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HomeMy WebLinkAboutGFO HANGER REV 1 2025-01-30 SIGNED - Woods Engineering structuralGRAVITY LOADS Location Uniform (psf)Concentrated (lbs) (Over 2.5'x2.5')Comments Roof Loads: Dead Load P.E.M.B Live Load 20 300 Floor Live Loads: 12" Thick Slab 49,800 LBS Based On G650 Wheel Load 8" Thick Slab 250 4" Thick Slab 100 2.5 Seismic Loads per Referenced Code. Risk Category = Site class = "D" (Per geotechnical report) Spectral Response Coefficients: SDS = 0.163g SD1 = 0.108g Cs = 0.0543 Seismic Design Category = "B" Seismic Importance Factor = 1.0 Basic Seismic - Force - Resisting System Building Frame System - Steel Systems not specifically detailed for Seismic Resistance RX=RY=3.0, ΩX=ΩY=3.0, CDX=CDY=3.0 Design Base Shear Vx = Vy = BY PEMB Building Height Limit = NL Analysis Procedure - per Referenced Code. Equivalent Lateral Force Procedure 2.6 Guardrail designed per Referenced Code, Chapter 16 IBC Guardrail: Uniform load = 50 plf, any direction Concentrated load = 200 lbs, any direction Intermediate Rail: (all those except handrail) 2.7 Flood Loads: Project is not located in a flood zone. 2.0 DESIGN LOADS: Project Located in: City of Wilmington, County of New Hanover, State of North Carolina. 2.1 Gravity Loads: (Reduced where allowed) Notes: 1.Areas noted are effective wind areas as per ASCE 7, 26.2 definitions. 2.See figures this sheet for Zone locations. 3.Plus and minus signs signify pressures acting toward and away from surfaces, respectively. 4.Design pressures shown in table are strength design wind pressures. Allowable stress design wind pressures may be calculated by factoring the pressures by 0.6. 5.Design pressures for effective wind areas between those noted in schedule may be interpolated. 6.Tributary area = greater of LxW or LxL/3. 7.Deflections may be calculated based on 42% of these loads. 2.2 Drifting Snow Loads per Referenced Code. Pg =10 psf =1.0 Ce =0.9 Ct =1.0 2.3 Risk Category = 2.4 Wind Loads per Referenced Code. Basic Design Wind Speed: 3-second Gust PER ASCE V = 144mph Exposure "C" Main Wind Force Resisting System: Building is enclosed & Internal Pressure coefficient (GCpi) = +0.18 & -0.18 Topographic Factor Kzt = 1.0 Wind Directionality Factor, Kd = 0.85 Calculated Wind Base Shear ( For MWFRS) - Final Base Shear Provided by PEMB Supplier Vx = BY PEMB Vy = BY PEMB Components & Cladding 3.0 FOUNDATIONS: 3.1 Foundation design is based on geotechnical report No. 22:35194 by ECS Southeast, LLC dated September 16, 2024. This report is available in the project manual. The recommendations contained in this report are for the Contractor's information only. 3.2 Footings shall bear on strata capable of sustaining a minimum bearing pressure of 2000 psf. 3.3 Top of footing (T/FTG) elevations are shown on the drawings or are to be determined by the Contractor in the field in accordance with the guidelines set forth in the drawings. 3.4 Bottom of exterior footings, grade beams and walls shall bear at a minimum depth of 1'-0" below final grade for frost protection and bearing capacity. 3.5 Testing and Inspection: a.All areas to have slabs on grade shall be proof rolled in accordance with and under observation of the Geotechnical Engineer and approved prior to preparation for concrete placement. b.All foundation bearing strata shall be inspected and approved by the Geotechnical Engineer prior to any concrete placement. c.Geotechnical Engineer shall be the sole judge as to suitability of all foundation and/or slab bearing strata. d.Footing bearing elevations shall be adjusted in the field as required to meet the design bearing pressures by additional excavation or compaction and/or backfilling or by other means acceptable to the Geotechnical Engineer. 3.6 Undercutting to remove existing fill beneath footings and slab shall be performed at the direction of the Geotechnical Engineer. 3.7 Engineered Fill: All fill material shall be selected in accordance with the Geotechnical Report Material shall be a clean, low plastic soil with a plasticity index less than 30 (less than 15 is preferred), liquid limit less than 50, and unit weight of 120 pcf (+ 5 pcf) 3.8 Compaction: All fill shall be placed in loose lifts not exceeding 8 inches in thickness and compacted to a minimum of 96 percent Standard Proctor (ASTM D-698) except that the top 12 inches shall be compacted to a minimum of 98 percent Standard Proctor. Moisture shall be controlled to within 3 percent above or below optimum content. 3.9 Remove all topsoil and organic materials. The stripping should extend at least 10' beyond the proposed construction limits. 3.10 Contractor shall review all construction considerations as outlined in the Geotechnical report and bid accordingly. 