pml-d-c-50121-1_method of satement procedure for seal pit work_update nov. 11 2014

8/10/2019 PML-D-C-50121-1_Method of Satement Procedure for Seal Pit Work_Update Nov. 11 2014

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:

XAPPRV FINAL

TOTAL

PT. ADHI KARYA (Persero) Tbk.

Divisi Konstruksi VI

ISSUE FOR DISTRIBUTION

PLAN REF. Antam SC

BY

0 Original Issue 17-Oct-14 SGY PNO MAN

REV. DESCRIPTION DATE APRV CHK'D

MAN1 Original Issue 4-Nov-14 SGY PNO

PML-D-C-50121

REV

1

Pyry Energy Ltd.

PML-D-C-50121

OWNER

PT. ANTAM (Persero) Tbk

PROJECT

2 X 30 MW CFPP in Pomalaa

TITLE

METHOD OF STATEMENT PROCEDURE

CONCRETING FOR SEAL PIT WORK

PT. ANTAM (Persero) Tbk

2 X 30 MW CFPP in Pomalaa

PAGE

JOB NO. :

PLANT NAME : 2 X 30 MW CFPP in Pomalaa DOC NO.

TECHNICAL DOCUMENT / DRAWING No

MAIN CONTRACTOR

OWNER CONSULTANT

PROJECT TITLE

OWNER

FOR APPROVAL


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DOCUMENT TITLE DOCUMENT NO. REV.

Page 2 of 17METHOD OF STATEMENT PROCEDURE FOR

CONCRETING FOR SEAL PIT WORKPML-D-C-50121 1

REVISION CONTROL SHEET

PROJECT DOC NO. : PML-D-C-50121

Sub-Con's DOC NO. :

TITLE : METHOD OF STATEMENT PROCEDURE FOR CONCRETING FORSEAL PIT WORK

REV Page NO CONTENTS DATE By

00 1 OriginalIssue 18-Sep-2014 MAN

012

Issue For Approval 4-Nov-2014 MAN


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COMMENT SHEET

NO. DOCUMENT : PML-D-C-50121

TITTLE : METHOD OF STATEMENT PROCEDURE FOR CONCRETING FOR SEAL PIT WORK

No. Rev. Employer Comment Contractor Reply

1 0 Related to the location of the lifting

hook, how to ensure that there are no

crack at the time of precast lifted and

placed in the location.

We added rebar at corner of structure and

steel pipe as bracing for strengthening the

wall of precast and added shear rebar at

lifting hook.

Then the precast will lift with beam

spreader to make the precast softly lifted

and avoid horizontal load from crane sling.

2 0 How to make the perfect

unification/Monolith occurs between

the first concreting (precast) withsubsequent casting (cast in place).

We added shear connector at wall of

precast.

We propose the precast as the cover/formwork in regards the structure will

worked below the water level.

3 0 To provide/install Water Stop. Noted, in every connection below the water

level should installed water stop.

4 0 Lean Concrete? Proposed to use sand bedding, and the slab

of concrete precast will replace the lean

concrete.

5 0 How to ensure there is no cracks occurs

in the connection between concrete and

GRP pipes during high tide or low tide.

We added additional rebar at with grouting

around the GRP pipe,

Before installation of pipe, steel plate will

installed at the opening to avoid the water

through inside the precast during high tide.


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1. General

1.1 Purpose

This Method statement is explained the sequence of work for concreting at the Seal Pit

Area.

1.2 Scope Of Works

This Method statement is includes:

- Excavation

- Concrete Precast Work

- Concrete Cast Insitu

2. Reference

2.1 Applicable Codes and Regulation

- Technical data Sheet of Sika Joint Ribbon

- Technical data Sheet of Sikabond NV

- Technical data Sheet of Sikament LN

2.2 Applicable Document

- PML-D-C-50102 - Method of Statement Procedure For Earth Works

- PML-D-C-50103 - Method of Statement Procedure For Concrete Works

- PML-D-C-50703 - Inspection and Test Plan Concrete Works

3. Support Requirement

3.1 Manpower

- Supervisor

- Surveyor

- Foreman

- Operator

- Labour

3.2 Equipment and ToolsEquipment and tools requirement to this work are:


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- Crane Capacity 250 ton : 1 Unit

- Crane Capacity 150 ton : 1 Unit

- Excavator : 1 Unit

3.3 Layout

4. Procedure

4.1 Excavation Work

4.1.1 Marking area as per drawing dimension, for safety sake excavation will be make

1.5 meters longer than design. Deep of excavation will be precededuntil 0.3 meter

deeper than bottom of concrete level design.

