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EFFLUENT WATER TREATMENT AND INJECTION
PLANT (NK)
Project No. EF/1761
Class 1
CONTRACT NO. 14050642 Page 1 of 15
PIPELINE ROAD CROSSING CALCULATION REPORT Rev 1
Doc. No. : 14050642-100-PL-CAL-0002 Date 09.05.2016
PROJECT :Effluent Water Treatment And InjectionPlant (NK)
CONTRACT NO : 14050642
OWNER : KUWAIT OIL COMPANY
CONTRACTOR : Dodsal Engineering & Construction Pte. Ltd.
DOCUMENT NO. : 14050642-100-PL-CAL-0002
DOCUMENT REVISION STATUS : 1
DOCUMENT TYPE : E (Engineering Drawing/Document)
1 09.05.2016Re-Issued for Design
(14050642-KD-T-02947)SV AC PC
0 17.12.2015Issued for Design
(14050642-KD-T-01167)SV AC PC
A 01.07.2015 Issued for Approval SV AC PC
Rev Date Description Prepared By Checked By
Approved
By
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PIPELINE ROAD CROSSING CALCULATION REPORT Rev 1
Doc. No. : 14050642-100-PL-CAL-0002 Date 09.05.2016
REVISION RECORD:
RevisionNo.
Reason for Revision Date
A Issued for Approval 01.07.2015
0 Issued for Design 17.12.20151 Re-Issued for Design 09.05.2016
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Doc. No. : 14050642-100-PL-CAL-0002 Date 09.05.2016
PAGE INDEX
Page Revision Page Revision
B C D 1 2 3 B C D 1 2 31 492 503 514 525 536 547 558 569 57
10 5811 X 5912 X 6013 X 6114 6215 X 161718192021222324252627282930313233343536373839404142434445464748
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EFFLUENT WATER TREATMENT AND INJECTION
PLANT (NK)
Project No. EF/1761
Class 1
CONTRACT NO. 14050642 Page 4 of 15
PIPELINE ROAD CROSSING CALCULATION REPORT Rev 1
Doc. No. : 14050642-100-PL-CAL-0002 Date 09.05.2016
TABLE OF CONTENTS
1.
GENERAL ............................................................................................................................... 5
2.
SCOPE .................................................................................................................................... 5
3.
REFERENCE DOCUMENTS AND DATA ................................................................................ 5
4.
DESCRIPTION ........................................................................................................................ 6
5.
METHODOLOGY ..................................................................................................................... 7
6.
CALCULATION RESULT / SUMMARY ................................................................................... 9
7.
CONCLUSION ....................................................................................................................... 13
8.
APPENDICES ........................................................................................................................ 14
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EFFLUENT WATER TREATMENT AND INJECTION
PLANT (NK)
Project No. EF/1761
Class 1
CONTRACT NO. 14050642 Page 5 of 15
PIPELINE ROAD CROSSING CALCULATION REPORT Rev 1
Doc. No. : 14050642-100-PL-CAL-0002 Date 09.05.2016
1. GENERAL
Kuwait Oil Company (K.S.C), hereafter referred as COMPANY, as a major player of global oil and gas
sector has a long term strategy for the development of North Kuwait (NK) Fields. North Kuwait Fields is
located approximately 90kms from north of Kuwait city.
The purpose of this project is to provide sufficient injection water to meet the requirements of the north
Kuwait well injectors.
For this, an effluent water treatment and injection plant shall be built in a location between the SABRIYAH
and RAUDATAIN fields of north Kuwait having a treatment capacity of 1,045,000 BWPD with 550,000
BWPD for injection and balance 495,000 BWPD will be transferred to existing central processing injector
facility (CIPF existing).
The plant shall receive a continuous supply of effluent water from existing Gathering Centers GC-15, GC-
23, GC-24, GC-25 and an intermittent supply of effluent water from new GC-29, GC-30 and GC-31 (all
routed from existing CIPF).
For this purpose, the COMPANY has entered into a contract with DODSAL ENGINEERING &
CONSTRUCTION PTE LIMITED, hereafter referred as CONTRACTOR, for Engineering,
Procurement, Construction and Related Activities, with a Contract No. 14050642.
2. SCOPE
The scope of this document is to provide Cased Asphalt Road, Highway, Rig Crossing / Uncased Track
Crossing Calculations for Water Injection pipeline systems including Distribution lines, Manifold lines &
Flow lines of Sabriyah, Raudatain fields and offsite pipelines.
3. REFERENCE DOCUMENTS AND DATA
3.1 Codes, Standards and Referenced Documents
KOC Documents:
KOC-L-002 KOC Recommended Practice for the Protection of KOC Services: Clearance
Requirements for Buried Pipelines, Cables, Underground Structures, Buildingsand Housing Projects
015-IH-1002 Pipeline Design
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EFFLUENT WATER TREATMENT AND INJECTION
PLANT (NK)
Project No. EF/1761
Class 1
CONTRACT NO. 14050642 Page 6 of 15
PIPELINE ROAD CROSSING CALCULATION REPORT Rev 1
Doc. No. : 14050642-100-PL-CAL-0002 Date 09.05.2016
KOC-L-015 External Cathodic Protection of Underground Steel Pipelines &Piping Networks
International Codes and Standards:
ASME B31.4 Pipeline Transportation Systems for Liquids and Slurries
ASME B31.8 Gas Transmission and Distribution Piping Systems
API 5L Specification for Line Pipe
API RP 1102 Steel Pipelines Crossing Railroads and Highways
3.2 Project Documents:
14050642-700-PR-DBM-0001 - Process Design Basis and Design Criteria
14050642-700-PR-LST-0002 – Process Line List
14050642-100-PL-DBM-0001 - Pipeline Design Basis
14050642-100-PL-DAT-0001 – Pipeline Data Sheet
4. DESCRIPTION
The purpose of this calculation is to ensure safe design in compliance with Road crossing criteriadefined in API RP 1102 (circumferential stresses, Cyclic stresses, effective stress and fatigue failure)and to confirm that the selected wall thickness of carrier pipe / casing pipe is sufficient.
The following categories are considered for road / track crossing calculations:
1. Uncased Track Crossing - Open Cut.
2. Cased Asphalt Road / Highway / Rig track Crossing - Open Cut / Trenchless.
The burial depths for the above crossing categories are listed below:
Sl.No
Crossing Burial Depth inM
1 Uncased Track Crossing 1.2
2 Cased Asphalt Road / Highway / Rig TrackCrossing
1.2*
*As per clause 17.3.8 of KOC-L-002
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EFFLUENT WATER TREATMENT AND INJECTION
PLANT (NK)
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Class 1
CONTRACT NO. 14050642 Page 7 of 15
PIPELINE ROAD CROSSING CALCULATION REPORT Rev 1
Doc. No. : 14050642-100-PL-CAL-0002 Date 09.05.2016
The following wheel loadings were taken into account in determining the stresses imposed on thecarrier pipe / casing pipe at each crossing:
Asphalt Road / Highway / Track crossings: As per KOC specification 015-IH-1002, 112kN per
wheel at 900mm centers with maximum of four (4) wheels per axle. Contact area per API RP
1102 is 0.093 square meters, giving surface pressure = 1204 kN/m2.
Rig Track crossings: The total load of rig is 1100 KN and the maximum Tandem axle wheel load
is 550KN. The contact area, over which the wheel load is applied, shall be taken as 0.403 square
meters.
5. METHODOLOGY
The methodology for crossing calculation (as mentioned in API 1102) is described briefly in thefollowing steps:
a. Begin with the wall thickness (calculated with design factor 0.6 for Fuel gas and design factor0.72 for all other services as per the respective codes) for pipeline of given diameter approachingthe crossing. Determine the pipe, soil, construction and operational characteristics.
b. Use the Barlow formula to calculate the circumferential stress due to internal pressure, SHi (Barlow). Check SHi against the maximum allowable value.
c. Calculate the circumferential stress due to earth load, SHe.
d. Check the critical axle configuration as per figure A-1 Annex. A of API 1102.
e. Calculate the external live load, w, and determine the appropriate impact factor, Fi.
f. Calculate the cyclic circumferential stress, ∆SH, and the cyclic longitudinal stress, ∆SL, due tolive load.
g. Calculate the circumferential stress due to internal pressure, SHi
h. Check effective stress, Seff , as follows:
1. Calculate the principal stresses, S1 in the circumferential direction, S2 in longitudinaldirection, and S3 in the radial direction.
2. Calculate the effective stress, Seff .
3. Check by comparing Seff against the allowable stress, SMYS x F.
i. Check weld for fatigue as follows:
1. Check with weld fatigue by comparing ∆SL against the girth weld fatigue limit, SFG x F.
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EFFLUENT WATER TREATMENT AND INJECTION
PLANT (NK)
Project No. EF/1761
Class 1
CONTRACT NO. 14050642 Page 8 of 15
PIPELINE ROAD CROSSING CALCULATION REPORT Rev 1
Doc. No. : 14050642-100-PL-CAL-0002 Date 09.05.2016
2. Check longitudinal weld fatigue by comparing, ∆SH against the longitudinal weld fatiguelimit, SFL x F.
Where,
Circumferential stress due to internal pressure:
SHi (Barlow) = pD / 2tw (refer section 4.8.1.1 of API 1102)
Circumferential stress due to earth load:
SHe = KHe Be Ee γ D (refer section 4.7.2.1 of API 1102)KHe is the stiffness factor for circumferential stress from earth load.Be is the burial factor for earth load.
Ee is the excavation factor for earth load.γ is the soil unit weight.
Surface pressure due to Live load:
w = P / AP (refer section 4.7.2.2 of API 1102)P may be Design single wheel load PS or Design tandem wheel load PT
AP is the contact area over which the wheel load is applied
Cyclic circumferential stress due to highway vehicular load:
∆SHh = KHhGHhRLFiw (refer section 4.7.2.2.4.1 of API 1102)KHh is the highway stiffness factor for cyclic circumferential stress.GHh is the highway geometry factor for cyclic circumferential stress.R is the highway Pavement type factor.
L is the highway axle configuration factor.Fi is the impact factor.w is the applied design surface pressure.
Cyclic longitudinal stress due to highway vehicular load:
∆SLh = KLhGLhRLFiw (refer section 4.7.2.2.4.2 of API 1102)KLh is the highway stiffness factor for cyclic longitudinal stress.GLh is the highway geometry factor for cyclic longitudinal stress.R is the highway pavement type factor.L is the highway axle configuration factor.Fi is the impact factor.w is the applied design surface pressure.
Circumferential stress due to internal pressure:
SHi = p (D – tw) / 2tw (refer section 4.7.3 of API 1102)
Maximum circumferential stress:
S1 = SHe + ∆SH + SHi (refer section 4.8.1.2 of API 1102)
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EFFLUENT WATER TREATMENT AND INJECTION
PLANT (NK)
Project No. EF/1761
Class 1
CONTRACT NO. 14050642 Page 9 of 15
PIPELINE ROAD CROSSING CALCULATION REPORT Rev 1
Doc. No. : 14050642-100-PL-CAL-0002 Date 09.05.2016
Maximum longitudinal stress:
S2 = ∆SL – EsαT(T2 – T1) + vs(SHe + SHi) (refer section 4.8.1.2 of API 1102)
Maximum radial stress:
S3 = –p =-MAOP or –MOP (refer section 4.8.1.2 of API 1102)
Total effective stress:
Seff = [0.5 (S1 – S2)2 + (S2 – S3)
2 + (S3 – S1)2]0.5 (refer section 4.8.1.3 of API 1102)
6. CALCULATION RESULT / SUMMARY
6.1 Uncased Track Crossing Assessment:
Wall thickness and stresses developing in the wall of the carrier pipe due to backfill soil weight andvehicle loading were calculated and assessed in accordance with API RP 1102 requirements.Circumferential, longitudinal and radial stresses developing in the wall of the pipeline under the roadare calculated and combined by the Von Mises yield criterion and found to be within the allowable
limits.
Table 6.1A shows the results of carrier pipe wall thickness check at track crossing and that thestresses developed are within the allowable limits.
Table: 6.1A- Uncased Track Crossing Calculation Results:
Pipeline Carrier Pipe OD DF
NominalWT
(tnom)
CorrodedWT (tmin)
SelectedWT for
Crossing(tsel)
BurialDepth
TotalEffectiveStress
Calculated
TotalEffectiveStress
Allowable(90% ofSMYS)
%Stressratio
DesignCheck
inch (mm) (mm) (mm) (mm) (mm) (kPa) (kPa) %
WaterInjectionSystem
6.625 168.3 0.72 9.53 9.53 9.53 1200 307119 373500 82.2 Safe
8.625 219.1 0.72 12.3 12.3 12.3 1200 310140 373500 83.0 Safe
10.75 273.1 0.72 15.88 15.88 15.88 1200 300786 373500 80.5 Safe
12.75 323.9 0.72 19.05 19.05 19.05 1200 297630 373500 79.7 Safe
14.00 355.7 0.72 20.62 20.62 20.62 1200 302970 373500 81.1 Safe
20.00 508 0.72 28.3 28.3 28.3 1200 313752 373500 84.0 Safe
OilyWater
6.625 168.3 0.72 7.11 3.99 3.99 1200 119951 220500 54.4 Safe
FuelGas
6.625 168.3 0.6 7.11 3.99 3.99 1200 144187 220500 65.4 Safe
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EFFLUENT WATER TREATMENT AND INJECTION
PLANT (NK)
Project No. EF/1761
Class 1
CONTRACT NO. 14050642 Page 10 of 15
PIPELINE ROAD CROSSING CALCULATION REPORT Rev 1
Doc. No. : 14050642-100-PL-CAL-0002 Date 09.05.2016
Pipelines are also assessed for fatigue endurance (due to the cyclic loading conditions imposed byvehicles) as per API RP 1102 requirements and the results are presented in Table 6.1B.
Table: 6.1B- Uncased Track Crossing Fatigue Results:
Pipeline StressesCarrier
Pipe OD(inch)
Value(kPa)
Allowable(kPa)
%DesignCheck
WaterInjectionSystem
Circumferential Cyclic Stress6.625
7941 59571 13.3Safe
Longitudinal Cyclic Stress 10602 59571 17.8Circumferential Cyclic Stress
8.6257882 59571 13.2
Safe Longitudinal Cyclic Stress 9151 59571 15.4
Circumferential Cyclic Stress10.750
6853 59571 11.5Safe
Longitudinal Cyclic Stress 8246 59571 13.8
Circumferential Cyclic Stress12.750
6329 59571 10.6Safe
Longitudinal Cyclic Stress 7783 59571 13.1
Circumferential Cyclic Stress14.000
9818 59571 16.5Safe
Longitudinal Cyclic Stress 11946 59571 20.1
Circumferential Cyclic Stress20.000
52471 59571 88.1Safe
Longitudinal Cyclic Stress 20431 59571 34.3
Oily WaterCircumferential Cyclic Stress
6.62523654 59571 39.7
Safe Longitudinal Cyclic Stress 18455 59571 31.0
Fuel GasCircumferential Cyclic Stress
6.62523654 59571 39.7
Safe Longitudinal Cyclic Stress 18455 59571 31.0
This report checks that the selected carrier pipe wall thicknesses are adequate for use at uncasedtrack crossings. This crossing calculation checks are performed for uncased track crossings inaccordance with API RP 1102.
6.2 Cased Asphalt / Highway Crossing Assessment:
Wall thickness and stresses developing in the wall of the Casing pipe due to backfill soil weight andvehicle loading were calculated and assessed in accordance with API RP 1102 requirements.Circumferential, longitudinal and radial stresses developing in the wall of the casing pipe arecalculated and combined by the Von Mises yield criterion and found to be within the allowable limits.
Table 6.2A shows the results of casing pipe wall thickness check at Cased Asphalt / Highwaycrossing and that the stresses developed are within the allowable limits.
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EFFLUENT WATER TREATMENT AND INJECTION
PLANT (NK)
Project No. EF/1761
Class 1
CONTRACT NO. 14050642 Page 11 of 15
PIPELINE ROAD CROSSING CALCULATION REPORT Rev 1
Doc. No. : 14050642-100-PL-CAL-0002 Date 09.05.2016
Table: 6.2A- Cased Asphalt / Highway Crossing casing Pipe Wall Thickness Results:
Pipes are also assessed for fatigue endurance (due to the cyclic loading conditions imposed byvehicles) as per API RP 1102 requirements and the results are presented in Table 6.5B.
Table: 6.2B- Cased Asphalt / Highway crossing Fatigue Results:
Pipeline StressesCasing
Pipe OD(inch)
Value(kPa)
Allowable(kPa)
%DesignCheck
WaterInjectionSystem
Circumferential Cyclic Stress12.750
17469 59571 29.3Safe
Longitudinal Cyclic Stress 12804 59571 21.5
Circumferential Cyclic Stress
14.000
18121 59571 30.4
Safe
Longitudinal Cyclic Stress 13107 59571 22.0Circumferential Cyclic Stress
16.00020043 59571 33.6
Safe Longitudinal Cyclic Stress 13620 59571 22.9
Circumferential Cyclic Stress18.000
20736 59571 34.8Safe
Longitudinal Cyclic Stress 13838 59571 23.2
Circumferential Cyclic Stress20.000
32643 59571 54.8Safe
Longitudinal Cyclic Stress 21071 59571 35.4
Circumferential Cyclic Stress26.000
52471 59571 88.1Safe
Longitudinal Cyclic Stress 20431 59571 34.3
Oily WaterCircumferential Cyclic Stress
12.75017469 59571 29.3
Safe Longitudinal Cyclic Stress 12804 59571 21.5
Fuel Gas Circumferential Cyclic Stress 12.750 17469 49642 35.2 Safe Longitudinal Cyclic Stress 12804 49642 25.8
EffluentWater
Circumferential Cyclic Stress22.000
32827 59571 55.1 Safe
Longitudinal Cyclic Stress 21073 59571 35.4
Pipeline Casing Pipe OD DF
NominalWT
(tnom)
CorrodedWT (tmin)
SelectedWT for
Crossing(tsel)
BurialDepth
TotalEffectiveStress
Calculated
TotalEffectiveStress
Allowable(90% ofSMYS)
%Stressratio
DesignCheck
inch (mm) (mm) (mm) (mm) (mm) (kPa) (kPa)
Water
InjectionSystem
12.75 323.9 0.72 9.53 9.53 9.53 1100 21756 220500 9.8 Safe
14.00 355.7 0.72 9.53 9.53 9.53 1100 23445 220500 10.6 Safe
16.00 406 0.72 9.53 9.53 9.53 1100 27743 220500 12.6 Safe
18.00 457 0.72 9.53 9.53 9.53 1100 30305 220500 13.7 Safe
20.00 508 0.72 9.53 9.53 9.53 1100 42066 220500 19.1 Safe
26.00 660 0.72 9.53 9.53 9.53 1100 67710 220500 30.7 Safe
OilyWater
12.75 323.90.72
9.53 9.53 9.53 1100 21756 220500 9.8 Safe
FuelGas
12.75 323.9 0.6 9.53 9.53 9.53 1100 21756 220500 9.8 Safe
EffluentWater
22.00 559 0.72 9.53 9.53 9.53 1100 44708 220500 18.2Safe
TreatedWater
36.00 914 0.72 9.53 9.53 9.53 1100 43447 220500 17.7 Safe
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EFFLUENT WATER TREATMENT AND INJECTION
PLANT (NK)
Project No. EF/1761
Class 1
CONTRACT NO. 14050642 Page 12 of 15
PIPELINE ROAD CROSSING CALCULATION REPORT Rev 1
Doc. No. : 14050642-100-PL-CAL-0002 Date 09.05.2016
TreatedWater
Circumferential Cyclic Stress 36.000 24381 59571 40.9 Safe
Longitudinal Cyclic Stress 17486 59571 29.4
This report checks that the selected casing pipe wall thicknesses are adequate for use as casingpipes. This calculation checks are performed for cased Asphalt / Highway Crossing in accordancewith API RP 1102.
6.3 Cased Rig Track Crossing Assessment:
Wall thickness and stresses developing in the wall of the casing pipe due to backfill soil weight and
vehicle loading were calculated and assessed in accordance with API RP 1102 requirements.Circumferential, longitudinal and radial stresses developing in the wall of the casing pipe under therig crossing are calculated and combined by the Von Mises yield criterion and found to be within theallowable limits.
Table 6.3A shows the results of casing pipe wall thickness check at cased rig track crossing and thatthe stresses developed are within the allowable limits.
Table: 6.3A- Cased Rig Track Crossing Wall Thickness Results:
Pipelines are also assessed for fatigue endurance (due to the cyclic loading conditions imposed byvehicles) as per API RP 1102 requirements and the results are presented in Table 6.3B.
Table: 6.3B- Cased Rig Track crossing Fatigue Results:
Pipeline Stresses
Casing
Pipe OD(inch)
Value(kPa)
Allowable(kPa)
% DesignCheck
WaterInjection
Circumferential Cyclic Stress12.750
30456 59571 51.1Safe
Longitudinal Cyclic Stress 22323 59571 37.5
Pipeline Casing Pipe OD DF
NominalWT
(tnom) CorrodedWT (tmin)
SelectedWT for
Crossing(tsel)
BurialDepth
Total
EffectiveStress
Calculated
TotalEffective
StressAllowable
(90% ofSMYS)
%Stressratio
DesignCheck
inch (mm) (mm) (mm) (mm) (mm) (kPa) (kPa) %
WaterInjectionSystem
12.75 323.9 0.72 9.53 9.53 9.53 1100 32131 220500 14.6 Safe
14.00 355.7 0.72 9.53 9.53 9.53 1100 34256 220500 15.5 Safe
16.00 406 0.72 9.53 9.53 9.53 1100 39804 220500 18.1 Safe
18.00 457 0.72 9.53 9.53 9.53 1100 42820 220500 19.4 Safe
20.00 508 0.72 9.53 9.53 9.53 1100 45667 220500 20.7 Safe
26.00 660 0.72
9.53 9.53 9.53 1100 73732 220500 33.4 Safe
OilyWater
12.75 323.90.72
9.53 9.53 9.53 1100 32131 220500 14.6 Safe
FuelGas
12.75 323.9 0.6 9.53 9.53 9.53 1100 32131 220500 14.6 Safe
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EFFLUENT WATER TREATMENT AND INJECTION
PLANT (NK)
Project No. EF/1761
Class 1
CONTRACT NO. 14050642 Page 13 of 15
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Doc. No. : 14050642-100-PL-CAL-0002 Date 09.05.2016
System Circumferential Cyclic Stress 14.000 31594 59571 53.0 Safe Longitudinal Cyclic Stress 22851 59571 38.4
Circumferential Cyclic Stress16.000
34943 59571 58.7Safe
Longitudinal Cyclic Stress 23746 59571 39.9
Circumferential Cyclic Stress18.000
36152 59571 60.7Safe
Longitudinal Cyclic Stress 24126 59571 40.5
Circumferential Cyclic Stress20.000
36992 59571 62.1Safe
Longitudinal Cyclic Stress 23878 59571 40.0
Circumferential Cyclic Stress26.000
59463 59571 99.8Safe
Longitudinal Cyclic Stress 23153 59571 38.9
Oily WaterCircumferential Cyclic Stress
12.75030456 59571 51.1
Safe
Longitudinal Cyclic Stress 22323 59571 37.5
Fuel GasCircumferential Cyclic Stress
12.75030456 49642 61.4
Safe Longitudinal Cyclic Stress 22323 49642 45.0
This report checks that the selected casing pipe wall thicknesses are adequate for use as casingpipes. This calculation checks are performed for cased rig crossings in accordance with API RP1102.
6.4 Casing Pipe Details for Asphalt Road / Highway / RIG Track Crossing – Open Cut / Trenchless:
The Wall thickness required for casing pipe at asphalt road, highway and Rig track crossings are
tabulated below as per KOC Standard Drawing for Pipe sleeve, Drawing No 55-04-77 and also inaccordance with minimum wall thickness for casing as per Annex-C of API RP 1102.
The selected pipe for casing is API 5L Gr.B with STD wall thickness as per KOC Standard for PipeSleeves, Drawing No: 55-04-77.
Casing pipe (sleeve) protection shall be as per clause 7.8.1 of KOC-L-015.
Table: 6.3- Casing Pipe Details:
Carrier Pipe Sizein inch
Casing Pipe Sizein inch
Casing Pipe Thicknessin mm
6.625 12.750 9.538.625 14.000 9.53
10.750 16.000 9.53
12.750 18.000 9.53
14.000 20.000 9.53
16.000 22.000 9.53
20.000 26.000 9.53
30.000 36.000 9.53
7. CONCLUSION
This calculation report conclusively show that the proposed pipeline design is adequate to withstandthe applied earth load, track live load, Highway vehicle load, rig load, internal pressure load andfatigue failure.
