study the possibility of producing porous concrete

Study the Possibility of Producing Porous Concrete

Pavement Blocks "Interlock" in the Gaza Strip

امكانية انتاج رصفة خرسانية متداخلة )انترلوك ( منفذة للماءدراسة في قطاع غزة

Submitted by:

Sobeh Abed Nabhan

Supervised by:

Prof. Dr. Shafik Jendia

A Thesis Submitted in Partial Fulfillment of Requirements for the Degree

of Master of Science in Civil Engineering- Infrastructure Management

م -2018ھـ 1439

The Islamic University – Gaza

Deanship of Research and Graduate Studies

Faculty of Engineering

Master in Civil Engineering program

Infrastructure Management

غـــزةبا لــجــامـــعـــة الاســــلامــيــة

العليا والدراسات العلمي البحث عمادة

كــلــيــة ا لــهــنــدســــة

الهندسة المدنية برنامج

البنى التحتيةادارة

I

إقــــــــــــــرار

أنا الموقع أدناه مقدم الرسالة التي تحمل العنوان:

Study the Possibility of Producing Porous Concrete

Pavement Blocks "Interlock" in the Gaza Strip

امكانية انتاج رصفة خرسانية متداخلة )انترلوك ( منفذة للماءدراسة في قطاع غزة

أقر بأن ما اشتملت عليه هذه الرسالة إنما هو نتاج جهدي الخاص، باستثناء ما تمت الإشارة إليه حيثما ورد، وأن

لنيل درجة أو لقب علمي أو بحثي لدى أي مؤسسة الاخرين أي جزء منها لم يقدم من قبلهذه الرسالة ككل أو

تعليمية أو بحثية أخرى.

Declaration

I understand the nature of plagiarism, and I am aware of the University’s policy on this.

The work provided in this thesis, unless otherwise referenced, is the researcher's own

work, and has not been submitted by others elsewhere for any other degree or

qualification.

:Student's name صبح عبد نبهان اسم الطالب:

:Signature التوقيع:

:Date التاريخ:

II

نتيجة الحكم

III

بسم الله الرحمن الرحيم

}قل هل يستوي الذين يعلمون والذين لا يعلمون إنما يتذكر أولو الألباب{ ) الزمر : 9(

صدق الله العظيم

IV

Abstract

The Gaza Strip is one of the most populated area in the world, and the least in terms of

the vast green areas that allow water permeability through it. The Gaza Strip also faces

an urban renaissance where the increase in the number of buildings and concrete roofs,

the paving of the main roads and many vital projects in the city, which increases the

runoff of rainwater and reduces the access and infiltration to the aquifer. Due to the

difficulty of providing water and the lack of other sources of water such as rivers,

researchers were required to find ways and alternatives to provide water, and benefit

from the runoff of rain water, as the rainy season is short in Gaza Strip, and this is one

of the objectives of this study. This study aims at the possibility of producing concrete

block pavement (Interlock), which allows water infiltration and use in places with low

loads such as public spaces, car parking, playgrounds, etc. In this study, a number of

practical experiments were conducted to identify the infiltration rate of water through

concrete block pavements by simulating the fall of rainwater on a 1 m2 concrete block

pavement to determine the permeability of the water drier and to reach the highest

possible permeability without runoff surface water. The study was divided into two

parts. The first part was production porous interlock. This was done in the automatically

factory for construction industries in order to ensure quality and efficiency. Three types

of gravel were used (Folia, Adsia and Semesmia) in varying proportions and the surface

layer of stone (Basalt) has been dispensed. Four basic mixtures were selected and with a

change in water and cement ratios, sixteen samples were produced. After processing the

samples, we performed the required tests (density, compressive strength, and

absorption). The second part of the study was designed to calculate the amount of water

running through the 16 samples. This was done by simulating the intensity of the

rainfall (60 mm / h) for each of them, for 60 consecutive minutes. After the results were

collected, good results were obtained compared to the results of the other researches .

The results show that the permeability rate ranges from 37% to 50%. This ratio is

controlled by a number of determinants, including the different percentages of the

gravel mixture. The mixtures formed from high percentages of the folia and adsia

aggregate gave a high percentage of permeability but at the expense of compressive

strength, The sample has an inverse relationship between the compressive strength of

the interlocking stone and permeability. It also controls the ratio of permeability of

water and cement ratios.

V

ملخص البحث

قلها من حيث المساحات الخضراء أالعالم من حيث عدد السكان وكذلك مناطقكثر أمن يعتبر قطاع غزة

, حيث كا ومعاناة في توفير المياهستهلاإكثر المناطق أومن ,ي تسمح بنفاذية المياه من خلالهاالواسعة الت

نهضة عمرانية حيث الزيادة في أعداد يضا قطاع غزة يواجه أ كمصدر أساسي.تعتمد على المياه الجوفية

, مما يزيد من المشاريع الحيوية في المدينة والعديد لخرسانية وتعبيد الطرق الرئيسيةالمباني والأسقف ا

ونظرا لصعوبة نفاذيتها للخزان الجوفي.الجريان السطحي لمياه الأمطار ويقلل من إمكانية وصولها و

إيجاد طرق وبدائل ستوجب على الباحثين إ ,وخلافه كالأنهاروعدم وجود مصادر اخرى للمياه توفير المياه

سم المطر يعتبر قصير في قطاع مطار حيث ان موستفادة من الجريان السطحي لمياه الأوالإ ,لتوفير المياه

ج رصفة خرسانية متداخلة نتاإمكانية إ هذه الدراسة تهدف الى .هداف هذه الدراسةأحد أ, وهذا هو غزة

في الأماكن ذات الاحمال المنخفضة كالساحات العامة ستخدامهاإ( يسمح بنفاذية الماء من خلاله و)انترلوك

للتعرف على جراء العديد من التجارب العمليةإفي هذه الدراسة تم وكراجات السيارات والملاعب....الخ.

( وذلك من خلال عمل محاكاه لسقوط نترلوكلإالخرسانية المتداخلة )الرصفة ا من خلال نسبة المياه النافذة

بغرض ايجاد مدى نفاذية الرصفة للمياه, 2م1مياه الأمطار على رصفة خرسانة متداخلة مساحتها

, الجزء نجزئيي الىالدراسة انقسمتقد و على نفاذية ممكنه بدون جريان سطحي للمياه.أوالوصول الى

الألي مصنع الفي المنفذ للماء وتم ذلك صناعة الحجر المتداخل )الانترلوك( ول كان عبارة عنالأ

الحصويات )فولية, عدسية, وتم استخدام ثلاثة انواع من للصناعات الانشائية وذلك لضمان الجودة والكفاءة

اساسية ربع خلطات أ إعمادوتم ( ن الطبقة السطحية للحجر )البازلت( بنسب متفاوتة والاستغناء عوسمسمية

حجر 150ومن كل خليط تم انتاج حوالى ,لأسمنت تم صناعة ستة عشر عينةومع تغيير في نسب الماء وا

وذلك لاستخدام جزء منها لإجراء التجارب اللازمة كالكسر والامتصاص والخواص الفيزيائية والجزء

وبعد عمل المعالجة اللازمة له الاخر تم استخدامه لعمل الرصفة اللازمة لإيجاد كميات المياه النافذة من خلا

كان , اما الجزء الثاني من الدراسة عمل الفحوصات اللازمة )الكثافة ,الكسر ,والامتصاص(. تم للعينات

عمل محاكاه ذلك من خلال مالهدف منه هو حساب كمية المياه النافذة من خلال العينات الستة عشر, وت

وذلك متتاليةدقيقة 60, وذلك على مدار لكل رصفة( ملم/ساعة60) بنسبةمطار المتساقطة لشدة مياه الأ

.م لهذا الغرض 0.25×1×1بتصنيع صندوق حديدي بأبعاد

% , وتحكم في هذه النسبة عدة محددات 50-% 37نسبة النفاذية تتراوح ما بين نوبتسجيل النتائج تبين أ

همنها النسب المتفاوتة من الخليط الحصوي حيث ان الخلطات التي تكونت من نسب عالية من الحصم

هناك علاقة أن أيالعينة لهذهالفولية والعدسية اعطت نسبة عالية من النفاذية ولكن على حساب قوة الكسر

.سمنتحكم في نسبة النفاذية نسب الماء والأتايضا ت .الكسر للحجر المتداخل والنفاذية كسية ما بين قوةع

VI

Dedication

I dedicate this work to:

The soul of my father who gave me a lot,

My mother who the secret of happiness in my life,

My brothers, my sisters, my friends

& To everyone who helped me and supported me in

preparing this research

Sobeh Nabhan

VII

Acknowledgements

Firstly, I thank great Allah for giving me intention, and given me the strength until this

research is finally completed.

Foremost, I would like to express my sincere gratitude to my advisor Prof. Shafik

Jendia for his patience and kind guidance throughout the period of laboratory work and

report writing. Without his attention and dedicated guidance, this thesis would not be

successfully completed.

I would like to thank all lecturers in Islamic University of Gaza who have helped me

during my study in master program.

Also, I would like to thank all the staff of the Materials testing laboratory on the

Association of engineers-Gaza Governorates, especially thanks for eng. Belal Ashour

Palestine Co. for building material (Automatic Factory) presented by Mr. Aljaroo .

Last but not least; I would like to thank my family: my parents for giving birth to me at

the first place and supporting me spiritually throughout my life.

Eng. Sobeh A. Nabhan

VIII

Table of Contents

Declaration........................................................................................ I

Abstract………………………………………………………………………………….. IV

V ملخص البحث...………………………………………………………………………………Dedication………………………………………………………………………………... VI

Acknowledgements…………………………………………………………………….... VII

Table of Contents ………………………………………………………………………. VIII

List of Tables……………………………………………………………………………. XI List of Figures…………………………………………………………………………… XIII Abbreviations……………………………………………………………………………. XV

Chapter 1. Introduction………………………………………………………………... 1

1.1 Background………………………………………………………………..... 2

1.2 Permeable pavement systems………………………………………………..

…………………………………………………...

3

1.3 Permeable pavement………………………………………………………...

………….;'''……..……………..……………………………………………

……………

3

1.4 Statement of the problem……………………………………………………

6

1.5 Research importance………………………………………………….......

7

1.6 Research goal and objectives………………………………………………..

7

1.6.1 Goal……………………………………………………………………... 7

1.6.2 Objectives………………………………………………………………..

7

1.7 Methodology…………………………………………………………………

.

8

1.8 Thesis outline……………………………………………………………….. 9

Chapter 2. Literature Review………………………………………………………….

10

2.1 Introduction……………………………………………................................

11

2.2 Overview of permeable pavement …………………………………………. 11

2.2.1 Types of permeable pavement ………...……………………………..

11

2.2.2 Comparative properties of the three major P.P types ………………..

pavements………………………………..

13

2.3 Permeable interlocking concrete pavements (PICP)……………………….

………………………………

pavements…………………………………………………………...

14

2.3.1 History of (PICP)… ………………….……………………………..

14

2.3.2 Typical (PICP) cross section…………………………………….....

………...……………………………..

15 2.3.3 Requirements of (PICP)……………………......... ………………..

pavements………………………………..

16

2.4 Concrete block pavement……………………………………………….…..

16

2.4.1 Feature of concrete block pavement………………………………..

16

2.4.2 Application of concrete block pavement …………………………. 18

2.4.3 Pattern of concrete block pavement ..……………………………...

20 2.4.4 Characteristics of concrete block pavement in Gaza…………..…..

22

IX

2.4.5 Installation of concrete block pavement ……………………….…..

23 2.5 Porous pavement………. ……..…………………………………………....

24

2.5.1 Porous concrete environmental performance ……………………...

Intensity…………………………………….

25

2.5.2 Porous concrete potential ………………………………………….. 26

2.6 Drainage design for permeable pavement………………………………..... 26

2.7 Storm water data in Gaza…...……………………………………………... 27

يبببيييي

ي

2.7.

11

2.7.1 Rain intensity ……………………………………………………… 27

2.8 Permeable paving advantage and risk...................................................

2.8

28 .......

.

2.8.1 Advantage of concrete block pavement............................................... 28

2.8.2 Permeable paving risk......................................................................... 28

2.9 Maintenance of PICP................................................................................. 30

2.10 Conclusion of previous studies……..………………………………… 32

Chapter 3. Experimental Program ………………………………………………......... 34

3.1 Introduction………………………………………………………………….. 35

3.2 Processing of sample and laboratory testing………………….……..……... 35

3.3 Material selection ……………………………………….………………….. 37

3.4 Material properties ….……………………………………………………… 37

3.4.1 Aggregates properties……………………………………………….

37 3.4.2 Physical properties of aggregates……………..……………………

38

3.4.3 Sieve analyses of aggregates…………..…………………………...

39

3.5 Production of porous interlock mix........ …………………….…………….. 43

3.5.1 Number of required sample …………………………………………..

43

3.5.2 Design of sample………...……………………………………………

44

3.5.3 Physical properties of sample….……………………………………...

44

3.5.4 Sieve analysis of sample…..……………………………………..........

45

3.5.5 Mixture design method……………………………………………... 49

3.5.6 Mixing and processing sample……………………………............... 50

3.6 Infiltration tests……………………............................................................... 53

3.6.1 Pavement construction………………................................................... 54

3.6.2 Rainfall simulator installation …….…...……………………………... 56

3.6.3 Rainfall simulator intensity... …..…………………………………….. 58

Chapter 4. Results and Discussion…...………………………………………………… 59

4.1 Introduction……………………………………………….………………...

60

4.2 Result of experimental scenarios ………………………...............................

60

4.2.1 Result of compressive strength, absorption for 16 sample............. 60

4.3 Result of permeability scenarios……………………………………………

61

X

4.3.1 Result of outflow of rainfall intensity=60mm/h (sample 1-1) ...............

62

4.3.2 Result of outflow of rainfall intensity=60mm/h (sample 1-2)................ 63







4.3.9 Result of outflow of rainfall intensity=60mm/h (sample 3-1) ................

70

4.3.10 Result of outflow of rainfall intensity=60mm/h (sample 3-2)............... 71







4.4 Discussion.................................................................................................... 78

Chapter 5. Conclusion and Recommendations..……………………………………… 79 5.1 Conclusion.…………………………………………………………………. 80

5.2 Recommendations…………………………………………………………... 81

References……………………………………………………………………………….. 82

Appendices……………………………………………………………………………….. 85

Appendix (A) porosity results……...……………………………………….....................

86

Appendix (B) interlock tile tests ...……………………………………………………...

…

119

Appendix (C) aggregate tests………….....……………………………………………..

136

Appendix (D) photos for the method of the work……………………………….…….

145

XI

List of Tables

Table (2.1): Comparative properties of the three Major P.P Types …….............................. 13

Table (3.1): Main and local sources of used materials……………………………………... 37

Table (3.2): Used aggregates types........................................................................................

………………………………….

38

Table (3.3): Specific gravity test of aggregate.....………………………………………… 38

Table (3.4): Water absorption test of aggregate …………………………..................……

.....………...

38

Table (3.5): Specific gravity test of sand......... .....………………………………………... 39

Table (3.6): Folia aggregate sieve analyses …………….........................………………... 39

Table (3.7): Adasia aggregate sieve analyses.……………………..................................... 40

Table (3.8): Semsmia aggregate sieve analyses ..……………….........………............….. 41

Table (3.9): Sand aggregate sieve analyses …………………..............................……….. 42

Table (3.10): Sample arrangement ratio.........................................… …………………….. 44

Table (3.11): Specific gravity test of sample..........................................................................

………………………......

44

Table (3.12): Water absorption test of sample................................………………………... 45

Table (3.13): Sieve analyses (aggregate mix #1)................................…………………….. 45

Table (3.14): Sieve analyses (aggregate mix #2)…………..........................………….......... 46

Table (3.15): Sieve analyses (aggregate mix #3)…......................................……………….. 47

Table (3.16): Sieve analyses (aggregate mix #4)………................….......……………….. 48

Table (3.17): Material sample quantity..........................................………………………… 50

Table (4.1): Compressive strength & absorption result............………………………….. 61

Table (4.2): Cumulative outflow for sample (1-1)at (RI=60mm/h)...................................... 62

Table (4.3): Cumulative outflow for sample (1-2)at (RI=60mm/h)……………………….. 63


Table (4.5): Cumulative outflow for sample (1-4)at (RI=60mm/h)…………………….... 65



Table (4.8): Cumulative outflow for sample (2-3)at (RI=60mm/h)…….............................. 68

Table (4.9): Cumulative outflow for sample (2-4)at (RI=60mm/h)…….............................. 69


Table (4.11): Cumulative outflow for sample (3-2)at (RI=60mm/h)…..................................

71


72

XII


73

Table (4.14): Cumulative outflow for sample (4-1)at (RI=60mm/h)….................................

74

Table (4.15): Cumulative outflow for sample (4-2)at (RI=60mm/h)……..............................

75

Table (4.16): Cumulative outflow for sample (4-3)at (RI=60mm/h)......................................

76


XIII

List of Figures

Figure (1.1): Permeable Pavements Types.........……………............................................... 4

Figure (1.2): Permeable Pavements Cross Section................. ……………………………..

5 Figure (1.3): Bad Storm Water Situation in Gaza Strip...................………………………..

………………………………………….. 6

Figure (2.1): Type of Permeable Pavements.......................................................................... 11

Figure (2.2): PCIP Components............................................................……………………. 15

Figure (2.3): Paving Block Application..........……………………………………………... 17

Figure (2.4): Paving Block Application for Traffic Management...................…………….. 17

Figure (2.5): Example of Roads Application..............................…………………………... 18

Figure (2.6): Example of Commercial Application ……................................................…. 19

Figure (2.7): Example of Industrial area Application …………....……………………….. 19

Figure (2.8): Example of Domestic Paving Application ….................................................. 20

Figure (2.9): Example of Specialized Paving Application...................……………........... 20

Figure (2.10): Available Block Shapes in Gaza Strip...................…………………………... 21

Figure (2.11): Available Color of Block Pavement.................................................................

…................................................….

22

Figure (2.12): Pavement Pattern................................... …………....……………………….. 22

Figure (2.13): Excavation &Compacting of the Soil Subgrade.............................................. 23

Figure (2.14): Base Compaction with Vibratory Roller...........................……………........... 23

Figure (2.15): Scree ding the Bedding Sand.................................…………………………... 23

Figure (2.16): Placing the Concrete Paver...............................................................................

…................................................….

