The URL can be used to link to this page

Home My WebLink AboutGeo Report GFA INTERNATIONAL FLORIDA'S LEADING ENGINEERING SOURCE Report of Geotechnical Exploration JUM 2 ? Proposed Three-Story Residence PFR.'i1.Fii,J C 7912 South Ocean Dr. (Lot 4 Diamond Sands) St. !ude County, FL St. Lucie County, Florida December 15, 2016 GFA Project No.: 15-1818.00 For: Coastal Construction and Design .000000noo.nn - :<'j`< - 3 _ �:cccvcvcv vvvvvv' 1 caccvo�� ;. 3.��-� �-- cvaavvocvvvavc 1 - :- '�' oC noaon v C 000vav000vocao vovcv°ceuvcae_r: vovvv cvnvvcc°ccuncc �ivoeovo cvvnovnccnvvvnn .................v ' - 1� 1 �v 'la aaa°vnavvvvv .0 ..................._ 0000 vvovancac-c v-.. }p =!a aaaaaavvav ooc vvo na�� - '�� - ovvvvvvovvovcanucn:. - =o- �....;, '� • �oo cncoceccoco.on�r•c vovvvov coo �ovovavn c:,c.. l� vvv°cn acv°ve c.r:• ovan000c � °0000°° a �, v envovo �: _ vo nvac� n vv� v v _ — vvo I��]� yD 0000 vvvavv �� f .......... . °o 0000 ovad'o.. � - vavvvv vvo v vo cv vovvv 000 ovnvvvvvv vv o c ovvvoc vvvvc vicIN,ov```"`aaaaaa```"` , �.•a v,:co - Svc+ ' Florida's Leading Engineering Source Environmental•Geotechnical•Construction Materials Testing•Threshold and Special Inspections•Plan Review&Code Compliance �rFRNAT%O�P December 15, 2016 Coastal Construction and Design Attn: Mario Arbucci 1812 NW Old Oak Terrace Jensen Beach, Florida 34957 Site: Proposed Three-Story Residence 7912 South Ocean Dr. (Lot 4 Diamond Sands) St. Lucie County, Florida GFA Project# 15-1818.00 Dear Mr. Arbucci: 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 proposal dated November 23, 2016 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. Based on conversations with the client and a Boundary & Topographic Survey performed by Arnold Surveying. Inc: (Dated 11/19/2016), The residential structure will be located east of the Coastal Construction Control Line (CCCL) and therefore a pile supported foundation is required. The residence will be elevated above a lower level garage that may have walls and ground floor slab of frangible breakaway design. Based on the site plan, the current grade at the location of the proposed residence is about +5 feet NAVD (Note: NAVD assumed, datum not noted on survey). GFA estimates that up to 2 feet of fill will be required to bring the foundation pad to design grade. We assume the residence will have typical construction, and be supported on columns terminating on pile caps slightly below the round floor elevation. P p 9 Y 9 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 two (2) standard penetration test (SPT) borings to depths of approximately fifty (50) feet below ground surface (BGS)were completed for this study. 521 NW Enterprise Drive • Port St. Lucie, Florida 34986 • (772)924.3575 • (772)924-3580(fax) • www.teamgfa.com OFFICES THROUGHOUT FLORIDA Proposed Three-Story Residi^i'1ce Geotechnical Report 7912 South Ocean Dr. (Lot 4 Diamond Sands), St. Lucie County, FL December 15, 2016 GFA Project No. 15-1818.00 Page 2 of 11 According to the site plan, the ground surface at the boring locations was about +5 feet NAVD (Note: NAVD assumed, datum not noted on survey). The subsurface soil conditions encountered at this site generally consist of: ➢ +5 to +2 feet NAVD: Very loose to Loose sand (SP) ➢ +2 to -29 feet NAVD: Medium dense to Dense sand (SP) ➢ -29 to -45 feet NAVD: Very loose/soft sand with clayey layers (SP,SC,CH) Please refer to Appendix D - Record of Test Borings for a detailed account of each boring. For pile supported structures, GFA recommends using a deep foundation system consisting of augered cast-in-place (ACIP) piles. Based on our analysis, GFA has estimated that a 14-inch- diameter ACIP pile installed to an elevation of -26.5 feet NGVD/-25 feet NAVD (about 30 feet below existing grade) can provide a maximum allowable axial compressive capacity of 33 tons and a maximum tension capacity of 10 tons. GFA has estimated that a 16-inch-diameter ACIP pile installed to an elevation of -26.5 feet NGVD/-25 feet NAVD (about 30 feet below existing grade) can provide a maximum allowable axial compressive capacity of 40 tons and a maximum tension capacity of 12 tons. For the ground supported frangible walls and floor slabs, an allowable bearing capacity of 2,500 psf may be used for shallow footing foundation design. The subgrade soils should be improved with compaction from the stripped grade prior to constructing the foundation pads and footing excavations. The top 2 feet below stripped grade should be compacted to a minimum of 95% density prior to placing fill to achieve final grade. Fill (including stemwall backfill) should be placed in 12-inch lifts and compacted to achieve a minimum 95% density. After excavation for footings, the subgrade to a depth of 2 feet below bottom of footings should be compacted to achieve a minimum 95% density. Scour elevations used in pile calculations are those provided by the Florida DEP for coastal construction, but may not be adequate for actual scour elevations in hurricane(s) event(s) that exceed the DEP assumptions and cause lower scour elevations. Therefore, GFA analysis is limited to that provided by the DEP