GBE CPD Waste-Designtoreduce A02 BRM 011219.Pptx

Total Page:16

File Type:pdf, Size:1020Kb

GBE CPD Waste-Designtoreduce A02 BRM 011219.Pptx Design to Reduce Waste 01/12/19 This Presentation on GBE: Design generates waste • Find this file on GBE website at: • Waste reduction is not a site issue Design to help • https://GreenBuildingEcyclopaedia.uk/?P=412 – It is a Design Issue • Go there for: • It becomes a site issue – the latest update Reduce Waste – versions presented to different audiences – if is was not seen as a Design issue – the whole presentation all of the hidden slides • Join in now or Easy steps to reduce your share – other file formats: of the 120 m tonnes of construction and – D&B takes another % of UK procurement • Handout, Show, PDF, PPTX demolition and excavation waste each year – Links to other related GBE CPD and related GBE content © GBE NGS 2002-2019 DesignToReduceWaste 1 01/12/19 2 © GBE NGS 2002-2019 DesignToReduceWaste 3 Investing in Opportunities www.GreenBuildingEncyclopaedia.uk Chinese Jigsaw Puzzles British Sugar • Arup Associates (Multi discipline • Q How do we get into ceiling void practice) • A For us to know and for you to find out • Peterborough Sugar Beet Factory • Fist through the first and rip the rest out • Office Pavilion • Vowed never to commission Arup again • Suspended ceiling: Bespoke – Quite right. • Designed to take out and reinstall like a – And now use Technicians Chinese jigsaw puzzle © GBE NGS 2002-2019 DesignToReduceWaste 4 © GBE NGS 2002-2019 DesignToReduceWaste 5 © GBE NGS 2002-2019 DesignToReduceWaste 6 SITEwise II Waste Campaign Some easy wins • Environment Agency (Anglian) • Design to standard sizes • Breakfast meetings • Design to reduce off-cut waste • 200+ Pre-construction Professionals • Design for on and off site reuse • Waste is not a key issue • Design for on and off site recycling • Scored 8th out of 12 issues • Design for maintainability, adaptability & flexibility Facts and Figures • Design for deconstruction and reuse • Design spares storage for maintenance • Design for in use waste management 7 © GBE NGS 2002-2019 DesignToReduceWaste 8 9 © GBE NGS Brian Murphy 2002-2019 1 Design to Reduce Waste 01/12/19 Serendipity? Relearn some waste statistics • Design for Easy of Assembly • 410m tonnes/year materials to UK CI • Lends itself to • 120m tonnes/year wasted by UK CI • Design for Deconstruction • 30m tonnes is materials off-cuts • But Architects are not very interested in • 24m tonnes/year (24%) is packaging construction nor deconstruction • 23.7m tonnes/year soil & rock • The RIBA curriculum does not address Waste Facts & Figures • 10m is temporary materials it very well • 10m tonnes/year over ordered never • RIBA external course assessors frown needed £1.5bn/annum (EA 2007) at too much technology 10 11 © GBE NGS 2002-2019 DesignToReduceWaste 12 Materials consumed by UKCI Water Consumption UK CI Re-used materials UK 2007 2015 • 576 Mt Materials • Demolition: 45 tonnes/100m2 • Iron & Steel: 54,000 tonnes • 98 Mt Concrete • Refurb-fit-out: 22 tonnes/100 m2 • Wood: 390,000 tonnes • 9.2 Mt Timber • Mixed: 18 tonnes/100 m2 • Brick: 850,000 tonnes • 6 Mt Bricks • Newbuild: 16 tonnes/100 m2 • Stone: 625,000 tonnes • 3.9 Mt Metals • Civil/Engineering/Groundworks: • Declined 25% compared to 1998 • 1.4 Mt Plastics • 12 tonnes/100 m2 • 1.4 Mt Glass © GBE NGS 2002-2019 DesignToReduceWaste 13 © GBE NGS 2002-2019 