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EFFLUENT WATER TREATMENT AND INJECTION
PLANT (NK)
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Class 1
CONTRACT NO. 14050642 Page 14 of 15
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Doc. No. : 14050642-100-PL-CAL-0002 Date 09.05.2016
8. APPENDICES
Appendix-1: Uncased Track Crossing Calculations for 20" Injection Water Pipeline
Appendix-2: Uncased Track Crossing Calculations for 14" Injection Water Pipeline
Appendix-3: Uncased Track Crossing Calculations for 12" Injection Water Pipeline
Appendix-4: Uncased Track Crossing Calculations for 10" Injection Water Pipeline
Appendix-5: Uncased Track Crossing Calculations for 8" Injection Water Pipeline
Appendix-6: Uncased Track Crossing Calculations for 6" Injection Water Pipeline
Appendix-7: Uncased Track Crossing Calculations for 6" Oily Water Pipeline
Appendix-8: Uncased Track Crossing Calculations for 6" Fuel Gas Pipeline
Appendix-9: Cased Asphalt / Highway Crossing Calculations for 20" Injection Water Pipeline
Appendix-10: Cased Asphalt / Highway Crossing Calculations for 14" Injection Water Pipeline
Appendix-11: Cased Asphalt / Highway Crossing Calculations for 12" Injection Water Pipeline
Appendix-12: Cased Asphalt / Highway Crossing Calculations for 10" Injection Water Pipeline
Appendix-13: Cased Asphalt / Highway Crossing Calculations for 8" Injection Water Pipeline
Appendix-14: Cased Asphalt / Highway Crossing Calculations for 6" Injection Water Pipeline
Appendix-15: Cased Asphalt / Highway Crossing Calculations for 6" Oily Water Pipeline
Appendix-16: Cased Asphalt / Highway Crossing Calculations for 6" Fuel Gas Pipeline
Appendix-17: Cased Rig Crossing Calculations for 20" Injection Water Pipeline
Appendix-18: Cased Rig Crossing Calculations for 14" Injection Water Pipeline
Appendix-19: Cased Rig Crossing Calculations for 12" Injection Water Pipeline
Appendix-20: Cased Rig Crossing Calculations for 10" Injection Water Pipeline
Appendix-21: Cased Rig Crossing Calculations for 8" Injection Water Pipeline
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EFFLUENT WATER TREATMENT AND INJECTION
PLANT (NK)
Project No. EF/1761
Class 1
CONTRACT NO. 14050642 Page 15 of 15
PIPELINE ROAD CROSSING CALCULATION REPORT Rev 1
Doc. No. : 14050642-100-PL-CAL-0002 Date 09.05.2016
Appendix-22: Cased Rig Crossing Calculations for 6" Injection Water Pipeline
Appendix-23: Cased Rig Crossing Calculations for 6" Oily Water Pipeline
Appendix-24: Cased Rig Crossing Calculations for 6" Fuel Gas Pipeline
Appendix-25: Cased Asphalt / Highway Crossing Calculations for 16" Effluent Water Pipeline
Appendix-26: Cased Asphalt / Highway Crossing Calculations for 30" Treated Water Pipeline
7/26/2019 14050642-100-PL-CAL-0002_Pipeline Road Crossing Calculation Report_Rev 1
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PROJECT:
DOC NO:
INPUT DATA
Pipe and Operational Characteristics
Pipeline Design Code ASME B31.4
Outside Diameter D = 508 mm
Wall Thickness (minus corrosion allowance for carrier pipe) t w = 28.3 mm (If other material, fill following)
Design Internal Pressure p = 331.00 barg Grade
Steel Grade API 5L L415/X60 SMYS = MPa
Pipe Manufacture SMLS S FG = kPa
Design Factor F = 0.72 S FL = kPa
Design Factor for Total Longitudinal Stress F L = 0.90 (If required by Pipeline Design Basis)
Design Factor for Allowable Effective Stress F e = 0.90 Based on Table 403.3.1-1 of ASME B31.4
Installation Temperature T 1 = 17 °C
Maximum Operating Temperature T 2 = 60 °C
Design Temperature T des = 93 °C
Longitudinal Joint Factor E = 1.00
Temperature Derating Factor T =
Pipe material properties
Modulus of Elasticity of Steel E s = 207000000.0 kPa
Poisson Ratio v s = 0.30
Co-efficient of Thermal Expansion α t = 0.0000117 mm/mm/°C
Installation and Site Conditions
Type of Crossing Uncased
Construction Method for Crossing Trenched
Crossing Road
Pipeline Cover under crossing H = 1200 mmSoil Type Description B =
Description of soil (Modulus of Soil Reaction) E' =
Description of soil (Resilient Modulus of Soil) E r =
Unit Weight of Soil γ = 19 kN/m3
Modulus of Soil Reaction E' = MPa
Resilient Modulus of Soil E r = MPa
Type of Longitudinal Weld SMLS & ERW
Axle Configuration Tandem Based on Table-1 of API RP 1102
Pavement Type No Pavement
Design Wheel Load Pt = 112 kN Based on clause 6.4 of 015-IH-1002
Contact Area of Wheel Load A p = 0.093 m2 Based on clause 4.7.2.2 of API RP1102
.
SUMMARY OF RESULTS
Stress Results
Unit % SMYS Check Limit
kPa 71.6% OK 72.0%
kPa 75.6% OK 90.0%
Fatigue Results
Unit % SMYS Check Limit
kPa 2.8% OK 72%
kPa 2.4% OK 72%
Cyclic Longitudinal Stress 11,588
Cyclic Circumferential Stress 9,945
Overall Road Crossing Stress Check DESIGN IS SAFE
Circumferential Stress SHi(Barlow) 297,081
Total Effective Stress (Seff ) 313,752
Variable Value
(Based on Survey Report/Design Data)
(Enter values other than Appendix A or
LEAVE BLANK )
Variable Value
Stiff to very stiff clays and silts;loose to medium dense sands
and gravels
(Enter values if available from Design
Basis or LEAVE BLANK )
Dense to very dense sands and gravels; medium to very stiff
clays and silts
Stiff to very stiff clays and Silts; medium dense and gravels
Road Crossing Calculations for 20" Injection Water Pipeline (Uncased and with No Pavement)
14050642-100-PL-CAL-0002, APPENDIX-1
EFFLUENT WATER TREATMENT AND INJECTION PLANT (NK)
ACCORDING TO API RP 1102
CASED/UNCASED PIPELINE ROAD CROSSING CALCULATIONS
Page 1 of 52
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PROJECT:
DOC NO: 14050642-100-PL-CAL-0002, APPENDIX-1
EFFLUENT WATER TREATMENT AND INJECTION PLANT (NK)
ACCORDING TO API RP 1102
CASED/UNCASED PIPELINE ROAD CROSSING CALCULATIONS
DETAILED CALCULATIONSBored Diameter B d = 508 mm Soil Type = B
Modulus of Soil Reaction (as per table A-1) E' = 6.90 MPa t w /D = 0.056
Resilient Modulus of Soil (as per Table A-2) E r = 69.00 MPa H/B d = 2.36
Pavement Type Factor (as per Table 2) R = 1.10 B d /D = 1.00
Axle Configuration Factor (as per Table 2) L = 1.00
Fatigue Endurance Limit - Girth (as per Table 3) S FG = 82,737.08 kPa
Fatigue Endurance Limit - Long. (as per Table 3) S FL = 158,579.41 kPa
Specified Min. Yield Strength SMYS = 415.00 Mpa
Temperature Derating Factor T = Not Applicable
Check Allowable Barlow Stress (as per clause 4.8.1.1)
[SHi (Barlow)= pD/2tw] ≤ F x E x SMYSSHi (Barlow) = 297,081 kPa
F x E x SMYS = 298,800 kPa Check : OK
Circumferential Stress due to Earth Load SHe (as per clause 4.7.2.1)
K He = 380.00 (from Fig. 3, for tw/D=0.056 & E'=6.9 MPa)
Burial factor for earth load B e = 0.680 (from Fig. 4, for H/Bd=2.4 & Soil Type=B)
Excavation factor for earth load E e = 0.831
SHe = KHeBeEeγD SHe = 2072.58 kPa
Impact Factor, Fi, and Applied Design Surface Pressure, w (as per clause 4.7.2.2.1)
Applied design surface pressure, w = Pt/Ap w = 1,204.3 kPa
Cyclic Stresses, ΔSHh and ΔSLh (as per clause 4.7.2.2.4)
Cyclic circumferential stress, ΔSHh (as per Clause 4.7.2.2.4.1)
Impact Factor F i = 1.500 (from Fig. 7, for H = 1200 mm)
Highway stiffness factor for cyclic circumferential stress K Hh = 4.390 (from Fig. 14, for tw/D=0.056 & Er=69 MPa)
Highway geometry factor for cyclic circumferential stress G Hh = 1.140 (from Fig. 15, for D = 508 & H =1200 mm)
ΔSHh = KHhGHh RLFi w ΔSHh = 9,945 kPa
Cyclic Longitudinal Stress, ΔSLh (as per clause 4.7.2.2.4.2)
Highway stiffness factor for cyclic longitudinal stress K Lh = 5.450 (from Fig. 16, for tw/D=0.056 & Er=69 MPa)
Highway geometry factor for cyclic longitudinal stress G Lh = 1.070 (from Fig. 17, for D = 508 & H =1200 mm)
ΔSLh = KLhGLh RLFi w ΔSLh = 11,588 kPa
Circumferential stress due to internal Pressurisation, Shi (as per clause 4.7.3)
SHi= p(D-tw)/2tw SHi = 280,531 kPa
Principle Stresses, S1, S2, S3 (as per clause 4.8.1.2)
S1 = SHe + ΔSHh + SHi S1 = 292,548 kPa
S2 = ΔSLh - E SαT (T2 - T1 ) + vs (SHe + SHi) S2 = -7,773 kPa
S3= -p = -MAOP or -MOP S3 = -33,100 kPa
Effective Stress, Seff (as per clause 4.8.1.3)
Seff = √1/2[(S1-S2)2+ (S2-S3)
2 + (S 3-S1)
2] Seff = 313,752 kPa
Check for allowable effective stress:
Seff ≤ SMYS x Fe SMYS x Fe = 373,500 kPa Check : OK
Check for Fatigue
Girth Weld fatigue as per clause 4.8.2.1, ΔSLh ≤ SFG x F SFG x F = 59,571 kPa Check : OK
Longitudinal Weld Fatigue
As per clause 4.8.2.1 Table 3, ΔSHh ≤ SFL x F SFL x F = 114,177 kPa Check : OK
Stiffness factor for circumferential stress from earth load
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PROJECT:
DOC NO:
INPUT DATA
Pipe and Operational Characteristics
Pipeline Design Code ASME B31.4
Outside Diameter D = 355.6 mm
Wall Thickness (minus corrosion allowance for carrier pipe) t w = 20.62 mm (If other material, fill following)
Design Internal Pressure p = 331.00 barg Grade
Steel Grade API 5L L415/X60 SMYS = MPa
Pipe Manufacture SMLS S FG = kPa
Design Factor F = 0.72 S FL = kPa
Design Factor for Total Longitudinal Stress F L = 0.90 (If required by Pipeline Design Basis)
Design Factor for Allowable Effective Stress F e = 0.90 Based on Table 403.3.1-1 of ASME B31.4
Installation Temperature T 1 = 17 °C
Maximum Operating Temperature T 2 = 60 °C
Design Temperature T des = 93 °C
Longitudinal Joint Factor E = 1.00
Temperature Derating Factor T =
Pipe material properties
Modulus of Elasticity of Steel E s = 207000000.0 kPa
Poisson Ratio v s = 0.30
Co-efficient of Thermal Expansion α t = 0.0000117 mm/mm/°C
Installation and Site Conditions
Type of Crossing Uncased
Construction Method for Crossing Trenched
Crossing Road
Pipeline Cover under crossing H = 1200 mmSoil Type Description B =
Description of soil (Modulus of Soil Reaction) E' =
Description of soil (Resilient Modulus of Soil) E r =
Unit Weight of Soil γ = 19 kN/m3
Modulus of Soil Reaction E' = MPa
Resilient Modulus of Soil E r = MPa
Type of Longitudinal Weld SMLS & ERW
Axle Configuration Tandem Based on Table-1 of API RP 1102
Pavement Type No Pavement
Design Wheel Load Pt = 112 kN Based on clause 6.4 of 015-IH-1002
Contact Area of Wheel Load A p = 0.093 m2 Based on clause 4.7.2.2 of API RP1102
SUMMARY OF RESULTS
Stress Results
Unit % SMYS Check Limit
kPa 68.8% OK 72.0%
kPa 73.0% OK 90.0%
Fatigue Results
Unit % SMYS Check Limit
kPa 2.9% OK 72%
kPa 2.4% OK 72%
CASED/UNCASED PIPELINE ROAD CROSSING CALCULATIONS
ACCORDING TO API RP 1102
EFFLUENT WATER TREATMENT AND INJECTION PLANT (NK)
Road Crossing Calculations for 14" Injection Water Pipeline (Uncased and with No Pavement)
14050642-100-PL-CAL-0002, APPENDIX-2
Stiff to very stiff clays and silts;loose to medium dense sands
and gravels
(Enter values if available from Design
Basis or LEAVE BLANK )
Dense to very dense sands and gravels; medium to very stiff
clays and silts
Stiff to very stiff clays and Silts; medium dense and gravels
(Based on Survey Report/Design Data)
(Enter values other than Appendix A or
LEAVE BLANK )
Variable Value
Circumferential Stress SHi(Barlow) 285,411
Total Effective Stress (Seff ) 302,970
Variable Value
Cyclic Longitudinal Stress 11,946
Cyclic Circumferential Stress 9,818
Overall Road Crossing Stress Check DESIGN IS SAFE
Page 3 of 52
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PROJECT:
DOC NO:
CASED/UNCASED PIPELINE ROAD CROSSING CALCULATIONS
ACCORDING TO API RP 1102
EFFLUENT WATER TREATMENT AND INJECTION PLANT (NK)
14050642-100-PL-CAL-0002, APPENDIX-2
DETAILED CALCULATIONS
Bored Diameter B d = 355.6 mm Soil Type = B
Modulus of Soil Reaction (as per table A-1) E' = 6.90 MPa t w /D = 0.058
Resilient Modulus of Soil (as per Table A-2) E r = 69.00 MPa H/B d = 3.37
Pavement Type Factor (as per Table 2) R = 1.10 B d /D = 1.00
Axle Configuration Factor (as per Table 2) L = 1.00
Fatigue Endurance Limit - Girth (as per Table 3) S FG = 82,737.08 kPa
Fatigue Endurance Limit - Long. (as per Table 3) S FL = 158,579.41 kPa
Specified Min. Yield Strength SMYS = 415.00 Mpa
Temperature Derating Factor T = Not Applicable
Check Allowable Barlow Stress (as per clause 4.8.1.1)
[SHi (Barlow)= pD/2tw] ≤ F x E x SMYSSHi (Barlow) = 285,411 kPa
F x E x SMYS = 298,800 kPa Check : OK
Circumferential Stress due to Earth Load SHe (as per clause 4.7.2.1)
K He = 350.00 (from Fig. 3, for tw/D=0.058 & E'=6.9 MPa)
Burial factor for earth load B e = 0.820 (from Fig. 4, for H/Bd=3.4 & Soil Type=B)
Excavation factor for earth load E e = 0.831
SHe = KHeBeEeγD SHe = 1611.38 kPa
Impact Factor, Fi, and Applied Design Surface Pressure, w (as per clause 4.7.2.2.1)
Applied design surface pressure, w = Pt/Ap w = 1,204.3 kPa
Cyclic Stresses, ΔSHh and ΔSLh (as per clause 4.7.2.2.4)
Cyclic circumferential stress, ΔSHh (as per Clause 4.7.2.2.4.1)
Impact Factor F i = 1.500 (from Fig. 7, for H = 1200 mm)
Highway stiffness factor for cyclic circumferential stress K Hh = 4.050 (from Fig. 14, for tw/D=0.058 & Er=69 MPa)
Highway geometry factor for cyclic circumferential stress G Hh = 1.220 (from Fig. 15, for D = 355.6 & H =1200 mm)
ΔSHh = KHhGHh RLFi w ΔSHh = 9,818 kPa
Cyclic Longitudinal Stress, ΔSLh (as per clause 4.7.2.2.4.2)
Highway stiffness factor for cyclic longitudinal stress K Lh = 5.320 (from Fig. 16, for tw/D=0.058 & Er=69 MPa)
Highway geometry factor for cyclic longitudinal stress G Lh = 1.130 (from Fig. 17, for D = 355.6 & H =1200 mm)
ΔSLh = KLhGLhRLFi w ΔSLh = 11,946 kPa
Circumferential stress due to internal Pressurisation, Shi (as per clause 4.7.3)
SHi= p(D-tw)/2tw SHi = 268,861 kPa
Principle Stresses, S1, S2, S3 (as per clause 4.8.1.2)
S1 = SHe + ΔSHh + SHi S1 = 280,291 kPa
S2 = ΔSLh - E SαT (T2 - T1 ) + vs (SHe + SHi) S2 = -11,054 kPa
S3= -p = -MAOP or -MOP S3 = -33,100 kPa
Effective Stress, Seff (as per clause 4.8.1.3)
Seff = √1/2[(S1-S2)2+ (S2-S3)
2 + (S 3-S1)
2] Seff = 302,970 kPa
Check for allowable effective stress:
Seff ≤ SMYS x Fe SMYS x Fe = 373,500 kPa Check : OK
Check for Fatigue
Girth Weld fatigue as per clause 4.8.2.1, ΔSLh ≤ SFG x F SFG x F = 59,571 kPa Check : OK
Longitudinal Weld Fatigue
As per clause 4.8.2.1 Table 3, ΔSHh ≤ SFL x F SFL x F = 114,177 kPa Check : OK
Stiffness factor for circumferential stress from earth load
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PROJECT:
DOC NO:
INPUT DATA
Pipe and Operational Characteristics
Pipeline Design Code ASME B31.4
Outside Diameter D = 323.9 mm
Wall Thickness (minus corrosion allowance for carrier pipe) t w = 19.05 mm (If other material, fill following)
Design Internal Pressure p = 331.00 barg Grade
Steel Grade API 5L L415/X60 SMYS = MPa
Pipe Manufacture SMLS S FG = kPa
Design Factor F = 0.72 S FL = kPa
Design Factor for Total Longitudinal Stress F L = 0.90 (If required by Pipeline Design Basis)
Design Factor for Allowable Effective Stress F e = 0.90 Based on Table 403.3.1-1 of ASME B31.4
Installation Temperature T 1 = 17 °C
Maximum Operating Temperature T 2 = 60 °C
Design Temperature T des = 93 °C
Longitudinal Joint Factor E = 1.00
Temperature Derating Factor T =
Pipe material properties
Modulus of Elasticity of Steel E s = 207000000.0 kPa
Poisson Ratio v s = 0.30
Co-efficient of Thermal Expansion α t = 0.0000117 mm/mm/°C
Installation and Site Conditions
Type of Crossing Uncased
Construction Method for Crossing Trenched
Crossing Road
Pipeline Cover under crossing H = 1200 mmSoil Type Description B =
Description of soil (Modulus of Soil Reaction) E' =
Description of soil (Resilient Modulus of Soil) E r =
Unit Weight of Soil γ = 19 kN/m3
Modulus of Soil Reaction E' = MPa
Resilient Modulus of Soil E r = MPa
Type of Longitudinal Weld SMLS & ERW
Axle Configuration Single Based on Table-1 of API RP 1102
Pavement Type No Pavement
Design Wheel Load Ps = 112 kN Based on clause 6.4 of 015-IH-1002
Contact Area of Wheel Load A p = 0.093 m2 Based on clause 4.7.2.2 of API RP1102
SUMMARY OF RESULTS
Stress Results
Unit % SMYS Check Limit
kPa 67.8% OK 72.0%
kPa 71.7% OK 90.0%
Fatigue Results
Unit % SMYS Check Limit
kPa 1.9% OK 72%
kPa 1.5% OK 72%
CASED/UNCASED PIPELINE ROAD CROSSING CALCULATIONS
ACCORDING TO API RP 1102
EFFLUENT WATER TREATMENT AND INJECTION PLANT (NK)
Road Crossing Calculations for 12" Injection Water Pipeline (Uncased and with No Pavement)
14050642-100-PL-CAL-0002, APPENDIX-3
Stiff to very stiff clays and silts;loose to medium dense sands
and gravels
(Enter values if available from Design
Basis or LEAVE BLANK )
Dense to very dense sands and gravels; medium to very stiff
clays and silts
Stiff to very stiff clays and Silts; medium dense and gravels
(Based on Survey Report/Design Data)
(Enter values other than Appendix A or
LEAVE BLANK )
Variable Value
Circumferential Stress SHi(Barlow) 281,393
Total Effective Stress (Seff ) 297,630
Variable Value
Cyclic Longitudinal Stress 7,783
Cyclic Circumferential Stress 6,329
Overall Road Crossing Stress Check DESIGN IS SAFE
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PROJECT:
DOC NO:
CASED/UNCASED PIPELINE ROAD CROSSING CALCULATIONS
ACCORDING TO API RP 1102
EFFLUENT WATER TREATMENT AND INJECTION PLANT (NK)
14050642-100-PL-CAL-0002, APPENDIX-3
DETAILED CALCULATIONSBored Diameter B d = 323.9 mm Soil Type = B
Modulus of Soil Reaction (as per table A-1) E' = 6.90 MPa t w /D = 0.059
Resilient Modulus of Soil (as per Table A-2) E r = 69.00 MPa H/B d = 3.70
Pavement Type Factor (as per Table 2) R = 1.10 B d /D = 1.00
Axle Configuration Factor (as per Table 2) L = 0.65
Fatigue Endurance Limit - Girth (as per Table 3) S FG = 82,737.08 kPa
Fatigue Endurance Limit - Long. (as per Table 3) S FL = 158,579.41 kPa
Specified Min. Yield Strength SMYS = 415.00 Mpa
Temperature Derating Factor T = Not Applicable
Check Allowable Barlow Stress (as per clause 4.8.1.1)
[SHi (Barlow)= pD/2tw] ≤ F x E x SMYSSHi (Barlow) = 281,393 kPa
F x E x SMYS = 298,800 kPa Check : OK
Circumferential Stress due to Earth Load SHe (as per clause 4.7.2.1)
K He = 300.00 (from Fig. 3, for tw/D=0.059 & E'=6.9 MPa)
Burial factor for earth load B e = 0.850 (from Fig. 4, for H/Bd=3.7 & Soil Type=B)
Excavation factor for earth load E e = 0.831
SHe = KHeBeEeγD SHe = 1304.08 kPa
Impact Factor, Fi, and Applied Design Surface Pressure, w (as per clause 4.7.2.2.1)
Applied design surface pressure, w = Ps/Ap w = 1,204.3 kPa
Cyclic Stresses, ΔSHh and ΔSLh (as per clause 4.7.2.2.4)
Cyclic circumferential stress, ΔSHh (as per Clause 4.7.2.2.4.1)
Impact Factor F i = 1.500 (from Fig. 7, for H = 1200 mm)
Highway stiffness factor for cyclic circumferential stress K Hh = 3.920 (from Fig. 14, for tw/D=0.059 & Er=69 MPa)
Highway geometry factor for cyclic circumferential stress G Hh = 1.250 (from Fig. 15, for D = 323.9 & H =1200 mm)
ΔSHh = KHhGHh RLFi w ΔSHh = 6,329 kPa
Cyclic Longitudinal Stress, ΔSLh (as per clause 4.7.2.2.4.2)
Highway stiffness factor for cyclic longitudinal stress K Lh = 5.240 (from Fig. 16, for tw/D=0.059 & Er=69 MPa)
Highway geometry factor for cyclic longitudinal stress G Lh = 1.150 (from Fig. 17, for D = 323.9 & H =1200 mm)
ΔSLh = KLhGLh RLFi w ΔSLh = 7,783 kPa
Circumferential stress due to internal Pressurisation, Shi (as per clause 4.7.3)
SHi= p(D-tw)/2tw SHi = 264,843 kPa
Principle Stresses, S1, S2, S3 (as per clause 4.8.1.2)
S1 = SHe + ΔSHh + SHi S1 = 272,476 kPa
S2 = ΔSLh - E SαT (T2 - T1 ) + vs (SHe + SHi) S2 = -16,514 kPa
S3= -p = -MAOP or -MOP S3 = -33,100 kPa
Effective Stress, Seff (as per clause 4.8.1.3)
Seff = √1/2[(S1-S2)2+ (S2-S3)
2 + (S 3-S1)
2] Seff = 297,630 kPa
Check for allowable effective stress:
Seff ≤ SMYS x Fe SMYS x Fe = 373,500 kPa Check : OK
Check for Fatigue
Girth Weld fatigue as per clause 4.8.2.1, ΔSLh ≤ SFG x F SFG x F = 59,571 kPa Check : OK
Longitudinal Weld Fatigue
As per clause 4.8.2.1 Table 3, ΔSHh ≤ SFL x F SFL x F = 114,177 kPa Check : OK
Stiffness factor for circumferential stress from earth load
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PROJECT:
DOC NO:
INPUT DATA
Pipe and Operational Characteristics
Pipeline Design Code ASME B31.4
Outside Diameter D = 273.1 mm
Wall Thickness (minus corrosion allowance for carrier pipe) t w = 15.88 mm (If other material, fill following)
Design Internal Pressure p = 331.00 barg Grade
Steel Grade API 5L L415/X60 SMYS = MPa
Pipe Manufacture SMLS S FG = kPa
Design Factor F = 0.72 S FL = kPa
Design Factor for Total Longitudinal Stress F L = 0.90 (If required by Pipeline Design Basis)
Design Factor for Allowable Effective Stress F e = 0.90 Based on Table 403.3.1-1 of ASME B31.4
Installation Temperature T 1 = 17 °C
Maximum Operating Temperature T 2 = 60 °C
Design Temperature T des = 93 °C
Longitudinal Joint Factor E = 1.00
Temperature Derating Factor T =
Pipe material properties
Modulus of Elasticity of Steel E s = 207000000.0 kPa
Poisson Ratio v s = 0.30
Co-efficient of Thermal Expansion α t = 0.0000117 mm/mm/°C
Installation and Site Conditions
Type of Crossing Uncased
Construction Method for Crossing Trenched
Crossing Road
Pipeline Cover under crossing H = 1200 mmSoil Type Description B =
Description of soil (Modulus of Soil Reaction) E' =
Description of soil (Resilient Modulus of Soil) E r =
Unit Weight of Soil γ = 19 kN/m3
Modulus of Soil Reaction E' = MPa
Resilient Modulus of Soil E r = MPa
Type of Longitudinal Weld SMLS & ERW
Axle Configuration Single Based on Table-1 of API RP 1102
Pavement Type No Pavement
Design Wheel Load Ps = 112 kN Based on clause 6.4 of 015-IH-1002
Contact Area of Wheel Load A p = 0.093 m2 Based on clause 4.7.2.2 of API RP1102
SUMMARY OF RESULTS
Stress Results
Unit % SMYS Check Limit
kPa 68.6% OK 72.0%
kPa 72.5% OK 90.0%
Fatigue Results
Unit % SMYS Check Limit
kPa 2.0% OK 72%
kPa 1.7% OK 72%
CASED/UNCASED PIPELINE ROAD CROSSING CALCULATIONS
ACCORDING TO API RP 1102
EFFLUENT WATER TREATMENT AND INJECTION PLANT (NK)
Road Crossing Calculations for 10" Injection Water Pipeline (Uncased and with No Pavement)
14050642-100-PL-CAL-0002, APPENDIX-4
Stiff to very stiff clays and silts;loose to medium dense sands
and gravels
(Enter values if available from Design
Basis or LEAVE BLANK )
Dense to very dense sands and gravels; medium to very stiff
clays and silts
Stiff to very stiff clays and Silts; medium dense and gravels
(Based on Survey Report/Design Data)
(Enter values other than Appendix A or
LEAVE BLANK )
Variable Value
Circumferential Stress SHi(Barlow) 284,622
Total Effective Stress (Seff ) 300,786
Variable Value
Cyclic Longitudinal Stress 8,246
Cyclic Circumferential Stress 6,853
Overall Road Crossing Stress Check DESIGN IS SAFE
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PROJECT:
DOC NO:
CASED/UNCASED PIPELINE ROAD CROSSING CALCULATIONS
ACCORDING TO API RP 1102
EFFLUENT WATER TREATMENT AND INJECTION PLANT (NK)
14050642-100-PL-CAL-0002, APPENDIX-4
DETAILED CALCULATIONSBored Diameter B d = 273.1 mm Soil Type = B
Modulus of Soil Reaction (as per table A-1) E' = 6.90 MPa t w /D = 0.058
Resilient Modulus of Soil (as per Table A-2) E r = 69.00 MPa H/B d = 4.39
Pavement Type Factor (as per Table 2) R = 1.10 B d /D = 1.00
Axle Configuration Factor (as per Table 2) L = 0.65
Fatigue Endurance Limit - Girth (as per Table 3) S FG = 82,737.08 kPa
Fatigue Endurance Limit - Long. (as per Table 3) S FL = 158,579.41 kPa
Specified Min. Yield Strength SMYS = 415.00 Mpa
Temperature Derating Factor T = Not Applicable
Check Allowable Barlow Stress (as per clause 4.8.1.1)
[SHi (Barlow)= pD/2tw] ≤ F x E x SMYSSHi (Barlow) = 284,622 kPa
F x E x SMYS = 298,800 kPa Check : OK
Circumferential Stress due to Earth Load SHe (as per clause 4.7.2.1)
K He = 350.00 (from Fig. 3, for tw/D=0.059 & E'=6.9 MPa)
Burial factor for earth load B e = 0.910 (from Fig. 4, for H/Bd=4.4 & Soil Type=B)
Excavation factor for earth load E e = 0.831
SHe = KHeBeEeγD SHe = 1373.36 kPa
Impact Factor, Fi, and Applied Design Surface Pressure, w (as per clause 4.7.2.2.1)
Applied design surface pressure, w = Ps/Ap w = 1,204.3 kPa
Cyclic Stresses, ΔSHh and ΔSLh (as per clause 4.7.2.2.4)
Cyclic circumferential stress, ΔSHh (as per Clause 4.7.2.2.4.1)
Impact Factor F i = 1.500 (from Fig. 7, for H = 1200 mm)
Highway stiffness factor for cyclic circumferential stress K Hh = 4.050 (from Fig. 14, for tw/D=0.058 & Er=69 MPa)
Highway geometry factor for cyclic circumferential stress G Hh = 1.310 (from Fig. 15, for D = 273.1 & H =1200 mm)
ΔSHh = KHhGHh RLFi w ΔSHh = 6,853 kPa
Cyclic Longitudinal Stress, ΔSLh (as per clause 4.7.2.2.4.2)
Highway stiffness factor for cyclic longitudinal stress K Lh = 5.320 (from Fig. 16, for tw/D=0.058 & Er=69 MPa)
Highway geometry factor for cyclic longitudinal stress G Lh = 1.200 (from Fig. 17, for D = 273.1 & H =1200 mm)
ΔSLh = KLhGLh RLFi w ΔSLh = 8,246 kPa
Circumferential stress due to internal Pressurisation, Shi (as per clause 4.7.3)
SHi= p(D-tw)/2tw SHi = 268,072 kPa
Principle Stresses, S1, S2, S3 (as per clause 4.8.1.2)
