Preliminary recommendations Preliminary recommendations based on obser - PDF document

1 Preliminary recommendations Preliminary
Preliminary recommendations Preliminary recommendations based on observations of based on observations of existing sites:existing sites:Preliminary Maintenance RecommendationsPreliminary Maintenance RecommendationsMonthly visits during snowmelt

2 period and raining seasonSite visits af
period and raining seasonSite visits after each severe rain eventA site visit should be conducted before the snowmelt period to address damages and winter months Modes of Distress Modes of Distress to Observe:to Observe:loose tirescorrosion of

3 baling wires and/or gabion wiresundercu
baling wires and/or gabion wiresundercutting of balespresence of tension cracks behind the walls Probable causes and recommended actions for each mode of distress are presented in the Final Report Recommendations On Placing of Gabion WireReco

4 mmendations On Placing of Gabion Wire St
mmendations On Placing of Gabion Wire Stitching:Continuous wrapping of first two tire bale layers (red): 6- to 8-in overlap 6 in 6 in 6 in Stitches Challenges During ConstructionChallenges During Construction Specified pile configuration: Prob

5 lem encountered:Constructed Head-Structu
lem encountered:Constructed Head-Structure: Estimated Initial Cost for 20Estimated Initial Cost for 20--ft Tire Bale Sectionft Tire Bale Section Cost CategoryCost CategoryRT 82-SC vibratory trench rollerPiles (angle iron L 5x5x3/4)$ 14,255.24$

6 14,065.33 Two structures were built:Two
14,065.33 Two structures were built:Two structures were built:• One head structure• One side structureConstruction lasted 2 weeksConstruction lasted 2 weeks(May 10 to 24, 2010)Flowcharts describing the sequence Flowcharts describing t

7 he sequence of construction were created
he sequence of construction were created and of construction were created and presented in the report submitted to presented in the report submitted to the NMDOTthe NMDOT Field Demonstration Facility at EMRTCField Demonstration Facility at EMRT

8 C Durability will be determined by evalu
C Durability will be determined by evaluating resistance to:Durability will be determined by evaluating resistance to: FDF Instrumentation Soil moisture probes@ B/3 interval. their stability is will need to buy more cable to link each probe to

9 the data logger at a cost of Construct
the data logger at a cost of Construction of the Field Development FacilityConstruction of the Field Development FacilityWe have started working on the design of the stabilized soil layer on top of the tire bales for the FDF. Some relevant qu

10 estions to be addressed are:•How do
estions to be addressed are:•How does the stabilized soil adhere to the geo-membrane; •how does the geo-membrane adhere to the tire bales; •what frictions are involved; •how impermeable and fire resistant is the structure; a

11 nd • does the structure become encl
nd • does the structure become enclosed enough to warrant specific fire codes? TireTire--Bale PropertiesBale Properties•Dimensions of tire-bales (l×w×d) = 1.5m (5 ft) x 1.5m (5 ft) x 0.75 m (2 ½ ft)•Nominal bulk unit weight,

12 = 4.7 kN/m3•Young’s modulus,
= 4.7 kN/m3•Young’s modulus, E = 900 MPa•Angle of inter-bale friction, b = 35° and •Hydraulic conductivity through length, kb = 0.03 m/s Earthwork at the FDF siteEarthwork at the FDF site Selection of Tire baleSelection

13 of Tire bale 33--D PlotD Plot ContoursCo
of Tire bale 33--D PlotD Plot ContoursContours -181-171-161-151-141-131-121-111-101-91-81-71-61-51-41-31-21-11-19192939495969798999109119129 -40-20020100 8 10 10 10 11 12 11 11 -0 -1 -1 -1 -1 -1 -1 -1 -1 -0 -1 -5 -8 -1 -1 -1 -1 -0 -1 -1 -1 -1 -

14 0 -0 -1 -0 -0 -6 -8 -5 -0 -0 -0 -0 -0 -0
0 -0 -1 -0 -0 -6 -8 -5 -0 -0 -0 -0 -0 -0 -0 -6 -6 -6 -0 -0 -0 -1 0 -0 -1 -1 -1 0 -0 1 3 0 1 -0 4 1 0 -1 -0 -0 -0 -0 0 0 -0 -0 -1 -1 -0 1 3 1 0 0 -0 -0 0 -0 0 0 0 -0 -0 -1 0 2 1 0 1 0 0 0 -0 1 1 1 0 1 PlotsPlots -181-171-161-151-141-131-121-111-

