Graduation Project

7/13/2019 Graduation Project

1/144

Mu`tah University

Faculty of Engineering

Civil Engineering Department

Adaptive Reuse of Traditional Masonry

Buildings

Hmoud Tourist Village)

Supervisor : Dr.Majdi Al-Khresheh .

Prepared by:

Lana Al-Halaseh . Mazen Al-Kheetan .

Ekaterina Al-Bakain . Yazeed Jweihan.

Mariana Al- Zyadeen .

Second semester

2010/2011


2/144

Contents

Preface

Acknowledgement

Chapter (1): Introduction

1.1 Country Background

1.2 Original Methods of Construction

1.3 Buildings' Rehabilitation

1.4 Proposed Future Village

Chapter (2): Common Masonry Problems2.1 Cracking

2.2 Faulty Flashing

2.3 Efflorescence

2.4 Plaster Pealing

2.5 Mortar Deterioration

2.6 Cleaning Treatments

Chapter (3): Rehabilitation Techniques

3.1 Arches

3.3.1 Theoretical Aspects of Masonry

Arches

3.1.2 Construction Phase of Arches

3.1.3 Minor Arches Design

3.1.4 Graphical Analysis

3.1.5 Cracks in Arches3.1.6 Repair of Cracks

3.2 Classification of the Village's Buildings

3.3 Masonry construction

3.3.1 Factors Affecting the Design of

Masonry Buildings

3.3.2 Design and Construction Standards3.3.3 Basic Construction and Terminology

i


3/144

3.3.4 Demolition and Reuse of Masonry

3.3.5 Framing Windows and Doors

Chapter (4): Design and Analysis

4.1 Structural Analysis

4.1.1 Introduction4.1.2 Two-Way Solid Slab

4.1.3 One-Way Ribbed Slab

4.1.4 Two-Way Ribbed Slab

4.1.5 Conclusion

4.1.6 Will the Old Walls Bear?

4.1.7 Design of a Continuous Slab

4.1.8 Design of a Space Frame

4.2 Hydraulic Design

4.2.1 Design of Sanitary Sewer System

4.2.2 Conclusion

4.2.3 Design of square Concrete Tank

4.3 Pavement Design

4.3.1 Introduction

4.3.2 Flexible Brick Paving4.3.3 Method of Construction

Chapter (5): Conclusion

Referances

Appendixes

ii


4/144

Preface

Jordan is well known for its historic and traditional places spreading

widely all over the kingdom. Hmoud village is one of these places; it is atraditional village still inhabited until now.

In this project we are proposing a number of treatments to rehabilitate

the buildings, these treatments are: firstly, preservation of walls by means

of cleaning, pointing and treatment of plaster pealing.Secondly, reconstruction of slabs by introducing new reinforced concrete

solid and ribbed slab. Thirdly, removal and addition of walls to meet the

adaptive uses.

Our purpose is to convert the village to a unique tourist village, and thework plan is discussed in this paper.

iii


5/144

Acknowledgements

We would like to express our thanks and deep appreciation to

our instructor:

Dr. Majdi Al-Khresheh

For his guidance and encouragement.

We also give our thanks to those who helped in accomplishing

this work, namely.

Prof. Abbas Z. Ijam (Mu'tah University).

Dr. Omar Al-Maitah (Mu'tah University).

Dr. Jawdat Goussous (The University of Jordan).

Eng. Leen Fakhoury (The University of Jordan).

Eng. Ihab Amarin.

All the academic staff of the civil engineering department-

Mu'tah University.

Lana Halaseh

Mazen Kheetan

Ekaterina Bakain

Yazeed Jweihan

Mariana Zayadeen

iv


6/144

1


7/144

2

Hmoud is one of Al-Karak's governorate villages. It was established in

its current form in the late nineteenth century, about 1885, to be an

agricultural place for Al-Karak's citizens. It was known as a pastoral

agricultural civilization.

The total area of Hmoud is about 25259 acres (102.22 2km ).

1.1 Country Background

Properties

We have chosen this village for our project because of the following

factors:

1) All the buildings in the village have an archaeological nature and are not

totally destroyed, so the restoration can be easily done.

2) These buildings are close to each other which will make the proposed

future village function as one block.

3) The local site of Hmoud; it is located in the northern part of Al-Karak

governorate, so it is considered as a link between the regions around it,

especially the historic ones, so the visiting of the archaeological places

will be easier. Also this village could be considered as a rest station.

1. 2 Original Methods of Construction

1TActually these methods depend mainly on soil and water or the result of this

combination " Mud " , also stones , rocks and secondary materials , such as :

wood, bamboo, wheat strew (oqdeh) and ballan (a type of trees which were

common in that period) .

1T The amount of water used was estimated by observation, i.e.: when the mix

forms a paste, the addition of water is stopped. After that straw is added to makethe paste more cohesive and to strengthen the mixture, then all these materials

and additives are compacted to a certain degree by animals, this leads to

strengthening the mixture more and more, decreasing air voids, and decreasingthe solubility of mud in rainwater during winter.

1TDifferent sizes and shapes of stone were used in the front facade of the buildings.These irregular sizes and shapes of stone are called (Rubble stones). Rubble

stones are a result of crushing and destroying big stones by hammers and chisels,some of the stones were used without crushing because the weathering and

erosion processes played a significant role in shaping and forming those stones.


8/144

3

1TBleaching is very important in the building process; it was done by bleaching clay

and mounts it by hands.

Figure 1.1: Dense urban setting of building


9/144

4

Figure 1.2: some of Hmoud's buildings


10/144

5

Rehabilitation'Buildings1.3

A historic building is one that gives us a sense of wonder and makes

us want to know more about the people and culture that produced it, so

the rehabilitation and reviving of these buildings is very important.

To revive any old building many steps are needed which begin by theconservation.

Conservation

Conservation or preservation is the action taken to prevent decay and

change dynamically. It embraces all acts that prolong the life of our

cultural and natural heritage. Conservation must preserve and if possible

enhance the message and values of cultural property these values help

systematically to set overall priorities in deciding proposed interventionsas well as to establish the extent and nature of the individual treatments.So one can say it is heritage conservation.

The philosophy of conservative repairs to structures can be considered

as a sliding scale of desirability:

(1) Do nothing.(2) Add extra members in similar material.

(3) Add extra members in foreign materials.

(4) Carry out traditional repairs.(5) Insert new materials into the existing materials.

(6) Replace isolated members.

(7) Replace whole elements of the structure.

(8) Replace the entire fabric behind the facade (facadism).

(9) Rebuild in facsimile (copy of the buildings).

Adaptive Reuse

It is considered one of the most important methods to preserve theheritage, and it is focus on an economic aspect so it is considered

appropriate and necessary especially in developing countries.

The main ideas of this level is the rehabilitation and reuse of the

building for a new function which commensurate with the location, age

and environment and also keeping the external shape and the main

elements of a building, so as a result of this the building will keep the

technical and historical values.


11/144

6

Advantages of adaptive reuse:

1) Deliver a cultural, humanitarian and artistic message contained in

the building to the new generations.

2) Combine the past, present and the future of the village in a unique

unit gives a distinct sense of cultural continuity and gives the visitor asense of distinctiveness and uniqueness of this village.

3) Save the cost of establishing a new building and use the old one but

in a conterporary function.

1.4 Proposed Future Village

After doing all the rehabilitation steps and treating all the buildings'problems, we hope that Hmoud will be a unique tourist village.

In this paper we'll introduce some pictures of the proposed future village.


12/144

7

Figure 1.3: Buildings after rehabilitation


13/144

8


14/144

Each and every building, however humble or small, possesses a history, and

buildings from a different periods and regions are unique and interesting; their

importance is not a question since historic and traditional places attract millions of

visitors every year. Their appeal lies not only in there sense of history but also in

their rich variety of texture, color, form, materials and hand-made components.However, old buildings do not look after themselves, no matter how well

constructed ,and being subjected to loads, erosion, moisture and many other

destructive factors along with poor maintenance, over a long span of time the

building becomes deteriorated and in need for professional interference to control the

damages, and here comes the role of science and engineering to address the problem

properly and assign the appropriate remedy to revive the building again into a

functional state.

In this chapter we address the most common problems encountered when dealing

with traditional masonry buildings and proposing repair techniques which will help

adapt the village into an economically feasible proposal.

The term "masonry" refers to building with stone , this method provides numerous

advantages like being a cheap and available mean of construction providing good

thermal insulation and having a high bearing capacity and fire resistance at the same

time having the ability to deform elastically over a long period of time

accommodating small movements . As good as this sounds , masonry buildings , like

any other building face many problems on the long run , here are the most common

problems we found during our research and their proposed solutions .