scour elevation, and scour analysis is not included in our scope of work. We appreciate the opportunity to be of service to you on this project and look forward to a continued association. Please do not hesitate to contact us if you have any questions or comments, or if we may further assist you as your plans proceed. RSA �� .i�Iorlda rt' ' ��rizationl\lumber4930 ry r Jaj aid W. N4ble P. . _ ic\1 an Collie, E.I. ir.r �Qt�hBi�al Rmyweer Manager �,N�eg istratic.d��'0675 < pR�O ♦ �. Fs'rs NlA� Proposed Three-Story Resid ce Geotechnical Report 7912 South Ocean Dr. (Lot 4 Diamond Sands), St. Lucie County, FL December 15, 2016 GFA Project No. 15-1818.00 Page 3 of 11 TABLE OF CONTENTS 1.0 INTRODUCTION .................................................................................................................4 1.1 Scope of Services............................................................................................................4 1.2 Project Description...........................................................................................................4 2.0 OBSERVATIONS.................................................................................................................5 2.1 Site Inspection .................................................................................................................5 2.2 Field Exploration ...............................................................:..............................................5 2.3 Laboratory Analysis..........................................................................................................5 2.4 Geomorphic Conditions....................................................................................................5 I� 2.5 Hydrogeological Conditions..............................................................................................6 3.0 ENGINEERING EVALUATION AND RECOMMENDATIONS ..............................................6 3.1 Foundation Recommendations - General.........................................................................6 3.2 Pile Foundation................................................................................................................6 3.3 Pile Installation.................................................................................................................8 3.4 Vibration Monitoring.........................................................................................................8 3.5 Design of Footings (Ground Level Frangible Walls) .........................................................9 3.6 Ground Floor Slab (Frangible)..........................................................................................9 3.7 Site Preparation ...............................................................................................................9 4.0 REPORT LIMITATIONS.....................................................................................................11 5.0 BASIS FOR RECOMMENDATIONS..................................................................................11 Appendix A-Vicinity Map Appendix B -Test Location Plan Appendix C - Notes Related to Borings Appendix D - Record of Test Borings Appendix E - Discussion of Soil Groups Proposed Three-Story Resicl�, ce Geotechnical Report 7912 South Ocean Dr. (Lot 4 Diamond Sands), St. Lucie County, FL December 15, 2016 GFA Project No. 15-1818.00 Page 4 of 11 1.0 INTRODUCTION 1.1 Scope of Services 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 services are 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 with respect to foundation support for the proposed structure. 4. Provide recommendations with respect to foundation support of the structure, including allowable soil-bearing capacity, bearing elevations, and foundation design parameters. 5. Provide criteria and site preparation procedures to prepare the site for the proposed construction. 1.2 Project Description Based on conversations with the client and a Boundary & Topographic Survey performed by Arnold Surveying. Inc. (Dated 11/19/2016), the project consists of constructing a three-level residence. The residential structure will be located east of the Coastal Construction Control Line (CCCL) and therefore a pile supported foundation is required. The residence will be elevated above a lower level garage that may have walls and ground floor slab of frangible breakaway design. Based on the site plan, the current grade at the location of the proposed residence is about +5 feet NAVD (Note: NAVD assumed, datum not noted on survey). GFA estimates that up to 2 feet of fill will be required to bring the foundation pad to design grade. We assume the residence will have typical construction, and be supported on columns terminating on pile caps slightly below the ground floor elevation. We have not received any information regarding structural loads. For the foundation recommendations presented in this report we assumed the maximum column load will be 80 kips and the maximum wall loading will be 4 kips per linear foot. 