BIEN PHAP THI CONG BE THAN TRU (TM)

Part 1/ Phn 1: Check larsen sheet/ Kim ton vng vy cc vn thp

I. Input data:

1. Geological Data:

Active dact

Passive dpass

1 Top 0,00

3Soil layer in riverside 1A

19,00 15,25 15,1 7,79 3,95 - 2,63 2,63

4Soil layer in riverside 2A

18,7 19,40 12,10 - 8,07 8,07

2. Characterized geometry of steel sheet pile

Section area (m2)

Unit weight (kg/m)

Momen of intertia Jx

(cm4)

Momen of intertia

Jx(cm4/m)

Resist bending moment

Wx(cm3)

Resist bending moment

Wx(cm3/m)

1 Larxen IV - 74,00 4.670,00 38.600,00 362,00 2.270,00

Symbol Value (m) Notes

C1 +2,50

C2 +3,00

C3 -9,00

3. Construction load

3.1. Load of crane

- Use crane with capacity 50 Ton:

Self weight Q: 40,47T

The area of Steelplate 6x2x1 on the movement of cranes: 12,00m2

Load strip of crane qc: 3,37T/m2

3.2. Loads of people and small construction equipment

Standard 22TCN200-1989:

png = 0,200T/m2

3.3. Total of construction load

p =qc*1m+ png= 3,573T/m2

= 35,73kN/m2

II. Calculation results.

Result analysis of Geo5 - sheeting design:

Construction Stage disadvantage: Install of steel sheet piling and pump sand.

Length of steel sheet pile L =

Maximum of momen: Mmax =

Maximum of shear: Qmax =

Steel sheet pile

Elevations construction table

CENTRAL MEKONG DELTA CONNECTIVITY PROJECT

No. NameThe top

levelThin

Unit weight g (kN/m3)

Cohesion of soil c (kPa)

Angle of internal

friction j

TT Item Type

Deformation modulus E

(Mpa)

Friction angle

PACKAGE: CW2C (KM18+200-KM23+450)

CHAPTER 1: CALCULATION OF SUPPORTING FRAME/ TNH TON KHUNG TNG THI CNG TR

Description

Elevation of design

Top of the steel sheet pile

Bottom of the steel sheet pile

50,64kN/m

12,00m

18,22kN.m/m

III. Check:

Check for steel sheet pile:

Check for strength:

with:

Maximum of momen: Mmax =

Resist bending moment : Wx =

Allowable stresses: [] =

Maximum of stresses :

Check

182200 kg.cm/m

2270 cm3/m

1900 kg/cm2

Mmax/Wx= 80,26 kg/cm2

ok

max

W ox

MR

Cng ty CP u t v XDGT Phng Thnh--------------------------------------------------------------------------------------------------------------------

Xt trn 1m chiu di vnh ai khung chng ta c ti trng tc dng ln khung chng l ti trng di uc gi tr.

q = V1/1m = 142.29/1 142,29 (kg/cm)

S dng chng trnh tnh ton Midas 2006 phin bn 7.0.1 tnh ton gi tr ni lc trong cc thanhkhung chng ta c.

Part 2/ Phn 2: Check capicity of supporting frame/ Kim tra kh nng chu lc ca h khung chng.


M

hnh

khu

ng c

hng

ch

u p

lc

ca

ti t

rng


Biu

m

men

do

ti t

rng

gy

ra.


Biu

lc

ct d

o t

i tr

ng g

y ra

. Bi

u

l

c d

c do

ti t

rng

gy

ra.


Biu

lc

ct d

o t

i tr

ng g

y ra

.


+ Kim tra kh nng chu lc ca thanh khung chng T1: H400x400x13x21mmS dng phn mm Midas 2006 phin bn 7.0.1 tnh ton ta c gi tr ni lc trong thanh T1:Gi tr momen ln nht: Mmax = 2591937,1 (kg.cm)= 25,92 (T.m)

Gi tr lc dc trc ln nht: Nmax = 48471,9 (kg)= 48,47 (T)

Gi tr lc ct ln nht: Qmax = 40180,4 (kg)= 40,18 (T)

Kim tra kh nng chu un.

max = 1.000,00 (kg/cm2) < Ru = 1900 (kg/cm2)

t

Trong : Ru: Cng ca thp khi chu un.F: Din tch tit din ca thanh T1

Wx : M un khng un ca tit din thanh T1Kim tra kh nng chu ct.

= 835,35 (kg/cm2) < Rc = 1300 (kg/cm2)

Trong : Sc =1800cm3: M men tnh ca 1/2 tit din thanh T1I=6660cm4: M men qun tnh ca tit din thanh T1b = 1.3cm: B dy bn bng tit din thanh T1

Rc =1300 kg/cm2: Cng ca thp khi chu ct+ Kim tra kh nng chu lc ca thanh khung chng T2: H300x300x10x15mm

S dng phn mm Midas 2006 phin bn 7.0.1 tnh ton ta c gi tr ni lc trong thanh T2:Gi tr momen ln nht: Mmax = 1276686,1 (kg.cm)= 12,77 (T.m)




max = 1.343,43 (kg/cm2) < Ru = 1900 (kg/cm2)

t



= 788,41 (kg/cm2) < Rc = 1300 (kg/cm2)

Trong : Sc =732.3cm3: M men tnh ca 1/2 tit din thanh T2I=20400cm4: M men qun tnh ca tit din thanh T2

b = 1.0cm: B dy bn bng tit din thanh T2






xW

M

F

N maxmaxmax

b

c

I

SQ

d

.

