Sample Road Design Report

CONTRACTA
ENGENHARIA LTDA
Kumasi Central Market - GHANA
DETAIL DESIGN
ROAD NETWORK
DESIGN REPORT
Lisbon, November 18, 2016
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DESIGN REPORT
2016-515-00-RD-DD-DR-00
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DESIGN REPORT
CONTRACTA ENGENHARIA LTDA
DETAIL DESIGN
DESIGN REPORT
INDEX
1. SUMMARY 1
2. KEY ELEMENTS 1
3. ACCESS ROADS 2
3.1 GEOMETRIC CHARACTERISTICS ............................................................................. 2

3.2 TYPICAL SECTIONS ............................................................................................ 2
4. EARTHWORK 6
5. PAVEMENTS 6
5.1 SCOPE ........................................................................................................... 6

5.2 GEOLOGICAL AND GEOTECHNICAL FRAMEWORK ...................................................... 7
5.3 TRAFFIC ......................................................................................................... 8
5.4 WEATHER CONDITIONS ..................................................................................... 9
5.5 NEW PAVEMENT DESIGN ................................................................................. 10
5.6 PAVEMENT IN SHOULDERS AND PARKING ............................................................. 21
5.7 PAVEMENT IN SIDEWALKS AND DIRECTIONAL ISLANDS ............................................. 22
5.8 TACK AND PRIME COATS.................................................................................. 22
5.9 DEMOLISHED PAVEMENTS RECOVERED TO APPLY IN SIDEWALKS AND DIRECTIONAL ISLANDS
SUB-BASE .................................................................................................... 22
5.10 REUSE OF MILLED BITUMINOUS MATERIALS .......................................................... 23
6. STORMWATER DRAINAGE 23
6.1 SOLUTION ADOPTED ....................................................................................... 23

6.2 DIMENSIONING BASES ..................................................................................... 23
6.3 SIZING FLOWS ............................................................................................... 25
6.4 SIZING CRITERIA ............................................................................................ 25
6.5 DIMENSIONING TABLES ................................................................................... 26
7. SIGNALING 34
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7.1 HORIZONTAL SIGNALING .................................................................................. 34

7.2 VERTICAL SIGNALING ...................................................................................... 34
8. CALCULATIONS AND QUANTITIES 35
ANNEXES 36
ANNEX I – HORIZONTAL ALIGNMENT 37
ANNEX II – VERTICAL ALIGNMENT 47
ANNEX III – MAIN POINTS 55
ANNEX IV - QUANTITIES 64
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CONTRACTA ENGENHARIA LTDA
DETAIL DESIGN
DESIGN REPORT
1. SUMMARY
The present study corresponds to the Detail Design of the access roads to the Kumasi
Central Market, in the city of Ghana.
The access roads involve the rehabilitation of three existing roads and the
reformulation of three junctions with the construction of three roundabouts.
The study included the specialties of geometric design, earthworks, paving, drainage
and signaling and safety equipment.
In the development of the studies there was concern about the use of the paved area
and the minimization of the impact in the border areas.
2. KEY ELEMENTS
The project was developed taking into account the following elements:
• Layout with the definition of the road;
• Layout Plans of the Kumasi Central Market;
• Topography and data triangulation in the Datum Abidjan 87;
• Road Design Guide - “Survey and Design Division - Ghana Highway Autority”;
• Traffic Calming Measures – Design Guideline - “Ministry of Transportation-

Ghana Highway Authority - Road Safety and Environment Division”;
• Standard Details – “Ministry for Roads & Highways - March 1991”;
• Pavement Design Manual - “Ministry of Transportation-Ghana Highway

Authority”.
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3. ACCESS ROADS
Included in the rehabilitation of access roads are the improvements of three main
roads: Mampong Road (518 m), Okomfo Anokye Road (567 m) and Kejetia Road (250
m).
In redesigning the existing junctions, three roundabouts (Roundabout 1, Roundabout 2

and Roundabout 3) were designed and three connections were restored: Antoa Road
(50m); Afia Kobi Ampem Avenue (75 m) and Osei Tutu Avenue (92 m).
3.1 GEOMETRIC CHARACTERISTICS
The geometric characteristics of the accesses were based on a speed of 40/50 km/h,
since the roads are located next to the market and there are constructions and
pedestrian zones in the surroundings.
The layout of these routes is conditioned, both in plan and in longitudinal profile, to
the dimensions of the existing streets and to the quotas foreseen for the architecture
of the future Market and respective accesses.
Thus, in the plan, the calculation axes are constituted by alignments and circular
curves, whose radii range between 20.0 m minimum and 385 m maximum.
In a longitudinal profile, the profiles are constituted by gradients whose inclinations

vary between 0.5% and 6.0%. The connection between gradients was carried out
through sag curves, with a minimum parameter of 500 m radius, and crest curves, with
minimum parameters of 400 m.
In the annex are presented the calculations in plan and profile of the axes of
calculation considered.
3.2 TYPICAL SECTIONS
The typical section used on Okomfo Anokye Road 1 consists of:
• Dual carriageway with 7.0 m wide, with 2 lanes per direction with 3.50 m and
2.0% superelevation to the exterior;
• Raised median with 0.20 m and variable width;
• Sidewalks with 2.5 m wide raised 0.15 m and slope of 2.0% for roads.
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The typical section used on Okomfo Anokye Road 2 consists of:
• Median with safety guards (New Jersey) and raised median with 0.20 m, lanes
with 2.0 m wide in roundabouts approaches;
• Longitudinal parking (TAXIS) on the right side (located approximately between

km 0 + 200 and 0 + 250) with 2.5 m width and 2.0% inclination towards the
exterior;
• Sidewalks with 2.5 m wide on the right side and 1.2 m on the left side, raised
0.15 m and 2.0% incline for the roads.
The typical section used on Osei Tutu I Avenue consists of:
• Raised median with 0.20 m and one meter wide;
• Sidewalks with 2.5 m wide raised 0.15 m and slope of 2.0% for roads.
The typical section used on Afia Kobi Ampem Avenue consists of:
• Raised median with 0.20 m and one meter wide;
• Sidewalks with 2.5 m (right side) and with 4.0 m (left side) raised 0.15 m and
slope of 2.0% for roads.
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The typical section used on Antoa Road consists of:
• Raised median with 0.20 m and 2.0 m wide;
The typical section used on Mampong Road 1 consists of:
• Median with safety guards (New Jersey) and raised median with 0.20 m, lanes
with 3.25 m wide in roundabouts approaches;
• Longitudinal parking (TAXIS) on the right side (located approximately between

km 0 + 100 and 0 + 150) with 2.5 m width and 2.0% inclination towards the
exterior;
• Sidewalks with 4.0 m wide on the right side and 1.2 m on the left side, raised
0.15 m and 2.0% incline for the roads.
The typical section used on Mampong Road 2 consists of:
• Lane with 3.5 m wide, towards the roundabout (left side), with an associated
shoulder of variable width;
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The typical section used on Kejetia Road consists of:
• Lane with 3.5 m wide, towards the roundabout (right side);
• Sidewalks with 2.5 m in both sides raised 0.15 m and slope of 2.0% for roads.
The typical section used on Roundabout 1 consists of:
• Carriageway with 8.0 m wide, with 2 lanes per direction with 4.00 m and 2.0%
superelevation to the exterior;
• Exterior shoulder with 1.0 m wide and the same slope of the lanes;
• Sidewalks with variable width (right side) and with 4.8 m (left side) raised 0.15
m and slope of 2.0% for roads.
The typical section used on Roundabout 2 and 3 consists of:
• Carriageway with 8.0 m wide, with 2 lanes per direction with 4.00 m and 2.0%
superelevation to the exterior;
• Exterior shoulder with 1.0 m wide and the same slope of the lanes;
• Sidewalks with variable width (right side) raised 0.15 m and slope of 2.0% for
roads.
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4. EARTHWORK
In the present project and considering a reformulation of existing roads, there are no
significant embankments and excavations.
The existing excavations are for opening the box of the pavement of the roads and the
sidewalks.
In this way, slopes have not been defined for embankment and excavation slopes,
since they are of little expression.
5. PAVEMENTS
5.1 SCOPE
This project refers to the description and justification of the pavement works
recommended for the road network and access to the new Kumasi market.
Under these conditions the project involves new pavement, widening and connections,
new pavements over existing pavements, new sidewalks and demolition of existing
pavements and curbs.
As the existing pavement is in bituminous mixtures, the new pavements were provided
with similar structure, both in the widening and on existing pavements. The sidewalks
were provided in concrete slab with steel mesh to control cracking.
Due to the existence of several types of pavements, transitions between pavements of

different types had to take care of the proper fit and transition, to eliminate abrupt
transitions that compromise road safety, namely ensuring the execution of the
necessary preliminary work (milling and cutting) required to the compatibility of the
wear course levels.
The works proposed and measured had as reference the cross sections according to
the topographic survey carried out. It may be necessary during the execution of the
contract to adjust the recommended solutions in order to meet the levels defined for
the projected profile.
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5.2 GEOLOGICAL AND GEOTECHNICAL FRAMEWORK
A Geological and Geotechnical Prospecting Plan was defined in order to characterize

the foundation soils in the zone of implantation of the future central market of Kumasi.
In 2015 prospection works were based on the document "KUMASI CENTRAL MARKET.
Kumasi - Ghana - Africa. Plan of Geological-Geotechnical Prospecting. Technical
Specification "carried out by PROFICO in September 2014.
The results of the prospection were presented in the document "KUMASI CENTRAL
MARKET. Kumasi - Ghana - Africa. Geotechnical Report. DETAIL DESIGN ", carried out
by PROFICO in April 2015.
In the study, the following geotechnical survey were performed:
• Conduction of 3 geological-geotechnical prospecting drills, to be performed in soil

rotation and with continuous sample recovery, 30m deep;
• Performance of normalized dynamic penetration (SPT) tests, spaced 1.0 m along the
entire length of the drill holes;
• Elaboration of the individual profile of each of the polls.
Geotechnical prospecting had the purpose of obtaining the following information:
• Soil types and respective depths of occurrence;
• Position of the water level;
• Resistance values obtained in the SPT tests at each level.
Based on the results of soil exploration, the following conclusions were drawn:
• Soil is generally composed of clayey gravel in the first 2 m and sandy and clayey silts
in deeper horizons;
• The results of normalized dynamic penetration (SPT) tests showed an increase in soil
resistance to penetration as the depth of the well advanced.
• The water table level was found at 5.0 m from the surface at BH1 and BH2 and at 4.0
m at BH3.
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5.3 TRAFFIC
A traffic study was not carried out for this project; however, due to the observation
reports for the circulation of heavy vehicles in these roads near the market, the
number of heavy vehicles circulating there is reduced.
For a pavement structure with bituminous layers, 20 years is considered for life span,
as is usual for this type of pavements.
Thus, for the design of the new pavement, it was admitted that 54 heavy vehicles
circulate per direction and in the most loaded lane (the one on the right), considering a
growth rate of 3%. In the design it was also considered that the year of opening to
traffic will be in 2017.
The following table indicates the average Annual Daily (Heavy) Traffic (AADTh)
forecast, by direction and in the most loaded lane.
AADTh
2017 2027 2037

54 73 98
According to the values in the previous table, the cumulative number of heavy vehicles
(NAVP) during the 20-year period, considering 2017 the year of opening to traffic, is:
NAPV = 365 × (TMDAP ) × C × p
NAPV – cumulative number of heavy vehicles;
(TMDAp) - Average daily traffic of heavy vehicles per direction and the most requested
route, for the year of opening;
p – life span period;
C – traffic growth factor;
(1 + t ) p − 1
C=
p×t
t – Average annual growth rate of heavy vehicles.
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5
AADTh t C NAPV (x10 )
2017 (%) 20 years 20 years