S1 = SHe + ΔSHh + SHi S1 = 276,298 kPa
S2 = ΔSLh - E SαT (T2 - T1 ) + vs (SHe + SHi) S2 = -15,062 kPa
S3= -p = -MAOP or -MOP S3 = -33,100 kPa
Effective Stress, Seff (as per clause 4.8.1.3)
Seff = √1/2[(S1-S2)2+ (S2-S3)
2 + (S 3-S1)
2] Seff = 300,786 kPa
Check for allowable effective stress:
Seff ≤ SMYS x Fe SMYS x Fe = 373,500 kPa Check : OK
Check for Fatigue
Girth Weld fatigue as per clause 4.8.2.1, ΔSLh ≤ SFG x F SFG x F = 59,571 kPa Check : OK
Longitudinal Weld Fatigue
As per clause 4.8.2.1 Table 3, ΔSHh ≤ SFL x F SFL x F = 114,177 kPa Check : OK
Stiffness factor for circumferential stress from earth load
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PROJECT:
DOC NO:
INPUT DATA
Pipe and Operational Characteristics
Pipeline Design Code ASME B31.4
Outside Diameter D = 219.1 mm
Wall Thickness (minus corrosion allowance for carrier pipe) t w = 12.3 mm (If other material, fill following)
Design Internal Pressure p = 331.00 barg Grade
Steel Grade API 5L L415/X60 SMYS = MPa
Pipe Manufacture SMLS S FG = kPa
Design Factor F = 0.72 S FL = kPa
Design Factor for Total Longitudinal Stress F L = 0.90 (If required by Pipeline Design Basis)
Design Factor for Allowable Effective Stress F e = 0.90 Based on Table 403.3.1-1 of ASME B31.4
Installation Temperature T 1 = 17 °C
Maximum Operating Temperature T 2 = 60 °C
Design Temperature T des = 93 °C
Longitudinal Joint Factor E = 1.00
Temperature Derating Factor T =
Pipe material properties
Modulus of Elasticity of Steel E s = 207000000.0 kPa
Poisson Ratio v s = 0.30
Co-efficient of Thermal Expansion α t = 0.0000117 mm/mm/°C
Installation and Site Conditions
Type of Crossing Uncased
Construction Method for Crossing Trenched
Crossing Road
Pipeline Cover under crossing H = 1200 mmSoil Type Description B =
Description of soil (Modulus of Soil Reaction) E' =
Description of soil (Resilient Modulus of Soil) E r =
Unit Weight of Soil γ = 19 kN/m3
Modulus of Soil Reaction E' = MPa
Resilient Modulus of Soil E r = MPa
Type of Longitudinal Weld SMLS & ERW
Axle Configuration Single Based on Table-1 of API RP 1102
Pavement Type No Pavement
Design Wheel Load Ps = 112 kN Based on clause 6.4 of 015-IH-1002
Contact Area of Wheel Load A p = 0.093 m2 Based on clause 4.7.2.2 of API RP1102
SUMMARY OF RESULTS
Stress Results
Unit % SMYS Check Limit
kPa 71.0% OK 72.0%
kPa 74.7% OK 90.0%
Fatigue Results
Unit % SMYS Check Limit
kPa 2.2% OK 72%
kPa 1.9% OK 72%
CASED/UNCASED PIPELINE ROAD CROSSING CALCULATIONS
ACCORDING TO API RP 1102
EFFLUENT WATER TREATMENT AND INJECTION PLANT (NK)
Road Crossing Calculations for 8" Injection Water Pipeline (Uncased and with No Pavement)
14050642-100-PL-CAL-0002, APPENDIX-5
Stiff to very stiff clays and silts;loose to medium dense sands
and gravels
(Enter values if available from Design
Basis or LEAVE BLANK )
Dense to very dense sands and gravels; medium to very stiff
clays and silts
Stiff to very stiff clays and Silts; medium dense and gravels
(Based on Survey Report/Design Data)
(Enter values other than Appendix A or
LEAVE BLANK )
Variable Value
Circumferential Stress SHi(Barlow) 294,805
Total Effective Stress (Seff ) 310,140
Variable Value
Cyclic Longitudinal Stress 9,151
Cyclic Circumferential Stress 7,882
Overall Road Crossing Stress Check DESIGN IS SAFE
Page 9 of 52
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PROJECT:
DOC NO:
CASED/UNCASED PIPELINE ROAD CROSSING CALCULATIONS
ACCORDING TO API RP 1102
EFFLUENT WATER TREATMENT AND INJECTION PLANT (NK)
14050642-100-PL-CAL-0002, APPENDIX-5
DETAILED CALCULATIONSBored Diameter B d = 219.1 mm Soil Type = B
Modulus of Soil Reaction (as per table A-1) E' = 6.90 MPa t w /D = 0.056
Resilient Modulus of Soil (as per Table A-2) E r = 69.00 MPa H/B d = 5.48
Pavement Type Factor (as per Table 2) R = 1.10 B d /D = 1.00
Axle Configuration Factor (as per Table 2) L = 0.65
Fatigue Endurance Limit - Girth (as per Table 3) S FG = 82,737.08 kPa
Fatigue Endurance Limit - Long. (as per Table 3) S FL = 158,579.41 kPa
Specified Min. Yield Strength SMYS = 415.00 Mpa
Temperature Derating Factor T = Not Applicable
Check Allowable Barlow Stress (as per clause 4.8.1.1)
[SHi (Barlow)= pD/2tw] ≤ F x E x SMYSSHi (Barlow) = 294,805 kPa
F x E x SMYS = 298,800 kPa Check : OK
Circumferential Stress due to Earth Load SHe (as per clause 4.7.2.1)
K He = 380.00 (from Fig. 3, for tw/D=0.057 & E'=6.9 MPa)
Burial factor for earth load B e = 0.995 (from Fig. 4, for H/Bd=5.5 & Soil Type=B)
Excavation factor for earth load E e = 0.831
SHe = KHeBeEeγD SHe = 1307.99 kPa
Impact Factor, Fi, and Applied Design Surface Pressure, w (as per clause 4.7.2.2.1)
Applied design surface pressure, w = Ps/Ap w = 1,204.3 kPa
Cyclic Stresses, ΔSHh and ΔSLh (as per clause 4.7.2.2.4)
Cyclic circumferential stress, ΔSHh (as per Clause 4.7.2.2.4.1)
Impact Factor F i = 1.500 (from Fig. 7, for H = 1200 mm)
Highway stiffness factor for cyclic circumferential stress K Hh = 4.390 (from Fig. 14, for tw/D=0.056 & Er=69 MPa)
Highway geometry factor for cyclic circumferential s tress G Hh = 1.390 (from Fig. 15, for D = 219.1 & H =1200 mm)
ΔSHh = KHhGHh RLFi w ΔSHh = 7,882 kPa
Cyclic Longitudinal Stress, ΔSLh (as per clause 4.7.2.2.4.2)
Highway stiffness factor for cyclic longitudinal stress K Lh = 5.450 (from Fig. 16, for tw/D=0.056 & Er=69 MPa)
Highway geometry factor for cyclic longitudinal stress G Lh = 1.300 (from Fig. 17, for D = 219.1 & H =1200 mm)
ΔSLh = KLhGLh RLFi w ΔSLh = 9,151 kPa
Circumferential stress due to internal Pressurisation, Shi (as per clause 4.7.3)
SHi= p(D-tw)/2tw SHi = 278,255 kPa
Principle Stresses, S1, S2, S3 (as per clause 4.8.1.2)
S1 = SHe + ΔSHh + SHi S1 = 287,445 kPa
S2 = ΔSLh - E SαT (T2 - T1 ) + vs (SHe + SHi) S2 = -11,122 kPa
S3= -p = -MAOP or -MOP S3 = -33,100 kPa
Effective Stress, Seff (as per clause 4.8.1.3)
Seff = √1/2[(S1-S2)2+ (S2-S3)
2 + (S 3-S1)
2] Seff = 310,140 kPa
Check for allowable effective stress:
Seff ≤ SMYS x Fe SMYS x Fe = 373,500 kPa Check : OK
Check for Fatigue
Girth Weld fatigue as per clause 4.8.2.1, ΔSLh ≤ SFG x F SFG x F = 59,571 kPa Check : OK
Longitudinal Weld Fatigue
As per clause 4.8.2.1 Table 3, ΔSHh ≤ SFL x F SFL x F = 114,177 kPa Check : OK
Stiffness factor for circumferential stress from earth load
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PROJECT:
DOC NO:
INPUT DATA
Pipe and Operational Characteristics
Pipeline Design Code ASME B31.4
Outside Diameter D = 168.3 mm
Wall Thickness (minus corrosion allowance for carrier pipe) t w = 9.53 mm (If other material, fill following)
Design Internal Pressure p = 331.00 barg Grade
Steel Grade API 5L L415/X60 SMYS = MPa
Pipe Manufacture SMLS S FG = kPa
Design Factor F = 0.72 S FL = kPa
Design Factor for Total Longitudinal Stress F L = 0.90 (If required by Pipeline Design Basis)
Design Factor for Allowable Effective Stress F e = 0.90 Based on Table 403.3.1-1 of ASME B31.4
Installation Temperature T 1 = 17 °C
Maximum Operating Temperature T 2 = 60 °C
Design Temperature T des = 93 °C
Longitudinal Joint Factor E = 1.00
Temperature Derating Factor T =
Pipe material properties
Modulus of Elasticity of Steel E s = 207000000.0 kPa
Poisson Ratio v s = 0.30
Co-efficient of Thermal Expansion α t = 0.0000117 mm/mm/°C
Installation and Site Conditions
Type of Crossing Uncased
Construction Method for Crossing Trenched
Crossing Road
Pipeline Cover under crossing H = 1200 mmSoil Type Description B =
Description of soil (Modulus of Soil Reaction) E' =
Description of soil (Resilient Modulus of Soil) E r =
Unit Weight of Soil γ = 19 kN/m3
Modulus of Soil Reaction E' = MPa
Resilient Modulus of Soil E r = MPa
Type of Longitudinal Weld SMLS & ERW
Axle Configuration Single Based on Table-1 of API RP 1102
Pavement Type No Pavement
Design Wheel Load Ps = 112 kN Based on clause 6.4 of 015-IH-1002
Contact Area of Wheel Load A p = 0.093 m2 Based on clause 4.7.2.2 of API RP1102
SUMMARY OF RESULTS
Stress Results
Unit % SMYS Check Limit
kPa 70.4% OK 72.0%
kPa 74.0% OK 90.0%
Fatigue Results
Unit % SMYS Check Limit
kPa 2.6% OK 72%
kPa 1.9% OK 72%
CASED/UNCASED PIPELINE ROAD CROSSING CALCULATIONS
ACCORDING TO API RP 1102
EFFLUENT WATER TREATMENT AND INJECTION PLANT (NK)
Road Crossing Calculations for 6" Injection Water Pipeline (Uncased and with No Pavement)
14050642-100-PL-CAL-0002, APPENDIX-6
Stiff to very stiff clays and silts;loose to medium dense sands
and gravels
(Enter values if available from Design
Basis or LEAVE BLANK )
Dense to very dense sands and gravels; medium to very stiff
clays and silts
Stiff to very stiff clays and Silts; medium dense and gravels
(Based on Survey Report/Design Data)
(Enter values other than Appendix A or
LEAVE BLANK )
Variable Value
Circumferential Stress SHi(Barlow) 292,273
Total Effective Stress (Seff ) 307,119
Variable Value
Cyclic Longitudinal Stress 10,602
Cyclic Circumferential Stress 7,941
Overall Road Crossing Stress Check DESIGN IS SAFE
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PROJECT:
DOC NO:
CASED/UNCASED PIPELINE ROAD CROSSING CALCULATIONS
ACCORDING TO API RP 1102
EFFLUENT WATER TREATMENT AND INJECTION PLANT (NK)
14050642-100-PL-CAL-0002, APPENDIX-6
DETAILED CALCULATIONSBored Diameter B d = 168.3 mm Soil Type = B
Modulus of Soil Reaction (as per table A-1) E' = 6.90 MPa t w /D = 0.057
Resilient Modulus of Soil (as per Table A-2) E r = 69.00 MPa H/B d = 7.13
Pavement Type Factor (as per Table 2) R = 1.10 B d /D = 1.00
Axle Configuration Factor (as per Table 2) L = 0.65
Fatigue Endurance Limit - Girth (as per Table 3) S FG = 82,737.08 kPa
Fatigue Endurance Limit - Long. (as per Table 3) S FL = 158,579.41 kPa
Specified Min. Yield Strength SMYS = 415.00 Mpa
Temperature Derating Factor T = Not Applicable
Check Allowable Barlow Stress (as per clause 4.8.1.1)
[SHi (Barlow)= pD/2tw] ≤ F x E x SMYSSHi (Barlow) = 292,273 kPa
F x E x SMYS = 298,800 kPa Check : OK
Circumferential Stress due to Earth Load SHe (as per clause 4.7.2.1)
K He = 360.00 (from Fig. 3, for tw/D=0.057 & E'=6.9 MPa)
Burial factor for earth load B e = 1.070 (from Fig. 4, for H/Bd=7.1 & Soil Type=B)
Excavation factor for earth load E e = 0.831
SHe = KHeBeEeγD SHe = 1023.59 kPa
Impact Factor, Fi, and Applied Design Surface Pressure, w (as per clause 4.7.2.2.1)
Applied design surface pressure, w = Ps/Ap w = 1,204.3 kPa
Cyclic Stresses, ΔSHh and ΔSLh (as per clause 4.7.2.2.4)
Cyclic circumferential stress, ΔSHh (as per Clause 4.7.2.2.4.1)
Impact Factor F i = 1.500 (from Fig. 7, for H = 1200 mm)
Highway stiffness factor for cyclic circumferential stress K Hh = 4.240 (from Fig. 14, for tw/D=0.057 & Er=69 MPa)
Highway geometry factor for cyclic circumferential stress G Hh = 1.450 (from Fig. 15, for D = 168.3 & H =1200 mm)
ΔSHh = KHhGHh RLFi w ΔSHh = 7,941 kPa
Cyclic Longitudinal Stress, ΔSLh (as per clause 4.7.2.2.4.2)
Highway stiffness factor for cyclic longitudinal stress K Lh = 5.400 (from Fig. 16, for tw/D=0.057 & Er=69 MPa)
Highway geometry factor for cyclic longitudinal stress G Lh = 1.520 (from Fig. 17, for D = 168.3 & H =1200 mm)
ΔSLh = KLhGLh RLFi w ΔSLh = 10,602 kPa
Circumferential stress due to internal Pressurisation, Shi (as per clause 4.7.3)
SHi= p(D-tw)/2tw SHi = 275,723 kPa
Principle Stresses, S1, S2, S3 (as per clause 4.8.1.2)
S1 = SHe + ΔSHh + SHi S1 = 284,688 kPa
S2 = ΔSLh - E SαT (T2 - T1 ) + vs (SHe + SHi) S2 = -10,516 kPa
S3= -p = -MAOP or -MOP S3 = -33,100 kPa
Effective Stress, Seff (as per clause 4.8.1.3)
Seff = √1/2[(S1-S2)2+ (S2-S3)
2 + (S 3-S1)
2] Seff = 307,119 kPa
Check for allowable effective stress:
Seff ≤ SMYS x Fe SMYS x Fe = 373,500 kPa Check : OK
Check for Fatigue
Girth Weld fatigue as per clause 4.8.2.1, ΔSLh ≤ SFG x F SFG x F = 59,571 kPa Check : OK
Longitudinal Weld Fatigue
As per clause 4.8.2.1 Table 3, ΔSHh ≤ SFL x F SFL x F = 114,177 kPa Check : OK
Stiffness factor for circumferential stress from earth load
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PROJECT:
DOC NO:
INPUT DATA
Pipe and Operational Characteristics
Pipeline Design Code ASME B31.4
Outside Diameter D = 168.3 mm
Wall Thickness (minus corrosion allowance for carrier pipe) t w = 3.99 mm (If other material, fill following)
Design Internal Pressure p = 17.90 barg Grade
Steel Grade API 5L L245/B SMYS = MPa
Pipe Manufacture SMLS S FG = kPa
Design Factor F = 0.72 S FL = kPa
Design Factor for Total Longitudinal Stress F L = 0.90 (If required by Pipeline Design Basis)
Design Factor for Allowable Effective Stress F e = 0.90 Based on Table 403.3.1-1 of ASME B31.4
Installation Temperature T 1 = 17 °C
Maximum Operating Temperature T 2 = 60 °C
Design Temperature T des = 93 °C
Longitudinal Joint Factor E = 1.00
Temperature Derating Factor T =
Pipe material properties
Modulus of Elasticity of Steel E s = 207000000.0 kPa
Poisson Ratio v s = 0.30
Co-efficient of Thermal Expansion α t = 0.0000117 mm/mm/°C
Installation and Site Conditions
Type of Crossing Uncased
Construction Method for Crossing Trenched
Crossing Road
Pipeline Cover under crossing H = 1200 mmSoil Type Description B =
Description of soil (Modulus of Soil Reaction) E' =
Description of soil (Resilient Modulus of Soil) E r =
Unit Weight of Soil γ = 19 kN/m3
Modulus of Soil Reaction E' = MPa
Resilient Modulus of Soil E r = MPa
Type of Longitudinal Weld SMLS & ERW
Axle Configuration Single Based on Table-1 of API RP 1102
Pavement Type No Pavement
Design Wheel Load Ps = 112 kN Based on clause 6.4 of 015-IH-1002
Contact Area of Wheel Load A p = 0.093 m2 Based on clause 4.7.2.2 of API RP1102
SUMMARY OF RESULTS
Stress Results
Unit % SMYS Check Limit
kPa 15.4% OK 72.0%
kPa 49.0% OK 90.0%
Fatigue Results
Unit % SMYS Check Limit
kPa 7.5% OK 72%
kPa 9.7% OK 72%
CASED/UNCASED PIPELINE ROAD CROSSING CALCULATIONS
ACCORDING TO API RP 1102
EFFLUENT WATER TREATMENT AND INJECTION PLANT (NK)
Road Crossing Calculations for 6" Oily Water Pipeline (Uncased and with No Pavement)
14050642-100-PL-CAL-0002, APPENDIX-7
Stiff to very stiff clays and silts;loose to medium dense sands
and gravels
(Enter values if available from Design
Basis or LEAVE BLANK )
Dense to very dense sands and gravels; medium to very stiff
clays and silts
Stiff to very stiff clays and Silts; medium dense and gravels
(Based on Survey Report/Design Data)
(Enter values other than Appendix A or
LEAVE BLANK )
Variable Value
Circumferential Stress SHi(Barlow) 37,752
Total Effective Stress (Seff ) 119,951
Variable Value
Cyclic Longitudinal Stress 18,455
Cyclic Circumferential Stress 23,654
Overall Road Crossing Stress Check DESIGN IS SAFE
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PROJECT:
DOC NO:
CASED/UNCASED PIPELINE ROAD CROSSING CALCULATIONS
ACCORDING TO API RP 1102
EFFLUENT WATER TREATMENT AND INJECTION PLANT (NK)
14050642-100-PL-CAL-0002, APPENDIX-7
DETAILED CALCULATIONSBored Diameter B d = 168.3 mm Soil Type = B
Modulus of Soil Reaction (as per table A-1) E' = 6.90 MPa t w /D = 0.024
Resilient Modulus of Soil (as per Table A-2) E r = 69.00 MPa H/B d = 7.13
Pavement Type Factor (as per Table 2) R = 1.10 B d /D = 1.00
Axle Configuration Factor (as per Table 2) L = 0.65
Fatigue Endurance Limit - Girth (as per Table 3) S FG = 82,737.08 kPa
Fatigue Endurance Limit - Long. (as per Table 3) S FL = 144,789.90 kPa
Specified Min. Yield Strength SMYS = 245.00 Mpa
Temperature Derating Factor T = Not Applicable
Check Allowable Barlow Stress (as per clause 4.8.1.1)
[SHi (Barlow)= pD/2tw] ≤ F x E x SMYSSHi (Barlow) = 37,752 kPa
F x E x SMYS = 176,400 kPa Check : OK
Circumferential Stress due to Earth Load SHe (as per clause 4.7.2.1)
K He = 1680.00 (from Fig. 3, for tw/D=0.024 & E'=6.9 MPa)
Burial factor for earth load B e = 1.070 (from Fig. 4, for H/Bd=7.1 & Soil Type=B)
Excavation factor for earth load E e = 0.831
SHe = KHeBeEeγD SHe = 4776.74 kPa
Impact Factor, Fi, and Applied Design Surface Pressure, w (as per clause 4.7.2.2.1)
Applied design surface pressure, w = Ps/Ap w = 1,204.3 kPa
Cyclic Stresses, ΔSHh and ΔSLh (as per clause 4.7.2.2.4)
Cyclic circumferential stress, ΔSHh (as per Clause 4.7.2.2.4.1)
Impact Factor F i = 1.500 (from Fig. 7, for H = 1200 mm)
Highway stiffness factor for cyclic circumferential stress K Hh = 12.630 (from Fig. 14, for tw/D=0.024 & Er=69 MPa)
Highway geometry factor for cyclic circumferential stress G Hh = 1.450 (from Fig. 15, for D = 168.3 & H =1200 mm)
ΔSHh = KHhGHh RLFi w ΔSHh = 23,654 kPa
Cyclic Longitudinal Stress, ΔSLh (as per clause 4.7.2.2.4.2)
Highway stiffness factor for cyclic longitudinal stress K Lh = 9.400 (from Fig. 16, for tw/D=0.024 & Er=69 MPa)
Highway geometry factor for cyclic longitudinal stress G Lh = 1.520 (from Fig. 17, for D = 168.3 & H =1200 mm)
ΔSLh = KLhGLh RLFi w ΔSLh = 18,455 kPa
Circumferential stress due to internal Pressurisation, Shi (as per clause 4.7.3)
SHi= p(D-tw)/2tw SHi = 36,857 kPa
Principle Stresses, S1, S2, S3 (as per clause 4.8.1.2)
S1 = SHe + ΔSHh + SHi S1 = 65,287 kPa
S2 = ΔSLh - E SαT (T2 - T1 ) + vs (SHe + SHi) S2 = -73,197 kPa
S3= -p = -MAOP or -MOP S3 = -1,790 kPa
Effective Stress, Seff (as per clause 4.8.1.3)
Seff = √1/2[(S1-S2)2+ (S2-S3)
2 + (S 3-S1)
2] Seff = 119,951 kPa
Check for allowable effective stress:
Seff ≤ SMYS x Fe SMYS x Fe = 220,500 kPa Check : OK
Check for Fatigue
Girth Weld fatigue as per clause 4.8.2.1, ΔSLh ≤ SFG x F SFG x F = 59,571 kPa Check : OK
Longitudinal Weld Fatigue
As per clause 4.8.2.1 Table 3, ΔSHh ≤ SFL x F SFL x F = 104,249 kPa Check : OK
Stiffness factor for circumferential stress from earth load
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PROJECT:
DOC NO:
INPUT DATA
Pipe and Operational Characteristics
Pipeline Design Code ASME B31.8
Outside Diameter D = 168.3 mm
Wall Thickness (minus corrosion allowance for carrier pipe) t w = 3.99 mm (If other material, fill following)
Design Internal Pressure p = 46.60 barg Grade
Steel Grade API 5L L245/B SMYS = MPa
Pipe Manufacture SMLS S FG = kPa
Design Factor F = 0.60 S FL = kPa
Design Factor for Total Longitudinal Stress F L = 0.90 (If required by Pipeline Design Basis)
Design Factor for Allowable Effective Stress F e = 0.90 Based on Table 403.3.1-1 of ASME B31.4
Installation Temperature T 1 = 17 °C
Maximum Operating Temperature T 2 = 50 °C
Design Temperature T des = 93 °C
Longitudinal Joint Factor E = 1.00
Temperature Derating Factor T = 1.0000
Pipe material properties
Modulus of Elasticity of Steel E s = 207000000.0 kPa
Poisson Ratio v s = 0.30
Co-efficient of Thermal Expansion α t = 0.0000117 mm/mm/°C
Installation and Site Conditions
Type of Crossing Uncased
Construction Method for Crossing Trenched
Crossing Road
Pipeline Cover under crossing H = 1200 mmSoil Type Description B =
Description of soil (Modulus of Soil Reaction) E' =
Description of soil (Resilient Modulus of Soil) E r =
Unit Weight of Soil γ = 19 kN/m3
Modulus of Soil Reaction E' = MPa
Resilient Modulus of Soil E r = MPa
Type of Longitudinal Weld SMLS & ERW
Axle Configuration Single Based on Table-1 of API RP 1102
Pavement Type No Pavement
Design Wheel Load Ps = 112 kN Based on clause 6.4 of 015-IH-1002
Contact Area of Wheel Load A p = 0.093 m2 Based on clause 4.7.2.2 of API RP1102
SUMMARY OF RESULTS
Stress Results
Unit % SMYS Check Limit
kPa 40.1% OK 60.0%
kPa 58.9% OK 90.0%
Fatigue Results
Unit % SMYS Check Limit
kPa 7.5% OK 60%
kPa 9.7% OK 60%
CASED/UNCASED PIPELINE ROAD CROSSING CALCULATIONS
ACCORDING TO API RP 1102
EFFLUENT WATER TREATMENT AND INJECTION PLANT (NK)
Road Crossing Calculations for 6" Fuel Gas Pipeline (Uncased and with No Pavement)
14050642-100-PL-CAL-0002, APPENDIX-8
Stiff to very stiff clays and silts;loose to medium dense sands
and gravels
(Enter values if available from Design
Basis or LEAVE BLANK )
Dense to very dense sands and gravels; medium to very stiff
clays and silts
Stiff to very stiff clays and Silts; medium dense and gravels
(Based on Survey Report/Design Data)
(Enter values other than Appendix A or
LEAVE BLANK )
Variable Value
Circumferential Stress SHi(Barlow) 98,280
Total Effective Stress (Seff ) 144,187
Variable Value
Cyclic Longitudinal Stress 18,455
Cyclic Circumferential Stress 23,654
Overall Road Crossing Stress Check DESIGN IS SAFE
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PROJECT:
DOC NO:
CASED/UNCASED PIPELINE ROAD CROSSING CALCULATIONS
ACCORDING TO API RP 1102
EFFLUENT WATER TREATMENT AND INJECTION PLANT (NK)
14050642-100-PL-CAL-0002, APPENDIX-8
DETAILED CALCULATIONSBored Diameter B d = 168.3 mm Soil Type = B
Modulus of Soil Reaction (as per table A-1) E' = 6.90 MPa t w /D = 0.024
Resilient Modulus of Soil (as per Table A-2) E r = 69.00 MPa H/B d = 7.13
Pavement Type Factor (as per Table 2) R = 1.10 B d /D = 1.00
Axle Configuration Factor (as per Table 2) L = 0.65
Fatigue Endurance Limit - Girth (as per Table 3) S FG = 82,737.08 kPa
Fatigue Endurance Limit - Long. (as per Table 3) S FL = 144,789.90 kPa
Specified Min. Yield Strength SMYS = 245.00 Mpa
Temperature Derating Factor T = 1.0000
Check Allowable Barlow Stress (as per clause 4.8.1.1)
[SHi (Barlow)= pD/2tw] ≤ F x E x T x SMYSSHi (Barlow) = 98,280 kPa
F x E x T x SMYS = 147,000 kPa Check : OK
Circumferential Stress due to Earth Load SHe (as per clause 4.7.2.1)
K He = 1680.00 (from Fig. 3, for tw/D=0.024 & E'=6.9 MPa)
Burial factor for earth load B e = 1.070 (from Fig. 4, for H/Bd=7.1 & Soil Type=B)
Excavation factor for earth load E e = 0.831
SHe = KHeBeEeγD SHe = 4776.74 kPa
Impact Factor, Fi, and Applied Design Surface Pressure, w (as per clause 4.7.2.2.1)
Applied design surface pressure, w = Ps/Ap w = 1,204.3 kPa
Cyclic Stresses, ΔSHh and ΔSLh (as per clause 4.7.2.2.4)
Cyclic circumferential stress, ΔSHh (as per Clause 4.7.2.2.4.1)
Impact Factor F i = 1.500 (from Fig. 7, for H = 1200 mm)
Highway stiffness factor for cyclic circumferential stress K Hh = 12.630 (from Fig. 14, for tw/D=0.024 & Er=69 MPa)
Highway geometry factor for cyclic circumferential stress G Hh = 1.450 (from Fig. 15, for D = 168.3 & H =1200 mm)
ΔSHh = KHhGHh RLFi w ΔSHh = 23,654 kPa
Cyclic Longitudinal Stress, ΔSLh (as per clause 4.7.2.2.4.2)
Highway stiffness factor for cyclic longitudinal stress K Lh = 9.400 (from Fig. 16, for tw/D=0.024 & Er=69 MPa)
Highway geometry factor for cyclic longitudinal stress G Lh = 1.520 (from Fig. 17, for D = 168.3 & H =1200 mm)
ΔSLh = KLhGLh RLFi w ΔSLh = 18,455 kPa
Circumferential stress due to internal Pressurisation, Shi (as per clause 4.7.3)
SHi= p(D-tw)/2tw SHi = 95,950 kPa
Principle Stresses, S1, S2, S3 (as per clause 4.8.1.2)
S1 = SHe + ΔSHh + SHi S1 = 124,381 kPa
S2 = ΔSLh - E SαT (T2 - T1 ) + vs (SHe + SHi) S2 = -31,250 kPa
S3= -p = -MAOP or -MOP S3 = -4,660 kPa
Effective Stress, Seff (as per clause 4.8.1.3)
Seff = √1/2[(S1-S2)2+ (S2-S3)
2 + (S 3-S1)
2] Seff = 144,187 kPa
Check for allowable effective stress:
Seff ≤ SMYS x Fe SMYS x Fe = 220,500 kPa Check : OK
Check for Fatigue
Girth Weld fatigue as per clause 4.8.2.1, ΔSLh ≤ SFG x F SFG x F = 49,642 kPa Check : OK
Longitudinal Weld Fatigue
As per clause 4.8.2.1 Table 3, ΔSHh ≤ SFL x F SFL x F = 86,874 kPa Check : OK
Stiffness factor for circumferential stress from earth load
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PROJECT:
DOC NO:
INPUT DATA
Pipe and Operational Characteristics
Pipeline Design Code ASME B31.4
Outside Diameter D = 660 mm
Wall Thickness (minus corrosion allowance for carrier pipe) t w = 9.53 mm (If other material, fill following)
Design Internal Pressure p = 1.01 barg Grade
Steel Grade API 5L L245/B SMYS = MPa
Pipe Manufacture SAW S FG = kPa
Design Factor F = 0.72 S FL = kPa
Design Factor for Total Longitudinal Stress F L = 0.90 (If required by Pipeline Design Basis)
Design Factor for Allowable Effective Stress F e = 0.90 Based on Table 403.3.1-1 of ASME B31.4
Installation Temperature T 1 = 17 °C
Maximum Operating Temperature T 2 = 21 °C
Design Temperature T des = 21 °C
Longitudinal Joint Factor E = 1.00
Temperature Derating Factor T =
Pipe material properties
Modulus of Elasticity of Steel E s = 207000000.0 kPa
Poisson Ratio v s = 0.30
Co-efficient of Thermal Expansion α t = 0.0000117 mm/mm/°C
Installation and Site Conditions
Type of Crossing Cased
Construction Method for Crossing Trenched
Crossing Road
Pipeline Cover under crossing H = 1100 mmSoil Type Description B =
Description of soil (Modulus of Soil Reaction) E' =
Description of soil (Resilient Modulus of Soil) E r =
Unit Weight of Soil γ = 19 kN/m3
Modulus of Soil Reaction E' = MPa
Resilient Modulus of Soil E r = MPa
Type of Longitudinal Weld SAW
Axle Configuration Tandem Based on Table-1 of API RP 1102
Pavement Type No Pavement
Design Wheel Load Pt = 112 kN Based on clause 6.4 of 015-IH-1002
Contact Area of Wheel Load A p = 0.093 m2 Based on clause 4.7.2.2 of API RP1102
.
