HomeMy Public PortalAbout13-8629 Change Order to D Stephenson Construction Inc Helen Miller Center Sponsored by: City Manager
RESOLUTION NO. 13-8629
A RESOLUTION OF THE CITY COMMISSION OF THE CITY
OF OPA-LOCKA, FLORIDA, APPROVING A CHANGE
ORDER TO D. STEPHENSON CONSTRUCTION, INC., IN
REGARD TO CONSTRUCTION AT THE HELEN L. MILLER
CENTER; PROVIDING FOR INCORPORATION OF
RECITALS; PROVIDING FOR AN EFFECTIVE DATE
WHEREAS, pursuant to Resolution No 13-8567, the City entered into a contract
with D. Stephenson Construction, Inc., for the Design Build Services for Helen Miller
Center at Segal Park; and
WHEREAS, per the structural engineers geotechnical report recommendation, D.
Stephenson Construction, Inc. has requested that the City provide a Change Order to
implement a deep foundation system for the Helen Miller Center at Segal Park; and
WHEREAS, the Change Order is requested due to the low load-bearing capacity
of the soil, as determined by the geotechnical study; and
WHEREAS, the Change Order will not exceed the funded budget for the project,
and has been approved by Miami-Dade County Public Housing and Community
Development Department; and
WHEREAS, the City Commission of the City of Opa-locka desires to approve the
Change Order for additional work associated with implementation of a deep foundation
system for Helen Miller Center at Segal Park.
NOW, THEREFORE, BE IT DULY RESOLVED BY THE CITY
COMMISSION OF THE CITY OF OPA-LOCKA, FLORIDA:
Section 1. The recitals to the preamble herein are incorporated by reference.
Resolution No. 13-8629
Section 2. The City Commission of the City of Opa-locka, hereby approves a
Change Order for D. Stephenson Construction, Inc., for the additional work associated
with implementation of a deep foundation system for Helen Miller Center at Segal Park, in
an amount not to exceed $222,966.23, payable from Account Number 44-541802.
Section 3. This resolution shall take effect immediately upon adoption.
PASSED AND ADOPTED this 2"d day of July, 2013.
i
r
/ ~Y TAYLOR
MAYOR
Attest to:
d .
J*II a Flores
Ci Clerk
Approved as to form and legal sufficiency:
f
%
, i
Ali..0 , 1, -
Jos:.h S. teller
City Atto `ey
Moved by: Vice Mayor Kelley
Seconded by: Commissioner Holmes
Commission Vote: 4-0
Commissioner Holmes: YES
Commissioner Johnson: NOT PRESENT
Commissioner Santiago: YES
Vice-Mayor Kelley: YES
Mayor Taylor: YES
2
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City of Opa-Locka
Agenda Cover Memo
Commission Meeting July 2, 2013 Item Type: Resolution Ordinance Other
Date: X
(EnterXin box)
Fiscal Impact: Ordinance Reading: 1st Reading 2nd Reading
(Enter X in box) Yes No (Enter X in box)
x Public Hearing: Yes No Yes No
(EnterX in box) X X
Funding Source: (Enter Fund&Dept) Advertising Requirement: Yes No
Ex: (EnterXin box) X
Account#44-541802
Contract/P.O.Required: Yes No RFP/RFQ/Bi#:
(EnterXin box)
Strategic Plan Related Yes No Strategic Plan Priority Area: Strategic Plan Obj./Strategy: (list the
(Enter X in box) specific objective/strategy this item will address)
X Enhance Organizational 0
Bus.&Economic Dev I Is required to complete design and
Public Safety 11, construction of Helen Miller Center.
Quality of Education 0
Qual.of Life&City Image
Communcation 0
Sponsor Name Department:
City Manager City Manager
Short Title:
Change Order with D.Stephenson Construction, Inc.for Deep Foundation System(Auger Cast Piles)
Staff Summary:
The City of Opa-locka received a change order for implementation of a deep foundation system for the Helen
Miller Center at Segal Park, which includes: deep auger cast piles to 40 feet; a structurally reinforced slab; and
grade beams. This was a result of unforeseen conditions due to the low load bearing capacity of the soil, as
determined by the geotechnical study for foundation engineering recommendation performed by Terracon
Consultants, Inc. and presented to the City of Opa-locka by D. Stephenson, Inc. The geotechnical report
recommends a deep foundation system,which was designed by S&F Engineers, Inc. (structural engineers).
Even though it was suspected that the soils were not suitable, borings had to be taken and the soil analyzed to
determine type, size, and depth of deep foundation required. The geotechnical report recommends auger cast
piles, grade beams and a thickened slab. This represents a change in scope to D. Stephenson's contract since it
was based on shallow foundations and the geotechnical report has now confirmed that a deep foundation system
is required.
Staff recommends approval for the best interest of the City.
1. Agenda
2. Approval of Miami—Dade PHCD
3. Change Order Quote
4. Geotechnical Report
5. Copy of Resolution# 13-8567
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MEMORANDUM .RA,
To: Mayor Myra L. Taylor
Vice Mayor Joseph L.Kelley
Commissioner TimothyHolme
Commissioner Dorothy Johns n
Commissioner Luis B. S nti o
FROM: Kelvin L.Baker,Sr.,City Mana I
DATE: June 28,2013
RE: Change Order with D. Stephenson Construction,Inc. for Deep Foundation System
(Auger Cast Piles)—Helen Miller Center
REQUEST: A RESOLUTION OF THE CITY COMMISSION OF THE CITY OF OPA-LOCKA,
FLORIDA, REQUESTING APPROVAL OF A CHANGE ORDER FOR D. STEPHENSON, INC.
TO PERFORM ADDITIONAL WORK ASSOCIATED WITH IMPLEMENTAION OF A DEEP
FOUNDATION SYSTEM IN THE AMOUNT NOT TO EXCEED TWO HUNDRED TWENTY
TWO THOUSAND NINE HUNDRED SIXTY SIX DOLLARS AND TWENTY THREE CENTS
($222,966.23.00) FOR HELEN MILLER CENTER AT SEGAL PARK. THIS CHANGE ORDER
HAS ALREADY BEEN APPROVED BY MIAMI-DADE COUNTY PUBLIC HOUSING AND
COMMUNITY DEVELOPMENT DEPARTMENT.
DESCRIPTION: The City of Opa-locka received a change order for implementation of a deep
foundation system for the Helen Miller Center at Segal Park,which includes: deep auger cast piles to 40
feet; a structurally reinforced slab; and grade beams. This was a result of unforeseen conditions due to the
low load bearing capacity of the soil, as determined by the geotechnical study for foundation engineering
recommendation performed by Terracon Consultants, Inc. and presented to the City of Opa-locka by D.
Stephenson, Inc. The geotechnical report recommends a deep foundation system,which was designed by
S&F Engineers, Inc. (structural engineers).
Even though it was suspected that the soils were not suitable, borings had to be taken and the soil analyzed
to determine type, size, and depth of deep foundation required. The geotechnical report recommends auger
cast piles, grade beams and a thickened slab. This represents a change in scope to D. Stephenson's contract
since it was based on shallow foundations and the geotechnical report has now confirmed that a deep
foundation system is required.
ACCOUNT NUMBER: 44-541802
FINANCIAL IMPACT: This project is fully funded through the Miami-Dade County Public Housing and
Community Development (PHCD); along with COMMUNITY DEVELOPMENT BLOCK GRANT
(CDBG) funds from the U.S. Department of Housing and Urban Development (HUD). The change order
will not exceed the funded budget for the project.
IMPLEMENTATION TIMELINE: This project must be completed by October 31, 2013; otherwise
PHCD may recapture the funds.
LEGISLATIVE HISTORY: Resolution# 13-8567
RECOMMENDATION(S): Staff recommends approval of this change order, which includes: auger cast
piles so that construction can be completed and the Moorish Style can be maintained on the two-story
Helen Miller Center. This change order has already been approved by the Miami-Dade Public
Housing and Community Development Department.
ANALYSIS: Soils borings were taken to a depth of 50 feet and based on these borings it can be seen that
the stratum is made up of unsuitable material such as: sand, wood, plastic and metal. The subsurface
conditions at the Helen Miller Center project site can be generalized as follows:
Stratum No. Approx.Depth to Material Description Density/Consistency
Bottom of Stratum
(ft)
1 2"to 2.5"thick Asphalt -
2 4"thick Topsoil -
3 4"thick Concrete -
4 0.7—3.0 Fill—Brown Dense
limestone w/fine to
coarse sand
5 3.0—6.0 Fill—Brown fine to Loose to Medium
medium sand,trace to Dense
few limestone
6 4.0—8.0 Dark brown organic Loose
silty fine sand,
occasional trace Peat
7 17.0 Uncontrolled Fill -
(wood,plastic,metal)
8 16.0 Brown sandy silt Soft
9 28.0—30.0 Light brown fine to Loose to Medium
medium sand, Dense
occasional limestone
lenses
10 45.0—50.0 Light brown limestone Soft to Very Hard
with fine sand
As a result of these findings, a Geotechnical Report was prepared by Terracon Consultants, Inc., a sub-
consultant to D. Stephenson Construction, which recommended that a deep foundation system be installed.