5
54 3 1.34 5.30x10
The following table shows the conversion of the NAVP into a cumulative number of
standard axles passages of 130kN (NAEP130kN) in the design lane, these being the values
that will be used for the pavement design.
For the traffic considered, the aggressiveness factor (α) adopted is 0.3.
5 5
AADTh NAPV (x10 ) NAEP130kN (x10 )
α130kN
2017 20 years 20 years
5 5
54 0.3 5.30x10 1.59 x10
5.4 WEATHER CONDITIONS
The climatic factors that most influence pavement behavior are rainfall and thermal
factors.
The first factor influences, above all, the mechanical characteristics of the unbound
layers, as is the case of the base layer, sub-base and the foundation soils. In this aspect
no surface water was detected in the prospection carried out within the scope of this
project, by the analysis of the test bulletins.
Regarding the local thermal factors, these influence the mechanical behavior of the
bituminous mixtures. According to the climatic zone, according to the methodology
proposed by SHELL, a pavement calculation temperature based on air temperature is
considered. The calculation temperature is established on the basis of the annual
weighted average air temperature which takes into account the average values of the
monthly temperatures of the area under study in order to take account of daily and
monthly temperature variations.
Based on the values of monthly average air temperatures in the Kumasi region,
according to the referred methodology, a design value for the weighted average
annual air temperature was obtained through Chart W.
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TMMA Weighting Factors

Month
(ºC) (Chart W)
January 26.5 2.68
February 27.6 3.12
March 27.9 3.23
April 27.4 3.02
May 27.3 2.97
June 25.8 2.43
July 24.7 2.07
August 24.4 2.00
September 25.4 2.28
October 26.0 2.48
November 26.8 2.79
December 25.7 2.40
Total 31.47
Average weighting Factor 2.62
Weighted Average Annual Air Temperature – TMAAP (ºC) 26.40
According to the said methodology, using the Chart RT, the temperature of the
pavements corresponds to the temperature of the pavement (design temperature)
according to the thickness of the layer and its depth.
5.5 NEW PAVEMENT DESIGN
5.5.1 Methodology
The method used to verify the structure of the new pavements was the analytical
method, which is based on the structural analysis of the pavement layers, determining
the stress and strain states induced in the pavement structure and in the respective
foundation when it is requested by the of the axles of heavy vehicles.
The analysis in question is undoubtedly extremely complex if one takes into account
the variability of climatic conditions and of the traffic demands themselves, with
particular relevance to their intermittency. It was therefore based on fairly simplified
but reasonable degrees of confidence.
The action of the axles of heavy vehicles during the life of the project is expressed in
terms of a Cumulative Number of Passes of a Standard Axle (NAEP). For the conversion
of the cumulative number of heavy vehicles (NAVP) into a NAEP an aggressive factor
was used. The standard axis used was a single axis of 130kN.
For this standard axle, a double tire is used, with circular tire print area of 125mm
radius, each bearing two loads of 32.5kN each, which transmit a contact pressure of
662kPa. The distance between the application points of the loads is 375mm.
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Schematic of a double shaft of the standard shaft of 130 kN
The repeated passage of the vehicles on the pavements leads to two types of
extensions in the bituminous mixtures and in the foundation soils:
• Reversible extensions, which resulted into tensile stresses at the base of the
bituminous layers responsible for the fatigue phenomenon and, consequently,
the cracking degradation of the bituminous mixtures;
• Permanent extensions, which evolve over time with the passage of traffic and
contribute to increasing the depth of the rounds.
In order to appreciate the structure of the pavement, it is necessary to establish sizing

criteria that translate the boundary states of pavement ruin. The boundary states of
ruin of a pavement structure are considered as:
• Traction failure of bituminous layers resulting from successive heavy-duty

vehicle passages (fatigue effect), resulting in excessive cracking of the
pavement surface;
• Excessive deformation (run-down) of the wear layer surface associated with

excessive deformations transmitted to the subgrade.
For sizing purposes, these ruin limit states are considered through the following
criteria:
• Limit the maximum tensile extension of the bottom zone of the bituminous
layers (εt), preventing tensile fatigue rupture of those layers during the sizing
period;
• Limit the vertical extent of compression at the top of the foundation of the
pavement (εz), which aims to reduce the contribution of the permanent
deformation of the foundation to the formation of the trenches.
In order to calculate the tensions, extensions and displacements induced in the

pavement by the wheels of the vehicles, it is necessary to have a model that simulates
the structural behavior of the pavements.
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The behavioral model adopted consists of assimilating the pavement to a set of

overlapping layers laid on the foundation, where each layer has a constant thickness
and is considered infinite in the horizontal plane.
It is assumed that the constituent materials of the layers are homogeneous, have a
linear and isotropic elastic behavior and are characterized by a Modulus of Elasticity (E)
and a Poisson Coefficient (ν).
For the attribution of mechanical characteristics to the bituminous materials, the

characteristics of the materials usually applied, the temperature regime of the air in
the region and the speed of application of the loads were taken into account.
Regarding the granular materials, the usual correlations recommended by SHELL were
taken into account.
5.5.2 Subgrade Conditions
In view of the geological and geotechnical elements presented in the previous chapter,
in particular with regard to the geological characteristics of the formations, the results
of the geotechnical prospecting work carried out and the geotechnical considerations
presented in relation to the existing soils, it was concluded that the characteristics of
the Materials along the route are included in group A-4 of the AASHTO road
classification.
This type of soils can be characterized by a CBR value between 5% of 10%, being
chosen the value of 7% for the project CBR value.
Generally, in the design of road pavements, the correlation proposed by SHELL is used
to determine the deformability modulus of the pavement subgrade:
ESF = 10 x CBR (MPa)
According to the above, the subgrade modulus of deformability value is as follows:
ESF = 10 x 7 = 70MPa
With regard to the Poisson coefficient, 0.45 was adopted.
5.5.3 Description of Adopted Structures
According to the methodology that is normal to be adopted in this type of analysis, the
following model structure was defined, so that the values of the tensions or extensions
induced by application of a unit load, were lower than the admissible limit values
obtained from The fatigue laws of bituminous mixtures and the permanent
deformation of the pavement bed.
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The structure defined for the new floors under study is:
• Wearing course in AC14 bin 35/50, 5cm thick;
• Bituminous course in AC19 bin 35/50, 6cm thick;
• Base layer in Aggregate Crushed of Extensive Granulometry, with 15cm of

thickness;
• Sub-base layer in Selected Soils, composed of local soils of lateritic nature duly
treated to correspond to the characteristics required for the materials applied
in this type of layers, with 15cm of thickness.
5.5.4 Mechanical materials characteristics
Pavement Temperatures
From the average annual temperature of the calculated weighted air (TMAAP = 26.4 °
C), the temperature was determined in each layer to be used in the new pavement,
using the SHELL methodology.
The method proposed by SHELL is based on the use of an abacus (Chart RT), which
relates the average annual temperature to the thickness of the bituminous layers, thus
obtaining the floor temperature at various depths.
The table below shows the temperatures at various depths calculated by the
mentioned methodology.
Thickness Depth Pavement Temperature

Material
(m) (m) (ºC)
AC14 bin 35/50 0.05 0.025 41.1
AC19 bin 35/50 0.06 0.080 39.3
Layer in Selected Soils
According to SHELL recommendations, the deformability characteristics of these layers

are defined according to the thickness of the layer and the characteristics of the
underlying materials, by the expression:
ESS = K1 x Ei
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Where K1 = 0.2 x h0.45, where h is the layer thickness, in mm, and Ei is the deformability
modulus of the underlying layer.
Given that the thickness of the sub-base layer applied to the pavement is 0.15m, and
that the foundation soil provides a deformability modulus of 70MPa, we have:
ESB = 0.2 x 1500.45 x 70 = 133MPa ≈ 130MPa
With respect to the Poisson coefficient, 0.40 was adopted.
Granular Layer
According to SHELL recommendations, the deformability characteristics of these layers

are defined according to the thickness of the layer and the characteristics of the
underlying materials, by the expression:
EG = K 1 x Ei
K1 = 0.2 x h0.45, where h is the layer thickness, in mm, and Ei is the deformability
modulus of the underlying layer.
Considering that the thickness of the base layer applied to the floor is 0.15 m, and that
the base layer provides a modulus of deformability of 130 MPa, we have:
ESB = 0.2 x 1500.45 x 130 = 254MPa ≈ 250MPa
With respect to the Poisson coefficient, we adopted 0.35.
AC14 surf 35/50 in Wear Layer
For the wear layer it is foreseen the application of a layer of bituminous concrete AC14
bin, 0.05m thick, executed with 35/50 penetration bitumen.
For the characteristics of this bituminous mixture the following values were accepted:
Percent volumetric bitumen (Vb) ............................................................................. 12.0%
Porosity (Vv) ................................................................................................................... 4.0%
Voids in the mineral skeleton (VMA) ..................................................................... 16.0%
Volumetric percentage of aggregate (Va) ............................................................... 84.0%
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AC19 bin 35/50 in Connection Layer
Underlying the wear layer is the application of a layer of bituminous macadam AC19
bin, 0.06m thick, executed with 35/50 penetration bitumen.
For the characteristics of this bituminous mixture the following values were accepted:
Percent volumetric bitumen (Vb) ................................................................................... 10.0%
Porosity (Vv) ...................................................................................................................... 6.0%
Voids in the mineral skeleton (VMA) ............................................................................. 16.0%
Volumetric percentage of aggregate (Va) ...................................................................... 84.0%
In order to calculate the rigidity of the bituminous mixtures, it was considered,

according to the correlation proposed by the University of Nottingham, that the
bitumen undergoes a hardening of 0.65 with respect to the original (pennominal)
penetration, due to the hardening during the manufacturing process and placement Of
the mixture on site, resulting in a change in the bitumen characteristics:
Penrec = 0.65 x pennominal = 0.62 x 42.5 = 27.625 x 10-1 mm
The softening point of ring and ball of recovered bitumen (Tabrec), is given by:
Tabr = 98.4 – 26.4 x log penrec = 98.4 – 26.4 x log (27.625 x 10-1) = 60.3 ºC
The bitumen penetration index (IP) and its stiffness modulus (Ebet), calculated by the
expression of Ullidtz and Peattie, which translates the Van der Poel abacus, are given
by the expressions:
20 × Tab r + 500 × log 10 pen 25 − 1952

IP = , according to the EN 12591
Tab r − 50 × log 10 pen 25 + 120
5
E bet = 1.157 × 10 −7 × t −0.368 × e − IP × (Tab r − T )
t – loading time (s);
Tabr - Ring and ball temperature of recovered bitumen (ºC);
T - design pavement temperature (ºC).

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For the heavy traffic circulation speed a design speed of 40 km / h was considered.
In this way the loading time (t) will be:
t = 1/40 = 0.025 s
Using the above expressions the bitumen stiffness modules for traditional bituminous
mixtures are:
Thickness Ebet
Material IP
(m) (MPa)
AC14 surf 0.05 -0.225 1.49
AC19 bin 0.06 -0.225 2.33
The stiffness modulus of the bituminous mixture, calculated from the methodology
proposed by SHELL, is given by the following expression:
n
 2.5 × Cv 
Emist = Ebet 1 + 
 n × (1 − Cv ) 
where:
Va  4 ×104 
Cv = n = 0.83 × log  
(Va + Vb )× (0.97 + Vv ) e  Ebet 
Ebet Emist
Material Thickness (m) Cv n
(MPa) (MPa)
AC14 surf 0.05 1.49 0.866 3.676 811

AC19 bin 0.06 2.33 0.868 3.515 1096
Taking into account the influence of the climatic conditions during the construction
phase, the deformability characteristics indicated in the following table were
considered for sizing purposes, thus considering a safety factor in relation to the values
obtained in the calculation.
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Emist
Material Thickness (m)
(MPa)
AC14 surf 0.05 810

AC19 bin 0.06 1090
5.5.5 Structural Behavior Model of New Pavement
In the verification of the structural capacity of the new pavement, the following
structural behavior model will be considered:
Thickness E Poisson
Material
(m) (MPa) coefficient
AC14 surf 35/50 0.05 810 0.35