Cracking.12

Left unrepaired, cracks provide an opening for water, insects, wind, plant life,

and dust penetration. Each of these has the potential for causing further damage.

Plus , cracks lead to load redistribution causing the crack to travel further or even get

wider.

A properly repaired crack will aesthetically look much better and may not even be

noticeable.

If the crack is not properly repaired but simply filled with mortar, the crack will

appear very obvious and the mortar-filled crack will likely reopen in the

future. Mortar cannot succeed as "glue" in holding cracked masonry together .

So repairing cracks is an essential step in any maintenance job , but before trying

to repair a crack in a masonry wall its important to determine what caused it ;

cracking occurs in different ways and patterns , by examining these patterns we can

often figure out the cause , one thing is for sure , any crack in a masonry wall is

caused by movement either due to

settlement or expansion .

9


15/144

*Settlement cracks :

Usually settlement cracks show as relatively vertical shears or lines . They occur

when part of the foundation settles unevenly in relation to another part of the

structure . Settlement cracks are usually larger at the top and get smaller at the bottom

(fig.2.1)* Expansion cracks :

Expansion cracks usually appear in a stair-step pattern that can be vertical orhorizontal . The most frequent locations of such cracks are near windows or doors.

They are usually caused by expansion and contraction due to temperature changes in

the surrounding environment. In many cases a crack that opens in one time of theyear will close up at the opposite time of the year .the crack is still there but it's very

small to be seen.

(fig2.2)

10


16/144

How to treat cracking ?

Grouting ( the injection of grout into cracks and holes ) is a very good option to

seal cracks , and provides the advantage of improving the fixity of individual units in

order to reduce the risk of them becoming loose and falling when subjected to

loading . Since old masonry was laid up with lime base mortar which tends to be relatively

week , the individual units where thus not highly bonded originally and so have

become further loosened due to age , settlement..etc. which is evident in almost all

the buildings under study , in such cases , these buildings can be reintegrated with

grouting .

What grouting material should we use ?

Grout is a type of mortar used to fill joints , cracks and cavities in masonry and

tiles .

It typically consists of water, cement, and sand. Used in semi-liquid form, it may be

pumped, spread, or poured into cavities and allowed to harden, creating a tight,

water-resistant seal.

There are three main types of grout :

1) Epoxy .

2) Portland cement based .

3) Furan resin .

The epoxy type is strong and water resisting and very effective. The furan resin is

considered extremely resistant to chemicals and used when working with strong acids

and generally more difficult to handle than other types of grout .Portland cement-based grout is available in many forms . Portland cement-based

grout is weaker than the epoxy type, and since we are working with traditional

masonry , it is not advisable to use it for the following reasons :

1) Masonry which is traditionally constructed is bedded in soft lime mortar and is

relatively flexible: injecting it with a hard cement restricts its movement, causing

stress in the surface of the wall where it is bound by the cement, and the face of soft

stone and brick will fail as a result.

2) Cement mortars are also impermeable - that is to say that they do not allow the

structure behind to 'breathe': moisture is forced to evaporate through the stone orbrick, and in extreme cases may cause these materials to deteriorate.

3) Cement mortars may also be visibly different, both in color and detail: being hard

they can be made to project forward from the face of the wall, or may be smearedacross the edges of stones, changing the appearance of the wall as a whole.

Not to mention that it will add additional weight for the structure to support.

Based on this , using an epoxy grout will be the best choice to seal the cracks in ourbuildings.

11


17/144

*How to grout ?

Grout injection has gained popularity in recent years as an effective method for

repairing or strengthening masonry walls. This well-researched technique involves

low-pressure injection of grout into cracks, voids, joints, or cavities within masonry

by following these steps :1) Cleaning a crack for patching and sealing :

The crack or expansion joint must be cleaned of all debris; power washing and

vacuuming may work but inspect the crack or joint to be sure it is clean along its

entire length otherwise the sealant may fail to adhere and the crack will leak.

2) Secure grouting ports :

There are several types of ports manufactured specially for epoxy injection available ,

they are secured over the crack in desired locations with the help of a glue gun , once

in place , sealing material is applied to the remaining crack intervals , the sealer is

also built up around the ports to provide additional fixity and prevent leakage .

3) Injecting grout:

To prevent damage while strengthening already fragile masonry, it's advisable to

use a grout pump capable of limiting the pressure to about 8 to 10 psi. Begin grouting

holes at the base of the wall and proceed to the top . Plug holes after grout has flowed

from them.

During injection, any grout spills should be cleaned from the masonry surface

immediately using a water hose. After completing the injection process, use water

and a stiff nonmetallic

brush to remove any remaining surface stains.Grout injection produces substantialrepairs that can turn back the clock on old buildings and help regain some of the lost

bearing capacity that can reach 10 15 %.

aulty flashingF.22

Flashing refer to thin continuous pieces of sheet metal or other impervious

material installed to prevent the passage of water into a structure. Since none of the

buildings in Hmoud village has a proper flashing system it's a necessity to install onebecause the walls don't drain ,water trapped inside causes wall movement and

corrosion. If it condenses on the inside wall it can peel paint or cause fungus growthneeding frequent maintenance and repair.

Flashing inside a masonry wall acts as a gutter. Placed completely through the

wall in horizontal mortar joints, it collects moisture that penetrates the wall anddiverts it out of the wall. The flashing is placed on a thin bed of mortar with another

thin mortar layer placed on top . Here is a comparison between different types of

materials used in flashing :

12


18/144

DisadvantagesAdvantagesMaterial

* Relatively costly

material

*Leads to staining in

adjacent materials.

*Durable.

*Relatively easy toform and install.

Copper

*Corrodes when installed

adjacent to mortar due toalkalinity thus requiring

high skill and experiment

in installation

Reasonable cost .*

*Soft, workable andframes easily .

Aluminum

*Brittleness or fracturing

at cold temperatures.

Low initial cost .*

*High flexibility which

makes them easy to

install .

Plastic

fflorescenceE3.2

When water containing dissolved salts evaporates from a masonry structure it

leaves a salt deposit. The stain is called efflorescence. Salts may be present in all

types of masonry materials: mortar, brick, concrete block, plaster and water.Besides being unsightly, efflorescence may lead to more serious problems such as

cracking. Salt crystals deposited in pores sometime generate enough pressure to crack

the masonry.To prevent efflorescence, we propose to prevent water from entering the wall and

provide drainage for water that does ;design properly and install flashing, weep holes,

and drips.

(Fig.2.3)

13


19/144

ealingPPlaster4.2

Plaster used in Hmoud village is composed of clay , sand and chopped

straw mixed together in the proper proportions to give a hard , durable and

beautiful covering that will help prevent cracking . Nevertheless plaster can

peal off due to the following :

1) loading stresses on the building .

2) Settlement and vibration.

3) Lath movement

4) Poor workmanship.

5) Moisture penetration.

All these factors will cause the plaster to crack and eventually detach

from the wall leaving the stone underneath exposed and unprotected and

giving an unpleasant view to the wall itself.

(fig.2.4) (fig.2.5)

How to repair plaster peel ?

ne is highly dependent on the extent to which

he best

ine the type of plaster to be used , either ready or after obtaining

laster. Reattach remaining loose

to prevent the dry plaster from drawing

s are small , plaster can be

applied immediately leveling it with the surrounding surface .

The amount of work to be do

the plaster is deteriorated and damaged . If the plaster Is a very badcondition and barely covering the wall , replacing the entire coat is t

option , otherwise a number of steps can be preformed to restore the plaster

coating :1) determ

the composition of the original coat by laboratory tests a compoundmatching the original can be prepared .

2) Remove any small, loose chunks of p

plaster with plaster washes ( plaster buttons ) spaced 25 mm away fromthe crack and from each other .

3) Mist the area with water first

moisture out of the compound too quickly .4) if the cracks are not too deep and the hole

14


20/144

5) If cracks go deep into the wall and holes are too large , sealing them w

grout mix or mortar is a good idea . Apply the sealing in layer

ith

s , scratching the

d

e

erioration

surface of the previous layer before applying the next one provides a good

frictional surface bonding the layers even better . The last layer is smoothened

and a patch of reinforced fiberglass is fastened with screws and then coverewith two or three coats of compound, allowing complete drying between coats

and feathering each coat over a wider area than the preceding one. Drying tim

varies according to the type of compound as well as with the humidity and the

amount of ventilation.

