CITY OF CAPE CORAL. City of Cape Coral Procurement Division 1015 Cultural Park Boulevard, 2 nd Floor Cape Coral, FL 33990

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1 PROJECT MANUAL CITY OF CAPE CORAL UTILITIES EXTENSION PROJECT (UEP) NORTH 2 - CONTRACT 13 CANAL PUMP STATION (WEST) NO. 9 AND (EAST) NO. 10 ITB-UEP17-18/SH City of Cape Coral Procurement Division 1015 Cultural Park Boulevard, 2 nd Floor Cape Coral, FL ISSUED FOR BID VOLUME 4 of 4 (GEOTECHNICAL REPORTS) DECEMBER 2016

2 GFA INTERNATIONAL FLORIDA S LEADING ENGINEERING SOURCE Report of Geotechnical Exploration Cape Coral Utilities Extension Project North 2 Contract 13 Canal Pump Station West 1523 NW 8 th Terrace Cape Coral, Lee County, Florida October 11, 2016 GFA Project No.: For: Greeley and Hansen

3 Since 1988 Florida s Leading Engineering Source Environmental Geotechnical Construction Materials Testing Threshold and Special Inspections Plan Review & Code Compliance Mr. Kevin Higginson, P.E. Greeley and Hansen 5252 Summerlin Commons Way, Suite 104 Fort Myers, FL Phone: (239) Cell: (239) KHigginson@Greeley-Hansen.com October 11, 2016 Site: Geotechnical Engineering Services Report Utility Extension Project: North 2 Contract 13 Canal Pump Station West 1523 NW 8 th Terrace Cape Coral, Lee County, Florida GFA Project # Dear Mr. Higginson: GFA International, Inc. (GFA) has completed the subsurface exploration and geotechnical engineering evaluation for the above-referenced project in accordance with the geotechnical and engineering service agreement for this project. The scope of services was completed in accordance with our Geotechnical Engineering Proposal ( ), planned in conjunction with and authorized by you. EXECUTIVE SUMMARY The purpose of our subsurface exploration was to classify the nature of the subsurface soils and general geomorphic conditions and evaluate their impact upon the proposed construction. This report contains the results of our subsurface exploration at the site and our engineering interpretations of these, with respect to the project characteristics described to us including providing recommendations for site preparation and the design of the foundation system. GFA understands the project will consist of the new construction of Canal Pump Station (CPS) West for the Cape Coral Utilities Extension Project: North 2 Contract 13. A set of structural plans (14 pages, dated April 14, 2016) and a site plan (1 page, dated April 2016) was provided by CDM Smith. GFA understands the bottom of the pump can and intake structures for CPS East are at el and (NGVD 29), respectively. No other design documents were provided at this time. We estimate up to two feet of fill will be required to raise the existing ground surface elevation to the final site elevation. The boring locations were located on the lots directly to the east and west of the project site due to the property ownership at the time of our field exploration. Boring locations and depths were selected in conjunction with GFA and you. The recommendations provided herein are based upon the above considerations. If the project description has been revised, please inform GFA International so that we may review our recommendations with respect to any modifications. A total of four (4) Standard Penetration Test (SPT) borings to depths of approximately 25 to 30 feet below ground surface (BGS) were completed for this study Country Lakes Drive Fort Myers, Florida (239) (239) (fax) OFFICES THROUGHOUT FLORIDA

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5 Utilities Extension Project Contract 13 (CPS West) Geotechnical Report Cape Coral, Lee County, Florida October 11, 2016 GFA Project No Page 3 of 12 TABLE OF CONTENTS 1.0 INTRODUCTION Scope of Services Project Description OBSERVATIONS Site Inspection Geology Field Exploration Laboratory Analysis Gradation Tests Geomorphic Conditions Hydrogeological Conditions ENGINEERING EVALUATION AND RECOMMENDATIONS General Site Preparation Design of Footings Ground Floor Slabs Intake Structures Allowable Bearing Capacities Pipe Bedding and Initial Backfill Trench Excavation Trench Backfill DEWATERING OF EXCAVATIONS REPORT LIMITATIONS BASIS FOR RECOMMENDATIONS...12 Appendix A - Vicinity Map Appendix B - Boring Locations & Soil Profiles Appendix C - Notes Related to Borings Appendix D - Discussion of Soil Groups Appendix E - Hydrologic Soils Map Appendix F - Gradation Test Results

6 Utilities Extension Project Contract 13 (CPS West) Geotechnical Report Cape Coral, Lee County, Florida October 11, 2016 GFA Project No Page 4 of Scope of Services 1.0 INTRODUCTION The objective of our geotechnical services was to collect subsurface data for the subject project, summarize the test results, and discuss any apparent site conditions that may have geotechnical significance for building construction. The following scope of service is provided within this report: 1. Prepare records of the soil boring logs depicting the subsurface soil conditions encountered during our field exploration. 2. Conduct a review of each soil sample obtained during our field exploration for classification and additional testing if necessary. 3. Analyze the existing soil conditions found during our exploration for the suitability of the soils encountered for the proposed structure. 4. Provide recommendations with respect to foundation support of the structure, including allowable soil-bearing capacity, bearing elevations, foundation design parameters and backfill material for the utility expansion project. 5. Provide criteria and site preparation procedures to prepare the site for the proposed construction. 1.2 Project Description GFA understands the project will consist of the new construction of Canal Pump Station (CPS) West for the Cape Coral Utilities Extension Project: North 2 Contract 13. A set of structural plans (14 pages, dated April 14, 2016) and a site plan (1 page, dated April 2016) was provided by CDM Smith. GFA understands the bottom of the pump can and intake structures for CPS East are at el and (NGVD 29), respectively. No other design documents were provided at this time. We estimate up to two feet of fill will be required to raise the existing ground surface elevation to the final site elevation. The boring locations were located on the lots directly to the east and west of the project site due to the property ownership at the time of our field exploration. Boring locations and depths were selected in conjunction with GFA and you. The recommendations provided herein are based upon the above considerations. If the project description has been revised, please inform GFA International so that we may review our recommendations with respect to any modifications. 2.1 Site Inspection 2.0 OBSERVATIONS A site reconnaissance was conducted by members of our engineering staff prior to mobilization of drilling equipment and crews. The purpose of the site visit was to observe the existing site conditions in order to detect any factors that may impact our studies and recommendations. Generally, the proposed construction site is level. No standing water on the surface was observed during the time of our drilling. The tested site consists of an urban area and is landscaped.

7 Utilities Extension Project Contract 13 (CPS West) Geotechnical Report Cape Coral, Lee County, Florida October 11, 2016 GFA Project No Page 5 of Geology Based on the USDA Soil Survey of Lee County, the surficial geologic map of Lee County, Florida consists of a quartz sand blanket that overlies the Tertiary Tamiami Formation (T t ), Tertiary-Quaternary Shell Units (Q su ) and Quaternary (Holocene) Coastal and Estuarine Sediments (Q h ).The quartz sand blanket is generally less than 20 feet thick deposit, fine to medium grained, well sorted, with no fossils. The oldest formation is the Tertiary Tamiami Formation (T t ). The Tamiami Formation consists of a mixture of variably sandy limestone, sands and clays containing varying percentage of phosphate grains. Fossils including mollusks, echinoids and corals are abundant. Fossil preservation varies from well preserved to molds and casts. Overlaying the Tamiami Formation throughout much of the county are sediments indicated as Tertiary-Quaternary Shell Units (Q su ). These units consist of sands with subordinate limestone and clay. Fossils, including mollusks and corals, are common and well preserved. Along the coast, Quaternary (Holocene) Costal and Estuarine Sediments (Q h ) are founded below an elevation of approximately 5 feet. These sediments consist of quartz sand with a variable organics component. The Holocene sediments include the beach ridge and dune sands. 2.3 Field Exploration A total of four (4) Standard Penetration Test (SPT) borings to depths of approximately 25 to 30 feet below ground surface (BGS) were completed for this study. The locations of the borings performed are illustrated in Appendix B: Boring Locations and Soil Profiles". The Standard Penetration Test (SPT) boring method was used as the investigative tool within the borings. SPT tests were performed in substantial accordance with ASTM Procedure D-1586, Penetration Test and Split-Barrel Sampling of Soils. This test procedure consists of driving a 1.4-inch I.D. split-tube sampler into the soil profile using a 140-pound hammer falling 30 inches. The number of blows per foot, for the second and third 6-inch increment, is an indication of soil strength. The soil samples recovered from the soil borings were visually classified and their stratification is illustrated in Appendix B: Boring Locations and Soil Profiles". It should be noted that soil conditions might vary between the strata interfaces, which are shown. The soil boring data reflect information from a specific test location only. Site specific survey staking for the test locations was not provided for our field exploration. The indicated depth and location of each test was approximated based upon existing grade and estimated distances and relationships to obvious landmarks. The boring depths were selected based on our knowledge of vicinity soils and to include the zone of soil likely to be stressed by the proposed construction. 2.4 Laboratory Analysis Soil samples recovered from our field exploration were returned to our laboratory where they were visually examined in general accordance with ASTM D Samples were evaluated to obtain an accurate understanding of the soil properties and site geomorphic conditions. After a thorough visual examination of the recovered site soils, laboratory testing was conducted to determine gradation analysis on selected samples.

