HomeMy WebLinkAbout015a - Engineering General2SHEETPROFESSIONALENGINEERS &SURVEYORSPROJECT ADDRESS
PROJECT ADDRESS STAHLYENGINEERING& ASSOCIATESCLIENT NAME
PROJECT NAME P
R
E
L
IM
I
N
A
R
YNOT FORCONSTRUCTIONGREAT FALLS Phone: (406) 604-4644BOZEMAN Phone: (406) 522-9526CODY Phone: (307) 509-5541BILLINGS Phone: (406) 601-4055HELENA Phone: (406) 442-8594----GENERALSTRUCTURALNOTES (2)OPEN WEB STEEL JOISTSALL WORK AND FABRICATION SHALL BE IN ACCORDANCE WITH ANSI SJI 100 "STANDARD SPECIFICATIONFOR K-SERIES, LH SERIES, AND DKH-SERIES OPEN WEB STEEL JOIST AND FOR JOIST GIRDERS", LATESTEDITION. THE JOIST SHALL BE THE TYPE INDICATED ON THE PLANS, AND SHALL BE DESIGNED TO RESISTTHE LOADS INDICATED.HORIZONTAL AND / OR DIAGONAL BRIDGING SHALL BE FABRICATED AND INSTALLED IN ACCORDANCEWITH SJI REQUIREMENTS. JOIST BRIDGING SHALL NOT BE USED TO SUPPORT MEP SYSTEMS.JOISTS SHALL NOT BE FIELD MODIFIED UNLESS DIRECTED BY THE PROJECT ENGINEER.JOISTS ARE TO HAVE THE FOLLOWING MINIMUM BEARING LENGTHS:AT CONCRETE AND MASONRY BEARING LOCATIONS STEEL BEARING PLATES ARE REQUIRED TO FORM ASTEEL BEARING CONDITION.ALL FABRICATION AND ERECTION OF STEEL JOISTS SHALL BE IN ACCORDANCE WITH OSHA 1926.757.STANDARD END BEARING SEAT DEPTH AND STANDARD MAXIMUM SEAT WIDTHJOIST SERIESSECTION NUMBER*MINIMUM BEARINGDEPTHMINIMUM BEARINGWIDTH**KALL2.5"6"LH / DLH2 - 175"8"DLH18 - 207.5"12"DLH21 - 257.5"13"*REFER TO LAST DIGIT(S) OF JOIST DESIGNATION**THE SEAT WIDTH MAY VARY BASED ON DESIGNALL LIGHT GAGE STEEL FRAMING SHALL BE DESIGNED, FABRICATED AND ERECTED IN ACCORDANCEWITH AISI "NORTH AMERICAN SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURALMEMBERS", LATEST EDITION. ALL STEEL ELEMENTS SHALL BE SUPPLIED BY A SINGLE MANUFACTURER.CONTRACTOR SHALL COMPLY WITH ALL OF THE MANUFACTURER'S INSTALLATION SPECIFICATIONS ANDRECOMMENDATIONS. CONTRACTOR SHALL PROVIDE ALL ACCESSORIES INCLUDING BUT NOT LIMITED TOTRACKS, CLIPS AND OTHER ACCESSORIES REQUIRED FOR A COMPLETE AND PROPER INSTALLATION ASRECOMMENDED BY THE MANUFACTURER.ALL LIGHT GAGE STEEL FRAMING MEMBERS SHALL BE GALVANIZED WITH A MINIMUM OF A G60 COATINGAND CONFORM TO THE FOLLOWING:GALVANIZED STUDS:ASTM A653, GRADE D97, 68, OR 54 MILS(Fy=50,000 PSI)GALVANIZED STUDS:ASTM A653, GRADE A43 OR 33 MILS(Fy=33,000 PSI)GALVANIZED TRACK END CLOSURES,ASTM A653, GRADE ABRIDGING AND ACCESSORIES:(Fy=33,000 PSI)MINIMUM STUD PROPERTIES SHALL BE PER STEEL STUD MANUFACTURER'S ASSOCIATION (SSMA)ESR-3064P, "SSMS COLD-FORMED STEEL FRAMING." DESIGNATIONS SHOWN ON PLANS FOLLOW SSMATERMINOLOGY.DOUBLE VERTICAL STUDS SHALL BE STITCH WELDED TOGETHER ON BOTH FLANGES WITH 1/16" GROOVEWELDS x 1" LONG AT 12" O.C. OR 2-#8 SCREWS @ 12" O.C., U.N.O.WELDING SHALL BE COMPLETED IN ACCORDANCE WITH AWS D1.3, "STRUCTURAL WELDING CODE - SHEETMETAL", LATEST EDITION.TOP AND BOTTOM STUD TRACKS FOR EXTERIOR WALLS SHALL BE 54 MILS MATERIAL WITH 1.5" FLANGES.TOP AND BOTTOM TRACKS FOR INTERIOR