TABLE OF CONTENTS

SNNo.Title

Page

1Introduction1

2Design Approach and Methodology1

3Analysis3

4Analysis Outputs9

5Design of Members21

TO WHOM IT MAY CONCERN

This report comprises the summary of the design of the building of Ministry of Education and Sports within the premises of Singh durbar, Kathmandu. The report consists of the design procedures adopted, the assumption made, the inputs made in the design and the design output. During the design, it is assumed that the client will completely follow the architectural as well as the structural design. It is also assumed that the construction will be supervised by professional engineer.The designer will not be responsible if any alterations to the structural system is made by client or the contractor without the prior written permission from the designer, or the alterations to the non structural system is made such that the weight of each individual floor or the weight of the whole building is altered by more than 10% of the design weight of each floor and the total weight.The design calculations and the derivations are limited to only a minimum to let the concerned people know the methodology adopted. However, the calculations may be provided to the client or the concerned authorities when needed upon request.Designer:

Er. Saroj Kayastha

1.0 Introduction1.1 BackgroundThis report summarizes the structural analysis and design of The Building of Ministry of Education and Sports within the Singh durbar premises at Kathmandu. The analysis and design has been based on prevailing codes that are in practice in Nepal, the National Building code of Nepal and the IS code at places. This report consists of the design procedures adopted, the assumption made, the inputs made in the design and the design outputs.1.2 Salient FeatureProject InformationClients : Government of Nepal Ministry of Physical Planning and works Singh durbar Secretariat Reconstruction CommitteeBuilding Type : Office BuildingLocation : Singh durbar, KathmanduPlinth Area (Block A) : 545.36 sq.m.Plinth Area (Block B) : 405.56 sq.m. Total Area : 4754.60 sq.m.1.2.2 Building FeaturesType of Structure : RCC Framed StructureStorey : Five storey +Basement + Staircase cover Provision for one storey vertical extensionStorey Height : 3.6 m for Basement and 3.3 m for all storiesTotal Height : 22.66 m (From top of the raft to staircase cover top level of Sixth floor)1.2.3 Site ConditionSoil Type : 3 (for seismic consideration as per NBC 105)Seismic Zone Factor : 0.8Net safe bearing capacity: 225 KN/m2 for mat foundation at block B and 230 KN/m2 for foundation at block A for eastern grids and 135 KN/m2 for western grids Refer soil investigation report.1.3 Geometry of the BuildingThe building is composed of a five- storey framed structure with staircase cover at top. The architecture planning of the building is of L-shaped. The building is analyzed in two separate blocks. Expansion joint is provided between the two blocks. Total length of Block A is 38 m (excluding the width of fire space staircase) and total width of the building is 13.45m.2.0 Design Approach and Methodology2.1 GeneralThe structure is analyzed with Finite Element Method (FEM). Beams and columns are modeled as frame (line) elements with sufficient and appropriate meshing. Modulus of elasticity and poissons ratio for the materials used are taken accordingly. The section properties used are based on preliminary section sizing with consideration for deflection, minimum sizing specified and serviceability. Computation for stiffness as a whole is carried out using FEM based latest software.Modal Analysis is carried out up to twelve modes confirming more than 95% seismic mass participation and it is applied for lateral seismic force distribution generated with NBC 105:1994 and if not covered in that, IS 1853-2002 is referred with consideration of envelopes of internal forces developed.Foundation design is carried out to satisfy strength and stability requirements.2.2 Software used: (Introduction to Analysis software)The analysis for the structural system was carried out using ETABS Version 8.3. ETABS is a product of computers and structures Inc, Berkeley. It is a FEM based software having facility of RC Design on IS 456:2000.2.3 Deformation under Vertical Loads.Maximum vertical deflection in all beam and slab elements that resulted under vertical load of combined effect of self, imposed dead and live load are checked for critical elements and maintained to be within permissible limit. Short term elastic deflection and long term deflection due to shrinkage and creep due to sustained loads are also maintained within permissible limits for all the elements.

