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HomeMy Public PortalAboutWest Construction Contract Phase1 - GMP1- executed copyInit. Document AI33TM - 2009 Exhibit A AIA 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 Phase 1 ("GMP 1") 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 Phase 1 ("GMP 1 "). As agreed by the Owner and Construction Manager, the GMP 1 is an amount that the Contract Sum for Phase 1 shall not exceed. The Contract Sum consists of the Construction Manager's Fee plus the Cost of the Work for Phase 1, as that term is defined in Article 6 of this Agreement. § A.1.1.1 The Contract Sum for Phase 1 is guaranteed by the Construction Manager not to exceed Nine Hundred Eighty -Nine Thousand, Sixty -Six Dollars and 00/100 Cents ($ 989,066.00 ), 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 Phase 1 ("GMP 1") organized by trade categories, allowances, contingencies, altemates, the Construction Manager's Fee, and other items that comprise GMP 1. (Provide below or reference an attachment) An Itemized Statement of GMP 1 is entitled "Tybee Island Marine Science Center: GMP 1 Foundation + Civil" dated December 17, 2018 is attached as GMP 1 - Exhibit 1 § A.1.1.3 The Guaranteed Maximum Price for Phase 1 ("GMP 1") 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 Amendment, attach a schedule of such other alternates showing the amount for each and the date when the amount expires.) 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 revisiohs 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 A20111"-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. AIA Document A133'5 — 2009 Exhibit A. Copyright© 1991, 2003 and 2009 by The American Institute of Architects. All rights reserved. WARNING: This AIM 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 09:53:28 ET on 12/27/2018 under Order No.1944558853 which expires on 12/10/2019, and is not for resale. User Notes: (1198282579) 1 Init. § A.1.1.4 Allowances included in the Guaranteed Maximum Price for Phase 1 ("GMP 1"), if any: ()dentify allowance and state exclusions, if any, from the allowance price.) Item Concrete ramp, footing & wall at the main entrance. Price ($0.00) $27,850.00 § A.1.1.5 Assumptions, if any, on which the Guaranteed Maximum Price for Phase 1 ("GMP 1") is based: GMP 1 is based on the assumptions set forth in the attached document entitled "Tybee Island Marine Science Center Clarifications" dated November 29, 2018 and attached as GMP 1- Exhibit "2" § A.1.1.6 The Guaranteed Maximum Price is based upon the following Supplementary and other Conditions of the Contract: Document A201-2007 Title Date General Conditions of Approved by City of the Contract for Tybee on 7/12/18 Construction Pages § 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 November 29, 2018 and attached as GMP 1- Exhibit "2" 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 and attached hereto as GMP 1— Exhibit "3" 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) June 13, 2018 Report of Geotechnical Evaluation Services by Whitaker Laboratory, Inc. attached hereto as GMP 1 - Exhibit "4" December 17, 2018 Tybee Island Marine Science Center Preliminary Scheduled attached hereto as GMP 1- Exhibit "5" 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 shall be set forth in Guaranteed Maximum Price Amendment for Phase 2. AIA Document AI33TM — 2009 Exhibit A. Copyright © 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 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 