2021-06-14_REVISION - M2012032 (3)

Home Browse Search

GENERAL STRUCTURAL NOTES: CONCRETE NOTES: STRUCTURAL STEEL NOTES: ABBREVIATIONS (WITH OR WITHOUT PERIODS) 1. ALL WORK SHALL COMPLY WITH THE 2006 INTERNATIONAL BUILDING CODE. 1. ALL WORK SHALL COMPLY WITH ACI 318-05 - BUILDING CODE REQUIREMENTS FOR 1. ALL WORK SHALL COMPLY WITH AISC 360-05 - SPECIFICATION FOR STRUCTURAL STEEL ADJ. ADJACENT IN./" INCHES 2. ALL WORK SHALL COMPLY WITH ASCE 7-05 - MINIMUM DESIGN LOADS FOR BUILDINGS STRUCTURAL CONCRETE BUILDINGS. ALT. ALTERNATE INT. INTERIOR AND OTHER STRUCTURES. 2. ALL CONCRETE SHALL BE DESIGNED, MIXED AND PLACED IN ACCORDANCE WITH ACI 301 - 2. STRUCTURAL BOLTING SHALL COMPLY WITH RCSC SPECIFICATION FOR STRUCTURAL JOINTS APPROX. APPROXIMATE ISO. ISOLATION 3. ALL WORK SHALL COMPLY WITH MINE SAFETY AND HEALTH ADMINISTRATION REGULATIONS. SPECIFICATIONS FOR STRUCTURAL CONCRETE USING ASTM A325 OR A490 BOLTS DATED JUNE 30, 2004. AVG. AVERAGE JT. JOINT THESE REGULATIONS ARE FOUND IN TITLE 30 OF THE CODE OF FEDERAL REGULATIONS. 3. COLD AND HOT WEATHER CONCRETING REQUIREMENTS SHALL BE ADHERED TO WHEN 3. IN GENERAL, WORK SHALL COMPLY WITH AISC 303-05 - CODE OF STANDARD PRACTICE BLDG. BUILDING K./KIP 1000 LBS. 4. THE DESIGN DRAWINGS REPRESENT THE FINISHED DESIGN. THE DESIGN DRAWINGS DO NOT TEMPERATURES ARE BELOW 40 DEG F OR ABOVE 90 DEG F. REFER TO ACI 301, ACI 305R, FOR STEEL BUILDINGS AND BRIDGES. BLK'G. BLOCKING LBS. or # POUNDS REPRESENT OR CONVEY THE MEANS AND METHODS OF CONSTRUCTION. THE CONTRACTOR AND ACI 306R. 3.1. MUCH OF THE WORK RELATED TO THIS PROJECT INVOLVES MODIFICATION OF EXISTING BM. BEAM L.L. LIVE LOAD SHALL DESIGN AND PROVIDE ANY SUPPORTS NECESSARY TO BRACE, SUPPORT, STABILIZE AND 4. CEMENT: PER ASTM C150, TYPE II STRUCTURES. A PORTION OF THE DEMOLITION MAY OR MAY NOT BE COMPLETED BY THE BOT./BOTM. BOTTOM L.F. LINEAL FOOT MAINTAIN ALIGNMENT WHILE ERECTING STRUCTURES. THE CONTRACTOR SHALL SUPERVISE AND 5. AGGREGATES: NORMAL WEIGHT PER ASTM C33 OWNER PRIOR TO THE BEGINNING OF THIS PROJECT. THE GENERAL CONTRACTOR SHALL B.O. (or B/) BOTTOM OF L.P. LOW POINT DIRECT THE WORK AND SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION MEANS, 6. READY MIXED CONCRETE SHALL COMPLY WITH ASTM C94 - STANDARD SPECIFICATION FOR BECOME FAMILIAR WITH WHAT DEMOLITION AND STRUCTURAL MODIFICATIONS OF EXISTING BRG. BEARING MANF. MANUFACTURER METHODS, PROCEDURES, PROCUREMENTS, SEQUENCES, AND CONSTRUCTION SAFETY ON THE JOB READY-MIXED CONCRETE. STRUCTURES THAT THE OWNER WILL COMPLETE / HAS COMPLETED VERSUS WHAT IS C.J. C JOINT MAX. MAXIMUM SITE. 7. ALL CONCRETE SHALL BE AIR-ENTRAINED WITH AN AIR CONTENT OF 6% (+/- 1.5%) OF REMAINING WHICH THE CONTRACTOR WILL NEED TO COMPLETE. C.L. OR � CEEN NTEERR CONTROL LINE MN. MECHANICAL 5. WORK SHALL COMPLY WITH THE 2009 INTERNATIONAL ENERGY CODE. THE VOLUME OF CONCRETE AS MEASURED AT THE POINT OF DISCHARGE FROM THE MIXER. AIR 3.2. GENERAL CONTRACTOR IS RESPONSIBLE FOR UNDERSTANDING THE BREAKDOWN OF WORK CLR. CLEAR MIN. MINIMUM CMU CONC. MASONRY UNIT MISC. MISCELLANEOUS 