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HomeMy WebLinkAbout49ABBREVIATIONS ADMIN ADMINISTRATION INT INTERIOR AFF ABOVE FINIISHED FLOOR (SLAB) JST JOIST ARCH ARCHITECT OR ARCHITECTURAL JNT JOINT BLDG BUILDING MATL MATERIAL BOTT BOTTOM MAX MAXIMUM BTM BOTTOM MFGR MANUFACTURER BRIG BEARING MTL METAL CJ CONTROL JOINT MIN MINIMUM CL CENTERLINE MSRY MASONRY CLG CEILING MECH MECHANICAL CLR CLEAR NA NOT APPLICABLE CONIC CONCRETE NTS NOT TO SCALE CONST CONSTRUCTION OC ON CENTER CONT CONTINUOUS OD OUTSIDE DIAMETER CMU CONCRETE MASONRY UNIT OPNG OPENING COL COLUMN OSB ORIENTED STRAND BOARD DIA DIAMETER PL PLATE DN DOWN PLBG PLUMBING DTL DETAIL PLYWD PLYWOOD DWG DRAWING RAD RADIUS EA EACH REBAR REINFORCING BAR EJ EXPANSION JOINT REF REFERENCE EL ELEVATION REV REVISION ELEV ELEVATION REQ'D REQUIRED EQ EQUAL RM ROOM EQUIP EQUIPMENT RTU ROOF TOP UNIT EW EACH WAY SCHED SCHEDULE EXIST EXISTING SECT SECTION EXP EXPANSION SEE ARCH REFERENCE ARCHITECTURAL EXT EXTERIOR SF SQUARE FEET FD FLOOR DRAIN SHT SHEET FF FINISHED FLOOR SIM SIMILAR FIN FLR FINISHED FLOOR SPECS SPECIFICATIONS FLR FLOOR STIFF STIFFNER FT FOOT STL STEEL FTG FOOTING SYS SYSTEM FV FIELD VERIFY SQ SQUARE GA GAUGE T&G TONGUE AND GROOVE GALV GALVANIZED TEMP TEMPORARY GYP GYPSUM T/ TOP OF HORIZ HORIZONTAL TYP TYPICAL HT HEIGHT VB VAPOR BARRIER ID INSIDE DIAMETER VERT VERTICAL INSUL INSULATION W/ WITH WWF WELDED WIRE FABRIC MATERIAL LEGEND WALL SECTION HATCH PATTERNS UNDISTURBED SUBGRADE (EARTH) COMPACTED AGGREGATE EXISTING CONCRETE BRICK (SEE ARCH) COPYRIGHT Aspen Group, Inc. © 2009 CONCRETE MASONRY UNIT STRUCTURALSTEEL I { it RIGID INSULATION (SEE ARCH) WOOD FRAMING GRAPHIC SYMBOLS NORTH COMPASS DIRECTION PLAN NORTH 5 ASTRUCTURAL COLUMN GRID i D 3'-0" T/STEEL +100'-0" EXISTING STRUCTURAL COLUMN GRID REVISION NUMBER MATCH LINE CENTER LINE DIMENSION LINE BREAK LINE ELEVATION LINE ANGLE / CHANNEL ORIENTATION DETAIL REFERENCE DETAIL NUMBER _ - LEI SHEET NUMBER METAL DECK / CONCRETE SLAB SPAN BUILDING SECTION REFERENCE DETAIL NUMBER LEI SHEET NUMBER 2x WOOD PLATE. BOLT TO BEAM FLANGE WITH 1/2" DIA CARRIAGE BOLTS AT 2'-0" O.C. (STAGGER EACH SIDE) AT EXTERIOR LOCATIONS WOOD PLATE SHALL BE TREATED L AT STEEL THAT SUPPORT PLATES OR FRAMING. _EL BEAM, SEE PLAN 6 WOOD PLATE AT STEEL BEAM N.T.S. 6x6 - W 2.9xW 2.9 W W F BREAK AT JOINT KEYED COLD JOINT SEE ARCH FOR VAPOR BARRIER _ - MIN 6" COMPACTED SUB -BASE CONSTRUCTION JOINT MIN =\I " FIRM UNDISTURBED SUB -GRADE OR ENGINEERED FILL 6x6 - W 2.9x2.9 W W F BREAK ONE THIRD AT JOINT CONTR 1 SAW CUT OR 1/4 D D -SEE PLANS - 4" MINIMUM TOOLED JOINT SEE ARCH FOR VAPOR BARRIER _ t MIN 6" COMPACTED SUB -BASE i FIRM