2021.0074.BP0005 Structural_Drawings_Ground_TCOMM911_Yelm_Water_Tank_LDC_202102121.GENERAL1.1.ALL CONSTRUCTION SHALL CONFORM TO THE 2018 INTERNATIONALBUILDING CODE. REFERENCE TO OTHER STANDARDS OR CODESSHALL MEAN THE LATEST STANDARD OR CODE ADOPTED &PUBLISHED.1.2.DRAWINGS SHOW TYPICAL & CERTAIN SPECIFIC CONDITIONS ONLY.FOR DETAILS NOT SPECIFICALLY SHOWN, PROVIDE DETAILS SIMILARTO THOSE SHOWN.1.3.EXISTING STRUCTURES & UNDERGROUND UTILITIES/STRUCTURESARE ON DRAWINGS FOR CLARITY ONLY. VERIFY ALL EXISTINGCONDITIONS, DIMENSIONS & ELEVATIONS BEFORE STARTING WORK.NOTIFY STRUCTURAL ENGINEER IN WRITING OF ANY INTERFERENCEAND/OR DISCREPANCIES THAT MIGHT EXIST.1.4.THE DESIGN, ADEQUACY, AND SAFETY OF ERECTION BRACING,SHORING TEMPORARY SUPPORTS, ETC., IS THE SOLE RESPONSIBILITYOF THE CONTRACTOR.1.5.COORDINATE STRUCTURAL CONTRACT DOCUMENTS WITHARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING & CIVIL.NOTIFY STRUCTURAL ENGINEER OF ANY CONFLICT AND/OR OMISSION.1.6.COORDINATE & VERIFY FLOOR, ROOF AND WALL OPENING SIZES &LOCATIONS WITH ARCHITECTURAL, MECHANICAL, PLUMBING &ELECTRICAL DRAWINGS. FOR ADDITIONAL OPENINGS NOT SHOWN ONTHE STRUCTURAL DRAWINGS, SEE ARCHITECTURAL & MECHANICALDRAWINGS.1.7.FOR DIMENSIONS NOT SHOWN, SEE ARCHITECTURAL DRAWINGS.1.8.REVIEW OF SUBMITTALS AND/OR SHOP DRAWINGS BY THESTRUCTURAL ENGINEER DOES NOT RELIEVE THE CONTRACTOR OFTHE RESPONSIBILITY TO REVIEW & CHECK SHOP DRAWINGS BEFORESUBMITTAL TO THE STRUCTURAL ENGINEER. THE CONTRACTORREMAINS SOLELY RESPONSIBLE FOR ERRORS & OMISSIONSASSOCIATED WITH THE PREPARATION OF SHOP DRAWINGS AS THEYPERTAIN TO MEMBER SIZES, DETAILS, & DIMENSIONS SPECIFIED INTHE CONTRACT DOCUMENTS. CONTRACTOR IS ALSO RESPONSIBLEFOR MEANS, METHODS, TECHNIQUES, SEQUENCES, ANDPROCEDURES OF CONSTRUCTION.1.9.STRUCTURAL DESIGN DRAWINGS SHALL NOT BE REPRODUCED ASSHOP DRAWINGS. CONTRACTOR & THEIR SUBCONTRACTORS SHALLPREPARE ORIGINAL SHOP DRAWINGS.1.10.CONTRACTOR SHALL REVIEW & STAMP ALL SHOP DRAWINGS BEFORESUBMITTAL FOR REVIEW. PROPOSED FABRICATION CHANGES FROMDESIGN DRAWINGS SHALL BE NOTED IN SHOP DRAWINGS. ANYDISCREPANCIES BETWEEN ARCHITECTURAL & STRUCTURALDRAWINGS SHALL BE NOTED TO BE VERIFIED ON SHOP DRAWINGS.1.11.COMPLETE SHOP DRAWINGS FOR CONSTRUCTION OF ALLAPPLICABLE SPECIALTY ITEMS INCLUDING CURTAIN WALL GLAZINGSYSTEMS, LIGHT GAUGE STEEL FRAMING, ORNAMENTAL GUARDRAILS,SKYLIGHTS, METAL GRATING & STAIRS SHALL BE SEALED & SIGNED