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HomeMy WebLinkAboutS401 - GENERAL NOTESSF1. Soil to be stripped, compacted and tested in accordance with the recommendations of the soils engineer and project specifications. SF2. Footings shall be placed on firm, undisturbed soil or on engineered fill. Engineered Fill: Naturally or artificially graded mixture of natural or crushed gravel, crushed stone, and natural or crushed sand; ASTM D 2940; with at least 90 percent passing a 1-1/2-inch sieve and not more than 12 percent passing a No. 200 sieve. SF3. Slabs shall be placed on compacted, free-draining, frost-free drainage course. Drainage Course: Narrowly graded mixture of washed crushed stone, or crushed or uncrushed gravel; ASTM D 448; coarse-aggregate grading Size 57; with 100 percent passing a 1-1/2-inch sieve and 0 to 5 percent passing a No. 8 sieve. All fill shall be compacted to a minimum dry density of 95% of the modified Proctor maximum dry density (ASTM-D1557), placed in 6" to 8" lifts. Pea gravel may not be used as fill. Utility trenches and excavations under the foundations or slabs shall meet the same requirements. See soils investigation report for further recommendations. SF4. Undercutting of the soil for foundation and/or slab placement may be required. These drawings do not indicate the entire scope of undercutting, fill or bad soil removal that may be required to attain the design soil bearing pressures. It is the responsibility of the contractor to obtain a soils investigation report, before bidding, to assess the extent of excavation and compaction that may be required to meet the design criteria. The contractor shall retain the services of a soils engineer to monitor all backfilling operations and to inspect footing bearing material. A report certified by the soils engineer shall be furnished to the architect/engineer verifying that all foundations were placed on a material capable of sustaining the design bearing pressures. SF5. If dewatering is required, sumps shall not be placed within the foundation excavation. SF6. Maintain a maximum slope between adjacent footing bearing elevations of 2 horizontal to 1 vertical. Maintain a 2 horizontal to 1 vertical slope next to existing foundations to avoid undermining foundations. SF7. No horizontal joints are permitted in any foundation. Vertical joints are permitted only in wall footings. SF8. The bottom of all foundations shall be a minimum of 36" below final grade. SHALLOW FOUNDATION AND SLAB ON GRADE NOTES RC1. All concrete shall have the following 28 day compressive strengths: STRENGTH LOCATION 3000 psi-0% AE All foundations and footings 4000 psi-6% AE Exterior slabs, piers, walls, columns, grade beams and concrete exposed to freezing 4000 psi-0% AE Interior slabs, fill for metal deck and all other interior concrete RC2. All reinforcing shall conform to the following concrete cover: COVER LOCATION 3" Foundations & Footings: All surfaces; Exterior Slabs: Bottom; Grade Beams & Trench Footings: All surfaces; All concrete cast against soil 2" Exterior Walls, All Piers & All Pilasters: All surfaces; Exterior Slabs: Top; All exterior concrete 1 1/2" Interior beams, columns & walls: All surfaces; All concrete not exposed to weather or in contact with ground 3/4" Interior slabs & Walls RC3. Welded Wire Fabric (WWF) for slabs and fill for metal deck shall be placed in the upper-third of the slab or fill. See details. RC4. All reinforcing steel shall be detailed, supplied and placed in accordance with ACI 315, ACI 318 and CRSI MSP-1. RC5. All reinforcing steel shall be shop fabricated and, where applicable, shall be wired together and conform to ASTM A-615, Grade 60. RC6. Chamfer edges of exposed concrete 3/4", unless noted otherwise. RC7. Contractor shall make four, 6"x12" test cylinders for each 50 cubic yards of concrete