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Självständigt arbete på grundnivå
Independent degree project first cycle
Byggnadsteknik
Building Engineering
Jämförelse mellan olika kopplingstyper för betongkonstruktioner
Markus Södergren
MITTUNIVERSITETET Avdelning för ekoteknik och hållbart byggande
Examinator: Lars-Åke Mikaelsson, [email protected]
Handledare: Fredrik Hermansson, [email protected]
Författare: Markus Södergren, [email protected]
Utbildningsprogram: Byggingenjör Hållbart byggande, 180 hp
Huvudområde: Byggnadsteknik C, 15 hp
Termin, år: Vt, 2015
i
Sammanfattning Tillsammans med SCF Betongelement AB har en studie genomförts i syfte att
utvärdera totalkostnaden för tre olika kopplingstyper vid anslutning mellan
prefabricerad betongbalk och pelare. En totalkostnad har sammanställts för de
olika lösningarna genom att undersöka,
tillkommande armering för varje lösning,
armeringsvinst i pelare på grund av minskat moment vid en inflyttad
belastningspunkt,
arbetskostnader i fabrik och inköpskostnader av ingjutningsgods.
Dessa kostnader har sedan analyserats och jämförts.
De kopplingstyper som studerats är, två lösningar med dolda upplag, PCs-
konsol från Peikko och Invisible Connections BSF från SB Produksjon AS. Samt
den traditionella upplagskonsolen.
De tre kopplingarna har jämförts genom dimensionerande beräkningar på en
byggnad belägen i Östersund. Där olika dimensioner och längder på pelare
samt olika lastfall prövats. Dimensionering av pelare och pelarkonsol har
utförts med hjälp av beräkningsprogram från Strusoft AB. Beräkningar för
tillkommande armering kring ingjutningsgods från Peikko och SB Produksjon
AS har utförts utifrån deras tekniska manualer för respektive produkt.
Resultatet i den här studien tyder på att användning av de dolda
kopplingstyperna inte ger någon minskad kostnad med tanke på armering och
arbete i fabrik. Det huvudsakliga syftet att använda dessa lösningar är den
estetiska utformningen samt att upplaget inte tar upp något onödigt utrymme i
byggnaden då upplaget är dolt.
ii
Abstract This Study has been done hand in hand with SCF Betongelement AB, with an
idea to evaluate the total cost of three different coupling types, which are used
between prefabricated concrete beam and column.
A total cost for the three different types of couplings has been produced by
examining:
additional reinforcement for each solution,
reinforcement profit in columns because of reduced bending moment
thanks to reduced eccentricity of load point,
labor cost in factory and purchase costs of fastening products
The total cost has been compared to the cost for the other couplings.
The connection types which have been studied are two solutions with hidden
corbels, the PCs console from Peikko and the Invisible Connections BSF from
SB Produksjon AS, as well as the traditional concrete corbel.
The three different connection types have been compared by calculating on a
building located in Östersund. Different dimensions and lengths of columns
with different load cases have been calculated. Designing the columns and the
traditional corbel have been performed by using calculation programs from
Strusoft AB. Estimates of the additional reinforcement around the hidden
corbel products from Peikko and SB Produksjon AS has been done according
to technical manuals for each product.
The results of this study show that the use of the hidden connection types does
not give any reduced cost considering reinforcement and labor cost. The main
purpose of using these solutions is for the aesthetic design as well as the corbel
is hidden and would not take any unnecessary space in the building.
iii
Innehållsförteckning Sammanfattning ................................................................................................i
Abstract ............................................................................................................. ii
Terminologi ....................................................................................................... 1
1 Inledning ........................................................................................................ 2
1.1 Bakgrund ............................................................................................. 2
1.2 Syfte ........................................................................................................... 2
1.3 Forskningsfråga ....................................................................................... 2
1.4 Avgränsningar ......................................................................................... 2
2 Metod ............................................................................................................... 3
2.1 Genomförande ......................................................................................... 3
2.2 Kvalitativ och kvantitativ datainsamling ............................................ 5
2.3 Positivistisk och hermeneutisk forskning ............................................ 5
2.4 Litteraturstudie ........................................................................................ 5
2.5 Deduktion ................................................................................................. 5
2.6 Validitet..................................................................................................... 6
2.7 Reliabilitet ................................................................................................. 6
3 Teori ................................................................................................................. 7
3.1 Betong ....................................................................................................... 7
3.1.1 Betongens hållfasthet ........................................................................... 7
3.1.2 Täckskikt och avstånd mellan stänger ................................................. 8
3.1.3 Samverkan betong och stål .................................................................. 8
3.2 Prefabricerad betong ............................................................................... 9
3.3 Lastkombinationer .................................................................................. 9
3.4 Snölast ..................................................................................................... 10
3.5 Betongpelare .......................................................................................... 10
3.5.1 Imperfektioner .................................................................................... 11
3.5.2 Slankhetstal ....................................................................................... 11
3.5.3 Andra ordningens effekter ................................................................. 12
3.6 Peikko ...................................................................................................... 13
3.7 Invisible Connections ............................................................................ 16
3.8 Traditionell konsol ................................................................................ 17
4 Resultat ......................................................................................................... 19
5 Slutdiskussion ............................................................................................. 21
Förslag till fortsatta studier .......................................................................... 23
Referenser ........................................................................................................ 24
BILAGA A: Handberäkningar
iv
BILAGA B: Datorberäkningar
BILAGA C: Priser för ingjutningsgods
BILAGA D: Ritning på traditionell pelarkonsol från SCF
1
Terminologi Eurokod Europagemensamma dimensioneringsregler
för bärverk till byggnader och anläggningar.
Styvhetsmetoden Beräkningsmetod enligt Eurokod för att
beräkna fram andra ordningens moment.
Adhesion Molekylär vidhäftning mellan två kroppar.
TT-kassetter Standard betongelement som används för att
bygga olika typer av bjälklag. Tvärsnittet
liknar två ”T” intill varandra.
2
1 Inledning 1.1 Bakgrund
Examensarbetet har utförts i samarbete med SCF Betongelement AB i
Strömsund som är ett av landets ledande betongelementföretag. SCF
Betongelement projekterar, tillverkar och monterar prefabricerade
betongkonstruktioner för alla slags byggnader [1]. I början av 1970- talet
utvecklade SCF Betongelement AB ett system för uppförande av
flerbostadshus med betongelement som senare har vidareutvecklats [2].
Anslutningar mellan prefabricerad betongbalk och pelare utformas vanligen
med traditionell upplagskonsol. Det är en tillförlitlig men klumpig
konstruktion som stjäl mycket utrymme i byggnaden. Under flera år har dolda
upplag efterfrågats och ett flertal olika lösningar har utvecklats för att på detta
sätt få en estetiskt tilltalande lösning som inte stjäl utrymme[12, sid 1-30]. Vid
montering av prefabricerade betongelement är det viktigt att tänka på hur de
ska kopplas samman. Effektiva och ändamålsenliga lösningar är viktigt för att
konstruktionen ska bli stabil och klara påverkande laster [3, sid 496]. Hittills
har SCF Betongelement AB nästan uteslutande använt sig av traditionell
konsol för att montera fast balk på pelare men har nu börjat titta på två
alternativ som erbjuder dolda kopplingar av stål som gjuts in i pelare och balk.
1.2 Syfte
Rapporten syftar till att genom beräkningar göra en jämförelse av
totalkostnaden för tre olika kopplingstyper. I detta fall används kopplingar
mellan prefabricerad betong-balk och pelare. Resultatet av studien ska hjälpa
till att hitta den mest kostnadseffektiva lösningen tidigt i projekteringsstadiet.
1.3 Forskningsfråga
Hur varierar totalkostnaden för en kopplingslösning med följande tre
kopplingstyper?
1. PCs-konsol från Peikko.
2. Invisible Connections BSF från SB produksjon AS.
3. Traditionell pelarkonsol.
1.4 Avgränsningar
Vindlast samt egentyngd för pelare och balk har inte tagits med i
dimensionerande beräkningar.
Byglar i pelare har inte tagits med i slutlig sammanställning.
Endast material- och arbetskostnad för armering samt
ingjutningsgods har beräknats.
Endast beräkningar i brottgränstillstånd har utförts.
3
2 Metod 2.1 Genomförande
En experimentell studie har genomförts där tre olika kopplingstyper mellan
prefabricerad betongbalk och pelare har bedömts. En sammanställning av total
erforderlig mängd armering samt kostnader för material och arbete har
möjliggjort en jämförelse. En jämförelse av vardera koplingstyps totala
kostnader.
Ett verklighetstroget fall har använts genom att räkna på en byggnad i
Östersund med takbjälklag bestående av TT-kassetter samt överbyggnad. En
fritt upplagd balk som bär upp tyngden av takkonstruktionen som ska föra
lasten vidare till pelare har räknats med olika spännvidder, 10, 20 och 30 m, för
att få olika laster att dimensionera emot.
Olika dimensioner och längd på pelare har kontrollerats.
Dimensioner(mm): 300x300, 400x400 och 600x600.
Längder(m): 3, 10 och 20.
Belastningspunkten på pelaren blir varierande beroende på vilken
kopplingstyp som används och därmed uppstår olika moment. Momentet som
påverkar pelaren har beräknats med hjälp av ritning och manualer för de olika
kopplingarna, där hänsyn tas till den excentricitet som lasten förs ner i
förhållande till pelarens geometriska centrum(tyngdpunkt). Det beräknade
momentet och den verkande normalkraften på pelaren har därefter använts i
Concrete Column som är ett dimensioneringsprogram från Strusoft AB för
betongpelare som bygger på Eurokod(EN 1992-1-1). Beräkningsmetoden i
Concrete Column har baserats på styvhetsmetoden. De traditionella
betongkonsolerna har dimensionerats med hjälp av Concrete Corbel från
Strusoft AB.
Tillkommande armering runt ingjutningsgods från Peikko har bestämts utifrån
deras manual för PCs-konsol och PC-balkskor [4 och 5]. Armering runt BSF
ingjutningsgods i balk har beräknats enligt exempel och
beräkningsbeskrivning från deras manual Memo521 [6], medan tillkommande
armering i pelare kring BSF bestämts utifrån redan beräknade exempel från
manual Memo523 [7].
När all armering var framräknad räknades den om till kg, för varje pelare och
tillkommande armering för respektive kopplingstyp, med hjälp av en
vikttabell, se figur 2.1. Allt sammanställdes i ett excel dokument för att enkelt
beräkna den totala kostnaden för respektive koppling, se bilaga A. Pris för
material och arbetskostnad erhölls från SCF Betongelement AB. Material = 7,9
4
kr/kg. Arbetskostnad = 4,5 kr/kg. Priser på ingjutningsgods från Peikko och SB
Produksjon AS har erhållits via kontakt med respektive företag(Bilaga B).
Figur 2.1. Vikttabell för armering [8]
Förutsättningar för dimensioneringsberäkningar
Ort: Östersund
Topografi: Normal
Tak: α = 0° < α < 30°
Egentyngd TT-kassetter med överbyggnad: 3,32kN/m2
Säkerhetsklass: 2
cc-avstånd pelare: 10m
Betongkvalitet: C40/50
5
2.2 Kvalitativ och kvantitativ datainsamling
Information till forskning delas in i två huvudkategorier, kvalitativ- och
kvantitativdata. Kvalitativ datainsamling är ofta detaljrik som utgörs av ord
och beskrivningar t.ex. genom intervjuer och tolkande analyser av textmaterial
[9, sid 114]. Kvantitativ data utgörs istället av sådant som kan räknas eller
klassificeras som antal, andel, vikt, färg etc. och kan bearbetas med en statistisk
analys [10, sid 30].
De data som samlats in har varit kvalitativ i form av beskrivning av de olika
lösningarna, och kvantitativ i form av mängder och beräkningar.
2.3 Positivistisk och hermeneutisk forskning
Hermeneutik och positivism är två huvudinriktningar inom vetenskaplig
forskning. Hermeneutik handlar om tolkning och människors förståelse av ett
fenomen där resultat fås genom att tolka människors beteende inte genom
mätning. Positivism har sina rötter i en naturvetenskaplig tradition där det
handlar om att skapa en säker kunskap som hämtas genom iakttagelse och
logik [9, sid 26].
Genom ett experiment har olika lösningar jämförts med hjälp av beräkningar
från olika gällande standarder och kan därför anses som positivistisk
forskning.
2.4 Litteraturstudie
Litteraturstudien har till största delen bestått av tekniska manualer från
tillverkare av de olika kopplingarna som undersökts, beräkningsgångar från
eurokoderna samt formelsamlingar och konstruktionsböcker som bygger på
eurokoderna. Sökningar på google.se har innehållit ord och fraser: Peikko,
Invisible Cinnections, traditionell pelarkonsol, concrete corbel, prefabricerad
betong.
2.5 Deduktion
Deduktion handlar om att dra slutsatser om enskilda fall utifrån allmänna
principer och befintliga teorier där slutsatsen endast är giltig om den har ett
logiskt samband. Ur den redan befintliga teorin härleds hypoteser som prövas
empiriskt i det aktuella fallet [9, sid 23].
Undersökningen har utförts med beräkningar från gällande standarder och
regler där vissa avgränsningar gjorts som gör att resultatet inte stämmer
överens med verkligheten. Det jämförande resultatet anses ändå uppnå sitt
syfte.
6
2.6 Validitet
Med god validitet menas att det som är tänkt att undersökas verkligen är det
som undersöks och att det som mäts är relevant i sammanhanget [9, sid 98].
Undersökningen har gjorts enligt de tekniska manualer som beskriver de olika
kopplingstyperna. Beräkningar har gjorts enligt gällande standarder och
regler. Även diskussioner med SCF Betongelement AB har utförts för att
säkerhetsställa ett korrekt resultat.
2.7 Reliabilitet
God reliabilitet innebär att undersökningen utförts på ett tillförlitligt sätt.
Det gäller att vara noggrann i sin datainsamling och analys för att åstadkomma
bra reliabilitet. Arbetet ska redovisas så läsaren kan göra en bedömning av hur
studien utförts. För att hitta svagheter i arbetet som kan stärkas upp kan någon
kollega granska datainsamlingen [9, sid 98].
Eftersom studien bygger på beräkningar enligt standarder och regler som är
gällande för branschen anses arbetet ha god reliabilitet.
7
3 Teori 3.1 Betong
Betong är ett sammansatt material där huvudbeståndsdelarna är cement,
vatten och ballast (sten, grus eller sand). För att påverka betongens egenskaper
används ibland olika tillsatsmedel och tillsatsmaterial beroende på
användningsområde [11, sid 205]. Den absolut vanligaste tillsatsen är
flyttillsatsmedel som används för att skapa en mer lättflytande betong [11, sid
123]. När vatten och cement blandas sker en kemisk reaktion och betongen
börjar därefter hårdna succesivt ju längre reaktionen pågår [11, sid 223].
Betong kan betraktas som ett levande material som ändrar volym med tiden.
Det beror på att betongen krymper genom succesiv uttorkning, även efter den
hårdnat. Dessutom har betongkonstruktioner ett märkbart krypbeteende då
deformationen ökar med tiden på grund av belastning [12, sid 1-5].
3.1.1 Betongens hållfasthet
Den hårdnade betongen har en hög tryckhållfasthet men en låg
draghållfasthet. Draghållfastheten motsvara endast 10procent av
tryckhållfastheten i de flesta fall [11, sid 287]. För att bestämma betongens
tryck- och draghållfasthet används provkroppar i form av kuber och cylindrar
som belastas tills brott uppstår. Det finns ett antal standardiserade
hållfasthetsklasser med betäckningar C12/15, C16/20, C20/25, C25/30 etc. Den
första siffran anger den fordrade tryckhållfastheten i Megapascal (MPa) som
bestämts genom tryckprovning av betongcylindrar medan det andra
siffervärdet anger kubhållfastheten [3, sid 294].
För att betongen ska klara av större dragkrafter armeras den med stål i form av
armeringsjärn dessa förhindrar att sprickor uppkommer, bidrar till ökad styrka
och tillåter en större deformation före brott [3, sid 301].
Armeringens funktion i betongkonstruktioner[3, sid 483].
Ta upp dragkrafter
Begränsa sprickförekomst och sprickbredd
Ta upp tryckkrafter i de fall då betongens tryckkapacitet inte är
tillräcklig
Stabilisera tryckt armering mot knäckning
Inesluta tryckt betong för att öka dess förmåga att ta upp tryckkrafter
Skydda mot avspjälkning vid brand
8
3.1.2 Täckskikt och avstånd mellan stänger
För att armeringen ska skyddas mot korrosion samt att förankring och
skarvning ska kunna utföras utan risk för spjälkbrott i betongen krävs ett
minsta täckskikt.
Minsta täckande betongskikt ska anordnas med hänsyn till:
Överföring av kraft från armeringsstång till omgivande betong genom
vidhäftning
Korrosionsskydd
Brandmotstånd, enligt EN 1992-1-2
Det minsta täckande betongskikt väljs som det största värdet med hänsyn till
armeringens vidhäftning och korrosionsskydd dock mist 10 mm.
Även ett minsta avstånd mellan armeringsstänger i samma lager och avstånd
mellan armeringslager ska tas i beaktning vilket är nödvändigt för att uppnå
god vidhäftning mellan armering och betong [12, sid 6-29 - 6-31].
3.1.3 Samverkan betong och stål
I armerade betongkonstruktioner samverkar betong och stål med varandra,
där betongen i huvudsak tar upp tryckkrafter medan armeringen tar upp
dragkrafter. För att armering och betong ska samverka när det gäller
kraftupptagning, så måste en kraftöverföring ske mellan betong och armering.
För en god samverkan och kraftöverföring mellan materialen krävs en god
kvalitet på vidhäftningen. Med vidhäftning menas ett antal olika mekanismer,
adhesion mellan cementpasta och armering, friktion mellan armeringsstång
och betong samt vidhäftning genom ojämnheter på stålets yta [3, sid 301, 483].
En annan viktig del för god vidhäftning är att armeringen förankras i betongen
längs en så pass lång sträcka att krafterna kan överföras [3, sid 483].
Förankring kan utformas på olika sätt, t.ex. genom ändkrokar, svetsade
tvärpinnar eller svetsade tvärjärn, se figur 3.1. För att kunna utnyttja
armeringens draghållfasthet krävs en viss förankringslängd som beräknas
enligt Eurokod 2.
Figur 3.1 [13, sid 31]
9
3.2 Prefabricerad betong
Prefabricerade betongelement tillverkas i fabrik för att sedan monteras
samman till hela stommar på byggarbetsplatsen. Eftersom tillverkningen sker
inomhus i en miljö som är skyddad från ett omväxlande klimat innebär det en
snabbare produktion och bättre kvalitet. Dessutom elimineras problem som
kan uppstå vid härdning av betongen, t.ex. vintertid då det kan krävas
uppvärmning vid platsgjutning [14].
Anslutningar mellan olika prefabricerade betongelement är ofta
kraftöverförande där det krävs att både horisontella och vertikala krafter ska
kunna föras ned till grunden [3, sid 497]. Därför är det viktigt att
stomsystemets anslutningar mellan de olika elementen är effektiva och
lämpliga för sitt ändamål [3, sid 496]. Det som oftast är avgörande vid
utformning av prefabricerade stommar och förbanden mellan de olika
elementen är att säkerhetsställa konstruktionen mot fortskridande ras [3, sid
496-497]. Vilket innebär att om ett bärande element i stomsystemet tappar sin
bärande förmåga på grund av t.ex. en explosion eller påkörning av fordon, ska
det endast påverka en begränsad del av byggnaden [3, sid 502].
3.3 Lastkombinationer
Oftast är det flera olika laster som påverkar en konstruktion samtidigt.
Permanenta laster, t.ex. egentyngd, räknar man med att de alltid finns och
påverkar konstruktionen. En konstruktion påverkas även av en kombination
variabla laster, så som snö, vind och nyttig last. Normalt uppträder dessa
laster inte med sina maximala värden samtidigt. Däremot bör hänsyn tas till
dessa fall [3, sid 71]. För att beräkna sammanlagd last som uppträder på en
konstruktion kombineras därför laster för att se vilken lastkombination som
blir den dimensionerande. Laster med olika värden multipliceras med
partialkoefficienter vars värde beror på vilken typ av last som belastar
konstruktionen [12, sid 2-18].
I Eurokod 0 beskrivs olika typer av lastkombinationer i brottsgränstillstånd.
Det fall som är vanligast förekommande för dimensionering av
konstruktionselement är STR som står för engelskans structure. De laster som
ingår i dessa lastkombinationer är permanenta som betecknas G och variabla
som betecknas Q. För att beräkna det dimensionerande värdet Gd,
multipliceras grundvärdet Gk (karakteristisk) med en partialkoefficient γ.
Värdet på partialkoefficienten bestäms av regler som gäller för varje
lastkombination. En partialkoefficient som beror på säkerhetsklass ska också
tas med i beräkningen och har betäckningen γd. De värden som bör användas
på partialkoefficienterna går att finna i den svenska nationella bilagan EKS 9
[3, sid 73-74].
Två fall tas i beaktning vid lastkombination STR för att avgöra vilken last som
är dominerande, 6.10a och 6.10b. Fall 6.10a beräknas med permanent last som
10
huvudlast medan i 6.10b är det variabel last som räknas som huvudlast. Det
fall som är minst gynnsamt blir dimensionerande [3, sid 74].
6.10a: qd = γd · 1,35 · Gk + ∑ γd · 1,5 · Ψ0,i · Qk,i
6.10b: qd = γd · 1,2 · Gk + γd · 1,5 · Qk,1 + ∑ γd · 1,5 · Ψ0,i · Qk,i
qd, Dimensionerande last för lastkombination
γd, Partialkoefficient för säkerhetsklass
Gk, Karakteristiskt värde för permanent last
Qk,1, Karakteristiskt värde för variabel huvudlast
Qk,i, Karakteristiskt värde för variabel bilast
Ψ0,i, Lastkombinationsfaktor enligt Eurokod och EKS
3.4 Snölast
Snölast är en variabel last som uttrycks i kraft per horisontell ytenhet(kN/m2).
För att bestämma snölast på tak utgår konstruktören från snölastens
grundvärde på mark som betecknas sk och bestäms med hjälp av en karta över
Sveriges snözoner samt en tabell över Sveriges kommuner och dess värde på sk
som finns beskrivet i EKS 9.
Beräkning av det karakteristiska värdet (s) för snölast:
s = μ1CeCtsk
μ1 är en formfaktor som tar hänsyn till takets lutning och geometriska
utformning.
Ce är en exponeringsfaktor som tar hänsyn till topografin kring
byggnaden.
Ct är en termisk koefficient som tar hänsyn till värme som leds ut
genom taket från en uppvärmd byggnad och bidrar till en reducering
av den genomsnittliga snölasten på taket. Ct sätts normalt till 1,0 [3, sid
51].
3.5 Betongpelare
I praktiken är det omöjligt att få en pelare helt rak och att få lasten att angripa
helt centriskt. Vid dimensionering av betongpelare tas därför hänsyn till
effekter av ofrånkomlig lastexcentricitetet, initialkrokighet och oavsiktlig
initialkrokighet. Dessa effekter ger i sin tur upphov till moment i pelaren som
måste beaktas vid dimensionering [3, sid 391]. Andra ordningens effekter är
det tilläggsmoment som uppkommer när tryckkraftens excentricitet förändras
på grund av att pelarens utböjning ökar [3, sid 422, 425].
11
3.5.1 Imperfektioner
Den oavsiktliga excentriciteten (e), beräknas enligt:
e = h/30, dock minst 20 mm
h = tvärsnittets höjd.
Initiallutningen och krokigheten representeras av en lutning θi i Eurokod och
bestäms med enligt:
θi = θ0αhαm
αh = 2 √𝑙⁄ med begränsningen 2 3⁄ ≤ αh ≤ 1
αm = √0,5(1 +1
𝑚)
θ0 är ett grundvärde 0,005.
αh är en reduktionsfaktor för längd och höjd(formel).
αm är en reduktionsfaktor som tar hänsyn för antalet konstruktionsdelar.
m är antalet samverkande konstruktionsdelar [3, sid 427].
Formfelen för en konstruktion resulterar i ett första ordningens moment och
som kan beaktas antingen genom en tillkommande excentricitet ei eller genom
en tillkommande horisontell kraft Hi [12, sid 13-12].
ei = θil0/2
Hi = 2θiN för avstyvade pelare
Hi = θiN för icke avstyvande pelare [12, sid 13-19].
3.5.2 Slankhetstal
Vid dimensionering av slanka pelare måste andra ordningens effekter tas i
beaktning. Slankhet innebär att ju längre än pelare är i förhållande till
tvärsnittets styvhet desto större är risken för knäckning [3, sid 378]. En pelare
anses slank om den får en betydande utböjning när den belastas av en
tryckande normalkraft. Slankheten hos en pelare karakteriseras av ett
slankhetstal λ som beräknas enligt formel [12, sid 13-19].
λ = 𝑙0
𝑖
l0 = knäcklängd
i = tröghetsradien för tvärsnittet
Enligt Eurokod 2 kan andra ordningens effekter försummas om slankhetstalet
är mindre än ett visst gränsvärde λlim [12, sid 13-20]. Hur man beräknar λlim
finns beskrivet i Eurokod 2, kapitel 5.8.3.
12
3.5.3 Andra ordningens effekter
I Eurokod 2 finns beskrivet en generell metod och två förenklade metoder för
att beräkna andra ordningens effekt. De förenklade metoderna utgörs av en
metod som baseras på nominell styvhet och en som baseras på nominell
krökning.
Undersökningen i den här studien har beräkningar gjorts enligt
styvhetsmetoden och därför är det den metoden som beskrivs.
Den nominella styvheten bestäms enligt Eurokod 2 kapitel 5.8.7.2, med formel:
EI = KcEcdIc + KsEsIs
Kc = faktor för inverkan av sprickbildning och krypning
Ecd = dimensioneringsvärde för betongens elasticitetsmodul
Ic = tröghetsmomentet för betongtvärsnittet
Ks = faktor för armeringens bidrag
Es = dimensioneringsvärde för armeringens elasticitetsmodul
Is = armeringens tröghetsmoment omkring betongareans tyngdpunkt
Sedan beräknas det totala dimensionerande momentet genom att förstora
första ordningens moment M0Ed [12 sid 13-21].
M0Ed = N × 𝑒
N = verkande normalkraft
e = excentricitet
NB = 𝜋2×𝐸𝐼
𝑙02
MEd = M0Ed [1 +𝛽
(𝑁𝐵/𝑁𝐸𝑑)− 1]
13
3.6 Peikko
Figur 3.1. Peikkos pelarkonsolsystem [4].
Peikko är ett Finländskt företag som är inriktat mot infästningsteknik för
betongkonstruktioner och samverkansbalklösningar. De erbjuder produkter
och lösningar som används för anslutning av prefabricerade och plastgjutna
konstruktionselement. För att montera ihop prefabricerad betongbalk med
betongpelare har Peikko ett dolt pelarkonsolsystem som består av
moduluppbyggda ingjutningsgods av stål, PCs-konsol som gjuts in i pelare
och PC-balkskor som gjuts in i balk[4].
Figur 3.2. Olika utförande av PCs-konsol [4]
PCs-konsolen finns i sex olika modeller som är designad att klara vertikala
laster från 230- upp till 1500kN. Dessa modeller finns som standardutförande
och en UP-modell. UP-modellen är ämnad att användas i pelarens övre del då
avståndet från pelarens topp till stålkonsolens nedre kant på
standardmodellen är mindre än rekommenderat enligt figur 5 och 6 i
manualen. Krävs det upplag för två eller flera balkar på en pelare i olika
riktningar finns det modeller med tvåsidig eller multisidig upplagsmöjlighet,
se figur 3.2.
PCs-konsolen består av olika ståldetaljer, se figur 3.3. En räfflad ståldetalj(1)
med påsvetsade armeringsstänger för att ta upp vertikala och horisontala
krafter, stålkonsolen(3), stålbricka(2), samt bultar(5) tillsammans med
brickor(4).
14
Figur 3.3. PCs-Konsol [4]
PC-balkskor består av förankringsstänger och en stålenhet som är utformad för
att passa till motsvarande PCs-konsol, se figur 3.4. Det finns två modeller av
PC-balkskor, en lägre modell för balkflänshöjder < 60mm(PC-L) och en högre
modell för balkflänshöjder > 60mm(PC-H) [5].
Figur 3.4 PC-L balkskor [5]
För att PCs-konsol och PC-balkskor ska klara den last den är designad för,
överföra last och samverka med betongen samt huvudarmeringen i pelare och
balk krävs extra armering kring ingjutningsgodsen, se figur 3.5 och 3.6. Den
armeringsmängd som krävs och hur den ska placeras finns beskrivet i Peikkos
tekniska manual [5].
Figur 3.5. Exempel på tillkommande armering runt PCs 3 i pelare [4]
15
Figur 3.6. Exempel på tillkommande armering runt PC 3 balkskor i balk [5]
Med hjälp av en tabell över PCs-konsolernas excentriciteter från Peikkos egna
tekinska manual beräknades det totala momentet som pelaren blir påverkad
av. Enligt manualen ska hänsyn tas av ett tillkommande moment MEd,2 som
beror på avståndet från ingjutningsgods i balk ner till balkens undre kant, se
figur 3.7. Ett medelvärde av MEd,2 för de olika fallen räknades till respektive
PCs-modell som användes senare vid dimensionering av pelare [4].
Figur 3.7. [4]
16
3.7 Invisible Connections
Figur 3.8. Invisible Connections BSF [15]
SB Produksjon AS är ett norskt företag som tillverkar ståldetaljer till olika
områden inom byggindustrin. Invisible Connections är deras patenterade
produkter för anslutning mellan olika prefabricerade betongelement så att
traditionella upplagskonsoler kan undvikas. Deras lösning för att
sammankoppla betongpelare med balk(figur) heter BSF följt av en siffra som
anger maximal vertikalkraftskapacitet [15]. BSF är ett system som består av tre
stålenheter, se figur 3.8. balkenhet(1), pelarenhet(2) och en ”kniv”(3) för att
sammankoppla och föra över last från balk till pelare. Kniven placeras i
balkenheten för att sedan skjutas in i pelaren vid montage. Därefter gjuts alla
håligheter igen [16].
Figur 3.9. BSF [16]
BSF kopplingarna finns i fyra modeller som klarar laster från 225- till 700 kN.
För att klara högre laster kan dubbla enheter användas och kan då klara upp
till 1400 kN.
För att BSF systemet ska klara den last den är designad för och kunna
samverka med huvudarmering samt betong i pelare och balk krävs
tillkommande armering kring enheterna, se figur 3.10. Den erforderliga
armeringen som krävs beräknas enligt deras tekniska manual Memo521 [6]
som går att hämta på deras hemsida.
17
Figur 3.10. Tabell över rekommenderad armering kring BSF i pelare [6]
3.8 Traditionell konsol
Anslutning mellan pelare och balk i prefabricerade betongelementbyggda
stommar utformas traditionellt som en upplagskonsol, se figur 3.11, av betong
som sticker ut från pelarsidan. Det är en klumpig konstruktion som tar upp
mycket utrymme i byggnaden [12, sid 1-29].
Figur 3.11. Traditionell upplagskonsol [15]
Den elastiska spänningsbilden för en upplagskonsol av betong är väldigt
komplicerad och passar därför inte att användas som underlag för
dimensionering och utformning av armeringen i konsolen. Baserat på de
möjliga brott som kan uppstå i en betongkonsol, se figur 3.12, kan en bild
skapas av hur armeringen ska fördelas för att klara belastning [3, sid 491].
Figur 3.12. Möjliga brott i betongkonsol [13]
För att ta upp dragkrafter krävs horisontell armering som förankras i pelaren
som ska förhindra vertikala sprickor. Längs ytterkant på upplagskonsol läggs
också stänger som löper längs hela kanten [3, sid 491].
18
Betongkonsolen armeras med sekundär- och huvudarmering.
Huvudarmeringen kan bestå av 1, 2 eller 3 lager där antalet stänger i varje
lager är 2, 4 eller 6 beroende på konsolens bredd, se figur 3.13 vänster bild. Det
översta armeringslagret förankras genom att bockas nedåt i pelarens bakkant.
Den sekundära armeringen består av slutna byglar, se figur 3.13 höger bild
[17].
Figur 3.13. Huvud- och sekundärarmering i betongkonsol [17]
Med hjälp av ritning från SCF Betongelement AB på deras standard konsol, se
Bilaga B, har det moment som pelaren blir påverkad av och armeringsmängd i
konsolen kunnat beräknas.
19
4 Resultat I det här kapitlet redovisas det jämförande resultatet av de tre olika
kopplingarna med hjälp av beräkningar som finns beskrivna i bilaga A.
Lastfall och val av kopplingsmodell
317,775 kN: PCs-3 och PC 3 – L balksko. BSF 450.
635,5 kN: PCs-7 och PC 7- L balksko. BSF 700
953,25 Kn: PCs-10 och PC 10 – L balksko. BSF har inte någon modell som klarar
aktuell last. En möjlig lösning med dubbla BSF 700 enheter har studerats men
för den lösningen är det minsta rekommenderade tvärsnittsmåttet på pelare
800x300 mm [18]
Resultatet från sammanställningen i excel dokumentet(Bilaga A) illustreras
med diagram för de olika lastfallen för en tydlig jämförelse av den totala
kostnaden för respektive lösning, se diagram 4.1, 4.2 och 4.3.
Pelarlängden 20 meter med dimensionen 3x3 dm visade sig inte gå att genomföra pga.
för klent tvärsnittsmått på pelare.
Diagram 4.1.
0
2000
4000
6000
8000
10000
12000
3x3dm3m
3x3dm10m
3x3dm20m
4x4dm3m
4x4dm10m
4x4dm20m
6x6dm3m
6x6dm10m
6x6dm20m
Tota
lko
stn
ad K
r
Pelardimension och pelarlängd
Last 317,75kN
PCs
BSF
Traditionell
20
För dimensionen 3x3 dm på pelare visar det sig att PCs-konsolen inte får plats, det
minsta rekommenderade måttet är 3,8x3,8 dm [4]. För pelare 3x3 dm med längd 10 m
krävdes det en armeringsmängd i pelare som medförde att BSF enheten inte fick plats. I
pelare 4x4 dm med längd 20 m fick varken BSF eller PCs plats pga. armeringsmängd.
Pelarlängden 20 meter med dimensionen 3x3 dm visade sig inte gå att genomföra pga.
för klent tvärsnittsmått på pelare.
Diagram 4.2.
Ingen BSF modell klarar aktuell last. För dimensionen 3x3 dm på pelare visar det sig
att PCs-konsolen inte får plats, det minsta rekommenderade måttet är 3,8x3,8 dm [4].
Traditionell konsol var inte genomförbar för pelare 3x3 dm i Concrete Corbel. Pelare
4x4 dm med längd 20 m klarar inte last pga. för klent tvärsnitt.
Diagram 4.3.
0
2000
4000
6000
8000
10000
12000
14000
16000
18000
20000
22000
3x3dm3m
3x3dm10m
3x3dm20m
4x4dm3m
4x4dm10m
4x4dm20m
6x6dm3m
6x6dm10m
6x6dm20m
Tota
lko
stn
ad k
r
Pelardimension och pelarlängd
Last 635,5Kn
PCs
BSF
Traditionell
0
2000
4000
6000
8000
10000
12000
14000
16000
18000
20000
3x3dm3m
3x3dm10m
3x3dm20m
4x4dm3m
4x4dm10m
4x4dm20m
6x6dm3m
6x6dm10m
6x6dm20m
Tota
lko
stn
ad k
r
Pelardimension och pelarlängd
Last 953,25kN
PCs
Traditionell
21
5 Slutdiskussion Enligt resultatet är den traditionella pelarkonsolen den mest kostnadseffektiva
lösningen när det gäller kostnad för armering och ingjutningsgods.
Produkterna från SB Produksjon AS och Peikko är mer en lösning för att slippa
använda sig av upplagskonsoler vilket ger större frihet vid utformning av en
byggnad i och med att själva knutpunkten blir dold. Det blir en mer estetiskt
tilltalande lösning som inte stjäl lika mycket utrymme. Själva
monteringsarbetet anses även bli mera tillförlitlig och enkel med dessa
kopplingar [12, sid 1-30][19].
Det är kostnaden för BSF och PCs konsolerna som gör att de ligger över den
traditionella pelarkonsolen i jämförelsen. Tittar man bara på erforderlig
armeringsmängd för de olika lösningarna ligger Peikko och traditionell konsol
nära varandra, PCs-konsolen ligger ofta något högre, se diagram 5.1, 5.2 och
5.3. Dessutom har tillkommande armering i balk för PC-L balksko beräknats
enligt figur 9 i deras tekniska manual som kräver en mindre mängd armering
än om det krävs att armera enligt figur 10 [5]. BSF kräver högre
armeringsmängd vid lägre pelarhöjder och det beror på den armering som
krävs runt enheten i balk, annars ligger den något under de andra lösningarna.
Prefabricerade betongelement måste transporteras till byggarbetsplatsen, oftast
med lastbil. Det måste tas med i beräkningar och dimensioneras för. Det kan
visa sig att just transporten är det som blir dimensionerande. På grund av
tidsbrist och saknad information om dimensionering av betongelement för
transport togs det inte med i rapporten.
Last 317,75 kN
Diagram 5.1.
0
100
200
300
400
500
600
700
3x3dm3m
3x3dm10m
4x4dm3m
4x4dm10m
4x4dm20m
6x6dm3m
6x6dm10m
6x6dm20m
Kg
arm
eri
ng
Pelardimension och pelarlängd
Total armering
PCs
BSF
Traditionell
22
Last 635,5 kN
Diagram 5.2.
Last 953,25 kN
Diagram 5.3.
0
200
400
600
800
1000
1200
1400
1600
1800
3x3dm3m
3x3dm10m
4x4dm3m
4x4dm10m
4x4dm20m
6x6dm3m
6x6dm10m
6x6dm20m
Kg
arm
eri
ng
Pelardimension och pelarlängd
Total armering
PCs
BSF
Traditionell
0
200
400
600
800
1000
1200
4x4dm3m
4x4dm10m
6x6dm3m
6x6dm10m
6x6dm20m
Kg
arm
eri
ng
Pelardimension och pelarlängd
Total armering
PCs
Traditionell
23
Förslag till fortsatta studier Ett förslag till fortsatta studier är att göra en noggrannare undersökning av
själva arbetsmomenteten som blir för varje koppling, både i fabrik och vid
montering på byggarbetsplatsen, om det är någon större skillnad som kan vara
av betydande orsak och påverka den totala kostnaden. Det skulle även vara
intressant att titta på pelare som kräver flera upplag för balkar i olika
riktningar och göra en jämförelse av arbetskostnad samt armeringskostnad och
titta på hur arbetsmomenten skiljer sig mellan de tre olika lösningarna.
