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HomeMy WebLinkAbout024_VS400 - GENERAL NOTES AND ABBREV.pdfDESIGN 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 Risk Category:II Normal Risk DESIGN LOADS Plaza Deck Dead Load See Load tables. See loading diagram sheet VS203. Live Load:250 psf typical on DTs See loading diagram sheet VS203 Plaza vehical loading AASHTO HS20 typical @ drive Lanes. See loading diagram sheet VS203 Vehical Impact Barriers 6000# @ 2'-0" above finish floor/plaza deck. SOILS Spread Wall Allowable Bearing Pressure, qa:3000 psf 2500 psf Soil Density, γt:125 pcf SLAB ON GRADE Compacted Granular Fill Thickness:6 in Modulus of Subgrade Reaction:K 100 pci Compaction Specification:100% Standard Proctor D-698 LATERAL EARTH PRESSURES Active:38 psf At-Rest:56 psf Passive:400 psf DEEP FOUNDATIONS Type:ACP 16" 18" ASD Capacity (Compression):160 k 240k ASD Capacity (Tension):80 k 120k ASD Capacity (Lateral):8 k 8k Length:50'50' SNOW DESIGN CRITERIA Ground Snow Load, Pg:20 psf (Uniform Loading) S rain+snow:22 psf Exposure Category:B Importance Factor, Is:1.0 Exposure Factor, Ce:1.0 Partially Thermal Factor, Ct:1.2 Unheated Cold Slope Factor, Cs:1.0 WIND DESIGN CRITERIA Ultimate Wind Speed, Vult:115 mph Design Wind Speed, VASD:90 mph Exposure Category:B Enclosure Class:Open Internal Pressure Coefficient, GCpi:0 SEISMIC DESIGN CRITERIA Importance Factor, Ie:1.00 Mapped Spectral Response, SS:0.147 Mapped Spectral Response, S1:0.081 Site Class:C Design Spectral Response, SDS:0.118 Design Spectral Response, SD1:0.092 Seismic Design Category, SDC:B Overstrength Factor, Ω:2.5 Seismic Response Coefficient, CS:0.039 Response Modification Coeff., R:5 Unfactored Design Base Shear, V:2.4% W Analysis Procedure:Equivalent Lateral Force Analysis (ELFA) Basic Seismic-Force-Resisting System:B. Building Frame System 5. Ordinary Reinforced Concrete Shear Walls . 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. GENERAL NOTES 014000 DELEGATED DESIGN SSE1.A Specialty Structural Engineer (SSE), registered in the state of the project, shall be responsible for the structural design of the following products and systems complying with specific performance and design criteria indicated. 1. Structural Steel Connections, except as shown on drawings. AISC Option 2 (Detailer): Simple shear connections. AISC Option 3 (SSE): All other connections not shown. 2. Precast Prestressed Concrete elements, connections and accessories. 3. Stone attachments. G1.All shoring shall be in place before demolition begins. G2.It is the Contractor's responsibility to select the appropriate shoring system for the loads and work indicated. G3.Reactions and forces indicated for shoring are actual, working loads. G4.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. G5.Verify all existing conditions prior to any demolition, construction or fabrication. If different than shown, notify engineer/architect immediately for modification of drawings. G6.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. G7.The contract documents represent the structure only. They do not indicate the method of demolition, shoring or construction. The contractor shall provide all measures necessary to protect the structure during demolition and construction. The Engineer of Record is not responsible for the contractor's means, methods, techniques, sequences or safety procedures during construction. DEMOLITION NOTES SF1.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 100% of the standard Proctor maximum dry density (ASTM-D698), 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.Shallow foundations may be earth-formed where the excavation permits. If earth-forming is used, add 2" to the width and length of all foundations (2" each face = 4" total). SF9.The bottom of all foundations shall be a minimum of 3'-0" below final grade. 020000 SHALLOW FOUNDATION AND SLAB ON GRADE NOTES RC1.All concrete shall have the following 28 day compressive strengths: STRENGTH AIR (ENTRAINED) W/C RATIO LOCATION 3000 psi 2% +/-1%0.56 Wall Footings & Column Footings 4000 psi 2% +/-1%0.50 Pile Caps 4500 psi 6% +/- 1.5%0.45 Exterior slabs, piers, walls, columns, grade beams and concrete exposed to freezing 4000 psi 0% 0.50 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 shall be placed in the upper-third of the slab or fill. See typical 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 grade beams or walls to totally separate pipe from concrete. RC11.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. RC12.Bonding agent for bonding fresh concrete to hardened concrete: ASTM C 1059/C 1059M, Type II, nonredispersible, acrylic emulsion or styrene butadiene. RC13.See specifications for special waterproofing admixtures at Carmel Steps walls & elevated slabs. 033000 CAST IN PLACE CONCRETE NOTES (Foundations, Slabs & Walls) PC1.The minimum 28 day compressive strength of all precast elements shall be 5000 psi. PC2.See architectural drawings for all architectural finishes, textures, reveals, etc. All embeds may not be indicated on structural drawings. See other trade drawings for required embeds. PC3.Coordinate with Architectural, Mechanical, Electrical, Plumbing, Civil plans for openings and penetrations to be cast into pre-cast elements. PC4.The layout and arrangement of all precast elements is schematic in nature and is intended to show the scope of the precast system. The precast manufacturer is responsible for the final layout, size, spacing etc. of all precast elements and connections. PC5.Precast connections shown are schematic in nature. Final detail and design is the responsibility of the precast manufacturer. PC6.The precast manufacturer or erector is responsible for all temporary bracing that may be required until the lateral load resisting systems for the building are complete and has attained their design capacity. PC7.All precast elements shall be capable of supporting their own weight as well as specified loadings and reactions indicated. PC8.If applicable, camber all beam elements per PCI standards. PC9.Double Tee Elements 1. Double tee elements shall be designed for composite action with the structural topping slab indicated. 