OHDOT_315-25_Calculations_Sealed__1_.pdf

STRUCTURAL CALCULATIONS FOR

ABEL RECON

315-25 Liner Pipe State of Ohio, Department of Transportation

ULTRA-VIOLET LIGHT CURED-IN-PLACE PIPE LINING

DESIGN PARAMETERS

CIPP Liner Thickness for Non-Pressure Pipes

REFERENCES

Supplement Specification 899

CIPP Liner Thickness for Non-Pressure Pipes Design Spreadsheet by Abel Recon has been reviewed and is in accordance with design standards as listed above. Input parameters for specific sites in the future are to be verified by others for acceptance.

RETTEW ASSOCIATES, INC.

3475 Forest Lake Drive, Suite 100

Uniontown, OH 44685 David Hoglund, Professional Engineer

S T

AT

E OF OH

IO

R

EGISTERED

P R

O F

E

SSIONAL E

NG

IN

E E

R

PE.81461

HOGLUND

DAVID

1/3/2024

PART 1: SUMMARY REPORT

DISCLAIMER

CLinT can only make calculations based on the given input data and accordingly this tool is offered without warranty or guarantee as to the reliability of its results in specific projects. Users are assumed to recognize that the selection of design input data is crucial for calculating the liner thickness that will perform without failure in given conditions and over the design period.

CLinT Page 1 of 31/2/2024v.2.0.2

F49E-8BD6-CCCC-467W-ZKIPGACV

ODOT 24" 3-20 VF 10% OvalityProject Name

Designer

02-Jan-24Date

PROJECT

ClinT DESIGN

ODOT 24" 3-20 VF 10% Ovality Design for State III t 0.14 in

PART 1: SUMMARY CLinT Page 2 of 31/2/2024v.2.0.2

F49E-8BD6-CCCC-467W-ZKIPGACV

24.0 in=Size :

0.1tp =

75.4P in=

Circular

W =

H = D

Vitrified Clay Pipe ft18.00 ft ft

17.50

0.50 ft ft 2.5020.00 winv s w w,sy

Hy y

H

Trench (Backfill) psi=SSLp 0.00Dead Loads:

Railway

Highway

1,500 psis =M

= pcf120sg

H25 n/a:

HOST PIPE

Condition: Yes, Major

Major

Not

Other Wall Defects

Corrosion/Abbrasion

Corrosive Environment

SITE CONDITIONS (DEPTHS)

SOIL CONDITIONS

SURFACE LOADS

Live Loads

LINER PROPERTIES

Hinge Cracks/Fractures

Fig.1-2: Pipe and GW depths.

Fig.1-1: Host pipe shape

24.0 in= in

Shape : Material :

Product: AL1800 CIPP

Off site

Yes

Resin Impregnation:

GRP Material:

CIPP

ε = 0.68%L

II

90%

Intact

Granular

Soil Class

SPD

Soil State

Soil Type

Pipe laid in :

Host pipe's depth at:

∘ Soffit

∘ Invert

Groundwater:

∘ Top topy ft17.99 ∘ Depth, level

∘ Head, at soffit

∘ Head, at invert

2,500,000 75.0%psiE (C0 L,5= = σ F 50,000 75.0%(F L,5= =psi

0.30ν =)

L wcr = 0.02 in

Ov0 = 10.00%

Fig.1.0: Host pipe cracking mode

RESULT

0.04

1.028

3.011

1.851

18.648

32.422 n/a

Design for State III

CDR1

CDR2

CDR3

CDR4

CDR5

CDR6

CDR7

g t =

= in

Groundwater pressure Imposed deferred ovalityAll loads n/a

≥ 1

≥ 1

P

P

≥ 1

≥ 1

P

P

≥ 1

> 1

P in (Bottom arc)

Critical Shape Design

(Per MOP 145)

12Rarc =

0.14 in

PART 1: SUMMARY CLinT Page 3 of 31/2/2024v.2.0.2

H

W p p

SCC

ε

Fσ

CE

ν p g

M

H y y

H y

Host pipe wall thickness, in.tp

P Perimeter (inside), in.

