capstone design 10-19-13 final present

8/19/2019 Capstone Design 10-19-13 FINAL PRESENT

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Design of Mixed Commercial and Residential7-Storey Condominium

Members

Dotillos, Jay G.

Famadico, Daryl M.

Logdat, Lizaflor J.

Mariano, Cesario Jr. S.

Rosas, Roy

Technological nstit!te of the "hili##ines$!ezon City

%&'(

'


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Table of Contents

Design of Mi)ed Commercial and Residential*+Storey Condomini!m.............................................................'

Table of Contents..............................................................................................................................................%

List of Fig!res....................................................................................................................................................

List of Tables.....................................................................................................................................................-

List of cronyms................................................................................................................................................*

Cha#ter ' / "ro0ect 1ac2gro!nd........................................................................................................................3

'.' The "ro0ect..............................................................................................................................................3

'.% "ro0ect 4b0ecti5es...................................................................................................................................6

'.( The Client................................................................................................................................................6

'. "ro0ect Sco#e and Limitations................................................................................................................6

'.7 "ro0ect De5elo#ment..............................................................................................................................6

Cha#ter % / Design n#!ts................................................................................................................................''

%.' Descri#tion of the str!ct!re...................................................................................................................''

Cha#ter ( / Constraints, Trade+offs and Standards........................................................................................%(

(.' Design Constraints...............................................................................................................................%(

(.% Trade+offs..............................................................................................................................................%((.( Design Standards.................................................................................................................................('

Cha#ter / Design of Str!ct!re......................................................................................................................((

.' Methodology.........................................................................................................................................((

.% Str!ct!ral Design..................................................................................................................................((

.%.' Design of str!ct!re !sing Rolled Sections....................................................................................(

.%.% Design of Str!ct!re !sing 1!ilt+!# Sections.................................................................................-(

.%.(. 8alidation of M!lti#le Constraints, Trade+offs and Standards......................................................36

.%.. nfl!ence of m!lti#le constraints, trade+offs and standards in the Final Design..........................6*

Cha#ter 7 / Final Design...............................................................................................................................'&

References...............................................................................................................................................'&7

##endices....................................................................................................................................................'&-

##endi) / Final Design Sched!le.........................................................................................................'&-

%


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##endi) 1/ nitial 9stimate of Sections and Connections.......................................................................''6

##endi) C/ Codes and Standards..........................................................................................................'%%

##endi) D/ Man!al Com#!tations of 1eam Members :Rolled Sections;..............................................'(-

##endi) 9/ Man!al Com#!tations of Col!mn Members :Rolled Sections;...........................................'7

##endi) F/ Man!al Com#!tations of Sim#le Connection for Rolled Sections :D1 and D D1;...............'*

##endi) ?/ Man!al Com#!tations of Moment Connections for 1!ilt+!# Sections :1F" >


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List of Figures

Fig!re '+' "ers#ecti5e 5ie of * storey condomini!m.....................................................................................3

Fig!re '+% Ste#s of design #ro0ect..................................................................................................................'&

Fig!re %+' Framing #lan of the *+storey condomini!m...................................................................................''

Fig!re %+% Front ele5ation > rear ele5ation....................................................................................................'(

Fig!re %+( Right side and left side ele5ation..................................................................................................'

Fig!re %+ 1asement le5el for #ar2ing lot.......................................................................................................'7

Fig!re %+7 Gro!nd floor #lan for commercial !se...........................................................................................'-

Fig!re %+- %nd to *th floor #lan for residential !se.........................................................................................'*

Fig!re %+* Roof dec2 #lan...............................................................................................................................'3

Fig!re %+3 4cc!#ancy #lan for gro!nd floor...................................................................................................'6Fig!re %+6 4cc!#ancy #lan for %nd to *th floor..............................................................................................%&

Fig!re %+'& Framing #lan for gro!nd floor......................................................................................................%'

Fig!re %+'' Framing #lan for %nd to *th floor.................................................................................................%%

Fig!re (+' Ran2ing scale for #ercent difference.............................................................................................%

Fig!re +' Flochart of str!ct!ral design.......................................................................................................((

Fig!re +% Str!ct!ral frame for Rolled Section...............................................................................................(

Fig!re +( 4rientation of girders, beams and col!mns for gro!nd floor.........................................................(7

Fig!re + 4rientation of girders, beams and col!mns for %nd to *th floor....................................................(-

Fig!re +7 Seismic+resisting frame of the str!ct!re........................................................................................(*

Fig!re +- Gra5ity load frame of the str!ct!re................................................................................................(*

Fig!re +* Fo!ndation #lan.............................................................................................................................(3

Fig!re +3 Com#leted model of steel frame !sing STD "ro......................................................................(

Fig!re +6 Critical frame for seismic analysis.................................................................................................

Fig!re +'& Dis#lacement of the critical frame...............................................................................................7

Fig!re +''1ending stress for critical frame...................................................................................................7

Fig!re +'% Designers classification for connections.....................................................................................7

Fig!re +'( Do!ble ngle


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Fig!re +%%


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List of Tables

Table %+' Room Classification and Corres#onding rea................................................................................'%

Table (+'Designer Ra Ran2ings for Sections..............................................................................................%7

Table (+%nitial Cost 9stimate for Sections :Rolled and 1!ilt+!#;...................................................................%-

Table (+( nitial D!ration of Constr!ction for Sections :1!ilt+!#;....................................................................%-

Table (+ Designer Ra Ran2ings for Sim#le Connections...........................................................................%*

Table (+7 nitial Cost 9stimate for Sim#le Connections :D1 and D


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Table +%7 Designer Ran2ings for Moment Connections :1!ilt+!# Section;..................................................6&

Table +%- Cost 9stimate for Moment Connection :1F";..............................................................................6'

Table +%* Cost 9stimate for Moment Connection :


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Chater ! " #ro$ect %ac&ground

!'! The #ro$ect

The #ro0ect is a se5en storey mi)ed commercial and residential condomini!m b!ilding ith basement and

roof dec2 to be constr!cted along Mala2as street corner Mata#ang Street, 1arangay "inyahan, Diliman,

$!ezon City. The #!r#ose of the b!ilding is for commercial renting at the gro!nd floor and sell !nits from % nd

to *th floors. #art of the condomini!m offers commercial !se that incl!des office and retail s!ch as

con5enience stores, health care etc.

The Commercial and Residential condomini!m is a rectang!lar sha#ed se5en storey b!ilding that co5ers agross area of 7%-& sE.m and total saleable area of ('-7 sE.m from % nd to * th floor. The gro!nd floor is for

commercial !se ith fi5e (6.% sE.m !nits and se5en office !ses, and basement le5el intended for #ar2ing

lot ith '( slots. The str!ct!re is also designed to accommodate a s#acio!s roof dec2 offering for other

!ses and s#ectac!lar 5ies. t has to access stairs located at e5ery third #oint of its longit!dinal section,

one facing east and the other facing est. n ele5ator at the center is a5ailable to easily and efficiently

mo5e #eo#le or goods beteen floors es#ecially disabled #ersons. The hole frame of the b!ilding as

designed as b!ilt+!# sections and connections as go5erned in the trade+offs.

The designers #resent trade+off strategies in the design #rocess. This or2 ill #ermit designers to directly

s#ecify and ho to trade+off different design goals. n the design of mi)ed commercial and residentialcondomini!m, a strategy is to trade+off the #erformance of rolled and b!ilt+!# sections and the connections

of elds and bolts to be !sed in the framing of the str!ct!re.

3Fig!re '+' "ers#ecti5e 5ie of * storey condomini!m


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!'( #ro$ect )b$ecti*es

The ob0ecti5es of the #ro0ect are to/

• Design a se5en storey condomini!m in accordance ith codes and engineering standards

• 95al!ate the infl!ence of m!lti#le constraints dictated by the clients and design reE!irements,

tradeoffs and standards to come !# ith economical design of the str!ct!re

• "ro5ide cost estimate for str!ct!ral or2s

!'+ The Client

The client for this #ro0ect is an architect that or2s at Monolith Constr!ction and De5elo#ment Cor#orationand 1CS rchitect!ral Design and 1!ilt, rch. 1ee0ay Santa Maria. The client also stated that he ants an

economical design and s#ecified to !se steel for the str!ct!re to shorten the constr!ction d!ration.