poured for each days operation. Break 1 at 7 days, 2 at 28 days and retain spare. RC8. All welded wire fabric shall conform to ASTM A185, Fy(min) of 65 ksi. All welded wire fabric laps shall be 8". RC9. All finished concrete, concrete formwork and falsework shall be in accordance with ACI 301. Contractor is solely responsible for the design and construction of all formwork, falsework and shoring. RC10. Provide sleeves for all openings in wall footings, grade beams or walls to totally separate pipe from concrete. RC11. Foundations may be earth-formed where the excavation permits. If earth-forming is used, add 2" to the width, length & thickness of all foundations. RC12. Plastic Vapor Retarder: ASTM E 1745, Class A, not less than 10 mils (0.25 mm) thick, see specifications. Include manufacturer's recommended adhesive or pressure-sensitive joint tape. RC13. Fiber Reinforcement, if indicated on drawings, shall be 100% virgin polypropylene in collated, fibrillated form, complying with ASTM C 1116, minimum length of 3/4". Minimum dosage = 1.5 pounds per cubic yard. RC14. Adhesive Anchors and Adhesives Used for Reinforcing Anchorage: 1. The adhesive anchor system used for post-installed anchorage to concrete shall conform to the requirements of the most recently published ACI 355.4. 2. Adhesive anchors indicated are the Basis-of-Design. Approved equal meeting ACI 355.4 is permitted. 3. Bulk-mixed adhesives are not permitted. 4. Anchors shall be supplied as an entire system with manufacturer's recommendations adhered to. 5. Adhesive anchors shall be installed by qualified personnel trained to install adhesive anchors. 6. Installation of adhesive anchors horizontally or upwardly inclined shall be performed by personnel certified by the ACI/CRSI Adhesive Anchor Installer Certification program. 7 .Adhesive anchors installed in horizontal or upwardly inclined orientations shall be continously inspected during installation by an inspector specially approved for that purpose. RC15. Bonding agent for bonding fresh concrete to hardened concrete: ASTM C 1059/C 1059M, Type II, nonredispersible, acrylic emulsion or styrene butadiene. CAST IN PLACE CONCRETE NOTES (Foundations, Slabs & Walls) M1. Minimum 28 day compressive strength of concrete masonry units shall be 2800 p.s.i. based on net area of the unit. Specified design compressive strength of masonry shall be f'm = 2000 p.s.i. All units for exterior walls, load-bearing walls and shear walls shall be normal weight block. M2. All mortar shall be Type S (Exception: Type N may be used for masonry veneers). No admixtures may be used unless approved by architect/engineer. Mortar shall not be used for grouting cores or filling bond beams. M3. All block shall be laid in a running bond pattern. M4. Course grout shall be used were grouting is required. Slump shall be 8" +/- 1". Minimum grout compressive strength shall be 3000 p.s.i. M5. All reinforcing shall be ASTM A615 Grade 60 (Fy=60 ksi). Lap all reinforcing a minimum of 48 bar diameters, unless noted otherwise. M6. Center vertical reinforcing in block cores, unless noted otherwise. M7. See architectural drawings and specifications for all control joint locations. Reinforcing in bond beams shall be discontinuous at control joints. M8. Provide ladder type horizontal joint reinforcement at 16" o.c. Side rods and cross rods shall be #9 wire, galvanized, see specifications. Cut joint reinforcement at control joints. M9. Provide "L" bars at all bond beam corners as required. M10. Fill cores of block solid with grout full height below the bearing of all beams or lintels supported on masonry. M11. See typical schedules for masonry and steel lintels not indicated on plans. M12. All masonry units below grade shall be grouted solid. M13. All cores with reinforcing steel shall be grouted solid, full height of