BYA PROFESSIONAL ENGINEER LICENSED IN THE STATE OFWASHINGTON & SHALL BE AVAILABLE AT THE JOB SITE DURING THETIMES OF INSPECTION.1.12.RISK CATEGORY = II1.13.DESIGN GRAVITY LOADS:DEAD LOADS:SHELTER72 KBATTERY RACKSEE PLANFUEL TANKSEE PLANMW RACK1200 #GENERATORSEE PLANLIVE LOADS:SHELTER ROOF150 PSFSHELTER FLOOR200 PSFSNOW LOAD:DESIGN SNOW LOAD, Ps25 PSF1.14.WIND LOADS:ULTIMATE WIND SPEED (3 SEC. GUST), Vult97 MPHNOMINAL DESIGN WIND SPEED, Vasd 75 MPHEXPOSURE CATEGORY CINTERNAL PRESSURE COEFFICIENT, GCpi±0.181.15.SEISMIC LOADS:SEISMIC IMPORTANCE FACTOR, Ie1.00MAPPED SPECTRAL RESPONSE ACCELERATION PARAMETERS:(SHORT SECOND) Ss 1.290(1-SECOND PERIOD) S10.465SITE CLASSDDESIGN SPECTRAL RESPONSE ACCELERATION COEFFICIENTS:(SHORT SECOND) SDS0.860(1-SECOND PERIOD) SD10.596SEISMIC DESIGN CATEGORYDBASIC SEISMIC-FORCE-RESISTING SYSTEM:INTERMEDIATEPRECAST SHEAR WALLSDESIGN BASE SHEAR, V19.1 kSEISMIC RESPONSE COEFFICIENT, Cs0.22RESPONSE MODIFICATION COEFFICIENT, R4.01.16.FULL-BUILDING LATERAL ANALYSIS HAS NOT BEEN PERFORMED ONTHIS STRUCTURE AS THE ADDITIONS SHOWN IN THIS SUBMITTALPACKAGE DO NOT INCREASE THE GOVERNING LATERAL FORCES BYMORE THAN 10% AS ALLOWED BY EXCEPTION #2 PROVIDED IN THE2015 INTERNATIONAL BUILDING CODE, SECTION 1103.3.1.17.ANALYSIS PER EQUIVALENT FORCE METHOD1.18.SOIL LOADS:SOIL VALUES SHOWN BELOW ARE BASED ON INFORMATION OBTAINEDFROM THE GEOTECHNICAL REPORT PERFORMED BY ROBINSON NOBLE,PROJECT NUMBER 3458-003A DATED 09/25/2020 & TECHNICAL MEMOPROJECT NUMBER 3458-003B DATED 10/09/2020:ALLOWABLE DRILLED PIER CAPACITY (1.5' Ø)94 KBASE FRICTION0.502.FOUNDATIONS & SLAB ON GRADE2.1.THE DESIGN OF FOUNDATIONS, RETAINING WALLS & SLAB-ON-GRADEIS BASED ON THE CRITERIA ASSUMED BY THE STRUCTURALENGINEER. ALL DESIGN ASSUMPTIONS SHALL BE VERIFIED BY AGEOTECHNICAL ENGINEER REGISTERED IN THE STATE OFWASHINGTON & DESIGNATED BY THE OWNER PRIOR TO START OFTHE WORK.2.2.TOP OF FOOTING ELEVATIONS SHOWN ON STRUCTURAL DRAWINGSARE FOR ESTIMATING ONLY. FINAL BEARING ELEVATIONS FORFOOTINGS SHALL BE DETERMINED IN THE FIELD BY THEGEOTECHNICAL ENGINEER TO SATISFY ASSUMED DESIGN BEARINGVALUES.2.3.DRILL SMALL TEST HOLE IN SUBGRADE UNDER FOOTING BEARINGSTO CONFIRM BEARING CONDITIONS WHERE REQUIRED BY THEGEOTECHNICAL ENGINEER.2.4.GEOTECHNICAL ENGINEER SHALL VERIFY CONDITION AND/ORADEQUACY OF ALL SUBGRADES, FILLS & BACKFILLS BEFOREPLACEMENT OF FOUNDATIONS, FOOTINGS, SLABS, WALLS, FILLS,BACKFILLS, ETC.2.5.SIDES