Calc Report Abutment Lau Luhung

7/28/2019 Calc Report Abutment Lau Luhung

1/17

OWNER :

CONTRACTOR : PT WIJAYA KARYA (PERSERO) Tbk.

PROJECT NAME : PEMBANGUNAN JEMBATAN LAU LUHUNG

LOCATION : DELI SERDANG - MEDAN

CONTRACT NUMBER :

Document Number

CALCULATION

JEMBATAN LAU LUHUNGTSG-CAL-50-001-A4

Rev : 00

Page Number

1 dari 17

Dibuat Diperiksa Disetujui Diperiksa Disetujui

Oleh Oleh Oleh Oleh OlehUraian

PT WIJAYA KARYA

Hal.

10.01.11

Rev. Tgl.

NBZ0


2/17


3/17

1. UMUM

1.1. Tujuan

1.2. Lingkup

1.3. Satuan (Unit of Measurement)

1.4. Peraturan dan Standar

1.5. Referensi

2. KONDISI DESAIN

2.1. Karakteristik Geologi

2.2. Design Ground elevation

3. MATERIAL

3.1. Batang Angkur

3.2. Tanah

3.3. Beton

4. KONSEP DESAIN STRUKTUR

4.1. Umum

4.2. Metode Analisis

5. PEMBEBANAN

6. PERHITUNGAN DESAIN

6.1. Geometr Struktur

Document Number Rev : 00

Page NumberJEMBATAN LAU LUHUNG

CALCULATION

3 dari 17

CONTENTS

. .

6.2. Data Perencanaan Struktur

6.3. Analisa Perhitungan Desain


4/17

1. GEOMETRIC BRIDGE

1.1. Determination of Form Bridge

The superstructure of Lau Luhung Bridge Deli Serdang - Medan is Steel Composite Girder

This bridge is two lane type bridge with 10,0m width and 7,0m long. Here is the bridge element

data of kanal bridge single span :

Main Girder / Steel Girder : WF 550 x 310 x 12 x 20

1.2. Wide Determination of Bridge

Pursuant to Bid Document and BoQ normalization, wide of bridge determined with detail of as

following :

Cross Section

Figure 1. Cross Section

Page Number

4 dari 17

JEMBATAN LAU LUHUNG

Document Number Rev : 00

CALCULATION


5/17

2. CALCULATION OF MAIN / STEEL GIRDER

BRIDGE DATA

Project Name = JEMB. LAU LUHUNG

Location = DELI SERDANG MEDAN

Bentang Jembatan = 10 m'

Kelas Jembatan = JEMBATAN STANDAR

Lebar Jembatan = 10 m'

Lebar Lalu Lintas = 7 m'

