 300 X 300 1,565.00 4 16 4 16 1,607.68 1.79E1 300 X 300 1,562.00 4 16 4 16 1,607.68 1.79

-

A2 300 X 300 1,502.00 4 16 4 16 1,607.68 1.79

B2 300 X 300 1,373.00 4 16 4 16 1,607.68 1.79

C2 300 X 300 1,414.00 4 16 4 16 1,607.68 1.79

D2 300 X 300 1,477.00 4 16 4 16 1,607.68 1.79

E2 300 X 300 1,584.00 4 16 4 16 1,607.68 1.79

-

A3 300 X 300 1,475.00 4 16 4 16 1,607.68 1.79

B3 300 X 300 1,479.00 4 16 4 16 1,607.68 1.79

C3 300 X 300 1,509.00 4 16 4 16 1,607.68 1.79D3 300 X 300 1,563.00 4 16 4 16 1,607.68 1.79

E3 300 X 300 1,560.00 4 16 4 16 1,607.68 1.79

% of Steel

Providedcolumn size Ast Required Area providedType

Rebar

C1


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SAP2000

ProjectJob NumberEngineer

Indian IS 456-2000 BEAM SECTION DESIGN Type: Ductile Frame Units: KN, mm, C (Summary)

L=4724.400Element : 33 D=350.000 B=230.000 bf=230.000Station Loc : 4724.400 ds=0.000 dct=25.000 dcb=25.000

Section ID : MBEAM230X350 E=22.361 fc=0.020 Lt.Wt. Fac.=1.000Combo ID : DL+1.3LL+1.25EQfy=0.415 fys=0.415

Gamma(Concrete): 1.500Gamma(Steel) : 1.150

Factored Forces and MomentsFactored Factored Factored Factored

Mu3 Tu Vu2 Pu-50684.790 3408.048 41.260 3.900

Design Moments, Mu3Factored Torsion Positive NegativeMoment Mt Moment Moment

-50684.790 5055.417 0.000 -55740.207

Longitudinal Reinforcement for Moment and Torsion (Mu3, Tu)Required +Moment -Moment Minimum

Rebar Rebar Rebar Rebar Top (+2 Axis) 565.239 0.000 565.239 208.197 Bottom (-2 Axis) 282.619 0.000 0.000 282.619

Shear Reinforcement for Shear and Torsion (Vu2, Tu)Rebar Shear Shear Shear ShearAsv/s Ve Vc Vs Vp0.324 56.550 42.276 37.982 26.600

Torsion Reinforcement for Torsion and Shear (Tu, Vu2)Rebar Torsion Shear Core CoreAsvt/s Tu Vu b1 d1

0.290 3408.048 41.260 200.000 320.000


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Beam Details

no dia no dia

Main Beam

Grid 1-1 230 X 350 208.00 2 16 401.92 0.50 top thr

293.00 2 16 401.92 0.50 btm thr

184.08 2 12 226.08 0.28 top xtra

-

Grid 2-2 230 X 350 208.00 2 16 401.92 0.50 top thr

356.00 2 16 401.92 0.50 btm thr

309.08 2 16 401.92 0.50 top xtra

29.08 1 12 113.04 0.14 btm xtra

-

Grid 3-3 230 X 350 208.00 2 16 401.92 0.50 top thr

322.00 2 16 401.92 0.50 btm thr

242.08 2 16 401.92 0.50 top xtra

Grid A-A 230 X 350 208.00 2 16 401.92 0.50 top thr

308.00 2 16 401.92 0.50 btm thr

215.08 2 12 226.08 0.28 top xtra

-

Grid B-B 230 X 350 208.00 2 16 401.92 0.50 top thr

365.00 2 16 401.92 0.50 btm thr

327.08 2 16 401.92 0.50 top xtra

7.08 1 12 113.04 0.14 btm xtra

-

Grid C-C 230 X 350 208.00 2 16 401.92 0.50 top thr364.00 2 16 401.92 0.50 btm thr