8 Utilities Extension Project Contract 13 (CPS West) Geotechnical Report Cape Coral, Lee County, Florida October 11, 2016 GFA Project No Page 6 of 12 All laboratory tests were conducted in general accordance with ASTM or Florida Methods, as applicable. The test method method number for each test and the number of tests completed are presented in the following table. TEST DESCRIPTION NUMBER OF TESTS ASTM TEST METHOD Soil Classification 42 D-2488 Gradation Analysis 2 D-422 Bag samples of the soil encountered during our field exploration will be held in our laboratory for your inspection for 90 days and then discarded unless we are notified otherwise in writing Gradation Tests A total of two (2) gradation tests were performed on samples obtained during the field exploration program. Material passing the No. 200 sieve is considered fines and will be either silt or clay. The percent passing the No. 200 sieve, for the tested samples, ranged from 3.9 to 14.3 percent, this resulted in the sampled material to be considered poorly graded. The results of the grain size distribution are presented in Appendix G: Gradation Test Results. 2.5 Geomorphic Conditions Boring logs derived from our field exploration are presented in Appendix B: Boring Locations and Soil Profiles. The boring logs depict the observed soils in graphic detail. The Standard Penetration Test borings indicate the penetration resistance, or N-values, logged during the drilling and sampling activities. The classifications and descriptions shown on the logs are generally based upon visual characterizations of the recovered soil samples. All soil samples reviewed have been depicted and classified in general accordance with the Unified Soil Classification System, modified as necessary to describe typical southwest Florida conditions. See Appendix D: Discussion of Soil Groups", for a detailed description of various soil groups. The subsurface soil conditions encountered at this site generally consists of very loose to very dense sand (SP), silty sand (SM), limestone (LS), and soft to firm silt (ML) to the boring termination depths. Please refer to Appendix B Boring Locations and Soil Profiles for a detailed account of each boring. 2.6 Hydrogeological Conditions On the dates of our field exploration, the groundwater table was encountered at depths approximately 4 to 6 feet below the existing ground surface. The groundwater table will fluctuate depending upon seasonal variations, tidal events, and control elevation of the adjacent canal. Located in Appendix E: Hydrologic Soils Map are the following descriptive characteristics of the type of soil encountered during the drilling operations based on the soil survey of Lee County, Florida, published by the United States Department of Agriculture: Matlacha Gravelly Fine Sand (69): The depth to the water table varies with the amount of fill material and extent of artificial drainage. However in most years, the water table is 24 to 36 inches below the surface of the fill material for 2 to 4 months. It is more than 60 inches below the surface during extended dry periods. Permeability is variable within short distances, but is moderately rapid to rapid in the fill material and rapid in the underlying material.

9 Utilities Extension Project Contract 13 (CPS West) Geotechnical Report Cape Coral, Lee County, Florida October 11, 2016 GFA Project No Page 7 of General 3.0 ENGINEERING EVALUATION AND RECOMMENDATIONS A foundation system for any structure must be designed to resist bearing capacity failures, have settlements that are tolerable, and resist the environmental forces that the foundation may be subjected to over the life of the structure. The soil bearing capacity is the soil s ability to support loads without plunging into the soil profile. Bearing capacity failures are analogous to shear failures in structural design and are usually sudden and catastrophic. The amount of settlement that a structure may tolerate is dependent on several factors including: uniformity of settlement, time rate of settlement, structural dimensions and properties of the materials. Generally, total or uniform settlement does not damage a structure but may affect drainage and utility connections. These can generally tolerate movements of several inches for building construction. In contrast, differential settlement affects a structure s frame and is limited by the structural flexibility. The geotechnical evaluations for the proposed construction site are based on the subsurface soil and groundwater conditions encountered during this study, the project information made available, our site observations, and our experience in the vicinity. The test data has been evaluated using established geotechnical parameters of the soils recorded at this site, laboratory test results, and the observed performance of similar soil types. Based on the soil conditions encountered in the performed borings, the near surface soils meet the below mentioned City of Cape Coral Technical Specifications, 02200, for common fill. The project may be designed according to the recommendations and site preparations as discussed below with a fill material meeting the specifications. 3.2 Site Preparation GFA recommends the following compaction requirements for this project: Proof Roll... 98% of a Modified Proctor Building Pad Fill... 98% of a Modified Proctor Footings... 98% of a Modified Proctor The compaction percentages presented above are based upon the maximum dry density as determined by a modified proctor test (ASTM D-1557). All density tests should be performed to a depth of 12 below the tested surface unless noted otherwise. All density tests should be performed using the nuclear method (ASTM D-6938) or the sand cone method (ASTM D-1556). Our recommendations for preparation of the site for use of shallow foundation systems are presented below. This approach to improving and maintaining the site soils has been found to be successful on projects with similar soil conditions. 1. Initial site preparation should consist of performing stripping and clearing operations. This should be done within, and to a distance of five (5) feet beyond, the perimeter of the proposed building footprint (including exterior isolated columns).

10 Utilities Extension Project Contract 13 (CPS West) Geotechnical Report Cape Coral, Lee County, Florida October 11, 2016 GFA Project No Page 8 of Following site stripping and prior the placement of any fill, areas of surficial sand (not exposed limestone) should be compacted ( proof rolled ) and tested. We recommend using a steel drum vibratory roller with sufficient static weight and vibratory impact energy to achieve the required compaction. Density tests should be performed on the proof rolled surface at a frequency of not less than one test per 2,500 square feet, or a minimum of four (4) tests, whichever is greater. Areas of exposed intact limestone shall be visually confirmed by the project geotechnical engineer prior to fill placement, in lieu of proof rolling. 3. Fill material may then be placed in the building pad as required. The fill material should be inorganic (classified as SP, SW, GP, GW, SP-SM, SW-SM, GW-GM, GP-GM) containing not more than 5 percent (by weight) organic materials. Fill materials with silt-size soil fines in excess of 12% should not be used. Fill should be placed in lifts with a maximum lift thickness not exceeding 12-inches. Each lift should be compacted and tested prior to the placement of the next lift. Density tests should be performed within the fill at a frequency of not less than one test per 2,500 square feet per lift in the building areas, or a minimum of four (4) tests per lift, whichever is greater. 4. For any footings bearing on a limestone formation, the bottom of all footing excavation shall be examined by the engineer / geologist or his representative to determine the condition of the limestone. The limestone shall be probed for voids and loose pockets of sand. Such areas shall be cleaned to depth of 3 times the greatest horizontal dimension and backfilled with lean concrete. 5. For footings placed on structural fill or compacted native granular soils, the bottom of all footings shall be tested for compaction and examined by the engineer / geologist or his representative to determine if the soil is free of organic and/or deleterious material. Density tests should be performed at a frequency of not less than one (1) density test per each isolated column footing and one (1) test per each fifty (50) lineal feet of wall footings. 6. The contractor should take into account the final contours and grades as established by the plan when executing his backfilling and compaction operations. Using vibratory compaction equipment at this site may disturb adjacent structures. We recommend that you monitor nearby structures before and during proof-compaction operations. A representative of GFA International can monitor the vibration disturbance of adjacent structures. A proposal for vibration monitoring during compaction operations can be supplied upon request. 3.3 Design of Footings Footings may be designed using an allowable soil bearing pressure of 3,000 psf. Shallow foundations should be embedded a minimum of 18 inches below final grade. This embedment shall be measured from the lowest adjacent grade. Continuous strip footings should have a width of at least 18 inches regardless of contact pressure. Once site preparation has been performed in accordance with the recommendations described in this report, the soil should readily support the proposed structure resting on a shallow foundation system.

11 Utilities Extension Project Contract 13 (CPS West) Geotechnical Report Cape Coral, Lee County, Florida October 11, 2016 GFA Project No Page 9 of 12 Canal Pump Station West: Settlement Analysis Boring Location Boring No. Expected Settlement (Total) (inches) Expected Settlement (Influence Zone) (inches) Southeast Corner B Southwest Corner B Northwest Corner B Northeast Corner B If the anticipated settlement exceeds the design allowance, ground improvement, such as vibroreplacement or helical piles, may be required to reduce total settlement and achieve a higher bearing capacity. If requested, further recommendations for ground improvement may be provided. A net allowable bearing capacity of 1,500 psf may be used for foundation design of the pump cans and intake structures. 3.4 Ground Floor Slabs The ground floor slabs may be supported directly on the existing grade or on granular fill following the foundation site preparation and fill placement procedures outlined in this report. For purposes of design, a coefficient of subgrade modulus 200 pounds per cubic inch may be used. The ground floor slab should be structurally separated from all walls and columns to allow for differential vertical movement. Excessive moisture vapor transmission through floor slabs-on-grade can result in damage to floor coverings as well as other deleterious effects. An appropriate moisture vapor retarder should be placed beneath the floor slab to reduce moisture vapor from entering the building through the slab. The retarder should be installed in general accordance with applicable ASTM procedures including sealing around pipe penetrations and at the edges of foundations. 3.5 Intake Structures Allowable Bearing Capacities The subsurface soil conditions at the project site are generally favorable for the support of the proposed pump cans and intake structures with a net allowable bearing capacity of 1,500 psf. GFA understands the bottom of the pump can and intake structures for CPS West are at el and (NGVD 29), respectively. Based on the encountered water table depth at the time of our exploration and the published Soil Survey of Lee County, GFA recommends using a seasonal high water table of 3 feet below existing grade for design of the lift station. Due to the depths associated with the proposed construction, dewatering may be required to complete the work in the dry. The high groundwater tables in the vicinity of excavations shall be reduced to prevent water inflow into excavations (i.e. pump cans and intake structures). Each excavation shall be kept dry during subgrade preparation and continually thereafter until installation of the pipe or intake structures. The dewatering will be required to maintain groundwater elevation at least 24 inches below the bottom at all times to prevent bottom disturbance or failure.

