The URL can be used to link to this page

Home My WebLink AboutB17-0340_S-001-1_1507837283.pdfSYMBOL DESCRIPTION WINDOW WASHING DAVIT FALL PROTECTION TIE-BACK MECH UNIT (XX.Xk = MECH UNIT OPERATING WEIGHT IN KIPS INCLUDING INERTIA BASE) PAD THICKNESS PENETRATION THRU STRUCTURAL MEMBER STRUCTURAL MAS WALL CONTROL JOINT PRECAST CONCRETE OVERFRAMING D T CAST-IN-PLACE CONCRETE X XX.Xk X" EXTENT OF CONCRETE PAD SYMBOL DESCRIPTION YW1 WALLS, Y = (F)ND, (C)IP CONC, (P)RECAST, (M)AS, (R)ETAINING, CIP CONC (S)HEARWALL FTG MARK (SF = STRIP FTG) T/FTG EL DRILLED PIER DIAMETER IN INCHES PENETRATION INTO BEDROCK IN FEET TYPE T/DRILLED PIER ELEVATION PIER DOWELS DRILLED PIER CAP (IF PRESENT) F1 XX'-X" DPXXA-XX XX'-X" PD-1 DPC1 SYMBOL DESCRIPTION FULL HEIGHT SHEAR CONNECTION, SEE [8/Z5.01] MOMENT CONNECTION, SEE [11/Z5.01] AXIAL DRAG CONNECTION, SEE [8/Z5.01] BRACING ABOVE LEVEL BRACING BELOW LEVEL ABOVE DECK CONCRETE THICKNESS TYPE DECK TYPE DESIGN AXIAL DRAG FORCE OR DETAIL DECK SPAN DIRECTION T/SLAB AT SLAB-ON-DECK 2VLIX.XXA XXX'-XX" XXk XXk XXk BEAM SIZE [XX] c=X" (XXX'-XX") CAMBER (INCHES) EL OF T/STEEL SHEAR STUD QUANTITY ULTIMATE BM REACTION USING LRFD LOAD COMBINATIONS (KIPS) STEEL BEAM SYMBOL DESCRIPTION ELEVATION CALLOUT XXX'-XX" STEP SLOPE KEY NOTE SUBGRADE FORM SAVER DRAWING REVISION NUMBER CURRENT REVISION CLOUD 1 X SERVICE LOAD PROVIDED FOR SPECIALTY DESIGNER WELDED-WIRE REINFORCEMENT SECTION OR DETAIL CUT SHEET NUMBER ELEVATION CUT SHEET NUMBER GRID LINES X XX X XX - SYMBOL DESCRIPTION EP1 C1 B1 J1 TWS SR1 YW1 EMBED PLATE CONCRETE COLUMN CONCRETE BEAM CONCRETE JOIST TWO-WAY CONCRETE SLAB STUD RAIL WALLS, Y = (F)ND, (C)IP CONC, (P)RECAST, (M)AS, (R)ETAINING, CIP CONC (S)HEARWALL OWSXXA XXX'-XX" BAR SIZE LOC IN SLAB, SEE [ ] ADDITIONAL REINFORCING SLAB THICKNESS TYPE T/SLAB (n)#bTx (n)#bBx NUMBER OF BARS ADDED IN STRIP SPAN DIRECTION (IF ONE-WAY) OWS ONE-WAY CONCRETE SLAB SLAB TYPE SOGXXA XXX'-XX" SLAB THICKNESS TYPE T/SLAB SLAB TYPE CXX BP-X COLUMN SIZE OR MARK BASE PLATE TYPE ROUGHENED SURFACE, INTENTIONALLY ROUGHEN TO 1/4" AMPLITUDE, UNO NOTES: 1. ITEMS NOT DESIGNED BY M/M ARE SHOWN HALFTONED, 2. ITEMS INCLUDE: - EXISTING CONSTRUCTION - PERFORMANCE SPECIFIED ITEMS (STAIRS, RAILINGS, ETC.) 1) CODES AND STANDARDS: -- International Building Code 2015 2) SEISMIC LOADS - SEISMIC DESIGN CATEGORY = C - RISK CATEGORY = IV - EARTHQUAKE IMPORTANCE FACTOR, le = 1.50 - MAPPED SPECTRAL RESPONSE ACCELERATION, Ss = 25.60 %g - MAPPED SPECTRAL RESPONSE ACCELERATION, S1 = 7.30 %g - DESIGN