326.08 2 16 401.92 0.50 top xtra

Grid D-D 230 X 350 208.00 2 16 401.92 0.50 top thr

376.00 2 16 401.92 0.50 btm thr

350.08 2 16 401.92 0.50 top xtra

7.08 1 12 113.04 0.14 btm xtra

Grid E-E 230 X 350 208.00 2 16 401.92 0.50 top thr

344.00 2 16 401.92 0.50 btm thr

286.08 2 16 401.92 0.50 top xtra

T Beam 230 X 300 208.00 2 16 401.92 0.58 top thr

326.00 2 16 401.92 0.58 btm thr

249.08 2 16 401.92 0.58 top xtra

7.08 1 12 113.04 0.16 btm xtra

Remarks

% of Steel

ProvidedNotation Beam size Ast Required

Rebar Area

provided


27/56

Storey

floor level U1(mm) U2(mm) D1(mm) D2(mm) Height(mm) DR1 DR2

second 8.2 9.13first 5.02 5.39 3.18 3.74 3000 0.0011 0.0012

ground 0 0 5.02 5.39 3000 0.0017 0.0018

neither the ratio of inter-storey deflection to storey height exceeds 0.010

Drift calculation

combination:- EQX FOR U1 AND EQY FOR U2 DIRECTIONstorey drift Drift ratio

Note:-In non of the above cases inter-storey deflection exceeds 60mm


28/56

Fe 415 Fck 15 Tf 50.0 d' 15.0

Type ofLy Lx D LL wu Ly Span At ax BM pt Ast l/d D(req) CK Ast of

Pannel (M) (M) (mm) (kN/M2)(kN/M2) Lx ay (kN-M) (%) (cm2/M) (chart) (mm) a bar (f) ( " ) (f) ( " )

11.06 Short S 0.053 10.68 0.26 2.90 30.0 109 Ok 0.79 10 10.7 10 5

M 0.04 8.06 0.20 2.15 35.0 109Ok 0.79 10 13.0

L on g S 0.047 9.47 0.23 2.55 31.5 104 Ok 0.50 8 7.8 8 5

M 0 .035 7.05 0.17 1.86 36.0 15Ok 0.50 8 10.6

11.06 Short S 0.044 8.86 0.22 2.37 33.0 99 Ok 0.79 10 13.0 10 5

M 0 .033 6.65 0.16 1.75 36.0 106Ok 0.79 10 13.0

L on g S 0.037 7.45 0.18 1.98 35.0 94 Ok 0.50 8 10.0 8 5

M 0 .028 5.64 0.13 1.48 40.0 15Ok 0.50 8 13.0

11.06 Short S 0.044 8.86 0.22 2.37 33.0 99 Ok 0.79 10 13.0 10 5

M 0 .033 6.65 0.16 1.75 36.0 106Ok 0.79 10 13.0

L on g S 0.037 7.45 0.18 1.98 35.0 94 Ok 0.50 8 10.0 8 5

M 0 .028 5.64 0.13 1.48 40.0 15Ok 0.50 8 13.0

11.06 Short S 0.053 10.68 0.26 2.90 30.0 109 Ok 0.79 10 10.7 10 5

M 0.04 8.06 0.20 2.15 35.0 109Ok 0.79 10 13.0

L on g S 0.047 9.47 0.23 2.55 31.5 104 Ok 0.50 8 7.8 8 5

M 0 .035 7.05 0.17 1.86 36.0 15Ok 0.50 8 10.6

125 3.00 1.11

Bar spacing (C/C)

4.267

4.267

1.107

125 3.00

125 3.00

4.267 125 3.00 1.107

Required Provide

A/B/2/3 4 4.724

D/E/2/3 4 4.724

C/D/2/3 4.724

Slab at all floor (Design)

B/C/2/3 3

3

4.724

DESIGN OF TWO WAY SLAB

4.267

MISCELLANEOUS

Slab

between

grid

1.107


29/56

Fe 415 Fck 15 Tf 50.0 d' 15.0

Type ofLy Lx D LL wu Ly Span At ax BM pt Ast l/d D(req) CK Ast of

Pannel (M) (M) (mm) (kN/M2)(kN/M2) Lx ay (kN-M) (%) (cm2/M) (chart) (mm) a bar (f) ( " ) (f) ( " )

