euroflo® sn8 technical brochure 1300mm – 2100mm

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TECHNICAL INFORMATION

EUROFLO® SN8 TECHNICAL BROCHURE 1300MM – 2100MM

INTRODUCTION

Large bore SN8 EUROFLO® pipes are steel reinforced high density polyethylene (HDPE). Large bore SN8 EUROFLO® pipes are manufactured by a unique technology. The pipe is characterized by an extremely high mechanical strength coupled with low weight in comparison to other marketed pipes.

THE USES OF THE PIPE ARE:

• Roading, farm drainage

• Drainage of urban and agricultural areas

• Various engineering purposes.

All production and products are in complete conformity with the highest quality assurance standards and complies with the requirements of ISO 9001:2000.

See page 16 for standards it complies too.

SUSTAINABILITY

The environmental benefits that accompany the use of HDPE in water and wastewater systems begin with its manufacturing. Pipe produced from HDPE resin uses significantly less energy to manufacture when compared to other materials such as iron and concrete. Transporting HDPE piping to municipal water and wastewater job sites requires far less fuel than competing materials which are much heavier. HDPE is lightweight yet extremely durable. HDPE offers superior piping to traditional piping alternatives that require more energy to manufacture and are susceptible to corrosion.

2 | EUROFLO® SN8 TECHNICAL BROCHURE 1300MM – 2100MM

TYPICAL CROSS-SECTION OF A LARGE BORE SN8 EUROFLO® PIPE

PIPE TECHNICAL SPECIFICATIONS

PF Code Inside diameter (mm)

External diameter (mm)

Female diameter (mm)

Pitch (mm)

Weight (kg)

560-1300-5.8M 1200 1290 1380 127 319

560-1500-5.8M 1400 1490 1570 127 445

- 1500 1590 1690 127 530

560-1700-5.8M 1600 1690 1750 127 568

560-1900-5.8M 1800 1890 1950 127 792

560-2100-5.8M 2000 2090 2150 127 978

- 2200 2290 2350 127 1078

- 2400 2490 2550 127 1618

- 2500 2590 2560 127 2001

Note: Indicated PF Codes are sizes stocked in New Zealand.


PHYSICAL CHARACTERISTICS OF THE MATERIALS COMPOSING LARGE BORE SN8 EUROFLO® PIPES

Material Properties Values Units

Polyethylene Density 0.950 g/cm3

Polyethylene Stress at yield 230 kg/cm2

Polyethylene Tensile strength at break 300 kg/cm2

Polyethylene Elongation at break › 500 %

Polyethylene Bending strength 7000 kg /cm2

Polyethylene Impact strength 10 kg x cm/cm

Polyethylene Melting Point 131 C°

Polyethylene Brittle Point ‹ - 60 C°

Steel Tensile strength 2800 kg/cm2

Steel Elastic modulus 2.lxl06 kg/cm2

PHYSICAL AND CHEMICAL CHARACTERISTICS

CHEMICAL RESISTANCE PROPERTIES OF LARGE BORE SN8 EUROFLO® PIPES

Material Concentration Temp. 20°C Temp. 60°C

Sulfuric Acid 10% + +Acetone = *

Ammonium Hydroxide + +Aniline + *

Benzene * *Calcium Chloride + +

Carbon Tetrachloride * *Chloric Acid 10% + +ChloricAcid 35% + +Pluoric Acid 75% + =Formic Acid 40% + +

Gasoline = *Glycerol + +

Hydrogen Peroxide 30% + +Methanol + =Nitric Acid 10% + +Nitric Acid 95% * *

Phosporic Acid 30% + +Sodium Hydroxid 30% + +

Sodium Hypoclorite + +Sulfuric Acid 10% + +

+ Resistant= Slighly corrosive, pre-treatment is required* Unsatisfactory

Note: If the fluid contains slighly corrosive chemicals, consult P&F Global for detailed pre-treatment information.


PIPE RIGIDITYThe rigidity of the pipe or the Ring Stiffness indicates its capability to withstand a given outside load and enables the calculation of deformation (diameter change) of the underground pipe. The definition of ring stiffness SN per length unit of pipe is (3.1-1):

Ring stiffness may be determined using the standard test of compression between two parallel plates: “Determination of ring stiffness, ISO 9969: 1994, Thermoplastic pipes”.