AC19 bin 35/50 0.06 1090 0.35
ABGEbase 0.15 250 0.35
SSsub-base 0.15 130 0.40
5.5.6
5.5.7 Design criteria
The laws considered for design and that correlate the failure criteria of the pavement
with the characteristics of the materials constituting the layers, according to SHELL
recommendations, are as follows.
Fatigue of bituminous layers
For the fatigue failure of the bituminous layers due to their cracking, the criterion
limiting the maximum tensile strength in the lower bituminous layer was used, to the
value given by the following expression:
, MB = (0 .856 × Vb + 1 .08 ) × E MB
ε tlim − 0.36
× N − 0.2
εt,MBlim = Limit traction extension for bituminous layer (m)
Vb = Bitumen volumetric percentage of bituminous mixture (%)
EMB = Modulus of elasticity of the bituminous mixture (Pa)
N = Cumulative number of standard axes of 130kN
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The most representative values resulting from the laboratory tests, corresponding to
the value of the group to which the material belongs, were accepted for the bitumen
volumetric percentage of the existing bituminous mixtures.
Permanent deformation of the foundation
For the deformation of the pavement bed, limiting the contribution of the foundation
soil to the formation of surrounds, the criterion was used that limits the maximum
extent of compression at the top of the foundation soil to:
ε zlim,SF = 1.8 × 10 −2 × N −0.25

( to 95% confidence level)
εz,SF lim = Compression extension limit for foundation soil (m)
N = Cumulative number of standard axes of 130 kN
5.5.8 Values of allowable extensions on new pavements
The permissible extensions given by the sizing criteria presented above, which cannot
be exceeded, so as not to ruin the pavements by fatigue cracking or by compression
breakage by excessive permanent deformation on the top of the foundation soil during
the period Sizing, and therefore for project traffic, are indicated in the following table.
20years lim lim

N130kN εt,MB εz,SF
5 -4 -4
1.59x10 6.42x10 9.01x10
N130kN20years – Cumulative number of standard axes in the sizing period (20 years);
εt,MBlim – Horizontal tensile extension limit at the base of the set of layers in bituminous
mixtures;
εz,SFlim – Vertical extent of compression boundary at the top of the foundation soil.
5.5.9 Values of the maximum extensions induced by the standard axis of 130 kN in the new
pavements
The maximum horizontal tensile extension at the base of the bituminous layers (εt,MB)
and the maximum vertical extent of compression at the top of the foundation soil
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(εz,SF), induced by the standard axis on the existing pavement, were calculated for the
representative model Of the structural behavior adopted, and compared with the
permissible limit extensions given by the sizing criteria.
A table summarizing the results is presented below and the listings of the automatic
calculation program are shown in the annex:
Fatigue of Bituminous Permanent Deformation in

Mixtures Foundation Soil
cal cal
εt,MB εz,SF
-4 -4
4.30x10 8.80x10
εt,MBcal – Horizontal extension of traction induced by the standard axis of 130kN at the
base of the set of layers in bituminous mixtures;
εz,SFcal– Vertical compression extension induced by the standard shaft of 130kN at the
top of the foundation soil.
Fatigue of Bituminous Permanent Deformation in Damage

20anos Vb Mixtures Foundation Soil Conditional (%)
N130kN
(%) criteria
εt,MBlim εt,MBcal NAdm,MBcal εz,SFlim εz,SFcal NAdm,SFcal MB SF
- - - -
6.42x10 4.30x10 9.01x10 8.80x10
1.59x105 10 4 4 3.05x105 4 4 1.75x105 Def. SF 52 91
N130kN20anos Cumulative number of standard axes in the sizing period (20 years);
Vb – Volumetric percentage of bitumen in bituminous mixture (%);
εt,MBlim - Extension of horizontal traction limit at the base of the set of layers in
bituminous mixtures;
εt,MBcal - Horizontal extension of traction induced by the standard axis of 130kN at the
base of the set of layers in bituminous mixtures;
εz,SFlim - Vertical extension of boundary compression at the top of the foundation soil;
εz,SFcal - Vertical compression extension induced by the standard axis of 130kN at the
top of the foundation soil;
NAdm,MB - Permissible number of standard axles, taking into account the sizing criteria
for bituminous mixtures;
NAdm,SF - Permissible number of standard axes, taking into account the criterion of
ground foundation design.
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Damage - Damage caused during the design period, which must be less than 100%,
corresponding to the relation between the number of design load applications
(N130kN20years) and the permissible number of load applications resulting from the
calculation (NAdm).
Considering that the adopted traffic for sizing, expressed in standard axes of 130kN, it
is demonstrated that the recommended structure is adequate.
Taking into account the hypotheses adopted in the calculations concerning heavy
traffic, the properties of the materials of the layers and the condition of connection of
these, it is considered that this damage in the pavements at the end of the useful life is
acceptable.
5.5.10 Automatic Calculation Results in Elsym5
THE UNITS USED IN THIS PROGRAM ARE OF THE INTERNATIONAL SYSTEM OF UNITS, SI
1 ELSYM5 5/80 - 3A, ELASTIC LAYERED SYSTEM WITH ONE TO TEN NORMAL IDENTICAL
CIRCULAR UNIFORM LOAD(S)
0 ELASTIC SYSTEM 1 - Viário do Mercado de Kumasi
0 ELASTIC POISSONS
LAYER MODULUS RATIO THICKNESS
1 810000. .350 .050 M
2 1090000. .350 .060 M
3 250000. .350 .150 M
4 130000. .400 .150 M
5 70000. .450 SEMI-INFINITE
0 2 LOAD(S), EACH LOAD AS FOLLOWS
0 TOTAL LOAD..... 32.50KN
LOAD STRESS.... 662.00KN/M2
LOAD RADIUS.... .13M
0 LOCATED AT
LOAD X Y
1 .188 .000
2 -.188 .000
0 RESULTS REQUESTED FOR SYSTEM LOCATION(S)
0 DEPTH(S)
Z= .11 .42
X-Y POINT(S)
X= .00 .19
Y= .00 .00
1 ELSYM5 5/80 - 3A ELASTIC LAYERED SYSTEM WITH ONE TO TEN NORMAL IDENTICAL
0 Z= .11 LAYER NO 2
0 X= .00 .19
Y= .00 .00
0 NORMAL STRESSES
SXX -.1989E+03 .4067E+03
SYY .2623E+03 .4953E+03
SZZ -.1581E+03 -.3319E+03
0 SHEAR STRESSES
SXY .0000E+00 .0000E+00
SXZ .0000E+00 -.2804E+02
SYZ .0000E+00 .0000E+00
0 PRINCIPAL STRESSES
PS 1 .2623E+03 .4953E+03
PS 2 -.1581E+03 .4078E+03
PS 3 -.1989E+03 -.3330E+03
0 PRINCIPAL SHEAR STRESSES
PSS1 .2306E+03 .4141E+03
PSS2 .2102E+03 .4376E+02
PSS3 .2038E+02 .3704E+03
0 DISPLACEMENTS
UX .0000E+00 .1314E-04
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UY .0000E+00 .0000E+00
UZ .9005E-03 .9079E-03
0 NORMAL STRAINS
EXX -.2159E-03 .3207E-03
EYY .3553E-03 .4304E-03
EZZ -.1654E-03 -.5941E-03
0 SHEAR STRAINS
EXY .0000E+00 .0000E+00
EXZ .0000E+00 -.6946E-04
EYZ .0000E+00 .0000E+00
0 PRINCIPAL STRAINS
PE 1 .3553E-03 .4304E-
.4304E-03
PE 2 -.1654E-03 .3220E-03
PE 3 -.2159E-03 -.5954E-03
0 PRINCIPAL SHEAR STRAINS
PSE1 .5712E-03 .1026E-02
PSE2 .5207E-03 .1084E-03
PSE3 .5048E-04 .9174E-03
1 ELSYM5 5/80 - 3A ELASTIC LAYERED SYSTEM WITH ONE TO TEN NORMAL IDENTICAL
0 Z= .42 LAYER NO 5
0 X= .00 .19
Y= .00 .00
0 NORMAL STRESSES
SXX -.9105E+01 -.8890E+01
SYY -.2062E+01 -.1989E+01
SZZ -.6662E+02 -.6134E+02
0 SHEAR STRESSES
SXY .0000E+00 .0000E+00
SXZ .0000E+00 -.1071E+02
SYZ .0000E+00 .0000E+00
0 PRINCIPAL STRESSES
PS 1 -.2062E+01 -.1989E+01
PS 2 -.9105E+01 -.6787E+01
PS 3 -.6662E+02 -.6344E+02
0 PRINCIPAL SHEAR STRESSES
PSS1 .3228E+02 .3072E+02
PSS2 .3522E+01 .2399E+01
PSS3 .2876E+02 .2833E+02
0 DISPLACEMENTS
UX .0000E+00 .5704E-04
UY .0000E+00 .0000E+00
UZ .6829E-03 .6492E-03
0 NORMAL STRAINS
EXX .3114E-03 .2801E-03
EYY .4573E-03 .4230E-03
EZZ -.8799E-03 -.8063E-03
0 SHEAR STRAINS
EXY .0000E+00 .0000E+00
EXZ .0000E+00 -.4437E-03
EYZ .0000E+00 .0000E+00
0 PRINCIPAL STRAINS
PE 1 .4573E-03 .4230E-03
PE 2 .3114E-03 .3236E-03
PE 3 -.8799E-
.8799E-03 -.8498E-03
0 PRINCIPAL SHEAR STRAINS
PSE1 .1337E-02 .1273E-02
PSE2 .1459E-03 .9938E-04
PSE3 .1191E-02 .1173E-02
5.6 PAVEMENT IN SHOULDERS AND PARKING
Since shoulders generally have modest widths, it is envisaged that the decks of the
shoulders will have the same structure as the roadway.
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Similarly, parking spaces adjacent to the roadway shall have a structure identical to
that of the carriageway.
5.7 PAVEMENT IN SIDEWALKS AND DIRECTIONAL ISLANDS
The layers adopted for the structure of the sidewalks and islands are:
• Wear layer in concrete slab C20 / 25 with 0.10m thick and with welded mesh A500
Ø6mm and 150mmx150mm mesh;
• Sub-base layer in Selected Soils, composed of local soils of lateritic nature duly
treated to correspond to the characteristics required for the materials applied in this
type of layers, with 15cm of thickness.
5.8 TACK AND PRIME COATS
5.8.1 Tack coat
Between bituminous layers, a cationic bituminous emulsion type C60B3 is applied,

with a residual bitumen application rate of 0.7kg/m2.
5.8.2 Prime Coat
All layers in aggregate that are placed under bituminous layers a cationic bituminous
emulsion type C50BF4 will be applied, preceding the application of the layer in
bituminous mixture, with a rate of application of bitumen of 1.0kg/m2.
5.9 DEMOLISHED PAVEMENTS RECOVERED TO APPLY IN SIDEWALKS AND DIRECTIONAL ISLANDS SUB-
BASE
The amount of milled material will be applied to the pavement structure in sidewalks
and directional islands.
For the project under study it was considered that the sub-base layer, 0.25 m thick, of
the pavements of the sidewalks and directional islands could be executed in milled
bituminous mixtures of existing pavements, as long as these materials presented
adequate characteristics. If necessary, in the absence of milled material to be placed in
the sub-base layer, it will be replaced by the selected soils defined in the previous
chapter, with the same thickness.
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5.10 REUSE OF MILLED BITUMINOUS MATERIALS
Along the route, it is planned the milling of existing bituminous mixtures, at variable
depths, as a function of altimetric conditioning, cracking of the current pavement and
application of new pavement, resulting in a volume of materials that should be, as far
as possible, reusable in the site.
The milled materials can be reused in the sub-layer of the sidewalks and directional
islands, as part of the pavement structure, in the thickness of 0.25m.
6. STORMWATER DRAINAGE
The present chapter of the descriptive document refers to the description and
justification of the infrastructures destined to the drainage of rainwater of the
surrounding road network to the new market of Kumasi, ensuring their collection and
route to the exterior of the roads.
6.1 SOLUTION ADOPTED
One of the project's objectives is to provide the intervention area with a rainwater
drainage system that allows drainage of stormwater directly into the existing large-
scale galleries that make up the Nsuben Main Drain. They are composed of 2 concrete
galleries, buried and in which they discharge the effluents from existing drainage
systems. This infrastructure consists of 2 galleries deployed side by side, but with
different sections: gallery 1 - 1.45m x 1.10m and gallery 2 - 2.10 x 1.80m.
Rainwater will be collected and sent through a system of ditches, channels and
collectors to the discharge site in the 2 existing galleries.
In the drawn pieces the solution adopted is presented.
In the annex, the hydraulic calculations referring to the dimensioning of the collector
network are presented.
6.2 DIMENSIONING BASES
6.2.1 Return Period
The return period adopted was based on the importance of obtaining good drainage
conditions for the stability of the roads and for the safety in the movement of people
and vehicles.
A 25-year return period was therefore used, particularly suited to urban basins.
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6.2.2 Time of concentration
Considering the type of basins served, and based on studies conducted for other
similar basins, 10 minute concentration times were adopted.
6.2.3 Precipitation Intensity
Kumasi has a humid and dry tropical climate, with the dry season from November to
February, and the rainy season between May and September. There is no cold season.
The following table shows a precipitation characterization, based on the monthly
averages over a period of 30 years (1961-1990).
AVERAGE FULL
AVERAGE OF
Months PRECIPITATION
RAIN DAYS
(mm)
January 15.1 2
February 66.3 5
March 137.0 9
April 129.3 10
May 174.4 14
June 214.3 17
July 157.5 14
August 89.9 12
September 165.2 17
October 153.3 17
November 74.3 8
December 25.8 3
For the present study, the Intensity-Duration-Frequency curves developed by J.B.

