kunwoo structural eng. -...

PRO.IECT NO.

- -

STRUCTURAL DESIGN AND ANALYSIS

v-7 % :J KUNWOO STRUCTURAL ENG.

Al&AI 7Z? 925 197-5 ~b 4 IT 14 8022

TEL : 02-2028-180314 FAX : 02-2028-1802

STRUCTURAL DESIGN AND ANALYSIS

41 Z 5 G 3 $@R&II~~+@ (DESIGNED BY) (CHECKED BY) (APPROVED by)

KOREAN PROFESSIONAL I $ @ *

ENGINEERS OI XH E O F o I & % j 3 @ ? + 0 2

ASSOCIATION 1

M 0 1 A IV . 3ZOH 7 $11 DATA ................................................................................................................. 77

Concrete fck

(MPa)

15 MPa : (31E 34=) 21 MPa : (735 Z ZS7q)

240 MPa (SD24) : PIE Z7S) 400 MPA (SD40) : (85 9 g37q)

Kunwoo Structural Engineering

- 2 -

(THK = 60 mm) : 234E S4lE (THK = 120 mm) : 2.88 3 w 0.20


- 3 -

%+ 52 O f 2 0.20 k% Z34E (THK = 60 mm) : 1.38 Z34E E3qY (THK = 120 mm) : 2.88 2 '6' 0.20

2) X-lxHatT (L.L.) 6.00 9.60

33E (THK = 600 mm) : 10.80 =a Z34E (THK = 60 mm) : 1.38 Z34E $41: (THK = 120 mm) : 2.88 2 '6' 0.20

01 2 0.60 Z34E QiAE (THK = 120 mm) : 2.88 2 'b' 0.20


- 4 -

0 lLk 0.40 S34E P41E (THK = 120 mm) : 2.88 2 8 0.20

2) YxHotF (L.L.) 3.00 4.80

1) JVotF (D.L.) F 7111 01 5

0 ISk 0.40 S34E P41E (THK = 120 mm) : 2.88 3 0.20

1) JVotF (D.L.) F 7111 01 7? of&F 0.40 F2 S34E (THK = 200 mm) : 4.60 S34E S2H: (THK = 120 mm) : 2.88 E!w 0.20


- 5 -

8) 211SRC: ( S % : k ~ l m ~ )

1) Z V b t F (D.L.) 5 nll Of ??

1 tgk 0.40 Z34E P W (THK = 150 mm) : 3.60 3%

1) Z V b t F (D.L.1 5 nll 01 F 1 I&' 0.40 E34E OtZ(211S) 1.80 Z34E P W (THK = 150 mm) : 3.60

I) ilgbtz (D.L.1 F nll bt F

1) i l V 0 t Z (D.L.1 F nll bt %


- 6 -

3.2 %btF (Wind Load)

3.2.1 7H 8 8btFE Z l $ ZE9 -171 5Yloll W 4 F 8 b H x I l 24. Static Wind9 % % E 2Eh019 111

Boll c44 5 4 1 4 3 , S o l 9 -17tol1 W 4 H I S 9 SEE - 1 7 t b t l FgE H I S 9 SE xiIBol1 Hli!Il?2

4. HtSoll US SAlA1 ?$I 2E014 Ux18zkoll 4% % % E 371 WIBOII H I S 9 % % F +VEZ


- 7 -


- 8 -

q h : x I E Z 9 B Z h o I hql 4 1 2 3 A 1 9 E g ( k g f / m 1 ]

q, : xIEZOllA1 g90-lh01 Z oll 4 1 2 S A 1 4 E g (kgf/mt)

Gf : 7 E SZ% 7tAE OG%AI+

C,, : F3q9 PIE2118

K,, : 549 i l E E ! E A l +

K,, : ~l8 '01l 9 2 F462 '341+

I , : E7=9 5 8 E A 1 8


(1) q 9 6 t F 2(1+

- XI : Al-181.1 87

- S2(lJIET+ : 30 mlsec

- 5 E : B

(2) Od$bt8 (MIDASlGen PGM Od9 Data)


3.3 XIYOtF (Earthquake Load)


X I Z ~ t B O I I qS ES2!39, i 5 x l E ! d t Z , 52!39, + % H I E 3 PYE, ZE PEE 5011 xi

bo'g 2' ZEZ 2 2 1 l b t q O l b t W , 71q E2599 S X d Y S ? t 34*Y4 ef i l Z l b t q X lE !b tZ

oll E t 2 b t E E b t % U .


- 12 -

( 1 ) xIz!xlq 3 x1q211e

- x l q Al+(A) : 0.1 1 (xI?i!7? I, A i & F = A l Z 7 )

(2) 1159 ZE

- x l S 3 E : Sb (%F 30moll 419 %SxlSG"cj)

(3) Design Spectrum


- 13 -

5) L H Z S A I Xl*dAl q 3 O l l 32 27 (1987, ql237!%PI)

6) 3gE a t g 2 l e "x' (2000, q 2 3 g q Q )

7) ACI 318-99 CODE

4.2 E!l%P!

1) 7 3 A l 3 , q l q Z G W I , 2 I % V

2) Zl?5 Z!=9 73413 "x' 241, E!8+ Q, 2!73273?3!%PI

3) Steel, Concrete, and Composite Design of Tall Buildings, Bungle S. Taranath,

McGraw-Hill.

5. A t 8 EZ1Z 5.1 S3OH4 "x' P A 1 8 EZIlEJ

1) MIDASIGen Ver. 7.4.1 (General design system)

2) MIDASISDS Ver. 3.4.0 (Slab & basement Design System for windows)

1) MlDASlSet Ver. 3.3.4 (Structural engineer's tools)


- 14 -


- 15 -


- 16 -

OOZ'E OOZ'C I

--zin----

I I I

OOV'9 OOV'P OOV.9

OOZ'bL

6 6 6 6"


- 28 -


- 39 -


- 40 -

1 I 1 1 1 090'9 OPP'L OOP'9 000'C OOP'E OOP'9

1 NIJ 1 is j / - i 6 1 in ' I - I I an1 I : J . . l 1 ij l

6

fir

JIO L

n

60 3J 6 IK t GK - 6 KJ B go ;iaJ

OD 0 C . - + + a, m Ei GJ

p-.-..p.-----..-.-- ~- ~ . .

Data A p.pp.-..-........-..---..p-...-

SCG 1 (H:25Ox125x6x9) !

I

! I

Chemical Anch 6-M20(HVU-HAS)

-- - -

Project hi^ h l 8 l h S +93 219Y12MI m t tX 92P' - -

- - . - - - - - - - L - . I-- - - - , Data

Chemical 2-M20(H

Anchor VU-HAS)

I I

L

2-M20(HVU-HAS) (L=120mniOl

+-

- t1 ZT(275~200)

0 0 - 0 0 - 0 0 -

5 0 -H.

-

0

7

V)

2EA-M20

Chemical Anchor

midas Set Shear Connection [SCGI +SBl]

1. Design Conditions Design Code : AIK-ASD83

Design Type : Full Strength Design

Material : SS400 (Fy = 2.40 tf/cm2, Es = 2100 tf/cm2)

Section Size : H-250x125~6~9

Bolt Shear Strength : 4.71 tf (FIOT)

H-250x125~6~9 (SS400)

W E B

2. Original Section Properties - . & = 37.66cm2

-. l x = 4050, Iy - 294 cm4 -

- . Z x = 324.00, Zy = 47.O0cm3

3. Effective Section Properties A = 11.04cm2

4. Bolt Design -.Vdgnw = 10.20tf

- R = v*:.,,/3

H.T Bolt (F1 OT)

5. Gusset Plate Design -.Vdonw = 10.20tf

-. f,; = Vj-slA;;~

P L A T E Q'TY (EA)

3

= 3.40 tf/EA < 4.71 tf/EA ----> O.K.

= 0.85 tf/cm2 i 0.92 t f lcm2 ---> O.K.

Len. (mm)

149

Size (mm)

~ 2 0

midas Set V 3.3.4

Date : 03/27/2009

Width (mm)

200

Bolt Len. (mm)

60

Q'TY (EA)

I

Thk. (mm)

9

nridas Set Shear Connection [SBI +SB21

H - 1 5 0 x 7 5 ~ 5 ~ 7 (SS400)

1. Design Conditions Design Code : AIK-ASD83

Design Type : Full Strength Design

Material : SS400 (Fy = 2.40 tf/cm2, Es = 2100 tf/cm2)

Section Size : H-150x75~5~7

Bolt Shear Strength : 5.70 tf (FIOT)

I I I I I

2. Original Section Properties - . A s = 17.85cm2

- . Ix - - - 666, Iy - 49 cm4

- Z = 88.80, Zv = 13.20 cm3

W E B 1 2 1 M22

3. Effective Section Properties A = 6.30cm2

H.T Bolt (F1 OT)

4. Bolt Design -. Vdenw = 5.82 tf

. R = V,v;-,,/2 = 2.91 tf/EA < 5.70 tf/EA ---> O.K.

P L A T E Q'TY (EA)

60

5. Gusset Plate Design -.Vdonw = 5 .82t f

-. f:. = Vdj-a/ AT, = 0.85 tf/cm2 < 0.92 tf/cm' ---> O.K.

Q'TY Thk. Width LEA) 1 (mm) 1 (mm)

1 8 1 110 209

midas Set V 3.3.4 http://www.MidasUser.com

Date : 03/27/2009

Len. (mm)

Size (mm)

Bolt Len. (mm)

HILTI-RE 500 S3 Y t h t 8 7 0 a & B ~ 2 ~ A M % : H D l 3 @ 2 0 0 ZES'OI L = 120rnrnOIk!)

, I . . . - . . -- - -

0

0

0 V) !I SB2(H:250x250x9x 14)

Chemical Anchor

6-M20(HVU-HAS)

Chemical Anchor

I

6-M20(HVU-HAS)

(L=120mrnOl ",I)

! I

Project -. .. .

M Q A I E S & Y 393 E!IP'2$!011 K t t ?E L220,ti ~ . . . - - !

Data - -~

SB2(H:300~150~6.5~9) Chemical Anchor

Chemical Anchor

4-M2O(HVU-HAS)

. . .

+32 21988Ml K I t 75 22e -.-pp...-....-.--.- -~

Data ~ - -- - . . .. -

. . . . . . _ ----p--..-..p- ~ - - ~ ~ .

SB2(H:300~150~6.5~9) Chemical Anchor

Chemical Anchor

4-M20(HVU-HAS)

(L=120mmOl ",t)


- 65 -

OOP'P OOP'P OOP'9

bow OOZ'6 L

8 0 0

7

V)

7 CU

m .. = Go -- CU M 2 W l .. .. C C 0 0 ok 9: 0: 70 I I (-1

ii; u Go

cu ;;o M - n 1

O M 3 z 1 M {IN


- 68 -

OOP'9 OOP'9 OOV'9

b o e 002'6 L

6 0 0

009'9 OOP'P OOP'P

002'61 ,

Q

I OOZC OOZC

OOP9

$0 04 a0 L

-<

ulu - R 5 ?o - . 0

ar I -I

UlO . .

NO JIJ

-L

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0 1 I rd

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111 0 I nt .- -

5 i i o ?o .$ M $JJ aJ U-I l

X - 3 0 6

sr 6 01 110k <i

.E 110t -0

Ut i i o ; ~ 6 #lr i ,

Iv. 0 3 I Data


VIBRATION MODE

- - . . . ..- - -

-

FREQUENCY

(CYCLE/SEC)

1.045741

NATURAL PERIOD

(SEC)

0.956260

MPM(%)

DX= 54.793404

DY= 20.692093

DZ=

0.000000

RX=

0.000000

RY=

0.000000

RZ=

0.095580

I ! Mode 2

. .....-

--.

MAX

: 106

MIN

~-

: ...

. 638

. . - - - -. . .

FILE: 1

UNIT:

[cp

s]

DATE: 01/12/2009

.. ....

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----

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VIEW-DIRECTION

midas Gen PROJECT TITLE :

Modeling, Integrated Design &Analysis Software htlp:llwww.MidasUser.com midas Gen V 741

Print DateKime : 0111212009 13:20 112

midas Gen PROJECT TITLE :

Modeling, Integrated Design & Analysis Soflware Print DatelTime : 0111212009 13:20 http:llwww.MidasUser.com 212 midas Gen V 741

, Author "

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BEAM DIAGRAM

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-

SHEAR-2

CB:

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--

MAX

: 1402

MIN

: 1372

FILE:

1

UNIT:

kN

DATE:

01/12/2009

--

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VIEW-DIRECTION

BEAM DIAGRAM

-

.

SHEAR-2

CB: gLCBl

-. -

-.

MA

X : 846

MIN : 814

-

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FILE: 1

UNIT: kN

DATE: 01/12/2009

- --

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--

VIEW-DIRECTION

BEAM DIAGRAM

....

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...

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SHEAR-z

CB: gLCBl

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. MAX : 293

MIN : 256

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FILE: 1

UNIT : kN

DATE: 01/12/2009

- - - -- - -

VIEW-DIRECTION

midas Set Slab Cal~acitv Table

1. Design Conditions Design Code : KCI-US007

Material Data : fck = 15 MPa

: f, = 240 MPa

Concrete Clear Cover : 20 mm

2. Slab Thk : 120 mm Short Direction Moment (Unit : k ~ - m / m )

@ l o 0 @ I 2 0 (3150 @I80 (9200 @250 (~2300 @350

Long Direction Moment @ l o o @ I 2 0 @I50 @I80 @200 @250 0 3 0 0 ($350

3. Slab Thk : 150 mm Short Direction Moment (Unit : kN-m/m)

@ l o 0 @ I 2 0 @ I 5 0 @I80 (9200 @250 @300 Q350

Long Direction Moment @I00 @ I 2 0 @I50 @I80 G200 @250 (3300 @350

310 15.6 13.2 10.6 8.9 8.1 6.5 5.4 4.7

D10+Di3 20.8 17.6 14.3 12.0 10.9 8.8 7.4 6.3

213 25.6 21.8 17.7 15.0 13.6 11.0 9.2 7.9

E13+D16 31.2 26.7 21.9 18.6 16.9 13.7 11.5 10.0

21 6 36.1 31.1 25.7 21.9 19.9 16.2 13.7 11.9

0 = 59.9 kN/m

rnidas Set V 3.3.4

Date : 01/08/2009

Slab Design [RSI]

AI ~i lee 7

rb :Oesi&er ] lee jaernonn

1. Geometry and Materials Design Code : KCI-USD07 f-

Mater~al Data : fck = 15 MPa I

f, = 240 MPa 0 '

Slab Dlrn. : 3200 * 6120 * 120 rnrn (c, = 20 rnrn) CU' - 1

Edge Beam Size : 61 = 350 X 450, 62 = 350 X 450 rnrn I

63 = 350 X 450. 64 = 350 X 450 rnrn i 2. Applied Loads

Dead Load : Wd = 4.7 kPa

Live Load : WI = 2.0 kPa

Wu = 1.2*Wd+l . ~ * W I = 8.8 kPa

3. Check Minimum Slab Thk. a, = (4.75+4.75+9.09+9.09)/4 = 6.9197

e = Lny/Lnx= 2.0246

hm,n= 90 rnrn

h = ln(800+fy/1 .4)/(36000+9000~) = 103 rnrn

Thk = 120 > Req'd Thk = 103 rnrn ....... O.K.