SPECTRAL RESPONSE COEFFICIENT, SDs = 0.205 - DESIGN SPECTRAL RESPONSE COEFFICIENT, SD1 = 0.083 - SOIL SITE CLASS = C 3) WIND LOADS - RISK CATEGORY = IV - BASIC ULTIMATE WIND SPEED, Vult = 120 mph - BASIC NOMINAL WIND SPEED, Vasd = 93 mph - EXPOSURE CATEGORY = C - INTERNAL PRESSURE COEFFICIENT, Gcpi = +/-0.18 4) DRIFTING, SLIDING AND UNBALANCED SNOW - GROUND SNOW LOAD = 119.0 psf - SNOW EXPOSURE FACTOR, Ce = 1.0 - SNOW LOAD IMPORTANCE FACTOR, ls = 1.2 - THERMAL FACTOR, Ct = 1.00 - FLAT ROOF SNOW LOAD, Pf = 100.0 psf DESIGN CRITERIA GENERAL NOTES 1) GENERAL: 1A)ENGINEER: REFERENCES ON THE STRUCTURAL DRAWINGS TO ‘ENGINEER’ MEAN THE STRUCTURAL ENGINEER OF RECORD. OTHER ENTITIES ARE SPECIFICALLY NOTED AS “CONTRACTOR’S ENGINEER”, “MECHANICAL ENGINEER”, ETC. 1B)THESE NOTES SUPPLEMENT THE SPECIFICATIONS, WHICH SHALL BE REFERENCED FOR ADDITIONAL REQUIREMENTS. 1C)UNDERGROUND UTILITIES: LOCATE EXISTING UTILITIES AND NOTIFY ARCHITECT OF EXISTING UTILITIES OR SUBGRADE CONDITIONS WHICH INTERFERE WITH WORK. 1D)STRUCTURAL ELEMENTS ARE CENTERED ON GRID LINES AND GRID LINE INTERSECTIONS UNLESS DIMENSIONED OTHERWISE. THE FOLLOWING SECTION IS INTENDED TO ADDRESS UNKNOWN CONDITIONS IN REMODELS AND ADDITIONS TO EXISTING BUILDINGS. 2) EXISTING STRUCTURES: 2A)CONTRACT DOCUMENTS HAVE BEEN PREPARED USING AVAILABLE DRAWINGS AND SITE OBSERVATION AS PERMITTED BY ACCESS RESTRICTIONS DURING DESIGN. 2B)DURING CONSTRUCTION, THE CONTRACTOR MAY ENCOUNTER EXISTING CONDITIONS WHICH ARE NOT NOW KNOWN OR ARE AT VARIANCE WITH PROJECT DOCUMENTATION. CONTRACTOR SHALL NOTIFY THE ARCHITECT IN WRITING OF ALL CONDITIONS NOT PER THE CONTRACT DOCUMENTS. EXAMPLES INCLUDE: - SIZES OR DIMENSIONS OTHER THAN THOSE SHOWN - DAMAGE OR DETERIORATION TO MATERIALS AND COMPONENTS - CONDITIONS OF INSTABILITY OR LACK OF SUPPORT - ITEMS NOTED AS EXISTING ON THE DRAWINGS BUT NOT FOUND IN THE FIELD 2C)PREPARE DIMENSIONAL DRAWINGS OF ALL DISCOVERED ITEMS. 2D)CONTRACTOR SHALL FIELD VERIFY ALL EXISTING STRUCTURAL CONDITIONS PRIOR TO SUBMITTING SHOP DRAWINGS. 2E)CONTRACTOR SHALL MAKE ALLOWANCE FOR THE RESOLUTION OF SUCH DISCOVERIES IN THE CONSTRUCTION SCHEDULE. 2F) SUBMIT A DIMENSIONED DRAWING OF ALL NEW OPENINGS THROUGH EXISTING STRUCTURE AND SECURE APPROVAL PRIOR TO CUTTING. DRAWING SHALL SHOW VERTICAL & HORIZONTAL LOCATION AND SIZE OF PROPOSED OPENING. 3) USE OF DRAWINGS: 3A)DO NOT SCALE DRAWINGS. 