KENYA NATIONAL EXAMINATION

COUNCIL
TRADE PROJECT
FOR
A PROPOSED CONSTRUCTION OF MODERN TUITION
BLOCK AT ELDORET NATIONAL POLYTECHNIC.

PRESENTED BY : ERICK OCHIENG OYOMO

INDEX NO : 5781026109
LOCATION : THE ELDORET NATIONAL POLYTECHNIC.
PERIOD : FROM FEBRUARY- NOVEMBER 2022
COURSE : HIGHER DIPLOMA IN CONSTRUCTION (BUILDING & CIVIL
ENGINEERING OPTION)
COURSE CODE : 3082
DEPERTMENT : BUILDING AND CIVIL ENGINEERING
PAPER NAME : TRADE PROJECT
PAPER NO. : 207A
SUPERVISER : MR. JACOB OMONDI
PROJECT TITLE : PROPOSED CONSTRUCTION OF MODERN TUITION
BLOCK
PRJECT LOCATION : THE ELDORET NATIONAL POLYTECHNIC

PROJECT OBJECTIVES:

1. To provide more and large lecture halls

2. To improve the learning environment by providing modern lecture halls

3. To encourage institution to admit more learners and provide best technological knowledge.

RATIONALE

The institute has intention of constructing a Modern Tuition Block to create more space for the students.

The Modern Tuition Block will comprise: Classes, Computer Lab, school hall.

 Due to the increasing number of students in the institute, it has proposed to build a modern tuition
block for students.
 The Tuition block for the school shall create job opportunity for those who shall be working there,
thus improving the living standards of those people.
 The modern tuition block shall reduce the current learning crisis in the institute in terms of space.
 The institute shall be encouraged to admit more students and provide best technical knowledge.

PROJECT CONTRACT SUM

The project is estimated at ksh300,000,000.00

 DEDICATION

My dedication first goes to my parents for support and encouragement during my project work. I also

dedicate it to my brother who stood with me all along.

I also dedicated to my very dedicated and supportive project Supervisor for the assistance and guidance. Not

forgetting all lectures involved and to the entire Eldoret National Polytechnic fraternity for the provision of

resources and ample time till the completion this project.

 ACKNOWLEDGEMENT

My utmost sincere gratitude goes to the almighty God for his unending love and care throughout the entire

period, also for the good health and enabling to learn and have knowledge to be able to accomplish

everything.

My dear parents also had a very huge role in supporting me morally, spiritually and financially in order for

me to successfully complete the proposed trade project in time and without any constraints. My siblings’

efforts won’t go unnoticed because of their relentless support and sacrifice in terms of time and financial

support.

Mr. Jacob Omondi also had a very phenomenal effect in his guidance in our preparation for the write up of

the proposed trade project. Her words of inspiration and directions will not go unnoticed. LAXCOM

HOLDINGS LIMITED for their idea’s advice and encouragement and their useful criticism made my

project even more success. May almighty God bless you abundantly.
 ABSTRACT
The main objective of this project is to test the student’s capability of applying the knowledge and skill
gained after the three-year course in Higher Diploma in Construction (Building and Civil Engineering
Option). The project is intended to cover various disciplines under construction industry and also to meet
the syllabus requirements as stipulated by the technical education program.
 LIST OF ACRONYMS AND ABBREVIATIONS USED
LL: liquid limit LS: linear shrinkage

MC: moisture content CBR: California Bearing Ratio

MDD: Maximum Dry Density OMC: Optimum Moisture Content

PI: plasticity index PL: plasticity limit

PM: plasticity modulus ML: millimeter

WT: weight %: percentage

NO.: number (order) No.: number (units)

Dia: diameter Hr.: hour

ºc: degrees centigrade STN: station

BS: back sight FS: foresight

RL: reduced level Asc: area of vertical reinforcement.3)

Ac: net cross-sectional area of concrete in a Au: deflection at ULS for each column
column. calculated from equation 32.

B: width of a column (dimension of cross- H: depth of cross-section measured in the

section perpendicular to h). plane under consideration.

Le: effective height of a column in the plane of

bending considered.

Contents
CHAPTER ONE: INTRODUCTION............................................................................................................9
Background information............................................................................................................................9
Solution to the problem..............................................................................................................................9
Research questions.....................................................................................................................................9
1: Questionnaires...................................................................................................................................9
2: Interviews...........................................................................................................................................9
3: Observation........................................................................................................................................9
PROJECT OBJECTIVES..........................................................................................................................9
CHAPTERTWO: LITERATURE REVIEW...............................................................................................10
Reviews on similar projects and their usefulness....................................................................................10
Vision 2030 realization............................................................................................................................10
CHAPTER THREE: METHODOLOGY....................................................................................................11
PART I: SURVEY...................................................................................................................................11
INTRODUCTION...............................................................................................................................11
Objectives of conducting surveying...................................................................................................11
PART II: SOIL MECHANICS................................................................................................................15
SOIL INVESTIGATION.....................................................................................................................15
Plasticity index/ Atterberg limit...........................................................................................................15
Moisture content tests (proctor)...........................................................................................................18
Bearing capacity tests (CBR)...............................................................................................................20
CHAPTER FOUR: DATA ANALYSIS, FINDINGS AND RECOMMENDATIONS..............................22
DISCUSSIONS........................................................................................................................................22
PART I: ARCHITECHTURAL DESIGN AND DRAWINGS...........................................................22
PART II: STRUCTURAL DESIGN AND DRAWINGS.......................................................................23
Loadings and Analysis.........................................................................................................................23
PART III: MEASUREMENTS................................................................................................................52
PART V: BILL OF QUANTITY.............................................................................................................67
MATERIAL SCHEDULE.......................................................................................................................70
CONSTRUCTION METHODOLOGY AND PHASING.......................................................................71
ANTICIPATED PROGRAMME........................................................................................................71
INDICATIVE CONSTRUCTION PHASING....................................................................................71
WORK SCHEDULE...............................................................................................................................72
PAVEMENT AND DRAINAGE DESIGN.............................................................................................74
DATA ANALYSIS AND FINDINGS....................................................................................................78
RECOMMENDATIONS AND CONCLUSIONS..................................................................................79
 CHAPTER FIVE:....................................................................................................................................80
SITE ORGANISATION AND ADMINISTRATION.............................................................................80
SITE ORGANISATION..........................................................................................................................80
Site layout and planning...........................................................................................................................81
SAFETY..............................................................................................................................................81
SITE ACCESSIBILIY.........................................................................................................................81
SECURITY..........................................................................................................................................81
INFORMATION SIGNS.....................................................................................................................81
OFFICES..............................................................................................................................................81
WATER SUPPLY AND SANITATION.............................................................................................81
STORAGE AND SITE CLEANING...................................................................................................82
REFERENCES............................................................................................................................................83
BIBLIOGRAPHY........................................................................................................................................84
 CHAPTER ONE: INTRODUCTION
Background information
The site for the modern lecture halls will be situated at The Eldoret National Polytechnic. The project was
identified following the full transition of candidates who sat for KCSE to the tertiary institution which has
experienced huge influx in population.
The institution has few lecture halls that accommodate the population that it receives in every intake. With
the world pandemic that has adversely affected all sectors of the economy; the ministry of health came with
measure of re-opening the economy and learning institutions. With the guidelines given in social distancing,
this problem escalated even further thus need for creation of more lecture spaces.
The temporary solution of tents has helped in de-escalating the problem though it may not last for long since
the collage is expecting more population in future.
Solution to the problem
I saw it fit to bring on board a long-lasting solution to the problem which is the proposed construction of
modern lecture halls.

