GB1516 Sac 240 CV RP 0004 - A

EPC FOR INSTALLATION OF PWT, CPF
BADRA, REPUBLIC OF IRAQ

STRUCTURE ANALYSIS FOR CULVERT
Doc. No.: GB1516-SAC-240-CV-RP-0004 Rev.: A Page 1 OF 69
DOCUMENT DETAILS
EMPLOYER CONTRACT NO. : 1516-23-BD-850-00
PROJECT TITLE : EPC for Installation of PWT, Republic of Iraq
EMPLOYER : Gazprom Neft Badra B.V.

CONTRACTOR : Suhool Azmer Company. Ltd
CONTRACT JOB NO. : SAC
PROJECT DOCUMENT NO. : GB1516-SAC-240-CV-RP-0004
REVISION NO. : A No. of pages: 69
DOCUMENT DESCRIPTION : STRUCTURE ANALYSIS FOR CULVERT
REVISION DETAILS
A Issued for Review 17/09/2023 MA SAR AJ
REV DESCRIPTION DATE PRPD CHKD APPD

REVISION RECORD
Rev. Para. Revision Description

A Issued for Review
Hold No Para. Description of Hold

Contents
1. SCOPE ..................................................................................................................................................................... 4
2. OBJECTIVE.............................................................................................................................................................. 4
3. DEFINITIONS AND ABBREVIATIONS ..................................................................................................................... 4
4. CODES AND STANDARDS ...................................................................................................................................... 4
5. REFERENCES.......................................................................................................................................................... 5
6. METHODOLOGY & PROCEDURE ........................................................................................................................... 5
7. NOTES ..................................................................................................................................................................... 5
8. COMPARISION WITH EXISTING DESIGN ............................................................................................................... 5
9. CALCULATION FOR POST INSTALL REBARS ...................................................................................................... 6
10. CONCLUSION .......................................................................................................................................................... 7
ANNEXURE I .............................................................................................. CALCULATION FOR LOADING AND REINFORCEMENT
ANNEXURE II ...................................................................................................................... TOP SLAB ANALYSIS ON STAAD PRO
ANNEXURE III ................................................................................................................... CANTILEVER WALL ANALYSIS ON STAAD PRO
ANNEXURE IV .............................................................................................. PROP CANTILEVER WALL ANALYSIS ON STAAD PRO
ANNEXURE V ................................ CALCULATION FOR DEVELOPMENT LENGTH OF POST-INSTALL REBARS FOR CULVERT WALLS
1. SCOPE
This document's purpose is to analyze the structural integrity and adequacy of the culvert after the
application of restoration activities for reinforcement, concrete, and uncompleted works for the pipe
culvert through (EPC FOR INSTALLATION OF PWT) project.
2. OBJECTIVE
This document aims to analyze the structure to check the adequacy for the continuation of construction
work for the culvert. This document uses calculation and Staad Pro analysis of the members to check
the adequacy of the wall for the continuation of work.
3. DEFINITIONS AND ABBREVIATIONS

EMPLOYER Gazprom Neft-Badra B.V. (GPNB
CONTRACTOR Suhool Azmer Company. Ltd. (SAC)
PROJECT Engineering Procurement Construction (EPC) for Installation of Produced Water
Treatment (PWT)
f’c Compressive Strength Of Concrete
fy Yield Strength Of Steel Reinforcement
DE Depth Of Fill Above Culvert
LLFD Factor For Distribution Of Live Load With Depth Of Fill
Kah Active Soil Pressure Coefficient
Vd Design Shear Capacity
Vc Nominal Shear Capacity Of Concrete
Mu Nominal Design Moment
ρmin Minimum Reinforcement Ratio
ρact Actual Reinforcement Ratio
ITP Inspection And Test Plan
IFC Issued for construction
4. CODES AND STANDARDS

ACI 318 - Building Code Requirements for Structural Concrete
AASHTO LRFD - Bridge Design Specifications
5. REFERENCES
GB1516-SAC-240-CV-MS-0004 METHOD STATEMENT FOR REHABILITATION OF PIPE CULVERT

GB1516-SAC-240-CV-DD-0004 PIPE CROSSING CULVERT DRAWING FOR PWT AREA
GB1516-SAC-240-CV-SP-0001 SPECIFICATION FOR EARTHWORKS
GB1516-SAC-240-CV-SP-0002 SPECIFICATION FOR CONCRETE WORKS
6. METHODOLOGY & PROCEDURE:
• The Top Slab of the Culvert is placed on the culvert as a precast slab which means it will be supported as a
simply supported one-way slab.
• Vehicular load will travel in the Top slab's transverse direction.
• Load from live load dead load on the slab will be transferred on the culvert wall as uniformly distributed linear
load along the length of the wall.
• Center to center span of the wall is considered.
• Wall is analyzed in two cases one for a propped cantilever and another case for a wall behaving as a
cantilever when the precast slab is placed on the culvert these two cases will occur based on construction
methodology refer to notes for the definition of each case.
• Wall is analyzed under lateral and axial loads.
• Detailed structural analysis is performed by using Excel sheet manual calculation and Staad Pro.
7. NOTES:
• For the case of the prop cantilever, it should be taken into construction methodology that formwork shall be
removed after the placement of the precast slab.
• For the case of the cantilever there is no restriction for the placement of the precast slab on the wall
• Clear distance between two layers of reinforcement shall not be more than 150mm and less than 25mm.
• It has been assumed that only one axle of the design truck comes on the culvert at a time. This is true for
culvert widths up to 4300.
8. COMPARISION OF MODIFICATION WITH EXISTING DESIGN:
The ratio of steel reinforcement provided in existing condition of is 0.0026 which is less than the requirement
for the wall. This ratio shall be 0.0033. In order proceed with existing footing it is necessary to make the steel
ratio for wall meet the minimum criteria for the steel reinforcement. For calculation for the value of minimum
steel reinforcement ratio please refer to Annexure-I
9. CALCULATIONS OF POST-INSTALLED REBAR:

The minimum ratio of area of steel required for wall reinforcement is 0.0016 so for the unit section of wall with
cross section dimensions of 300mmx1000 mm, So
Area of Steel Required = рbd
= 0.0033*1000*300 = 990 mm2
Since T10 (10 mm after reduction in rebar diameter) is also present in the culvert T10 is considered because 2
mm of bar diameter is corroded for safe side 10 mm of diameter is considered:
Area of 10 mm bar = (π/4)*102 = 78.5
The area of the bar for 10 presents bar at 200 mm spacing in the existing structure
= 785 mm2
785 mm2 of steel is present in the structure the required area which is required to ensure efficient performance
of structure is
= Area of steel required – Existing area of Steel
= 990 - 785
= 205 mm2
For new post-installed bars, T12 (12 mm) bars calculate the area of steel
= (π/4) * (Diameter)2
= (π/4) * 122
= 113.09 mm2
Number of bars required:
= (Area of T12 bar / Area of steel required) * unit length of wall

= (113.09/205) * 1000
= 551.21 mm
T12 bar shall be placed at 400 mm spacing in a single layer Since we considered a 1-meter strip of the wall
for design It is necessary and impractical to provide 1000/551.21 = 1.81 bars, therefore in a 1-meter strip of
wall 2 bars shall be provided in each face of reinforcement.
To ensure efficient performance for the structural performance of structure the new rebar post installation will
be 33% of existing rebars as a safety factor.
For 1-meter section of wall reinforcement shall be placed as follows

Note: This is just sketch to show modifications Details are provided in DWG NO.: GB1516-SAC-240-CV-DD-0004
(PIPE CROSSING CULVERT DRAWING FOR PWT AREA)
CONCLUSION:
Reinforcement of about 33 % Which means 4 bars shall be added in 1 meter strip of wall. These new bars shall
be installed using epoxy grout. After these modifications to the existing design, it will be adequate to proceed
with the construction of the culvert. It shall be considered that the existing condition of the structure already
constructed is in good health it can be checked by using non-destructive test methods.
Doc. No.: GB1516-SAC-240-CV-RP-0004 Rev.: A
ANNEXURE I
CALCULATION FOR LOADING
AND REINFORCEMENT
STRUCTURAL ANALYSIS CULVERT
Based on AASHTO LRFD

INPUT DATA
CONCRETE COMPRESSIVE STRENGTH, f'c 28 MPA

REBAR YIELD STRENGTH, fy 420 MPA DE
CONCRETE UNIT WEIGHT, gc 24 kN/cum
SATURATED SOIL UNIT WEIGHT, gs 18 kN/cum
HEIGHT OFCULVERT, H 1300 mm
WIDTH OF CULVERT, B 3700 mm
THICKNESS OF SIDE WALLS, tw 300 mm
THICKNESS OF TOP SLAB, tts 300 mm
THICKNESS OF BOTTOM SLAB, tbs 350 mm
DEPTH OF FILL, DE 350 mm
IMPOSED SERVICE DEAD LOADS, wd 0 KPa
ALLOWABLE SOIL PRESSURE, Qa 100 KPa
SOIL ANGLE OF FRCITION, f 30 Deg.
PREFERRED REBAR SIZE FOR WALL 10 mm * 10 mm diameter of rebar is considered for existing rebars after corrosion
CONCRETE COVER TO REBAR CENTER 75 mm deterioration.
NO. OF REINFORCEMENT LAYERS 2
MAIN REINFORCEMENT SPACING FOR WALL 200 mm * Spacing is considered for the exisitng design
TEMPERATURE REINFOR. SPACING FOR WALL 200 mm
LOAD CALCULATION FOR CULVERT

For the design purposes a one-meter length of the culvert is considered.
HS 20 DESIGN TRUCK
LOAD ON TOP SLAB
Vehicular Live Loads (HS 20 AASHTO Truck)
Include live loads if DE< 2400mm DE = 350 mm LLDF considered. Design Based o (AASHTO 4.6.2.10)
Multiple presence factor 1.00 Traffic travelling parallel to span (AASHTO 3.6.1.1.2)
Width of distributed load (parallel to span) 600 mm (AASHTO 3.6.1.2.6)
Length of distributed load (perpend. to span) 2812 mm (AASHTO 3.6.1.2.6)
Pressure intensity at the specified depth of fill 85.94 KPa Axle Load = 145 KN
Linear load on the top slab 85.94 KN/m Assumed to act on full width of the slab.
Tire aELngth
Dynamic Load Allowance (Impact Factor) (AASHTO 3.6.2.2)
IM = 33(1.0 - 0.00041 DE) > 0% 28.26 % Factor for increasing live load due to impact effects
Increased linear live load 110.23 KN/m Impact and multiple presence factor included.
Weight of earth fill

Linear weight of fill on the slab 6.30 KN/m
Imposed dead loads

Linear imposed dead loads on the slab 0 KN/m
Selfweight
Linear selft weight of the slab 7.2 KN/m
STRUCTURAL ANALYSIS CULVERT
Based on AASHTO LRFD

LOAD ON SIDE WALLS
Soil pressure
kah = (1 - sinf ) / (1 + sinf ) 0.333
Surcharge on side walls due to top soil 6.3 KPa
Height of surcharge (h' = s / gs ) 0.4 m

Linear pressure at the bottom of the side wall 9.9 kN/m
Selfweight
Two side walls = tw (H - tbs - tts) gc 9.4 KN
LOAD ON BOTTOM SLAB

Self weight of the whole structure
Linear soil pressure due to stru. selfweight 24.4297 kN/m * Soil pressure on the bottom slab assumed uniform.
Vehicular Live Loads (HS 20 AASHTO Truck)

Linear soil pressure due to live loads 110.23 KN/m
FACTORED LOAD DAIGRAM

Load factor for dead load 1.215 (AASHTO 3.4.1)
Load factor for horizontal earth pressure 1.50 (AASHTO 3.4.1)
Load factor for live load 1.75 (AASHTO 3.4.1)
13.50 110.23
2.10 2.10
9.9 9.9
1- In reality, the uplift soil pressure on the bottom slab may not be uniform. However, for simplicity, it shall be assumed to be uniform.
CHECK FOR SHEAR CAPACITY
Shear strength provided by concrete = ØVc = Ø0.17 (f'c)0.5 bw d (ACI 11.2.1.2)
Member d (mm) fVc (kN) Vd (kN) Status

Side walls 225 151.8 31.7 O.K. * Note: For Vd Refer to shear daigram for wall in Annexure II
Shear reinforcment shall be provide for slab
CHECK FOR MINIMUM REINFORCEMENT

Minimum reinforcement ratio for main reinforcement, ρ min 0.0008 0.0016 (AASHTO 5.10.8)
Minimum reinforcement ratio for temperature reinforcement, ρmin 0.0008 0.0017 (AASHTO 5.10.8)
Maximum center to center spacing of reinforcement, smax 525 mm Max (1.5 t, 450) (AASHTO 5.10.3.2)
MAIN REINFORCEMENT TEMPRATURE REINF.