4. Reinforcement Strength Reduction Factor @ = 0.850

0 I Long Span i Minimum

5. Check Shear Stresses

Coefficient

Strength Reduction Factor @ = 0.750 Short Direct~on Shear

V,,= 11.8 < @ V , = 45.7kNlrn ..... O.K.

Long Direction Shear V,= 1.5 < 0 \Jc=40.3kN/rn ....... O.K.

Cont. Cent.

0.086 O.O37(D)

midas Set V 3.3.4

Date : 01/08/2009

Cont. Cent. Ratio

. 0.006 0.002(D) I

1. Geometry and Materials Design Code : KCI-USD07


f, = 240 MPa Slab Dim. : 3200 * 61 20 * 120 mm (cc = 20 mm) Edge Beam Size :

B1 = 350 X 450, 82 = 350 X 450 mm

B3 = 350 X 450, B4 = 350 X 450 mm

midas Set Slab Design [8S2(Xt S g ) ]

2. Applied Loads ~200- i

Cllfi 1 lrl



W, = 1.2*Wd+1 .6*W1= 15.2 kPa

Company

Dedgner

3. Check Minimum Slab Thk.

hmm= 90 mm

h = 1n(800+fq/l.4)/(36000+9000~) = 103 mm

Thk = 120 > Req'd Thk = 103 mm ....... O.K.

kunwoo

lee jaemonn

4. Reinforcement

Project Name

VlejNpe


Strength Reduction Factor 0 = 0.850

Strength Reduction Factor 0 = 0.750 Short Direction Shear

\IJ, = 20.3 < (DVc = 45.7 kN/m ....... O.K.

Coefficient

Mu (kN-mlm)

P (%)

As! (mm2/m)

D l 0

D l O+D13

D l 3

D l 3+D16

Long Direction Shear V.,= 2.6 < 0V ,=40 .3kN/m ....... O.K.


Date : 01/08/2009

Short Span I I Long Span M~nimum

Cont. Cent. ' Cont. Cent. 1 Ratlo

0.086 O.O37(D)

O.O66(L)

10.6 7.1

0.006 O.OOZ(D) /

O.,O.?(L) ) 3.0

0.607 0.398 0.201 0.1 13 j 0.200

578 379

@I 20 @I 80

@ I 60 @250

@210 @320

@270 @41 0

172 97 240

(3410 0 4 5 0 @ 290

@450

@450 @450

@450 @450 @ 450

1. Geometry and Materials

nlidas Set Slab Design 1% 9 (s E ) ]

Design Code : KCI-US007

Material Data : f,k = 15 MPa

/ rl

fy = 240 MPa Slab Dim. : 3200 * 6120 * 120 mm (cc = 20 mm) Edge Beam Size :

2. Applied Loads 1 3200 4 '

Cok~any -- '

be4jg<ei



Wu = 1.2*Wd+1 . ~ * W I = 9.0 kPa 4 . 6 - 0 9 . A - 3:

3. Check Minimum Slab Thk. am = (4.75+4.75+9.09+9.09)/4 = 6.91 97 I3 = LnylLnx = 2.0246

hmin= 90 mm

h = 1,(800+f,/l.4)/(36000+9000I3) = 103 mm

Thk = 120 > Req'd Thk = 103 mm ....... O.K.

kunwoo

lee jaemonn

4. Reinforcement Strength Reduction Factor 0 = 0.850

. Y v > "

7&$@ct~ame ' I?'* A >

6Ziie tame


Coefficient

Mu (kN-m/m)

0 (%I As, (mmz/m)

D l 0

DlO+D13

013

D13+D16


V,,= 12.0 < OVc= 45.7 kN/m ....... O.K.

Long Direction Shear V.,= 1.5 < OV,= 40.3kNlm ....... O.K.

Short S ~ a n

Cont. Cent.

midas Set V 3.3.4

Date : 01/08/2009

Long Span

Cont. Cent.

Minimum

Ratio

0.086 0.037(0) ; 0.006 0.002(0),

0 i O.O04(L) / 6.3 0.9 1

0.350 0.21 1

334 20 1

0 2 1 0 @350

@290 @450

@370 @450

@450 @450

0.1 18 0.060 1 0.200

101 51 I 240

@450 (3450

@450 @450

@ 290

@ 410

(3450 @450 , @ 450

(3450 I

0 4 5 0 I @ 450

midas Set Slab Design [I F(& Lt 'St)]

1. Geometry and Materials Design Code : KCI-US007 -- Material Data : fck = 15 MPa

f, = 240 MPa Slab Dim. : 3200 * 6120 * 120 mm (cc = 20 mm) Edge Beam Size :

81 = 350 X 450, B2 = 350 X 450 mm

83 = 350 X 450, 64 = 350 X 450 mm -.-- -- 2. Applied Loads



WU = 1.2*Wd+1 . ~ * W I = 14.8 kPa

3. Check Minimum Slab Thk. a, = (4.75+4.75+9.09+9.09)/4 = 6.91 97

!.3 = LnJLnx = 2.0246

hm,n= 90 mm

h = ln(800+fy/l.4)/(36000+9000!.3) = 103 mm

Thk = 120 > Req'd Thk = 103 mrn ....... O.K.

4. Reinforcement Strength Reduction Factor 0 = 0.850

I

Short Span I Long Span ; Minimum

Coeff~clent


V.,= 19.8 < OVc= 45.7kN/m .... ..O.K.

Cont. Cent. i Cont. Cent. Ratlo

0.086 0.037(D) 0.006 0.002(D) :

&I (mm2/m)

D l 0

D10+D13

D l 3

D l 3+D16

Long Direction Shear V.,= 2.5 < OV,.=40.3kN/m ....... O.K.

rnidas Set V 3.3.4

Date : 0110812009


564 316 1 @I 20 @220

@ I 70 @310

@220 @390

@280 @450

168 79 1 240

(3420 @450

@450 63450

@450 @450

@450 @450

@ 290

@ 410

@ 450

@ 450

midas Set Slab Design [I F-S4-% el]

1. Geometry and Materials Design Code : KCI-USD07 - Material Data : fct = 15 MPa

f, = 240 MPa Slab Dim. : 3200 * 61 20 * 150 mm (cc = 20 mm) Edge Beam Size :

61 = 350 X 450, 62 = 350 X 450 mm

63 = 350 X 450. 64 = 350 X 450 mm I! 2. Applied Loads 3200 4 1



Wu = 1.2*Wd+1 .6*W1= 12.6 kPa

3. Check Miniml-~m Slab Thk. Urn = (2.39+2.39+4.57+4.57)/4 = 3.4816

[3 = Lnq/Lnx = 2.0246

hrnin= 90 mm

h = In(800+f,/l .4)/(36000+9000B) = 103 mm

Thk=150 > Req'dThk=103mm ....... O.K.

4. Reinforcement Strenath Reduction Factor 0 = 0.850 -


Short Span

Coefficient


V,,= 16.9 < Q V c = 60.2 kN/m ....... O.K.

I

Long Span ( Minimum

Long Direction Shear Vliy = 2.2 < Q\Jr = 54.9 kN/m .. . . . . . 0. K.

Cont. Cent.

0.086 0.037(D)

midas Set V 3.3.4 http:llwww.MidasUser.com

Cont. Cent. I Ratio

0.006 0.002(D) 1

Date : 01108/2009


midas Set Slab Design [I F-S5-5 el]

Design Code : KCI-USD07 t -- Material Data : fck = 15 MPa

f, = 240 MPa 0

Slab Dim. : 4500 * 61 20 * 150 mm (cc = 20 mm) (D Edge Beam Size :

81 = 350 X 450, 82 = 350 X 450 mm

83 = 350 X 450, 64 = 350 X 450 mm

* AM

2. Applied Loads ----A Dead Load : Wd = 5.1 kPa

Company

~e,gn&,

Live Load : WI = 3.0 kPa .................................. of- . . . . . .r ..............

WU = 1.2*Wd+1 .6*W1= 10.9 kPa E .

....... 51 .L, 1 . " . . . . ..e .................. D ................................. *- 3. Check Minimum Slab Thk.

a, = (2.39+2.39+3.25+3.25)/4 = 2.8212

13 = LnyILnx = 1.3904

hmin= 90 mm

h = In(800+f,/1 .4)/(36000+9000~) = 1 16 mm Thk=150 > R e q ' d T h k = l 1 6 m m ....... O.K.

kunwoo

lee jaemonn

4. Reinforcement

P~oject N'anie

Eila Narme

Strength Reduction Factor Q, = 0.850 I Short Span Long Span / Minimum

Cont. Cent. 1 Cont. Cent. 1 Ratio


Coefficient

Mu (k~ -m/m)

p (%I A, (mm2/m)

Strength Reduction Factor Q, = 0.750 Short Direction Shear

....... Vd,= 17.9 < @ V c = 602kN:m O.K.

Long Direction Shear V,,, = 6.6 < Q,V, = 54.9 kN/m ....... O.K.

0.072 0.029(D) ' 0.01 9 0.008(D) 1

midas Set V 3.3.4

Date : 0110812009

O.O47(L) 13.6 7.0

0.442 0.224

554 280

O.O13(L)

6.9 3.6

0.258 0.134 0.200

298 155 I 300

midas Set Slab Strengthening [8S2-2 gC9]


A #:#I

Design Code : KCI-USD03 (Build.)

Stress Profile : Parabolic


f, = 240 MPa

Slab Width (W) : 500 mm

Slab Depth (Dl : 120 mm

Top Bar : D l 0 @ 200 (cc = 20 mm)

Bot. Bar : D l 0 @ 200 (cc = 20 mm)

2. Strengthening Materials -. Strengthening Location : Bottom

-. FRP Width (WFRP) : 250 mm

-. FRP Thk (TFRP) : 0.167 mm

-. FRP Strength (~FRP) : 3481 MPa

-. Allowable Strain (EFRP) : 0.0150

-. Bending Moment Strength Reduction Factor (p) : 0.7304

Company ( kunwoo

Designer 1 lee jaernonn

3. Member Force and Moment -. Mu = 10.6 kN-m/m

Project yame

File Name

4. Check Tension Reinforcement -. As = t ( A b a # + & ~ ~ * ( f ~ R ~ / f y ) * [ 3 ) = 799 mm2

-.As' = t(Abar') = omm2

-. dc = (As*tdc3/(As) = 27mm

-. dc' = 0 mm

-. d = D-dc = 93mm

-. As,:? = 0.0020*D*W = 120 < 799 mm? ...... O.K.

-. pb = 0.85p1(fcr/f~)*600/(600+f~) = 0.0323 -. fsbl = 600 - dc'/d'*(600+fy) = 600.0 MPa

-. fsb = Min[fsb0, fY1 = 240.0 MPa

-. As-.aq = 0.75pc(D-d-.)W+As'*fS~:lfY = 1 128 > 799 mm? ....... O.K.

5. Bending Moment Capacity - Before Strengthening -. Neutral Axis Depth c = 1 6 m m

-. Compression : Concrete Cc = 85.5 kN

-. Compression : Rebar CS = 0.0kN

-. Tension : Rebar Ts = -85.6 kN

-. Strength Reduction Factor @ = 0.900

-. Design Moment Strength DM, = 8.2 kN-mlm .... >:i .-?..,,, ;'> C,.*:..\ ..c:i . . ,..,,. ,.

, ; , . : : , . , 7 ... , - .cs . ,.> :. . .;;.,;> . .. . , . . :.:?:;>r:c)2s: ,;: .,. .. , .

midas Set V 3.3.4

Date : 0110912009

6. Bending Moment Capacity - After Strengthening

midas Set Slab Strengthening [8S2-S =&!I

-. Neutral Axis D e ~ t h c = 24mm

e

A~~~~


-. Compression : Rebar Cs = 0.0 kN


-. Tension : FRP TFRP = -84.4 kN

-. Strength Reduction Factor O = 0.900

-. Design Moment Strength OMn = 23.3 kN-m/m

-. Strength Ratio : MJOMn = 0.456 < 1.000 ....... O.K.

hCompany

&signer

7. Check Strain in FRP at Required Flexural Strength -. Design Moment Strength OMn = 10.6 kN-m/m

-. Neutral Axis Depth c = 24mm

-. Stra~n in Concrete EC = 0.0007

-. Max. Stra~n in FRP E k h ~ = 0.0027 < E I Z J , ~ ~ ~ . . ~ = 0.0150 ---> O.K.


Date : 0110912009 -212-

kunwoo

lee jaernonn

* - . A s " >

," ff@j&ham& : . e<

' ~ i l e pa%$ "


nlidas Set Slab Strengthening [I S2-& Lt St]

Design Code : KCI-USDO3 (Build.)

Stress Profile : Parabolic Si 1 Material Data : fck = 15 MPa 0T -1. E L r3

f, = 240 MPa +. ---E 4 Slab Width (W) : 500 mm t I 500 . - I

-t Slab Depth (Dl : 120 mm

Top Bar : D10@200 ( c c = 2 0 m m )

Bot. Bar : D10@200 ( c c = 2 0 m m )

A+W~



-. FRP Thk (TFRP) : 0.167mm


-. Allowable Strain (GFRP) : 0.01 50 -. Bending Moment Strength Reduction Factor (8) : 0.7304

3. Member Force and Moment

, Company

DeGgppi.

4. Check Tension Reinforcement -. As = t(Abar+&R~*(fF~~/fy* = 799 mm2

-. As' = t(Abar') = 0 mm2

-. dc = (As*Edc~)/(As) = 27mm -.dc' = 0 mm

-. d = 0-dc = 93mm

-. As.-, = 0.0020*D*W = 120 < 7 9 9 m d ....... O.K.

kunwoo

lee iaemonn

-. ~b = 0.85~1(f~Jfy)*600/(600+f~) = 0.0323

-. fsb' = 600 - dc'/d'*(600+f,) = 600.0 MPa

-. fsb = Min[fsbt. fy l = 240.0 MPa

-. As-a = 0.75~o(D-d:)W+A~'* f~~/ f~ = 11 28 > 799 mm2 ....... O.K.

F-ioiect'~&me " -"

'"<iifi&$i&ew -

5. Bending Moment Capacity - Before Strengthening -. Neutral Axis Depth c = 1 6 m m





-. Design Moment Strength OM, = 8.2 kN-m/m !.', ;<;.;.,,, ; :.;;:,,:> ;, ,, <><.,;>: . :,.:, . . . . . , . . . . . . . . . , . .... ~,?,

. ..;.;

midas Set V 3.3.4 http://w.MidasUser.com

Date : 01/09/2009 - 1 1 2 -

midas Set Slab Strengthening [I S2-& 511

6. Bending Moment Capacity - After Strengthening -. Neutral Axis Depth c = 24mm

- - - -

-. Compression : Concrete C, = 130.0 kN




I)

dvHrE


-. Design Moment Strength @Mn = 23.3 kN-mlrn

-. Strength Ratio : M.i@Mn = 0.443 < 1.000 ....... O.K.

7. Check Strain in FRP at Required Flexural Strength -. Design Moment Strength @Mn = 10.3 kN-mlm

-. Neutral Axis Depth c = 25mm

-. Strain in Concrete E C = 0.0007

-. Max. Strain ~n FRP E ~ h p = 0.0025 < E ~ ~ E , & I I . W = 0.01 50 ---> 0 K.

~ o m ~ a n g

'Geq[gomf "


Date : 01/09/2009 -212-

kunwoo

lee jaemonn

Rroject "me

- FileName - *

midas Set Slab Strengthening CIS5-+ XI+?]