Jumlah I-Girder = 7 bh

Tebal Lantai Jembatan (ts) = 220 mm

Tebal Perkerasan = 50 mm

Jarak Antar Girder = 2000 mm

Lebar efektif = 1,680.00 mm

Mutu Baja Struktural = A572Modulus Elastisitas Baja = 2.1E+06 kg/cm2

Teg. Leleh Baja Minimum = 3450 kg/cm2

Tegangan izin Lentur Baja = 2300 kg/cm2

Tegangan izin Geser Baja = 1334 kg/cm2

Bj Baja = 0.00785 kg/cm3

Mutu Beton Lantai Jembatan K = 300

fc' = 255.000 kg/cm2

Teg. Izin Tarik Beton = 114.8 kg/cm2

Modulus Elastisitas Beton = 238,853 kg/cm2

Koefisien Shrinkage = 2.00E-04

Gradient Temp. Differential = 15 oC

Linear Temp. Differential = 15 oC

Koefisien Thermal Expansion = 1.12E-05

Rev : 00

Page Number

5 dari 17

CALCULATION

Document Number

JEMBATAN LAU LUHUNG

Web Sect. Inclinitation = 1:17000

Stud (d) = 19 mm

Profil I-Girder

bfa = 310 mm

bfb = 310 mm

d = 550 mm

tfa = 20 mm

tfb = 20 mm

tw = 12 mm


6/17

As = mm2

Berat Profil = kg/cm

Berat I Girder = kg

Perhitungan Lebar Efektif

bE = L/4 = mm

bE = bo = mm

bE = 12 ts = mm

Jadi dipakai = mm

Calc Perhitungan Sifat Penampang

n = Es/Ec =

Ya = mm

Yb = mm

Is = cm4

Ssa = cm3

Ssb = cm3

As = cm2

Calc Sifat-Sifat Penampang Komposit

a. S a. Beban Jangka Waktu Pendek : k = 1

Ac1 = cm2

y1 = cm

Ic1 = cm4

Stc1 = cm3

Sbc1 = Sts1 = cm3

Sbs1 = cm3

b. Lob. Beban Jangka Waktu Panjang : k = 3

Ac3 = cm2

y3 = cm

Ic3 = cm4

Stc3 = cm3

281.61

111,629.25

4,159.20

3,963.98

8,516.63

697,472.20

7,330.10

140.13

44.46

277,137.84

185.20

420.38

54.43

Rev : 00Document Number

CALCULATION

2,000.00

2,640.00

2,000.00

8.79

18,520.00

1.45

10,176.74

JEMBATAN LAU LUHUNG

2,500.00

6 dari 17

Page Number

398,962.72

17,675.11

268.39

Sbc3 = Sts3 = cm3

Sbs3 = cm3

Perhitungan Momen Maksimum

1 Beban Mati Primer

Slab beton kg/cm

Profil kg/cm

lain-lain kg/cm

Qmp kg/cm

Mmp kg.cm

2 Beban Mati Sekunder

Aspal kg/cm

Trotoir kg/cm

Tiang Sandaran kg/cm

Air Hujan kg/cm

Lain-lain kg/cm

Qms kg/cm

Mms kg.cm

3 Beban Hidup dan Kejut (Mh+k)

q' kg/cm

K

p' kg

Mh+k kg.cm

4 Beban Angin

R1 kg/cm

R2 kg/cm

l cm

q kg/cm

Ma kg.cm

0.700167486

233,389

, .

26,291.99

6,233.53

11

1.45

0.75

13.20

1,650,478

2.2

2.42

0.05

1

0.75

6.42

802,500

16

1.33

11636.36

4,909,091

2.2275

4.11375

282


7/17

5 Temperature Gradient Loads

h cmMtm kg.cm

6 Creep and Shrinkage

Msr = Mtm kg.cm

7 Break Force

Rm kg

e cm

Mrm kg.cm

8 Earthquake Loads

kh

Mgh kg.cm

9 Bearing Move of Friction Loads

Mgg kg.cm

1,958,544

1236.36

207.572

256,634

0.12

294,357

24,530

CALCULATION

Document Number

JEMBATAN LAU LUHUNG

Rev : 00

Page Number

7 dari 17

771,958,544

310

550 12

20

alculation of Stress Control Allowable Stress

I Combination I : M + H + K Combination I

ftc -35.16 kg/cm2 OKE.! Ft' kg/cm2

fbc -1.96 kg/cm2 OKE.! Fc' kg/cm2

fts -453.93 kg/cm2 OKE.!

fbs 1,214.82 kg/cm2 OKE.!

II Combination II : M + Gg + A + SR + Tm Combination II




fbs 1,114.68 kg/cm2 OKE.!

III Combination III : Comb. I + Rm + Gg + A + SR + Tm Combination III




fbs 1819.41 kg/cm2 OKE.!

IV Combination IV : M + Gg + Gh Combination IV




fbs 588.61 kg/cm2 OKE.!

2300

115

2875

143

3450

161

3220

172

310

550 12

310

20

20


8/17

Deflection Controldue to Live Loads cm

allowable = L/800 cm OK!

due to Dead Loads cm

allowable = L/400 cm OK!

Design of Shear Stud

d mm

fc' MPa

Ec MPa

qult kg

Zr kg

H1 kg

H2 kg

Used H kg

Number of Used Stud

N1 set

Each Line Attach 2 Stud

Spacing Each Line Vr kg

Q kg

Sr kg/cm

P cm

with P : 38.74 cm, maka diperolej jumlah stud u/ setengah bentang

N1 set

Used N set

Spacing Each Line cm

Used Spacing Each Line cm

4. CALCULATION OF ABUTMENT AND PILE CAP

4.1 Reduction factor

Bendin reduction factor b = 0.81

CALCULATION

3,263.41

55.63

18.65

15

638,940

801,108

801,108

60.17

13,818.2

4,864.7

168.49

38.74

27.81

Rev : 00

Page Number

8 dari 17

Document Number

JEMBATAN LAU LUHUNG

2.50

22

11.5

23,885.33

15,664.37

0.54

1.25

0.9

.

