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Home My WebLink About2002 Final Geotechnical Evaluation Report:ILA NODARSE. P.E. President MICHAEL PREIM, P.L ' miarPKePresident tNIEL DUNHAM, P.E. FOUAD MASRI, P.E. SYLVIAJAMMAL ,NIEL STANFILt, P.E. DAVID TWEDELL SANDRA WINKLER — Vice Presidents so JR1WODARSE C ASSOCI N T E S, INC. Geotechnical, Environmental Geotechnics & Materials Engineering March 29, 2002 N&A Project No. P0l-r- r Mark C. Jansen. P.E. ® The LPA Group, Inc. q 12000 Research Parkway, Suite 152 d Orlando. Florida 33826-3287 RF: Final Geotechnical Evaluation Report Sebastian Municipal Airport Runway 09-27 and Parallel Taxiway Improvements Indian River County, Florida Dear Mr. Jansen: Nodarse & Associates, Inc. is pleased to submit this final geotechnical evaluation report for the referenced project. The work was performed in accordance with our project scope and fee estimate for geotechnical services dated September 4, 2001 followed by your notice to proceed dated December 13, 2001. Project Description The project consists of evaluating subsurface soil conditions and the asphaltic pavement structure of the nmway 09-27 and the parallel taxiway for future improvements. The project site is located at the"Sebastian Municipal Airport, Indian River County, Florida. Figure 1 in the Appendix, illustrates the project site. All figures mentioned in this report are in the Appendix. The following services were performed in general accordance with the proposed scope of work: • Review of USGS and USDA maps of Indian River County, Florida. • Site visit and field reconnaissance to observe existing site conditions. • Layout of test locations in the field as provided by the LPA Group, Inc. • Mobilize a truck mounted drill rig. • Perform field testing consistine of: — 9 Standard Penetration Test (SPT) borings to depths of 10 feetbelow existing arade. 3 California Bearing Patio (CBR) tests. — 4 Core samples of the asphaltic concrete pavement. • Visually classify the recovered soil samples. • Perform laboratory testing of selective soil samples. • Prepare this final geotechnical evaluation report in accordance with the FAA re2uiations. 2442 ME-30CE0tRE BOULEVARD • WESI PALM BEACH, ILORIDA 33401 • (S61) 6160870 • fAX (561) 616-0871 • e-mail: nadarse@nodane.tom Jun 11 03 10:39a The LPA Group - Orlando The LPA Group. Inc. N&A Project No. P01 -G-123 Page 2 Subsoil Conditions (407)306-0460 Sir ALWol)ARSE 6 N S 5 0 C I R T F t. t o C. The USDA/ SCS Soil Survey map of Indian River County, Florida, Figure 2, shows that the project area consists primarily of Tmmokalee Fine Sand (4) and Myakka Fine Sand (5). Both soils are nearly level and poorly drained. Immokalee fine sand areas consist of light gray fine sand to a depth of approximately 3 feet, underlain by light gray or brown tine sand. Myakka Fine Sand areas have typically a layer of gray to light gray fine sand to about 2 feet in depth, underlain by a dark to reddish brown fine sand stratum. In both soils. the permeability is rapid and the groundwater depth ranges from 1 to 3 feet most of the year. Subsurface Conditious The soils encountered in the borings are in general t.greement with the USDA soil description. The soils underlaying the asphalt pavement consisted of yellowish gray fine sand withsilt and traces iof rock/shell fragments subbase material (stratum #1) approximately 10 inches thick, followed by a till laver of brown to gray fine sand with traces of roots (stratum # 2), to a depth of approximately 2.5 feet below existing ground surface. Stratum #2 was underlain by a layer of brown to dark brown silty fine sand with traces of organic and fibrous materials (stratum 43) to an average depth of 8 feet, followed by a greenish gray slightly clayey to clayey fine sand.layer (stratum # 4 ) to the end of the bore hole at 10 feet. Groundwater depths recorded at the time of drilling averaged 3.5 feet below existing ground surface. Groundwater levels are subjected to fluctuate during the year as they vary from season