HomeMy Public PortalAboutWest Construction Contract Phases 1 and 2 - GMP2.pdfDocument Al 33" — 2009 Exhibit A
Guaranteed Maximum Price Amendment
for the following PROJECT:
(Name and address or location)
Tybee Island Marine Science Center, North Beach Facility
Lot 2367
Fort Screven Ward
Tybee Island, GA 31328
THE OWNER:
(Name, legal status and address)
The City of Tybee Island, Georgia a Georgia municipal corporation
403 Butler Avenue, P.O. Box 2749, Tybee Island, Georgia 31328
THE CONSTRUCTION MANAGER:
(Name, legal status and address)
West Construction Company GA, LLC a Georgia Limited Liability Company
41 Park of Commerce Way, Ste 308 Savannah, GA 31405
ARTICLE A.1
§ A.1.1 Guaranteed Maximum Price for Phases 1 & 2 ("GMP 2")
Pursuant to Section 2.2.6 of the Agreement, the Owner and Construction Manager hereby
amend the Agreement to establish a Guaranteed Maximum Price for Phases 1 & 2 ("GMP
2"). As agreed by the Owner and Construction Manager, the GMP 2 is an amount that the
Contract Sum for Phases 1 and 2 shall not exceed. The Contract Sum consists of the
Construction Manager's Fee plus the Cost of the Work for Phases 1 and 2, as that term is
defined in Article 6 of this Agreement. This Amendment supersedes the Guaranteed
Maximum Price Amendment for Phase 1 of the Project ("GMP V).
§ A.1.1.1 The Contract Sum for Phases 1 and 2 is guaranteed by the Construction Manager
not to exceed Three Million, Five Hundred Eight Thousand, Eight Hundred Seventy -Two
Dollars ($ $3,508,872.00 ), subject to additions and deductions by Change Order as
provided in the Contract Documents.
§ A.1.1.2 Itemized Statement of the Guaranteed Maximum Price. Provided below is an
itemized statement of the Guaranteed Maximum Price for Phases 1 and 2 ("GMP 2")
organized by trade categories, allowances, contingencies, alternates, the Construction
Manager's Fee, and other items that comprise GMP 2.
(Provide below or reference an attachment.)
An Itemized Statement of GMP 2 entitled "Tybee Island Marine Science Center" and
dated April 12, 2019, which is attached as GMP 2 - Exhibit 1
§ A.1.1.3 The Guaranteed Maximum Price for Phases 1 and 2 ("GMP 2") is based on the
following alternates, if any, which are described in the Contract Documents and are hereby
accepted by the Owner:
(State the numbers or other identification of accepted alternates. If the Contract
Documents permit the Owner to accept other alternates subsequent to the execution of this
ADDITIONS AND DELETIONS:
The author of this document has
added information needed for its
completion. The author may also
have revised the text of the original
AIA standard form. An Additions and
Deletions Report that notes added
information as well as revisions to the
standard form text is available from
the author and should be reviewed. A
vertical line in the left margin of this
document indicates where the author
has added necessary information
and where the author has added to or
deleted from the original AIA text.
This document has important legal
consequences. Consultation with an
attorney is encouraged with respect
to its completion or modification.
AIA Document A201 Tm-2007,
General Conditions of the Contract
for Construction, is adopted in this
document by reference. Do not use
with other general conditions unless
this document is modified.
Init. AIA Document A133T —2009 Exhibit A. Copyright O 1991, 2003 and 2009 by The American Institute of Architects. All rights reserved. WARNING: This AIA'
Document is protected by U.S. Copyright Law and International Treaties. Unauthorized reproduction or distribution of this AIA® Document, or any
portion of it, may result in severe civil and criminal penalties, and will be prosecuted to the maximum extent possible under the law. This document was
I produced by AIA software at 08:59:13 ET on 04/17/2019 under Order No.9586693323 which expires on 04/16/2020, and is not for resale.
User Notes: (1631024468)
Amendment, attach a schedule of such other alternates showing the amount for each and the date when the amount
expires.)
A Value Engineering statement entitled "TIMSC" and dated April 11, 2019, which is attached as GMP 2- Exhibit 2
§ A.1.1.4 Allowances included in the Guaranteed Maximum Price for Phases 1 and 2 ("GMP 2"), if any:
(Idents allowance and state exclusions, if any, from the allowance price.)
Item
Dumpster Enclosure
Price ($0.00)
$12,000
§ A.1.1.5 Assumptions, if any, on which the Guaranteed Maximum Price for Phases 1 and 2 ("GMP 2") is based:
GMP 2 is based on the assumptions set forth in the attached document entitled "Tybee Island Marine Science Center
Clarifications" dated April 15, 2019, which is attached as GMP 2- Exhibit "3"
§ A.1.1.6 The Guaranteed Maximum Price is based upon the following Supplementary and other Conditions of the
Contract:
Document Title Date Pages
A201-2007 General Conditions of Approved by City of
the Contract for Tybee on 7/12/18
Construction
§ A.1.1.7 The Guaranteed Maximum Price is based upon the following Specifications:
(Either list the Specifications here, or refer to an exhibit attached to this Agreement)
"Tybee Island Marine Science Center Clarifications" dated April 15, 2019, and attached as GMP 2- Exhibit "3"
Section
Title
Date
Pages
§ A.1.1.8 The Guaranteed Maximum Price is based upon the following Drawings:
(Either list the Drawings here, or refer to an exhibit attached to this Agreement.)
Plan of Tybee Island Marine Science Center, KC Project #120418 dated November 13, 2018 which are hereby
incorporated by this reference. The cover page for these drawings is attached as GMP 2- Exhibit "4".
Construction Drawings for Proposed Drawings for Tybee Marine Science Center by Kern & Co. LLC dated March
19, 2019, which are hereby incorporated by this reference. The cover page for these drawings is attached as GMP 2 -
Exhibit "5"
Floor Plan Markups Sheet Al. I for Proposed Drawings for Tybee Marine Science Center by Kern & Co. LLC dated
3/28/19, which are hereby incorporated by this reference. The cover page for these drawings is attached as GMP 2 -
Exhibit "6"
Proposed Drawings for Tybee Marine Science Center Sheet No. A6.2 by Kern & Co. LLC dated 12/20/18, which are
hereby incorporated by this reference. The cover page for these drawings is attached as GMP 2- Exhibit "7"
Proposed Drawings for Tybee Marine Science Center Sheet No. A6.3 by Kern & Co. LLC dated 4/1/19, which are
hereby incorporated by this reference. The cover page for these drawings is attached as GMP 2- Exhibit "8"
Proposed Drawings for Tybee Marine Science Center Sheet No. S1.0 by Kern & Co. LLC dated 3/21/19, which are
hereby incorporated by this reference. The cover page for these drawings is attached as GMP 2- Exhibit "9"
Proposed Drawings for Tybee Marine Science Center Sheet No. S1.1 by Kern & Co. LLC dated 3/21/19, which are
hereby incorporated by this reference. The cover page for these drawings is attached as GMP 2- Exhibit "10"
Proposed Drawings for Tybee Marine Science Center by Kern & Co. LLC with Sottile Notes dated 3/29/19, which are
hereby incorporated by this reference. The cover page for these drawings is attached as GMP 2- Exhibit "11"
Number
Title
Date
§ A.1.1.9 The Guaranteed Maximum Price is based upon the following other documents and information:
(List any other documents or information here, or refer to an exhibit attached to this Agreement.)
AIA Document A733" —2009 Exhibit A. Copyright O 1991, 2003 and 2009 by The American Institute of Architects. All rights reserved. WARNING: This AIAm
Init. Document is protected by U.S. Copyright Law and International Treaties. Unauthorized reproduction or distribution of this AIA® Document, or any 2
portion of it, may result in severe civil and criminal penalties, and will be prosecuted to the maximum extent possible under the law. This document was
t produced by AIA software at 08:59:13 ET on 04/17/2019 under Order No.9586693323 which expires on 04/16/2020, and is not for resale.
User Notes: (1631024468)
June 13, 2018 Report of Geotechnical Evaluation Services by Whitaker Laboratory, Inc. attached hereto as GMP 1 -
Exhibit "12"
ARTICLE A.2
§ A.2.1 The anticipated date of Substantial Completion for Phase I established by this Amendment:
Wed June 5, 2019
The anticipated date of Substantial Completion for Phase 2 established by this Amendment:
Thursday, February 20, 2020
- O (Signature)
(Printed name and title)
CON TRU MAN R (Signature)
47
(Printed name and title)
AIA Document A133* — 2009 Exhibit A. Copyright C 1991, 2003 and 2009 by The American Institute of Architects. All rights reserved. WARNING: This AIA®
Init. Document is protected by U.S. Copyright Law and International Treaties. Unauthorized reproduction or distribution of this AIA® Document, or any 3
portion of it, may result in severe civil and criminal penalties, and will be prosecuted to the maximum extent possible under the law. This document was
produced by AIA software at 08:59:13 ET on 04/17/2019 under Order No.9586693323 which expires on 04/16/2020, and is not for resale.