Danquah for the Ghana Meteorological Department were used. These curves were
developed in 1972, based on the precipitation data available to date.
The Maximum Precipitation Intensities (mm / h) for various return periods are shown
in the following table.
5 years 10 years 15 years 25 years 50 years 100 years

12 min. 137.2 153.7 163.8 176.5 191.8 208.3
24 min. 118.1 127.0 143.5 154.9 170.2 185.4
60 min. 77.2 83.8 94.2 101.9 112.0 122.2
2 hrs. 45.7 53.3 60.2 64.8 73.7 81.0
6 hrs. 19.3 22.9 24.9 27.4 30.7 34.3
12 hrs. 10.4 12.4 13.7 15.2 17.3 18.0
24 hrs. 5.3 6.4 7.1 7.9 8.9 9.7
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6.3 SIZING FLOWS
A return period of 25 years and a concentration time of 12 minutes will correspond to

a maximum precipitation intensity of 176.5 mm / h (or 3.0 l / min / m2).
In the evaluation of the flow rates, the Rational Method was used, which is translated
into the following expression:
Q = 2.8 x C x I x A
Q - peak discharge (l/s)
C - runoff coefficient
I - precipitation intensity (mm/h)
A - drained area (ha)
The total area to be drained will be around 4.4ha, admitting a coefficient of affluence
of 0.90 in the waterproofed areas, such as sidewalks and streets.
6.4 SIZING CRITERIA
The following design criteria were adopted, based on currently accepted international
standards, namely:
• Minimum diameter equal to 300mm in concrete shackles in rain collector;
• In the rain collector the flow can be carried out, if necessary, to the full
section;
• Minimum slope of 0.5% in collectors;
• Minimum recoating height, without protection of the piping, of 1.0m in the

rain collectors;
• Concrete wrapping of the collectors when the recoating is less than 1.0m and if
they are located under a track with a motorway;
• Maximum distance between 60m visit chambers;
• Sink lines with minimum inclination of 1.0% and minimum diameter of 200mm
in concrete shackles.
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6.5 DIMENSIONING TABLES
MANHOLES (C.V)
Q. Ext. Acm. Q. Pluv. Q. Calc.

C. V. Coordinate X Coordinate Y Ground level Depth
(l/s) (l/s) (l/s)
UD-0.1 205 016.49 224 491.93 306.60 0.57 438.00 0.00 438.00
UD-0.2 205 044.12 224 473.98 305.60 0.62 438.00 24.48 462.48
UD-0.3 205 069.53 224 452.17 304.51 0.72 438.00 81.17 519.17
UD-0.6 205 084.74 224 481.62 304.24 1.36 438.00 96.32 534.32
BD1 205 089.67 224 491.11 304.16 1.24 438.00 96.37 534.37
UD-0.7 205 091.47 224 491.39 304.14 1.20 438.00 383.55 821.55
UD-0.8 205 121.64 224 488.23 303.26 0.73 438.00 393.41 831.41
BD 205 127.95 224 487.18 302.84 0.80 438.00 448.49 886.49
UD-0.9 205 151.59 224 487.32 301.06 1.31 438.00 467.72 905.72
UD-0.10 205 180.49 224 494.76 299.22 1.09 438.00 488.25 926.25
UD-0.11 205 208.59 224 505.75 297.64 0.83 438.00 507.44 945.44
UD-0.12 205 233.14 224 524.12 296.20 0.68 438.00 527.71 965.71
MT-0.1 205 243.14 224 535.37 295.81 1.05 438.00 556.14 994.14
BD-0.1 205 254.25 224 543.42 295.43 1.73 438.00 556.14 994.14
UD-0.4 205 087.25 224 432.62 304.97 0.57 0.00 23.79 23.79
BD 205 071.92 224 450.39 304.66 0.62 0.00 46.71 46.71
MANHOLES (C.V)

(l/s) (l/s) (l/s)
UD-0.5 205 080.29 224 455.40 305.46 0.31 0.00 22.88 22.88
IT-0.1 205 115.01 224 469.11 304.25 0.31 0.00 30.78 30.78
UD.0.13 205 125.42 224 481.18 303.51 0.34 0.00 55.04 55.04
UD-1.1 205 259.77 224 690.71 304.12 0.36 0.00 41.50 41.50
UD-1.2 205 275.17 224 661.74 303.29 0.39 0.00 61.47 61.47
BD 205 276.66 224 646.45 302.13 0.39 0.00 87.34 87.34
BD 205 275.84 224 632.26 301.54 0.39 0.00 107.04 107.04
UD-1.3 205 274.31 224 621.68 301.03 0.39 0.00 124.19 124.19
BD 205 273.11 224 611.04 300.44 0.39 0.00 141.68 141.68
UD-1.4 205 267.25 224 588.08 299.01 0.39 0.00 163.26 163.26
MT-1.1 205 255.61 224 556.20 294.99 2.57 0.00 189.04 189.04
BD2 205 248.75 224 559.31 293.97 0.36 0.00 189.04 189.04
UD-1.5 205 285.27 224 645.87 302.34 0.25 0.00 25.83 25.83
IT-1.1 205 297.37 224 630.67 301.82 0.25 0.00 19.66 19.66
UD-1.6 205 279.34 224 609.78 300.69 0.25 0.00 17.45 17.45
UD-2.1 205 303.98 224 606.53 300.82 0.25 0.00 6.42 6.42
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BD 205 299.53 224 594.31 299.97 0.28 0.00 29.08 29.08

UD-2.2 205 289.30 224 567.40 298.39 0.28 0.00 51.35 51.35
UD-2.3 205 276.81 224 518.49 296.37 0.28 0.00 79.26 79.26
BD-2.1 205 275.48 224 517.44 296.22 0.28 0.00 79.26 79.26
UD-2.4 205 295.02 224 598.90 300.14 0.25 0.00 22.62 22.62
UD-3.1 205 137.58 224 429.83 305.15 0.25 0.00 25.65 25.65
UD-3.2 205 140.65 224 460.98 303.02 0.28 0.00 89.03 89.03
UD-3.3 205 170.23 224 465.39 300.70 0.72 0.00 108.26 108.26
UD-3.4 205 199.70 224 471.53 297.20 2.54 0.00 127.40 127.40
UD-3.5 205 227.08 224 484.14 295.75 2.39 0.00 148.37 148.37
UD-3.6 205 256.06 224 476.83 293.79 2.55 0.00 174.67 174.67
BD-3.1 205 283.23 224 501.70 290.45 5.63 0.00 174.67 174.67
UD-3.7 205 136.73 224 464.63 303.15 0.25 0.00 43.76 43.76
UD-3.8 205 257.10 224 510.44 296.90 0.25 0.00 13.41 13.41
UD-3.9 205 261.98 224 515.85 296.58 0.28 0.00 20.18 20.18
BD-3.2 205 269.49 224 521.49 296.49 0.28 0.00 20.18 20.18
UD-4.1 205 269.61 224 721.41 304.50 0.36 0.00 55.78 55.78
UD-4.2 205 292.86 224 688.61 303.87 0.39 0.00 78.87 78.87
UD-4.3 205 313.65 224 658.51 303.20 0.39 0.00 99.01 99.01
UD-4.4 205 338.86 224 627.38 302.30 0.39 0.00 121.98 121.98
UD-4.5 205 361.97 224 597.84 301.67 0.54 0.00 142.33 142.33
MANHOLES (C.V)

(l/s) (l/s) (l/s)
UD-4.6 205 388.49 224 568.48 300.77 0.65 0.00 195.25 195.25
UD-4.7 205 399.15 224 558.00 300.13 1.19 0.00 217.13 217.13
UD-4.8 205 402.84 224 545.95 299.46 1.60 0.00 227.50 227.50
UD-4.9 205 425.78 224 515.97 297.26 3.06 0.00 242.78 242.78
UD-4.10 205 448.64 224 485.95 294.76 4.79 0.00 259.28 259.28
UD-4.11 205 467.93 224 460.45 292.34 6.45 0.00 273.04 273.04
UD-4.12 205 486.48 224 435.42 289.63 8.43 0.00 289.53 289.53
UD-4.13 205 520.69 224 389.96 288.47 8.16 0.00 317.62 317.62
UD-4.14 205 537.41 224 358.85 287.61 7.99 0.00 338.32 338.32
UD-4.15 205 555.68 224 334.02 286.75 7.64 0.00 354.38 354.38
MT-4.1 205 583.60 224 320.90 285.71 7.73 1 188.00 400.92 1 588.92
MT-4.2 205 575.76 224 277.53 284.35 9.06 1 188.00 400.96 1 588.96
MT-4.3 205 558.40 224 276.32 282.90 10.42 1 188.00 799.14 1 987.14
BD-4.1 205 550.70 224 267.27 282.62 10.82 1 188.00 799.14 1 987.14
UD-4.16 205 621.55 224 340.72 294.74 1.12 1 188.00 0.04 1 188.04
UD-4.17 205 605.29 224 326.69 293.73 0.76 1 188.00 11.68 1 199.68
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UD-5.1 205 347.74 224 586.88 301.97 0.25 0.00 16.80 16.80
UD-5.2 205 368.14 224 560.89 301.44 0.28 0.00 30.04 30.04
UD-5.3 205 390.19 224 536.28 300.79 0.28 0.00 43.93 43.93
UD-5.4 205 413.33 224 506.08 300.03 0.28 0.00 57.08 57.08
UD-5.5 205 435.93 224 476.41 298.84 0.72 0.00 72.01 72.01
UD-5.6 205 455.15 224 450.91 297.22 1.57 0.00 82.95 82.95
UD-5.7 205 474.22 224 425.95 295.11 2.80 0.00 95.58 95.58
UD-5.8 205 505.10 224 380.09 290.17 6.51 0.00 115.20 115.20
UD-5.9 205 521.60 224 348.58 285.50 9.93 0.00 128.88 128.88
BD 205 520.54 224 341.73 285.11 10.13 0.00 128.92 128.92
UD-5.10 205 532.69 224 329.20 284.78 9.93 0.00 141.21 141.21
UD-5.11 205 535.64 224 322.36 284.62 9.78 0.00 144.68 144.68
UD-5.12 205 564.02 224 296.10 283.71 9.79 0.00 174.50 174.50
UD-6.1 205 634.00 224 328.61 295.61 0.25 0.00 49.14 49.14
UD-6.2 205 613.48 224 311.45 294.35 0.28 0.00 60.81 60.81
UD-6.3 205 588.87 224 292.30 293.22 0.45 0.00 81.74 81.74
UD-6.4 205 591.10 224 257.01 290.91 1.95 0.00 107.04 107.04
UD-6.5 205 606.92 224 242.28 287.75 4.39 512.00 150.71 662.71
UD-6.6 205 601.87 224 226.16 287.20 4.94 512.00 169.64 681.64
CM5 205 609.06 224 215.73 286.77 4.46 512.00 169.64 681.64
UD-6.7 205 650.71 224 199.46 292.03 0.46 512.00 0.04 512.04
MANHOLES (C.V)