!', #ro$ect Scoe and Limitations

The sco#e of the #ro0ect is to #ro5ide a :'; detailed and conce#t!al str!ct!ral design #lans for the client in

accordance to the rele5ant codes and standards :%; reliable and acc!rate cost estimates of the str!ct!ral

or2s :(; nalyze the str!ct!re !sing STD "ro

The folloing ere not co5ered in the design #ro0ect :'; detailed com#!tation of b!ilding cost estimates of

mechanical, electrical, #l!mbing, sanitation, architect!ral, etc. and:%; detailed acti5ities for constr!ction

management.

!' #ro$ect De*eloment

The design has !nderta2en n!mero!s #hases as shon in Fig!re '+%. The #ro0ect started ith the

arrangement and detailing of the #lans adhering to the codes and standards, folloed by conce#t!alization

of the hole str!ct!re incl!ding the col!mns, beams, all, and etc. for the #!r#ose of 5is!alization.


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for the final design, the designers com#ared the s#ecific constraints 5ariables ith a##ro#riate ci5il

engineering #ractice standard #erformance meas!re li2e safety against dis#lacement, stresses, and other

colla#se #atterns.

.

'&

Fig!re '+% Ste#s of design #ro0ect


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Chater ( " Design .nuts

('! Descrition of the structure

The architect!ral #lans !sed in this design are #ro5ided by the clients architect. Details of the str!ct!ral

#lans are #resented and disc!ssed in cha#ters ( and .

Asing the architect!ral #lan, the str!ct!re frame of the b!ilding as created as shon in Fig!re %+'.The

condomini!m is categorized as a standard occ!#ancy str!ct!re :occ!#ancy category 8;,and is located at

seismic zone near the 5alley fa!lt line %&2m aay from the site. The condomini!m has to access stairs

located at e5ery third #oint of longit!dinal section, one facing est and the other facing east. The ele5atorat the center of the str!ct!re is a to lifter ty#e, constr!cted ith reinforced concrete aro!nd that act as

shear all and sho!ld be ta2en ad5antage of resisting earthE!a2e forces. The basement is constr!cted

ith retaining alls to resist lateral #ress!res generated by loose soils and the entire slab is designed as

one ay system. The hole frame com#rises b!ilt+!# sections hich are connected by do!ble angle

elded at sim#ly s!##orted beams and by bolted flange #late at seismic+resisting frames as stated in the

design trade+offs.

''


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Room Classification and Corresonding Area

Table %+' describes and locates e5ery rooms and amenities in the condomini!m as ell as their

corres#onding areas.


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Fig!re %+ Front ele5ation > rear ele5ation


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Architectural and )ccuancy #lan of the 7-Storey Condominium

This ill sho the floor #lans and their occ!#ancies hich content the basement #lan, gro!nd floor #lan of

commercial !se, %nd to *th storey floor #lan of residential !se and roof dec2 hich ser5e as basis for the

design.

'7

Fig!re %+7 Right side and left side ele5ation


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Fig!re %+- 1asement le5el for #ar2ing lot


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Fig!re %+* Gro!nd floor #lan for commercial !se


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Fig!re %+3 %nd to *th floor #lan for residential !se


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Fig!re %+6 Roof dec2 #lan


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Fig!re %+'& 4cc!#ancy #lan for gro!nd floor


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Framing #lan of the 7-Storey Condominium

This ill sho the res#ecti5e #osition of col!mn and girders in basement #lan, gro!nd floor #lan forcommercial !se and %nd to *thstorey floor #lan for residential !se hich ser5e as basis for the design.

%'

Fig!re %+'' 4cc!#ancy #lan for %nd to *th floor


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Fig!re %+'% Framing #lan for gro!nd floor


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Chater + " Constraints/ Trade-offs and Standards

+'! Design Constraints

There are m!lti#le of #ossible constraints that can be #resent in designing a str!ct!re. mong these

constraints are as follos that ha5e rele5ant im#act in the design of the *+storey condomini!m.

'. 0conomic 1Cost2' The design of the b!ilding ill com#rise steel for the str!ct!ral framing as

s#ecified by the client. The designers are constrained to !se this material instead of !sing

reinforced concrete design or com#osite design, hich e thin2 can be chea#er, and as a

%(

Fig!re %+'( Framing #lan for %nd to *th floor


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res!lt schemed ays for #otential sa5ings hen !sing steel materials. Da5ison and 4ens

:%&&(; noted that frame in the steel b!ilding has a greater #ercentage in the entire b!dget of

the str!ct!ral design. mong the com#onents of the steel str!ct!re, the frames can consist(&

in the total cost of constr!ction :Da5ison > 4ens, %&&(;.


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Asing the model on trade+off strategies in engineering design :4tto > ntonson, '66';, the im#ortance of

each criterion :on scale of & to 7, 7 ith the highest im#ortance; as assigned and each design

methodologys ability to satisfy the criterion :on a scale from +7 to 7, 7 ith the highest ability to satisfy the

criterion; as li2eise tab!lated. The designers com#!ted the ability to satisfy the criterion !sing this

#roced!re.

Com#!tation of ran2ing for ability to satisfy criterion of materials/

difference H(Higher Value – Lower Value)

(Higher Value)

9E. (.'

S!bordinate Ran2 H Go5erning Ran2 I : difference; ) '& 9E. (.%

The go5erning ran2 is the s!b0ecti5e choice of the designer. n assigning the 5al!e for the criterionsim#ortance and the ability to satisfy the criterion, the designers o!ld s!b0ecti5ely choose any desired

5al!e. This s!b0ecti5e 5al!e de#ends on the initial estimate, say for economic criterion, hich the designer

can initially select. The s!bordinate ran2 in 9E. (.% is a 5ariable that corres#onds to its #ercentage distance

from the go5erning ran2 along the ran2ing scale.

s shon in Fig!re (.' the distance is determined by m!lti#lying the #ercentage difference by the n!mber

of scale that is '&. The #rod!ct ill be the n!mber of strideinter5al from the go5erning 5al!e.

fter considering the design constraints, the designers came !# ith the initial ran2ings on the section to be

!sed and the connection 0oining them. The disc!ssion on ho the designers came !# ith the ra ran2ings

5al!es are shon and com#!ted belo.

Table (+%Designer Ra Ran2ings for Sections

Decision Criteria forSections

Criterion3s.mortance

:scale of & to 7;

Ability to Satisfy the Criterion:scale from +7 to 7;

Rolled Steel Sections %uilt-u Steel Sections

!' 0conomic :Cost; 7 ( 7

(' Manufacturability ( 7 '

%7

Fig!re (+' Ran2ing scale for #ercent difference


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:Fabrication D!ration;

Total 4 +5 (6

KReference/ 4tto, ?. @. and ntonsson, 9. ?., :'66';. Trade+off strategies in engineering design. Research in Engineering Design, volume 3, number 2, pages 87-104.Retrie5ed from htt#/.design.caltech.ed!Research"!blications6&e.#df on March '', %&'(

The designers initial ran2ing for sections, the economic criterion im#ortance is ran2ed as fi5e :7; beca!se

the client s#ecified that the b!dget m!st be minimal and eno!gh for its area. Man!fact!rability constraints

ran2ed as three :(; beca!se the designers fabricate their on b!ilt+!# sections. 4n the other hand,

fabrication of sections ill not affect the d!ration of constr!ction. The en5ironmental criterion as not

ran2ed beca!se e do not ha5e data yet to e5al!ate its im#ortance.

The disc!ssions on the choice of the go5erning and s!b0ecti5e ran2ing on the ability to satisfy the criterion

are as follos/

9conomic :Cost;.1!ilt+!# sections obtained higher ran2ing since the designers ass!med that b!ilt+!#

members can be fabricated to the e)act size needed to meet the loading in each #art of

the str!ct!re. 1y com#arison, ith rolled sections, designers select a##ro#riate size for

the section that ill meet the critical load, so they ha5e to be hea5ier o5erall. Therefore,

the lesser the eight of the sections, the lesser the cost ill be.

Man!fact!rability :Fabrication D!ration;.1ased on fabrication of sections, rolled sections got higher ran2ing

than the b!ilt+!# sections beca!se it is ready for !se.

.nitial Cost 0stimate for Sections :Rolled and 1!ilt+!#;

Tables (+% and (+( listed belo are the total cost estimates and fabrication of sections hich sho the

difference beteen rolled and b!ilt+!#. The ran2ings for ability of materials to satisfy the criteria are also

com#!ted after the table !sing the model on trade+off strategies in engineering design by 4tto and

ntonsson :'66';. Detailed com#!tation is attached in the ##endi) 1.

