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Home My WebLink About004 - G-4 - GEN STRUCTURAL NOTES REINFORCING STEEL TO BE WELDED SHALL USE ONLV LOW HVDROGEN ELECTRODES.ALL WELDING TO BE IN GENERAL STRUCTURAL NOTES. STRUCTURALOBSERVATIONS: COMPLIANCEWITHAWSDI.4.WELDREINFORCINGSTEELONLVWHEREINDICATEDONTHEDRAWINGS. THE CONTRACTOR SHALL 8E RESPONSIBLE FOR NOTIFYING THE ENGINEER OF RECORD A MINIMUM OF 24 WELDING OR TACK WELDING OF REINFORCEMENT BARS TO OTHER BARS OR STEEL COMPONENTS IS HOURS IN ADVANCE OF REQUIRED OBSERVATION(5).CONTRACTOR SHALL PROVIDE SUFFICIENT NOTICE AND PROHIBITED. THESE DRAWINGS HAVE BEEN PREPARED SOLELY FOR USE IN THE IMPROVEMENTS TO THE NORTON ACCE55 FOR THE OBSERVER.APPROVAL BV THE MUNICIPAL INSPECTOR DOES NOT PRECLUDE RANCH LIFT STATION AND INSTALLATION OF A NEW FORCE MAIN IN BOZEMAN MONTANA.THE LIFT STATION OBSERVATIONS BV THE ENGINEER OF RECORD AND APPROVAL BY THE ENGINEER OF RECORD DOES NOT REINFORCING STEEL IN BEAMS AND SLABS SHALL BE SUPPORTED ON CONCRETE DOBBIES,OR APPROVED BUILDING IS LOCATED NEAR THE INTERSECTION OF LAUREL PARKWAY AND VAUGHN DRNE.POSSESSION PRECLUDE THE INSPECTION PROCESS BY THE Ml1NICIPAL INSPECTOR AND ANY OTHER CODE REQUIREMENTS CHAIRS IN SUFFICIENT NUMBERS TO SUPPORT THE BARS WITHOUT SETTLEMENT.FABRICATE AND INSTALL OF THESE DR4WINGS DOES NOT GRANT A LICENSE TO CONSTRUCT OR FABRICATE THE WHOLE,OR PARTS FOR INSPECTION. REINFORCING STEEL ACCORDING TO THE MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED OF THIS PROJECT IN OTHER LOCATIONS. CONCRETE STRUCTURES-ACI STANDARD 315. UPON COMPLETION OF WORK THE STRUCTURAL OBSERVER SHALL SUBMIT A REPORT TO THE OWNER AND STRUCTURAL DRAWINGS ARE A PORTION OF THE CONTRACT DOCUMENTS AND ARE INTENDED TO BE USED BUILDING OFFICIAL ATTESTING TO THE VISUAL OBSERVATION MADE.THE REPORT SHALL IDENTIFV ANY CONTACT LAP ALL REINFORCING BARS PER THE TVPICAL LAP SPLICE LENGTH SCHEDULE,EXCEPT AS NOTED WITH ARCHITECTURAL,MECHANICAL,ELECTRICAL,AND SITE CIVIL DRAWINGS.THE CONTRACTOR IS REPORTED DEFICIENCIES WHICH HAVE NOT BEEN RESOLVED. ON DRAWINGS.MECHANICAL SPLICES NOTED ON THE DRAWINGS SHALL BE DAYTON SUPERIOR BAR-LOCK OR RESPONSIBLE FOR COORDINATING THE REQUIREMENTS FROM THESE DRAWINGS INCLUDING BUT NOT APPROVED WITH A CURRENT ICGES OR IAPMO-ES EVALUATION REPORT. LIMITED TO DIMENSIONS,BLOCKOUTS,OPENINGS,SLEEVES,EMBEDDED ITEMS,ETC.INTO THEIR SHOP STRUCNRAL OBSERVATIONS SHALL BE