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HomeMy WebLinkAbout004 - G-4 - GEN STRUCTURAL NOTESGENERAL STRUCTURAL NOTES:A.B.STRUCTURAL DRAWINGS ARE A PORTION OF THE CONTRACT DOCUMENTS AND ARE INTENDED TO BE USEDWITH ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND SITE CIVIL DRAWINGS. THE CONTRACTOR ISRESPONSIBLE FOR COORDINATING THE REQUIREMENTS FROM THESE DRAWINGS INCLUDING BUT NOTLIMITED TO DIMENSIONS, BLOCKOUTS, OPENINGS, SLEEVES, EMBEDDED ITEMS, ETC. INTO THEIR SHOPDRAWINGS AND WORK. NOTIFY THE ARCHITECT/STRUCTURAL ENGINEER OF RECORD OF ANYDISCREPANCIES OR IF ACTUAL CONDITIONS DIFFER FROM THOSE SHOWN OR NOTED.THESE GENERAL NOTES SUPPLEMENT THE PROJECT SPECIFICATIONS. REFER TO THE PROJECTSPECIFICATIONS FOR ADDITIONAL REQUIREMENTS. NOTES AND DETAILS ON THE STRUCTURAL DRAWINGSSHALL TAKE PRECEDENCE OVER THE GENERAL NOTES AND TYPICAL DETAILS. WHERE NO DETAILS AREGIVEN, CONSTRUCTION SHALL BE AS SHOWN FOR SIMILAR WORK.THE CONTRACTOR SHALL FURNISH THE PRODUCTS SPECIFIED ON THE DRAWINGS. SUBSTITUTIONS WILL BECONSIDERED ONLY IF THE CONTRACTOR PROVIDES DOCUMENTAION TO PROVE THE ALTERNATIVE EQUALSOR EXCEEDS THE STRUCTURAL PERFORMANCE CHARACTERISTICS OF THE SPECIFIED PRODUCT.CODE REQUIREMENTS:ALL WORK SHALL BE IN STRICT COMPLIANCE WITH:2018 INTERNATIONAL BUILDING CODE (IBC) AS AMENDED BY THE STATE OF MONTANA(INTERNATIONAL BUILDING CODE, 2018 EDITION, EFFECTIVE DECEMBER 7, 2019)ALL OTHER STATE AND LOCAL BUILDING REQUIREMENTS THAT APPLY.TEMPORARY CONDITIONS:CONTRACTOR SHALL PROVIDE ALL NECESSARY TEMPORARY SUPPORT PRIOR TO COMPLETION OF VERTICALAND LATERAL LOAD SYSTEMS. MORRISON-MAIERLE HAS NOT BEEN RETAINED TO PROVIDE ANY SERVICESRELATED TO JOB SITE SAFETY PRECAUTIONS, OR TO REVIEW THE MEANS, METHODS, TECHNIQUES,SEQUENCES, OR PROCEDURES FOR THE CONTRACTOR TO PERFORM WORK. UNLESS WE ARE SPECIFICALLYRETAINED AND COMPENSATED TO DO OTHERWISE, OUR WORK IS LIMITED TO THE FINAL DESIGN OF THEWORK DESCRIBED ON OUR DRAWINGS FOR THIS PROJECT.CONTRACTOR'S CONSTRUCTION AND/OR ERECTION SEQUENCES SHALL RECOGNIZE AND CONSIDER THEEFFECTS OF THERMAL MOVEMENTS OF STRUCTURAL ELEMENTS DURING THE CONSTRUCTION PERIOD.BASEMENT WALLS WHICH TIE TO UPPER SLABS SHALL NOT BE BACKFILLED UNTIL THE UPPER SLABS REACHFULL STRENGTH UNLESS ADEQUATE BRACING IS PROVIDED AT THE TOP OF THE WALL.EXISTING CONDITIONS:EXISTING BUILDING/SITE DIMENSIONS AND ASSUMED CONDITIONS ARE TO BE