12 Utilities Extension Project Contract 13 (CPS West) Geotechnical Report Cape Coral, Lee County, Florida October 11, 2016 GFA Project No Page 10 of 12 Excavation of the underlying soils and placement of #57 stone in lieu of soil densities may be required for stabilization of the bottom of the excavation. The over excavation should extend to a minimum of 12 inches below the bottom of bearing surface. The #57 stone should be placed in lifts with maximum lift thicknesses of 12 inches. Each lift of stone should be tamped using the bucket of a backhoe. Foundations can then be poured directly upon the stone surface. The installation of a geo-fabric will be required below the stone to prevent the stone from raveling down into the underlying soils. An alternative to #57 stone placement at the bottom of the excavation is utilizing a concrete mud slab. If a mud slab is utilized we recommend a minimum 3000 psi concrete and a minimum 4 inch thick slab. The soil parameters listed in the table below are for design purposes of CPS West: Boring No. B 61 Depth (ft.) Unit Weight (moist) (pcf) Friction Coefficient (ƒ 0 ) Active Lateral Pressure (Ka) Passive Lateral Pressure (Kp) Subgrade Modulus (Below Water Table): 20 pci 3.6 Pipe Bedding and Initial Backfill According to the City of Cape Coral Technical Specifications, Section 02200, Backfilling, a fill material shall be used for pipe bedding and initial backfill from top of bedding to 1 foot over the top of pipes. The fill shall be compacted to not less than 95 percent of the maximum dry density as determined by ASTM D The fill material placed for pipe bedding should be inorganic (classified as SP, SW, GP, GW, SP-SM, SW-SM, GW-GP, GW-GM) containing not more than 5 percent (by weight) organic materials. Fill materials with silt-size soil fines in excess of 12% should not be used. Fill should be placed in lifts with a maximum lift thickness not exceeding 12-inches. Each lift should be compacted and tested prior to the placement of the next lift. Density tests should be performed within the fill at a frequency of not less than one test per 300 linear feet of pipe and for every 100 square feet of backfill around structures. Pipe bedding containing very fine sand, uniformly graded sands and gravel, silt, soft earth, or other material that have a tendency to flow under pressure when wet is unacceptable. Based on the laboratory test results the majority of the near surface soils consist of poorly graded clean sands to slightly silty sands and silty sands. Material from on-site excavation below approximately 12 feet BGS does not meet the gradation specification for select common fill and cannot be used for pipe bedding and initial backfill.

13 Utilities Extension Project Contract 13 (CPS West) Geotechnical Report Cape Coral, Lee County, Florida October 11, 2016 GFA Project No Page 11 of Trench Excavation Where trench excavations are required, trenches shall be sufficiently wide and deep to allow proper installation of pipes. We recommend about 12 inches clear of the pipe on either side at any point. Boulders, rocks or other hard unyielding material shall be excavated to a depth of 12 inches below the bottom of the pipe elevation. Due to the depth of excavations and the depth of the water table, we anticipate excavation will require shoring or a trench box. Trenching should be in general accordance with any City of Cape Coral trenching requirements and the Occupational Safety and Health Administration (OSHA) requirements, as applicable. Larger limestone boulders may be encountered during trenching and excavations. Heavy machinery or hydraulic chipping may be required if these limestone boulders are encountered. 3.8 Trench Backfill Trench backfill material shall be clean earth fill composed of sand, sand and stone, crushed stones or other soils approved by a professional engineer. The trench backfilling shall be accomplished from the top of the initial backfill to the ground surface. The backfill, unless otherwise specified, shall be compacted to 95% of maximum density, as determined by ASTM D When trenches are cut in pavements or areas to be paved, compaction shall be equal to 98% of maximum density. In unpaved portions of the Right-of-Way areas, compaction shall be not less than 95% of maximum density. Based on the soil profiles, presented in Appendix B: Boring Locations and Soil Profiles, the material from on-site excavation that will contain sands and silt or gravel size limestone fragments may be used for the trench backfill. If organic soils are encountered during construction, they are not suitable and shall not be used as a trench backfill material. 4.0 DEWATERING OF EXCAVATIONS The high groundwater tables in the vicinity of excavations shall be reduced to prevent water inflow into excavations. Each excavation shall be kept dry during subgrade preparation and continually thereafter until installation of the pipe or intake structures. The dewatering will be required to maintain groundwater elevation at least 24 inches below the bottom at all times to prevent bottom disturbance or failure.

14 Utilities Extension Project Contract 13 (CPS West) Geotechnical Report Cape Coral, Lee County, Florida October 11, 2016 GFA Project No Page 12 of REPORT LIMITATIONS This consulting report has been prepared for the exclusive use of the current project owners and other members of the design team for the Utilities Expansion Project Contract 13: North 2 Contract 13 Canal Pump Station West located at 1523 NW 8 th Terrace in Cape Coral, Lee County, Florida. This report has been prepared in accordance with generally accepted local geotechnical engineering practices; no other warranty is expressed or implied. The evaluation submitted in this report, is based in part upon the data collected during a field exploration, however, the nature and extent of variations throughout the subsurface profile may not become evident until the time of construction. If variations then appear evident, it may be necessary to reevaluate information and professional opinions as provided in this report. In the event changes are made in the nature, design, or locations of the proposed structure, the evaluation and opinions contained in this report shall not be considered valid, unless the changes are reviewed and conclusions modified or verified in writing by GFA International. GFA is not responsible for damage caused by soil improvement and/or construction activity vibrations related to this project. GFA is also not responsible for damage concerning drainage or moisture related issues for the proposed or nearby structures. 6.0 BASIS FOR RECOMMENDATIONS The analysis and recommendations submitted in this report are based on the data obtained from the tests performed at the locations indicated on the attached figure in Appendix B: Boring Locations and Soil Profiles. This report does not reflect any variations, which may occur between borings. While the borings are representative of the subsurface conditions at their respective locations and for their vertical reaches, local variations characteristic of the subsurface soils of the region are anticipated and may be encountered. The delineation between soil types shown on the soil logs is approximate and the description represents our interpretation of the subsurface conditions at the designated boring locations on the particular date drilled. Any third party reliance of our geotechnical report or parts thereof is strictly prohibited without the expressed written consent of GFA International. The methodology (ASTM D-1586) used in performing our borings and for determining penetration resistance is specific to the sampling tools utilized and does not reflect the ease or difficulty to advance other tools or materials.

15 Appendix A - Vicinity Map

16 Site Location Cape Coral, FL VICINITY MAP Cape Coral Utilities Expansion Project North 2 Contract 13: CPS West 1523 NW 8 th Terrace Cape Coral, Lee County, Florida GFA International Project No.: SITE LOCATION * *Scale is an approximation and may not be accurate.

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18 Appendix B Boring Locations and Soil Profiles

19 BORING LOCATIONS & SOIL PROFILES NOTES: SPT BORING LOCATION MAP OBTAINED FROM GOOGLE EARTH COORDINATES OBTAINED FROM AIM ENGINEERING INC DEPTH IN FEET (NGVD 29) N E DRILLER: G. COLE RIG: DIEDRICH D-50 (AUTO-HAMMER) SOIL PROFILES C101-SE C101-SW C101-NW B-59 B-60 B-61 SP, A-3 TRACES OF SHELL FRAGMENTS WITH SOME LIMESTONE SM, A-2-4 N E DRILLER: G. COLE RIG: DIEDRICH D-50 (AUTO-HAMMER) SP, A-3 TRACES OF SHELL FRAGMENTS WITH SOME LIMESTONE SM, A-2-4 N E DRILLER: G. COLE RIG: DIEDRICH D-50 (AUTO-HAMMER) 7 SP, A TRACES OF SHELL FRAGMENTS WITH SOME LIMESTONE WITH SOME LIMESTONE SM, A-2-4 ML, A-4 C101-NE B-62 N E DRILLER: G. COLE RIG: DIEDRICH D-50 (AUTO-HAMMER) SP, A /5" TRACES O SHELL FRAGMEN SM, A-2-4 LS SM, A-2-4 ML, A-4 SOIL LEGEND Gray, light brown to brown, SAND, loose to medium dense (SP), A-3 Gray, LIMESTONE, very dense (LS) Gray, SILTY SAND, very loose to medium dense (SM), A-2-4 Gray, SILT, soft to firm (ML), A-4 CORRELATION OF N-VALUES WITH HARDNESS OF LIMEROCK - SPT N-VALUES BLOW/FOOT HARDNESS LESS THAN 20 VERY SOFT SOFT MEDIUM HARD 50 FOR 2 TO 5" MODERATELY HARD 50 FOR 0 TO 2" HARD APPROXIMATE ROOT CONTENT PERCENTAGE MODIFIERS 5% - 10% TRACE 11% - 20% TRACE TO SOME 21% - 40% SOME 41% - 60% AND Boring No. B-61 Depth (ft) (BGS) Unit Weight (moist) (pcf) SOIL PROFILE LEGEND NOTES B-X = BORING NUMBER N = SPT TEST VALUE GROUND WATER LEVEL SOIL SYMBOL SOIL TYPE X INDICATES PRACTICAL REFUSAL TO BORING EQUIPMENT = INDICATES GRADUAL TRANSITION IN SOIL TYPES N - STANDARD PENETRATION RESISTANCE TEST (SPT) VALUE. NUMBERS TO THE LEFT OF BORINGS INDICATE SPT VALUE FOR 12-INCHES OF PENETRATION (UNLESS OTHERWISE NOTED). ALL ELEVATIONS BASED ON EXISTING GROUND LEVEL. WOH = WEIGHT OF HAMMER LFC = LOSS OF DRILLING FLUID CIRCULATION SOIL DESCRIPTION CORRELATION OF N-VALUES WITH RELATIVE DENSITY AND CONSISITENCY - GRANULAR MATERIALS - SPT N-VALUES BLOW/FOOT RELATIVE DENSITY LESS THAN 3 VERY LOOSE 3-8 LOOSE 9-24 MEDIUM DENSE DENSE GREATER THAN 40 VERY DENSE APPROXIMATE FINES CONTENT PERCENTAGE MODIFIERS 5% TO 15% SLIGHTLY SILTY OR SLIGHTLY CLAYEY 16% TO 25% SILTY OR CLAYEY 26% TO 49% VERY SILTY OR VERY CLAYEY SILTS AND CLAYS - SPT N-VALUES BLOW/FOOT CONSISTENCY LESS THAN 1 VERY SOFT 1-3 SOFT 4-6 FIRM 7-12 STIFF VERY STIFF GREATER THAN 24 HARD APPROXIMATE SAND/GRAVEL CONTENT PERCENTAGE MODIFIERS 5% TO 15% SLIGHTLY SANDY OR SLIGHTLYGRAVELLY 16% TO 25% SANDY OR GRAVELLY 26% TO 49% VERY SANDY OR VERY GRAVELLY Friction Coefficient (fo) Active Lateral Pressure (Ka) Passive Lateral Pressure (Kp) Subgrade Modulus (Below Water Table): 20 pci 2.88 DATE BY DESCRIPTION REVISIONS DATE BY DESCRIPTION GFA INTERNATIONAL, INC COUNTRY LAKES DRIVE FORT MYERS, FLORIDA PAUL J. D'HUYVETTER, P.E. #59716 AREA NORTH 2 CPS WEST CITY OF CAPE CORAL UTILITIES COUNTY NAME LEE PROJECT ID REPORT OF TEST BORINGS UEP NORTH 2: CONTRACT 13 - CPS WEST CAPE CORAL, LEE COUNTY, FLORIDA SHEET NO. G-2