PERFORMED TO DOCUMENT GENERAL CONFORMANCE OF THE DRAWINGS AND WORK.NOTIFY THE ARCHITECT/STRUCTURAL ENGINEER OF RECORD OF ANY STRUCTURAL DRAWINGS AND SPECIFICATIONS �iscRePnNcies oR iFncrun�coNoirioNs oiFFeR FROM THose sHowN orz Noreo. GRADE 60 REINFORCING STEEL LAP SPLICE LENGTH AND DEVELOPMENT LENGTH THESE GENERAL NOTES SUPPLEMENT THE PROJECT SPECIFICATIONS.REFER TO THE PROJECT fc=3,000 PSI fc=4,000 PSI fc=5,000 PSI SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS.NOTES AND DETAILS ON THE STRUCTURAL DRAWINGS BAR MISC BARS TOP BARS HOOK MISC BARS TOP BARS HOOK MISC BARS TOP BARS HOOK SHALL TAKE PRECEDENCE OVER THE GENERAL NOTES AND TYPICAL DETAILS.WHERE NO DETAILS ARE EARTH WORK: s�zE (SEE NOTE 3)BARS (SEE NOTE 3)BARS (SEE NOTE 3)BARS GNEN,CONSTRUCTION SHALL BE AS SHOWN FOR SIMILAR WORK. FOUNDATIONS WERE DESIGNED BASED ON A GEOTECHNICAL REPORT PERFORMED BY RAWHIDE Ld LAP Ld LAP Ldh Ld LAP Ld LAP Ldh Ld LAP Ld LAP Ltlh THE CONTRACTOR SHALL FURNISH THE PRODUCTS SPECIFIED ON THE DRAWINGS.SUBSTITUTIONS WILL BE ENGINEERING INC.,DATED MAY 4,2018.THIS REPORT LISTS AN ALLOWABLE BEARING CAPACITY OF 3000 PSF #3 17 22 22 28 9 15 19 29 25 8 13 17 17 22 7 CONSIDERED ONLY IF THE CONTRACTOR PROVIDES DOCUMENTAION TO PROVE THE ALTERNATNE EQUALS WHEN BEARING ON COMPACTED,IMPORTED STRUCTURAL FILL. #4 22 29 29 38 11 19 25 25 33 10 17 23 23 29 9 OR EXCEEDS THE STRUCTURAL PERFORMANCE CHARACTERISTICS OF THE SPECIFIED PRODUCT. #5 28 36 36 47 i4 24 31 31 41 12 22 28 28 36 11 CONTRACTOR TO INSURE POSITIVE DRAINAGE AWAY FROM STRUCTURE DURING CONSTRUCTION AND ALSO CODE REQUIREMENTS: INSURE POSITIVE DRAINAGE AFTER FINAL GRADING HAS BEEN COMPLETED. #6 33 43 43 56 17 29 37 37 49 15 26 34 34 44 13 ALL WORK SHALL BE IN STRICT COMPLIANCE WITH: #7 48 63 63 81 20 42 54 54 71 17 38 49 49 63 15 A 2018 INTERNATIONAL BUILDING CODE(IBC)AS AMENDED BY THE STATE OF MONTANA IT SHALL BE THE RESPONSIBILITV OF THE CONTRACTOR TO LOCATE ALL EXISTING UTILITIES,ETC.WHETHER #8 55 72 72 93 22 48 62 62 81 19 43 56 56 72 17 (INTERNATIONAL BUILDING CODE,2018 EDITION,EFFECTNE DECEMBER 7,2019) SHOWN HEREON OR NOT AND TO PROTECT THEM FROM DAMAGE.THE CONTRACTOR SHALL BEAR ALL 8. ALL OTHER STATE AND LOCAL BUILDING REQUIREMENTS THAT APPLY. EXPENSE OF REPAIR OR REPLACEMENT IN CONJUNCTION WITH THE PROSECUTION OF THIS WORK. #9 62 81 81 105 25 54 70 70 91 22 48 63 63 81 20 #10 70 91 91 118 28 61 79 79 102 25 54 71 7� 92 22 TEMPORARY