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2018 Engineer's Report for Taxiway C
ENGINEER'S REPORT Ulf" TAXIWAY " C" AT THE 'J- � I • s �_ �ia� . L tiZa FOR CITY OF SEBASTIAN, FLORIDA FAA AIP PROJECT No. MOT FM No. 434633-1-94-01 August, 2017 Prepared by: 1 ■ INFRASTRUCTURE CONSULTING & ENGINEERING 5550 W. Idlewild Avenue, Suite 102 Tampa, Florida 33634 FL Certificate of Authorization No. 30862 TABLE OF CONTENTS ENGINEER'S REPORT for TAXIWAY "C" at the SEBASTIAN MUNICIPAL AIRPORT Introduction...................................................... Site Information ............................................... Project Description ........................................... Site Conditions ................................................. Design Criteria ................................................. Vertical Alignment And Transverse Grades.... Subsurface Conditions ................................... Pavement Design ............................................. Drainage Design And Permitting ..................... Airfield Lighting & Signage ............................ Pavement Markings ......................................... Utility Relocations ........................................... Modifications to Standards ............................................................................... 1 ............................................................................... 1 ............................................................................... 2 ............................................................................... 2 ............................................................................... 3 ............................................................................... 3 ............................................................................... 4 ............................................................................... 4 ............................................................................... 4 ............................................................................... 5 ............................................................................... 5 ............................................. Availability of Contractors ............................................. Construction Safety and Phasing Plan (CSPP) ............... Construction Cost Estimate ............................................. Construction Time.......................................................... ................................................................ 5 ................................................................ 5 ................................................................ 5 ................................................................ 6 ................................................................ 6 Appendix A — Engineer's Estimate Appendix B — Critical Aircraft and Design Standards Memo from TKDA Appendix C — Conceptual Layouts Appendix C 1 — Phase 1 (Taxiways "D" and "E") Appendix C2 — Phase 2 (Taxiway "C") Appendix D — Total Airport Fleet Mix Forecast Appendix E — FAARFIELD Pavement Design Program Report Appendix F — Geotechnical Reports Appendix F 1 — KSM Geotechnical Report Appendix F2 — Supplementary KSM Soil Permeability Testing Report ENGINEER OF RECORD: , N. GOO tp No.4D995 4y � •. STATE OF (V Digitally signed by James N Goodwin Date: 2017.08.1510:11:15-04'00' PRINTED COPIES OF THIS DOCUMENT ARE NOT CONSIDERED SIGNED AND SEALED AND THE SIGNATURE MUST BE VERIFIED ON ANY ELECTRONIC COPIES. ENGINEER'S REPORT for TAXIWAY "C" at the SEBASTIAN MUNICIPAL AIRPORT Indian River County, FL INTRODUCTION This report has been prepared as a supplement to the project documents for the Taxiways C, D & E project at the Sebastian Airport. The purpose of this report is to define the design parameters, evaluate and present design recommendations, identify potential conflicts, outline construction considerations, and estimate costs. SITE INFORMATION The Sebastian Municipal Airport is located in Indian River County, Florida just to the west of downtown Sebastian approximately 3 miles east of Interstate 95. Two active runways serve the airport: Runway 5-23 and Runway 10-28. • Runway 5-23: Length: 4,024 feet Width: 75 feet Approaches: Visual both ends • Runway 10-28: Length: 3,200 feet Width: 75 feet Approaches: Visual both ends PROJECT DESCRIPTION In order to enhance safety at the Sebastian Municipal Airport, the City wishes to construct several new taxiways to eliminate aircraft from having to make runway crossings at several locations on the airfield with the primary goal of decreasing the chances of runway incursions. The new taxiways will also result in shorter taxi routes which will enhance capacity and result in fuel savings. Currently, aircraft entering or exiting the Runway 5 threshold must cross active runways three times when taxiing from the terminal apron. One of these crossings involves the intersection of both Runways. The taxiway connector that crosses both runways at their intersection will be removed as a part of this project. A full length parallel taxiway "C" to Runway 5-23 on the north side is to be constructed. Also included will be Taxiway E, a partial parallel taxiway to Runway 10-28 along the south side, that will extend from the 28 end to the abandoned runway where it will make a 45 degree turn to the southwest and run parallel to Runway 5-23 until it connects to existing Taxiway F. A stub connector off of Taxiway C directly across Runway 5-23 from Taxiway F will complete the route to allow aircraft operating out of the terminal apron to access the Runway 5 end without crossing Runway 10-28 twice. Taxiway E will also provide aircraft operating out of the terminal apron access to the RW 28 end without crossing both runways. Finally, a partial parallel Taxiway D to Runway 5-23 on the southeast side extending from the 23 end to Runway Sebastian Municipal Airport Page 1 of 6 August 2017 Taxiway "C" Engineer's Report for Runway 5-23 will be 200' from the runway centerline based on B-II designation for large aircraft (>12,500 1b) with not lower than 3/4 mile visibility minimums. The runway hold positions for Runway 10-28 will be 125' from the runway centerline based on a B-11 designation for small aircraft with not lower than 1 mile visibility minimums. Taxiway holding bays will be provided on Taxiway "C" near the RW 23 threshold and on Taxiway "E" near the RW 28 threshold will be provided. The holding bays will be designed to accommodate ADG I aircraft such that the holding aircraft is clear of the TOFA limits. Turning radii and pavement geometry will be designed based on TDG IA criteria. VERTICAL ALIGNMENT AND TRANSVERSE GRADES The existing site is relatively flat, with no significant elevation