OF FOUNDATIONS SHALL BE FORMED UNLESS CONDITIONSPERMIT EARTH FORMING. FOUNDATIONS POURED AGAINST THEEARTH REQUIRE THE FOLLOWING PRECAUTIONS: SLOPE SIDES OFEXCAVATIONS AS APPROVED BY GEOTECHNICAL ENGINEER & CLEANUP SLOUGH BEFORE & DURING CONCRETE PLACEMENT.2.6.WHERE FOOTING STEPS ARE NECESSARY, THEY SHALL BE NOSTEEPER THAN ONE VERTICAL TO TWO HORIZONTAL.2.7.COMPACT ALL FILL USED UNDER SLAB TO 95% OF STANDARDPROCTOR DENSITY AT OPTIMUM MOISTURE CONTENT.2.8.ESTABLISH BENCH MARKS ON SURROUNDING STRUCTURES &PAVEMENTS PRIOR TO EXCAVATION, MONITOR VERTICAL &HORIZONTAL REGULARLY DURING EXCAVATION & CONSTRUCTION &SUBMIT WRITTEN REPORTS TO ARCHITECT & STRUCTURAL ENGINEERFOR REVIEW.2.9.CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTAINING SAFETY INCONNECTION WITH EARTH SLOPES CAUSED BY TRENCHING,EXCAVATION AND/OR FILL DURING CONSTRUCTION.2.10.BOTTOM OF ALL FOUNDATIONS SHALL EXTEND A MINIMUM OF 12INCHES BELOW THE TOP OF FINISH GRADE.3.REINFORCED CONCRETE3.1.ALL CONCRETE WORK SHALL CONFORM TO ACI 301, SPECIFICATIONSFOR STRUCTURAL CONCRETE FOR BUILDINGS. DESIGN IS BASED ONACI 318-14, BUILDING CODE REQUIREMENTS FOR REINFORCEDCONCRETE3.2.UNLESS NOTED OTHERWISE, ALL CONCRETE SHALL BE NORMALWEIGHT & SHALL HAVE MINIMUM 28 DAY STRENGTHS AS FOLLOWS:3.3.THE PROPOSED MATERIALS & MIX DESIGN SHALL BE FULLYDOCUMENTED & REVIEWED BY THE OWNER'S TESTING LABORATORY.RESPONSIBILITY FOR OBTAINING THE REQUIRED DESIGN STRENGTHIS THE CONTRACTOR'S.3.4.USE OF CALCIUM CHLORIDE, CHLORIDE IONS, OR OTHER SALTS INCONCRETE IS NOT PERMITTED.3.5.HORIZONTAL CONSTRUCTION JOINTS ARE PERMITTED ONLY WHEREINDICATED. THE LOCATIONS OF VERTICAL CONSTRUCTION JOINTSSHALL BE APPROVED BY THE STRUCTURAL ENGINEER.CONSTRUCTION JOINTS SHALL BE THOROUGHLY ROUGHENED BYMECHANICAL MEANS & CLEANED.3.6.UNLESS NOTED OTHERWISE, CHAMFER OR ROUND ALL EXPOSEDCORNERS MINIMUM 3/4". SEE ARCHITECTURAL DRAWINGS FORCHAMFER OR REVEAL REQUIREMENTS FOR ARCHITECTURALCONCRETE.3.7.DETAIL CONCRETE REINFORCEMENT & ACCESSORIES INACCORDANCE WITH THE LATEST EDITION OF ACI 315 & ACI DETAILINGMANUAL (LATEST EDITION). SUBMIT SHOP DRAWINGS FOR REVIEWSHOWING ALL FABRICATION DIMENSIONS & LOCATIONS FOR PLACINGREINFORCING STEEL & ACCESSORIES. DO NOT BEGIN FABRICATIONUNTIL SHOP DRAWINGS ARE COMPLETED & REVIEWED.3.8.DETAIL ALL CONCRETE WALLS & BEAMS ON THE SHOP DRAWINGS INELEVATION UNLESS SPECIFICALLY APPROVED