15 101-91-81-71-61-51-41-31-21-11-191929394
101-91-81-71-61-51-41-31-21-11-19192939495969798999109119129EAST WEST 100110120130SOUTH NORTH CoordinatesCoordinates XYZXYZXYZ-1721307.950-20-7.68-5.650.07-150809.85-8-20-5.28070-150609.88-10-20-0.0911.187-0.36-148409.85-20-20-0.3332.867-0.42-1

16 652010.95-30-20-0.1562.97-0.74-1811012.2
652010.95-30-20-0.1562.97-0.74-1811012.2-30-10-0.43103.57-0.54-181511.32-300-0.2310220-0.48-181010.62200-0.19108.51600.69-111.40-0.3820-10-0.361001302.85-59.80-0.9410-10-6.48-621300.95-500-0.610-10-6.48-63.1800.435000.61-8-10-5.78-48.1600.260.8

17 -10-10-0.125-61.820-0.330.83-20-10-0.24-
-10-10-0.125-61.820-0.330.83-20-10-0.24-51.2320-0.180.96-200-0.14-33.48200.220.96100-0.76-1820-0.140.71000-12.33200.120.11-100-0.28-6.4200.360.64560-1.060200.08-4.821040-1.089.1620-0.22-8.171270-0.7831.7220-0.380.5313250.1259.7420-0.580.6312220

18 -0.1460.2600.10.99128601.0859.571301.731
-0.1460.2600.10.99128601.0859.571301.731.271251303.41-43.231301.020.46-991300.33-31.55800.420.63-109.73801.11-27.49600.51.02-101.860-0.27-10400.175000.8-120.3203.850400.14500-0.8-109.5100.50600.3300-0.48-109.8850.3734.0760-0.3230-10-0.41-605-0.

19 7541.421300.8330-20-0.75-43.75-0.3-36.41
7541.421300.8330-20-0.75-43.75-0.3-36.41300.920-20-0.46-29.275-0.07-10800.5810-20-0.47-13.075-0.060800.278-20-6.41-8.545-0.0801300.84 Topcon GTSTopcon GTS--230W Total Station230W Total Station Slope StabilitySlope StabilityLimit equilibrium ana

20 lysis of the slope by using Slide comput
lysis of the slope by using Slide computer program shows that there is no chance of slope failure for the assumed material properties and applied forces. Uplift Pressure and AnchorsUplift Pressure and AnchorsThe goal is to avoid developing extr

21 a pore water pressure behind and beneath
a pore water pressure behind and beneath the structure, though the weights of the structure and the soil cover are enough to resist against uplift pressure. However, the anchors (short piles) are designed to carry 50% of the uplift force when t

22 here is no soil cover on the structure.
here is no soil cover on the structure. In this case, each anchor is designed for a pullout force of 24 kN. For the assumed soil parameters, six 5” x 5” angle embedded 12 ft into the soil will be sufficient. native soil unit weight.

23 N/m, kN-m/m, kN-m/m Travel Distance vs T
N/m, kN-m/m, kN-m/m Travel Distance vs Travel Time Travel Distance vs Travel Time The relationship between the travel distance and travel time of water for different water heads on the soil by using this equation. Geomembrane LengthGeomembrane

24 LengthGeomembrane length is estimated b
LengthGeomembrane length is estimated by approximate travel distance of water using the following equation Where d = travel distance; k = hydraulic conductivity; t = travel timen = porosity and H = Head of water Optimum water content, long-te

25 rm structural and geotethat tire-bale st
rm structural and geotethat tire-bale structures have long-term structural and geotechnical stability • pyramid shaped• covered with native soil compacted 12” layers• Steel wire-mesh to increase stability• To avoid deve

26 loping any extra pore water pressure beh
loping any extra pore water pressure behind and beneath the structure, a combination of an impermeable layer of geomembrane and a thin layer of non-expansive clay will be used. The topsoil will be treated with 10% cement. Coefficient of Permeab