Mortar det.52

a masonry structure , with time these forces

will cause the mortar to weaken , crumble , dissemble and loose its strength and

A variety of forces are acting on

quality in a process called deterioration .

Fig.2.6)(

*What causes deterioration ?1) Thermal expansion and contraction.

soluble salts).

s to the masonry units.

nable to escape.

anship.

y.

ins to deteriorate, the rate of deterioration grows exponentially.

Repairing mortar as soon as possible costs much less in the long run and protects you

2)Efflorescence (expansion of

3)Expansion of rusting metal contiguou

4)Moisture trapped behind painted masonry u5)Effects of acid rain.

6)Poor detailing, design, installation , maintenance and workm7)Wind erosion.

8)Settling.

9)Seismic activit

Once mortar beg

from much greater damage and expense in the future. Deterioration can quickly lead

to more serious structural problems.

15


21/144

How to treat deterioration ?*

Repointing :

illing the outer parts of the joints in stone or brick walls

ing mortar has been deliberately left out or raked back, or where the

istake in repairing old stone work is to use Portland cement mortar. It's

readily available, strong and inexpensive, yes, But it's too strong ; It doesn't have the

d

vely soft.

ed

ural movement can be accommodated to

fact,

vent

ents of Mortar :

Sand

Repointing is the process of f

where the bedd

surface has weathered back from the face of the brick or stone. Re-pointing istherefore the re-filling of such joints. Here are the highlights of the re pointing

process :

* A big m

flexibility of the lime mortar that was used in stone construction. A major unwante

result of using Portland cement mortar, is that hairline cracks open almost

immediately between mortar and stone. These cracks allow moisture inside the wall,

where it becomes trapped. While Lime mortar is porous, flexible and relati

The porosity of the lime mortar enables the moisture within the wall to evaporate

through it, rather than through the masonry itself. This ensures that the potentially

damaging salts within the moisture, and those within the masonry itself, are expell

without affecting the face of the masonry.

The flexibility of the lime mortar ensures that small movements within the wall

caused by temperature change or by struct

some extent. It also has the ability to heal itself when hairline cracking occurs.

The softness of lime mortar is a characteristic of the constituent parts of the

mortar. This softness in no way indicates that the mortar is not doing its job. In

soft mortar is usually more flexible and more porous than hard mortar.Mortars for repointing should be softer or more permeable than the masonry

units and no harder or more impermeable than the historic mortar to pre

damage to the masonry units. It is a common error to assume that hardnessor high strength is a measure of appropriateness, particularly for lime-based

historic mortars. Stresses within a wall caused by expansion, contraction,

moisture migration, or settlement must be accommodated in some manner;in a masonry wall, these stresses should be relieved by the mortar rather

than by the masonry units. A mortar that is stronger in compressive strength

than the masonry units cause stresses to be relieved through the masonryunits--resulting in permanent damage to the masonry, such as cracking and

spalling,

* Compon

ortar and the material that gives mortar itsctive color, texture and cohesiveness. Sand must be free of impurities, such as

d

Sand is the largest component of mdistin

salts or clay. The three key characteristics of sand are: particle shape, gradation an

void ratios.

16


22/144

When viewed under a magnifying glass particles of sand generally have either

rounded edges, such as found in beach and river sand, or sharp, angular edges, found

d is

role in

tain

ns. A

rforms well fills all these small voids with binder (cement/lime

per

ld be

.

in crushed or manufactured sand. For repointing mortar, rounded or natural san

preferred for two reasons. It is usually similar to the sand in the historic mortar and

provides a better visual match. It also has better working qualities or plasticity andcan thus be forced into the joint more easily, forming a good contact with the

remaining historic mortar and the surface of the adjacent masonry units.

The gradation of the sand (particle size distribution) plays a very important

the durability and cohesive properties of a mortar. Mortar must have a cer

percentage of large to small particle sizes in order to deliver the optimum

performance.

A scoop of sand contains many small voids between the individual grai

mortar that pe

combination or mix) in a balanced manner. Well-graded sand generally has a 30

cent void ratio by volume. Thus, 30 per cent binder by volume generally shou

used,. This represents the 1:3 binder to sand ratios often seen in mortar specifications

.Lime

Traditional Mortar formulations use lime as a primary binding material. Lime is

d from heating limestone at high temperatures which burns off the carbon

ll

a sealed container. Lime (calcium

derive

dioxide, and turns the limestone into quicklime..

Lime when mixed with water into a paste is very plastic and creamy. It wi

remain workable and soft indefinitely, if stored in

hydroxide) hardens by carbonation absorbing carbon dioxide primarily from the air,converting itself to calcium carbonate. Once a lime and sand mortar is mixed and

placed in a wall, it begins the process of carbonation. If lime mortar is left to dry too

rapidly, carbonation of the mortar will be reduced, resulting in poor adhesion and

poor durability. In addition, lime mortar is slightly water soluble and thus is able to

re-seal any hairline cracks that may develop during the life of the mortar. Lime

mortar is soft, porous, and changes little in volume during temperature fluctuations

thus making it a good choice for historic buildings.

.Water Water should be potable--clean and free from acids, alkalis, or other dissolved

materials.

ents should be measured and mixed carefully to assure the

uniformity of visual and physical characteristics. Dry ingredients are measured by

should

r

organic

Mortar compon

volume and thoroughly mixed before the addition of any water. Half the waterbe added, followed by mixing for approximately 5 minutes. The remaining water

should then be added in small portions until a mortar of the desired consistency is

reached. The total volume of water necessary may vary from batch to batch,depending on weather conditions. It is important to keep the water to a minimum fo

17


23/144

two reasons: first, a drier mortar is cleaner to work with, and it can be compa

tightly into the joints; second, with no excess water to evaporate, the mortar cures

without shrinkage cracks. Mortar should be used within approximately 30 minutes

final mixing

*Filling th

cted

of

e Joint.

Where existing mortar has been removed to a depth of greater than 1 inch, these

e filled first, compacting the new mortar in several layers. The

sh

tooled to

match the historic joint. Proper timing of the tooling is important for uniform color

nd

deeper areas should b

back of the entire joint should be filled successively by applying approximately 1/4

inch of mortar, packing it well into the back corners.. As soon as the mortar has

reached thumb-print hardness, another 1/4 inch layer of mortar--approximately the

same thickness--may be applied. Several layers will be needed to fill the joint flu

with the outer surface of the masonry. It is important to allow each layer time to

harden before the next layer is applied; most of the mortar shrinkage occurs during

the hardening process and layering thus minimizes overall shrinkage.

When the final layer of mortar is thumb-print hard, the joint should be

and appearance. If tooled when too soft, the color will be lighter than expected, a

hairline cracks may occur; if tooled when too hard, there may be dark streaks called

"tool burning," and good closure of the mortar against the masonry units will not be

achieved.

After tooling, excess mortar can be removed from the edge of the joint by brushing

with a natural bristle or nylon brush. Metal bristle brushes should never be used on

dix ( A ) that provides a detailed listing of each one of the

building and the problems encountered in them .

historic masonry.

** Refer to appen

18


24/144

2.6 Assessing Cleaning and Water-Repellent Treatments

for Historic Masonry Buildings

Inappropriate cleaning and coating treatments are a major cause of

damage to historic masonry buildings. While either or both treatments may

be appropriate in some cases, they can be very destructive to historic

masonry if they are not selected carefully. Historic masonry, as considered

here, includes stone, brick, architectural terra cotta, cast stone concrete and

concrete block. It is frequently cleaned because cleaning is equated with

improvement. Cleaning may sometimes be followed by the application of a

water-repellent coating.

1. Preparing for a cleaning project:

Several major reasons for cleaning a historic masonry buildings:

improve the appearance of the building by removing unattractive dirt or

soiling materials, or non-historic paint from the masonry; related

deterioration by removing soiling materials that may be damaging the

masonry or provide a clean surface to accurately match re-pointing mortars

or patching compounds, or to conduct a condition survey of the masonry.Identified what is to be removed.

Consider the historic appearance of the building.

Consider the practicalities of cleaning or paint removal.Study the masonry.

2. Choose the appropriate cleaner:

The importance of testing cleaning methods and materials cannot

be over emphasized. Applying the wrong cleaning agents to historicmasonry can have disastrous results. Acidic cleaners can be extremely

damaging to acid sensitive stones, such as marble and limestone,

resulting in etching and dissolution of these stones. Others kinds ofmasonry can also be damaged by incompatible cleaning agents, or

even by cleaning agents that are usually compatible. There are also

numerous kinds of sandstone, each with a considerably differentgeological composition. While an acid-based cleaner may be safely

used on some sandstones, others are acid-sensitive and can be severely

etched or dissolved by an acid cleaner. Some sandstone contains

water-soluble minerals and can be eroded by water cleaning. And,

even if the stone type is correctly identified, stones, as well as some

bricks, may contain unexpected impurities, such as iron particles, that

may react negatively with a particular cleaning agent and result in

19


25/144

staining. Thorough understanding of the physical and chemical of the

properties of the masonry will help avoid the inadvertent selection of

damaging cleaning agents.

