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HomeMy WebLinkAboutS-401GENERAL NOTES: 1. BUILDING CODES: MODEL CODE: 2012 INTERNATIONAL BUILDING CODE LOCAL CODE: INDIANA BUILDING CODE 2014 MODEL CODE STANDARD: ASCE 7-10 STEEL STANDARD: AISC 360-10, ASD 14TH EDITION CONCRETE STANDARD: ACI 318-11 RISK CATEGORY: II, NORMAL RISK EXPOSURE CATEGORY: B, URBAN & SUBURBAN AREAS 2. ROOF DESIGN LOADS: LOCATION DEAD LIVE SNOW ROOF 25 psf 20 psf 20 psf GARDEN ROOF - ACCESSIBLE AREAS 110 psf 100 psf 20 psf GARDEN ROOF - INACCESSIBLE AREAS 85 psf 20 psf 20 psf ROOF - PATIO 91 psf 100 psf 20 psf 3. FLOOR DESIGN LOADS: LOCATION DEAD LIVE PARTITION FLOOR - COMMON AREAS 66 psf 100 psf 0 psf FLOOR - PRIVATE AREAS 66 psf 40 psf 15 psf BALCONIES 91 psf 100 psf 0 psf 4. SOIL DESIGN CRITERIA REPORT BY: ALT & WITZIG ENGINEERING, INC. (REPORT No. 19IN0151, DATED APRIL 15, 2019) ALLOWABLE BEARING PRESSURES: SPREAD FOOTINGS: 2,000 psf (3,000 psf below +84'-0" (825.00')) WALL FOOTINGS: 1,600 psf (3,000 psf below +84'-0" (825.00')) SOIL DENSITY: 125 pcf LATERAL EARTH PRESSURES: ACTIVE: (ka = 0.33) 41 psf AT REST: (ko = 0.50) 63 psf PASSIVE: (kp = 3.0) 375 psf 5. SLAB ON GRADE COMPACTED FILL THICKNESS 4" MIN COMPACTION SPECIFICATION: 98% STANDARD PROCTOR ASTM D-698 VAPOR BARRIER: 15 MIL STEGO WRAP OR EQUAL 6. SNOW DESIGN CRITERIA GROUND SNOW LOAD (Pg): 20 psf FLAT ROOF SNOW LOAD (Pf): 14 psf RAIN ON SNOW SURCHARGE: 0 psf DESIGN ROOF SNOW LOAD: 20 psf IMPORTANCE FACTOR (Is): 1.0 EXPOSURE FACTOR (Ce): 1.0 Partially Exposed THERMAL FACTOR (Ct): 1.0 Heated Structure WARM SLOPE FACTOR (Cs): 1.0 7. WIND DESIGN CRITERIA WIND SPEED: 115 MPH ASD WIND SPEED: 90 MPH ENCLOSURE CLASSIFICATION: ENCLOSED GUST FACTOR: 0.85 INTERNAL PRESSURE COEF.: 0.18 8. SEISMIC DESIGN CRITERIA IMPORTANCE FACTOR (Ie): 1.0 MAPPED SPECTRAL RESPONSE, Ss: 0.146 MAPPED SPECTRAL RESPONSE, S1: 0.081 SITE CLASS: D DESIGN SPECTRAL RESPONSE, SDS: 0.156 DESIGN SPECTRAL RESPONSE, SD1: 0.130 SEISMIC DESIGN CATEGORY, SDC: B OVERSTRENGTH FACTOR, OMEGA: 3 SEISMIC RESPONSE COEF., CS: 0.052 RESPONSE MODIFICATION R: 3.0 UNFACTORED BASE SHEAR, V: 5.2% W ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE ANALYSIS BASIC SEISMIC FORCE RESISTING SYSTEM: STEEL SYSTEMS NOT SPECIFICALLY DETAILED FOR SEISMIC RESISTANCE 9. REACTIONS AND FORCES INDICATED ARE UNFACTORED SERVICE LOADS (ASD LOADS). 10. 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 ARCHITECT/ENGINEER IMMEDIATELY. 11. 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. 12. 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. ANY TEMPORARY BRACING, SHORING, UNDERPINNING, OR OTHER PROTECTIVE MEASURES REQUIRED DURING CONSTRUCTION ARE THE SOLE RESPONSIBILITY OF THE CONTRACTOR. THE ENGINEER OF RECORD IS NOT RESPONSIBLE FOR THE CONTRACTOR'S MEANS, METHODS, TECHNIQUES, SEQUENCES OR SAFETY PROCEDURES DURING CONSTRUCTION. 13. 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. 14. PROVISIONS FOR FUTURE EXPANSION: VERTICAL: NONE HORIZONTAL: NONE 15. DO NOT CHANGE THE SIZE OR SPACING OF STRUCTURAL ELEMENTS WITHOUT THE WRITTEN APPROVAL OF THE ENGINEER. DO NOT CUT, NOTCH OR OTHERWISE REDUCE IN STRENGTH ANY STRUCTURAL COMPONENTS WITHOUT THE WRITTEN APPROVAL OF THE ENGINEER. 