(Diameter)= D

NOTATIONS and ABBREVIATIONS

Radius of bottom arc, in.

Radius of corner arc, in.

Rb

Rc

Initial ovality of circular rigid pipe, %.Ov0

Depth of host pipe's top (crown), ft.

Groundwater head above pipe soffit, ft.

Groundwater head above pipe invert, ft.

Depth of groundwater level, ft.

Depth of pipe invert, ft.

Soil constrained modulus, psi.

Soil density, pcf.s

Surface static load, psi.

Retention factor for creep, %.Flexural modulus, short-term, psi.

Strain Corrosion, in/in.

Poisson's ratio

Retention factor for strength, %.Flexural strength, short-term, psi.

Host Pipe

Liner Properties

Stress Corrosion Cracking

Pressure from highway load (at depth of pipe or liner crown), psi.

Pressure from railway load (at depth of pipe or liner crown), psi.

Result g t

CDR0

CDR2

CDR3

CDR4

CDR5

CDR6

CDR7

Annular gap, in.

CDR Capacity/demand ratios for:

• Groundwater pressure (Design for State I, II, III)

• Stability under all loads (Design for State III only)

• Imposed deferred ovality (Design for State II, III)

Deflection (serviceability)

Material strength

Stress corrosion cracking

Buckling stability

Wall crushing

Material strength

Stress corrosion cracking tmin

L,50F

L,500

SSL

LLR

LLH

s w,s top inv w w

L

L

CDR1 Buckling stability

Height (inside), in.

Width (inside), in.

Site Conditions

H Thickness of soil cover above obvert, ft.sy Depth of host pipe's soffit (obvert), ft.s =

Soil Conditions

SPD Standard Proctor Density, %.

Surface Loads

Initial elliptical ovality of circular flexible pipe, %.OvE0

Radius of side arc, in.Rs

Width of opened crack in non-circular rigid pipe, in.wcr

= D (Diameter)

Hinge rotation angle, %.θ0

Radius of top arc, in.Rt

Liner thickness, in. Minimaly required liner thickness, in.

CLinT 1/2/2024 Page 1 of 7

PART 2: CALCULATIONS

DISCLAIMER

CLinT can only make calculations based on the given input data and accordingly this tool is offered without warranty or guarantee as to the reliability of its results in specific projects. Users are assumed to recognize that the selection of design input data is crucial for calculating the liner thickness that will perform without failure in given conditions and over the design period.

v.2.0.2

F49E-8BD6-CCCC-467W-ZKIPGACV

ODOT 24" 3-20 VF 10% OvalityProject Name

Designer

1/2/2024Date

PROJECT

ClinT DESIGN t ODOT 24" 3-20 VF 10% Ovality 0.14Design for State III in

PART 2: CALCULATIONSCLinT Page 2 of 71/2/2024

DESIGN PARAMETERS

PROFILE PARAMETERS

Design Arc : 12.00

90.00 °=

0.0 in=

0.04 inImperfections : g

0.00

0.0

BLISTER MODE

1=k arc

R arc

Hb

= in (to the pipe wall)

L arc = 37.70 in

GEOMETRY, IMPERFECTIONS

Fig.2-1: Design arc (red).

j w in α (half-angle)

Per MOP 145

0.78%

0.05%

0.00%

2.00%

10.83% dOv dOv dOv dOv

Ov L u

INITIAL AND LONG-TERM OVALITY -- CIRCULAR PIPE

If OvL > 20%, FEA recommended

10.00%Ov0 = If Ov0 >20%, FEA recommended

Fig.2-2: Cracking mode

0.1400=A in²/in

0.000229=I in⁴/in

LINER

0.14=t

74.96=P in (at neutral axis) in

Load Factors : 0.80

0.90

1.00

Resistance Factors :

0.80

1.60=γ GW

1.20=γ DL

1.60γ LL = φLM φLF φLε φS

(ASCE)

