Piling Industry Canada June 2020 issue

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Issue 1 • 2020 Calibration of P-Y curves using lateral load test results in cohesive and cohesionless soils for large-diameter Piling Industry Canada drilled shaft

PIC

ECA Brings new klemm drilling rigs to the u.s. and canadian markets

magazine

burke keeps first pile driving project straight with rtg piling rig www.pilingindustrycanada.com

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In this issue EQUIPMENT PROFILE

ECA brings new KLEMM drilling rigs to U.S. and Canadian markets 6

PIC

Piling Industry Canada PILING INDUSTRY NEWS

Filling the gap: New LTM 1160-5.2 joins new location in Texas from Canadian company Irving Crane 8

magazine

DFI Educational Trust announces the establishment of the Clyde N. Baker, Jr. Foundation Engineering Scholarship Fund 11

features Calibration of P-Y curves using lateral load test results in cohesive and cohesionless soils for large-diameter drilled shaft 12

Burke keeps first pile driving project straight with RTG piling rig 24 An innovative redesign beneath the surface: The LRB 355 28 When once round the world just isn’t enough 29 Index to advertisers 30

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4 PIC Magazine • June 2020

equipment Profile

ECA brings new KLEMM drilling rigs to U.S. and Canadian markets The KR 806-4GM is ideal for installing heavy double heads for drilling in rotary/rotary percussion mode and in rotary drum mode, in addition to the use of hydraulic hammers.

Equipment Corporation of America (ECA) has begun distribution of two new drilling rigs introduced to the North American market at CONEXPO-CON/AGG 2020 by KLEMM Bohrtechnik. The KR 806-4GM and the KR 801-3GS are the two newest additions to this line of anchor and micropile drilling rigs.

The KLEMM line of rigs are ideal for a wide range of drilling and ground improvement applications, including micropiles, jet grouting, tieback anchors, dual rotary drilling, and soil nail walls. These compact rigs are best known for delivering “unstoppable” dynamic power and offering a wide range of drill mast positions that can be operated via remote control or on a machine-mounted control panel.

The KR 806-4GM represents a step down 6 PIC Magazine • June 2020

in weight class from the KR 807-7 Series.

The rig contains a newly developed kinematics system and a patented MAG 6.1 drum magazine, which represents an upgrade to the MAG 7.0. The KR 806-4GM is ideal for installing heavy double heads for drilling in rotary/rotary percussion mode and in rotary drum mode, in addition to the use of hydraulic hammers. The new kinematics system allows the rig to hold a magazine load of up to 1,100 kilograms (kg), casings of up to 178 millimetres (mm) in diameter, and pipe pairs of up to 3,000 mm in length.

The design of the KR 801-3GS is especially compact. Its reinforced boom assembly offers flexibility and enough load-carrying capacity for the operation of moderately heavy drill head units of the KH and KD range in conjunction with a maximum usable rod

length of 4,000 mm. Various drill masts are available as well to match a variety of applications. The KR 801-3GS is also a product of KLEMM’s special focus on generating more engine power, greater pump output, power sharing, and energy efficiency.

“KLEMM continues to innovate new rigs in response to our customers’ changing needs in the field,” says Jeff Harmston, vice-president, sales and marketing. “These two new machines are a reflection of that so we expect strong sales and rental demand among ECA’s customers in the U.S. and Canada.”

ECA has been a leading supplier of foundation construction equipment in the Eastern United States and Eastern Canada for more than a century. We are the exclusive distributor for BAUER Drilling Rigs, KLEMM Anchor and Micropile Drilling Rigs, RTG Piling Rigs, and BAUER MAT Slurry Handling Systems. We also distribute HPSI Vibratory Pile Hammers, WORD International Drill Attachments, Dawson Construction Products, ALLU Ground Improvement Equipment, Pile Master Air Hammers, DIGGA Dangle Drills, and KB International synthetic polymer slurry. ECA offers sales, rentals, service, and parts from nine facilities throughout the Eastern U.S. and Eastern Canadian Provinces. Visit ecanet.com for the latest information on our ever-improving specialty foundation equipment solutions. l

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Piling Industry News

Filling the gap

New LTM 1160-5.2 joins new location in Texas from Canadian company Irving Crane

LTM 1160-5.2 (right) joins LTM 1130-5.1 (left) and LTM 1250-5.1 at the new location of Irving in Texas.

Irving Equipment’s newest crane services branch out of Wallisville, Texas, United States. In addition to 10 employees, a brand new LTM 1160-5.2 from Liebherr is now taken into service at the new depot. Irving will serve the petrochemical market in the region with the taxi crane.

Having long-term experience with its predecessor LTM 1160-5.1, the new Liebherr All Terrain was the logical choice for Irving.

The new branch of Irving in Texas opened mid-way through 2019. The new LTM 1160-5.2 joins the fleet in Wallisville, where LTM 1250-5.1 and a LTM 1130-5.1 units are already running, both having been purchased for this depot last year. All three mobile cranes are used in the niche market of serving the local industrial contractors in the petrochemical market on a taxi crane basis.

Versatility is king Being new in the area, Irving needs a fleet of flexible all terrain cranes.