.maxmax

xW

M

F

N maxmaxmax

b

c

I

SQ

d

.

.maxmax

xW

M

F

N maxmaxmax


max = 455,75 (kg/cm2) < Ru = 1900 (kg/cm2)

t



= 88,98 (kg/cm2) < Rc = 1300 (kg/cm2)

Trong : Sc =732.3cm3: M men tnh ca 1/2 tit din thanh T3I=20400cm4: M men qun tnh ca tit din thanh T3

b = 1.0cm: B dy bn bng tit din thanh T3






max = 429,87 (kg/cm2) < Ru = 1900 (kg/cm2)

t


Wx : M un khng un ca tit din thanh T4Kt lun:Vng vy cc vn thp Larsen IV, L = 12m v h khung chng m bo iu kin n nh v kh nng chu lc

xW

M

F

N maxmaxmax

b

c

I

SQ

d

.

.maxmax

xW

M

F

N maxmaxmax

Cng ty CP u t v XDGT Phng Thnh--------------------------------------------------------------------------------------------------------------------------------------

CHAPTER II. CALCULATE FORMWORK/ TNH TON VN KHUN

Item: Pier P9 -:- P14

I. Tnh ton vn khun thi cng b tr1. B tr chung vn khun, Cu to vn khun.



mt ct a-aSection a-a

mt bng b tr vn khun b trb

b

a aDisposition of pier cap formwork

mt ct a-aSection a-a


2. Ti trng tnh tonp lc ngang tc dng ln b mt vn khun c xc nh theo cng thc.

Pmax = n(p+q) = 3.426,84 (kg/m2)= 0,34 (kg/cm2)Trong :n = 1.3 : H s xung kch.

p : p lc do b tng tI trong qu trnh gy ra.Theo bng 6 mc 2.14 trong 22TCN 200-89: Vi tc b tng 0.5m/h v chiu cao ca lp

b tng gy p lc H>1m ta c p lc bn ln nht tiu chun hn hp bt. p = gbt (0.27 V + 0.78) k1k2 = ######## (Kg/m2)= 0,22 (kg/cm2)

Cu to tm vn khun T1

mt ct B-bSection b-b


Trong :g bt : Dung trng ca hn hp b tng g bt = 2300 (kg/m3)

V: Tc b tng theo phng thng ng V = 0,5 (m/h)k1: H s k n nh hng st ca b tng

Vi b tng c st 8-10cm ta c: k1 = 1,25k2: H s k n nh hng ca nhit b tng

Vi b tng c nhit t 20 -320 k2 = 0,85q : Ti trng do rung lc khi x hn hp b tng ti

Theo bng 7 mc 2.14 trong 22TCN 200-89 : Vi b tng c bng phng php bngbm ta c: q = 400 (kg/m2)= 0,04 (kg/cm2)

3. Tnh ton b mt vn khunMt vn khun c tnh ton theo s bn ngm 4 cnh.

3.1 Kim tra sc chu ti.Ta c m men ti v tr trung tm ca sn cnh axb , tnh theo bn k 4 cnh.

Mtt = a Ptd a2 = 71,02 (kg.cm)Trong :

a: H s ph thuc vo t l gia 2 cnh a v b c ly theo bng 2-14.Vi a:b = 2:1 ta c a 0,0829

Ptd: Ti trng tc dng ln b mt tm vn khun Ptd = 0,34 (kg/cm2)a: Cnh di ca sn tnh ton. a = 50 cm

Xc nh ng sut trn mt bn tn.

max = Mtt / W = 106,53 (kg/cm2)

Trong : max : ng sut ln nht trn mt bn tn.

W: Sc khng un ca tit din mt vn khun.


W = b.d2 / 6 = 0,67 (cm3)Vi b: chiu di cnh ngn ca sn tnh ton. b = 25cm

d: b dy ca tm tn lt mt vn khun. d 0,4cmTa c:

max =106.53 (kg/cm2) Ru = 1900 (kg/cm2)

Vy b mt tm vn khun kh nng chu lc.3.2. Kim tra vng ca b mt tm vn khun. vng ca tm vn khun c xc nh theo cng thc sau.

Trong :f : vng ca b mt tm vn khun

Ptd: TI trng tc dng ln b mt vn khun. Ptd = 0,34 (kg/cm2)a Chiu di cnh sn tnh ton. a = 50 (cm)

E: m un n hi ca thp lm vn khun. E= 2100000 (kg/cm2)d: Chiu dy b mt tm vn khun. d = 0,4 (cm)b: H s tnh ton vng ca bn k 4 cnh. Tra bng 2-14 ta c vi bn c

a:b = 2:1 ta c b 0,0277Nh vy ta c:

f = 0,03 (cm) < [f] = l/400 = 0,0625 (cm) Vy b mt tm vn khun m bo iu kin vng.4.Tnh ton sn ngSn ng vn khun c tnh ton theo s dm lin tc ta trn cc gi l cc sn ngang.