En annan intressant studie vore att genomföra en mer omfattande
undersökning bestående av fler antal försök där det räknas med ett större antal
olika laster samt dimensioner för att kunna göra en grundligare jämförelse och
komma fram till ett resultat som kan visa om det lönar sig att använda en
specifik lösning vid speciella omständigheter.
Lösningarna från Peikko Group och SB Produksjon AS fungerar även att
använda som koppling mellan balk och balk som kan undersökas och jämföras
med traditionella metoder som används.
24
Referenser
[1] SCF Betongelement AB. http://www.scfbetong.se/, hämtad 2015-05-11.
[2] Attacus gruppen, SCF Betongelement. http://www.attacus.se/scf-
betongelement/, hämtad 2015-05-11.
[3] Isaksson T, Mårtensson A, Thelandersson S. (2010). Byggkonstruktion,
upplaga 2:4, Lund: Studentlitteratur.
[4] Peikko Group (2013). Teknisk bruksanvisning för PCs-konsol,
http://materials.crasman.fi/materials/extloader/?fid=18440&org=2&chk=c704b3
bb, hämtad 2015-04-13.
[5] Peikko group (2012). Teknisk bruksanvisning för PC-balkskor,
http://materials.crasman.fi/materials/extloader/?fid=19658&org=2&chk=de6f9b
1e, hämtad 2015-04-13.
[6] Invisible Connections. Technical manual BSF Memo521,
http://invisibleconnection.no/bilder/Memo521%20BSF%20-
%20Design%20of%20reinforcement.pdf, hämtad 2015-04-20.
[7] Invisible Connections. Technical manual BSF Memo523,
http://invisibleconnection.no/bilder/Memo523%20BSF%20-%20Example%20-
%20Reinforcement%20pattern%20in%20column.pdf, hämtad 2015-04-20.
[8] BE Group, Armeringshandboken,
http://www.begroup.com/upload/Sweden/Broschyrer/Armeringshandbok%20
2014/BE_Armeringshandbok_140602_webb.pdf, hämtad 2015-05-05.
[9] Patel R, Dsvidson B. (2003). Forskningsmetodikens grunder, 3.uppl,
Linköping: Studentlitteratur.
[10] Höst M, Regnell B, Runeson P. (2006). Att genomföra examensarbete,
1.uppl, Lund: Studentlitteratur.
[11] Burström, P-.G. (2006). Byggnadsmaterial – Uppbyggnad, tillverkning och
egenskaper, upplaga 2:9, Lund: Studentliteratur.
[12] Engström, B. (2007, reviderad 2008). Beräkning av betongkonstruktioner,
Göteborg: Chalmers tekniska högskola.
25
[13] Lunds tekniska högskola, Konstruktionsteknik,
http://www.kstr.lth.se/fileadmin/kstr/pdf_files/vbk013/foerelaes/kap_11_2015.
pdf, hämtad 2015-05-07.
[14] Strängbetong, Om prefabricerad betong, http://www.strangbetong.se/vart-
satt-att-bygga/fordelarna/ekonomiskt/, hämtad 2015-04-20.
[15] Invisible Connections, BSF 2014,
http://invisibleconnection.no/default.asp?fkAKId=258A250A251&AfkAKId=2&
side=&SiId=516&emne=sider&langtag=en, hämtad 2015-04-20.
[16] Invisible Connections, Technical manual BSF Memo552,
http://invisibleconnection.no/bilder/Memo551%20BSF%20-
%20A%20short%20guide%20to%20BSF%20sliding%20support%20inserts.pdf,
hämtad 2015-04-20.
[17] Prefabsystem, http://www.prefabsystem.se/wp-
content/uploads/2012/11/Bygga-med-prefab.pdf, hämtad 2015-04-16.
[18] Invisible Connections, Technical manual BSF Memo524,
http://invisibleconnection.no/bilder/Memo524%20BSF%20-
%20Design%20of%20reinforcement%20-%20Units%20used%20in%20pairs.pdf,
hämtad 2015-04-20.
[19] Peikko news,
http://materials.crasman.fi/materials/extloader/?fid=8779&org=2&chk=f932687c
, hämtad 2015-04-13.
[20] Invisible Connections. Technical manual BSF Memo502,
http://invisibleconnection.no/bilder/Memo502%20BSF%20-
%20Main%20dimensions.pdf, hämtad 2015-04-20.
BILAGA A: Handberäkningar
Snölast
sk i Östersund = 2,5 kN/m2
Lutning tak α = 0° < α < 30°, formfaktor μ1 = 0,8
Exponeringsfaktor normal Ce = 1,0
Termisk koefficient Ct = 1,0
Beräknad snölast
s = μ1CeCtsk = 0,8*1,0*1,0*2,5 = 2 kN/m2
Lastnedräkning
Snö = 2 kN/m2
Egentyngd tak = 3,32 kN/m2
Säkerhetsklass 2 γd = 0,91
Lastbredd balk = 10 m
6.10a: 0,91(1,35*10*3,32+1,5*0,7*10*2) = 60 kN/m
6.10b 0,91(1,2*10*3,32+1,5*10*2) = 63.55 kN/m
Vertikal kraft vid upplag på pelare
Spännvidd balk 10m Ved = 63,55∗10
2 = 317,75 kN
Spännvidd balk 20m Ved = 63,55∗20
2 = 635,5 kN
Spännvidd balk 30m Ved = 63,55∗30
2 = 953,25 kN
Moment på pelare
Peikko
MEd,1 = VEd x (B/2 + e)
MEd = MEd,1 + MEd,2
Pelardimension
300x300 mm
Pelarkonsol e (m)
Ved
(kN) Med 1
Med
2
Med
(kNm)
PCs 3 0,048 317,75 62,91 4,4 67,31
Pelardimension
400x400 mm
Pelarkonsol e (m)
Ved
(kN) Med 1
Med
2
Med
(kNm)
PCs 3 0,048 317,75 78,80 4,4 83,20
PCs 7 0,056 635,5 162,69 13,3 175,99
PCs 10 0,056 953,25 244,03 23 267,03
Pelardimension
600x600 mm
Pelarkonsol e (m)
Ved
(kN) Med 1
Med
2
Med
(kNm)
PCs 3 0,048 317,75 110,58 4,4 114,98
PCs 7 0,056 635,5 226,24 13,3 239,54
PCs 10 0,056 953,25 339,36 23 362,36
BSF
MEd = VEd x (B/2 - e)
Pelardimension 300x300 mm
Pelarkonsol e (m) Ved (kN) Med (kNm)
BSF450 0,0625 317,75 27,80
BSF700 0,075 635,5 47,66
Pelardimension 400x400 mm
Pelarkonsol e (m) Ved (kN) Med (kNm)
BSF450 0,0625 317,75 43,69
BSF700 0,075 635,5 79,44
Pelardimension 600x600 mm
Pelarkonsol e (m) Ved (kN) Med (kNm)
BSF450 0,0625 317,75 75,47
BSF700 0,075 635,5 142,99
Traditionell pelarkonsol
MEd = VEd x (B/2 + e)
Pelardimension 300x300 mm
Pelarkonsol e (m) Ved (kN) Med (kNm)
Traditionell 0,15 317,75 95,33
Traditionell 0,15 635,5 190,65
Traditionell 0,15 953,25 285,98
Pelardimension 400x400 mm
Pelarkonsol e (m) Ved (kN) Med (kNm)
Traditionell 0,15 317,75 111,21
Traditionell 0,15 635,5 222,43
Traditionell 0,15 953,25 333,64
Pelardimension 600x600 mm
Pelarkonsol e (m) Ved (kN) Med (kNm)
Traditionell 0,15 317,75 142,99
Traditionell 0,15 635,5 285,98
Traditionell 0,15 953,25 428,96
Beräkningar av tillkommande armering i balk för BSF enheter
Beräkning av tillkommande armering runt BSF i balk enligt den tekniska
manualen MEMO521 från SB Produksjon AS hemsida som bygger på
Eurocode 2 del 1-1, Eurocode 3 del 1-1, Eurocode 3 del 1-8 samt CEN/TS 1992-
4-2:2009 [6].
BSF 700
Antagna balk dimensioner: bredd = 400 mm, höjd = 600 mm, d = 515 mm
Betong kvalitet = C40/50
Kvalitet på armering = B500BT
Ingen hänsyn till huvudarmering i balk har tagits
fck = 40 MPa
fcd = 1,0x40/1,5 = 26,67 MPa (αcc är satt till 1,0 enligt SS-EN 1992-1-1:2005)
fctd = 1,0x2,5/1,5 = MPa (αct är satt till 1,0 enligt SS-EN 1992-1-1:2005)
fbd = 2,25x1x1x1,67 = 3,76 MPa
Erforderlig armering i balk runt enhet
Krafter uträknad efter situation 2 med ofördelaktiga mått enligt Memo502 [20]
RVO = 635,5 x 180+410
410 + 0,2 x 635,5 *
280
410 = 1001,3 Kn
RVU = 1001,3 – 635,5 = 365,8 kN
Armering i framände av enhet
AS = 1001300
435 = 2302 mm2 väljer 4Ø20 = 1256 mm2 x 2 = 2512 mm2
Minsta bockningsradie
Ømb,min = 1001300
300 𝑥 0,6 𝑥 (40
250) 𝑥 26,67 𝑥 0,5
= 496 mm
Armering i bakände av enhet
AS = 365800
435 = 841 mm2 väljer 3Ø16 = 603 mm2 x 2 = 1206 mm2
Ømb,min = 365800
300 𝑥 0,6 𝑥 (40
250) 𝑥 26,67 𝑥 0,5
= 181 mm
Förankring av främre armering
Spänning i armeringsjärn σs = 1001300
2512 = 399 MPa
lb,req = 20
4 x
399
3,76 = 531 mm
lb,min max(0,3x lb,req; 10xØ; 100mm) = 160 mm
lo = 1,0 x 1,0 x 1,0 x 1,0 x1,5 x 531 = 797 mm
sätter lo 900 mm
Byglar
Byglar krävs 1 m in i balk från kant
𝐴𝑠
𝑆 =
1001300
0,9 𝑥 0,515 𝑥 435 = 4966 mm2/m
Väljer byglar Ø12 cc40 = 5650 mm2/m
VRd,max = 1x350x0,9x515x0,504x26,67
(1+1) = 1042 kN > 1001,3 kN → ok
BSF 450
Antagna balk dimensioner: bredd = 300 mm, höjd = 550 mm, d = 465 mm
Betong kvalitet = C40/50
Kvalitet på armering = B500BT
Ingen hänsyn till huvudarmering i balk har tagits
fck = 40 MPa
fcd = 1,0x40/1,5 = 26,67 MPa (αCC är satt till 1,0 enligt SS-EN 1992-1-1:2005)
fctd = 1,0x2,5/1,5 = MPa (αCt är satt till 1,0 enligt SS-EN 1992-1-1:2005)
fbd = 2,25x1x1x1,67 = 3,76 MPa
Erforderlig armering i balk runt enhet
Krafter uträknad efter situation 2 med ofördelaktiga mått enligt Memo502 [20]
RVO = 317,75 x 167,5+422,5
410422,5 + 0,2 x 317,75 *
250
422,5 = 481,3 Kn
RVU = 481,3 – 317,75 = 164 kN
Armering i framände av enhet
AS = 481300
435 = 1107 mm2 väljer 3Ø16 = 603 mm2 x 2 = 1206 mm2
Minsta bockningsradie
Ømb,min = 481300
260 𝑥 0,6 𝑥 (40
250) 𝑥 26,67 𝑥 0,5
= 275 mm
Armering i bakände av enhet
AS = 164000
435 = 377 mm2 väljer 2Ø12 = 226 mm2 x 2 = 452 mm2
Ømb,min = 164000
300 𝑥 0,6 𝑥 (40
250) 𝑥 26,67 𝑥 0,5
= 93 mm
Förankring av främre armering
Spänning i armeringsjärn σs = 481300
1206 = 400 MPa
lb,req = 16
4 x
400
3,76 = 425,5 mm
lb,min max(0,3x lb,req; 10xØ; 100mm) = 128 mm
lo = 1,0 x 1,0 x 1,0 x 1,0 x1,5 x 425,5 = 638 mm
sätter lo 650 mm
Byglar
Byglar krävs över 1 m in i balk från kant
𝐴𝑠𝑆
= 481300
0,9 𝑥 0,465 𝑥 435 = 2644 mm2/m
Väljer byglar Ø9 cc40 = 3175 mm2/m
VRd,max = 1x260x0,9x465x0,504x26,67
(1+1) = 731 kN > 481 kN → ok
Concrete Column 6.4.003© StruSoft AB 2014
Project: BSF 300x300 3m 317,8kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\BSF\300x300\317,75Kn\ConcreteColumn calculation3m.ccc
Company name:
Input - Eurocode concrete / EN 1992-1-1 (Swedish annex)
Column: Peikko - Ultimate limit state General
Designation ValueExposure class: X0 Very dryLife class: L50Quality control and reduced deviations: NoReduced or measured geometrical data: No
Column geometryDesignation Value Designation Value
Column length (m): 3.0 Column type: Slender Buckling length, Lcy (m): 3.0 Stabilized Lcy/i: NoBuckling length, Lcz (m): 3.0 Stabilized Lcz/i: No
Concrete Material C40/50Design values for
Ultimate Limit State (MPa)Value[MPa]
Design values for Ultimate Limit State (MPa)
Value[MPa]
fcd 26.67 εcu 0.0035fctd 1.64 γc 1.50Ecd 29350 Low strength variation: Noεc1 0.0020
Design values for Ultimate Limit State (MPa)Designation Bottom Designation B500B
Diameter, mm 12Top Designation B500B
Diameter, mm 12Stirrup Designation Ps500
Diameter, mm 7fyd 435 435 435fycd 435 435 435Esd 200000 200000 200000
Reinforcement detailsBottom Code Top Code
Cover 24 24 24 24Cover (side) 24 24 Distance between bars In same layer 21 21 21 21In different layers 21 21 21 21Vibration space 0 (mm) Largest aggregate size 16 (mm) Cover tolerance 10 (mm) Stirrup details Angle (deg) 90.0
1 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: BSF 300x300 3m 317,8kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\BSF\300x300\317,75Kn\ConcreteColumn calculation3m.ccc
Company name:
Section Loadcase: PeikkoSection: 300
Loadcase dependent parametersLoadcase Creep coefficient
Peikko (Effective creep) 0
LoadcaseDesignation Mz [kNm] My [kNm] N [kN] Limit state TypePeikko 0 28.0 -317.8 ULS
Column: Peikko - Calculation settingsDesign settings Use compression reinforcement YesUse minimum bend reinforcement YesUse sudden release (EN 8.10.2.2) NoMonolithic construction (EN 9.2.1.2) No2nd order moment calculation Stiffness method (EN 5.8.7)
Design results
Column: Peikko - Ultimate limit state Slender bending capacityBuckling data Calculated WITH 2nd order moment according to
the Stiffness method (EN 5.8.7) Required reinforcement 2 ø 12 + 2 ø 12 Moment from load My = 28.0 kNm Moment from initial bow imperfection Meiy = 2.4 kNm Addition from 2nd order effects My2 = 6.1 kNm Total design moment Myd2 = 28.0 + 2.4 + 6.1 = 36.5 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. My = 6.4 kNmMoment capacity MRdy = 64.3 kNm Utilization ratio Myd2/MRyd = 36.5/64.3 = 0.57
2 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: BSF 300x300 3m 317,8kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\BSF\300x300\317,75Kn\ConcreteColumn calculation3m.ccc
Company name:
Slender bending capacityMoment from load Mz = 0 kNm Moment from initial bow imperfection Meiz = 2.4 kNm Addition from 2nd order effects Mz2 = 0.5 kNm Total design moment Mzd2 = 0 + 2.4 + 0.5 = 2.9 kNm Moment with respect to unintentional loadeccentricityaccording to EN 6.1 will be decisive.
Mz = 6.4 kNm
Moment capacity MRdz = 64.3 kNm Utilization ratio Mzd2/MRzd = 6.4/64.3 = 0.10 Utilization ratio, biaxially No check is necessary according to EN
1992-1-1 5.8.9 (5.38)
Slender compression capacitySlender capacity Nxyu = -2258.6 kN Utilization ratio N/Nxyu = -317.8/-2258.6 = 0.14Slenderness factor λy = lcy/iy = 3.00/0.087 = 34.64< 92.36Slender capacity Nxzu = -2258.6 kN Utilization ratio N/Nxzu = -317.8/-2258.6 = 0.14Slenderness factor λz = lcz/iz = 3.00/0.087 = 34.64< 92.36
Minimum stirrupsMinimum transverse reinforcement according to EN 1992-1-1 9.5.3 Stirrups ø 7 s 240
3 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: BSF 300x300 10m 317,8kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\BSF\300x300\317,75Kn\ConcreteColumn calculation10m.ccc
Company name:
Input - Eurocode concrete / EN 1992-1-1 (Swedish annex)
Column: Peikko - Ultimate limit state General
Designation ValueExposure class: X0 Very dryLife class: L50Quality control and reduced deviations: NoReduced or measured geometrical data: No
Column geometryDesignation Value Designation Value
Column length (m): 10.0 Column type: Slender Buckling length, Lcy (m): 10.0 Stabilized Lcy/i: NoBuckling length, Lcz (m): 10.0 Stabilized Lcz/i: No
Concrete Material C40/50Design values for
Ultimate Limit State (MPa)Value[MPa]
Design values for Ultimate Limit State (MPa)
Value[MPa]
fcd 26.67 εcu 0.0035fctd 1.64 γc 1.50Ecd 29350 Low strength variation: Noεc1 0.0020
Design values for Ultimate Limit State (MPa)Designation Bottom Designation B500B
Diameter, mm 25Top Designation B500B
Diameter, mm 25Stirrup Designation Ps500
Diameter, mm 9fyd 435 435 435fycd 435 435 435Esd 200000 200000 200000
Reinforcement detailsBottom Code Top Code
Cover 35 35 35 35Cover (side) 35 35 Distance between bars In same layer 25 25 25 25In different layers 25 25 25 25Vibration space 0 (mm) Largest aggregate size 16 (mm) Cover tolerance 10 (mm) Stirrup details Angle (deg) 90.0
1 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: BSF 300x300 10m 317,8kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\BSF\300x300\317,75Kn\ConcreteColumn calculation10m.ccc
Company name:
Section Loadcase: PeikkoSection: 300
Loadcase dependent parametersLoadcase Creep coefficient
Peikko (Effective creep) 0
LoadcaseDesignation Mz [kNm] My [kNm] N [kN] Limit state TypePeikko 0 28.0 -317.8 ULS
Column: Peikko - Calculation settingsDesign settings Use compression reinforcement YesUse minimum bend reinforcement YesUse sudden release (EN 8.10.2.2) NoMonolithic construction (EN 9.2.1.2) No2nd order moment calculation Stiffness method (EN 5.8.7)
Design results
Column: Peikko - Ultimate limit state Slender bending capacityBuckling data Calculated WITH 2nd order moment according to
the Stiffness method (EN 5.8.7) Required reinforcement 2 ø 25 + 2 ø 25 Moment from load My = 28.0 kNm Moment from initial bow imperfection Meiy = 7.9 kNm Addition from 2nd order effects My2 = 41.5 kNm Total design moment Myd2 = 28.0 + 7.9 + 41.5 = 77.4 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. My = 6.4 kNmMoment capacity MRdy = 127.7 kNm Utilization ratio Myd2/MRyd = 77.4/127.7 = 0.61
2 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: BSF 300x300 10m 317,8kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\BSF\300x300\317,75Kn\ConcreteColumn calculation10m.ccc
Company name:
Slender bending capacityMoment from load Mz = 0 kNm Moment from initial bow imperfection Meiz = 7.9 kNm Addition from 2nd order effects Mz2 = 9.3 kNm Total design moment Mzd2 = 0 + 7.9 + 9.3 = 17.2 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. Mz = 6.4 kNmMoment capacity MRdz = 127.4 kNm Utilization ratio Mzd2/MRzd = 17.2/127.4 = 0.14 Utilization ratio, biaxially (Mdy2/MRdy )a + (Mdz2/MRdz )a = = (77.4/127.7)1.0 +(17.2/127.4)1.0 = 0.74
Slender compression capacitySlender capacity Nxyu = -657.4 kN Utilization ratio N/Nxyu = -317.8/-657.4 = 0.48Slenderness factor λy = lcy/iy = 10.00/0.087 = 115.47< 166.09Slender capacity Nxzu = -653.4 kN Utilization ratio N/Nxzu = -317.8/-653.4 = 0.49Slenderness factor λz = lcz/iz = 10.00/0.087 = 115.47< 165.59
Minimum stirrupsMinimum transverse reinforcement according to EN 1992-1-1 9.5.3 Stirrups ø 9 s 300
3 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: BSF 300x300 3m 635,5N Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\BSF\300x300\635,5Kn\ConcreteColumn calculation3m.ccc
Company name:
Input - Eurocode concrete / EN 1992-1-1 (Swedish annex)
Column: BSF - Ultimate limit state General
Designation ValueExposure class: X0 Very dryLife class: L50Quality control and reduced deviations: NoReduced or measured geometrical data: No
Column geometryDesignation Value Designation Value
Column length (m): 3.0 Column type: Slender Buckling length, Lcy (m): 3.0 Stabilized Lcy/i: NoBuckling length, Lcz (m): 3.0 Stabilized Lcz/i: No
Concrete Material C40/50Design values for
Ultimate Limit State (MPa)Value[MPa]
Design values for Ultimate Limit State (MPa)
Value[MPa]
fcd 26.67 εcu 0.0035fctd 1.64 γc 1.50Ecd 29350 Low strength variation: Noεc1 0.0020
Design values for Ultimate Limit State (MPa)Designation Bottom Designation B500B
Diameter, mm 12Top Designation B500B
Diameter, mm 12Stirrup Designation Ps500
Diameter, mm 7fyd 435 435 435fycd 435 435 435Esd 200000 200000 200000
Reinforcement detailsBottom Code Top Code
Cover 24 24 24 24Cover (side) 24 24 Distance between bars In same layer 21 21 21 21In different layers 21 21 21 21Vibration space 0 (mm) Largest aggregate size 16 (mm) Cover tolerance 10 (mm) Stirrup details Angle (deg) 90.0
1 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: BSF 300x300 3m 635,5N Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\BSF\300x300\635,5Kn\ConcreteColumn calculation3m.ccc
Company name:
Section Loadcase: BSFSection: 300
Loadcase dependent parametersLoadcase Creep coefficient
BSF (Effective creep) 0
LoadcaseDesignation Mz [kNm] My [kNm] N [kN] Limit state TypeBSF 0 48.0 -635.5 ULS
Column: BSF - Calculation settingsDesign settings Use compression reinforcement YesUse minimum bend reinforcement YesUse sudden release (EN 8.10.2.2) NoMonolithic construction (EN 9.2.1.2) No2nd order moment calculation Stiffness method (EN 5.8.7)
Design results
Column: BSF - Ultimate limit state Slender bending capacityBuckling data Calculated WITH 2nd order moment according to
the Stiffness method (EN 5.8.7) Required reinforcement 2 ø 12 + 2 ø 12 Moment from load My = 48.0 kNm Moment from initial bow imperfection Meiy = 4.8 kNm Addition from 2nd order effects My2 = 16.9 kNm Total design moment Myd2 = 48.0 + 4.8 + 16.9 = 69.6 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. My = 12.7 kNmMoment capacity MRdy = 92.7 kNm Utilization ratio Myd2/MRyd = 69.6/92.7 = 0.75
2 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: BSF 300x300 3m 635,5N Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\BSF\300x300\635,5Kn\ConcreteColumn calculation3m.ccc
Company name:
Slender bending capacityMoment from load Mz = 0 kNm Moment from initial bow imperfection Meiz = 4.8 kNm Addition from 2nd order effects Mz2 = 1.5 kNm Total design moment Mzd2 = 0 + 4.8 + 1.5 = 6.3 kNm Moment with respect to unintentional loadeccentricityaccording to EN 6.1 will be decisive.
Mz = 12.7 kNm
Moment capacity MRdz = 92.7 kNm Utilization ratio Mzd2/MRzd = 12.7/92.7 = 0.14 Utilization ratio, biaxially No check is necessary according to EN
1992-1-1 5.8.9 (5.38)
Slender compression capacitySlender capacity Nxyu = -2596.7 kN Utilization ratio N/Nxyu = -635.5/-2596.7 = 0.24Slenderness factor λy = lcy/iy = 3.00/0.087 = 34.64< 76.35Slender capacity Nxzu = -2596.7 kN Utilization ratio N/Nxzu = -635.5/-2596.7 = 0.24Slenderness factor λz = lcz/iz = 3.00/0.087 = 34.64< 76.35
Minimum stirrupsMinimum transverse reinforcement according to EN 1992-1-1 9.5.3 Stirrups ø 7 s 240
3 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: BSF 300x300 10m 635,5kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\BSF\300x300\635,5Kn\ConcreteColumn calculation10m.ccc
Company name:
Input - Eurocode concrete / EN 1992-1-1 (Swedish annex)
Column: BSF - Ultimate limit state General
Designation ValueExposure class: X0 Very dryLife class: L50Quality control and reduced deviations: NoReduced or measured geometrical data: No
Column geometryDesignation Value Designation Value
Column length (m): 10.0 Column type: Slender Buckling length, Lcy (m): 10.0 Stabilized Lcy/i: NoBuckling length, Lcz (m): 10.0 Stabilized Lcz/i: No
Concrete Material C40/50Design values for
Ultimate Limit State (MPa)Value[MPa]
Design values for Ultimate Limit State (MPa)
Value[MPa]
fcd 26.67 εcu 0.0035fctd 1.64 γc 1.50Ecd 29350 Low strength variation: Noεc1 0.0020
Design values for Ultimate Limit State (MPa)Designation Bottom Designation B500B
Diameter, mm 25Top Designation B500B
Diameter, mm 25Stirrup Designation Ps500
Diameter, mm 9fyd 435 435 435fycd 435 435 435Esd 200000 200000 200000
Reinforcement detailsBottom Code Top Code
Cover 35 35 35 35Cover (side) 35 35 Distance between bars In same layer 25 25 25 25In different layers 25 25 25 25Vibration space 0 (mm) Largest aggregate size 16 (mm) Cover tolerance 10 (mm) Stirrup details Angle (deg) 90.0
1 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: BSF 300x300 10m 635,5kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\BSF\300x300\635,5Kn\ConcreteColumn calculation10m.ccc
Company name:
Section Loadcase: BSFSection: 300
Loadcase dependent parametersLoadcase Creep coefficient
BSF (Effective creep) 0
LoadcaseDesignation Mz [kNm] My [kNm] N [kN] Limit state TypeBSF 0 48.0 -635.5 ULS
Column: BSF - Calculation settingsDesign settings Use compression reinforcement YesUse minimum bend reinforcement YesUse sudden release (EN 8.10.2.2) NoMonolithic construction (EN 9.2.1.2) No2nd order moment calculation Stiffness method (EN 5.8.7)
Design results
Column: BSF - Ultimate limit state Slender bending capacityBuckling data Calculated WITH 2nd order moment according to
the Stiffness method (EN 5.8.7) Required reinforcement 4 ø 25 + 4 ø 25 Moment from load My = 48.0 kNm Moment from initial bow imperfection Meiy = 15.9 kNm Addition from 2nd order effects My2 = 73.7 kNm Total design moment Myd2 = 48.0 + 15.9 + 73.7 = 137.6 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. My = 12.7 kNmMoment capacity MRdy = 240.2 kNm Utilization ratio Myd2/MRyd = 137.6/240.2 = 0.57
2 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: BSF 300x300 10m 635,5kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\BSF\300x300\635,5Kn\ConcreteColumn calculation10m.ccc
Company name:
Slender bending capacityMoment from load Mz = 0 kNm Moment from initial bow imperfection Meiz = 15.9 kNm Addition from 2nd order effects Mz2 = 33.4 kNm Total design moment Mzd2 = 0 + 15.9 + 33.4 = 49.3 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. Mz = 12.7 kNmMoment capacity MRdz = 192.9 kNm Utilization ratio Mzd2/MRzd = 49.3/192.9 = 0.26 Utilization ratio, biaxially (Mdy2/MRdy )a + (Mdz2/MRdz )a = = (137.6/240.2)1.0 +(49.3/192.9)1.0 = 0.80
Slender compression capacitySlender capacity Nxyu = -1314.8 kN Utilization ratio N/Nxyu = -635.5/-1314.8 = 0.48Slenderness factor λy = lcy/iy = 10.00/0.087 = 115.47< 166.09Slender capacity Nxzu = -1008.4 kN Utilization ratio N/Nxzu = -635.5/-1008.4 = 0.63Slenderness factor λz = lcz/iz = 10.00/0.087 = 115.47< 145.46
Minimum stirrupsMinimum transverse reinforcement according to EN 1992-1-1 9.5.3 Stirrups ø 9 s 300
3 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: BSF 400x400 3m 317,8kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\BSF\400x400\317,75Kn\ConcreteColumn calculation3m.ccc
Company name:
Input - Eurocode concrete / EN 1992-1-1 (Swedish annex)
Column: BAF - Ultimate limit state General
Designation ValueExposure class: X0 Very dryLife class: L50Quality control and reduced deviations: NoReduced or measured geometrical data: No
Column geometryDesignation Value Designation Value
Column length (m): 3.0 Column type: Slender Buckling length, Lcy (m): 3.0 Stabilized Lcy/i: NoBuckling length, Lcz (m): 3.0 Stabilized Lcz/i: No
Concrete Material C40/50Design values for
Ultimate Limit State (MPa)Value[MPa]
Design values for Ultimate Limit State (MPa)
Value[MPa]
fcd 26.67 εcu 0.0035fctd 1.64 γc 1.50Ecd 29350 Low strength variation: Noεc1 0.0020
Design values for Ultimate Limit State (MPa)Designation Bottom Designation B500B
Diameter, mm 16Top Designation B500B
Diameter, mm 16Stirrup Designation Ps500
Diameter, mm 7fyd 435 435 435fycd 435 435 435Esd 200000 200000 200000
Reinforcement detailsBottom Code Top Code
Cover 26 26 26 26Cover (side) 26 26 Distance between bars In same layer 21 21 21 21In different layers 21 21 21 21Vibration space 0 (mm) Largest aggregate size 16 (mm) Cover tolerance 10 (mm) Stirrup details Angle (deg) 90.0
1 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: BSF 400x400 3m 317,8kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\BSF\400x400\317,75Kn\ConcreteColumn calculation3m.ccc
Company name:
Section Loadcase: BAFSection: 400*400
Loadcase dependent parametersLoadcase Creep coefficient
BAF (Effective creep) 0
LoadcaseDesignation Mz [kNm] My [kNm] N [kN] Limit state TypeBAF 0 44.0 -317.8 ULS
Column: BAF - Calculation settingsDesign settings Use compression reinforcement YesUse minimum bend reinforcement YesUse sudden release (EN 8.10.2.2) NoMonolithic construction (EN 9.2.1.2) No2nd order moment calculation Stiffness method (EN 5.8.7)
Design results
Column: BAF - Ultimate limit state Slender bending capacityBuckling data Calculated WITH 2nd order moment according to
the Stiffness method (EN 5.8.7) Required reinforcement 2 ø 16 + 2 ø 16 Moment from load My = 44.0 kNm Moment from initial bow imperfection Meiy = 2.4 kNm Addition from 2nd order effects My2 = 3.2 kNm Total design moment Myd2 = 44.0 + 2.4 + 3.2 = 49.6 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. My = 6.4 kNmMoment capacity MRdy = 116.6 kNm Utilization ratio Myd2/MRyd = 49.6/116.6 = 0.43
2 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: BSF 400x400 3m 317,8kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\BSF\400x400\317,75Kn\ConcreteColumn calculation3m.ccc
Company name:
Slender bending capacityMoment from load Mz = 0 kNm Moment from initial bow imperfection Meiz = 2.4 kNm Addition from 2nd order effects Mz2 = 0.2 kNm Total design moment Mzd2 = 0 + 2.4 + 0.2 = 2.5 kNm Moment with respect to unintentional loadeccentricityaccording to EN 6.1 will be decisive.