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. Proposed Three-Story ResiOce • Geotechnical Report 7912 South Ocean Dr. (Lot 4 Diamond Sands), St. Lucie County, FL December 15, 2016 GFA Project No. 15-1818.00 Page 5 of 11 2.0 OBSERVATIONS 2.1 Site Inspection The project site was generally grassy with some bushes. The grade at the site appeared to generally match that from the topographical survey. The Atlantic Ocean bordered the east side of the property. 2.2 Field Exploration A total of two (2) standard penetration test (SPT) borings to depths of approximately fifty (50) feet below ground surface (BGS) were completed for this study. The locations of the borings performed are illustrated in Appendix B: "Test Location Plan". The Standard Penetration Test (SPT) method was used as the investigative tools within the borings. SPT tests were performed in substantial accordance with ASTM Procedure D-1586, "Penetration Test and Split-Barrel Sampling of Soils". The SPT 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 D: 'Record of Test Borings". 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 confined to the zone of soil likely to be stressed by the proposed construction and knowledge of vicinity soils. 2.3 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-2488. 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, no laboratory testing was deemed necessary. Bag samples of the soil encountered during our field exploration will be held in our laboratory for your inspection for 30 days and then discarded unless we are notified otherwise in writing. The recovered samples were not examined, either visually or analytically, for chemical composition or environmental hazards. GFA would be pleased to perform these services for an additional fee, if required. 2.4 Geomorphic Conditions The geology of the site as mapped on the USDA Soil Survey website consists of Canaveral fine sand, 0 to 5 percent slopes (8). These are sandy soils and organic soils are not indicated. It should be noted that the Soil Survey generally extends to a maximum depth of 80 inches (approximately 63/feet) below ground surface and is not indicative of deeper soil conditions. 1 Proposed Three-Story Resle Geotechnical Report 7912 South Ocean Dr. (Lot 4 Diamond Sands), St. Lucie County, FL December 15, 2016 GFA Project No. 15-1818.00 Page 6 of 11 Boring logs derived from our field exploration are presented in Appendix D: "Record of Test Borings". The boring logs depict the observed soils in graphic detail. The Standard Penetration Test borings indicate the penetration resistance, or N-values, 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 Florida conditions. See Appendix E: "Discussion of Soil Groups", for a detailed description of various soil groups. According to the site plan, the ground surface at the boring locations was about +5 feet NAVD (Note: NAVD assumed, datum not noted on survey). The subsurface soil conditions encountered at this site generally consist of: ➢ +5 to +2 feet NAVD: Very loose to Loose sand (SP) ➢ +2 to -29 feet NAVD: Medium dense to Dense sand (SP) ➢ -29 to -45 feet NAVD: Very loose/soft sand with clayey layers (SP,SC,CH) Please refer to Appendix D - Record of Test Borings for a detailed account of each boring. 2.5 Hydrogeological Conditions On the dates of our field exploration, the groundwater table was encountered at depths ranging from approximately 4 to 5 feet below the existing ground surface. The groundwater table will fluctuate seasonally depending upon local rainfall and other site specific and/or local influences including the water level in the nearby Atlantic Ocean with tidal influences. Brief ponding of stormwater may occur across the site after heavy rains. No additional investigation was included in our scope of work in relation to the wet seasonal high groundwater table or any existing well fields in the vicinity. Well fields may influence water table levels and cause significant fluctuations. If a more comprehensive water table analysis is necessary, please contact our office for additional guidance. 3.0 ENGINEERING EVALUATION AND RECOMMENDATIONS 3.1 Foundation Recommendations - General The residential structure will be located east of the Coastal Construction Control Line (CCCL) and therefore a pile supported foundation is required. Frangible ground floor slabs and ground level walls may be pile supported or supported on footings in accordance with rules and regulations (to be determined by others). 