Retaining Wall_Anjongan_R0.pdf

8/18/2019 Retaining Wall_Anjongan_R0.pdf

1/26

Rev No.0

PROJECT :

CLIENT :

LOCATION :

0 20-Mar-16 LL

Rev Date Prepared Checked Approved

CALCULATION SHEET FOR RETAINING WALL

Contract No :

FOR SPBKB ANJONGANDocument No :

Issued For Construction

Description

SPBKB AKR ANJONGAN

PT. AKR CORPORINDO TBK.

ANJONGAN, PONTIANAK, WEST KALIMANTAN


2/26

Page 2 of 21

Prepared Checked Approved

LL

Revision Date Description

0

REVISION HISTORICAL SHEET

Document No. Rev.

0

Date

3/20/2016

Job No.

CALCULATION SHEET FOR RETAINING WALL

20-Mar-16

SPBKB ANJONGAN

Issued for Construction


3/26

Page 3 of 21


LL

Document No. Rev.

0

Date

3/20/2016

Job No.

CALCULATION SHEET FOR RETAINING WALLSPBKB ANJONGAN

REVISION HISTORICAL SHEET 2

TABLE OF CONTENTS 3

1. GENERAL 5

1.1. OUTLINE OF STRUCTURE 5

1.2. DESIGN PHILOSOPHY 5

1.3. APPLICABLE SPECIFICATION, CODES AND STANDARDS 5

1.3.1. Project Specification 5

1.3.2. Codes and Standards 5

1.3.3. Reference Documents 5

1.4. MATERIAL SPECIFICATION 5

1.5. UNIT OF MEASUREMENT 5

1.6. COMPUTER SOFTWARES 5

1.7. PLOT PLAN 6

2. RETAINING WALL TYPE 1 7

2.1. GEOMETRY 7

2.2. LATERAL EARTH PRESSURE 8

2.3. STABILITY ANALYSIS 9

2.3.1. Overturning Check 9

2.3.2. Sliding Check 102.3.3. Bearing Capacity 11


3.1. GEOMETRY 12




3.3.2. Sliding Check 15

3.3.3. Bearing Capacity 16


4.1. GEOMETRY 17




4.3.2. Sliding Check 20

4.3.3. Bearing Capacity 20

TABLE OF CONTENTS


4/26


5/26

Page 5 of 21


LL

Document No. Rev.

0

Date

3/20/2016

Job No.


1. GENERAL1.1. OUTLINE OF STRUCTURE

Project : SPBKB AKR ANJONGANClient : PT. AKR CORPORINDO TBK Location : Anjongan, Pontianak, West KalimantanStructure : Retaining Wall

1.2. DESIGN PHILOSOPHYThis report covers structural analysis and design for stone masonry retaining wall.The reason why this structure has been applied because it is required to have vertical soil slope,so that flat area reclaimed will be bigger.

1.3. APPLICABLE SPECIFICATION, CODES AND STANDARDS1.3.1. Project Specification

KMJ5-E-0-C0-GS-AA0-001R : General Specification for Civil and Structural Design

1.3.2. Codes and StandardsACI 530-11 : Building Code Requirement for Masonry Structures

1.3.3. Reference Documents : Topography ReportArchitect Drawing (AR-GA-03A)

1.4. MATERIAL SPECIFICATION

1.4.1. Stone MasonryUnit weight of stone masonry : γst = 2200 kg/m3

1.4.2. Soil PropertiesSoil investigation assume :Unit weight of soil : γsoil = 1450 kg/m3 (assume)Unit weight of water : γw = 1000 kg/m3Cohession of soil : c1 = 4000 kg/m2 (assume)Cohession of soil (remoulded) : c2 = 2000 kg/m2 (assume)Internal friction angle : ϕ = 15 deg (assume)

1.5. UNIT OF MEASUREMENTUnit of measurement shall be in Metric Units.

1.6. COMPUTER SOFTWARESApplied computer softwares in this calculation are :(1) MS Office Excel


6/26

Page 6 of 21


LL

Document No. Rev.