CONDI710NS: FOUNDATIONS AND EXCAVATIONS SHALL BE PROTECTED FROM THE ACTION OF WATER OR FREEZING. #11 78 101 101 131 31 67 87 87 114 27 60 78 78 102 24 CONTRACTOR SHALL PROVIDE ALL NECESSARV TEMPORARV SUPPORT PRIOR TO COMPLETION OF VERTICAL AND LATERAL LOAD SYSTEMS.MORRISON-MAIERLE HAS NOT BEEN RETAINED TO PROVIDE ANY SERVICES COMPACT SUB-GRADE UNDER FOUNDATIONS AND SLABS AND FILL TO 98%OF MAXIMUM DRY TABULATED VALUES ARE IN INCHES,FOR GRADE 60,UNCOATED REINFORING,NORMAL WEIGHT RELATED TO JOB SITE SAFETY PRECAUTIONS,OR TO REVIEW THE MEANS,METHODS,TECHNIQUES, OPTIMUM MOISTURE AS OBTAINED BY ASTM D698. CONCRETE WITH CLEAR SPACING AND CLEAR COVER GREATER THAN THE BAR DIAMETER. SEQUENCES,OR PROCEDURES FOR THE CONTRACTOR TO PERFORM WORK.UNLESS WE ARE SPECIFICALLV 2. IT SHALL BE PERMITTED TO INTERPOLATE BETWEEN CONCRETE STRENGTHS OR USE THE NEXT LOWER RETAINED AND COMPENSATED TO DO OTHERWISE,OUR WORK IS LIMITED TO THE FINAL DESIGN OF THE COMPACT BACKFILL TO 95%OF MAXIMUM DRY DENSITV AT OPTIMUM MOISTURE AS OBTAINED BY ASTM D698. CONCRETE STRENGTH. WORK DESCRIBED ON OUR DRAWINGS FOR THIS PROJECT. BACKFILL PLACED IN 8"MAXIMUM LIFTS. 3.TOP BARS ARE ANY HORIZ BAR PLACED SUCH THAT MORE THAN 12"OF FRESH CONCRETE IS CAST IN THE CONTRACTOR'S CONSTRUCTION AND/OR ERECTION SEQUENCES SHALL RECOGNIZE AND CONSIDER THE MEMBER BELOW THE BAR IN ANY SINGLE POUR.HORIZ WALL BARS ARE CONSIDERED TOP BARS. EFFECTS OF THERMAL MOVEMENTS OF STRUCTURAL ELEMENTS DURING THE CONSTRUCTION PERIOD. 4.LAP SPLICES ARE FOR NON-LATERAL LOAD RESISTING ELEMENTS.FOR REBAR LAPS SPLICES AT LATERAL LOAD RESISTING ELEMENTS,REFERENCE PLANS AND ELEVATIONS. BASEMENT WALLS WHICH TIE TO UPPER SLABS SHALL NOT BE BACKFILLED UNTIL THE UPPER SLABS REACH CONCRETE: 5��dh DDEVELOOPMENT EENGTHNN TENSOION OF�DEFOORMED BAR OR DEFORMED WIRE WITH A STANDARD... FULL STRENGTH UNLESS ADEQUATE BRACING IS PROVIDED AT THE TOP OF THE WALL. LAP=LAP SPLICE LENGTH OF DEFORMED BAR OR DEFORMED WIRE EXISTING CONDITIONS: CAST-IN-PLACE CONCRETE: EXISTING BUILDING/SITE DIMENSIONS AND ASSUMED CONDITIONS ARE TO BE VERIFIED IN THE FIELD AND ARE REINFORCING STEEL SHALL BE PROTECTED BY PLACING BARS WITH A MINIMUM COVER,UNLESS NOTED THE RESPONSIBILITY OF THE CONTRACTOR.THE CONTRACTOR SHALL NOTIFY THE ARCHITECT/STRUCTURAL CONCRETE SHALL eE IN ACCORDANCE WITH ACI 350 CODE REQUIREMENTS FOR ENVIROMENTAL OTHERWISE. ENGINEER OF RECORD OF ALL DISCREPANCIES WHICH