3. Cleaning methods and materials:

Masonry cleaning methods generally are divided into three major

groups: water, chemical, and abrasive. Water methods soften the dirt orsoiling materials and rinse the deposits from the masonry surface. Chemical

cleaners react with dirt, soiling material or paint to effect their removal, after

which the cleaning effluent is rinsed off the masonry surface with water.Abrasive methods include blasting with grit and the use of grinders and

sanding discs, all of which mechanically remove the dirt, soiling material or

paint (and, usually, some of the masonry surface). Abrasive cleaning is alsooften followed with a water rinse. Laser cleaning, although not discussed

here in detail, is another technique that is used sometimes by conservators to

clean small areas of historic masonry. It can be quite effective for cleaninglimited areas, but it is expensive and generally not practical for most historic

masonry cleaning projects.

Water cleaning:

Water cleaning methods are generally the gentlest means possible, and

they can be used safely to remove dirt from all types of historic masonry.

There are essentially four kinds of water-based methods: soaking; pressurewater washing; water washing supplemented with non-ionic detergent; and

steam, or hot-pressurized water cleaning. Once water cleaning has been

completed, it is often necessary to follow up with a water rinse to wash offthe loosened soiling material from the masonry.

Soaking. Prolonged spraying or misting with water is particularly

effective for cleaning limestone and marble. It is also a good method for

removing heavy accumulations of soot, sulfate crusts and gypsum crusts that

tend to form in protected areas of a building not regularly washed by rain.Soaking is a very slow method it may take several days or a week- but it is

a very gentle method to use on historic masonry.

Water Washing. Washing with low-pressure or medium-pressure

water is probably one of the most commonly used methods for removing dirt

or other pollution soiling from historic masonry buildings starting with a

very low pressure (100 psi or below), even using a garden hose, and

progressing as needed to slightly higher pressure generally no higher than

30-400 psi- is always the recommended way to begin.

20


26/144

Water Washing with Detergents. Non-ionic detergents which are

not the same as soaps- are synthetic organic compounds that are especially

effective in removing oil soil.

Steam/Hot-Pressurized Water Cleaning. Steam cleaning is actually

low-pressure hot water washing because the steam condenses almostimmediately upon leaving the hose. This is a gentle and effective method for

cleaning stone and particularly for acid-sensitive stones. Steam can be

especially useful in removing built-up soiling deposits it can also be an

efficient means of cleaning carved stone details and, because it doesn'tgenerate a lot of liquid and dried-up plant materials water, it can sometimes

be appropriate to use for cleaning historic masonry.

Potential hazards of water cleaning:

It s important to make sure that all mortar joints are sound and that thebuilding is watertight. Otherwise water can seep through the walls to the

interior, resulting in rusting metal anchors and stained and ruined plaster.

Some water supplies may contain traces of iron and cooper which may

cause masonry to discolor. Adding a chelating or complexing agent to the

water, such as EDTA (ethylene diamine tetra-acetic acid), which inactivates

other metallic ions, as well as softens minerals and water hardness, will help

prevent staining on light-colored masonry. Any cleaning method involving

water should never be done in cold weather or if there is any likelihood of

frost or freezing because water within the masonry can freeze, causing

spalling and cracking. Since a masonry wall may take over a week to dry

after cleaning, no water cleaning should be permitted for several days prior

to the first average frost date, or even earlier if local forecasts predict cold

weather.

Chemical Cleaning:

Acidic cleaners. Acid-based cleaning products may be used on non-

acid sensitive masonry, which generally includes: granite, most sandstones,

slate, unglazed brick and unglazed architectural terra cotta, cast stone and

concrete. Most commercial acidic cleaners are composed primarily ofhydrofluoric acid, and often include some phosphoric acid to prevent rust-

like stains from developing on the masonry after the cleaning. Acid cleanersare applied to the pre-wet masonry which should be kept wet while the acid

is allowed to "work', and then removed with a water wash.

Alkaline cleaners. Alkaline cleaners should be used on acid-sensitivemasonry, including: limestone, polished and unpolished marble, calcareous

sandstone, glazed brick and unglazed architectural terra cotta, and polished

granite. Alkaline cleaning products consist primarily of two ingredients: a

non-ionic detergent or surfactant; and an alkali, such as potassium hydroxide

21


27/144

or ammonium hydroxide. Like acidic cleaners, alkaline products are usually

applied to pre-wet masonry, allowed to dwell, and then rinsed off with water.

Chemical Cleaners to Remove Paint and Other Coatings, Stains and

Graffiti:Alkaline Paint Removers. There are usually of much the same

compositions as other alkaline cleaners, containing potassium or ammonium

hydroxide, or trisodium phosphate. They are used to remove oil, latex and

acrylic paints, and are effective for removing multiple layers of paint.

Organic Solvent Paint Removers. The formulation of organic

solvent paint removers varies and may include a combination of solvents,

including ethylene chloride, methanol, acetone, xylene and toluene.

Other Paint Removers and Cleaners. Other cleaning compounds

that can be used to remove paint and some painted graffiti from historicmasonry include paint removers based on N-methyle-2-pyrrolidone (NMP).

Or on petroleum-based compounds.

Potential hazards of chemical cleaning.

Since most chemical cleaning methods involve water, they have manyof the potential problems of lain water cleaning. Like water methods, they

should not be used in cold weather.

Abrasive and Mechanical cleaning:

Generally, abrasive cleaning methods are not appropriate for use on

historic masonry buildings. Abrasive cleaning methods are just that abrasive.Grit blasters, grinders, and sanding discs all operate by abrading the dirt or

paint off the surface of the masonry, rather than reacting with the dirt and the

masonry which is how water and chemical methods work. Since the abrasivedo not differentiate between the dirt and the masonry, they can also remove

the outer surface of the masonry at the same time, and resulting permanently

damaging the masonry. Abrasively-cleaned masonry is damaged

aesthetically as well as physically, and it has a rough surface which tends to

hold dirt and the roughness will make future cleaning more difficult.Abrasive cleaning processes can also increase the likelihood of subsurface

cracking of the masonry. Abrasion of carved details causes a rounding of

sharp corners and other loss of delicate features, while abrasion of polished

surfaces removes the polished finish of stone.

Mortar joints, especially those with lime mortar, also can be eroded by

abrasive or mechanical cleaning. In some cases, the damage may be visual,

such as loss of joint detail or increased joint shadows. As mortar joints

constitute a significant portion of the masonry surface (up to 20 percent in a

brick wall), this can result in the loss of a considerable amount of the historic

22


28/144

fabric. Erosion of the mortar joints may also permit increased water

penetration, which will likely necessitate repointing.

Poulticing to Remove Stains and Graffiti:

Graffiti and stains, which have penetrated in the masonry, often arebest removed by using a poultice. A poultice consists of an absorbent

material or clay powder (such as kaolin or fuller's earth, or even shredded

paper or paper towels), mixed with a liquid (solvent or other remover) to

form a paste which is applied to the stain. As it dries, the paste absorbs the

staining material so that it is not redeposited on the masonry surface.

Waterproof Coatings:

In theory, waterproof coatings usually do not cause problems as long

as they exclude all water from the masonry. If water does enter the wall from

the ground or from the inside of a building, the coating can intensify thedamage because the water will not be able to escape. During cold weather

this water in the wall can freeze causing serious mechanical disruption, such

as spalling. In most instances, waterproof coatings should not be applied tohistoric masonry. The possible exception to this might be the application of a

waterproof coating to below-grade exterior foundation walls as a last resort

to stop water infiltration on interior basement walls. Generally, however,waterproof coatings, which include elastomeric paints, should almost never

be applied above grade to historic masonry buildings.

23


29/144


30/144

3.1 Arches

Archesoffer architectural view and enhance aesthetic beauty of buildings.

They are used to cover openings of door and windows and transfer the

above loads to the side of walls. Various arches have been developedover centuries.

Brick Arches:

Brick arches are mainly classified into three groups according to their

construction and structure.