OTHERWISE.3.9.REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 60UNLESS NOTED OTHERWISE.3.10.WELDED WIRE FABRIC (MESH) SHALL CONFORM TO ASTM A185.3.11.TIE ALL REINFORCING STEEL & EMBEDMENTS SECURELY IN PLACEPRIOR TO PLACING CONCRETE. PROVIDE SUFFICIENT SUPPORTS TOMAINTAIN THE POSITION OF REINFORCEMENT WITHIN SPECIFIEDTOLERANCES DURING ALL CONSTRUCTION ACTIVITIES.3.12.PROVIDE CONTINUOUS REINFORCEMENT WHEREVER POSSIBLE;SPLICE ONLY AS SHOWN OR APPROVED; STAGGER SPLICES WHEREPOSSIBLE; USE FULL TENSION SPLICE UNLESS NOTED OTHERWISE.3.13.REINFORCING STEEL SHALL HAVE THE FOLLOWING CONCRETECOVER UNLESS NOTED OTHERWISE:CONCRETE AGAINST EARTH (NOT FORMED)3"FORMED CONCRETE EXPOSED TO EARTH OR WEATHER#6 THROUGH #18 BARS2"#5 BARS & SMALLER1-1/2"CONCRETE NOT EXPOSED TO EARTH OR WEATHERSLABS & WALLS1"BEAMS (STIRRUPS) & COLUMNS (TIES)1-1/2"3.14.DO NOT WELD OR TACK WELD REINFORCING STEEL UNLESSAPPROVED OR DIRECTED BY THE STRUCTURAL ENGINEER.3.15.STEEL REINFORCEMENT TO BE WELDED SHALL CONFORM TO THEREQUIREMENTS OF ASTM A706 & THAT WELDING SHALL BE INACCORDANCE WITH AWS D1.4, STRUCTURAL WELDING CODE -REINFORCING STEEL BY AMERICAN WELDING SOCIETY FORCOMPLIANCE WITH ACI 318-14 SECTION 3.2.5.3.16.SEE CIVIL & ARCHITECTURAL DRAWINGS FOR EXTERIOR SLAB WORK &JOINTING.3.17.INCLUDE AIR ENTRAINING ADMIXTURE IN ALL CONCRETE THAT WILLBE EXPOSED TO WEATHER EXCEPT IN FOOTINGS.3.18.INCLUDE WATER REDUCING ADMIXTURE IN ALL CONCRETE MIXES.3.19.THE PROPOSED MATERIALS & MIX DESIGN SHALL BE FULLYDOCUMENTED & REVIEWED BY THE OWNER'S TESTING LABORATORY.RESPONSIBILITY FOR OBTAINING THE REQUIRED DESIGN STRENGTHIS THE CONTRACTOR'S. RESULTS OF COMPRESSIVE STRENGTH TESTSSHALL BE AVAILABLE ON SITE FOR INSPECTOR'S REVIEW.3.20.BARS, OTHER THAN GRADE 40, SHALL BE MILL MARKED SO THAT TYPE,GRADE & YIELD STRENGTH ARE VISIBLY IDENTIFIABLE.3.21.PROVIDE CORNER BARS AS PER TYPICAL DETAIL AT CORNERS &INTERSECTIONS OF ALL GRADE BEAMS & WALLS.3.22.PROVIDE #3 @ 12" DOWELS FROM ALL ADJACENT CONCRETE GRADEBEAMS & WALLS TO INTERIOR SLABS-ON-GROUND, U.N.O.3.23.ALL REINFORCING LAP SPLICES, UNLESS OTHERWISE SHOWN, SHALLSATISFY THE FOLLOWING SCHEDULE:ALL BAR DEVELOPMENT LENGTHS, UNLESS OTHERWISE SHOWN,SHALL SATISFY THE FOLLOWING SCHEDULE:* TOP BAR SHALL BE DEFINED AS ANY HORIZONTAL BARSPLACED SUCH THAT MORE THAN 12" OF FRESH CONCRETE ISCAST IN THE MEMBER BELOW THE BAR, IN ANY SINGLECONCRETE PLACEMENT. HORIZONTAL WALL BARS ARECONSIDERED