4.1 Kim tra sc chu ti.TI trng tc dng ln sn tng cng ng

qtd = Pmax .b = 8,57 (kg/cm)qtctd = qtd/n = 6,59 (kg/cm)

Trong :b = 25cm: Khong cch gia cc sn tng cng ng.

n = 1.3: H s tI trngMo men ln nht tc dng ln sn tng cng ng.

Mmax = qtd . L2 / 10 = 2.141,78 (Kg.cm)

ng sut ln nht trong sn ng. max = Mtt / W = 437,10 (kg/cm2)

Trong : max : ng sut ln nht trong sn ng.

W: Sc khng un ca tit din sn ng.

W = d.h2 / 6 = 4,90 (cm3)Vi d: b dy ca sn ng d 0,6cm

h: Chiu cao ca sn ng h 7,0cmTa c:

max =437.1 (kg/cm2) Ru = 1900 (kg/cm2)

3

4

.

..

db

E

apf td


Vy sn ng vn khun kh nng chu lc.4.2. Kim tra vng ca sn ng.

vng sn ng c xc inh theo 22TCN200-89

0,0089 (cm) 5.16 -Chng V- 22TCN200-89

Trong :E: M un n hi ca thp E = 2100000 (kg/cm2)Jx: M men qun tnh ca tit din thp Jx = 17,15 (cm4)

vng cho php: Mc 5.9 - Chng V - 22TCN200-89

[f] = Ltt/400 = 1,25 (mm) = 0,125 (cm)

fmax = 0,0089 (cm) < [f] = 0,125 (cm)

Sn ng m bo iu kin vng.5.Tnh ton sn ngangSn ngang vn khun c tnh ton theo s dm lin tc ta trn cc gi l cc sn ng.

5.1 Kim tra sc chu ti.TI trng tc dng ln sn tng cng ngang

qtd = Pmax .a = 17,13 (kg/cm)qtctd = qtd/n = 13,18 (kg/cm)

Trong :a =50cm: Khong cch gia cc sn tng cng ngang.

n = 1.3: H s tI trngMo men ln nht tc dng ln sn tng cng ngang.

Mmax = qtd . L2 / 10 = 1.070,89 (Kg.cm)

ng sut ln nht trong sn ngang. max = Mtt / W = 218,55 (kg/cm2)

Trong : max : ng sut ln nht trong sn ngang.

W: Sc khng un ca tit din sn ngang.

W = d.h2 / 6 = 4,90 (cm3)Vi d: b dy ca sn ngang d 0,6cm

h: Chiu cao ca sn ngang h 7,0cm

Ta c: max =218.55 (kg/cm

2) Ru = 1900 (kg/cm2) Vy sn ngang vn khun kh nng chu lc.5.2. Kim tra vng ca sn ngang.

vng sn ngang c xc inh theo 22TCN200-89

0,0011 (cm) 5.16 -Chng V- 22TCN200-89

Trong :

x

tttc

JE

Lqf

..128

. 41max

x

tttc

JE

Lqf

..128

. 41max


E: M un n hi ca thp E = 2100000 (kg/cm2)Jx: M men qun tnh ca tit din thp Jx = 17,15 (cm4)


[f] = Ltt/400 = 0,625 (mm) = 0,0625 (cm)

fmax = 0,0011 (cm) < [f] = 0,0625 (cm)

Sn ngang m bo iu kin vng.II. Tnh ton vn khun thi cng thn tr.1. B tr chung vn khun, cu to vn khun thi cng thn tr.

Pier cap

Formwork DB2

Formwork DB2

Formwork DB2

Formwork DB2

Formwork DB2

For

mw

or

k D

B1Fo

rm

wo

rk

DB1

For

mw

or

k D

B1Fo

rm

wo

rk

DB1

For

mw

or

k D

B1

For

mw

or

k D

B1Fo

rm

wo

rk

DB1

For

mw

or

k D

B1Fo

rm

wo

rk

DB1

For

mw

or

k D

B1

Formwork t1

Formwork t1

Formwork t1

Formwork t1

Formwork t1

Formwork t1

Formwork t1

Formwork t1

Formwork t1

Formwork t1

Pier cap

Form

wo

rk D

B1Fo

rmw

ork

DB1

Form

wo

rk D

B1Fo

rmw

ork

DB1

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wo

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B1

mt bng b tr vn khun thn trLAYOUT OF FORMWORK OF COLUMN


2. Ti trng tnh tonp lc ngang tc dng ln b mt vn khun c xc nh theo cng thc.

Pmax = n(p+q) = 4.070,16 (kg/m2)= 0,41 (kg/cm2)Trong :n = 1.3 : H s xung kch.

p : p lc do b tng tI trong qu trnh gy ra.Theo bng 6 mc 2.14 trong 22TCN 200-89: Vi tc b tng 0.5m/h v chiu cao ca lp

b tng gy p lc H>1m ta c p lc bn ln nht tiu chun hn hp bt. p = gbt (0.27 V + 0.78) k1k2 = ######## (Kg/m2)= 0,27 (kg/cm2)

