EFTA01113413.pdf

1310 Neptune Drive Nutting Bea : ch, Fl., 33426 FTBoyn. Ion BORING NUMBER B-1 r ia ) Engineers eiephone PAGE 1 OF 1 Ttatheted k On Caren••• PROJECT NUMBER 17015.2 — CLIENT Labonte Construction PROJECT NAME 358 El Brill° Way PROJECT LOCATION 368 El Brill° Way. Palm Beach. Florida DATE STARTED 8/19/15 COMPLETED 8119115 SURFACE ELEVATION REFERENCE —2' above Road Crown DRILLING METHOD Standard Penetration Boring GROUND WATER LEVELS: LOGGED BY _7, '1 e_t_t CHECKED BY C. Gworek VAT TIME OF DRILLING 5.0 ft APPROXIMATE LOCATION OF BORING As located on site plan • SM. N VALUE A &AMPLE TYPE GRAPHIC NUMBER 0 10 20 30 40 DEPTH LOG MATERIAL. DESCRIPTION O PL MC LL Blows 1-41-I lf 20 40 60 80 Z 13 PINKS CONTENT 090 I., t ‘ TOPSOIL 3" r 20 40 60 80 Gray fine SAND, trace root AU Tan fine SAND - - AU 2 ... •• SS 11.2.19•!9 21 A 3 SS 13.13.8.8 4 21 A Gray One SAND - - SS 6 5-6-4-5 10 • 10 6 I &own PEAT . le ,n SS a 4-6.5.13 13 • vi k ,- "Ys LI Uc g ,..,::.. Gray One SAND X 55 T 9.11. 10.12 21 • . 15 •: 8 ~x _ . • SS s 8 10.12.12.16 24 • 20 X Bottom of hole at 20.0 feet. 2 Disclaimer Nutting EnginesoptFlo643.inc. scants no liability_for tho conmentwithe ind000ndont intennitation of drilliog has by others EFTA01113413  - LEGEND• APPROX. TEST LOCATION Labonte Construction NUTTING 358 El Brillo Way APPROXIMATE E NGINEERS 358 El Brillo Way TEST LOCATION GEOTECHNICAL EXPLORATION FIG. 1 OF FLORIDA. VW. Palm Beach, Florida PLAN ESTABLISHED1W PROJECT NO. 17352.1 EFTA01113414  REPORT OF GEOTECHNICAL EXPLORATION PROPOSED RESIDENCE ADDITIONS AND RENOVATIONS 358 EL BRILLO WAY PALM BEACH, FLORIDA FOR LABONTE CONSTRUCTION 4165 LINDEN AVENUE PALM BEACH GARDENS, FLORIDA 33410 PREPARED BY NUTTING ENGINEERS OF FLORIDA, INC. 1310 NEPTUNE DRIVE BOYNTON BEACH, FLORIDA 33426 ORDER NO. 17025.2 AUGUST 2015 Geotechnical & Construction Materials Nutting Engineering, Testing & Inspection Environmental Services Engineers of Florida Inc.! Established 1967 Offices throughout the state ofFlorida Your Project is Our Commitment EFTA01113415  1310 Neptune Drive Nutting Boynton Beach, Florida 33426 Toll Fret: Engineers of Florida Inc.' Established 1967 Fax: Etrowara. St. Lucie Miami-Dade Your Project Is Our Commitment ta ta August 21, 2015 :35 76 Mr. Daniel Labonte Labonte Construction E 4165 Linden Avenue o Palm Beach Gardens, Florida 33410 3 Phone Email: Subject: Report of Geotechnical Exploration o Proposed Residence Additions and Renovations 358 El Brillo Way a Palm Beach, Florida Dear Mr. Labonte: the 57) Nutting Engineers of Florida, Inc. (NE), has performed a Geotechnical Exploration for Beach, proposed residence additions and renovations at the above referenced site in Palm Florida. This exploration was performed in accordance with the verbal authorizati on to proceed ch to r.. provided by Labonte Construction dated August 13, 2015. This evaluation was performed test locations which along with develop information regarding subsurface conditions at specific earthwork proposed construction information provided was used to develop opinions regarding our c procedures and foundations for support of the proposed construction. This report presents of this findings and recommendations based upon the information examined at the time 76 evaluation. r, PROJECT INFORMATION renovations to the We understand that plans include the construction of various additions and along with some existing residence. These may include some new interior and exterior footings has been load increases on some existing foundations. We also understand that some settlement foundation s will observed on some existing foundations; therefore some remediation to existing condition to provide also be performed. We understand that other engineers have reviewed this provided remediation recommendations. Plans pertaining to the proposed construction were not used to support at the time of this report. It is not known the type of foundation system that was construction in the the existing residence; however it has been brought to our attention that recent .c area has required deep foundation support. O L9 OFFICES Palm Beach Miami-Dade St. Lucie EFTA01113416  NE should be notified in writing by the client of any changes in the proposed construction along with a request to amend our foundation analysis and/or recommendations within this report as appropriate. GENERAL SUBSURFACE CONDITIONS Soil Survey Maps As part of the geotechnical exploration, we have reviewed