dea fame design h.r. apparels v1.0

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DESIGN PROJECT FAME DESIGN Ltd (H.R APPARELS) Date 25.02.2015

Consultant THE CIVIL AND STRUCTURES

Title DEA OF FAME DESIGN Ltd (H.R APPARELS) BUILDING

DETAIL ENGINEERING ASSESSMENT

OF 09 STORIED INDUSTRIAL

BUILDING OF (FAME DESIGN) H.R APPARELS ON PLOT A - 115, 116,

BSCIC HOSIERY INDSTRIAL ESTATE,

SHASONGAON, FATULLAH,

NARAYANGONJ, DHAA,

BANGLADESH.

Revision History

0 Revision0 !Ori"inal Issue ID#TCS.$D01% 25.02.2015

Rev. Revision ino!"#tion D#te

P!e$#!ed %& Revie'ed A$$!oved %&

&o'a((a) &a'*u+ur Ra'(an,

!&S- in Civil Stru-tural%

En"r. &o'a((a) &osta*i+ur Ra'(an,

!&S- in Civil Geote-'ni-al%

1






DETAILED ENGINEERING ASSESSMENT COMPAN TEAM MEMBERS

Name of ConsultingFirm

The Civil and Structures

Address 35/3/F Indira Road Farmgate !ha"a#1$15 %angladesh&ears of '()erience 1* +ears,em-er of AssessmentTeam

EY PERSONS !

ro)rietor ,rs. Shahana %egum %sc in Agri. 'ngr. 012$

Structural Advisor !r. ,d. Shafiul %ari h.! in Civil 'ngg.0124

Architectural Advisor !r. Shahidul Ameen h.! inArchitecture. 0124

Senior Structural 'ngineer. 'ngr. ,ohammad ,ahfuurRahman %Sc in Civil. 0$**$ ,Sc in Structure 0$**2

Senior Architect Arc. 6amanhish %arua %. Arch. 0$**2

Structural 'ngineer 'ngr. ,d. ,ostafiur Rahman %Sc in Civil 'ngg 0$**4'ngr. San7ida Alam Sharna %Sc in Civil 0$*18.

Assistant 'ngineer 1 ,d.Farid 9ossain

Assistant 'ngineer $ ,d.Sohag Ahmed

Investigation Carried:ut in )resence of

# 'ngr. ,ohammad ,ahfuur Rahman# 'ngr. ,ohammad ,ostafiur Rahman# Assistant 'ngineer 1 'ngr. ,d. I;-al 9ossain# Su)ervisor I;-al 9ossain# 9el)ing 9and :thers

!ate of Su-missionRe)ort

1$.*$.$*15

$






FEB, "015

3






TABLE OF CONTENTS

SUMMARY

ACCORD OBSER#ATION $ REMEDIAL MEASURE!

1.* INTR:!<CTI:N1.1 R:='CT %AC6>R:<N!1.$ :%='CTI?'S1.3 SC:' :F T9' @:R6 1.8 I,ITATI:NS1.5 SIT' ?ISIT1.B 9&SICA INS'CTI:N1.4 AS#%<IT ARC9IT'CT<RA AN! STR<CT<RA !RA@IN>S1.2 !RA@IN> AN! R':RT S<I'! %& CI'NT1. ,AT'RIA T'STIN> R'S<TS1.1* ,AT'RIA T'STIN>

1.11 ,AT'RIA T'ST R'S<TS1.1$ %<'T R'%AR T'NSI' STR'N>T9 !ATA.1.13 ,AT'RIA STR'N>T9 <SIN> ACI 5B$1.18 R'I,INAR& ASS'SS,'NT1.15 :A! AN1.1B RCC %AS' AT >R:<N! F::R $.* 'N>IN''RIN> ASS'SS,'NT @IT9 'TA%S.3.* ANA&TICA ST<!&8.* STR<CT<RA !'SI>N C:NC'T CRIT'RIA8.1 C:!'S AN! STAN!AR!8.$ :A!S C:NSI!'R'! F:R 'AC9 F::R

8.3 :A! C:,%INATI:N5.* STA%IIT& AN! AT'RA :A! R'SISTIN> S&ST',B.* T: !'F'CTI:N4.* A!'D<AC& :F F:<N!ATI:N2.* A!'D<AC& :F C:<,N STR'N>T9'NIN>.* %'A, R'INF:RC','NT !'TAIS1*.* SA% R'INF:RC','NT !'TAIS11. * R','!& :F ACC:R! :%S'R?'! R:%',1$.* C:NC<!IN> R',AR6S

A'N!IE A 0:A! ANA'N!IE % 0AS %<IT ARC9IT'CT<RA STR<CT<RA !RA@IN>A'N!IE C 0S:I IN?'STI>ATI:N R':RT

A'N!IE ! 0%<'T T'ST !ATA F:R C:R'SA'N!IE ' 0F'R:,A>N'TIC R'%AR SCAN T'ST !ATAA'N!IE F 0C:R' C<TTIN> R'%AR SCAN T'ST :T9'R ICT<R'SA'N!IE > 0STR'N>T9'NIN> !RA@IN>A'N!IE 9 0C:,AN& R:FI' 'N>IN''R C? TRA!' IS'NC'

8






SUMMARY

The FA,' !'SI>N 09.R AAR'S authorit+ has re;uested The Civil and

StructuresG at 35/3/F Indira Road Farmgate !ha"a to assess Structural Intigrit+safet+ and servicea-ilit+ of load -earing s+stem of the e(isting -uilding (09 %&'*+

+%&/ /+/+) and to recommend a))ro)riate remedial measure if necessar+.

In order to assess the safet+ of the load -earing s+stem it is necessar+ to have the fullinformation regarding e(isting structural geometr+ material )ro)erties and loads. Indoing so a detailed engineering assessment Has carried out during !ecem-er $*18and =anuar+ $*15.

Ste)s folloHed to ma"e the detailed engineering assessmentI Assessing the )h+sical condition of the structural and non#structural

mem-ersII Conducting various non#destructive and semi#destructive tests to assess the

;ualit+ of materials in RC mem-ers and test re-ar from e(isting -uilding.III re)aring load diagram on the -asis of )revailing loads and factor+

re;uirement.I? The structural integrit+ safet+ and servicea-ilit+ Has evaluated on the

-asis of the tested material )ro)erties as#-uilt draHing e(isting load )lan -+ conducting anal+tical investigation on the -asis of 3! finite elementanal+sis.

A% /& S&2&/ + A23&*2&/ +4 + S'/ *'& 3% ** '+*+7 FAME DESIGN (H.R APPARELS) &3'&7. The actual geometr+ of the -uiding matched Hith )h+sical measurement during the site visit.

Anal+sis of different load cases and load com-inations has -een conducted. THo stageanal+ses have -een done. First of all anal+ses are carried out for e(isting conditionthat is )revailing loading )attern. And finall+ anal+ses are carried out for the loads inaccordance Hith the )rovision of %angladesh national %uilding Code 0%N%C. Thisre)ort in -rief encom)asses the outcomes of the evaluation and recommenedremedial measure Hith conclusion

In some areas roof soffit )laster 0non structural damages are re)aired alread+. And insome areas dam)ness are +et to e re)aired. It has -een advised to re)air dam)nessusing dam)roff materials. Non#structural crac" in -ric" Hall and RC -eam 7unctionare advised to -e re)aired -+ re)lastering.

Its adviced to )re)are a Hater)roofing mem-rane using admi(ture in roof.

At the end of anal+ses it is revealed that the )ile foundations are ade;uate -oth insie and reinforcement. Some Columns need strengthening from ile Ca) toto)0ma(imum u)to 5th floor. 0Reference ASC' 81 Seismic 'valuation and Retrofit'(isting %uildings and F',A $43 >uidelines to the Seismic Reha-ilitation of

'(isting %uildings %eams and sla-s are found ade;uate in -oth servicea-ilit+ andstrength.

5






ACCORD OBSER#ATION $ REMEDIAL MEASURE!

I&*8N'

ACCORDO%**+

P'/*8%.