1. Geometry and Materials Design Code : KCI-USD03 (Build.)



f, = 240 MPa Slab Width (W) : 500 mm


Top Bar : D l 0 @ 200 (cc = 20 mm)

Bot. Bar : D l 0 @ 200 (cc = 20 mm)





-. Allowable Strain (EFRP) : 0.0150

-. Bend~ng Moment Strength Reduction Factor (0) : 0.7304


4. Check Tension Reinforcement -.As = z ( A b a r + k f l ~ * ( f ~ ~ ~ / f y ) * D ) = 621mm2

-. As' = z(Aba,') = 178mm2

-. dc = (As*Edc~)/(As) = 7 mm -.dc' = 25 mm

-. d = D-dc = 143 mm

-. As.n?in = 0.0020*D*W = 150 < 621 mm' ....... O.K.

-. Pb = 0.85~1(fck/fy)*600/(600+fy) = 0.0323 -. fsbl = 600 - dc1/d'*(600+fY) = 433.9 MPa

-. fsb = Min[fsbl, f y l = 240.0 MPa

-. As-% = 0.75pt(D-d )W+Ar'*fs~/fy = 1907 > 621 mm2 ....... O.K.

5. Bending Moment Capacity - Before Strengthening -. Neutral Axis Depth c = 16mm





-. Design Moment Strength @Mn = 10.5 kN-m/m < > . ? ,. .;:+b? ;;;::< ;,.. . :,i ;:'<;;>,; - : :.;:::/ .;, ; .',..".!\ . . .-;:;r;: :;,<<;. . , \ . , . * : ...,.., '?

:: ::.#> ,->,-<! i? , ... ;ci ....... ..,;..,> : > + < . :


Date : 01/09/2009 -112-

midas Set Slab Strengthening [I S5-+ X t f q] I I I I

6. Bending lbloment Capacity - After Strengthening -. Neutral Axis Depth c = 2 6 m m

AHA; ArmPm



-. Tension : Rebar Ts = -42.8kN


kunwoo

lee jaemonn

Company

Designer

-. Strength Reduction Factor 0 = 0.900

-. Design Moment Strength 0Mn = 34.0 kN-m/m

-. Strength Ratio : Mii/OMn = 0.400 < 1.000 ....... O.K.

Project Name

File' Name

7. Check Strain in FRP at Required Flexural Strength -. Design Moment Strength 0Mn = 13.6 kN-m/m

-. Neutral Axis Depth c = 2 7 m m

-. Strain in Concrete EC = 0.0006

-. Max. Straln in FRP EFRP = 0.0026 < EW;..A~I~ = 0.0150 ---> O.K.


Date : 01/09/2009 - 2 1 2 -

midas Set , "

Beam Capacity Table [350*450] , + - " -%

a CB'bpany kunwoo ,ProieBZ Name C " "

1 ~2s:signer leejaernonn Fil,e*Natpe f

1. Design Conditions Design Code : KCI-lJSD07


: f, = 240 MPa fYs = 400 MPa

Section Dim. : 350 * 450 mm (cc = 40 mm)

2. Resisting Moment Capacity A3 Ats EI O OM,(kN.m)d(mm) p p ' Space(mm1

2-D22 2-D22 0.0172 0.850 58.6 389 0.0057 A:.,<:::,; 0.0057 229

As.m,n = 795 mm2, Asrnax = 2637 mm2 (0.0194). Bar Spacem," = 368 mm

Torsional Effect is nealected if T, 5 3.8 kN-m

3. Resisting Shear Capacity Stirrup OV,(kNI @Vc(kN) OVs(kN) OVrnax(kN)


Date : 01/09/2009

- 109 -

niidas Set Beam Capacity Table [350*500]

1. Design Conditions

1 I 1

Design Code : KCI-US007


: f, = 240 MPa fys = 400 MPa

Section Dim. : 350 * 500 mm (cc = 40 mm)

2. Resisting Moment Capacity A, A's &I O OM,(kN.m)d(mm) p p ' Space(mm1

2-022 2-022 0.0198 0.850 66.5 439 C,.?fi5C A. 0.0050 229

3-022 2-022 0.0170 0.850 96.7 439 0.0076 0.0050 114

Company

~esinner

8-022 2-022 0.0058 0.850 222.9 416 0.0213 0.0050 76

A m l n = 897 mm2, As.max = 2976 mm2 (0.0194). Bar Space,,, = 368 mm

Torsional Effect is neglected if T, S4 .4 kN-m

kunwoo

lee iaernonn

3. Resisting Shear Capacity Stirrup @V:l(kN) OVc(kN) OVs(kN) OV,,(kN)

Project Name

f iieName

rnidas Se t V 3.3.4 http://www.MidasUser.corn

Date : 01/09/2009

midas Gen RC Beam Strength Checking Result

1. Design Information Design Code : KCI-USD07

Unit System : kN, m

Material Data : fck = 15000, fy = 240000, fys = 240000 KPa Beam Span : 6.12 m

Section Property : RGI (No : 65)

2. Section Diagram

[END-I] [MI Dl [END-J]

TOP ' 5-D22 TOP : 3-D22 TOP. 5-D22

BOT : 3-D22 BOT : 5-D22 BOT 34222

STIRRUPS 2-Dl0 a 2 0 0 STIRRUPS : 2-Dl0 a 2 0 0 STIRRUPS 2-Dl0 a 2 0 0

3. Bending Moment Capacity

L- --w-

- - END-I. ".'

- - . MID . END.J--' - 1 -

(-) Load Combination No.

Moment (Mu)

Strength (qMn)

Check Ratio (MulqMn)

(+) Load Combination No.

Moment (Mu) Strength (qMn) Check Ratio (MulqMn)

Usiqg Rebar Top (As-top)

Usiqg Rebar Bot (As-bot)

4. Shear Capacity - - . - - - - - - - -

. . -- . _ - - - -. END-I MID END-J I -- Load Combination No. 2 2 2

Factored Shear Force (Vu ) 86.69 84.67 72.89

Shear Strength by Conc.(cpVc) 62.29 65.49 62.29

Using Shear Reinf. (AsV) 0.0007 0.0007 0.0007

Using Stirrups Spacing 2-010 @200 2-Dl0 @200 2-Dl0 @200

Check Ratio 0.7918 0.7355 0.6657

Modeling, Integrated Design &Analysis Software Print Datemime : 0111012009 00:17 http:l/www.MidasUser.com midas Gen V 741

- 111 -

RC Beam Strength Checking Result

1. Design Information

e 11.1

AVRy1

Design Code : KCI-USD07

Unit System : kN, m Material Data : fck = 15000, fy = 240000, fys = 240000 KPa

Company

Author-

Beam Span : 6.4 m

?1??3;312hthtFn Project

21??3;31Qhtht8& File Nal

Section Property : RG2 (No : 66)

2. Section Diagram

[END-I] [MIDI [END-J]

TOP 8-D22 TOP 3-D22 TOP 8-D22

BOT 3-D22 BOT 8-D22 BOT 3-D22

STIRRUPS 2-Dl0 @200 STIRRUPS 2-Dl0 a 2 0 0 STIRRUPS 2-Dl0 a 2 0 0



Moment (Mu)

Strength (qMn)



Moment (Mu)

Strength (qMn)


Using Rebar Top (As-top)

Using Rebar Bot (As-bot)

4. Shear Capacity

Load Combination No. 2 2 2


Shear Strength by Conc.(qVc) 69.96 69.96 69.96


Using Stirrups Spacing 2-Dl0 @200 2-010 @200 2-010 @200

Check Ratio 0.9838 0.7911 0 9664

Modeling, Integrated Design & Analysis Software http:llwww.MidasUser.com rnidas Gen V 741 - 112 -

Print Datemime : 0111012009 00:17


Unit System : kN, m Material Data : fck = 15000, fy = 240000, fys = 240000 KPa Beam Span : 6.12 m Section Property : RBI (No : 68)

niidas Gea RC Beam Strength Checking Result

2. Section Diagram

CC A g ~ i

AVBrd

[END-I] [MI Dl

TOP : 5-D22

BOT : 3-D22

Cwpany

Agtpor

TOP : 3-D22

BOT : 5-D22

[END-J]

~ ? ? Z S J I Q A ~ A I F &

~ P ? Z J I P A ~ A ~ F &

TOP: 5-D22

BOT : 3-D22

STIRRUPS : 2-Dl0 a200 STIRRUPS : 2-Dl0 a200 STIRRUPS : 2-Dl0 a200


Pro@w 'iftle

"File-Nape


Moment (Mu)

Strength (qMn)


D.\ ... E @ ? I . J I Z ( Z I ~ Y ~ ~ ) . ~ ~ ~


Moment (Mu)

Strength (pMn)

Check Ratio (MulpMn)



4. Shear Capacity I--

-- END-I 'MID END-J

1

--. -. . - - - - - - - - - Load Combination No.

Factored Shear Force (Vu )

Shear Strength by Conc.(qVc)

Using Shear Reinf. (AsV)

Using Stirrups Spacing

Check Ratio

Modeling, Integrated Design &Analysis Software http://www.MidasUser.com midas Gen V 741 - 113 -

Print Daterrime : 01/10/2009 00:17


1. Design Information Design Code : KCI-USD07 Unit System : kN, m Material Data : fck = 15000, fy = 240000, fys = 240000 KPa Beam Span : 6.4 m

Section Property : 8G3 (110 : 71)

- -

2. Section Diagram

e

A~~~~

[END-I]

TOP : 8-D22 TOP: 3-D22

BOT : 3-D22 BOT : 8-D22

STIRRUPS : 2-Dl0 a 2 0 0 STIRRUPS : 2-Dl0 (3200

Cdmpany

'~uthor

[END-J]

TOP : 8-D22

BOT : 3-D22

STIRRUPS : 2-Dl0 a 2 0 0

3 8 ? 3 3 1 4 h t h t 8 &

3 8 ? 3 3 1 % h t h t 8 &



Moment (Mu) Strength (qMn)


i)r~jq.ct Title

Fileaame




D:\ ... @@?I .3Ie(?I engP) .mgb

Using Rebar Top (As-top) Using Rebar Bot (As-bot)

4. Shear Capacity

Load Combination No.


Shear Strength by Conc.(qVc) Using Shear Reinf. (AsV)

Using Stirrups Spacing Check Ratio

Modeling, Integrated Design 8 Analysis Software http:llwww.MidasUser.com midas Gen V 741 - 114 -

Print Daterrime : 0111012009 00:22

nlidas Gen RC Beam Strength Checking Result

1. Design Information Design Code : KCI-USD07 Unit System : kN, m


Section Property : 8G5 (No : 73)

2. Section Diagram

[END-I] [END-J]

TOP : 5.~322 TOP : 3-D22 TOP : 54322

BOT : 3-D22 BOT : 5.D22 BOT : 3.~322

STIRRUPS : 2-Dl0 (3200 STIRRUPS : 2-Dl0 (3200 STIRRUPS : 2-Dl0 (3200



Moment (Mu)

Strength (pMn) Check Ratio (MulpMn)


Moment (Mu)

Strength (pMn)

Check ~ a t i o (MulpMn)

Using Rebar Top (As-top) 0.0019 0.0012 0.0019

Using Rebar Bot (As-bot) 0.0012 0.0019 0.0012

4. Shear Capacity



Shear Strength by Conc.(pVc)



Check Ratio

Modeling, Integrated Design &Analysis Software Print Daterrime : 01/10/2009 00:22 http://www.MidasUser.com midas Gen V 741 - 115 -



Unit System : kN, m


Section Property : 882 (No : 70)

2. Section Diagram

[END-I] [END-J]

TOP : 5-D22

BOT : 3-D22

STIRRUPS : 2-Dl0 a200

TOP : 5-D22

BOT : 3-D22


TOP : 3-D22

BOT : 5-D22




Moment (Mu)

Strength (pMn)

Check Ratio (MuIpMn)


Moment (Mu) Strength (pMn)




4. Shear Capacity



Shear Strength by Conc.(pVc) 62.29 62.29 62.29


Using Stirmps Spacing 2-Dl0 @200 2-Dl0 @200 2-Dl0 @200

Check Ratio 1.2718 0.8765 1 1414

Modeling, Integrated Design &Analysis Software h!tp:llwww.MidasUser.com midas Gen V 741 - 116 -

Print Daterrime : 0111012009 00:22



- -


Unit System : kN, m Material Data : fck = 15000, fy = 240000, fys = 240000 KPa Beam Span : 6.12 m


e

AVWH

2. Section Diagram

[END-I]

Company

A ~ Y H O ~ ,

TOP : 5-D22 TOP : 3-D22

BOT : 3-D22 BOT : 5-D22

STIRRUPS : 2-Dl0 a200 STIRRUPS : 2-Dl0 @200

[END-J]

Z P 7 Z 7 1 Q A t A t P &

Z P 7 Z 7 1 Q A t A t P &

TOP: 5-D22

BOT : 3-D22



, X - *

-~rd;iek%~kle File Name

-- - --- . - > . - 7 - - J END-I = ' - ' MID , E N D 4 . 1

-- - --

D:\...E@?l.31Z(?192S e).rngb


Moment (Mu)

Strength (qMn)



Moment (Mu)

Strength (qMn)




4. Shear Capacity --

- END-I . -- MID END-J- - - - --



Shear Strength by Conc.(qVc)



Check Ratio

Modeling, Integrated Design &Analysis Software http://www.MidasUser.wm rnidas Gen V 741

- 117 -

Print DateTTime : 0111012009 00:27

niidas Gen RC Beam Strength Checking Result


Unit System : kN, m Material Data : fck = 15000, fy = 240000, fys = 240000 KPa Beam Span : 6.4 m


2. Section Diagram

[END-I]

TOP 8-D22 TOP. 3-D22

BOT 3-D22 BOT 8-D22

STIRRUPS , 2-Dl0 (9200 STIRRUPS 2-Dl0 a 2 0 0

[END-J]

TOP. 8-D22

BOT : 3-D22


3. Bending Moment Capacity ------,-- , . . .

-. . ' .EN.D-I ..... . - ............................. --A - . * MID . . ' :.END;J - 7

...............................


Moment (Mu)

Strength (pMn)



Moment (Mu)

Strength (pMn)




4. Sliear Capacity ... r---- -

- -- -- -

8 - .-1- L-- - -. .- - -. - END-I MID E.N D- J --- - - --- ......... .. ...................... . . .. .. .....





