Port Way 2015 Trestle Repairs and Upgrades Addendum 4.pdf · 6.0 welding inspections 6.1 all...

PURCHASING DEPARTMENT

REQUEST FOR TENDER No. 1679

Port Way 2015 Trestle Repairs and Upgrades

Addendum No. 4

October 13, 2015

This addendum shall be read in conjunction with and considered as an integral part of the Request for Tender No. 1679. Revisions supersede the information contained in the original Request for Tender No. 1679 or previously issued Addendum. No consideration will be allowed for any extras due to any Proponent not being familiar with the contents of this Addendum. General Notes Remove: Pages 14 – 18 Drawings (5 pages) dated July 23, 2015 S01 – General Notes S02 – General Arrangement S03 – Pile Cap Reinforcement S04 – Column Repairs S05 – Typical Pier and Mudsill Repair Details

Replace with: Drawings (5 pages) dated October 13, 2015 S01 – General Notes S02 – General Arrangement S03 – Pile Cap Reinforcement S04 – Column Repairs S05 – Typical Pier and Mudsill Repair Details

See attached

©

ENGINEERING LIMITEDHEROLD

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GENERAL

NOTES

S01

NOT FORCONSTRUCTIONISSUED FOR TENDER

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GENERAL NOTES:

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5.0 STEEL 5.1 ALL FABRICATED AND MISCELLANEOUS METAL TO BE GRADE 300W, ALL FABRICATED AND MISCELLANEOUS METAL TO BE GRADE 300W, UNCOATED. FIELD CUT AS REQUIRED TO FIT EXISTING STRUCTURE. 5.2BOLTED CONNECTIONS SHALL UTILIZE ASTM A307 GALVANIZED BOLTS BOLTED CONNECTIONS SHALL UTILIZE ASTM A307 GALVANIZED BOLTS COMPLETE WITH NUTS AND WASHERS, UNLESS OTHERWISE SHOWN ON DRAWINGS. 5.3 WHERE WELD SIZE NOT SHOWN, USE MINIMUM 6mm FILLET. WHERE WELD SIZE NOT SHOWN, USE MINIMUM 6mm FILLET. 5.4ALL WELDING SHALL BE IN ACCORDANCE WITH CSA W59 AND SHALL BE ALL WELDING SHALL BE IN ACCORDANCE WITH CSA W59 AND SHALL BE PERFORMED BY FABRICATORS FULLY APPROVED BY THE CANADIAN WELDING BUREAU UNDER CSA W55.3. FABRICATING SHOP TO HAVE A MINIMUM DIVISION 2.1 CERTIFICATION BY THE CANADIAN WELDING BUREAU TO THE REQUIREMENTS OF CSA W47.1 AND CSA W55.3 FOR RESISTANCE WELDING OF STRUCTURAL COMPONENTS. THE FABRICATOR SHALL SUBMIT PROOF OF CERTIFICATION PRIOR TO START OF WORK.

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6.0 WELDING INSPECTIONS 6.1 ALL INSPECTIONS SHALL BE PERFORMED BY A COMPANY CERTIFIED TO ALL INSPECTIONS SHALL BE PERFORMED BY A COMPANY CERTIFIED TO CSA W178.1-02 FOR THE RELEVANT CLASS OF INSPECTION AND HEREAFTER REFERRED TO AS THE INSPECTOR. INSPECTION PROCEDURES SHALL BE AS OUTLINED BELOW. 6.2 ALL WELDS ARE TO BE VISUALLY INSPECTED BY AN APPROVED TESTING ALL WELDS ARE TO BE VISUALLY INSPECTED BY AN APPROVED TESTING COMPANY RETAINED BY THE CONTRACTOR. CP WELDS TO BE SUBJECTED TO NON DESTRUCTIVE TESTING METHODS TO CONFIRM SOUNDNESS. CONTRACTOR SHALL BE RESPONSIBLE FOR CO-ORDINATING INSPECTIONS AND PROVIDING SUITABLE AND SAFE ACCESS TO THE WORK BEING INSPECTED. 6.3 ALL FAILURES IDENTIFIED BY THE TESTING AND INSPECTIONS SHALL BE ALL FAILURES IDENTIFIED BY THE TESTING AND INSPECTIONS SHALL BE CORRECTED AT THE CONTRACTOR'S EXPENSE. COST OF ADDITIONAL TESTING TO CONFIRM CONFORMANCE WITH SPECIFICATIONS SHALL BE BORNE BY THE CONTRACTOR. 6.4 SUBMIT ALL TEST REPORTS TO THE ENGINEER FOR REVIEW. DO NOT SUBMIT ALL TEST REPORTS TO THE ENGINEER FOR REVIEW. DO NOT COVER MEMBERS AND THEIR CONNECTIONS WITHOUT THE APPROVAL OF THE ENGINEER.