produced by AIA software at 09:53:28 ET on 12/27/2018 under Order No.1944558853 which expires on 12/10/2019, and is not for resale. User Notes: (1198282579) Init. OWNER 434-Crare—/Z A.0 (Printed name and title) /f YtyOt, Yr '9 U P Cd /o l'o — 41 let C+NSTRUC ION MANAGER (Signature) a Tis f jt—/ - (Printed name and title) AIA Document A133TM —2009 Exhibit A. Copyright © 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 produced by AIA software at 09:53:28 ET on 12/27/2018 under Order No.1944558853 which expires on 12/10/2019, and is not for resale. User Notes: (1198282579) Additions and Deletions Report for AIA® Document A 133'M — 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 09:53:28 ET on 12/27/2018. PAGE 1 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 Phase 1 ("GMP 1") Pursuant to Section 2.2.6 of' the Agreement, the Owner and Construction Manager hereby amend the Agreement to establish a Guaranteed Maximum Price. Price for Phase 1 ("GMP 1"). As agreed by the Owner and Construction Manager, the MP 1 is an amount that the Contract Sum for Phase 1 shall not exceed. The Contract Sum consists of the Construction Manager's Fee plus the Cost of the Work, Work for Phase 1, as that term is defined in Article 6 of this Agreement. § A.1.1.1 The Contract Sum for Phase 1 is guaranteed by the Construction Manager not to exceed Nine Hundred Eighty -Nine Thousand, Sixty -Six Dollars and 00/100 Cents ($ 989,066.00 ), 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 Phase 1 ("GMP 1") organized by trade categories, allowances, contingencies, alternates, the Construction Manager's Fee, and other items that c mprise . MP 1. An Itemized Statement of GMP 1 is entitled "Tybee Island Marine Science Center: GMP 1 Foundation + Civil" dated December 17, 2018 is attached as GMP 1 - Exhibit 1 § A.1.1.3 The Guaranteed Maximum Price for Phase 1 ("GMP 1") is based on the following alternates, if any, which are described in the Contract Documents and are hereby accepted by the Owner: PAGE2 § A.1.1.4 Allowances included in the Guaranteed Maximum Price Price for Phase 1 ("GMP 1"), if any: 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 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 09:53:28 ET on 12/27/2018 under Order No.1944558853 which expires on 12/10/2019, and is not for resale. User Notes: (1198282579) Concrete ramp, footing & wall at the main $27,850.00 entrance. § A.1.1.5 Assumptions, if any, on which the Guaranteed Maximum Price for Phase 1 ("GMP 1") is based: GMP 1 is based on the assumptions set forth in the attached document entitled "Tvbee Island Marine Science Center Clarifications" dated November 29, 2018 and attached as GMP 1- Exhibit "2" A201-2007 General Conditions of the Contract for Construction Approved by City of Tvbee on 7/12/18 Tybee Island Marine Science Center Clarifications" dated November 29, 2018 and attached as GMP 1- Exhibit "2" Plan of Tybee Island Marine Science Center KC Project #120418 dated November 13, 2018 and attached hereto as GMP 1- Exhibit "3" June 13, 2018 Report of Geotechnical Evaluation Services by Whitaker Laboratory, Inc. attached hereto as GMP 1 - Exhibit "4" December 17, 2018 Tybee Island Marine Science Center Preliminary Scheduled attached hereto as GMP 1- Exhibit "5" § 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 shall be set forth in Guaranteed Maximum Price Amendment for Phase 2. Additions and Deletions Report for AIA Document A133TM —2009 