wall. MASONRY AND REINFORCED MASONRY NOTES SS1. All structural steel shall conform to the following: W Shapes ASTM A992, Grade 50. Angles, Channels, Plates, Bars ASTM A36 (Fy=36 ksi) HSS Tubes ASTM A500, Grade B (Fy=46 ksi) HSS Pipes ASTM A500, Grade B (Fy=42 ksi) Anchor Rods ASTM F1554, Grade 36 SS2. All steel shall be detailed, fabricated and erected in accordance with: AISC 360 "Specification for Structural Steel Buildings", Allowable Strength Design (ASD) AISC 303 "Code of Standard Practice" SS3. If beam reaction is not indicated, design connection for minimum 10 k reaction. SS4 All bolted connections shall be made with 3/4" diameter, A325 bolts with nuts and washers, unless otherwise noted. All connections shall be shear bearing connections tightened to snug-tight condition, unless otherwise noted. SS5. All shop and field welds shall be made using E70 electrodes or equivalent. SS6. All headed concrete anchors shall be ASTM A108 (Fy=50 ksi), 3/4" diameter x 4" after welding, unless noted otherwise. SS7. Steel fabricator shall obtain the size and location of all openings for grilles, louvers, etc. before proceeding with the fabrication and erection of any required frames. SS8. Provide Heckman #129 and #130 channel slot and channel slot anchors at all columns that abut masonry walls, unless noted. SS9. Provide temporary bracing of the structure until all permanent lateral support is in place. SS10. Structure Stability: The entire roof and/or floor decking materials must be fully erected and connected to the supporting steel before temporary, erection bracing is removed. SS11. RD = Roof Drain location. Provide steel frame for drains. See other drawings for actual drain type, number, size, etc. Coordinate with drain contractor. 051200 STRUCTURAL STEEL NOTES MD1. All metal deck material, fabrication and installation shall conform to Steel Deck Institute" SDI SPECIFICATIONS AND COMMENTARY" and "CODE OF RECOMMENDED STANDARD PRACTICE", Current edition, unless noted. MD2. FASTENING DECK 1. Roof deck shall be welded using 5/8" diameter puddle welds, 36/4 pattern with (1) #10 TEK sidelap fastener unless otherwise shown in typical detail or indicated on drawings. 2. Floor deck shall be welded using 3/4" diameter puddle welds, 36/4 pattern unless otherwise shown in typical detail or indicated on drawings MD3. Provide TS 2 1/2x 2 1/2x 1/8 deck support, field welded to joist or beam at all deck span changes. MD4. Provide L3x3x1/4 deck support at all columns where required, unless noted. MD5. Provide 20 gauge cover plate at all roof deck span changes. MD6. Provide L3x3x1/4 at all unsupported edges of deck and around roof perimeter, unless otherwise noted. MD7. All deck shall be provided in a minimum of 3-span lengths where possible. 053100 STEEL DECK NOTES SF1. All cold formed steel framing shall be by Specialty Structural Engineer, see specifications. SF2. All design and construction of cold formed steel shall comply with the contract documents, referenced codes, standards, notes, layouts and the following American Iron and Steel Institute (AISI) documents, including all AISI referenced documents therein: S100-2007 Specification S200-2007 General Provisions S201-2007 Product Data S210-2007 Floor & Roof Systems S211-2007 Wall Stud Design S213-2007 Lateral Design with Suppliment No. 1 S212-2007 Header Design S214-2007 Truss Design SF3. Unless noted otherwise, provide the following minimum member sizes, unless larger size or lesser spacing is required: TYPE SIZE Exterior Wall Studs 600 S 162-54 Interior Load-Bearing Studs 600 S 162-54 SF4. All members and systems shall conform to the following maximum movements: TYPE LIVE INDEX MAXIMUM Exterior Wall Studs L/600 1/2" Interior Wall Studs L/240 1/2" Exterior cantilevered parapets L/300 1/2" Floor trusses and joists L/480 1" Roof trusses and joists L/360 1 