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1.0 GENERAL 1.1 WHERE REFERENCE IS MADE TO "THE ENGINEER" ON THESE DRAWINGS, IT WHERE REFERENCE IS MADE TO "THE ENGINEER" ON THESE DRAWINGS, IT SHALL BE TAKEN TO MEAN HEROLD ENGINEERING LIMITED 1.2CONDITION ASSESSMENT - THIS STRUCTURE IS ESTIMATED TO BE IN CONDITION ASSESSMENT - THIS STRUCTURE IS ESTIMATED TO BE IN EXCESS OF 60 YEARS OF AGE (WITH THE EXCEPTION OF CERTAIN COMPONENTS THAT HAVE BEEN ADDED OR REPAIRED DURING THE COURSE OF MAINTENANCE). DUE TO THE AGE AND CONDITION OF THE STRUCTURE, THE ENGINEER RECOMMENDS YEARLY CONDITION ASSESSMENTS COMPLETED BY A QUALIFIED PROFESSIONAL ENGINEER, IN ADDITION TO SEMI-ANNUAL ASSESSMENTS COMPLETED BY THE OWNER. 1.3DESIGN BASIS - THESE DRAWINGS ARE BASED UPON ROUGH FIELD DESIGN BASIS - THESE DRAWINGS ARE BASED UPON ROUGH FIELD MEASUREMENTS AND STRUCTURAL CONDITION ASSESSMENT OF AN EXISTING BRIDGE THAT WAS DESIGNED BY OTHERS. REPAIRS AND MODIFICATIONS TO THE EXISTING STRUCTURE SHOWN ON THESE DRAWINGS ARE INTENDED TO MAINTAIN THE EXISTING POSTED BRIDGE LOAD LIMIT. THE ENGINEER HAS NO KNOWLEDGE OF GEOTECHNICAL CONDITIONS ON THIS SITE, NOR OF THE CONDITION OF COMPONENTS THAT ARE BURIED OR OTHERWISE NOT VISIBLE. THE TARGET DESIGN LIFE FOR REPAIRS SHOWN ON THESE DRAWINGS IS 3 YEARS, WITH EXPECTED DECOMMISSIONING IN THE YEAR 2018. 1.4 DESIGN CODES - WHERE REPAIRS OR MODIFICATIONS HAVE BEEN DESIGN CODES - WHERE REPAIRS OR MODIFICATIONS HAVE BEEN PRESCRIBED, THEY HAVE BEEN DESIGNED FOR STRENGTH IN CONFORMANCE WITH THE CURRENT HIGHWAY BRIDGE DESIGN CODE CSA S6-06. CONFORMANCE OF OTHER BRIDGE COMPONENTS WITH THE CURRENT HIGHWAY BRIDGE DESIGN CODE IS NEITHER EXPRESSED NOR IMPLIED. WHERE CODES AND STANDARDS ARE LISTED ON THESE DRAWINGS, THEY SHALL BE TAKEN TO MEAN THE CURRENT VERSION LISTED IN CSA S6-06. 1.5DESIGN VEHICLES - THE APPROVED VEHICLE LOADINGS GIVEN ON THIS DESIGN VEHICLES - THE APPROVED VEHICLE LOADINGS GIVEN ON THIS DRAWING HAVE BEEN GENERATED BASED UPON A COMPARISON OF THEIR EFFECTS VERSUS THE POSTED DESIGN VEHICLE. VEHICLES WITH SHORTER AXLE SPACING OR FEWER AXLES MAY NOT BE BELOW THE POSTED BRIDGE LOAD RATING, EVEN IF THEY HAVE A SMALLER GVW. CONTACT THE BRIDGE ENGINEER FOR ASSESSMENT OF SPECIFIC VEHICLES.