“We decided on the 190 US-t LTM 1160-5.2 machine because it nicely filled the gap between our 300 US-t and 155 US-t Liebherr machines,” Gabe Strybos, location manager in Wallisville, explains. “We have owned an LTM 1160-5.1 in the past and that size range is a great combination of portability, strength, and reach. The improvements made with the new LTM 1160-5.2 model suited our needs perfectly. First, the narrower carrier improves on-thejobsite maneuverability, which can often win or lose you the job in the taxi market. Sitting a bit further away may end up requiring a 220-250 US-t class machine. Next, both the Vari8 PIC Magazine • June 2020

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Besides the new LTM 1160-5.2, which was introduced to the world market at the 2014 Conexpo in Las Vegas, Irving also runs two Liebherr Rough-Terrain Cranes at its new location. The LRT 1090-2.1 and the LRT 1100-2.1 are two more points for the Canadian crane company to stand out from other offerings in the region.

“Irving has been in the crane industry for more than 60 years,” Strybos says. “We’ve been fortunate to have great relationships with our manufacturers. Liebherr makes a great product, and the LTM product line speaks for itself. Equally important to us ONTARIO is the service after the sale − we don’t take 3320 Miles Road, RR#3 the equipment purchasing process lightly, Mount Hope, Ontario so long-term support is key for us. This is L0R 1WO why we’ve chosen Liebherr here as manuLocal: (905) 679-6999 facturer.”

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Piling Canada Industry News

DFI Educational Trust announces the establishment of the Clyde N. Baker, Jr. Foundation Engineering Scholarship Fund The Deep Foundations Institute (DFI) Educational Trust, the charitable arm of DFI, announces the establishment of the Clyde N. Baker, Jr. Foundation Engineering Scholarship Fund.

The fund, which honors Baker’s contributions to the deep foundations industry, will provide scholarships to students enrolled full-time in an undergraduate or graduate civil engineering program at any accredited college or university in the United States. Recipients must demonstrate academic merit, an interest in foundations engineering and financial need.

Clyde N. Baker, Jr., P.E., S.E., is retired after a successful career as senior principal engineer at STS Consultants and later as a senior consultant at GEI Consultants, in Vernon Hills, Illinois. During his career, he served as a geotechnical engineer or consultant on several of the tallest buildings in the world, including four of the tallest in Chicago (the Willis Tower, known as the Sears Building, Trump International Hotel & Tower, the John Hancock Center, and the Amoco Building), as well as Petronas Twin Towers in Malaysia, Taipei 101 in Taiwan and Burj Khalifa in Dubai. He also worked as a consultant on several supertall buildings, including the Spire in Chicago, Doha Convention Center Tower in Qatar, and Incheon 151 Tower in Korea.

Baker was a leader in using in-situ testing techniques correlated with past building performance to develop more efficient foundation designs. In the Chicago soil profile, this facilitated economical use of belled caissons on hard pan for major structures of 60 to 70 stories, which normally would have required extending caissons to rock at significant cost premium.

Baker is the recipient of DFI’s Distinguished Service Award; ADSC’s Outstanding Service Award; ASCE’s Thomas A. Middle-

brooks, Martin S. Kapp and Ralph B. Peck awards; the 2007 ENR Award of Excellence; and ASCE’s Opal Lifetime Achievement Design Award. He received the Washington Award, a prestigious award conferred upon an engineer whose professional attainments have preeminently advanced the welfare of humankind, and was chosen by the GeoInstitute of ASCE to present the Terzaghi Lecture in 2009.

Baker received his B.S. and M.S. degrees in civil engineering from Massachusetts Institute of Technology and a B.S. degree in physics from William and Mary College in Williamsburg, Virginia.

Bernie Hertlein, DFI Educational Trust trustee and a senior consultant at GEI Consultants, is leading the fundraising drive to raise contributions to the fund.

Donations to the Clyde N. Baker, Jr. Foundation Engineering Scholarship Fund can be made online at www.dfitrust.org.

Contact Emilio S. Fandino, trust administrator, (973)-423-4030, efandino@dfi.org for more information.

About DFI Educational Trust: The Deep Foundations Institute Educational Trust (www.dfitrust.org) is an independent, 501 (c) (3) nonprofit organization established in 2006 by the Deep Foundations Institute (DFI) as its charitable arm. The mission of the Trust is to support and encourage individuals in the fields of study related to the deep foundation industry by providing scholarships and opportunities to meet and work with deep foundation industry leaders. l Piling Industry Canada • June 2020 11

Calibration of P-Y curves using lateral load test results in cohesive and cohesionless soils for largediameter drilled shaft

By Riad Diab, PE, PEng, PhD; Louis D’Amours, PEng, M.Sc.A; and Taravat Kashi Ghandi, Eng, M.Eng., SNC-Lavalin, Montreal, Quebec Edited by William F. “Bubba” Knight, Fugro Loadtest, Gainesville, Florida Introduction The Réseau Électrique Métropolitain (REM), a $6.5-billion Design-Build project, is being constructed by a Joint Venture led

by SNC Lavalin partnering with Aecom and SNC Lavalin as the lead design firms. REM is a fully automated light rail transit (LRT) proposed by the Caisse de dépôt et placement du Québec (CDPQ) Infra. The 67-kilometre (km) REM, serving major Montreal, Canada metropolitan areas, will be one of the world’s largest automated transportation systems.

Over 25 km of the alignment will be constructed on an elevated structure founded on over 650 single drilled shafts socketed into rock. To optimize drilled shaft design, three full-scale Osterberg Cell bidirectional static load test and two lateral load tests were performed. The axial tests were discussed in the previous PIC edition, published in December 2019. The subject of this paper is the lateral testing. A brief description of the project, the lateral testing construction procedure, and the results and analysis will be provided herein.