1. Rough Brick Arch

2. Fine Axed Brick Arch

3. Gauged Brick Arch

A growing interest in the preservation of historic structures has created a

need for methods for the analysis of load-bearing unreinforced masonry

structures, such as arches, vaults, and buttresses. Although the plasticity

methods, first applied to medieval structures in detail, provide a useful

and intuitive approach to the understanding of the behaviour of masonryarches and vaults, their usefulness in performing actual assessments of

such structures has limitations. The constitutive laws of the materials

used in masonry structures are not always amenable to accurate treatment

by the rigidplastic simplification, and the complexity of many vaulted

masonry structures makes the application of these methods difficult.

Moreover, empirical studies have shown that these structures may be

subject to three-dimensional effects that are not entirely addressed by the

application of plastic or elastic analysis in two dimensions. Progress has

been made recently in the development of constitutive laws for ancient

masonry structures and in the application of these to the analysis of

unreinforced masonry structural systems. Various formulations of three-

dimensional finite element analysis, including discrete element methods,

and plasticity methods have also proven useful .

24


31/144

3.1.1 THEORETICAL ASPECTS OF MASONRY

ARCHES:

Finding the ideal form of arches:

In nature, openings are covered by curved structures such as the ceilingof caves. The first man made spans in brick were corbelled arches. In

corbelled arches, bed joints are horizontal Drysdale (1994). For true

arches, bed joints are perpendicular to the thrust line, which ideally is in

the centre of well-designed arches. Students become aware of the fact that

structures should be shaped in a way that compression prevails, which

often leads to a curved structure that follows the thrust line. The effect ofweight on stability can easily be demonstrated by the overturning of a

wall. The theoretical failure load for an equally distributed loaded arch is

dominated by the compressive strength of the masonry as the full sectionis under almost equal compression. However, variable loads can cause a

shift of the thrust line, causing cracking of the arc.

The changes in the position of the thrust line due to life loads are used toestablish the thickness of the arch. In some cases the effects of back fill

and surrounding masonry should be considered too.

Form finding aspects under dead load:

Masonry only has a minor tensile strength in comparison with its

compression strength. Bending strength depends on the amount ofcompression. Elements that can take compression only do not exist.

When a compression load is applied, also some ability to take bending

moments develops. However, elements that can take tension only do

exist: a piece of wire or a chain. When strings are used to model

structures, bending moment are neglected. The ideal shape that an arch

would take under its weight can be visualized by showing a wire

suspended between two points. The wire takes up a catenary shape under

its own weight and is in pure tension. Imagine the shape turned upside

down, and tension would convert into compression, giving the thrust linefor this load situation. In a catenary shaped arch, the weight is distributed

evenly along the arch. It is easier to take the distribution of the weight (or

permanent load) evenly distributed horizontally along the span which

results in the chain taking the shape of a parabola. A circle segment also

can approximate the catenary.

A distributed load can be abstracted to a number of concentrated loads

and graphical solutions can be used to find the ideal shape of the arch.

When the loads are less evenly distributed it is much more complicated to

find the shape of the arch. Using the string model however gives the

perfect shape instantly.

25


32/144

Form finding aspects under variable loads:

In many if not all practical cases, the weight of a masonry arch

dominates. Fortunately, masonry material (essential clay) is available in

large quantities. Also sand is often used as a back filling. Other kinds of

loading can be incorporated in the cable model by adding equivalentweights. Consequently, more than one thrust line is possible and all lines

of thrust have to be contained within the arch. The lines of thrust for non-

symmetric loads like wind or axle deviate from the ideal line of thrust and

cause arch failure quite easily. The thrust line of a load in one point load

deviates most from the ideal thrust line. Arches do not fail because of

their insufficient material strength but on the fact the thrust line moved

too far. The differences in the position of the thrust lines give an

indication of the necessary width.

3.1.2 Construction phase of arches:Arches may be constructed in various forms , such as segmental,

elliptical, Tudor, Gothic, semicircular, andparabolic toflat orJack arches .The primary advantage of an arch is that under

uniform loading Conditions, the induced stress is principally

compression rather than tension.For this reason, an arch will frequently provide the most efficient

structural span. Since masonrys resistance to compression is

greater than to other stresses, it is an ideal material for the

construction of arches. Arches are divided structurally into two

categories. Minor arches are those whose spans do not exceed 6 ft

with a maximum rise/span ratio of 0.15, with equivalent uniform

loads of the order of 1000 lb/ft. These are most often used in

building walls over door and window openings. Major arches are

those whose spans or loadings exceed the maximum for minor

arches. With Larger spans and uniformly distributed loads, the

parabolic arch is often themost structurally efficient form.

26


33/144

Fig (3.1): Masonry arch forms.

Load distribution in masonry archesFig(3.2) :

27


34/144

3.1.3 Minor Arch Design:

In a fixed masonry arch, three conditions must be maintained to ensure

the integrity of the arch action: (1) the length of span must remainconstant; (2) the elevation of the ends must remain unchanged; and (3)

the inclination of the skewback must be fixed. If any of these conditions

is altered by sliding, settlement, or rotation of the abutments, critical

stresses can develop and may result in structural failure. Adequate

foundations and high-quality mortar and workmanship are essential to

proper arch construction. The compressive and bond strength of the

mortar must be high, and only Types M, S, and N are recommended. It is

also particularly important that mortar joints be completely filled to

assure maximum bond and even distribution of stresses.Arches are designed by assuming a shape and cross section based on

architectural considerations or empirical methods, and then analyzing the

shape to determine its adequacy to carry the superimposed loads.

Minor arch loading may consist of live and dead loads from floors, roofs,

walls, and other structural members. These may be applied as

concentrated loads or as uniform loads fully or partially distributed.

The dead load on an arch is the weight of the wall area contained within

a triangle immediately above the opening. The sides of the triangle are at

45 angles to the base, and its height is therefore one-half of the span.Such triangular loading is equivalent to a uniformly distributed load of

1.33 times the triangular load. Superimposed uniform loads above thistriangle are carried beyond the span of the opening by arching action of

the masonry wall itself when running bond patterns are used. Uniform

live and dead loads below the apex of the triangle are applied directly onthe arch for design purposes.

Minor concentrated loads bearing directly or nearly directly on the archmay safely be assumed as equivalent to a uniformly distributed load twice

magnitude of the concentrated load. Heavy concentrated loads should not

be allowed to bear directly on minor arches (especially jack arches).There are two basic theories for verification of the stability of an

assumed arch section. The elastic theory considers the arch as a curved

subject to moment and shear, whose stability depends on internal stresses.For arches subject to non-symmetrical loading that can cause tensile

stress development, the elastic theory provides the most accurate method

of analysis.

There are many methods of elastic analysis for arch design, but in most

instances their application is complicated and time consuming.

28


35/144

A second theory of analysis is the line-of-thrust method, which considers

the stability of the arch ring to be dependent on friction and the reactions

between the several arch sections or voussoirs. In general, the line-of-

thrust method is most applicable to symmetrical arches loaded uniformly

over the entire span or subject to symmetrically placed concentratedloads. For such arches, the line of resistance (which is the line connecting

the points of application of the resultant forces transmitted to each

voussoir) is required to fall within the middle third of the arch section,

so that neither the intrados nor extrados of the arch will be in tension .

3.1.4 Major Arch Design:

Major arches are those with spans greater than 6 ft or rise-to-span ratiosof more than 0.15 .The design of these elements is a much more

complicated structural problem than minor arches because of

increased loading and span conditions.

Leontovichs book, Frames and Arches, gives formulas for arches with

rise-to-span ratios (f/L) ranging from 0.0 to 0.6. These are straightforward

equations by which redundant moments and forces in arched members

may be determined.

The equations are based on a horizontal and vertical grid coordinate

system originating at the intersection of the arch axis and the left. Eachset of equations depends on the conditions of loading. Moments, shears,

and axial thrusts are determined at various increments of the span.No tensile stresses should be permitted in unreinforced masonry arches

under static loading conditions.

Arch Types :

1.

Flat ArchA flat arch is suitable only for small spans and light load. It is

constructed mainly on doors and windows in ordinary buildings.

The square shape of this arch is decorative and non load bearing.Generally it is used to cover reinforced lintel which bears the load

of wall from above.

2. Circular Arch

Circular archis suitable for long spans and can take heavy load.

In past these arches were constructed over bridges but nowadays

29


36/144

they are constructed in buildings where architectural appearance is

required. They add to the beauty of buildings.

3. Semi-circular Arch

Semi-circular archis very simple to construct or design as there is

no complex geometry or cutting of bricks. Its semicircular shape

with all the bricks facing towards the centre of the arch creates a

wonderful view. Two or three rows of bricks are layered to add

decorative touch to the beauty of the building.