UNDISTURBED SUB -GRADE OR ENGINEERED FILL IF CONTROL JOINTS ARE SAWED, THE SAWING OPERATION SHALL BEGIN AS SOON AS THE SURFACE IS FIRM ENOUGH TO SUPPORT EQUIPMENT AND THE BLADE WILL NOT TEAR OR DAMAGE THE CUT LINE. MAKE CUTS PRIOR TO THE DEVELOPMENT OF STRESSES THAT WOULD CAUSE CRACKS DUE TO SHRINKAGE. SLAB ON GRADE JOINT DETAILS N.T.S. 1/2" JOIP AROUN[ 2 TYPICAL COLUMN -BLOCK OUT N.T.S. DINT FOOTING (SEE & SCHEDULE TYP -- •`a _4 4 CONCRETE FOOTING COMPACTED ENGINEERE_ D (FILL'-' -,FILL SHALL BE COMPACTED TO ACHIEVE A MINIMUM;_`, `ALLOWABLE SOIL PRESSURE OF 2,400 PSF FOR SPREAD FOOTINGS•_• -1 AND 2 F 000 P F R S O CONTINUOUS FOOTINGS ,, THIS DETAIL INDICATES MINIMUM LIMITS FOR SUITABLE BEARING LAYER CONSTRUCTING A FOOTING ON ENGINEERED FILL. AS DETERMINED BY GEOTECHNICAL INVESTIGATION REFERENCE THE GEOTECHNICAL INVESTIGATION REPORT PREPARED BY: TERRA SITE DEVELOPMENT, INC. DATED DECEMBER 31, 2009 FOR ADDITIONAL LIMITS AND FOR ENGINEERED FILL MATERIAL AND COMPACTION REQUIREMENTS. 3 LIMITS OF ENGINEERED FILL N.T.S. 2'- 0" MIN TYP SEE PLAN STEP AS REQ'D T/FTG 2'-0" MAX_ SEE PLAN � � �"\ � 1 � 3" CLR T/FTG 1 REINF - SAME SIZE AND SPACING AS FOOTING REINF MIN 4 TYPICAL STEPPED FOOTING N.T.S. SEE ARCH 11" MIN 1" U X Q :E w= W r co i #4 NOSING BAR #4@12"O.C.EA WAY 4" COMPACTED GRANULAR AGGREGATE BASE #4 x 21" @ 12" O.C. 21" 5 TYPICAL CONCRETE STAIR N.T.S. GENERAL NOTES EXISTING CONDITIONS 1. REPORT TO THE ARCHITECT/ENGINEER ANY EXISTING CONDITIONS WHICH PREVENT THE WORK FROM BEING PERFORMED IN ACCORDANCE WITH THE PLANS BEFORE PROCEEDING WITH THE WORK. 2. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS LOCATING EXISTING CONSTRUCTION BEFORE FABRICATION OF NEW CONSTRUCTION BEGINS. IMMEDIATELY REPORT ANY DISCREPANCIES TO THE ARCH ITECT/ENG►NEER. 3. SIZES AND DIMENSIONS INDICATED ON THE DRAWINGS RELATED TO EXISTING CONSTRUCTION WERE TAKEN FROM EXISTING DOCUMENTS WHERE AVAILABLE AND WERE NOT FIELD VERIFIED. CONTRACTOR TO FIELD VERIFY ALL SUCH INFORMATION BEFORE CONSTRUCTION BEGINS. IMMEDIATELY REPORT ANY DISCREPANCIES TO THE ARCHITECT/ENGINEER. 4. WHERE DRAWINGS WERE UNAVAILABLE, FRAMING SIZES, DIRECTIONS, AND DETAILS WERE APPDXIMATED. CONTRACTOR TO FIELD VERIFY EXISTING FRAMING & CONDITIONS AND REPORT ANY DISCREPANCIES PRIOR TO BEGINNING CONSTRUCTION. FOUNDATIONS 1. REFERENCE THE LISTED GEOTECHNICAL INVESTIGATION REPORT FOR SUBSURFACE REQUIREMENTS AND SOIL PROPERTIES INCLUDING THE NEED FOR SUBSURFACE DEWATERING SYSTEMS AND PLACEMENT OF ENGINEERED FILL. 2. PLACE FOOTINGS ON FIRM UNDISTURBED SUBGRADE, IF PROOFROLLING INDICATE AREAS OF SOFT OR UNSUITABLE SOILS, REMOVE THE UNSUITABLE MATERIAL AND REPLACE WITH COMPACTED ENGINEERED FILL REFERENCE THE GEOTECHNICAL INVESTIGATION REPORT FOR MATERIAL AND COMPACTION REQUIREMENTS. 3. DO NOT LEAVE FOOTING EXCAVATIONS OPEN FOR MORE THAN ONE DAY. PROTECT EXCAVATION AGAINST RUNOFF, RAINWATER AND FREEZING PRIOR TO PLACING CONCRETE FOOTINGS. 4. FOOTINGS SHALL BE FORMED ON THE VERTICAL SIDES UNLESS ADJACENT SOIL CONDITIONS WARRANT BANK FORMING. DO NOT BANK FORM WITHOUT NOTIFYING THE ARCHITECT OR ENGINEER. WHEN BANK FORMING, ALLOW 3 INCHES ADDITIONAL CONCRETE ON ALL SIDES. 5. PROTECT FOOTINGS AFTER PLACEMENT AGAINST EXPOSURE TO EXCESSIVE RUNOFF, RAINWATER AND FREEZING. CONCRETE 1. CONCRETE WORK SHALL CONFORM TO THE LATEST ISSUE OF "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE", ACI 318 AND "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS, ACI 301, UNLESS NOTED OTHERWISE ON THE PLANS. 2. WEATHER EXPOSED CONCRETE SHALL BE AIR -ENTRAINED. AIR CONTENT SHALL BE 5% TO 7% BY VOLUME. 3. MINIMUM 28 DAY CONCRETE COMPRESSIVE STRENGTH: FOOTING - f = 3000 psi SLABS AND ALL OTHER - f = 4000 psi 4. CONTRACTOR SHALL SUBMIT A COMPLETE CONCRETE MIX DESIGN FOR BOTH REGULAR WEIGHT, NON -AIR ENTRAINED AND REGULAR WEIGHT, AIR ENTRAINED CONCRETE MIXES, MIX DESIGN SHALL CONFORM TO THE REQUIREMENTS OF ACI 301, LATEST ISSUE. MAXIMUMSLUMP FOR ALL CLASSES SHALL BE 4 INCHES. 5. DURING THE PROGRESS OF THE CONCRETE WORK, STANDARD TEST CYLINDERS SHALL BE MADE AND CURED IN ACCORDANCE WITH ASTM C-31. 6. CONCRETE FINISHING: INTERIOR SLABS - HARD TROWEL EXTERIOR SLABS - BRUSH OR BROOM FINISH 7. HOT WEATHER CONCRETING SHALL CONFORM TO ACI 305 8. CONCRETE SHALL BE CURED USING AN APPROVED MEMBRANE CURING COMPOUND EXPOSED INTERIOR SLABS SHALL BE SEALED WITH SEALING COMPOUND. DO NOT PLACE ANY SLAB ON UNCOMPACTED FILL. 9. LOCATIONS OF CONSTRUCTION JOINTS OTHER THAN THOSE INDICATED ON THE PLANS SHALL BE SUBMITTED FOR REVIEW PRIOR TO THE START OF WORK. aftA. L I iM01a 1 1. FORMWORK SHALL BE DESIGNED, ERECTED, MAINTAINED AND REMOVED ACCORDING TO THE PROVISIONS OF "RECOMMENDED PRACTICE FOR CONCRETE FORMWORK" ACI 347, LATEST ISSUE. 2. COMPLETED WORK SHALL NOT VARY FROM THE PLUMB, LEVEL, INDICATED GRADE OR POSITION SHOWN ON THE PLANS BY MORE THAN 1/4 INCH IN TEN FEET. REFER ALSO TO ACI 301, LATEST ISSUE, FOR ADDITIONAL FORMWORK TOLERANCES. REINFORCING STEEL 1. DETAILING, FABRICATION, PLACING, AND SUPPORT OF REINFORCING STEEL SHALL FOLLOW THE CURRENT ISSUE OF THE "MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES", ACI 315, UNLESS NOTED OTHERWISE. 2. REINFORCING BARS SHALL HAVE DEFORMED SURFACES CONFORMING TO ASTM A615. 