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
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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
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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
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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
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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
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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
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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
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
Table: Area Section Properties, Part 2 of 4
Table: Area Section Properties, Part 2 of 4
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 4
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
Table: Area Section Properties, Part 4 of 4
Table: Area Section Properties, Part 4 of 4
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
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Pating School.sdb SAP2000 v17.0.0 - License #08 December 2015
Computers and Structures, Inc. Page 2 of 11
Table: Auto Seismic - User Coefficient, Part 1 of 2
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 - User Coefficient, Part 2 of 2
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
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
Table: Auto Seismic Loads To Horizontal Diaphragms, Part 2 of 2
Table: Auto Seismic Loads To Horizontal Diaphragms, Part 2 of 2
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
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Pating School.sdb SAP2000 v17.0.0 - License #08 December 2015
Computers and Structures, Inc. Page 3 of 11
Table: Combination Definitions, Part 1 of 3
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
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Computers and Structures, Inc. Page 4 of 11
Table: Combination Definitions, Part 2 of 3
Table: Combination Definitions, Part 2 of 3
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
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Computers and Structures, Inc. Page 5 of 11
Table: Combination Definitions, Part 3 of 3
Table: Combination Definitions, Part 3 of 3
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
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Computers and Structures, Inc. Page 6 of 11
Table: Combination Definitions, Part 3 of 3
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
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 6
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
Table: Frame Section Properties 01 - General, Part 4 of 6
Table: Frame Section Properties 01 - General, Part 4 of 6
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
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Computers and Structures, Inc. Page 7 of 11
Table: Frame Section Properties 01 - General, Part 5 of 6
Table: Frame Section Properties 01 - General, Part 5 of 6
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
Table: Frame Section Properties 01 - General, Part 6 of 6
Table: Frame Section Properties 01 - General, Part 6 of 6
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
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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
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
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Table: Load Case Definitions, Part 1 of 3
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
Table: Load Case Definitions, Part 2 of 3
Table: Load Case Definitions, Part 2 of 3
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
Table: Load Case Definitions, Part 3 of 3
Table: Load Case Definitions, Part 3 of 3
Case Notes
DEAD
MODAL
LIVE
WALL
PWALL
FF
EQX
EQY
Table: Load Pattern Definitions
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
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Table: Load Pattern Definitions
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
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 of 2
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
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
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Table: Material Properties 03b - Concrete Data, Part 2 of 2
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
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 - Rebar Data, Part 2 of 2
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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