1/2" SF5. The most stringent requirements shall govern in conflicts between specified codes and standards. SF6. All products shall have four-part identification code which identifies size, style and material thickness of each member. SF7. All materials shall conform with ASTM A1003, structural grade 33 or structural grade 50. SF8. Corrosion protection for all materials shall comply with ASTM A653. Minimum, hot-dipped galvanized coating weight for exterior walls and all roof materials shall be G90. All other materials shall be G60. SF9. Provide factory punchouts in all wall studs where required. SF10. Provide standard color coding for all products. SF11. Provide 1/2" ASTM F1554, Grade 36 hooked anchor bolts at all steel tracks, u.n.o. Anchor bolt spacing = 48" OC, u.n.o. Provide anchor bolt at 8" from the ends of all walls, u.n.o. SF12. For all non-load bearing studs, provide deflection clips isolating the stud from the primary structure. SF13. All track butt joints shall be anchored to a common structural element. SF14. Horizontal bracing of wall studs shall be provided at 6 feet on center maximum. SF15. Place joists and trusses directly over wall studs. SF16. Fastening of elements shall be self-drilling screws or welding of sufficient size to transfer required loads. All welding of galvanized steel shall be touched up with zinc-rich paint. Minimum thickness of material for welding is 54 mil. SF17. All screws shall be non-corrosive, No. 12-14 or larger. SF18. See architectural drawings for all non-structural stud requirements. SF19. All floor and roof trusses shall have a minimum flange width of 1 5/8". SF20. Floor and roof truss bottom chords shall be designed for 10 psf dead load, not in addition to design loading. SF19. Lateral Force Resisting System (LFRS) shall comply with forces indicated. Shearwalls shall be Type II, steel sheet. Coordinate shearwalls with holdowns and ties shown. 054000 COLD FORMED STEEL FRAMING NOTES (Delegated Design) DESIGN TABLE Model Building Code: 2012 International Building Code Local Building Code: Indiana Building Code 2014 Model Code Standard: ASCE 7-10 Steel Standard: AISC 360-10 Concrete Standard: ACI 318-11 Masonry Standard: ACI 530-11 Wood Standard: AITC/APA/NDS Current Ed. Risk Category: II Normal Risk Exposure Category: B, Urban & Suburban Areas ROOF LOADS: Location Dead Live Snow Retail Buildings 22 psf 20 psf 20 psf + Drift Apartments 20 psf 20 psf 20 psf + Drift FLOOR LOADS: Location: Dead Live: Retail 50 psf 100 psf Public Areas & Corridors 50 psf 100 psf Residential *25 psf 40 psf Areas subject to Vehicular Traffic 100 psf 250 psf *Value includes 5 psf partition load SOILS Allowable Bearing Pressure, qa: 3,000 psf (Column Footings), 2,500 psf (Wall Footings) Soil Density, γt: 125 pcf Frost Depth: 30 inches below finish grade Coefficient of Friction: 0.30 Lateral Earth Pressures: Active (Ka=0.35): 38 psf At-Rest (Ko=0.5): 63 psf Passive (Kp=3.0): 350 psf SNOW DESIGN CRITERIA Ground Snow Load, Pg: 20 psf (Uniform Loading) S min: 20 psf Importance Factor, Is: 1.0 Exposure Factor, Ce: 1.0 Partially Thermal Factor, Ct: 1.0 Heated Warm Slope Factor, Cs: 1.0 WIND DESIGN CRITERIA Ultimate Wind Speed, Vult: 115 mph Design Wind Speed, VASD: 90 mph Enclosure Class: Enclosed Gust Factor (G): 0.85 Internal Pressure Coefficient, GCpi: 0.18 SEISMIC DESIGN CRITERIA Importance Factor, Ie: 1.00 Mapped Spectral Response, SS: 0.147 Mapped Spectral Response, S1: 0.082 Site Class: C Design Spectral Response, SDS: 0.118 Design Spectral Response, SD1: 0.093 Seismic Design Category, SDC: B Overstrength Factor, Ω: 3.0 (Retail Buildings), 2.5 (Apartments) Seismic Response Coefficient, CS: 0.044 (Retail Buildings), 0.059 (Apartments) Response Modification Coeff., R: 3.5 (Retail Buildings), 2.0 (Apartments) Unfactored Design Base Shear, V: 4.4% W (Retail Buildings), 