HomeMy WebLinkAboutSubmittal-Langan-Preliminary Geotechnical Engineering StudyPRELIMINARY GEOTECHNICAL
ENGINEERING STUDY
Empire World Towers
Twin 111-Story Towers
330 Biscayne Boulevard
Miami, Florida
Prepared for:
MACLEE DEVELOPMENT
429 Lennox Avenue
Miami Beach, FL 33139
Prepared by:
LANGAN ENGINEERING AND
ENVIRONMENTAL SERVICES
7900 !4iami Lakes Drive West,
Suite 102
Miami Lakes, Florida 33016-5897
23 November 2005
6111901
FL Certificate of Authorization No. 6601
07-a49mu-
Geo tec v, :. ' i
r)I hor
Submitted into the public
record in connection with
item PZ.1 on 02-28-08
Priscilla A. Thompson
City Clerk
-~ LANGAN
ENGINEERING & ENVIRONMENTAL SERVICES
Mr. Leon Cohen
Maclee Development
429 Lennox Avenue
Miami Beach, Florida 33139
SUBMITTED INTO THE
PUBLIC RECORD FOR
ITEM.i ON aIaeloS .
23 November 2005
RE: Preliminary Geotechnical Engineering Study
Empire World Towers
Twin 111-Story Towers
330 Biscayne Boulevard
Miami, Florida
Langan Project No. 6111901
Dear Leon:
David T. Gockei, P.E.. PP.
George E. Derrick. P.E.
George P. Kelley, P.E.
Michael A. Semeraro, Jr., P.E.
Nicholas De Rose, P.G.
Andrew J. Clancia, P.E.
George E. Leventis, P.E.
Rudolph F'. Frizzi, P.F..
Ronald A. Fue st, C.L.A.
Roger A. Archabal. P.E.
Gregory L. Biesiadecki, P.E.
Gerard M. Coscia, P.E.
Colleen Costello, P.G.
Michael E. Cotreau, P.E.
Gregory M. Elko, P.E.
Michael M. Goldste.n
Cristina M. Gonzalez. P.E.
Sam B. Ishak, M.C.S.E.
William G. Lothian, P.E.
John J. McElroy, Jr., Ph.D., P.E.
John D. Plante, P.E.
Aian R. Poeppel, P.E.
Joseph E. Romano, P.L.S.
Leonard D. Sevin, P.E.
Steven ueland, P.E.
Gerald J. Zambrella, C.E.M.
Jorge H. Berkowitz, Ph.D.
Richard Burrow. P.E.
David J. Charette, P.W.S.
Steven Ciambruschini, P.G., L.E.P.
Daniel D. Disario, P.E.
Edward 1.1. Geibert, M.S.
Christopher M. Hager, P.E.
Joel B. Landes, P.E.
Matthew E. Meyer, P.E.
R. S. Murali, M.S.
Richard R. Steiner, P.E
This letter transmits our Preliminary Geotechnical Engineering Study report. The report provides a
summary of the results of our subsurface investigation, our preliminary foundation evaluations and
recommendations, and our conceptual budgetary estimates for the Empire World Towers, twin
111-story towers, at 330 Biscayne Boulevard in Miami, Florida. As discussed in the report, we believe
deep foundation construction and ground modification techniques exist such that it would be technically
feasible to support the proposed towers at the site.
We thank you for the opportunity to assist you on this project, and look forward to continuing our
involvement with you on these unprecedented height towers through final design development and into
construction. If you have any questions, please call (305) 362-1166.
RAA\RPF:cs
Sincerely,
Langan Engineering and Environmental Services, Inc.
oger A? Archaba , P.E.
Senior Associate
Florida Registration No. 48404
dolph P. Frizzi, P.E
Principal
Florida Registration No. 45748
cc: Ysrael A Seinuk, P.E. \ Ysrael A. Seinuk, P.C.
George E. Leventis\ Langan Engineering and Environmental Services, Inc.
T:\Data9\6111901\Office Data\geo study\coverltr.doc
7900 Miami Lakes Drive West, Suite 102 Miami Lakes, FL 33016 T: 305.362.1166 F: 305.362.5212
Submitted into the public
record in connection with
item PZ.1 on 02-28-08
Priscilla A. Thompson
City Clerk
www.langan.com
Miami, FL • Doylestown. PA • Elmwood Park, NJ •
New Haven. CT • New York. NY • Philadelphia. PA • Trenton, NJ
TABLE OF CONTENTS
Page
EXECUTIVE SUMMARY ES1
INTRODUCTION 1
SITE DESCRIPTION 1
PROPOSED CONSTRUCTION 1
PRELIMINARY SUBSURFACE INVESTIGATION 2
SUBSURFACE CONDITIONS 2
Fill (Stratum 1) 2
Miami Limestone (Stratum 2) 2
Upper Sand (Stratum 3) 3
Interbedded Sand/Cemented Sand, Limestone and Sandstone (Stratum 4) 3
Cemented Sand and Sandstone, Some Sand Pockets (Stratum 5) 3
Cemented Sand and Sandstone Intermixed with Sand (Stratum 6) 3
Lower Sand with Some Silt 3
Groundwater 3
Flood Zone 3
PRELIMINARY FOUNDATION EVALUATION FOR 111-STORY TOWERS 4
General 4
Drilled Shaft Foundations 4
Mat Supported by High Capacity Augered Cast -In -Place (ACIP) Pile Foundations 5
Tower Settlement and Its Influence on Adjacent Structures 5
Ground Improvement of Deep Compressible Zone to Reduce Tower Settlements 6
Ground Improvement of Intermediate Zone to Improve
Constructability/Foundation Capacity 6
CONCEPTUAL BUDGETARY ESTIMATES 6
PRELIMINARY FOUNDATION EVALUATION FOR 17-LEVEL PARKING PODIUM 7
FUTURE SUBSURFACE INVESTIGATION AND ENGINEERING STUDIES 7
OTHER CONSIDERATIONS
Removal of Existing Structures and Previous Structure Remnants
Construction Excavation and Dewatering
Load Test Programs for Drilled Shafts and ACIP Piles
Pre -Construction Conditions Documentation
7
7
7
8
8
LIMITATIONS 8
TABLES
1 CONCEPTUAL BUDGETARY ESTIMATE (PER TOWER) - FOUNDATION SUPPORT
ALTERNATIVES
2 CONCEPTUAL BUDGETARY ESTIMATE (PER TOWER) - GROUND IMPROVEMENT
3 CONCEPTUAL BUDGETARY ESTIMATE SUMMARY
FIGURES
1 BORING LOCATION PLAN AND GENERALIZED SUBSURFACE PROFILE
2 GENERALIZED SUBSURFACE PROFILE IN VICINITY OF THE SITE
APPENDICES
A RENDERINGS OF PROPOSED CONSTRUCTION
AERIAL PHOTOGRAPH WITH TOWER OVERLAY
B LOGS OF BORINGS
Submitted into the public
record in connection with
item PZ.1 on 02-28-08
Priscilla A. Thompson
City Clerk
LANGAN
Preliminary Geotechnical Engineering Study
Empire World Towers
Twin 111-Story High Rise Towers and Associated Parking Podium
330 Biscayne Boulevard, Miami, Florida
Submitted into the public
record in connection with
item PZ.1 on 02-28-08
Priscilla A. Thompson
City Clerk
23 November 2005
6111901
ES1
EXECUTIVE SUMMARY
This preliminary geotechnical engineering study was performed to assess the technical feasibility to
support two 111-story hotel/condominium towers at the 330 Biscayne Boulevard site in Miami, Florida.
The height of these proposed towers is unprecedented in the Miami area. We understand these would
be the tallest residential towers in the world.
Miami is within the Atlantic Coastal Ridge geologic province. The deposits within this region are
geologically young, and are highly influenced by carbonate action which essentially cements the
primarily granular materials together into distinct strata with variable engineering properties. The site is
underlain by alternating layers of sand, cemented sand, sandstone and limestone. A competent,
approximately 105 to 110 ft thick layer of cemented sand/sandstone was encountered beginning at
about el -80 (90 ft depth), and continued to about el -185 (195 ft depth). Deep foundations bearing into
this competent stratum could be used to support the very high structural loads of the proposed towers.
However, substantial settlements should be anticipated due to the relatively compressible nature of the
materials below el -185.
We believe deep foundation construction and ground modification techniques exist such that it would be
technically feasible to support ht the proposed towers at the site. Considering the history of foundation
construction in Miami, and the current leading edge of foundation construction practice in the area, the
structure could be supported on large diameter drilled shafts or alternatively a pile supported mat using
large diameter angered -cast -in -place (ACTH) piles. Preliminary evaluations indicate the drilled shafts or
ACIP piles would need to bear about 50 to 60 ft into the competent cemented sand/sandstone stratum,
with foundation tip elevations of about el -130 to el -140 ft.
Considering the relative compressibility of the deep materials below el -185, preliminary estimates
indicate magnitudes of maximum tower settlement on the order of 12 to 18 inches. However,
subsurface improvement could be performed in this deep compressible zone to reduce settlements to
about 3 to 5 inches. This magnitude of settlement would not be unusual for very tall high-rise towers in
Miami. Based on our experience, differential movement within high-rise towers is typically about one-
half of the total movement. Settlements would be greatest in the center of the foundation system and
lesser on the edge. The influence of foundation stress overlap in the zone between the towers needs
further evaluation to determine if it may disrupt the typical "dish -shaped" tower settlement pattern.
These differential movements could be somewhat reduced with a rigid mat cap element.
Deep subsurface improvement, via jet grouting or permeation grouting, could be considered to improve
the more compressible strata, thereby reducing settlements. The feasibility of the subsurface
improvement to these unprecedented depths needs further investigation. Intermediate subsurface
improvement could be considered to: improve the more erratic intermediate zones to ease foundation
installation activities, and recognize higher drilled shaft and/or ACIP pile Toad carrying capacities.
The settlement influence of the towers will extend beyond the perimeter of the tower (up to approx 150
to 200 ft) and will decrease in magnitude with distance away from the towers. The influence of these
settlements on adjacent buildings (Holiday Inn, Metro Mover Station) and adjacent infrastructure
(roadways, utilities) needs further evaluation.
Conceptual budgetary estimates indicate the drilled shaft or ACIP pile systems would be relatively
similar in cost. We anticipate the volume of the foundation cap elements would be relatively similar for
LANGAN
Preliminary Geotechnical Engineering Study
Empire World Tower
Twin 111-Story High Rise Towers and Associated Parking Podium
330 Biscayne Boulevard, Miami, Florida
23 November 2005
6111901
ES2
either alternative, making the overall foundation cost similar for either deep foundation system. Soil
improvement of the deep and intermediate zones would add substantial cost to the foundation system,
but may be necessary for overall feasibility. The soil improvement program will need to be further
evaluated, based on the additional subsurface data gathered and additional studies performed for a final
geotechnical study.
The tower foundation cap elements will likely extend to below el -20. This is more than 20 ft below the
groundwater level at the site. Considering this and the highly permeable character of the subsurface
materials at the site, it will be necessary to use interlocking sheetpile or augered/drilled secant walls
around the deep excavation perimeter and a tremie-sealed concrete bottom slab to preclude or minimize
groundwater infiltration into the excavation.
The 17-level parking podium could be economically supported on conventional 18-inch-diameter
augercast piles installed to intermediate levels of about el -45 to el -50 ft. Due to the anticipated tower
settlements, the parking podium construction should be delayed until after tower top -out.
Additional deep soil test borings are required to verify the subsurface conditions throughout the site,
especially the thickness of the more compressible materials found at the lowest depths of our
preliminary borings. In -place testing using a pressuremeter or similar device, additional rock coring and
laboratory testing should be performed to verify the material's actual in -place compressibility modulus to
refine our settlement estimates. In addition, Plaxis 3D finite element modeling, and centrifuge modeling,
should be performed to further evaluate foundation behavior and the impact of foundation settlements.