In my proposal the proposed project shall host 60 lecture halls that can accommodate about 3000 students.
This is long lasting solution to current problem.

Research questions
During my research is used the following methods:

1: Questionnaires

2: Interviews

3: Observation
From these methods of research, I concluded that, the lecture halls were few and could not accommodate the
current population and meet all the covid 19 regulations. The temporary use of tents as classes has solved
this problem by 25%.

The institution has adequate land to construct the proposed building with limited congestion. During my
research you could see how the student strained for classes and took some pictures.

PROJECT OBJECTIVES
4. To provide more and large lecture halls

5. To improve the learning environment by providing modern lecture halls

6. To encourage institution to admit more learners and provide best technological knowledge.
 CHAPTER TWO: LITERATURE REVIEW.
Reviews on similar projects and their usefulness
The current structures are in good state though they are overwhelmed with steadily growing population. The
institution has maintained a well culture of carrying out maintenance on the lecture hall when needed.

The currents lecture hall is small hence they can’t accommodate large classes since they we designed to
accommodate 45 learners. They have occupied large areas and they are not exceeding four stories.

The project proposal is the best for solving out problems to meet all needs required for good level of
education and job market skills demands. The proposed project will be constructed courtesy of donors
(European Union and US AID) and the ministry of education.

The proposed project shall occupy less area compared to the existing one and accommodate more students
and in large extent utilize the unlimited space in the atmosphere. It shall have seven stories with an
estimated population of 500 learners.

Vision 2030 realization

The government of is planning to be industrialized by 2030 and educated her citizen in actualizing this plan.
This will be achieved by putting more priority to technical skill in TVET institutions throughout the country
that will provide the required technical personnel. In such facilities, students will get ample time to learn
without a waste time brought about by few lecturer halls. Such facilities will help the government attain
100% transition to tertiary institutions.
 CHAPTER THREE: METHODOLOGY
PART I: SURVEY

INTRODUCTION
Definition of surveying- is the act of determining the relative positions of points on, above, beneath the
surface of the earth with respect to each other by means of direct or indirect measurement of horizontal or
vertical distances, angles and directions. It’s conducted by a surveyor.
Since Grid method of taking survey points and coming up of contours is easy. It was picked since its
comprehensive considering availability of survey equipment which had to be shared in groups.

Objectives of conducting surveying

Survey had to be carried out in order to;
 Establish boundaries of earth surface before the project begins
 Gives details of the topography of the site selected
 Give room to measure area and volume of any work to be undertaken on the earth surface
 Determine the dimensions and contours of the site hence prepare a plan
 As the construction work progresses surveys are done to confirm levels
 Conduct the necessary field survey work to determine the best alignment.
 Carry out engineering survey on the chosen alignment in order to obtain data for the design of
horizontal and vertical alignment.
The main principles of surveying are:
 To work whole to part
 To locate a point by at least two measurements.

Survey procedures
a) Reconnaissance survey
b) Chain survey
c) Leveling
d) Contouring

Reconnaissance Survey
This is pre-visit to the site in order to identify and familiarize with the area. This activity was carried out on
the 19th of April 2021 by a team which I lead.
The activities carried out include;
i. Site selection
ii. Marking of obstacles
iii. Noting of obstacles
iv. Pre-existing features’ identification
v. Running the survey lines
vi. Taking notes
Site selection
The proposed site is located in Eldoret polytechnic. The site is clear with enough space for the construction
of modern lecture halls preparation of a reference sketch of the ground arrangement of lines, principle
features as shown below.
The proposed space where the structure is going to be built on half an acre land.

i. Marking of obstacles
Being selected as the team leader I lead my team to the site to be able to identify obstacles that might hinder
our process of survey work

ii. Noting of obstacles

Identified obstacles are noted down for easy re-identification during the process of surveying and also to be
able to find alternative methods and lines of site without obstruction.

iii. Pre-existing features

Feature such as heaps of soil will be moved away. Also, trees will need to be cut down in order to allow for
the construction to continue smoothly

iv. Running survey lines

The survey lines started from the east. Our baseline was on the eastern end and run across northwards. The
survey lines run through 80 points in total. The grid was made up of grids measuring 40m by 60m on a 50m
by 100m piece of land.

v. Taking notes
I had to take notes on the procedures. The materials needed were;
 Field book  Pencil
 Tape  Hammers
 Ranging rods  Dumpy level
 Staff

Problems encountered
 Initial confusion due to unfamiliarity with the site
 Unfavorable weather condition, hot sun all day long.
 Inexperienced reading of the dumpy level.

Chain surveying
Linear measurements were taken by using a tape measure. A skeleton framework was made consisting of
number of lines forming regular shaped squares on the proposed site. The intervals between lines were 10m
and the whole proposed site was a 600m square.
Materials used include;
 Tape measure  Pangas
 Hammers and mallets  Ranging rods
 Pegs
Leveling
The grids were established on the day of chaining. This was a 60m by 100m grid. They were marked using
wooden pegs. During leveling the dumpy level was used to take readings on the leveling staff taking
readings of each point on the grid. An assumed datum of 100.00m was used to calculate the reduced levels
of all 20 points surveyed.
Field levels were taken as follows;

STATION B.S I.S F.S H.I R.L REMARKS

A1 0.3980 1200.398 1200 TBM

A2 0.870 1199.528

A3 0.860 1199.538

A4 0.609 1199.789

A5 1.245 1199.153

A6 1.719 1.570 12OO.547 1198.828 CP1

B1 1.275 1199.272

B2 1765 2.085 1200.227 1198.462 CP2

B3 1.448 1198.779

B4 1.350 1198.877

B5 1.210 1199.017

B6 1.109 1199.118

C1 1.115 1199.112

Benchmark interval of 20m

SUM OF B.S – SUM OF F.S = LAST R.L – FIRST R.L
3.882-4.77= 1199.112 – 1200
-0.888= -0.888
R.L = H.I – F.S
H.I = RL + BS

CONTOURING
After reducing the levels of each of the grid points which is at the intersections, the levels were then put into
excel format in a systematic manner to help with coming up with the contours using AutoCAD which is a
computer software used in most civil engineering projects. I being competent and well conversant with
AutoCAD operation I came up with the contour lines without any difficulty.
PART II: SOIL MECHANICS