4.1.2 As per design drawing bottom of concrete in level -1.120 of sea water level.But

we add 600mm bottom slab inside for counter weight water pressure. So the area

will be excavated until level 1.920, the leveling to get design level will completedby spreading sand around 300mm.

4.1.3 To control and ensure the elevation as per design drawing, the surveyor will

check the activities step by step until required elevation.

4.2 Concrete Precast Work

4.2.1 Concrete Precast Fabrication

4.2.1.1 Concrete Precast Fabrication will be preceded near the location of Seal pit

area. This proposes in order to eliminate double handling work betweenprecast area and seal pit area.


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4.2.1.2 Concrete structures will use Special Blended Cement (SBC) from

manufacture PT. Semen Indonesia. This purpose to fill Employer

Requirement about Cement Type V. For accelerate the concrete age will

used Sikament LN as admixture. The precast lifted after compressive of

concrete reach 85 % or 14 days old.

4.2.1.3 The precast will made as per sketch below:

Crane Capacity 250 Ton Crane Capacity 150 Ton


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4.2.1.4 The lifting hock will be installing with share rebar in concrete precast of Seal

pit slab for safety sake during installation work.

4.2.1.5 Install steel pipe as bracing for strengthening the precast during precast

installation process.

4.2.1.6 This concrete precast makes in order as the cover/ formwork of the seal pit

structure, considering that structure will worked below the water level.

4.2.1.7 Between the precast and wall of seal pit structure will be install shear

connector for strengthening (Re-bar dia 16mm Max space 600 mm).


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4.2.2 Concrete Precast Installation.


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4.2.2.1 Installation of precast will be conduct in water low water level condition.

4.2.2.2 Before installation, the water will be pump out.

Water Level Monitoring (Per Day)

07.00 AM 09.00 AM 11.00 AM 01.00 PM 03.00 PM 05.00 PM 07.00 PM 09.00 PM 11.00 PM 01.00 AM

LWL=+0.000

HWL=+2.900

03.00 AMTIME

MIDDLE WATER LEVEL

05.00 AM03.00 AM


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4.2.2.3 The precast will lifted by two crane and we will use spreader beam to

minimize the horizontal load from sling and make the precast softly lifted.

4.2.2.4 Excavation of ground level until HWL elevation (+2.900 LWL). Then continue

excavation for structure of seal pit until elevation -1.920 LWL.

4.2.2.5 Spreading the sand bedding with thickness 300 mm.

4.2.2.6 Concrete precast installation will be start after the surveyor get the data

about leveling and orientation of seal pit area is done as per require design.

4.2.2.7 For installation of the precast will be use 2 crane e.g. Crane capacity 250

ton and 150 ton. With estimation weight of precast around 50 ton.

4.2.2.8 Checking the position and elevation of precast as per design drawing.

4.3 Concrete Cast Insitu Work

4.3.1 After installation precast, promptly to proceed for pouring 600mm slab and for 2nd

step insitu concrete of wall till 2.250 from top slab. The water stop should be

installed in every connection of structure which below the water level.


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4.3.2 In every concrete connection should applied Sikabond NV (Application refer to

TDS attached)

4.3.3 Back soil filling 200mm below top of insitu concrete.

4.3.4 Remove the first bracing and continue for pouring 3rdstep insitu concrete till

3.670 from top slab include the wall inside the seal pit (middle wall)

4.3.5 Installation of pipe (installation is under mechanical scope)

4.3.6 Continue for pouring 4thstep insitu concrete till top of concrete


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4.3.7 Concrete using Special Blended Cement (SBC) like as concrete precast.

4.3.8 Grouting the pipe hole by using Sika grout.

4.3.9 Back soil filling until ground level/ required design.

4.3.10 Compaction in both of steps will be executed layer by layer, with maximum of the

layer thickness around 0.3 m.


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5. Safety Plan

No. Reference Standards Control Frekuensi PIC

1.

2.

3.

4.

Workers

Lighting

Signs

Safety fences

Already wearing PPE (safety

shoes, gloves) and always on

safe position from traffic flow.

Always ready to use at night.

Have been Installed for traffic

safety in the work area.