3. WELDED WIRE FABRIC (WWF) SHALL BE LAPPED 1-1/2 MESH AND WWF SHALL BEWIRED TOGETHER WHERE REQUIRED. WWF SHALL CONFORM TO ASTM A185. PROVIDE WWF IN SHEETS ONLY. PLACE WWF AT THE MID -DEPTH OF THE SLAB AND SUPPORT AT INTERVALS SUFFICIENT TO ADEQUATELY HOLD AND RESTRAIN THE ENTIRE SHEET AT THE MID -DEPTH DURING CONCRETE PLACEMENT. 4. REINFORCING STEEL IN FOOTINGS WITH LONGITUDINAL AND TRANSVERSE STEEL SHALL BE ASSEMBLED INTO EQUALLY SPACED MAT GRILLS AND WIRED TOGETHER AT ALTERNATE INTERSECTIONS BEFORE CONCRETE IS PLACED. 5. CONTRACTOR SHALL PROVIDE SHOP DRAWINGS CLEARLY INDICATING SIZE, QUANTITY, LOCATIONS AND DETAILS OF ALL REINFORCING STEEL FOR REVIEW BEFORE THE START OF WORK. 6. HOOKS, BENDS AND LAP SPLICES AND CLEAR COVER SHALL COMPLY WITH ACI 318, LATEST EDITION, UNLESS NOTED OTHERWISE. 7. DESIGN STRESSES FOR THE VARIOUS REINFORCING ARE AS FOLLOWS: WELDED WIRE FABRIC - Fy = 60,000 psi ALL OTHER REINFORCING - GRADE 60 - Fy = 60,000 psi PRECAST CONCRETE 1. PRECAST PANELS AND CONNECTIONS SHALL BE DESIGNED TO WITHSTAND WIND AND SEISMIC LOADS PER THE INDIANA BUILDING CODE. SEE ADDITIONAL REQUIREMENTS IN THE DESIGN DATA SECTION OF THE GENERAL NOTES. 2. CONTRACTOR SHALL PROVIDE SHOP DRAWINGS CLEARLY INDICATING SIZE, QUANTITY, LOCATIONS AND CONNECTION DETAILS OF ALL PRECAST PANELS FOR REVIEW BEFORE THE START OF WORK. 3. PRECAST SKIN PANELS TO STACK FROM FOUNDATION UNLESS SPECIFICALLY NOTED ON DRAWINGS. STRUCTURALSTEEL 1. STRUCTURAL STEEL SHALL CONFORM TO THE LATEST ISSUE OF "SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS - ALLOWABLE STRESS DESIGN AND PLASTIC DESIGN" AS ADOPTED BY THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION. 2. SUBMIT COMPLETE SHOP DRAWINGS AND ERECTION PLANS TO THE ENGINEER FOR REVIEW BEFORE ANY FABRICATION IS BEGUN. REVIEW WILL COVER SIZE AND ARRANGEMENT OF PRINCIPLE AND AUXILIARY MEMBERS, AND STRENGTH OF CONNECTIONS. 3. STRUCTURAL STEEL: BEAMS: ASTM A992 GRADE 50, Fy = 50,000 psi MISC. ANGLES, PLATES: ASTM A36, Fy = 36,000 psi STRUCTURAL TUBING: ASTM A500, GRADE B, Fy = 46,000 psi 4. USE ONLY 3/4" DIAMETER ASTM A325 H.S. BOLTS UNLESS NOTED OTHERWISE 5. WELDING SHALL BE DONE IN ACCORDANCE WITH THE AWS CODE, LATEST EDITION, USE E70XX ELECTRODES. 6. FIELD WELDING SHALL BE DONE BY CERTIFIED WELDING OPERATOR. WELDS ARE SUBJECT TO REVIEW BY THE ARCHITECT OR ENGINEER. 7. PROVIDE ADEQUATE TEMPORARY BRACING OF THE STRUCTURE. FIT, PLUMB, LEVEL AND ALIGN STRUCTURAL STEEL BEFORE MAKING PERMANENT FIELD CONNECTIONS. 8. STRUCTURAL STEEL SHALL RECEIVE SUPPLIER'S STANDARD SHOP PAINT UNLESS INDICATED OTHERWISE. DON NOT PRIME OR PAINT STEEL THAT IS TO RECEIVE FIREPROOFING. STEEL JOISTS 1. JOISTS SHALL BE DESIGNED, FABRICATED AND ERECTED ACCORDING TO THE "STANDARD SPECIFICATIONS FOR OPEN WEB STEEL JOISTS" OF THE STEEL JOIST INSTITUTE, LATEST ISSUE. 