DESAIN JEMBATAN

BAB I PEMBEBANAN

I.1 DATA DESAIN A. Latar Belakang Dokumen ini berisi analisa kalkulasi struktur pondasi sumuran untuk proyek Jembatan

B.

Lingkup Perencanaan Lingkup perencanaan Pondasi abutment hanya pengecekan terhadap daya dukung pondasi sumuran. Dengan kedalaman 1.5 m. Dan untuk analisa abutment tidak kami desain.

C. Peraturan-peraturan yang dipakai 

SNI 03 – 2847 – 2002 : Tata Cara Perhitungan Struktur Beton Untuk Bangunan Gedung



Peraturan Pembebanan Indonesia Untuk Gedung (PPIUG) 1983



SK-SNI 03-1726-2002 : Tata Cara Perencanaan Bangunan Tahan Gempa



Tata Cara perencanaan jembatan Penyebrangan untuk pejalan kaki diperkotaan bina marga

D. Data Pembebanan a. Beban Mati adalah beban mati yang diakibatkan oleh berat konstruksi permanen, termasuk abutment Beton bertulang

= 2400 kg/m3

b. Beban Hidup Untuk pembebanan jembatan. Desain Pondasi abutment mengikuti analisis struktur abutment yang sudah terkombinasi. Maka didalam perencanaan pondasi abutment yang di masukan kedalam program Pondasi AFES. Untuk beban hidup ada 3 kondisi. 1. Beban hidup yang terkombinasi pertama yaitu akibat beban gandar kendaraan dibelakang abutment. Dengan di beri code ( LL ) 2. Beban hidup yang terkombinasi pertama yaitu akibat beban gandar kendaraan dibelakang abutment. Dengan di beri code ( L1 ) 3. Beban hidup yang terkombinasi pertama yaitu akibat beban gandar kendaraan dibelakang abutment. Dengan diberi Code ( title beban hidup )

BAB II

KOMBINASI BEBAN JEMBATAN

II.1 KOMBINASI PEMBEBANAN Kombinasi beban dihitung berdasarkan Tata Cara perencanaan jembatan standarisasi Bina Marga kombinasi berikut ini 1 DL + 1 LL -

Beban Vertikal

(1319.340 ton )

-

Beban Horizontal (355.742 ton )

-

Momen

(178.23 tonm )

1 DL + 1 L1 -

Beban Vertikal

(1411.950 ton )

-


-

Momen

(-354.212 tonm )

1 DL + 1 title beban hidup -

Beban Vertikal

(1411.950 ton )

-


-

Momen

(-354.212 tonm )

BAB III

DATA SONDIR

IV.1 RESUME HASIL SONDIR

Dari Hasil Sondir bahwa final QCc 108 kg/cm2 dikedalaman 1.5 m. maka dengan rumus daya dukung sumuran Pu pile yaitu ¼ ƛ d2 x ( qc/SF ) dengan safety Factor diambil 5 Diameter sumuran 135 cm maka Pu pile yaitu = 309.17 ton

Perhitungan Daya Dukung SUMURAN"Lateral "

3 Perhitungan Gaya Lateral pada Tiang Pancang

Perhitungan menggunakan metode Broms 1964 Asumsi tiang pendek, tiang dianggap berotasi di bawah ujung tiang. Tekanan yang terjadi di tempat ini digantikan oleh gaya terpusat Hu di bawah ujung tiang.

Momen maksimum terjadi pada jarak f di bawah permukaan tanah, dimana dan Sehingga momen maksimum adalah :

dimana : = Gaya lateral ijin = Panjang tiang pancang yang tertanam ditanah = 1.5 m = 150 cm e = Tinggi gaya horizontal yang terjadi = 10 cm φ = sudut gesek dalam = 50 °

Hu L

= 3.85

= berat volume tanah = 1.8 g/cm3 = diameter tiang pancang = 135 cm

γ d

Hu

0.5

= =

x

9871.84

=

0.002 10

x +

135 150

x

150

kg

0.82 x

9871.84 3.85184 x

135 x =

84.21

=

9871.84

( 10

=

652,939

kgcm

0.0018

cm

+

2 x

x

30^2

84.2123

/3 )