16. DETAILS SHOWN ARE TYPICAL AND APPLY TO SIMILAR CONDITIONS UNLESS NOTED OTHERWISE. 17. THESE DRAWINGS DO NOT INCLUDE NECESSARY COMPONENTS FOR CONSTRUCTION SAFETY. 18. CONTRACTOR SHALL DETERMINE EXACT LOCATION OF ALL EXISTING UTILITIES BEFORE COMMENCING WORK. HE/SHE AGREES TO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES WHICH MIGHT BE OCCASIONED BY HIS/HER FAILURE TO LOCATE AND PRESERVE ALL UNDERGROUND UTILITIES. FOUNDATION AND SOIL PREPARATION NOTES: 1. THE FOUNDATION DESIGN IS BASED ON AN ALLOWABLE SOIL BEARING PRESSURE OF 2,000 PSF (SPREAD FOOTINGS) AND 1,600 PSF (WALL FOOTINGS) AS RECOMMENDED IN THE GEOTECHNICAL REPORT BY ALT & WITZIG ENGINEERING, INC. (A&W REPORT No.19IN0151, DATED APRIL 15, 2019). BEARING STRATUM FOR FOOTINGS SHALL BE VERIFIED IN FIELD BY THE GEOTECHNICAL ENGINEER BEFORE PLACING CONCRETE FOOTINGS. 2. 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 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. 3. BOTTOM OF ALL PERIMETER AND EXTERIOR FOOTINGS SHALL BE A MINIMUM OF LOCAL FROST DEPTH (30") BELOW FINAL FINISHED GRADE. ADJUST FOOTING ELEVATIONS AS REQUIRED TO MAINTAIN MINIMUM FROST COVER. FOOTINGS SHALL BE ASSUMED TO BE FORMED, NOT CAST AGAINST SOILS UNLESS APPROVED BY THE ENGINEER. WHERE FOOTINGS ARE CAST AGAINST SOIL THE FOOTINGS SHALL BE INCREASED IN SIZE 2” EACH SIDE OF THE FOOTING. 4. PROVIDE POSITIVE DRAINAGE AND PREVENT PONDING OF WATER FOR ALL TRENCHES DURING CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE FROST AND MOISTURE PROTECTION FOR FOOTINGS EXPOSED DURING CONSTRUCTION. DO NOT PLACE FOOTINGS IN WATER OR ON FROZEN GROUND. DO NOT ALLOW GROUND BENEATH FOOTINGS TO FREEZE. 5. BEAR ALL FOOTINGS ON COMPACTED STRUCTURAL FILL OR NATIVE UNDISTURBED SOIL AS APPROVED BY THE GEOTECHNICAL ENGINEER. SOIL BEARING SURFACES, PREVIOUSLY ACCEPTED BY GEOTECHNICAL ENGINEER'S FIELD REPRESENTATIVE, WHICH ARE ALLOWED TO BECOME SATURATED, FROZEN OR DISTURBED SHALL BE REWORKED TO SATISFACTION OF THE GEOTECHNICAL FIELD REPRESENTATIVE. 6. SOIL TO BE STRIPPED, COMPACTED AND TESTED IN ACCORDANCE WITH THE RECOMMENDATIONS OF THE SOILS ENGINEER AND PROJECT SPECIFICATIONS. 7. 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. 8. 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 98% OF THE STANDARD PROCTOR MAXIMUM DRY DENSITY (ASTM-D-698), 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. 9. 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. 10. NO HORIZONTAL JOINTS ARE PERMITTED IN ANY FOUNDATION. VERTICAL JOINTS ARE PERMITTED ONLY IN WALL FOOTINGS. CAST-IN-PLACE CONCRETE NOTES: 1. CONCRETE FOR FOOTINGS, GRADE BEAMS, TIE BEAMS, AND ALL OTHER FOUNDATIONS (EXCEPT DRILLED PIERS) SHALL BE 3,500 PSI NORMAL WEIGHT CONCRETE WITH A MAXIMUM WATER/CEMENT RATIO OF 0.55, AND A SLUMP OF 2"-4" PRIOR TO ADDITION OF WATER REDUCERS AND PLASTICIZERS. MAXIMUM AGGREGATE SIZE OF 1". AIR CONTENT: 4.5% +/-1.5% ENTRAINED AIR. 2. CONCRETE FOR PIERS, WALLS, COLUMNS AND CONCRETE EXPOSED TO FREEZING SHALL BE 4,500 PSI NORMAL WEIGHT CONCRETE WITH A MAXIMUM WATER/CEMENT RATIO OF 0.45, A SLUMP OF 2”-4" PRIOR TO ADDITION OF WATER REDUCERS AND PLASTICIZERS. MAXIMUM AGGREGATE SIZE OF 1". AIR CONTENT: 6.0% +/-1.5% ENTRAINED AIR. 3. NORMAL-WEIGHT CONCRETE FOR INTERIOR CONCRETE SLABS-ON-GRADE AND NORMAL WEIGHT FILL FOR METAL DECK SHALL BE 4,000 PSI NORMAL WEIGHT CONCRETE WITH A MAXIMUM WATER/CEMENT RATIO OF 0.50, A SLUMP OF 3"-5" PRIOR TO ADDITION OF WATER REDUCERS AND PLASTICIZERS. MINIMUM CEMENTITIOUS MATERIALS CONTENT: 520 LBS/CY. MAXIMUM AGGREGATE SIZE OF 3/4". LIMIT AIR CONTENT TO 3.0% MAXIMUM. 