available Soil Conservation Service (SCS) survey maps for Palm Beach County. These SCS maps provide qualitative information about potential general shallow soil conditions in the project vicinity. This information was derived from approximately 6 ft. deep manual auger borings, aerial photo and surface feature interpretation at some point in the past (mid 1980's to early 1970's). The SCS data may or may not reflect actual current site conditions. A review of the Soil Survey for Palm Beach County revealed that at the time the survey was conducted, the soils at the site were described as Arents- Urban land complex. These soils are described as nearly level, somewhat poorly drained sandy soils that were either dredged from nearby waterways or imported from other areas and used for fill material. The areas could have possibly been previous organic marshes and swamps that were filled with a heterogeneous overburden material for urban land use. We note that the soil surveys were typically penetrated to a depth of approximately six feet. Subsurface Exploration NUTTING ENGINEERS OF FLORIDA, INC. performed one Standard Penetration Test (SPT) boring (ASTM D-1586) to a depth of twenty feet, the limits of portable tripod equipment. We note that additional test borings were proposed; however per the homeowner's specification and to greatly limit the potential for damage to the existing landscaping, our office could only complete one test boring. We note that this can affect our recommendations; therefore additional borings arc recommended. The location of the test boring is indicated on the boring location plan presented in the Appendix of this report. The boring location was identified in the field using approximate methods; namely, a measuring wheel and available surface controls. As such the soil boring location should be considered to be approximate. We note that due to the potential for underground utilities at the test boring location the upper four feet of the soil profile was manually cleared. Because of this, the relative density (N-Value) of the upper four feet was not obtained. Test Boring Results In general, the test borings recorded a surface layer of topsoil underlain by loose to medium dense gray to tan sand to a depth of ten feet. From ten to thirteen feet soft brown peat was encountered. Below thirteen feet medium dense gray sand was encountered to a depth of twenty feet, the maximum depth explored. 113 Nutting Engineers of Fbrlda Inc.' Estabisbed 1967 2 EFTA01113417  Note: Substantially different subsurface conditions may exist at other areas of the site. Buried debris may or may not be identified or adequately delineated by soil borings. Test pit excavation can provide more insight into such conditions and rock lithology if present. Such conditions may be revealed during site development activities (e.g. proof rolling, utility & foundation excavation activities) or other related activities. Should additional assurance be desired by the client, further subsurface investigation could be performed. Groundwater Information The immediate groundwater level was measured at the boring locations at the time of drilling. The groundwater level was encountered at approximately five feet below the existing ground surface. The immediate depth to groundwater measurements presented in this report may not provide a reliable indication of stabilized or a more long term depth to groundwater at this site. Water table elevations can vary dramatically with time through rainfall, droughts, storm events, flood control activities, nearby surface water bodies, tidal activity, pumping and many other factors. For these reasons, this immediate depth to water data should not be relied upon alone for project design considerations. ANALYSIS AND RECOMMENDATIONS The limited test boring performed for the project suggests that a three foot stratum of son peat soils is present at depths of ten to thirteen feet below the existing ground surface. Due to the high compressive nature of the organic soils and limited information pertaining to the existing residence and new construction, it is our recommendation that the new addition, and any other new foundation construction be supported upon a deep foundation system. Demucking/refilling was considered however, due to the dcpth of removal, the location of the addition to existing foundations, and the level of the water table, this method does not appear to be economically