Momen tahanan tiang

35 5250 cm

3

Mutu beton tiang pancang adalah K-500 0.43

My

x

=

215 kg/cm

= =

5250 x 1,128,750.00 kgcm

M max > My

500 2

215

(tiang panjang)

Dari grafik terlampir e/L

=

0.1 1.5

35^4

x

0.067

42.8571

1E+06 0.002

x

3.85184

x

3.852

x

0.49

30 Hu ijin =

30

Hu ijin =

511756424.9 g

Hu ijin =

511.7564249 ton

1.8

x

2460375

x

3.8518

FOUNDATION CALCULATION SHEET One-Stop Solution for Foundation

TITLE

DESCRIPTION

PROJECT/JOB NO.

PROYEK JEMBATAN

PROJECT/JOB NAME

PROYEK JEMBATAN

CLIENT NAME

PT PLN ( Persero) UNIT INDUK PEMBANGUNAN VI

SITE NAME DOCUMENT NO. REFERENCE NO. STRUCTURE NAME

JEMBATAN CIHANJAWAR

LOAD COMBINATION GROUP NAME REV

DATE

Copyright (c) GS E&C. All Rights Reserved

DESCRIPTION

PREP'D

CHK'D

APPR'D

APPR'D

12/10/2014 Project Na. : PROYEK JEMBATAN

Calculation Sheet of Foundation

Project No. : PROYEK JEMBATAN Client : PT PLN ( Persero... Page 1

FOUNDATION LISTS Group Name

No.

JEMBATAN

1

Description F1


No.

Description

12/10/2014


CONTENTS 1. GENERAL 1.1 CODE & STANDARD 1.2 MATERIALS & UNIT WEIGHT 1.3 SUBSOIL CONDITION & SAFETY FACTORS 1.4 LOAD COMBINATION

2. DRAWING 2.1 LOCATION PLAN 2.2 DETAIL SKETCH

3. FOUNDATION DATA 3.1 FOOTING DATA 3.2 PIER DATA 3.3 SECTION DATA 3.4 LOAD CASE 3.5 LOAD COMBINATION

4. CHECK OF STABILITY 4.1 CHECK OF PILE REACTION

5. DESIGN OF FOOTING 5.1 DESIGN MOMENT AND SHEAR FORCE 5.2 REQUIRED REINFORCEMENT 5.3 ONE WAY SHEAR FORCE 5.4 TWO WAY SHEAR FORCE 5.5 PILE PUNCHING SHEAR FORCE


Project Na. : PROYEK JEMBATAN Project No. : PROYEK JEMBATAN Client : PT PLN ( Persero... Page 2




1. GENERAL 1.1 CODE & STANDARD Items

Description

Design Code

American Concrete Institute (ACI 318) [Metric]

Horizontal Force for Wind

AMERICAN SOCIETY OF CIVIL ENGINEERS [ASCE 7-02]

Horizontal Force for Seismic

AMERICAN SOCIETY CIVIL ENGINEERS [ASCE 7-02]

Unit System

Input : MKS,

Output : MKS,

Calculation Unit : IMPERIAL

1.2 MATERIALS & UNIT WEIGHT Items

Value 2

Concrete (fck : compressive strength)

250.000 kgf/cm

Lean Concrete (Lfck : compressive strength)

150.000 kgf/cm

Reinforcement (10M ~ 16M , yield strength)

2400.000 kgf/cm

Reinforcement (19M ~ , yield strength)

4000.000 kgf/cm

Rs (Soil unit weight)

2.000 ton/m

Rc (Concrete unit weight)

2.400 ton/m

Es (Steel Modulus of Elasticity)

2.000 106 kgf/cm

Ec (Concrete Modulus of Elasticity)

250998.000 kgf/cm

2 2 2

3 3 2 2

- Pile Capacity Items

Value

Pile Name

PONDASI SUMURAN

Footing List

F1

Diameter

1350 mm

Length

1.5 m

Thick

25 mm

Shape

Circle

Capacity ( Ha , Ua , Va )

511 , 10 , 309.2 tonf

1.3 SUBSOIL CONDITION & SAFETY FACTORS Items

Description

Allowable Increase of Soil (Wind)