Foundation load testing and ground improvement testing programs will also be required to verify design
assumptions.
Submitted into the public
record in connection with
item PZ.1 on 02-28-08
Priscilla A. Thompson
City Clerk
LANGAN
Preliminary Geotechnical Engineering Study
Empire World Towers
Twin 111-Story High Rise Towers and Associated Parking Podium
330 Biscayne Boulevard, Miami, Florida
Submitted into the public
record in connection with
item PZ.1 on 02-28-08
Priscilla A. Thompson
City Clerk
23 November 2005
6111901
Page 1 of 8
INTRODUCTION
This report presents our preliminary geotechnical engineering study performed for the Empire World Towers
twin 111-story ultra high rise towers and the associated 17-level parking podium at 330 Biscayne Boulevard
in Miami, Florida. This work was performed as a preliminary geotechnical feasibility phase of the project.
The purpose of the study was to: 1) review relevant available information provided to us and geotechnical
information from nearby high-rise projects; 2) perform a limited site -specific subsurface investigation and
engineering inspection, 3) perform a preliminary foundation analysis and evaluation, and 4) present potential
foundation support options for the proposed towers and other construction related activities. This work was
performed in general accordance with our 29 August 2005 proposal which was authorized by Mr. Leon
Cohen on 7 September 2005. This report is also a follow-up to our technical presentation to Mr. Cohen on
19 October 2005.
Our understanding of the existing site conditions is based on our observations made during the field
investigation, from review of available aerial photographs as well as from preliminary architectural drawings
and information regarding the proposed development which were e-mailed to us by Magnolia Calderon of
Kobi Karp & Associates, the Project Architect. We also had discussions with Ysrael Seinuk of Ysrael A.
Seinuk, P.C., concerning the structural Toads and anticipated structural components. We have been provided
estimated structural loads by Mr. Seinuk. Approximate site elevations were obtained from a surveyor working
at the site while we were performing the field investigation. Elevations given in this report are approximate
and are in feet relative to the National Geodetic Vertical Datum of 1929 (NGVD).
SITE DESCRIPTION
The project site is located on the west side of Biscayne Boulevard, between NE 3rd Street and NE 4' Street.
The elevated Metro -Mover line is immediately west of the site. The project site is a "L-shape" parcel and
approximately 150 to 455 ft long (east -west direction) and 150 to 300 ft wide (north -south direction). The site
layout is shown on Figure 1. The site is currently occupied by an asphalt parking lot which covers the majority
of the site and by an abandoned office building, currently occupying 330 Biscayne Boulevard on the eastern
portion of the site, within the footprint of the proposed east tower. A Holiday Inn Hotel, which is not a part of
this development, is located immediately north of the abandoned office building. The ground surface of
existing at -grade parking lot is relatively flat with surface elevations around el +10 to el +12.
Based on a review of aerial photographs, the Holiday Inn Hotel appears on the 1963 aerial photograph. The
1963 aerial photograph is the oldest available photograph. The abandoned office building occupying 330
Biscayne Boulevard does not appear until the 1965 aerial photograph. Several small buildings occupied the
western portion of the site during the earlier years. However, these structures gradually disappeared and the
site appears in its present state for the first time in the 1988 aerial photograph. An aerial photograph of the
current site condition, along with an overlay of approximate tower footprints, is shown in Appendix A.
PROPOSED CONSTRUCTION
The furnished information indicates the proposed development will consist of twin 111-story residential and
hotel towers on the east and west portions of the site and a 17-level parking platform occupying the lower
levels of the tower and connecting to both towers within the middle portion of the site. Architectural
renderings of the proposed construction are shown in Appendix A. Both tower footprints have the same
elliptical shape on the furnished plan. The major axis of the ellipse is about 215 ft and the minor axis is about
135 ft. The provided architectural plan also indicates that there will be a basement level at el -9.
Structural information regarding the proposed towers was recently provided to us by Ysrael A. Seinuk, PC.
The provided information indicated the tower column loads will be on the order of 12,000 to 32,000 kips. In
the tower core area, major shear wall loads will be on the order of 53,000 to 195,000 kips. Maximum lateral
loads on the large shear walls will be on the order of 12,500 to 22,500 kips. The maximum overturning
LANGAN
Preliminary Geotechnical Engineering Study
Empire World Towers
Twin 111-Story High Rise Towers and Associated Parking Podium
330 Biscayne Boulevard, Miami, Florida
Submitted into the public
record in connection with
item PZ.1 on 02-28-08
Priscilla A. Thompson
City Clerk
23 November 2005
6111901
Page 3ofB
100 blows per ft. The lower portion of this stratum was soft to medium hard with N-values ranging from 5 to
12 blows per ft.
Upper Sand (Stratum 3)
Below Stratum 2, a 10 to 11 ft layer of Tight brown, brown and light gray fine to medium sand with varying
amount of cemented sand fragments was encountered and continued to about el -24. This stratum was
loose to dense with N-values ranging from about 9 to 39 blows per ft (averaging about 22 blows per ft).
Interbedded Sand/Cemented Sand, Limestone and Sandstone (Stratum 4)
Beginning at el -24, interbedded layers of cemented sand, limestone, sandstone, and sand were encountered
and extended to el -76 to el -77. The inferred thickness of this stratum ranged from about 52 to 53 ft. This
stratum was soft to hard with measured N-values typically ranging from 15 blows per ft to over 100 blows
per ft. A continuous relatively hard zone was encountered between el -37 and el -48 with N-values typically
between 40 blows per ft to greater than 100 blows per ft.
A 5 ft layer of Tight gray to light brown fine sand with trace sandstone fragments was encountered between
el -63 and el -72 within this stratum. This sand layer was medium dense to dense with N-values ranging from
about 14 to 31 blows per ft.
Cemented Sand and Sandstone, Some Sand Pockets (Stratum 5)
Beginning at el -76 to el -77, a stratum of competent sandstone and cemented sand with some sand pockets
and limestone was encountered and extended to el -180 to el -186. This stratum was generally hard to very
hard with N-values typically ranging from 34 to greater than 100 blows per ft. Some thin isolated relatively
soft to moderately hard zones were also encountered in both borings at varied depths with N-values ranging
from 10 to 27 blows per ft.
Cemented Sand and Sandstone Intermixed with Sand (Stratum 6)
Beginning at el -180 to el -186, a stratum of cemented sand and sandstone intermixed with sand layer was
encountered and extended to el -225 to el -227. The inferred thickness of this stratum ranged from about 41
to 45 ft (average about 43 ft). This stratum was moderately hard in the cemented materials and loose to
dense in the sand with measured N-values typically ranging from 7 to 79 blows per ft. Some thin very loose
sand pockets were encountered in boring B1 between el -181 and el -183 as well as between el -216 and
el -220.5.
Lower Sand with Some Silt (Stratum 7)
Beginning at el -225 to el -227, a stratum consisting mainly of greenish light brown fine sand with some silt
and trace to some of cemented sand and limestone was encountered and extended to the maximum boring
depths of 250 to 255 ft (el -239 to el -243). This stratum was medium dense to dense with N-values ranging
from 19 to 40 blows per ft (average about 29 blows per ft).
Groundwater
Groundwater was measured in the borings at depths about 9 to 10 ft below the existing grade (about el +2).
The groundwater level is significantly influenced by tidal fluctuations in the adjacent Biscayne Bay and will
also fluctuate seasonally as a function of rainfall and infiltration of the soil. Based on our experience, we
anticipate that groundwater will typically fluctuate between about el +0 and el +3.
Flood Zone
The Flood Insurance Rate Map (FIRM) number 12025C0191J (panel 191 of 625) effective 2 March 1994
indicates that the eastern portion of the project site is within the 100-year flood zone (Zone AE) and the
western portion of the site is designated as Zone X. The 100 year base flood elevation for the eastern AE
LANGAN
Preliminary Geotechnical Engineering Study
Empire World Towers
Twin 111-Story High Rise Towers and Associated Parking Podium
330 Biscayne Boulevard, Miami, Florida
Submitted into the public
record in connection with
item PZ.1 on 02-28-08
Priscilla A. Thompson
City Clerk
23 November 2005
6111901
Page 4 of 8
Zone is el +9. The Zone X area on the western side is within the 500 year flood zone (or a maximum 1 ft
flood for the 100 year flood).
PRELIMINARY FOUNDATION EVALUATION FOR 111-STORY TOWERS
General
Based on the preliminary subsurface investigation findings and our review of currently available structural
information on the proposed towers, we have identified the following key geotechnical issues regarding
foundation support of the proposed towers:
• The presence of a relatively compressible Stratum 3 Sand;
• The presence of about 10 to 15 ft of relatively compressible sand and weakly cemented sand zones
encountered within Stratum 4;
• The presence of an approximately 105 to 110 ft thick competent Stratum 5 Sandstone and Cemented
Sand, beginning at el -76 to el -77 (88 ft depth);
• The presence of a relatively compressible Stratum 7 Sand found below el -185 (195 ft depth) to the
boring termination at el -240 (250 ft depth):
• The need for very high load bearing elements to support the towers; and
• The proximity of the towers to the adjacent Holiday Inn building to the north and the Metro Mover
columns in the west.
Due to the very high structural Toads, it will be necessary to support the tower on a deep foundation system
installed into the competent Stratum 5-Sandstone and Cemented Sand to obtain sufficient bearing support
and to reduce tower settlements as much as feasibly possible. The tower could be supported on either
drilled shaft foundations or a pile supported mat using augered cast -in -place (ACIP) pile foundations. Both
deep foundation elements have been successfully used to support very tall high-rise towers in the Miami
area. Considering the relatively compressible character of the deep strata which are still within the influence
of the foundation stresses, estimated settlements will be large. Ground improvement of the deep
compressible layers is expected to be necessary. We believe deep foundation construction and ground
improvement techniques exist such that it would be technically feasible to support the proposed Towers at
the site.
Drilled Shaft Foundations
We performed the geotechnical investigation, developed foundation recommendations, observed foundation
Toad testing and monitored construction of the recently completed 67-story Four Seasons Hotel and Tower
project, about 18 blocks south of the project site. The Four Seasons tower is supported on drilled shafts
installed into similar competent Stratum 5 materials. The drilled shafts were 6-ft diameter with an allowable
design compressive capacity of 3,000 tons. Recently, we also completed a drilled shaft Toad test program for
a proposed 67-story Tower to be constructed about 7 blocks north of the project site. The load test program
successfully proved that a 5-ft diameter drilled shaft with proper embedment into similar competent Stratum
5 materials can safely provide an allowable compressive capacity of 2,500 tons for design.
Based on our previous experience with tall tower foundations and the site specific subsurface conditions, we
anticipate the proposed towers could be supported on these large diameter drilled shafts installed into the
Stratum 5 materials to about el -130 to el -140 (depth of 140 to 150 ft below grade). A local drilled shaft
contractor recently indicated to us that a maximum shaft diameter of 8 ft could be constructed to a depth of
about 150 ft (el -140). Although the bearing stratum can safely support the structural loads, the relative
compressibility of the deep strata will result in substantial tower settlement, unless it is modified to reduce
its compressibility. This is discussed in greater detail on the following page.
LANGAN
a
Preliminary Geotechnical Engineering Study
Empire World Towers
Twin 111-Story High Rise Towers and Associated Parking Podium
330 Biscayne Boulevard, Miami, Florida
Submitted into the public
record in connection with
item PZ.1 on 02-28-08
Priscilla A. Thompson
City Clerk
23 November 2005
6111901
Page 5 of 8
The following table provides the drilled shaft diameter and the corresponding allowable compressive capacity
of the shaft . This assumes shaft tip embedment at about el -130 to el -140. Uplift capacities of about 50
percent of the compression capacities could be used in design. The allowable capacities presented below are
for drilled shafts installed without surrounding ground modification. As discussed on the next page,
modification of the intermediate zone may allow for a 25 to 50 percent increase in allowable load carrying
capacity, depending on the effectiveness of the ground improvement.