27 ilityCoefficient of PermeabilitySample T
ilityCoefficient of PermeabilitySample Test Coefficient of Permeability (cm/sec) EMRTC-1 Falling Head 4.23 x 10-5 EMRTC-2 Constant Head 2.33 x 10-2 EMRTC-3 Falling Head 2.44 x 10-5 EMRTC-4 Falling Head 3.64 x 10-4 EMRTC-5 Constant Head 4.76 x 1

28 0-3 method is better for soils with lowe
0-3 method is better for soils with lower The Standard Proctor Compaction test is important for determining the optimum This test was performed according toch drop, three layers, and 25 blows per Sample Content (%) Density (kN/m EMRTC-1 10.0

29 19.4 EMRTC-2 11.75 19.1 EMRTC-3 12.3 18.
19.4 EMRTC-2 11.75 19.1 EMRTC-3 12.3 18.7 EMRTC-4 13.0 19.0 EMRTC-5 13.3 18.5 Atterberg LimitsAtterberg LimitsThe liquid and plastic limits of a soil describe the phase relationships, and are important for classifying the soil. The tests here

30 follow ASTM D4318-05. Two of the five E
follow ASTM D4318-05. Two of the five EMRTC samples contain too much sand to obtain liquid and plastic limits, which considered as non-plastic (NP). Sample Limit Limit Plasticity EMRTC- 1 16.4 20.5 4.1 EMRTC- 2 16.3 21.4 5.1 EMRTC- 3 14.8 19

31 .4 4.4 EMRTC- 4 NP NP NP EMRTC- 5 NP NP
.4 4.4 EMRTC- 4 NP NP NP EMRTC- 5 NP NP NP 2.72), but vary widely Specific Gravity EMRTC-1 2.645 EMRTC-2 2.639 EMRTC-3 2.675 EMRTC-4 2.715 EMRTC-5 2.673 It shows, the particles found in the samples are often larger than 3/8”, and this por

32 tion of each sample was removed before s
tion of each sample was removed before sieving. A picture was taken of each sample after this portion was removed to record the general size and quantity of this Gradation analysis is necessary for classifying any soil; this classification

33 is important for inferring certain basic
is important for inferring certain basic physical and engineering properties of the �soil. All five samples tested are coarse-grained (USCS, 50% retained on No. Particle Size DistributionParticle Size DistributionSieve Maximum Grain Si

34 ze (mm) 3/8” 9.51 No. 4 4.76 No. 16
ze (mm) 3/8” 9.51 No. 4 4.76 No. 16 1.19 No. 40 0.42 No. 100 0.149 No. 200 0.074 Gradation analysis was done following Task 5 : Standard Laboratory TestsTask 5 : Standard Laboratory TestsSite Average Water EMRTC 5.20 The average water co

35 ntent of the soil samples taken from the
ntent of the soil samples taken from the EMRTC site LocationLocation results of which will be included in the next report. Exposed tire bale surface treatment (stabilized soil, cement kiln dust) for the ft x 20 ft Flume Data Logger Flow Tire

36 bale structure Gabion Baskets to be con
bale structure Gabion Baskets to be constructed by an industry Field Development Facility (FDF) In order to implement new standards, specifications, design and Construction two tire bale structures will be constructed and studied. The site is

37 a developing arroyo situated west of M M
a developing arroyo situated west of M Mountain. Create a filter bedToxics may leach from wet soil with certain levels of pH value. It has also been observed that iron and manganese migrate away from the Createfiltrationadditionthatfiltration

38 andfromwillinsurefromdownstreamabsorptio
andfromwillinsurefromdownstreamabsorption.couldstonebasketsendandCreate for the upstream pathways, etc.Water can accumulate behind the structure and cause non-also cause the structure become Use geosynthetic products including geodrains, geosyn

39 thetic-wrap around revetments, and drain
thetic-wrap around revetments, and drainage products to divert water from eroding soil from the back side of the tire bale structure or Create between Place one tire Minimizes the flow of oxygen and water through the structure and decreases exo

40 thermic reactions and water retention It
thermic reactions and water retention It decreases upper level erosion that causes tensile cracks.Use a 12 inch thick layer of a cohesionless material such as sand or manufactured stone sand to cushion between successive layers of tire bales an

41 d a spacing of at side by side for the
d a spacing of at side by side for the placement of a soil filler material. The purpose is to increase compaction using vibratory rollers. Bales in in Closed Air or any roofed or completely closed If it is necessary to store tire bales in a c