TOP BARS.4.POST-INSTALLED REBAR & ANCHORS4.1.SPECIFIC PRODUCT, DIAMETER, AND EMBEDMENT SHALL BE SHOWNIN THE DETAILS. INSTALL PRODUCTS IN ACCORDANCE WITHMANUFACTURER' PRINTED INSTALLATION INSTRUCTIONS (MPII).CONTRACTOR SHALL CONTACT MANUFACTURER'S REPRESENTATIVEFOR PRODUCT INSTALLATION TRAINING AND SHALL SUBMIT LETTERTO THE ENGINEER-OF-RECORD (EOR) INDICATING TRAINING HASTAKEN PLACE. REFER TO THE PROJECT BUILDING CODE AND/OREVALUATION REPORT FOR SPECIAL INSPECTIONS AND PROOF LOADREQUIREMENTS. SUBSTITUTION REQUESTS FOR PRODUCTS OTHERTHAN THOSE LISTSED BELOW MAY BE SUBMITTED BY THECONTRACTOR TO THE EOR FOR REVIEW. SUBSTITUTIONS WILL ONLYBE CONSIDERED FOR PRODUCTS HAVING A RESEARCH REPORTRECOGNIZING THE PRODUCT FOR THE APPROPRIATE APPLICATIONUNDER THE PROJECT BUILDING CODE. SUBSTITUTION REQUESTSHALL INCLUDE CALCULATIONS THAT DEMONSTRATE THESUBSTITUTED PRODUCT IS CAPABLE OF ACHIEVING THE EQUIVALENTPERFORMANCE VALUES OF THE DESIGN BASIS PRODUCT.4.2.FOR ANCHORING INTO CONCRETE:4.2.a.MECHANICAL ANCHORS SHALL HAVE BEEN TESTED INACCORDANCE WITH ACI 355.2 AND ICC-ES AC193 FOR CRACKEDCONCRETE AND SEISMIC APPLICATIONS.4.2.b.ADHESIVE FOR REBAR AND ANCHORS SHALL HAVE BEENTESTED IN ACCORDANCE WITH ACI355.4 AND ICC-ES AC308 FORCRACKED CONCRETE AND SEISMIC APPLICATIONS. DESIGNADHESIVE BOND STRENGTH HAS BEEN BASED ON ACI 355.4TEMPERATURE CATEGORY B WITH INSTALLATIONS INTO DRYHOLES DRILLED USING A CARBIDE DRILL BIT INTO CRACKEDCONCRETE THAT HAS CURED FOR AT LEAST 21 DAYS. ADHESIVEANCHORS REQUIRING CERTIFIED INSTALLATIONS SHALL BEINSTALLED BY A CERTIFIED ADHESIVE ANCHOR INSTALLER PERACI 318-14 17.8.2.2. INSTALLATIONS REQUIRING CERTIFIEDINSTALLERS SHALL BE INSPECTED PER ACI 318-14 17.8.2.4.4.2.c.POWER-ACTUATED FASTENERS SHALL HAVE BEEN TESTED INACCORDANCE WITH ICC-ES AC70.5.SPECIAL INSPECTIONS5.1.STRUCTURAL TESTS AND INSPECTIONS SHALL COMPLY WITH THEREQUIREMENTS OF THE INTERNATIONAL BUILDING CODE.5.1.a.THE INSPECTOR SHALL BE HIRED AND PAID FOR BY THE OWNER.5.1.b.THE INSPECTOR SHALL BE RESPONSIBLE FOR COMPLIANCEWITH THE APPROVED STRUCTURAL PLANS AND SHALL SUBMITPROGRESS REPORTS AND INSPECTION REPORTS TO THEBUILDING OFFICIAL AND TO THE STRUCTURAL ENGINEER OFRECORD.5.2.SATISFY MINIMUM INSPECTION AND QUALITY CONTROLREQUIREMENTS OF THE INTERNATIONAL BUILDING CODE.5.3.SEE S-1.1 SHEET FOR SCHEDULE OF SPECIAL INSPECTIONS.CONCRETE DURABILITY REQUIREMENTS PER ACI-318FOUNDATIONS28-DAY