xaydung360 vnBOOK 1 REPORT

Công trình s c thi t k theo các lo i t i tr ng sau • T nh t i – tr ng b n thân k t c u • T nh t i trên sàn. • Ho t t i s d ng. • T i tr ng gió. 4.1. T nh t i trên sàn T nh t i trên sàn bao g m t i hoàn thi n sàn, treo tr ng trên sàn, t ng, h c, t i tr ng th c t c a thi t b n và n, b n tr ng cây, t t c các t i tr ng c nh ho c di d i. T nh t c áp d page:4 D án: CAO C P THE OCEAN VISTA RESIDENTIAL THUY T MINH K T C U – BLOCKB CÔNG TY C PH N VITA 511 Lo i t i tr ng Di n gi i t i tr ng KNm2 T i tr ng hoàn thi n sàn N n sân tr t ( tb n bê tông ch ng th m) 12.0 Các t u xe, s nh thang máy (50mm Maximum) 1.2 B n trông cây ( d c) 2.4 Phòng t m n hình (50mm) 1.2 S nh thang máy n hình (50mm) 1.2 Phòng c n, phòng máy b òng n. 125mmPAD , Khách s n, và các t phòng n hình (50mm) 1.2 H , h t m, Jacuzzi 2.4 Ch ng th m và hoàn thi n 2.4 i (50mm) 1.2 Khu siêu th (50mm) 1.2 ng g ch sét nung (g ch 4 l ) ng g ch sét nung dày 100mm (m t l p) 2.5 ng dày 200mm (hai l p) 3.8 Lo i t i tr ng Di n gi i t i tr ng KNm2 n và Tr n gi treo vào tr n Phòng Chiller 1.25 Phòng qu t Phòng máy b Phòng k thu n 0.5 S u xe 0.35 Các t òng n hình 0.35 ng 0.25 Các t và khách s n n hình 0.50 Khu buôn bán n hình 0.1 T i tr 0.5 page:

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CÔNG TY C PH N T V N VITA

THUY T MINH THI T K

PH N K T C U (BLOCK-B)

ÁN KHU C N H CAO C P

THE OCEAN VISTA RESIDENTIAL

Tháng 12-2010

Trang 2

CÔNG TY C PH N R NG ÔNG RANG DONG CORPORATION

***

THUY T MINHTHI T K

PH N K T C U (BLOCK-B)

ÁN KHU C N H CAO C P THE OCEAN VISTA RESIDENTIAL

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-D án: CAO C P

THE OCEAN VISTA RESIDENTIAL

THUY T MINH K T C U – BLOCK-B

M c l c

1 Mô t công trình 3

2 Tiêu chu n áp d thi t k : 3

3 Lo i v t li u k t c c s d ng 3

3.1 Bê tông 3

3.2 C t thép 4

nh hình 4

3.4 Bê tông ti n áp 4

4 T i tr ng thi t k 4

4.1 T nh t i trên sàn 4

4.2 Ho t t i s d ng: 7

4.3 T i tr ng gió 8

4.4 T t 8

b n v à kh c v 8

ch ng cháy 8

5.2 Tình tr ng ti p xúc v u ki n bên ngoài 8

6 Tính toán thi t k 9

ình ph n m tính toán và thi t k 9

6.2 Tính toán s nh t ng th theo t i tr ng ngang 9

6.3 T i tr ng và thi t k c t 10

6.4 T i tr ng và thi t k ng ch u c t 10

6.5 Thi t k sàn nhà 10

6.6 Thi t k sàn t ng tr t 10

6.7 Thi t k sàn t ng h m 11

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D án: CAO C P

CÔNG TY C PH N VITA - 3/11 -

1 Mô t công trình

Tên d án: CAO C P

V trí xây d ng: M - PHAN THI T - BÌNH THU N-VI T NAM

: ,

Qui mô: 7 t ng , mái và 1 t ng h m

2 Tiêu chu n áp d thi t k :

Các tiêu chu n chính s c áp d ng trong thi t k k t c u bao g m:

• TCVN2737 – T i tr ng cho công trình

• TCVN 2737– Tiêu chu n t i tr ng gió Vietnam

• BS 8110 – Tính toán bê tông c t thép

C40, fc=40 N/mm2 ng ch u c t, C t và h khung ch u l c C30, fc=30 N/mm2 t thép / Sàn và sàn ph ng C30, fc=30 N/mm2 Bê tông c u t o