0

Date

3/20/2016

Job No.


1.7. PLOT PLAN

Type 1

Type 2

Type 3


7/26

Page 7 of 21


LL

Document No. Rev.

0

Date

3/20/2016

Job No.


2. RETAINING WALL TYPE 12.1. GEOMETRY

H = Total height of Retaining Wall = 5.00 mh1 = Effective height of Wall = 4.15 mh2 = Height of wall from G.L to GWL = 1.25 m (assume)

h3 = Height of passive force = 2.50 mhw = Height of water = 3.75 ma = Width of upper wall (min. 0.3 m) = 0.50 mB = Width of foundation = 3.50 mmin. 0.5H = 2.50 mmax. 0.7H = 3.50 m (if applicable)D = Height of foundation = 0.85 mmin. 0.12H = 0.60 mmax. 0.17H = 0.85 md = Width of foot foundation = 0.50 mmin. 0.5D = 0.43 mmax. D = 0.85 m

b1 = Effective width of Foundation =B-d = 3.00 mα = Slope of soil = 0.00 deg

H

h w

h 2

h 1

D h 3

a

d b1

B


8/26

Page 8 of 21


LL

Document No. Rev.

0

Date

3/20/2016

Job No.


2.2. LATERAL EARTH PRESSURE

Active soil pressure coefficient (Ka) :

Ka = 0.589

Kp = 1.698

Active Lateral Earth Pressureeffective width per 1 m; b = 1.00 m

σa1 = 1067.2 kg/m

Pa1 = 667.0 kg

σa2 = 1067.2 kg/m

Pa2 = 4001.9 kg

σa3 = 993.6 kg/m

Pa3 = 1863.0 kg

Pa1

Pa2

Pa3 Pw

Ps

qs

Pp


9/26

Page 9 of 21


LL

Document No. Rev.

0

Date

3/20/2016

Job No.


Lateral Earth Pressure due to Live load Soil (slope) load per m qs = 1000.0 kg/m (assume)

σs = 588.8 kg/m

Ps = 2944 kg

Groundwater Pressure

σw = 3750.0 kg/m

Pw = 7031.3 kg

Passive Lateral Earth Pressure

σp = 6156.7 kg/m

Pp = 7695.9 kg

2.3. STABILITY ANALYSIS2.3.1. Overturning Check

Overturning Moment (MO)

= 2.779 tonne.m

= 7.504 tonne.m

= 2.329 tonne.m

= 7.360 tonne.m

= 8.789 tonne.m

= 28.760 tonne.m


10/26

Page 10 of 21


LL

Document No. Rev.

0

Date

3/20/2016

Job No.


Resistence Moment (MR)

Moment(tonne.m)

11.454

24.72714.836

6.413

57.430 tonne.m

2.3.2. Sliding Check Sliding Forces (ΣFS)ΣFS = Pa1+Pa2+Pa3+Ps+Pw = 16.507 tonne

Resisting ForcesWt = Total weight of foundation & soil = W1+W2+W3Wt = 22.523 tonneΣFR = (Wt. µ) + (c.B.b) +Pp = 25.957 tonne( Koefisien geser µ = 0.5 )

25.95716.507

7.696 0.83

> 1.5 --> OK

> 1.50 OK

MR =

(m)1 2.975 6.545 1.75

2 5.188 11.413 2.173 2.075 4.565 3.25

Part (w)Area Weight ei(m2)

28.760

= 1.57

57.430= 1.997

Pp

(tonne)

=Σ

Σ=

FS FR

FS sliding

=Σ

Σ=

MO

MRFS goverturnin

W1

W2

W3

e1

e2

e3


11/26

Page 11 of 21


LL

Document No. Rev.

0

Date

3/20/2016

Job No.


