JAFEC USA, Inc.

Deep Soil Mixing for Underground Construction

David S. Yangdavidyang@jafecusa.com

September 11, 2019

12th ANNUAL

• Introduction • Soil mixing equipment• Installation procedure & QC/QA• Engineering properties of soil-cement• Applications

• Deep Soil Mixing (DSM) is an in situ soil treatment technology whereby native soils are blended in situ with cementitious materials, typically Portland cement.

• Geotechnical - The soil-cement mixture created by DSM has increased strength, reduced compressibility and lower permeability

• Environmental – In situ solidification and stabilization; Barrier for containment

Courtesy of Aomi Construction and JAFEC

Slurry batch plant

QC system

Courtesy of Aomi Constructionand JAFEC

Courtesy of Aomi Construction

Courtesy of Dr. Masaki Kitazume, Tokyo Institute of Technology, Tokyo, Japan

Positioning . Grout injection and soil mixing . Completion

Courtesy of Aomi Construction and Cement Deep Mixing (CDM) Association

Main factors

Soil type Mix design Mixing Energy

Mix design Cement factor Water cement ratio

Mix energy Rotation speed Penetration &

withdrawal rateCourtesy of Dr. Masaki KitazumeTokyo Institute of Technology and CDM Association, Japan

Ground improved with clay from thePort of Yokohama

Sources: 1. CDIT 2002, “The Deep Mixing Method, Principal, Design and Construction”, edited by Coastal Development Institute of Technology (CDIT), Japan, published by A.A. Balkema Publisher. 2. Saitoh 1988, “Experimental study of engineering properties of cement improved ground by the deep mixing method. Ph.D. Thesis, Nihon University .

Tens

ile s

treng

th, σ

t(M

N/m

2 )

Unconfined compressive strength, qu (MN/m2)

Sources: 1. CDIT 2002, “The Deep Mixing Method, Principal, Design and Construction”, edited by Coastal Development Institute of Technology (CDIT), Japan, published by A.A. Balkema Publisher. 2. Terashi, Tanaka, Mitsumoto, Niidome & Honma 1980. “Fundamental properties of lime and cement treated soils (2nd report)”, Report of the Port and Harbour Research Institute, 1980.

Sources: Deep Mixing Method, Design and construction manual for on-land construction, published by Civil Engineering Research Center, March 2004 (in Japanese). 2. Tatsuoka 1986, “Topics on geotechnical engineering testing and evaluation of test results, Lecture documents for Showa 61 symposium on recent soil and foundation (in Japanese).

Void

ratio

, e

Consolidation pressure, p(MN/m2 )

Void ratio, e

Consolidation yield pressure, py = 1.3 qu

py

Sources: 1. CDIT 2002, “The Deep Mixing Method, Principal, Design and Construction”, edited by Coastal Development Institute of Technology (CDIT), Japan, published by A.A. Balkema Publisher. 2. Kawasaki, Niina and Babasaki 1978, “Study on engineering characteristics of cement-base stabilized soil”, Takenaka Technical Research Report, 19.

Unc

onfin

ed c

ompr

essi

ve s

treng

thqu

(MN

/m2 )

Consolidation pressure, p (MN/m2)

Sources: 1. CDIT 2002, “The Deep Mixing Method, Principal, Design and Construction”, edited by Coastal Development Institute of Technology (CDIT), Japan, published by A.A. Balkema Publisher. 2. Terashi, Tanaka, Mitsumoto, Niidome & Honma 1980. “Fundamental properties of lime and cement treated soils (2nd report)”, Report of the Port and Harbour Research Institute, 19.