PARTITIONS SHALL MATCH THE SIZE AND GAGE (33 MILSMINIMUM) OF THE WALL STUDS AND SHALL HAVE 1.5" FLANGES.ANCHOR TRACK TO CONCRETE WITH HILTI CORPORATION, SERIES X-DS, 0.177"Ø POWDER ACTUATEDFASTENERS AT 16" O.C. MINIMUM, U.N.O. PER THE SHEARWALL SCHEDULE. INSTALL IN ACCORDANCE WITHICC-ES EVALUATION REPORT ESR-1663. THE FASTENERS SHALL HAVE A MINIMUM EMBEDMENT OF 1 1/2"INTO THE CONCRETE AND SHALL BE LOCATED A MINIMUM OF 3" FROM ANY CONCRETE EDGE AND HAVE AMINIMUM SPACING OF 4".FOR FASTENERS PLACED IN STEEL (3/16" MIN. THICKNESS), MINIMUM SPACING BETWEEN FASTENERSSHALL BE 1 1/2" O.C. AND THE MINIMUM EDGE DISTANCE SHALL BE 1/2". FASTENERS SHALL BE DRIVEN TOA PENETRATION WHERE THE SHANK PIERCES THE BASE STEEL.SHEET METAL SCREWS INSTALLED IN LIGHT GAGE STEEL FRAMING, THE MINIMUM SPACING BETWEENFASTENERS IS 1 1/2" O.C. AND THE MINIMUM EDGE DISTANCE SHALL BE 3/4". AS A MINIMUM PROVIDE (2) #8SCREWS AT EACH LIGHT GAGE STEEL MEMBER CONNECTION.DIAGONAL STRAP BRACING, WHERE SHOWN OR REQUIRED, SHALL BE CONNECTED TO ALL CROSSINGVERTICAL MEMBERS.JOIST BRIDGING SHALL BE PROVIDED AT 8' CENTER MAXIMUM AT ALL JOISTS AND 4' CENTER MAXIMUM ATALL WALL STUDS U.N.O.ALL LIGHT GAGE STEEL JOISTS SHALL HAVE WEB STIFFENERS AT ALL BEARING LOCATIONS.ALL METAL STUDS SHALL HAVE STIFFENED FLANGES. SEE MANUFACTURER'S SPECIFICATIONS ANDRECOMMENDATIONS.LIGHT GAGE (COLD FORMED) STEELSTRUCTURAL INSULATED PANELS (SIP)SIP MANUFACTURER SHALL BE A MEMBER OF THE STRUCTURAL INSULATED PANEL ASSOCIATION (SIPA).OBTAIN ALL SIP THROUGH ONE CONTRACTOR. ALL ACCESSORIES TO BE FURNISHED OR RECOMMENDEDBY THE SIP MANUFACTURER.INSTALLATION CONTRACTOR SHALL BE EXPERIENCED IN PERFORMING WORK ON PROJECTS OF SIMILARSIZE AND SCOPE.PROVIDE THE FOLLOWING SUBMITTALS:1.SIP MANUFACTURER'S PRODUCT LITERATURE INCLUDING STRUCTURAL PROPERTIESAND INSTALLATION INSTRUCTIONS. THE SUBMITTED REPORT SHALL DEMONSTRATETHAT THE SIPS MAY BE USED AS SHEAR WALLS IN ALL SEISMIC DESIGN CATEGORIES.2.SHOP DRAWINGS SHOWING FULLY DIMENSIONED FABRICATION AND INSTALLATIONDETAILS, INCLUDING PRODUCT COMPONENTS AND ACCESSORIES. SHOP DRAWINGSSHALL BE PREPARED UNDER THE SUPERVISION OF THE PROFESSIONAL ENGINEER.3.EVALUATION REPORT FROM ICC-ES.ORIENTED STRAND BOARD SHALL BE 7/16" MINIMUM IDENTIFIED WITH APA OR PFS PERFORMANCE MARKWITH EXPOSURE 1 DURABILITY RATING AND PERFORMANCE IN ACCORDANCE WITH DOC PS-2 SPAN RATINGOR GREATER.FRAMING LUMBER SHALL BE SPF #2, HF#2 OR DF#2 AND HAVE A MOISTURE CONTENT EQUAL TO OR LESSTHAN 19% U.N.O., AND GRADED AND MARKED IN CONFORMANCE WITH WWPA "STANDARD GRADING RULESFOR WEST COAST LUMBER", LATEST EDITION.MANUFACTURED LUMBER PRODUCTS SHALL BE USED WHERE REQUIRED FOR STRUCTURAL ADEQUACY(LVL, LSL, PSL). MANUFACTURED LUMBER PRODUCTS SHALL BE MANUFACTURED UNDER A PROCESSAPPROVED BY THE NATIONAL RESEARCH BOARD. EACH PIECE SHALL BEAR A STAMP OR STAMPS NOTINGTHE QUALITY CONTROL AGENCY. ALL MEMBERS SHALL BE MANUFACTURED WITH