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)
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).