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1.6 READ STRUCTURAL DRAWINGS IN CONJUNCTION WITH ALL OTHER READ STRUCTURAL DRAWINGS IN CONJUNCTION WITH ALL OTHER CONTRACT DRAWINGS AND DOCUMENTS. REPORT ANY CONFLICTS TO THE BRIDGE ENGINEER BEFORE COMMENCING WORK. 1.7 VERIFY ALL DIMENSIONS AND ELEVATIONS PRIOR TO CONSTRUCTION. VERIFY ALL DIMENSIONS AND ELEVATIONS PRIOR TO CONSTRUCTION. 1.8 NOTIFY BRIDGE ENGINEER 48 HOURS IN ADVANCE FOR FIELD REVIEW OF NOTIFY BRIDGE ENGINEER 48 HOURS IN ADVANCE FOR FIELD REVIEW OF STRUCTURAL CONNECTIONS BEFORE COVERING UP. 1.9 THESE DRAWINGS SHOW COMPLETED STRUCTURAL COMPONENTS OF THE THESE DRAWINGS SHOW COMPLETED STRUCTURAL COMPONENTS OF THE BRIDGE. THE REQUIRED TEMPORARY BRACING AND SHORING TO PERFORM THE WORK SAFELY IS THE RESPONSIBILITY OF THE CONTRACTOR. CONTRACTOR IS ADVISED THAT CERTAIN COMPONENTS OF THIS BRIDGE ARE IN POOR SHAPE DUE TO ITS AGE. NOTIFY BRIDGE ENGINEER IF COMPONENTS OTHER THAN THOSE SHOWN ON THESE DRAWINGS ARE FOUND TO BE IN A DETERIORATED STATE. 1.10 ENVIRONMENTAL WORK PROCEDURES, TIMING, AND SPECIAL PRECAUTION ENVIRONMENTAL WORK PROCEDURES, TIMING, AND SPECIAL PRECAUTION SHALL BE IN ACCORDANCE WITH THE REQUIREMENTS AND LIMITATIONS OF THE FEDERAL DEPARTMENT OF FISHERIES AND OCEANS, AND THE PROVINCIAL MINISTRY OF WATER, LAND AND AIR PROTECTION. 1.11 SUBMIT SHOP DRAWINGS FOR REVIEW PRIOR TO FABRICATION. SUBMIT SHOP DRAWINGS FOR REVIEW PRIOR TO FABRICATION. 1.12 ELEVATIONS ARE IN METRES AND DIMENSIONS ARE IN MILLIMETRES.ELEVATIONS ARE IN METRES AND DIMENSIONS ARE IN MILLIMETRES.

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2.0 SCOPE OF WORK FOR REPAIRS 2.1 REPAIRS AND UPGRADES SHALL GENERALLY INCLUDE THE FOLLOWING ITEMS AS OUTLINED IN THESE DRAWINGS AS WELL AS OTHER ITEMS IDENTIFIED IN THE CONTRACT