SOIL INVESTIGATION
This is aimed at determining the characteristics of the soil at the proposed site in order to carry out soil tests.
Samples are taken from various parts of the site in order to get the correct data to be used in design which is
carried out in the geo-technology laboratory. Soil sampling was done from different trial pits. These tools
were required:
 Two spades
 Tamping rod
 Moisture bags
The following soil tests were conducted:
a) Plasticity Index
b) Moisture content test(proctor)
c) Bearing capacity test (CBR)

PURPOSE OF SOIL TESTS

 To provide with the necessary data in order to come up with a structurally safe and economical
structure
 To come up with the best construction methods
 To be able to predict any possibilities of challenges and how to deal with them
 To be able to classify soil according to their appearance and physical characteristics

Plasticity index/ Atterberg limit

Atterberg limit determines the general consistency of soil that is the range of water content at which the soil
changes from solid to plastic and from plastic to liquid state.
Requirements
 Spatula
 Steel ruler
 Distilled water
 P.I cup
 Penetrometer
 Washing bottle
 Weighing machine
 Moisture tin

Plasticity index is the range of moisture content at which soil remain plastic (moldable) condition.
PI = LL - PL
Plastic Index PI = LL - PL
Plasticity Modulus PM = PI × % passing 0.425mm sieve
Plasticity Product PP = PI × % passing 0.075mm sieve
Liquid Index LI = (w-PL)/LL -PL
Where w=the natural moisture content.
 Plastic Index
Plastic index is the minimum moisture content that changes from solid (dry state) to plastic (moldable) state.
It is determined as the moisture content which allows soil sample to be molded into a loop that cracks when
its diameter is about 3mm.

Test procedure
1. Sieve the air-dried soil on 0.425mm sieve to obtain 200g and take about 20g of the material for the test.
Reserve the remaining amount of sample for liquid limit test.
2. Place the sample on a glass plate and mix thoroughly with distilled water using a spatula.
3. Mold a ball between the fingers and then roll it between the palms of the hands until a slight crack
appears on the surface.
4. Form the thread of about 6mm between the first finger and the thumb.
5. Roll the thread between tips of the finger and the glass plate until it cracks
6. Collect broken pieces of the thread into two containers and determine the moisture content.

LIQUID LIMIT (LL)

Liquid limit it the moisture content that changes soil from plastic state to a liquid state. It is determined as
the moisture content that makes a soil groove close or that allows a cone to penetrate 20mm in a soil sample
in seconds.
Penetrometer method
Test procedure
1. Sieve air-dried soil on 0.425mm sieve and take about 200g of the material passing the sieve.
2. Place sample on a glass plate and mix it thoroughly with distilled water using spatula.
3. Place a portion of the mixed sample in the soil cup and level it off with the edge of the cup.
4. Place the cup under the cone and lower the cone until it just touches the surface of the soil, the record the
dial gauge reading.
5. Release the cone for 5 seconds and look it in position.
6. Lower dial gauge to touch the cone and record the reading.
7. Lift the cone up, remove some soil from the cup and add more soil from the mixing glass.
8. Place the cup under the cone, penetrate it again (repeat this step three times) and record the average of the
three readings.
9. Take a small portion of the material from the cup for moisture content.
10. Lift the cone up, remove the soil, add little water, mix thoroughly and repeat step3 to 8 at least three
times by adding little water in the same sample.
11. Plot cone penetration on y-axis and moisture content on x-axis on a linear scale and join the points by
straight line
LINEAR SHRINKAGE
Linear shrinkage is the decrease in length of wet soil after drying. It stimulates the volumetric changes that
occur as wet soil dries.
Test procedure
1. Clean the mound, measure the length b1 and apply a thin film of grease at the inside walls.
2. Take about 150g of the soils paste of liquid limit, fill it fully in the mound and tap it on a hard surface to
remove air pockets.
3. Level the mound and remove surplus soil around it.
4. Dry the specimen in the oven for 24 hours.
5. Allow the specimen to cool and measure its length
Linear shrinkage =Initial length b1-Dry length b2 /Initial lengtb1×100
Linear shrinkage = 20%
Plasticity Index =linear shrinkage/Initial length ×100%
20/280×100
=7.1%

Soil condition Air dried

Test No 16 18 20 22
Cone penetration 15.6 17.6 20.0 22.0
(mm)
Tin no T5 T3 T2 T12
Wt. of wet soil tin 25.7 29.0 27.5 22.6
(g)
Wt. of dry soil + 23.2 25.5 24.4 21.3
tin (g)
Wt. of tin (g) 18.3 18.5 18.6 19.0
Wt. of moisture 2.5 3.5 3.1 1.3
(g)
Wt. of dry soil 4.9 6.8 5.8 2.3
Moisture content 51.0 51.5 53.4 56.5
%

Moisture content % = wt. of moisture /wt. of dry soil ×100%

Weight of scoop (g) = 234.7
Weight of scoop + wet soil (g) =234.0
Weight of scoop +dry soil (g) = 240.8
Linear shrinkage = 20mm
Moisture content tests (proctor)
Purpose: to determine optimum moisture content maximum dry density of the soil.

Apparatus

 Sieve 20  Mold, base plate and collar.

 Measuring cylinder  Rammer (2.5kg for field)

 Weighing balance  Straight edge chisel

 Mixing plate

Procedure

 2500g of the sample passed through sieve 20 is weighed.

 Using the measuring cylinder, the lowest amount of water is added to the soil sample then mixed to
achieve a homogeneous product.
 The 2.5rammer is used with the sample placed in 3 layers with 27blows at each layer.
 The collar is then removed from the mound and excess material trimmed using the straight edge.
 The sample is then weighed plus the mound and base plate.
 A portion of the compacted sample is taken for moisture content determination.
 The above processes are repeated with different amount of water till the optimum moisture content is
achieved.
 DRY DENSITY/ MOISTURE CONTENT RELATIONSHIP

COMPACTION TYPE T99 (2.5KG)

WATER TO ADD (ML) 8% 24% 12% 14% 16%

MOULD NO

Weight of wet soil+ mound 6481.3 6724.5 6632.4 6620.2 6590.7

(g)

Weight of mound 4921.5 4921.5 4921.5 4921.5 4921.5

Weight of soil 1559.8 1803.0 1710.9 1698.7 1669.2

Volume of mound (cm3) 1000 1000 1000 1000 1000

Bulk density of soil (g/cm3) 1.5598 1.8030 1.7109 1.6987 1.6692

Dry density of soil(kg/m3) 1362.3 1376.3 1442.6 1413.2 1376.1

Tin no TA TB TC TD TE

Weight of wet soil+ tin (g) 51.1 102.1 87.0 68.6 80.6

Weight of dry soil+ tin (g) 47.0 82.5 76.3 60.2 69.7

Weight of tin 18.7 19.2 18.7 18.7 18.6

Weight of moisture 4.1 19.6 10.7 8.4 10.9

Weight of dry soil 28.1 63.3 57.6 41.5 51.1

Moisture content % 14.5 31.0 18.6 20.2 21.2

Dry moisture (MDD)

TA- 47.0 TC- 76.3 TE- 69.7

TB- 82.5 TD- 60.2
Bearing capacity tests (CBR)
The purpose of the test is to determine the strength and stability of the soil material for pavement
construction.
It involves penetration of a molded soil sample with a cylindrical plunger at a constant 1mm/min. The force
corresponding to penetration of 2.5mm and 5.0mm are used to determine the strength and stability of the
soil.
MDD and OMC that were obtained in proctor test are used to calculate mass of the wet soil and mass of the
dry soil and water content required.