Always Installed for traffic safety

/ Activity

/ Activity

/ Activity

/ Activity

Supervisor

Safety

Officer


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Attachment 1. Technical data Sheet of Sika Jo int Ribbon


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Technical Data SheetEdition 1, 2003Identification no. 16.008Version no. 0010Sika Joint Ribbons

1/2Sika Joint Ribbons1

Construc

tion

Sika Joint Ribbons

PVC Waterbars

Description Flexible PVC (thermoplastic) joint ribbons to seal construction and expansion jointsin concrete structures. Sika Joint Ribbons are available in different types, sizes andarea selections, depending on their intended use.Complies with A.S.T.M.US Corps. of Engineers Specification CRD-C572-74,BS 2571 and BS 2782

ASTM D-412/D-624/D-746DIN 18541 (Part 2)

Uses Sika Joint Ribbons are used to seal construction and expansion joint in waterretainingstructures such as reservoirs, water towers, damps, spillway, canals, swimmingpools,sewage tanks, etc. As well as to keep water out of concrete structures such asbasements, underground carparks, tunnels, subway retaining wall etc.

Type Width

cm

m'per

roll

Thickness

mm (+ 10%)

INTERNAL WATERBARS

Installation on the inside of concrete

structures.V-15 15 30 5

For cold joints with medium water

pressure (up to 15 m water head)

V-20

V-24

V-32

20

24

32

30

30

15

6

6,5

7

For expansion joints with medium

expansion or shearing movement and low

to high water pressure (up to 25 m water

head)

O-20

O-25

O-32

20

25

32

15

15

15

5

6

7

SURFACE WATERBARS

Installation on the surface of concrete

structures

For cold joints with low water pressure (up

to 5 m water head)

AR-24* 24 15 3.5

For expansion joints with mediumexpansion or shearing movement and low

water pressure (up to 5 m water head)

DR-25* 25 15 3.5

Back
http://../Table%20of%20Contents.pdfhttp://../Table%20of%20Contents.pdf


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2/22 Sika Joint Ribbons

Construction

Advantages Multirib sections of the tortuous path principleHigh quality PVC for long durabilityEasy to install, easy to weld on site.Suitable for high water pressure.Many different types and sizes.

Technical DataType Polyvinyl chlorideColour YellowWelding Temperature Approx. 200

oC

Service Temperatures -35oC to +55

oC

Density (ASTM D 792) 1.3 kg/lTensile Strength > 120 Kg/cm2Elongation(ASTM D 412)

> 350 %

Shelf Life UnlimitedStorage Dry, cool, shaded placePackaging Rolls of 15 and 30 m

Disclaimer

In Technical Data Sheets

The information, and, in particular the recommendations relating to the application and end-use of Sika products are given in good faith based on Sikascurrent knowledge and experience of the product when properly stored, handled and applied under normal conditions. In practice, the differences inmaterials, substrates and actual site conditions are such that no warranty in respect of merchantability or of fitness for a particular purpose, nor any liabilityarising out of any legal relationship whatsoever, can be inferred either from this information, or from any written recommendations, or from any other adviceoffered. The proprietary rights of third parties must be observed. All orders are accepted subject to our current terms of sales and delivery. Users shouldalways refer to the most recent issue of the Technical Data Sheet for the product concerned, copies of which will be supplied on request.

PT. Sika Indonesia

Jl. Raya Cibinong- Bekasi km. 20

Limusnunggal - Cileungsi

BOGOR 16820 - Indonesia

Tel. +62 21 8230025

Fax. +62 21 8230026

www.sika.co. id

e-mail: [email protected]

BranchesSurabaya,Tel : 031-8420377Fax : 031-8495018

Medan,Tel : 061-4149224, 4552441Fax : 061-4150805

Batam,Tel : 0778-424928Fax : 0778-426913

Sub DistributorBandung, Tel : 022-6018161, Fax : 022-6018272Denpasar, Tel : 0361-235998,235973,237622, Fax:0361-237053Makassar, Tel : 0411- 859147, 858527, Fax : 0411-858527Balikpapan, Tel : 0542-411258, Fax : 0542-412230Pekanbaru, Tel : 0761-46993,47677, Fax : 0761-45112Duri/Dumai. Tel : 0765-595259, Fax : 0765-91135Palembang, Tel : 0711-351523, Fax : 0711-369858Palu, Tel : 0451-454855, 422122, Fax : 0451-454855


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Attachment 2. Technical data Sheet of Sikabond NV


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Technical Data SheetEdition 1, 2003Identification no. 13.003Version no. 0010SikaBond NV

1/2SikaBond NV1

Construc

tion

SikaBond

NVPVA Bonding Agent

Description A polyvinyl acetate emulsion bonding agentIt is added to cement to increase the bond strength between old and new concrete.SIKABOND NV is compatible with all types of portland cement includingsulphateresisting cement, high alumina cement and gypsum plaster.