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4.0 CAST-IN-PLACE CONCRETE 4.1 ALL CONCRETE WORK SHALL CONFORM TO THE REQUIREMENTS OF ALL CONCRETE WORK SHALL CONFORM TO THE REQUIREMENTS OF CAN/CSA A23.1-06 AND A23.2-06. 4.2 CONCRETE MIXES SHALL CONFORM TO CAN/CSA A23.1-06 AND A23.2-06 CONCRETE MIXES SHALL CONFORM TO CAN/CSA A23.1-06 AND A23.2-06 AND SHALL HAVE THE FOLLOWING PROPERTIES: 4.3 CONCRETE TESTING SHALL BE CARRIED OUT IN ACCORDANCE WITH CONCRETE TESTING SHALL BE CARRIED OUT IN ACCORDANCE WITH CAN/CSA A23.1-06 AND A23.2-06. THE MINIMUM NUMBER OF TESTS PERFORMED SHALL BE AS PER CSA A23.2-06. ADDITIONAL TESTING SHALL BE PERFORMED AT THE DIRECTION OF THE ENGINEER. CONTRACTOR SHALL PROVIDE TESTING AGENCY WITH ADEQUATE NOTICE TO PROVIDE TESTING AS REQUIRED. 4.4 REINFORCING STEEL TO CONFORM TO CSA SPECIFICATION G30.18M, GRADE REINFORCING STEEL TO CONFORM TO CSA SPECIFICATION G30.18M, GRADE 400. 4.6 LAP OF BARS FOR SPLICES TO BE 40 x BAR DIAMETER, UNLESS NOTED LAP OF BARS FOR SPLICES TO BE 40 x BAR DIAMETER, UNLESS NOTED OTHERWISE. 4.8 CONCRETE FINISHES SHALL BE IN ACCORDANCE WITH CAN/CSA A23.1-06. CONCRETE FINISHES SHALL BE IN ACCORDANCE WITH CAN/CSA A23.1-06. 4.9 ALL CONCRETE CURING SHALL BE IN ACCORDANCE WITH CAN/CSA ALL CONCRETE CURING SHALL BE IN ACCORDANCE WITH CAN/CSA A23.1-06. SPECIAL PRECAUTIONS SHALL BE TAKEN AS NOTED IN CSA A23.1 FOR PLACING AND CURING CONCRETE ABOVE 27° C AND BELOW 5° C. 4.10 MINIMUM CONCRETE COVER TO REINFORCING SHALL BE 65mm, UNLESS NOTED OTHERWISE.

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CLASS

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28 DAY

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MAXIMUM

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AIR CONTENT

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EXPOSURE

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GENERAL

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35 MPa

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13mm

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75mm

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5% TO 7%

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C-1

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STRENGTH

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AGGREGATE

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SIZE

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SLUMP

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6000 lbs (2720 kg)

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24000 lbs (10885 kg)

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CURRENT BRIDGE POSTING 56456 LB GVW HS-15 w/ REAR TANDEM 12000 kg

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26456 lbs (12000 kg)

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14600 lbs (6540 kg)

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26200 lbs (11740 kg)

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36' 2-AXLE TRANSIT BUS 40800 lb GVW (WITHIN POSTED LIMIT)

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16500 lbs (7500 kg)

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29700 lbs (13500 kg)

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45' 3-AXLE TOUR BUS 46200 lb GVW (WITHIN POSTED LIMIT)

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NOTE: REPAIR WORK TO BE COMPLETED WHILE BRIDGE IS OPEN TO TRAFFIC. CONTRACTOR TO PROVIDE TRAFFIC CONTROL AS REQUIRED.

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COMPRESSIVE

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6.0 DEMOLITION 6.1 ALL MATERIAL FROM EXISTING BRIDGE TO BE DISPOSED OF IN ACCORDANCE WITH ALL LOCAL, PROVINCIAL AND FEDERAL REGULATIONS. WITH ALL LOCAL, PROVINCIAL AND FEDERAL REGULATIONS. 6.2 DEMOLITION OF EXISTING STRUCTURE TO BE CARRIED OUT IN ACCORDANCE WITH CSA S350-M 1980, CODE OF PRACTICE FOR SAFETY IN DEMOLITION OF STRUCTURES.

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DESIGN VEHICLES:

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PROJECT LOCATION:

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ITEM

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DESCRIPTION

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MOBILIZATION / DEMOBILIZATION

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TIGHTEN LOOSE BOLTS THROUGHOUT STRUCTURE

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RE-SECURE GUARDRAIL POSTS (3 TOTAL)

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INSTALL NEW COLUMN ON PIER P2, BETWEEN COLUMNS C1 AND C2

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INSTALL NEW COLUMN ON PIER P4, BESIDE COLUMN C2

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REPLACE MUDSILL ON PIER P4, BENEATH COLUMN C4

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REPLACE MUDSILL ON PIER P7, BENEATH COLUMN C2

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PILE CAP REINFORCEMENT ON PIER P6

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NOTE: DESIGN SPEED IS 20 km/hr AS POSTED ON BRIDGE