Mz = 6.4 kNm
Moment capacity MRdz = 116.6 kNm Utilization ratio Mzd2/MRzd = 6.4/116.6 = 0.05 Utilization ratio, biaxially No check is necessary according to EN
1992-1-1 5.8.9 (5.38)
Slender compression capacitySlender capacity Nxyu = -4616.3 kN Utilization ratio N/Nxyu = -317.8/-4616.3 = 0.07Slenderness factor λy = lcy/iy = 3.00/0.115 = 25.98< 112.60Slender capacity Nxzu = -4616.3 kN Utilization ratio N/Nxzu = -317.8/-4616.3 = 0.07Slenderness factor λz = lcz/iz = 3.00/0.115 = 25.98< 112.60
Minimum stirrupsMinimum transverse reinforcement according to EN 1992-1-1 9.5.3 Stirrups ø 7 s 320
3 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: BSF 400x400 10m 317,8kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\BSF\400x400\317,75Kn\ConcreteColumn calculation10m.ccc
Company name:
Input - Eurocode concrete / EN 1992-1-1 (Swedish annex)
Column: BAF - Ultimate limit state General
Designation ValueExposure class: X0 Very dryLife class: L50Quality control and reduced deviations: NoReduced or measured geometrical data: No
Column geometryDesignation Value Designation Value
Column length (m): 10.0 Column type: Slender Buckling length, Lcy (m): 10.0 Stabilized Lcy/i: NoBuckling length, Lcz (m): 10.0 Stabilized Lcz/i: No
Concrete Material C40/50Design values for
Ultimate Limit State (MPa)Value[MPa]
Design values for Ultimate Limit State (MPa)
Value[MPa]
fcd 26.67 εcu 0.0035fctd 1.64 γc 1.50Ecd 29350 Low strength variation: Noεc1 0.0020
Design values for Ultimate Limit State (MPa)Designation Bottom Designation B500B
Diameter, mm 16Top Designation B500B
Diameter, mm 16Stirrup Designation Ps500
Diameter, mm 7fyd 435 435 435fycd 435 435 435Esd 200000 200000 200000
Reinforcement detailsBottom Code Top Code
Cover 26 26 26 26Cover (side) 26 26 Distance between bars In same layer 21 21 21 21In different layers 21 21 21 21Vibration space 0 (mm) Largest aggregate size 16 (mm) Cover tolerance 10 (mm) Stirrup details Angle (deg) 90.0
1 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: BSF 400x400 10m 317,8kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\BSF\400x400\317,75Kn\ConcreteColumn calculation10m.ccc
Company name:
Section Loadcase: BAFSection: 400*400
Loadcase dependent parametersLoadcase Creep coefficient
BAF (Effective creep) 0
LoadcaseDesignation Mz [kNm] My [kNm] N [kN] Limit state TypeBAF 0 44.0 -317.8 ULS
Column: BAF - Calculation settingsDesign settings Use compression reinforcement YesUse minimum bend reinforcement YesUse sudden release (EN 8.10.2.2) NoMonolithic construction (EN 9.2.1.2) No2nd order moment calculation Stiffness method (EN 5.8.7)
Design results
Column: BAF - Ultimate limit state Slender bending capacityBuckling data Calculated WITH 2nd order moment according to
the Stiffness method (EN 5.8.7) Required reinforcement 2 ø 16 + 2 ø 16 Moment from load My = 44.0 kNm Moment from initial bow imperfection Meiy = 7.9 kNm Addition from 2nd order effects My2 = 45.1 kNm Total design moment Myd2 = 44.0 + 7.9 + 45.1 = 97.0 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. My = 6.4 kNmMoment capacity MRdy = 116.6 kNm Utilization ratio Myd2/MRyd = 97.0/116.6 = 0.83
2 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: BSF 400x400 10m 317,8kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\BSF\400x400\317,75Kn\ConcreteColumn calculation10m.ccc
Company name:
Slender bending capacityMoment from load Mz = 0 kNm Moment from initial bow imperfection Meiz = 7.9 kNm Addition from 2nd order effects Mz2 = 6.9 kNm Total design moment Mzd2 = 0 + 7.9 + 6.9 = 14.8 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. Mz = 6.4 kNmMoment capacity MRdz = 116.6 kNm Utilization ratio Mzd2/MRzd = 14.8/116.6 = 0.13 Utilization ratio, biaxially No check is necessary according to EN
1992-1-1 5.8.9 (5.38)
Slender compression capacitySlender capacity Nxyu = -769.3 kN Utilization ratio N/Nxyu = -317.8/-769.3 = 0.41Slenderness factor λy = lcy/iy = 10.00/0.115 = 86.60< 134.74Slender capacity Nxzu = -769.3 kN Utilization ratio N/Nxzu = -317.8/-769.3 = 0.41Slenderness factor λz = lcz/iz = 10.00/0.115 = 86.60< 134.74
Minimum stirrupsMinimum transverse reinforcement according to EN 1992-1-1 9.5.3 Stirrups ø 7 s 320
3 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: BSF 400x400 20m 317,8kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\BSF\400x400\317,75Kn\ConcreteColumn calculation20m.ccc
Company name:
Input - Eurocode concrete / EN 1992-1-1 (Swedish annex)
Column: BAF - Ultimate limit state General
Designation ValueExposure class: X0 Very dryLife class: L50Quality control and reduced deviations: NoReduced or measured geometrical data: No
Column geometryDesignation Value Designation Value
Column length (m): 20.0 Column type: Slender Buckling length, Lcy (m): 20.0 Stabilized Lcy/i: NoBuckling length, Lcz (m): 20.0 Stabilized Lcz/i: No
Concrete Material C40/50Design values for
Ultimate Limit State (MPa)Value[MPa]
Design values for Ultimate Limit State (MPa)
Value[MPa]
fcd 26.67 εcu 0.0035fctd 1.64 γc 1.50Ecd 29350 Low strength variation: Noεc1 0.0020
Design values for Ultimate Limit State (MPa)Designation Bottom Designation B500B
Diameter, mm 25Top Designation B500B
Diameter, mm 25Stirrup Designation Ps500
Diameter, mm 9fyd 435 435 435fycd 435 435 435Esd 200000 200000 200000
Reinforcement detailsBottom Code Top Code
Cover 35 35 35 35Cover (side) 35 35 Distance between bars In same layer 25 25 25 25In different layers 25 25 25 25Vibration space 0 (mm) Largest aggregate size 16 (mm) Cover tolerance 10 (mm) Stirrup details Angle (deg) 90.0
1 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: BSF 400x400 20m 317,8kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\BSF\400x400\317,75Kn\ConcreteColumn calculation20m.ccc
Company name:
Section Loadcase: BAFSection: 400*400
Loadcase dependent parametersLoadcase Creep coefficient
BAF (Effective creep) 0
LoadcaseDesignation Mz [kNm] My [kNm] N [kN] Limit state TypeBAF 0 44.0 -317.8 ULS
Column: BAF - Calculation settingsDesign settings Use compression reinforcement YesUse minimum bend reinforcement YesUse sudden release (EN 8.10.2.2) NoMonolithic construction (EN 9.2.1.2) No2nd order moment calculation Stiffness method (EN 5.8.7)
Design results
Column: BAF - Ultimate limit state Slender bending capacityBuckling data Calculated WITH 2nd order moment according to
the Stiffness method (EN 5.8.7) Required reinforcement 4 ø 25 + 4 ø 25 Moment from load My = 44.0 kNm Moment from initial bow imperfection Meiy = 15.9 kNm Addition from 2nd order effects My2 = 78.4 kNm Total design moment Myd2 = 44.0 + 15.9 + 78.4 = 138.3 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. My = 6.4 kNmMoment capacity MRdy = 318.9 kNm Utilization ratio Myd2/MRyd = 138.3/318.9 = 0.43
2 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: BSF 400x400 20m 317,8kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\BSF\400x400\317,75Kn\ConcreteColumn calculation20m.ccc
Company name:
Slender bending capacityMoment from load Mz = 0 kNm Moment from initial bow imperfection Meiz = 15.9 kNm Addition from 2nd order effects Mz2 = 35.9 kNm Total design moment Mzd2 = 0 + 15.9 + 35.9 = 51.8 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. Mz = 6.4 kNmMoment capacity MRdz = 292.6 kNm Utilization ratio Mzd2/MRzd = 51.8/292.6 = 0.18 Utilization ratio, biaxially (Mdy2/MRdy )a + (Mdz2/MRdz )a = = (138.3/318.9)1.0 +(51.8/292.6)1.0 = 0.61
Slender compression capacitySlender capacity Nxyu = -617.2 kN Utilization ratio N/Nxyu = -317.8/-617.2 = 0.51Slenderness factor λy = lcy/iy = 20.00/0.115 = 173.21< 241.39Slender capacity Nxzu = -491.2 kN Utilization ratio N/Nxzu = -317.8/-491.2 = 0.65Slenderness factor λz = lcz/iz = 20.00/0.115 = 173.21< 215.34
Minimum stirrupsMinimum transverse reinforcement according to EN 1992-1-1 9.5.3 Stirrups ø 9 s 400
3 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: BSF 400x400 3m 635,5kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\BSF\400x400\635,5Kn\ConcreteColumn calculation3m.ccc
Company name:
Input - Eurocode concrete / EN 1992-1-1 (Swedish annex)
Column: BSF - Ultimate limit state General
Designation ValueExposure class: X0 Very dryLife class: L50Quality control and reduced deviations: NoReduced or measured geometrical data: No
Column geometryDesignation Value Designation Value
Column length (m): 3.0 Column type: Slender Buckling length, Lcy (m): 3.0 Stabilized Lcy/i: NoBuckling length, Lcz (m): 3.0 Stabilized Lcz/i: No
Concrete Material C40/50Design values for
Ultimate Limit State (MPa)Value[MPa]
Design values for Ultimate Limit State (MPa)
Value[MPa]
fcd 26.67 εcu 0.0035fctd 1.64 γc 1.50Ecd 29350 Low strength variation: Noεc1 0.0020
Design values for Ultimate Limit State (MPa)Designation Bottom Designation B500B
Diameter, mm 16Top Designation B500B
Diameter, mm 16Stirrup Designation Ps500
Diameter, mm 7fyd 435 435 435fycd 435 435 435Esd 200000 200000 200000
Reinforcement detailsBottom Code Top Code
Cover 26 26 26 26Cover (side) 26 26 Distance between bars In same layer 21 21 21 21In different layers 21 21 21 21Vibration space 0 (mm) Largest aggregate size 16 (mm) Cover tolerance 10 (mm) Stirrup details Angle (deg) 90.0
1 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: BSF 400x400 3m 635,5kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\BSF\400x400\635,5Kn\ConcreteColumn calculation3m.ccc
Company name:
Section Loadcase: BSFSection: 400*400
Loadcase dependent parametersLoadcase Creep coefficient
BSF (Effective creep) 0
LoadcaseDesignation Mz [kNm] My [kNm] N [kN] Limit state TypeBSF 0 80.0 -635.5 ULS
Column: BSF - Calculation settingsDesign settings Use compression reinforcement YesUse minimum bend reinforcement YesUse sudden release (EN 8.10.2.2) NoMonolithic construction (EN 9.2.1.2) No2nd order moment calculation Stiffness method (EN 5.8.7)
Design results
Column: BSF - Ultimate limit state Slender bending capacityBuckling data Calculated WITH 2nd order moment according to
the Stiffness method (EN 5.8.7) Required reinforcement 2 ø 16 + 2 ø 16 Moment from load My = 80.0 kNm Moment from initial bow imperfection Meiy = 4.8 kNm Addition from 2nd order effects My2 = 10.3 kNm Total design moment Myd2 = 80.0 + 4.8 + 10.3 = 95.1 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. My = 12.7 kNmMoment capacity MRdy = 164.9 kNm Utilization ratio Myd2/MRyd = 95.1/164.9 = 0.58
2 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: BSF 400x400 3m 635,5kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\BSF\400x400\635,5Kn\ConcreteColumn calculation3m.ccc
Company name:
Slender bending capacityMoment from load Mz = 0 kNm Moment from initial bow imperfection Meiz = 4.8 kNm Addition from 2nd order effects Mz2 = 0.6 kNm Total design moment Mzd2 = 0 + 4.8 + 0.6 = 5.3 kNm Moment with respect to unintentional loadeccentricityaccording to EN 6.1 will be decisive.
Mz = 12.7 kNm
Moment capacity MRdz = 164.9 kNm Utilization ratio Mzd2/MRzd = 12.7/164.9 = 0.08 Utilization ratio, biaxially No check is necessary according to EN
1992-1-1 5.8.9 (5.38)
Slender compression capacitySlender capacity Nxyu = -4616.3 kN Utilization ratio N/Nxyu = -635.5/-4616.3 = 0.14Slenderness factor λy = lcy/iy = 3.00/0.115 = 25.98< 86.68Slender capacity Nxzu = -4616.3 kN Utilization ratio N/Nxzu = -635.5/-4616.3 = 0.14Slenderness factor λz = lcz/iz = 3.00/0.115 = 25.98< 86.68
Minimum stirrupsMinimum transverse reinforcement according to EN 1992-1-1 9.5.3 Stirrups ø 7 s 320
3 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: BSF 400x400 10m 635,5kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\BSF\400x400\635,5Kn\ConcreteColumn calculation10m.ccc
Company name:
Input - Eurocode concrete / EN 1992-1-1 (Swedish annex)
Column: BSF - Ultimate limit state General
Designation ValueExposure class: X0 Very dryLife class: L50Quality control and reduced deviations: NoReduced or measured geometrical data: No
Column geometryDesignation Value Designation Value
Column length (m): 10.0 Column type: Slender Buckling length, Lcy (m): 10.0 Stabilized Lcy/i: NoBuckling length, Lcz (m): 10.0 Stabilized Lcz/i: No
Concrete Material C40/50Design values for
Ultimate Limit State (MPa)Value[MPa]
Design values for Ultimate Limit State (MPa)
Value[MPa]
fcd 26.67 εcu 0.0035fctd 1.64 γc 1.50Ecd 29350 Low strength variation: Noεc1 0.0020
Design values for Ultimate Limit State (MPa)Designation Bottom Designation B500B
Diameter, mm 25Top Designation B500B
Diameter, mm 25Stirrup Designation Ps500
Diameter, mm 9fyd 435 435 435fycd 435 435 435Esd 200000 200000 200000
Reinforcement detailsBottom Code Top Code
Cover 35 35 35 35Cover (side) 35 35 Distance between bars In same layer 25 25 25 25In different layers 25 25 25 25Vibration space 0 (mm) Largest aggregate size 16 (mm) Cover tolerance 10 (mm) Stirrup details Angle (deg) 90.0
1 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: BSF 400x400 10m 635,5kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\BSF\400x400\635,5Kn\ConcreteColumn calculation10m.ccc
Company name:
Section Loadcase: BSFSection: 400*400
Loadcase dependent parametersLoadcase Creep coefficient
BSF (Effective creep) 0
LoadcaseDesignation Mz [kNm] My [kNm] N [kN] Limit state TypeBSF 0 80.0 -635.5 ULS
Column: BSF - Calculation settingsDesign settings Use compression reinforcement YesUse minimum bend reinforcement YesUse sudden release (EN 8.10.2.2) NoMonolithic construction (EN 9.2.1.2) No2nd order moment calculation Stiffness method (EN 5.8.7)
Design results
Column: BSF - Ultimate limit state Slender bending capacityBuckling data Calculated WITH 2nd order moment according to
the Stiffness method (EN 5.8.7) Required reinforcement 2 ø 25 + 2 ø 25 Moment from load My = 80.0 kNm Moment from initial bow imperfection Meiy = 15.9 kNm Addition from 2nd order effects My2 = 80.8 kNm Total design moment Myd2 = 80.0 + 15.9 + 80.8 = 176.7 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. My = 12.7 kNmMoment capacity MRdy = 235.2 kNm Utilization ratio Myd2/MRyd = 176.7/235.2 = 0.75
2 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: BSF 400x400 10m 635,5kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\BSF\400x400\635,5Kn\ConcreteColumn calculation10m.ccc
Company name:
Slender bending capacityMoment from load Mz = 0 kNm Moment from initial bow imperfection Meiz = 15.9 kNm Addition from 2nd order effects Mz2 = 13.5 kNm Total design moment Mzd2 = 0 + 15.9 + 13.5 = 29.4 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. Mz = 12.7 kNmMoment capacity MRdz = 234.7 kNm Utilization ratio Mzd2/MRzd = 29.4/234.7 = 0.13 Utilization ratio, biaxially No check is necessary according to EN
1992-1-1 5.8.9 (5.38)
Slender compression capacitySlender capacity Nxyu = -1566.0 kN Utilization ratio N/Nxyu = -635.5/-1566.0 = 0.41Slenderness factor λy = lcy/iy = 10.00/0.115 = 86.60< 135.95Slender capacity Nxzu = -1560.1 kN Utilization ratio N/Nxzu = -635.5/-1560.1 = 0.41Slenderness factor λz = lcz/iz = 10.00/0.115 = 86.60< 135.69
Minimum stirrupsMinimum transverse reinforcement according to EN 1992-1-1 9.5.3 Stirrups ø 9 s 400
3 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: BSF 400x400 20m 635,5kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\BSF\400x400\635,5Kn\ConcreteColumn calculation20m.ccc
Company name:
Input - Eurocode concrete / EN 1992-1-1 (Swedish annex)
Column: BSF - Ultimate limit state General
Designation ValueExposure class: X0 Very dryLife class: L50Quality control and reduced deviations: NoReduced or measured geometrical data: No
Column geometryDesignation Value Designation Value
Column length (m): 20.0 Column type: Slender Buckling length, Lcy (m): 20.0 Stabilized Lcy/i: NoBuckling length, Lcz (m): 20.0 Stabilized Lcz/i: No
Concrete Material C40/50Design values for
Ultimate Limit State (MPa)Value[MPa]
Design values for Ultimate Limit State (MPa)
Value[MPa]
fcd 26.67 εcu 0.0035fctd 1.64 γc 1.50Ecd 29350 Low strength variation: Noεc1 0.0020
Design values for Ultimate Limit State (MPa)Designation Bottom Designation B500B
Diameter, mm 32Top Designation B500B
Diameter, mm 32Stirrup Designation Ps500
Diameter, mm 9fyd 435 435 435fycd 435 435 435Esd 200000 200000 200000
Reinforcement detailsBottom Code Top Code
Cover 42 42 42 42Cover (side) 42 42 Distance between bars In same layer 32 32 32 32In different layers 32 32 32 32Vibration space 0 (mm) Largest aggregate size 16 (mm) Cover tolerance 10 (mm) Stirrup details Angle (deg) 90.0
1 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: BSF 400x400 20m 635,5kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\BSF\400x400\635,5Kn\ConcreteColumn calculation20m.ccc
Company name:
Section Loadcase: BSFSection: 400*400
Loadcase dependent parametersLoadcase Creep coefficient
BSF (Effective creep) 0
LoadcaseDesignation Mz [kNm] My [kNm] N [kN] Limit state TypeBSF 0 80.0 -635.5 ULS
Column: BSF - Calculation settingsDesign settings Use compression reinforcement YesUse minimum bend reinforcement YesUse sudden release (EN 8.10.2.2) NoMonolithic construction (EN 9.2.1.2) No2nd order moment calculation Stiffness method (EN 5.8.7)
Design results
Column: BSF - Ultimate limit state Slender bending capacityBuckling data Calculated WITH 2nd order moment according to
the Stiffness method (EN 5.8.7) Required reinforcement 6 ø 32 + 4 ø 32 Moment from load My = 80.0 kNm Moment from initial bow imperfection Meiy = 31.8 kNm Addition from 2nd order effects My2 = 258.6 kNm Total design moment Myd2 = 80.0 + 31.8 + 258.6 = 370.4 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. My = 12.7 kNmMoment capacity MRdy = 549.7 kNm Utilization ratio Myd2/MRyd = 370.4/549.7 = 0.67
2 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: BSF 400x400 20m 635,5kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\BSF\400x400\635,5Kn\ConcreteColumn calculation20m.ccc
Company name:
Slender bending capacityMoment from load Mz = 0 kNm Moment from initial bow imperfection Meiz = 31.8 kNm Addition from 2nd order effects Mz2 = 90.5 kNm Total design moment Mzd2 = 0 + 31.8 + 90.5 = 122.2 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. Mz = 12.7 kNmMoment capacity MRdz = 527.8 kNm Utilization ratio Mzd2/MRzd = 122.2/527.8 = 0.23 Utilization ratio, biaxially (Mdy2/MRdy )a + (Mdz2/MRdz )a = = (370.4/549.7)1.0 +(122.2/527.8)1.0 = 0.91
Slender compression capacitySlender capacity Nxyu = -974.3 kN Utilization ratio N/Nxyu = -635.5/-974.3 = 0.65Slenderness factor λy = lcy/iy = 20.00/0.115 = 173.21< 214.46Slender capacity Nxzu = -910.8 kN Utilization ratio N/Nxzu = -635.5/-910.8 = 0.70Slenderness factor λz = lcz/iz = 20.00/0.115 = 173.21< 207.36
Minimum stirrupsMinimum transverse reinforcement according to EN 1992-1-1 9.5.3 Stirrups ø 9 s 400
3 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: BSF 600x600 3m 317,8kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\BSF\600x600\317,75Kn\ConcreteColumn calculation3m.ccc
Company name:
Input - Eurocode concrete / EN 1992-1-1 (Swedish annex)
Column: BAF - Ultimate limit state General
Designation ValueExposure class: X0 Very dryLife class: L50Quality control and reduced deviations: NoReduced or measured geometrical data: No
Column geometryDesignation Value Designation Value
Column length (m): 3.0 Column type: Slender Buckling length, Lcy (m): 3.0 Stabilized Lcy/i: NoBuckling length, Lcz (m): 3.0 Stabilized Lcz/i: No
Concrete Material C40/50Design values for
Ultimate Limit State (MPa)Value[MPa]
Design values for Ultimate Limit State (MPa)
Value[MPa]
fcd 26.67 εcu 0.0035fctd 1.64 γc 1.50Ecd 29350 Low strength variation: Noεc1 0.0020
Design values for Ultimate Limit State (MPa)Designation Bottom Designation B500B
Diameter, mm 20Top Designation B500B
Diameter, mm 20Stirrup Designation Ps500
Diameter, mm 7fyd 435 435 435fycd 435 435 435Esd 200000 200000 200000
Reinforcement detailsBottom Code Top Code
Cover 30 30 30 30Cover (side) 30 30 Distance between bars In same layer 21 21 21 21In different layers 21 21 21 21Vibration space 0 (mm) Largest aggregate size 16 (mm) Cover tolerance 10 (mm) Stirrup details Angle (deg) 90.0
1 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: BSF 600x600 3m 317,8kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\BSF\600x600\317,75Kn\ConcreteColumn calculation3m.ccc
Company name:
Section Loadcase: BAFSection: 600x600
Loadcase dependent parametersLoadcase Creep coefficient
BAF (Effective creep) 0
LoadcaseDesignation Mz [kNm] My [kNm] N [kN] Limit state TypeBAF 0 76.0 -317.8 ULS
Column: BAF - Calculation settingsDesign settings Use compression reinforcement YesUse minimum bend reinforcement YesUse sudden release (EN 8.10.2.2) NoMonolithic construction (EN 9.2.1.2) No2nd order moment calculation Stiffness method (EN 5.8.7)
Design results
Column: BAF - Ultimate limit state Slender bending capacityBuckling data Calculated WITH 2nd order moment according to
the Stiffness method (EN 5.8.7) Required reinforcement 2 ø 20 + 2 ø 20 Moment from load My = 76.0 kNm Moment from initial bow imperfection Meiy = 2.4 kNm Addition from 2nd order effects My2 = 1.5 kNm Total design moment Myd2 = 76.0 + 2.4 + 1.5 = 79.9 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. My = 6.4 kNmMoment capacity MRdy = 237.0 kNm Utilization ratio Myd2/MRyd = 79.9/237.0 = 0.34
2 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: BSF 600x600 3m 317,8kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\BSF\600x600\317,75Kn\ConcreteColumn calculation3m.ccc
Company name:
Slender bending capacityMoment from load Mz = 0 kNm Moment from initial bow imperfection Meiz = 2.4 kNm Addition from 2nd order effects Mz2 = 0 kNm Total design moment Mzd2 = 0 + 2.4 + 0 = 2.4 kNm Moment with respect to unintentional loadeccentricityaccording to EN 6.1 will be decisive.
Mz = 6.4 kNm
Moment capacity MRdz = 237.0 kNm Utilization ratio Mzd2/MRzd = 6.4/237.0 = 0.03 Utilization ratio, biaxially No check is necessary according to EN
1992-1-1 5.8.9 (5.38)
Slender compression capacitySlender capacity Nxyu = -10146.4 kN Utilization ratio N/Nxyu = -317.8/-10146.4 = 0.03Slenderness factor λy = lcy/iy = 3.00/0.173 = 17.32< 138.42Slender capacity Nxzu = -10146.4 kN Utilization ratio N/Nxzu = -317.8/-10146.4 = 0.03Slenderness factor λz = lcz/iz = 3.00/0.173 = 17.32< 138.42
Minimum stirrupsMinimum transverse reinforcement according to EN 1992-1-1 9.5.3 Stirrups ø 7 s 400
3 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: BSF 600x600 10m 317,8kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\BSF\600x600\317,75Kn\ConcreteColumn calculation10m.ccc
Company name:
Input - Eurocode concrete / EN 1992-1-1 (Swedish annex)
Column: BAF - Ultimate limit state General
Designation ValueExposure class: X0 Very dryLife class: L50Quality control and reduced deviations: NoReduced or measured geometrical data: No
Column geometryDesignation Value Designation Value
Column length (m): 10.0 Column type: Slender Buckling length, Lcy (m): 10.0 Stabilized Lcy/i: NoBuckling length, Lcz (m): 10.0 Stabilized Lcz/i: No
Concrete Material C40/50Design values for
Ultimate Limit State (MPa)Value[MPa]
Design values for Ultimate Limit State (MPa)
Value[MPa]
fcd 26.67 εcu 0.0035fctd 1.64 γc 1.50Ecd 29350 Low strength variation: Noεc1 0.0020
Design values for Ultimate Limit State (MPa)Designation Bottom Designation B500B
Diameter, mm 20Top Designation B500B
Diameter, mm 20Stirrup Designation Ps500
Diameter, mm 7fyd 435 435 435fycd 435 435 435Esd 200000 200000 200000
Reinforcement detailsBottom Code Top Code
Cover 30 30 30 30Cover (side) 30 30 Distance between bars In same layer 21 21 21 21In different layers 21 21 21 21Vibration space 0 (mm) Largest aggregate size 16 (mm) Cover tolerance 10 (mm) Stirrup details Angle (deg) 90.0
1 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: BSF 600x600 10m 317,8kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\BSF\600x600\317,75Kn\ConcreteColumn calculation10m.ccc
Company name:
Section Loadcase: BAFSection: 600x600
Loadcase dependent parametersLoadcase Creep coefficient
BAF (Effective creep) 0
LoadcaseDesignation Mz [kNm] My [kNm] N [kN] Limit state TypeBAF 0 76.0 -317.8 ULS
Column: BAF - Calculation settingsDesign settings Use compression reinforcement YesUse minimum bend reinforcement YesUse sudden release (EN 8.10.2.2) NoMonolithic construction (EN 9.2.1.2) No2nd order moment calculation Stiffness method (EN 5.8.7)
Design results
Column: BAF - Ultimate limit state Slender bending capacityBuckling data Calculated WITH 2nd order moment according to
the Stiffness method (EN 5.8.7) Required reinforcement 2 ø 20 + 2 ø 20 Moment from load My = 76.0 kNm Moment from initial bow imperfection Meiy = 7.9 kNm Addition from 2nd order effects My2 = 17.7 kNm Total design moment Myd2 = 76.0 + 7.9 + 17.7 = 101.7 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. My = 6.4 kNmMoment capacity MRdy = 237.0 kNm Utilization ratio Myd2/MRyd = 101.7/237.0 = 0.43
2 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: BSF 600x600 10m 317,8kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\BSF\600x600\317,75Kn\ConcreteColumn calculation10m.ccc
Company name:
Slender bending capacityMoment from load Mz = 0 kNm Moment from initial bow imperfection Meiz = 7.9 kNm Addition from 2nd order effects Mz2 = 1.7 kNm Total design moment Mzd2 = 0 + 7.9 + 1.7 = 9.6 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. Mz = 6.4 kNmMoment capacity MRdz = 237.0 kNm Utilization ratio Mzd2/MRzd = 9.6/237.0 = 0.04 Utilization ratio, biaxially No check is necessary according to EN
1992-1-1 5.8.9 (5.38)
Slender compression capacitySlender capacity Nxyu = -2174.9 kN Utilization ratio N/Nxyu = -317.8/-2174.9 = 0.15Slenderness factor λy = lcy/iy = 10.00/0.173 = 57.74< 151.04Slender capacity Nxzu = -2174.9 kN Utilization ratio N/Nxzu = -317.8/-2174.9 = 0.15Slenderness factor λz = lcz/iz = 10.00/0.173 = 57.74< 151.04
Minimum stirrupsMinimum transverse reinforcement according to EN 1992-1-1 9.5.3 Stirrups ø 7 s 400
3 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: BSF 600x600 20m 317,8kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\BSF\600x600\317,75Kn\ConcreteColumn calculation20m.ccc
Company name:
Input - Eurocode concrete / EN 1992-1-1 (Swedish annex)
Column: BAF - Ultimate limit state General
Designation ValueExposure class: X0 Very dryLife class: L50Quality control and reduced deviations: NoReduced or measured geometrical data: No
Column geometryDesignation Value Designation Value
Column length (m): 20.0 Column type: Slender Buckling length, Lcy (m): 20.0 Stabilized Lcy/i: NoBuckling length, Lcz (m): 20.0 Stabilized Lcz/i: No
Concrete Material C40/50Design values for
Ultimate Limit State (MPa)Value[MPa]
Design values for Ultimate Limit State (MPa)
Value[MPa]
fcd 26.67 εcu 0.0035fctd 1.64 γc 1.50Ecd 29350 Low strength variation: Noεc1 0.0020
Design values for Ultimate Limit State (MPa)Designation Bottom Designation B500B
Diameter, mm 20Top Designation B500B
Diameter, mm 20Stirrup Designation Ps500
Diameter, mm 7fyd 435 435 435fycd 435 435 435Esd 200000 200000 200000
Reinforcement detailsBottom Code Top Code
Cover 30 30 30 30Cover (side) 30 30 Distance between bars In same layer 21 21 21 21In different layers 21 21 21 21Vibration space 0 (mm) Largest aggregate size 16 (mm) Cover tolerance 10 (mm) Stirrup details Angle (deg) 90.0
1 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: BSF 600x600 20m 317,8kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\BSF\600x600\317,75Kn\ConcreteColumn calculation20m.ccc
Company name:
Section Loadcase: BAFSection: 600x600
Loadcase dependent parametersLoadcase Creep coefficient
BAF (Effective creep) 0
LoadcaseDesignation Mz [kNm] My [kNm] N [kN] Limit state TypeBAF 0 76.0 -317.8 ULS
Column: BAF - Calculation settingsDesign settings Use compression reinforcement YesUse minimum bend reinforcement YesUse sudden release (EN 8.10.2.2) NoMonolithic construction (EN 9.2.1.2) No2nd order moment calculation Stiffness method (EN 5.8.7)
Design results
Column: BAF - Ultimate limit state Slender bending capacityBuckling data Calculated WITH 2nd order moment according to
the Stiffness method (EN 5.8.7) Required reinforcement 2 ø 20 + 2 ø 20 Moment from load My = 76.0 kNm Moment from initial bow imperfection Meiy = 15.9 kNm Addition from 2nd order effects My2 = 102.9 kNm Total design moment Myd2 = 76.0 + 15.9 + 102.9 = 194.7 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. My = 6.4 kNmMoment capacity MRdy = 237.0 kNm Utilization ratio Myd2/MRyd = 194.7/237.0 = 0.82
2 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: BSF 600x600 20m 317,8kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\BSF\600x600\317,75Kn\ConcreteColumn calculation20m.ccc
Company name:
Slender bending capacityMoment from load Mz = 0 kNm Moment from initial bow imperfection Meiz = 15.9 kNm Addition from 2nd order effects Mz2 = 17.8 kNm Total design moment Mzd2 = 0 + 15.9 + 17.8 = 33.7 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. Mz = 6.4 kNmMoment capacity MRdz = 237.0 kNm Utilization ratio Mzd2/MRzd = 33.7/237.0 = 0.14 Utilization ratio, biaxially No check is necessary according to EN
1992-1-1 5.8.9 (5.38)
Slender compression capacitySlender capacity Nxyu = -668.1 kN Utilization ratio N/Nxyu = -317.8/-668.1 = 0.48Slenderness factor λy = lcy/iy = 20.00/0.173 = 115.47< 167.42Slender capacity Nxzu = -668.1 kN Utilization ratio N/Nxzu = -317.8/-668.1 = 0.48Slenderness factor λz = lcz/iz = 20.00/0.173 = 115.47< 167.42
Minimum stirrupsMinimum transverse reinforcement according to EN 1992-1-1 9.5.3 Stirrups ø 7 s 400
3 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: BSF 600x600 3m 635,5kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\BSF\600x600\635,5Kn\ConcreteColumn calculation3m.ccc
Company name:
Input - Eurocode concrete / EN 1992-1-1 (Swedish annex)
Column: BSF - Ultimate limit state General
Designation ValueExposure class: X0 Very dryLife class: L50Quality control and reduced deviations: NoReduced or measured geometrical data: No
Column geometryDesignation Value Designation Value
Column length (m): 3.0 Column type: Slender Buckling length, Lcy (m): 3.0 Stabilized Lcy/i: NoBuckling length, Lcz (m): 3.0 Stabilized Lcz/i: No
Concrete Material C40/50Design values for
Ultimate Limit State (MPa)Value[MPa]
Design values for Ultimate Limit State (MPa)
Value[MPa]
fcd 26.67 εcu 0.0035fctd 1.64 γc 1.50Ecd 29350 Low strength variation: Noεc1 0.0020
Design values for Ultimate Limit State (MPa)Designation Bottom Designation B500B
Diameter, mm 20Top Designation B500B
Diameter, mm 20Stirrup Designation Ps500
Diameter, mm 7fyd 435 435 435fycd 435 435 435Esd 200000 200000 200000
Reinforcement detailsBottom Code Top Code
Cover 30 30 30 30Cover (side) 30 30 Distance between bars In same layer 21 21 21 21In different layers 21 21 21 21Vibration space 0 (mm) Largest aggregate size 16 (mm) Cover tolerance 10 (mm) Stirrup details Angle (deg) 90.0
1 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: BSF 600x600 3m 635,5kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\BSF\600x600\635,5Kn\ConcreteColumn calculation3m.ccc
Company name:
Section Loadcase: BSFSection: 600x600
Loadcase dependent parametersLoadcase Creep coefficient
BSF (Effective creep) 0
LoadcaseDesignation Mz [kNm] My [kNm] N [kN] Limit state TypeBSF 0 143.0 -635.5 ULS
Column: BSF - Calculation settingsDesign settings Use compression reinforcement YesUse minimum bend reinforcement YesUse sudden release (EN 8.10.2.2) NoMonolithic construction (EN 9.2.1.2) No2nd order moment calculation Stiffness method (EN 5.8.7)
Design results
Column: BSF - Ultimate limit state Slender bending capacityBuckling data Calculated WITH 2nd order moment according to
the Stiffness method (EN 5.8.7) Required reinforcement 2 ø 20 + 2 ø 20 Moment from load My = 143.0 kNm Moment from initial bow imperfection Meiy = 4.8 kNm Addition from 2nd order effects My2 = 5.4 kNm Total design moment Myd2 = 143.0 + 4.8 + 5.4 = 153.2 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. My = 12.7 kNmMoment capacity MRdy = 319.0 kNm Utilization ratio Myd2/MRyd = 153.2/319.0 = 0.48
2 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: BSF 600x600 3m 635,5kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\BSF\600x600\635,5Kn\ConcreteColumn calculation3m.ccc
Company name:
Slender bending capacityMoment from load Mz = 0 kNm Moment from initial bow imperfection Meiz = 4.8 kNm Addition from 2nd order effects Mz2 = 0.2 kNm Total design moment Mzd2 = 0 + 4.8 + 0.2 = 4.9 kNm Moment with respect to unintentional loadeccentricityaccording to EN 6.1 will be decisive.
Mz = 12.7 kNm
Moment capacity MRdz = 319.0 kNm Utilization ratio Mzd2/MRzd = 12.7/319.0 = 0.04 Utilization ratio, biaxially No check is necessary according to EN
1992-1-1 5.8.9 (5.38)
Slender compression capacitySlender capacity Nxyu = -10146.4 kN Utilization ratio N/Nxyu = -635.5/-10146.4 = 0.06Slenderness factor λy = lcy/iy = 3.00/0.173 = 17.32< 101.80Slender capacity Nxzu = -10146.4 kN Utilization ratio N/Nxzu = -635.5/-10146.4 = 0.06Slenderness factor λz = lcz/iz = 3.00/0.173 = 17.32< 101.80
Minimum stirrupsMinimum transverse reinforcement according to EN 1992-1-1 9.5.3 Stirrups ø 7 s 400
3 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: BSF 600x600 10m 635,5kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\BSF\600x600\635,5Kn\ConcreteColumn calculation10m.ccc
Company name:
Input - Eurocode concrete / EN 1992-1-1 (Swedish annex)
Column: BSF - Ultimate limit state General
Designation ValueExposure class: X0 Very dryLife class: L50Quality control and reduced deviations: NoReduced or measured geometrical data: No
Column geometryDesignation Value Designation Value
Column length (m): 10.0 Column type: Slender Buckling length, Lcy (m): 10.0 Stabilized Lcy/i: NoBuckling length, Lcz (m): 10.0 Stabilized Lcz/i: No
Concrete Material C40/50Design values for
Ultimate Limit State (MPa)Value[MPa]
Design values for Ultimate Limit State (MPa)
Value[MPa]
fcd 26.67 εcu 0.0035fctd 1.64 γc 1.50Ecd 29350 Low strength variation: Noεc1 0.0020
Design values for Ultimate Limit State (MPa)Designation Bottom Designation B500B
Diameter, mm 20Top Designation B500B
Diameter, mm 20Stirrup Designation Ps500
Diameter, mm 7fyd 435 435 435fycd 435 435 435Esd 200000 200000 200000
Reinforcement detailsBottom Code Top Code
Cover 30 30 30 30Cover (side) 30 30 Distance between bars In same layer 21 21 21 21In different layers 21 21 21 21Vibration space 0 (mm) Largest aggregate size 16 (mm) Cover tolerance 10 (mm) Stirrup details Angle (deg) 90.0
1 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: BSF 600x600 10m 635,5kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\BSF\600x600\635,5Kn\ConcreteColumn calculation10m.ccc
Company name:
Section Loadcase: BSFSection: 600x600
Loadcase dependent parametersLoadcase Creep coefficient
BSF (Effective creep) 0
LoadcaseDesignation Mz [kNm] My [kNm] N [kN] Limit state TypeBSF 0 143.0 -635.5 ULS
Column: BSF - Calculation settingsDesign settings Use compression reinforcement YesUse minimum bend reinforcement YesUse sudden release (EN 8.10.2.2) NoMonolithic construction (EN 9.2.1.2) No2nd order moment calculation Stiffness method (EN 5.8.7)
Design results
Column: BSF - Ultimate limit state Slender bending capacityBuckling data Calculated WITH 2nd order moment according to
the Stiffness method (EN 5.8.7) Required reinforcement 2 ø 20 + 2 ø 20 Moment from load My = 143.0 kNm Moment from initial bow imperfection Meiy = 15.9 kNm Addition from 2nd order effects My2 = 61.2 kNm Total design moment Myd2 = 143.0 + 15.9 + 61.2 = 220.1 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. My = 12.7 kNmMoment capacity MRdy = 319.0 kNm Utilization ratio Myd2/MRyd = 220.1/319.0 = 0.69
2 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: BSF 600x600 10m 635,5kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\BSF\600x600\635,5Kn\ConcreteColumn calculation10m.ccc
Company name:
Slender bending capacityMoment from load Mz = 0 kNm Moment from initial bow imperfection Meiz = 15.9 kNm Addition from 2nd order effects Mz2 = 6.1 kNm Total design moment Mzd2 = 0 + 15.9 + 6.1 = 22.0 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. Mz = 12.7 kNmMoment capacity MRdz = 319.0 kNm Utilization ratio Mzd2/MRzd = 22.0/319.0 = 0.07 Utilization ratio, biaxially No check is necessary according to EN
1992-1-1 5.8.9 (5.38)
Slender compression capacitySlender capacity Nxyu = -2672.1 kN Utilization ratio N/Nxyu = -635.5/-2672.1 = 0.24Slenderness factor λy = lcy/iy = 10.00/0.173 = 57.74< 118.39Slender capacity Nxzu = -2672.1 kN Utilization ratio N/Nxzu = -635.5/-2672.1 = 0.24Slenderness factor λz = lcz/iz = 10.00/0.173 = 57.74< 118.39
Minimum stirrupsMinimum transverse reinforcement according to EN 1992-1-1 9.5.3 Stirrups ø 7 s 400
3 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: BSF 600x600 20m 635,5kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\BSF\600x600\635,5Kn\ConcreteColumn calculation20m.ccc
Company name:
Input - Eurocode concrete / EN 1992-1-1 (Swedish annex)
Column: BSF - Ultimate limit state General
Designation ValueExposure class: X0 Very dryLife class: L50Quality control and reduced deviations: NoReduced or measured geometrical data: No
Column geometryDesignation Value Designation Value
Column length (m): 20.0 Column type: Slender Buckling length, Lcy (m): 20.0 Stabilized Lcy/i: NoBuckling length, Lcz (m): 20.0 Stabilized Lcz/i: No
Concrete Material C40/50Design values for
Ultimate Limit State (MPa)Value[MPa]
Design values for Ultimate Limit State (MPa)
Value[MPa]
fcd 26.67 εcu 0.0035fctd 1.64 γc 1.50Ecd 29350 Low strength variation: Noεc1 0.0020
Design values for Ultimate Limit State (MPa)Designation Bottom Designation B500B
Diameter, mm 20Top Designation B500B
Diameter, mm 20Stirrup Designation Ps500
Diameter, mm 9fyd 435 435 435fycd 435 435 435Esd 200000 200000 200000
Reinforcement detailsBottom Code Top Code
Cover 30 30 30 30Cover (side) 30 30 Distance between bars In same layer 21 21 21 21In different layers 21 21 21 21Vibration space 0 (mm) Largest aggregate size 16 (mm) Cover tolerance 10 (mm) Stirrup details Angle (deg) 90.0
1 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: BSF 600x600 20m 635,5kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\BSF\600x600\635,5Kn\ConcreteColumn calculation20m.ccc
Company name:
Section Loadcase: BSFSection: 600x600
Loadcase dependent parametersLoadcase Creep coefficient
BSF (Effective creep) 0
LoadcaseDesignation Mz [kNm] My [kNm] N [kN] Limit state TypeBSF 0 143.0 -635.5 ULS
Column: BSF - Calculation settingsDesign settings Use compression reinforcement YesUse minimum bend reinforcement YesUse sudden release (EN 8.10.2.2) NoMonolithic construction (EN 9.2.1.2) No2nd order moment calculation Stiffness method (EN 5.8.7)
Design results
Column: BSF - Ultimate limit state Slender bending capacityBuckling data Calculated WITH 2nd order moment according to
the Stiffness method (EN 5.8.7) Required reinforcement 4 ø 20 + 4 ø 20 Moment from load My = 143.0 kNm Moment from initial bow imperfection Meiy = 31.8 kNm Addition from 2nd order effects My2 = 195.6 kNm Total design moment Myd2 = 143.0 + 31.8 + 195.6 = 370.4 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. My = 12.7 kNmMoment capacity MRdy = 459.9 kNm Utilization ratio Myd2/MRyd = 370.4/459.9 = 0.81
2 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: BSF 600x600 20m 635,5kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\BSF\600x600\635,5Kn\ConcreteColumn calculation20m.ccc
Company name:
Slender bending capacityMoment from load Mz = 0 kNm Moment from initial bow imperfection Meiz = 31.8 kNm Addition from 2nd order effects Mz2 = 43.0 kNm Total design moment Mzd2 = 0 + 31.8 + 43.0 = 74.8 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. Mz = 12.7 kNmMoment capacity MRdz = 446.7 kNm Utilization ratio Mzd2/MRzd = 74.8/446.7 = 0.17 Utilization ratio, biaxially (Mdy2/MRdy )a + (Mdz2/MRdz )a = = (370.4/459.9)1.0 +(74.8/446.7)1.0 = 0.97
Slender compression capacitySlender capacity Nxyu = -1336.1 kN Utilization ratio N/Nxyu = -635.5/-1336.1 = 0.48Slenderness factor λy = lcy/iy = 20.00/0.173 = 115.47< 167.43Slender capacity Nxzu = -1214.3 kN Utilization ratio N/Nxzu = -635.5/-1214.3 = 0.52Slenderness factor λz = lcz/iz = 20.00/0.173 = 115.47< 159.61
Minimum stirrupsMinimum transverse reinforcement according to EN 1992-1-1 9.5.3 Stirrups ø 9 s 400
3 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Peikko 300x300 3m 317,8 kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\Peikko\300x300\317,75Kn\ConcreteColumn calculation3m.ccc
Company name:
Input - Eurocode concrete / EN 1992-1-1 (Swedish annex)
Column: Peikko - Ultimate limit state General
Designation ValueExposure class: X0 Very dryLife class: L50Quality control and reduced deviations: NoReduced or measured geometrical data: No
Column geometryDesignation Value Designation Value
Column length (m): 3.0 Column type: Slender Buckling length, Lcy (m): 3.0 Stabilized Lcy/i: NoBuckling length, Lcz (m): 3.0 Stabilized Lcz/i: No
Concrete Material C40/50Design values for
Ultimate Limit State (MPa)Value[MPa]
Design values for Ultimate Limit State (MPa)
Value[MPa]
fcd 26.67 εcu 0.0035fctd 1.64 γc 1.50Ecd 29350 Low strength variation: Noεc1 0.0020
Design values for Ultimate Limit State (MPa)Designation Bottom Designation B500B
Diameter, mm 16Top Designation B500B
Diameter, mm 16Stirrup Designation Ps500
Diameter, mm 7fyd 435 435 435fycd 435 435 435Esd 200000 200000 200000
Reinforcement detailsBottom Code Top Code
Cover 26 26 26 26Cover (side) 26 26 Distance between bars In same layer 21 21 21 21In different layers 21 21 21 21Vibration space 0 (mm) Largest aggregate size 16 (mm) Cover tolerance 10 (mm) Stirrup details Angle (deg) 90.0
1 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Peikko 300x300 3m 317,8 kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\Peikko\300x300\317,75Kn\ConcreteColumn calculation3m.ccc
Company name:
Section Loadcase: PeikkoSection: Pcs3 300
Loadcase dependent parametersLoadcase Creep coefficient
Peikko (Effective creep) 0
LoadcaseDesignation Mz [kNm] My [kNm] N [kN] Limit state TypePeikko 0 67.0 -317.8 ULS
Column: Peikko - Calculation settingsDesign settings Use compression reinforcement YesUse minimum bend reinforcement YesUse sudden release (EN 8.10.2.2) NoMonolithic construction (EN 9.2.1.2) No2nd order moment calculation Stiffness method (EN 5.8.7)
Design results
Column: Peikko - Ultimate limit state Slender bending capacityBuckling data Calculated WITH 2nd order moment according to
the Stiffness method (EN 5.8.7) Required reinforcement 2 ø 16 + 2 ø 16 Moment from load My = 67.0 kNm Moment from initial bow imperfection Meiy = 2.4 kNm Addition from 2nd order effects My2 = 9.4 kNm Total design moment Myd2 = 67.0 + 2.4 + 9.4 = 78.8 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. My = 6.4 kNmMoment capacity MRdy = 81.0 kNm Utilization ratio Myd2/MRyd = 78.8/81.0 = 0.97
2 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Peikko 300x300 3m 317,8 kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\Peikko\300x300\317,75Kn\ConcreteColumn calculation3m.ccc
Company name:
Slender bending capacityMoment from load Mz = 0 kNm Moment from initial bow imperfection Meiz = 2.4 kNm Addition from 2nd order effects Mz2 = 0.3 kNm Total design moment Mzd2 = 0 + 2.4 + 0.3 = 2.7 kNm Moment with respect to unintentional loadeccentricityaccording to EN 6.1 will be decisive.