24

Figure (2.17): Compacting the Paver and Bedding Sand..... ……….……………………….. 24

Figure (2.18): Rainfall Intensity............................................................................................... 28

Figure (3.1): Flowchart of Lab Testing Procedure............................. …………………….. 36

Figure (3.2): Source of Agg(Automatic Factory)......…………………………………….. 37

Figure (3.3): Gradation Curve (Folia 0/19mm)..............................……………………....... 39

Figure (3.4): Gradation Curve (Adasia 0/12.5mm)…….................................……………... 40

Figure (3.5): Gradation Curve (Semesmia 0/9.5mm)…........................................………… 41

Figure (3.6): Gradation Curve (Sand 0/0.6mm)………………………….........…………… 42

Figure (3.7):

F Flowchart of Aggregate Mix Number............................................................. 46

Figure (3.8): Gradation Curve (Sample#1)…………………………….......………………. 47

Figure (3.9): Gradation Curve (Sample#2)………………………...............………………. 48

XIV

Figure (3.10): Gradation Curve (Sample#3)………………………….............................................….. 48

Figure (3.11): Gradation Curve (Sample#4)………………....................................………… 49

Figure (3.12): Supplying Used Material ............................................………………………. 51

Figure (3.13): Adjustment the Weights of Material...............................................………….. 51

Figure (3.14): Compaction Machine...........................………………………………………. 52

Figure (3.15): Sample ready for Processing.........................………………………………… 52

Figure (3.16): The Experimental steel box ...........................................…………………….. 53

Figure (3.17): The Experimental steel box ...........................................…………………….. 54

Figure (3.18): The schematic setup of nozzles ..................................…………………….. 54

Figure (3.19): Interlock Pavement .................................……………………………………. 55

Figure (3.20): Filling Joints with Mortar..............…………………………………………... 55

Figure (3.21): Rainfall Simulator and Laboratory Pavement Model Box …………......… 56

Figure (3.22): The 25 Evenly Setup Sprays …………......……………………………….. 57

Figure (3.23): Infiltration Test on the Constructed Permeable Pavement …….......……... 57

Figure (3.24): Infiltrated Water out through Permeable Pavement …….....……………… 58

Figure (4.1): Inflow Result for Sample (1-1) at Intensity of Water (60mm/h).......………. 62

Figure (4.2): Inflow Result for Sample (1-2) at Intensity of Water (60mm/h)……...…. 63

Figure (4.3): Inflow Result for Sample (1-3) at Intensity of Water (60mm/h)… …........… 64

Figure (4.4): Inflow Result for Sample (1-4) at Intensity of Water (60mm/h)………......... 65

Figure (4.5): Inflow Result for Sample (2-1) at Intensity of Water (60mm/h).................... 66

Figure (4.6): Inflow Result for Sample (2-2) at Intensity of Water (60mm/h)……….......... 67

Figure (4.7): Inflow Result for Sample (2-3) at Intensity of Water (60mm/h).................... 68

Figure (4.8): Inflow Result for Sample (2-4) at Intensity of Water (60mm/h)……….......... 69

Figure (4.9): Inflow Result for Sample (3-1) at Intensity of Water (60mm/h)……......... 70

Figure (4.10): Inflow Result for Sample (3-2) at Intensity of Water (60mm/h)………....... 71

Figure (4.11): Inflow Result for Sample (3-3) at Intensity of Water (60mm/h)…….......… 72

Figure (4.12): Inflow Result for Sample (3-4) at Intensity of Water (60mm/h)……......…. 73

Figure (4.13): Inflow Result for Sample (4-1) at Intensity of Water (60mm/h)…........... 74

Figure (4.14): Inflow Result for Sample (4-2) at Intensity of Water (60mm/h)……........... 75

Figure (4.15): Inflow Result for Sample (4-3) at Intensity of Water (60mm/h)……........... 76

Figure (4.16): Inflow Result for Sample (4-4) at Intensity of Water (60mm/h)…............ 77

XV

List of Abbreviation

CMWU

Coastal Municipalities Water Utility

CBP

CGP

Concrete Block Pavement

Concrete Grid Paver

EPA Environmental Protection Agency

FIRL Franklin Institute Research Laboratories

ICPI Interlocking Concrete Pavement Institute

MCIA Mississippi Concrete Industries Association

mm/yr Millimeter per year

Mm3/yr Million cubic meter per year

MOA Ministry of Agriculture

MOLG Ministry of Local Governorates

NGOs

NRMCA

Non-governmental organizations

National Ready Mixed Concrete Association

PSI Palestine Standards Institution

PCBP Permeable Concrete Block Pavement

PWA

P.A

P.P

PICP

Palestinian Water Authority

Permeable Asphalt

Porous Pavement

Permeable Interlock Concrete Pavement

RI Rain Intensity

TBRs Tipping Bucket Rain gauges

PPS Permeable Pavement System

1

Chapter (1)

Introduction

2

1.1 Background

The population of the Gaza Strip reaches more than “according to the Palestinian

Central Bureau of Statistics” 1.8 inhabitants and this number will reach more than 2.6

Million inhabitants by year 2025. The groundwater is considered to be the main water

source that supply the residents of the Gaza Strip for different purposes (domestic

agricultural or industrial.) Gaza coastal aquifer is limited where its thickness is in

between120-150 Meter in some areas of the western part of the coastal strip and too few

meters in the east and southern part of the coastal aquifer (Coastal Municipalities Water

Utility, CMWU Report, 2010). However, the Gaza strip lacks the procedures that help

in recharging the groundwater storage where there are high amounts of runoff due to the

impervious surfaces of asphalts, interlock which can have negative impacts including

sediment transport, erosion, and pollutant transport. On the other hand, the shortage of

water in the aquifer should be taken in consideration, then the water must be collected

and re-injected to underground or reused for agricultural sector. Therefore, using porous

or permeable pavement are recommended to give appropriate solutions are alternatives

to these issues.(Jendia ,Almadhoun,2014). Permeable pavement allows storm water to quickly infiltrate the surface layer to enter a

high-void aggregate base layer. The captured runoff is stored in this reservoir until it

either percolates into the underlying sub-grade, or is routed through a perforated under

drain system to a conventional storm water conveyance. Appropriately designed

interlocking permeable pavement may reduce the amount of pollutants reaching

receiving waters (James and Langsdorff, 2003). All of this forces to search for an urgent

solution that can avoid the previous harmful effects, and this research tries to help in

solving this problem by studying the possibility of using porous interlock in the Gaza

strip.

The technique of this type of interlock is designed to allow water to pass through the

surface into an underlying layer and eventually into the underlying soil so the quantity

of storm water runoff is significantly reduced, and the infiltrate is also filtered by the

porous pavement structure in the process. These permeable pavements are appropriate

for low intensity use, such as overflow parking areas, parking lots, residential roads, and

pedestrian walkways, so they have gained high popularity over the last two decades as

alternatives to conventional road construction materials due to their ability to reduce

3

urban runoff (McNally, DeProspo Philo, &Boving, 2005).

A permeable interlock pavements can be used in the building, roads, parking lots,

residential streets, sidewalks, and pedestrian places.

1.2 Permeable pavement systems (PPS)

PPS are a very effective management practice for a wide range of pollution control in

storm water. They facilitate infiltration for large areas with a structurally safe pavement

for use by pedestrians, or shopping areas, park areas and driveways as well as areas with

moderate traffic use. A common principal of permeable pavement in the case of storm

water management is the collection, treatment and infiltration of storm water to support

groundwater restoration. PPS are a good solution, particularly in sustainable drainage

systems, for recycling of storm water and control of contamination from harmful

substances, such as hydrocarbons and heavy metals. The aggregate size of the sub-base

and base should be precise so that the permeable pavement can quickly drain runoff and

store the water to avoid flash floods.

Studies conducted overseas have proved that a properly designed pervious pavement

system will function in an urban environment effectively to manage stormwater

hydraulically and to improve water quality (Zhang, 2006).

1.3 Permeable Pavement

Permeable pavements, an alternative to traditional impervious pavement, allow storm

water to drain through them and into a stone reservoir where it is infiltrated into the

underlying native soil or temporarily detained. They can be used for low traffic roads,

parking lots, driveways, pedestrian plazas and walkways. Permeable pavement is ideal

for sites with limited space for other surface storm water. The following permeable

pavement types are illustrated in Figure (1.1):

permeable interlocking concrete pavers (i.e., block pavers);

plastic or concrete grid systems (i.e., grid pavers);

pervious concrete; and

porous asphalt.

4

(a)

(b) (c)

(d)

Figure (1.1): Permeable pavement types (Hunt and Collins, 2008)

(a) Permeable interlocking paver (b) Plastic grid system

(c) Porous asphalt (d) Pervious concrete

Depending on the native soils and physical constraints, the system may be designed

with no under drain for full infiltration, with an under drain for partial infiltration, or

with an impermeable liner and under drain for a no infiltration or detention and

filtration only practice Figure (1.2). Permeable paving allows for filtration, storage, or

5

infiltration of runoff, and can reduce or eliminate surface storm water flows compared

to traditional impervious paving surfaces like concrete and asphalt.

Figure (1.2): Permeable pavement cross sections

(Greater Vancouver Regional District, 2005)

6

1.4 Statement of the problem

The available water resources in the Gaza Strip are limited and do not fulfill the

increasing water demand. The Strip depends mainly on the groundwater from the

coastal aquifer, which has a safe yield of only 98 Mm3 per year (Hamdan 1999), while

the overall water demand was estimated at 180 Mm3 per year in 2018 (PWA, 2018 ).

This leads to an annual water deficit in the water resources of about 70 Mm3, which has

its impact on the supplied water quantities as well as their water quality due to sea water

intrusion and deep groundwater up coning. The average annual rainfall gives a bulk

amount of water of about 114 Mm3 (PWA 2007), from which only 45 Mm3 infiltrate

naturally to the aquifer which forms only 40% of the total rainfall (Hamdan and

Muheisen 2003).

With increased population and climate change water shortage problems are troubling

mankind all over the world. How to harvest the water during rainfall events for use at

times of need is of major interest subject to engineers, environmentalists and to the

community. with urbanization, more impervious road and roof surfaces appear resulting

in increased runoff from rainfall. Also don’t forget that Gaza Strip suffering during

winter seasons from flooding, and photo (1.3) show the situation during heavy rain.

This fact led to search about the useful solution of this problem and to improve of the

quality and the quantity of groundwater and Preserving water sources, and to be more

focus to find the tools for treatment of storm water and recharge it to the groundwater

(Khalaf, 2005). Figure (1.3) shows the bad storm water situation in Gaza strip.

Figure (1.3): The bad storm water situation in the Gaza strip

7

1.5 Research Importance

The following points show the importance of this study:

Finding useful methods to reduce the amount of water accumulated at

roads, that causing damage and contamination of the environment.

This study will be as reference to help researchers and engineers to

understand the porous interlock and perform more studies and researches

in the same field.

Suggesting useful way to collect water and recharging in ground water.

Preservation the existing raw materials and natural resources.

1.6 Research goal and objectives

1.6.1 Goal

The main goal of this research is to study the possibility of producing

and using porous interlock in Gaza strip to avoid disadvantages and

problems in the existed pavement due to some special cases like runoff.

1.6.2 Objectives

To be more specific, this research represents a trial to:

Study the different characteristics and properties of porous interlock.

Evaluate the possibility of producing and using porous interlock in the

Gaza strip.

Studying the properties of the locally available materials that using in

producing porous interlock as aggregate , basalt and cement.

Provide guidance for engineers, contractors, and government

agencies in dealing with permeable pavement as a storm water management

technique in the Gaza strip.

8

1.7 Methodology

In order to achieve the objectives of this study, methodology consists of a theoretical and

a practical study as follows:

1.7.1 Theoretical Study

a. Review of literature, publications, books, journals and data collection about the

permeable pavement and mix design for interlock.

b. Literature review of previous studies which including the same system in other

countries.

c. Study of concrete block types and shapes that available in Gaza and knowing of

its dimensions and characteristics, then study the properties of materials using in

concrete blocks as a fine aggregate.

d. Study on porous interlock and pavement pattern to achieve maximum

permeability of water.

1.7.2 Practical Study

a. Material collection

After carrying out the above study and deciding which approach is suitable for

permeability to make a prototype test, the material needed for producing porous

interlock was collected such as (aggregate, cement, and sand) and filling or beading

materials, data includes information needed for modeling must be used to develop a

rainfall simulator with certain intensity.

b. Experimental study

Here the most focus and concentration were in the laboratory.

During the field work from 15 to 20 samples of porous interlock was prepared in the

automatic factory and then the samples were transport to laboratory and applied to

making test. These samples were prepared to determine:

The best grading system and the best aggregate percentage that should be

used in the porous interlock materials.

Size and shape of porous interlock.

Water cement ratio.

Strength of interlock, density and voids ratio.

9

c. Analysis and results’ discussion

After conducting the practical tests in the laboratory, the results were analyzed

and discussed. It is important it to mention that many figures and tables were

used here to represent and describe the results in order to suggest effective

recommendation.

d. Drawing conclusion and recommendations.

After the completion of the laboratory tests and documentation of the results and

the collection of the results of permeability after the work of simulations of the

intensity rate the final step, conclusion and recommendations .

1.8 Thesis outline

The thesis consists of five chapters that cover the subjects follows:

Chapter (1): Introduction

This chapter is a brief introduction on permeable pavement system ,In addition,

statement of problem, aim, objectives, research contribution, and methodology of

research are described.

Chapter (2): Literature review

This chapter consists of a general introduction with an overview of permeable

pavement, definition and the types of permeable pavements. The advantages of using

permeable pavements such as reducing storm water peak flow rates.

Chapter (3): Experimental Program

This chapter describes the experimental program in laboratory, and testing method. The

infiltration tests carried out on the laboratory pavement and the results of these tests

were presented in this chapter, and describe the scenarios that have been used on study.

Chapter (4): Results and Discussions

The achieved results of laboratory work are illustrated in this chapter, result of

experimental scenarios (compressive strength & absorption) and result of permeability.

Chapter (5) : Conclusions and Recommendations

This chapter presents conclusions and recommendations based on findings from the

Study.

10

Chapter (2)

Literature Review

11

2.1 Introduction

This chapter of thesis considers the theoretical part of study, presents and collects the

information of permeable pavements, the different types of permeable pavements,

Benefits of permeable pavement, Use of permeable pavement, Construction,

maintenance and performance of permeable pavement. The preparation of the layer

under permeable pavement includes material selection for the bedding and base course

The major characteristic of permeable pavements were reviewed and investigated the

traditional concrete block types, some studies were conducted in this concern and the

outcome of these studies was reviewed.

2.2 Overview of Permeable Pavement

Permeable pavements are alternatives to traditional impervious asphalt and concrete

pavements. Interconnected void spaces in the pavement allow for water to infiltrate into

a subsurface storage zone during rainfall events. In areas underlain with highly

permeable soils, the captured water infiltrates into the sub-soil. In areas containing soils

of lower permeability, water can leave the pavement through an under drain system.

2.2.1 Types of Permeable Pavements

There are five types of permeable pavements: permeable asphalt (PA), permeable

concrete (PC), permeable interlocking concrete pavers (PICP), concrete grid pavers

(CGP), and plastic grid pavers (PG). The pictures in Figure (2.1) illustrate the five types

and a variation of fill for plastic grid pavers.

Figure (2.1): Type of permeable pavements (NRMCA, 2004)

12

Permeable concrete (PC)

Is a mixture of Portland cement, fly ash, washed gravel, and water. The water to

cementitious material ratio is typically 0.35 – 0.45. Unlike traditional installations of

concrete, permeable concrete usually contains a void content of 15 to 25 percent,

which allows water to infiltrate directly through the pavement surface to the

subsurface. A fine, washed gravel, less than 13 mm in size (No. 8 or 89 stone), is

added to the concrete mixture to increase the void space. An admixture improves the

bonding and strength of the pavements. These pavements are typically laid with a 10

to 20 cm (4 – 8 in) thickness and may contain a gravel base course for additional

storage or infiltration. Compressive strength can range from 2.8 to 28 MPa (400 to

4,000 psi) (National Ready Mixed Concrete Association, NRMCA, 2004).

Permeable asphalt(PA)

Consists of fine and course aggregate stone bound by a bituminous-based binder.

The amount of fine aggregate is reduced to allow for a larger void space of typically

15 to 20 percent. Thickness of the asphalt depends on the traffic load, but usually

ranges from 7.5 to 18 cm (3 – 7 in). A required underlying base course increases

storage and adds strength (Ferguson, 2005).

Permeable interlocking concrete (PICP)

Pavements are available in many different shapes and sizes. When lain, the blocks

form patterns that create openings through which rainfall can infiltrate. These

openings, generally 8 to 20 percent of the surface area, are typically filled with pea

gravel aggregate, but can also contain top soil and grass. ASTM C936 specifications

(200 1b) state that the pavers be at least 60 mm (2.36 in) thick with a compressive

strength of 55 MPa (8,000 psi) or greater. Typical installations consist of the pavers

and gravel fill, a 38 to 76 mm (1.5 – 3.0 in) fine gravel bedding layer, and a gravel

base-course storage layer (ICPI, 2004).

Concrete grid pavers (CGP)

CGP are typically 90 mm (3.5 in) thick with a maximum 60 × 60 cm (24 × 24 in)

dimension. The percentage of open area ranges from 20 to 50 percent and can

contain topsoil and grass, sand, or aggregate in the void space. The minimum

average compressive strength of CGP can be no less than 35 MPa (5,000 psi). A

typical installation consists of grid pavers with fill media, 25 to 38 mm (1 – 1.5 in)

of bedding sand, gravel base course, and a compacted soil subgrade (ICPI, 2004).

13

Plastic reinforcement grid pavers (PG)

Also called geocells, consist of flexible plastic interlocking units that allow for

infiltration through large gaps filled with gravel or topsoil planted with turf grass. A

sand bedding layer and gravel base-course are often added to increase infiltration

and storage. The empty grids are typically 90 to 98 percent open space, so void

space depends on the fill media (Ferguson, 2005). To date, no uniform standards

exist; however, one product specification defines the typical load-bearing capacity

of empty grids at approximately 13.8 MPa (2,000 psi). This value increases up to 38

MPa (5,500 psi) when filled with various materials.

2.2.2 Comparative Properties of the Three Major Permeable Pavement Types

Three of the major types of permeable pavements are compared in the table below

from The Virginia DCR Stormwater Design Specification

Table (2.1) : Comparative Properties of the Three Major Permeable Pavement Types

Design

Factor

Porous Concrete

(PC)

Porous Asphalt

(PA)

Interlocking

Pavers (IP) Scale of Application Small and large scale

paving applications

Small and large scale

paving applications

Micro, small and large

scale paving

applications

Pavement

Thickness

5 to 8 inches

12.5-20 cm))

3 to 4 inches

7.5-10 cm))

3 inches

7.5 cm))

Bedding Layer

None

2inches No. 57 stone 2 inches of No. 8 stone

Reservoir Layer

No. 57 stone

No. 2 stone

3-4 inches of No.57

stone

Construction Properties

Cast in place, seven day

cure, must be covered

Cast in place, 24 hour

cure

No cure period

Design

Permeability

10 feet/day

6 feet/day

2 feet/day

Min. Batch Size

500 sq. ft.

NA

Overflow

Drop inlet or overflow

edge

Drop inlet or overflow

edge

Surface, drop inlet or

overflow edge

Temperature

Reduction

Cooling in the reservoir

layer

Cooling in the reservoir

layer

Cooling at the pavement

surface & reservoir

layer

Colors/Texture

Limited range of colors

and textures

Black or dark grey color

Wide range of colors,

textures, and patterns

gingSurface Clog

Replace paved areas or

install drop inlet

Replace paved areas or

install drop inlet

Replace permeable

stone jointing materials

Other Issues

Avoid seal coating

Snowplow damage

Sources: University of Maryland Reports

14

2.3 Permeable Interlocking Concrete Pavement (PICP)

Permeable interlocking concrete pavement, also referred to as PICP, consists solid

concrete paving units with joints that create openings in the pavement surface when

assembled into a pattern. The joints are filled with permeable aggregates that allow

water to freely enter the surface. The permeable surface allows flow rates as high as

(2,540 cm/hr). The paving units are placed on a bedding layer of permeable aggregates

which rests over a base and subbase of open-graded aggregates. The concrete pavers,

bedding and base layers are typically restrained by a concrete curb in vehicular

applications. The base and subbase store water and allow it to infiltrate into the soil

subgrade. Perforated underdrains in the base or subbase are used to remove water that

does not infiltrate within a given design period, typically 48 to 72 hours. Geo synthetics

such as geotextiles, geogrids or geomembranes are applied to the subgrade depending

on structural and hydrologic design objectives. Separation geotextiles are used on the

sides of the base/subbase to prevent entrance of fines from adjacent soils(Borst, 2010).