33 %

Allowable Increase of Soil (Seismic)

33 %

Allowable Increase of Soil (Test)

33 %

Allowable Increase of Pile Horizontal (Wind)

33 %

Allowable Increase of Pile Horizontal (Seismic)

33 %

Allowable Increase of Pile Horizontal (Test)

33 %

Allowable Increase of Pile Vertical (Wind)

33 %

Allowable Increase of Pile Vertical (Seismic)

33 %

Allowable Increase of Pile Vertical (Test)

33 %


12/10/2014

Calculation Sheet of Foundation Allowable Increase of Pile Uplift (Wind)

33 %

Allowable Increase of Pile Uplift (Seismic)

33 %

Allowable Increase of Pile Uplift (Test)

33 %

Safety factor against overturning for OVM1(FO1)

2


2


2


2

Safety factor against sliding for the SL1(FS1)

2


2


2


2

Friction factor (m)

0.35


1.4 LOAD COMBINATION Comb . ID

Load Combination for stability

10

1.0 SW + 1.0 LL + 1.0 Loadtype None Title Beban Mati

11

1.0 SW + 1.0 Ll + 1.0 Loadtype None Title Beban Mati

12

1.0 SW + 1.0 Loadtype None Title Beban Mati + 1.0 Loadtype None Title Beban Hidup

Comb . ID 13

Load Combination for Reinforcement 1.0 SW + 1.0 Loadtype None Title Beban Mati + 1.0 Loadtype None Title Beban Hidup


12/10/2014


2. DRAWING 2.1 LOCATION PLAN 2.2 DETAIL SKETCH



12/10/2014

Page 6

REFERENCE DWGS NO.

DWG NO.

DWG TITLE

A01

NOTES * OUTPUT UNIT : mm

01

1

PROYEK JEMBATAN PROJECT

Y

Z

FOUNDATION LOCATION PLAN JEMBATAN CIHANJAWAR SQUAD CHECK

F1

PROCESS PIPING VESSELS STRUCT.

X

SCALE

JOB NO.

INST.

MICROFILM NO.

AS SHOWNPROYEK JEMBATAN


ELEC.

12/10/2014

Page 7

2.2 DETAIL SKETCH

OUTPUT UNIT : mm Copyright (c) GS E&C. All Rights Reserved

12/10/2014

Page 8

REFERENCE DWGS

11000 TOP

CL FOOTING BOTTOM

DWG TITLE

19M@100

19M@100

3000 1500

6000

3000

1500

5500

DWG NO.

50 TYP.

NO.

1500

3000 2500

1500

* PILE 8-¥õ1350 PONDASI SUMURAN * ANCHOR BOLT 1X4-M12 ANC. BOLTS (TYPE TYPE L)

19M@100

2500

19M@100

FOUNDATION PLAN

FOOTING REINF. PLAN

NOTES

* OUTPUT UNIT : mm

100 75

75 PROJ.

PROYEK JEMBATAN PROJECT

1500

TOC EL. - 500 19M

SQUAD CHECK

LEAN CONC. 50 THK

120 100

1000

16M @200

FOUNDATION DETAIL FOR F1

PROCESS PIPING VESSELS STRUCT.

ELEC.

INST.

SECTION SCALE REV. DATE


DESCRIPTION

DRWNCHKDAPPDAPPDAPPD

JOB NO.

MICROFILM NO.

AS SHOWNPROYEK JEMBATAN




3. FOUNDATION DATA 3.1 FOOTING DATA Unit : mmFt. Name Ft. Type

ISO

Area

66.000 m

Ft. Thickness

1000.00 mm

Ft. Volume

66.000 m

Ft. Weight

158.400 tonf

Soil Height

500.00 mm

Soil Volume

33.000 m

Soil Weight

66.000 tonf

Buoyancy

Not Consider

Self Weight (except Pr.SW)

224.400 tonf

2

3

3

1000

500

6000

11000

F1

The Origin coordinate The Center of Gravity & Pile (0,0) mm

3.2 PIER DATA Off X , Off Y is offset position from the Center of the footing If Pier Shape is Circle or Circle wall, Pl is a Diameter. and Pw is a Inner Diameter Area is pier concrete area Weight is pier and inner soil weight in case circle wall except Tank1 Type(Circle Ring Footing Shape) 2 Unit( Length : mm , Weight : tonf , Area : m )