Drilled Shaft Diameter
(ft)
Allowable Compression Capacity
(tons)
5
2500
6
3000
7
3500
8
4000
The above capacities need confirmation through additional investigation, analyses and an extensive load
testing program. Shaft spacing of 2.5D should be used in design. Closer spacing, if required, will need to be
evaluated and confirmed on a layout specific basis.
Considering the anticipated layout of the shafts and to further minimize differential settlements, it may be
desirable to design the cap element as one rigid mat cap for each tower. The mat cap should extend about
10 to 20 ft, if possible, beyond the tower edge limits. The benefits of this approach are: 1) a rigid mat cap
would make the tower settlement more uniform within the towers and 2) by increasing shaft cap size, the
tower load could be distributed to a larger bearing area; thereby, reducing the tower stress in the deeper
strata and reducing tower settlement.
Mat Supported by High Capacity Augered Cast -in -Place (ACIP) Pile Foundations
In the South Florida area, ACIP piles have proven to be the technically superior and cost-effective pile support
solution for medium to high- rise structures. The ACIP pile is a cast -in -place pile constructed by drilling a shaft
in the ground to the design tip elevation using a hollow -stem auger, and pumping grout through the auger
while it is being withdrawn. Due to the ability of casting grout directly against the drilled roughened surface
within the bearing stratum, the ACIP pile develops a higher unit load carrying capacity than the other types of
piles, such as the prestressed concrete pile or drilled shaft with a similar diameter and depth. Currently,
several 50+ story towers are designed or under construction with the ACIP pile foundation under individual
column caps and composite column caps. A local ACIP pile contractor currently has a capacity to install
30-inch-diameter ACIP piles to a depth of 150 ft (el -140) and 36-inch-diameter ACIP piles to a depth of 120 ft
(el -110).
The proposed towers could also be bear on a mat supported by ACIP piles installed into the Stratum 5
materials. Based on the subsurface information and experiences of local augercast pile practice, we
anticipate that a properly reinforced and constructed 30-inch-diameter ACIP piles installed to pile tips about
el -140 (150 ft depth) could provide an individual compressive capacity on the order of 700 to 750 tons using
traditional reinforcing. This capacity could be increased up to 1000 tons or more if sufficient higher yield
strength steel reinforcement is considered in design based on section 1810.3.1 of 2004 Florida Building
Code. An uplift capacity of 50 percent of the compression capacity could be used in preliminary design. Pile
spacing of 2.5D could be used in design. If closer spacing is required, we will need to evaluate this on a
layout specific basis.
Tower Settlement and Its Influence on Adjacent Structures
Due to unprecedented heavy tower loads and the presence of the relatively compressible Stratum 6 -
Cemented Sand and Sandstone intermixed with Sand as well as the Stratum 7-Sand with Some Silt, tower
LANGAN
Preliminary Geotechnical Engineering Study
Empire World Towers
Twin 111-Story High Rise Towers and Associated Parking Podium
330 Biscayne Boulevard, Miami, Florida
Submitted into the public
record in connection with
item PZ.1 on 02-28-08
Priscilla A. Thompson
City Clerk
23 November2005
6111901
Page 6 of 8
settlements will be substantially greater than observed with the current maximum height high-rise towers in
Miami. Our preliminary settlement analyses indicate that about 6 to 8 inches of total tower settlement would
occur from the deep foundation tip to the maximum explored depth (about el -240). If the Stratum 7 sand
layer extends 50 to 100 ft below the maximum explored depth, an additional 6 to 10 inches of settlement
could occur. This is obviously a critical issue that needs to be further explored, as will be discussed in a
subsequent section of the report.
The 67-story Four Seasons tower supported on a drilled shaft foundation bearing on the similar Stratum 5
material experienced about 3 inches of total settlement (measured 18 months after top -out). The majority of
the settlement (greater than 75 percent) occurred during construction. Based on our interpretation from the
Four Season tower's performance and the preliminary subsurface data from the site, we preliminarily
estimate that both Empire World Towers maximum settlements may be on an order of 12 to 18 inches. This
settlement could be substantially reduced to about 3 to 5 inches, if ground modification is performed in the
deep compressible stratum, as discussed below.
Our experience with high-rise towers in Miami, is that the settlement generally occurs in a "dish -shaped"
pattern. However, there may be a tendency for increased settlements on the inward sides of the two towers
(closest to one another) due to stress overlapping in the deep compressible layers between the towers.
Differential settlements are typically on the order of 50 percent of the total settlement
The tower settlement will impact the adjacent Holiday Inn building to the north and the elevated Metro
Mover structure to the west. Due to the compression occurring in the relatively deep strata, we expect some
tower settlement influence may reach up to 150 to 200 ft away from the edge of the towers. The magnitude
of settlement would be greatest nearer the towers and would decrease with distance away for the towers.
Ground Improvement of Deep Compressible Zone to Reduce Tower Settlements
Ground improvement to reduce the compressibility of the deep stratum was considered during our
evaluation. Based on preliminary discussions with specialty contractors, permeation grouting or jet grouting
could potentially be used to improve the weak/porous rock and silty sand layer below el -185. The ultimate
depth of the compressible zone is not known at this time. Soil improvement would "stiffen" the deep
compressible zone, thereby, decreasing settlements and improving tower foundation performance. We
anticipate that settlements in the range of 3 to 5 inches may occur if ground improvement is performed in
the deep compressible zone. This range of settlement is not unusual for very tall high-rise structures in
Miami. Anticipated costs of this improvement will be substantial. The ground improvement technique
selected will need to be evaluated and tested with a thorough full-scale test program.
Ground Improvement of Intermediate Zone to Improve Constructability/Foundation Capacity
Ground improvement of the somewhat erratic zone between about el -20 and el-75 could be considered to
improve constructability of foundations by eliminating or reducing highly porous zones and weak zones.
Besides constructability improvement, this procedure would increase the load carrying capacity of the
foundation elements and reduce overall settlements somewhat. Additional detailed evaluation of the pros
and cons of improvement within this zone needs to be performed. Depending on the effectiveness of the
intermediate zone improvement, load carrying capacity increases of the drilled shafts, in the range of 25 to 50
percent, may be obtainable. This will need to be evaluated with a comprehensive load test program.
CONCEPTUAL BUDGETARY ESTIMATES
Conceptual budgetary estimates of the foundation design alternatives were performed based on historical
information in our files. Our preliminary estimates indicate that the foundation installation costs would be
similar for either the high capacity ACIP pile alternative or the drilled shaft alternative. Additional "ballpark"
estimates were made for ground improvement based on preliminary specialty contractor input. Tables
LANGAN
Preliminary Geotechnical Engineering Study
Empire World Towers
Twin 111-Story High Rise Towers and Associated Parking Podium
330 Biscayne Boulevard, Miami, Florida
Submitted into the public
record in connection with
item PZ.1 on 02-28-08
Priscilla A. Thompson
City Clerk
23 November 2005
6111901
Page 7of8
summarizing our cost estimations are attached as Tables 1, 2, and 3. These estimates need to be further
evaluated and refined in our final study. In addition, we recommend that detailed cost estimations be made
by your construction manager for both foundation alternatives and for the ground improvement options.
PRELIMINARY FOUNDATION EVALUATION FOR 17-LEVEL PARKING PODIUM
The 17-level parking podium can be supported on shallow foundations or on ACIP piles. Based on historical
cost comparisons, the ACIP piles may be an economical alternative since a high load carrying capacity can be
achieved for piles drilled into the relatively hard intermediate depth Stratum 4 materials. High capacity piles
result in efficient pile layout and relatively small pile caps for mid -rise buildings. Based on the anticipated
structural loads for the parking podium, we expect properly reinforced 18-inch-diameter ACIP piles drilled into
the relatively hard zones of Stratum 4 (to about el -45 to -50) can support allowable compressive Toads of 250
tons. An uplift capacity of 50 percent of the compression capacity could be used in design. Higher capacities
for larger diameter ACIP piles drilled into the Stratum 4 materials could also be utilized, if desired. We
estimate about 1/2 to 1 inch of total settlement may occur due to the parking podium loadings. However,
significant settlement impact is expected within the parking podium due to the tower loadings. To preclude
structural distress to the parking podium structure from the tower settlement, we recommend the parking
podium be constructed after the towers have been topped -out and the settlement rate has decreased to a
suitable range.
FUTURE SUBSURFACE INVESTIGATION AND ENGINEERING STUDIES
Additional deeper borings and engineering studies are required to refine the foundation recommendations
and to better understand the tower settlement performance. We recommend the following:
• Six additional borings (three for each tower) be drilled to a depth of 300 to 350 ft below the existing
site grade;
• In -place pressuremeter testing to verify the compressibility modulii of the Strata 5, 6, and 7 materials
in order to better estimate the settlement behavior;
• Additional laboratory testing of representative rock cores;
• Plaxis 3D finite element computer modeling to evaluate tower settlement and impact of settlement
on adjacent structures; and,
• Centrifuge model tests to evaluate the performance of the recommended foundation systems.
OTHER CONSIDERATIONS
Removal of Existing Structures and Previous Structure Remnants
We expect that the existing office building within the project site will be demolished. The demolition debris,
including all existing foundation elements (likely shallow foundations), floor slab and utilities, should be
completely removed to allow for unobstructed construction of future foundations and utilities. This also
includes removal of foundation and utility remnants from previous structures. Once the debris and foundation
elements have been removed, the bottom of the exposed excavations should be checked by the
Geotechnical Engineer.
Construction Excavation and Dewatering
The provided information indicates a tower basement level at el -9. Considering a shaft/pile cap thickness of
about 15 ft, the bottom of the excavation would be around el -22. ft appears that a tie -back sheet pile wall or
ACIP secant pile wall would be required for stability during construction excavations. In addition, dewatering
during construction of foundation caps will be challenging. Based on our experience, we anticipate that a
tremie-seal concrete slab will be required to seal the bottom of the excavation to eliminate excessive
dewatering flows. This will be necessary to allow for practical construction of the deep foundation cap
element(s).
LANGAN
Preliminary Geotechnical Engineering Study
Empire World Towers
Twin 111Story High Rise Towers and Associated Parking Podium
330 Biscayne Boulevard, Miami, Florida
Submitted into the public
record in connection with
item PZ.1 on 02-28-08
Priscilla A. Thompson
City Clerk
23 November 2005
6111901
Page 8 of 8
Load Test Programs for Drilled Shafts and ACIP Piles
Load test programs are required for drilled shafts and ACIP piles to better define the shaft/pile length and
installation procedures, and to confirm the design load carrying criteria. It will be necessary to perform at
least one compression, one uplift and one lateral load test per tower, and for the garage. The tests are
necessary to verify Toad versus deflection criteria and factors of safety relative to the design loads. Load
tests should be instrumented with appropriate monitoring devices to verify load/transfer behavior along the
shafts. The tower drilled shafts or tower ACIP piles should utilize embedded Osterberg load cells (o-cells)
which are essentially hydraulic jacks placed strategically within the shaft element. The parking garage ACIP
piles can be loaded with traditional top -down hydraulic jack testing systems. Detailed information regarding
test shaft/pile programs will be provided during our final geotechnical study.