Component 2 As prov ρact ρmin ρact ρmin
d (mm) Mu(kN-m) As (mm ) Status Status
Side walls 225 21.8 257 785 0.0026 0.0031 N.G. 0.0026 0.0033 N.G. Existing Design
Side walls 225 21.8 257 1237 0.0041 0.0031 O.K. 0.0041 0.0033 O.K. After Modification
According to principle wall will act as centilever beam So, considering design for centilever beam as per ACI-318. If b and d are given, then
the required reinforcement ratio ρ can be determined by following Equation:
Simplifying Above Equation as Follows

M kN-m/m 22 *From Annexure III
Ø - 0.9
Ru Mpa 0.435
a - 3335.294
b - -378.0
c - 0.435
ρmin - 0.0012 This Minimum ratio will not govern as it is lesser than 0.0033
ANNEXURE II
TOP SLAB ANALYSIS
Job No Sheet No Rev
1
Software licensed to STAAD.Pro Part
CONNECTED User: Not signed in
Job Title Ref
By Date20-Aug-13 Chd
Client File Pipe Sleeper Culvert Prec Date/Time 15-Sep-2023 23:45
Job Information
Engineer Checked Approved
Name:
Date: 20-Aug-13
Project ID
Project Name
Structure Type PLANE FRAME
Number of Nodes 2 Highest Node 4

Number of Elements 1 Highest Beam 5
Number of Basic Load Cases 2

Number of Combination Load Cases 2
Included in this printout are data for:

All The Whole Structure
Included in this printout are results for load cases:

Type L/C Name
Primary 2 DEAD LOAD

Primary 3 LIVE LOAD
Combination 1 SERVICE I
Combination 4 STRENGTH I
Nodes
Node X Y Z
(m) (m) (m)
3 4.000 1.625 0
4 0 1.625 0
Print Time/Date: 16/09/2023 19:09 STAAD.Pro CONNECT Edition 22.00.00.15 Print Run 1 of 14
Job No Sheet No Rev
2
Job Title Ref
Y
Z X
Load 2
Precast Slab Line Daigram
Job No Sheet No Rev
3
Job Title Ref
Beams
Beam Node A Node B Length Property 
(m) (degrees)
5 4 3 4.000 1 0
Section Properties
Prop Section Area Iyy Izz J Material
(m2 ) (m4 ) (m4 ) (m4 )
1 Rect 13.78x39.37 0.350 0.029 0.004 0.011 CONCRETE
Materials
Mat Name E  Density 
(kN/m2) (kN/m3) (/°F)
1 CONCRETE 21.7E+6 0.170 23.562 10E -6
2 ALUMINUM 68.9E+6 0.330 26.602 12.8E -6
3 STEEL_50_KSI 200E+6 0.300 76.820 6.5E -6
4 STAINLESSSTEEL 193E+6 0.300 76.820 9.9E -6
5 STEEL_36_KSI 200E+6 0.300 76.820 6.5E -6
6 STEEL_275_NMM2 205E+6 0.300 77.000 6.67E -6
7 STEEL 200E+6 0.300 76.820 6.5E -6
8 STEEL_355_NMM2 205E+6 0.300 77.000 6.67E -6
Supports
Node X Y Z rX rY rZ
(kN/m) (kN/m) (kN/m) (kN-m/deg) (kN-m/deg) (kN-m/deg)
3 Fixed Fixed Fixed - - -
Job No Sheet No Rev
4
Job Title Ref
Y
X
Z Load 2
Section Daigram
Job No Sheet No Rev
5
Job Title Ref
3D Rendered View
Job No Sheet No Rev
6
Job Title Ref
Primary Load Cases

Number Name Type
2 DEAD LOAD None

3 LIVE LOAD None
Combination Load Cases

Comb. Combination L/C Name Primary Primary L/C Name Factor
1 SERVICE I 2 DEAD LOAD 1.00

3 LIVE LOAD 1.00
4 STRENGTH I 2 DEAD LOAD 1.25
3 LIVE LOAD 1.75
Load Generators
There is no data of this type.
2 DEAD LOAD : Beam Loads

Beam Type Direction Fa Da Fb Db Ecc.
(m) (m)
5 UNI kN/m GY -13.500 - - - -
3 LIVE LOAD : Beam Loads

(m) (m)
5 UNI kN/m GY -110.230 - - - -
Job No Sheet No Rev
7
Job Title Ref
-13.500 k N/m
Y
Z X
Load 2
Dead Load
Job No Sheet No Rev
8
Job Title Ref
-110.230 kN/m
Y
Z X
Load 3
Live Load Daigram
Job No Sheet No Rev
9
Job Title Ref
-110.230 kN/m
-13.500 k N/m
Y
Z X
Load 1
Service I Load Combination
Job No Sheet No Rev
10
Job Title Ref
-192.903 kN/m
-16.875 k N/m
Y
Z X
Load 4
Strength I Load Combination
Job No Sheet No Rev
11
Job Title Ref
Beam End Force Summary