42 losed or partially closed being stored.
losed or partially closed being stored. Additionally, the same authorities need to be notified when the storage doesn't exist. TABLE 3 Distress Modes of Tire Bale Structures used for Erosion Control – Overview s by repairing wire wrap or

43 pouring highw/c concrete into bale, per
pouring highw/c concrete into bale, perform local repair on gabion wireIf possible: replace baling wire &/or gabion monitor structure in region for possible deformation.Minor undercutting; fill with native soil/gravelplace another row of tire-

44 balesExcavate fill & recompact; monitor
balesExcavate fill & recompact; monitor structure for movementcheck soil behind structure for increased water flow (surface or subsurface) TABLE 3 Distress Modes of Tire Bale Structures used for Erosion Control – Overview Possible Loss of

45 Int from flood event; deformation of t
Int from flood event; deformation of tire-bale structure terminationfill; translation of wallRotation of wall due to either undercutting at base course or buildup ofHydrostatic Pressure behind structure TABLE 3 Distress Modes of Tire Bale St

46 ructures used for Erosion Control - Obse
ructures used for Erosion Control - Observed DistressLoose tires in drainage basinShifting of one row of bales with respect to the row immediatelybelow TABLE 2 Literature Review Recommendations for Tire-Bale – Overview (cont.).the stream

47 bed and downstream of thestructureCould
bed and downstream of thestructureCould include, small stone gabion baskets Could include, Geodrains, Geosynthetic-Wrap around Revetments, &Drainage Products to divert water frstructure or allow water to accumulate behind the structure cumulate

48 behind the structure &#x/MCI; 18;&#
behind the structure &#x/MCI; 18;&#x 000;&#x/MCI; 18;&#x 000;for placement of soil filler maSand or manufactured stone sand are suggested (Zornberg,Storage in a closed or partially closed ai r the area & soil conditionsCreate Soil Laye

49 ring between tire-bale rowsPlace tire-ba
ring between tire-bale rowsPlace tire-bales in Open Air StorageTABLE 2 Literature Review Recommendations for Tire-Bale – Overview (cont.). TABLE 2 Literature Review Recommendations for Tire-Bale - Overview. Best Practicesr the area & soi

50 l conditionsCreate Soil Layering between
l conditionsCreate Soil Layering between tire-bale rowsPlace tire-bales in Open Air Storage and Tire bale is performed in accordance with the Federal Highway Administration (FHWA) An erosion control structure, 200-ft long and 5 feet and 7.5 fee

51 t�angle ( 45) are considered for
t�angle ( 45) are considered for the LCCA. ItemMaterial Cost Fabrication, Handling, and StorageTransportation (estimate for 100-mi transport)On-site HandlingClass A geotextile between soil and tire balesWire Mesh, materials and laborSte

52 el cable, 3/8”, materials and labor
el cable, 3/8”, materials and laborSteel Angle x 3/8”, materials and Avg Adjusted for NM Cost ($/cy)0.80/LF LF Cost ($) Case 1: 5ftCost ($) Case 2: 7.5 ft Cost comparison between two options Feasible Options Campbell River, British (

53 http://www.goodinghyd Gabion Baskets (
http://www.goodinghyd Gabion Baskets (http://www.tirebaler.co placement of well-graded stones over the sloping bank after the surface has been stabilized, compacted, and baskets (rectangular wire baskets filled with rocks) along the embankme

54 nt.which are formed by pouring a layer o
nt.which are formed by pouring a layer of concrete on the which consist of the stacking of gabion baskets along the Value FutureValue Present alternative to be considered will be further investigated. A summary of the Task 3 – Life Cycle

55 Cost Analysis of Alternative Methods In
Cost Analysis of Alternative Methods Installation of rolled erosion control product (Honnigford 2008) “No-Fines” concrete as erosion control system (a) pores retain sludge and seeds, promoting vegetation growth (b) completed product

56 (Huang and Yu 2007) (http://www.concrete
(Huang and Yu 2007) (http://www.concretelayer.com) and revetment (http://www.core-loc.com) Retaining Structure Composed of Gabion Baskets Task 2 - Available options for erosion control and bank (http://www.goodinghydrology.com). Typical sack r