Exhibit A. Copyright© 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 produced by AIA software al 09:53:28 ET on 12/27/2018 under Order No.1944558853 which expires on 12/10/2019, and is not for resale. User Notes: (1198282579) Certification of Document's Authenticity AIM Document D401 T"" — 2003 I, L R Holliday, 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 09:53:28 ET on 12/27/2018 under Order No. 1944558853 from AIA Contract Documents software and that in preparing the attached final document I made no changes to the original text of AIA® Document A1331-54 — 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 Addit ons and De etions Report. (Signed) (Title) (Dated) AIA Document D4OITM —2003. Copyright © 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 09:53:26 ET on 12/27/2018 under Order No.1944558853 which expires on 12/10/2019, and is not for resale. User Notes: (1198282579) 1 Exhibit A GMP 1- Exhibit 1 WE WEST CONSTRUCTION COMPANY Tybee Island Marine Science Center: GMP 1 Foundation + Civil 12/17/2018 General Conditions 105,417.00 Temporary Toilets 1,200.00 Temporary Utilities 5,500.00 Temporary Office Trailer 4,924.00 Project Manager 19,350.00 Superintendent 43,000.00 Project Administration 2,500.00 Interim Clean-up 3,010.00 Dumpster 5,688.00 Rental Equipment 4,300.00 Final Cleaning - Temporary Protection 3,225.00 Temporary Site Fencing 7,720.00 Legal Fees 3,500.00 Plan Reproduction 1,500.00 Testing & Special Inspections By Others Sitework 183,528.00 Site Preperation 24,260.00 Field Engineering 3,500.00 Earthwork 36,625.00 Soil Treatments 738.00 Utilities (within 5' of building) 56,600.00 Paving 43,005.00 Landscaping & Irrigation 6,800.00 Site Improvements (dumpster enclosure) 12,000.00 Concrete 538,661.00 Foundation, Piers & PT Slab 434,536.00 Pavers/Concrete Paving 65,910.00 Cistern 38,215.00 Equipment Pads (allowance: at ground floor) - Thermal & Moisture Protection 1,700.00 Waterproofing 1,700.00 Sub -Total: Permitting Allowance: Builder's Risk P & P Bond Fee: Contigency: Total 829,306.00 By Owner 1,643.00 15,707.00 42,410.00 100,000.00 $ 989,066.00 GMP 1- Exhibit 2 Tybee Island Marine Science Center Clarifications November 29, 2018 General Clarifications 1. Pricing is based on the civil plans by Kern & Co dated 11.13.18 and the foundation plans dated 10/29.18. 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 5 months for Phase 1 based on the information we have at this time. 6. The Phase 1 scope of work includes the civil construction, the foundation, the cast -in-place concrete piers and the post -tensioned slab. Sitework 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. Concrete 1. The concrete estimate includes the earth formed footings, 5" slab on grade, concrete piers, the concrete cistern and post -tensioned slab. 2. We have included an allowance of $27,850 for the concrete ramp, footing & wall at the main entrance. No structural design has been completed at this time. Our allowance is based on the architectural plans. 3. We have included using 4" of clean fill under the slab as the capillary barrier. Thermal & Moisture Protection 1. 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Box 7078 2500 Tremont Road Savannah, Georgia 31418 (912) 234-0696 Fax (912) 233-5061 Email: info@whitakerlab.net Tybee Marine Science Ms. Maria Procopio mariatorocopio cat.gmail.com m ariaatybeemarinescience. 