Design basis report on-14.11.2016
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The document provides information for the structural design of an expansion to the Ramos Vaccine Laboratories in Managua, Nicaragua. The expansion will include adding floors and increasing the building footprint. Key points: - The site is located 6km northwest of Managua and experiences high seismic activity. - The structural system will include reinforced concrete shear walls, steel columns, steel beams, and concrete slabs. Shear walls along the perimeter will resist most seismic loads. - A raft foundation is proposed due to loose soils with a safe bearing capacity of 170kN/m2 at a depth of 2m. - Design will follow international standards including Eurocodes and consider loads from gravity, wind,
Design basis report on-14.11.2016
- 1. SECTION 1 INTRODUCTION General :- The client Ramos Vaccine Laboratories SA wish to carry out expansion of their existing facilities at Managua, in district vi has the following address 6km north westside road adjoining the Agricorp-Gemma. Companies: - North Pan-American Highway Tennis Spring Barrio. South: - German Nicaragua HospitalHavee ste. AL Facilities Company Agricorp West Facilities National Company ENAP Ports The lab building consists of Ground, Part Mezzanine floor, First and Terrace floors. The purpose of this document is to compile data required for analysis, design and detailing of all structural steel and RCC elements viz – Foundation, shear walls, columns, beams and slabs. It is intended to develop a structural scheme such that the proposed structure is able to satisfy architectural and service requirements and also meet durability, longevity and aesthetic criterias. The structural system essentially hybrid consisting of RCC shear walls mostly along the building periphery steel columns in the interiors, steel beams at all levels and concrete slabs with rebars poured over decking sheets. The shear walls along the periphery resist major portion of seismic loads. It is also intended to formulate a scheme such that it is possible to construct a sound, economically feasible structure confirming to international standards. At the same time it is also intended to establish a structural system which is structurally efficient as far as lateral deflections, torsional displacements and secondary stresses areconcerned. This report is envisaged to lay design requirements to establish design philosophy and basis to be adopted in the design of the building.
- 2. SECTION 2 STRUCTURE 2.1 Location:- The client Ramos Vaccine Laboratories SA wish to carry out expansion of their existing facilities at Managua, in district vi has the following address 6km north west side road adjoining the Agricorp-Gemma. Companies: - North Pan-American Highway Tennis Spring Barrio. South: - German Nicaragua HospitalHavee ste. AL Facilities Company Agricorp West Facilities National Company ENAP Ports I. GENERAL CHARACTERISTICS OF THE PROJECT 3.1 Project Name and Location The construction project of the expansion of RAMOS laboratories located in the city of Managua, in District VI. Has the following address 6 km north west side road adjoining the AGRICORP-GEMINA Companies:North. North Panamerican highway Tennis spring Barrio South: German Nicaraguan Hospital HAVEEste.. Al Facilities Company AGRICORP West: Facilities . National company ENAP ports
- 3. within the following geographical coordinates: Table N0. 1: Geographical coordinates proyecto(UTM) ID X Y 1 585040 1343041 2 585024 1343052 3 585027 1343066 4 585021 1343066 5 585025 1343105 6 585029 1343164 7 585050 1343162 8 585049 1343156 9 585054 1343155 2.2 Soil Data:- The soil report indicates soil of above 170 KN/m² safe bearing capacity to design the building foundations at a depth of about 2m from the existing ground level. Soil report is attached for the reference with this mail in pdf format. 2.3 Structural system:- The site under reference falls in area of high seismic activity. The structural system comprises of raft footing at the box, shear walls, concrete pedestals to receive structural steel columns of super structure, steel beam framework connected to columns. The floor comprises of reinforced concrete slabs laid over decking sheets. The decking sheet are connected to beams by studs. All connections between beams and beam to column are bolted connections. The shear walls are placed along the building periphery to resist major portion of seismic loads.