Bar spacing (C/C)

Required Provide

Slab at all floor (Design)

DESIGN OF TWO WAY SLAB

MISCELLANEOUS

Slab

between

grid

11.06 Short S 0.053 10.68 0.26 2.90 30.0 109 Ok 0.79 10 10.7 10 5

M 0.04 8.06 0.20 2.15 35.0 109Ok 0.79 10 13.0

L on g S 0.047 9.47 0.23 2.55 31.5 104 Ok 0.50 8 7.8 8 5

M 0 .035 7.05 0.17 1.86 36.0 15Ok 0.50 8 10.6

11.06 Short S 0.044 8.86 0.22 2.37 33.0 99 Ok 0.79 10 13.0 10 5

M 0 .033 6.65 0.16 1.75 36.0 106Ok 0.79 10 13.0

L on g S 0.037 7.45 0.18 1.98 35.0 94 Ok 0.50 8 10.0 8 5

M 0 .028 5.64 0.13 1.48 40.0 15Ok 0.50 8 13.0

11.06 Short S 0.044 8.86 0.22 2.37 33.0 99 Ok 0.79 10 13.0 10 5

M 0 .033 6.65 0.16 1.75 36.0 106Ok 0.79 10 13.0

L on g S 0.037 7.45 0.18 1.98 35.0 94 Ok 0.50 8 10.0 8 5

M 0 .028 5.64 0.13 1.48 40.0 15Ok 0.50 8 13.0

11.06 Short S 0.053 10.68 0.26 2.90 30.0 109 Ok 0.79 10 10.7 10 5

M 0.04 8.06 0.20 2.15 35.0 109Ok 0.79 10 13.0

L on g S 0.047 9.47 0.23 2.55 31.5 104 Ok 0.50 8 7.8 8 5M 0 .035 7.05 0.17 1.86 36.0 15Ok 0.50 8 10.6

C/D/1/2 3

4 4.724 4.267 125

4.724 4.267

3.00 1.107

125 3.00 1.107

D/E/1/2

A/B/1/2 4

B/C/1/2 3 4.724 4.267

4.724 1.1074.267

1.107125 3.00

125 3.00


30/56

Pating School.sdb SAP2000 v17.0.0 - License #08 December 2015

Computers and Structures, Inc. Page 1 of 11

Table: Area Section Properties, Part 1 of 4


Section Material MatAngle AreaType Type DrillDOF Thickness BendThick Arc

Degrees mm mm DegreesSLAB M20 0.000 Shell Shell-Thin Yes 125.000 125.000



Section InComp CoordSys Color TotalWt TotalMass F11Mod F22Mod

KN KN-s2/mm

SLAB Green 503.850 0.051378 1.000000 1.000000


Table: Area Section Properties, Part 3 of 4Section F12Mod M11Mod M22Mod M12Mod V13Mod V23Mod MMod WMod

SLAB 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000



Section GUID Notes

SLAB Added 10/14/2015 1:20:05 PM

Table: Area Section Property - Time Dependent

Table: Area Section Property - Time Dependent

Section TypeSize AutoSFSize UserValSize

mm

SLAB Auto 1.000000

Table: Area Section Property Design Parameters

Table: Area Section Property DesignParameters

Section RebarMat RebarOpt

SLAB HYSD415 Default

Table: Auto Combination Option Data 01 - General

Table: Auto CombinationOption Data 01 - General

DesignType AutoGen

Concrete No


31/56



Table: Auto Seismic - User Coefficient, Part 1 of 2


LoadPat Dir PercentEcc EccOverride UserZ C K WeightUsed

KN

EQX X 0.050000 No No 0.120000 1.000000 2801.545EQY Y 0.050000 No No 0.120000 1.000000 2801.545


