The Thermal Response of Concrete Frame Buildings in Arabic ...

International Journal of Recent Technology and Engineering (IJRTE)

ISSN: 2277-3878, Volume-8, Issue-3, September 2019

7329

Published By:

Blue Eyes Intelligence Engineering

& Sciences Publication

Retrieval Number C6084098319/2019©BEIESP

DOI: 10.35940/ijrte.C6084.098319

Abstract: The Arabic area is known for its high temperatures

especially during the summer period. It affects the structural

displacements and stresses in concrete elements. The main

objectives of this paper are to study the effects of thermal loads on

the response of super-long reinforced concrete frame buildings in

the Arabic area and regions with similar temperature variation

patterns, accounting for various design aspects considering both

methodologies of time dependent properties of concrete as per

CEB FIP 90 code and non-time dependent properties as per ACI

224.3R. To achieve these objectives a total of 272 one story

reinforced concrete frame buildings are numerically modelled

and analyzed using the finite element procedures of ETABS. The

models are divided into two different groups. The first group is

with columns fixed supports, the second group is with columns

hinged supports. Each group is analyzed twice: once with time

dependent concrete properties, and another with non-time

dependent concrete properties. The study findings are utilized to

develop a clear understanding about mentioned variables effects

at thermal deformations and columns reactions to aid structural

engineers in the thermal design of super-long buildings with

similar conditions of this study within time. The horizontal

deformations values increase proportionally with the increase of

slab length and column height. The horizontal reactions increase

proportionally with the increase of slab length and slab thickness

values. Fixed columns horizontal reactions are more than

horizontal reactions related to hinged columns conditions while

column height is inversely proportional with the lateral reaction’s

values. Time dependent properties deformations and reactions

ratios are around 160% the non-time dependent properties result

for all cases. Ignoring this difference imposes defects, additional

cracks and damages at the structures and related serviceability

conditions for 70 years period.

Keywords: deformation, non-time dependent properties,

reaction, time dependent properties

I. INTRODUCTION

In this paper, an investigation of thermal loads fluctuation

impact at concrete frame buildings will be conducted to

recognize concrete shrinkage and daily fluctuation

temperature loads effect at concrete slab considering both

methodologies of time dependent properties of concrete as

Revised Manuscript Received on September 25, 2019.

* Correspondence Author

Ikhlass Sydnaoui : Designer structural engineer*, Faculty of Civil

Engineering, University Teknologi Malaysia, Johor Bahru, Malaysia. Email

: [email protected]

Dr. Roslli Bin Noor Mohamed, Faculty of Civil Engineering,

University Teknologi Malaysia, Johor Bahru, Malaysia. Email:

[email protected]

Dr. Mariyana Aida Binti Ab. Kadir , Faculty of Civil Engineering,

University Teknologi Malaysia, Johor Bahru, Malaysia. Email:

[email protected]

per CEB FIP 90 code and non-time dependent properties as

per ACI 224.3R. It is important to gain a deep understanding

of the imposed deformations and stresses at the structural

elements within time to avoid risk of over stressed elements

which lead to defects in buildings serviceability [1]. The

horizontal deformations and forces for the studied one storey

frame buildings with accounting for time dependent

properties of concrete including creep and shrinkage will be

presented. A comparison between the results obtained with

accounting for time dependent properties of concrete and that

from the concrete frame. Buildings with non-time dependent

properties will be carried out to enable comparing both

methods results.

II. METHODOLOGY

A. Used methods

Two groups of three- dimensional finite elements Etabs

models are generated. Both groups models have same

geometrical properties with similar elements sizes. First

group of ETABS models will be analyzed with time

dependent concrete properties for 70 years period

considering CEB-FIP 90 code method which is considered in

ETABS program while the second group of models will be

analyzed with non-time dependent concrete properties with

concrete strength 40(N/mm²) hence this value is almost used

for concrete buildings in Arabic area considering ACI 224.3R

method. For each group two different support condition will

be considered, the fixed and the hinged columns supports.

Other variables will be considered in ETABS models such as

two values for column height: 3 (m) and 6 (m). Slab length

will be increased from 60(m) to 400(m) with 20(m)

increments and two different slabs thicknesses: 0.3 (m) and

0.4 (m) as safe flat slab for punching and deflection. The

thermal expansion coefficient of concrete value of

(0.0000099/Cº) can be used for unknown conditions of

aggregate type and saturation degree of concrete [2] and [3].