The formula for the calculating of ring stiffness using the compression test is (3.1-2):

Large bore SN8 EUROFLO® pipe is made of a high-density polyethylene profile reinforced with steel ribs. The ring stiffness of the pipe is conferred mainly by the steel ribs, which give the pipe its high mechanical strength. The standard requires to determine the ring stiffness using formula (compression test) which contains a correction factor for pipe flattening. The degree of ring stiffness allows classification of flexible pipes according to nominal stiffness, SN, which is a common denominator among flexible pipes of various types, and characterizes the designation of pipes according to the field conditions and the projected loads.

The nominal degrees of stiffness, SN, for flexible pipes according to European Standards are: 4, 6.3, 8, 12, 16 (KN/m2). The ring stiffness of the pipe, measured by the compression testing and calculated according to formula must be equal to or higher than the announced nominal stiffness, SN, for that pipe.

ENGINEERING CHARACTERISTICS

Where:

S - Ring stiffness (KN/m2)

I - Longitudinal inertial moment of the pipe cross section (m3) E - Young Modulus (KN/m2)

D- Neutral pipe diameter (m)

Where:

y - Vertical pipe’s diameter deformation (m)

di - Inside diameter of the pipe (m)

F - Force causing pipe’s deformation (KN)

L - Length of tested specimen (m)


PIPE WEIGHTThe pipe weight is an important component of the advantages of the large bore SN8 EUROFLO® pipe, which is extremely lightweight in comparison to the available alternatives. This characteristic allows the transportation of the pipe to construction sites on a significantly smaller number of trucks. A smaller diameter pipe can be transported inside a larger diameter one in order to further reduce the volume loaded on the truck. Due to its low weight, the pipe is made in lengths of 5.8 metres, as opposed to concrete pipe, which is manufactured in lengths of up 2.5 metres.

Below is a comparative table between large bore SN8 EUROFLO® pipe and reinforced concrete pipes:

EUROFLO PIPE WEIGHT

P&F Code 560-1300-5.8M 560-1500-5.8M 560-1700-5.8M 560-1900-5.8M 560-2100-5.8M

Diameter (ID mm) 1200 1400 1500 1600 1800 2000

Weight (kg) for 5.8m length 319 445 530 568 792 978

Weight (kg) per metre 55 77 91 98 137 169

CONCRETE PIPE WEIGHT

Diameter (ID mm) 1200 1350 1500 1800 1950

Weight (Kg) for 2.4m length 2280 3575 4050 5550 6225

Weight (kg) per metre 950 1490 1688 2313 2594

WEIGHT COMPARISON

of EUROFLO 5.8M pipe as a % of concrete 2.4M pipe 14% 12% 13% 14% 16%

of EUROFLO pipe per metre as a % of concrete pipe per metre 6% 5% 5% 6% 7%

Large bore SN8 EUROFLO® pipe

Note: strength and ease of lifting


IMPERMEABILITY

SEALING BETWEEN PIPES

A male-female connector with a hydraulic rubber gasket, which is very easy to assemble, is used for regular purposes. The connector can withstand inside and outside working pressures of 0.5 Bar. This pressure conforms to the standard requirement of drainage and sewage.

For special application the pipes may be welded to each other on site, thereby increasing the working pressure of the line.

INSIDE PRESSURELarge bore SN8 EUROFLO® pipes are designated for gravitational flow. If there is a build-up in the line as a result of either malfunction or a temporary closure of the line, the pipe can withstand, for a limited period, an inside pressure of 1.0 Bar.

This factor is not included in the design criteria of the pipe.

ABRASIONThe inner surface of the pipe is made of high-density polyethylene which gives the pipe high resistance to abrasion. As a result, drainage lines may be designed for a maximum flow rate of 10m per second without significant abrasion of the inner surface of the pipe.

CORROSIONThe large bore SN8 EUROFLO® pipes are manufactured in such a way that the embedded steel is encased entirely in the polyethylene, as defined in ASTM F2435. When the pipe is cut (generally at the entry to a manhole), the open cut must be treated with the materials supplied by the manufacturer, which give maximum protection to the pipe.