3B)WHERE DISCREPANCIES OCCUR BETWEEN PLANS, DETAILS, GENERAL NOTES AND SPECIFICATIONS, THE MORE STRINGENT REQUIREMENTS SHALL GOVERN. DETAILS ON DRAWINGS TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS. DETAILS NOTED TYPICAL APPLY TO ALL SIMILAR CONDITIONS. WHERE NO SPECIFIC DETAILS ARE SHOWN, CONSTRUCTION SHALL CONFORM TO SIMILAR WORK ELSEWHERE ON THE PROJECT. 4) TEMPORARY CONDITIONS: 4A)THE STRUCTURE IS DESIGNED TO FUNCTION AS A UNIT UPON COMPLETION. THE CONTRACTOR IS RESPONSIBLE FOR FURNISHING ALL TEMPORARY BRACING AND/OR SUPPORT THAT MAY BE REQUIRED AS THE RESULT OF THE CONTRACTOR’S CONSTRUCTION METHODS AND/OR SEQUENCES. REFER TO “LATERAL LOAD RESISTING SYSTEM DESCRIPTION” IN DESIGN CRITERIA FOR ADDITIONAL INFORMATION. 4B)CONTRACTOR’S CONSTRUCTION AND/OR ERECTION SEQUENCES SHALL RECOGNIZE AND CONSIDER THE EFFECTS OF THERMAL MOVEMENTS OF STRUCTURAL ELEMENTS DURING THE CONSTRUCTION PERIOD. 4C)FOUNDATION WALLS SHALL NOT BE BACKFILLED UNTIL THE SLABS-ON-GRADE AND UPPER SLABS ARE IN-PLACE AND REACH FULL STRENGTH UNLESS ADEQUATE BRACING IS PROVIDED. USE ONLY HAND OPERATED TOOLS FOR COMPACTION ADJACENT TO FOUNDATION WALLS AND GRADE BEAMS. GRADE BEAMS SHALL BE BACKFILLED EVENLY ON BOTH SIDES. 5) SUBMITTALS AND SUBSTITUTIONS: 5A)SUBMITTALS: REFER TO SPECIFICATIONS FOR DETAILED REQUIREMENTS. - IF THE CONTRACTOR REQUESTS A CHANGE FROM THE STRUCTURAL DRAWINGS, IT SHALL BE APPROVED BY THE ARCHITECT AND DESIGNED BY MARTIN/MARTIN, INC. PRIOR TO SUBMITTING SHOP DRAWINGS. VARIATION SHALL BE INDICATED ON THE SHOP DRAWINGS. CONTRACTOR SHALL COMPENSATE MARTIN/MARTIN, INC. FOR MAKING THE CHANGE. - CONSTRUCTION DOCUMENTS SHALL NOT BE REPRODUCED FOR USE IN SUBMITTALS - ALL SHOP DRAWINGS SHALL REFERENCE THE STRUCTURAL DRAWING NUMBER AND DETAIL USED TO PREPARE THE SUBMITTAL 5B)SUBSTITUTIONS: ARCHITECTS APPROVAL SHALL BE SECURED FOR ALL SUBSTITUTIONS 5C)NONCONFORMANCE: NOTIFY ARCHITECT OF CONDITIONS NOT CONSTRUCTED PER THE CONTRACT DOCUMENTS PRIOR TO PROCEEDING WITH CORRECTIVE WORK. SUBMIT PROPOSED REPAIR TO THE ARCHITECT FOR ACCEPTANCE. CONTRACTOR SHALL COMPENSATE MARTIN/MARTIN, INC. FOR DESIGNING THE REPAIR. 5D)ALL SHOP DRAWINGS SHALL BE SUBMITTED IN 24x36, 11x17 AND 8-1/2x11 FORMAT ONLY. 5E)ALL SHOP DRAWINGS SHALL BE SUBMITTED IN ELECTRONIC FORMAT ONLY. 6) OSHA STANDARDS: 6A)THE STRUCTURE IS DESIGNED TO FUNCTION AS A UNIT UPON COMPLETION. NOTHING SHOWN ON THE STRUCTURAL DRAWINGS SHALL BE CONSTRUED AS ELIMINATING THE NEED FOR THE CONTRACTOR TO COMPLY WITH ALL OSHA REQUIREMENTS. 