to season, year to year and are generally more adverse following periods of prolonged rainfall. Based on our observations we are of the opinion that the average seasonal high groundwater level will be approximately 1 foot higher than the observed groundwater level. Boring logs in Figure 3, present the soil stratigraphy and the groundwater depths. Laboratory Testing Program Soil samples recovered from the field were visually classified in general accordance with the Unified Soil Classification System (USCS). The following laboratory tests were performed on select samples: 11 Moisture content • 2 Organic content • 7 Grain size analysis - 2 Passing No.200 sieve Laboratory test results are presented in Table 1 and in Figure 3. Figures 4 and 5 illustrate the gradation curves for the grain size analyses. p.5 Jun 11 03 10:41a The LPA Group - Orlando The LPA Group Inc. N&A Project No. POI -G-123 Pagc 3 Table 1: Laboratory Test Results (4071306-0460 six ODARSE 0 A 5 5 0 C 5 A T E S, t N C. Stratum No. Soil Description Boring No. Sample Depth (ft Moisture Content 0/0) Passing No. 200 Sieve Organic Content Fill T-3 0.5 15 3 T-7 0.5 ie 2 T-8 0.5 (8 2 3 SP -SM, SM R-3 3.0 36 14 R-5 3.5 24 6 R-7 2.5 25 - 6 4 SP -SC R-5 8.0 i9 19 R-3 8.0 21 12 T-2 4.5 23 14 T-2 9.0 22 ii T-7 9.0 i8 10 P.6 'Jun 1'1 03 10:42a The LPA Group - Orlando The LPA Group Inc. N&A Project No.. PO 1.-G-.123 Page 4 (407)306-0460 rDARSE a a S S O C L Ares, I n c . .Existing Pavement Core samples of the existing runway asphaltic concrete pavement were taken at locations C-1, R-2, R-4 and R-5. Core locations are shown in Figure I Visual examination of the core samples indicates that the asphaltic concrete was placed in one lift and the asphalt is a 3/8- inch -sand mix type design. The base course material under the runway was found to be approximately 11 inches in thickness and consisted of a yellowish sand with silt and traces of rock/shell fragments. Table 2 presents the asphalt and base material thicknesses at each core location. Asphalt and base material thicknesses are also shown on the boring logs in Figure 3. Table 2: Cores Description Core No. Core Location asphalt Thickness Base Thickness (inches) (inches) 1 C-1 1 0 Not Recorded 2 R-2 1.5 10.0 R-4 l.s 11.0 1,0 11.0 4 R-5 Note: No boring was performed at the core No. 1 location (west side of the runway) thus the base material was not recorded. California Bearing Ratio (CBR) Values Three soil samples were obtained for CBR evaluation along the taxiway section. The soil consisted of gray fine sand with trace of roots. The samples -were tested in accordance with the ASTM D 1883 titled "Standard Test Method for CBR (California Bearing Ratio) of laboratory compacted soils. Approximate CBR sample locations and corrected CBR values are included in Table 3. Gradation curves of CBR's samples are presented in Figure 5. Table 3: CBR Test Results CBR No. Approximate Modified Proctor Optimum Moisture Corrected CBR CBR Sample Maximum Dry Density Content Value Location eft %) 56 blows/lavers CBR- l T-7 105 13 21 CBR -2 T -2/T-3 143 9 15 CBR -3 T-8 100 17 13 Note: To convert CBR to LBR, divide CBR by 0.8, FAA Advisory Circular No. 150/5320-6D. p.7 ,Jun I.L u -J 1 u: -+-da i ne t_rH uroup - ur t ancxo t 4u / i :pub-u4bu The LPA Group Inc. N&A Project No. POI-G-1?3 Pages 190DARSE 6" R S S O C I R T E S, INC. Picase note that the CBR values, l 3, 15 and.: 1 are for the gray tine sand material (base material) sampled from the north side of the taxiway as showrt in Figure 3. The boring advanced trough the runway pavement {boreholes R-2, R-3, R-4, R-5 and R-7} encountered ayellowish-gray f ne sand mixed with silt and trace of rock/shell fragments, approximately 10 inches thick, as a base material. The soils encountered below both the taxiway and the runway pavements are similar to the CBR soil samples, therefore the same CBR values may be used for the soils under the existing runway pavement. The CBR value for the proposed runway 09-27 and parallel taxiway improvements