4. LIGHT-WEIGHT CONCRETE FOR LIGHT WEIGHT FILL FOR METAL DECK SHALL BE 4,000 PSI CONCRETE (110 LBS/CU.FT. +/- 3.0 LBS/CU.FT.) CONCRETE WITH A MAXIMUM WATER/CEMENT RATIO OF 0.50, A SLUMP OF 3"-5" PRIOR TO ADDITION OF WATER REDUCERS AND PLASTICIZERS. MINIMUM CEMENTITIOUS MATERIALS CONTENT: 520 LBS/CY. MAXIMUM AGGREGATE SIZE OF 3/4". LIMIT AIR CONTENT TO 3.0% MAXIMUM. 5. CONCRETE FOR EXTERIOR SLABS AND CONCRETE EXPOSED TO DE-ICING AGENTS SHALL BE 5,000 PSI NORMAL WEIGHT CONCRETE WITH A MAXIMUM WATER/CEMENT RATIO OF 0.40, A SLUMP OF 3”-5" PRIOR TO ADDITION OF WATER REDUCERS AND PLASTICIZERS. MAXIMUM AGGREGATE SIZE OF 1". AIR CONTENT: 6.0% +/-1.5% ENTRAINED AIR. 6. PLACEMENT OF CONCRETE SHALL BE IN CONFORMANCE WITH ACI 117 “SPECIFICATION FOR TOLERANCE FOR CONCRETE AND MATERIALS AND COMMENTARY” (LATEST EDITION). 7. TESTING: FOUR 6”x12” CONCRETE CYLINDERS SHALL BE MADE FOR EVERY 50 CUBIC YARDS OR EACH DAYS POUR, TO BE TESTED (1) AT 7 DAYS AND (2) AT 28 DAYS AND (1) AT 56 DAYS. THE CONCRETE SLUMP, TEMPERATURE, AND AIR CONTENT SHALL BE MEASURED EVERY TIME A SET OF FOUR CYLINDERS IS MADE. 8. ALL CONCRETE WORK SHALL BE IN ACCORDANCE WITH THE LATEST EDITIONS OF THE AMERICAN CONCRETE INSTITUTE STANDARDS "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE" (ACI 318) AND "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS" (ACI 301). SPLICES IN REINFORCEMENT SHALL MEET CLASS B TENSION LAP REQUIREMENTS UNLESS NOTED OTHERWISE. 9. 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 ANY CONCRETE TO BE PLACED FURTHER THAN 16 FEET FROM THE END OF A CONCRETE TRUCK SHALL BE PUMPED WITH A COMMERCIAL CONCRETE PUMPING TRUCK OR OTHER PLACEMENT METHOD APPROVED BY THE ENGINEER. THE CONCRETE TRUCK SHALL NOT BE ALLOWED TO DRIVE OVER THE SUBGRADE OR THE SLAB REINFORCEMENT. 10. 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. 11. ALL REINFORCING STEEL SHALL BE DETAILED, SUPPLIED AND PLACED IN ACCORDANCE WITH ACI 315, ACI 318 AND CRSI MSP-1. 12. ALL REINFORCING STEEL SHALL BE SHOP FABRICATED AND, WHERE APPLICABLE, SHALL BE WIRED TOGETHER AND CONFORM TO ASTM A-615, GRADE 60. 13. ALL WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185, FY(MIN) OF 65 KSI. ALL WELDED WIRE FABRIC LAPS SHALL BE 8". 14. PROVIDE CORNER BARS IN STRIP FOOTINGS, THE SAME SIZE AND NUMBER AS CONTINUOUS REINFORCEMENT UNLESS NOTED OTHERWISE. 15. WHERE REQUIRED, STEP NEW FOOTINGS UP OR DOWN IN RATIO OF TWO HORIZONTALS TO ONE VERTICAL TO JOIN EXISTING FOOTINGS. CAST STEPPED FOOTINGS MONOLITHICALLY. 16. DOWEL CONCRETE WALLS AND PIERS INTO FOOTINGS WITH DOWELS THE SAME SIZE AND SPACING AS VERTICAL REINFORCEMENT. EXTEND DOWELS TO WITHIN 3" OF BOTTOM OF FOOTING, TERMINATED WITH ACI STD. 90 DEGREE HOOK, UNLESS NOTED OTHERWISE. 