The concrete building under conditions of cooling and

shrinkage has high probability of cracking [4]. Consequently,

the building constructed in summer will be subjected to high

possibility of tension cracking than others constructed in

winter season [5], so we can apply temperature reduction in

all Etabs models.

The Thermal Response of Concrete Frame

Buildings in Arabic Area Considering Time

Dependent Properties of Concrete

Ikhlass Sydnaoui, Roslli Bin Noor Mohamed, Mariyana Aida Binti Ab.Kadir

The Thermal Response of Concrete Frame Buildings in Arabic Area Considering Time Dependent

Properties of Concrete

7330

Published By:




DOI: 10.35940/ijrte.C6084.098319

B. Defining thermal loads values for non-time dependent

properties models

Two different methods are presented in ACI 224.3R. First

method is related to Martin and Acosta whereas. ΔT is the

summation of the daily temperature changes and shrinkage,

(1)

whereas Ts is -17(Cº)=-30(Fº) for drying shrinkage

consideration. The design temperature with maximum daily

variation is 37-12=25(Cº) as shown in Fig. (1). while Ts is

17(C֩) , The total variation will be

=16.67+17=34C°.

Fig. 1 : The daily lowest and highest temperature during

2013(A.D.I.A, 2015) [6]and [7]

The 2nd method is related to National Academy of Sciences

ΔT is the largest from:

ΔT=Tw-Tm, or ΔT=Tm-Tc (2)

Where Tm is the temperature normally noticed within

construction period. Tw is the high temperature which is just

exceeded for a ratio of one percent within the summer’s or the

low temperature exceeded ninety nine percent within the

winter season [1]. Historical weather for 2013 shows the

maximum difference between January and August [5]. We

will presume the construction took place in the highest

temperature which took place in August 48Cº, the lowest

temperature is in January with Temperature 9Cº. In this case

the difference is 48-9=39C°.

Fig. 2 The daily lowest and highest temperature during

2013 [6] and [7].

We need to consider the higher temperature value between

these two methods in Etabs file which is about -40 C°.

C. Defining thermal loads and concrete properties for

time dependent properties models

In non–time dependent properties Etabs models, the

maximum temperature variation was applied (-40 C°),

considering shrinkage as (-17 C°), the net temperature

fluctuation is 40-17=23 C°, this temperature fluctuation

-23C°is considered in time dependent properties Etabs files in

addition to creep and shrinkage loads to compare time

dependent properties with non-time dependent properties

results. Etabs can define concrete creep, shrinkage and daily

fluctuation temperature loads effect at concrete slab

considering time dependent properties of concrete as clarified

in Fig. 3 below

a)

b)

c)

Fig. 3 Materials time dependent properties used in Etabs: a)

Time-dependent concrete strength, b) Time –dependent

concrete creep coefficient and c) Time –dependent shrinkage

strain [2].

The considered time is 70 years, same period is recommended

in CEB FIP, 1990, number of days is 70x360=25200 days.

Time dependent type is CEB-FIP Model code-90. Relative

humidity is 60% as mean average value in Arabic area, the

national size is 300 mm and 400 mm same values of the slab

thickness (ACI Committee 209R, 1997).



7331

Published By:




DOI: 10.35940/ijrte.C6084.098319

III. RESULT AND DISCUSSION

A. Analysis of displacements considering non-time

dependent properties of concrete

Fig. 4 shows the 3D view and the top view of a typical ETABS

model.

a)

b)

Fig. 4 Typical model: a) 3D view and b) Top view slab.

An analytical study was conducted to investigate the impact of

temperature loads fluctuations on three dimensional- one

story frame system buildings in Arabic area with different

design aspects. These study results are shown in Fig.s (5) and

(6). It is obvious that maximum horizontal deformations UY

values which are parallel to slab length are recognized at slab

edges-axis (a) and (k). The thermal deformations increase

proportionally with the increase of slab length and column

height. The results also indicate that using thicker slabs will

reduce the horizontal deformations for hinged columns

conditions while deformations values seem almost identical

for fixed columns conditions with different slabs thicknesses.

In general, all single storey finite element analysis models

have horizontal deformations smaller than

∆˳=α.Δt.(1/2L) (3)

which is the half deflection of external joints developed in an

unrestrained frame as expressed in ACI Committee 224.3R .