2.3.1 History of (PICP)

Road paving with tightly fitted stones resting on a flexible granular base dates back to

the Roman Empire. Even though, stones are still being used as paving material the

modern version of this road technique utilizes concrete blocks instead. [Rada et. al.

1990]. The use of concrete block pavement CBP for roads began in the Netherlands

after the Second World War. Brick paving was the traditional surface material in the

Netherlands before the Second World War. Because of the coal shortages brick had

been unavailable as a result CBP had been used as a substitute. The substitution became

hugely successful. After the war, the roads of Rotterdam were almost entirely

constructed from concrete block paving [Pritchard and Dawson 1999]. This technology

quickly spread to Germany and Western Europe as a practical and attractive method

useful for both pedestrian and vehicular pavement [Rada et. al. 1990]. Over the past 40

years CBP has gained rapid popularity as an alternative to conventional concrete and

asphalt pavements. The CBP is now a standard paving surface in Europe where over

100,000,000 m2 are placed annually [Ghafoori and Mathis 1998].

In Australia

Interlocking concrete blocks were introduced into Australia in 1976. By 1979 sales

figures had reached 2 km2 per annum and are currently increasing rapidly. Until

recently, very little scientific investigation had been carried out into the performance of

15

block paving under traffic and the design and construction of block pavements had been

based on European experience or modifications of flexible pavement design procedures.

The first full-scale testing of block pavements of any significance in Australia began in

1977 at the University of New South Wales test track.

2.3.2 Typical permeable interlocking concrete pavement cross section.

Figure (2.2) illustrates PICP components. The figure shows a partial infiltration design

with drainage to accommodate some water that does on enter low infiltration soils.

PICP over high infiltration subgrade soils may not require an underdrain(s) and these

are called are called full infiltration designs. Other designs over expansive or fill soils or

close to buildings may enclose the pavement structure with geomembrane (impermeable

liner). An outlet pipe provides temporary storage and outflow control. This design

approach also can be used for water harvesting or for horizontal ground source heat

pumps. The use of a geomembrane to restrict infiltration into the soil subgrade is often

called a no infiltration design.

Figure (2.2): PICP components (PICP Institute)

2.3.3 Requirements of (PICP)

16

PICP may help achieve compliance with many national, provincial, state and local

regulations as well as transportation agency design requirements for stormwater runoff

control. These requirements may include the following:

Limits on impervious cover (i.e., roofs and pavements) and resulting runoff .

Runoff volume storage and/or infiltration to reduce overflows, especially

combined sewer overflows.

Meeting total maximum daily load (TMDL) requirements for receiving waters.

Managing water quality volume capture and or quantity storm events.

2.4 Concrete block pavement (CBP)

Pavements have been surfaced with stone blocks since ancient times and even up to the

end of the 19th century surfaces of dressed stone or hardwood blocks were common.

Developments in concrete technology and improved plant for block manufacture led to

acceptance of small concrete blocks for pavement surfaces in Western Europe about 60

years ago(CCA, 1988).

2.4.1 Features of Concrete Block Pavements Concrete paving blocks are utilized in a variety of commercial, municipal and industrial

applications. The primary reasons for selecting CBP over other paving surfaces are low

maintenance, ease of placement and removal, reusage of original blocks, aesthetics

appeal, and immediate usage after installation or repair [Ghafoori and Mathis 1998].

CBPs are able to withstand heavy loads and resists aggressive environments as good as

a rigid concrete pavement. Besides that, with its wide range of colors, textures and

patterns, CBPs provide excellent aesthetic appearance opportunities.

Aesthetic Appeal

Concrete block paving is available in a constantly expanding variety of colors, shapes

and textures and can be installed in numerous bonds and laying patterns [Interpave

2003]. Concrete pavers offer unique aesthetic benefits when compared to other forms of

pavement in their ability to integrate and harmonize with both the built and natural

environment [Concrete Masonry Association of Australia 1997]. In Figure (2.3) some

applications of paving blocks are provided.

17

Figure (2.3): Paving Block Applications [Interpave, 2003]

CBPs offer numerous opportunities in residential and pedestrian areas by their, light

reflection, water absorption, noise generation features and are often used for traffic

management (Figure 2.4) [Concrete Masonry Association of Australia 1997, (Interpave,

2003).

Figure (2.4): Paving Block Applications for Traffic Management [Interpave, 2003].

18

2.4.2 Applications of concrete block pavement

Concrete pavers are a versatile paving material, which due to the availability of many

shapes, sizes and colors, have endless streetscape design possibilities. The use of

concrete block paving can be divided into the following categories:

Roads:

Main roads, residential roads, urban renewal, intersections, toll plazas, pedestrian

crossings, taxi ranks, steep slopes, pavements (sidewalks), and figure (2.5) show

example of road application.

Figure (2.5): Example of Roads Applications

Commercial projects:

Car parks, shopping centers and malls, parks and recreation centers, golf courses and

country clubs, zoos, office parks, service stations, bus termini, and figure (2.6) show

example of Commercial projects application.

19

Figure (2.6): Example of Commercial projects Applications

Industrial areas:

Factories and warehouses, container depots, military applications, mines, wastewater

reduction works Commercial projects, and figure (2.7) show example of Industrial areas

application.

Figure (2.7): Example of Industrial areas Applications

Domestic paving

Pool surrounds, driveways, patios, townhouses and cluster homes, specialized

applications, cladding vertical surfaces, stormwater channels, embankment protection

under freeways, roof decks, and figure (2.8) show example of Domestic paving

application, (CMA, 2004).

20

Figure (2.8): Example of Domestic paving Applications

Specialized Applications Cladding vertical surfaces, Stormwater channels, Embankment protection under

freeways, Roof decks, and figure (2.9) show example of Specialized application, .

Figure (2.9): Example of Specialized Applications

2.4.3 Pattern in Concrete Block Pavements

Concrete block pavements are produced in a variety of shapes, typical paving block

shapes available in the Gaza strip are shown in Figure (2.10).

Concrete block pavers come in a variety of shapes and sizes.

If we consider for a moment the aesthetics of concrete block paving, three fundamental

aspects present themselves:

Shapes

The illustration below Figure (2.10) shows the range of available shapes and trade

names in Gaza strip.

21

Figure (2.10):Available Block shapes in the Gaza strip

(Available in Mushtaha & Hassouna Company)

Colors

Illustrated below Figure (2.11) are some of the range of standard colors available. Many

pigments are used by paving block manufacturers which, together with aggregates from

22

different areas and various cements, produce a huge variety of colors from which to

choose. Multiblends are produced by the incomplete mixing of pigments and give a

pleasing effect when laid over large areas.

Figure (2.11):Available Colors of Block Pavement

Patterns

Laying patterns of pavers are identified as being either herringbone, basket weave,

or stretcher as shown below. Each of these may be laid at either 90o or 45o to the

line of edge restraints. A variation of stretcher is the Zig zag running bond (CMA,

2004). Figure (2.12),shows the pavement pattern.

Figure (2.12) : Pavement Patterns (CMA, 2004)

2.4.4 Characteristics of concrete block pavements in the Gaza Strip

Palestine Standards Institution (PSI)shows the characteristics and specifications as:

The compressive strength of concrete block should be between 45 and 50 MPa.

The value of the Abrasion value rate should be no more than 5-6 mm.

The Maximum absorption when placed in water for 10 minutes no more than 2%

and when placed in water for 24 hour no more than 5%.

Pav

emen

t P

atte

rn

Herringbone bond

(90o) Stretcher bond (45o)

Basket weave

bond Zig zag running bond

23

2.4.5 Installation of concrete block pavements

This pavement structure is commonly used for both pedestrian and vehicular

applications. Pedestrian areas, driveways, and areas subject to limited vehicular use

are paved with (60 mm) thick. Streets and industrial pavements should be paved

with units at least (80 mm) thick.

Figure from (2.13) to(2.17) ,shows the installation steps.

Figure (2.13) :Excavation and compacting of the soil subgrade

Figure (2.14) : Base compaction with a vibratory roller Figure (2.15) : Screeding the bedding sand

24

Figure (2.16) : Placing the concrete pavers Figure (2.17) : Compacting the pavers and bedding sand

2.5 Porous pavements (P.P)

Porous pavements are those made with built-in void spaces that let water and air pass

through. They are the most radical, most rapidly developing, and most controversial

way of restoring large parts of the urban environment. They have been called “the holy

grail of environmental site design” and “potentially the most important development in

urban watersheds since the invention of the automobile (Schaus, 2007).

In the late 1960’s, research into a new type of pavement structure was commencing at

The Franklin Institute Research Laboratories (FIRL) in the United States. With the

support of the United States Environmental Protection Agency (EPA), a porous

pavement program was developed. This new pavement structure was initially installed

in parking lots (Schaus, 2007).

Porous pavements have been installed since the early 1980’s throughout the United

States, installed over on parking lots, pathways, and trails for universities, libraries,

religious centers, prisons, industrial parks, commercial plazas, and municipal

buildings(Adams, 2006).

The original proposed structure of a porous pavement consisted of an open graded

surface course placed over a filter course and an open graded base course (or reservoir)

all constructed on a permeable subgrade. Stormwater infiltrations using pervious

pavements have been investigated by researchers as a method of managing storm water

(Schaus, 2007).

25

2.5.1 Porous concrete’s environmental performance

Properly installed porous concrete has void space of 11 to 22 percent (the amount varies

with aggregate type). Its surface infiltration rate is over 55 inches per hour, and can

exceed 100 inches per hour.

Like other porous paving materials, porous concrete reduces stormwater rate and

volume. Stormwater can be discharged through a perforated pipe at the bottom of the

pavement, or at the top of the base reservoir, or water can be allowed to overflow at the

pavement surface. Each type of drainage outlet produces different proportions of

detention, treatment, infiltration, evaporation, and lateral overflow. Rainwater

infiltration through a porous pavement into the underlying soil reduces stormwater

volume and restores natural subsurface flow paths. Where slowly permeable soil

prohibits significant soil infiltration, and water is discharged through a perforated pipe

in the pavement, a porous pavement can perform detention comparable to that in off-

pavement reservoirs and ponds: the peak discharge of stormwater from the bottom of a

porous pavement is later and lower than that of the rainfall entering it at the top; the

total volume of discharge is lower. Reduction of stormwater flow reduces downstream

flood frequency, stream channel erosion, sediment loads, and combined-sewer

overflows.

It is believed that common urban pollutants are treated in porous concrete, as they are in

other types of porous pavement. Metals like cadmium and lead released by automobile

corrosion and wear are captured in porous pavements’ voids along with the minute

sediment particles to which the ions are characteristically attached. Capturing then

metals prevents them from washing downstream and accumulating inadvertently in the

environment. In the void spaces, oil leaked from automobiles is digested by naturally

occurring micro biota that inhabit the abundant internal surface area. The oil’s

constituents go off as carbon dioxide and water, and very little else; the oil ceases to

exist as a pollutant.

Porous pavements combine stormwater management with pavement function in a single

structure. Developments planned to benefit from this combination tend to cost less than

those having impervious pavements with separate stormwater management facilities

that incur costs of land acquisition, excavation, piping, and outlet structures.

Porous pavements can give urban trees the rooting space they need to grow to full size,

providing the shade, cooling and air quality for which the trees are planted. The rooting

zone is an aggregate base, made of large, single-sized aggregate that bears the

26

pavement’s load. Into the aggregate’s void space is mixed 15 to 20 percent by volume

of nutrient- and water-holding soil; the remaining unfilled void space maintains aeration

and drainage. The base mixture makes the base into a “structural soil”, while the porous

surface admits vital air and water to the rooting zone. This is a revolutionary new way

to integrate healthy ecology and thriving cities: living tree canopy above, the city’s

traffic on the ground, and living tree roots below.

2.5.2 Porous concrete’s potential

Porous pavements are important because they can solve urban environmental problems

at the source. In new suburban growth, they protect pristine watersheds. In old town

centers, redevelopment and reconstruction are opportunities for environmental

rehabilitation simultaneously with urban renewal.

The hydrologic and structural success of porous concrete depends on correct selection,

design, installation, and maintenance. Failures — clogging and structural degradation

— result from neglecting one or more of these steps. Porous pavements’ potential

application is vast. To date, porous pavements constitute only a minute fraction of the

paving done each year in the United States. But their rate of growth, on a percentage

basis, is very high, primarily because of public concern about and legal requirements for

stormwater management. Properly applied porous pavements can also enlarge urban

tree rooting space, reduce the urban heat-island effect, reduce traffic noise, increase

driving safety, and improve appearance. Therefore their selection and implementation

are integral parts of the multi-faceted concerns of urban design, and all of their effects

are considered together in evaluations of potential benefits and costs.

2.6 Drainage design for permeable pavement

Drainage design is only one important part of the integrated pervious pavement system.

According to different drainage designs underneath the pervious surface, pervious

pavements can achieve objectives when used as a stormwater management method.

Normally the designed flows will be estimated by the Rational Method, as show in eq.

(2.1).

Q = C I A---------------------------------------- (2.1)

Where,

Q = Storm water quantity, (m3/h)

C = Coefficient of Runoff, (dimensionless)

I = Rainfall intensity, (mm/h)

A = Catchment Area, (m2)

27

According to the local environmental and stormwater resource requirements, different

drainage pipe designs can be integrated into the pervious pavement systems at design.

For example, if the local groundwater table is at a significant low depth, stormwater is

an ideal resource to recharge groundwater. Under this situation, the aim of the pervious

pavement is to allow more water to percolate into the groundwater bringing it up ready

for reuse. In this situation the drainage pipe is laid close to the bottom of bedding layer.

2.7 Storm water data in Gaza

The necessary information required by the research have been collected from the

relevant institutions such as Palestinian water authority (PWA), municipalities, the

Ministry of Local Government (MOLG), the Ministry of Agriculture (MOA), Coastal

municipal water utility (CMWU) and local NGOs.

The available stormwater quantities that flow from the existing urban areas in Gaza

were calculated to be 22 Mm3 every year. Since urbanization in the Gaza Strip is a

continuous process, the flowing stormwater quantities from the planned land use were

estimated to be 37 Mm3 every year (Hamdan, and Nassar, 2007).

The available groundwater system which is part of the coastal aquifer showed fast

response to natural rainfall infiltration. However, in the dry season, the decrease in the

water table was around 1.5 meters due to groundwater abstraction. This means that the

supply to the aquifer is much less than the demand through abstraction. At the same

times, there it gives us an indication that, artificial recharge of groundwater with

stormwater will have quick positive effect to balance the gap between aquifer supply

and demand (Hamdan, and Nassar, A., 2007).

2.7.1 Rain Intensity

Improvement of the reliability of Rain Intensity (RI) measurements as obtained by

traditional tipping-bucket rain gauges and other types of gauges (optical, weighting,

floating/siphoning, etc.) is therefore required for use in climatologic and hydrological

studies and operationally e.g. in flood frequency analysis for engineering design.

Standardization of high quality rainfall measurements is also required to provide a basis

for the exchange and valuation of rainfall data sets among different countries, especially

in case transboundary problems such as severe weather/flood forecasting, river

management and water quality control are operationally involved. Figure(2.18) shows

the intensity duration frequency curve in Gaza city, where the intensity readings taken

28

from curves of return period.

Figure (2.18): Rainfall Intensity/Duration Meteorological Recording Station (unrwa, 1980)

2.8 Permeable paving advantage and risk

2.8.1 Advantages of concrete block pavements

Two of the major advantages of concrete block pavements are their aesthetic appeal and

their high strength. In addition the riding surface of good quality concrete offers high

durability, skid resistance, abrasion and scuffing resistance.

Block pavements may be opened to traffic immediately on completion of construction,

the surface is not as smooth as asphalt or cast in situ concrete so interlocking pavements

are generally recommended for where traffic speeds are less than 50-60 km/h. Because

of its segmental nature, interlocking blocks can be recycled. Once the pavement has

been broken, paving blocks can be lifted and recovered for re-use and only a small stock

of replacement blocks needs to be maintained. This facilitates access to underground

services and permits the subsequent restoration of the pavement with little material cost

and no discontinuity of the surface. Pavement shape correction if required can also be

accomplished at low material cost (CCA, 1988).

2.8.2 Permeable paving risk

Common concerns about permeable paving include the following:

Risk of Groundwater Contamination:

Most pollutants in urban runoff are well retained by infiltration practices and soils and

therefore, have a low to moderate potential for groundwater contamination (Pitt et al.,

1999). Chloride and sodium from de-icing salts applied to roads and parking areas

29

during winter are not well attenuated in soil and can easily travel to shallow

groundwater. Infiltration of deicing salt constituents is also known to increase the

mobility of certain heavy metals in soil .

Risk of Soil Contamination:

Available evidence from monitoring studies indicates that small distributed stormwater

infiltration practices do not contaminate underlying soils, even after more than 10 years

of operation (TRCA, 2008).

Winter Operation:

For cold climates, well-designed mixes can meet strength, permeability, and freeze-

thaw resistance requirements. In addition, experience suggests that snow melts faster on

a porous surface because of rapid drainage below the snow surface. Also, a well-

draining surface will reduce the occurrence of black ice or frozen puddles (Cahill

Associates, 1993, Roseen, 2007). Permeable pavement is typically designed to drain

within 48 hours. If freezing should occur before the pavement structure has drained,

then the large void spaces in the open graded aggregate base creates a capillary barrier

to freeze-thaw. Permeable pavers have the added benefit of having enough flexibility to

handle minor heaving without being damaged. Permeable pavement can be plowed,

although raising the blade height 25 mm

may be helpful to avoid catching pavers or scraping the rough surface of the porous

pavement. Sand should not be applied for winter traction on permeable pavement as this

can quickly clog the system(TRCA, 2008).

On Private Property:

If permeable pavement systems are installed on private lots, property owners or

managers will need to be educated on their routine maintenance needs, understand the

long-term maintenance plan, and may be subject to a legally binding maintenance

agreement. An incentive program such as a storm sewer user fee based on the area of

impervious cover on a property that is directly connected to a storm sewer . could be

used to encourage property owners or managers to maintain existing practices.

30

Clogging:

Susceptibility to clogging is the main concern for permeable paving systems. The

bedding layer and joint filler should consist of 2.5 mm clear stone or gravel rather than

sand. Key strategies to prevent clogging are to ensure that adjacent pervious areas have

adequate vegetation cover and a winter maintenance plan that does not include sanding.

For concrete and asphalt designs, regular maintenance that includes vacuum-assisted

street sweeping is necessary. Isolated areas of clogging can be remedied by drilling

small holes in the pavement or by replacing the media between permeable pavers.

Road Salt:

Care needs to be taken when applying road salt to permeable pavement surfaces since

dissolved constituents from the road salt will migrate through the bedding and into the

groundwater system. A well-draining surface will reduce the occurrence of black ice or

frozen puddles and requires less salt than is applied to impervious pavement (Roseen,

2007).

Structural Stability:

Adherence to design guidelines for pavement design and base coarses will ensure

structural stability. In most cases, the depth of aggregate material required for the

stormwater storage reservoir will exceed the depth necessary for structural stability.

Reinforcing grids can be installed in the bedding for applications that will be subject to

very heavy loads.

Heavy Vehicle Traffic:

Permeable pavement is not typically used in locations subject to heavy loads. Some

permeable pavers are designed for heavy loads and have been used in commercial port

loading and storage areas.

2.9 Maintenance of (PICP):

Openings in the surface of permeable pavements are susceptible to clogging by

sediment from passing vehicles, wear of the pavement surface, and runoff from nearby

disturbed soils. It is therefore essential to ensure that nearby soils are adequately

secured prior to, during, and after installation of permeable pavement.

Pretreatment systems may be required to help prevent clogging. Legally binding

easements or covenants may be needed to ensure proper maintenance techniques are

followed.