SUMMARY OF RESULTS
Stress Results
Unit % SMYS Check Limit
kPa 1.4% OK 72.0%
kPa 27.6% OK 90.0%
Fatigue Results
Unit % SMYS Check Limit
kPa 8.3% OK 72%
kPa 21.4% OK 72%
CASED/UNCASED PIPELINE ROAD CROSSING CALCULATIONS
ACCORDING TO API RP 1102
EFFLUENT WATER TREATMENT AND INJECTION PLANT (NK)
Road Crossing Calculations for 20" Injection Water Pipeline (Cased and with No Pavement)
14050642-100-PL-CAL-0002, APPENDIX-9
Stiff to very stiff clays and silts;loose to medium dense sands
and gravels
(Enter values if available from Design
Basis or LEAVE BLANK )
Dense to very dense sands and gravels; medium to very stiff
clays and silts
Stiff to very stiff clays and Silts; medium dense and gravels
(Based on Survey Report/Design Data)
(Enter values other than Appendix A or
LEAVE BLANK )
Variable Value
Circumferential Stress SHi(Barlow) 3,508
Total Effective Stress (Seff ) 67,710
Variable Value
Cyclic Longitudinal Stress 20,431
Cyclic Circumferential Stress 52,471
Overall Road Crossing Stress Check DESIGN IS SAFE
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PROJECT:
DOC NO:
CASED/UNCASED PIPELINE ROAD CROSSING CALCULATIONS
ACCORDING TO API RP 1102
EFFLUENT WATER TREATMENT AND INJECTION PLANT (NK)
14050642-100-PL-CAL-0002, APPENDIX-9
DETAILED CALCULATIONSBored Diameter B d = 660 mm Soil Type = B
Modulus of Soil Reaction (as per table A-1) E' = 6.90 MPa t w /D = 0.014
Resilient Modulus of Soil (as per Table A-2) E r = 69.00 MPa H/B d = 1.67
Pavement Type Factor (as per Table 2) R = 1.10 B d /D = 1.00
Axle Configuration Factor (as per Table 2) L = 1.00
Fatigue Endurance Limit - Girth (as per Table 3) S FG = 82,737.08 kPa
Fatigue Endurance Limit - Long. (as per Table 3) S FL = 82,737.08 kPa
Specified Min. Yield Strength SMYS = 245.00 Mpa
Temperature Derating Factor T = Not Applicable
Check Allowable Barlow Stress (as per clause 4.8.1.1)
[SHi (Barlow)= pD/2tw] ≤ F x E x SMYSSHi (Barlow) = 3,508 kPa
F x E x SMYS = 176,400 kPa Check : OK
Circumferential Stress due to Earth Load SHe (as per clause 4.7.2.1)
K He = 3420.00 (from Fig. 3, for tw/D=0.015 & E'=6.9 MPa)
Burial factor for earth load B e = 0.525 (from Fig. 4, for H/Bd=1.7 & Soil Type=B)
Excavation factor for earth load E e = 0.831
SHe = KHeBeEeγD SHe = 18710.44 kPa
Impact Factor, Fi, and Applied Design Surface Pressure, w (as per clause 4.7.2.2.1)
Applied design surface pressure, w = Pt/Ap w = 1,204.3 kPa
Cyclic Stresses, ΔSHh and ΔSLh (as per clause 4.7.2.2.4)
Cyclic circumferential stress, ΔSHh (as per Clause 4.7.2.2.4.1)
Impact Factor F i = 1.500 (from Fig. 7, for H = 1100 mm)
Highway stiffness factor for cyclic circumferential stress K Hh = 14.670 (from Fig. 14, for tw/D=0.014 & Er=69 MPa)
Highway geometry factor for cyclic circumferential stress G Hh = 1.800 (from Fig. 15, for D = 660 & H =1100 mm)
ΔSHh = KHhGHh RLFi w ΔSHh = 52,471 kPa
Cyclic Longitudinal Stress, ΔSLh (as per clause 4.7.2.2.4.2)
Highway stiffness factor for cyclic longitudinal stress K Lh = 10.180 (from Fig. 16, for tw/D=0.014 & Er=69 MPa)
Highway geometry factor for cyclic longitudinal stress G Lh = 1.010 (from Fig. 17, for D = 660 & H =1100 mm)
ΔSLh = KLhGLh RLFi w ΔSLh = 20,431 kPa
Circumferential stress due to internal Pressurisation, Shi (as per clause 4.7.3)
SHi= p(D-tw)/2tw SHi = 3,457 kPa
Principle Stresses, S1, S2, S3 (as per clause 4.8.1.2)
S1 = SHe + ΔSHh + SHi S1 = 74,639 kPa
S2 = ΔSLh - E SαT (T2 - T1 ) + vs (SHe + SHi) S2 = 17,394 kPa
S3= -p = -MAOP or -MOP S3 = -101 kPa
Effective Stress, Seff (as per clause 4.8.1.3)
Seff = √1/2[(S1-S2)2+ (S2-S3)
2 + (S 3-S1)
2] Seff = 67,710 kPa
Check for allowable effective stress:
Seff ≤ SMYS x Fe SMYS x Fe = 220,500 kPa Check : OK
Check for Fatigue
Girth Weld fatigue as per clause 4.8.2.1, ΔSLh ≤ SFG x F SFG x F = 59,571 kPa Check : OK
Longitudinal Weld Fatigue
As per clause 4.8.2.1 Table 3, ΔSHh ≤ SFL x F SFL x F = 59,571 kPa Check : OK
Stiffness factor for circumferential stress from earth load
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PROJECT:
DOC NO:
INPUT DATA
Pipe and Operational Characteristics
Pipeline Design Code ASME B31.4
Outside Diameter D = 508 mm
Wall Thickness (minus corrosion allowance for carrier pipe) t w = 9.53 mm (If other material, fill following)
Design Internal Pressure p = 1.01 barg Grade
Steel Grade API 5L L245/B SMYS = MPa
Pipe Manufacture SAW S FG = kPa
Design Factor F = 0.72 S FL = kPa
Design Factor for Total Longitudinal Stress F L = 0.90 (If required by Pipeline Design Basis)
Design Factor for Allowable Effective Stress F e = 0.90 Based on Table 403.3.1-1 of ASME B31.4
Installation Temperature T 1 = 17 °C
Maximum Operating Temperature T 2 = 21 °C
Design Temperature T des = 21 °C
Longitudinal Joint Factor E = 1.00
Temperature Derating Factor T =
Pipe material properties
Modulus of Elasticity of Steel E s = 207000000.0 kPa
Poisson Ratio v s = 0.30
Co-efficient of Thermal Expansion α t = 0.0000117 mm/mm/°C
Installation and Site Conditions
Type of Crossing Cased
Construction Method for Crossing Trenched
Crossing Road
Pipeline Cover under crossing H = 1100 mmSoil Type Description B =
Description of soil (Modulus of Soil Reaction) E' =
Description of soil (Resilient Modulus of Soil) E r =
Unit Weight of Soil γ = 19 kN/m3
Modulus of Soil Reaction E' = MPa
Resilient Modulus of Soil E r = MPa
Type of Longitudinal Weld SAW
Axle Configuration Tandem Based on Table-1 of API RP 1102
Pavement Type No Pavement
Design Wheel Load Pt = 112 kN Based on clause 6.4 of 015-IH-1002
Contact Area of Wheel Load A p = 0.093 m2 Based on clause 4.7.2.2 of API RP1102
.
SUMMARY OF RESULTS
Stress Results
Unit % SMYS Check Limit
kPa 1.1% OK 72.0%
kPa 17.2% OK 90.0%
Fatigue Results
Unit % SMYS Check Limit
kPa 8.6% OK 72%
kPa 13.3% OK 72%
CASED/UNCASED PIPELINE ROAD CROSSING CALCULATIONS
ACCORDING TO API RP 1102
EFFLUENT WATER TREATMENT AND INJECTION PLANT (NK)
Road Crossing Calculations for 14" Injection Water Pipeline (Cased and with No Pavement)
14050642-100-PL-CAL-0002, APPENDIX-10
Stiff to very stiff clays and silts;loose to medium dense sands
and gravels
(Enter values if available from Design
Basis or LEAVE BLANK )
Dense to very dense sands and gravels; medium to very stiff
clays and silts
Stiff to very stiff clays and Silts; medium dense and gravels
(Based on Survey Report/Design Data)
(Enter values other than Appendix A or
LEAVE BLANK )
Variable Value
Circumferential Stress SHi(Barlow) 2,700
Total Effective Stress (Seff ) 42,066
Variable Value
Cyclic Longitudinal Stress 21,071
Cyclic Circumferential Stress 32,643
Overall Road Crossing Stress Check DESIGN IS SAFE
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PROJECT:
DOC NO:
CASED/UNCASED PIPELINE ROAD CROSSING CALCULATIONS
ACCORDING TO API RP 1102
EFFLUENT WATER TREATMENT AND INJECTION PLANT (NK)
14050642-100-PL-CAL-0002, APPENDIX-10
DETAILED CALCULATIONSBored Diameter B d = 508 mm Soil Type = B
Modulus of Soil Reaction (as per table A-1) E' = 6.90 MPa t w /D = 0.019
Resilient Modulus of Soil (as per Table A-2) E r = 69.00 MPa H/B d = 2.17
Pavement Type Factor (as per Table 2) R = 1.10 B d /D = 1.00
Axle Configuration Factor (as per Table 2) L = 1.00
Fatigue Endurance Limit - Girth (as per Table 3) S FG = 82,737.08 kPa
Fatigue Endurance Limit - Long. (as per Table 3) S FL = 82,737.08 kPa
Specified Min. Yield Strength SMYS = 245.00 Mpa
Temperature Derating Factor T = Not Applicable
Check Allowable Barlow Stress (as per clause 4.8.1.1)
[SHi (Barlow)= pD/2tw] ≤ F x E x SMYSSHi (Barlow) = 2,700 kPa
F x E x SMYS = 176,400 kPa Check : OK
Circumferential Stress due to Earth Load SHe (as per clause 4.7.2.1)
K He = 2400.00 (from Fig. 3, for tw/D=0.019 & E'=6.9 MPa)
Burial factor for earth load B e = 0.640 (from Fig. 4, for H/Bd=2.2 & Soil Type=B)
Excavation factor for earth load E e = 0.831
SHe = KHeBeEeγD SHe = 12319.97 kPa
Impact Factor, Fi, and Applied Design Surface Pressure, w (as per clause 4.7.2.2.1)
Applied design surface pressure, w = Pt/Ap w = 1,204.3 kPa
Cyclic Stresses, ΔSHh and ΔSLh (as per clause 4.7.2.2.4)
Cyclic circumferential stress, ΔSHh (as per Clause 4.7.2.2.4.1)
Impact Factor F i = 1.500 (from Fig. 7, for H = 1100 mm)
Highway stiffness factor for cyclic circumferential stress K Hh = 14.410 (from Fig. 14, for tw/D=0.019 & Er=69 MPa)
Highway geometry factor for cyclic circumferential stress G Hh = 1.140 (from Fig. 15, for D = 508 & H =1100 mm)
ΔSHh = KHhGHh RLFi w ΔSHh = 32,643 kPa
Cyclic Longitudinal Stress, ΔSLh (as per clause 4.7.2.2.4.2)
Highway stiffness factor for cyclic longitudinal stress K Lh = 9.910 (from Fig. 16, for tw/D=0.019 & Er=69 MPa)
Highway geometry factor for cyclic longitudinal stress G Lh = 1.070 (from Fig. 17, for D = 508 & H =1100 mm)
ΔSLh = KLhGLh RLFi w ΔSLh = 21,071 kPa
Circumferential stress due to internal Pressurisation, Shi (as per clause 4.7.3)
SHi= p(D-tw)/2tw SHi = 2,649 kPa
Principle Stresses, S1, S2, S3 (as per clause 4.8.1.2)
S1 = SHe + ΔSHh + SHi S1 = 47,612 kPa
S2 = ΔSLh - E SαT (T2 - T1 ) + vs (SHe + SHi) S2 = 15,874 kPa
S3= -p = -MAOP or -MOP S3 = -101 kPa
Effective Stress, Seff (as per clause 4.8.1.3)
Seff = √1/2[(S1-S2)2+ (S2-S3)
2 + (S 3-S1)
2] Seff = 42,066 kPa
Check for allowable effective stress:
Seff ≤ SMYS x Fe SMYS x Fe = 220,500 kPa Check : OK
Check for Fatigue
Girth Weld fatigue as per clause 4.8.2.1, ΔSLh ≤ SFG x F SFG x F = 59,571 kPa Check : OK
Longitudinal Weld Fatigue
As per clause 4.8.2.1 Table 3, ΔSHh ≤ SFL x F SFL x F = 59,571 kPa Check : OK
Stiffness factor for circumferential stress from earth load
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PROJECT:
DOC NO:
INPUT DATA
Pipe and Operational Characteristics
Pipeline Design Code ASME B31.4
Outside Diameter D = 457 mm
Wall Thickness (minus corrosion allowance for carrier pipe) t w = 9.53 mm (If other material, fill following)
Design Internal Pressure p = 1.01 barg Grade
Steel Grade API 5L L245/B SMYS = MPa
Pipe Manufacture SAW S FG = kPa
Design Factor F = 0.72 S FL = kPa
Design Factor for Total Longitudinal Stress F L = 0.90 (If required by Pipeline Design Basis)
Design Factor for Allowable Effective Stress F e = 0.90 Based on Table 403.3.1-1 of ASME B31.4
Installation Temperature T 1 = 17 °C
Maximum Operating Temperature T 2 = 21 °C
Design Temperature T des = 21 °C
Longitudinal Joint Factor E = 1.00
Temperature Derating Factor T =
Pipe material properties
Modulus of Elasticity of Steel E s = 207000000.0 kPa
Poisson Ratio v s = 0.30
Co-efficient of Thermal Expansion α t = 0.0000117 mm/mm/°C
Installation and Site Conditions
Type of Crossing Cased
Construction Method for Crossing Trenched
Crossing Road
Pipeline Cover under crossing H = 1100 mmSoil Type Description B =
Description of soil (Modulus of Soil Reaction) E' =
Description of soil (Resilient Modulus of Soil) E r =
Unit Weight of Soil γ = 19 kN/m3
Modulus of Soil Reaction E' = MPa
Resilient Modulus of Soil E r = MPa
Type of Longitudinal Weld SAW
Axle Configuration Single Based on Table-1 of API RP 1102
Pavement Type No Pavement
Design Wheel Load Ps = 112 kN Based on clause 6.4 of 015-IH-1002
Contact Area of Wheel Load A p = 0.093 m2 Based on clause 4.7.2.2 of API RP1102
.
SUMMARY OF RESULTS
Stress Results
Unit % SMYS Check Limit
kPa 1.0% OK 72.0%
kPa 12.4% OK 90.0%
Fatigue Results
Unit % SMYS Check Limit
kPa 5.6% OK 72%
kPa 8.5% OK 72%
CASED/UNCASED PIPELINE ROAD CROSSING CALCULATIONS
ACCORDING TO API RP 1102
EFFLUENT WATER TREATMENT AND INJECTION PLANT (NK)
Road Crossing Calculations for 12" Injection Water Pipeline (Cased and with No Pavement)
14050642-100-PL-CAL-0002, APPENDIX-11
Stiff to very stiff clays and silts;loose to medium dense sands
and gravels
(Enter values if available from Design
Basis or LEAVE BLANK )
Dense to very dense sands and gravels; medium to very stiff
clays and silts
Stiff to very stiff clays and Silts; medium dense and gravels
(Based on Survey Report/Design Data)
(Enter values other than Appendix A or
LEAVE BLANK )
Variable Value
Circumferential Stress SHi(Barlow) 2,429
Total Effective Stress (Seff ) 30,305
Variable Value
Cyclic Longitudinal Stress 13,838
Cyclic Circumferential Stress 20,736
Overall Road Crossing Stress Check DESIGN IS SAFE
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PROJECT:
DOC NO:
CASED/UNCASED PIPELINE ROAD CROSSING CALCULATIONS
ACCORDING TO API RP 1102
EFFLUENT WATER TREATMENT AND INJECTION PLANT (NK)
14050642-100-PL-CAL-0002, APPENDIX-11
DETAILED CALCULATIONSBored Diameter B d = 457 mm Soil Type = B
Modulus of Soil Reaction (as per table A-1) E' = 6.90 MPa t w /D = 0.021
Resilient Modulus of Soil (as per Table A-2) E r = 69.00 MPa H/B d = 2.41
Pavement Type Factor (as per Table 2) R = 1.10 B d /D = 1.00
Axle Configuration Factor (as per Table 2) L = 0.65
Fatigue Endurance Limit - Girth (as per Table 3) S FG = 82,737.08 kPa
Fatigue Endurance Limit - Long. (as per Table 3) S FL = 82,737.08 kPa
Specified Min. Yield Strength SMYS = 245.00 Mpa
Temperature Derating Factor T = Not Applicable
Check Allowable Barlow Stress (as per clause 4.8.1.1)
[SHi (Barlow)= pD/2tw] ≤ F x E x SMYSSHi (Barlow) = 2,429 kPa
F x E x SMYS = 176,400 kPa Check : OK
Circumferential Stress due to Earth Load SHe (as per clause 4.7.2.1)
K He = 2100.00 (from Fig. 3, for tw/D=0.021 & E'=6.9 MPa)
Burial factor for earth load B e = 0.680 (from Fig. 4, for H/Bd=2.4 & Soil Type=B)
Excavation factor for earth load E e = 0.831
SHe = KHeBeEeγD SHe = 10303.84 kPa
Impact Factor, Fi, and Applied Design Surface Pressure, w (as per clause 4.7.2.2.1)
Applied design surface pressure, w = Ps/Ap w = 1,204.3 kPa
Cyclic Stresses, ΔSHh and ΔSLh (as per clause 4.7.2.2.4)
Cyclic circumferential stress, ΔSHh (as per Clause 4.7.2.2.4.1)
Impact Factor F i = 1.500 (from Fig. 7, for H = 1100 mm)
Highway stiffness factor for cyclic circumferential stress K Hh = 13.840 (from Fig. 14, for tw/D=0.021 & Er=69 MPa)
Highway geometry factor for cyclic circumferential stress G Hh = 1.160 (from Fig. 15, for D = 457 & H =1100 mm)
ΔSHh = KHhGHh RLFi w ΔSHh = 20,736 kPa
Cyclic Longitudinal Stress, ΔSLh (as per clause 4.7.2.2.4.2)
Highway stiffness factor for cyclic longitudinal stress K Lh = 9.740 (from Fig. 16, for tw/D=0.021 & Er=69 MPa)
Highway geometry factor for cyclic longitudinal stress G Lh = 1.100 (from Fig. 17, for D = 457 & H =1100 mm)
ΔSLh = KLhGLh RLFi w ΔSLh = 13,838 kPa
Circumferential stress due to internal Pressurisation, Shi (as per clause 4.7.3)
SHi= p(D-tw)/2tw SHi = 2,378 kPa
Principle Stresses, S1, S2, S3 (as per clause 4.8.1.2)
S1 = SHe + ΔSHh + SHi S1 = 33,418 kPa
S2 = ΔSLh - E SαT (T2 - T1 ) + vs (SHe + SHi) S2 = 7,955 kPa
S3= -p = -MAOP or -MOP S3 = -101 kPa
Effective Stress, Seff (as per clause 4.8.1.3)
Seff = √1/2[(S1-S2)2+ (S2-S3)
2 + (S 3-S1)
2] Seff = 30,305 kPa
Check for allowable effective stress:
Seff ≤ SMYS x Fe SMYS x Fe = 220,500 kPa Check : OK
Check for Fatigue
Girth Weld fatigue as per clause 4.8.2.1, ΔSLh ≤ SFG x F SFG x F = 59,571 kPa Check : OK
Longitudinal Weld Fatigue
As per clause 4.8.2.1 Table 3, ΔSHh ≤ SFL x F SFL x F = 59,571 kPa Check : OK
Stiffness factor for circumferential stress from earth load
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PROJECT:
DOC NO:
INPUT DATA
Pipe and Operational Characteristics
Pipeline Design Code ASME B31.4
Outside Diameter D = 406.4 mm
Wall Thickness (minus corrosion allowance for carrier pipe) t w = 9.53 mm (If other material, fill following)
Design Internal Pressure p = 1.01 barg Grade
Steel Grade API 5L L245/B SMYS = MPa
Pipe Manufacture SAW S FG = kPa
Design Factor F = 0.72 S FL = kPa
Design Factor for Total Longitudinal Stress F L = 0.90 (If required by Pipeline Design Basis)
Design Factor for Allowable Effective Stress F e = 0.90 Based on Table 403.3.1-1 of ASME B31.4
Installation Temperature T 1 = 17 °C
Maximum Operating Temperature T 2 = 21 °C
Design Temperature T des = 21 °C
Longitudinal Joint Factor E = 1.00
Temperature Derating Factor T =
Pipe material properties
Modulus of Elasticity of Steel E s = 207000000.0 kPa
Poisson Ratio v s = 0.30
Co-efficient of Thermal Expansion α t = 0.0000117 mm/mm/°C
Installation and Site Conditions
Type of Crossing Cased
Construction Method for Crossing Trenched
Crossing Road
Pipeline Cover under crossing H = 1100 mmSoil Type Description B =
Description of soil (Modulus of Soil Reaction) E' =
Description of soil (Resilient Modulus of Soil) E r =
Unit Weight of Soil γ = 19 kN/m3
Modulus of Soil Reaction E' = MPa
Resilient Modulus of Soil E r = MPa
Type of Longitudinal Weld SAW
Axle Configuration Single Based on Table-1 of API RP 1102
Pavement Type No Pavement
Design Wheel Load Ps = 112 kN Based on clause 6.4 of 015-IH-1002
Contact Area of Wheel Load A p = 0.093 m2 Based on clause 4.7.2.2 of API RP1102
.