Based on this recommendation, the Structural Engineer, S&F Engineers, designed the foundation system
that is required to support the structure for the Helen Miller Center.
ATTACHMENT:
1. Copy of Resolution# 13-8567
2. Approval of Miami-Dade PHCD
3. Change Order Quote
4. Geotechnical Report
PREPARED BY:
Mohammad Nasir,PE,City Engineer/CIP Director
Erskin M. Howard,Construction Manager
END OF MEMORANDUM
Sponsored by: City Manager
RESOLUTION NO. 13-8567
A RESOLUTION OF THE CITY COMMISSION OF THE CITY
OF OPA LOCKA, FLORIDA, TO AUTHORIZE THE CITY
MANAGER TO ENTER INTO AN AGREEMENT WITH D.
STEPHENSON CONSTRUCTION, INC., IN AN AMOUNT NOT TO
EXCEED TWO MILLION THREE HUNDRED TWENTY ONE
THOUSAND SEVEN HUNDRED NINETY THREE DOLLARS
($2,321,793.00) FOR THE DESIGN BUILD SERVICES FOR HELEN
MILLER CENTER AT SEGAL PARK, PAYABLE FROM ACCOUNT
NUMBER 44-541802, WHICH IS A BUDGETED ITEM; PROVIDING
FOR INCORPORATION OF RECITALS; PROVIDING FOR AN
EFFECTIVE DATE
WHEREAS, pursuant to Resolution No. 13-8519, the City of Opa-locka ("City")
issued RFQ No. 13-1803100, for Design Build for the construction of the Helen Miller
Center; and
WHEREAS, the City received proposals from three (3) bidders for the Project;
and
WHEREAS, D. Stephenson Construction, Inc., was the highest scored, and most
responsive and responsible bidder; and
WHEREAS, the project is budgeted, and federally funded through the Miami-
Dade County Public Housing and Community Development with Community
Development Block Grant(CDBG), and must be completed by October 31, 2013; and
WHEREAS, D. Stephenson Construction, Inc., is committed to complete the project by
October 31,2013 to meet the deadline; and
WHEREAS, the City Commission desires to authorize the City Manager to
execute an agreement with D. Stephenson Construction, Inc., in an amount not to exceed $2,
321,793.00.
Resolution No. 13-8567
NOW, THEREFORE, BE IT DULY RESOLVED BY THE CITY
COMMISSION OF THE CITY OF OPA-LOCKA, FLORIDA:
Section 1. The recitals to the preamble herein are incorporated by reference.
Section 2. The City Commission of the City of Opa-locka hereby authorizes
the City Manager to negotiate and execute an agreement with D. Stephenson Construction,
Inc., for the design build services for the Helen Miller Center at Segal Park, in an amount not to
exceed $2, 321,793.00, which is a budgeted item, payable from Account Number 44-
541802.
Section 3. This resolution shall take effect immediately upon adoption.
PASSED AND ADOPTED this 27`h day of March, 2013.
/ /
' TA' OR
MAYOR
ttest to: r-4LOAF-3
i! Li &i
Jkda Flores
P y Clerk
Approved a to form and legal sufficiency:
Ill Il %,� ��
Jo- `v ' . Geller
EE SPOON MARDER PA
Ity At orney
Moved by: COMMISSIONER S 1NTIAGO
Seconded by: COMMISSIONER HOLMES
Commission Vote: 5-0
Commissioner Holmes: YES
Commissioner Johnson: YES
Commissioner Santiago: YES
Vice-Mayor Kelley: YES
Mayor Taylor: YES
2
Me- P11CD OPPOM)
Erskin M. Howard
From: Mohammad Nasir
Sent: Thursday, June 27, 2013 3:38 PM
To: Erskin M. Howard; 'klbakersr @me.com'; Howard Brown; Charmaine Parchment; Delia Rosa
Kennedy
Cc: Kathy Phillips
Subject: Fw: Helen Miller Center at Segal Park
From: Cepero, Felix (PHCD)
To: Brown, Colleen A. (PHCD)
Cc: Brown, Clarence D. (PHCD) ; Mohammad Nasir; Charmaine Parchment; Hernandez, Jesus (PHCD) ; Paul-Andre,
Marie-Josee (PHCD)
Sent: Thu Jun 27 13:09:43 2013
Subject: RE: Helen Miller Center at Segal Park
Colleen,
The ref CO# 1 for an structural deeper foundations using auger cast piling, due to unforeseen below grade conditions,
issued by GC in the amount of$222,966.23, received today: The additional cost is APPROVED contingent to the GC
stating the time impact on the overall work schedule.
Time impact shall be stated even if it is a "no time impact". Any CO must include both changes to the contract. This
correction can be submitted via e-mail.
Felix.
From: Brown, Colleen A. (PHCD)
Sent: Thursday, June 27, 2013 12:30 PM
To: Cepero, Felix (PHCD)
Subject: FW: Helen Miller Center at Segal Park
Felix—please review the change order.
From: Mohammad Nasir [mailto:mnasir @Ooalockafl.govl
Sent: Thursday, June 27, 2013 12:13 PM
To: Hernandez, Jesus (PHCD)
Cc: Brown, Clarence D. (PHCD); Brown, Colleen A. (PHCD); Erskin M. Howard; Charmaine Parchment; Delia Rosa
Kennedy
Subject: Helen Miller Center at Segal Park
Hi Jesus,
Would you please see the attached change order request for Helen Miller Center at Segal Park and let us
have your approval ASAP. Per our City Manager we must have your approval on the change order before
we submit the agenda for our commission approval. Please let us have your approval by this week to help
us meet our strict deadline as set by you.
Thanks,
Mohammad Nasir, P.E.
City Engineer/CIP Director
City Of Opa-Locka
780 Fisherman Street,4th Floor
Opa-locka, Fl 33054
1
D. STEPHENSON
Construction , Inc,
Prime Contract Change Order
City of Opa-Locka,Florida Project No: 1491-8379
Helen Miller Center Building Replacement D. Stephenson Construction,Inc.
780 Fisherman Street Tel: 954.315.7020 Fax: 954.315.7030
Opa-Locka,FL 33054
Date: June 11,2013, Revised June 27,2013
To: Design/Builder
D.Stephenson Construction,LLC Contract Date: April 8,2013
6241 N Dixie Highway Contract Number: 13001-001
Fort Lauderdale, FL 33334 Change Order Number: 001
The Contract is hereby revised by the following items:
Unforeseen Subsurface Condition: Add deep foundations for new construction as recommended by Geotechnical Engineering Report by
Terracon Consultants,Inc.,dated April 30,2013. Structural Design,Architectural and Inter-Discipline Engineering Coordination,Construction
Documents,Design/Builder Pre-Construction Services and subcontractor coordinating,permit coordination by entire Design/Build Team,and
construction costs directly attributable to the change,Although this change negatively impacts the schedule,the Design/Build Contractor and
subcontractors will accelerate work where practicable and work extended hours and weekends to meet the completion date of October 31,2013.
The consideration to potentially assess liquidated damages,shall not apply before November 15,2013.
PCO Description Amount
01 Auger Cast Piles,Structural Slab as described above and per the attached back-up documents $222,966.23
The original Contract Value was 2,321,793.00
Sum of changes by prior Prime Contract Change Orders 00.00
The Contract Value prior to this Prime Contract Change Order was 2,321,793.00
The Contract Value will be changed by this Prime Contract Change Order in the amount of 222,966.23
The new Contract Value including this Prime Contract Change Order will be 2,544,759.23
City of Opa-Locka,Florida 0.Stephenson Construction,Inc.
OWNER DESIGN/BUILDER
780 Fisherman Street 6241 North Dixie Highway
Opa-Locka, FL 33054 Fort Lauderdale,FL 33334
Address Address
By Kelvin Baker,City Manager By Harry R. ►./ring, ••O
SIGNATURE _ e _ _ SIGNATURE/ • er 0
DATE DATE )as
6241 North Dixie Highway I Fort Lauderdale,FL 33334
954.315.7020 Phone 1 954.315.7030 Fax
Now
Geotechnical Engineering Report
Helen Miller Center at Segal Park
2331 NW 143rd Street, City of Opa-Locka
April 30, 2013
Terracon Project No. H8135028
•
Prepared for:
D. Stephenson Construction, Inc.
Ft. Lauderdale, Florida
Prepared by:
Terracon Consultants, Inc.
Miami Lakes, Florida
Offices Nationwide Established in 1965 :rracon
Employee-Owned terracon.corn
Geotechnical Environmental Construction Materials Facilities
1lerracon
April 30, 2013
D. Stephenson Construction, Inc.
6241 North Dixie Highway
Fort Lauderdale, Florida 33334
Attn: Mr. Stephen D. Aks- Executive VP
Re: Geotechnical Engineering Report
Helen Miller Center at Segal Park
2331 NW 143rd Street, City of Opa-Locka
Miami Dade County, Florida
Terracon Project No. H8135028
Dear Mr. Aks:
Terracon Consultants, Inc. (Terracon) has completed the geotechnical engineering services
for the above referenced project. These services were performed in general accordance with
our proposal number PH8130060 dated April 10, 2013. This geotechnical engineering report
presents the results of the subsurface exploration and provides geotechnical
recommendations concerning the existing subsurface conditions and the design and
construction of foundations for the proposed project.
We appreciate the opportunity to be of service to you on this project. If you have any questions
concerning this report, or if we may be of further service, please contact us.
Sincerely,
Terracon Consultants, Inc.
(Certificate of Authorization No. 8830)
d*L-1114-
Julio De Bias, P.E. Hugo E. Soto, P.E.
Senior Engineer Principal Engineer
Florida License No. 64653 Florida License No. 36440
Copies to: Addressee(1) -via email
File (1)
Terracon Consultants, Inc 16200 NW 59th Avenue Miami Lakes, Florida 33014
P [305]820 1997 F [305]820 1998 terracon.com
Geotechnical • Environmental • Construction Materials • Facilities
TABLE OF CONTENTS
Page
EXECUTIVE SUMMARY
1.0 INTRODUCTION 1
2.0 PROJECT INFORMATION 1
2.1 Project Description 1
2.2 Site Location and Description 2
3.0 SUBSURFACE CONDITIONS 2
3.1 Geology 2
3.1.1 Regional Geology 2
3.2 USDA— Soil Survey 3
3.3 Generalized Subsurface Conditions 3
3.4 Groundwater Conditions 4
4.0 GEOTECHNICAL EVALUATION AND RECOMMENDATIONS 4
4.1 General Evaluation 4
4.2 Foundation/Ground Improvement Alternatives 5
4.3 Augercast Pile Compression and Tension Capacity 6
4.3.1 Pile Axial Capacity 6
4.3.2 Pile Lateral Capacity 6
4.3.3 Pile Negative Shaft Resistance (Downdrag) 7
5.0 FOUNDATION CONSTRUCTION RECOMMENDATIONS 7
5.1 Augercast Pile Foundations 7
5.1.1 Augercast Pile Installation 7
5.1.2 Drilling and Grouting 8
5.1.3 Augercast Pile Monitoring 9
5.1.4 Test Pile Program 9
6.0 OTHER CONSTRUCTION RECOMMENDATIONS 9
6.1 Structural Fill 9
6.1.1 Compaction Requirements 10
6.1.2 Excavation Considerations 10
6.2 Groundwater Control 10
6.3 Seismic Considerations 11
6.4 Building Floor Slab, Sidewalk and Walkways 11
7.0 GENERAL COMMENTS 11
Reliable Responsive ■ Convenient a Innovative
TABLE OF CONTENTS (CONTINUED)
APPENDIX A— FIELD EXPLORATION
Exhibit A-1 Topographic Vicinity Map
Exhibit A-2 USDA Soils Map
Exhibit A-3 Soil Survey Descriptions
Exhibit A-4 Field Test Location Plan
Exhibit A-5 Field Exploration Description
Exhibits A-6 to A-9 Individual Boring Logs
APPENDIX B— SUPPORTING DOCUMENTS
Exhibit B-1 General Notes
Exhibit B-2 General Notes (Description of Rock Properties)
Exhibit B-3 Unified Soil Classification System
Geotechnical Engineering Report 1(1rracon
Helen Miller Center at Segal Park City of Opa-Locka, Florida
April 30, 2013 Terracon Project No. H8135028
EXECUTIVE SUMMARY
A geotechnical exploration has been performed for the proposed Helen Miller Center at Segal Park
located at 2331 NW 143`d Street in the City of Opa-Locka, Miami-Dade County, Florida. We
understand that the project will consist of demolishing the existing one-story structure and building
a new two-story structure. As planned, four (4) SPT borings (B-1 through B-4) were performed
around the perimeter of the existing building. Based on the information obtained from our
subsurface exploration, the site can be developed after the recommendations presented in this
report have been implemented:
Site Soils: Below the topsoil (4" thick), asphalt pavement (2"-2.25" thick) or concrete (4"
thick), a sand/limerock mixture (Fill: GP-GM or SP) was found to depths ranging
approximately from 3.0 to 6.0 feet below the existing ground surface. Below the fill, a
layer of organic sand (OL) was found to depths ranging from 4.0 to 8.0 followed by
uncontrolled fill (wood, plastic, metal fragments) to a depth of approximately 17.0 feet
below the existing ground surface. Boring B-1 disclosed silt (ML) from 8.0 to 16.0 feet
below the existing ground surface. Below the uncontrolled fill and silt, a sand stratum
(SP) was found to depths ranging from 28.0 to 30.0 feet followed by the natural
limestone formation to the boring termination depth of 45.0 and 50.0 feet below the
existing ground surface. Groundwater was found in the borings ranging from
approximately 4.4 to 5.8 feet below the existing ground surface.
Building Foundation Recommendations: The proposed building should be supported
on a deep foundation system given the uncontrolled fill and silt strata found in the
borings. The deep foundation system should consist of augercast piles socketed into the
natural limestone formation found starting at depths ranging from 28.0 to 30.0 feet below
the existing ground surface.
Building Floor Slab, Sidewalks, Walkways: Ground floor elements should be
structural supported on the deep foundation system.
This summary should be used in conjunction with the entire report for design purposes. It
should be recognized that details were not included or fully developed in this section, and the
report must be read in its entirety for a comprehensive understanding of the items contained
herein. The section titled GENERAL COMMENTS should be read for an understanding of the
report limitations.
Reliable• Resourceful • Responsive
GEOTECHNICAL ENGINEERING REPORT
HELEN MILLER CENTER AT SEGAL PARK
CITY OF OPA-LOCKA, MIAMI-DADE COUNTY, FLORIDA
Terracon Project No. H8135028
April 30, 2013
1.0 INTRODUCTION
A geotechnical exploration has been performed for the proposed Helen Miller Center at Segal Park
located at 2331 NW 143rd Street in the City of Opa-Locka, Miami-Dade County, Florida. We
understand that the project will consist of demolishing the existing one-story structure and building
a new two-story structure. As planned, four (4) SPT borings (B-1 through B-4) were performed
around the perimeter of the existing building. The purpose of these services is to provide a
geotechnical exploration and foundation engineering recommendations for the proposed project.
2.0 PROJECT INFORMATION
2.1 Project Description
ITEM DESCRIPTION
Site layout Refer to the Site Topographic Map and Field Testing
Location Diagram (Exhibits A-1 and A-4 of Appendix A)
Structures The project will consist of a two-story structure
Building Construction Reinforced concrete and CMU wall construction
Finished Floor Elevations Assumed existing grade will be maintained
Compression: 70 kips
Pile Maximum Service Design Loads Tension: N/A
Lateral: N/A
Maximum Allowable Pile Settlement Less than 0.5-inch (assumed)
Fill —estimated at less than 1 foot
Grading
Cuts—estimated at less than 1 foot
Reliable■ Resourceful • Responsive 1
Geotechnical Engineering Report 111rracon
Helen Miller Center at Segal Park City of Opa-Locka, Florida
April 30, 2013 Terracon Project No. H8135028
2.2 Site Location and Description
ITEM DESCRIPTION
Location Segal Park, 2331 NW 143rd Street, City of Opa-Locka, Miami-
Dade County, Florida
Existing One-story structure
Current Ground Cover Topsoil, concrete, asphaltic concrete
Existing Topography The site appears relatively flat
3.0 SUBSURFACE CONDITIONS
3.1 Geology
3.1.1 Regional Geology
Miami-Dade County is located in the Coastal Lowlands region of the Florida peninsula. The
coastal lowlands consist of nearly level plains, and within Dade County the land surface is
generally below elevation 25 feet mean seal level. The surficial soils are comprised of pockets
and remnants of Pamlico Sands. The sands are underlain by Miami Limestone (oolitic
limestone) followed by limestone and/or sandstone and sand lenses of the Fort Thompson and
Tamiami Formations. The Pamlico Formation is composed of non-fossiliferous, unconsolidated
quartz fine sand. Except where outcrops of limestone and man-made fills occur, this formation
covers the Miami Limestone. Miami Limestone can be found at or near the surface in the Miami-
Dade area. This formation is an oolitic limestone that is generally less than 40 feet thick. It
characteristically contains large quantities of ooliths, which are small, spherical particles formed
when calcite or aragonite was deposited in concentric layers around a nucleus of some type.
This formation contains solution channels in the limestone which may be up to several feet in
diameter at some locations, and are filled with quartz fine sand and uncemented calcareous
materials. The limestone varies in both thickness and competency within the investigated area.
The degree of cementation, and therefore the competency of the rock, was influenced by both
the abundance and the type of calcareous material in the original deposit. The Fort Thompson
Formation, which consists of interbedded limestone, sand, and shells, is one of the most
productive units within the Biscayne aquifer. It averages 50 to 70 feet in thickness. It typically
consists of alternating freshwater and marine sediments, which generally are permeable. The
limestone beds in the Fort Thompson Formation can be cavernous and interconnected, thus
providing channels through which water can flow. The Fort Thompson Formation is composed
of sediments of variable lithologies. The lithologies include non-fossilferous quartz fine sand,
fossilferous quartz sandy limestone, coralline limestone, freshwater limestone and quartz
sandstone. These lithologies alternate abruptly in thickness and lateral extent.
Renaoie • kesos.urcetui • Responsive 2
Geotechnical Engineering Report 1lerracon
Helen Miller Center at Segal Park City of Opa-Locka, Florida
April 30, 2013 Terracon Project No. H8135028
3.2 USDA— Soil Survey
The Web Soil Survey, as maintained by the United States Department of Agriculture (USDA),
Soil Conservation Service (SCS; later renamed the Natural Resource Conservation Service -
NRCS), identifies the primary soil type at the subject site as Urban Land. It should be noted that
the Soil Survey is not intended as a substitute for site-specific geotechnical exploration; rather it
is a useful tool in planning a project scope in that it provides information on soil types likely to be
encountered. A copy of the soil survey map and the soil survey description are included as
Exhibits A-2 and A-3, respectively, of Appendix A.
3.3 Generalized Subsurface Conditions
Based on the results of the soil borings, subsurface conditions on the project site can be
generalized as follows:
Approximate
Stratum Depth to Bottom Material Description USCS Density/
No. of Stratum(ft.) Classification Consistency
1 2"to 2.5"thick Asphalt - -
2 4"thick Topsoil OL -
3 4"thick Concrete - -
FILL—Brown limerock with fine to Dense
4 0.7—3.0 GP-GM/GM
coarse sand (33 to 43 bpf)'
FILL—Brown fine to medium sand,
Loose to Medium
5 3.0—6.0 trace to few limerock SP Dense
(6 to 20 bpf)1
6 4.0—8.0 Dark brown organic silty fine sand, OL Loose
occasional trace Peat (7 bpf)1
7 17.0 Uncontrolled Fill (Wood, Plastic, Metal) - -
8 16.0 Brown sandy silt ML Soft 1
(3 to 5 bpf)1
brown fine to medium sand, Loose to Medium
9 28.0—30.0 occasional limestone lenses SP Dense
(3 to 10 bpf)1
10 45.0 to 50.0 Light brown limestone with fine sand Soft to Very Hard
(10 bpf to 50/3")1
1 Range of Standard Penetration Test(SPT)resistance values or"N-values", blows per foot(Automatic Hammer)
Reliable ■ Resourceful • Responsive 3
Geotechnical Engineering Report 111rracon
Helen Miller Center at Segal Park City of Opa-Locka, Florida
April 30, 2013 Terracon Project No. H8135028
Conditions encountered at each boring location are indicated on the individual boring logs.
Stratification boundaries on the boring logs represent the approximate location of changes in soil
types; in-situ, the transition between materials may be gradual. Details for each of the borings can
be found on the boring logs in Appendix A of this report.
3.4 Groundwater Conditions
The borings were monitored while drilling for the presence and level of groundwater. Water
levels observed at these times are indicated on the individual Boring Logs. During the
subsurface exploration, the groundwater level at the boring locations (measured in April 2012)
was observed ranging from approximately 4.4 to 5.8 feet below the existing ground surface.
These water level observations provide an approximate indication of the groundwater conditions
existing at the time the borings were drilled. Fluctuations in groundwater levels can be
measured by implementation of a groundwater monitoring plan. Such a plan would include
installation of groundwater monitoring wells, and periodic measurement of groundwater levels
over a sufficient period of time. It should be recognized that fluctuations of the groundwater
table may occur due to seasonal variations in the amount of rainfall, runoff and other factors not
evident at the time the borings were performed. In addition, perched water can develop over
low permeability soil strata following periods of heavy or prolonged precipitation. Groundwater
levels during construction or at other times in the life of the structure may be higher or lower
than the levels indicated on the boring logs. The possibility of groundwater level fluctuations
should be considered when developing the design and construction plans for the project.
4.0 GEOTECHNICAL EVALUATION AND RECOMMENDATIONS
4.1 General Evaluation
Based on the previously subsurface exploration (Nodarse Project No. 08-11-0011-104) and the
current subsurface field results, it appears that uncontrolled fill and silt were placed as part of a
body water infill without proper material quality control as confirmed by the historical aerial
photographs (Nodarse Project No. 08-11-0011-104). The uncontrolled fill and silt were found
with a bottom depth ranging from 8 to 17 feet below the existing ground surface. This layer's
thickness ranged from 2 to 14 feet. The previous study (Nodarse Project No. 08-11-0011-104)
disclosed "N" values through the uncontrolled fill and silt ranging from Weight of Hammer
(WOH) to refusal conditions. Also, samples could not be recovered at a few borings which
indicates the possibility of potential for voids. The following table presents a summary of the
uncontrolled fill/unsuitable material location, depth and thickness both for the previous and
current geotechnical studies:
Reliable■ Resourceful ■ Responsive 4
Geotechnical Engineering Report 1(erracon
Helen Miller Center at Segal Park City of Opa-Locka, Florida
April 30, 2013 Terracon Project No. H8135028
2 Depth(feet) 2
Boring No. Thickness(feet)
From To
B-1 6.0 16.0 10.0
B-2 3.0 17.0 14.0
B-3 6.0 17.0 11.0
B-4 6.0 17.0 11.0
' B-1 6.0 16.0 10.0
1 B-1A 4.0 3 10.0 { 6.0
1 B-1B 6.0 3 8.0 2.0
' B-2 6.0 16.0 10.0
1 B-3 6.0 310.0 4.0
' Boring from previous study(Nodarse&Associates Project No.08-11-0011-104 dated June 1,2011)
2 Includes the materials from strata 6,7, and 8
3 Boring terminated at 10 feet below the existing ground surface
4.2 Foundation/Ground Improvement Alternatives
Terracon has evaluated two foundation alternatives to support the proposed two story structure.
Nonetheless, we understand that the D/B team preferred/selected foundation alternative is cast-
in-place piles (augercast piles). The following table provides the foundation alternatives
evaluated and some advantages and disadvantages. Recommendations for augercast piles are
presented in the following sections.
Foundation Alternatives Advantages Disadvantages
(1)Cast-in-Place Foundation • Relatively fast • Unsuitable layer is heterogeneous with
Elements(Augercast Piles) installation/construction possible voids and may not provide sufficient
• No vibrations concerns as confinement for the cast-in-place foundation
compared to driven precast element(non-uniform cross-section). High
concrete piles grout factors may be expected.
• Cost as compared to other • The augering process produces spoils at the
deep foundation alternatives surface and there's the potential for
environmental concerns of the exposed
uncontrolled fill layer
• Some pile contractors require excavation of
the uncontrolled fill prior to installation of the
_ piles to avoid refusal conditions
(2)Pre-Cast Foundation • Greater construction quality • Cost as compared to augercast piles
Elements(e.g. Pre-Stressed control • Load test and driving criteria required to
Driven Concrete Piles) • Certainty that piles have a determine pile capacity during production.
full uniform cross-section
bearing on competent rock
• No spoils. No environmental
concerns
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Geotechnical Engineering Report 111rracon
Helen Miller Center at Segal Park City of Opa-Locka, Florida
April 30, 2013 Terracon Project No. H8135028
4.3 Augercast Pile Compression and Tension Capacity
Augercast piles develop the compression load capacity in side shear/skin friction between the grout
and soil/rock interface. The compression capacity of the augercast piles was evaluated using
empirical correlations between N-value and shear strength properties of the rock. A factor of
safety of 2.0 was applied to the ultimate pile compression capacity to obtain the allowable pile
compression capacity. The pile compression capacity was assumed to be taken by the side
shear in the rock only (rock socket design). The uplift capacity of the piles was determined as 3/4
of the allowable compression capacity.