Uses As bonding agent for concrete, mortars, ceramic tiles, wood and insulation boardsSuitable for use in concrete repair

Advantages Increased adhesive cementitious mixes.Better workability.Easy to dilute.Improves plasticity.Reduces porosity and cracking.

Dosage Added to the mixing water within the range 1 : 1 1 : 3(depending on type of application)

Instruction For UseSurfacePreparation

The substrate must be sound, clean and free of dust and loose particles.All cement laitance, oil, grease, dirt, etc., must be removed by using wire brush orother method

Aplication Bonding of new concrete to old concreteAll the old concrete surfaces should be saturated with waterApply bonding coat by mixing cement with SIKABOND NV : water = 1: 1 to a slurryconsistencyThen the lay the new concrete while the bonding is still tacky

As a plaster bonding agent and cement rendering.Seal the surface and prime with slurry of SIKABOND NV : water = 1:1 add withcementThen plaster or render while the bonding is still tackySuggested mixes :Rendering for rough coat (thickness 10-30 mm)Mix cement : clean sand = 1 : 3, gauged to a stiff consistency withSIKABOND NV : water = 1 : 3Rendering for finishing coat (thickness 0-2 mm)Mix cement with SIKABOND NV : water = 1 : 1, to a trowelable consistency

Back


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Technical Data SheetEdition 1, 2003Identification no. 10.008Version no. 0010Sikament-LN

1/2Sikament-LN1

Construc

tion

Sikament- LN

High Range Water - Reducing

Description A highly effective water reducing agent and superplasticizer for promotingaccelerated hardening with high workability.Complies with A.S.T.M. C 494-92 Type F

Uses Sikament LN is a high range water reducing concrete admixture speciallyformulated for the precast concrete element industry; to meet the demand ofearly removal of formwork due to the early strength gain. Enables concreteplacing equipment to be used to fuller capacity. Effective throughout dosage

range.

Advantages Sikament LN provides the following properties :up to 20% reduction of water will produce 40% increase in 28 dayscompressive strength.Increased watertightness.

Dosage 0.6% - 1.5% by weight of cementIt is advisable to carry out trial mixes to establish the exact dosage rate required.Sikament LN is compatible with all types of Portland cement including S.R.C.

Dispensing Sikament LN can be added to the gauging water prior to its addition to the dryaggregates or separately to the freshly mixed concrete (on the batching plantor on site into the truck mixer) where added to truck mixer on site, furthermixing for five minutes should be carried out.

Technical DataType Naphthalene Formaldehyde SulphonateColour Dark BrownSpecific Gravity 1.18 1.20 kg/lShelf Life 1 year when unopenedPackaging 250 kg drum

Bulk deliveryHandling Precautions Avoid contact with skin and eyes

Wear protective gloves and eye protection during workIf skin contact occurs, wash skin thoroughlyIf in eyes, hold eyes open, flood with warm water and seek medical attentionwithout delay.

Back


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Attachment 4. Precast Struc ture Calcu lation.


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STRUCTURAL CALCULATION OF SEAL PIT

1 Dimensions and ParametersBasic Parameters

Ka: Coefficient of static earth pressure 0.5

w: Unit weight of sea water (t/m3) 1.02 t/m3

d: Unit weight of soil (dry) (t/m3) 1.80 t/m3

s: Unit weight of soil (saturated) (t/m3) 1.90 t/m3

c: Unit weight of reinforced concrete (t/m3) 2.40 t/m3

ck: Concrete Design Strength 430 kgf/cm2

ca Allowable Stress of Concrete 60 kgf/cm2

sa: Allowable Stress of Reinforcement Bar 1400 kgf/cm2

a: Allowable Stress of Shearing (Concrete) 5.5 kgf/cm2

sy: Yielding Point of Reinforcement Bar 4027 kgf/cm2

n: Young's Modulus Ratio 24

Fa: Safety factor against uplift 1.2

Basic Dimensions

H: Internal Height of Seal Pit 4.02 m

B: Internal Width of Seal Pit 5.35 m

Hf: Fillet Height 0.20 m

t1: Thickness of Side Wall 0.15 mt2: Thickness of Top Slab 0.00 m

t3: Thickness of Invert (Bottom Slab) 0.30 m

BT: Gross Width of Seal Pit 6.65 m

HT: Gross Height of Seal Pit 4.57 m

D: Covering Depth 0.00 mLWL Low Water Level for Case 1, 2 1.20 m (= D)

HWL High Water Level for Case 1, 2 4.57 m

H

B

Bt1 t1

t3

HT

t2

D

LWL

1/ 3 (1)Seal Pit Pomalaa, Load


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2 Stability Analysis Against Uplift