Fig (3.3) : Arches

30


37/144

3.1.5 Cracks in arches:

Arched architecture can absorb thermal movements and excessive

loadings by forming local cracks in the arches which act as hinges. Three

such hinges are theoretically permissible, but it must be remembered thatwith pointed arches the apex may act as a hinge, so only one hinge crack

in each arc is safe.Thermal movements over long periods lead to drift or the lengthening

of the upper parts of walls caused by the sliding of the masonry in the

archs joints which tends to break up the mortar and weaken the

abutments and spandrels.

Approximately tangential diagonal cracks near the sides of the arch

springing, which spread up towards the apex of the arch, are generally

due to subsidence of an abutment, and, if extensive, may indicate adangerous state. Cracks in the spandrels near the quarter points of the

span indicate that the arch is acting as a hinged frame, but, other things

being considered, do not indicate a dangerous state. Sometimes even if no

settlement or cracking is visible the face of masonry in an arch or vault is

seen to be bulging outwards. This usually indicates poor internal

condition of the masonryit may originally have been badly built with

rubble, re-used 69*stone or poor mortar, or it may have deteriorated

owing to water penetration, etc. The soundness of the masonry can be

confirmed by listening to the tapping of a hammer on the opposite side ofthe wall. Masonry and brickwork which are consistently wet or where

damp often penetrates are likely to be weaker than similar dry areas.

3.1.6 Repair of arches

Repointing and grouting masonry in arches can, if applied to the

maximum depth possible, greatly strengthen an arch. The repair of all

types of arches may involve taking down the arch and rebuilding it, using

a traditional falsework of timber and shoring with close-centred needlesto carry the weights above the arch. On the other hand, if the arch is wide

and the voussoirs are not of the full width it may be possible to rebuild

half at a time or to take out defective stones or bricks and replace them

individually. This has the advantage of not affecting the walling above to

such an extent. Repair by rebuilding is rather drastic as it relieves

compressive stresses, raising questions of prestressing the arch to avoid

new deformations, which may require great ingenuity. Such prestressing

can well be carried out with hydraulic jacks. Occasionally an arch can be

freed by cutting out mortar joints and pushed back into position usinghydraulic jacks.

31


38/144

Figure (3.4) : Deformation in arches(a) Intact arch

(b) Arch cracked by spreading abutments

(c) Arch cracked by differential settlement of one abutment

32


39/144

After listing all the masonry problems and propose all the possibletreatment for these problems, in this chapter we will introduce the

mechanisms which will be used to form the future village as shown in

figure 3.5.

Figure (3.5)

33


40/144

s buildings'Classification of the village2.3

As mentioned previously the adaptive reuse is concerned with converting

buildings into other, more effective and more efficient uses. This means

that the adapted property serves the client's requirements better and givesthe building an extended useful life. An adaptation scheme would focus

on refurbishing the property internally as well as externally.

On the other hand, we should focus on the performance aspects of the

building. It means that its spatial and technical characteristics are

enhanced or are in keeping with the needs of the user. The layout of a

building, for instance, may require reconfiguration to make it suit new or

modified living or working practices.

Since our project focuses on converting Hmoud village to a tourist

village, we classify its buildings under categories depending on its use to:o

Motelo Restauranto Multi-Purpose Hallo

Shops

The following figures show the details of plan of the above parts

except the shops.

34


41/144

Fig. 3.6

35


42/144

Fig 3.7

Plan of the motel

36


43/144

Fig 3.8

Plan of the restaurant

Fig.3.9

Plan of the Multi-Propose Hall

37


44/144

Introducing these new functions resulted in some structural elements

are rid off such as arches and vaults, while the other are added or

constructed such as new walls, also some of the walls are partly

demolished or destroyed to open windows and doors openings.

The following figure illustrates these changes.

Fig. 3.10

Changes in motel building

This chapter discusses the mechanism of demolishing the existing walls

and constructs a new one also the mechanism of arches and vaults ismentioned in the following sections of this chapter.

38


45/144

Masonry Walls3.3

A masonry wall is a wall made from materials which have traditionally

been cemented together with the use of mortar. Masonry walls can be

used as structural walls in buildings, and they can also be utilized to

create barriers between property lines or different areas on a property.

People have been working with masonry in construction for thousands of

years, as ample examples of surviving masonry walls from all over the

world illustrate. Properly maintained, masonry can also last a very long

time; masonry walls from the medieval era, for example, are still in use in

parts of Europe, and the Great Wall of China is a particularly notable

example of a masonry wall

Stone Masonry:

Stone masonry is similar in many ways to unit masonry, but there are alsosome differences. Stone is a natural material, so its size and shape are not

uniform, and its also a very heavy material. Stone is dimensionally stable

and does not expand and contract with changes in temperature ormoisture content, so stone masonry construction does not require

expansion or control joints.

3.3.1 Factors Affecting The Design of Masonry

Buildings.

Before proceeding to the design of masonry walls as such, it will benecessary to give attention to a number of factors relating to the building

as whole.Thus it is necessary to consider the implications of the weight of the

masonry as it affects the supporting structure if the masonry is not load-

bearing. If the structure is load-bearing it is important to ensure that thelayout of walls is consistent with overall stability and is such as to avoid

susceptibility to failure in the event of accidental damage. It must also be

considered whether the area taken up by masonry walls is significant in

relation to the available floor area.

39


46/144

From the construction point of view, availability of the necessary skilled

labour, the construction time and its phasing with the overall building

schedule will also be relevant factors at the preliminary design stage.

Having resolved these questions, the masonry will be designed to meet

criteria relating to imposed loading, thermal, acoustic and fire conditionsand resistance to rain penetration. Consideration must also be given to

durability and movement, particularly in relation to contiguous elements

or materials. Appearance of external surfaces in terms of color and

texture is important and if applied facing or finishes are required,

compatibility with the masonry has to be assured.

.Design and Construction Standards.2.33

As with any building construction, direct control of both design and

construction practices is essentially in the hands of government agencies

with jurisdiction for the building site. This control is exercised by

enforcement of local buildings codes, zoning ordinances, and policies ofthe supervising agencies empowered to enforce the applicable ordinances.

For specific items , such as masonry construction, local codes may reflect

some local concerns and experiences , but they usually use data andcriteria from model building codes (such as the uniform building code or

the BOCA code) or from standards writing agencies. Despite regionaldifferences, most codes use the same basic references for standards, so

much of technical data, design requirements is similar in all codes.

However anyone doing actual design work is well advised to determinethe code of legal jurisdiction for the work and to study its requirements

carefully .

40


47/144

.Basic Construction and Terminolgy.3.33

Masonry takes some ordinary forms that retain classic elements and

terminology of ancient construction. Figure 4.7 shows some of the

common elements of masonry construction. The terminology and details

shown apply mostly to construction with bricks or concrete blocks.

Fig( 3.11)

Units are usually laid up in horizontal rows, called courses, and in vertical

planes, called wythes. Very thick walls may have several wythes, butmost often walls of bricks have two wythes and walls of concrete block

and natural stones are single wythe.

.solidthe construction is called,If wythes are connected directly

If a space is left between wythes, as shown in the illustration, the wall is

it is called a,If the cavity is filled with concrete.cavity wallcalled a

.grouted cavity wall

41


48/144

Figure (3.12)

.Demolition and Reuse of Masonry.4.33

With the increase in demolition on congested urban sites, the construction

industry has been obliged to develop more efficient techniques which arequieter and less intrusive.

This work deals with both the theoretical and practical aspects of the

demolition of masonry buildings and the recycling of demolishedmaterials.

The demolition of a masonry wall requires careful planning. Removing

part or most of the wall reduce the structural stability of the wall or

surrounding structural system. This can lead to collapse of the entirestructure if the wall is a load bearing.

42


49/144

Methods of demolition

Globally, there are several methods for isolating the portion to be

dismantled from the portion to be remained, and we conclude five

common methods used for this purpose, which they are:

1) Hand breaker

2) Cutter drum

3) Core-drill continuous drilling

4) Water jet

5) Flame jet

These methods were assessed globally from the viewpoint of

environmental problem, workability, influence upon the remainingbuilding, cutting performance as shown in table 3.1

43


50/144

Table 3.1: Assessing dismantling methods

Execution performanceWorkabilityEnvironment

al problems

Dismantling

principal

Methods

Globalevalua

tion

Working

ratio

Cutting

speed

Cutting

depth

Safety

Reaction

System

size

dust

vibration

Noise

D

C

C

C

D

C

C

D

D

D

1. Hand

breaker

Crushing by

shock using

oil hydraulic

force or

compressed

air.2. Cutter

drum

Cutting by

rotating

diamond bit.