Shear reduction factors = 0.75

Axial reduction factorc = 0.65

4.2 Material data

Concrete characteristic fc' = 25.5 MPaConcrete weight c 2.5 tonf m 3

Yield steel strenght fy = 400 MPa

4.3 Parameter Tanah

Friction angle = 30 deg

KoCohesionhesi c 0 tonf m 2

Earth weight s 1.75 tonf m 3


9/17


10/17

Section 3 W3 := (b2 + b3 + b4) h3 b abutment c W3 = 0.000 tonf

x3 = -0.18 m

y3 = 0.0 m

Section 4 W4 := B h 4 b abutment c W4 = 84.7 tonf

x4 = 0.0 m

y4 = 0.8 m

Section 1' W1' := (b6) h1 b abutment s W1' = 5.5 tonf

x1' = 0.9 m

y1' = 0.96 m

Section 2' W2' := b6 (h2 + h3) b abutment s W2' = 4.3 tonf

x2' = 0.9 m

y2' = 0.3 m

Abutment total weight Wabutment := W1 + W2 + W3 + W4 + W1' + W2'

Wabutment = 105.03 tonf

Eccentricity toward middle of bottom pilecap x abutment = 0.160 m

y abutment = 0.7 m

f. Earth Lateral Load

CALCULATION

Document Number

JEMBATAN LAU LUHUNG

Rev : 00

Page Number

10 dari 17

Earth filled inclination := 0 deg

Eart filled friction angle = 30 deg

Rankine active earth pressure coeffiecient Ka =

f.1 Active Earth Pressure Force

Active earth pressure at pilecap bottom a := Ka s H a = tonf m 2

Total active earth pressure Pa = tonf

Eccentricity toward middle of bottom pilecap ya := H/3 ya = m

f.2 Earth Cohesion Force

Earth cohesion pressure c := 2 c (Ka) 0,5 c = tonf m 2

Earth cohesion force Pc := c H b abutment Pc = tonf

Eccentricity toward middle of bottom pilecap yc := H/2 yc = m

f.3 Vehicle on Oprit Force

Vehicle on oprit pressure LL = 1.05 tonf m 2

Earth pressure q := LLKa q = tonf m 2

Vehicle on oprit force Pq := q H b abutment Pq = tonf

Eccentricity toward middle of bottom pilecap yq := H/2 yq = m

0.333

0.8

5.5

0.45

0.67

0.0

0.0

0.35

4.91

0.67


11/17

f.4 Total Earth Lateral Force

Total Earth Lateral Force P lateral = Pa + Pc + Pq P lateral = tonf

Eccentricity toward middle of bottom pilecap y lateral = 0.55 m

g. Earthquake Load

Surface earhtquake coefficient Ca := 0.28 for Sunda Strait

Maximum earthquake coefficient C := 2,50 Ca C = 0.7

Importance factor I := 1.00

Earthquake reduction factor R := 2.50

g.1 Earthquake Force from Bridge Loads

Bridge weights affecting earthquake load Wt := VDL Wt = tonf

Earthquake force from bridge loads 4.4 tonf

Eccentr ic ity toward middle of bot tom pilecap y eq_bridge := tb 'pad + h3 + h4 y eq_br idge := 1.6 m

g.2 Maximum Earthquake Force From Friction at Bearing Pad

Friction coefficient of bearing pad b'pad := 0.1

Maximum force from frict ion at bearing pad Hb'pad_max :=b'pad Wt Hb'pad_max = tonf

Earthquake force from friction at bearing pad

Heq_b'pad := min(Heq_bridge,Hb'pad_max) Heq_b'pad := tonf

Eccentr ic ity toward middle of bot tom pilecap y eq_bridge := tb 'pad + h3 + h4 y eq_br idge := 1.6 m

g.3 Earthquake Force From Abutment Self-weight

Abutment self-weight Wabutment = 105 tonf

10.39

CALCULATION

Document Number

JEMBATAN LAU LUHUNG

Rev : 00

Page Number

11 dari 17

15.6

1.56

1.56

Earthquake force from abutment self-weight Heq abutment = tonf

Eccentricity toward middle of bottom pilecap yeq_abutment := yabutment y eq abutment = m