Analysis is made considering empty inside of box culvert.Fs=Vd/U > Fa

where, Vd: Total dead weight (t/m) Vd= 21.474 tf/m

U: Total uplift (t.m) with LWL condition

U=BT*LWL*w U= 8.172 tf/m Fs= 2.6279 > 1.2 ok

U: Total uplift (t.m) with HWL condition

U=BT*LWL*w U= 31.120 tf/m Fs= 0.6900 < 1.2 check

Ws: Weight of covering soil Ws = BT*{(D-Gwd)*(sw)+Gwd*d} = 0.000 tf/m

Wc: Self weight of box culvert Wc = (HT*BT-H*B+2*Hf^2)*c = 21.474 tf/m

Fa: Safety factor against uplift Fa= 1.2

Therefore, for pouring the second phase, water level inside the excavation area shall not be above 1.2 m

3 Load calculation

Case 1: Seal Pit Inside is Empty, Underground Water up to HWL

2) horizontal load at top of side wallActing Load (tf/m2)

P1=Ka*we1 P1= 0.0000

P2=Ka*we2 P2= 0.0000P3=Ka*gd*D1 P3= 0.0000

P4=0 P4= 0.0000

P5=0 P5= 0.0000Ph1= 0.0000

3) horizontal load at bottom of side wallActing Load (tf/m2)

P1=Ka*we1 P1= 0.0000

P2=Ka*we2 P2= 0.0000

P3=Ka*d*HWL P3= 4.1130

P4=Ka*s*(D1+H0-HWL) P4= -0.3772

P5=w*(D1+H0-HWL) P5= -0.4065Ph2= 3.3293

4) self weight of side wallActing Load (tf/m)

Wsw=t1*H*c Wsw= 1.4483

5) ground reaction

Acting Load (tf/m2)Wbot=(t3*BT+Hf^2)*c/B0 Wbot= 0.8880

Wtop Wtop= 0.0000Ws=Wsw*2/B0 Ws= 0.5266

Pvd Pvd= 0.0000

Pvt1 Pvt1= 0.0000

Pvt2 Pvt2= 0.0000

Whwl=(HWL*B-2Hf^2)*w/B0 Whwl= 4.5446 HWL : High Water Level 4.57 m

Up=-U/B0 U= -5.6582Q= 0.3011

summary of resistance momentItem V H x y M

(tf/m) (tf/m) (m) (m) (tf.m/m) acting point of resultant force

Self weight top slab 0.0000 - 2.7500 - 0.0000 X = M/V = 2.750 m side wall (left) 1.4483 - 0.0000 - 0.0000 e = B0/2 - X = 0.000 m

side wall (right) 1.4483 - 5.5000 - 7.9655

invert 4.8840 - 2.7500 - 13.4310 ground reaction

load on top slab Pvd 0.0000 - 2.7500 - 0.0000 q1 = V/Bo + 6Ve/Bo 2 = 0.3011 tf /m2

Pvt1 0.0000 - 2.7500 - 0.0000 q2 = V/Bo - 6Ve/Bo 2 = 0.3011 tf /m2

Pvt2 0.0000 - 2.7500 - 0.0000soil pressure side wall (left) - 6.9466 - 1.3910 9.6628

side wall (right) - -6.9466 - 1.3910 -9.6628

internal water 24.9953 - 2.7500 - 68.7372

uplift -31.1199 - 2.7500 - -85.5796

total 1.6560 4.5540

6) load against invertActing Load (tf/m2)