6. LOADS: ENTRAINED MIXTURES SHALL CONFORM TO ACI 301. RESPONSIBILITIES DESCRIBED IN AISC 303. IT IS THE GENERAL CONTRACTOR'S COL. COLUMN M.O. MASONRY OPENING 6.1.DEAD LOADS - UNLESS OTHERWISE NOTED, DEAD LOADS HAVE BEEN CALCULATED AS THE 8. CONCRETE SHALL BE DESIGNED WITH A 28 DAY STRENGTH OF 4500 PSI AND A MAXIMUM RESPONSIBILITY TO ENSURE THE COMPLETE STRUCTURAL DESIGN PACKAGE IS FABRICATED CONC. CONCRETE MSRY. MASONRY WEIGHTS OF MATERIALS AND PERMANENT EQUIPMENT (20 PSF MINIMUM USED FOR DESIGN AGGREGATE SIZE OF 1 INCH. MAXIMUM WATER TO CEMENT RATIO SHALL BE 0.45. AND CONSTRUCTED. IF DELINEATIONS OF WORK RESPONSIBILITIES LISTED IN AISC 303 IS CONST. CONSTRUCTION (MTL. N� IT OF UNDERGROUND PROCESS RELATED STRUCTURES). 9. CURING OF CONCRETE SHALL BE STARTED AFTER PLACING AND FINISHING AS SOON AS THE NOT HOW THE GENERAL CONTRACTOR WOULD LIKE TO DISTRIBUTE THE WORK, THEN IS CONT. CONTINUOUS 6.2.FLOOR LIVE LOADS - 100 PSF TYPICAL INSIDE PROCESSING PLANT. THIS LOAD MAY BE SURFACE CONDITIONS ARE SUITABLE. CURING METHODS AND PROCEDURES SHALL CONFORM TO THE GENERAL CONTRACTORS RESPONSIBILITY TO CLEARLY DESCRIBE TO RELEVANT PARTIES CONTR. CONTRACTOR NO./# NUMBER REDUCED TO 80 PSF FOR COLUMNS SUPPORTING MULTIPLE LEVELS OF FLOORS. REFER TO ACI 308 - STANDARD PRACTICE FOR CURING CONCRETE. WHAT WORK THOSE PARTIES ARE RESPONSIBLE FOR COMPLETING. THIS IS PARTICULARLY (D) DEPTH N.S. NEAR SIDE DRAWING 950-SS-001 FOR LIVE LOAD AT DRY ROOM ADDITION. 10. TEST SPECIMENS SHALL BE MADE AND CURED IN ACCORDANCE WITH ASTM C31 OR ASTM RELEVANT IN TERMS OF DEMOLITION WORK AND STRUCTURAL MODIFICATION WORK. DBL DOUBLE N.T.S. NOT TO SCALE 6.3.ROOF LIVE LOADS - 20 PSF C192. COMPRESSIVE STRENGTH TESTING SHALL BE DONE IN CONFORMANCE WITH ASTM C39. 4. WIDE FLANGE BEAMS AND WT SHAPES: ASTM A992 DEG./ DEGREE O.C. ON CENTER 6.4.SNOW LOADS - FLAT ROOF SNOW LOAD OF 135 PSF TYPICAL. FOR NEW BUILDINGS CONCRETE SAMPLES SHALL BE MADE AND TESTED BY AN OWNER APPROVED CONCRETE TESTING 5. PLATES, CHANNELS, S-SHAPES AND ANGLE SHAPES: ASTM A36 DIM. 0 DIAMETER O.D. OUTSIDE DIAMETER CONSTRUCTED ADJACENT TO THE MOUNTAINSIDE, A FLAT ROOF SNOW LOAD OF AT LEAST 185 CONTRACTOR UTILIZING QUALIFIED TECHNICIANS. 6. SQUARE AND RECTANGULAR HSS - ASTM A500, GRADE B, F 46 KSI. DIM. DIMENSION O.F. OUTSIDE FACE Y PSF IS USED PER OWNER. 11. STRENGTH TESTS OF CYLINDERS AGED 7 DAYS AND 28 DAYS SHALL BE RECORDED ON. DEAD LOAD O.H. OPPOSITE HAND 7• 6.5.WIND LOADS FOR DRY ROOM ADDITION AND SWITCHYARD BUILDING - ASCE 7-05 WITH 130 THROUGHOUT THE DURATION OF THE WORK FOR EACH DAY CONCRETE IS PLACED. ROUND HSS AND STRUCTURAL PIPE - ASTM A500, GRADE B, Fy = 42 KSI. (IF PIPES ON. DOWN OP OPENING 12. CYLINDERS SHALL BE TAKEN AT THE FOLLOWING INTERVALS: ARE CALLED OUT ON DRAWINGS, USE THE SAME SHAPE AS AN HAS SECTION) DTL. DETAIL OPP.P. OPPOSITE MPH WIND, EXP C, Kzt = 1, Kd = 0.85, AND IMPORTANCE FACTOR OF 1.0 (NOTE - 8. ALL BEAMS SHALL BE ERECTED WITH NATURAL CAMBER UPWARD. DWG. DRAWING O.S. OPPOSITE SIDE HIGHER DESIGN WIND LOAD DUE TO PROXIMITY TO CONTROLLED AVALANCHE CORRIDOR). 