6B)THE CONTRACTOR SHALL ADD ALL NECESSARY BOLTS, ANCHOR BOLTS, PLATES, STIFFENER PLATES, STABILIZER PLATES, BRIDGING, BRACING, BEARING SEATS, COLUMN SPLICES, ETC., AS WELL AS CLOSURES FOR OPENINGS. IN ADDITION, FIELD WELD ANYTHING THAT MAY BE CONSIDERED A TRIP HAZARD, SUCH AS SHEAR STUDS, AFTER PROTECTIVE DECKING IS INSTALLED. 6C)WASHERS OR RINGS MAY BE WELDED TO COLUMNS TO PROVIDE FOR SAFETY CABLES. HOLES IN COLUMNS FOR SAFETY CABLES SHALL BE SHOP INSTALLED, AND SHALL BE INDICATED ON SHOP DRAWINGS. ADJUST COLUMN SPLICE LOCATIONS OR ADD COLUMN SPLICES AS NECESSARY TO COMPLY WITH OSHA REQUIREMENTS. SUBMIT PROPOSED LOCATIONS. 6D)ALL METAL JOISTS REQUIRED BY OSHA TO BE BOLTED SHALL HAVE ERECTION BOLTS INSTALLED REGARDLESS OF FINAL CONNECTION SHOWN ON THE STRUCTURAL DRAWINGS. 6E)WHERE THE STRUCTURAL DRAWINGS APPEAR TO CONFLICT WITH OSHA REQUIREMENTS, THE STRUCTURAL DRAWINGS REPRESENT FINAL CONDITIONS ONLY. THE CONTRACTOR SHALL ADD ALL ERECTION FRAMING NECESSARY TO COMPLY WITH OSHA. 7) CONSTRUCTION ENGINEERING: 7A)THE STRUCTURE DEFINED ON THE CONTRACT DOCUMENTS HAS BEEN DESIGNED ONLY FOR LOADS ANTICIPATED ON THE STRUCTURE DURING ITS SERVICE LIFE. PROVIDE ALL REQUIRED ENGINEERING AND OTHER MEASURES TO ACHIEVE THE MEANS, METHODS, AND SEQUENCES OF WORK. SUCH ENGINEERING MAY INCLUDE, BUT IS NOT LIMITED TO: - LAYOUT - DESIGN FOR FORMWORK, SHORING, AND RESHORING - DESIGN OF CONCRETE MIXES - ERECTION PROCEDURES WHICH ADDRESS STABILITY OF THE FRAME DURING CONSTRUCTION - WELD PROCEDURES - DESIGN OF TEMPORARY BRACING OF WALLS FOR WIND, SEISMIC, OR SOIL LOADS - SURVEYING TO VERIFY CONSTRUCTION TOLERANCES - EVALUATION OF TEMPORARY CONSTRUCTION LOADS ON STRUCTURE DUE TO EQUIPMENT AND MATERIALS - STRUCTURAL ENGINEERING TO RESIST ANY OTHER LOADS NOT IDENTIFIED ON DESIGN DRAWINGS 8) COORDINATION: 8A)STRUCTURAL DRAWINGS ARE NOT STAND-ALONE DOCUMENTS AND ARE INTENDED TO BE USED IN CONJUNCTION WITH CIVIL, ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND DRAWINGS FROM OTHER DISCIPLINES. THE CONTRACTOR SHALL COORDINATE ALL REQUIREMENTS OF THE CONTRACT DOCUMENTS INTO SHOP DRAWINGS AND WORK. 8B)COORDINATE DIMENSIONS OF ALL OPENINGS, BLOCKOUTS, DEPRESSIONS, ETC., WITH ARCHITECTURAL DRAWINGS, DRAWINGS FROM OTHER DISCIPLINES, AND FIELD CONDITIONS PRIOR TO SHOP DRAWING SUBMITTAL. SEE ARCHITECTURAL PLANS FOR INTERIOR PARTITIONS. PARTITION FRAMING SHALL BE CONNECTED TO THE PRIMARY STRUCTURE IN SUCH A WAY SO AS TO ALLOW FOR VERTICAL LIVE LOAD DEFLECTIONS OF SPAN/360 OF THE FLOOR FRAMING. DO NOT MAKE RIGID VERTICAL AND HORIZONTAL CONNECTIONS TO THE PRIMARY STRUCTURE IN THE PLANE OF THE PARTITION. GENERAL NOTES EXISTING GRID LINES X