The maximum horizontal deformations UY correspond to

hinged columns supports with 6m storey height. Hinged

columns support models’ deformations are more than

horizontal deformations related to models with fixed column

supports for both columns heights. Consequently, fixity

conditions have positive impact on deformations reduction

and serviceability conditions for these buildings.

Fig. 5 Horizontal deformations at peripheral columns

slab thickness 40cm.


slab thickness 30cm

.

Table 1 displays the ratios of the fixed columns deformations

versus hinged columns deformations. Fixed columns

conditions have horizontal deformations values close to that

of hinged columns deformations with ratios of more than 80%

for all 6 m column height models. This ratio will be 90% for

all slabs with length lesser than 240m. However, models with

fixed column conditions and height of 3 m have horizontal

deformations values close to that of hinged columns

deformations with ratios more than 75% for all slab lengths

lesser than 150m for both slab thicknesses. This ratio

decreases with the increase of the slab length for both slab

thicknesses with a reduction reaching 45% for slab length of

400 m. These ratios are slightly larger for the 40cm slab

thickness. These ratios help the engineer to predict the

deformations in similar buildings conditions.



7332

Published By:




DOI: 10.35940/ijrte.C6084.098319

Table I Ratiosof fixed deformations /hinged deformations

B. Analysis of displacements considering time

-dependent properties of concrete

Fig.s (7) and (8) show that the horizontal deformations UY

values increase proportionally with slab length increment and

column height. Using thicker slabs will reduce the horizontal

deformations for hinged columns conditions while its impact

was not recognized clearly for fixed columns conditions.

Most horizontal deformations related to Etabs models have

horizontal deformations (UY) larger than ∆˳=α.Δt.(1/2L)

values which is the deflection of external joints developed in

unrestrained frame. The maximum horizontal deformations

UY are related to hinge columns supports with 6m storey

height. Hinged columns support model’s deformations are

more than horizontal deformations related to models with

fixed columns supports with 6m and 3m columns heights. So,

fixity conditions have positive impact at deformations

reduction and serviceability conditions for these buildings.





C. Analysis of reactions considering non-time dependent

properties of concrete

A detailed analysis is conducted to investigate the impact of

temperature loads fluctuations in Arabic area on peripheral

columns reactions forces, the middle column at external slab

edges at axis k and a. The results are presented in Fig.s (9) and

(10). It is clear from both Fig.s results that horizontal

reactions proportionally increase with the slab length

increase. Fixed columns horizontal reaction FY (parallel to

slab length) is more than horizontal reaction related to hinged

columns conditions which means fixed columns models

require bigger footings size than hinged ones under thermal

loads while column height is inversely proportional to the

horizontal reaction values. It is clear that concrete frames

result with fixed supports conditions and three meters of

storey height imposes the largest and critical values of

reactions. Horizontal reactions related to these Etabs models

are 3 to 5 times larger than reactions related to similar

conditions with 6m columns height. Fixed columns reactions

at supports for models 50 m slab length and 3m storey height

are 15 time larger than hinged columns models with same

properties. Horizontal reactions for the thicker slab (40cm)

are almost twice of horizontal reactions related to slab

thickness 30cm with hinged columns supports. This ratio of

slab thickness 40cm horizontal reaction to slab thickness

30cm is reduced to 1.3 for fixed columns conditions,

consequently slab thickness factor seem with high importance

at reactions results while its impact was minor at lateral

thermal deformations values.

Fig. 9 Horizontal reactions at peripheral columns -slab

thickness 40 cm

Fig. 10 Horizontal reactions at peripheral columns -slab

thickness 30cm.

Ratios of fixed deformations to hinged deformations

Slab thickness 30cm Slab thickness 40cm

Slab

Length Storey 6m Storey 3m Storey 6m Storey 3m

50 99% 94% 99% 96%

60 99% 93% 98% 94%

80 98% 89% 98% 91%

100 98% 86% 98% 88%

120 97% 82% 97% 84%

140 96% 77% 96% 81%

160 94% 73% 95% 76%

180 93% 69% 94% 73%

200 92% 66% 93% 70%

220 90% 62% 91% 67%

240 89% 59% 90% 64%

260 88% 57% 89% 62%

280 86% 54% 87% 59%

300 84% 52% 86% 57%

340 81% 48% 83% 54%

380 78% 45% 80% 51%

400 77% 44% 79% 50%



7333

Published By:




DOI: 10.35940/ijrte.C6084.098319

D. Analysis of reactions considering time -dependent

properties of concrete

Fig.s (11) and (12) display the horizontal reactions at critical

peripheral column with biggest value of reaction, the middle

column at external slab edges at axis k and a It shows that the

horizontal reactions increase proportionally with the increase

of slab length and slab thickness values. Fixed columns

horizontal reactions FY (parallel to slab length) are more than

horizontal reactions related to hinged columns conditions

which means fixed columns models require bigger footings

size than hinged ones. Column height is inversely

proportional with the lateral reaction’s values. It is clear that

concrete frames result with fixed supports conditions and

three meters of storey height imposes the largest and critical

values of reactions. Horizontal reaction related to these Etabs

models are 4 to 25 times larger than reactions related similar

conditions finite element models but with 6m columns height.

Fixed columns reactions at supports for models 50 m slab

length and 3m storey height are 40 time larger than hinged

columns models. Finite element models showed that this ratio

will be reduced for the longer slabs models. It reduced from

40 to 4 for models with 400m slab length. It is clear from all

previous Fig.s that: the increment in horizontal reactions

under thermal loads due to column support condition is

associated with reduction in horizontal slabs deformations.

The support condition has major impact at thermal reactions

which affects the structural elements integrity, sizes and the

total cost of the project due to increasing the structural

elements sizes for the building adequacy versus imposed

thermal stresses

Fig. 11 Horizontal reactions at peripheral columns, slab

thickness 40cm.


thickness 30cm.

E. Comparison of results between time-dependent and

non-time dependent models:

Firstly, there will be a comparison between time dependent

properties (T.D.P) and non-time dependent properties

(N.T.D.P.) models results regarding the imposed

deformations at the structural system. Fig.s (13) and (14)

present the horizontal deformations for all models with time

dependent properties and non-time dependent properties

considering all previous variables These Fig.s show that

time-dependent horizontal deformations are more than

deformations related to non-time dependent properties for all

models

Fig. 13 Horizontal deformations at peripheral columns,

slab thickness 30cm



Table II presents horizontal deformations ratios for time

dependent properties to non-time dependent properties which

are around 160%. Time dependent properties analysis

deformations are more critical than non-time dependent

properties deformations. Ignoring this difference imposes

defects and damages in structures serviceability conditions

and deformations for 70 years period. This ratio can be used

as a tool for the structural engineers to predict deformations

considering using one of both methods for analysis and

predicting the 2nd

method deformations.



7334

Published By:




DOI: 10.35940/ijrte.C6084.098319

Slab

Length Slab thickness 30 cm

Slab thickness 40cm

(m) hinged fixed hinged fixed

Column

3m

Column

6m

Column

3m

Column

6m

Column

3m

Column

6m

Column

3m

Column

6m

50 55% -45% 157% 135% 115% 78% 156% 142%

60 75% -7% 159% 140% 124% 93% 158% 146%

80 100% 39% 162% 148% 136% 113% 160% 151%

100 142% 91% 167% 158% 169% 151% 168% 164%

120 128% 93% 163% 154% 149% 138% 162% 157%

140 134% 124% 164% 157% 152% 142% 163% 159%

160 138% 113% 164% 186% 154% 145% 163% 176%

180 142% 119% 165% 159% 155% 148% 163% 160%

200 145% 125% 165% 181% 156% 150% 163% 173%

220 147% 266% 165% 161% 157% 152% 163% 162%

240 148% 132% 165% 161% 158% 153% 164% 162%

260 150% 135% 165% 162% 158% 154% 164% 162%

280 151% 138% 165% 162% 159% 155% 164% 163%

300 152% 140% 165% 163% 159% 156% 164% 163%

340 154% 143% 165% 163% 160% 157% 164% 163%

380 155% 146% 165% 164% 160% 158% 164% 163%

400 155% 221% 165% 164% 161% 187% 164% 164%

Table III Ratios of horizontal deformations for time

dependent properties to non-time dependent properties

Models

F. Comparison of reactions between T.D.P and N.T.D.P.

Fig. 15 and 16 present the horizontal reaction forces for all

models with time dependent properties and non-time

dependent properties, considering two different supports

conditions hinged and fixed columns conditions. Slab

thickness 30cm and 40 cm and columns heights of 3m and 6m.