Table: Auto Seismic - UserCoefficient, Part 2 of 2

LoadPat BaseShear

KN

EQX 336.185

EQY 336.185

Table: Auto Seismic Loads To Horizontal Diaphragms, Part 1 of 2


LoadPat AutoLdType Diaphragm DiaphragmZ FX FY FZ MX

mm KN KN KN KN-mm

EQX USERCOEFF

DIAPH2 6096.00 115.918 0.000 0.000 0.00

EQX USERCOEFF

DIAPH1 3048.00 48.894 0.000 0.000 0.00

EQY USERCOEFF

DIAPH2 6096.00 0.000 115.918 0.000 2.059E-10

EQY USERCOEFF

DIAPH1 3048.00 0.000 48.894 0.000 4.343E-11



LoadPat Diaphragm DiaphragmZ MY MZ X Y Z

mm KN-mm KN-mm mm mm mm

EQX DIAPH2 6096.00 -2.059E-10 -49464.49 9448.80 4267.20 6096.00

EQX DIAPH1 3048.00 -4.343E-11 -47726.12 9448.80 3638.55 3048.00

EQY DIAPH2 6096.00 0.00 109528.52 9448.80 4267.20 6096.00

EQY DIAPH1 3048.00 0.00 46199.10 9448.80 3638.55 3048.00

Table: Auto Wave 3 - Wave Characteristics - General

Table: Auto Wave 3 - Wave Characteristics - GeneralWaveChar WaveType KinFactor SWaterDept

hWaveHeight WavePeriod WaveTheory

mm mm Sec

Default From Theory 1.000000 45000.00 18000.00 12.0000 Linear


32/56



Table: Combination Definitions, Part 1 of 3


ComboName ComboType AutoDesign CaseType CaseName ScaleFactor SteelDesign

1.5(DL+LL) Linear Add No Linear Static DEAD 1.500000 None

1.5(DL+LL) Linear Static LIVE 1.500000

1.5(DL+LL) Linear Static WALL 1.5000001.5(DL+LL) Linear Static PWALL 1.500000

1.5(DL+LL) Linear Static FF 1.500000

DL+1.3LL+1.25EQX Linear Add No Linear Static DEAD 1.000000 None

DL+1.3LL+1.25EQX Linear Static LIVE 1.300000

DL+1.3LL+1.25EQX Linear Static WALL 1.000000

DL+1.3LL+1.25EQX Linear Static PWALL 1.000000

DL+1.3LL+1.25EQX Linear Static FF 1.000000

DL+1.3LL+1.25EQX Linear Static EQX 1.250000

DL+1.3LL-1.25EQX Linear Add No Linear Static DEAD 1.000000 None

DL+1.3LL-1.25EQX Linear Static LIVE 1.300000

DL+1.3LL-1.25EQX Linear Static WALL 1.000000

DL+1.3LL-1.25EQX Linear Static PWALL 1.000000

DL+1.3LL-1.25EQX Linear Static FF 1.000000

DL+1.3LL-1.25EQX Linear Static EQX -1.250000

DL+1.3LL+1.25EQY Linear Add No Linear Static DEAD 1.000000 None

DL+1.3LL+1.25EQY Linear Static LIVE 1.300000

DL+1.3LL+1.25EQY Linear Static WALL 1.000000

DL+1.3LL+1.25EQY Linear Static PWALL 1.000000

DL+1.3LL+1.25EQY Linear Static FF 1.000000

DL+1.3LL+1.25EQY Linear Static EQY 1.250000

DL+1.3LL-1.25EQY Linear Add No Linear Static DEAD 1.000000 None

DL+1.3LL-1.25EQY Linear Static LIVE 1.300000

DL+1.3LL-1.25EQY Linear Static WALL 1.000000

DL+1.3LL-1.25EQY Linear Static PWALL 1.000000

DL+1.3LL-1.25EQY Linear Static FF 1.000000

DL+1.3LL-1.25EQY Linear Static EQY -1.250000

0.9DL+1.25EQX Linear Add No Linear Static DEAD 0.900000 None0.9DL+1.25EQX Linear Static WALL 0.900000