Mass of wet soil= 0.95x 23.0 x MDD x (OMC + 100)

1000
Dry soil = (wet soil + 500) (PMC +100)
100
Amount of water= (PMC-OMC) X Dry soil)
100

Apparatus

 Mixing plate  Mold, base plate and collar

 Weighing balance  Measuring cylinder

 Spacer disc  2.5kg Rammer

 Swell disc 
Procedure

 Using the obtained proctor results, weigh the dry sample and measure the amount of water then mix
to obtain a wet material.
 Take a portion of the wet material for moisture content determination.
 From the proctor result calculations, weigh the required wet material to be mound.
 -For dynamic method, three molds are used placing the material in three layers, compacting each
layer with 62 blows for the first mound, 25blows for the second and 10 blows for the last mound.
-in static method, the wet material is placed in CBR mound then using a jack, the material is
compressed in the mound.
 Placing a swell disc on top of the mound, the initial swell readings are taken.
 Place the mound in water for 4 days in case of neat material.
 After soaking, the final swell readings are taken.
 The mound is left to drain then placed on CBR penetration machine penetrating the top and bottom.
The penetration readings are taken at intervals of 0.25 up to 5.00.

To obtain the strength, the values at 2.50mm and 5.00mm are multiplied by the ring factor for both the top
and bottom then averaged.
CHAPTER FOUR: DATA ANALYSIS, FINDINGS AND RECOMMENDATIONS
DISCUSSIONS
The structural analysis of the proposed construction was undertaken with focus on the design of the basic
structural elements involved which are; beams, columns, slabs, retaining walls and ramps. These were
designed to support the various loads involved.

Challenges were faced in coming up with the optimum story building both in term of static and dynamic
capacity. The overall economic design of the building was also a challenge, considering member sizing and
location.

PART I: ARCHITECHTURAL DESIGN AND DRAWINGS

INTRODUCTION
The proposed learning units design is intended to provide and enhance learning standard within the
institution, this will ensure proper use of available spaces other than congestion in the available classes. The
design matches the available structures hence the aesthetic outlook is put into consideration. The building
will be equipped with modern security system, fire alarm and 24hrs surveillance to enhance its efficiency.

FEASIBILITY STUDY
The client having factored the availability of space, have seen it wise have seen it wise to do the project
within the plot. The resources shall be sourced from the government through the ministry of Education and
other donors and well-wishers. This resource shall be consolidated and project awarded to a suitable
contractor for construction.

RELEVANCY OF MY DESIGN
My design has factored in limit state design ensuring all the members are within the factors of safety. The
limit state design method is considered as an ideal method of design as it includes the structural safety of
structure against collapse as well as serviceability. The design beings from the foundation to the roof, un-
aliasing the soil condition, loading, the kind of material to be considered and carrying out various test to
ascertain the efficiency of the design. The proposed design factors in the modern technology, that’s precast
elements, steel technology and modern security system.

This section includes floor plan, section, elevations, and site plan
 PART II: STRUCTURAL DESIGN AND DRAWINGS
It includes foundation layout, bases, columns, beams, slab and roof

Loadings and Analysis

Loads

Load Case load Load type Member Value(kN/m²) Load factor

Dead Self-Weight Wholes 1.35

structure

Dead Finishes Uniform Whole structure 2.0 1.35

Dead Retained soil Trapezoidal Foundation level 6.5-235.8 1.35

planar

Live Car parking Uniform Ground floor, 4.5 1.35

first floor and
second floor

LIST OF TABLES

Table 3.8 Area of round bar reinforcement (mm²)

Number of bars

Diameter Mass 1 2 3 4 5 6 7 8 9 10
Mm Kg/m

6 0.222 28 57 85 113 142 170 198 226 255 283

8 0.395 50 101 151 201 252 302 352 402 453 502

10 0.617 79 157 236 314 393 471 550 628 707 785

12 0.888 113 226 339 452 565 678 791 904 1017 1130

16 1.58 201 402 603 804 1005 1206 1407 1608 1809 2010

20 2.47 314 628 942 1256 1570 1884 2198 2512 2826 3140

25 3.86 491 938 1474 1966 2457 2948 3439 3932 4423 4915

32 6.31 804 1608 2412 3216 4020 4824 5628 6432 7236 8040

40 9.87 1257 2513 3770 5027 6283 7540 8796 10053 11310 12566
Table 3.19 — Values of _ for braced columns

End condition at top End condition at bottom

1 2 3

1 0.75 0.80 0.90

2 0.80 0.85 0.95

3 0.90 0.95 1.00

Table 3.20 — Values of ___ for unbraced columns

End condition at top End condition at bottom

1 2 3

1 1.2 1.3 1.6

2 1.3 1.5 1.8

3 1.6 1.8 -

4 2.2 - -

Table 3.5 — Design ultimate bending moments and shear forces

At outer Near middle At first interior At middle of At interior

support of
support interior spans Supports
end span

Moment 0 0.09Fl -0.11Fl 0.07Fl -0.08Fl

Shear 0.45F - 0.6F - 0.55F

NOTE l is the effective span;

F is the total design ultimate load (1.4Gk + 1.6Qk).

No redistribution of the moments calculated from this table should be made.

 THE KENYA NATIONAL EXAMINATIONS COUNCIL

PROJECT: PROPOSED CONSTRUCTION OF MODERN TUITION BLOCK IN THE

ELDORET NATIONAL POLYTECHNIC

SUBJECT: STRUCURAL DESIGN DATE: APRIL

2023
ELEMENT: COLUMN C1

SHEET NO.
BY: ERIC OYOMO

REF CALCULATIONS OUTPUT

DESIGN OF COLUMNS C1

600 x 300mm

600 x 300mm

Procedures

i. Check if the column is long or short

ii. Determine the area of main reinforcements

iii. Determine suitable links

 Note

i. Characteristic strength of concrete

Fcu=40N/mm²

ii. Characteristic strength of steel reinforcement

Fy=500N/mm²

 End column of the top of the column for x-x axis = 1

 End condition at the top of the column for y-y axis = 2

 End condition at the bottom of the column for the x-x axis = 3

 End condition at the bottom of the column y-y axis =3

The column is braced

x y
Le and 6 < if the column is short
h h

x-x direction; - End condition at the top = 1

-End condition at the bottom = 3

β=0.9

Lex= 0.9 x 3000 = 2700mm

x 2700
Le = = 6.8
h 400

6.8 < 15

Clause y-y direction: End condition at the top = 2

3.8:1.3 End condition at the bottom = 3

 β= 0.95

Table Ley = (0.95 x 3000) = 2850 mm

3.13
6 y 2850
= = 7.1
h 400

= 7.1 < 15

ULTIMATE DESIGN LOADING (N)

