Biện pháp tổ chức thi công khối K0 cầu Hưng Hà (bảng tính + bản vẽ)

Dự án đầu tư xây dựng cầu Hưng Hà và đường dẫn hai đầu cầu thuộc tuyến nối cao tốc Hà Nội Hải Phòng với cao tốc Cầu Giẽ Ninh Bình có điểm đầu thuộc xã Phương Chiểu, TP Hưng Yên giao cắt với Quốc lộ 39 (Km38+732QL39); điểm cuối giáp nối với đường dẫn cầu Thái Hà (Km1+028,01) thuộc xã Bắc Lý, huyện Lý Nhân (Hà Nam); Tổng chiều dài của dự án 6.165,77m. Tổng mức đầu tư dự án là 2.871.552 triệu đồng.

The socialist republic of viet nam Céng hßa x· héi chñ nghÜa viÖt nam

Ministry of transport

Bé giao th«ng vËn t¶i Project management unit no.1 Ban qu¶n lý dù ¸n 1

Hung ha bridge construction project

Dù ¸n x©y dùng cÇu h­ng hµ - -

Calcualtion sheet Construction scaffolding of k0 Segment of the pier p25

The socialist republic of viet nam Cộng hòa xã hội chủ nghĩa việt nam

Ministry of transport

Bộ giao thông vận tải Project management unit no.1 Ban quản lý dự án 1

Hung ha bridge construction project

Dự án xây dựng cầu hưng hà - -

Calcualtion sheet Construction scaffolding of k0 Segment of the pier p25

Bảng tính

đà giáo thi công khối đỉnh trụ

Trụ P25

tư vấn giám sát-consultant Nhà thầu-contractor

Ha Noi, 01/2017

I general introduction

- Hung Ha bridge is located at KM28+335.105, a part of Project of Hung Ha bridge and approach roadconstruction connecting Ha Noi - Hai Phong expressway and Cau Gie - Ninh Binh expressway

II Design standard:

+ Design procedure of bridge construction and auxiliary equipment 22TCN - 200:1989

+ Design standard of bridge and culvert 22TCN-18-79

+ Design draflange of Hung Ha bridge

+ Other document (it will be cited when applying)

III Material

- Shaped steel material

calcultion sheet of scaffolding for k0 construction

A GENERAL

hung ha bridge construction project

item : main bridge construction

- Load applying to triangle scaffolding system of K0 for 1 cantilever arm:

Notation Unit QuantityFlange of girder

Unit weight of Concrete

Load cause people and slight equipment

Load of structure and auxiliary structure

Load cause pouring and vibrating concrete

Length of flange

Concrete volume of left web

Concrete weight of left web

Concrete volume of right web

LoadLoad of structure which being construction

Item

Inside scaffolding (cantilever)

Inside formwork (cantilever)

Weight of left web

Concrete volume of right web + cantilever

Weight of cap concrete

Concrete volume of left web + cantilever

Volume of Bottom concrete

Weight of bottom concrete

Concrete volume of left web

Concrete weight of left web

Weight of right web

Concrete volume of right web

Concrete volume of middle web

Concrete weight of right web

Concrete volume of 1 cantilever end

Volume of cap concrete

Concrete weight of middle web

- Checking of rigidity of separate part of scaffolding system under the affect of concrete weight

and gravity load of itself component

- Checking of deformation after checking of rigidity;

- Checking of stability for compression bar of scaffolding system

with load and load combination which shown in table 19 - TCVN 200-89

3 Checking items:

- (i) Calculation of internal force and checking load capacity of separate elements of scaffolding system

- (ii) Calculation of internal force and checking load capacity of high strength bar PC32

- (iii) Calculation of internal force and checking load capacity of pile cap (pier column)

under effect of tensile force of bar PC32

Inside formwork (cantilever)

Scaffolding shoring bottom formwork

Bottom formwork

Scaffolding at 1 flange side

Formwork at 1 flange side

I general layout

b Checking of structure

C1 H350x350x12/19 C1 H350x350x12/19

Triangle flame Bar N2

Triangle flame Bar N1

I200x100x5.5/8

L = 12 m B3Lan can thép Parapet

+21.619

Thanh PC 36 Bar PC36

I200x100x5.5/8 B11

L = 1.579 m

B8 I200x100x5.5

L = 5.34 m

L1 L100x100x10

L thay đổi T6

L = 5.904 m H300x300x10/15

L = 5.610 m B1 2I500x200x10/16

L = 20.0 m

- Expanded triangle frame structure of pier is final bearing structure of scaffolding for K0 structure

- The bearings of triangle frame work relying on friction with pier column under affect of PC32 tensile force