17. PROVIDE A ROUGH CONCRETE SURFACE (1/4" MINIMUM AMPLITUDE) AT THE INTERSECTION OF CONCRETE WALLS, STEM WALLS, AND PILASTERS WITH THE TOP OF FOOTINGS. DO NOT PROVIDE A KEYWAY UNLESS SHOWN OR NOTED ON THE DRAWINGS 18 PROVIDE 3/4" x 3/4" CHAMFER AT ALL EXPOSED CORNERS UNLESS NOTED OTHERWISE. 19. NO HOLES OR OPENINGS ARE PERMITTED THROUGH CONCRETE SLABS, BEAMS, OR WALLS EXCEPT AS FOLLOWS: A. WHERE SHOWN OR DETAILED ON DRAWINGS. B. MISCELLANEOUS HOLES THROUGH SLABS OR WALLS LESS THAN 12” IN ANY DIRECTION AND WHICH DO NOT DISPLACE MORE THAN ONE BAR. 20. PROVIDE SLEEVES FOR ALL OPENINGS IN GRADE BEAMS OR WALLS TO TOTALLY SEPARATE PIPE FROM CONCRETE. 21. LOCATE CONSTRUCTION JOINTS REQUIRED TO FACILITATE CONSTRUCTION AT LOCATIONS INDICATED ON DRAWINGS AND WHERE APPROVED BY THE ENGINEER. SUBMIT PROPOSED CONSTRUCTION JOINT LOCATIONS TO ENGINEER FOR APPROVAL. LOCATE WALL CONSTRUCTION JOINTS AT MASONRY CONTROL JOINTS WHERE POSSIBLE. PLACE REINFORCEMENT CONTINUOUSLY THROUGH JOINT. DETAIL JOINT AND SHOW ON SHOP DRAWINGS. 22. REINFORCING BARS, BAR SUPPORTS, AND SPACERS SHALL BE DETAILED AND PROVIDED IN ACCORDANCE WITH THE LATEST ACI DETAILING MANUAL. USE WIRE-BAR SUPPORTS COMPLYING WITH CRSI SPECIFICATIONS. SUPPORTS SHALL NOT BE PLACED FURTHER THAN 4 FEET APART. A. AT SLABS-ON-GRADE: (SLAB THICKNESS MINUS 1 1/2 INCHES) HIGH. USE SUPPORTS WITH SAND PLATES OR HORIZONTAL RUNNERS WHERE BASE MATERIAL WILL NOT SUPPORT CHAIR LEGS. CONCRETE BLOCK OR CLAY MASONRY MAY NOT BE USED. B. AT FOOTINGS: 3 IN. HIGH. USE SUPPORTS WITH SAND PLATES OR HORIZONTAL RUNNERS WHERE BASE MATERIAL WILL NOT SUPPORT CHAIR LEGS. CONCRETE BLOCK OR CLAY MASONRY MAY NOT BE USED. C. FOR EXPOSED TO VIEW CONCRETE SURFACES WHERE LEGS OF SUPPORTS ARE IN CONTACT WITH THE FORMS, PROVIDE SUPPORTS WITH LEGS THAT ARE PLASTIC PROTECTED (CRSI, CLASS 1) OR STAINLESS STEEL PROTECTED (CRSI, CLASS 2). 23. ALL GRADE BEAM STEEL SHALL BE CONTINUOUS WHERE POSSIBLE. TOP BARS SHALL BE SPLICED AT THE CENTER OF THE SPAN, BOTTOM BARS OVER THE SUPPORTS, AND OTHER HORIZONTAL AND TEMPERATURE BARS AS REQUIRED. REFER TO THE DETAILS AND SCHEDULES FOR SPLICE LENGTHS. 24. ALL GRADE BEAMS SHALL BE FORMED ON BOTH SIDES WITH NO TRENCHING ALLOWED. FORMS SHALL BE EITHER PLYWOOD BOX FORMS OR STEEL FORMS WITH FORM TIES, WHALERS AND ADJUSTABLE BRACES. DIMENSIONED LUMBER FORMS SHALL NOT BE USED FOR FORMING GRADE BEAMS. ANY PLYWOOD UNDER THE GRADE BEAM SHALL BE REMOVED. 25. SEE ARCHITECTURAL AND MECHANICAL/ELECTRICAL DRAWINGS FOR SLAB PITCHES, SLOPES, DEPRESSIONS, FLOOR BOXES, FLOOR DRAINS, CURBS, CONCRETE PADS, AND SLAB EMBEDDED ITEMS NOT SHOWN ON STRUCTURAL DOCUMENTS. 26. USE ONE OF THE FOLLOWING SEALERS ON ALL INTERIOR EXPOSED CONCRETE SURFACES WHICH DO NOT RECEIVE A STAIN, PAINT OR OTHER TYPE OF FINISH: A. SEAL HARD BY L&M B. EUCO DIAMOND HARD BY EUCLID 27. PLASTIC VAPOR RETARDER: ASTM E 1745, CLASS A, NOT LESS THAN 15 MILS THICK ("STEGO WRAP 15-MIL VAPOR BARRIER" AS MANUFACTURED BY STEGO INDUSTRIES OR EQUAL). INCLUDE MANUFACTURER'S RECOMMENDED ADHESIVE OR PRESSURE-SENSITIVE JOINT TAPE. 28. SAWCUTS IN CONCRETE SLABS ON GRADE SHALL BE MADE AS SOON AS THE CONCRETE IS OF SUFFICIENT STRENGTH TO SAW WITHOUT RAVELING THE AGGREGATE. ANY TIME LAPSE GREATER THAN 12 HOURS AFTER PLACING THE CONCRETE SHALL BE PERMITTED ONLY IF APPROVED BY THE ENGINEER. DEPTH OF SAW-CUTS = 1/4 OF SLAB THICKNESS. 