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5.0 TIMBER 5.1ALL TIMBER SHALL BE AS INDICATED ON THE STRUCTURAL DRAWINGS ALL TIMBER SHALL BE AS INDICATED ON THE STRUCTURAL DRAWINGS AND COMPLY WITH CAN/CSA-O86-01. 5.2ALL TIMBER TO BE ROUGH SAWN, D-FIR #2 OR BETTER UNLESS NOTED ALL TIMBER TO BE ROUGH SAWN, D-FIR #2 OR BETTER UNLESS NOTED OTHERWISE, BEARING THE GRADE STAMP OF AN AGENCY CERTIFIED BY THE CANADIAN LUMBER STANDARDS ACCREDITATION BOARD. 5.3ACQ (AMINE COPPER QUAT) OR CCA (CHROMATED COPPER ARSENATE) ACQ (AMINE COPPER QUAT) OR CCA (CHROMATED COPPER ARSENATE) PRESSURE TREATED WOOD SHALL BE USED. CUT SURFACES OF TREATED TIMBER ARE TO RECEIVE A BRUSH APPLIED COAT OF COLOURED PRESERVATIVE. WORK SHALL BE IN ACCORDANCE WITH CSA-080.15. TREATED WOOD PRODUCTS SHALL BEAR THE STAMP OF THE CANADIAN THE STAMP OF THE CANADIAN WOOD PRESERVERS BUREAU (CWPB). 5.4FASTENERS FOR USE WITH TREATED TIMBER SHALL BE HOT DIP FASTENERS FOR USE WITH TREATED TIMBER SHALL BE HOT DIP GALVANIZED IN ACCORDANCE WITH ASTM A153, CONNECTORS SHALL HAVE A G185 GALVANIZED DESIGNATION OR MEET ASTM A653. REFER TO THE PRESERVATIVE MANUFACTURER'S WRITTEN RECOMMENDATIONS.

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12

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7

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5.0 MECHANICAL AND ADHESIVE ANCHORS 1.ALL ANCHORS ARE TO BE INSTALLED IN STRICT ACCORDANCE WITH THE ALL ANCHORS ARE TO BE INSTALLED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S WRITTEN INSTRUCTIONS. 2.UNLESS NOTED OTHERWISE ADHESIVE ANCHORS SHALL BE HILTI 'HAS-E' OR UNLESS NOTED OTHERWISE ADHESIVE ANCHORS SHALL BE HILTI 'HAS-E' OR 'HIT-Z' ROD. 3.INSTALLERS OF HILTI PRODUCTS SHALL HAVE RECEIVED TRAINING BY HILTI INSTALLERS OF HILTI PRODUCTS SHALL HAVE RECEIVED TRAINING BY HILTI (CANADA) CORP. IN THE USE OF THE SPECIFIED PRODUCTS. THE GENERAL CONTRACTOR SHALL PROVIDE THE DESIGN ENGINEER WITH A LETTER STATING THAT THIS TRAINING HAS BEEN COMPLETED.

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NOTE:STRUCTURE HAS NOT BEEN SURVEYED. DRAWINGS ARE STRUCTURE HAS NOT BEEN SURVEYED. DRAWINGS ARE BASED ON APPROXIMATE MEASUREMENTS. CONTRACTOR SHALL CONFIRM DIMENSIONS PRIOR TO INSTALLATION.

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PROJECT No.

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ENGINEERS SEAL

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DATE

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ISSUED FOR

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DESIGNED

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DESIGN REVIEW

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DRAFTED

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DRAFTING REVIEW

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DATE

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REV

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DRAWING No.

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YYYY.MM.DD

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Copyright reserved. This drawing remains the exclusive property of Herold Engineering Limited and may not be reused or reproduced without written consent of Herold Engineering Limited.

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3701 Shenton Rd, Nanaimo, BC V9T 2H1 Tel: 250-751-8558 Fax: 250-751-8559 Email: [email protected]

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Consulting Engineers

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0017-283

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AS SHOWN

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2015/10/13

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EML

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TMW

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EML/TMW

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SJS

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C

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1 of 5

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A

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2015.07.23

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CLIENT REVIEW

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B

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2015.09.16

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TENDER

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C

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2015.10.13

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TENDER

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BRIDGE LOCATION

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C

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ARRANGEMENT

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P12

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P13

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P14

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NORTH

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PLAN

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1:150

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APPROXIMATE

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WEST ABUTMENT

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EAST ABUTMENT

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SOUTH ELEVATION

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1:150

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S04

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B

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S04

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C

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E

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S04

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H

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S04

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S03

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APPROXIMATE LOCATION OF 3 GUARDRAIL POSTS TO BE RE-SECURED. REMOVE AND REPLACE CONNECTION HARDWARE IN KIND.