Figure 1. REM project alignment.

12 PIC Magazine • June 2020

The REM, Figure 1, consists of four segments: South Shore (SS) crossing the St. Lawrence River on the new Champlain Bridge • Deux Montagnes (DM) segment • Sainte-Anne-De-Bellevue (SADB) segment • Montreal-Pierre Elliott Trudeau International Airport segment.

Site geologic conditions The general geology of the alignment consists of a till deposit overlying the bedrock at varying depths (two to 17 metres

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[m]). While much of the till’s overburden soils are granular, pockets of Champlain Sea clay, deposits up to nine metres thickness are encountered, mostly along segment SADB. Limestone, dolomite and shale are the main rock formations along the REM alignment.

Objectives and methodology In many cases, particularly when the lateral structural loads are large, the design of drilled shafts is controlled by the lateral resistance provided by lateral support from surrounding soils and, depending on the soil condition and overburden thickness, by the rock socket. To optimize the lateral resistance design, two full-scale lateral load tests were performed. The main purpose of the test was to validate and calibrate the P-Y curves as well as the lateral soil and rock parameters.

The sites of the lateral load tests were selected, in conjunction with two Osterberg Cell axial load tests, (PIC magazine, Issue 2, 2019). To represent the mostly cohesionless soil overburden a lateral/axial test site on the (DM) segment was selected, and to represent the Champlain Sea clayey soil overburden, a (SADB) segment lateral/axial site was chosen.

As the lateral load test in the cohesive soils produced a much lower capacity than that predicted, belief developed that the construction methodology disturbed the soils sufficiently to produce poor foundation lateral performance. The site was re-investigated two weeks after the lateral test to reassess the in-situ soil parameters. As explained below, the measured soil parameters represented remolded soil strengths confirming construction method disturbance.

Subsurface and laboratory Investigation The soil and rock investigation at each load test location included SPT borings, pressuremeter, dilatometer, Cone Penetration Test (CPT), and vane shear tests. The laboratory program consisted of soil sieve and hydrometer analysis and rock unconfined compressive test and elastic modulus.

At DM segment, the overburden indicated three metres of mostly silty sand fill, average SPT ‘N’ value of six blows/0.3 m underlain by 14 PIC Magazine • June 2020

a 3.1-m-thick layer silty sand (glacial till), average SPT ‘N’ value of 18 blows/0.3 m. Bedrock indicated as limestone to a depth of 12.1 m, with the upper 3.2 m of very poor to poor quality, RQD of 28 per cent and the lower rock being fair quality, RQD of 54 per cent.

At SADB segment, the overburden consisted of 4.4 m clay deposits overlying 5.3 m layer of glacial till (sandy and silty gravel) with variable SPT “N” values from 15 blows/0.3 m to 66 blows/0.3 m. In the initial investigation, prior to test pile construction, the upper 1.4 m clay layer indicated an undrained shear strength, Su, of about 70 kPa, underlain by three metres of clay with an average Su of 50 kPa. Dolomite was encountered from a 9.6 m depth to the 16.9 m borehole bottom depth. It was indicated to be of fair to good quality with a 60 to 79 per cent RQD. The previously mentioned construction disturbance site re-assessment consisted of a SPT boring, CPT and vane shear tests, performed 500 to 600 mm from the shaft.

The disturbed clay undrained shear strength (Su), from the vane and the CPT, indicated average values of 24 kPa for the upper and nine kPa for the lower clay layers. An undisturbed vane shear test about four metres from the shaft confirmed the initial design investigation shear strength values. SPT N values in the disturbed till were also slightly lower than the till N values in the pre-construction investigation.

This confirmed that the shaft construction method disturbed in-situ soils, significantly weakening the lateral resistance so it would not meet the lateral design needs.

It should be strongly noted that this would not be known without the lateral load test results, showing the importance of full-scale testing.

Construction procedure

Figure 2. casing placement and soil excavation.

site, a 1,180 mm diameter auger predrilled through the clayey soil to facilitate the casing placement. Figure 2 shows cleanout of the in-place casing and the reinforcement cage install.

Casing Placement and Overburden Excavation

Rock Drilling and Cleaning

A hydraulic rig (LB 36-410) inserted a 1,300 mm diameter permanent steel casing through the overburden and the fractured rock to refusal on competent rock at each test location. It then excavated materials inside the casing with an auger. However, prior to casing insertion at the cohesive (SADB)

A minimum 300 mm recess was cut with the 1,180-mm-diameter auger into the competent rock to seal the casing, after which rock excavation continued to tip with a rock drilling bucket. Cleanout initially employed a cleaning bucket (KBF-K) to obtain a relatively flat base rock surface. An airlift cleaned

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Figure 3. Overall view of the cage and O-cell.

the shaft excavation until the cleanliness requirements were met. Note that at the cohesive site (SADB), the water level inside the casing was not maintained above the site’s natural water table level, thus, not maintaining a positive pressure head inside the casing.

No soil subsidence was observed on the surface during construction activities.

Rebar Cage & Instrumentation The cage containing two inclinometer casings (orange in photos) and four Crosshole Sonic Logging (CSL) tubes is shown on Figure 3 below. The rebar cage was inserted and suspended at a pre-determined elevation to prevent placement directly on the excavation bottom.

Figure 4. Lateral load test setup.

A five-inch diameter O.D. tremie line delivered the pumped concrete to the base of the shaft. The concrete volume, top of concrete elevation and the truck placed volume

was tracked and continually compared. The tremie pipe tip was kept embedded below the shaft concrete surface a minimum of three metres once that placement depth was achieved.