(l/s) (l/s) (l/s)
UD-6.8 205 643.78 224 214.43 290.98 1.39 512.00 16.89 528.89
UD-6.9 205 630.38 224 207.90 292.13 0.25 0.00 15.19 15.19
CM6 205 626.80 224 199.66 292.09 0.56 0.00 15.19 15.19
UD-7.1 205 192.41 224 383.51 305.18 0.25 0.00 19.66 19.66
UD-7.2 205 214.17 224 364.84 304.97 0.28 0.00 38.55 38.55
UD-7.3 205 241.47 224 338.26 304.42 0.57 0.00 55.48 55.48
UD-7.4 205 271.39 224 311.36 303.21 1.17 0.00 70.28 70.28
UD-7.5 205 302.61 224 283.52 301.19 1.30 0.00 85.95 85.95
UD-7.6 205 332.96 224 263.72 298.57 1.87 0.00 100.71 100.71
UD-7.7 205 361.64 224 253.86 295.56 3.34 0.00 111.60 111.60
UD-7.8 205 391.22 224 248.32 291.84 5.42 0.00 122.45 122.45
UD-7.9 205 450.82 224 242.24 289.17 5.88 0.00 146.24 146.24
UD-7.10 205 491.20 224 239.14 286.60 7.56 0.00 162.39 162.39
UD-7.11 205 524.62 224 245.12 283.73 9.82 0.00 187.39 187.39
UD-8.1 205 091.69 224 426.80 305.35 0.25 0.00 33.55 33.55
UD-8.2 205 108.64 224 418.34 305.11 0.28 0.00 74.84 74.84
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UD-8.3 205 177.71 224 366.25 300.37 5.14 0.00 91.16 91.16
UD-8.4 205 202.11 224 348.30 297.86 7.48 0.00 105.70 105.70
UD-8.5 205 224.73 224 329.63 296.89 8.17 0.00 117.72 117.72
UD-8.6 205 230.48 224 304.69 295.48 9.44 1 069.00 138.82 1 207.82
BD 205 245.12 224 305.14 294.89 10.43 1 069.00 138.86 1 207.86
UD-8.7 205 260.88 224 299.53 294.20 10.17 1 069.00 156.66 1 225.66
BD 205 265.60 224 292.33 293.74 10.38 1 598.00 156.75 1 754.75
UD-8.8 205 292.09 224 271.43 292.47 10.01 1 598.00 178.19 1 776.19
BD 205 311.63 224 253.90 291.35 9.73 2 242.00 178.28 2 420.28
UD-8.9 205 313.60 224 251.94 291.26 9.72 2 242.00 193.69 2 435.69
UD-8.10 205 325.98 224 249.36 290.80 9.62 2 242.00 203.02 2 445.02
BD 205 347.28 224 240.85 289.88 9.55 2 886.00 203.11 3 089.11
UD-8.11 205 364.27 224 236.85 289.35 9.17 2 886.00 218.82 3 104.82
UD-8.12 205 403.88 224 230.54 288.10 8.59 2 886.00 235.75 3 121.75
UD-8.13 205 442.37 224 220.92 286.76 7.54 3 530.00 256.67 3 786.67
MT-8.1 205 448.02 224 224.82 286.58 8.35 3 530.00 256.71 3 786.71
MT-8.2 205 507.83 224 229.50 285.01 9.02 3 530.00 256.76 3 786.76
MT-8.3 205 557.63 224 224.97 283.50 9.62 4 174.00 415.50 4 589.50
MT-8.4 205 585.39 224 228.59 283.09 9.48 4 174.00 460.12 4 634.12
BD-8.1 205 586.38 224 230.46 283.06 9.32 4 174.00 460.12 4 634.12
UD-8.13 205 114.31 224 425.92 305.21 0.25 0.00 7.29 7.29
MANHOLES (C.V)

(l/s) (l/s) (l/s)
IT-8.1 205 263.60 224 291.83 302.07 0.46 529.00 0.04 529.04
IT-8.2 205 309.92 224 252.92 300.56 0.57 644.00 0.04 644.04
IT-8.3 205 346.62 224 239.04 298.91 0.57 644.00 0.04 644.04
UD-9.1 205 454.44 224 212.79 294.46 0.57 644.00 0.04 644.04
UD-9.2 205 483.52 224 222.40 293.52 0.74 644.00 18.45 662.45
UD-9.3 205 519.12 224 220.10 292.37 1.35 644.00 35.38 679.38
UD-9.4 205 547.47 224 200.01 291.18 1.85 644.00 93.59 737.59
UD-9.5 205 547.83 224 214.85 290.59 2.79 644.00 158.70 802.70
UD-9.6 205 552.19 224 173.16 292.97 0.25 0.00 31.38 31.38
UD-10.1 205 566.26 224 188.08 292.95 0.25 0.00 13.28 13.28
UD-10.2 205 571.99 224 217.66 292.52 0.28 0.00 34.38 34.38
SECTIONS
CV Ini. CV Fim Q.(l/s) Diam. Calc Inc.(%) Speed (m/s) Height L.L.(mm) Tension Arr. (Pa)
UD-0.1 UD-0.2 438.00 500.00 3.02 3.51 303.62 45.50
UD-0.2 UD-0.3 462.48 500.00 2.96 3.52 317.30 45.42
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UD-0.3 UD-0.6 519.17 600.00 0.80 2.16 476.13 15.73

UD-0.6 BD1 534.32 600.00 0.80 2.16 490.64 15.74
BD1 UD-0.7 534.37 600.00 0.80 2.15 491.80 15.68
UD-0.7 UD-0.8 821.55 600.00 2.92 4.02 407.29 55.27
UD-0.8 BD 831.41 600.00 5.04 5.00 341.38 87.95
BD UD-0.9 886.49 600.00 4.86 5.00 360.00 87.14
UD-0.9 UD-0.10 905.72 600.00 4.78 5.00 367.15 86.53
UD-0.10 UD-0.11 926.25 600.00 4.72 5.00 374.19 86.27
UD-0.11 UD-0.12 945.44 600.00 4.69 5.00 380.20 86.39
UD-0.12 MT-0.1 965.71 600.00 2.60 3.89 491.80 51.19
MT-0.1 BD-0.1 994.14 600.00 2.76 4.01 491.80 54.25
UD-0.4 BD 23.79 500.00 1.32 1.16 80.49 7.05
BD UD-0.3 46.71 500.00 1.68 1.54 105.74 11.44
UD-0.5 BD 22.88 250.00 5.38 2.04 69.76 23.31
IT-0.1 UD.0.13 30.78 250.00 4.67 2.11 84.39 23.66
UD.0.13 BD 55.04 250.00 3.22 2.15 129.20 22.17
UD-1.1 UD-1.2 41.50 300.00 2.51 1.81 108.07 16.09
UD-1.2 BD 61.47 300.00 7.55 3.00 99.46 45.13
BD BD 87.34 300.00 4.15 2.65 141.93 32.34
SECTIONS
BD UD-1.3 107.04 300.00 4.77 2.94 153.47 39.10
UD-1.3 BD 124.19 300.00 5.51 3.22 160.73 46.41
BD UD-1.4 141.68 300.00 6.03 3.44 169.54 52.39
UD-1.4 MT-1.1 163.26 300.00 5.42 3.40 192.70 50.20
MT-1.1 BD2 189.04 300.00 13.48 5.00 158.10 111.59
UD-1.5 BD 25.83 200.00 1.16 1.20 129.29 7.18
IT-1.1 BD 19.66 200.00 0.79 0.98 122.47 4.76
UD-1.6 BD 17.45 200.00 2.21 1.40 83.90 10.54
UD-2.1 BD 6.42 200.00 6.53 1.55 37.92 16.16
BD UD-2.2 29.08 200.00 5.49 2.23 86.50 26.79
UD-2.2 UD-2.3 51.35 200.00 4.00 2.26 135.66 25.26
UD-2.3 BD-2.1 79.26 200.00 8.84 3.39 139.55 56.18
UD-2.4 BD 22.62 200.00 2.64 1.60 92.29 13.49
UD-3.1 UD-3.2 25.65 200.00 6.80 2.34 76.14 30.20
UD-3.2 UD-3.3 89.03 200.00 7.75 3.23 163.93 50.70
UD-3.3 UD-3.4 108.26 200.00 11.46 3.93 163.93 74.70
UD-3.4 UD-3.5 127.40 250.00 4.83 2.96 204.92 39.55
UD-3.5 UD-3.6 148.37 250.00 6.55 3.45 204.92 53.58
UD-3.6 BD-3.1 174.67 250.00 9.08 4.06 204.92 74.12
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UD-3.7 UD-3.2 43.76 200.00 2.43 1.79 145.34 15.68

UD-3.8 UD-3.9 13.41 200.00 4.39 1.67 60.67 16.33
UD-3.9 BD-3.2 20.18 200.00 0.96 1.06 116.85 5.66
UD-4.1 UD-4.2 55.78 300.00 1.55 1.64 145.47 12.32
UD-4.2 UD-4.3 78.87 300.00 1.83 1.90 170.65 15.99
UD-4.3 UD-4.4 99.01 300.00 2.25 2.16 185.07 20.44
UD-4.4 UD-4.5 121.98 300.00 1.67 1.97 245.90 16.47
UD-4.5 UD-4.6 142.33 300.00 2.28 2.30 245.90 22.42
UD-4.6 UD-4.7 195.25 300.00 4.29 3.15 245.90 42.16
UD-4.7 UD-4.8 217.13 300.00 5.30 3.50 245.90 52.11
UD-4.8 UD-4.9 227.50 300.00 5.82 3.67 245.90 57.20
UD-4.9 UD-4.10 242.78 300.00 6.63 3.92 245.90 65.10
UD-4.10 UD-4.11 259.28 300.00 7.56 4.18 245.90 74.20
UD-4.11 UD-4.12 273.04 300.00 8.39 4.40 245.90 82.23
UD-4.12 UD-4.13 289.53 400.00 2.03 2.63 327.87 26.67
UD-4.13 UD-4.14 317.62 400.00 2.45 2.88 327.87 32.09
UD-4.14 UD-4.15 338.32 400.00 2.78 3.07 327.87 36.41
UD-4.15 MT-4.1 354.38 400.00 3.05 3.21 327.87 39.95
MT-4.1 MT-4.2 1 588.92 700.00 3.10 4.71 573.76 71.05
SECTIONS
MT-4.2 MT-4.3 1 588.96 700.00 3.10 4.71 573.76 71.05
MT-4.3 BD-4.1 1 987.14 800.00 2.38 4.51 655.73 62.32
UD-4.16 UD-4.17 1 188.04 600.00 4.29 5.00 470.46 84.27
UD-4.17 MT-4.1 1 199.68 600.00 4.29 5.00 475.20 84.25
UD-5.1 UD-5.2 16.80 200.00 1.60 1.23 89.78 8.05
UD-5.2 UD-5.3 30.04 200.00 1.97 1.53 119.76 11.76
UD-5.3 UD-5.4 43.93 200.00 2.00 1.64 159.07 13.10
UD-5.4 UD-5.5 57.08 200.00 3.19 2.07 163.93 20.89
UD-5.5 UD-5.6 72.01 200.00 5.07 2.61 163.93 33.23
UD-5.6 UD-5.7 82.95 200.00 6.73 3.01 163.93 44.04
UD-5.7 UD-5.8 95.58 200.00 8.93 3.47 163.93 58.38
UD-5.8 UD-5.9 115.20 200.00 12.98 4.18 163.93 84.43
UD-5.9 BD 128.88 250.00 4.94 2.99 204.92 40.47
BD UD-5.10 128.92 300.00 1.87 2.08 245.90 18.40
UD-5.10 UD-5.11 141.21 300.00 2.24 2.28 245.90 22.07
UD-5.11 UD-5.12 144.68 300.00 2.35 2.33 245.90 23.16
UD-5.12 MT-4.3 174.50 300.00 3.43 2.81 245.90 33.69
UD-6.1 UD-6.2 49.14 200.00 4.71 2.40 124.25 28.64
UD-6.2 UD-6.3 60.81 200.00 3.62 2.21 163.93 23.71
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UD-6.3 UD-6.4 81.74 200.00 6.53 2.97 163.93 42.77

