I-210 Interchange at Cove Lane
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- Cora Brittney Lawson
- 5 years ago
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Transcription
1 I-210 Interchange at Cove Lane A Geotechnical Perspective Larry D. Sant, PE Associate & Geotechnical Engineer
2 Overview Project Background Exploration & Geology Design & Construction Settlement & Stability MSE Walls Foundations
3 Project Background
4 Project Location and Need
5 Project Need $ North Prien Lake
6 Fast-Track Schedule First Contact: Aug 2012 Bid & Letting: Spring 2013 Groundbreaking: Fall 2013 Completed: Spring 2015
7 Design Concept 7
8 8
9 Exploration and Geology
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15 Site Geology
16 Geotechnical Investigation 4 weeks of explorations 40 drilled soil borings 85 Cone Penetration Tests (CPTs) 11,200 linear feet Large field effort 3 Drill Rigs 2 CPT Rigs 1 Pontoon Drill Rig Lab testing complete a few weeks after exploration (occur simultaneously)
17 Subsurface Explorations 0.5 Miles
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19 Subsurface Profile
20 Exploration Results Undifferentiated Alluvium 0.5 Miles Pleistocene-Era Coastal North
21 Design and Construction Overview
22 Overview of Design & Construction Shallow Foundation Deep Foundation Embankment Bridge over Canal Undifferentiated Alluvium Mechanically Stabilized Earth Wall Ground Improvement 0.5 Miles North Pleistocene-Era Coastal Settlement & Stability MSE Walls Foundations & Ground Improvement
23 Construction Sequence to Maintain Traffic Phase I: Northern Ramps Phase II: Eastbound Mainline 0.5 Miles North
24 Construction Sequence to Maintain Traffic Phase I: Northern Ramps Phase II: Eastbound Mainline Phase III: Westbound Mainline 0.5 Miles North
25 Design and Construction Settlement and Stability
26 Settlement Prediction
27 Stability Evaluation
28 Staged Loading: Embankment Additional Surcharge 14 weeks Planned Embankment Load 24 weeks 12 feet 28 feet 16 feet Ground Line Wick Drains
29 Staged Loading: Settlement
30 Wick Drain Installation 30
31 31
32 Preload and Surcharge Lifts
33 Areas of Project Design
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35 Embankment Settlement
36 Design and Construction MSE Walls
37 Stability Evaluation
38 MSE Wall Construction
39 39
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41 MSE Wall Record
42 Design and Construction Foundations and Ground Improvement
43 Deep Foundation: Driven Timber Piles Mechanically Stabilized Earth (MSE) Wall Load Transfer Platform Ground Line
44 Pile Design
45 Pile Capacities Typical Timber Pile Design: Ton (40-50 kips) Project Timber Pile Design: 60 Ton (120 kips) Project Concrete Pile Design: 150 Ton (300 kips) LRFD: Resistance Factor = 0.75
46 Deep Foundation: Driven Piles
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48 Pile Installation Observation 1-foot Marked Increments Wave Equation Analysis (WEAP)
49 Static Load Test Static Load Tests 3*Design Load LA DOTD and ASTM Method 49
50 Displacement (inches) Static Load Test Results Load (kips) SES Measured Displacement Ultimate Capacity Davisson Criterion SES Dial Displacement 3*Design Load
51 Dynamic Pile Testing Initial Drive and Restrike
52 Pile Driving Analysis 52
53 CAPWAP H160-1 End of Initial Drive 60 Timber Pile 14 Butt Diameter 8.25 Toe Diameter Refused at 51 penetration 53
54 Dynamic Test Results H160-1 End of Initial Drive 60 Timber Pile 14 Butt Diameter 8.25 Toe Diameter Refused at 51 penetration Blow Count at End of Initial Drive = 25 blows/4
55 H160-1 End of Initial Drive H160-1 Beginning of Restrike 25 blows/4 54 Minutes Setup 32 blows/1 55
56 Capacity, Restrike (kips) Timber Pile Setup y = x Capacity, End of Initial Drive (kips)
57 57
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60 Cline Canal Bridge
61 Record Keeping and Documentation Standard Reports - Daily Field Reports - Pile Driving Logs Project Specific Visual Tracking - MSE Wall - Pile Driving Communication (Summarized Daily Results) Statistical Analysis (Dispute Resolution)
62 Documentation
63 Pile Locations Completed
64 64
65 Conclusions
66 Conclusions Aggressive Schedules Can Be Met Geotechnical Investigation Influenced Design and Construction (know your site conditions) Embankment Settlement Stability Driven Pile Designs Pile Testing Saves Budget Keeping Good Records Prevents Doubt and Confusion
67 Questions? 67
68 Questions?
69 Cypress Roots