20 Appendix C - Notes Related to Borings

21 NOTES RELATED TO RECORDS OF TEST BORING AND GENERALIZED SUBSURFACE PROFILE 1. Groundwater level was encountered and recorded (if shown) following the completion of the soil test boring on the date indicated. Fluctuations in groundwater levels are common; consult report text for a discussion. 2. The boring location was identified in the field by offsetting from existing reference marks and using a cloth tape and survey wheel. 3. The borehole was backfilled to site grade following boring completion, and patched with asphalt cold patch mix when pavement was encountered. 4. The Record of Test Boring represents our interpretation of field conditions based on engineering examination of the soil samples. 5. The Record of Test Boring is subject to the limitations, conclusions and recommendations presented in the Report text. 6. Field Test Data shown on the Record of Test Boring indicated as 11/6 refers to the Standard Penetration Test (SPT) and means 11 hammer blows drove the sampler 6 inches. SPT uses a 140-pound hammer falling 30 inches. 7. The N-value from the SPT is the sum of the hammer blows required to drive the sampler the second and third 6- inch increments. 8. The soil/rock strata interfaces shown on the Records of Test Boring are approximate and may vary from those shown. The soil/rock conditions shown on the Records of Test Boring refer to conditions at the specific location tested; soil/rock conditions may vary between test locations. 9. Relative density for sands/gravels and consistency for silts/clays are described as follows: SPT CPT SANDS/GRAVELS SPT CPT SILTS/CLAYS BLOWS/FOOT KG/CM 2 RELATIVE DENSITY BLOWS/FOOT KG/CM 2 CONSISTENCY Very loose Very soft Loose Soft Medium Dense Firm over 120 Dense Stiff over 50 Very Dense Very stiff over 60 Hard 10. Grain size descriptions are as follows: 11. Definition of Descriptive Terms of Fines: NAME SIZE LIMITS PROPORTION ADJECTIVE Boulder 12 Inches or more Up to 10% with a trace Cobbles 3 to 12 Inches 10 to 30% with some Coarse Gravel ¾ to 3 Inches Fine Gravel No. 4 sieve to ¾ inch Coarse Sand No. 10 to No. 4 sieve Medium Sand No. 40 to No. 10 sieve Fine Sand No. 200 to No. 40 sieve Fines Smaller than No. 200 sieve 11. Definitions related to adjectives used in soil/rock descriptions: PROPORTION ADJECTIVE APPROXIMATE ROOT DIAMETER ADJECTIVE Up to 10% with a trace Less than 1/32" Fine roots 10 to 30% with some 1/32" to ¼ Small roots 30 to 50% with ¼ to 1" Medium roots Greater than 1" Large roots

22 Appendix D - Discussion of Soil Groups

23 DISCUSSION OF SOIL GROUPS: AASHTO CLASSIFICATION COARSE GRAINED SOILS Group A-1: The typical material of this group is a well-graded mixture of stone fragments or gavel, coarse sand, fine sand, and a nonplastic or feebly-plastic soil binder. However, this group also includes stone fragments, gravel, coarse sand, volcanic cinders, etc., without a soil binder. o Subgroup A-1-a: Includes those materials consisting predominantly of stone fragments or gravel, either with or without a well-graded binder of fine material. o Subgroup A-1-b: Includes those materials consisting predominantly of coarse sand, either with or without a well-graded soil binder. Group A-3: The typical material of this group is fine beach sand or fine desert-blow sand without silty or clay fines, or with a very small amount of nonplastic silt. This group also includes stream-deposited mixtures of poorly-graded fine sand and limited amounts of coarse sand and gravel. Group A-2: This group includes a wide variety of granular materials which are borderline between the materials falling in Groups A-1 and A-3, and the silt-clay materials of Groups A-4, A-5, A-6, and A-7. It includes all materials containing 35% or less passing a No. 200 (75-µm) sieve which cannot be classified in Groups A-1 or A-3, due to the fines content or the plasticity indexes, or both, in excess of the limitations for those groups. o Subgroups A-2-4 and A-2-5: Include various granular materials containing 35% or less passing a No. 200 (75-µm) sieve and with a minus No. 40 (425-µm) portion having the characteristics of Groups A-4 and A-5, respectively. These groups include such materials as gravel and coarse sand with silt contents or plasticity indexes in excess of the limitations of Group A-1 and fine sand with nonplastic-silt content in excess of the limitations of Group A-3. o Subgroups A-2-6 and A-2-7: Include materials similar to those described under Subgroups A-2-4 and A-2-5, except that the fine portion contains plastic clay having the characteristics of the A-6 or A-7 group, respectively.

24 FINE GRAINED SOILS Group A-4: The typical material of this group is a nonplastic or moderately plastic silty soil usually having 75% or more passing a No. 200 (75-µm) sieve. This group also includes mixtures of fine silty soil and up to 64% of sand and gravel retained on a No. 200 sieve. Group A-5: The typical material of this group is similar to that described under Group A- 4, except that it is usually of diatomaceous or micaceous character and may be highly elastic as indicated by the high liquid limit. Group A-6: The typical material of this group is a plastic clay soil usually having 75% or more passing a No. 200 (75-µm) sieve. This group also includes mixtures of fine clayey soil and up to 64% of sand and gravel retained on a No. 200 sieve. Materials of this group usually have a high volume change between wet and dry states. Group A-7: The typical material of this group is similar to that described under Group A- 6, except that it has the high liquid limits characteristic of Group A-5 and may be elastic as well as subject to high-volume change. o Subgroup A-7-5: Includes those materials with moderate plasticity indexes in relation to the liquid limit and which may be highly elastic as well as subject to considerable volume change. o Subgroup A-7-6: Includes those materials with high plasticity indexes in relation to liquid limit and which are subject to extremely high volume change. HIGHLY ORGANIC SOILS Group A-8: Highly organic soils (peat or muck) may be classified in this group. Classification of these materials is based on visual inspection and is not dependent on the percentage passing the No. 200 (75-µm) sieve liquid limit, or plasticity index. The material is composed primarily of partially decayed organic matter, generally has a fibrous texture, a dark brown or black color, and an odor of decay. These organic materials are unsuitable for use in embankments and subgrades. They are highly compressible and have low strength.

25 Appendix E Hydrologic Soils Map

26 Hydrologic Soils map Site Location Cape Coral, FL Cape Coral Utilities Expansion Project North 2 Area 13: CPS West Cape Coral, Lee County, Florida GFA International Project No.: Map Unit: 69 Matlacha Gravelly Fine Sand

27 Appendix F Gradation Test Results

28 5851 Country Lakes Drive Fort Myers, Florida (239) (239) (fax) SIEVE ANALYSIS Project: Utilities Expansion Project - North 2: CPS West Project No.: Client: Greeley & Hansen Lab No.: S001 Location: C-101 SW: B-60 (6-8 ft.) Date Sampled: 7/18/2016 Sampled By: Greg Cole Date Tested: 9/12/2016 Tested By: Lee Khan Material Description: Tan Sand (SP) with Some Shell Fragments Soil Classification AASHTO M ( 2000 ) : A-3 ORIGINAL SAMPLE WEIGHT (g) #200 SIEVE WET WASH WASHED SAMPLE WEIGHT (g) WEIGHT PASSING (g) PERCENT PASSING % STANDARD SIEVE SIZE PARTIAL SIZE (mm) SIEVE WEIGHT RETAINED (g) TOTAL WEIGHT RETAINED (g) CUMULATIVE PERCENT RETAINED PERCENT PASSING # % 98.5% # % 95.6% # % 92.5% # % 89.6% # % 78.4% # % 32.7% # % 3.7% Pan Comments: DRY SIEVE ANALYSIS Respectfully Submitted, GFA International, Inc. FBPE CA # 4930 Environmental Geotechnical Construction Materials Testing Special & Threshold Inspections Plan Review & Code Compliance Florida's Leading Engineering Source