g.4 Earthquake Force From Earth Pressure

Filled inclination = 0.0 deg

Friction angle = 30 deg

Friction angle of wall = 2/3 deg = 20 deg

Earthquake coefficient = atan(Ca) deg = 0.27 deg

Back-wall inclination 1 = 0 deg

Dynamic active earth pressure coefficient KaG = 0.545 deg Persamaan A.6c

BMS Lampiran A Persyaratan Tahan Gempa

KaG = KaG Ka KaG =

Earthquake force from dynamic Heq_earth :=PG Heq_earth = tonf

active earth pressure

4.6 Loads on Foundation

Overstrength factor := 1

Abutment self-weight DLv_abutment := Wabutment DLv_abutment = tonf

Eccentricity toward ev_abutment := xabutment ev_abutment = m

middle of bottom pilecap

Bridge dead load DLv_bridge := VDL DLv_bridge = tonf

Eccentricity toward ev_bridge := xDL ev_bridge = m


15.59

-0.725

29.41

0.73

0.212

3.4869

105.03

0.160


12/17

Traffic load LLv_traffic := VLL LLv_traffic = tonf

Eccentricity toward ev_traffic := xLL ev_traffic = m


Breaking force LLx_break_1 := min(Hbreak,Hb'pad_max) LLx_break_1 = tonf

LLx_break_2 := max(Hbreak, Hb'pad_max) LLx_break_2 = tonf

Eccentricity toward ex_break := ybreak ex_break = m


Centrifugal force LLy_cfgl := Hcfgl LLy_cfgl = tonf

Eccentricity toward ey_cfgl := y cfgl ey_cfgl = m


Traffic on oprit force LLx_oprit := Pq LLx_oprit = tonf

Eccentricity toward ex_oprit := yq ex_oprit = m


Earth pressure Earthx_active := Pa Earthx_active = tonf

Earthx_kohesi := Pc Earthx_kohesi = tonf

Eccentricity toward ex_active := ya ex_active = m


ex_kohesi := yc ex_kohesi = m

Earthquake force fr bridge Ex_bridge_1 := Heq_bridge Ex_bridge_1 = tonf

Ex_bridge_2 := Heq_bridge Ex_bridge_2 = tonf

Ey_bridge := Heq_bridge Ey_bridge = tonf

Eccentricity toward ex_bridge := yeq_bridge ex_bridge = m


ey_bridge := yeq_bridge ey_bridge = m

CALCULATION

JEMBATAN LAU LUHUNG

Rev : 00Document Number

Page Number

12 dari 17

1.60

-4.91

0.67

-5.48

0.00

0.45

0.67

4.36

-4.36

4.36

179.64

-0.725

1.56

-1.56

1.60

2.20

1.60

1.60

Eartquake force from abutment

self-weight Ex_abutment_1 := Heq_abutment Ex_abutment_1 = tonf

Ex_abutment_2 := Heq_abutment Ex_abutment_2 = tonf

Ey_abutment := Heq_abutment Ey_abutment = tonf

Eccentricity toward

middle of bottom pilecap ex_abutment := yeq_abutment ex_abutment = m

Earthquake from earth pressure Ex_earth_1 := 0.00tonf

Ex_earth_2 := Heq_earth Ex_earth_2 = tonf

Eccentricity toward

middle of bottom pilecap ex_earth := 0.60 H ex_earth = m

4.7 Load Combination

4.7.1 DL + LL + Earth Load Combination

Vertical Vcomb1 = 300.26 tonf

Horizontal X-direction Hx_1_comb1 = -5.34 tonf

(Longitudinal direction)Hx_2_comb1 = -8.46 tonf

Horizontal Y-direction Hy_comb1 = 2.20 tonf

(Transversal direction)

Moment Y-Y My_1_comb1 = 2.01 tonf.m

(Longitudinal direction)