** bê tông kh i tr (150*150*150) 28 ngày

page:3

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D án: CAO C P

3.2 C t thép

Lo i Fy Lo i c u ki n Thép ch u l c chính 390N/mm2 Thép s d ng Thép m m 235 N/mm2

i thép hàn 460 N/mm2 Thép hình 235N/mm2 K t c u thép

Lo i Lo i c u ki n

nh hình fy=235N/mm2 H k t c u ch u l c Bulon 6.6 fy=320N/mm2

Bulon 8.8 fy=400N/mm2 Que hàn (E42) fy=180N/mm2

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D án: CAO C P

S nh thang máy n hình (50mm) 1.2 Phòng c n, phòng máy b òng

n

125mmPAD

, Khách s n, và các t phòng n hình (50mm)

1.2

H , h t m, Jacuzzi 2.4

Ch ng th m và hoàn thi n 2.4

i (50mm) 1.2 Khu siêu th (50mm) 1.2

Phòng k thu n

0.5

S u xe 0.35 Các t òng n hình 0.35

ng 0.25 Các t và khách s n

n hình

0.50

Khu buôn bán/ n hình

0.1

T i tr 0.5

page:5

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D án: CAO C P

Các t i tr ng trên sàn khác

Các t òng n hình (Khung kim loai và t

khô)

và khách s n hình (G t sét r ng có tô trát hoàn thi n)

2.5

Khu v c buôn n hình (G t sét r ng có tô trát hoàn thi n)

2.0

Ghi chú:

a B qua t i tr

nh t t t quá 4.0KN/m2

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D án: CAO C P

H thang máy 7.5 Phòng máy phát n 12.0 Sân t ng tr t có mái che 8.0 Khu giao nh n hàng 10.0

Siêu th 10.0 Trungtâm giúp vi c/C ng 2.5 Phòng c n hình 5.0

Kho l nh 30

C a hi u 10 Nhà hát 7.5

Phòng máy b / Phòng chiller 7.5

và khách s n 2.0 Phòng v sinh 2.5

page:7

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D án: CAO C P

t quá H/500; trên m i chi u cao t ng cho t n hình

T ng chuy n v cao trình mái không v t quá 1/1000

• B r ng khe n t l n nh t:

ng k t c u c a h c = 0.15mm b r ng khe n t cong

n sàn khác = 0.30mm b r ng khe n t cong

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D án: CAO C P

CÔNG TY C PH N VITA - 9/11 -

v c ki m tra ph c làm lên m t k t c c khi ch ng th m Ch ng

th m phòng v sinh n u c n thi t s c mô t b i ki n trúc

6 Tính toán thi t k

ình ph n m c s d vi c tính toán và thi t k bao

g m:

• Tính toán nh h k t c u công trình d i t i trong ngang – ETABS, Orion

• Tính toán Thi t k b – SAFE, ADAPT BUILDER

• Tính toán Thi t k ng L i C ng, C t ng ch u c t – CSI-COL, CONCRETE, TEDDS

• Tính toán Hai tr ng thái nh t ng th

• Mô hình th nh t c g i là SLS bao g m t u ki n

ng Mô hình này c s d ki m tra chuy n v ngang c a công trình

• Mô hình th c g i là ULS, bao g m t t c các ph n t ng

và ch nh có liên quan mà nó s góp ph n trong thi t k Mô hình này

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D án: CAO C P

• T i tr ng ngang (t i gió), bao g m c t i tr ng và ngang và moment trong

ng s c trích xu t t k t qu tính toán c a ETABS (mô hình ULS), c c ng thêm vào t i tr ng l thi t k

• Ti t di ng c c ki m tra cho s t ng h p ng su t kéo (dù không

ch c xãy ra) t t h ng h p t i tr ng Nh ng ng su t kéo s c ch u

• D c tính toán thi t k b i ph n m m tính toán 2 chi u ADAPT

6.6 Thi t k sàn t ng tr t

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D án: CAO C P

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ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM

ADAPT-RC Version "5.00" Date: "06 - 09 - 2010" Time: "13:33" File: Support Line 1

1 - PROJECT TITLE: "Ocean Vista"