Table (+(nitial Cost 9stimate for Sections :Rolled and 1!ilt+!#;

Type of Materials TotalRolled Section P+1,(,0,(08

Built-up Section P+18(&2(18

Com#!tation of Ran2ing for 9conomic :cost;/

%-

http://www.design.caltech.edu/Research/Publications/90e.pdfhttp://www.design.caltech.edu/Research/Publications/90e.pdfhttp://www.design.caltech.edu/Research/Publications/90e.pdfhttp://www.design.caltech.edu/Research/Publications/90e.pdf


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difference H(Higher Value– Lower Value)

( Higher Value)

S!bordinate Ran2 H Go5erning Ran2 I : difference; ) '&


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Simle Connections .mortance:scale of & to 7;

:scale from +7 to 7;

Double Angle %olted Double Angle elded

!' 0conomic :Cost; 7 7

(' Constructability:Constr!ction D!ration; ( 7 +'

Total 4 + ((


n initial designers ran2ing for sim#le shear connections, economic ran2ed as fi5e :7; in the criterions

im#ortance since installation of connection ill #ro5ide more e)#enses in erection of frame. Constr!ctability

ran2ed as three :(; beca!se the d!ration of erection for frame constr!ction are based on the installation

#rocess of connections.

9conomic :Cost;.Do!ble angle


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Table (+3 Designer Ra Ran2ings for Moment Connections

Decision Criteria forMoment Connections


:scale of & to 7;


%olted Flange #late elded Flange #late

!' 0conomic :Cost; 7 7

(' Constructability:Constr!ction D!ration;

( 7 +%

Total 4 + !8


n initial designers ran2ing for moment connections, economic ran2ed as fi5e :7; in the criterions

im#ortance since the clients s#ecified to o#timize the b!dget hile it ill #ro5ide more e)#enses in

installation. Constr!ctability ran2ed as three :(; beca!se the d!ration of erection for frame constr!ction are

based on the installation #rocess of connections.

9conomic :Cost;.Do!ble angle


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%olted Flange #late "h# '&',&'.6 %%6 man+ho!r "h# ''',%6.


difference H(Higher Value – Lower Value)

(Higher Value)



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% @ational 1!ilding Code of the "hili##ines( STM :merican Society for Testing and Materials; S9" Steel =andboo2 %&& 5ol. '7 Steel Designers Man!al of the Steel Constr!ction nstit!te -th 9dition

'. The National Structural Code of the Philippines 2010.This str!ct!ral code #ro5ides minim!mreE!irements for b!ilding str!ct!ral systems !sing #rescri#ti5e and #erformance+based #ro5isions. t isfo!nded on broad+based #rinci#les that ma2e #ossible the !se of ne materials and ne b!ildingdesigns. t is also designed to meet these needs thro!gh 5ario!s model codesreg!lations, tosafeg!ard the #!blic health and safety nationide. This is the main reference for the design #roced!reof the str!ct!re.

Material Strength. Materials conforming s#ecifications of @SC" -th edition %&'& ere !sed in the

design of the #ro0ect.

Loadings.Dead loads, li5e loads and en5ironmental loads :ind and earthE!a2e; are the forces

acting on the str!ct!re. Dead loads are consists of the eight of all materials of constr!ction and#artition loads that are #resented in the ne)t cha#ter. Li5e loads shall be the ma)im!m loadse)#ected by the occ!#ancy these loads are attached in cha#ter as ell. The reE!ired lateralloads d!e to ind and earthE!a2e forces shall be se#arately calc!lated.

Wind Loads.The ind load is calc!lated in STD "ro !sing s#ecifications ado#ted in mericanSociety of Ci5il 9ngineers SC9*+&7 and based on #roced!re as stated in @SC" %&'&, section%&*.

Seismic Loads.The str!ct!re shall be designed and constr!cted to resist the effect of seismicgro!nd motion as #ro5ided in section %&3 of @SC" -th edition :%&'&;.

Load Combinations. Steel sections shall be designed !sing the lloable Stress DesignN method!sing the folloing combination

/ DL O LL/ DL O &.*7 LL/ DL O


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eformation Limits. Str!ct!res or str!ct!ral members shall be chec2ed s!ch that the ma)im!mdeformation does not e)ceed the folloing/

a. $eams an% &ir%ers. 1eams and girders s!##orting floors and roof shall be #ro#ortioned ith d!e

regard to the deflection #rod!ced by the design loads. Considering then the total deflection, hichis d!e to the additional li5e loads, occ!rring after attachment of non+str!ct!ral elements shall note)ceed L(-&.

(' The National !uilding Code of the Philippines "P 10#$%.The @ational 1!ilding Code of the"hili##ines, also 2non as "residential Decree @o. '&6- as form!lated and ado#ted as a !niformb!ilding code to embody !#+to+date and modern technical 2noledge on b!ilding design, constr!ction,!se, occ!#ancy and maintenance. The Code #ro5ides for all b!ildings and str!ct!res, a frameor2 ofminim!m standards and reE!irements to reg!late and control location, site, design, and E!ality ofmaterials, constr!ction, !se, occ!#ancy, and maintenance.

. Loading / A1C 6*, SC9 *+&71. Steel / (-

+' &ssociation of Structural 'ngineers of the Philippines "&S'P% Steel (andboo)* + rd 'dition*,olume 1. This #ro5ide the ci5il and str!ct!ral engineering #ractitioners ith a handy reference tolocally a5ailable rolled sha#es, b!ilt+!# sha#es, cold+formed steel sections and light gage steelsections.

a. =ot+rolled Sections Dimensions and "ro#ertiesb. 1!ilt+!# Sections Dimensions and "ro#erties

Chater , " Design of Structure

,'! Methodology

The str!ct!re is designed according to the 5ario!s codes, standards and the clients b!dget. The frame of

the str!ct!re is designed as steel !sing alloable stress design :SD; method as ell as the shielded

metal arc elding #rocess :SM


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contents the framing, connections, slabs, s!##orts, basement, and ele5ator s#ecifications. @e)t is the final

decision of the designers for the str!ct!re regarding the #resented trade+offs, folloed by loadings

considering dead loads, li5e loads, seismic loads and ind loads. fter #hysical modeling, the str!ct!re as

analyzed and then finally the design of the entire str!ct!re.

,'('! Design of structure using Rolled Sections

n this section, the designers ill #resent its design of the str!ct!re hen the framing system !sed rolled

section as material. s shon in Fig!re .%, the col!mns and beams of the steel frame is constr!cted ith

rolled sections and designed as d!al system combining s#ecial moment+resisting frame and shear all.

The ele5ator shaft at the center of the str!ct!re is considered as shear all. ntermediate beams are

#ro5ided to effect one+ay slab design for the flooring system.

Fig!re +'7 Flochart of str!ct!ral design


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n accordance to section %&3. of @SC" - th 9dition :%&'&;, the str!ct!ral system that e !sed is classified

as d!al system beca!se of the integration of moment frames and shear all. Resistance to lateral load is

#ro5ided by shear all and moment+resisting frames shall be designed to inde#endently resist at least %7

#ercent of the design base shear. The *7 of base shear shall be resisted by the shear all.

,'('!'! Column-%eam Framing #lans of the Structure using Rolled Sections

The locations of the col!mns in the basement thro!gh the roof dec2 ere the same e)ce#t at grids and =

here it is terminated at gro!nd to *th Floor. The #arameters that e folloed in #lanning for the framing

constit!te the s#ace design of the architect, economical s#an to de#th ratio for the col!mns and beams and

o5erall ease of traffic flo at the basement.


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Fig!re +'* 4rientation of girders, beams and col!mns for gro!nd floor


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,'('!'!'! Column-%eam Connections

For col!mn+beam connection e considered to ty#es of connection design for seismic resistance framing

and gra5ity framing system. For gra5ity framing system, sim#ly s!##orted beams, do!ble angle elded and

do!ble angle bolted !nder sim#le connection is !sed. For seismic resisting and gra5ity load frames, elded

flange #late and bolted flange #late !nder moment connection is !sed.

Fig!re +7 shos the highlighted members in red assigned as seismic+resisting frame of the str!ct!re. The

seismic+resisting frame acted as s!##ort and resistance to lateral loads. The designers ass!med the

col!mn+beam members intersections on this frame to be fi)ed at both ends.

Fig!re +'3 4rientation of girders, beams and col!mns for %nd to *th floor

Fig!re +'6 Seismic+resisting frame of the str!ct!re


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Fig!re +- shos the location for gra5ity load frame of the steel b!ilding. The gra5ity load frames #ro5ided

resistance to all 5ertical loads and ass!med #inned at both ends. n this case, the degrees of freedom ere

restricted to rotational dis#lacement for moment P.