variances along the existing taxiway. The taxiway will have some vertical curves to meet the adjoining apron section and to accommodate future grades. The new taxiway will be designed with longitudinal and transverse grades meeting the requirements of AC 150/5300-13A. Longitudinal grades will not exceed 2.0% and vertical curve lengths in excess of 100 feet for each 1% of change. Vertical curves will not be used where taxiways cross the crown of existing runway or taxiway or where the grade change is less than 0.40%. The new pavement will use a 1.0 % cross slope. SUBSURFACE CONDITIONS To obtain specific subsurface data, twelve standard penetration test (SPT) soil borings to a depth of 10-14 feet (designated B-1 thru B-12) were taken along the proposed Taxiway "C", "D" and "E" alignments. To evaluate existing pavement and subgrade conditions thirty pavement cores with SPT borings to a depth of 10 feet (designated C 1 thru C 10) were taken near connections to existing taxiways and runways. In addition, 9 CBR tests were performed on samples from various boring locations. Logs of the soil borings and cores are contained in the Geotechnical Investigation Report from KSM Engineering and Testing, Inc., dated August 30, 2016 attached herein as part of Appendix D. In addition, KSM performed 2 rising head field permeability tests, and 4 laboratory permeability tests at 3 locations and estimated the seasonal high water table elevations and dry season water table elevations at each test location. Results of the permeability testing and groundwater table data are contained KSM's report dated November 29, 2016 also attached herein as part of Appendix F. Soil encountered in the borings along the Taxiway alignments consisted mostly of fine-grained sand and some fine-grained sand that is slightly silty. "N" values recorded indicate the soil density is generally loose to medium loose. Four CBR tests were performed with 3 of the tests having a CBR of 10 and the 4th having a CBR of 15. A design subgrade CBR of 10 has been used. Groundwater elevations along the Taxiway alignment were observed at the time the borings were drilled at depths of 39 to 44 inches below the existing ground surface. Seasonal high water table elevations ranged from 3" to 20" below existing grade. Sebastian Municipal Airport Page 3 of 6 August 2017 Taxiway "C" Engineer's Report Runway light fixtures, bases, transformers, connectors, cable and guidance signs shall all conform to the most recent edition of the applicable FAA specification. Suppliers of FAA approved material shall be as listed in the latest edition of FAA AC 150/5345-53, "Airport Lighting Equipment Certification Program". Materials not covered by FAA specifications will be standard products of industrial quality and used for protection, distribution, and control of electricity. All materials used in this project are available from one or more suppliers. PAVEMENT MARKINGS The taxiways will be marked in accordance with FAA Advisory Circular 150/5340-1L, "Standards for Airport Markings", using paint meeting requirements of Federal Specification TT-P-1952. All yellow markings will be retroreflective, using glass beads per Federal Specification TT-13-1325, Type III. Marking shall only be performed when the existing surface is dry and clean, when the atmospheric temperature is above 45 degrees Fahrenheit, and when the weather is not excessively windy or foggy. The suitability of these conditions will be determined by the Engineer. All markings will have a minimum 6" black border and enhanced taxiway centerline markings and surface painted runway holding position signs will be provided at all runway hold position markings. Surface painted guidance signs will not be included. UTILITY RELOCATIONS There are no utilities affected by Taxiway "C". MODIFICATIONS TO STANDARDS Existing Taxiway "F" and proposed connector Taxiway "C2 are located within the middle third of Runway 5-28, and as such is considered to be a "high energy" intersection by FAA standards, which are to be avoided. However, it is believed the benefit of this taxiway allowing aircraft going between the terminal apron and the Runway 5 end to no longer have to cross both Runway 10-28 and Runway 5-23 outweighs any disadvantage. AVAILABILITY OF CONTRACTORS Contractors will be advised of this construction project through advertisements by the City of Sebastian. Construction plans will be made available to all interested bidders upon proper request. Numerous local contractors are available to bid on this construction project. Proper certification through the County, as well as strict DBE participation is required. Additionally, all construction equipment needed for the successful completion of this project may be found locally. CONSTRUCTION SAFETY AND PHASING PLAN (C SPP ) Aviation safety and airport security are the primary considerations during airport construction. Construction activities shall be planned and scheduled to minimize disruption of normal aircraft, ground and air traffic. This plan shall be used to address specific safety measures which FAA Sebastian Municipal Airport Page 5 of 6 August 2017 Taxiway "C" Engineer's Report APPENDIX A ENGINEER'S ESTIMATE JEAE ur-Mmv, a "AIM-1-W Itern I Spec. No. No. 1 01000 2 S-140-1 3 S-140-2 4 S-140-3 ENGINEER'S ESTIMATE Item Description Mobilization Full Depth Pavement Removal Asphalt Surface Course Removal Remove 15" RCP 5 S-140-4 Remove Storm Drain Inlet 16 S-140-5 Remove M.E.S. FOR 15" RCP 7 I 8 9 10 11 12 13 14 15 16 TAXIWAY "C" s-140-6 Remove Concrete Stormwater Control/Skimmer Structure unit 1 LS 8,748 SY 1,557 SY 80 LF iWA_[41: 1 EACH SEBASTtA�.N 3_ MUNICIPAL IC IPA L AIRPORT DATE: AUG 14, 2017 Unit Price Amount $200,000.00 $200,000.00 $6.001 $52,488.00 $6.00 $9,342.001 $30.00 $2,400.001 $ 800.00 $400.00 1 EACH $2,000.00 $800.00 $400.00 $2,000.00 S-140-7 Remove Airfield Lighting Junction Can Remove Runway Edge Light Pavement Marking Removal Embankment in Place Unsuitable Excavation Subgrade Stabilization Shell or Recycled Concrete Aggregate Base Course Bituminous Surface Course Bituminous Prime Coat 2 EACH _ 2 EACH I 495 SF 10,864 CY 200 CY 29,235 SY 1 3,190 CY 4,866 TOE— 7,175 Gal. $500.00 $500.00 $8.00 $15.00 $25.00 $8.00 $85.00 $140.00 $5.00 $1,000.001 $1,000.001 $3,960.00 $162,960.001 $5,000.001 $233,880.00 $271,150.00 $681,240.00 $35,875.001 S-140-8 S-142 P-152-1 P-152-2 P-160 P-212/P-219 P-401 P-602 17 P-620-1 Reflective Pavement Marking 9,456 SF $3.00 $28,368.00 18 P-620-2 Non- Reflective Pavement Marking 19,578 SF $2.00 $39,156.00 19 'P-620-3 Reflective Pavement Marking -(Red Paint) 900 SF $1.50 $1,350.00 20 D-701-2 18" Class IV RCP 530 LF $80.00 $42,400.00 21 D-751-1 Type "D" Inlet 1 EACH $5,000.00 $5,000.00 22 D-751-2 M.E.S. (4:1) for 