The signs of the forces at end B of each beam have been reversed. For example: this means that the Min Fx entry gives the largest tension
value for an beam.
Axial Shear Torsion Bending
Beam Node L/C Fx Fy Fz Mx My Mz
(kN) (kN) (kN) (kN-m) (kN-m) (kN-m)
Max Fx 5 4 2:DEAD LOAD 0 27.000 0 0 0 0.000
Min Fx 5 4 2:DEAD LOAD 0 27.000 0 0 0 0.000
Max Fy 5 4 4:STRENGTH 0 419.556 0 0 0 0.000
Min Fy 5 3 4:STRENGTH -0 -419.556 -0 -0 -0 0.000
Max Fz 5 4 2:DEAD LOAD 0 27.000 0 0 0 0.000
Min Fz 5 4 2:DEAD LOAD 0 27.000 0 0 0 0.000
Max Mx 5 4 2:DEAD LOAD 0 27.000 0 0 0 0.000
Min Mx 5 4 2:DEAD LOAD 0 27.000 0 0 0 0.000
Max My 5 4 2:DEAD LOAD 0 27.000 0 0 0 0.000
Min My 5 4 2:DEAD LOAD 0 27.000 0 0 0 0.000
Max Mz 5 4 4:STRENGTH 0 419.556 0 0 0 0.000
Min Mz 5 3 2:DEAD LOAD -0 -27.000 -0 -0 -0 -0.000
Beam Maximum Moments

Distances to maxima are given from beam end A.
Beam Node A Length L/C d Max My d Max Mz
(m) (m) (kN-m) (m) (kN-m)
5 4 4.000 2:DEAD LOAD Max +ve 0 0 0 0.000
Max -ve 0 0 2.000 -27.000
3:LIVE LOAD Max +ve 0 0 0 0.000
Max -ve 0 0 2.000 -220.461
1:SERVICE I Max +ve 0 0 0 0.000
Max -ve 0 0 2.000 -247.461
4:STRENGTH Max +ve 0 0 0 0.000
Max -ve 0 0 2.000 -419.557
Beam Maximum Shear Forces

Beam Node A Length L/C d Max Fz d Max Fy
(m) (m) (kN) (m) (kN)
5 4 4.000 2:DEAD LOAD Max +ve 0 0 0 27.000
Max -ve 0 0 4.000 -27.000
3:LIVE LOAD Max +ve 0 0 0 220.461
Max -ve 0 0 4.000 -220.461
1:SERVICE I Max +ve 0 0 0 247.461
Max -ve 0 0 4.000 -247.461
Max -ve 0 0 4.000 -419.556
Job No Sheet No Rev
12
Job Title Ref
Reaction Summary
Horizontal Vertical Horizontal Moment
Node L/C FX FY FZ MX MY MZ
Max FX 3 2:DEAD LOAD 0 27.000 0 0 0 0
Min FX 3 2:DEAD LOAD 0 27.000 0 0 0 0
Max FY 3 4:STRENGTH 0 419.556 0 0 0 0
Min FY 3 2:DEAD LOAD 0 27.000 0 0 0 0
Max FZ 3 2:DEAD LOAD 0 27.000 0 0 0 0
Min FZ 3 2:DEAD LOAD 0 27.000 0 0 0 0
Max MX 3 2:DEAD LOAD 0 27.000 0 0 0 0
Min MX 3 2:DEAD LOAD 0 27.000 0 0 0 0
Max MY 3 2:DEAD LOAD 0 27.000 0 0 0 0
Min MY 3 2:DEAD LOAD 0 27.000 0 0 0 0
Max MZ 3 2:DEAD LOAD 0 27.000 0 0 0 0
Min MZ 3 2:DEAD LOAD 0 27.000 0 0 0 0
Job No Sheet No Rev
13
Job Title Ref
0 kN-m 0 kN-m
Max: -419.557 kN-m
Y
Z X Load 4 : Bending Z
Moment - kN-m
Bending Moment Daigram
Job No Sheet No Rev
14
Job Title Ref
Max: 419.556 kN
Max: 0 kN 0 kN
-419.556 kN
Y
Z X Load 4 : Shear Z : Shear Y
Force - kN
Shear Daigram
ANNEXURE III
CANTILEVER WALL ANALYSIS
Job No Sheet No Rev
1
Job Title Ref
Client File Pipe Sleeper Culvert Wal Date/Time 16-Sep-2023 02:22
Job Information
Name:
Date: 20-Aug-13
Project ID
Project Name




Type L/C Name
Primary 1 EARTH PRESSURE

Primary 2 DEAD LOAD
Primary 3 LIVE LOAD
Primary 5 CONSTANT EARTH SURCHARGE
Nodes
Node X Y Z
(m) (m) (m)
1 0 0 0
2 4.000 0 0
3 4.000 1.625 0
4 0 1.625 0
Job No Sheet No Rev
2
Job Title Ref
Y 3 3
Z X
Load 1
Line Daigram
Job No Sheet No Rev
3
Job Title Ref
Beams
(m) (degrees)
1 1 2 4.000 2 0
2 2 3 1.625 1 0
4 4 1 1.625 1 0
Section Properties
(m2 ) (m4 ) (m4 ) (m4 )
1 Rect 11.81x39.37 0.300 0.025 0.002 0.007 CONCRETE
2 Rect 13.78x39.37 0.350 0.029 0.004 0.011 CONCRETE
Materials
(kN/m2) (kN/m3) (/°F)
1 CONCRETE 21.7E+6 0.170 23.562 10E -6
2 ALUMINUM 68.9E+6 0.330 26.602 12.8E -6
3 STEEL_50_KSI 200E+6 0.300 76.820 6.5E -6
5 STEEL_36_KSI 200E+6 0.300 76.820 6.5E -6
6 STEEL_275_NMM2 205E+6 0.300 77.000 6.67E -6
7 STEEL 200E+6 0.300 76.820 6.5E -6
8 STEEL_355_NMM2 205E+6 0.300 77.000 6.67E -6
Supports
Node X Y Z rX rY rZ
1 - - - - - -
2 - - - - - -
Job No Sheet No Rev
4
Job Title Ref
Y
X
Z Load 1
Section Daigram
Job No Sheet No Rev
5
Job Title Ref
3D Rendered View
Job No Sheet No Rev
6
Job Title Ref
Primary Load Cases

Number Name Type
1 EARTH PRESSURE None

2 DEAD LOAD None
3 LIVE LOAD None
5 CONSTANT EARTH SURCHARGE None

4 STRENGTH I 1 EARTH PRESSURE 1.50

2 DEAD LOAD 1.25
3 LIVE LOAD 1.75
5 CONSTANT EARTH SURCHARGE 1.50
6 SERVICE I 1 EARTH PRESSURE 1.00
2 DEAD LOAD 1.00
3 LIVE LOAD 1.00
Load Generators
1 EARTH PRESSURE : Beam Loads