Trong :

cu to vn khun DB1

0506

cu to vn khun DB1T l: 1/15a

a

b b

01

01

02 04 02

03

03

05 06

mt ct a-aT l: 1/15

cu to vn khun DB2T l: 1/20


g bt : Dung trng ca hn hp b tng g bt = 2300 (kg/m3)V: Tc b tng theo phng thng ng V = 1,25 (m/h)k1: H s k n nh hng st ca b tng

Vi b tng c st 8-10cm ta c: k1 = 1,25k2: H s k n nh hng ca nhit b tng

Vi b tng c nhit t 20 -320 k2 = 0,85q : Ti trng do rung lc khi x hn hp b tng ti

Theo bng 7 mc 2.14 trong 22TCN 200-89 : Vi b tng c bng phng php bngbm ta c: q = 400 (kg/m2)= 0,04 (kg/cm2)3. Tnh ton tm vn khun B13.1. Tnh ton mt vn khun.Mt vn khun c tnh ton theo s bn ngm 4 cnh.

3.1.1 Kim tra sc chu ti.Ta c m men ti v tr trung tm ca sn cnh axb , tnh theo bn k 4 cnh.


a: H s ph thuc vo t l gia 2 cnh a v b c ly theo bng 2-14.Vi a:b = 1.716 ta c a 0,0808

Ptd: Ti trng tc dng ln b mt tm vn khun Ptd = 0,41 (kg/cm2)a: Cnh di ca sn tnh ton. a = 42,9 cm


max = Mtt / W = 58,10 (kg/cm2)





max =64.84 (kg/cm2) Ru = 1900 (kg/cm2)


Vy b mt tm vn khun kh nng chu lc.3.1.2 Kim tra vng ca b mt tm vn khun. vng ca tm vn khun c xc nh theo cng thc sau.


Ptd: TI trng tc dng ln b mt vn khun. Ptd = 0,41 (kg/cm2)a Chiu di cnh sn tnh ton. a = 42,9 (cm)


a:b = 1.716 ta c b 0,026Nh vy ta c:

f = 0,02 (cm) < [f] = l/400 = 0,0625 (cm) Vy b mt tm vn khun m bo iu kin vng.3.2.Tnh ton sn ngSn ng vn khun c tnh ton theo s dm lin tc ta trn cc gi l cc sn ngang.

3.2.1.Kim tra sc chu ti.TI trng tc dng ln sn tng cng ng


Trong :b = 25cm: Khong cch gia cc sn tng cng ng.


Mmax = qtd . L2 / 10 = 1.872,69 (Kg.cm)






max =208.98(kg/cm2) Ru = 1900 (kg/cm2)

Vy sn ng vn khun kh nng chu lc.3.2.2. Kim tra vng ca sn ng.


3

4

.

..

db

E

apf td


0,0020 (cm) 5.16 -Chng V- 22TCN200-89

Trong :E: M un n hi ca thp E = 2100000 (kg/cm2)Jx: M men qun tnh ca tit din thp Jx = 50 (cm4)


[f] = Ltt/400 = 1,07 (mm) = 0,11 (cm)

fmax = 0,0020 (cm) < [f] = 0,11 (cm)

Sn ng m bo iu kin vng.3.3.Tnh ton sn ngangSn ngang vn khun c tnh ton theo s dm lin tc ta trn cc gi l cc sn ng.

3.3.1 Kim tra sc chu ti.TI trng tc dng ln sn tng cng ngang


Trong :a =42.9cm: Khong cch gia cc sn tng cng ngang.


Mmax = qtd . L2 / 10 = 1.091,31 (Kg.cm)





h: Chiu cao ca sn ngang h 10,0cmTa c:

max =121.78 (kg/cm2) Ru = 1900 (kg/cm2)

Vy sn ngang vn khun kh nng chu lc.3.3.2. Kim tra vng ca sn ngang.


0,0004 (cm) 5.16 -Chng V- 22TCN200-89



x

tttc

JE

Lqf

..128

. 41max

x

tttc

JE

Lqf

..128

. 41max


[f] = Ltt/400 = 0,625 (mm) = 0,0625 (cm)

fmax = 0,0004 (cm) < [f] = 0,0625 (cm)

Sn ngang m bo iu kin vng.4. Tnh ton tm vn khun B24.1. Tnh ton mt vn khun.Mt vn khun c tnh ton theo s bn ngm 4 cnh.

4.1.1 Kim tra sc chu ti.Ta c m men ti v tr trung tm ca sn cnh axb , tnh theo bn k 4 cnh.


a: H s ph thuc vo t l gia 2 cnh a v b c ly theo bng 2-14.Vi a:b = 1.27 ta c a 0,067

Ptd: Ti trng tc dng ln b mt tm vn khun Ptd = 0,41 kga: Cnh di ca sn tnh ton. a = 50 cm

Xc nh ng sut trn mt bn tn. max = Mtt / W = 41,42 (kg/cm2)





max =41.12 (kg/cm2) Ru = 1900 (kg/cm2)

Vy b mt tm vn khun kh nng chu lc.4.1.2 Kim tra vng ca b mt tm vn khun. vng ca tm vn khun c xc nh theo cng thc sau.

3

4

.

..

db

E

apf td

3

4

.