Pre -Construction Conditions Documentation
The proposed construction is adjacent to the Metromover and Holiday Inn building. Roadway infrastructure
and utilities also surround the site. Pre -construction conditions documentation should be performed to
establish the existing conditions of those structures prior to construction at the subject site. The pre -
construction conditions documentation would involve visually inspecting and videotape documenting the
structures; measuring and photographing observable existing cracks, deterioration, or other signs of distress;
and establishing crack reference lines and locations of elevation control points. We recommend that this pre -
construction condition documentation be done by our firm to ensure proper procedures are followed. The
pre -construction documentation would provide valuable information of the existing conditions of the
structures adjacent to the proposed development. In addition, it would serve as a qualitative record
document of the existing conditions of the adjacent structures prior to the start of construction.
LIMITATIONS
This preliminary geotechnical engineering study was performed with the primary purpose of evaluating the
technical feasibility of designing and constructing a foundation system needed to support twin towers of
unprecedented heights and structural Toads for the Miami area. The study is based on a limited subsurface
investigation and preliminary structural load information. Consequently, the foundation evaluations and
alternatives discussed herein are our best engineering judgement as to viable foundation support systems for
the proposed construction during the current feasibility phase. Further subsurface investigations and design
studies are necessary and should be performed to further define the engineering characteristics of the
materials underlying of the project site, and to better understand/predict the proposed tower performance.
The conceptual budgetary estimates given herein must be considered order of magnitude and are anticipated
to be upper limits of costs associated with the currently envisioned ground improvement and deep
foundation construction. Actual costs will depend on the final design and will be affected by the desired
performance of the tower structures as a whole.
This report is confidential and is meant to be used strictly by Maclee Development, Ysrael Seinuk, P.C. (the
Structural Engineer), and Kobi Karp and Associates (the Architect). Copying of the report or submittal to
other parties should be approved by Langan.
T:\Data9\6111901 \Office Data\geo study\ preliminary geo study.doc
LANGAN
TABLE 1
CONCEPTUAL BUDGETARY ESTIMATES
(per Tower, in millions $)
Foundation Support Alternatives
•
4
.e;4 °�' : 2� • ar : ?.. '_
Drilled Shafts
}
� dD__,,4'.yL�. y%� �. ,. ram,. .
$18.5m to $23.0m
ACIP Piles
$19.5m to $22.5m
Assumptions:
• One 21,000 sf Tower footprint, DL+LL tower weight = 496,000 tons
• 250 to 275, 6-foot-dia, 140-foot-long 3000-ton drilled shafts at approx $84,000 per
shaft; or 175 to 200, 8-foot-dia, 140-foot-long 4000-ton drilled shafts at approx
$105,000 per shaft
• 1000 to 1100, 2.5-foot-dia, 140-foot-long, 750-ton ACIP piles at approx $17,500 per
pile; or 750 to 800, 3-foot-dia, 140-foot-long 1000-ton ACIP piles at approx $28,000
er
Notepile
• Budgetary estimates given herein are preliminary orders of magnitude and should be
used and treated as such
• Additional discussions with specialty contractors are needed to refine unit costs
Submitted into the public
record in connection with
item PZ.1 on 02-28-08
Priscilla A. Thompson
City Clerk
LANGAN
am no mu a a a-- no' --- Nis — um i—
TABLE 2
CONCEPTUAL BUDGETARY ESTIMATES
(per Tower, in millions $)
Ground Improvement
Deep Zone
$25m
Shallow Zone
$10m
Assumptions:
• Treat area of 37,000 sf below one Tower footprint
• Deep zone (depth of approx 190 to 290 feet): with technique such as permeation
grouting
• Shallow zone (depth of approx 20 to 90 feet): with technique such as jet grouting
Note:
• Budgetary estimates given herein are preliminary orders of magnitude and should be
used and treated as such
• Additional discussions with specialty contractors are needed to refine unit costs
Submitted into the public
record in connection with
item PZ.1 on 02-28-08
Priscilla A. Thompson
City Clerk
LANGAN
r r
Mal lin a � � i MN
IMIII
TABLE 3
CONCEPTUAL BUDGETARY ESTIMATES
(per Tower, in millions $)
P171 - �-' 7+j -- ^q.•�l�'Jj,� �"1 T.IIy�`]w{.
C F • \ F
p -�S CnG- , t t,
-. ,.'..V�,;'.: y_ # 'r1H` ''.:-,._i,•.
4 : p .t.8' vd •S':.�; t
'F'IPiJ�C .S� -9 i�
f y.i li'
A
_.. " -. 1
.S - U 1-' fk.:
_—, �' Y � �i , 1 _.
A r'�n Y .S; R 'Y:
Y
# s�' !. •'= x �??#
JE , '-}; )
'J Q I:
Y Tr: F• 5 }"�
i,
.. - ..- � • . _ -. 1
{�} [ '. '
%_ � r',, •Y P-♦
4
•
) f. �A ('r F'i_ !' o I
. .. . •?'il-.... - •
h" y riI a r
$18. 5 to $23.0
-
$20 m
-
I
,; •. ,"
Al _: �:. ,
-
$19.5 to $22,5m
Say $20m
-
$20m
y diti promo e t - _;.
`:-_. ' =.. _
.
No Improvement
Deep Only
Deep and
Shallow
_3- __� i"y� ` #:Deep.
-
-
$25m
s ± 4. 0 . s.- ;•• hallow"
,.._
-
-
-
$10m
6 ,• ,( ki:\�.1
'`'"- -'--� _ •---- --.... _ ... ..----..• ..... ,_.�,_
! f.')f . - .�
E —..+...a.-....3.... x �_�..._........_.....Via.-_.».,.......-,v._..,�h.:..��..+:.'..�
'-'%e�f}j -
.. �',t)f r] -
... '�'.._-S...t....
_ ".ice JIfr•s
.. ,. ti.
" Order of Magnitude"
Settlements (inches)
12 to 18
12 to 18
3 to 5
2 to 4
Note:
• Budgetary estimates given herein are preliminary orders of magnitude and should
be used and treated as such
Submitted into the public
record in connection with
item PZ.1 on 02-28-08
Priscilla A. Thompson
City Clerk
LANGAN
te--. LANGAN
ENGINEERING & ENVIRONMENTAL SERVICES
L• ELMWOOD PARK, NJ • NEW YORK, NY • DOYLESTOWN, PA • PHILADELPHIA, PA • NEIN HAVEN CT • LAS VEGAS NV
MIAMI
Submitted into the public
record in connection with
item PZ.1 on 02-28-08
Priscilla A. Thompson
City Clerk
SITE LOCATION PLAN
EMPIRE WORLD TOWERS
Job No. 6111901
scale 1"=10'
Date 15 NOV 2005
Submitted into the public
record in connection with
item PZ.1 on 02-28-08
Priscilla A. Thompson
City Clerk
Li„,.1.= LANGAN
ENGINEERING & ENVIRONMENTAL SERVICES
RENDERING OF PROPOSED CONSTRUCTION
EMPIRE WORLD TOWERS
MIAMI
FLORIDA
MAW, FL •ELMW000 M IK. W • !EW VOW, NV •00YLESTONN. PA N.UOEIPWA, PA •NEW HAVEN, cr 1AS VEGAS, IN
Job No. 6111901
Scale
N.T.S. 'Date 14 NOV 2005
T:1Data916111901tCadd Data - 6111901VDWpWanal Photo.dwp
APPENDIX A
Preliminary Geotechnical Engineering Study
Empire World Towers
Twin 111 Story High Rise Towers and Associated Parking Podium
330 Biscayne boulevard, Miami, Florida
23 November 2005
6111901
Page 8 of 8
Load Test Programs for Drilled Shafts and ACIP Piles
Load test programs are required for drilled shafts and ACIP piles to better define the shaft/pile length and
installation procedures, and to confirm the design load carrying criteria. It will be necessary to perform at
least one compression, one uplift and one lateral load test per tower, and for the garage. The tests are
necessary to verify load versus deflection criteria and factors of safety relative to the design loads. Load
tests should be instrumented with appropriate monitoring devices to verify load/transfer behavior along the
shafts. The tower drilled shafts or tower ACIP piles should utilize embedded Osterberg load cells (o-cells)
which are essentially hydraulic jacks placed strategically within the shaft element. The parking garage ACIP
piles can be loaded with traditional top -down hydraulic jack testing systems. Detailed information regarding
test shaft/pile programs will be provided during our final geotechnical study.
Pre -Construction Conditions Documentation
The proposed construction is adjacent to the Metromover and Holiday Inn building. Roadway infrastructure
and utilities also surround the site. Pre -construction conditions documentation should be performed to
establish the existing conditions of those structures prior to construction at the subject site. The pre -
construction conditions documentation would involve visually inspecting and videotape documenting the
structures; measuring and photographing observable existing cracks, deterioration, or other signs of distress;
and establishing crack reference lines and locations of elevation control points. We recommend that this pre -
construction condition documentation be done by our firm to ensure proper procedures are followed. The
pre -construction documentation would provide valuable information of the existing conditions of the
structures adjacent to the proposed development. In addition, it would serve as a qualitative record
document of the existing conditions of the adjacent structures prior to the start of construction.
LIMITATIONS
This preliminary geotechnical engineering study was performed with the primary purpose of evaluating the
technical feasibility of designing and constructing a foundation system needed to support twin towers of
unprecedented heights and structural loads for the Miami area. The study is based on a limited subsurface
investigation and preliminary structural load information. Consequently, the foundation evaluations and
alternatives discussed herein are our best engineering judgement as to viable foundation support systems for
the proposed construction during the current feasibility phase. Further subsurface investigations and design
studies are necessary and should be performed to further define the engineering characteristics of the
materials underlying of the project site, and to better understand/predict the proposed tower performance.
The conceptual budgetary estimates given herein must be considered order of magnitude and are anticipated
to be upper limits of costs associated with the currently envisioned ground improvement and deep
foundation construction. Actual costs will depend on the final design and will be affected by the desired
performance of the tower structures as a whole.
This report is confidential and is meant to be used strictly by Maclee Development, Ysrael Seinuk, P.C. (the
Structural Engineer), and Kobi Karp and Associates (the Architect). Copying of the report or submittal to
other parties should be approved by Langan.
T:\Data9\6111901 \Office Data\geo study\ preliminary geo study.doc
i
Submitted into the public
record in connection with
item PZ.1 on 02-28-08
Priscilla A. Thompson
City Clerk
LANGAN
um um um um no us ins um EN g•I mi La RIM JIM
TABLE 1
CONCEPTUAL BUDGETARY ESTIMATES
(per Tower, in millions $)
Foundation Support Alternatives
;" $'_g',W. • '. �%"i'GI�". —./��l.:l.P ..in�:''.._ S-'K+. ;ii ,. .1 .:�.,'a.. �'in:r .5 1P,--.1 . '.'i.. Awl .•..17 .� •'x A_: i' —P��.—
e4, 4,? y '{+ 14: ia-t- `.�.. ® � � ;.. z .. A! "` 1 � E � f 2.f�� e.�}f'•��,r. T� ' '.T1' �- ' _
iliaAis .. '. �-i�.c 3^'fus,J' -;a�:.';, ,• -.. --=.'+1;iG'? �+..-.-.. ... �F-:•.. •r�C•wY Qrvt} '�,3 .,u. ?s+.k"'st% u+'.% '"�'4 'Y Fi `y'i�¢'.