Using Stirrups Spacing 2-Dl0 @200 2-010 @200 2-Dl0 @200

Check Ratio 0.9447 0.7667 0.9443

Modeling, Integrated Design &Analysis Sofhvare Print Datemime : 0111012009 00:27 http:llwww.MidasUser.com midas Gen V 741 - 118 -


1. Design Information Design Code : KCI-USD07 Unit System : kN, m Material Data : fck = 15000, fy = 240000, fys = 240000 KPa

Beam Span : 6.1 2 m Section Property : 4B1 (No : 43)

2. Section Diagram

[END-I] [END-J]

TOP : 5-022 TOP : 3-D22 TOP : 5-022

BOT : 3-022 BOT : 5-D22 BOT : 3.022

STIRRUPS : 2-010 a 2 0 0 STIRRUPS : 2-Dl0 a 2 0 0 STIRRUPS : 2-010 a200

3. Bending Moment Capacity ----- " -- -- .- -- . . . . --- I,.,,: , . ( . . i.' . , .... , - END;~. :; .,.:. .;-;~.:-..r MID: . . END-J: , - .'I-

. . . . . . - . . . . . . .-._ -





Moment (Mu)

Strength (qMn)




4. Shear Capacity --

fL-_- -- END-I " MID- END- J





Using Stirrups Spacing 2-Dl0 @200 2-Dl0 64200 2-1110 @200

Check Ratio 0.6746 0.4859 0.6423

Modeling, Integrated Design &Analysis Software http:Ilwww.MidasUser.corn midas Gen V 741 - 119 -

Print Datenirne : 0111012009 00:27

midas 6en RC Beam Strength Checking Result


Unit System : kN, m Material Data : fck = 15000, fy = 240000, fys = 240000 KPa Beam Span : 6.1 2 m

Section Property : 1 G I (No : 20)

2. Section Diagram


TOP : 5-D22 TOP : 3-D22 TOP : 5-D22

BOT : 3-D22 BOT . 5-D22 BOT : 3-D22

STIRRUPS : 2-Dl0 a 2 0 0 STIRRUPS ' 2-Dl0 a 2 0 0 STIRRUPS : 2-Dl0 a200

3. Bending Moment Capacity -- --

% , - EN94 .- , . MID E N D ~ --- I


Moment (Mu)

Strength (cpMn)



Moment (Mu)

Strength (qMn)

Check Ratio (MulcpMn)



4. Shear Capacity - - -

- END-I -- MID END-J -1 -.A -





Using Stirrups Spacing 2-Dl0 @200 2-010 @200 2-010 @200

Check Ratio 0.9323 0.6431 0.9429

Modeling, Integrated Design & Analysis Soflware Print Datemime : 01/10/2009 00:32 http://www.MidasUser.com midas Gen V 741

- 120 -

n'ridas Gen RC Beam Strength Checking Result


Unit System : kN, m



2. Section Diagram

[END-I] [END-J]

TOP 8-D22 TOP : 3-D22 TOP ' 8-D22

BOT . 3-D22 BOT 8-D22 BOT 3-D22

STIRRUPS. 2-Dl0 (9200 STIRRUPS. 2-Dl0 (9200 STIRRUPS 2-Dl0 (9200



Moment (Mu)

Strength (pMn)

Check Ratio (MukpMn)


Moment (Mu)

Strength (pMn)




4. Shear Capacity - . . END-I MID . END-J --

Load Combination No. 2 2

Factored Shear Force (Vu ) 111.96 89.37

Shear Strength by Conc.(pVc) 69.96 69.96

Using Shear Reinf. (AsV) 0.0007 0,0007

Using Stirrups Spacing 2-Dl0 @200 2-Dl0 @200

Check Ratio 0.9104 0.7267

Modeling, Integrated Design &Analysis Software

http:llwww.MidasUser.com midas Gen V 741

- 121 -

Print Datemime : 0111012009 00:35



- -

Design Code : KCI-USD07 Unit System : kN, m

Material Data : fck = 15000, fy = 240000, fys = 240000 KPa Beam Span : 6.4 m Section Property : 1 G3 (No : 22)

0 1111

A~~~~

2. Section Diagram

[END-J]

TOP : 8-D22 TOP : 3-D22 TOP : 8-D22

BOT . 3-D22 BOT : 8-D22 BOT : 3-D22

STIRRUPS : 2-Dl0 a200 STIRRUPS : 2-Dl0 a200 STIRRUPS : 2-Dl0 a200

Oompahy Author


'-R~qj$pt Title . _ -- . "

%07 m e ' '

3 $ 7 Z 3 1 % h t h t F &

a p i Z 3 l $ h t h t ? &




D:\ ... awl . 3 I e ( 2 l e 2 3 y).mgb


Moment (Mu)

Strength (qMn)



. .

4. shear Capacity --- -

- - - - - - - - - - - - - - - - - - - - -- - - - - - - - END-1%

.. .MID END-J . -. - -- -


Factored Shear Force (Vu ) 243.32 194.11 241 .36

Shear Strength by Conc.(qVc) 69.96 69 .96 69.96


Using Stirrups Spacing 2-010 @200 2-0 1 0 @200 2-010 @200

Check Ratio 1 ,9786 i ,5705 1 ,9627

Modeling, Integrated Design & Analysis Software http:llwww.MidasUser.com midas Gen V 741 - 122 -

Print Datemime : 0111012009 00:36


1. Design Information Design Code : KCI-USD07 Unit System : kN, m Material Data : fck = 15000, fy = 240000, fys = 240000 KPa Beam Span : 6.1 2 m Section Property : 1 B2 (No : 25)

A 1 1 1 . . A r I m I-Auth~r

I I Z P 7 Z J l Q h t h t P h 1 File Name

2. Section Diagram

D:\ ... @@71 7 z (Uen5Y) .mgb

[END-I] [MI Dl

TOP : 5-022 TOP : 3-022

BOT : 3-D22 BOT : 5-D22

STIRRUPS : 2-Dl0 @200 STIRRUPS : 2.010 @ZOO

[END-J]

TOP : 5-022

BOT : 3-D22


3. Bending Moment Capacity . . . . - - - - .? - . . . - -- . . . - . . - - - - - - - . -. .- --

END-I .. . -. MID END-J . .- -- -- -- ... . .... . .


Moment (Mu) Strength (cpMn) Check Ratio (MuIcpMn)

(+) Load Combination No

Moment (Mu) Strength (cpMn)

Check Ratio (MuIcpMn)


4. Shear Capacity



Shear Strength by Conc.(cpVc)



Check Ratio

Modeling, Integrated Design &Analysis Sofhvare Print Datemime : 0111012009 00:41 http:llwww.MidasUser.com midas Gen V 741 - 123 -

rrlidas Gen RC Beam Strength Checking Result

4 . Design Information Design Code : KCI-USD07

Unit System : kN, m Material Data : fck = 15000, fy = 240000, fys = 240000 KPa BeamSpan : 6 . 1 2 m '

Section Property : 'I B1 (No : 24)

- -

2. Section Diagram

AHAN AVHrW


TOP : 5-D22 TOP ' 3-D22 TOP : 5-D22

BOT : 3-D22 BOT : 5-D22 BOT : 3-D22

STIRRUPS : 2-Dl0 (9200 STIRRUPS : 2-Dl0 a 2 0 0 STIRRUPS 2-Dl0 (9200

-G-Omp%any

author

3. Bending Moment Capacity r-- . - - -- -- - -- -- -- - -- ENDtl' ._

--- -- MID -- END-J 1 -


Moment (Mu)

Strength (qMn)


D:\ ... E ~ ? I . J I T ( Z I P ~ ~ F ) . ~ ~ ~

2187ZJ IQAtA tP&

~ F ~ Z J I ~ A I A ~ P &


Moment (Mu)

Strength (qMn)


Pr~Iect Title

~ i l e '&me



4. Shear Capacity

r END-I MID -. END-J Load Combination No. 2 10 2




Using Stirrups Spacing 2-Dl0 @200 2-Dl0 @200 2-Dl0 @200

Check Ratio 0.6267 0.4917 0.6328


Print Datemime : 01/1012009 00:40

m~idas Gem RC Beam Strength Checking Result

1. Design Information Design Code : KCI-USD07 Unit System : kN, m Material Data : fck = 15000, fy = 240000, fys = 240000 KPa Beam Span : 6.1 2 m Section Property : 1 G4 (No : 27)

2. Section Diagram


TOP : 5-D22 TOP : 3-D22 TOP : 5-D22

BOT : 3-D22 BOT : 5-D22 BOT : 3-D22

STIRRUPS : 2-Dl0 a 2 0 0 STIRRUPS : 2-Dl0 @200 STIRRUPS : 2-Dl0 a200



Moment (Mu)

Strength (pMn) Check Ratio (MulpMn)

(+) Load Combination No

Moment (Mu) Strength (pMn) Check Ratio (MulpMn)



4. Shear Capacity - . -- - -

END-I MID END-J I

.- - - -





Using Stirrups Spacing 2-Dl0 8200 2-Dl0 @200 2-010 8200

Check Ratio 1 . ? I 4 3 0.8327 1.1895

Modeling, Integrated Design & Analys~s Software Print Datemime : 0111012009 00:37 hltp:llwww.MidasUser.com midas Gen V 741 - 125 -



-

Design Code : KCI-USD07 Unit System : kN, m Material Data : fck = 15000, fy = 240000, fys = 240000 KPa Beam Span : 6.12 m Section Property : 103 (No : 26)

AVMrl

2. Section Diagram

[END-I] [MIDI

Company

Author

TOP : 5-D22 TOP : 3-D22

BOT : 3-D22 BOT : 5-D22

STIRRUPS : 2-Dl0 a200 STIRRUPS : 2-Dl0 a200

[END-J]

TOP : 5-D22

BOT : 3-D22


D:\ ... EQ? I .~ IT (~ IPZ~ ~ ) . m g b

Y,F7&2lQhthtF&

Z F ~ & ~ I ~ A I A I F &


.Proje'ct Title

'.~iie Name

----- Ll-7Z- .- -- - *ND-I -' -- MID . - ..L END.J-- 1 (-) Load Combination No.

Moment (Mu)

Strength (pMn)



Moment (Mu) Strength (pMn)




4. Shear Capacity r-- -- -. . - - . - - -- - . - -- I

-- -. .- - .- - -- END-1 MID



Shear Strength by Conc.(pVc)



Check Ratio

Modeling, Integrated Design &Analysis Software http://www.MidasUser.wm midas Gen V 741 - 126 -

Print Datemime : 01/10/2009 00:42


midas Set Beam Strengthening [8G3(Xt S S ) ]



Material Data : fck = 15 MPa ( P 1 = 0.850)

AICl

f, = 240, fYs = 240 MPa

Section : 500 * 350 mm (hf=120, bf=1600 mm) PY

Top Bar (Layer 1) : 4 - D22 (dr = 60 mm)

Bot. Bar (Layer I ) : 4 - D22 (de = 60 mm) Bot. Bar (Layer 2) : 4 - D22 (de = 110 mm)

Stirrups : 2 - D 1 0 @ 2 0 0

2. Strengthening Materials

.:cawm/ -- - Jt) tk~g_$&~~,~ee~aemmn

Location Wsn(mm) Tsu(mm) fsdMPa) EdMPa) Reduc.F( B

3. Member Force and Moment -.Mu = 330.0kN-m Vu = 100.0kN

kUnwm

4. Check Tension Reinforcement -. AS = Z(Abar+k~~*(fst~/fv)* P ) = 6037 mm2

-. AS' = Z(Abar'+k~~'*(fs~/fy)* P ) = 1548 mmZ

-. dc = (As*ZdcO/(As) = 44mm

-. dc' = (Asi*Zdcc)/(As') = 6 0 m m

-. d = H-dc = 456 mm

* > -" > , 7

[ ~ , 6 j & t ~ $ ~ m ~ ~ ~ ~ --r .mq2 l

,

. * .- tiiej&;me '-" p < s* +

-. ~b = 0.85 P 1(f'c/fy)*600/(600+f,) = 0.0323

-. fsb' = 600 - dc'/d'*(600+f,) = 485.5 MPa

-. fsb = Min[fsbl, fyl = 240.0 MPa

-. A,,, = 0.75pu(H-dc)B+A,'*fsI:/fY = 19213 > 6037 mm2 . . . . . . . 0. K.

5. Bending Moment Capacity - Before Strengthening -. Neutral Axis Depth c = 53 mm


-. Compression : Rebar C, = 0 .0kN



-. Design Moment Strength 0 Mn= 252.5 kN-m , $.;;:Y..<;;+r: L<z;.(; . c;; !$, :: 1 , 2:;! ;, 1 ,<y;:; , , , . ,5;;: s:-;,,:;!!.


Date : 0111012009 - 1 1 2 -

midas Set Beam Strengthening [8G3(XtZ &!)I

6. Bending Moment Capacity - After Strengthening -. Neutral Axis Depth c = 74 mm

- - -




-. Tension : Steel PL T~II = -705.6 kN

'"; Company hnwoo


-. Design Moment Strength @M,= 518.4 kN-m

-. Strength Ratio : M,/OM- = 0.637 < 1.000 . . . . . . . 0 . K

%cojec'i flanie

F'illq Wme

7. Check Shear -. Strength Reduction Factor O = 0.750

-. V, = 1/6&Bd = 93.8kN

-. Vs = Avfyd/s = 71.0 kN

-. OVn= O(V,,+Ve) = 123.6 kN > V, = 100.0 kN ---> O.K.

midas Set V 3.3.4 http:l/www.MidasUser.com

Date : 0111 012009 - 2 1 2 -

n'ridas Set Beam Strengthening [8G5(XtZ 2 )]

I. Geometry and Materials t- 1400 -+ Design Code : KCI-US003 (Build.)


Mater~al Data : fck = 15 MPa ( B i = 0.850)

fy = 240, fys = 240 MPa 1 350 1 +--? Section : 450 * 350 mm (hf=120, bf=1400 mm)

Top Bar (Layer 1 f : 2 - 022 (dr = 60 mm) Bot. Bar (Layer 1) : 3 - 022 (de = 60 mm)

Bot. Bar (Layer 2) ' 2 - 022 (de = 110 mm)

Stirrups : 2 - 0 1 0 @ 2 0 0

- - - . -

2. Strengthening Materials Location Wstl(rnm) Tstl(mm1 fsu(MPa) Es,l(MPa) Reduc.F{ B 1

1 350 6 240 210000 0.7

llli ArBl'm


4. Check Tension Reinforcement

Company

Qeesig.nery

-. & = E(Abar+&l~*(fst~/fy)* 0 ) = 4180 mm2

-. As' = E(Abarl+&tl'*(fss/fyb 0 ) = 0 mm2

-.dc = (As*Edc~)/(As) = 109 mm

-. dc' = (As'*Edcc)/(As') - - 0 mm

-. d = H-dc = 341 mm

-. Asm,n~ = (0.2.5&Ify)*Bd = 481 mm2

-. As.mlnn = (1 .4/fy)*Bd = 696 mm2

-. Asrq = Max [A:,,,I. A:mlriI = 696 < 4180 mm' . . . . . . . 0 . K

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-. p b = 0.85 B,(f'clfy)*600/(600+fy) = 0.0323

-. fsb' = 600 - dC'/d1*(600+fy) = 600.0 MPa


-. AS-a = 0.75pAH-ds)B+As'*fs~/fy = 11539 > 4180 mm2 . . . . . . O.K.

Project Name

Fii*i't$amesAiL ** &-






-. Des~gn Moment Strength 0Mn= 145.1 kN-m , - * , . * & L a

> , % Y - I . > < ? ' > I , , , ' * - , >. , ' \,


Date : 0111012009 - 1 1 2 -

n'lidas Set Beam Strengthening [8G5(Xt iZ &+!)I


-. Compression : Concrete C, = 849.3 kN

-. Compression : Rebar Cs = 0 .0kN


-. Tension : Steel PL TSu = -352.8 kN


-. Design Moment Strength OMn= 265.0 kN-m

-. Strength Ratio : M.,/OM- = 0.566 < 1.000 . . . . . . . O.K.