DesignToReduceWaste 14 © GBE NGS 2002-2019 DesignToReduceWaste 15 Legislation improved stats Latest Waste Statistics Waste by UKCI Sector m3/£100k Use Refurb. & Fit-out New Build • 400m tonnes/year materials to UK CI 2004 • 576m tonnes/year materials to UK CI 2015 • 576m tonnes/year materials to UK CI 2015 • 120m tonnes/year wasted by UK CI 2014 Commercial: 12 22 • 110m tonnes/year wasted by UK CI pre 2004 • =59% of total UK waste Retail: 10 16 • 78m tonnes/year wasted by UK CI at best • =30% construction pre-tax profit Office: 16 14 • With SWMP Regulations in place • <1% 0.75 Mt Hazardous waste Residential: 10 15 • Then legislation dropped: • 54% 65 Mt Inert Excavation waste Education: 7 15 • 120m tonnes/year wasted by UK CI 2014 • 5% 6 Mt non-hazardous to landfill Healthcare: 16 14 • 41% 45 Mt non-hazardous recycled or Leisure: 12 14 recovered (compost or energy from waste) Public Buildings: 11 13 16 17 Industrial: 11 13 18 © GBE NGS Brian Murphy 2002-2019 2 Design to Reduce Waste 01/12/19 Over ordered never needed Lost, stolen and reordered Relearn some waste statistics Relearn some waste statistics (not to scale) • Required for the design • QS inaccurate take off +/-10% • UK CI generates hazardous waste: • There is a fly-tipping incident every 35 Requires remeasure by contractor • SMM7 Wastage factor 5-20% • 5m tonnes/year 50% is landfilled seconds in the UK 33% is off-cuts, 3% is damage – (New rules this grows to 7m tonnes/year) • Over-order safety margins x% • 1 m Fly-tipping incidents in 2004 • Minimum order quantities +++ • 21% of all UK Hazardous waste • 6000 20t trucks within M25 in 15 months • Call-off extra % JIC Just in case • Merchant delivers % more than required • Of 240 hazardous waste landfill sites • CI: 30% of fly tipping incidents (2004/5) – in the hope nobody is checking, only 10 (2004) signed up to new rules < 18% > – invoices accordingly • £44m/year clean up costs 25% < > 75% • Lost on site • None in London, Scotland and Wales • £50,000 fines and 5 year prison possible • ……Stolen from site for PJs 20% • Sites in MK, (Swindon), Teeside & Pboro • Reorderd to replace lost or stolen • ……Damage & Poor quality work 3% • 250 material reclassified as hazardous • ……Spares for on going maintenance 19 20 © GBE NGS 2002-2019 DesignToReduceWaste 21 Relearn some waste statistics Common Waste Causes 1 • Packaging waste can vary between 5% • Offcuts: 33.2% • Reusable and 50% (24% average) of waste stream • Recyclable packaging: 14.4% depending on construction method packaging: 18.7% • Site Office and • Excess deliveries Canteen: 4.1% • 100% Glazed façade = 50% 18% • Damaged through • Domestic Brick & Pitch = 5% • Temporary methods of work: materials: 10.3% 3.2% • Unsuitable storage: 1% Excess Deliveries 18% © GBE NGS 2002-2019 DesignToReduceWaste 22 © GBE NGS 2002-2019 DesignToReduceWaste 23 24 Concrete tiles No Architectural Salvage value but restock able and usable Demolition reuse and recycling Demolition waste % by volume (BRE limited studies) potential (BRE limited studies) • Concrete: 52.6% • Miscellaneous 1.9% • Reusable 40.6% • Ceramics: 22.5% • Metal 1.4% • Reusable but soiled 1.2% • Furniture 16.6% • Plastic 1.3% • Recycleable 27.3% • Timber 3.4% • Electrical Goods 0.3% • Energy from waste 3.4% • Inert waste to landfill 17% 16mt • Mixed waste to landfill 10.4% 9mt Damage by methods of work 3.2% 25 © GBE NGS 2002-2019 DesignToReduceWaste 26 © GBE NGS 