,'('!'( Floor Framing #lan of Structure using Rolled Section

The a##ro#riate floor system for o!r framing #lan is one+ay beca!se of o!r #ro5isions of intermediate

beams here the ratio of the long #anel dimension to short dimension is &.(3 hich is less than &.7. n one+

ay floor system, e may be able to im#ro5e constr!ctability since the concentration of the reinforcing bars

ill be on one direction only. Floor framing #lan is shon in section .%.'.' Fig!re +( I +.

,'('!'+ Structure Suorts

n #lanning for the fo!ndation of the str!ct!re, e #ro5ided to design o#tions for footings. solated footings

ere im#lemented for entire col!mns e)ce#t for those at gridlines and = along gridlines ' to hich ere

designed as combined footings beca!se they are close together and may ca!se o5erla# of ad0acent

isolated footing. Locations of footings are shon in Fig!re +*.

Fig!re +%& Gra5ity load frame of the str!ct!re


40/237

,'('!', Material #roerties of Rolled Sections

Materials conforming ith s#ecifications of @SC" - th 9dition :%&'&; ere !sed in the design of the str!ct!re

!sing rolled sections. The #ro#erties for rolled sections ere based on rolled section of ssociation of

Str!ct!ral 9ngineers of the "hili##ines, nc. :%&&;.'!eel an%boo), Dimensions an% *roper!ies.

"hili##ines. S9". Locally #rod!ced rolled sha#es ere a##licable only for str!ct!ral steel hose minim!m

yield stress is %(& M"a. n this str!ct!re, the designers !sed (- for rolled sections ith minim!m yield

stress of %3 M"a and tensile strength of &&+77' M"a.

For connections, the !se of (%7 bolts as considered conforming to STM s#ecifications !nder section

7&'.(. of @SC" -th edition :%&'&;. This bolt as !sed for the entire 0oining members of the steel str!ct!re.

,'('!' Loadings of the Structure using Rolled Sections

The design loadings for a steel str!ct!re ere s#ecified in codes. The designers !sed to ty#es of codes to

indicate the loads that act on the str!ct!re. @ational 1!ilding Codes of the "hili##ines s#ecified the

Fig!re +%' Fo!ndation #lan


41/237

minim!m design loads and standards for constr!ction and the @ational Str!ct!ral Code of the "hili##ines

#ro5ided the detailed standards and loads for act!al design.

,'('!''! #rimary Loadings

Dead Loads

Corres#onding loads of the folloing materials listed belo ere based on section %& of @SC" - th edition

:%&'&;. The act!al eights of materials are a##lied in determining dead loads minim!m 5al!es #er floor

are #ermitted in Tables +'.

'. Masonry concrete :Solid #ortion; H %(.- 2"a

%. Steel dec2ing '3 gage H &.' 2"a

(. Ceramic of $!arry tile :%&mm; on %7 mm mortar bed H '.7( 2"a

. Concrete masonry !nits

. 9)terior all Concrete masonry, '7& mm idth thic2ness :ncl!ding #laster an

additional of &.% 2"a on both sides; H (.(% 2"a

1. nterior all Concrete masonry, '&& mm idth thic2ness :ncl!ding #laster an

additional of &.% 2"a on both sides; H (.'* 2"a

7.


42/237

sale

commercial General storage -.(

4ffice and

commercial9)it Facilities 7.(

( n d

t o 7

t hResidential 1asic Floor area -.(

Residential Corridor 7.(

Residential Restrooms -.(

Residential storage -.(

Roof dec&

Li*e Loads

Table +% belo shos the s!mmarized loadings for ty#es of occ!#ancy to be considered in the design of

li5e load hich is based on section %&7.(.' table %&7.' of @SC" - th edition :%&'&; for the Minim!m !niform

floor li5e load.

Table +'% 4cc!#ancy Li5e Loads

Floor le*el )ccuancy Li*e load1a2

%asement le*el Category Descrition '.6

9round floor

officeLobbies and

Corridor.3

office 4ffice !se %.

commercialStorage hole

sale-.&

9round floor

commercial General storage .34ffice and

commercial9)it Facilities .3

( n d

t o 7 t h

Residential 1asic Floor area '.6

Residential Corridor (.3

Residential Restrooms '.6

Residential storage '.6

Roof dec& Same as area ser5ed of occ!#ancy

,'('!''( Load Combinations

This load modeling of the str!ct!re de#ends on the loadings s#ecifications and #arameters stated abo5e.

This section shos all the #arameters !sed to hel# the designers analyze the str!ct!re !sing STD

Table +'( Load Combination !sed in STD "ro 83i

Case Load :o' Descrition #arameters

3 DL O LL Combination for SD from @SC"


43/237

6 DL O &.*7 LL Combination for SD from @SC"

'& DL O


44/237


45/237

SC9 I * :%&'&; for the ind intensities.


46/237


47/237

s shon in Fig!re +'', the loadings acted on the frame transmitted moments that #rod!ced bending on

each member. The bending stress #rod!ced by these loadings m!st not e)ceed the com#!ted alloablebending stress.

,'('!'7 Design of Structural Members using Rolled Sections

fter the analysis of the frame !sing rolled sections, the designers are no able to design the members of

frame s!ch as col!mns, beams and connections. The design #rocesses for members are disc!ssed in

s!bseE!ent sections.

,'('!'7'! Design of %eams 1Rolled Sections2

The res!lt of the analysis shoed ma)im!m moment of 6'3 2@+m for beam members along gridline at

gro!nd floor le5el as shon in Table .-. This ma)im!m moment ill be im#lemented for the design of all

beams along gridline ' and on the gro!nd le5el beca!se the loadings in these gridlines ere the same.

The designers oriented the beams based on their loadings to attain economical of the rolled sections.

The design of the beams ere ass!med to be fi)ed at both ends since it as incl!ded in moment+resistingframes hile the beams for gra5ity load frames ere ass!med to be #in s!##orted.

n the selection of rolled sections for the design of beams, the designers considered the dimension and

internal as#ect s!ch as eight and de#th of the section. n this ay, e ere able to select rolled sections

hich ere economical as ell as o#timizing s#ace.

Fig!re +% Dis#lacement of the critical frame

Fig!re +%71ending stress for critical frame


48/237

n the design of beams sections, e initially ass!med the beams as non+com#act. This ass!m#tion gi5es

alloance or factor of safety than the other #ossible com#actness of section. From this ass!m#tion, the

designers com#!ted the section mod!l!s that ser5es as basis in the selection of a##ro#riate section for the

final design. This section is to be selected from rolled sha#es section as #ro5ided in S9" Steel =andboo2.

The designers m!st select at least eE!al or greater than from the initial com#!ted 5al!e and chec2 its

adeE!acy from all #ossible fail!res of the section. This in5ol5es shear, bending and deflection fail!res as

disc!ssed belo.

Considering the ma)im!m moment of 6'3 2@+m acting on the critical beam member from moment resisting

frame, initial section mod!l!s is to be com#!ted !sing this eE!ation/

S x= Actual moment max.

0.60 F y=

918 x 103

0.60 x248=6169.35 x 103mm3


49/237

'*& √ F y '&.*6 '-3& √ F y '&-.-3

Remar2s Comact Remar2s Comact

Since the section is com#act, therefore the alloable bending stress is eE!al to 5'== F y 4 Fb. The

act!al bending stress m!st not e)ceed the alloable bending stress the stress can be com#!ted !sing

form!la/

For %ending Stress of %eams"

fb= M

S x


50/237

d

tw ≤ 1680

√ Fy 9E!ation .%.'.-

nd hen / Lb Lc b!t Lb Lu

Chec2 hether /


51/237

A / √ 703270Cb Fy


52/237


53/237


54/237

# =5 & L

3

648 %I 9E!ation .%.'.%%

Detailed com#!tation of each beam on the frame is attached in ##endi) D .

,'('!'7'( Design of Columns 1Rolled sections2

The res!lt of the analysis shoed ma)im!m moment of ''*3 2@+m ith a)ial load of '63% 2@ for col!mn

members along gridline at basement le5el. This ma)im!m moment and a)ial load ill be im#lemented for

the design of all col!mns on the basement le5el. The designers oriented the col!mns #er to floors e)ce#t

for basement and gro!nd le5el hich as oriented #er floor.