31

Maintenance should be performed on a regular basis. To prevent clogging, the

permeable pavement surface should be vacuum swept followed by high-pressure jet

hosing at least four times per year. Do not apply sand or ash to permeable pavement

for snow removal purposes. Signage should be posted at locations where permeable

pavement is installed to advise maintenance crews of this requirement.

Routine Maintenance

The following provides a checklist for PICP routine maintenance:

Inspect, and if necessary, clean the surface using regenerative air equipment to

remove debris and sediment in the spring and late fall.

Repair/replant vegetative cover for areas up slope from the PICP

Replenish aggregate in joints if more than ½ in. (13 mm) from paver chamfer

bottoms

Repair all paver surface deformations exceeding ½ in. (13 mm)

Repair pavers offset by more than ¼ in. (6 mm) above/below adjacent units or

curbs, inlets etc.

Replace cracked paver units impairing surface structural integrity

Clean and flush underdrain system if slow draining

Clean drainage outfall features to ensure free flow of water and outflow

Remedial Maintenance

Repair and/or reinstatement of damaged edge restraints and resulting movement

in the pavers; this may require removal and reinstatement of adjacent paving

units

Repair localized settlement greater than ½ in. (13 mm) and rutted pavement

areas

Repair outflow features, piping, energy dissipaters, erosion protection systems,

etc. as required

Winter Maintenance

Avoid the use of winter sand for traction; if used, remove with regenerative air cleaning

equipment in the spring (regenerative equipment does not evacuate jointing materials)

Remove snow with standard plow/snow blowing equipment

Stockpile plowed snow onto turf or other vegetated areas and not on the PICP.

32

Monitor temperatures and apply anti-icing/deicing materials such as sodium

chloride, calcium chloride or magnesium calcium acetate.

2.10 Conclusion of previous studies

After reviewing the previous studies and during researching to complete the thesis, we

were review a lot of studies related to porous/permeable/pervious pavements with

respect to interlocking concrete pavers, all of these pavements are designed to allow

free draining through the structure. The local studies is more less than international

studies ,and these studies as follow:

In Gaza

Eng. Mahmoud Madhoun with supervision of Prof. Shafiq Jendia present study " the

Effect of Joints, Block Shape and Pavement Pattern on the Permeability of Concrete

Block Pavement (Interlock Pavement).The conclusion of the study was:

The results show that the using rectangular block tile 10x20 cm gives the

highest percentage of water permeability.

The increase of joints between interlock tiles, no large effect has been noticed in

the percentage of water permeability during low intensity of water, while little

increase was observed in the water permeability during the high water intensity

but the increase in the continuity of water permeability grows with the increase

of joints in cases of obstructive dust and dirt on the surface of the pavement.

In world

Study by (H.M. Imran, Shatirah Akib and Mohamed Rehan Karim), University of

Malaya, Kuala Lumpur, Malaysia (3 March 2013), on " Permeable pavement and

stormwater management systems" The conclusion of the study was:

Permeable pavement system PPS play a vital role in reducing contaminants from

infiltrating stormwater runoff and provide great facilities for storage and the

reuse of stormwater as well

as in preserving the hydrologic function of a site.

PPS can be applied to reduce the increased pressure on groundwater extraction.

permeable pavement technology, is a green approach to collecting, storing,

treating and reusing stormwater from residential, industrial commercial areas.

Study by (Mulian Zheng,Shuanfa Chen, and Binggang Wang) Mar 2012 on " mix

design method for permeable base of porous concrete " describe that:

33

Porous concrete should have certain porosity to fully drain water and in addition

to particular structural strength.

Percentage of porosity range from 30-35 % .

The test was designed with consideration of three factors cement dosage ,water

cement ratio ,and aggregate gradation .

34

Chapter (3)

Experimental Program

35

3.1 Introduction

An update of what was presented in the first and second chapters and a confirmation of

the objectives that have been indicated that the use of permeable pavements to manage

storm water. It is clear that to achieve an efficient and durable solution, a careful design

of pavement layers and choice of surface pavement product. The objective of the

present study is to understand the infiltration through interlock pavement surface only.

In order to reach the goals of the letter we making a number of concrete mixtures and

manufacturing of permeable Interlock using different aggregate type, cement and water

and then do all the necessary tests in the laboratory. The second part, it was decided to build a practical experiment pavement to monitor the

infiltration rates through the pavement structure. The simulated rainfall events were

modeled using the small pipe and nozzles on steel box. The water infiltrated through the

pavement collected by funnel.

Processing of the mixes and collecting of material were at the automatically factory in

Gaza.

Firstly, this chapter presents the laboratory studies carried out to determine the

parameters necessary to build the pavement and to monitor the infiltration rate.

Secondly, to describe how experimental work has been done and the possible scenarios

to achieve study objectives.

3.2 Processing of samples and laboratory testing

This study depends on laboratory testing as the main procedure to achieve study goals,

and the test were conducted using equipment and devices available in the laboratories of

Association of Engineers-Gaza to evaluate the properties of aggregate material and

sand. The sieve analysis is carried out for each aggregate type to obtain the grading of

aggregate sizes.

Laboratory tests are divided into three stages:

1st Stage of Testing

This stage includes the collection of materials for the processing of permeable Interlock

samples, such as types of gravel, sand and cement, then the samples are processed in the

factory in order to control the quality, mixing characteristics and manufacturing

specifications.

36

2nd Stage of Testing

This stage were in the laboratory and includes the work of the necessary tests for the

materials used in the processing of Interlock samples and also conduct tests on the

samples Interlock.

3rd Stage of Testing

At this stage a design were developed to calculate the permeability of the samples that

have been processed, The design of experiment was constructed in a 1.0x1.0m with

0.25m depth from steel box. and Figure (3.1) Flow chart displays the laboratory testing

procedure as the three stages.

Figure ( 0.1) : Flow chart of laboratory testing procedure

Data

Material collection

Material evaluation

Aggregate Sand

Production of sampels

Infiltration system

Analyses and result

Cement

37

3.3 Material selection

Materials required for this study were collected from local factory in the Gaza strip,

such as coarse aggregates, sand, and cement. Table (3.1) shows main and local sources

of these materials.

Table (3.1): Main and local sources of used materials

Source Material

Local Main

Mushtaha &Hassouna

Trading co. and General

Contracting

Lahab (Occupied land) Coarse Aggregates

(Folia,Adasea,Semsemia)

Automatic Factory Local sand (Gaza) Fine Aggregates

(Sand)

Automatic Factory Sanad company,(West Bank) Cements

Figure (3.2): Source of Aggregate (Mushtaha &Hassouna Trading co)

3.4 Material properties

In order to obtain the necessary information to construct permeable interlock, laboratory

tests were carried out to determine the selected aggregate properties.

3.4.1 Aggregates properties

The aggregates commonly used for construct interlock is semsemia. But to construct

permeable interlock can used Semesmia, Adsia, and Folia as shown in Table (3.2),

gradation tests were conducted to determine the size distribution for each aggregate

38

type. (Test on Appendix B)

Table (3.2):Used aggregates types

Particle size(mm) Type of aggregate

0/19.0 Folia

Coarse Aggregates 0/12.5 Adasia

0/9.50 Simsimia

0/0.6 Sand Fine Aggregates

3.4.2 Physical properties of aggregates

In order to define the properties of used aggregates, number of laboratory tests were

conducted, these tests include:

Sieve analysis (ASTM C 136).

Specific gravity test (ASTM C127).

Water absorption (ASTM C128).

Table (3.3) to Table (3.5) presents the aggregate tests results, and note that the results of

aggregate material don’t expresses what happens in the result of concrete mix because

the source of aggregate was not the same.

Table (3.3): Specific Gravity of Aggregates

Simsimia Adasia Folia Properties

1598.0 2968.0 2880.0 g S.S.D Weight

970.6 1808.3 1745.8 g Weight in Water

627.4 1159.7 1134.2 cm3 Volume of Solids

2.547 2.559 2.539 g/cm3 Specific Gravity

2.458 2.504 2.481 g/cm3 Dry Specific Gravity

Table (3.4): Water Absorption of Aggregates

Simsimia Adasia Folia Properties

1598.0 2968.0 2880.0 g S.S.D Weight

1544 2905 2815.5 g Oven Dry Weight

3.5 2.2 2.3 % Water Absorption

39

Table (3.5): Specific Gravity of Sand

Fine Properties

481.4 g Dry Weight

1070.7 g Pycnometer + water

1364.8 g Pycnometer + water +Sample

2.622 g/cm3 Specific Gravity

3.4.3 Sieve analysis of aggregates

According to specification (ASTM C136), aggregates sieve analysis that performed on a

sample of used aggregate for each type of aggregate in a laboratory as shown in Table

(3.6) to Table (3.9).

Table (3.6): Folia Aggregate Sieve Analysis

Dry weight of sample before sieving = 2154g % Passing Cumulative

% Retained

%

Retained

Weight

Retained (gm)

Sieve Opening

Size (mm)

Sieve No.

100.00 0.0 0.00 0.0 25.00 1"

94.73 5.3 5.27 113.5 19.00 3/4"

9.4 90.6 85.33 1838.0 12.50 1/2"

3.9 96.1 5.5 118.5 9.50 3/8"

2.53 97.5 1.37 29.5 4.75 #4

2.53 97.5 0.00 0.0 2.36 #8

2.53 97.5 0.00 0.0 1.18 #16

2.53 97.5 0.00 0.0 0.60 #30

2.53 97.5 0.00 0.0 0.30 #50

2.53 97.5 0.00 0.0 0.15 #100

2.53 97.5 0.00 0.0 0.075 #200

0.0 100.0 2.53 54.5 0.00 Pan

Figure (3.3): Gradation Curve –(Folia 0/19mm)

0.00

10.00

20.00

30.00

40.00

50.00

60.00

70.00

80.00

90.00

100.00

0.01 0.10 1.00 10.00 100.00

% P

assin

g

Sieve Size (mm)

40

Table (3.7): Adsia Aggregate Sieve Analysis


% Retained

%

Retained

Weight

Retained (g)

Sieve Opening

Size (mm)

Sieve No.

100 0 0.00 0.0 25.00 1"

100 0 0.0 0.0 19.00 3/4"

68.75 31.3 31.25 830 12.50 1/2"

19.94 80.1 48.81 1296.5 9.50 3/8"

0.36 99.6 19.58 520.0 4.75 #4

0.26 99.7 0.09 2.5 2.36 #8

0.13 99.9 0.13 3.5 1.18 #16

0.06 99.9 0.08 2.0 0.60 #30

0 100 0.06 1.5 0.30 #50

0 100 0.00 0.0 0.15 #100

0 100 0.00 0.0 0.075 #200

0 100 0.00 0.0 0.00 pan

Figure (3.4): Gradation Curve –(Adasia 0/12.5mm)

0.00

10.00

20.00

30.00

40.00

50.00

60.00

70.00

80.00

90.00

100.00

0.10 1.00 10.00 100.00

% P

assin

g

Sieve Size (mm)

41

Table (3.8): Semsemia Aggregate Sieve Analysis


% Retained

%

Retained

Weight

Retained (g)

Sieve Opening

Size (mm)

Sieve No.

100 0 0.0 0.0 25.00 1"

100 0 0.0 0.0 19.00 3/4"

100 0 0 0.0 12.50 1/2"

98.34 1.7 1.66 34.5 9.50 3/8"

22.28 77.7 76.06 1579.0 4.75 #4

5.06 94.9 17.22 357.5 2.36 #8

2.22 97.8 2.84 59.0 1.18 #16

1.32 98.7 0.89 18.5 0.60 #30

1.08 98.9 0.24 5.0 0.30 #50

0.96 99 0.12 2.5 0.15 #100

0.94 99.1 0.02 0.5 0.075 #200

0 100 0.94 19.5 0.00 pan

Figure (3.5): Gradation Curve –(Semsemia 0/9.5mm)

0.00

10.00

20.00

30.00

40.00

50.00

60.00

70.00

80.00

90.00

100.00

0.10 1.00 10.00 100.00

% P

assin

g

Sieve Size (mm)

42

Table (3.9): Sand Sieve Analysis


% Retained

%

Retained

Weight

Retained (g)

Sieve Opening

Size (mm)

Sieve No.

100 0 0 0.0 25.00 1"

100 0 0 0.0 19.00 3/4"

100 0 0 0.0 12.50 1/2"

100 0 0 0.0 9.50 3/8"

100 0 0 0.0 4.75 #4

100 0 0 0.0 2.36 #8

99.9 0.1 0.1 1.9 1.18 #16

99.6 0.4 0.3 5.86 0.60 #30

93.7 6.3 5.9 115.3 0.30 #50

2 98 91.7 1791.8 0.15 #100

0.2 99.8 1.8 35.2 0.075 #200

0 100 0.2 3.9 0.00 pan

Figure (3.6): Gradation Curve –(Sand 0/0.6mm)

0.0

10.0

20.0

30.0

40.0

50.0

60.0

70.0

80.0

90.0

100.0

0.01 0.10 1.00 10.00 100.00

Sam

ple

Pas

sin

g %

Sieve size (mm)

43

3.5 Production of porous interlock mix

After identifying the properties of the materials that were used in the processing of mix

and supplementing the above, we were review in this part of the research the processing

of samples of porous interlock to conduct the necessary tests for those samples

3.5.1 Number of required samples

To reach the objective of the research, four basic mixtures and with a change in the

quantities of cement and water, the number of samples were reach sixteen samples.

Total number of samples required = approximately 16 samples

Figure(3.7) : show the number of aggregate mix

Figure (3.7): Flowchart of Aggregate Mix Numbers

Agg mix

Aggmix1

mix 1-1 w/c Ratio=0.33

mix 1-2 w/c Ratio =0.36



Aggmix2





Agg mix 3

mix 3-1 w/cRatio =0.39




Aggmix 4





44

3.5.2 Design of samples

As mentioned above, There were four basic samples and each branch consists of four

sub-samples. These samples consist of gravel, sand, cement and water with varying

percentages for each sample. The following Table (3.10) shows the four samples and

the proportions of the materials in their design, we note that the physical properties of

aggregate mix was not the same of aggregate properties because the source of aggregate

was not the same.

Table (3.10): Aggregate Mix Arrangement Ratio

Folia % Adsia % Semsmia% Sand%

Aggregate Mix 1 20 10 70 10




3.5.3 Physical properties of sample

In order to define the properties of samples, number of laboratory tests have been done,

these tests include:

Sieve analysis (ASTM C 136).

Specific gravity test (ASTM C127).

Water absorption (ASTM C128).

Table (3.11),(3.12) presents the sample tests results.

Table (3.11): Specific Gravity of Aggregate Mix

Aggregate

Mix "4"

Aggregate

Mix "3"

Aggregate

Mix"2"

Aggregate

Mix "1" Unit

507.5 586.5 674.5 437.0 g S.S.D Weight

309 362.5 413.5 269.5 g Weight in Water

198.5 224.0 261.0 167.5 cm3 Volume of Solids

2.557 2.618 2.584 2.609 g/cm3 Specific Gravity

2.492 2.552 2.519 2.542 g/cm3 Dry Specific Gravity

45

Table (3.12): Water Absorption Test of Samples

Aggregate

Mix "4"

Aggregate

Mix "3"

Aggregate

Mix "2"

Aggregate

Mix "1" Unit

507.5 586.5 674.5 437.0 g S.S.D Weight

495 572 658 426 g Oven Dry Weight

2.525 2.535 2.508 2.582 % Water Absorption

3.5.4 Sieve analysis of aggregate mix samples

In order to define the sieve analysis and according to specification (ASTM C136), we

collected the quantity of aggregate as arrangement ratio in Table (3.10), the sieve

analysis that performed on a four aggregate mix sample as shown at Table (3.13) to

Table (3.16).

Table (3.13): Sieve Analysis (Aggregate Mix #1)

Dry weight of sample before sieving = 3010g

% Passing Cumulative

% Retained

%

Retained

Weight

Retained (g)

Sieve Opening

Size (mm)

Sieve No.

100.00 0.0 0.00 0.0 25.00 1"

88.21 11.8 11.79 355.0 19.00 3/4"

64.29 35.7 23.92 720.0 12.50 1/2"

57.64 42.4 6.64 200.0 9.50 3/8"

13.95 86.0 43.69 1315.0 4.75 #4

1.83 98.2 12.13 15.0 2.36 #8

1.33 98.7 0.50 0.0 1.18 #16

1.33 98.7 0.00 0.0 0.60 #30

1.33 98.7 0.00 0.0 0.30 #50

1.33 98.7 0.00 0.0 0.15 #100

1.33 98.7 0.00 0.0 0.075 #200

0.0 100.0 1.33 40.0 0.00 pan

46

Figure (3.8): Gradation Curve –( Aggregate Mix#1)



% Retained

% Retained Weight

Retained (g)

Sieve Opening

Size (mm)

Sieve No.

100.00 0.0 0.00 0.0 25.00 1"

86.63 13.4 13.37 355.0 19.00 3/4"

61.48 38.5 25.15 630.0 12.50 1/2"

51.5 48.5 9.98 250.0 9.50 3/8"

17.56 82.4 33.93 850.0 4.75 #4

2.79 97.2 14.77 370.0 2.36 #8

1.20 98.8 1.6 40.0 1.18 #16

1.20 98.8 0.00 0.0 0.60 #30

1.20 98.8 0.00 0.0 0.30 #50

1.20 98.8 0.00 0.0 0.15 #100

1.20 98.8 0.00 0.0 0.075 #200

0.0 100.0 1.20 30.0 0.00 pan

0.00

10.00

20.00

30.00

40.00

50.00

60.00

70.00

80.00

90.00

100.00

0.10 1.00 10.00 100.00

% P

assin

g

Sieve Size (mm)

47

Figure (3.9): Gradation Curve – ( Aggregate Mix #2)



% Retained

% Retained Weight

Retained (g)

Sieve Opening

Size (mm)

Sieve No.

100.00 0.0 0.00 0.0 25.00 1"

95.62 4.4 4.38 110.0 19.00 3/4"

65.74 34.3 29.88 750.0 12.50 1/2"

40.84 59.2 24.9 625.0 9.50 3/8"

10.16 89.8 30.68 770.0 4.75 #4

1.99 98.0 8.17 205.0 2.36 #8

1.20 98.8 0.8 20.0 1.18 #16

1.20 98.8 0.00 0.0 0.60 #30

1.20 98.8 0.00 0.0 0.30 #50

1.20 98.8 0.00 0.0 0.15 #100

1.20 98.8 0.00 0.0 0.075 #200

0.0 100.0 1.20 30.0 0.00 pan

0.00

10.00

20.00

30.00

40.00

50.00

60.00

70.00

80.00

90.00

100.00

0.10 1.00 10.00 100.00

% P

assin

g

Sieve Size (mm)

48

Figure (3.10): Gradation Curve – (Aggregate Mix #3)



% Retained

% Retained Weight

Retained (g)

Sieve Opening

Size (mm)

Sieve No.

100.00 0.0 0.00 0.0 25.00 1"

89.84 10.2 10.16 255.0 19.00 3/4"

60.56 39.4 29.28 735.0 12.50 1/2"

46.81 53.2 13.75 345.0 9.50 3/8"

14.34 85.7 32.47 815.0 4.75 #4

2.59 97.4 11.75 295.0 2.36 #8

1.39 98.6 1.2 30.0 1.18 #16

1.39 98.6 0.00 0.0 0.60 #30

1.39 98.6 0.00 0.0 0.30 #50

1.39 98.6 0.00 0.0 0.15 #100

1.39 98.6 0.00 0.0 0.075 #200

0.0 100.0 1.39 35.0 0.00 pan

0.00

10.00

20.00

30.00

40.00

50.00

60.00

70.00

80.00

90.00

100.00

0.10 1.00 10.00 100.00

% P

assin

g

Sieve Size (mm)

49

Figure (3.11): Gradation Curve – (Aggregate Mix #4)

3.5.5 Mixture design method

The design approach of Porous Interlock is mainly based on proper selection of

narrowly graded coarse aggregate and varying the paste volume until the target

properties are achieved.