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PROJECT No.

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ENGINEERS SEAL

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ISSUED FOR

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DESIGNED

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DESIGN REVIEW

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DRAFTED

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DRAFTING REVIEW

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SCALE

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DATE

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SHEET

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DRAWING No.

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YYYY.MM.DD

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0017-283

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AS SHOWN

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2015/10/13

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EML

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TMW

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EML/TMW

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SJS

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C

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2 of 5

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A

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2015.07.23

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CLIENT REVIEW

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B

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2015.09.16

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TENDER

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2015.10.13

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TENDER

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PILE CAP

REINFORCEMENT

S03


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E

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S02

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PIER P7 - PILE CAP REPAIRS

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1:50

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-

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SEE DETAIL

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TYP

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D

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S02

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1:50

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2

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-

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SEE DETAIL

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~

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SEE DETAIL

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TYP

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G

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S02

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1:50

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1

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SEE DETAIL

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TYP

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MUDSILL REPAIRS REQUIRED. REFER TO S05

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8 - 25 DIA A307 BOLTS. ARRANGE TO AVOID EXISTING BOLTS, TYP.

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TRIM CROSS-BRACING END TO AVOID CONFLICT WITH C310x31

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16 THK TOP PLATE

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C310x31 EA. SIDE

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RESECURE EXISTING CROSS-BRACING TO ADJACENT COLUMN

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B

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-

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SECTION

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1:20

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EXISTING BRIDGE STRINGER

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STEEL SHIMS

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C310x31 EA. SIDE C/W 12 - 25 DIA A307 BOLTS AS SHOWN

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16 THK TOP PLATE

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C310x31 EA. SIDE

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B

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-

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2

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-

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TYPICAL CAP REPAIR DETAIL - CLADDING ON EAST-WEST COLUMN FACES

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1:20

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A

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-

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1

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-

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TYPICAL CAP REPAIR DETAIL - CLADDING ON NORTH-SOUTH COLUMN FACES

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1:20

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A

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-

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SECTION

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1:20

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STEEL SHIMS

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C310x31 EA. SIDE C/W 12 - 25 DIA A307 BOLTS AS SHOWN

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16 THK TOP PLATE

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C310x31 EA. SIDE

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8 - 25 DIA A307 BOLTS. ARRANGE TO AVOID EXISTING BOLTS, TYP.

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PROJECT No.

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ENGINEERS SEAL

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No.

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DATE

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ISSUED FOR

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DESIGNED

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DESIGN REVIEW

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DRAFTED

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DRAFTING REVIEW

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SCALE

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DATE

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SHEET

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REV

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DRAWING No.

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YYYY.MM.DD

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0017-283

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AS SHOWN

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2015/10/13

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EML

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TMW

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EML/TMW

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SJS

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C

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3 of 5

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A

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2015.07.23

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CLIENT REVIEW

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B

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2015.09.16

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TENDER

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C

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2015.10.13

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TENDER

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COLUMN REPAIRS

S04


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S02

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PIER P2 - NEW COLUMN INSTALLATION

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1:50

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NEW 305x305 TIMBER PILE BETWEEN C1 AND C2

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C1

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C2

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C3

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C4

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C5

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C6

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C7

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B

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S02

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NEW 305x305 TIMBER PILE NEXT TO C2, SPACED TO ALLOW FOR ADEQUATE INSTALLATION CLEARANCE OF TOP CONNECTION.

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C1

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C2

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C3

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C4

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C5

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SECURE NEW COLUMN TO EXISTING LATERAL BRACING WITH 25 DIA A307 BOLTS C/W WASHER, TYP.

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SECURE NEW COLUMN TO EXISTING LATERAL BRACES WITH 25 DIA A307 BOLTS C/W WASHER, TYP.

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MUDSILL REPAIRS REQUIRED BENEATH C4. REFER TO S05

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COLUMN BASE CONNECTION TO BE INSTALLED AS PER TYPICAL EXISTING CONNECTION AND APPROVED BY ENGINEER.

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COLUMN TOP CONNECTION TO BE INSTALLED AS PER TYPICAL EXISTING CONNECTION AND APPROVED BY ENGINEER.