57 evetment (Biedenharn et al. Constructio
evetment (Biedenharn et al. Construction DetailsConstruction Details (contd.)(contd.) Construction DetailsConstruction Details B - Latest failure August 2008A - Initial failure July 2008Sheet flowTributary flow pushed main stream flow'uphill'

58 on road to get behind tire ball wall Tir
on road to get behind tire ball wall Tire bale basinNatural basin Main stream flowTire bale wallTire bale wall Drainage basin for tire bale structure on NM 143 Recent heavy rains have infiltrated the soil behind both the east and west tire bale

59 embankments and NM 143 StructureAt the
embankments and NM 143 StructureAt the end of July, 2008, a failure occurred at the NM143 site, near Deming, two months after installation. Distress observedDistress observedTire bale structures at Winston and Hillsboro sites have performed

60 well against several large floods. The e
well against several large floods. The exposed structure (NM 52, MP 27.2) measured 228’0” when the survey points were installed in June/July , 2008. In December the exposed structure measures 352’0” following the wet monsoon

61 season New Mexico experienced last year
season New Mexico experienced last year.In addition to the exposed bales was a scour at the end of the structure measuring 6’0”x 6’0”x 5’0” and tensile cracks on the upper level of the exposed bales. The Last Sur

62 vey Point placed in June/July measuring
vey Point placed in June/July measuring 129’0” 1. Three erosion control projects on NM 52 mileposts 26.7, 27.2 & 27.75 at Winston in 2003-2004 to mitigate the significant erosion after heavy runoff and flood of the arroyo that runs pa

63 rallel to the highway endangering NM 52.
rallel to the highway endangering NM 52.2. On NM 152 milepost 47.7 in Hillsboro built during 2004-2005 to stabilize the east bank of the arroyo that runs almost perpendicular to the highway. 3. On NM 143 in District 1 near Deming.Others atOther

64 s at1. District # 5 North of Espanola at
s at1. District # 5 North of Espanola at Dixon mile post 2.02. District # 6 on US 550 by Parsons Brinkerhoff.District # 1Tire bale Projects in New MexicoTire bale Projects in New Mexico Field EvaluationField Evaluation they can get scrubbed off

65 footing is usually precariousthe averag
footing is usually precariousthe average is Field Evaluation of Existing StructuresField Evaluation of Existing Structures also, GPS coverage is not it is Phone Survey Phone Survey –– What Other What Other States are DoingStates ar

66 e Doing Summary –•The body of
e Doing Summary –•The body of experience is relatively small, and very mixed. A lot of bad press seems to come from poor initial design and bad quality control in the baling process. One conclusion to be drawn is that the eventual unb

67 aling concern must be actively addressed
aling concern must be actively addressed – such as by using gabion wire to encase the structure (like we do here!) Phone Survey Phone Survey –– What Other What Other States are DoingStates are Doing •Over 60% of states do no

68 t use tire bales, and do not plan to
t use tire bales, and do not plan to•This mainly due to either lack of interest, previous bad experience, or rumors of other sates’ problems•Some states (i.e., Alaska) don’t recycle tires at all•A few states have pilot

69 projects•Pilot programs exist in Te
projects•Pilot programs exist in Texas, Wyoming, Montana, and California – results are good so far•Cuyahoga County in New York has used them as road base•A pilot program sponsored by Goodyear in Arizona in the 90s was succes

70 sful, but no other work has been doneA p
sful, but no other work has been doneA private company in Hawaii encases tire bales in concrete for use as walls Phone Survey Phone Survey –– What Other What Other States are DoingStates are Doing they were unstable and During transp

71 ort, site storage and placement in const
ort, site storage and placement in construction works tire bales shall never be lifted by the tie-wires. The use of a ‘loggers-clam’is recommended for this purpose. It is also recognized that a conventional backhoe bucket or forklift

72 , where in construction works so as to m
, where in construction works so as to minimize their exposure to sunlight and thus their potential degradation due to UV-exposure.Tire bales shall be transported, stored on site such thatany stack so formed is stable. Wood bolsters under the

73 first layer front face of the stack as a
first layer front face of the stack as anso as to form a stretcher bond pattern.The placement of tire bales in construction should be such ction of maximum confinement. e-wires. The use of a ‘loggers-clam’is recommended for this purp