Foundation for earth, concrete or steel structures

Foundation of quay wall orbreakwater

Courtesy of Dr. Kitazume, Tokyo Institute of Technology, Japan

Stability of retaining structure or bottom of excavation

DSM walls and slabs for excavation support and groundwater control

DSM for support of launching & receiving of TBM machine

DSM ground improvement outside launching & receiving shafts

Block

Cell

Shear wall&

columns

RingCIDHPile

Installation Procedure for Cutoff Wall and Shoring WallAlternating Procedure

Proceeding installation procedurefor ground improvement cells

Proceeding installation procedurefor cutoff & shoring walls

Cypress Freeway Replacement Project, Oakland; CA DOT

First Hawaiian Bank Building, Honolulu, Hawaii

Courtesy of JAFEC & OK Soil

Courtesy of Aomi Construction and CDM Association

Courtesy of Dr. Masaki KitazumeTokyo Institute of Technology, Japan

Soil-cement cellsfor • Bearing capacity• Settlement control• Liquefaction mitigation

Dam, Levee & Canal – USACE, BUREC, CA DWR

Transportation – Dept. of Transportation of MA, CA, MN, Virginia; SC Valley Transit Authority, Bay Area Rapid Transit, etc.

Port and Shoreline – Port of Oakland, Port of Long Beach

Industrial Facilities – Petroleum chemical plant owners

Base: 2013 DFI Presentation by Mr. Mike Driller of Dept. of Water Resources, CA

Cross section of Perris Dam

DSM cells are designed to maintain the seismic stability.DSM shear walls provide the resistance to the lateral force induced by the earthquake.

Base: 2013 DFI Presentation by Mr. Mike Driller of Dept. of Water Resources, CA

Layout detail Test walls Test cell

San FranciscoBay Area

DSMDSM

Base: ENGEO Report, DSM Design Analysis and Recommendations for Shoreline Stabilization, Redwood City, CA, Sept .2014

DSM layout detail

DSM layout along 3000-feet shoreline

DSM layout under buildings

The main purpose of the DMM panels is to provide shear resistance to the levee against lateral loads at high flood water condition. The DMM panels support the additional vertical load created by the increased height of the levee for hurricane protection and control the long-term settlement of the remediated levee, which might otherwise occur due to the compression of soft foundation soils.

Flood Side

Protected Side

Flood SideProtected

Side

DSM layout design - Shear wall panels in the transverse direction of the levee

DSM rig working on top of the existing levee

1. Boston CA/T Projects

1-1 Bird Island Flats (C07A1) – Excavation support

1-2 Fort Point Channel (C09A7) – Ground improvement

2. Trans-Tokyo Bay Highway Project

Overview of CA/T Project

• I-93 – To expand existing six-lane highway to an eight-to-ten-lane underground expressway, constructed directly beneath existing roadways, buildings, and subways in downtown Boston.

• I-90 - To extend I-90 from its existing terminus south of downtown Boston to Logan Airport through the Ted Williams Tunnel under Boston Harbor and a tunnel beneath the Fort Point Channel.

Courtesy of Dr. T.D. O’Rourke and A.J. McGinn, Cornell University; Massachusetts Turnpike Authority; Federal Highway Administration and Bechtel/Parsons Brinckerhoff (illustration)

1-1 Bird Island Flats (C07A1) – DSM was use to install excavation support wall for construction of cut-and-cover tunnel.

1-2 Fort Point Channel Crossing (C09A7) – DSM was used for ground improvement for the construction of tunnel and depressed roadway (boat section)

The BIF project involved the construction of approximately 915 m (3,000 ft) of Interstate I-90 adjacent to Logan Airport.

Cut-and-Cover Tunnel was constructed in an open excavation supported by DSM walls and tiebacks.

At the time of construction, these walls were the largest and deepest such walls installed in North America, totaling 37,180 m2 (399,997 ft2).