SYMBOL DESCRIPTION EXISTING FRAMING (HALFTONE) X'-XX" DIMENSIONS TO EXISTING STRUCTURE, FIELD VERIFY (ITALICS) X'-XX" DIMENSIONS TO FOR NEW STRUCTURE NEW FRAMING EXISTING WIDE LINE EXISTING MEDIUM LINE EXISTING THIN LINE EXISTING HIDDEN LINE (E) TEXT EXISTING TEXT - OPAQUE (E) TEXT EXISTING TEXT - OPAQUE W/ DOT SYMBOL DESCRIPTION FOUNDATION NOTES FOUNDATION DESIGN CRITERIA – LINKED TO STRUWARE DESIGN CRITERIA REVIEW CAREFULLY DUE TO VARYING GEOTECHNICAL REPORT REQUIREMENTS AND POSSIBLE ADDITIONS AND/OR DELETIONS. DELETE MANUAL INPUT SECTION BELOW 1) DESIGN CRITERIA: 1A)THE GEOTECHNICAL REPORT PREPARED BY CESARE, INC, NUMBER13.277.A, DATED MARCH 13, 2015 PROVIDED CRITERIA FOR THE FOUNDATION DESIGN FOR THE PROJECT. 2) FOOTINGS: 2A)FOOTING DESIGN CRITERIA: - MAXIMUM TOTAL LOAD BEARING PRESSURE = 6000 PSF - MINIMUM CONTINUOUS FOOTING WIDTH = 1.3 FT - MINIMUM SPREAD FOOTING WIDTH = 2 FT - ULTIMATE COEFFICIENT OF FRICTION TO RESIST LATERAL LOADS = 0.6 - FROST DEPTH TO BOTTOM OF FOUNDATION = 48 IN 4) FOUNDATION WALLS: 4A)EQUIVALENT FLUID PRESSURES USED FOR WALL DESIGN: - "ACTIVE” CONDITION = 40 PCF - "AT REST” CONDITION = 60 PCF - "PASSIVE” CONDITION = 300 PCF - ULTIMATE COEFFICIENT OF FRICTION TO RESIST LATERAL LOADS = 0.6 FOUNDATION NOTES POST-INSTALLED ANCHOR NOTES 1) PERSONNEL REQUIREMENTS: 1A)THE CONTRACTOR SHALL ARRANGE AN ANCHOR MANUFACTURER’S REPRESENTATIVE TO PROVIDE ONSITE INSTALLATION TRAINING FOR ALL OF THEIR ANCHORING PRODUCTS SPECIFIED. SUBMIT DOCUMENTED CONFIRMATION THAT ALL OF THE CONTRACTOR’S PERSONNEL WHO INSTALL ANCHORS HAVE PASSED THE TRAINING COURSE PRIOR TO THE COMMENCEMENT OF INSTALLING ANCHORS. 1B)PERSONNEL WHO WILL INSTALL HORIZONTAL OR UPWARDLY INCLINED ADHESIVE ANCHORS IN CONCRETE THAT SUPPORT SUSTAINED TENSION LOADS SHALL BE CERTIFIED BY THE ACI/CRSI ADHESIVE ANCHOR INSTALLER CERTIFICATION PROGRAM. THESE ANCHORS ARE DESIGNATED WITH A (CERT) AFTER THE ANCHOR CALL OUT. SUBMIT DOCUMENTED CONFIRMATION THAT PERSONNEL HAVE PASSED THE TRAINING COURSE PRIOR TO THE COMMENCEMENT OF INSTALLING ANCHORS. 2) INSTALLATION REQUIREMENTS: 2A)ALL POST-INSTALLED ANCHORS SHALL BE INSTALLED ACCORDING TO MANUFACTURER'S PRINTED INSTALLATION INSTRUCTIONS AND PER MANUFACTURER'S ON-SITE TRAINING. 