Drilled Shafts
$18.5m to $23.0m
ACIP Piles
$19.5m to $22.5m
Assumptions:
• One 21,000 sf Tower footprint, DL+LL tower weight = 496,000 tons
• 250 to 275, 6-foot-dia, 140-foot-long 3000-ton drilled shafts at approx $84,000 per
shaft; or 175 to 200, 8-foot-dia, 140-foot-long 4000-ton drilled shafts at approx
$105,000 per shaft
• 1000 to 1100, 2.5-foot-dia, 140-foot-long, 750-ton ACIP piles at approx $17,500 per
pile; or 750 to 800, 3-foot-dia, 140-foot-long 1000-ton ACIP piles at approx $28,000
Noter pile
e:
• Budgetary estimates given herein are preliminary orders of magnitude and should be
used and treated as such
• Additional discussions with specialty contractors are needed to refine unit costs
Submitted into the public
record in connection with
item PZ.1 on 02-28-08
Priscilla A. Thompson
City Clerk
LANGAN
a f a r i j i
so am am am am a d ma ma um r ma ma BM maMI—-
i
TABLE 2
CONCEPTUAL BUDGETARY ESTIMATES
(per Tower, in millions $)
Ground Improvement
Deep Zone
$25m
Shallow Zone
$10m
Assumptions:
• Treat area of 37,000 sf below one Tower footprint
• Deep zone (depth of approx 190 to 290 feet): with technique such as permeation
grouting
• Shallow zone (depth of approx 20 to 90 feet): with technique such as jet grouting
Note:
• Budgetary estimates given herein are preliminary orders of magnitude and should be
used and treated as such
• Additional discussions with specialty contractors are needed to refine unit costs
Submitted into the public
record in connection with
item PZ.1 on 02-28-08
Priscilla A. Thompson
City Clerk
LANGAN
TABLE 3
CONCEPTUAL BUDGETARY ESTIMATES
(per Tower, in millions $)
-r'� Wit,
_ _ .._ C . a► r
l
b _ Ss�. .. y
'� e� �
.' - � xA- p
z=i ,,,., .r. a�,
t
xa �h. Y . •
y:
.i
FY : _,ni-t
riIl d t '} A:'
, e_
$18.5 to $23.0
Say $20m
-
$20m
-
-,-w- .4. ��,,,�r._ 1e
'. ,,, v -.� - ,;.
$19.5 to $22.5m
Say $20m
$20m
tp9it 1�irnprovenient -
.. -
No Improvement
Deep Only
Deep and
Shallow
:. - .. f-Deep
-
-
$25m
$25m
..err' :::$T ' -.- . _ ;. .,,e`
_ e .- - t. _g. liaHlow`
-
-
-
$10m
( i
v
r ` .401FJ.
t, -
'.z',)cif�3
`
':ir7J.`fI •
5'../vit
"Order of Magnitude"
Settlements (inches)
12 to 18
12 to 18
3 to 5
2 to 4
Note:
• Budgetary estimates given herein are preliminary orders of magnitude and should
be used and treated as such
Submitted into the public
record in connection with
item PZ.1 on 02-28-08
Priscilla A. Thompson
City Clerk
LANGAN
tr.- LANGAN
ENGINEERING & ENVIRONMENTAL SERVICES
SITE LOCATION PLAN
EMPIRE WORLD TOWERS
MIAMI FLORIDA
FL•ELAWY000 PARK, NJ •NEW YORK, NT • DOYLESTOWN PA • PHILADELPHIA PA • NEW HAVEN CT • LAS VEGAS NV Job No. 6111901 I Scale
1"=10'
Date 15
NOV 2005 1 APPENDIX A
11
tLANGI4N
ENGINEERING & ENVIRONMENTAL SERVICES
AIWM, fI2 ELMWOOO PANIC. NI • NEW VOW, NV •DOYLE3TONN, PA PNILAOELPHIA PA NEW MAVEN, CT VA VEGA9, NV
RENDERING OF PROPOSED CONSTRUCTION
EMPIRE WORLD TOWERS
MIAMI
FLORIDA
Job No. 6111901
ale N.T.S.
Date 14 NOV 2005
APPENDIX A
TDData9t61119011Cadd Data • 61119011Dw9Werial Photo4wy
-= LANGAN
ENGINEERING & ENVIRONMENTAL SERVICES
RENDERING OF PROPOSED CONSTRUCTION
EMPIRE WORLD TOWERS
MIAMI
FLORIDA
QC
00
N
N
i
SOME, R. • 0MW000 PARK W •NEW VOW, NY •OOYLESTONN, PA PNLAOELPNIA PA •NEW HAVEN, 0T US VEGAS W
Job No. 6111901
scale N.T.S.
Date 14 NOV 2005
APPENDIX A
T:1Data916111901tCadd Data • 6111901\Dw4Aertar Photodw9
i
-= LANGAN
ENGINEERING & ENNRONMRENTAL SERVICES
LOG OF BORING
B1
SHEET 1 OF 5
PROJECT
Empire World Towers
PROJECT NO.
6111901
LOCATION
Miami, Florida
ELEVATION AND DATUM
Approx. +12 NGVD
DRILLING EQUIPMENT
B-57 Mobile Drill Rig
GATE STARTED I DATE FINISHED
9/15/05 1 9/22/05
COMPLETION DEPTH
255 ft.
SIZE AND TYPE OF BIT
3 7/8" & 2 15/16" Tricone Roller Bits
NUMBER OF
SAMPLES
DIST.
53
UNDIST.
---
CORE
6
CASING DIAMETER (in)
3
CASING DEPTH(ft)
253
WATER LEVEL
(ft)
FIRST
.2 ---
COMPL.
Y. 10
24 HR
1 --
SAMPLER
2" O.D. Split Sppon
DRIWNG FOREMAN
Mike Parramore
SAMPLER HAMMER
[WEIGHT(s)
140
DROP(in)
30
INSPECTING ENGINEER
John Magnavita
ELEV.
(ft)
SAMPLE DESCRIPTION
SYMBOL
LOG
SAMPLE DATA
REMARKS
(DRILLING FLUID, DEPTH OF CASING,
FLUID LOSS, DRILLING RESISTANCE, ETC.)
DEPTH
SCALE
m
?
Z
w
o
w `
cc0.re
Vim=
w iliw m
4LL
> OJ w
m0. Z
+12.0\
-6.0
-13.0
-20.0
-24.0
-32.0
1 to 2" Asphalt
. c..
0
•O..❖00•
.•
Post hole digging from 0 to 3 n
Sample dry
Smooth steady advance of drill bit to 8 ft
Slight rig chatter from 12 to 13 ft
V
- ...
Z '-
Drilling time from 15 ft to 16 ft = 43' CL =
O
Drilling time from 16 ft to 17 ft = 23" w;
Drilling time from 17 ft to 18 ft = 24' G al
O
Drilling time from 20 ft to 21 ft = 14" 54 s~
Drilling time from 21 ft to 22 ft = 15' ."5 ,0
Drilling time from 22 ft to 23 ft = 12' a G
Smooth advance of drill bit from 25 ft to
28ft
Drilling time from 30 ft to 31 ft = 17'
Drilling time from 31 ft to 32 ft = 15"
Slight rig chatter at 32 ft
Drilling time from 32 ft to 33 ft = 34"
Drilling time from 35ftto36ft=11"
trig chatter at 3s ft
Drilling time from 36 ft to 37 ft = 21"
Drilling time from 37ftto38ft=25"
Drilling time from40ftto41 ft=13"
Drilling time from 41 ft to 42 ft = 34'
Drilling time from 42 ft to 43 ft = 30'
Drilling time from 45 ft to 46 ft = 26' 17"
Drilling time from 46 ft to 47 ft = 16' 23"
Tan fine SAND, some limerock (FILL)
Whitish tan Miami LIMESTONE, some sand
White Miami LIMESTONE
co
N
15
21 15
>
-
'
_
N
CO
cn
1
1
.-10
1
r I
—15
0
co
-
10
16
,
Tan to light gray LIMESTONE and fine SAND
1
)
' •
•
—
rn
5
20
Tan fine SAND
Tan fine SAND, some cemented sand
'-,"—
-►
-, "
�'°
'•
25
-
—30
N
to
12
16
33
_ 35
co
Ifl
.
'
9
_
Tan CEMENTED SAND and fine sand
---r
_pi
a`•
p
+ :
•°�
�•
''
e.
•
-
:.
...
''
.'
.
:<-;-
',-45
'.
!
_
—
03
rn
(n
(A
o
6
16
11
27
40
cn
ti)n
co
ill
LANGAN
ENGINEERING & ENt4RONMENTAL SERVICES
LOG OF BORING
B1
SHEET 2 OF
5
PROJECT
Empire World Towers
PROJECT
NO.
6111901
LOCATION
ELEVATION AND DATUM
Miami, Florida
Approx. +12 NGVD
SAMPLE DATA
ELE1/.
'SYMBOL
SAMPLE DESCRIPTION
DEPTH
w
>
_
Smr
REMARKS
(ft)
LOG
SCALE
vvzwS
>Ow
F�UIDDLOSS,DRILILINGRESIsi ETC.)
d t, •.d i
Drilling time from 47 ft to 48 ft = 7 50"
; • :.q;_
9
Tan CEMENTED SAND, some fine sand
�� d
is
'22
'
10014"
40
` 50
Drilling time from 50 ft to 51 ft = 3' 35"
,•D4:pt
Drilling time from 51 ft to 52 ft = 58"
e• .a e:
Drilling time from 52 to 53 ft =1'33"
27
Tan CEMENTED SAND and SHELL, some
�.,, — <''
-
-
co
,
97
1 r
197/10'
sandstone
••• :••6:„ .
•••• •
rn
Drilling time from 54 ft to 55 ft =1' 33"
55
'',-'•y''.•
Drilling time from 55 ft to 56 ft = 40"
• .� -
Drilling time from 56 ft to 57 ft = 1' 05"
-45.5
=a
_
a
fn
Drilling time from 57 ft to 58 ft = 3' 04"
u)
CORE S
Drilling time from 58 ft to 59 ft = 1' 30'
•i.,
Light gray to tan SANDSTONE & CEMENTED
<
.;}
60 —
Drilling time from 59 ft to 60 ft = 7 01"
,
SAND, trace limestone, mudstone fragments
4
.4.
U
cn
Drilling time from 60 ft to 61 ft = 35"
t
-
"
Drilling time from 61 ft to 62 ft = 13"
:
L
Drilling time from 62 ft to 63 ft = 16"
-.
Light gray to tan SANDSTONE, some cemented
•'4r
�-
-
M
N
Cl
9
11
9•
20
ROD = 9/60 x 100 = 15%
« •.
:.
sand, trace sand
`;`
65
Drilling time from 65 ft to 66 ft = 45"
+ •'
Drilling time from 66 ft to 67 ft = 20"
• 4
.
Drilling time from 67 ft to 68 ft = 13"
-56.0
-..4
�
4
Tan CEMENTED SAND and SHELL
• �`
• : p•v •
•
-
in
C°
cn
co
�
9
ss
is
7a
70
=
Drilling time from 70 ft to 71 ft = 14"
Harder drilling at 71.5 ft
Drilling time from 71 ft to 72 ft = 1' 21"
•:D• o
Drilling lime from 72 ft to 73 ft =1' 18"
i•:.e'T.
16
Tan CEMENTED SAND and SHELL
. e r'
-
cor
10
_
19
-63.0
Smooth drill bit advance to 78 ft
75
Drilling time from 75 ft to 76 ft = 8"
Drilling time from 76ftto77ft=9"
-
Drilling time from 77 ft to 78 ft = 14"
Grayish tan fine SAND
-
m28
-
m
c/o)
rn
11
31
-68.0
'
9
Loss of circulation at 80 ft
}. rr'
80
rr.
Drilling time from 80ftto81 ft=39"
.
Drilling time from 81 ft to 82 ft = 37'
Drilling time from 82 ft to 83 ft = 23"
r �•
Grayish tan SANDSTONE, some sand and
l �I" '
e
cemented sand, trace shell and limestone
')
5
'
-
85
1•
Drilling time from 85 ft to 86 ft = 37'
1 r
Drilling time from 88 ft to 87 ft = 39"
•
-76.0
•
Drilling time from 87 ft to 88 ft = 23"
2 ,
W
ch
co
a)13
cv
8
14
27
••
�•
Drilling time from 90 ft to 91 ft = 1' 14"
Mg
90
•
Drilling time from 91 ft to 92 ft = 1' 20"
~••
.-
Drilling time from 92ftto93ft=1'42"
Tan to light gray SANDSTONE and CEMENTED
n,�
,. •':
_1
cn
rn
N
cn
'I"20
•-
21
221
1
41
-
SAND, interbedded limestone, trace to some
95
Drilling time from 95 ft to 96 ft = 19"
pockets medium to fine sand
...