- 4. 2.3.1 Foundations:- As per the footings of soil report safe bearing capacity available at 2m depth is about 170 KN/m² which indicates loose soil. The site under reference falls in area of frequent and high intensity earthquakes. The shear walls resist the major portion of lateral seismic loads as a result. Large moments are developed at the base of shear walls. To optimize the foundation designs and to control settlements single raft foundation is proposed with variabledepths. 2.3.2 Super structure:- The super structure comprises of concrete shear walls, structural steel columns tied with steel beams. The flooring comprises of concrete slabs with rebar poured over decking sheets. All connections between beams, beams and column are bolted connections. 2.4 Structural standards andcodes:- In the analysis, design and detailing of the building, the latest editions of following British Standards willbe referred. British Code Description BS 8110-1:1997(Part-1) Code of Practice for design and construction-Structuraluseof Concrete BS 5950-1:1990 Structural Use of Steel Works in Building Part-1. – Code of Practice for design in Simple and Continuous Construction: Hot rolled sections BS 5950-2:1990 Structural Use of Steel Works in Building Part-2.– Specification for materials,Fabrications and erection: Hot rolled sections BS4-1:2005 Dimensions and properties of standard sections for Universalbeams BS EN 10056-1: 1999 Dimensions and properties of standard Angle sections
- 5. BS 4190:2001 ISO Metric Black hexagon bolts - Specifications UBC 1997 Design Provisions for Seismic Resistance of Structures 2.5 Construction materials:- The building is Steel frame structure with Steel columns and few RCC shear walls, Steel Beams and RCC floor slabs. a) Cement: - Ordinary Portland cement of 53 grade is proposed which may be locally available or imported confirming to local authorities requirements. b) Structural steel:- structural steel shall be of grade Fy 550N/mm² confirming to British standard preferably ‘CORUS’ c) Reinforcement steel:- steel rebars of strength Fe 500 (yield stress = 500N / mm2 ) shall be used. d) Concrete:- Concrete grade shall be C30 having cube strength of 30 N/mm² at 28 days. Concrete of Grade M15 shall be used in filling, plum concrete, leveling etc. e) Aggregates:- May be locally procured with metal 1 average size not exceeding 12mmand metal 2 average sizenot exceeding 20mm. f) Plasticizers:- Approved plasticizers of Roffe,ciba, bosch as may be available may be used to improveworkability. g) Finite Aggregates: -Locally available quartz sand is proposed to be used. h) Walls:- Locally available or imported light weight blocks / panels may be used for walls. 2.6 Fire resistance: All members are designed to withstand fire for a period of minimum 2 hours .Cover to concrete rebars is provided as per BS 8110-1:1997as per table 3.4. Exposed structural steel members shall be provided with locally available and approved fire retardantpaint which shall resistfire for 2 hours.