Source: Lessons Learned for Ground Movements and Soil Stabilization from the Boston Central Artery T. D. O’Rourke, M.ASCE1; and A. J. McGinn, M.ASCE2, 2005 Ralph B. Peck Award Lecture

Source: 1) Taki and Yang 1991; 2) Lessons Learned for Ground Movements and Soil Stabilization from the Boston Central Artery T. D. O’Rourke, M.ASCE1; and A. J. McGinn, M.ASCE2, 2005 Ralph B. Peck Award Lecture

East Wall West Wall

Source: Lessons Learned for Ground Movements and Soil Stabilization from the Boston Central Artery T. D. O’Rourke, M.ASCE1; and A. J. McGinn, M.ASCE2, 2005 Ralph B. Peck Award Lecture

Bottom of Ramp Structure

Max. excavation depth = 19.4m (64 ft) Max. excavation depth = 15.9 m (52 ft)

When the BIF excavation was approximately 43 ft (13.1 m) deep at a location of thick marine clay deposits, large lateral deformation of the tied-back excavation wall was observed.

As a remedial measure, the excavation was backfilled partially to reduce the unbalanced pressure and maintain the wall stability.

Soil stabilization, involving DMM and jet grouting was undertaken to reinforce the soil against deep-seated movements.

After DMM and jet grouting, excavation was resumed, and the underground highway structure was completed.

Source: Lessons Learned for Ground Movements and Soil Stabilization from the Boston Central Artery T. D. O’Rourke, M.ASCE1; and A. J. McGinn, M.ASCE2, 2005 Ralph B. Peck Award Lecture

Source: Lessons Learned for Ground Movements and Soil Stabilization from the Boston Central Artery T. D. O’Rourke, M.ASCE1; and A. J. McGinn, M.ASCE2, 2005 Ralph B. Peck Award Lecture

Existing SMW Wall

Jet Grout Zone

SMW Buttress Panels, 3-ft diameter DSM columns with 1-ft overlapping

MW Hammer Head, 3 SMW elements

1. DSM buttress2. Jet grouting3. Final subgrade

Source: Lessons Learned for Ground Movements and Soil Stabilization from the Boston Central Artery T. D. O’Rourke, M.ASCE1; and A. J. McGinn, M.ASCE2, 2005 Ralph B. Peck Award Lecture

Courtesy of Dr. T.D. O’Rourke and A.J. McGinn, Cornell University; Massachusetts Turnpike Authority; Federal Highway Administration and Bechtel/Parsons Brinckerhoff (illustration)

The interchange at FPC consists of a network of tunnels and depressed roadway (boat section), requiring 18.3 m (60 ft) of braced excavations in very soft to soft soils.

Fill

Organic Deposits Sand/Inorganic silt

Marine clay

Glacial deposits

Source: Haley & Aldrich, 1995a “Summary Report of April, 1995 Fact Finding Trip on Soil Mixing Methods”, Excavation Support/I-90 Marine Tunnels

The critical junction between jacked and immersed tube tunnels islocated in deep, low strength Marine Clay and Organics.

Fort Point Channel

Sources: 1) Lambrechts, J.R., P.A. Roy, and E.J.Wishart (1998), “Deign Conditions and Analysis Methods for Soil-Cement Buttress in Fort Point Channel”, GSP No. 83, ASCE, Reston, VA, pp. 153-174. 2) Performance of deep Mixing method at Fort Point Channel by A.J. McGinn & T.D. O’Rourke, Cornell University, 2003

Sources: 1) Lambrechts, J.R., P.A. Roy, and E.J.Wishart (1998), “Deign Conditions and Analysis Methods for Soil-Cement Buttress in Fort Point Channel”, GSP No. 83, ASCE, Reston, VA, pp. 153-174. 2) Performance of deep Mixing method at Fort Point Channel by A.J. McGinn & T.D. O’Rourke, Cornell University, 2003

Sources: 1) Lambrechts, J.R., P.A. Roy, and E.J.Wishart (1998), “Deign Conditions and Analysis Methods for Soil-Cement Buttress in Fort Point Channel”, GSP No. 83, ASCE, Reston, VA, pp. 153-174. 2) Performance of deep Mixing method at Fort Point Channel by A.J. McGinn & T.D. O’Rourke, Cornell University, 2003