2. Double tee flange elements shall be designed and reinforced to support the wet load oF the structural to topping slab. 3. Nominal width and stem configurations shall be as indicated in sections. 4. Manufacture is to provide design and provide bearing pads. 5. Manufacture is to provide stem penetrations openings where noted in details. 6. Double tee flanges shall have a raked finish suitable for bonding with the structural topping slab. PC10.Precast manufacturer is to provide elevation adjustments for PC bearing conditions on cast in place elements. 034101 PRECAST PRESTRESSED CONCRETE ELEMENT NOTES PGT1. Concrete: All topping concrete shall have the following properties: a. Minimum 28-day compressive strength:4,500 psi. b. Portland Cement: ASTM C150, Type I/II, grey, suppliment with fly ash, ASTM C618, Class F or C. 1. Maximum fly ash content: 15%. c. Maximum aggregate size: 1" diameter, normal weight, ASTM C33, Class 3S course aggregate or better, graded. d. Maximum water-cementitious materials ratio: 0.40. e. Slump limit: 4" f. Air content: (Exterior) 6%, plus or minus 1.5% at point of delivery. g. Air content: (Interior) 2% PGT2. Reinforcing a. ASTM 615, Grade 60 reinforcing steel. b. Plain-Steel Welded Wire Reinforcement: ASTM A 185/A 185M, plain, fabricated from as-drawn steel wire into flat sheets. c. See drawings for locations. PGT3. Bonding Agent: Provide roughed surface of structural slab per manufacture's recommendations. Apply appropriate bonding agent per manufacture's recommendations. a. Acrylic-Bonding Agent: ASTM C 1059, Type II, non-redispersible, acrylic emulsion or styrene butadiene. PGT4. Curing of topping slab: a. Waterborne, membrane-forming curing compound, ASTM C309, Type 1, class B, 18% to 25% solids, dissipating. PGT5. Sealing: a. See specifications for required sealing of concrete. PGT6. Comply with all recommendations of ACI 301 and ACI 302. 35301 CONCRETE TOPPING NOTES 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. No admixtures may 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. M6.Center vertical reinforcing in block cores, unless noted otherwise. M7.See architectural 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 continuious bond beams W/ (2) #5 bars at 8'-0" o.c. max. vert. space unless noted otherwise in masonry wall schedules. Provide "L" bars at all bond beam corners as required.. M10.Fill cores of block solid with grout two full courses below the bearing of all beams or lintels supported on masonry. M11.All attachments to block shall be made with Hilti HLC 1/2" diameter x 3" sleeve anchors, unless noted otherwise. Anchors shall be installed per manufacturer's recommendations. M12.See typical schedules for masonry and steel lintels not indicated on plans. M13.All masonry units below grade to be grouted solid. M14.All cores with reinforcing steel shall be grouted solid, full height of wall. 042000 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 temporary bracing of the structure until all permanent lateral support is in place. SS9. 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. 051200 STRUCTURAL STEEL NOTES ACP1.All piles shall meet or exceed the following minimum criteria, unless noted. Capacities shown are ASD (working): Soils report by: Patriot Engineering Diameter:18 in 16 in Compression:240 k 160k Tension:120 k 80k Lateral:8 k 8k Base bid length: 50 ft below existing ground surface ACP2.Minimum 28 day compressive strength of grout: 4,000 psi. ACP3.Extend auger cast piles into bottom of caps, grade beams and foundations 6". ACP4.Contractor shall have a soils engineer on site to keep piling logs and verify pile capacities. All logs and reports shall be certified by the soils engineer and copies provided to the architect and engineer. ACP5.Review specifications for required ACP load test requirements. Test piles will not be used for production piles. 316330 AUGER-CAST PILE NOTES SS ROC PROFE.AI GNNIOLAE RER SASTATE OF 860325 NNID No. A ENI R M IED EG N TS E Y MOC DE c E R 28 22 16 H 11 1717 East 116th Street, Suite 200 Carmel, Indiana 46032 Structural Engineers 317-580-0402 www.mccomaseng.com McCOMAS ENGINEERING MEI 15102 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 HEREIN 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 GROUP, LLC. NO PART OR WHOLE OF THIS DESIGN, THESE DRAWINGS, OR THE RESULTING BUILDING OR BUILDINGS, OR PORTIONS OF THE RESULTING BUILDING OR BUILDINGS MAY 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) MEI 15102 KEY PLAN VETERANS WAY SCALE: NTS By: Developer: Project: PLAN NORTH VETERANS WAYEXTENSIONCarmel, IN 46032GENERAL NOTES AND ABBREV VS400 CONSTRUCTION DOCUMENT KLS JRH 04/29/16 04/29/16 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 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