55/237

!L /r¿3

¿¿

F . S .=5

3+

3( !L /r)8C c

−¿ 9E!ation .%.'.%


56/237

f = &

A ( M xC x

I x( M yC y

I y :1ending in both a)is; 9E!ation

.%.'.%*


57/237

F a H a)ial com#ressi5e stress that o!ld #ermitted if a)ial force alone e)isted

F b H com#ressi5e bending stress that o!ld be #ermitted if bending moment

alone e)isted

! l /r ¿2

23¿

F ) e=12 ' %

¿

Lb H!n+braced length in #lane of bending

rb H radi!s of gyration in the #lane of bending

? H effecti5e length factor in #lane of bending

C m 4 Coefficient ?hose *alue shall be ta&en as follo?s"

a. For com#ression members in frame s!b0ected to 0oint translation :side say;,

C m 4 5'6

b. For rotationally restrained com#ression members in frames braced against 0ointstranslation and not s!b0ected to trans5erse loading beteen their s!##orts in the #lane

of bending,

C m 4 5'= - 5', 1

M 2

M 1/¿¿


58/237

%. For members hose ends are !nrestrained against rotation in the #lane of

bending.C m 4 !'5

Connections

Connections are elements !sed for 0oining different members of a str!ct!ral steel frame. ny steel str!ct!re

is an assemblage of different members s!ch as beams and col!mns hich are connected to one another,

!s!ally at the members end.

Connections are mainly com#osed of any or in combination of com#onents s!ch as bolts :sho# or site;,

eld :sho# or site;, connecting #lates or connecting angles. Connections are basically classified as/

• ccording to ty#e of connecting medi!m !sed :ri5eted, bolted, elded, etc.;

• ccording to ty#e of internal forces the connections are e)#ected to transmit :shear or moment;

• ccording to ty#e of str!ct!ral elements that made !# the connections :to# and seated angle, etc.;

• ccording to ty#e of members the connections are 0oining :beam+beam, col!mn+beam, etc.;


59/237

"rimarily, according to the internal forces that the connections need to transmit, the designers came !# ith

the !se of sim#le :shear; and moment :rigid; connections. Sim#le connections are a##lied for all

intermediate beams and gra5ity load frames hile moment connections are im#lemented for seismic+

resisting frames.

For sim#le :shear; connections and moment :rigid; connections, the designers ty#ically #ro5ided too#tions for both connections/ For sim#le connection, do!ble angle elded :D


60/237

,'('!'7'+a Design of Simle Connection 1Double Angle elded2

The res!lt of the analysis shoed critical shear force at the intermediate gridline ( and gridline 9

connection as shon in fig!re +'7. The critical shear force is eE!al to 33.' 2@. n the design of do!ble

angle elded connection, to angle bars are #laced on the eb of the intermediate beam that acts as eb

shear #late. s shon in Fig!re +'-, do!ble angle elded connection !se *7)*7)* angle bar elded to


61/237


62/237


63/237

For this ty#e of connection, e considered to o#tions for moment connections/ elded flange #late :


64/237

The connection m!st satisfy all the limitations for 0oining members and connection in accordance ith

section 7'& of @SC" - th edition :%&'&;.

,'('!'7',b Design of Moment Connection 1%olted Flange #late2

s shon in Fig!re .% bolted flange #late :1F"; moment connection !ses #lates elded to col!mnflanges ith com#lete+0oint+#enetration :CJ"; groo5e elds and bolted to beam flanges ith (%7 bolts.

The beam eb is connected to the col!mn flange !sing a bolted single+#late shear connection ith bolts in

standard holes.



n the design of this connection, ma)im!m moment is ta2en from the res!lt of STD "ro. s general

#ro5ision in accordance to section 7'& of @SC" - th edition :%&'&;, the calc!lated stress shall be less than

the alloable stress determined by str!ct!ral analysis for loads acting on the str!ct!re or as s#ecified

#ro#ortion of the strength of the connected members, hiche5er is a##ro#riate.

n selecting the diameter of bolt, it m!st be chec2 that the edge distances and s#acing for beam flange

holes satisfies the SC s#ecification reE!irements. ss!me a flange #late thic2ness, t#. The connection

m!st satisfy all the limitations for 0oining members and connection in accordance ith section 7'& of @SC"

-th edition :%&'&;.

@ot all the time that only shear and bearing are chec2ed as fail!re in this connection. Sometimes, the

alloable bloc2 shear strength shall also be considered. This fail!re is determine by com#!ting the

alloable shear stress &.(& F! times the net shear area 5 #l!s the alloable tensile stress &.7& F! times

the net tension area t as shon in Fig!re .%%.Detailed com#!tations of 1F" are attached in ##endi) F.

Fig!re +(3 Sam#le design of 1olted Flange "late :1F"+';


65/237

nstallation "rocess for Moment Connections :

Fig!re +(6 "ossible bloc2 shear :1F"+';


66/237

Then determine the reE!ired , *act =+

f ) c

fy *min=

1.4

fy * max=

0.85 , f ) c600

fy (fy+600)

Then sol5e for the #ma) and #min and follo the #ro5ision bello for 2noing the design #f # is less than #ma) and greater than #min, !se #

f # is greater than #ma), increase the de#th of slab to ens!re d!ctile fail!re

f # is less than #min, !se # H #min

Then determine the reE!ired area of steel and the s#acing !sing the form!la belo,

As= *bd S= As

Ab x 1000

n one+ay floor system, e may be able to im#ro5e constr!ctability since the concentration of the

reinforcing bars ill be on one direction only.

,'('!'7'= Design of Foundation

For the location of this str!ct!re, geotechnical in5estigation fo!nd on this area that the fo!ndation de#th

beyond .7 meters ill be resting on the sedimentary roc2 formation. 1earing ca#acity of this soil formation

fo!nd to be && 2"a or 3&& #sf. The str!ct!re ith a basement le5el at .% meters belo from the gro!nd

floor le5el #l!s the reE!ired or minim!m de#th of the fo!ndation ill rest on this soil condition.


67/237

,'('( Design of Structure using %uilt-u Sections

n this section, the designers ill #resent its design of the str!ct!re hen the framing system !sed b!ilt+!#

section as material. s shon in Fig!re +%-, the col!mns and beams of the steel frame is constr!cted ith

b!ilt+!# sections and designed as d!al system combining s#ecial moment+resisting frame and shear all.

The ele5ator shaft at the center of the str!ct!re is considered as shear all. ntermediate beams are

#ro5ided to effect one+ay slab design for the flooring system.

Fig!re +&Str!ct!ral frame for 1!ilt+!# Section


68/237

n accordance to section %&3. of @SC" - th 9dition :%&'&;, the str!ct!ral system that e !sed is classified

as d!al system beca!se of the integration of moment frames and shear all. Resistance to lateral load is

#ro5ided by shear all and moment+resisting frames shall be designed to inde#endently resist at least %7

#ercent of the design base shear. The *7 of base shear shall be resisted by the shear all.

,'('('! Column-%eam Framing #lans of the Structure using %uilt-u Sections

The locations of the col!mns in the basement thro!gh the roof dec2 ere the same e)ce#t at grids and =

here it is terminated at gro!nd to *th

Floor. The #arameters that e folloed in #lanning for the framingconstit!te the s#ace design of the architect, economical s#an to de#th ratio for the col!mns and beams and

o5erall ease of traffic flo at the basement.


69/237

Fig!re +' 4rientation of girders, beams and col!mns for gro!nd floor


70/237

,'('('!'! Column-%eam Connections

For col!mn+beam connection e considered to ty#es of connection design for seismic resistance framing

and sim#ly s!##orted beams. For sim#ly s!##orted beams, do!ble angle elded and do!ble angle bolted!nder sim#le connection is !sed. For seismic resisting and gra5ity load frames, elded flange #late and

bolted flange #late !nder moment connection is !sed.

Fig!re +%6 shos the highlighted member assigned as seismic+resisting frame of the str!ct!re. The

seismic+resisting frame acted as s!##ort for gra5ity loads and resistance to lateral loads. The designers

ass!med the members on this frame to be fi)ed at both ends.

Fig!re +% 4rientation of girders, beams and col!mns for %nd to *th floor


71/237

Fig!re .(& shos the location for gra5ity load frame of the steel b!ilding. The gra5ity load frames #ro5ided

resistance to all 5ertical loads and ass!med #inned at both ends. n s!ch cases, the analysis is

!ncom#licated beca!se this can be considered as sim#ly s!##orted.

,'('('( Floor Framing #lan of Structure using %uilt-u Section

The a##ro#riate floor system for o!r framing #lan is one+ay beca!se of o!r #ro5isions of intermediate

beams here the ratio of the long #anel dimension to short dimension is &.(3 hich is less than &.7. n one+

ay floor system, e may be able to im#ro5e constr!ctability since the concentration of the reinforcing bars

ill be on one direction only. Floor framing #lan is shon in section .%.%.' Fig!re +%* I +%3.