2002-2019 DesignToReduceWaste 27 Specify Cast-in Lifting eyes sockets; require protection, consider repair before condemning © GBE NGS Brian Murphy 2002-2019 3 Design to Reduce Waste 01/12/19 Building Refurbishment Waste BREEAM v Ska • Previously insulated with High ODP (Ozone Depletion • Different Priorities Potential) insulation boards made until 2004 • Why remove existing insulation? • BREEAM: Business as Usual – To add more room, charge more rent, – To increase fuel bills – K40 reuse • Insulation is damaged and cut into pieces to try to fill • Ska: make a difference skip efficiently • What good does it do in a landfill site? – K40, K41, M10, M40, M50, M51 reuse • Ozone Depletion Potential realised by cutting cells and releasing gases • This is classified as Hazardous waste in a mixed skip © GBE NGS 2002-2019 DesignToReduceWaste 28 29 © GBE NGS 2002-2019 DesignToReduceWaste 30 Effort Waste Hierarchy official definition & goal More • Jack Johnson Reduce • 3 its a magic number • 2 x 3 = 6 Reuse • 3 x 6 = 18 • 18th letter in the alphabet is R Waste Hierarchy Recycle • R x 3 • Reduce Reuse Recycle Another GBE CPD file to download Recover • http://www.youtube.com/watch? See http://www.GreenBuildingEncyclopaedia.uk/shop 33 Less 34 v=uSM2riAEX4U 35 Reduce: Reclaimed repaired Modular design wastes less Ideal Waste Hierarchy Reused and reusable Allows reuse readily • Walter ‘Segal Method’ • Reduce Recycled steel • Whole component used – Reduce demand, reduce waste frames • Reuse full size no cutting – As originally intended Robin Hillier Diggers Self-build Brighton Redundant bolt • Recycle holes – In a new format • Recover Blast clean and – materials or energy from waste prime/paint © GBE NGS 2002-2019 DesignToReduceWaste 36 37 BedZED Beddington Sutton Architect: Bill Dunster 38 CAT Centre for Alternative Technology Reclaim: BioRegional ReCLAIMED © NGS © GBE NGS Brian Murphy 2002-2019 4 Design to Reduce Waste 01/12/19 Reused wood better than new BedZED Beddington Sutton Architect: Bill Dunster 39 BedZED Beddington Sutton Architect: Dr Bill Dunster, 40 © GBE NGS 2002-2019 DesignToReduceWaste 41 Reclaim: BioRegional ReCLAIMED © NGS Reclaim: BioRegional ReCLAIMED © NGS Reclaimed, repaired Recycle: Glass sand for bedding & reused Doors Reusing Doors Visible Patch repairs If you don’t like them French polish or paint them BedZED Beddington Sutton Architect: Bill Dunster 42 BedZED Beddington Sutton Architect: Bill Dunster 43 44 Reclaim: BioRegional ReCLAIMED © Nicole Lazarus Reclaim: BioRegional ReCLAIMED © NGS Investing in Opportunities Effort Waste Hierarchy www.GreenBuildingEncyclopaedia.uk Waste Hierarchy new definition The reality Rethink, Re-educate, Resolve, Refocus, Resource, Relate, Research, Refer, Reduce Less Refresh, Rename, Regard, Revalue, Remeasure, Reprogramme, Replan, Reuse & Recycle Reconsider, Refuse, Reject, Return, Redesign,
Recommended publications
  • Mechanically Stabilized Embankments