Mz = 6.4 kNm
Moment capacity MRdz = 81.0 kNm Utilization ratio Mzd2/MRzd = 6.4/81.0 = 0.08 Utilization ratio, biaxially No check is necessary according to EN
1992-1-1 5.8.9 (5.38)
Slender compression capacitySlender capacity Nxyu = -2749.7 kN Utilization ratio N/Nxyu = -317.8/-2749.7 = 0.12Slenderness factor λy = lcy/iy = 3.00/0.087 = 34.64< 110.02Slender capacity Nxzu = -2749.7 kN Utilization ratio N/Nxzu = -317.8/-2749.7 = 0.12Slenderness factor λz = lcz/iz = 3.00/0.087 = 34.64< 110.02
Minimum stirrupsMinimum transverse reinforcement according to EN 1992-1-1 9.5.3 Stirrups ø 7 s 300
3 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Peikko 300x300 10m 317,8kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\Peikko\300x300\317,75Kn\ConcreteColumn calculation10m.ccc
Company name:
Input - Eurocode concrete / EN 1992-1-1 (Swedish annex)
Column: Peikko - Ultimate limit state General
Designation ValueExposure class: X0 Very dryLife class: L50Quality control and reduced deviations: NoReduced or measured geometrical data: No
Column geometryDesignation Value Designation Value
Column length (m): 10.0 Column type: Slender Buckling length, Lcy (m): 10.0 Stabilized Lcy/i: NoBuckling length, Lcz (m): 10.0 Stabilized Lcz/i: No
Concrete Material C40/50Design values for
Ultimate Limit State (MPa)Value[MPa]
Design values for Ultimate Limit State (MPa)
Value[MPa]
fcd 26.67 εcu 0.0035fctd 1.64 γc 1.50Ecd 29350 Low strength variation: Noεc1 0.0020
Design values for Ultimate Limit State (MPa)Designation Bottom Designation B500B
Diameter, mm 32Top Designation B500B
Diameter, mm 32Stirrup Designation Ps500
Diameter, mm 9fyd 435 435 435fycd 435 435 435Esd 200000 200000 200000
Reinforcement detailsBottom Code Top Code
Cover 42 42 42 42Cover (side) 42 42 Distance between bars In same layer 32 32 32 32In different layers 32 32 32 32Vibration space 0 (mm) Largest aggregate size 16 (mm) Cover tolerance 10 (mm) Stirrup details Angle (deg) 90.0
1 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Peikko 300x300 10m 317,8kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\Peikko\300x300\317,75Kn\ConcreteColumn calculation10m.ccc
Company name:
Section Loadcase: PeikkoSection: Pcs3 300
Loadcase dependent parametersLoadcase Creep coefficient
Peikko (Effective creep) 0
LoadcaseDesignation Mz [kNm] My [kNm] N [kN] Limit state TypePeikko 0 67.0 -317.8 ULS
Column: Peikko - Calculation settingsDesign settings Use compression reinforcement YesUse minimum bend reinforcement YesUse sudden release (EN 8.10.2.2) NoMonolithic construction (EN 9.2.1.2) No2nd order moment calculation Stiffness method (EN 5.8.7)
Design results
Column: Peikko - Ultimate limit state Slender bending capacityBuckling data Calculated WITH 2nd order moment according to
the Stiffness method (EN 5.8.7) Required reinforcement 2 ø 32 + 2 ø 32 Moment from load My = 67.0 kNm Moment from initial bow imperfection Meiy = 7.9 kNm Addition from 2nd order effects My2 = 62.2 kNm Total design moment Myd2 = 67.0 + 7.9 + 62.2 = 137.1 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. My = 6.4 kNmMoment capacity MRdy = 169.3 kNm Utilization ratio Myd2/MRyd = 137.1/169.3 = 0.81
2 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Peikko 300x300 10m 317,8kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\Peikko\300x300\317,75Kn\ConcreteColumn calculation10m.ccc
Company name:
Slender bending capacityMoment from load Mz = 0 kNm Moment from initial bow imperfection Meiz = 7.9 kNm Addition from 2nd order effects Mz2 = 6.6 kNm Total design moment Mzd2 = 0 + 7.9 + 6.6 = 14.5 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. Mz = 6.4 kNmMoment capacity MRdz = 169.3 kNm Utilization ratio Mzd2/MRzd = 14.5/169.3 = 0.09 Utilization ratio, biaxially No check is necessary according to EN
1992-1-1 5.8.9 (5.38)
Slender compression capacitySlender capacity Nxyu = -790.2 kN Utilization ratio N/Nxyu = -317.8/-790.2 = 0.40Slenderness factor λy = lcy/iy = 10.00/0.087 = 115.47< 182.09Slender capacity Nxzu = -790.2 kN Utilization ratio N/Nxzu = -317.8/-790.2 = 0.40Slenderness factor λz = lcz/iz = 10.00/0.087 = 115.47< 182.09
Minimum stirrupsMinimum transverse reinforcement according to EN 1992-1-1 9.5.3 Stirrups ø 9 s 300
3 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Peikko 400x400 3m 317,8kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\Peikko\400x400\317,75Kn\ConcreteColumn calculation3m.ccc
Company name:
Input - Eurocode concrete / EN 1992-1-1 (Swedish annex)
Column: Peikko - Ultimate limit state General
Designation ValueExposure class: X0 Very dryLife class: L50Quality control and reduced deviations: NoReduced or measured geometrical data: No
Column geometryDesignation Value Designation Value
Column length (m): 3.0 Column type: Slender Buckling length, Lcy (m): 3.0 Stabilized Lcy/i: NoBuckling length, Lcz (m): 3.0 Stabilized Lcz/i: No
Concrete Material C40/50Design values for
Ultimate Limit State (MPa)Value[MPa]
Design values for Ultimate Limit State (MPa)
Value[MPa]
fcd 26.67 εcu 0.0035fctd 1.64 γc 1.50Ecd 29350 Low strength variation: Noεc1 0.0020
Design values for Ultimate Limit State (MPa)Designation Bottom Designation B500B
Diameter, mm 16Top Designation B500B
Diameter, mm 16Stirrup Designation Ps500
Diameter, mm 7fyd 435 435 435fycd 435 435 435Esd 200000 200000 200000
Reinforcement detailsBottom Code Top Code
Cover 26 26 26 26Cover (side) 26 26 Distance between bars In same layer 21 21 21 21In different layers 21 21 21 21Vibration space 0 (mm) Largest aggregate size 16 (mm) Cover tolerance 10 (mm) Stirrup details Angle (deg) 90.0
1 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Peikko 400x400 3m 317,8kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\Peikko\400x400\317,75Kn\ConcreteColumn calculation3m.ccc
Company name:
Section Loadcase: PeikkoSection: 400*400
Loadcase dependent parametersLoadcase Creep coefficient
Peikko (Effective creep) 0
LoadcaseDesignation Mz [kNm] My [kNm] N [kN] Limit state TypePeikko 0 84.0 -317.8 ULS
Column: Peikko - Calculation settingsDesign settings Use compression reinforcement YesUse minimum bend reinforcement YesUse sudden release (EN 8.10.2.2) NoMonolithic construction (EN 9.2.1.2) No2nd order moment calculation Stiffness method (EN 5.8.7)
Design results
Column: Peikko - Ultimate limit state Slender bending capacityBuckling data Calculated WITH 2nd order moment according to
the Stiffness method (EN 5.8.7) Required reinforcement 2 ø 16 + 2 ø 16 Moment from load My = 84.0 kNm Moment from initial bow imperfection Meiy = 2.4 kNm Addition from 2nd order effects My2 = 6.0 kNm Total design moment Myd2 = 84.0 + 2.4 + 6.0 = 92.4 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. My = 6.4 kNmMoment capacity MRdy = 116.6 kNm Utilization ratio Myd2/MRyd = 92.4/116.6 = 0.79
2 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Peikko 400x400 3m 317,8kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\Peikko\400x400\317,75Kn\ConcreteColumn calculation3m.ccc
Company name:
Slender bending capacityMoment from load Mz = 0 kNm Moment from initial bow imperfection Meiz = 2.4 kNm Addition from 2nd order effects Mz2 = 0.2 kNm Total design moment Mzd2 = 0 + 2.4 + 0.2 = 2.5 kNm Moment with respect to unintentional loadeccentricityaccording to EN 6.1 will be decisive.
Mz = 6.4 kNm
Moment capacity MRdz = 116.6 kNm Utilization ratio Mzd2/MRzd = 6.4/116.6 = 0.05 Utilization ratio, biaxially No check is necessary according to EN
1992-1-1 5.8.9 (5.38)
Slender compression capacitySlender capacity Nxyu = -4616.3 kN Utilization ratio N/Nxyu = -317.8/-4616.3 = 0.07Slenderness factor λy = lcy/iy = 3.00/0.115 = 25.98< 112.60Slender capacity Nxzu = -4616.3 kN Utilization ratio N/Nxzu = -317.8/-4616.3 = 0.07Slenderness factor λz = lcz/iz = 3.00/0.115 = 25.98< 112.60
Minimum stirrupsMinimum transverse reinforcement according to EN 1992-1-1 9.5.3 Stirrups ø 7 s 320
3 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Peikko 400x400 10m 317,8kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\Peikko\400x400\317,75Kn\ConcreteColumn calculation10m.ccc
Company name:
Input - Eurocode concrete / EN 1992-1-1 (Swedish annex)
Column: Peikko - Ultimate limit state General
Designation ValueExposure class: X0 Very dryLife class: L50Quality control and reduced deviations: NoReduced or measured geometrical data: No
Column geometryDesignation Value Designation Value
Column length (m): 10.0 Column type: Slender Buckling length, Lcy (m): 10.0 Stabilized Lcy/i: NoBuckling length, Lcz (m): 10.0 Stabilized Lcz/i: No
Concrete Material C40/50Design values for
Ultimate Limit State (MPa)Value[MPa]
Design values for Ultimate Limit State (MPa)
Value[MPa]
fcd 26.67 εcu 0.0035fctd 1.64 γc 1.50Ecd 29350 Low strength variation: Noεc1 0.0020
Design values for Ultimate Limit State (MPa)Designation Bottom Designation B500B
Diameter, mm 25Top Designation B500B
Diameter, mm 25Stirrup Designation Ps500
Diameter, mm 9fyd 435 435 435fycd 435 435 435Esd 200000 200000 200000
Reinforcement detailsBottom Code Top Code
Cover 35 35 35 35Cover (side) 35 35 Distance between bars In same layer 25 25 25 25In different layers 25 25 25 25Vibration space 0 (mm) Largest aggregate size 16 (mm) Cover tolerance 10 (mm) Stirrup details Angle (deg) 90.0
1 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Peikko 400x400 10m 317,8kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\Peikko\400x400\317,75Kn\ConcreteColumn calculation10m.ccc
Company name:
Section Loadcase: PeikkoSection: 400*400
Loadcase dependent parametersLoadcase Creep coefficient
Peikko (Effective creep) 0
LoadcaseDesignation Mz [kNm] My [kNm] N [kN] Limit state TypePeikko 0 84.0 -317.8 ULS
Column: Peikko - Calculation settingsDesign settings Use compression reinforcement YesUse minimum bend reinforcement YesUse sudden release (EN 8.10.2.2) NoMonolithic construction (EN 9.2.1.2) No2nd order moment calculation Stiffness method (EN 5.8.7)
Design results
Column: Peikko - Ultimate limit state Slender bending capacityBuckling data Calculated WITH 2nd order moment according to
the Stiffness method (EN 5.8.7) Required reinforcement 2 ø 25 + 2 ø 25 Moment from load My = 84.0 kNm Moment from initial bow imperfection Meiy = 7.9 kNm Addition from 2nd order effects My2 = 39.3 kNm Total design moment Myd2 = 84.0 + 7.9 + 39.3 = 131.3 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. My = 6.4 kNmMoment capacity MRdy = 190.1 kNm Utilization ratio Myd2/MRyd = 131.3/190.1 = 0.69
2 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Peikko 400x400 10m 317,8kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\Peikko\400x400\317,75Kn\ConcreteColumn calculation10m.ccc
Company name:
Slender bending capacityMoment from load Mz = 0 kNm Moment from initial bow imperfection Meiz = 7.9 kNm Addition from 2nd order effects Mz2 = 3.4 kNm Total design moment Mzd2 = 0 + 7.9 + 3.4 = 11.4 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. Mz = 6.4 kNmMoment capacity MRdz = 189.8 kNm Utilization ratio Mzd2/MRzd = 11.4/189.8 = 0.06 Utilization ratio, biaxially No check is necessary according to EN
1992-1-1 5.8.9 (5.38)
Slender compression capacitySlender capacity Nxyu = -1234.5 kN Utilization ratio N/Nxyu = -317.8/-1234.5 = 0.26Slenderness factor λy = lcy/iy = 10.00/0.115 = 86.60< 170.69Slender capacity Nxzu = -1228.6 kN Utilization ratio N/Nxzu = -317.8/-1228.6 = 0.26Slenderness factor λz = lcz/iz = 10.00/0.115 = 86.60< 170.28
Minimum stirrupsMinimum transverse reinforcement according to EN 1992-1-1 9.5.3 Stirrups ø 9 s 400
3 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Peikko 400x400 20m 317,8kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\Peikko\400x400\317,75Kn\ConcreteColumn calculation20m.ccc
Company name:
Input - Eurocode concrete / EN 1992-1-1 (Swedish annex)
Column: Peikko - Ultimate limit state General
Designation ValueExposure class: X0 Very dryLife class: L50Quality control and reduced deviations: NoReduced or measured geometrical data: No
Column geometryDesignation Value Designation Value
Column length (m): 20.0 Column type: Slender Buckling length, Lcy (m): 20.0 Stabilized Lcy/i: NoBuckling length, Lcz (m): 20.0 Stabilized Lcz/i: No
Concrete Material C40/50Design values for
Ultimate Limit State (MPa)Value[MPa]
Design values for Ultimate Limit State (MPa)
Value[MPa]
fcd 26.67 εcu 0.0035fctd 1.64 γc 1.50Ecd 29350 Low strength variation: Noεc1 0.0020
Design values for Ultimate Limit State (MPa)Designation Bottom Designation B500B
Diameter, mm 25Top Designation B500B
Diameter, mm 25Stirrup Designation Ps500
Diameter, mm 9fyd 435 435 435fycd 435 435 435Esd 200000 200000 200000
Reinforcement detailsBottom Code Top Code
Cover 35 35 35 35Cover (side) 35 35 Distance between bars In same layer 25 25 25 25In different layers 25 25 25 25Vibration space 0 (mm) Largest aggregate size 16 (mm) Cover tolerance 10 (mm) Stirrup details Angle (deg) 90.0
1 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Peikko 400x400 20m 317,8kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\Peikko\400x400\317,75Kn\ConcreteColumn calculation20m.ccc
Company name:
Section Loadcase: PeikkoSection: 400*400
Loadcase dependent parametersLoadcase Creep coefficient
Peikko (Effective creep) 0
LoadcaseDesignation Mz [kNm] My [kNm] N [kN] Limit state TypePeikko 0 84.0 -317.8 ULS
Column: Peikko - Calculation settingsDesign settings Use compression reinforcement YesUse minimum bend reinforcement YesUse sudden release (EN 8.10.2.2) NoMonolithic construction (EN 9.2.1.2) No2nd order moment calculation Stiffness method (EN 5.8.7)
Design results
Column: Peikko - Ultimate limit state Slender bending capacityBuckling data Calculated WITH 2nd order moment according to
the Stiffness method (EN 5.8.7) Required reinforcement 4 ø 25 + 4 ø 25 Moment from load My = 84.0 kNm Moment from initial bow imperfection Meiy = 15.9 kNm Addition from 2nd order effects My2 = 130.8 kNm Total design moment Myd2 = 84.0 + 15.9 + 130.8 = 230.7 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. My = 6.4 kNmMoment capacity MRdy = 318.9 kNm Utilization ratio Myd2/MRyd = 230.7/318.9 = 0.72
2 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Peikko 400x400 20m 317,8kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\Peikko\400x400\317,75Kn\ConcreteColumn calculation20m.ccc
Company name:
Slender bending capacityMoment from load Mz = 0 kNm Moment from initial bow imperfection Meiz = 15.9 kNm Addition from 2nd order effects Mz2 = 35.9 kNm Total design moment Mzd2 = 0 + 15.9 + 35.9 = 51.8 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. Mz = 6.4 kNmMoment capacity MRdz = 292.6 kNm Utilization ratio Mzd2/MRzd = 51.8/292.6 = 0.18 Utilization ratio, biaxially (Mdy2/MRdy )a + (Mdz2/MRdz )a = = (230.7/318.9)1.0 +(51.8/292.6)1.0 = 0.90
Slender compression capacitySlender capacity Nxyu = -617.2 kN Utilization ratio N/Nxyu = -317.8/-617.2 = 0.51Slenderness factor λy = lcy/iy = 20.00/0.115 = 173.21< 241.39Slender capacity Nxzu = -491.2 kN Utilization ratio N/Nxzu = -317.8/-491.2 = 0.65Slenderness factor λz = lcz/iz = 20.00/0.115 = 173.21< 215.34
Minimum stirrupsMinimum transverse reinforcement according to EN 1992-1-1 9.5.3 Stirrups ø 9 s 400
3 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Peikko 400x400 3m 635,5kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\Peikko\400x400\635,5Kn\ConcreteColumn calculation3m.ccc
Company name:
Input - Eurocode concrete / EN 1992-1-1 (Swedish annex)
Column: Peikko - Ultimate limit state General
Designation ValueExposure class: X0 Very dryLife class: L50Quality control and reduced deviations: NoReduced or measured geometrical data: No
Column geometryDesignation Value Designation Value
Column length (m): 3.0 Column type: Slender Buckling length, Lcy (m): 3.0 Stabilized Lcy/i: NoBuckling length, Lcz (m): 3.0 Stabilized Lcz/i: No
Concrete Material C40/50Design values for
Ultimate Limit State (MPa)Value[MPa]
Design values for Ultimate Limit State (MPa)
Value[MPa]
fcd 26.67 εcu 0.0035fctd 1.64 γc 1.50Ecd 29350 Low strength variation: Noεc1 0.0020
Design values for Ultimate Limit State (MPa)Designation Bottom Designation B500B
Diameter, mm 25Top Designation B500B
Diameter, mm 25Stirrup Designation Ps500
Diameter, mm 9fyd 435 435 435fycd 435 435 435Esd 200000 200000 200000
Reinforcement detailsBottom Code Top Code
Cover 35 35 35 35Cover (side) 35 35 Distance between bars In same layer 25 25 25 25In different layers 25 25 25 25Vibration space 0 (mm) Largest aggregate size 16 (mm) Cover tolerance 10 (mm) Stirrup details Angle (deg) 90.0
1 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Peikko 400x400 3m 635,5kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\Peikko\400x400\635,5Kn\ConcreteColumn calculation3m.ccc
Company name:
Section Loadcase: PeikkoSection: 400*400
Loadcase dependent parametersLoadcase Creep coefficient
Peikko (Effective creep) 0
LoadcaseDesignation Mz [kNm] My [kNm] N [kN] Limit state TypePeikko 0 177.0 -635.5 ULS
Column: Peikko - Calculation settingsDesign settings Use compression reinforcement YesUse minimum bend reinforcement YesUse sudden release (EN 8.10.2.2) NoMonolithic construction (EN 9.2.1.2) No2nd order moment calculation Stiffness method (EN 5.8.7)
Design results
Column: Peikko - Ultimate limit state Slender bending capacityBuckling data Calculated WITH 2nd order moment according to
the Stiffness method (EN 5.8.7) Required reinforcement 2 ø 25 + 2 ø 25 Moment from load My = 177.0 kNm Moment from initial bow imperfection Meiy = 4.8 kNm Addition from 2nd order effects My2 = 12.3 kNm Total design moment Myd2 = 177.0 + 4.8 + 12.3 = 194.0 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. My = 12.7 kNmMoment capacity MRdy = 235.2 kNm Utilization ratio Myd2/MRyd = 194.0/235.2 = 0.83
2 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Peikko 400x400 3m 635,5kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\Peikko\400x400\635,5Kn\ConcreteColumn calculation3m.ccc
Company name:
Slender bending capacityMoment from load Mz = 0 kNm Moment from initial bow imperfection Meiz = 4.8 kNm Addition from 2nd order effects Mz2 = 0.3 kNm Total design moment Mzd2 = 0 + 4.8 + 0.3 = 5.1 kNm Moment with respect to unintentional loadeccentricityaccording to EN 6.1 will be decisive.
Mz = 12.7 kNm
Moment capacity MRdz = 234.7 kNm Utilization ratio Mzd2/MRzd = 12.7/234.7 = 0.05 Utilization ratio, biaxially No check is necessary according to EN
1992-1-1 5.8.9 (5.38)
Slender compression capacitySlender capacity Nxyu = -5120.4 kN Utilization ratio N/Nxyu = -635.5/-5120.4 = 0.12Slenderness factor λy = lcy/iy = 3.00/0.115 = 25.98< 114.03Slender capacity Nxzu = -5120.4 kN Utilization ratio N/Nxzu = -635.5/-5120.4 = 0.12Slenderness factor λz = lcz/iz = 3.00/0.115 = 25.98< 113.73
Minimum stirrupsMinimum transverse reinforcement according to EN 1992-1-1 9.5.3 Stirrups ø 9 s 400
3 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Peikko 400x400 10m 635,5kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\Peikko\400x400\635,5Kn\ConcreteColumn calculation10m.ccc
Company name:
Input - Eurocode concrete / EN 1992-1-1 (Swedish annex)
Column: Peikko - Ultimate limit state General
Designation ValueExposure class: X0 Very dryLife class: L50Quality control and reduced deviations: NoReduced or measured geometrical data: No
Column geometryDesignation Value Designation Value
Column length (m): 10.0 Column type: Slender Buckling length, Lcy (m): 10.0 Stabilized Lcy/i: NoBuckling length, Lcz (m): 10.0 Stabilized Lcz/i: No
Concrete Material C40/50Design values for
Ultimate Limit State (MPa)Value[MPa]
Design values for Ultimate Limit State (MPa)
Value[MPa]
fcd 26.67 εcu 0.0035fctd 1.64 γc 1.50Ecd 29350 Low strength variation: Noεc1 0.0020
Design values for Ultimate Limit State (MPa)Designation Bottom Designation B500B
Diameter, mm 25Top Designation B500B
Diameter, mm 25Stirrup Designation Ps500
Diameter, mm 9fyd 435 435 435fycd 435 435 435Esd 200000 200000 200000
Reinforcement detailsBottom Code Top Code
Cover 35 35 35 35Cover (side) 35 35 Distance between bars In same layer 25 25 25 25In different layers 25 25 25 25Vibration space 0 (mm) Largest aggregate size 16 (mm) Cover tolerance 10 (mm) Stirrup details Angle (deg) 90.0
1 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Peikko 400x400 10m 635,5kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\Peikko\400x400\635,5Kn\ConcreteColumn calculation10m.ccc
Company name:
Section Loadcase: PeikkoSection: 400*400
Loadcase dependent parametersLoadcase Creep coefficient
Peikko (Effective creep) 0
LoadcaseDesignation Mz [kNm] My [kNm] N [kN] Limit state TypePeikko 0 177.0 -635.5 ULS
Column: Peikko - Calculation settingsDesign settings Use compression reinforcement YesUse minimum bend reinforcement YesUse sudden release (EN 8.10.2.2) NoMonolithic construction (EN 9.2.1.2) No2nd order moment calculation Stiffness method (EN 5.8.7)
Design results
Column: Peikko - Ultimate limit state Slender bending capacityBuckling data Calculated WITH 2nd order moment according to
the Stiffness method (EN 5.8.7) Required reinforcement 4 ø 25 + 4 ø 25 Moment from load My = 177.0 kNm Moment from initial bow imperfection Meiy = 15.9 kNm Addition from 2nd order effects My2 = 82.5 kNm Total design moment Myd2 = 177.0 + 15.9 + 82.5 = 275.4 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. My = 12.7 kNmMoment capacity MRdy = 363.2 kNm Utilization ratio Myd2/MRyd = 275.4/363.2 = 0.76
2 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Peikko 400x400 10m 635,5kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\Peikko\400x400\635,5Kn\ConcreteColumn calculation10m.ccc
Company name:
Slender bending capacityMoment from load Mz = 0 kNm Moment from initial bow imperfection Meiz = 15.9 kNm Addition from 2nd order effects Mz2 = 9.4 kNm Total design moment Mzd2 = 0 + 15.9 + 9.4 = 25.3 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. Mz = 12.7 kNmMoment capacity MRdz = 329.1 kNm Utilization ratio Mzd2/MRzd = 25.3/329.1 = 0.08 Utilization ratio, biaxially No check is necessary according to EN
1992-1-1 5.8.9 (5.38)
Slender compression capacitySlender capacity Nxyu = -2468.9 kN Utilization ratio N/Nxyu = -635.5/-2468.9 = 0.26Slenderness factor λy = lcy/iy = 10.00/0.115 = 86.60< 170.70Slender capacity Nxzu = -1964.9 kN Utilization ratio N/Nxzu = -635.5/-1964.9 = 0.32Slenderness factor λz = lcz/iz = 10.00/0.115 = 86.60< 152.28
Minimum stirrupsMinimum transverse reinforcement according to EN 1992-1-1 9.5.3 Stirrups ø 9 s 400
3 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Peikko 400x400 20m 635,5kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\Peikko\400x400\635,5Kn\ConcreteColumn calculation20m.ccc
Company name:
Input - Eurocode concrete / EN 1992-1-1 (Swedish annex)
Column: Peikko - Ultimate limit state General
Designation ValueExposure class: X0 Very dryLife class: L50Quality control and reduced deviations: NoReduced or measured geometrical data: No
Column geometryDesignation Value Designation Value
Column length (m): 20.0 Column type: Slender Buckling length, Lcy (m): 20.0 Stabilized Lcy/i: NoBuckling length, Lcz (m): 20.0 Stabilized Lcz/i: No
Concrete Material C40/50Design values for
Ultimate Limit State (MPa)Value[MPa]
Design values for Ultimate Limit State (MPa)
Value[MPa]
fcd 26.67 εcu 0.0035fctd 1.64 γc 1.50Ecd 29350 Low strength variation: Noεc1 0.0020
Design values for Ultimate Limit State (MPa)Designation Bottom Designation B500B
Diameter, mm 25Top Designation B500B
Diameter, mm 25Stirrup Designation Ps500
Diameter, mm 9fyd 435 435 435fycd 435 435 435Esd 200000 200000 200000
Reinforcement detailsBottom Code Top Code
Cover 35 35 35 35Cover (side) 35 35 Distance between bars In same layer 25 25 25 25In different layers 25 25 25 25Vibration space 0 (mm) Largest aggregate size 16 (mm) Cover tolerance 10 (mm) Stirrup details Angle (deg) 90.0
1 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Peikko 400x400 20m 635,5kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\Peikko\400x400\635,5Kn\ConcreteColumn calculation20m.ccc
Company name:
Section Loadcase: PeikkoSection: 400*400
Loadcase dependent parametersLoadcase Creep coefficient
Peikko (Effective creep) 0
LoadcaseDesignation Mz [kNm] My [kNm] N [kN] Limit state TypePeikko 0 177.0 -635.5 ULS
Column: Peikko - Calculation settingsDesign settings Use compression reinforcement YesUse minimum bend reinforcement YesUse sudden release (EN 8.10.2.2) NoMonolithic construction (EN 9.2.1.2) No2nd order moment calculation Stiffness method (EN 5.8.7)
Design results
Column: Peikko - Ultimate limit state Slender bending capacityBuckling data Calculated WITH 2nd order moment according to
the Stiffness method (EN 5.8.7) Required reinforcement 17 ø 25 + 7 ø 25 Moment from load My = 177.0 kNm Moment from initial bow imperfection Meiy = 31.8 kNm Addition from 2nd order effects My2 = 307.8 kNm Total design moment Myd2 = 177.0 + 31.8 + 307.8 = 516.6 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. My = 12.7 kNmMoment capacity MRdy = 684.9 kNm Utilization ratio Myd2/MRyd = 516.6/684.9 = 0.75
2 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Peikko 400x400 20m 635,5kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\Peikko\400x400\635,5Kn\ConcreteColumn calculation20m.ccc
Company name:
Slender bending capacityMoment from load Mz = 0 kNm Moment from initial bow imperfection Meiz = 31.8 kNm Addition from 2nd order effects Mz2 = 74.0 kNm Total design moment Mzd2 = 0 + 31.8 + 74.0 = 105.8 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. Mz = 12.7 kNmMoment capacity MRdz = 580.9 kNm Utilization ratio Mzd2/MRzd = 105.8/580.9 = 0.18 Utilization ratio, biaxially (Mdy2/MRdy )a + (Mdz2/MRdz )a = = (516.6/684.9)1.0 +(105.8/580.9)1.0 = 0.94
Slender compression capacitySlender capacity Nxyu = -1167.3 kN Utilization ratio N/Nxyu = -635.5/-1167.3 = 0.54Slenderness factor λy = lcy/iy = 20.00/0.115 = 173.21< 234.74Slender capacity Nxzu = -972.1 kN Utilization ratio N/Nxzu = -635.5/-972.1 = 0.65Slenderness factor λz = lcz/iz = 20.00/0.115 = 173.21< 214.22
Minimum stirrupsMinimum transverse reinforcement according to EN 1992-1-1 9.5.3 Stirrups ø 9 s 400
3 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Peikko 400x400 3m 953,3kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\Peikko\400x400\953,25Kn\ConcreteColumn calculation3m.ccc
Company name:
Input - Eurocode concrete / EN 1992-1-1 (Swedish annex)
Column: Peikko - Ultimate limit state General
Designation ValueExposure class: X0 Very dryLife class: L50Quality control and reduced deviations: NoReduced or measured geometrical data: No
Column geometryDesignation Value Designation Value
Column length (m): 3.0 Column type: Slender Buckling length, Lcy (m): 3.0 Stabilized Lcy/i: NoBuckling length, Lcz (m): 3.0 Stabilized Lcz/i: No
Concrete Material C40/50Design values for
Ultimate Limit State (MPa)Value[MPa]
Design values for Ultimate Limit State (MPa)
Value[MPa]
fcd 26.67 εcu 0.0035fctd 1.64 γc 1.50Ecd 29350 Low strength variation: Noεc1 0.0020
Design values for Ultimate Limit State (MPa)Designation Bottom Designation B500B
Diameter, mm 32Top Designation B500B
Diameter, mm 32Stirrup Designation Ps500
Diameter, mm 9fyd 435 435 435fycd 435 435 435Esd 200000 200000 200000
Reinforcement detailsBottom Code Top Code
Cover 42 42 42 42Cover (side) 42 42 Distance between bars In same layer 32 32 32 32In different layers 32 32 32 32Vibration space 0 (mm) Largest aggregate size 16 (mm) Cover tolerance 10 (mm) Stirrup details Angle (deg) 90.0
1 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Peikko 400x400 3m 953,3kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\Peikko\400x400\953,25Kn\ConcreteColumn calculation3m.ccc
Company name:
Section Loadcase: PeikkoSection: 400*400
Loadcase dependent parametersLoadcase Creep coefficient
Peikko (Effective creep) 0
LoadcaseDesignation Mz [kNm] My [kNm] N [kN] Limit state TypePeikko 0 267.0 -953.3 ULS
Column: Peikko - Calculation settingsDesign settings Use compression reinforcement YesUse minimum bend reinforcement YesUse sudden release (EN 8.10.2.2) NoMonolithic construction (EN 9.2.1.2) No2nd order moment calculation Stiffness method (EN 5.8.7)
Design results
Column: Peikko - Ultimate limit state Slender bending capacityBuckling data Calculated WITH 2nd order moment according to
the Stiffness method (EN 5.8.7) Required reinforcement 2 ø 32 + 2 ø 32 Moment from load My = 267.0 kNm Moment from initial bow imperfection Meiy = 7.1 kNm Addition from 2nd order effects My2 = 19.4 kNm Total design moment Myd2 = 267.0 + 7.1 + 19.4 = 293.5 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. My = 19.1 kNmMoment capacity MRdy = 340.1 kNm Utilization ratio Myd2/MRyd = 293.5/340.1 = 0.86
2 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Peikko 400x400 3m 953,3kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\Peikko\400x400\953,25Kn\ConcreteColumn calculation3m.ccc
Company name:
Slender bending capacityMoment from load Mz = 0 kNm Moment from initial bow imperfection Meiz = 7.1 kNm Addition from 2nd order effects Mz2 = 0.5 kNm Total design moment Mzd2 = 0 + 7.1 + 0.5 = 7.7 kNm Moment with respect to unintentional loadeccentricityaccording to EN 6.1 will be decisive.