feasible. Driven, precast concrete piles were also considered however, the vibrations transmitted during the installation of this type of pile could distress the existing residence and nearby structures. Due to the limited space available for construction equipment to access the areas, we have provided recommendations for helical piers for support of the proposed construction. Other alternatives are available including augercast piles or pin piles; however it is our opinion that helical piers are the best alternative for this project. The decision as to which foundation type will be best for this project will depend on accessibility, cost, structural loading conditions, and other factors. We recommend that discussions be held with us and other interested parties to determine the best alternative for this project. The following sections present our recommendations for the foundation. e 3e Engin NuttingI eershihed1967 oi aintitStab 3 EFTA01113418  Helical Piers: Helical Piers consist of a galvanized steel shaft with an eight-inch (can be variable) plate on the bottom, called a helix. The shaft and helix are hydraulically augured into the ground with a measured amount of torque. The torque used to install the helix can be converted to the amount of weight that the pier can hold. Helical anchors can provide an allowable compressive capacity of up to 15 tons when installed to competent material. Based on the test boring performed and due to the soft peat layer, helical piers will need to be installed to depths of approximately twenty feet or more below the existing ground surface. Due to the limited amount and depth of test borings performed at the site, more accuratc pier depth estimates cannot be provided at this time. If more accurate estimates are needed than our office needs to be allowed to perform a test boring with truck mounted drilling equipment to a depth of thirty to thirty-five feet. This type of pile is generally used where accessibility is limited, and in small addition areas, where only a few piles are needed. The shaft size and number of helices are variable and are designed to meet the needs of each individual project, therefore, the structural loads, and preliminary layout will need to be accomplished prior to determining the helical pier configuration. The installation of the pile system must be monitored by a representative of Nutting Engineers on a full-time basis to verify that the engineering intent is accomplished. GENERAL INFORMATION Our client for this geotechnical evaluation was: Mr. Daniel Labonte Labonte Construction 4165 Linden Avenue Palm Beach Gardens, Florida 33410 The contents of this report are for the exclusive use of the client and the client's design team for this specific project exclusively. Information conveyed in this report shall not be used or relied upon by other parties or for other projects without the expressed written consent of Nutting Engineers of Florida, Inc. This report discusses geotechnical considerations for this site based upon observed conditions and our understanding of proposed construction for foundation support. Environmental issues including (but not limited to), soil and/or groundwater contamination are beyond our scope of service for this project. As such, this report should not be used or relied upon for evaluation of environmental issues. Nulling ri Engineers 3E t of Florida Inc. I Established 7967 4 EFTA01113419  No pile shall have a tip elevation higher than the recommended elevation without first contacting Nutting Engineers of Florida, Inc. in writing so that they may analyze any proposed changes. If Nutting Engineers of Florida, Inc. is not contacted regarding a change in pile tip elevations (or pile diameters) as indicated in this report, the geotechnical engineer/ piling contractor initiating this change will be responsible for the redesigned pile capacity and performance. Furthermore, if the tip elevation is raised, a pile load test shall be performed at that location where the test borings indicate the least favorable conditions. If the pile design is changed without our knowledge, Nutting Engineers of Florida, Inc. is no longer the geotechnical engineer of record. If conditions are encountered which are not consistent with the findings presented in this report, or if proposed construction is moved from the location investigated, this office shall be notified immediately so that the condition or change can be evaluated and