    Part 8 MECHANICALLY STABILIZED EMBANKMENTS First Reinforced Earth wall in USA -1969 Mechanically Stabilized Embankments (MSEs) utilize tensile reinforcement in many different forms: from galvanized metal strips or ribbons, to HDPE geotextile mats, like that shown above. This reinforcement increases the shear strength and bearing capacity of the backfill. Reinforced Earth wall on US 50 Geotextiles can be layered in compacted fill embankments to engender additional shear strength. Face wrapping allows slopes steeper than 1:1 to be constructed with relative ease A variety of facing elements may be used with MSEs. The above photo illustrates the use of hay bales while that at left uses galvanized welded wire mesh HDPE geotextiles can be used as wrapping elements, as shown at left above, or attached to conventional gravity retention elements, such as rock-filled gabion baskets, sketched at right. Welded wire mesh walls are constructed using the same design methodology for MSE structures, but use galvanized wire mesh as the geotextile 45 degree embankment slope along San Pedro Boulevard in San Rafael, CA Geotextile soil reinforcement allows almost unlimited latitude in designing earth support systems with minimal corridor disturbance and right-of-way impact MSEs also allow roads to be constructed in steep terrain with a minimal corridor of disturbance as compared to using conventional 2:1 cut and fill slopes • Geotextile grids can be combined with low strength soils to engender additional shear strength; greatly enhancing repair options when space is tight Geotextile tensile soil reinforcement can also be applied to landslide repairs, allowing selective reinforcement of limited zones, as sketch below left • Short strips, or “false layers” of geotextiles can be incorporated between reinforcement layers of mechanically stabilized embankments (MSE) to restrict slope raveling and erosion • Section through a MSE embankment with a 1:1 (45 degree) finish face inclination.
    [Show full text]
  • Estimating Sediment Losses Generated from Highway Cut and Fill Slopes in the Lake Tahoe Basin
    NDOT Research Report Report No. 493-12-803 Estimating Sediment Losses Generated from Highway Cut and Fill Slopes in the Lake Tahoe Basin December 2014 Nevada Department of Transportation 1263 South Stewart Street Carson City, NV 89712 Disclaimer This work was sponsored by the Nevada Department of Transportation. The contents of this report reflect the views of the authors, who are responsible for the facts and the accuracy of the data presented herein. The contents do not necessarily reflect the official views or policies of the State of Nevada at the time of publication. This report does not constitute a standard, specification, or regulation. University of Nevada, Reno Estimating Sediment Losses Generated from Highway Cut and Fill Slopes in the Lake Tahoe Basin A thesis submitted in partial fulfillment of the requirements for the degree of Master of Science in Hydrologic Sciences By Daniel L. Stucky Dr. Keith E. Dennett/Thesis Advisor December 2014 THE GRADUATE SCHOOL We recommend that the thesis prepared under our supervision by DANIEL L. STUCKY entitled Estimating Sediment Losses Generated from Highway Cut And Fill Slopes in the Lake Tahoe Basin be accepted in partial fulfillment of the requirements for the degree of MASTER OF SCIENCE Dr. Keith Dennett, Advisor Dr. Eric Marchand, Committee Member Dr. Paul Verburg, Graduate School Representative Marsha H. Read, Ph. D., Dean, Graduate School December, 2014 i ABSTRACT Lake Tahoe’s famed water clarity has gradually declined over the last 50 years, partially as a result of fine sediment particle (FSP, < 16 micrometers in diameter) contributions from urban stormwater. Of these urban sources, highway cut and fill slopes often generate large amounts of sediment due to their steep, highly-disturbed nature.