0.9DL+1.25EQX Linear Static PWALL 0.900000

0.9DL+1.25EQX Linear Static FF 0.900000

0.9DL+1.25EQX Linear Static EQX 1.250000

0.9DL-1.25EQX Linear Add No Linear Static DEAD 0.900000 None

0.9DL-1.25EQX Linear Static WALL 0.900000

0.9DL-1.25EQX Linear Static PWALL 0.900000

0.9DL-1.25EQX Linear Static FF 0.900000

0.9DL-1.25EQX Linear Static EQX -1.250000

0.9DL+1.25EQY Linear Add No Linear Static DEAD 0.900000 None

0.9DL+1.25EQY Linear Static WALL 0.900000

0.9DL+1.25EQY Linear Static PWALL 0.900000

0.9DL+1.25EQY Linear Static FF 0.900000

0.9DL+1.25EQY Linear Static EQY 1.2500000.9DL-1.25EQY Linear Add No Linear Static DEAD 0.900000 None

0.9DL-1.25EQY Linear Static WALL 0.900000

0.9DL-1.25EQY Linear Static PWALL 0.900000

0.9DL-1.25EQY Linear Static FF 0.900000

0.9DL-1.25EQY Linear Static EQY -1.250000


33/56





ComboName CaseName ConcDesign AlumDesign ColdDesign

1.5(DL+LL) DEAD Strength None None

1.5(DL+LL) LIVE

1.5(DL+LL) WALL1.5(DL+LL) PWALL

1.5(DL+LL) FF

DL+1.3LL+1.25EQX DEAD Strength None None

DL+1.3LL+1.25EQX LIVE

DL+1.3LL+1.25EQX WALL

DL+1.3LL+1.25EQX PWALL

DL+1.3LL+1.25EQX FF

DL+1.3LL+1.25EQX EQX

DL+1.3LL-1.25EQX DEAD Strength None None

DL+1.3LL-1.25EQX LIVE

DL+1.3LL-1.25EQX WALL

DL+1.3LL-1.25EQX PWALL

DL+1.3LL-1.25EQX FF

DL+1.3LL-1.25EQX EQX

DL+1.3LL+1.25EQY DEAD Strength None None

DL+1.3LL+1.25EQY LIVE

DL+1.3LL+1.25EQY WALL

DL+1.3LL+1.25EQY PWALL

DL+1.3LL+1.25EQY FF

DL+1.3LL+1.25EQY EQY

DL+1.3LL-1.25EQY DEAD Strength None None

DL+1.3LL-1.25EQY LIVE

DL+1.3LL-1.25EQY WALL

DL+1.3LL-1.25EQY PWALL

DL+1.3LL-1.25EQY FF

DL+1.3LL-1.25EQY EQY

0.9DL+1.25EQX DEAD Strength None None0.9DL+1.25EQX WALL

0.9DL+1.25EQX PWALL

0.9DL+1.25EQX FF

0.9DL+1.25EQX EQX

0.9DL-1.25EQX DEAD Strength None None

0.9DL-1.25EQX WALL

0.9DL-1.25EQX PWALL

0.9DL-1.25EQX FF

0.9DL-1.25EQX EQX

0.9DL+1.25EQY DEAD Strength None None

0.9DL+1.25EQY WALL

0.9DL+1.25EQY PWALL

0.9DL+1.25EQY FF

0.9DL+1.25EQY EQY0.9DL-1.25EQY DEAD Strength None None

0.9DL-1.25EQY WALL

0.9DL-1.25EQY PWALL

0.9DL-1.25EQY FF

0.9DL-1.25EQY EQY


34/56





ComboName CaseName GUID Notes

1.5(DL+LL) DEAD Dead + Live; Strength

1.5(DL+LL) LIVE

1.5(DL+LL) WALL1.5(DL+LL) PWALL

1.5(DL+LL) FF

DL+1.3LL+1.25EQX DEAD Dead + Live + Static Earthquake;Strength

DL+1.3LL+1.25EQX LIVE