29 5851 Country Lakes Drive Fort Myers, Florida (239) (239) (fax) SIEVE ANALYSIS Project: Utilities Expansion Project - North 2: CPS West Project No.: Client: Greeley & Hansen Lab No.: S002 Location: C-101 NW: B-61 (18-20 ft.) Date Sampled: 7/18/2016 Sampled By: Greg Cole Date Tested: 9/12/2016 Tested By: Lee Khan Material Description: Gray Silty Sand (SM) Soil Classification AASHTO M ( 2000 ) : A-2-4 ORIGINAL SAMPLE WEIGHT (g) #200 SIEVE WET WASH WASHED SAMPLE WEIGHT (g) WEIGHT PASSING (g) PERCENT PASSING % STANDARD SIEVE SIZE PARTIAL SIZE (mm) SIEVE WEIGHT RETAINED (g) TOTAL WEIGHT RETAINED (g) CUMULATIVE PERCENT RETAINED PERCENT PASSING # % 65.7% # % 61.5% # % 60.3% # % 59.3% # % 47.0% # % 18.9% # % 14.2% Pan Comments: DRY SIEVE ANALYSIS Respectfully Submitted, GFA International, Inc. FBPE CA # 4930 Environmental Geotechnical Construction Materials Testing Special & Threshold Inspections Plan Review & Code Compliance Florida's Leading Engineering Source

30 GFA INTERNATIONAL FLORIDA S LEADING ENGINEERING SOURCE Report of Geotechnical Exploration Cape Coral Utilities Extension Project North 2 Contract 13 Canal Pump Station East 738 NE 5 th Place Cape Coral, Lee County, Florida October 11, 2016 GFA Project No.: For: Greeley and Hansen

31 Since 1988 Florida s Leading Engineering Source Environmental Geotechnical Construction Materials Testing Threshold and Special Inspections Plan Review & Code Compliance Mr. Kevin Higginson, P.E. Greeley and Hansen 5252 Summerlin Commons Way, Suite 104 Fort Myers, FL Phone: (239) Cell: (239) KHigginson@Greeley-Hansen.com October 11, 2016 Site: Geotechnical Engineering Services Report Utility Extension Project: North 2 Contract 13 Canal Pump Station East 738 NE 5 th Place Cape Coral, Lee County, Florida GFA Project # Dear Mr. Higginson: GFA International, Inc. (GFA) has completed the subsurface exploration and geotechnical engineering evaluation for the above-referenced project in accordance with the geotechnical and engineering service agreement for this project. The scope of services was completed in accordance with our Geotechnical Engineering Proposal ( ), planned in conjunction with and authorized by you. EXECUTIVE SUMMARY The purpose of our subsurface exploration was to classify the nature of the subsurface soils and general geomorphic conditions and evaluate their impact upon the proposed construction. This report contains the results of our subsurface exploration at the site and our engineering interpretations of these, with respect to the project characteristics described to us including providing recommendations for site preparation and the design of the foundation system. GFA understands the project will consist of the new construction of Canal Pump Station (CPS) East for the Cape Coral Utilities Extension Project: North 2 Contract 13. A set of structural plans (14 pages, dated April 14, 2016) and a site plan (1 page, dated April 2016) was provided by CDM Smith. GFA understands the bottom of the pump can and the bottom of the slab for the intake structures for CPS East are at el and (NGVD 29), respectively. No other design documents were provided at this time. We estimate up to two feet of fill will be required to raise the existing ground surface elevation to the final site elevation. Boring locations and depths were selected in conjunction with GFA and you. The recommendations provided herein are based upon the above considerations. If the project description has been revised, please inform GFA International so that we may review our recommendations with respect to any modifications. A total of five (5) Standard Penetration Test (SPT) borings to depths of approximately 25 to 30 feet below ground surface (BGS) were completed for this study Country Lakes Drive Fort Myers, Florida (239) (239) (fax) OFFICES THROUGHOUT FLORIDA

32

33 Utilities Extension Project Contract 13 (CPS East) Geotechnical Report Cape Coral, Lee County, Florida October 11, 2016 GFA Project No Page 3 of 12 TABLE OF CONTENTS 1.0 INTRODUCTION Scope of Services Project Description OBSERVATIONS Site Inspection Geology Field Exploration Laboratory Analysis Gradation Tests Geomorphic Conditions Hydrogeological Conditions ENGINEERING EVALUATION AND RECOMMENDATIONS General Site Preparation Design of Footings Ground Floor Slabs Pump Cans and Intake Structures Allowable Bearing Capacities Pipe Bedding and Initial Backfill Trench Excavation Trench Backfill DEWATERING OF EXCAVATIONS REPORT LIMITATIONS BASIS FOR RECOMMENDATIONS...12 Appendix A - Vicinity Map Appendix B - Boring Locations & Soil Profiles Appendix C - Notes Related to Borings Appendix D - Discussion of Soil Groups Appendix E - Hydrologic Soils Map Appendix F - Gradation Test Results

34 Utilities Extension Project Contract 13 (CPS East) Geotechnical Report Cape Coral, Lee County, Florida October 11, 2016 GFA Project No Page 4 of Scope of Services 1.0 INTRODUCTION The objective of our geotechnical services was to collect subsurface data for the subject project, summarize the test results, and discuss any apparent site conditions that may have geotechnical significance for building construction. The following scope of service is provided within this report: 1. Prepare records of the soil boring logs depicting the subsurface soil conditions encountered during our field exploration. 2. Conduct a review of each soil sample obtained during our field exploration for classification and additional testing if necessary. 3. Analyze the existing soil conditions found during our exploration for the suitability of the soils encountered for the proposed structure. 4. Provide recommendations with respect to foundation support of the structure, including allowable soil-bearing capacity, bearing elevations, foundation design parameters and backfill material for the utility expansion project. 5. Provide criteria and site preparation procedures to prepare the site for the proposed construction. 1.2 Project Description GFA understands the project will consist of the new construction of Canal Pump Station (CPS) East for the Cape Coral Utilities Extension Project: North 2 Contract 13. A set of structural plans (14 pages, dated April 14, 2016) and a site plan (1 page, dated April 2016) was provided by CDM Smith. GFA understands the bottom of the pump can and the bottom of the slab for the intake structures for CPS East are at el and (NGVD 29), respectively. No other design documents were provided at this time. We estimate up to two feet of fill will be required to raise the existing ground surface elevation to the final site elevation. Boring locations and depths were selected in conjunction with GFA and you. The recommendations provided herein are based upon the above considerations. If the project description has been revised, please inform GFA International so that we may review our recommendations with respect to any modifications. 2.1 Site Inspection 2.0 OBSERVATIONS A site reconnaissance was conducted by members of our engineering staff prior to mobilization of drilling equipment and crews. The purpose of the site visit was to observe the existing site conditions in order to detect any factors that may impact our studies and recommendations. Generally, the proposed construction site is level. No standing water on the surface was observed during the time of our drilling. The tested site consists of an urban area and is landscaped.

35 Utilities Extension Project Contract 13 (CPS East) Geotechnical Report Cape Coral, Lee County, Florida October 11, 2016 GFA Project No Page 5 of Geology Based on the USDA Soil Survey of Lee County, the surficial geologic map of Lee County, Florida consists of a quartz sand blanket that overlies the Tertiary Tamiami Formation (T t ), Tertiary-Quaternary Shell Units (Q su ) and Quaternary (Holocene) Coastal and Estuarine Sediments (Q h ).The quartz sand blanket is generally less than 20 feet thick deposit, fine to medium grained, well sorted, with no fossils. The oldest formation is the Tertiary Tamiami Formation (T t ). The Tamiami Formation consists of a mixture of variably sandy limestone, sands and clays containing varying percentage of phosphate grains. Fossils including mollusks, echinoids and corals are abundant. Fossil preservation varies from well preserved to molds and casts. Overlaying the Tamiami Formation throughout much of the county are sediments indicated as Tertiary-Quaternary Shell Units (Q su ). These units consist of sands with subordinate limestone and clay. Fossils, including mollusks and corals, are common and well preserved. Along the coast, Quaternary (Holocene) Coastal and Estuarine Sediments (Q h ) are founded below an elevation of approximately 5 feet. These sediments consist of quartz sand with a variable organics component. The Holocene sediments include the beach ridge and dune sands. 2.3 Field Exploration A total of five (5) Standard Penetration Test (SPT) borings to depths of approximately 25 to 30 feet below ground surface (BGS) were completed for this study. The locations of the borings performed are illustrated in Appendix B: Boring Locations and Soil Profiles". The Standard Penetration Test (SPT) boring method was used as the investigative tool within the borings. SPT tests were performed in substantial accordance with ASTM Procedure D-1586, Penetration Test and Split-Barrel Sampling of Soils. This test procedure consists of driving a 1.4-inch I.D. split-tube sampler into the soil profile using a 140-pound hammer falling 30 inches. The number of blows per foot, for the second and third 6-inch increment, is an indication of soil strength. The soil samples recovered from the soil borings were visually classified and their stratification is illustrated in Appendix B: Boring Locations and Soil Profiles". It should be noted that soil conditions might vary between the strata interfaces, which are shown. The soil boring data reflect information from a specific test location only. Site specific survey staking for the test locations was not provided for our field exploration. The indicated depth and location of each test was approximated based upon existing grade and estimated distances and relationships to obvious landmarks. The boring depths were selected based on our knowledge of vicinity soils and to include the zone of soil likely to be stressed by the proposed construction. 2.4 Laboratory Analysis Soil samples recovered from our field exploration were returned to our laboratory where they were visually examined in general accordance with ASTM D Samples were evaluated to obtain an accurate understanding of the soil properties and site geomorphic conditions. After a thorough visual examination of the recovered site soils, laboratory testing was conducted to determine gradation analysis on selected samples.