2.5 Deformation under Lateral LoadsEffect of lateral load due to seismic force is analyzed using response spectrum input compatible with codal provision. Using compatible Quadratic Combination (CQC) method of modal combinations combines the deformations and related forced reported.3.0 Analysis3.1 Loading Details/ types of loadsa. Dead Load: The dead load comprises the loads due to materials used in the construction and parts or components in a building. It consists of the loads due to structural elements like beam, column, slab, staircase, etc; finishes applied in the building and some permanent structures like water tanks etc.b. Imposed load: The imposed load comprises the loads due to the physical contribution of people and the loads due to the nature of occupancy. The imposed on the structural system are based on the codal provisions as specified in IS 875(part2)-1994.c. Earthquake load: The Earthquake load is the horizontal/ lateral load induced by the ground motion due to earthquakes. The design lateral load/force is considered in two orthogonal horizontal directions of the structures. The earthquake induced lateral loads on the structural system are based on the codal provisional as specified in NBC 104:1994.3.2 Material SpecificationConsidering Architectural, Economic and strength demands, reinforced concrete (RCC) is used as the major structural material also confirms the availability and ease in construction. The concrete grade used is M20 in general but M25 for structural system up to ground floor. TMT 500 is provided as longitudinal and shear reinforcement is structural elements wherever RCC is used.Considerations of material for loading and strength parameter are as detailed below:Concrete1: Grade: M20Characteristic Compressive strength: 20 N/mm2Unit weight: 25.0 KN/m3Youngs modulus of elasticity (E) =22361000 KN/m22. Grade: M25Characteristic Compressive strength: 25N/mm2Unit weight: 25.0 KN/m3Youngs modulus of elasticity (E) =25000000 KN/m2Steel Reinforcement (for both longitudinal and shear reinforcement)Grade: TMT 500Yield stress: 500N/mm2BrickUnit weight: 18.85 KN/m3Note: During this design, brick is not considered as structural component and hence its strength is not considered.FinishingPlasterUnit Weight: 20.4 KN/m3Floor Finish:Specification: 50mm thick screed + punning on floorIntensity: 1.02Kn/m2Note: Additional Load is considered for partition as wellLight partition = 1.0 KN/m23.3 Loading on structural ModelThe following considerations are made the loading on the structural model: The loads distributed over the are imposed in area element and that distributed over length are imposed on line element whenever possible. Where such loading is not applicable, equivalent conversion to different loading distribution is carried to load the model near the real case as far as possible. For lateral load, necessary calculations are performed to comply with the requirements of NBC 105: 1994.The earthquake induced lateral loads are determined and used from the spectral load cases based on NBC 105:1994: Spectrum for soil type 3. Lateral load thus developed is the product of structural seismic mass, modal response and respective spectral ordinates.3.4 Load CasesThe following load cases were used for loading during the analysis:Dead: Self weight of the building structural componentsFinish: Weight of the finishing of slabs and staircases (including steps)Wall: Wall loads (including Plaster)Live: Live Load in the building area elementsRlive: Live load in the roof both accessible and inaccessibleEx: Spectral seismic load in X-directionEy: Spectral seismic load in Y- direction3.5 Load CombinationThe load combinations are based on NBC 105:1994. The following load combinations are specified by NBC:1994:Static load combination:1.5 Dead Loads +1.5 Live LoadsSeismic Load Combination0.9 Dead Loads +- 1.25 Earthquake Loads1.0 Dead Loads + 1.3 Live loads +- Earthquake LoadsFor seismic Loading, mass equivalent to the load that is composed of 100% of Dead Load and 25% of live load is taken into consideration.The following load combinations are used during analysis:DL = 1.5 Dead +1.5 Finish+1.5 Wall +1.5 live +1.5 Rlive DEx = 0.9Dead+0.9 Wall+0.9 Finish+1.25ExDEy = 0.9Dead+0.9Wall+0.9 Finish+1.25EyDLEx= 1.0Dead + 1.0 Wall +1.0 Finish +1.3 Live +1.25 ExDL Ey= 1.0 Dead + 1.0 Wall+1.0 Finish +1.2 Live + 1.25 Ey3.6 AssumptionsThe following assumptions are taken into consideration in the seismic resistant analysis and design of structures:

Adequate supervision and quality systems are provided during execution of the works. Construction is carried out by personnel having the appropriate skill and experience. Construction materials and products confirm to the pertinent codes and specifications. The structure is adequately maintained. The structure is used in accordance with the design brief. An earthquake is not likely to occur simultaneously with maximum flood, wind, waves or tides. Resonance as visualize under steady state sinusoidal excitation will not occur, as the small duration of earthquake is not enough to build up resonance amplitudes. Subsoil does not considerably settle or slide due to earthquake at the site of structure.