Mz = 19.1 kNm
Moment capacity MRdz = 340.1 kNm Utilization ratio Mzd2/MRzd = 19.1/340.1 = 0.06 Utilization ratio, biaxially No check is necessary according to EN
1992-1-1 5.8.9 (5.38)
Slender compression capacitySlender capacity Nxyu = -5665.4 kN Utilization ratio N/Nxyu = -953.3/-5665.4 = 0.17Slenderness factor λy = lcy/iy = 3.00/0.115 = 25.98< 111.60Slender capacity Nxzu = -5665.4 kN Utilization ratio N/Nxzu = -953.3/-5665.4 = 0.17Slenderness factor λz = lcz/iz = 3.00/0.115 = 25.98< 111.60
Minimum stirrupsMinimum transverse reinforcement according to EN 1992-1-1 9.5.3 Stirrups ø 9 s 400
3 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Peikko 400x400 10m 953,3kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\Peikko\400x400\953,25Kn\ConcreteColumn calculation10m.ccc
Company name:
Input - Eurocode concrete / EN 1992-1-1 (Swedish annex)
Column: Peikko - Ultimate limit state General
Designation ValueExposure class: X0 Very dryLife class: L50Quality control and reduced deviations: NoReduced or measured geometrical data: No
Column geometryDesignation Value Designation Value
Column length (m): 10.0 Column type: Slender Buckling length, Lcy (m): 10.0 Stabilized Lcy/i: NoBuckling length, Lcz (m): 10.0 Stabilized Lcz/i: No
Concrete Material C40/50Design values for
Ultimate Limit State (MPa)Value[MPa]
Design values for Ultimate Limit State (MPa)
Value[MPa]
fcd 26.67 εcu 0.0035fctd 1.64 γc 1.50Ecd 29350 Low strength variation: Noεc1 0.0020
Design values for Ultimate Limit State (MPa)Designation Bottom Designation B500B
Diameter, mm 32Top Designation B500B
Diameter, mm 32Stirrup Designation Ps500
Diameter, mm 9fyd 435 435 435fycd 435 435 435Esd 200000 200000 200000
Reinforcement detailsBottom Code Top Code
Cover 42 42 42 42Cover (side) 42 42 Distance between bars In same layer 32 32 32 32In different layers 32 32 32 32Vibration space 0 (mm) Largest aggregate size 16 (mm) Cover tolerance 10 (mm) Stirrup details Angle (deg) 90.0
1 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Peikko 400x400 10m 953,3kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\Peikko\400x400\953,25Kn\ConcreteColumn calculation10m.ccc
Company name:
Section Loadcase: PeikkoSection: 400*400
Loadcase dependent parametersLoadcase Creep coefficient
Peikko (Effective creep) 0
LoadcaseDesignation Mz [kNm] My [kNm] N [kN] Limit state TypePeikko 0 267.0 -953.3 ULS
Column: Peikko - Calculation settingsDesign settings Use compression reinforcement YesUse minimum bend reinforcement YesUse sudden release (EN 8.10.2.2) NoMonolithic construction (EN 9.2.1.2) No2nd order moment calculation Stiffness method (EN 5.8.7)
Design results
Column: Peikko - Ultimate limit state Slender bending capacityBuckling data Calculated WITH 2nd order moment according to
the Stiffness method (EN 5.8.7) Required reinforcement 4 ø 32 + 4 ø 32 Moment from load My = 267.0 kNm Moment from initial bow imperfection Meiy = 23.8 kNm Addition from 2nd order effects My2 = 131.0 kNm Total design moment Myd2 = 267.0 + 23.8 + 131.0 = 421.9 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. My = 19.1 kNmMoment capacity MRdy = 535.1 kNm Utilization ratio Myd2/MRyd = 421.9/535.1 = 0.79
2 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Peikko 400x400 10m 953,3kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\Peikko\400x400\953,25Kn\ConcreteColumn calculation10m.ccc
Company name:
Slender bending capacityMoment from load Mz = 0 kNm Moment from initial bow imperfection Meiz = 23.8 kNm Addition from 2nd order effects Mz2 = 16.3 kNm Total design moment Mzd2 = 0 + 23.8 + 16.3 = 40.2 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. Mz = 19.1 kNmMoment capacity MRdz = 455.3 kNm Utilization ratio Mzd2/MRzd = 40.2/455.3 = 0.09 Utilization ratio, biaxially No check is necessary according to EN
1992-1-1 5.8.9 (5.38)
Slender compression capacitySlender capacity Nxyu = -3563.7 kN Utilization ratio N/Nxyu = -953.3/-3563.7 = 0.27Slenderness factor λy = lcy/iy = 10.00/0.115 = 86.60< 167.45Slender capacity Nxzu = -2669.6 kN Utilization ratio N/Nxzu = -953.3/-2669.6 = 0.36Slenderness factor λz = lcz/iz = 10.00/0.115 = 86.60< 144.93
Minimum stirrupsMinimum transverse reinforcement according to EN 1992-1-1 9.5.3 Stirrups ø 9 s 400
3 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Peikko 600x600 3m 317,8kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\Peikko\600x600\317,75Kn\ConcreteColumn calculation3m.ccc
Company name:
Input - Eurocode concrete / EN 1992-1-1 (Swedish annex)
Column: Peikko - Ultimate limit state General
Designation ValueExposure class: X0 Very dryLife class: L50Quality control and reduced deviations: NoReduced or measured geometrical data: No
Column geometryDesignation Value Designation Value
Column length (m): 3.0 Column type: Slender Buckling length, Lcy (m): 3.0 Stabilized Lcy/i: NoBuckling length, Lcz (m): 3.0 Stabilized Lcz/i: No
Concrete Material C40/50Design values for
Ultimate Limit State (MPa)Value[MPa]
Design values for Ultimate Limit State (MPa)
Value[MPa]
fcd 26.67 εcu 0.0035fctd 1.64 γc 1.50Ecd 29350 Low strength variation: Noεc1 0.0020
Design values for Ultimate Limit State (MPa)Designation Bottom Designation B500B
Diameter, mm 20Top Designation B500B
Diameter, mm 20Stirrup Designation Ps500
Diameter, mm 7fyd 435 435 435fycd 435 435 435Esd 200000 200000 200000
Reinforcement detailsBottom Code Top Code
Cover 30 30 30 30Cover (side) 30 30 Distance between bars In same layer 21 21 21 21In different layers 21 21 21 21Vibration space 0 (mm) Largest aggregate size 16 (mm) Cover tolerance 10 (mm) Stirrup details Angle (deg) 90.0
1 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Peikko 600x600 3m 317,8kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\Peikko\600x600\317,75Kn\ConcreteColumn calculation3m.ccc
Company name:
Section Loadcase: PeikkoSection: 600x600
Loadcase dependent parametersLoadcase Creep coefficient
Peikko (Effective creep) 0
LoadcaseDesignation Mz [kNm] My [kNm] N [kN] Limit state TypePeikko 0 115.0 -317.8 ULS
Column: Peikko - Calculation settingsDesign settings Use compression reinforcement YesUse minimum bend reinforcement YesUse sudden release (EN 8.10.2.2) NoMonolithic construction (EN 9.2.1.2) No2nd order moment calculation Stiffness method (EN 5.8.7)
Design results
Column: Peikko - Ultimate limit state Slender bending capacityBuckling data Calculated WITH 2nd order moment according to
the Stiffness method (EN 5.8.7) Required reinforcement 2 ø 20 + 2 ø 20 Moment from load My = 115.0 kNm Moment from initial bow imperfection Meiy = 2.4 kNm Addition from 2nd order effects My2 = 2.3 kNm Total design moment Myd2 = 115.0 + 2.4 + 2.3 = 119.7 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. My = 6.4 kNmMoment capacity MRdy = 237.0 kNm Utilization ratio Myd2/MRyd = 119.7/237.0 = 0.51
2 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Peikko 600x600 3m 317,8kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\Peikko\600x600\317,75Kn\ConcreteColumn calculation3m.ccc
Company name:
Slender bending capacityMoment from load Mz = 0 kNm Moment from initial bow imperfection Meiz = 2.4 kNm Addition from 2nd order effects Mz2 = 0 kNm Total design moment Mzd2 = 0 + 2.4 + 0 = 2.4 kNm Moment with respect to unintentional loadeccentricityaccording to EN 6.1 will be decisive.
Mz = 6.4 kNm
Moment capacity MRdz = 237.0 kNm Utilization ratio Mzd2/MRzd = 6.4/237.0 = 0.03 Utilization ratio, biaxially No check is necessary according to EN
1992-1-1 5.8.9 (5.38)
Slender compression capacitySlender capacity Nxyu = -10146.4 kN Utilization ratio N/Nxyu = -317.8/-10146.4 = 0.03Slenderness factor λy = lcy/iy = 3.00/0.173 = 17.32< 138.42Slender capacity Nxzu = -10146.4 kN Utilization ratio N/Nxzu = -317.8/-10146.4 = 0.03Slenderness factor λz = lcz/iz = 3.00/0.173 = 17.32< 138.42
Minimum stirrupsMinimum transverse reinforcement according to EN 1992-1-1 9.5.3 Stirrups ø 7 s 400
3 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Peikko 600x600 10m 317,8kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\Peikko\600x600\317,75Kn\ConcreteColumn calculation10m.ccc
Company name:
Input - Eurocode concrete / EN 1992-1-1 (Swedish annex)
Column: Peikko - Ultimate limit state General
Designation ValueExposure class: X0 Very dryLife class: L50Quality control and reduced deviations: NoReduced or measured geometrical data: No
Column geometryDesignation Value Designation Value
Column length (m): 10.0 Column type: Slender Buckling length, Lcy (m): 10.0 Stabilized Lcy/i: NoBuckling length, Lcz (m): 10.0 Stabilized Lcz/i: No
Concrete Material C40/50Design values for
Ultimate Limit State (MPa)Value[MPa]
Design values for Ultimate Limit State (MPa)
Value[MPa]
fcd 26.67 εcu 0.0035fctd 1.64 γc 1.50Ecd 29350 Low strength variation: Noεc1 0.0020
Design values for Ultimate Limit State (MPa)Designation Bottom Designation B500B
Diameter, mm 20Top Designation B500B
Diameter, mm 20Stirrup Designation Ps500
Diameter, mm 7fyd 435 435 435fycd 435 435 435Esd 200000 200000 200000
Reinforcement detailsBottom Code Top Code
Cover 30 30 30 30Cover (side) 30 30 Distance between bars In same layer 21 21 21 21In different layers 21 21 21 21Vibration space 0 (mm) Largest aggregate size 16 (mm) Cover tolerance 10 (mm) Stirrup details Angle (deg) 90.0
1 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Peikko 600x600 10m 317,8kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\Peikko\600x600\317,75Kn\ConcreteColumn calculation10m.ccc
Company name:
Section Loadcase: PeikkoSection: 600x600
Loadcase dependent parametersLoadcase Creep coefficient
Peikko (Effective creep) 0
LoadcaseDesignation Mz [kNm] My [kNm] N [kN] Limit state TypePeikko 0 115.0 -317.8 ULS
Column: Peikko - Calculation settingsDesign settings Use compression reinforcement YesUse minimum bend reinforcement YesUse sudden release (EN 8.10.2.2) NoMonolithic construction (EN 9.2.1.2) No2nd order moment calculation Stiffness method (EN 5.8.7)
Design results
Column: Peikko - Ultimate limit state Slender bending capacityBuckling data Calculated WITH 2nd order moment according to
the Stiffness method (EN 5.8.7) Required reinforcement 2 ø 20 + 2 ø 20 Moment from load My = 115.0 kNm Moment from initial bow imperfection Meiy = 7.9 kNm Addition from 2nd order effects My2 = 26.0 kNm Total design moment Myd2 = 115.0 + 7.9 + 26.0 = 148.9 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. My = 6.4 kNmMoment capacity MRdy = 237.0 kNm Utilization ratio Myd2/MRyd = 148.9/237.0 = 0.63
2 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Peikko 600x600 10m 317,8kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\Peikko\600x600\317,75Kn\ConcreteColumn calculation10m.ccc
Company name:
Slender bending capacityMoment from load Mz = 0 kNm Moment from initial bow imperfection Meiz = 7.9 kNm Addition from 2nd order effects Mz2 = 1.7 kNm Total design moment Mzd2 = 0 + 7.9 + 1.7 = 9.6 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. Mz = 6.4 kNmMoment capacity MRdz = 237.0 kNm Utilization ratio Mzd2/MRzd = 9.6/237.0 = 0.04 Utilization ratio, biaxially No check is necessary according to EN
1992-1-1 5.8.9 (5.38)
Slender compression capacitySlender capacity Nxyu = -2174.9 kN Utilization ratio N/Nxyu = -317.8/-2174.9 = 0.15Slenderness factor λy = lcy/iy = 10.00/0.173 = 57.74< 151.04Slender capacity Nxzu = -2174.9 kN Utilization ratio N/Nxzu = -317.8/-2174.9 = 0.15Slenderness factor λz = lcz/iz = 10.00/0.173 = 57.74< 151.04
Minimum stirrupsMinimum transverse reinforcement according to EN 1992-1-1 9.5.3 Stirrups ø 7 s 400
3 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Peikko 600x600 20m 317,8kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\Peikko\600x600\317,75Kn\ConcreteColumn calculation20m.ccc
Company name:
Input - Eurocode concrete / EN 1992-1-1 (Swedish annex)
Column: Peikko - Ultimate limit state General
Designation ValueExposure class: X0 Very dryLife class: L50Quality control and reduced deviations: NoReduced or measured geometrical data: No
Column geometryDesignation Value Designation Value
Column length (m): 20.0 Column type: Slender Buckling length, Lcy (m): 20.0 Stabilized Lcy/i: NoBuckling length, Lcz (m): 20.0 Stabilized Lcz/i: No
Concrete Material C40/50Design values for
Ultimate Limit State (MPa)Value[MPa]
Design values for Ultimate Limit State (MPa)
Value[MPa]
fcd 26.67 εcu 0.0035fctd 1.64 γc 1.50Ecd 29350 Low strength variation: Noεc1 0.0020
Design values for Ultimate Limit State (MPa)Designation Bottom Designation B500B
Diameter, mm 25Top Designation B500B
Diameter, mm 25Stirrup Designation Ps500
Diameter, mm 9fyd 435 435 435fycd 435 435 435Esd 200000 200000 200000
Reinforcement detailsBottom Code Top Code
Cover 35 35 35 35Cover (side) 35 35 Distance between bars In same layer 25 25 25 25In different layers 25 25 25 25Vibration space 0 (mm) Largest aggregate size 16 (mm) Cover tolerance 10 (mm) Stirrup details Angle (deg) 90.0
1 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Peikko 600x600 20m 317,8kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\Peikko\600x600\317,75Kn\ConcreteColumn calculation20m.ccc
Company name:
Section Loadcase: PeikkoSection: 600x600
Loadcase dependent parametersLoadcase Creep coefficient
Peikko (Effective creep) 0
LoadcaseDesignation Mz [kNm] My [kNm] N [kN] Limit state TypePeikko 0 115.0 -317.8 ULS
Column: Peikko - Calculation settingsDesign settings Use compression reinforcement YesUse minimum bend reinforcement YesUse sudden release (EN 8.10.2.2) NoMonolithic construction (EN 9.2.1.2) No2nd order moment calculation Stiffness method (EN 5.8.7)
Design results
Column: Peikko - Ultimate limit state Slender bending capacityBuckling data Calculated WITH 2nd order moment according to
the Stiffness method (EN 5.8.7) Required reinforcement 2 ø 25 + 2 ø 25 Moment from load My = 115.0 kNm Moment from initial bow imperfection Meiy = 15.9 kNm Addition from 2nd order effects My2 = 93.5 kNm Total design moment Myd2 = 115.0 + 15.9 + 93.5 = 224.4 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. My = 6.4 kNmMoment capacity MRdy = 313.3 kNm Utilization ratio Myd2/MRyd = 224.4/313.3 = 0.72
2 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Peikko 600x600 20m 317,8kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\Peikko\600x600\317,75Kn\ConcreteColumn calculation20m.ccc
Company name:
Slender bending capacityMoment from load Mz = 0 kNm Moment from initial bow imperfection Meiz = 15.9 kNm Addition from 2nd order effects Mz2 = 11.4 kNm Total design moment Mzd2 = 0 + 15.9 + 11.4 = 27.3 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. Mz = 6.4 kNmMoment capacity MRdz = 313.0 kNm Utilization ratio Mzd2/MRzd = 27.3/313.0 = 0.09 Utilization ratio, biaxially No check is necessary according to EN
1992-1-1 5.8.9 (5.38)
Slender compression capacitySlender capacity Nxyu = -866.9 kN Utilization ratio N/Nxyu = -317.8/-866.9 = 0.37Slenderness factor λy = lcy/iy = 20.00/0.173 = 115.47< 190.71Slender capacity Nxzu = -864.4 kN Utilization ratio N/Nxzu = -317.8/-864.4 = 0.37Slenderness factor λz = lcz/iz = 20.00/0.173 = 115.47< 190.44
Minimum stirrupsMinimum transverse reinforcement according to EN 1992-1-1 9.5.3 Stirrups ø 9 s 400
3 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Peikko 600x600 3m 635,3kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\Peikko\600x600\635,5Kn\ConcreteColumn calculation3m.ccc
Company name:
Input - Eurocode concrete / EN 1992-1-1 (Swedish annex)
Column: Peikko - Ultimate limit state General
Designation ValueExposure class: X0 Very dryLife class: L50Quality control and reduced deviations: NoReduced or measured geometrical data: No
Column geometryDesignation Value Designation Value
Column length (m): 3.0 Column type: Slender Buckling length, Lcy (m): 3.0 Stabilized Lcy/i: NoBuckling length, Lcz (m): 3.0 Stabilized Lcz/i: No
Concrete Material C40/50Design values for
Ultimate Limit State (MPa)Value[MPa]
Design values for Ultimate Limit State (MPa)
Value[MPa]
fcd 26.67 εcu 0.0035fctd 1.64 γc 1.50Ecd 29350 Low strength variation: Noεc1 0.0020
Design values for Ultimate Limit State (MPa)Designation Bottom Designation B500B
Diameter, mm 20Top Designation B500B
Diameter, mm 20Stirrup Designation Ps500
Diameter, mm 7fyd 435 435 435fycd 435 435 435Esd 200000 200000 200000
Reinforcement detailsBottom Code Top Code
Cover 30 30 30 30Cover (side) 30 30 Distance between bars In same layer 21 21 21 21In different layers 21 21 21 21Vibration space 0 (mm) Largest aggregate size 16 (mm) Cover tolerance 10 (mm) Stirrup details Angle (deg) 90.0
1 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Peikko 600x600 3m 635,3kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\Peikko\600x600\635,5Kn\ConcreteColumn calculation3m.ccc
Company name:
Section Loadcase: PeikkoSection: 600x600
Loadcase dependent parametersLoadcase Creep coefficient
Peikko (Effective creep) 0
LoadcaseDesignation Mz [kNm] My [kNm] N [kN] Limit state TypePeikko 0 240.0 -635.5 ULS
Column: Peikko - Calculation settingsDesign settings Use compression reinforcement YesUse minimum bend reinforcement YesUse sudden release (EN 8.10.2.2) NoMonolithic construction (EN 9.2.1.2) No2nd order moment calculation Stiffness method (EN 5.8.7)
Design results
Column: Peikko - Ultimate limit state Slender bending capacityBuckling data Calculated WITH 2nd order moment according to
the Stiffness method (EN 5.8.7) Required reinforcement 2 ø 20 + 2 ø 20 Moment from load My = 240.0 kNm Moment from initial bow imperfection Meiy = 4.8 kNm Addition from 2nd order effects My2 = 9.0 kNm Total design moment Myd2 = 240.0 + 4.8 + 9.0 = 253.8 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. My = 12.7 kNmMoment capacity MRdy = 319.0 kNm Utilization ratio Myd2/MRyd = 253.8/319.0 = 0.80
2 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Peikko 600x600 3m 635,3kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\Peikko\600x600\635,5Kn\ConcreteColumn calculation3m.ccc
Company name:
Slender bending capacityMoment from load Mz = 0 kNm Moment from initial bow imperfection Meiz = 4.8 kNm Addition from 2nd order effects Mz2 = 0.2 kNm Total design moment Mzd2 = 0 + 4.8 + 0.2 = 4.9 kNm Moment with respect to unintentional loadeccentricityaccording to EN 6.1 will be decisive.
Mz = 12.7 kNm
Moment capacity MRdz = 319.0 kNm Utilization ratio Mzd2/MRzd = 12.7/319.0 = 0.04 Utilization ratio, biaxially No check is necessary according to EN
1992-1-1 5.8.9 (5.38)
Slender compression capacitySlender capacity Nxyu = -10146.4 kN Utilization ratio N/Nxyu = -635.5/-10146.4 = 0.06Slenderness factor λy = lcy/iy = 3.00/0.173 = 17.32< 101.80Slender capacity Nxzu = -10146.4 kN Utilization ratio N/Nxzu = -635.5/-10146.4 = 0.06Slenderness factor λz = lcz/iz = 3.00/0.173 = 17.32< 101.80
Minimum stirrupsMinimum transverse reinforcement according to EN 1992-1-1 9.5.3 Stirrups ø 7 s 400
3 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Peikko 600x600 10m 635,3kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\Peikko\600x600\635,5Kn\ConcreteColumn calculation10m.ccc
Company name:
Input - Eurocode concrete / EN 1992-1-1 (Swedish annex)
Column: Peikko - Ultimate limit state General
Designation ValueExposure class: X0 Very dryLife class: L50Quality control and reduced deviations: NoReduced or measured geometrical data: No
Column geometryDesignation Value Designation Value
Column length (m): 10.0 Column type: Slender Buckling length, Lcy (m): 10.0 Stabilized Lcy/i: NoBuckling length, Lcz (m): 10.0 Stabilized Lcz/i: No
Concrete Material C40/50Design values for
Ultimate Limit State (MPa)Value[MPa]
Design values for Ultimate Limit State (MPa)
Value[MPa]
fcd 26.67 εcu 0.0035fctd 1.64 γc 1.50Ecd 29350 Low strength variation: Noεc1 0.0020
Design values for Ultimate Limit State (MPa)Designation Bottom Designation B500B
Diameter, mm 25Top Designation B500B
Diameter, mm 25Stirrup Designation Ps500
Diameter, mm 9fyd 435 435 435fycd 435 435 435Esd 200000 200000 200000
Reinforcement detailsBottom Code Top Code
Cover 35 35 35 35Cover (side) 35 35 Distance between bars In same layer 25 25 25 25In different layers 25 25 25 25Vibration space 0 (mm) Largest aggregate size 16 (mm) Cover tolerance 10 (mm) Stirrup details Angle (deg) 90.0
1 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Peikko 600x600 10m 635,3kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\Peikko\600x600\635,5Kn\ConcreteColumn calculation10m.ccc
Company name:
Section Loadcase: PeikkoSection: 600x600
Loadcase dependent parametersLoadcase Creep coefficient
Peikko (Effective creep) 0
LoadcaseDesignation Mz [kNm] My [kNm] N [kN] Limit state TypePeikko 0 240.0 -635.5 ULS
Column: Peikko - Calculation settingsDesign settings Use compression reinforcement YesUse minimum bend reinforcement YesUse sudden release (EN 8.10.2.2) NoMonolithic construction (EN 9.2.1.2) No2nd order moment calculation Stiffness method (EN 5.8.7)
Design results
Column: Peikko - Ultimate limit state Slender bending capacityBuckling data Calculated WITH 2nd order moment according to
the Stiffness method (EN 5.8.7) Required reinforcement 2 ø 25 + 2 ø 25 Moment from load My = 240.0 kNm Moment from initial bow imperfection Meiy = 15.9 kNm Addition from 2nd order effects My2 = 70.8 kNm Total design moment Myd2 = 240.0 + 15.9 + 70.8 = 326.7 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. My = 12.7 kNmMoment capacity MRdy = 393.0 kNm Utilization ratio Myd2/MRyd = 326.7/393.0 = 0.83
2 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Peikko 600x600 10m 635,3kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\Peikko\600x600\635,5Kn\ConcreteColumn calculation10m.ccc
Company name:
Slender bending capacityMoment from load Mz = 0 kNm Moment from initial bow imperfection Meiz = 15.9 kNm Addition from 2nd order effects Mz2 = 4.4 kNm Total design moment Mzd2 = 0 + 15.9 + 4.4 = 20.3 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. Mz = 12.7 kNmMoment capacity MRdz = 392.6 kNm Utilization ratio Mzd2/MRzd = 20.3/392.6 = 0.05 Utilization ratio, biaxially No check is necessary according to EN
1992-1-1 5.8.9 (5.38)
Slender compression capacitySlender capacity Nxyu = -3467.3 kN Utilization ratio N/Nxyu = -635.5/-3467.3 = 0.18Slenderness factor λy = lcy/iy = 10.00/0.173 = 57.74< 134.86Slender capacity Nxzu = -3457.5 kN Utilization ratio N/Nxzu = -635.5/-3457.5 = 0.18Slenderness factor λz = lcz/iz = 10.00/0.173 = 57.74< 134.67
Minimum stirrupsMinimum transverse reinforcement according to EN 1992-1-1 9.5.3 Stirrups ø 9 s 400
3 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Peikko 600x600 20m 635,3kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\Peikko\600x600\635,5Kn\ConcreteColumn calculation20m 4+4fi25.ccc
Company name:
Input - Eurocode concrete / EN 1992-1-1 (Swedish annex)
Column: Peikko - Ultimate limit state General
Designation ValueExposure class: X0 Very dryLife class: L50Quality control and reduced deviations: NoReduced or measured geometrical data: No
Column geometryDesignation Value Designation Value
Column length (m): 20.0 Column type: Slender Buckling length, Lcy (m): 20.0 Stabilized Lcy/i: NoBuckling length, Lcz (m): 20.0 Stabilized Lcz/i: No
Concrete Material C40/50Design values for
Ultimate Limit State (MPa)Value[MPa]
Design values for Ultimate Limit State (MPa)
Value[MPa]
fcd 26.67 εcu 0.0035fctd 1.64 γc 1.50Ecd 29350 Low strength variation: Noεc1 0.0020
Design values for Ultimate Limit State (MPa)Designation Bottom Designation B500B
Diameter, mm 25Top Designation B500B
Diameter, mm 25Stirrup Designation Ps500
Diameter, mm 9fyd 435 435 435fycd 435 435 435Esd 200000 200000 200000
Reinforcement detailsBottom Code Top Code
Cover 35 35 35 35Cover (side) 35 35 Distance between bars In same layer 25 25 25 25In different layers 25 25 25 25Vibration space 0 (mm) Largest aggregate size 16 (mm) Cover tolerance 10 (mm) Stirrup details Angle (deg) 90.0
1 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Peikko 600x600 20m 635,3kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\Peikko\600x600\635,5Kn\ConcreteColumn calculation20m 4+4fi25.ccc
Company name:
Section Loadcase: PeikkoSection: 600x600
Loadcase dependent parametersLoadcase Creep coefficient
Peikko (Effective creep) 0
LoadcaseDesignation Mz [kNm] My [kNm] N [kN] Limit state TypePeikko 0 240.0 -635.5 ULS
Column: Peikko - Calculation settingsDesign settings Use compression reinforcement YesUse minimum bend reinforcement YesUse sudden release (EN 8.10.2.2) NoMonolithic construction (EN 9.2.1.2) No2nd order moment calculation Stiffness method (EN 5.8.7)
Design results
Column: Peikko - Ultimate limit state Slender bending capacityBuckling data Calculated WITH 2nd order moment according to
the Stiffness method (EN 5.8.7) Required reinforcement 4 ø 25 + 4 ø 25 Moment from load My = 240.0 kNm Moment from initial bow imperfection Meiy = 31.8 kNm Addition from 2nd order effects My2 = 194.0 kNm Total design moment Myd2 = 240.0 + 31.8 + 194.0 = 465.8 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. My = 12.7 kNmMoment capacity MRdy = 606.9 kNm Utilization ratio Myd2/MRyd = 465.8/606.9 = 0.77
2 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Peikko 600x600 20m 635,3kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\Peikko\600x600\635,5Kn\ConcreteColumn calculation20m 4+4fi25.ccc
Company name:
Slender bending capacityMoment from load Mz = 0 kNm Moment from initial bow imperfection Meiz = 31.8 kNm Addition from 2nd order effects Mz2 = 28.5 kNm Total design moment Mzd2 = 0 + 31.8 + 28.5 = 60.3 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. Mz = 12.7 kNmMoment capacity MRdz = 581.7 kNm Utilization ratio Mzd2/MRzd = 60.3/581.7 = 0.10 Utilization ratio, biaxially No check is necessary according to EN
1992-1-1 5.8.9 (5.38)
Slender compression capacitySlender capacity Nxyu = -1733.6 kN Utilization ratio N/Nxyu = -635.5/-1733.6 = 0.37Slenderness factor λy = lcy/iy = 20.00/0.173 = 115.47< 190.72Slender capacity Nxzu = -1508.8 kN Utilization ratio N/Nxzu = -635.5/-1508.8 = 0.42Slenderness factor λz = lcz/iz = 20.00/0.173 = 115.47< 177.92
Minimum stirrupsMinimum transverse reinforcement according to EN 1992-1-1 9.5.3 Stirrups ø 9 s 400
3 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Peikko 600x600 3m 953,3N Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\Peikko\600x600\953,25Kn\ConcreteColumn calculation3m.ccc
Company name:
Input - Eurocode concrete / EN 1992-1-1 (Swedish annex)
Column: Peikko - Ultimate limit state General
Designation ValueExposure class: X0 Very dryLife class: L50Quality control and reduced deviations: NoReduced or measured geometrical data: No
Column geometryDesignation Value Designation Value
Column length (m): 3.0 Column type: Slender Buckling length, Lcy (m): 3.0 Stabilized Lcy/i: NoBuckling length, Lcz (m): 3.0 Stabilized Lcz/i: No
Concrete Material C40/50Design values for
Ultimate Limit State (MPa)Value[MPa]
Design values for Ultimate Limit State (MPa)
Value[MPa]
fcd 26.67 εcu 0.0035fctd 1.64 γc 1.50Ecd 29350 Low strength variation: Noεc1 0.0020
Design values for Ultimate Limit State (MPa)Designation Bottom Designation B500B
Diameter, mm 20Top Designation B500B
Diameter, mm 20Stirrup Designation Ps500
Diameter, mm 7fyd 435 435 435fycd 435 435 435Esd 200000 200000 200000
Reinforcement detailsBottom Code Top Code
Cover 30 30 30 30Cover (side) 30 30 Distance between bars In same layer 21 21 21 21In different layers 21 21 21 21Vibration space 0 (mm) Largest aggregate size 16 (mm) Cover tolerance 10 (mm) Stirrup details Angle (deg) 90.0
1 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Peikko 600x600 3m 953,3N Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\Peikko\600x600\953,25Kn\ConcreteColumn calculation3m.ccc
Company name:
Section Loadcase: PeikkoSection: 600x600
Loadcase dependent parametersLoadcase Creep coefficient
Peikko (Effective creep) 0
LoadcaseDesignation Mz [kNm] My [kNm] N [kN] Limit state TypePeikko 0 363.0 -953.3 ULS
Column: Peikko - Calculation settingsDesign settings Use compression reinforcement YesUse minimum bend reinforcement YesUse sudden release (EN 8.10.2.2) NoMonolithic construction (EN 9.2.1.2) No2nd order moment calculation Stiffness method (EN 5.8.7)
Design results
Column: Peikko - Ultimate limit state Slender bending capacityBuckling data Calculated WITH 2nd order moment according to
the Stiffness method (EN 5.8.7) Required reinforcement 2 ø 20 + 2 ø 20 Moment from load My = 363.0 kNm Moment from initial bow imperfection Meiy = 7.1 kNm Addition from 2nd order effects My2 = 19.2 kNm Total design moment Myd2 = 363.0 + 7.1 + 19.2 = 389.4 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. My = 19.1 kNmMoment capacity MRdy = 397.2 kNm Utilization ratio Myd2/MRyd = 389.4/397.2 = 0.98
2 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Peikko 600x600 3m 953,3N Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\Peikko\600x600\953,25Kn\ConcreteColumn calculation3m.ccc
Company name:
Slender bending capacityMoment from load Mz = 0 kNm Moment from initial bow imperfection Meiz = 7.1 kNm Addition from 2nd order effects Mz2 = 0.4 kNm Total design moment Mzd2 = 0 + 7.1 + 0.4 = 7.5 kNm Moment with respect to unintentional loadeccentricityaccording to EN 6.1 will be decisive.
Mz = 19.1 kNm
Moment capacity MRdz = 397.2 kNm Utilization ratio Mzd2/MRzd = 19.1/397.2 = 0.05 Utilization ratio, biaxially No check is necessary according to EN
1992-1-1 5.8.9 (5.38)
Slender compression capacitySlender capacity Nxyu = -10146.4 kN Utilization ratio N/Nxyu = -953.3/-10146.4 = 0.09Slenderness factor λy = lcy/iy = 3.00/0.173 = 17.32< 86.20Slender capacity Nxzu = -10146.4 kN Utilization ratio N/Nxzu = -953.3/-10146.4 = 0.09Slenderness factor λz = lcz/iz = 3.00/0.173 = 17.32< 86.20
Minimum stirrupsMinimum transverse reinforcement according to EN 1992-1-1 9.5.3 Stirrups ø 7 s 400
3 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Peikko 600x600 10m 953,3kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\Peikko\600x600\953,25Kn\ConcreteColumn calculation10m 4+4fi20.ccc
Company name:
Input - Eurocode concrete / EN 1992-1-1 (Swedish annex)
Column: Peikko - Ultimate limit state General
Designation ValueExposure class: X0 Very dryLife class: L50Quality control and reduced deviations: NoReduced or measured geometrical data: No
Column geometryDesignation Value Designation Value
Column length (m): 10.0 Column type: Slender Buckling length, Lcy (m): 10.0 Stabilized Lcy/i: NoBuckling length, Lcz (m): 10.0 Stabilized Lcz/i: No
Concrete Material C40/50Design values for
Ultimate Limit State (MPa)Value[MPa]
Design values for Ultimate Limit State (MPa)
Value[MPa]
fcd 26.67 εcu 0.0035fctd 1.64 γc 1.50Ecd 29350 Low strength variation: Noεc1 0.0020
Design values for Ultimate Limit State (MPa)Designation Bottom Designation B500B
Diameter, mm 20Top Designation B500B
Diameter, mm 20Stirrup Designation Ps500
Diameter, mm 9fyd 435 435 435fycd 435 435 435Esd 200000 200000 200000
Reinforcement detailsBottom Code Top Code
Cover 30 30 30 30Cover (side) 30 30 Distance between bars In same layer 21 21 21 21In different layers 21 21 21 21Vibration space 0 (mm) Largest aggregate size 16 (mm) Cover tolerance 10 (mm) Stirrup details Angle (deg) 90.0
1 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Peikko 600x600 10m 953,3kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\Peikko\600x600\953,25Kn\ConcreteColumn calculation10m 4+4fi20.ccc
Company name:
Section Loadcase: PeikkoSection: 600x600
Loadcase dependent parametersLoadcase Creep coefficient
Peikko (Effective creep) 0
LoadcaseDesignation Mz [kNm] My [kNm] N [kN] Limit state TypePeikko 0 363.0 -953.3 ULS
Column: Peikko - Calculation settingsDesign settings Use compression reinforcement YesUse minimum bend reinforcement YesUse sudden release (EN 8.10.2.2) NoMonolithic construction (EN 9.2.1.2) No2nd order moment calculation Stiffness method (EN 5.8.7)
Design results
Column: Peikko - Ultimate limit state Slender bending capacityBuckling data Calculated WITH 2nd order moment according to
the Stiffness method (EN 5.8.7) Required reinforcement 4 ø 20 + 4 ø 20 Moment from load My = 363.0 kNm Moment from initial bow imperfection Meiy = 23.8 kNm Addition from 2nd order effects My2 = 116.8 kNm Total design moment Myd2 = 363.0 + 23.8 + 116.8 = 503.7 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. My = 19.1 kNmMoment capacity MRdy = 537.8 kNm Utilization ratio Myd2/MRyd = 503.7/537.8 = 0.94
2 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Peikko 600x600 10m 953,3kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\Peikko\600x600\953,25Kn\ConcreteColumn calculation10m 4+4fi20.ccc
Company name:
Slender bending capacityMoment from load Mz = 0 kNm Moment from initial bow imperfection Meiz = 23.8 kNm Addition from 2nd order effects Mz2 = 8.2 kNm Total design moment Mzd2 = 0 + 23.8 + 8.2 = 32.1 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. Mz = 19.1 kNmMoment capacity MRdz = 519.9 kNm Utilization ratio Mzd2/MRzd = 32.1/519.9 = 0.06 Utilization ratio, biaxially No check is necessary according to EN
1992-1-1 5.8.9 (5.38)
Slender compression capacitySlender capacity Nxyu = -4847.0 kN Utilization ratio N/Nxyu = -953.3/-4847.0 = 0.20Slenderness factor λy = lcy/iy = 10.00/0.173 = 57.74< 130.18Slender capacity Nxzu = -4359.8 kN Utilization ratio N/Nxzu = -953.3/-4359.8 = 0.22Slenderness factor λz = lcz/iz = 10.00/0.173 = 57.74< 123.47
Minimum stirrupsMinimum transverse reinforcement according to EN 1992-1-1 9.5.3 Stirrups ø 9 s 400
3 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Peikko 600x600 20m 953,3kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\Peikko\600x600\953,25Kn\ConcreteColumn calculation20m.ccc
Company name:
Input - Eurocode concrete / EN 1992-1-1 (Swedish annex)
Column: Peikko - Ultimate limit state General
Designation ValueExposure class: X0 Very dryLife class: L50Quality control and reduced deviations: NoReduced or measured geometrical data: No
Column geometryDesignation Value Designation Value
Column length (m): 20.0 Column type: Slender Buckling length, Lcy (m): 20.0 Stabilized Lcy/i: NoBuckling length, Lcz (m): 20.0 Stabilized Lcz/i: No
Concrete Material C40/50Design values for
Ultimate Limit State (MPa)Value[MPa]
Design values for Ultimate Limit State (MPa)
Value[MPa]
fcd 26.67 εcu 0.0035fctd 1.64 γc 1.50Ecd 29350 Low strength variation: Noεc1 0.0020
Design values for Ultimate Limit State (MPa)Designation Bottom Designation B500B
Diameter, mm 32Top Designation B500B
Diameter, mm 32Stirrup Designation Ps500
Diameter, mm 9fyd 435 435 435fycd 435 435 435Esd 200000 200000 200000
Reinforcement detailsBottom Code Top Code
Cover 42 42 42 42Cover (side) 42 42 Distance between bars In same layer 32 32 32 32In different layers 32 32 32 32Vibration space 0 (mm) Largest aggregate size 16 (mm) Cover tolerance 10 (mm) Stirrup details Angle (deg) 90.0
1 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Peikko 600x600 20m 953,3kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\Peikko\600x600\953,25Kn\ConcreteColumn calculation20m.ccc
Company name:
Section Loadcase: PeikkoSection: 600x600
Loadcase dependent parametersLoadcase Creep coefficient
Peikko (Effective creep) 0
LoadcaseDesignation Mz [kNm] My [kNm] N [kN] Limit state TypePeikko 0 363.0 -953.3 ULS
Column: Peikko - Calculation settingsDesign settings Use compression reinforcement YesUse minimum bend reinforcement YesUse sudden release (EN 8.10.2.2) NoMonolithic construction (EN 9.2.1.2) No2nd order moment calculation Stiffness method (EN 5.8.7)
Design results
Column: Peikko - Ultimate limit state Slender bending capacityBuckling data Calculated WITH 2nd order moment according to
the Stiffness method (EN 5.8.7) Required reinforcement 4 ø 32 + 4 ø 32 Moment from load My = 363.0 kNm Moment from initial bow imperfection Meiy = 47.7 kNm Addition from 2nd order effects My2 = 292.0 kNm Total design moment Myd2 = 363.0 + 47.7 + 292.0 = 702.6 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. My = 19.1 kNmMoment capacity MRdy = 926.1 kNm Utilization ratio Myd2/MRyd = 702.6/926.1 = 0.76
2 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Peikko 600x600 20m 953,3kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\Peikko\600x600\953,25Kn\ConcreteColumn calculation20m.ccc
Company name:
Slender bending capacityMoment from load Mz = 0 kNm Moment from initial bow imperfection Meiz = 47.7 kNm Addition from 2nd order effects Mz2 = 45.7 kNm Total design moment Mzd2 = 0 + 47.7 + 45.7 = 93.3 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. Mz = 19.1 kNmMoment capacity MRdz = 864.4 kNm Utilization ratio Mzd2/MRzd = 93.3/864.4 = 0.11 Utilization ratio, biaxially No check is necessary according to EN
1992-1-1 5.8.9 (5.38)
Slender compression capacitySlender capacity Nxyu = -2607.5 kN Utilization ratio N/Nxyu = -953.3/-2607.5 = 0.37Slenderness factor λy = lcy/iy = 20.00/0.173 = 115.47< 190.97Slender capacity Nxzu = -2180.8 kN Utilization ratio N/Nxzu = -953.3/-2180.8 = 0.44Slenderness factor λz = lcz/iz = 20.00/0.173 = 115.47< 174.65
Minimum stirrupsMinimum transverse reinforcement according to EN 1992-1-1 9.5.3 Stirrups ø 9 s 400
3 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Traditionell 300x300 3m 317,8 kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\SCF\300x300\317,75\Concrete Columncalculation3m.ccc
Company name:
Input - Eurocode concrete / EN 1992-1-1 (Swedish annex)
Column: Vanlig - Ultimate limit state General
Designation ValueExposure class: X0 Very dryLife class: L50Quality control and reduced deviations: NoReduced or measured geometrical data: No
Column geometryDesignation Value Designation Value
Column length (m): 3.0 Column type: Slender Buckling length, Lcy (m): 3.0 Stabilized Lcy/i: NoBuckling length, Lcz (m): 3.0 Stabilized Lcz/i: No
Concrete Material C40/50Design values for
Ultimate Limit State (MPa)Value[MPa]
Design values for Ultimate Limit State (MPa)
Value[MPa]
fcd 26.67 εcu 0.0035fctd 1.64 γc 1.50Ecd 29350 Low strength variation: Noεc1 0.0020
Design values for Ultimate Limit State (MPa)Designation Bottom Designation B500B
Diameter, mm 25Top Designation B500B
Diameter, mm 25Stirrup Designation Ps500
Diameter, mm 9fyd 435 435 435fycd 435 435 435Esd 200000 200000 200000
Reinforcement detailsBottom Code Top Code
Cover 35 35 35 35Cover (side) 35 35 Distance between bars In same layer 25 25 25 25In different layers 25 25 25 25Vibration space 0 (mm) Largest aggregate size 16 (mm) Cover tolerance 10 (mm) Stirrup details Angle (deg) 90.0
1 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Traditionell 300x300 3m 317,8 kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\SCF\300x300\317,75\Concrete Columncalculation3m.ccc
Company name:
Section Loadcase: VanligSection: 300
Loadcase dependent parametersLoadcase Creep coefficient
Vanlig (Effective creep) 0
LoadcaseDesignation Mz [kNm] My [kNm] N [kN] Limit state TypeVanlig 0 95.0 -317.8 ULS
Column: Vanlig - Calculation settingsDesign settings Use compression reinforcement YesUse minimum bend reinforcement YesUse sudden release (EN 8.10.2.2) NoMonolithic construction (EN 9.2.1.2) No2nd order moment calculation Stiffness method (EN 5.8.7)
Design results
Column: Vanlig - Ultimate limit state Slender bending capacityBuckling data Calculated WITH 2nd order moment according to
the Stiffness method (EN 5.8.7) Required reinforcement 2 ø 25 + 2 ø 25 Moment from load My = 95.0 kNm Moment from initial bow imperfection Meiy = 2.4 kNm Addition from 2nd order effects My2 = 7.6 kNm Total design moment Myd2 = 95.0 + 2.4 + 7.6 = 104.9 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. My = 6.4 kNmMoment capacity MRdy = 127.7 kNm Utilization ratio Myd2/MRyd = 104.9/127.7 = 0.82
2 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Traditionell 300x300 3m 317,8 kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\SCF\300x300\317,75\Concrete Columncalculation3m.ccc
Company name:
Slender bending capacityMoment from load Mz = 0 kNm Moment from initial bow imperfection Meiz = 2.4 kNm Addition from 2nd order effects Mz2 = 0.2 kNm Total design moment Mzd2 = 0 + 2.4 + 0.2 = 2.6 kNm Moment with respect to unintentional loadeccentricityaccording to EN 6.1 will be decisive.