DL+1.3LL+1.25EQX WALL

DL+1.3LL+1.25EQX PWALL

DL+1.3LL+1.25EQX FF

DL+1.3LL+1.25EQX EQX

DL+1.3LL-1.25EQX DEAD Dead + Live + Static Earthquake;Strength

DL+1.3LL-1.25EQX LIVE

DL+1.3LL-1.25EQX WALL

DL+1.3LL-1.25EQX PWALLDL+1.3LL-1.25EQX FF

DL+1.3LL-1.25EQX EQX

DL+1.3LL+1.25EQY DEAD Dead + Live + Static Earthquake;Strength

DL+1.3LL+1.25EQY LIVE

DL+1.3LL+1.25EQY WALL

DL+1.3LL+1.25EQY PWALL

DL+1.3LL+1.25EQY FF

DL+1.3LL+1.25EQY EQY

DL+1.3LL-1.25EQY DEAD Dead + Live + Static Earthquake;Strength

DL+1.3LL-1.25EQY LIVE

DL+1.3LL-1.25EQY WALL

DL+1.3LL-1.25EQY PWALLDL+1.3LL-1.25EQY FF

DL+1.3LL-1.25EQY EQY

0.9DL+1.25EQX DEAD Dead + Live + Static Earthquake;Strength

0.9DL+1.25EQX WALL

0.9DL+1.25EQX PWALL

0.9DL+1.25EQX FF

0.9DL+1.25EQX EQX

0.9DL-1.25EQX DEAD Dead + Live + Static Earthquake;Strength

0.9DL-1.25EQX WALL

0.9DL-1.25EQX PWALL

0.9DL-1.25EQX FF

0.9DL-1.25EQX EQX0.9DL+1.25EQY DEAD Dead + Live + Static Earthquake;

Strength

0.9DL+1.25EQY WALL

0.9DL+1.25EQY PWALL

0.9DL+1.25EQY FF

0.9DL+1.25EQY EQY

0.9DL-1.25EQY DEAD Dead + Live + Static Earthquake;Strength

0.9DL-1.25EQY WALL


35/56




ComboName CaseName GUID Notes

0.9DL-1.25EQY PWALL

0.9DL-1.25EQY FF

0.9DL-1.25EQY EQY

Table: Frame Section Properties 01 - General, Part 1 of 6


SectionName Material Shape t3 t2 Area TorsConst

mm mm mm2 mm4

COL300 M20 Rectangular 300.000 300.000 90000.00 1140750000

COL350 M20 Rectangular 350.000 350.000 122500.00 2113380208

MBEAM230X350 M20 Rectangular 350.000 230.000 80500.00 840949710.

SBM M20 Rectangular 300.000 230.000 69000.00 645952940.

TBEAM M20 Rectangular 300.000 230.000 69000.00 645952940.

Table: Frame Section Properties 01 - General, Part 2 of 6Table: Frame Section Properties 01 - General, Part 2 of 6

SectionName I33 I22 I23 AS2 AS3 S33 S22

mm4 mm4 mm4 mm2 mm2 mm3 mm3

COL300 675000000. 675000000. 0.00 75000.00 75000.00 4500000.00 4500000.00

COL350 1250520833 1250520833 0.00 102083.33 102083.33 7145833.33 7145833.33

MBEAM230X350 821770833. 354870833. 0.00 67083.33 67083.33 4695833.33 3085833.33

SBM 517500000. 304175000.0 0.00 57500.00 57500.00 3450000.00 2645000.00

TBEAM 517500000. 304175000.0 0.00 57500.00 57500.00 3450000.00 2645000.00


Table: Frame Section Properties 01 - General, Part 3 of 6SectionName Z33 Z22 R33 R22 ConcCol ConcBeam Color