74 ose. It is alsobucket or forklift can b
ose. It is alsobucket or forklift can be successfully used, but care is ze their exposure to sunlight and thus their potential degradatioarranged so as to ensurestability of the e first layer of bales should be used to help lay back a stretch

75 er bond pattern The tires will be stacke
er bond pattern The tires will be stacked in the baler using a herring-bone arrangemload. This process shall be repeated until the requisite numberof tires has been e bale such that they are approximately parallel around the perimeter of the b

76 ale measured across the ceedimensions sh
ale measured across the ceedimensions shall be Provision shall be made for compressing tires in stages in orderto build up under maximum compression. These shall comprise Jamlock™galvanized mm (tensile strength 1500N/mm²to 1700 N/mm²).

77 Operator shall be equipped with personal
Operator shall be equipped with personal protective equipment (PPE) appropriate to the site on which the tires are handled.As a minimum, operators will be supplied withsteel toe capped boots, hard hats andeto sunlight and thus their Tires rece

78 ived for baling shall be inspected prior
ived for baling shall be inspected prior to incorporation into bales.contaminated condition.If tires are not in st either be rejected or cleaned using a process appropriate to the form of contamiinforcing material shall be rejected for Tires sh

79 owing signs of embitterment and crumblin
owing signs of embitterment and crumbling of the wall orother forms of deterioration shall be rejected. allowing the Texas Department of Transportation – 2002that the use of tire bales instead of the original soil slope had improved the f

80 actor Literature survey demonstrates th
actor Literature survey demonstrates that the permeability of tire-bale barriers can change continuously and eventually turn it impermeable. In addition tore-bale structures will be constructed for field demonstration of some of the critical d

81 rainage parameters, which were never stu
rainage parameters, which were never studied demonstration facility (FDF) would be very useful to provide data on how permeability truct the FDF. Soon a trip will be organized for the NMDOT Program On the basis of the proposal, a Master Test P

82 lan is developed describing who performs
lan is developed describing who performs what type of tests and when. Planning and ControlPlanning and Control StepSection ActivityPersonTime frame14.2.1Collection of info. By telephone/email Nebraska and AbroadAshok1-3 monthUS States (excludi

83 ng Nebraska)Andrew1-3 month24.2.2Availab
ng Nebraska)Andrew1-3 month24.2.2Available options for erosion control and bank stabilizationClaudia1-3 monthCompletion of the tables 1 and 234.2.3Life Cycle Cost Analysis Ashok4-6 monthEnvironmental Impact Assessment and Land scapingConsultant

84 1-24 month44.2.4Monitor Existing Drawing
1-24 month44.2.4Monitor Existing Drawings4.2.4.1Identify and correlate topographical features to the location of the tire bale structuresAndrew+Bruce4 month4.2.4.2Prediction of time history of subsidence and lateral deformation Andrew+Razavi5

85 monthField data collection and reduction
monthField data collection and reduction and correlation to the construction drawingsAndrew+Claudia6-24 month54.2.4Construct4.2.5.1Site selectionAshok+Bruce1 month4.2.5.2Selection of tire bale system (Complete the table 3)Ashok+Claudia7 month4.

86 2.5.3Standard laboratory testRazavi + Br
2.5.3Standard laboratory testRazavi + Bruce2-6 month4.2.5.4Tire bale characteristicsRazavi8 month4.2.5.5Development of design methodologyRazavi + Ashok5-24 month64.2.6Develop a analytica procedureRazavi + Ashok10-24 month4.3Deliver a set standa

87 rds, specifications and design/construct
rds, specifications and design/construction guidelinesAshok+Andrew16-24 month4.4Implementation4.4.1HandbookAndrew+Claudia22-24 month4.4.2Multimedia PresentationAshok+Bruce+Razavi22-24 month Planning and ControlPlanning and Control Construct tw

88 o tire bale structures in The Managemen
o tire bale structures in The Management ApproachThe Management Approach NMDOT has completed five projects using tire bales for bank stabilization and “Can tire-bales be used as a cost effective alternate fill material for erosion Stand

89 ards for TireStandards for Tire--bale Er
ards for TireStandards for Tire--bale Erosion bale Erosion Control and Bank Stabilization Control and Bank Stabilization Project: Engineering Validation of Project: Engineering Validation of Existing Practice and Existing Practice and Implement