..

db

E

apf td





a:b = 1.27 ta c b 0,02Nh vy ta c:

f = 0,08 (cm) < [f] = l/400 = 0,100 (cm) Vy b mt tm vn khun m bo iu kin vng.4.2.Tnh ton sn ngSn ng vn khun c tnh ton theo s dm lin tc ta trn cc gi l cc sn ngang.

4.2.1.Kim tra sc chu ti.TI trng tc dng ln sn tng cng ng


Trong :b = 33.5cm: Khong cch gia cc sn tng cng ng.


Mmax = qtd . L2 / 10 = 3.256,13 (Kg.cm)






max =325.61(kg/cm2) Ru = 1900 (kg/cm2)

Vy sn ng vn khun kh nng chu lc.4.2.2. Kim tra vng ca sn ng.


0,0030 (cm) 5.16 -Chng V- 22TCN200-89



[f] = Ltt/400 = 1,00 (mm) = 0,10 (cm)

fmax = 0,0030 (cm) < [f] = 0,10 (cm)

x

tttc

JE

Lqf

..128

. 41max


Sn ng m bo iu kin vng.4.3.Tnh ton sn ngangSn ngang vn khun c tnh ton theo s dm lin tc ta trn cc gi l cc sn ng.

4.3.1 Kim tra sc chu ti.TI trng tc dng ln sn tng cng ngang




Mmax = qtd . L2 / 10 = 4.070,16 (Kg.cm)






max =407.02 (kg/cm2) Ru = 1900 (kg/cm2)

Vy sn ngang vn khun kh nng chu lc.4.3.2. Kim tra vng ca sn ngang.


0,0058 (cm) 5.16 -Chng V- 22TCN200-89


x

tttc

JE

Lqf

..128

. 41max


vng cho php: Mc 5.9 - Chng V - 22TCN200-89[f] = Ltt/400 = 1,25 (mm) = 0,1250 (cm)

fmax = 0,0058 (cm) < [f] = 0,1250 (cm)

Sn ngang m bo iu kin vng.

4.4.Tnh ton np vn khun.Ta c khong cch gia cc tng np VK l : h1 = 100 (cm)

4.4.1 Xt trng hp khng s dng thanh neo vn khun.S tc dng ln np vn khun khi khng s dng thanh neo.

Kim tra sc chu ti.TI trng tc dng ln thanh np vn khun

qtd = Pmax .h1 = 40,70 (kg/cm)qtctd = qtd/n = 31,31 (kg/cm)

Trong :h1 =100cm: Khong cch gia cc np vn khunn = 1.3: H s tI trng

Mo men ln nht tc dng ln thanh np vn khun.Mmax = qtd . L

2 / 8 = 623.242,92 (Kg.cm)ng sut ln nht trong np vn khun

max = Mtt / W = 4.477,32 (kg/cm2)Trong :

max : ng sut ln nht trong np vn khun.W: Sc khng un ca tit din np vn khun

W =Jx*2/h = 139,20 (cm3)

max =4477.32 (kg/cm2) > Ru = 1900 (kg/cm2)

Vy Np vn khun khng kh nng chu lc phI b tr thanh neo vn khun.4.4.2 Xt trng hp s dng thanh neo vn khun.

S tc dng ln np vn khun khi khng s dng thanh neo.

Kim tra sc chu ti.TI trng tc dng ln thanh np vn khun

qtd = Pmax .h1 = 40,70 (kg/cm)qtctd = qtd/n = 31,31 (kg/cm)

Trong :h1 =100cm: Khong cch gia cc sn np vn khun.n = 1.3: H s tI trng

Mo men ln nht tc dng ln thanh np vn khun.Mmax = qtd . L

2 /10 = ######### (Kg.cm)ng sut ln nht trong np vn khun.


max = Mtt / W = 292,40 (kg/cm2)Trong :

max : ng sut ln nht trong np vn khunW: Sc khng un ca tit din np vn khun

W =Jx*2/h = 139,20 (cm3)

max =292.40 (kg/cm2) < Ru = 1900 (kg/cm2)

Vy Np vn khun kh nng chu lc Kim tra vng np vn khun.

vng np vn khun c xc inh theo 22TCN200-89

0,0335 (cm) 5.16 -Chng V- 22TCN200-89



[f] = Ltt/400 = 2,5 (mm) = 0,2500 (cm)

fmax = 0,0335 (cm) < [f] = 0,2500 (cm)

Vy np vn khun m bo iu kin vng.

4.4.Tnh ton thanh neo vn khun.Ni lc trng thanh neo vn khun chnh l phn lc tc dng ln gi np vn khun.Kt qu tnh ton thanh np vn khun.