C

D

D

B

B

B

C

A

AD

B

BD

D

A

B

C

C

A

A

Continuous

boring holes

using core

drill.

3. Core

drill

continuous

drilling

A

A: Excellent B: Good

C: less desirable D: Undesirable

C

BA

B

A

B

AAB

Cutting by

ejecting

under extra

high-pressure the

mixture of

water and

abrasive.

4. Water

jet

D

D

C

B

D

A

B

D

Fusion with

burning rod

of iron and

aluminum

alloy.

D A

5. Flame

jet

44


51/144

Framing window and door opening.53.3

Building partitions is one thing, but cutting an opening for a window or a

door in a wall is another thing altogether. To begin with, you will have tobuild a temporary support wall to carry the load from above when you are

working. Then you will have to cut a hole through the wall and exposethe interior of the house to outside weather. And once you have this hole

cut and properly framed, you will still have to modify the exterior siding

(and sometimes trim) to make a watertight seal around the window or

door.

Materials&Tools

1) Hammer

2) Circular saw, drill-driver, and 1/4 in. spade bit

3) Safety glasses

4) Measuring tape

In line with the requirements of the restoration of the

buildings to become apartments and restaurants we had demolished and

destroy many walls, on the other hand we built new ones.

This simplified sketch shows the mechanism which we used to introduce

an opening into the masonry wall.

Fig (3.13): open a window in solid wall.

45


52/144

46


53/144

4.1 Structural design

Slabs

4.1.1 Introduction:

One of the main problems in Hmoud village is the collapsed roofs; the

treatment of this problem is to replace the collapsed old roof with a new reinforced

concrete slab. Therefore, we prefer to use the most common types of slabs, either

solid slabs or ribbed slabs, so in order to identify which type is the best suited to use

in our work we designed each type separately and then compare them with each

other in terms of own weight, area of reinforcement steel per meter, and thickness.

We chose building number two, with the external dimensions 5x5.5m and

thickness of wall 50cm, as an example, to reach a decision, figure (4.1).

Figure (4.1)

4.1.2Two-way solid slab:

Reinforced concrete solid slabs are used in roofs when the length of the long side

is less than twice the length of short side, and the load is distributed in both

directions.

47


54/144

Solution:

(Dimensions are center to center).

wayTwoLx

Ly


55/144

y : Bending moment coefficient for longer span (table 13,Appendix B ) .

U: design load at ultimate 2mKg

Lx: length of shorter span .)(m

Ly: length of longer span ).(m

-Maximum moment at mid-span on a unit width of slab with span length Lx:

x=0.065

4.1285)5.4(6.976065.0 22 === LxUxMx mKg.

- Maximum moment at mid-span on a unit width of slab with span length Ly:

y=0.056

5.1107)5.4(6.976056.0 22 === LxUyMy mKg.

-Effective depth, d :

mfcb

Md 057.0

102501

4.12855.2

'

max5.2

4 =

=

=

Concrete cover = 3cm.

.936 cmdtcmd =+=

-Main Reinforcement in short span:

USEmcmdfy

MAs = ==/29.7

642007.0104.1285

7.02

2

712 (As=7.92 )2cm

-Main Reinforcement in long span:

49


56/144

USEmcmdfy

MAs =

=

= /85.7

)2.16(42007.0

105.1107

7.0

22

712 (As=7.92 )2cm

Check, As :

)60..(600

%.700

min. Grfordb

fy

dbAs

=

=

OKAscmdb

As ==

== 92.724100

61004.%4max. 2

-Torsionreinforcement at the free corners:

There is a special reinforcement that should be added to the slab to control

cracking and to resist moments due to torsion. This reinforcement will be as a mesh

with a length and a percentage equals to 75% of the main reinforcement in

the short span, and it will be placed in the top and bottom of each corner.

Lx2.0=

-Check for allowable shear stress:

To find shear force in two directions:

LxUVxX =

LxUVy y =

Where: :x Shear force coefficient for shorter span (table 14,Appendix B ).

:y Shear force coefficient for longer span (table 14,Appendix B ).

Shear force in short span, Vx:

36.0=x

kgLxUVx X 15825.46.97636.0 ===

50


57/144

Shear force in long span, Vy:

33.0=y

KgLxUVy y 3.14505.46.97633.0 ===

Maximum shear force, 1582max ==VxV Kg

Shear stress, 264.26100

1582maxcmKg

db

Vv =

=

=

Allowable shear stress of concrete, 'Vc :

4

3 '16'

d

fcVc

=

Where: Reinforcement ratio, %3

=db

As

ok>=

= 64.212.116

25032.116'

2

4

3

(No need to stirrups)

-Check for deflection: (just in short span)

( 1fPv = ) .must be greater thand

Lx

Where, : Slenderness coefficient (for simply support =20 )

: Factor modification1f

+

+=

9.0

.

82.155.0

2

1

db

Mf Where, M in (Mpa).

57.3)6(10010

102.1285

. 2

2

2 =

=

db

M

1f =0.957

51


58/144

14.19957.0201 === fPv

goodnotPvd

Lx=>>== )14.19(75

9

450

Try, t=17cm d=14cm.

66.0)14(10010

102.1285

. 2

2

2 =

=

db

M

1f =1.72

4.3472.1201 === fPv

OKPvd

Lx=


59/144

2Kg250' cmfc=

)60.(4200 2 GrcmKgfy=

-Calculation of loads:

(Weight = volume unit weight)

Self weight of ribs = 1082500118.02

14.01.02 =

+ 2mKg

Weight of upper section= (0.25-0.18)112500=175 2mKg

Plaster weight =0.02112200= 44

2

mKg

Hollow blocks = 10 15=1502

mKg

Dead load, DL= 108+175+44+150 = 477 2mKg

Live load, LL= 200 2mKg

Design load, U=1.4DL+1.6LL U=( 1.4477) +(1.6200)= 987.8 2mKg

Design load on each rib, u =2U =493.9 ribKg

-Design:

-Maximum bending moment in short span:

mKgLxu

M .2.12508

)5.4(9.493

8max

22

=

=

=

-Concrete cover = 3cm.

cmertd 22325cov ===

-Main Reinforcement:

USEribcmdfy

MAs =

=

= /69.1

2242008.0

102.1259

8.0

22

212 (As=2.26 )2cm

53


60/144

Check, As :

)60.(,sec.6003

4min. GrtionTfor

dbAs

=

OKcmAscmdb

As ==

== 22 26.26.10100

22124.%4max.

- Check for allowable shear stress:

The value of shear force calculated at a distance (d=22cm) from the supports is used

in design.

Reaction, .275.11112

5.49.493

2 Kg

lu

R =

=

=

Thickness of supports, T = 50cm.

Design shear force, ribKgT

duRV 142.879)25.022.0(9.493275.1111)2

( =+=+=


142.879cmKg

db

Vv =

=

=


4

3 '16'

d

fcVc

=


=db

As

ok>=

= 224

3

33.397.622

25086.016' (No need to stirrups)

-Check for deflection:


Lx

54


61/144

+

+=

9.0.

82.155.0

2

1

db

Mf Where: M in (Mpa).

5166.0)22(5010

102.1250

. 2

2

2 =

=

db

M

1f =1.83

6.3683.1201 === fPv

OKPvd

Lx=


62/144

-Calculation of loads:

(Weight = volume unit weight)

Self weight of ribs = 1082500118.02

14.01.02 =

+ 2mKg

Self weight of ribs in other direction = 08.82250076.018.02

14.01.02 =

+ 2mKg

Weight of upper section= (0.25-0.18)112500=175 2mKg

Plaster weight =0.02112200= 44 2mKg

Hollow blocks = 8 15=120

2

mKg

Dead load, DL= 108+82.08+175+44+120 = 529.08 2mKg

Live load, LL= 200 2mKg

Design load, U=1.4DL+1.6LL U=( 1.4529.08) +(1.6200)= 1060.712 2mKg

Design load on each rib, u =2

U=530.36 ribKg

-Design:

- Maximum moment at mid-span on a unit width of slab with span length Lx:

x=0.065 ..(table 13,Appendix B )

698)5.4(36.530065.0 22 === LxUxMx mKg.

- Maximum moment at mid-span on a unit width of slab with span length Ly:

x=0.056 ..(table 13,Appendix B)

4.601)5.4(36.530056.0 22 === LxUyMy mKg.