- Total 6 triangle frames deviding equally for 2 cantilever flanges

3 Construction sequence

- Setting triangle frame and scaffolding for bottom formwork

- Setting scaffolding, formwork for 2 flanges

- Pouring concrete for K0 segment stage 1

- Pouring concrete for K0 segment stage 2

- Pouring concrete for K0 segment stage 3

II Calculation of beam system t6 - I150x75x5/7

- Load applying to beam T6 include:

+ Uniform load of flange concrete

+ Uniform load of flange formwork

- Split 1 band width L=1.5m:

- Load of flange concrete at each section matched to flange thickness:

+ Flange thickness h3=0.25 m Pbt3 = nbt.(L.h3).bt = 1.03 (T/m)

nbt : overload factor of concrete load nbt = 1.1

bt : Unit weight of concrete bt = 2.50 (T/m3)

B4 B8

B5 H300x300x10/15

B6 H300x300x10/15

B7 H300x300x10/15

B5

H300x300x10/15

B6 H300x300x10/15

+ Flange thickness h2=0.33 m Pbt2 = nbt.(L.h2) = 1.36 (T/m)

na : overload factor of concrete load nbt = 1.1+ Flange thickness h1=0.55 m Pbt1 = nbt.(L.h1) = 2.27 (T/m)

na : overload factor of concrete load nbt = 1.1

- Load of flange formwork:

ndd : overload factor of structure which be building ndd = 1.3

- Vertical load by people and slight equipment:

Moment diagram (T.m)

Shear diagram (T)

Bearing reaction diagram (T)

Deformation diagram (m)

Mmax: Maximum moment

Calculation deflection follow Midas: f max = 1.00 (mm)

f Checking of rigidity of compression diagonal strut bar:

+ The diagonal strut bar is compressed: 1.64 T

a.Shaped steel L100x100x10 has geometric feature:

- smax : calculation stress of maximum compression bar

- Ru : allowable stress of steel ; Ru = 2000( kg/cm2)

- j :stress reduction factor - Checking table

j : depending on material and slenderness l

With

3.03 Least radius of gyration of beam cross section

m : Factor depending on connection type; with connection at 1 lugs m = 2

J

F

II Calculation of beam system B4 - H300x300x10/15 L = 15m :

1 General layout

Thân trụ Pier body

Đà giáo khoang Formwork

Hệ đà giáo tam giác Triangle scaffolding system

Hệ đà giáo tam giác Triangle scaffolding system

a

Ghế kích 250

2 Applied load

- Applied load to beam B4 is centre-point load which be transferred from leg of scaffolding for flange

- Load of shaped scaffolding to 1 side of glange has value:

Pdg = npt.DGC = 6.80 (T)

npt : overload factor of formwork scaffolding

- Named bars B4 form inside of pier column to outside alternately B4-1 and B4-2

- Load from bearing reaction force of bar T6 transfering to bar B4 have alternately value:

Use Midas 6.30, we have:

Maximum moment diagram (T.m)

Maximum shear diagram(T)

With bar B4 - 1

With bar B4 - 2

Bearing reaction diagram (T)

With bar B4 - 2

Mmax: Maximum moment

R : steel intension R = 1900 (kG/cm2)

R W

M

d Checking of shear member:

B5 H300x300x10/15

B6 H300x300x10/15

B7 H300x300x10/15

2 Applied load

- Applied load to beam B4 is centre-point load which be transferred from leg of scaffolding for flange

- Load from bearing reaction force of bar B4 have alternately value:

Longitudinal force diagram (T)

Shear diagram (T)

Deformation diagram (m)

Bearing reaction diagram (T)

c Checking of bent member:

-Checking formula: max max

F area of bar cross section

Mmax Maximum moment

Nmax Maximum longitudinal force

Wx bending section modulus

Ru steel intension R = 1900 (kG/cm2)

Checking with load combination in case of most unfavorable loading

Bend section modulusWx

Area F

Moment My

Longitudinal forceP

Jx: Inertia moment Jx= 20400.0 cmR: steel intensity R = 2000 (kG/cm2).

f Checking of rigidity of compression bar:

- B5 and B6 are compression bars, however B5 have larger compression and its bearing diagram is more unfavorable, so we check the slenderness and compression-bending rigidity for B5

+ Bar B5 - H300x300x10/15, L=5.904 m has compression force: 21.37 T

+ Shaped steel H300xH300x10/15 has geometric feature:

- smax : calculation stress of maximum compression bar

- Ru : allowable stress of steel ; Ru = 2000( kg/cm2)

- j :stress reduction factor - Checking table

j : depending on material and slenderness l

78.65With

7.51 Least radius of gyration of beam cross section

m : Factor depending on connection type; with connection at 2 lugs m = 1Relative eccentricity :