REQUIRE A SIGNIFICANT CHANGE IN THE DESIGN ENGINEERING CONCRETE STRUCTURES,ACI 301 SPECIFICATION FOR STRUCTURAL CONCRETE,AND ACI 117, AND/OR CONSTRUCTION FROM THAT SHOWN ON THE DRAWINGS. SPECIFICA710N Poft TOLERANCES FOR CONCRE7ECONSTRUCTIONAND MATERIALS,UNLESS NOTED REINFORCING STEEL CONCRETE COVER OTHERWISE. DESIGN CRI7ERIA: USE CLEAR COVER DESIGN IS BASED ON THE FOLLOWING LOADING FOR THE BASIS OF STRENGTH,PERFORMANCE,AND AVERAGE CONCRETE STRENGTH DETERMINED BY JOB CAST LAB CURED CYLINDER TO BE AS INDICATED SLABS 3/4" SERVICEABILITY OF THE STRUCTURE: BELOW PLUS INCREASE DEPENDING ON THE PLANT'S STANDARD DEVIATION AS SPECIFIED IN ACI 318. CONCRETE PROPERTIES SHALL BE AS INDICATED IN THE SPECIFICATIONS. BEAMS AND COLUMNS 1-1/7'(TO STIRRUPS OR TIES) THE CONTRACTOR SHALL SUBMIT CONCRETE MIX DESIGNS ALONG WITH TEST DATA A MINIMUM OF TWO WALLS(INTERIOR FACES) 3/4" WEEKS PRIOR TO PLACING CONCRETE. CONCRETE CAST AGAINST EARTH 3" DESIGN CRITERIA CONCRETEEXPOSEDTOWEATHEROREARTH 1-1/7'(FOR#SORSMALLER),2"(FOR#6ANDLARGER) CONDUITS EMBEDDED IN SLABS SHALL NOT BE LARGER IN OUTSIDE DIMENSION THAN ONE THIRD OF THE THICKNE55 OF THE SLAB AND SHALL NOT BE SPACED CLOSER THAN THREE DIAMETERS ON CENTER. LIVE LOAD CRITERIA(IBC 1603.1.1) PROVIDE DOWELS FROM FOOTINGS TO MATCH ALL VERTICAL WALL,PILASTER AND COLUMN REINFORCING. FLOOR LIVE LOADS: UNIFORM LOAD CONCENTRATED LOAD CURING OF CONCRETE SHALL COMPLY WITH ACI 308,UNLESS NOTED OTHERWISE. PROVIDE CORNER BARS TO MATCH HORIZONTAL REINFORCING IN WALLS AND FOOTINGS AT ALL CORNERS AND INTERSECTIONS.CONTINUE HORIZONTAL WALL BARS THROUGH PILASTERS COLUMNS AND INTERSECTING CATWALKS FOR MAINTENANCE ACCE55 40 PSF N/A WHERE CONCRETE IS PLACED AGAINST EXISTING CONCRETE,THE EXISTING CONCRETE SURFACE SHALL BE WALLS. DESIGN VEHICLE N/A HS-20 CLEANED AND ROUGHENED TO A MINIMUM 1/4"AMPLITUDE. ALL ANCHOR BOLTS,HOLDDOWNS AND OTHER REQUIRED ACCESSORIES SHALL BE SECURED IN PLACE PRIOR TO STAIRS AND EXIT WAYS 100 PSF 300 L8S pqOVIDE 3/4"CHAMFERS ON ALL EXPOSED CONCRETE CORNERS UNLESS NOTED OTHERWISE. INSPECTION AND CONCRETE PLACEMENT.DO NOT STAB THE ABOVE LISTED ITEMS INTO FRESH CONCRETE SNOW LOAD CRITERIA(IBC 1603.1.3) AFTER PLACEMENT.PROPERLY VIBRATE AROUND INSTALLED ITEMS TO ENSURE PROPER CONSOLIDATION OF SHORING DESIGN IS THE CONTRACTOR'S RESPONSIBILITY.SHORING FORMWORK SHALL NOT BE REMOVED CONCRETE. DESIGN ROOF SNOW LOAD 30 PSF MINIMUM(STATE OF MT.MIN.) FROM