Hence the column
1.4GK+1.0 QK
is short

1.4 x 500 + 1.0 x 2000= 3900 KN

N = 0.35fcu. Ac + 0.7 Ac. fy

N = LxWxDXH

O.35x40 (600x300 – Asc) + 0.7x500Asc

14(180000-Asc) + 350Asc

2520000 –14Asc + 350Asc

Clause

3.8.4.3 336Asc =3900 x103 -2520000

336Asc= 1380000

Asc =4107.14 mm²

Provided 6Y32 at 4825mm²

LINKS

Provide 6 Y32 at
 Spacing of links should be ≤ (12x shortest diameter) Asc 6432mm²

= (12x32) = 384mm

Clause Adopt 390mm spacing

3.12:7.1
NUMBER OF LINKS

2400/390= 6.1

Provide 7 D8 spacing of 390mm for links

 THE KENYA NATIONAL EXAMINATIONS COUNCIL

PROJECT: PROPOSED CONSTRUCTION OF MODERN TUITION BLOCK FOR

ELDORET NATIONAL POLYTECHNIC

SUBJECT: STRUCURAL DESIGN DATE: APRIL 2023

ELEMENT: BASES SHEET NO.

BY: ERIC OYOMO

REF CALCULATIONS OUTPUT

BASE B

Column 600 by 300 carries a

-dead load of 1200kn

- imposed load of 1000kn.

i. Characteristic strength of concrete

Fcu=40N/mm²

ii. Characteristic strength of steel reinforcement

Fy=500N/mm²

iii. Soil bearing capacity of 170kn/m2

Plan area: serviceability (N)

1200+1000= 2200KN
N=2200KN
Area of base

Load/ soil bearing capacity

 (2200×103)÷ (170×103)= 12.94

12.941/2 = 3.6m

Adopt 4m by 4m footing

ULTIMATE SOIL BEARING PRESURE

Area of base
Load/ area
16m2

2200/16= 137.5mm

Adopt h= 600mm
H= 600mm

Self-weight

24×0.6×16= 230.4

24×0.6×3.62=186.624

Total weight= 230.4+ 2200 = 2430.4KN

DESIGN LOAD

2430.4÷16=151.9KN/m2

M˂S.B.P

It’s safe in failure to SBC

M=

EFFECTIVE DEPTH
151.9 KN/M2

H
 d

assume cover= 35mm, bar diameter 32mm

d= 600-( 35+32/2+32)

d= 515mm

Shear Stress (Vc)

(2200×103)÷ (2(600+300)× 515 ≤0.81/2fcu

2.37≤4.73

It’s ok in thickness

4000

d=512mm
COLUM
N
4000
600×3
00

Vc= 2.39

1850 300 1850

Moment will occur in shear area
1700 600 1700

1850×151.9×925×10-6= 259.94

1700×151.9×850×10-6= 219.50

No compressive members required

Tensile members

K1= (259.94×106) ÷ (35×1000×5152) ≤0.156

K1= 0.028

K2= (219.50×106) ÷ (35×1000×5152)

K2=0.024

Z1= d (0.5+(0.25-0.028/0.9)1/2) ≤0.95d

Z1= 0.96d K1= 0.028

Adopt 0.95d Z1=486.4 K2=0.024

 THE KENYA NATIONAL EXAMINATIONS COUNCIL

PROJECT: PROPOSED CONSTRUCTION OF MODERN TUITION BLOCK FOR

ELDORET NATIONAL POLYTECHNIC
Z2= d (0.5+(0.25-0.024/0.9)1/2) ≤0.95d
SUBJECT: STRUCURAL DESIGN DATE: APRIL

Z2= 0.97d 2023 Z1=486.4

ELEMENT: BEAM

Adopt 0.95d Z2=486.4 SHEET NO.

BY: ERIC OYOMO

REF AREA OF STEEL CALCULATIONS OUTPUT

DESIGN OF BEAMS
Bottom 1 Z2=486.4

Consider the main beams.

As B1= M/0.87fyz

259.94×106 ÷ (0.87×500×486.4) = 1228.54mm2

Bottom 2

As B2= 219.50×106 ÷ (0.87×500×486.4)

As B2= 1037.41mm2 650mm As B1=

1228.54mm2
Provide Y32 @ 250mm300mm

Characteristic
NUMBER load due to self-weight of the slab
OF BARS
As B2=
0.2x50x24= 240kN/m
1+(4000÷250) = 17 1037.41mm2

Characteristic
Provide 17 Y32 load due toofself-weight
spacing @250mm of the rib

0.3x0.65x24= 4.68kN/m

Characteristic load due to dead load

12x50= 60 kN/m

Characteristic load due to finishes

 THE KENYA NATIONAL EXAMINATIONS COUNCIL

PROJECT: PROPOSED CONSTRUCTION OF MODERN TUITION BLOCK FOR ELDORET

NATIONAL POLYTECHNIC

SUBJECT: STRUCURAL DESIGN DATE: APRIL 2023

ELEMENT: SLAB SHEET NO.

BY: ERIC OYOMO

REF CALCULATIONS OUTPUT

DESIGN FOR SLAB

Design loading

G.K.= 120KN

Q.K= 65KN

Ultimate design loading

=(1.4gk) + (1.6Qk)

=(1.4x120) + (1.6x65)

=168 + 104 = 272 kN

table 2.1 Use this table to determine bending moment and shear force near middle

of end span.

Ultimate bending moment is equal to = 0.086ft

= 0.086x272 = 233.92 KN/m

In outer support ultimate shear force = 0.4f

= 0.4x272 = 108.8 kN

At 1st interior support, ultimate shear force = 0.6f

Table 3.12
PART III: MEASUREMENTS
FINAL TRADE PROJECT

MEASURED BY: ERIC PAPER PROPOSED CONSTRUCTION OF MODERN

OYOMO NO: 3082 TUION BLOCK OF ELDORET NATIONAL

POLYTECHNIC

TIMESIN DIMENSION SQUARE DESCRIPTION

TAKING OFF SUBSTRUCTURE

Checklist

i. Site clearance
ii. Excavation of the top soil.
iii. Trench excavation
iv. Base excavation
v. De-watering
vi. Planking and strutting
vii. Concrete blinding in bases
viii. Concrete blinding in trenches
ix. Concrete to bases
x. Form work to column
xi. Concrete to column
xii. Foundation walling
xiii. Hardcore filling
xiv. Marram blinding
xv. DPM
xvi. BRC
xvii. Form work to slab
xviii. Rendering to plinth
xix. Concrete to slab
xx. DPC
SITE CLEARANCE

