Kagithane Namik Kemal i.o.

8/13/2019 Kagithane Namik Kemal i.o.

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____________________________________________________________T C GOVERNORSHIP OF STANBUL

SPECIAL PROVINCIAL ADMINISTRATION

STANBUL PROJECT COORDINATION UNIT

ST NBUL

SEISMIC RISK MITIG TION and EMERGEN CY PREP REDNESS PROJECTCB 1.3-A

NMKNAMIK KEMAL PRIMARY SCHOOL

SEISMIC ASSESSMENT REPORT OF EXISTING BUILDING

1. INTRODUCTION

Within the context of the contract signed between Istanbul Project Coordination Unit acting for T.C.Governorship of Istanbul - Istanbul Special Provincial Administration and the joint venture of PROMERMavirlik Mhendislik Turizm naat San.Tic. Ltd. ti. and YKSEL PROJE Uluslararas A.., designwork and field studies associated with the seismic performance assessment and strengthening of Nam k


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____________________________________________________________(iv) To determine the soil characteristics of the building site, two 15m-in-depth bore holes have

been driven and from the test results of disturbed soil samples taken, the Soil InvestigationReport has been prepared.

(v) Current state of the building has been determined by taking enough number of photographs.(vi) The repair requests that had been made by the building manager have been officially recorded.(vii) The weaknesses of the load carrying system have been identified by modeling the existing

structural system three dimensionally and analyzing the system under the earthquake loadscalculated according to 2007 Seismic Code (ABYYHY) using the software PROB NA ORION.

(viii) The behavior of the building under seismic effects has been interpreted by evaluating theanalysis results in combination with the observations made on the building.

(ix) The principles of rehabilitation/retrofitting system to be implemented have been determined.

Within the context of this report, following items are presented in the specified chapters:(i) Investigations on the existing structure, analysis results and reporting, in Chapter 1,

(ii) Architectural-Structural-Electrical-Installation General assessment and Evaluation Forms, inChapter 2,

(iii) Soil investigation report, in Chapter 3,(iv) Analysis result tables of the existing building, in Chapter 4,(v) Supplementary information and tables related to the analysis of the existing building, in Chapter5,(vi) Sample results report, in Chapter 6,


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____________________________________________________________The structure is comprised of 4 and 18 axes in horizontal and vertical directions, respectively. The

buildings have plan dimensions of 42.20x14.70 m. Typical floor area is 625 m2

, whereas total building area is 2500 m 2. On the ground floor, there are teachers rooms, classrooms, computer

laboratory, manager assistant rooms, kitchen and restroom whereas on the normal floors, there are

classrooms, manager room, library and restrooms.

The principal observations made during this study and the results obtained have been presented in

the reports. The following forms presented in Chapter 2 were filled by the field and condition

assessment team in order to determine the present condition of the structure;

a) Building Identification Form, b) Damage Assessment Form, c) Installation Evaluation Form, d) Electricity Evaluation Form

.

3. EVALUATION OF THE GEOLOGICAL GEOTECHNICAL REPORT

Results and recommendations prepared according to the soil investigation report of the building aresummarized below:


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____________________________________________________________epoxy and necessary plastering reparation has been done. The Schmidt hammer application has beenmade with Proceq brand N type hammer having impact energy of 0.225 kg. m. While making Schmidthammer application at six different locations, the test surfaces were cleared with carborundum stoneand if possible, the tests have been performed at locations where the core samples were taken. Inorder to reduce the statistical uncertainties and to be on the safe side, minimum 10 tests have beenperformed at application locations. For the calculation of frame element capacities, values determinedfrom the core sample results were evaluated within the context of Method of Determination of ConcreteStrength prepared by Assoc. Prof. Dr. zgr YAMAN. Sample Results Report related with the test ofthe core samples taken is presented in Chapter 5. The results obtained are summarized below.

The results of the Schmidt hammer applications have been only used to determine whether theconcrete quality was homogenous throughout the building. It was not used in the determination of theconcrete strength.

The values of the concrete strength used in the analyses are given below:

F-cm F-ctm Modulus of Elasticity(MPa) (MPa) (MPa)

School Building 14.20 1.32 26247

4.2. Reinforcement determination studies: The required number of studies as determined by the seismiccode for medium knowledge level has been made to determine the reinforcement diameter andarrangement. The studies have been conducted in two stages. Firstly, clear cover peeling application


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____________________________________________________________degradation in the existing reinforcement and workmanship quality, the reinforcement arrangement invertical members have been determined. In case of presence of non-standard reinforcement diameterand configuration in the structural elements, minimum reinforcement requirements have beenconsidered.

According to the assessments, the reinforcement quality of the existing building blocks is St I plainreinforcing bars having a tensile strength of fym=220 MPa. It has been observed in all horizontal andvertical structural members of the blocks that there was not confinement. Similarly, the shearreinforcement spacing has been observed to be around 20 cm.

4.3. Construction quality and Damage condition: The general construction quality of the building hasbeen determined to be low during the site survey. From the tests conducted, the samples taken andvisual screening of the building, the quality of the structural system has been also determined as low.However, no visual structural damage has been observed.

4.4. Renovation requests needed in the building :

The survey team leaders have officially recorded the requests related to the building and its usagethrough interviews with the school managers and the authorities during the building survey studies.These requests have been partially met within the general budget of the project during the seismicretrofit studies. The experts have determined the solution strategies considering these requests assecondary objectives while analyzing the possible retrofit schemes.

The official repair request report belonging to the building is given in Chapter 8. Among the requests


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____________________________________________________________According to load combination TG11;

No Combination G Q QS1 QS2 DX+ DX- DY+ DY-

1 G+Q+DX+ 1.00 0.60 0.00 0.00 1.00 0.00 0.00 0.002 G+Q+DX- 1.00 0.60 0.00 0.00 0.00 1.00 0.00 0.003 G+Q+DY+ 1.00 0.60 0.00 0.00 0.00 0.00 1.00 0.004 G+Q+DY- 1.00 0.60 0.00 0.00 0.00 0.00 0.00 1.00

Fundamental Load Cases (Load Vectors):G : DEAD LOADS DX+ : X-DIRECTION EQ LOADING (E+)Q : LIVE LOADS DX- : X- DIRECTION EQ LOADING (E-)QS1 : CHECKER BOARD LIVE LOADS 1 DY+ : Y- DIRECTION EQ LOADING (E+)QS2 : CHECKER BOARD LIVE LOADS 2 DY- : Y- DIRECTION EQ LOADING (E-)

The abbreviations E+ and E- in the horizontal load vectors in the table above indicate that there is eccentricity in

the positive and negative directions, respectively. Nonetheless, additional eccentricity and first three combinations have

not been taken into account in Seismic Capacity analyses.


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____________________________________________________________

Periyot (s)

S p e k

t r a

l i v m e

( g )

PGA

Sa02

Sa1

T=1 s

Sa02*T B /T

TBTA

Site specific spectrum

PGA, Sa02 and Sa1 values are the spectral acceleration values calculated from the seismic hazardassessment analyses. TB value is equal to the ratio of Sa1/Sa02. The logic behind taking the value of TA as 0in order to be on the safe side has been cited in the mentioned report. For each site, site specific spectracorresponding to different recurrence periods have been derived using probabilistic seismic hazardassessment values. The maximum of spectral acceleration values at the fundamental period of the building


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____________________________________________________________FLOOR PLAN

6.2. ANALYSES OF THE EXISTING BUILDINGThe structural system has been defined with its pre-earthquake properties and it has been analyzedunder the earthquake effects defined by the site specific acceleration spectrum given by 2007 SeismicCode for an earthquake region 2 and site class Z2, and taking structural behavior factor R as 1 asrecommended in Chapter 7 of the code. The building importance factor has been taken as 1.0 for theanalyses. In order to display the important properties of the building, tables compiled from the analysisresults are given in Chapter 3.


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____________________________________________________________

There is no A1 Torsional Irregularity in the building under the earthquake loading in Y direction.(Table 3).

There is no Interstorey Strength Irregularity (B1) in the building. (Table 4)

There is Interstorey Stiffness Irregularity (B2) in the building under the earthquake loadings in Xdirection. (Table 5)

There is no Interstorey Stiffness Irregularity (B2) in the building under the earthquake loadings inY direction. (Table 5)

When the behavior of the main building is examined, the dominant motion directions are X in thefirst mode, Y in the second mode and Rotation in the third mode. (Table 6)

The demand capacity ratios for columns and beams have been calculated individually for twodistinct performance levels and they are given in Table 6 of Appendix B. As can be inferred fromthese tables, the columns and the beams of the building do not satisfy the requirements of theimmediate occupancy (an earthquake having a 10% probability of exceedance in 50 years) and

life safety (an earthquake having a 2% probability of exceedance in 50 years) performance levels(Table 8a and Table 8b).

7. EVALUATION OF RESULTS


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____________________________________________________________ As a conclusion, Cevatpa a Primary School Building;

a) Because of the inadequate concrete strength, the predicted structural behavior stated in specifications cannot be satisfied safely by system.b) Beside the technical expectation, the ratio of the cost of the retrofitting shear walls to the reconstructioncost exceeds %46, retrofitting of stated building is not ECONOMIC.c) Since architectural renovation cost is needed in addition to retrofitting cost, it is decided to DEMOLISH theexisting building.


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____________________________________________________________3. TS 498: Yap Elemanlar n n Boyutland r lmas nda Al nacak Yklerin Hesap De erleri, Trk Standardlar

Enstits, 1997, Ankara.

4. ISMEP CB1.3A Paketinde Yer Alan Binalar Iin Sismik Tehlike Analizi, Do.Dr.Bar Binici,Prof.Dr.Semih Ycemen ubat-2007.

5. ISMEP CB1.3A Paketinde Yer Alan Binalar n Mevcut Beton Dayanimi Belirlenmesi Yntem RaporuDo. Dr. zgr YAMAN

6. Rehabilitation of Moderately Damaged R/C Buildings after the 1 October 1995 Dinar Earthquake, ReportNo. METU/EERC 99-01, April 1999, Ankara

7. Rapid Visual Screening of Buildings for Potential Seismic Hazards: A Handbook, Second Edition, FEMA154, March 2002.


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____________________________________________________________

APPENDIX 1

RETROFITTING SHE R W LL COST N LYSIS


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PROMER-YKSEL PROJE ORTAKLI I

S ra No Poz No. in Cinsi Birim Miktar 1 14,002 El ile sert toprak kaz s m3 141.206 8.94 YTL 1,262.38 YTL

2 15.140/2-D Temel taban na el ile kum-ak l serilmesi m3 112.717 14.44 YTL 1,627.64 YTL

3 16,001 150 dozlu demirsiz beton m3 9.166 82.10 YTL 752.53 YTL4 16,004 300 dozlu demirsiz beton m3 14.864 100.31 YTL 1,490.99 YTL

5 16.058/1A BS20 Haz r Beton (Takviye Projeleri in) m3 293.914 103.72 YTL 30,484.75 YTL6 18,071 (19x19x8.5)Tu la ile duvar yap lmas (yatay delikli) m3 28.312 93.84 YTL 2,656.80 YTL

7 18.071/2 (19x19x13.5)Tula ile duvar yap lmas (yatay delikl m3 176.950 68.08 YTL 12,046.76 YTL

8 18.183/1 Makine ile imento harl kargir ve horosan in . y k m3 205.262 14.90 YTL 3,058.40 YTL

9 18.185/1 Makine ile demirli demirsiz beton in. y k l. m3 26.543 29.79 YTL 790.70 YTL

STANBUL'DAK NCELKL KAMU BNALARININ GLENDRLMES MAVRLK HZMETLER (CB1.3/A)

33KAITHANE

Nam k Kemal lkretim Okulu

GLENDRME VE GLENDRMEDEN DO ANN AAT ONARIM

Birim Fiyat Toplam Fiyat

(2007 B.B. FYATLARINA GRE)

T.C.STANBUL L ZELDARES

STANBUL SSMK RSKN AZALTILMASI VE ACL DURUM HAZIRLIK PROJES (SMEP)

STANBUL PROJE KOORDNASYON BRM


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PROMER-YKSEL PROJE ORTAKLI I

S ra No Poz No. in Cinsi Birim Miktar 1 22,001 kap lara ait beyaz amdan masif kasa ve pervaz yap lmas m2 134.482 55.18 YTL 7420.72 YTL

2 22.009/3 ki yz kontrplak presli i kap kanad yap lmas m2 106.170 66.84 YTL 7096.40 YTL

3 23,152 Kare dikdrtgen profillerle kap pencere yap lmas kg 403.446 4.86 YTL 1960.75 YTL

4 23.241/A Plastik dorama imalat yap lmas ve yerine konulmas kg 605.169 6.83 YTL 4133.30 YTL

5 25.004/1 Yeni ah ap kap , pen, cam. bl., mb. yzlerinin iki kat ya l b m2 346.822 10.96 YTL 3801.17 YTL

6 25.020/1 Yeni S val Yzeylere ki Kat Sentetik Boya Yap lmas m2 692.228 9.34 YTL 6465.41 YTL

7 25.048/1A Yeni s va yzeylerine 0,35 kg macun ekilerek iki kat plastik b m2 1615.200 6.75 YTL 10902.60 YTL

8 26,502 Beyaz imentolu suni mermer plaklarla d eme kaplamas yap m2 707.800 33.88 YTL 23980.26 YTL

9 26.701/A 3 cm'lik beyaz mermer levhalarla d denizlik yap lmas m2 17.695 56.96 YTL 1007.91 YTL

10 27,501 Dz s va yap lmas (300 dozlu) m2 884.750 10.39 YTL 9192.55 YTL

STANBUL'DAK NCELKL KAMU BNALARININ GLENDRLMES MAVRLK HZMETLER (CB1.3/A)

33KAITHANE

T.C.STANBUL L ZELDARES

STANBUL SSMK RSKN AZALTILMASI VE ACL DURUM HAZIRLIK PROJES (SMEP)

STANBUL PROJE KOORDNASYON BRM

Nam

k Kemal lkretim Okulu

GLENDRMEDEN DO AN MMAR ONARIMLAR

Birim Fiyat Toplam Fiyat

(2007 B.B. FYATLARINA GRE)


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I M M A L Y E T N E O R A N I G

R A F

e m a

l l k r e t i m

O k u

l u )

n i d e n

Y a p

m M

a l i y e

t i

a r k

5 7 2

, 9 8 1

. 1 5 4 %

Y e n

i d e n

Y a p

m M

a l i y e t

i F a r k

G

l e n

d i r m e

( n a a

t )

G

l e n

d i r m e

( M i m a r i

)


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T.C. STANBULL ZELDARES STANBUL PROJE KOORDNASYON BRM (IPKB) REPUBLIC OF TURKEY STANBUL SPECIAL PROVINCIAL ADMINISTRATION STANBUL PROJECT COORDINATION UNIT

(IPCU)

BNA KMLK FORMU / STRUCTURE IDENTITY FORM

NAMIK KEMALLKRETM OKULU

nceleme Tarihi / Survey Date : 06/02/2007

Proje Mdr / Project Manager : Yksel TONGU Yap Mhendisi / Structural Engineer : Altu BAYRAM Rleve Ekip efi / Survey Team Leader : Umut GNGR

Genel Bilgi / General Data

Ad Name : Nam k Kemal .O.

Nam k Kemal Primary School Deprem BlgesiSeismic Region : 2

BoylamLongitude : 41 3'53,21"N

EnlemLatitude : 2858'13,45"E

Kat Say s No of Floors : 4

Hizmet Y l Service Date : 1972

Kat Alan Kat Ykseklii


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BLM 4 CHAPTER 4

MEVCUT Y PI N L Z SONUL RI T BLOL RI

EXISTING BUILDING N LYSIS RESULTS T BLES


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__________________________________________________________

TABL0_1_A. STAT K E DE ER DEPREM YKLER HESABI HEMEN KULLANIM DURUMU

E S D E G E R S T A T I K Y U K L E R I

YUK HALI : 5 [ DX+ / Depr em X ( E+) ] YUKLEME TI PI = EQSTDEPREM YONETMELI GI = TDY2007BI NA YUKSEKLI GI ( H) = 13. 55 < 25. 00

ZEMI N KAT ALT KOT = 0. 00BODRUM KAT ADEDI = 0BI NA EN UST KAT NO = 4

TASI YI CI SI STEM DAVRANI S KATSAYI SI ( R) = 1. 00ETKI N YER I VMESI KATSAYI SI ( A0) = 0. 30

YAPI ONEM KATSAYI SI ( I ) = 1. 00HAREKETLI YUK AZALTMA KAT. ( n) = 0. 60DI S MERKEZLI K ( X, Y) = +1. 00 , +1. 00DEPREM YONU = 1DEPREM ACI SI = 0. 00

YON PERI YOD MAKS. PERI YOD I VME TOPLAM DEPREM YUKU MI N. DEPREM YUKUX 1. 2673 1. 2671 0. 2966 8400. 798943 849. 747694

Y 0. 8000 0. 7944 0. 0000 0. 000000 0. 000000

KAT DI YAF XG YG WX WY FX FY MZ1 D1- 1 29. 7370 44. 2043 7788. 9046 7788. 9046 939. 7352 0. 0000 0. 00002 D2- 1 29. 5785 44. 3000 7675. 9817 7675. 9817 1866. 0445 0. 0000 0. 00003 D3- 1 29. 7042 44. 2791 7617. 3767 7617. 3767 2784. 5548 0. 0000 0. 00004 D4- 1 29. 9801 43. 9616 5242. 6602 5242. 6602 2810. 4644 0. 0000 0. 0000

TOPLAM 28324. 9231 28324. 9231 8400. 7989 0. 0000 0. 0000

YUK HALI : 6 [ DX- / Depr em X ( E- ) ]


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Y 0. 8000 0. 7944 0. 4739 0. 134241E+05 849. 747694

KAT DI YAF XG YG WX WY FX FY MZ

1 D1- 1 29. 7370 44. 2043 7788. 9046 7788. 9046 0. 0000 1501. 6502 0. 00002 D2- 1 29. 5785 44. 3000 7675. 9817 7675. 9817 0. 0000 2981. 8466 0. 00003 D3- 1 29. 7042 44. 2791 7617. 3767 7617. 3767 0. 0000 4449. 5805 0. 00004 D4- 1 29. 9801 43. 9616 5242. 6602 5242. 6602 0. 0000 4490. 9826 0. 0000

TOPLAM 28324. 9231 28324. 9231 0. 0000 13424. 0599 0. 0000

YUK HALI : 8 [ DY- / Depr em Y ( E- ) ] YUKLEME TI PI = EQSTDEPREM YONETMELI GI = TDY2007BI NA YUKSEKLI GI ( H) = 13. 55 < 25. 00ZEMI N KAT ALT KOT = 0. 00BODRUM KAT ADEDI = 0BI NA EN UST KAT NO = 4

TASI YI CI SI STEM DAVRANI S KATSAYI SI ( R) = 1. 00ETKI N YER I VMESI KATSAYI SI ( A0) = 0. 30

YAPI ONEM KATSAYI SI ( I ) = 1. 00HAREKETLI YUK AZALTMA KAT. ( n) = 0. 60DI S MERKEZLI K ( X, Y) = - 1. 00 , - 1. 00DEPREM YONU = 2DEPREM ACI SI = 90. 00



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Y 0. 8000 0. 7944 0. 8162 0. 231182E+05 849. 747694

KAT DI YAF XG YG WX WY FX FY MZ1 D1- 1 29. 7370 44. 2043 7788. 9046 7788. 9046 0. 0000 2586. 0574 0. 00002 D2- 1 29. 5785 44. 3000 7675. 9817 7675. 9817 0. 0000 5135. 1682 0. 00003 D3- 1 29. 7042 44. 2791 7617. 3767 7617. 3767 0. 0000 7662. 8170 0. 00004 D4- 1 29. 9801 43. 9616 5242. 6602 5242. 6602 0. 0000 7734. 1174 0. 0000

TOPLAM 28324. 9231 28324. 9231 0. 0000 23118. 1600 0. 0000

YUK HALI : 8 [ DY- / Depr em Y ( E- ) ] YUKLEME TI PI = EQSTDEPREM YONETMELI GI = TDY2007BI NA YUKSEKLI GI ( H) = 13. 55 < 25. 00ZEMI N KAT ALT KOT = 0. 00BODRUM KAT ADEDI = 0BI NA EN UST KAT NO = 4

TASI YI CI SI STEM DAVRANI S KATSAYI SI ( R) = 1. 00

ETKI N YER I VMESI KATSAYI SI ( A0) = 0. 30 YAPI ONEM KATSAYI SI ( I ) = 1. 00HAREKETLI YUK AZALTMA KAT. ( n) = 0. 60DI S MERKEZLI K ( X, Y) = - 1. 00 , - 1. 00DEPREM YONU = 2DEPREM ACI SI = 90. 00


Y 0. 8000 0. 7944 0. 8162 0. 231182E+05 849. 747694

KAT DI YAF XG YG WX WY FX FY MZ


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TABLO_2_A. GREL KAT TELENMELER KONTROL-HEMEN KULLANIM DURUMU

DEPREM ETKI YONU: 1 (X-Ekseni ile 0.000 derece)-------------------

Yuk Hali: DX+

Etkin Etkindi-Max (Del-i)Max (Del-i) Del-i/hi

Kat (m) (m) (m) (m)----- ----------- ----------- ----------- -----------K.04 0.192099 0.032026 0.032026 0.009419 < 0.01K.03 0.160073 0.054114 0.054114 0.015916 > 0.01K.02 0.105959 0.059955 0.059955 0.017634 > 0.01K.01 0.046004 0.046004 0.046004 0.013732 > 0.01

Yuk Hali: DX-


Kat (m) (m) (m) (m)----- ----------- ----------- ----------- -----------K.04 0.192099 0.032026 0.032026 0.009419 < 0.01K.03 0.160073 0.054114 0.054114 0.015916 > 0.01K.02 0.105959 0.059955 0.059955 0.017634 > 0.01K.01 0.046004 0.046004 0.046004 0.013732 > 0.01

* Dikkat: Goreli Kat Otelemeleri Limit Degerleri Geciyor.------ Tasiyici Sistemin Rijitligi arttirilarak hesap tekrarlanmalidir


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TABLO_2_B. GREL KAT TELENMELER KONTROL-CAN GVENL DURUMU

DEPREM ETKI YONU: 1 (X-Ekseni ile 0.000 derece)-------------------

Yuk Hali: DX+


Kat (m) (m) (m) (m)----- ----------- ----------- ----------- -----------K.04 0.332382 0.055414 0.055414 0.016298 < 0.03K.03 0.276968 0.093632 0.093632 0.027539 < 0.03K.02 0.183336 0.103738 0.103738 0.030511 > 0.03K.01 0.079599 0.079599 0.079599 0.023761 < 0.03

Yuk Hali: DX-


Kat (m) (m) (m) (m)----- ----------- ----------- ----------- -----------K.04 0.332382 0.055414 0.055414 0.016298 < 0.03K.03 0.276968 0.093632 0.093632 0.027539 < 0.03K.02 0.183336 0.103738 0.103738 0.030511 > 0.03K.01 0.079599 0.079599 0.079599 0.023761 < 0.03

* Dikkat: Goreli Kat Otelemeleri Limit Degerleri Geciyor.------ Tasiyici Sistemin Rijitligi arttirilarak hesap tekrarlanmalidir.


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TABLO_3_A. A1 BURULMA DZENS ZL KONTROL-HEMEN KULLANIM DURUMU

DEPREM ETKI YONU: 1 ( X- Ekseni i l e 0. 000 derece)- - - - - - - - - - - - - - - - - - -

Yuk Hal i : DX+

Kat di - Mi n di - Max ( del - i ) Mi n ( del - i ) Max ( del - i ) Or t Et a- C Ek Di sMer k( m) ( m) ( m) ( m) ( m)

- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -K. 04 0. 189942 0. 192099 0. 031301 0. 032026 0. 031663 1. 011 < 1. 4 - - -K. 03 0. 158641 0. 160073 0. 053347 0. 054114 0. 053731 1. 007 < 1. 4 - - -K. 02 0. 105294 0. 105959 0. 059460 0. 059955 0. 059707 1. 004 < 1. 4 - - -K. 01 0. 045834 0. 046004 0. 045834 0. 046004 0. 045919 1. 002 < 1. 4 - - -

Yuk Hal i : DX-


- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -K. 04 0. 189942 0. 192099 0. 031301 0. 032026 0. 031663 1. 011 < 1. 4 - - -K. 03 0. 158641 0. 160073 0. 053347 0. 054114 0. 053731 1. 007 < 1. 4 - - -K. 02 0. 105294 0. 105959 0. 059460 0. 059955 0. 059707 1. 004 < 1. 4 - - -K. 01 0. 045834 0. 046004 0. 045834 0. 046004 0. 045919 1. 002 < 1. 4 - - -

Yapi da Bu Yonde ( A1) Duzensi zl i gi Mevcut Degi l di r .

DEPREM ETKI YONU: 2 ( X- Ekseni i l e 90. 000 der ece)- - - - - - - - - - - - - - - - - - -

Yuk Hal i : DY+


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TABLO_3_B. A1 BURULMA DZENS ZL KONTROL-CAN GVENL DURUMU


Yuk Hal i : DX+

Kat di - Mi n di - Max ( del - i ) Mi n ( del - i ) Max ( del - i ) Or t Et a- C Ek Di sMer k

( m) ( m) ( m) ( m) ( m)- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -K. 04 0. 328650 0. 332382 0. 054159 0. 055414 0. 054786 1. 011 < 1. 4 - - -K. 03 0. 274491 0. 276968 0. 092305 0. 093632 0. 092969 1. 007 < 1. 4 - - -K. 02 0. 182186 0. 183336 0. 102882 0. 103738 0. 103310 1. 004 < 1. 4 - - -K. 01 0. 079304 0. 079599 0. 079304 0. 079599 0. 079451 1. 002 < 1. 4 - - -

Yuk Hal i : DX-


- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -K. 04 0. 328650 0. 332382 0. 054159 0. 055414 0. 054786 1. 011 < 1. 4 - - -K. 03 0. 274491 0. 276968 0. 092305 0. 093632 0. 092969 1. 007 < 1. 4 - - -K. 02 0. 182186 0. 183336 0. 102882 0. 103738 0. 103310 1. 004 < 1. 4 - - -K. 01 0. 079304 0. 079599 0. 079304 0. 079599 0. 079451 1. 002 < 1. 4 - - -

Yapi da Bu Yonde ( A1) Duzensi zl i gi Mevcut Degi l di r .


Yuk Hal i : DY+


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TABLO_4. B1 KATLAR ARASI DAYANIM DZENS ZL KONTROL


( B1) KATLAR ARASI DAYANI M DUZENSI ZLI GI KONTROLU ( ZAYI F KAT) :============================================================

Kat A- Kol on A- Per de A- Topl am A- Duvar Et a- C( m2) ( m2) ( m2) ( m2)

- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -K. 04 4. 2600 0. 0000 4. 2600 0. 0000K. 03 4. 9600 0. 0000 4. 9600 0. 0000 1. 164 > 0. 80K. 02 6. 0000 0. 0000 6. 0000 0. 0000 1. 210 > 0. 80

K. 01 7. 7400 0. 0000 7. 7400 0. 0000 1. 290 > 0. 80DEPREM ETKI YONU: 2 ( X- Ekseni i l e 90. 000 der ece)- - - - - - - - - - - - - - - - - - -

( B1) KATLAR ARASI DAYANI M DUZENSI ZLI GI KONTROLU ( ZAYI F KAT) :============================================================

Kat A Kol on A Per de A Topl am A Duvar Et a C


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TABLO_5. B2 KOM U KATLAR ARASI DAYANIM DZENS ZL KONTROL


Yuk Hal i : DX+ X YONU DEPREM YUKLEMESi ( E+)

Kat hi ( del - i ) Mi n ( del - i )Max ( del - i ) Ort ( del - i ) / hi Et a- k Et a- k( m) ( m) ( m) ( m) ( m) ( st ) ( Al t )

- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -K. 04 3. 400000 0. 006036 0. 006087 0. 006061 0. 001783 0. 00 0. 59 < 2. 0K. 03 3. 400000 0. 010162 0. 010275 0. 010218 0. 003005 1. 69 0. 90 < 2. 0K. 02 3. 400000 0. 011259 0. 011371 0. 011315 0. 003328 1. 11 1. 26 < 2. 0K. 01 3. 350000 0. 008843 0. 008914 0. 008879 0. 002650 0. 80 0. 00 < 2. 0

Yuk Hal i : DX- X YONU DEPREM YUKLEMESi ( E- )Kat hi ( del - i ) Mi n ( del - i )Max ( del - i ) Ort ( del - i ) / hi Et a- k Et a- k

( m) ( m) ( m) ( m) ( m) ( st ) ( Al t )- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -K. 04 3. 400000 0. 005941 0. 006209 0. 006075 0. 001787 0. 00 0. 59 < 2. 0K. 03 3. 400000 0. 010076 0. 010398 0. 010237 0. 003011 1. 69 0. 90 < 2. 0K. 02 3. 400000 0. 011202 0. 011459 0. 011331 0. 003333 1. 11 1. 26 < 2. 0K. 01 3. 350000 0. 008822 0. 008948 0. 008885 0. 002652 0. 80 0. 00 < 2. 0


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TABL0_6. ETK N KTLE ORANI TABLOSU

MOD PER OD X(%) Y(%) (%)1 1.2673 83.49 0.00 0.012 0.8000 0.00 68.76 6.73

3 0.7376 0.03 6.33 68.294 0.4669 11.09 0.00 0.055 0.3094 3.35 0.00 0.036 0.2856 0.00 13.42 0.03

TOPLAM 97.96 88.51 75.15


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BLM 5 CHAPTER 5MEVCUT Y PI N L Z Y RDIMCI B LG LE R

SUPPLEMENT RY INFORM TION BOUT THE N LYSIS OF THE EXISTING BUILDING


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_________________________________________________________B NA B LG LER :

Kat Adedi (Rijit Bodrumlar Haric) = 4Rijit Bodrum Kat Adedi = 0

Kat Yuksekligi Kat KotuKat No Etiket (cm) (cm)--------------- --------- --------------- ---------------4. Kat 400 340.00 1355.003. Kat 300 340.00 1015.002. Kat 200 340.00 675.001. Kat 100 435.00 335.00--------------- --------- --------------- ---------------

Analiz Tipi = Esdeger Statik Deprem Analizi

Kat Serbestlik Derecesi = X/Y-YONU ve KAT BURULMASI SERBESTBirlesimlerdeki Rijit Bolgeler = %25 AZALTILACAK

Kullanilan Deprem Yonetmeligi = TDY 07

Deprem Bolgesi = 2Etkin Yer Ivmesi Katsayisi (Ao) = 0.30


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_________________________________________________________DEME YK ANALZLER:

SABT YKLER

12cm yksekli inde normal kat d emesiPlak d eme zati a rl ............................................................... 0.12 x 25 = 3.00 kN/m2

Kaplama ve s va ........................................................................... = 2.00 kN/m2

15cm yksekli inde lavabo d emesi

Plak d eme zati a rl ............................................................... 0.15 x 25 = 3.75 kN/m2Kaplama,dolgu ve s va .................................................................. = 3.00 kN/m2

HAREKETL YKLER


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BLM 6 CHAPTER 6K ROT SONUL RI R PORU

S MPLE RESULTS REPORT


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BLM 8 CHAPTER 8TUT N KL R

OFFICI L RECORDS


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BLM 9 CHAPTER 9

MEVCUT YAPI M MAR TA IYICI S STEM ELEKTR K VE TES SAT

RLVE Z MLER

BUILDING SURVEY DRAWINGS OF THE ARCHITECTURAL STRUCTURAL ELECTRICALAND INSTALLATION SYSTEMS OF THE EXISTING BUILDING


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Kagithane Namik Kemal i.o.

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