,'('('+ Structure Suorts

n #lanning for the fo!ndation of the str!ct!re, e #ro5ided to design o#tions for footings. solated footings

are to be im#lemented for entire col!mns e)ce#t for those at gridlines and = along gridlines ' to hich

are designed as combined footings beca!se they are close together and may ca!se o5erla# of ad0acent

isolated footing. Locations of footings are shon in Fig!re +('.

Fig!re +( Seismic+resisting frame of the str!ct!re

Fig!re + Gra5ity load frame of the str!ct!re


72/237


73/237

,'('(''! #rimary Loadings

Dead Loads

Corres#onding loads of the folloing materials listed belo ere based on section %& of @SC" - th edition

:%&'&;. The act!al eights of materials are a##lied in determining dead loads minim!m 5al!es #er floor

are #ermitted in Tables +*.

'. Masonry concrete :Solid #ortion; H %(.- 2"a

%. Steel dec2ing '3 gage H &.' 2"a

(. Ceramic of $!arry tile :%&mm; on %7 mm mortar bed H '.7( 2"a

. Concrete masonry !nits

. 9)terior all Concrete masonry, '7& mm idth thic2ness :ncl!ding #laster an

additional of &.% 2"a on both sides; H (.(% 2"a

1. nterior all Concrete masonry, '&& mm idth thic2ness :ncl!ding #laster an

additional of &.% 2"a on both sides; H (.'* 2"a

7.


74/237

4ffice and

commercial9)it Facilities 7.(

(

n d

t o 7 t h

Residential 1asic Floor area -.(

Residential Corridor 7.(

Residential Restrooms -.(

Residential storage -.(

Roof dec&

Li*e Loads

Table +'& belo shos the s!mmarized loadings for ty#es of occ!#ancy to be considered in the design of

li5e load hich is based on section %&7.(.' table %&7.' of @SC" - th edition :%&'&; for the Minim!m !niform

floor li5e load.

Table +%& 4cc!#ancy Li5e Loads

Floor le*el )ccuancy Li*e load1a2

%asement le*el Category Descrition '.6

9round floor

officeLobbies and

Corridor.3

office 4ffice !se %.

commercialStorage hole

sale-.&

9round floor

commercial General storage .3

4ffice and

commercial 9)it Facilities .3

( n d

t o 7 t h

Residential 1asic Floor area '.6

Residential Corridor (.3

Residential Restrooms '.6

Residential storage '.6

Roof dec& Same as area ser5ed of occ!#ancy

,'('(''( Load Combinations

This load modeling of the str!ct!re de#ends on the loadings s#ecifications and #arameters stated abo5e.

This section shos all the #arameters !sed to hel# the designers analyze the str!ct!re !sing STD

Table +%' Load Combination !sed in STD "ro 83i

Case Load :o' Descrition #arameters

3 DL O LL Combination for SD from @SC"

6 DL O &.*7 LL Combination for SD from @SC"

'& DL O


75/237

'' DL O &.* 9L Combination for SD from @SC"

'% DL O &.* 9L Combination for SD from @SC"

'( DL O &.*7


76/237

,'('('', ind Loads

The str!ct!re shall be designed and constr!cted to resist ind load. The designed ind load, determined

!sing STD "ro shall not be less than s#ecified in section %&* of @SC" - th edition :%&'&;.

'. Frame system for ind load resistance/ Com#onents and cladding

%. Pone classification/ Pone % :ith corres#onding ind s#eed of %&& 2mh by means of its location

as stated in the #re5io!s cha#ter;

(. 9)#os!re category/ S!rface ro!ghness 1 :


77/237

The s!##orts for the str!ct!re ere all ass!med the col!mn bases to be #inned, that are, not transmitting

any bending moments to the fo!ndation.

Shon in Fig!re +(% is the com#leted model in STD "ro.

,'('('='! Result of Structural Analysis

The designers selected one critical section for each framing along longit!dinal and trans5erse dimension of

the str!ct!re in the analysis and design. Frame along gridline is critical for seismic analysis and its

ma)im!m moment is '%33 2@+m as shon in Fig!re +((. Table +'% shos the ma)im!m moments #er

floor along the critical frame.

Fig!re +- Com#leted model of steel frame !sing STD "ro


78/237


79/237

s shon in Fig!re +(7, the loadings acted on the frame transmitted moments that #rod!ced bending on

each member. The bending stress #rod!ced by these loadings m!st not e)ceed the com#!ted alloable

bending stress.

,'('('7 Design of Structural Members using %uilt-u Sections

fter the analysis of the frame !sing b!ilt+!# sections, the designers are no able to design the members

of frame s!ch as col!mns, beams and connections. The design #rocesses for members are disc!ssed in

s!bseE!ent sections.

,'('('7'! Design of %eams 1%uilt-u Sections2

The res!lt of the analysis shoed ma)im!m moment of '&(3 2@+m for beam members along gridline at

gro!nd floor le5el as shon in Table +'. This ma)im!m moment ill be im#lemented for the design of all

beams along gridline ' and on the gro!nd le5el beca!se the loadings in these gridlines ere the same.

The designers oriented the beams based on their loadings to attain economical of the b!ilt+!# sections.

The design of the beams ere ass!med to be fi)ed at both ends since it as incl!ded in moment+resisting

frames hile the beams for gra5ity load frames ere ass!med to be #in s!##orted.

n the selection of b!ilt+!# sections for the design, the designers considered the dimension and internal

as#ect s!ch as eight and de#th of the section. n this ay, e ere able to select b!ilt+!# sections interms of economical as ell as o#timizing section.

n the design of beams sections, e initially ass!med the beams as non+com#act. This ass!m#tion gi5es

alloance or factor of safety than the other #ossible com#actness of section. From this ass!m#tion, the

designers com#!ted the section mod!l!s that ser5es as basis in the selection of a##ro#riate section for the

final design. This section is to be selected from b!ilt+!# sha#es section as #ro5ided in S9" Steel

Fig!re +6 1ending stress for critical frame


80/237

=andboo2. The designers m!st select at least eE!al or greater than from the initial com#!ted 5al!e and

chec2 its adeE!acy from all #ossible fail!res of the section. This in5ol5es shear, bending and deflection

fail!res as disc!ssed belo.

Considering the ma)im!m moment of '&(32@+m acting on the critical beam member from moment resisting

frame, initial section mod!l!s is to be com#!ted !sing this eE!ation/

S x= Actual moment max.

0.60 F y=

1038 x 103

0.60 x248=6975.81 x 103 mm3


81/237


82/237

F b ) ≤ F b R &/ R e 9E!ation .%.%.(


83/237

the design of all col!mns on the basement le5el. The designers oriented the col!mns #er to floors e)ce#t

for basement and gro!nd le5el hich as oriented #er floor.


84/237

!L /r ¿2

23¿

F a=12 '

2 %

¿

9E!ation .%.'.%7


85/237


86/237

C m 4 Coefficient ?hose *alue shall be ta&en as follo?s"

a. For com#ression members in frame s!b0ected to 0oint translation :side say;,

C m 4 5'6 9E!ation .%.%.'7

b. For rotationally restrained com#ression members in frames braced against 0oints

translation and not s!b0ected to trans5erse loading beteen their s!##orts in the #lane

of bending,

C m 4 5'= - 5', 1

M 2

M 1/¿¿ 9E!ation .%.%.'-


87/237

intermediate beam and gra5ity load frames. For moment connections, elded flange #late :


88/237

,'('('7'+a Design of Simle Connection 1Double Angle elded2

The res!lt of the analysis shoed critical shear force at the intermediate gridline ( and gridline 9

connection as shon in fig!re +(3. The critical shear force is eE!al to 3%.' 2@. n the design of do!ble

angle elded connection, to angle bars are #laced on the eb of the intermediate beam that acts as eb

shear #late. Do!ble angle elded connection !se *7)*7)* angle bar elded to 1


89/237

,'('('7'+b Design of Simle Connection 1Double Angle %olted2

n the design of do!ble angle bolted :D1; connection, the materials is the same as in the do!ble ang!lar

elded :D


90/237


alloable bloc2 shear strength shall also be considered. This fail!re is determine by com#!ting thealloable shear stress &.(& F! times the net shear area 5 #l!s the alloable tensile stress &.7& F! times

the net tension area t as shon in Fig!re +%.

This design of do!ble angle bolted connection ith to '- mm diameter bolts and *7)*7)* ang!lar bar is

a##lied in all connection of intermediate beam and beam members. Detailed com#!tations of do!ble angle

bolted are attached in ##endi) J.

,'('('7', Design of Moment Connections for %uilt-u Sections 1Rigid connection2

Moment connections are designed to 0oin members from seismic+resisting frames to resist both moment

and shear. These connections are often referred to as rigid connections as they #ro5ide f!ll contin!itybeteen the connected members and designed to carry the f!ll factored moments. Ma)im!m moment

occ!rs on node '- as shon in Fig!re +(.

For this ty#e of connection, e considered to o#tions for moment connections/ elded flange #late :


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,'('('7',a Design of Moment Connection 1elded Flange #late2


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n the design of this connection, ma)im!m moment is ta2en from the res!lt of STD "ro. s general#ro5ision in accordance to section 7'& of @SC" - th edition :%&'&;, the calc!lated stress shall be less than

the alloable stress determined by str!ct!ral analysis for loads acting on the str!ct!re or as s#ecified

#ro#ortion of the strength of the connected members, hiche5er is a##ro#riate.

n selecting the diameter of bolt, it m!st be chec2 that the edge distance and s#acing for beam flange holes

satisfies the SC s#ecification reE!irements. ss!me a flange #late thic2ness, t#.


alloable bloc2 shear strength shall also be considered. This fail!re is determine by com#!ting the

alloable shear stress &.(& F! times the net shear area 5 #l!s the alloable tensile stress &.7& F! times

the net tension area t as shon in Fig!re +3.Detailed com#!tations of 1F" are attached in ##endi) J.

nstallation "rocess for Moment Connections :


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,'('('7' Design of Comosite Slab

The a##ro#riate floor system for the framing #lan is one+ay beca!se of the #ro5isions of intermediate

beams here the ratio of the long #anel dimension to short dimension is &.(3 hich is less than &.7.

n designing com#osite slab, the ca#acity of the steel dec2 m!st be ded!cted to the ma)im!m moment

#rod!ced by the slab from dead and li5e load combinations. Then, the remaining moment ill be carried by

the design reinforced bars.

The factored floor #ress!re :

combination folloed by m!lti#lying the factored floor #ress!re to a ' meter stri# from the slab to ha5e the

!niform load

The designed reinforced steel bars ere reE!ired to resist at least -.7 2@+m. This as the remained

moment after !sing '.7N ) -N gage %& steel dec2 in the '.(7 2@+m moment #rod!ced by combination ofdead and li5e loads.

n designing reinforced steel bars, it m!st be considered first the from the eE!ation of

Mu 4 B f3c bd( ? 1!-5'8 ?2

Then determine the reE!ired , *act =+

f ) c

fy *min=

1.4

fy * max=

0.85 , f ) c600

fy (fy+600)

Then sol5e for the #ma) and #min and follo the #ro5ision bello for 2noing the design #

f # is less than #ma) and greater than #min, !se #

f # is greater than #ma), increase the de#th of slab to ens!re d!ctile fail!re

f # is less than #min, !se # H #min

Then determine the reE!ired area of steel and the s#acing !sing the form!la belo,

As= *bd S= As

Ab x 1000

n one+ay floor system, e may be able to im#ro5e constr!ctability since the concentration of the

reinforcing bars ill be on one direction only.


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,'('('7'= Design of Foundation

For the location of this str!ct!re, geotechnical in5estigation fo!nd on this area that the fo!ndation de#th

beyond .7 meters ill be resting on the sedimentary roc2 formation. 1earing ca#acity of this soil formation

fo!nd to be && 2"a or 3&& #sf. The str!ct!re ith a basement le5el at .% meters belo from the gro!nd

floor le5el #l!s the reE!ired or minim!m de#th of the fo!ndation ill rest on this soil condition.


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,'('+' ntonson, '66';, the designers

com#!ted the ability to satisfy the criterion !sing the same #roced!re as disc!ssed in cha#ter (.

Table +%* Designer Ran2ings for Sections

Decision Criteria forSections


:scale of & to 7;


Rolled Steel Sections %uilt-u Steel Sections

!' 0conomic :Cost; 7 ( 7

(' 0n*ironmental:Resistant to Seismic;

7

(' Manufacturability:Fabrication of Section; ' 7 +

Total 4 += ,!

KReference/ 4tto, ?. @. and ntonsson, 9. ?., :'66';. Trade+off strategies in engineering design. Research in Engineering Design, volume 3, number 2, pages 87-104.Retrie5ed from htt#/.design.caltech.ed!Research"!blications6&e.#df on March '', %&'(.

n the final design ran2ings, the designers ran2ed economic as fi5e :7; since the cost #ro5ided greater

im#act on the final design and as the client s#ecified. s the designers, e m!st ens!re the safety and

ca#ability of the str!ct!re to ithstand lateral loads that is hy en5ironmental ran2ed as fo!r :;.

Man!fact!rability of sections is ran2ed as one :'; since it does not affect the d!ration of constr!ction and

beca!se of their great difference in fabrication and it is someho became a #art of economic constraints.

9conomic :Cost;.1ased on the final design, b!ilt+!# sections got higher ran2ing beca!se it ga5e lighter

section than the rolled sections #rod!ced, therefore, the lesser the eight of the

sections, the lesser the cost ill be.

http://www.design.caltech.edu/Research/Publications/90e.pdfhttp://www.design.caltech.edu/Research/Publications/90e.pdfhttp://www.design.caltech.edu/Research/Publications/90e.pdfhttp://www.design.caltech.edu/Research/Publications/90e.pdf


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9n5ironmental :Resistant to Seismic;. n the res!lt of the analysis of lateral drift along the ea2er a)is :+

a)is;. 1oth sections #assed the alloable drift, b!t frame com#osed of b!ilt+!# sections

#ro5ided loer drift 5al!e that is hy it is ran2ed higher than the rolled sections.

Man!fact!rability :Fabrication of section;.the res!lt of final design ga5e higher ran2ing on rolled sections

since it doesnt need fabrication anymore and it is ready to install at the time it asdeli5ered.

Final 0stimate for Sections :Rolled and 1!ilt+!#;

Table +'3 and .+'6 listed belo are the total cost estimates and fabrication of sections hich sho the

difference beteen rolled and b!ilt+!#. The ran2ings for ability of materials to satisfy the criterions are also


ntonsson :'66';.Detailed final estimate of sections is attached in the ##endices L and ##endi) M.

Table +%3 Cost 9stimate for Sections :Rolled and 1!ilt+!#;

Type of Materials Total

Rolled Section P+ 52(8&(,85.18

Built-up Section P+ ,1(888(852.30



( Higher Value)



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Rolled Section 0,, 4an-+o"r

Built-up Section 1,01 4an-+o"r

The final estimate of the d!ration of constr!ction :fabrication; is attached in ##endi) M.

Com#!tation of Ran2ing for Constr!ctability :Fabrication;/


( Higher Value)



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Table +%% and +%( listed belo are the total cost estimates and installation of connections hich sho the

difference beteen D< and D1. The ran2ings for ability of materials to satisfy the criterions are also


ntonsson :'66';. Detailed com#!tation is attached in the ##endi) @.

Table +(% Cost 9stimate for Sim#le Connections :D1 Connections;

.tem Euantity

Material Coster &g

Labor Cost1man-hr2

Total

.' A+( %olts ('(- #cs "h# 6(,*--.& %(7 man+hr "h# '&,&7-.&

..' seat angle late 3(&.3 2g "h# (-,336.* '6 man+hr "h# (*,*%&.(%

... crane rent 7& #er hr "h# %,&&&.&&

total 4 #h (8!/7=='7(

Table +(( Cost 9stimate for Sim#le Connections :D< Connections;

.tem Euantity material coster &g

Labor cost1man-hr2

Total

.' 075xx !6G '3-'.*3 2g "h# ''',*&-.3 ('( man+hr "h# '(',%77.7

..' A+= #late 77%.6 2g "h# %,73.*- '&man+hr "h# %,63-.%-

... crane rent (% #er hr "h# 6-,&&&

total 4 #h ((/(,!'6



( Higher Value)



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Table +( D!ration of Constr!ction for Sim#le Connection :D1 and D


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than sim#le connections. Therefore the designers ga5e higher criterions im#ortance ran2ed as fo!r :; than

the criterions im#ortance of sim#le connections that ran2ed as to :%;.

9conomic :Cost;.1ased on the final design, elded flange #late obtained higher ran2ing since it ga5e loer

cost in total e)#enses of labor and materials than the cost of materials and labor in bolted

flange #late.