VERIFIED IN THE FIELD AND ARETHE RESPONSIBILITY OF THE CONTRACTOR. THE CONTRACTOR SHALL NOTIFY THE ARCHITECT/STRUCTURALENGINEER OF RECORD OF ALL DISCREPANCIES WHICH REQUIRE A SIGNIFICANT CHANGE IN THE DESIGNAND/OR CONSTRUCTION FROM THAT SHOWN ON THE DRAWINGS.DESIGN CRITERIA:DESIGN IS BASED ON THE FOLLOWING LOADING FOR THE BASIS OF STRENGTH, PERFORMANCE, ANDSERVICEABILITY OF THE STRUCTURE:THESE DRAWINGS HAVE BEEN PREPARED SOLELY FOR USE IN THE IMPROVEMENTS TO THE NORTONRANCH LIFT STATION AND INSTALLATION OF A NEW FORCE MAIN IN BOZEMAN MONTANA. THE LIFT STATIONBUILDING IS LOCATED NEAR THE INTERSECTION OF LAUREL PARKWAY AND VAUGHN DRIVE. POSSESSIONOF THESE DRAWINGS DOES NOT GRANT A LICENSE TO CONSTRUCT OR FABRICATE THE WHOLE, OR PARTSOF THIS PROJECT IN OTHER LOCATIONS.STRUCTURAL OBSERVATIONS:THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING THE ENGINEER OF RECORD A MINIMUM OF 24HOURS IN ADVANCE OF REQUIRED OBSERVATION(S). CONTRACTOR SHALL PROVIDE SUFFICIENT NOTICE ANDACCESS FOR THE OBSERVER. APPROVAL BY THE MUNICIPAL INSPECTOR DOES NOT PRECLUDEOBSERVATIONS BY THE ENGINEER OF RECORD AND APPROVAL BY THE ENGINEER OF RECORD DOES NOTPRECLUDE THE INSPECTION PROCESS BY THE MUNICIPAL INSPECTOR AND ANY OTHER CODE REQUIREMENTSFOR INSPECTION.UPON COMPLETION OF WORK THE STRUCTURAL OBSERVER SHALL SUBMIT A REPORT TO THE OWNER ANDBUILDING OFFICIAL ATTESTING TO THE VISUAL OBSERVATION MADE. THE REPORT SHALL IDENTIFY ANYREPORTED DEFICIENCIES WHICH HAVE NOT BEEN RESOLVED.STRUCTURAL OBSERVATIONS SHALL BE PERFORMED TO DOCUMENT GENERAL CONFORMANCE OF THESTRUCTURAL DRAWINGS AND SPECIFICATIONSEARTHWORK:FOUNDATIONS WERE DESIGNED BASED ON A GEOTECHNICAL REPORT PERFORMED BY RAWHIDEENGINEERING INC., DATED MAY 4, 2018. THIS REPORT LISTS AN ALLOWABLE BEARING CAPACITY OF 3000 PSFWHEN BEARING ON COMPACTED, IMPORTED STRUCTURAL FILL.CONTRACTOR TO INSURE POSITIVE DRAINAGE AWAY FROM STRUCTURE DURING CONSTRUCTION AND ALSOINSURE POSITIVE DRAINAGE AFTER FINAL GRADING HAS BEEN COMPLETED.IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO LOCATE ALL EXISTING UTILITIES, ETC. WHETHERSHOWN HEREON OR NOT AND TO PROTECT THEM FROM DAMAGE. THE CONTRACTOR SHALL BEAR ALLEXPENSE OF REPAIR OR REPLACEMENT IN CONJUNCTION WITH THE PROSECUTION OF THIS WORK.FOUNDATIONS AND EXCAVATIONS SHALL BE PROTECTED FROM THE ACTION OF WATER OR FREEZING.COMPACT SUB-GRADE UNDER FOUNDATIONS AND SLABS AND FILL