My_2_comb1 = -2.98 tonf.m

Moment X-X Mx_comb1 = 3.51 tonf.m


29.41

-29.41

29.41

0.73

3.49

0.80


13/17

4.7.2 DL + (0,25LL +Ex +0,30Ey)/1,4 + Earth Load Combination

Vertical Vcomb2 = 152.69 tonf

Horizontal X-direction Hx_1_comb2 = 38.65 tonf


Hx_2_comb2 = -29.67 tonf

Horizontal Y-direction Hy_comb2 = 4.91 tonf


Moment Y-Y My_1_comb2 = 35.61 tonf.m


My_2_comb2 = -22.79 tonf.m

Moment X-X Mx_comb2 = 7.86 tonf.m


5. ABUTMENT REINFORCEMENT DETAIL

Rev : 00

Page Number

13 dari 17

JEMBATAN LAU LUHUNG

Document Number

CALCULATION

Design for width 1.00m b' := b abutment b abutment = m

Minimum concrete cover ccover := 0.075 m Earth weight s = tonf m 3

Minimum reinforcement ratio min := 0.18% b1 = 0 m h1 = m

b2 = 0.4 m h2 = m

Active earth pressure coeffiecient Ka = 0.333 b3 = 1.2 m h3 = m

b4 = 0.3 m h4 = m

Dynamic active earth pressure KaG = 0.212 b5 = 0.3 m H = m

coefficient b6 = 0.4 m

Earthquake coeffcient C = 0.7 B = 2.5 m

Importance factor I = 1.00

Earthquake reduction factor R = 2.50

Load combination :