3.2 Pile Foundation The following is design parameters GFA used for pile recommendations: ➢ For CCCL construction, the FDEP has established a 100-year storm elevation (bottom of lowest structural member) of +17.0 or +17.9 feet NGVD (depends on location) for structures within St. Lucie County. Proposed Three-Story Resid'7ce Geotechnical Report 7912 South Ocean Dr. (Lot 4 Diamond Sands), St. Lucie County, FL December 15, 2016 GFA Project No. 15-1818.00 Page 7 of 11 ➢ For CCCL construction, the FDEP has established a 100-year storm erosion elevation (design scour elevation) of+2.7 feet NGVD for all of St. Lucie County. ➢ A loss of soil support between the bottom of lowest structural member and design scour elevation (+2.7 feet NGVD) was included in compressive, tensile, and lateral pile capacity analyses. ➢ We assume the residence will have typical construction, and be supported on columns terminating on pile caps slightly below the ground floor elevation. We assume that fill will be placed to achieve final (or near final) grade before installing the pile foundations, and top of piles (bottom of pile caps)would be about+6.5 feet NGVD/+4 feet NAVD. At this time, GFA recommends the deep foundation to consist of augered cast-in-place piles (ACIP). Additional lateral capacity may be attained by utilizing inclined piles. We assumed that the piles will have a minimum of 1% steel reinforcement for the analyses. ACIP pile installation procedures should be performed in accordance with the guidelines presented in the latest edition of the Deep Foundations Institute's Augered Cast-In-Place Pile Manual. The lateral capacity and pile top deflection were calculated using the commercially available L-pile 4.0 software. A summary of pile capacities for a 14-inch and 16-inch diameter ACIP piles are presented in the following table. Pile Recommendations For All Pile Supported Structures Maximum Nominal Pile Top Recommended Pile Pile Pile Pile Lateral Pile Elevation Pile Tip Lengths Compression Tension Capacity Recommended Diameter (NGVD)- Elevation (ft)*** Capacity Ca aci (Tons)** Grout Stren th 0.5 Tons (Free Head) -24.5 feet NGVD 1.25 Tons 14" Unknown -23 feet NAVD Unknown 33 Tons 10 Tons Fixed Head 5000 psi 0.5 Tons (Free Head) -24.5 feet NGVD 1.25 Tons 16" Unknown -23 feet NAVD Unknown 40 Tons 12 Tons Fixed Head 5000 psi *Pile top elevation assumed above+2.7 feet NGVD (1.2 feet NAVD)for analyses. **For calculated pile top deflection of inches at top of pile elevation. ***From existing grade would be about 30 ft. long (33 tons and 40 tons). GFA assumed that the piles will have a minimum of 1% steel reinforcement for the analyses. Augercast piles should be reinforced over their entire length for tension capacity. The reinforcement shall be as designed by the Structural Engineer. If piles of lesser or greater capacities than those mentioned in the table above are required, GFA would be pleased to provide further recommendations upon request. The following additional notes are applicable to the pile design: • Structural stresses in the piles may impose a more severe limitation on the design capacity; therefore, we recommend the allowable stresses be verified for the selected pile section. Proposed Three-Story Resitce Geotechnical Report A Y 7912 South Ocean Dr. (Lot 4 Diamond Sands), St. Lucie County, FL December 15, 2016 GFA Project No. 15-1818.00 Page 8 of 11 • The pile reinforcement is sufficiently embedded in the pile cap so as to afford a fixed end connection if required. 3.3 Pile Installation Pile design and installation shall be in accordance with the applicable sections of the Florida Building Code and other applicable federal, state and local requirements. In addition, piles should be installed in accordance with the following: 1. Pile Length: The proposed 14-inch-diameter piles should be installed as determined by the inspecting Geotechnical Engineer. 2. Spacing - Piles installed in groups should be spaced at a center-to-center distance of not less than 3 pile diameters. 3. Plan Location - The center of the top of any pile at cut-off should be displaced laterally no more than 3 inches from the position shown on the plans. This applies to both single piles and piles installed in groups. 4. Vertical Alignment - The vertical alignment of the piling should not deviate from the plumb by more than 1/4 inch per foot of length. 5. Reinforcing Cage Positioning - The top of the reinforcing cages installed in. the piling should not be more than 6 inches above and no more than 3 inches below the positions shown in the plans. The reinforcing cages should be positioned concentrically within the grouted pile shaft. The grout cover over longitudinal reinforcing bars should not be less than 3 inches. Reinforcing centralizers shall be placed at maximum spacing of 15 feet at the lower portion of the pile and at 5 feet from the cage's top. 6. Adjacent Piles - A minimum time period of 12 hours should be specified for the installation of piles located within 5 feet, center-to-center, of each other. 7. Grout Factor- The minimum acceptable grout factor (i.e. actual grout volume divided by theoretical grout volume)should be 1.1. 