29. ADHESIVE ANCHORS AND ADHESIVES USED FOR REINFORCING ANCHORAGE: A. THE ADHESIVE ANCHOR SYSTEM USED FOR POST-INSTALLED ANCHORAGE TO CONCRETE SHALL CONFORM TO THE REQUIREMENTS OF THE MOST RECENTLY PUBLISHED ACI 355.4. B. ADHESIVE ANCHORS INDICATED ARE THE BASIS-OF-DESIGN. APPROVED EQUAL MEETING ACI 355.4 IS PERMITTED. C. BULK-MIXED ADHESIVES ARE NOT PERMITTED. D. ANCHORS SHALL BE SUPPLIED AS AN ENTIRE SYSTEM WITH MANUFACTURER'S RECOMMENDATIONS ADHERED TO. E. ADHESIVE ANCHORS SHALL BE INSTALLED BY QUALIFIED PERSONNEL TRAINED TO INSTALL ADHESIVE ANCHORS. F. INSTALLATION OF ADHESIVE ANCHORS HORIZONTALLY OR UPWARDLY INCLINED SHALL BE PERFORMED BY PERSONNEL CERTIFIED BY THE ACI/CRSI ADHESIVE ANCHOR INSTALLER CERTIFICATION PROGRAM. G. ADHESIVE ANCHORS INSTALLED IN HORIZONTAL OR UPWARDLY INCLINED ORIENTATIONS SHALL BE CONTINUOUSLY INSPECTED DURING INSTALLATION BY AN INSPECTOR SPECIALLY APPROVED FOR THAT PURPOSE. 30. NO PIPING OR CONDUITS SHALL BE INSTALLED IN ANY CONCRETE WITHOUT THE APPROVAL OF THE ENGINEER. STEEL NOTES: 1. 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) PIPES ASTM A53, GRADE B (FY=35 KSI) ANCHOR RODS ASTM F1554, GRADE 36 2. ALL STEEL SHALL BE DETAILED, FABRICATED AND ERECTED IN ACCORDANCE WITH: AISC 360 "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS", ALLOWABLE STRENGTH DESIGN (ASD) AND AISC 303 "CODE OF STANDARD PRACTICE" 3. DESIGN CONNECTIONS FOR END REACTIONS INDICATED ON PLANS AND DETAILS. IF A BEAM REACTION IS NOT INDICATED, DESIGN CONNECTION FOR MINIMUM 10 KIP (10,000 LBS) REACTION. 4. WELDED CONNECTIONS SHALL CONFORM TO THE LATEST REVISED CODE OF THE AMERICAN WELDING SOCIETY. WELDED CONNECTIONS FOR STEEL MEETING ASTM A992 OR A572 SHALL BE MADE WITH E70XX LOW HYDROGEN ELECTRODES. OTHER WELDED CONNECTIONS TO BE MADE WITH REGULAR E70XX ELECTRODES. UNLESS NOTED OTHERWISE, MINIMUM WELD SIZE SHALL BE 1/4” FILLET WELD OR AS REQUIRED BY AISC SPECIFICATIONS (WHICHEVER IS LARGER). ALL WELDING SHALL BE PERFORMED BY PREQUALIFIED WELDERS. 5. ALL STRUCTURAL BOLTS (INCLUDING WASHERS AND NUTS) SHALL CONFORM TO THE REQUIREMENTS OF ASTM A 325 OR A490. ALL BOLTS SHALL BE TIGHTENED TO THE SNUG TIGHT CONDITION U.N.O. BOLTING OF STRUCTURAL STEEL SHALL CONFORM TO THE PROVISIONS OF RCSC "SPECIFICATIONS FOR STRUCTURAL JOINTS USING ASTM A 325 AND A490 BOLTS." MINIMUM SIZE OF BOLTS SHALL BE 3/4" DIAMETER, AND EACH CONNECTION SHALL HAVE A MINIMUM OF 2 BOLTS WITH ONE HARDENED WASHER PER BOLT. 6. MINIMUM THICKNESS OF ALL CONNECTION MATERIAL TO BE 5/16" UNLESS NOTED OTHERWISE. 7. CONTRACTOR AND STEEL FABRICATOR SHALL VERIFY THE SIZE AND LOCATION OF ALL OPENINGS FOR DUCTS, CONDUITS, GRILLES, LOUVERS, ETC. BEFORE PROCEEDING WITH THE FABRICATION AND ERECTION OF ANY REQUIRED FRAMES. 8. PROVIDE TEMPORARY BRACING OF THE STRUCTURE UNTIL ALL PERMANENT LATERAL SUPPORT IS IN PLACE. 9. STRUCTURE STABILITY: ALL PERMANENT BRACING, FLOOR DECKING AND ROOF DECKING MUST BE FULLY ERECTED AND CONNECTED TO THE SUPPORTING STEEL BEFORE TEMPORARY, ERECTION BRACING IS REMOVED. 10. DO NOT PLACE HOLES THROUGH STRUCTURAL STEEL MEMBERS EXCEPT AS SHOWN AND DETAILED ON STRUCTURAL DRAWINGS, OR AS APPROVED IN WRITING BY THE ENGINEER. 