WATERPROOFADHESIVE MEETING THE REQUIREMENTS OF ASTM D2259 WITH ALL STRANDS ORIENTED PARALLEL WITHTHE LENGTH OF THE MEMBER.LAMINATING ADHESIVES SHALL BE IN CONFORMANCE WITH ICC ES AC05 - ACCEPTANCE CRITERIA FORPANEL ADHESIVES.CROSS-LAMINATED TIMBER (CLT)CLT PANELS SPECIFIED IN THESE DRAWINGS ARE BASED ON LUMBER MANUFACTURED BY SMARTLAM ORD.R. JOHNSON. ALTERNATIVE MANUFACTURES MAY BE USED SUBJECT TO REVIEW AND APPROVAL BY THEARCHITECT AND STRUCTURAL ENGINEER AND MUST BE IN STRICT ACCORDANCE WITH APA STANDARD FORPERFORMANCE RATED CLT ANSI / APA PRG 320.CONFIRM ALL DIMENSIONS, OUTLINES, ELEVATIONS, AND DETAILS WITH ARCHITECTURAL DRAWINGS.SUBMIT SHOP DRAWINGS SHOWING ALL APPLICABLE DETAILS AND MATERIAL SPECIFICATIONS TO THEENGINEER OF RECORD FOR REVIEW PRIOR TO FABRICATION. SHOP DRAWINGS OF MEMBERS,CONNECTIONS AND COMPONENTS SHALL BE SIGNED AND SEALED BY THE SPECIALTY ENGINEER ANDSUBMITTED WITH A STATEMENT OF PRODUCT COMPLIANCE WITH DRAWING SPECIFICATIONS ANDSTANDARDS.CHEMICALLY TREATED WOOD & CORROSION OF CONNECTORS & FASTENERSWOOD MATERIALS REQUIRED TO BE TREATED WITH A PRESERVATIVE PER ICS SECTION 2304.11 SHALL BEIDENTIFIED BY A QUALITY MARK IN ACCORDANCE WITH AWPA STANDARDS.TIMBER CONNECTORS AND FASTENERS IN CONTACT WITH PRESERVATIVE-TREATED OR FIRE RETARDANTTREATED WOOD MEMBERS SHALL BE HOT-DIPPED ZINC COATED GALVANIZED STEEL, STAINLESS STEEL,SILICON BRONZE OR COPPER.A BARRIER BETWEEN PRESERVATIVE-TREATED OR FIRE-RETARDANT TREATED MEMBERS CAN BE USEDWHEN APPROVED BY THE ENGINEER AND ARCHITECT.THE CONTRACTOR SHALL BE RESPONSIBLE FOR SELECTION OF THE APPROPRIATE CONNECTOR ANDFASTENER COATING BASED ON THE INTENDED END USE OF THE CONNECTOR OR FASTENER AND THECHEMICAL PRESERVE USED IN THE TREATMENT OF MEMBER FOR WHICH IT IS IN CONTACT.13 SPECIAL CONSTRUCTIONPRE-ENGINEERED METAL BUILDINGTHE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND SITE CONDITIONS PRIOR TO DESIGN,FABRICATION OR ERECTION OF PRE-ENGINEERED METAL BUILDING.ENGINEER OF RECORD DISCLAIMS ANY RESPONSIBILITY FOR THE DESIGN OF THE PRE-ENGINEEREDMETAL BUILDING. THE PRE-ENGINEERED METAL BUILDING SHALL BE DESIGNED AND SEALED BY AREGISTERED ENGINEER LICENSED IN THE STATE WHERE THE PROJECT OCCURS AND HAVING THREE (3)OR MORE YEARS EXPERIENCE IN THE DESIGN OF THE TYPE OF BUILDING INDICATED ON THE CONTRACTDOCUMENTS.THE METAL BUILDING AND COMPONENTS SHALL COMPLY WITH THE LOCAL CODES MINIMUM.REQUIREMENTS SHALL BE AS FOLLOWS:WIND SPEED:120 MPHBUILDING DRIFT:WITH METAL SIDING:H/120GIRT DEFLECTION:WITH METAL SIDING:L/120THE METAL BUILDING AND COMPONENTS SHALL BE DESIGNED TO CARRY ITS OWN WEIGHT PLUS ALLSUPERIMPOSED DEAD AND LIVE LOADS INCLUDING WIND LOADS FROM ALL DIRECTIONS AND INCLUDINGALL MECHANICAL, ELECTRICAL, AND ARCHITECTURAL LOADS. VERIFY ALL LOADS WITH MECHANICAL,ELECTRICAL, AND ARCHITECTURAL PLANS.DESIGN AND MEMBERS FOR FRAMED OPENINGS SHALL BE PROVIDED AS PART OF THE METAL BUILDINGDESIGN.THE CONTRACTOR SHALL PROVIDE THE ENGINEER OF RECORD WITH DOCUMENTATION INDICATINGDESIGN LOADS, DESIGN ASSUMPTIONS, INTENT, AND CRITERIA USED PRIOR TO FABRICATION OF METALBUILDING AND COMPONENTS.THE ANCHOR BOLTS FOR THE CONNECTION OF THE PRE-ENGINEERED BUILDING FRAMES AND END WALLCOLUMNS TO THE FOUNDATION SHALL BE DESIGNED BY THE PRE-ENGINEERED METAL BUILDINGENGINEER.THE FOUNDATION HAS BEEN DESIGNED USING THE REACTIONS FROM THE PRE-ENGINEERED METALBUILDING MANUFACTURER AND IS FOR BID PURPOSES ONLY. THE CONTRACTOR SHALL SUBMIT STAMPEDBASE CONNECTION DETAILS AND REACTIONS OF THE BUILDING FRAMES TO THE ENGINEER OF RECORDPRIOR TO THE CONSTRUCTION OF THE FOUNDATION SYSTEM SO DESIGN ASSUMPTIONS AND FOUNDATIONCONNECTIONS CAN BE VERIFIED. ALL COLUMNS SHALL BE DESIGNED AS PINNED BASES. FOUNDATION HASNOT BEEN DESIGNED TO RESIST ANY APPLIED MOMENT.ANY ADDITIONAL COST OF FOUNDATION WORK REQUIRED BY REVISIONS OF THE FOUNDATION DESIGNAFTER PRE-ENGINEERED BUILDING REACTIONS ARE SUBMITTED SHALL NOT BE THE RESPONSIBILITY OFTHE ENGINEER OF RECORD AND SHALL BE INCLUDED IN THE CONTRACTORS BID.THE EXTERIOR AND INTERIOR WALLS SHALL NOT BE USED AS BRACING BY THE METAL BUILDING. THISAPPLIES TO MAIN FORCE RESISTING SYSTEMS AS WELL AS MEMBER SUPPORTING COMPONENTS.REFERENCE THE MANUFACTURER'S PLANS FOR MAXIMUM SIZES OF COLUMNS AND LOCATIONS OFSPECIAL STRAIGHT LEG COLUMNS. ALL COLUMNS SHALL BE DESIGNED TO FIT IN FURROUTS AS DETAILEDON THE MANUFACTURER'S DRAWINGS. INCREASE THICKNESS OF PLATES IF REQUIRED BY DESIGN.METAL BUILDING SHOP DRAWINGS SHALL USE GRID DESIGNATIONS ESTABLISHED ON THE CONTRACTDOCUMENTS.01 EARTHWORKHELICAL PIER FOUNDATIONSHELICAL PIERS SHALL BE 'CHANCE' SS5 PIERS WITH 10"Ø HELIXES DESIGNED TO THE PRESCRIBEDALLOWABLE CAPACITY. THE MANUFACTURER SHALL BE RESPONSIBLE FOR THE INSTALLATION ANDNUMBER OF HELIXES TO ACHIEVE PRESCRIBED CAPACITY. THE CONTRACTOR MAY SUBMIT AN ALTERNATEPIER MANUFACTURER TO THE ENGINEER OF RECORD FOR APPROVAL.HELICAL PIERS SHALL BE INSTALLED BY A CERTIFIED CONTRACTOR. THE CONTRACTOR SHALL HAVESATISFIED THE CERTIFICATION REQUIREMENTS RELATIVE TO THE TECHNICAL ASPECTS OF THE PRODUCT.CERTIFICATION DOCUMENTS SHALL BE PROVIDED UPON REQUEST TO THE OWNER.HELICAL PIERS SHALL BE INSTALLED IN THE PRESENCE OF A DESIGNATED REPRESENTATIVE OF THEOWNER UNLESS SAID REPRESENTATIVE INFORMS THE CONTRACTOR OTHERWISE. THE DESIGNATEDREPRESENTATIVE SHALL HAVE THE RIGHT OF ACCESS TO ANY AND ALL FIELD INSTALLATION RECORDSAND TEST REPORTS.HELICAL PIER SHAFT MATERIAL SHALL BE HOT ROLLED ROUND CORNERED-SQUARE (RCS) SOLID STEELBARS MEETING DIMENSIONAL AND WORKMANSHIP REQUIREMENTS OF ASTM A29. THE BAR SHALL BE LOWTO MEDIUM CARBON STEEL (SIMILAR TO AISI 1044) WITH IMPROVED STRENGTH DUE TO FINE GRAIN SIZE.MINIMUM SHAFT TORQUE STRENGTH RATING SHALL BE 5,500 FT-LB OR GREATER.MINIMUM YIELD STRENGTH OF THE HELICAL PIER SHAFT SHALL BE 70KSI OR GREATER.HELIX MATERIAL SHALL BE HOT ROLLED CARBON STEEL SHEET, STRIP, OR PLATE FORMED ON MATCHINGDIES TO TRUE HELICAL SHAPE. BEARING PLATE MATERIAL SHALL CONFORM TO ASTM A572 WITH A MINIMUMYIELD STRENGTH OF 50 KSI.THE SIZE AND TYPE OF BOLTS USED TO CONNECT THE CENTRAL STEEL SHAFT SECTIONS SHALL CONFORMTO ASTM A320 GRADE L7 OR ASTM A325.HELICAL PIER TOP ATTACHMENTS SHALL CONFORM TO ASTM A36 OR A572 GRADE 50.NOTES:ALL UNISTRUT PIECES TO RECIEVE PG CORROSION PROTECTION PER ASTM A653.DEFLECTION MAX AT MAX POINT LOAD: 1/16".ALL BOLTED CONNECTIONS INTO COLD-FORMED CHANNELMEMBERS WITH CHANNEL NUTS SHALL BE TIGHTENED TO:a. 19 FT-LBS FOR 3/8" BOLTSb. 50 FT-LBS FOR 1/2" BOLTc. 100 FT-LBS FOR 5/8" BOLTSUSING DRY COMPONENTS AND A PROPERLY CALIBRATED TORQUE WRENCH. CHANNEL NUT MUST BEORIENTED SUCH THAT THE "TEETH" GRIP THE INTURNED EDGE OF THE CHANNEL.ALL CONNECTIONS TO BAR JOIST TO BE WITHIN 6" OF PANEL POINTS.UNISTRUT TO PROVIDE CLOSURE STRIPS (WHITE) AND WALL MOLD (WHITE) ALONG ALL EXPOSED CEILINGCHANNEL.EXISTING STRUCTURE TO BE CHECKED BY OTHERS. IT IS THE RESPONSIBILITY OF OWNER / GC TO CHECKFOR ANY EMBEDDED CONDUIT, POST-TENSION CABLES, ETC., WHERE APPLICABLE.IT IS THE RESPONSIBILITY OF THE OWNER / GC TO CHECK FOR INTERFERENCES WITH MEP, INCLUDINGSOFFITS, DUCTWORK, ETC., WHERE APPLICABLE.ALL DIMENSIONS SHOWN ARE APPROXIMATE. CONTRACTOR TO FIELD VERIFY.UNISTRUTMETAL FRAMING FITTINGS SHALL BE LIGHT WEIGHT AND HIGH STRENGTH. THE STANDARD CONNECTIONFITTING GAGE SHALL BE 5MM (.197 NOMINAL) GAGE.STANDARD FITTING CONNECTIONS: METAL FRAMING FITTINGS SHALL BE PROVIDED WITH FASTENERCONNECTION HOLES NO LARGER THAN 7/16"Ø NOMINAL AND 9/16"Ø TO ACCOMMODATE 3/8"Ø FASTENERS.OTHER CONNECTIONS: WHERE 1/2" CONNECTIONS ARE REQUIRED FOR TRAPEZE DROPS OR OTHERSIMILAR INSTALLATIONS, REDUCED GAGE NUTS SHALL BE EMPLOYED, HOWEVER NUT PERFORMANCE INSLIP RESISTANCE AND PULL-OUT STRENGTH SHALL BE EQUIVALENT TO THE MFMA STANDARDREQUIREMENT (LATEST EDITION) FOR THE BOLT THREAD SIZE REQUIRED.METAL FRAMING SYSTEM SHALL BE CONSTRUCTED FROM PRESS AND ROLL-FORMED PRODUCTSPRODUCED BY A SINGLE MANUFACTURER. PRODUCTS PRODUCED THROUGH OTHER PROCESSES BY THIRDPARTY PARTNERS (CASTINGS, FASTENERS, ETC) SHALL BE TESTED AND CERTIFIED BY THE METAL FRAMINGFITTINGS MANUFACTURER.ALL CHANNEL NUTS SHALL BE CASE HARDENED EMPLOYING A HEAT TREAT AND OIL QUENCH PROCESS TOENSURE CONSISTENT SLIP RESISTANCE.ALL METAL FRAMING FITTINGS SHALL BE LOAD RATED BY SPECIFIC PART NUMBERS. THE TEST SET-UPSHALL BE WITH FORCE APPLIED VERTICAL-DOWN, BEAM LOAD TESTING WITH FITTINGS USED IN PAIRS.TEST RESULTS INCLUDING TEST SET-UP PICTORIALS FOR FITTINGS SHALL BE AVAILABLE FOR SUBMITTALAND REVIEW AT THE DISCRETION OF THE OWNER. ALLOWABLE DESIGN LOADS SHALL BE ESTABLISHEDBASED UPON MINIMUM SAFETY FACTORS APPLIED TO ULTIMATE FAILURE LOADS:STANDARD BOLTED CONNECTION FITTINGS 2.5 S.F.BEAM CLAMPS 5 S.F.CHANNEL NUTS 3 S.F.CRITERIALOAD TYPEDESIGN LOADENGINEERING CRITERIALIVE LOAD: OPERATING LOAD100 LBS.DEAD LOAD: TOTAL UNIT220 LBS.SEISMIC DESIGN DATASEISMIC USE GROUP 1SITE CLASS: DRISK CATEGORY: IISs =0.57 g Sds=0.51 gS1=0.16 g Sd1=0.23 gSEISMIC DESIGN CATEGORY: DR=1.5Ie=1.0GENERAL STRUCTURAL NOTESALL MATERIALS, WORKMANSHIP, DESIGN AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS,SPECIFICATIONS AND THE INTERNATIONAL BUILDING CODE (IBC), 2021 EDITION.STAHLY JOB # XXXX-XXXXALL MASONRY CONSTRUCTION SHALL BE PER THE ADOPTED EDITION OF TMS 402CONCRETE MASONRY ASSEMBLAGES SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF f'm = 2000 PSI.CONCRETE MASONRY WALLS SHALL BE REINFORCED AS SHOWN ON THE PLANS AND DETAILS. ALL CELLSCONTAINING REINFORCING SHALL BE GROUTED.CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90 TYPE 1. UNIT DENSITY SHALL EXCEED 110 PCF.THE UNIT STRENGTH SHALL EQUAL OR EXCEED 1900 PSI. UNITS SHALL BE PROTECTED FROM INCLEMENTWEATHER.ALL MASONRY MORTAR SHALL BE TYPE "S". WATER USED IN MORTAR AND GROUT SHALL BE CLEAN ANDFREE OF DELETERIOUS AMOUNTS OF ACID, ALKALINES, ORGANIC MATTER OR OTHER HARMFULSUBSTANCES.ALL MASONRY GROUT SHALL HAVE A COMPRESSIVE STRENGTH OF f'g = 2000 PSI OR GREATER.SAND AGGREGATE SHALL CONFORM TO ASTM C144, EXCEPT THAT NOT LESS THAN 3% OF THE SAND SHALLPASS THE NUMBER 100 SIEVE. SAND AND PEA GRAVEL FOR GROUT SHALL CONFORM TO ASTM C404, TABLE1, COARSE AGGREGATE.MASONRY CONSTRUCTION: UNITS SHALL BE MORTAR BEDDED THE FULL THICKNESS OF THE FACE SHELL.CROSS WEBS NEED NOT BE BEDDED. THE FIRST COURSE OF MASONRY SHALL BE FULLY BEDDED,INCLUDING CROSS WEBS, OR SHALL BE CONSTRUCTED WITH INVERTED BOND BEAMS AND SOLID GROUTED.MASONRY REINFORCING SHALL CONFORM TO ASTM A615 (INCLUDING SUPPLEMENT 1), GRADE 60,Fy = 60,000 PSI. REINFORCEMENT SHALL BE SECURED AGAINST DISPLACEMENT PRIOR TO GROUTING BYWIRE POSITIONERS OR OTHER SUITABLE DEVICES AT INTERVALS NOT EXCEEDING 200 BAR DIAMETERS.DEVELOPMENT AND LAP SPLICE LENGTHS SHALL BE A MINIMUM OF 48 BAR DIAMETERS.GROUT LIFTS SHALL BE LESS THAN 4'-0" UNLESS APPROVED BY THE BUILDING OFFICIAL. GROUT SHALL BECONSOLIDATED BY MECHANICAL VIBRATION DURING PLACING BEFORE LOSS OF PLASTICITY IN A MANNERTO FILL THE GROUT SPACE.MASONRY VENEER SHALL BE ANCHORED DIRECTLY TO STRUCTURAL MASONRY, CONCRETE OR STUDSWITH CORROSION RESISTANT WALL TIES OF AT LEAST 22 GAGE BY 7/8", SPACED EITHER 12"/24" OR 18"/16"(VERTICAL/HORIZONTAL) SPACING. WALL TIES SHALL HAVE A LIP ENGAGING 0.148"Ø CONTINUOUSHORIZONTAL JOINT REINFORCEMENT. HORIZONTAL JOINT REINFORCEMENT MAY BE BUTT SPLICEDBETWEEN TIES.04 MASONRYMETAL DECKINGSTEEL FLOOR DECKINGSTEEL FLOOR DECK SHALL BE DESIGNED, FABRICATED, AND ERECTED WITH ALL APPLICABLE PROVISIONSFROM AISI "NORTH AMERICAN SPECIFICATION FOR THE DESIGN OF COLD FORMED STEEL STRUCTURALMEMBERS", LATEST EDITION AND ANSI / DSI C "STANDARD FOR COMPOSITE STEEL FLOOR DECK - SLABS",LATEST EDITION.MANUFACTURES PROVIDING DECK PRODUCTS TO BE INCORPORATED INTO THE WORK MUST BE AMEMBER OF THE STEEL DECK INSTITUTE.SHOP DRAWINGS SHOWING LOCATION OF DECK UNITS, ANCHORAGE DETAILS, AND ACCESSORIESSPECIFIED ON THE CONTRACT DRAWINGS SHALL BE SUBMITTED FOR REVIEW BY THE ENGINEER OFRECORD.WELDING SHALL BE COMPLETED IN ACCORDANCE WITH AWS D1.3, "STRUCTURAL WELDING CODE- SHEETMETAL", LATEST EDITION.STEEL DECK AND ACCESSORIES SHALL BE GALVANIZED TO G60 MINIMUM AND BE IN ACCORDANCE WITHASTM A653 U.N.O., AND SHALL BE POSITIVELY ATTACHED BY WELDING, SCREWING, AND/OR BUTTONPUNCHING PER MFR SPECIFICATIONS.PROVIDE DECK FASTENING AS NOTED ON DRAWINGS AND TYPICAL DETAILS.INSTALL DECK OVER FOUR (4) SUPPORTS (3-SPAN CONTINUOUS) U.N.O.CUT AND NEATLY FIT DECK UNITS AND ACCESSORIES AROUND OPENINGS AND OTHER WORK PROJECTINGTHROUGH THE DECKING. TRADES THAT CUT UNSCHEDULED OPENINGS THROUGH THE DECKING ARERESPONSIBLE FOR REINFORCING OPENINGS, POUR STOPS, COLUMN CLOSURES, END CLOSURES, COVERPLATES, AND GIRDER FILLERS SHALL BE BY THE STANDARD TYPE PROVIDED BY THE DECKMANUFACTURER U.N.O.INSTALL TEMPORARY SHORING, IF NECESSARY, BEFORE PLACING CONCRETE.FLOOR DECKING SHALL BE INSPECTED FOR TEARS, DENTS, OR OTHER DAMAGE THAT MAY PREVENT THEDECK ACTING AS A TIGHT AND SUBSTANTIAL FORM BEFORE PLACEMENT OF CONCRETE. THE NEED FORREPAIR OR TEMPORARY SHORING SHALL BE DETERMINED BY THE ENGINEER OF RECORD BASED ONSTRUCTURAL PERFORMANCE.STEEL ROOF DECKINGSTEEL DECK ROOF DECK SHALL BE DESIGNED, FABRICATED, AND ERECTED WITH ALL APPLICABLEPROVISIONS FROM AISI "NORTH AMERICAN SPECIFICATION FOR THE DESIGN OF COLD FORMED STEELSTRUCTURAL MEMBERS", LATEST EDITION AND ANSI/SDI "STANDARD FOR STEEL ROOF DECK", LATESTEDITION.MANUFACTURES PROVIDING DECK PRODUCTS TO BE INCORPORATED INTO THE WORK MUST BE AMEMBER OF THE STEEL DECK INSTITUTE.SHOP DRAWINGS SHOWING LOCATION OF DECK UNITS, ANCHORAGE DETAILS, ACCESSORIES SPECIFIEDON THE CONTRACT DRAWINGS SHALL BE SUBMITTED FOR REVIEW BY THE ENGINEER OF RECORD.WELDING SHALL BE COMPLETED IN ACCORDANCE WITH AWS D1.3, "STRUCTURAL WELDING CODE SHEETMETAL", LATEST EDITION.STEEL DECK AND ACCESSORIES SHALL BE GALVANIZED TO G60 MINIMUM AND BE IN ACCORDANCE WITHA653 U.N.O., AND SHALL BE POSITIVELY ATTACHED BY WELDING, SCREWING, AND/OR BUTTON PUNCHINGPER MFR SPECIFICATIONS.PROVIDE DECK FASTENING AS NOTED ON DRAWINGS AND TYPICAL DETAILS.INSTALL DECK OVER FOUR (4) SUPPORTS (3-SPAN CONTINUOUS) U.N.O.CUT AND NEATLY FIT DECK UNITS AND ACCESSORIES AROUND OPENINGS AND OTHER WORKPROJECTING THROUGH THE DECKING. TRADES THAT CUT UNSCHEDULED OPENINGS THROUGH THEDECKING ARE RESPONSIBLE FOR REINFORCING OPENINGS.ROOF DECKING SHALL BE INSPECTED FOR TEARS, DENTS, OR OTHER DAMAGE THAT MAY PREVENT THEDECK FORM ACTING AS A STRUCTURAL ROOF BASE BEFORE PLACEMENT OF INSULATION AND OTHERROOF COVERINGS. THE NEED FOR REPAIR SHALL BE DETERMINED BY THE ENGINEER OF RECORD BASEDOF STRUCTURAL PERFORMANCE.STEEL ROOF DECKINGMANY OF OUR DETAILS STATEFOR THE TRACK TO MATCH THEGAGE OF THE WALL STUDSJOISTS HAVE BEEN SPECIFIED ON THE PLANS BY THE "LOAD/LOAD" DESIGNATION, WHICH REPRESENTS"UNIFORM TOTAL LOAD IN PLF / UNIFORM LIVE LOAD IN PLF" (ASD BASIS, INCLUDES SELF-WEIGHT). JOISTMANUFACTURER SHALL DESIGN JOIST FOR THESE UNIFORM LOADS PLUS ALL ADDITIONAL LOADSLOCATED ON THE PLANS, INCLUDING RTUs, ETC.THE SNOW DRIFT LOADING SHOWN ON THE PLANS REPRESENTS A SEPARATE SNOW LOADING CASE ANDSHALL BE COMBINED WITH THE BALANCED SNOW LOAD THAT IS NOTED IN THE G.S.N. (ASID BASIS).JOIST MANUFACTURER SHALL ALSO DESIGN JOISTS FOR NET UPLIFT. THE NET UPLIFT LOADING ON THEJOIST SHALL BE A MINIMUM OF _____PSF FOR A WIDTH OF _____FT AROUND THE PERIMETER OF EACHROOF AND A MINIMUM OF _____PSF ON THE REMAINDER. THE NET UPLIFT VALUES GIVEN ARE BASED ONTHE ASD LOAD COMBINATION 0.6WC&C + 0.6D.JOIST MANUFACTURER SHALL ALSO DESIGN JOISTS FOR NET UPLIFT. THE NET UPLIFT LOADING ON THEJOISTS SHALL BE AS SHOWN ON THE (NET UPLIFT) LOAD MAP, AND IS BASED ON THE ASD LOADCOMBINATION 0.6WC&C + 0.6D.PRE-ENGINEERED COLD-FORMED TRUSSES SHALL BE DESIGNED BY THE MANUFACTURER INACCORDANCE WITH ANSI/AISI/S100-12 BY THE AMERICAN IRON AND STEEL INSTITUTE FOR THE SPANS ANDCONDITIONS SHOWN ON THE DRAWINGS. LOADS SHALL BE AS FOLLOWS:TOP CHORD DEAD LOAD 10 PSFBOTTOM CHORD DEAD LOAD 10 PSFWIND UPLIFT (TOP CHORD)10 PSF*(BOTTOM CHORD LIVE LOAD)10 PSF*BOTTOM CHORD LIVE LOAD (NON-SIMULTANEOUS WITH TOP CHORD LIVE LOAD) SHALL BE APPLIED TOATTIC ACCESSIBLE AREAS.PROVIDE FOR SHAPES, BEARING POINTS, INTERSECTIONS, HIPS, VALLEYS, ETC., AS SHOWN ON THEDRAWINGS. EXACT COMPOSITION OF SPECIAL HIP, VALLEY, AND INTERSECTION AREAS (USE OF GIRDERTRUSSES, JACK TRUSSES, STEP-DOWN TRUSSES, ETC.) SHALL BE DETERMINED BY THE MANUFACTURER.PROVIDE ALL TRUSS-TO-TRUSS AND TRUSS-TO-BEAM CONNECTION DETAILS AND REQUIRED CONNECTIONMATERIALS. PROVIDE DETAILS FOR ALL TEMPORARY AND PERMANENT TRUSS BRACING AND BRIDGING.TRUSS CHORDS SHALL BE COLD-FORMED FROM MINIMUM NOMINAL 43 MIL (18 GA) ASTM A 653/AGALVANIZED SHEET STEEL, MINIMUM G60 COATING; MINIMUM YIELD STRENGTH OF 55,000 PSI FOR 18 GAAND 16 GA COMPONENTS, OR 50,000 PSI FOR 14 GA AND 12 GA COMPONENTS; MINIMUM TENSILESTRENGTH OF 65,000 PSI FOR 18, 16, 14, 12 GA COMPONENTS.PRIOR TO COMMENCING HELICAL PIER INSTALLATION, THE CONTRACTOR SHALL INSPECT THE WORK OFALL OTHER TRADES AND VERIFY THAT ALL WORK IS COMPLETED TO THE POINT WHERE HELICAL PIERSMAY BE INSTALLED WITHOUT RESTRICTION.THE CONTRACTOR SHALL VERIFY THAT ALL HELICAL PIERS MAY BE INSTALLED IN ACCORDANCE WITH ALLCODES AND REGULATIONS REGARDING SUCH ITEMS AS UNDERGROUND CONSTRUCTIONS, RIGHT-OF-WAYLIMITATIONS, UTILITIES, ETC.IN THE EVENT OF A DISCREPANCY, THE CONTRACTOR SHALL NOTIFY THE OWNER. THE CONTRACTORSHALL NOT PROCEED WITH HELICAL PIER INSTALLATION IN AREAS OF DISCREPANCIES UNTIL THEY HAVERESPONSIBILITY OF THE OWNER.THE TORQUE AS MEASURED DURING THE INSTALLATION SHALL NOT EXCEED THE TORSION STRENGTHRATING OF THE CENTRAL STEEL SHAFTS.07/11/2025