-Concrete cover = 3cm.

cmertd 22325cov ===

56


63/144

-Main Reinforcement in short span:

USEribcmdfy

MAs =

=

= /944.0

2242008.0

10698

8.0

22

112 (As=1.13 )2cm

-Main Reinforcement in long span:

USEribcmdfy

MAs =

=

= /86.0

)2.122(42008.0

104.601

8.0

22

112 (As=1.13 )2cm

Check, As:

)60.(,sec.6003

4min. GrtionTfor

dbAs

=

OKcmAscmdb

As ==

== 22 13.16.10100

22124.%4max.

- Check for allowable shear stress:

Shear force in short span, Vx:

36.0=x .(table 14,Appendix B )

kgLxuVx X 18.8595.436.53036.0 ===

where, u =design load on each rib (kg/rib)

Shear force in long span, Vy:

33.0=y .. (table 14,Appendix B )

KgLxuVy y 58.7875.436.53033.0 ===

Maximum shear force, 18.859max ==VxV Kg


18.859maxcmKg

db

Vv =

=

=

57


64/144


4

3 '16'

d

fcVc

=


=

db

As

ok>=

= 224

3

25.352.522

250428.016' (No need to stirrups)

-Check for deflection: (just in short span)


Lx

+

+=

9.0.

82.155.0

2

1

db

Mf Where: M in (Mpa).

29.0

)22(5010

10698

.2

2

2 =

=

db

M

1f =2.08

6.4108.2201 === fPv

OKPvd

Lx=


65/144

USEmcmAs == 205.11007100

15.028 (As=1.01) in two direction.

4.1.5 Conclusion:

The comparison between the slabs is made in terms of the own weight, area of

reinforcement steel per meter, and thickness.

ThicknessOwn weight2

mKg cm

Area of steel

in short span

mcm2

Area of steel

in long span

mcm2

Two-way solid

slab

469 17 (712)=7.92 (712)=7.92

One-way ribbed

slab

477 25 2(212)+ (28)

=5.53

(28)=1.01

Two-way ribbed

slab

529 25 2(112)+(28)

=5.53

2(112)+(28)

=5.53

Through the table shown above we notice that:

1 - The solid slab has the lowest value of weight.

2 - The solid slab has the lowest value of thickness.

3 - The largest amount of steel is used in the solid slab.

As a result, solid slab with the lowest thickness is preferred to be used,

although the amount of reinforcement for such slabs is more than the amount used

in ribbed slabs. In ribbed slabs there is an additional cost should be considered; the

cost of hollow blocks and the cost of transporting them to the site.

59


66/144

4.1.6 Will the old wall bear the weight of the new slab?

To answer this question we conducted a simple test on the walls of thebuildings; this test gives the compressive strength for the masonry stones and

the mortar between them by using the rebound hammer or Schmidt hammer.The Rebound hammer is an easy to use instrument, which provides a quickand simple non-destructive test for obtaining an immediate indication of

concrete or masonry strength in various parts of a structure.

The old mortar, which is a mixture of mud and straw, is the weakest link

in the walls of the buildings, so its strength is the most important element we

should consider here from the principle: "if the weak bears then the strongwill also bear".

Results:

Stone

(horizontal)

R

Compressive

strength

( )2/mmN

Mortar

R

Compressive

strength

( )2/mmN

Stone

(vertical)

R

Compressive

strength

( )2/mmN

63 90.7683 18 6.8658 50 62.45360 83.94 14 1.3286 56 75.11

58 79.4858 15 2.6835 52 66.5936

59 81.7031 14 1.3286 50 62.453

58 79.4858 15 2.6835 52 66.5936

60 83.94 14 1.3286 52 66.5936

65 95.4185 15 2.6835 50 62.453

59 81.7031 14 1.3286 58 79.4858

60 83.94 16 4.058 60 83.94

62 88.4726 14 1.3286 50 62.453

60 83.94 16 4.058 60 83.94

58 79.4858 16 4.058 62 88.4726

60 83.94 16 4.058 58 79.4858

52 66.5936 14 1.3286 60 83.94

54 70.8126 18 6.8658 60 83.94

48 58.3908 14 1.3286 52 66.593660 83.94 16 4.058 56 75.11

60 83.94 15 2.6835 52 66.5936

60 83.94 14 1.3286 60 83.94

57 77.2881 15 2.6835 60 83.94

55 72.9515 16 4.058 56 75.11

40 42.926 15 2.6835 56 75.11

65 95.4185 15 2.6835 60 83.94

48 58.3908 14 1.3286 60 83.94

45 52.4445 13 0 60 83.94

verage= 77.73 2.75 75.44

60


67/144

The previous results were obtained from an equation we've calculated by

curve-fitting,figure(4.2); the reason for doing that is because the hammer

gave us rebounds (R) more than 60 during the test (the max. number on the

hammer curve is 60).

y = 0.0098x2+ 1.0707x - 15.582

0

10

20

30

40

50

60

70

80

0 10 20 30 40 50 6

Rebound (R)

Compress

ivestrength(N/mm2)

0

Figure (4.2)

From the previous table:

Compressive strength for the stone (for vertical surfaces) = 75.44 2/mmN

Compressive strength for the stone (for horizontal surfaces) = 77.73 2/mmN

Compressive strength for the mortar = 2.75 2/mmN

Distribution of loads from the slab to the walls:

Here we will consider the two-way solid slab previously mentioned (for buildingnumber 2).

Design load = U = 976.6 2/mkg

61


68/144

aC : Factor for shear

)(2

1

1 L

L

C s

a =

sL = 4.5 m.

L= 5 m.

55.0)5

5.4(

2

11 ==aC

mkgUL

C sa /5.12082

5.46.97655.0

2=

=

Normal stress = 2/24175.0

5.1208mkg=

= 26 /02417.010102417 mmN=

62


69/144

0.02417 < 2.75 OK2/mmN 2/mmN

0.02417


70/144

4.1.7 Design of a continuous slab

From the previous comparison between the 3 types of slabs we've taken a

decision to use solid slabs as a primary solution to problems concerning the

roofs of the buildings.We'll choose building number 13-B (figure 4.3) as an example to a

continuous solid slab design. This building has external dimensions of

(1414) m.

Figure (4.3)

64


71/144

It consists of 4 spans resting on 3 arch-beams and the walls of the

building; three of them have the same dimensions of (3.514) m, and one

span has a dimension of (2.514) m.

Calculations:

wayOneLx

Ly>== 24

14

5.3

wayOneLx

Ly>== 26.5

5.2

14

y using PROKON software we have designed the following One-way solid

lab:

Tables

B

s

Input

(MPa) 25Fcu

Fy (MPa) 420

Fv (MPa) 280

Cover to center top steel (mm) 25

Cover to center bot. steel (mm) 25Dead Load Factor 1.4

Live Load Factor 1.6

Density of concrete (KN/m3) 0

Sec

No.

Bw

(mm)

D

(mm)

1 1000 120

65


72/144

Span NO. SectionLength (m)

1 2.5

2 3.5

3 3.5

4 3.5

Sup

No.

Support

Below,D (mm)

1 500

2 500

3 500

4 500

5 500

CaseD,L

spa leftN/m)

b(m)

n W(K

D 1 152

L 1 5 15

66


73/144

Deflection:

Max. Deflection = L/250 = 3500/250 = 14 mm OK

67


74/144

Shear and bending moment diagrams:

68


75/144

Reinforcement:

69


76/144

70


77/144

4.1.8 Design of space frame

Introduction:

One of the functions that we want to provide in Hmoud village is a multi-purpose hall; including services to the residents of the village.

For this reasons we selected a building with approximate dimensions of (20 15)

m which contains a lot of arch-beams that form an obstacle to the purpose of the

hall so we decided to remove them and also remove the old roof to get a large

hall.

Figure (4.4)

71


78/144

Here, we prefer to use a double layer grid (space frame) for the new hall, because

it is lighter than concrete.

Double-layer grids:

Double-layer grids, or flat surface space frames, consist of two planar

networks of members forming the top and bottom-layers parallel to each other

and interconnected by vertical and inclined web members.

Double-layer grids are characterized by hinged joints with no moment or

torsional resistance; therefore,all members can only resist tension or

compression. Even in the case of connection by comparatively rigid joints, the

influence of bending or torsional moment is insignificant.

Double-layer grids are usually composed of basic elements such as:

1. Planar latticed truss.

2. A pyramid with a square base that is essentially a part of an octahedron.

3. A pyramid with a triangular base (tetrahedron).

Figure (4.5)

Graduation Project

Documents

Transcript of Graduation Project