Quality Measures Multiple levels of quality measures were implemented on the drilled shafts. After excavation completion, a Sub-Camera inspection device confirmed rock socket base cleanliness using five spot sediment checking criteria.

Post concrete quality measures used Ultrasonic Crosshole Testing (CSL) and pile integrity testing to confirm placed concrete quality.

Load test results and procedures The sacrificial shafts were laterally tested

by Fugro Loadtest on July 11 and 12, 2018 for the cohesive (SADB) and cohesionless (DM) sites, respectively. The previous axial O-Cell test shafts located about six metres from the lateral test shafts were reactions for lateral testing.

18 PIC Magazine • June 2020

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Figures 3 and 4 shows the lateral reinforcement cage and the lateral load test setup. As shown in Figure 3, two inclinometer casings (orange) attached to the reinforcing cage to be positioned 90 degrees to the direction of loading for each test shaft. These contained seven inclinometers (Geokon Model 6300 Series) each to monitor the deflection and tilt response variation with depth. The inclinometer placement depths are denoted in Table 1. Drawing on its innovative serviceability, a 330-mm diameter Osterberg Cell (O-cell) calibrated to 4,996 kN acted as the hydraulic jack for load application. A W12x79 beam section connected the loading assembly to the reaction pile. Steel plates positioned between the loading apparatus and the pile provided a flat, uniform loading surface. The tested drilled shaft properties are summarized in Table 1 as follows: The loading was applied in 10 increments and each successive load increment was held constant in accordance with ASTM D3966, Standard Test Methods for Deep Foundations Under Lateral Load.

Table 1. Drilled Shaft Properties

Characteristics

Cohesive Cohesionless (SADB) (DM)

Nominal pile diameter in soil and fractured rock

1,300 mm

Nominal pile diameter in sound rock

1,180 mm

1,180 mm

Assumed concrete unit weight

2,322 kg/m3

2,322 kg/m3

Concrete compressive strength the day of the test

47.4 MPa

41.4 MPa

Average ground surface elevation

26.85 m

32.49 m

Pile tip elevation

13.75 m

19.49 m

Bottom of permanent casing elevation

15.15 m

22.59 m

Level 0 to 7 inclinometers depths (m)

0, 1.7, 3.2, 4.8, 6.1, 9.3, 12.1

0, 1.5, 3.1, 4.6, 6.1, 7.7, 11.25

For the cohesionless site (DM) the maximum lateral load applied was 2.0 MN with a maximum pile head deflection of 71.06 mm.

At the cohesive site (SADB) the maximum lateral load applied was 1.01 MN with a maximum pile head deflection of 66.60 mm.

The load-displacement curves for cohesionless (DM) and cohesive (SADB) sites are shown in Figures 5a and 5b, respectively. The left side of the figures indicates the reaction pile load-displacement curves.

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20 PIC Magazine • June 2020

1,300 mm

Calibration of lateral resistance against test results P-Y criterion used for Soil and Rock The most common method of analysis used in the design of deep foundations for lateral loading is the P-Y method, represented by the finite difference model implemented in the computer code COMP624 and more recently in LPile software. The analysis is based on replacing the soil around the pile by a set of nonlinear springs which provide the soil resistance p as a nonlinear function of the pile deflection y.

The following P-Y soil models, implemented in LPile (2018), for the granular fill material and the glacial till were used to predict soils lateral test responses and compute the lateral deflection, moment, and shear along the pile shaft: • API Sand model; • Reese model for sand.

The coefficient of lateral subgrade reaction kh for the API sand and Reese models were determined as a function of the friction angle as recommended by the authors of the two methods and clarified in the LPile technical documentation.

The cohesive soil lateral response analysis, calibrated with the lateral load test results, used the API Soft Clay model.

Also, for both sites, the pressuremeter derived P-Y curve was also used for calibration with the load test results. The pressuremeter data was converted to a P-Y curve according to Baguelin et al (1978) method and Menard theory for pile diameter larger than 0.6 m.

Figure 5a. Load-displacement curve – cohesive soil.

Figure 5b. Load-displacement curve – cohesionless soil.

Rock modeling, both fractured and sound, used the Rock Mass model, Liang et al. (2009).

Summary of Soil and Rock Parameters Table 2 below shows a summary of the soil parameters, used in LPile software, at the load test performed in the cohesionless soil at DM segment.

Table 2.

Summary of Soil Parameters for DM Segment

Soil Parameters Fill Glacial Till

Thickness (m)

3.0

Friction angle, φ ( ) o

3.1

30 32

Unit Weight φ (kN/m3) 19 21

API Sand 13.0 15.0 Coefficient of Lateral Subgrade Reaction (MN/m3)

Reese 10.5 16.4

Pressuremeter 13.1 15.2

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Piling Industry Canada • June 2020 21

The rock parameters for the same segment were obtained from laboratory testing and rock structural description and are summarized in Table 3.

Table 3.

Summary of Rock Parameters for DM Segment

Rock Parameters (DM) Fractured Rock

Sound Rock

Rock Type Limestone Compressive strength, qu (MPa)

48.5

48.5

Geologic Strength Index (GSI)

22

45 8.4

Hoek-Brown index, mi,

8.4

Poisson Ratio, v

0.29 0.29

Intact Rock Modulus, Ei (GPa)

56.7

56.7

As for the SADB load test where the upper soil is cohesive, the analysis was performed for the pre-construction phase, using undisturbed soil parameters, and post-construction phase, using remolded soil parameters. A summary of the design parameters used in LPile is shown below.

