2020.0061.BP0006 STRUCTURAL PLANS - Grocery OutletCODE REQUIRED SPECIAL INSPECTION AND MATERIALS TESTING PROGRAMCONCRETE:POST-INSTALLED ADHESIVE ANCHORS, RODS AND DOWELS INPOST-INSTALLED EXPANSION/WEDGE ANCHORS IN CONCRETECOMMENTSDURATIONINSPECTION AGENCYSPECIAL INSPECTION PROGRAM NOTES:WOOD:PRE-FABRICATED STRUCTURAL ELEMENTSPTESTING LABCOLD-FORMED STRUCTURAL STEEL FRAMING:MATERIAL VERIFICATION, INCLUDING FASTENERSFRAMING MEMBER SIZES, THICKNESS AND SPACINGPPTESTING LABTESTING LAB1.DURATION REFERS TO TIME AND FREQUENCY OF INSPECTION FOR THE PORTIONS OF WORK INDICATED.C = CONTINUOUS INSPECTION IN WHICH THE SPECIAL INSPECTOR IS ON SITE AT ALL TIMES, OBSERVING THE WORK REQUIRING SPECIALINSPECTION.P = PERIODIC INSPECTION IN WHICH THE SPECIAL INSPECTOR IS ON SITE AT TIME INTERVALS NECESSARY TO CONFIRM THAT THE WORKREQUIRING SPECIAL INSPECTION IS IN CONFORMANCE WITH APPROVED PERMIT DRAWINGS AND SPECIFICATIONS.2.THE INSPECTION AGENCIES ARE AS FOLLOWS:ENGINEER:VLMK ENGINEERING + DESIGNTESTING LAB:TO BE DETERMINEDTESTING LAB SHALL PERFORM INSPECTIONS OF ALL PORTIONS OF WORK DESIGNATED IN THE PROGRAM. THE SELECTED INSPECTIONAGENCY SHALL BE AN ACCREDITED, APPROVED SPECIAL INSPECTION AGENCY EMPLOYED BY THE OWNER OR OWNER'S AGENT, NOT THECONTRACTOR OR SUB CONTRACTOR, PER I.B.C. SECTION 1704.1. THE SPECIAL INSPECTORS DUTIES REGARDING THE PORTIONS OF WORKARE DESCRIBED IN CHAPTER 17 OF THE I.B.C.. THE SPECIAL INSPECTOR SHALL BE A QUALIFIED PERSON WHO SHALL DEMONSTRATECOMPETENCE, TO THE SATISFACTION OF THE BUILDING OFFICIAL, FOR INSPECTION OF THE PARTICULAR TYPE OF CONSTRUCTION OROPERATION REQUIRING SPECIAL INSPECTION.3.PRIOR TO THE BEGINNING OF CONSTRUCTION, THE ARCHITECT (OR ENGINEER) SHALL CALL A PRE-CONSTRUCTION MEETING WITH THEARCHITECT, ENGINEER, BUILDING OFFICIAL, CONTRACTOR, AND SPECIAL INSPECTORS TO REVIEW THE SPECIAL INSPECTIONREQUIREMENTS. THE STRUCTURAL OBSERVATION REQUIREMENTS SHALL ALSO BE DISCUSSED DURING THIS MEETING.4.DUTIES OF THE SPECIAL INSPECTOR TO INCLUDE, BUT ARE NOT LIMITED TO:A.ACKNOWLEDGE THE SPECIAL INSPECTION PROGRAM AND THE SPECIAL INSPECTION AND TESTING AGREEMENT, PROVIDED BY THELOCAL JURISDICTION.B.THE SPECIAL INSPECTOR SHALL OBSERVE THE WORK FOR CONFORMANCE WITH THE APPROVED PERMIT DRAWINGS ANDSPECIFICATIONS. ALL DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION,THEN, IF UNCORRECTED, TO THE ENGINEER AND TO THE BUILDING OFFICIAL.C.THE SPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORTS FOR EACH INSPECTION TO THE BUILDING OFFICIAL, ARCHITECT,ENGINEER, CONTRACTOR, AND (OTHER DESIGNATED PARTIES), IN A TIMELY MANNER, AS ESTABLISHED AT THE PRE-CONSTRUCTIONMEETING.D.THE SPECIAL INSPECTOR SHALL SUBMIT A FINAL REPORT STATING WHETHER THE WORK REQUIRING SPECIAL INSPECTION WASINSPECTED, AND WHETHER THE WORK IS IN GENERAL CONFORMANCE WITH THE APPROVED PERMIT DRAWINGS AND SPECIFICATIONSAND THE APPLICABLE WORKMANSHIP PROVISIONS OF THE INTERNATIONAL BUILDING CODE.5.DUTIES OF THE CONTRACTOR INCLUDE, BUT ARE NOT LIMITED TO:A.NOTIFY THE SPECIAL INSPECTOR THAT THE WORK IS READY FOR INSPECTION AT LEAST 24 HOURS BEFORE SUCH INSPECTION.B.ALL WORK REQUIRING SPECIAL INSPECTION SHALL REMAIN ACCESSIBLE AND EXPOSED UNTIL IT HAS BEEN OBSERVED AND INDICATEDTO BE IN CONFORMANCE BY THE SPECIAL INSPECTOR AND APPROVED BY THE BUILDING OFFICIAL.C.PROVIDE THE SPECIAL INSPECTOR WITH ACCESS TO APPROVED PERMIT DRAWINGS AND SPECIFICATIONS AT THE JOB SITE.D.MAINTAIN AT THE JOB SITE, COPIES OF ALL REPORTS SUBMITTED BY THE SPECIAL INSPECTOR.6.THE FOLLOWING INSPECTIONS AND TESTING REQUIREMENTS SHALL BE PERFORMED IN ADDITION TO THOSE REQUIRED BY THE I.B.C.:A.CONCRETE INSPECTION AND TESTING REQUIREMENTS ARE AS FOLLOWS:1)VERIFY THAT THE APPROVED MIX DESIGNS ARE BEING DELIVERED TO THE SITE. BATCH TICKETS SHOULD BE CHECKED FOR ALLTRUCKS ENTERING THE SITE.B.POST INSTALLED ANCHORS IN CONCRETE AND MASONRY SHALL BE INSPECTED AS FOLLOWS:1)PROVIDE 'CONTINUOUS' OR 'PERIODIC' INSPECTION AS INDICATED IN THE SPECIAL INSPECTION TABLE (THIS SHEET). INSPECTIONSARE TO BE IN ACCORDANCE WITH THE MANUFACTURER'S CURRENT PRODUCT EVALUATION REPORT AND INSTALLATIONINSTRUCTIONS.2)A COPY OF THE EVALUATION REPORT AND INSTALLATION INSTRUCTIONS ARE TO BE MAINTAINED ON THE JOB SITE. ICCEVALUATION REPORTS ARE AVAILABLE ONLINE AT WWW.ICC-ES.ORG, AND IAPMO EVALUATIONS REPORTS ARE AVAILABLE ATWWW.IAPMOES.ORG.3)WHERE PERIODIC INSPECTION IS ALLOWED:·THE SPECIAL INSPECTOR MUST BE ON SITE INITIALLY DURING ANCHOR INSTALLATION TO VERIFY MATERIALS ANDPROCEDURES AS REQUIRED BY THE EVALUATION REPORT.·SUBSEQUENT INSTALLATIONS OF THE SAME ANCHOR TYPE AND SIZE BY THE SAME CONSTRUCTION PERSONNEL AREPERMITTED TO BE PERIODICALLY INSPECTED.·A NEW INITIAL INSPECTION SHALL BE MADE FOR ANY CHANGE IN PERSONNEL PERFORMING THE ANCHOR INSTALLATION ORCHANGE IN THE ANCHOR PRODUCT BEING INSTALLED.·FOR ONGOING INSTALLATIONS OVER AN EXTENDED PERIOD, THE SPECIAL INSPECTOR MUST MAKE REGULAR INSPECTIONSTO CONFIRM CORRECT HANDLING AND INSTALLATION. IF DISCREPANCIES ARE NOTED, CONTINUOUS INSPECTION SHOULD BEPROVIDED FOR ALL SUBSEQUENT ANCHORS.4)ADHESIVE ANCHORS IN CONCRETE SHALL ADDITIONALLY CONFORM TO THE FOLLOWING:·CONCRETE IS TO HAVE A MINIMUM AGE OF 21 DAYS AT THE TIME OF ANCHOR INSTALLATION.·CONTINUOUS INSPECTION IS REQUIRED FOR ALL ADHESIVE ANCHORS INSTALLED IN A HORIZONTAL TO VERTICAL OVERHEADORIENTATION.·INSTALLATION OF ADHESIVE ANCHORS IN A HORIZONTAL TO VERTICAL OVERHEAD ORIENTATION ARE TO BE DONE BY ACERTIFIED ADHESIVE ANCHOR INSTALLER (AAI) AS CERTIFIED THROUGH ACI AND IN ACCORDANCE WITH ACI 318-11, SECTIOND.9.2.2. (NOT REQUIRED IN OREGON).·ADHESIVE ANCHORS INSTALLED IN A HORIZONTAL TO VERTICAL OVERHEAD ORIENTATION ARE TO UTILIZE A PISTON PLUG ORRETAINING CAP IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS.PER ICC EVALUATION REPORTCONCRETE, PLACED DOWNWARDLY INCLINEDPTESTING LABPOST-INSTALLED ADHESIVE ANCHORS, RODS AND DOWELS INPER ICC EVALUATION REPORTCONCRETE, PLACED HORIZONTALLY OR UPWARDLY INCLINEDCTESTING LABSEE NOTE 6, ITEM BSEE NOTE 6, ITEM BPER ICC EVALUATION REPORTPTESTING LABSEE NOTE 6, ITEM BSTRUCTURAL NOTESGROCERY OUTLET - YELM, WAVLMK JOB #20190675DIVISION 1 - GENERALA.GENERALA.1.THESE DRAWINGS HAVE BEEN PREPARED SOLELY FOR USE IN THE CONSTRUCTION OF:A.1.a.GROCERY OUTLET YELM, WAA.1.b.902 NE ALGIERS RD SE YELM, WA 98597A.1.c.POSSESSION OF THESE DRAWINGS DOES NOT GRANT A LICENSE TO CONSTRUCT ORFABRICATE THE WHOLE, OR PARTS OF THIS PROJECT IN OTHER LOCATIONSA.2.THESE NOTES SET MINIMUM STANDARDS FOR CONSTRUCTION. THE DRAWINGS GOVERN OVER THEGENERAL NOTES TO THE EXTENT SHOWN.A.3.CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS ON DRAWINGS AND IN FIELD.COORDINATE LOCATIONS OF OPENINGS THROUGH FLOORS, ROOFS AND WALLS WITH ARCHITECTURAL,MECHANICAL AND ELECTRICAL DRAWINGS. NOTIFY VLMK ENGINEERING + DESIGN (VLMK) OF ANYDISCREPANCIES OR IF ACTUAL CONDITIONS DIFFER FROM THOSE SHOWN OR NOTED.A.4.CONTRACTOR SHALL PROVIDE ALL NECESSARY TEMPORARY SUPPORT PRIOR TO COMPLETION OFVERTICAL AND LATERAL LOAD SYSTEMS. VLMK 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 ARESPECIFICALLY RETAINED AND COMPENSATED TO DO OTHERWISE, OUR WORK IS LIMITED TO THE DESIGNOF WORK DESCRIBED ON OUR DRAWINGS FOR THIS PROJECT.A.5.WHERE REFERENCE IS MADE TO ASTM, AISC, ACI OR OTHER STANDARDS, THE LATEST ISSUE SHALLAPPLY.A.6.INSPECTION AND/OR JOB SUPERVISION IS NOT PROVIDED BY VLMK.A.7.ALL WORK SHALL BE IN STRICT COMPLIANCE WITH:A.7.a.2015 INTERNATIONAL BUILDING CODE (IBC) AS AMENDED BY THE STATE OF WASHINGTON(INTERNATIONAL BUILDING CODE, 2015 EDITION, EFFECTIVE JULY 1, 2016)A.7.b.ALL OTHER STATE AND LOCAL BUILDING REQUIREMENTS THAT APPLY.A.8.DESIGN CRITERIA:A.8.a.ROOF LIVE LOADS (PER IBC 1603.1.2)MINIMUM20 PSFA.8.b.ROOF SNOW LOAD (PER IBC 1603.1.3)FLAT-ROOF SNOW LOAD (Pf)20 PSFSNOW EXPOSURE FACTOR (Ce)1.0SNOW LOAD IMPORTANCE FACTOR (Is)1.0THERMAL FACTOR (Ct)1.0A.8.c.WIND LOAD (PER IBC 1603.1.4)ULTIMATE DESIGN WIND SPEED(Vult)110 MPHNOMINAL DESIGN WIND SPEED(Vasd)85 MPHRISK CATEGORYIIWIND EXPOSUREBINTERNAL PRESSURE COEFFICIENT (GCpi)±0.18A.8.d.EARTHQUAKE DESIGN DATA (PER IBC 1603.1.5)SEISMIC IMPORTANCE FACTOR (Ie) 1.0RISK CATEGORYIIMAPPED SPECTRAL RESPONSE ACCELERATIONS Ss = 1.246S1 = 0.496SITE CLASSD (ASSUMED)DESIGN SPECTRAL RESPONSE COEFFICIENTS Sds = 0.832Sd1 = 0.496SEISMIC DESIGN CATEGORYDANALYSIS PROCEDURE USEDEQUIVALENT LATERAL FORCEA.9.MECHANICAL EQUIPMENT, MECHANICAL AND SPRINKLER PIPING LARGER THAN 2 INCHES IN DIAMETEROR ANY OTHER ITEMS PRODUCING A HANGER OR SUPPORT LOAD OF OVER 50 POUNDS SHALL BE HUNGBY A SYSTEM APPROVED BY VLMK. ANY HANGER OR SUPPORT PRODUCING A LOAD OVER 200 POUNDSSHALL HAVE ADDITIONAL FRAMING INSTALLED TO TRANSFER THESE LOADS TO THE MAIN STRUCTURALBEAMS OR WALL UNLESS OTHERWISE APPROVED.A.10.WHERE REQUIRED, SEISMIC BRACING FOR MECHANICAL AND ELECTRICAL EQUIPMENT, SPRINKLERPIPING OR OTHER NON-STRUCTURAL COMPONENTS SHALL BE PROVIDED BY THE CONTRACTOR INACCORDANCE WITH CHAPTER 13 OF ASCE 7-10. STRUCTURAL CALCULATIONS AND DETAILS STAMPED BYA LICENSED ENGINEER SHALL BE SUBMITTED TO VLMK FOR REVIEW.A.11.PROVIDE SHOP DRAWINGS FOR ALL STRUCTURAL PRODUCTS DELIVERED TO THE PROJECT. VLMK WILLREVIEW AND MARK-UP ELECTRONIC SUBMITTALS IN PDF FORMAT OR A MAXIMUM OF THREE HARDCOPIES OF SUBMITTALS. THE CONTRACTOR WILL BE RESPONSIBLE FOR DUPLICATING MARK-UPS IFADDITIONAL COPIES ARE REQUIRED. SUBMITTALS WILL BE REVIEWED AND RETURNED TO THE GENERALCONTRACTOR WITHIN TWO WEEKS. ALL SUBMITTALS SHALL BE REVIEWED AND STAMPED BY THECONTRACTOR PRIOR TO SUBMITTAL TO THE ENGINEER. UNLESS OTHERWISE INDICATED, SHOPDRAWINGS SHALL BE PROVIDED ON THE FOLLOWING:A.11.a.PREFABRICATED STRUCTURAL MEMBERS AND COMPONENTS (E.G. GLULAM BEAMS)A.11.b.STRUCTURAL STEEL AND MISCELLANEOUS STEEL.DIVISION 2 - SITE WORK (NOT USED)DIVISION 3 - CONCRETE AND REINFORCINGA.CONCRETE MIX/MATERIALA.1.STRENGTH: AVERAGE 28 DAY CONCRETE STRENGTH DETERMINED BY JOB CAST LAB CURED CYLINDERTO BE AS INDICATED BELOW PLUS INCREASE DEPENDING ON THE PLANT'S STANDARD DEVIATION ASSPECIFIED IN ACI 318. PROVIDE MIX DESIGNS TO THE ENGINEER FOR ALL CONCRETE TO BE USED.CLEARLY LABEL ALL MIX DESIGNS FOR PROPOSED AREA OF USE.A.2.MINIMUM MIX REQUIREMENTS:LOCATIONMIN. COMP. SLUMP MIN. CEMENT ADMIXTURESSTRENGTH (a) CONTENTINTERIOR SLAB ON GRADE3,000 PSI 2"-4" 517 LB(b), (d)EXTERIOR SLAB ON GRADE3,000 PSI 2"-4" 517 LB(b), (c)MISCELLANEOUS2,500 PSI 0"-5" 470 LB(b)(a) -SLUMP EXCEEDING SPECIFIED LIMITS SHALL NOT BE INCORPORATED IN THE PROJECT EXCEPT BY WRITTEN APPROVAL FROM ENGINEER.(b) -WRA = WATER REDUCING AGENT.(c) -AE = AIR ENTRAINMENT.(d) -POZZUTEC 20 REQUIRED FOR CONCRETE PLACED BELOW 40 DEGREES FAHRENHEIT.A.3.USE TYPE I CEMENT, PER ASTM C-150 UNLESS OTHERWISE APPROVED.A.4.AGGREGATES PER ASTM C33. USE 3/4 INCH MINUS UNLESS OTHERWISE NOTED OR APPROVED.A.5.WATER REDUCING AGENT (WRA) SHALL BE POLYHEED R-1 OR DURACEM 55 (MINIMUM 6 OZ. PER 100POUNDS CEMENT). COMPLY WITH ASTM C-494.A.6.AIR ENTRAINMENT (AE) SHALL COMPLY WITH ASTM C-260 AND SHALL BE USED ONLY WHERE SPECIFIEDAND/OR APPROVED BY ENGINEER.A.7.ACCELERATORS: POZZUTEC 20 NON-CHLORIDE FOR COMPONENTS EXPOSED TO WEATHER IN THECOMPLETED STRUCTURE (WALLS, EXTERIOR PAVING, ETC.), CALCIUM CHLORIDE IN THE INTERIOR SLABSON GRADE. QUANTITY (DOSAGE) TO BE DETERMINED BY CONTRACTOR AND APPROVAL OBTAINED FROMENGINEER BEFORE USE OF ACCELERATORS.A.8.PLACE AND CURE ALL CONCRETE PER ACI CODES AND STANDARDS.A.9.SLEEVES, PIPES OR CONDUITS OF ALUMINUM SHALL NOT BE EMBEDDED IN STRUCTURAL CONCRETEUNLESS EFFECTIVELY COATED.B.REINFORCINGB.1.ALL REINFORCING TO BE ASTM A615 GRADE 60 UNLESS OTHERWISE NOTED.B.2.USE ONLY A706 WELDABLE REBAR IF REBAR IS TO BE WELDED. USE ONLY LOW HYDROGENELECTRODES. ALL WELDING TO BE IN COMPLIANCE WITH AWS D1.4.B.3.FABRICATE AND INSTALL REINFORCING STEEL ACCORDING TO THE MANUAL OF STANDARD PRACTICEFOR DETAILING REINFORCED CONCRETE STRUCTURES - ACI STANDARD 315.B.4.EXTEND REINFORCING TO WITHIN 1 INCH OF SLAB EDGES.DIVISION 4 - MASONRY (NOT USED)DIVISION 5 - METALA.GENERALA.1.ALL STRUCTURAL MEMBERS TO BE DETAILED, FABRICATED AND ERECTED IN ACCORDANCE WITH THELATEST EDITION OF AISC STANDARDS.B.MATERIALSB.1.ALL STEEL PLATE, ANGLES, CHANNELS, ETC. TO BE ASTM A36 TYPICAL UNLESS OTHERWISE NOTED.B.2.UNLESS OTHERWISE NOTED, BOLTS TO BE A325N FOR STEEL TO STEEL CONNECTIONS.B.3.ANCHOR BOLTS AND WOOD CONNECTIONS TO BE A307. PROVIDE STANDARD PLATE WASHERS UNDERALL BOLT HEADS AND NUTS IN CONTACT WITH WOOD.B.4.LAG BOLTS IN WOOD TO BE SAE J429 GRADE 1 WITH MINIMUM DIMENSIONS MEETING ANSI/ASME B.18.2.1.B.5.LIGHT GAUGE STEEL 16 GAUGE AND HEAVIER SHALL BE FORMED FROM STEEL OF ASTM A1003 ST50HWITH (Fy = 50 KSI). LIGHT GAUGE STEEL 18 GAUGE AND LIGHTER SHALL BE FORMED FROM ASTM A1003ST33H WITH (Fy = 33 KSI). DETAIL AND FABRICATE LIGHT GAUGE STEEL PER AISI STANDARDS.B.6.HEADED STEEL STUD CONNECTORS:B.6.a.SHALL BE NELSON GRANULAR FLUX-FILLED HEADED STUDS OR PRIOR APPROVED EQUAL ANDBE MANUFACTURED FROM ASTM A29-12 / A108, GRADES 1010-1020 COLD ROLLED CARBONSTEEL WITH A MINIMUM TENSILE STRENGTH OF 60,000 PSI.B.6.b.STUDS TO BE AUTOMATICALLY END WELDED WITH A STUD WELDING GUN. ALTERNATEWELDING PROCEDURES MAY BE USED ONLY WITH PRIOR WRITTEN APPROVAL FROM THEENGINEER. STUD WELDING, INSPECTION AND TESTING SHALL CONFORM TO AWS D1.1.C.POST-INSTALLED ANCHOR BOLTS:C.1.UNLESS A SPECIFIC ANCHOR PRODUCT IS NOTED IN THE DRAWINGS, POST-INSTALLED ANCHORS MAYUSE ONE OF THE ANCHORS LISTED BELOW FOR THE REQUIRED TYPE AND BASE MATERIAL. OTHERANCHORS ARE ACCEPTABLE ONLY WITH PRIOR WRITTEN APPROVAL OF THE ENGINEER.C.2.INSTALL ALL ANCHORS PER MANUFACTURER'S INSTRUCTIONS.C.3.NOTE THAT ADHESIVE ANCHOR INSTALLATION TEMPERATURES AND CURE TIMES VARY BY PRODUCT.CONSULT MANUFACTURER LITERATURE FOR SPECIFIC REQUIREMENTS.C.4.PROVIDE MINIMUM EMBEDMENT AND SPACING UNLESS NOTED OTHERWISE IN DRAWINGS.C.5.SPECIAL INSPECTION OF ANCHOR INSTALLATION IS REQUIRED UNLESS SPECIFICALLY NOTEDOTHERWISE IN DRAWINGS. SEE SPECIAL INSPECTION AND MATERIALS TESTING PROGRAM AND NOTES.C.6.ADHESIVE ANCHORS:BASE MATERIALPRODUCTREPORT#CONCRETESIMPSON SET-XP EPOXY ADHESIVE ANCHORICC ESR-2508CONCRETESIMPSON AT-XP ADHESIVE ANCHORIAPMO ER-263CONCRETEHILTI HIT-HY 200 ADHESIVE ANCHORICC ESR-3187C.7.EXPANSION ANCHORS:BASE MATERIALPRODUCTREPORT#CONCRETESIMPSON STRONG-BOLT 2 WEDGE ANCHOR ICC ESR-3037CONCRETEHILTI KWIK BOLT TZ ANCHOR ICC ESR-1917D.WELDINGD.1.ALL WELDS TO BE MADE BY CERTIFIED WELDERS TO AWS STANDARDS WITH E70XX ELECTRODES.CONTRACTOR SHALL PAY SPECIAL ATTENTION TO THE MEANS AND METHODS OF CONSTRUCTION THEYANTICIPATE EMPLOYING ON THE PROJECT. SOME WELDS SHOWN AS SHOP WELDS MAY NEED TO BEFIELD WELDS TO AID ERECTION.E.COLD-FORMED STEEL STRUCTURAL FRAMINGE.1.ALL PRODUCTS ARE TO BE MANUFACTURED BY THE CURRENT MEMBERS OF THE STEEL STUDMANUFACTURERS ASSOCIATION (SSMA). INSTALLATION SHALL BE IN ACCORDANCE WITH THE CURRENTICC REPORT (ESR-3064P) AND ASTM C955.E.2.COLD-FORMED STEEL FRAMING SHALL BE INSTALLED IN ACCORDANCE WITH ASTM C1007.E.3.UNLESS OTHERWISE NOTED IN DRAWINGS, STEEL STUD WALL TRACKS ARE TO BE ATTACHED TOCONCRETE FLOORS WITH MINIMUM 0.145 INCH DIAMETER x 1 INCH PENETRATION POWDER ACTUATEDFASTENERS (PAFs) SPACED AT 16 INCHES ON CENTER.E.4.UNLESS OTHERWISE NOTED IN DRAWINGS, STEEL STUDS ARE TO BE 600S162-43 SECTIONS WITHMINIMUM SECTION PROPERTIES (GROSS) AS FOLLOWS: Ix = 2.316 in^4, Sx = 0.772 in^3 AND A = 0.447 in^2.STUDS TO BEAR ON FULL WIDTH OF TOP AND BOTTOM TRACK.E.5.UNLESS OTHERWISE NOTED IN DRAWINGS, STUD SPACING TO BE 16 INCHES ON CENTER.E.6.WALL COVERING MATERIALS AND ATTACHMENT TO BE PER IBC CHAPTER 25.E.7.GALVANIZED COATING TO BE G60 MINIMUM.E.8.CONNECTIONS:E.8.a.WELDING IS ACCEPTABLE WHERE INDICATED ON THE DRAWINGS. ALL WELDS OF GALVANIZEDSTEEL SHALL BE TOUCHED UP WITH A ZINC-RICH PAINT.E.8.b.UNLESS OTHERWISE NOTED IN DRAWINGS, USE #12 SCREWS (16 GAUGE AND HEAVIER), #10SCREWS (18 AND 20 GAUGE) AND #8 SCREWS (22 GAUGE) TO CONNECT COLD-FORMED STEELFRAMING. SCREWS TO BE SELF TAPPING AND DRILLING FROM ONE OF THE FOLLOWING:STEEL STUD FASTENERSREPORT#HILTI KWIK-PRO SELF-DRILLING SCREWSICC ESR-2196ITW BUILDEX TEKS SELF-DRILLING SCREWSICC ESR-1976E.8.c.PLACE SCREWS WITH MINIMUM SPACING AND EDGE DISTANCE OF 3 SCREW DIAMETERS,UNLESS OTHERWISE NOTED ON DRAWINGS. PROVIDE MINIMUM LENGTH FOR SCREW TOPENETRATE BEYOND FASTENED MEMBERS BY AT LEAST TWO FULL DIAMETER THREADS.E.8.d.BOLTS TO BE PLACED IN PRE-DRILLED HOLES IN COMPLIANCE WITH AISI NORTH AMERICANSPECIFICATION, SECTION E3A. STANDARD HOLE SIZES SHOULD NOT EXCEED THE BOLTDIAMETER + 1/32" FOR BOLTS LESS THAN 1/2" DIAMETER, OR BOLT DIAMETER + 1/16" FORBOLTS 1/2" DIAMETER AND GREATER. OVERSIZED OR SLOTTED HOLES SHOULD NOT BE USEDUNLESS SPECIFICALLY NOTED ON DRAWINGS.E.8.e.POWER ACTUATED FASTENERS (PAFs) TO BE USED TO CONNECT COLD FORMED STEELFRAMING TO CONCRETE OR STEEL TO BE ONE OF THE FOLLOWING:POWER ACTUATED FASTENER (PAF)REPORT#HILTI X-U UNIVERSAL KNURLED SHANK FASTENERS (0.157" DIA)ICC ESR-2269DEWALT / POWERS 0.300 HEAD DRIVE PINS (0.145" DIA)ICC ESR-2024F.HOT-DIP GALVANIZINGF.1.HOT-DIP GALVANIZING SHALL BE PROVIDED WHERE INDICATED IN THE DRAWINGS IN ACCORDANCE WITHTHE FOLLOWING:F.1.a.GALVANIZE STEEL MEMBERS, FABRICATIONS, AND ASSEMBLIES AFTER FABRICATION BY THEHOT DIP PROCESS IN ACCORDANCE WITH ASTM A123.F.1.b.GALVANIZE BOLTS, NUTS, WASHERS AND IRON AND STEEL HARDWARE COMPONENTS INACCORDANCE WITH ASTM A153.F.1.c.SAFEGUARD PRODUCTS AGAINST STEEL EMBRITTLEMENT IN CONFORMANCE WITH ASTM A143.F.1.d.GALVANIZE REINFORCING STEEL IN ACCORDANCE WITH ASTM A767.F.1.e.WHERE GALVANIZED STEEL WILL HAVE ADDITIONAL COATINGS, PREPARE SURFACE FORPAINTING IN ACCORDANCE WITH ASTM D6386 OR POWDER COATING IN ACCORDANCE WITHASTM D7803.F.1.f.REPAIR AREAS DAMAGED BY WELDING, FLAME CUTTING OR DURING HANDLING, TRANSPORTOR ERECTION BY ONE OF THE APPROVED METHODS IN ACCORDANCE WITH ASTM A780WHENEVER DAMAGE EXCEED 3/16 INCH IN WIDTH. MINIMUM THICKNESS REQUIREMENTS FORTHE REPAIR ARE DESCRIBED IN ASTM A123.F.1.g.AIR HOLES REQUIRED BY THE GALVANIZING PROCESS ARE TO BE INDICATED ON THE SHOPDRAWINGS AND APPROVED BY THE ENGINEER PRIOR TO FABRICATION AND GALVANIZING.WHERE AIR HOLES ARE EXPOSED TO WEATHER OR VIEW, THEY ARE TO BE FILLED ANDGROUND SMOOTH FOLLOWING THE GALVANIZING PROCESS FOR WATER-TIGHTNESS ANDVISUAL APPEARANCE.DIVISION 6 - WOODA.ROUGH CARPENTRYA.1.LUMBER SPECIES AND GRADES TO BE AS FOLLOWS UNLESS OTHERWISE SHOWN ON DRAWINGS:BUCKS, BLOCKING, BRIDGING AND MISCELLANEOUS: DOUGLAS FIR OR HEM FIR #3PLATES AND HEADERS:KILN DRIED DOUGLAS FIR #2POSTS, COLUMNS (SAWN): DOUGLAS FIR #1ROOF, FLOOR AND WALL SHEATHING:APA RATED SHEATHING, EXPOSURE 1, CONFORMING TO APA PERFORMANCE STANDARD PS 1-95AND EXCERPT NER-108. SEE DRAWINGS FOR REQUIRED THICKNESS OF SHEATHING AND/ORSPAN RATING. INSTALL ROOF AND FLOOR SHEATHING WITH LONG DIMENSION PERPENDICULARTO SUPPORTS UNLESS OTHERWISE NOTED. USE SPACERS TO PROVIDE 1/8 INCH END AND EDGEJOINTS WHENEVER SHEATHING IS EXPOSED TO WET WEATHER. FILL ANY JOINT SPACING OVER3/8 INCH UNLESS OTHERWISE APPROVED BY ENGINEER. INSTALL 2x4 OR THICKER BLOCKING ATUNSUPPORTED JOINTS IN WALL SHEATHING. BLOCK ROOF OR FLOOR SHEATHING WHERENOTED ON DRAWINGS.GLULAM BEAMS:-Fb = 2400 PSI, E = 1,800,000 PSI PER ANSI A190.1 SPECIFICATION.-SIMPLE SPANS COMBINATION: 24F-V4-CANTILEVER SPANS COMBINATION: 24F-V8-SUBMIT CERTIFICATE OF CONFORMANCE INDICATING MEMBERS MEET THEREQUIREMENTS OF ANSI A190.1.MICROLLAM (LVL):-ALL LVL SHALL BE MANUFACTURED BY TRUSJOIST.BEAMS/HEADERS:-Fb = 2600 PSI, E = 2,000,000 PSI, Fv = 285 PSIA.2.PROVIDE FIRE BLOCKING AS REQUIRED AND BLOCKING FOR ALL SPECIFIED WALL-MOUNTED ITEMS INCLUDING CABINETS, DOORSTOPS, ETC.A.3.CONNECTORS:A.3.a.TIE STRAPS, FRAMING ANCHORS, HANGERS, STIRRUPS, COLUMN CAPS, COLUMN BASES, ETC.,TO BE SIMPSON AS DETAILED, OR AS APPROVED.A.3.b.FULLY FASTEN ACCORDING TO MANUFACTURER'S SCHEDULE USING LARGEST SIZE SHOWN.A.3.c.ALL BEAMS AND JOISTS NOT BEARING ON ANOTHER MEMBER TO CONNECT WITH 'U' TYPEHANGERS UNLESS OTHERWISE NOTED ON DRAWINGS.A.3.d.NAILING: ALL NAILS SPECIFIED IN THE DRAWINGS TO BE "COMMON" NAILS UNLESS OTHERWISENOTED. ALL NAILING SHALL COMPLY WITH IBC FASTENING SCHEDULE PER CHAPTER 23.OBTAIN ENGINEERS APPROVAL OF ALL PROPRIETARY NAILING SYSTEMS.A.3.e.NAILS AT ROOF AND WALL DIAPHRAGMS TO BE DRIVEN SO THAT THEIR HEAD OR CROWN ISFLUSH WITH THE SURFACE OF THE SHEATHING. CHECK AND RESINK IF NEEDED, IMMEDIATELYBEFORE ROOFING.A.3.f.BOLTS - SEE DIVISION 5, METAL.A.3.g.CORROSION PROTECTION:A.3.g.a.CONFIRM REQUIRED CORROSION PROTECTION FOR HARDWARE AND FASTENERSWITH SPECIFIC RECOMMENDATIONS FROM PRESSURE TREATING MANUFACTUREROR HANGER MANUFACTURER (USE MOST CONSERVATIVE) FOR SPECIFIC WOODTREATMENTS USED.A.3.g.b.MINIMUM CORROSION PROTECTION ON METAL CONNECTORS EXPOSED TO THEENVIRONMENT OR PRESSURE TREATED LUMBER TO BE PER ASTM A653 CLASS 185(SIMPSON ZMAX) OR ASTM A123.A.3.g.c.FASTENERS FOR PRESSURE TREATED LUMBER MUST BE MINIMUM HOT-DIPGALVANIZED, STAINLESS STEEL, SILICON BRONZE OR COPPER.A.3.g.d.HOT-DIP GALVANIZED HARDWARE AND FASTENERS MUST COMPLY WITH ASTMA153, STAINLESS STEEL FASTENERS TO BE TYPE 304 OR TYPE 316.A.3.g.e.HARDWARE AND FASTENERS USED TOGETHER MUST BE THE SAME TYPE (E.G.HOT-DIP GALVANIZED NAILS WITH HOT-DIP GALVANIZED HANGERS).A.4.DELIVERY AND STORAGE: ALL LUMBER AND SHEATHING DELIVERED TO THE SITE, SHALL BE STACKED ORSTORED OFF THE GROUND AND PROPERLY PROTECTED AGAINST WEATHER.A.5.CUTTING AND NOTCHING OF JOISTS NOT ALLOWED. A 1 INCH DIAMETER HOLE MAY BE DRILLED IN THECENTER 1/3 OF THE MEMBER DEPTH. ALL OTHER HOLES TO BE APPROVED BY ENGINEER.SHEET NO.This drawing was prepared for useon a specific sitecontemporaneously with its issuedate and it is not suitable for use ona different project site or at a latertime. Use of this drawing forreference or example on anotherproject requires the services ofproperly licensed architects andengineers. Reproduction of thisdrawing for reuse on another projectis not authorized and may becontrary to the law.COPYRIGHT NOTICESHEET TITLECONSULTANTISSUE BLOCKARCHITECT OF RECORD:JAMES A. HAILEY6700 ANTIOCH PLAZASUITE 300MERRIAM, KS 66204902 NE ALGIERS RD SE
YELM, WA 98597NO.DATEDESCRIPTIONG:\Acad2019\20190675\00 Drawings\20190675 S0.0 Notes & Inspections.dwg12/31/2014 9:22 AM
2/6/20DRAWN BY:CHECKED BY:DATE:ERO20190675JOB #JJEVLMK.COM3933 SW Kelly AvenuePortland, Oregon 97239503.222.4453STRUCTURAL NOTESAND SPECIALINSPECTIONSS0.02/14/2020EXP 1/31/2021
GF1DCBA23456167'-11"28'-0"39'-11"32'-6"32'-0"35'-7"138'-0"12'-5"34'-8"22'-8"22'-8"22'-10"E22'-9"FOUNDATION LEGEND: (E) CMU WALL(E) 2x6 AT 16" O.C.FOUNDATION NOTES: 1.CONTRACTOR TO VERIFY ALL DIMENSIONS AND ELEVATIONS WITHARCHITECTURAL DRAWINGS.2.CONTRACTOR TO VERIFY EXISTING FRAMING WITH CONDITIONSSHOWN OR NOTED PRIOR TO BEGINNING WORK. NOTIFY ENGINEERIF DISCREPANCIES OCCUR.3.REPLACEMENT SLABS TO MATCH EXISTING SLAB THICKNESS(4" MINIMUM) WITH #4 BARS AT 24" O.C. EACH WAY, TYPICAL UNLESSOTHERWISE NOTED ON PLAN. DOWEL NEW SLABS TO EXISTING PERDETAIL (1/S2.0).(N) COLUMN PER PLAN(N) NON-BEARING WALL PER ARCH(E) TS COLUMNFOUNDATION PLAN1/8" = 1'-0"AS1.0SEE FOUNDATION NOTE 3FOR SLAB REQUIREMENTSAT TRENCH CUTS, TYPICALCOMPRESSOR RACK,WEIGHT = 8,200 LBS MAX,ANCHOR PER DETAIL (3/S2.0)NEW VACUUM DRAINAGE SYSTEM,WEIGHT = 1,000 LBS MAX,ANCHOR PER DETAIL (4/S2.0)S2.012(N) 3 1/8 x 9 GLB (ABOVE)5S2.0PARTITIONWALL ABOVE4x4 WOOD POST TO SUPPORT HEADERABOVE, PROVIDE SIMPSON 'ABU' POSTBASE WITH 5/8" DIA x 2 1/4" EMBEDEXPANSION ANCHOR, TYPICAL (2) PLACES1S2.0FULLY SEAT BEAM ON COLUMNAND PROVIDE SIMPSON 'ECCQ'POST CAP AT BEAM TO COLUMNATTACHMENT, TYPICAL(N) SOLID GROUTED CMUS2.02TYPICAL ATPERIMETEROF NEW SLABFOUNDATION PLANS1.0SHEET NO.This drawing was prepared for useon a specific sitecontemporaneously with its issuedate and it is not suitable for use ona different project site or at a latertime. Use of this drawing forreference or example on anotherproject requires the services ofproperly licensed architects andengineers. Reproduction of thisdrawing for reuse on another projectis not authorized and may becontrary to the law.COPYRIGHT NOTICESHEET TITLECONSULTANTISSUE BLOCKARCHITECT OF RECORD:JAMES A. HAILEY6700 ANTIOCH PLAZASUITE 300MERRIAM, KS 66204902 NE ALGIERS RD SE
YELM, WA 98597NO.DATEDESCRIPTIONG:\Acad2019\20190675\00 Drawings\20190675 S1.0 Foundation Plan.dwg12/31/2014 9:22 AM
2/6/20DRAWN BY:CHECKED BY:DATE:ERO20190675JOB #JJEVLMK.COM3933 SW Kelly AvenuePortland, Oregon 97239503.222.4453EXP 1/31/20212/14/2020
GF1DCBA23456167'-11"28'-0"39'-11"32'-6"32'-0"35'-7"138'-0"12'-5"34'-8"22'-8"22'-8"22'-10"E22'-9"ROOF FRAMING PLAN1/8" = 1'-0"AS1.1ROOF FRAMING NOTES: 1.CONTRACTOR TO VERIFY ALL DIMENSIONS AND ELEVATIONS WITHARCHITECTURAL DRAWINGS.2.CONTRACTOR TO VERIFY EXISTING FRAMING WITH CONDITIONSSHOWN OR NOTED PRIOR TO BEGINNING WORK. NOTIFY ENGINEERIF DISCREPANCIES OCCUR.3.CONTRACTOR TO VERIFY ALL MECHANICAL UNIT SIZES, LOCATIONSAND WEIGHTS.4.PROVIDE CRICKET ON HIGH SIDE FOR PROPER DRAINAGE AROUNDUNIT.5.FOR NEW OPENINGS LESS THAN 24" x 24", PROVIDE 4x6 HEADERFRAMING WITH SIMPSON 'HU46TF' HANGER EACH END AROUNDPERIMETER.ROOF FRAMING LEGEND: (E) CMU WALL(E) 2x6 AT 16" O.C.(N) COLUMN PER PLAN(E) TS COLUMN(E) GLB(E) GLB(E) GLB(E) GLB(E) GLB(E) GLB(E) GLB(E) GLB(E) GLB(E) GLB(E) GLB(E) GLB(E) GLB(E) GLB(E) GLB(E) GLB(E) GLB(E) GLB(E) GLB(E) GLB2x AT 16" O.C.2x AT 24" O.C.NEW 3 1/8 x 10 1/2 GLB, SECURE WITHSIMPSON 'HGUS3.25/10' FACE MOUNTHANGER, TYPICAL (2) PLACESNEW 3 1/8 x 12 GLB, SECUREWITH SIMPSON 'HGUS3.25/10'FACE MOUNT HANGER,TYPICAL (2) PLACESNEW DOAS UNIT,WEIGHT = 2,250 LBSNEW CONDENSING UNIT FORREFRIG, WEIGHT = 3,755 LBS6S2.0NEW ROOF HATCH OPENING,PROVIDE 4x6 HEADER FRAMINGWITH SIMPSON 'HU46TF' HANGEREACH END AROUND PERIMETER(E) 17" DEEP OPEN-WEB WOOD CHORD PURLINSAT 48" O.C. TYPICAL U.O.N9S2.09S2.09S2.09S2.07S2.08S2.08S2.013S2.014S2.015S2.0SHEET NO.This drawing was prepared for useon a specific sitecontemporaneously with its issuedate and it is not suitable for use ona different project site or at a latertime. Use of this drawing forreference or example on anotherproject requires the services ofproperly licensed architects andengineers. Reproduction of thisdrawing for reuse on another projectis not authorized and may becontrary to the law.COPYRIGHT NOTICESHEET TITLECONSULTANTISSUE BLOCKARCHITECT OF RECORD:JAMES A. HAILEY6700 ANTIOCH PLAZASUITE 300MERRIAM, KS 66204902 NE ALGIERS RD SE
YELM, WA 98597NO.DATEDESCRIPTIONG:\Acad2019\20190675\00 Drawings\20190675 S1.1 Roof Framing Plan.dwg12/31/2014 9:22 AM
2/6/20DRAWN BY:CHECKED BY:DATE:ERO20190675JOB #JJEVLMK.COM3933 SW Kelly AvenuePortland, Oregon 97239503.222.4453ROOF FRAMING PLANS1.1EXP 1/31/20212/14/2020
1 1/2" = 1'-0"1S2.0SLAB DOWEL DETAILd 1/4 d CLR#4 x 12" DOWELS AT 48" O.C.,EPOXY EMBED 4" MIN INTOEDGE OF EXISTING SLABNEW CONCRETE SLABPER PLANEXISTING SLAB ON GRADETO REMAIN1 1/2" CLR8"2'-0"1'-6" MIN 6" MIN
REINFORCING PER PLAN#5 x CONT TOP AND BOTTOM1 1/2" = 1'-0"2S2.0TURNDOWN SLAB DETAILVACUUM EQUIPMENT ANCHORAGEPLAN VIEW3/8" DIA x 2" EMBEDEXPANSION ANCHOREXISTING CONCRETE SLABTUBE STEEL LEG ANDBASE PLATE PER MFR.VACUUM DRAINAGESYSTEM BY OTHERSANCHOR POINT,(4) MINIMUM1" = 1'-0"4S2.06S2.0CONDENSER UNIT ANCHORAGE1" = 1'-0"7S2.0DOAS UNIT ANCHORAGE1" = 1'-0"5/8" DIA x 3" LONG LAG SCREW ATEACH LEG, (8) TOTAL FOR UNIT6x6 SLEEPER, EXTEND SLEEPER PASTEACH END AS SHOWN, ATTACH WITH(2) 1/4" DIA x 8" SIMPSON 'SDS' SCREWAT 12" O.C. INTO SUPPORTING BEAMCONDENSING UNITBY OTHERSNEW GLBPER PLANNOTE:DEMO ROOFING AND INSULATION ASREQUIRED TO ENSURE SLEEPER ISINSTALLED DIRECTLY ON SHEATHINGBUILD UP LOW SIDE AS REQUIRED WITH2x6 FLAT SECURED WITH #12 x 3" LONGWOOD SCREWS AT 12" O.C. STAGGERED,MULTIPLE PLIES ARE ACCEPTABLEPARTITION WALL DETAIL1/2" = 1'-0"S2.0+9'-4" (VERIFY)B.O. BEAM45° ±362S162-33 (MIN)BRACING AT 48" O.C.600S162-33 (MIN) VERTICALSTUDS AT 24" O.C.SECURE BRACE TO STUDWITH (3) #10 SCREWSALIGN BRACE WITH EXISTINGJOIST AND ATTACH WITH(3) #10 x 1 1/2" LONG WOOD SCREWS4x4 HEADER TO SPAN BETWEEN EXISTING JOISTS, CONNECTAT EACH END WITH SIMPSON 'LUS' FACE MOUNT HANGER16GA DEFLECTION TRACK WITH2" FLANGES, DEPTH TO MATCHSTUD, ATTACH TOP TRACK TOHEADER WITH #10 x 1 1/2" LONGWOOD SCREWS AT 6" O.C.,STAGGEREDEXISTING OPEN-WEBJOIST PER PLAN5GLULAM HEADER PER PLAN600T150-33 (MIN) TOP AND BOTTOM,SECURE TO STUD WITH (2) #10 SCREWS,SECURE TO BEAM WITH #10 x 3" LONGWOOD SCREWS AT 12" O.C., STAGGERED5'-0"2'-0" EXISTING ROOF JOIST5'-0"2'-0"362S162-43 STUDS AT 24" O.C. BETWEENBRACES, PROVIDE (2) 362S162-43 POSTPER AT EACH DIAGONAL BRACE, TYPICALCONTINUOUS 362S162-54 NESTED IN 362T150-54, ATTACHTO EACH VERTICAL STUD WITH (2) #10 SCREWS, TYPICALL4x4 x 1'-0" x 12 GA BENT PLATE WITH(4) 3/8" x 3" LAG SCREWS, TYPICALSECURE TRACK WITH(2) 3/8" x 3" LAG SCREWSAT EACH SLEEPER, TYPICAL362T150-54 TRACK TOPAND BOTTOM, TYPICAL362S162-43 DIAGONAL BRACE AT 8'-0" O.C. WITH(5) #10 SCREWS EACH END, CLIP FLANGES ANDINSERT WEB BETWEEN DOUBLE VERTICAL STUDP.T. SLEEPER PERPLAN, SECURE WITH(4) 5/8" DIA x REQUIREDLAG SCREWSA11L6x3 x 0'-3" x 12 GA BENT PLATE WITH(6) #10 SCREWS INTO STUD AND(2) 3/8" DIA x 3" LONG LAG SCREWS,TYPICAL AT DOUBLE STUDFINISHES PER ARCH22 GA CAP FLASHINGWITH DRIP EDGE3" MIN TYP4"
MIN AT DIAGBRACES5"
5'-0"2'-0"11SISTER 2x TO EXISTINGSUB-PURLIN WITH 10d NAILS AT12" O.C., STAGGERED, TYPICALUNDER SLEEPERNOTE:SEE DETAIL (13/S2.0) FOR MORESCREENWALL INFORMATION114x BLOCKING,SECURE WITH 'BA'TOP FLANGE HANGER4x8 BLOCKING,SECURE WITH 'BA48'TOP FLANGE HANGEREXISTINGROOF JOISTNOTE:SEE DETAIL (13/S2.0) FOR MORESCREENWALL INFORMATIONEXISTING JOISTPER PLANUNIT CASINGUNIT BASE AND BASE RAILSUPPORT FRAMING PERPLAN, SIZE VARIESSECURE ANCHOR TO UNIT WITH(4) #12 x 1 1/2" TEK SCREWSROOFING BY OTHERSGALVANIZED SHEET METALCOUNTER FLASHING16 GAUGE STEEL 'CANFAB'OR EQUAL ANCHOR, (4)TOTAL, (1) EACH CORNERON LONG SIDES OF UNITSECURE CURB TO SUPPORT FRAMINGWITH #14 WOOD SCREWS AT EACHCORNER AND AT 2'-0" O.C. MAXIMUMSPACING, SCREWS MUST BE LONGENOUGH TO PENETRATE SUPPORTFRAMING 2" MINIMUMEXISTING ROOF SHEATHING,REMOVE UNDER UNIT AS REQUIREDMINIMUM 2x P.T. LEVELPLATFORM BY CONTRACTORUNIT MOUNTING CURB BY UNITMANUFACTURERSECURE ANCHOR TO CURB WITH(4) #12 x 1 1/2" TEK SCREWS, TYPICALWOOD NAILERTHREAD A.T.R INTO TOP OF UNIT,TYPICAL AT EACH CORNER3/8" DIA A.T.R. WITH UNISTRUT'P1062' WASHER, TYPICALVRF BYOTHERSUNISTRUT 'P100T'VIBRATION SPRING HANGERWITH LOAD CAPACITY OF100 POUNDS MINIMUM,TYPICAL AT EACH A.T.R.12" MAXCONDENSER UNIT ANCHORAGE1" = 1'-0"8S2.0UNISTRUT CONNECTION DETAILS2.011UNISTRUT CONNECTION DETAIL1/2" = 1'-0"S2.0100'-4" MIN11S2.01'-0" MIN1'-0" MIN1/2" = 1'-0"EXISTING OPEN-WEBWOOD JOIST, TYPICALNOTE:1.SEE DETAILS (11/S2.0) AND(12/S2.0) FOR UNISTRUTCONNECTION TO JOISTS2.ADJUST VRF LOCATION ASNECESSARY TO AVOIDCONFLICT WITH JOISTSUSPENDED VRF DETAIL1" = 1'-0"9S2.0BBEAM PER PLAN3"
MIN CONDENSERBY OTHERS1/2" DIA MACHINE BOLTS,(4) PER SIDE, (8) TOTAL6"
MAX 1/4BEARING PL 1/4 x 4 WITH(2) 5/8" DIA A325 BOLTSSTUB COLUMN PER PLANABASE PLATE1 1/2"TYP1 1/2"TYP1/4BEARING PL 1/4 x 6 1/2 WITH(4) 1/2" DIA A325 BOLTSSTUB COLUMN PER PLAN1 1/2"TYP1 1/2"TYPBBEARING PLATEA1" = 1'-0"S2.0COMP. RACK ANCHORAGE DETAIL33"TYP1/4" x REQUIRED BENT PLATE WITH3/8" DIA MACHINE BOLT TO UNIT AND3/8" DIA x 2" EMBED EXPANSIONANCHOR(S), (2) EACH SIDE OF RACK,(8) TOTALEXISTING CONCRETE SLAB1 1/2"TYP1 1/2"TYPNOTE:DO NOT WELD BENTPLATE TO COMPRESSORRACK FRAME.COMPRESSORRACK BYOTHERS3" CLR3" CLR EXISTINGSIDEWALK/GRADE,DEMO AND REPLACEAS REQUIRED#4 HORIZONTAL AT 24" O.C.#4 DOWEL x 0'-6"AT 24" O.C.CONCRETE SLAB PER PLAN#5 FOOTING DOWELS AT 16" O.C.,ALTERNATE HOOK AT FOOTINGAND LAP 3'-0" MINIMUM WITHVERTICAL WALL REINFORCING2'-0"(3) #5 x CONT AT BOTTOM(2) #4 AT TOP OF WALL#5 VERTICAL AT 32" O.C. CENTEREDCMU WALL PER PLANTRASH ENCLOSURE DETAIL1" = 1'-0"12S2.02'-6"1'-0"8"6'-0" MAXCONTINUOUSCONCRETE FOOTING1" = 1'-0"S2.0SCREEN WALL DETAIL13NEW 4x6, SECURE WITHNEW SIMPSON 'HU46TF'TOP FLANGE HANGER1" = 1'-0"S2.0SCREEN WALL DETAIL141" = 1'-0"S2.0SCREEN WALL DETAIL152x BLOCKING1/4" DIA x 3" LAG SCREWWITH UNISTRUT 'P1062'UNISTRUT PER PLAN2x REINFORCING MEMBEREACH SIDE OF WEBJOIST BOTTOM CHORDJOIST WEB(2) #12 x 3" LONG WOODSCREWS AT 12" O.C., TYPICALEXISTING JOIST PER PLAN2x4 x 0'-6" BLOCKINGWITH (4) #12 x 3" LONGWOOD SCREWS,TYPICAL (3) PLACES2x6 REINFORCING MEMBEREACH SIDE OF WEBUNISTRUT PER PLANSHEET NO.This drawing was prepared for useon a specific sitecontemporaneously with its issuedate and it is not suitable for use ona different project site or at a latertime. Use of this drawing forreference or example on anotherproject requires the services ofproperly licensed architects andengineers. Reproduction of thisdrawing for reuse on another projectis not authorized and may becontrary to the law.COPYRIGHT NOTICESHEET TITLECONSULTANTISSUE BLOCKARCHITECT OF RECORD:JAMES A. HAILEY6700 ANTIOCH PLAZASUITE 300MERRIAM, KS 66204902 NE ALGIERS RD SE
YELM, WA 98597NO.DATEDESCRIPTIONG:\Acad2019\20190675\00 Drawings\20190675 S2.0 Structural Details.dwg12/31/2014 9:22 AM
2/6/20DRAWN BY:CHECKED BY:DATE:ERO20190675JOB #JJEVLMK.COM3933 SW Kelly AvenuePortland, Oregon 97239503.222.4453STRUCTURAL DETAILSS2.0EXP 1/31/20212/14/2020