11. PROVIDE L3x3x1/4 ANGLE FRAMES AT ALL ROOF DRAINS AND ALL ROOF DECK OPENINGS 12" OR LARGER IN ANY DIRECTION (SEE TYPICAL ANGLE FRAME DETAIL). ANGLE FRAMES ARE NOT REQUIRED FOR ROOF OPENINGS LESS THAN 12". 12. STEEL COLUMNS BELOW GRADE SHALL PAINTED WITH 2 COATS OF ASPHALTIC PAINT AND ENCASED IN A MINIMUM OF 4" OF CONCRETE. 13. ALL EDGE ANGLES OR BENT PLATES SHALL BE FIELD APPLIED TO THE BEAMS WITH ±1/8" HORIZONTAL AND VERTICAL TOLERANCE TO FACILITATE OTHER INSTALLATIONS. 14. ALL STEEL SURFACES TO RECEIVE SHEAR CONNECTORS SHALL BE UN-PAINTED OR HAVE THE PAINT REMOVED PRIOR TO SHEAR CONNECTOR INSTALLATION. 15. PROVIDE HEADED CONCRETE SHEAR CONNECTORS (SC) WHERE INDICATED ON PLANS. ALL SHEAR CONNECTORS SHALL BE ASTM A108 (FY=50 KSI), 3/4" DIAMETER x (SLAB THICKNESS LESS 1") AFTER WELDING, UNLESS NOTED OTHERWISE. SHEAR CONNECTORS SHALL BE STUD WELDED TO BEAMS IN ACCORDANCE WITH SECTION 7 OF AWS D1.1 “STRUCTURAL WELDING CODE - STEEL”. STICK WELDING SHEAR CONNECTORS IS NOT ACCEPTABLE. CLEAN OFF ALL WELD FLUX AND WELDING FERRULES FROM SHEAR CONNECTORS BEFORE PLACING CONCRETE. 16. FIELD PAINT, WHERE APPLICABLE, ALL FIELD WELDS, ABRASIONS, RUST SPOTS AND FIELD BOLTS ON STRUCTURAL STEEL, JOISTS AND DECKING AFTER ERECTION. STEEL JOIST NOTES: 1. PROVIDE ALL JOISTS, BRIDGING AND ACCESSORIES FOR THE COMPLETE ERECTION OF JOISTS IN ACCORDANCE WITH THE CURRENT STEEL JOIST INSTITUTE "STANDARD SPECIFICATIONS AND LOAD TABLES FOR OPEN WEB STEEL JOISTS AND JOIST GIRDERS". 2. BRIDGING SHALL BE COMPLETELY ERECTED AND JOISTS ALIGNED BEFORE ANY CONSTRUCTION LOADS ARE PLACED ON JOISTS. 3. DO NOT WELD BOTTOM CHORD OF JOISTS TO COLUMNS UNLESS NOTED ON DRAWINGS. 4. INSTALL ERECTION BOLTS AT ALL JOIST GIRDER TO COLUMN AND JOIST TO COLUMN CONNECTIONS. 5. PROVIDE UPLIFT BRIDGING AT ALL JOISTS AS PER "STANDARD SPECIFICATIONS AND LOAD TABLES FOR OPEN WEB STEEL JOISTS AND JOIST GIRDERS" FOR A NET UPLIFT LOAD OF 15 PSF, UNLESS OTHERWISE INDICATED. 6. LOCATE CONCENTRATED LOADS ON JOISTS AND JOIST GIRDERS AT PANEL POINTS. CONCENTRATED LOADS LOCATED MORE THAN 4” FROM NEAREST PANEL POINT SHALL BE REINFORCED AS SHOWN IN TYPICAL DETAIL. 7. JOISTS AND JOIST GIRDERS SHALL BE DESIGNED AND FABRICATED TO ACCOMMODATE ALL LOADS INDICATED ON DRAWINGS. 8. PROVIDE BRIDGING ANCHORS FIRMLY ANCHORED TO MASONRY WALLS, BEAMS, AND COLUMNS AT EACH END OF EACH ROW OF BRIDGING, TOP AND BOTTOM. STEEL DECK NOTES: 1. 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. 2. FASTENING DECK A. ROOF DECK SHALL BE WELDED USING 3/4" DIAMETER PUDDLE WELDS (@ 6" OC AT DECK ENDS & PERIMETER SUPPORTS; OTHERWISE 36/5 PATTERN) WITH (2) #10 TEK SCREW SIDELAP FASTENERS PER SPAN U.N.O. B. FLOOR DECK SHALL BE WELDED USING 3/4" DIAMETER PUDDLE WELDS, 36/4 PATTERN WITH #10 TEK SCREW SIDELAP FASTENERS AT 3'-0" O.C. MAX UNLESS OTHERWISE INDICATED ON DRAWINGS. BUTTON PUNCHES MAY BE USED IN LIEU OF TEK SCREWS AT SIDELAPS. 3. DECK ENDS MAY BE LAPPED OR BUTTED OVER STRUCTURAL SUPPORTS. 4. PROVIDE HSS 2-1/2 x 2-1/2 x 1/8 DECK SUPPORT WELDED TO JOIST OR BEAM AT ALL ROOF DECK SPAN CHANGES. 5. PROVIDE 20 GAGE x 12” x CONTINUOUS STEEL COVER PLATE (CTR'D ON JOINT) AT ALL ROOF DECK SPAN CHANGES. ATTACH TO DECK WITH #10 TEK SCREWS AT 6” OC EACH SIDE OF JOINT. 6. PROVIDE L4x4x1/4 AT ALL UNSUPPORTED EDGES OF ROOF DECK AND AROUND ROOF PERIMETER, UNLESS NOTED OTHERWISE. 7. PROVIDE L4x4x3/8 AT ALL UNSUPPORTED EDGES OF DECK, AROUND COLUMNS, AND AROUND SLAB PERIMETER, UNLESS NOTED OTHERWISE. 8. INDIVIDUAL SHEETS OF FLOOR AND ROOF DECK SHALL EXTEND A MINIMUM OF 3-SPAN LENGTHS WHEREVER POSSIBLE. 9. PROVIDE L3x3x1/4 ANGLE FRAMES AT ALL ROOF DRAINS AND AROUND ALL ROOF OPENINGS 12" OR LARGER IN ANY DIRECTION (SEE TYPICAL ANGLE FRAME DETAIL). ANGLE FRAMES ARE NOT REQUIRED FOR ROOF OPENINGS LESS THAN 12". 10. PROVIDE L6x6x3/8 ANGLE FRAMES AT ALL FLOOR DECK/SLAB OPENINGS 12" OR LARGER IN ANY DIRECTION (SEE TYPICAL ANGLE FRAME DETAIL). ANGLE FRAMES ARE NOT REQUIRED FOR FLOOR DECK/SLAB OPENINGS LESS THAN 12". COLD FORMED METAL FRAMING NOTES: 1. A SPECIALTY STRUCTURAL ENGINEER (SSE), REGISTERED IN THE STATE OF INDIANA, SHALL BE RESPONSIBLE FOR THE STRUCTURAL DESIGN OF COLD FORMED METAL FRAMING SYSTEMS COMPLYING WITH SPECIFIC PERFORMANCE AND DESIGN CRITERIA INDICATED. 2. ALL LIGHT GAGE, COLD FORMED STEEL (CFS) MEMBERS SHALL CONFORM TO THE FOLLOWING UNLESS OTHERWISE INDICATED ON DRAWINGS, AND AISI S100 CURRENT EDITION: TYPE SIZE MIN THICKNESS MIN FLANGE WIDTH MAX SPACING GRADE EXTERIOR FRAMING AS INDICATED 54 MIL (16 GAGE) 1-5/8" 16" OC, U.N.O. 50 KSI INTERIOR FRAMING AS INDICATED 33 MIL (20 GAGE) 1-5/8" 16" OC, U.N.O. 33 KSI 3. ALL SHEET STEEL SHALL COMPLY WITH ASTM A1003. COATING SHALL BE G90 GALVANIZING (EXTERIOR WALL & SOFFIT FRAMING) AND G60 GALVANIZED (INTERIOR WALL , SOFFIT & CEILING FRAMING).PROVIDE STEEL TRACKS COMPLYING WITH ASTM C955, THICKNESS TO MATCH STUDS,1-1/2" FLANGE WIDTH. 4. ATTACH TRACKS TO CONCRETE OR MASONRY BASE MATERIALS USING 1/2" DIAMETER HEAVY DUTY CONCRETE SCREWS ANCHORS (HILTI KWIK-HUS), U.N.O. ANCHOR SPACING = 48" OC MAX, U.N.O. ANCHOR EMBEDMENT = 2-1/4", U.N.O. PROVIDE ANCHORS 8" FROM THE ENDS OF ALL WALLS AND EACH SIDE OF WALL OPENINGS, U.N.O. 5. FIELD WELDING IS NOT PERMITTED. PROVIDE SCREWED CONNECTIONS. 6. FOR ALL NON-LOAD BEARING STUDS, PROVIDE DEFLECTION CLIPS ISOLATING THE STUD FROM THE PRIMARY STRUCTURE. 7. SEE ARCH DRAWINGS FOR SHEATHING REQUIRED ON OUTSIDE FACE OF ALL EXTERIOR WALL STUDS. 8. ALL MEMBERS AND CONNECTIONS SHALL BE IN ACCORDANCE WITH THE AMERICAN IRON AND STEEL INSTITUTE "SPECIFICATION FOR THE DESIGN OF COLD FORMED STEEL STRUCTURAL MEMBERS", LATEST EDITION. 9. ALL COLD ROLLED STEEL SHALL CONFORM TO ASTM A653 WITH A MINIMUM YIELD STRENGTH OF 50 KSI FOR 16 GAUGE AND LOWER, AND 33 KSI FOR 18 GAUGE AND HIGHER. 10. ALL FRAMING MEMBERS SHALL BE SQUARE CUT FOR A SNUG FIT TO THE ATTACHING MEMBERS. AXIALLY LOADED STUDS SHALL BE INSTALLED WITH SQUARE ENDS VERIFIED TO BE IN CONTACT WITH RUNNERS (TRACK). ANY STUDS WHICH DO NOT BEAR DIRECTLY ON THE RUNNERS (TRACK) SHALL HAVE A PROPERLY SIZED LOAD BEARING 14 GAGE CLIP ANGLE ADDED TO THE SIDE OF THE STUD. CONTACT ENGINEER FOR CLIP REQUIRED. 11. INSTALL HORIZONTAL BRIDGING IN ALL STUDS AT 5'-0" OC MAX. ALL RAFTERS AND CEILING JOISTS SHALL HAVE BRIDGING AT THE MIDPOINT OR AT 8'-0" OC MAX. 12. NO SPLICING OF STUDS OR JOISTS IS ALLOWED. CONCRETE SLABS WITH RADIANT FLOOR HEATING NOTES: 1. CONFIRM IN ADVANCE THAT ANY CHEMICAL ADDITIVES USED IN THE CONCRETE MIX WILL NOT REACT WITH PEX TUBING. THE USE OF AIR-ENTRAINING ADMIXTURES IS PROHIBITED. 