(m) (m)
2 LIN kN/m Y 14.900 - 3.150 - -
4 LIN kN/m Y 3.150 - 14.900 - -
2 DEAD LOAD : Node Loads

Node FX FY FZ MX MY MZ
3 - -27.000 - - - -
4 - -27.000 - - - -
3 LIVE LOAD : Node Loads

3 - -220.461 - - - -
4 - -220.461 - - - -
Job No Sheet No Rev
7
Job Title Ref
5 CONSTANT EARTH SURCHARGE : Beam Loads

(m) (m)
2 UNI kN/m GX -3.960 - - - -
4 UNI kN/m GX 3.960 - - - -
Job No Sheet No Rev
8
Job Title Ref
3.150 kN/m 3.150 kN/m
Y
1 4.900 k3 N/m 3 14.900 kN/m
Z X
Load 1
Earth Pressure
Job No Sheet No Rev
9
Job Title Ref
-27.000 kN -27.000 kN
Y
3 3
Z X
Load 2
Dead Load
Job No Sheet No Rev
10
Job Title Ref
-220.461 kN -220.461 kN
Y
3 3
Z X
Load 3
Live Load
Job No Sheet No Rev
11
Job Title Ref
-220.461 kN -220.461 kN
Y 3 3
Z X
Load 3
Live Load
Job No Sheet No Rev
12
Job Title Ref
3.960 kN /m
Y
Z X 3 3 -3.960 kN/m
Load 5
Earth Surcharge
Job No Sheet No Rev
13
Job Title Ref
-385.807 kN -385.807 kN
5.49.47025k-N
3k3N./7m
/m 50 kN -33.7540.7k2N
5 kN/m
Y
Z X
Load 4
22.350 kN/m 3 3 -5.940 kN/m 22.350 kN/m
Job No Sheet No Rev
14
Job Title Ref
-220.461 kN -220.461 kN
-27.000 kN -27.000 kN
3.39.6
1050kN
kN/m
/m 3.150 kN/m
Y
Z X
Load 6
14.900 kN/m 3 3 -3.960 kN/m 14.900 kN/m
Job No Sheet No Rev
15
Job Title Ref

value for an beam.
Max Fx 2 2 4:STRENGTH 419.557 -31.651 0 0 0 -21.838
Min Fx 1 1 1:EARTH PRE 0 0 0 0 0 0
Max Fy 4 1 4:STRENGTH 419.557 31.651 -0 -0 -0 -21.838
Min Fy 2 2 4:STRENGTH 419.557 -31.651 0 0 0 -21.838
Max Fz 1 1 1:EARTH PRE 0 0 0 0 0 0
Min Fz 1 1 1:EARTH PRE 0 0 0 0 0 0
Max Mx 1 1 1:EARTH PRE 0 0 0 0 0 0
Min Mx 1 1 1:EARTH PRE 0 0 0 0 0 0
Max My 1 1 1:EARTH PRE 0 0 0 0 0 0
Min My 1 1 1:EARTH PRE 0 0 0 0 0 0
Max Mz 1 1 4:STRENGTH 0 0.000 0 0 0 0.000
Min Mz 2 2 4:STRENGTH 419.557 -31.651 0 0 0 -21.838

(m) (m) (kN-m) (m) (kN-m)
1 1 4.000 1:EARTH PRE Max +ve 0 0 0 0
Max -ve 0 0 0 0
2:DEAD LOAD Max +ve 0 0 0 0.000
Max -ve 0 0 4.000 -0.000
Max -ve 0 0 4.000 -0.000
5:CONSTANT Max +ve 0 0 0 0
Max -ve 0 0 0 0
Max -ve 0 0 4.000 -0.000
Max -ve 0 0 4.000 -0.000
2 2 1.625 1:EARTH PRE Max +ve 0 0
Max -ve 0 0 0 -9.330
2:DEAD LOAD Max +ve 0 0 0 0
Max -ve 0 0 0 0
3:LIVE LOAD Max +ve 0 0 0 0
Max -ve 0 0 0 0
5:CONSTANT Max +ve 0 0
Max -ve 0 0 0 -5.228
4:STRENGTH Max +ve 0 0
Max -ve 0 0 0 -21.838
6:SERVICE I Max +ve 0 0
Max -ve 0 0 0 -14.559
Job No Sheet No Rev
16
Job Title Ref
Beam Maximum Moments Cont...

(m) (m) (kN-m) (m) (kN-m)
4 4 1.625 1:EARTH PRE Max +ve 0 0
Max -ve 0 0 1.625 -9.330
Max -ve 0 0 0 0
Max -ve 0 0 0 0
Max -ve 0 0 1.625 -5.228
Max -ve 0 0 1.625 -21.838
Max -ve 0 0 1.625 -14.559

(m) (m) (kN) (m) (kN)
1 1 4.000 1:EARTH PRE Max +ve 0 0 0 0
Max -ve 0 0 0 0
2:DEAD LOAD Max +ve 0 0 0 0.000
Max -ve 0 0
Max -ve 0 0
Max -ve 0 0 0 0
Max -ve 0 0
Max -ve 0 0
2 2 1.625 1:EARTH PRE Max +ve 0 0 1.625 0.000
Max -ve 0 0 0 -14.666
Max -ve 0 0 0 0
Max -ve 0 0 0 0
5:CONSTANT Max +ve 0 0 1.625 -0
Max -ve 0 0 0 -6.435
4:STRENGTH Max +ve 0 0 1.625 0.000
Max -ve 0 0 0 -31.651
6:SERVICE I Max +ve 0 0 1.625 0.000
Max -ve 0 0 0 -21.101
4 4 1.625 1:EARTH PRE Max +ve 0 0 1.625 14.666
Max -ve 0 0 0 -0.000
Job No Sheet No Rev
17
Job Title Ref
Beam Maximum Shear Forces Cont...