J

F

IV Calculation of bolt connection and located pressure to concrte at bearings of b5,b6,b7

- Each bearing used 04 bolts M32 length L=0.8 m

- Applied load to bolt is bearing reaction from internal force diagram of above frame

- Bearing reaction has value alternate:

+ Upper bearing : G1-1 = 13.67 (T) - Tension bolt

G1-2 = 2.24 (T) - Shear bolt+ Below bearing : G2-1 = -13.67 (T)

G2-2 = 16.06 (T) - Shear bolt

3 Checking :

a Checking of rigidity of bolt D32:

- Bolt D32 has geometric feature:

+ Calculation of upper bolt D32 follow tensile condition:

When external force has parallel direction with bolt body, applying and spliting the element of connection,cause tension bolt

- Tensile resitance of bolt is calculated as follow:

Abn - actual area of bolt body cross section (deduction by thread)

Standard TCVN 1916-1995 - Abn = 5.6 cm2 (Bolt D32)

ftb - calculate strength of material when tension work

Standard TCVN 1916-1995 - Abn = 2400 Kg/cm2 (Bolt grade 4.6)

=> : [ N ] tb = 13.44 (T)

- External force applying to 1 in 4 bolts of bearing has value:

N max=G1-1/4 = 3.42 (T)

So bolt ensuring tensile resistance

+ Calculation of upper bolt D32 follow shear condition (sliding):

When external force has perpendicular direction with bolt body, the body press closely hole torus,

bolt and connection plate sliding relatively, cause shear bolt

  N tb= Abn ftb

bolt and connection plate sliding relatively, cause shear bolt

- Shear capacity of bolt is calculated as follow:

fvb - calculate shear strength of bolt material

Table 1.10 appendix I - Steel structure fvb = 1500kg/cm2

b - work condition factor of bolt connection

Table 2.8 - Steel structure  b = 0.9 (Bu l«ng th«)

A - area of cross section of bolt body (no thread part)

Table 2.9-Steel structure A = 7.06(cm2) (Bu l«ng D32)

d - diameter of bolt body d = 3.20(cm) (Bu l«ng D32)

nv - number of calculate section of bolt nv = 1

=> [ N ] vb = 9.53 (T)

- External force applying to 1 in 4 bolts of bearing has value:

N max=G2-2/4 = 4.02 (T)

So bolt ensuring shear capacity

b Checking of located pressure concrete at connection position:

- Checking condition:

smax = Nmax/ F< Rem

(Note : factors and table in calculation sheet are chosen accuracy following "Steel structure -

elementary structure" - Science and engineering Publisher Dr phạm văn hội (Ed) -

- Dr nguyễn quang viên - Master phạm văn tư - Engineer lưu văn trường )

V calculation of inside formwork scaffolding - bar b11

1 General layout

Hệ đà giáo tam giác Thang thi công Ladder

Formwork

Hệ đà giáo tam giác

I200 b10 L= 6.420 m

Lan can thép

Steel parapet

l4

Thang thi công Ladder

Đệm kích/Wedge

H=0.25m

b11 I200x100x5.5

L = 6.420m L100x100x10

L=0.949m

l5 L100x100x10 L=2.990m

Nêm thép Wedge b11 I200x100x5.5

L = 6.420m

2 Applied load

- Load applying to scaffolding system divided equally to 6 bars B11 shored cantilever concrete stage 3 (cap):+ Distributed force by concrete weight of cap

+ Distributed force by weight of inside formwork scaffolding

+ Distributed force by pouring and vibrating concrete ; qdd = 0.2 (T/m2)

+ Distribbuted force by people and slight equipent; qng = 0.25 (T/m2)

- Load value :

+ Length of uniform load of bar B11 cause weight of scaffolding, formwork and cap concrete:

Lrd = 6.30 (m)+ Value of uniform load:

qrd =( nbt.BTN+npt.VKT)/Lrd/6 = 1.35(T/m)

nbt : over load factor of structure which be building

npt : overload factor of scaffolding, formwork

+ Vertiacl load by vibrating concrete mixture:

qdd = 200 (kg/m2)

Pdd = ndd.Lkc.qdd = 0.36 (T/m)

Lkc : distance between girders B11; Lkc = 1.5m

+ Vertical load by people and slight equipment:

qng = 250 (kg/m2)

Png = nng.Lkc.qng = 0.46 (T/m)

Lkc : distance between girders B11; Lkc = 1.5m

- So uniform load applying to B11:

Moment diagram (T.m)

Shear diagram (T)

Bearing reaction diagram (T)