1.0 CODES AND STANDARDS: 1.1 “2018 North Carolina State Building Code” and “International Building Code”, 2015. 1.2 “Minimum Design Loads for Buildings and other Structures” SEI/ASCE 7-16. 1.3 “Building Code Requirements for Structural Concrete (ACI 318-14)” American Concrete Institute 2014. 1.4 "Manual of Standard Practice”, Concrete Reinforcing Steel Institute, latest edition. 1.5 “Specification for Structural Steel Buildings (AISC 360-10)” American Institute of Steel Construction, 2011 - 14th Edition 1.6 “Structural Welding Code - Steel (AWS D1.1)” and “Structural Welding Code - Reinforcing Steel (AWS D1.4)”, American Welding Society. h a a a a ELEVATION 4 4 5 5 5 5 Ө a = 15ft COMPONENT & CLADDING WALL ZONES 0.6h 0.6h 33 3 3 0. 6 h 0.6h 0. 6 h 0. 6 h 2 2 1 1'1 2 2 0.2h h = 35ft "mean roof height" COMPONENT & CLADDING GABLE ROOF ZONES 4.0 CONCRETE: 4.1 Concrete Strength: All concrete shall be in accordance with the American Concrete Institute (ACI) 301 and 318. 4.2 See S3 Sheets for 28 day Concrete Compressive Strength and Density Requirements. 4.3 Concrete Mix Designs: a.Submittals: Submit mix designs of each proposed concrete mix not less than 15 days prior to the start of work. b.Mix designs, including water, cement ratios and slumps, shall be prepared in accordance with ACI 301-05, Section 4, Cement shall conform to ASTM C 150 Type 1 or at contractor's option, ASTM C 595 Type IP where fly ash is permitted. Normal weight aggregate shall conform to ASTM C 33 and light weight aggregate shall conform to ASTM C 330. No admixtures containing calcium chloride shall be permitted in any concrete. c.Aggregate size shall be #67 stone for supported slabs or other formed concrete elements; #57 stone for slabs on grade and footings or other concrete elements formed from and poured against earth; #89 stone for masonry grout. d.Water reducing admixture shall be used in all concrete. e.Air entraining admixture in accordance with ACI 301 shall be used in all concrete exposed freezing and thawing during construction or service conditions. f.Concrete subjected to freezing/thawing shall have a maximum water/cement ratio of 0.45 and shall contain the amount of air entraining agent specified in ACI 301-05 Section 4. g.All columns and walls shall have superplasticizer admixture 4.4 Curing: See specifications for curing method options and apply within two (2) hours after completion of finishing to all concrete flatwork and walls, U.N.O., other than footings and grade beams. 4.5 Use a non-corrosive, non-chloride accelerating admixture in concrete exposed to temperatures below 40°. Uniformly heat the water and aggregates to a temperature of not less than 50° Place and cure concrete in accordance with ACI 306. 4.6 When hot weather conditions exist, place and cure concrete in accordance with ACI 301. Cool ingredients before mixing to maintain concrete temp. at time of placement below 90°. 4.7 Reinforcing in all abutting concrete, including footings shall be continuous through or around all corners or intersections. Dowels or splices shall be equal in size and spacing to the reinforcing in the abutting members. 4.8 Refer to architectural drawings for door and window openings, drips, reglets, washes, masonry anchors, brick ledge elevations, slab depressions and miscellaneous embedded plates, bolts, anchors, angles, etc. 4.9 Refer to plumbing, mechanical and electrical drawings for underfloor, perimeter and other drains and for sleeves, outlet boxes, conduit, anchors, etc. The various trades are responsible for their items. 4.10 Base plates, anchor rods, support angles and other steel exposed to earth or granular fill shall be covered with a minimum of 3” of concrete. 4.11 Fill slabs, not shown on the structural drawings and all exterior slabs to be broom finished, shall be reinforced with a minimum of 6 x 6 x W2.0 x W2.0 WWM unless noted otherwise on other drawings. 4.12 Finish surfaces to the following tolerances, according to ASTM E 1155, for a randomly trafficked floor surface: a.Specified overall values of flatness, F(F) 25; and of levelness, F(L) 20; with minimum local values equal to 3 5 of the overall flatness and levelness values. b.The composite F(F) and F(L) numbers shall be measured and reported within 72 hours after completion of slab concrete finishing operations and before removal of any supporting shores. 4.13 Non-shrink grout shall be pre-mixed, non-corrosive, non-metallic, non-staining containing silica sands, Portland cement, shrinkage compensating and water reducing agents. Product shall only require the addition of water. Minimum compressive strength shall be 2500 psi after one day and 7000 psi after 28 days. Grout shall be free of gas producing or air releasing and oxidizing agents and contain no corrosive iron, aluminum or gypsum. 