2B)ALL ADHESIVE ANCHORS AND ADHESIVE ANCHORED REINFORCEMENT DESIGNS ARE FOR INSTALLATION IN THE FOLLOWING CONDITIONS, UNLESS NOTED OTHERWISE. WRITTEN APPROVAL MUST BE RECEIVED FROM ENGINEER PRIOR TO INSTALLATION IN ALTERNATE CONDITIONS. - DRY CONCRETE, UNLESS NOTED OTHERWISE. - CONCRETE TEMPERATURE AT TIME OF INSTALLATION THROUGH CURE TIME MUST BE WITHIN THE TEMPERATURE RANGE SPECIFIED IN MANUFACTURER'S PRINTED INSTALLATION INSTRUCTION FOR ADHESIVE GEL AND CURE TIMES. - ANCHOR HOLES TO BE HAMMER DRILLED AND CLEANED. - CONCRETE MUST BE AT LEAST 21 DAYS OLD BEFORE INSTALLATION OF ANCHORS. - HOLES TO BE CLEANED AND PREPARED IN STRICT ACCORDANCE WITH MANUFACTURER'S PRINTED INSTALLATION INSTRUCTIONS AND EVALUATION REPORT PRIOR TO ADHESIVE INJECTION. 2C)THE POSITION OF EXISTING REINFORCING BARS IN THE CONCRETE STRUCTURE SHALL BE LOCATED PRIOR TO INSTALLING POST INSTALLED ANCHORS OR REINFORCEMENT. EXISTING REINFORCEMENT SHALL BE LOCATED USING A SCANNER, GPR, X-RAY, CHIPPING OR OTHER MEANS. DO NOT DAMAGE OR CUT EXISTING REINFORCEMENT. 3) SUBSTITUTION REQUESTS: 3A)SUBSTITUTION REQUESTS FOR ALTERNATE PRODUCTS MUST BE APPROVED IN WRITING BY THE STRUCTURAL ENGINEER PRIOR TO USE. CONTRACTOR SHALL PROVIDE CALCULATIONS AND PRODUCT DATA DEMONSTRATING THAT THE SUBSTITUTED PRODUCT IS IN COMPLIANCE WITH THE RELEVANT BUILDING CODES, LOAD RESISTANCE, INSTALLATION CATEGORY, CREEP APPROVAL, IN-SERVICE TEMPERATURE AND INSTALLATION TEMPERATURE OF THE SPECIFIED PRODUCT. POST-INSTALLED ANCHOR NOTES 2901 Blake Street, Suite 100 Denver, CO 80205 303.861.8555 Denver 1 A B C D E 2 3 4 5 6 A B C D E 1 2 3 4 5 6 DPA Project: Sheet Number: COPYRIGHT - DAVIS PARTNERSHIP, P.C. Sheet Title: Revisions Date Sheet Information Project Information Issuance Consultant EAST WING ENABLING 6/30/2017 2:53:39 PM 16.0188.S.01 S-001-1 GENERAL NOTES 06/30/17 PERMIT VAIL VALLEY MEDICAL CENTER 180 S. Frontage Road West, Vail, CO 81657 STRUCTURAL DRAWING LIST SYMBOLS LEGEND ABBREVIATIONS DWL(s) Dowels(s) DWG(s) Drawing(s) DTL(s) Detail(s) DT Precast Double Tee DP Drilled Pier or Deep DO Ditto DN Down DIM Dimension DIAG Diagonal DIA or Ø Diameter Di Gravity Ice Load DFS Deferred Submittal DCW Demand Critical Weld DBL Double DAS Deformed Anchor Stud D or DL Dead Load d Penny CTR(D) Center(ed) CSJ Construction Joint COORD Coordinate CONTR Contractor CONT Continue or Continuous CONST Construction CONN Connection CONC Concrete COL Column CMU Concrete Masonry Unit CLR Clear CLMS Ceiling/ Light/ Mechanical/ Superimposed Load CLG Ceiling CL Centerline CJP Complete Joint Penetration CJ Control Joint CIP Cast-In-Place CG Center of Gravity CF Cold Formed CC Center to Center BTWN Between BSMT Basement BRG Bearing BOT or B Bottom BOS Bottom of Steel BN Boundary Nail BM Beam BLKG Blocking BLDG Building BL Brick