Soil thickness in overburder pressure calculation No

LRFD Design

Apply tunnel loading per ASCE 27-17 :

PART 2: CALCULATIONSCLinT Page 3 of 71/2/2024

PART 1: STABILITY UNDER GROUNDWATER PRESSURE (Critical Design)

Critical Angle Condition

Not checked (CIRCULAR PIPE) p cr,w,d

RESISTANCE

3.57= psi

N

M cr,w,d cr,w,d 41.70

83.98 lb-in/in lbs/in

Critical Buckling Pressure

0.1754

1.1000

1.5645 κ κ κ =

M

N,4h p

0.68%

33,750

1,500,000 psi psiσ ε L,d

F,50,d

E F,50,d =

Material Stiffness, Strength and Elongation

LOAD

Design Load = Groundwater pressure (factored) p p 2.17=w 3.47=w,u psi psi M 34.77

79.39N lb-in/in lbs/in

10,643.00σ = psi

567.09σ = psi

11,210.08σ = psi

0.61%ε =w,u w,c,u w.h,u w,f,u w,u w,u

H 5.00=w ft.NOTE: Service GW level had to be raised to satisfy the design method requirements, Material Strength

Stress Corrosion Cracking

= 3.011

= n/a

P σ F,50,d σ w,c,u

CDR2 =

ε L,d ε w,u

CDR3 =

LIMIT STATES

1.028= P p cr,w,d p w,u

CDR1 =Buckling Stability ≥ 1

≥ 1

PART 2: CALCULATIONSCLinT Page 4 of 71/2/2024

PART 2: STABILITY UNDER ALL LOADS

Ncr,w,d 469.06

RESISTANCE

= lbs/in

Multi-wave Critical Hoop Force

LIMIT STATES

Wall Crushing

1.851

= 18.648

= P

P

Ncr,m,d Nu

CDR4 =

σ F,50,d σ h,u

CDR5 =

Buckling Stability ≥ 1

≥ 1 w,III,u

DL,III,u

LL,III,u

LOAD

Groundwater

19.20=

253.38=

1,809.88=

14.86=

0.00=

18.00

0.22

14.86=

Service Loads: Factored Loads:

p 1.01= p 17.84= p

H s,III w,III p p soil,III p DL,III

SSL,III

H w,III p p p LL,III

LLH,III

LLR,III

p v,u

N σ h,u u

Dead Loads

Live Loads

= 0.35p

All Loads

1.20=gDL

1.60=g

Gg = 1.60

LL

0.63

0.00

0.63

All loads are calculated at depth of liner crown (top of the liner) ft ft

0.50 psi psi psi psi psi psi psi psi psi psi psi psi lbs/in

Load Factors:

ASCE

15.71=p v psi

PART 2: CALCULATIONSCLinT Page 5 of 71/2/2024

PART 3: STABILITY UNDER IMPOSED DEFERRED OVALITY

LOAD

Parallel Plate Loading

0.05%= in/in

1,040.96= psi

Load Effects ε ov,III, u σov,III, u

LIMIT STATES

Stress Corrosion Cracking

32.422

= n/a

= P σ F,50,d σ

CDR6 =

ε L,d ε

CDR7 =

Material Strength ov,III, u ov,III, u

≥ 1

RESISTANCE

0.68%

33,750

1,500,000 psi psiσ ε L,d

F,50,d

E F,50,d =

Material Stiffness, Strength and Elongation

PART 2: CALCULATIONSCLinT Page 6 of 71/2/2024

Design Arc, Imperfections k Blister mode.

Half-angle, °.

Radius, in.

Midpoint-to-invert distance, in.

arc

R arc

Hb

Flattening (half-angle), °.

Intrusion, in.

Annular gap, in.g w j p cr,w,d Design critical buckling pressure, psi.

Design critical bending moment per unit length, lb-in/in.

Design critical hoop force per unit length, lbs/in.N

M cr,w,d cr,w,d κ κ

Amplification factor for critical bending moment.

Amplification factor for critical hoop force.