5.9%W (Apartments) Analysis Procedure: Equivalent Lateral Force Analysis Basic Seismic-Force-Resisting System: Moment Resisting Frame Systems: Steel Ordinary Moment Frames (Retail Buildings) Bearing Wall Systems: Ordinary Reinforced Masonry Shear Walls (Apartments) G1. Reactions and forces indicated are unfactored, Allowable Strength Design (ASD) loads. G2. If drawings and specifications are in conflict, the most stringent restrictions and requirements shall govern. Contractor shall bring all discrepancies to the attention of the engineer immediately. G3. Verify all existing conditions prior to any construction or fabrication. If different than shown, notify engineer/architect immediately for modification of drawings. G4. All contractors are required to coordinate their work with all disciplines to avoid conflicts. The architectural, mechanical, electrical and plumbing aspects are not in the scope of these drawings. Therefore, all required materials and work may not be indicated. It is the contractor's responsibility to coordinate these drawings with all other construction documents. Refer to architectural drawings for all dimensions not shown on these drawings. Locations, sizes and numbers of all openings may not be completely indicated in the structural drawings. The respective contractor shall verify their work with all other disciplines. G5. The contract documents represent the structure only. They do not indicate the method of construction. The contractor shall provide all measures necessary to protect the structure during construction. Such measures shall include, but not limited to, bracing, shoring, underpinning, etc. McComas Engineering is not responsible for the contractor's means, methods, techniques, sequences or safety procedures during construction. G6. Notes and details shall take precedence over general structural notes. Where no details or sections are shown, construction shall conform to similar work on the project. Typical sections and details may not be cut on the plans, but apply unless noted otherwise. G7. Provisions for future expansion: Vertical: None Horizontal: None GENERAL NOTES W1. Size, species and grade for sawn lumber shall be as follows. All lumber shall be grade-stamped: Design Design Alternate Alternate Size Species Grade Species Grade 2x4, 2x6 Spruce-Pine-Fir (SPF) No.1/No.2 Douglas Fir-Larch (North) No.1/No.2 2x8, 2x10, 2x12 Southern Pine (SP) No. 1 Douglas Fir-Larch No.1 & Better 4x4 and Larger Southern Pine (SP) No. 1 Douglas Fir-Larch No.1 & Better W2. All wood, connections, accessories, and erection shall be in conformance with the current edition of NFPA National Design Specification. W3. All connectors shall be Simpson Strong-Tie, galvanized, unless otherwise approved by McComas Engineering. W4. All bolts, washers and nuts shall be carbon steel, unless noted. W5. All nails to be common type. W6. All sill plates shall be treated with preservative treatment. W7. All exterior lumber permanently exposed to weather shall be pressure-treated. W8. Attach all sill plates to studs with (4) 8d common nails (toenail) or (2) 16d common nails (end nail). W9. Attach all top plates to studs with (2) 16d nails. W10. Comply with International Building Code Table 2304.9.1 for all fasteners not indicated. W11. See Wood Framed Wall Schedule and Shear Wall Schedule for additional fastening requirements. W12. Provide double joists under all non-load bearing walls. W13. Provide double joists and headers at all floor or roof openings exceeding typical sheathing span. Provide single headers to support sheathing at edges of openings less than typical sheathing span. 061000 SAWN LUMBER NOTES EW1. All manufactured engineered wood listed as been designed using product data from Weyerhaeuser Corporation. Engineered wood members supplied by other manufacturer's shall meet or exceed the criteria for the designated Weyerhaeuser Corporation product for the span, spacing, and loads indicated in the construction documents. EW2. All properties listed are for dry-use conditions. EW3. All connectors shall be manufactured by Simpson Strong-Tie Company. EW4. Contractor shall provide a complete installation of Manufactured engineered wood members, including but not limited to, all blocking, stiffeners, and similar items. EW5. Manufactured engineered wood shall be designed by the supplier to meet the project requirements indicated in the construction documents. Layout and design of members shall be signed and sealed by an Engineer licensed to practice in the project state, and submitted to McComas Engineering, Inc. for review. EW6. All engineered wood shall be commercial grade. EW7. All engineered wood permanently exposed to weather shall be pressure-treated, coated or sealed. Comply with manufacture's recommendations. LVL1. Manufactured Laminated Veneer Lumber designated as LVL shall be supplied with the following minimum material properties, for 12" depths: Extreme Fiber Stress in Bending, Edgewise: 2,600 psi Extreme Fiber Stress in Shear, Horizontal: 285 psi Modulus of Elasticity, Edgewise: 1,900,000 psi PSL1. Manufactured Parallel Strand Lumber designated as PSL shall be supplied with the following minimum material properties, for 12" depths: Extreme Fiber Stress in Bending, Edgewise: 2,900 psi (Beam - 2.0E Parallam PSL) Extreme Fiber Stress in Bending, Edgewise: 2,400 psi (Column - 1.8E Parallam PSL) Modulus of Elasticity, Edgewise: 2,000,000 psi (Beam 2.0E) Modulus of Elasticity, Edgewise: 1,800,000 psi (Column 1.8E) Extreme Fiber Stress in Shear, Horizontal: 290 psi (Beam) PSL2. For all PSL members permanently or partially exposed to exterior conditions, provide the following: PSL Parallam Plus Service Level SL2 AWPA Use Category UC3B WIJ1. Manufactured Wood I-Joists designated as Wood I-Joists shall be supplied to meet the minimum loading and depth requirements as indicated on the drawings, and the following: Floor Maximum Total Deflection Span / 360 Floor Maximum Live Deflection Span / 480 Roof Maximum Total Deflection Span / 240 Roof Maximum Live Deflection Span / 360 OWT1. Manufactured Wood Open Web Trusses designated as Open Web Trusses shall be supplied to meet the minimum loading and depth requirements as indicated on the drawings, and the following: Floor Maximum Total Deflection Span / 360 Floor Maximum Live Deflection Span / 480 Roof Maximum Total Deflection Span / 240 Roof Maximum Live Deflection Span / 360 061101 ENGINEERED WOOD NOTES WS1. All wood structural panels shall be plywood conforming to DOC PS-1 or DOC PS-2, or, oriented-strand-board (OSB) conforming to DOC PS-2. Sheathing shall meet the following minimum requirements, unless noted otherwise: Roof: 19/32", Exposure 1, Structural 1, Span Rating 40/20, Square Edge, Nailed Floor: 23/32", Exposure 1, Sturd-I-Floor, Span Rating 24" o.c., Tongue & Groove Edge, Glued and Nailed Wall: 15/32", Exposure 1, Structural 1, Span Rating 32/16, Square Edge,Nailed WS2. Floor structural panels shall be Combination Subfloor-Underlayment, unless noted otherwise. WS3. Roof structural panel joints shall be staggered. Provide panel clips for all roof sheathing. WS4. All structural panels shall have long dimension perpendicular to supports. Provide 1/8" gap for all sheathing joints. WS5. Space all nails 3/8" minimum from panel or supporting member edge. Nails to penetrate supporting members by 1-5/8" minimum. WS6. Edge of openings through roofs or walls shall be nailed per boundary nailing requirements indicated in typical detail. WS7. See architectural roof plan to establish all elevations, openings, equipment and other requirements not indicated on structural drawings. WS8. All nails to be 10d common, unless noted otherwise. For fastening not indicated, comply with International Building Code Table 2304.9.1. WS9. All structural panels permanently exposed to weather shall be pressure-treated. WS10. All fasteners to cold formed steel framing shall be screws in lieu of nails. See details for screw size and spacing requirements. 