Constr!ctability :Constr!ction D!ration;.Sim#le shear connections are feer than moment connections

since it is only a##lied for the intermediate beams of frames. Do!ble angle bolted ran2ed

higher beca!se it is easier to install than the do!ble angle elded

Final Cost 0stimate for Moment Connections : ntonson, '66';, the designer folloed the com#!tations on ho to ran2 the connections !sing elded flange #late or bolted flange #late based on the constraints. Detailed estimate of cost and

installation is attached in ##endi) 4.

Table +(- Cost 9stimate for Moment Connection :1F";

.tem Euantity

Material Cost1er &g2

Labor Cost1man-hr2

Total

.' A+( %olts '%,*7& #cs "h# -,%7&.& 67- man+hr "h# 33,&37.6

..' #late %*,667 2g "h# ',%%,6*3.& 3 man+hr "h# ',%-%,7*.7

...' eld %(3 2g "h# ',%3&.& %&- man+hr "h# %*,'(-.(

.


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The disc!ssions belo e)#lain ho the designers came !# ith their criteria abo!t the ability of theconstr!ction method in the as#ect of str!ct!ral frame !sed.

!' 0conomic (os!".The designer ran2ings are com#!ted based on the trade+off strategies on the

engineering design :4tto >ntonsson, '6%';. The ran2ings #ro5ided that the b!ilt+!# sections aremore economical than the rolled sections since the designer can fabricate members to the e)actsize needed and it occ!rs that the b!ilt+!# #rod!ced lighter sections than the rolled sectionsreE!ired.

n terms of ran2ing connections, bolted connections reE!ired materials that #ro5ided moree)#enses than elding rods and this connection ill not normally as strong as elded beca!se ofred!ction of area ca!sed by drilling the holes. n terms of installation, elded connection reE!iress2illed elder that may cost high labor cost. These materials and labor costs are considered inran2ings of designers for both sim#le and moment connections.

(' Constructability (Dura!ion o# ons!ruc!ion".For both sim#le and moment connections, boltedconnections design obtained higher rating beca!se com#arati5ely, it offers ease of constr!ctionand facilitates s#eed beca!se of more a!tomated materials for installation.


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,'(','! Column and %eam Sections

The designers #resented to sections for frame of steel b!ilding. Rolled and b!ilt+!# ere com#ared as

col!mns and beams based on the rele5ant factors and constraints. Fig!re +6 shos the difference of

rolled and b!ilt+!# sections. The 5ariance of cost of rolled sections from b!ilt+!# sections is orth "h#

'',&6(,(7%.**. The !se of b!ilt+!# section ga5e lesser e)#enses than rolled as shon in this #art.

nother factor that infl!enced the final design is the man!fact!rability of the rolled and b!ilt+!# sections.

ltho!gh the fabrication of section ill not affect the d!ration of constr!ction, it is also considered as a

factor that infl!enced the final design since the designers fabricate their on b!ilt+!# section on site rather

than order rolled sections from the s!##liers.

s shon in Fig!re +7&, rolled sections ha5e ad5antage from b!ilt+!# sections ith difference of

'(,6*'man+hr since rolled sections are ready to !se from the time it as deli5ered on site hile b!ilt+!#

sections needed time for its fabrication. This factor is also considered since it ga5e additional e)#enses in

fabrication of b!ilt+!# section. t this moment, the designers choices are eE!al based on the economic and

man!fact!rability factors.

Fig!re +-( 9conomical of sections


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The last factor that the designers considered in the selection #rocess of the col!mns and beams sections

for frame is the storey drift. Calc!lated storey drift !sing 0 M shall not e)ceed &.&%7 times the storey

height for the str!ct!res ha5ing a f!ndamental #eriod of less than &.* sec. For str!ct!re ha5ing a

f!ndamental #eriod of &.* or greater, the calc!lated storey drift shall not e)ceed &.&%& times the storey

height based on @SC" %&'& section %&3.7.

The res!lt of the analysis of lateral drift on B and a)es re5ealed greater amo!nt of dis#lacement along

a)is. Delineated 5al!es of storey drift along a)is for rolled and b!ilt+!# sections are shon in Fig!re +7'.

This factor ill hel# the designers for their final design choice of section to be !sed.

Fig!re +- Man!fact!rability of sections


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Final choice for steel sections

fter considering the factors that infl!enced the final design choice, the designers came !# ith the !se of

b!ilt+!# sections beca!se it is chea#er b!t longer in terms of fabrication. 9ntirely, b!ilt+!# sections #ro5ided

lesser e)#enses on its total installation cost and more effecti5e on resisting earthE!a2e force as ell.

,'(','( Simle Shear ConnectionsThe designers decided beteen do!ble angle elded and do!ble angle bolted that ill be !sed as sim#le

shear connection for all sim#ly s!##orted beams. A#on ma2ing decisions, the designers also considered

factors that may affect the final design choice.

s shon in Fig!re +7% the res!lts of the estimate of all the e)#enses for installation of sim#le shear

connections. This ill sho the difference of to alternati5e connections :D< and D1; for sim#ly

s!##orted beams based on economic constraints hich came !# ith 5ariance of "h#-','&.3 in

ad5antage of do!ble angle bolted.

Fig!re +-7Storey drift of sections along +a)is


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Fig!re +7( shos the difference of to trading connections based on time of their installation. Do!ble

angle elded #ro5ided an installation #rocess difference of '*man+hr from do!ble angle bolted. Therefore,

D< #ro5ided lesser cost b!t it ill ta2e longer installation than the D1 connections.

Fig!re +7 shos the difference in shear ca#acity of D< and D1 connection ith 5ariance of -.6 ?n.

The ma)im!m shear ca#acity of connections are com#!ted !sing deri5ed stress form!la, Stress H Force

rea. Therefore, the do!ble angle elded ga5e stronger ca#acity than that on the do!ble angle bolted

connection.

Fig!re +-- 9conomical of sim#le shear connection

Fig!re +-* Constr!ctability of sim#le connections


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Final choice for simle shear connections

45erall, the designers chose do!ble angle elded :D


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Fig!re +7- shos the d!ration of constr!ction for both


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Final choice for moment connections

fter considering the factors that infl!enced the final design choice for moment connections, the designers

came !# ith the !se of bolted flange #late :1F"; since it #ro5ided ease of constr!ction and greaterca#acity than the elded flange #late :


111/237

fter considering the infl!ence of m!lti#le constraints, tradeoffs and standards, the designers ha5e decided

on hich of the tradeoffs ill be a##ro#riate for the final design. For col!mns and beams of the steel frame,

the !se of b!ilt+!# sections m!st be im#lemented entirely. For connections, a##lications of do!ble angle

elded for sim#ly s!##orted beams and bolted flange #late for seismic+resisting frames m!st be

im#lemented. These go5erning tradeoffs #ro5ided the most a##ro#riate design ith accordance of the

design codes and standards of @ational Str!ct!ral Code of the "hili##ines :%&'&;. Final design sched!les

are attached in ##endi) .

s a res!lt, the ob0ecti5es #resented in cha#ter ' are accom#lished to satisfy the clients reE!irements. t

the same time, the !se of this strategy trade+off ill im#lement the most a##ro#riate ay in constr!cting the

str!ct!ral frame based on m!lti#le constraints. ll #arts of the steel b!ilding are designed in accordance

ith the design codes and standards of @ational Str!ct!ral Code of the "hili##ines :%&'&;.

References

ssociation of Str!ct!ral 9ngineers of the "hili##ines, . :%&&;. '!eel an%boo) Dimension an%*roper!ies. #hili##ines/ S9".

ssociation of the Str!ct!ral 9ngineers of the "hili##ines. :%&'&;. a!ional '!ruc!ural o%e o# !he*hilippines. $!ezon City/ ssociation of the Str!ct!ral 9ngineers of the "hili##ines.

1old!c, T. M., > Pona, J. :n.d.;. / 5ale o# 5o *roec!.

Carter, C. J., > Gr!bb, ?. . :n.d.;. *re+uali#ies 'eismic omen! onnec!ion.

Center, . A. :%&&6;. 6ri!ing ab p%a!e, *aragraph ni!9 an% oherence.

Da5ison, 1., > 4ens, G.


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Steel Dec2 nstit!te. :%&&(;. Designing i!h '!eel orm Dec). llinois/ Steel Dec2 nstit!te.

Aendices


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Aendix A" Final Design Schedule


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Aendix %" .nitial 0stimate of Sections and Connections


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Aendix C" Codes and Standards


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Aendix 0" Manual C

capstone design 10-19-13 final present

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