Combination1(DL,LL,Ex,Ey) := 1,25DL + 1,75LL

Combination2(DL,LL,Ex,Ey) := 1,25DL + 0,25LL + Ex + 0,30Ey

Combination3(DL,LL,Ex,Ey) := 1,25DL + 0,25LL + 0,30Ex + Ey

Combination4(DL,LL,Ex,Ey) := 0,90DL + Ex + 0,30Ey

Combination5(DL,LL,Ex,Ey) := 0,90DL + 0,30Ex + Ey

5.1 Cross section I - I

5.1.1 Lateral Load from Earth Pressure

Active earth force 1.720934 tonf

Eccentricity toward ea_I = h1/3 ea_I= 0.3 m

cross section I-I

1.75

10.5

0.75

0.588

0

1.5

2.838


14/17

Earth cohesion force 0 tonf

Eccentricity toward ec_I = h1/2 ec_I = 0.375 m

cross section I-I

5.1.2 Lateral Load from Live Load

Traffic on oprit force 2.8 tonf

Eccentricity toward eq_I = h1/2 eq_I = 0.375 m

cross section I-I

5.1.3 Lateral Load from Lateral Load

Weight affecting 11.42 tonf

earthquake force

Earthquake force 3.19725 tonf

Eccentricity toward eeq_I = h1/2 eeq_I = 0.375 m

cross section I-I

Earthquake from active

earth pressure

1.095609 tonf

Eccentricity toward eeq'_I = h1/2 eeq'_I = 0.3750 m

cross section I-I

Earthquake from 0.430 tonf.m

dead load

1.721 tonf

Earthquake from live load 1.03256 tonf.m

Rev : 00

Page Number

14 dari 17

Document Number

CALCULATION

JEMBATAN LAU LUHUNG

2.8 tonf

Earthquake force 1.609822 tonf.m

4.3 tonf

Ultimit forces Ultimate Moment Ultimate Shear

Cross section I - I Cross section I - I

2.345 tonf.m 6.97 tonf

2.406 tonf.m 7.13 tonf

1.279 tonf.m 4.127 tonf

1.997 tonf.m 1.549 tonf

0.870 tonf.m 2.837 tonf

Maximum 2.406 tonf.m 7.13 tonf

5.2 Cross section II - II


Active earth force 5.477 tonf

Eccentricity toward 0.446 m

cross section II-II


15/17



cross section II-II




cross section II-II

5.2.3 Earthquake Load from Lateral Load

Weight affecting

earthquake force

20.37105 tonf

Earthquake force 5.704 tonf


cross section II-II

Earthquake from activeearth pressure

3.487 tonf

Eccentricity toward

cross section II-II 0.669 m


dead load

5.477 tonf


live load

4.912 tonf

CALCULATION

Document Number

JEMBATAN LAU LUHUNG

Rev : 00

Page Number

15 dari 17

Earthquake force 6.148673 tonf.m

9.191 tonf

Ultimite forces Ultimate Moment Ultimate Shear

Cross section II - II Cross section II - II

8.805 tonf.m 15.44 tonf

10.024 tonf.m 17.27 tonf

5.720 tonf.m 10.832 tonf

8.347 tonf.m 8.347 tonf

4.043 tonf.m 4.956 tonf

Maximum 10.024 tonf.m 17.27 tonf

5.3 Cross section III - III


Active earth force

5.477 tonf

Eccentricity toward

cross section III-III 0.446 m



cross section III-III


16/17





Breaking force 2.778 tonf

Maximum force at beraing pad 1.559 tonf

Breaking force at bearing pad tonf

Eccentricity toward m


5.3.3 Earthquake Load from Lateral Load

Weight affecting

earthquake force

20.4 tonf

5.704 tonf

Eccentricity toward eeq_III = 0.669 m


Earthquake from bridge 4.365 tonf

Maximum force at bearing pad 1.559 tonf

Earthquake force at 1.559 tonf

bearing pad



CALCULATION

Document Number

JEMBATAN LAU LUHUNG

Rev : 00

Page Number

16 dari 17

1.559

0.1

Earthquake from active

earth pressure

3.487 tonf




dead load

5.5 tonf

Earthquake from

Live Load

3.4 tonf.m

6.5 tonf

Earthquake force

6.3 tonf.m

10.7 tonf

Ultimite forces

Ultimate Moment Ultimate Shear

Cross section III - III Cross section III - III

9.077 tonf.m tonf

10.219 tonf.m tonf

5.805 tonf.m tonf

9.443 tonf.m tonf

4.090 tonf.m tonf

Maximum 10.219 tonf.m tonf

15.679

8.154

17.67

19.21

11.689

19.21


17/17

Abut ment B ending Rein for cement Design

Rebar Arrangement

fc' = kg/cm2

fy = kg/cm2

Cross Section I-I

rmax = 0.75 x (0.7225 x fc') / fy x (87000 / (87000 + fy)) 0.0332 bw = 1.0 m

rmin = d = 1.3 m

Rebar Dir - X

m = fy / (0.85 x fc') = 18.35

Ru = Mu / (0.9 x bw x d2) = 1.7

rreq = {1 -(1 - 2 x m x Rn / fy)0.5

} / m = 0.0000 < r min

rmin = 0.0018

As req. = bw x d x rreq. = 0.27 cm2

As min. = bw x h1 x rmin = 22.73 cm govern

As = 22.73 cm2

Rebar diameter = 2.50 cm

Spacing rebar = 30.00 cm

No. rebar = 3As required = 30 cm

2> As required...ok

Rebar Dir - Z

m = fy / (0.85 x fc') = 18.35

Ru = Mu / (0.9 x bw x d2) = 0.0

rreq = {1 -(1 - 2 x m x Rn / fy)0.5

} / m = 0.0000 < r min

rmin = 0.0018

As req. = bw x d x rreq. = 0.00 cm2

As min. = bw x h1 x rmin = 22.73 cm govern

As = 22.73 cm2



No. rebar = 6

=2

Rev : 00

Page Number

17 dari 17

3900

250

0.0018

CALCULATION

Document Number

JEMBATAN LAU LUHUNG

s requ re = . cm s requ re ...o

Cross Section III-III

rmax = 0.75 x (0.7225 x fc') / fy x (87000 / (87000 + fy)) 0.0332 bw = 1.0 m

rmin = d = 1.4 m

Rebar Dir - X

m = fy / (0.85 x fc') = 18.35

Ru = Mu / (0.9 x bw x d2) = 5.5914

rreq = {1 -(1 - 2 x m x Rn / fy)0.5

} / m = 0.000072 < r min

rmin = 0.0018

As req. = bw x d x rreq. = 1.02 cm

As min. = bw x h1 x rmin = 25.65 cm2

govern

As = 25.65 cm2



No. rebar = 6

As required = 58.90 cm2

> As required...ok

Rebar Dir - Z

m = fy / (0.85 x fc') = 18.35

Ru = Mu / (0.9 x bw x d2) = 0.0

rreq = {1 -(1 - 2 x m x Rn / fy)0.5

} / m = 0.000 < r min

rmin = 0.0018

As req. = bw x d x rreq. = 0.00 cm

As min. = bw x h1 x rmin = 25.65 cm2

govern

As = 25.65 cm2



No. rebar = 9

As required = 88.36 cm2

> As required...ok

0.0018

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Calc Report Abutment Lau Luhung