Pvd 0.0000

Pvt1 0.0000

Pvt2 0.0000

Wtop 0.0000Ws 0.5266

Pq= 0.5266

2/ 3 (1)Seal Pit Pomalaa, Load


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4 Analysis of Plane Frame

Case 1: Box Culvert Inside is Empty, Underground Water up to Top

1) Calculation of Load Term

Ph1 Horizontal Pressure at top of side wall 0.000 tf/m2

Ph2 Horizontal Pressure at bottom of side wall 3.329 tf/m2

Pv1 Vertical Pressure(1) on top slab 0.000 tf/m2

Pv2 Vertical Pressure(2) on top slab 0.000 tf/m2

Pq Reaction to bottom slab 0.527 tf/m2

a Distance from joint B to far end of Pv2 5.500 m

b Distance from joint B to near end of Pv2 0.000 m

H0 Height of plane frame 4.173 m

B0 Width of plane frame 5.500 m

t1 Thickness of side wall 0.150 m

t2 Thickness of top slab 0.000 m

t3 Thickness of invert (bottom slab) 0.300 m

CAB= CDC= (2Ph1+3Ph2)H02/60 = 2.89883 tf m

CBA= CCD= (3Ph1+2Ph2)H02/60 = 1.93255 tf m

CBC= CCB= Pv1B02/12 + {(a

2-b

2)B0

2/2 - 2B0(a

3-b

3)/3 + (a

4-b

4)/4}Pv2/B0

2= 0.00000 tf m

CDA= CAD= PqB02/12 = 1.32759 tf m

2) Calculation of Bending Moment at joint

k1 = 1.0

k2 = H0t23/(B0t1

3) = 0.0000

k3 = H0t33/(B0t1

3) = 6.0698

2(k1+k3) k1 0 k3 -3k1 A CAB- CAD

k1 2(k1+k2) k2 0 -3k1 B CBC- CBA

0 k2 2(k1+k2) k1 -3k1 C = CCD- CCB

k3 0 k1 2(k1+k3) -3k1 D CDA- CDC

k1 k1 k1 k1 -4k1 R 0

As load has bilateral symmetry, the equation shown below is formed.

A= -D B= -C R =0

2k1+k3 k1 A

k1 2k1+k2 B

8.0698 1.0 A1.0 2.0000 B

By solving above equation, the result is led as shown below.

A = 0.33521 C = 1.13388

B = -1.13388 D = -0.33521

=CAB- CAD

CBC- CBA

=1.57123885

-1.93255256

B

A

(t2)

(t1)

B0

(t3)

(t1)

C

H0

D

1/8 (2)Seal Pit PomalaaMSN


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MAB= k1(2A+B) - CAB = -3.3623 tf m

MBA= k1(2B+A)+CBA = 0.0000 tf m

MBC= k2(2B+C) - CBC = 0.0000 tf m

MCB = k2(2C+B)+CCB = 0.0000 tf m

MCD= k1(2C+D) - CCD = 0.0000 tf m

MDC=k1 (2D+ C)+CDC = 3.3623 tf m

MDA= k3(2D+A) - CDA = -3.3623 tf m

MAD= k3(2A+D)+CAD = 3.3623 tf m

2) Calculation of Design Force

2-1) Side Wall in left

a) Shearing Force at joint

w1 Load at end A 3.329 tf/m2

w2 Load at end B 0.000 tf/m2

MAB Bending moment at end A -3.3623 tf m

MBA Bending moment at end B 0.0000 tf m

L Length of member (=H0) 4.173 m

ch Protective covering height 0.060 m

t Thickness of member (height) 0.150 m

d Effective height of member 0.090 m

SAB= (2w1+w2)L/6 - (MAB+MBA)/L

= 5.437 tf

SBA= SAB- L(w1+w2)/2 = -1.510 tf

b) Shearing Force at 2d point from joint

Shearing force at the point with a distance of 2d from joint is calculated by following equation.

Sx = SAB- w1x - (w2 - w1)x2/(2L)

(i) In case of x1 = 0.180 m

Sx1 = 4.850 tf

(ii) In case of x2 = 3.993 m

Sx2 = -1.497 tf

c) Bending Moment

MA = MAB = -3.362 tf m

MB = -MBA = 0.000 tf m

The maximum bending moment occurs at the point of that shearing force equal to zero.

Sx = 0 = SAB- w1x - (w2 - w1)x2/(2L)

= 5.4368 -3.3293 x + 0.3989 x2 , x = 6.118

2.228 Check of Sx

Bending moment at x 2.2275 m is; Sx = SAB- w1x - (w2 - w1)x2/(2L)

Mmax = SABx - w1x2/2 - (w2-w1)x

3/(6L) + MAB = 1.958 tf m = 0.000 tf

w1

w2

A

B

Lx

MAB

MBA



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Sx = SCD- w1x - (w2 - w1)x2/(2L)


Sx1 = 1.497 tf


Sx2 = -4.850 tf

c) Bending Moment

MC = MCD = 0.000 tf m

MD = -MDC = -3.362 tf m


Sx = 0 = SCD- w1x - (w2 - w1)x2/(2L)

= 1.5098 0.0000 x -0.3989 x2 , x = -1.945

1.945 Check of Sx

Bending moment at x 1.9455 is; Sx = SCD- w1x - (w2 - w1)x2/(2L)