User Notes: (1631024468)
Additions and Deletions Report for
AIA® Document A 133" — 2009 Exhibit A
This Additions and Deletions Report, as defined on page 1 of the associated document, reproduces below all text the author has added
to the standard form AIA document in order to complete it, as well as any text the author may have added to or deleted from the original
AIA text. Added text is shown underlined. Deleted text is indicated with a horizontal line through the original AIA text.
Note: This Additions and Deletions Report is provided for information purposes only and is not incorporated into or constitute any part
of the associated AIA document. This Additions and Deletions Report and its associated document were generated simultaneously by
AIA software at 08:59:13 ET on 04/17/2019.
PAGE
Tybee Island Marine Science Center, North Beach Facility
Lot 2367
Fort Screven Ward
Tybee Island, GA 31328
The City of Tybee Island, Georgia a Georgia municipal corporation
403 Butler Avenue, P.O. Box 2749, Tybee Island, Georgia 31328
West Construction Company GA, LLC a Georgia Limited Liability Company
41 Park of Commerce Way, Ste 308 Savannah, GA 31405
§ A.1.1 Guaranteed Maximum Price for Phases 1 & 2 ("GMP 2")
Pursuant to Section 2.2.6 of the Agreement, the Owner and Construction Manager hereby amend the Agreement to
establish a Guaranteed Maximum Mise -Price for Phases 1 & 2 ("GMP 2"). As agreed by the Owner and Construction
Manager, the GMP 2 is an amount that the Contract Sum for Phases 1 and 2 shall not
exceed. The Contract Sum consists of the Construction Manager's Fee plus the Cost of the WeFk, Work for Phases 1
and 2, as that term is defined in Article 6 of this Agreement. This Amendment supersedes the Guaranteed Maximum
Price Amendment for Phase 1 of the Project ("GMP 1 ").
§ A.1.1.1 The Contract Sum for Phases 1 and 2 is guaranteed by the Construction Manager not to exceed Three Million,
Five Hundred Eight Thousand, Eight Hundred Seventy -Two Dollars ($ $3,508,872.00 ), subject to additions and
deductions by Change Order as provided in the Contract Documents.
§ A.1.1.2 Itemized Statement of the Guaranteed Maximum Price. Provided below is an itemized statement of the
Guaranteed Maximum Price for Phases 1 and 2 ("GMP 2") organized by trade categories, allowances, contingencies,
alternates, the Construction Manager's Fee, and other items that comprise *he Qua-^n*eea M aiiiinuf-. Pr -ie &. -GMP 2
An Itemized Statement of GMP 2 entitled "Tybee Island Marine Science Center" and dated April 12, 2019, which is
attached as GMP 2 - Exhibit 1
§ A,1.1.3 The Guaranteed Maximum Price for Phases 1 and 2 ("GMP 2") is based on the following alternates, if any,
which are described in the Contract Documents and are hereby accepted by the Owner:
PAGE 2
Additions and Deletions Report for AIA Document A1133--2009 Exhibit A. Copyright ® 1991, 2003 and 2009 by The American Institute of Architects. All
rights reserved. WARNING: This AIA's Document is protected by U.S. Copyright Law and International Treaties. Unauthorized reproduction or
distribution of this AIA® Document, or any portion of it, may result in severe civil and criminal penalties, and will be prosecuted to the maximum extent
possible under the law. This document was produced by AIA software at 08:59:13 ET on 04/17/2019 under Order No.9586693323 which expires on 04/16/2020,
and is not for resale.
User Notes: (1631024468)
A Value Env
gineeringstatement entitled "'l IMSC" and dated A ril 11 2019 which is attached as GMP 2- Exhibit 2
§ A.1.1.4 Allowances included in the Guaranteed Maximum P +iee Price for Phases 1 and 2 ("GMP 2"l, if any:
Dumpster Enclosure $12,000
§ A,1.1.5 Assumptions, if any, on which the Guaranteed Maximum Price for Phases 1 and 2 ("GMP 2") is based:
GMP 2 is based on the assumptions set forth in the a_ttached document entitled "Ty bee Island Marine Science Center
Clarifications" dated April 15, 2019, which is attached as GMP 2- Exhibit "3"
A201-2007 General Conditions of Approved by City of
the Contract for Tybee on 7/12/18
Construction
"Tvbee Island Marine Science Center Clarifications" dated April 15, 2019, and attached as GMP 2- Exhibit "3"
Plan of T bee Island Marine Science Center KC Proiect 9120418 dated November 13 20 18 which are hereby
incorporated by this reference. The cover page far these drawings is attached as GMP 2- Exhibit "4".
Construction Drawin s for Proposed Drawings for Tybee Marine Science Center by Kern & Co. LLC dated March
19 2019 which are hereby ince orated by this reference. The cover page for these drawings is attached as GMP 2 -
Exhibit "5"
Floor Plan Markus Sheet Al.I for Proposed Drawings for Tybee Marine Science Center by Kern & Co. LLC dated
3/28119 which are hereby incorporated by this reference. The cover page for these drawings is attached as GMP 2 -
Exhibit "6"
Proposed Drawings for Ty bee Marine Science Center Sheet No. AU by Kern & Co. GLC dated 12/20/18 which are
hereby incorporated by this reference. "Che cover page for these drawings is attached as GMP 2- Exhibit "7"
Proposed Drawing=s for Tybee Marine Science Center Sheet No. A6.3 by Kern & Co. LLC dated 411/19, which are
hereby incorporated by this reference. The cover page for these drawings is attached as GMP 2- E liibit "8"
Proposed Drawings for Tybee Marine Science Center Sheet No. S1.0 by Kern & Co. LLC dated 3/21119, which are
hereby incorporated by this reference. The cover page for these drawings is attached as GMP 2- Exhibit "9"
Proposed Drawings for Tybee Marine Science Center Sheet No. S I.1 by Kern & Co. LLC dated 3/21119 which are
hereby incorporated by this reference, The cover page for these drawings_ is attached as GMP 2- Exhibit "10"
Proposed Drawings for Tybee Marine Science Center by Kern & Co, LLC with Sottile Notes dated 3/29/19, which are
h creby i ncoERorated by this reference. The cover Rage for these drawin gs is attached as GMP 2- Exhibit "I I"
PAGE 3
June 13 2018 Report of Geotechnical Evaluation Services by Whitaker Laboratory, Inc. attached hereto as GMP (-
Exhibit "12"
§ A.2,1 The anticipated date of Substantial Completion for Phase 1 established by this Amendment:
Wed June 5, 2019
The anticipated date of Substantial Completion for Phase 2 established by this Amendment:
Thursday, February 20, 2020
Additions and Deletions Report for AIA Document A133' —2009 Exhibit A. Copyright O 1991, 2003 and 2009 by The American Institute of Architects. All
rights reserved. WARNING: This AIAs Document is protected by U.S. Copyright Law and International Treaties. Unauthorized reproduction or
distribution of this AIA® Document, or any portion of it, may result in severe civil and criminal penalties, and will be prosecuted to the maximum extent
possible under the law. This document was produced by AIA software at 08:59:13 ET on 04/17/2019 under Order No.9586693323 which expires on 04/16/2020,
and is not for resale.
User Notes: (1631024468)
Certification of Document's Authenticity
AIA® Document D401 TM —2003
I, E-RHoiiNiday, hereby certify, to the best of my knowledge, information and belief, that I created the attached final
document simultaneously with its associated Additions and Deletions Report and this certification at 08:59:13 ET on
04/17/2019 under Order No. 9586693323 from AIA Contract Documents software and that in preparing the attached
final document I made no changes to the original text of AIA® Document A133TM — 2009 Exhibit A, Guaranteed
Maximum Price Amendment, as published by the AIA in its software, other than those additions and deletions shown
in the associated Additions and Deletions Report.
,G:
(Signed)
(Title)
711
(Dated)
AIA Document D401 T" — 2003. Copyright O 1992 and 2003 by The American Institute of Architects. All rights reserved. WARNING: This AIA" Document is
protected by U.S. Copyright Law and International Treaties. Unauthorized reproduction or distribution of this AIA° Document, or any portion of it, may
result in severe civil and criminal penalties, and will be prosecuted to the maximum extent possible under the law. This document was produced by AIA
software at 08:59:13 ET on 04/17/2019 under Order No.9586693323 which expires on 04/16/2020, and is not for resale.