1.1 Design Strip: Support Line 1

1.2 Load Case: Envelope

460 920

9 - DESIGN PARAMETERS

9.1 Code: British f cu = 30 N/mm 2 f y = 390 N/mm 2 (longitudinal) f y = 390 N/mm 2 (shear)

9.2 Rebar Cover: Top = 20 mm Bottom = 20 mm Rebar Table: Euro - BS, BPEL, DIN

10 - DESIGNER'S NOTES

page:13

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page:15

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-

| ADAPT CORPORATION |

| STRUCTURAL CONCRETE SOFTWARE SYSTEM |

| 1733 Woodside Road, Suite 220, Redwood City, California 94061 |

| ADAPT-RC FOR REINFORCED CONCRETE BEAM/SLAB DESIGN |

| Version 5.00 BRITISH-BS8110 (1985) |

| ADAPT CORPORATION - Structural Concrete Software System |

| 1733 Woodside Road, Suite 220, Redwood City, California 94061 |

| Phone: (650)306-2400, Fax: (650)306-2401 |

| Email: Support@AdaptSoft.com, Web site: http://www.AdaptSoft.com |

DATE AND TIME OF PROGRAM EXECUTION: Jun 9,2010 At Time: 13:33 PROJECT FILE: consol1100-Hwall200-ML P R O J E C T T I T L E: Ocean Vista

CR-1.0-Consol1100ML

1 - USER SPECIFIED G E N E R A L D E S I G N P A R A M E T E R S ============================================================================== CONCRETE: STRENGTH at 28 days, for BEAMS/SLABS 30.00 N/mm^2 MODULUS OF ELASTICITY for BEAMS/SLABS 24597.00 N/mm^2 CREEP factor for deflections for BEAMS/SLABS 2.00 CONCRETE WEIGHT NORMAL SELF WEIGHT 2400.00 Kg/m^3 REINFORCEMENT: YIELD Strength 390.00 N/mm^2 Minimum Cover at TOP 20.00 mm

Minimum Cover at BOTTOM 20.00 mm

ANALYSIS OPTIONS USED: Structural system ONE-WAY Moment of Inertia over support is NOT INCREASED Moments REDUCED to face of support YES 2 - I N P U T G E O M E T R Y ============================================================================== 2.1.1 PRINCIPAL SPAN DATA OF UNIFORM SPANS

-page:17

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Page 2 (consol1100-Hwall200-) ADAPT-RC V- 5.00 BS -

S F| | | TOP |BOTTOM/MIDDLE| |

N M| m | mm mm | mm mm | mm mm | mm | -1 -3 4 -5 -6 -7 -8 -9 -10 11 -12 13-

1 1 3.00 2000 250 0 .50 .50

C 1 1.80 2000 250 0 .50 .50 - LEGEND:

1 .0 .0 0 0 100 (1) .0 0 0 100 (1)

2 .0 .0 0 0 100 (1) .0 0 0 100 (1)

*THE COLUMN BOUNDARY CONDITION CODES (CBC)

Fixed at both ends (STANDARD) = 1

Hinged at near end, fixed at far end = 2

Fixed at near end, hinged at far end = 3

Fixed at near end, roller with rotational fixity at far end = 4

% = Percentage of column stiffness included in calculations

3 - I N P U T A P P L I E D L O A D I N G

==============================================================================

< -CLASS -> < -TYPE ->

D = DEAD LOAD U = UNIFORM P = PARTIAL UNIFORM

L = LIVE LOAD C = CONCENTRATED M = APPLIED MOMENT

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SDL = SUPERIMPOSED DL L = LINE LOAD R = TRIANGLE

X = OTHER LOADING V = VARIABLE Z = TRAPEZOIDAL

SW= SELF WEIGHT Computed from geometry input and treated as dead loading Unit selfweight W = 2400.0 Kg/m^3

NOTE: LIVE LOADING is SKIPPED with a skip factor of 1.00

3.1 - LOADING AS APPEARS IN USER`S INPUT SCREEN PRIOR TO PROCESSING

============================================================================== SPAN CLASS TYPE W P1 P2 A B C F M

kN/m^2 kN/m kN/m m m m kN kN-m -1 -2 -3 -4 -5 -6 -7 -8 -9 -10 -11 -

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5.1 - D E A D L O A D M O M E N T S, S H E A R S & R E A C T I O N S -