    [Show full text]
  • Preliminary Quantitative Risk Assessment of Earthquake-Induced Landslides at Man-Made Slopes in Hong Kong
    PRELIMINARY QUANTITATIVE RISK ASSESSMENT OF EARTHQUAKE-INDUCED LANDSLIDES AT MAN-MADE SLOPES IN HONG KONG GEO REPORT No. 98 H.N. Wong & K.K.S. Ho GEOTECHNICAL ENGINEERING OFFICE CIVIL ENGINEERING DEPARTMENT THE GOVERNMENT OF THE HONG KONG SPECIAL ADMINISTRATIVE REGION PRELIMINARY QUANTITATIVE RISK ASSESSMENT OF EARTHQUAKE-INDUCED LANDSLIDES AT MAN-MADE SLOPES IN HONG KONG GEO REPORT No. 98 H.N. Wong & K.K.S. Ho This report was originally produced in July 1998 as GEO Discussion Note No. DN 1/98 - 2 ­ © The Government of the Hong Kong Special Administrative Region First published, February 2000 Prepared by: Geotechnical Engineering Office, Civil Engineering Department, Civil Engineering Building, 101 Princess Margaret Road, Homantin, Kowloon, Hong Kong. This publication is available from: Government Publications Centre, Ground Floor, Low Block, Queensway Government Offices, 66 Queensway, Hong Kong. Overseas orders should be placed with: Publications Sales Section, Information Services Department, Room 402, 4th Floor, Murray Building, Garden Road, Central, Hong Kong. Price in Hong Kong: HK$42 Price overseas: US$8.5 (including surface postage) An additional bank charge of HK$50 or US$6.50 is required per cheque made in currencies other than Hong Kong dollars. Cheques, bank drafts or money orders must be made payable to The Government of the Hong Kong Special Administrative Region. - 5 ­ ABSTRACT In this pilot study, standard quantitative risk assessment (QRA) techniques involving the use of fault trees and event trees have been used to evaluate the risk of failures of engineered man-made slopes due to earthquake loading. The risk of failure of pre-1977 slopes which had not been checked or upgraded to current standards is outside the scope of this Report.
    [Show full text]
  • Chapter 3 Earthwork
    Topic #625-000-007 Plans Preparation Manual, Volume 1 January 1, 2016 Chapter 3 Earthwork 3.1 General ...................................................................................... 3-1 3.2 Classification of Soils ................................................................. 3-3 3.3 Cross Sections - A Design Tool .................................................. 3-3 3.4 Earthwork Quantities .................................................................. 3-4 3.4.1 Method of Calculating ................................................. 3-4 3.4.2 Earthwork Tabulation ................................................. 3-4 3.4.3 Earthwork Accuracy ................................................... 3-5 3.4.3.1 Projects with Horizontal and Vertical Controlled Cross Sections .......................... 3-5 3.4.3.2 Projects without Horizontal and Vertical Controlled Cross Sections .......................... 3-6 3.4.4 Variation in Quantities ................................................ 3-6 3.5 Earthwork Items of Payment ...................................................... 3-7 3.5.1 Guidelines for Selecting Earthwork Pay Items ............ 3-7 3.5.2 Regular Excavation .................................................... 3-8 3.5.3 Embankment .............................................................. 3-9 3.5.4 Subsoil Excavation ..................................................... 3-9 3.5.5 Lateral Ditch Excavation ............................................. 3-9 3.5.6 Channel Excavation ................................................
    [Show full text]
  • Chapter 11 Slope Stabilization And
    Chapter 11 Chapter Chapter 11 Slope Stabilization and Stability of Cuts and Fills Slope Sta Slope Sta Slope Sta Slope Sta Slope Sta “Construct cut and fill slopes that are flat enough to be stable over time and that can be revegetated.” biliza biliza biliza biliza biliza HE OBJECTIVES OF ROUTINE ROAD CUTS AND FILLS cult to stabilize, and are subject to sliver fill fail- are 1) to create space for the road template ures (Photo 11.4). A rock fill can be stable with a tion and Sta tion and Sta tion and Sta tion and Sta tion and Sta Tand driving surface; 2) to balance material between 1 1/3:1 slope. Ideally, fills should be constructed the cut and fill; 3) to remain stable over time; 4) to not be with a 2:1 or flatter slope to promote growth of a source of sediment; and 5) to minimize long-term costs. vegetation and slope stability (Photo 11.5). Ter- Landslides and failed road cuts and fills can be a major races or benches are desirable on large fill slopes source of sediment, they can close the road or require to break up the flow of surface water. major repairs, and they can greatly increase road maintenance costs (Photo 11.1). Vertical cut slopes should not be used unless the cut is in rock or very well cemented soil. Long-term stable cut slopes bility of bility of bility of in most soils and geographic bility of bility of areas are typically made with about a 1:1 or ¾:1 (horizontal: vertical) slope (Photo 11.2).