18" RCP 8 EACH $1,600.00 $12,800.00 23 D-751-3 M.E.S. (4:1) for 15" RCP 1 EACH $1,400.00 $1,400.00 24 IFDOT-570 Performance Turf 2 AC $4,000,00 $6,800.00 25 T-904 Sodding 9,345 SY $3.00 $28,035.00 26 T-905 Topsoiling 9,400 CY $12.00 $112,800.00 No. 8 AWG, 5kV, L-824C Cable, installed in duct 27 L-108-1 bank or conduit No. 6 AWG, Solid, Bare Counterpoise Wire, Installed 28 L-108-2 in Trench 29 Encase Existing 1-way-2" PVC Conduit in Concrete L-852D, Style 3, In -Pavement Incandescent Medium 30 L-125-1 I tensity Runway Edge Light 31 L-125-2 L-868B Junction Can 32 L-125-3 L-858 Style 4 Airfield Guidance Sign -Size 1- Single 33 L-125-4 L-858 Style 4 Airfield Guidance Sign - Size 1- Single 34 L-125-5 L-858 Style 4 Airfield Guidance Sign - Size 1- Single 35 L-125-6 L-858 Style 4 Airfield Guidance Sign - Size 1- 36 L-125-7 L-858 Style 4 Airfield Guidance Sign - Size 2- Single 500 LF $2.00 500 LF $3.00 424 LF $50.00 2, EACH $4,000.00 2 EACH $1,500.00 8 EACH $2,500.00 121 EACH $3,000.00 31 EACH $3,500.00 2' EACH $3,200.00 15 EACH $3,000.00 $1, 000,00 $1, 500.00 $21,200.00 $8,000.00 $3,000.001 $20,000.001 $36,000.00 $6,400.00 $45,000.00 $1Q 500.00 I TOTAL: $2,094,204.00 1 Page 1 of 1 APPENDIX B PRELIMINARY CRITICAL AIRCRAFT AND DESIGN STANDARDS MEMO FROM TKDA To: Doug Hambrecht/Jim Goodwin, ICE From: Tricia Fantinato. TKDA Subject: Critical Aircraft Identification and Design Standards Date: May 5, 2017 The 2010 Airport Layout Plan identified the following existing and future critical aircraft demand associated with primary Runway 5-23 and 10-28. During the January 2017 and April 2017 on -site visits and discussions with tenants and users, the most demanding aircraft which perform more than 500 annual operations are used by Skydive Sebastian. The three top aircraft include the Cessna 208 Caravan, the DH6-300, and the Beech 200D. Based upon this information, the most demanding aircraft is an ARC B-II. Table 1 FY 2016/17 Critical Aircraft Engines Aircraft Code FY 2017 Operations Estimates Existing Airport Critical Aircraft Beech 200D King Air DH6-300-600 Cessna 208 Multi -Engine Turboprop B-II 908 Multi -Engine Turboprop A -II 877 Single Engine Turboprop B-I 583 The 2010 FAA conditionally approved airport layout plan (ALP) identified the Cessna Citation XLS as the future design aircraft. Although based upon manufacturer operational data, the Citationjet can operate at X26. It is highly unlikely given the fact that the airport is surrounded by environmentally sensitive land and residential properties. Instead based upon demand for larger multi -engine turboprop storage space, airport management is focusing on constructing larger box and corporate style hangars near the existing terminal building. Based upon the interest received and discussions with current operators at the airport, it is reasonable to assume that the future critical aircraft will be a Beech Super King Air 350i. Forecast turboprop demand is expected to increase especially based upon hangar and user demand. Forecast operations and aircraft demand during the next five years (2022) and by the end of the planning period (2037) are estimated as follows: Page 1 of 8 Table 3 Aircraft Design Specifications Runway 5-23 Runway 10-28 Existing Potential Existing Critical Future Critical Potential Future Critical Aircraft Critical Aircraft Aircraft Aircraft Aircraft Type Beech King Super King Beech King Beech King Air F90 and Air B-200D Air 350I Air B-100 C902 ADG II II I II 1 TDG 2 2 I(A) I(A) Approach B B B I B (Small) <10,000 lbs. Category MTOW Aircraft Length 43.83 46.67 (46'899) 39.9 I 35.5 (Ft) (43' 10") Wingspan (Ft) 54.50 57.92 (57' 45.92 I 50.3 (54' 6") 11" ) Tail Height (Ft) 14.75 14.33 (14' 4") 15.42 I 14.3 (14' 9") Wheelbase 14.92 ") 16.25 (16' 3") 15 I 13 (Ft)* (14' I 1 Wheel Track 17.17 17.17 (17' 2") NA I NA (Ft) (17'2") MTOW (lbs.) 12,500 15,000 11,795 109100 Note: * Because of the type of aircraft, CMG and Wheelbase dimensions are the same based upon manufacturer data. Sources: Beechcraft-Textron and FAA 150-5300-13A, Appendix 1 Since Runway 5-23 is the primary runway, and Taxiways C, D and E will support operations using that runway as well as provide access to larger hangar and apron facilities near the terminal building, it is recommended that the taxiways be designed to a Taxiway Group Design standard of 2. Taxiway design criteria for TDG 2 aircraft is provided in Table 4. Page 3 of 8 ADG and W is the taxiway width. (Paragraph 404(c) on page 128, FAA AC 150/5300-13A Change 1 For more information, please see FAA Website: httns:,'/tiv","-.faa.cov/airports/encineerinc/airport desi,-,n/ Recommended Dimensional Needs for Runway 5-23 (B-II-II Aircraft Category, No Less than 3/4 Mile Visibility and Future Critical Aircraft MTOW Greater Than 12,000 lbs.) — Source: Table A7- 4, FAA Advisory Circular 150/5300-13A. We are not yet sure how low of a visibility we can get. I anticipate no less than 3/4 mile visibility minimums at X26 for the foreseeable future. TABLE A7-4 RUNWAY DESIGN STANDARDS MATRIX, A/B — II (FUTURE USE OF RUNWAY 5/23) FUTURE CRITICAL AIRCRAFT: BEECH SUPER KING AIR 350I VISIBILITY MINIMUMS Item Visual Not Lower Not Lower than Lower than than 1 mile 3/4 mile 3/4 mile DIMENSIONAL REQUIREMENTS Runway Length Refer to paragraphs 302 and 304; Runway Len-Tth Based upon Critical Aircrali Runway Width 75 ft. 75 ft. 75 ft. 100 ft. Shoulder Width 10 ft. 10 ft. 10 ft. 10 ft. Blast Pad Width 95 ft. 95 ft. 95 ft. 120 ft. Blast Pad Length 150 ft. 150 ft. 150 ft. 150 ft. Crosswind Component 13 knots 13 knots 13 knots 13 knots RUNWAY PROTECTION Runway Safety Area (RSA) Length beyond departure 300 ft. end Length prior to threshold 300 ft. Width 150 ft. Runway Object Free Area (ROFA) Length beyond runway 300 ft. end Length prior to threshold 300 ft. Width 500 ft. Runway Obstacle Free Zone (ROFZ) Length 200 ft. beyond (Refer to paragraph 308) end of runway Width 400 ft. (Refer to paragraph 308 Precision Obstacle Free Zone (POFZ) Length N/A Width N/A 300 ft 300 ft 150 ft 300 ft 300 ft 500 ft 00 ft. 300 ft. 150 ft. 00 ft. 600 ft. 600 ft. 300 ft. 600 ft. 00 ft. 600 ft. 500 ft. 800 ft. 200 ft. beyond 200 tit. beyond: 200 ft. beyond end of runway end of runway end of runway 400 ft. 400 ft. 400 ft. N/A N/A 200 ft. N/A N/A 800 ft. Page 5 of 8 Recommended Dimensional Requirements Runway 10/28 (B-II-IA, Small Aircraft less than 10,000 lbs., No Less Than 1 mile Visibility). I truly cannot foresee this going any lower since there is the golf course and trail located nearby. Here are the dimensional requirements. TABLE A7-3 RUNWAY DESIGN STANDARDS MATRIX, A/B — II - SMALL (FUTURE USE OF RUNWAY 10/2 ) FUTURE CRITICAL AIRCRAFT: BEECH KING AIR F90 OR C90 VISIBILITY MINIMUMS ITEM Visual Not Lower than Not Lower than Lower than 1 mile 3/4 mile 3/4 mile DIMENSIONAL REQUIREMENTS Runway Length Refer to paragraphs 302 and 304: Runway Len_Qth Based uc)on Critical Aircraft (Future: Kint' Air For C90) Runway Width 75 ft. 75 ft. 75 ft. 100 ft. Shoulder Width I 10 ft. 10 ft. 10 ft. 10 ft. Blast Pad Width 95 ft. I -5 ft. 95 ft. 120 ft. f Blast Pad Length 150 ft. 15D R. 150 ft. 150 ft. Crosswind Component 13 knots 13 knots 13 knots 13 knots RUNWAY PROTECTION Runway Safety Area (RSA) Length beyond departure end Length prior to threshold Width Runway Object Free Area (ROFA) Length beyond runway end Length prior to threshold Width Runway Obstacle Free Zone (ROFZ) Length (See Paragraph 308) Width (See Paragraph 308) (Based upon approach speed greater than 50 knots) 300 ft. 300 ft. 150 ft. 300 ft. 300 ft. 500 ft. 200 ft. beyond end of runway 250 ft. 300 ft. 300 ft. 600 ft. 300 ft. 300 ft. 600 ft. 150 f#. 