Body: Council Type: By-law Meeting: Regular Date: 2014 Collection: By-laws Municipality: South Frontenac
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Document Text
TOWNSHIP OF SOUTH FRONTENAC BY-LAW 2014-61
A BY-LAW TO LIMIT THE GROSS WEIGHT OF ANY VEHICLE OR ANY CLASS THEREOF PASSING OVER LONG SWAMP ROAD BRIDGE
WHEREAS Section 20(1)ofthe Municipal Act, S.O. 2001, Chapter 25, as amended, authorizes municipalities to pass By-laws in respect of a highway under its jurisdiction;
AND WHEREAS, Subsection 123(2) of the Highway Traffic Act, R.S.O. 1990
c.H.8 , as amended provides that a municipal corporation or other authority having jurisdiction over a bridge may by by-law limit the gross vehicle weight of any vehicle or any class thereof passing over a bridge;
AND WHEREAS, the Council of the Corporation of the Township of South Frontenac deems it advisable to enact a by-law to limit the gross vehicle weight of any class thereof passing over a bridge under its jurisdiction;
NOW THEREFORE THE CORPORATION OF THE TOWNSHIP OF SOU FRONTENAC, BY ITS COUNCIL, HEREBY ENACTS AS FOLLOWS:
In this by-law “gross vehicle weight” means the total weight in tonnes transmitted to the highway by a vehicle or combination of vehicles and load.
No vehicle or combination of any class thereof shall be operated over Long Swamp Road Bridge, Township of South Frontenac, located 1.15 kilometers south’of
Bellrock Road if, the gross vehicle weight exceeds the limits below: Configuration
Weight Limit
Single-Unit Vehicles (maximum 3-Axles)
5 tonnes
This by-law shall come into force and take effect as of the date of passing and once a notice of the limit of gross vehicle weight permitted legibly printed, has been posted in a conspicuous place at each end of the bridge.
Every person who contravenes the provisions of the by-law is guilty of an offence and on conviction is liable to a fine as provided in the Highway Traffic Act, R.S.O. 1990, c.H.8, as amended from time to time.
The Structural Evaluation Report verifying the gross vehicle weight limit, specified in
Section 2 of this by-law, is set out in Schedule “A” attached hereto and forms part of this by-law.
- That Long Swamp Road Bridge be reopened for a period of two years from the effective date of this by-law.
Dated at the Township of South Frontenac this 7th day of October 2014. Read a first and second time this 7th day of October 2014. Read a third time and finally passed this 7th day of October 2014. The Corporation of the Township of South Frontenac
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ief-Administrative Officer
BY-LAW 2014-61 SCHEDULE A
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Structural Evaluation Report Long Swamp Road Bridge D.M. Wills Project No: 9104
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D.M. Wills Associates Limited PARTNERS IN ENGINEERING
Peterborough
North Bay October 2014
Prepared For: Township of South Frontenac
Table of Contents 1.0 Introduction
J Description^ Bridge…………………………………….,,,.,,,,,,,,,.,,,,,,,, .2 Reference Documents
..3 Existing Conditions
2.0 Structural Evaluation…………………………………………………………,..^..^^.,^^ 1
Appendices
Appendix A - Structural Evaluation Support Documentation
Structuraf Evaluation Report - Long Swamp Road Bridge Township of South Frontenac
WI L
s
1.0 Introduction
The Township of South Fron+enac has identified the need for evaluation of the Long
Swamp Road Bridge/ given its current load posting of 2 tonnes.
Due to the un-availabili+y of structural documentation that support the load limit of 2
tonnes, it . required to perform^ structural evaluation of-the bridge in order to determine the recommended load limit posting. 1.1 Description of Bridge
The Long Swamp Road Bridge is located on Long Swamp Road, approximately 1.1 km south of Bellrock Road.