061600 WOOD STRUCTURAL PANEL NOTES WT1. Shop-fabricated, metal-plate-connected wood roof trusses shall be designed for the following gravity loads (allowable stress design), in addition to other loads indicated: Top Chord Dead& Top Chord Live See General Notes Bottom Chord Dead 10 psf (Local Load, not added to Top Chord) Wind: Net Uplift 15 psf Wind: On End Verticals 20 psf WT2. All bolts, washers and nuts shall be carbon steel. WT3. All trusses connector plates shall be galvanized. WT4. All trusses shall be spaced at 24" o.c., unless noted otherwise. WT5. All standard, hip, valley, scissor, girder and other misc. trusses and supplemental roof framing not shown, shall be designed and provided by the truss manufacturer and contractor. Truss manufacturer and contractor shall be responsible for the final truss layout. WT6. All truss layouts, profiles and configurations are conceptual. Final layout and design shall be by truss manufacturer/supplier. WT7. Girder truss design loading shall take into account additional concentrated loads from other trusses. WT8. See architectural drawings for actual dimensions, roof overhangs, fascia heights, etc. WT9. All connectors shall be Simpson Strong-Tie Company, galvanized. All connectors not shown on drawings shall be designed by the truss manufacturer, except the following: Truss Wood to Wood Connections: End of Single Truss to Double Top Plate: H2.5T (545lb uplift, 135lb shear) End of girder truss to perpendicular top plate: LGT2 2-ply girder truss (2050lb uplift) LGT3-SDS2.5 3-ply girder truss (3685lb uplift) LGT4-SDS3 4-ply girder truss (4060lb uplift) End of girder truss to non-perpendicular top plate: MST12 Each side of girder truss Truss Wood to Masonry Connections: End of Single Girder Truss to Double Top Plate: H16-2S (1470lb uplift, Provide additional tie-downs if truss is wider than 3") 061753 MANUFACTURED WOOD TRUSSES NOTES 1717 East 116th Street, Suite 200 Carmel, Indiana 46032 Structural Engineers 317-580-0402 www.mccomaseng.com McCOMAS ENGINEERING MEI 16054 Sheet Number: Sheet Title: Set Issue Date Last Revision Date: Drawn By: Sheet Issue Date Checked By: THIS DOCUMENT IS AN INSTRUMENT OF SERVICES AND IS THE SOLE PROPERTY OF THE ARCHITECT AND PEDCOR DESIGN GROUP, LLC. ALL INFORMATION CONTAINED H EREIN IS CONFIDENTIAL. ITS SUBMISSION AND DISTRIBUTION TO OTHER PARTIES IS NOT TO BE CONSTRUED AS PUBLICATION IN DEROGATION OF COMMON LAW COPYRIGHT, INTELLECTUAL PROPERTY RIGHTS OR OTHER RESERVED RIGHTS. ALL INFORMATION CONTAINED HEREIN CONSTITUTES THE ORIGINAL AND PUBLISHED WORK OF THE ARCHITECT, JAMES R. STUTZMAN, AND PEDCOR DESIGN G ROUP, LLC. NO PART OR WHOLE OF THIS DESIGN, THESE DRAWINGS, OR THE RESULTING BUILDING OR BUILDINGS, OR PORTIONS OF THE RESULTING BUILDING OR BUILDINGS M AY BE DUPLICATED, COPIED, EXHIBITED, PHOTOGRAPHED, PUBLISHED, MODIFIED OR OTHERWISE DISTRIBUTED IN ANY WAY WITHOUT THE SPECIFIC AND PRIOR WRITTEN CONSENT OF THE ARCHITECT, JAMES R. STUTZMAN AND PEDCOR DESIGN GROUP, LLC. © COPY RIGHT 2015 JAMES R. STUTZMAN, AIA, Carmel, Indiana. COPYRIGHT & OWNERSHIP OF DOCUMENTS Project Number: Engineer: PEDCOR DESIGN GROUP LLC Architecture / Project Management: 355 City Center Drive Carmel Indiana 46032 317.705.7979 (phone) 317.705.7980 (fax) By: Developer: Project: GENERAL NOTES S401 Park East Retail Carmel, Indiana KLS CRR 12/22/16 12/22/16 O/O OUT TO OUT OA OVERALL OC ON CENTER OD OUTSIDE DIAMETER OF OUTSIDE FACE OH OVER HEAD OPNG OPENING OPP OPPOSITE OPP HD OPPOSITE HAND OSB ORIENTED STRAND BOARD OSL OUTSTANDING