UD-6.4 UD-6.5 107.04 200.00 11.20 3.88 163.93 73.05
UD-6.5 UD-6.6 662.71 500.00 3.24 3.85 409.83 53.11
UD-6.6 CM5 681.64 500.00 3.43 3.96 409.83 56.19
UD-6.7 UD-6.8 512.04 400.00 6.36 4.64 327.87 83.27
UD-6.8 UD-6.5 528.89 400.00 6.78 4.80 327.87 88.81
UD-6.9 CM6 15.19 200.00 0.50 0.77 120.01 2.99
UD-7.1 UD-7.2 19.66 200.00 0.73 0.95 125.48 4.48
UD-7.2 UD-7.3 38.55 200.00 1.45 1.40 163.93 9.53
UD-7.3 UD-7.4 55.48 200.00 3.01 2.01 163.93 19.73
UD-7.4 UD-7.5 70.28 200.00 4.83 2.55 163.93 31.65
UD-7.5 UD-7.6 85.95 200.00 7.22 3.12 163.93 47.26
UD-7.6 UD-7.7 100.71 200.00 9.92 3.65 163.93 64.74
UD-7.7 UD-7.8 111.60 200.00 12.18 4.05 163.93 79.31
UD-7.8 UD-7.9 122.45 250.00 4.46 2.84 204.92 36.54
UD-7.9 UD-7.10 146.24 250.00 6.36 3.40 204.92 52.06
UD-7.10 UD-7.11 162.39 250.00 7.84 3.77 204.92 64.13
UD-7.11 MT-4.3 187.39 400.00 0.85 1.70 327.87 11.17
UD-8.1 UD-8.2 33.55 200.00 1.27 1.30 152.96 8.27
SECTIONS
UD-8.2 UD-8.3 74.84 200.00 5.48 2.72 163.93 35.87

UD-8.3 UD-8.4 91.16 200.00 8.13 3.31 163.93 53.13
UD-8.4 UD-8.5 105.70 250.00 3.32 2.45 204.92 27.24
UD-8.5 UD-8.6 117.72 250.00 4.12 2.73 204.92 33.78
UD-8.6 BD 1 207.82 600.00 4.07 4.87 491.80 80.04
BD UD-8.7 1 207.86 600.00 4.07 4.87 491.80 80.05
UD-8.7 BD 1 225.66 600.00 4.19 4.94 491.80 82.42
BD UD-8.8 1 754.75 700.00 3.78 5.20 573.76 86.63
UD-8.8 BD 1 776.19 700.00 3.87 5.26 573.76 88.76
BD UD-8.9 2 420.28 800.00 3.52 5.49 655.73 92.41
UD-8.9 UD-8.10 2 435.69 800.00 3.57 5.52 655.73 93.59
UD-8.10 BD 2 445.02 800.00 3.60 5.54 655.73 94.31
BD UD-8.11 3 089.11 900.00 3.06 5.54 737.70 90.38
UD-8.11 UD-8.12 3 104.82 900.00 3.09 5.56 737.70 91.30
UD-8.12 UD-8.13 3 121.75 900.00 3.13 5.59 737.70 92.30
UD-8.13 MT-8.1 3 786.67 1 000.00 2.62 5.50 819.66 86.04
MT-8.1 MT-8.2 3 786.71 1 000.00 2.62 5.50 819.66 86.04
MT-8.2 MT-8.3 3 786.76 1 000.00 2.62 5.50 819.66 86.04
MT-8.3 MT-8.4 4 589.50 1 200.00 1.46 4.63 983.60 57.37
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MT-8.4 BD-8.1 4 634.12 1 200.00 1.49 4.67 983.60 58.49

UD-8.13 UD-8.2 7.29 200.00 1.06 0.84 64.02 4.11
IT-8.1 BD 529.04 400.00 6.79 4.80 327.87 88.86
IT-8.2 BD 644.04 500.00 5.08 4.67 330.90 79.44
IT-8.3 BD 644.04 500.00 5.19 4.71 328.37 80.92
UD-9.1 UD-9.2 644.04 500.00 3.06 3.74 409.83 50.17
UD-9.2 UD-9.3 662.45 500.00 3.24 3.85 409.83 53.07
UD-9.3 UD-9.4 679.38 500.00 3.41 3.94 409.83 55.82
UD-9.4 UD-9.5 737.59 500.00 4.01 4.28 409.83 65.78
UD-9.5 MT-8.3 802.70 500.00 4.75 4.66 409.83 77.88
UD-9.6 UD-9.4 31.38 200.00 0.96 1.14 163.93 6.32
UD-10.1 UD-10.2 13.28 200.00 1.43 1.11 81.38 6.68
UD-10.2 MT-8.4 34.38 200.00 1.33 1.33 152.95 8.68
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7. SIGNALING
The Signaling and Safety Equipment refers to a set of measures to be implemented in

the accesses under study, measures that include Horizontal Signaling and Vertical Code
Signaling.
7.1 HORIZONTAL SIGNALING
For the horizontal signaling (marks on the pavement), continuous and dashed
longitudinal marks were used, with widths of 0.10m, 0.12m, 0.20m and 0.30m, as well
as several other marks on the pavement such as pedestrian crossings, priority
assignment triangles And oblique streaks.
All road markings are white, except for the double solid line and the solid line (Guide)
which are yellow in color.
The materials to be applied are of the thermoplastic type, applied manually to the
transverse marks and "other marks", and mechanically by the "spray" process with
respect to longitudinal marks.
Pedestrian crosswalks are raised and designed according to the "Traffic Calming
Measures - Design Guideline - Ministry of Transportation - Ghana Highway Authority -
Road Safety and Environment Division".
7.2 VERTICAL SIGNALING
For vertical code signaling, the size of 0.60m for the diameter and for the width of the
circular signs and 0.90m for the octagonal ones was chosen. The placement of these
signs complied with the current implementation criteria, in particular the signaling
standards mentioned in section 2 of this document.
In the drawn pieces were indicated the places where the Code signs should be placed.
The vertical Code signaling should be placed 2.10m high, in view of the presence of
pedestrians, taking into account the urban surroundings.
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DESIGN REPORT
8. CALCULATIONS AND QUANTITIES
The calculations as well as the map of measurements are attached to this design
report.
Lisbon, November 18, 2016
Ana Paula Ferreira Hugo Domingos
(Project Manager) (Civil Engineer)
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ANNEXES
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DESIGN REPORT
ANNEX I – HORIZONTAL ALIGNMENT
37
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DESIGN REPORT
Roundabout 1
Afia Kobi Ampem Avenue
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DESIGN REPORT
Osei-Tutu I Avenue
Okomfo –Anokye Road 2
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ROAD NETWORK
DESIGN REPORT
Mampong Road 1
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ROAD NETWORK
DESIGN REPORT
Antoa Road
Roundabout 2
Roundabout 3
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DESIGN REPORT
Kejetia Road
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DESIGN REPORT
Mampong Road 2
Aux 1-1
Aux 1-2
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DESIGN REPORT
Acess 1
Acess 2
Aux 2-1
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DESIGN REPORT
Aux 2-2
Aux 2-3
Aux 3-1
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DESIGN REPORT
Aux 3-2
46
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DESIGN REPORT
ANNEX II – VERTICAL ALIGNMENT
47
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DESIGN REPORT
Roundabout 1
48
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ROAD NETWORK
DESIGN REPORT
Osei-Tutu I Avenue
49
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ROAD NETWORK
DESIGN REPORT
Mampong Road 1
50
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ROAD NETWORK
DESIGN REPORT
Antoa Road
Roundabout 2
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DESIGN REPORT
Roundabout 3
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DESIGN REPORT
Kejetia Road
Mampong Road 2
Acess 1
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DESIGN REPORT
Acess 2
54
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DESIGN REPORT
ANNEX III – MAIN POINTS
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Roundabout 1
PK E N Cota Rasante Declive

0.00 205589.682 224240.237 292.488 1.60%
25.00 205585.560 224263.740 292.888 1.60%
49.14 205563.946 224271.940 293.274 1.60%
50.00 205563.100 224271.800 293.287 1.56%
65.04 205550.111 224264.731 293.465 0.81%
75.00 205543.278 224257.482 293.520 0.31%
79.04 205540.508 224254.544 293.529 0.11%
100.00 205534.390 224235.200 293.441 -0.94%
115.14 205540.917 224221.819 293.241 -1.70%
125.00 205549.044 224216.368 293.073 -1.70%
150.00 205572.662 224219.772 292.648 -1.70%
153.46 205575.206 224222.105 292.590 -1.70%
159.63 205579.443 224226.599 292.485 -1.70%
167.26 205584.676 224232.150 292.413 -0.17%
175.00 205588.982 224238.540 292.459 1.37%
176.13 205589.429 224239.580 292.476 1.60%
176.84 205589.682 224240.237 292.488 1.60%

0.00 205589.682 224240.237 292.488 -2.00%
4.94 205594.317 224238.531 292.389 -2.00%
18.03 205606.599 224234.011 292.299 0.62%
19.44 205607.931 224233.542 292.309 0.90%
21.87 205610.254 224232.823 292.331 0.90%
23.75 205612.062 224232.311 292.348 0.90%
24.53 205612.811 224232.099 292.355 0.85%
25.00 205613.264 224231.968 292.359 0.82%
44.75 205629.846 224221.677 292.390 -0.50%
50.00 205633.135 224217.589 292.364 -0.50%
52.15 205634.310 224215.786 292.353 -0.50%
56.57 205636.384 224211.884 292.341 -0.06%
69.15 205641.615 224200.446 292.413 1.20%
75.00 205644.047 224195.127 292.483 1.20%
75.19 205644.126 224194.954 292.485 1.20%
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Osei Tutu I Avenue

0.00 205557.786 224214.504 292.921 -2.00%
1.00 205557.786 224213.504 292.901 -2.00%
18.91 205557.782 224195.594 293.116 1.20%
21.44 205557.941 224193.072 293.146 1.20%
25.00 205558.390 224189.539 293.189 1.20%
46.23 205561.063 224168.476 293.444 1.20%
49.86 205561.520 224164.874 293.481 0.84%
50.00 205561.537 224164.737 293.482 0.82%
64.23 205564.350 224150.799 293.498 -0.60%
71.92 205566.690 224143.475 293.452 -0.60%
75.00 205567.739 224140.582 293.433 -0.60%
92.14 205573.582 224124.472 293.330 -0.60%
Okomfo-AnokNe Road 2

0.00 205112.348 224440.164 305.334 0.50%
7.75 205116.624 224433.707 305.373 0.50%
25.00 205127.622 224420.455 305.459 0.50%
26.51 205128.712 224419.417 305.467 0.50%
30.72 205131.870 224416.620 305.487 0.45%
50.00 205146.629 224404.221 305.550 0.21%
75.00 205165.772 224388.141 305.562 -0.11%
100.00 205184.914 224372.061 305.497 -0.42%
108.31 205191.280 224366.713 305.458 -0.52%
122.38 205202.361 224358.051 305.372 -0.70%
125.00 205204.479 224356.512 305.353 -0.73%
146.51 205221.877 224343.871 305.167 -1.00%
149.56 205224.350 224342.074 305.136 -1.00%
150.00 205224.704 224341.816 305.132 -1.00%
159.71 205232.239 224335.707 305.035 -1.00%
175.00 205243.639 224325.509 304.882 -1.00%
185.57 205251.517 224318.463 304.776 -1.00%
200.00 205262.272 224308.842 304.528 -2.44%
225.00 205280.906 224292.174 303.605 -4.94%
226.54 205282.055 224291.147 303.527 -5.10%
244.46 205295.411 224279.199 302.614 -5.10%
250.00 205299.609 224275.588 302.332 -5.10%
275.00 205320.173 224261.427 301.057 -5.10%
300.00 205342.894 224251.077 299.783 -5.10%
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314.34 205356.632 224246.988 299.052 -5.10%

325.00 205367.024 224244.609 298.509 -5.10%
339.92 205381.665 224241.765 297.748 -5.10%
350.00 205391.621 224240.165 297.251 -4.76%
364.48 205405.986 224238.324 296.597 -4.28%
375.00 205416.441 224237.183 296.165 -3.93%
400.00 205441.293 224234.472 295.287 -3.09%
414.87 205456.075 224232.859 294.864 -2.60%
423.92 205465.091 224232.082 294.643 -2.30%
425.00 205466.169 224232.013 294.618 -2.26%
444.66 205485.789 224230.768 294.238 -1.61%
450.00 205491.119 224230.429 294.152 -1.61%
459.30 205500.396 224229.840 294.003 -1.61%
475.00 205515.967 224231.302 293.751 -1.61%
475.28 205516.240 224231.373 293.746 -1.61%
493.79 205534.142 224236.065 293.449 -1.61%
Mampong Road 1