Slurry T-Wall

Courtesy of Dr. T.D. O’Rourke and A.J. McGinn, Cornell University;Massachusetts Turnpike Authority; Federal Highway Administration and Bechtel/Parsons Brinckerhoff

DMM rig on barge

Photos by Jakiel (2000) and McGinnSource: Performance of deep Mixing method at Fort Point Channel by A.J. McGinn & T.D. O’Rourke, Cornell University, 2003

M250 DMM rig on land Triple shaft mixing tools

Construction at FPC marked the first time in North America that DMM was used for soil stabilization as an essential part of design and construction of a major underground facility.

Approximately 550,200 yd3 (420,000 m3) of soil stabilization were performed at FPC.

Source: Performance of deep Mixing method at Fort Point Channel by A.J. McGinn & T.D. O’Rourke, Cornell University, 2003

TokyoTokyo Bay

Chiba

Tunnel section – 9.6 km, 60m below sea bedBridge section – 4.4 km

Kisarazuman-made island

Kawasakiman-made island

Ukishimaaccess

Plan

SectionKisarazuCity

KawasakiCity

Trans-Tokyo Bay HWY = 15.1 kmMarine zone = 14.3 km

Courtesy of Dr. Masaki Kitazume, Tokyo Institute of Technology, Tokyo, Japan

Kawasaki man-made island Kisarazu man-made island Bridge section

Bridge sectionKisarazuman-made island

Kawasaki man-made islandUkishima access

Courtesy of Dr. Masaki Kitazume, Tokyo Institute of Technology, Tokyo, Japan

Ground improvement

• Deep soil mixing (2 M cy• Sand compaction pile• Premix soil-cement fill

Sheet pile cells for control of lateral deformation

Premix soil-cement fill

to Kisarazuto Kisarazuto Kawasaki

Premix fill

Sheet pile cell

Sheet pile cell

Courtesy of Dr. Masaki Kitazume, Tokyo Institute of Technology, Tokyo, Japan

Ramp section Flat section

Ramp section Flat section

Plan

Section

Shield tunnel advanced through soil-cement zones installed by premixing and deep soil mixing

Source: Ground improvement by cement-treatment in Trans-Tokyo Bay Highway Project, K. Uchida , K. Imai, F. Tatsuoka and Y. Kohata; Grouting and Deep Mixing, published by A.A. Balkema 1996

Shield tunnel advanced through soil-cement zones installed by premixing anddeep soil mixing (DSM)

DSM

Premix fill

DSM

Premix fill

Source: Ground improvement by cement-treatment in Trans-Tokyo Bay Highway Project, K. Uchida , K. Imai, F. Tatsuoka and Y. Kohata; Grouting and Deep Mixing, published by A.A. Balkema 1996

The picture can't be displayed.

Chute placement method

Mixing plant vessel

Material supply vessel

Placing platform vessel

Courtesy of Dr. Masaki KitazumeTokyo Institute of TechnologyTokyo, Japan

Courtesy of Dr. Masaki Kitazume, Tokyo Institute of Technology, Tokyo, Japan

Ground improvement

• Deep soil mixing• Sand compaction pile

Slurry diaphragm wall enclosed by outer and inner steel jacket structures

Diaphragm wall98 m diameter119 m deep2.8 m thick

DSM

DSM Diaphragm wall

Courtesy of Dr. Masaki Kitazume, Tokyo Institute of Technology, Tokyo, Japan

DSM

DSM

←Tunnel

←Tunnel

Courtesy of Dr. Masaki Kitazume, Tokyo Institute of Technology, Tokyo, Japan

JAFEC (Japan Foundation Engineering Company, Ltd.) was established in 1953. The U.S. subsidiary, JAFEC USA, Inc., was established in 2009.

Ground improvement technologies: ▪ Deep mixing ▪ Jet grouting▪ Sand compaction pile / Stone column▪ Grouting