Mmax = SCDx - w1x2/2 - (w2-w1)x

3/(6L) + MCD = 1.95820 tf m = 0.000 tf

2-4) Bottom Slab


w1 Reaction at end D 0.527 tf/m2

w2 Reaction at end A 0.527 tf/m2

MDA Bending moment at end B -3.36228 tf m

MAD Bending moment at end C 3.36228 tf m

L Length of member (=B0) 5.500 m




SDA= (2w1+w2)L/6 - (MDA+MAD)/L

= 1.448 tf

SAD= SDA- L(w1+w2)/2 = -1.448 tf



Sx = SDA- w1x - (w2 - w1)x2

/(2L)(i) In case of x1 = 0.480 m

Sx1 = 1.195 tf


Sx2 = -1.195 tf

c) Bending Moment

MD = MDA = -3.362 tf m

MA = -MAD = -3.362 tf m


Sx = 0 = SDA- w1x - (w2 - w1)x2/(2L)

= 1.4483 -0.5266 x , x = 2.750

Check of Sx

Bending moment at x 2.7500 is; Sx = SDA- w1x - (w2 - w1)x2/(2L)

Mmax = SDAx - w1x2/2 - (w2-w1)x

3/(6L) + MDA = -1.371 tf m = 0.000 tf

L

x

D

MDA

w1w2

A

MAD



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MAB= k1(2A+B) - CAB = -6.7226 tf m

MBA= k1(2B+A)+CBA = 0.0440 tf m

MBC= k2(2B+C) - CBC = -0.0440 tf m

MCB = k2(2C+B)+CCB = 0.0440 tf m

MCD= k1(2C+D) - CCD = -0.0440 tf m

MDC=k1 (2D+ C)+CDC = 6.7226 tf m

MDA

= k3(2D+

A) - C

DA= -6.7226 tf m

MAD= k3(2A+D)+CAD = 6.7226 tf m

2) Calculation of Design Force

2-1) Side Wall in left


w1 Load at end A 6.949 tf/m2

w2 Load at end B 0.000 tf/m2

MAB Bending moment at end A -6.7226 tf m

MBA Bending moment at end B 0.0440 tf m

L Length of member (=H0) 4.173 m




SAB= (2w1+w2)L/6 - (MAB+MBA)/L= 11.2661 tf

SBA= SAB- L(w1+w2)/2 = -3.2324 tf



Sx = SAB- w1x - (w2 - w1)x2/(2L)


Sx1 = 10.042 tf


Sx2 = -3.205 tf

c) Bending Moment

MA = MAB = -6.723 tf m

MB = -MBA = -0.044 tf m


Sx = 0 = SAB- w1x - (w2 - w1)x2/(2L)

= 11.2661 -6.9487 x + 0.8326 x2 , x = 6.143

2.203 Check of Sx

Bending moment at x 2.2026 m is; Sx = SAB- w1x - (w2 - w1)x2/(2L)

Mmax = SABx - w1x2/2 - (w2-w1)x

3/(6L) + MAB = 4.202 tf m = 0.000 tf

w1

w2

A

B

Lx

MAB

MBA



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Sx = SCD- w1x - (w2 - w1)x2/(2L)


Sx1 = 3.205 tf


Sx2 = -10.042 tf

c) Bending Moment

MC = MCD = -0.044 tf m

MD = -MDC = -6.723 tf m


Sx = 0 = SCD- w1x - (w2 - w1)x2/(2L)

= 3.2324 0.0000 x -0.8326 x2 , x = -1.9704

1.9704 Check of Sx

Bending moment at x 1.9704 is; Sx = SCD- w1x - (w2 - w1)x2/(2L)

Mmax = SCDx - w1x2/2 - (w2-w1)x

3/(6L) + MCD = 4.2020 tf m = 0.000 tf

2-4) Bottom Slab


w1 Reaction at end D 0.544 tf/m2

w2 Reaction at end A 0.544 tf/m2

MDA Bending moment at end B -6.7226 tf m

MAD Bending moment at end C 6.7226 tf m

L Length of member (=B0) 5.500 m




SDA= (2w1+w2)L/6 - (MDA+MAD)/L

= 1.496 tf

SAD= SDA- L(w1+w2)/2 = -1.496 tf



Sx = SDA- w1x - (w2 - w1)x2/(2L)

(i) In case of x1 = 0.480 mSx1 = 1.235 tf


Sx2 = -1.235 tf

c) Bending Moment

MD = MDA = -6.723 tf m

MA = -MAD = -6.723 tf m


Sx = 0 = SDA- w1x - (w2 - w1)x2/(2L)

= 1.4963 -0.5441 x , x = 2.7500

Check of Sx

Bending moment at x 2.7500 is; Sx = SDA- w1x - (w2 - w1)x2/(2L)