-
Harder drilling at 96 ft
Driving time from 96 ft to 97 ft = 3' 15" •
•
.•'•Rim
4•
Drilling time from 97ftto98ft=1'22"
Submitted into the public
O
ry
`�
CA20
40
14
3°
" -
.
-88.5--
record in connection with
a•••
Harder drilling a1 100.5 ft
Drilling time from 100 ft to 101 ft = 1' 43"
100
l }. -
item PZ" 1 on 02-28-08
- .
Drilling time from 101 ft to 102 ft = 1' 31"
Priscilla A. Thompson
City Clerk
i
a
1
i
tLJ4NGAN
ENGINEERING & ENVIRONMENTAL SERVICES
Submitted into the public
record in connection with
item PZ.1 on 02-28-08
Priscilla A. Thompson
City Clerk
LOG OF BORING
SHEET
B1
OF 5
PROJECT
Empire World Towers
PROJECT NO.
6111901
LOCATION
Miami, Florida
ELEVATION AND DATUM
Approx. +12 NGVD
ELEV.
(ft)
SAMPLE DESCRIPTION
SYMBOL
LOG
DEPTH
SCALE
SAMPLE DATA
REMARKS
FLUID LOSS, DRILLING RESISTANCEILLING FLUID, DEPTH OF , ETC.)
1
?
z
W
oy`
W
K
w m m
a
�LL
> JO R.
Zma-
-119.0
122.0
141.0•
Grayish tan SANDSTONE, some shell, trace
interbedded limestone
Grayish tan SANDSTONE, some shell,
interbedded limestone
Grayish tan SANDSTONE fragments
Tannish graySANDSTONE, some shell,
interbedded limestone
Tannish gray SANDSTONE
Grayish tan SANDSTONE, trace
Y pockets of gray
fine sand
Grayish tan SANDSTONE
)' l�
Drilling time from 102 ft to 103 ft = 6'05'
Drilling time from 103ftto104ft=4'43"
Drilling time from 104 ft to 105 ft = 1' 5T
lkilGng time from 105 ft to 106 ft = 1' 38"
Drilling time from 106 ft to 107 ft = 7 58'
Drilling time from 107 ft to 108 ft = 3' 16"
ROD = 25/60 x 100 = 42%
Drilling time from 109 ft to 110 ft = 7 12'
Drilling time from 110 ft to 111 ft = 3' 31"
Dnlling time from 111 ft to 112 ft = 4' 43"
Drilling time from 112 ft to 113 ft = 4' 38"
Drilling time from 113 ft to 114 ft = 1' 44"
Drilling time from 114 ft to 115 ft = 20"
Drilling time from 115 ft to 116 ft = 54"
Dulling time from 116 ft to 117 ft = 23•
time from 117ftto118ft=1'03"
ROD =21/60x100=35%
Drilling time from 118 ft to 119 ft = 1' 24"
Drilling time from 119 ft to 120 ft = 1.4T
Drilling time from 120 ft to 121 ft = 1' 43"
Drilling time from 121 ft to 122 ft = 1' 18"
Drilling time from 122 ft to 123 ft = 20"
Drilling time from 124 ft to 125 ft = 7 34"
Drilling time from 125 ft to 126 ft = 39"
Drilling time from 126 ft to 127 ft = 27"
Drilling time from 127 ft to 128 ft = 23"
Drilling time from 128 ft to 129 ft = 53"
Drilling time from 129 ft to 130 ft = 7 06"
Drilling time from 130 ft to 131 ft = 27'
Drilling time from 131 ft to 132 ft = 14*
Drilling time from 132 ft to 133 ft = 13"
Drilling time from 136 ft to 137 ft = 3' 52"
Drilling time from 137 ft to 138 ft = 1' 49"
Drilling time from 140 ft to 141 ft = 1' 52"
Dnldng time from 141 ft to 142 ft = 2' 50"
Drilling time from 142ftto143ft=2'48"
Drilling time from 143 ft to 144 ft = 1' 1T
Drilling time from 144 ft to 145 ft = 3' 43"
ROD = 39160 x 100 = 65%
Drilling time from 148 ftto 147 ft = 1' 26"
Drilling time from 147 ft to 148 ft = 55"
Drilling time from 147 ft to 148 ft = 55"
Drilling time from 150 ft to 151 ft = 2 14"
Drilling time from 151 ft to 152 ft = 3' 45"
Drilling time from 152 ft to 153 ft = 1' 3T
Drilling time from 153 ft to 154 ft = 48"
Drilling time from 154.5 ft to 155.5 ft = 1'
45•
Drilling time from 155.5 ft to 156.5 ft = 1'
1.--.
C",
L.)
W
tr
0
U
~_ r
•.'; •-
105
{
'
) -ef
110
co
CORE S5 SS
"'
24
100/4"
100/4"
, :
co
U
in
) • -1 • '
•
,,
t
j 1 •
r T
115
•Drilling
:.r`
120
co� a
rn
rn
��
100/5"
,.. l'r
N
rn
`"
rn
rn
114/9"
; • -
: F, `--125
r
�i
r'
N
co
rn
100/4"
10�4"
�.'
r •,
I
130
: .t
Tannish gray fine SAND, some limestone
intrusions, cemented sand and shell
' '' :
." ..
• :. ; : ~
-
co. co
N
-12"
51
50
51
Tannish gray CEMENTED SAND and
SANDSTONE, some shells and sand
y�i�
' .
135
o
■
126/9"
:',.
•ice
Grayish tan fossiliferous SANDSTONE, some
mixed calcorous limestone
Grayish tan fossiliferous SANDSTONE
Tannish gray SANDSTONE
140i
=
" r
{
145
3
o
U
GG3
i••r
�: • •
� I
•
I':.: �'e
aCr)
■■.--
W
N
in
„
100/5
r ;
100/5"
�T
100/5•
L ;,'1:
150
; .
Grayish tan CEMENTED SAND and
SANDSTONE, some shell, intermixed limestone
���
M
en
CI)
to
N
20
100 '
120/9"
•
,�,_
155
,n .
LANGAN
ENGINEER/NG & ENVIRONMENTAL SERVICES
Submitted into the public
record in connection with
item PZ.1 on 02-28-08
Priscilla A. Thompson
City Clerk
LOG OF BORING
B1
SHEET 4 OF 5
PROJECT
Empire World Towers
PROJECT NO.
6111901
LOCATION
ELEVATION AND DATUM
Miami, Florida
Approx. +12 NGVD
SAMPLE DATA
ELEV.
SAMPLE DESCRIPTION
SYMBOL
DEPTH
>
ill
REMARKS
(ft)
LOG
SCALE
c°� •
Ta
Ili
6rY 1
al
al If
FLuto�0 FLUID, DEPTH RESISTANCE, CEN ETC.)
tT.
J
1n
-57
Grayish tan fossiliferous SANDSTONE
�
re
Drilling time from 156.5 ft to 157.5 ft = 7
Drilling time from 157.5 ft to 158.5 ft = 1'
•
Drilling time from 158.5 ft to 159.5 ft = 1'
-/
-160
c0
23
Whitish gray SANDSTONE, some sand, trace
ce
CD
rn
v
e4
aT
72
57"
r
-
silt
1 l ;
25
ROD = 38/60 z 100 = 63%
1 '. a' -.
42
-
eel
u)
rn
N
14
33
47
,•"T
10073•
t' i"
165
-
Drilling time from 165 ft to 166 ft =1' 3T
Whitish tan SANDSTONE, trace mudstone
1`- f ' -
C6 S3
CORE S3
Drilling time from 166 ft to 167 ft = 20'
Drilling time from 167 ft to 168 ft = 56'
Drilling time from 168 ft to 169 ft = 3' 18"
it-r
Tannish white fossiliferous SANDSTONE and
' ji
M
Pitting time from 169ftto170ft=2'36'
Drilling time from 170 ft to 171 ft = 1' 40"
•,r-170-
, ••�
intermixed LIMESTONE, trace mudstone
r r
Drilling time from 171 ft to 172 ft = T 23'
.r
_
3•Drilling
time from 172 ft to 173 ft = 8' 54'
r :
tan fossiliferous SANDSTONE, some
•Grayish
, ` (�
.4-
10
ROD = 19/60 x 100 = 32%
interbedded limestone
sj'
n
co
m
10013"
Drilling time from 174 ft to 175 ft = 1' 21"
-175
Drilling time from 175ftto176ft=1'05'
Drilling time from 176 ft to 177 ft = 59'
Drilling time from 177 ft to 178 ft = 55•
r`.
Grayish tan SANDSTONE and intermixed
-'PI
a)N
N
r-
'
15
54
1 4
69
•i •
`
LIMESTONE
—180
Drilling time from 180 ft to 181 ft = 1' 34'
7 �t
_
Drilling time from 181 ft to 182 ft = 49"
r rf •_
-• •`
Dri'gng time from 182 ft to 183 ft = 58"
Whitish tan SANDSTONE, some intermixed
r
r
12
limestone
co
co
,a
toon
100/3"
173.0
ti
)o--
a)
time from 184 ft to 185 ft = 1T
185
���
-
Driling time from 185 ft to 186 (t = 27'
Drilling time from 186 ft to 187 ft = 8'
Drilling time from 187 ft to 188 ft = 13'
d r
r --
�
L
m
Grayish tan SANDSTONE and CEMENTED
.l�.t.=_
_
d
3
co
rn
co10
12
22
, ,' `4.i
SAND, some fine to medium sand
`-190
,661� r
co
18
r
y
rn
(Nia9
85
-180.0,
23
_J
Grayish tan fine to medium SAND, trace to some
.' p .
-
n
N
✓vw2a'
cemented sand and sandstone
_.'.••
—195
12
N
N
10
23
12
Light gray to tan fine to medium SAND, some
24
sandstone intermixed with limestone, trace silt
. • -
` -
N
ui
N
o
7s
..•..p r•_LOO
32
Drilling time from 200 ft to 201 ft = 10•
• :•
r. r-
-
Drilling time from 201 ft to 202 ft = 14"
191.0
Drilling time from 202ftto203ft=11•
CV12
�•14
.: .-
-
N
co
N
15
29
•
•
-205
()Ong time from 205 ft to 206 ft = 18"
Drilling time from 206 ft to 207 ft = 8"
-.-'.
•'
•
Drifting time from 207 ft to 208 ft = 14"
Grayish tan fine to medium SAND and
CEMENTED SAND/SANDSTONE
-
-210
v
th
Q.)r
N
9
12
20
-
Drilling time from 210 ft to 211 ft=27"
,'.r
.:'-
-
LANGAN
ENGWEER/NG & ENVIRONMENTAL SERVICES
Submitted into the public
record in connection with
item PZ.1 on 02-28-08
Priscilla A. Thompson
City Clerk
LOG OF BORING
B1
SHEET 5 OF 5
PROJECT
Empire World Towers
PROJECT NO.
6111901
LOCATION
Miami, Florida
ELEVATION AND DATUM
Approx. +12 NGVD
ELEV.
(ft)
SAMPLE DESCRIPTION
SYMBOL
LOG
DEPTH
SCALE
SAMPLE DATA
REMARKS
FLUIDt LOSS, FLUID. DEPTH sOF CASINNCE.G,
C.)
m
2
W
>
c°� =
a
.
Z w i
aim
.
m o w
Zm a•
-206.0
-216.0
-220.5
-225.0
-243.0
Grayish tan fine to medium SAND and
CEMENTED SAND/SANDSTONE
. ;•
.
:•':-215
Uniting time from211 ttto212tt=23"
Drilling time from 212 ft to 213 ft = 27"
Drilling time from 215 ft to 218 ft = 19"
Drilling time from 220 ft to 221 ft = 36"
Drilling time from 221 ft to 222 ft = 31"
Hard drilling at 222.5 ft
Drilling time from 222 ft to 223 ft = 50"
Drilling time from 225 ft to 226 ft = 28"
Drilling time from 226 ft to 227 ft = 30"
Drilling time from 227 ft to 228 ft = 26"
Disturbed sample. weight of rod for 4.5 ft
(From 228 to 232.5 ft)
Smooth steady advance of drill bit and
casing to 243 ft
Drilling time from 240 ft to 241 ft = 13'
Drilling time from 241 ft to 242 ft = 13'
Drilling time from 242 ft to 243 ft = 10"
Smooth advance of bit and casing from
245 to 248 ft
Drilling time from 245 ft to 248 ft = 24"
Smooth advance of drill bit and casing to
253 ft
Drilling time from 250 ft to 251 ft = 9"
Drilling time from251 ft to 252 ft = 12"
Drilling time from 252 ft to 253 ft = 17'
Notes: WR=weight of rod
v
0
0
c‘iNfl
36
Gr itan CEMENTED A�"
ay sh EMEN D SAND/SANDSTONE,
some fine to medium sand
v
0
co
N
n
—
9
14
21
,
35
, ; ,
•, $' 4 •
220
_
ry• s r
-••P�,
o`
r+
t,. rf
�
CO
N
47
"�pTr
'•`.-7
I
4A•
—225
.V1-r.1'
I r;•
S1 =6
Z.
iL, • :
'?
Grayish tan fine SAND, some silt, trace
cemented sand
ter''::
` ` `
...
.-230
•
' ` '
S47
SS
v
r,,
Grayish tan fine to medium SAND and
CEMENTED SAND/SANDSTONE
tip
m
u
0
N
za
235
—240
cn
0
N
14
25
40
Greenish tan fine SAND, trace silt, cemented
sand
Greenish tan fine SAND, some silt, trace
cemented sand
Greenish tan silty fine SAND
Greenish tan fine SAND, some silt, trace
cemented sand
' •
:-245
�-
0
in
CO-
u
N
12
11
10
21
_
N
0
N
14
23
-
—250
ui N
CO
N
1
14
30
el
0
0
N
20
iss
Boring terminated @ 255'
255
—260
—265
i
i
t
L A NGA N City Clerk
ENGRVEB4/MG & EAMRONMENIAL SERVICES
Submitted into the public
record in connection with
item PZ.1 on 02-28-08
Priscilla A. Thompson
LOG OF BORING
B2
SHEET 1
OF 5
PROJECT
Empire World Towers
PROJECT NO.
6111901 '
LOCATION
Miami, Florida
ELEVATION AND DATUM
Approx. +11 NGVD
DRILLING EQUIPMENT
B-57 Mobile Drill Ri• Mounted N.
DATE STARTED
9/23/05
DATE FINISHED
9/30/05
COMPLETION DEPTH
250 ft.
SIZE AND TYPE OF BIT
3 7/8" & 2 15/16" Tricone Roller Bits
NUMBER OF
SAMPLES
DIST.
51
UNDIST.
--
CARE
7
CASING DIAMETER (in)
3
CASING DEPTH(ft)
250
WATER LEVEL
(ft-)
FIRST
2 ---
COMPL.
Y. 9
24 HR
--
SAMPLER
2" O.D. Split Sppon
DRILLING FOREMAN
Mike Parramore
SAMPLER HAMMER
140
140
DROP(in)
30
INSPECTING ENGINEER
John Magnavita/Ruben Ponciano
ELEV.
(ft)
SAMPLE DESCRIPTION
YMB•
LOG
DEPTH
SCALE
SAMPLE DATA
f
m
z
w
>
8-zwS
c
re
'' w
g2�w
Zma
REMARKS
FU(DIcLI ATLI DEPT IO ck ETc.)
+11.01
+3 0
+1.5.1LIMESTONE
-14:0
-24.0
-27.5
1 to 2" Asphalt
5
-
Driller start porthole digging from ground
surface to D = 4 ft
Tan medium to fine SAND, trace limerock (FILL)
Tan medium to fine SAND (FILL)
4
-
Smooth advance of bit from 6 to 8 ft
Brownish tan fine SILTY SAND and
1
White sandy Miami LIMESTONE, some sand'
White sandy Miami LIMESTONE
a)
vj
"
16
twrs
100f5'
10
Light to moderate rig chatter from 9.5 ft to
13ft
r '
15
Rig chatter from 15 ft to 18 ft
t5
e
23
Moderate rig chatter to 23 ft
20
inn
6
5
7
12
i
ti
'•' '
Tannish gray fine SAND
Grayish tan fine SAND, trace cemented sand
25
Tan fine sand at tip of spoon
Smooth advance of drill bit to 28 ft
Drilling time from 25 to 26 ft (19 sec)
Drilling time from 26 to 27 ft (14 sec)
Drilling time from 27 to 28 ft (25 sec)
CD
CO
CO
19
21
30
Inferred fine SAND and CEMENTED SAND
Grayish tan CEMENTED SAND and SHELL
Light brown CEMENTED SAND and SHELL
0'�
• ' •
;: .
4
a'1.
i /:1'
a..4!:4
:b:
•';�
:.G°CG:
.1.-:.:C.c.
•ka
k'•
-
. - -
•, ..
Q is v
4.
•
,
?6
b: '
35
40
45
Light to moderate rig chatter from 35 to
38ft
Drilling time from 35 to 36 ft (19 sec)
Drilling time from 36 to 37 ft (13 sec)
Drilling time from 37 to 38 ft (22 sec)
Drilling
rn
co
6r4.
r CORE
Drilling time from 39 to 42 ft (1 min 30
sec)
Drilling time from 42 to 43 ft (28 sec)
Drilling time from 43 to 44 ft (1 min 43
sec)
RQD = 17/60 = 28%
9
t90
19
Moderate advance, sporadic chatter from
46 to 48 ff
r
tLANGAN
ENGINEERING & ENVIRONMENTAL SERVICES
Submitted into the public
record in connection with
item PZ.1 on 02 2 8-08
Priscilla A. Thompson
City Clerk
LOG OF BORING
B2
SHEET 2 OF 5
PROJECT
Empire World Towers
PROJECT NO.
6111901
LOCATION
Miami, Florida
ELEVATION AND DATUM
Approx. +11 NGVD
SAMPLE DESCRIPTION
LOG
sE
CAI
SAMPLE DATA
REMARKS
(DRILLING
CASING.(
GE
FLUID LOSS.
Z
°�w°
pW'
11. °3Zmo.
w
-37.0
-67.0
-72.0
-77.0
82.0
-87.0
'!.•
6'
Uniting time from 4ti to 4r ft (18 sec)
Drilling time from 47 to 48 ft (42 sec)
Drilling time from 49 to 50 ft (4 min 15
sec)
Drilling time from 50 to 51 ft (10 sec)
sec) time from 51 to 52 ft (1 min 10
Drilling
sec)
DriIingtime from 53to54ft(1min15
ROD = 28/60 = 47%
Drilling time from 58 to 59 ft (37 sec)
Drilling time from 59 to 60 ft (24 sec)
Drilling time from 60 to 61 ft (57 sec)
Drilling time from 61 to 62 ft (59 sec)
Drilling time from 62 to 63 ft (56 sec)
Drilling time from 65 to 66 ft (25 sec)
Drilling time from 66 to 67 ft (1 min 58
sec)
Drilling time from 67 to 68 ft 37 sec)
Drilling time from 70 to 71 ft (17 sec)
Drilling time from 71 to 72 ft (26 sec)
Drilling time from 72 to 73 ft (20 sec)
Lost circulation at 72 ft
Drilling time from 75 to 76 ft (25 sec)
Drilling time from 76to77ft(17sec)
Drilling time from 77 to 78 ft (18 sec)
Drilling time from 80 to 81 ft (10 sec)
Drilling time from 81 to 82 ft (10 sec)
Drilling time from 82 to 83 ft (10 sec)
Drilling time from 85 to 86 ft (41 sec)
Drilling Drilling time from 86 to 87 ft (37 sec)
Drilling time from 87 to 88 ft (52 sec)
Drilling time from 90 to 91 ft (40 sec)
Drilling time from 91 to 92 ft (33 sec)
Drilling time from 92 to 93 ft (55 sec)
Drilling time from 95 to 96 ft (30 sec)
Drilling time from 96 to 97 ft (45 sec)
Drilling time from 97 to 98 ft (35 sec)
D�,ng time from 99 to 100 ft (1 min 35
Drilling time from 100 to 101 ft (41 sec)
Drilling time from 101 to 102 ft (1 min 6
Tan LIMESTONE, trace gray sandstone
Tan shelly LIMESTONE, some intermixed
sandstone
Tan shelly LIMESTONE, some intermixed
sandstone
Yellowish brown LIMESTONE, some cemented
sand and sand, trace shells
,,,,-
5016-
1 CORE
50
_
ti'
I ,
'
ri
r- 55
•-
in
'I
rn
r,
100/2"
100/2"
NN
N
o
ro
50/0"
—
— 60
L.
— 65
eg
in
>r
r
'
.
Light brown CEMENTED SAND, some shells
and sand
P
�•• . a-Qer
•
;: +.::
.' '' n
��
• ;
- '. e :
�
•> Jr
a •
i• p e
N
N
y
6
9
15
—70
-
Ei
rn
co
IIe"
17
25
- 75
White to light gray fine SAND, trace sandstone
fragments -
'-' •
-
-
in
0
Csl
4
7
14
80
-
Light gray SANDSTONE and SAND
Light gray CEMENTED SAND, some sand and �"•:
shells
�•
: -
:,•M
.
.
T�
''
;
- •
' ►,
r-
�
rn
rn
m
11
12
13
25
-ia
- 85
_
'' '
�.:•>
'� Vie:.
�;
—
ro
N
,_
33
70
90
Light gray SANDSTONE, some sand
Light gray CEMENTED SAND and
SANDSTONE, trace sand
' ��
a,
(
rn
74
20
32
°
52
- •
-
1
t
`
95
t
J
: •
>Z'
.'.1
N
0)
rn
—
N
—
22
i05/5'
172r11
100
'fir
1 tLANIiAN
ENGINEERING & ENVIRONMENTAL SERVICES
1
1
a.
<13
0
z
0
m
Submitted into the public
record in connection with
item PZ.1 on 02-28-08
Priscilla A. Thompson
City Clerk
LOG OF BORING
B2
SHEET 3 OF 5
PROJECT
Empire World Towers
PROJECT NO.
6111901
LOCATION
ELEVATION AND DATUM
Miami, Florida
Approx. +11 NGVD
SAMPLE DATA
ELEV.
SYMBOL
DEPTH
>
�
W �
REMARKS
(ft)
SAMPLE DESCRIPTION
LOG
SCALE
u c
wgA
�o�
(DRILLING FLUID. DEPTH OF CASING.
Z
,..
K
w u m
> m u,
O.
FLUID LOSS. DRILLING RESISTANCE. ETC.)
Grayish tan CEMENTED SAND and
�
"
U
Lu
it-
v
sec)
Drilling time from 102 to 103 ft (2 min 41
i '
; ;
SANDSTONE
Light gray SAND and CEMENTED SAND
O
v
sec)
ROD =4.5/60=7.5%
,`
:'4''
Light gray CEMENTED SAND and.
SANDSTONE, trace sand
0D
cn
v
s13
n715.Lost
8Ingti time ation ft
Drilling time from 105 to 106 ft (5 min 35
05to
sec
.02
:?�.'