36 Utilities Extension Project Contract 13 (CPS East) Geotechnical Report Cape Coral, Lee County, Florida October 11, 2016 GFA Project No Page 6 of 12 All laboratory tests were conducted in general accordance with ASTM or Florida Methods, as applicable. The test method method number for each test and the number of tests completed are presented in the following table. TEST DESCRIPTION NUMBER OF TESTS ASTM TEST METHOD Soil Classification 42 D-2488 Gradation Analysis 2 D-422 Bag samples of the soil encountered during our field exploration will be held in our laboratory for your inspection for 90 days and then discarded unless we are notified otherwise in writing Gradation Tests A total of two (2) gradation tests were performed on samples obtained during the field exploration program. Material passing the No. 200 sieve is considered fines and will be either silt or clay. The percent passing the No. 200 sieve, for the tested samples, ranged from 13.9 to 24.0 percent, this resulted in the sampled material to be considered poorly graded. The results of the grain size distribution are presented in Appendix G: Gradation Test Results. 2.5 Geomorphic Conditions Boring logs derived from our field exploration are presented in Appendix B: Boring Locations and Soil Profiles. The boring logs depict the observed soils in graphic detail. The Standard Penetration Test borings indicate the penetration resistance, or N-values, logged during the drilling and sampling activities. The classifications and descriptions shown on the logs are generally based upon visual characterizations of the recovered soil samples. All soil samples reviewed have been depicted and classified in general accordance with the Unified Soil Classification System, modified as necessary to describe typical southwest Florida conditions. See Appendix D: Discussion of Soil Groups", for a detailed description of various soil groups. The subsurface soil conditions encountered at this site generally consists of very loose to very dense sand (SP), sand with silt (SP-SM), silty sand (SM) and very soft to moderately hard weathered limestone (WLS) and limestone (LS) to the boring termination depths. Please refer to Appendix B Boring Locations and Soil Profiles for a detailed account of each boring. 2.6 Hydrogeological Conditions On the dates of our field exploration, the groundwater table was encountered at depths approximately 6 to 7.5 feet below the existing ground surface. The groundwater table will fluctuate depending upon seasonal variations, tidal events, and control elevation of the adjacent canal. Located in Appendix E: Hydrologic Soils Map are the following descriptive characteristics of the type of soil encountered during the drilling operations based on the soil survey of Lee County, Florida, published by the United States Department of Agriculture: Matlacha Gravelly Fine Sand Limestone Substratum (18): The seasonal high water table for the Matlacha gravelly fine sand, in most years, is within a depth of 18 inches to 30 inches of the surface for 2 to 4 months. During extended dry periods, it is more than 60 inches below the surface. Permeability is variable. Fractured limestone bedrock is at a depth of more than 48 inches.

37 Utilities Extension Project Contract 13 (CPS East) Geotechnical Report Cape Coral, Lee County, Florida October 11, 2016 GFA Project No Page 7 of General 3.0 ENGINEERING EVALUATION AND RECOMMENDATIONS A foundation system for any structure must be designed to resist bearing capacity failures, have settlements that are tolerable, and resist the environmental forces that the foundation may be subjected to over the life of the structure. The soil bearing capacity is the soil s ability to support loads without plunging into the soil profile. Bearing capacity failures are analogous to shear failures in structural design and are usually sudden and catastrophic. The amount of settlement that a structure may tolerate is dependent on several factors including: uniformity of settlement, time rate of settlement, structural dimensions and properties of the materials. Generally, total or uniform settlement does not damage a structure but may affect drainage and utility connections. These can generally tolerate movements of several inches for building construction. In contrast, differential settlement affects a structure s frame and is limited by the structural flexibility. The geotechnical evaluations for the proposed construction site are based on the subsurface soil and groundwater conditions encountered during this study, the project information made available, our site observations, and our experience in the vicinity. The test data has been evaluated using established geotechnical parameters of the soils recorded at this site, laboratory test results, and the observed performance of similar soil types. Based on the soil conditions encountered in the performed borings, the near surface soils meet the below mentioned City of Cape Coral Technical Specifications, 02200, for common fill. The project may be designed according to the recommendations and site preparations as discussed below with a fill material meeting the specifications. 3.2 Site Preparation GFA recommends the following compaction requirements for this project: Proof Roll... 98% of a Modified Proctor Building Pad Fill... 98% of a Modified Proctor Footings... 98% of a Modified Proctor The compaction percentages presented above are based upon the maximum dry density as determined by a modified proctor test (ASTM D-1557). All density tests should be performed to a depth of 12 below the tested surface unless noted otherwise. All density tests should be performed using the nuclear method (ASTM D-6938) or the sand cone method (ASTM D-1556). Our recommendations for preparation of the site for use of shallow foundation systems are presented below. This approach to improving and maintaining the site soils has been found to be successful on projects with similar soil conditions. 1. Initial site preparation should consist of performing stripping and clearing operations. This should be done within, and to a distance of five (5) feet beyond, the perimeter of the proposed building footprint (including exterior isolated columns).

38 Utilities Extension Project Contract 13 (CPS East) Geotechnical Report Cape Coral, Lee County, Florida October 11, 2016 GFA Project No Page 8 of Following site stripping and prior the placement of any fill, areas of surficial sand (not exposed limestone) should be compacted ( proof rolled ) and tested. We recommend using a steel drum vibratory roller with sufficient static weight and vibratory impact energy to achieve the required compaction. Density tests should be performed on the proof rolled surface at a frequency of not less than one test per 2,500 square feet, or a minimum of four (4) tests, whichever is greater. Areas of exposed intact limestone shall be visually confirmed by the project geotechnical engineer prior to fill placement, in lieu of proof rolling. 3. Fill material may then be placed in the building pad as required. The fill material should be inorganic (classified as SP, SW, GP, GW, SP-SM, SW-SM, GW-GM, GP-GM) containing not more than 5 percent (by weight) organic materials. Fill materials with silt-size soil fines in excess of 12% should not be used. Fill should be placed in lifts with a maximum lift thickness not exceeding 12-inches. Each lift should be compacted and tested prior to the placement of the next lift. Density tests should be performed within the fill at a frequency of not less than one test per 2,500 square feet per lift in the building areas, or a minimum of four (4) tests per lift, whichever is greater. 4. For any footings bearing on a limestone formation, the bottom of all footing excavation shall be examined by the engineer / geologist or his representative to determine the condition of the limestone. The limestone shall be probed for voids and loose pockets of sand. Such areas shall be cleaned to depth of 3 times the greatest horizontal dimension and backfilled with lean concrete. 5. For footings placed on structural fill or compacted native granular soils, the bottom of all footings shall be tested for compaction and examined by the engineer / geologist or his representative to determine if the soil is free of organic and/or deleterious material. Density tests should be performed at a frequency of not less than one (1) density test per each isolated column footing and one (1) test per each fifty (50) lineal feet of wall footings. 6. The contractor should take into account the final contours and grades as established by the plan when executing his backfilling and compaction operations. Using vibratory compaction equipment at this site may disturb adjacent structures. We recommend that you monitor nearby structures before and during proof-compaction operations. A representative of GFA International can monitor the vibration disturbance of adjacent structures. A proposal for vibration monitoring during compaction operations can be supplied upon request. 3.3 Design of Footings Footings may be designed using an allowable soil bearing pressure of 3,000 psf. Shallow foundations should be embedded a minimum of 18 inches below final grade. This embedment shall be measured from the lowest adjacent grade. Continuous strip footings should have a width of at least 18 inches regardless of contact pressure. Once site preparation has been performed in accordance with the recommendations described in this report, the soil should readily support the proposed structure resting on a shallow foundation system. The table below lists the expected settlement at each location:

39 Utilities Extension Project Contract 13 (CPS East) Geotechnical Report Cape Coral, Lee County, Florida October 11, 2016 GFA Project No Page 9 of 12 Main Structure Canal Pump Station East: Settlement Analysis Expected Settlement Boring Location Boring No. (Total) (inches) Expected Settlement (Influence Zone) (inches) B B ,000 Gallon Fuel Storage Tank B Pump Cans B Intake Structures B If the anticipated settlement exceeds the design allowance, ground improvement, such as vibroreplacement or helical piles, may be required to reduce total settlement and achieve a higher bearing capacity. If requested, further recommendations for ground improvement may be provided. A net allowable bearing capacity of 1,000 psf may be used for foundation design of the pump cans and a net allowable bearing capacity of 1,000 psf may be used for foundation design of the intake structures. 3.4 Ground Floor Slabs The ground floor slabs may be supported directly on the existing grade or on granular fill following the foundation site preparation and fill placement procedures outlined in this report. For purposes of design, a coefficient of subgrade modulus 250 pounds per cubic inch may be used. The ground floor slab should be structurally separated from all walls and columns to allow for differential vertical movement. Excessive moisture vapor transmission through floor slabs-on-grade can result in damage to floor coverings as well as other deleterious effects. An appropriate moisture vapor retarder should be placed beneath the floor slab to reduce moisture vapor from entering the building through the slab. The retarder should be installed in general accordance with applicable ASTM procedures including sealing around pipe penetrations and at the edges of foundations. 3.5 Pump Cans and Intake Structures Allowable Bearing Capacities The subsurface soil conditions at the project site are generally favorable for the support of the proposed pump cans and intake structures with a net allowable bearing capacity of 1,000 psf. GFA understands the bottom of the pump can and the bottom of the slab for the intake structures for CPS East are at el and (NGVD 29), respectively. Based on the encountered water table depth at the time of our exploration and the published Soil Survey of Lee County, GFA recommends using a seasonal high water table of 2.5 feet below existing grade for design of the lift station. Due to the depths associated with the proposed construction, dewatering will be required to complete the work in the dry. The high groundwater tables in the vicinity of excavations shall be reduced to prevent water inflow into excavations (i.e. pump cans and intake structures). Each excavation shall be kept dry during subgrade preparation and continually thereafter until installation of the pipe or intake structures. The dewatering will be required to maintain groundwater elevation at least 24 inches below the bottom at all times to prevent bottom disturbance or failure.