4.14 Provide concrete grout - not mortar - for reinforced masonry lintel and bond beams where indicated on drawing or as scheduled. 4.15 Tolerance for anchor rods and other embedded items shall be per the AISC Code of Standard Practice Section 7.5. 4.16 Unless otherwise shown in the architectural drawings, provide 3 4" chamfers at all column, wall, slab or beam edges that are exposed to view in the finished structure. 4.17 Concrete cover for cast-in-place concrete reinforcement: Concrete cast against & permanently exposed to earth:.............................3" Concrete exposed to earth or weather: No. 6 through No. 18 Bars:................................................................2" No. 5 Bar and smaller:........................................................................112" Concrete not exposed to weather or in contact with ground: Slabs, Walls, Joists: No. 11 Bar and smaller:.......................................................................34" Beams, Columns: Primary Reinforcement, Ties, Stirrups:.................................................112" 5.0 REINFORCING STEEL: 5.1 Reinforcing shall be domestic new billet steel conforming to ASTM A615, Grade 60 or 60S including stirrups and ties, except that reinforcing which is required to be welded shall conform to ASTM A706. 5.2 Field bending of concrete reinforcing steel is not permitted. 5.3 Welded wire mat and fabric shall conform to ASTM A184 and A185 respectively and shall be provided in flat sheets. Welded wire mat/fabric shall be lapped 0'-6” at all splices. 5.4 Bar Splices: NOTES: 1.Values are based on normal weight concrete. 2.Ld = minimum embed of rebar 3.Class "B" lap splice refers to minimum distance bars must be lapped for a full tension splice. 4. For Epoxy Coated bars multiply table values by 1.2 5. For Beam Top Bars multiply table values by 1.3 6. For Top Bars in Slabs 13in and thicker multiply table values by 1.3 6.0 PRE-ENGINEERED METAL BUILDING (PEMB): 6.1 Design the building system(s) in accordance with the 2018 North Carolina state building code. 6.2 Design the roof system(s) for the live loads or snow loads (whichever is greater) indicated and a collateral load of 3 psf in addition to the roof dead loads (including roof- and ceiling-mounted equipment, such as A.V. loads, lighting, stage equipment, etc.), wind loads, and seismic loads. 6.3 Load combinations shall be in accordance with ASCE 7-10 unless the MBMA Metal Building Systems Manual (2006) load combinations are more stringent. 6.4 Design the building system(s) with hinged/pinned column bases. 6.5 Building Lateral deflections/racking/drift limits shall be in accordance with "Serviceability Considerations" summary tables contained in AISC Steel Design Guide Series 3 "Serviceability Design Considerations for Low Rise Buildings" (1990). Frame drift shall be limited to max H/60. Deflection limits shall not exceed deflection tolerances of storefronts and equipment supported by the building. 6.6 Design and provide structural members for the support of HVAC units, ducts, fans, piping, electrical components, supported partitions, etc. 6.7 Submit final calculations sealed by the PEMB Structural Engineer. Final calculations shall include the combined maximum reaction for each column (i.e. the maximum reaction determined by the controlling load combination). 8.0 CONSTRUCTION AND SAFETY: 8.1 Woods Engineering P.A.'s responsibility is limited to the details and information shown on these drawings. It is the responsibility of the Contractor to provide adequate safety measures required by local codes as well as OSHA Standards for the Construction Industry. This should include, but not be limited to the following: Shoring to protect new as well as existing structures. Necessary Scaffolding. Material Handling Equipment. Trench Boxing. 7.0 SHOP DRAWING SUBMITTAL: 7.1 Contractor shall submit Electronic copies (PDF format) of each shop drawing for review. Shop drawings shall be reviewed by the Contractor prior to submission to the Engineer. The Contractor shall allow 10 working days for shop drawing approval. General Notes DO NOT SCALE DIGITAL OR HARD COPIES OF THESE DRAWINGS: Unless Specifically Noted - Drawings, Plans, Sections, Details, Etc. are a graphic representation of the framing conditions and/or requirements. Rebar lengths, bends & etc. SHALL NOT be determined by scaling any drawings included in this set of documents. Lengths & sizes shall be determined by the schedules only, or specifically requested if not numerically shown. Submit a written request to Woods Engineering, PA if further clarification is needed. @ AT &AND AB