150 ft. 300 ft. 300 ft. 300 ft. 600 ft. 300 ft. 300 ft. 600 ft. Soo ft. 500 ft. 800 ft. 200 ft. beyond 200 ft. beyond 200 ft. end of runway end of runway beyond end of runway 250 ft. Page 7 of 8 250 ft. 300 ft. APPENDIX C PROJECT LAYOUT DRAWINGS APPENDIX C-1 TAXIWAYS "D" AND "E" (PHASE I) PROJECT LAYOUT r i jr J tGRAPHIC SCALE FEET 0 1p I IV r - e ` v * - RUNWAY5.23-(7 )- ,_... . ( a PROPOSED T/W "D" APPENDIX C-2 TAXIWAY "C" (PHASE II) PROJECT LAYOUT APPENDIX D TOTAL AIRPORT FLEET MIX FORECAST Sebastian Municipal Airport Total Airport Fleet Mix Forecast February,2017 SEP Single Engine Piston MEP Multi -Engine Piston TP Turboprop Rotor Helicopter Other Primarily Gliders Total Year SEP Ops % Departures MEP Ops % Departufe< I Ops % Departures,• Rotor Ops % Departure-,Fxperimental % Departures Other Ops % Departure<TOTAL OPS- Departures 2016 34,001 80.10% 17,001 2,816 6.6% 1,408 4,485 10.57% 2,242 52 0.12% 26 991 2.33% 495 104 0.25% 52 42,449 21,225 2017 34,384 80.12% 17,192 2,932 6.6% 1,416 4,541 10.58% 2,271 52 0.12% 26 1,002 2.33% 501 105 0.25% 53 42916 21,458 2018 34,770 80.14% 17,3B5 2,848 6.6% 1,424 4,599 10.60% 2,300 52 0.12% 26 1,013 2.33% 507 106 0.24% 53 43388 21,694 2019 35,160 80.16% 17,580 2,864 6.5% 1,432 4,657 10.62% 2,329- 53 0.12% 271 1,024 2.33% 5121 107 0.24% 54 43865 21,933 2020 3S,556 80.18% 17,778 2,880 6.5% 1,440 4,715 10.63% 2,358 53 0.12% 27 1,035 2.33% 518 108 0.24% 54 44347 22,174 2021 35,954 80.19% 17,977 2,896 6.5% 1,448 4,775 10.65% 2,388 54 0.12% 27 1,046 2.33% 523 109 0.24% 55 44834 22,417 2022 36,287 80.21% 18,144 2,906 6.4% 1,453 4,826 10.67% 2,413 54 0.12% 27 1,056 2.33% 528 110 0.24% 55 45239 22,620 2023 36,623 80.23% 15,312 2,917 6.4% 1,459 4,877 10.68% 2,439 55 0.12% 28 1,065 2.33% 533 111 0.24% 56 45648 22,824 2024 36,962 80.25% 18,481 2,928 6.4% 1,464 4,929 10.70% 2,465 55 0.12% 28 1,075 2.33% 538 112 0.24% 56 46061 23,031 2025 37,304 80.26% 18,652 2,938 6.3% 1,469 4,982 10.72% 2,491 56 0.12% 28 1,085 2.33% 543 112 0.24% 56 46477 23,239 2026 37,649 80.28% 38,825 2,949 6.3% 1,475 5,035 10.74% 2,518 56 0.12% 28 1,095 2.33% 548 113 0.24% 57 46897 23,449 2027 37,980 80.30% 18,990 2,959 6.3% 1,480 5,086 10.75% 2,543 57 0.12% 29 1,104 2.33% 5521 114 0.24% 57 4730C 23,650 2028 38,315 80.31% 19,158 2,968 6.2% 1,494 5,138 10.77% 2,569 57 0.12% 29 1,114 2.33% 557 115 0.24% 58 47707 23,854 2029 39,653 80.33% 19,327 2,978 6.2% 1,489 5,190 10.79% 2,595 58 0.12% 29 1,123 2.33% 562 115 0.24% S8 48117 24;059 2030 38,994 80.35% 19,497 2,987 6.2% 1,494 5,243 10,80% 2,622 58 0.12% 29 1,133 2.33% 567 116 0.24% 58 48531 24,266 2031 39,336 80.36% 19,668 2,997 6.1% 1,499 5,297 10.82% 2,649 59 0.12% 30 1,143 2.33% 572 117 0.24% 59-, 48949 24,475 2032 39,658 80,38% 19,829 3,005 6.1% 1,503 5,348 10.84% 2,674 59 0.12% 30 1,152 2.33% 576 118 0.24% 59 4934C 24,670 2033 39,983 80.39% 19,992 3,013 6.1% 1,507 5,399 10.86% 2,700 60 0.12% 30 1,161 2.33% 581 118 0.24% 59 49734 24,867 2034 40,311 80.41% 20,156 3,020 6.0% 1,510 5,451 10.87% 2,726 60 0.12% 30 1,170 2.33% 585 119 0.24% 60 50131 25,066 2035 40,640 80.43% 20,320 3,028 6.0% 1,514 5,503 10.89% 2,752 61 0.12% 31 1,179 2.33% 590 120 0.24% 60 50531 25,266 2036 40,971 80.44% 20,486 3,036 6.0% 1,518 5,556 10.91% 2,778 61 0.12% 31 1,189 2.33% 595 121 0.24% 61. 50934 25,467 2037 41,307 80.46% 20,654 3,044 5.9% 1,522 5,609 10.93% 2,805 62 0.12% 31 1,198 2.33% 599 121 0.24% 61 51341 25,671 0.02 % -0.53% 0.16% 2.22 % 0.00% -0.18% I 0.02% 2016 Critical Aircraft P28A (Piper) PA-30 - Piper Flightsafety International DH6-300 (Skydiving) Robinson R-44 Raven Home Built Glider with Engine 2400lbs 3600lbs 12500lbs 1450lbs S S S Skids 2021 Critical Aircraft Airbus Piper Beech EC 145 PA28 Seneca V King Air 3501 (Typical Police, Air Ambulance, etc) Home Built Glider with Engine 2400lbs 4750lbs 15100lbs 7,903Lbs S S S Skids APPENDIX E FARFIELD PAVEMENT DESIGN PROGRAM REPORT FAARFIELD FAARFIELD v 1.41 -Airport Pavement Design Section NewFlexib--03 in Job Sebastian. Working directory is Y:1Sebastian (X26)115-40.01 (Taxiways C, D &E)11. DOCUMENTS12a - Design Calulations\Pavement DesigM The structure is New Flexible. Asphalt CDF = 0.0048. Design Life = 20 years. A design for this section was completed on 08/15/17 at 09:52:03. Minimum layer thicknesses were reached. Compaction requirements for this section were computed on 08/15/17 at 09:52:06. Pavement Structure Information by Layer, Top First Thickness Modulus Poisson's Strength No. Type ,. , psi Ratio i2.asi 1 User Defined 3.00 200.000 0.35 0 2 P-219 Recycled Conc. 4.00 34,577 0.35 0 3 Suborade 0.00 15.000 0.36 0 Total thickness to the top of the subgrade a 7.00 in Airplane Information Gross Wt. Annual % Annual Na Name Ibs I Departures Growth 1 S-3 2 400 17 192 1.59 2 S-5 4 750 1,416 0.95 3 5-15 15.100 2,271 1.75 Additional Airplane Information CDF CDF Max P/C No. Name Contribution farAirGlane Ratio 1 8-3 0.00 0.00 6.61 2 S-5 0.00 0.00 5.93 3 S-15 0.21 0.21 4.44 r+n me CDF CDF Max PIC No. Name Contribution for Airulane Ratio 1 S-3 0.00 0.00 9.99 2 S-5 0.00 0.00 8.48 3 5-15 I 0.00 0.00 5.71 « r>s LAYW Thk&rA%S M06,Eor matow CM) .. Usa [k(iand .to r —> t f 4. I i A.al r -I on -Standard Structumme Oi•�•�•4� P� .`� .4`i'�L•�•Dii•r'� .D � . � � � � . � .O•i�ii � .•�•i O.`i'JO� Oi•�•�•�• APPENDIX F GEOTECHNICAL REPORTS APPENDIX F-1 KSM GEOTECHNICAL REPORT tr r lk 9 Z%L_j1VL KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING,- INC. MARTIN (772) 337-7755 RO. BOX 78-13775 SEBASTIAN, FL 32978-1377 SEBASTIAN (772) 589-0712 PALM BEACH (561).845-7445 ' wvirvv.ksmengineering.ne# MELBOURNE (321).768-8488 FAX (561) 045-8876: E-Mail: KSM@KSMENGINEERING.NET ST. LUCIE (772) 229-9093 C.A.: 5693.. FAX (772) 589-6469 August 30, 2016. Jim Goodwin,'P.E. Infrastructure Consulting,& Engineering 5550 Idlewild Avenue, Suite 102 Tampa., FL: 33634 Re: Sebastian Municipal Airport 202 Airport Drive E. Sebastian, Florida KSM Project #: 162350-b Dear Mr. Goodwin: As requested, Keller; Schleicher, and MadWilliam Engineering and Testing., Inc. (KSM) has pe.i lormed geotechnical services at the referenced site. Generally, our services included coring of the existing runways'. and taxiways pavement surface and drilling test borings in the existing runways, taxiway, and the proposed taxiways. Field.samples of the soils were collected for laboratory testing. The site investigation consisted of the following: Performed ten ..