(m) (m) (kN) (m) (kN)
Max -ve 0 0 0 0
Max -ve 0 0 0 0
5:CONSTANT Max +ve 0 0 1.625 6.435
Max -ve 0 0 0 0
4:STRENGTH Max +ve 0 0 1.625 31.651
Max -ve 0 0 0 -0.000
6:SERVICE I Max +ve 0 0 1.625 21.101
Max -ve 0 0 0 -0.000
Beam Maximum Axial Forces

Beam Node A Length L/C d Max Fx
(m) (m) (kN)
1 1 4.000 1:EARTH PRE Max +ve 0 0
Max -ve 0 0
2:DEAD LOAD Max +ve 0 0
Max -ve 0 0
3:LIVE LOAD Max +ve 0 0
Max -ve 0 0
Max -ve 0 0
Max -ve 0 0
Max -ve 0 0
2 2 1.625 1:EARTH PRE Max +ve 0 0
Max -ve 0 0
2:DEAD LOAD Max +ve 0 27.000
Max -ve
3:LIVE LOAD Max +ve 0 220.461
Max -ve
Max -ve 0 0
4:STRENGTH Max +ve 0 419.557
Max -ve
6:SERVICE I Max +ve 0 247.461
Max -ve
4 4 1.625 1:EARTH PRE Max +ve 0 0
Max -ve 0 0
2:DEAD LOAD Max +ve 0 27.000
Max -ve
Job No Sheet No Rev
18
Job Title Ref
Beam Maximum Axial Forces Cont...

Beam Node A Length L/C d Max Fx
(m) (m) (kN)
3:LIVE LOAD Max +ve 0 220.461
Max -ve
Max -ve 0 0
4:STRENGTH Max +ve 0 419.557
Max -ve
6:SERVICE I Max +ve 0 247.461
Max -ve
Job No Sheet No Rev
19
Job Title Ref
0 kN-m 0 kN-m
-4.490 kN-m -4.490 kN-m
Y
Z X Load 4 : Bending Z : Displacement
Moment - kN-m
Max: -32M1a.8x3:80kkNN--m
m 0 kN-m 30 kN-mMax: -21.838 kN-m
Job No Sheet No Rev
20
Job Title Ref
0 kN 0 kN
12.245 kN -12.245 kN
Y
Z X Load 4 : Shear Y : Displacement
Force - kN
3Max: 0 kNMax: 31.651 kN 0 kN 30 kN Max: -31.651 kN
Shear Daigram
Job No Sheet No Rev
21
Job Title Ref
419.557 kN 419.557 kN
Y
Z X Load 4 : Axial Force : Displacement
Force - kN
419.557 kN 30 kN 419.557 kN 30 kN
Axial Force Daigram
ANNEXURE IV
PROP CANTILEVER WALL ANALYSIS
Job No Sheet No Rev
1
Job Title Ref
Job Information
Name:
Date: 20-Aug-13
Project ID
Project Name




Type L/C Name
Primary 1 EARTH PRESSURE

Primary 2 DEAD LOAD
Primary 3 LIVE LOAD
Primary 5 CONSTANT EARTH SURCHARGE
Nodes
Node X Y Z
(m) (m) (m)
1 0 0 0
2 4.000 0 0
3 4.000 1.625 0
4 0 1.625 0
Job No Sheet No Rev
2
Job Title Ref
3 3
Y
Z X
Load 1
Wall Line Daigram
Job No Sheet No Rev
3
Job Title Ref
Beams
(m) (degrees)
1 1 2 4.000 2 0
2 2 3 1.625 1 0
4 4 1 1.625 1 0
Section Properties
(m2 ) (m4 ) (m4 ) (m4 )
1 Rect 11.81x39.37 0.300 0.025 0.002 0.007 CONCRETE
2 Rect 13.78x39.37 0.350 0.029 0.004 0.011 CONCRETE
Materials
(kN/m2) (kN/m3) (/°F)
1 CONCRETE 21.7E+6 0.170 23.562 10E -6
2 ALUMINUM 68.9E+6 0.330 26.602 12.8E -6
3 STEEL_50_KSI 200E+6 0.300 76.820 6.5E -6
5 STEEL_36_KSI 200E+6 0.300 76.820 6.5E -6
6 STEEL_275_NMM2 205E+6 0.300 77.000 6.67E -6
7 STEEL 200E+6 0.300 76.820 6.5E -6
8 STEEL_355_NMM2 205E+6 0.300 77.000 6.67E -6
Supports
Node X Y Z rX rY rZ
1 - - - - - -
2 - - - - - -
Job No Sheet No Rev
4
Job Title Ref
Y
X
Z
Load 1
Section Daigram of wall
Job No Sheet No Rev
5
Job Title Ref
3D Rendered View
Job No Sheet No Rev
6
Job Title Ref
Primary Load Cases

Number Name Type
1 EARTH PRESSURE None

2 DEAD LOAD None
3 LIVE LOAD None
5 CONSTANT EARTH SURCHARGE None

4 STRENGTH I 1 EARTH PRESSURE 1.50

2 DEAD LOAD 1.25
3 LIVE LOAD 1.75
6 SERVICE I 1 EARTH PRESSURE 1.00
2 DEAD LOAD 1.00
3 LIVE LOAD 1.00
Load Generators
1 EARTH PRESSURE : Beam Loads

(m) (m)
2 LIN kN/m Y 14.900 - 3.150 - -
4 LIN kN/m Y 3.150 - 14.900 - -
2 DEAD LOAD : Node Loads

3 - -27.000 - - - -
4 - -27.000 - - - -
3 LIVE LOAD : Node Loads

3 - -220.461 - - - -
4 - -220.461 - - - -
Job No Sheet No Rev
7
Job Title Ref
5 CONSTANT EARTH SURCHARGE : Beam Loads