2. JOIST SUPPLIER SHALL DESIGN JOISTS WITH CONCENTRATED LOADS AS PROVIDED ON THE PLANS. 3. MINIMUM BEARING REQUIREMENTS UNLESS NOTED OTHERWISE: 2 1/2" ON STRUCTURAL STEEL 4" ON BEARING PLATES OVER MASONRY OR CONCRETE 4. PROVIDE JOIST BRIDGING AND ACCESSORIES FOR A COMPLETE INSTALLATION IN ACCORDANCE WITH THE SJI SPECIFICATIONS, CODE OF STANDARD PRACTICE AND OSHA REQUIREMNTS. 5. JOISTS AT COLUMNS SHALL HAVE BOLTED TOP CHORD CONNECTIONS. 6. BRIDGING SHALL BE COMPLETELY INSTALLED AND JOISTS ALIGNED BEFORE ANY LOADS ARE PLACED ON THE JOISTS. METAL DECK 1. ALL METAL DECK SHALL CONFORM TO THE REQUIREMENTS OF THE STEEL DECK INSTITUTE. 2. PROVIDE ALL METAL DECK ACCESSORIES INCLUDING STEEL EDGE ANGLES, STEEL BENT PLATE EDGE SUPPORTS, EDGE FORMS, COLUMN CLOSURES, FILLERS, POUR STOPS, AND WELDING WASHERS FOR A COMPLETE INSTALLATION WHETHER OR NOT SUCH ITEMS ARE SHOWN ON THE PLANS. 3. REFER TO THE FRAMING DETAILS FOR THE DECK FASTENING REQUIREMENTS. 4. ALL METAL DECK SHALL BE CONTINUOUS OVER A MINIMUM OF THREE SPANS. GLUE LAMINATED WOOD TRUSSES 1. ALL TIMBER TRUSS MEMBERS TO BE INTERIOR EXPOSURE APPEARANCE GRADE MEMBERS WITH STAIN AND FINISH AS DIRECTED BY ARCHITECT. 2. STORE AND PROTECT MEMBERS AGAINST WEATHER AND DAMP OR WET SURFACES UNTIL BUILDING IS ENCLOSED AND WEATHER TIGHT. 3. MINIMUM STRUCTURAL PROPERTIES OF MEMBERS TO BE SOUTHERN PINE 24F -1.8E STRESS CLASS: Fb = 2,400 psi (BALANCED LAY-UP) Fv = 240 psi, E = 1,800,000 psi. 4. TIMBER TRUSSES TO BE MANUFACTURED SUCH THAT SOLID END BEARING OCCURS BETWEEN INDIVIDUAL MEMBERS 5. MEMBER SIZES INDICATED FOR TIMBER TRUSSES ARE MINIMUMS. LARGER SIZES MAY BE SUBSTITUTED AS DICTATED BY DESIGN. 6. TRUSS DESIGNER TO SUBMIT DETAILED SHOP DRAWINGS OF TIMBER TRUSSES INCLUDING CONNECTIONS FOR REVIEW BY THE ARCHITECT/ENGINEER. SUBMIT SHOP DRAWINGS AND PRODUCT DATA WHICH HAVE BEEN CERTIFIED AND STAMPED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF INDIANA. DESIGN DATA FLOOR LIVE LOAD PUBLIC AREAS 10OPSF UNIFORM OR 1,000 LB CONCENTRATED LOAD ROOF LIVE LOAD 20 PSF SNOW LOAD SNOW DRIFT LOAD - INDIANA BUILDING CODE WIND LOAD INDIANA BUILDING CODE BASIC WIND SPEED: 90 MPH IMPORTANCE FACTOR: 1.15 EXPOSURE: B SEISMIC LOAD INDIANA BUILDING CODE SITE CLASS: D OCCUPANCY CATEGORY: III SEISMIC DESIGN CATEGORY: B ALLOWABLE NET SOIL BEARING PRESSURE 2,400 PSF SPREAD FOOTINGS 2,000 PSF CONTINUOUS FOOTINGS REFERENCE GEOTECHNICAL INVESTIGATION PREPARED BY: TERRA SITE DEVELOPMENT, INC. DATED DECEMBER 31, 2009 S� f "p' . j,/i m ." 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