(10) pavement cores in the existing. Runways and Taxiways. The thickness of the asphalt.. pavement and underlying base material were measured 'and recorded at each of. the core locations. Upon completion, each borehole was backfilled with sand. The pavement cores were patched with a hand -tamped (compacted) cold -mix asphalt. Performed, twelve '(12) Standard Penetration Test (SPT). borings for the proposed: Taxiways "C"; "D", and "E". The SPT borings were drilled with a drill-rig'to a.depth of 10 feet below. the ._ ground surface. The soil samples were :retrieved continuously. in. the SPT bo!1ng0_,'using_ a standard split spoon sampler driven with a 140 pound hammer freely falling 30. inches (ASTM D 1586). Recovered soil samples were transported to our: laboratory. The groundwater table was allowed to stabilize and the depth. of the groundwater elevation recorded from existing grade.. Four (4) c;ompositesoil samples Were collected at the selected:SPT boring.locations for the purposes of performing. laboratory Limerock Bearing Ratio (LBR) tests. Ronald G.'Keller, RE.: 37293 / SI Lic, No.: 860 / Julie E. Keller, P.E.: 68366 Tr OIL t KELL_ER, SC.HL.EICHE.R & MacWILLIAM ENGINEERING AND TESTING, INC. MARTIN (772) 337-7755 PO. BOX 78-1377, SEBASTIAN, FL .32978-�1377 SEBASTIAN (772) 589-0712 PALM BEACH (561) 845-7445_. www.ksmengineering.net MELBOURNE (321) 768-8488 FAX (561) 845-8876 ST. LUCIE (772) 229-9093 E-Mail: KSMC�3KSMENGINEERING.NET C.A.: 5693 FAX (772) 589-6469 202 Airport Drive E. Sebastian, Florida -3- Pavement Core #C-6, (Taxiway) - See Attached Location Plan August 30, 2016 2Y2" Asphalt. 4'h" Cemented Coquina Rock 1217 Stabilized Subgrade — Brown Sand. with Some Clay and Shell 6$4 Light Gray Sand Pavement Core #C-7, (Runway) - See Attached Location Plan 2%" Asphalt 5"i2' Cemented Coquina Rock 8" Stabilized Subgrade - Brown Sand with Some Clay and .Shell 8."+ Gray Sand Pavement Core #C-8, (Runway) -.See Attached Location Plan 21/V Asphalt 6" Cemented -Coquina.-Rock 17"+ Stabilized Subgrade — Brown Sand with .Some. Clay and: Shell Pavement Core.#C-9, (Taxiway) - See Attached. Location. Plan 1'l" Asphalt 0" Cemented Coquina Rock. 91/2" Stabilized. Subgrade — Brown Sand with Some Clay and Shell. 131)+ Gray Sand Pavement Core #C-10, (Taxiway) - See Attached Location Plan 2'/a" Asphalt .Y Cemented Coquina Rock 12 Stabilized Subgrade — Brown Sand with Some Clay and Shell 7"+ Dark.Gray Sand Ronald G. Keller, P.E.: 37293 / SI Lic. No.: 860 / Julie E. Keller, P.E.: 68366 TAP C 1 ff "L'67 J= KELLER ;.SCHLEICHER & MacWI.LLIAM ENGINEERING AND TESTING, INC.. MARTIN (772) 33777755 p:�, .SOX 78*137;7, SEBASTIAN, FL 3297&1377 SEBASTIAN (772) 589-0712 PALM BEACH (561) 845 7445'www.ksmengineering.ne# MELBOURNE (321) 768-8488 FAX (561) 845-8876 E-Mail KSM@KSMENGINEERING.NET S.T. LUCIE (772) 229-9093.. C.A.: 5693 FAX (772)` 589-6469 202 Airport Drive' E:. -5- August 30;. 2016 Sebastian, Florida Findings: The existing taxiways cores indicate.the asphalt thicknesses. vary from 11/z inchesto. 2'/ inches. The rock base thicknesses vary widely from 0 inches to 6 inches. The existing runways cores indii.cate the asphalt thicknesses vary. from 13/ inches to 23/ inches. The rock base.thicknesses vary from 5 inches. to 6 inches. The proposed taxiways subsurface soils consist mostly of loose to medium -dense sand and sorne sand that is slightly silty. The estimated CBR value is 1.0. to 15. please feel free to. contact us. uL_r..jL E-mail to: iim,goodwin@ice-eng,com. Ronald G. Keller, RE.-. 37293 / SI Lie. No.: 860 / Julie E. Keller, P.E.: 68366 KSM Engineering & Testing KS]t, ,� P.O. Box 78-1377 1V1 Sebastian, FL 32978 Tel: (772)-589-0712 Fax:(772)-589-6469 CLIENT Infrastructure Consultina & Engineering PROJECT NUMBER 162350-b DATE STARTED 8126116 COMPLETED 8/26/16 DRILLING CONTRACTOR DRILLING METHOD Split Spoon Sample LOGGED BY DP/JR1CH/MS CHECKED BY JEK NOTES See Attached Location Plan U w e (L p MATERIAL DESCRIPTION 0 Dark Gray Sand with Roots Light Gray Sand Dark Brown Sand 5 Light Brown Sand, Slightly Silty 10 IL m- Light Gray Sand _••';. Uj Uj Bottom of borehole at 14.0 feet. U O ❑ co W J LL vy 7 OD ❑ [V C� N H G fd g r- z z r- O J a 2 m x U W F- O w C9 BORING NUMBER B-2 PAGE 1 OF 1 PROJECT NAME Sebastian Municipal Airport, 202.Airport Drive E. PROJECT LOCATION Sebastian, Florida GROUND ELEVATION HOLE SIZE inches GROUND WATER LEVELS: VAT TIME OF DRILLING 3.33 ft AT END OF DRILLING -- AFTER DRILLING --- o w A SPT N VALUE A Ww m w0 0z� a ~ 20 40 60 80 PL MC LL aM OS mO> Y ❑� 20 0�60 80 z W U? a Q ❑ FINES CONTENT (%) ❑ 20 40 60 80 5-5-5 :.... SS (10) .......... .. ..:.. 8-5-5 SS (10) .. :. .. .. X— 4-3-3 ss (6) .... ....... :......:....... ...... 2-2-3 SS KSS 3-4-3 I (7) :.. .. .. 1 I . .... ........ (20) ...... ....... $S 12-13-15 ......:.......:.. ... . (28) /� KSM Engineering & Testing P.O. Box 76-1377 KSIVl S basstan, FL 32978 Tel: (772)-589-0712 Fax:(772)-589-6469 CLIENT Infrastructure Consulting & Enaineering PROJECT NUMBER 162350-b DATE STARTED 8/26116 COMPLETED 8/26/16 DRILLING CONTRACTOR DRILLING METHOD Split Spoon Sample LOGGED BY DP/JR/CH/MS CHECKED BY JEK NOTES See Attached Location Plan i U W F 0-0 MATERIAL DESCRIPTION ❑ O 0 G •; `.;: Gray Sand with Some Roots Gray Sand v Dark Gray Sand with Some Hardpan 5 Brown Sand Light Gray Sand 10 Bottom of borehole at 10:0 feet. BORING NUMBER B-4 PAGE 1 OF 1 PROJECT NAME Sebastian Municipal Airport. 202 Airport Drive E. PROJECT LOCATION Sebastian, Florida GROUND ELEVATION HOLE SIZE inches GROUND WATER LEVELS: Q AT TIME OF DRILLING 3.67 ft AT END OF DRILLING -- AFTER DRILLING -- W o A SPT N VALUE o. y 2 w w 20 40 60 80 Ujm w� z-i �� z�u PL MC LL ��Q W a—i—� Q. Z U m U Z U " } " 20 40 60 80 0 W ❑ FINES CONTENT (%) ❑ a.20 40 60 80 SS I I i i i ..................................... 81010 I SS 10-10-17 i (27) ...... _. .... :....... :....... :....... SS I 4-3-4 (7) ..:.. :.. ..:.......:.. ...................................... SS 2-2-3 (5):.......:...... .:.......:....... SS3-2-3...... :.............. :............... (5) KSM Engineering & Testing SM P.O. Box 78-1377 11 Sebastian, FL 32978 Tel: (772)-589-0712 Fax: (772)-589-6469 CLIENT Infrastructure Consultinq & Engineerinq PROJECT NUMBER 162350-b DATE STARTED 8126/16 COMPLETED 8/26116 DRILLING CONTRACTOR DRILLING METHOD Split. Spoon Sample LOGGED BY DP/JR/CH/MS CHECKED BY JEK NOTES See Attached Location Plan U c,� w iz C O MATERIAL DESCRIPTION o � 0 �..