<5.1.1 S P A N M O M E N T S (kNm) > <5.1.2 SPAN SHEARS (kN) > SPAN M(l)* Midspan M(r)* SH(l) SH(r)

1 00 -3.12 -38.12 -8.55 33.97 CANT -38.12 - - -39.83 -

Note:

* = Centerline moments

JOINT <5.1.3 REACTIONS (kN) > <- 5.1.4 COLUMN MOMENTS (kNm) ->

1 -2 -Lower columns Upper

1 00 00 .00 00 00 CANT .00 - - 00 -

Note:

1 00 .00 00

2 00 .00 00

5.3 - O T H E R L O A D M O M E N T S, S H E A R S & R E A C T I O N S -

<5.3.1 S P A N M O M E N T S (kNm) > <5.3.2 SPAN SHEARS (kN) > SPAN M(l)* Midspan M(r)* SH(l) SH(r)

1 00 00 .00 00 00

Trang 23

CANT .00 .00

Note:

1 00 .00 00

2 00 .00 00

6 - L I V E L O A D M O M E N T S, S H E A R S & R E A C T I O N S ==============================================================================

< 6.1 L I V E L O A D SPAN MOMENTS (kNm) and SHEAR FORCES (kN) >

< - left* -> < - midspan -> < right* -> < SHEAR FORCE > SPAN max min max min max min left right -1 -2 -3 -4 -5 -6 -7 -8 -9

7.1 R E D U C E D DEAD LOAD MOMENTS (kNm)

SPAN <- left* -> <- midspan -> <- right* ->

1 .00 -3.12 -38.12

CANT -38.12

-page:21

Trang 24

Note:

* = face-of-support

7.2 R E D U C E D SUPERIMPOSED DEAD LOAD MOMENTS (kNm)

7.3 R E D U C E D OTHER LOAD MOMENTS (kNm)

7.4 R E D U C E D LIVE LOAD MOMENTS (kNm)

< - left* -> < midspan > < - right* -> SPAN max min max min max min

10.1.1 FACTORED DESIGN MOMENTS (kNm)

< - left* -> < center -> < - right* ->

Trang 25

SPAN max min max min max min

10.1.3 FACTORED REACTIONS 10.1.4 FACTORED COLUMN MOMENTS (kNm)

(kN) < LOWER column > < UPPER column >

JOINT max min max min max min

1 15.66 8.32 00 .00 00 .00

2 102.38 93.96 00 .00 00 .00

Calculated as ( 00D + 00L + 00SD + 00X)

< - left* -> < center -> < - right* -> SPAN max min max min max min

Trang 26

1 00 .00 00 .00 00 .00

2 00 .00 00 .00 00 .00

Calculated as ( 00D + 00L + 00SD + 00X)

1 00 .00 00 .00 00 .00

2 00 .00 00 .00 00 .00

11 - M I L D S T E E L - N O R E D I S T R I B U T I O N

Trang 27

==============================================================================

TOP bar extension beyond where required 300.00 mm

BOT bar extension beyond where required 300.00 mm

NOTES:

All distances are from the centerline of left support of each span

As PRO - Provided area of reinforcement based on ULT and MIN

As REQ - Required area of reinforcement based on ULT and MIN

ULT - Calculated area of strength reinforcement

MIN - Calculated area of minimum reinforcement

Quantity - Number of rebars

11.1 - R E Q U I R E D R E B A R

11.1.1 TOP STEEL

<-DIFFERENT REBAR CRITERIA->

SPAN FROM TO As PRO As REQ ( ULT MIN )

<-DIFFERENT REBAR CRITERIA->

SPAN FROM TO As PRO As REQ ( ULT MIN )

Trang 28

X : distance from the left support of the span

d : effective depth of the section

Vu : factored shear

Ratio : ratio of calculated to allowable stress

Req : required shear reinforcement

Spacing : distance between shear stirrups

Shear reinforcement : two-legged #12 stirrups

SUMMARY OF SHEAR CALCULATION

0.05 0.15 224.00 -12.57 0.25 0.00 0.00

0.10 0.30 224.00 -9.48 0.16 0.00 0.00

0.15 0.45 224.00 -6.39 0.10 0.00 0.00

0.20 0.60 224.00 -3.30 0.05 0.00 0.00

Trang 29

RIGHT CANTILEVER LENGTH = 1.80 m

XL X d Vu Ratio Req Spacing

[m ] [mm] [kN] [mm^2/m ] [mm]