The water content that should be used in Porous Interlock depends mainly on the

gradation and physical characteristics of aggregate as well as the cementitious materials

type and content.

A successful mix design for Porous interlock should consist of a balanced composition

of materials to ensure the best performance in terms of permeability, strength, and

durability.

The required quantity was calculated in each mixture for the possibility of producing

about 170 stone Interlock by using the three types of aggregate Folia, Adsia and

Semsimia, in addition to sand, cement and water according to the ratio to Table (3.10), The quantities of water and cement are set by reference to w/c ratio .

Table (3.17) shows the quantity of materials for each mix.

0.00

10.00

20.00

30.00

40.00

50.00

60.00

70.00

80.00

90.00

100.00

0.10 1.00 10.00 100.00

% P

assin

g

Sieve Size (mm)

50

Table (3.17): Material Samples Quantity

Concrete Mix Mixture ratio/ Kg.m-3

Aggregate Cement Water W/C Ratio

1-1 1564 187.7 61.94 0.33

1-2 1564 172.1 62 0.36

1-3 1564 156.4 61 0.39

1-4 1564 140.8 59.12 0.42

2-1 1564 187.7 67.57 0.36

2-2 1564 172.1 56.79 0.33

2-3 1564 156.4 65.69 0.42

2-4 1564 140.8 54.91 0.39

3-1 1564 187.7 73.2 0.39

3-2 1564 172.1 72.28 0.42

3-3 1564 156.4 51.61 0.33

3-4 1564 140.8 50.69 0.36

4-1 1564 187.7 78.83 0.42

4-2 1564 172.1 67.12 0.39

4-3 1564 156.4 56.3 0.36

4-4 1564 140.8 46.46 0.33

3.5.6 Mixing and processing samples

In this part of the research, the mixes were processed in local factory (The

Automatically Factory) in Gaza. in order to ensure the quality and preservation of the

required compaction for the stone. The mixes were manufactured in 20 × 10 × 8 cm

dimensions The following figures explain the stages of casting mix.

Figure (3.12) shows the materials used in the manufacture of porous interlock, which is

the folia, adsia and semsemia, whose properties and proportions of the use of mixtures

were identified in the previous tables.

51

Figure (3.12): Supplying used materials

Figure (3.13) shows the tool which through it the quantities used to produce a concrete

mix and weights are determined and the ratios used, the tool are an electronic balance

that is electronically controlled and given weights with high accuracy.

Figure (3.13): adjustment the weights of materials

Figure (3.14) show the mechanical machine used to perform the mechanical vibrate of

the concrete mix, is also used to make the necessary pressure to form the mixture and

the closure of pores, and it is done according to the ASTM specifications.

52

Figure(3.14): Compaction machine

Figure (3.15) show the Interlock samples after the production and the work of the

pressure necessary for the stone, and then moved to specific cells for the purpose of

water treatment, then transfer the samples to the laboratory to do all the necessary tests,

which will be presented in the next chapter.

Figure (3.15): Samples ready for processing

53

3.6 Infiltration Tests

It is the 3rd stage of testing, A design was developed to calculate the permeability of the

samples that have been processed. The design of experiment was constructed in a

1.0x1.0m with 0.25m depth from steel box. and Figure (3.16) shows the steel box that

constructed for the experiment, Figure (3.17), (3.18) shows cross section of

experimental box.

Figure (3.16): The experimental steel box

54

Figure (3.17): The experimental steel box of the permeable pavement, Figure (3.18): The schematic setup of the nozzles

3.6.1 Pavement construction

Figure (3.16) shows the steel box that constructed for the experiment. This was

constructed after completing the initial tests for interlock tiles and aggregate properties.

Figure (3.19) shows the interlock pavers sitting in experiment steel box. The joints

between the blocks were filled with cement mortar that used to Prevent water from

flowing through the joints as showmen in Figure (3.20). And the pattern used was

stretcher bond (90°).

55

Figure (3.19):Interlock pavement (stretcher bond 90° pattern)

Figure (3.20): Joints filled with mortar (stretcher bond 90° pattern)

56

3.6.2 Rainfall simulator installation

Figure (3.21) of the steel box were installed after completing the construction of the

pavement. Finally, the funnel was fixed under the steel box to collect the infiltrated

water. As mentioned previously, the rainfall simulator (Figures (3.22) & (3.23)) was

placed with steel grid carrying the 25 nozzles installed at 80 cm from the surface of the

pavement.The water flows through the joints of blocks was collected from underneath

the pavement a funnel Figure (3.24).

The control in the quantity of water that infiltrated on pavement with valve more time to

reach to the 60Liter of water in 60 minutes, The control of water quantity is manually

because lack of availability mechanical control, and we chose the quantity of water 60

liter and time 60 minutes to reach the medium intensity rate 60mm/hr as situation of

rainy status in the Gaza Strip .

Figure (3.21): Rainfall simulator and laboratory pavement model box

57

Figure (3.22): The 25 evenly setup sprays

Figure (3.23): Infiltration test on the constructed permeable pavement

58

Figure (3.24):Infiltrated water out through permeable pavement

3.6.3 Rainfall simulator intensity

The rainfall intensity RI simulation consist of (60mm/h), rainfall storms of uniform

intensities where the taken from curves of return periods for the 16 samples.

59

Chapter (4)

Results and discussion

60

4.1 Introduction

Results of experimental work were obtained and discussed to achieve the study

objectives, which include studying the properties of aggregates, cement, and water on

the permeability of water in porous interlock pavement.

The results are presented in this chapter in two stages. First, recording all results of 16

processed samples as compressive strength, absorption and density. Second stage shows

the permeability percentage of water with different interlock samples.

4.2 Result of experimental scenarios

In the previous chapter, after conducting all the tests for the materials needed for

processing the samples, we manufactured the samples. After processing the samples, we

divided the samples into two parts. The first part of the samples was immersed in water

for 24 hours to determine the percentage of absorption. The second part of the samples

was treated with water for 28 days. to know the compressive strength .

4.2.1 Result of Compressive Strength and Absorption for 16 samples

The result of average Compressive Strength and average Absorption is record in

Table (4.1). The average results of 10 stones result are show in appendix B

Palestine Standards Institution (PSI) shows the characteristics and specifications as:

The compressive strength of concrete block has been stated to range between 45

and 50 MPa.

The maximum absorption when placed in water for 10 minutes no more than 2%

and when placed in water for 24 hour no more than 5%.

61

Table (4.1): Compressive Strength, and Absorption Result

Serial No Concrete Mix No

Average Compressive

Strength at 28 days

)2kg/cm(

Average Absorption

%

1 1-1 370 2.46

2 1-2 336 2.48

3 1-3 312 2.57

4 1-4 286 2.73

5 2-1 277 2.78

6 2-2 297 2.66

7 2-3 229 3.36

8 2-4 246 3.12

9 3-1 316 2.55

10 3-2 301 2.60

11 3-2 335 2.49

12 3-4 320 2.52

13 4-1 231 3.28

14 4-2 249 2.91

15 4-3 252 2.88

16 4-4 261 2.82

4.3 Result of permeability scenarios

The simulation consist of (60mm/h) rainfall storms of uniform intensities to test the

infiltration rate. The flow rate of 60 mm/h was suitable to flow through the nozzles.

The nozzles of the rainfall simulator were placed directly above the experimental area.

The funnel underneath the pavement is also placed within the area to collect water.

In order to obtain the infiltration characteristics through the bedding layer and flow

through the whole pavement structure for rainfall event, the water flow through the

bottom of the pavement was collected at 1 minute interval.

62

4.3.1 Result of outflow at rainfall intensity=60 mm/h (Sample 1-1)

The result of cumulative outflow is record in Table (4.2) and permeability percentage %

for sample (1-1) was calculated.

Table (4.2): Cumulative outflow for sample (1-1) at (RI=60 mm/h)

Cumulative outflow (L) Inflow (L) Time (min)

23.46 60.00 60

39.1 permeability percentage (%)

Figure (4.1) illustrates the results for sample (1-1) during the intensity of water = 60

mm/h.

Figure(4.1): Outflow results for sample (1-1) at intensity of water (60 mm/h)

0

2

4

6

8

10

12

14

16

18

20

22

24

26

28

30

0 5 10 15 20 25 30 35 40 45 50 55 60

Ou

t fl

ow

(L)

Time(min)

63






24.67 60.00 60



mm/h.


0

2

4

6

8

10

12

14

16

18

20

22

24

26

28

30

0 5 10 15 20 25 30 35 40 45 50 55 60

Ou

t fl

ow

(L)

Time(min)

64






25.66 60.00 60


5


mm/h.


0

2

4

6

8

10

12

14

16

18

20

22

24

26

28

30

0 5 10 15 20 25 30 35 40 45 50 55 60

Ou

t fl

ow

(L)

Time(min)

65






26.72 60.00 60


4


mm/h.


0

2

4

6

8

10

12

14

16

18

20

22

24

26

28

30

0 5 10 15 20 25 30 35 40 45 50 55 60

Ou

t fl

ow

(L)

Time(min)

66






26.81 60.00 60


5


mm/h.


0

2

4

6

8

10

12

14

16

18

20

22

24

26

28

30

0 5 10 15 20 25 30 35 40 45 50 55 60

Ou

t fl

ow

(L)

Time(min)

67






25.99 60.00 60


6


mm/h.


0

2

4

6

8

10

12

14

16

18

20

22

24

26

28

30

0 5 10 15 20 25 30 35 40 45 50 55 60

Ou

t fl

ow

(L)

Time(min)

68






27.86 60.00 60


7


mm/h.


0

2

4

6

8

10

12

14

16

18

20

22

24

26

28

30

0 5 10 15 20 25 30 35 40 45 50 55 60

Ou

t fl

ow

(L)

Time(min)

69






27.04 60.00 60


8


mm/h.


0

2

4

6

8

10

12

14

16

18

20

22

24

26

28

30

0 5 10 15 20 25 30 35 40 45 50 55 60

Ou

t fl

ow

(L)

Time(min)

70


The result of cumulative outflow is record in Table (4.10) and permeability percentage

% for sample (3-1) was calculated.



23.61 60.00 60


9


mm/h.


0

2

4

6

8

10

12

14

16

18

20

22

24

26

28

30

0 5 10 15 20 25 30 35 40 45 50 55 60

Ou

t fl

ow

(L)

Time(min)

71






24.91 60.00 60


10


mm/h.


0

2

4

6

8

10

12

14

16

18

20

22

24

26

28

30

0 5 10 15 20 25 30 35 40 45 50 55 60

Ou

t fl

ow

(L)

Time(min)

72






22.39 60.00 60


11


mm/h.


0

2

4

6

8

10

12

14

16

18

20

22

24

26

28

30

0 5 10 15 20 25 30 35 40 45 50 55 60

Ou

t fl

ow

(L)

Time(min)

73






23 60.00 60


12


mm/h.


0

2

4

6

8

10

12

14

16

18

20

22

24

26

28

30

0 5 10 15 20 25 30 35 40 45 50 55 60

Ou

t fl

ow

(L)

Time(min)

74






29.95 60.00 60


13


mm/h.


0

2

4

6

8

10

12

14

16

18

20

22

24

26

28

30

0 5 10 15 20 25 30 35 40 45 50 55 60

Ou

t fl

ow

(L)

Time(min)

75






28.62 60.00 60


14


mm/h.


0

2

4

6

8

10

12

14

16

18

20

22

24

26

28

30

0 5 10 15 20 25 30 35 40 45 50 55 60

Ou

t fl

ow

(L)

Time(min)

76






26.19 60.00 60


15


mm/h.


0

2

4

6

8

10

12

14

16

18

20

22

24

26

28

30

0 5 10 15 20 25 30 35 40 45 50 55 60

Ou

t fl

ow

(L)

Time(min)

77






25.11 60.00 60


16


mm/h.


0

2

4

6

8

10

12

14

16

18

20

22

24

26

28

30

0 5 10 15 20 25 30 35 40 45 50 55 60

Ou

t fl

ow

(L)

Time(min)

78

4.4 Discussion

After the completion of the necessary tests in the laboratory on 16 samples, the

compressive strength, absorption and the permeability, and these results were presented

in the previous tables, we will discuss these result and compare with previous studies.

As shown in the table (4.4), the results of the compressive strength were range between

229-370 kg/cm2, and it was a good results compared to the Palestinian specifications in

the case of a common interlock, and the reason in these results are:

The percentage of voids between aggregate that range from 40-45%, which is

shown in compressive strength results in mixtures # 2,4.

Also water and cement ratios were controlled in the compressive strength

values, where we note that the lowest value of compressive strength in sample

2-3, and the highest value in sample 1-1.

For the results of permeability it range from (37-50%), that according to the previous

tables, and after discussion and analysis we note that:

The result of permeability were Converged.

The highest values of permeability were in mixture No. 4 where the percentage

of folia aggregate is the largest percentage among mixtures and therefore the

percentage of voids are high.

In the case of large water cement ratio, the permeability is low.

Since one of the objectives of the research is to calculate the amount of permeability, it

means that the best mixture is the mixture No. 4-1, where the highest permeability

49.92.

79

Chapter (5)

Conclusions and Recommendations

80

5.1 Conclusions

The following conclusions can be drawn:

a) The study has shown the possibility of producing and using porous interlock in

Gaza Strip and studying the infiltration rate of water through this Interlock and

reduce the amount of water accumulated on the surface as runoff water as much

as possible by using a variety of experiences.

b) It was found that it is possible to use new types of aggregate such as Folia and

Adasia, which are not used in the traditional Interlock industry and in varying

proportions.

c) Through the study, identified four basic samples with varying percentages of the

three types of Aggregate Folia, Adasia, and Somsmia, with a change in the

percentage of cement and water. This is a good indicator for researchers that it is

possible to use other percentages of the aggregate and produce other samples for

research and finding other results.

d) There is a possibility to produce and manufacture all the available forms of

Interlock in the local markets and be permeable for water, but in this study

restricted Interlock Square 10 × 20 cm, because of the difficulty of changing the

templates used during the tests because the cost of time and effort and money to

change.

e) The results show that there is an inverse relationship between compressive

strength and permeability, as the greater the compressive strength of the sample,

the less permeability.

f) The results showed that the permeability rate ranged between (37%-50%) and

the results were obtained and the joints between the interlock are closed with

mortar but if the joints through the testing are openings, was possible to obtain

the results of the multiplication of permeability.

g) In this research, a medium percentage of intensity rate was used, which is 60

mm/h, but it is possible to use other rates such as (15mm/h, 45mm/h, 120mm/h)

and finding other results, which opens the way for other researchers to complete

other research on the subject.

81

5.2 Recommendations

a) In order to approve and confirm the success and integrity of the results of the

laboratory, these results should be applied on the field and also for an integrated

understanding of the subject.

b) Through the results that have obtained, especially the compressive strength

results of the samples, study recommends to use of porous interlock in areas

with lights load tolerance such as playgrounds, parking, and corridors.

c) It is important to get benefit from amounts of water that is collected and not

neglected then, re-injected into groundwater aquifer to reduce the water

problem.

d) It is recommended to increase the efficiency of water leakage through porous

Interlock to be layers under the porous interlock layers more porosity by

replacing the layer of base coarse with a layer of gravel and the use of geotextile

and the use of pipes under these layers to collect water.

e) It is recommended to conduct similar studies about making mix concrete tile that

has special specification to permeable water through the tiles and consist of

compounds with water permeability properties.

f) It is recommended to use additives during sample casting to increase sample

compressive strength.

g) Government, institutions, municipalities and researchers should integrate efforts

toward preparing and implementing water management plan reinforcing the

environmental sustainability by taking and support important issues to

development the infrastructure.

82

References

Adams, M, 2006, ‘Sustainable Site Design, Porous Pavement and Innovative Storm

water Techniques, Cahill Associates, Inc., Environmental Consultants, American Public

Works Association.

An Cheng, Hui-Mi Hsu, Sao-Jeng Chao, and Kae-Long Lin, 2011, Experimental Study

on Properties of Pervious Concrete Made with Recycled Aggregate, Chinese Society of

Pavement Engineering.

Bruce K. Ferguson, 2006, "Porous Pavement : The Making Of Progress in Technology

and Design , School of Environmental Design, University of Georgia Athens, Georgia.

Bruce K. Ferguson, 2007, Porous Pavement in Georgia, University of Georgia.

Bruce K. Ferguson, 2005, Porous Pavements: The Overview, University of Georgia

School of Environmental Design.

Carmen T. Agouridis, Jonathan A. Villines, and Joe D. Luck, 2011, Permeable

Pavement for Stormwater Management, University of Kentucky College of Agriculture,

Lexington.

Coastal Municipalities Water Utility (CMWU) Annual Report on Water Status in the

Gaza Strip, 2010, Summary about Water and Wastewater Situation in Gaza Strip, Gaza,

Palestine.

Federal Highway Administration (FHWA), 2015,Office of Asset Management

Pavement and Construction, Permeable Interlocking Concrete Pavement.

H.M. Imran, Shatirah Akib and Mohamed Rehan Karim, 2013," Permeable pavement

and stormwater management systems", Department of Civil Engineering, Faculty of

Engineering, University of Malaya, Malaysia.

Abustan . I, Hamzah. O, Rashid . M, 2012, Review of Permeble Pavement System in

Malaysia Condition, School of Civil Engineering, Engineering Campus, University

Sains Malaysia.

Interlocking Concrete Pavement Institute (ICPI), 2015,Construction of Interlocking

Concrete Pavements, Canda.

83

Jendia .S, Madhoun . M, 2014, Study the Effect of Joints, Block Shape and Pavement

Pattern on the Permeability of Concrete Block Pavement (Interlock Pavement), Gaza,

Palestine.

K.G.Sharp, 1979, An Initial Study into Concrete Block Paving, Australian Road

Research Board , Australia.

Khalaf, A., 2005, ‘Assessment of Rainwater Losses due to Urban Expansion of Gaza

Strip, M.Sc Thesis, Islamic University of Gaza, Palestine.

Aslantas . O, 2004, A study on Abrasion Resistance of Concrete Paving Blocks, Middle

East Technical University, Turkey.

Palestinian Standard Certificates (PSI and PSM) for block and tiles, Palestinian

Standard PS 72, 1997.

Permeable Pavement Fact Sheet Information for Howard County, Maryland

Homeowners, 2007, University of Maryland.

Rabah . F, 2008, ‘Sanitary Engineering Lecturer- Design of Storm Water Drainge

System in Gaza City.

Hamdan . S, 2012, Artificial Recharge of Groundwater with Stormwater as a New

Water Resource - Case Study of the Gaza Strip, Palestine ,Technical University Berlin .

Terry Lucke, 2014, Using Drainage Slots in Permeable Paving Blocks to Delay the

Effects of Clogging: Proof of Concept Study, Stormwater Research Group, School of

Science and Engineering, University of the Sunshine Coast, Sippy Downs, Australia.

Toronto and Region Conservation Authority, 2011, Low Impact Development Storm

water Management Planning and Design Guide.

Terry Lucke, Richard White, Peter Nichols, and Sönke Borgwardt, 2015, A Simple

Field Test to Evaluate the Maintenance Requirements of Permeable Interlocking

Concrete Pavements, Stormwater Research Group, University of the Sunshine Coast,

Sippy Downs, Queensland, Australia, Büro BWB Norderstedt, Kattendorf, Germany.