    [Show full text]
  • Maine Erosion and Sediment Control Practices Field Guide for Contractors
    Maine Erosion and Sediment Control Practices Field Guide for Contractors Maine Department of Environmental Protection ACKNOWLEDGEMENTS Production 2014 Revision: Marianne Hubert, Senior Environmental Engineer, Division of Watershed Management, Bureau of Land and Water Quality, Department of Environmental Protection (DEP). Illustrations: Photos obtained from SJR Engineering Inc., Shaw Brothers Construction Inc., Bar Mills Ecological, Maine Department of Transportation (MaineDOT), Maine Land Use Planning Commission (LUPC) and Maine Department of Environmental Protection (DEP). TECHNICAL REVIEW COMMITTEE: The following people participated in the revision of this manual: Steve Roberge, SJR Engineering, Inc., Augusta Ross Cudlitz, Engineering Assistance & Design, Inc., Yarmouth Susan Shaller, Bar Mills Ecological, Buxton David Roque, Department of Agriculture, Conservation & Forestry Peter Newkirk, MaineDOT Bob Berry, Main-Land Development Consultants Daniel Shaw, Shaw Brothers Construction Peter Hanrahan, E.J. Prescott William Noble, William Laflamme, David Waddell, Kenneth Libbey, Ben Viola, Jared Woolston, and Marianne Hubert of the Maine DEP Revision (2003): The manual was revised and reorganized with illustrations (original manual, Salix, Applied Earthcare and Ross Cudlitz, Engineering Assistance & Design, Inc.). Original Manual (1991): The original document was funded from a US Environmental Protection Agency Federal Clean Water Act grant to the Maine Department of Environmental Protection, Non- Point Source Pollution Program and developed
    [Show full text]
  • Soil Testing Criteria
    Soil Testing Criteria Introduction Understanding the character and permeability of surface and subsurface soils at a proposed land development site is crucial to the design of stormwater best management practices (BMP) that meet the requirements of the NJDEP’s Stormwater Management Rules (NJAC 7:8). In particular, a soil’s response to rainfall, measured by its ability to absorb and infiltrate some of that rainfall, is a required input parameter when computing both pre- and post-developed site runoff and recharge rates. Similarly, a soil’s permeability is a critical parameter in the design of stormwater BMPs that utilize infiltration. Presented below are three sets of guidelines: Section 1 demonstrates how to identify an appropriate Hydrologic Soil Group (HSG) for a soil with an unknown or questionable HSG including a method to identify an appropriate soil series name for an unknown or questionable soil for use in the New Jersey Groundwater Recharge Spreadsheet (NJGRS); Section 2 and 3 contains detailed field and laboratory testing procedures for determining the permeability rates of soils beneath a proposed infiltration BMP; and Section 4 contains construction oversight guidance and post-construction standards for both determining and evaluating soil permeability beneath a newly constructed infiltration BMP. It is the responsibility of the company or persons performing or witnessing subsurface investigations and soil permeability tests to comply with all applicable Federal, State and local laws and regulations governing occupational safety, including but not limited to the requirements of N.J.A.C. 7:9A-5.2(e)3. This guidance cannot be construed to indicate that it contains the required soil testing to assess hydraulic impacts on groundwater from infiltration.