LENGTH WIDTH

49200mm 29100mm

Add working space

4000mm 4000mm
 51200mm 33100mm

1751.04m2
Clear site of all bushes, scrubs and burn them or carry
away from site
51.2

34.2 EXCAVATION OF TOP SOIL

46200mm

30100mm

LENGTH WIDTH

46200mm 30100mm

Add working space

2/1000 2/1000

47200mm 31100mm

Deduct void

29425mm 15000mm
47.2 Deduct void

13600mm 9900mm
31.1
Excavate over site to remove top vegetable soil to an
29.425 average depth of 175mm and store on site in hips

Deduct the last items

15.0

13.6 BASE EXCAVATION

 9.9 2520m3 LENGTH WIDTH HEIGHT

4000mm 4000mm 2100mm

Excavate bases and preserve the spoil on site for

backfilling
4.0

75/ 4.0

2.1

Concrete blinding in bases

&
3
300m
Cast concrete blinding in bases to an average depth of
35mm. concrete ratio of 1:4:8

CASTING CONCRETE TO BASES

LENGTH WIDTH HEIGHT

4.0
4000mm 4000mm 250mm
75/ 4.0 270m2 Cast concrete of mix 1:2:4, well vibrated

0.25

28.35m3
FORM WORK TO COLUMN

1.8
WIDTH HEIGHT
75/ 2.0
1800mm 2000mm
 Provide firm formwork to columns to rest on bases and
adequately supported.
0.6

75/ 0.3 664.53m3

2.1

CAST CONCRETE TO COLUMNS

length width height

600mm 300mm 2100mm

654.71
Cast concrete of mix 1:2:4 to columns and adequately
vibrated
0.7

1.45 TRENCH EXCAVATION

Excavate trench to foundation wall and store the spoil

1364.83m3 for back filling

LENGTH WIDTH HEIGHT

654,710mm 700mm 1450mm

75/ 3.7

3.4
CONCRETE BLINDING TO TRENCHES

1.0 &

Cast concrete blinding of mix 1:4:8 to average depth

654.710 925.3425m2 30mm and well compacted

0.45
BACK FILLING
1.45 To bases

LENGTH WIDTH HEIGHT

3700mm 3400mm 1000

To trench
41.6

7 LENGTH WIDTH HEIGHT

654,710mm 450mm 1450mm

26

9.5 Backfill the void between wall, column and strata,

compact adequately to the reduced level
31.475

12.3
HARDCORE LAYING

LENGTH WIDTH

41600mm 7000mm

add

26000mm 9500mm

add

31475mm 12300mm

203.15

Arrange natural hardcore stone to average depth of

200mm, leveled and well compacted
 864.845m2

45.2

7.9

27.2 MARRUM BLINDING

&
10.4
Lay marram blinding to an average depth of 50 mm,
27.425 leveled, adequately compacted and treated using
approved insecticides.

8.2

LAYING B.R.C

&

Lay BRC mesh a142 to rest on DPM.

FORMWORK TO SIDES OF SLAB

LENGTH WIDTH

203150mm 300mm

Provide formwork to external faces of the wall of

average depth of 300mm
 CAST CONCRETE TO SLAB

LENGTH WIDTH

45200mm 7900mm

add

27200mm 10400mm

add

27425mm 8200mm

Cast concrete of mix 1:2:4 to an average depth of

200mm and vibrated.

DPC
 PART IV: BUILDING UP RATES
FINAL TRADE PROJECT

DATE: October 29, 2025 BUILD UP OF RATES PROPOSED

CONSTRUCTION OF
MORDEN TUITION
BLOCK

ESTIMATOR: ERIC OYOMO PAPER NO: 3082 3082 THE ELDORET

NATIONAL
POLYTECHNIC

ITEM KSHS CENTS

COST OF TIPPING LORRY

- Volume of the dumper 5m³

- Tipping distance 900m
- Hiring cost 1500/hr.
- Bulking factor 45%
- Fuel consumption 3/l at 124/liter
- Skilled labor 100/hr.

Assume it takes 40 minutes to dip efficiency of the lorry 100% works for
8hrs a day

Hiring cost

1550x8 = 12400

Fuel

4000 00
8 per hour = (8x8x112) = 7616
Skilled labor 2448 00

100/hr. = 100x8 = 800

Total volume 800 00

(65.4x53.0x3.5) = 12131.7m³

125
Add bulking factor ( × 12131.7) = 15164.625
100

If it takes 40 min to dip 30m³

1hr = 45m³

8hr =?

360m³ per day

1 day = 360m³

= 15163.625m³
 42 days to dip all the excavated soil

1 day = 7,248

30 days =?

= 217440

Hence the unit rate for hardcore /m³

= 268

EXCAVATION OF FOUNDATION TRENCH IN ROCK

304,416 00

Assume

1. A rock is broken by labor using a mechanical drill power by

compressor and it can break 1m³ at 1000/hour
2. It takes operators (2) and 2 laborers 1 hr. to break and get out 1m³
of rock
3. Operators all-in rates filled as Kshs 50 per hour
4. Laborers all-in rates is Kshs 30 per hour

Price build up

a. Plant

In 1hr 1m³ of rock is broken

Cost 1m³ = 1000×1 = 1000

b. Labor
 Cost 1m³ = 2(50+30) = 160

25
Add ×1160 = 290
100

Add

Cost of 1m³ of normal soil as previously established.

Hence, the unit rate of extra over foundation trench excavation for
excavating in rock at Kshs 1368.25 1000 00

VIBRATED REINFORCED CONCRETE 1:2:4 IN FOUNDATION

Assumption
160 00
1. Concrete is mixed on site using 10/7 mixer 290 00
2. Concrete is transported in wheelbarrows
3. Prices:
a) mixer hire is 800 per hour
b) cement Kshs is 750/50 Kg bag
c) vibrator hire Kshs 250 per hour
d) sand Kshs 1600 per m³ c/f1450 00
e) ballast Kshs 1000 per m³
f) labor Kshs 50 per hour for unskilled labor

81 75
Price build up (m³)

1. Materials
a) Cement
i. Density of cement is 1442kg/m³
ii. Loading 1m³ of cement per hour 1368 25

cost
Cost of cement per m³ = × density
mass
 750
= ×1442=21630
50

Cost of loading 1m³ of cement = Kshs 50

b) Sand

Cost of 2m³ of sand = 2×1600=3200

c) Ballast

Cost of 1m³ of ballast = 1000

Cost 4m³ of ballast = 1000 × 4=4000

Cost of 7m³ of mortar = 21680+3200+ 4000=28880

40
Allow 40% consolidation = ×28880=11552
100

5
Allow 5% for wastes = × 40432=2021.60
100
21630 00

2. Plant
50 00

Cost of mixer per m³

3200 00
1hr = 2.4m³ = 800
 = 1m³=?