Upana Rath, 2007, Structural Behavior of Interlocking Concrete Block Pavement,

Department of Civil Engineering National Institute of Technology, Pourkela.

William F. Hunt, Kelly A. Collins, 2007, Permeable Pavement: Research Update and

Design Implications , North Carolina State University.

84

WisDOT Southeast Region, 2012, Comparison of Permeable Pavement Types:

Hydrology, Design, Installation, Maintenance and Cost .

85

Appendices

86

Appendix (A)

Porosity Results

87

Result of permeability for Sample (1-1) at rainfall intensity=60 mm/h

Table (A.1): Cumulative outflow for sample 1-1 at (RI=60 mm/h)

Time (min) Inflow (L) Cumulative outflow (L)

1 st 1 0

2 nd 2 0

3 rd 3 0.12

4 th 4 0.45

5 th 5 0.81

6 th 6 1.2

7 th 7 1.59

8 th 8 1.98

9 th 9 2.37

10 th 10 2.76

11 th 11 3.21

12 th 12 3.66

13 th 13 4.08

14 th 14 4.5

15 th 15 4.92

16 th 16 5.34

17 th 17 5.75

18 th 18 6.16

19 th 19 6.57

20 th 20 6.98

21 st 21 7.4

22 nd 22 7.81

23 rd 23 8.22

24 th 24 8.63

25 th 25 9.04

26 th 26 9.46

27 th 27 9.87

28 th 28 10.28

29 th 29 10.69

30 th 30 11.1

31 st 31 11.52

32 nd 32 11.93

33 rd 33 12.34

88


34 th 34 12.75

35 th 35 13.16

36 th 36 13.58

37 th 37 13.99

38 th 38 14.4

39 th 39 14.81

40 th 40 15.22

41 st 41 15.64

42 nd 42 16.05

43 rd 43 16.46

44 th 44 16.87

45 th 45 17.28

46 th 46 17.7

47 th 47 18.11

48 th 48 18.52

49 th 49 18.93

50 th 50 19.34

51 st 51 19.76

52 nd 52 20.17

53 rd 53 20.58

54 th 54 20.99

55 th 55 21.4

56 th 56 21.82

57 th 57 22.23

58 th 58 22.64

59 th 59 23.05

60 th 60 23.46

permeability percentage (%) 39.10

89




1 st 1 0

2 nd 2 0

3 rd 3 0.2

4 th 4 0.5

5 th 5 0.85

6 th 6 1.17

7 th 7 1.48

8 th 8 1.79

9 th 9 2.23

10 th 10 2.67

11 th 11 3.11

12 th 12 3.55

13 th 13 3.99

14 th 14 4.43

15 th 15 4.87

16 th 16 5.31

17 th 17 5.75

18 th 18 6.19

19 th 19 6.63

20 th 20 7.07

21 st 21 7.51

22 nd 22 7.95

23 rd 23 8.39

24 th 24 8.83

25 th 25 9.27

26 th 26 9.71

27 th 27 10.15

28 th 28 10.59

29 th 29 11.03

30 th 30 11.47

31 st 31 11.91

32 nd 32 12.35

33 rd 33 12.79

90


34 th 34 13.23

35 th 35 13.67

36 th 36 14.11

37 th 37 14.55

38 th 38 14.99

39 th 39 15.43

40 th 40 15.87

41 st 41 16.31

42 nd 42 16.75

43 rd 43 17.19

44 th 44 17.63

45 th 45 18.07

46 th 46 18.51

47 th 47 18.95

48 th 48 19.39

49 th 49 19.83

50 th 50 20.27

51 st 51 20.71

52 nd 52 21.15

53 rd 53 21.59

54 th 54 22.03

55 th 55 22.47

56 th 56 22.91

57 th 57 23.35

58 th 58 23.79

59 th 59 24.23

60 th 60 24.67


91




1 st 1 0

2 nd 2 0.01

3 rd 3 0.25

4 th 4 0.59

5 th 5 0.97

6 th 6 1.34

7 th 7 1.81

8 th 8 2.26

9 th 9 2.71

10 th 10 3.16

11 th 11 3.61

12 th 12 4.06

13 th 13 4.51

14 th 14 4.96

15 th 15 5.41

16 th 16 5.86

17 th 17 6.31

18 th 18 6.76

19 th 19 7.21

20 th 20 7.66

21 st 21 8.11

22 nd 22 8.56

23 rd 23 9.01

24 th 24 9.46

25 th 25 9.91

26 th 26 10.36

27 th 27 10.81

28 th 28 11.26

29 th 29 11.71

30 th 30 12.16

31 st 31 12.61

32 nd 32 13.06

33 rd 33 13.51

92


34 th 34 13.96

35 th 35 14.41

36 th 36 14.86

37 th 37 15.31

38 th 38 15.76

39 th 39 16.21

40 th 40 16.66

41 st 41 17.11

42 nd 42 17.56

43 rd 43 18.01

44 th 44 18.46

45 th 45 18.91

46 th 46 19.36

47 th 47 19.81

48 th 48 20.26

49 th 49 20.71

50 th 50 21.16

51 st 51 21.61

52 nd 52 22.06

53 rd 53 22.51

54 th 54 22.96

55 th 55 23.41

56 th 56 23.86

57 th 57 24.31

58 th 58 24.76

59 th 59 25.21

60 th 60 25.66


93




1 st 1 0

2 nd 2 0.08

3 rd 3 0.25

4 th 4 0.65

5 th 5 1.04

6 th 6 1.47

7 th 7 1.85

8 th 8 2.27

9 th 9 2.69

10 th 10 3.19

11 th 11 3.69

12 th 12 4.16

13 th 13 4.63

14 th 14 5.1

15 th 15 5.57

16 th 16 6.04

17 th 17 6.51

18 th 18 6.98

19 th 19 7.45

20 th 20 7.92

21 st 21 8.39

22 nd 22 8.86

23 rd 23 9.33

24 th 24 9.8

25 th 25 10.27

26 th 26 10.74

27 th 27 11.21

28 th 28 11.68

29 th 29 12.15

30 th 30 12.62

31 st 31 13.09

32 nd 32 13.56

33 rd 33 14.03

94


34 th 34 14.5

35 th 35 14.97

36 th 36 15.44

37 th 37 15.91

38 th 38 16.38

39 th 39 16.85

40 th 40 17.32

41 st 41 17.79

42 nd 42 18.26

43 rd 43 18.73

44 th 44 19.2

45 th 45 19.67

46 th 46 20.14

47 th 47 20.61

48 th 48 21.08

49 th 49 21.55

50 th 50 22.02

51 st 51 22.49

52 nd 52 22.96

53 rd 53 23.43

54 th 54 23.9

55 th 55 24.37

56 th 56 24.84

57 th 57 25.31

58 th 58 25.78

59 th 59 26.25

60 th 60 26.72


95




1 st 1 0

2 nd 2 0.15

3 rd 3 0.35

4 th 4 0.55

5 th 5 0.87

6 th 6 1.09

7 th 7 1.31

8 th 8 1.78

9 th 9 2.25

10 th 10 2.77

11 th 11 3.17

12 th 12 3.76

13 th 13 4.31

14 th 14 4.82

15 th 15 5.27

16 th 16 5.69

17 th 17 6.17

18 th 18 6.65

19 th 19 7.13

20 th 20 7.61

21 st 21 8.09

22 nd 22 8.57

23 rd 23 9.05

24 th 24 9.53

25 th 25 10.01

26 th 26 10.49

27 th 27 10.97

28 th 28 11.45

29 th 29 11.93

30 th 30 12.41

31 st 31 12.89

32 nd 32 13.37

33 rd 33 13.85

34 th 34 14.33

96


35 th 35 14.81

36 th 36 15.29

37 th 37 15.77

38 th 38 16.25

39 th 39 16.73

40 th 40 17.21

41 st 41 17.69

42 nd 42 18.17

43 rd 43 18.65

44 th 44 19.13

45 th 45 19.61

46 th 46 20.09

47 th 47 20.57

48 th 48 21.05

49 th 49 21.53

50 th 50 22.01

51 st 51 22.49

52 nd 52 22.97

53 rd 53 23.45

54 th 54 23.93

55 th 55 24.41

56 th 56 24.89

57 th 57 25.37

58 th 58 25.85

59 th 59 26.33

60 th 60 26.81


97




1 st 1 0

2 nd 2 0.1

3 rd 3 0.35

4 th 4 0.65

5 th 5 0.95

6 th 6 1.28

7 th 7 1.63

8 th 8 2.02

9 th 9 2.46

10 th 10 2.91

11 th 11 3.45

12 th 12 3.91

13 th 13 4.37

14 th 14 4.83

15 th 15 5.29

16 th 16 5.75

17 th 17 6.21

18 th 18 6.67

19 th 19 7.13

20 th 20 7.59

21 st 21 8.05

22 nd 22 8.51

23 rd 23 8.97

24 th 24 9.43

25 th 25 9.89

26 th 26 10.35

27 th 27 10.81

28 th 28 11.27

29 th 29 11.73

30 th 30 12.19

31 st 31 12.65

32 nd 32 13.11

98


33 rd 33 13.57

34 th 34 14.03

35 th 35 14.49

36 th 36 14.95

37 th 37 15.41

38 th 38 15.87

39 th 39 16.33

40 th 40 16.79

41 st 41 17.25

42 nd 42 17.71

43 rd 43 18.17

44 th 44 18.63

45 th 45 19.09

46 th 46 19.55

47 th 47 20.01

48 th 48 20.47

49 th 49 20.93

50 th 50 21.39

51 st 51 21.85

52 nd 52 22.31

53 rd 53 22.77

54 th 54 23.23

55 th 55 23.69

56 th 56 24.15

57 th 57 24.61

58 th 58 25.07

59 th 59 25.53

60 th 60 25.99


99




1 st 1 0

2 nd 2 0.1

3 rd 3 0.35

4 th 4 0.65

5 th 5 0.95

6 th 6 1.35

7 th 7 2.03

8 th 8 2.43

9 th 9 2.98

10 th 10 3.38

11 th 11 3.81

12 th 12 4.18

13 th 13 4.51

14 th 14 4.84

15 th 15 5.17

16 th 16 5.64

17 th 17 5.97

18 th 18 6.32

19 th 19 6.67

20 th 20 7.02

21 st 21 7.37

22 nd 22 7.72

23 rd 23 8.25

24 th 24 8.78

25 th 25 9.31

26 th 26 9.84

27 th 27 10.37

28 th 28 10.9

29 th 29 11.43

30 th 30 11.96

31 st 31 12.49

32 nd 32 13.02

33 rd 33 13.55

34 th 34 14.08

100


35 th 35 14.61

36 th 36 15.14

37 th 37 15.67

38 th 38 16.2

39 th 39 16.73

40 th 40 17.26

41 st 41 17.79

42 nd 42 18.32

43 rd 43 18.85

44 th 44 19.38

45 th 45 19.91

46 th 46 20.44

47 th 47 20.97

48 th 48 21.5

49 th 49 22.03

50 th 50 22.56

51 st 51 23.09

52 nd 52 23.62

53 rd 53 24.15

54 th 54 24.68

55 th 55 25.21

56 th 56 25.74

57 th 57 26.27

58 th 58 26.8

59 th 59 27.33

60 th 60 27.86


101




1 st 1 0

2 nd 2 0.2

3 rd 3 0.4

4 th 4 0.75

5 th 5 1.1

6 th 6 1.77

7 th 7 2.15

8 th 8 2.5

9 th 9 3.05

10 th 10 3.65

11 th 11 4.01

12 th 12 4.5

13 th 13 4.95

14 th 14 5.42

15 th 15 5.89

16 th 16 6.36

17 th 17 6.83

18 th 18 7.3

19 th 19 7.77

20 th 20 8.24

21 st 21 8.71

22 nd 22 9.18

23 rd 23 9.65

24 th 24 10.12

25 th 25 10.59

26 th 26 11.06

27 th 27 11.53

28 th 28 12

29 th 29 12.47

30 th 30 12.94

31 st 31 13.41

32 nd 32 13.88

33 rd 33 14.35

34 th 34 14.82

102


35 th 35 15.29

36 th 36 15.76

37 th 37 16.23

38 th 38 16.7

39 th 39 17.17

40 th 40 17.64

41 st 41 18.11

42 nd 42 18.58

43 rd 43 19.05

44 th 44 19.52

45 th 45 19.99

46 th 46 20.46

47 th 47 20.93

48 th 48 21.4

49 th 49 21.87

50 th 50 22.34

51 st 51 22.81

52 nd 52 23.28

53 rd 53 23.75

54 th 54 24.22

55 th 55 24.69

56 th 56 25.16

57 th 57 25.63

58 th 58 26.1

59 th 59 26.57

60 th 60 27.04


103




1 st 1 0

2 nd 2 0

3 rd 3 0.1

4 th 4 0.2

5 th 5 0.47

6 th 6 0.79

7 th 7 1.13

8 th 8 1.56

9 th 9 1.92

10 th 10 2.35

11 th 11 2.68

12 th 12 2.98

13 th 13 3.41

14 th 14 3.84

15 th 15 4.26

16 th 16 4.69

17 th 17 5.12

18 th 18 5.55

19 th 19 5.98

20 th 20 6.41

21 st 21 6.84

22 nd 22 7.27

23 rd 23 7.7

24 th 24 8.13

25 th 25 8.56

26 th 26 8.99

27 th 27 9.42

28 th 28 9.85

29 th 29 10.28

30 th 30 10.71

31 st 31 11.14

32 nd 32 11.57

33 rd 33 12

34 th 34 12.43

104


35 th 35 12.86

36 th 36 13.29

37 th 37 13.72

38 th 38 14.15

39 th 39 14.58

40 th 40 15.01

41 st 41 15.44

42 nd 42 15.87

43 rd 43 16.3

44 th 44 16.73

45 th 45 17.16

46 th 46 17.59

47 th 47 18.02

48 th 48 18.45

49 th 49 18.88

50 th 50 19.31

51 st 51 19.74

52 nd 52 20.17

53 rd 53 20.6

54 th 54 21.03

55 th 55 21.46

56 th 56 21.89

57 th 57 22.32

58 th 58 22.75

59 th 59 23.18

60 th 60 23.61


105




1 st 1 0

2 nd 2 0

3 rd 3 0.1

4 th 4 0.27

5 th 5 0.47

6 th 6 0.74

7 th 7 0.98

8 th 8 1.25

9 th 9 1.64

10 th 10 1.98

11 th 11 2.34

12 th 12 2.79

13 th 13 3.18

14 th 14 3.58

15 th 15 4.15

16 th 16 4.57

17 th 17 5.06

18 th 18 5.59

19 th 19 6.05

20 th 20 6.51

21 st 21 6.97

22 nd 22 7.43

23 rd 23 7.89

24 th 24 8.35

25 th 25 8.81

26 th 26 9.27

27 th 27 9.73

28 th 28 10.19

29 th 29 10.65

30 th 30 11.11

31 st 31 11.57

32 nd 32 12.03

33 rd 33 12.49

34 th 34 12.95

106


35 th 35 13.41

36 th 36 13.87

37 th 37 14.33

38 th 38 14.79

39 th 39 15.25

40 th 40 15.71

41 st 41 16.17

42 nd 42 16.63

43 rd 43 17.09

44 th 44 17.55

45 th 45 18.01

46 th 46 18.47

47 th 47 18.93

48 th 48 19.39

49 th 49 19.85

50 th 50 20.31

51 st 51 20.77

52 nd 52 21.23

53 rd 53 21.69

54 th 54 22.15

55 th 55 22.61

56 th 56 23.07

57 th 57 23.53

58 th 58 23.99

59 th 59 24.45

60 th 60 24.91


107




1 st 1 0

2 nd 2 0

3 rd 3 0.05

4 th 4 0.15

5 th 5 0.43

6 th 6 0.71

7 th 7 1.04

8 th 8 1.33

9 th 9 1.61

10 th 10 1.91

11 th 11 2.26

12 th 12 2.76

13 th 13 3.15

14 th 14 3.64

15 th 15 3.89

16 th 16 4.25

17 th 17 4.73

18 th 18 5.11

19 th 19 5.58

20 th 20 5.99

21 st 21 6.4

22 nd 22 6.81

23 rd 23 7.22

24 th 24 7.63

25 th 25 8.04

26 th 26 8.45

27 th 27 8.86

28 th 28 9.27

29 th 29 9.68

30 th 30 10.09

31 st 31 10.5

32 nd 32 10.91

33 rd 33 11.32

34 th 34 11.73

108


35 th 35 12.14

36 th 36 12.55

37 th 37 12.96

38 th 38 13.37

39 th 39 13.78

40 th 40 14.19

41 st 41 14.6

42 nd 42 15.01

43 rd 43 15.42

44 th 44 15.83

45 th 45 16.24

46 th 46 16.65

47 th 47 17.06

48 th 48 17.47

49 th 49 17.88

50 th 50 18.29

51 st 51 18.7

52 nd 52 19.11

53 rd 53 19.52

54 th 54 19.93

55 th 55 20.34

56 th 56 20.75

57 th 57 21.16

58 th 58 21.57

59 th 59 21.98

60 th 60 22.39


109




1 st 1 0

2 nd 2 0

3 rd 3 0.08

4 th 4 0.17

5 th 5 0.33

6 th 6 0.54

7 th 7 0.71

8 th 8 1.03

9 th 9 1.39

10 th 10 1.67

11 th 11 1.87

12 th 12 2.14

13 th 13 2.45

14 th 14 2.87

15 th 15 3.32

16 th 16 3.71

17 th 17 4.09

18 th 18 4.49

19 th 19 4.97

20 th 20 5.4

21 st 21 5.84

22 nd 22 6.28

23 rd 23 6.72

24 th 24 7.16

25 th 25 7.6

26 th 26 8.04

27 th 27 8.48

28 th 28 8.92

29 th 29 9.36

30 th 30 9.8

31 st 31 10.24

32 nd 32 10.68

33 rd 33 11.12

34 th 34 11.56

110


35 th 35 12

36 th 36 12.44

37 th 37 12.88

38 th 38 13.32

39 th 39 13.76

40 th 40 14.2

41 st 41 14.64

42 nd 42 15.08

43 rd 43 15.52

44 th 44 15.96

45 th 45 16.4

46 th 46 16.84

47 th 47 17.28

48 th 48 17.72

49 th 49 18.16

50 th 50 18.6

51 st 51 19.04

52 nd 52 19.48

53 rd 53 19.92

54 th 54 20.36

55 th 55 20.8

56 th 56 21.24

57 th 57 21.68

58 th 58 22.12

59 th 59 22.56

60 th 60 23


111




1 st 1 0

2 nd 2 0.25

3 rd 3 0.55

4 th 4 0.95

5 th 5 1.42

6 th 6 1.89

7 th 7 2.39

8 th 8 2.91

9 th 9 3.43

10 th 10 3.95

11 th 11 4.47

12 th 12 4.99

13 th 13 5.51

14 th 14 6.03

15 th 15 6.55

16 th 16 7.07

17 th 17 7.59

18 th 18 8.11

19 th 19 8.63

20 th 20 9.15

21 st 21 9.67

22 nd 22 10.19

23 rd 23 10.71

24 th 24 11.23

25 th 25 11.75

26 th 26 12.27