ANCHOR BOLTS ACI AMERICAN CONCRETE INSTITUTE ADDL ADDITIONAL AFF ABOVE FINISHED FLOOR AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION AISI AMERICAN IRON AND STEEL INSTITUTE ALT ALTERNATE ARCH ARCHITECTS - ARCHITECTURAL ASTM AMERICAN SOCIETY FOR TESTING AND MATERIALS AWS AMERICAN WELDING SOCIETY B, BOTT BOTTOM BCX BOTTOM CHORD EXTENSION BFF BELOW FINISHED FLOOR BLDG BUILDING BM BEAM BOS BOTTOM OF STEEL BRG BEARING BTWN BETWEEN CFS COLD FORMED STEEL CJ CONTRACTION JOINT CL CENTERLINE CLR CLEAR CMU CONCRETE MASONRY UNITS COL COLUMN CONC CONCRETE CONN CONNECTION CONST JT CONSTRUCTION JOINT CONT CONTINUOUS CONTR CONTRACTOR CSJ COMPOSITE STEEL JOIST CTRD CENTERED DBA DEFORMED BAR ANCHOR DD DELEGATED DESIGN DEFL DEFLECTION DEPR DEPRESSION - DEPRESSED DET DETAIL DIAG DIAGONAL Ø DIAMETER DIM DIMENSION DIST DISTANCE DWG(S)DRAWING(S) DWL(S)DOWEL(S) EA EACH ELEV ELEVATION EMBED EMBEDDED - EMBEDMENT ENG ENGINEER EOR ENGINEER OF RECORD EQ EQUAL EQUIP EQUIPMENT EF EACH FACE EJ EXPANSION JOINT EOD EDGE OF DECK EOM EDGE OF MASONRY EOS EDGE OF SLAB EOW EDGE OF WALL EW EACH WAY EXIST EXISTING EXP EXPANSION EXT EXTERIOR FDN FOUNDATION FFE FINISHED FLOOR ELEVATION FS FAR SIDE FTG FOOTING GA GAUGE GALV GALVANIZED GT GIRDER TRUSS HD HEADED HI HIGH HORIZ HORIZONTAL HSS HOLLOW STRUCTURAL SECTION HT HIP TRUSS IFM INSIDE FACE OF MASONRY INT INTERIOR JBE JOIST BEARING ELEVATION JT JOINT K KIP-S KB KICKER BRACE KSI KIPS PER SQUARE INCH (L)LONG SIDE REINFORCEMENT LB LONG BAR LBS POUNDS LLH LONG LEG HORIZONTAL LLV LONG LEG VERTICAL LO LOW LOC LOCATION LWC LIGHT WEIGHT CONCRETE MAX MAXIMUM MC MOMENT CONNECTION MECH MECHANICAL MFR MANUFACTURER MID MIDDLE MIN MINIMUM MISC MISCELLANEOUS MOW MIDDLE OF WALL MP MASONRY PILASTER d NAILS - PENNY No NUMBER NS NEAR SIDE NTS NOT TO SCALE NWC NORMAL WEIGHT CONCRETE OC ON CENTER OFB OUTSIDE FACE OF BRICK OFM OUTSIDE FACE OF MASONRY OFS OUTSIDE FACE OF STUD OPNG OPENING OPP OPPOSITE HAND PEBS PRE-ENGINEERED BUILDING SUPPLIER PED PEDESTAL PL PLATE PSF POUNDS PER SQUARE FOOT PSI POUNDS PER SQUARE INCH PSL PARALLEL STRAND LUMBER PLF POUNDS PER LINEAR FOOT PT PRESSURE TREATED REF REFERENCE REINF REINFORCING REQD REQUIRED (S)SHORT SIDE REINFORCEMENT SB SHORT BAR SCHD SCHEDULE SF STEP FOOTING SIM SIMILAR SOG SLAB ON GRADE SPEC(S)SPECIFICATION(S) SPF SPRUCE PINE FUR SQ SQUARE STD STANDARD STIFF STIFFENER STIRR STIRRUP STL STEEL STR STRUCTURAL SW SHEAR WALL SYP SOUTHERN YELLOW PINE T TOP TCX TOP CHORD EXTENSION TOC TOP OF CONCRETE TOS TOP OF STEEL TOW TOP OF WALL TYP TYPICAL UNO UNLESS NOTED OTHERWISE VB VEHICLE BARRIER VERT VERTICAL VIF VERIFY IN FIELD W WITH WWF WELDED WIRE FABRIC ABBREVIATIONS 254 North Front Street Wilmington, NC 28401 Phone: 910.343.8007 Fax: 910.343.8088 www.woodseng.com Suite 201 SHEET NUMBER SHEET TITLE PROJECT NUMBER DATE REVISIONS GFO Hangar COPYRIGHT © 2024 THE WILSON GROUP ARCHITECTS ALL RIGHTS RESERVED PRINTED OR ELECTRONIC DRAWINGS AND DOCUMENTATION MAY NOT BE REPRODUCED IN ANY FORM WITHOUT WRITTEN PERMISSION FROM THE WILSON GROUP ARCHITECTS Wilmington International Airport 1740 Airport Boulevard Wilmington, NC 28405 WK DICKSON CIVIL ENGINEER THE WILSON GROUP PO BOX 5510 CHARLOTTE, NC 28299 (704) 331-9747 www.twgarchitects.com NC Cert. No.: 51140 - A R C H I T E C T S - AN ARDURRA COMPANY 300 N. Third Street, Suite 301 Wilmington. NC 28401 WOODS ENGINEERING, PA STRUCTURAL ENGINEER 254 N. Front St., Suite 201 Wilmington. NC 28401 CBHF ENGINEERS, PLLC MECHANICAL, ELECTRICAL AND PLUMBING ENGINEER 2246 Yaupon Drive Wilmington. NC 28401 ENGINEERING CONSULTING SERVICES (ECS) GEOTECHNICAL ENGINEER 6714 Netherlands Drive Wilmington. NC 28405 MONTEITH CONSTRUCTION GENERAL CONTRACTOR 208 Princess Street Wilmington. NC 28401 SEAL 041563 CORPORATE SEAL WOODS E N G I NEERING , P . A . N O RTH CAR O L I NA NO R T H C AROLI N A A DAM L S I S K PR O F E SSIO N A L E NGI N E E R No. C-1806 22.057.01 11/22/2024 S101 General Notes F F B B C C E E G G A A D D 20'-0"8"26'-2"25'-0"25'-0"25'-0"26'-2"8" 5.95.9 F.9 F.9 B.1 B.1 22 33 44 55 66 21 ' - 1 3 / 4 " 25 ' - 0 " 25 ' - 0 " 25 ' - 0 " 21 ' - 2 " 8" SOG-4 SL O P E T O D R A I N SLOPE TO DRAIN SLOPE TO DRAIN SL O P E T O D R A I N SLOPE TO DRAIN SLOPE TO DRAIN SF-1 SF -1 SF-1 SF-2 F9X14 (-2' 0")F3 F3 F11 (-2' 0") F11 (-2'-0") F11 (-2' 0") F11 (-2' 0") F3 F11 (-2' 0") F11 (-2' 0") F11 (-2' 0") F3 F5 (-2' 0") F5 (-2'-0") SF -2 SF-2 SF -1 SF -2 SF-1 SF -1 F11 (-2' 0") 4 S311 3 S311 4 S311 5 S311 SL O P E T O D R A I N SL O P E T O D R A I NPCPCPCPCPCPCPCPCPCPCPCPCPCPCPCPCPCPCSF-1 SF-1 11 D-CJ D- C J SOG-8 2 S311 1 S311 7 S311 SF -2A F4 F4 F4 F4 D- C J D- C J D- C J D-CJ D-CJ D-CJ D-CJ CJ TYP CJ T Y PPCPCPCPC8 S311 6 S311 SF -2A 9 S311 8" THICK SLAB-ON-GRADE 4" THICK SLAB-ON-GRADE STEEL COLUMN BY