TO 98% OF MAXIMUM DRY DENSITY ATOPTIMUM MOISTURE AS OBTAINED BY ASTM D698.COMPACT BACKFILL TO 95% OF MAXIMUM DRY DENSITY AT OPTIMUM MOISTURE AS OBTAINED BY ASTM D698.BACKFILL PLACED IN 8" MAXIMUM LIFTS.CAST-IN-PLACE CONCRETE:CONCRETE SHALL BE IN ACCORDANCE WITH ACI 350CODE REQUIREMENTS FOR ENVIROMENTALENGINEERING CONCRETE STRUCTURES, ACI 301SPECIFICATION FOR STRUCTURAL CONCRETE, AND ACI 117,SPECIFICATION FOR TOLERANCES FOR CONCRETE CONSTRUCTION AND MATERIALS, UNLESS NOTEDOTHERWISE.AVERAGE CONCRETE STRENGTH DETERMINED BY JOB CAST LAB CURED CYLINDER TO BE AS INDICATEDBELOW PLUS INCREASE DEPENDING ON THE PLANT'S STANDARD DEVIATION AS SPECIFIED IN ACI 318.CONCRETE PROPERTIES SHALL BE AS INDICATED IN THE SPECIFICATIONS.THE CONTRACTOR SHALL SUBMIT CONCRETE MIX DESIGNS ALONG WITH TEST DATA A MINIMUM OF TWOWEEKS PRIOR TO PLACING CONCRETE.CONDUITS EMBEDDED IN SLABS SHALL NOT BE LARGER IN OUTSIDE DIMENSION THAN ONE THIRD OF THETHICKNESS OF THE SLAB AND SHALL NOT BE SPACED CLOSER THAN THREE DIAMETERS ON CENTER.CURING OF CONCRETE SHALL COMPLY WITH ACI 308, UNLESS NOTED OTHERWISE.WHERE CONCRETE IS PLACED AGAINST EXISTING CONCRETE, THE EXISTING CONCRETE SURFACE SHALL BECLEANED AND ROUGHENED TO A MINIMUM 1/4" AMPLITUDE.PROVIDE 3/4" CHAMFERS ON ALL EXPOSED CONCRETE CORNERS UNLESS NOTED OTHERWISE.CONCRETE:••••SHORING DESIGN IS THE CONTRACTOR'S RESPONSIBILITY. SHORING FORMWORK SHALL NOT BE REMOVEDFROM HORIZONTAL MEMBERS BEFORE CONCRETE STRENGTH IS AT LEAST 70 PERCENT OF DESIGNSTRENGTH AS DETERMINED BY FIELD CURED CYLINDERS.PROVIDE TOOLED OR SAW-CUT CONTROL JOINTS IN SLABS ON GRADE COMPLYING WITH THE FOLLOWINGCRITERIA. THE CONTRACTOR SHALL SUBMIT CONTROL JOINT PLAN PRIOR TO POURING THE SLABS.JOINT SPACING SHALL NOT EXCEED 30 TIMES THE SLAB THICKNESSASPECT RATIO OF SLAB PANELS SHALL BE MAXIMUM OF 1.5 TO 1.0; HOWEVER A RATIO OF 1.0 TO 1.0 ISPREFERRABLEJOINTS SHALL BE CONTINUOUS ACROSS INTERSECTING JOINTS, NOT STAGGERED OR OFFSETJOINTS SHALL EXTEND FROM ISOLATION JOINT AROUND COLUMNS AND WALLSREINFORCING STEEL:REINFORCING STEEL SHALL CONFORM TO THE FOLLOWING PROPERTIES:REINFORCING STEEL TO BE WELDED SHALL USE ONLY LOW HYDROGEN ELECTRODES. ALL WELDING TO BE INCOMPLIANCE WITH AWS D1.4. WELD REINFORCING STEEL ONLY WHERE INDICATED ON THE DRAWINGS.WELDING OR TACK WELDING OF REINFORCEMENT BARS TO OTHER BARS OR STEEL COMPONENTS ISPROHIBITED.REINFORCING STEEL IN BEAMS AND