Mz = 6.4 kNm
Moment capacity MRdz = 127.4 kNm Utilization ratio Mzd2/MRzd = 6.4/127.4 = 0.05 Utilization ratio, biaxially No check is necessary according to EN
1992-1-1 5.8.9 (5.38)
Slender compression capacitySlender capacity Nxyu = -3253.7 kN Utilization ratio N/Nxyu = -317.8/-3253.7 = 0.10Slenderness factor λy = lcy/iy = 3.00/0.087 = 34.64< 142.41Slender capacity Nxzu = -3253.7 kN Utilization ratio N/Nxzu = -317.8/-3253.7 = 0.10Slenderness factor λz = lcz/iz = 3.00/0.087 = 34.64< 141.83
Minimum stirrupsMinimum transverse reinforcement according to EN 1992-1-1 9.5.3 Stirrups ø 9 s 300
3 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Traditionell 300x300 10m 317,8 kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\SCF\300x300\317,75\Concrete Columncalculation10m.ccc
Company name:
Input - Eurocode concrete / EN 1992-1-1 (Swedish annex)
Column: Vanlig - Ultimate limit state General
Designation ValueExposure class: X0 Very dryLife class: L50Quality control and reduced deviations: NoReduced or measured geometrical data: No
Column geometryDesignation Value Designation Value
Column length (m): 10.0 Column type: Slender Buckling length, Lcy (m): 10.0 Stabilized Lcy/i: NoBuckling length, Lcz (m): 10.0 Stabilized Lcz/i: No
Concrete Material C40/50Design values for
Ultimate Limit State (MPa)Value[MPa]
Design values for Ultimate Limit State (MPa)
Value[MPa]
fcd 26.67 εcu 0.0035fctd 1.64 γc 1.50Ecd 29350 Low strength variation: Noεc1 0.0020
Design values for Ultimate Limit State (MPa)Designation Bottom Designation B500B
Diameter, mm 25Top Designation B500B
Diameter, mm 25Stirrup Designation Ps500
Diameter, mm 9fyd 435 435 435fycd 435 435 435Esd 200000 200000 200000
Reinforcement detailsBottom Code Top Code
Cover 35 35 35 35Cover (side) 35 35 Distance between bars In same layer 25 25 25 25In different layers 25 25 25 25Vibration space 0 (mm) Largest aggregate size 16 (mm) Cover tolerance 10 (mm) Stirrup details Angle (deg) 90.0
1 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Traditionell 300x300 10m 317,8 kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\SCF\300x300\317,75\Concrete Columncalculation10m.ccc
Company name:
Section Loadcase: VanligSection: 300
Loadcase dependent parametersLoadcase Creep coefficient
Vanlig (Effective creep) 0
LoadcaseDesignation Mz [kNm] My [kNm] N [kN] Limit state TypeVanlig 0 95.0 -317.8 ULS
Column: Vanlig - Calculation settingsDesign settings Use compression reinforcement YesUse minimum bend reinforcement YesUse sudden release (EN 8.10.2.2) NoMonolithic construction (EN 9.2.1.2) No2nd order moment calculation Stiffness method (EN 5.8.7)
Design results
Column: Vanlig - Ultimate limit state Slender bending capacityBuckling data Calculated WITH 2nd order moment according to
the Stiffness method (EN 5.8.7) Required reinforcement 4 ø 25 + 4 ø 25 Moment from load My = 95.0 kNm Moment from initial bow imperfection Meiy = 7.9 kNm Addition from 2nd order effects My2 = 53.9 kNm Total design moment Myd2 = 95.0 + 7.9 + 53.9 = 156.9 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. My = 6.4 kNmMoment capacity MRdy = 213.6 kNm Utilization ratio Myd2/MRyd = 156.9/213.6 = 0.73
2 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Traditionell 300x300 10m 317,8 kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\SCF\300x300\317,75\Concrete Columncalculation10m.ccc
Company name:
Slender bending capacityMoment from load Mz = 0 kNm Moment from initial bow imperfection Meiz = 7.9 kNm Addition from 2nd order effects Mz2 = 7.0 kNm Total design moment Mzd2 = 0 + 7.9 + 7.0 = 15.0 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. Mz = 6.4 kNmMoment capacity MRdz = 182.3 kNm Utilization ratio Mzd2/MRzd = 15.0/182.3 = 0.08 Utilization ratio, biaxially No check is necessary according to EN
1992-1-1 5.8.9 (5.38)
Slender compression capacitySlender capacity Nxyu = -1066.1 kN Utilization ratio N/Nxyu = -317.8/-1066.1 = 0.30Slenderness factor λy = lcy/iy = 10.00/0.087 = 115.47< 211.51Slender capacity Nxzu = -759.7 kN Utilization ratio N/Nxzu = -317.8/-759.7 = 0.42Slenderness factor λz = lcz/iz = 10.00/0.087 = 115.47< 178.55
Minimum stirrupsMinimum transverse reinforcement according to EN 1992-1-1 9.5.3 Stirrups ø 9 s 300
3 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Traditionell 300x300 3m 635,5 kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\SCF\300x300\635,5\Concrete Columncalculation3m.ccc
Company name:
Input - Eurocode concrete / EN 1992-1-1 (Swedish annex)
Column: Vanlig - Ultimate limit state General
Designation ValueExposure class: X0 Very dryLife class: L50Quality control and reduced deviations: NoReduced or measured geometrical data: No
Column geometryDesignation Value Designation Value
Column length (m): 3.0 Column type: Slender Buckling length, Lcy (m): 3.0 Stabilized Lcy/i: NoBuckling length, Lcz (m): 3.0 Stabilized Lcz/i: No
Concrete Material C40/50Design values for
Ultimate Limit State (MPa)Value[MPa]
Design values for Ultimate Limit State (MPa)
Value[MPa]
fcd 26.67 εcu 0.0035fctd 1.64 γc 1.50Ecd 29350 Low strength variation: Noεc1 0.0020
Design values for Ultimate Limit State (MPa)Designation Bottom Designation B500B
Diameter, mm 25Top Designation B500B
Diameter, mm 25Stirrup Designation Ps500
Diameter, mm 9fyd 435 435 435fycd 435 435 435Esd 200000 200000 200000
Reinforcement detailsBottom Code Top Code
Cover 35 35 35 35Cover (side) 35 35 Distance between bars In same layer 25 25 25 25In different layers 25 25 25 25Vibration space 0 (mm) Largest aggregate size 16 (mm) Cover tolerance 10 (mm) Stirrup details Angle (deg) 90.0
1 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Traditionell 300x300 3m 635,5 kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\SCF\300x300\635,5\Concrete Columncalculation3m.ccc
Company name:
Section Loadcase: VanligSection: 300
Loadcase dependent parametersLoadcase Creep coefficient
Vanlig (Effective creep) 0
LoadcaseDesignation Mz [kNm] My [kNm] N [kN] Limit state TypeVanlig 0 191.0 -635.5 ULS
Column: Vanlig - Calculation settingsDesign settings Use compression reinforcement YesUse minimum bend reinforcement YesUse sudden release (EN 8.10.2.2) NoMonolithic construction (EN 9.2.1.2) No2nd order moment calculation Stiffness method (EN 5.8.7)
Design results
Column: Vanlig - Ultimate limit state Slender bending capacityBuckling data Calculated WITH 2nd order moment according to
the Stiffness method (EN 5.8.7) Required reinforcement 4 ø 25 + 4 ø 25 Moment from load My = 191.0 kNm Moment from initial bow imperfection Meiy = 4.8 kNm Addition from 2nd order effects My2 = 15.2 kNm Total design moment Myd2 = 191.0 + 4.8 + 15.2 = 211.0 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. My = 12.7 kNmMoment capacity MRdy = 240.2 kNm Utilization ratio Myd2/MRyd = 211.0/240.2 = 0.88
2 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Traditionell 300x300 3m 635,5 kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\SCF\300x300\635,5\Concrete Columncalculation3m.ccc
Company name:
Slender bending capacityMoment from load Mz = 0 kNm Moment from initial bow imperfection Meiz = 4.8 kNm Addition from 2nd order effects Mz2 = 0.6 kNm Total design moment Mzd2 = 0 + 4.8 + 0.6 = 5.3 kNm Moment with respect to unintentional loadeccentricityaccording to EN 6.1 will be decisive.
Mz = 12.7 kNm
Moment capacity MRdz = 192.9 kNm Utilization ratio Mzd2/MRzd = 12.7/192.9 = 0.07 Utilization ratio, biaxially No check is necessary according to EN
1992-1-1 5.8.9 (5.38)
Slender compression capacitySlender capacity Nxyu = -4107.4 kN Utilization ratio N/Nxyu = -635.5/-4107.4 = 0.15Slenderness factor λy = lcy/iy = 3.00/0.087 = 34.64< 142.41Slender capacity Nxzu = -4107.4 kN Utilization ratio N/Nxzu = -635.5/-4107.4 = 0.15Slenderness factor λz = lcz/iz = 3.00/0.087 = 34.64< 117.70
Minimum stirrupsMinimum transverse reinforcement according to EN 1992-1-1 9.5.3 Stirrups ø 9 s 300
3 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Traditionell 300x300 10m 635,5 kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\SCF\300x300\635,5\Concrete Columncalculation10m.ccc
Company name:
Input - Eurocode concrete / EN 1992-1-1 (Swedish annex)
Column: Vanlig - Ultimate limit state General
Designation ValueExposure class: X0 Very dryLife class: L50Quality control and reduced deviations: NoReduced or measured geometrical data: No
Column geometryDesignation Value Designation Value
Column length (m): 10.0 Column type: Slender Buckling length, Lcy (m): 10.0 Stabilized Lcy/i: NoBuckling length, Lcz (m): 10.0 Stabilized Lcz/i: No
Concrete Material C40/50Design values for
Ultimate Limit State (MPa)Value[MPa]
Design values for Ultimate Limit State (MPa)
Value[MPa]
fcd 26.67 εcu 0.0035fctd 1.64 γc 1.50Ecd 29350 Low strength variation: Noεc1 0.0020
Design values for Ultimate Limit State (MPa)Designation Bottom Designation B500B
Diameter, mm 25Top Designation B500B
Diameter, mm 25Stirrup Designation Ps500
Diameter, mm 9fyd 435 435 435fycd 435 435 435Esd 200000 200000 200000
Reinforcement detailsBottom Code Top Code
Cover 35 35 35 35Cover (side) 35 35 Distance between bars In same layer 25 25 25 25In different layers 25 25 25 25Vibration space 0 (mm) Largest aggregate size 16 (mm) Cover tolerance 10 (mm) Stirrup details Angle (deg) 90.0
1 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Traditionell 300x300 10m 635,5 kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\SCF\300x300\635,5\Concrete Columncalculation10m.ccc
Company name:
Section Loadcase: VanligSection: 300
Loadcase dependent parametersLoadcase Creep coefficient
Vanlig (Effective creep) 0
LoadcaseDesignation Mz [kNm] My [kNm] N [kN] Limit state TypeVanlig 0 191.0 -635.5 ULS
Column: Vanlig - Calculation settingsDesign settings Use compression reinforcement YesUse minimum bend reinforcement YesUse sudden release (EN 8.10.2.2) NoMonolithic construction (EN 9.2.1.2) No2nd order moment calculation Stiffness method (EN 5.8.7)
Design results
Column: Vanlig - Ultimate limit state Slender bending capacityBuckling data Calculated WITH 2nd order moment according to
the Stiffness method (EN 5.8.7) Required reinforcement 10 ø 25 + 10 ø 25 Moment from load My = 191.0 kNm Moment from initial bow imperfection Meiy = 15.9 kNm Addition from 2nd order effects My2 = 140.5 kNm Total design moment Myd2 = 191.0 + 15.9 + 140.5 = 347.4 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. My = 12.7 kNmMoment capacity MRdy = 359.4 kNm Utilization ratio Myd2/MRyd = 347.4/359.4 = 0.97
2 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Traditionell 300x300 10m 635,5 kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\SCF\300x300\635,5\Concrete Columncalculation10m.ccc
Company name:
Slender bending capacityMoment from load Mz = 0 kNm Moment from initial bow imperfection Meiz = 15.9 kNm Addition from 2nd order effects Mz2 = 14.1 kNm Total design moment Mzd2 = 0 + 15.9 + 14.1 = 30.0 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. Mz = 12.7 kNmMoment capacity MRdz = 302.4 kNm Utilization ratio Mzd2/MRzd = 30.0/302.4 = 0.10 Utilization ratio, biaxially No check is necessary according to EN
1992-1-1 5.8.9 (5.38)
Slender compression capacitySlender capacity Nxyu = -1790.0 kN Utilization ratio N/Nxyu = -635.5/-1790.0 = 0.36Slenderness factor λy = lcy/iy = 10.00/0.087 = 115.47< 193.79Slender capacity Nxzu = -1521.0 kN Utilization ratio N/Nxzu = -635.5/-1521.0 = 0.42Slenderness factor λz = lcz/iz = 10.00/0.087 = 115.47< 178.64
Minimum stirrupsMinimum transverse reinforcement according to EN 1992-1-1 9.5.3 Stirrups ø 9 s 300
3 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Traditionell 300x300 3m 953,3 kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\SCF\300x300\953,25\Concrete Columncalculation3m.ccc
Company name:
Input - Eurocode concrete / EN 1992-1-1 (Swedish annex)
Column: Vanlig - Ultimate limit state General
Designation ValueExposure class: X0 Very dryLife class: L50Quality control and reduced deviations: NoReduced or measured geometrical data: No
Column geometryDesignation Value Designation Value
Column length (m): 3.0 Column type: Slender Buckling length, Lcy (m): 3.0 Stabilized Lcy/i: NoBuckling length, Lcz (m): 3.0 Stabilized Lcz/i: No
Concrete Material C40/50Design values for
Ultimate Limit State (MPa)Value[MPa]
Design values for Ultimate Limit State (MPa)
Value[MPa]
fcd 26.67 εcu 0.0035fctd 1.64 γc 1.50Ecd 29350 Low strength variation: Noεc1 0.0020
Design values for Ultimate Limit State (MPa)Designation Bottom Designation B500B
Diameter, mm 25Top Designation B500B
Diameter, mm 25Stirrup Designation Ps500
Diameter, mm 9fyd 435 435 435fycd 435 435 435Esd 200000 200000 200000
Reinforcement detailsBottom Code Top Code
Cover 35 35 35 35Cover (side) 35 35 Distance between bars In same layer 25 25 25 25In different layers 25 25 25 25Vibration space 0 (mm) Largest aggregate size 16 (mm) Cover tolerance 10 (mm) Stirrup details Angle (deg) 90.0
1 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Traditionell 300x300 3m 953,3 kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\SCF\300x300\953,25\Concrete Columncalculation3m.ccc
Company name:
Section Loadcase: VanligSection: 300
Loadcase dependent parametersLoadcase Creep coefficient
Vanlig (Effective creep) 0
LoadcaseDesignation Mz [kNm] My [kNm] N [kN] Limit state TypeVanlig 0 286.0 -953.3 ULS
Column: Vanlig - Calculation settingsDesign settings Use compression reinforcement YesUse minimum bend reinforcement YesUse sudden release (EN 8.10.2.2) NoMonolithic construction (EN 9.2.1.2) No2nd order moment calculation Stiffness method (EN 5.8.7)
Design results
Column: Vanlig - Ultimate limit state Slender bending capacityBuckling data Calculated WITH 2nd order moment according to
the Stiffness method (EN 5.8.7) Required reinforcement 7 ø 25 + 7 ø 25 Moment from load My = 286.0 kNm Moment from initial bow imperfection Meiy = 7.1 kNm Addition from 2nd order effects My2 = 24.5 kNm Total design moment Myd2 = 286.0 + 7.1 + 24.5 = 317.6 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. My = 19.1 kNmMoment capacity MRdy = 321.1 kNm Utilization ratio Myd2/MRyd = 317.6/321.1 = 0.99
2 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Traditionell 300x300 3m 953,3 kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\SCF\300x300\953,25\Concrete Columncalculation3m.ccc
Company name:
Slender bending capacityMoment from load Mz = 0 kNm Moment from initial bow imperfection Meiz = 7.1 kNm Addition from 2nd order effects Mz2 = 0.7 kNm Total design moment Mzd2 = 0 + 7.1 + 0.7 = 7.9 kNm Moment with respect to unintentional loadeccentricityaccording to EN 6.1 will be decisive.
Mz = 19.1 kNm
Moment capacity MRdz = 277.5 kNm Utilization ratio Mzd2/MRzd = 19.1/277.5 = 0.07 Utilization ratio, biaxially No check is necessary according to EN
1992-1-1 5.8.9 (5.38)
Slender compression capacitySlender capacity Nxyu = -5387.9 kN Utilization ratio N/Nxyu = -953.3/-5387.9 = 0.18Slenderness factor λy = lcy/iy = 3.00/0.087 = 34.64< 137.61Slender capacity Nxzu = -5387.9 kN Utilization ratio N/Nxzu = -953.3/-5387.9 = 0.18Slenderness factor λz = lcz/iz = 3.00/0.087 = 34.64< 126.30
Minimum stirrupsMinimum transverse reinforcement according to EN 1992-1-1 9.5.3 Stirrups ø 9 s 300
3 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Traditionell 400x400 3m 317,8 kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\SCF\400x400\317,75\Concrete Columncalculation3m.ccc
Company name:
Input - Eurocode concrete / EN 1992-1-1 (Swedish annex)
Column: Vanlig - Ultimate limit state General
Designation ValueExposure class: X0 Very dryLife class: L50Quality control and reduced deviations: NoReduced or measured geometrical data: No
Column geometryDesignation Value Designation Value
Column length (m): 3.0 Column type: Slender Buckling length, Lcy (m): 3.0 Stabilized Lcy/i: NoBuckling length, Lcz (m): 3.0 Stabilized Lcz/i: No
Concrete Material C40/50Design values for
Ultimate Limit State (MPa)Value[MPa]
Design values for Ultimate Limit State (MPa)
Value[MPa]
fcd 26.67 εcu 0.0035fctd 1.64 γc 1.50Ecd 29350 Low strength variation: Noεc1 0.0020
Design values for Ultimate Limit State (MPa)Designation Bottom Designation B500B
Diameter, mm 20Top Designation B500B
Diameter, mm 20Stirrup Designation Ps500
Diameter, mm 7fyd 435 435 435fycd 435 435 435Esd 200000 200000 200000
Reinforcement detailsBottom Code Top Code
Cover 30 30 30 30Cover (side) 30 30 Distance between bars In same layer 21 21 21 21In different layers 21 21 21 21Vibration space 0 (mm) Largest aggregate size 16 (mm) Cover tolerance 10 (mm) Stirrup details Angle (deg) 90.0
1 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Traditionell 400x400 3m 317,8 kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\SCF\400x400\317,75\Concrete Columncalculation3m.ccc
Company name:
Section Loadcase: VanligSection: 400*400
Loadcase dependent parametersLoadcase Creep coefficient
Vanlig (Effective creep) 0
LoadcaseDesignation Mz [kNm] My [kNm] N [kN] Limit state TypeVanlig 0 111.0 -317.8 ULS
Column: Vanlig - Calculation settingsDesign settings Use compression reinforcement YesUse minimum bend reinforcement YesUse sudden release (EN 8.10.2.2) NoMonolithic construction (EN 9.2.1.2) No2nd order moment calculation Stiffness method (EN 5.8.7)
Design results
Column: Vanlig - Ultimate limit state Slender bending capacityBuckling data Calculated WITH 2nd order moment according to
the Stiffness method (EN 5.8.7) Required reinforcement 2 ø 20 + 2 ø 20 Moment from load My = 111.0 kNm Moment from initial bow imperfection Meiy = 2.4 kNm Addition from 2nd order effects My2 = 5.7 kNm Total design moment Myd2 = 111.0 + 2.4 + 5.7 = 119.0 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. My = 6.4 kNmMoment capacity MRdy = 146.4 kNm Utilization ratio Myd2/MRyd = 119.0/146.4 = 0.81
2 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Traditionell 400x400 3m 317,8 kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\SCF\400x400\317,75\Concrete Columncalculation3m.ccc
Company name:
Slender bending capacityMoment from load Mz = 0 kNm Moment from initial bow imperfection Meiz = 2.4 kNm Addition from 2nd order effects Mz2 = 0.1 kNm Total design moment Mzd2 = 0 + 2.4 + 0.1 = 2.5 kNm Moment with respect to unintentional loadeccentricityaccording to EN 6.1 will be decisive.
Mz = 6.4 kNm
Moment capacity MRdz = 146.4 kNm Utilization ratio Mzd2/MRzd = 6.4/146.4 = 0.04 Utilization ratio, biaxially No check is necessary according to EN
1992-1-1 5.8.9 (5.38)
Slender compression capacitySlender capacity Nxyu = -4813.0 kN Utilization ratio N/Nxyu = -317.8/-4813.0 = 0.07Slenderness factor λy = lcy/iy = 3.00/0.115 = 25.98< 131.71Slender capacity Nxzu = -4813.0 kN Utilization ratio N/Nxzu = -317.8/-4813.0 = 0.07Slenderness factor λz = lcz/iz = 3.00/0.115 = 25.98< 131.71
Minimum stirrupsMinimum transverse reinforcement according to EN 1992-1-1 9.5.3 Stirrups ø 7 s 400
3 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Traditionell 400x400 10m 317,8 kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\SCF\400x400\317,75\Concrete Columncalculation10m.ccc
Company name:
Input - Eurocode concrete / EN 1992-1-1 (Swedish annex)
Column: Vanlig - Ultimate limit state General
Designation ValueExposure class: X0 Very dryLife class: L50Quality control and reduced deviations: NoReduced or measured geometrical data: No
Column geometryDesignation Value Designation Value
Column length (m): 10.0 Column type: Slender Buckling length, Lcy (m): 10.0 Stabilized Lcy/i: NoBuckling length, Lcz (m): 10.0 Stabilized Lcz/i: No
Concrete Material C40/50Design values for
Ultimate Limit State (MPa)Value[MPa]
Design values for Ultimate Limit State (MPa)
Value[MPa]
fcd 26.67 εcu 0.0035fctd 1.64 γc 1.50Ecd 29350 Low strength variation: Noεc1 0.0020
Design values for Ultimate Limit State (MPa)Designation Bottom Designation B500B
Diameter, mm 25Top Designation B500B
Diameter, mm 25Stirrup Designation Ps500
Diameter, mm 9fyd 435 435 435fycd 435 435 435Esd 200000 200000 200000
Reinforcement detailsBottom Code Top Code
Cover 35 35 35 35Cover (side) 35 35 Distance between bars In same layer 25 25 25 25In different layers 25 25 25 25Vibration space 0 (mm) Largest aggregate size 16 (mm) Cover tolerance 10 (mm) Stirrup details Angle (deg) 90.0
1 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Traditionell 400x400 10m 317,8 kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\SCF\400x400\317,75\Concrete Columncalculation10m.ccc
Company name:
Section Loadcase: VanligSection: 400*400
Loadcase dependent parametersLoadcase Creep coefficient
Vanlig (Effective creep) 0
LoadcaseDesignation Mz [kNm] My [kNm] N [kN] Limit state TypeVanlig 0 111.0 -317.8 ULS
Column: Vanlig - Calculation settingsDesign settings Use compression reinforcement YesUse minimum bend reinforcement YesUse sudden release (EN 8.10.2.2) NoMonolithic construction (EN 9.2.1.2) No2nd order moment calculation Stiffness method (EN 5.8.7)
Design results
Column: Vanlig - Ultimate limit state Slender bending capacityBuckling data Calculated WITH 2nd order moment according to
the Stiffness method (EN 5.8.7) Required reinforcement 2 ø 25 + 2 ø 25 Moment from load My = 111.0 kNm Moment from initial bow imperfection Meiy = 7.9 kNm Addition from 2nd order effects My2 = 50.9 kNm Total design moment Myd2 = 111.0 + 7.9 + 50.9 = 169.8 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. My = 6.4 kNmMoment capacity MRdy = 190.1 kNm Utilization ratio Myd2/MRyd = 169.8/190.1 = 0.89
2 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Traditionell 400x400 10m 317,8 kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\SCF\400x400\317,75\Concrete Columncalculation10m.ccc
Company name:
Slender bending capacityMoment from load Mz = 0 kNm Moment from initial bow imperfection Meiz = 7.9 kNm Addition from 2nd order effects Mz2 = 3.4 kNm Total design moment Mzd2 = 0 + 7.9 + 3.4 = 11.4 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. Mz = 6.4 kNmMoment capacity MRdz = 189.8 kNm Utilization ratio Mzd2/MRzd = 11.4/189.8 = 0.06 Utilization ratio, biaxially No check is necessary according to EN
1992-1-1 5.8.9 (5.38)
Slender compression capacitySlender capacity Nxyu = -1234.5 kN Utilization ratio N/Nxyu = -317.8/-1234.5 = 0.26Slenderness factor λy = lcy/iy = 10.00/0.115 = 86.60< 170.69Slender capacity Nxzu = -1228.6 kN Utilization ratio N/Nxzu = -317.8/-1228.6 = 0.26Slenderness factor λz = lcz/iz = 10.00/0.115 = 86.60< 170.28
Minimum stirrupsMinimum transverse reinforcement according to EN 1992-1-1 9.5.3 Stirrups ø 9 s 400
3 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Traditionell 400x400 20m 317,8 kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\SCF\400x400\317,75\Concrete Columncalculation20m.ccc
Company name:
Input - Eurocode concrete / EN 1992-1-1 (Swedish annex)
Column: Vanlig - Ultimate limit state General
Designation ValueExposure class: X0 Very dryLife class: L50Quality control and reduced deviations: NoReduced or measured geometrical data: No
Column geometryDesignation Value Designation Value
Column length (m): 20.0 Column type: Slender Buckling length, Lcy (m): 20.0 Stabilized Lcy/i: NoBuckling length, Lcz (m): 20.0 Stabilized Lcz/i: No
Concrete Material C40/50Design values for
Ultimate Limit State (MPa)Value[MPa]
Design values for Ultimate Limit State (MPa)
Value[MPa]
fcd 26.67 εcu 0.0035fctd 1.64 γc 1.50Ecd 29350 Low strength variation: Noεc1 0.0020
Design values for Ultimate Limit State (MPa)Designation Bottom Designation B500B
Diameter, mm 25Top Designation B500B
Diameter, mm 25Stirrup Designation Ps500
Diameter, mm 9fyd 435 435 435fycd 435 435 435Esd 200000 200000 200000
Reinforcement detailsBottom Code Top Code
Cover 35 35 35 35Cover (side) 35 35 Distance between bars In same layer 25 25 25 25In different layers 25 25 25 25Vibration space 0 (mm) Largest aggregate size 16 (mm) Cover tolerance 10 (mm) Stirrup details Angle (deg) 90.0
1 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Traditionell 400x400 20m 317,8 kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\SCF\400x400\317,75\Concrete Columncalculation20m.ccc
Company name:
Section Loadcase: VanligSection: 400*400
Loadcase dependent parametersLoadcase Creep coefficient
Vanlig (Effective creep) 0
LoadcaseDesignation Mz [kNm] My [kNm] N [kN] Limit state TypeVanlig 0 111.0 -317.8 ULS
Column: Vanlig - Calculation settingsDesign settings Use compression reinforcement YesUse minimum bend reinforcement YesUse sudden release (EN 8.10.2.2) NoMonolithic construction (EN 9.2.1.2) No2nd order moment calculation Stiffness method (EN 5.8.7)
Design results
Column: Vanlig - Ultimate limit state Slender bending capacityBuckling data Calculated WITH 2nd order moment according to
the Stiffness method (EN 5.8.7) Required reinforcement 4 ø 25 + 4 ø 25 Moment from load My = 111.0 kNm Moment from initial bow imperfection Meiy = 15.9 kNm Addition from 2nd order effects My2 = 166.1 kNm Total design moment Myd2 = 111.0 + 15.9 + 166.1 = 293.0 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. My = 6.4 kNmMoment capacity MRdy = 318.9 kNm Utilization ratio Myd2/MRyd = 293.0/318.9 = 0.92
2 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Traditionell 400x400 20m 317,8 kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\SCF\400x400\317,75\Concrete Columncalculation20m.ccc
Company name:
Slender bending capacityMoment from load Mz = 0 kNm Moment from initial bow imperfection Meiz = 15.9 kNm Addition from 2nd order effects Mz2 = 35.9 kNm Total design moment Mzd2 = 0 + 15.9 + 35.9 = 51.8 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. Mz = 6.4 kNmMoment capacity MRdz = 292.6 kNm Utilization ratio Mzd2/MRzd = 51.8/292.6 = 0.18 Utilization ratio, biaxially No check is necessary according to EN
1992-1-1 5.8.9 (5.38)
Slender compression capacitySlender capacity Nxyu = -617.2 kN Utilization ratio N/Nxyu = -317.8/-617.2 = 0.51Slenderness factor λy = lcy/iy = 20.00/0.115 = 173.21< 241.39Slender capacity Nxzu = -491.2 kN Utilization ratio N/Nxzu = -317.8/-491.2 = 0.65Slenderness factor λz = lcz/iz = 20.00/0.115 = 173.21< 215.34
Minimum stirrupsMinimum transverse reinforcement according to EN 1992-1-1 9.5.3 Stirrups ø 9 s 400
3 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Traditionell 400x400 3m 635,5 kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\SCF\400x400\635,5\Concrete Columncalculation3m.ccc
Company name:
Input - Eurocode concrete / EN 1992-1-1 (Swedish annex)
Column: Vanlig - Ultimate limit state General
Designation ValueExposure class: X0 Very dryLife class: L50Quality control and reduced deviations: NoReduced or measured geometrical data: No
Column geometryDesignation Value Designation Value
Column length (m): 3.0 Column type: Slender Buckling length, Lcy (m): 3.0 Stabilized Lcy/i: NoBuckling length, Lcz (m): 3.0 Stabilized Lcz/i: No
Concrete Material C40/50Design values for
Ultimate Limit State (MPa)Value[MPa]
Design values for Ultimate Limit State (MPa)
Value[MPa]
fcd 26.67 εcu 0.0035fctd 1.64 γc 1.50Ecd 29350 Low strength variation: Noεc1 0.0020
Design values for Ultimate Limit State (MPa)Designation Bottom Designation B500B
Diameter, mm 20Top Designation B500B
Diameter, mm 20Stirrup Designation Ps500
Diameter, mm 9fyd 435 435 435fycd 435 435 435Esd 200000 200000 200000
Reinforcement detailsBottom Code Top Code
Cover 30 30 30 30Cover (side) 30 30 Distance between bars In same layer 21 21 21 21In different layers 21 21 21 21Vibration space 0 (mm) Largest aggregate size 16 (mm) Cover tolerance 10 (mm) Stirrup details Angle (deg) 90.0
1 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Traditionell 400x400 3m 635,5 kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\SCF\400x400\635,5\Concrete Columncalculation3m.ccc
Company name:
Section Loadcase: VanligSection: 400*400
Loadcase dependent parametersLoadcase Creep coefficient
Vanlig (Effective creep) 0
LoadcaseDesignation Mz [kNm] My [kNm] N [kN] Limit state TypeVanlig 0 223.0 -635.5 ULS
Column: Vanlig - Calculation settingsDesign settings Use compression reinforcement YesUse minimum bend reinforcement YesUse sudden release (EN 8.10.2.2) NoMonolithic construction (EN 9.2.1.2) No2nd order moment calculation Stiffness method (EN 5.8.7)
Design results
Column: Vanlig - Ultimate limit state Slender bending capacityBuckling data Calculated WITH 2nd order moment according to
the Stiffness method (EN 5.8.7) Required reinforcement 4 ø 20 + 4 ø 20 Moment from load My = 223.0 kNm Moment from initial bow imperfection Meiy = 4.8 kNm Addition from 2nd order effects My2 = 11.4 kNm Total design moment Myd2 = 223.0 + 4.8 + 11.4 = 239.1 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. My = 12.7 kNmMoment capacity MRdy = 279.6 kNm Utilization ratio Myd2/MRyd = 239.1/279.6 = 0.86
2 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Traditionell 400x400 3m 635,5 kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\SCF\400x400\635,5\Concrete Columncalculation3m.ccc
Company name:
Slender bending capacityMoment from load Mz = 0 kNm Moment from initial bow imperfection Meiz = 4.8 kNm Addition from 2nd order effects Mz2 = 0.3 kNm Total design moment Mzd2 = 0 + 4.8 + 0.3 = 5.1 kNm Moment with respect to unintentional loadeccentricityaccording to EN 6.1 will be decisive.
Mz = 12.7 kNm
Moment capacity MRdz = 261.0 kNm Utilization ratio Mzd2/MRzd = 12.7/261.0 = 0.05 Utilization ratio, biaxially No check is necessary according to EN
1992-1-1 5.8.9 (5.38)
Slender compression capacitySlender capacity Nxyu = -5359.4 kN Utilization ratio N/Nxyu = -635.5/-5359.4 = 0.12Slenderness factor λy = lcy/iy = 3.00/0.115 = 25.98< 131.72Slender capacity Nxzu = -5359.4 kN Utilization ratio N/Nxzu = -635.5/-5359.4 = 0.12Slenderness factor λz = lcz/iz = 3.00/0.115 = 25.98< 118.33
Minimum stirrupsMinimum transverse reinforcement according to EN 1992-1-1 9.5.3 Stirrups ø 9 s 400
3 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Traditionell 400x400 10m 635,5 kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\SCF\400x400\635,5\Concrete Columncalculation10m.ccc
Company name:
Input - Eurocode concrete / EN 1992-1-1 (Swedish annex)
Column: Vanlig - Ultimate limit state General
Designation ValueExposure class: X0 Very dryLife class: L50Quality control and reduced deviations: NoReduced or measured geometrical data: No
Column geometryDesignation Value Designation Value
Column length (m): 10.0 Column type: Slender Buckling length, Lcy (m): 10.0 Stabilized Lcy/i: NoBuckling length, Lcz (m): 10.0 Stabilized Lcz/i: No
Concrete Material C40/50Design values for
Ultimate Limit State (MPa)Value[MPa]
Design values for Ultimate Limit State (MPa)
Value[MPa]
fcd 26.67 εcu 0.0035fctd 1.64 γc 1.50Ecd 29350 Low strength variation: Noεc1 0.0020
Design values for Ultimate Limit State (MPa)Designation Bottom Designation B500B
Diameter, mm 25Top Designation B500B
Diameter, mm 25Stirrup Designation Ps500
Diameter, mm 9fyd 435 435 435fycd 435 435 435Esd 200000 200000 200000
Reinforcement detailsBottom Code Top Code
Cover 35 35 35 35Cover (side) 35 35 Distance between bars In same layer 25 25 25 25In different layers 25 25 25 25Vibration space 0 (mm) Largest aggregate size 16 (mm) Cover tolerance 10 (mm) Stirrup details Angle (deg) 90.0
1 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Traditionell 400x400 10m 635,5 kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\SCF\400x400\635,5\Concrete Columncalculation10m.ccc
Company name:
Section Loadcase: VanligSection: 400*400
Loadcase dependent parametersLoadcase Creep coefficient
Vanlig (Effective creep) 0
LoadcaseDesignation Mz [kNm] My [kNm] N [kN] Limit state TypeVanlig 0 223.0 -635.5 ULS
Column: Vanlig - Calculation settingsDesign settings Use compression reinforcement YesUse minimum bend reinforcement YesUse sudden release (EN 8.10.2.2) NoMonolithic construction (EN 9.2.1.2) No2nd order moment calculation Stiffness method (EN 5.8.7)
Design results
Column: Vanlig - Ultimate limit state Slender bending capacityBuckling data Calculated WITH 2nd order moment according to
the Stiffness method (EN 5.8.7) Required reinforcement 4 ø 25 + 4 ø 25 Moment from load My = 223.0 kNm Moment from initial bow imperfection Meiy = 15.9 kNm Addition from 2nd order effects My2 = 102.2 kNm Total design moment Myd2 = 223.0 + 15.9 + 102.2 = 341.0 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. My = 12.7 kNmMoment capacity MRdy = 363.2 kNm Utilization ratio Myd2/MRyd = 341.0/363.2 = 0.94
2 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Traditionell 400x400 10m 635,5 kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\SCF\400x400\635,5\Concrete Columncalculation10m.ccc
Company name:
Slender bending capacityMoment from load Mz = 0 kNm Moment from initial bow imperfection Meiz = 15.9 kNm Addition from 2nd order effects Mz2 = 9.4 kNm Total design moment Mzd2 = 0 + 15.9 + 9.4 = 25.3 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. Mz = 12.7 kNmMoment capacity MRdz = 329.1 kNm Utilization ratio Mzd2/MRzd = 25.3/329.1 = 0.08 Utilization ratio, biaxially No check is necessary according to EN
1992-1-1 5.8.9 (5.38)
Slender compression capacitySlender capacity Nxyu = -2468.9 kN Utilization ratio N/Nxyu = -635.5/-2468.9 = 0.26Slenderness factor λy = lcy/iy = 10.00/0.115 = 86.60< 170.70Slender capacity Nxzu = -1964.9 kN Utilization ratio N/Nxzu = -635.5/-1964.9 = 0.32Slenderness factor λz = lcz/iz = 10.00/0.115 = 86.60< 152.28
Minimum stirrupsMinimum transverse reinforcement according to EN 1992-1-1 9.5.3 Stirrups ø 9 s 400
3 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Traditionell 400x400 20m 635,5 kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\SCF\400x400\635,5\Concrete Columncalculation20m.ccc
Company name:
Input - Eurocode concrete / EN 1992-1-1 (Swedish annex)
Column: Vanlig - Ultimate limit state General
Designation ValueExposure class: X0 Very dryLife class: L50Quality control and reduced deviations: NoReduced or measured geometrical data: No
Column geometryDesignation Value Designation Value
Column length (m): 20.0 Column type: Slender Buckling length, Lcy (m): 20.0 Stabilized Lcy/i: NoBuckling length, Lcz (m): 20.0 Stabilized Lcz/i: No
Concrete Material C40/50Design values for
Ultimate Limit State (MPa)Value[MPa]
Design values for Ultimate Limit State (MPa)
Value[MPa]
fcd 26.67 εcu 0.0035fctd 1.64 γc 1.50Ecd 29350 Low strength variation: Noεc1 0.0020
Design values for Ultimate Limit State (MPa)Designation Bottom Designation B500B
Diameter, mm 32Top Designation B500B
Diameter, mm 32Stirrup Designation Ps500
Diameter, mm 9fyd 435 435 435fycd 435 435 435Esd 200000 200000 200000
Reinforcement detailsBottom Code Top Code
Cover 42 42 42 42Cover (side) 42 42 Distance between bars In same layer 32 32 32 32In different layers 32 32 32 32Vibration space 0 (mm) Largest aggregate size 16 (mm) Cover tolerance 10 (mm) Stirrup details Angle (deg) 90.0
1 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Traditionell 400x400 20m 635,5 kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\SCF\400x400\635,5\Concrete Columncalculation20m.ccc
Company name:
Section Loadcase: VanligSection: 400*400
Loadcase dependent parametersLoadcase Creep coefficient
Vanlig (Effective creep) 0
LoadcaseDesignation Mz [kNm] My [kNm] N [kN] Limit state TypeVanlig 0 223.0 -635.5 ULS
Column: Vanlig - Calculation settingsDesign settings Use compression reinforcement YesUse minimum bend reinforcement YesUse sudden release (EN 8.10.2.2) NoMonolithic construction (EN 9.2.1.2) No2nd order moment calculation Stiffness method (EN 5.8.7)
Design results
Column: Vanlig - Ultimate limit state Slender bending capacityBuckling data Calculated WITH 2nd order moment according to
the Stiffness method (EN 5.8.7) Required reinforcement 8 ø 32 + 5 ø 32 Moment from load My = 223.0 kNm Moment from initial bow imperfection Meiy = 31.8 kNm Addition from 2nd order effects My2 = 399.8 kNm Total design moment Myd2 = 223.0 + 31.8 + 399.8 = 654.6 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. My = 12.7 kNmMoment capacity MRdy = 658.2 kNm Utilization ratio Myd2/MRyd = 654.6/658.2 = 0.99
2 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Traditionell 400x400 20m 635,5 kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\SCF\400x400\635,5\Concrete Columncalculation20m.ccc
Company name:
Slender bending capacityMoment from load Mz = 0 kNm Moment from initial bow imperfection Meiz = 31.8 kNm Addition from 2nd order effects Mz2 = 90.2 kNm Total design moment Mzd2 = 0 + 31.8 + 90.2 = 122.0 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. Mz = 12.7 kNmMoment capacity MRdz = 553.5 kNm Utilization ratio Mzd2/MRzd = 122.0/553.5 = 0.22 Utilization ratio, biaxially No check is necessary according to EN
1992-1-1 5.8.9 (5.38)
Slender compression capacitySlender capacity Nxyu = -1135.1 kN Utilization ratio N/Nxyu = -635.5/-1135.1 = 0.56Slenderness factor λy = lcy/iy = 20.00/0.115 = 173.21< 231.49Slender capacity Nxzu = -911.6 kN Utilization ratio N/Nxzu = -635.5/-911.6 = 0.70Slenderness factor λz = lcz/iz = 20.00/0.115 = 173.21< 207.45
Minimum stirrupsMinimum transverse reinforcement according to EN 1992-1-1 9.5.3 Stirrups ø 9 s 400
3 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Traditionell 400x400 3m 953,3 kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\SCF\400x400\953,25\Concrete Columncalculation3m.ccc
Company name:
Input - Eurocode concrete / EN 1992-1-1 (Swedish annex)
Column: Vanlig - Ultimate limit state General
Designation ValueExposure class: X0 Very dryLife class: L50Quality control and reduced deviations: NoReduced or measured geometrical data: No
Column geometryDesignation Value Designation Value
Column length (m): 3.0 Column type: Slender Buckling length, Lcy (m): 3.0 Stabilized Lcy/i: NoBuckling length, Lcz (m): 3.0 Stabilized Lcz/i: No
Concrete Material C40/50Design values for
Ultimate Limit State (MPa)Value[MPa]
Design values for Ultimate Limit State (MPa)
Value[MPa]
fcd 26.67 εcu 0.0035fctd 1.64 γc 1.50Ecd 29350 Low strength variation: Noεc1 0.0020
Design values for Ultimate Limit State (MPa)Designation Bottom Designation B500B
Diameter, mm 25Top Designation B500B
Diameter, mm 25Stirrup Designation Ps500
Diameter, mm 9fyd 435 435 435fycd 435 435 435Esd 200000 200000 200000
Reinforcement detailsBottom Code Top Code
Cover 35 35 35 35Cover (side) 35 35 Distance between bars In same layer 25 25 25 25In different layers 25 25 25 25Vibration space 0 (mm) Largest aggregate size 16 (mm) Cover tolerance 10 (mm) Stirrup details Angle (deg) 90.0
1 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Traditionell 400x400 3m 953,3 kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\SCF\400x400\953,25\Concrete Columncalculation3m.ccc
Company name:
Section Loadcase: VanligSection: 400*400
Loadcase dependent parametersLoadcase Creep coefficient
Vanlig (Effective creep) 0
LoadcaseDesignation Mz [kNm] My [kNm] N [kN] Limit state TypeVanlig 0 334.0 -953.3 ULS
Column: Vanlig - Calculation settingsDesign settings Use compression reinforcement YesUse minimum bend reinforcement YesUse sudden release (EN 8.10.2.2) NoMonolithic construction (EN 9.2.1.2) No2nd order moment calculation Stiffness method (EN 5.8.7)
Design results
Column: Vanlig - Ultimate limit state Slender bending capacityBuckling data Calculated WITH 2nd order moment according to
the Stiffness method (EN 5.8.7) Required reinforcement 4 ø 25 + 4 ø 25 Moment from load My = 334.0 kNm Moment from initial bow imperfection Meiy = 7.1 kNm Addition from 2nd order effects My2 = 17.9 kNm Total design moment Myd2 = 334.0 + 7.1 + 17.9 = 359.0 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. My = 19.1 kNmMoment capacity MRdy = 403.5 kNm Utilization ratio Myd2/MRyd = 359.0/403.5 = 0.89
2 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Traditionell 400x400 3m 953,3 kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\SCF\400x400\953,25\Concrete Columncalculation3m.ccc
Company name:
Slender bending capacityMoment from load Mz = 0 kNm Moment from initial bow imperfection Meiz = 7.1 kNm Addition from 2nd order effects Mz2 = 0.5 kNm Total design moment Mzd2 = 0 + 7.1 + 0.5 = 7.6 kNm Moment with respect to unintentional loadeccentricityaccording to EN 6.1 will be decisive.
Mz = 19.1 kNm
Moment capacity MRdz = 360.7 kNm Utilization ratio Mzd2/MRzd = 19.1/360.7 = 0.05 Utilization ratio, biaxially No check is necessary according to EN
1992-1-1 5.8.9 (5.38)
Slender compression capacitySlender capacity Nxyu = -5974.1 kN Utilization ratio N/Nxyu = -953.3/-5974.1 = 0.16Slenderness factor λy = lcy/iy = 3.00/0.115 = 25.98< 128.66Slender capacity Nxzu = -5974.1 kN Utilization ratio N/Nxzu = -953.3/-5974.1 = 0.16Slenderness factor λz = lcz/iz = 3.00/0.115 = 25.98< 112.20
Minimum stirrupsMinimum transverse reinforcement according to EN 1992-1-1 9.5.3 Stirrups ø 9 s 400
3 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Traditionell 400x400 10m 953,3 kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\SCF\400x400\953,25\Concrete Columncalculation10m.ccc
Company name:
Input - Eurocode concrete / EN 1992-1-1 (Swedish annex)
Column: Vanlig - Ultimate limit state General
Designation ValueExposure class: X0 Very dryLife class: L50Quality control and reduced deviations: NoReduced or measured geometrical data: No
Column geometryDesignation Value Designation Value
Column length (m): 10.0 Column type: Slender Buckling length, Lcy (m): 10.0 Stabilized Lcy/i: NoBuckling length, Lcz (m): 10.0 Stabilized Lcz/i: No
Concrete Material C40/50Design values for
Ultimate Limit State (MPa)Value[MPa]
Design values for Ultimate Limit State (MPa)
Value[MPa]
fcd 26.67 εcu 0.0035fctd 1.64 γc 1.50Ecd 29350 Low strength variation: Noεc1 0.0020
Design values for Ultimate Limit State (MPa)Designation Bottom Designation B500B
Diameter, mm 25Top Designation B500B
Diameter, mm 25Stirrup Designation Ps500
Diameter, mm 9fyd 435 435 435fycd 435 435 435Esd 200000 200000 200000
Reinforcement detailsBottom Code Top Code
Cover 35 35 35 35Cover (side) 35 35 Distance between bars In same layer 25 25 25 25In different layers 25 25 25 25Vibration space 0 (mm) Largest aggregate size 16 (mm) Cover tolerance 10 (mm) Stirrup details Angle (deg) 90.0
1 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Traditionell 400x400 10m 953,3 kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\SCF\400x400\953,25\Concrete Columncalculation10m.ccc
Company name:
Section Loadcase: VanligSection: 400*400
Loadcase dependent parametersLoadcase Creep coefficient
Vanlig (Effective creep) 0
LoadcaseDesignation Mz [kNm] My [kNm] N [kN] Limit state TypeVanlig 0 334.0 -953.3 ULS
Column: Vanlig - Calculation settingsDesign settings Use compression reinforcement YesUse minimum bend reinforcement YesUse sudden release (EN 8.10.2.2) NoMonolithic construction (EN 9.2.1.2) No2nd order moment calculation Stiffness method (EN 5.8.7)
Design results
Column: Vanlig - Ultimate limit state Slender bending capacityBuckling data Calculated WITH 2nd order moment according to
the Stiffness method (EN 5.8.7) Required reinforcement 6 ø 25 + 6 ø 25 Moment from load My = 334.0 kNm Moment from initial bow imperfection Meiy = 23.8 kNm Addition from 2nd order effects My2 = 153.0 kNm Total design moment Myd2 = 334.0 + 23.8 + 153.0 = 510.9 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. My = 19.1 kNmMoment capacity MRdy = 532.5 kNm Utilization ratio Myd2/MRyd = 510.9/532.5 = 0.96
2 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Traditionell 400x400 10m 953,3 kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\SCF\400x400\953,25\Concrete Columncalculation10m.ccc
Company name:
Slender bending capacityMoment from load Mz = 0 kNm Moment from initial bow imperfection Meiz = 23.8 kNm Addition from 2nd order effects Mz2 = 19.3 kNm Total design moment Mzd2 = 0 + 23.8 + 19.3 = 43.2 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. Mz = 19.1 kNmMoment capacity MRdz = 405.4 kNm Utilization ratio Mzd2/MRzd = 43.2/405.4 = 0.11 Utilization ratio, biaxially No check is necessary according to EN
1992-1-1 5.8.9 (5.38)
Slender compression capacitySlender capacity Nxyu = -3703.4 kN Utilization ratio N/Nxyu = -953.3/-3703.4 = 0.26Slenderness factor λy = lcy/iy = 10.00/0.115 = 86.60< 170.69Slender capacity Nxzu = -2402.8 kN Utilization ratio N/Nxzu = -953.3/-2402.8 = 0.40Slenderness factor λz = lcz/iz = 10.00/0.115 = 86.60< 137.49
Minimum stirrupsMinimum transverse reinforcement according to EN 1992-1-1 9.5.3 Stirrups ø 9 s 400
3 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Traditionell 600x600 3m 317,8 kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\SCF\600x600\317,75\Concrete Columncalculation3m.ccc
Company name:
Input - Eurocode concrete / EN 1992-1-1 (Swedish annex)
Column: Vanlig - Ultimate limit state General
Designation ValueExposure class: X0 Very dryLife class: L50Quality control and reduced deviations: NoReduced or measured geometrical data: No
Column geometryDesignation Value Designation Value
Column length (m): 3.0 Column type: Slender Buckling length, Lcy (m): 3.0 Stabilized Lcy/i: NoBuckling length, Lcz (m): 3.0 Stabilized Lcz/i: No
Concrete Material C40/50Design values for
Ultimate Limit State (MPa)Value[MPa]
Design values for Ultimate Limit State (MPa)
Value[MPa]
fcd 26.67 εcu 0.0035fctd 1.64 γc 1.50Ecd 29350 Low strength variation: Noεc1 0.0020
Design values for Ultimate Limit State (MPa)Designation Bottom Designation B500B
Diameter, mm 20Top Designation B500B
Diameter, mm 20Stirrup Designation Ps500
Diameter, mm 7fyd 435 435 435fycd 435 435 435Esd 200000 200000 200000
Reinforcement detailsBottom Code Top Code
Cover 30 30 30 30Cover (side) 30 30 Distance between bars In same layer 21 21 21 21In different layers 21 21 21 21Vibration space 0 (mm) Largest aggregate size 16 (mm) Cover tolerance 10 (mm) Stirrup details Angle (deg) 90.0
1 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Traditionell 600x600 3m 317,8 kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\SCF\600x600\317,75\Concrete Columncalculation3m.ccc
Company name:
Section Loadcase: VanligSection: 600x600
Loadcase dependent parametersLoadcase Creep coefficient
Vanlig (Effective creep) 0
LoadcaseDesignation Mz [kNm] My [kNm] N [kN] Limit state TypeVanlig 0 143.0 -317.8 ULS
Column: Vanlig - Calculation settingsDesign settings Use compression reinforcement YesUse minimum bend reinforcement YesUse sudden release (EN 8.10.2.2) NoMonolithic construction (EN 9.2.1.2) No2nd order moment calculation Stiffness method (EN 5.8.7)
Design results
Column: Vanlig - Ultimate limit state Slender bending capacityBuckling data Calculated WITH 2nd order moment according to
the Stiffness method (EN 5.8.7) Required reinforcement 2 ø 20 + 2 ø 20 Moment from load My = 143.0 kNm Moment from initial bow imperfection Meiy = 2.4 kNm Addition from 2nd order effects My2 = 2.9 kNm Total design moment Myd2 = 143.0 + 2.4 + 2.9 = 148.2 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. My = 6.4 kNmMoment capacity MRdy = 237.0 kNm Utilization ratio Myd2/MRyd = 148.2/237.0 = 0.63
2 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Traditionell 600x600 3m 317,8 kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\SCF\600x600\317,75\Concrete Columncalculation3m.ccc
Company name:
Slender bending capacityMoment from load Mz = 0 kNm Moment from initial bow imperfection Meiz = 2.4 kNm Addition from 2nd order effects Mz2 = 0 kNm Total design moment Mzd2 = 0 + 2.4 + 0 = 2.4 kNm Moment with respect to unintentional loadeccentricityaccording to EN 6.1 will be decisive.
Mz = 6.4 kNm
Moment capacity MRdz = 237.0 kNm Utilization ratio Mzd2/MRzd = 6.4/237.0 = 0.03 Utilization ratio, biaxially No check is necessary according to EN
1992-1-1 5.8.9 (5.38)
Slender compression capacitySlender capacity Nxyu = -10146.4 kN Utilization ratio N/Nxyu = -317.8/-10146.4 = 0.03Slenderness factor λy = lcy/iy = 3.00/0.173 = 17.32< 138.42Slender capacity Nxzu = -10146.4 kN Utilization ratio N/Nxzu = -317.8/-10146.4 = 0.03Slenderness factor λz = lcz/iz = 3.00/0.173 = 17.32< 138.42
Minimum stirrupsMinimum transverse reinforcement according to EN 1992-1-1 9.5.3 Stirrups ø 7 s 400
3 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Traditionell 600x600 10m 317,8 kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\SCF\600x600\317,75\Concrete Columncalculation10m.ccc
Company name:
Input - Eurocode concrete / EN 1992-1-1 (Swedish annex)
Column: Vanlig - Ultimate limit state General
Designation ValueExposure class: X0 Very dryLife class: L50Quality control and reduced deviations: NoReduced or measured geometrical data: No
Column geometryDesignation Value Designation Value
Column length (m): 10.0 Column type: Slender Buckling length, Lcy (m): 10.0 Stabilized Lcy/i: NoBuckling length, Lcz (m): 10.0 Stabilized Lcz/i: No
Concrete Material C40/50Design values for
Ultimate Limit State (MPa)Value[MPa]
Design values for Ultimate Limit State (MPa)
Value[MPa]
fcd 26.67 εcu 0.0035fctd 1.64 γc 1.50Ecd 29350 Low strength variation: Noεc1 0.0020
Design values for Ultimate Limit State (MPa)Designation Bottom Designation B500B
Diameter, mm 20Top Designation B500B
Diameter, mm 20Stirrup Designation Ps500
Diameter, mm 7fyd 435 435 435fycd 435 435 435Esd 200000 200000 200000
Reinforcement detailsBottom Code Top Code
Cover 30 30 30 30Cover (side) 30 30 Distance between bars In same layer 21 21 21 21In different layers 21 21 21 21Vibration space 0 (mm) Largest aggregate size 16 (mm) Cover tolerance 10 (mm) Stirrup details Angle (deg) 90.0
1 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Traditionell 600x600 10m 317,8 kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\SCF\600x600\317,75\Concrete Columncalculation10m.ccc
Company name:
Section Loadcase: VanligSection: 600x600
Loadcase dependent parametersLoadcase Creep coefficient
Vanlig (Effective creep) 0
LoadcaseDesignation Mz [kNm] My [kNm] N [kN] Limit state TypeVanlig 0 143.0 -317.8 ULS
Column: Vanlig - Calculation settingsDesign settings Use compression reinforcement YesUse minimum bend reinforcement YesUse sudden release (EN 8.10.2.2) NoMonolithic construction (EN 9.2.1.2) No2nd order moment calculation Stiffness method (EN 5.8.7)
Design results
Column: Vanlig - Ultimate limit state Slender bending capacityBuckling data Calculated WITH 2nd order moment according to
the Stiffness method (EN 5.8.7) Required reinforcement 2 ø 20 + 2 ø 20 Moment from load My = 143.0 kNm Moment from initial bow imperfection Meiy = 7.9 kNm Addition from 2nd order effects My2 = 31.9 kNm Total design moment Myd2 = 143.0 + 7.9 + 31.9 = 182.8 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. My = 6.4 kNmMoment capacity MRdy = 237.0 kNm Utilization ratio Myd2/MRyd = 182.8/237.0 = 0.77
2 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Traditionell 600x600 10m 317,8 kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\SCF\600x600\317,75\Concrete Columncalculation10m.ccc
Company name:
Slender bending capacityMoment from load Mz = 0 kNm Moment from initial bow imperfection Meiz = 7.9 kNm Addition from 2nd order effects Mz2 = 1.7 kNm Total design moment Mzd2 = 0 + 7.9 + 1.7 = 9.6 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. Mz = 6.4 kNmMoment capacity MRdz = 237.0 kNm Utilization ratio Mzd2/MRzd = 9.6/237.0 = 0.04 Utilization ratio, biaxially No check is necessary according to EN
1992-1-1 5.8.9 (5.38)
Slender compression capacitySlender capacity Nxyu = -2174.9 kN Utilization ratio N/Nxyu = -317.8/-2174.9 = 0.15Slenderness factor λy = lcy/iy = 10.00/0.173 = 57.74< 151.04Slender capacity Nxzu = -2174.9 kN Utilization ratio N/Nxzu = -317.8/-2174.9 = 0.15Slenderness factor λz = lcz/iz = 10.00/0.173 = 57.74< 151.04
Minimum stirrupsMinimum transverse reinforcement according to EN 1992-1-1 9.5.3 Stirrups ø 7 s 400
3 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Traditionell 600x600 20m 317,8 kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\SCF\600x600\317,75\Concrete Columncalculation20m.ccc
Company name:
Input - Eurocode concrete / EN 1992-1-1 (Swedish annex)
Column: Vanlig - Ultimate limit state General
Designation ValueExposure class: X0 Very dryLife class: L50Quality control and reduced deviations: NoReduced or measured geometrical data: No
Column geometryDesignation Value Designation Value
Column length (m): 20.0 Column type: Slender Buckling length, Lcy (m): 20.0 Stabilized Lcy/i: NoBuckling length, Lcz (m): 20.0 Stabilized Lcz/i: No
Concrete Material C40/50Design values for
Ultimate Limit State (MPa)Value[MPa]
Design values for Ultimate Limit State (MPa)
Value[MPa]
fcd 26.67 εcu 0.0035fctd 1.64 γc 1.50Ecd 29350 Low strength variation: Noεc1 0.0020
Design values for Ultimate Limit State (MPa)Designation Bottom Designation B500B
Diameter, mm 25Top Designation B500B
Diameter, mm 25Stirrup Designation Ps500
Diameter, mm 9fyd 435 435 435fycd 435 435 435Esd 200000 200000 200000
Reinforcement detailsBottom Code Top Code
Cover 35 35 35 35Cover (side) 35 35 Distance between bars In same layer 25 25 25 25In different layers 25 25 25 25Vibration space 0 (mm) Largest aggregate size 16 (mm) Cover tolerance 10 (mm) Stirrup details Angle (deg) 90.0
1 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Traditionell 600x600 20m 317,8 kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\SCF\600x600\317,75\Concrete Columncalculation20m.ccc
Company name:
Section Loadcase: VanligSection: 600x600
Loadcase dependent parametersLoadcase Creep coefficient
Vanlig (Effective creep) 0
LoadcaseDesignation Mz [kNm] My [kNm] N [kN] Limit state TypeVanlig 0 143.0 -317.8 ULS
Column: Vanlig - Calculation settingsDesign settings Use compression reinforcement YesUse minimum bend reinforcement YesUse sudden release (EN 8.10.2.2) NoMonolithic construction (EN 9.2.1.2) No2nd order moment calculation Stiffness method (EN 5.8.7)
Design results
Column: Vanlig - Ultimate limit state Slender bending capacityBuckling data Calculated WITH 2nd order moment according to
the Stiffness method (EN 5.8.7) Required reinforcement 2 ø 25 + 2 ø 25 Moment from load My = 143.0 kNm Moment from initial bow imperfection Meiy = 15.9 kNm Addition from 2nd order effects My2 = 113.5 kNm Total design moment Myd2 = 143.0 + 15.9 + 113.5 = 272.4 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. My = 6.4 kNmMoment capacity MRdy = 313.3 kNm Utilization ratio Myd2/MRyd = 272.4/313.3 = 0.87
2 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Traditionell 600x600 20m 317,8 kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\SCF\600x600\317,75\Concrete Columncalculation20m.ccc
Company name:
Slender bending capacityMoment from load Mz = 0 kNm Moment from initial bow imperfection Meiz = 15.9 kNm Addition from 2nd order effects Mz2 = 11.4 kNm Total design moment Mzd2 = 0 + 15.9 + 11.4 = 27.3 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. Mz = 6.4 kNmMoment capacity MRdz = 313.0 kNm Utilization ratio Mzd2/MRzd = 27.3/313.0 = 0.09 Utilization ratio, biaxially No check is necessary according to EN
1992-1-1 5.8.9 (5.38)
Slender compression capacitySlender capacity Nxyu = -866.9 kN Utilization ratio N/Nxyu = -317.8/-866.9 = 0.37Slenderness factor λy = lcy/iy = 20.00/0.173 = 115.47< 190.71Slender capacity Nxzu = -864.4 kN Utilization ratio N/Nxzu = -317.8/-864.4 = 0.37Slenderness factor λz = lcz/iz = 20.00/0.173 = 115.47< 190.44
Minimum stirrupsMinimum transverse reinforcement according to EN 1992-1-1 9.5.3 Stirrups ø 9 s 400
3 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Traditionell 600x600 3m 635,5 kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\SCF\600x600\635,5\Concrete Columncalculation3m.ccc
Company name:
Input - Eurocode concrete / EN 1992-1-1 (Swedish annex)
Column: Vanlig - Ultimate limit state General
Designation ValueExposure class: X0 Very dryLife class: L50Quality control and reduced deviations: NoReduced or measured geometrical data: No
Column geometryDesignation Value Designation Value
Column length (m): 3.0 Column type: Slender Buckling length, Lcy (m): 3.0 Stabilized Lcy/i: NoBuckling length, Lcz (m): 3.0 Stabilized Lcz/i: No
Concrete Material C40/50Design values for
Ultimate Limit State (MPa)Value[MPa]
Design values for Ultimate Limit State (MPa)
Value[MPa]
fcd 26.67 εcu 0.0035fctd 1.64 γc 1.50Ecd 29350 Low strength variation: Noεc1 0.0020
Design values for Ultimate Limit State (MPa)Designation Bottom Designation B500B
Diameter, mm 20Top Designation B500B
Diameter, mm 20Stirrup Designation Ps500
Diameter, mm 7fyd 435 435 435fycd 435 435 435Esd 200000 200000 200000
Reinforcement detailsBottom Code Top Code
Cover 30 30 30 30Cover (side) 30 30 Distance between bars In same layer 21 21 21 21In different layers 21 21 21 21Vibration space 0 (mm) Largest aggregate size 16 (mm) Cover tolerance 10 (mm) Stirrup details Angle (deg) 90.0
1 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Traditionell 600x600 3m 635,5 kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\SCF\600x600\635,5\Concrete Columncalculation3m.ccc
Company name:
Section Loadcase: VanligSection: 600x600
Loadcase dependent parametersLoadcase Creep coefficient
Vanlig (Effective creep) 0
LoadcaseDesignation Mz [kNm] My [kNm] N [kN] Limit state TypeVanlig 0 286.0 -635.5 ULS
Column: Vanlig - Calculation settingsDesign settings Use compression reinforcement YesUse minimum bend reinforcement YesUse sudden release (EN 8.10.2.2) NoMonolithic construction (EN 9.2.1.2) No2nd order moment calculation Stiffness method (EN 5.8.7)
Design results
Column: Vanlig - Ultimate limit state Slender bending capacityBuckling data Calculated WITH 2nd order moment according to
the Stiffness method (EN 5.8.7) Required reinforcement 2 ø 20 + 2 ø 20 Moment from load My = 286.0 kNm Moment from initial bow imperfection Meiy = 4.8 kNm Addition from 2nd order effects My2 = 10.7 kNm Total design moment Myd2 = 286.0 + 4.8 + 10.7 = 301.5 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. My = 12.7 kNmMoment capacity MRdy = 319.0 kNm Utilization ratio Myd2/MRyd = 301.5/319.0 = 0.95
2 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Traditionell 600x600 3m 635,5 kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\SCF\600x600\635,5\Concrete Columncalculation3m.ccc
Company name:
Slender bending capacityMoment from load Mz = 0 kNm Moment from initial bow imperfection Meiz = 4.8 kNm Addition from 2nd order effects Mz2 = 0.2 kNm Total design moment Mzd2 = 0 + 4.8 + 0.2 = 4.9 kNm Moment with respect to unintentional loadeccentricityaccording to EN 6.1 will be decisive.
Mz = 12.7 kNm
Moment capacity MRdz = 319.0 kNm Utilization ratio Mzd2/MRzd = 12.7/319.0 = 0.04 Utilization ratio, biaxially No check is necessary according to EN
1992-1-1 5.8.9 (5.38)
Slender compression capacitySlender capacity Nxyu = -10146.4 kN Utilization ratio N/Nxyu = -635.5/-10146.4 = 0.06Slenderness factor λy = lcy/iy = 3.00/0.173 = 17.32< 101.80Slender capacity Nxzu = -10146.4 kN Utilization ratio N/Nxzu = -635.5/-10146.4 = 0.06Slenderness factor λz = lcz/iz = 3.00/0.173 = 17.32< 101.80
Minimum stirrupsMinimum transverse reinforcement according to EN 1992-1-1 9.5.3 Stirrups ø 7 s 400
3 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Traditionell 600x600 10m 635,5kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\SCF\600x600\635,5\Concrete Columncalculation10m.ccc
Company name:
Input - Eurocode concrete / EN 1992-1-1 (Swedish annex)
Column: Vanlig - Ultimate limit state General
Designation ValueExposure class: X0 Very dryLife class: L50Quality control and reduced deviations: NoReduced or measured geometrical data: No
Column geometryDesignation Value Designation Value
Column length (m): 10.0 Column type: Slender Buckling length, Lcy (m): 10.0 Stabilized Lcy/i: NoBuckling length, Lcz (m): 10.0 Stabilized Lcz/i: No
Concrete Material C40/50Design values for
Ultimate Limit State (MPa)Value[MPa]
Design values for Ultimate Limit State (MPa)
Value[MPa]
fcd 26.67 εcu 0.0035fctd 1.64 γc 1.50Ecd 29350 Low strength variation: Noεc1 0.0020
Design values for Ultimate Limit State (MPa)Designation Bottom Designation B500B
Diameter, mm 25Top Designation B500B
Diameter, mm 25Stirrup Designation Ps500
Diameter, mm 9fyd 435 435 435fycd 435 435 435Esd 200000 200000 200000
Reinforcement detailsBottom Code Top Code
Cover 35 35 35 35Cover (side) 35 35 Distance between bars In same layer 25 25 25 25In different layers 25 25 25 25Vibration space 0 (mm) Largest aggregate size 16 (mm) Cover tolerance 10 (mm) Stirrup details Angle (deg) 90.0
1 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Traditionell 600x600 10m 635,5kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\SCF\600x600\635,5\Concrete Columncalculation10m.ccc
Company name:
Section Loadcase: VanligSection: 600x600
Loadcase dependent parametersLoadcase Creep coefficient
Vanlig (Effective creep) 0
LoadcaseDesignation Mz [kNm] My [kNm] N [kN] Limit state TypeVanlig 0 286.0 -635.5 ULS
Column: Vanlig - Calculation settingsDesign settings Use compression reinforcement YesUse minimum bend reinforcement YesUse sudden release (EN 8.10.2.2) NoMonolithic construction (EN 9.2.1.2) No2nd order moment calculation Stiffness method (EN 5.8.7)
Design results
Column: Vanlig - Ultimate limit state Slender bending capacityBuckling data Calculated WITH 2nd order moment according to
the Stiffness method (EN 5.8.7) Required reinforcement 2 ø 25 + 2 ø 25 Moment from load My = 286.0 kNm Moment from initial bow imperfection Meiy = 15.9 kNm Addition from 2nd order effects My2 = 83.6 kNm Total design moment Myd2 = 286.0 + 15.9 + 83.6 = 385.5 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. My = 12.7 kNmMoment capacity MRdy = 393.0 kNm Utilization ratio Myd2/MRyd = 385.5/393.0 = 0.98
2 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Traditionell 600x600 10m 635,5kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\SCF\600x600\635,5\Concrete Columncalculation10m.ccc
Company name:
Slender bending capacityMoment from load Mz = 0 kNm Moment from initial bow imperfection Meiz = 15.9 kNm Addition from 2nd order effects Mz2 = 4.4 kNm Total design moment Mzd2 = 0 + 15.9 + 4.4 = 20.3 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. Mz = 12.7 kNmMoment capacity MRdz = 392.6 kNm Utilization ratio Mzd2/MRzd = 20.3/392.6 = 0.05 Utilization ratio, biaxially No check is necessary according to EN
1992-1-1 5.8.9 (5.38)
Slender compression capacitySlender capacity Nxyu = -3467.3 kN Utilization ratio N/Nxyu = -635.5/-3467.3 = 0.18Slenderness factor λy = lcy/iy = 10.00/0.173 = 57.74< 134.86Slender capacity Nxzu = -3457.5 kN Utilization ratio N/Nxzu = -635.5/-3457.5 = 0.18Slenderness factor λz = lcz/iz = 10.00/0.173 = 57.74< 134.67
Minimum stirrupsMinimum transverse reinforcement according to EN 1992-1-1 9.5.3 Stirrups ø 9 s 400
3 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Traditionell 600x600 20m 635,5kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\SCF\600x600\635,5\Concrete Columncalculation20m.ccc
Company name:
Input - Eurocode concrete / EN 1992-1-1 (Swedish annex)
Column: Vanlig - Ultimate limit state General
Designation ValueExposure class: X0 Very dryLife class: L50Quality control and reduced deviations: NoReduced or measured geometrical data: No
Column geometryDesignation Value Designation Value
Column length (m): 20.0 Column type: Slender Buckling length, Lcy (m): 20.0 Stabilized Lcy/i: NoBuckling length, Lcz (m): 20.0 Stabilized Lcz/i: No
Concrete Material C40/50Design values for
Ultimate Limit State (MPa)Value[MPa]
Design values for Ultimate Limit State (MPa)
Value[MPa]
fcd 26.67 εcu 0.0035fctd 1.64 γc 1.50Ecd 29350 Low strength variation: Noεc1 0.0020
Design values for Ultimate Limit State (MPa)Designation Bottom Designation B500B
Diameter, mm 25Top Designation B500B
Diameter, mm 25Stirrup Designation Ps500
Diameter, mm 9fyd 435 435 435fycd 435 435 435Esd 200000 200000 200000
Reinforcement detailsBottom Code Top Code
Cover 35 35 35 35Cover (side) 35 35 Distance between bars In same layer 25 25 25 25In different layers 25 25 25 25Vibration space 0 (mm) Largest aggregate size 16 (mm) Cover tolerance 10 (mm) Stirrup details Angle (deg) 90.0
1 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Traditionell 600x600 20m 635,5kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\SCF\600x600\635,5\Concrete Columncalculation20m.ccc
Company name:
Section Loadcase: VanligSection: 600x600
Loadcase dependent parametersLoadcase Creep coefficient
Vanlig (Effective creep) 0
LoadcaseDesignation Mz [kNm] My [kNm] N [kN] Limit state TypeVanlig 0 286.0 -635.5 ULS
Column: Vanlig - Calculation settingsDesign settings Use compression reinforcement YesUse minimum bend reinforcement YesUse sudden release (EN 8.10.2.2) NoMonolithic construction (EN 9.2.1.2) No2nd order moment calculation Stiffness method (EN 5.8.7)
Design results
Column: Vanlig - Ultimate limit state Slender bending capacityBuckling data Calculated WITH 2nd order moment according to
the Stiffness method (EN 5.8.7) Required reinforcement 4 ø 25 + 4 ø 25 Moment from load My = 286.0 kNm Moment from initial bow imperfection Meiy = 31.8 kNm Addition from 2nd order effects My2 = 226.9 kNm Total design moment Myd2 = 286.0 + 31.8 + 226.9 = 544.7 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. My = 12.7 kNmMoment capacity MRdy = 606.9 kNm Utilization ratio Myd2/MRyd = 544.7/606.9 = 0.90
2 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Traditionell 600x600 20m 635,5kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\SCF\600x600\635,5\Concrete Columncalculation20m.ccc
Company name:
Slender bending capacityMoment from load Mz = 0 kNm Moment from initial bow imperfection Meiz = 31.8 kNm Addition from 2nd order effects Mz2 = 28.5 kNm Total design moment Mzd2 = 0 + 31.8 + 28.5 = 60.3 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. Mz = 12.7 kNmMoment capacity MRdz = 581.7 kNm Utilization ratio Mzd2/MRzd = 60.3/581.7 = 0.10 Utilization ratio, biaxially No check is necessary according to EN
1992-1-1 5.8.9 (5.38)
Slender compression capacitySlender capacity Nxyu = -1733.6 kN Utilization ratio N/Nxyu = -635.5/-1733.6 = 0.37Slenderness factor λy = lcy/iy = 20.00/0.173 = 115.47< 190.72Slender capacity Nxzu = -1508.8 kN Utilization ratio N/Nxzu = -635.5/-1508.8 = 0.42Slenderness factor λz = lcz/iz = 20.00/0.173 = 115.47< 177.92
Minimum stirrupsMinimum transverse reinforcement according to EN 1992-1-1 9.5.3 Stirrups ø 9 s 400
3 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Traditionell 600x600 3m 953,3kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\SCF\600x600\953,25\Concrete Columncalculation3m.ccc
Company name:
Input - Eurocode concrete / EN 1992-1-1 (Swedish annex)
Column: Vanlig - Ultimate limit state General
Designation ValueExposure class: X0 Very dryLife class: L50Quality control and reduced deviations: NoReduced or measured geometrical data: No
Column geometryDesignation Value Designation Value
Column length (m): 3.0 Column type: Slender Buckling length, Lcy (m): 3.0 Stabilized Lcy/i: NoBuckling length, Lcz (m): 3.0 Stabilized Lcz/i: No
Concrete Material C40/50Design values for
Ultimate Limit State (MPa)Value[MPa]
Design values for Ultimate Limit State (MPa)
Value[MPa]
fcd 26.67 εcu 0.0035fctd 1.64 γc 1.50Ecd 29350 Low strength variation: Noεc1 0.0020
Design values for Ultimate Limit State (MPa)Designation Bottom Designation B500B
Diameter, mm 25Top Designation B500B
Diameter, mm 25Stirrup Designation Ps500
Diameter, mm 9fyd 435 435 435fycd 435 435 435Esd 200000 200000 200000
Reinforcement detailsBottom Code Top Code
Cover 35 35 35 35Cover (side) 35 35 Distance between bars In same layer 25 25 25 25In different layers 25 25 25 25Vibration space 0 (mm) Largest aggregate size 16 (mm) Cover tolerance 10 (mm) Stirrup details Angle (deg) 90.0
1 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Traditionell 600x600 3m 953,3kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\SCF\600x600\953,25\Concrete Columncalculation3m.ccc
Company name:
Section Loadcase: VanligSection: 600x600
Loadcase dependent parametersLoadcase Creep coefficient
Vanlig (Effective creep) 0
LoadcaseDesignation Mz [kNm] My [kNm] N [kN] Limit state TypeVanlig 0 429.0 -953.3 ULS
Column: Vanlig - Calculation settingsDesign settings Use compression reinforcement YesUse minimum bend reinforcement YesUse sudden release (EN 8.10.2.2) NoMonolithic construction (EN 9.2.1.2) No2nd order moment calculation Stiffness method (EN 5.8.7)
Design results
Column: Vanlig - Ultimate limit state Slender bending capacityBuckling data Calculated WITH 2nd order moment according to
the Stiffness method (EN 5.8.7) Required reinforcement 2 ø 25 + 2 ø 25 Moment from load My = 429.0 kNm Moment from initial bow imperfection Meiy = 7.1 kNm Addition from 2nd order effects My2 = 16.3 kNm Total design moment Myd2 = 429.0 + 7.1 + 16.3 = 452.4 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. My = 19.1 kNmMoment capacity MRdy = 469.6 kNm Utilization ratio Myd2/MRyd = 452.4/469.6 = 0.96
2 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Traditionell 600x600 3m 953,3kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\SCF\600x600\953,25\Concrete Columncalculation3m.ccc
Company name:
Slender bending capacityMoment from load Mz = 0 kNm Moment from initial bow imperfection Meiz = 7.1 kNm Addition from 2nd order effects Mz2 = 0.3 kNm Total design moment Mzd2 = 0 + 7.1 + 0.3 = 7.4 kNm Moment with respect to unintentional loadeccentricityaccording to EN 6.1 will be decisive.