IMPACTThe combination of high-density polyethylene and steel gives increased resistance to impact forces resulting from the installation of stony material when bedding, and from impacts in the course of installation.

SEALING CONNECTIONS TO MANHOLE

Concrete manhole

With a special unit made from polyethylene pipe, weld to male and female large bore SN8 EUROFLO® pipe connector, and using a special rubber gasket to connect to the manhole.

HDPE


The large bore SN8 EUROFLO® pipe is characterised by excellent water conductivtiy, thanks to the smooth inside polyethylene wall surface, compared to all other drainage pipes on the market (concrete, steel or asbestos-cement) .

The pipe is resistant to abrasion from rubble and other objects due to its smooth polyethylene surface. The excellent surface smoothness allows the design of sewage and draining lines with extremely low longitudinal slopes while still getting effective flow rates.

The calculation of pipe conductivity capability is based on the Manning formula:

The parameters of the Manning formula are calculated as follows:

The following formulas are established for full flow cross-section of the pipe:

HYDRAULIC CHARACTERISTICS

Q - Discharge (m3/sec)

A - Cross-section of the conduit (m)

V - Flow rate in the pipe (m/sec)

R - Hydraulic radius (m)

1 - Longitudinal slope of the conduit

n - The Manning roughness factor (for polyethylene: 0.01)

P - Wet diameter (m)

D - Inside diameter (m)

h - Flow height (m)

θ - Angle between water height and pipe centerline (radians)


FLOW RATE AND VELOCITY VS. FILLING DEGREE

v, q - Discharge and speed in partial flow cross-section

V, Q - Discharge and speed in full flow cross-section Fill grade

See example on page 9.