Ft.Name

Pr.Name

Shape

F1

1

Rectangle


Pl 0.000

Pw 0.000

Ph 0.000

Area 0.000

Weight 0.000

Off X 0.000

Off Y 0.000

12/10/2014



3.3 SECTION DATA Ft.Name / Sec.Name

F1 / S1 Unit : mm

6000

11000

Direction

All Direct

F.Volume

66.000 m

2

Section Area

66.000 m

3

F.Weight

158.400 tonf

S.Volume

33.000 m

3

S.Weight

66.000 tonf

Pier Wt

0.000 tonf

Total Weight

224.400 tonf

3.4 LOAD CASE Fz Fy

Mz

Input the point loads in the global coordinate system direction. Positive directions of moments (shown in the sketch) are based on the right hand rule.

My Fx Mx

Index

Load Case Name

1

SW

2

Ll

3

Loadtype None Title Beban Mati

4

Loadtype None Title Beban Hidup

5

LL

Unit( tonf , tonf-m )

Ft.Name

F1

Pr.Name

Load Case

1

Fx

Fy

Fz

Mx

My

1

0.000

0.000

0.000

0.000

0.000

2

469.086

0.000

-1411.950

354.212

0.000

3

0.000

0.000

-1.000

0.000

0.000

4

481.000

0.000

-1418.700

110.565

464.777

5

355.740

0.000

-1319.340

178.230

0.000

0.000

0.000

-224.400

0.000

0.000

Footing SW





3.5 LOAD COMBINATION In Pier Top without Self Weight

In Footing Bottom with Pier Self Weight, But without Footing Self Weight,

In Footing Bottom Center with Pier & Footing Self Weight & Soil Weight, Case PileType in centroid of Pile Group Case NonPileType in centroid of Footing

3.5.1 Load Combination in Pier Top (Without SW) Ft.Name

F1

1


SFx

SFy

SFz

SMx

SMy

10

355.740

0.000

-1320.340

178.230

0.000

11

469.086

0.000

-1412.950

354.212

0.000

12

481.000

0.000

-1419.700

110.565

464.777

13

481.000

0.000

-1419.700

110.565

464.777

Pr.Name L.Comb.

3.5.2 Load Combination in Footing Bottom (With Pier SW) Ft.Name

F1

1


SFx

SFy

SFz

SMx

SMy

10

355.740

0.000

-1320.340

178.230

355.740

11

469.086

0.000

-1412.950

354.212

469.086

12

481.000

0.000

-1419.700

110.565

945.777

13

481.000

0.000

-1419.700

110.565

945.777

Pr.Name L.Comb.

3.5.3 Load Combination in Footing Bottom Center (With Pier & Footing SW) Load Combination of Elastic Condition : PileType - C.G. of Load is coordinate from left bottom. Unit : mm p

Ft.Name F1 p

SFx

L.Comb.


SFy

SFz

SMx

SMy

C.G. of Loads

10

355.740

0.000

-1544.740

178.230

355.740

5500.0 , 3000.0

11

469.086

0.000

-1637.350

354.212

469.086

5500.0 , 3000.0

12

481.000

0.000

-1644.100

110.565

945.777

5500.0 , 3000.0

Load Combination of Ultimate Condition : PileType - C.G. of Load is coordinate from left bottom. Unit : mm p

Ft.Name F1 p

Sec.Nam L.Comb. S1

13


SFx 481.000


SFy 0.000

SFz -1419.700

SMx 110.565

SMy 945.777

C.G. of Loads 5500.0 , 3000.0




4. CHECK OF STABILITY 4.1 CHECK OF PILE REACTION (Bi-Axial) 4.1.1 Formula if footing is checked in Buoyancy SFz means SFz - Fb SFz SMy X SMx Y a. Vertical - Bi Axial : R = 2 2 Np S Xi S Yi - Ru = Rmax - Uf = Min[ 0 , Rmin ] - Ru < Va => OK 2 2 (SHxi + SHyi ) b. Horizontal - Hmax = < Ha => OK Np c. Uplift - Uf < Ua => OK Ver. / Uf. = Vertical / Uplift

4.1.2 Check of Vertical & Uplift Reaction Ft.Name

Np(EA)

Fl (mm)

Fw (mm)

SXi (m )

SYi (m )

F1

8

11000

6000

73

18

2

2

2

2

Unit( tonf )

Ft.Name F1

L.Comb.