COMPRESSIVESTRENGTH (f'c)FREEZING/THAWING CLASSSULFATE CLASSPERMEABILITY CLASSCORROSION CLASSMAX AGGREGATE(IN)MAX W/CM RATIOTARGET AIR CONTENT(%)CONCRETE REINFORCEMENT LAP SPLICE LENGTH (in) GRADE 60BARSIZE#3#4#5#6#7#8#9#10#11TOPBAR *2331384667768696107OTHER182430355159667482CONCRETE REINFORCEMENT DEVELOPMENT LENGTH (in) GRADE60BARSIZE#3#4#5#6#7#8#9#10#11TOPBAR *182430355159667482OTHER141823274045515764STRUCTURALGENERAL NOTESSG-1.0Network Services, LLCSOLUTIONSMOTOROLASHEET NUMBERSUBMITTALSDATE:DRAWN BY:CHECKED BY:SITEDESCRIPTIONBYDATESHEET TITLEREVAPPROVAL STAMPwww.LDCcorp.com20210 142nd Avenue NEWoodinville, WA 98072F 425.482.2893T 425.806.1869SurveyingEngineeringPlanningWoodinville1851 Central Pl S, #101Kent, WA 98030KentT
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PROJECT SCHEDULE OF SPECIAL INSPECTIONSMATERIAL/ACTIVITYSERVICEAPPLICABLE TO THIS PROJECTY/NEXTENTAGENTDATE COMPLETED1704.2.5 INSPECTION OF FABRICATORS1. VERIFY FABRICATION/QUALITY CONTROL PROCEDURESIN PLANT REVIEW (3)YPERIODIC1705.2 STEEL CONSTRUCTION1. FABRICATOR AND ERECTOR DOCUMENTS (VERIFY REPORTS AND CERTIFICATESAS LISTED IN AISC 360, CHAPTER N, PARAGRAPH 3.2 FOR COMPLIANCE WITHCONSTRUCTION DOCUMENTS)SUBMITTAL REVIEWYEACH SUBMITTAL2. MATERIAL VERIFICATIONS OF STRUCTURAL STEELSHOP (3) AND FIELDINSPECTIONSYPERIODIC3. EMBEDMENTS (VERIFY DIAMETER, GRADE, TYPE, LENGTH, EMBEDMENT. SEE1705.3 FOR ANCHORS)FIELD INSPECTIONYPERIODIC4. VERIFY MEMBER LOCATIONS, BRACES, STIFFENERS, AND APPLICATION OF JOINTDETAILS AT EACH CONNECTION COMPLY WITH CONSTRUCTION DOCUMENTSFIELD INSPECTIONYPERIODIC6. STRUCTURAL STEEL BOLTING:A. INSPECTION TASKS PRIOR TO BOLTING (OBSERVE OR PERFORM TASKS FOREACH BOLTED CONNECTION IN ACCORDANCE WITH QA TASKS LISTED IN AISC360, TABLE N5.6-1YOBSERVE OR PERFORM ASNOTED (4)B. INSPECTION TASKS DURING BOLTING (OBSERVE THE QA TASKS LISTED INAISC 360, TABLE N5.6-2Y1) PRETENSIONED AND SLIP-CRITICAL JOINTSYOBSERVE (4)A) TURN-OF-NUT WITH MATCHING MARKINGSYPERIODICB) DIRECT TENSION INDICATORYPERIODICC) TWIST-OFF TYPE TENSION CONTROL BOLTYPERIODICD) TURN-OF-NUT WITHOUT MATCHING MARKINGSYCONTINUOUSE) CALIBRATED WRENCHYCONTINUOUS2) SNUG-TIGHT JOINTSYPERIODICC. INSPECTION TASKS AFTER BOLTING (PERFORM TASKS FOR EACH BOLTEDCONNECTION IN ACCORDANCE WITH QA TASKS LISTED IN AISC 360, TABLEN5.6-3YPERFORM (4)1705.3 CONCRETE CONSTRUCTION1. INSPECTION OF REINFORCING STEEL INSTALLATION (SEE 