will be a function of the material or blend of materials used for construction of the base. Samples of the baoo matcrial will have to be tcatcd duiiing cuusuuctiutt to determine the CBR value. Drainage Referring to an earlier job at Sebastian airport (N&A project No. POI -G-073) two permeability tests were performed. Based on these tests you can use a coefficient ofpenneability: "k" of 1.35 ft/day for your drainage design purposes. We recommend the designer to apply a factor of safety. Discussion and Recommendations General Site Preparation • Clearing and grubbing of the project site should be conducted within the confines of the proposed paved area and extended a minimum of.15 feet beyond the perimeter. All materials resulting from clearing should be disposed of or may be used as a non engineered till material. The existing pavement structure should be removed and the asphalt may be stockpiled for use as a fill and/or CBR'stabilizer. • Onceclearing and grubbing is completed, the exposed ground surface should be proof -rolled. .. Proof -rolling .should consist of at least six overlapping passes of a 20 -ton vibratory roller in both the x and y directions or cquivalcnt bcforc placing LIOW M1. Suft ur weak areas detected during proof -rolling should be re -compacted or removed and replaced with a suitable fill. • Soils classified as GW, GP, SW and SP, in general accordance with the Unified Soil Classification System (USCS) maybe used for engineered fill. Fill materials should be free - of organic or other dcicterious materials. Subarade, Subbase and Base Pre aration for a Pavement Structure • Placement and compaction of fill, which will be below a pavement stricture but is not the base or subbase should complywith FAA Standard item P-152 specifications forcompactive effort. According to the FAA Advisory Circular No. 150/5320-6D and for wheel loads less than 60, 000 pounds (27,400 kg), we recommend the specified relative density for the fill as a function of depth below subgrade (utilizing ASTM 1557) to be as follow in Table 4: P.8 Jun 11 03 10:44a The LPA Group - Orlando The LPA Group Inc. N&A Project No. P01 -G-123 Page 6 (4071306-0460 Itfo D A R SE C A SSOCI A T E S, INC. Table 4: Fill Relative Density vs. Depth Below Subgrade Depth below finished Subgrade Percentage of Modifeed Proctor (inches)(ASTM D 1557) 12 100 12 to 30 95 > 30 90 FAA Standard Item P-154 specifies a subbase as an integral component of flexible pavement structures except for those cases where subgradcs with CBR values greater than 20 exist. To comply with FAA specifications, the subbase course of the runway and the taxiway may consist of local (in-situ) sand stabilized with limerock or other approved materials and/or methods to achieve a minimum CBR value of 20 at a compactive effort of 100 percent modified Proctor maximum dry density. FAA Standard Item P-211 specifies a base course for flexible pavement structures. To comply with FAA specifications, the base course for the proposed paved area may consist of imported limerock with a minimum CBR value of SO at a compactive effort of 100 percent modified Proctor maximum dry density. FAA Standard Item P-152 specifies that the compactive effort for base and subbase fills must be tested in-situ by a qualified engineering technician supervised by a geotechnical engineer registered in the State of Florida. In addition, samples of material used for base and subbase shall be tested for CBR value and comply with other FAA quality requirements such as soil type, gradation and carbonates. The frequency for in-situ density and CBR testing is included in the referenced specifications. Pulverized Asphalt / Reclaimed Sand Base The existing soils will have to be stabilized with limerock or other approved materials to achieve the minimum CBR. At this site asphaltic concrete pavement that is reclaimed, pulverized and blended with the existing local sand soil may produce a suitable stabilized material for subbase. The size and gradation of the pulverized