`'..: Dark Gray Sand with Roots T ` Light. Gray Sand Dark Brown Sand 5 10 .' , Light Brown Sand Bottom of borehole at 10.0 feet. BORING NUMBER B-6 PAGE 1 OF 1 PROJECT NAME Sebastian Municipal Airport, 202 Airport Drive E. PROJECT LOCATION Sebastian, Florida GROUND ELEVATION HOLE SIZE inches GROUNDWATER LEVELS: Q AT TIME OF DRILLING 3.42 ft AT END OF DRILLING -- AFTER DRILLING --- w Z o A SPT N VALUE • a.r _ co w aw 20 40 60 80 wm w� �zm Fci� ~ PL MC LL d 0 7 a w (a Z a. z v m 0 Z v" } 20 40 60 80 iW 0 i ❑ FINES CONTENT (%) El (D IL20 40 60 80 I I SS 3-3-3 (6) ....... :....... ....... ....... I i 5S I8-9-7 (16) ... ............... I I ....................................... S5 3-3-7 (10) ... I I S5 IB-8-9 (17) 1 SS 5-7-8 ..... ........ :....... :....... :... (15) KSM Engineering & Testing KSJ� �j P.O. Box 78-1377 1Vl Sebastian, FL 32978 Tel; (772)-589-0712 Fax:(772)-589-6469 CLIENT Infrastructure Consulting & Engineerinq PROJECT NUMBER 162350-b P DATE STARTED 8/26/16 COMPLETED 8126/16 DRILLING CONTRACTOR DRILLING METHOD Split Spoon Sample LOGGED BY DP/JRICHIMS CHECKED BY JEK NOTES See Attached Location Plan U w a p MATERIAL DESCRIPTION 0 Dark Gray -Sand with Roots Light Gray Sand 5 Dark Brown Sand 10 . Light Gray Sand Bottom of borehole at 14.0 feet. BORING NUMBER B-8 PAGE 1 OF 1 PROJECT NAME Sebastian Municipal Airoort. 202 AlrportDrnre E. PROJECT LOCATION Sebastian. Florida GROUND ELEVATION HOLE SIZE .inches GROUND WATER LEVELS: �Z AT TIME OF DRILLING 3.50 ft AT END OF DRILLING --- AFTER DRILLING --- w 0 Z w _3d 0 > -J�g Q Z a Y MZU-MO> W U d a SS SS 5-3-3 (6) I "-7 (15) I 6-5-10 8-8-9 (17) 9-10-9 (19) I 8-6-5 (11) (12) A SPT N VALUE 20 40 60 80 PL MC LL 20 40 60 80 O FINES CONTENT (%) ❑ 20 40 60 80 KSM Engineering & Testing KS]� � Sox 78-1377 1V1 Seb Sebastian, FL 32978 Tel: (772)-589-0712 Fax:(772)-589-6469 CLIENT Infrastructure Consultinq & Engineerinq PROJECT NUMBER 162350-b DATE STARTED 8/2-6116 COMPLETED 8/26l16 DRILLING CONTRACTOR DRILLING METHOD Split Spoon Sample LOGGED BY DP/JRICH/MS CHECKED BY JEK NOTES See Attached Location Plan BORING NUMBER B-10 PAGE 1 OF 1 PROJECT NAME Sebastian Municipal Airport, 202 Airport Drive E. PROJECT LOCATION Sebastian, Florida GROUND ELEVATION HOLE SIZE inches GROUND WATER LEVELS: Q AT TIME OF DRILLING 3.00 ft AT END OF DRILLING — AFTER DRILLING — W o ♦ SPT N VALUE A x Q 20 40 .60 80 ~o p MATERIAL DESCRIPTION J 0 O? ¢ w w Z PLC �L p -' U m O z U " } `' 20 40 60 80 (7 ¢ W O rr ❑ FINES CONTENT (%) ❑ rn W C. ❑ 0 20 40 60 80 Dark Gray Sand with Roots - Light Gray Sand SS 3{$ * ............ :....... :...... ....... :. SS 5-5-3 • Light Brown Sand SS 5-8-3 V—SS7 I 8(18) i ... ... ... Light Gray Sand SS 10 I:•;.;:: X 01) Bottom of borehole at 10.0 feet. KSM Engineering & Testing KSMP.O. Box 713-11377 Sebastian, FL 32978 Tel: (772)-689-0712 Fax: (772)-589-6469 CLIENT Infrastructure Consultinq & Enqineerinq PROJECT NUMBER 162350-b DATE STARTED 8/26116 COMPLETED 8126(16 DRILLING CONTRACTOR DRILLING METHOD Split Spoon Sample LOGGED BY DPIJRICHIMS CHECKED BY JEK NOTES See Attached Location Plan MATERIAL DESCRIPTION Gray Sand with Some Roots Dark Gray Sand Light Brown Sand 5 Light Gray Sand Bottom of borehole at 10.0 feet. BORING NUMBER B-12 PAGE 1 OF I PROJECT NAME Sebastian Municipal Airport. 202 Airport Drive E. PROJECT LOCATION Sebastian. Florida GROUND ELEVATION HOLE SIZE inches GROUND WATER LEVELS: �AT TIME OF DRILLING 2.67ft AT END OF DRILLING AFTER DRILLING -- W -.0 1 - - Z A SPT N VALUE A W UA 0 R�- D z LU 0- C, 20 40 60 ' 80 PL MC LL Ui Co O: -i '0 § F-Z Q z U uj M 6 z ID 0 20 40 60 80 co CL 0 0 FINES CONTENT (%) 0 20 40 60 80 SS_ 3-4-3 (7) ....... ....... ............... . .................................... 4-4-5 SS (9) Ss 6-8-9 (17). ... .. ........ ... ...... 11-10-10 SS (20) ....... ........ ....... ....... SS9-11-12 (23) LOCATION OF TESTS PROJECT: Sebastian Municipal Airport, 202 Airport Drive E., Sebastian, Florida 3HEET10F � PROJECT IR: 16235Q-b AL� &;P AVL AND TESTS N DRAWN BY: J.L. DESIGNED BY: J.K. DATE: 20160906 SCALE: NONE APPENDIX F-1 SUPPLEMENTARY KSM SOIL PERMEABILITY TESTING REPORT KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC. MARTIN (772) 337-7755 P.O. BOX 78-1 377, SEBA STIAN, FL 32978-1377 SEBASTIAN (f 72) 589-0712 PALM BEACH (551) 34 a-7445 wwwAsmengineering.ne MELBOURNE (321) 768-8488 FAX (561) 845-8876 E-Mail. KSM@KSrAENGINEERING.NET ST , LUCIE (772) 229-9093 C.A.. 5693 FAX (772) 589-6469 November 29, 2016 Jim Goodwin, P.E. Infrastructure Consulting & Engineering 5550 W. Idlewild Avenue, Suite 102 Tampa, FL 33634 Re: Sebastian Municipal Airport 202 Airport Drive E. Sebastian, Florida KSM Project #: 162350-p Dear Mr. Goodwin: Enclosed are the permeability test results for the referenced project. Please accept this as a supplement to our report dated August 30, 2016. Four (4) additional permeability flow rates were determined by excavating a test pit adjacent to the hand -auger boring locations to obtain undisturbed shelby tube samples at the depths as requested by your office. The soil profiles for Locations 1, 4 and 5 are included. We then performed a permeability test on the field samples in our laboratory. All these tests were performed to evaluate the drainage characteristics of the soils at these locations to determine the permeability rate for each location. The following table indicates the flow rates for the test locations as requested: MATERIAL DEPTH FLOW RATE SPECIFIC ESTIMATED HORIZONTAL GRAVITY POROSITY Light Gray Sand at 6" — 28" 3.47 In./Hour 2.63 25 Location #1 Light Brown Sand, 60" — 96" 0.6 In./Hour 165 26 Slightly Silty at Location #1 Dark Brown and Gray 10" — 40" 0,4 In./Hour 2.65 24 Sand with Traces of Hardpan at Location #4 Light Gray Sand at 14" --- 22" 5.1 In./Hour 2.63 25 Location #5 Ri:a,i,a'd G. r`e1iil; E :!:., 372'�31 SI Lk;, No., 360 1 J;.ri€ice E. KCHaC. RE.: [8W:; KSM Engineering & Testing KS]� P.O. Box 78-1377 1y� Sebastian, FL 32978 Tel: (772)-589-0712 Fax:(772)-589-6469 CLIENT -Infrastructure Consulting & Enj;ineerinc PROJECT NUMBER 162350-b DATE STARTED 11/16/16 COMPLETED 11116/16 DRILLING CONTRACTOR DRILLING METHOD Split Spoon Sample LOGGED BY DP/Iv1S CHECKED BY JEK NOTES See Attached Location Plan oS I O MATERIAL DESCRIPTION C7 0 Gray Sand with Some Roots (0"-6") Light Gray Sand (6"-28") Dark Brown Sand, Slightly Silty (28"-60") i 5 •". ll Light Brown Sand, Slightly Silt 60"-96' Bottom of borehole at 8.0 feet. n` Ef.. BORING NUMBER HA-1 PAGE 1 OF 1 PROJECT NAME _Sebastian Municioal Airoort. 