1705.2.2 FOR WELDING)SHOP (3) AND FIELDINSPECTIONYPERIODIC3. INSPECTION OF ANCHORS CAST IN CONCRETE WHERE ALLOWABLE LOADS HAVEBEEN INCREASED PER SECTION 1908.5 OR WHERE STRENGTH DESIGN IS USEDSHOP (3) AND FIELDINSPECTIONYPERIODIC4. INSPECTION OF ANCHORS AND REINFORCING STEEL POST-INSTALLED INHARDENED CONCRETE PER RESEARCH REPORTS INCLUDING VERIFICATION OFANCHOR TYPE, ANCHOR DIMENSIONS, HOLE DIMENSIONS, HOLE CLEANINGPROCEDURES, ANCHOR SPACING, EDGE DISTANCE, CONCRETE MINIMUMTHICKNESS, ANCHOR EMBEDMENT, AND TIGHTENING TORQUEFIELD INSPECTIONYPERIODIC OR AS REQUIREDBY THE RESEARCH REPORTISSUED BY AN APPROVEDSOURCE5. VERIFY USE OF APPROVED DESIGN MIXSHOP (3) AND FIELDINSPECTIONYPERIODIC6. FRESH CONCRETE SAMPLING, PERFORM SLUMP AND AIR CONTENT TESTS ANDDETERMINE TEMPERATURE OF CONCRETESHOP (3) AND FIELDINSPECTIONYCONTINUOUS7. INSPECTION OF CONCRETE AND SHOTCRETE PLACEMENT FOR PROPERAPPLICATION TECHNIQUESSHOP (3) AND FIELDINSPECTIONYCONTINUOUS8. INSPECTION FOR MAINTENANCE OF SPECIFIED CURING TEMPERATURE ANDTECHNIQUESSHOP (3) AND FIELDINSPECTIONYPERIODIC10. ERECTION OF PRECAST CONCRETE MEMBERSA. INSPECT IN ACCORDANCE WITH CONSTRUCTION DOCUMENTSFIELD INSPECTIONYIN ACCORDANCE WITHCONSTRUCTIONDOCUMENTSB. PERFORM INSPECTIONS OF WELDING AND BOLTING IN ACCORDANCE WITHSECTION 1705.2FIELD INSPECTIONYIN ACCORDANCE WITHSECTION 1705.212. INSPECTION OF FORMWORK FOR SHAPE, LINES, LOCATION, AND DIMENSIONSFIELD INSPECTIONYPERIODIC13. CONCRETE STRENGTH TESTING AND VERIFICATION OF COMPLIANCE WITHCONSTRUCTION DOCUMENTSFIELD TESTING AND REVIEWOF LABORATORY REPORTSYPERIODIC1705.6 SOILS1. VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE ADEQUATE TO ACHIEVETHE DESIGN BEARING CAPACITYFIELD INSPECTIONYPERIODIC2. VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE REACHEDPROPER MATERIALFIELD INSPECTIONYPERIODIC3. PERFORM CLASSIFICATION AND TESTING OF CONTROLLED FILL MATERIALSFIELD INSPECTIONYPERIODIC4. VERIFY USE OF PROPER MATERIALS, DENSITIES, AND LIFT THICKNESSES DURINGPLACEMENT AND COMPACTION OF CONTROLLED FILLFIELD INSPECTIONYCONTINUOUS5. PRIOR TO PLACEMENT OF CONTROLLED FILL, OBSERVE SUBGRADE AND VERIFYTHAT SITE HAS BEEN PREPARED PROPERLYFIELD INSPECTIONYPERIODIC1705 POST-INSTALLED ANCHORS1. PREPARE A REPORT INCLUDING THE FOLLOWING DETAILS:A. ANCHOR DESCRIPTION, INCLUDING THE ANCHOR PRODUCT NAME, BOLTDIAMETER, AND ANCHOR LENGTHFIELD INSPECTIONYCONTINUOUSB. HOLE DESCRIPTION