Table 4.

Summary of Soil Parameters for SADB Segment

Soil Type

Thickness Pre-Construction (m) Sui (kPa) ϵ50

Post-Construction Sur (kPa) ϵ50

Upper clay

1.4

70

0.0079

24

0.0144

Lower clay

3.0

50

0.0095

9

0.0259

Thickness

Φ ( )

(kN/m3)

Φ ( ) (kN/m3)

Glacial Till

2.0

33

9

28

3.0

38 12 38 12

o

o

8

The rock parameters, also obtained from the laboratory testing and rock structural description, are summarized in Table 5 below.

Table 5.

Summary of rock parameters for SADB Segment

Rock Type

Rock Parameters (SADB) Dolomite

Compressive strength, qu (MPa)

160

Geologic Strength Index (GSI)

61

Hoek-Brown index, mi,

9.2

Poisson Ratio, v 0.33 Rock Mass Modulus, Er (GPa)

12.2

ϵ50 in the table above is the strain at 50 per cent of the failure stress in uniaxial compression.

The J factor was taken equal to 0.5.

Test results analysis LPile (v. 2018) simulated foundation response at the two test sites. The lateral displacements obtained in four of the load test increments were imposed in LPile at the pile head. The resulting shear forces at the pile head were then compared to those obtained by the load test.

Cohesionless Soils (DM) For the cohesionless soil site (DM), the LPile deflection profiles, from the two soil models and pressuremeter data, were plotted against the test pile deflection profile from the inclinometer data. Figure 6a shows these deflection profiles while Figure 6b shows the calculated shear forces versus pile head displacement obtained with the API sand, Reese and the pressuremeter data P-Y curve against that from the test pile.

22 PIC Magazine • June 2020

The deflections along the pile shaft from the three methods match well with the load test deflection curves. Noting the point of fixity is located about 1.7 m below the fractured rock surface concludes the rock quality is not significant to the lateral shaft behaviour. For deflections less than 25 mm (Figure 6b), the pressuremeter test matches well with load test results while the API sand and Reese models overestimate slightly. For displacements larger than 25 mm, the API sand agrees more with the lateral load test results for the granular soil.

Cohesive Soils (SADB) For the cohesive site, SADB, the predicted shaft lateral movement with the API Soft clay model using the remolded soil parameters compares well with the measured lateral test shaft movement, Figure 7. To illustrate the soils disturbance influence on the shaft behaviour, analysis with undisturbed soil parameters (pre-construction), with API Soft Clay and pressuremeter P-Y curve, are plotted on Figure 7 also.

Calibration and back calculation of design parameters The P-Y criterion was used to back calculate for several soil profiles the soil parameters matching the lateral load test deflections.

These parameters were used to predict the behaviour of the production drilled shafts along the alignment for similar soil profiles encountered.

Since the API Sand and Reese models seem to slightly over estimate the lateral soil response for small deflections (less than 25 mm) and since the allowable lateral deflection at the ultimate limit state was limited to 25 mm for production piles, it was recommended that the kh values for the API Sand and Reese models be reduced by about five per cent to better represent the soil behaviour at a small displacement. If pressuremeter data is available, the back-calculated P-Y curve can capture quite accurately the soil response for small displacement with no required adjustment.

The API Soft Clay model lateral shaft behaviour prediction, with disturbed postconstruction soil parameters, matched the lateral test data well without any soil param-

Figure 6a. Deflection profile at DM

Figure 7. Shear forces vs deflection curves at SADB

eter adjustment. The construction disturbance of the clay made it difficult to draw a reliable conclusion of the predicted by the pressuremeter test or the API undisturbed soft clay. However, it seems that both predict similar load - deflection curve at small as well as large displacements.

Figure 6b. Shear force vs deflection curves at DM

Summary and conclusions The results from the lateral load test were used as a basis to back-calculate the soil parameters that will result in the same movement at the top of the shaft utilizing LPile program.

The load deflection curve at the top of the shaft was used as the reference in the back analysis. For both test shafts, the movement was resisted mostly by the overburden and slightly by the rock socket.

Slight adjustments to the soil parameters were suggested to be used to match the shaft top deflection. This adjustment consisted basically of reducing the coefficient of lateral subgrade reaction of the API sand and Reese models by about five per cent for the granular material. No adjustment was required to the cohesive soil parameters when using the API Soft clay model.

The load test performed in the cohesive soil showed the behaviour of drilled shaft was very sensitive to remolding of surrounding soils. For this, contractor instructions were to avoid soil disturbance/subsidence immediately around the steel casing with no performed holes for casing placement and to maintain a positive water head of 0.5 – 1.0 m above the ground water table inside the casing.

For a much more detailed discussion of the engineering judgement implemented with the referenced code and analysis methods and subsequent references, kindly refer to “Calibration of P-Y curves using lateral load test results in cohesive and cohesionless soils for large diameter drilled shafts” Riad Diab, et. al, Geo St Johns 2019. l

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Piling Industry Canada • June 2020 23

Burke keeps first pile driving project straight with RTG piling rig

Jason Burke (left), owner of Burke Construction, turned to ECA Philadelphia’s Account Manager Steve Sigmund for equipment recommendations before taking on its first pile driving project.