202 Airport Drive E. PROJECT LOCATION Sebastian Florida GROUND ELEVATION HOLE SIZE inches GROUND WATER LEVELS: AT TIME OF DRILLING 3.50 ft AT END OF DRILLING — AFTER DRILLING - A SPT N VALUE o to w � MC 0 i 20 40 60 8 Jg jp djQ �w���+,- PtL — ---jL IL � O rr co 0 I sr Z Di D 20 40 60 80 M Z U U z ! U ? .._...._.. -- (n 0 I a T ❑ FINES CONTENT (%) F I 20 40 60 8D 4 KSM Engineering & Testing KSp� P.O. Box 78-1377 Sebastian, FL 32978 Tel: (772)-589-0712 Fax:(772)-589-6469 CLIENT infrastructure Consultinq & Engineering PROJECT NUMBER 162350-b DATE STARTED 11/16/1.6 COMPLETED 11116116 DRILLING CONTRACTOR DRILLING METHOD Split Spoon Sample LOGGED BY DPIMS CHECKED BY JEK NOTES See Attached Location Plan 'i ' PAGE 1 OF 1 PROJECT NAME Sebastian Municipal Airport, 202 Airport Drive E. PROJECT LOCATION Sebastian Florida GROUND ELEVATION HOLE SIZE inches GROUND WATER LEVELS: AT TIME OF DRILLING 3.50 ft AT END OF DRILLING -- AFTER DRILLING -- 0 oE � O ; MATERIAL DESCRIPTION 0 Gray Sand with Traces of Roots (0"-14") Light Gray Sand (14"-22")— Dark Grayish Brown Sand with Traces of Hardpan (22"-36") -- JSz Dark Brown Sand, Slightly Silty (36"-56') ~Light Brown Sand, Slightly Silty (56"-72") Bottom of borehole at 6.0 feet. a ;z A SPT N VALUE A �- F- Etl tY ^ wQ m ui 5f- a — 20 40 6....0 . - 80 — PL MC LL Ujm n. C? zJ Q m o > >-4— ..N.. p, YLLI "; z v; _-- - -J 20 4©60 80 2z Uz U Y ___ 4 O 0 FINES CONTENT (%) 20 40 60 80 IV olk 0 11111�"J��AIV4 .II KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC. MARTIN (772) 337-7755 P.O. BOX 78-1377, SEBASTIAN, FL 32978-1377 SEBASTIAN (772) 589-0712 PALM BEACH (561) 845-7445 www.ksmengineering.net MELBOURNE (321) 768-8488 FAX (561) 845-8876 E-Mail- KSM@KSMENGINEERING.NET ST. LUCIE (772) 229-9093 C.A,: 5693 FAX (772) 589-6469 Grain Sizo Analvais Sebastian Municipal Airport Darkr Gray and Brown Sand with Traces of Hard Pan (SP-SM) % Finer 8.9 KSM Project#: 162360-grain2 U.S. Standard Sieve Sizes Hyd. Anal. 100 #4 46 #7 P0 #14 #18 #25 #35 W -460 #80 #120 #170 #230 0 80 60 dJ 40 CL 20 20 40 .0 60 Q IL 80 0 100 5 4 3 2 0.90.80.7 0.6 0.5 0.4 0.3 0.2 0.1 0.070.06 0.05 Grain Size in Millimeters - -------- G Sand Silt or Clay Fine 162350-2.grf 7: Ronald G. Keller, FI:EE: 37293 / Sl Ur— No�; 601 Julie �_ Kell-r-rz RE,: 68366 Hydraulic Conductivity Testing, Sebastian Municipal Airport Universal Project No. 0330,1600142.0000 Sebastian!. Indian River County, Florida Limited Subsurface Exploration Each of the wells was installed using hollow stem augers. Soil samples were collected from the auger flights in general accordance with the procedures of ASTM D 1452 (Standard Practice for Soil Investigation and Sampling by Auger Borings). The soil types encountered were evaluated by visually classifying the cuttings recovered from in accordance with ASTM D 2487 guidelines. For additional information, please see the boring log sheets attached to this report. The wells were constructed of 2-inch diameter schedule 40 polyvinyl chloride (PVC) riser and well screen. The well screen openings were 0.006 inches wide (6-slot). The screened zone of each monitoring well was approximately 2 feet in length and was situated at approximate depths of S to 11 feet bls, as requested by the client. After installation of the monitoring wells, field permeability tests were performed according to ASTM D-4044 ("Standard Test Method (Field Procedure) for instantaneous Change in Head Tests for Determining Hydraulic Properties of Aquifers"j. Universal used an in -situ LEVEL TROLL 700 Water Level Monitor and Data Logger (with internal power source and all necessary cables and docking stations) within each well in order to collect sufficient groundwater data. LABORATORY METHODOLOGIES We completed #200 sieve particle size analyses on two (2) representative soil samples_ These samples were tested according to the procedures listed ASTM D 1140 (Standard Test Method for Amount of Material in Soils Finer than the No. 200 Sieve). The percentage of materials passing the #200 sieve is shown on the attached boring logs. Field Permeability Tests The permeabilities of the strata within the screened zone depths were determined by performing "rising head" tests within the monitoring wells by first pumping out to displace a volume of water within the well. Thereafter, the water level was carefully measured per incremental time as rose back to the static condition (recovery). The recovery data was analyzed by using the procedures developed by Hvorslev ("Time Lag in Observation of Ground -Water Levels and Pressures") where straight line points are plotted & matched on a semi logarithmic graph of normalized head as a function of time. Based on this analysis, the permeability of the soil zones surrounding the screened sections of the wells are as follows in Table I: TABLE FIELD PERMEABILITY TEST RESULTS Well Screened Do th , Horizontal Permeability I Permeability Location i (feet) I Rate K (in/hr) Class. Well "122" 9 to 11 0.38 I Moderately Slow Well "P3" 9 to 11 13.0 I Rapid 1. See attached Figure No_ 1 for approximate well locations. 2 820 Brevard Avenue, Rockledge, Florida 32966 (321) 638-0808 Fax (321) 638-0978 www.UniversalEngineering.com oa3o.,eoo,a2.oaao UNIVERSAL ENGINEERING SCIENCES PRo�=cTNo. BORING LOG REPORTNQ: APPENDIX: A PROJECT: Sebastian Airport Rising Head Permeability Tesis BORING DESIGNATION: R2 SHEET: 1 Of 7 SECTION: TOWNSHIP: RANGE: Sebastian, Fwlida CLIENT: G,S. ELEVATION (ft): DATE STARTED: 11116116 LOCATION: SEE BORING LOCATION PLAN WATER TABLE (it): DATE FINISHED: 11116/16 REMARKS: DATE OF READING: DRILLED SY: PM. TM EST. W.S_01T (ft): TYPE OI= SAMPLING: Y ATTERBERG 4 DEPTH(T) P BLOWS N \N,T, O DESCRIPTION 200 ur% LIMITS K ORG (� / CONT, '. 7NCREEfr1ENTB FTWS/ LL PI DAY) (W E 4 fl ; line SAND, grey, [SPI ` } fine SAND with silt, dark brown, [SPSM] 4 fine SAND with silt, brown, [SP-SMj fine SAND with clay, gray, [SP-SCI rr ;E }IL, ti r-^ 9.5' 20.7 10 BORING TERMINATED AT f t' Y 75 m �, I STATE OF FLORIDA WELL COMPLETION REPORT osoia%wite PLSQ-E•FILL OUT ALLAPPLICABLEFIELDS Ion}+ $s ' nFites RaQUired Fields Whem 4policable) C]St. aphms P1ver ❑South Florida pSuwannee Riimr ❑ 0-E? Meleganed Authority (If Applicable) _IRHD 1.'Fermit Number.Exemption 40C-3.05,LCUP JVuP?Ivrrher. . . 2." Number of permitted wells constn-icted, repaired. or abandoned 1 P-2 'DID :`lumber Data stern Official use Only 62-e24 Delineation No. 'Number of permitted .yells ,rot constructed, repaired, or soandoned VOwner's Name Sabastlan Airgort VCompletion Cate 11123,'2016 5, Ronda unique ID 6.: _:202.Alrp�d Or E;Ssbastfarl, n 395S. '``Neil Locatipr 'Address, Road Name or Numh&; City; ZIP 7,"County Indian River "Section 22Lard Grant _ *Township, 30 'Range 38 a. Latitude ,Z7 C8M7 N Longitude 80 L9A?G W_ 9, Data Obtained From- GPS-.. .X ., SitIY9 Datum: NAD 27 ,83 yv'GS 84 _. 10 'Type of Work: Constn}coon Repair _ Modification X Abandonment 11.