3.7 Load Calculations3.7.1 Dead Load Wall Load CalculationThickness of wall = 9 + two side plaster =0.25Thickness of wall = 4.5 + two side plaster = 0.13mUnit weight = 19 KN/m2Load due to internal partition wall are apply in slab1. Wall load at periphery of building on 3.8 m span beama. For the floor having opening W1Total wall weight = (0.25(2.46+0.99+0.23)+ (0.13*0.76))(3.3-0.4)*19=56.14 KNOpening Deduction=2*2.225*19*0.25 = 21.138 KNTotal Weight = 35.00 KNUDL to be applied = Total Weight/ Span = 9.2101 KN/mb. Floor the floor having opening W2Total wall weight = (0.25(2.46+0.99+0.23)+(0.13*0.76))(3.3 -0.4)*19=56.14 KNOpening Deduction = 2*1.4*19*0.25 = -13.3 KNTotal weight= 42.84 KNUDL to be applied= Total weight/span=11.273Kn/mAdopt 11.5 KN/m2. Wall load at periphery of building on 4.5 m span beama. For the floor having opening W1Total wall weight = (0.25(1+1+2+0.46)+(0.13*1.6))(3.3-0.5)*19=70.384 KNOpening Deduction = 2*2.225*19*0.25= 21.138 KNTotal weight = 49.25KNUDL to be applied = Total weight/Span= 10.944KN/mAdopt 11 KN/m

b. For the floor having opening W2Total wall weight = (0.25(1+1+2+0.46)+(0.13*1.6))(3.3-0.5)*19 = 70.384 KNOpening Deduction = 2*1.4*19*0.25 = -13.3 KNTotal weight = 57.08 KNUDL to be applied = total weight/ Span = 12.685KN/mAdopt 13 KN/m3. Wall load at periphery of building on 6.0 m span beama. For floor having opening W3Total wall weight = (0.25(0.795+0.23+0.23+1+0.23*4+1+0.23*2+0.795)+(0.13*(1.71))(3.3-0.5)*19=97.877 KNOpening deduction = (1*2.225*19*0.25)*2 = 21.138 KNTotal weight = 76.74 KNUDL to be applied = Total weight/ span =12.79 KN/mAdopt 13 KN/m

b. For floor having opening W6Total wall weight = (0.25(0.795 + 0.23 +0.23+1+0.23*4+1.04 +0.23*2+0.795) + (0.13*(1.71))(3.3 -).5)*19 =97.877 KnOpening deduction = (2*1.4*19*0.25)*2 = -13.3 KNTotal weight = 84.58 KNUDL to be applied = Total weight/ span =14.096 KN/mAdopt 14 KN/m4. Wall load on all 9thk internal wall building on 3.8m span beamc. For floor having opening D1Total wall weight = (0.25(3.3)(3.3-0.4)*19=45.871 KNUDL without opening = 12.071Weight of opening = (1*2.1*1.05*19*0.25) = 10.474 KNTotal weigh after deduction of opening = 35.397 KNUDL with opening = Total weight/spanUDL to be applied = avg.(12.07 + 9.32)/2 =10.693 KN/mAdopt 11 KN/m

5. Wall load on all 4thk internal wall building on 6.0m span beam For floor having opening D1Total wall weight = (0.13(5.0)(3.3-0.5)*19=34.58 KNUDL without opening = 5.7633Weight of opening = (1*2.1*1.05*19*0.25) = 5.44 KNTotal weigh after deduction of opening = 29.134 KNUDL with opening = Total weight/span =4.86UDL to be applied = avg.(5.76 + 4.85)/2 =5.31 KN/mAdopt 5.5 KN/m

Live LoadUDL (KN/m2)Concentrated Load (KN)

Office room2.52.7

Pantry3.04.5

Lobby/Corridor4.04.5

Balconies4.01.5 per run meter

Store5.04.5

Roof1.5

3.7.2 Seismic LoadThe seismic lateral load is calculated through the response spectrum for soil type 3, NBC 105:1994. The base shear is applied with the coefficient as calculated hereunder:Site sub soil categoryType 3

Time period (H=26.66m)0.70 sec (