Burke Construction Inc.’s first piledriving project was no easy task. The job at hand for this heavy civil contractor was to install a steel seawall in Point Pleasant Beach, New Jersey, but this was no straight line of sheet piles in the middle of the beach. Burke’s task was to frame the border of Jenkinson’s Boardwalk.

Successful completion of the project would require the contractor to take on its first pile driving project and to learn and achieve adequate production with the RTG RG 19 T – one of the most sophisticated piling rigs in the world. Working around the inside and outside corners of the nearby boardwalk would only intensify the learning curve.

No Chances Taken on First Piledriving Project An RTG RG 19 T Pile Driver sits wedged in the shadowy corner of Jenkinson’s board24 PIC Magazine • June 2020

Burke Construction rented an RTG RG 19 T Pile Driver equipped with an MRV 150 AVM Silent Vibro in September of 2019 to install a seawall in Point Pleasant Beach, N.J.

walk, framed by stores. Burke’s owner Jason Burke has a level in hand, checking to make sure a freshly driven sheet pile is plumb. This comes as no surprise for this hands-on owner that blends in with the crew.

Burke is the quintessential bold young contractor founder. His company is known for heavy civil work throughout Northern New Jersey, most recently having demolished the former Tappan Zee Bridge.

Asked if he had reservations about venturing into pile driving, he says, “Yeah, it was a bit scary. But so was taking on a job to demolish the entire Tappan Zee Bridge, and we finished that six months ahead of schedule.”

The fact that Burke’s grand entrance into pile driving was the Point Pleasant Seawall is no coincidence. The contractor had previously installed well points feeding seawater to Jenkinson’s Aquarium and mobilized its large fleet of earthmoving equipment to

clean up after Hurricane Sandy. The owner invited the firm to bid the seawall project as a result.

Burke, who admits that brand is an important factor when he buys and rents equipment, was unfamiliar with RTG, but he had done business with ECA and appreciated that the company stood by its products. After being awarded the seawall project, he came to ECA Philadelphia’s Account Manager Steve Sigmund and asked for a recommendation.

He ended up renting the RTG RG 19 T Pile Driver equipped with an MRV 150 AVM Silent Vibro in September 2019.

The RG 19 T is no entry-level piling rig.

“We have a lot of experience with rock, sand, and beach work, but as far as piles, it’s been very minor,” Burke says. “Without that RTG rig, this probably would have been a two-contractor job because I would have hired somebody.”

The RG 19 T vibrated each four-foot-nine-inch-wide interlocked sheet pile into the beach, displacing 12,000 tons of sand in the process.

Unexpected Productivity Despite Learning Curve The RG 19 T had its work cut out with 801 two-foot, four-and-a-half-inch sheet piles supplied by Skyline Steel. Burke hauled the piles in from the Broadway entrance on the northern end and laid them out at their final destination.

On a mild November morning, the RTG piling rig was starting production on a short line of piles heading toward the ocean. Despite the proximity of the adjacent building, the operator was able to safely swivel 180 degrees to pick from a carefully laid out line of piles in the sand.

Burke used the RG 19 T to vibrate each four-foot-nine-inch-wide interlocked sheet pile into the beach, displacing 12,000 tons of sand in the process. Heavy equipment was used to spread the material evenly across the beach.

Careful measurement was critical, espe-

cially since the sheets were cold-rolled steel.

“We started at the hardest part and that

“Every sheet gets measured,” Burke says.

was definitely a part of the learning curve,”

“The extra give makes them a little easier to

Burke recalls. “We had to go around three

drive and put together but it also gives them

buildings and getting into the corners was

the ability to roll a bit, so you have to put a

very difficult because they were really tight.”

tape measure on every single one. We lock a

Starting the wall in a jagged pattern also

clamp on the falsework beam and drive them

meant less productivity momentum up front.

so they stay right at four feet nine inches.”

“We’ve done 1,200 feet of wall with inside

Burke’s hand measurement was more about

and outside corners and we’re already hitting

diligence than necessity because the RG 19

100 feet a day,” he says, joking that he plans

T is equipped with a fixed leader that secures

to dance a jig when the crew hits the straight

the hammer snugly to the mast, allowing it

run. “Once we get to this straightaway that

to drive straight piles with high crowd forces

machine’s (RTG) going to do at least 150 feet

and torque.

a day.”

Burke’s crew worked from south to north

Burke doesn’t think 200 linear feet a day

to ensure a smooth transition between NJ

is out of the question for the RG 19 T, but

DEP’s dune and its seawall. This required the

he doesn’t want to sacrifice quality either.

temporary removal of the bordering dune,

Because these are exposed sheets, the crew is

commencement of the Point Pleasant wall,

achieving 150 linear feet a day based on keep-

and rebuilding of the dune at the transition

ing the piles perfectly straight and plumb.

point. All work was completed as promised on November 1, 2019.

In fairness, Burke has no previous piledriving projects to compare productivity Piling Industry Canada • June 2020 25

Burke was driving 100 linear feet of piles per day despite having to work alongside the jagged perimeter of the boardwalk. The contractor expected to achieve 150 to 200 feet on the straightway.

rates, but he has done the homework. He

Seawalls are increasingly being built along

all being done without a nickel of taxpayer

cites several contractor friends maxing out at

the East Coast to protect communities from

dollars because the owners here took it upon

50 linear feet a day with crane-mounted pil-

extreme weather. The approach of installing

themselves to fund the whole job.”

ing hammers and recognizes that the RTG is

a straight wall or dune in the middle of the

tripling that production rate.

beach often draws the ire of beachfront resi-

Although the RG 19 T is a complex pil-

dents in New Jersey communities because it

ing rig, a standard heavy equipment opera-

blocks the ocean view. That was the U.S. Army

tor can run it efficiently with some training

Corps of Engineers’ plan for the Point Pleas-

and practice. ECA provided three days of onsite training to be exact. “He’s picking up speed as he’s getting better running it,” says Burke, noting that neither his operator nor ground crew had ever worked with sheet piles. “It comes down to the right manpower

ant Seawall, in fact.

The owner of Jenkinson’s, in an attempt to protect the view for its residents, hired an engineer to design an alternative. They ultimately reached an agreement with the New Jersey Department of Environmental Protec-

RTG Silent Vibro Works Quietly Near the Boardwalk As you walk up the ramp from the street side of the boardwalk near Jenkinson’s Aquarium, it becomes apparent just how close the Burke team was working to stores and homes. And yet the sound of piledriving is barely audible between the storefronts.

The MRV 150 AVM Silent Vibro was key to avoiding disruption. This hammer achieved a reduction of six decibels from the

and tools.”

tion (NJDEP) and the Army Corps to shell out several million dollars of its own money

previous model in 2017 with such features

Owner Funds Seawall to Protect the Oceanview

to build this seawall. It would run the entire

as encapsulation of the front section includ-

length of Jenkinson’s Boardwalk from Trenton

ing the hydraulic motor; soundproofing of

Avenue to the Manasquan Inlet.

the spring suspension unit; soundproofing

Burke witnessed thousands of spectators propped against the boardwalk railing over

“There’s much more protection with the

between spring suspension unit and clamp-

the course of the project. Some were in awe

steel wall, and you keep the ocean view,” says

ing head; sheathing on all chains; and rubber

of the machinery, but most were there to ex-

Burke, noting that the wood cap rises no more

coatings on all chain attachment points.

press concern about the dune.

than three feet above the boardwalk. “And it’s

26 PIC Magazine • June 2020

A seismologist remained on hand at all

times conducting vibration monitoring properties near Burke’s piledriving operation. He also documented the original condition of all homes along the beach before work commenced. Store owners elected to conduct their own vibration monitoring to keep the project moving.

The Burke crew had just begun driving piles at the intersection of two stores in early November morning with 1,200 feet of wall driven to date. “The machine (RG 19 T) is only turned up to about 25 per cent and it’s driving 30-foot-plus sheets with ease without even triggering any alarm with the seismologist,” says Burke. Although it wasn’t required on this project, the RTG can deliver a maximum 31,473 foot-pounds of downward crowd force.

The MRV 150 AVM Silent Vibro was key to reducing disruption for stores and residents as Burke’s crews drove piles within feet of the boardwalk.

Putting the Finishing Touches on an Aesthetic Seawall Nothing is done second class on Jenkinson’s Boardwalk so it stands to reason that the seawall would also be first class. This seawall will be tasked with protecting a Trex boardwalk, stores, amusements, and million-dollarplus beachfront homes.

The finished seawall will rise up just feet above the boardwalk. Once all piles are driven, Burke will shore up the wall to sustain the wrath of an angry ocean during a superstorm.

The piles themselves are coated with waterresistant coal tar epoxy. Once piles are driven, Burke’s crew will excavate eight feet down to sea level and build a 12-foot-by-eight-foot abutment wall with large jetty rocks for scour protection. The wall will be topped off with approximately 4,000 linear feet of capping and a decorative wooden facade secured by galvanized nuts and bolts.

Burke will wrap up the Point Pleasant Beach Seawall sooner than anticipated because of the RG 19 T’s better than expected production rate.

Based on his success, Burke plans to continue bidding on land-based piledriving projects. “The only problem with the RTG is that it does the job so fast that I don’t need to buy one and have it sitting for too long,” he concludes.

“It looks like I’ll have to continue to rent it for future projects.” l Piling Industry Canada • June 2020 27

An innovative redesign beneath the surface: The LRB 355 Whether drilling with Kelly equipment or full displacement tools, or working with vibrators or hydraulic hammers, the new LRB 355.1 piling and drilling rig offers a multitude of application possibilities in deep foundation work.

The rig excels with an elegant design and intuitive assistance systems. Prior to its first public appearance at Conexpo Con/Agg 2020, a number of machines have already been successfully working on jobsites.

The overall design of the LRB 355.1 puts special attention on the machine’s handling – both on and off the jobsite. For transportation, the crawlers can now be removed from both types of undercarriage.

This reduces the maximum transport weight by about 30,865 pounds (14 tons). To minimize the transport length, the leader can be folded. For the longer leader version with 88.6 feet (27 metres), this saves 23 feet (seven metres). A further advantage is that the machine can be transported with a mounted leader, sledge, and ropes. Thus, the piling and drilling rig can be mobilized even more quickly on the jobsite.

The core of the piling and drilling rig is a new 1005 horsepower (750 kilowatts) Liebherr diesel engine that complies with the NRMM exhaust certification Tier 4, Stage V. The new BAT 450.1 with a torque of 331,903 pound-feet (450 kilonewtons) serves as rotary drive and has automatic torque regulation, continuous speed optimization, and four electronically adjustable speed ranges.

Features for more safety and simpler application The ground load-bearing capacity and the monitoring of the ground pressure are decisive for the safe operation of a construction

machine. The ground pressure visualization of the LRB 355.1 calculates the current ground pressure of the machine in real time and compares it with the specified safety limits of the relevant jobsite. The ground pressure is displayed in the operator’s cab, and the operator is continually aware of whether the machine is situated in, or is approaching, a critical area so the operator can avoid dangerous movements.