HANGAR DOOR SUPPLIER. PEMB MANUFACTURER TO DESIGN FOR TOP OF DOOR/COLUMN REACTIONS STEEL COLUMN BY HANGAR DOOR SUPPLIER. PEMB MANUFACTURER TO DESIGN FOR TOP OF DOOR/COLUMN REACTIONS F3 F3 TURN DOWN SF-2A FOOTING ONTO DROPPED SPREAD FOOTING -SEE SECTIONS FOR MORE INFORMATION 5'-0"5'-0" F9X14 (-2' 0") 5'-0" 5'-0" SF -1 SF-1 SF-1 SF-1 D-CJ D- C J INDICATES DOWEL TYPE CONTRACTION JOINTS. SEE DETAIL S3 SHEETS. FOUNDATION LEGEND SPREAD FOOTING DESIGNATION SEE SCHEDULE ON S3 SHEET (-x'-x") INDICATES TOP OF FOOTING ELEVATION FX (-x'-x") STRIP FOOTING DESIGNATION SEE SCHEDULE ON S3 SHEET SF-X SEE S1 SHEETS FOR ADDITIONAL GENERAL NOTES, FOUNDATION NOTES, CONCRETE NOTES, AND REINFORCING STEEL NOTES. DATUM ELEVATION = TOP OF SLAB ELEVATION = ASSUMED 0'-0". OTHER ELEVATIONS ARE NOTED AS (+ OR -) FROM DATUM ELEVATION. SEE ARCH FOR ELEVATIONS RELATIVE TO MSL. FOOTINGS SHALL BE MONOLITHIC W/ SLAB, U.N.O. SEE SCHEDULE ON S3 SHEETS FOR SLAB-ON-GRADE REQUIREMENTS. REFER TO ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING, AND OTHER DISCIPLINE DRAWINGS FOR OPENINGS AND DEPRESSIONS NOT SHOWN ON THESE DRAWINGS. WHEN A SECTION IS CUT OR A DETAIL IS LABELED FOR A PARTICULAR CONDITION, THAT SECTION OR DETAIL SHALL APPLY FOR ALL SIMILAR CONDITIONS REGARDLESS OF WHETHER CUT OR LABELED, U.N.O. RELOCATE ANY UTILITY LINES THAT CONFLICT WITH THE FOUNDATIONS OR DROP THE FOUNDATIONS TO AN ELEVATION BELOW THE PROPOSED UTILITIES. RELOCATE ANY GRAVITY FLOW LINES THAT CONFLICT WITH SPREAD FOOTINGS AS SHOWN ON STRUCTURAL FOUNDATION PLANS. IF A GRAVITY FLOW LINE TRAVELS UNDER A CONTINUOUS STRIP FOOTING EITHER: a. DROP THE FOOTING ELEVATION BELOW THE PROPOSED LINE. b. IF THE UTILITY LINE IS < 2'-0" BELOW THE STRIP FOOTING, THEN ENCASE THE LINE IN A STEEL PIPE 2" LARGER IN DIAMETER THAN THE LINE AND EXTEND THE PIPE 1'-0" PAST EACH SIDE OF THE CONCRETE FOOTING. BACKFILL THE TRENCH WITH #57 STONE. THE BEARING CAPACITY OF THIS AREA MUST MEET OR EXCEED THE ALLOWABLE SOIL BEARING CAPACITY. c. IF THE UTILITY LINE IS > 2'-0" BELOW BOTTOM OF FOOTING, THEN STEEL PIPE IS NOT REQUIRED. BACKFILL THE TRENCH WITH #57 STONE. THE BEARING CAPACITY OF THIS AREA MUST MEET OR EXCEED THE ALLOWABLE SOIL BEARING CAPACITY. G.C. TO VERIFY ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS. (ALL DIMENSIONS ARE TO E.O.S./ O.F.S. OR TO A GRID LINE.) WHEN A SECTION IS CUT OR A DETAIL IS LABELED FOR A PARTICULAR CONDITION, THAT SECTION OR DETAIL SHALL APPLY FOR ALL SIMILAR CONDITIONS REGARDLESS OF WHETHER CUT OR LABELED,U.N.O. SEE ARCH FOR SLAB SLOPES AND ELEVATIONS FOUNDATION NOTES 1. 2. 3. 4. 5. 6. 7. 8. 9. CJ INDICATES CONCRETE SLAB CONTRACTION JOINTS, SEE S3 SHEETS FOR TYPICAL DETAILS. SEE PLAN FOR LOCATIONS. MAXIMUM SPACING =16' IN BOTH DIRECTIONS PRE-ENGINEERED METAL BUILDING STEEL COLUMN -SEE PEMB BASE PLATE INFO AND S3 SHEETS FOR ANCHOR BOLT INFOPC10'-0 " 30 ° 3 0 ° 1 0 '- 0 "10'-0" 8" (TYPICAL) 8" 8" #6 HAIRPIN BAR - TYP.,U.N.O. INDICATES SLAB ON GRADE -SEE SCHEDULE S3 SHEETS SOG-# INDICATES EXTENTS OF SOG-12 254 North Front Street Wilmington, NC 28401 Phone: 910.343.8007 Fax: 910.343.8088 www.woodseng.com Suite 201 SEAL 041563 CORPORATE SEAL WOO D SE N G I NEERING , P .A. NORTH CA R O L I NA N O RTHCAROLI NA ADAM L S I S K PR OF E S S IO N A LENGINEER No. C-1806 SHEET NUMBER SHEET TITLE PROJECT NUMBER DATE REVISIONS GFO Hangar COPYRIGHT © 2024 THE WILSON GROUP ARCHITECTS ALL RIGHTS RESERVED • PRINTED OR ELECTRONIC DRAWINGS AND DOCUMENTATION MAY NOT BE REPRODUCED IN ANY FORM WITHOUT WRITTEN PERMISSION FROM THE WILSON GROUP ARCHITECTS Wilmington International Airport 1740 Airport Boulevard Wilmington, NC 28405 WK DICKSON CIVIL ENGINEER THE WILSON GROUP PO BOX 5510 CHARLOTTE, NC 28299 (704) 331-9747 www.twgarchitects.com NC Cert. No.: 51140 - A R C H I T E C T S - AN ARDURRA COMPANY 300 N. Third Street, Suite 301 Wilmington. NC 28401 WOODS ENGINEERING, PA STRUCTURAL ENGINEER 254 N. Front St., Suite 201 Wilmington. NC 28401 CBHF ENGINEERS, PLLC MECHANICAL, ELECTRICAL AND PLUMBING ENGINEER 2246 Yaupon Drive Wilmington. NC 28401 ENGINEERING CONSULTING SERVICES (ECS) GEOTECHNICAL ENGINEER 6714 Netherlands Drive Wilmington. NC 28405 MONTEITH CONSTRUCTION GENERAL CONTRACTOR 208 Princess Street Wilmington. NC 28401 S201 Foundation Plan 22.057.01 11/22/2024 SCALE:1/8" = 1'-0" FOUNDATION PLAN SIDEWALK REVISED PER ARCH 1 1 1 1 01-31 2025 NEW HANOVER1-3 CONT. REINF. CONT. REINF. ACI STD. HOOK SCALE: = 1'-0" TYPICAL CORNER REINFORCING FOR CONCRETE FOOTINGS 3/4" CL A S S " B " LA P S P L I C E CL A S S " B " LA P S P L I C E CLASS "B" LAP SPLICE @ FOOTING CORNERS @ FOOTING INTERSECTION CORNER BARS TO MATCH CONT. REINFORCEMENT CONT. REINF. 