3.4 Vibration Monitoring The proposed construction may be within close proximity to residential structures and roadways that maybe susceptible to damage from vibration generated at the site. We recommend that during all aspects of construction, the bordering landmarks be monitored using a seismograph to determine the extent of vibration absorption that these features will be subject to. The seismograph used to monitor at this site should have the capability to measure ground velocities along vertical, transverse, and longitudinal axes. The project structural engineer should establish allowable ground velocities that the bordering facilities can safely withstand without any damage. Proposed Three-Story ResiOnce • Geotechnical Report p rY 7912 South Ocean Dr. (Lot 4 Diamond Sands), St. Lucie County, FL December 15, 2016 GFA Project No. 15-1818.00 Page 9 of 11 3.5 Design of Footings (Ground Level Frangible Walls) Footings may be designed using an allowable soil bearing pressure of 2,500 psf. Shallow foundations should be embedded a minimum of 12 inches below final grade. This embedment shall be measured from the lowest adjacent grade. Isolated column footings should be at least 24 inches in width and 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. Settlements have been projected to be less than 1-inch total and %2-inch differential. All footings and columns should be structurally separated from the floor slab, as they will be loaded differently and at different times, unless a monolithic mat foundation is designed. 3.6 Ground Floor Slab (Frangible) 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 150 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. Water vapor is likely to rise through the granular fill and condense beneath the base of the floor slab. If moisture entry into the floor slab is not desirable, an impermeable membrane should be installed at the slab bottom - subgrade interface. 3.7 Site Preparation GFA recommends the following compaction requirements for this project: ➢ Proof Roll ......................................................................95% of a Modified Proctor ➢ Building Pad Fill ............................................................95% of a Modified Proctor ➢ Footings........................................................................95% 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 2 feet below stripped surface and 2 feet below bottom of footings. All density tests should be performed using the nuclear method (ASTM D-2922), the sand cone method (ASTM D-1556), or Hand Cone Penetrometer(HCP)tests. Our recommendations for preparation of the site 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 (removing surface vegetation, near surface roots, and other deleterious matter) 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). Foundations and any below grade remains of Proposed Three-Story Residueice Geotechnical Report p rl' 7912 South Ocean Dr. (Lot 4 Diamond Sands), St. Lucie County, FL December 15, 2016 GFA Project No. 15-1818.00 Page 10 of 11 any structures that are within the footprint of the new construction should be removed, and utility lines should be removed or properly abandoned so as to not affect structures. If the demolished residence had a pile foundation, GFA must be notified as the recommendations may change. 2. 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 three (3)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-GP, GP-GM) containing not more than 5 percent (by weight) organic materials. Fill materials with silt/clay-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 three (3)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 seventy five (75) lineal feet of wall footings. 6. Upon completion of production pile installation and pile cap construction, the pile caps should be backfilled in 6 to 8 inch thick lifts and compacted to at least 95% of the modified Proctor maximum dry density (ASTM D 1557). 7. 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. Proposed Three-StoryResidce Geotechnical Report 7912 South Ocean Dr. (Lot 4 Diamond Sands), St. Lucie County, FL December 15, 2016 GFA Project No. 15-1818.00 Page 11 of 11 4.0 REPORT LIMITATIONS I This consulting report has been prepared for the exclusive use of the current project owners and other members of the design team for the Proposed Residence located at 7912 South Ocean Dr. (Lot 4 Diamond Sands), St. Lucie 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. Scour elevations used in pile calculations are those provided by the Florida DEP for coastal construction, but may not be adequate for actual scour elevations in hurricane(s) event(s) that exceed the DEP assumptions and cause lower scour elevations. Therefore, GFA analysis is limited to that provided by the DEP scour elevation, and scour analysis is not included in our scope of work. 5.0 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. 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 applicable SPT methodology (ASTM D-1586), CPT methodology (ASTM D-3441), and Auger Boring methodology (ASTM D-1452) used in performing our borings and sounding, and for determining penetration and cone resistance is specific to the sampling tools utilized and does not reflect the ease or difficulty to advance other tools or materials. Appendix A - Vicinity Map /yTFRNATIO�P1. Vicinity Map 7912 South Ocean Drive (Lot No. 4, Diamond Sands) Jensen Beach, St. Lucie County, FL GFA Project No. 15-1818.00 I Site Location N , r - I rh 4, , A. 4.. y Y= y5 y C• � ,',6.J,..o S 1 I'4 'hL Note: Aerial Photograph from GoogleEarth Website Appendix B - Test Location Plan Test Location Plan: 7912South.Oc an Drive, Jensen Beach, St. Lucie County, BOUNDARY & TOPOGRAPHIC SURVEY oil a DIAMOND SANDS,PLAT NO.Z LOT 4 `� 'j i � 1OfOe ,D�,(D„ SAINT LUCIE.COUNTY,,FLORIDA Z � n wDeonerTrer +In,u.n $ VT\ V A a y \A\\——————— —��———————————\` \ \' GLOBAL rOSMOMNO SYSTEM coral NOTES y \9\ r;— J \ /~ , \ \ ��•��\ aOV¢`IT1LngOJuutnernc Tom.IrFaY.a SITE O LOT 1 \ \ \ \ `J — 'To"rm.