7. Check Shear -. Strength Reduction Factor 0 = 0.750

-. V, = 1/6flBd = 83.6 kN

-. Vs = Avfydls = 63.3kN

-. @Vn= 0 (Vl+V<) = 110.2 kN > V , = 70.0 kN ---> 0 .K

midas Set V 3.3.4

Date : 0111 012009

1. Geometry and Materials i 1400 ~ - . 4

Design Code : KCI-USDO3 (Build.) . C'T Stress Profile : Parabolic 5? 1

9 i Material Data : fck = 15 MPa ( P I = 0.850) 1 .:-..:

f, = 240, fYs = 240 MPa 350 (- Section : 450 * 350 mm (hf=120, bf=1400 mm)

Top Bar (Layer 1) : 2 - 022 (dr = 60 mm)

Bot. Bar (Layer 1 ) : 3 - D22 (de = 60 mm)

Bot. Bar (Layer 2) : 2 - 022 ( d ~ = 110 mm)

Stirrups : 2 - D 1 0 @ 2 0 0

mridas Set Beam Strengthening [8B2(7;t S 2)]

2. Strengtherring Materials

A W ~

Location Wru(mm) Tsu(mm) fsdMPa) E,,I(MP~) Reduc.F( P

3. Member Force and Moment -. Mu = 160.0 kN-m Vu = 80.0 kN

$ 6 p E a ~ -- ;&_signer - -

4. Check Tension Reinforcement -. As = z(Abar+&~~*(fst~/fy)* P I = 4180 mm2

-. As' = z(Abarl+&tl'*(fs~l/fy)* P ) = 0 mm2

-. dc = (As*zdct)/(As) = 109 mm

-. dc' = (As'*zdcc)/(Asl) - - 0 mm

-. d = H-dc = 341 mm

-. As.min~ = (0.25$Z/fy)*Bd = 481mm2

-. As.mi~ = (1 .4/fq)*Bd = 696 mm2

-. At,;, = Max [A;.miri. A-.mir-21 = 696 < 4180mm2 . . . . . . . O.K.

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tajaammn

-. p b = 0.85 P1(f '~ l fy)*600/(600+f~) = 0.0323

-. fsb' = 600 - dc'/d'*(600+fy) = 600.0 MPa


- . A,-a = 0.75p3(H-dC)B+As'*fso/fy = 11539 > 4180 mmP . . . . . . O.K.

, - * - hpj<=tt$lt(arnb - - - '" ~iik~&ie" ' :i"-




-. Tens~on : Rebar Ts = -650.3 kN


-. Design Moment Strength 0 Mn= 145.1 kN-m <:<.??~ .-.,,T 1; ;;<,:.,; :_,:: l.: :. . . . . *..i 1 , I.?:? :. 1,:)2: , , , , . . . 8~ieng;'-,

rnidas Set V 3.3.4

Date : OiIi012009

midas Set Beam Strengthening [8B2(XtZ &!)I


t lA; A






-. Design Moment Strength 0 Mn= 265.0 kN-m

-. Strength Ratio : Mii/OM, = 0.604 < 1.000 . . . . . . . 0. K .

Company

Designer


-. Vc = 1/6flBd = 83.6kN

-. Vs = AvfYd/s = 63.3 kN

-. 0Vn= 0 (V:;+VJ = 110.2 kN > Vo = 80.0 kN ---> O.K.


Lnwm

lee~aernmn

Date : 0111 012009 - 2 12 -

Groje~t Name

' kilt$?ame '


midas Set Beam Strengthening [I G3(+ 2 gt)]

Design Code : KCI-US003 (Build.)


Material Data : fck = 15 MPa ( P I = 0.850)

"" /HA1

Hlrl

f, = 240, fYs = 240 MPa

Section : 500 * 350 mm (hf=120, bf=1600 mm)


Bot. Bar (Layer I ) : 4 - 022 (de = 60 mm)

Bot. Bar (Layer 2) : 4 - 022 (ds = 110 mm)

Stirrups : 2 - D 1 0 @ 2 0 0


~ o r n ~ ~ C i y 0eSigner


4. Check Tension Reinforcement -. As = x(Abar+Astl*(fsl\/fy)* ) = 6037 mm2

-. As' = x(Aba,'+Asu1*(fsalfv)* P ) = 1548 mm2

-. dc = (As*zdc~)/(As) = 44 mm

-. dc' = (As'*Zdcc)/(As') = 6 0 m m

-. d = H-dc = 456 mm

k~lnwoo

lee ~aemonn

-. Asmln~ = (0 .2G/ f y ) *Bd = 644 mm2

-. Asm(n2 = (1 .4/fy)*Bd = 932 mm2

-. As-, = Max[A;mlrl. Asrnlril = 932 < 6037 mm' . . . . . . O.K.

- " - - "

~ r o j e d f ~ a h e ." ",

E,ile Name

-. p b = 0.85 P l(f'c/fy)*600/(6O0+fy) = 0.0323 -. f s i = 600 - dc1/d'*(600+fy) = 485.5 MPa


- A, , = 0.75p91H-dC)B+As1*fso/f, = 19213 > 6037 mm2 . . . . . . . 0 . K.



-. Compression : Rebar Cs = 0 . 0 k N



-. Design Moment Strength @ Mn= 252.5 kN-m .. . <;;:c:-: ,7+$> . ;., < > . kZ.l:..\ . . -A\:i; . . :;1:</ ~ ' (:? g;, : 1 , 2.56 ;, . 5CY! ,... ; , , . , , . . S;; ::-l:gl::

midas Set V 3.3.4 http://w.MidasUser.com

Date : 01/1012009 - 1 1 2 -

midas Set Beam Strengthening [I G3(& 2 g)]

6. Bending Moment Capacity - After Strengthening -. Neutral Axis Depth c = 74 rnrn




-. Tension : Steel PL Tst~ = -705.6 kN

-. Strength Reduction Factor @ = 0.850 -. Design Moment Strength @Mn= 518.4 kN-rn

-. Strength Ratio : MJ@M- = 0.675 < 1.000 . . . . . . . O.K.

7. Check Shear -. Strength Reduction Factor @ = 0.750

-. Vc = 1 /6f lBd = 93.8 kN

-. Vs = Avfydls = 71.0 kN

-. @ Vn= @ (Vc+VJ = 123.6 kN > V, = 100.0 kN ---> O.K.


Date : 0111 012009 - 2 1 2 -

1. Geometry and Materials -i 1" . 4

midas Set Beam Strengthening [I B2(& % 3-)]



Material Data : fck = 15 MPa ( P I = 0.850)

f, = 240, fys = 240 MPa i 350 1 ---t Section : 450 * 350 mm (hf=120, bf=1600 mm)


Bot. Bar (Layer 1) : 3 - D22 (de = 60 mm)

Bot. Bar (Layer 2) : 2 - 022 (de = 1 1 0 mm)

Stirrups : 2 - D 1 0 @ 2 0 0

A A;


C~mpany b n w m

-

Location Wg(mm) Tss(mrn) fsdMPa) Esa(Mpa) Reduc.F( P

' Projedf @asme

-$i&zlwlacmanAA .Rile. Name


4. Check Tension Reinforcement - = x(Abar+&l~*(fst~/fy)* 13) = 4180 mm2

-. As' = x(Abar1+&t~'*(fstl/fy)* P ) = 0 mm2

-. dc = (As*xdc~)/(As) = 109 mm

-. dc' = (As'*xdcc)/(Asl) - - 0 mm

-. d = H-dc = 341 mm

-. As.min~ = (0.25&/fy)*Bd = 481 mm2

-. As.min2 = (1.4/fy)*Bd = 696mm2

-. Axrn = Ma~[A;mirl. Asrnir~l = 696 < 4180 m m L .. . . . . . O.K.

-. p b = 0.85 P 1(f'~lfy)*600/(600+fv) = 0.0323

-. fSb1 = 600 - dc'/d'*(600+fy) = 600.0 MPa

-. fsb = Min[fsbl, f,] = 240.0 MPa

- . A, = 0.75p1(H-d0B+As1*fso/fy = 13188 > 4180 mm2 . . . . . . O.K.


-. Compression : Concrete CC = 649.4 kN


-. Tension : Rebar Ts = -650.3 kN . .


-. Design Moment Strength OM,= 146.4 kN-m . , , .. .,. ,, ,,-? ?.i. .- .I. .;:.: I ;, 1 , ;>>;; , , , , , , ,!< ;; <>>.k!>l, ; ,! . : v . . . , ,

midas Set V 3.3.4

Date : 0111 012009





midas Set Beam Strengthening [I B2 (& 2 St)]



-. Strength Ratio : M,/OM, = 0.635 < 1.000 . . . . . . . 0 . K

I, lvI

7. Check Shear -..Strength Reduction Factor O = 0.750 -. Vc = 1/6fiBd = 83.6kN

-. Vs = Avfydls = 63.3 kN - . 0 V,,= 0 (Vc+Vs) = 110.2kN > V,, = 90 .0kN - - ->O.K.

midas Set V 3.3.4

Date : 0111012009

6. Bending Moment Capacity - After Strengthening -. Neutral AXIS Depth c = 53 mm

- Company

Desig"er

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~, k *(

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:Iki,~&eqame

midas Set Beam Strengthening [I G4(Z 91 3 )]

1. Geometry and Materials 1600 1 -- - -

4

Deslgn Code : KCI-USD03 (Build.)

Stress Profile : Parabolic 3 Material Data : fck = 15 MPa ( 13 I = 0.850) 01 "T

fy = 240, fvs = 240 MPa e!!q Section : 450 * 350 mm (hf=120, bf=1600 mm) Top Bar (Layer 1) : 2 - 022 ( d ~ = 60 mm)

Bot. Bar (Layer 1 ) : 3 - 022 ( d ~ = 60 mm) Bot. Bar (Layer 2) : 2 - 022 (de = 110 mm)

St i r ru~s : 2 - D l0 @ 200

~ v ~ P ~

2. Strengthening Materials Location Wstllmm) T,s(rnm) fsn(MPa) Ess(MPa) Reduc.F( P

1 350 6 2 40 210000 0.7


Company

Designer

4. Check Tension Reinforcement -. As = x(Abar+Astt*(fstl/fy)* 13) = 4180 mm2

. A = x(Abar'+Asul*(fstl/fy)* 13 ) = 0 mm2 -. dc = (As*Xdct)/(As) = 109 mm

-. dc' = (As1*tdcc)/(As') - - 0 mm

-. d = H-dc = 341 mm

-. ,ob = 0.85 131(f'c/fy)*600/(600+f~) = 0.0323

-. fsbl = 600 - dc'/d1*(600+fY) = 600.0 MPa


- A,-s = G.75pl(H-d,)B+As'*f~L/fy = 13188 > 4180 mm? . . . . . . O.K.

Lvmw

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Project Name

File Name


-. Design Moment Strength OM,= 146.4 kN-m ,. :,. .....: . ,:, :. :;: .:,: < ; . %?;< ::; . ?.$ ; <;> y. :- 1 , $;>Jc ;, ; , V,', .\ .: . . .

midas Set V 3.3.4 http:Ilwww.MidasUser.com

Date : 0111 012009 - 1 1 2 -


midas Set Beam Strengthening [I G4(% 91 3 )]





A l A E A v I v l



-. Strength Ratio : M,/OMq = 0.560 < 1.000 . . . . . . . O.K.


-. Vc = 1 / 6 G B d = 83.6kN

-. Vs = Avfydls = 63.3 kN

-. 0V,,= 0 (VL+?/:) = 110.2 kN > V, = 70.0 kN ---> O.K.

Company

- Ddsigne;

midas Set V 3.3.4

Date : 01/10/2009

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, . , ~r~$er;t&ame

*

ti~etfiatij-k,

1. Geometry and Materials ( . -. - - - 1600 .-. -A

rnidas Set Beam Strengthening [I B3(S el 3 Y )]

Design Code : KCI-USD03 (Bulld.1 -7 0

Stress Profile : Parabolic UI: v Material Data : fck = 15 MPa ( P I = 0.850) -L

fy = 240, fys = 240 MPa t-....i 350 ,

Section : 450 * 350 mm (hf=120, bf=1600 mm) Top Bar (Layer 1) : 2 - 022 (dr = 60 mm)

Bot. Bar (Layer 1 ) : 3 - 022 (ds = 60 mm)


Stirruos : 2 - D 1 0 @ 2 0 0


(I,

AHAH AVlrm

Location Wsu(rnm) TSlt(rnrn) fsr(MPa1 Esn(MPa)-- Reduc.F( P )

Company

0e$jgi4r

kunwoo

lee ~aemonn

3. Member Force and Moment -. M, = 160.0 kN-m V, = 80.0 kl\l

- -- Projetit Name

. EiL?l4arne

4. Check Tension Reinforcement -. As = E(Abar+ke*(fst~/fy)* P ) = 4180 mm2

-. As' = E(Abar'+kt~'*(fsu/fy)* P ) = 0 mm2

-. dc = (As*Edct)/(As) = 109 mm

-. dc' = (As'*Edcc)/(As') - - 0 mm

-. d = H-dc = 341 mm

-. Asmlnt = (0.2!&/fy)*Bd = 481 mm2

-. As.mrn~= (1 .4/fy)*Bd = 696mm2

-. A,,, = Max [&mlr~. As m~rrI = 696 < 4180 mm' . . . . . . . O.K.

-. ~b = 0.85 0 ~(f1c/fy)*600/(600+fy) = 0.0323

-. fsb' = 600 - dc'/d'*(600+fy) = 600.0 MPa

-. fsb = Mitl[fsbq, fy] = 240.0 MPa

-. A%.., = 0.75p3(H-dC)B+As1*f,,/f, = 13188 > 4180 mm? . . . . . . O.K.






-. Design Moment Strength @Mn= 146.4 kN-m C?.:::.,<:+.; ;.;?!I;;> : ?+l:,;(>:,?: -: [,c)L::l, ;> i,:j;:<j , , , , .

, - 8 . . .. .. .

midas Set V 3.3.4

Date : 0111012009

midas Set Beam Strengthening [I B3(% el f )]

6. Bending IWoment Capacity - After Strengthening -. Neutral Axis D e ~ t h c = 53 rnrn

- - -

-. Corn~ression : Concrete Cc = 881.9 kN

-. Corn~ression : Rebar Cs = 0.0 kl\J


-. Tension : Steel PL Tnl = -352.8 kN

A 1 e i 1


-. Design Moment Strength @M,= 267.9 kN-rn

-. Strength Ratio : M,/@M, = 0.597 < 1.000 . . . . . . . 9. K.


-. Vc = 1 / 6 G B d = 83.6kN

-. Vs = AvfYd/s = 63.3kN

-. @V,,= @ (Vc+V,) = 110.2 kN > V, = 80.0 kN ---> O.K.

.: m:

,C~gpf$v'> z%eGijjirer $ + A :


Date : 01110/2009 - 2 1 2 -

- 140 -

b n w w

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. - .Wu- . -*-". A- V' " - * j $ 6 ~ ~ ~ ~ $ ~ ~ ;-

Ti!g@arne

midas Gen RC Column Checking Result

1. Design Condition Design Code : KCI-USD07 Unit System : k ~ , m .

i Fie .;

Member Number : 1332 (PM), 1332 (Shear) ? 1 0 / * + Y

Material Data : fck = 15000, fy = 240000, fys = 240000 KPa I

Column Height : 3 m : y- d. . e . . . . e. . + 1 0 -c. ,A.