Gi tr ni lc trong thanh neo D20 l : Nmax = ######### (kg)Gi tr ng sut trong thanh neo D20.

max = Nmax/ F = ####### # (kg/cm2)

x

tttc

JE

Lqf

..128

. 41max


max =1332.7 (kg/cm2) < Ru = 1900 (kg/cm2)

Vy thanh neo vn khun kh nng chu lc

5. Tng bin dng vn khun v np vn khun.

Bin dng ca vn khun sau khi kt thc qu trnh b tng phI tha mn iu kin sai s chophp i vi kt cu b tng thn tr.Ta c tng bin dng vn khun sau khi b tng.

f = f1 +f2 +f3 +f4Trong :

f1: Bin dng tn b mt vn khun f1 = 0,08 (cm)f2: Bin dng sn tng cng ngang f2= 0,0058 (cm)f3: Bin dng sn tng cng ng f3 = 0,0030 (cm)f4: Bin dng np vn khun. f4 = 0,0335 (cm)

Vy tng bin dng vn khun sau khi b tng l f = 0,12 (cm)Sai s cho php i vi b mt vn khun thn tr l [f] = 0,5 (cm)

f = 0.12 cm


2. TI trng tc dng.Cc loi tI trng tc dng ln vn khun y x m bao gm.

Loi tI trng k hiu Gi tr tiu chun n vH s

tI trngGi tr

tnh tonTnh tI ca lp b tng H = 173cm q1 0,43 (kg/cm2) 1,2 0,52 TI trng do chn ng khi b tng q2 0,04 (kg/cm2) 1,3 0,05 TI trng do tc dng ca m chn ng q3 0,02 (kg/cm2) 1,3 0,03 TI trng do ngi v dng c thi cng q4 0,025 (kg/cm2) 1,3 0,03 Trng lng bn thn vn khun. q5 0,006 (kg/cm2) 1,3 0,01

Trong :q1 = gbt.H Vi: gbt : Dung trng ca hn hp b tng

H: Chiu cao p lc ca hn hp b tng.q2,q3,q4 : Xc nh theo mc 2.11 Chng 2 trong 22 TCN 200-89.q5: Ly theo khi lng thit k ca 1 tm vn khun.

Tng gi tr tI trng tc dng ln b mt vn khun l.ptttd = S qi . ni = 0,64 (kg/cm2)ptctd = S qi = 0,52 (kg/cm2)

3. Tnh ton tn lt mt vn khun.Mt vn khun c tnh ton theo s bn ngm 4 cnh.

3.1 Kim tra sc chu ti.Ta c m men ti v tr trung tm ca sn cnh axb , tnh theo bn k 4 cnh.


a: H s ph thuc vo t l gia 2 cnh a v b c ly theo bng 2-14.Vi a:b = 2:1 ta c a 0,0829

ptd: Ti trng tc dng ln b mt tm vn khun ptd = 0,64 (kg/cm2)a: Cnh di ca sn tnh ton. a = 50 cm


max = Mtt / W = 198,12 (kg/cm2)



Cu to tm vn khun T1




max =198.12 (kg/cm2) Ru = 1900 (kg/cm2)

Vy b mt tm vn khun kh nng chu lc.3.2. Kim tra vng ca b mt tm vn khun. vng ca tm vn khun c xc nh theo cng thc sau.




a:b = 2:1 ta c b 0,0277Nh vy ta c:

f = 0,05 (cm) < [f] = l/400 = 0,0625 (cm) Vy b mt tm vn khun m bo iu kin vng.4.Tnh ton sn dcSn dc vn khun c tnh ton theo s dm lin tc ta trn cc gi l cc sn ngang.

4.1 Kim tra sc chu ti.TI trng tc dng ln sn tng cng dc

qtttd = ptt

td .b = 15,93 (kg/cm)qtctd = p

tctd .b = 13,09 (kg/cm)

Trong :b = 25cm: Khong cch gia cc sn tng cng dc.

Mo men ln nht tc dng ln sn tng cng dc.Mmax = qtd . L

2 /10 = 3.983,13 (Kg.cm)ng sut ln nht trong sn dc.


max : ng sut ln nht trong sn dc.W: Sc khng un ca tit din sn dc.

W = d.h2 / 6 = 4,90 (cm3)Vi d: b dy ca sn dc d 0,6cm

h: Chiu cao ca sn dc h 7,0cmTa c:

max =812.88 (kg/cm2) Ru = 1900 (kg/cm2)

Vy sn dc vn khun kh nng chu lc.4.2. Kim tra vng ca sn dc.

vng sn dc c xc inh theo 22TCN200-89

0,0177 (cm) 5.16 -Chng V- 22TCN200-89

3

4

.

..

db

E

apf td

x

tttc

JE

Lqf

..128

. 41max




[f] = Ltt/400 = 1,25 (mm) = 0,125 (cm)

fmax = 0,0177 (cm) < [f] = 0,125 (cm)

Sn dc m bo iu kin vng.5.Tnh ton sn ngangSn ngang vn khun c tnh ton theo s dm lin tc ta trn cc gi l cc sn dc.

5.1 Kim tra sc chu ti.TI trng tc dng ln sn tng cng ngang

qtttd = ptt

td .a = 31,87 (kg/cm)qtctd = p

tctd .a = 26,18 (kg/cm)


Mo men ln nht tc dng ln sn tng cng ngang.Mmax = qtd . L

2 / 10 = 1.991,56 (Kg.cm)ng sut ln nht trong sn ngang.


max : ng sut ln nht trong sn ngang.W: Sc khng un ca tit din sn ngang.



max =406.44 (kg/cm2) Ru = 1900 (kg/cm2)

Vy sn ngang vn khun kh nng chu lc.5.2. Kim tra vng ca sn ngang.


0,0022 (cm) 5.16 -Chng V- 22TCN200-89



[f] = Ltt/400 = 0,625 (mm) = 0,0625 (cm)

fmax = 0,0022 (cm) < [f] = 0,0625 (cm)

Sn ngang m bo iu kin vng.

x

tttc

JE

Lqf

..128

. 41max

Cng ty CP u t v XDGT Phng Thnh-------------------------------------------------------------------------------------------------------------------------------------------

CHAPTER III. SUPPORTING BEAM OF FORMWORK OF HEADSTOCK

Item: Pier P9 -:- P14

I.D liu tnh ton.1. S b tr h dm vn khun y x m tr.

II. Tnh ton dm dc vn khun y x m tr.1. Dm dc ngoi : H300x300; L = 12m1.1. S tnh.Dm dc vn khun sn y c tnh nh dm lin tc c k trn gi l cc dm ngang.

1.2. TI trng tnh ton.

Loi tI trng k hiuGi tr tiu

chunn v H s tI trng

Gi tr tnh ton

Tnh tI ca lp b tng H = 80cm q1 0,20 (kg/cm2) 1,2 0,24 TI trng do chn ng khi b tng q2 0,04 (kg/cm2) 1,3 0,05 TI trng do tc dng ca m chn ng q3 0,02 (kg/cm2) 1,3 0,03 TI trng do ngi v dng c thi cng q4 0,025 (kg/cm2) 1,3 0,03 Trng lng bn thn vn khun. q5 0,006 (kg/cm2) 1,3 0,01



Phn m rng ca x m tr c bi 2 dm dc H300x300 ta coi nh ton b tI trng caphn m rng ca x m tr phn b u trn 2 dm dc H300x300 ny.Tng tI trng tc dng ln dm dc h vn khun y x m tr.

ptttd = S qi .a. ni = 15,23 (kg/cm)ptctd = S qi.a = 12,37 (kg/cm)



Thn tr

Cu to x m tr

1/2 SECTION C-C 1/2 SECTION d-d


1.3. Kim tra kh nng chu lc.S dng phn mm Midas 2006 phin bn 7.0.1 tnh ton ta c

Biu m men do tI trng tc dng ln dm dc.Gi tr Momen ln nht.

Mmax = 746.492,2 (kg.cm)

Biu gi tr phn lc tc dng ln dm ngang.


Gi tr phn lc ln nht tc dng ln dm ngang.R1 = 12.686,30 (kg)R2 = 1.066,40 (kg)

M men ln nht tc dng ln dm dc vn khun y x m tr c xc nh nh sau.Mmax = 746.492,2 (kg.cm)

Gi tr ng sut ln nht xut hin trong dm dc. max = Mtt / W = 548,89 (kg/cm2)

Trong :W: Sc khng un ca tit din dm dc.

Vi thp hnh H300x300x10x15mm. W= 1360 cm3


2) Ru = 1900 (kg/cm2) Vy dm dc vn khun y x m tr m bo iu kin chu lc.4. Kim tra vng. vng ln nht ca dm dc vn khun y c xc nh theo 22TCN200-89.

0,27 (cm)

Trong :E: M un n hi ca thp E = 2100000 (kg/cm2)Jx: M men qun tnh ca tit din dm dc Jx = 20400 (cm4)


[f1] = Ltt/400 = 14 (mm) = 1,4 (cm) vng cho php phI m bo sai s cho php i vi kt cu b tng sau .[f2] 5 mm

vng cho php: [f] = min ([f1],[f2]) = 5mm = 0,5 (cm)fmax = 0,27 (cm) < [f] = 0,5 (cm)

Dm dc vn khun y x m tr m bo iu kin vng.2. Dm dc trong : H300x300; L = 4m1.1. S tnh.Dm dc vn khun sn y c tnh nh dm lin tc c k trn gi l cc dm ngang.

1.2. TI trng tnh ton.

Loi tI trng k hiuGi tr tiu

chunn v H s tI trng

Gi tr tnh ton

Tnh tI ca lp b tng H = 160cm q1 0,40 (kg/cm2) 1,2 0,48 TI trng do chn ng khi b tng q2 0,04 (kg/cm2) 1,3 0,05 TI trng do tc dng ca m chn ng q3 0,02 (kg/cm2) 1,3 0,03 TI trng do ngi v dng c thi cng q4 0,025 (kg/cm2) 1,3 0,03 Trng lng bn thn vn khun. q5 0,006 (kg/cm2) 1,3 0,01

x

tttctd

JE

Lpf

..128

. 4

max




Phn m rng ca x m tr c bi 2 dm dc H300x300 ta coi nh ton b tI trng caphn m rng ca x m tr phn b u trn 2 dm dc H300x300 ny.Tng tI trng tc dng ln dm dc h vn khun y x m tr.

ptttd = S qi .a. ni = 50,86 (kg/cm)ptctd = S qi.a = 41,74 (kg/cm)

1.3. Kim tra kh nng chu lc.S dng phn mm Midas 2006 phin bn 7.0.1 tnh ton ta c

Biu m men do tI trng tc dng ln dm dc.

Gi tr Momen ln nht.Mmax = 846.406,3 (kg.cm)

Biu gi tr phn lc tc dng ln dm ngang.