A2&'% T* 7 HR APPARELS R*:**2* %*2&' ;A*+<

1 oads ta"e#doHn. erformed in the !'A and found some columnoverstressed. Assosiated strengthening )rocess has

)ro)osed.

A'N!IE >.

1 oad )lan and As#%uilt draHings.

re)ared and added in A'N!IE A % A'N!IE A %.

= Significant Hater damage in 2th

floor/roof.

In some areas damages are re)aired alread+. Andin some areas dam)ness are +et to e re)aired. Ithas -een advised to re)air dam)ness usingdam)roff materials.

icture added inA'N!IE F.

> @ater)roofing inroof.

Its advice to )re)are a Hater)roofing mem-raneusing admi(ture in roof.

B






1.0 INTRODUCTION!

<ndet the )rogram of Fire and -uilding safet+ in %angladeshG a team of ACC:R!@S made a visit to the factor+ -uilding of FA,' !'SI>N td 09.R AAR'Son 12th =une $*18. :n ACC:R! visual o-servation the ACC:R! team issued a

)reliminar+ assessment re)ort on the condition of the structure. In the )reliminar+re)ort it has adviced to )erform detail engineering assessment. The authorit+ of 9.R AAR'S desires to a))oint a consulting firm The Civil and StructuresG andconse;uentl+ re;uested to ma"e a detailed engineering assessment of the -uilding.This re)ort com)rises detailed structural anal+sis re)ort and recommendations.

1.1 PROJECT BACGROUND

The e(isting storied industrial -uilding for 9.R. AAR'S :N :T A # 11511B %SCIC 9:SI'R& IN!STRIA 'STAT' S9AS:N>A:N FAT<A9

NARA&AN>AN= !9A6A Has originall+ designed -+ A.S.,. FAISA %INAA,,I'% ,/312. T+)ical floor area is 51G ( B#*G J B5B* sft in each floor.@ater tan" is situated in 4 th floor rather than on roof. Foundation s+stem is cast in#situ

)ile.

>round K 2th floor is almost of same use 0SeHing Finishing :ffice Toilet and Stair -loc" e(ce)t 1st floor. 1st floor is used as Store. No ?C Hater tan"s found in roof. Ithas *1 num-er RCC Hater tan" in 4th floor. !etails of loadinds has -een shoHn in

:A! AN 0A'N!IE A.!etail 'ngineering Assessment 0!'A of the -uilding is done as )er >uidelines for Assessment of Structural Integrit+ of '(isting R,> Factor+ %uildings in %angladesh

-+ National Tri)artite lan of Action on Fire Safet+ and Structural Integrit+.

1." OBJECTI#ES

:-7ectives of the assessment Hor" are#

# To )re)are a future )otential load )lan on the -asis of )revailing loads code

recommendation ca)acit+ of the load -earing element.# To assess the strength of materials used for the construction on -asis of availa-le test re)ort -+ conducting la-rotar+ and field tests.

# To verif+ the ade;uac+ of the sections of different structural mem-ers Sla-s%eams Columns and Foundations -ased on the geometr+ and material

)ro)erties.# To assess the overall integrit+ safet+ and servicea-ilit+ of the -uilding.# To assess the foundation s+stem on the -asis of furnished geotechnical re)ort.

1.= SCOPE OF THE ?OR

Sco)es are as folloH

4






0A Conducting Ferro#magnatic test Core cutting and test for determiningconcrete strength and e(isting num-er and diameter of reinforcement.

0% A re)ort on 'ngineering tests carried out to 7ustif+ material strength andreinforcement content in all "e+ elements studied.

0C To )re)are detailed load )lans for each level shoHing current and )otentialfuture loading Hith all "e+ e;ui)ment items shoHn associated loads.

0! To carr+ out su))orting calculation Hith model -ased design chec" to assessthe safet+ and servicea-ilit+ of the -uilding against loading set out in %N%C.

0' A com)lete structural assessment re)ort including the folloHing -ut limited

# 9ighlight an+ variations -etHeen as#-uilt com)ared to the design structure.# Result of testing for strength and materials# !etails of loading in)uts and results of com)uter modeling.# Commentar+ on ade;uac+ of elements of the structure.# Schedule of an+ re;uired retrofitting needed for safet+ of the -uilding.

Fulfilling the sco)es of items folloHing measure has -een ta"en# Ferro#magnetic scan test to determine the concrete strength num-er and

dia of re-ar.# Furnished design draHing of the -uilding has -een studied thoroughl+.# Furnished construction document li"e c+linder.# oad )lan has )re)ared on the -asis of factor+ re;uirement load -earing

ca)cit+ of the structural mem-ers columns -eams sla-s and %N%C $**Brecommendation for factor+ use.

# The structural s+stem of the -uilding has -een anal+ed using 'TA%S a

three dimensional structural -uilding design and anal+sis softHare. 9andcalculation also -een )re)ared to chec" result fetched from 'TA%S inorder to have more accurate out)ut. The verification has -een donefolloHing %N%C $**B and tri)art+ guidelines.

1.> LIMITATIONS!

This re)ort of detailed structural assessment of * storied industrial -uilding for 9.R A))arels -+ T9' CI?I AN! STR<CT<R'S 0TCS. The consultant has )rovidedall effort to evaluate the geometr+ and material )ro)erties. TCS )rovide no Harrent+regarding the condition of concealed in construction of su- surface condition Hhat

Has -e+ond to -e revealed. An+ comment regarding concealed in construction of su-surface condition are the )rofessional o)inion -ased on engineering e()erience and 7udgement and derived in accordance Hith current standard of care and )rofessional )ractice. Re-ar scan has -een )erformed in 5th and Bth floor. Core has cut from 8 th

0Stone chi)s casting and 4th 0%ric" chi) casting floor.

1.5 SITE #ISIT!

The consultant visited the site several times in !ecem-er $*18 and =anuar+ $*15.!uring visit TCS engineers meet the re)resentative of 9.R AAR'S to get

information and hel) to assess all areas of the factor+ -uilding. Access Has )rovidedto the e()osed floor and roof Hhere N!T tests Here )erformed. !estructive test Here

2






also )erformed in Columns. TCS also visited all areas and )erform necessar+ Hor" Hithin the sco)e of this assessment Hor".Site visit data has -een added in as#-uilt draHings. Field o-servations

# No columns Here found in distress condition.# Stairs of the -uilding Here in undeflected condition.# ,inor crac"s Here o-served in to) of roof soffit. Non structural minor

crac" Here o-served in RC -eam and -ric" Hall 7unctions.# @ater see)age Has not found at time of visit as the oHner had re)lastered

the some surface after ACC:R! visit.# RCC Hater tan" found in 4th floor and no ?C tan" found in roof.# ileca) sies thic"ness and reinforcement details of an+ columns / -eam

and sla-s Here not )ossi-le to chec".# No soft stor+ e(ist in the -uilding as in ground floor there are man+ -ric"

Hall and floor to floor height is almost same. Also -eam and column andsla- thic"ness is almost e;ual in all floor. So there Hill -e little differencein floor stiffness.

icture @all in ground floor.






1.6 AS-BUILT ARCHITECTURAL AND STRUCTURAL DRA?INGS

As#-uilt Architectural and Structural draHing has -een )rovided -+ oHner.

1.@ DRA?ING AND REPORT SUPPLIED BY CLIENT

1. As#-uilt Architectural and Structural draHing$. Su-#soil investigation re)ort.

1. MATERIAL TESTING $ RESULTS!

As )er National Tri)artite lan of Action in the case of detail engineering assessmentthe material strength of the main structural mem-ers shall in order of )riorit+ -e

-ased on the folloHing

i. Test results 0or manufacturers certification )erformed during the construction ifan+.ii. Results o-tained during the assessment -+ N!T and/or core testing for concreteand test on steel sam)le collected from the structures.iii. Strength )arameters s)ecified in the construction/design draHings dul+ verified -+testing.In a-sence of )ro)er documentation of the structure the 'ngineering Team ma+assume the folloHing material )ro)erties unless good engineering 7udgment indicatesthat lesser values should -e assumed.01 Reinforced concrete # 14.3,a 0$5** )si0$ Reinforcing steel # 815 ,a 0B*"si for construction from and after

$**8 and $45,a 08*"si for construction earlier than $**803 Structural steel#A3B 0$82 ,a 03B "si +ield strength08 ,inimum assumed concrete densit+ J $3.B* 6N/m3 015* )ounds )er cu-ic foot.