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. son H. Folio, P.E. GA Registered Engineer #31031 44. W Joseph M. Whitaker President 515126pt , INC. WHITAKER LABORATORY, INC. TABLE OF CONTENTS 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 Whitaker Laboratory, Inc. Tybee Island Marine Science Building, Tybee Island, GA 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 concem 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. I11. 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 Proposed Improvements Finished floor elevation for slabs - on -grade Maximum Foundation loads Maximum Floor Loads for slabs - on -grade Maximum allowable settlement Assume 1 inch overall and % inch differential Above information was assumed by Whitaker Laboratory, Inc. Description Building Structure Assume maximum 18 inches above existing grade Assume 100 kips for columns Assume 100 pounds per square foot 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 GraveUshell 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 Togs, 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 Whitaker Laboratory, Inc. Tybee Island Marine Science Building, Tybee Island, GA Geotechnical Investigation VII. GROUNDWATER TABLE The apparent groundwater table was estimated at each boring location at the time of boring. Groundwater levels were estimated to reside 4 '/ 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 concems 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. VIII. 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. Ss = 0.335 S1 = 0.126 SMS = 0.513 SM1 = 0.289 SDS = 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 Whitaker Laboratory, Inc. Tybee Island Marine Science Building, Tybee Island, GA 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'A 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. X. SITE WORK RECOMMENDATIONS 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. 1. 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 root systems. 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 Whitaker Laboratory, Inc. Tybee Island Marine Science Building, Tybee Island, GA 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. 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. 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. WHITAKER LABORATORY, INC. Page 8 of 14 Tybee Marine Science Whitaker Laboratory, Inc. Tybee Island Marine Science Building, Tybee Island, GA 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: LIGHT DUTY: 8 -inches of Portland cement concrete with minimum compressive strength of 4000 PSI. 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: • 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 Toad transfer across construction joints by dowels or other acceptable means. WHITAKER LABORATORY, INC. Page 11 of 14 Tybee Marine Science Whitaker Laboratory, Inc. Tybee Island Marine Science Building, Tybee Island, GA 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 AND 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 Tybee Isler urine Club & Beach Locations Tybee Island Light a Station And Musean , North Beach c Ber end Grill $. Fort Screren Legion Prem Qi^ Gtilck St Q4 er Co3t:y(8 (10°;Itee g 5ite Vicinitg Map 114bae 151and Marine Science Carter tybee North 9each Peking Lot Yybee Island, Georgia Rai:wood Ave Q t WHITAKER LABORATORY, INC HA -9 HA -2 HA -3 NA -4 Poring Location plan rybee Island Matte Science Center 'rubes North Death Parking Lot 1 gbee Island, Georgia ALL ['MING LOCAfION5 ARE Aff OXIMAAE, s P PAW ONLY ON HELP E511MAfES, WH/TAKER LAJJORA7 ORY, WC. APPENDIX