18" x T/4 SAW CUT JOINT (CUT WITHIN 12 HOURS OF POUR) FILL JOINT WITH JOINT FILLER SCALE: = 1'-0" CONTRACTION JOINT 1" WITH WIRE MESH COORDINATE FLOOR HARDENER WITH OWNER T SEE PLAN T/4 X X X X X X WIRE MESH WHERE NOTED CUT EVERY OTHER WIRE AT CENTERLINE OF JOINT 18" x T/4 SAW CUT JOINT (CUT WITHIN 12 HOURS OF POUR) FILL JOINT WITH JOINT FILLER 18" x T/4 SAW CUT JOINT (CUT WITHIN 12 HOURS OF POUR) FILL JOINT WITH JOINT FILLER REINFORCED FIBERMESH CONCRETE SCALE: = 1'-0" CONSTRUCTION JOINT 1" WITHOUT WIRE MESH SCALE: = 1'-0" CONTRACTION JOINT 1" WITHOUT WIRE MESH COORDINATE FLOOR HARDENER WITH OWNER COORDINATE FLOOR HARDENER WITH OWNER T SEE PLAN T/4 T SEE PLAN T/2 KEY 18" x T/4 SAW CUT JOINT (CUT WITHIN 12 HOURS OF POUR) FILL JOINT WITH JOINT FILLERCONCRETE SEE PLAN SCALE: = 1'-0" CONSTRUCTION JOINT 1" WITH WIRE MESH COORDINATE FLOOR HARDENER WITH OWNER T SEE PLAN T/2 KEY X X X X X X WIRE MESH WHERE NOTED T/3 2nd POUR1st POUR BU L K H E A D 2x4 KEYWAY EXTEND HORIZONTAL REINFORCING BARS THROUGH BULKHEAD AS REQUIRED TO PROVIDE A CLASS "B" LAP SPLICE FOR THE SPECIFIED BARS. d/ 2 FO O T I N G DE P T H "d " FOOTING TRANSVERSE BARS LONGITUDINAL FOOTING STEEL SHALL BE CONTINUOUS SEE PLAN AND SCHEDULE SCALE: = 1'-0" TYPICAL FOOTING CONSTRUCTION JOINT SECTION 3/4" SPREAD FOOTING SCHEDULE MARK SIZE length x width x thickness REINFORCEMENT REMARKS BOTTOM BARS U.N.O. TOP BARS U.N.O. F3 3'-0" x 3'-0" x 2'-0"(4)#6 E.W.-- F4 4'-0" x 4'-0" x 2'-0"(5)#6 E.W.(5)#5 E.W.- F5 5'-0" x 5'-0" x 2'-0"(6)#6 E.W.(6)#5 E.W.- F9 9'-0" x 9'-0" x 2'-0"(8)#7 E.W.(10)#6 E.W.- F11 11'-0" x 11'-0" x 2'-6"(12)#7 E.W.(12)#5 E.W.- F9x14 9'-0" x 13'-3" x 2'-0"(14) #7 S.W. (9) #7 L.W. (14) #5 S.W. (9) #7 L.W. STRIP FOOTING SCHEDULE MARK SIZE width x thickness x length REINFORCEMENT TYPICAL LOCATION, U.N.O. BOTTOM BARS U.N.O. TOP BARS U.N.O. SF-1 0'-8" x 2'-0" x CONT.(1)#4 CONT.(1) #4 CONT.TYPICAL @ EXTERIOR SLAB EDGE SF-2 2'-0" x 2'-0" x CONT.(3) #5 CONT.(1) #5 CONT.TYPICAL @ EXTERIOR WALL SF-2A 2'-0" x 1'-0" x CONT.(3) #5 CONT.-TYPICAL @ INTERIOR FIRE WALL 28 DAY CONCRETE STRENGTH AND DENSITY REQUIREMENTS CONCRETE TYPE CONCRETE COMPRESSIVE STRENGTH DENSITY FOOTINGS 3000 PSI ±145pcf SLAB ON GRADE SEE SLAB ON GRADE SCHEDULE ±145pcf NOTES: - FOOTING MONOLITHIC WITH SLABS U.N.O. NOTES: - FOOTING MONOLITHIC WITH SLABS U.N.O. SLAB ON GRADE SCHEDULE MARK THICKNESS CONCRETE STRENGTH REINFORCEMENT AIR ENTRAINMENT TYPICAL LOCATION VAPOR BARRIER COMMENTS SOG-4 4"3,000psi WWM6x6xW2.0xW2.0 OR 3lb/cy MACROFIBER NO TYP INTERIOR 15mil - SOG-4E 4"4,000psi WWM6x6xW2.0xW2.0 FLAT SHEETS YES TYP EXTERIOR 10mil LIGHT BROOM FINISH SOG-8 8"4,000psi #4@16"o.c. TOP EACH WAY NO SEE PLAN 15mil DOWELED CJ'S, SOG-12 12"4,000psi #5@16"o.c. TOP EACH WAY NO SEE PLAN 15mil DOWELED CJ'S, NOTES: -ALL SLAB-ON-GRADES SHALL BEAR ON DRAINAGE LAYER AND WELL COMPACTED SUBGRADE PER GEOTECHNICAL REPORT. VERIFY COMPACTION AND MATERIAL WITH GEOTECHNICAL ENGINEER. NOT TO SCALE REBAR PLACEMENT @ RE-ENTRANT CORNER 12" PREFORMED JOINT FILLER BOARD SLAB EDGE TYP. REBAR PLACEMENT AT ALL CONDITIONS PLACE REBAR 1" CLR. FROM TOP OF SLAB 2" 1" CLR. FROM EXP. JOINT MATERIAL (2)#4x4'-0" (TYP.) NOT TO SCALE ISOLATION JOINT REBAR PLACEMENT 12" PREFORMED JOINT FILLER BOARD CONCRETE OR CMU COLUMN OR WALL TYP. REBAR PLACEMENT AT ALL CONDITIONS PLACE REBAR 1" CLR. FROM TOP OF SLAB 2" 1" CLR. FROM EXP. JOINT MATERIAL (3)#4x3'-0" (TYP.) 4" 4" X X X X X X X X X1'-6"1'-6"4 " 4 " 4" 4" 1'-6"1'-6" 4" 4" X X X X X X X X X X SCALE: = 1'-0" TYPICAL RAMP AT SLAB ON GRADE 3/4" 2xD 2" D 1" C L R . 8" 3'-0" X X X X X X X D 2" CLR. SCALE: = 1'-0" TYPICAL SLAB STEP 3/4" 8" MA X . 12"Ø SMOOTH DOWELS @ 18"o.c., GREASE ONE END 12"Ø SMOOTH DOWELS @ 18"o.c., GREASE ONE END A SLOPE PER P L A N A A A SLOPE P E R P L A N #4 @ 18"o.c. #4 CONT #4 @ 18"o.c. 2'-0"4" VAPOR RETARDERBASE COURSE 2xD 1" C L R . #4 CONT VAPOR RETARDERBASE COURSE SE E P L A N SE E P L A N 4'-0" MIN. U.N.O. SCALE: = 1'-0" STEP FOOTING DETAIL 1/2" 1'-6" TYP. Ld1'-6" TYP.2" CL R . O"±1 ±1 3"CLR. T Y P . O" ±1 ±1 3" CLR. TYP. CLASS 'B' LAP SPLICE 3" CL R . SEE PLAN 2'-0" OR LESS, U.N.O. SCHEDULED FOOTING THICKNESS CLASS 'B' LAP SPLICE SCHEDULED STRIP FOOTING REINFORCING BARS SCHEDULED STRIP FOOTING REINFORCING BARS 'Z' BARS TO MATCH SCHEDULED REINFORCING, TYP.Ld 'Z' BARS TO MATCH SCHEDULED REINFORCING, TYP. SCHEDULED STRIP FOOTING REINFORCING BARS 3" CL R . 3" CL R . 