mm3 mm3 mm mm

COL300 6750000.00 6750000.00 86.603 86.603 Yes No Blue

COL350 10718750.00 10718750.00 101.036 101.036 Yes No Cyan

MBEAM230X350 7043750.00 4628750.00 101.036 66.395 No Yes Blue

SBM 5175000.00 3967500.00 86.603 66.395 No Yes Blue

TBEAM 5175000.00 3967500.00 86.603 66.395 No Yes 8388863



SectionName TotalWt TotalMass FromFile AMod A2Mod A3Mod JMod

KN KN-s2/mmCOL300 205.679 0.020973 No 1.000000 1.000000 1.000000 1.000000

COL350 0.000 0.000000 No 1.000000 1.000000 1.000000 1.000000

MBEAM230X350 399.825 0.040771 No 1.000000 1.000000 1.000000 1.000000

SBM 0.000 0.000000 No 1.000000 1.000000 1.000000 1.000000

TBEAM 203.942 0.020796 No 1.000000 1.000000 1.000000 1.000000


36/56





SectionName I2Mod I3Mod MMod WMod GUID

COL300 1.000000 1.000000 1.000000 1.000000

COL350 1.000000 1.000000 1.000000 1.000000

MBEAM230X350 1.000000 1.000000 1.000000 1.000000SBM 1.000000 1.000000 1.000000 1.000000

TBEAM 1.000000 1.000000 1.000000 1.000000



SectionName Notes

COL300 Added 10/18/2015 11:49:39 AM

COL350 Added 10/14/2015 1:16:17 PM

MBEAM230X350 Added 10/14/2015 1:17:54 PM

SBM Added 11/5/2015 12:59:13 PM

TBEAM Added 10/14/2015 1:19:23 PM

Table: Frame Section Properties 02 - Concrete Column, Part 1 of 2

Table: Frame Section Properties 02 - Concrete Column, Part 1 of 2

SectionName

RebarMatL RebarMatC ReinfConfig LatReinf Cover NumBars3Dir

NumBars2Dir

BarSizeL

mm

COL300 HYSD415 HYSD415 Rectangular Ties 40.000 3 3 20d

COL350 HYSD415 HYSD415 Rectangular Ties 40.000 3 3 20d

Table: Frame Section Properties 02 - Concrete Column, Part 2 of 2Table: Frame Section Properties 02 - Concrete Column, Part 2 of 2