0.00 0.00 224.00 -54.28 0.30 0.00 0.00

Trang 30

14 - MAXIMUM S P A N D E F L E C T I O N S

==============================================================================

Concrete`s modulus of elasticity Ec = 24597 N/mm^2

Creep factor K = 2.00

Values in parentheses are (span/max deflection) ratios

< DEFLECTION ARE ALL IN mm , DOWNWARD POSITIVE >

SPAN DL SDL DL+SDL+CREEP LL X TOTAL

1 -.1 0 -.4( 7731) 0(*****) 0(*****) -.4( 7617) CANR 1.1 0 3.3( 547) 1(16362) 0(*****) 3.4( 530)

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ADAPT STRUCTURAL CONCRETE SOFTWARE SYSTEM DATE: Jun 9,2010 TIME: 13:32 Data ID: consol11 Output File ID: MOMENTS.DAT

============================================================================== SUMMARY OF BENDING SPAN MOMENTS AT 1/20TH POINTS

UNITS ARE ALL IN (kNm)

Note: for LEFT CANTILEVER (if any) X/L= 0.00 is at tip of cantilever,

and X/L= 1.00 is at first support

SPAN = 1 LENGTH = 3.00 meter

X/L X DL SDL XL LL(max) LL(min)

.00 00 .10000E-07 .00000E+00 .00000E+00 .10000E-07 -.10000E-07 .05 15 .11230E+01 .00000E+00 .00000E+00 .64123E+00 -.24300E+00 .10 30 .19273E+01 .00000E+00 .00000E+00 .12150E+01 -.48600E+00 .15 45 .24127E+01 .00000E+00 .00000E+00 .17212E+01 -.72900E+00 .20 60 .25793E+01 .00000E+00 .00000E+00 .21600E+01 -.97199E+00 .25 75 .24269E+01 .00000E+00 .00000E+00 .25312E+01 -.12150E+01 .30 90 .19557E+01 .00000E+00 .00000E+00 .28350E+01 -.14580E+01 .35 1.05 .11657E+01 .00000E+00 .00000E+00 .30712E+01 -.17010E+01 .40 1.20 .56736E-01 .00000E+00 .00000E+00 .32400E+01 -.19440E+01 .45 1.35 -.13711E+01 .00000E+00 .00000E+00 .33412E+01 -.21870E+01 .50 1.50 -.31177E+01 .00000E+00 .00000E+00 .33750E+01 -.24300E+01 .55 1.65 -.51833E+01 .00000E+00 .00000E+00 .33412E+01 -.26730E+01 .60 1.80 -.75677E+01 .00000E+00 .00000E+00 .32400E+01 -.29160E+01 .65 1.95 -.10271E+02 .00000E+00 .00000E+00 .30712E+01 -.31590E+01 .70 2.10 -.13293E+02 .00000E+00 .00000E+00 .28350E+01 -.34020E+01 .75 2.25 -.16634E+02 .00000E+00 .00000E+00 .25312E+01 -.36450E+01 .80 2.40 -.20294E+02 .00000E+00 .00000E+00 .21600E+01 -.38880E+01 .85 2.55 -.24273E+02 .00000E+00 .00000E+00 .17212E+01 -.41310E+01 .90 2.70 -.28570E+02 .00000E+00 .00000E+00 .12150E+01 -.43740E+01 .95 2.85 -.33187E+02 .00000E+00 .00000E+00 .64123E+00 -.46170E+01 1.00 3.00 -.38122E+02 .00000E+00 .00000E+00 -.18838E-04 -.48600E+01

RIGHT CANTILEVER LENGTH = 1.80 meter

X/L X DL SDL XL LL(max) LL(min)