Reduction factor for critical buckling pressure.κ

M

N,4h p

Resistance

STABILITY UNDER GROUNDWATER PRESSURE

Design long-term material flexural strength, psi.σ F,50,d

Design long-term flexural modulus of liner material, psi.E F,50,d

Design imperfection: Long-term 4-H ovality, %.Ov4H q dOv Deferred ovality • Due to soil overburden pressure, %.

dOv Deferred ovality • Due to surface dead load, %.

dOv Deferred ovality • Due to live load, %.

dOv Total deferred ovality (factored), %.

LOv Long-term ovality, %.

Deferred hinge rotation angle, %. d q Long-term hinge rotation angle, %. L

• Circular pipe (rigid or flexible)

• Non-circular pipe (rigid)

Deferred ovality of non-circular flexible pipe (factored), %.

R Long-term arc radius (to the neutral axis), in. L

• Non-circular pipe (flexible)dOv NC

0Ov Initial ovality (vertical deflection), %.

Initial hinge rotation angle, %. 0 u q

Design imperfection: Long-term elliptical ovality, %.Ovel

Ovality, Hinge Rotation α Arc angle at long-term arc radius , °. L L Lenght of arc (at neutral axis), long-term equal to initial, in.L

NOTATIONS and ABBREVIATIONS

Liner t A I

P

Cross-section area (per unit length), in²/in.

Area moment of inertia (per unit length), in⁴/in.

Liner perimeter (at neutral axis), in²/in.

R

LRFD Factors γ GW γ DL γ LL Load factor Line loads

Load factor for Groundwater Pressure

Load factor Dead Loads φLM φLF φLε φS Resist. factor for Constraint Soil Modulus

Resist. factor for Flexural Strength

Resist. factor for Corrosion Strain

Resist. factor for Flexural Modulus

Radiusof arc used in design (to the neutral axis of the liner), in.

Liner thickness, in.

PART 2: CALCULATIONSCLinT Page 7 of 71/2/2024

Service groundwater pressure (unfactored), psi.

p p w w,u Groundwater pressure (factored), psi.

Max bending moment (from factored groundwater pressure), lb-in/in.

Hoop force (from factored groundwater pressure), lbs/in.

Max flexural stress (factored), psi.

Hoop stress (factored), psi.

Compressive stress (factored), psi.

Tensile strain (factored), in/in (%).

M

N σ σ σ ε w,u w,c,u w.h,u w,f,u w,u w,u

Load

Limit States

CDR1

CDR2

CDR3

Capacity/demand ratios for buckling stability.

Capacity/demand ratios for material strength.

Capacity/demand ratios for stress corrosion cracking.

Design long-term material flexural strength, psi.

Design corrosion strain limit (long-term material elongation), in/in (%).

σ ε L,d

F,50,d α Critical angle (half-angle), °.crit α

Critical Angle Condition arc Angle of design arc (half-angle), °.

STABILITY UNDER ALL LOADS

Correction factor for the depth of burial (Luscher, 1966), unitless.R h N cr,m,d Design multi-wave critical hoop force (based on Moore, 1987, 1989), lbs/in.

N u Total factored vertical force, per unit length of liner, lbs/in.

Resistance

Load p w,u Factored groundwater pressure, psi.

p soil,u Factored soil overburden pressure, psi.

p LL,u Factored surface live load pressure, psi.

p SL,u Factored surface dead load pressure, psi.

p v,u Factored total load (vertical pressure) on top of liner, psi.

Factored hoop stress, psi.σ h,u

Limit States

CDR4

CDR5

Capacity/demand ratios for buckling stability under all loads.

Capacity/demand ratios for wall crushing.

STABILITY UNDER IMPOSED DEFERRED OVALITY

Load

Limit States

CDR6

CDR7

Capacity/demand ratios for material strength under imposed deferred ovality.

Capacity/demand ratios for stress corrosion cracking.

Parallel Plate Loading

Factored flexural stress, psi.

ε Factored strain (elongation), in/in. ov,III, u σov,III, u