12.1. FOR EACH DAY OR 150 CUBIC YARDS OF CONCRETE PLACED, FOUR CYLINDERS SHALL 9, UNLESS NOTED OTHERWISE, BOLTED CONNECTIONS SHALL BE BEARING TYPE CONNECTIONS EA. EACH PL or It PLATE BE MOLDED AND CURED UNDER FIELD CONDITIONS FOR TESTING ONE AT 7 DAYS, TWO AT E.E. EACH END PSI. LBS. PER SQUARE IN. NOTE: SWITCHYARD BUILDING UPLIFT WAS DESIGNED TO THE WORST CASE OF: (0.6 DEAD UTILIZING 3/4" DIAMETER ASTM F3125 GRADE A325 OR F1852 BOLTS WITH ONE HEAVY HEX E.F. EACH FACE PSF. LBS. PER SQUARE FT. 28 DAYS, AND ONE SPARE TO BE SAVED FOR FUTURE TESTING IF REQUIRED. LOAD + 0.5 SNOW LOAD + WIND UPLIFT LOAD BASED ON 130 MPH) AND (0.6 DEAD LOAD 12,2. FOR EACH DAY OR 150 CUBIC YARDS OF CONCRETE PLACED, FOUR ADDITIONAL ASTM A563 GRADE C NUT AND ASTM F436 TYPE 3 WASHER UNDER THE TURNED ELEMENT. E.J. EXPANSION JOINT R. or RAD. RADIUS + WIND UPLIFT LOAD BASED ON 90 MPH). SINCE THE 130 MPH WIND REQUIREMENT IS CYLINDERS SHALL BE MOLDED AND CURED UNDER LAB CONDITIONS FOR TESTING ONE AT 7 10. DOUBLE CUP ANGLE CONNECTIONS SHALL BE MADE WITH 5/16" OR THICKER ANGLES. ELEC. ELECTRICAL R.D. ROOF DRAIN i BASED ON AN AVALANCHE SUCTION FORCE AND NOT AN ACTUAL WIND LOAD, IT SEEMED DAYS, TWO AT 28 DAYS, AND ONE SPARE TO BE SAVED FOR FUTURE TESTING IF REQUIRED. 11. GUSSET PLATES SHALL BE MADE WITH 3/8" OR THICKER PLATES. EL. ELEVATION RE: or REF. REFER TO OVERLY CONSERVATIVE TO ASSUME THERE WOULD NOT BE SNOW ON ROOF. 13. THE CONCRETE TESTING CONTRACTOR SHALL NOTIFY THE ENGINEER IMMEDIATELY BY 12. STANDARD BOLT HOLES SHALL BE UTILIZED UNLESS OTHERWISE NOTED. STANDARD BOLT EQ. EQUAL REINF. REINFORCING N 6.6.WIND LOADS FOR ADDITIONS TO THE EXISTING FILTER BUILDING REAGENT BUILDING, GENSET HOLES SHALL BE 1 16" LARGER DIAMETER THAN THE BOLT DIAMETER. EQUIP. EQUIPMENT REQ'D REQUIRED ( TELEPHONE AND SUBMIT WRITTEN RECOMMENDATIONS FOR CORRECTIVE ACTION WITHIN 24 HOURS / BUILDING, CRICKET) ARE DESIGNED TO ASCE 7-05 WITH 90 MPH WIND, EXP C, Kzt = 1, WHEN A TEST INDICATES ANY OF THE FOLLOWING: 13. UNLESS NOTED OTHERWISE, TYPICAL BEAM END CONNECTIONS SHALL BE DOUBLE CUP E.S. EACH SIDE REV. REVISED N Kd = 0.85, AND AN IMPORTANCE FACTOR OF 1.15 13.1. THE 28 DAY STRENGTH TEST OF ANY CYLINDER IS LESS THAN 85% OF SPECIFIED. ANGLE BOLTED/WELDED CONNECTIONS PER AISC STEEL CONSTRUCTION MANUAL TABLE 10-2 E.W. EACH WAY R.O. ROUGH OPENING m 6.7.WIND LOADS IN THE PROCESSING PLANT INSIDE THE MOUNTAIN SHALL BE TAKEN AS ZERO. 13.2. THE AVERAGE OF THE TWO 28 DAY TESTS ARE LESS THAN SPECIFIED. CASE 1. OUTSTANDING LEGS TO BE BOLTED WITH n=2 FOR C8, W8, C10, AND W10 MEMBERS, EXIST./(E) EXISTING R.T.U. ROOF TOP UNIT HOWEVER, THESE STRUCTURES WILL STILL BE DESIGNED FOR SEISMIC LOAD AND STABILITY 13.3. THE STRENGTH OF 28 DAY CYLINDERS TESTED TO VERIFY CURING AND PROTECTION n=3 FOR C12, W12, AND W14 MEMBERS, n=4 FOR C15 AND W16 MEMBERS, n=5 FOR W18 EXP. EXPANSION SCHD. SCHEDULE + REQUIREMENTS OF CODE. METHODS IS LESS THAN 85% OF THE COMPANION LABORATORY CURED CYLINDERS. MEMBERS, n=6 FOR W21 MEMBERS, n=7 FOR W24 MEMBERS. TYPICAL WELD SIZE SHALL BE EXT. EXTERIOR SECT. SECTION F.D. FLOOR DRAIN SHT. SHEET 6.8.SEISMIC LOADS - Ss = 0.435g, S1 = 0.097g, SITE CLASS D (ASSUMED), Fa = 1.452, Fv 13.4. THE STRENGTH OF A 7 DAY CYLINDER IS LESS THAN 60% OF THE DESIGN 28 DAY 1/4" UNLESS NOTED OTHERWISE. FDN. FOUNDATION SIM. SIMILAR o = 2.4, Sms = 0.631g, Sm1 = 0.234g, Sds = 0.421g, Sd1 = 0.156g, SEISMIC STRENGTH 14. NEW BEAM MEMBERS CONNECTED TO EXISTING STRUCTURAL STEEL COLUMNS, EXISTING F.F. FINISH FLOOR/FAR FACE SF. SQUARE FOOT PERFORMANCE CATEGORY C, OCCUPANCY CATEGORY II, 1 = 1.0 14. ALL DAMAGED CONCRETE SHALL BE REPLACED AT THE CONTRACTORS EXPENSE. BEAMS, OR EXISTING GIRDERS SHALL BE PER TYPICAL DETAIL 3 ON DRAWING 100-SS-101. F.L FRAME LINE SPECS. SPECIFICATIONS 7. GEOTECHNICAL DESIGN INFORMATION: 15. CONTRACTOR SHALL SUPPLY ALL CONCRETE, REINFORCING BARS, BAR SUPPORTS, FORMS, 15. TYPICAL VERTICAL SINGLE AND DOUBLE ANGLE BRACE CONNECTIONS ARE PER TYPICAL FL. FLOOR SPS. SPACES a 7.1.A SPECIFIC GEOTECHNICAL INVESTIGATION WAS NOT COMPLETED FOR THIS PROJECT, AND ANCHOR RODS, GROUT, ADHESIVE, SEALANTS, FILLER, BACKING RODS, AND ANYTHING ELSE DETAILS 1 THROUGH 6 ON DRAWING 100-SS-102. F.M. FIELD MEASUREMENT So. SQUARE WERE NOT DIRECTLY AVAILABLE FOR THE STRUCTURAL DESIGN. DESIGN CAPACITIES OF SOIL REQUIRED FOR CONCRETE INSTALLATION THAT IS COMPLIANT WITH THIS DESIGN PACKAGE. 16. TYPICAL HORIZONTAL BRACE SINGLE ANGLE CONNECTIONS ARE PER TYPICAL DETAIL 7 ON F.S. FAR SIDE STD. STANDARD ARE BASED ON PREVIOUS DESIGNS WHICH WERE ASSUMED TO BE BASED ON PREVIOUS CONCRETE MIX DESIGNS SHALL BE DESIGNED BY THE CONCRETE SUPPLIER UTILIZED BY THE DRAWING 100-SS-102. FIG. FOOTING STL STEEL GEOTECHNICAL INVESTIGATIONS. CONTRACTOR. CONCRETE MIX DESIGNS SHALL BE REVIEWED BY THE ENGINEER OF RECORD 17. ALL DOUBLE ANGLE MEMBERS SHALL BE CONNECTED WITH STITCH PLATES AS REQUIRED FT•/' FEET/FOOT STRUCT. STRUCTURAL 7.2. FOUNDATIONS INSIDE THE PROCESSING PLANT WITHIN THE MOUNTAIN TUNNELS SHALL BE PRIOR TO USE ON THE PROJECT. FOR THE COMBINED SECTION TO ACT AS ONE UNIT. AT A MAXIMUM, ANGLES SHALL BE F.V. FIELD VERIFY T TOP BOTTOM DESIGNED FOR AN ALLOWABLE BEARING PRESSURE OF 3500 PSF BASED ON CH2M HILL 16. REINFORCING BARS: ASTM A615 GRADE 60, UNLESS NOTED OTHERWISE. CONNECTED WITH WELDED OR BOLTED STITCH PLATES AT 6'-0" O.C. STITCH PLATES SHALL GAGE/GAUGE TEEMM P. TEMPOO RARY o GALV. GALVANIZED T.O. (or T/) TOP OF ii DRAWING 100-S-002 REV 1 17. UNLESS OTHERWISE APPROVED BY OWNER'S FIELD REPRESENTATIVE, BAR SUPPORTS SHALL ALSO BE SPACED CLOSER THAN 3/4 THE LENGTH OF THE MEMBER TIMES THE RATIO OF THE G.C. GENERAL CONTR. TYP. TYPICAL 0 7.3.ADDITIONS TO THE EXISTING FILTER BUILDING (REAGENT BUILDING, GENSET BUILDING). SOIL BE PRE-CAST CONCRETE BLOCKS WHEN CONCRETE IS CAST ON GRADE, OR CRSI CLASS 3 LEAST RADIUS OF GYRATION FOR A SINGLE ANGLE DIVIDED BY THE LEAST RADIUS OF GYRATION G.L. GIRT UNE U.N.O. UNLESS NOTED OTHERWISE $ IS ANTICIPATED TO BE VERY SHALLOW OVER ROCK FOR THESE FOUNDATIONS. NEW. BRIGHT BASIC WHERE CONCRETE WILL NOT BE EXPOSED TO VIEW. OF THE COMBINED ANGLE SECTION. AT LEAST ONE STITCH PLATE PER MEMBER SHALL BE GYP. GYPSUM VERT. VERTICAL $ FOUNDATIONS ARE ASSUMED TO BEAR DIRECTLY ON THIS ROCK AND BE DESIGNED FOR 18. TEMPORARY COVERS SHALL BE PLACED ON VERTICAL BARS WHERE THERE IS A DANGER OF USED. H.A.S. HEADED ANCHOR STUD V.I.F. VERIFY IN FIELD 8500 PSF CAPACITY TO MATCH THE EXISTING STAR MINE OPERATIONS DRAWING S-2 DATED IMPALEMENT. REINFORCING STEEL SHALL REMAIN FREE OF OIL AND OTHER CONTAMINANTS. 18. ALL WELDING SHALL BE DONE IN ACCORDANCE WITH AWS D1.1 - STRUCTURAL WELDING HDR. HEADER (W) WIDTH 6-13-13. 19. JOINT SEALANT COMPOUND. USE SONOLASTIC PAVING JOINT SEALANT FOR HORIZONTAL CODE - STEEL. HORZ./HORIZ. HORIZONTAL W WITH 7.4.THE DRY ROOM ADDITION WILL USE AN ALLOWABLE BEARING PRESSURE OF 3000 PSF EXPANSION AND ISOLATION JOINTS, OR ENGINEER APPROVED EQUAL USE SONOLASTIC SL-1 19. ALL WELDERS SHALL BE CERTIFIED PER AWS D1.1 REQUIREMENTS. H.P. HIGH POINT W/o WITH OUT o BASED ON BUCKTHORN GEOTECH DRAWING S1.1 OF THE EXISTING DRY ROOM FACILITY. FOR SAWCUT CONTROL JOINTS, OR ENGINEER APPROVED EQUAL. USE SIKAFLEX-1a FOR 20. ALL WELDING SHALL BE ELECTRIC ARC TYPE. WELD ELECTRODES SHALL BE E70XX. HT./(H) HEIGHT WT. WEIGHT 8 7.5.BATTERY BUILDING FOUNDATIONS ARE DESIGNED BASED ON A NET BEARING CAPACITY OF VERTICAL JOINTS, OR ENGINEER APPROVED EQUAL. I.F. INSIDE FACE W.W.F. WELDED WIRE FABRIC 21. STRUCTURAL STEEL SHALL HAVE SSPC-SP6 NACE#3 PREPARATION WITH SHERWIN WILLIAMS 2000 PSF. THIS IS BASED ON CH2M HILL DRAWING 100-S-002 REV 1 FOR STRUCTURES 20. JOINT PREPARATION AND APPLICATION OF THE SEALANT SHALL BE IN ACCORDANCE WITH MACROPDXY 646-100 OR MACROPDXY 646-FAST CURE SHOP EPDXY COATING SYSTEM, o OUTSIDE THE TUNNEL THE MANUFACTURERS RECOMMENDATIONS. INSTALLED IN ACCORDANCE WITH SHERWIN WILLIAMS CORP. PAINT SPECIFICATION STANDARDS. a 7.6.FROST DEPTH - 6 FEET MINIMUM FOR FOOTINGS SITTING ON FILL PER OWNER 21. BACKING ROD SHALL BE ROUND, PRE-FORMED, OF RESILIENT MATERIAL, AND MADE OF CONTRACTOR TO TOUCH UP ANY DAMAGED COATINGS IN THE FIELD. e 8. COMPLIANCE WITH LOCAL, STATE AND FEDERAL ENVIRONMENTAL REGULATIONS IS THE CLOSED CELL MATERIAL CONFORMING TO ASTM C1330, TYPE C. BACKING ROD SHALL BE 22. UNLESS NOTED OTHERWISE, BAR GRATING SHALL BE RECTANGULAR WELDED CARBON STEEL STRUCTURAL STEEL AND STRUCTURAL FOUNDATION DRAWING RESPONSIBILITY OF THE OWNER AND IS NOT CONTAINED IN THESE DRAWINGS. INSTALLED PER MANUFACTURERS RECOMMENDATIONS. BAR GRATING (TYPE W-19) CONFORMING TO ASTM A569 WITH 1 1/4"x3/16" BEARING BARS UST FOR THIS PROJECT: 4 9. THE CONTRACTOR SHALL LOCATE ALL EXISTING STRUCTURES AND UTILITIES, SUCH AS 22. MINIMUM CLEAR COVER FOR REINFORCING BARS SHALL BE AS FOLLOWS: ELECTRICAL CABLES, WATER AND PROCESS LINES, ETC. THE CONTRACTOR SHALL EXERCISE 22.1. 3" COVER FOR CONCRETE EXPOSED AGAINST EARTH OR VOID FORMS AND CROSS BARS 4" O.C. GRATING FOR EXTERIOR STAIR AND PLATFORM APPLICATIONS SHALL HAVE SERRATTEE D BEARING BARS (SIZE AS NOTED ON DRAWINGS). BAND ALL EDGES.m 0 ROD MILL. TIAll MILL REAGENT ADDITION 10-CAUTION TO NOT DAMAGE SUCH ITEMS DURING CONSTRUCTION. NOTIFY ENGINEER IF ANY 22.2. 2" COVER FOR CONCRETE EXPOSED TO EARTH OR WEATHER (EARTH OR WEATHER IS PROVIDE MEBAC NOSINGS AT STAIR TREADS AND AT THE HEAD OF ALL STAIRWAYS. 100-SSS-100 CONCENTRATING AREA STRUCTURE < EXISTING BURIED UTILITIES INTERFERE WITH NEW DESIGN. DEFINED IN ACI 318 R7.7) 23. ALL NEW INTERIOR BAR GRATING (INCLUDING PROCESSING FACILffY INSIDE THE MOUNTAIN) 100-SS-101 300-SS-101 700-SS-100 10. PRIOR TO FABRICATION AND CONSTRUCTION, THE CONTRACTOR SHALL VERIFY ALL EXISTING 22.3. 1 1/2" COVER FOR CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH SHALL BE SHOP PAINTED. ALL EXTERIOR BAR GRATING SHALL BE HOT DIP GALVANIZED PER 100-SS-102 300-SS-103 700-SS-101 ELEVATIONS AND DIMENSIONS ASSOCIATED WITH THE WORK. ADDITIONALLY, CONTRACTOR SHALL GROUND. ASTM A123, UNLESS NOTED OTHERWISE. 300-SS-104 700-SS-102 VERIFY ALL REQUIRED DIMENSIONS, CERTIFIED VENDOR DRAWING DIMENSIONS, MEMBER SIZES 23. REINFORCING SPLICES SHALL BE CLASS B LAP SPLICES IN ACCORDANCE WITH CHAPTER 12 ORE DUMP. CRUSHING. 300-SS-105 700-SS-103 24. FIELD CUT OPENINGS IN GRATING FOR MECHANICAL AND ELECTRICAL PENETRATIONS AS AND ELEVATIONS PRIOR TO INITIATING FABRICATION OR CONSTRUCTION. CONFLICTS BETWEEN THE BBF85 300-SS-106 700-SS-104 OF ACI 318. REQUIRED. PROVIDE 1 4" THICK x 4" TALL STEEL BANDING AROUND ALL OPENINGS. e DESIGN DRAWINGS AND ACTUAL CONDITIONS SHALL BE COMMUNICATED TO THE ENGINEER OF 24• WELDING OR THE USE OF METAL COUPLERS ON REINFORCING IS PROHIBITED EXCEPT WITH / 200-SS-100 300-SS-107 700-SS-105 a RECORD PRIOR TO CONTINUATION OF WORK IN THAT AREA OF THE PROJECT. PRIOR APPROVAL FROM THE ENGINEER. 25. TAKE APPROPRIATE SAFETY PRECAUTIONS WHEN CUTTING OR WELDING EXISTING GALVANIZED 200-SS-101 0 11. SPECIAL INSPECTION AND OBSERVATION SHALL BE PROVIDED IN COMPLIANCE WITH CHAPTER STEEL STRIP GALVANIZING AND TOUCH UP STRIPPED GALVANIZING WITH SHERWIN WILLIAMS 200-SS-102 300-FF-100 700-FF-100 'c 17 OF THE 2006 INTERNATIONAL BUILDING CODE (AND ANY LOCAL AND STATE INSPECTION / 25. ALL EXPOSED EDGES OF CONCRETE SHALL BE FORMED TO A 3/4" CHAMFER. ZINC-CLAD II PLUS. NOTE - EXISTING BAR GRATING IS GALVANIZED. 200-SS-103 300-FF-101 700-FF-101 o OBSERVATION REQUIREMENTS). THIS WORK IS OWNER FURNISHED. THE CONTRACTOR SHALL BE 26. ANCHOR RODS: ASTM F1554 GRADE 36, UNLESS NOTED OTHERWISE. PROVIDE ASTM A36 26. ALL SHOP FABRICATED STEEL SHALL BE DETAILED BY A STRUCTURAL DETAILER 200-SS-104 300-FF-102 700-FF-102 PLATE WASHERS PER AISC STEEL MANUAL TABLE 14-2, AND ASTM A563 HEAVY HEX NUTS. SPECIALIZING IN STRUCTURAL STEEL DETAILING. SHOP DRAWINGS SHALL BE SUBMITTED FOR 200-SS-105 300-FF-103 700-FF-103 m < RESPONSIBLE FOR COORDINATING CONSTRUCTION WORK SCHEDULE WITH SPECIAL INSPECTOR(S) 27. ALL ANCHOR ROD GROUPS SHALL BE SUPPORTED AND SET USING A TEMPLATE WITH THE ENGINEER OF RECORD REVIEW. 300-FF-104 700-FF-104 IN ORDER TO GUARANTEE NECESSARY CONSTRUCTION ITEMS ARE INSPECTED AT PROPER TIMES. EMBEDDED ENDS SECURELY TIED TO PREVENT DISPLACEMENT DURING THE PLACEMENT OF 200-FF-100 0 27. ALL LADDERS SHALL BE FURNISHED WITH A SELF CLOSING SAFETY GATE, GALVANIZED WITH 300-FF-105 12. THE STRUCTURAL AND FOUNDATION DRAWINGS ARE PART OF THE CONSTRUCTION 200-FF-101 N CONCRETE. FIELD WELDING TO THE ANCHOR RODS IS NOT PERMITTED. A SAFETY YELLOW FINISH COAT AS MANUFACTURED BY PS DOORS, FABRENCO, OR APPROVED DRY ROOM ADDITION DOCUMENTS FOR THIS PROJECT, AND ARE TO BE USED IN CONJUNCTION WITH THE COMPLETE 28. BEFORE PLACING CONCRETE, ALL DRAWINGS SHALL BE CHECKED BY THE CONTRACTOR TO EQUAL. 200-FF-102 CRICKET AND 950-SS-001 SET OF DRAWINGS AND SPECIFICATIONS WHICH MAKE UP THE CONSTRUCTION DOCUMENTS FOR 200-FF-103 o DETERMINE THAT ALL ANCHOR RODS, EMBEDDED STEEL, PIPING, CONDUITS, DRAINS, BOXES, ETC. 28. METAL ROOFING AND SIDING SHALL BE RECLA METALS ASTM A606 RCM50 (22 GA) OR GENSET STRUCTURES 950-SS-002 c THIS PROJECT. ARE PROPERLY INSTALLED. 950-SS-003 RCM75 (24 GA). NOTE - SEE INDIVIDUAL STRUCTURES FOR CALLOUTS AS TO WHETHER RCM50 500-SS-100 o m 13. CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IF PLACED ON FRAMED FLOORS OR 29. GROUT USED FOR LEVELING BUILDING COLUMNS, SOLE PLATES, ETC. SHALL BE A OR RCM75 IS REQUIRED FOR THAT STRUCTURE. 500-SS-101 e ROOF. LOAD PRESSURE SHALL NOT EXCEED THE DESIGN LIVE LOAD PER SQUARE FOOT. NON-SHRINK, NON-METAILUC CEMENTITIOUS GROUT, THAT CONFORMS TO ASTM C1107. 14. WHERE REFERENCE IS MADE TO VARIOUS TEST STANDARDS FOR MATERIALS, SUCH 29. METAL ROOFING AND SIDING SHALL BE INSTALLED IN A MINIMUM 3-SPAN CONDITION 500-SS-103 950-FF-001 30. GROUT USED FOR EQUIPMENT AND VESSELS SHALL BE W.R. MEADOWS, 588 PRECISION UNLESS NOTED OTHERWISE. 500-SS-103 STANDARDS SHALL BE THE LATEST EDITION AND / OR ADDENDUM. GROUT, OR APPROVED EQUAL 30. METAL ROOFING TO BE ATTACHED TO STEEL STRUCTURE AT ALL SUPPORT BEAMS OR SWITCHYARD BUILDING m - 15. TYPICAL DETAILS FOUND ON DRAWINGS 100-SS-101 AND 100-SS-102 MAY OR MAY NOT 31. CONTRACTOR SHALL PLACE GROUT ACCORDING TO MANUFACTURERS RECOMMENDATIONS, 500-FF-100 960-SS-101 PURUNS AND AT 8 INCH O.C. MAX SPACING ALONG STEEL MEMBER. TYPICAL ATTACHMENTS 500-FF-101 w a BE REFERENCED ON DRAWINGS, BUT SHALL APPLY UNLESS NOTED OTHERWISE. INCLUDING SURFACE PREPARATION, FORMING, MIXING, PLACEMENT AND CURING. 960-SS-102 0 16. NOTIFY ENGINEER OF RECORD OF ANY DISCREPANCIES BETWEEN PLANS, ELEVATIONS, SHALL BE MADE USING #12 SELF-TAPPING HEX HEAD SCREWS WITH 5/8"A METAL BACKED $ 32. UNLESS NOTED OTHERWISE, TYPICAL POST INSTALLED ANCHORS / REINFORCING BAR ON 960-SS-103 d DETAILS, SPECIFICATIONS AND STRUCTURAL NOTES. THIS PROJECT SHALL UTILIZE HILTI HIT-HY 200 ADHESIVE. POST-INSTALLED ANCHORS SHALL NEOPRENE WASHERS. SIDELAPS SHALL BE ATTACHED TOGETHER USING #10 SCREWS WITH 960-SS_104 i 17. SITE IS ACCESSED BY A SMALL COUNTY ROAD WITH AT LEAST ONE SWITCH-BACK, AND BE HILTI HAS-E MATERIAL UNLESS NOTED OTHERWISE. WITH ENGINEERS APPROVAL, ASTM A572, METAL BACKED NEOPRENE WASHERS AT 12" O.C. END LAPS SHALL OCCUR AT SUPPORT STEEL. 960-SS-105 E OTHER LOCATIONS WITH LIMITED TRAVEL HEIGHT. CONTRACTOR, ALONG WITH STRUCTURAL GRADE 50 ALL-THREAD MAY BE USED IN LIEU OF HAS-E ANCHORS. 31. LAP ROOFING AND SIDING PANELS PER RECLA REQUIREMENTS. APPLY ELASTOMERIC m i DETAILERS AND FABRICATORS SHOULD DETERMINE WHAT SIZE ITEMS CAN BE SHIPPED, AND WHAT 33. PORTIONS OF REINFORCING BARS EMBEDDED INTO EXISTING CONCRETE WITH ADHESIVE SEALANT OR BUTYL TAPE CONTINUOUS AT ALL LAPS AND AT ALL FLASHING TO SIDING OR 960-FF-101 w - ITEMS WILL REQUIRE FIELD SPLICES. SUBMIT PROPOSED FIELD SPLICES TO ENGINEER FOR MUST BE STRAIGHT AND FREE OF ALL MILL SCALE, RUST AND OTHER COATINGS THAT MAY ROOFING. 960-FF-102 o APPROVAL. IMPAIR THEIR BOND WITH THE ADHESIVE. 32. FLASHING SHALL BE MADE OF SIMILAR ASTM A606 MATERIAL WITH 22 GA. MIN. THICKNESS. m 18. ROCK ANCHORS SHALL BE AS CALLED OUT ON THE DRAWINGS. ROCK SURFACES TO BE 34. THREADED RODS USED WITH ADHESIVE MUST BE CLEAN AND CONTINUOUSLY THREADED. 33. FLASHING AND SEALANTS SHALL BE PROVIDED TO PREVENT WATER INFILTRATION INTO THE i SPECIAL INSPECTED AND DOCUMENTED BY OWNER GEOTECHNICAL ENGINEER PRIOR TO ANCHOR 35. CONTRACTOR MAY POUR SLABS-ON-GRADE CONTINUOUS AND SAW CUT CONTROL JOINTS BUILDING INTERIOR. INSTALL TO VERIFY SUITABILITY FOR ANCHORAGE. WITHIN 4 TO 12 HOURS AFTER POURING. 34. BUTYL SEALING TAPE SHALL BE PRESSURE-SENSITIVE, 100 PERCENT SOLIDS, a a 36. SLABS AND FOOTINGS SHALL NOT HAVE JOINTS IN A HORIZONTAL PLANE UNLESS NOTED POLYISOBUTYLENE COMPOUND SEALING TAPE WITH RELASE-PAPER BACKING. PROVIDE PpDO[/� m d OTHERWISE. PERMANENTLY ELASTIC, NONSAG, NONTOXIC TAPE. 0�,0 • FyJ,. 37. PROVIDE SLEEVES FOR MECHANICAL OR ELECTRICAL SERVICES IN CONCRETE PRIOR TO 35. BUM SEALANT SHALL BE ASTM C1311 SINGLE-COMPONENT, SOLVENT-RELEASE BUTYL �•"•'oTp��q�"a 3 PLACING CONCRETE. VERIFY ALL OPENINGS WITH MECHANICAL AND ELECTRICAL DRAWINGS. DO RUBBER SEALANT, POLYISOBUTYLENE PLASTICIZED, HEAVY BODIED FOR HOOKED-TYPE EXPANSION 2• i NOT CUT ANY REINFORCING THAT MAY CONFLICT. JOINTS WITH LIMITED.36. i Yo 38. WATERSTOPS SHALL BE AS SPECIFIED ON THE DRAWINGS. 36. ELASTOMERIC SEALANT SHALL BE ASTM C920 ELASTOMERIC POLYURETHANE POLYMER 39. WATER-PROOFING MEMBRANE SHALL BE BITUTHENE 3000 BY GCP APPLIED TECHNOLOGIES, SEALANT OF TYPE, GRADE, AND CLASSIFICATIONS REQUIRED TO SEAL JOINTS IN SHEEP METAL i7;lF4�e i OR EQUAL. FLASHING AND TRIM AND REMAIN WATERTIGHT. ' '"•......•�� m 40. SUBMIT REBAR SHOP DRAWINGS FOR ENGINEER REVIEW. S�OrygLENG 3 o ISSUED FOR CUSTRUCTIO um N CLIENT - - - 28/n - -- Pro Scole BARR PROJECT No.J. O loe: AS SHOWN PROCESS PLANT UPGRADES 99 BID - - - 28 17 - -- BARR ENGINEERING CO. Dte 2/13/17 06 46-1001.00 o CONSTRUGTON - - - 71 - --BARB 170 SOUTH MAIN STREET Drawn JGT 0 U RAY SILVER MINES, INC. REVENUE VIRGINIUS MINE CLIENT PROJECT No. w - -- SUITE 500- - - - ---� SALT LAKE CITY, uT 841o1 checked TOP OURAY, COLORADO STRUCTURAL STEEL AND CONCRETE 0 0 JGT TOP JGT 4728717 ISSUED FOR CONSTRUCTION A B (, D 2 3 Corporate Headquarters: Ph; 1-800-632-2277 Designed JGT DWG. No. REV. No. RELEASED Minneapolis,Minnesota Fax:(952)832-2601 s NO. BY HK APP. DATE REVISION DESCRIPTION TO/FOR PATE RELEASED Ph: 1-800-632-2277 www.barr. Appmad JGT GENERAL NOTES & SPECIFICATIONS 100-SS-100 0