2. SLABS-ON-GRADE SHALL BE 4" THICK MINIMUM FOR 1/2"Ø & 5/8"Ø PEX TUBING. WHERE 3/4"Ø, 7/8"Ø, OR 1"Ø PEX IS REQUIRED, THICKEN SLABS TO 5" MINIMUM. 3. ELEVATED STRUCTURAL SLABS (w/ COMPOSITE DECK) SHALL BE 41 2" THICK MINIMUM (FOR 11 2" DECK) AND 5" THICK MINIMUM (FOR 2" DECK). ATTACH PEX TUBING TO SLAB REINFORCING, AND PROVIDE CHAIRS, BOLSTERS OR BAR SUPPORTS AS NEEDED TO MAINTAIN A MINIMUM 3/4" CLEARANCE BETWEEN PEX TUBING AND TOP OF COMPOSITE DECK. 4. PEX TUBING FOR ELEVATED STRUCTURAL SLABS SHALL BE LIMITED TO 5/8"Ø MAX. 5. REINFORCE SLABS WITH FIBERMESH AND WELDED WIRE FABRIC REINFORCING (SEE SLAB SCHEDULE). USE SHEETS OF WWF WHERE POSSIBLE IN LIEU OF ROLLED WWF. FIBER REINFORCEMENT 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. 6. LOCATE PEX TUBING IN MIDDLE 1/3 OF SLAB (1" CONCRETE COVERAGE MIN), AND ALWAYS PLACE PEX TUBING ON TOP OF WWF REINFORCING. 7. SECURE PEX TUBING USING ZIP TIES, WIRE MESH CLIPS, OR OTHER APPROVED MEANS. DO NOT USE METAL REBAR TIES TO SECURE PEX. IF USING PEX RAILS, THESE MUST BE INSTALLED PRIOR TO INSTALLATION OF TUBING. 8. DO NOT STEP ON PEX TUBING, AND DO NOT LEAVE PEX TUBING EXPOSED TO SUNLIGHT LONGER THAN RECOMMENDED BY PEX MANUFACTURER. 9. USE SLEEVING OVER PEX TUBING WHERE IT RUNS THROUGH SLAB CONTRACTION/CONTROL JOINTS AND/OR CONSTRUCTION JOINTS. A STRONG CRACK-RESISTANT POLY PIPING IS PREFERRED AND SHOULD COVER (SLEEVE OVER) THE PEX PIPE AT LEAST 18 INCHES ON BOTH SIDES OF THE JOINT. SLEEVE ENDS SHOULD BE DUCT-TAPED TO PREVENT THE CONCRETE FROM GETTING INSIDE. IF USING A SPLIT PIPE (CUT OPEN LENGTHWISE), TAPE SEAM ALSO. 10. DO NOT PLACE PEX FITTINGS OF ANY KIND (BRASS OR POLY) IN CONCRETE SLAB UNLESS IT IS NECESSARY FOR LEAK REPAIR. 11. PRIOR TO SLAB POUR, A 2-HOUR (MINIMUM) PRESSURE TEST IS REQUIRED AT 100 PSI OR 1-1/2 TIMES THE WORKING PRESSURE (WHICHEVER IS HIGHER). REPAIR LEAKS AS NECESSARY, AND RETEST AS NEEDED UNTIL COMPLETED SYSTEM PASSES TEST. 12. KEEP PEX SYSTEM UNDER PRESSURE AND MONITOR DURING CONCRETE POUR. IF TUBING IS DAMAGED DURING CONCRETE PLACEMENT, REPAIR LEAKS AND RETEST AS NEEDED. 13. SEE ARCHITECTURAL DRAWINGS FOR PERIMETER AND UNDER SLAB INSULATION REQUIRED (IF ANY). 14. MINIMUM SPACING OF PEX TUBING IN ELEVATED CONCRETE SLABS SHALL BE 12" OC. MINIMUM SPACING OF PEX TUBING IN SLABS ON GRADE SHALL BE 9" OC. DELEGATED DESIGN NOTES: 1. 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. A. STEEL JOISTS, JOIST GIRDERS, BRIDGING AND ACCESSORIES. B. STRUCTURAL STEEL CONNECTIONS, EXCEPT AS SHOWN ON DRAWINGS. AISC OPTION 2 (DETAILER): SIMPLE SHEAR CONNECTIONS. AISC OPTION 3 (SSE): ALL OTHER CONNECTIONS NOT SHOWN. C. COLD-FORMED STEEL (CFS) WALL FRAMING, SOFFITS, CEILING JOISTS, BRACING AND ACCESSORIES. D. STEEL STAIRS, HAND RAILINGS & GUARD RAILINGS E. GLASS STAIRS, GLASS FLOORING AND SUPPORTS S-401 DESCRIPTION DATE13099 Cirrus Drive, Fishers, IN 46037www.exo-eng.com © 2019 EXO ENGINEERING LLCPATEL RESIDENCE10209 Ditch RoadCarmel, Indiana 4603206.10.19PERMIT SET 06-10-2019 08/23/19 David Rutti