SUMMARY OF RESULTS
Stress Results
Unit % SMYS Check Limit
kPa 0.9% OK 72.0%
kPa 11.3% OK 90.0%
Fatigue Results
Unit % SMYS Check Limit
kPa 5.6% OK 72%
kPa 8.2% OK 72%
CASED/UNCASED PIPELINE ROAD CROSSING CALCULATIONS
ACCORDING TO API RP 1102
EFFLUENT WATER TREATMENT AND INJECTION PLANT (NK)
Road Crossing Calculations for 10" Injection Water Pipeline (Cased and with No Pavement)
14050642-100-PL-CAL-0002, APPENDIX-12
Stiff to very stiff clays and silts;loose to medium dense sands
and gravels
(Enter values if available from Design
Basis or LEAVE BLANK )
Dense to very dense sands and gravels; medium to very stiff
clays and silts
Stiff to very stiff clays and Silts; medium dense and gravels
(Based on Survey Report/Design Data)
(Enter values other than Appendix A or
LEAVE BLANK )
Variable Value
Circumferential Stress SHi(Barlow) 2,160
Total Effective Stress (Seff ) 27,743
Variable Value
Cyclic Longitudinal Stress 13,620
Cyclic Circumferential Stress 20,043
Overall Road Crossing Stress Check DESIGN IS SAFE
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PROJECT:
DOC NO:
CASED/UNCASED PIPELINE ROAD CROSSING CALCULATIONS
ACCORDING TO API RP 1102
EFFLUENT WATER TREATMENT AND INJECTION PLANT (NK)
14050642-100-PL-CAL-0002, APPENDIX-12
DETAILED CALCULATIONSBored Diameter B d = 406.4 mm Soil Type = B
Modulus of Soil Reaction (as per table A-1) E' = 6.90 MPa t w /D = 0.023
Resilient Modulus of Soil (as per Table A-2) E r = 69.00 MPa H/B d = 2.71
Pavement Type Factor (as per Table 2) R = 1.10 B d /D = 1.00
Axle Configuration Factor (as per Table 2) L = 0.65
Fatigue Endurance Limit - Girth (as per Table 3) S FG = 82,737.08 kPa
Fatigue Endurance Limit - Long. (as per Table 3) S FL = 82,737.08 kPa
Specified Min. Yield Strength SMYS = 245.00 Mpa
Temperature Derating Factor T = Not Applicable
Check Allowable Barlow Stress (as per clause 4.8.1.1)
[SHi (Barlow)= pD/2tw] ≤ F x E x SMYSSHi (Barlow) = 2,160 kPa
F x E x SMYS = 176,400 kPa Check : OK
Circumferential Stress due to Earth Load SHe (as per clause 4.7.2.1)
K He = 1800.00 (from Fig. 3, for tw/D=0.024 & E'=6.9 MPa)
Burial factor for earth load B e = 0.725 (from Fig. 4, for H/Bd=2.7 & Soil Type=B)
Excavation factor for earth load E e = 0.831
SHe = KHeBeEeγD SHe = 8373.73 kPa
Impact Factor, Fi, and Applied Design Surface Pressure, w (as per clause 4.7.2.2.1)
Applied design surface pressure, w = Ps/Ap w = 1,204.3 kPa
Cyclic Stresses, ΔSHh and ΔSLh (as per clause 4.7.2.2.4)
Cyclic circumferential stress, ΔSHh (as per Clause 4.7.2.2.4.1)
Impact Factor F i = 1.500 (from Fig. 7, for H = 1100 mm)
Highway stiffness factor for cyclic circumferential stress K Hh = 13.040 (from Fig. 14, for tw/D=0.023 & Er=69 MPa)
Highway geometry factor for cyclic circumferential stress G Hh = 1.190 (from Fig. 15, for D = 406.4 & H =1100 mm)
ΔSHh = KHhGHh RLFi w ΔSHh = 20,043 kPa
Cyclic Longitudinal Stress, ΔSLh (as per clause 4.7.2.2.4.2)
Highway stiffness factor for cyclic longitudinal stress K Lh = 9.500 (from Fig. 16, for tw/D=0.023 & Er=69 MPa)
Highway geometry factor for cyclic longitudinal stress G Lh = 1.110 (from Fig. 17, for D = 406.4 & H =1100 mm)
ΔSLh = KLhGLh RLFi w ΔSLh = 13,620 kPa
Circumferential stress due to internal Pressurisation, Shi (as per clause 4.7.3)
SHi= p(D-tw)/2tw SHi = 2,109 kPa
Principle Stresses, S1, S2, S3 (as per clause 4.8.1.2)
S1 = SHe + ΔSHh + SHi S1 = 30,526 kPa
S2 = ΔSLh - E SαT (T2 - T1 ) + vs (SHe + SHi) S2 = 7,077 kPa
S3= -p = -MAOP or -MOP S3 = -101 kPa
Effective Stress, Seff (as per clause 4.8.1.3)
Seff = √1/2[(S1-S2)2+ (S2-S3)
2 + (S 3-S1)
2] Seff = 27,743 kPa
Check for allowable effective stress:
Seff ≤ SMYS x Fe SMYS x Fe = 220,500 kPa Check : OK
Check for Fatigue
Girth Weld fatigue as per clause 4.8.2.1, ΔSLh ≤ SFG x F SFG x F = 59,571 kPa Check : OK
Longitudinal Weld Fatigue
As per clause 4.8.2.1 Table 3, ΔSHh ≤ SFL x F SFL x F = 59,571 kPa Check : OK
Stiffness factor for circumferential stress from earth load
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PROJECT:
DOC NO:
INPUT DATA
Pipe and Operational Characteristics
Pipeline Design Code ASME B31.4
Outside Diameter D = 355.6 mm
Wall Thickness (minus corrosion allowance for carrier pipe) t w = 9.53 mm (If other material, fill following)
Design Internal Pressure p = 1.01 barg Grade
Steel Grade API 5L L245/B SMYS = MPa
Pipe Manufacture SAW S FG = kPa
Design Factor F = 0.72 S FL = kPa
Design Factor for Total Longitudinal Stress F L = 0.90 (If required by Pipeline Design Basis)
Design Factor for Allowable Effective Stress F e = 0.90 Based on Table 403.3.1-1 of ASME B31.4
Installation Temperature T 1 = 17 °C
Maximum Operating Temperature T 2 = 21 °C
Design Temperature T des = 21 °C
Longitudinal Joint Factor E = 1.00
Temperature Derating Factor T =
Pipe material properties
Modulus of Elasticity of Steel E s = 207000000.0 kPa
Poisson Ratio v s = 0.30
Co-efficient of Thermal Expansion α t = 0.0000117 mm/mm/°C
Installation and Site Conditions
Type of Crossing Cased
Construction Method for Crossing Trenched
Crossing Road
Pipeline Cover under crossing H = 1100 mmSoil Type Description B =
Description of soil (Modulus of Soil Reaction) E' =
Description of soil (Resilient Modulus of Soil) E r =
Unit Weight of Soil γ = 19 kN/m3
Modulus of Soil Reaction E' = MPa
Resilient Modulus of Soil E r = MPa
Type of Longitudinal Weld SAW
Axle Configuration Single Based on Table-1 of API RP 1102
Pavement Type No Pavement
Design Wheel Load Ps = 112 kN Based on clause 6.4 of 015-IH-1002
Contact Area of Wheel Load A p = 0.093 m2 Based on clause 4.7.2.2 of API RP1102
.
SUMMARY OF RESULTS
Stress Results
Unit % SMYS Check Limit
kPa 0.8% OK 72.0%
kPa 9.6% OK 90.0%
Fatigue Results
Unit % SMYS Check Limit
kPa 5.3% OK 72%
kPa 7.4% OK 72%
CASED/UNCASED PIPELINE ROAD CROSSING CALCULATIONS
ACCORDING TO API RP 1102
EFFLUENT WATER TREATMENT AND INJECTION PLANT (NK)
Road Crossing Calculations for 8" Injection Water Pipeline (Cased and with No Pavement)
14050642-100-PL-CAL-0002, APPENDIX-13
Stiff to very stiff clays and silts;loose to medium dense sands
and gravels
(Enter values if available from Design
Basis or LEAVE BLANK )
Dense to very dense sands and gravels; medium to very stiff
clays and silts
Stiff to very stiff clays and Silts; medium dense and gravels
(Based on Survey Report/Design Data)
(Enter values other than Appendix A or
LEAVE BLANK )
Variable Value
Circumferential Stress SHi(Barlow) 1,890
Total Effective Stress (Seff ) 23,445
Variable Value
Cyclic Longitudinal Stress 13,107
Cyclic Circumferential Stress 18,121
Overall Road Crossing Stress Check DESIGN IS SAFE
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PROJECT:
DOC NO:
CASED/UNCASED PIPELINE ROAD CROSSING CALCULATIONS
ACCORDING TO API RP 1102
EFFLUENT WATER TREATMENT AND INJECTION PLANT (NK)
14050642-100-PL-CAL-0002, APPENDIX-13
DETAILED CALCULATIONSBored Diameter B d = 355.6 mm Soil Type = B
Modulus of Soil Reaction (as per table A-1) E' = 6.90 MPa t w /D = 0.027
Resilient Modulus of Soil (as per Table A-2) E r = 69.00 MPa H/B d = 3.09
Pavement Type Factor (as per Table 2) R = 1.10 B d /D = 1.00
Axle Configuration Factor (as per Table 2) L = 0.65
Fatigue Endurance Limit - Girth (as per Table 3) S FG = 82,737.08 kPa
Fatigue Endurance Limit - Long. (as per Table 3) S FL = 82,737.08 kPa
Specified Min. Yield Strength SMYS = 245.00 Mpa
Temperature Derating Factor T = Not Applicable
Check Allowable Barlow Stress (as per clause 4.8.1.1)
[SHi (Barlow)= pD/2tw] ≤ F x E x SMYSSHi (Barlow) = 1,890 kPa
F x E x SMYS = 176,400 kPa Check : OK
Circumferential Stress due to Earth Load SHe (as per clause 4.7.2.1)
K He = 1310.00 (from Fig. 3, for tw/D=0.027 & E'=6.9 MPa)
Burial factor for earth load B e = 0.780 (from Fig. 4, for H/Bd=3.1 & Soil Type=B)
Excavation factor for earth load E e = 0.831
SHe = KHeBeEeγD SHe = 5736.97 kPa
Impact Factor, Fi, and Applied Design Surface Pressure, w (as per clause 4.7.2.2.1)
Applied design surface pressure, w = Ps/Ap w = 1,204.3 kPa
Cyclic Stresses, ΔSHh and ΔSLh (as per clause 4.7.2.2.4)
Cyclic circumferential stress, ΔSHh (as per Clause 4.7.2.2.4.1)
Impact Factor F i = 1.500 (from Fig. 7, for H = 1100 mm)
Highway stiffness factor for cyclic circumferential stress K Hh = 11.500 (from Fig. 14, for tw/D=0.027 & Er=69 MPa)
Highway geometry factor for cyclic circumferential stress G Hh = 1.220 (from Fig. 15, for D = 355.6 & H =1100 mm)
ΔSHh = KHhGHh RLFi w ΔSHh = 18,121 kPa
Cyclic Longitudinal Stress, ΔSLh (as per clause 4.7.2.2.4.2)
Highway stiffness factor for cyclic longitudinal stress K Lh = 8.980 (from Fig. 16, for tw/D=0.027 & Er=69 MPa)
Highway geometry factor for cyclic longitudinal stress G Lh = 1.130 (from Fig. 17, for D = 355.6 & H =1100 mm)
ΔSLh = KLhGLh RLFi w ΔSLh = 13,107 kPa
Circumferential stress due to internal Pressurisation, Shi (as per clause 4.7.3)
SHi= p(D-tw)/2tw SHi = 1,839 kPa
Principle Stresses, S1, S2, S3 (as per clause 4.8.1.2)
S1 = SHe + ΔSHh + SHi S1 = 25,698 kPa
S2 = ΔSLh - E SαT (T2 - T1 ) + vs (SHe + SHi) S2 = 5,692 kPa
S3= -p = -MAOP or -MOP S3 = -101 kPa
Effective Stress, Seff (as per clause 4.8.1.3)
Seff = √1/2[(S1-S2)2+ (S2-S3)
2 + (S 3-S1)
2] Seff = 23,445 kPa
Check for allowable effective stress:
Seff ≤ SMYS x Fe SMYS x Fe = 220,500 kPa Check : OK
Check for Fatigue
Girth Weld fatigue as per clause 4.8.2.1, ΔSLh ≤ SFG x F SFG x F = 59,571 kPa Check : OK
Longitudinal Weld Fatigue
As per clause 4.8.2.1 Table 3, ΔSHh ≤ SFL x F SFL x F = 59,571 kPa Check : OK
Stiffness factor for circumferential stress from earth load
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PROJECT:
DOC NO:
INPUT DATA
Pipe and Operational Characteristics
Pipeline Design Code ASME B31.4
Outside Diameter D = 323.9 mm
Wall Thickness (minus corrosion allowance for carrier pipe) t w = 9.53 mm (If other material, fill following)
Design Internal Pressure p = 1.01 barg Grade
Steel Grade API 5L L245/B SMYS = MPa
Pipe Manufacture SAW S FG = kPa
Design Factor F = 0.72 S FL = kPa
Design Factor for Total Longitudinal Stress F L = 0.90 (If required by Pipeline Design Basis)
Design Factor for Allowable Effective Stress F e = 0.90 Based on Table 403.3.1-1 of ASME B31.4
Installation Temperature T 1 = 17 °C
Maximum Operating Temperature T 2 = 21 °C
Design Temperature T des = 21 °C
Longitudinal Joint Factor E = 1.00
Temperature Derating Factor T =
Pipe material properties
Modulus of Elasticity of Steel E s = 207000000.0 kPa
Poisson Ratio v s = 0.30
Co-efficient of Thermal Expansion α t = 0.0000117 mm/mm/°C
Installation and Site Conditions
Type of Crossing Cased
Construction Method for Crossing Trenched
Crossing Road
Pipeline Cover under crossing H = 1100 mmSoil Type Description B =
Description of soil (Modulus of Soil Reaction) E' =
Description of soil (Resilient Modulus of Soil) E r =
Unit Weight of Soil γ = 19 kN/m3
Modulus of Soil Reaction E' = MPa
Resilient Modulus of Soil E r = MPa
Type of Longitudinal Weld SAW
Axle Configuration Single Based on Table-1 of API RP 1102
Pavement Type No Pavement
Design Wheel Load Ps = 112 kN Based on clause 6.4 of 015-IH-1002
Contact Area of Wheel Load A p = 0.093 m2 Based on clause 4.7.2.2 of API RP1102
.
SUMMARY OF RESULTS
Stress Results
Unit % SMYS Check Limit
kPa 0.7% OK 72.0%
kPa 8.9% OK 90.0%
Fatigue Results
Unit % SMYS Check Limit
kPa 5.2% OK 72%
kPa 7.1% OK 72%
CASED/UNCASED PIPELINE ROAD CROSSING CALCULATIONS
ACCORDING TO API RP 1102
EFFLUENT WATER TREATMENT AND INJECTION PLANT (NK)
Road Crossing Calculations for 6" Injection Water Pipeline (Cased and with No Pavement)
14050642-100-PL-CAL-0002, APPENDIX-14
Stiff to very stiff clays and silts;loose to medium dense sands
and gravels
(Enter values if available from Design
Basis or LEAVE BLANK )
Dense to very dense sands and gravels; medium to very stiff
clays and silts
Stiff to very stiff clays and Silts; medium dense and gravels
(Based on Survey Report/Design Data)
(Enter values other than Appendix A or
LEAVE BLANK )
Variable Value
Circumferential Stress SHi(Barlow) 1,721
Total Effective Stress (Seff ) 21,756
Variable Value
Cyclic Longitudinal Stress 12,804
Cyclic Circumferential Stress 17,469
Overall Road Crossing Stress Check DESIGN IS SAFE
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PROJECT:
DOC NO:
CASED/UNCASED PIPELINE ROAD CROSSING CALCULATIONS
ACCORDING TO API RP 1102
EFFLUENT WATER TREATMENT AND INJECTION PLANT (NK)
14050642-100-PL-CAL-0002, APPENDIX-14
DETAILED CALCULATIONSBored Diameter B d = 323.9 mm Soil Type = B
Modulus of Soil Reaction (as per table A-1) E' = 6.90 MPa t w /D = 0.029
Resilient Modulus of Soil (as per Table A-2) E r = 69.00 MPa H/B d = 3.40
Pavement Type Factor (as per Table 2) R = 1.10 B d /D = 1.00
Axle Configuration Factor (as per Table 2) L = 0.65
Fatigue Endurance Limit - Girth (as per Table 3) S FG = 82,737.08 kPa
Fatigue Endurance Limit - Long. (as per Table 3) S FL = 82,737.08 kPa
Specified Min. Yield Strength SMYS = 245.00 Mpa
Temperature Derating Factor T = Not Applicable
Check Allowable Barlow Stress (as per clause 4.8.1.1)
[SHi (Barlow)= pD/2tw] ≤ F x E x SMYSSHi (Barlow) = 1,721 kPa
F x E x SMYS = 176,400 kPa Check : OK
Circumferential Stress due to Earth Load SHe (as per clause 4.7.2.1)
K He = 1100.00 (from Fig. 3, for tw/D=0.03 & E'=6.9 MPa)
Burial factor for earth load B e = 0.820 (from Fig. 4, for H/Bd=3.4 & Soil Type=B)
Excavation factor for earth load E e = 0.831
SHe = KHeBeEeγD SHe = 4612.88 kPa
Impact Factor, Fi, and Applied Design Surface Pressure, w (as per clause 4.7.2.2.1)
Applied design surface pressure, w = Ps/Ap w = 1,204.3 kPa
Cyclic Stresses, ΔSHh and ΔSLh (as per clause 4.7.2.2.4)
Cyclic circumferential stress, ΔSHh (as per Clause 4.7.2.2.4.1)
Impact Factor F i = 1.500 (from Fig. 7, for H = 1100 mm)
Highway stiffness factor for cyclic circumferential stress K Hh = 10.820 (from Fig. 14, for tw/D=0.029 & Er=69 MPa)
Highway geometry factor for cyclic circumferential stress G Hh = 1.250 (from Fig. 15, for D = 323.9 & H =1100 mm)
ΔSHh = KHhGHh RLFi w ΔSHh = 17,469 kPa
Cyclic Longitudinal Stress, ΔSLh (as per clause 4.7.2.2.4.2)
Highway stiffness factor for cyclic longitudinal stress K Lh = 8.620 (from Fig. 16, for tw/D=0.029 & Er=69 MPa)
Highway geometry factor for cyclic longitudinal stress G Lh = 1.150 (from Fig. 17, for D = 323.9 & H =1100 mm)
ΔSLh = KLhGLh RLFi w ΔSLh = 12,804 kPa
Circumferential stress due to internal Pressurisation, Shi (as per clause 4.7.3)
SHi= p(D-tw)/2tw SHi = 1,671 kPa
Principle Stresses, S1, S2, S3 (as per clause 4.8.1.2)
S1 = SHe + ΔSHh + SHi S1 = 23,753 kPa
S2 = ΔSLh - E SαT (T2 - T1 ) + vs (SHe + SHi) S2 = 5,001 kPa
S3= -p = -MAOP or -MOP S3 = -101 kPa
Effective Stress, Seff (as per clause 4.8.1.3)
Seff = √1/2[(S1-S2)2+ (S2-S3)
2 + (S 3-S1)
2] Seff = 21,756 kPa
Check for allowable effective stress:
Seff ≤ SMYS x Fe SMYS x Fe = 220,500 kPa Check : OK
Check for Fatigue
Girth Weld fatigue as per clause 4.8.2.1, ΔSLh ≤ SFG x F SFG x F = 59,571 kPa Check : OK
Longitudinal Weld Fatigue
As per clause 4.8.2.1 Table 3, ΔSHh ≤ SFL x F SFL x F = 59,571 kPa Check : OK
Stiffness factor for circumferential stress from earth load
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PROJECT:
DOC NO:
INPUT DATA
Pipe and Operational Characteristics
Pipeline Design Code ASME B31.4
Outside Diameter D = 323.9 mm
Wall Thickness (minus corrosion allowance for carrier pipe) t w = 9.53 mm (If other material, fill following)
Design Internal Pressure p = 1.01 barg Grade
Steel Grade API 5L L245/B SMYS = MPa
Pipe Manufacture SAW S FG = kPa
Design Factor F = 0.72 S FL = kPa
Design Factor for Total Longitudinal Stress F L = 0.90 (If required by Pipeline Design Basis)
Design Factor for Allowable Effective Stress F e = 0.90 Based on Table 403.3.1-1 of ASME B31.4
Installation Temperature T 1 = 17 °C
Maximum Operating Temperature T 2 = 21 °C
Design Temperature T des = 21 °C
Longitudinal Joint Factor E = 1.00
Temperature Derating Factor T =
Pipe material properties
Modulus of Elasticity of Steel E s = 207000000.0 kPa
Poisson Ratio v s = 0.30
Co-efficient of Thermal Expansion α t = 0.0000117 mm/mm/°C
Installation and Site Conditions
Type of Crossing Cased
Construction Method for Crossing Trenched
Crossing Road
Pipeline Cover under crossing H = 1100 mmSoil Type Description B =
Description of soil (Modulus of Soil Reaction) E' =
Description of soil (Resilient Modulus of Soil) E r =
Unit Weight of Soil γ = 19 kN/m3
Modulus of Soil Reaction E' = MPa
Resilient Modulus of Soil E r = MPa
Type of Longitudinal Weld SAW
Axle Configuration Single Based on Table-1 of API RP 1102
Pavement Type No Pavement
Design Wheel Load Ps = 112 kN Based on clause 6.4 of 015-IH-1002
Contact Area of Wheel Load A p = 0.093 m2 Based on clause 4.7.2.2 of API RP1102
SUMMARY OF RESULTS
Stress Results
Unit % SMYS Check Limit
kPa 0.7% OK 72.0%
kPa 8.9% OK 90.0%
Fatigue Results
Unit % SMYS Check Limit
kPa 5.2% OK 72%
kPa 7.1% OK 72%
Cyclic Longitudinal Stress 12,804
Cyclic Circumferential Stress 17,469
Overall Road Crossing Stress Check DESIGN IS SAFE
Circumferential Stress SHi(Barlow) 1,721
Total Effective Stress (Seff ) 21,756
Variable Value
(Based on Survey Report/Design Data)
(Enter values other than Appendix A or
LEAVE BLANK )
Variable Value
Stiff to very stiff clays and silts;loose to medium dense sands
and gravels
(Enter values if available from Design
Basis or LEAVE BLANK )
Dense to very dense sands and gravels; medium to very stiff
clays and silts
Stiff to very stiff clays and Silts; medium dense and gravels
Road Crossing Calculations for 6" Oily Water Pipeline (Cased and with No Pavement)
14050642-100-PL-CAL-0002, APPENDIX-15
EFFLUENT WATER TREATMENT AND INJECTION PLANT (NK)
ACCORDING TO API RP 1102
CASED/UNCASED PIPELINE ROAD CROSSING CALCULATIONS
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PROJECT:
DOC NO: 14050642-100-PL-CAL-0002, APPENDIX-15
EFFLUENT WATER TREATMENT AND INJECTION PLANT (NK)
ACCORDING TO API RP 1102
CASED/UNCASED PIPELINE ROAD CROSSING CALCULATIONS
DETAILED CALCULATIONSBored Diameter B d = 323.9 mm Soil Type = B
Modulus of Soil Reaction (as per table A-1) E' = 6.90 MPa t w /D = 0.029
Resilient Modulus of Soil (as per Table A-2) E r = 69.00 MPa H/B d = 3.40
Pavement Type Factor (as per Table 2) R = 1.10 B d /D = 1.00
Axle Configuration Factor (as per Table 2) L = 0.65
Fatigue Endurance Limit - Girth (as per Table 3) S FG = 82,737.08 kPa
Fatigue Endurance Limit - Long. (as per Table 3) S FL = 82,737.08 kPa
Specified Min. Yield Strength SMYS = 245.00 Mpa
Temperature Derating Factor T = Not Applicable
Check Allowable Barlow Stress (as per clause 4.8.1.1)
[SHi (Barlow)= pD/2tw] ≤ F x E x SMYSSHi (Barlow) = 1,721 kPa
F x E x SMYS = 176,400 kPa Check : OK
Circumferential Stress due to Earth Load SHe (as per clause 4.7.2.1)
K He = 1100.00 (from Fig. 3, for tw/D=0.03 & E'=6.9 MPa)
Burial factor for earth load B e = 0.820 (from Fig. 4, for H/Bd=3.4 & Soil Type=B)
Excavation factor for earth load E e = 0.831
SHe = KHeBeEeγD SHe = 4612.88 kPa
Impact Factor, Fi, and Applied Design Surface Pressure, w (as per clause 4.7.2.2.1)
Applied design surface pressure, w = Ps/Ap w = 1,204.3 kPa
Cyclic Stresses, ΔSHh and ΔSLh (as per clause 4.7.2.2.4)
Cyclic circumferential stress, ΔSHh (as per Clause 4.7.2.2.4.1)
Impact Factor F i = 1.500 (from Fig. 7, for H = 1100 mm)
Highway stiffness factor for cyclic circumferential stress K Hh = 10.820 (from Fig. 14, for tw/D=0.029 & Er=69 MPa)
Highway geometry factor for cyclic circumferential stress G Hh = 1.250 (from Fig. 15, for D = 323.9 & H =1100 mm)