0.00 205574.623 224271.064 293.101 -2.00%
0.17 205574.648 224271.233 293.098 -2.00%
23.49 205578.106 224294.293 293.681 2.50%
25.00 205578.273 224295.795 293.718 2.50%
27.99 205578.269 224298.777 293.793 2.50%
43.43 205571.556 224312.258 294.030 0.57%
47.42 205568.318 224314.584 294.053 0.57%
50.00 205566.082 224315.874 294.067 0.57%
50.62 205565.549 224316.181 294.071 0.57%
54.22 205562.496 224318.091 294.091 0.57%
59.63 205558.188 224321.361 294.143 1.34%
65.33 205553.838 224325.050 294.243 2.16%
71.78 205549.056 224329.378 294.412 3.08%
75.00 205546.742 224331.613 294.518 3.54%
76.83 205545.428 224332.883 294.585 3.80%
77.67 205544.820 224333.470 294.618 3.80%
100.00 205531.378 224351.188 295.466 3.80%
101.38 205530.731 224352.412 295.519 3.80%
104.64 205529.302 224355.341 295.641 3.69%
105.59 205528.908 224356.198 295.675 3.66%
111.77 205525.984 224361.638 295.895 3.45%
125.00 205519.010 224372.884 296.323 3.01%
143.38 205509.322 224388.509 296.821 2.40%
58
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ROAD NETWORK
DESIGN REPORT
150.00 205505.836 224394.131 296.979 2.40%

152.83 205504.347 224396.533 297.047 2.40%
159.55 205501.016 224402.367 297.209 2.40%
163.36 205499.244 224405.750 297.300 2.40%
169.94 205495.697 224411.277 297.458 2.40%
175.00 205492.601 224415.279 297.579 2.40%
198.56 205478.183 224433.912 298.145 2.40%
200.00 205477.306 224435.054 298.179 2.40%
200.08 205477.259 224435.117 298.181 2.40%
225.00 205462.163 224454.947 298.779 2.40%
237.13 205454.814 224464.602 299.071 2.40%
244.29 205450.508 224470.313 299.242 2.40%
250.00 205447.069 224474.875 299.376 2.29%
257.86 205442.339 224481.149 299.550 2.13%
264.29 205438.444 224486.264 299.682 2.00%
275.00 205431.953 224494.787 299.897 2.00%
300.00 205416.806 224514.677 300.397 2.00%
314.94 205407.756 224526.560 300.695 2.00%
325.00 205401.623 224534.538 300.897 2.00%
330.98 205397.980 224539.277 301.016 2.00%
350.00 205385.916 224553.981 301.397 2.00%
353.83 205383.379 224556.843 301.473 2.00%
357.13 205381.160 224559.288 301.538 1.93%
358.03 205380.549 224559.954 301.555 1.92%
374.86 205369.702 224572.818 301.850 1.58%
375.00 205369.618 224572.927 301.852 1.58%
385.78 205363.020 224581.457 302.010 1.36%
400.00 205354.322 224592.702 302.204 1.36%
425.00 205339.025 224612.476 302.544 1.36%
433.08 205334.082 224618.866 302.654 1.36%
440.35 205328.701 224623.689 302.753 1.36%
449.15 205321.193 224628.284 302.872 1.36%
449.15 205321.192 224628.284 302.872 1.36%
Antoa Road

0.00 205586.734 224306.726 293.761 -2.00%
1.49 205588.039 224307.441 293.731 -2.00%
24.42 205608.149 224318.453 294.465 3.20%
25.00 205608.661 224318.734 294.484 3.32%
25.97 205609.510 224319.198 294.517 3.51%
34.92 205616.943 224324.161 294.911 5.30%
59
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ROAD NETWORK
DESIGN REPORT
41.26 205621.627 224328.426 295.247 5.30%

50.00 205627.714 224334.704 295.711 5.30%
75.00 205645.118 224352.651 297.036 5.30%
100.00 205662.522 224370.598 298.361 5.30%
100.50 205662.871 224370.958 298.387 5.30%
125.00 205680.735 224387.710 299.686 5.30%
150.00 205700.517 224402.980 301.011 5.30%
154.43 205704.176 224405.485 301.246 5.30%
161.21 205709.803 224409.266 301.605 5.30%
Roundabout 2
PK E N Cota Rasante Declive E

0.00 205112.348 224440.164 305.334 -1.50%
0.63 205112.915 224440.431 305.325 -1.50%
15.37 205123.283 224450.556 304.832 -5.19%
18.68 205124.586 224453.596 304.661 -5.19%
25.00 205125.810 224459.776 304.383 -3.61%
50.00 205114.711 224480.816 304.263 2.64%
56.56 205108.692 224483.356 304.490 4.28%
73.27 205092.439 224481.621 305.205 4.28%
75.00 205090.923 224480.778 305.277 3.94%
97.10 205079.897 224462.607 305.658 -0.48%
100.00 205079.891 224459.704 305.644 -0.48%
125.00 205093.415 224440.135 305.524 -0.48%
127.57 205095.814 224439.213 305.511 -0.48%
142.83 205110.795 224439.527 305.360 -1.50%
144.51 205112.348 224440.164 305.335 -1.50%
Roundabout 3

0.00 205321.193 224628.284 302.872 2.00%
25.00 205319.842 224651.648 303.372 2.00%
28.42 205317.471 224654.103 303.441 2.00%
50.00 205297.243 224657.734 303.290 -3.40%
60.42 205288.875 224651.730 302.801 -6.00%
60.91 205288.570 224651.349 302.771 -6.00%
75.00 205284.342 224638.207 302.124 -3.18%
100.00 205298.805 224619.807 301.954 1.82%
115.91 205314.186 224621.630 302.496 5.00%
117.84 205315.820 224622.664 302.593 5.00%
125.00 205320.827 224627.730 302.849 2.14%
60
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DESIGN REPORT
125.34 205321.016 224628.011 302.856 2.00%

125.66 205321.193 224628.284 302.862 2.00%
125.66 205321.193 224628.284 302.862 2.00%
Okomfo - AnokNe Road 1

0.00 205018.996 224507.277 307.328 -0.50%
5.12 205023.465 224504.778 307.302 -0.50%
5.36 205023.673 224504.661 307.301 -0.58%
17.12 205033.806 224498.692 307.002 -4.50%
18.49 205034.969 224497.967 306.941 -4.50%
25.00 205040.440 224494.442 306.690 -3.20%
28.99 205043.751 224492.214 306.579 -2.40%
37.26 205050.502 224487.437 306.380 -2.40%
49.79 205060.983 224480.580 306.079 -2.40%
50.00 205061.164 224480.476 306.074 -2.38%
54.79 205065.356 224478.156 305.972 -1.90%
69.81 205079.043 224471.996 305.686 -1.90%
73.00 205082.023 224470.874 305.626 -1.90%
Kejetia Road

0.00 205123.967 224470.221 304.140 -6.00%
5.93 205129.726 224471.619 303.784 -6.00%
11.62 205135.320 224472.644 303.443 -6.00%
25.00 205148.600 224474.305 302.640 -6.00%
32.62 205156.158 224475.250 302.183 -6.00%
50.00 205173.244 224478.400 301.140 -6.00%
58.80 205181.724 224480.744 300.612 -6.00%
65.01 205187.659 224482.573 300.239 -6.00%
75.00 205197.073 224485.909 299.640 -6.00%
87.84 205208.706 224491.325 298.870 -6.00%
89.83 205210.463 224492.260 298.750 -6.00%
94.60 205214.677 224494.503 298.477 -5.47%
100.00 205219.381 224497.149 298.197 -4.87%
125.00 205239.353 224512.106 297.327 -2.09%
126.20 205240.226 224512.928 297.303 -1.96%
144.97 205253.826 224525.865 297.131 0.13%
150.00 205257.291 224529.510 297.151 0.69%
159.56 205262.793 224537.313 297.268 1.75%
164.06 205265.022 224541.219 297.358 2.25%
61
2016-515-00-RD-DD-DR-00
ROAD NETWORK
DESIGN REPORT
175.00 205270.034 224550.939 297.670 3.46%

184.90 205273.845 224560.071 298.067 4.56%
192.20 205276.396 224566.912 298.430 5.37%
197.83 205278.289 224572.214 298.750 6.00%
200.00 205278.980 224574.273 298.881 6.00%
217.11 205283.627 224590.733 299.907 6.00%
225.00 205285.445 224598.412 300.381 6.00%
232.16 205287.095 224605.384 300.810 6.00%
247.16 205292.670 224619.244 301.710 6.00%
250.00 205294.111 224621.691 301.881 6.00%
250.12 205294.174 224621.798 301.888 6.00%
250.12 205294.174 224621.798 301.888 6.00%
Mampong Road 2

0.00 205298.612 224658.197 303.337 -2.00%
1.00 205298.326 224659.155 303.317 -2.00%
6.19 205296.845 224664.126 303.519 3.90%
17.01 205291.969 224673.723 303.941 3.90%
17.26 205291.815 224673.925 303.951 3.90%
25.00 205287.131 224680.081 304.193 2.35%
29.63 205284.324 224683.769 304.281 1.43%
50.00 205271.992 224699.976 304.571 1.43%
68.39 205260.857 224714.609 304.833 1.43%
68.39 205260.856 224714.609 304.833 1.43%
Acess 1

0.00 205407.257 224271.499 294.500 4.85%
17.51 205420.203 224259.715 295.348 4.85%
25.00 205420.768 224252.926 295.711 4.85%
28.83 205417.530 224251.066 295.897 4.85%
50.00 205396.561 224248.131 296.922 4.85%
54.51 205392.093 224247.506 297.141 4.85%
62
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Acess 2
PK E N Cota Rasante Declive E

0.00 205457.937 224252.942 294.500 3.50%
4.25 205455.074 224249.796 294.649 3.50%
7.60 205452.185 224248.228 294.766 3.50%
25.00 205435.017 224245.414 295.374 3.50%
35.61 205424.548 224243.697 295.745 3.50%
63
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ANNEX IV - QUANTITIES
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QUANTITIES
Article Designation Unity Quant.
PREVIOUS NOTE
The work quantities for each item in the Work Quantities