Pile

R Max

R Min

Ru

Uf

Ra

Ua

Result

12

PONDASI

266.55

144.475

266.55

0

309.17

10

OK

4.1.3 Check Of Horizontal Reaction Ft.Name

L.Comb.

Pile

Hmax (tonf)

Ha (tonf)

Result

F1

12

PONDASI SUMURAN

60.125

511

OK


12/10/2014



5. DESIGN OF FOOTING 5.1 DESIGN MOMENT AND SHEAR FORCE Footing design is in accordance with unltimate strength method at footing bottom. Calculated total pier load as SQ = SFz - Self Weight Factor (Soil Weight + Footing Weight) Ft.Name : Footing Name , Sec.Name : Strip Name for Footing Reinforcement Design Dir. : Direction , L.Comb. : Load Combination Index , Sl or Sw : Strip X or Y width

5.1.1 Data

Unit( mm , tonf , tonf-m )

Ft.Name Sec.Nam F1

p

Sl or Sw

SFz

11000.00

6000.00

6000.00

11000.00

Dir.

L.Comb.

Fl or Fw

S1

X

13

S1

Y

13

SM

SQ

1419.700

945.78

1419.700

1419.700

110.565

1419.700

5.1.2 Design Parameters Yield Strength - 10M ~ 16M : fy1 , 19M ~ : fy2 f_cl : Clear Cover for edge of footing reinforcement f_clt : Clear Cover for top of footing reinforcement fp_clb : Clear Cover for bottom of footing reinforcement (Pile Foundation) Loc. : Location of Critical Point from left side of footing 2

Unit(kgf/cm ,mm)

f(Flexure)

f(Shear)

fck

fy1

fy2

f_cl

f_clt

fp_clb

0.9

0.75

250.00

2400.00

4000.00

50.0

50.0

120.0

5.2 REQUIRED REINFORCEMENT 5.2.1 Reinforcement Formula - Shrinkage And Temperature Reinforcement ---- ACI CODE 7.12.2 As As1 = fac b h , fac = following Area of shrinkage and temperature reinforcement shall provide at least the following ratio of reinforcement area to gross concrete area, but not less than 0.0014 (a) Slabs where Grade 40 or 50 deformed bars are used ........................................................................0.0020 (b) Slabs where Grade 60 deformed bars or welded wire reinforcement are used....................................0.0018 (c) Slabs where reinforcement with yield stress exceeding 60,000 psi measured at a yield 0.0018 60,000 strain of 0.35 percent is used ....................................................................................................... fy - Required Reinforcement by Analysis As As2 = r.req b d - At every section of flexural members where tensile reinforcement is required 3 fck 200 As (As5 = bw d) (As4 = b d) ---- ACI Eq (10-3) fy fy - The requirements of Eq (10-3) need not be applied, if every section As provided is at least one -third greater then that required by analysis ---- ACI CODE 10.5.3 As3 = 1.333 r.req b d Asmax = 0.75 rb b d fck 0.003 Es rb = 0.85 b 1 fy 0.003 Es + fy





Selected As = Max ( As1 , As2 , Min ( As3 , Max ( As4 , As5 ) ) ) If Selected As < Using As < Asmax , then OK!! Note : The reinforcement is calculated bases on the maximum moment under the foundation in each direction. But, the 'ISO' , 'OCT' , 'HEX' , 'COMB' , 'TANK1' foundations are calaulated as face pier Where, Mu 0.85 fck 2Rn Rn = , r.req = 1- 12 , f = 0.9 fbd fy 0.85fck

(

)

5.2.2 Check of Footing Reinforcement Footing Name : F1 GroupType : Isolated - X direction (Unit Width)

Sec.Name

L.Comb.