SectionName

BarSizeC SpacingC NumCBars2 NumCBars3 ReinfType

mm

COL300 8d 150.000 3 3 Design

COL350 8d 150.000 3 3 Design

Table: Frame Section Properties 03 - Concrete Beam

Table: Frame Section Properties 03 - Concrete Beam

SectionName

RebarMatL RebarMatC TopCover BotCover TopLeftArea TopRghtArea

BotLeftArea BotRghtArea

mm mm mm2 mm2 mm2 mm2

MBEAM230X350

HYSD415 HYSD415 25.000 25.000 0.000 0.000 0.000 0.000

SBM HYSD415 HYSD415 25.000 25.000 0.000 0.000 0.000 0.000

TBEAM HYSD415 HYSD415 25.000 25.000 0.000 0.000 0.000 0.000


37/56



Table: Frame Section Properties 13 - Time Dependent

Table: Frame Section Properties 13 - Time Dependent

SectionName TypeSize AutoValSize AutoSFSize UserValSize

mm mm

COL300 Auto 150.00 1.000000

COL350 Auto 175.00 1.000000

MBEAM230X350 Auto 138.79 1.000000SBM Auto 130.19 1.000000

TBEAM Auto 130.19 1.000000

Table: Function - Power Spectral Density - User

Table: Function - Power Spectral Density - User

Name Frequency Value

Cyc/sec

UNIFPSD 0.0000E+00 1.000000

UNIFPSD 1.0000E+00 1.000000

Table: Function - Response Spectrum - User

Table: Function - Response Spectrum - User

Name Period Accel FuncDamp

Sec

UNIFRS 0.000000 1.000000 0.050000

UNIFRS 1.000000 1.000000

Table: Function - Steady State - User

Table: Function - Steady State - User

Name Frequency Value

Cyc/sec

UNIFSS 0.0000E+00 1.000000

UNIFSS 1.0000E+00 1.000000

Table: Function - Time History - User

Table: Function - Time History - User

Name Time Value

Sec

RAMPTH 0.0000 0.000000

RAMPTH 1.0000 1.000000

RAMPTH 4.0000 1.000000

UNIFTH 0.0000 1.000000

UNIFTH 1.0000 1.000000

Table: Load Case Definitions, Part 1 of 3


Case Type InitialCond ModalCase BaseCase DesTypeOpt DesignType DesActOpt

DEAD LinStatic Zero Prog Det DEAD Prog Det

MODAL LinModal Zero Prog Det OTHER Prog Det


38/56




Case Type InitialCond ModalCase BaseCase DesTypeOpt DesignType DesActOpt

LIVE LinStatic Zero Prog Det LIVE Prog Det

WALL LinStatic Zero Prog Det DEAD Prog Det

PWALL LinStatic Zero Prog Det DEAD Prog Det

FF LinStatic Zero Prog Det DEAD Prog Det

EQX LinStatic Zero Prog Det QUAKE Prog Det

EQY LinStatic Zero Prog Det QUAKE Prog Det



Case DesignAct AutoType RunCase CaseStatus GUID

DEAD Non-Composite

None Yes Finished

MODAL Other None No Not Run

LIVE Short-TermComposite

None Yes Finished

WALL Non-Composite

None Yes Finished

PWALL Non-Composite

None Yes Finished

FF Non-Composite

None Yes Finished

EQX Short-TermComposite

None Yes Finished

EQY Short-TermComposite

None Yes Finished



Case Notes

DEAD

MODAL

LIVE

WALL

PWALL

FF

EQX

EQY

Table: Load Pattern Definitions


LoadPat DesignType SelfWtMult AutoLoad GUID Notes

DEAD DEAD 1.000000

LIVE LIVE 0.000000

WALL DEAD 0.000000

PWALL DEAD 0.000000

FF DEAD 0.000000


39/56




LoadPat DesignType SelfWtMult AutoLoad GUID Notes

EQX QUAKE 0.000000 USERCOEFF

EQY QUAKE 0.000000 USERCOEFF

Table: Mass Source

Table: Mass Source

MassSource Elements Masses Loads IsDefault LoadPat Multiplier

MSSSRC1 No No Yes Yes DEAD 1.000000

MSSSRC1 LIVE 0.250000

MSSSRC1 WALL 1.000000

MSSSRC1 PWALL 1.000000

MSSSRC1 FF 1.000000

Table: Material Properties 01 - General, Part 1 of 2


Material Type SymType TempDepend

Color GUID

HYSD415 Rebar Uniaxial No Green

M20 Concrete Isotropic No Green


Table: Material Properties 01 - General, Part 2 of2

Material Notes

HYSD415 India Indian HYSD Grade 415 added10/14/2015 1:15:52 PM

M20 India Indian M20 added 10/14/20151:15:40 PM

Table: Material Properties 02 - Basic Mechanical Properties

Table: Material Properties 02 - Basic Mechanical Properties

Material UnitWeight UnitMass E1 G12 U12 A1

KN/mm3 KN-s2/mm4 KN/mm2 KN/mm2 1/C

HYSD415 7.6973E-08 7.8490E-12 200.00000 1.1700E-05

M20 2.4993E-08 2.5485E-12 22.36068 9.31695 0.200000 5.5000E-06

Table: Material Properties 03b - Concrete Data, Part 1 of 2


Material Fc LtWtConc SSCurveOpt SSHysType SFc SCap FinalSlope FAngle

KN/mm2 Degrees

M20 0.02000 No Mander Takeda 0.001789 0.005000 -0.100000 0.000


40/56




Table: Material Properties03b - Concrete Data, Part 2

of 2

Material DAngle

Degrees

M20 0.000

Table: Material Properties 03e - Rebar Data, Part 1 of 2


Material Fy Fu EffFy EffFu SSCurveOpt SSHysType SHard SCap

KN/mm2 KN/mm2 KN/mm2 KN/mm2

HYSD415 0.41500 0.48500 0.45650 0.53350 Simple Kinematic 0.020000 0.120000


Table: Material Properties 03e - RebarData, Part 2 of 2

Material FinalSlope UseCTDef

HYSD415 -0.100000 No

Table: Material Properties 06 - Damping Parameters

Table: Material Properties 06 - Damping Parameters

Material ModalRatio VisMass VisStiff HysMass HysStiff

1/Sec Sec 1/Sec2

HYSD415 0.0000 0.0000 0.0000 0.0000 0.000000

M20 0.0000 0.0000 0.0000 0.0000 0.000000


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Final Report Pating School

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