appropriate action taken. Excavations of five feet or more in depth should be sloped or shored in accordance with OSHA and State of Florida requirements. The Geotechnical Engineer warrants that the findings, recommendations, specifications, or professional advice contained herein, have been presented after being prepared in accordance with general accepted professional practice in the field of foundation engineering, soil mechanics and engineering geology. No other warranties are implied or expressed. We appreciate the opportunity to be of service on this project. If we can be of any further assistance, or if you need additional information, please contact us at your convenience. Sincerely, NUTTING ENGINEERS OF FLORIDA, INC. n tar- Christopher E. Gworek, P.E. Richard C. Wohlfarth, P.E. 050858 Senior Engineer Director of Engineering Appendix: Boring Location Plan Test Boring Result Limitations of Liability Soil Classification Criteria REP IABONTE CONSTRUCTION 358 EL BRILLO WAY PB PIERS CEG Nutting $ e Engineers of Florida Inc. ' Established 1967 li iimmig) lt EFTA01113420  S0I1. AND ROCK CLASSIFICA'I'I0N CRITERIA SAND/SILT CLAY/SILTY CIA\ II -VALUE RELATIVE N -VALUE UNCONFINED COMP. f 0 PD DENSITY MED STRENGTH 010 CONSISTENCY 0-4 Very Loose <2 <0.25 v. Soft 5 10 Loose 2 - 4 0_25 - 0.50 Soft II - 29 Medium 5- 8 0 50 - 1.00 Medium 30 - 49 Dense 9 - 15 1.00 2.00 Soft >50 Vay dense 16 -30 100 - 4.00 v. Stiff 100 IleNISal >30 >4.00 Hard ROCK N -VALUE RELATIVE (bPD HARDNESS ROCK CHARACTERISTICS N:- 100 Hard to v. bold Local !Oa( lOtllUlliCMS vary in Ilan:loess from soft to rely hard within short vet li. 25<N< 100 Medium hard to hard cal and hotirental distances ard often contain vatic-al solution boles of 3 to 36 inch diameter to varying depths and honzotital solution fratmes Rock may be 5<N <25 Soft to medium hard brittle to split spoon impact, but more resistant to excavation. PARTICLE SIZE DESCRIPTION MODIFIERS Boulder >12 as. 0 - 5% Slight trace Cobble 3 to 12 in. 6 10% Trace Gravel 4.76 tam to 3 in. II - 20% Little Sand 0.074 nun to 4.76 min 21 35% Some Silt 0.005 mm to 0.074 nun >35% And Clay <D005 rams Group Mai..0lvbon, Typical Range. tabs/Glory claniticelbin 41,64:0 Symbol. .0 w.....uodo. as../.. 9....040'd (D..)1 u Gw C. • .—.0 realer Ulna 4:c w helmeted and3 7 - ; ` 8 ...int Wee a •4 liewi 4 - D,„ D,,,ID, i b2 • i ; o•••ty reeled Waal. r•••Ilond f • • V .i or Het se•gro. all rodeskesnquinamanis la GW • .. nibe•rob stilt p.m lbw a ; * :4 8 Sky gong; oraniscrebsIN Alledwrg Fin 1*w 'A' 2 ° II ... i OW' I 1 Agana° 1; " I NX g tea el win...a More 'A' ie. ..i.• PA _k 1 '6 *Wrenn .4 7 ... meek. S g %kg I I I it -- i 1 i ... ItOHM ,..".4,A, .... of g ,,,,,_,,,, <Non 'moo; ......-....3.cso ; a 3 t a 4 GC " ' kn. 9 6.si a f 4 Aa•4044 0 liWils oboit W II snow. Mon 7 Sa l "....h. il it, wusgooemil ono., cant/ lands. I I I D (D f &ninonI and3 li WV or eo lims C,, = --Monona. ilon 6;C, .. S f 1 .- 13" MoD, 1 ... p as slip , I 9 .1 Poorly goebd meas. Agee.*, V NV meetly ell rolled.. ro4pborosols In SW ....N. ion. od so b.a. • u iti. 11 1 . i II I i U. Jai ‘S. ...., neko. d al I V ill iii Moser° Aga. bil.ove 'A" tee oe PI Ins mhos 4 Limits plesail h [Aga wit Pt Irsertet.4 4 nu] 7 two it 1 l i IS i A .5,r forte° limn obairW bee*IlUr ttttt enta..... ••• ; I 1 i SC Geri wed; wat-itoralancl .? a. . WA Pa -w. *aril of thel n -opa inbrgosk alien/ n•r fr. onto. J.. Ow. soy of dOY•T h” Kr, Ag t g a dent Sal Mt tlIght platikly 3 71 3 q deo of bye lo...on 1 C. otaincar.araver dal% nada. F, Ai b Ain dkr den Seniar. a. ; 3 Goipmst an end nag. sit oar ot i ri ,0 of •••• plossirk, Y 3 l Inoroot.. slis. 44e4446•1 44 illblebts• cows floe bbulp a lay nab r ' :nn • .1 a 1 13 i t 4071 144...14 den or wk plostgisy. la o' t I t CH t .. Mt ••4 C.I. kt SI k OTIVek Sit el ...a.... • Woh o On • •• • •o so •• i. •11 ft I* k **lit no* an 0.'"