40 Utilities Extension Project Contract 13 (CPS East) Geotechnical Report Cape Coral, Lee County, Florida October 11, 2016 GFA Project No Page 10 of 12 Excavation of the underlying soils and placement of #57 stone in lieu of soil densities may be required for stabilization of the bottom of the excavation. The over excavation should extend to a minimum of 12 inches below the bottom of bearing surface. The #57 stone should be placed in lifts with maximum lift thicknesses of 12 inches. Each lift of stone should be tamped using the bucket of a backhoe. Foundations can then be poured directly upon the stone surface. The installation of a geo-fabric will be required below the stone to prevent the stone from raveling down into the underlying soils. An alternative to #57 stone placement at the bottom of the excavation is utilizing a concrete mud slab. If a mud slab is utilized we recommend a minimum 3000 psi concrete and a minimum 4 inch thick slab. The soil parameters listed in the table below are for design purposes of CPS East: Boring No. B 118 Depth (ft.) Unit Weight (moist) (pcf) Friction Coefficient (ƒ 0 ) Active Lateral Pressure (Ka) Passive Lateral Pressure (Kp) Subgrade Modulus (Below Water Table): 25 pci 3.6 Pipe Bedding and Initial Backfill According to the City of Cape Coral Technical Specifications, Section 02200, Backfilling, a fill material shall be used for pipe bedding and initial backfill from top of bedding to 1 foot over the top of pipes. The fill shall be compacted to not less than 95 percent of the maximum dry density as determined by ASTM D The fill material placed for pipe bedding should be inorganic (classified as SP, SW, GP, GW, SP-SM, SW-SM, GW-GM, GP-GM) containing not more than 5 percent (by weight) organic materials. Fill materials with silt-size soil fines in excess of 12% should not be used. Fill should be placed in lifts with a maximum lift thickness not exceeding 12-inches. Each lift should be compacted and tested prior to the placement of the next lift. Density tests should be performed within the fill at a frequency of not less than one test per 300 linear feet of pipe and for every 100 square feet of backfill around structures. Pipe bedding containing very fine sand, uniformly graded sands and gravel, silt, soft earth, or other material that have a tendency to flow under pressure when wet is unacceptable. Based on the laboratory test results the majority of the near surface soils consist of poorly graded clean sands to slightly silty sands and silty sands. Material from on-site excavation below 10 feet BGS does not meet the gradation specification for select common fill and cannot be used for pipe bedding and initial backfill.

41 Utilities Extension Project Contract 13 (CPS East) Geotechnical Report Cape Coral, Lee County, Florida October 11, 2016 GFA Project No Page 11 of Trench Excavation Where trench excavations are required, trenches shall be sufficiently wide and deep to allow proper installation of pipes. We recommend about 12 inches clear of the pipe on either side at any point. Boulders, rocks or other hard unyielding material shall be excavated to a depth of 12 inches below the bottom of the pipe elevation. Due to the depth of excavations and the depth of the water table, we anticipate excavation will require shoring or a trench box. Trenching should be in general accordance with any City of Cape Coral trenching requirements and the Occupational Safety and Health Administration (OSHA) requirements, as applicable. 3.8 Trench Backfill Trench backfill material shall be clean earth fill composed of sand, sand and stone, crushed stones or other soils approved by a professional engineer. The trench backfilling shall be accomplished from the top of the initial backfill to the ground surface. The backfill, unless otherwise specified, shall be compacted to 95% of maximum density, as determined by ASTM D When trenches are cut in pavements or areas to be paved, compaction shall be equal to 98% of maximum density. In unpaved portions of the Right-of-Way areas, compaction shall be not less than 95% of maximum density. Based on the soil profiles, presented in Appendix B: Boring Locations and Soil Profiles, the material from on-site excavation that will contain sands and silt or gravel size limestone fragments may be used for the trench backfill. If organic soils are encountered during construction, they are not suitable and shall not be used as a trench backfill material. 4.0 DEWATERING OF EXCAVATIONS The high groundwater tables in the vicinity of excavations shall be reduced to prevent water inflow into excavations. Each excavation shall be kept dry during subgrade preparation and continually thereafter until installation of the pipe or intake structures. The dewatering will be required to maintain groundwater elevation at least 24 inches below the bottom at all times to prevent bottom disturbance or failure. 5.0 REPORT LIMITATIONS This consulting report has been prepared for the exclusive use of the current project owners and other members of the design team for the Utilities Expansion Project Contract 13: North 2 Contract 13 Canal Pump Station East located at 738 NE 5 th Place in Cape Coral, Lee County, Florida. This report has been prepared in accordance with generally accepted local geotechnical engineering practices; no other warranty is expressed or implied. The evaluation submitted in this report, is based in part upon the data collected during a field exploration, however, the nature and extent of variations throughout the subsurface profile may not become evident until the time of construction.

42 Utilities Extension Project Contract 13 (CPS East) Geotechnical Report Cape Coral, Lee County, Florida October 11, 2016 GFA Project No Page 12 of 12 If variations then appear evident, it may be necessary to reevaluate information and professional opinions as provided in this report. In the event changes are made in the nature, design, or locations of the proposed structure, the evaluation and opinions contained in this report shall not be considered valid, unless the changes are reviewed and conclusions modified or verified in writing by GFA International. GFA is not responsible for damage caused by soil improvement and/or construction activity vibrations related to this project. GFA is also not responsible for damage concerning drainage or moisture related issues for the proposed or nearby structures. 6.0 BASIS FOR RECOMMENDATIONS The analysis and recommendations submitted in this report are based on the data obtained from the tests performed at the locations indicated on the attached figure in Appendix B: Boring Locations and Soil Profiles. This report does not reflect any variations, which may occur between borings. While the borings are representative of the subsurface conditions at their respective locations and for their vertical reaches, local variations characteristic of the subsurface soils of the region are anticipated and may be encountered. The delineation between soil types shown on the soil logs is approximate and the description represents our interpretation of the subsurface conditions at the designated boring locations on the particular date drilled. Any third party reliance of our geotechnical report or parts thereof is strictly prohibited without the expressed written consent of GFA International. The methodology (ASTM D-1586) used in performing our borings and for determining penetration resistance is specific to the sampling tools utilized and does not reflect the ease or difficulty to advance other tools or materials.

43 Appendix A - Vicinity Map

44 Site Location Cape Coral, FL VICINITY MAP Cape Coral Utilities Expansion Project North 2 Contract 13: CPS East 738 NE 5 th Place Cape Coral, Lee County, Florida GFA International Project No.: SITE LOCATION * *Scale is an approximation and may not be accurate.