TABLE OF DISCHARGE DATA (M3 /SEC) AT VARIOUS SLOPES FOR LARGE BORE SN8 EUROFLO® PIPES

h=3/4D1200 1400 1500 1600 1700 1800

Q V Q V Q V Q V Q V Q V

10% 16.24 17.85 24.50 19.78 29.44 20.71 34.97 21.62 41.11 22.51 47.88 23.39

9% 15.41 16.93 23.24 18.76 27.93 19.65 33.18 20.51 39.00 21.36 45.42 22.19

8% 14.52 15.96 21.91 17.69 26.33 18.52 31.28 19.34 36.77 20.14 42.82 20.92

7% 13.59 14.93 20.49 16.55 24.63 17.33 29.26 18.09 34.39 18.84 40.06 19.57

6% 12.58 13.82 18.97 15.32 22.81 16.04 27.09 16.75 31.84 17.44 37.09 18.12

5% 11.48 12.62 17.32 13.99 20.82 14.64 24.73 15.29 29.07 15.92 33.85 16.54

4% 10.27 11.29 15.49 12.51 18.62 13.10 22.12 13.67 26.00 14.24 30.28 14.79

3% 8.89 9.78 13.42 10.83 16.13 11.34 19.16 11.84 22.52 12.33 26.22 12.81

2% 7.26 7.98 10.95 8.85 13.17 9.26 15.64 9.67 18.38 10.07 21.41 10.46

1% 5.14 5.64 7.75 6.25 9.31 6.55 11.06 6.84 13.00 7.12 15.14 7.40

0.9% 4.87 5.35 7.35 5.93 8.83 6.21 10.49 6.49 12.33 6.75 14.36 7.02

0.8% 4.59 5.05 6.93 5.59 8.33 5.86 9.89 6.12 11.63 6.37 13.54 6.61

0.7% 4.30 4.72 6.48 5.23 7.79 5.48 9.25 5.72 10.88 5.96 12.67 6.19

0.6% 3.98 4.37 6.00 4.84 7.21 5.07 8.57 5.30 10.07 5.51 11.73 5.73

0.5% 3.63 3.99 5.48 4.42 6.58 4.63 7.82 4.83 9.19 5.03 10.71 5.23

0.4% 3.25 3.57 4.90 3.96 5.89 4.14 6.99 4.32 8.22 4.50 9.58 4.68

0.3% 2.81 3.09 4.24 3.43 5.10 3.59 6.06 3.74 7.12 3.90 8.29 4.05

0.2% 2.30 2.52 3.46 2.80 4.16 2.93 4.95 3.06 5.81 3.18 6.77 3.31

0.1% 1.62 1.78 2.45 1.98 2.94 2.07 3.50 2.16 4.11 2.25 4.79 2.34

h=3/4D1900 2000 2100 2200 2400 2500

Q V Q V Q V Q V Q V Q V

10% 55.30 24.25 63.41 25.09 72.22 25.92 81.76 26.73 103.11 28.33 114.97 29.11

9% 52.47 23.00 60.16 23.80 68.51 24.59 77.56 25.36 97.82 26.88 109.07 27.62

8% 49.47 21.69 56.72 22.44 64.60 23.18 73.13 23.91 92.23 25.34 102.83 26.04

7% 46.27 20.29 53.05 20.99 60.42 21.68 68.40 22.37 86.27 23.70 96.19 24.36

6% 42.84 18.78 49.12 19.43 55.94 20.08 63.33 20.71 79.87 21.95 89.06 22.55

5% 39.11 17.14 44.84 17.74 51.07 18.33 57.81 18.90 72.91 20.03 81.30 20.59

4% 34.98 15.33 40.10 15.87 45.68 16.39 51.71 16.91 65.21 17.92 72.71 18.41

3% 30.29 13.28 34.73 13.74 39.56 14.20 44.78 14.64 56.48 15.52 62.97 15.95

2% 24.73 10.84 28.36 11.22 32.30 11.59 36.56 11.96 46.11 12.67 51.42 13.02

1% 17.49 7.67 20.05 7.93 22.84 8.20 25.85 8.45 32.61 8.96 36.36 9.21

0.9% 16.59 7.27 19.02 7.53 21.67 7.78 24.53 8.02 30.93 8.50 34.49 8.73

0.8% 15.64 6.86 17.94 7.10 20.43 7.33 23.13 7.56 29.16 8.01 32.52 8.23

0.7% 14.63 6.41 16.78 6.64 19.11 6.86 21.63 7.07 27.28 7.50 30.42 7.70

0.6% 13.55 5.94 15.53 6.15 17.69 6.35 20.03 6.55 25.26 6.94 28.16 7.13

0.5% 12.37 5.42 14.18 5.61 16.15 5.80 18.28 5.98 23.06 6.34 25.71 6.51

0.4% 11.06 4.85 12.68 5.02 14.44 5.18 16.35 5.35 20.62 5.67 22.99 5.82

0.3% 9.58 4.20 10.98 4.35 12.51 4.49 14.16 4.63 17.86 4.91 19.91 5.04

0.2% 7.82 3.43 8.97 3.55 10.21 3.67 11.56 3.78 14.58 4.01 16.26 4.12

0.1% 5.53 2.42 6.34 2.51 7.22 2.59 8.18 2.67 10.31 2.83 11.50 2.91

Size – inside diameter in mm

See page 7 for formulas and abbreviations


MAXIMUM ALLOWABLE DEFORMATIONThe methods for calculating loads and deformations for flexible pipes according to internationally accepted standards, are based on the maximum allowable perpendicular deformation of the pipe as a result of soil and outside loads.

Most of the accepted standards (1-5) indicate a maximum allowable deformation of 5% of the pipe’s diameter ( ) in flexible pipes, unless the coating (e.g., concrete) does not allow it.

CALCULATION OF DEFORMATION FOR FLEXIBLE PIPESUsually, loads that pipes can bear within the limit of allowable deformation are calculated according to the theory developed by Spangler (1941)(6). The following formula, based on Spangler’s formula, is anchored in different forms in most of the standards which are in use around the world for the purpose of flexible pipe design (for example, standards ASTM F 809M 89 (7), or ASTM D 2412-93 (8))

SPANGLER FORMULA COMPONENTS

DL - DEFLECTION LAG FACTOR

The deflection lag factor represents the long-term deformation of the pipe/soil system. The factor is dependent on the grade of fill compaction around the pipe and on the pipe stiffness. DL values from the table below, which is taken from Australian Standard AS 2566-1982 (5), may be used for pipes to which this standard applies.