2.3.3. Bearing CapacityAllowable bearing capacity for this site assume as bellow :qall = 15 tonne/m2 (assume)

Location of center of gravity from O; CoG = (ΣMR - ΣMO)

CoG = 1.273 m

Eccentricity of resultant <

e = 0.477 m < 0.583 OK qtoe = Maximum actual bearing capacity.

qtoe = tonne/m2

where, L = length of foundation = b = 1 mqhell = Minimum actual bearing capacity.

qheel = tonne/m2

qmax = max (qtoe, qheel) = tonne/m2 OK qmin = min (qtoe, qheel) = tonne/m2 OK 1.172 > 0 tonne/m2 →

Wt

11.698

1.172

11.698 < qall →


12/26

Page 12 of 21


LL

Document No. Rev.

0

Date

3/20/2016

Job No.



H = Total height of Retaining Wall = 5.00 mh1 = Effective height of Wall = 4.15 m

h2 = Height of soil from G.L to GWL = 1.00 m (assumed)h3 = Height of passive force = 1.08 mhs = Height of soil = 2.50 mhw = Height of water = 1.50 ma = Width of upper wall (min. 0.3 m) = 0.50 mB = Width of foundation = 3.50 mmin. 0.5H = 2.50 mmax. 0.7H = 3.50 m ( if applicable)D = Height of foundation = 0.85 mmin. 0.12H = 0.60 mmax. 0.17H = 0.85 md = Width of foot foundation = 0.50 mmin. 0.5D = 0.43 mmax. D = 0.85 m

b1 = Effective width of Foundation =B-d = 3.00 m

H

h w

h 2

h 1

D h

3

a

h s

d b1

B


13/26

Page 13 of 21


LL

Document No. Rev.

0

Date

3/20/2016

Job No.




Ka = 0.59

Kp = 1.70


σa1 = 853.7 kg/m

Pa1 = 426.9 kg

σa2 = 853.7 kg/m

Pa2 = 1280.6 kg

σa3 = 397.4 kg/m

Pa3 = 298.1 kg

Pa1

Pa2

Pa3Pw

Ps

qs

Pp


14/26

Page 14 of 21


LL

Document No. Rev.

0

Date

3/20/2016

Job No.


Lateral Earth Pressure due to Live Load Surcharge load per m qs = 1000.0 kg/m (assume)

σs = 588.8 kg/m

Ps = 1472.0 kg

Groundwater Pressure

σw = 1500.0 kg/m

Pw = 1125.0 kg


σp = 2649.8 kg/m

Pp = 1425.6 kg

3.3. STABILITY ANALYSIS3.3.1 Overturning Check


= 0.783 tonne.m

= 0.960 tonne.m

= 0.149 tonne.m

= 1.840 tonne.m

= 0.563 tonne.m

= 4.295 tonne.m

Ps = σ s.hs


15/26

Page 15 of 21


LL

Document No. Rev.

0

Date

3/20/2016

Job No.



Moment(tonne.m)

11.454

15.2171.1413.8883.7130.5114.492

35.924 tonne.m

3.3.2. Sliding Check Sliding Forces (ΣFS)ΣFS = Pa1+Pa2+Pa3+Ps+Pw = 4.603 tonne

Resisting ForcesWt = Total weight of foundation & soil = W1+W2+W3+W4+W5Wt = 25.146 tonneΣFR = (Wt. µ) + (c2.B.b) + Pp = 20.998 tonne( Koefisien geser µ = 0.5 )

20.9984.603

(m2) (tonne)1 2.975 6.545 1.75

2 5.188 11.4125 1.33

Part (w)Area

3 2.075 4.565 0.254 0.825 1.19625 3.25

Qs 1.693 2.65Pp 1.426 0.365 0.984 1.4269 2.60

>1.50 → OK 4.295

MR =

35.924= 8.365

Weight ei(m)

= 4.56 > 1.50 OK =Σ

Σ=

FS

FRFS sliding

=Σ

Σ=

MO

MRFS goverturnin

W1

W2

W3

e1

e2

e3

e4

e5

W4 W5

Qs


16/26

Page 16 of 21


LL

Document No. Rev.

0

Date

3/20/2016

Job No.