27 th 27 12.79

28 th 28 13.31

29 th 29 13.83

30 th 30 14.35

31 st 31 14.87

32 nd 32 15.39

33 rd 33 15.91

34 th 34 16.43

112


35 th 35 16.95

36 th 36 17.47

37 th 37 17.99

38 th 38 18.51

39 th 39 19.03

40 th 40 19.55

41 st 41 20.07

42 nd 42 20.59

43 rd 43 21.11

44 th 44 21.63

45 th 45 22.15

46 th 46 22.67

47 th 47 23.19

48 th 48 23.71

49 th 49 24.23

50 th 50 24.75

51 st 51 25.27

52 nd 52 25.79

53 rd 53 26.31

54 th 54 26.83

55 th 55 27.35

56 th 56 27.87

57 th 57 28.39

58 th 58 28.91

59 th 59 29.43

60 th 60 29.95


113




1 st 1 0

2 nd 2 0.25

3 rd 3 0.52

4 th 4 0.84

5 th 5 1.24

6 th 6 1.66

7 th 7 2.13

8 th 8 2.62

9 th 9 3.12

10 th 10 3.62

11 th 11 4.12

12 th 12 4.62

13 th 13 5.12

14 th 14 5.62

15 th 15 6.12

16 th 16 6.62

17 th 17 7.12

18 th 18 7.62

19 th 19 8.12

20 th 20 8.62

21 st 21 9.12

22 nd 22 9.62

23 rd 23 10.12

24 th 24 10.62

25 th 25 11.12

26 th 26 11.62

27 th 27 12.12

28 th 28 12.62

29 th 29 13.12

30 th 30 13.62

31 st 31 14.12

32 nd 32 14.62

33 rd 33 15.12

34 th 34 15.62

114


35 th 35 16.12

36 th 36 16.62

37 th 37 17.12

38 th 38 17.62

39 th 39 18.12

40 th 40 18.62

41 st 41 19.12

42 nd 42 19.62

43 rd 43 20.12

44 th 44 20.62

45 th 45 21.12

46 th 46 21.62

47 th 47 22.12

48 th 48 22.62

49 th 49 23.12

50 th 50 23.62

51 st 51 24.12

52 nd 52 24.62

53 rd 53 25.12

54 th 54 25.62

55 th 55 26.12

56 th 56 26.62

57 th 57 27.12

58 th 58 27.62

59 th 59 28.12

60 th 60 28.62


115




1 st 1 0

2 nd 2 0.23

3 rd 3 0.46

4 th 4 0.73

5 th 5 1.06

6 th 6 1.46

7 th 7 1.9

8 th 8 2.32

9 th 9 2.74

10 th 10 3.19

11 th 11 3.65

12 th 12 4.11

13 th 13 4.57

14 th 14 5.03

15 th 15 5.49

16 th 16 5.95

17 th 17 6.41

18 th 18 6.87

19 th 19 7.33

20 th 20 7.79

21 st 21 8.25

22 nd 22 8.71

23 rd 23 9.17

24 th 24 9.63

25 th 25 10.09

26 th 26 10.55

27 th 27 11.01

28 th 28 11.47

29 th 29 11.93

30 th 30 12.39

31 st 31 12.85

32 nd 32 13.31

33 rd 33 13.77

34 th 34 14.23

116


35 th 35 14.69

36 th 36 15.15

37 th 37 15.61

38 th 38 16.07

39 th 39 16.53

40 th 40 16.99

41 st 41 17.45

42 nd 42 17.91

43 rd 43 18.37

44 th 44 18.83

45 th 45 19.29

46 th 46 19.75

47 th 47 20.21

48 th 48 20.67

49 th 49 21.13

50 th 50 21.59

51 st 51 22.05

52 nd 52 22.51

53 rd 53 22.97

54 th 54 23.43

55 th 55 23.89

56 th 56 24.35

57 th 57 24.81

58 th 58 25.27

59 th 59 25.73

60 th 60 26.19


117




1 st 1 0

2 nd 2 0.21

3 rd 3 0.43

4 th 4 0.64

5 th 5 0.97

6 th 6 1.38

7 th 7 1.8

8 th 8 2.22

9 th 9 2.66

10 th 10 3.1

11 th 11 3.55

12 th 12 3.99

13 th 13 4.43

14 th 14 4.87

15 th 15 5.31

16 th 16 5.75

17 th 17 6.19

18 th 18 6.63

19 th 19 7.07

20 th 20 7.51

21 st 21 7.95

22 nd 22 8.39

23 rd 23 8.83

24 th 24 9.27

25 th 25 9.71

26 th 26 10.15

27 th 27 10.59

28 th 28 11.03

29 th 29 11.47

30 th 30 11.91

31 st 31 12.35

32 nd 32 12.79

33 rd 33 13.23

34 th 34 13.67

118

35 th 35 14.11

36 th 36 14.55

37 th 37 14.99

38 th 38 15.43

39 th 39 15.87

40 th 40 16.31

41 st 41 16.75

42 nd 42 17.19

43 rd 43 17.63

44 th 44 18.07

45 th 45 18.51

46 th 46 18.95

47 th 47 19.39

48 th 48 19.83

49 th 49 20.27

50 th 50 20.71

51 st 51 21.15

52 nd 52 21.59

53 rd 53 22.03

54 th 54 22.47

55 th 55 22.91

56 th 56 23.35

57 th 57 23.79

58 th 58 24.23

59 th 59 24.67

60 th 60 25.11


119

Appendix (B)

Interlock Tile Tests

120

Result of Compressive Strength and Absorption for Sample (1-1)

Table (B.1): Compressive Strength &Absorption for sample 1-1

Specimen No.

Dimensions (cm) Chamfer Factor

Weight Fracture

Load (KN)

Stress Density (kg/m3)

Area (cm2)

thickness (cm)

g Kg/cm2

1 200.0 8.00 1.18 3130.0 734.7 441.9 1956.3

2 200.0 8.00 1.18 2930.0 502.6 302.3 1831.3

3 200.0 8.00 1.18 3060.0 601.0 361.5 1912.5

4 200.0 8.00 1.18 3255.0 816.9 491.3 2034.4

5 200.0 8.00 1.18 2568.0 487.1 293.0 1605.0

6 200.0 8.00 1.18 3160.0 518.6 311.9 1975.0

7 200.0 8.00 1.18 2990.0 572.4 344.3 1868.8

8 200.0 8.00 1.18 3140.0 608.0 365.7 1962.5

9 200.0 8.00 1.18 2895.0 635.5 382.2 1809.4

10 200.0 8.00 1.18 3195.0 670.6 403.3 1996.9

Average Stress 370 Kg/cm2

Standard Deviation 63.1 Kg/cm2

Variation 53.6 %

Specimen No. Dimensions (cm) Dry

weight (g)

After 24 hours

Area (cm2) thickness

(cm)

wet Weight

(g)

Absorption %

1 200.0 8.0 3080.0 3170.0 2.9

2 200.0 8.0 3025.0 3105.0 2.6

3 200.0 8.0 3095.0 3170.0 2.4

4 200.0 8.0 2775.0 2830.0 2.0

5 200.0 8.0 3060.0 3150.0 2.9

6 200.0 8.0 3225.0 3305.0 2.5

7 200.0 8.0 2910.0 2980.0 2.4

8 200.0 8.0 2905.0 2970.0 2.2

9 200.0 8.0 2890.0 2950.0 2.1

10 200.0 8.0 3270.0 3350.0 2.4

24 hours

Average Absorption 2.46 %

Standard Deviation 0.32 %

121



Specimen No. Dimensions (cm) Weight

Fracture Load (KN)

Density (kg/m3)

Compressive

Strength Kg/cm2

Area (cm2)

Thickness (cm)

g

1 200.0 8.0 3090.0 710.2 1931 427.1

2 200.0 8.0 2870.0 475.6 1794 286.0

3 200.0 8.0 3077.0 550.0 1923 330.8

4 200.0 8.0 3145.0 760.0 1966 457.1

5 200.0 8.0 2458.0 460.0 1536 276.7

6 200.0 8.0 3060.0 490.6 1913 295.1

7 200.0 8.0 2750.0 542.7 1719 326.4

8 200.0 8.0 2540.0 505.0 1588 303.7

9 200.0 8.0 2655.0 525.5 1659 316.0

10 200.0 8.0 3095.0 565.0 1934 339.8



Variation

53.7 %

Specimen No. Dimensions (cm)

Dry weight

(g)

After 24 hours


(cm)

wet Weight

(g)

Absorption %

1 200.0 8.0 3075.0 3160.0 2.8

2 200.0 8.0 3015.0 3085.0 2.3

3 200.0 8.0 2930.0 2995.0 2.2

4 200.0 8.0 2875.0 2950.0 2.6

5 200.0 8.0 3010.0 3085.0 2.5

6 200.0 8.0 3115.0 3200.0 2.7

7 200.0 8.0 2815.0 2890.0 2.7

8 200.0 8.0 2815.0 2880.0 2.3

9 200.0 8.0 2790.0 2860.0 2.5

10 200.0 8.0 3270.0 3035.0 2.2

24 hours



122


Table (B.3): Compressive Strength &Absorption for sample 1-3 Specimen No. Dimensions (cm) Weight

Fracture Load (KN)

Density (kg/m3)

Compressive

Strength Kg/cm2

Area (cm2)

Thickness (cm)

g

1 200.0 8.0 3065.0 545.2 1916 327.9

2 200.0 8.0 2955.0 516.0 1847 310.3

3 200.0 8.0 2725.0 476.2 1703 286.4

4 200.0 8.0 3215.0 578.0 2009 347.6

5 200.0 8.0 3136.0 600.1 1960 360.9

6 200.0 8.0 3205.0 625.0 2003 375.9

7 200.0 8.0 2760.0 438.3 1725 263.6

8 200.0 8.0 2975.0 512.0 1859 307.9

9 200.0 8.0 2615.0 416.2 1634 250.3

10 200.0 8.0 2840.0 487.5 1775 293.2



Variation 40.2 %


Dry weight

(g)

After 24 hours


(cm)

wet Weight

(g)

Absorption %

1 200.0 8.0 2995.0 3070.0 2.5

2 200.0 8.0 3080.0 3165.0 2.8

3 200.0 8.0 3105.0 3190.0 2.7

4 200.0 8.0 3055.0 3125.0 2.3

5 200.0 8.0 2895.0 2975.0 2.8

6 200.0 8.0 2910.0 3015.0 3.6

7 200.0 8.0 3205.0 3280.0 2.3

8 200.0 8.0 3125.0 3195.0 2.2

9 200.0 8.0 3095.0 3165.0 2.3

10 200.0 8.0 3145.0 3215.0 2.2

24 hours



123



Fracture Load (KN)

Density (kg/m3)

Compressive

Strength Kg/cm2

Area (cm2)

Thickness (cm)

g

1 200.0 8.0 2975.0 445.4 1859 267.9

2 200.0 8.0 2915.0 496.0 1822 298.3

3 200.0 8.0 2775.0 418.3 1734 251.6

4 200.0 8.0 3105.0 485.0 1941 291.7

5 200.0 8.0 2865.0 464.0 1791 279.1

6 200.0 8.0 3245.0 502.1 2028 302.0

7 200.0 8.0 3115.0 488.0 1947 293.5

8 200.0 8.0 2975.0 493.2 1859 296.6

9 200.0 8.0 2925.0 500.0 1828 300.7

10 200.0 8.0 2875.0 467.5 1797 281.2



Variation 17.6 %


Dry weight

(g)

After 24 hours


(cm)

wet Weight

(g)

Absorption %

1 200.0 8.0 3115.0 3190.0 2.4

2 200.0 8.0 2765.0 2845.0 2.9

3 200.0 8.0 2790.0 2865.0 2.7

4 200.0 8.0 3215.0 3300.0 2.6

5 200.0 8.0 3220.0 3315.0 3.0

6 200.0 8.0 2955.0 3035.0 2.7

7 200.0 8.0 3205.0 3280.0 2.3

8 200.0 8.0 3250.0 3365.0 3.5

9 200.0 8.0 3095.0 3180.0 2.7

10 200.0 8.0 3120.0 3195.0 2.4

24 hours



124




Fracture Load (KN)

Density (kg/m3)

Compressive

Strength Kg/cm2

Area (cm2)

Thickness (cm)

g

1 200.0 8.0 3020.0 375.6 1888 225.9

2 200.0 8.0 3115.0 491.6 1947 295.7

3 200.0 8.0 3075.0 376.2 1922 226.3

4 200.0 8.0 3090.0 461.4 1931 277.5

5 200.0 8.0 3060.0 539.8 1913 324.7

6 200.0 8.0 3110.0 375.7 1944 226.0

7 200.0 8.0 3175.0 478.6 1984 287.8

8 200.0 8.0 3165.0 390.2 1978 234.7

9 200.0 8.0 3040.0 553.1 1900 332.6

10 200.0 8.0 3180.0 556.8 1988 334.9



Variation 39.4 %


Dry weight

(g)

After 24 hours


(cm)

wet Weight

(g)

Absorption %

1 200.0 8.0 3075.0 3175.0 3.3

2 200.0 8.0 3140.0 3230.0 2.9

3 200.0 8.0 2985.0 3060.0 2.5

4 200.0 8.0 3110.0 3195.0 2.7

5 200.0 8.0 3055.0 3135.0 2.6

6 200.0 8.0 3115.0 3205.0 2.9

7 200.0 8.0 2940.0 3020.0 2.7

8 200.0 8.0 3185.0 3270.0 2.7

9 200.0 8.0 3030.0 3110.0 2.6

10 200.0 8.0 2865.0 2925.0 2.9

24 hours



125



Fracture Load (KN)

Density (kg/m3)

Compressive

Strength Kg/cm2

Area (cm2)

Thickness (cm)

g

1 200.0 8.0 3130.0 445.5 1956 267.9

2 200.0 8.0 3085.0 385.6 1928 231.9

3 200.0 8.0 3175.0 528.2 1984 317.7

4 200.0 8.0 3105.0 471.2 1941 283.4

5 200.0 8.0 3125.0 529.4 1953 318.4

6 200.0 8.0 3215.0 515.5 2009 310.0

7 200.0 8.0 2875.0 408.6 1797 245.7

8 200.0 8.0 3015.0 493.1 1884 296.6

9 200.0 8.0 3170.0 583.5 1981 350.9

10 200.0 8.0 3095.0 578.3 1934 347.8



Variation 40.1 %

Specimen No. Dimensions (cm) Dry weight

(g)

After 24 hours

Area (cm2)

thickness (cm)

wet Weight (g)

Absorption %

1 200.0 8.0 3015.0 3115.0 3.3

2 200.0 8.0 3035.0 3115.0 2.6

3 200.0 8.0 3125.0 3210.0 2.7

4 200.0 8.0 3085.0 3165.0 2.6

5 200.0 8.0 2895.0 2965.0 2.4

6 200.0 8.0 2995.0 3075.0 2.7

7 200.0 8.0 3005.0 3095.0 3.0

8 200.0 8.0 3045.0 3125.0 2.6

9 200.0 8.0 3205.0 3275.0 2.2

10 200.0 8.0 3110.0 3185.0 2.4

24 hours



126




Fracture Load (KN)

Density (kg/m3)

Compressive Strength Kg/cm2

Area (cm2)

Thickness (cm)

g

1 200.0 8.0 3060.0 378.5 1913 227.6

2 200.0 8.0 3110.0 388.7 1944 233.8

3 200.0 8.0 3105.0 375.5 1941 225.8

4 200.0 8.0 2910.0 349.2 1819 210.0

5 200.0 8.0 2965.0 358.0 1853 215.3

6 200.0 8.0 3160.0 436.3 1975 262.4

7 200.0 8.0 3095.0 334.2 1934 201.0

8 200.0 8.0 3205.0 375.5 2003 225.8

9 200.0 8.0 3085.0 345.5 1928 207.8

10 200.0 8.0 3175.0 472.3 1984 284.1



Variation 36.2 %


(g)

After 24 hours

Area (cm2)

thickness (cm)

wet Weight (g)

Absorption %

1 200.0 8.0 2885.0 2990.0 3.6

2 200.0 8.0 2870.0 2975.0 3.7

3 200.0 8.0 3065.0 3165.0 3.3

4 200.0 8.0 3120.0 3235.0 3.7

5 200.0 8.0 3160.0 3245.0 2.7

6 200.0 8.0 3105.0 3195.0 2.9

7 200.0 8.0 3185.0 3300.0 3.6

8 200.0 8.0 3075.0 3185.0 3.6

9 200.0 8.0 2795.0 2900.0 3.8

10 200.0 8.0 2965.0 3050.0 2.9

24 hours



127



Specimen No. Dimensions (cm) Chamfer Factor

Weight Fracture

Load (KN)



(cm) g Kg/cm2

1 200.0 8.00 1.18 3020.0 342.6 206.0 1887.5

2 200.0 8.00 1.18 3215.0 418.2 251.5 2009.4

3 200.0 8.00 1.18 3230.0 475.0 285.7 2018.8

4 200.0 8.00 1.18 3205.0 456.2 274.4 2003.1

5 200.0 8.00 1.18 2995.0 362.3 217.9 1871.9

6 200.0 8.00 1.18 2905.0 384.0 230.9 1815.6

7 200.0 8.00 1.18 3310.0 547.2 329.1 2068.8

8 200.0 8.00 1.18 3175.0 345.5 207.8 1984.4

9 200.0 8.00 1.18 3030.0 367.1 220.8 1893.8

10 200.0 8.00 1.18 2860.0 398.0 239.4 1787.5



Variation 49.9 %


(g)

After 24 hours

Area (cm2)

thickness (cm)

wet Weight (g)

Absorption %

1 200.0 8.0 2780.0 2865.0 3.1

2 200.0 8.0 2925.0 3005.0 2.7

3 200.0 8.0 3030.0 3135.0 3.5

4 200.0 8.0 3095.0 3205.0 3.6

5 200.0 8.0 2985.0 3075.0 3.0

6 200.0 8.0 2910.0 2985.0 2.6

7 200.0 8.0 3120.0 3215.0 3.0

8 200.0 8.0 3175.0 3290.0 3.6

9 200.0 8.0 3065.0 3165.0 3.3

10 200.0 8.0 3090.0 3180.0 2.9

24 hours



128



Fracture Load (KN)

Density (kg/m3)


Area (cm2)

Thickness (cm)

G

1 200.0 8.0 2780.0 400.8 1738 241.1

2 200.0 8.0 2840.0 400.2 1775 240.7

3 200.0 8.0 3105.0 738.4 1941 444.1

4 200.0 8.0 2960.0 491.5 1850 295.6

5 200.0 8.0 2875.0 452.2 1797 272.0

6 200.0 8.0 2805.0 477.1 1753 286.9

7 200.0 8.0 2885.0 464.4 1803 279.3

8 200.0 8.0 3065.0 699.2 1916 420.5

9 200.0 8.0 2930.0 462.4 1831 278.1

10 200.0 8.0 3020.0 662.9 1888 398.7



Variation 64.4 %


(g)

After 24 hours

Area (cm2)

thickness (cm)

wet Weight (g)

Absorption %

1 200.0 8.0 3055.0 3135.0 2.6

2 200.0 8.0 2835.0 2900.0 2.3

3 200.0 8.0 2905.0 2980.0 2.6

4 200.0 8.0 3000.0 3080.0 2.7

5 200.0 8.0 2930.0 3015.0 2.9

6 200.0 8.0 3005.0 3085.0 2.7

7 200.0 8.0 2765.0 2840.0 2.7

8 200.0 8.0 2780.0 2845.0 2.3

9 200.0 8.0 2865.0 2925.0 2.2

10 200.0 8.0 3270.0 3350.0 2.5

24 hours



129



Fracture Load (KN)

Density (kg/m3)


Area (cm2)