ΔSHh = KHhGHh RLFi w ΔSHh = 17,469 kPa
Cyclic Longitudinal Stress, ΔSLh (as per clause 4.7.2.2.4.2)
Highway stiffness factor for cyclic longitudinal stress K Lh = 8.620 (from Fig. 16, for tw/D=0.029 & Er=69 MPa)
Highway geometry factor for cyclic longitudinal stress G Lh = 1.150 (from Fig. 17, for D = 323.9 & H =1100 mm)
ΔSLh = KLhGLh RLFi w ΔSLh = 12,804 kPa
Circumferential stress due to internal Pressurisation, Shi (as per clause 4.7.3)
SHi= p(D-tw)/2tw SHi = 1,671 kPa
Principle Stresses, S1, S2, S3 (as per clause 4.8.1.2)
S1 = SHe + ΔSHh + SHi S1 = 23,753 kPa
S2 = ΔSLh - E SαT (T2 - T1 ) + vs (SHe + SHi) S2 = 5,001 kPa
S3= -p = -MAOP or -MOP S3 = -101 kPa
Effective Stress, Seff (as per clause 4.8.1.3)
Seff = √1/2[(S1-S2)2+ (S2-S3)
2 + (S 3-S1)
2] Seff = 21,756 kPa
Check for allowable effective stress:
Seff ≤ SMYS x Fe SMYS x Fe = 220,500 kPa Check : OK
Check for Fatigue
Girth Weld fatigue as per clause 4.8.2.1, ΔSLh ≤ SFG x F SFG x F = 59,571 kPa Check : OK
Longitudinal Weld Fatigue
As per clause 4.8.2.1 Table 3, ΔSHh ≤ SFL x F SFL x F = 59,571 kPa Check : OK
Stiffness factor for circumferential stress from earth load
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PROJECT:
DOC NO:
INPUT DATA
Pipe and Operational Characteristics
Pipeline Design Code ASME B31.8
Outside Diameter D = 323.9 mm
Wall Thickness (minus corrosion allowance for carrier pipe) t w = 9.53 mm (If other material, fill following)
Design Internal Pressure p = 1.01 barg Grade
Steel Grade API 5L L245/B SMYS = MPa
Pipe Manufacture SAW S FG = kPa
Design Factor F = 0.60 S FL = kPa
Design Factor for Total Longitudinal Stress F L = 0.90 (If required by Pipeline Design Basis)
Design Factor for Allowable Effective Stress F e = 0.90 Based on Table 403.3.1-1 of ASME B31.4
Installation Temperature T 1 = 17 °C
Maximum Operating Temperature T 2 = 21 °C
Design Temperature T des = 21 °C
Longitudinal Joint Factor E = 1.00
Temperature Derating Factor T = 1.0000
Pipe material properties
Modulus of Elasticity of Steel E s = 207000000.0 kPa
Poisson Ratio v s = 0.30
Co-efficient of Thermal Expansion α t = 0.0000117 mm/mm/°C
Installation and Site Conditions
Type of Crossing Cased
Construction Method for Crossing Trenched
Crossing Road
Pipeline Cover under crossing H = 1100 mmSoil Type Description B =
Description of soil (Modulus of Soil Reaction) E' =
Description of soil (Resilient Modulus of Soil) E r =
Unit Weight of Soil γ = 19 kN/m3
Modulus of Soil Reaction E' = MPa
Resilient Modulus of Soil E r = MPa
Type of Longitudinal Weld SAW
Axle Configuration Single Based on Table-1 of API RP 1102
Pavement Type No Pavement
Design Wheel Load Ps = 112 kN Based on clause 6.4 of 015-IH-1002
Contact Area of Wheel Load A p = 0.093 m2 Based on clause 4.7.2.2 of API RP1102
SUMMARY OF RESULTS
Stress Results
Unit % SMYS Check Limit
kPa 0.7% OK 60.0%
kPa 8.9% OK 90.0%
Fatigue Results
Unit % SMYS Check Limit
kPa 5.2% OK 60%
kPa 7.1% OK 60%
Cyclic Longitudinal Stress 12,804
Cyclic Circumferential Stress 17,469
Overall Road Crossing Stress Check DESIGN IS SAFE
Circumferential Stress SHi(Barlow) 1,721
Total Effective Stress (Seff ) 21,756
Variable Value
(Based on Survey Report/Design Data)
(Enter values other than Appendix A or
LEAVE BLANK )
Variable Value
Stiff to very stiff clays and silts;loose to medium dense sands
and gravels
(Enter values if available from Design
Basis or LEAVE BLANK )
Dense to very dense sands and gravels; medium to very stiff
clays and silts
Stiff to very stiff clays and Silts; medium dense and gravels
Road Crossing Calculations for 6" Fuel Gas Pipeline (Cased and with No Pavement)
14050642-100-PL-CAL-0002, APPENDIX-16
EFFLUENT WATER TREATMENT AND INJECTION PLANT (NK)
ACCORDING TO API RP 1102
CASED/UNCASED PIPELINE ROAD CROSSING CALCULATIONS
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PROJECT:
DOC NO: 14050642-100-PL-CAL-0002, APPENDIX-16
EFFLUENT WATER TREATMENT AND INJECTION PLANT (NK)
ACCORDING TO API RP 1102
CASED/UNCASED PIPELINE ROAD CROSSING CALCULATIONS
DETAILED CALCULATIONSBored Diameter B d = 323.9 mm Soil Type = B
Modulus of Soil Reaction (as per table A-1) E' = 6.90 MPa t w /D = 0.029
Resilient Modulus of Soil (as per Table A-2) E r = 69.00 MPa H/B d = 3.40
Pavement Type Factor (as per Table 2) R = 1.10 B d /D = 1.00
Axle Configuration Factor (as per Table 2) L = 0.65
Fatigue Endurance Limit - Girth (as per Table 3) S FG = 82,737.08 kPa
Fatigue Endurance Limit - Long. (as per Table 3) S FL = 82,737.08 kPa
Specified Min. Yield Strength SMYS = 245.00 Mpa
Temperature Derating Factor T = 1.0000
Check Allowable Barlow Stress (as per clause 4.8.1.1)
[SHi (Barlow)= pD/2tw] ≤ F x E x T x SMYSSHi (Barlow) = 1,721 kPa
F x E x T x SMYS = 147,000 kPa Check : OK
Circumferential Stress due to Earth Load SHe (as per clause 4.7.2.1)
K He = 1100.00 (from Fig. 3, for tw/D=0.03 & E'=6.9 MPa)
Burial factor for earth load B e = 0.820 (from Fig. 4, for H/Bd=3.4 & Soil Type=B)
Excavation factor for earth load E e = 0.831
SHe = KHeBeEeγD SHe = 4612.88 kPa
Impact Factor, Fi, and Applied Design Surface Pressure, w (as per clause 4.7.2.2.1)
Applied design surface pressure, w = Ps/Ap w = 1,204.3 kPa
Cyclic Stresses, ΔSHh and ΔSLh (as per clause 4.7.2.2.4)
Cyclic circumferential stress, ΔSHh (as per Clause 4.7.2.2.4.1)
Impact Factor F i = 1.500 (from Fig. 7, for H = 1100 mm)
Highway stiffness factor for cyclic circumferential stress K Hh = 10.820 (from Fig. 14, for tw/D=0.029 & Er=69 MPa)
Highway geometry factor for cyclic circumferential stress G Hh = 1.250 (from Fig. 15, for D = 323.9 & H =1100 mm)
ΔSHh = KHhGHh RLFi w ΔSHh = 17,469 kPa
Cyclic Longitudinal Stress, ΔSLh (as per clause 4.7.2.2.4.2)
Highway stiffness factor for cyclic longitudinal stress K Lh = 8.620 (from Fig. 16, for tw/D=0.029 & Er=69 MPa)
Highway geometry factor for cyclic longitudinal stress G Lh = 1.150 (from Fig. 17, for D = 323.9 & H =1100 mm)
ΔSLh = KLhGLh RLFi w ΔSLh = 12,804 kPa
Circumferential stress due to internal Pressurisation, Shi (as per clause 4.7.3)
SHi= p(D-tw)/2tw SHi = 1,671 kPa
Principle Stresses, S1, S2, S3 (as per clause 4.8.1.2)
S1 = SHe + ΔSHh + SHi S1 = 23,753 kPa
S2 = ΔSLh - E SαT (T2 - T1 ) + vs (SHe + SHi) S2 = 5,001 kPa
S3= -p = -MAOP or -MOP S3 = -101 kPa
Effective Stress, Seff (as per clause 4.8.1.3)
Seff = √1/2[(S1-S2)2+ (S2-S3)
2 + (S 3-S1)
2] Seff = 21,756 kPa
Check for allowable effective stress:
Seff ≤ SMYS x Fe SMYS x Fe = 220,500 kPa Check : OK
Check for Fatigue
Girth Weld fatigue as per clause 4.8.2.1, ΔSLh ≤ SFG x F SFG x F = 49,642 kPa Check : OK
Longitudinal Weld Fatigue
As per clause 4.8.2.1 Table 3, ΔSHh ≤ SFL x F SFL x F = 49,642 kPa Check : OK
Stiffness factor for circumferential stress from earth load
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PROJECT:
DOC NO:
INPUT DATA
Pipe and Operational Characteristics
Pipeline Design Code ASME B31.4
Outside Diameter D = 660 mm
Wall Thickness (minus corrosion allowance for carrier pipe) t w = 9.53 mm (If other material, fill following)
Design Internal Pressure p = 1.01 barg Grade
Steel Grade API 5L L245/B SMYS = MPa
Pipe Manufacture SAW S FG = kPa
Design Factor F = 0.72 S FL = kPa
Design Factor for Total Longitudinal Stress F L = 0.90 (If required by Pipeline Design Basis)
Design Factor for Allowable Effective Stress F e = 0.90 Based on Table 403.3.1-1 of ASME B31.4
Installation Temperature T 1 = 17 °C
Maximum Operating Temperature T 2 = 21 °C
Design Temperature T des = 21 °C
Longitudinal Joint Factor E = 1.00
Temperature Derating Factor T =
Pipe material properties
Modulus of Elasticity of Steel E s = 207000000.0 kPa
Poisson Ratio v s = 0.30
Co-efficient of Thermal Expansion α t = 0.0000117 mm/mm/°C
Installation and Site Conditions
Type of Crossing Cased
Construction Method for Crossing Trenched
Crossing Rig
Pipeline Cover under crossing H = 1100 mmSoil Type Description B =
Description of soil (Modulus of Soil Reaction) E' =
Description of soil (Resilient Modulus of Soil) E r =
Unit Weight of Soil γ = 19 kN/m3
Modulus of Soil Reaction E' = MPa
Resilient Modulus of Soil E r = MPa
Type of Longitudinal Weld SAW
Axle Configuration Tandem Based on Table-1 of API RP 1102
Pavement Type No Pavement
Design Wheel Load Pt = 550 kN Based on clause 6.4 of 015-IH-1002
Contact Area of Wheel Load A p = 0.403 m2 Based on clause 4.7.2.2 of API RP1102
.
SUMMARY OF RESULTS
Stress Results
Unit % SMYS Check Limit
kPa 1.4% OK 72.0%
kPa 30.1% OK 90.0%
Fatigue Results
Unit % SMYS Check Limit
kPa 9.5% OK 72%
kPa 24.3% OK 72%
CASED/UNCASED PIPELINE ROAD CROSSING CALCULATIONS
ACCORDING TO API RP 1102
EFFLUENT WATER TREATMENT AND INJECTION PLANT (NK)
Rig Crossing Calculations for 20" Injection Water Pipeline (Cased and with No Pavement)
14050642-100-PL-CAL-0002, APPENDIX-17
Stiff to very stiff clays and silts;loose to medium dense sands
and gravels
(Enter values if available from Design
Basis or LEAVE BLANK )
Dense to very dense sands and gravels; medium to very stiff
clays and silts
Stiff to very stiff clays and Silts; medium dense and gravels
(Based on Survey Report/Design Data)
(Enter values other than Appendix A or
LEAVE BLANK )
Variable Value
Circumferential Stress SHi(Barlow) 3,508
Total Effective Stress (Seff ) 73,732
Variable Value
Cyclic Longitudinal Stress 23,153
Cyclic Circumferential Stress 59,463
Overall Road Crossing Stress Check DESIGN IS SAFE
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PROJECT:
DOC NO:
CASED/UNCASED PIPELINE ROAD CROSSING CALCULATIONS
ACCORDING TO API RP 1102
EFFLUENT WATER TREATMENT AND INJECTION PLANT (NK)
14050642-100-PL-CAL-0002, APPENDIX-17
DETAILED CALCULATIONSBored Diameter B d = 660 mm Soil Type = B
Modulus of Soil Reaction (as per table A-1) E' = 6.90 MPa t w /D = 0.014
Resilient Modulus of Soil (as per Table A-2) E r = 69.00 MPa H/B d = 1.67
Pavement Type Factor (as per Table 2) R = 1.10 B d /D = 1.00
Axle Configuration Factor (as per Table 2) L = 1.00
Fatigue Endurance Limit - Girth (as per Table 3) S FG = 82,737.08 kPa
Fatigue Endurance Limit - Long. (as per Table 3) S FL = 82,737.08 kPa
Specified Min. Yield Strength SMYS = 245.00 Mpa
Temperature Derating Factor T = Not Applicable
Check Allowable Barlow Stress (as per clause 4.8.1.1)
[SHi (Barlow)= pD/2tw] ≤ F x E x SMYSSHi (Barlow) = 3,508 kPa
F x E x SMYS = 176,400 kPa Check : OK
Circumferential Stress due to Earth Load SHe (as per clause 4.7.2.1)
K He = 3420.00 (from Fig. 3, for tw/D=0.015 & E'=6.9 MPa)
Burial factor for earth load B e = 0.525 (from Fig. 4, for H/Bd=1.7 & Soil Type=B)
Excavation factor for earth load E e = 0.831
SHe = KHeBeEeγD SHe = 18710.44 kPa
Impact Factor, Fi, and Applied Design Surface Pressure, w (as per clause 4.7.2.2.1)
Applied design surface pressure, w = Pt/Ap w = 1,364.8 kPa
Cyclic Stresses, ΔSHh and ΔSLh (as per clause 4.7.2.2.4)
Cyclic circumferential stress, ΔSHh (as per Clause 4.7.2.2.4.1)
Impact Factor F i = 1.500 (from Fig. 7, for H = 1100 mm)
Highway stiffness factor for cyclic circumferential stress K Hh = 14.670 (from Fig. 14, for tw/D=0.014 & Er=69 MPa)
Highway geometry factor for cyclic circumferential stress G Hh = 1.800 (from Fig. 15, for D = 660 & H =1100 mm)
ΔSHh = KHhGHh RLFi w ΔSHh = 59,463 kPa
Cyclic Longitudinal Stress, ΔSLh (as per clause 4.7.2.2.4.2)
Highway stiffness factor for cyclic longitudinal stress K Lh = 10.180 (from Fig. 16, for tw/D=0.014 & Er=69 MPa)
Highway geometry factor for cyclic longitudinal stress G Lh = 1.010 (from Fig. 17, for D = 660 & H =1100 mm)
ΔSLh = KLhGLh RLFi w ΔSLh = 23,153 kPa
Circumferential stress due to internal Pressurisation, Shi (as per clause 4.7.3)
SHi= p(D-tw)/2tw SHi = 3,457 kPa
Principle Stresses, S1, S2, S3 (as per clause 4.8.1.2)
S1 = SHe + ΔSHh + SHi S1 = 81,630 kPa
S2 = ΔSLh - E SαT (T2 - T1 ) + vs (SHe + SHi) S2 = 20,116 kPa
S3= -p = -MAOP or -MOP S3 = -101 kPa
Effective Stress, Seff (as per clause 4.8.1.3)
Seff = √1/2[(S1-S2)2+ (S2-S3)
2 + (S 3-S1)
2] Seff = 73,732 kPa
Check for allowable effective stress:
Seff ≤ SMYS x Fe SMYS x Fe = 220,500 kPa Check : OK
Check for Fatigue
Girth Weld fatigue as per clause 4.8.2.1, ΔSLh ≤ SFG x F SFG x F = 59,571 kPa Check : OK
Longitudinal Weld Fatigue
As per clause 4.8.2.1 Table 3, ΔSHh ≤ SFL x F SFL x F = 59,571 kPa Check : OK
Stiffness factor for circumferential stress from earth load
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PROJECT:
DOC NO:
INPUT DATA
Pipe and Operational Characteristics
Pipeline Design Code ASME B31.4
Outside Diameter D = 508 mm
Wall Thickness (minus corrosion allowance for carrier pipe) t w = 9.53 mm (If other material, fill following)
Design Internal Pressure p = 1.01 barg Grade
Steel Grade API 5L L245/B SMYS = MPa
Pipe Manufacture SAW S FG = kPa
Design Factor F = 0.72 S FL = kPa
Design Factor for Total Longitudinal Stress F L = 0.90 (If required by Pipeline Design Basis)
Design Factor for Allowable Effective Stress F e = 0.90 Based on Table 403.3.1-1 of ASME B31.4
Installation Temperature T 1 = 17 °C
Maximum Operating Temperature T 2 = 21 °C
Design Temperature T des = 21 °C
Longitudinal Joint Factor E = 1.00
Temperature Derating Factor T =
Pipe material properties
Modulus of Elasticity of Steel E s = 207000000.0 kPa
Poisson Ratio v s = 0.30
Co-efficient of Thermal Expansion α t = 0.0000117 mm/mm/°C
Installation and Site Conditions
Type of Crossing Cased
Construction Method for Crossing Trenched
Crossing Rig
Pipeline Cover under crossing H = 1100 mmSoil Type Description B =
Description of soil (Modulus of Soil Reaction) E' =
Description of soil (Resilient Modulus of Soil) E r =
Unit Weight of Soil γ = 19 kN/m3
Modulus of Soil Reaction E' = MPa
Resilient Modulus of Soil E r = MPa
Type of Longitudinal Weld SAW
Axle Configuration Tandem Based on Table-1 of API RP 1102
Pavement Type No Pavement
Design Wheel Load Pt = 550 kN Based on clause 6.4 of 015-IH-1002
Contact Area of Wheel Load A p = 0.403 m2 Based on clause 4.7.2.2 of API RP1102
.
SUMMARY OF RESULTS
Stress Results
Unit % SMYS Check Limit
kPa 1.1% OK 72.0%
kPa 18.6% OK 90.0%
Fatigue Results
Unit % SMYS Check Limit
kPa 9.7% OK 72%
kPa 15.1% OK 72%
Cyclic Longitudinal Stress 23,878
Cyclic Circumferential Stress 36,992
Overall Road Crossing Stress Check DESIGN IS SAFE
Circumferential Stress SHi(Barlow) 2,700
Total Effective Stress (Seff ) 45,667
Variable Value
(Based on Survey Report/Design Data)
(Enter values other than Appendix A or
LEAVE BLANK )
Variable Value
Stiff to very stiff clays and silts;loose to medium dense sands
and gravels
(Enter values if available from Design
Basis or LEAVE BLANK )
Dense to very dense sands and gravels; medium to very stiff
clays and silts
Stiff to very stiff clays and Silts; medium dense and gravels
Rig Crossing Calculations for 14" Injection Water Pipeline (Cased and with No Pavement)
14050642-100-PL-CAL-0002, APPENDIX-18
EFFLUENT WATER TREATMENT AND INJECTION PLANT (NK)
ACCORDING TO API RP 1102
CASED/UNCASED PIPELINE ROAD CROSSING CALCULATIONS
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PROJECT:
DOC NO: 14050642-100-PL-CAL-0002, APPENDIX-18
EFFLUENT WATER TREATMENT AND INJECTION PLANT (NK)
ACCORDING TO API RP 1102
CASED/UNCASED PIPELINE ROAD CROSSING CALCULATIONS
DETAILED CALCULATIONSBored Diameter B d = 508 mm Soil Type = B
Modulus of Soil Reaction (as per table A-1) E' = 6.90 MPa t w /D = 0.019
Resilient Modulus of Soil (as per Table A-2) E r = 69.00 MPa H/B d = 2.17
Pavement Type Factor (as per Table 2) R = 1.10 B d /D = 1.00
Axle Configuration Factor (as per Table 2) L = 1.00
Fatigue Endurance Limit - Girth (as per Table 3) S FG = 82,737.08 kPa
Fatigue Endurance Limit - Long. (as per Table 3) S FL = 82,737.08 kPa
Specified Min. Yield Strength SMYS = 245.00 Mpa
Temperature Derating Factor T = Not Applicable
Check Allowable Barlow Stress (as per clause 4.8.1.1)
[SHi (Barlow)= pD/2tw] ≤ F x E x SMYSSHi (Barlow) = 2,700 kPa
F x E x SMYS = 176,400 kPa Check : OK
Circumferential Stress due to Earth Load SHe (as per clause 4.7.2.1)
K He = 2400.00 (from Fig. 3, for tw/D=0.019 & E'=6.9 MPa)
Burial factor for earth load B e = 0.640 (from Fig. 4, for H/Bd=2.2 & Soil Type=B)
Excavation factor for earth load E e = 0.831
SHe = KHeBeEeγD SHe = 12319.97 kPa
Impact Factor, Fi, and Applied Design Surface Pressure, w (as per clause 4.7.2.2.1)
Applied design surface pressure, w = Pt/Ap w = 1,364.8 kPa
Cyclic Stresses, ΔSHh and ΔSLh (as per clause 4.7.2.2.4)
Cyclic circumferential stress, ΔSHh (as per Clause 4.7.2.2.4.1)
Impact Factor F i = 1.500 (from Fig. 7, for H = 1100 mm)
Highway stiffness factor for cyclic circumferential stress K Hh = 14.410 (from Fig. 14, for tw/D=0.019 & Er=69 MPa)
Highway geometry factor for cyclic circumferential stress G Hh = 1.140 (from Fig. 15, for D = 508 & H =1100 mm)
ΔSHh = KHhGHh RLFi w ΔSHh = 36,992 kPa
Cyclic Longitudinal Stress, ΔSLh (as per clause 4.7.2.2.4.2)
Highway stiffness factor for cyclic longitudinal stress K Lh = 9.910 (from Fig. 16, for tw/D=0.019 & Er=69 MPa)
Highway geometry factor for cyclic longitudinal stress G Lh = 1.070 (from Fig. 17, for D = 508 & H =1100 mm)
ΔSLh = KLhGLh RLFi w ΔSLh = 23,878 kPa
Circumferential stress due to internal Pressurisation, Shi (as per clause 4.7.3)
SHi= p(D-tw)/2tw SHi = 2,649 kPa
Principle Stresses, S1, S2, S3 (as per clause 4.8.1.2)
S1 = SHe + ΔSHh + SHi S1 = 51,961 kPa
S2 = ΔSLh - E SαT (T2 - T1 ) + vs (SHe + SHi) S2 = 18,681 kPa
S3= -p = -MAOP or -MOP S3 = -101 kPa
Effective Stress, Seff (as per clause 4.8.1.3)
Seff = √1/2[(S1-S2)2+ (S2-S3)
2 + (S 3-S1)
2] Seff = 45,667 kPa
Check for allowable effective stress:
Seff ≤ SMYS x Fe SMYS x Fe = 220,500 kPa Check : OK
Check for Fatigue
Girth Weld fatigue as per clause 4.8.2.1, ΔSLh ≤ SFG x F SFG x F = 59,571 kPa Check : OK
Longitudinal Weld Fatigue
As per clause 4.8.2.1 Table 3, ΔSHh ≤ SFL x F SFL x F = 59,571 kPa Check : OK
Stiffness factor for circumferential stress from earth load
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PROJECT:
DOC NO:
INPUT DATA
Pipe and Operational Characteristics
Pipeline Design Code ASME B31.4
Outside Diameter D = 457 mm
Wall Thickness (minus corrosion allowance for carrier pipe) t w = 9.53 mm (If other material, fill following)
Design Internal Pressure p = 1.01 barg Grade
Steel Grade API 5L L245/B SMYS = MPa
Pipe Manufacture SAW S FG = kPa
Design Factor F = 0.72 S FL = kPa
Design Factor for Total Longitudinal Stress F L = 0.90 (If required by Pipeline Design Basis)
Design Factor for Allowable Effective Stress F e = 0.90 Based on Table 403.3.1-1 of ASME B31.4
Installation Temperature T 1 = 17 °C
Maximum Operating Temperature T 2 = 21 °C
Design Temperature T des = 21 °C
Longitudinal Joint Factor E = 1.00
Temperature Derating Factor T =
Pipe material properties
Modulus of Elasticity of Steel E s = 207000000.0 kPa
Poisson Ratio v s = 0.30
Co-efficient of Thermal Expansion α t = 0.0000117 mm/mm/°C
Installation and Site Conditions
Type of Crossing Cased
Construction Method for Crossing Trenched
Crossing Rig
Pipeline Cover under crossing H = 1100 mmSoil Type Description B =
Description of soil (Modulus of Soil Reaction) E' =
Description of soil (Resilient Modulus of Soil) E r =
Unit Weight of Soil γ = 19 kN/m3
Modulus of Soil Reaction E' = MPa
Resilient Modulus of Soil E r = MPa
Type of Longitudinal Weld SAW
Axle Configuration Tandem Based on Table-1 of API RP 1102
Pavement Type No Pavement
Design Wheel Load Pt = 550 kN Based on clause 6.4 of 015-IH-1002
Contact Area of Wheel Load A p = 0.403 m2 Based on clause 4.7.2.2 of API RP1102
.