User Notes: (1631024468)
GMP 2- Exhibit 1
WE
WEST CONSTRUCTION COMPANY
General Conditions
265,522.00
Temporary Toilets
3,360.00
Temporary Utilities
10,000.00
Temporary Office Trailer
9,980.00
Project Manager
54,180.00
Superintendent
120,400.00
Project Administration
7,000.00
Interim Clean-up
8,428.00
Dum ster
15,925.00
Rental Equipment
12,040.00
Final Cl aning
2,459.00
Temporary Protection
9,030.00
Temporary Site Fencing
7,720.00
Legal Fees
3,500.00
Plan Reproduction
1,500.00
Testing & Special Inspections
By Others
Sitework
182,091.00
Site Pre eration
24,260.00
Field Engineering
3,500.00
Earthwork
36,625.00
Soil Treatments
738.00
Utilities within 5' of building)
55,163.00
Paying
43,005.00
Landscaping & Irrigation
6,800.00
Site Improvements dum ster enclosure
12,000.00
Concrete
664,066.00
Foundation, Piers & PT Slab
560,403.00
Pavers & Header Curb
60,480.00
Cistern
40,683.00
Equipment Pads
2,500.00
Metals
201,270.00
Structural Steel
70,200.00
Metal Railings
58,410.00
Metal Railings
72,660.00
Woods, Plastics & Composites
692,285.00
Rough Carpentry
268,720.00
Exterior Finish Carpentry
280,986.00
Interior Finish Carpentry
142,579.00
Architectural Woodwork
-
Thermal & Moisture Protection
297,667.00
Insulation
15,764.00
Membrane Roofing
55,683.00
Pedastal Paver System
186,905.00
Joint Sealants
9,441.00
Flashings & Window Pans
23,321.00
Column Cas
6,553.00
O enin s
420,317.00
Doors, Frames & Hardware
62,732.00
Aluminum Storefront
249,113.00
Bi -Folding Doors
58,372.00
Aluminum Gate Frames
50,100.00
Finishes
82,249.00
Drywall
5,380.00
Tiling
3,968.00
Painting
72,901.00
Specialties
4,339.00
Fire Extinguishers
2,908.00
Toilet Accessories
1,431.00
Equipment
-
A fiances
By Others
Conveying Equipment
81,550.00
LULA Lift
81,550.00
Mechanical
147,138.00
Plumbing
40,318.00
HVAC
106,820.00
Electrical
123,830.00
Electrical
113,930.00
Fixtures
In Above
Data Wiring, Security System, A/V, Fire Alarm
By Others
Generator
9,900.00
Sub -Total:
Permitting Allowance:
Builder's Risk
P & P Bond
Fee:
3,162,324.00
By Owner
26,973.00
54,036.00
163,848.00
BUILDING TOTAL: $ 3,407,181.00
PROJECT TOTAL $ 4,008,872.00
GMP 2- Exhibit 2
WE
PO Box 61388 Savannah, GA 31420 / 912-721-4820 Page 1
Alternate Pricing Options
Price Adjustment
Accepted
Budget
Base Bid
$ 3,703,973.00
1
Delete air barrier (Zip Wall will meet requirements with Boral Nickel Ga
(47,854.00)
Y
(47.854.00)
2
Electrical changes:
a Alternate electrical plan & revised fixtures
30,278.00
Y
OR
b Per Craig's mark-ups
17,835.00
17,835.00)
c Reduce generator load
29,742.00
Y
29,742.00
3
Delete fire alarm
7,892.00
Y
,892.00
4
Alternate education room wall design
,995.00
Y
,995.00
5
Black Locust wood deck tiles in lieu of Bamboo
61,265.00
Y
61,265.00
G
Alternate decking:
a I e decking in lieu of Bamboo
1,786.00
OR
b) Garappa in lieu of Bamboo
20,649.00)
Y
(20,649.00)
Alternate ext trim scheme oral
80,759.00
Y
(80,759.00)
8
Metal panels in lieu of aluminum frames & wood slats
9
Add for deck brackets
a wood
57,482.00
OR
b steel
62.491.00
Y
62,491.00
10
Alternate water pipe routing at ground floor(per Crai 's sketch
4,654.00
Y
4,654.00
11
Add fluid a lied waterproofing at PT deck
21,263.00
12
Reduced structural steel scope per permit drawings
20,328.00)
Y
(20,328.00
13
Revised Framing package
27,156.00
Y
27,156.00
14
Reduce H&I sotrefront elevations in height to eliminate curtain wall
19,301 00)
Y
19,301.00
15
Add for accurate elevator quote
17,954.00
Y
17,954.00
16
Add file scope to bid (originally omitted from estimate
4.245.00
Y
4,245.00
1
Will 's piling cap in lieu of allowance
(5,828.00)
Y
5,828.00
18
TPO in lieu of standing seam at East Gallery roof
(8,412.00)
Y
8,412.00
19)
Alternate metal frames with mesh panels Includes adding metal panels at undercroft
in lieu of the hog pen fence.
(17,677.00)
Y
(17,677.00)
Total Recommended Reductions
(292,657.00)
Revised Budget with Recommended Reductions
$ 3,411,316.00
Recreational Allowance
500.000.00
Contin en ,
102.339.00
PROJECT TOTAL
$ 4,013,655.00
November Budget
4,008,872.00
Delta
4.783.00
PO Box 61388 Savannah, GA 31420 / 912-721-4820 Page 1
GMP 2- Exhibit 3
Tybee Island Marine Science Center
Clarifications
April 15, 2019
1. i'ricing is based on the civil plans by Bern & Co dated 11/13/18 and the March Permit
Drawings dated 3/19/19. Additionally, the fallowing VE sketch or revisions were included:
a. 51.0 & Sl.l dated 3/21/19
b. S14 & S3.2 progress prints dated 4/3/19
c. Al Moor Plan Mark-ups by Kern & Co dated 3/28/19
d. A6.2 & A6.3 revisions dated 4/1/19
e. Sottile Notes — TIMSC — 3/29/19
2. The cost of the building permit is not included and is to be handled internally by the City.
3. We have not included the cost of the water meter or any associated utility tap or impact fees.
4. Third party special inspections are not included in our proposal. It is assumed these are by -
owner.
5. Our schedule allots for a construction period of 14 months for the complete project.
1. Includes all erosion controls, civil demo and fill to install the building pad.
2. Removal and replacement of any unsuitable soils is not included in this estimate and will be
handled on a unit cost basis as discovered. The unit cost for muck & fill of unsuitable soils is
$35/CY.
3. Removal and replacement of any underground structures are not included in this estimate
and will be handled on a time and material basis if discovered.
4. We have not included any allowance for dewatering in our estimate. Any dewatering required
5. will be bill on a time and material basis.
6. No site lighting fixtures or conduits are included in this estimate.
7. Any demolition of utility services is. to be by others.
8. No testing or abatement of hazardous materials is included.
9. An allowance of $12,000 is included for the dumpster enclosure.
10. We have included the landscaping included in the civil drawings in our pricing as the base,
code required landscape package. Additional landscapes and hardscapes pending design are
not included in our budget.
1. The concrete estimate includes the earth formed footings, concrete piers, the concrete
cistern and post -tensioned slab.
2. The ramp structure is included per the revisions by Kern & Co. to S1.0 & S1.1 dated
3/21/19.
3. The walls of the ramp & the cistern will have a "board form" finish.
1. The structural steel & metal fabrications package includes the following:
a. Fabrication, delivery, erection & shop drawings
b. all embedded items shown on plans
c. 16 HSS columns with saddles
d. '/a" A36 galvanized vertical rod braces with clevis', turnbuckles and connection plates
e. 3 x 3 x 3/4 galvanized rolled angle to support 1 14" grating at the cistern
f. Structural steel in conditioned space will receive 2.0 mils of standard shop primer
gg Expposed steel will be hot dip galvanized
h. Galvanized brackets for all deck to concrete column connections per MacAljon's
preliminary design. Final design to be provided by Dern & Co.
2. The metal tailings are based on powder coated aluminum railings. Our supplier feels that
these will hold up in the environment that the building is in but will require twice monthly
rinsing with fresh water.
Wood, Plastics & Composites
1. The rough carpentry includes the labor and materials to frame the building and decks. The
truss package is included in this line item. The wood truss package budget is based on the
information available at the time of this pricing exercise. Any changes while finalizing the
truss design will be subject to additional cost. The following information was included in the
final truss pricing:
a. Email dated 4/3/19 from Rachel Lancaster with comments on preliminary truss
package drawings entitled `vTIMSC Prelim Truss Review."
b. S1.4 &S3.2 — Progress Print 4/3/19
2. The exterior trimpackage is based on the following:
a. Al Floor Plan Mark-ups by Dern & Co dated 3/28/19
b. Boral channel siding
c. Boral trim at the eaves & soffit with Boral beadboard
d. Corners, pilasters, casings, watertable (with PT drip cap), porch column wrap (6x6
PT columns).
e. Sills to be KDAT
f. Any hog pen fencing locations are KDAT frames with BJDATslats
g. Decking based on 5/4" x 6" Garappa, eased edge with exposed stainless-steel
fasteners
3. The interior finish carpentry includes the following:
a. Trim boards to be 1x "C" SYP material
b. Ceilings and walls to be 1x6 shi lap wall paneling with #2 pine
c. Stair stringers and treads to be 41 Common SU
d. Mesh riser will be in a frame and not "kerfed" into the stair tread
4. All cabinetry and countertops are by others.
The insulation scheme is based on R-19 open call foam in the walls & R-30 open cell foam
in the roof deck. An ignition barrier was not included.
The Gip -Wall system was included in the framing package for the wall sheathing so no .air
barrier is required.
The roofin system will be a 60 mil, fully adhered TPQ membrane roof with 1" of ISO
insolation. The gravel stop will be pre -painted, 24 Ga Kynar painted steel in standard colors.
This roofing system comes with a 20 -year manufacturer's warranty and a 2 -year
workmanship warranty.
a. The standing seam roof shown in the plans has been changed to a TPO membrane
roof.
4. The waterproofing membrane at the covered deck area will be a 3 -ply Ruberoid Torch
smooth membrane over tapered ISO insulation at 1/4",per foot slope.
5. Over the concrete deck we have included a 1" layer of insulation board. No waterproofing is
included at the interior concrete deck.
6. A pedestal paver system with 2' x 2' RobiDecking Black Locust wood deck tiles is included
at all interior floor locations as noted.
7. Joint sealants are included at the slab saw joints and in the concrete pavement and sidewalk
joints.
8. Copper flashings are included at all openings and at the watertable per drawings. Copper
window pans are included at all openings.
9. We have included the Copper Half Crone Piling Cap by Willy's Metal Piling Caps at 24
locations.
1. The hollow metal door and frame are galvanized, heavy duty series and wind loaded.
2. The interior stile & rail wood doors are by Harring. They are paint grade 1 panel
configuration with wood frames and pre -machined.
3. The hardware package is in accordance with the hardware specifications provided. Chanes
have been made toinclude wind load certified products were not specified. The exit devices
on single exterior doors were changed from a surface vertical rod to a rim device. The
closers were changed from Sargent 351 to Sargent 1431. Hardware at the Hog Pen doors to
includes continuous bin es, surface. bolts., pulls and door closers.
4. Exterior windows and bin
oors are as follows:
a. Aluminum storefront system to be YKK THS 50 Tu 2-1/2" x 5" which is an impact
rated, thermally improved storefront system for insulated glass. Finish to be dark
bronze anodized. Glazing to be 1-5/16" impact rated, clear laminated units with
Solarban60#2.
b. Entrances to be YKK 35H which are medium stile, impact rated doors. Doors to be
provided with YKK impact rated hardware to included surface mounted closers, butt
hinges and ms locks. l�inish to be dairk bronze anodized. Glazing to be 9/16" impact
rated, clear laminated units with Solarban60#2.
c. Interior storefront system to be YKK YES 45 FS 1-3/4" x 4-1/2" which is a non-
rated, center set storefront system for monolithic glass. Finish to be dark bronze
anodized.
d. Shop drawings with PE stamp included.
a. The curtainwall storefront system has been eliminated from the scope with the H&J
openings being reduced in size per A6.2 & A6.3 revisions dated 4/1/19.
S. The three bi-fold units are to be stain grade Sapele, fully glazed wood doors hung from a
ceiling mounted track. The Education Room doors were changed per A6.2 & A6.3 revisions
dated 4/1/19.
1. Drywall walls and ceilings are included in the bathrooms and elevator shaft.
2. A tile floor is included at the bathrooms. A material allowance of $5/SF is included.
3. Painting includes finishing of all interior & exterior wall and ceiling surfaces. Concrete deck,
columns, ramp walls, etc are to remain unfinished. Garappa deck to receive a penetrating
sealer.
1. Five fire extinguishers and semi -recessed cabinets are included.
2. Toilet accessories as specified are included in the bathroom.
Conveying Equipment i
1. The L UL.A lift is based on the Savaria )= lift. It has a 1,400 lb capacity and travels at 30
fpm. There are two stops over an approximately 11 -foot travel span with two openings. The
car enclosure is white steel and the fixtures are stainless steel. The entrances have a standard
grey finish.
1. The plumbing system budget is bayed on the plans and specifications provided by Kern &
Co. The water piping to the exterior hose bibbs has been reduced per the Sottile Notes —
TIMSC — 3/29/19.
2. A fire sprinkler system is not included in the budget.
3. The HVAC system is per the plans and specifications.
1. 'Me electrical system is based on the plans and specifications as well as the Sottile Notes —
TIMSC — 3/29/19. The lighting and power below the building is based on these mark-ups.
2. Theenerator is based on a Generac — G007029-1 per the email From Nick Forteriberry date
4/9/19 entitled "Re: J�ybee MSC Lighting Re-selecuons." The propane tank will be provided
and filled by others. We have included a woos] framed platform for the generator but no
foundation for the propane tank.
3. A low voltage wiring & systems for A/V, security, fire alarm and data is to be by others.
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GMP 2- Exhibit 12
Geotechnical Engineering Report
Proposed Tybee Island Marine Science Building
Tybee Island, GA
June 13, 2018
Project No. 7-6-15-1-R2
Prepared For:
Tybee Marine Science
Tybee Island, GA
Prepared By:
Whitaker Laboratory, Inc.
Savannah, GA
m
June 13, 2018
WHITAKER 1ABORATORY, INC.
P.O. Box 7078 2500 Tremont Road Savannah, Georgia 31418
(912) 234-0696 Fax (912) 233-5061 Email: info@whitakeriab.net
Tybee Marine Science
Ms. Maria Procopio
mariat raco io mail.com
maria tybeemarinescience.orq
Referencing: Report of Geotechnical Evaluation Services for
Proposed Tybee Island Marine Science Building
North Beach, Tybee Island, GA
Report No.: 7-6-15-1-R2
Dear Ms. Procopio,
As requested, WHITAKER LABORATORY, INC. has conducted a geotechnical investigation at
the above referenced site. Authorization to perform this investigation was provided by your
acceptance of our proposal dated June 22, 2015. Our findings and recommendations for
design and construction are attached and it is important that you read the report in its entirety.
It is a pleasure to provide our services to you and we look forward to further opportunities to
assist you on this and other projects.
Respectf ily submitted,
WHIT R T , INC.
r•
son H. Folio. P E.
GA Registered Engineer
#31031
I lol. W4,AwdA i
Joseph M. Whitaker
President
515126pt
WHITAKER LABORATORY, INC.
TABLE OF CONTENTS
APPENDIX I SITE & BORING LOCATION PLANS
APPENDIX II BORING RECORDS
APPENDIX III SEISMIC SPECTRIAL PARAMETERS
APPENDIX IV IMPORTANT GENERAL NOTES
WHITAKER LABORATORY, INC.
Start Page
I.
INTRODUCTION / SCOPE
1
II.
EXECUTIVE SUMMARY
2
III.
PROJECT INFORMATION & DESCRIPTION
2
IV.
SITE LOCATION & DESCRIPTION
3
V.
AREA AND SITE GEOLOGY
3
VI.
TEST BORINGS AND SUBSURFACE CONDITIONS
4
VII.
GROUNDWATER TABLE
5
VIII.
SEISMIC SITE CLASSIFICATION AND COEFFICIENTS
5
IX.
EARTHWORK AND FOUNDATION DESIGN CONSIDERATION
6
X.
SITE WORK RECOMMENDATIONS
7
XI.
PAVEMENT RECOMMENDATIONS
9
XII.
QUALITY CONTROL AND TESTING
12
XIII.
QUALIFICATIONS OF REPORT
13
APPENDIX I SITE & BORING LOCATION PLANS
APPENDIX II BORING RECORDS
APPENDIX III SEISMIC SPECTRIAL PARAMETERS
APPENDIX IV IMPORTANT GENERAL NOTES
WHITAKER LABORATORY, INC.
Tybee Marine Science
Tybee Island Marine Science Building, Tybee Island, GA
Whitaker Laboratory, Inc.
Geotechnical Investigation
REPORT OF GEOTECHNICAL INVESTIGATION
Proposed Tybee Island Marine Science Building
North Beach, Tybee Island, GA
I. INTRODUCTION / SCOPE
WHITAKER LABORATORY, INC. has completed this field investigation of the surface
and subsurface conditions at this site. The preliminary conditions found, and how those
conditions could affect the design and construction of foundations for the structures
planned, form the basis for this report. Regardless of the thoroughness of any
geotechnical investigation, there are limitations, and deviations from the conditions
found in this investigation could be subsequently disclosed. We recommend that this
report be provided to all parties involved in the planned development to include but not
necessarily limited to the Owner, Architect, Design Engineers, General Contractor and
sub -contractors. Unanticipated circumstances often arise during sitework, earthwork
and foundation construction. Accordingly, we recommend that our firm be retained to
provide the construction surveillance, inspection, and testing on the project, thereby
being readily available to assist in the evaluation of any conditions encountered that
differ from those anticipated.
The site is located at the North Beach public beach access area off Meddin Drive on
Tybee Island, GA. We understand a new Marine Science building structure and
associated pavements are planned for construction on this site. In an effort to evaluate
subsurface soil conditions and their impact on the design and construction of the
planned new structure and pavements, two soil test borings and four auger borings
were performed. Borings were advanced within the planned construction areas to
depths ranging from 5 to 30 feet below the ground surface.
Please note that this evaluation only applies to the foundations and pavements planned
for construction. This evaluation does not apply to any future improvements, which may
be made to the site. In particular, if at any time should additional fill be placed, adjacent
to or nearby the structures referenced in this report, additional geotechnical borings and
a follow up geotechnical analysis will be required. Standard billing rates will apply for
this work.
WHITAKER LABORATORY, INC. Page 1 of 14
Tybee Marine Science Whitaker Laboratory, Inc.
Tybee Island Marine Science Building, Tybee Island, GA Geotechnical Investigation
II. EXECUTIVE SUMMARY
The following recommendations shall be considered a summary of the
recommendations contained within this report and utilized as such. This report shall be
read in its entirety.