SLABS SHALL BE SUPPORTED ON CONCRETE DOBBIES, OR APPROVEDCHAIRS IN SUFFICIENT NUMBERS TO SUPPORT THE BARS WITHOUT SETTLEMENT. FABRICATE AND INSTALLREINFORCING STEEL ACCORDING TO THE MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCEDCONCRETE STRUCTURES - ACI STANDARD 315.CONTACT LAP ALL REINFORCING BARS PER THE TYPICAL LAP SPLICE LENGTH SCHEDULE, EXCEPT AS NOTEDON DRAWINGS. MECHANICAL SPLICES NOTED ON THE DRAWINGS SHALL BE DAYTON SUPERIOR BAR-LOCK ORAPPROVED WITH A CURRENT ICC-ES OR IAPMO-ES EVALUATION REPORT.REINFORCING STEEL SHALL BE PROTECTED BY PLACING BARS WITH A MINIMUM COVER, UNLESS NOTEDOTHERWISE.CAST-IN-PLACE CONCRETE CONTINUED:ALL ANCHORS SHALL BE INSTALLED IN STRICT CONFORMANCE WITH THE MANUFACTURER'SRECOMMENDATIONS AND PRODUCT EVALUATION REPORTS.EMBEDMENTS SPECIFIED ON DRAWINGS ARE "EFFECTIVE" EMBEDMENTS. REFERENCE MANUFACTURERLITERATURE FOR CORRESPONDING ACTUAL EMBEDMENT DEPTHS.ANCHORS RODS EXPOSED TO EARTH OR WEATHER SHALL BE PROTECTED FROM CORROSION BY HOT-DIPGALVANIZING OR USE OF STAINLESS STEEL. POST INSTALLED EXPANSION AND SCREW ANCHORS EXPOSEDTO EARTH OR WEATHER SHALL BE STAINLESS STEEL.FOR POST-INSTALLED ANCHORS, LOCATE REINFORCEMENT AND CONFIRM FINAL ANCHOR LOCATIONS PRIORTO FABRICATING PLATES, MEMBERS, OR OTHER STEEL ASSEMBLIES ATTACHED.IF REINFORCEMENT IS ENCOUNTERED DURING DRILLING, ABANDON AND SHIFT THE HOLE LOCATION TO AVOIDTHE REINFORCEMENT. PROVIDE A MINIMUM OF (2) ANCHOR DIAMETERS OR 1 INCH, WHICHEVER IS LARGER,OF SOUND CONCRETE BETWEEN THE ANCHOR AND THE ABANDONED HOLE. FILL THE ABANDONED HOLE WITHNON-SHRINK GROUT. IF THE ANCHOR OR DOWEL MANY NOT BE SHIFTED AS NOTED ABOVE, SEEK GUIDANCEFROM THE STRUCTURAL ENGINEER OF RECORD.SPECIAL INSPECTION OF ANCHOR INSTALLATION IS REQUIRED UNLESS SPECIFICALLY NOTED OTHERWISE INDRAWINGS. SEE SPECIAL INSPECTION AND MATERIALS TESTING PROGRAM AND NOTES.CRACK INJECTION EPOXY REPAIR ADHESIVEEPOXY REPAIR ADHESIVE SHALL CONFORM TO ASTM C881 AND SHALL BE A TWO-COMPONENT, LIQUID EPOXYWITH NON-SAG CONSISTENCY AND A LONG POT LIFE. THE EPOXY ADHESIVE SHALL BE SUITABLE FOR USE ONDRY OR DAMP SURFACES. EPOXY SHALL MEET REQUIREMENTS OF A "TYPE IV" BONDING SYSTEM WITH AMINIMUM TENSILE STRENGTH OF 7,000 PSI. HOLE SIZES AND INSTALLATION SHALL BE IN STRICT ACCORDANCEWITH THE APPROVED EVALUATION REPORT REQUIREMENTS. DO NOT CUT REINFORCING IN NEW OR EXISTINGCONCRETE DURING INSTALLATION.PROVIDE DOWELS