Gi tr phn lc ln nht tc dng ln dm ngang.R2 = 26.168,90 (kg)R1 = 13.375,20 (kg)

M men ln nht tc dng ln dm dc vn khun y x m tr c xc nh nh sau.Mmax = 846.406,3 (kg.cm)

Gi tr ng sut ln nht xut hin trong dm dc. max = Mtt / W = 622,36 (kg/cm2)




2) Ru = 1900 (kg/cm2) Vy dm dc vn khun y x m tr m bo iu kin chu lc.4. Kim tra vng. vng ln nht ca dm dc vn khun y c xc nh theo 22TCN200-89.

0,01 (cm)

Trong :E: M un n hi ca thp E = 2100000 (kg/cm2)Jx: M men qun tnh ca tit din dm dc Jx = 20400 (cm4)


[f1] = Ltt/400 = 5 (mm) = 0,5 (cm) vng cho php phI m bo sai s cho php i vi kt cu b tng sau .[f2] 5 mm

vng cho php: [f] = min ([f1],[f2]) = 5mm = 0,5 (cm)fmax = 0,01 (cm) < [f] = 0,5 (cm)

Dm dc vn khun y x m tr m bo iu kin vng.III. Tnh ton dm ngang vn khun y x m tr1. Tnh ton dm ngang pha trong1.1. S tnhDm ngang c tnh ton nh dm gin n k trn 2 gi l gi trn cc ct

1.2. TI trng tc dng.TI trng tc dng ln dm ngang chnh l tI trng chuyn t dm dc xung.

R1 = 12.686,30 (kg)R2 = 13.375,20 (kg)

1.3. Kim tra kh nng chu lc.S dng phn mm Midas 2006 phin bn 7.0.1 ta c.

x

tttctd

JE

Lpf

..128

. 4

max

R1 R1 R2 R1 R1


Biu Momen do tI trng truyn t dm dc xungGi tr Momen ln nht do tI trng tc dng ln dm ngang.

Mmax = 1.028.851 kg.cm

Biu phn lc do tI trng truyn t dm dc xungGi tr phn lc tc dng ln gi

R = 17.545 kgGi tr ng sut ln nht trong dm ngang.


W: Sc khng un ca tit din dm dc.Vi thp hnh H200x200x8x12mm. W= 1360 cm3


2) Ru = 1900 (kg/cm2) Vy dm ngang vn khun y x m tr m bo iu kin chu lc.2. Tnh ton dm ngang pha ngoi1.1. S tnhDm ngang c tnh ton nh dm gin n k trn 2 gi l gi trn cc ct


1.2. TI trng tc dng.TI trng tc dng ln dm ngang chnh l tI trng chuyn t dm dc xung.

R1 = 1.066,40 (kg)R2 = 26.168,90 (kg)

1.3. Kim tra kh nng chu lc.S dng phn mm Midas 2006 phin bn 7.0.1 ta c.

Biu Momen do tI trng truyn t dm dc xungGi tr Momen ln nht do tI trng tc dng ln dm ngang.

Mmax = 657.031 kg.cm

R1 R1 R2 R1 R1


Biu phn lc do tI trng truyn t dm dc xungGi tr phn lc tc dng ln gi

R = 8.932 kg

Gi tr ng sut ln nht trong dm ngang. max = Mtt / W = 483,11 (kg/cm2)




2) Ru = 1900 (kg/cm2) Vy dm ngang vn khun y x m tr m bo iu kin chu lc.IV. Tnh ton gi trn ct1.Chi tit gi dm ngang trn ct

2. Tnh ton sc khng ct ca ng hn gi .Sc khng tnh ton ca cc lin kt hn gc chu ct trn din tch hiu dng c tnh ton theo 22TCN 272 -05 mc 6.13.3.2.4b -1

Rr = 0.6je2 FexxTrong :

Rr : Sc khng tnh ton ca ng hn gcje2 : h s sc khng je2 = 0,8 (6.5.4.2 - 22TCN272-05)

Fexx : Cng ca kim loi hn vi que hn HV-J421 ta c Fexx = 420 (N/mm2)

Sc khng tnh ton ca ng hn.

Detail Bchi tit B

2 2section 2-2mt ct 2-2


Rr = 201,6 (N/mm2)3. Kim tra kh nng chu lc ca gi .S tnh ton lin kt gi .

Vi mi bn thp tin hnh hn 2 bn nn ta c tng chiu di hiu dng ng hn lin kt gi Lw = L - 2t = 568 mm

S dng ng hn c chiu cao hf = 8mm ta c.Tng din tch tit din ng hn gc l:

Aw = (Lw hf)/2 = 2272 mm2Kim tra kh nng chu lc ca ng hn.

77,22 (N/mm2)

Trong :N: Lc dc trong gi do tI trong gy ra truyn t dm ngang xung.N = Rmax = 17.545 (kg)Aw : Din tch hiu dng tit din ng hn gc.

Ta c:1-1 = 77.22 N/mm2 < Rr = 201,6 (N/mm2)

Vy gi dm ngang trn ct m bo kh nng chu lc trong qu trnh thi cng.

R R

fww hL

N

A

N11

11

BIEN PHAP THI CONG BE THAN TRU (TM)

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