°Fuu�i`mm�c.","'r""�°.w .'�>w'.r'�, 0 a VADANf +` \ \ )' Weltu+oemuP.i(I�nocuarouTLrnaerar�`w" LOCATION MAP Z g ` ` �r rW[IIIOYOsl1VwA�miulN�pOR,R \\ L— NOT TO SCALE 1r Y ...o�rmruo.,oluorwcettw.wcsPc(n.muowr �C \�\ � \\ \ T� \ 1 wTMow.. ''+wlaeoem'�iw'�mn.woi°roauu.��I,nMOir 3TREETADDRESS Q ` A u.e \ _ \ \ AraLNOlrmemu,NTnDAmxpArmnn.a GYlpl�elRVLTe MYIM��MOMIi,OUM 7417 1'.OVNI OCEAN DRILL JINS(N OLAW.R S.oST `\ \ �\\\ r.v r'•r3.��q�✓` \ A\ 4MNPlPTKTMRTKWIMCYfP1TM�NMTMNIP1P.i �u af+�`;\\ \ ` \i • TTlLmNTAt:,atl.,N1.,Lla LEOALDESCRIP'T10N LOT \ \�. �� ' •�� TQ SN W=IK RAxq 41 CAST..ST.LUC4 CW ry. \ `\ VACANT K ! TLOILDA:+AID PARCCL BEING YO"PMKVLAALY DESCI�O AS \�. � r FOLLORS: ` A AA\ BANG ALL OF LDT A,As 4,OKM On YTE RAT OF OAV(a-b \A\ \ _ \ \ \ \ n� SANDS RAT N0.2,AS RECORDED N PUT BOOK 54,PAGES �.f N+I w.� \ �N' \—'sue unrs.mu m..mta P•� A0-.4 PUM RECORDS Or ST LUG UN I s COTY.F10kD \ AY� AOrwfI71 we+► \- gi \\ ' ` � \J a_ *•�� .SAID MT—NC 0.a(ACRFS.MORE OR LESS. \��.•..R... \°,IatP.`::�..> GENERAL NOTES t VACANT OLuE EueNcs Sic"Rrxcw A¢ BASED,wm THE Yasr BOUNDARY Or AVONO SATDS PUTM N0.2 AS RECORDED Ol T k BOOK SU.PACES 40-46,ST.WCIE COUNTY PUBLIC RECORDSi. a .+�•'t~•q•�'te a. L`\ '�•`:ti `_ _- a` 3 - ,i�, ,•�RA,.�/ a.aui�. J :;'' \ 2. ALL ADDLL 9 LOCATED "E A)m I,NRDYDVLYTS ANY.NAK_81II1 1, To DS•. �� `;{ d�'•�' \ /A—r.�y7•-EI `�7L�ir k� \ \ \. i 1�� T°��\• , \ \ A,m ,OM,"ERECT. 9�x F DA slRN NAY O IL\o.Lma a L�EBrlLouxD fOUPDA0CN9 Y(sDl YAY OLY;IPY 1AN03 Of nPLLRS.® \\ (� \ �4 TED ON TWSU0EY. A+D unurY stR�asNAKvor or.EN LOCATED OR DaS SURVET,, 5 ,� s nocD NDre:Dr aAPlcc RarT•.Nc oNLT.D1rs PrtfPEItTTLs'VACANTP I A ` . •• v.,u,uA L+ \• \ \\ wZWE'AC-1" T)` -1' PND TNETIOOli USURANCC RATE.4.NNNV'UDY PANCL NM,t111CC303 • 4 1 GTECDK DA,E RDRUART 16.2D12.ne[ 4ACT DESGNAT. CAN ONLY BE OCTERVLNLD BY AV(L£VATLO.CERNICATC. 3 Y Bg0. r��'W, ,`�\`. �Aohsa i,rr ` A ✓fir \ MUTURER-WAND ORDINAL RAISED F Ck ug SEAALL 01 AYALOFLM,DA uIC£t�L yyy! E su. \ Ntl'Si7�•H (�spA7'\/ a..1 i : i9�� rL I� 5u➢IKYCA h RAPPCS. U q®41+ v DOI11043 6i DELETIONS RI 9JR1£'/ MS OR REPORTS BY �. p OMEA MM THE 9C:.Vn PART'OR PARTIE IS PROa5I:ED 2. A Q e�•B a` —L•OT3" R 1 \ r \` WfTM1 11BTTEN CMWN2 O TK 10-C PARTY OR PARTIES, IA p9tLjy°g'a VACANT ',`\ B. LNTONATICN VHORN N(IEON 15 BASED 04 PLATTED AND FIIDD SU .1 •r`y4yi A\ rou. �L�rq'. ,; \ \\\•LA "'�a�., .e•.....P ...,,....`s'''A ( '� uCARFD OATA.TE O `( 87 u+os \ •A `V•n;.vidvm�v v'"'�p`� L \ w wx�h TP.A,e. a. INC LAST DAM nuo—rAS RM.UER IL 20+G. \ \ \ Of ` \ 0 LAAUS SHOAT;N(RCVL ACRE NOT ADSTRACTED BY TARS aln. 1 A�•'� \ AeP'wPR nr j \A� a ra��e.0 AO DOLE-M-YAY. ESMCEASETIENTS CFAECLRD.OACT DEED s `�u,a � `• A � AAANOOtvI.aTS DEED R[STRrC:1UNs OF v49PNY ACT DEEDS U. A\L \ �5 AL��P� \\\\ ~� rr• s` \ \\\,douaA� LEGEND A ABBREVIATIONS Dcnan,n. u A F x b nA,G NDYCN;R 19,RI( 7— — rn+ q' ��(are.•r(•urAlraorsrt �/�� minwu(ea I I w m.R;T w.,Aa ,,vDm l m ...... aAra wN�e ,drmwownao« " M�IIEUI-0VFAIS �rAtl M � RO(mflCY+lOeRleeAewR / aaurftmo ittr, ,TA.�a.�. `\ Cro.rwNNr n.DE1aq \ 27 ' 26_ Lb �L + 3h 35 .. ZIARLES ARNOLD • �4 (IDV(DeeAe]NINNd I MO �arm(<OKrtl e.t u.. P�A OA,E`� � YiI.AN AeeL+.if13 Y . aMTIAML s4E, I O' 1 erwar 1 M0.4Ci x0 IS•311 -Approximate Standard Penetration Test(SPT) Boring Locations Appendix C - Notes Related to Borings 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. � � P 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/CM1 RELATIVE DENSITY BLOWS/FOOT KG/CM CONSISTENCY 0-4 0-16 Veryloose 0-1 0-3 Ve soft 5-10 17-40 Loose 2-4 4-6 Soft 11-30 41-120 Medium Dense 5-8 7-12 Firm 31-50 121-200 Dense 9-15 13-25 Stiff 50+ over 200 Very Dense 16-30 25-50 1 Very stiff >30 >50 Hard 10. Grain size descriptions areas follows: NAME SIZE LIMITS Boulder 12 Inches or more Cobbles 3 to 12 Inches Coarse Gravel %to 3 Inches Fine Gravel No.4 sieve to%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 <5% Trace Less than 1/32" Fine roots 5%to 12% Little 1/32"to''/4" Small roots 12%to 30% Some ''/,"to V Medium roots 30%to 50% And Greater than 1" Large roots Organic Soils:Soils containing vegetable tissue in various stages of decomposition that has a fibrous to amorphous texture, usually a dark brown to black color,and an organic odor. Organic Content<25%:Slightly to Highly Organic;25%to 75%:Muck;>75%:Peat Appendix D - Record of Test Borings GFA INTERNATIONAL 521 N.W.ENTERPRISE DRIVE.PORT ST.LucIE.FLORIDA 34986 PHONE:(772)924-3575 - FAx:(772)924-3580 STANDARD PENETRATION TEST BORING (ASTM D-1586) 1 Construction and Design Project No.:15-1818.00 Client: Coastal Co o g � Lab No.. Project: 7912 South Ocean Drive(Lot No.4,Diamond Sands) Page: 1 of 1 Jensen Beach,St.Lucie County,FL Date: 12/5/2016 Elevation: Existing Grade Drill Rig: CME45 Water Level:4.6 feet after 0 hours Drilling Fluid commenced at depth of 10 feet Field Party: PM/WG TEST LOCATION: SPT- I N27.320220 W80.226710 Laboratory Tests Depth Blows/ N Sample Layer: Passing Moisture Organic (feet) 6 in. Value No. From/to USCS Description No.200 Content Content 0 ............. ............ 