.00 00 -.38123E+02 .00000E+00 .00000E+00 .00000E+00 -.48600E+01 .05 09 -.34595E+02 .00000E+00 .00000E+00 .00000E+00 -.43861E+01 .10 18 -.31183E+02 .00000E+00 .00000E+00 .00000E+00 -.39366E+01 .15 27 -.27885E+02 .00000E+00 .00000E+00 .00000E+00 -.35113E+01 .20 36 -.24702E+02 .00000E+00 .00000E+00 .00000E+00 -.31104E+01 .25 45 -.21634E+02 .00000E+00 .00000E+00 .00000E+00 -.27338E+01 .30 54 -.18681E+02 .00000E+00 .00000E+00 .00000E+00 -.23814E+01 .35 63 -.15842E+02 .00000E+00 .00000E+00 .00000E+00 -.20533E+01 .40 72 -.13119E+02 .00000E+00 .00000E+00 .00000E+00 -.17496E+01 .45 81 -.10510E+02 .00000E+00 .00000E+00 .00000E+00 -.14701E+01

-page:29

Trang 32

.50 90 -.80157E+01 .00000E+00 .00000E+00 .00000E+00 -.12150E+01 .55 99 -.56363E+01 .00000E+00 .00000E+00 .00000E+00 -.98415E+00 .60 1.08 -.33718E+01 .00000E+00 .00000E+00 .00000E+00 -.77760E+00 .65 1.17 -.23362E+01 .00000E+00 .00000E+00 .00000E+00 -.59535E+00 .70 1.26 -.17164E+01 .00000E+00 .00000E+00 .00000E+00 -.43740E+00 .75 1.35 -.11919E+01 .00000E+00 .00000E+00 .00000E+00 -.30375E+00 .80 1.44 -.76283E+00 .00000E+00 .00000E+00 .00000E+00 -.19440E+00 .85 1.53 -.42909E+00 .00000E+00 .00000E+00 .00000E+00 -.10935E+00 .90 1.62 -.19071E+00 .00000E+00 .00000E+00 .00000E+00 -.48600E-01 .95 1.71 -.47678E-01 .00000E+00 .00000E+00 .00000E+00 -.12150E-01 1.00 1.80 -.10000E-07 .00000E+00 .00000E+00 .00000E+00 -.10000E-07

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ADAPT STRUCTURAL CONCRETE SOFTWARE SYSTEM DATE: Jun 9,2010 TIME: 13:32 Data ID: consol11 Output File ID: SHEARS.DAT

============================================================================== SUMMARY OF SHEAR FORCES ALONG SPANS AT 1/20TH POINTS

UNITS ARE ALL IN (kN)

SPAN = 1 LENGTH = 3.00 meter

X/L X DL SDL XL LL(pos) LL(neg) - .00 00 -.85505E+01 .00000E+00 .00000E+00 .16200E+01 -.45000E+01 .05 15 -.64247E+01 .00000E+00 .00000E+00 .16200E+01 -.40500E+01 .10 30 -.42989E+01 .00000E+00 .00000E+00 .16200E+01 -.36000E+01 .15 45 -.21731E+01 .00000E+00 .00000E+00 .16200E+01 -.31500E+01 .20 60 -.47342E-01 .00000E+00 .00000E+00 .16200E+01 -.27000E+01 .25 75 .20785E+01 .00000E+00 .00000E+00 .16200E+01 -.22500E+01 .30 90 .42043E+01 .00000E+00 .00000E+00 .16200E+01 -.18000E+01 .35 1.05 .63301E+01 .00000E+00 .00000E+00 .16200E+01 -.13500E+01 .40 1.20 .84559E+01 .00000E+00 .00000E+00 .16200E+01 -.89999E+00 .45 1.35 .10582E+02 .00000E+00 .00000E+00 .16200E+01 -.44999E+00 .50 1.50 .12707E+02 .00000E+00 .00000E+00 .16200E+01 .00000E+00 .55 1.65 .14833E+02 .00000E+00 .00000E+00 .20700E+01 .00000E+00 .60 1.80 .16959E+02 .00000E+00 .00000E+00 .25200E+01 .00000E+00 .65 1.95 .19085E+02 .00000E+00 .00000E+00 .29700E+01 .00000E+00 .70 2.10 .21211E+02 .00000E+00 .00000E+00 .34200E+01 .00000E+00 .75 2.25 .23336E+02 .00000E+00 .00000E+00 .38700E+01 .00000E+00 .80 2.40 .25462E+02 .00000E+00 .00000E+00 .43200E+01 .00000E+00 .85 2.55 .27588E+02 .00000E+00 .00000E+00 .47700E+01 .00000E+00 .90 2.70 .29714E+02 .00000E+00 .00000E+00 .52200E+01 .00000E+00 .95 2.85 .31840E+02 .00000E+00 .00000E+00 .56700E+01 .00000E+00 1.00 3.00 .33965E+02 .00000E+00 .00000E+00 .61200E+01 .00000E+00