*" . ill II Pads amlapbw kV.? work io• PloOkil Chad l ulling 113 mincers 6.0.4•4 EFTA01113421  LIMITATIONS OF LIABLILITY WARRANTY ANALYSIS AND RECOMMENDATIONS We warranty that the services performed by Nutting The geotechnical report is prepared primarily to aid in the Engineers of Florida, Inc. are conducted in a manner design of site work and structural foundations. Although consistent with that level of care and skill ordinarily the information in the report is expected to be sufficient for exercised by members of the profession in our area these purposes, it shall not be utilized to determine the currently practicing under similar conditions at the time our cost of construction nor to stand alone as a construction services were performed. No other warranties, specification. Contractors shall verify subsurface expressed or implied, aro made. While the services of conditions as may be appropriate prior to undertaking Nutting Engineers of Florida, Inc. are a valuable and subsurface work. integral part of the design and construction teams, we do not warrant, guarantee or insure the quality, Report recommendations are based primarily on data from completeness, or satisfactory performance of designs, test borings made at the locations shown on the test construction plans, specifications we have not prepared, boring reports. Soil variations commonly exist between nor the ultimate performance of building site materials or boring locations. Such variations may not become evident assembly/construction. until construction. Test pits sometimes provide valuable supplemental information that derived from soil borings. If SUBSURFACE EXPLORATION variations are then noted, the geotechnical engineer shall be contacted in writing immediately so that field conditions Subsurface exploration is normally accomplished by test can be examined and recommendations revised if necessary. borings; test pits are sometimes employed. The method of determining the boring location and the surface elevation at the boring is noted in the report. This Information is The geotechnical report states our understanding as to the represented In the soil boring logs and/or a drawing. The location, dimensions and structural features proposed for location and elevation of the borings should be considered the site. Any significant changes of the site accurate only to the degree inherent with the method used improvements or site conditions must be and may be approximate. communicated in writing to the geotechnical engineer immediately so that the geotechnical analysis, conclusions, and recommendations can be reviewed and The soil boring log includes sampling information, appropriately adjusted as necessary. description of the materials recovered, approximate depths of boundaries between soil and rock strata as encountered and immediate depth to water data. The log CONSTRUCTION OBSERVATION represents conditions recorded specifically at the location where and when the boring was made. Site conditions Construction observation and testing is an important may vary through time as will subsurface conditions. The element of geotechnical services. The geotechnical boundaries between different soil strata as encountered engineer's field representative (G.E.F.R.) is the 'owner's are indicated at specific depths; however, these depths representative" observing the work of the contractor, are in fact approximate and dependent upon the frequency performing tests and reporting data from such tests and of sampling, nature and consistency of the respective observations. The geotechnical engineer's field strata. Substantial variation between soil borings may representative does not direct the contractor's commonly exist in subsurface conditions. Water level construction means, methods, operations or readings are made at the time and under conditions stated personnel. The G.E.F.R. does not interfere with the on the boring logs. Water levels change with time, relationship between the owner and the contractor and, precipitation, canal level, local well drawdown and other except as an observer, does not become a substitute factors. Water level data provided on soil boring logs shall owner on site. The G.E.F.R. is responsible for his/her not be relied upon for groundwater based design of safety, but has no responsibility for the safety of other construction considerations. personnel at the site. The G.E.F.R. is an important member of a team whose responsibility is to observe and LABORATORY AND FIELD TESTS test the work being done and report to the owner whether that work is being carried out in general conformance with the plans and specifications. The endosed report may be Tests are performed in general accordance with specific relied upon solely by the named client. ASTM Standards unless otherwise indicated. All criteria included in a given ASTM Standard are not always required and performed. Each test boring report Indicates the measurements and data developed at each specific test location. Nutting in ears KIX PSI !IOW CariallUi EFTA01113422