CoG = 1.258 m



qtoe = tonne/m2

qhell = Minimum actual bearing capacity.

qheel = tonne/m2

qmax = max (qtoe, qheel) = tonne/m2 OK qmin = min (qtoe, qheel) = tonne/m2 OK

Wt

14.138

< qall →1.199 > 0 tonne/m2 →

1.199

14.138


17/26

Page 17 of 21


LL

Document No. Rev.

0

Date

3/20/2016

Job No.



H = Total height of Retaining Wall = 3.50 mhs = Height of soil to bottom foundation = 1.00 mh1 = Effective height of Wall = 2.90 m

h2 = Height of soil to top foundation = 0.40 mh3 = Height of passive force = 0.93 ma = Width of upper wall (min. 0.3 m) = 0.50 mB = Width of foundation = 1.75 mmin. 0.5H = 1.75 mmax. 0.7H = 2.45 m ( if applicable)D = Height of foundation = 0.60 mmin. 0.12H = 0.42 mmax. 0.17H = 0.60 md = Width of foot foundation = 0.30 mmin. 0.5D = 0.30 mmax. D = 0.60 m

b1 = Effective width of Foundation =B - d = 1.45 m

H

h 1

D h

3

a

h s

d b1

B

h 2


18/26

Page 18 of 21


LL

Document No. Rev.

0

Date

3/20/2016

Job No.




Ka = 0.59

Kp = 1.70


σa1 = 853.7 kg/m

Pa1 = 426.9 kg

Lateral Earth Pressure due to Live Load Surcharge load per m qs = 1000.0 kg/m (assume)

σs = 588.8 kg/m

Ps = 589 kgPs = σ s.hs

Pa1

Ps

qs

Pp


19/26

Page 19 of 21


LL

Document No. Rev.

0

Date

3/20/2016

Job No.



σp = 2292.8 kg/m

Pp = 1067.3 kg

4.3. STABILITY ANALYSIS4.3.1. Overturning Check


= 0.142 tonne.m

= 0.294 tonne.m

= 0.437 tonne.m


W1

W2

W3

e1

e2

e3

e4

e5

W4W5

Qs


20/26

Page 20 of 21


LL

Document No. Rev.

0

Date

3/20/2016

Job No.


Moment(tonne.m)

2.0212.4750.7980.2780.0730.3310.7505.976 tonne.m

4.3.2. Sliding Check Sliding Forces (ΣFS)ΣFS = Pa1+Ps = 1.016 tonne

Resisting ForcesWt = Total weight of foundation & soil = W1+W2+W3+W4+W5Wt = 8.763 tonneΣFR = (Wt. µ) + (c2.B.b) + Pp = 8.9485 tonne( Koefisien geser µ = 0.5 )

8.9491.016



CoG = 0.632 m



qtoe = tonne/m2

Part (w)Area Weight ei(m2) (tonne) (m)

1 1.050 2.31 0.882 1.378 3.0305 0.823 1.450 3.19 0.254 0.120 0.174 1.60

Pp 1.067 0.31Qs 0.500 1.50

5 0.040 0.058 1.25

Wt

9.700

MR =

5.976= 13.684 >1.50 → OK

0.437

= 8.81 > 1.50 OK

=Σ

Σ=

MO

MRFS goverturnin

=Σ

Σ=

FS FR

FS sliding


21/26

Page 21 of 21


LL

Document No. Rev.

0

Date

3/20/2016

Job No.


qhell = Minimum actual bearing capacity.

qheel = tonne/m2

qmax = max (qtoe, qheel) = tonne/m2 OK qmin = min (qtoe, qheel) = tonne/m2 OK

0.886

9.700 < qall →0.886 > 0 tonne/m2 →


22/26


LL


Job No. Document No. Rev. Date

0 3/20/2016

ATTACHMENT


23/26


LL



0 3/20/2016

ATTACHMENT APLOT PLAN


24/26


25/26


LL



0 3/20/2016

ATTACHMENT BWALL SKETCH


26/26

Retaining Wall_Anjongan_R0.pdf

Documents

Transcript of Retaining Wall_Anjongan_R0.pdf