Schedule 6 - Retaining Wall Site Plan (S1.8)

Retaining Wall Site Plan - 9 Erskine Lane, Royal BC

Project Name: 9 Erskine Lane, Royal BC Client: WestUrban Developments Ltd Engineering Firm: Herold Engineering Limited Date: 2023.07.15 (Record Drawings) Drawing Number: S1.8

Retaining Wall Layout Plan

The site plan shows a retaining wall system extending across survey points SL-42 through SL-81. The layout designates specific wall types (ROW1 through ROW5) and footing types (RSF1 through RSF3) at various locations. Notes indicate the maximum height of the concrete wall above the low finished grade is 4.2m.

[Diagram: Retaining Wall Layout Plan showing survey markers SL-42 to SL-81 and designated wall/footing segments.]

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Footing Schedule

Footing Notes:

1. Minimum footing depths are measured to bottom of footing from finished grade or exterior footing. Minimum depth for frost protection is 450mm, where applicable. Measure from the top of the slab to the bottom of the exterior footing.
2. Anchor bolts and embedded items are not to be tied into footings unless detailed otherwise. Lower footings if required to have these items completely within footing or foundation walls.

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Concrete Wall Schedule

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Zone Reinforcing Schedule

Notes: See General Notes for concrete cover & vertical bar splice dimensions.

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Structural Sections

Section 1 (Scale 1:20) Detailed cross-section showing the retaining wall on a concrete footing. Features include:

• Finished grade and low finished grade.
• Zone reinforcement.
• 1-25M dowel each corner.
• Rock anchor cap (500x500x300).
• Strip footing as per schedule.

Section 2 (Scale 1:20) Cross-section showing the wall anchored to bedrock. Features include:

• Bedrock surface and concrete buttress wall.
• 2-20M extra reinforcement at top of wall.
• Wall segment against bedrock.
• Dowels (1-25M) drilled and grouted into bedrock.

Section 3 (Scale 1:20) Cross-section showing wall construction against a steep bedrock face. Features include:

• Mass concrete fill against bedrock (monolithic pour).
• Rock anchor details.
• Guardrail and finished grade details.
• Reinforced backfill as per geotechnical specifications.

Typical #18 Rock Anchor Detail (NTS) Detailed schematic of the rock anchor assembly including:

• #18 high strength threadbar (epoxy coated/corrosion protected).
• 150mm diameter hole.
• 150mm PVC sleeve.
• Centralizers and bond length components.
• Plate assembly and high strength non-shrink grout.

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Seismic Threadbar Rock Anchor Notes

1. Refer to geotechnical report prepared by: RYCOK Geotechnical.
2. See structural drawings for layout, anchor size and length, and testing design loads.
3. Dywidag hot rolled threadbar anchors to ASTM A615 (Grade 520 MPa yield/830 MPa ultimate stress). Impact values conform to ASTM A722. Anchors to be permanent double corrosion protected (DCP) including all anchor plates, smooth sheathing, corrugated sheathing, centralizers, seals, corrosion inhibiting cement grout, anchor nut, and cap. Size of bars to be as shown on structural drawings.
4. Grout into rock: non-shrink, flowable 35 MPa at 28 days tested to meet requirements of CSA A23.1.
5. Drilling and stressing equipment to meet the requirements of the geotechnical engineer. Test equipment must be capable of providing test load as shown on the drawings and shall provide a lock-off load of at least 15% of the yield load of the anchor.
6. Provide three copies of manufacturer's mill reports.
7. Grout mix to be sealed by a professional engineer registered in the province of British Columbia.
8. Grout test cubes to CSA/A23.2.
9. Install Dywidag permanent threadbar anchors in accordance with Dywidag written instructions. All installation to be reviewed by the geotechnical engineer prior to installing and testing anchors. Drill holes to specified diameter and ensure holes are clean and dry. In no case shall the hole diameter be less than 1.5x the bar or compressive strength before testing anchors.
10. Grout rock anchor through sheathing in accordance with Dywidag written instructions.
11. Perform concrete testing of grout in accordance with the contract specifications.
12. Testing: 100% of rock anchors to be tested. Test methods and results to be submitted to the geotechnical engineer for review and acceptance. Provide all equipment for testing. Each anchor shall be incrementally tested to 1.33x design load. Hold at 1.33x for 10 minutes and repeat procedure in 25% increments to the specified test load. At maximum test load, perform a creep test for a minimum period of 10 minutes. If the total creep is more than 1mm, hold at 1.33x until creep is acceptable. If creep rate exceeds 2.0 mm per log cycle increment, hold test for 50 minutes. If creep is between 1.0 and 2.0 mm per log cycle, creep test is acceptable. All results to be reviewed by the geotechnical engineer.
13. Mark anchors that pass the creep and load tests. Anchors that do not pass for any reason shall be evaluated by the structural engineer and geotechnical engineer to decide on acceptability or re-install. All re-installations shall be directed by the geotechnical engineer. Reject anchors in the anchor bar shall be marked "REJECTED" and a new anchor bar shall be installed as directed by the geotechnical engineer.
14. Protect threadbar anchors from damage at all times. Provide water to survey markers to ensure anchors are not damaged. Maintain anchor bar so it does not extend above ground level.
15. Grouting to be carried out in accordance with BC Hydro specifications.

Rock Anchor Notes

1. Rock or ground anchors to be: CSA G30.18.
2. Grout to be type 10 conforming to CSA standard CAN3-A5.
3. Hole size: 150mm dia.
4. Length requirements:
   • Bonded length: 4.5m
   • Free stressed length: 3.0m
5. Loading:
   • Test load: 1.33 x 187.1 kN = 248.8 kN
   • Lock off load: 15% of working load.
6. Refer to specifications for testing requirements.
7. See specifications and geotechnical report for rock anchors.