SUMMARY OF RESULTS
Stress Results
Unit % SMYS Check Limit
kPa 1.0% OK 72.0%
kPa 17.5% OK 90.0%
Fatigue Results
Unit % SMYS Check Limit
kPa 9.8% OK 72%
kPa 14.8% OK 72%
Cyclic Longitudinal Stress 24,126
Cyclic Circumferential Stress 36,152
Overall Road Crossing Stress Check DESIGN IS SAFE
Circumferential Stress SHi(Barlow) 2,429
Total Effective Stress (Seff ) 42,820
Variable Value
(Based on Survey Report/Design Data)
(Enter values other than Appendix A or
LEAVE BLANK )
Variable Value
Stiff to very stiff clays and silts;loose to medium dense sands
and gravels
(Enter values if available from Design
Basis or LEAVE BLANK )
Dense to very dense sands and gravels; medium to very stiff
clays and silts
Stiff to very stiff clays and Silts; medium dense and gravels
Rig Crossing Calculations for 12" Injection Water Pipeline (Cased and with No Pavement)
14050642-100-PL-CAL-0002, APPENDIX-19
EFFLUENT WATER TREATMENT AND INJECTION PLANT (NK)
ACCORDING TO API RP 1102
CASED/UNCASED PIPELINE ROAD CROSSING CALCULATIONS
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PROJECT:
DOC NO: 14050642-100-PL-CAL-0002, APPENDIX-19
EFFLUENT WATER TREATMENT AND INJECTION PLANT (NK)
ACCORDING TO API RP 1102
CASED/UNCASED PIPELINE ROAD CROSSING CALCULATIONS
DETAILED CALCULATIONSBored Diameter B d = 457 mm Soil Type = B
Modulus of Soil Reaction (as per table A-1) E' = 6.90 MPa t w /D = 0.021
Resilient Modulus of Soil (as per Table A-2) E r = 69.00 MPa H/B d = 2.41
Pavement Type Factor (as per Table 2) R = 1.10 B d /D = 1.00
Axle Configuration Factor (as per Table 2) L = 1.00
Fatigue Endurance Limit - Girth (as per Table 3) S FG = 82,737.08 kPa
Fatigue Endurance Limit - Long. (as per Table 3) S FL = 82,737.08 kPa
Specified Min. Yield Strength SMYS = 245.00 Mpa
Temperature Derating Factor T = Not Applicable
Check Allowable Barlow Stress (as per clause 4.8.1.1)
[SHi (Barlow)= pD/2tw] ≤ F x E x SMYSSHi (Barlow) = 2,429 kPa
F x E x SMYS = 176,400 kPa Check : OK
Circumferential Stress due to Earth Load SHe (as per clause 4.7.2.1)
K He = 2100.00 (from Fig. 3, for tw/D=0.021 & E'=6.9 MPa)
Burial factor for earth load B e = 0.680 (from Fig. 4, for H/Bd=2.4 & Soil Type=B)
Excavation factor for earth load E e = 0.831
SHe = KHeBeEeγD SHe = 10303.84 kPa
Impact Factor, Fi, and Applied Design Surface Pressure, w (as per clause 4.7.2.2.1)
Applied design surface pressure, w = Pt/Ap w = 1,364.8 kPa
Cyclic Stresses, ΔSHh and ΔSLh (as per clause 4.7.2.2.4)
Cyclic circumferential stress, ΔSHh (as per Clause 4.7.2.2.4.1)
Impact Factor F i = 1.500 (from Fig. 7, for H = 1100 mm)
Highway stiffness factor for cyclic circumferential stress K Hh = 13.840 (from Fig. 14, for tw/D=0.021 & Er=69 MPa)
Highway geometry factor for cyclic circumferential stress G Hh = 1.160 (from Fig. 15, for D = 457 & H =1100 mm)
ΔSHh = KHhGHh RLFi w ΔSHh = 36,152 kPa
Cyclic Longitudinal Stress, ΔSLh (as per clause 4.7.2.2.4.2)
Highway stiffness factor for cyclic longitudinal stress K Lh = 9.740 (from Fig. 16, for tw/D=0.021 & Er=69 MPa)
Highway geometry factor for cyclic longitudinal stress G Lh = 1.100 (from Fig. 17, for D = 457 & H =1100 mm)
ΔSLh = KLhGLh RLFi w ΔSLh = 24,126 kPa
Circumferential stress due to internal Pressurisation, Shi (as per clause 4.7.3)
SHi= p(D-tw)/2tw SHi = 2,378 kPa
Principle Stresses, S1, S2, S3 (as per clause 4.8.1.2)
S1 = SHe + ΔSHh + SHi S1 = 48,834 kPa
S2 = ΔSLh - E SαT (T2 - T1 ) + vs (SHe + SHi) S2 = 18,243 kPa
S3= -p = -MAOP or -MOP S3 = -101 kPa
Effective Stress, Seff (as per clause 4.8.1.3)
Seff = √1/2[(S1-S2)2+ (S2-S3)
2 + (S 3-S1)
2] Seff = 42,820 kPa
Check for allowable effective stress:
Seff ≤ SMYS x Fe SMYS x Fe = 220,500 kPa Check : OK
Check for Fatigue
Girth Weld fatigue as per clause 4.8.2.1, ΔSLh ≤ SFG x F SFG x F = 59,571 kPa Check : OK
Longitudinal Weld Fatigue
As per clause 4.8.2.1 Table 3, ΔSHh ≤ SFL x F SFL x F = 59,571 kPa Check : OK
Stiffness factor for circumferential stress from earth load
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PROJECT:
DOC NO:
INPUT DATA
Pipe and Operational Characteristics
Pipeline Design Code ASME B31.4
Outside Diameter D = 406.4 mm
Wall Thickness (minus corrosion allowance for carrier pipe) t w = 9.53 mm (If other material, fill following)
Design Internal Pressure p = 1.01 barg Grade
Steel Grade API 5L L245/B SMYS = MPa
Pipe Manufacture SAW S FG = kPa
Design Factor F = 0.72 S FL = kPa
Design Factor for Total Longitudinal Stress F L = 0.90 (If required by Pipeline Design Basis)
Design Factor for Allowable Effective Stress F e = 0.90 Based on Table 403.3.1-1 of ASME B31.4
Installation Temperature T 1 = 17 °C
Maximum Operating Temperature T 2 = 21 °C
Design Temperature T des = 21 °C
Longitudinal Joint Factor E = 1.00
Temperature Derating Factor T =
Pipe material properties
Modulus of Elasticity of Steel E s = 207000000.0 kPa
Poisson Ratio v s = 0.30
Co-efficient of Thermal Expansion α t = 0.0000117 mm/mm/°C
Installation and Site Conditions
Type of Crossing Cased
Construction Method for Crossing Trenched
Crossing Rig
Pipeline Cover under crossing H = 1100 mmSoil Type Description B =
Description of soil (Modulus of Soil Reaction) E' =
Description of soil (Resilient Modulus of Soil) E r =
Unit Weight of Soil γ = 19 kN/m3
Modulus of Soil Reaction E' = MPa
Resilient Modulus of Soil E r = MPa
Type of Longitudinal Weld SAW
Axle Configuration Tandem Based on Table-1 of API RP 1102
Pavement Type No Pavement
Design Wheel Load Pt = 550 kN Based on clause 6.4 of 015-IH-1002
Contact Area of Wheel Load A p = 0.403 m2 Based on clause 4.7.2.2 of API RP1102
.
SUMMARY OF RESULTS
Stress Results
Unit % SMYS Check Limit
kPa 0.9% OK 72.0%
kPa 16.2% OK 90.0%
Fatigue Results
Unit % SMYS Check Limit
kPa 9.7% OK 72%
kPa 14.3% OK 72%
Cyclic Longitudinal Stress 23,746
Cyclic Circumferential Stress 34,943
Overall Road Crossing Stress Check DESIGN IS SAFE
Circumferential Stress SHi(Barlow) 2,160
Total Effective Stress (Seff ) 39,804
Variable Value
(Based on Survey Report/Design Data)
(Enter values other than Appendix A or
LEAVE BLANK )
Variable Value
Stiff to very stiff clays and silts;loose to medium dense sands
and gravels
(Enter values if available from Design
Basis or LEAVE BLANK )
Dense to very dense sands and gravels; medium to very stiff
clays and silts
Stiff to very stiff clays and Silts; medium dense and gravels
Rig Crossing Calculations for 10" Injection Water Pipeline (Cased and with No Pavement)
14050642-100-PL-CAL-0002, APPENDIX-20
EFFLUENT WATER TREATMENT AND INJECTION PLANT (NK)
ACCORDING TO API RP 1102
CASED/UNCASED PIPELINE ROAD CROSSING CALCULATIONS
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PROJECT:
DOC NO: 14050642-100-PL-CAL-0002, APPENDIX-20
EFFLUENT WATER TREATMENT AND INJECTION PLANT (NK)
ACCORDING TO API RP 1102
CASED/UNCASED PIPELINE ROAD CROSSING CALCULATIONS
DETAILED CALCULATIONSBored Diameter B d = 406.4 mm Soil Type = B
Modulus of Soil Reaction (as per table A-1) E' = 6.90 MPa t w /D = 0.023
Resilient Modulus of Soil (as per Table A-2) E r = 69.00 MPa H/B d = 2.71
Pavement Type Factor (as per Table 2) R = 1.10 B d /D = 1.00
Axle Configuration Factor (as per Table 2) L = 1.00
Fatigue Endurance Limit - Girth (as per Table 3) S FG = 82,737.08 kPa
Fatigue Endurance Limit - Long. (as per Table 3) S FL = 82,737.08 kPa
Specified Min. Yield Strength SMYS = 245.00 Mpa
Temperature Derating Factor T = Not Applicable
Check Allowable Barlow Stress (as per clause 4.8.1.1)
[SHi (Barlow)= pD/2tw] ≤ F x E x SMYSSHi (Barlow) = 2,160 kPa
F x E x SMYS = 176,400 kPa Check : OK
Circumferential Stress due to Earth Load SHe (as per clause 4.7.2.1)
K He = 1800.00 (from Fig. 3, for tw/D=0.024 & E'=6.9 MPa)
Burial factor for earth load B e = 0.725 (from Fig. 4, for H/Bd=2.7 & Soil Type=B)
Excavation factor for earth load E e = 0.831
SHe = KHeBeEeγD SHe = 8373.73 kPa
Impact Factor, Fi, and Applied Design Surface Pressure, w (as per clause 4.7.2.2.1)
Applied design surface pressure, w = Pt/Ap w = 1,364.8 kPa
Cyclic Stresses, ΔSHh and ΔSLh (as per clause 4.7.2.2.4)
Cyclic circumferential stress, ΔSHh (as per Clause 4.7.2.2.4.1)
Impact Factor F i = 1.500 (from Fig. 7, for H = 1100 mm)
Highway stiffness factor for cyclic circumferential stress K Hh = 13.040 (from Fig. 14, for tw/D=0.023 & Er=69 MPa)
Highway geometry factor for cyclic circumferential stress G Hh = 1.190 (from Fig. 15, for D = 406.4 & H =1100 mm)
ΔSHh = KHhGHh RLFi w ΔSHh = 34,943 kPa
Cyclic Longitudinal Stress, ΔSLh (as per clause 4.7.2.2.4.2)
Highway stiffness factor for cyclic longitudinal stress K Lh = 9.500 (from Fig. 16, for tw/D=0.023 & Er=69 MPa)
Highway geometry factor for cyclic longitudinal stress G Lh = 1.110 (from Fig. 17, for D = 406.4 & H =1100 mm)
ΔSLh = KLhGLh RLFi w ΔSLh = 23,746 kPa
Circumferential stress due to internal Pressurisation, Shi (as per clause 4.7.3)
SHi= p(D-tw)/2tw SHi = 2,109 kPa
Principle Stresses, S1, S2, S3 (as per clause 4.8.1.2)
S1 = SHe + ΔSHh + SHi S1 = 45,426 kPa
S2 = ΔSLh - E SαT (T2 - T1 ) + vs (SHe + SHi) S2 = 17,203 kPa
S3= -p = -MAOP or -MOP S3 = -101 kPa
Effective Stress, Seff (as per clause 4.8.1.3)
Seff = √1/2[(S1-S2)2+ (S2-S3)
2 + (S 3-S1)
2] Seff = 39,804 kPa
Check for allowable effective stress:
Seff ≤ SMYS x Fe SMYS x Fe = 220,500 kPa Check : OK
Check for Fatigue
Girth Weld fatigue as per clause 4.8.2.1, ΔSLh ≤ SFG x F SFG x F = 59,571 kPa Check : OK
Longitudinal Weld Fatigue
As per clause 4.8.2.1 Table 3, ΔSHh ≤ SFL x F SFL x F = 59,571 kPa Check : OK
Stiffness factor for circumferential stress from earth load
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PROJECT:
DOC NO:
INPUT DATA
Pipe and Operational Characteristics
Pipeline Design Code ASME B31.4
Outside Diameter D = 355.6 mm
Wall Thickness (minus corrosion allowance for carrier pipe) t w = 9.53 mm (If other material, fill following)
Design Internal Pressure p = 1.01 barg Grade
Steel Grade API 5L L245/B SMYS = MPa
Pipe Manufacture SAW S FG = kPa
Design Factor F = 0.72 S FL = kPa
Design Factor for Total Longitudinal Stress F L = 0.90 (If required by Pipeline Design Basis)
Design Factor for Allowable Effective Stress F e = 0.90 Based on Table 403.3.1-1 of ASME B31.4
Installation Temperature T 1 = 17 °C
Maximum Operating Temperature T 2 = 21 °C
Design Temperature T des = 21 °C
Longitudinal Joint Factor E = 1.00
Temperature Derating Factor T =
Pipe material properties
Modulus of Elasticity of Steel E s = 207000000.0 kPa
Poisson Ratio v s = 0.30
Co-efficient of Thermal Expansion α t = 0.0000117 mm/mm/°C
Installation and Site Conditions
Type of Crossing Cased
Construction Method for Crossing Trenched
Crossing Rig
Pipeline Cover under crossing H = 1100 mmSoil Type Description B =
Description of soil (Modulus of Soil Reaction) E' =
Description of soil (Resilient Modulus of Soil) E r =
Unit Weight of Soil γ = 19 kN/m3
Modulus of Soil Reaction E' = MPa
Resilient Modulus of Soil E r = MPa
Type of Longitudinal Weld SAW
Axle Configuration Tandem Based on Table-1 of API RP 1102
Pavement Type No Pavement
Design Wheel Load Pt = 550 kN Based on clause 6.4 of 015-IH-1002
Contact Area of Wheel Load A p = 0.403 m2 Based on clause 4.7.2.2 of API RP1102
.
SUMMARY OF RESULTS
Stress Results
Unit % SMYS Check Limit
kPa 0.8% OK 72.0%
kPa 14.0% OK 90.0%
Fatigue Results
Unit % SMYS Check Limit
kPa 9.3% OK 72%
kPa 12.9% OK 72%
Cyclic Longitudinal Stress 22,851
Cyclic Circumferential Stress 31,594
Overall Road Crossing Stress Check DESIGN IS SAFE
Circumferential Stress SHi(Barlow) 1,890
Total Effective Stress (Seff ) 34,256
Variable Value
(Based on Survey Report/Design Data)
(Enter values other than Appendix A or
LEAVE BLANK )
Variable Value
Stiff to very stiff clays and silts;loose to medium dense sands
and gravels
(Enter values if available from Design
Basis or LEAVE BLANK )
Dense to very dense sands and gravels; medium to very stiff
clays and silts
Stiff to very stiff clays and Silts; medium dense and gravels
Rig Crossing Calculations for 8" Injection Water Pipeline (Cased and with No Pavement)
14050642-100-PL-CAL-0002, APPENDIX-21
EFFLUENT WATER TREATMENT AND INJECTION PLANT (NK)
ACCORDING TO API RP 1102
CASED/UNCASED PIPELINE ROAD CROSSING CALCULATIONS
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PROJECT:
DOC NO: 14050642-100-PL-CAL-0002, APPENDIX-21
EFFLUENT WATER TREATMENT AND INJECTION PLANT (NK)
ACCORDING TO API RP 1102
CASED/UNCASED PIPELINE ROAD CROSSING CALCULATIONS
DETAILED CALCULATIONSBored Diameter B d = 355.6 mm Soil Type = B
Modulus of Soil Reaction (as per table A-1) E' = 6.90 MPa t w /D = 0.027
Resilient Modulus of Soil (as per Table A-2) E r = 69.00 MPa H/B d = 3.09
Pavement Type Factor (as per Table 2) R = 1.10 B d /D = 1.00
Axle Configuration Factor (as per Table 2) L = 1.00
Fatigue Endurance Limit - Girth (as per Table 3) S FG = 82,737.08 kPa
Fatigue Endurance Limit - Long. (as per Table 3) S FL = 82,737.08 kPa
Specified Min. Yield Strength SMYS = 245.00 Mpa
Temperature Derating Factor T = Not Applicable
Check Allowable Barlow Stress (as per clause 4.8.1.1)
[SHi (Barlow)= pD/2tw] ≤ F x E x SMYSSHi (Barlow) = 1,890 kPa
F x E x SMYS = 176,400 kPa Check : OK
Circumferential Stress due to Earth Load SHe (as per clause 4.7.2.1)
K He = 1310.00 (from Fig. 3, for tw/D=0.027 & E'=6.9 MPa)
Burial factor for earth load B e = 0.780 (from Fig. 4, for H/Bd=3.1 & Soil Type=B)
Excavation factor for earth load E e = 0.831
SHe = KHeBeEeγD SHe = 5736.97 kPa
Impact Factor, Fi, and Applied Design Surface Pressure, w (as per clause 4.7.2.2.1)
Applied design surface pressure, w = Pt/Ap w = 1,364.8 kPa
Cyclic Stresses, ΔSHh and ΔSLh (as per clause 4.7.2.2.4)
Cyclic circumferential stress, ΔSHh (as per Clause 4.7.2.2.4.1)
Impact Factor F i = 1.500 (from Fig. 7, for H = 1100 mm)
Highway stiffness factor for cyclic circumferential stress K Hh = 11.500 (from Fig. 14, for tw/D=0.027 & Er=69 MPa)
Highway geometry factor for cyclic circumferential stress G Hh = 1.220 (from Fig. 15, for D = 355.6 & H =1100 mm)
ΔSHh = KHhGHh RLFi w ΔSHh = 31,594 kPa
Cyclic Longitudinal Stress, ΔSLh (as per clause 4.7.2.2.4.2)
Highway stiffness factor for cyclic longitudinal stress K Lh = 8.980 (from Fig. 16, for tw/D=0.027 & Er=69 MPa)
Highway geometry factor for cyclic longitudinal stress G Lh = 1.130 (from Fig. 17, for D = 355.6 & H =1100 mm)
ΔSLh = KLhGLh RLFi w ΔSLh = 22,851 kPa
Circumferential stress due to internal Pressurisation, Shi (as per clause 4.7.3)
SHi= p(D-tw)/2tw SHi = 1,839 kPa
Principle Stresses, S1, S2, S3 (as per clause 4.8.1.2)
S1 = SHe + ΔSHh + SHi S1 = 39,170 kPa
S2 = ΔSLh - E SαT (T2 - T1 ) + vs (SHe + SHi) S2 = 15,436 kPa
S3= -p = -MAOP or -MOP S3 = -101 kPa
Effective Stress, Seff (as per clause 4.8.1.3)
Seff = √1/2[(S1-S2)2+ (S2-S3)
2 + (S 3-S1)
2] Seff = 34,256 kPa
Check for allowable effective stress:
Seff ≤ SMYS x Fe SMYS x Fe = 220,500 kPa Check : OK
Check for Fatigue
Girth Weld fatigue as per clause 4.8.2.1, ΔSLh ≤ SFG x F SFG x F = 59,571 kPa Check : OK
Longitudinal Weld Fatigue
As per clause 4.8.2.1 Table 3, ΔSHh ≤ SFL x F SFL x F = 59,571 kPa Check : OK
Stiffness factor for circumferential stress from earth load
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PROJECT:
DOC NO:
INPUT DATA
Pipe and Operational Characteristics
Pipeline Design Code ASME B31.4
Outside Diameter D = 323.9 mm
Wall Thickness (minus corrosion allowance for carrier pipe) t w = 9.53 mm (If other material, fill following)
Design Internal Pressure p = 1.01 barg Grade
Steel Grade API 5L L245/B SMYS = MPa
Pipe Manufacture SAW S FG = kPa
Design Factor F = 0.72 S FL = kPa
Design Factor for Total Longitudinal Stress F L = 0.90 (If required by Pipeline Design Basis)
Design Factor for Allowable Effective Stress F e = 0.90 Based on Table 403.3.1-1 of ASME B31.4
Installation Temperature T 1 = 17 °C
Maximum Operating Temperature T 2 = 21 °C
Design Temperature T des = 21 °C
Longitudinal Joint Factor E = 1.00
Temperature Derating Factor T =
Pipe material properties
Modulus of Elasticity of Steel E s = 207000000.0 kPa
Poisson Ratio v s = 0.30
Co-efficient of Thermal Expansion α t = 0.0000117 mm/mm/°C
Installation and Site Conditions
Type of Crossing Cased
Construction Method for Crossing Trenched
Crossing Rig
Pipeline Cover under crossing H = 1100 mmSoil Type Description B =
Description of soil (Modulus of Soil Reaction) E' =
Description of soil (Resilient Modulus of Soil) E r =
Unit Weight of Soil γ = 19 kN/m3
Modulus of Soil Reaction E' = MPa
Resilient Modulus of Soil E r = MPa
Type of Longitudinal Weld SAW
Axle Configuration Tandem Based on Table-1 of API RP 1102
Pavement Type No Pavement
Design Wheel Load Pt = 550 kN Based on clause 6.4 of 015-IH-1002
Contact Area of Wheel Load A p = 0.403 m2 Based on clause 4.7.2.2 of API RP1102
.