Section Property : 7-8C2 (No : 13) 0.45

Rebar Pattern : 12 - 4 - D22 . - - .- 4

Total Rebar Area Ast = 0.0046452 m2 (pst = 0.023)

2. Applied Loads Load Combination : 7 AT (I) Point Pu = 147.058 kN

Mcy = 52.8859, Mcz = 145.264 kN-m

Mc = SQRT(McyZ+ MczZ) = 154.591 kN-m

3. Axial Forces and Moments Capacity Check Concentric Max. Axial Load qPn-max = 1891 .50 kN Axial Load Ratio PulqPn = 147.058 1 155.559 = 0.945 < 1.000 . . . . . . . 0.K

Moment Ratio MclqMn = 154.591 1 161.523 = 0.957 < 1.000 . . . . . . . 0.K

McylqMny = 52.8859 1 53.2851 = 0.993 < 1.000 . . . . . . . 0.K

MczlqMnz = 145.264 1 152.480 = 0.953 < 1.000 . . . . . . . 0.K

4. P-M Interaction Diagram cppn(k~) c p ~ n ( k ~ - m )

5. Shear Force Capacity Check Applied Shear Strength Vu = 102.521 kN (Load Combination : 2) Design Shear Strength qVc+qVs = 86.5220 + 31.9958 = 118.518 kN (As-H-req = 0.00048 m21m, 2-D10 @300)

Shear Ratio Vu IqVn = 0.865 < 1.000 . . . . . . . 0 .K

Modeling, Integrated Design &Analysis Software http:llwww.MidasUser.corn rnidas Gen V 741 - 141 -

Print Datemime : 0111012009 23 : l l

midas (;en RC Column Checking Result

I. Design Condition Design Code : KCI-USD07 j .e . = . . . . . r- .....

Unit System : kN, m 6 ..

Member Number : 189 (PM), 186 (Shear) +- 6 , j i 9

Y Material Data : fck = 15000, fy = 240000, fys = 240000 KPa 9

I Column Height : 4.2 m &- L... *..- ..* . . .4

Section Property : - lC1 (No : 2) 0.7

Rebar Pattern : 12 - 4 - D22 t 4 Total Rebar Area Ast = 0.0046452 m2 (pst = 0.009)


Mcy =-41.432, Mcz = 9.37893 kN-m

Mc = SQRT(Mcy2+ Mcz2) = 42.4798 kN-m

3. Axial Forces and Moments Capacity Check Concentric Max. Axial Load qPn-max = 3797.62 kN

Axial Load Ratio PulqPn = 4094.53 13797.62 = 1.078 > 1.000 . . . . . . N.G

Moment Ratio MclqMn = 42.4798 146.9472 = 0.905 < 1.000 . . . . . . . 0.K

McylqMny = -41.432 1 45.8673 = 0.903 < 1.000 . . . . . . . 0.K

MczlqMnz = 9.37893 1 10.01 15 = 0.937 < 1.000 . . . . . . . 0.K

4. P-M Interaction Diagram cppn(k~) CPM~(~N-m)

5. Shear Force Capacity Check Applied Shear Strength Vu = 57.2687 kN (Load Combination : 8)

Design Shear Strength qVc+qVs = 274.270 + 53.3948 = 327.665 kN (As-H-req = 0.00048 m21m, 2-Dl0 @300)

Shear Ratio VuIqVn =0 .175 <1.000 . . . . . . . 0.K

Modeling, Integrated Design & Analysis Software http://r,ww.MidasUser.com midas Gen V 741 - 142 -

Print Datemime : 01/10/2009 23:ll


1. Design Condition Design Code : KCI-USD07

Unit System : kN, m ! t

Member Number : 205 (PM), 177 (Shear) 0 1 Y

Material Data : fck = 15000, fy = 240000, fys = 240000 KPa

Column Height : 4.2 m

Section Property : -1 C2 (No : 3) 0.65

Rebar Pattern : 12 - 4 - D22 - 4

-

Total Rebar Area Ast = 0.0046452 mZ (pst = 0.01 1)

e l l l ~

Armrfl


Mcy = -2.5194. Mcz = 34.2768 kN-m

Mc = SQRT(McyZ+ Mcz2) = 34.3692 kN-m

3. Axial Forces and Moments Capacity Check

Company

author

Concentric Max. Axial Load qPn-max = 3350.10 kN

Axial Load Ratio PulqPn = 1878.07 13350.10 = 0.561 < 1.000 . . . . . . . 0.K

Moment Ratio MclqMn = 34.3692 1 73.5479 = 0.467 < 1.000 . . . . . . . 0 . K McylqMny = -2.51 94 1 5.49028 = 0.459 < 1.000 . . . . . . . 0.K

MczlqMnz = 34.2768 173.3427 = 0.467 < 1.000 . . . . . . . 0.K

4. P-M Interaction Diagram cpPn(kN) V M ~ ( ~ N - m )

2 ? 7 Z S 3 l S A t A t F h

2 ? 7 z 3 1 2 h t h t B &


Design Shear Strength qVc+qVs = 194.988 + 49.1 150 = 244.103 kN (As-H-req = 0.00048 m21m, 2-Dl0 @300)

Shear Ratio Vu IqVn = 0.247 < 1.000 . . . . . . . 0 . K

Modeling, Integrated Design & Analysis Software Print Daterrime : 0111012009 23:l l http:llwww.MidasUser.com midas Gen V 741 - 143 -

Project Title

-File Name D:\. .?2 IPP ' -dZ-3 IS2EQ) .mgb

millas Gen RC Column Checking Result


Unit System : kN, m Member Number : 351 (PM), 348 (Shear) + 1

O ! Y Material Data : fck = 15000, fy = 240000, fys = 240000 KPa * ..

e l~,m A B W 8

Column Height : 3 4 m L%I* * 1 . Section Property : 1 C1 (110 : 4) 0

+ 0.7 Rebar Pattern : 12 - 4 - D22

Total Rebar Area Ast = 0.0046452 mZ (pst = 0.009)

Company

Author

2. Applied Loads

D:\ ... ??lP22e-31Sz'dE).mgb

z $ ? n ) C h t h t q h

???Z3lf htht8r?r

Load Combination : 2 AT (I) Point Pu =3511.79kN

Mcy = -4.2730. Mcz = 12.0779 kN-m

Mc = SQRT(McyZ+ Mcz2) = 12.8115 kN-m

<$k< - " '

'Pajen rmi' File Name


Axial Load Ratio PulqPn = 351 1.79 1 3797.62

IWoment Ratio MclqMn = 12.81 15 1 17.6022

McylqMny = -4.2730 16.13527

MczkqMnz = 12.0779 I 16.4984

4. P-M Interaction Diagram

5. Shear Force Capacity Check Applied Shear Strength Vu = 116.249 kN (Load Combination : 7) Design Shear Strength qVc+qVs = 259.160 + 53.3948 = 312.555 kN (As-H-req = 0.00048 m21m, 2-Dl0 @300)

Shear Ratio Vu IqVn = 0.372 < 1.000 . . . . . . . 0.K

Modeling, Integrated Design & Analysis Software Print Datemime : 0111012009 23:11 http:llwww.MidasUser.corn rnidas Gen V 741 - 144 -


1. Design Condition Design Code : KCI-USD07 Unit System : kN, m Member Number : 362 (PM), 339 (Shear) Material Data : fck = 15000, fy = 240000, fys = 240000 KPa

Column Height : 3.4 m Section Property : 1 C2 (No : 5)

0.65 Rebar Pattern : 12 - 4 - D22 , . . ~ . . - -. 4

Total Rebar Area Ast = 0.0046452 mZ (pst = 0.01 1)

2. Applied Loads Load Combination : 15 AT (J) Point Pu =-361.84kN

Mcy = 68.9439, Mcz = 91.5228 kN-m



Axial Load Ratio PulqPn = -361.84 1-483.90 = 0.748 < 1.000 . . . . . . . 0.K

Moment Ratio MclqM n = 114.585 1 154.360 = 0.742 < 1.000 . . . . . . . 0.K

McylqMny = 68.9439 1 91.71 55 = 0.752 < 1.000 . . . . . . . 0.K

McdqMnz = 91.5228 1 124.158 = 0.737 < 1.000 . . . . . . . 0.K

4. P-M Interaction Diagram cppn(kN) c p ~ n ( k ~ - m )


Design Shear Strength cpVc+qVs = 225.433 + 49.1 150 = 274.548 kN (As-H-req = 0.00048 mYm, 2-Dl0 @300)


Modeling, Integrated Design & Analysis Software Print DateTTirne : 0111 012009 23:ll http://www.MidasUser.corn midas Gen V 741 - 145 -


I. Design Condition Design Code : KCI-USD07 Unit System : kN, m Member Number : 491 (PM), 488 (Shear) a t a Y Material Data ' fck = 15000, fy = 240000, fys = 240000 KPa I

Column Height : 3 m %*- c 4- El-

Section Property : 2C1 (No : 6) 0 6

Rebar Pattern : 12 - 4 - D22 1 - . -- - 4


2. Applied Loads Load Combination : 2 AT (I) Point pu = 3093.44 kN Mcy = 6.21838, Mcz = 4.75651 kN-m


3. Axial Forces and Moments Capacity Check Concentric Max. Axial Load qPn-max = 2935 72 kN

Axial Load Ratio PulqPn = 3093.44 12935.72 = 1054 1 .000 . . . N.G

Moment Ratio MclqMn = 7.82896 19.16186 = 0.855 < 1.000 . . . . 0.K

McylqMny = 6.21838 17.16279 = 0.868 < 1.000 . . . . . . 0 .K

MczlqMnz = 4.75651 15.71263 = 0.833 < 1.000 . . . . . . 0.K

4. P-M Interaction Diagram cppn(k~) PM~(~N-m)


Design Shear Strength qVc+qVs = 192.430 +44.8352 = 237.265 kN (As-H-req = 0.00048 mYm, 2-Dl0 @300)

Shear Ratio Vu IvVn = 0.344 < 1.000 . . . . . . . 0 .K

Modeling, Integrated Design & Analysis Software Print Datemime : 0111 012009 23:ll http:llwww.MidasUser.com midas Gen V 741 - 146 -

1 . Design Condition Design Code : KCI-USD07

Unit System : klV, m

Member Number : 499 (PM), 476 (Shear) LD 1 : .miy 0 '

Material Data : fck = 15000, fy = 240000, fys = 240000 KPa 1 Column Height : 3 m \ P

A "& Section Property : 2C2 (No : 7)

0 5 Rebar Pattern : 12 - 4 - 022

+--. . - --- ---(

Total Rebar Area Ast = 0.0046452 m2 (pst = 0.01 9)

midas Gem RC Column Checking Result

2. Applied Loads Load Combination : 2 AT (I) Point Pu =1589.95kN

Mcy = 0.32452, Mcz = 88.4228 kN-rn

MC = SQRT(Mcy2+ Mcz2) = 88.4234 kN-m

0 4m41

AfVr1%1

3. Axial Forces and Moments Capacity Check Concentric Max. Axial Load cpPn-max = 2206.42 kN

Axial Load Ratio PulcpPn = 1589.95 12161.90 =0 .735 < 1.000 . . . . . . . 0.K

Moment Ratio MclcpMn = 88.4234 1 11 8.630 = 0.745 < 1.000 . . . . . . . 0.K

McylcpMny = 0.32452 i 0.43882 = 0.740 < 1.000 . . . . . . . 0.K

MczlcpMnz = 88.4228 1 11 8.630 = 0.745 < 1.000 . . . . . . . 0.K

4. P-M Interaction Diagram cppn(k~) V M ~ ( ~ N - m )

D : \ . . . ? Z l P 2 S ~ - 3 1 % 2 ~ Q ) mgb

Company

Author

5. Shear Force Capacity Check Applied Shear Strength Vu = 73.01 39 kN (Load Combination : 10)

Design Shear Strength cpVc+cpVs = 141.307 + 36.2756 = 177.582 kN (As-H-req = 0.00048 mYm, 2-Dl0 @300)

Shear Ratio VuIcpVn =0 .411 < 1 0 0 0 . . . . O K

Modeling, Integrated Design & Analysis Software Print Datemime : 0111012009 23:11 http:llwww.MidasUser.com midas Gen V 741 - 147 -

?!F?Z12htht9+

2F?Z112htAtF*

Project Title

File Name

fflidas Gen RC Column Checking Result

1. Design Condition Design Code : KCI-USD07 Unit System : kN, m Member Number . 630 (PM), 627 (Shear) LD 1

0 I I Material Data : fck = 15000, fy = 240000, fys = 240000 KPa

b

Column Height : 3 m Section Property . 3C1 (No : 8)

0 55 Rebar Pattern : 12 - 4 - D22 + +

Total Rebar Area Ast = 0.0046452 mz (pst = 0.01 5)

2. Applied Loads Load Combination : 2 AT (I) Point Pu =2671.29kN Mcy = 6.24976, Mcz = 4.49579 kN-m

Mc = SQRT(McyZ+ Mczz) = 7.69881 kN-m

3. Axial Forces and Moments Capacity Check Concentric Max. Axial Load pPn-max = 2554.50 kN

Axial Load Ratio PulpPn = 2671.29 12554.50 Moment Ratio MclpMn = 7.69881 19.05703

McylpMny = 6.24976 1 7.351 94

MczkpMnz = 4.49579 1 5.28950


5. Shear Force Capacity Check Applied Shear Strength Vu = 97.1061 klV (Load Combination : 7)

Design Shear Strength pVc+pVs = 159.699 + 40.5554 = 200.254 kN (As-H-req = 0.00048 m21m, 2-Dl0 @300)

Shear Ratio Vu IpVn = 0.485 < 1.000 . . . . . . . 0.K

Modeling, Integrated Design & Analysis Software ht tp: l~.MidasUser.corn rnidas Gen V 741 - 148 -

Print DateTTirne : 01/1012009 23: l l

4 . Design Condition Design Code : KCI-USD07 Unit System : k ~ , m

m I @,- Member Number : 638 (PM), 615 (Shear) z I Y Material Data : fck = 15000, fy = 240000, fys = 240000 KPa 1 C

Column Height : 3 m i- 9 ' -' Section Property : 3C2 (No : 9) Rebar Pattern : 12 - 4 - D22



2. Applied Loads Load Combination : 2 AT (J) Point Pu =1379.73kN Mcy = 39.3222. Mcz = -93.568 kN-m


d l l l a


Axial Load Ratio PulqPn = 1379.73 1 1812.51 =0.761 < 1.000 . . . . . . . 0.K

Moment Ratio MclqlWn = 101.495 1 131.236 = 0.773 < 1.000 . . . . . . . 0.K

McylqMny = 39.3222 150.7565 = 0.775 < 1.000 . . . . . . . 0.K

MczlqMnz = -93.568 1 121.024 = 0.773 < 1.000 . . . . . . . 0.K

Cornpafig

4. P-M Interaction Diagram rppn(kN) r p ~ n ( k ~ - m )

5. Shear Force Capacity Check Applied Shear Strength Vu = 79.1 641 kN (Load Combination : 10)

Design Shear Strength qVc+qVs = 125.264 + 36.2756 = 161.539 kN (As-H-req = 0.00048 m21m, 2-Dl0 @300)

Shear Ratio Vu IqVn = 0.490 < 1.000 . . . . . . . 0.K

Modeling, Integrated Design & Analysis Software Print Datemime : 0111012009 23:ll http:llwww.MidasUser.com midas Gen V 741 - 149 -

D:\ ... ?2lPPgP-J182%8).mgb

3P7Z3lf hthtB*

d V w ! l g - - Project Title - File Name ,-

1. Design Condition Design Code : KCI-USD07 . (I . . . . . . . . . . .*:

Unit System : kN, m 1 Member Number : 769 (PM), 766 (Shear)

I - p, - " I 0 , Y

0:

Material Data : fck = 15000, tj = 240000, t j s = 240000 KPa ............. ... ........ ColumnHeight : 3 rn . " @ . . 4 .* -1- 2