(m) (m)
2 UNI kN/m GX -3.960 - - - -
4 UNI kN/m GX 3.960 - - - -
Job No Sheet No Rev
8
Job Title Ref
Y 3 3
Z X
Load 1
Line Daigram of Wall (Input data was modified after picture taken)
Job No Sheet No Rev
9
Job Title Ref
3.150 kN/m 3.150 kN/m
Y
Z X 14.900 3kN/m 3 14.900 kN/m
Load 1
Earth Pressure
Job No Sheet No Rev
10
Job Title Ref
-27.000 kN -27.000 kN
Y
Z X 3 3
Load 2
Dead Load
Job No Sheet No Rev
11
Job Title Ref
-220.461 kN -220.461 kN
Y
Z X 3 3
Load 3
Live Load
Job No Sheet No Rev
12
Job Title Ref
3.960 kN /m
Y
Z X 3 3 -3.960 kN/m
Load 5
Earth Surcharge
Job No Sheet No Rev
13
Job Title Ref
-385.807 kN -385.807 kN
-33.750 kN -33.750 kN
5.49.47025kN
k/Nm/m 4.725 kN/m
Y
Z X
Load 4
22.350 kN/m 3 3 -5.940 kN/m 22.350 kN/m
Job No Sheet No Rev
14
Job Title Ref
-220.461 kN -220.461 kN
-27.000 kN -27.000 kN
3.39.6
10
50kN
kN/m
/m 3.150 kN/m
Y
Z X
Load 6
14.900 kN/m 3 3 -3.960 kN/m 14.900 kN/m
Job No Sheet No Rev
15
Job Title Ref

value for an beam.
Max Fx 1 1 1:EARTH PRE 0 0 0 0 0 0
Min Fx 1 1 1:EARTH PRE 0 0 0 0 0 0
Max Fy 4 1 4:STRENGTH -0 22.205 -0 -0 -0 -6.489
Min Fy 2 2 4:STRENGTH 0 -22.205 0 0 0 -6.489
Max Fz 1 1 1:EARTH PRE 0 0 0 0 0 0
Min Fz 1 1 1:EARTH PRE 0 0 0 0 0 0
Max Mx 1 1 1:EARTH PRE 0 0 0 0 0 0
Min Mx 1 1 1:EARTH PRE 0 0 0 0 0 0
Max My 1 1 1:EARTH PRE 0 0 0 0 0 0
Min My 1 1 1:EARTH PRE 0 0 0 0 0 0
Max Mz 1 1 1:EARTH PRE 0 0 0 0 0 0
Min Mz 2 2 4:STRENGTH 0 -22.205 0 0 0 -6.489

(m) (m) (kN-m) (m) (kN-m)
1 1 4.000 1:EARTH PRE Max +ve 0 0 0 0
Max -ve 0 0 0 0
Max -ve 0 0 0 0
Max -ve 0 0 0 0
Max -ve 0 0 0 0
4:STRENGTH Max +ve 0 0 0 0
Max -ve 0 0 0 0
6:SERVICE I Max +ve 0 0 0 0
Max -ve 0 0 0 0
2 2 1.625 1:EARTH PRE Max +ve 0 0 0.948 1.521
Max -ve 0 0 0 -3.049
Max -ve 0 0 0 0
Max -ve 0 0 0 0
5:CONSTANT Max +ve 0 0 0.948 0.739
Max -ve 0 0 0 -1.277
4:STRENGTH Max +ve 0 0 0.948 3.390
Max -ve 0 0 0 -6.489
6:SERVICE I Max +ve 0 0 0.948 2.260
Max -ve 0 0 0 -4.326
Job No Sheet No Rev
16
Job Title Ref
Beam Maximum Moments Cont...

(m) (m) (kN-m) (m) (kN-m)
4 4 1.625 1:EARTH PRE Max +ve 0 0 0.677 1.521
Max -ve 0 0 1.625 -3.049
Max -ve 0 0 0 0
Max -ve 0 0 0 0
5:CONSTANT Max +ve 0 0 0.677 0.739
Max -ve 0 0 1.625 -1.277
4:STRENGTH Max +ve 0 0 0.677 3.390
Max -ve 0 0 1.625 -6.489
6:SERVICE I Max +ve 0 0 0.677 2.260
Max -ve 0 0 1.625 -4.326

(m) (m) (kN) (m) (kN)
1 1 4.000 1:EARTH PRE Max +ve 0 0 0 0
Max -ve 0 0 0 0
Max -ve 0 0 0 0
Max -ve 0 0 0 0
Max -ve 0 0 0 0
4:STRENGTH Max +ve 0 0 0 0
Max -ve 0 0 0 0
6:SERVICE I Max +ve 0 0 0 0
Max -ve 0 0 0 0
2 2 1.625 1:EARTH PRE Max +ve 0 0 1.625 3.865
Max -ve 0 0 0 -10.800
Max -ve 0 0 0 0
Max -ve 0 0 0 0
5:CONSTANT Max +ve 0 0 1.625 2.432
Max -ve 0 0 0 -4.003
4:STRENGTH Max +ve 0 0 1.625 9.446
Max -ve 0 0 0 -22.205
6:SERVICE I Max +ve 0 0 1.625 6.297
Max -ve 0 0 0 -14.804
4 4 1.625 1:EARTH PRE Max +ve 0 0 1.625 10.800
Max -ve 0 0 0 -3.865
Job No Sheet No Rev
17
Job Title Ref
Beam Maximum Shear Forces Cont...