Mmax = SDAx - w1x2/2 - (w2-w1)x

3/(6L) + MDA = -4.665 tf m = 0.000 tf

L

x

D

MDA

w1w2

A

MAD



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4 Bar Arrangement and Calculation of Stress0

bottom middle top end middleoutside inside outside outside inside

Bending moment M kgfcm 672,259 4,400 336,228Shearing force (joint) S kgf 11,266 3,232 1,496Shearing force (2d) S2d kgf 10,042 - 3,205 1,235 -Axial force N kgf 1,496 48 5,437Height of member h cm 15 15 15 30 30Covering depth d' cm 6 6 6 6 6

Effective height d cm 9 9 9 24 24

Effective width b cm 100 100 100 100 100Effective area bd cm2 900 900 900 2400 2400Young's modulus ratio n - 24 24 24 24 24

Required R-bar Asreq cm2 29.17 4.17 8.84

R-bar arrangement 16@200 19@200 19@200 16@200 16@200

Reinforcement As cm2 10.05 14.18 14.18 10.05 10.05Perimeter of R-bar U 25.13 29.85 29.85 25.13 25.13M/N e cm 449.287 91.667Dist. from neutral axis c cm 1.50 1.50 1.50 9.00 9.00

a' 1325.4 -22.5 252.5 -45.0 -45.0b' 6523.8 30.6 1902.4 130.2 130.2c' -58714.1 -275.7 -17121.5 -3126.0 -3126.0x 10.16 17.62 10.19 9.69 9.27

145,303.290 -1,251.348 29,506.825 -5,177.961 -4,988.015(check) check check check check check

Compressive stress c kgf/cm2 2.8 0.0 0.1 42.5 0.0Allowable stress ca kgf/cm2 60.0 60.0 60.0 60.0 60.0

ok ok ok ok ok

Tensile stress s kgf/cm2 0.0 0.0 0.0 1506.5 0.0Allowable stress sa kgf/cm2 1400.0 1400.0 1400.0 1400.0 1400.0

ok ok ok check ok Shearing stress at joint kgf/cm2 12.52 0.00 3.59 0.62 0.00Allowable stress a kgf/cm2 11.00 11.00 11.00 11.00 11.00

check ok ok ok ok Shearing stress at 2d 2d kgf/cm2 11.16 - 3.56 0.51 -Allowable stress 2da kgf/cm2 5.50 - 5.50 5.50 -

check - ok ok -

Resisting Moment Mr kgfcm 103,833 112,217 112,225 537,322 417,721 Mr for compression Mrc kgfcm 103,833 112,217 112,225 537,322 546,059 x for Mrc cm 4.772 5.131 5.136 9.359 8.615 s for Mrc kgf/cm2 1275.7 1085.6 1083.3 2252.7 2571.6

Mr for tensile Mrs kgfcm 372,448 774,600 781,982 571,913 417,721 x for Mrs cm 6.931 7.827 7.836 12.669 10.760 c for Mrs kgf/cm2 195.4 389.1 392.8 65.2 47.4

Distribution bar (>As/6 and >Asmin) 16@200 16@200 19@200 16@200 16@200Reinforcement As cm2 10.05 10.05 14.18 10.05 10.05

ok ok ok ok ok Reinforcement bar for fillet 16@200 16@200Reinforcement As cm2 10.05 10.05

Minimum requirement of reinforcement bar As min = 4.5

Side wall Invert

1/1 (5)Seal Pit PomalaaR-bar stress


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REBAR PLOT

1. Design Data

b1 = m b2 = m

h1 = m h2 = m h3 = m d = m

Bb = m Ha = m Fillet = m

2. Data Pembesian

Bottom slab : Tulangan bagi :

As1 (cm ) : O 16 @ O 16 @ O 16 @

As2 (cm2) : O 16 @ O 16 @

Side wall : Tulangan bagi :

As1 (cm ) : O 19 @ O 19 @ O 16 @

As2 (cm ) : O 19 @ O 19 @

3. Tulangan Miring (fillet) :

Bottom slab : O 16 @

Top slab : O 16 @

4. Nama Bangunan : Seal Pit

Lokasi : Pomalaa Conveyor Seal Pit

Section of Culvert

0.150 5.350

0.000 4.023 0.300 0.06

200 200 200

200 200

5.650 4.323 0.20

Support Span

200

200 200

Support Span

200 200

200

200

b1b1 b2

h3

h2

h1

Bb

Ha

pml-d-c-50121-1_method of satement procedure for seal pit work_update nov. 11 2014

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