Loc. (m)

Width b (m)

d (cm)

As (cm )

13

top

10 - 19M @ 100

5.500

1.000

94.050

28.353

13

botom

10 - 19M @ 100

5.500

1.000

87.050

28.353

S1

Sec.Name

L.Comb. 13

top

13

bottom

Mu (tonf-m)

Rn

r.Req

-

-

-

S1

Sec.Name

2

Using Bar (mm)

L.Comb.

59.263

404.162 2

2

2

0.0178 2

2

2

As1(cm )

As2(cm )

As3(cm )

As4(cm )

As5(cm )

Asmax(cm )

13

top

9.000

-

-

33.062

29.573

191.112

13

bottom

9.000

154.919

206.507

30.601

27.371

176.888

S1

Sec.Name

2

L.Comb.

2

Using As(cm )

Select As(cm )

Result

13

top

28.353

9.000

OK

13

bottom

28.353

154.919

NG

S1

- Y direction (Unit Width)

Sec.Name

L.Comb.

Loc. (m)

Width b (m)

d (cm)

As (cm )

13

top

10 - 19M @ 100

3.000

1.000

92.150

28.353

13

botom

10 - 19M @ 100

3.000

1.000

85.150

28.353

S1

Sec.Name

L.Comb.

Mu (tonf-m)

r.Req

Rn

13

top

-

-

-

13

bottom

101.824

15.604

0.0041

S1

Sec.Name

2

Using Bar (mm)

L.Comb.

2

2

2

2

2

2

As1(cm )

As2(cm )

As3(cm )

As4(cm )

As5(cm )

Asmax(cm )

13

top

9.000

-

-

32.394

28.975

187.251

13

bottom

9.000

34.536

46.037

29.933

26.774

173.027

S1

Sec.Name

L.Comb.

2

Using As(cm )

2

Select As(cm )

Result

13

top

28.353

9.000

OK

13

bottom

28.353

34.536

NG

S1


12/10/2014



5.3 ONE WAY SHEAR FORCE 5.3.1 One-Way Shear Formula ACI 318-05 CODE 11.3.1.1 - For members subject to shear and flexure only. - f Vc = 0.75 2 fck B'w d (eq 11-3) - Vu <= f Vc , then OK!!

5.3.2 Check of One-Way Shear Footing Name : F1

GroupType : Isolated

PileType : True Unit : mm

2129

6000

11000

6371

- X direction One-Way Shear (Unit Width)

Sec.Name L.Comb. S1

13

Loc. (mm)

d (mm)

Bw (mm)

fVc (tonf)

Vu (tonf)

Result

6371

870.5

1000

54.742

139.824

NG

Loc. (mm)

d (mm)

Bw (mm)

fVc (tonf)

Vu (tonf)

Result

2129

851.5

1000

53.547

65.569

NG

- Y direction One-Way Shear (Unit Width)

Sec.Name L.Comb. S1

13


12/10/2014

Calculation Sheet of Foundation 5.4 TWO WAY SHEAR FORCE 5.4.1 Two-Way Shear Formula Vu = SFz Shade Ratio (a) f Vc1 = 0.75 2 (1 + 2/b c) fck bo d (eq 11-33) <- Vc1 (b) f Vc2 = 0.75 2 (1 + as d / 2 bo) fck bo d (eq 11-34) <- Vc2 (c) f Vc3 = 0.75 4 fck bo d (eq 11-35) <- Vc3 f Vc = Min(f Vc1 , f Vc2 , f Vc3) ACI 318-05 CODE 11.12.2.1 Vu f Vc , then OK where b = ratio of long side to short side of the column, concentrated load or reaction area as = 40 for interior colimns = 30 for edge columns = 20 for corner columns bo = perimeter of critical section Footing Area - Punching Area Shade Ratio = Footing Area