Deflection Lag factor (DL) for calculating the long-term deformation of pipe/soil systems

Slight compaction

‹ 85% Proctor

‹ 40% Relative density

Moderate compaction

85%-95% Proctor

40%-70% Relative density

High compaction

› 95% Proctor

› 70% Relative density

DL=l.5 DL=l.3 DL=l.2

Note: The representation of Proctor percentage as an estimate of non-frictional soil compaction is based on a laboratory test for maximum compaction, as defined in standard ASTM D 698 (9). For frictional soil use the relative density values in standards ASTM D4253 ( IO) and ASTM D4254 (11 ).

K - BEDDING CONSTANT

Values for the bedding constant are defined by the amount of support of the compacted fill material. Below is a table of values from ASTM D-3839-89 (12).

Deflection Lag factor (DL) for calculating the long-term deformation of pipe/soil systems

Type of bedding K

Flat bottom, loose primary pipe zone backfill (not recommended), less than 35% Proctor density or less than 40% relative density

0.110

Shaped bottom, moderately compacted primary pipe zone backfill, 85%-95% Proctor density. Bottom of selected sand, granular material of type A or B or lightly compacted gravel, compacted primary pipe zone backfill, 40%-70% relative density.

0.103

Shaped bottom tamped primary pipe pipe zone, 95% Proctor or higher. Bottom of selected sand, granular material of type A or B or lightly compacted gravel, compacted primary pipe zone backfill, 70%-100% relative density.

0.083

LOADS DESIGN

Where:

∆y - Perpendicular deformation (m)

DL - Deflection lag factor

K - Embedment factor

We - Static load (soil and buildings) (KN/m)

WL - Live load (traffic) (KN/m)

SN - Ring stiffness grade (KN/m2)

E’ - Soil reaction module (KN/m2)


S - RING STIFFNESS GRADE

Ring stiffness grade S is found by pipe compression tests between parallel plates (13).

S values for deformation calculation should be taken from the manufacturer’s data (paragraph 1, “Technical Data for Pipes”).

E’ - SOIL REACTION MODULE

The E’ value expresses the capability of the soil to support the pipe. The table below shows the soil reaction modul values from Howard (14), which are used to calculate deformation in flexible piping.

Soil Reaction Modul Values E’ for Various Soils and Compactions

E’ for Degree of Compaction of Bedding (Kg/cm2)

Soil Type

fill according to IS 253* and IS 3**

Slight compaction

‹ 85% Proctor

‹ 40% Relative density

Moderate Compaction

85%-95% Proctor

40%-70% Relative density

High Compaction

› 95% Proctor

› 70% Relative density

Fine-grained soils (LL› 50), with medium

to high plasticity: CH, MH, CH-MH


to no

No data available. Consult a competent soil engineer.

Otherwise use E’=O

plasticity: CL, ML, ML-CL,

with less than 25% coarse-grained

particles

1,400 2,800 6,900


to no plasticity: CL, ML, ML-CL, with

more than 25% coarse-grained particles

Coarse-grained soils with fines, GW, GP, SW,

SP contains less than 12% fines

2,800 6,900 13,800

Coarse-grained soils with little or no fines, GW, GP, SW, SP

contains less than 12% fines

6,900 13,800 20,700

Crushed rock 20,700 20,700 20,700

Note: For designing purposes use soils and E’ values from recommendations refer to the laying of flexible piping at a depth of less than 15 m. When the cover height from the crown of the pipe is more than 15 m, use 0.75 E’ values of the table.

When the height of the cover above the crown of the pipe is equal to or less than 5 m, use the E’ values of the table, and add to the calculated relative deformation the following values according to the compaction grade:

Addition of random deviation to the calculated deformation

in the pipe diameter according to grade of soil compaction

Dumped Slight Compaction

Moderate Compaction

High Compaction

2% 2% 1% 0.5%

*IS 253 - Classification of soils for civil engineering purposes, Laboratory classification and visual classification (unified method).

** IS 3 - Mineral aggregates from natural sources.

Note: Standards ASTM D 2321-89 (15) and ASTM D 3839-94a (16) suggest a different approach to the classification of soils, but recommend to use different compaction for all types of fillings to reach the reaction module E’ = 1,000 psi (6,900 KN/m2) as a minimum soil support for flexible pipes.