    [Show full text]
  • Galena Slope Stability Analysis
    Galena Slope Stability Analysis – Online Slope Analysis software is used for performing stability analyses of backfills, road embankments, pond embankments, landslides, or natural slopes. These slopes occur on reclaimed lands and active mine sites. The software models the factor of safety of these features using the Simplified Bishop, Spencer, and Sarma methods of analysis. The course includes a review of slope stability principles before using the software. The course is intended only for engineers or geology professionals with a slope stability background. This course is administered online in the Training Virtual Campus and is available during scheduled times throughout the year . Please follow the TIPS scheduling and registration procedures to enroll . Contact your TIPST raining Contact or the TIPS Training Program Lead with questions . Duration: Six-week Period Course Code: VEGA TOPICS COVERED Soil Mechanics Theory ▼ Interpreting Results ◊ Evaluating Shallow vs Deep ▼ Basic Principles of Soil and Rock Testing ◊ Failure Surfaces ▼ Soil Failure Mechanisms ▼ Efficient/Effective Use of the Model—When enough ▼ Soil Properties is enough ▼ The Role of Water ◊ Guarding Against Manipulation of the Model to Get Acceptable Factors of Safety The Stability Analysis ◊ Use of Realistic Input Parameters ▼ Determining Appropriate Strength Parameters ▼ The Bishop Circular Analysis Output ▼ Use of Stability Charts ▼ Reports ◊ Estimating Factors of Safety ▼ Base Maps ◊ Determining Critical Failure Surfaces ▼ Contour Maps ▼ Spencer Method ▼ Perspectives
    [Show full text]
  • Earthwork Balance MR-3 Greenroads™ Manual V1.5 Materials & Resources
    Greenroads™ Manual v1.5 Materials & Resources EARTHWORK BALANCE GOAL MR-3 Reduce need for transport of earthen materials by balancing cut and fill quantities. CREDIT REQUIREMENTS Minimize earthwork cut (excavation) and fill (embankment) volumes such that the 1 POINT percent difference between cut and fill is less than or equal to 10% of the average total volume of material moved. For purposes of this credit, use the method and definitions detailed in Chapter 8 (Earthwork) of the Road Design Manual from the South Dakota Department of Transportation (SDDOT), or equivalent, to compute cut and fill volumes. RELATED CREDITS Include miscellaneous additional cut and fill such as outlet ditches and muck PR‐8 Low Impact excavations (see definitions in Chapter 8 of the Manual) and account for moisture and Development density as well as shrink and swell. MR‐2 Pavement Reuse tBalance cu and fill material volumes: MR‐4 Recycled Materials A = Volume of Cross Section Cut MR‐5 Regional B = Volume of Cross Section Fill Materials C = Volume of Miscellaneous Cut D = Volume of Miscellaneous Fill SUSTAINABILITY For points, show that design volumes AND actual construction volumes meet: COMPONENTS Ecology Economy Extent Experience Note that for purposes of this credit, all volumes are positive quantities. SDDOT’s BENEFITS Chapter 8 is available here: http://www.sddot.com/pe/roaddesign/plans_rdmanual.asp Reduces Fossil Fuel Use Details Reduces Air Emissions Projects with minimal earthwork or with no earthwork do not qualify for this Reduces Greenhouse credit. “Minimal earthwork” means that the total excavated cut or imported fill Gases volume is less than one full dump truck volume, based on the smallest dump Reduces Solid Waste truck used on the project.
    [Show full text]
  • Design and Construction of Soil Slopes
    Chapter 8 Design and Construction of Soil Slopes David S. Gedney and William G. Weber, Jr. The design of stable slopes in soil has been extensively I. The ratio of resisting forces to driving forces along studied by engineers and geologists. In recent years, sub­ a potential failure surface; stantial advancements have been made in understanding 2. The ratio of resisting moments to driving moments the engineering characteristics of soils as they relate to about a point; stability. Chapters 6 and 7 describe the state of the art re­ 3. The ratio of available shear strength to the average garding the determination of pertinent soil parameters and shear stress in the soil along a potential failure surface; and the recommended approaches to engineering analysis. These 4. The factor by which the shear strength parameters techniques allow the design and construction of safe and may be reduced in order to bring the slope into a state of economic slopes under varying conditions. This chapter limiting equilibrium along a given slip surface. applies the basic principles established in Chapters 6 and 7 to procedures for the design of stable slopes. The proce­ The last definition is used in Chapter 7, and, unless other­ dures can also be applied to preconstructed slopes and to wise noted, effective stress parameters are implicit. correction of existing landslides. Ideally, failure is represented by factor of safety values less than one, and stability is represented by values greater PHILOSOPHY OF DESIGN than one. The geotechnical engineer must be aware that the safety factor for a given slope depends heavily on the There are several basic considerations in the design of stable quality of the data used in the analysis.