45

46 Appendix B Boring Locations and Soil Profiles

47 BORING LOCATIONS & SOIL PROFILES SOIL PROFILES SOIL LEGEND SOIL PROFILE LEGEND NOTES NOTES: SPT BORING LOCATION MAP OBTAINED FROM GOOGLE EARTH COORDINATES OBTAINED FROM AIM ENGINEERING INC DEPTH IN FEET (NGVD 29) N E DRILLER: G. COLE RIG: DIEDRICH D-50 (AUTO-HAMMER) B-115 B-116 B-117 B-118 B = 13.9% 50/2 2 2 WITH TRACES OF COARSE 13 GRAVEL N E N E N E N E DRILLER: G. COLE RIG: DIEDRICH D-50 DRILLER: G. COLE RIG: DIEDRICH D-50 DRILLER: G. COLE RIG: DIEDRICH D-50 DRILLER: G. COLE RIG: DIEDRICH D-50 (AUTO-HAMMER) (AUTO-HAMMER) (AUTO-HAMMER) (AUTO-HAMMER) SP, A-3 SP, A WITH TRACES OF SHELL 50/2 FRAGMENTS SM, A-2-4 LS, A-1-a WITH TRACES OF WEATHERED LIMESTONE (WLS) SM, A WITH TRACES OF COARSE 25 GRAVEL SM, A-2-4 LS, A-1-a WITH SOME SILTY SAND (SM) WLS, A-1-b WITH WEATHERED LIMESTONE (WLS) SM, A SP, A-3 15 WITH VARIOUS AMOUNTS OF FINE GRAVEL AND SHELL 18 FRAGMENTS SP-SM, A-3 WITH SOME SHELL FRAGMENTS SP, A-3 WLS, A-1-b WITH SOME SHELL FRAGMENTS SM, A-2-4 WITH TRACES OF SHELL FRAGMENTS WITH SOME COARSE GRAVEL SP, A-3 WITH SOME COARSE GRAVEL AND SHELL FRAGMENTS SP-SM, A-3 WITH SOME SHELL FRAGMENTS SP, A-3 WITH SOME COARSE GRAVEL WITH TRACES OF COARSE GRAVEL SM, A-2-4 WITH TRACES OF COARSE GRAVEL SP, A-3 WITH TRACES OF COARSE GRAVEL AND SHELL FRAGMENTS SM, A-2-4 WITH SOME SHELL FRAGMENTS SP, A-3 WITH SOME WEATHERED LIMESTONE (WLS) -200 = 23.8% SM, A-2-4 Light gray to dark gray, light brown to dark brown, tan, SAND, very loose to very dense (SP), A-3 Light gray to gray, light brown to dark brown, SAND WITH SILT, very loose to dense (SP-SM), A-3 Light gray to dark gray, dark brown, SILTY SAND, very loose to medium dense (SM), A-2-4 Gray WEATHERED LIMESTONE, very soft (WLS), A-1-b Gray LIMESTONE, moderately hard (LS), A-1-a CORRELATION OF N-VALUES WITH HARDNESS OF LIMEROCK - SPT N-VALUES BLOW/FOOT HARDNESS LESS THAN 20 VERY SOFT SOFT MEDIUM HARD 50 FOR 2 TO 5" MODERATELY HARD 50 FOR 0 TO 2" HARD APPROXIMATE ROOT CONTENT PERCENTAGE MODIFIERS 5% - 10% TRACE 11% - 20% TRACE TO SOME 21% - 40% SOME 41% - 60% AND Boring No. B-118 Depth (ft) (BGS) Unit Weight (moist) (pcf) B-X = BORING NUMBER N = SPT TEST VALUE GROUND WATER LEVEL SOIL SYMBOL SOIL TYPE X INDICATES PRACTICAL REFUSAL TO BORING EQUIPMENT = INDICATES GRADUAL TRANSITION IN SOIL TYPES N - STANDARD PENETRATION RESISTANCE TEST (SPT) VALUE. NUMBERS TO THE LEFT OF BORINGS INDICATE SPT VALUE FOR 12-INCHES OF PENETRATION (UNLESS OTHERWISE NOTED). ALL ELEVATIONS BASED ON EXISTING GROUND LEVEL. WOH = WEIGHT OF HAMMER LFC = LOSS OF DRILLING FLUID CIRCULATION SOIL DESCRIPTION CORRELATION OF N-VALUES WITH RELATIVE DENSITY AND CONSISITENCY - GRANULAR MATERIALS - SPT N-VALUES BLOW/FOOT RELATIVE DENSITY LESS THAN 3 VERY LOOSE 3-8 LOOSE 9-24 MEDIUM DENSE DENSE GREATER THAN 40 VERY DENSE APPROXIMATE FINES CONTENT PERCENTAGE MODIFIERS 5% TO 15% SLIGHTLY SILTY OR SLIGHTLY CLAYEY 16% TO 25% SILTY OR CLAYEY 26% TO 49% VERY SILTY OR VERY CLAYEY SILTS AND CLAYS - SPT N-VALUES BLOW/FOOT CONSISTENCY LESS THAN 1 VERY SOFT 1-3 SOFT 4-6 FIRM 7-12 STIFF VERY STIFF GREATER THAN 24 HARD APPROXIMATE SAND/GRAVEL CONTENT PERCENTAGE MODIFIERS 5% TO 15% SLIGHTLY SANDY OR SLIGHTLY GRAVELLY 16% TO 25% SANDY OR GRAVELLY 26% TO 49% VERY SANDY OR VERY GRAVELLY Friction Coefficient (f 0 ) Active Lateral Pressure (Ka) Passive Lateral Pressure (Kp) Subgrade Modulus (Below Water Table): 25 pci 2.88 DATE BY DESCRIPTION REVISIONS DATE BY DESCRIPTION GFA INTERNATIONAL, INC COUNTRY LAKES DRIVE FORT MYERS, FLORIDA PAUL J. D'HUYVETTER, P.E. #59716 AREA NORTH 2 CPS EAST CITY OF CAPE CORAL UTILITIES COUNTY NAME LEE PROJECT ID REPORT OF TEST BORINGS UEP NORTH 2 - CONTRACT13: CPS EAST CAPE CORAL, LEE COUNTY, FLORIDA SHEET NO. G-2

48 Appendix C - Notes Related to Borings

49 NOTES RELATED TO RECORDS OF TEST BORING AND GENERALIZED SUBSURFACE PROFILE 1. Groundwater level was encountered and recorded (if shown) following the completion of the soil test boring on the date indicated. Fluctuations in groundwater levels are common; consult report text for a discussion. 2. The boring location was identified in the field by offsetting from existing reference marks and using a cloth tape and survey wheel. 3. The borehole was backfilled to site grade following boring completion, and patched with asphalt cold patch mix when pavement was encountered. 4. The Record of Test Boring represents our interpretation of field conditions based on engineering examination of the soil samples. 5. The Record of Test Boring is subject to the limitations, conclusions and recommendations presented in the Report text. 6. Field Test Data shown on the Record of Test Boring indicated as 11/6 refers to the Standard Penetration Test (SPT) and means 11 hammer blows drove the sampler 6 inches. SPT uses a 140-pound hammer falling 30 inches. 7. The N-value from the SPT is the sum of the hammer blows required to drive the sampler the second and third 6- inch increments. 8. The soil/rock strata interfaces shown on the Records of Test Boring are approximate and may vary from those shown. The soil/rock conditions shown on the Records of Test Boring refer to conditions at the specific location tested; soil/rock conditions may vary between test locations. 9. Relative density for sands/gravels and consistency for silts/clays are described as follows: SPT CPT SANDS/GRAVELS SPT CPT SILTS/CLAYS BLOWS/FOOT KG/CM 2 RELATIVE DENSITY BLOWS/FOOT KG/CM 2 CONSISTENCY Very loose Very soft Loose Soft Medium Dense Firm over 120 Dense Stiff over 50 Very Dense Very stiff over 60 Hard 10. Grain size descriptions are as follows: 11. Definition of Descriptive Terms of Fines: NAME SIZE LIMITS PROPORTION ADJECTIVE Boulder 12 Inches or more Up to 10% with a trace Cobbles 3 to 12 Inches 10 to 30% with some Coarse Gravel ¾ to 3 Inches Fine Gravel No. 4 sieve to ¾ inch Coarse Sand No. 10 to No. 4 sieve Medium Sand No. 40 to No. 10 sieve Fine Sand No. 200 to No. 40 sieve Fines Smaller than No. 200 sieve 11. Definitions related to adjectives used in soil/rock descriptions: PROPORTION ADJECTIVE APPROXIMATE ROOT DIAMETER ADJECTIVE Up to 10% with a trace Less than 1/32" Fine roots 10 to 30% with some 1/32" to ¼ Small roots 30 to 50% with ¼ to 1" Medium roots Greater than 1" Large roots

50 Appendix D - Discussion of Soil Groups

51 DISCUSSION OF SOIL GROUPS: AASHTO CLASSIFICATION COARSE GRAINED SOILS Group A-1: The typical material of this group is a well-graded mixture of stone fragments or gavel, coarse sand, fine sand, and a nonplastic or feebly-plastic soil binder. However, this group also includes stone fragments, gravel, coarse sand, volcanic cinders, etc., without a soil binder. o Subgroup A-1-a: Includes those materials consisting predominantly of stone fragments or gravel, either with or without a well-graded binder of fine material. o Subgroup A-1-b: Includes those materials consisting predominantly of coarse sand, either with or without a well-graded soil binder. Group A-3: The typical material of this group is fine beach sand or fine desert-blow sand without silty or clay fines, or with a very small amount of nonplastic silt. This group also includes stream-deposited mixtures of poorly-graded fine sand and limited amounts of coarse sand and gravel. Group A-2: This group includes a wide variety of granular materials which are borderline between the materials falling in Groups A-1 and A-3, and the silt-clay materials of Groups A-4, A-5, A-6, and A-7. It includes all materials containing 35% or less passing a No. 200 (75-µm) sieve which cannot be classified in Groups A-1 or A-3, due to the fines content or the plasticity indexes, or both, in excess of the limitations for those groups. o Subgroups A-2-4 and A-2-5: Include various granular materials containing 35% or less passing a No. 200 (75-µm) sieve and with a minus No. 40 (425-µm) portion having the characteristics of Groups A-4 and A-5, respectively. These groups include such materials as gravel and coarse sand with silt contents or plasticity indexes in excess of the limitations of Group A-1 and fine sand with nonplastic-silt content in excess of the limitations of Group A-3. o Subgroups A-2-6 and A-2-7: Include materials similar to those described under Subgroups A-2-4 and A-2-5, except that the fine portion contains plastic clay having the characteristics of the A-6 or A-7 group, respectively.

52 FINE GRAINED SOILS Group A-4: The typical material of this group is a nonplastic or moderately plastic silty soil usually having 75% or more passing a No. 200 (75-µm) sieve. This group also includes mixtures of fine silty soil and up to 64% of sand and gravel retained on a No. 200 sieve. Group A-5: The typical material of this group is similar to that described under Group A- 4, except that it is usually of diatomaceous or micaceous character and may be highly elastic as indicated by the high liquid limit. Group A-6: The typical material of this group is a plastic clay soil usually having 75% or more passing a No. 200 (75-µm) sieve. This group also includes mixtures of fine clayey soil and up to 64% of sand and gravel retained on a No. 200 sieve. Materials of this group usually have a high volume change between wet and dry states. Group A-7: The typical material of this group is similar to that described under Group A- 6, except that it has the high liquid limits characteristic of Group A-5 and may be elastic as well as subject to high-volume change. o Subgroup A-7-5: Includes those materials with moderate plasticity indexes in relation to the liquid limit and which may be highly elastic as well as subject to considerable volume change. o Subgroup A-7-6: Includes those materials with high plasticity indexes in relation to liquid limit and which are subject to extremely high volume change. HIGHLY ORGANIC SOILS Group A-8: Highly organic soils (peat or muck) may be classified in this group. Classification of these materials is based on visual inspection and is not dependent on the percentage passing the No. 200 (75-µm) sieve liquid limit, or plasticity index. The material is composed primarily of partially decayed organic matter, generally has a fibrous texture, a dark brown or black color, and an odor of decay. These organic materials are unsuitable for use in embankments and subgrades. They are highly compressible and have low strength.

53 Appendix E Hydrologic Soils Map

54 Hydrologic Soils map Site Location Cape Coral, FL Cape Coral Utilities Expansion Project North 2 Contract 13: CPS East Cape Coral, Lee County, Florida GFA International Project No.: Map Unit: 18 Matlacha Gravelly Fine Sand, Limestone Substratum