FROM FOOTINGS TO MATCH ALL VERTICAL WALL, PILASTER AND COLUMN REINFORCING.PROVIDE CORNER BARS TO MATCH HORIZONTAL REINFORCING IN WALLS AND FOOTINGS AT ALL CORNERS ANDINTERSECTIONS. CONTINUE HORIZONTAL WALL BARS THROUGH PILASTERS COLUMNS AND INTERSECTINGWALLS.ALL ANCHOR BOLTS, HOLDDOWNS AND OTHER REQUIRED ACCESSORIES SHALL BE SECURED IN PLACE PRIOR TOINSPECTION AND CONCRETE PLACEMENT. DO NOT STAB THE ABOVE LISTED ITEMS INTO FRESH CONCRETEAFTER PLACEMENT. PROPERLY VIBRATE AROUND INSTALLED ITEMS TO ENSURE PROPER CONSOLIDATION OFCONCRETE.CONCRETE CONNECTORS:STEEL HEADED STUD ANCHORS SHALL BE NELSON GRANULAR FLUX-FILLED HEADED STUDS OR PRIORAPPROVED EQUAL AND BE MANUFACTURED FROM ASTM A29-12 / A108, GRADES 1010-1020 COLD ROLLED CARBONSTEEL WITH A MINIMUM TENSILE STRENGTH OF 60,000 PSI. DEFORMED BAR ANCHORS SHALL BE NELSON, TYPED2L. STUDS AND DEFORMED BAR SHALL BE AUTOMATICALLY END WELDED WITH A STUD WELDING GUN TO FULLYDEVELOP THE CONNECTOR.UNLESS A SPECIFIC ANCHOR PRODUCT IS NOTED IN THE DRAWINGS, POST-INSTALLED ANCHORS MAY USE ONEOF THE ANCHORS LISTED BELOW FOR THE REQUIRED TYPE.VERIFY SCALE!THESE PRINTS MAY BE REDUCED.LINE BELOW MEASURES ONE INCHON ORIGINAL DRAWING. MODIFY SCALE ACCORDINGLY!2025COPYRIGHT © MORRISON-MAIERLE,SHEET NUMBERPROJECT NUMBERDRAWING NUMBERDATEDESCRIPTIONNO.BYP:\10678-LAUREL PARKWAY LLC\001 - NORTON RANCH LIFT STATION\ACAD\SHEETS\0-GENERAL\G-X_STRUCTURALNOTES.DWGREVISIONS DRAWN BY:DSGN. BY:APPR. BY:DATE:Q.C. REVIEWDATE:BY:2880 Technology Blvd WestBozeman, MT 59718406.587.0721www.m-m.netengineers surveyors planners scientistsMorrisonMaierlePLOTTED BY:LEE HAGEMAN ON Jun/04/2025 NORTON RANCH LIFT STATION UPGRADES BOZEMANMONTANAGENERAL STRUCTURAL NOTES10678.0014G-4KJSLRHLRH06/2025 AGENCY REVIEW (REVISION 2)JUNE 2025THERMAL FACTORCt = 1.0SNOW LOAD IMPORTANCE FACTORIs = 1.10SNOW EXPOSURE FACTORCe = 1.0FLAT ROOF SNOW LOADPf = 30 PSFGROUND SNOW LOADPg = 29 PSF (MONTANA GROUND SNOW LOAD FINDER)SNOW DRIFTPER ASCE 7-16DESIGN ROOF SNOW LOAD30 PSF MINIMUM (STATE OF MT. MIN.)SNOW LOAD CRITERIA (IBC 1603.1.3)STAIRS AND EXIT WAYS100 PSF300 LBSDESIGN VEHICLEN/AHS-20CATWALKS FOR MAINTENANCE ACCESS40 PSFN/AFLOOR LIVE LOADS:UNIFORM LOADCONCENTRATED LOADLIVE LOAD CRITERIA (IBC 1603.1.1)DESIGN CRITERIAANALYSIS PROCEDURE USEDEQUIVALENT LATERAL FORCEEQUIVALENT LATERAL FORCERESPONSE MODIFICATION FACTOR6.56.5SEISMIC RESPONSE COEFFICIENT0.2130.213WOOD