4.3.1 Pile Axial Capacity
We understand that 14-inch diameter augercast piles will be used to support the proposed two-
story structure. As requested, we are also providing recommendations for 12-inch diameter piles
(minimum pile diameter per Florida Building Code 2010) for the proposed covered walkway. The
pile compression and tension capacities are provided in the following table:
1,2 Minimum 1 Minimum Rock Allowable
Augercast Pile Pile Length Socket Length into Pile Allowable Pile
Diameter Below Existing the Limestone Compression Tension Factor of
Capacity Safety(F.S.)
(in.) Grade Formation Capacity (tons)
(feet) (tons)
12 35 5 60 45 2.0
14 35 5 70 52 2.0
1 Piles must have a minimum rock socket into the lower limestone formation.The top of the limestone formation was found at
depths ranging from 28 to 30 feet below the existing ground surface.
2 The pile contractor should be aware that hard/refusal drilling conditions through the uncontrolled fill may be possible.
3 Pile settlement is anticipated to be less than 1/2 inch.
4.3.2 Pile Lateral Capacity
The lateral performance of the augercast piles for the building was evaluated using the computer
program L-PILE Version 2012. L-pile is a finite difference program, which models the response of
the subsurface materials along the pile as a series of non-linear springs. The results of these
analyses provide stress, moment and lateral deflection information, along the pile length, for
laterally loaded deep foundation elements. The lateral load analyses were performed by
assuming fixed conditions (piles will be fixed at pile cap-grade beam system). The resulting
maximum resisting bending moment and shear force values were obtained by performing L-
PILE runs under service loading conditions. The L-PILE analyses results are summarized in the
following table.
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Geotechnical Engineering Report 111rracon
Helen Miller Center at Segal Park City of Opa-Locka, Florida
April 30, 2013 Terracon Project No. H8135028
1'2 Maximum 1,2 Maximum Maximum Pile
Boring used Augercast Pile Length for Resisting Shear Resisting Top Lateral
in Lateral Pile Compression Force Bending Moment Deflection
Load Diameter Capacity (kips) (kip-ft) (in.)
Analyses (in.) (feet)
Fixed Head Fixed Head Fixed Head
B-2 14 35 3.4 34 < 1.0
Maximum resisting shear and bending moment at the required pile length meeting the axial capacities
2 Lateral pile capacity calculations ignore the upper 17 feet(no capacity due to unsuitable fill)
4.3.3 Pile Negative Shaft Resistance (Downdraq)
Piles installed through compressible materials which are undergoing consolidation (silt; stratum
8) may develop negative shaft resistance (downdrag). The silt material appears to be the by-
product from the lake/body of water rock mining (before the year 1951) and backfilling
operations performed sometime before the year 1968. We believe that the existing silt is not
undergoing consolidation given the backfill was placed over 30 years ago and all settlement due
to the additional surcharge (backfill material) has already occurred. Furthermore, we do not
anticipate any increase in the overburden pressure on the silt material given the structure
including the ground floor slab will be structurally supported.
5.0 FOUNDATION CONSTRUCTION RECOMMENDATIONS
5.1 Augercast Pile Foundations
5.1.1 Auqercast Pile Installation
Recommendations for augercast pile installation are presented herein.
1. We recommend that the piles be spaced at least 2.5 pile diameters center-to-center to
minimize pile capacity reduction caused by group effects. A placement tolerance with
respect to the design center of 3 inches should be specified for groups of piles and one
(1) inch for isolated piles unless more stringent construction positioning is required. Out-
of-plumbness for the piling should be limited to two (2) percent maximum.
2. The 28-day compressive strength of the grout used in the piles should be determined by
the Structural Engineer in accordance with applicable building code requirements.
3. In order to provide some assurance that the piles have been constructed with a
continuous cross section a full-length steel reinforcing bar or cage should be installed at
the center of each pile immediately after grouting. Centralizers should be attached to
individual bars at the bottom and at third points.
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Geotechnical Engineering Report 11arracon
Helen Miller Center at Segal Park City of Opa-Locka, Florida
April 30, 2013 Terracon Project No. H8135028
4. Piles subjected to uplift due to wind load must be provided with adequate reinforcing
steel throughout their entire length. Similarly, laterally loaded piles should be provided
with adequate reinforcement.
5.1.2 Drilling and Grouting
Augercast piles are constructed by rotating a hollow-stem continuous flight auger into the
ground until the planned tip depth or termination criterion is achieved. At the termination depth,
a grout with high fluidity is pumped under pressure into the hole through the hollow stem auger.
As long as pressure is observed in the line, the auger is slowly withdrawn up the hole and the
augercast shaft is constructed.
Grout volumes, possibly up to 1.5 times or higher than the theoretical pile volume (due to the
uncontrolled fill possible voids) may be required for proper pile installation. A grout factor equal
to or greater than that of the successful test piles should be obtained. The grout factor is defined
as the actual volume of grout pumped into the pile divided by the theoretical volume of the
drilled hole.
After achieving the desired depth, a positive grout pressure should be observed prior to initiating
withdrawal of the auger. A continuous fluid return consisting of slurry and then grout at the top
of the hole is the best indication that the desired pressure head is being achieved. The auger
should be withdrawn slowly so that a positive grout pressure is maintained in the hole at all
times during auger withdrawal. If the withdrawal of the auger becomes erratic, grout pressure
suddenly drops, or if the grout flow is interrupted, the auger tip should be reinserted at least five
(5) feet below the level where the grouting operation was disrupted prior to resuming withdrawal
of the auger.
The installation of adjacent piles located within 3 pile diameters of each other on the same
working day is not recommended due to the potential existence of inter-connected pores or
cavities in the limestone layers. We recommend that adjacent piles located within 3 pile
diameters not be installed until the initial grouted pile has set overnight. Some subsidence of
fresh grout may occur in the top of the piles. This subsidence is in-part a result of the weight of
the grout column "pushing" laterally into pores in the limestone layer. We anticipate that
subsidence will occur within a period of approximately two hours following the grouting
operation.
If subsidence occurs while the pile grout is in a fluid state, we recommend that the pile be
immediately filled with fresh grout to the proper cutoff elevation. We recommend that a pile
grout subsidence of up to eight (8) inches be considered acceptable. Grout should not be
pumped into the piles when it is older than 90 minutes from the time it was batched.
Reliable■ Resourceful ■ Responsive 8
Geotechnical Engineering Report lrerracon
Helen Miller Center at Segal Park City of Opa-Locka, Florida
April 30, 2013 Terracon Project No. H8135028
Prior to actual installation of the piles, the contractor should demonstrate that the materials and
equipment proposed for use are capable of installing the production piles. The contractor should
provide an accurate method of determining the depth and alignment of the auger.
5.1.3 Augercast Pile Monitoring
Successful augercast pile installation is in large part dependent upon the expertise of the
contractor and the techniques used. Because of the possibility of soil intrusions during auger
withdrawal and nonvertical piles, the job specifications must be carefully prepared and
continuous observations made of the installation. Full-time observations must be maintained
during installation to monitor depths and the amount of grout pumped versus the rate of auger
withdrawal. The full-time monitoring of pile installation will provide a degree of assurance that
continuous piles of the proper cross-section are being constructed. We recommend that the
grout pump should be calibrated prior to initiation of production pile installation. At least one (1)
set of six (6), 2-inch cubes or three (3)-inch diameter by 6-inch high grout cylinders should be
made for each of 50 cubic yards of grout.
5.1.4 Test Pile Program
A load test is not anticipated in accordance with Section 1810.3.3.1.2 of the Florida Building
Code (2010). In addition, the maximum augercast pile load will not exceed 35 tons in
compression.
6.0 OTHER CONSTRUCTION RECOMMENDATIONS
6.1 Structural Fill
New fill materials required at the site should consist of approved materials, free of organic
matter and debris. The fill should be non-plastic, with a fines content of less than 12 percent.