WC - CONSTANT LOAD

Load WC includes the load of the soil’s prism above the pipe plus another static load, if applicable. The load resulting from the filling soil (assuming the loading of the soil’s prism above the pipe) shall be calculated as follows:

WL - LIVE LOAD

The table on page 12 gives the required factors or the calculation of the moving loads on the pipe for two wheel axles with 1.0m between wheels. The factors are based on the Boussinesq formula (17), which is designated for the calculation of pressure distribution in a semi-infinite elastic space, resulting from the application of local forces on the surface. Therefore, this calculation method is applicable when the fill above the pipe is uniform, and there is no paved road or roadway above it, which would bring about a more convenient load distribution.

The moving load shall be calculated according to the following formula:

Note: Standard AASHTO H20 takes a rate of 71.4 KN as the effective load for a single wheel. The value of load factor CL is calculated in the following two tables.

Where:

y - Bulk unit weight of soil (KN/m3)

H - Height of cover from crown of pipe (m)

do - Outside diameter of pipe (m)

Ws- Additional static load per area unit (KN/m3)

Where:

WL- Live Load (KN/m)

CL - The moving load factor per length unit

P - Wheel load (KN)

If - Impact factor (0s Ifs 0.5)

H - Height of cover above pipe (m)


FORMULA FOR THE CALCULATION OF CL FOR THE PASSING OF A SINGLE WHEEL

FORMULA FOR THE CALCULATION OF CL FOR THE PASSING OF TWO AXLES 1.8M BROAD (1.0M BETWEEN WHEELS)

Where:

R - Pipe radius (m)

H - Height of cover above pipe (m)

Where:

R - ñ Pipe radius (m)

H - ñ Height of cover above pipe (m)

Live Load Factor CL for the Passing of Two Axles 1.8m Broad, 1.0m Between Tracing Wheels (assuming an effective pipe length of 1.0m)

Diameter (OD) 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0

1200 0.740 0.379 0.208 0.127 0.085 0.060 0.045 0.035 0.028 0.022

1250 0.748 0.388 0.214 0.132 0.088 0.063 0.047 0.036 0.029 0.023

1400 0.766 0.414 0.233 0.145 0.097 0.070 0.052 0.040 0.032 0.026

1500 0.775 0.428 0.245 0.153 0.103 0.074 0.055 0.043 0.034 0.028

1600 0.782 0.441 0.256 0.161 0.109 0.078 0.059 0.046 0.036 0.030

1700 0.788 0.453 0.266 0.169 0.115 0.083 0.062 0.048 0.039 0.031

1800 0.793 0.463 0.276 0.176 0.121 0.087 0.065 0.051 0.041 0.033

1900 0.797 0.473 0.285 0.183 0.126 0.091 0.069 0.054 0.043 0.035

2000 0.800 0.481 0.293 0.190 0.131 0.095 0.072 0.056 0.045 0.037

2100 0.802 0.488 0.301 0.197 0.136 0.099 0.075 0.059 0.047 0.038

2200 0.805 0.494 0.308 0.203 0.141 0.103 0.078 0.061 0.049 0.040


SAMPLE CALCULATION OF SETTLING RATE OF A GIVEN PIPE1,000mm nominal diameter pipe, inside diameter 1,000mm, outside diameter 1,090mm. Ring stiffness grade: 12 KN per m2.

Height of cover above crown of pipe: 2m.

Fill material around pipe: moderate compacted sand (90% according to Proctor standard). Volume weight of 20.00 KN per m3 (2,000 Kg /m3).

Calculate the vertical deformation of the pipe (using static loads only).

The calculation is made using a formula based on Spangler’s formula (paragraph 3), in which the following values are inserted:

DL - Deflection Lag Factor= 1.3 (according to table in paragraph 5.2.1-1).

K- Cushion Material Constant= 0.103 (according to table in paragraph 5.2.1-2).

S - Ring Stiffness Factor= 8 KN per m2.

E’ - Soil Reaction Module= 6,900 KN (according to table in paragraph 5.2.1-3).

To find static load WC, calculate the soil load operating on the pipe (paragraph 5.2. l).

Where:

We - Soil load above the pipe (KN/m).

y - Soil specific weight (20.00 KN per m3)

H - Height (depth) of cover above crown of pipe (2.0m)

do - Outside diameter of pipe (1.090m).