Deflection diagram (m)

4 Checking of bar B11 (I200x100x5.5x8)

a.Bar I200x100x5.5x8 has geometric feature:

Mmax: Maximum moment

Calculation deflection follow Midas: f max = 0.30 (mm)

Xuyên tâm D16,L=1.8m T9 Xem ở bản vẽ

Ván khuôn

Xem ở bản vẽ Ván khuôn

Thang thép Ladder

L100x100x10

Varies

L1

layout of scaffolding of the hold

bố trí đà giáo lỗ đi lại trong k0

ll2 lh1 li1 li2

2 Applied load

- Load applying to scaffolding system divided equally to 2 bars LI2 shored cap concrete:

+ Distributed force by concrete weight of cap

+ Distributed force by weight of inside formwork

+ Distributed force by pouring and vibrating concrete ; qdd = 0.2 (T/m2)

+ Distribbuted force by people and slight equipent; qng = 0.25 (T/m2)

- Load value :

+ Length of uniform load of bar LI2 :

Lrd = 2.00 (m)+ Uniform load by weight:

qbt = nbt.(Lkc.3.45).bt = 4.74 (T/m)

nbt : overload factor of concrete nbt = 1.1

bt : concrete unit weight bt = 2.50 (T/m3)

Lkc : distance between girders LI2 Lkc = 0.5 (m)

+ Uniform load by formwork:

qvk = npt.Lkc.0,06 = 0.04 (T/m)

npt : overload factor of formwork npt = 1.2

Choose formwork has unit weight: 0.06T/m2

+ Vertical load by vibrating concrete mixture: qdd = 200 (kg/m2)

Qdd = ndd.Lkc.qdd = 0.13 (T/m)+ Vertical load by people and slight equipment: qng = 250 (kg/m2)

Moment diagram (T.m)

Shear diagram (T)

Bearing reaction diagram (T)

Deflection diagram (T)

4 Checking of bar LI2 (I200x100x5.5x8)

a.Bar I200x100x5.5x8 has geometric feature:

Mmax Maximum moment

Calculation deflection follow Midas: f max = 0.10 (mm)

Triangle flame Bar N2

I200x100x5.5/8

L = 12 m B3Lan can thép Parapet

+21.619

Thanh PC 36 Bar PC36

I200x100x5.5/8 B11

Thanh N3 Khung tam giác Thanh N1

Bar N3 Triangle flame Bar N1

G1 H300

Đà giáo khoang

KT 1.5x1.5x1.5m

l2 L100x100x10

L = 1.579 m

B8 I200x100x5.5

L = 5.34 m

L1 L100x100x10

L thay đổi T6 I150x75x5/7

L = 5.904 m

B6 H300x300x10/15

L = 5.610 m B1 2I500x200x10/16

L = 20.0 m

2 Applied load

- Applied load to beam B1 is divided equally to 3 bars with 1 cantilever end, includiing:

+ Centre-point load is reaction force transfering from beam system B4

+ Distributed force cause weight of scaffolding inside formwork, bottom formwork and bottom concrete.+ Distributed force cause weight of web concrete

+ Distributed force cause concrete cap

+ Distributed force cause pouring and vibrating concrete ; qdd = 0.2 (T/m2)

+ Distributed force cause people and slight equipment; qng = 0.25 (T/m2)

- Load value:

 Centre-point load:

- From inside of pier column, named the bars alternately B1-1 ; B1-2 ;B1'

+ Value of centre-point load from B4 to B1-1:

PB4-1 = 2.65 (T)

PB4-2 = 7.37 (T)+ Value of centre-point load from B4 to B1-2:

PB4-1 = 2.00 (T)

PB4-2 = 5.60 (T)+ Value of centre-point load from B4 to B1'

nbt : over load factor of structure which be building nbt = 1.1

npt : overload factor of scaffolding, formwork npt = 1.2

+ Length of uniform load of bar B1 cause weight of web concrete:

+ Value of uniform load cause weight of middle web concrete

q3 = nbt.BTSG/L3/3 = 15.36(T/m)

+ Vertical load cause vibrating concrete mixture:

qdd = 200 (kg/m2)

Pdd = ndd.LB1.qdd = 0.36 (T/m)

LB1 : distance between beams B1 ; LB1=1.4m

+ Vertical load cause people and slight equipment:

qng = 250 (kg/m2)

Png = nng.LB1.qng = 0.46 (T/m)

3 Calculation diagram and applied load

Use Midas 6.30, we have:

Bar B1'

Maximum shear force diagram (T)

Bar B1-1

Bearing reaction diagram (T)

Bar B1-2

Bar B1'

Maximum deflection diagram (m)