- 6. SECTION 3 LOADING 3.1 Dead Load:- Self-weight of the structural members is considered on the basis of the following properties. StructuralMembers Density in KN/cu.m Reinforced Concrete 25 KN/cu.m Plain Concrete 24 KN/cu.m StructuralSteel 78.5 KN/cu.m Dry Soil 18 KN/cu.m 3.2 Live (Imposed) Load:- The following are the imposed gravity loads adopted in addition to the self – weight. (Self-weight of slabs/beams/columns will be as per the dimensions adopted in the respective drawings. (i) Self-Weight of Different Walls Wall Type Thickness (mm) Weight (kN/m2 ) ExternalWall 200 3.57 InternalPartition Wall 150 2.7 (ii) Ground Floor Load Component Thickness (mm) UDL (kN/m2 ) Finishes 50 1.5 Live Load 15.0 (iii) Mezzanine Floor Load Component Thickness (mm) UDL (kN/m2 ) Finishes 75 1.50 Live Load (with services) 6.5 (iii) First Floor Load Component Thickness (mm) UDL (kN/m2 ) Finishes 75 1.50 Live Load (with services) 8.0
- 7. (iv) Terraces Load Component Thickness (mm) UDL (kN/m2 ) Brick bat filling laid to slope 225 (average) 4.5 Live Load (in general with services) 4.00 Live Load (at specified location with services) 10.0 (vii) Staircases Load Component Thickness (mm) UDL (kN/m2 ) Steps 150 (Riser)/ 300 (Tread) 1.875 Finishes 50 1.5 Live Load 3.0 3.3 Seismic Loads/Earthquake Loads:- The seismic load calculations will be carried out in accordance with UBC-1997 As per this code, for Managua, Nicaragua, Zone factor Z = 0.4 Importancefactor = 1 Numerical coefficient R for lateral load in X-direction =8.5 Numerical coefficient R for lateral load in Z-direction =8.5 Near Sourcefactor Na = 1.3 Near Sourcefactor Nv = 1.6 Soil profile type = 4 (SoftSoil) Optional CT value to calculate time period based on method ‘A’ = 0.6 Damping has been assumed as 5%. The 50% live load has been considered while calculating the seismic weight on each floor level. 3.4 Wind loads Wind analysis is carried out as per BS6399-2:1997 Standard method is used to calculate wind force .the force so calculated is applied as horizontal separate load caseas point loads. Appropriate safety factors have been assigned in load combinations as per BS codal requirements. Below mentioned assumptions have been made in the absence of majority data from clients.
- 8. Building type factor = Kb =4 (Table 1 page 9) Dyanamic augmentation factor = Cr = 0.09 (Figure3 page 10) Ground roughness =Country (Page9) Height of the building = 13.8 m (as per arch.dwgs) Wind force calculationmethod= Standard Method Dyanamic pressure =qs = 0.613Ve2 (2.1.2 page13) Effective wind speed = ve = vs x sb (2.2.3 page27) Site wind speed = vs = vb x sa x sd x ss x sp (2.2.2 page18) Basic wind speed = vb = 15 m/s (48 km/hr) Altitude factor = sa = 1.056 (2.2.2.2page20) Direction factor = sd = East(0.74) (2.2.2.3page27) Seasonalfactor = ss = 1 (2.2.2.4 page27) Probability factor = sp = 1 (2.2.2.5 page27) Terrain factor = sb = 1.8332 (Table 4 page 28) External pressurecoefficients = cpe=+0.85(front)and -0.5(back) (Table 5 page 31) External surfacepressure = pe = qs x cpe x ca (2.1.3.1 page13) Dynamic pressure = qs =516.88 pa3 (2.1.2 page13) Size effect factor = ca = 0.89 (2.1.3.4 page14) Internalsurfacepressure = pi = qs x cpi x ca Internalpressurecoefficients = cpi =-0.3 (2.6 page 53) Net surfacepressure 1) For enclosed building = P = pe-pi Wind force = P = p x A p = net pressureacross surface A = loaded area
- 9. SECTION 4 DESIGN CRITERIA 4.1, 4.2 DesignConcept AndAnalysis:- ApproachTo Analysis of Building Modeling and Analysis Using STAAD Pro-2007 The 3-D geometrical model of the structure is generated in such a manner that it geometrically and functionally represents the actual building structure. The model is idealized in such a manner that the various structural elements depict the correct behavior when subjected to various vertical and lateral forces. The horizontal wind loads and seismic forces are assigned as nodal loads at the column beam junction node at each floor level. This ensures the correct distribution of the lateral forces to the various shear walls/frames depending on their relative stiffness. The shear walls have been idealized as column by column Analog Method. The computer analyses the frame for the effect of different horizontal and vertical loads. The results so obtained are algebraically added to get different load combination as permissible by BS Codes. The load combinations so obtained are used to analyses the behavior of the structure for sway, deflection, support, reactions, member end forces and thus ultimately used to obtain the member design. 4.3, 4.4 Factor Of Safety And Load Combinations:- The results obtained from the computer analysis in the form of member forces and reactions will be used for design the structural members. Following load combinations of the member forces will be considered for arriving at the design forces. 1:- ( Structural Steel Members) LOAD COMB13 *(DL+LL) 3 1.5 4 1.5 5 1.7 6 1.5 LOAD COMB22 *(DL+WA+LL+SEISMICX) 3 1.32 4 1.32 5 1.1 6 1.32 1 1.1 LOAD COMB23 *(DL+WA+LL+SEISMIC-X)
- 10. 3 1.32 4 1.32 5 1.1 6 1.32 1 -1.1 LOAD COMB24 *(DL+WA+LL+SEISMICZ) 3 1.32 4 1.32 5 1.1 6 1.32 2 1.1 LOAD COMB25 *(DL+WA+LL+SEISMIC-Z) 3 1.32 4 1.32 5 1.1 6 1.32 2 -1.1 LOAD COMB26 *(DL+WA+LL+SPECX) 3 1.32 4 1.32 5 1.1 6 1.32 7 1.1 LOAD COMB27 *(DL+WA+LL+SPEC-X) 3 1.32 4 1.32 5 1.1 6 1.32 7 -1.1 LOAD COMB28 *(DL+WA+LL+SPECZ) 3 1.32 4 1.32 5 1.1 6 1.32 8 1.1 LOAD COMB29 *(DL+WA+LL+SPEC-Z) 3 1.32 4 1.32 5 1.1 6 1.32 8 -1.1 LOAD COMB30 *(DL+WA+SEISMICX) 3 0.99 4 0.99 6 0.99 1 1.1 LOAD COMB31 *(DL+WA+SEISMIC-X) 3 0.99 4 0.99 6 0.99 1 -1.1 LOAD COMB32 *(DL+WA+SEISMICZ) 3 0.99 4 0.99 6 0.99 2 1.1 LOAD COMB33 *(DL+WA+SEISMIC-Z) 3 0.99 4 0.99 6 0.99 2 -1.1 LOAD COMB34 *(DL+WA+SPECX) 3 0.99 4 0.99 6 0.99 7 1.1 LOAD COMB35 *(DL+WA+SPEC-X) 3 0.99 4 0.99 6 0.99 7 -1.1