The maximum particle size should not exceed 3 inches. Structural fill should meet the following
material property requirements:
Fill Type USCS Classification Acceptable Location for Placement
SP, SP-SM or GP, GP-GM(fines content< 12
Above the water table
percent, maximum particle size< 3 inches)
GP, GW or FDOT 57 Stone with less than 5
Structural Fill percent material finer than the No. 200 sieve
and a maximum particle size of 3 inches. The Below the water table
FDOT 57 stone should not be placed more than
one foot above the water table level.
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Geotechnical Engineering Report lrarracon
Helen Miller Center at Segal Park City of Opa-Locka, Florida
April 30, 2013 Terracon Project No. H8135028
6.1.1 Compaction Requirements
ITEM DESCRIPTION
12 inches or less in loose thickness when heavy vibratory
compaction equipment is used. Maximum particle size should not
exceed 3 inches in a 12-inch lift.
Fill Lift Thickness
4 to 6 inches in loose thickness when hand-guided equipment (i.e.
jumping jack or plate compactor) is used. Maximum particle size
should not exceed 11/2 inches in a 4-to 6-inch lift.
Compaction Requirements As required
Moisture Content' Within ±2 percent of optimum moisture content as determined by
the Modified Proctor test, at the time of placement and compaction
Minimum Testing Frequency One field density test per 100 feet of trench or 2,500 square feet (or
fraction thereof) per lift
We recommend that structural fill be tested for moisture content and compaction during placement.
Should the results of the in-place density tests indicate the specified moisture or compaction limits
have not been met, the area represented by the test should be reworked and retested as required
until the specified moisture and compaction requirements are achieved.
6.1.2 Excavation Considerations
As a minimum, all temporary excavations should be sloped or braced as required by Occupational
Health and Safety Administration (OSHA) regulations to provide stability and safe working
conditions. Temporary excavations will probably be required during grading operations. The
grading contractor, by his contract, is usually responsible for designing and constructing stable,
temporary excavations and should shore, slope or bench the sides of the excavations as required,
to maintain stability of both the excavation sides and bottom. All excavations should comply with
applicable local, state and federal safety regulations, including the current OSHA Excavation and
Trench Safety Standards.
6.2 Groundwater Control
Dewatering may be required depending on the excavation depth and the time of the year when
the construction occurs. This may be accomplished through use of a wellpoint system or
submersible pump. Caution must be exercised by the contractor to prevent unnecessary
dewatering for prolonged periods of time in order to prevent ground settlement and/or
settlement of any nearby structures, utilities, or roadway as a result of the added overburden
pressure resulting from lowering of the groundwater table.
Reliable ■ Resourceful • Responsive 10
Geotechnical Engineering Report 1(1rracon
Helen Miller Center at Segal Park City of Opa-Locka, Florida
April 30, 2013 Terracon Project No. H8135028
All those structures and/or utilities located adjacent to the proposed excavation shall be
surveyed as well as monitored for settlements during the dewatering operations in accordance
with the FDOT Standard Specifications. The water from the on-site dewatering operations
should be directed to a suitable discharge point and must be adequate to satisfy any local, state
or federal regulatory agency
6.3 Seismic Considerations
Florida is under the jurisdiction of its own building code as opposed to the International Building
Code. The Florida Building Code does not have a requirement or provision for evaluating seismic
potential. Florida is generally regarded to be in a zone of low seismic risk. Therefore we do not
consider seismic effects to be a concern at this site.
6.4 Building Floor Slab, Sidewalk and Walkways
ITEM DESCRIPTION
Floor Slab,Sidewalks, Walkways Support Structurally supported on the deep foundation
system
When conditions warrant the use of a vapor retarder, the slab designer and slab contractor should
refer to ACI 302, ACI 360, and Florida Building Code (FBC) Section 1807 for procedures and
cautions regarding the use and placement of a vapor retarder; however, local requirements that
might affect what moisture barrier may use should also be consulted.
7.0 GENERAL COMMENTS
Terracon should be retained to review the final design plans and specifications so comments
can be made regarding interpretation and implementation of our geotechnical recommendations
in the design and specifications. Terracon also should be retained to provide observation and
testing services during grading, excavation, foundation construction and other earth-related
construction phases of the project. The analysis and recommendations presented in this report
are based upon the data obtained from the borings performed at the indicated locations and
from other information discussed in this report. This report does not reflect variations that may
occur between borings, across the site, or due to the modifying effects of construction or
weather. The nature and extent of such variations may not become evident until during or after
construction. If variations appear, we should be immediately notified so that further evaluation
and supplemental recommendations can be provided.
Reliable in Resourceful ■ Responsive 11
Geotechnical Engineering Report 1rerracon
Helen Miller Center at Segal Park City of Opa-Locka, Florida
April 30, 2013 Terracon Project No. H8135028
The scope of services for this project does not include either specifically or by implication any
environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or identification or
prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the
potential for such contamination or pollution, other studies should be undertaken.
This report has been prepared for the exclusive use of our client for specific application to the
project discussed and has been prepared in accordance with generally accepted geotechnical
engineering practices. No warranties, either express or implied, are intended or made. Site
safety, excavation support, and dewatering requirements are the responsibility of others. In the
event that changes in the nature, design, or location of the project as outlined in this report are
planned, the conclusions and recommendations contained in this report shall not be considered
valid unless Terracon reviews the changes and either verifies or modifies the conclusions of this
report in writing.
Reliable • Resourceful ■ Responsive 12
APPENDIX A
FIELD EXPLORATION
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Photograph Source:http://mapserver.mytopo.com
'ROJECT MNGR 'ROJECT No.
JDB H8135028
DRAWN BY OCALE: Topographic Vicinity Map EXHIBIT
:
SD AS SHONN Helen Miller Center at Segal Park
:NECKED BY FILE No COr181AU'B Enginems arq$bng87 2331 NW 143rd St.
JDB H8135028 18200 NW 59 AVENUE MIAMI LAKES FLORIDA 33010
iPPROVED BY DATE: PH.(305)820-1991 FAX:(3D5)820-1990 City of Opa-Locka,Florida
JOB 425/13 A-1
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Photograph Source:http://websoilsurvey.nrcs.usda.gov Legend: (15)Urban Land
PROJECT MNGR. 'ROJECT No
JDB H8135028 USDA Soils Map EXHIBIT
DRAWN BY. SCALE:
SD AS SHOWN ®� Helen Miller Center at Segal Park
.NECKED BY FILE No Cofl9L',I,v EngloBeer,no$Clenes6 2331 NW 143rd St.
JDB H8135028
APPROVED BY. DATE'.
16200 NW 59 AVENUE MIAMI LAKES FLORIDA 53012 City of Opa-Locka,Florida
JOB 4125/13 PH.(305)820-1997 FAX(3051820-1998 A-2
lierracon
Soil Survey Descriptions
Urban land(15): This map unit is in areas where more than 85 percent of the surface is covered
by shopping centers, parking lots, streets, sidewalks, airports, large buildings, houses, and other
structures. The natural soil cannot be observed. The soils in open areas, mostly lawns, vacant
lots, playgrounds, and parks, are mainly Udorthents. These soils generally have been altered
by land grading and shaping or have been covered with about 18 inches of extremely stony,
loamy fill material. Areas of these soils are so small that mapping them separately is
impractical.
Exhibit A-3
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Field Exploration Description
The SPT soil borings were drilled using a truck mounted rotary CME 55 drill rig with an automatic
hammer. A greater efficiency is typically achieved with the automatic hammer compared to the
conventional safety hammer operated with a cathead and rope. Published correlations between the
SPT values and soil properties are based on the lower efficiency cathead and rope method. This
higher efficiency affects the standard penetration resistance blow count (N)value by increasing the
penetration per hammer blow over what would obtained using the cathead and rope method. The
effect of the automatic hammer's efficiency has been considered in the interpretation and analysis
of the subsurface information for this report. The boreholes were advanced using drilling mud
(bentonite)techniques or casing.
Soil samples were obtained by the split spoon sampling procedure in general accordance with the
Standard Penetration Test (SPT) procedure. In the split spoon sampling procedure, the number of
blows required to advance the sampling spoon the last 12 inches of an 18-inch penetration or the
middle 12 inches of a 24-inch penetration by means of a 140-pound hammer with a free fall of 30
inches, is the standard penetration resistance value (N). This value is used to estimate the in-situ
relative density of cohesionless soils and the consistency of cohesive soils. The sampling depths
and penetration distance, plus the standard penetration resistance values, are shown on the boring
logs.
Portions of the samples from the borings were sealed in glass jars to reduce moisture loss, and
then the jars were taken to our laboratory for further observation and classification. Upon
completion, the boreholes were backfilled.