Place the above values (in appropriate units for Spangler's formula) to get the following results:

Add to this deformation result a statistical deviation appropriate to the laying conditions (1%), according to paragraph 5.2.1.

In other words, the maximum expected vertical deformation over time under the above conditions is at a rate of 22mm or 2.2% of the inside diameter of the pipe.

Note: For on-site check of deformation at the time of laying, and for quality control of the laying, use the values of the short-term maximum deformation (DL=l). Add to this deformation rate a statistical deviation of 2%, as above.

OR


MAXIMUM LOADSMaximum allowable loads for large bore SN8 EUROFLO® pipes are derived from the maximum allowable deformation at the rate of 5% of the inside diameter of the pipe.

The table below details the maximum allowable loads of the pipe, including wheel load, according to different types of soils and different soil reaction modules (E’) under limitations of the allowable deformation.

Maximum Allowable Loads for large bore SN8 EUROFLO® Pipe

MINIMUM COVERMinimum Cover for large bore SN8 EUROFLO® pipes

Type of Road/Roadway Minimum Cover Height* (m)

Open area (agricultural) 0.6

Dead-end street (low traffic volume) 0.6

Regular street (moderate traffic volume) 0.6

Streets and roads with heavy traffic 0.6

Laying and Fill Status

Nominal Diameter

(mm)

Outside diameter

(mm)

Ring stiffness Soil reaction module E’ 2,800 6,900 13,800 20,700

S deformity lag factor DL 1.5 1.3 1.2 1.2

Kg/m2 bedding constant coefficient K 0.110 0.103 0.083 0.083

1200 1290 8 KN/m² W2=Wc+Wl 77 225 589 863

1400 1490 8 KN/m² W2=Wc+Wl 90 263 687 1,007

1500 1590 8 KN/m² W2=Wc+Wl 96 282 736 1,078

1600 1690 8 KN/m² W2=Wc+Wl 102 301 785 1,150

1800 1890 8 KN/m² W2=Wc+Wl 115 338 883 1,294

2000 2090 8 KN/m² W2=Wc+Wl 128 376 982 1,438

2200 2290 8 KN/m² W2=Wc+Wl 141 414 1,080 1,582

2500 2590 8 KN/m² W2=Wc+Wl 160 471 1,227 1,798

* Minimum cover height is measured from the crown of the pipe to soil grade.

The stages of laying pipes and the minimum heights for road paving equipment passage are detailed in the laying and installation instructions for large bore SN8 EUROFLO® pipes.

MAXIMUM COVERMaximum cover height is determined by the sum of loads on the pipe (static and moving) which cause a calculated pipe deformation of 5% of the pipe’s outside diameter.


TYPICAL CROSS-SECTION OF A LARGE BORE SN8 EUROFLO® PIPE LAID IN THE SOIL

Legend:

Choose fill materials and compaction method according to the designer directions. Channel padding: a layer of sub-base giving uniform support and stability to the entire length of the piping.

O.D.: outside diameter of the pipe.

Primary fill: the fill layer between the bottom grade of the pipe and up to the height of 15 (cm) above the crown of the pipe. This fill is intended to give the pipe support and stability in order to prevent movements, to reduce relative deformations along the pipeline, and to reduce the deformation of the pipe’s weft cross (perpendicular to pipe axis). The primary filler is the criterion for determining reaction module E’.

Secondary fill: the layer between the primary fill and the pavement structure. Pavement structure: to be determined by the designer’s instructions.

H: The minimum height of cover from the crown of the pipe up to the face of the pavement.


APPENDIX AInternational Standards and Specifications

FROM PAGE 1, EUROPEAN STANDARDS

• UNI Italy – Licence No. 676/2012 according to Standard UI 11434

• CSTB QB France – License No. 30/01-316 According to Avis Technique 17/16-316

• EN 13476-1(3/99)

• UNIE N 476:1999

• ASTM, F2435-12

FROM PAGE 10 AND 11

• ASTM – American Society for Testing and Materials, a common international standard

FROM PAGE 11

• AASHTO – American Association of State Highway Transportation Officials

euroflo® sn8 technical brochure 1300mm – 2100mm

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