reclaimed asphalt and proportion of the processed material to be blended with the local sands will have to be determined at the time of construction. Alternatively, reclaimed pulverized asphalt may be utilized as a non engineered fill for landscaping purposes. p- 9 Jun 11 03 10:45a The LPA Group - Orlando (4071306-0460 The LPA Group [nc, N&A Project No. POI -G-123 Page AAT L A 5 5 0 C 1 0 T F 5, I N C Closure Variations in subsurface conditions may occur between borings, and the nature and extent of such variations are usually not evident until construction is underway. Should there be any differing subsoil conditions from the ones addressed in this report, Nodarse 3: Associates, Inc. should be notified immediately so that an authorized representative may assess the actual conditions and modify the recommendations presented in this report. We appreciate the opportunity to assist you with this project as your geotechnical consultant. Please — call us, if you have any questions regarding the contents of this report. Julcerely Yours. NODARSE & ASSOCIATES, INC. Katine Chatt, E.I. Project Engineer W:\Geomwhnwal\2001-Nrojects-Geo\p01 gl23tpol g 123 fin.iimpon.wpd Kumar A. Alla P.E. Senior Project Engineer Florida Registration No.52345 p.10 -Jun TA 03 10:46a The LPR Group - Orlando (4071306-0460 APPENDIX FIGURE 1: USGS QUADRANGLE MAP FIGURE ,20: USDA SOIL SURVEY MAP FIGURE 3: LOCATION PLAN & BORING PROFILES FIGURE 4: GRADATION CURVES FIGURE S: GRADATION CURVES (CBR) P 1 I ntrtrttivct: U.S-G.S. "FELLSMERE, FLORIDA" QUADRANGLE MAP REFERENCE: U.S.G.S. "SEBASTIAN, FLORIDA" QUADRANGLE MAP .SECTIONS FLEMING GRANT ISSUED: 1949 TOWNSHIP: 30 SOUTH PHOTOP,EVISED 1970 RANGE: 38 EAST VICINITY MAP SEBASTIAN MUNICIPAL AIRPORT RUNWAY 09-27 & PARALLEL TAXIWAY INDIAN RIVER COUNTY; FLORIDA DRA-M: TA KC SCAIE, A WI �� iUU 2-9-02 I' POI -G-123 j FIGURE: .i REFERENCE: U.S.D.A. - S.C.S. INDIAN RIVER COUNTY, FLORIDA SOIL SURVEY SFC:TION: FI FMING GRANT ISSUED: JANUARY 1987 TOWNSHIP: 30 SOUTH RANGE: 38 EAST SOILS LEGEND C IMMOKALEE FINE SAND 5 MYAKKA FINE SAND 22 URBAN LAND DRAWN: T.4 Ili CHKEI� Sir SCAL.._.KC "'='4000'11 P R. G S 0. s � n arc s.�- I ilk■ Classification t1I _ _ _ _Milo lm► �iinummm C 3 T-2@9.0- 3 I ilk■ Classification t1I _ _ _ _Milo lm► �iinummm SP -SC, SC 3 T-2@9.0- SP -SM 1.0 SP -SM Iii■ nln®I[IIli�1l�lf®1 1 111■i��111■®If lllll��\�iNII�■�illl I�iI��II I�11�■�iIII■■ N■�11tt111�1�\�lilll■■�RIIII■� iln■ llllilnlmf[IllmmulllI■� IMEN HAN■■X11111■®IIIIIIiiT1\�f[iII®�n1111■■� i�i1�■�Illlil■■�IH1n■®illlll■►��f /III®�IIn11■■� I I�t1I1■�IIIiN■�®IIII■�IIIIIN��1■11111®�Iin11■■� II�iif■■�Iil ■■��111■ IIIII■n`�l�lllll®�IIn11■■� Il�ill■■�Ift #Ill■■�IIii11■■�I■111■�IIIII■�\�■IIIIi��ilnl n■��I11■ 11111■�l\1NI1111®�IIN11■■� ■■�. l�ll�■�iII®1■■�Nn11■�11111■�11�11111®®Ilnl now 1�®■mill®��111■�IIIII■�1111Dn IiNII■■� I_Ifn��lll®�■1■�1111■■■llmm®1�1fiN1®�illNl INI®■VIII AMINE iiill Hil■■� lnlf■■■■iIM��111�®nnm■t�ltiim��lmn■1�■■ Ini®�1118i�■�Nlln��llllln�t�►11n®�IIIiii■■� lnl■n�IIIN/■■�I11111■�Inlll■`,'111 (ln I■IiI��I11��111111■��Illtl�■■�i1111��®1111■� IMIIII■� Hill GRADATION CURVES No. I Sample Location Classification 1 R-3@8-0' SP -SM 2 T-20,4.5' SP -SC, SC 3 T-2@9.0- SP -SM 4 T-79.4' SP -SM Project: Sebstian Airport Runway @9-27 & Taxiway Pakn Beach County Date: 7/2/2002 N&A Project No. P01 -G-123 LL PL PI Figure No. 4 - - ODARSE G A S S 0 C L A T E S, Z N C. Jun 11 03 10:53a The LPA Group - Orlando 14071306-0460 • ■■� ■� ■■■ION■■ �■■■ ■ ■■ C1---�■�i-- �.®gym■-_ �_�E_E-_ -- ---- ---- - 0111111 -- � �E�-:e■■��i MEMO.__-■■E�-X089111 r i ®EE�� NE ��■■■■■■oil�■� ■■ ■■■■. No C0� CMIM•CG _ Q®p-C ----- -Cp C $ MENEM :�E■_�_�_._--...■ERUME� Jun I'l 03 10:55a The LPA Group - Orlando (407)306-0460 p.116 Jun 11 03 10:56a The Ee, Group - Orlando (4071306-0460 - y }o/< z T§ <s . \\\ / } C /a Z2 - \ /I±e c \ � \ \ ) / 7244 \ »» \z ( § » N \ & - #2 @ ! / \ \ / \ ) \ \ ) \ / \ j \ \ \ \ ) / \ \ § » N \ #2 @ ! / ( ( \) \ \ \ ( \ !) _ f } zw } } } �}\ \ \ 2a0 so d \ / }/ j Mm k ! I(!m Zo wo a ; / / d §E: 0 (