HORIZONTAL MEMBERS BEFORE CONCRETE STRENGTH IS AT LEAST 70 PERCENT OF DESIGN STRENGTH AS DETERMINED BV FIELD CURED CYLINDERS. CONCRETE CONNECTORS: SNOW DRIFT PER ASCE 7-16 STEEL HEADED STUD ANCHORS SHALL 8E NELSON GRANULAR FLUX-FILLED HEADED STUDS OR PRIOR GROUND SNOW LOAD Pg=29 PSF(MONTANA GROUND SNOW LOAD FINDER) PROVIDE TOOLED OR SAW-CUT CONTROL JOINTS IN SLABS ON GRADE COMPLYING WITH THE FOLLOWING APPROVED EQUAL AND BE MANUFACTURED FROM ASTM A29-12/A108,GRADES 1010-1020 COLD ROLLED CARBON FLAT ROOF SNOW LOAD Pf-30 PSF CRITERIA.THE CONTRACTOR SHALL SUBMIT CONTROL JOINT PLAN PRIOR TO POURING THE SLABS. STEEL WITH A MINIMUM TENSILE STRENGTH OF 60,000 P51.DEFORMED BAR ANCHORS SHALL BE NELSON,TYPE • JOINT SPACING SHALL NOT EXCEED 30 TIMES THE SLAB THICKNE55 D2L STUDS AND DEFORMED BAR SHALL BE AUTOMATICALLY END WELDED WITH A STUD WELDING GUN TO FULLY SNOW EXPOSURE FACTOR Ce=1.0 • ASPECT RATIO OF SLAe PANELS SHALL BE MAXIMUM OF 1.5 TO 1.0;HOWEVER A RATIO OF 1.0 TO 1.0 IS DEVELOP THE CONNECTOR. SNOW LOADIMPORTANCEFACTOR Is=1.10 PREFERRABLE THERMAL FACTOR Ct=1.0 • JOINTS SHALL BE CONTINUOUS ACROSS INTERSECTING JOINTS,NOT STAGGERED OR OFFSET UNLESS A SPEGFIC ANCHOR PRODUCT IS NOTED IN THE DRAWINGS,POST-INSTALLED ANCHORS MAY USE ONE • JOINTS SHALL EXTEND FROM ISOLATION JOINT AROUND COLUMNS AND WALLS OF THE ANCHORS LISTED BELOW FOR THE REQUIRED TYPE. WIND LOAD CRITERIA(IBC 1603.1.4) REINFORCING STEEL: BASIC DESIGN WIND SPEED V=114 MPH REINFORCING STEEL SHALL CONFORM TO THE FOLLOWING PROPERTIES'. CAST-IN-PLACE CONCRETE CONTINUED: RISK CATEGORY III ALL ANCHORS SHALL BE INSTALLED IN STRICT CONFORMANCE WITH THE MANUFACTURER'S wiNo exPosuRe c REINFORCEMENT STEEL PROPERTIES RecoMMeNonTioNs nN�pRooucr evnwnrioN ReaoRrs. INTERNAL PRESSURE COEFFICIENT GCpi=+/-0.55 USE SPECIFICATION EMBEDMENTS SPECIFIED ON DRAWINGS ARE"EFFECTNE"EMBEDMENTS.REFERENCE MANUFACTURER WALLS ROOFS GENERAL USE ASTM A615,GRADE 60 LITERATURE FOR CORRESPONDING ACTUAL EMBEDMENT DEPTHS. COMPONENT&CLADDING PRESSURE FOR REINFORCEMENT TO BE WELDED ASTM A706 � DEFERRED DESIGN ELEMENTS(ASD, +/_Z52 PSF FOR 8.3'FROM EDGE +/_36.8 PSF FOR iT FROM EDGE ANCHORS RODS EXPOSED TO EARTH OR WEATHER SHALL BE PROTECTED FROM CORROSION BY HOT-DIP EFFECTNE AREA=10 SQUARE FEET) GALVANIZING OR USE OF STAINLESS STEEL.POST INSTALLED EXPANSION AND SCREW ANCHORS EXPOSED +/-21.3PSFOTHERWISE +/-29.1PSFOTHERWISE TO EARTH OR WEATHER SHALL BE STAINLE55 