SUMMARY OF RESULTS
Stress Results
Unit % SMYS Check Limit
kPa 0.7% OK 72.0%
kPa 13.1% OK 90.0%
Fatigue Results
Unit % SMYS Check Limit
kPa 9.1% OK 72%
kPa 12.4% OK 72%
Cyclic Longitudinal Stress 22,323
Cyclic Circumferential Stress 30,456
Overall Road Crossing Stress Check DESIGN IS SAFE
Circumferential Stress SHi(Barlow) 1,721
Total Effective Stress (Seff ) 32,131
Variable Value
(Based on Survey Report/Design Data)
(Enter values other than Appendix A or
LEAVE BLANK )
Variable Value
Stiff to very stiff clays and silts;loose to medium dense sands
and gravels
(Enter values if available from Design
Basis or LEAVE BLANK )
Dense to very dense sands and gravels; medium to very stiff
clays and silts
Stiff to very stiff clays and Silts; medium dense and gravels
Rig Crossing Calculations for 6" Injection Water Pipeline (Cased and with No Pavement)
14050642-100-PL-CAL-0002, APPENDIX-22
EFFLUENT WATER TREATMENT AND INJECTION PLANT (NK)
ACCORDING TO API RP 1102
CASED/UNCASED PIPELINE ROAD CROSSING CALCULATIONS
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PROJECT:
DOC NO: 14050642-100-PL-CAL-0002, APPENDIX-22
EFFLUENT WATER TREATMENT AND INJECTION PLANT (NK)
ACCORDING TO API RP 1102
CASED/UNCASED PIPELINE ROAD CROSSING CALCULATIONS
DETAILED CALCULATIONSBored Diameter B d = 323.9 mm Soil Type = B
Modulus of Soil Reaction (as per table A-1) E' = 6.90 MPa t w /D = 0.029
Resilient Modulus of Soil (as per Table A-2) E r = 69.00 MPa H/B d = 3.40
Pavement Type Factor (as per Table 2) R = 1.10 B d /D = 1.00
Axle Configuration Factor (as per Table 2) L = 1.00
Fatigue Endurance Limit - Girth (as per Table 3) S FG = 82,737.08 kPa
Fatigue Endurance Limit - Long. (as per Table 3) S FL = 82,737.08 kPa
Specified Min. Yield Strength SMYS = 245.00 Mpa
Temperature Derating Factor T = Not Applicable
Check Allowable Barlow Stress (as per clause 4.8.1.1)
[SHi (Barlow)= pD/2tw] ≤ F x E x SMYSSHi (Barlow) = 1,721 kPa
F x E x SMYS = 176,400 kPa Check : OK
Circumferential Stress due to Earth Load SHe (as per clause 4.7.2.1)
K He = 1100.00 (from Fig. 3, for tw/D=0.03 & E'=6.9 MPa)
Burial factor for earth load B e = 0.820 (from Fig. 4, for H/Bd=3.4 & Soil Type=B)
Excavation factor for earth load E e = 0.831
SHe = KHeBeEeγD SHe = 4612.88 kPa
Impact Factor, Fi, and Applied Design Surface Pressure, w (as per clause 4.7.2.2.1)
Applied design surface pressure, w = Pt/Ap w = 1,364.8 kPa
Cyclic Stresses, ΔSHh and ΔSLh (as per clause 4.7.2.2.4)
Cyclic circumferential stress, ΔSHh (as per Clause 4.7.2.2.4.1)
Impact Factor F i = 1.500 (from Fig. 7, for H = 1100 mm)
Highway stiffness factor for cyclic circumferential stress K Hh = 10.820 (from Fig. 14, for tw/D=0.029 & Er=69 MPa)
Highway geometry factor for cyclic circumferential stress G Hh = 1.250 (from Fig. 15, for D = 323.9 & H =1100 mm)
ΔSHh = KHhGHh RLFi w ΔSHh = 30,456 kPa
Cyclic Longitudinal Stress, ΔSLh (as per clause 4.7.2.2.4.2)
Highway stiffness factor for cyclic longitudinal stress K Lh = 8.620 (from Fig. 16, for tw/D=0.029 & Er=69 MPa)
Highway geometry factor for cyclic longitudinal stress G Lh = 1.150 (from Fig. 17, for D = 323.9 & H =1100 mm)
ΔSLh = KLhGLh RLFi w ΔSLh = 22,323 kPa
Circumferential stress due to internal Pressurisation, Shi (as per clause 4.7.3)
SHi= p(D-tw)/2tw SHi = 1,671 kPa
Principle Stresses, S1, S2, S3 (as per clause 4.8.1.2)
S1 = SHe + ΔSHh + SHi S1 = 36,740 kPa
S2 = ΔSLh - E SαT (T2 - T1 ) + vs (SHe + SHi) S2 = 14,520 kPa
S3= -p = -MAOP or -MOP S3 = -101 kPa
Effective Stress, Seff (as per clause 4.8.1.3)
Seff = √1/2[(S1-S2)2+ (S2-S3)
2 + (S 3-S1)
2] Seff = 32,131 kPa
Check for allowable effective stress:
Seff ≤ SMYS x Fe SMYS x Fe = 220,500 kPa Check : OK
Check for Fatigue
Girth Weld fatigue as per clause 4.8.2.1, ΔSLh ≤ SFG x F SFG x F = 59,571 kPa Check : OK
Longitudinal Weld Fatigue
As per clause 4.8.2.1 Table 3, ΔSHh ≤ SFL x F SFL x F = 59,571 kPa Check : OK
Stiffness factor for circumferential stress from earth load
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PROJECT:
DOC NO:
INPUT DATA
Pipe and Operational Characteristics
Pipeline Design Code ASME B31.4
Outside Diameter D = 323.9 mm
Wall Thickness (minus corrosion allowance for carrier pipe) t w = 9.53 mm (If other material, fill following)
Design Internal Pressure p = 1.01 barg Grade
Steel Grade API 5L L245/B SMYS = MPa
Pipe Manufacture SAW S FG = kPa
Design Factor F = 0.72 S FL = kPa
Design Factor for Total Longitudinal Stress F L = 0.90 (If required by Pipeline Design Basis)
Design Factor for Allowable Effective Stress F e = 0.90 Based on Table 403.3.1-1 of ASME B31.4
Installation Temperature T 1 = 17 °C
Maximum Operating Temperature T 2 = 21 °C
Design Temperature T des = 21 °C
Longitudinal Joint Factor E = 1.00
Temperature Derating Factor T =
Pipe material properties
Modulus of Elasticity of Steel E s = 207000000.0 kPa
Poisson Ratio v s = 0.30
Co-efficient of Thermal Expansion α t = 0.0000117 mm/mm/°C
Installation and Site Conditions
Type of Crossing Cased
Construction Method for Crossing Trenched
Crossing Rig
Pipeline Cover under crossing H = 1100 mmSoil Type Description B =
Description of soil (Modulus of Soil Reaction) E' =
Description of soil (Resilient Modulus of Soil) E r =
Unit Weight of Soil γ = 19 kN/m3
Modulus of Soil Reaction E' = MPa
Resilient Modulus of Soil E r = MPa
Type of Longitudinal Weld SAW
Axle Configuration Tandem Based on Table-1 of API RP 1102
Pavement Type No Pavement
Design Wheel Load Pt = 550 kN Based on clause 6.4 of 015-IH-1002
Contact Area of Wheel Load A p = 0.403 m2 Based on clause 4.7.2.2 of API RP1102
SUMMARY OF RESULTS
Stress Results
Unit % SMYS Check Limit
kPa 0.7% OK 72.0%
kPa 13.1% OK 90.0%
Fatigue Results
Unit % SMYS Check Limit
kPa 9.1% OK 72%
kPa 12.4% OK 72%
Cyclic Longitudinal Stress 22,323
Cyclic Circumferential Stress 30,456
Overall Road Crossing Stress Check DESIGN IS SAFE
Circumferential Stress SHi(Barlow) 1,721
Total Effective Stress (Seff ) 32,131
Variable Value
(Based on Survey Report/Design Data)
(Enter values other than Appendix A or
LEAVE BLANK )
Variable Value
Stiff to very stiff clays and silts;loose to medium dense sands
and gravels
(Enter values if available from Design
Basis or LEAVE BLANK )
Dense to very dense sands and gravels; medium to very stiff
clays and silts
Stiff to very stiff clays and Silts; medium dense and gravels
Rig Crossing Calculations for 6" Oily Water Pipeline (Cased and with No Pavement)
14050642-100-PL-CAL-0002, APPENDIX-23
EFFLUENT WATER TREATMENT AND INJECTION PLANT (NK)
ACCORDING TO API RP 1102
CASED/UNCASED PIPELINE ROAD CROSSING CALCULATIONS
Page 45 of 52
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PROJECT:
DOC NO: 14050642-100-PL-CAL-0002, APPENDIX-23
EFFLUENT WATER TREATMENT AND INJECTION PLANT (NK)
ACCORDING TO API RP 1102
CASED/UNCASED PIPELINE ROAD CROSSING CALCULATIONS
DETAILED CALCULATIONSBored Diameter B d = 323.9 mm Soil Type = B
Modulus of Soil Reaction (as per table A-1) E' = 6.90 MPa t w /D = 0.029
Resilient Modulus of Soil (as per Table A-2) E r = 69.00 MPa H/B d = 3.40
Pavement Type Factor (as per Table 2) R = 1.10 B d /D = 1.00
Axle Configuration Factor (as per Table 2) L = 1.00
Fatigue Endurance Limit - Girth (as per Table 3) S FG = 82,737.08 kPa
Fatigue Endurance Limit - Long. (as per Table 3) S FL = 82,737.08 kPa
Specified Min. Yield Strength SMYS = 245.00 Mpa
Temperature Derating Factor T = Not Applicable
Check Allowable Barlow Stress (as per clause 4.8.1.1)
[SHi (Barlow)= pD/2tw] ≤ F x E x SMYSSHi (Barlow) = 1,721 kPa
F x E x SMYS = 176,400 kPa Check : OK
Circumferential Stress due to Earth Load SHe (as per clause 4.7.2.1)
K He = 1100.00 (from Fig. 3, for tw/D=0.03 & E'=6.9 MPa)
Burial factor for earth load B e = 0.820 (from Fig. 4, for H/Bd=3.4 & Soil Type=B)
Excavation factor for earth load E e = 0.831
SHe = KHeBeEeγD SHe = 4612.88 kPa
Impact Factor, Fi, and Applied Design Surface Pressure, w (as per clause 4.7.2.2.1)
Applied design surface pressure, w = Pt/Ap w = 1,364.8 kPa
Cyclic Stresses, ΔSHh and ΔSLh (as per clause 4.7.2.2.4)
Cyclic circumferential stress, ΔSHh (as per Clause 4.7.2.2.4.1)
Impact Factor F i = 1.500 (from Fig. 7, for H = 1100 mm)
Highway stiffness factor for cyclic circumferential stress K Hh = 10.820 (from Fig. 14, for tw/D=0.029 & Er=69 MPa)
Highway geometry factor for cyclic circumferential stress G Hh = 1.250 (from Fig. 15, for D = 323.9 & H =1100 mm)
ΔSHh = KHhGHh RLFi w ΔSHh = 30,456 kPa
Cyclic Longitudinal Stress, ΔSLh (as per clause 4.7.2.2.4.2)
Highway stiffness factor for cyclic longitudinal stress K Lh = 8.620 (from Fig. 16, for tw/D=0.029 & Er=69 MPa)
Highway geometry factor for cyclic longitudinal stress G Lh = 1.150 (from Fig. 17, for D = 323.9 & H =1100 mm)
ΔSLh = KLhGLh RLFi w ΔSLh = 22,323 kPa
Circumferential stress due to internal Pressurisation, Shi (as per clause 4.7.3)
SHi= p(D-tw)/2tw SHi = 1,671 kPa
Principle Stresses, S1, S2, S3 (as per clause 4.8.1.2)
S1 = SHe + ΔSHh + SHi S1 = 36,740 kPa
S2 = ΔSLh - E SαT (T2 - T1 ) + vs (SHe + SHi) S2 = 14,520 kPa
S3= -p = -MAOP or -MOP S3 = -101 kPa
Effective Stress, Seff (as per clause 4.8.1.3)
Seff = √1/2[(S1-S2)2+ (S2-S3)
2 + (S 3-S1)
2] Seff = 32,131 kPa
Check for allowable effective stress:
Seff ≤ SMYS x Fe SMYS x Fe = 220,500 kPa Check : OK
Check for Fatigue
Girth Weld fatigue as per clause 4.8.2.1, ΔSLh ≤ SFG x F SFG x F = 59,571 kPa Check : OK
Longitudinal Weld Fatigue
As per clause 4.8.2.1 Table 3, ΔSHh ≤ SFL x F SFL x F = 59,571 kPa Check : OK
Stiffness factor for circumferential stress from earth load
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PROJECT:
DOC NO:
INPUT DATA
Pipe and Operational Characteristics
Pipeline Design Code ASME B31.8
Outside Diameter D = 323.9 mm
Wall Thickness (minus corrosion allowance for carrier pipe) t w = 9.53 mm (If other material, fill following)
Design Internal Pressure p = 1.01 barg Grade
Steel Grade API 5L L245/B SMYS = MPa
Pipe Manufacture SAW S FG = kPa
Design Factor F = 0.60 S FL = kPa
Design Factor for Total Longitudinal Stress F L = 0.90 (If required by Pipeline Design Basis)
Design Factor for Allowable Effective Stress F e = 0.90 Based on Table 403.3.1-1 of ASME B31.4
Installation Temperature T 1 = 17 °C
Maximum Operating Temperature T 2 = 21 °C
Design Temperature T des = 21 °C
Longitudinal Joint Factor E = 1.00
Temperature Derating Factor T = 1.0000
Pipe material properties
Modulus of Elasticity of Steel E s = 207000000.0 kPa
Poisson Ratio v s = 0.30
Co-efficient of Thermal Expansion α t = 0.0000117 mm/mm/°C
Installation and Site Conditions
Type of Crossing Cased
Construction Method for Crossing Trenched
Crossing Rig
Pipeline Cover under crossing H = 1100 mmSoil Type Description B =
Description of soil (Modulus of Soil Reaction) E' =
Description of soil (Resilient Modulus of Soil) E r =
Unit Weight of Soil γ = 19 kN/m3
Modulus of Soil Reaction E' = MPa
Resilient Modulus of Soil E r = MPa
Type of Longitudinal Weld SAW
Axle Configuration Tandem Based on Table-1 of API RP 1102
Pavement Type No Pavement
Design Wheel Load Pt = 550 kN Based on clause 6.4 of 015-IH-1002
Contact Area of Wheel Load A p = 0.403 m2 Based on clause 4.7.2.2 of API RP1102
SUMMARY OF RESULTS
Stress Results
Unit % SMYS Check Limit
kPa 0.7% OK 60.0%
kPa 13.1% OK 90.0%
Fatigue Results
Unit % SMYS Check Limit
kPa 9.1% OK 60%
kPa 12.4% OK 60%
Cyclic Longitudinal Stress 22,323
Cyclic Circumferential Stress 30,456
Overall Road Crossing Stress Check DESIGN IS SAFE
Circumferential Stress SHi(Barlow) 1,721
Total Effective Stress (Seff ) 32,131
Variable Value
(Based on Survey Report/Design Data)
(Enter values other than Appendix A or
LEAVE BLANK )
Variable Value
Stiff to very stiff clays and silts;loose to medium dense sands
and gravels
(Enter values if available from Design
Basis or LEAVE BLANK )
Dense to very dense sands and gravels; medium to very stiff
clays and silts
Stiff to very stiff clays and Silts; medium dense and gravels
Rig Crossing Calculations for 6" Fuel Gas Pipeline (Cased and with No Pavement)
14050642-100-PL-CAL-0002, APPENDIX-24
EFFLUENT WATER TREATMENT AND INJECTION PLANT (NK)
ACCORDING TO API RP 1102
CASED/UNCASED PIPELINE ROAD CROSSING CALCULATIONS
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PROJECT:
DOC NO: 14050642-100-PL-CAL-0002, APPENDIX-24
EFFLUENT WATER TREATMENT AND INJECTION PLANT (NK)
ACCORDING TO API RP 1102
CASED/UNCASED PIPELINE ROAD CROSSING CALCULATIONS
DETAILED CALCULATIONSBored Diameter B d = 323.9 mm Soil Type = B
Modulus of Soil Reaction (as per table A-1) E' = 6.90 MPa t w /D = 0.029
Resilient Modulus of Soil (as per Table A-2) E r = 69.00 MPa H/B d = 3.40
Pavement Type Factor (as per Table 2) R = 1.10 B d /D = 1.00
Axle Configuration Factor (as per Table 2) L = 1.00
Fatigue Endurance Limit - Girth (as per Table 3) S FG = 82,737.08 kPa
Fatigue Endurance Limit - Long. (as per Table 3) S FL = 82,737.08 kPa
Specified Min. Yield Strength SMYS = 245.00 Mpa
Temperature Derating Factor T = 1.0000
Check Allowable Barlow Stress (as per clause 4.8.1.1)
[SHi (Barlow)= pD/2tw] ≤ F x E x T x SMYSSHi (Barlow) = 1,721 kPa
F x E x T x SMYS = 147,000 kPa Check : OK
Circumferential Stress due to Earth Load SHe (as per clause 4.7.2.1)
K He = 1100.00 (from Fig. 3, for tw/D=0.03 & E'=6.9 MPa)
Burial factor for earth load B e = 0.820 (from Fig. 4, for H/Bd=3.4 & Soil Type=B)
Excavation factor for earth load E e = 0.831
SHe = KHeBeEeγD SHe = 4612.88 kPa
Impact Factor, Fi, and Applied Design Surface Pressure, w (as per clause 4.7.2.2.1)
Applied design surface pressure, w = Pt/Ap w = 1,364.8 kPa
Cyclic Stresses, ΔSHh and ΔSLh (as per clause 4.7.2.2.4)
Cyclic circumferential stress, ΔSHh (as per Clause 4.7.2.2.4.1)
Impact Factor F i = 1.500 (from Fig. 7, for H = 1100 mm)
Highway stiffness factor for cyclic circumferential stress K Hh = 10.820 (from Fig. 14, for tw/D=0.029 & Er=69 MPa)
Highway geometry factor for cyclic circumferential stress G Hh = 1.250 (from Fig. 15, for D = 323.9 & H =1100 mm)
ΔSHh = KHhGHh RLFi w ΔSHh = 30,456 kPa
Cyclic Longitudinal Stress, ΔSLh (as per clause 4.7.2.2.4.2)
Highway stiffness factor for cyclic longitudinal stress K Lh = 8.620 (from Fig. 16, for tw/D=0.029 & Er=69 MPa)
Highway geometry factor for cyclic longitudinal stress G Lh = 1.150 (from Fig. 17, for D = 323.9 & H =1100 mm)
ΔSLh = KLhGLh RLFi w ΔSLh = 22,323 kPa
Circumferential stress due to internal Pressurisation, Shi (as per clause 4.7.3)
SHi= p(D-tw)/2tw SHi = 1,671 kPa
Principle Stresses, S1, S2, S3 (as per clause 4.8.1.2)
S1 = SHe + ΔSHh + SHi S1 = 36,740 kPa
S2 = ΔSLh - E SαT (T2 - T1 ) + vs (SHe + SHi) S2 = 14,520 kPa
S3= -p = -MAOP or -MOP S3 = -101 kPa
Effective Stress, Seff (as per clause 4.8.1.3)
Seff = √1/2[(S1-S2)2+ (S2-S3)
2 + (S 3-S1)
2] Seff = 32,131 kPa
Check for allowable effective stress:
Seff ≤ SMYS x Fe SMYS x Fe = 220,500 kPa Check : OK
Check for Fatigue
Girth Weld fatigue as per clause 4.8.2.1, ΔSLh ≤ SFG x F SFG x F = 49,642 kPa Check : OK
Longitudinal Weld Fatigue
As per clause 4.8.2.1 Table 3, ΔSHh ≤ SFL x F SFL x F = 49,642 kPa Check : OK
Stiffness factor for circumferential stress from earth load
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PROJECT:
DOC NO:
INPUT DATA
Pipe and Operational Characteristics
Pipeline Design Code ASME B31.4
Outside Diameter D = 559 mm
Wall Thickness (minus corrosion allowance for carrier pipe) t w = 9.53 mm (If other material, fill following)
Design Internal Pressure p = 1.01 barg Grade
Steel Grade API 5L L245/B SMYS = MPa
Pipe Manufacture SAW S FG = kPa
Design Factor F = 0.72 S FL = kPa
Design Factor for Total Longitudinal Stress F L = 0.90 (If required by Pipeline Design Basis)
Design Factor for Allowable Effective Stress F e = 0.90 Based on Table 403.3.1-1 of ASME B31.4
Installation Temperature T 1 = 17 °C
Maximum Operating Temperature T 2 = 21 °C
Design Temperature T des = 21 °C
Longitudinal Joint Factor E = 1.00
Temperature Derating Factor T =
Pipe material properties
Modulus of Elasticity of Steel E s = 207000000.0 kPa
Poisson Ratio v s = 0.30
Co-efficient of Thermal Expansion α t = 0.0000117 mm/mm/°C
Installation and Site Conditions
Type of Crossing Cased
Construction Method for Crossing Trenched
Crossing Road
Pipeline Cover under crossing H = 1100 mmSoil Type Description B =
Description of soil (Modulus of Soil Reaction) E' =
Description of soil (Resilient Modulus of Soil) E r =
Unit Weight of Soil γ = 19 kN/m3
Modulus of Soil Reaction E' = MPa
Resilient Modulus of Soil E r = MPa
Type of Longitudinal Weld SAW
Axle Configuration Tandem Based on Table-1 of API RP 1102
Pavement Type No Pavement
Design Wheel Load Pt = 112 kN Based on clause 6.4 of 015-IH-1002
Contact Area of Wheel Load A p = 0.093 m2 Based on clause 4.7.2.2 of API RP1102
.
SUMMARY OF RESULTS
Stress Results
Unit % SMYS Check Limit
kPa 1.2% OK 72.0%
kPa 18.2% OK 90.0%
Fatigue Results
Unit % SMYS Check Limit
kPa 8.6% OK 72%
kPa 13.4% OK 72%
CASED/UNCASED PIPELINE ROAD CROSSING CALCULATIONS
ACCORDING TO API RP 1102
EFFLUENT WATER TREATMENT AND INJECTION PLANT (NK)
Road Crossing Calculations for 16" Effluent Water Pipeline (Cased and with No Pavement)
14050642-100-PL-CAL-0002, APPENDIX-25
Stiff to very stiff clays and silts;loose to medium dense sands
and gravels
(Enter values if available from Design
Basis or LEAVE BLANK )
Dense to very dense sands and gravels; medium to very stiff
clays and silts
Stiff to very stiff clays and Silts; medium dense and gravels
(Based on Survey Report/Design Data)
(Enter values other than Appendix A or
LEAVE BLANK )
Variable Value
Circumferential Stress SHi(Barlow) 2,971
Total Effective Stress (Seff ) 44,708
Variable Value
Cyclic Longitudinal Stress 21,073
Cyclic Circumferential Stress 32,827
Overall Road Crossing Stress Check DESIGN IS SAFE
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PROJECT:
DOC NO:
CASED/UNCASED PIPELINE ROAD CROSSING CALCULATIONS
ACCORDING TO API RP 1102
EFFLUENT WATER TREATMENT AND INJECTION PLANT (NK)
14050642-100-PL-CAL-0002, APPENDIX-25
DETAILED CALCULATIONSBored Diameter B d = 559 mm Soil Type = B
Modulus of Soil Reaction (as per table A-1) E' = 6.90 MPa t w /D = 0.017
Resilient Modulus of Soil (as per Table A-2) E r = 69.00 MPa H/B d = 1.97
Pavement Type Factor (as per Table 2) R = 1.10 B d /D = 1.00
Axle Configuration Factor (as per Table 2) L = 1.00
Fatigue Endurance Limit - Girth (as per Table 3) S FG = 82,737.08 kPa
Fatigue Endurance Limit - Long. (as per Table 3) S FL = 82,737.08 kPa
Specified Min. Yield Strength SMYS = 245.00 Mpa
Temperature Derating Factor T = Not Applicable
Check Allowable Barlow Stress (as per clause 4.8.1.1)
[SHi (Barlow)= pD/2tw] ≤ F x E x SMYSSHi (Barlow) = 2,971 kPa
F x E x SMYS = 176,400 kPa Check : OK
Circumferential Stress due to Earth Load SHe (as per clause 4.7.2.1)
K He = 2800.00 (from Fig. 3, for tw/D=0.018 & E'=6.9 MPa)
Burial factor for earth load B e = 0.600 (from Fig. 4, for H/Bd=2 & Soil Type=B)
Excavation factor for earth load E e = 0.831
SHe = KHeBeEeγD SHe = 14827.77 kPa
Impact Factor, Fi, and Applied Design Surface Pressure, w (as per clause 4.7.2.2.1)
Applied design surface pressure, w = Pt/Ap w = 1,204.3 kPa
Cyclic Stresses, ΔSHh and ΔSLh (as per clause 4.7.2.2.4)
Cyclic circumferential stress, ΔSHh (as per Clause 4.7.2.2.4.1)
Impact Factor F i = 1.500 (from Fig. 7, for H = 1100 mm)
Highway stiffness factor for cyclic circumferential stress K Hh = 14.750 (from Fig. 14, for tw/D=0.017 & Er=69 MPa)
Highway geometry factor for cyclic circumferential stress G Hh = 1.120 (from Fig. 15, for D = 559 & H =1100 mm)
ΔSHh = KHhGHh RLFi w ΔSHh = 32,827 kPa
Cyclic Longitudinal Stress, ΔSLh (as per clause 4.7.2.2.4.2)
Highway stiffness factor for cyclic longitudinal stress K Lh = 10.100 (from Fig. 16, for tw/D=0.017 & Er=69 MPa)
Highway geometry factor for cyclic longitudinal stress G Lh = 1.050 (from Fig. 17, for D = 559 & H =1100 mm)
ΔSLh = KLhGLh RLFi w ΔSLh = 21,073 kPa
Circumferential stress due to internal Pressurisation, Shi (as per clause 4.7.3)
SHi= p(D-tw)/2tw SHi = 2,920 kPa
Principle Stresses, S1, S2, S3 (as per clause 4.8.1.2)
S1 = SHe + ΔSHh + SHi S1 = 50,575 kPa
S2 = ΔSLh - E SαT (T2 - T1 ) + vs (SHe + SHi) S2 = 16,710 kPa
S3= -p = -MAOP or -MOP S3 = -101 kPa
Effective Stress, Seff (as per clause 4.8.1.3)
Seff = √1/2[(S1-S2)2+ (S2-S3)
2 + (S 3-S1)
2] Seff = 44,708 kPa
Check for allowable effective stress:
Seff ≤ SMYS x Fe SMYS x Fe = 220,500 kPa Check : OK
Check for Fatigue
Girth Weld fatigue as per clause 4.8.2.1, ΔSLh ≤ SFG x F SFG x F = 59,571 kPa Check : OK
Longitudinal Weld Fatigue
As per clause 4.8.2.1 Table 3, ΔSHh ≤ SFL x F SFL x F = 59,571 kPa Check : OK
Stiffness factor for circumferential stress from earth load
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PROJECT:
DOC NO:
INPUT DATA
Pipe and Operational Characteristics
Pipeline Design Code ASME B31.4
Outside Diameter D = 914 mm
Wall Thickness (minus corrosion allowance for carrier pipe) t w = 9.53 mm (If other material, fill following)
Design Internal Pressure p = 1.01 barg Grade
Steel Grade API 5L L245/B SMYS = MPa
Pipe Manufacture SAW S FG = kPa
Design Factor F = 0.72 S FL = kPa
Design Factor for Total Longitudinal Stress F L = 0.90 (If required by Pipeline Design Basis)
Design Factor for Allowable Effective Stress F e = 0.90 Based on Table 403.3.1-1 of ASME B31.4
Installation Temperature T 1 = 17 °C
Maximum Operating Temperature T 2 = 21 °C
Design Temperature T des = 21 °C
Longitudinal Joint Factor E = 1.00
Temperature Derating Factor T =
Pipe material properties
Modulus of Elasticity of Steel E s = 207000000.0 kPa
Poisson Ratio v s = 0.30
Co-efficient of Thermal Expansion α t = 0.0000117 mm/mm/°C
Installation and Site Conditions
Type of Crossing Cased
Construction Method for Crossing Trenched
Crossing Road
Pipeline Cover under crossing H = 1100 mmSoil Type Description B =
Description of soil (Modulus of Soil Reaction) E' =
Description of soil (Resilient Modulus of Soil) E r =
Unit Weight of Soil γ = 19 kN/m3
Modulus of Soil Reaction E' = MPa
Resilient Modulus of Soil E r = MPa
Type of Longitudinal Weld SAW
Axle Configuration Tandem Based on Table-1 of API RP 1102
Pavement Type No Pavement
Design Wheel Load Pt = 112 kN Based on clause 6.4 of 015-IH-1002
Contact Area of Wheel Load A p = 0.093 m2 Based on clause 4.7.2.2 of API RP1102
.
SUMMARY OF RESULTS
Stress Results
Unit % SMYS Check Limit
kPa 2.0% OK 72.0%
kPa 17.7% OK 90.0%
Fatigue Results
Unit % SMYS Check Limit
kPa 7.1% OK 72%
kPa 10.0% OK 72%
CASED/UNCASED PIPELINE ROAD CROSSING CALCULATIONS
ACCORDING TO API RP 1102
EFFLUENT WATER TREATMENT AND INJECTION PLANT (NK)
Road Crossing Calculations for 30" Treated Water Pipeline (Cased and with No Pavement)
14050642-100-PL-CAL-0002, APPENDIX-26
Stiff to very stiff clays and silts;loose to medium dense sands
and gravels
(Enter values if available from Design
Basis or LEAVE BLANK )
Dense to very dense sands and gravels; medium to very stiff
clays and silts
Stiff to very stiff clays and Silts; medium dense and gravels
(Based on Survey Report/Design Data)
(Enter values other than Appendix A or
LEAVE BLANK )
Variable Value
Circumferential Stress SHi(Barlow) 4,858
Total Effective Stress (Seff ) 43,447
Variable Value
Cyclic Longitudinal Stress 17,486
Cyclic Circumferential Stress 24,381
Overall Road Crossing Stress Check DESIGN IS SAFE
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PROJECT:
DOC NO:
CASED/UNCASED PIPELINE ROAD CROSSING CALCULATIONS
ACCORDING TO API RP 1102
EFFLUENT WATER TREATMENT AND INJECTION PLANT (NK)
14050642-100-PL-CAL-0002, APPENDIX-26
DETAILED CALCULATIONSBored Diameter B d = 914 mm Soil Type = B
Modulus of Soil Reaction (as per table A-1) E' = 6.90 MPa t w /D = 0.010
Resilient Modulus of Soil (as per Table A-2) E r = 69.00 MPa H/B d = 1.20
Pavement Type Factor (as per Table 2) R = 1.10 B d /D = 1.00
Axle Configuration Factor (as per Table 2) L = 1.00
Fatigue Endurance Limit - Girth (as per Table 3) S FG = 82,737.08 kPa
Fatigue Endurance Limit - Long. (as per Table 3) S FL = 82,737.08 kPa
Specified Min. Yield Strength SMYS = 245.00 Mpa
Temperature Derating Factor T = Not Applicable
Check Allowable Barlow Stress (as per clause 4.8.1.1)
[SHi (Barlow)= pD/2tw] ≤ F x E x SMYSSHi (Barlow) = 4,858 kPa
F x E x SMYS = 176,400 kPa Check : OK
Circumferential Stress due to Earth Load SHe (as per clause 4.7.2.1)
K He = 4410.00 (from Fig. 3, for tw/D=0.011 & E'=6.9 MPa)
Burial factor for earth load B e = 0.310 (from Fig. 4, for H/Bd=1.2 & Soil Type=B)
Excavation factor for earth load E e = 0.831
SHe = KHeBeEeγD SHe = 19728.82 kPa
Impact Factor, Fi, and Applied Design Surface Pressure, w (as per clause 4.7.2.2.1)
Applied design surface pressure, w = Pt/Ap w = 1,204.3 kPa
Cyclic Stresses, ΔSHh and ΔSLh (as per clause 4.7.2.2.4)
Cyclic circumferential stress, ΔSHh (as per Clause 4.7.2.2.4.1)
Impact Factor F i = 1.500 (from Fig. 7, for H = 1100 mm)
Highway stiffness factor for cyclic circumferential stress K Hh = 12.520 (from Fig. 14, for tw/D=0.01 & Er=69 MPa)
Highway geometry factor for cyclic circumferential stress G Hh = 0.980 (from Fig. 15, for D = 914 & H =1100 mm)
ΔSHh = KHhGHh RLFi w ΔSHh = 24,381 kPa
Cyclic Longitudinal Stress, ΔSLh (as per clause 4.7.2.2.4.2)
Highway stiffness factor for cyclic longitudinal stress K Lh = 10.000 (from Fig. 16, for tw/D=0.01 & Er=69 MPa)
Highway geometry factor for cyclic longitudinal stress G Lh = 0.880 (from Fig. 17, for D = 914 & H =1100 mm)
ΔSLh = KLhGLh RLFi w ΔSLh = 17,486 kPa
Circumferential stress due to internal Pressurisation, Shi (as per clause 4.7.3)
SHi= p(D-tw)/2tw SHi = 4,807 kPa
Principle Stresses, S1, S2, S3 (as per clause 4.8.1.2)
S1 = SHe + ΔSHh + SHi S1 = 48,917 kPa
S2 = ΔSLh - E SαT (T2 - T1 ) + vs (SHe + SHi) S2 = 15,160 kPa
S3= -p = -MAOP or -MOP S3 = -101 kPa
Effective Stress, Seff (as per clause 4.8.1.3)
Seff = √1/2[(S1-S2)2+ (S2-S3)
2 + (S 3-S1)
2] Seff = 43,447 kPa
Check for allowable effective stress:
Seff ≤ SMYS x Fe SMYS x Fe = 220,500 kPa Check : OK
Stiffness factor for circumferential stress from earth load