(m) (m) (kN) (m) (kN)
Max -ve 0 0 0 0
Max -ve 0 0 0 0
5:CONSTANT Max +ve 0 0 1.625 4.003
Max -ve 0 0 0 -2.432
4:STRENGTH Max +ve 0 0 1.625 22.205
Max -ve 0 0 0 -9.446
6:SERVICE I Max +ve 0 0 1.625 14.804
Max -ve 0 0 0 -6.297
Reaction Summary
Horizontal Vertical Horizontal Moment
Node L/C FX FY FZ MX MY MZ
Max FX 2 4:STRENGTH 22.205 0 0 0 0 -6.489
Min FX 1 4:STRENGTH -22.205 0 0 0 0 6.489
Max FY 3 4:STRENGTH 9.446 419.557 0 0 0 0
Min FY 1 1:EARTH PRE -10.800 -0 0 0 0 3.049
Max FZ 1 1:EARTH PRE -10.800 -0 0 0 0 3.049
Min FZ 1 1:EARTH PRE -10.800 -0 0 0 0 3.049
Max MX 1 1:EARTH PRE -10.800 -0 0 0 0 3.049
Min MX 1 1:EARTH PRE -10.800 -0 0 0 0 3.049
Max MY 1 1:EARTH PRE -10.800 -0 0 0 0 3.049
Min MY 1 1:EARTH PRE -10.800 -0 0 0 0 3.049
Max MZ 1 4:STRENGTH -22.205 0 0 0 0 6.489
Min MZ 2 4:STRENGTH 22.205 0 0 0 0 -6.489
Job No Sheet No Rev
18
Job Title Ref
0 kN-m 0 kN-m
2.123 kN-m 2.123 kN-m
Y
Z X Load 6 : Bending Z : Displacement
Moment - kN-m
Max: -43M
.3a2x6: k0Nk-N
m-m 0 kN-m 30 kN-mMax: -4.326 kN-m
Job No Sheet No Rev
19
Job Title Ref
-6.297 kN 6.297 kN
1.867 kN -1.867 kN
Y
Z X Load 6 : Shear Y : Displacement
Force - kN
3Max: 0 kNMax: 14.804 kN 0 kN 30 kN Max: -14.804 kN
Shear Daigram
ANNEXURE V
CALCULATION FOR DEVELOPMENT
LENGTH OF POST INSTALL REBARS
FOR CULVERT WALLS
CALCULATION FOR DEVELOPMENT LENGTH OF POST
INSTALL REBARS FOR CULVERT WALLS
Date: 26-Sep-2023
Since the post installed reinforcement will be part of wall and as per the analysis wall is in axial loading condition so
post intall rebars will governs in compression. As per ACI 318-14 Clause 25.4.9 ,Development of deformed bars in
compression "ℓdc" shall be the greater of 25.4.9.2 (a) and 25.4.9.2 (b)
db 12 mm
λ 1 * For Normal Weight Concrete
fy 420 MPa 60,000 Psi
f'c 28 MPa 4000 Psi
25.4.9.2 (a) =
Development Length (ℓdc) [25.4.9.2 (a)] = 228.59 mm
25.4.9.2 (b) =
Development Length (ℓdc) [25.4.9.2 (b)] = 216.72 mm
As per calculation development length of the new post-install rebar shall be 230 mm for embedded inside the existing foundation.

GB1516 Sac 240 CV RP 0004 - A

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GB1516 Sac 240 CV RP 0004 - A

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EPC FOR INSTALLATION OF PWT, CPF

BADRA, REPUBLIC OF IRAQ

Doc. No.: GB1516-SAC-240-CV-RP-0004 Rev.: A Page 1 OF 69

PROJECT TITLE : EPC for Installation of PWT, Republic of Iraq

EMPLOYER : Gazprom Neft Badra B.V.

DOCUMENT DESCRIPTION : STRUCTURE ANALYSIS FOR CULVERT

A Issued for Review 17/09/2023 MA SAR AJ

REV DESCRIPTION DATE PRPD CHKD APPD

Doc. No.: GB1516-SAC-240-CV-RP-0004 Rev.: A Page 2 OF 69

Rev. Para. Revision Description

Hold No Para. Description of Hold

Doc. No.: GB1516-SAC-240-CV-RP-0004 Rev.: A Page 3 OF 69

3. DEFINITIONS AND ABBREVIATIONS ..................................................................................................................... 4

4. CODES AND STANDARDS ...................................................................................................................................... 4

6. METHODOLOGY & PROCEDURE ........................................................................................................................... 5

8. COMPARISION WITH EXISTING DESIGN ............................................................................................................... 5

9. CALCULATION FOR POST INSTALL REBARS ...................................................................................................... 6

10. CONCLUSION .......................................................................................................................................................... 7

ANNEXURE I .............................................................................................. CALCULATION FOR LOADING AND REINFORCEMENT

ANNEXURE II ...................................................................................................................... TOP SLAB ANALYSIS ON STAAD PRO

ANNEXURE III ................................................................................................................... CANTILEVER WALL ANALYSIS ON STAAD PRO

ANNEXURE IV .............................................................................................. PROP CANTILEVER WALL ANALYSIS ON STAAD PRO

Doc. No.: GB1516-SAC-240-CV-RP-0004 Rev.: A Page 4 OF 69

3. DEFINITIONS AND ABBREVIATIONS

4. CODES AND STANDARDS

Doc. No.: GB1516-SAC-240-CV-RP-0004 Rev.: A Page 5 OF 69

GB1516-SAC-240-CV-MS-0004 METHOD STATEMENT FOR REHABILITATION OF PIPE CULVERT

6. METHODOLOGY & PROCEDURE:

8. COMPARISION OF MODIFICATION WITH EXISTING DESIGN:

9. CALCULATIONS OF POST-INSTALLED REBAR:

Doc. No.: GB1516-SAC-240-CV-RP-0004 Rev.: A Page 6 OF 69

Area of Steel Required = рbd

= 0.0033*1000*300 = 990 mm2

Area of 10 mm bar = (π/4)*102 = 78.5

Number of bars required:

= (Area of T12 bar / Area of steel required) * unit length of wall

Doc. No.: GB1516-SAC-240-CV-RP-0004 Rev.: A Page 7 OF 69

For 1-meter section of wall reinforcement shall be placed as follows

Doc. No.: GB1516-SAC-240-CV-RP-0004 Rev.: A

Based on AASHTO LRFD

CONCRETE COMPRESSIVE STRENGTH, f'c 28 MPA

LOAD CALCULATION FOR CULVERT

Weight of earth fill

Imposed dead loads

Based on AASHTO LRFD

Height of surcharge (h' = s / gs ) 0.4 m

LOAD ON BOTTOM SLAB

Vehicular Live Loads (HS 20 AASHTO Truck)

FACTORED LOAD DAIGRAM

Member d (mm) fVc (kN) Vd (kN) Status

Shear reinforcment shall be provide for slab

CHECK FOR MINIMUM REINFORCEMENT

MAIN REINFORCEMENT TEMPRATURE REINF.

Simplifying Above Equation as Follows

Doc. No.: GB1516-SAC-240-CV-RP-0004 Rev.: A

Client File Pipe Sleeper Culvert Prec Date/Time 15-Sep-2023 23:45

Structure Type PLANE FRAME

Number of Nodes 2 Highest Node 4

= 0.00331000300 = 990 mm2