RIGHT CANTILEVER LENGTH = 1.80 meter

X/L X DL SDL XL LL(pos) LL(neg) - .00 00 -.39830E+02 .00000E+00 .00000E+00 .00000E+00 -.54000E+01 .05 09 -.38554E+02 .00000E+00 .00000E+00 .00000E+00 -.51300E+01 .10 18 -.37279E+02 .00000E+00 .00000E+00 .00000E+00 -.48600E+01 .15 27 -.36003E+02 .00000E+00 .00000E+00 .00000E+00 -.45900E+01 .20 36 -.34728E+02 .00000E+00 .00000E+00 .00000E+00 -.43200E+01 .25 45 -.33452E+02 .00000E+00 .00000E+00 .00000E+00 -.40500E+01 .30 54 -.32177E+02 .00000E+00 .00000E+00 .00000E+00 -.37800E+01 .35 63 -.30901E+02 .00000E+00 .00000E+00 .00000E+00 -.35100E+01 .40 72 -.29626E+02 .00000E+00 .00000E+00 .00000E+00 -.32400E+01 .45 81 -.28350E+02 .00000E+00 .00000E+00 .00000E+00 -.29700E+01

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.50 90 -.27075E+02 .00000E+00 .00000E+00 .00000E+00 -.27000E+01 .55 99 -.25799E+02 .00000E+00 .00000E+00 .00000E+00 -.24300E+01 .60 1.08 -.24524E+02 .00000E+00 .00000E+00 .00000E+00 -.21600E+01 .65 1.17 -.74164E+01 .00000E+00 .00000E+00 .00000E+00 -.18900E+01 .70 1.26 -.63569E+01 .00000E+00 .00000E+00 .00000E+00 -.16200E+01 .75 1.35 -.52974E+01 .00000E+00 .00000E+00 .00000E+00 -.13500E+01 .80 1.44 -.42379E+01 .00000E+00 .00000E+00 .00000E+00 -.10800E+01 .85 1.53 -.31784E+01 .00000E+00 .00000E+00 .00000E+00 -.81000E+00 .90 1.62 -.21190E+01 .00000E+00 .00000E+00 .00000E+00 -.54000E+00 .95 1.71 -.10595E+01 .00000E+00 .00000E+00 .00000E+00 -.27000E+00 1.00 1.80 .88722E-06 .00000E+00 .00000E+00 .00000E+00 .00000E+00

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ADAPT STRUCTURAL CONCRETE SOFTWARE SYSTEM DATE: 06 - 09 - 10 TIME: 13:33 Data ID: consol1100-Hwall200-ML Output File ID: rebar.dat

============================================================================== SUMMARY OF SELECTED REBAR AT 1/20TH POINTS

Units for all reinforcements are in mm^2

SPAN = 1 LENGTH = 3.00 m ; CLEAR from 0.00 to 3.00 m X/L X <-Analysis(mm^2)-><-minimum (mm^2)-><-Sh(mm^2)-><-Selected(mm^2)->