LEG OVS OVERSIZE HOLE PAF POWDER ACTUATED FASTENER PC PRECAST PL PLATE PLF POUNDS PER LINEAR FOOT PLYWD PLYWOOD PNL PANEL PROJ PROJECTION PSF POUNDS PER SQUARE FOOT PSI POUNDS PER SQUARE INCH PSL PARALLEL STRAND LUMBER PT PRESSURE TREATED PTN PARTITION R RADIUS RCC ROUGH-CUT CEDAR RD ROOF DRAIN REF REFERENCE REINF REINFORCE(D) (ING) (MENT) REQ'D REQUIRED REV REVISION/REVISED RO ROUGH OPENING RRD ROOF RELIEF DRAIN RTN RETURN RTU ROOF TOP UNIT RW RETAINING WALL SCHED SCHEDULE SECT SECTION SHT SHEET SIM SIMILAR SJ SAWCUT JOINT SJI STEEL JOIST INSTITUTE SL SLOPED SPA SPACE(S) SPECS SPECIFICATIONS SQ SQUARE SS STAINLESS STEEL SSL SHORT SLOTTED HOLES STD STANDARD STIFF STIFFENERS STL STEEL STRUCT STRUCTURAL SYMM SYMMETRICAL T&B TOP AND BOTTOM T&G TONGUE AND GROOVE TB TIE BEAM TC TOP CHORD TCX TOP CHORD EXTENSION TEMP TEMPERATURE TF TRENCH FOOTING THK THICK THKS THICKENED SLAB THR'D THREADED TL TOTAL LOAD TOP'G TOPPING TRANS TRANSVERSE TYP TYPICAL UNO UNLESS NOTED OTHERWISE VERT VERTICAL VIF VERIFY IN FIELD w/ WITH WD WOOD WO WINDOW OPENING (MASONRY) WP WORKING POINT WT WEIGHT WWF WELDED WIRE FABRIC ELEVATION TOP AND BOTTOM OF LIST T/ "ELEVATION, TOP OF" B/ "ELEVATION, BOTTOM OF" T/BB TOP OF BOND BEAM T/BM TOP OF BEAM T/CONC TOP OF CONCRETE T/F TOP OF FOOTING T/LDG TOP OF LEDGE T/MAS TOP OF MASONRY T/P TOP OF PIER T/SLAB TOP OF SLAB T/STL TOP OF STEEL T/W TOP OF WALL T/GB TOP OF GRADE BEAM T/CAIS TOP OF CAISSON B/PL BOTTOM OF PLATE B/F BOTTOM OF FOOTING SPECIAL CHARACTERS ° DEGREE ± PLUS OR MINUS ELEVATION Ø DIAMETER AR ANCHOR RODS ABV ABOVE ACI AMERICAN CONCRETE INSTITUTE ADD'L ADDITIONAL ADH ADHESIVE ADJ ADJACENT AESS ARCHITECTURALLY EXPOSED STRUCTURAL STEEL AFF ABOVE FINISHED FLOOR AGGR AGGREGATE AHU AIR HANDLING UNIT AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION AISI AMERICAN IRON AND STEEL INSTITUTE ALUM ALUMINUM ALT ALTERNATE APPROX APPROXIMATE ARCH ARCHITECT ARCH'L ARCHITECTURAL ASTM AMERICAN SOCIETY OF TESTING MATERIALS AWS AMERICAN WELDING SOCIETY L ANGLE BAL BALANCE BB BOND BEAM B/B BACK TO BACK BC BOTTOM CHORD BD BOARD BLDG BUILDING BLK BLOCK BLW BELOW BM BEAM BOTT BOTTOM BP BEARING PLATE BRDG BRIDGING BRG BEARING BRK BRICK BS BOTH SIDES BSMT BASEMENT BTWN BETWEEN BUC BUILT UP COLUMN c CAMBER C/C CENTER TO CENTER CANT CANTILEVER CAIS CAISSON CFS COLD FORMED STEEL CJ CONTROL AND/OR CONSTRUCTION JOINT CL CENTERLINE CLR CLEAR CMU CONCRETE MASONRY UNIT COL COLUMN COORD COORDINATE COMP COMPACTED CONC CONCRETE CONN CONNECTION CONST CONSTRUCTION CONT CONTINUOUS CONTR CONTRACTOR CTR CENTER CTR'D CENTERED DIA DIAMETER DIAG DIAGONAL DIM DIMENSION DL DEAD LOAD DLT DEEP LEG TRACK DO DITTO DN DOWN DTL DETAIL DWG DRAWING DWL DOWEL EA EACH EE EACH END EF EACH FACE EJ EXPANSION JOINT ENG ENGINEER ELEV ELEVATION ELECT ELECTRICAL EOD EDGE OF DECK EOS EDGE OF SLAB EQ EQUAL EQUIV EQUIVALENT ES EACH SIDE EW EACH WAY EXIST EXISTING EXP EXPANSION EXT EXTERIOR F/ FACE OF FD FLOOR DRAIN FDN FOUNDATION FIN FINISH FLR FLOOR FLG FLANGE FS FARSIDE FTG FOOTING GA GAUGE GALV GALVANIZED GB GRADE BEAM GC GENERAL CONTRACTOR GL GLULAM GR GRADE HC HOLLOW CORE HD HOLD DOWN HGT HEIGHT HI HIGH HK HOOK HORIZ HORIZONTAL HP HIGH POINT HS HEADED STUD HSS HOLLOW STRUCTURAL SECTION ID INSIDE DIAMETER IF INSIDE FACE INFO INFORMATION INT INTERIOR INV INVERT JST JOIST JT JOINT K KIP KO KNOCK OUT LB POUND LDG LEDGE LG LONG LL LIVE LOAD LLH LONG LEG HORIZONTAL LLV LONG LEG VERTICAL LNTL LINTEL LSL LONG SLOTTED HOLES LONG LONGITUDINAL LP LOW POINT LVL LAMINATED VENEER LUMBER MAS MASONRY MAT'L MATERIAL MAX MAXIMUM MBM METAL BUILDING MFR MCJ MASONRY CONTROL JT MECH MECHANICAL MEZZ MEZZANINE MFR MANUFACTURER MIN MINIMUM MISC MISCELLANEOUS MO MASONRY OPENING MOM MOMENT MSW MASONRY SHEAR WALL MSL MEAN SEA LEVEL MTL METAL NO NUMBER NS NEAR SIDE NTS NOT TO SCALE ABBREVIATIONS LIST No. Date Description 04/16/18 Nick Mishler