Foundations:
We were informed by Kern Engineering that this site does not reside within a velocity
zone. Therefore, the subject building site can be made suitable for construction of the
planned structure, utilizing shallow spread footing foundations (with normal bearing
elevations for footings below finished grade) if the following are achieved and/or are
acceptable to the owner and/or design of the structure:
Our foundation loading & site grading assumptions are not exceeded,
Liquefaction induced settlements are not of concern to the owner or structural
designer, and
• Site preparation and foundation design are in accordance with the
recommendations of this report.
At any time, we will be glad to discuss the contents of this report. This includes insuring
that you fully consider potential problems for design and construction procedures in
respect to interpretations of the data.
III. PROJECT INFORMATION & DESCRIPTION
We have not been provided foundation loads for the buildings, however for the purpose
of this report we will assume that foundation loads will not exceed 100 kips for columns.
We will further assume that site grades will not be raised more than 18 inches above
existing ground surface elevations to achieve finished grade elevations for slabs -on -
grade.
Item Description
Proposed Improvements Building Structure
Finished floor elevation for slabs- Assume maximum 18 inches above existing
on -grade grade
Maximum Foundation loads Assume 100 kips for columns
Maximum Floor Loads for slabs- Assume 100 pounds per square foot
on -grade
Maximum allowable settlement Assume 1 inch overall and Y2 inch differential
Above information was assumed by Whitaker Laboratory, Inc.
WHITAKER LABORATORY, INC. Page 2 of 14
Tybee Marine Science Whitaker Laboratory, Inc.
Tybee Island Marine Science Building, Tybee Island, GA Geotechnical Investigation
If our assumptions are incorrect, we should be contacted immediately, provided the
correct information and allowed an opportunity to change and/or modify the
recommendations contained within this report if necessary.
IV. SITE LOCATION & DESCRIPTION
Item Description
Location North Beach, Tybee Island, GA
Existing Structures Nearby — Tybee Museum, North Beach Grill & Bathrooms
Current ground cover Gravel/shell parking lot
Existing topography Generally flat
At the time of our site visit, the site consisted of an open parking lot area near the
existing Tybee Museum and North Beach Grill. The site and boring locations on the
site were accessible and the near surface soils were stable to our truck mounted drilling
equipment. The soil test borings were advanced within the planned construction area
extending to depths reaching 30 feet each below the ground surface. Auger borings
were advanced within planned paved areas extending to depths reaching 5 feet each
below the ground surface.
V. AREA GEOLOGY
The site is located on Tybee Island in Chatham County, Georgia. Tybee Island is one
of the coastal barrier islands along the Atlantic Ocean coastline. The entire string of
barrier islands along the southeastern U.S. coast serve as a transition zone between
the mainland and the ocean. All of these islands are in a continuing state of geologic
and location instability. In the time frame that we build and utilize structures, the
island's overall geologic stability would not affect planning for this project.
This overall project area lies near the eastern edge of the South Atlantic Coastal Plain.
In South Carolina and Georgia, this broad, gently sloping region extends southeastward
from the Fall Line (Chesterfield - Columbia - Augusta - Macon - Columbus) to the
Atlantic Ocean. The soils encountered are sedimentary in origin, and consist of layered
marine deposits of sands, silts, and clays. These deposits have since been subjected
to successive erosion and re -deposition, by fluctuations of sea levels, storm tides, and
winds. Many of the surface sands are the result of depositional forces along ancient
beaches, which formed during the changing shoreline and river conditions. Intermittent
deposits of shells occur within the strata at irregular intervals. The surface soils in a
majority of this Coastal Plain area were deposited during the Pleistocene Era, however
surface soils near the coast are likely of the Holocene Era.
WHITAKER LABORATORY, INC. Page 3 of 14
Tybee Marine Science Whitaker Laboratory, Inc.
Tybee Island Marine Science Building, Tybee Island, GA Geotechnical Investigation
VI. TEST BORINGS AND SUBSURFACE CONDITIONS
The field exploration to determine the characteristics of the subsurface materials
included a reconnaissance of the project site, and the drilling of exploratory borings.
Standard penetration test borings were performed using rotary head drilling equipment
and advancing hollow stem augers. Sampling and Standard Penetration Testing,
(SPT), was performed in accordance with ASTM D-1586. SPT samples were taken at
2.5 foot intervals of depth for the first 10 feet, and at 5.0 foot intervals thereafter.
Standard Penetration testing is done with a 140 pound hammer falling 30 -inches and a
two inch diameter sampling spoon. Results of Standard Penetration Testing (SPT N
values) provide an indication of the relative consistency, density and in-situ strengths of
the tested soils.
Soil samples from SPT testing and from the auger cuttings have been used for
identification and visual classification. The subsurface stratification and the profile as
presented in the boring logs, represent approximate boundary lines between the strata
and materials encountered. These boundary lines are usually gradual and not clearly
defined, and it is sometimes difficult to record changes in stratification precisely. It
should be noted that underlying soil conditions can, and do, vary considerably within
short lateral distances. It is possible that conditions may be revealed between boring
locations that are different from those found by our borings and used for our analysis.
The approximate locations of the borings are shown on the attached BORING
LOCATION PLAN. Our drilling crews, based on landmarks and features available at the
time of drilling, have estimated the locations of the borings in the field. If the precise
location of the boreholes is critical, this can be determined by employing a land
surveying firm to plot the true locations. Such survey should be completed promptly
and before any disturbance to the area has occurred. If desired, Whitaker Laboratory,
Inc. will be glad to coordinate surveying arrangements for an additional fee.
Below approximately 12 inches of sand/stone mix, the subsurface soils on this site
predominately consist of loose to dense sands (SP and SP -SM) extending to the
termination depth of the deepest boring at 30 feet below the ground surface.
The above description of the subsurface profile should be considered a general
description intended to highlight the major strata encountered. More detailed profiles
can be observed within the attached boring logs. Please note that boring logs are only
representative of their location. Stratification transitions should be expected to occur
outside and between boring locations. Taking into account that sampling was not
performed on a continuous basis in the SPT borings, lines drawn representing
elevations of stratification changes shown on the SPT boring logs were estimated.
WHITAKER LABORATORY, INC. Page 4 of 14
Tybee Marine Science
Tybee Island Marine Science Building, Tybee Island, GA
VII. GROUNDWATER TABLE
Whitaker Laboratory, Inc.
Geotechnical Investigation
The apparent groundwater table was estimated at each boring location at the time of
boring. Groundwater levels were estimated to reside 4 '/2 to 5 feet below the ground
surface at the time of boring. The groundwater elevation can be expected to fluctuate
with the tide, season of the year, surrounding ground surface conditions, and with
recent rainfall amounts. Thus, groundwater elevations shown on the boring logs should
be considered valid only for the time and date of observation. We have addressed
groundwater concerns within the earthwork and foundation design considerations
section of this report.
Hydraulic loading rate of near surface soils on this site was evaluated at one location
utilizing an Aardvark permeameter. Based upon results of the Aardvark permeameter, a
hydraulic loading rate of 1.37 minutes per inch was measured. Testing was performed
at a depth of 18 to 24 inches below the existing ground surface elevation. We have
identified the test location as P1 on the attached boring location plan. We have also
attached the data sheet for your reference within Appendix IV of this report. Whitaker
recommends utilizing an appropriate factor of safety to this value prior to utilizing in the
site design.
Vlll. SEISMIC SITE CLASSIFICATION AND COEFFICIENTS
Liquefaction Potential:
Whitaker Laboratory, Inc. performed a liquefaction analysis on the soils encountered
within soil test boring B-1. Liquefaction typically occurs when very loose to loose non-
cohesive soils encountered below the groundwater table experience a significant loss of
shear strength due to the increase in porewater pressure resulting from seismic
vibrations.
The design earthquake utilized in our analysis (Charleston, SC earthquake with
magnitude 7.3 and a 2% probability of exceedance in 50 years) yielded peak horizontal
ground surface accelerations of 0.25g on this site. Based upon the design earthquake
and characteristics of subsurface soils, the liquefaction analysis indicated that the
encountered sand stratifications present below the groundwater table have potential to
liquefy during the design seismic event. The amount of settlement estimated during
and shortly after a seismic event of this magnitude approximated 2 inches.
Settlements of this magnitude could cause damage to the structure. If the risk of
anticipated settlements due to liquefaction are unacceptable to the owner, extensive
ground modification would need to be performed on the liquefiable soil stratums or
supporting the structure on pile foundation systems bearing below the potentially
liquefiable soil zones would be required. Whitaker Laboratory should be contacted if
this risk is unacceptable. Additional evaluation will be required to provide foundation
recommendations capable of guarding the structure against liquefaction induced
settlements.
WHITAKER LABORATORY, INC. Page 5 of 14
Tybee Marine Science Whitaker Laboratory, Inc.
Tybee Island Marine Science Building, Tybee Island, GA Geotechnical Investigation
Seismic Parameters:
Assuming the structure has a period of vibration under 0.5 second and disregarding
liquefaction potential, this site would be defined as a Site Class "D". The classification
is determined by average soil properties in the top 100 feet of the soil profile, including
standard penetration test N values, shear wave velocities, in-situ shear strengths and
moisture contents, as specified by IBC 2012/2015 and ASCE 7-10.
Sr, = 0.335
S1 = 0.126
SMS = 0.513
SM1 = 0.289
SIDS = 0.342
SDI = 0.193
A summary report is attached in Appendix III of this report. If the period of vibration for
the planned structure is in excess of 0.5 second or the size and design of this structure
justifies additional investigation, a Site Specific Geotechnical Investigation and dynamic
site response analysis shall be performed. Our firm has the ability to provide our clients
such testing and evaluation, and we will be available to discuss the cost, and potential
benefit, if any, of such if you desire.
IX. EARTHWORK AND FOUNDATION DESIGN CONSIDERATIONS
The subject building site can be made suitable for construction of the planned structure,
utilizing shallow spread footing foundations if our foundation loading & site grading
assumptions are not exceeded, liquefaction induced settlements are not of concern to the
owner or structural designer and when site preparation and foundation design are in
accordance with the recommendations of this report.
All exposed subgrade soils shall be compacted in-place to 95% ASTM D-1557,
inspected, tested and approved by Whitaker Laboratory personnel prior to backfill
or fill placement begins to achieve finished subgrade elevations on the site.
Backfill and/or fill material should consist of coarse-grained soil classified as SW,
SP, SM, or SM -SP with a maximum of 15% passing a #200 sieve.
• After all fill/backfill has been placed, footings can be excavated. Bottom of footing
excavations should be thoroughly compacted to meet or exceed 95% of the soils
modified proctor maximum dry density in accordance with ASTM -D-1557.
WHITAKER LABORATORY, INC. Page 6 of 14
Tybee Marine Science
Tybee Island Marine Science Building, Tybee Island, GA
Whitaker Laboratory, Inc.
Geotechnical Investigation
Footing inspections shall be conducted by performing dynamic cone
penetrometer testing within bottom of footing excavations. Subsurface bearing
soils deemed unsuitable based upon dynamic cone penetrometer testing should
be undercut to a competent material and backfilled with an approved material.
Please note that the groundwater table was encountered as shallow as 4 %i feet
below existing grades. Dewatering techniques may be required during footing
construction. Dewatering may need to consist of sump pits with pumps or well
points.
Being that bottom of footing elevations will likely reside within close proximity to
the groundwater table, provisions shall be made for over excavation of footings
by approximately one foot and backfilling with #57 stone. This will help with
dewatering measures and keeping the excavation dry during placement of
footing concrete.
Footing construction shall be performed during periods of low tide
Once this is accomplished and verified by Whitaker personnel during construction,
footings may be designed to bear in compacted #57 stone backfill (or compacted in-
place in-situ soil) utilizing bearing pressures of 2000 PSF. Our technicians, prior to
placing steel and concrete, shall approve all footing excavations. All footings should
have minimum plan dimensions of 24 inches. Bearing elevations for all footings shall
reside deep enough below finished grade elevations to meet local building code
requirements.
We will be pleased to discuss these recommendations with the owner and the site work
contractor selected to do the work. We believe it will be beneficial to the project, for the
owner and the contractor to have a clear understanding of our recommendations.
Prior to construction, all building areas, plus at least 10 feet on each side and all
areas to be paved, should be stripped of all vegetation, topsoil and roots stems.
Site drainage during construction should be considered prior to this clearing and
stripping. Preventing the ponding of storm water is of particular importance.
2 Topsoil, organics, root -mat and other surface materials will likely vary across the
site. Individual test borings may not accurately reflect the presence of, or the
thickness of such materials due to site variability and/or surfacing clearing to
facilitate access for drilling equipment. Site clearing and grubbing, when
unsupervised, and particularly in areas of wet soils and times of wet weather,
may push organic debris into otherwise stable soils. Undercutting and clearing
with a track hoe in lieu of bulldozers can minimize this.
WHITAKER LABORATORY, INC. Page 7 of 14
Tybee Marine Science
Tybee Island Marine Science Building, Tybee Island, GA
Whitaker Laboratory, Inc.
Geotechnical Investigation
3. Any stump holes or other depressions should be cleared of loose material and
debris, and should then be back-filled with approved fill. The backfill should be
placed in 6 -inch thick lifts and compacted to 95% density in accordance with
ASTM D-1557.
4. Any existing utilities that underlie the site should be relocated and their trenches
back-filled with approved soil. The backfill should be placed in 6 -inch lifts and
compacted to 95% density according to ASTM D-1557.
5. Prior to fill placement, the subgrade should be proof rolled with a loaded dump
truck to locate unstable or soft areas. Any unstable areas should then be
investigated to determine the cause of the instability. If due to unsuitable soils,
such as highly organic soils or soft clays, the areas should be undercut to firm
soil and replaced with approved fill compacted in 6 -inch lifts to minimum density
of 95% in accordance with ASTM D-1557. If the instability is due to excess
moisture in otherwise stable soil, the area should be drained and compacted to
95% density.
6 Any fill or backfill required to level or raise the site should be placed in 8 to 10
inch thick, loose lifts and compacted by appropriate compaction equipment to
95% density in accordance with ASTM D-1557.
7 All of the fill and backfill (including utility line backfill) for this project should
consist of clean, free draining granular soils. The fill should be free of
objectionable roots, clay lumps, organics and other debris. The fill should be
readily compactable during placement. Soils classified as SW, SP, SP -SM or
SM with a maximum of 15% passing a #200 sieve may be acceptable. Soils with
the minus #200 fraction classified as MH, CH, OH, ML, CL or SC may be
rejected. Soils with a maximum plasticity index of 25 and a maximum liquid limit
40 may be acceptable for use only beneath building pads which are situated well
above the groundwater table with approval from the geotechnical engineer. Soils
classified as SC or CL, exhibiting moisture sensitivity, soils with excessive clay
content, or excessive moisture should not be used without approval from the
geotechnical engineer. Approved sands will also need to be moisture
conditioned as necessary to facilitate proper compaction throughout its entire
depth. If utility trenches cannot be sufficiently dewatered to readily allow
compaction of the specified pipe bedding material, then a class I (ASTM -D-2321)
gravel or gravel mixture will be required.
WmiTAKER LABORATORY, INC. Page 8 of 14
Tybee Marine Science
Tybee Island Marine Science Building, Tybee Island, GA
Whitaker Laboratory, Inc.
Geotechnical Investigation
8 To assist in reducing moisture beneath the structure, and to reduce the potential
for mold growth, the site shall be graded and filled as necessary to direct
drainage away from the structure. If sub drains are installed, these alone may
not prevent moisture vapor beneath the structure that can cause mold growth.
(Also refer to paragraph 10 below). Care must be taken to not place concrete on
top of wet soils. For example, if fill or natural soils experience heavy rain, the
soils should be properly drained and dried, prior to placement of concrete.
Otherwise moisture migration through the slab will occur.
9 Compact all footing excavations and slab subgrades to a minimum density of
95% in accordance with ASTM -D-1557, prior to placement on concrete. The
footing excavations, and all prepared slab subgrade, should be maintained in a
dry and compacted condition until the concrete is placed. Areas that are
softened by water or that are disturbed by construction activity should be re-
worked, re -compacted, or appropriately repaired to the required bearing and
density. If necessary, stone backfill or other corrective measures may be
implemented to stabilize footings.
10 All slabs -on -grade should be supported on a minimum of 4 -inches of granular,
free -draining gravel or coarse sand to reduce moisture migration by capillarity. A
vapor retarding membrane, overlying this granular base, is recommended to
further reduce moisture migration into finished areas of the structure. Note that
the use of these measures will not totally prevent moisture under or on top of
slabs or beneath structures. (Also refer to paragraph 8 above).
11. Any footing excavations that are directly adjacent to the existing foundations
should be done in small increments to avoid undermining them and causing a
loss of support to the existing structure. If necessary, the excavations should be
sheeted and braced or grouting should stabilize the soil in the immediate area.
XI. PAVEMENT RECOMMENDATIONS
Subgrade for driveways and parking areas should consist of a minimum of 24 -inches of
clean sand subgrade compacted to a density of 95% of its maximum dry density as
determined by ASTM -D-1557. Pavement designs should also provide a minimum of
24 -inches separation between the bottom of the base course material and the seasonal
high ground water table. Undercutting, re -compacting, and/or replacing of existing
surface soils will be required unless subgrade consists of organic free, virgin sandy soils
that are proven to be a minimum of 24 -inches thick, 24 -inches above the seasonal high
ground water table, compacted to 95% of ASTM D-1557 and passes a proof -roll. Final
grades and elevations will determine the extent of any filling, undercutting and
backfilling that may be required.
WHITAKER LABORATORY, INC. Page 9 of 14
Tybee Marine Science Whitaker Laboratory, Inc.
Tybee Island Marine Science Building, Tybee Island, GA Geotechnical Investigation
Due to groundwater residing 4+ feet below existing grades, combined with near surface
soil conditions consisting of sandy soils on this site, the in-situ sandy soils can be made
suitable for use as pavement subgrade material as long as the in-place sandy soils are
compacted for a full 24 -inch depth below bottom of pavement section elevations. In
addition, the use of under drains should not be necessary as long as pavement grades
are not lowered below existing ground surface elevations.
All proof rolling, construction observations, compaction testing of paved areas must be
in accordance with the SITE WORK section above.
If a rain event of 0.5 inches or more, occurs after initial proof rolling and prior to
subsequent placement of base or surface wearing course, the proof roll testing must be
repeated just prior to additional work.
The below recommended pavement sections should be considered standard and
typical for the area. We have not been provided traffic data and/or been instructed to
perform CBR testing on subgrade soils, therefore these pavement sections should not
be considered a pavement design. The below recommended pavement sections are
based upon the assumption that the sandy subgrade soils will yield a minimum CBR
value of 8 if compacted to 95% ASTM D-1557 for a full 24 -inch depth. In addition, the
below recommended light duty pavement sections should be considered for car traffic
areas only. Below recommended heavy duty sections should be utilized for all areas
receiving truck traffic (delivery trucks and garbage trucks with 18 -kip axle loads). In
addition the heavy duty sections recommended below are for low volume truck traffic
(15 to 20 trucks per day).
LIGHT DUTY PAVEMENT (CARS & LIGHT TRUCKS)
SUBGRADE: Minimum — 24 -inches of drained, compacted, coarse grained soil
BASE COURSE: Minimum - 6 -inches of Graded Aggregate Construction
SURFACE COURSE: Minimum - 2 -inches of 12.5 mm Superpave
HEAVY DUTY PAVEMENT LOADED TRUCKS WITH 18+ kip AXLE LOADS
SUBGRADE: Minimum — 24 inches of drained, compacted, coarse grained soil
BASE COURSE: Minimum - 8 -inches of Graded Aggregate Construction
BINDER COURSE: Minimum - 2 -inches of 19 mm Superpave
SURFACE COURSE: Minimum - 2.0 -inches of 9.5 mm Type II Superpave, or
Minimum - 2.0 -inches of 12.5 mm Superpave
WHITAKER LABORATORY, INC. Page 10 of 14
Tybee Marine Science Whitaker Laboratory, Inc.
Tybee Island Marine Science Building, Tybee Island, GA Geotechnical Investigation
In all projects, a minimum mat temperature of 185° F must be maintained through final
roller pass.
Please note that specifications for the above mentioned base course and surface course can be found
under Sections 310, 400, 815 and 828 of the Georgia Department of Transportation State of Georgia
Standard Specifications Construction of Transportation Systems, 2001 Edition. The mix design must
include 'lime"
All testing procedures, pavement densities, void ratios, and all criteria for final
pavement approval must be agreed upon by the parties after completion of a rolling
pattern or test strip segment. It must also be agreed that the reference to Georgia DOT
Specifications shall mean the entirety of the specification. Portions of such Standard
State pavement specifications are not stand alone provisions, and must be considered
as mutually complementary provisions, to be used in their entirety. Selected portions of
the Standard State specifications may be included, only after completion of a rolling
pattern or test strip segment, and the agreement of the parties.
PORTLAND CEMENT CONCRETE PAVEMENT
HEAVY DUTY: 8 -inches of Portland cement concrete with minimum
compressive strength of 4000 PSI.
LIGHT DLITY: 5 -inches of Portland cement concrete with minimum
compressive strength of 4000 PSI.
Whitaker Laboratory recommends incorporating a minimum of 4 -inches of graded
aggregate base course below the above concrete pavement sections for maintaining a
smooth and level surface during placement of the pavement section.
Joints must be placed a MAXIMUM spacing in FEET of 2.5 times the pavement
thickness in inches, and in no case more distant apart than 15 feet.
Pavement Design should include:
19 Requirements to seal all pavement joints to prevent surface water entry into base
/ subgrade. Such provision should minimize pumping failures at joints.
Requirements that pavement sections and panels subject to repetitive braking
and/or acceleration should be designed with lug anchors or tie -bars to minimize
separation or misalignment at the joints.
Provisions for load transfer across construction joints by dowels or other
acceptable means.
WmiTAKER LABORATORY, INC. Page 11 of 14
Tybee Marine Science
Tybee Island Marine Science Building, Tybee Island, GA
Whitaker Laboratory, Inc.
Geotechnical Investigation
In general, the design should follow the recommendations and practices for all
components as described in ACI 330.1 and/or ACI 330R as applicable.
XII. QUALITY CONTROL ' 'I TESTING
Documented inspections and/or testing performed by Whitaker Laboratory personnel, at
the following critical milestones during construction, will be required for the
recommendations contained within this report to be validated:
Earthwork:
Perform density testing and proofrolling on all exposed subgrade soil to verify
exposed subgrade soils are compacted and stable enough to begin receiving
backfill or fill.
• Collect sample of proposed backfill and/or fill material, perform laboratory testing
and determine suitability for use (approve or disapprove).
• During fill placement: Perform density testing on each lift of backfill and/or fill
soil.
Footings:
• Once footings are excavated: Perform inspection on bearing subgrade soils
within bottom of footing excavations prior to placement of reinforcing steel or
concrete. Footing inspections shall consist of performing DCP testing within
footing excavations. DCP testing shall extend to depths reaching 3 feet below
bottom of footing elevations or 5 feet below existing grades whichever is deeper
below existing grades. Provide recommendations for undercutting and
replacement below footings if deemed necessary.
At the appropriate time, please contact Whitaker Laboratory, Inc. for budgetary and
scheduling purposes for the performance of the above required inspection and testing
services.
We further offer concrete, asphalt, masonry, and structural steel inspections and
testing. Whitaker Laboratory, Inc. also performs observational services for mold
mitigation, including observation of installation of vapor retarding membranes,
subdrains, overall site drainage, and regularly scheduled observations after
construction of site and landscape drainage, and monitoring of humidity and moisture in
slabs and basement walls.
WHITAKER LABORATORY, INC Page 12 of 14
Tybee Marine Science Whitaker Laboratory, Inc.
Tybee Island Marine Science Building, Tybee Island, GA Geotechnical Investigation
XIII. QUALIFICATIONS OF REPORT
Any recommendations or opinions offered in this report are based on our interpretation
of the data obtained from this investigation. It should be noted that underlying
subsurface and soil conditions can, and do, vary considerably within short lateral
distances. Regardless of the thoroughness of any subsurface investigation, it is
possible that conditions may be revealed between boring locations that are different
from those found by our borings and used for our analysis. For this reason, we
recommend that the site preparation and foundation construction for this project be
monitored closely. If deviations of the soil conditions from those presented in this report
appear, we will be glad to furnish any additional analyses and recommendations that
may be required.
This report was made to investigate subsurface properties of the site and is not
intended to serve as a wetlands survey, toxic mold assessment, or environmental site
assessment. No effort has been made to define, delineate, or designate any area as
wetlands or an area of environmental concern or contamination. Any references to low
areas, poorly drained areas, etc. are related to geotechnical applications. Any
recommendations regarding drainage and earthwork are made on the basis that such
work can be permitted and performed in accordance with the current laws pertaining to
wetlands, storm water runoff, and environmental contamination.
This report does not attempt to define or represent any FEMA, or otherwise designated,
flood, erosion, scour, or other hazardous zones; nor does it presume to reflect that
governmental or other authorities will grant approval of the project and issue
appropriate permits.
WARRANT: WHITAKER LABORATORY, INC. and its professional engineers strive to
perform all services in a manner consistent with that level of care and skill ordinarily
exercised by members of the engineering profession practicing in the same locality and
under similar conditions. No other warranty or representation, expressed or implied, is
included or intended in this agreement, in any report, opinion, document, or otherwise.
We carry commercial general liability insurance, including completed operations, and
professional liability insurance in aggregate amounts deemed adequate, and we comply
with the statutory requirements for workmen's compensation insurance. Accordingly, by
accepting and relying on the contents of this report, the liability of WHITAKER
LABORATORY, INC. and its professional engineers, to the client, owner, or any other
party, for any loss or damage, resulting from any cause, including professional acts,
errors, omissions, negligence, toxic mold and other environmental claims, breach of
warranty or breach of contract, shall not exceed the total compensation received by us
for services related to this project; and client will defend, settle, and discharge any
claims or allegations of liability for same against us by others. If client desires higher
monetary limits of our liability, we will be pleased to discuss such higher limits and the
impact on liability and fees. In the event the client makes a claim against us, at law or
otherwise, for any alleged act, error, omission, negligence, breach of warranty or
WHITAKER LABORATORY, INC, Page 13 of 14
Tybee Marine Science Whitaker Laboratory, Inc.
Tybee Island Marine Science Building, Tybee Island, GA Geotechnical Investigation
breach of contract, arising from the performance of our services, it is mutually agreed
that initially, the client and Whitaker Laboratory, Inc. will attempt to resolve such dispute
through direct negotiations between the appropriate representatives of each party.
Secondly, if such negotiations are not fully successful, the parties agree to resolve any
remaining disputes by formal nonbinding arbitration mediation in accordance with the
rules and procedures to be agreed upon by the parties. Mediation is a pre -condition to
litigation. The exclusive venue for any disputes relating to Whitaker Laboratory's
service shall be in Chatham County, GA. Furthermore, if the client fails to prove such
claim, then client shall pay all costs accrued by us in defending ourselves.