Thickness (cm)

g

1 200.0 8.0 2845.0 518.2 1778 311.7

2 200.0 8.0 2805.0 456.0 1753 274.3

3 200.0 8.0 2665.0 398.5 1666 239.7

4 200.0 8.0 2795.0 467.1 1747 280.9

5 200.0 8.0 3010.0 532.4 1881 320.2

6 200.0 8.0 2925.0 557.1 1828 335.1

7 200.0 8.0 3060.0 561.5 1913 337.7

8 200.0 8.0 3145.0 573.0 1966 344.6

9 200.0 8.0 2670.0 477.1 1669 286.9

10 200.0 8.0 2635.0 462.9 1647 278.4



Variation 34.9 %


(g)

After 24 hours

Area (cm2)

thickness (cm)

wet Weight (g)

Absorption %

1 200.0 8.0 3015.0 3085.0 2.3

2 200.0 8.0 2685.0 2765.0 3.0

3 200.0 8.0 2730.0 2800.0 2.6

4 200.0 8.0 2760.0 2835.0 2.7

5 200.0 8.0 2825.0 2905.0 2.8

6 200.0 8.0 3100.0 3185.0 2.7

7 200.0 8.0 2575.0 2635.0 2.3

8 200.0 8.0 2660.0 2730.0 2.6

9 200.0 8.0 2865.0 2925.0 2.4

10 200.0 8.0 2890.0 2960.0 2.4

24 hours



130


Table (B.11): Compressive Strength &Absorption for sample 3-3 Specimen No. Dimensions (cm)

Chamfer Factor

Weight Fracture

Load (KN)



(cm) g Kg/cm2

1 200.0 8.00 1.18 3020.0 526.1 316.4 1887.5

2 200.0 8.00 1.18 3075.0 566.7 340.8 1921.9

3 200.0 8.00 1.18 2765.0 545.5 328.1 1728.1

4 200.0 8.00 1.18 2915.0 572.0 344.0 1821.9

5 200.0 8.00 1.18 2890.0 587.4 353.3 1806.3

6 200.0 8.00 1.18 2775.0 456.3 274.4 1734.4

7 200.0 8.00 1.18 2780.0 480.0 288.7 1737.5

8 200.0 8.00 1.18 3125.0 688.1 413.8 1953.1

9 200.0 8.00 1.18 3145.0 561.5 337.7 1965.6

10 200.0 8.00 1.18 2955.0 590.5 355.1 1846.9



Variation 41.6 %


(g)

After 24 hours

Area (cm2)

thickness (cm)

wet Weight (g)

Absorption %

1 200.0 8.0 2670.0 2745.0 2.8

2 200.0 8.0 2645.0 2715.0 2.6

3 200.0 8.0 2585.0 2645.0 2.3

4 200.0 8.0 2730.0 2800.0 2.6

5 200.0 8.0 2815.0 2880.0 2.3

6 200.0 8.0 3040.0 3120.0 2.6

7 200.0 8.0 2975.0 3050.0 2.5

8 200.0 8.0 2880.0 2945.0 2.3

9 200.0 8.0 2865.0 2925.0 2.7

10 200.0 8.0 2590.0 2645.0 2.1

24 hours



131



Fracture Load (KN)

Density (kg/m3)


Area (cm2)

Thickness (cm)

G

1 200.0 8.0 3100.0 554.2 1938 333.3

2 200.0 8.0 2595.0 389.2 1622 234.1

3 200.0 8.0 2825.0 473.0 1766 284.5

4 200.0 8.0 2865.0 574.0 1791 345.2

5 200.0 8.0 2685.0 495.5 1678 298.0

6 200.0 8.0 3060.0 547.2 1913 329.1

7 200.0 8.0 3205.0 623.1 2003 374.7

8 200.0 8.0 2945.0 537.7 1841 323.4

9 200.0 8.0 2680.0 502.1 1675 302.0

10 200.0 8.0 2975.0 618.6 1859 372.0



Variation 44.0 %


(g)

After 24 hours

Area (cm2)

thickness (cm)

wet Weight (g)

Absorption %

1 200.0 8.0 3115.0 3200.0 2.7

2 200.0 8.0 3065.0 3135.0 2.3

3 200.0 8.0 2935.0 3015.0 2.7

4 200.0 8.0 2755.0 2825.0 2.5

5 200.0 8.0 2785.0 2850.0 2.3

6 200.0 8.0 2810.0 2880.0 2.5

7 200.0 8.0 2690.0 2755.0 2.4

8 200.0 8.0 2605.0 2675.0 2.7

9 200.0 8.0 2865.0 2925.0 2.6

10 200.0 8.0 2995.0 3065.0 2.3

24 hours



132



Fracture Load (KN)

Density (kg/m3)


Area (cm2)

Thickness (cm)

g

1 200.0 8.0 2740.0 308.4 1713 185.5

2 200.0 8.0 2735.0 317.8 1709 191.1

3 200.0 8.0 2780.0 396.7 1738 238.6

4 200.0 8.0 2700.0 557.5 1688 335.3

5 200.0 8.0 3065.0 374.8 1916 225.4

6 200.0 8.0 2725.0 378.1 1703 227.4

7 200.0 8.0 2745.0 391.7 1716 235.6

8 200.0 8.0 2870.0 327.3 1794 196.8

9 200.0 8.0 2850.0 360.5 1781 216.8

10 200.0 8.0 2885.0 425.2 1803 255.7



Variation 64.9 %


weight (g)

After 24 hours


(cm)

wet Weight

(g)

Absorption %

1 200.0 8.0 2720.0 2815.0 3.5

2 200.0 8.0 2950.0 3045.0 3.2

3 200.0 8.0 2840.0 2955.0 4.0

4 200.0 8.0 2675.0 2760.0 3.2

5 200.0 8.0 2780.0 2870.0 3.2

6 200.0 8.0 2945.0 3040.0 3.2

7 200.0 8.0 2805.0 2885.0 2.9

8 200.0 8.0 2690.0 2775.0 3.2

9 200.0 8.0 2705.0 2800.0 3.5

10 200.0 8.0 2865.0 2925.0 2.9

24 hours



133


Table (B.14): Compressive Strength &Absorption for sample 4-2 Specimen No. Dimensions (cm)

Chamfer Factor

Weight Fracture

Load (KN)



(cm) g Kg/cm2

1 200.0 8.00 1.18 2695.0 317.4 190.9 1684.4

2 200.0 8.00 1.18 2755.0 345.6 207.9 1721.9

3 200.0 8.00 1.18 2835.0 427.1 256.9 1771.9

4 200.0 8.00 1.18 3070.0 477.5 287.2 1918.8

5 200.0 8.00 1.18 2840.0 385.2 231.7 1775.0

6 200.0 8.00 1.18 2825.0 391.5 235.5 1765.6

7 200.0 8.00 1.18 2890.0 399.2 240.1 1806.3

8 200.0 8.00 1.18 2830.0 418.4 251.6 1768.8

9 200.0 8.00 1.18 2975.0 483.0 290.5 1859.4

10 200.0 8.00 1.18 2860.0 498.2 299.6 1787.5



Variation 43.6 %


weight (g)

After 24 hours


(cm)

wet Weight

(g)

Absorption %

1 200.0 8.0 3020.0 3105.0 2.8

2 200.0 8.0 2970.0 3065.0 3.2

3 200.0 8.0 2685.0 2745.0 2.2

4 200.0 8.0 2775.0 2865.0 3.2

5 200.0 8.0 2740.0 2815.0 2.7

6 200.0 8.0 2830.0 2915.0 3.0

7 200.0 8.0 2650.0 2725.0 2.8

8 200.0 8.0 2975.0 3075.0 3.4

9 200.0 8.0 2725.0 2800.0 2.8

10 200.0 8.0 2780.0 2860.0 2.9

24 hours



134



Fracture Load (KN)

Density (kg/m3)


Area (cm2)

Thickness (cm)

g

1 200.0 8.0 3050.0 439.2 1906 264.1

2 200.0 8.0 3125.0 533.0 1953 320.6

3 200.0 8.0 2775.0 368.3 1734 221.5

4 200.0 8.0 2830.0 365.1 1769 219.6

5 200.0 8.0 2815.0 379.0 1759 227.9

6 200.0 8.0 2905.0 388.5 1816 233.7

7 200.0 8.0 2675.0 372.7 1672 224.2

8 200.0 8.0 2980.0 436.3 1863 262.4

9 200.0 8.0 2765.0 398.2 1728 239.5

10 200.0 8.0 2845.0 512.5 1778 308.2



Variation 40.0 %


weight (g)

After 24 hours


(cm)

wet Weight

(g)

Absorption %

1 200.0 8.0 2860.0 2935.0 2.6

2 200.0 8.0 2835.0 2930.0 3.4

3 200.0 8.0 2785.0 2855.0 2.5

4 200.0 8.0 2690.0 2765.0 2.8

5 200.0 8.0 2675.0 2775.0 3.7

6 200.0 8.0 2910.0 2985.0 2.6

7 200.0 8.0 2760.0 2830.0 2.5

8 200.0 8.0 2815.0 2895.0 2.8

9 200.0 8.0 2905.0 2985.0 2.8

10 200.0 8.0 2720.0 2805.0 3.1

24 hours



135



Fracture Load (KN)

Density (kg/m3)


Area (cm2)

Thickness (cm)

G

1 200.0 8.0 2965.0 457.2 1853 275.0

2 200.0 8.0 2805.0 425.0 1753 255.6

3 200.0 8.0 2745.0 378.0 1716 227.3

4 200.0 8.0 2770.0 453.2 1731 272.6

5 200.0 8.0 2725.0 398.0 1703 239.4

6 200.0 8.0 2885.0 426.5 1803 256.5

7 200.0 8.0 2650.0 362.1 1656 217.8

8 200.0 8.0 2510.0 436.3 1569 262.4

9 200.0 8.0 2930.0 463.6 1831 278.8

10 200.0 8.0 3025.0 534.1 1891 321.2



Variation 39.7 %


weight (g)

After 24 hours


(cm)

wet Weight

(g)

Absorption %

1 200.0 8.0 2675.0 2745.0 2.6

2 200.0 8.0 2620.0 2705.0 3.2

3 200.0 8.0 2745.0 2820.0 2.7

4 200.0 8.0 2820.0 2885.0 2.3

5 200.0 8.0 2995.0 3060.0 2.2

6 200.0 8.0 2845.0 2915.0 2.5

7 200.0 8.0 2570.0 2635.0 2.5

8 200.0 8.0 2940.0 3050.0 3.7

9 200.0 8.0 2925.0 3025.0 3.4

10 200.0 8.0 3025.0 3115.0 3.0

24 hours



136

Appendix (C)

Aggregate Tests

137

Result of Folia Aggregate Sieve Analyses

0.00

10.00

20.00

30.00

40.00

50.00

60.00

70.00

80.00

90.00

100.00

0.01 0.10 1.00 10.00 100.00

% P

assin

g

Sieve Size (mm)

Medium Aggregate I –

Folia

G 2154 Dry Wt. Before Sieving:

% Passing Cumulative % Retained

% Retained Weight Retained

(gm)

Sieve Opening

Size (mm)

Sieve No.

100.00 0.0 0.00 0.0 25.00 1"

94.73 5.3 5.27 113.5 19.00 3/4"

9.40 90.6 85.33 1838.0 12.50 1/2"

3.90 96.1 5.50 118.5 9.50 3/8"

2.53 97.5 1.37 29.5 4.75 #4

2.53 97.5 0.00 0.0 2.36 #8

2.53 97.5 0.00 0.0 1.180 #16

2.53 97.5 0.00 0.0 0.600 #30

2.53 97.5 0.00 0.0 0.300 #50

2.53 97.5 0.00 0.0 0.150 #100

2.53 97.5 0.00 0.0 0.075 #200

0.00 100.0 2.53 54.5 0.000 Pan

138

Result of Adasia Aggregate Sieve Analyses

Medium Aggregate II

- Adasia

g 2656 Dry Wt. Before

Sieving: % Passing Cumulative %

Retained % Retained Weight

Retained (gm)

Sieve Opening

Size (mm)

Sieve No.

100.00 0.0 0.00 0.0 25.00 1"

100.00 0.0 0.00 0.0 19.00 3/4"

68.75 31.3 31.25 830.0 12.50 1/2"

19.94 80.1 48.81 1296.5 9.50 3/8"

0.36 99.6 19.58 520.0 4.75 #4

0.26 99.7 0.09 2.5 2.36 #8

0.13 99.9 0.13 3.5 1.180 #16

0.06 99.9 0.08 2.0 0.600 #30

0.00 100.0 0.06 1.5 0.300 #50

0.00 100.0 0.00 0.0 0.150 #100

0.00 100.0 0.00 0.0 0.075 #200

0.00 100.0 0.00 0.0 0.000 pan

0.00

10.00

20.00

30.00

40.00

50.00

60.00

70.00

80.00

90.00

100.00

0.10 1.00 10.00 100.00

% P

assin

g

Sieve Size (mm)

139

Result of Semsemia Aggregate Sieve Analyses

Medium Aggregate III -

Semsemia

g 2076 Dry Wt. Before Sieving: % Passing Cumulative %


Retained (gm)

Sieve Opening

Size (mm)

Sieve No.

100.00 0.0 0.00 0.0 25.00 1"

100.00 0.0 0.00 0.0 19.00 3/4"

100.00 0.0 0.00 0.0 12.50 1/2"

98.34 1.7 1.66 34.5 9.50 3/8"

22.28 77.7 76.06 1579.0 4.75 #4

5.06 94.9 17.22 357.5 2.36 #8

2.22 97.8 2.84 59.0 1.180 #16

1.32 98.7 0.89 18.5 0.600 #30

1.08 98.9 0.24 5.0 0.300 #50

0.96 99.0 0.12 2.5 0.150 #100

0.94 99.1 0.02 0.5 0.075 #200

0.00 100.0 0.94 19.5 0.000 pan

0.00

10.00

20.00

30.00

40.00

50.00

60.00

70.00

80.00

90.00

100.00

0.10 1.00 10.00 100.00

% P

assin

g

Sieve Size (mm)

140

Result of Sand Aggregate Sieve Analyses

Sand




Retained (gm)

Sieve Opening

Size (mm)

Sieve No.

100.00 0.0 0.0 0.0 25.00 1"

100.00 0.0 0.0 0.0 19.00 3/4"

100.00 0.0 0.0 0.0 12.50 1/2"

100.00 0.0 0.0 0.0 9.50 3/8"

100.00 0.0 0.0 0.0 4.75 #4

100.00 0.0 0.0 0.0 2.36 #8

99.9 0.1 0.10 1.9 1.180 #16

99.6 0.4 0.3 5.86 0.600 #30

93.7 6.3 5.9 115.3 0.300 #50

2 98 91.7 1791.8 0.150 #100

0.2 99.8 1.8 35.2 0.075 #200

0.00 100.0 0.2 3.9 0.000 pan

0.0

10.0

20.0

30.0

40.0

50.0

60.0

70.0

80.0

90.0

100.0

0.01 0.10 1.00 10.00 100.00

Sam

ple

Pas

sin

g %

Sieve size (mm)

141

Result of Sieve Analyses for Agg Mix # 1

Mix Aggregate

No.1




Retained (gm)

Sieve Opening

Size (mm)

Sieve No.

100.00 0.0 0.00 0.0 25.00 1"

88.21 11.8 11.79 355.0 19.00 3/4"

64.29 35.7 23.92 720.0 12.50 1/2"

57.64 42.4 6.64 200.0 9.50 3/8"

13.95 86.0 43.69 1315.0 4.75 #4

1.83 98.2 12.13 365.0 2.36 #8

1.33 98.7 0.50 15.0 1.180 #16

1.33 98.7 0.00 0.0 0.600 #30

1.33 98.7 0.00 0.0 0.300 #50

1.33 98.7 0.00 0.0 0.150 #100

1.33 98.7 0.00 0.0 0.075 #200

0.00 100.0 1.33 40.0 0.000 pan

0.00

10.00

20.00

30.00

40.00

50.00

60.00

70.00

80.00

90.00

100.00

0.10 1.00 10.00 100.00

% P

assin

g

Sieve Size (mm)

142


Mix Aggregate

No.2



Retained %

Retained Weight

Retained (gm)

Sieve Opening Size (mm)

Sieve No.

100.00 0.0 0.00 0.0 25.00 1"

86.63 13.4 13.37 335.0 19.00 3/4"

61.48 38.5 25.15 630.0 12.50 1/2"

51.50 48.5 9.98 250.0 9.50 3/8"

17.56 82.4 33.93 850.0 4.75 #4

2.79 97.2 14.77 370.0 2.36 #8

1.20 98.8 1.60 40.0 1.180 #16

1.20 98.8 0.00 0.0 0.600 #30

1.20 98.8 0.00 0.0 0.300 #50

1.20 98.8 0.00 0.0 0.150 #100

1.20 98.8 0.00 0.0 0.075 #200

0.00 100.0 1.20 30.0 0.000 pan

0.00

10.00

20.00

30.00

40.00

50.00

60.00

70.00

80.00

90.00

100.00

0.10 1.00 10.00 100.00

% P

assin

g

Sieve Size (mm)

143


Aggregate

Mix No 3




Retained (gm)

Sieve Opening

Size (mm)

Sieve No.

100.00 0.0 0.00 0.0 25.00 1"

95.62 4.4 4.38 110.0 19.00 3/4"

65.74 34.3 29.88 750.0 12.50 1/2"

40.84 59.2 24.90 625.0 9.50 3/8"

10.16 89.8 30.68 770.0 4.75 #4

1.99 98.0 8.17 205.0 2.36 #8

1.20 98.8 0.80 20.0 1.180 #16

1.20 98.8 0.00 0.0 0.600 #30

1.20 98.8 0.00 0.0 0.300 #50

1.20 98.8 0.00 0.0 0.150 #100

1.20 98.8 0.00 0.0 0.075 #200

0.00 100.0 1.20 30.0 0.000 Pan

0.00

10.00

20.00

30.00

40.00

50.00

60.00

70.00

80.00

90.00

100.00

0.10 1.00 10.00 100.00

% P

assin

g

Sieve Size (mm)

144


Aggregat Mix

No.4




Retained (gm)

Sieve Opening

Size (mm)

Sieve No.

100.00 0.0 0.00 0.0 25.00 1"

89.84 10.2 10.16 255.0 19.00 3/4"

60.56 39.4 29.28 735.0 12.50 1/2"

46.81 53.2 13.75 345.0 9.50 3/8"

14.34 85.7 32.47 815.0 4.75 #4

2.59 97.4 11.75 295.0 2.36 #8

1.39 98.6 1.20 30.0 1.180 #16

1.39 98.6 0.00 0.0 0.600 #30

1.39 98.6 0.00 0.0 0.300 #50

1.39 98.6 0.00 0.0 0.150 #100

1.39 98.6 0.00 0.0 0.075 #200

0.00 100.0 1.39 35.0 0.000 pan

0.00

10.00

20.00

30.00

40.00

50.00

60.00

70.00

80.00

90.00

100.00

0.10 1.00 10.00 100.00

% P

assin

g

Sieve Size (mm)

145

Appendix (D)

Photos Show the Method of the Work

146

Figure (D.1): Material Collection Figure (D.2): Manufacturing of Sample

Figure (D.3): Weighting samples

Figure (D.4):Heating Aggregate Sample

Figure (D.5):Weighting Sample in Water Figure (D.6): Aggregate Sample

147

Figure (D.7): Sieve analysis test Figure (D.8): Compressive Strength Test

Figure (D.9):lab Porosity Test

Figure (D.10): lab Porosity Test

Figure (D.11): Infiltration Experiment Box

Figure (D.12): Preparing nozzles

148

Figure (D.13): Construction Interlock in Box

Figure (D.12):Recording the results of Sieve

analysis

Figure (D.14): Sample for Infiltration Test

Figure (D.15):Intensity on Sample Figure (D.16): Measuring infiltrated water

from pavement

study the possibility of producing porous concrete

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