Section Property : 4C1 (No : 10) 0.5

Rebar Pattern : 12 - 4 - D22 i , - -i


midas Cell RC Column Checking Result


Mcy = 8.66988, Mcz = 5.58810 kN-m


8 4 ~ ~ 4

ArHrI


. . . . . Axial Load Ratio PulqPn = 2252.26 12206.42 = 1021 > 1.000 N .G

. . . . . . . Moment Ratio MclqMn = 10.3147 112.7329 = 0.810 < 1.000 0.K

. . . . . . . McylqMny = 8.66988 1 10.6967 = 0.811 < 1.000 0.K . . . . . . MczkqMnz = 5.58810 1 6.90714 = 0.809 i 1.000 0.K

Company

Author


... D:\ ??1PE22 Z - 3 1 Z 2 S3) mgb

3?;15JIBhtht?+

3 l t

5. Shear Force Capacity Check

'Projekt Title

,file@ame

Applied Shear Strength Vu = 87.9541 kN (Load Combination : 7)

Design Shear Strength qVc+qVs = 129.761 + 36.2756 = 166.036 kN (As-H-req = 0.00048 mzlm, 2-Dl0 @300) . . . . . . . Shear Ratio Vu IpVn = 0.530 i 1.000 0.K

Modeling, Integrated Design & Analysis Software Print DateKirne : 01110/2009 23:11 http:llwww.MidasUser.corn rnidas Gen V 741 - 150 -


1. Design Condition Design Code : KCI-USD07 I

Unit System : kN, m Member Number : 754 (PM), 754 (Shear)

-- @, * 3 ' 0 1 Y

Material Data : fck = 15000, fy = 240000, fys = 240000 KPa 31

Column Height : 3 m .- :*

Section Property : 4C2 (No : 11) o 5 t - - - 4 Rebar Pattern . 12 - 4 - D22



Mcy =38.2816, Mcz =-119.59kN-m


3. Axial Forces and Moments Capacity Check Concentric Max. Axial Load pPn-max = 2040.67 kN

Axial Load Ratio PulpPn = 926.500 11319.14 = 0.702 < 1.000 . . . . . . . 0.K

Moment Ratio MclpMn = 125.564 1 175.908 = 0.714 < 1.000 . . . . . . . 0.K

McylpMny = 38.2816 151.9331 = 0.737 < 1.000 . . . . . . . 0.K

MczkpMnz = -1 19.59 1 168.067 = 0.712 < 1.000 . . . . . . . 0.K



Design Shear Strength pVc+pVs = 119.483 + 36.2756 = 155.759 kN (As-H-req = 0.00048 m21m, 2-Dl0 @300)


Modeling, Integrated Design &Analysis Software http:llwww.MidasUser.corn rnidas Gen V 741 - 151 -

Print Datemime : 0111012009 23:11



Unit System : kN, m Member Number : 908 (PM), 1044 (Shear) Y Material Data : fck = 15000, fy = 240000, fys = 240000 KPa Column Height : 3 m

Section Property : 5-6C1 (No : 14) 0.5 i Rebar Pattern : 12 - 4 - D22


-

2. Applied Loads Load Combination : 2 AT (I) Point Pu =1837.28kN

Mcy = 10.7665, . Mcz = 5.52028 kN-m

Mc = SQRT(Mcy2+ MczZ) = 12.0992 kN-m


D:\ ... ? z ~ e s g e - ~ ~ z z ~ ~ ) . m g b

Concentric Max. Axial Load pPn-max = 2206.42 kN

Axial Load Ratio PulpPn = 1837.28 1 2206.42

Moment Ratio MclpMn = 12.0992 1 17.9301

McylpMny = 10.7665 1 16.0723

MczlqMnz = 5.52028 17.94809

0 ~ ~ 1 1

A V W l


2 i F ? E J l 4 h t h t ? &

3F.-;1ZJIQhthtB&

C~rflpany

Author

-1250 1.' " l o w "l 0 ombg~~~~w3W

Prdje~€%itlg - . File:NaIne


Design Shear Strength pVc+pVs = 118.656 + 36.2756 = 154.932 kN (As-H-req = 0.00048 mYm, 2-Dl0 62300)


Modeling, Integrated Design & Analysis Software Print Daterrime : 0111012009 23:11 http:llwww.MidasUser.corn rnidas Gen V 741 - 152 -

I. Design Condition Design Code : KCI-USD07 .....

Unit System : kN, m Member IVumber : 915 (PM), 1032 (Shear) / Y

Material Data : fck = 15000, fy = 240000, fys = 240000 KPa

Column Height : 3 m Section Property : 5-6C2 (No : 15) i 0.5 ...d

Rebar Pattern : 12 - 4 - 022


Total Rebar Area Ast = 0.0046452 mz (pst = 0.021)

2. Applied Loads

e 11111

AVBra

Load Combination : 8 AT (I) Point Pu = 721.590 kN

Mcy = 38.9119, Mcz =113.774kN-m

Company ~ ~ t h o i ' .


D:\ ... ? z ~ n g e a - ~ ~ z z s ~ ) . w b

? !??ZJ l2AtAt?b

ZB?ZJIQAIAIF*

Concentric Max. Axial Load qPn-max = 2040.67 kN

Axial Load Ratio PulqPn = 721.590 11135.17 Moment Ratio MclqlWn = 120.244 1 185.390

McylqMny = 38.91 19 162.1212

MczlwMnz = 1 13.774 1 174.673

".P,i@git,Tit~e$ w - *a " - ' ~ i @ & ~ m & . . *..



Design Shear Strength qVc+qVs = 108.010 + 36.2756 = 144.285 kN (As-H-req = 0.00048 m21m, 2-010 @300)


Modeling, Integrated Design &Analysis Software http://www.MidasUser.com midas Gen V 741 - 153 -

Print Daterrime : 0111012009 23 : l l


1. Design Condition Design Code : KCI-USD07 Unit System : kN, m

Member Number : 1329 (PM), 1329 (Shear) S

Material Data : fck = 15000, fy = 240000, fys = 240000 KPa o 1 m-y Column Height : 3 m

Section Property : 7-8C1 (No : 12) 1- 9

0.45 Rebar Pattern : 12 - 4 - D22 9

-- -- -4 Total Rebar Area Ast = 0.0046452 m2 (pst = 0.023)

2. Applied Loads Load Combination : 7 AT (I) Point Pu =166.339kN Mcy = 169.680. Mcz = 4.74067 kN-m


3. Axial Forces and Moments Capacity Check Concentric Max. Axial Load qPn-rnax = 1891 .50 kN

Axial Load Ratio PulqPn = 166.339 1 177.951 = 0.935 < 1.000 . . . . . . . 0.K

Moment Ratio MclqMn = 169.746 1 179.044 = 0.948 < 1.000 . . . . . . . 0.K McylqMny = 169.680 1 178.979 = 0.948 < 1.000 . . . . . . . 0.K

MczlqMnz = 4.74067 14.82183 = 0.983 < 1.000 . . . . . . . 0.K

4. P-M Interaction Diagram cppn(k~) c p ~ n ( k ~ - m )

5. Shear Force Capacity Check Applied Shear Strength Vu = 102.625 kN (Load Combination : 7) Design Shear Strength qVc+qVs = 86.2123 + 31.9958 = 118.208 kN (As-H-req = 0.00048 m21m, 2-Dl0 @300)



Print Datemime : 0111 112009 01:13

millas Gem RC Beam Strength Checking Result

1. Design Information Design Code : KCI-USDO7 Unit System : kN, m Material Data : fck = 15000, fy = 240000, fys = 240000 KPa Beam Span : 6.12 m


2. Section Diagram

[END-I] [END-J]

TOP : 5-D22 TOP : 3-D22 TOP : 5-D22

BOT : 3-D22 BOT : 5-D22 BOT : 3-D22

STIRRUPS : 2-Dl0 @200 STIRRUPS : 2-Dl0 a200 STIRRUPS : 2-Dl0 @200

3. Bending Moment Capacity . - ........ - - - -............... - - .. - ... -. .. .- . - ... .. ....... ..-.......

- MID END- J ............ .. .................. ... ...........









4. Shear Capacity - .... . . . - - . . . - - .... - ... - . - . - . -. ... - - ....... - - -. - - - - - - -.

END-I --1

- -- - :MID-- . ............

, END-J



Shear Strength by Conc.(cpVc)



Check Ratio

Modeling, Integrated Design & Analysis Software http://w.MidasUser.com midas Gen V 741

- 155 -


1. Geometry and Materials + 1600-- --.+ Design Code : KCI-USDO3 (Build.) -r... 31 Stress Proflle : Parabolic

0 1

%! Material Data : fck = 15 MPa ( P I = 0.850) i

midas Set Beam Strengthening 1261 (Xi1 U, Eta &!)I

f,= 240, f,, = 240 MPa

Section : 450 * 350 mm (hf=120, bf=1600 mm)

Top Bar (Layer I ) : 3 - 022 (dr = 60 mm)

Top Bar (Layer 2) : 2 - 022 (dr = 11 0 mm)


Stirrups : 2 - D 1 0 @ 3 0 0

e AlAU ru


3. Member Force and Moment -. Mu = -138.0 kN-m Vu = 110.0 kN

&&pa@? c~pjidntir

4. Check Tension Reinforcement -. AS = z(Abar+&t~*(fst~/fy)* P ) = 3876 mm2

-. AS' = I(Abar1+&t~'*(fst~/fy)* P ) = 3076 mm2

-. dc = (&*tdct)/(&) = 158 mm

-. dc = (As'*Edcc)/(As') = 28mm

-. d = H-dc = 292mm

z :" -- , ' <

F4fiT%i4@;e;.

-. p b = 0.85 P1(f '~/fy)*600/(600+f~) = 0.0323

-. fabl = 600 - dc'/d1*(600+fy) = 543.2 MPa

-. fsb = Min [fsbl, fyl = 240.0 MPa

- . A , - , = 0.75p,(H-ds)BtAs'*fsE/f, = 5549 > 3876mm2 . . . . . . . 0 . K



-. Compression : Rebar Cs = 136.2kN



-. Design Moment Strength DMn= -128.7 kN-m - . <?.:.;;!y7!*,, ;,>: ~, , .>:! : >.." :.<<zl<:<; ; '..;I::/{i> !$;. .:. 1 ,072 ;, 1 ,[y;') <>?:.,.. ' ' . . . . . . . ,, ;.: v;r>:'>::

midas Set V 3.3.4 http:l/w.MidasUser.com

Date : 03/05/2009 - 1 1 2 -

6. Bending Moment Capacity - After Strengthening -. Neutral Axis D e ~ t h c = 87 mm

midas Set Beam Strengthening [2Gl (Xil 3 3 2)]


-. Compression : Rebar CS = 135.6kN

-. compression : Steel PL Cstl = 457.1 kN


-. Tension : Steel PL Ts,l = -456.2 kN

* ~ 4 1


-. Design Moment Strength OMn= -208.7 kN-m

-. Strength Ratio : M,/OM, = 0.661 < 1.000 . . . . . . . 0 . K.


-. Vc = 1 /6f lBd = 83.6 kN

-. Vs = AvfYd/s = 42.2 kN

-. VSII = 0 * [2Ts11fst1Wst11 = 665.3 kN

-. 0Vn= @(Vc+vs+Vs:~) = 593.3 kN V, = 110.0 kN ---> O.K.

L .I % <--" 2

+jNqi$"f *ii"z~G:

midas Set V 3.3.4

Date : 03/05/2009

,+ .x - ?"* . - , - .r

-<-* - ' *

.&!go~g$t &yqe20s %:

-jfZ&i$a~Q~~ --w---z - . ';' . z 2 " " -


I. Design Information

- -


Unit System : kN, m



e ANAN

A r H m

2. Section Diagram

[END-I] [MI Dl

T 5 I 1

' ,

~ b i i p ~ y Allfhor

b e e s

TOP : 8-D22 TOP : 3-D22

BOT : 3-D22 BOT : 8-D22

STIRRUPS ' 2-Dl 0 (9200 STIRRUPS : 2-Dl0 (9200

Z i ? ? Z I I P h t h t P &

[END-J]

TOP : 8-D22

BOT : 3-D22


Prdject"T.itle

File Name


D:\...\PY3\5.MIq9Z2ZS.mgb





Moment (Mu)

Strength (cpMn)




4. Shear Capacity





Using Stirrups Spacing 2-Dl0 (3200 2-010 @200 2-Dl0 @200

Check Ratio I ,5490 i ,3082 1 6043

Modeling, Integrated Design 8 Analysis Software http://www.MidasUser.com midas Gen V 741 - 158 -



midas Set Beam Strengthening [2G2(X4 Et Z S ) ]

Design Code : KCI-US003 (Build.)


Material Data : fck = 15 MPa ( 4 1 = 0.850)

4 "AM

AT m r

fy = 240, fys = 240 MPa

Section : 500 * 350 mm (hf=120, bf=1600 mm) Top Bar (Layer 1) : 4 - 022 (dr = 60 mm)

Top Bar (Layer 2) : 4 - 022 ( d ~ = 110 mm)

Bot. Bar (Layer 1) : 3 - D22 (de = 60 mm)

Stirrups : 2 - Dl0 @ 200


*

p p i f @

' hg~$fii+.

- -

Location Ws1~(rnm) Tse(rnrn) bt(MPa1 EstdMPa) Reduc.F( 4)

* * " w " - :.r - * - " v \ '*

~@~ojl$f:~arne~ ,, ax z%- :Z - "- "

:;glk;gskwg- %*, z:S i


4. Check Tension Reinforcement -. AS = x(Abar+kt~*(fs~t/fy)* ) = 5331 mm2

- A = x(Abar'+k~~'*(fs~~/fy)* 4 ) = 4324 mm2

-. dc = (As*xdcr)/(As) = 155 mm

-. dc' = (As1*xdcc)/(k') = 29mm

-. d = H-dc = 345mm

-. As.min1 = (0.25&/fy)*Bd = 487 mm2

-. As.min~= (1 .4/fy)*Bd = 704 mm2

-. As.-9 = Max [&.mirl. As.n)!r?l = 704 < 5331 mm' . . . . . . . O.K.

-. ,CJ~ = 0.85 4 ~(f 'c /fy)*600/1600+fy) = 0.0323

-. fsb' = 600 - dc'/d'*(600+fy) = 548.8 MPa


-. = 0 .75~3(H-d~)B+A~'* f~c / f~ = 7241 > 5331 mm: . . . . . . . 0. K .

5. Bending Moment Capacity - Before Strengthening -. Neutral Axis Depth c = 127mm

-. Compression : Concrete Ce = 479.3 kN




-. Design Moment Strength 0 Mn= -226.4 kN-m - . ; , .. . . -, . .... <.\, . ~,!,:i,'d:b$:, .. .=: 1 y , ; 2 > 1 ,$;;1~ , , , , , , , :;ji.,::nc'.i!. . -I. L, . .,...-l t i !

rnidas Set V 3.3.4 http://www.MidasUser.corn

Date : 03/05/2009 -112-

6. Bending Moment Capacity - After Strengthening -. Neutral Axis Depth c = 99 rnrn

midas Set Beam Strengthening [262(%414 9 3 g ) ]

-. Compression : Concrete Cc = 373.3 klV


-. Compression : Steel PL C,II = 638.0 kN




-. Design Moment Strength @ Mn= -341.9 kN-m

-. Strength Ratio : M:,/@Mr = 0.798 < 1.000 . . . . . . . 0 . K

0 AM 1CCn


-. Vc = 1 / 6 G B d = 93.8 kN

-. Vs = Avf,d/s = 71.0 kN

-. VSII = R * [2Ts,1fst1Wst1] = 766 . 1 kN

-.@Vn= @(Vc+Vs+Vsv) = 698.2kN > V, = 197.0kN ---> O.K.