- 11. LOAD COMB36 *(DL+WA+SPECZ) 3 0.99 4 0.99 6 0.99 8 1.1 LOAD COMB37 *(DL+WA+SPEC-Z) 3 0.99 4 0.99 6 0.99 8 -1.1 2:- ( ReinforcedConcrete Members) LOAD COMB38 *(DL+LL) 3 1.4 4 1.4 5 1.6 6 1.4 ************* LOAD COMB39 *(DL+WA+1.4SEISMICX) 3 1.0 4 1.0 6 1.0 1 1.4 LOAD COMB40 *(DL+WA+LL+1.4SEISMIC-X) 3 1.0 4 1.0 6 1.0 1 -1.4 LOAD COMB41 *(DL+WA+LL+1.4SEISMICZ) 3 1.0 4 1.0 6 1.0 2 1.4 LOAD COMB42 *(DL+WA+LL+1.4SEISMIC-Z) 3 1.0 4 1.0 6 1.0 2 -1.4 LOAD COMB43 *(1.4DL+WA+1.4SEISMICX) 3 1.4 4 1.4 6 1.4 1 1.4 LOAD COMB44 *(1.4DL+WA+1.4SEISMIC-X) 3 1.4 4 1.4 6 1.4 1 -1.4 LOAD COMB45 *(1.4DL+WA+1.4SEISMICZ) 3 1.4 4 1.4 6 1.4 2 1.4 LOAD COMB46 *(1.4DL+WA+1.4SEISMIC-Z) 3 1.4 4 1.4 6 1.4 2 -1.4
- 12. LOAD COMB47 *(1.2DL+WA+LL+1.2SEISMICX) 3 1.2 4 1.2 5 1.2 6 1.2 1 1.2 LOAD COMB48 *(1.4DL+WA+LL+1.2SEISMIC-X) 3 1.2 4 1.2 5 1.2 6 1.2 1 -1.2 LOAD COMB49 *(1.2DL+WA+1.2SEISMICZ) 3 1.2 4 1.2 5 1.2 6 1.2 2 1.2 LOAD COMB50 *(1.2DL+WA+1.2SEISMIC-Z) 3 1.2 4 1.2 5 1.2 6 1.2 2 -1.2 ************ LOAD COMB51 *(DL+WA+1.4SPECX) 3 1.0 4 1.0 6 1.0 7 1.4 LOAD COMB52 *(DL+WA+LL+1.4SPEC-X) 3 1.0 4 1.0 6 1.0 7 -1.4 LOAD COMB53 *(DL+WA+LL+1.4SPECZ) 3 1.0 4 1.0 6 1.0 8 1.4 LOAD COMB54 *(DL+WA+LL+1.4SPEC-Z) 3 1.0 4 1.0 6 1.0 8 -1.4 LOAD COMB55 *(1.4DL+WA+1.4SPECX) 3 1.4 4 1.4 6 1.4 7 1.4 LOAD COMB56 *(1.4DL+WA+1.4SPEC-X) 3 1.4 4 1.4 6 1.4 7 -1.4 LOAD COMB57 *(1.4DL+WA+1.4SPECZ) 3 1.4 4 1.4 6 1.4 8 1.4 LOAD COMB58 *(1.4DL+WA+1.4SPEC-Z) 3 1.4 4 1.4 6 1.4 8 -1.4
- 13. LOAD COMB59 *(1.2DL+WA+LL+1.2SPECX) 3 1.2 4 1.2 5 1.2 6 1.2 7 1.2 LOAD COMB60 *(1.4DL+WA+LL+1.2SPECX) 3 1.2 4 1.2 5 1.2 6 1.2 7 -1.2 LOAD COMB61 *(1.2DL+WA+1.2SPECZ) 3 1.2 4 1.2 5 1.2 6 1.2 8 1.2 LOAD COMB62 *(1.2DL+WA+1.2SPEC-Z) 3 1.2 4 1.2 5 1.2 6 1.2 8 -1.2 2) Load combination for wind load for steel andconcrete LOAD COMB101 *(1.4DL+1.4Wx) 3 1.4 4 1.4 6 1.4 91.4 LOAD COMB102 *(1.4DL-1.4Wx) 3 1.4 4 1.4 6 1.4 101.4 LOAD COMB103 *(1.4DL+1.4Wz) 3 1.4 4 1.4 6 1.4 111.4 LOAD COMB104 *(1.4DL-1.4Wz) 3 1.4 4 1.4 6 1.4 121.4 LOAD COMB105 *(1.2DL+1.2LL+1.2Wx) 3 1.2 4 1.2 6 1.2 5 1.2 9 1.2 LOAD COMB106 *(1.2DL+1.2LL-1.2Wx) 3 1.2 4 1.2 6 1.2 5 1.2 10 1.2 LOAD COMB107 *(1.2DL+1.2LL+1.2Wz) 3 1.2 4 1.2 6 1.2 5 1.2 11 1.2 LOAD COMB107 *(1.2DL+1.2LL-1.2Wz) 3 1.2 4 1.2 6 1.2 5 1.2 12 1.2
- 14. DL = Dead load includes wall load, self weight WA = Wall Load( Dead Load) LL = Live Load SeismicX = Earthquakeload in X direction Seismicz = Earthquakeload in Z direction SpecX = Earthquakeload in X direction (SpectrumX) Specz = Earthquakeload in Z direction (SpectrumZ) Wx = Wind load in X direction Wz = Wind load in Z direction X & Z are the mutually perpendicular horizontal axis.Y is the axis perpendicular to the plan of the building. All members will be designed for the critical value of the design forces obtained due to positive as well as negative values of reversibleforces ( Earthquake) 4.5 Detailing Of Reinforcement:- Detailing of all Rcc members that is raft foundation, shear walls and plinth beams is as per BS 8110-1:1997(Part-1).