1× 800
=333.33
2.4

Cost of vibrator hire per m³

4000 00
1hr = 2.4m³ = 250

1 m³ =?

1× 250
=104.20 28880 00
2.4

3. Labor 11552 . 00

40432 00
Assume that - charger = 2

- wheelers = 6
2021 . 60
- spreaders = 2
42453 60
10

Cost per hour = 10x50 = 500

500
Cost per m³ = =208.33
2.4
333 33

Add 25% for plot chargers

 25
×645=161.47
100

Hence the unit rate V.R.C(1:2:4) in the stripped foundation is Kshs

807.33 per m³ 104 . 20

437 53

HARDCORE

Buildup of rates for 200mm thick hardcore to make up level for m2

Assumptions

- Cost of hardcore Kshs 4000/m³ delivered

- Loss of bulk for compaction 25%
8hrs for unskilled labor to place, spread and compact 72m³ in 1-
layer Kshs 50/hour
- 25% for profits and overhead charges
- 5% for waste

Item A

Materials

208 . 33
4000
Cost 1m³ = =800 645 86
5

Allow 25% for compaction

161 . 47

807 33

25
× 800=200
100
 5
Allow 5% waste = ×1000=50
100

The cost of 1m³ of material is Kshs 1050

1m³ = 1050

9m³ =?

9
× 1050=9450 1hr = Kshs 9450
1

Item B

Labor 800 00

9m³ per hour

72m³ = Kshs 50

9m³ =?

9 200 . 00
×50=6.25
72
1000 00

Add 25% for compaction and 5% waste

50 . 00
30
×6.25=1.88 1050 00
100

9450 00
 6 25

1. 88

9458 13

FINAL TRADE PROJECT

DATE: October PROPOSED CONSTRUCTION

PART V: BILL OF QUANTITY
29, 2025 OF MORDEN TUITION

BLOCK
ESTIMATOR: ERIC OYOMO PAPER NO: 3082

THE ELDORET NATIONAL

POLYTECHNIC

ITEM DESCRIPTION UNI QUANTIT SH CTS

T Y

SUBSTRUCTURE WORKS

A Clear site of all bushes, shrubs and trees girth not M2 1200
 exceeding 600mm, grub out root’s stamps and

dispose.

B M2 1400

Excavate over site average 200mm deep to remove

vegetable top soil, wheel and deposit on site as

directed.

M2 120

C
Allow to keeping excavations free from storm and

underground waters

M3 14550

D Excavate from stripped level to reduce levels

M2 2800

E Reinforcements

F M2 1800

Formwork

G M2 2100

Hardcore filling

H M2 1455
I Marram blinding M2 1940

J Foundation walling M2 1425

backfilling
 MATERIAL SCHEDULE
MATERIAL UNIT QUANTITY COST PER UNIT

CEMENT BAGS 6000 @ 850

BALAST TONNES 3000 @2000

SAND TONNES 2000 @1500

BLOCKS PIECES 25000 @50

WALL PASS ROLLS 500 @3000

REINFORCING BARS KG 50000 @2000

PAINTS 20L BACKETS 600 @18000

TIMBER 4 *2 FEETS 45000 @150

PIPE 2” PIECES 1800 @450

TIMBER 2 *2 FEETS 106,000 @ 85

NAILS 50 KG BAG 164 @15,000

HARDCORE TONNE 380 @1800

QUARRY DUST TONNE 700 @ 1950

CONSTRUCTION METHODOLOGY AND PHASING

ANTICIPATED PROGRAMME
The construction of the proposed development is anticipated to start from with subject to gaining planning
permission and span approximately 3yrs. Following the discharge of pre-commencement planning
conditions and period of procurement and tendering for the construction of the development, project
mobilization and construction activities.

INDICATIVE CONSTRUCTION PHASING

Activities Duration (weeks)

Set up site 4

Cut and fill building footprint 3

Access from main gate 4

Construction of car park and circulation roads 14

Substructures works 14

Frame and floors 54

Brickwork and casting of ground floor slabs 22

Roofing 21

Superstructure 40

Fit out 44

Installations services 12

Drainage connection 8

Hard and soft landscaping around school building 12

Offsite highway improvement 16

Main construction activities

No demolition is required to facilitate the construction of the development. The main construction
 WORK SCHEDULE
PROPOSED CONSTRUCTION OF MODERN TUITION BLOCK FOR ELDORET NATIONAL
POLYTECHNIC

PREPARED BY: ERIC INDEX NUMBER: SUPERVISED BY: DATE:10/29/25

OYOMO 5781026109 MR OMONDI

WORK DURATION
W WK WK WK WK WK WK WK WK WK1 WK WK WK WK WK WK WK
K1 2 3 4 5 6 7 8 9 0 11 12 13 14 15 16 17

FOUNDATIO
N
EXCAVATIO
N

STEEL
FIXING TO
FOUNDATIO
N

CONCRETE
TO
FOUNDATIO
N

FORMWOR
K TO
COLUMNS

CONCRETIN
G COLUMNS

FOUNDATIO
N WALLING

BACK
FILLING TO
FOUNDATIO
N

HARD CORE
LAYING

MARRUM
BLINDING

DPM & BRC

FORM
WORK TO
SLAB
CONTRETE
TO SLAB

STEEL
FIXING TO
COLUMNS

FORMWOR
K TO
COLUMNS

FORM
WORK TO
SOFITS

STEEL
FIXING
FIRST
FLOOR

CASTING
CONCRETE
TO SLAB

STEEL
FIXING TO
COLUMN

GHANTT CHART
CRITICAL PATH ANALYSIS.
PART VI: PAVEMENT AND DRAINAGE DESIGN

PAVEMENT DESIGN
The pavement design of the access roads to building by vehicles and by foot. Pavement design is done
according to road design manual part III (materials and pavement design for new roads)

Design factors

 Climatic factors
 Traffic
 Drainage
 CBR tests
Materials

The results obtained testing soil from the proposed site gave a CBR value ranging from 7-13.

The table below shows the soil classification and the soil of the proposed site fall under S³ with a medium of
10.

Sub grade bearing classes

Soil Class CBR Change Medium

S₁ 2-5 3.7
S₂ 5-10 7.5
S₃ 7-13 10.0
S₄ 10-18 14.0
S₅ 15-30 22.5
S₆ >30

According to the road design manual part III, the subgrade needs to be improved. The grade will be
improved by material of a subgrade class S₄ in order to increase the bearing capacity.

Selecting possible Type of Pavement

The road will give the standard pavement structure type 1 as defined by the Road Design Manual Part III.

The layer consists of the following:

i. Surfacing -Double surfacing

ii. Base -Crushed stones
iii. Sub-base -Natural material
(From Road Design Manual Part III)
Sub grade

The soil will have a 300mm thick improved.

Materials requirements

1. Sub-base
Sub-base is 200mm thick natural gravel.

Materials requirements

Materials shall have a CBR at 95% MDD (Modified AASHTO) CBR of 30% after four days of dry soak.