5.4.2 Check of Two-WayShear There is no pier that can be Analyzed

5.5 PILE PUNCHING SHEAR FORCE 5.5.1 Pile Punching Shear Formula Vu = SFz Shade Ratio (a) f Vc1 = 0.75 2 (1 + 2/b c) fck bo d (eq 11-33) <- Vc1 (b) f Vc2 = 0.75 2 (1 + as d / 2 bo) fck bo d (eq 11-34) <- Vc2 (c) f Vc3 = 0.75 4 fck bo d (eq 11-35) <- Vc3 f Vc = Min(f Vc1 , f Vc2 , f Vc3) ACI 318-05 CODE 11.12.2.1 Vu f Vc , then OK where b = ratio of long side to short side of the column, concentrated load or reaction area as = 40 for interior colimns = 30 for edge columns = 20 for corner columns bo = perimeter of critical section Footing Area - Punching Area Shade Ratio = Footing Area

5.5.2 Check of Pile Punching Shear



12/10/2014

Calculation Sheet of Foundation Ft.Name Pile No. 11000

Shape

6000

L.Comb. 4

8

5

1

PileName 3

7

6

2

Diameter bo d


Project Na. : PROYEK JEMBATAN Project No. : PROYEK JEMBATAN Client : PT PLN ( Persero... Page 17 F1 Punching Area 2 bc / as

2

38725.000 cm

1 / 40

Circle f Vc1

1145.630 tonf

13 f Vc2

1334.938 tonf

PONDASI SUMURAN f Vc3

763.753 tonf

1350mm f Vc 6975.91mm Vu 870.5mm Result

763.753 tonf 266.550 tonf

OK




SUMMARY REPORT FOR FOUNDATION DESIGN Project Information Project Name

PROYEK JEMBATAN

Structure Name

JEMBATAN CIHANJAWAR

1. Check of Pile Reaction (Bi-Axial) 1.1 Check of Vertical

Ft.Name F1

(Unit : tonf)

# L/C

Pile

Ru

Uf

Ra

Ua

Result

10

PONDASI

227.438

0

309.17

10

OK

11

PONDASI

259.89

0

309.17

10

OK

12

PONDASI

266.55

0

309.17

10

OK

1.2 Check of Horizontal

Ft.Name F1

(Unit : tonf)

# L/C

Pile

H Max

Ha

Result

10

PONDASI

44.5

511

OK

11

PONDASI

58.6

511

OK

12

PONDASI

60.1

511

OK

2. DESIGN OF FOOTING 2.1 Check of Reinforcement

2

(Unit : cm )

Ft.Name

Sec.Nam

# L/C

Req.As top / bottom

Used.As top / bottom

Result

S1 (X)

13

9.00 / 154.92

28.35 / 28.35

OK / NG

S1 (Y)

13

9.00 / 34.54

28.35 / 28.35

OK / NG

F1

2.2 Check of One Way Shear Ft.Name

(Unit : tonf)

Sec.Nam

# L/C

fVc

Vu

Result

S1 (X)

13

54.74

139.82

NG

S1 (Y)

13

53.55

65.57

NG

F1

2.3 Check of Two Way Shear Ft.Name

# L/C

F1

13

Ct. Pr.Name

(Unit : tonf)

fVc

Vu

Result

0.000

0.000

OK

2.4 Check of Pile Punching

(Unit : tonf)

Ft.Name

# L/C

Ct. PL.Name

fVc

Vu

Result

F1

13

2

763.753

266.550

OK


ANALISIS KEKUATAN KOLOM BETON BERTULANG DENGAN DIAGRAM INTERAKSI [C]2010 : M. Noer Ilham

KODE KOLOM

C10

INPUT DATA KOLOM Kuat tekan beton, Tegangan leleh baja, Diameter kolom, Tebal brutto selimut beton, Jumlah tulangan, Diameter tulangan,

fc' = 17.5 fy = 390 D = 1350 ds = 50 n = 75 ∅ = 16

MPa MPa mm mm buah mm

PERHITUNGAN DIAGRAM INTERAKSI Modulus elastis baja,

Es =

β1 = 0.85

untuk fc' ≤ 30 MPa

β1 = 0.85 - 0.008 (fc' - 30)

untuk fc' > 30 MPa

Faktor distribusi tegangan, Luas baja tulangan total, Rasio tulangan,

β1 =

2.E+05 MPa

0.85

As = n * π / 4 * ∅2 = 15080 ρ = As / Ag = 1.05%

mm2

DESAIN JEMBATAN

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