-Specify Intended Use(s) of Well(s); Domestic ncultural Irri Blinn Site Investigation Irrigation -- g —_ a 9 _Landscape 3ottiad Water Supply Recreation Brea Irrigation _ —Livestock Monitoring �_ _ Public Water Supply (Limited Use/DOH) Nursery irrigation Test —Commercial/IndustrialEarth-Coupled Geothermal Public. Water Supply (Community or Nor.-Corn,munity/DEP) _Gott Course irrigation —H1/AC Supply _.Class i in ection VAC Return Class V Injection: _Recharge _ Commercial/Industrial Disposal `Aquifer Storage and Recovery �Crainaga Remediatiom Recovery Air Sparge Other (flescribe) Risinv Head Permeability Test. . —Other (Das-'ba) -.. .. . - . .. - 12.'Drifl Method: Auger Cable Tool Rotary Combination (f wo or More Methods) ;Jetted Soni c .-._Horizontal Drilling --Hydraulic Point (Direct Push) ;3tfibr .. ..... 13,*Measured Static Water Level 35 ft. Measured Pumping Water Level ft. After Hours at_ GPM 14:'MeasuringPoint(Describe) Groundlevel Which is—ft_ Above: Below Landgurface 'Flowing.. X .. Nc _,_,,,,Yes 15.*Casing Material: ....... .Slack Steel ., . Galvanized PVC Stainless Steel _ Not Cased �iksar- ,. *Total16, Well 1i � e ft, L?p.9n icle Fzrn To t . `SorQen. F1t7rtt 9. To 11 ft.. Slot Sing_ !0. 17 ,'Aband nment Other x ( plain) „ . rI1 . , From1,- ...1 . ft. o 0 ft No, of Sags .5 Seat Material (Check One): X Neat Cement Bianinnite other Frorr=ft. To,. No. of 8ags Seal Material (Check One): Meat Cement Sentonite Other From ft. To w No, of Bags Seal Material (Check One): Neat Cement Bentonite other Frorr) _ R. To ft, No. of Says Seal i>naterial (Chock One): Neat Cc:mert_ BenWnite__ CU:sr From.. ft. Ta, ,,,,, �ft. No: of gags Seal Material (Cheat One):__Neat Cement" Bentonite. ..Other .. — 18,'Surface Cas ng Diameter and Depth: Dia in. Frown ft. To ft< No. of Sags Seal (Material (Check One): Neat Cement Bentonite Other Dia in. From—ft. To ft. No, of Bags_— Seal Material (Check One): —Neat Cement_gentonite_other 19,4Primary Casing Diameter and Depth: —� Dia in From ft. TO—ft., No, of Bags_-- Seal Material (Check One):_Neat Cement Bentonite Other Dia in, From ft. To t No. of Bags,_ Sea: Material (Check One):Neat Cement Bentonite Other— From—ft- To ft. No. or BagsSeal Material (Check One): —Neat Cement 3entonrteDtl:er--- Dia ir:. From __- ft. TO ft. Diair•. =Rom_.,._„�ft. To -ft. No. of Bags Seal Material {Check One)}: Neat Cement Bentonite Other Np. of Bags Seal Material (Check Cnej _Neat Cement`Bontonite Dthar ' — 20 *Liner Casing Diameter and Depth: Dia ir,. From ft. To ft, No. of Sags Seal Material (Check Cie):�Neat Cement Dia in< From . ft. To ft. �SentoniteOther No of Bags Seal Material (Check, Cement ` aentprlite Other w Dia in, From ft. TO ft. No. of Bags Seal Material (Check One): Neat Cement Beninnfte_Dther :21.'Tetescope Casing Diameter and Depth; Dia in. From ft. To ft. No. of Bags Sea+ Material (Check One): bleat Cement eritpflite Other Dia n, From _ ft. To ft. .041. No. Of Hags_-_- Seal �Matelial (Check orid), Vest ite—cther— Orr.p r - fter) ,ft To , No, of Bsg� Seal Matera #.wh'epk oria�. -4eat Cement Dthe a if Knot+,n " OWV._Bentonita —�tp ` heroical A is efant$ Squired): Centri gal Jet Turbine s QP pm Chloride Horsepower Pump Capacity p p h+ (GPM) m Pump Depth ft. Intake Depth ft,. Laboratory Test Feld Test Itft 24 Water Well Contractor: `Contractor Name Brandon Se _ icxahse Number 7326 E-mail Address bselph ✓uriivel-salengineering.com `Contra¢tpr'a jtgwt[ittJrd, ' 'Qriller'S 4'� se _<.�P�r j C*4 ryh:,f Np Y'rtPpti0ci i7tpe'�4G ./ Name (Print or Type) . /✓ � + 'fs „ps - 4t0'2ni1 T11B- ,/% . DEP Form 32-532.900(2) :ncorporaiead in -32-532.e90. FA,C. Ef{ective 0a1e: Ociober 7, 20t0 Aage i or • .� - i . qw i 14.r I y x 2 i P-3 *Permit No. Exemption 40C-3.051 SOUTHWEST FLORIDA WATER MANAGEMENT DISTRICT SOUTH FLORIDA WATER MANAGEMENT DISTRICT 2379 BROAD STREET, BROOKSVILLE, FL 34604.099 P.O. BOX 24680 PHONE: (352) 796-7211 or (800) 423-1476 3301 GUN CLUB ROAD WWW.SWFWMD_STATE.FL.US WEST PALM BEACH, FL 334164680 PHONE: 00 ST. JOHNS RIVER WATER MANAGEMENT DISTRICT 4VWW.SFWMD.GOV GOV 4049 REID STREET, PALATKA. FL 32178-1429 PHONE: (386) 329-4500 SUWANNEE RWER WATER MANAGEMENT DISTRICT WWW.SJRWMD.COM 9225 CR 49 LIVE OAK, FL 32060 NORTHWEST, FLORIDA WATER MANAGEMENT DISTRICT PHCNE::(388) 3$2 5001=rir (8...Q) 226-1068 (Florida only) 352'1 T A l ifi)AtiE ENT DR., HAVAtdA, FL 32333-4712 p geS y NN ERI ,CUM (UJ $ : fiigh 4.0:.10 €rtltes west of tait4 halt sae) VVWW NVIIFWMD.STATE.FLUS -0ML I. CUMNGS LOG (Examiner cuttings every 20 fta .or at rorrnallor: r�RI chimes. {Vote cawititis ' did depth to produemg zone. Graft Slzk F=Fln4, M=Medlum. and C=Coarse) From ft. TO PL Color Grain Size (F, M, C) materw From ft. Tra_L�_ft. Color Grain Size (F, M. C) #Jiaww- From ft. To Ift. Color Grain Size (F, M, C) U0664l . From fit. To—ft Color Grain Size (F, M, C)___ Malgrliai From ft. 3ti Color•. Grain Size (F, M. C) U410eal From ft. TO -_ Color" Grain Size (F. M,.G) m6builal From it. T4 It, Color Grain Size (F, M, C} ' 1�ata4i a From A., Color Grain Size (F, M. C) Malar€al From ft. To fit Coiar. Grain Size (F, M, CjMaw From ft. TO ! Color Grain Size (F, M, C) lNate From ft. TO .. fL Color Grain Size (F, M, C} _ From a. Tor k Color Grain Size (F, M, C) MaterW From ft. Tb k Color. Grain Size IF, M, C) 4A8Ds II From ft T. ft; Color .. Grain Size (F, M, C)-PMaiital. From ft. To:.ti Color Grain Size (F. M, C) Material... : From lt. To ft. Color Grain Size (F, M. C) _ matgrtal . From ft. ib .. Calof . ,. Grain Size (F, M, C) MalgrW - From ft. Trz _ _ R. Color Grain Size (F, M. C)_ 'IdM4th_w :: From ft. Ta fit; Color Grain Size (F, M, C) kaiprw. From ft. Ter it Color Grain Size (F M, C), Matg(ial From ft. To IL Color :.. Grain Size (F, M. Cj= Material From ft. To ft. color Grain Size (F, M, C} Malarial--- From ft. to tL Colo Grain Size (F, M. C)— -- _ M2taria{- _ From ft. TO Color. Grain Size (F. M. C) Material From ft. Ta Color Grain Size (F, M, C) kistbMil . ,,,,-,_A. Front ft. Cd t - Color Grain Size (F, M, C) matdriel. Comments: Reese sea attached maps * etallett'$I& Map cst 31 9h Location DEP Farm "02-532.900(2) incorporated in V-,532.410, FA.C. Effective Date: OcIabar7, 2010 Page 2 of USDA SOILS SURVEY 4-Immoklee fine sand 5-Myakka-Myakka, wet, fine, sands 0 to 2 percent slopes 22-Urban land 23-Arents, 0 to 5 percent slopes PROJECT: Sebastian Municipal Airport, 202 Airport Drive E., Sebastian, Florida 'SERE 11 I F 1 XP 'f1 At ENGINEERING PROJECT: 1623504WI I%% AND TESTING DRAWN BY: J.L. DESIGNED BY: J.K. DATE: 20161122 SCALE: NONE LOCATION OF TESTS PROJECT: Sebastian Municipal Airport, 202 Airport Drive E., Sebastian, Florida �SSHEEr � F 1 IV C4 X A ENGIVERI iG ff"ffi PROJECTS IU39-C � L3 AVA A EI D T_ STUS DRAWN BY: J.L. DESKNED BY: JJC DATE: 20161122 SCALE: NONE