1.9 MATERIAL TESTING

FolloHing tests has -een )erformed to ascertain the material characteristic of the -uilding construction

1 Core test to ascertain concrete com)ressive strength.$ Re-ar scan to determine re-ar diameter cover and num-er of re-ar.

1*






1.10 MATERIAL TEST RESULTS

F*! C'* 2&& '& &3* B/+

TABLE! CORE TEST RESULTS.

S)ecimen No

fc 0)si Source

Column 4th floor $1**Core com)ressive strength test )erformed at%RTC %<'T. 0A'N!IE !

Column 4th floor 331* !o

Column 8th floor 5*1* !o

Column 8th floor 855* !o

11






TABLE! COLUMN ; BEAM REBAR SCAN DATA!

Test )oint

num-ering.

%eam / Column Sies Findings

SCAN ,AC9IN'I! 1**84

%eam # 1$L( $*G018LM BL Sla- thic"ness

%ottom 8#!$*M!$#$*


%eam # 1$L( $*G018LM BL Sla- Thic"ness

%ottom 8#!$*M!$#$*


Column 1$in E 12in %ottom 1$ !$$

SCAN ,AC9IN'I! 1**8B

Column 15in E 12in %ottom 1$#!$$

Remaining ferromagnetic rebar scan data has been added in APPENDIX E.

O O The consultant didnt consider ta"ing core from ground floor of the -uilding. Itmight -e vulnera-le for the -uilding. Core has -een ta"en from 8 th and 4th floor.

1.1= MATERIAL STRENGTH USING ACI 56"

D*&/ C/2/&'!

,ean of crushing strength J 348$ )siStandard deviation

S J standard deviationP J sum of E J individual score, J mean of all scoresn J sam)le sie 0num-er of scores

S J 13*? J S/,ean J *.35*Where, V is the coefcient o variation o the core strengths.

As )er ACI#5B$ the e;uivalent s)ecified concrete strength fce; shall -e calculateusing';. B.8.3 0Art B.8.3#ACI#5B$.

1$






f ce; J *. f c Q1#1.$20006c?$/nM*.**156c J 1.$2 0Ta-le B.8.3 ACI#5B$? J *.35* 0Ta-le B.1 ACI#$18 8R#*3: 2 "">1 %

13






1.1" PRELIMINARY ASSESSMENT

Sim)le manual calculation Here )erformed 0>ravit+ load onl+ -efore detailengineering assessment. Concrete strength and +ield strength of steel Has usedaccording to the core test ACC:R! consideration.

HR APPARELS Column Capacity = αØ(0.85*(Ag-

A!*"#c$A*"y!C%&&' o) ColumnCapacity

Ø α "y('i! "#c('i!

S+ ,&t%o 0.8 0.5 /0.0 ./1

SL

Column LengthWidt

hLoading Unit Load Load

ID Areat t st ps kips

1 C1 1.!!1."

!#"1."! $!! 1$".#"

C 1%."!1."

!$"#.&" $!! 1!%.#$

$ C$ 1'.1!1!.&

!1($.%& $!! "'.1!

# C# 1."!1!.&

!$!.!" $!! %(.!

" C" (.!!1!.&

!(%.$! $!! '.'(

% C% 1!.&! 1!.% 11$.# $!! $#.!$

18






!

SL

)otal Load Column Si*eCapacit

+,.S Comments

a -kips inch inch kips

1 11(.!" 1'.!!1'.!

!"&$.'% !.#& /D

("&.'$ 1.!!1'.!

!#!$.%" !.# /D

$ ".(1 1".!!1'.!

!#1".1 !.&( A0/

# %1.1# 1.!!1'.!

!$%1.%$ !."' /D

" %!.!1 1".!!1'.!

!#1&.! 1.%! 2//3

% $!%.$ 1.!!1'.!

!$%1.%$ 1.1' 2//3

21 3)&&n USD0.40

.8Am6&) USD

0.81.0 7&llo USD 90.4 R& USD

1.1= LOAD PLAN

oad lans for ever+ floor is )re)ared that reflect the actual use of the factor+including actual material and Hor" )roduct loads as t+)icall+ stored at ma(imumdensit+. A load )lan clearl+ shoHs measured aisle Hidths and e(tent of loading areas.oad )lans dul+ a))roved -+ the 'ngineering Team shall -e )osted -+ the factor+oHner at each floor level. Storage areas shall -e clearl+ mar"ed to indicate ma(imumalloHa-le stored height of t+)ical stac"ed materials. oad )lan has -een added inA'N!IE A.

15






".0 ENGINEERING ASSESSMENT ?ITH ETABS.

The sco)e of com)uter modelling Hor" is to evaluate the structural and foundationade;uac+ of the -uilding -ased on the as#-uilt architectural and structural draHings.The safet+ assessment of the -uilding for ma(imum loading com-inations that it isli"el+ to e()erience during its lifetime re;uires com)rehensive investigation involvingdetailed structural anal+sis -ased on design strength. Chec"ing of different structuralmem-ers Hill -e done on the -asis of actual strength of concrete and steel used inconstruction.

The ma7or sco)e of the 3! 'TA%S model Hor" is to chec" the safet+ and sta-ilit+ of different structural mem-ers li"e

a Chec"ing for the to) deflection of the structure. - Ade;uac+ of the )ile foundation.c Ade;uac+ of the column sies and reinforcement.d Chec"ing the design of other structural mem-ers.

=.0 ANALYTICAL STUDY

%ased on the su))lied as -uilt architectural and structural draHings The ConsultantThe Civil and StructuresG 0TCS inde)endentl+ develo)ed a com)uter anal+sis

model and carried out com)lete anal+sis of the structure incor)orating various designre;uirements as )er B/+*%3 N&'/ B/+ C'+* (BNBC). oading valuesload com-inations design )arameters strength calculation are ta"en from the %N%Cand design )arameters used in the design draHings. The results o-tained fromcom)uter model are chec"ed against relevant s)ecifications and hand calculations.Finall+ -ased on the anal+tical results structural and foundation safet+ and sta-ilit+are recommended.

>.0 STRUCTURAL DESIGN CONCEPT $ CRITERIA

The structural element of the com)le( has -een designed considering the folloHing

criteria.

1B






>.1 CODES AND STANDARD

%angladesh national %uilding Code # 13 0%N%CAmerican Concrete Institute 0ACI 312#

American Societ+ for Testing ,aterials 0AST,

>." LOADS CONSIDERED FOR EACH FLOOR

D*+ /'+!

!ead load is the vertical load due to the Height of )ermanent structural and non#structural com)onent of a -uilding e.g Halls ceilings )ermanent )artitions and fi(edservice e;ui)ment. <nit Height of materials and the calculation of design dead loadsare according to section $.$ Cha)ter $ )art B of %N%C.

L* /'+!

ive load is the load su)erim)osed -+ the user or occu)anc+ of the -uilding -ut not

including the environment load. The live load considered for the -uilding is given -eloH in Ta-le 1

T/* 1! F/'' '2227 + /* /'+

Sr no

Floor <se of floor 9eight of Floor 0ft

ive load0"N/m$

1 >roundfloor

,achine room Store 11#*G B

$ 1st Floor Store 1*#*G 33 $nd Floor :ffice room 1*#*G $

8 3rd

KBth

2th

Floor Sam)le room SeHing room :ffice room 1*#*G $

8 4th Floor RCC Hater tan" Sam)le room SeHingroom :ffice room

1*#*G 1$ / $

5 Roof :)en s)ace. 1*#*G 1• Stair / o--+ ive load 8"N/m$ @ater tan" live load 15"N/m$. ift machine

room live load is 8 "N/m$.