Locking of the Kelly bar’s telescopic sections is made significantly easier with the aid of the Kelly visualization system in the LRB 355.1. Thanks to the real-time display of the Kelly bar’s locking recesses on the cabin monitor, the operator is always aware of the actual distance to the next locking recess. Colour indications inform when the bar can be locked.

Furthermore, false positioning of the Kelly bar during the shake-off process is indicated through a warning signal.

During continuous flight auger drilling, the concreting process is automated thanks to the drilling assistant. The remote control simplifies the loading process for transportation as well as the assembly of the machine. All assistance systems contribute to time savings, higher availability of the machine, and a significant increase in safety during operation.

Comfort in an elegant design: the new operator’s cab The whole concept of the LRB 355.1 is completed by an elegant design, which the machine operator experiences directly in the new cabin. Principal focus was set on operator comfort. A modern airconditioning system with improved airflow, an optimized field of vision, and reduced noise emission, as well as an ergonomic operator’s seat with integrated heating and cooling, ensure a pleasant operating experience. l

The new LRB 355.1 presents its elegant design.

When once round the world just isn’t enough

Above left: The slurry wall cutter at its premiere in Munich.

Above right: The crawler crane LR1250 lifts the reinforcement cages into place.

Duty cycle crawler crane HS 8130 as universally applicable carrier machine The Deutsche Bahn (a German railway) is extending the suburban railway network in Munich. One of the central entrances to the second core line is being built at Marienhof in the Altstadt, and six Liebherr machines are in operation for this development. Even the high demands for the realization of this project cannot shake the new slurry wall package.

Nenzing (Austria), May 2020. Every day it rattles once around the earth and even further. The equivalent, at least. The distance covered by the suburban railway in Munich is staggering. It was opened for the Olympic Games in 1972 and has now reached its limits, however, the old lady will find her feet again thanks to the expansion of the rail network, Munich’s largest construction project for the coming years.

In order to cope more efficiently with the bustling stream of passengers in the inner city, the Deutsche Bahn is building a second core line between the stations Laim and Leuchtenbergring. A central entrance to the tunnel is in the Altstadt at Marienhof. Here the joint-venture VE 41, comprising Implenia and Hochtief, is carrying out slurry wall work using Liebherr equipment.

High demands The challenges lie in the large dimensions of the slurry walls and the extremely confined space on the construction site. Due to the

partially historic buildings in the immediate surroundings, an application with low vibration is necessary for the installation of the slurry walls. But at the same time it must also meet the high demands for compactness and verticality. The contractor found the correct equipment in the brand-new Liebherr slurry wall cutter type LSC 8-18 L. The cutter’s high-weight, high-cutter frame and low centre of gravity provide the optimum basis to achieve the necessary verticality. Maximum process safety is achieved through the full integration of the verticality measurement in the Liebherr control system.

Furthermore, 12 independently controllable steering flaps can correct the cutting direction should any possible deviations occur.

The actual position of the flaps is displayed in real time on the monitor in the operator’s cab. In order to deal with the confined spaces of urban construction sites, the cutter can be positioned over the bite using a continuous hydraulic turning device.

The new equipment from Liebherr cuts its way through 33 cubic metres of soil per hour and requires eight hours for a primary trench.

A total of 108 trenches measuring 1,500-by3,200 milimetres with a 30-centimetre overlap must be installed on the construction site in Munich.

In addition to the cutter, the hydraulic slurry wall grab, type HSG 5-18, is in opera-

tion. It is also fitted with verticality measurement and a turning device for the frame, and is mainly used for the initial excavation of the trenches.

Complete package The carrier machine for both the grab and the cutter is a duty cycle crawler crane type HS 8130. It’s excellent stability in combination with the largely dimensioned winches make the HS 8130 the perfect basis for such heavy equipment.

The joint venture is using the separation plant SPC 600 C, which Liebherr offers as part of a complete package for slurry wall applications. The package also includes grab, cutter, and duty cycle crawler crane. The plant can process up to 600 cubic metres of support fluid, including excavation material per hour.

In addition to the two duty cycle crawler cranes with slurry wall cutter and grab respectively, the drilling rigs type LB 24 and LB 44 are also working on the cramped site for the expansion of the suburban line. Further, the crawler crane type LR 1250 lifts the reinforcement cages into place, each of which weighs up to 55 t and is 55-metres high.

The second core line is scheduled to open in 2028. Then the Munich Lady can rattle her way along even more tracks than before. Because once around the world isn’t enough. l Piling Industry Canada • June 2020 29

Index to advertisers American Piledriving Equipment....................................................... 19

Interpipe Inc..................................................................................................... 10

Arntzen Corporation.............................................................................Wrap

Keller......................................................................................................................... 5

Canadian Piledriving Equipment Inc..............................................IFC

Liebherr Werk Nenzing Gmbh........................................................OBC

Equipment Corporation of America.....................................16 & 17

Nucor Skyline......................................................................................3, 13, 15

Fraser River Pile & Dredge GP Inc....................................................... 20

Samuel Roll Form Group............................................................................. 7

Fugro Loadtest................................................................................................ 21

Soilmec North America...........................................................................IBC

Hercules Machinery Corporation.......................................................... 9

Waterloo Barrier Inc..................................................................................... 18

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