II BORING RECORDS Client: Tybee Marine Science Project: Marine Science Center - North Beach Parking Lot Location: Tybee Island, GA Boring No. B-1 Date: 6/29/15 Engineer: Follo SUBSURFACE PROFILE Sample dei 0 Description 0 m .n E z Q to Standard Penetration Test blows/ft. 10 20 30 40 50 60 70 80 90 Remarks 0 5 Ground Surface SP -SM Firm, tan sand with some stone SP -SM Very firm to dense, tan medium to fine sand SP Dense to firm, gray to tan -gray fine sand 10- 15-i 20- 25- 30 SP -SM Loose to firm, gray medium to tine sand and shell fragments End of Borehole 35- 0 5- 10- 15- 20- 25- 1 30 35- 1 2 3 4 5 6 7 8 9 20 22 45 38 20 20 7 8 18 Drilled By: Cody Leach Drill Method: H. S. Auger Drill Date: 6/29/15 WHITAKER LABORATORY, INC. 2500 Tremont Road Savannah, GA 31405 Hole Size: 6.5" Datum: Sheet: 1 of 1 Client: Tybee Marine Science Project: Marine Science Center - North Beach Parking Lot Location: Tybee Island, GA Boring No. B-2 Date: 6129115 Engineer: F011O 0 SUBSURFACE PROFILE !Sample Description Y a E 7 2 1 m Standard Penetration Test blows/ft. 10 20 30 40 50 60 70 80 90 Water Table Remarks 0 Ground Surface SP Loose to very firm, tan fine sand 0 - 5- 5- 10 15 20 25 30 35 SP Loose to firm. gray fine sand SP -SM Firm, gray medium to fine sand and shell fragments SP -SM Firm, gray medium to fine sand End of Borehole 0- 15- 20 2 3 35- 1 2 3 4 5 6 7 8 9 8 17 29 22 10 15 13 15 17 5" stone Drilled By: Cody Leach Drill Method: H. S. Auger Drill Date: 6/29/15 WHITAKER LABORATORY, INC_ 2500 Tremont Road Savannah, GA 31405 Hole Size: 6.5" Datum: Sheet: 1 of 1 AUGER BORING RECORD PROJECT: Tvbee Marine Science Center HOLE DEPTH NO. Ft. HA -1 0-1 1-5 HA -2 0-1 1-5 HA -3 0-0.92 0.92-5 SOIL DESCRIPTION Tan, fine sand - some stone Tan, fine sand Tan, fine Tan, fine Tan -brown Tan, fine sand - some stone sand DATE: 6129/15 WATER TABLE 5' CLASS. SP -SM SP 4.5' SP -SM SP fine sand - some stone 4.5' SP -SM sand SP HA -4 0-1.06 Tan -brown, fine 1.06-5 Tan, fine sand sand - some stone 5' SP -SM SP APPENDIX III SEISMIC SPECTRIAL PARAMETERS 802015 Dealgn Maps Summary Report rig Design Maps Summary Report User -Specified Input Report Tide North Beach Bathrooms, Tybee Island, GA Mon lune 8, 2015 13:49:24 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available In 2009) Site Coordinates 32.0221)1,130.844"W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/1I/111 (anj26 Ut` tsci5 I A M nags USGS-Provided Output S5 = 0.335 g S1 = 0.126 g tait 1 SFl5 = 5,41= 01$� Oar 4 .Tvboe Inland elf 5 rtale/aaasaint /natal -5M/ C 0.513 g 0.289 g Soy = 501 = 0.342 g 0.193 g NOR T AMERICA For information on how the SS and SI 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. 0.54 049 0.42 0.36 0.30 0.24 0.10 0.12 0.06 MCE, Response Spectrum a 1 e 0.36 0.32 0.20 0.24 0.20 0.16 0.12 0.00 0.04 Design Response Spectrum 0.00 + 1 F--,--,- +-,-r 0.00 e 1 0.00 0.20 0.40 0.60 0.00 1.00 1.20 1.40 0 60 1.00 2.00 0.00 0.20 0.10 0.60 0.00 1.00 1.20 1.40 1.60 1.00 2.00 Period. T (sec) Period. T (sec) For PGA,, T„ Ces, and CRl values, please view the detailed report. hllpYrehp-eanlp,ake.wr.uzga gov/dealrmepeM1NiaummaryAhpAenpateeminlmalalatlBMe=3202281ongltude=-80.8448eiteclms=38elskcateguy.dleelNan. 1l2 LIQUEFACTION ANALYSIS Tybee Marine Science Center Building Hole No.