Mz = 19.1 kNm
Moment capacity MRdz = 469.2 kNm Utilization ratio Mzd2/MRzd = 19.1/469.2 = 0.04 Utilization ratio, biaxially No check is necessary according to EN
1992-1-1 5.8.9 (5.38)
Slender compression capacitySlender capacity Nxyu = -10453.7 kN Utilization ratio N/Nxyu = -953.3/-10453.7 = 0.09Slenderness factor λy = lcy/iy = 3.00/0.173 = 17.32< 101.05Slender capacity Nxzu = -10453.7 kN Utilization ratio N/Nxzu = -953.3/-10453.7 = 0.09Slenderness factor λz = lcz/iz = 3.00/0.173 = 17.32< 100.88
Minimum stirrupsMinimum transverse reinforcement according to EN 1992-1-1 9.5.3 Stirrups ø 9 s 400
3 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Traditionell 600x600 10m 953,3kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\SCF\600x600\953,25\Concrete Columncalculation10m.ccc
Company name:
Input - Eurocode concrete / EN 1992-1-1 (Swedish annex)
Column: Vanlig - Ultimate limit state General
Designation ValueExposure class: X0 Very dryLife class: L50Quality control and reduced deviations: NoReduced or measured geometrical data: No
Column geometryDesignation Value Designation Value
Column length (m): 10.0 Column type: Slender Buckling length, Lcy (m): 10.0 Stabilized Lcy/i: NoBuckling length, Lcz (m): 10.0 Stabilized Lcz/i: No
Concrete Material C40/50Design values for
Ultimate Limit State (MPa)Value[MPa]
Design values for Ultimate Limit State (MPa)
Value[MPa]
fcd 26.67 εcu 0.0035fctd 1.64 γc 1.50Ecd 29350 Low strength variation: Noεc1 0.0020
Design values for Ultimate Limit State (MPa)Designation Bottom Designation B500B
Diameter, mm 25Top Designation B500B
Diameter, mm 25Stirrup Designation Ps500
Diameter, mm 9fyd 435 435 435fycd 435 435 435Esd 200000 200000 200000
Reinforcement detailsBottom Code Top Code
Cover 35 35 35 35Cover (side) 35 35 Distance between bars In same layer 25 25 25 25In different layers 25 25 25 25Vibration space 0 (mm) Largest aggregate size 16 (mm) Cover tolerance 10 (mm) Stirrup details Angle (deg) 90.0
1 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Traditionell 600x600 10m 953,3kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\SCF\600x600\953,25\Concrete Columncalculation10m.ccc
Company name:
Section Loadcase: VanligSection: 600x600
Loadcase dependent parametersLoadcase Creep coefficient
Vanlig (Effective creep) 0
LoadcaseDesignation Mz [kNm] My [kNm] N [kN] Limit state TypeVanlig 0 429.0 -953.3 ULS
Column: Vanlig - Calculation settingsDesign settings Use compression reinforcement YesUse minimum bend reinforcement YesUse sudden release (EN 8.10.2.2) NoMonolithic construction (EN 9.2.1.2) No2nd order moment calculation Stiffness method (EN 5.8.7)
Design results
Column: Vanlig - Ultimate limit state Slender bending capacityBuckling data Calculated WITH 2nd order moment according to
the Stiffness method (EN 5.8.7) Required reinforcement 4 ø 25 + 4 ø 25 Moment from load My = 429.0 kNm Moment from initial bow imperfection Meiy = 23.8 kNm Addition from 2nd order effects My2 = 97.1 kNm Total design moment Myd2 = 429.0 + 23.8 + 97.1 = 549.9 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. My = 19.1 kNmMoment capacity MRdy = 682.8 kNm Utilization ratio Myd2/MRyd = 549.9/682.8 = 0.81
2 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Traditionell 600x600 10m 953,3kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\SCF\600x600\953,25\Concrete Columncalculation10m.ccc
Company name:
Slender bending capacityMoment from load Mz = 0 kNm Moment from initial bow imperfection Meiz = 23.8 kNm Addition from 2nd order effects Mz2 = 6.1 kNm Total design moment Mzd2 = 0 + 23.8 + 6.1 = 29.9 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. Mz = 19.1 kNmMoment capacity MRdz = 650.8 kNm Utilization ratio Mzd2/MRzd = 29.9/650.8 = 0.05 Utilization ratio, biaxially No check is necessary according to EN
1992-1-1 5.8.9 (5.38)
Slender compression capacitySlender capacity Nxyu = -6437.2 kN Utilization ratio N/Nxyu = -953.3/-6437.2 = 0.15Slenderness factor λy = lcy/iy = 10.00/0.173 = 57.74< 150.03Slender capacity Nxzu = -5537.9 kN Utilization ratio N/Nxzu = -953.3/-5537.9 = 0.17Slenderness factor λz = lcz/iz = 10.00/0.173 = 57.74< 139.15
Minimum stirrupsMinimum transverse reinforcement according to EN 1992-1-1 9.5.3 Stirrups ø 9 s 400
3 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Traditionell 600x600 20m 953,3kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\SCF\600x600\953,25\Concrete Columncalculation20m.ccc
Company name:
Input - Eurocode concrete / EN 1992-1-1 (Swedish annex)
Column: Vanlig - Ultimate limit state General
Designation ValueExposure class: X0 Very dryLife class: L50Quality control and reduced deviations: NoReduced or measured geometrical data: No
Column geometryDesignation Value Designation Value
Column length (m): 20.0 Column type: Slender Buckling length, Lcy (m): 20.0 Stabilized Lcy/i: NoBuckling length, Lcz (m): 20.0 Stabilized Lcz/i: No
Concrete Material C40/50Design values for
Ultimate Limit State (MPa)Value[MPa]
Design values for Ultimate Limit State (MPa)
Value[MPa]
fcd 26.67 εcu 0.0035fctd 1.64 γc 1.50Ecd 29350 Low strength variation: Noεc1 0.0020
Design values for Ultimate Limit State (MPa)Designation Bottom Designation B500B
Diameter, mm 25Top Designation B500B
Diameter, mm 25Stirrup Designation Ps500
Diameter, mm 9fyd 435 435 435fycd 435 435 435Esd 200000 200000 200000
Reinforcement detailsBottom Code Top Code
Cover 35 35 35 35Cover (side) 35 35 Distance between bars In same layer 25 25 25 25In different layers 25 25 25 25Vibration space 0 (mm) Largest aggregate size 16 (mm) Cover tolerance 10 (mm) Stirrup details Angle (deg) 90.0
1 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Traditionell 600x600 20m 953,3kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\SCF\600x600\953,25\Concrete Columncalculation20m.ccc
Company name:
Section Loadcase: VanligSection: 600x600
Loadcase dependent parametersLoadcase Creep coefficient
Vanlig (Effective creep) 0
LoadcaseDesignation Mz [kNm] My [kNm] N [kN] Limit state TypeVanlig 0 429.0 -953.3 ULS
Column: Vanlig - Calculation settingsDesign settings Use compression reinforcement YesUse minimum bend reinforcement YesUse sudden release (EN 8.10.2.2) NoMonolithic construction (EN 9.2.1.2) No2nd order moment calculation Stiffness method (EN 5.8.7)
Design results
Column: Vanlig - Ultimate limit state Slender bending capacityBuckling data Calculated WITH 2nd order moment according to
the Stiffness method (EN 5.8.7) Required reinforcement 6 ø 25 + 6 ø 25 Moment from load My = 429.0 kNm Moment from initial bow imperfection Meiy = 47.7 kNm Addition from 2nd order effects My2 = 340.3 kNm Total design moment Myd2 = 429.0 + 47.7 + 340.3 = 817.0 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. My = 19.1 kNmMoment capacity MRdy = 896.3 kNm Utilization ratio Myd2/MRyd = 817.0/896.3 = 0.91
2 ( 3 )
Concrete Column 6.4.003© StruSoft AB 2014
Project: Traditionell 600x600 20m 953,3kN Date: 2015-05-16 Description: Made by:Project file: H:\Exjobb\Concrete
column\SCF\600x600\953,25\Concrete Columncalculation20m.ccc
Company name:
Slender bending capacityMoment from load Mz = 0 kNm Moment from initial bow imperfection Meiz = 47.7 kNm Addition from 2nd order effects Mz2 = 54.5 kNm Total design moment Mzd2 = 0 + 47.7 + 54.5 = 102.2 kNm Minumum moment with respect to unintentional loadeccentricity according to EN 6.1. Mz = 19.1 kNmMoment capacity MRdz = 806.8 kNm Utilization ratio Mzd2/MRzd = 102.2/806.8 = 0.13 Utilization ratio, biaxially No check is necessary according to EN
1992-1-1 5.8.9 (5.38)
Slender compression capacitySlender capacity Nxyu = -2600.5 kN Utilization ratio N/Nxyu = -953.3/-2600.5 = 0.37Slenderness factor λy = lcy/iy = 20.00/0.173 = 115.47< 190.71Slender capacity Nxzu = -1981.7 kN Utilization ratio N/Nxzu = -953.3/-1981.7 = 0.48Slenderness factor λz = lcz/iz = 20.00/0.173 = 115.47< 166.49
Minimum stirrupsMinimum transverse reinforcement according to EN 1992-1-1 9.5.3 Stirrups ø 9 s 400
3 ( 3 )
Concrete Corbel© StruSoft AB
Project: Konsol 300 317,75Kn Date: 2015-05-08Carried out by:
Project file: C:\Users\Christer\Desktop\Corbel\Beräkningar\300+300 317,75.UCS
Company name:
Code informationEurocode EN 1992-1-1 (Swedish annex)
GeneralExposure class X0 Very dryLife class L50Water Cement Ratio N/AQuality control and reduced deviations NoReduced or measured geometrical data No
Material - Reinforcement (MPa) Main reinf. Link reinf. Main reinf. Link reinf.Descrip. B500B Ps500 Descrip. B500B Ps500Fyd 435 435 Esd 200000 200000Fycd 435 435
Material - Concrete (MPa)Strength class C40/50 E0d 29350.38Fcd 26.67 Low strength variation (< 10%) NoFctd 1.64
Geometry (mm)Cantilever, f 300 Flat bar height, h1 15 Console width, b 300Total height, h 385 Height, h2 235
Loads (kN, mm)Load Vert. Horiz. Dist.to Excent.Nr. Fv Fh edge,a e
1 317,75 0,00 150 0
Reinforcement details Main Link Main Link Main Link
Diameter (mm) 16 9 Cover (mm) 28 28 Bending radius 36 24
1 ( 3 )
Concrete Corbel© StruSoft AB
Project: Konsol 300 317,75Kn Date: 2015-05-08Carried out by:
Project file: C:\Users\Christer\Desktop\Corbel\Beräkningar\300+300 317,75.UCS
Company name:
ReinforcementLoadcase --> 1 Loadcase --> 1
General Reinforcement area, As (mm²) 366Req. reinforcement force,Fs(kN) 159.19 Anchorage length, lb (mm) 430Effective depth, d (mm) 349.00 Number of cuts per reinforcement layer 2Cot. alfa 0.501 Link reinforcement Measurement y(see manual) (mm) 19.86 Total link reinforcement. 3L Ø 9Enlargement factor lambda 1.00 Reinforcement area, As (mm²) 382Main reinforcement Vertical 1 Ø 9Reinforcement 1L Ø16
Loadcase 1
2 ( 3 )
Concrete Corbel© StruSoft AB
Project: Konsol 300 317,75Kn Date: 2015-05-08Carried out by:
Project file: C:\Users\Christer\Desktop\Corbel\Beräkningar\300+300 317,75.UCS
Company name:
Index Picture: 1 Picture:Loadcase 1 2
3 ( 3 )
Concrete Corbel© StruSoft AB
Project: Konsol 300 317,75Kn Date: 2015-05-08Carried out by:
Project file: C:\Users\Christer\Desktop\Corbel\Beräkningar\300x300 635,5.UCS
Company name:
Code informationEurocode EN 1992-1-1 (Swedish annex)
GeneralExposure class X0 Very dryLife class L50Water Cement Ratio N/AQuality control and reduced deviations NoReduced or measured geometrical data No
Material - Reinforcement (MPa) Main reinf. Link reinf. Main reinf. Link reinf.Descrip. B500B Ps500 Descrip. B500B Ps500Fyd 435 435 Esd 200000 200000Fycd 435 435
Material - Concrete (MPa)Strength class C40/50 E0d 29350.38Fcd 26.67 Low strength variation (< 10%) NoFctd 1.64
Geometry (mm)Cantilever, f 300 Flat bar height, h1 15 Console width, b 300Total height, h 485 Height, h2 335
Loads (kN, mm)Load Vert. Horiz. Dist.to Excent.Nr. Fv Fh edge,a e
1 635,50 0,00 150 0
Reinforcement details Main Link Main Link Main Link
Diameter (mm) 16 9 Cover (mm) 28 28 Bending radius 36 24
1 ( 3 )
Concrete Corbel© StruSoft AB
Project: Konsol 300 317,75Kn Date: 2015-05-08Carried out by:
Project file: C:\Users\Christer\Desktop\Corbel\Beräkningar\300x300 635,5.UCS
Company name:
ReinforcementLoadcase --> 1 Loadcase --> 1
General Reinforcement area, As (mm²) 693Req. reinforcement force,Fs(kN) 301.29 Anchorage length, lb (mm) 407Effective depth, d (mm) 419.00 Number of cuts per reinforcement layer 2,2Cot. alfa 0.474 Link reinforcement Measurement y(see manual) (mm) 39.72 Total link reinforcement. 3L Ø 9Enlargement factor lambda 1.00 Reinforcement area, As (mm²) 382Main reinforcement Vertical 1 Ø 9Reinforcement 2L Ø16
Loadcase 1
2 ( 3 )
Concrete Corbel© StruSoft AB
Project: Konsol 300 317,75Kn Date: 2015-05-08Carried out by:
Project file: C:\Users\Christer\Desktop\Corbel\Beräkningar\300x300 635,5.UCS
Company name:
Index Picture: 1 Picture:Loadcase 1 2
3 ( 3 )
Concrete Corbel© StruSoft AB
Project: Konsol 300 317,75Kn Date: 2015-05-08Carried out by:
Project file: C:\Users\Christer\Desktop\Corbel\Beräkningar\400x400 317,75.UCS
Company name:
Code informationEurocode EN 1992-1-1 (Swedish annex)
GeneralExposure class X0 Very dryLife class L50Water Cement Ratio N/AQuality control and reduced deviations NoReduced or measured geometrical data No
Material - Reinforcement (MPa) Main reinf. Link reinf. Main reinf. Link reinf.Descrip. B500B Ps500 Descrip. B500B Ps500Fyd 435 435 Esd 200000 200000Fycd 435 435
Material - Concrete (MPa)Strength class C40/50 E0d 29350.38Fcd 26.67 Low strength variation (< 10%) NoFctd 1.64
Geometry (mm)Cantilever, f 300 Flat bar height, h1 15 Console width, b 400Total height, h 385 Height, h2 235
Loads (kN, mm)Load Vert. Horiz. Dist.to Excent.Nr. Fv Fh edge,a e
1 317,75 0,00 150 0
Reinforcement details Main Link Main Link Main Link
Diameter (mm) 16 9 Cover (mm) 28 28 Bending radius 36 24
1 ( 3 )
Concrete Corbel© StruSoft AB
Project: Konsol 300 317,75Kn Date: 2015-05-08Carried out by:
Project file: C:\Users\Christer\Desktop\Corbel\Beräkningar\400x400 317,75.UCS
Company name:
ReinforcementLoadcase --> 1 Loadcase --> 1
General Reinforcement area, As (mm²) 353Req. reinforcement force,Fs(kN) 153.29 Anchorage length, lb (mm) 414Effective depth, d (mm) 349.00 Number of cuts per reinforcement layer 2Cot. alfa 0.482 Link reinforcement Measurement y(see manual) (mm) 14.89 Total link reinforcement. 3L Ø 9Enlargement factor lambda 1.00 Reinforcement area, As (mm²) 382Main reinforcement Vertical 1 Ø 9Reinforcement 1L Ø16
Loadcase 1
2 ( 3 )
Concrete Corbel© StruSoft AB
Project: Konsol 300 317,75Kn Date: 2015-05-08Carried out by:
Project file: C:\Users\Christer\Desktop\Corbel\Beräkningar\400x400 317,75.UCS
Company name:
Index Picture: 1 Picture:Loadcase 1 2
3 ( 3 )
Concrete Corbel© StruSoft AB
Project: Konsol 300 317,75Kn Date: 2015-05-08Carried out by:
Project file: C:\Users\Christer\Desktop\Corbel\Beräkningar\400x400 953,25.UCS
Company name:
Code informationEurocode EN 1992-1-1 (Swedish annex)
GeneralExposure class X0 Very dryLife class L50Water Cement Ratio N/AQuality control and reduced deviations NoReduced or measured geometrical data No
Material - Reinforcement (MPa) Main reinf. Link reinf. Main reinf. Link reinf.Descrip. B500B Ps500 Descrip. B500B Ps500Fyd 435 435 Esd 200000 200000Fycd 435 435
Material - Concrete (MPa)Strength class C40/50 E0d 29350.38Fcd 26.67 Low strength variation (< 10%) NoFctd 1.64
Geometry (mm)Cantilever, f 300 Flat bar height, h1 15 Console width, b 400Total height, h 385 Height, h2 235
Loads (kN, mm)Load Vert. Horiz. Dist.to Excent.Nr. Fv Fh edge,a e
1 953,25 0,00 150 0
Reinforcement details Main Link Main Link Main Link
Diameter (mm) 16 9 Cover (mm) 28 28 Bending radius 36 24
1 ( 3 )
Concrete Corbel© StruSoft AB
Project: Konsol 300 317,75Kn Date: 2015-05-08Carried out by:
Project file: C:\Users\Christer\Desktop\Corbel\Beräkningar\400x400 953,25.UCS
Company name:
ReinforcementLoadcase --> 1 Loadcase --> 1
General Reinforcement area, As (mm²) 1478Req. reinforcement force,Fs(kN) 642.40 Anchorage length, lb (mm) 434Effective depth, d (mm) 319.00 Number of cuts per reinforcement layer 4,4Cot. alfa 0.674 Link reinforcement Measurement y(see manual) (mm) 44.68 Total link reinforcement. 3L Ø 9Enlargement factor lambda 1.00 Reinforcement area, As (mm²) 509Main reinforcement Vertical 1 Ø 9Reinforcement 2L Ø16
Loadcase 1
2 ( 3 )
Concrete Corbel© StruSoft AB
Project: Konsol 300 317,75Kn Date: 2015-05-08Carried out by:
Project file: C:\Users\Christer\Desktop\Corbel\Beräkningar\400x400 953,25.UCS
Company name:
Index Picture: 1 Picture:Loadcase 1 2
3 ( 3 )
Concrete Corbel© StruSoft AB
Project: Konsol 300 317,75Kn Date: 2015-05-08Carried out by:
Project file: C:\Users\Christer\Desktop\Corbel\Beräkningar\400x400 635,5.UCS
Company name:
Code informationEurocode EN 1992-1-1 (Swedish annex)
GeneralExposure class X0 Very dryLife class L50Water Cement Ratio N/AQuality control and reduced deviations NoReduced or measured geometrical data No
Material - Reinforcement (MPa) Main reinf. Link reinf. Main reinf. Link reinf.Descrip. B500B Ps500 Descrip. B500B Ps500Fyd 435 435 Esd 200000 200000Fycd 435 435
Material - Concrete (MPa)Strength class C40/50 E0d 29350.38Fcd 26.67 Low strength variation (< 10%) NoFctd 1.64
Geometry (mm)Cantilever, f 300 Flat bar height, h1 15 Console width, b 400Total height, h 385 Height, h2 235
Loads (kN, mm)Load Vert. Horiz. Dist.to Excent.Nr. Fv Fh edge,a e
1 635,50 0,00 150 0
Reinforcement details Main Link Main Link Main Link
Diameter (mm) 16 9 Cover (mm) 28 28 Bending radius 36 24
1 ( 3 )
Concrete Corbel© StruSoft AB
Project: Konsol 300 317,75Kn Date: 2015-05-08Carried out by:
Project file: C:\Users\Christer\Desktop\Corbel\Beräkningar\400x400 635,5.UCS
Company name:
ReinforcementLoadcase --> 1 Loadcase --> 1
General Reinforcement area, As (mm²) 789Req. reinforcement force,Fs(kN) 343.20 Anchorage length, lb (mm) 463Effective depth, d (mm) 349.00 Number of cuts per reinforcement layer 4Cot. alfa 0.540 Link reinforcement Measurement y(see manual) (mm) 29.79 Total link reinforcement. 3L Ø 9Enlargement factor lambda 1.00 Reinforcement area, As (mm²) 382Main reinforcement Vertical 1 Ø 9Reinforcement 1L Ø16
Loadcase 1
2 ( 3 )
Concrete Corbel© StruSoft AB
Project: Konsol 300 317,75Kn Date: 2015-05-08Carried out by:
Project file: C:\Users\Christer\Desktop\Corbel\Beräkningar\400x400 635,5.UCS
Company name:
Index Picture: 1 Picture:Loadcase 1 2
3 ( 3 )
Concrete Corbel© StruSoft AB
Project: Konsol 300 317,75Kn Date: 2015-05-08Carried out by:
Project file: C:\Users\Christer\Desktop\Corbel\Beräkningar\600x600 317,75.UCS
Company name:
Code informationEurocode EN 1992-1-1 (Swedish annex)
GeneralExposure class X0 Very dryLife class L50Water Cement Ratio N/AQuality control and reduced deviations NoReduced or measured geometrical data No
Material - Reinforcement (MPa) Main reinf. Link reinf. Main reinf. Link reinf.Descrip. B500B Ps500 Descrip. B500B Ps500Fyd 435 435 Esd 200000 200000Fycd 435 435
Material - Concrete (MPa)Strength class C40/50 E0d 29350.38Fcd 26.67 Low strength variation (< 10%) NoFctd 1.64
Geometry (mm)Cantilever, f 300 Flat bar height, h1 15 Console width, b 500Total height, h 385 Height, h2 235
Loads (kN, mm)Load Vert. Horiz. Dist.to Excent.Nr. Fv Fh edge,a e
1 317,75 0,00 150 0
Reinforcement details Main Link Main Link Main Link
Diameter (mm) 16 9 Cover (mm) 28 28 Bending radius 36 24
1 ( 3 )
Concrete Corbel© StruSoft AB
Project: Konsol 300 317,75Kn Date: 2015-05-08Carried out by:
Project file: C:\Users\Christer\Desktop\Corbel\Beräkningar\600x600 317,75.UCS
Company name:
ReinforcementLoadcase --> 1 Loadcase --> 1
General Reinforcement area, As (mm²) 345Req. reinforcement force,Fs(kN) 149.83 Anchorage length, lb (mm) 405Effective depth, d (mm) 349.00 Number of cuts per reinforcement layer 2Cot. alfa 0.472 Link reinforcement Measurement y(see manual) (mm) 11.92 Total link reinforcement. 3L Ø 9Enlargement factor lambda 1.00 Reinforcement area, As (mm²) 382Main reinforcement Vertical 1 Ø 9Reinforcement 1L Ø16
Loadcase 1
2 ( 3 )
Concrete Corbel© StruSoft AB
Project: Konsol 300 317,75Kn Date: 2015-05-08Carried out by:
Project file: C:\Users\Christer\Desktop\Corbel\Beräkningar\600x600 317,75.UCS
Company name:
Index Picture: 1 Picture:Loadcase 1 2
3 ( 3 )
Concrete Corbel© StruSoft AB
Project: Konsol 300 317,75Kn Date: 2015-05-08Carried out by:
Project file: C:\Users\Christer\Desktop\Corbel\Beräkningar\600x600 635,5.UCS
Company name:
Code informationEurocode EN 1992-1-1 (Swedish annex)
GeneralExposure class X0 Very dryLife class L50Water Cement Ratio N/AQuality control and reduced deviations NoReduced or measured geometrical data No
Material - Reinforcement (MPa) Main reinf. Link reinf. Main reinf. Link reinf.Descrip. B500B Ps500 Descrip. B500B Ps500Fyd 435 435 Esd 200000 200000Fycd 435 435
Material - Concrete (MPa)Strength class C40/50 E0d 29350.38Fcd 26.67 Low strength variation (< 10%) NoFctd 1.64
Geometry (mm)Cantilever, f 300 Flat bar height, h1 15 Console width, b 500Total height, h 385 Height, h2 235
Loads (kN, mm)Load Vert. Horiz. Dist.to Excent.Nr. Fv Fh edge,a e
1 635,50 0,00 150 0
Reinforcement details Main Link Main Link Main Link
Diameter (mm) 16 9 Cover (mm) 28 28 Bending radius 36 24
1 ( 3 )
Concrete Corbel© StruSoft AB
Project: Konsol 300 317,75Kn Date: 2015-05-08Carried out by:
Project file: C:\Users\Christer\Desktop\Corbel\Beräkningar\600x600 635,5.UCS
Company name:
ReinforcementLoadcase --> 1 Loadcase --> 1
General Reinforcement area, As (mm²) 755Req. reinforcement force,Fs(kN) 328.10 Anchorage length, lb (mm) 443Effective depth, d (mm) 349.00 Number of cuts per reinforcement layer 4Cot. alfa 0.516 Link reinforcement Measurement y(see manual) (mm) 23.83 Total link reinforcement. 3L Ø 9Enlargement factor lambda 1.00 Reinforcement area, As (mm²) 382Main reinforcement Vertical 1 Ø 9Reinforcement 1L Ø16
Loadcase 1
2 ( 3 )
Concrete Corbel© StruSoft AB
Project: Konsol 300 317,75Kn Date: 2015-05-08Carried out by:
Project file: C:\Users\Christer\Desktop\Corbel\Beräkningar\600x600 635,5.UCS
Company name:
Index Picture: 1 Picture:Loadcase 1 2
3 ( 3 )
Concrete Corbel© StruSoft AB
Project: Konsol 300 317,75Kn Date: 2015-05-08Carried out by:
Project file: C:\Users\Christer\Desktop\Corbel\Beräkningar\600x600 953,25.UCS
Company name:
Code informationEurocode EN 1992-1-1 (Swedish annex)
GeneralExposure class X0 Very dryLife class L50Water Cement Ratio N/AQuality control and reduced deviations NoReduced or measured geometrical data No
Material - Reinforcement (MPa) Main reinf. Link reinf. Main reinf. Link reinf.Descrip. B500B Ps500 Descrip. B500B Ps500Fyd 435 435 Esd 200000 200000Fycd 435 435
Material - Concrete (MPa)Strength class C40/50 E0d 29350.38Fcd 26.67 Low strength variation (< 10%) NoFctd 1.64
Geometry (mm)Cantilever, f 300 Flat bar height, h1 15 Console width, b 500Total height, h 385 Height, h2 235
Loads (kN, mm)Load Vert. Horiz. Dist.to Excent.Nr. Fv Fh edge,a e
1 953,25 0,00 150 0
Reinforcement details Main Link Main Link Main Link
Diameter (mm) 16 9 Cover (mm) 28 28 Bending radius 36 24
1 ( 3 )
Concrete Corbel© StruSoft AB
Project: Konsol 300 317,75Kn Date: 2015-05-08Carried out by:
Project file: C:\Users\Christer\Desktop\Corbel\Beräkningar\600x600 953,25.UCS
Company name:
ReinforcementLoadcase --> 1 Loadcase --> 1
General Reinforcement area, As (mm²) 1302Req. reinforcement force,Fs(kN) 566.11 Anchorage length, lb (mm) 382Effective depth, d (mm) 334.00 Number of cuts per reinforcement layer 6,2Cot. alfa 0.594 Link reinforcement Measurement y(see manual) (mm) 35.75 Total link reinforcement. 3L Ø 9Enlargement factor lambda 1.00 Reinforcement area, As (mm²) 509Main reinforcement Vertical 1 Ø 9Reinforcement 2L Ø16
Loadcase 1
2 ( 3 )
Concrete Corbel© StruSoft AB
Project: Konsol 300 317,75Kn Date: 2015-05-08Carried out by:
Project file: C:\Users\Christer\Desktop\Corbel\Beräkningar\600x600 953,25.UCS
Company name:
Index Picture: 1 Picture:Loadcase 1 2
3 ( 3 )
Pricelist
All prices FCA Åndalsnes Including packing
Terms of payment: Net per. 30 days
Late payment : 1,0 % interest per. mnd.
From date: 01.02.15 Sign. SB
Replace list: 01.01.14 Sign. SB
Page 1
Customer: Elementprodusenter Norsk BSF-2014
Reference Partnr Text Units
pr
Pall
Weight
Unit
Prices
Per.unit.
NOK
B 225 Beam unit 9,80 375,-
B 300 Beam unit 8,3 385,-
B 450 Beam unit 10,8 407,-
B 700 Beam unit 26,8 802,-
S 225 Knife 16,0 257,-
S 300 Knife 19,2 273,-
S 450 Knife 37,3 471,-
S 700 Knife 53,0 664,-
SF 225 Column unit 4,2 219,-
SF 300 Column unit 4,4 225,-
SF 450 Column unit 7,4 294,-
SF 700 Column unit 15,8 492,-
BSF 225 Complete BSF 225 Beam/ Column connection 21,0 851,-
BSF 300 Complete BSF 300 Beam/ Column connection 31,9 883,-
BSF 450 Complete BSF 450 Beam/ Column connection 55,5 1.172,-
BSF 700 Complete BSF 700 Beam/ Column connection 95,6 1.958,-
SF 225 B-B Colum unit for BSF 225 Beam to Beam unit 2.6 214,-
SF 300 B-B Colum unit for BSF 300 Beam to Beam unit 2,6 219,-
SF 450 B-B Colum unit for BSF 450 Beam to Beam unit 2,6 225,-
SF 700 B-B Colum unit for BSF 700 Beam to Beam unit 19,0 610,-
Tilleggsprodukter
BO 225 Utsparings kloss for BSF 225 / 300 1,9 850,-
BO 450 Utsparings kloss for BSF 450 2,6 875,-
BO 700 Utsparings kloss for BSF 700 5,3 1040,-
PRISLISTA 2015-2016 32
(40)
PCs-konsoler
PCs-konsol är en moduluppbyggd dold pelarkonsol, där den ingjutna delen möjliggör raka formväggar och det fastskruvade knapet ges en överlägsen justerbarhet och hög
bärförmåga. PCs-konsoler kan användas i prefabricerade betongbalkar med PC-balkskor, även med stålbalkar och samverkansbalkar, till exempel Deltabalkar, med tillhörande
ändplåtar. Det finns ett särskilt PCs LOCK tillgängligt för att förhindra en negativ stödreaktion.
Produkt Brutto
PCs 2 Complete 1 159,00 kr
PCs 3 Complete 1 198,00 kr
PCs 5 Complete 1 649,00 kr
PCs 7 Complete 2 470,00 kr
PCs 10 Complete 3 492,00 kr
PCs 15 Complete 4 721,00 kr
PRISLISTA 2015-2016 33
(40)
PCs-UP
PCs-konsolerna gjuts fast i mitten av pelaren eller väggen och PCs UP-konsolerna i den övre delen av pelaren eller väggen. PCs-UP kan även installeras upp-och-ned för att
skapa en dold konsol långt ned i en pelare, vägg eller balk.
Produkt Brutto
PCs 2 UP Complete 1 159,00 kr
PCs 3 UP Complete 1 198,00 kr
PCs 5 UP Complete 1 649,00 kr
PCs 7 UP Complete 2 470,00 kr
PCs 10 UP Complete 3 492,00 kr
PRISLISTA 2015-2016 34
(40)
PC-balkskor
PC-balkskor används som motsvarighet till PCs-konsoler för enkel montering av både förspända och ej förspända prefabricerade betongbalkar till pelare.
Det finns två olika modeller:
• Låga för balkflänshöjder < 60 mm
• Höga för balkflänshöjder > 60 mm
Produkt Brutto
PC2-L 705,10 kr
PC3-L 735,00 kr
PC5-L 1 092,00 kr
PC7-L 1 386,00 kr
PC10-L 2 069,00 kr
PC15-L 2 470,00 kr
PRISLISTA 2015-2016 35
(40)
Produkt Brutto
PC2-H 705,10 kr
PC3-H 735,00 kr
PC5-H 1 092,00 kr
PC7-H 1 386,00 kr
PC10-H 2 069,00 kr
PC15-H 2 470,00 kr