1 0-4 SP Brown fine sand --• 1 1.... . 1 2 1 --- 2 2 ..3.. --- 3 4 ... .... ......O.. 2 --- 4 ...-12... ............ 20 4- 10 SP Light brown fine sand,trace shell 5 ............. ............ _-- 22 42 3 6 20 ........................ .. 5 --- 7 8 ...... ..... ............ _-- 8 16 4 8 10 ............. ... .. 10 9 ............. ............ _-- 10 20 5 10 ....11.... ....... 11 ........ ....... 12 ........ ....... 13 ........ ....... 14 ... 10 13.5 - 15 SP Light brown fine sand,trace shell 17 is ....20 37... 6 16 ........ ....... 17 ............. ............ 18 ......... ....... 19 ....15 18.5-20 SP Gray fine sand,trace shell 14 --- 15 29 7 GFA INTERNATIONAL 521 N.W.ENTERPRISE DRIVE.PORT ST.LUCIE.FLORIDA 34986 PHONE:(772)924-3575 - FAx: (772)924-3580 STANDARD PENETRATION TEST BORING (ASTM D-1586) Client: Coastal Construction and Design Project No.:15-1818.00 Lab No.: Project: 7912 South Ocean Drive(Lot No.4,Diamond Sands) Page: 2 of 3 Jensen Beach,St.Lucie County,FL Date: 12/5/2016 Elevation: Existing Grade Drill Rig: CME45 Water Level:4.6 feet after 0 hours Drilling Fluid commenced at depth of 10 feet Field Party: PM/WG TEST LOCATION: SPT- 1 N27.320220 W80.226710 Laboratory Tests Depth Blows/ N Sample Layer: Passing Moisture Organic (feet) 6 in. Value No. From/to USCS Description No.200 Content Content 20 ------ ----- 21 ........ ....... 22 ......... ....... 23 ......... ....... 24 .11 23.5 -25 SP Gray fine sand 12 25 ....16 28... 8 26 .......................... 27 ......... ....... 28 ........ ....... 29 12 28.5 -30 SP Gray fine sand 12 30 ....1.1 ...23... 9 31 ......... ....... 32 ......... ....... 33 ............. ............ 34 ••••-1 ............ 33.5 -35 SC Gray fine sand,some silt and clay 35 ..... ..-3.... 10 36 ......... ....... 37 ........ ....... 38 ......... ....... 39 ••••.1 ........... 38.5 -40 SP Gray fine sand,trace silt 2 2 4 11 GFA INTERNATIONAL 521 N.W.ENTERPRISE DRIVE.PORT ST.LUCIE.FLORIDA 34986 PHONE:(772)924-3575 - FAx:(772)924-3580 STANDARD PENETRATION TEST BORING (ASTM D-1586) Client: Coastal Construction and Design Project No.:15-1818.00 Lab No.: Project: 7912 South Ocean Drive(Lot No.4,Diamond Sands) Page: 3 of 3 Jensen Beach, St.Lucie County,FL Date: 12/5/2016 Elevation: Existing Grade Drill Rig: CME45 Water Level:4.6 feet after 0 hours Drilling Fluid commenced at depth of 10 feet Field Party:PM/WG TEST LOCATION: SPT- 1 N27.320220 W80.226710 Laboratory Tests Depth Blows/ N Sample Layer: Passing Moisture Organic (feet) 6 in. Value No. From/to USCS Description No.200 Content Content 40 ------ ----- 41 ........ ....... 42 ........ ....... 43 ......... ....... 44 WOH 43.5 -44.5 CH Gray silt ............. . 10 45 ..•.• ....17 12 44.5 -45 SP Gray fine sand,trace cemented sand 46 ............. ............ 47 .......................... 48 ........ ....... 7 48.5 -50 SP Light gray fine sand,trace shell and cemented 49 11 sand so ....12 ..23 13 ... Terminated boring at 50 feet 51 ........ ....... 52 ........ ....... WOH=Weight of hammer 54 ......... ....... ---55 ......... ....... ---56 ........ ....... ---57 ........ ....... 58 ........ ....... 59 ......... GFA INTERNATIONAL 521 N.W.ENTERPRISE DRIVE.PORT ST.LvCIE.FLORIDA 34986 PHONE:(772)924-3575 - FAx:(772)924-3580 STANDARD PENETRATION TEST BORING (ASTM D-1586) Client: Coastal Construction and Design Project No.:15-1818.00 Lab No.. Project: 7912 South Ocean Drive(Lot No.4,Diamond Sands) Page: 1 of 1 Jensen Beach, St.Lucie County,FL Date: 12/5/2016 Elevation: Existing Grade Drill Rig: CME45 Water Level:4.8 feet after 0 hours Drilling Fluid commenced at depth of 10 feet Field Party: PM/WG TEST LOCATION: SPT-2 N27.320340 W80.226510 Laboratory Tests Depth Blows/ N Sample Layer: USCS Description Passing Moisture Organic (feet) 6 in. Value No. From/to No.200 Content Content 0 2 0-3 SP Light brown fine sand --- 1 2 ............ ............ 4 6 1 --- Z 5 ............. ... .. 4 3 .....6..... ............ 7 13 2 3 - 10 SP Light brown fine sand,trace shell --- 4 7 ................ .. 5 --- 5 6 ........... ............ _-- 6 12 3 6 ............ ............ 7 7 10 ............. ............ _-- 15 25 4 g16 .................... ... .. 15 --- 22 5 10 ....2...... ............ 11 ........ ....... 12 ........ ....... 13 ........ ....... 14 .....16 13.5 - 15 SP Light brown fine sand,trace shell 13 15 ....19 32 6 16 ......... ....... 17 ............. ............ 18 ............. ............ 19 1 ..........• 18.5 -20 SP Gray fine sand,trace shell 17 17 34 7 • G FA INTERNATIONAL• 521 N.W.ENTERPRISE DRIVE.PORT ST.LUCIE.FLORIDA 34986 PHONE:(772)924-3575 - FAx:(772)924-3580 STANDARD PENETRATION TEST BORING (ASTM D-1586) Client: Coastal Construction and Design Project No.:15-1818.00 Lab No.. Project: 7912 South Ocean Drive(Lot No.4,Diamond Sands) Page: 2 of 3 Jensen Beach,St.Lucie County,FL Date: 12/5/2016 Elevation: Existing Grade Drill Rig: CME45 Water Level:4.8 feet after 0 hours Drilling Fluid commenced at depth of 10 feet Field Party: PM/WG TEST LOCATION: SPT-2 N27.320340 W80.22651° Laboratory Tests Depth Blows/ N Sample Layer: USCS Description Passing Moisture Organic (feet) 6 in. Value No. From/to No.200 Content Content 20 ------ ----- 21 ........ ....... 22 ......... ....... 23 ............. ............ 24 10 23.5 -25 SP Gray fine sand,trace shell 14 25 ...-15 ..29 8 26 ......... ....... 27 ......... ....... 28 ........ ....... 29 9 28.5 -30 SP Dark gray fine sand 9 30 ...-13.... ...2.2 9 31 ......... ....... 32 ........ ....... 33 ............. ............ 34 WOH....... 33.5 -35 SC Gray silt,some clay ...... . WOH WOH WOH 10 35 ............. ........ WOH=Weight of hammer 36 ........ ....... 37 ........ ....... 38 ......... ....... 39 ...... 38.5 -40 SC Gray silt,some clay L2 2 4 11 GFA INTERNATIONAL 521 N.W.ENTERPRISE DRIVE.PORT ST.LUCIE.FLORIDA 34986 PHONE:(772)924-3575 - FAx:(772)924-3580 STANDARD PENETRATION TEST BORING (ASTM D-1586) Client: Coastal Construction and Design Project No.:15-1818.00 Lab No.: Project: 7912 South Ocean Drive(Lot No.4,Diamond Sands) Page: 3 of 3 Jensen Beach, St.Lucie County,FL Date: 12/5/2016 Elevation: Existing Grade Drill Rig: CME45 Water Level:4.8 feet after 0 hours Drilling Fluid commenced at depth of 10 feet Field Party: PM/WG TEST LOCATION: SPT-2 N27.320340 W80.22651° Laboratory Tests Depth Blows/ N Sample Layer: USCS Description Passing Moisture Organic (feet) 6 in. Value No. From/to No.200 Content Content 40 ------ ----- 41 ......... ....... 42 ........ ....... 43 ........ ....... 44 ......2 ........... 43.5 -45 SP-SC Gray fine sand,little clay 6 45 ..... ....g.... 12 46 ......... ....... 47 ........................... 48 ......... ....... 49 ••..14 48.5 -50 SP Light gray fine sand,cemented sand and shell 6 50 ••••.9 ....15 13 _- Terminated boring at 50 feet 51 ........ ....... 52 ........ ....... 53 ............. ............ 54 ........ ....... 55 ........ ....... 56 ............. ............ 57 ........ ....... 58 ........ ....... 59 ........ ....... Appendix E - Discussion of Soil Groups DISCUSSION OF SOIL GROUPS COARSE GRAINED SOILS GW and SW GROUPS. These groups comprise well-graded gravelly and sandy soils having little or no plastic fines (less than percent passing the No. 200 sieve). The presence of the fines must not noticeably change the strength characteristics of the coarse-grained friction and must not interface with it's free-draining characteristics. GP and SP GROUPS. Poorly graded gravels and sands containing little of no plastic fines (less than 5 percent passing the No. 200 sieve) are classed in GP and SP groups. The materials may be called uniform gravels, uniform sands or non-uniform mixtures of very coarse materials and very fine sand, with intermediate sizes lacking (sometimes called skip-graded, gap graded or step- graded). This last group often results from borrow pit excavation in which gravel and sand layers are mixed. GM and SM GROUPS. In general, the GM and SM groups comprise gravels or sands with fines (more than 12 percent the No. 200 sieve) having low or no plasticity. The plasticity index and liquid limit of soils in the group should plot below the "A" line on the plasticity chart. The gradation of the material is not considered significant and both well and poorly graded materials are included. GC and SC GROUPS. In general, the GC and SC groups comprise gravelly or sandy soils with fines (more than 12 percent passing the No, 200 sieve) which have a fairly high plasticity. The liquid limit and plasticity index should plat above the "A" line on the plasticity chart. FINE GRAINED SOILS ML and MH GROUPS. In these groups, the symbol M has been used to designate predominantly silty material. The symbols L and H represent low and high liquid limits, respectively, and an arbitrary dividing line between the two set at a liquid limit of 50. The soils in the ML and MH groups are sandy silts, clayey silts or inorganic silts with relatively low plasticity. Also included are loose type soils and rock flours. CL and CH GROUPS. In these groups the symbol C stands for clay, with L and H denoting low or high liquid limits, with the dividing line again set at a liquid of 50. The soils are primarily organic clays. Low plasticity clays are classified as CL and are usually lean clays, sandy clays or silty clays. The medium and high plasticity clays are classified as CH. These include the fat clays, gumbo clays and some volcanic clays. OL and OH GROUPS. The soil in the OL and OH groups are characterized by the presence of organic odor or color, hence the symbol O. Organic silts and clays are classified in these groups. The materials have a plasticity range that corresponds with the ML and MH groups. HIGHLY ORGANIC SOILS The highly organic soils are usually very soft and compressible and have undesirable construction characteristics. Particles of leaves, grasses, branches, or other fibrous vegetable matter are common components of these soils. They are not subdivided and are classified into one group with the symbol PT. Peat humus and swamp soils with a highly organic texture are typical soils of the group. IM ,L � � � � � �� \ � � � �` `� �� ;� ;, ,_, ,;- ; ,, ;� ,- ,,_ ,� i ,= ,-