•R-1 WaterDaprtN.5 R Ground Improvement of NI#S1 R StmerSbess RIM 1 0 10 Featured Safety Seemed 2 01 D 01m' 70 (.00 GSR — SIwAYtZorehas LeauefeaGbnRNeneel ClvNTech Caporetlon 84I Loy s - 20110 Magnitude -7.3 Accelermlona0.24g SoNDesOOE'en 14fLMe sena a 20 117 8 22 117 8 45 118 8 38 110 Z 117 4 20 117 4 8 115 6 18 117 8 'Nue Island, GA Plata M1 APPENDIX IV IMPORTANT GENERAL NOTES le Q tV C $ r ant) in to Ksat in/hr b. R ; o.0c �. 0.057 I 0.065 I Design n Loading n 0 wan a v. ; u Safety Factor i s i �O lii I1 'I!I Yui �rr�nr I! N O co co N Oi o 0l T aCm 0 s03 -� C o Fan Sand (SP -SM) _ _.• .. . - _ _. __ 1 W w i m C X) - -t- N � ty E c Cl. V dO LL y W EY Fan c_mn X00 GOO =O CO � Nr •‘- F t- W a Arfl O oo! tD Y416 Ca ictured loams and clays 0.048 IHCF I Percolation F value Rata frnm ta&lu avl.'. 48 0::: 0'c'.O ::. V CM vvfl N^ OO NI N CO .124 0.124 'vv< 'I. NI ;.00 NINI NI G .... as u.U mR a..�� cE E :�w cd M co�Ol CC Ma@ to0)Yi v- OtCda: Olt Nq n a: t: ^::- w L 0010000000 o 0 o ..... o 0 0 Co 0 0 LL C.3 00 0. •' ;; r r r ...... Permeameter 1 Parc Rate: on: Water Column Height (in); EPA Design Loading Rate = Ksar roirl((radius)squared) 1 A = 1.65 g = 2.86 ' 6 inches, or Htcm/15cm In head drop over 45 minutes 0 a. - O O,O 0.94339'6226 1.149425287 w NI w w ra ... WO? CO W lYIi _c } t.. LIP I •=O ,� w N. 2 (�Ntp w .` law O m tTf Y)• {'] .SIA 1 t Alrq 1 MNIETIC AVERAGE (last 4 readin4 r A co 0 ymix .c ac C r li:i„' N 17 Y) 0; 6.1 8 8.6 cd of 0o5 N LL W :',4lw n ti h t\ foto I 5 05 =o' 0 L y.: N i W: OIlW/min/nr t. �I `!0000coo00 Hl) t.. t000CD 10 . ;! 40 tto' COo�I..CO N. n eOCO434 CO Co n CO to A n to 43 3mw t0 to tp c0 A to WI two N. I • j H E@a'ei00000000gl+ WIC , ! ti o on or resat 1 -Jul -15 Hole(in): torsion Feel arsion Facto BCF of 4 in BCF of 3.2f. BCF ofa2. rsion Factor .5in boring v !dad eta loa Timex I 2400 hours 1+1 m COQ. to .'I ,L, 0000 i:.: N'7)10 .: v` YIO i= pp O (fi N N. N' N M { j LII13 C cat C A p E L 0 O -® y LI S W a_E.__ ar o00m O C (� U N 0O CO 4 t- 0E°c WOl— xW51=N_. O c , :IS `O� w.1.: N N49C>/- w. - -w KiN ty a ...• o...❑aro 0 oco _ GENERAL NOTES The "standard" penetration resistance is art indication of the density of cohesion less soils and of the strength of cohesive soils. The "standard" penetration test is measured with a 1.4 inch 1.11, 2 inch O.D., sampler driven one (1) foot with a 140 pound hammer falling 30 inches. RFI ATIVE DFNSITY OF SOIL THAT IS PRIMARII Y SAND Number of Blows Relative Density 0.4 Very loose 5 -10 Loose 11 - 20 Firm 21 - 30 Very firm 31 - 50 Dense Over 51 Very dense CONSISTENCY OF SOIL THAT IS PRIMARII Y S11 T OR CI AY Number of Blows Consistency 0-2 Very soft 3.4 Soft 5 - 8 Firm 9 -15 Stiff 16 - 30 Very stiff Over 31 Hard White individual test boring records are considered to he representative of subsurface conditions at the respective boring locations on the dates shown, it is not warranted that they are representative of subsurface conditions 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 MAJOR DIVISIONS SYMROI S TYPICAL NAMFS COARSE-GRAINED SOILS More than 50% retained on No. 200 Sieve" GRAVELS 50"/ nr mnra of coarse fra Elan retained nn ct 4 CLEAN GRAVELS GW Well -graded gravels and gravel -sand mixtures 10*1P nr no fines GP Poorly graded gravels and gravel -sand mixtures Lithe nr ne fines GRAVELS WITH FINES GM Silty gravels, gravel -sand -silty mixtures GC Clayey gravels, gravel sand clay mixtures SANDS More than 50% of coarse fraction passes No 4 sieve CLEAN SANDS SW Well graded sand and gravelly sands, little or no finP% SANDS WITH FINES SILTS AND CLAYS l irluid I imit 50% nr lets SP Poor graded sands and gravelly sands, little or no fines SM Silty sands, sand -slit mixtures Sr