    [Show full text]
  • SEACAP 21/004 Landslide Management
    SEACAP 21/004 Landslide Management Remedial Measures: Construction Practice SEACAP 21/004 Landslide Management 9.1 Spoil Management 9.2 Cut and Fill Slopes 9.3 Drainage 9.4 Wall Construction 9.5 Site Safety SEACAP 21/004 Landslide Management 9.1 Spoil Management: Sources of Spoil During Road Operation From landslides onto the road or into the side drain From streams that discharge debris onto the road or block culverts From road improvement works, including road widening, slope improvement or wall reinstatement, where the excavated material is not re-used as fill SEACAP 21/004 Landslide Management Many landslides below the road are triggered or made worse by spoil dumping SEACAP 21/004 Landslide Management Spoil Management: Preferred Spoil Dumping Locations: However, in many mountain areas these locations are often uncommon SEACAP 21/004 Landslide Management Spoil Management: Where not to dump spoil SEACAP 21/004 Landslide Management SEACAP 21/004 Landslide Management Below road gabion retaining wall largely destroyed by spoil tipping SEACAP 21/004 Landslide Management Spoil Management: Constructing and Reinstating a spoil slope Remove existing vegetation Remove and stockpile topsoil Bench the slope to key the spoil wedge (if on sloping ground) Decide whether a toe wall or check dam is required to support spoil (if on sloping ground) Preferably compact the spoil in layers Compact the final surface layer to reduce erosion Spread topsoil and plant (bio-engineering Theme 10) Prevent road and other drainage from flowing over
    [Show full text]
  • Rock Engineering of Cut Slopes to Provide Resilience, Muldoon's
    INTERNATIONAL SOCIETY FOR SOIL MECHANICS AND GEOTECHNICAL ENGINEERING This paper was downloaded from the Online Library of the International Society for Soil Mechanics and Geotechnical Engineering (ISSMGE). The library is available here: https://www.issmge.org/publications/online-library This is an open-access database that archives thousands of papers published under the Auspices of the ISSMGE and maintained by the Innovation and Development Committee of ISSMGE. The paper was published in the proceedings of the 12th Australia New Zealand Conference on Geomechanics and was edited by Graham Ramsey. The conference was held in Wellington, New Zealand, 22-25 February 2015. Rock engineering of cut slopes to provide resilience, Muldoon’s Corner realignment, Rimutaka Hill Road, Wellington P. Brabhaharan1, FIPENZ and D. L. Stewart2, MIPENZ 1Opus International Consultants Limited, P O Box 12-003, Wellington, New Zealand; Tel +64-4-471 7842, Fax +64-4-471 1397 email: [email protected] 2Opus International Consultants Limited, P O Box 12-003, Wellington, New Zealand; Tel +64-4-471 7158, email: [email protected] ABSTRACT A 1 km section of state highway on the important Wellington-Wairarapa link was realigned to improve safety, travel time and route security. The realignment of this section known as the Muldoon’s Corner is located in the mountainous Rimutaka Hills, and involved the construction of up to 55 m high cuttings, up to 45 m high reinforced soil embankments and retaining walls. The rock cuttings were formed in highly fractured Wellington Greywacke rocks comprising sandstone and argillite. Early in the investigation phase, the engineering geology reconnaissance and mapping identified fault zones and a potential evacuated landslide which may have been triggered by past earthquakes.
    [Show full text]