Field logs of each boring were prepared by the drill crew. These logs included visual classifications
of the materials encountered during drilling as well as the driller's interpretation of the subsurface
conditions between samples. The boring logs included with this report represent an interpretation
of the field logs and include modifications based on laboratory observation of the samples.
Exhibit A-5
BORING LOG NO. B-1 Page 1 of 1
PROJECT: Helen Miller Center at Segal CLIENT: D.Stepenson Construction, Inc.
Park Fort Lauderdale
SITE: 2331 NW 143rd St.
Opa-Locka, Florida
+
(D LOCATION See Exhibit A-4 ,�CO w
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•` I FILL-Limerock with fine to coarse sand(GP-GM),brown — N=43
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• FILL-Fine to medium sand.trace to few limerock(SP),brown _ x N=20
'•1 \/ 4-5-5-4
�•, 6.0 5— 7 /\ N=10
Organic silty fine sand,occasional trace Peat(OL),dark brown _ � 4-3-4-4
M — 8.0 / \.. N=7
Sandy silt(ML),brown _ �/ 2-2-1-1
0 10- /\ N=3
N — X 1N=42
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The stratification lines represent the approximate transition between differing soil types and/or rock Hammer Type: Automatic
types;in-situ these transitions may be gradual or may occur at different depths than shown.
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a See Appendices for description of laboratory
> procedures and additional data(if any).
z Z Abandonment Method: See Appendices for explanation of symbols and
abbreviations.
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0
o WATER LEVEL OBSERVATIONS
0 - Boring Started:4/19/2013 Boring Completed:4/19/2013
R v Water Initially Encountered at 5.8' lierraco n Drill Rig:
CME 55 Driller.OC
co
In 16200 NW 59th Ave.,Suite 106
E Miami Lakes,Florida Project No.:H8135028 Exhibit A-6
BORING LOG NO. B-2 Page 1 of 1
PROJECT: Helen Miller Center at Segal CLIENT: D. Stepenson Construction, Inc.
Park Fort Lauderdale
SITE: 2331 NW 143rd St.
Opa-Locka, Florida +
O LOCATION See Exhibit A-4 rn w
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• DEPTH MATERIAL DESCRIPTION
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-`77-\213,. Toosoil(OLl / _ X 2-5-5-4
e r FILL-Fine to medium sand,trace to few limerock(SP),brown _ N=10
` 3.0 3-4-3-2 -
4.0 Organic silty fine sand,occasional trace Peat(OL),dark brown _ N=7
—FILL-Uncontrolled Fill(Wood.Plastic.Metal) 5— `L X/ 4-4-7-5
N=11
e _ /� N=11
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Boring Terminated at 50 Feet
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a• types;in-situ these transitions may be gradual or may occur at different depths than shown.
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CO Advancement Method: See Appendices for description of field Notes:
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0
o WATER LEVEL OBSERVATIONS
z -,— --- -- -- — -- Boring Started:4/19/2013 Boring Completed:4/19/2013
El Water Initially Encountered at 5.0' llerracon
m Drill Rig:CME 55 Driller:OC
CO 16200 NW 59th Ave.,Suite 106 -- ---`---
Z Miami Lakes,Florida Project No.:H8135028 Exhibit: A-7
BORING LOG NO. B-3 Page 1 of 1
PROJECT: Helen Miller Center at Segal CLIENT: D.Stepenson Construction, Inc.
Park Fort Lauderdale
SITE: 2331 NW 143rd St.
Opa-Locka, Florida
(5 LOCATION See Exhibit A-4 w
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DEPTH MATERIAL DESCRIPTION
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• FILL-Fine to medium sand,trace to few limerock jSPI,brown — 7-8-8-7
•4 _ V \ N=16
7-5-5-3
6.0 5 N=10
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8.0 x—N=7
FILL-Uncontrolled Fill(Wood.Plastic.Metall
— 3-3-2-2
° 10— N=5
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co Advancement Method: See Appendices for description of field Notes:
procedures.
See Appendices for description of laboratory
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zAbandonment Method: See Appendices for explanation of symbols and
abbreviations.
WATER LEVEL OBSERVATIONS
— — Boring Started:4/18/2013 Boring Completed:4/18/2013
m Water Initially Encountered at 4.4' lerrac:on g
Drill Rig:CME 55 Driller OC
r? 16200 NW 59th Ave.,Suite 106
Miami Lakes,Florida Project No.:118135028 Exhibit: A-8
BORING LOG NO. B-4 Page 1 of 1
PROJECT: Helen Miller Center at Segal CLIENT: D.Stepenson Construction, Inc.
Park Fort Lauderdale
SITE: 2331 NW 143rd St.
Opa-Locka, Florida
O LOCATION See Exhibit A-4 _1 z w
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_ N=15
5-3-3-4
6.0 5 N=6
Organic silty fine sand.occasional trace Peat LOLL,dark brown 3-3-4-4
c,, _1111 8.0 _ N=7
r_ I FILL-Uncontrolled Fill(Wood.Plastic.Metal) 3-2-1-2
dOR4 10- N=3
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-J ��
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N : 35- ' \, N=38
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a. Boring Terminated at 45 Feet 45 N=50/4"
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2 types;in-situ these transitions may be gradual or may occur at different depths than shown.
a.
� Advancement Method: Notes:
LL See Appendices for description of field
0 procedures.
-- See Appendices for description of laboratory
> procedures and additional data(if any).
I-
O Abandonment Method: See Appendices for explanation of symbols and
abbreviations.
0
J WATER LEVEL OBSERVATIONS
0 ---------------------------- Boring Started:4/18/2013 Boring Completed:4/18/2013
re•• -v Water Initially Encountered at4.5'
lierracon
o� Drill Rig:CME 55 Driller:OC
to 16200 NW 59th Ave.,Suite 106 — --
x Miami Lakes,Florida Project No.:H8135028 Exhibit: A-9
APPENDIX B
SUPPORTING DOCUMENTS
GENERAL NOTES
DRILLING&SAMPLING SYMBOLS:
SS: Split Spoon—1-3/8"I.D., 2"O.D., unless otherwise noted HS: Hollow Stem Auger
ST: Thin-Walled Tube-2"O.D., unless otherwise noted PA: Power Auger
RS: Ring Sampler-2.42"I.D., 3"O.D., unless otherwise noted HA: Hand Auger
DB: Diamond Bit Coring-4", N, B RB: Rock Bit
BS: Bulk Sample or Auger Sample WB: Wash Boring or Mud Rotary
The number of blows required to advance a standard 2-inch O.D.split-spoon sampler(SS)the last 12 inches of the total 18-inch
penetration with a 140-pound hammer falling 30 inches is considered the"Standard Penetration"or"N-value".
WATER LEVEL MEASUREMENT SYMBOLS:
WL: Water Level WS: While Sampling N/E: Not Encountered
WCI: Wet Cave in WD: While Drilling ESH Estimated Seasonal High Groundwater
DCI: Dry Cave in BCR: Before Casing Removal ESL Estimated Seasonal Low Groundwater
AB: After Boring ACR: After Casing Removal
Water levels indicated on the boring logs are the levels measured in the borings at the times indicated. Groundwater levels at other
times and other locations across the site could vary. In pervious soils, the indicated levels may reflect the location of groundwater.
In low permeability soils,the accurate determination of groundwater levels may not be possible with only short-term observations.
DESCRIPTIVE SOIL CLASSIFICATION: Soil classification is based on the Unified Classification System. Coarse Grained Soils
have more than 50% of their dry weight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand.
Fine Grained Soils have less than 50% of their dry weight retained on a#200 sieve; they are principally described as clays if they are
plastic, and silts if they are slightly plastic or non-plastic. Major constituents may be added as modifiers and minor constituents may
be added according to the relative proportions based on grain size. In addition to gradation, coarse-grained soils are defined on the
basis of their in-place relative density and fine-grained soils on the basis of their consistency.
CONSISTENCY OF FINE-GRAINED SOILS RELATIVE DENSITY OF COARSE-GRAINED SOILS
Unconfined Standard Penetration Standard Penetration
Compressive or N-value(SS) Consistency or N-value(SS) Relative Density
Strength,Qu, psf Blows/Ft. Blows/Ft.