2" CL R . SCALE: = 1'-0" DETAIL A 3/4" RAMP FOOTING DETAIL #5 @ 16" WITH 16" HOOK AT TOP INTO SLAB EXTERIOR SLAB ON GRADE, SEE PLAN34" - 45° CHAMFER AT EXPOSED EDGES FINISH GRADE 8" #4 HORIZONTAL @ 12"o.c. 3" WELL COMPACTED FILL - VERIFY WITH GEOTECHNICAL REPORT WWM - SEE SCEHDULE 1'-0" MIN OR AS REQUIRED TO MEET FROST DEPTH 3'- 0 " M A X X X X General Notes 254 North Front Street Wilmington, NC 28401 Phone: 910.343.8007 Fax: 910.343.8088 www.woodseng.com Suite 201 SHEET NUMBER SHEET TITLE PROJECT NUMBER DATE REVISIONS GFO Hangar COPYRIGHT © 2024 THE WILSON GROUP ARCHITECTS ALL RIGHTS RESERVED PRINTED OR ELECTRONIC DRAWINGS AND DOCUMENTATION MAY NOT BE REPRODUCED IN ANY FORM WITHOUT WRITTEN PERMISSION FROM THE WILSON GROUP ARCHITECTS Wilmington International Airport 1740 Airport Boulevard Wilmington, NC 28405 WK DICKSON CIVIL ENGINEER THE WILSON GROUP PO BOX 5510 CHARLOTTE, NC 28299 (704) 331-9747 www.twgarchitects.com NC Cert. No.: 51140 - A R C H I T E C T S - AN ARDURRA COMPANY 300 N. Third Street, Suite 301 Wilmington. NC 28401 WOODS ENGINEERING, PA STRUCTURAL ENGINEER 254 N. Front St., Suite 201 Wilmington. NC 28401 CBHF ENGINEERS, PLLC MECHANICAL, ELECTRICAL AND PLUMBING ENGINEER 2246 Yaupon Drive Wilmington. NC 28401 ENGINEERING CONSULTING SERVICES (ECS) GEOTECHNICAL ENGINEER 6714 Netherlands Drive Wilmington. NC 28405 MONTEITH CONSTRUCTION GENERAL CONTRACTOR 208 Princess Street Wilmington. NC 28401 SEAL 041563 CORPORATE SEAL WOODS E N G I NEERING , P . A . N O RTH CAR O L I NA NO R T H C AROLI N A A DAM L S I S K PR O F E SSIO N A L E NGI N E E R No. C-1806 22.057.01 11/22/2024 S301 Typical Foundation Details and Schedules 1 01-31- 2025 NEW HANOVER SCALE: = 1'-0" SECTION 2 3/4" INTERIOR COLUMN FOOTINGS SEE PLAN FOR SLAB REQUIREMENTS SEE SCHEDULE HAIRPIN (TYP.) SEE PAN 1" T Y P . SEE SCHEDULE FOR FOOTING SIZE AND REINFORCING REQUIREMENTS SE E S C H E D U L E SE E N O T E # 7 PEB COLUMNEXTERIOR FINISH BY PEBS ANCHOR BOLTS, SEE SCHEDULE BASE PLATE BY PEBS SE E P L A N & NO T E S PEB WIND GIRTS BY PEBS WALL FRAMING BY SUPPLIER - SEE ARCH. CONT. ANGLE BY OTHERS CONNECTION BY PEBS SCALE: = 1'-0" SECTION 1 3/4" TYPICAL EXTERIOR FOOTING MONOLITHIC WITH SLAB PER PEMB 3" C L R . SCALE: = 1'-0" SECTION 3 3/4" TYPICAL SLAB TURNDOWN FOOTING AT EXTERIOR WALL SE E P L A N & NO T E S (1) #4 CONT. SLAB REINFORCING, SEE PLAN PEB COLUMN BEYOND PEB WIND GIRTS BY PEBSEXTERIOR FINISH BY PEBS FINISH GRADE 4'-0" #4 @ 32" o.c. 1'-6" CONT. ANGLE BY OTHERS CONNECTION BY PEBS SE E S C H E D U L E SE E N O T E # 7 SEE SCHEDULE 1 1 PER PEMBE. O . S . T Y P . SEE PLAN FOR SLAB REQUIREMENTS HAIRPIN (TYP) SEE PLAN SEE SCHEDULE FOR FOOTING SIZE AND REINFORCING REQUIREMENTS ANCHOR BOLTS, BY PEMBS BASE PLATE BY PEMBS SEE SLAB ON GRADE SCHEDULE ON S3 SHEETS FOR SUBGRADE AND VAPOR BARRIER REQUIREMENTS TURN DOWN SLAB ONTO FOOTING AS SHOWN PEMB COLUMN (1)#4 CONT. SEE PLAN 1" 3" MIN. 8" COLUMN, SEE PLAN SEE SCHEDULE SE E S C H E D U L E SEE PLAN FOR SLAB REQUIREMENTS SEE SLAB ON GRADE SCHEDULE ON S3 SHEETS FOR SUBGRADE AND VAPOR BARRIER REQUIREMENTS ANCHOR BOLTS, SEE SCHEDULE BASE PLATE BY PEBS (3)#6 TOP HAT BARS SCALE: = 1'-0" SECTION 4 3/4" TYPICAL EXTERIOR DROPPED FOOTING 2" T Y P . 2" SEE SCHEDULE FOR FOOTING SIZE AND REINFORCING REQUIREMENTS SEE SCHEDULE FOR FOOTING SIZE AND REINFORCING REQUIREMENTS 1 1 SEE SLAB ON GRADE SCHEDULE ON S3 SHEETS FOR SUBGRADE AND VAPOR BARRIER REQUIREMENTS SEE SLAB ON GRADE SCHEDULE ON S3 SHEETS FOR SUBGRADE AND VAPOR BARRIER REQUIREMENTS (3)#6 TOP HAT BARS, SEE DETAIL A FOR CONFIGURATION 1 1 A A A A SEE SCHEDULE FOR STRIP FOOTING SIZE AND REINFORCING 4'-0" #4 @ 32" o.c. 1'-6" T/FTG - SEE PLAN T/FTG - SEE PLAN 1 1 #5 BAR @ 24"o.c. STOP D-CJ AT THICKENED SLAB SECTION. SLAB BARS TO BE CONTINUOUS AT THESE LOCATIONS, TYP SCALE: = 1'-0" DETAIL A 1 1/2" COLUMN HAIRPINS EOS HAIRPIN (TYP.) SEE PLAN ANCHOR BOLTS, BY PEMBS TOP HAT BARS ADDITIONAL HAIRPIN ONLY REQUIRED WHERE SHOWN ON PLAN (COLUMN GIRDS 2,3,4,5) 1.DO NOT SCALE SECTIONS. SEE PLANS AND SCHEDULES FOR SIZES NOT SHOWN. 2.REBAR IS SHOWN FOR REFERENCE ONLY. SEE PLANS AND SCHEDULES FOR REINFORCEMENT REQUIREMENTS. WHERE REINFORCEMENT IS SPECIFIED IN SECTIONS IT IS IN ADDITION TO SCHEDULES. 3.IF A HOOK IS SHOWN ON REINFORCEMENT A STANDARD HOOK PER ACI IS REQUIRED U.N.O. 4.IF A DISCREPANCY EXISTS BETWEEN THE SECTIONS AND PLAN THE MORE STRINGENT REQUIREMENTS SHALL APPLY 5.WHEN A SECTION IS CUT OR A DETAIL IS LABELED FOR A PARTICULAR CONDITION, THAT SECTION OR DETAIL SHALL APPLY FOR ALL SIMILAR CONDITIONS REGARDLESS OF WHETHER CUT OR LABELED, U.N.O. 6.ALL EPOXY FOR CONCRETE SHALL BE HILTI HY-200 OR APPROVED EQUAL 7.SEE S1 SHEETS FOR MINIMUM DEPTH OF FOOTING BEARING BELOW GRADE FOUNDATION SECTION NOTES SE E P L A N & NO T E S (1) #4 CONT. SLAB REINFORCING, SEE PLAN 4'-0" #4 @ 32" o.c. 1'-6" SEE SCHEDULE 1 1 SEE SCHEDULE FOR FOOTING SIZE AND REINFORCING REQUIREMENTS SEE S3 SHEETS FOR SUBGRADE AND VAPOR BARRIER REQUIREMENTS SEE SCHEDULE SEE SCHEDULE FOR REINFORCEMENT 1 1 34" - 45° CHAMFER AT EXPOSED EDGES #4 @ 32"o.c.12" 32" SLOPE SLAB AWAY FROM BUILDING FINISHED GRADE 112" CL R . SE E N O T E # 7 #15 FELT BOND BREAK STOREFRONT PER ARCH