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C

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S02

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C1

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C3

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C4

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C2

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C5

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C6

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C7

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NEW 305x305 TIMBER PILE NEXT TO C3

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F

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S02

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H

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S02

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C1

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C3

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C4

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C2

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C5

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C6

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C7

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NEW 305x305 TIMBER PILE NEXT TO C4

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NEW 305x305 TIMBER PILE NEXT TO C3, SPACED TO ALLOW FOR ADEQUATE INSTALLATION CLEARANCE OF TOP CONNECTION.

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C1

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C2

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C3

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C4

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C5

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COLUMN TOP CONNECTION TO BE INSTALLED AS PER TYPICAL EXISTING CONNECTION (CLADDING ON EAST-WEST SIDES) AND APPROVED BY ENGINEER.

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WHERE APPLICABLE, PROVIDE TEMPORARY SHORING DURING COLUMN INSTALLATION AND MUDSILL REPAIR AS SHOWN. TEMPORARY SHORING TO BE CAPABLE OF SUPPORTING THE FOLLOWING LOADS: UNFACTORED DEAD LOAD = 200 kN UNFACTORED LIVE LOAD = 45 kN

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NOTES:

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TEMPORARY SHORING REQUIREMENT DETAILS

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PROJECT No.

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ENGINEERS SEAL

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No.

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DATE

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ISSUED FOR

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DESIGNED

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DESIGN REVIEW

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DRAFTED

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DRAFTING REVIEW

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SCALE

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DATE

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SHEET

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REV

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DRAWING No.

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YYYY.MM.DD

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0017-283

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AS SHOWN

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2015/10/13

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EML

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TMW

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EML/TMW

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SJS

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C

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4 of 5

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A

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2015.07.23

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CLIENT REVIEW

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B

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2015.09.16

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TENDER

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C

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2015.10.13

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TENDER

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C

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C

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C

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C

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C

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C

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C

©


PO

RT

W

AY

T

RE

ST

LE

2

01

5 R

EP

AIR

S A

ND

U

PG

RA

DE

S

PO

RT

O

F N

AN

AIM

O A

SS

EM

BL

Y W

HA

RF

NA

NA

IM

O, B

C

CIT

Y O

F N

AN

AIM

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TYPICAL PIER

AND MUDSILL

REPAIR DETAILS

S05


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102x254 TIMBER LONGITUDINAL CROSS BRACE, SEE PLAN FOR LOCATIONS

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305x305 TIMBER COLUMN

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102x254 TIMBER LATERAL CROSS BRACE

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102x254 TIMBER HORIZ. BRACE

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200x356 TIMBER SLEEPER

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CONCRETE FOOTING

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TYPICAL EXISTING PIER AND MUDSILL REPAIR DETAILS

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CUT OUT ROTTEN TIMBER MUDSILL AND REPLACE WITH CREOSOTE TREATED TIMBER TO MATCH

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A

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-

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DEPTH

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DEPTH

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DEPTH

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DEPTH

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DEPTH

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DEPTH

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DEPTH

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DEPTH

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DEPTH

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DEPTH

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DEPTH

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MUDSILL EXPECTED 200x356

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550

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550

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550

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CONCRETE FOOTING

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A

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-

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SECTION

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1400

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1400

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1400

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NOTE:GENERAL LAYOUT SHOWN ONLY. DIMENSIONS AND GENERAL LAYOUT SHOWN ONLY. DIMENSIONS AND DETAILS VARY BETWEEN PIERS.

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PROJECT No.

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ENGINEERS SEAL

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No.

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DATE

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ISSUED FOR

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DESIGNED

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DESIGN REVIEW

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DRAFTED

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SCALE

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DATE

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SHEET

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REV

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YYYY.MM.DD

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0017-283

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AS SHOWN

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2015/10/13

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EML

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TMW

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EML/TMW

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SJS

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C

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5 of 5

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A

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2015.07.23

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CLIENT REVIEW

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B

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2015.09.16

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TENDER

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C

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2015.10.13

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TENDER

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C

End of Addendum 4

Port Way 2015 Trestle Repairs and Upgrades Addendum 4.pdf · 6.0 welding inspections 6.1 all...

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