.^_ . % r w

,3&3+ja/i 3 -+ik%: *+g-

& % w-

midas Set V 3.3.4 Date : 03/05/2009

@*;g6<~;;$$wz$~~?dy *

a ;Fqqs~g~&m.e~.- ,. X-XlaLZaJV-n --

midas Gel1 RC Beam Strength Checking Result

1. Design Information Design Code : KCI-USD07 Unit System : kN, m

Material Data : fck = 15000, fy = 240000, fys = 240000 KPa Beam Span : 6.1 2 m

Section Property : 2B1 (No : 33)

2. Section Diagram

[END-I]

TOP: 5fD22

BOT : 34222

STIRRUPS : 24310 a 2 0 0

TOP : 34222

BOT : 5-D22

STIRRUPS : 2-010 a 2 0 0

[END-J]

TOP ' 54322

BOT : 3.022

STIRRUPS. 2-Dl0 @200



Moment (Mu)

Strength (cpMn)

Check Ratio (MuIpMn)


Moment (Mu)

Strength (pMn)


Usiug Rebar Top (As-top)


4. Shear Capacity





Using Stirrups Spacing 2-010 @200 2-010 @ZOO 2-010 @200

Check Ratio 1.1350 0.8205 1 ,0817

Modeling, Integrated Design & Analysis Software

http://www.MidasUser.com midas Gen V 741 - 161 -

Print DateKime : 03/05/2009 13:55

1. Geometry and Materials i 1600 +

Design Code : KCI-USD03 (Build.)

Stress Profile : Parabolic T" Material Data : fck = 15 MPa ( P I = 0.850)

f, = 240, fYs = 240 MPa

Section : 450 * 350 mm (hf=120, bf=1600 mm) w


Top Bar (Layer 2) ' 2 - 022 (dr = 1 1 0 mm)

Bot. Bar (Layer 1) : 3 - 022 (de = 60 mm)

Stirrups : 2 - D 1 0 @ 2 0 0

nlidas Set Beam Strengthening [2Bl ( f l l U, Et a S ) ]


AlAsl ArelsH

Location Wsn(mm) Tsdmm) fs11(MPa) EdMPa) Reduc.F( P )

3. Member Force and Moment -. Mu = -146.0 kN-m Vu = 124.0 kN

"~aap&y, -, - . _ ,

~ e ~ i g n e r

4. Check Tension Reinforcement . As = z(Abar+&~~*(fst~/fy)* 0 ) = 4153 mm2

-. As' = x(Aba,'+&t~'*(fst~/fy)* P = 3186 mm2

-. dc = (As*xdc~)/(As) = 172 mm

-. dc' = (As1*xdcc)/(As') = 28 mm

-. d = H-dc = 278mm

~cijGtIkirne v:

File Name

-. As.mint = (0.25&/fy)*Bd = 393mm2

-. As.minn= (1.4/fy)*Bd = 568 mm2

-. AS.?? = Max [A.mlirl. Ar.airz] = 568 < 4153mmV.. . . . . . O.K .

-. , ~ b = 0.850 l(f1c/fy)*600/(600+f,) = 0.0323

-. fsb' = 600 - dc1/d'*(600+fY) = 545.1 MPa

-. fsb = Min[fSb1, fy l = 240.0 MPa

-. As, = 0.75p3(H-dc)B+k1*fSE/fY = 5541 > 4153 mm2 . . . . . . . 0 . K.






-. Design Moment Strength @Mn= -129.0 kN-m -, .<,>: : , . . . >,., +; -< ... % : .

, ..,. ;::i i..,:,. : : :> :.. .. >' .. . 132 .> t , :;,::: . . . . . . . ., :; ::. i: .! ;: : .


Date : 03/05/2009 -112-

midas Set Beam Strengthening [2BI I




-. compression : Steel PL CSII = 449.1 kN

-. Tension : Rebar TS = -464.5 kN

-. Tension : Steel PL Tstl = -466.9 kN

-. Strength Reduction Factor O = 0.850.

-. Design Moment Strength OMo= -209.5 kN-m

-. Strength Ratio : FII,I@M,, = 0.697 < 1.000 . . . . . . . 0. K.


-.Vc = 1/6flBd = 83.6 kN

-. Vs = AvfydIs = 63.3kN

-. Vss = P * [2Ts11fsuWst1] = 665.3 kN

-. OVF O(V~+V,+V~~I) = 609.2 kN > Vu = 124.0 kN ---> O.K.


Date : 0310512009 - 21 2 -

midas Set Slab Capacity Table

1. Design Conditions Design Code : KCI-USD07


: fy = 240 MPa Concrete Clear Cover : 20 mm

2. Slab Thk : 120 mm Short Direction Moment (Unit : kN-mlm)

0 1 0 0 @ I 2 0 @ I 5 0 @ I 8 0 ($200 (3230 @250 ($300 D l 0 12.9 10.9 8.8 7.4 6.7 5.8 5.4 4.5

Long Direction Moment @ l o 0 @ I 2 0 @ I 5 0 @ I 8 0 0 2 0 0 @230 @250 (3300

D l 0 11.3 9.5 7.7 6.5 5.9 5.1 4.7 4.0 010+013 14.8 12.6 10.3 8.7 7.9 6.9 6.4 5.3

D l 3 17.8 15.3 12.6 10.7 9.7 8.5 7.9 6.6

D13+D16 21.2 18.4 15.3 13.1 11.9 10.5 9.7 8.2

D l 6 < ,- 2 21.0 17.6 15.2 13.9 12.3 11.4 9.7 @Vc = 45.3 kN/m

rnidas Set V 3.3.4 http://www.MidasUser.com

Date : 03/05/2009

midas Set Slab Design [2Sl (Xi1 U, Eta S ) ]

1. Geometry and Materials Design Code : KCI-US007


fy = 240 MPa 0

Slab Dim. : 3200 * 61 20 * 120 mm (cc = 20 mm) N Edge Beam Size : (D

61 = 350 X 450, 62 = 350 X 450 mm

2. Applied Loads w Dead Load : Wd = 4.5 kPa Live Load : WI = 6.0 kPa

W, = 1.2*Wd+1 . ~ * W I = 15.0 kPa

3. Check Minimum Slab Thk.

4. Reinforcement


Strength Reduction Factor QJ = 0.850

Strength Reduction Factor QJ= 0.750 Short Direction Shear

. . . . . V,,= 20.1 < @Vc= 45.7kN:m

Coefficient

Mu {kN-m/m)

0 (%I AI (mm2/m)

O.K.

Long Direction Shear V,, = 2.6 < QJV, = 40.3 kN/m . . . . . . . O.K.

rnidas Set V 3.3.4

Date : 03/05/2009

Min~mum

Ratio

0.200

240

Short Span

Cont. Cent.

0.086 0.037(0)

O.Oss(L)

10.5 6.8

0.600 0.379

572 36 1

Long Span

Cont. Cent.

0.006 0.002(0)

O.O04(L)

2.9 1.6

0.199 0.108

170 92

midas Set Slab Strengthening [2Sl-Xi1 U, Eli3 g ]

1. Geometry and Materials Design Code : KCI-USD03 (Build.) FJ= Stress Profile : Parabolic

Material Data : fct = 15 MPa 4 503 + f, = 240 MPa k-- 1 000 i


Slab Depth (0) : 120 mm

Top Bar : Dl0 @ 200 (cc = 20 mm)

Bot. Bar : D l0 @ 200 (cc = 20 mm)





-. Allowable Strain ( t FRP): 0.0150

-. Bending Moment Strength Reduction Factor ( P I : 0.7304


4. Check Tension Reinforcement -. As = x(Abar+&RP*(fFRP/fy)* 0 ) = 1598 mm2

-. As' = x(Abar') - - 0 mm2

-. dc = (As*xdcl)/(As) = 27mm -.dc' = 0 mm

-. d = D-dc = 9 3 m m

-. As.sn = 0.0020*D*W = 240 < 1598mm2 . . . . . . . O.K.

-. p b = 0.85 P1(f~dfy)*600/(600+f~) = 0.0323

-. fsb' = 600 - dc'/d'*(600+f,) = 600.0 MPa


-. AS-= = 0.75pD(D-dc)W+As6*fse/fr = 2255 > 1598 mm? . . . . . . . O.K.



-. Compression : Rebar C, = 0 .0kN



-. Design Moment Strength OMn= 8.2 kN-m/m ~ ? : . - = q C ~ ~ ~ gat;?: : :y jGf /$F ,& - 1,252, ;, l,(j(yj . , , , , , , s;!el-;gtk, , <-,:..,.

midas Set V 3.3.4 http:/lww.MidasUser.com

Date : 03/05/2009 - 1 1 2 -

midas Set > "

Slab Strengthening [2Sl-Xil U, 5 1 3 &!] , A * - " " "







-. Design Moment Strength OM,= 23.3 kN-mlm

-. Strength Ratio : M,/OM? = 0.452 < 1.000 . . . . . . . O.K.

7. Check Strain in FRP at Required Flexural Strength -. Design Moment Strength OM"= 10.5 kN-mlm

-. Neutral Axis Depth c = 24 mm


-. Max. Strain in FRP &:HF= 0.0027 < & F F P , A J ~ =0.0150 ---> O.K.

rnidas Set V 3.3.4 hnp:/lwww.MidasUser.com

Date : 03/05/2009 - 2 1 2 -

niidas Set Slab Design [lS4-Ramp2 XI F]

I. Geometry and Materials -- Design Code : KCI-USD07 ----

-7 Mater~al Data : fck = 15 MPa

f, = 235 MPa 0

Slab Dlm. : 3200 * 61 20 * 120 mm (cc = 20 mm) N, Edge Beam Size : /

B1 = 350 X 600, 82 = 350 X 600 mrn

83 = 350 X 600, 84 = 350 X 600 mm

2. Applied Loads Dead Load : Wd = 7.8 kPa

Live Load : WI = 2.0 kPa .. -

Wu = 1.2*Wd+1 . ~ * W I = 12.6 kPa q ; : : z=

3. Check Minimum Slab Thk. a m = (12.17+12.17+23.27+23.27)/4 = 17.7192

B = LnyILn, = 2.0246

hmIn = 90 mm

h = In(800+fy/l .4)/(36000+9000 P = 103 mm

Thk = 120 > Req'd Thk = 103 mm . . . . . . . O.K.

4. Reinforcement

6 b 5. Check Shear Stresses '. 1

Strength Reduction Factor 0 = 0.850


V.,= 16.8 < OVc= 45.3kNim . . . . . . . 0 . K

Coefficient

M, (kN-mlm)

P (%I

Long Direction Shear V,,,= 2.1 < OV,= 39.9kNlm . . . . . . . O.K.


Date : 03/23/2009

- 168 -

Short Span

Cont. Cent.

0.086 O.O37(D)

0.066(L) 8.8 4.5

0.507 0.255

Long Span ) M~nimum

Cont. Cent.

0.006 0.002(D)

0.004(L)

2.4 1 .O

0.169 0.070

Ratio

0.200

nlidas Set Slab Design 14 S4-Ramps XI Z!]

1. Geometry and Materials Design Code : KCI-USD07


f, = 235 MPa Slab Dim. : 3200 * 6120 * 120 mm (cc = 20 mm) Edge Beam Size : a

B1 = 350 X 600, B2 = 350 X 600 mm

B3 = 350 X 600, B4 = 350 X 600 mm

- - -

2. Applied Loads

ATlVm



WU = 1.2*Wd+1.6*W1= 9.0 kPa 07- r e - r CU I * 0 * -L- zr

3. Check Minimum Slab Thk. am= (1 2.17+12.17+23.27+23.27)/4 = 17.7192

P = LnylLnx = 2.0246

hm,n= 90 mm

h = 1n(800+fy/l .4)/(36000+9000 8 ) = 103 mm

Thk=120 > Req1dThk=103mm . . . . . . . O.K.

C o m ~ a n ~

~esjsk-r,

4. Reinforcement

Project A Name

;ft~p.Na.me.

Strenath Reduction Factor @ = 0.850

Coefficient ----I Short Span

Cont. Cent.

0.086 0.037(D)

0.066(L) 6.3 3.5

0.360 0.194

342 1 84

Long Span j Minimum

Cont. Cent. Ratio

0.006 O.O02(D)

O.O04(L) I

1.8 0.8 1 0.121 0.054 1 0.200

104 46 ! 240

5. Clieck Shear Stresses Strength Reduction Factor @ = 0.750 Short Direction Shear

V,,= 12.1 < @Vc= 45.3kNlm . . . . . . . O.K.

Long Direction Shear V.r= 1.5 < @V,= 39.9kNlm . . . . . . . O.K.

midas Set V 3.3.4

Date : 03/23/2009

I. Geometry and Materials Design Code : KCI-USDO3 (Build.) a 5%

Stress Profile : Parabolic 1 a a

Material Data : fck = 15 MPa 503 +-. --d fq = 240 MPa t-- 1000 1



Top Bar : D l0 @ 200 (cc = 20 mm)

Bot. Bar : D10@200 ( c c = 2 0 m m )

nlidas Set Slab Strengthening [I S 4 9 2F]



-. FRP Thk (TFRP) : 0.167mm


-. Allowable Strain ( E FRP): 0.0150

-. Bending Moment Strength Reduction Factor ( P I : 0.7304

m A 11

~ J r l

3. Member Force and Moment -. M, = 8.8 kN-m/m

4. Check Tension Reinforcement -.As = t(Abar+&Rp*(f~~?/fy)*B) = 1598mm2 . A = t ( A h ' ) - - 0 mm2

-. dc = (As* tdd/ (A) = 27 mm

-.dc ' = 0 mm

- . d = 0-dc = 9 3 m m

:%P?~%Y-

.~&ii$&~>

-. Pb = 0.85 B 1(fck/fy)*600/(600+fy) = 0.0323

-. fsb' = 600 - dc'/d1*(600+fY) = 600.0 MPa


-.A,-.,= 0.75pD(D-dtz)W+As'*is./I, = 2255 > 1598mmz . . . . . . . O.K.

: Rroject Name - :kii@qam@*'l". A .'i




-. Tens~on : Rebar Ts = -171.2 kN


-. Design Moment Strength @Mn= 8.2 kN-m/m i"..: -,-..r :::.p!... , ?>;.:j:.s:<!. :. .? c;:. ;, i, .;;c,:j . . , .. .. ., . .1.: : . .,,.-., .....

midas Set V 3.3.4

Date : 03/23/2009


rrridas Set Slab Strengthening [I S49 St 9 1






-. Design Moment Strength DM,= 23.3 kN-m/m

-. Strength Ratio : M,/@M, = 0.378 < 1.000 . . . . . . . 0 . K.

P' * r r i

A*:%*:- ,"

9role~QName -. %. .

'-@I$ 4,&e' i AN AYE 1

7. Check Strain in FRP at Required Flexural Strength -. Design Moment Strength @Mn= 8.8 kN-m/m

-. Neutral Axis Depth c = 27 mm


-. Max. Strain in FRP E LRP= 0.0016 < E FRP,IUI.~ = 0.0150 ----> O.K.

Camp"#!!' "&i~~~r. ,*

midas Set V 3.3.4

Date : 03/23/2009

kunwoo structural eng. -...

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