SCALE: = 1'-0" SECTION 5 3/4" SLAB TURNDOWN AT EXTERIOR WALL ADJACENT TO EXTERIOR SLAB SEE PLAN FOR SLAB REQUIREMENTS 1 1 PEB COLUMN BEYOND PEB WIND GIRTS BY PEBSEXTERIOR FINISH BY PEBS PER PEMB SEE SLAB ON GRADE SCHEDULE ON S3 SHEETS FOR SUBGRADE AND VAPOR BARRIER REQUIREMENTS SEE SCHEDULE FOR FOOTING SIZE AND REINFORCING REQUIREMENTS SE E S C H E D U L E SE E P L A N & NO T E S SLAB REINFORCING, SEE PLAN 4'-0" #4 @ 32" o.c. 1'-6" SEE SCHEDULE 1 1 SEE SCHEDULE FOR FOOTING SIZE AND REINFORCING REQUIREMENTS SCALE: = 1'-0" SECTION 6 3/4" SLAB TURNDOWN AT HANGAR DOOR (1) #4 CONT. SCALE: = 1'-0" SECTION 7 3/4" THICKENED SLAB AT FIREWALL CONTROL JOINT HANGAR DOOR BY SUPPLIER SLOPE SLAB PER DOOR SUPPLIER'S SPECIFICATIONSAPRON BY CIVIL 112" Ø x20" LONG SMOOTH STEEL DOWELS @ 12"o.c. - LIGHTLY GREASE DOWELS -INSTALL AT MID-DEPTH OF SLAB. ENSURE DOWELS ARE LEVEL AND INSTALLED PERPENDICULAR TO JOINT SCALE: = 1'-0" 12" SLAB DOWELED CONTRACTION JOINT DETAIL 3/4" SLAB-ON-GRADE, SEE PLAN SUBGRADE, SEE PLAN FOR REQUIREMENTS 18" x 3" SAW CUT JOINT (CUT WITHIN 12 HOURS OF CONCRETE PLACEMENT) FILL JOINT WITH SEMIRIGID JOINT FILLER 112" Ø x20" LONG SMOOTH STEEL DOWELS @ 12"o.c. - LIGHTLY GREASE DOWELS - INSTALL AT MID-DEPTH OF SLAB. ENSURE DOWELS ARE LEVEL AND INSTALLED PERPENDICULAR TO JOINT SLAB BARS TO STOP @ CONTRACTION JOINT SUPPORT CHAIRS FOR DOWELS SEE SCHEDULE THIS SHEET FOR SUBGRADE AND VAPOR BARRIER REQUIREMENTS SLAB-ON-GRADE, SEE PLAN SUBGRADE, SEE PLAN FOR REQUIREMENTS 18" x 3" SAW CUT JOINT (CUT WITHIN 12 HOURS OF CONCRETE PLACEMENT) FILL JOINT WITH SEMIRIGID JOINT FILLER 1" Ø x16" LONG SMOOTH STEEL DOWELS @ 12"o.c. - LIGHTLY GREASE DOWELS - INSTALL AT MID-DEPTH OF SLAB. ENSURE DOWELS ARE LEVEL AND INSTALLED PERPENDICULAR TO JOINT SLAB BARS TO STOP @ CONTRACTION JOINT SUPPORT CHAIRS FOR DOWELS SEE SCHEDULE THIS SHEET FOR SUBGRADE AND VAPOR BARRIER REQUIREMENTS SCALE: = 1'-0" 8" SLAB DOWELED CONTRACTION JOINT DETAIL 3/4" SLAB-ON-GRADE, SEE PLAN SUBGRADE, SEE PLAN FOR REQUIREMENTS 18" x 3" SAW CUT JOINT (CUT WITHIN 12 HOURS OF CONCRETE PLACEMENT) FILL JOINT WITH SEMIRIGID JOINT FILLER 112" Ø x20" LONG SMOOTH STEEL DOWELS @ 12"o.c. - LIGHTLY GREASE DOWELS - INSTALL AT MID-DEPTH OF SLAB. ENSURE DOWELS ARE LEVEL AND INSTALLED PERPENDICULAR TO JOINT SLAB BARS TO STOP @ CONTRACTION JOINT SEE SCHEDULE THIS SHEET FOR SUBGRADE AND VAPOR BARRIER REQUIREMENTS SCALE: = 1'-0" SECTION 9 3/4" DOWELED CONTROL JOINT AT SLAB THICKNESS TRANSITION SCALE: = 1'-0" SECTION 10 3/4" SEE PLAN (2)#5 CONT. FLOOR DRAIN- SEE ARCH. & PLUMBING DRAWINGS 2'-0" LAP 1 1 SE E P L A N 2'-0" 12" MIN. POLY VAPOR BARRIER - SEE PLAN NOTES NOTE: SLOPE SLAB TOP AND BOTTOM PER PLAN - COORD. W/ ARCH. DWGS. #5@16"o.c. SEE PLAN FOR SLAB REQUIREMENTS 1' - 8 " SLAB BARS TO STOP @ TRENCH DRAIN SUB GRADE - SEE PLAN NOTES 112" CL R . 112"Ø x 20" SCALE: = 1'-0" SECTION 8 3/4" SUMP PIT 3'-6" x 3'-3" SUMP PIT, COORD. W/ MECH. HOOK INTERRUPTED TOP BARS MIN. 16" CONC. #5 @ 12"o.c. #5 @ 12"o.c. 1" 2" TRENCH BOX AND COVER BY SUPPLIER - SEE PLUMBING DRAWINGS T/CONC AN D T H R E A D PR O J E C T I O N B 'D' DIAM. A NUT LEVELINGAMARK REMARKS ANCHOR BOLT SCHEDULE B O.D. x t WASHER ASTM A563 NUT LEVELING NUT & STANDARD WASHER WHERE NOTED IN SCHEDULE BY PEMBTBD BY PEMB NO ASTM A563 NUT & ASTM A436 WASHER - SEE SCHEDULE FOR SIZE ROD SHALL BE ASTM F1554 GRADE 36 BY PEMBPER PEMB HOLE DIAMETER BOLT DIAM. D TBD NOTE: ANCHOR BOLT DEIGN WILL BE UPDATED AFTER RECEIVING FINAL PEMB DRAWINGS 254 North Front Street Wilmington, NC 28401 Phone: 910.343.8007 Fax: 910.343.8088 www.woodseng.com Suite 201 SHEET NUMBER SHEET TITLE PROJECT NUMBER DATE REVISIONS GFO Hangar COPYRIGHT © 2024 THE WILSON GROUP ARCHITECTS ALL RIGHTS RESERVED PRINTED OR ELECTRONIC DRAWINGS AND DOCUMENTATION MAY NOT BE REPRODUCED IN ANY FORM WITHOUT WRITTEN PERMISSION FROM THE WILSON GROUP ARCHITECTS Wilmington International Airport 1740 Airport Boulevard Wilmington, NC 28405 WK DICKSON CIVIL ENGINEER THE WILSON GROUP PO BOX 5510 CHARLOTTE, NC 28299 (704) 331-9747 www.twgarchitects.com NC Cert. No.: 51140 - A R C H I T E C T S - AN ARDURRA COMPANY 300 N. Third Street, Suite 301 Wilmington. NC 28401 WOODS ENGINEERING, PA STRUCTURAL ENGINEER 254 N. Front St., Suite 201 Wilmington. NC 28401 CBHF ENGINEERS, PLLC MECHANICAL, ELECTRICAL AND PLUMBING ENGINEER 2246 Yaupon Drive Wilmington. NC 28401 ENGINEERING CONSULTING SERVICES (ECS) GEOTECHNICAL ENGINEER 6714 Netherlands Drive Wilmington. NC 28405 MONTEITH CONSTRUCTION GENERAL CONTRACTOR 208 Princess Street Wilmington. NC 28401 SEAL 041563 CORPORATE SEAL WOODS E N G I NEERING , P . A . N O RTH CAR O L I NA NO R T H C AROLI N A A DAM L S I S K PR O F E SSIO N A L E NGI N E E R No. C-1806 22.057.01 11/22/2024 S311 Foundation Sections