Ledge BG Backgouge BF Braced Frame BD Board BAL Balance B/ or BO Bottom of ARCH Architect or Architectural APPROX Approximate APA American Plywood Association ALUM Aluminum ALT Alternate AFF Above Finished Floor AESS Architecturally Exposed Structural Steel ADDNL Additional ACI American Concrete Institute AB Anchor Bolt @ At / Per k Kip JT Joint JST Joist IT Precast Inverted Tee Beam INT Interior IN Inch ID Inside Diameter i.F. Inside Face HVAC Heating-Ventilating and... HT Height HORIZ Horizontal HK Hook HDG Hot Dipped Galvanized HDAR Headed Anchor Rod HD Headed or Holdown HAS or HDAR Headed Anchor Stud H Soil Lateral Load GR BM Grade Beam GR Grade or Grind GL Glu-lam GC General Contractor GALV Galvanized GA Gage or Gauge FV Field Verify FTG Footing FT Foot or Feet FS Far Side FRAM Framing FP Full Penetration or Fire Proofing FO Face of FND Foundation FLR Floor FLG Flange FIN Finish(ed) FF Finished Floor FD Footing Dowel FAB Fabricate Fa Flood Load F Fluid Load EXT Exterior EXP... Expansion Anchor EXP Expansion EW Each Way ES Each Side EQUIP Equipment EQ SP Equally Spaced EQ Equal EOR Engineer-of-Record ENGR Engineer EN Edge Nail EMBED Embedded ELEV Elevator EL Elevation EJ Expansion Joint EF Each Face EE Each End EC Epoxy Coated EA Each E-W East-West E Earthquake Load (E) or EXIST Existing PT Point or Post-Tension or Pretensioned PSI Pounds Per Square Inch PSF Pounds Per Square Foot PS Prestressed PRELIM Preliminary PREFAB Prefabricated PLF Pounds Per Lineal Foot PL Plate (Steel) PERP Perpendicular PEN Penetration PD Pier Dowel PCA Portland Cement Association PC Precast PAF Power Actuated Fastener OWS One-Way Slab OVS Oversized OPP Opposite OPNG Opening OH Opposite Hand OD Outside Diameter OC On Center OAE Or Approved Equivalent O.F. Outside Face NWC Normal Weight Concrete NTS Not To Scale NS Non-Shrink or Near Side NOM Nominal NO or # Number NM Non-Metallic NIC Not in Contract N-S North-South N North MTL Metal MO Masonry Opening MNFR Manufacturer mm Millimeter MLS Masonry Lap Splice MIL Micro-Lam MISC Miscellaneous MIN Minimum MEP Mech/Elect/Plumb MECH Mechanical MCJ Masonry Control Joint MBS Metal Building Supplier MAX Maximum MATL Material MAS Masonry MACH RM Machine Room MACH Machine LWC Light Weight Concrete LVL Level or Laminated Veneer Lumber LTWT Lightweight LTS Tension Lap Splice Length LTE Tension Embedment LT Light LSL Laminated Strand Lumber Lr Roof Live Load LONG Longitudinal LOC(s) Location(s) or Locate LLV Long Leg Vertical LLH Long Leg Horizontal LL Live