m TOP BOT TOP BOT CR/SHR TOP BOT - 0.00 0.00 0.00 0.00 0.00 833.30 0.00 0.00 833.30 0.05 0.15 0.00 25.74 0.00 833.30 0.00 0.00 833.30 0.10 0.30 0.00 45.90 0.00 833.30 0.00 0.00 833.30 0.15 0.45 0.00 59.53 0.00 833.30 0.00 0.00 833.30 0.20 0.60 0.00 68.51 0.00 833.30 0.00 0.00 833.30 0.25 0.75 0.00 71.98 0.00 833.30 0.00 0.00 833.30 0.30 0.90 0.00 69.67 0.00 833.30 0.00 0.00 833.30 0.35 1.05 7.80 61.67 833.30 833.30 0.00 833.30 833.30 0.40 1.20 27.46 48.05 833.30 833.30 0.00 833.30 833.30 0.45 1.35 51.61 28.33 833.30 833.30 0.00 833.30 833.30 0.50 1.50 80.51 3.69 833.30 833.30 0.00 833.30 833.30 0.55 1.65 113.40 0.00 833.30 0.00 0.00 833.30 0.00 0.60 1.80 153.10 0.00 833.30 0.00 0.00 833.30 0.00 0.65 1.95 196.70 0.00 833.30 0.00 0.00 833.30 0.00 0.70 2.10 244.20 0.00 833.30 0.00 0.00 833.30 0.00 0.75 2.25 298.30 0.00 833.30 0.00 0.00 833.30 0.00 0.80 2.40 355.20 0.00 833.30 0.00 0.00 833.30 0.00 0.85 2.55 412.90 0.00 833.30 0.00 0.00 833.30 0.00 0.90 2.70 478.80 0.00 833.30 0.00 0.00 833.30 0.00 0.95 2.85 558.80 0.00 833.30 0.00 0.00 833.30 0.00 1.00 3.00 631.70 0.00 833.30 0.00 0.00 833.30 0.00

RIGHT CANTILEVER LENGTH = 1.80 m ; CLEAR from 0.00 to 1.80 m X/L X <-Analysis(mm^2)-><-minimum (mm^2)-><-Sh(mm^2)-><-Selected(mm^2)->

m TOP BOT TOP BOT CR/SHR TOP BOT - 0.00 0.00 631.70 0.00 833.30 0.00 0.00 833.30 0.00 0.05 0.09 577.60 0.00 833.30 0.00 0.00 833.30 0.00 0.10 0.18 510.10 0.00 833.30 0.00 0.00 833.30 0.00 0.15 0.27 462.80 0.00 833.30 0.00 0.00 833.30 0.00 0.20 0.36 406.30 0.00 833.30 0.00 0.00 833.30 0.00

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0.25 0.45 355.20 0.00 833.30 0.00 0.00 833.30 0.00 0.30 0.54 309.30 0.00 833.30 0.00 0.00 833.30 0.00 0.35 0.63 258.70 0.00 833.30 0.00 0.00 833.30 0.00 0.40 0.72 217.20 0.00 833.30 0.00 0.00 833.30 0.00 0.45 0.81 174.60 0.00 833.30 0.00 0.00 833.30 0.00 0.50 0.90 135.20 0.00 833.30 0.00 0.00 833.30 0.00 0.55 0.99 96.65 0.00 833.30 0.00 0.00 833.30 0.00 0.60 1.08 59.53 0.00 833.30 0.00 0.00 833.30 0.00 0.65 1.17 42.63 0.00 833.30 0.00 0.00 833.30 0.00 0.70 1.26 31.28 0.00 833.30 0.00 0.00 833.30 0.00 0.75 1.35 21.47 0.00 833.30 0.00 0.00 833.30 0.00 0.80 1.44 13.95 0.00 833.30 0.00 0.00 833.30 0.00 0.85 1.53 7.80 0.00 833.30 0.00 0.00 833.30 0.00 0.90 1.62 3.48 0.00 833.30 0.00 0.00 833.30 0.00 0.95 1.71 0.87 0.00 833.30 0.00 0.00 833.30 0.00 1.00 1.80 0.00 0.00 833.30 0.00 0.00 833.30 0.00

SELECTED REBAR AT FACES OF SUPPORTS

0.00 0.00 0.00 0.00 0.00 833.30 0.00 0.00 833.30face of support as right

0.00 0.00 631.70 0.00 833.30 0.00 0.00 833.30 0.00

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ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM

ADAPT-RC Version "5.00" Date: "06 - 09 - 2010" Time: "13:37" File: Support Line 1

1 - PROJECT TITLE: "Ocean Vista"

1.1 Design Strip: Support Line 1

1.2 Load Case: Envelope

460 920

9 - DESIGN PARAMETERS

9.1 Code: British f cu = 30 N/mm 2 f y = 390 N/mm 2 (longitudinal) f y = 390 N/mm 2 (shear)

9.2 Rebar Cover: Top = 20 mm Bottom = 20 mm Rebar Table: Euro - BS, BPEL, DIN

10 - DESIGNER'S NOTES

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Định dạng
Số trang	502
Dung lượng	5,79 MB