These Fig.s show that time-dependent reactions forces are

more than reactions related to non-time dependent properties

for all modelled cases. This affects the structural elements

sizes and the total cost of construction.


thickness 40cm.


thickness 30cm.

Table IV displays the ratios of horizontal reaction forces of

time dependent properties to non-time dependent properties.

Ignoring this difference imposes defects and damages to the

structures elements in its serviceability conditions and

footings for 70 years period. This ratio can be used as a tool

for the structural engineers to predict deformations

considering using one of both methods for analysis and

predicting the 2nd

method deformations.

Table V Ratios of horizontal reactions for time-dependent

properties to non-time dependent properties models

IV. CONCLUSION

Temperature loads imposes different horizontal deformations

(parallel to slab length) at peripheral columns in 1st floor

level. Conversion is clear in deformations values, but it is not

identical, this difference in peripheral columns horizontal

deformations values at first floor level are more recognized in

fixed columns conditions than hinged columns, The

horizontal deformations values increase proportionally with

the increase of slab length and column height. Slabs thickness

increment reduces the horizontal deformations for hinged

columns conditions while its impact was not recognized

clearly for fixed columns conditions. For non-time dependent

properties study as per ACI 224.3R, the horizontal

deformations of peripheral columns developed in

unrestrained frame ∆˳=α.Δt.(1/2L) was not exceeded. It can

be proposed as the upper bound can be achieved for models

with hinged conditions, this limit was exceeded in

time-dependent properties study recognized in CEB-FIP 90

code. Time dependent properties deformations ratios are

around 160% the non-time dependent properties study results

for all cases. This require increment in structural elements

sizes or rebars for time dependent properties models

compared to similar non-time dependent concrete properties

cases.to withstand the imposed deformations and reactions for

70 years Ignoring this difference imposes defects and

damages at structures with life span of 70 years.

ACKNOWLEDGEMENT

The authors gratefully acknowledge the support of this

research by UTM, Faculty

Of Civil Engineering UTM.

Slab

Length(m) Slab thickness 30cm Slab thickness 40cm

hinged fixed hinged fixed

Column 3m

Column 6m

Column 3m

Column 6m

Column 3m

Column 6m

Column 3m

Column 6m

50 164% 163% 166% 164% 161% 160% 161% 160%

60 164% 163% 165% 164% 160% 159% 160% 161%

80 164% 163% 165% 164% 160% 159% 161% 160%

100 164% 163% 164% 163% 155% 159% 161% 159%

120 164% 163% 164% 163% 160% 159% 161% 159%

140 164% 154% 164% 163% 160% 159% 160% 160%

160 164% 163% 164% 154% 160% 159% 161% 150%

180 164% 163% 164% 163% 160% 159% 160% 159%

200 164% 163% 164% 154% 160% 159% 160% 150%

220 164% 154% 164% 163% 160% 159% 160% 159%

240 163% 163% 164% 163% 160% 159% 160% 160%

260 163% 163% 164% 163% 160% 159% 160% 160%

280 163% 163% 164% 163% 160% 159% 160% 159%

300 163% 163% 164% 163% 160% 159% 160% 159%

340 163% 163% 164% 163% 159% 159% 160% 160%

380 163% 163% 164% 163% 160% 159% 160% 159%

400 163% 154% 164% 163% 159% 158% 160% 162%



7335

Published By:




DOI: 10.35940/ijrte.C6084.098319

oto

hoto

REFERENCES

1. ACI Committee 224.3R, “Joints in concrete construction,” pp. 1-43,

2001.

2. ACI Committee 209R, “Prediction of creep, shrinkage, and

temperature effects in concrete structures,’’. pp. 1-43, 1997.

3. Z. Bazant, “Prediction of concrete creep and shrinkage: past, present

and future,” Nuclear engineering and design., vol. pp. 203, 27-38,

1997.

4. W. Aboumoussa, and M. Iskandar,“Thermal movement in concrete:

case study of multi-storey underground car park. Materials in civil

engineering,” vol. 109, no. 07, pp. 63-70, 2012.

5. Jun. Lu, P.Zhang, and D. Zhi, “Temperature crack and stress

calculation of ultra-long concrete constructions,” Journal of

convergence information technology., vol7, pp. 220-227,2007.

6. Dailytemperature, “ https://weatherspark.com/history.

7. Worldmeteorlogicalrganization,http://www.worldweather

AUTHORS PROFILE

Ikhlass Sydnaoui : Preparing for PHD degree at

UTM university in structural –civil engineering,

final viva is at 2020

Master’s Degree in structural – building

Engineering, (Structure Section), Alhosn

University2015, GPA 3.97/4

Preparing for Master’s Degree in Civil Engineering, (Structure Section),

Damascus University

High diploma (2 years with 10 structural subjects and thesis) in structural

engineering design, Damascus University, 82% (2001)

Bachelor’s Degree in structural/ civil Engineering, (structure Section),

Damascus University, (1999)

20 years’ experience as structural designer engineer and then senior

structural reviewer and designer

5 years as lecturer in Damascus university for civil engineering college

A competent result-driven senior structural engineering professional with

20 years of experience, including 15 years international experience in the

UAE in the Middle East, mainly in areas of managing, reviewing &

structural designing engineering for many projects constructed as per

recognized American codes, British standards and local authority’s

requirements.

A good team player, with ability to lead the team to deliver results and

successfully meet strict deadlines.

Possess quick decision-making abilities and leadership qualities, with

ability to work efficiently in demanding work environments to meet

deadlines.

Dr. Roslli Bin Noor Mohamed |

Right alert (DS52)

Second Vice-Chair of the School Chair

Faculty of Engineering

School of Civil Engineering

Department of Structure & Materials Faculty of Civil Engineering

University of Technology Malaysia Skudai

[email protected] [email protected]

Academic coordinator at post graduate (course work) with continuous

following up with post graduate students

Senior Lecturer, Universiti Teknologi Malaysia

With different conferences and publications such as:

The performance of pretensioned prestressed concrete beams

made with lightweight concrete

W Omar, RN Mohamed

Malaysian Journal of Civil Engineering 14 (1)

Shear strength of short recess precast dapped end beams made

of steel fibre self-compacting concrete

RN Mohamed, KS Elliott

33rd Conference on Our World in Concrete & Structures,

Singapore Concrete …

The effects of inclined shear reinforcement in reinforced

concrete beam

NF Zamri, RN Mohamed, NHA Khalid, KY Chiat


Bond stress in grouted spiral connectors

ABA Rahman, M Mahdinezhad, IS Ibrahim, RN Mohamed

Jurnal Teknologi 77 (16)

Shear capacity of composite slab reinforced with steel fibre

concrete topping

IS Ibrahim, MBC Bakar, NN Sarbini, RN Mohamed


Properties of Lightweight Concrete Using Palm Oil Clinker in

Prestressed Concrete Beam

W Omar, RN Mohamed

Universiti Teknologi Malaysia

Dr. Mariyana Aida Ab Kadir is a Senior Lecturer at the

Structure and Materials Department, Faculty of Civil

Engineering, Universiti Teknologi Malaysia (UTM). She is the Research Fellow at the Institute of Noise and

Vibration (INV) and Engineering Seismology and

Earthquake Engineering Research (eSEER). After completing her secondary

education at Mara Junior Science Collage, she pursue her B.Eng in Civil

Engineering at UTM with First Class Honours and Chancellor’s Award in

2005. She was awarded with Erasmus Mundus Scholarship for M.Sc in

Earthquake Engineering and Seismology Engineering at two universities;

University of Pavia, Italy and Université Joseph Fourier, Grenoble France

before completing a PhD at University of Edinburgh, Scotland United

Kingdom in Structural Seismic and Fire Engineering.Dr. Mariyana research

interest focuses on the vulnerability of structures expose to risk of

hazards for earthquake and fire, soil-structure interaction, input ground

motion for structural design, new structural system for earthquake and fire,

and durability of concrete materials. She particularly focuses on the

earthquake and fire performance of concrete structure.

https://weatherspark.com/history

mailto:[email protected]

https://scholar.google.com/citations?view_op=view_org&hl=en&org=14000212712167289655

javascript:void(0)

javascript:void(0)

javascript:void(0)

javascript:void(0)

javascript:void(0)

javascript:void(0)

javascript:void(0)

javascript:void(0)

javascript:void(0)

javascript:void(0)

javascript:void(0)

The Thermal Response of Concrete Frame Buildings in Arabic ...

Documents

Transcript of The Thermal Response of Concrete Frame Buildings in Arabic ...