From chart SB₁ of the road design manual, part III, the following are the recommendations and the natural
gravel.

 Maximum size to be 2/3-layer thickness or 80mm whichever is lesser

 Uniformity coefficient maximum 5
 Plasticity index maximum 15
 Plasticity modulus maximum 250Construction procedures
 Thickness of compaction in one layer shall not be less than 100mm or greater than 300mm
 Laying by grader
Compaction

 95% MDD (Modified AASHTO)

 Maximum thickness compacted in one-layer 200mm
 Compaction moisture content, between 80% and lost 105% (modified AASHTO)
2. Base materials
The base shall be 150mm thick a crushed stone with CBR of at least 80% at 95% MDD (Modified
AASHTO) and after 4 days soak.

Materials requirements

 Los Angeles Abrasion maximum 50

 Aggregates Crushing Value maximum 35
 Plasticity Index maximum 15
 Plasticity modulus maximum 250
Construction Procedures

Minimum thickness of compacted layer shall be 125mm laying by grader.

Compaction

 Minimum dry, normally 95% MDD (Modified AASHTO)

 Higher relative compaction may be specified to is adequate
 Compaction moisture content; between 80% and 105% OMC (Modified AASHTO)
 Maximum thickness compacted in one-layer 200mm

DRAINAGE WORK
The main aim of the drainage pattern in the proposed site is to ensure that the rain water and surface water is
removed from the site so that it cannot affect the compound in general.

Existing drainage system/ Recommendation and proposed drainage system

There is an existing drainage system in the college compound which collects all the rain water which is
directed to drainage along the main pavement towards the main gate. The drainage gently slopes hence
water moves by use of gravity. The new structure won’t require much drainage since all the rain water
collected from the roof will be channeled to the underground water tank. The pavement runaway water will
be channeled to the existing drainage system.

Design of an economical channel

The principle used was the wetted perimeter: maximum discharge depends on the wetted perimeter, given
the coefficient of roughness and slope.
Manning’ Roughness Coefficient

Channel material Roughness coefficient

Metals 0.010-0.024

Glass 0.009-0.013

Concrete 0.011-0.017

Wood 0.012-0,016

Clay 0.013-0.016

Grave 0.020-0.033

Drainage area Impermeability

Concrete/ Bitumen surface 0.8-0.9
Gravel/ Macadam surface 0.4-0.7
Base/ Impervious soil 0.4-0.7
Impervious soil with turf 0.3-0.6
Slightly pervious soil with turf 0.2-0.4
Pervious soil 0.1-0.3
Wooden area 0.1-0.3
Rainfall intensity obtained from the meteorological department of Kenya is 120mm per hour.

DATA ANALYSIS AND FINDINGS

Undertaking this type of project is cost effective and time consuming since in terms of cost, most of the
materials required are expensive. Also, this project has helped me to develop new skills and putting what I
have been taught into practice such as survey and soil mechanics which exposed me widely to what is
happening in the real world and able to be in touch with the new revolutionary skill methods and equipment
newly invented.

The architectural designs and drawings consumed most of my time and also gave me the expertise unto
which I am to be pursuing during my professionalism. Measurements, estimation and costing proved that
the rate of buying materials is rising steadily and that is the key reason as to why the rate of improving the
infrastructure in Kenya is still slow.
RECOMMENDATIONS AND CONCLUSIONS
Design of the learning facility was undertaken satisfactorily in accordance with BS 8110. It is recommended
that to further improve on the output, investigation should be done on the most economic choice of material,
member sizes and general layout.

The Kenyan government through the ministry of education should ensure that the quality of training is
meeting the required competence for skilled personnel to acquire tedious and complex design skills.
 CHAPTER FIVE:
SITE ORGANISATION AND ADMINISTRATION
Introduction

 The site organization and administration are per the project direction and guidelines
 Site work plan and material storage, the site space has to be able to accommodate office, material
storage, working areas and general circulation areas.

SITE ORGANISATION

Director / CEO

Operations Finance

Trading Logistics &

Procurement

Project
t Mmanager
s

Building & civil Eng. sor Telecom & Electro Works TradingServices

Civil Works & Power Technical Account

Installation Teams
Teams Manager

Engineers Engineers Quality Check

Technicians Technicians Clearing manager

Site layout and planning
The site should be planned in such a way that it is able to accommodate all temporary facilities and utilities
that will ensure;

 Increase in productivity
 Safety
 Save space in areas needed for temporary construction
 Maximizing utilization
The following key areas should be considered in layout

SAFETY
 Fire prevention; fire extinguishers should be installed on the site immediately on the site as
construction commences.
 Medical services; first aid kit is very important and should be kept in safety office to be used in case
of an emergency.
 Construction safety gear; the contactor who will be the best bidder and given a contract should
ensure that he supplies his employees at the construction site with basic site attire. This includes the
safety boots, hard hat (helmet), gloves, goggles and the ear muffs.

SITE ACCESSIBILIY
 Easy accessibility will help keep the equipment operators and vehicle drivers’ morale high, minimize
the chances of accidents saves time when maneuvering and leaving the site. Therefore, should be
located adjacent to flexible pavement.

SECURITY
 Entrance; the entrance guard should be provided with a booth to keep track of all visitors going into
the site.
 Lighting; electrical installation should be done immediately as construction commences to avoid
accidents and maintain lighting.
 Fencing; hoarding should be done all round the site to prevent unwanted access and for the safety of
anyone passing near the site.

INFORMATION SIGNS
 Site map; site details of the project should be placed at the polytechnic entrances.
 Traffic regulatory signs; this should be displayed to guide traffic on site and to avoid accidents to
considerable extents.

OFFICES
 The offices should be close together, close to the site and in safe area. These offices include; job
office, general contractor office, sub contactors office and clerk of works office.

WATER SUPPLY AND SANITATION

 There should be steady supply of water on the site for constructional use. Toilet facilities should be
placed in the convenient location to accommodate work force.
STORAGE AND SITE CLEANING
Sheltered facilities should be built for storage of materials and equipment until they are required to be used
on the job. All material should be kept in a central point to avoid multiple movement of material. Storage
should also be located where they will be easily accessed by trucks that will supply the materials to the site.
REFERENCES

Alberta Environment. (n.d.). Construction & demolition waste reduction program. Retrieved
from http://environment.alberta.ca/documents/Construction-Demolition-programbackgrounder.pdf
Agamuthu, P. (2008). Challenges in sustainable management of construction and demolition
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BIBLIOGRAPHY
During my research about this project, I visited various places from where I acquired different information
about the design and construction which included the Ministry of public works and transport, planning
housing for the building codes of practice. After then I thoroughly go through various books in the college
library for the construction and design purposes. This includes the following;

i. Surveying and leveling by RACOR eighth edition

ii. Soil mechanics by Graig
iii. Building construction handbook by Chudley
iv. Structures and Fabrics part 1 and part2
v. Surveying by Banster and S Raymond