•-
105
•a•
-
* •
Wing time from 106 to 107 ft (2 min 10
sec)
'•
.
18Drilling
time from 107 to 108 ft (54 sec)
Light gray CEMENTED SAND and
u)
to
co
~
r-
15
58
133
.e :a
.:
SANDSTONE, trace sand
r•:1'•-110
•r
Drilling time from 110 to 111 ft (3 min 28
a'��.r
seC)
: +_ .
:,•�
Drilling time from 111 to 112 ft (3 min 39
sec)
Drilling time from 112 to 113 ft (1 min 20
a•'%
'.,'
41
Light gray CEMENTED SAND and
co
(NI
19
38
sec)
f
..
SANDSTONE, trace sand
'e
'
115
Driling time from 115 to 116 ft (2 min 8
sec)
"
•:ja,.
•,..
Dnilfingtime from 116to117ft(3min 58
Light gray CEMENTED SAND and
•
•
Drilling time from 117 tot 18 ft (4 min 18
Sec )
: ':
4/4
74/4'
120
SANDSTONE, trace sand
;.-4:.
Drilling time from 119 to 120 ft (1 min 5
sec)
;; • o
Drilling time from 120 to 121 ft (4 min 25
sec)
• y
•.
"
Light gray CEMENTED SAND and21
Driling time from 121 to 122 ft (1 min 40
DnIing time from 122to 123 ft (2 min 57 "
.•L.,4
;6sec)
`'
':
,r,
SANDSTONE, trace sand
; •.;_.{
CI)a
a
10
18
sec)
;''.•
125
i•4
Li•ght gray CEMENTED SAND and
'
�)
SANDSTONE, trace sand
co
v)
N
76
'��;1
—
—130
Driling time from 130 to 131 ft (2 min 11
sec)
Drilling time from 131 to 132 ft (42sec)
o •a
i
Drilling time from 132 to 133 ft (21 sec)
Light gray CEMENTED SAND and
•
SANDSTONE, some limestone, trace sand
'4�
.:.
r
r
rn
°-'
55
135
• •
Drilling time from 135 to 137 ft (45 sec)
'' •5
Drilling time from 137 to 138 ft (45 sec)
Drilling time from 139 to 140 ft (45 sec)
.• y..d;'r
�•i,
a,
N
v
j10015
a'.`ni`
'4.c.c-
140
Drilling time from 140 to 141 ft (34 sec)
��_� a t
Drilling time from 141 to 142 ft (1 min 33
<y y a .L
id -i.
#'--aQ
.e .6 4.
Drilling time from 142 to 143 ft (3 min 54
sec)
Drilling time from 143 to 144 ft (1 min 27
-
C4
CORE
Whitish tan CEMENTED SAND and SHELL,
. yd lit
4 .eat
145
sec)
Drilling time from 144 to 145 ft (t min 2
some intermixed limestone
'a ;k 4.
-
SC)
- ''. '
Drilling time from 145 to 146 ft (1 min 42
-137.0
;� syar'^
sec)
r
MN
m
u F
MI
100/3"
Drilling time from 146 to 147 ft (1 min 30
sec
y •
•
C5
Drilling time from 147 to 148 ft (2 min 10
sec)
, .r
150
Grayish tan shelly SANDSTONE, some
intermixed limestone
T - �i •
W
ce o
0
ROD = 57%
Drilling time from 149 to 150 ft (1 min 13
sec)
1 r
•,
' C `
Driling time from 150 to 151 ft (46 sec)
) t
Grayish tan SANDSTONE
Drilling time from 151 to 152 ft (1 min 34
sec)
'
- ..-
' '
155
PM
'n
Bin
1 00/3.
Drilling time from 152 to 153 ft (45 sec)
Drilling time from 153 to 154 ft (2 min 1
sec)
.
s
e
c
-i
tri
0
2
0
LANGAN
ENGINEERING & BVNROIMENTAL SERVICES
Submitted into the public
record in connection with
item PZ.1 on 02-28-08
Priscilla A. Thompson
City Clerk
LOG OF BORING B2
SHEET 4 OF 5
PROJECT
Empire World Towers
PROJECT NO.
6111901
LOCATION
Miami, Florida
ELEVATION AND DATUM
Approx. +11 NGVD
e(ft, '
SAMPLE DESCRIPTION
SO
SDCALE
SAMPLE DATA
REMARKS
(DRIWNG FLUID, DEPTH OF CASING,
FLUID LOSS, DRILLING RESISTANCE ETC.)
i
�s�
a nW � m
�o� 1
z m nw
Grayish tan SANDSTONE, some intermixed
limestone
Whitish tan SANDSTONE, some limestone
intrusions
1 _
W
o
rn
HUU = 2/`Po
Drilling time from 155 to 156 R (1 min 26
sec)
Drilling time from 156 to 157 ft (1 min 26
sec
time from 157 to 158 ft (27 sec)
Drilling time from 158 to 159 ft (15 sec)
Drilling time from 159 to 160 ft (11 sec)
RQD = 8%
i }•-•
.•-
-
'
>` • •.-160
M
rn
rn
C
m
•Drilling
85
ft -
4
..■--
J
-152.0
-155.0
-186.0
-196.0
Whitish gray silty fine trace sandstone
:
•SAND,
=•>'•
•
L-
165cn
N
el
CO
'--
10
Drilling time from 166 to 168 ft (4 min 30
sec)
Dining time from 168 to 169 R (3 min 8
sec)
Drilling time from 169to170R(2min 29
sec)
Drilling time from 170 to 171 ft (2 min 4
Drilling time from 171 to 172 ft (2 min 41
sec)
Drilling time from 172 to 173 ft (6 min)
RQD =18%
Drilling time from 173.5 to 174 ft (1 min 19
sec)
Drilling time from 174 to 175 ft (35 sec)
Drilling time from 175 to 178 ft (2 min 13
sec)
Driling time from 176 to 178 ft (64 sec)
Drilling time from 179 to 180 R (44 sec)
Drilling time from 180 to 181 ft (1 min 15
sec)
Drilling time from 181 to 182 f (1 min 54
sec)
Drilling time from 182 to 183 R (1 min 24
sec)
Drilling time from 184 to 18511 (48 sec)
Drilling time from 185 to 186 ft (1 min 7
sec)
Drilling time from 188 to 188 ft (49 sec)
Smooth drilling from 190 to 193 ft
Drilling time from 190 to 191 ft (37 sec)
Drilling time from 191 to 193 ft (8 sec)
Drilling time from 193.4 to 194 ft (27 sec)
Drilling time from 194 to 195 ft (29 sec)
Drilling time from 195 to 196 ft (38 sec)
Drilling lime from 196 to 197 ft (20 sec)
Drilling time from 197 to 198 ft (8 sec)
Drilling time from 200 to 201 ft (11 sec)
Drilling time from 201 to 202 ft (15 sec)
Drilling time from 202 to 203 ft (13 sec)
Drilling time from 205 to 206 ft (20 sec)
Drilling time from 206 to 207 ft (18 sec)
Drilling lime from 207 to 208 ft (8 sec)
co
`n CO
o
10a5-
Whitish tan SANDSTONE
Whitish tan SANDSTONE, some intermixed
limestone
Light gray to white SANDSTONE, some
intermixed limestone
Light gray to white SANDSTONE, some sand,
trace limestone fragments
Light gray to white SANDSTONE, trace
limestone fragments
Light gray to white SANDSTONE, trace
limestone fragments, trace medium to fine sand
i'.t`
,
.. .
-
,
-
170
r
CORE
M
,j t
r ',,
• Ti
r.L
M
cn
N
Barr
80/3-
,�
i ,.
1 .' .
175
' "
`
t-
180
in
u)
u.,
co
m
Tors"
i.:.�
s.
'
L
y
.,
�.(
' )
,o
rn
c
A
703"
70/3"
185
It :. l.._
• •
_
•r'. -
). .i ..
to
1
25
36
r F r
190
_
rt . `� t
1
r
t "
-
195
el
cn
N
cn
N
0/4'
70/4'
• •
3
•
• Light gray CEMENTED SAND, some sandstone
fragments, some medium to fine sand
-:s+z
Light gray CEMENTED SAND and SAND, trace
sandstone fragments
`:`
"P
a•.•�.-
. •
...:
f - -'D
:;e
' :'•p
' °
� • •-P
;`+•-
- A.
,r 'L
:q`•:
.d.
:
-J
. _•
-
^-.-
•
:••.._
:
—200
-
a)
N
n
39
SI
cun
N
III
40
-210
0 N
WR/12
10
10
■ii
14
1te, LANGAN
ENG/NEERIVG a ENVIRONMENTAL SERVICES
1
Submitted into the public
record in connection with
item PZ.1 on 02-28-08
Priscilla A. Thompson
City Clerk
LOG OF BORING
SHEET
B2
5 OF 5
PROJECT
Empire World Towers
PROJECT NO.
6111901
LOCATION
ELEVATION AND DATUM
Miami, Florida
Approx. +11 NGVD
SAMPLE DATA
ELEV.
SAMPLE DESCRIPTION
SYMBOL
DEPTH
w
> .
�'
w V. F
REMARKS
(ft)
LOG
SCALE
c
g
W�Zym
o�
FLUID DRILLDINGRESISTANCEINETC.)
zZ
a
lie
Zma
. ..
.
-
v
fA
N
N
B
12
Light gray to white CEMENTED SAND and
some sandstone
a4::::
i:•.p.:.`:
_ -
v
rn
N
y
(NISAND,
VVR
14
9
23
-204.0
-j+a'e
=215
14
-
Driling time from 215 to 216 ft (20 sec)
i -: .. .
Drilling time from 216 to 217 ft (13 sec)
- 4• :.
is
Driling time from 217 to 218 ft (12 sec)
P a.
_
9
Light gray to white CEMENTED SAND, some
e. .4.y:-
.•6 •4. • i
-
mr
Er)
rn
u)
rs
14
14
14
28
sand, trace sandstone fragments
s �p `p
-220
Drilling time from 220 to 221 ft (12 sec)
.: `: ''• Jr
Drilling time from 221 to 222 ft (15 sec)
-212.0
:' :
Drilling time from 222 to 223 ft (12 sec)
Light gray to white fine SAND, some cemented
•
-
8
7
sand and sandstone fragments, trace silt
:•- ;•'
�' . 4*
u)
3
-225
'- : a•
-
u)
fn
CO
rn
7
11
9
18
• ' p :.•
Driling time from 227 to 228 ft (15 sec)
-217.0
Light gray to white CEMENTED
SAND/SANDSTONE, some sand
-
r-
N
co
u.)
N
-
e
12
9
20
;`A•i�q
alb
230 -
Drilling time from 230 to 231 ft (8 sec)
a
w
L-'•P
Drilling time from 231 to 232 ft (9 sec)
a Ia.b
Drilling time from 232 to 233 ft (20 sec)
CO
47
15
•41-
-
CO
0)
co
6
21
(t4:
'`c.•
235
-
30
9.s -r
-
Smooth drilling from 235 to 238 ft (27 sec)
r-
-
)s..
-227.0
Greenish gray fine SAND, some silt, trace
o,
5
cemented sand
-
0
co
V.
23 12
35
14•
—24
Drilling time from 240 to 241 ft (20 sec)
-
Drilling time from 241 to 242 (36 sec)
-232.0
-
_ •
Drilling time from 242 to 243 (52")
5
•
; v : '
2
u)
IN
15
1'
23
-245
Greenish gray fine SAND, some silt and trace to
4 -
some limestone fragments
': >. '`
- -
5
-
ur
cocr
8
19
.to-239.0
Notes: WR = weight of rod
Boring terminated @ 250'
250
-255-
-
--260-
-265-
c.
cc