TITLE: The ownership of opinions, technical ideas, methods and means, drawings,
calculations, and other data developed by us during the course of preparing proposals
or rendering engineering services remains exclusively with us. It is a condition of this
report or proposal that the client agrees not to use the opinions, technical ideas,
methods and means, drawings, calculations or any other data for projects or locations,
other than those specifically addressed in the report, and that no one other than the
client may use this report, without the written permission of WHITAKER
LABORATORY, INC.
WHITAKER LABORATORY, INC. Page 14 of 14
APPENDIX I
SITE & BORING LOCATION PLANS
iylor St
SITE
Tybee Isla rine
Chk & Beach Locations
Tybee island Light
Station And N Mwun
North Beach
8v and ON
it Fort Scveven
��Ir�•k St
Q` ROW
Legion
5�e Vicim&4 Map_
f46ee Island Marine science Center
tutee North Beach Parking Lot
fybee Island, Georgla
0
WHMAKER LABORATORY, INC
HA -1
HA -2
HA -3
~ 71F `� �• 1� v
ANT
F FI EV
B-� MIN 19 0
f � .
r --, a - W M MMIC,
~� :I
00W
I3orirq Location plan
N
1 y6ee Island Marne 5cience Center
1 y6ee North Beach Parkinq I,
f46ee 151and, Georqia
ALL POMNU LOCArION5 AM AFMOXIMAIE, g ME PA5W ONLY ON FIEW 6511MA1F5,
WHYJAKGRLABORA7ORY, INC.
APPENDIX II
BORING RECORDS
Client: Tybee Marine Science
Project: Marine Science Center - North Beach Parking Lot
Location: Tybee Island, GA
SUBSURFACE PROFILE
Description
SP -SIH
Flan, ten sand with some stone
SP -SM
Very firm to dense, tan medium to fine
sand
5 -
SP
Dense to firm, gray to tan -gray fine
sand
1
15
SP -SM
Loose to firm, gray medium to fine
sand and shell fragments
20-
25
al:
End of Borehole
35
Drilled By: Cody Leach
Drill Method: H. S. Auger
Drill Date: 6/29/15
Boring No. J3-1
Date: 6129/15
Engineer: Folio
samplef
0
r
Standard Penetration Test
a
blowsift.
a>
0 �
m
10 20 30 40 50 80 70 80 90
3
0-
1
20
2
22
5 3
45
=
4
38
10-151 20
5-181 20
81 8
91 18
WHITAKER LABORATORY,
INC.
2500 Tremont Road
Savannah, GA 31405
Hole Size: 6.5"
Datum:
Sheet: 1 of 1
Remarks
Client: Tybee Marine Science
Project: Marine Science Center - North Beach Parking Lot
Location: Tybee Island, GA
SUBSURFACE PROFILE
mDescription
0
Ground
SP
Loose to very firm, tan fine sand
5
SP
10 Loose to firm, gray fine sand
15
20
SP -SM
Firm, gray medium to fine sand and
shell fragments
25
Firm, gray rrtedium to fine sand
30•
End of Borehole
35
Baring No. B-2
Date: 6/29/15
Engineer: Folio
Sample g�
a
Standard Penetration Test l'- Remarks
blows/ft. a�
Z 10 20 30 40 50 60 70 80 90
0
1 a
2 17
5 3 29
4 22
10-151 10
5-161 15
71 13
8 1 15
91 17
Drilled By: Cody Leach WHITAKER LABORATORY, Hole Size: 6.5"
Drill Method: H. S. Auger INC. Datum:
2500 Tremont Road
Drill Date: 6/29/15 Savannah, GA 31405 Sheet: 1 of 1
5" stone
AUGER BORING RECORD
PROJECT:
9/bee Marine Science Center
DATE: 6/29/15
HOLE
DEPTH
WATER
NO.
Ft.
SOIL DESCRIPTION
TABLE
CLASS.
HA -1
0-1
Tan, fine
sand - some atone
5'
SP -SM
1-5
Tan, fine
sand
SP
HA -2
0-1
Tan, fine
sand - some stone
4.5'
SP -SM
1-5
Tan, fine
sand
SP
HA -3
0-0.92
Tan -brown
fine sand - some atone
4.5'
SP -SM
0.92-5
Tan, fine
sand
SP
HA -4
0-1.08
Tan -brown,
fine sand - some stone
5'
SP -SM
1.08-5
Tan, fine
sand
SP
APPENDIX III
SEISMIC SPECTRIAL PARAMETERS
8181201s Design Maps Summary Report:
USES Design Maps Summary Report
User -Specified Input
Report Title North Beach Bathrooms, Tybee Island, GA
Mon lune e, 2015 13:49:24 UTC
Building Code Reference Document ASCE 7-10 Standard
(which utilizes USGS hazard data available In 2009)
Site Coordinates 32.0220N, 80.8440W
Site Soil Classification Site Class D - "Stiff Soil"
Risk Category I/II/III
t 3
(RIJ26
i
3z
T M N 0 R T -1 It d
AV ERICA
I A M
ma cquest 02915 KgKbWW Sawa Ama enz MP
USGS-Provided Output
Ss = 0.335 g SMS = 0.513 g Sag = 0.342 g
S, = 0.126 g SM, = 0.289 g Sol = 0.193 g
For Information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and
deterministic ground motions in the direction of maximum horizontal response, please return to the application and
select the "2009 NEHRP" building code reference document,
MCE„ Response Spectrum
0.54
0.42
0.42
,a 0.36
A 0.30
N 0.24
o.l z
�.
0.06
O.00 -►- -:-: :-�- -�- -�
MOO 0.20 0.40 0.60 0.40 L.00 1.20 1.40 1 6o 1.20 2-00
Period, T (srec)
Design Response Spectrum
0.36
0.32
0.20
m 0.24
A 0.20
i0 0.16
0.12
0.02
0.04
0.00
0.00 0.20 0.40 GAO 0.20 LAO 1.20 1,40 1.60 1.00 2.00
Period, T (sec)
For PGA,,, T„ C.., and CIL values, please yl
hllpJ/ehp3-earlhWAe.wr.uspegoWdesignmaps/ Aummary.php7template- miNmal81eti1ude=32022MONIlude=-B0.644&aIWAass- rlskcategory-ClUdlNon, 112
LIQUEFACTION ANALYSIS
Tybee Marine Science Center Building
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IS 117 9
CWNTeeh Cogwsdon Tybra blond, GA Plate A-1
APPENDIX IV
IMPORTANT GENERAL NOTES
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GENERAL NOTES
The "standard" penetration resistance is an indicatiori of the density of cohesion less soils and
of the strength of cohesive soils. The "standard" penotration test Is measured with a 1.4 inch
I.D., 2 inch O.D., sampler driven one {1 ) foot with a 140 pound hammer failing 30 inches.
REL&ZLLEJ]EN-SlTY-of sni T You
Number of Blows Relative Density
0 - 4 Very loose
6-10 Loose
11-20 Firm
21-30 Very firm
31-50 Dense
Over 51 Very dense
SISI
Number of Blows Consistency
0-2 Very soft
3.4 Soft
5-8 Firm
9-15 Stiff
16-30 Very stiff
Over 31 Hard
While Individual test boring records are considered to be representative of subsurface
conditions at the respective boring locations on the dates shown, it is not warranted that they
are representative of subsurface conditlons at other locations and times.
The subsoil stratification shown on these profiles is not warranted but is estimated based on
accepted soil engineering principles and practices and reasonable engineering judgment.
Unless notified, samples will be disposed of after 60 days,
GROUP
MA=ta-1L01VJ L0.NS___SYAafl
COARSE-GRAINED SOILS
More than 50% retained on No. 200 Sieve"
GRAVELS
,
5.M'a t1C.-tr.z.Ciritt7��s� tsE fL,z�tiQLirawineL
oil No A ePc,n
CLEAN GRAVELS
GW
Well -graded gravels and gravel -sand
mixtl am-little-Qr.na finBS
GP
Poorly graded gravels and gravel -sand
_mlxtl�res._lit}l� ot.m.+�nes
GRAVELS WITH FINES
GM
Silty gravels, gravel -sand -silty
-mixtures _
GC
Clayey gravels, gravel sand clay
SANDS
—
( 50% fit ccla[-Ef:Cal,(iorl{73
iSS�S�II]_
CLEAN SANDS
SW
.S.IiSC$
Well graded sand and gravelly sands,
little_""
SP
Poor graded sands and gravelly sands,
-little or. no fines
SANDS WITH FINES
SM
Silty sands, sand -slit mixtures
FINE GRAINED SOILS
SILTS AND CLAYS 50% or more passes No. 200'Sleve`
igi4d 1_imit Soo/ or i -cc
ML Inorganic silts, very fine sands, rock
- - - — _flour a'
CL Inorganic clays of (ow to medium
plasticity, gravelly clays, sandy clays,
OL Organic silts and organic silty clays of
lew -1--A'.r1ty
SILTS AND CLAYS
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MH Inorganic silts, micaceous or dletomaceous fine sands
or
CH Inorganic clays of high plasticity,
OH Organic clays of medium to high
HIGHLY Peat, muck and other highly organic
`Based on the material passing the 3 in. (75 mm) sieve.