Load LG Length LDH Hook Development Length LCS Compression Lap Splice LCE Compression Embedment LB(S) Pound(s) LB Precast L-Shaped Beam L Lenght or Live Load WxH Width x Height WWR Welded Wire Reinforcing WT Weight WP Working Point or Waterproofing Wi Wind-on-Ice Load WF Wide Flange WD Width or Wood W/O Without W/ With W Wind Load Vult Ultimate Design Wind Speed VIF Verify in Field VERT Vertical Vasd Service Level/ Nominal Design Wind Speed UNO Unless Noted Otherwise ULT Ultimate TYP Typical TWS Two-Way Slab TRANS Transverse TOW Top of Wall TOS Top of Steel TOP Topping TOM Top of Masonry TOF Top of Footing TOC Top of Concrete TL Total Load THK Thick or Thickness T/ or T.O Top of T&B Top and Bottom T Top or Thermal Load SYM Symmetrical SW Shearwall STR Structural STL Steel STIFF Stiffener STD Standard SS Stainless Steel SPRT Support SPECS Specifications SP @ Space at SP Space(s) SOG Slab on Grade SLV Short Leg Vertical SLRS Seismic Load Resisting System SLH Short Leg Horizontal SL Snow Load SIM Similar SECT Section SCHED Schedule SC Slip Critical S South (S) Salvaged ROF Random Oriented Fiber RO Rough Opening RET Return REQT(s) Requirement(s) REQD Required REINF Reinforce(ing)(d)(ment) RE: or... Refer to (Reference) RC Reinforced Concrete RB Precast Rectangular Beam RAD Radius R Radius or Rain Load QTY Quantity SHEET NUMBER SHEET TITLE S-001-1 GENERAL NOTES S-001-2 GENERAL NOTES S-001-D GENERAL NOTES S-002-1 QUALITY ASSURANCE S-002-2 QUALITY ASSURANCE S-002-D GENERAL NOTES S-003-D QUALITY ASSURANCE S-004-D QUALITY ASSURANCE S-101-B LEVEL 1 - RAMP PLAN S-101-C LEVEL 1 - AMBULANCE BARN PLAN S-101-D LEVEL 1 - OXYGEN ENCLOSURE PLANS S-103-A LEVEL 3 - ED ROOF PLAN S-200-1 CONCRETE DETAILS S-201-1 MASONRY AND LIGHT GAUGE DETAILS S-202-A ED ROOF DETAILS S-203-B RAMP DETAILS S-204-D O2 ENCLOSURE DETAILS SCREW ANCHORS HILTI KWIK HUS-EZ - -SUBMIT CALCULATIONS FOR SUBSTITUTIONS EXPANSION ANCHORS (IN GROUTED MASONRY) HILTI KWIK BOLT 3 - -SUBMIT CALCULATIONS FOR SUBSTITUTIONS EXPANSION ANCHORS (IN CONCRETE) HILTI KWIK BOLT TZ - -SUBMIT CALCULATIONS FOR SUBSTITUTIONS ADHESIVE ANCHOR RODS -36 MIN 58 MIN THREADED ROD, UNGREASED ADHESIVE (IN GROUTED OR HOLLOW... HILTI HIT-HY 70 - -SUBMIT CALCULATIONS FOR SUBSTITUTIONS ADHESIVE (IN CONCRETE W/>12" EMBEDMENT) HILTI HIT-RE 500 SD - -SUBMIT CALCULATIONS FOR SUBSTITUTIONS ADHESIVE (IN CONCRETE) HILTI HIT-HY 200 - -SUBMIT CALCULATIONS FOR SUBSTITUTIONS ANCHOR TYPE PRODUCT Fy (KSI) Fu (KSI) COMMENT POST-INSTALLED ANCHOR TABLE 6/30/17 10/12/17