Map represent the supply and settlement of all materials
and the overall execution of that work, including all
accessories and operations, in accordance with the
Drawings and Project Charge of the Project .
CONSTRUCTION SITE
1 Assembly and dismantling of the overall work site, vg 1.0

including all costs of assembly, construction, temporary
works, equipment, fencing of the worksite in order to
isolate it from neighboring facilities and diverse signage. It
includes resetting the initial or final project situation after
disassembly.
2 Execution of the final blueprints of the works developed, vg 1.0

to be delivered to the owner upon the provisional
reception of the work
3 Conservation of the existing road (s) during the term of vg 1.0

the works in the appropriate conditions of movement, in
the case of improvement or reinforcement works
4 Work conservation during the guarantee period vg 1.0
5 Topography auxiliary works for laying and staking vg 1.0
6 Implementation of the health and safety plan including vg 1.0

human resources, materials and equipment.
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ROAD NETWORK
1 EARTHWORK
1.1 Excavation of the floor box opening, including transport m3 13 973.4

of the excavated products and their placement in a
certified dump, and possible deposit indemnities, in the
thickness defined in the project
2 PAVEMENT
2.1
Supply and application of granular layers including all
required work.
2.1.1 With sub-base characteristics, in selected soils composed

of local soils of lateritic nature:
2.1.1.1 With 0,15m thick. m2 7 291.0
2.1.1.2 With 0,25m thick. m2 10 984.0
2.1.2 With base characteristics, in crushed aggregate of

extensive granulometry 0/40:
2.1.2.1 With 0,15m thick. m2 7 291.0
2.2 Supply and application of layers of hot bituminous

mixtures, including all necessary work.
2.2.1 Wear Layer in AC14 surf 35/50:
2.2.1.1 With 0,05 m thick,in precision-finishing. m2 33 826.0
2.2.2 Binding Layer in AC19 bin 35/50:
2.2.2.1 With 0,06m thick,in precision-finishing. m2 33 826.0
2.2.3 Filling with bituminous mixtures of the type AC14 reg ton 230.0
35/50 in the area of raised walkways, according to the
detail design of the walkways, including bitumen
emulsion gluing type 60B3, applied at a rate of 0.7kg /
m2, and all Materials and work required.
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2.3 Supply and application of bituminous emulsion tack and

prime coat, including all necessary materials and work:
2.3.1 Prime coat in bituminous emulsion type C50BF4, applied m2 7 291.0

at the rate of 1.0kg / m2.
2.3.2 Tack coat in bituminous emulsion type C60B3, applied at m2 60 361.0

the rate of 0.7kg / m2.
2.4 Paving of sidewalks, dividers and directional islands in m2 10 985.0

concrete screed C20 / 25 with 0.10m thick and with
electro welded mesh A500 Ø6mm and mesh
150mmx150mm, and all necessary materials and work.
2.5 Supply and application of concrete slabs, including

foundation work and all necessary work and materials:
2.5.1 Sidewalk Kurb with ditch, with 0,40 x 0,35m (according to m 3 556.0
Detail 1 of the Drawings).
2.5.2 Sidewalk Kurb, with 0,15 x 0,25m (according to Detail 2 of m 1 084.0

the Drawings).
2.5.3 Sidewalk Kurb not galgable, with 0,15 x 0,35m (according m 2 107.0
to Detail 3 of the Drawings).
2.5.4 Sidewalk finish Kurb, with 0,075 x 0,10m (according to m 5 543.0

2.5.5 Galgable Sidewalk Kurb, with 0,25 x 0,15m (according to m 297.0

2.6 Milling of layers of existing pavements in bituminous

mixtures, removal and transport to the dug of the
excavated products or their reuse, as defined in the
project:
2.6.1 At depths between 1 and 11 cm m2 26 535.0
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2.7 Removal of existing decks at an average depth of 0.35m m2 7 429.0

(estimated depth), including foundation, loading,
transport and placement in dumpings of leftover products
and possible deposit compensation.
2.8 Supply and application of concrete slabs, including m 7 746.0

foundation work and all necessary work and materials:
3 SIGNALING AND SECURITY EQUIPMENT
3.1 Vertical "code" signaling, including deployment, supply,

placement, support elements or structures, connecting
pieces, foundation frames and all necessary work and
materials: :
3.1.1 Triangular Signs, with W=0,90m

un 28.0
3.1.2 Circular Signs, with diameter equal to 0,60 m

un 65.0
3.1.3 Octagonal signs (STOP), with L= 0,90 m

un 7.0
3.1.4 Rectangular Signs

m2 8.5
3.2 Provision and application of longitudinal road markings,

including pre-marking and all necessary work and
materials.
3.2.1 White dashed line with 0,12 m width and trace/space

ratio (2/6 m) (L1).
m 2 725.0
3.2.2 Continuous white line with 0,12 m width (L2A).

m 49.5
3.2.3 Double continuous yellow line with 0,12 m width (L3).
m 89.8
3.2.4 Continuous Yellow line (Guide) with 0,12 m width (L4).
m 1 176.6
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ratio 1.0/3.0 m (L5)
m 465.0

ratio 0.5/0.5 m (L6)
m 563.1

ratio 0.3/0.3 m (L8)
m 158.7
3.2.8 Continuous white line with 0,10 m width (L10)

m 266.0
3.3 Cross-marking, including pre-marking and all necessary

work and materials.
3.3.1 Stop Bars with 0.30 m width

m2 27.8
3.4
Other Marks, including pre-marking and all necessary
work and materials.
3.4.1 Pedestrian crossings

m2 754.3
3.4.2 Oblique Lanes

m2 330.2
3.4.3 Priority giving triangle with h=2,0m un 30.0
3.4.4 STOP inscriptions un 1.0
3.4.5 Selection arrows with 5,0 m
3.4.5.1 Simple un 60.0
3.4.5.2 Double un 9.0
3.5 Directional Bays
3.5.1 Unitary with 0,60 m on side un 19.0
3.5.2 Position Lateral Benchmarsks (height 1,45 m)
3.5.2.1 With 0,25 m on side un 3.0
3.5.2.2 With 0,65 m on side un 7.0
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3.6 Security guards, including deployment, supply,

placement, and all necessary work and materials.
3.6.1 Double-sided "New Jersey" Rigid Guards, in C30 / 37

concrete and A500 ER frames, including C16 / 20 concrete
foundation.
3.6.1.1 With height greater than 0.60 m and less than or equal to m 318.3
0.90 m and with symmetrical profile, according to the
detail drawing.
3.6.1.2 Ending element at the end of the rigid guard, according to un 2.0
the detail drawing.
3.7 Survey of the existing signaling system elements, and vg 1.0

depot transport to for dumping ground of surplus
products, and possible indemnities for deposit.
3.8 Temporary signs of work, according to the project to be

drawn up in accordance with DL 22-A / 98 of 1 October,
concerning vertical, horizontal signaling and other
necessary equipment, including supply, traffic diversion,
deployment and placement.
vg 1.0
4 DRAINAGE
4.1 Concrete pipe supply and settlement, including glazing or

connecting rods to the manholes, excavation, trenching,
tipping, entangling, foreshortening, groundwater level
demolition, removal of surplus materials, regularization
and Ditches, execution and delivery of the foundation pad
for laying and protecting the piping with 20% of
settlement, removal of excavated products (stone-free)
for ditch filling, including irrigation and 0.30m layer
compaction with 20 % of settlement, transportation of
the excess products to the certified dump, including
loading and unloading and possible indemnities for
deposit, with 20% blasting and other complementary
works.
4.1.1 DN 400 mm m 8.00
4.1.2 DN 600 mm m 14.00
4.1.3 DN 800 mm m 74.00
4.1.4 DN 1000 mm m 110.00
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4.1.5 DN 1200 mm m 28.00
4.2 Concrete pipe supply and settlement,, including glazing or

connecting rods to the manholes, excavation, trenching,
tipping, entangling, foreshortening, groundwater level
demolition, removal of surplus materials, regularization
and ditches, execution and wrapping in concrete to
protect the pipeline, with 20% of settlement, removal of
excavated products (stone-free) for landfill, including
irrigation and 0.30m layer compaction, with 20%
settlement, transport of the products leaked to the
certified dump, including loading and unloading and
possible indemnities for deposit, with 20% blasting and
other complementary works.
4.2.1 DN 250 mm m 183.00
4.3 Execution of concrete U-channels, including reinforced

concrete cover, guards or pass-throughs connecting pipes
and casings, excavation, smoothing and compacting of
trench bottoms, transport of surplus products to a
certified dump, including loading and unloading and
eventual indemnities for deposit, with 20% blistering and
other complementary works.
4.3.1 0.60x0.60m m 1 427.00
4.3.2 0.60x0.70m m 45.00
4.3.3 0.78x0.60m m 906.00
4.3.4 0.90x0.90m m 457.00
4.4 Execution of a box-culvert channel in reinforced concrete,

including canal connection and visiting boxes, excavation,
regularization and compacting of the trench bottom,
transportation of the surplus products to a certified
dump, including loading and unloading and eventual 20%
blistering and other complementary work.
4.4.1 0.35x0.60m m 15.00
4.4.2 0.40x0.60m m 44.00
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DESIGN REPORT
4.4.3 0.45x0.90m m 7.00
4.4.4 0.60x0.60m m 33.00
4.4.5 0.65x0.90m m 13.00
4.4.6 0.90x0.90m m 26.00
4.5 Rectangular reinforced concrete casing for collectors with un 2.00

DN <800, including sink drain, cast iron cover of the
model used in the region, with inscription "PLUVIAIS",
metal steps, all necessary materials and work.

DN> 800, including sink drain, cast iron cover of the
model used in the region, with inscription "PLUVIAIS",
metallic steps, all necessary materials and work.

DN> 800, including cast iron cover of the model used in
the region, with inscription "PLUVIAIS", metallic steps, all
necessary materials and work.
4.8 un 103.00
Execution of type I junction box in reinforced concrete,
for rectangular channel, including concrete cover, all
necessary materials and work.
4.9 Execution of type II junction box in reinforced concrete, un 7.00

for channel against the curb, including grille, all necessary
materials and work.
4.10 Supply and placement of the signaling network m 417.00

throughout the pipeline.
4.11 Execution of counter-slope gutter, in concrete, including m 443.00

all the work necessary for its implementation, namely,
excavation on land of any nature, removal, replacement
and compaction, conduction to leaked certificate of
surplus products, and possible indemnities for deposit ,
according to detail drawing.
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DESIGN REPORT
4.12 Demolition of existing drainage bodies, including all vg 1.00

necessary work and removal, replacement and
compaction, leading to a certified dump of surplus
products, and possible compensations for deposit.
4.13 Execution and delivery of final blueprints in digital format vg 1.00

and georeferenced, including location of branches, nodes
and crates quotas.
73

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CONTRACTA

CONTRACTA ENGENHARIA LTDA

Kumasi Central Market - GHANA

3.1 GEOMETRIC CHARACTERISTICS ............................................................................. 2

5.1 SCOPE ........................................................................................................... 6

6.1 SOLUTION ADOPTED ....................................................................................... 23

7.1 HORIZONTAL SIGNALING .................................................................................. 34

8. CALCULATIONS AND QUANTITIES 35

ANNEX I – HORIZONTAL ALIGNMENT 37

ANNEX II – VERTICAL ALIGNMENT 47

ANNEX III – MAIN POINTS 55

CONTRACTA ENGENHARIA LTDA

Kumasi Central Market - GHANA

• Layout with the definition of the road;

• Layout Plans of the Kumasi Central Market;

• Topography and data triangulation in the Datum Abidjan 87;

• Traffic Calming Measures – Design Guideline - “Ministry of Transportation-

• Standard Details – “Ministry for Roads & Highways - March 1991”;

• Pavement Design Manual - “Ministry of Transportation-Ghana Highway

In redesigning the existing junctions, three roundabouts (Roundabout 1, Roundabout 2

3.1 GEOMETRIC CHARACTERISTICS

In a longitudinal profile, the profiles are constituted by gradients whose inclinations

3.2 TYPICAL SECTIONS

The typical section used on Okomfo Anokye Road 1 consists of:

• Raised median with 0.20 m and variable width;

The typical section used on Okomfo Anokye Road 2 consists of:

• Longitudinal parking (TAXIS) on the right side (located approximately between

The typical section used on Osei Tutu I Avenue consists of:

• Raised median with 0.20 m and one meter wide;

• Raised median with 0.20 m and one meter wide;

The typical section used on Antoa Road consists of:

• Raised median with 0.20 m and 2.0 m wide;

The typical section used on Mampong Road 1 consists of:

• Longitudinal parking (TAXIS) on the right side (located approximately between

The typical section used on Mampong Road 2 consists of:

• Raised median with 0.20 m and variable width;

The typical section used on Kejetia Road consists of:

• Lane with 3.5 m wide, towards the roundabout (right side);

• Raised median with 0.20 m and variable width;

The typical section used on Roundabout 1 consists of:

The typical section used on Roundabout 2 and 3 consists of:

Due to the existence of several types of pavements, transitions between pavements of

5.2 GEOLOGICAL AND GEOTECHNICAL FRAMEWORK

A Geological and Geotechnical Prospecting Plan was defined in order to characterize

In the study, the following geotechnical survey were performed:

• Conduction of 3 geological-geotechnical prospecting drills, to be performed in soil

• Elaboration of the individual profile of each of the polls.

Geotechnical prospecting had the purpose of obtaining the following information:

• Soil types and respective depths of occurrence;

• Position of the water level;

• Resistance values obtained in the SPT tests at each level.

2017 2027 2037

NAPV = 365 × (TMDAP ) × C × p

NAPV – cumulative number of heavy vehicles;

p – life span period;

C – traffic growth factor;

t – Average annual growth rate of heavy vehicles.

2017 (%) 20 years 20 years

5.4 WEATHER CONDITIONS