The existing Long Swamp Road Bridge is a 12 m± long, single lane, l-girder structure with a transversely lamina+ed timber deck. The 1-beam girders are supported on stacked timber abu+ments constructed normal to the roadway alignment. The timber deck was
replaced in 2012 / 2013 and has an overall width of 4.6 m±, providing a roadway width of 4.0 m± between steel post / cable guide rails. No guide rail is installed on the approaches. 1.2 Reference Documents
The following documents are available for review: OSIM Report - Long Swamp Road Bridge/ dated July 2013; 1.3 Existing Conditions
Wills completed the most recent OSIM inspection of the Long Swamp Road Bridge in
July of 2013, as part of the bi-annual program. The results of the inspection indicate
that the existing structure is in fair condifion with moderate corrosion of girders, stringers
and floor beams. During a previous rehabilitation, new stringers have been installed parallel to old stringers and the old stringers left in place. The railing system is considered sub-s+andarcf and the ballast walls exhibit signs of severe rotting. 2.0 Structural Evaluation
The structural evaluation was performed in accordance with the requirements of the CHBDC to determine the load carrying capacity of the existing bridge at ultimate limit states for normal traffic conditions/ i.e. CL1-625-ONT Truck. Supporting documentation for the structural evaluation can be found in Appendix A. The results of the structural evaluation of the bridge main structural elements are illustrated in the table below:
D. M. Wilfs Associates Limited
Page
1-9J04
Structural Evafuatson Report - Long Swamp Road Bridge Township^f Soutti Fronfenac
Member
MDL/VDL MLL/VLL
Main Girders
102{kNm]
Floor Beams
13.13(kNm) 295(kNm)
Stringers
WILLS
Mr/Vr
LLCF
1140(kNm) 869.4[kNm)
Load
LimIt(Tonnes)
0.67
16
99.85kNm)
0.29*
5
2.23(kNm) 76.75{kNm) 26.36(kNm]
0.31
6
0.29*
5
0.2(kN)
Deck
139.04(kN)
40.3(kN)
- A value of 0.3 is normally consider a minimum acceptable value for the Live Load Capacity Factor (LLCF) given the potential for overloading of the bridge as heavier vehicles are typically designed and capable of carrying much heavier loads. Given the fact that the load restricted elements of the bridge are secondary structural
components, it is recommended that the existing bridge be posted with a single load limit of 5 tonnes.
The load restriction shall be made legal through a formal Township Bylaw with a maximum effective duration of 24 months, at which time the load capacity and Bylaw shall be revisited. We would further recommend that the Township initiate a Class EA to evaluate all alternatives for long-term solutions for this bridge site; including rehabilitation, replacement and bridge removal. Prepared by: D.M. Wills Associates Ltd. **,
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Material Properties wood
- Density (Unit Weight):
- Modulus of Elasticity:
- Bending At Extereme Fibre
- Longitudingal Shear
6 kN/mA3
yc= Ec= fbu=
7000 MPa
Fnj=
8.4 Mpa 1.2 Mpa
Fy=
210 Mpa
Dwgs
77 kN/mA3
CL.3.6 CL.10.4.2 CL. 10.4.2
Structural Steel Steel Strength
- Density (Unit Weight):
- Modulus of Elasticity: -Shear Modulus: Resist. Factors:
2
ys= Es= Gs= Os= flexure shear 0S= compression 0S= *s= tension
200000 Mpa 77000 Mpa 0.95 0.95 0.9
0.95
Load Factors
Item
System Element
Inspection
Behavior Behavior
Level
Main Beams S2 Fransverse Laminated Deck S2
Stringers
S2
Dynamic Load AI[owance(DLA) =
E3
L2 L2 L2
E3 E3
0.25
Target Reliability
Dead Load Live Load Factors Factors Table 14.7 Table 14.8
Index 3.00 3.00 3.00
1.14 1.14 1.14
1.49 1.49 1.49
CL.10.5.7(a) CL.10.5.7(b) CL. 10.5.7(0) CL.10.5.7(d)
Main Beams Span = Beam Spacing =
12000 mm 4720 mm
Roadway Width:
We =
4.87 m
Number of Traffic Lane
Width of Desrgn Lane: We =
4.87 m
Dynamic Load Allowance, for three or more axtes of Truck 0.25
3.1
Load Effects
Moment Shear
33,
Dead(kNm)
Lhre(kNm)
102 34
1140 414
Section Resistance W610x1 S3 Mr= Vl=
3.3
Uve Load Capacity Factor
hham beam [ 4
Stringers
4.1
Load Effects
Moment Shear
4.2
869.40 kNm 1088.00 kN
11U
1140
Dead(kNm)
Lh/e(kNm)
2.23 3.36
76.75 120.7
868.40
0.67
16
26.36
U.31
6
Section Resistance W250X22 Mr= Vr=
4.3
26.36 kNm 183.00 W
Lhn Load Capacity Factor Stringer
223
76.75
-t
5
Floor Beams
5.1
Load Effects
D8ad(kNm)
yve(kNm)
13.13 10.5
295 197
Moment Shear
Section Resistance W410x48 Wr= Vr=
5.3
99.85 kNm 351.00 kN
Live Load Capacity Factor
s
iit
Stringer
13.13
295
6
Transveree Laminated Wood Deck
6.1
Section Resistance
1^
EGgF
99.85
0.29
Vr 40.30
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i
i.flsMB 5
89mm8t89mm Transverss Laminated Deck Fbu= Fvu=
Moment Shear
8.4 Mpa 1.2
Dead(kNm)
Live(kNm)
0.04 0.2
9.17 139.04
Mr = Vr=
6.2
8.53 kNm 40.30 kN
Live Load Capacity Factor
.d
^^ Stringer
-.,^.-.j^ylfe 0.2
.Jgi: 139.04
‘1
0.29
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Ug^y^ 5