< 500 0—1 Very Soft 0—3 Very Loose
500—1,000 2—4 Soft 4—9 Loose
1,001 —2,000 4—8 Medium Stiff 10—29 Medium Dense
2,001 —4,000 8—15 Stiff 30—49 Dense
4,001 —8,000 15—30 Very Stiff >50 Very Dense
8,000+ >30 Hard
RELATIVE PROPORTIONS OF SAND AND GRAVEL GRAIN SIZE TERMINOLOGY
Descriptive Term(s)of other Percent of Major Component
Particle Size
Constituents Dry Weight of Sample
Trace < 15 Boulders Over 12 in. (300mm)
With 15—29 Cobbles 12 in. to 3 in. (300mm to 75 mm)
Modifier >30 Gravel 3 in.to#4 sieve(75mm to 4.75 mm)
Sand #4 to#200 sieve(4.75mm to 0.075mm)
Silt or Clay Passing#200 Sieve(0.075mm)
RELATIVE PROPORTIONS OF FINES PLASTICITY DESCRIPTION
Descriptive Term(s)of other Percent of Plasticity
Constituents Dry Weight Term Index
Trace <5 Non-plastic 0
With 5—12 Low 1 —10
Modifiers > 12 Medium 11 —30
High >30
Exhibit B-1
GENERAL NOTES
Description of Rock Properties
WEATHERING
Fresh Rock fresh, crystals bright, few joints may show slight staining. Rock rings under hammer if crystalline.
Very slight Rock generally fresh, joints stained, some joints may show thin clay coatings, crystals in broken face show
bright. Rock rings under hammer if crystalline.
Slight Rock generally fresh, joints stained, and discoloration extends into rock up to 1 in. Joints may contain clay. In
granitoid rocks some occasional feldspar crystals are dull and discolored. Crystalline rocks ring under hammer.
Moderate Significant portions of rock show discoloration and weathering effects. In granitoid rocks, most feldspars are dull
and discolored; some show clayey. Rock has dull sound under hammer and shows significant loss of strength as
compared with fresh rock.
Moderately severe All rock except quartz discolored or stained. In granitoid rocks, all feldspars dull and discolored and majority
show kaolinization. Rock shows severe loss of strength and can be excavated with geologist's pick.
Severe All rock except quartz discolored or stained. Rock "fabric" clear and evident, but reduced in strength to strong
soil. In granitoid rocks, all feldspars kaolinized to some extent. Some fragments of strong rock usually left.
Very severe All rock except quartz discolored or stained. Rock"fabric" discernible, but mass effectively reduced to "soil" with
only fragments of strong rock remaining.
Complete Rock reduced to"soil". Rock"fabric" not discernible or discernible only in small, scattered locations. Quartz may
be present as dikes or stringers.
HARDNESS(for engineering description of rock—not to be confused with Moh's scale for minerals)
Very hard Cannot be scratched with knife or sharp pick. Breaking of hand specimens requires several hard blows of
geologist's pick.
Hard Can be scratched with knife or pick only with difficulty. Hard blow of hammer required to detach hand specimen.
Moderately hard Can be scratched with knife or pick. Gouges or grooves to 1/4 in. deep can be excavated by hard blow of point of
a geologist's pick. Hand specimens can be detached by moderate blow.
Medium Can be grooved or gouged 1/16 in. deep by firm pressure on knife or pick point. Can be excavated in small chips
to pieces about 1-in. maximum size by hard blows of the point of a geologist's pick.
Soft Can be gouged or grooved readily with knife or pick point. Can be excavated in chips to pieces several inches in
size by moderate blows of a pick point. Small thin pieces can be broken by finger pressure.
Very soft Can be carved with knife. Can be excavated readily with point of pick. Pieces 1-in. or more in thickness can be
broken with finger pressure. Can be scratched readily by fingernail.
Joint, Bedding and Foliation Spacing in Rocks
Spacing Joints Bedding/Foliation
Less than 2 in. Very close Very thin
2 in.—1 ft. Close Thin
1 ft.—3 ft. Moderately close Medium
3 ft.—10 ft. Wide Thick
More than 10 ft. Very wide Very thick
Rock Quality Designator(RQD)b Joint Openness Descriptors
RQD,as a percentage Diagnostic description Openness Descriptor
Exceeding 90 Excellent No Visible Separation Tight
90—75 Good Less than 1/32 in. Slightly Open
75—50 Fair 1/32 to 1/8 in. Moderately Open
50—25 Poor 1/8 to 3/8 in. Open
Less than 25 Very poor 3/8 in.to 0.1 ft. Moderately Wide
Greater than 0.1 ft. Wide
a. Spacing refers to the distance normal to the planes, of the described feature, which are parallel to each other or nearly so.
b. RQD(given as a percentage) =length of core in pieces 4 in. and longer/length of run.
References: American Society of Civil Engineers. Manuals and Reports on Engineering Practice- No. 56. Subsurface Investigation for Design and
Construction of Foundations of Buildings. New York:American Society of Civil Engineers,1976.
U.S. Department of the Interior, Bureau of Reclamation, Engineering Geology Field Manual.
Exhibit B-2
UNIFIED SOIL CLASSIFICATION SYSTEM
Soil Classification
Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests" Group Group Name B
Symbol
Gravels: Clean Gravels: Cu>_4 and 1 <Cc<_3E GW Well-graded gravel F
More than 50%of Less than 5%fines° Cu<4 and/or 1 >Cc>3 E GP Poorly graded gravel F
coarse fraction retained Gravels with Fines: Fines classify as ML or MH GM Silty gravel F,G,H
Coarse Grained Soils: on No.4 sieve More than 12%fines C Fines classify as CL or CH GC Clayey gravel F,G,H
More than 50%retained
on No.200 sieve Sands: Clean Sands: Cu?6 and 1 <Cc<3 E SW Well-graded sand'
50%or more of coarse Less than 5%fines° Cu<6 and/or 1 >Cc>3 E SP Poorly graded sand'
fraction passes No.4 Sands with Fines: Fines classify as ML or MH SM Silty sand G'"''
sieve More than 12%fines° Fines classify as CL or CH SC Clayey sand G'"''
PI>7 and plots on or above"A"lined CL Lean clay K'L'M
Inorganic: , K,L,M
Silts and Clays: PI<4 or plots below"A"lined ML Silt
Liquid limit less than 50 Liquid limit-oven dried Organic clay K,L,M,N
Fine-Grained Soils: Organic: Liquid limit-not dried <0.75 OL Organic silt K,L,M,o
50%or more passes the K,L,M
No.200 sieve PI plots on or above"A"line CH Fat clay
Inorganic: K,L,M
Silts and Clays: PI plots below"A"line MH Elastic Silt
Liquid limit 50 or more Liquid limit-oven dried Organic clay K,L,M•P
Organic: - <0.75 OH K,L,M,�
Liquid limit-not dried Organic silt
Highly organic soils: Primarily organic matter,dark in color,and organic odor PT Peat
A Based on the material passing the 3-in.(75-mm)sieve H If fines are organic,add"with organic fines"to group name.
B If field sample contained cobbles or boulders,or both,add"with cobbles ' If soil contains>_15%gravel,add"with gravel"to group name.
or boulders,or both"to group name. ' If Atterberg limits plot in shaded area,soil is a CL-ML,silty clay.
°Gravels with 5 to 12%fines require dual symbols: GW-GM well-graded K If soil contains 15 to 29%plus No.200,add"with sand"or"with gravel,"
gravel with silt,GW-GC well-graded gravel with clay,GP-GM poorly whichever is predominant.
graded gravel with silt,GP-GC poorly graded gravel with clay. L If soil contains>_30%plus No.200 predominantly sand, add"sandy"to
D Sands with 5 to 12%fines require dual symbols: SW-SM well-graded group name.
sand with silt,SW-SC well-graded sand with clay,SP-SM poorly graded M If soil contains>_30%plus No.200,predominantly gravel,add
sand with silt,SP-SC poorly graded sand with clay "gravelly"to group name.
(D so)2 "PI>_4 and plots on or above"A"line.
E Cu=D6o/D,0 Cc= o PI<4 or plots below"A"line.
010 x D60 P PI plots on or above"A"line.
F If soil contains?15%sand,add"with sand"to group name. °PI plots below"A"line.
G If fines classify as CL-ML,use dual symbol GC-GM,or SC-SM.
60 , r 1 I 1
For classification of fine-grained
soils and fine-grained fraction
50 —of coarse-grained soils ,tee,' e
Equation of"A"-line .J "9-
ET Horizontal at P1=4 to LL=25.5.
X 40 then P1=0.73(LL-20) ' "X\0p Equation of"U"-line i4et,ot
Z 1 Vertical at LL=16 to P1=7, G
>- 30 — then P1=0.9(LL-8) ,' j
U
I O.
of iz Q
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_1 MH or OH 1
,
10
I
7 - CL-ML
4 -- ML or OL ,
0 1 1 _ 1
0 10 16 20 30 40 50 60 70 80 90 100 110
LIQUID LIMIT(LL)
Exhibit B-3