Clayey sands. sand clay mixtures FINE GRAINED SOILS 50% or more passes No. 200 Sieve" SILTS AND CLAYS i iorid 1 imit greater than 50% MH Inorganic silts, micaceous or diatomaceous fine sands or slits, Plastic silts CH Inorganic clays of high plasticity, fat cloys OH Organic clays of medium to high plasticity HIGHLY Peat, muck and other highly organic ORGANIC SOIL 5 PT soils `Based on the material passing the 3 in. (75 mm) sieve. ML Inorganic silts, very fine sands, rock flour silty nr clayey fine sands CL Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays Iran clays OL Organic silts and organic silty clays of low plasticity GMP 1- Exhibit 5 WE Tybee Island Marine Science Center �dCq ° Preliminary Schedule 3 e Mon 12/17/18 �r/ WEST CONSTRUCTION COMPANY ve �'> [/1 CIE0' -1 all fi Yj Qi I. O u 3 R f.. V g N O O YC 0. a ` y pj y b ILI O a y W p-0 N a 0y P i jc E N uo L O O CI M o V \ C P E u E c 11 J O3 0 V 2C a a E 9 6W 2 w E V 2 E N 0 « S v� V y y LLy N- a 3 0 6 uN y W 00 o vi A n R O acO r. a W ry V s 3cc O V 6 ^ 6 la 2 Y Z V a N u m' ° co or 20 °.° LO -- co 2 ti m .mi m a, m m co m m om m3 3 °i Nin \ C o o N \ \ pp \ \ \ Ni ot \ \ \, el el \ \ \ \ 00 \ \ \ \ m a a m \ 1- i- � r r r i= 3 1- 1-r 1— 1- 1- 1- 1- 1- 1- 1- t= .c 3 2 2 2 2 2 2 3 3 3 .mi N m °..° 10 , w DO 0 .mi .N. .m. CO. ti .m. m .m. .m. ,- m m .m. m N _ _ _ ei m el r-\ n n n m N o, \. o\ o .. o .. o\\\\ S v v \N \\ c c .. .. .. v v ? .rv. .rv. _ o N \ \ .. \. \. \� ry v. v = _ `\o m m m a w = > > _ a - _ _ _ `o co co co co co co co w v 1-u E E E LL 3 3 r r E r-gr E IEE E u_ E LL 2 2 2 2 2 2 2 2 3 3 T n q 3 1 in > SI N n 3 SI > > A ? T '� 'n 'n > u 'n 'n o o '^ o > 0 3 ,^.. a o 3 311 3 3 3 e 3 a 3 3 3 3 vii 3 3 .. .. .. .. m .v .a ti ti .+ .. 0 0 o N m ry m e „ co o el a m ry ry ry pU O U _ Q O LE c c c °C E\ c a v o m E E E E p c 0 E m 2 .y - V - m a .. E\ u E E V 2 m Y v o. 6_ ' \ m r A c O '.°-c. ° "- \ - 8° N E ,'& o u \ o .`2 m uri,- p E E Lo oPoLaLauE o x¢ ' w° oUd r 90,, LL - ° m u-, F 2 uouu H a W a N ° u V ? v.m z u O o. m e i,. .o 17 I � m- _ ` m I N 7, HIry ry N ry m m m l m WE Tybee Island Marine Science Center ���' oto 1 v Preliminary Schedule 3 is Mon 12/17/18 4T; ✓11 WEST CON STPUCTICN CCMPdNY 14,2 C1W H 6 L w - c M E ° sc NG e L ? ° O b n EittLEr E° •c - - a . w - La P E L g 9 m ° \ tu V i a r 8 0 2 u .Z F 2nd Quarter 3rd Quarter 4th Quarter _ Task Name DurationStart Finish Water / Sewer Utilities 4 wks Wed 5/8/19 Wed 6/5/19 GMP 2 )Preliminary Only) 190 days Wed 5/22/19 Wed 2/12/20 Shell / Deck Framing 6 wks Wed 5/22/19 Wed 7/3/19 Roofing 4 wks Wed 7/3/19 Wed 7/31/19 Storefront Glazing 3 wks Wed 7/31/19 Wed 8/21/19 MEP Rough -In 4 wks Wed 8/21/19 Wed 9/18/19 Exterior Trim 5 wks Wed 8/14/19 Wed 9/18/19 Porch, Ramp, & Theatre Framing /Triim 5.5 wks Wed 9/18/19 Mon 10/28/19 Exterior Finishes 4 wks Mon 10/28/19 Mon 11/25/19 Interior Finishes 7 wks Wed 9/4/19 Wed 10/23/19 MEP Trim -Out 6 wks Wed 10/16/19 Wed 11/27/19 Finishes / Pedestal Flooring 4 wks Wed 11/27/19 Wed 12/25/19 Hardscapes / Landscaping 5 wks Mon 11/25/19 Mon 12/30/19 Exhibit Coordination 3 wks Wed 12/25/19 Wed 1/15/20 Accessories, Lift, Hardware. Etc. 2 wks Wed 1/15/20 Wed 1/29/20 CO 0 days Wed 1/29/20 Wed 1/29/20 Final Cleaning / Punch Llst/CO 2 wks Wed 1/29/20 Wed 2/12/20 Note - this schedule does not consider weather delays, unforseen conditions, or conditions out of the contractors control If encountered, WCC will immediately notify Owner per contract requirements. O m, m mla a �N lug m ..