14






?+ /'+!

The calculation of Hind load conforms the Su-#clause $.8 Cha)ter $ and )art B of %N%C. The folloHing e;uation has -een used to calculate design Hind )ressure of thestructure

J Cg C) Cc Ci C ?-$ Q%N%C $.8.B.$ $.8.B.3 )age B#33 B#38'()osure A Has considered for Hind load calculation.FolloHing are the -asic )arameters assumed for Hind loads on -uilding.

%asic @ind S)eed 15 6m/hr 0Ref. %N%CStructure Im)ortance Coefficient 1.*

'()osure Categor+ ACom-ined 9eight and '()osureCoefficient As )er Ta-le B.$.1* 0Ref. %N%C

:verall )ressure coefficients for Hind load are used as )er ta-le B.$.15 0%N%C

S*%82 /'+!

The calculation of seismic load conforms the Su-#clause $.5 Cha)ter $ art B of %N%C. ';uivalent Static Force ,ethod has -een used for calculation of seismiclateral forces for the factor+ -uilding.

12






ETABS ?IND LOAD!

SHORT DIRECTION ?IND LOAD!

Short direction Hind )ressure at to) of the -uilding as )er BNBC! =.15 N;8"

Ta-le %N%C Hind load calculation in hand 0In short direction Hhere C 1.5 E/osure -on)ition

Hei"'taove

!(%

Hei"'taove

!*t% C" C+P+

3N4(P+

l4*t

0 *.** 0.00 *.**

6.5 +,.- 1.708 0.79: 1.7; /0.12

9 +3.0 1.708 0.615 1.56 2/.+-8 /3.1/ 1.708 0.68; 1.:6 20.12

12 23.2 1.708 0.595 2.10 ,2.0*

15 ,3./* 1.708 0.926 2.72 ,0.20

1: 13.*, 1.708 0.9;; 2.51 1/.,3

21 0.00 1.708 0.;25 2.98 1./+

26 -0.-/ 1.708 0.;98 2.:5 13./

2; 00.1 1.708 0.:10 7.01 /.0*

70 30.,* 1.708 0.:68 7.15 1.0/

v

'ta-s Hind )ressure J 1348/$1$ J B5.1 )sf U B5.2$ )sf :6

1






LONG DIRECTION ?IND LOAD!

ong direction Hind )ressure at to) of the -uilding as )er %N%C $.2 "N/m$

Ta-le %N%C Hind load calculation in hand 0In ong direction Hhere C) J 1.141 E/osure -on)ition

Hei"'taove

!(%

Hei"'taove

!*t% C" C+P+

3N4(P+

l4*t

0 *.** 0.00 *.**

6.5 +,.- 1.708 0.79: 1.16 /2.0,

9 +3.0 1.708 0.615 1.28 /.00

8 /3.1/ 1.708 0.68; 1.56 2/.+312 23.2 1.708 0.595 1.;5 2.13

15 ,3./* 1.708 0.926 1.86 ,*.,/

1: 13.*, 1.708 0.9;; 2.10 ,2.01

21 0.00 1.708 0.;25 2.25 ,.3

26 -0.-/ 1.708 0.;98 2.7: ,3.0+

2; 00.1 1.708 0.:10 2.51 1/.,

70 30.,* 1.708 0.:68 2.97 1,.33

'ta-s Hind )ressure J 1$38/$1* J 5 U 58.2 )sf :6.

$*






SUPERIMPOSED DEAD LOAD AND LI#E LOADS IN ETABS COMPUTER

MODEL!

1.$5"N/m$ su)erim)osed dead load 0S!'A! has -een considered in all areas of allfloors. Additional S!'A! load of $.$5"N/m$ 0Total 3.5"N/m$ has -een consideredin Toilet -loc".

Figure Su)erim)osed dead load in all floors 01.$5"N/m$ M $.* "N/m$ in toilet -loc".

$1






Figure ive oad in all floors 0$.* "N/m$ and in stair 8.* "N/m$

Figure Su)erim)osed @all oad in all :uter eri)her+ @all 0*.5 "i)/ft

>.= LOAD COMBINATION!

The folloHing load com-inations are considered for assessment of e(isting 3ST:RI'! <TIIT& 0IN!<STRIA %<I!IN> factor+ -uilding RC structures

%N%C $.4.5.1 oad Com-inations for Reinforced Concrete and ,asonr+ Structures1. 1.8 D

$. 1.8 D + 1.4 L8. *. D + 1.3 0W or 1.1 E B. 1.8 D + 1.4 L + 1.4 0 H or F

$$






2. *.45 Q 1.8 D + 1.4 0W or 1.1 E . *.45 Q 1.8 D + 1.4 L+ 1.4W

0ateral loads from all )ossi-le directions are considered

!J !ead load Jive load @J@ind load 'J 'arth;ua"e load.

5.0 STABILITY AND LATERAL LOAD RESISTING SYSTEM

RC %eam and column frames Hith a tHo Ha+ solid sla- are the lateral load resistings+stem for * storied Factor+ %uilding. THo Ha+ sla- s+stem has -een introduced inall floors of the -uilding. The sla- thic"ness has -een considered B.* inch. RC %eamand column frames Hith a tHo Ha+ solid sla- is the lateral load resisting s+stem.

The design re;uirement is that the -uilding structure should have ade;uate strength toresist and to remain sta-le under the Horst )ro-a-le actions that ma+ occur during thelifetime of the -uilding including the )eriod of construction. The )rovision of ade;uate stiffness )articularl+ lateral stiffness is a ma7or consideration in the designof a -uilding for several im)ortant reasons. As far as the ultimate limit state isconcerned lateral deflections must -e limited to alloHa-le value to )revent secondorder #!elta effects due to gravit+ loading. In terms of servicea-ilit+ limit statesdeflections must first -e maintained at a sufficientl+ loH level to alloH the )ro)er functioning of the non#structural com)onents such as elevators and doors second to

avoid the distress of the structure to )revent the e(cessive crac"ing and conse;uentloss of stiffness. The to) deflection due to lateral load at roof level of the main -uilding is given -eloH in ta-ular form.

$3






6.0 TOP DEFLECTION

Figure Node num-er at roof level.

B.1 To) !eflection ta-leStory Point <oa) => =?

ROO$ 1 =DCON7 1.1;82 0.1652

ROO$ 1 =DCON5 0.0609 2.5:6;

ROO$ 2 =DCON7 1.1;82 0.1716

ROO$ 2 =DCON5 0.0609 2.586:

ROO$ 7 =DCON7 1.1;82 0.0;06

ROO$ 7 =DCON5 0.0602 2.9787ROO$ 6 =DCON7 1.1;:8 0.07;;

$8






ROO$ 6 =DCON5 0.0789 2.9976

ROO$ 5 =DCON7 1.1;:6 0.0056

ROO$ 5 =DCON5 0.07:: 2.9:;5

ROO$ 9 =DCON7 1.2112 0.0068

ROO$ 9 =DCON5 0.015; 2.9:;ROO$ ; =DCON7 1.2666 0.0065

ROO$ ; =DCON5 0.00:8 2.9:9:

ROO$ : =DCON7 1.2;59 0.0061

ROO$ : =DCON5 0.0728 2.9:99

ROO$ 8 =DCON7 1.2;91 0.0792

ROO$ 8 =DCON5 0.0722 2.9928

ROO$ 10 =DCON7 1.2;9 0.0512

ROO$ 10 =DCON5 0.0722 2.9517

ROO$ 11 =DCON7 1.2;58 0.0981

ROO$ 11 =DCON5 0.0722 2.97::

ROO$ 12 =DCON7 1.2667 0.079;ROO$ 12 =DCON5 0.00:5 2.9928

ROO$ 17 =DCON7 1.2662 0.052

ROO$ 17 =DCON5 0.00:6 2.9518

ROO$ 16 =DCON7 1.2661 0.0987

ROO$ 16 =DCON5 0.00:6 2.97:5

ROO$ 15 =DCON7 1.2112 0.0988

ROO$ 15 =DCON5 0.0195 2.97:8

ROO$ 19 =DCON7 1.2112 0.11;