STEEL. = SEISMIC LOAD CRITERIA IBC 1603.1.5 Q � � FOR POST-INSTALLED ANCHORS,LOCATE REINFORCEMENT AND CONFIRM FINAL ANCHOR LOCATIONS PRIOR RISK CATEGORV III TO FABRICATING PLATES,MEMBERS,OR OTHER STEEL ASSEMBLIES ATTACHED. SEISMIC IMPORTANCE FACTOR le=1.25 IF REINFORCEMENT IS ENCOUNTERED DURING DRILLING,ABANDON AND SHIFT THE HOLE LOCATION TO AVOID x~ MAPPED SPECTRAL RESPONSE � Ss-0.745 Si-0231 THE 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 WITH c� SITE CLASS D NON-SHRINK GROUT.IF THE ANCHOR OR DOWEL MANY NOT BE SHIFTED AS NOTED ABOVE,SEEK GUIDANCE � DESIGN SPECTRAL RESPONSE Sds=0.598 Sdi=0288 FROM THE STRUCNRAL ENGINEER OF RECORD. SEISMIC DESIGN CATEGORY D SPECIAL INSPECTION OF ANCHOR INSTALLATION IS REQUIRED UNLESS SPECIFICALLY NOTED OTHERWISE IN �? ' DRAWINGS.SEE SPECIAL INSPECTION AND MATERIALS TESTING PROGRAM AND NOTES. — BASIC SEISMIC FORCE RESISTING SYSTEM X DIRECTION(E/W) Z DIRECTION(N/S) (SFRS) WOOD FRAMED SHEAR WALLS WOOD FRAMED SHEAR WALLS CRACK INJECTION EPDXY REPAIR ADHESIVE SEISMIC RESPONSE COEFFICIENT 0.213 0.213 EPDXV REPAIR ADHESIVE SHALL CONFORM TO ASTM C881 AND SHALL BE A TWO-COMPONENT,LIQUID EPDXY � . WITH NON-SAG CONSISTENCY AND A LONG POT LIFE.THE EPDXY ADHESNE SHALL BE SUITABLE FOR USE ON � RESPONSE MODIFICATION FACTOR 6.5 6.5 DRY OR DAMP SURFACES.EPDXV SHALL MEET REQUIREMENTS OF A"TYPE IV"BONDING SYSTEM WITH A g ANALYSIS PROCEDURE USED EQUIVALEM LATERAL FORCE EQUIVALENT LATERAL FORCE MINIMUM TENSILE STRENGTH OF 7,000 PSI.HOLE SIZES AND INSTALLATION SHALL BE IN STRICT ACCORDANCE o WITH THE APPROVED EVALUATION REPORT REQUIREMENTS.DO NOT CUT REINFORCING IN NEW OR EXISTING Q CONCRETE DURING INSTALLATION. UQ K O ° AGENCY REVIEW (REVISION 2) JUNE 2025 J REvisioNs ,,�b11�'Ai�a,, J veaiFv SCn�e�. DRAWN BY: KJS PROJECT NUMBER � NO. DESCRIPTION BY DATE y' _ �'i� 10678.001 mesePrzmrsnnnvserzeouceo. MOI �ISO� 2880Techno�o s��dwest DSGN.BY: LRH NORTONRANCHLIFTSTATIONUPGRADES auNE eE�ow MEnsurzEs oNE iNcn 9Y �� '�, SHEET NUMBER oNorziciNn�oanwiNc. ■■ � � Bozeman,MT 59718 (-o NATE J. �; APPR.BY: LRH gOZEMAN MONTANA 4 �� A �� MENUEZ /� PY P � �� No.15739 PE _� DATE: O6/2025 DRAWWGNUMBER � 1 � 1��V 1 V � www,m-m.net �rF P o�z9�zozs� 4C.REVIEW MooiFvscn�enccoaowc�v� engineers surveyors planners scientists �'�,,ss��STER`��'= BY GENERAL STRUCTURAL NOTES r�/� <<<<�NAL�,..�� V T a PLOTTED BV:LEE HAGEMAN ON JUN04/2025 COPVRiGHT�OMORRISON-MAIERLE,2025 DATE: