Structural Drawings - Building ASHEET INDEXS1.0GENERAL STRUCTURAL NOTESS1.1GENERAL STRUCTURAL NOTESS2.1FOUNDATION PLAN - BLDG AS3.0TYPICAL FOUNDATION DETAILSS3.1FOUNDATION DETAILSS4.1LOW ROOF/ SECOND FLOOR FRAMING PLAN - BLDG AS4.2UPPER ROOF FRAMING PLAN - BLDG AS5.0TYPICAL FRAMING DETAILSS5.1FRAMING DETAILSS5.2FRAMING DETAILSS5.3FRAMING DETAILSGENERAL NOTES:A.CONSTRUCTION DOCUMENTS:1.THE CONTRACTOR SHALL REVIEW THE APPROVED CONSTRUCTION DOCUMENTSAND NOTIFY THE ENGINEER OF ANY ERRORS OR DISCREPANCIES PRIOR TO THESTART OF CONSTRUCTION.2.CONTRACTOR IS RESPONSIBLE FOR USING QUALIFIED SUB CONTRACTORSEXPERIENCED IN THIS TYPE OF CONSTRUCTION.3.THE CONTRACTOR SHALL FURNISH AND INSTALL EVERYTHING REQUIRED TOPROVIDE A COMPLETE STRUCTURE AS SHOWN HEREIN. IF THERE IS ANOMISSION ON THE PLANS, SUCH OMISSION SHALL NOT BE CONSTRUED TO MEANTHAT THE CONTRACTOR IS NOT REQUIRED TO FURNISH OR PROVIDEEVERYTHING THAT IS NECESSARY TO COMPLETE THE PROJECT TO THE MINIMUMREQUIREMENTS OF THE 2015 INTERNATIONAL BUILDING CODE AND ALL OTHERSPECIFICATIONS, CODES AND STANDARDS NOTED ON THE APPROVEDCONSTRUCTION DOCUMENTS.4.THE CONTRACTOR SHALL NOTIFY THE OWNER IMMEDIATELY IF ANYUNIDENTIFIED EXISTING UNDERGROUND UTILITIES ARE DISCOVERED. THEENGINEER IS NOT RESPONSIBLE FOR THE LOCATIONS OF EXISTINGUNDERGROUND UTILITIES WHETHER OR NOT SHOWN ON THE DRAWINGS.5.THE APPROVED STRUCTURAL DRAWINGS ARE PART OF THE OVERALLCONSTRUCTION DOCUMENT SET AND SHALL BE REFERENCED IN CONJUNCTIONWITH OTHER APPROVED CONSTRUCTION DOCUMENTS INCLUDING, BUT NOTLIMITED TO, CIVIL, ARCHITECTURAL, MECHANICAL, ELECTRICAL, LANDSCAPEAND GEOTECHNICAL DOCUMENTS.a.SEE ARCHITECTURAL DRAWINGS FOR THE FOLLOWING: HORIZONTAL ANDVERTICAL DIMENSIONS NOT SHOWN ON THE STRUCTURAL PLANS. SIZEAND LOCATIONS OF DOOR AND WINDOW OPENINGS. SIZE ANDLOCATIONS OF ROOF AND FLOOR OPENINGS. SIZE AND LOCATIONS OFINTERIOR NON-BEARING AND NON STRUCTURAL WALLS. CEILINGASSEMBLIES; WALL, FLOOR AND ROOF FINISHES; AND HANDRAILS.b.SEE MECHANICAL, PLUMBING, AND ELECTRICAL DRAWINGS FOR THEFOLLOWING: SIZE AND LOCATION OF PIPES, SLEEVES, AND DUCTPENETRATIONS. EQUIPMENT SIZES AND LOCATION. EQUIPMENT CURBSAND MOUNTING BRACKETS OR ANCHORS.c.SEE CIVIL, GEOTECHNICAL, OR LANDSCAPE DRAWINGS AND REPORTSFOR THE FOLLOWING: SITE TOPOGRAPHY, EXCAVATION ANDCOMPACTION REQUIREMENTS, FINISH GRADE SLOPE AND DRAINAGE,AND SITE ELEVATION.6.THE STRUCTURAL DRAWINGS REPRESENT THE FINISHED STRUCTURE. THEY DONOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALLPROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE DURINGCONSTRUCTION. SUCH MEASURES SHALL INCLUDE, BUT ARE NOT LIMITED TO,BRACING AND/OR SHORING FOR LOADS DUE TO CONSTRUCTION EQUIPMENT,ETC. CONTRACTOR AT HIS/HER OWN EXPENSE SHALL ENGAGE PROPERLYQUALIFIED PERSONS TO DESIGN BRACING, SHORING, ETC. OBSERVATION VISITSTO THE SITE BY THE ENGINEER SHALL NOT INCLUDE OBSERVATION OF THEABOVE NOTED ITEMS.7.UNDER NO CIRCUMSTANCES CAN STRUCTURAL COMPONENTS BESUBSTITUTED, OMITTED, SPLICED, OR ALTERED FROM THE APPROVED SET OFCONSTRUCTION DOCUMENTS WITHOUT WRITTEN APPROVAL FROM THEENGINEER.B.DIMENSIONS AND NOTATIONS:1.WRITTEN DIMENSIONS SHALL TAKE PRECEDENCE OVER SCALED DIMENSIONS.DO NOT SCALE DRAWINGS.2.FOR ANY MISSING DIMENSIONS REFER TO THE ARCHITECTURAL DRAWINGS ORTHE DRAWINGS OF APPLICABLE TRADE.3.ABBREVIATIONS USED ON THE APPROVED CONSTRUCTION DOCUMENTS SHALLBE CONSIDERED TYPICAL ABBREVIATIONS FOR THE INDUSTRY. THECONTRACTOR SHALL BE RESPONSIBLE TO NOTIFY THE ENGINEER IMMEDIATELYOF ANY ABBREVIATIONS THAT ARE UNKNOWN TO THE CONTRACTOR.C.TYPICAL NOTES AND DETAILS:1.SPECIFIC NOTES AND DETAILS SHALL TAKE PRECEDENCE OVER STANDARDTYPICAL NOTES AND DETAILS.2.STANDARD TYPICAL NOTES AND DETAILS ARE TO BE USED WHEN REFERRED TOOR WHEN NO OTHER MORE RESTRICTIVE OR DIFFERENT DETAILS ARE SHOWNON THE DRAWINGS.3.WORK NOT PARTICULARLY SHOWN OR SPECIFIED SHALL BE THE SAME ASSIMILAR PARTS THAT ARE SHOWN OR SPECIFIED.D.SHOP DRAWINGS:1.SHOP DRAWINGS SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER IN ATIMELY FASHION PRIOR TO FABRICATION AND CONSTRUCTION. UNLESSOTHERWISE STATED, A MINIMUM OF 5 WORKING DAYS AFTER RECEIPT OF SHOPDRAWINGS SHALL BE CONSIDERED AN ACCEPTABLE TIME PERIOD FOR THESTRUCTURAL ENGINEER REVIEW PROCESS.2.A MINIMUM OF (2) HARD COPY SETS SHALL BE SUBMITTED TO THE STRUCTURALENGINEER FOR REVIEW. THE STRUCTURAL ENGINEER WILL MAINTAIN (1) SETFOR REFERENCE PURPOSES. THE CONTRACTOR SHALL MAINTAIN (1) SET AT THEJOB SITE DURING THE DURATION OF CONSTRUCTION.3.CONTRACTOR SHALL REVIEW AND STAMP SHOP DRAWINGS PRIOR TOSUBMISSION TO THE STRUCTURAL ENGINEER. CONTRACTOR SHALL REVIEW FORCOMPLETENESS AND COMPLIANCE WITH CONTRACT DOCUMENTS.4.SHOP DRAWINGS ARE NOT A PART OF THE CONSTRUCTION DOCUMENTS. THESTRUCTURAL ENGINEER REVIEW DOES NOT GIVE PERMISSION TO DEVIATEFROM THE APPROVED CONSTRUCTION DOCUMENTS. WHERE THE SHOPDRAWINGS AND THE CONSTRUCTION DOCUMENTS DIFFER, THE MORE STRICTOF THE TWO SHALL GOVERN UNLESS WRITTEN APPROVAL FROM THESTRUCTURAL ENGINEER PERMITS OTHERWISE.E.INSPECTIONS, SPECIAL INSPECTIONS, AND SITE VISITS (STRUCTURALOBSERVATIONS):1.INSPECTIONS BY THE BUILDING OFFICIAL ARE REQUIRED FOR CONSTRUCTIONWORK FOR WHICH A PERMIT IS REQUIRED PER SECTION 110 OF THE IBC.CONTRACTOR IS REQUIRED TO COORDINATE AND SCHEDULE ALL REQUIREDINSPECTIONS WITH THE BUILDING OFFICIAL. INSPECTIONS PRESUMING TO GIVEAUTHORITY TO VIOLATE OR CANCEL PROVISIONS OF THE IBC OR OF OTHERORDINANCES OF THE JURISDICTION SHALL NOT BE VALID.2.SPECIAL INSPECTIONS ARE IN ADDITION TO, AND DO NOT REPLACE, THEINSPECTIONS BY THE BUILDING OFFICIAL PER CHAPTER 17 OF THE IBC. SPECIALINSPECTIONS SHALL BE PERFORMED BY A QUALIFIED PERSON TO INSPECT ASREQUIRED ON THESE DOCUMENTS THE MATERIALS, INSTALLATION,FABRICATION, ERECTION OR PLACEMENT OF COMPONENTS AND CONNECTIONSREQUIRING SPECIAL EXPERTISE TO ENSURE COMPLIANCE WITH THE APPROVEDCONSTRUCTION DOCUMENTS.3.SITE VISITS OR STRUCTURAL OBSERVATIONS BY THE STRUCTURAL ENGINEERDOES NOT INCLUDE OR WAIVE THE RESPONSIBILITY OF INSPECTIONS ORSPECIAL INSPECTIONS PER SECTION 110 AND CHAPTER 17 OF THE IBC. SITEVISITS ARE NOT CONTINUOUS OR DETAILED. SITE VISITS DO NOT VALIDATECONTRACTORS PERFORMANCE, MEANS, OR METHODS. SITE VISITS ARE FORVISUAL OBSERVATION FOR GENERAL CONFORMANCE TO THE APPROVEDCONSTRUCTION DOCUMENTS.F.CODE REQUIREMENTS:ALL WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF THE FOLLOWINGCODES:1.2018 INTERNATIONAL BUILDING CODE (IBC)2.ANY OTHER REGULATING AGENCIES WHICH MAY HAVE AUTHORITY OVER ANYPORTION OF THE WORK, INCLUDING THE STATE OFWASHINGTON.3.SPECIFICATIONS, CODES AND STANDARDS NOTED SHALL BE OF THE LATESTAPPROVED ISSUE, INCLUDING SUPPLEMENTS, UNLESS NOTED OTHERWISE.4.CONTRACTOR SHALL BE PROPERLY REGISTERED IN THE STATE OFWASHINGTON PER WASHINGTON STATE LAW.5.ALL STRUCTURAL MATERIAL MUST HAVE CURRENT ICC-ES REPORTS AVAILABLEUPON REQUEST TO PROVE CODE APPROVAL & INDUSTRY TOLERANCES.DESIGN CRITERIA:A.2018 INTERNATIONAL BUILDING CODE (IBC).1.RISK CATEGORY: II2.NATURE OF OCCUPANCY: STORAGEB.DESIGN LOADS:1.ROOF:a.LIVE LOAD = 25 PSF (SNOW)b.DEAD LOAD (METAL ROOF) = 10 PSFc.DEAD LOAD (WOOD TRUSS) = 18 PSF2.FLOOR- LIVE LOADS:a.LIGHT STORAGE = 125 PSFb.RESIDENTIAL= 40 PSFC.IBC SEISMIC DESIGN:1.SEISMIC DESIGN CATEGORY: D2.IMPORTANCE FACTOR IE = 1.03.SOIL SITE CLASS: D4.SEISMIC COEFFICIENTS:SDS = 1.03 SD1 = null 5.SEISMIC FORCE RESISTING SYSTEM:a.LIGHT-FRAMED STEEL STUD SHEAR WALLS W/ FLAT STRAPPING (R=4)b.SPECIAL REINFORCED MASONRY SHEAR WALLS (R=5)6.RESPONSE MODIFICATION: R=4 (BUILDING DESIGN)7.DESIGN BASE SHEAR:V= 0.145W8.ANALYSIS PROCEDURE: EQUIV. LATERAL FORCED.IBC WIND LOAD:1.BASIC DESIGN WIND SPEED = 115 MPH2.EXPOSURE = C3.ANALYSIS METHOD= SIMPLE DIAPHRAGM4.DESIGN BASE PRESSURE (ASD):P = 16.6 PSFFOUNDATIONS:A.MAXIMUM ALLOWABLE FOUNDATION SOIL BEARING PRESSURE:1.1500 PSF (DEAD + LIVE LOAD)2.1995 PSF (GRAVITY + LATERAL LOAD)B.THE BOTTOM OF ALL EXTERIOR FOOTINGS SHALL BE 18 INCHES MINIMUM BELOWADJACENT FINISHED GRADE.C.THE INTERIOR FOOTINGS SHALL BE 12 INCHES MINIMUM BELOW FINISH FLOOR, U.N.O.D.STRUCTURAL BACKFILL SHALL BE COMPACTED TO 95 PERCENT OF THE MAXIMUMDENSITY AS DETERMINED BY ASTM D1557. BRACE WALLS AND PIERS AS REQUIREDDURING BACKFILLING OPERATIONS.E.PRIOR TO CONSTRUCTION, CONTRACTOR SHALL COORDINATE THE CONSTRUCTIONDOCUMENTS, INCLUDING THE STRUCTURAL DRAWINGS, WITH THE GEOTECHNICALREPORT. ANY DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTIONOF THE STRUCTURAL ENGINEER.F.DEFINITIONS:1.STRUCTURAL WALLS - ANY LOAD BEARING WALL, SHEAR WALL, AND ANY WALLTHAT REQUIRES A FOOTING.CONCRETE:A.REFERENCE STANDARDS:1.ALL CONCRETE WORK SHALL CONFORM TO THE LATEST EDITION OF ACI 3012.ALL CONCRETE SHALL BE NORMAL WEIGHT CONCRETE3.CONCRETE MIX DESIGN SHALL BE ESTABLISHED IN ACCORDANCE WITHCHAPTER 5 OF ACI 3184.USE LATEST EDITION OF ACI 306R WHEN CONCRETING DURING COLD WEATHERB.SUBMITTALS:1.SUPPLY PRODUCT DATA FOR PROPRIETARY MATERIALS AND ITEMS, INCLUDINGREINFORCEMENT AND FORMING ACCESSORIES, ADMIXTURES, PATCHINGCOMPOUNDS, JOINT SYSTEMS, CURING COMPOUNDS AND OTHERS.2.SHOP DRAWINGS FOR REINFORCEMENT DETAILING, FABRICATING, FORBENDING, AND PLACING OF CONCRETE REINFORCEMENT SHALL COMPLY WITHACI 315, MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCEDCONCRETE STRUCTURES. BAR SCHEDULES, STIRRUP SPACING, BENT BARDIAGRAMS, AND ARRANGEMENT OF CONCRETE REINFORCEMENT SHALL BESHOWN. INCLUDE SPECIAL REINFORCING REQUIRED FOR OPENINGS THROUGHCONCRETE STRUCTURES.C.FORMWORK AND FINISHES:1.FORMWORK: DESIGN, ERECT, SUPPORT, BRACE AND MAINTAIN FORMWORK TOSUPPORT VERTICAL, LATERAL, STATIC AND DYNAMIC LOADS THAT MIGHT BEAPPLIED UNTIL STRUCTURE CAN SUPPORT SUCH LOADS.2.FINAL SLAB SURFACES SHALL RECEIVE A MACHINED STEEL TROWEL FINISH.3.ANY PROJECTING CORNERS OF COLUMNS, BEAMS, WALLS, PEDESTALS, ETCSHALL BE FORMED WITH A 3/4 INCH CHAMFER.4.DRY PACK, OR USE NON-SHRINK GROUT, UNDER BASE PLATES, BEARINGPLATES, OR SILL PLATES AS REQUIRED FOR A LEVEL AND UNIFORM BEARINGSURFACE. MINIMUM GROUT STRENGTH SHALL BE f'c = 7000 PSI, U.N.O.5.SEPARATE SLABS-ON-GRADE FROM VERTICAL SURFACES WITH JOINT FILLER.D.MIX DESIGN, STRENGTH, AND ADMIXTURES:1.28-DAY COMPRESSIVE STRENGTHS (f'c):a.FOUNDATION STEM WALLS = 3500 PSIb.FOOTINGS = 3500 PSIc.INTERIOR SLABS-ON-GRADE = 4000 PSI2.CEMENT II OR I/II PER ASTM C-1503.MAXIMUM SLUMP:a.PRIOR TO ADDITION OF WATER-REDUCING ADMIXTURE = 4"b.WITH ADDITION OF WATER-REDUCING ADMIXTURE= 10"4.MAXIMUM SIZE COARSE AGGREGATE: 3/4 INCHES (PER ASTM C-33)5.APPROVED ADMIXTURES:a.FLYASH PER ASTM C-618b.AIR ENTRAINING PER ASTM C-260c.WATER REDUCING PER ASTM C-494E.REINFORCEMENT:1.REINFORCEMENT FOR CONCRETE:a.ALL REINFORCING SHALL BE SUPPORTED IN FORMS SPACED WITHNECESSARY ACCESSORIES AND SHALL BE SECURELY WIRED TOGETHERIN ACCORDANCE WITH THE LATEST EDITION OF THE CRSI "MANUAL OFSTANDARD PRACTICE"b.DEFORMED BARS - ASTM A615, GRADE 60c.WELDED WIRE REINFORCEMENT (WWR):·SMOOTH WIRE - ASTM A185·DEFORMED WIRE - ASTM A497·USE FLAT MATS ONLY. NO ROLLED WWR IS PERMITTED.2.MINIMUM REINFORCEMENT LAP = 40 BAR DIAMETERS3.MINIMUM WWR LAP = GRID SPACING PLUS 2 INCHES4.MINIMUM CONCRETE COVER OVER REINFORCEMENT:a.CONCRETE CAST AGAINST EARTH = 3"b.CONCRETE EXPOSED TO EARTH OR WEATHER = 1 1/2"c.CONCRETE NOT EXPOSED TO EARTH OR WEATHER = 3/4"5.SLAB-ON-GRADE REINFORCEMENT SHALL BE PLACED AT THE MID-DEPTH OF THESLAB.F.COORDINATION:1.COORDINATE ALL UNDER-SLAB MATERIAL SUCH AS VAPOR BARRIER,INSULATION, AND SUB-BASE WITH ARCHITECTURAL AND GEOTECHNICALCONSTRUCTION DOCUMENTS.2.COORDINATE CONCRETE SURFACE FINISHING WITH ARCHITECTURAL FINISHMATERIALS.3.REPAIR OR REPLACE DEFECTIVE CONCRETE AS DIRECTED BY THE ARCHITECT,ENGINEER, OR TESTING AGENCY.4.COORDINATE ALL JOINT SPACING, LAYOUT, FILLER AND SEALANTS.5.COORDINATE WITH ARCHITECTURAL ANY FINISH SURFACES THAT REQUIREMOCK-UPS AND ACCEPTANCE PRIOR TO CONSTRUCTION.6.COORDINATE WITH REQUIRED INSPECTORS, SPECIAL INSPECTORS, ANDSTRUCTURAL OBSERVERS FOR FIELD QUALITY CONTROL ITEMS AND SCHEDULENOTIFICATIONS IN A TIMELY FASHION.G.DEFINITIONS:1.PERFORMANCE DESIGN - A SET OF INSTRUCTIONS THAT OUTLINES THEFUNCTIONAL REQUIREMENTS FOR HARDENED CONCRETE DEPENDING ON THEAPPLICATION. PERFORMANCE DESIGN DOES NOT INCLUDE REQUIREMENTS FORMEANS AND METHODS AND DOES NOT PROVIDE LIMITATIONS ON THEINGREDIENTS OR PROPORTIONS OF THE CONCRETE MIXTURE. SUBMITTALS FORPERFORMANCE DESIGN WOULD NOT BE A DETAILS LIST OF MIXTUREINGREDIENTS BUT RATHER A CERTIFICATION THAT THE MIX WILL MEET THESPECIFICATION REQUIREMENTS, INCLUDING PRE-QUALIFICATION TEST RESULTS.2.DURABILITY DESIGN - DURABILITY IS THE ABILITY OF CONCRETE TO RESISTWEATHERING ACTION, CHEMICAL ATTACK, AND ABRASION WHILE MAINTAININGIT'S DESIRED ENGINEERING PROPERTIES.3.STRENGTH DESIGN- BASED ON THE ULTIMATE COMPRESSIVE STRENGTH OF THECONCRETE NEEDED TO RESIST THE CALCULATED DESIGN LOADS. ANYADDITIONAL STRENGTH THAT MAY BE PRESENT DUE TO STEEL REINFORCING ISNOT PERMITTED TO BE INCLUDED IN THE CONCRETE STRENGTH DESIGN.WOOD:A.REFERENCE STANDARDS AND GOVERNING AGENCIES:1.NDS FOR WOOD CONSTRUCTION2.APA PANEL DESIGN SPECIFICATION3.AWPA U1 - USE CATEGORY SYSTEM: USER SPECIFICATION FOR TREATED WOOD4.TPI 1 NATIONAL DESIGN STANDARD FOR METAL PLATE CONNECTED WOODTRUSS CONSTRUCTION5.WWPA - WESTERN WOOD PRODUCTS ASSOCIATIONB.DEFERRED SUBMITTALS:1.ENGINEERED WOOD PRODUCTS:a.ANY ALTERNATE PROPRIETARY FRAMING SYSTEM(S) SHALL BE OF THESAME DEPTH AND LOAD CARRYING CAPACITY AS THE TRUS-JOISTSYSTEM(S) SHOWN ON THE DRAWINGS. ICC REPORTS FOR THEALTERNATE PROPRIETARY FRAMING SYSTEM(S) SHALL BE SUBMITTEDSHOWING TESTING APPROVAL AND MATERIAL STRENGTH EQUIVALENCY.b.ALL SUBMITTED ENGINEERED WOOD PRODUCTS CALCULATIONS SHALLBE STAMPED AND SIGNED BY A PROFESSIONAL ENGINEER REGISTEREDIN THE STATE OF WASHINGTON.2.FABRICATED WOOD TRUSSES:a.ALL ROOF TRUSSES SHALL BE DESIGNED, STAMPED, AND SIGNED BY APROFESSIONAL ENGINEER REGISTERED IN THE STATE OF WASHINGTON.b.TRUSS MANUFACTURER SHALL PROVIDE PROOF OF APPROVED THIRDPARTY INSPECTION AS REQUIRED BY THE 2018 IBC, SECTION 1704.2.5.c.SUBMIT SHOP DRAWINGS OF PRE MANUFACTURED WOOD TRUSS LAYOUTFOR REVIEW BY THE ENGINEER PRIOR TO FABRICATION. TRUSS DESIGNDRAWINGS AND CALCULATIONS SHALL CONFORM TO THEREQUIREMENTS FROM SECTION 2303.4 OF THE IBC.C.CARPENTRY1.WOOD FRAMING MEMBERS SHALL HAVE THE FOLLOWING GRADES, OR BETTER,UNLESS NOTED OTHERWISE (U.N.O.):a.BLOCKING: DOUGLAS FIR LARCH NO. 2, OR BETTERb.BRIDGING: DOUGLAS FIR LARCH NO. 2, OR BETTERc.STUD FRAMING: DOUGLAS FIR LARCH NO. 2, OR BETTERd.BEAMS/HEADERS/JOISTS: DOUGLAS FIR LARCH NO. 2, OR BETTERe.POSTS/BUILT-UP COLUMNS: DOUGLAS FIR LARCH NO. 2, OR BETTERf.TOP AND BOTTOM PLATES: DOUGLAS FIR LARCH NO. 2, OR BETTER2.MAXIMUM MOISTURE CONTENT OF ALL LUMBER AT THE TIME OF CLOSURE SHALLBE 19%.3.SPLICING OF WOOD MEMBERS, UNLESS SHOWN ON THE DRAWINGS, ISPROHIBITED WITHOUT WRITTEN APPROVAL OF THE PROJECT ENGINEER.4.HOLES MAY BE DRILLED IN JOIST/BEAM IF SPECIFICALLY INDICATED ON THESEDRAWINGS. ANY OTHER HOLES OR NOTCHES ARE NOT ALLOWED.5.ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURETREATED OR REDWOOD.D.ENGINEERED OR COMPOSITE WOOD PRODUCTS1.ALL ENGINEERED WOOD PRODUCTS SHALL BE TRUS-JOIST PRODUCTS ORAPPROVED EQUAL.2.ALL ENGINEERED WOOD PRODUCTS SHALL BE DESIGNED FOR THE LOADSSPECIFIED AND SHALL CONFORM TO THE LATEST SPECIFICATIONS.3.ALL ENGINEERED WOOD PRODUCTS SHALL BE INSTALLED PERMANUFACTURER'S RECOMMENDATIONS.4.SPLICING OF ENGINEERED WOOD MEMBERS, UNLESS SHOWN ON THEDRAWINGS, IS PROHIBITED WITHOUT WRITTEN APPROVAL OF THE PROJECTENGINEER.E.MANUFACTURED OR FABRICATED WOOD TRUSSES1.ALL TRUSS LOADING SHALL SATISFY DEAD AND LIVE LOADS SHOWN UNDERDESIGN LOADS IN THE DESIGN CRITERIA, ABOVE.2.MEMBER PROPERTIES: NO EXCEPTIONS OR SUBSTITUTIONS WITHOUT AWRITTEN REQUEST PRIOR TO FABRICATION.a.CHORDS: DOUGLAS FIR LARCH NO. 2, OR BETTERb.WEBS: DOUGLAS FIR LARCH NO. 2, OR BETTER, OR STUD GRADEc.UTILITY, CONSTRUCTION, OR #3 GRADE WOOD IS NOT ACCEPTABLE FORANY TRUSS MEMBER3.EACH TRUSS SHALL BE MARKED WITH THE FOLLOWING INFORMATION:a.MANUFACTURER'S IDENTIFICATIONb.DESIGN LOAD(S)c.TRUSS SPACING AND CONFIGURATION.4.ALL TRUSS BLOCKING PANELS SHALL BE DESIGNED AND PROVIDED BY THETRUSS MANUFACTURER AND CONSTRUCTED WITH APPROVED PLATES.5.TRUSS PROFILES SHOWN ARE REPRESENTATIONS OF POSSIBLECONFIGURATIONS OF WEB LOCATIONS, MEMBER SIZES, AND NUMBER OF PLAYS.6.TRUSS MANUFACTURER SHALL VERIFY ALL TRUSS DIMENSIONS, ACCOUNTINGFOR TOLERANCES, CONNECTIONS AND SPLICE REQUIREMENTS.7.TRUSS ORIENTATION DIRECTLY IMPACTS THE STRUCTURAL INTEGRITY OF THEFOUNDATION, AND WALL SYSTEM DESIGNS. ANY MODIFICATIONS TO THE TRUSSORIENTATION MUST BE MADE IN WRITING AND SUBMITTED TO THECONTRACTOR, AND ENGINEER PRIOR TO THE CONSTRUCTION OF THE ABOVESYSTEMS.8.THE TRUSS MANUFACTURER IS RESPONSIBLE FOR COORDINATION BETWEENSTRUCTURAL, ARCHITECTURAL, AND MECHANICAL LAYOUT REQUIREMENTSPRIOR TO FABRICATION.F.PANEL SHEATHING:1.STRUCTURAL WOOD SHEATHING AS SPECIFIED ON THESE DRAWINGS ATROOF/FLOOR DIAPHRAGMS, SHEAR WALLS, AND BUILT-UP BLOCKING LOCATIONSSHALL BE STAMPED WITH THE SPECIFIED APA RATING.2.STRUCTURAL WOOD SHEATHING MAY BE EITHER PLYWOOD OR ORIENTEDSTRAND BOARD (OSB) AS LONG AS THE PANEL MEETS OR EXCEEDS THECRITERIA LISTED BELOW.3.ROOF SHEATHING SHALL BE, U.N.O.:a.THICKNESS: PER PLANb.NAILING: PER PLANc.PLY CLIPS AT ALL UNSUPPORTED EDGESd.MAXIMUM DISTANCE BETWEEN SUPPORT MEMBERS: 24"4.FLOOR SHEATHING SHALL BE, U.N.O.:a.THICKNESS: PER PLANb.NAILING: PER PLANc.TONGUE AND GROOVEd.MAXIMUM DISTANCE BETWEEN SUPPORT MEMBERS: 16"5.WALL SHEATHING SHALL BE, U.N.O.:a.THICKNESS: PER PLANb.NAILING: PER PLANc.BLOCKED AT ALL UNSUPPORTED EDGESd.MAXIMUM DISTANCE BETWEEN SUPPORT MEMBERS: 16"G.ACCESSORIES AND FASTENERS:1.ALL WOOD CONNECTORS SHALL BE SIMPSON STRONG-TIE OR APPROVED EQUALAND INSTALLED PER MANUFACTURER'S RECOMMENDATIONS.a.POST TO CONCRETE CONNECTIONS SHALL BE SIMPSON 'AB' POST BASES,U.N.O.b.POST TO BEAM CONNECTIONS SHALL BE SIMPSON 'LPCZ' POST CAPS,U.N.O.c.SAWN LUMBER JOIST HANGERS SHALL BE SIMPSON 'LU' HANGERS, U.N.O.d.I-JOIST HANGERS SHALL BE SIMPSON 'ITS' HANGERS, U.N.O.2.NAILING SHALL BE IN ACCORDANCE WITH THE 2018 IBC TABLE 2304.10.1, UNLESSNOTED OTHERWISE.3.NAILS SHALL BE COMMON WIRE NAILS (EXCEPT 16d NAILS MAY BE BOX WIRENAILS).4.METAL FINISH MATERIAL:a.HIGH HUMIDITY AND PRESERVATIVE TREATED WOOD LOCATIONS: HOTDIPPED GALVANIZED STEEL PER ASTM A 153.b.INTERIOR AND DRY LOCATIONS: STANDARD PAINTED OR ZINCGALVANIZED COATING.H.DEFINITIONS:1.APA RATED SHEATHING: A COMMON TRADE NAME THAT APPLIES TO A GRADE ORPANEL FOR USE AS SUBFLOORING, WALL SHEATHING, AND ROOF SHEATHING.PANELS ARE MADE WITH RESIN ADHESIVES THAT PROVIDE A MOISTURERESISTANT BOND AND ARE DESIGNATED AS: EXPOSURE 1. PANELS CAN BEMANUFACTURED AS EITHER: PLYWOOD OR OSB. 2.APA STRUCTURAL 1 RATED SHEATHING: A SPECIAL SHEATHING GRADEDESIGNED FOR USE WHERE SHEAR AND/OR CROSS PANEL STRENGTHPROPERTIES ARE OF MAXIMUM IMPORTANCE. PANELS ARE MADE WITH RESINADHESIVES THAT PROVIDE A MOISTURE RESISTANT BOND AND ARE DESIGNATEDAS: EXPOSURE 1. PANELS CAN BE MANUFACTURED AS EITHER: PLYWOOD OROSB.MASONRY:A.REFERENCE STANDARDS:1.ACI 530 - SPECIFICATION FOR MASONRY STRUCTURESB.SUBMITTALS:1.SUPPLY PRODUCT DATA FOR PROPRIETARY MATERIALS AND ITEMS INCLUDINGREINFORCEMENT AND FORMING ACCESSORIES, ADMIXTURES, PATCHINGCOMPOUNDS, JOINT SYSTEMS, CURING COMPOUNDS AND OTHERS.2.SHOP DRAWINGS FOR TYPICAL MASONRY WALL REINFORCEMENT DETAILING,FABRICATING, BENDING, AND PLACING SHALL COMPLY WITH THE LATESTEDITION OF THE ACI 315, MANUAL OF STANDARD PRACTICE FOR DETAILINGREINFORCED CONCRETE STRUCTURES.3.SHOP DRAWINGS FOR MASONRY WALL OPENING AND CORNER BAR SCHEDULES,STIRRUP SPACING, BENT BAR DIAGRAMS, AND ARRANGEMENT OF MASONRYREINFORCEMENT SHALL BE SHOWN.C.MORTAR AND GROUT:1.WALLS SHALL BE:a.PARTIAL GROUTED - GROUT ALL REINFORCED CELLS2.MORTAR:a.ASTM C270M FOR JOB MIXED MORTARb.ASTM C1142 FOR READY MIXED MORTARc.TYPE S, COMPRESSIVE STRENGTH = 2000 PSI3.GROUT:a.ASTM C476, 28-DAY COMPRESSIVE STRENGTH = 2000 PSIb.MAXIMUM GROUT LIFT WITHOUT CLEANOUTS: 60"4.GROUT SHALL BE A WORKABLE MIXTURE SUITABLE FOR PUMPING WITHOUTSEGREGATION AND SHALL BE THOROUGHLY MIXED.5.GROUT SHALL BE CONSOLIDATED BY PUDDLING OR MECHANICAL VIBRATIONDURING PLACING AND SHALL BE RECONSOLIDATED AFTER EXCESS MOISTUREHAS BEEN ABSORBED, BUT BEFORE WORKABILITY IS LOST.6.GROUTING OF ANY WALL SHALL BE COMPLETED IN ONE DAY WITH NOINTERRUPTIONS OF MORE THAN ONE HOUR.D.REINFORCEMENT AND ANCHORAGE:1.WALL REINFORCEMENT:a.ASTM A615, DEFORMED, GRADE 60.b.Frs = 32,000 PSIc.MINIMUM REINFORCEMENT LAP = 48 BAR DIAMETERS, U.N.O.2.ALL REINFORCING SHALL BE PLACED PRIOR TO GROUTING.3.VERTICAL BARS SHALL BE HELD IN POSITION AT THEIR TOP AND BOTTOM AND ATINTERVALS OF NOT MORE THAN 200 BAR DIAMETERS.a.NO "STABBING - IN" OF REINFORCING IS PERMITTED AFTER GROUT HASBEEN PLACED.4.TYPICAL VERTICAL REINFORCEMENT, U.N.Oa.8 INCH CMU WALLS:·(1) #5 @ 32" - FULL HEIGHT AT ALL WALLS, UNO·(2) #5 @ EACH END OF EACH WALL·(2) #5 @ EACH SIDE OF EACH WALL OPENING JAM (CONT. FROMFOOTING TO TOP OF WALL, LAP WALL REINFORCING WITH FOOTINGDOWEL AS REQUIRED) U.N.O.5.TYPICAL HORIZONTAL REINFORCEMENT, U.N.Oa.8 INCH CMU WALLS:·(1) #5 @ 48" O.C. - MAXIMUM, UNO·(2) #5 @ ROOF DIAPHRAGM LEVEL (OR TOP COURSE)·(2) #5 @ FLOOR DIAPHRAGM LEVEL(S)·(1) #5 TOP & BOTTOM @ EA WALL OPENING (EXTEND REINFORCING 24”BEYOND EACH SIDE OF OPENING, U.N.O.)·PROVIDE (1) #5 HORIZONTAL CORNER BAR AT ALL WALL CORNERS ATALL BOND BEAM LEVELS. LAP CORNER BARS WITH TYPICALHORIZONTAL REINFORCEMENT, AND DEVELOP 48 BAR DIAMETERS INBOTH DIRECTIONS FROM CORNER.E.CONCRETE MASONRY UNITS (CMU):1.ASTM C902.WALL COMPRESSIVE STRENGTH: (f'm)=1500 PSI3.UNIT COMPRESSIVE STRENGTH = 1900 PSI4.WEIGHT CLASSIFICATION: MEDIUM WEIGHT5.PROVIDE GRADE N, TYPE 1, MOISTURE CONTROLLED UNITSa.8" NOMINAL (16"x8"x8")7 5/8" ACTUAL (15 5/8"x7 5/8"x7 5/8")6.LAYING CMU WALLS:a.BOND PATTERN: ONE-HALF RUNNING BONDb.LAY WALLS WITH 3/8 INCH JOINTSc.TOOL JOINTS SLIGHTLY CONCAVEF.COORDINATION:1.COORDINATE COURSING PATTERNS AND TOOLED JOINTS WITH ARCHITECTURAL.2.COORDINATE LOCATIONS OF CONTROL JOINTS WITH OPENINGS, WALLCORNERS, AND ARCHITECTURAL.3.COORDINATE MASONRY REINFORCEMENT LAPS WITH FOUNDATIONREINFORCEMENT.4.COORDINATE MASONRY REINFORCEMENT ANCHORAGE WITH FLOOR/ROOFANCHORAGE.5.COORDINATE ANY AND ALL MOCK-UP PANELS REQUIRED PER ARCHITECTURAL.STEEL:A.REFERENCE STANDARDS:1.ALL STRUCTURAL STEEL WORK SHALL CONFORM TO THE AISC MANUAL ANDSPECIFICATIONS.2.ALL STRUCTURAL STEEL SHALL BE DETAILED, FABRICATED, AND ERECTED INACCORDANCE WITH THE AISC CODE OF STANDARD PRACTICE.SPLICING OFSTEEL MEMBERS, UNLESS SHOWN ON THE DRAWINGS, IS PROHIBITED WITHOUTWRITTEN APPROVAL OF THE ENGINEER.B.DEFERRED SUBMITTALS:1.SUBMIT SHOP DRAWINGS OF STRUCTURAL STEEL LAYOUT FOR REVIEW BY THEENGINEER PRIOR TO FABRICATION.C.MATERIALS:1.PLATES, ANGLES AND BARS: ASTM A36.2.W SHAPES AND TEES: ASTM A992.3.TUBE-SHAPES: ASTM A500, GRADE B.4.PIPE: ASTM A53, GRADE B.5.SPLICING OF STEEL MEMBERS, UNLESS SHOWN ON THE DRAWINGS, ISPROHIBITED WITHOUT WRITTEN APPROVAL OF THE ENGINEER.D.BOLTS AND STUDS:1.BOLTS:a.STEEL-TO-CONCRETE: A307 OR F1554b.STEEL-TO-STEEL: A325N BEARING CONDITION "SNUG-TIGHT"E.WELDS:1.PROVIDE E70XX ELECTRODES FOR ALL WELDS, IN ACCORDANCE WITH AWS D1.4.Tahoma Terra Storage
Tahoma Boulevard Yelm, WashingtonS1.0STRUCTURAL NOTESGENERALBuilding A1412 W. Idaho StreetSuite 240Boise, Idaho 83702Tel: 208.342.2919Fax: 208.331.4568McClendonEngineering IncMcE
SPECIAL CASES: SECTION 1705.1.1INSPECTION OF MECHANICAL ANCHORS IN CONCRETE OR MASONRY:REQUIRED VERIFICATION & INSPECTIONFREQUENCY1.THE SPECIAL INSPECTOR MUST BE ON THE JOBSITE CONTINUOUSLY DURING ANCHORINSTALLATION TO VERIFY ANCHOR TYPE, ANCHORDIMENSIONS, CONCRETE TYPE, CONCRETEINTEGRITY, HOLE DIMENSIONS, HOLE CLEANINGPROCEDURES, ANCHOR SPACING, EDGEDISTANCES, CONCRETE THICKNESS, ANCHOREMBEDMENT AND TIGHTENING TORQUE.CONTINUOUSCONCRETE CONSTRUCTION: TABLE 1705.3REQUIRED VERIFICATION & INSPECTIONFREQUENCY1.INSPECTION OF REINFORCING STEEL, INCLUDINGPLACEMENTPERIODIC2.INSPECTION OF REINFORCING STEEL WELDING INACCORDANCE WITH TABLE 1705.2.2, ITEM 2b4.INSPECTION OF ANCHORS INSTALLED IN HARDENEDCONCRETE (SEE ALSO SPECIAL CASES: 1705.1.1)PERIODIC5.VERIFYING USE OF REQUIRED DESIGN MIXPERIODIC6.AT THE TIME FRESH CONCRETE IS SAMPLED TOFABRICATE SPECIMENS FOR STRENGTH TESTS,PERFORM SLUMP AND AIR CONTENT TESTS, ANDDETERMINE THE TEMPERATURE OF THE CONCRETECONTINUOUS7.INSPECTION OF CONCRETE PLACEMENT FORPROPER APPLICATION TECHNIQUESCONTINUOUS8.INSPECTION FOR MAINTENANCE OF SPECIFIEDCURING TEMPERATURE AND TECHNIQUESPERIODIC12.INSPECT FORMWORK FOR SHAPE, LOCATION ANDDIMENSION OF THE CONCRETE MEMBER TO BEFORMEDPERIODICS.I. TABLE 3S.I. TABLE 2MASONRY - LEVEL 1: SECTION 1705.4REQUIRED VERIFICATION & INSPECTIONFREQUENCY1.COMPLIANCE WITH REQUIRED INSPECTIONPROVISIONS OF THE CONSTRUCTION DOCUMENTSAND THE APPROVED SUBMITTALS SHALL BEVERIFIEDPERIODIC2.VERIFICATION OF f'm AND f'AAC PRIOR TOCONSTRUCTION EXCEPT WHERE SPECIFICALLYEXEMPTED BY THE 2015 IBC.PERIODIC3.VERIFICATION OF SLUMP FLOW AND VSI ASDELIVERED TO THE SITE FOR SELF-CONSOLIDATINGGROUTCONTINUOUS4.AS MASONRY CONSTRUCTION BEGINS, THEFOLLOWING SHALL BE VERIFIED TO ENSURECOMPLIANCE:a.PROPORTIONS OF SITE-PREPARED MORTARPERIODICb.CONSTRUCTION OF MORTAR JOINTSPERIODICc.LOCATION OF REINFORCEMENT, CONNECTORS,ANCHORAGESPERIODIC5.THE INSPECTION PROGRAM SHALL VERIFY:a.SIZE AND LOCATION OF STRUCTURALELEMENTSPERIODICb.TYPE, SIZE AND LOCATION OF ANCHORS,INCLUDING OTHER DETAILS OF ANCHORAGE OFMASONRY TO STRUCTURAL MEMBERS, FRAMES,OR OTHER CONSTRUCTIONPERIODICc.SPECIFIED SIZE, GRADE AND TYPE OFREINFORCEMENTPERIODICd.WELDING OF REINFORCING BARSCONTINUOUSe.PROTECTION OF MASONRY DURING COLDWEATHER (TEMPERATURE BELOW 40° F) ORHOT WEATHER (TEMPERATURE ABOVE 90°F)PERIODIC6.PRIOR TO GROUTING, THE FOLLOWING SHALL BEVERIFIED TO ENSURE COMPLIANCE:a.GROUT SPACE IS CLEANPERIODICb.PLACEMENT OF REINFORCEMENT ANDCONNECTORS AND ANCHORAGESPERIODICc.PROPORTIONS OF SITE-PREPARED GROUTPERIODICd.CONSTRUCTION OF MORTAR JOINTSPERIODIC7 GROUT PLACEMENT SHALL BE VERIFIED TOENSURE COMPLIANCE WITH CODE ANDCONSTRUCTION DOCUMENT PROVISIONSCONTINUOUS8.PREPARATION OF ANY REQUIRED GROUTSPECIMENS, MORTAR SPECIMENS, MORTARSPECIMENS AND/OR PRISMS SHALL BE OBSERVEDPERIODICS.I. TABLE 4POST INSTALLED ANCHORS IN CONCRETE:A.POST INSTALLED EXPANSION OR EPOXY ANCHORS SHALL BE PREAPPROVEDBY THE STRUCTURAL ENGINEER PRIOR TO CONSTRUCTION UNLESSSPECIFICALLY DETAILED ON THE DRAWINGS.B.HOLES MUST BE DRILLED AND CLEANED PER MANUFACTURER'SINSTRUCTIONS. ANCHORS MUST BE INSTALLED AND SPECIAL INSPECTED PERMANUFACTURER'S INSTRUCTIONS.C.ANCHORS SHALL NOT BE INSTALLED WITHIN 112" OF MASONRY HEAD JOINTS.D.IF NO OTHER MORE STRICT SPECIFICATION IS DETAILED THEN THE EPOXY USEDSHALL BE: SIMPSON 'SET-XP' AND INSTALLED PER MANUFACTURER'S INSTRUCTIONS.USE A SIMPSON 'IXP' ANCHOR, THREADED ROD, OR REBAR AS APPLICABLE.E.UNDER NO CIRCUMSTANCES WILL AN EXPANSION BOLT AND/OR EPOXY SYSTEM BEAPPROVED WITHOUT A CURRENT ICC ES REPORT THAT MEETS THE REQUIREMENTSOF THE GOVERNING JURISDICTION AND IS IN ACCORDANCE WITH ACI 318 APPENDIXD AS ADOPTED BY THE IBC.SPECIAL INSPECTION PROGRAM:A.THE OWNER SHALL EMPLOY AN APPROVED AGENCY FOR SPECIAL INSPECTIONSERVICES TO PERFORM SPECIAL INSPECTIONS IN ACCORDANCE WITH CHAPTER 17OF THE IBC.B.AN APPROVED AGENCY SHALL BE AN ESTABLISHED AND RECOGNIZED AGENCYREGULARLY ENGAGED IN CONDUCTING TESTS OR FURNISHING INSPECTIONSERVICES.C.A SPECIAL INSPECTOR SHALL BE A QUALIFIED PERSON WHO SHALL SHOWCOMPETENCE TO THE SATISFACTION OF THE BUILDING OFFICIAL FOR THEINSPECTION OF THE PARTICULAR TYPE OF CONSTRUCTION OR OPERATIONREQUIRING SPECIAL INSPECTION. A SPECIAL INSPECTOR SHALL ALSODEMONSTRATE A THOROUGH WORKING KNOWLEDGE OF CHAPTER 17 OF THE IBCAS SUMMARIZED BELOW. IF THERE IS ANY OMISSION ON THE SUMMARIZED LISTBELOW, SUCH OMISSION SHALL NOT BE CONSTRUED TO MEAN THAT THE SPECIALINSPECTOR IS NOT REQUIRED TO INSPECT EVERYTHING THAT IS NECESSARY TOMEET THE MINIMUM REQUIREMENTS OF THE IBC.D.SPECIAL INSPECTORS SHALL KEEP RECORDS OF INSPECTIONS. THE SPECIALINSPECTOR SHALL SUBMIT INSPECTION REPORTS TO THE BUILDING OFFICIAL ANDTHE ENGINEER FOR REVIEW IN A TIMELY FASHION.E.SPECIAL INSPECTION REPORTS SHALL INDICATE THAT WORK INSPECTED WAS DONEIN CONFORMANCE TO APPROVED CONSTRUCTION DOCUMENTS. DISCREPANCIESSHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FORCORRECTION. IF THE DISCREPANCIES ARE NOT CORRECTED, THE DISCREPANCIESSHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE BUILDING OFFICIAL ANDTHE ENGINEER.SPECIAL INSPECTION:A.SPECIAL INSPECTION AS HEREIN REQUIRED OF THE FOLLOWING MATERIALS,INSTALLATION, FABRICATION, ERECTION OR PLACEMENT OF COMPONENTS ANDCONNECTIONS REQUIRING SPECIAL EXPERTISE TO ENSURE COMPLIANCE WITHAPPROVED CONSTRUCTION DOCUMENTS AND REFERENCED STANDARDS.B.STRUCTURAL OBSERVATION OF THE STRUCTURAL SYSTEM BY THE ENGINEER OFRECORD DOES NOT INCLUDE OR WAIVE THE RESPONSIBILITY FOR THE SPECIALINSPECTION REQUIRED BY SECTION 110, 1704, OR OTHER SECTIONS OF THEINTERNATIONAL BUILDING CODE.C.THE SPECIAL INSPECTION STATEMENT ON THIS SHEET LISTS THE ITEMS THATREQUIRE SPECIAL INSPECTION AND VERIFICATION, THE CODE SECTION- REFERENCEFOR ADDITIONAL INFORMATION, AND THE REQUIRED FREQUENCY OF INSPECTION.MASONRY - LEVEL 2: SECTION 1705.4 ANDTMS 402 & TMS 602REQUIRED VERIFICATION & INSPECTIONFREQUENCY1.COMPLIANCE WITH REQUIRED INSPECTIONPROVISIONS OF THE CONSTRUCTION DOCUMENTSAND THE APPROVED SUBMITTALS SHALL BEVERIFIEDPERIODIC2.VERIFICATION OF f'm AND f'AAC PRIOR TOCONSTRUCTION AND FOR EVERY 5,000 SQUAREFEET DURING CONSTRUCTION.PERIODIC3.VERIFICATION OF PROPORTIONS OF MATERIALS INPREMIXED OR PREBLENDED MORTAR AND GROUTAS DELIVERED TO THE SITE.PERIODIC4.VERIFICATION OF SLUMP FLOW AND VSI ASDELIVERED TO THE SITE FOR SELF-CONSOLIDATINGGROUT.CONTINUOUS5.THE INSPECTION PROGRAM SHALL VERIFY:a.PROPORTIONS OF SITE-PREPARED MORTAR,GROUT AND PRE-STRESSING GROUT FORBONDED TENDONSPERIODICb.PLACEMENT OF MASONRY UNITS ANDCONSTRUCTION OF MORTAR JOINTSPERIODICc.PLACEMENT OF REINFORCEMENT,CONNECTORS AND PRE-STRESSING TENDONSAND ANCHORAGESPERIODICd.GROUT SPACE PRIOR TO GROUTINGCONTINUOUSe.PLACEMENT OF GROUTCONTINUOUSf.PLACEMENT OF PRE-STRESSING GROUTCONTINUOUSg.SIZE AND LOCATION OF STRUCTURALELEMENTSPERIODICh.TYPE, SIZE AND LOCATION OF ANCHORS,INCLUDING OTHER DETAILS OF ANCHORAGE OFMASONRY TO STRUCTURAL MEMBERS, FRAMES,OR OTHER CONSTRUCTIONCONTINUOUSi.SPECIFIED SIZE, GRADE AND TYPE OFREINFORCEMENT, ANCHOR BOLTS,PRE-STRESSING TENDONS, AND ANCHORAGESPERIODICj.WELDING OF REINFORCING BARSCONTINUOUSk.PROTECTION OF MASONRY DURING COLDWEATHER (TEMPERATURE BELOW 40° F) ORHOT WEATHER (TEMPERATURE ABOVE 90°F)PERIODICl.APPLICATION AND MEASUREMENT OFPRE-STRESSING FORCECONTINUOUS6.PREPARATION OF ANY REQUIRED GROUTSPECIMENS, MORTAR SPECIMENS AND/OR PRISMSSHALL BE OBSERVEDCONTINUOUSS.I. TABLE 6SPECIAL INSPECTION STATEMENT:A.TO BE USED IN CONJUNCTION WITH CHAPTER 17 OF THE 2018 IBCABBREVIATIONSAA.B.ANCHOR BOLTADD'LADDITIONALALTALTERNATEAPPROXAPPROXIMATEARCH.ARCHITECTARCH'LARCHITECTURALBBBOTTOMBLDG.BUILDINGBMBEAMBOTBOTTOMBRG.BEARINGCCCHANNELCJCONTROL JOINTCLCENTER LINECLG.CEILINGCMUCONCRETE MASONRY UNITSCOMCOMMONCONC.CONCRETECOND.CONDITIONCONN.CONNECTIONCOORD.COORDINATED(D)DEPTHDETDETAILD.F.DOUGLAS FIRD.F.L.DOUGLAS FIR- LARCHDIAGDIAGONALDIAMDIAMETERDIMSDIMENSIONDWGDRAWINGE(E)EXISTINGEA.EACHE.B.EXPANSION BOLT/ANCHORE.J.EXPANSION JOINTELEVELEVATIONE.N.EDGE NAILEQEQUALEQUIPEQUIPMENTEXISTEXISTINGFFDNFOUNDATIONFINFINISHFLRFLOORFRMGFRAMINGFTGFOOTING(F.V.)FIELD VERIFYGGAGAUGEGALVGALVANIZEGLBGLU-LAM BEAMGYPGYPSUM BOARDHH.A.S.HEADED ANCHOR STUDH.D.HOLD DOWNHDRHEADERHORIZHORIZONTALIININCHESL(L)LENGTHLBPOUNDLLHLONG LEG HORIZONTALLLVLONG LEG VERTICALLVLLAMINATED VENEER LUMBERMMANUFMANUFACTURERMAXMAXIMUMMBMACHINE BOLTMECHMECHANICALMINMINIMUMMISCMISCELLANEOUSNNO.NUMBERN.T.S.NOT TO SCALEOO.C.ON CENTERO.H.OPPOSITE HANDOPNGOPENINGOPPOPPOSITEOSBORIENTED STRAND BOARDOWSJOPEN WEB STEEL JOISTPPEMBPRE-ENGINEERED METAL BUILDINGPERPPERPENDICULARPLPLATEPLYPLYWOODPSLPARALLEL STRAND LUMBERPSIPOUNDS PER SQUARE INCHP.T.PRESSURE TREATEDRREFREFERENCEREINFREINFORCEMENTREQ'DREQUIREDREVREVISIONR.S.ROUGH SAWNRTUROOF TOP UNITSSCHEDSCHEDULESHTGSHEATHINGSIMSIMILARSKSKETCHSPECSSPECIFICATIONSSSSTAINLESS STEELSTAGSTAGGEREDSTDSTANDARDSTRUCTSTRUCTURALTT.A.S.THREADED ANCHOR STUDT>ONGUE AND GROOVET&BTOP AND BOTTOMTHRUTHROUGHTJITRUS JOIST I-JOISTTOTOP OFTRANSVTRANSVERSETYPTYPICALUUNOUNLESS OTHERWISE NOTEDVV.I.F.VERIFY IN FIELDVERTVERTICALW(W)WIDTHWWIDE FLANGEWDWOODW.P.WORK POINTWTWEIGHTWWFWELDED WIRE FABRICWWRWELDED WIRE REINFORCEMENTREQUIRED STEEL CONSTRUCTION: SECTION 1705.2.2REQUIRED VERIFICATION & INSPECTIONFREQUENCY1.MATERIAL VERIFICATION OF COLD-FORMED STEELDECK:a.IDENTIFICATION MARKINGS TO CONFORM TOASTM STANDARDS SPECIFIED IN THEAPPROVED CONSTRUCTION DOCUMENTSPERIODICb.MANUFACTURER'S CERTIFIED TEST REPORTS.PERIODIC2.INSPECTION OF WELDING:a.COLD-FORMED STEEL DECK:PERIODIC1)FLOOR AND ROOF DECK WELDS.PERIODICb.REINFORCING STEEL:1)VERIFICATION OF WELDABILITY OFREINFORCING STEEL OTHER THAN ASTMA706PERIODIC2)REINFORCING STEEL RESISTING FLEXURALAND AXIAL FORCES IN INTERMEDIATE ANDSPECIAL MOMENT FRAMES, AND BOUNDARYELEMENTS OF SPECIAL STRUCTURAL WALLSOF CONCRETE AND SHEARREINFORCEMENT.CONTINUOUS3)SHEAR REINFORCEMENTCONTINUOUS4)OTHER REINFORCING STEELPERIODICS.I. TABLE 8COLD-FORMED METAL:A.REFERENCED STANDARDS:1.AISI STANDARD: STANDARD FOR COLD-FORMED STEEL FRAMINGB.LIGHT GAUGE STEEL STUDS AND JOISTS:1.18 & 20 GAUGE MATERIAL: ASTM A570 GRADE 33 FOR PAINTED CARBON SHEETSTEEL OR ASTM A653 GRADE A FOR GALVANIZED STEEL (Fy=33 KSI)2.12, 14 &16 GAUGE MATERIAL: ASTM A570 GRADE 50 FOR PAINTED CARBON SHEETSTEEL OR ASTM A653 GRADE D FOR GALVANIZED STEEL (Fy=50 KSI). CARBONSHEET STEEL MUST BE COATED WITH A RUST INHIBIT PAINT.3.ALL STRUCTURAL PROPERTIES COMPUTED IN ACCORDANCE WITH ANSI"SPECIFICATIONS FOR THE DESIGN OF COLD FORMED STEEL STRUCTURALMEMBERS". DESIGNATIONS ON THE DRAWINGS ARE STEEL STUDMANUFACTURER'S ASSOCIATION (S.S.M.A.). APPROVED EQUIVALENT PRODUCTSMAY BE PERMITTED UPON REVIEW OF THE ARCHITECT AND STRUCTURALENGINEER.4.INSTALL MEMBERS IN ACCORDANCE WITH INDUSTRY STANDARDS. UNLESSNOTED OTHERWISE ON THESE DRAWINGS, STUD WALL TRACK TO BE OF THESAME MATERIAL AND GAUGE AS STUDS.5.PROVIDE HORIZONTAL BRIDGING AT 5'-0" O.C. MAXIMUM AT NONBEARING WALLSAND 3'-4" O.C. MAXIMUM AT BEARING WALLS O.N.O., COORDINATE W/ STUDMANUFACTURE'S REQUIREMENTS AND STUD CUT-OUT LOCATIONS.6.BEARING WALLS TO BE ERECTED WITH STUD ENDS SEATED AGAINST TRACKWEB ON TOP AND BOTTOM. SPLICING OF WALL STUDS IS NOT PERMITTED.7.CONSTRUCT WALL CORNERS USING A MINIMUM OF THREE STUDS.8.INSTALL DOUBLE STUDS AT WALL OPENINGS, DOOR AND WINDOW JAMBS, U.N.O.SPLICING STUDS & HEADER/LINTEL FRAMING MEMBERS IS NOT PERMITTED.9.SUBMIT SHOP DRAWINGS SHOWING STUD AND JOIST LAYOUT, DIMENSIONS,SIZES, BRIDGING, AND REQUIRED CONNECTION DETAILS FOR REVIEW BY THEARCHITECT AND STRUCTURAL ENGINEER.10.ALL WELDING TO BE PERFORMED BY AWS CERTIFIED WELDERS EXPERIENCED INTHIS TYPE OF CONSTRUCTION.C.FASTENERS:1.SELF-DRILLING, SELF TAPPING SCREWS, BOLTS, NUTS AND WASHERS: HOT DIPGALVANIZED PER ASTM A153D.WELDS:1.ALL WELDING TO BE PERFORMED BY AWS CERTIFIED WELDERS EXPERIENCED INTHIS TYPE OF CONSTRUCTIONE.WALL SYSTEMS USING FLAT STRAP X-BRACING.F.DEFINITIONS:1.GAUGE EQUIVALENT:a.30 MILS = 20 GA - ARCHITECTURALb.33 MILS = 20 GA - STRUCTURALc.43 MILS = 18 GAd.54 MILS = 16 GAe.68 MILS = 14 GA f. 97 MILS = 12 GATahoma Terra Storage
Tahoma Boulevard Yelm, WashingtonS1.1STRUCTURAL NOTESBuilding A1412 W. Idaho StreetSuite 240Boise, Idaho 83702Tel: 208.342.2919Fax: 208.331.4568McClendonEngineering IncMcE
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5'-0"5'-0"5'-0"WF1
FS3.0TYPFS3.0TYPCS3.1AS3.0AS3.091'-4"40'-0"1'-0"4x4 DF-L#2 POSTF23'-8"14'-0"WF3 WF3WF34x4 DF-L#2 POSTF1220'-0"220'-0"220'-0"220'-0"220'-0"220'-0"220'-0"215'-0"211'-0"210'-0"215'-6"220'-0"220'-0"220'-0"224'-9"222'-6"217'-6"217'-6"217'-6"217'-6"217'-6"217'-6"217'-6"217'-6"215'-0"210'-0"220'-0"220'-0"220'-0"220'-0"220'-0"220'-0"210'-0"215'-0"210'-0"210'-0"210'-0"210'-0"210'-0"215'-0"215'-0"215'-0"8168331BFAS3.110'-0"10'-0"10'-0"10'-0"220'-0"220'-0"220'-0"220'-0"220'-0"220'-0"220'-0"210'-0"222'-6"222'-6"222'-6"222'-6"222'-6"222'-6"222'-6"222'-6"210'-0"210'-0"ES3.1CS3.1CS3.1AS3.1AS3.1DS3.1DS3.1OFFICEOFFICEWF3AFAS3.1DS3.14x4 DF-L#2 POSTF2AS3.1CS3.14x4 DF-L#2 POSTF1AF4x4 DF-L#2 POSTF2AFAFTahoma Terra Storage
Tahoma Boulevard Yelm, WashingtonS2.1FOUNDATION PLANBuilding A1.FOR ANY ADDITIONAL DIMENSIONS NOT SHOWN, SEE ARCH PLANS. NOTIFY THEARCHITECT OR ENGINEER IMMEDIATELY IF ANY DISCREPANCIES ARE FOUND.2.FOR ANY DIMENSION DISCREPANCIES FOUND BETWEEN THE ARCH. PLANS ANDTHESE PLANS USE THE DIMENSIONS FROM THE ARCH. PLANS. NOTIFY THEARCHITECT OR ENGINEER IMMEDIATELY.3.STRUCTURAL WALLS ARE CONSIDERED TO BE ALL LOAD BEARING WALLS, SHEARWALLS AND ANY WALL THAT REQUIRES A FOOTING.4.FOR GENERAL STRUCTURAL NOTES SEE SHEET S1.0.5.FOR TYPICAL FOUNDATION DETAILS SEE SHEET S3.0.6.T.O.SLAB = TOP OF CONCRETE SLAB ELEVATION7.T.O.FTG. = TOP OF FOOTING ELEVATION8.B.O.FTG. = BOTTOM OF FOOTING ELEVATION9.E.O.CONC. = EDGE OF CONCRETE.10.SLAB JOINTS SHALL BE SPACED PER 1/S3.011.CORNER REINF. IS REQ'D PER 2/S3.0.FOUNDATION PLAN LEGEND:INDICATES INTERIOR 6Cx212x16 GA. STUDS @ 5'-0" O.C., UNO.INDICATES 8" CMU WALL W/ #5 VERTS @ 16" O.C. & #5 HORIZ. @ 48"O.C.INDICATES 4" CONC. SLAB ON GRADE. OVER 4" OF PROPERLYCOMPACTED GRANULAR FILL CONSISTING OF CLEAN DAMP SAND &34" MINUS GRAVEL.CONTRACTORS OPTION TO USE EITHER: 4x4 W2.9xW2.9 WWRPLACED @ MID DEPTH OF SLAB, OR 4.1 LB/CY OF 'MASTER FIBERMAC 360FF'INDICATES CONCRETE SLAB CONTROL JOINT. SEE 1/S3.0.INDICATES FLAT STRAPS, W/ DBL STUDS @ EA. END, LENGTH PERPLAN SEE 6/S5.0# INDICATES FLAT STRAPS ON (1) SIDE OF THE WALL. SIZE ANDCONNECTION PER 5/S5.0. X'-X" INDICATES BRACED WALL LENGTHINDICATES WOOD SHEAR WALL ABOVE. SEE DETAIL 5/S5.2 FORSCHEDULE. SHEAR WALL LENGTH SHALL BE FULL LENGTH BETWEENWINDOWS/DOORS OR WALL CORNERS PER SHEAR WALL DETAILS,U.N.O.INDICATES HOLD DOWN MARK. SEE DETAIL 2/S3.1 FOR SCHEDULE.COORDINATE HOLD DOWN AND HOLD DOWN ANCHOR BOLTPLACEMENT WITH HOLD DOWN SCHEDULE AND HEADER SCHEDULE.INDICATES WOOD 4x4 DF-L #2 POST, UNO. WITH 'AB' POST BASE &'BC' POST CAP, UNO.#0'-0"1AFFOUNDATION PLAN NOTES:NOTES:1.FOR ANY WALL FOOTING NOT MARKED, USE FOOTING TYPE WF1.2.ALL FOOTINGS ARE CENTERED UNDER WALLS UNLESS NOTED ORDETAILED OTHERWISE.3.(H) = HORIZONTAL BARS IN STEM WALL - WHERE OCCURS(L) = LONGITUDINAL BARS IN FOOTING(V) = VERTICAL BARS IN STEM WALL - WHERE OCCURS(T) = TRANSVERSE BARS IN FOOTINGWALL FOOTING SCHEDULEFOOTINGMARKWIDTH(W)DEPTH(D)REINF.WF11'-4"2'-0"(2) #5 CONT. (L)WF21'-6"2'-0"(2) #5 CONT. (L)WF32'-0"1'-0"(2) #5 CONT. (L)1412 W. Idaho StreetSuite 240Boise, Idaho 83702Tel: 208.342.2919Fax: 208.331.4568McClendonEngineering IncMcECOLUMN FOOTING SCHEDULEFOOTINGMARKWIDTH x LENGTH(W) x (L)DEPTH(D)REINF.NOTESF12'-0" x 2'-0"1'-0"(2) #5 EA. WAY@ RB3 SUPPORTSF23'-0" x 3'-0"1'-0"(3) #5 EA. WAYNOTES:1.WHERE COLUMN FOOTING OCCURS @ WALL FOOTING - RUN WALLFOOTING REINF. CONT. THRU COLUMN FOOTING.2.ALL FOOTINGS ARE CENTERED UNDER COLUMNS UNLESS NOTED ORDETAILED OTHERWISE.
114"1/4 DSAWCUT 1"DSEE PLAN SEEPLANNOTES:1.CONSTRUCTION JOINTS & CONTROL JOINTS MAY BE LOCATED INTERCHANGEABLE TO ALLOWWORKABLE SIZE CONC. PLACEMENTS. COORDINATE LOCATIONS WITH ARCH PLANS.2.SAWING SHALL OCCUR NO LATER THAN 12 HOURS AFTER CONCRETE HAS BEEN PLACED.3.MAX SPACING IN EITHER DIRECTION FOR UNREINFORCED SLAB, U.N.O.a.4" THICK SLAB = 12'-0" O.C. (MAX)LAP: 20"1S3.0CONTROL & CONSTRUCTION JOINT SCALE: N.T.S.2S3.0STEM WALL CORNER AND INTERSECTION REINF. SCALE: N.T.S.CONSTRUCTION JOINTCONTROL JOINTCOLD JOINTCONCRETE SLABPER PLANSUBGRADE PERPER PLANSEALANT1:4 SLOPESUBGRADEPER PLANCONCRETE SLABPER PLANGS3.0SECTION @ INT. WALL & THERMAL BREAKSCALE: 3/4"=1'-0"FS3.0SECTION @ INTERIOR WALL & SLABSCALE: 3/4"=1'-0"T.O. SLABPER PLANINSULATIONCOORD. W/ARCHPERARCHLAP
SPLICE
LAP
SPLICENOTE:LAP SPLICE LENGTHS (U.N.O.):CONCRETE WALL: 48 BAR DIA. OR 28"(MIN) WHICHEVER IS GREATERLAPSPLICELAPSPLICELAPSPLICEPLAN VIEWADDITIONAL VERT.BARS AT CORNERALTERNATEHOOK DIRECTIONCORNER BARS(MATCH HORIZ. REINF.)HORIZONTALWALL BARSCORNER BARS(MATCH HORIZ.REINF.)ADD.L VERT.BAR ATCORNERHORIZONTALWALL BARSDS3.0SECTION @ CMU PIER FTG.SCALE: 3/4"=1'-0"T.O. SLAB/FTG.PER PLANFTG. WPER PLAN1'-6"
MIN.CONC. SLABPER PLANCONC. FTG.PER PLAN4"#4 CONT.CMU PIER VERTS LAPW/ FTG. DOWELSCMU PIER PER PLAN(8" CMU SHOWN)#3 HOOP TIES@ 8" O.C.SECTIONA16"CMU WALL PIER#3 HOOP TIES@ 8" O.C.(2) #5 VERTSEA. CELLAPERPLAN#4 SLAB DOWEL,REF: A/S3.02'-6"
LAP
NOTE:TRENCH BELOW FOOTING SHALL BE FILLED W/CONCRETE BEFORE POURING FOOTING.6"
MIN.
4"
MIN.
SLEEVE 2" LARGER
THAN OUTSIDE
DIAMETER OF PIPE
2"
MIN.3S3.0PIPE TRENCH AT FOUNDATION DETAILSCALE: N.T.S.SECTIONPIPE
TRENCH
CONT.
FTG
STEM WALLPER PLANPIPE THROUGHSTEM WALLCONT. FTG. PER PLAN(DO NOT PASS THROUGH FTG.STEP FTG. DOWN SO PIPES WILL PASSTHROUGH STEM WALL)PIPE THROUGHPIPE TRENCHPIPE TRENCH. PIPE SHALL BECENTERED IN PIPE TRENCHW/ 1'-6" OF CONCRETE ONBOTH SIDES OF PIPE (FOR AMIN. TRENCH WIDTH OF 3'-0")AS3.0SECTION @ EXT. STUD WALL FOOTINGSCALE: 3/4"=1'-0"T.O. SLAB/FTG.PER PLANFTG. WPER PLAN1'-6"
MIN.WALL STUDSPER PLANCONC. SLABPER PLANCONC. FTG. & REINF.PER PLAN112"112"4"#4 CONT.T.O. SLAB/FTG.PER PLANFTG. WPER PLAN1'-6"MIN.CONC. SLABPER PLANCONC. FTG.PER PLAN4"#4 CONT.8" CMU WALLPER PLANFINSH GRADE ORPAVING PERARCH/CIVIL#4 SLAB DOWEL @32" O.C. BEND ASREQ'D @ NOTCH#5 FTG. DOWEL @ 16" O.C.,LAP W/ WALL VERTS30"112" x 912" NOTCH,REF: C/S3.02'-6"LAPBS3.0SECTION @ 8" CMU WALL FOOTINGSCALE: 3/4"=1'-0"T.O. SLAB/FTG.PER PLANFTG. WPER PLAN1'-6"MIN.CONC. SLABPER PLANCONC. FTG.PER PLAN4"#4 CONT.#4 SLAB DOWEL @32" O.C. BEND ASREQ'D @ NOTCH30"112" NOTCH, MATCHWIDTH @ WALL,REF: B & D/S3.0CS3.0SECTION @ ROLL UP DOORSCALE: 3/4"=1'-0"ES3.0SECTION @ MAN DOOR & EXT. FOOTING SCALE: 3/4"=1'-0"T.O. SLAB/FTG.PER PLANCONC. FTG.PER PLANSTEEL STUD WALLJAMB BEYONDFTG. WPER PLAN1'-6"
MIN.
4"
112"912"CMU WALLJAMB BEYONDCONC. SLABPER PLAN#4 CONT.#4 SLAB DOWEL @32" O.C.30"(2) #5 CONT.(2) #5 CONT.(2) #5 CONT.(2) #5 CONT.#4 SLAB DOWEL @32" O.C. BEND ASREQ'D @ NOTCH30"(2) #5 CONT.CONC. SLABPER PLANWALL STUDSPER PLAN38" Ø x 234" EMBED'STRONG BOLT 2'E.B. @ 32" O.C.T.O. SLABPER PLAN16 GA HORIZ. GIRTPER 7/S5.0 @ 4'-0"O.C. (MAX.)16 GA BOTTOMTRACK W/ 2" LEGS(MIN.), TYP.FINSH GRADEPER ARCH/CIVIL112" NOTCH, MATCHWIDTH @ WALL,REF: B & C/S3.0FINSH GRADE ORPAVING PERARCH/CIVILFINSH GRADE ORPAVING PERARCH/CIVILFINSH GRADE ORPAVING PERARCH/CIVILINSULATIONCOORD. W/ARCHINSULATIONCOORD. W/ARCHINSULATIONCOORD. W/ARCHINSULATIONCOORD. W/ARCHCONC. SLABPER PLANWALL STUDSPER PLAN38" Ø x 312"EMBED 'TITENHD' @ 24" O.C.16 GA HORIZ. GIRTPER 8/S5.0 @ 4'-0"O.C. (MAX.)16 GA BOTTOMTRACK W/ 2" LEGS(MIN.), TYP.12" Ø x 312"EMBED 'TITENHD' @ 24" O.C.16 GA HORIZ. GIRT PER7/S5.0 @ 4'-0" O.C. (MAX.)16 GA BOTTOMTRACK W/ 2" LEGS(MIN.), TYP.#5 VERT. DOWELS@ 16" O.C.#5 VERT. DOWELS@ 16" O.C.#5 VERT. DOWELS@ 16" O.C.#5 VERT. DOWELS@ 8" O.C.#5 VERT. DOWELS@ 16" O.C.2"2"HS3.0SECTION @ EXT. STUD WALL & VENEERSCALE: 3/4"=1'-0"T.O. SLAB/FTG.PER PLANFTG. WPER PLAN1'-6"
MIN.WALL STUDSPER PLANCONC. SLABPER PLANCONC. FTG.PER PLAN4"#4 CONT.(2) #5 CONT.#4 SLAB DOWEL @32" O.C. BEND ASREQ'D @ NOTCH30"FINSH GRADEPER ARCH/CIVIL12" Ø x 312" EMBED'STRONG BOLT 2'E.B. @ 24" O.C.16 GA HORIZ. GIRT PER1/S5.1 @ 4'-0" O.C. (MAX.)16 GA BOTTOMTRACK W/ 2" LEGS(MIN.), TYP.#5 VERT. DOWELS@ 16" O.C.VENEERPER ARCH.Tahoma Terra Storage
Tahoma Boulevard Yelm, WashingtonS3.0FOUNDATION DETAILSTYPICALBuilding A1412 W. Idaho StreetSuite 240Boise, Idaho 83702Tel: 208.342.2919Fax: 208.331.4568McClendonEngineering IncMcE
3"CLRFTG (W)PER PLANAS3.1EXTERIOR WOOD WALL FOOTINGSCALE: 3/4"=1'-0"T.O. SLABPER PLANT.O. FTG.PER PLANWALL SHTGPER PLANCOORD ⅊ WASHERPLACEMENT W/SHEAR WALL SCHEDE.N.FINISH GRADE6" CONC. STEMWALL W/ #5 VERT@ 16" O.C. W/ #5HORIZ @ 12" O.C.FTG. AND REINF.PER PLAN2x STUD WALL PER PLAN2x PRESSURE TREATEDSILL ⅊ FOR ANCHOR BOLTS,SEE SHEAR WALL SCHED.12" PREMOLDED EXP. JT. TYP.CONC. SLAB & REINF.PER PLANALT DIRECTIONOF BEND3"CLRFTG (D)PER PLAN
3"
CLR3"CLRFTG (D)
PER PLANFTG (W)PER PLANBS3.1EXTERIOR WOOD WALL FOOTING @ BUMP-OUTSCALE: 3/4"=1'-0"T.O. SLABPER PLANT.O. FTG.PER PLANWALL SHTGPER PLANE.N.10" CONC. STEMWALL W/ #5 VERT @ 16" O.C. W/ #5HORIZ @ 12" O.C.FTG. AND REINF.PER PLAN2x STUD WALL PER PLAN2x PRESSURE TREATEDSILL ⅊ FOR ANCHOR BOLTS,SEE SHEAR WALL SCHED.12" PREMOLDED EXP. JT. TYP.CONC. SLAB & REINF.PER PLANALT DIRECTIONOF BENDVENEERPER ARCH.FINISH GRADEPER ARCH/CIVIL1'-6"LAP3"CLR8"DO NOT BENDDOWEL INTOEXTERIOR PAVINGCS3.1SECTION @ DOOR FOOTINGSCALE: 3/4"=1'-0"T.O. SLABPER PLANT.O. FTG.PER PLANWALL JAMB (BEYOND)SEE PLANFINISH GRADE OR EXTERIORPAVING PER ARCH.FOR STEM WALL& FTG. INFO SEE __/S.__#5 VERT. DOWELS@ 16" O.C.CONC. SLAB &REINF. PERPLANFTG (W)PER PLAN3"
CLR
FTG (D)
PER PLAN
NOTE:WHERE INTERIOR WALL FOOTINGINTERSECTS W/ EXTERIOR WALLFOOTING- SEE TYPICAL DETAIL:"STEPPED FOOTING DETAIL"FTG. (W)PER PLAN3"CLR11DS3.1INTERIOR WOOD WALL FOOTINGSCALE: 3/4"=1'-0"T.O. SLABPER PLANB.O. FTG.PER PLANCONC.SLAB & REINF.PER PLANWALL SHEATHING WHEREOCCURS PER PLAN2x STUD WALLPER PLAN2x PRESSURE TREATED SILL ⅊FOR ANCHOR BOLTS, SEESHEAR WALL SCHEDE.N.#4 CONT.#5 BARS @ 18" O.C.(TRANSV)3"
CLR
FTG (D)
PER PLANES3.1EXTERIOR POST FOOTING W/ VENEERSCALE: 3/4"=1'-0"T.O. FTG.PER PLANPOST PER PLAN2'-0" SQ CONC.PEDESTAL W/(4) #6 VERTS(2) #4 HORIZ. TIESFIRST 5" THEN@ 12" O.C.EXT. CONC.PER ARCHPERARCH12" PRE-MOLDEDCONT. EXP. JT.2x4 STUD WALLPER PLAN2x4 P.T. SILL PLATE W/58" Ø x 7" EMBED @ 12" O.C.(2) BOLTS MIN PER PIECE34" CHAMFER,TYP.VENEER PER ARCHT.O. CONC.PER ARCHEXT. CONC.PER ARCH'BC' POST CAP W/58" Ø x 7" EMBED A.B.3"CLRFTG. PER PLAN3"CLRFTG (D)PER PLANFTG. SIZE & REINF.PER PLAN11"MAX7"MAX1S3.1WOOD STAIR STRINGER SCALE: N.T.S.T.O. SHTG.PER PLANT.O. SLABPER PLAN12" Ø x 3" EXPANSIONBOLTS @ 12" O.C. (2)MIN. PER NAILERLET-IN 2x4 NAILERTO SPAN ENTIRETREAD WIDTHFLOOR SHEATHINGPER PLAN4x6 DF - L #2BEAM @ STAIRS(3) 112" x 14" 1.5ELSL STRINGERSW/ 'A35' CLIPCONC. SLAB& REINF.PER PLAN'ABU' POST BASEW/ 58"Ø x 3"EXPANSION BOLTPOST (BEYOND)PER PLAN2x6 JOIST(ORIENTATIONPER PLAN)@12" O.C. W/'U26' HANGEREA. END6"6" THICKENEDSLAB PER PLANNOTE:1.COMPARE HOLD DOWN STUD/POST (PER HOLD DOWN SCHEDULE) TO KING STUD(S) (PER HEADERSCHEDULE). LARGER SIZE GOVERNS. CONTRACTOR TO COORDINATE ANCHOR BOLT PLACEMENT.2.DEEPEN FOUNDATION AND STEM WALL AT FOOTING, WHERE REQUIRED.3.CONTRACTORS OPTION TO USE STRAP HD (OPTION 1) OR SCREW HD (OPTION 2) PER SCHEDULE.4.STRAP HD MUST BE INSTALLED WITH SIMPSON 'SM1' BRACKETS, TYP.5.STRAP HD MAY BE BENT HORIZONTAL THEN VERTICAL - ONE TIME ONLY.6.ANCHOR BOLT EMBED IS MINIMUM CONCRETE STEM WALL EMBED, UNLESS NOTED OTHERWISE. SEE HOLD DOWN DETAIL 3/S3.17.AT BUILT-UP (2) 2x POST NAIL TOGETHER W/ (2) ROWS 10d @ 6" O.C. STAGGERED.2S3.1HOLD DOWN SCHEDULE- FOUNDATIONSCALE: N.T.S.TABLE 1: HOLD DOWN (HD) SCHEDULE(FIRST FLOOR WOOD SHEAR WALL TO CONCRETE FOUNDATION)OPTION 1: EMBED STRAP HDOPTION 2: SCREW HDMARKMIN.STEMWALLSTRAPHD SIZESTUDNAILSEMBEDLENGTHSCREW HDSIZESTUD SCREWSANCHOR BOLTSTUD /POST6"STHD10(24) 16d10"HDU2-SDS2.5(6) SDS 14"x212"58"Ø 'SSTB24' W/21" EMBED(2) 2x6"STHD14(28) 16d14"HDU4-SDS2.5(10) SDS 14"x212"58"Ø 'SB58x24' W/18" EMBED(2) 2xAFBF3"
CLR.3S3.1FOUNDATION HOLD DOWN DETAIL SCALE: N.T.S.STEM
EMBED.
PER
SCHED.
FTG.STEM
WALLSCREW HOLD DOWNEMBED STRAP HOLD DOWNEMBED
STEM
WALL
FTG.1/2" MIN FROMEDGE OF CONC.HOLD DOWN ANCHORBOLT SEE SCHED. FORSIZE, TYPE & EMBEDCONT. REBAR PERA/S3.12x P.T. SILL PLATE(COORD. W/ SHEARWALL SCHED)(2) ROWS 10d @ 6" O.C.AT BUILT-UP HOLD DOWNSTUDS PER SCHED.HOLD DOWN WOODSTUDS/POST SEE SCHEDSCREW HOLD DOWNPER PLAN & SCHEDP.T. SILL PLATEEND OF WALLIF APPLICABLEHOLD DOWNSTUDS/POSTSEE SCHEDP.T. SILL PLATE(COORD W/ SHEARWALL SCHED)CONT. REBARPER A/S3.1(2) ROWS 10d @ 6" O.C.AT BUILT-UP HOLDDOWN STUDSEMBED STRAP HOLDDOWN PER PLAN &SCHEDCONC. STEM WALL& FTG. PER PLANEND OF WALLIF APPLICABLE"CL" VARIESPERMANUF.CONC. STEM WALL& FTG. PER PLAN4S3.1UPPER FLOOR HOLD DOWN DETAILSCALE: N.T.S.HOLD DOWNWOOD STUDSPER SCHED.FULL DEPTH/WIDTHFRMG. MEMBER @H.D. POSTSILL PLATE PERSHEAR WALLSCHED.FLOOR SHTG.PER PLANUPPER FLOORHOLD DOWNPER PLAN& SCHED.DBL. TOP ⅊HOLD DOWNWOOD STUDSPER SCHED.FLOOR SHTG.PER PLANUPPER FLOORHOLD DOWNSTRAP PERPLAN & SCHED.THREADED RODSTRAPCLEAR SPANSTRAP NAILSNOT REQ'D INCLEAR SPAN℄ OF STRAPUPPER FLOORHOLD DOWNPER PLAN& SCHED.5S3.1HOLD DOWN SCHEDULE- UPPER FLOORSCALE: N.T.S.NOTE:1.COMPARE HOLD DOWN STUD/POST (PER HOLD DOWN SCHEDULE) TO KING STUD(S) (PER HEADERSCHEDULE). LARGER SIZE GOVERNS.2.CONTRACTORS OPTION TO USE STRAP HD (OPTION 1) OR THREADED HD (OPTION 2) PER SCHEDULE.3.AT BUILT-UP (2) 2x POST NAIL TOGETHER W/ (2) ROWS 10d @ 6" O.C. STAGGERED.TABLE 2: HOLD DOWN (HD) SCHEDULE - WOOD SHEAR WALL(UPPER FLOOR TO LOWER FLOOR)OPTION 1: STRAP HDOPTION 2: THREADED RODMARKSTRAP HDSIZESTUD NAILSSCREW HD SIZESTUD SCREWSTHREADED RODSTUD /POSTMSTC28(12) 16dHDU2-SDS2.5(6) SDS 14"x212"58"(2) 2xMSTC40(28) 16dHDU2-SDS2.5(6) SDS 14"x212"58"(2) 2xAUBUTahoma Terra Storage
Tahoma Boulevard Yelm, WashingtonS3.1FOUNDATION DETAILSBuilding A1412 W. Idaho StreetSuite 240Boise, Idaho 83702Tel: 208.342.2919Fax: 208.331.4568McClendonEngineering IncMcE
LOW ROOF / SECOND FLOOR FRAMING PLAN BLDG ASCALE: 1/8" = 1'-0"RB31
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2'-0"TYP.2'-0"TYP.2'-0"TYP.RB1
RB1
RB1
RB1
RB1
RB1
RB1
SLOPE
H2H2H2H1H1H1H1H122FB1FB1
RB1 RB1
SLOPESLOPERB1 RB1
SLOPESLOPERB1 RB1SLOPESLOPE
RB1 RB1
RB1 RB11FB2SLOPE3 AS5.2BS5.2AS5.2BS5.2BS5.2CS5.2CS5.3412221CS5.1DS5.1ES5.1DS5.1ES5.1AS5.1CS5.1DS5.1ES5.1AS5.1AS5.1CS5.1CS5.1CS5.1RB1
RB1
RB1
RB1
RB1
RB1
RB1RIDGE
RIDGE
RIDGE
RIDGERIDGEH1BUBU2AUAUAUAUTahoma Terra Storage
Tahoma Boulevard Yelm, WashingtonS4.1LOW ROOF / 2ND FLOORFRAMING PLANBuilding A1.FOR ANY ADDITIONAL DIMENSIONS NOT SHOWN, SEE ARCH PLANS. NOTIFY THEARCHITECT OR ENGINEER IMMEDIATELY IF ANY DISCREPANCIES ARE FOUND.2.STRUCTURAL WALLS ARE CONSIDERED TO BE ALL LOAD BEARING WALLS, SHEARWALLS AND ANY WALL THAT REQUIRES A FOOTING.3.FOR GENERAL STRUCTURAL NOTES SEE SHEET S1.0.4.FOR TYPICAL FRAMING DETAILS SEE SHEET S5.0.5.T.O.W. = TOP OF WALL ELEVATION6.METAL ROOF DECK: 24 GA. 'MEDALLION-LOK' STANDING SEAM MEATAL PANEL W/16" COVERAGE. (3-SPAN CONDITION)ROOF FRAMING PLAN NOTES:ROOF FRAMING PLAN KEYNOTES:INDICATES 8Zx212 x16GA. PURLINS @ 5'-0" O.C. (MAX SPAN = 10'-0")1ROOF FRAMING PLAN LEGEND:INDICATES STEEL STUD WALL BELOWINDICATES CMU WALL BELOWINDICATES STEEL LINTELL1: 4Cx 2 x 16GA (MAX SPAN = 3'-4")L2: 4Cx 2 x 12GA (MAX SPAN = 8'-0")L4: (2) 6Cx 2.5 x 16GA BOX BEAM (MAX SPAN = 8'-6")INDICATES STEEL PURLIN SUPPORT BEAM.RB1: 8Cx2 12x16GA (MAX SPAN = 10'-0")RB3: (2) 8Cx2 12x16GA (MAX SPAN = 15'-0")INDICATES 4" x 16 GA X-BRACING STRAP, SEE DETAIL 10/S5.0STRAPINDICATES 'MSTI26' STRAP, SEE DETAIL 11/S5.0COIL STRAPINDICATES 'CMSTC16' COIL STRAP W/ 18" END LENGTHS & 16 GA CEEBLKG, TYP., STRAP LAP = 24" MIN. W/ ALL STRAP HOLES FILLED W/ #10SCREWSL1RB11412 W. Idaho StreetSuite 240Boise, Idaho 83702Tel: 208.342.2919Fax: 208.331.4568McClendonEngineering IncMcE1.FOR ANY ADDITIONAL DIMENSIONS NOT SHOWN, SEE ARCH PLANS. NOTIFY THEARCHITECT OR ENGINEER IMMEDIATELY IF ANY DISCREPANCIES ARE FOUND.2.FOR ANY DIMENSION DISCREPANCIES FOUND BETWEEN THE ARCH. PLANS ANDTHESE PLANS USE THE DIMENSIONS FROM THE ARCH. PLANS. NOTIFY THEARCHITECT OR ENGINEER IMMEDIATELY.3.STRUCTURAL WALLS ARE CONSIDERED TO BE ALL LOAD BEARING WALLS, SHEARWALLS AND ANY WALL THAT REQUIRES A FOOTING.4.FOR GENERAL STRUCTURAL NOTES SEE SHEET S1.0.5.FOR TYPICAL FRAMING DETAILS SEE SHEET S5.2.6.FOR TOP PLATE SPLICE DETAIL SEE 2/S5.2.8.T.O.B = TOP OF BEAM ELEVATION9.T.O.SHTG. = TOP OF SHEATHING ELEVATION10.T.O.W. = TOP OF WALL ELEVATION11.FOR TYPICAL STAIR DETAILS SEE SHEET S3.1.12.FLOOR SHEATHING: 34" APA RATED SHTG W/ 10d @ 6" O.C. EDGE NAILING (EN) &10d@ 12" O.C., FIELD NAILING (FN). APPLY ADHESIVE TO ALL FLOOR JOISTS/BEAMS.FLOOR FRAMING PLAN NOTES:FLOOR FRAMING PLAN LEGEND:INDICATES 2x6 @ 16" O.C. WOOD STUD WALL ABOVE.INDICATES WOOD STUD WALL BELOW.INDICATES WOOD SHEAR WALL ABOVE. SEE DETAIL 5/S5.2 FORSCHEDULE. SHEAR WALL LENGTH SHALL BE FULL LENGTHBETWEEN WINDOWS\DOORS OR WALL CORNERS PER SHEAR WALLDETAILS, U.N.O.INDICATES HOLD DOWN MARK. SEE DETAIL 5/S3.1 FOR SCHEDULE.COORDINATE HOLD DOWN AND HOLD DOWN ANCHOR BOLTPLACEMENT WITH HOLD DOWN SCHEDULE AND HEADERSCHEDULE.INDICATES WOOD HEADER BELOW. SEE DETAIL 3/S5.2 .INDICATES WOOD BEAM AND COLUMNS.FB1: (2) 134" x 18" 2.0E LVL (MAX SPAN= 5'-5")FB2: 4x8 DF-L#2 (MAX SPAN= 7'-0")INDICATES WOOD 4x4 DF-L #2 POST, UNO. WITH 'AB' POST BASE &'BC' POST CAP, UNO.1AUH1FB1FLOOR FRAMING PLAN KEYNOTES:INDICATES 18" TJI 360 FLOOR JOIST @ 16" O.C. (MAX SPAN= 24'-0")INDICATES 2x8 DF-L#2 ROOF JOISTS @ 16" O.C. (MAX SPAN= 12'-0")23
UPPER ROOF FRAMING PLAN BLDG ASCALE: 1/8" = 1'-0"AS5.3H13H2H1H1S
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DS5.3Tahoma Terra Storage
Tahoma Boulevard Yelm, WashingtonS4.2UPPER ROOFFRAMING PLANBuilding A1.FOR ANY ADDITIONAL DIMENSIONS NOT SHOWN, SEE ARCH PLANS. NOTIFY THEARCHITECT OR ENGINEER IMMEDIATELY IF ANY DISCREPANCIES ARE FOUND.2.STRUCTURAL WALLS ARE CONSIDERED TO BE ALL LOAD BEARING WALLS, SHEARWALLS AND ANY WALL THAT REQUIRES A FOOTING.3.FOR GENERAL STRUCTURAL NOTES SEE SHEET S1.0.4.FOR TYPICAL FRAMING DETAILS SEE SHEET S5.0.5.T.O.W. = TOP OF WALL ELEVATION6.ROOF SHEATHING: 1532" APA RATED SHTG W/ 10d @ 6" O.C. EDGE NAIL (EN) & 10d @12" O.C. FIELD NAIL (FN).ROOF FRAMING PLAN NOTES:ROOF FRAMING PLAN LEGEND:INDICATES WOOD STUD WALL BELOWINDICATES WOOD HEADER BELOW. SEE DETAIL 3/S5.2 .INDICATES WOOD BEAM AND COLUMNS.FB3: (2) 134" x 117/8" 2.0E LVL (MIN) W/ 'LUS' HANGER EA END TOGIRDER TRUSS (MAX SPAN= 6'-0")H1FB11412 W. Idaho StreetSuite 240Boise, Idaho 83702Tel: 208.342.2919Fax: 208.331.4568McClendonEngineering IncMcEROOF FRAMING PLAN KEYNOTES:INDICATES 2x8 DF-L#2 ROOF JOISTS @ 16" O.C.INDICATES 16" TJI 360 ROOF JOISTS @ 24" O.C.INDICATES PRE-MANUFACTURED WOOD ROOF (DOUBLE PITCH) TRUSSES @ 24" O.C.123
td dConcrete Masonry Unit 8" CMUNOMINALTHICKNESSACTUALTHICKNESS(t)7 5/8"3.8d (inches)NOTE:WHERE TWO VERTICAL REINFORCING BARSOCCUR IN A CELL, BARS SHALL BE SECUREDIN PLACE BY A BAR POSITIONER AT THETOP AND BOTTOM, AND AT INTERVALS NOTEXCEEDING 200 BAR DIAMETERSddt HORIZ. REBARIN CONTACT WITHVERT. REBAR1S5.0TYPICAL REBAR PLACEMENT IN CMU (PLAN VIEWS)SCALE: N.T.S.VERTICAL REBAR IN CENTER OF CELLSINGLE CURTAIN HORIZONTAL BARTENSIONLAP SPLICETENSION
LAP SPLICENOTES:1.TENSION LAP SPLICE48 BAR DIA., U.N.O.2S5.0TYPICAL CMU WALL INTERSECTIONSSCALE: N.T.S.(2) #5 VERT.BREAK SHELL ATHORIZ. REINF., TYP.OPEN END BLOCK,TYP.BEND ALT.WAYSSINGLE MATCORNERINTERSECTION7S5.0TYP. WALL GIRT ATTACHMENTSCALE: N.T.S.WALL STUD PER PLAN(4) #12 S.D. W/O WASHPER LEGGIRT CLIP ∠ 2x4x16 GA.HORIZ. GIRT MATCH WALLSTUD GA. & WIDTHWALL STUD PER PLANGIRT CLIP ∠ 2x4x16 GA.(4) #12 S.D. W/O WASHPER LEG8S5.0TYP. TOP CHANNEL ATTACHMENTSCALE: N.T.S.CHANNEL LAPON GRIDOFF GRIDOPEN CHANNEL#12 S.D. W/O WASHWALL STUDPER PLANOPEN CHANNEL#12 S.D. W/O WASHWALL STUDPER PLANMINI-STUDTOP CHANNEL#12 S.D. W/O WASHWALL STUDPER PLANSECTION "A"SECTION "B"#12 S.D. W/O WASHMINI-STUDWALL STUDPER PLAN"A""B"9S5.0TYP. PURLIN ATTACHMENTSCALE: N.T.S.STEEL LINESTEEL LINE#12 S.D.W/O WASHROOF PURLINPER PLANWALL STUDPER PLAN#12 S.D.W/O WASHROOF PURLINPER PLANWALL STUDPER PLANSTUD CAPNON-LOADBEARING STUD1'-0"1'-0"2'-0" (TYP.)(LAP LOCATIONS ON ROOF PLANPER PLANSTYPICALLY 60"ROOF PURLINPER PLANWALL STUDSPER PLANSTUD CAP10S5.0TYP. X-BRACING @ ROOFSCALE: N.T.S.5S5.0METAL STUD X-BRACING SCHEDULESCALE: N.T.S.STUD WALL X-BRACING SCHEDULEBRACE MARKBRACE LENGTHSTRAPWIDTHSTRAPGAUGE# OF STRAPS# OF SCREWS PER ROW(SEE NOTE 2)SCREWS PER ROW(SEE NOTE 7)4"16 GA(2) EA. ON (1) SIDEOF STUD WALL(8)(1) MAX6"16 GA(2) EA. ON (1) SIDEOF STUD WALL(8)(2) MAX1X'-X"2X'-X"NOTES:1.BRACE LENGTH DIMENSIONS (X'-X" AS SHOWN ON THE PLAN) IS A NOMINALDIMENSION AND INDICATES THE MINIMUM HORIZONTAL DIMENSION +/- 2" BETWEENTHE BRACED WALL HOLD DOWNS PER H/S5.1 HORIZONTAL DIMENSIONS SHOULDLAYOUT BETWEEN WALL OPENINGS AND/OR WALL CORNERS,COORD. W/ ARCH.2.THE NUMBER OF #12 SCREWS REQ'D @ EACH END OF STRAPS FASTENED TO WALLFRAMING AND GUSSET PLATES PER G/S5.1.3.THE DIAGONAL STRAP SHALL BE INSTALLED TAUT. DO NOT SCREW TOINTERMEDIATE WALL STUDS.4.BOTTOM TRACK ANCHOR BOLTS SHALL BE 12" Øx234" EMBED @ 8" O.C., U.N.O.5.TOP & BOTTOM TRACKS SHOULD BE CONTINUOUS.6.DO NOT ATTACH PARTITION PANELS TO STRAPS OR TOP TRACK.7.MAXIMUM NUMBER OF #12 SCREWS IN A SINGLE ROW ACROSS THE STRAP WIDTH,SEE 6/S5.0.1
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.1"MIN.STRAP (W)PER SCHED.MAX SCREWSPER ROWREQ'D NUMBEROF SCREWSPER SCHED. 5/S5.0HALF OF REQ'DNUMBER OF SCREWSPER SCHED. 5/S5.0EA. SIDE OF GUSSETPLATE TO FRAMINGWALL STUDPER PLANTRACK PER PLAN(BOTTOM TRACKSHOWN)STRAP PERSCHED. 5/S5.0GUSSET PLATE SIZE PER G/S5.1(MATCH STRAP GAUGE)6S5.0TYPICAL X-BRACE STRAP CONNECTIONSCALE: N.T.S.HOLD DOWNPER PLAN(WHERE OCCURS)# OF ROWSAS REQ'D(4) #12 x1 S.D. @ EA. END& (1) S.D. @ MIDDLESTRAPPING PERPLAN, TYP.ROOF FRAMINGPER PLAN, TYP.(PURLINS SHOWN)BENT ⅊ 912 x212 x18 GA.DRAG STRUT TYP.UNDER PURLINSWALL STUD BELOWPER PLAN, TYP.(2) #12 SCREWS (MIN)@ DRAG STRUT ENDSTO WALL STUD &PURLIN FLANGE, TYP.4S5.0MECH. EQUIPMENT SEISMIC ANCHORAGESCALE: NTSHORIZ. GIRT MATCH WALLSTUD GA. & WIDTHROOF PURLIN PER PLANWALL STUD PER PLANBENT ⅊PER 10/S5.0(3) #12 S.D.@ EA. STUDMECH. EQUIP.100# MAX(2) #12 SCREWSROOF PURLIN,ROOF PANELNOT SHOWNMECH. SUPPORTBY OTHERS, TYP.CEE BLKG EA. SIDE OFTIE/CABLE LOCATION30° TO 45°SEISMICTIE/CABLEBY OTHERSTIE/CABLE CLIPSBY OTHERSPLAN VIEWBSEISMIC TIES/CABLES:(1) ON OPP. SIDES IN(2) DIRECTIONS, MIN.MECH.EQUIP.90°,TYP.COND. @ ROOF FRAMINGA6Cx2 12x16 GA FULL SPAN OFROOF PURLIN, EA. SIDE OFMECH. EQUIP. SCAB CEEONTO ROOF PURLIN W/ (2)ROWS OF #12 @ 12" O.C.12 GA. BENT CLIPW/ (4) #12SCREWS @BLKG., TYP.3S5.0TYP. ANGLE & LINTEL CONN. @ CMU PIERSCALE: N.T.S.PLAN VIEWCMU PIER PER PLAN,REF: D/S3.0∠4x4x14 CONT. W/ (1) 58"Øx412" EMBED'STONG BOLT-2' E.B @ EA. CELLSPLICE ANGLE @ CMUPIER AS REQ'D12 GA. CLIP W/ (2) 58"Øx412"EMBED 'STONG BOLT-2'E.B., EA. SIDE OF LINTEL(4) #12 SCREWS (MIN.)EA. SIDE OF LINTELLINTEL PER PLANPL 316 x 1x 0'-6",TYP AT L SPLICE1/8L TOPL1/811S5.0TYP. STRAP CONN. @ PURLIN TO WALLSCALE: N.T.S.CMU PERPLANROOF PURLINPER PLANPURLIN CONN. TOCMU REF: F/S5.14"CONT.CEE STUD16" O.C.FIRST (3) E.B.'s58"Øx412" EMBED 'STRONGBOLT-2' E.B. W/ WASHER@ 32" O.C., U.N.O.℄STRAPSTRAP PER PLANTahoma Terra Storage
Tahoma Boulevard Yelm, WashingtonS5.0FRAMING DETAILSBuilding A1412 W. Idaho StreetSuite 240Boise, Idaho 83702Tel: 208.342.2919Fax: 208.331.4568McClendonEngineering IncMcE
AS5.1ROOF SECTION @ EXT. WALLSCALE: 3/4"=1'-0"WALL PANELPER ARCH.WALL STUDPER PLANROOF PURLINPER PLANCOORD. EAVEW/ ARCH(6) #12 S.D. W/OWASH, TYPROOF PANELPER PLANLINTEL PER PLANWHERE OCCURSRAKE TRIMPER ARCH.ES5.1WALL BRACING @ CMU PIERSCALE: 3/4"=1'-0"CMU PIERPER PLAN,REF: D/S3.0(8" CMUSHOWN)ROOF PANEL & SLOPEPER PLAN58" Ø E.B.PER D/S5.1W/ (1) 58"ØE.B. @ CMUPIER6Cx2 12 x16 GA. STRUTW/ (3) #12 @ EA. STUDWALL STUDSPER PLAN8"4"CONT. CEE STUD,REF: D/S5.1BENT ⅊ OPP. SIDEPER 9/S5.0ROOF PURLINPER PLANBS5.1ROOF SECTION @ LOW ENDSCALE: 3/4"=1'-0"WALL PANELPER ARCH.WALL STUDPER PLANROOF PANELPER PLANCOORD. EAVEW/ ARCHGS5.1X-BRACED WALL FRAMINGSCALE: 3/4"=1'-0"WALL FRAMING PER PLANMATCH STRAP GA. AS REQ'DPER PLANT.O.SLAB/FTGPER PLAN8" x 1'-4" (MIN.) GUSSET PLATEAS REQ'D W/ SCREWS INTODBL STUD & TOP/BOTTOMTRACK PER SCHED. 5/S5.0,MATCH PLATE, DBL STUDS &TRACK GA. W/ STRAP GA.FLAT X-BRACESTRAP, TYP.WALL FINSHPER ARCH.DOUBLESTUD @ EAX-BRACE ENDCONT. BENT PLATEUNDER PURLINS PER10/S5.0 @ INT. WALLS(TOP TRACK @ EXT.WALL)CONC. SLABPER PLANFLAT STRAP, WIDTH & GA.PER PLAN & SCHED.5/S5.0WALL STUDSPER PLANAAE.B. ANCHORS, TYP. PER A & F/S3.0,(1) ANCHOR WITHIN 6" OF DBL STUDENDS, U.N.O.(1) E.B. ANCHOR, TYP.@ DBL STUD, UNO.ROOF PURLINPER PLANRAKE SUPPORTANGLE PERDECK MANUF.ROOF PURLINPER PLANBENT ⅊REF: 8 & 9/S5.0PER
PLAN HOLD DOWN &EPOXY EMBED A.B.PER PLAN WHEREOCCURS REF:6/S5.0EPOXY EMBED A.B.@ HOLD DOWN PERPLAN WHERE OCCURST.O. CMUPER ARCHROOF DECKPER PLAN(2) ROWS OF#12 @ 12" O.C.STAGGERED(CONT. CEETO ANGLE)DS5.1ROOF SECTION @ CMU PIER - LOW ENDSCALE: 3/4"=1'-0"ROOF PURLINSIZE & ORIENTATIONPER PLAN6Cx212x16 GA.CONT. STUD(FLAT), TYP.WALL JAMBBEYOND, REF:3/S5.0 FOR LINTELCONN.∠4x4x14 CONT.REF: 3/S5.02'-0"
MAX
T.O. OPNGPER ARCHWALL PANELPER ARCH.CS5.1ROOF SECTION @ HIGH ENDSCALE: 3/4"=1'-0"WALL PANELPER ARCH.WALL STUDPER PLANROOF PANELPER PLANCOORD. EAVEW/ ARCHROOF PURLINPER PLANFS5.1ROOF SECTION @ CMU WALLSCALE: 3/4"=1'-0"CMU PER PLAN,(8" CMU SHOWN)ROOF PANELPER PLANCONT. CEE STUD,REF: D/S5.1RAKE SUPPORTANGLE PERDECK MANUF.8"
4"12 GA. BENT CLIP @ EA.PURLIN TO CMU W/ (2) 58"Øx412"EMBED 'STRONG BOLT-2' E.B.W/ WASHER & (6) #12 SCREWS,TYP.ROOF PURLINPER PLAN(2) #5 CONT. TOPCOURSE. TYP.58"Ø E.B. @ 32" O.C.,REF: D/S5.1T.O. CMUPER ARCHHS5.1SECTION @ HI ROOF & LOW ROOFSCALE: 3/4"=1'-0"ROOF PANELPER PLANROOF PANELPER PLAN10 GA. BENTCLIP W/ (4)#12 EA. LEGSRAKE SUPPORTANGLE PERDECK MANUF.WALL STUDSPER PLANBOTTOM TRACKW/ (2) #12 @ 12" O.C.W BEAMPER PLANROOF PURLINPER PLAN#12 @ 12" O.C.W BEAMPER PLANCEE EDGEMATCH ROOFPURLIN DEPTHSLIP TRACK W/ (2)#12 @ 12" O.C.ROOF PURLIN PER PLANWALL STUDS PER PLAN(6) #12 SCREW EA. LEG, TYP6" x 16 GA C STUD BLOCKINGBETWEEN PURLINS (2) BAYSJS5.1PARAPET WALL FRAMINGSCALE: 3/4"=1'-0"METAL WALLPANEL PERARCH.WALL PANELPER ARCH.WALL STUDPER PLAN10 GA. BENT CLIPSW/ (4) #12 EA. LEG,TYP.TOP TRACK, REF:2/S5.1PERARCHTahoma Terra Storage
Tahoma Boulevard Yelm, WashingtonS5.1FRAMING DETAILSBuilding A1412 W. Idaho StreetSuite 240Boise, Idaho 83702Tel: 208.342.2919Fax: 208.331.4568McClendonEngineering IncMcE
SHTG PANEL EDGEEDGE NAILING (E.N.)- ALLSUPPORTED SHTG PANEL EDGESFIELD NAILING (F.N.) ATINTERMEDIATE SUPPORTSWOOD SHTG LAYOUT1S5.2UNBLOCKED DIAPHRAGM - ROOF/FLOOR FRMGSCALE: N.T.S.NAILING NOTES:1.MIN. EDGE DISTANCE FOR NAILS SHALL BE 3/8"2.NAIL HEAD SHALL NOT BREAK OUTER PLY OF SHEATHING3.NAILS SHALL BE COMMON WIRE TYPE.4.PNEUMATIC DRIVEN FASTENERS MAY BE USED W/ ENGINEER APPROVAL.5.BOUNDARY NAILING = EDGE NAILING, U.N.O.SHEATHING NOTES:1.SEE PLAN AND STRUCTURAL NOTES FOR SHTG THICKNESS, GRADE, AND NAILING.2.SHTG PANELS SHALL BE APPLIED WITH LONG DIMENSION ACROSS JOISTS/TRUSSES3.MIN. SHTG SHEET SIZE SHALL BE 2'-0"x4'-0"4.WOOD SHTG MAY BE EITHER OSB OR PLYWOOD- SEE STRUCTURAL NOTESINTERMEDIATE FRMG MEMBER-JOIST /TRUSSBOUNDARY FRMGMEMBER WALL ORDRAG BM'PSCA' PANEL SHTG CLIPAT ALL UNSUPPORTEDSHTG EDGES @ 24" O.C.NOTES:1.FOR STRUCTURAL WOOD WALLS NOT MARKED, USE2.USE THIS DETAIL AT ALL EXTERIOR WOOD WALLS, SHEAR WALLS, AND AS INDICATED ON PLANSHEETS.3.16d NAILS = BOX NAILS: 312" LENGTH x 0.135" DIAMETER (MIN)4'-0" MIN. LAP2"2"TOP PLATE SPLICE SCHEDULEMARKTOPPLATESPLICE STRAPCENTER ON SPLICETYP. FACE NAIL SIZE & NUMBERNOTES(2) 2x2 ROWS: (4) 16d NAILS(8) NAILS TOTAL EA. SIDE OFSPLICE16d @ 16" O.C.TYP @ OFFICE ROOF(2) 2x'ST2215' STRAP W/ 16d NAILS16d @ 16" O.C.TYP @ OFFICEFLOORPLAN VIEWELEVATION2S5.2TOP PLATE SPLICE SCHEDULESCALE: N.T.S.SPLICE STRAPWHERE OCCURS- SEE BELOWSPLICE STRAPTYPICAL FACE NAIL,SEE SCHED. BELOWBOTTOM PLATE SPLICEMUST BE OVER STUDTYP. FACE NAILSPLICENAILSTOP PLATESPLICE MUSTBE OVERSTUDSPLICE NAILS-SEE SCHED.BELOWTOP PLATE,SEE SCHED.BELOWWALL STUDSEE PLANSHEETSOPENING WIDTHPER ARCH.WOOD HEADER SCHEDULEHEADERMARKMAX OPENINGWIDTHHEADER SIZETRIMSTUD(S)KINGSTUD(S)NOTES5'-0"(2) 134" x 714" 2.0E LVL(2) 2x(1) 2x10'-0"(2) 134" x 1178" 2.0E LVL(2) 2x(2) 2xH1H2NOTES:1.WHERE BUILT-UP STUDS OR HEADER BEAMS ARE REQUIRED SEE FASTENING SCHEDULE PER IBCTABLE 2304.9.1.2.COMPARE KING STUDS W/ HOLD DOWN STUD/POST W/ SHEAR WALL PANEL EDGE FRAMING. LARGERSIZE GOVERNS.3S5.2WOOD HEADER ELEVATION AND SCHEDULESCALE: N.T.S.2x SILL PLATE2x CRIPPLE STUDS@16" O.C.2x STUD PER PLANFULL HT.KINGSTUD(S) (SEESCHED.)HEADER (SEE SCHED.)TRIM STUD(S)(SEE SCHED.)T.O. WALLPER PLANT.O. OPENINGPER ARCH.SOLID BLKG AND 'ST18'STRAP @ SHEARWALLS PER PLAN(3) 16d NAILS (OR 'LTP4' EA.SIDE WHERE MULTIPLEKING STUDS OR POSTSOCCUR, SEE SCHED.)CONTRACTOR RESPONSIBLEFOR COORDINATING HEADERSTUDS WITH HOLD DOWNSTUDS AND HOLD DOWNANCHOR BOLT LOCATIONSDBL. TOP PLATETRIM STUD(S)ABOVE HEADER TOMATCH TRIM STUD(S)SIZE AND COUNTBELOW, TYP.A.B. SPACINGPER NOTE 16SW WIDTH- PER FOUNDATION PLANSW HEIGHT- PER PLAN SW HTPER PLANGENERAL NOTES:1.SHEAR WALL ELEVATION DEPICTS GENERAL FRAMING LAYOUTCONFIGURATION.2.CONTRACTOR IS RESPONSIBLE FOR COORDINATION BETWEEN FRAMINGAND FOUNDATION PLANS, SHEAR WALL SCHEDULE, HOLD DOWNSCHEDULE, AND HEADER SCHEDULE. WHERE FRAMING SIZES ARE INCONFLICT, THE LARGER FRAMING MEMBER SIZE SHALL GOVERN.SHEATHING & FRAMING NOTES:3.FOR EXTERIOR WALLS NOT MARKED USE SW TYPE .4.SW = SHEAR WALL, HDR = HEADER, FRMG = FRAMING5.MIN. SHTG SHEET SIZE SHALL BE 2'-0"x4'-0".6.2x BLOCKING AT SHTG PANEL EDGES, AT MID-HEIGHT OF WALL, OR 8'-0"O.C. MAX.FASTENER & HARDWARE NOTES:7.MIN. EDGE DISTANCE FOR NAILS SHALL BE 3/8".8.NAIL HEAD SHALL NOT BREAK OUTER PLY OF SHTG.9.NAILS SHALL BE COMMON WIRE TYPE, AND HOT DIPPED GALVANIZED10.E.N. = EDGE NAILING, F.N. = FIELD NAILING- PER SW SCHED11.HD = HOLD DOWN, A.B. = ANCHOR BOLT- PER HD SCHED12.WHERE PANELS ARE APPLIED TO BOTH FACES OF THE WALL AND NAILSPACING IS LESS THAN 6" O.C., NAILS ON EA SIDE SHALL BE STAGGERED.13.UPPER FLOOR HOLD DOWN SIZE, TYPE, ANCHOR ROD (WHERE REQ'D)-SEE HD SCHEDULE & UPPER FLOOR HOLD DOWN DETAIL.14.FOUNDATION HOLD DOWN SIZE, TYPE, ANCHOR BOLT (WHERE REQ'D),AND EMBED INTO CONCRETE- SEE HD SCHEDULE & FOUNDATION HOLDDOWN DETAIL.15.THERE SHALL BE A MINIMUM OF TWO A.B. PER EA. PIECE OF SILL PLATE.16.LOCATE A.B. NO MORE THAN 12" & NO LESS THAN 4" FROM EA. END OF EA.SILL PLATE.4S5.2SHEAR WALL ELEVATION: MULTI STORY: INDIVIDUAL FULL HEIGHT NOT STACKED WALL SEGMENTSSCALE: N.T.S.1UPPER FLOOR WALL SHTGPER S.W. SCHED.FLOOR SHTG.PER PLANSOLID BLKG. @S.W. LOCATIONSBREAK WALLSHTG. @ FLOORFLOOR FRMG.SEE PLANBLKG. CLIPPER S.W. SCHED.2x BLKG. PER NOTE 6E.N. PER S.W. SCHED.F.N. PER S.W. SCHED.WALL SHTG. PERS.W. SCHED.H.D. POST SIZEPER H.D. SCHED.FOUNDATION H.D.PER NOTE 14SILL PLATESEE NOTE 15E.N.UPPER FLOORHOLD DOWNPER NOTE 13FULL DEPTH/WIDTH FRMGMEMBER @ H.D. POSTDBL. TOP ⅊ (SEE TOP ⅊SPLICE SCHEDBLKG. & STRAP PERHDR SCHEDHEADER SEE PLANKING STUD(S) SIZE PERHDR OR H.D. SCHED.LARGER SIZE GOVERNSHDR. TRIM STUD(S)PER HDR. SCHED.DBL. SILL ⅊ WHEREOCCURS @ WINDOWSA.B. PER S.W. SCHED.NOTE: HOLD DOWN A.B.DOES NOT REPLACETYP. A.B.'SCONT. CONC. FTG. SEEPLANH.D. POST FROMUPPER FLOOR IS CONT.TO FOUNDATIONSW WIDTH PERFLOOR FRAMING PLAN3S3.14S3.15S5.2SHEAR WALL SCHEDULE: MULTI-STORYSCALE: N.T.S.SHEAR WALL SCHEDULE: INDIVIDUAL FULL HEIGHT WALL SEGMENTSMARKPANELEDGENAILINGPANELFIELDNAILINGPANELEDGEFRAMINGAPARATEDSHTGSILL PLATE FASTENERSBLKGCLIPALLOWSHEARFOUNDATIONUPPER FLOOR8d @6" O.C.8d @12" O.C.2x3/8"(1) SIDE5/8"Ø x 7" EMBEDA.B. @ 48" O.C.16d @ 6" O.C.'A35' @24" O.C.260 PLF8d @4" O.C.8d @12" O.C.2x3/8"(1) SIDE5/8"Ø x 7" EMBEDA.B. @ 48" O.C.16d @ 4" O.C.'A35' @16" O.C.380 PLF8d @3" O.C.8d @12" O.C.3x3/8"(1) SIDE5/8"Ø x 7" EMBEDA.B. @ 48" O.C.16d @ 3" O.C.'A35' @16" O.C.490 PLF8d @4" O.C.8d @12" O.C.3x3/8"(2) SIDES5/8"Ø x 7" EMBEDA.B. @ 32" O.C.16d @ 2" O.C.'A35' @8" O.C.760 PLF8d @2" O.C.8d @12" O.C.3x3/8"(2) SIDES5/8"Ø x 7" EMBEDA.B. @ 24" O.C.1/4"Ø x 6" LAGSCREW @ 2" O.C.'A35' @6" O.C.1280 PLF12368SCHEDULE NOTES:1.PROVIDE 3"x3"x14" STEEL PLATE WASHER AT EACH ANCHOR BOLT FOR WALL TYPES&2.AT LOCATIONS W/ FULL WIDTH BLKG, 'LTP4' CLIPS MAY BE USED IN LIEU OF 'A35'3.EMBED LISTED FOR SILL PLATE FASTENERS IS MINIMUM EMBED INTO CONCRETE STEMWALL OR FOOTING.4.AT STRUCTURAL WALLS OTHER THAN SHEAR WALLS USE THE SILL PLATE FASTENER FORWALL TYPES5.FOR EXTERIOR WALLS NOT MARKED USE SHEAR WALL TYPE6.FOR ADDITIONAL SHEAR WALL INFORMATION SEE SHEAR WALL ELEVATION 4/S5.2.78116S5.2CANTILEVERED BEAM TO POST CONNECTIONSCALE: N.T.S.'ECCQ' POSTCAPCANTILEVEREDBEAM PER PLAN'CCQ' POSTCAPPOST PERPLANDO NOTSPLICEBEAM @POST2 x L (MIN)LAS5.2FLOOR JOIST @ BEARING WALLSCALE: 3/4"=1'-0"T.O. WALLPER ARCHE. N.E. N.WALL SHTGPER PLAN2x STUD WALLPER PLANLVL BLKGFLOOR SHTG PER PLANI JOIST PER PLANBLKG CLIP PER SHEAR WALL SCHED2x STUD WALL PER PLAN'H2.5' CLIP EA. TRUSSHEADER WHERE OCCURS PER PLANSILL ⅊ FASTENERPER SHEAR WALLSCHEDBS5.2FLOOR JOIST @ EXTERIOR WALLSCALE: 3/4"=1'-0"T.O. WALLPER PLANT.O. SHTG.PER PLANSILL ⅊ FASTENERPER SHEAR WALLSCHEDE.N.BREAK WALL SHTGW/ 18" GAP MIN.E.N.WALL SHTGPER PLAN2x STUD WALLPER PLANE.N.FLOOR SHTGPER PLAN34" GYP-CRETEPER ARCHBLKG @ 4'-0" O.C. FOR(3) BAYS, TYP.I JOISTPER PLANBLKG CLIP PERSHEAR WALL SCHEDLVL RIM JOISTHEADER WHEREOCCURS PER PLANCS5.2INTERIOR BEARING WALL SECTIONSCALE: 3/4"=1'-0"T.O. WALLPER PLAN2x STUD WALLPER PLANSILL FASTENER PERSHEAR WALL SCHEDLVL BLKG.FLOOR SHTG.PER PLANI-JOIST PERPLANBLKG CLIP PERSHEAR WALLSCHED2x STUD WALLPER PLANE.N.I JOIST PER PLANW/ 3" MIN. BRG.Tahoma Terra Storage
Tahoma Boulevard Yelm, WashingtonS5.2FRAMING DETAILSBuilding A1412 W. Idaho StreetSuite 240Boise, Idaho 83702Tel: 208.342.2919Fax: 208.331.4568McClendonEngineering IncMcE
PERARCH12PER ARCHNOTE: TRUSS BLKG IS TOOCCUR BETWEEN EA.TRUSS AT STRUCTWALLS AS SHOWN, TYPAS5.3TRUSS @ EXTERIOR WALLSCALE: 3/4"=1'-0"T.O. WALLPER PLANE. N.2x SHAPED BLKG W/ (3)2" Ø HOLES DRILLED FORVENTING COORD W/ ARCH2x STRUCTFASCIA PERPLAN NOTESE. N.WALL SHTGPER PLANROOF SHTG.PER PLANPRE-MANUF.WOOD TRUSSPER PLAN'H2.5' CLIPEA. TRUSSBLKG CLIP PERSHEAR WALLSCHEDHEADER WHEREOCCURS2x STUD WALL PER PLAN21BS5.3SECTION @ OUTRIGGERSCALE: 3/4"=1'-0"T.O. WALLPER PLANE. N.2x STRUCTFASCIA PERPLAN NOTESDROP TRUSS@ OUTRIGGERFULLY SHEATH GABLETRUSS W/ WALLSHTG. TYPE PER PLANE. N.BLKG CLIP PER SHEARWALL SCHED (CONNECTGABLE TRUSS TO DBL TOP)2x STUD WALLPER PLANWALL SHTG.PER PLAN2x BLKG'H2.5 CLIP EA.OUTRIGGER'A34' CLIP16d NAIL @4" O.C.2x CONT. PLATE2x OUTRIGGERPER PLAN(4) 16d NAILSROOF SHTG.PER PLAN2x6 BLOCK@ 6'-0" O.C.'A35' CLIPEA. SIDE'A34' CLIP EA.OUTRIGGER2x4 BRACE@ 6'-0" O.C.ROOF TRUSSPER PLANE. N.GABLE END TRUSSW/ 2x VERTS @ 16"O.C.CS5.3ROOF JOIST @ WOOD WALLSCALE: 3/4"=1'-0"T.O. WALLPER ARCHE. N.WALL SHTGPER PLANROOF SHTGPER PLANI-JOISTPER PLANBLKG CLIP PERSHEAR WALLSCHED2x STUD WALLPER PLANPERARCH2x FASCIAE. N.BEVELED ⅊'H8' CLIPEA. JOISTDS5.3SECTION AT RIDGE BEAMSCALE: 3/4"=1'-0"'BA' HANGER TYP.BEAM PER PLANROOF SHTGPER PLANI-JOIST PERPLANE.N.'LSTA16' STRAP@ 48" O.C..612612Tahoma Terra Storage
Tahoma Boulevard Yelm, WashingtonS5.3FRAMING DETAILSBuilding A1412 W. Idaho StreetSuite 240Boise, Idaho 83702Tel: 208.342.2919Fax: 208.331.4568McClendonEngineering IncMcE