ROO$ 19 =DCON5 0.019: 2.9065

ROO$ 1; =DCON7 1.2667 0.1191

ROO$ 1; =DCON5 0.00;8 2.906

ROO$ 1: =DCON7 1.2661 0.0::6

ROO$ 1: =DCON5 0.00:2 2.9265

ROO$ 18 =DCON7 1.2111 0.0:8

ROO$ 18 =DCON5 0.0199 2.926:

ROO$ 20 =DCON7 1.2111 0.07;7

ROO$ 20 =DCON5 0.019 2.9971

ROO$ 21 =DCON7 1.2111 0.166;

ROO$ 21 =DCON5 0.019; 2.5:62

ROO$ 22 =DCON7 1.2665 0.1676

ROO$ 22 =DCON5 0.00;; 2.5:77

ROO$ 27 =DCON7 1.2;99 0.1629

ROO$ 27 =DCON5 0.0717 2.5:2;

ROO$ 26 =DCON7 1.2;92 0.1152

ROO$ 26 =DCON5 0.071; 2.9075

ROO$ 25 =DCON7 1.1;82 0.11;5

ROO$ 25 =DCON5 0.0605 2.905

ROO$ 29 =DCON7 1.1;8 0.0:89

ROO$ 29 =DCON5 0.0602 2.9257

ROO$ 2; =DCON7 1.2;5: 0.0:;:

ROO$ 2; =DCON5 0.0721 2.9267

The ma(imum factred to) deflection is $.4inch and corres)onding unfactoreddeflection is 1.2inch that is less than alloHa-le limit 9/8** 0i.e *

$5






storied -uilding O 1* ft O 1$ J $.4inch. 9ence its safe and sta-lefrom deflection.

@.0 ADEUACY OF FOUNDATION

The foundation of the -uilding is on )ile foundation. The footing used under eachcolumn is shoHn -eloH

Figure 'TA%S -ase node num-er

$B






$ )ile 3 )ile 8 )ile

F* ! E<%& /* /7'& /

TABLE! CHART OF REUIRED AND PRO#IDED PILE NUMBER

(C2&7 :' 50088 + @0-0 /* "@0 , ?3** FOS 1.5, B& 2'%+**+/* 22&7 2/2/&' % "00 ).

$4






Ca)acit+ Calculation for *8 ile

Sto!&

N#"e

ETABS

PointLo#d C#se

(+.*DL4+.*LL)

Un#5to!ed

Re#5tion67i$

Pi8e5#$5it&6

7i$

Re9d.

Pi8eNo

P!ovidedPi8e Co""ent

@SE 15 =N$CTORED 57; /** 2.9: 6 OA

@SE 19 =N$CTORED 992 /** 7.71 6 OA

@SE 1; =N$CTORED 996 /** 7.72 6 OA

@SE 1: =N$CTORED 976 /** 7.1; 6 OA

@SE 18 =N$CTORED 582 /** 2.89 6 OA

@SE 20 =N$CTORED ;:5 /** 7.82 6 OA

Ca)acit+ Calculation for *3 ile

Sto!&

N#"e

ETABS

PointLo#d C#se

(+.*DL4+.*LL)

Un#5to!ed

Re#5tion67i$

Pi8e5#$5it&6

7i$

Re9d.

Pi8eNo

P!ovidedPi8e Co""ent

@SE 7 =N$CTORED 621 /** 2.11 7 OA

@SE 6 =N$CTORED 527 /** 2.91 7 OA

@SE 9 =N$CTORED 590 /** 2.:0 7 OA

@SE ; =N$CTORED 5;7 /** 2.:; 7 OA

@SE 8 =N$CTORED 78: /** 1.88 7 OA

@SE 10 =N$CTORED 771 /** 1.99 7 OA

@SE 11 =N$CTORED 755 /** 1.;: 7 OA

@SE 12 =N$CTORED 57; /** 2.9: 7 OA

@SE 17 =N$CTORED 786 /** 1.8; 7 OA

@SE 16 =N$CTORED 66: /** 2.26 7 OA@SE 21 =N$CTORED 565 /** 2.;2 7 OA

@SE 22 =N$CTORED 517 /** 2.59 7 OA

@SE 26 =N$CTORED 687 /** 2.6; 7 OA

@SE 25 =N$CTORED 616 /** 2.0; 7 OA

@SE 29 =N$CTORED 62; /** 2.16 7 OA

@SE 2; =N$CTORED 6;0 /** 2.75 7 OA

Ca)acit+ Calculation for *$ ile

Sto!& N#"

e

ETABS

Point

Lo#d C#se

(+.*DL4+.*LL)

Un#5to!edRe#5tion6

7i$

Pi8e5#$5it&6

7i$

Re9d.

Pi8e

No

P!ovided

Pi8e Co""ent

@SE 1 =N$CTORED 2:1 /** 1.61 2 OA

@SE 2 =N$CTORED 717 /** 1.59 2 OA

@SE 5 =N$CTORED 7:8 /** 1.85 2 OA

@SE : =N$CTORED 780 /** 1.85 2 OA

@SE 27 =N$CTORED 790 /** 1.:0 2 OA

PUNCHING CHEC

Calculation for *8 ileSto!&

N#"e

ETABS

Point

F#5to!ed

Re#5tion6

Co8:"n

Si;e

Pi8e C#$

t<i57ness(in)

Dev.

St!ess6$si

lloB

Stress,

Co""ent

$2






7i$ (in) si

@SE 15 :05 1: / 1: 79 118.9 1:8 OA

@SE 19 887 1: / 1: 79 16;.9 1:8 OA

@SE 1; 88; 1: / 1: 79 16:.1 1:8 OA

@SE 1: 851 1: / 1: 79 161.7 1:8 OA

@SE 18 ::: 1: / 1: 79 172.0 1:8 OA

@SE 20 11;; 1: / 1: 79 1;6.: 1:8 OA

Calculation for *3 ile

Sto!& N#"

e

ETABS

Point

F#5to!edRe#5tion6

7i$

Co8:"n

Si;e(in)

Pi8e C#$t<i57ness

(in)

Dev.St!ess6

$si

lloBStress,

si Co""ent

@SE 7 972 12 / 15 79 109.7 1:8 OA@SE 6 ;:6 12 / 15 79 172.1 1:8 OA

@SE 9 :60 12 / 15 79 161.5 1:8 OA

@SE ; :90 12 / 15 79 166.: 1:8 OA

@SE 8 589 12 / 15 79 100.6 1:8 OA

@SE 10 68; 12 / 15 79 :7.; 1:8 OA

@SE 11 577 12 / 15 79 :8.; 1:8 OA

@SE 12 :05 12 / 15 79 175.9 1:8 OA

@SE 17 581 12 / 15 79 88.5 1:8 OA

@SE 16 9;2 12 / 15 79 117.2 1:8 OA

@SE 21 :1; 12 / 15 79 17;.5 1:8 OA

@SE 22 ;98 12 / 15 79 128.5 1:8 OA

@SE 26 ;60 12 / 15 79 126.5 1:8 OA

@SE 25 921 12 / 15 79 106.5 1:8 OA

@SE 29 961 12 / 15 79 10;.: 1:8 OA

@SE 2; ;05 12 / 15 79 11:.9 1:8 OA

Calculation for *$ ile

Sto!& N#"

e

ETABS

Point

F#5to!edRe#5tion6

7i$

Co8:"n

Si;e(in)

Pi8e C#$t<i57ness

(in)

Dev.St!ess6

$si

lloBStress,

si Co""ent

@SE 1 622 12 / 15 26 89.: 1:8 OA

@SE 2 698 12 / 15 26 10;.; 1:8 OA@SE 5 5:6 12 / 15 26 176.0 1:8 OA

@SE : 5:5 12 / 15 26 176.2 1:8 OA

@SE 27 560 17 / 15 26 127.8 1:8 OA

$






PILE CAPACITY

AASHTO METHOD (+33/)(A) S7in !i5tion $#=e > -0

M#in E9:#tion ?s @ 2.+, B &i i i ;i

Det' ;0.0 *t N value at toe 77 inut

Interval 5 *t outut

Division 16 $.S 1.5

@ Dia(eter o* ile 20 in

yi E**e-tive soil unit Bei"'t 55 -*

+i it' in-re(ent o* ile len"t' !*t% 5 *t

FINAL

ANSER /-/./- 7i$

i Det' o* (i)oint o* t'e it' interval !*t%

F <oa) trans*er *a-tor o* it' interval !*t%

si Ai

$inal s

510 1015 1520 2025 257011.5 19.5 21.5 29.5 71.5

3*






1.06 0.85 0.:; 0.:0 0.;6

1;.20 22.5 29.8 70.5 77.6

22.5 68.6 :0.0 117.6

7075 7560 6065 6550 505579.5 61.5 69.5 51.5 59.5

0.9: 0.97 0.5; 0.57 0.6:

75.; 7;.7 7:.6 7:.8 78.0

168.1 1:9.5 226.8 297.: 702.:

5590 9095 95;0 ;0;5 ;5:0

91.5 99.5 ;1.5 ;9.5 :1.5

0.66 0.78 0.75 0.71 0.2;

7:.5 7;.9 79.2 76.6 72.1

761.7 7;:.8 615.1 668.6 6:1.9

:0:5 :580 8085 85100100105

:9.5 81.5 89.5 89.5 101.5

0.25 0.25 0.25 0.25 0.25

71.1 72.8 76.; 76.; 79.5

512.; 565.9 5:0.6 915.1 951.9

105110 110115

109.5 111.5

0.25 0.25

7:.7 60.19:8.8 ;70.0 3i

1015 1520 2025 2570 7075

10:.81 175.:6 199.78 188.:6 275.57

;2.91 80.59 110.82 177.22 15;.02

7560 6065 6550 5055 5590

2;2.:; 711.2: 750.27 7:8.18 62;.;0

1:1.81 20;.52 277.6: 258.69 2:5.17

9095 95;0 ;0;5 ;5:0 :0:5

695.2; 501.69 575.:6 59;.8: 588.10

710.1: 776.71 75;.27 7;:.95 788.60

:580 8085 85100 100105105110

972.02 999.;6 ;01.69 ;7;.8: ;;9.70

621.75 666.68 69;.96 681.88 51;.57

110115

:19.62 3i

566.2: 3i

31






(B) Toe !esist#n5e> -0

=se t'is (et'o)

&et'o)

2t 78.9 As*

t t t

:9 Ai

@etter not to use t'is (et'o).

&et'o)1 As*

t :6

t t t

1:7.2562 Ai

?s @2.+,BS:i

N S:t

0 *

2 *./1

6 *.1

Det' ;0 *t : +

Interval 5 *t 19 /

Division 16 19 /

@ Dia(eter o* ile 20 in

+i it' in-re(ent o* ile len"t' !*t% 5 *t

510 1015 1520 2025

K <oa) trans*er *a-tor o* it' interval !*t% 0.55 0.55 0.55 0.55

N Lalues $ro( Soil Reort 7 5 9 ;

Sui 0.17 0.25 0.7: 0.50

si 1.:0 7.90 5.60 ;.20

s Ai 7.9 8.0 19.2

$.S 1.5

2.65 6.81 ;.79 8.:1

=lti(ate -aa-ity o* ile 2.65 :.50 19.75 29.00

Tot#8 C#$#5it& (Se!vi5e)>7i$ 1.- +*.3* +-.2,

2570 7075 7560 6065 6550 5055 5590 9095 95;0

0.55 0.55 0.55 0.55 0.55 0.55 0.55 0.55 0.55

: 11 12 11 12 16 15 1; 77

0.;5 0.97 1.00 1.17 1.17 1.7: 1.25 2.00 2.00

10.;8 :.88 16.78 19.18 19.18 18.;8 1;.88 2:.;: 2:.;:

2;.0 79.0 50.6 99.9 :2.: 102.5 120.5 168.7 1;:.1

3$






16.;2 12.2; 18.97 22.0: 22.0: 29.8: 26.57 78.25 78.25

61.;0 6:.26 ;0.00 ::.96 106.:7 128.57 165.09 1::.59 21;.75

/-.0* 2/.+ ,. 13.*3 3.03 0.21 3.-+ +/1.-+ +,,.3*

.0 ADEUACY OF COLUMN $ STRENGTHENING

REFERENCE CODE!

ASC' 81#13 Seismic 'valuation and Retrofit '(isting %uildings.F',A $43 14 >uidelines to the Seismic Reha-ilitation of '(isting %uildings

STRENGTHENING METHOD STATEMENT!

# 'ngage graduate strengthening Hor" e()erienced engineer in the Hor".

# Test constructionmmaterial )rior construction.# Remove column e(isting )laster and )lace vertical and tie -ar alongHith ro+al )lug.

# ,a"e the concrete surface grouted and Hait for surface saturated.# Then )our concrete in tHo K three lift. In last lift )our concrete from

to) floor as )er draHing.# Curing should -e done at least $1 da+s.

SAFETY MEASURE!

# @hile )erforming 7ac"eting vacant the -uilding and ta"e necessar+

safet+ measure for construction Hor"er and all other )eo)le.# AlHa+s avoid an+ Hor" Hhich might herm the e(isting -uilding.# @hile removing )laster -e sure not to damage e(isting column# Clear the )lace around the column to ma"e necessar+ )ath to -uild

formHor" and )our /vi-rate concrete.# After removing -ric"Hall if an+ install ade;uate su))ort from to)

floor -eam to ground or -ottom floor -eam. !o the same for sla- also.# lace 1.5GK$G steel )i)e )ro)s around the column in a grid of B**mm

as shoHn in strengthening draHing. Also )lace vertical )ro) direct -eneth the -eam in *8 directions around the column. Tie the vertical )o)s in tHo horiontal level Hith 1.5G )o)s 0,a"ing Ha+ of )lacing

concrete and

33






B%% ': R*&':&&

It is the method of strengthening of the alread+ -uilt damaged/undamaged old/neHstructures those are found to -e Hea" in an+ load 0!ead live @ind and 'arth;ua"e

loadings that ma+ occur currentl+ or in future.

>enerall+ structures vulnera-le to an+ load are retrofitted -+ means of Steel 7ac"eting Concrete 7ac"eting >alvanied steel mesh reinforcement Inclusion of neHSu))orting Halls / Concrete shear Halls Steel -racings Fi-er Reinforced ol+mer 0FR sheets or -+ an+ other suita-le means. Retrofitting Hor"s ma+ also -enecessar+ in a Hell -uilt -uilding if e(tra store+s are to -e added. Also old#Hea"

-uildings can -e e(tended after )ro)erl+ strengthening the older )art so as to -ear theincreased safet+ demand due to the e(tended )art.

S*/*2&' ': &3* P'* R*&':&& M*%*

ro)er stud+ of the e(isting structure using various anal+tical tools needs to -e carriedout to identif+ the Hea" ones Hithin the structure )rior to carr+ing out retrofittingHor"s. It also hel)s in the selection of )ro)er retrofitting measure that should -eado)ted in terms of economic and safet+ as)ects.

%uilding structures l+ing in acceleration sensitive region and velocit+ sensitive regionof the s)ectrum ma+ re;uire different retrofitting measures. Retrofitting o)tion

suita-le for one structure ma+ )rove to -e inefficient for another structure Hithdifferent d+namic -ehavior.

Also after retrofitting stiffness of a -uilding structure ma+ increase significantl+Vthere-+ increasing a load demand on the structure than -efore retrofitting. Increase instiffness also de)ends on the t+)e of the retrofitting measure carried out. Conventionalretrofitting measures as Steel/Concrete =ac"eting and inclusion of neH Halls are li"el+to increase the stiffness of the structure significantl+V there-+ altering its d+namic

-ehavior. In such re#anal+sis of the retrofitted structure shall -e carried out. ,odern=ac"eting techni;ue such as Fi-re Reinforced ol+mer 0FR Hra))ing could -e the

-est Ha+ to strengthen the ca)acit+ of structures Hithout altering stiffness.

%esides the increment in stiffness of the structure ma7or re)ercussion in theconventional method of retrofitting could -e the develo)ment of neH load )aths thatma+ lead to concentration of loads at the foundation level. This ha))ens in reinforcedconcrete 0RC frame structures Hhere inclusion of concrete shear Halls in -etHeenthe columns is carried out as a retrofitting measure. In such e(isting foundation of thead7oining columns is li"el+ to get overstressed.

Selection of the )ro)er retrofitting techni;ue shall -e done -+ carr+ing out the detailanal+sis of the e(isting structure. Re#Anal+sis including Re#!esign of the structurema+ -e re;uired after the introduction of retrofitting measuresV so that the o-7ective of

Seismic Retrofitting is met.

38






R*&':&& D*% P2/*%

!esign )rinci)les even in case of retrofitting as in case of neH construction shallfolloH several factors.

For instance in order to have a full advantage of the )otential ductilit+ of retrofittedRC mem-ers it is desira-le to ensure that fle(ure rather than shear govern ultimatestrength. Shear failure is catastro)hic and occurs Hith no advance Harning of distress.

,ost of the e(isting RC Columns and %eams have -een found deficient in shear strength and in need of strengthening.

Shear !eficiencies occur due to several reasons such as insufficient shear reinforcement or reduction in steel area due to corrosion increased service loaddesign )rinci)les in older codes and construction defects.

As far as )ossi-le design )rinci)le in case of retrofitting shall -e to im)rove Shear%ending A(ial !uctile ca)acit+ of structural mem-ers the structure as a Hhole.,ost of the e(isting )ractices seem to )rovide increased confinement of the structuralmem-ers#mainl+ increasing a(ial shear and ductile -ehavior. Increase in -endingca)acit+ could also -e achieved if )ro)er detailing and design )rinci)le is folloHed.

R*&':&& ': R*:'2*+ C'2*&* (RC) F8* S&2&*%

Retrofitting o)tions for Reinforced Concrete 0RC frame structures are more

com)licated and ma+ -e costlier than for the structures Hith a load -earing Halls+stem. %ehavior of the frame structured s+stem is entirel+ different from load -earing Hall structuresV there-+ demanding a different a))roach.

Several Retrofitting Techni;ues are availa-le to strengthen the seismicall+ deficientRC Frame Structures as )resented -eloHV

J2*& ': S&2&/ M*8*%

A++&' ': E<& S&2&/ M*8*%

A++&' ': E*7 D%%&' D*2*%

Among the a-ove three first tHo methods are conventional methods 0e(ce)t =ac"eting -+ FR Hhereas the later one 0Addition of 'nerg+ !issi)ation !evices is a moderna))roach and rather so)histicated one.

J2*& ': S&2&/ M*8*%

?arious =ac"eting techni;ues are availa-le for the strengthening of deficient structuralmem-ers as mentioned -eloHV

C'2*&* J2*&

35

http://www.buildingresearch.com.np/services/sr/sr3.php#jacketing

http://www.buildingresearch.com.np/services/sr/sr3.php#extra%20members

http://www.buildingresearch.com.np/services/sr/sr3.php#energy%20dissipation

http://www.buildingresearch.com.np/services/sr/sr3.php#concrete

http://www.buildingresearch.com.np/services/sr/sr3.php#extra%20members

http://www.buildingresearch.com.np/services/sr/sr3.php#energy%20dissipation

http://www.buildingresearch.com.np/services/sr/sr3.php#concrete

http://www.buildingresearch.com.np/services/sr/sr3.php#jacketing






S&**/ J2*&

F* R*:'2*+ P'/78* J2*&

Conventional =ac"eting methods )rimaril+ include =ac"eting of various structuralmem-ers -+ Reinforced Concrete or Steel Hor"sV res)ectivel+ "noHn as Concrete=ac"eting Steel =ac"eting.

,odern =ac"eting techni;ues use Fi-re Reinforced ol+mer 0FR sheets that havemuch higher strength than steel for enhancing the strength of deficient mem-ers.

These =ac"eting methods -asicall+ im)art e(tra confinement to the e(isting mem-ersand enhancement in shear fle(ural ca)acities too if )ro)erl+ designed im)lemented.

C'2*&* J2*&

'nlargement of the e(isting structural mem-ers such as Column/%eam sections -+ )lacing reinforcing Steel Re-ars around its )eri)her+ and then concreting it is Hidel+ado)ted o)tionV Hhich is referred as Conrete =ac"eting. FolloHing )resents 0Fig#5 thetechni;ue of Concrete =ac"eting -eing a))lied on the RC Column.

3B

http://www.buildingresearch.com.np/services/sr/sr3.php#steel

http://www.buildingresearch.com.np/services/sr/sr3.php#frp

http://www.buildingresearch.com.np/services/sr/sr3.php#steel

http://www.buildingresearch.com.np/services/sr/sr3.php#frp






Figure 0Strengthening of the e(isting Column -+ )roviding Re-ars around its )eri)her+ for ConcretingV "noHn as Concrete =ac"eting

This method significantl+ increases the mem-er sies and there-+ its Stiffness.Concrete =ac"eting )rimaril+ enhances the Confinement along#Hith the Shear A(ial

-ehavior incase of ColumnsV Hhereas in deficient RC %eams it im)roves Shear andFle(ural -ehavior too.

I &3% '*2& 2'*%'/ 2'/8 2*& '2*%% 3% ** :'//'4*+.

COLUMN C1 CHEC ('(isting Re-ar in Column C1 1$.1Bin$

34






Re;d. Re-ar -efore strengthening Re;d. Re-ar after strengthening

C'/8 C1 **+% %&*&3* :'8 /* 2 &' "+ + =+ :/''.

COLUMN C" CHEC ('(isting Re-ar in Column C$ 2.*8in$

32

3rd floor







C'/8 C" **+% %&*&3* :'8 /* 2 &' "+ =+.

COLUMN C= CHEC ('(isting Re-ar in Column C3 2.1$in$

3

3rd floor 3rd floor







C'/8 C= **+% %&*&3* :'8 /* 2 &' "+ $ =+ :/''.

COLUMN C> CHEC ('(isting Re-ar in Column C8 B.Bin$

8*

3rd floor






Re;d. Re-ar -efore strengthening

81






Re;d. Re-ar after strengthening

ShoHing neH sie of C8 in various level

C'/8 C> **+% %&*&3* :'8 /* 2 &' "+ >&3 :/''.

8$

8th Floor

8th Floor 8th Floor 8th Floor






COLUMN C5, C6 CHEC ('(isting Re-ar in Column C5 CB B.Bin$

Re;d. Re-ar -efore strengthening

Re;d. Re-ar after strengthening

83

8th

Floor






ShoHing neH sie of C5 CB in various level

C'/8 C5 $ C6 **+% %&*&3* :'8 /* 2 &' "+ $ >&3 :/''.

88

8th Floor






STRENGTHENING PROCESS!

All under reinforced columns need additional 8G casting all around Hith additionalvertical re-ar 0Tie!1*W8G C/C full height as shoHn in strengthening draHing in

A'N!IE >.

F*! C'/8 S&*&3* L**/ (F'8 P/* C &' &' +2&*+ /**/ %

%3'4).

F*! C'/8 S&*&3* L**/ (E%& &). E/*+ 2&*.

85

E%& P&

?*%& P&






F*! C'/8 S&*&3* L**/ (?*%& &). E/*+ 2&*.

8B






9.0 BEAM REINFORCEMENT DETAILS

GRADE BEAM

F* ! G+* *8 *:'2*8*& +*&/% (")

P'+*+ *:'2*8*&!

ositive reinforcement *.3 in$

Negative reinforcement *.3 in$

R**+ *:'2*8*&!

ositive reinforcement 1.1* in$ Negative reinforcement $.*3 in$

C'88*&%!

As grade -eam are almost closel+ contacted Hith ground thats Hh+ it can -e assumedthat this amount of reinforcement might not needed in real. As a result grade Hill -esafe.

84






GROUND FLOOR BEAM

Figure >round floor re;uired -eam reinforcement 0in$

LONG DIRECTION BEAM

Re;uired ositive reinforcement 1.* in$ 0$*X ,oment dist. 1.M1.* J $. in$Re;uired Negative reinforcement 5.** in$ 0$*X ,oment dist. 5.*#1.* J 8.* in$rovided ositive reinforcement 3.28 in$rovided Negative reinforcement 3.28 in$

SHORT DIRECTION BEAM

Re;uired ositive reinforcement 3.5 in$Re;uired Negative reinforcement $.5 in$rovided ositive reinforcement 3.28 in$rovided Negative reinforcement 3.28 in$

C'88*&%!

>round floor -eam reinforcement is almost safe. If He consider T -eam instead of

rectangular -eam then it Hill -e safer. Currentl+ in the anal+sis rectangular -eam has -een used.

82






1%& FLOOR BEAM

F*! 1%& :/'' **+ *8 *:'2*8*& (")

LONG DIRECTION BEAM

Re;uired ositive reinforcement 1.* in$ 0$*X ,oment dist. 1.M*.$ J $.2$Re;uired Negative reinforcement 8.B* in$ 0$*X ,oment dist. 8.1#*.$ J 3.12rovided ositive reinforcement 3.28 in$rovided Negative reinforcement 3.28 in$


Re;uired ositive reinforcement $.* in$Re;uired Negative reinforcement $.$* in$rovided ositive reinforcement 3.28 in$rovided Negative reinforcement 3.28 in$

C'88*&%! 1%& :/'' *8 *:'2*8*& % %:*.

8






"+ FLOOR BEAM

Figure $nd floor floor re;uired -eam reinforcement 0in$

LONG DIRECTION BEAM

Re;uired ositive reinforcement 1.* in$ 0$*X ,oment dist. 1.M*.2B J $.4B

Re;uired Negative reinforcement 8.3* in$ 0$*X ,oment dist. 8.1#*.2B J 3.$8rovided ositive reinforcement 3.28 in$rovided Negative reinforcement 3.28 in$


Re;uired ositive reinforcement $.1* in$Re;uired Negative reinforcement $.$* in$rovided ositive reinforcement 3.28 in$rovided Negative reinforcement 3.28 in$

C'88*&%! "+ :/'' *8 *:'2*8*& % %:*.

5*






10.0 SLAB REINFORCEMENT DETAILS

PRO#IDED $ REUIRED REINFORCEMENT!

rovided ositive reinforcement *.34* in$/ft

rovided Negative reinforcement *.5$5 in$/ft

Re;uired ositive reinforcement *.12 in$/ftRe;uired Negative reinforcement *.82 in$/ft

9ence sla- reinforcement and thic"ness is safe from design.

CALCULATION FOR REUIRED REINFORCEMENT

INPUT

Fy (KSI) 40

F'c (KSI) 2.241

Case 5

La (Short length), ft21

Val!

L" (Longer length), ft 21.00

#n sla" $hc%ness(I&) 5.000

Ca(N) 0.05

Cb(N) 0

Ca,posdl 0.02

Cb.posdl 0.01

Ca.posll 0.0*2

Cbposll 0.02

+se! Sla" $h n esgn (n) 0.5000 5.0000

FL-- FI&IS/ arton all(SF)

10 10.0000

LIV3 L-(SF) 40 40.0000+nt t. of L..concrete(CF) 150

+nt t. of "rc% all(CF) 110

5 nch 6artton alllength(F$)

1 4*.7000 0.7752

10 nch 6artton alllength(F$)

1 .*500 1.7

Floor to Floor /eght(F$) 10

$otal +L(SF) 12.720

#a(8)8%8ft9ft 4.2*2*#"(8)8%8ft9ft 0.0000

51

a






#a,()8%8ft9ft 1.11

#",()8%8ft9ft 1.145

0.4* a8 n29ft (+S)

0.0000 "8 n29ft (+S)

0.142 a n29ft (+S)

0.1*42 " n29ft (+S)

11. 0 REMEDY OF ACCORD OBSER#ED PROBLEM

In some areas roof soffit )laster 0non structural damages are visi-le. This nonstructural crac" is a common issue in -etHeen -ric" Hall and RC -eam. Its adviced tore)laster the surface.

In some areas dam)ness found in roof soffit. Its advised to re)laster the surface usingdam)roof materials.

Roof of the -uilding has no Hater)roofing mem-rane. Its adviced to )re)are aHater)roofing mem-rane using admi(ture in roof.

1".0 CONCLUDING REMARS

5$






The e(isting -uilding of FA,' !'SI>N 09.R AAR'S shoHs no visi-le crac"0sin an+ structural mem-er. No settlement of foundation Has o-served as Hell.

'(isting load has -een shoHn in oad )lan and adviced to STRICT& a-ide -+ the

load )lan -+ oad ,anager. As -uilt draHings has -een )re)ared as Hell and added inthis re)ort.

The structure ma+ carr+ the -ill-oard load after column strengthening.

The structure Has modeled using 3#! com)uter )rogram 'TA%S and designed for all )ossi-le load com-inations. The folloHing o-servations have -een done.

The ma(imum factored to) deflection is $.4inch and corres)onding unfactoreddeflection is 1.2inch that is less than alloHa-le limit 9/8** 0i.e *storied -uilding O 1* ft O 1$ J $.4inch. 9ence its safe and sta-lefrom deflection.

ile foundation are safe from design -oth thic"ness ca)acit+ and re-ar 0ConsideringF:S 1.5.

The reinforcement )rovided for columns are found ade;uate in u))er floors onl+.Some columns in ground to 5th floor need strengthening as )er section 2.* of thisre)ort. rovided reinforcement in all other columns at other floor levels are also foundmore than the re;uired reinforcement.

The t+)ical floor roof sla- is a tHo Ha+ sla- s+stem. The ma(imum )anel sie is $1#3 ( $1#1*G and the sla- thic"ness )rovided is BG Hhich is almost ade;uate as )er %N%C / ACI Code. Also there Has no visi-le crac" in the sla-. Reinforcement in all

-eams at all floor levels are also found more than the re;uired reinforcement.

53






APPENDI A

LOAD PLAN

58






APPENDI B

AS %<IT ARC9IT'CT<RA STR<CT<RA !RA@IN>

55






APPENDI C

S:I IN?'STI>ATI:N R':RT

5B






APPENDI D

0%<'T T'ST !ATA F:R C:R'S

54






APPENDI E

0F'R:,A>N'TIC R'%AR SCAN T'ST !ATA

52






APPENDI F

0C:R' F'R:,A>N'TIC R'%AR SCAN :T9'R ICT<R'S

5






Figure Stone Chi)s Casting in >round floor 0It )resent u)to 8th floor

Figure Stone Chi)s Casting in 3 rd floor 0It )resent u)to 8th floor

B*






Figure Floor uses.

Figure Floor uses.

B1






Figure Floor uses.

Figure Floor uses.

B$






Figure Floor uses.

Figure Floor uses.

B3






Figure Floor uses.

Figure Floor uses.

B8






C:R' C<TTIN> AN! SCANNIN> ICT<R'S

B5






BB






B4






B2






B






!A,N'SS

Figure !am)ness +et to -e re)aired in roof soffit.

Figure Crac" in -ric" Hall and RC -eam 7unction..

Figure Crac" in -ric" Hall and RC -eam 7unction..

4*






Figure !am)ness +et to -e re)aired in roof soffit.

Figure No Hater )roofing mem-rane in roof..


41









4$






APPENDI G

0STR'N>T9'NIN> !RA@IN>S

43






APPENDI H

0C:,AN& R:FI' 'N>IN''R C? TRA!' IS'NC'

dea fame design h.r. apparels v1.0

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