FRAMED SHEAR WALLSWOOD FRAMED SHEAR WALLSBASIC SEISMIC FORCE RESISTING SYSTEM(SFRS)X DIRECTION (E/W)Z DIRECTION (N/S)SEISMIC DESIGN CATEGORYDDESIGN SPECTRAL RESPONSESds = 0.598Sd1 = 0.288SITE CLASSDMAPPED SPECTRAL RESPONSESs = 0.745S1 = 0.231SEISMIC IMPORTANCE FACTORIe = 1.25RISK CATEGORYIIISEISMIC LOAD CRITERIA (IBC 1603.1.5)+/- 21.3 PSF OTHERWISE+/- 29.1 PSF OTHERWISE+/- 25.2 PSF FOR 8.3' FROM EDGE+/- 36.8 PSF FOR 12' FROM EDGECOMPONENT & CLADDING PRESSURE FORDEFERRED DESIGN ELEMENTS (ASD,EFFECTIVE AREA = 10 SQUARE FEET)WALLSROOFSINTERNAL PRESSURE COEFFICIENTGCpi = +/- 0.55WIND EXPOSURECRISK CATEGORYIIIBASIC DESIGN WIND SPEEDV = 114 MPHWIND LOAD CRITERIA (IBC 1603.1.4)LAP = LAP SPLICE LENGTH OF DEFORMED BAR OR DEFORMED WIRE5.Ld = DEVELOPMENT LENGTH IN TENSION OF DEFORMED BARLdh = DEVELOPMENT LENGTH IN TENSION OF DEFORMED BAR OR DEFORMED WIRE WITH A STANDARD...4.LAP SPLICES ARE FOR NON-LATERAL LOAD RESISTING ELEMENTS. FOR REBAR LAPS SPLICES AT LATERALLOAD RESISTING ELEMENTS, REFERENCE PLANS AND ELEVATIONS.3.TOP BARS ARE ANY HORIZ BAR PLACED SUCH THAT MORE THAN 12" OF FRESH CONCRETE IS CAST IN THEMEMBER BELOW THE BAR IN ANY SINGLE POUR. HORIZ WALL BARS ARE CONSIDERED TOP BARS.2. IT SHALL BE PERMITTED TO INTERPOLATE BETWEEN CONCRETE STRENGTHS OR USE THE NEXT LOWERCONCRETE STRENGTH.1.ALL TABULATED VALUES ARE IN INCHES, FOR GRADE 60, UNCOATED REINFORING, NORMAL WEIGHTCONCRETE WITH CLEAR SPACING AND CLEAR COVER GREATER THAN THE BAR DIAMETER.#1178101101131316787871142760787810224#1070919111828617979102255471719222#96281811052554707091224863638120#8557272932248626281194356567217#7486363812042545471173849496315#6334343561729373749152634344413#5283636471424313141122228283611#422292938111925253310172323299#3172222289151929258131717227LdLAPLdLAPLdhLdLAPLdLAPLdhLdLAPLdLAPLdhMISC BARSTOP BARS(SEE NOTE 3)HOOKBARSMISC BARSTOP BARS(SEE NOTE 3)HOOKBARSMISC BARSTOP BARS(SEE NOTE 3)HOOKBARSBARSIZEf'c = 3,000 PSIf'c = 4,000 PSIf'c = 5,000 PSIGRADE 60 REINFORCING STEEL LAP SPLICE LENGTH AND DEVELOPMENT LENGTHCONCRETE EXPOSED TO WEATHER OR EARTH1-1/2" (FOR #5 OR SMALLER), 2" (FOR #6 AND LARGER)CONCRETE CAST AGAINST EARTH3"WALLS (INTERIOR FACES)3/4"BEAMS AND COLUMNS1-1/2" (TO STIRRUPS OR TIES)SLABS3/4"USECLEAR COVERREINFORCING STEEL CONCRETE COVERREINFORCEMENT TO BE WELDEDASTM A706GENERAL USEASTM A615, GRADE 60USESPECIFICATIONREINFORCEMENT STEEL PROPERTIES05/29/2025