INCLUDING VERIFICATION OF DRILL BIT COMPLIANCEWITH ANSI B212.15-1994. RECORD INSTALLATION DESCRIPTION, INCLUDINGVERIFICATION OF MASONRY/CONCRETE COMPRESSIVE STRENGTH, ANDANCHOR INSTALLATION AND LOCATION (SPACING AND EDGE DISTANCE) INACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATIONINSTRUCTIONSFIELD INSPECTIONYCONTINUOUSSCHEDULE OFSPECIAL INSPECTIONSSG-1.1Network Services, LLCSOLUTIONSMOTOROLASHEET NUMBERSUBMITTALSDATE:DRAWN BY:CHECKED BY:SITEDESCRIPTIONBYDATESHEET TITLEREVAPPROVAL STAMPwww.LDCcorp.com20210 142nd Avenue NEWoodinville, WA 98072F 425.482.2893T 425.806.1869SurveyingEngineeringPlanningWoodinville1851 Central Pl S, #101Kent, WA 98030KentT
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3'-2 3/8"1'-9"3'-3 1/8"1'-9"3'-2"1'-9"REFERENCE PLAN NOTES:1.DO NOT SCALE FROM PLANS. PLANS ARE FORREFERENCE ONLY.2.SEE ARCHITECTURAL DRAWINGS FOR EXACTPLACEMENT OF RACKS AND BATTERIESWITHIN EQUIPMENT SHELTER.3.RF RACK ANCHORAGE BY OTHERS.BATTERY RACK,SEE ARCH4S-3.0500 GAL FUELTANK, SEEARCHGENERATOR,SEEARCHRF RACK,SEE ARCH24' MSBTHERMOBONDSHELTER11'-8"24'-0"(E)WATERTANKSTAIRS, SEE ARCH9"7'-5"7'-8"7'-5"9"4S-2.12S-2.13S-2.1CORNERPLATETIEPLATETIEPLATECORNERPLATESTRUCTURALPLANSG-2.01STRUCTURAL REFERNCE PLAN22"x34" SCALE: 3/8" = 1'-0"11"x17" SCALE: 1/8" = 1'-0"Network Services, LLCSOLUTIONSMOTOROLASHEET NUMBERSUBMITTALSDATE:DRAWN BY:CHECKED BY:SITEDESCRIPTIONBYDATESHEET TITLEREVAPPROVAL STAMPwww.LDCcorp.com20210 142nd Avenue NEWoodinville, WA 98072F 425.482.2893T 425.806.1869SurveyingEngineeringPlanningWoodinville1851 Central Pl S, #101Kent, WA 98030KentT
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6S-4.0NATIVE SOIL-17'-0"CONTRACTOR NOTES:1.CASING SHALL BE USED DURING PIERINSTALLATION.2.CASING SHALL BE CAREFULLY REMOVED ASCONCRETE IS POURED.3.CONTINUOUS STRUCTURAL OBSERVATIONAND INSPECTION IS REQUIRED DURINGCONSTRUCTION OF THE PIERS.4.DEPTH IS FOR ESTIMATING PURPOSES ONLY,ACTUAL DEPTH MAY DEPEND ON SITECONDITIONS5'-0" INTO
NATIVE SOIL SOIL GRADE0'-0"T/PILE CAP2'-0"B/DRILLED PIER-22'-0"5S-3.0AB211'-9"8'-2"1'-9"1'-9"5'-6"1'-9"
9'-0"11'-8"6S-3.0A122'-0"2'-0"2'-0"8'-0"2'-0"
12'-0"4'-0"31AB1'-9"8'-2"1'-9"1'-9"10'-3"10'-3"1'-9"2S-3.0211'-8"24'-0"1TYPICAL CONCRETE PIER SECTION22"x34" SCALE: 3/8" = 1'-0"11"x17" SCALE: 1/8" = 1'-0"5FUEL TANK PILE CAP PLAN22"x34" SCALE: 1/2" = 1'-0"11"x17" SCALE: 1/4" = 1'-0"2GENERATOR PILE CAP PLAN22"x34" SCALE: 1/2" = 1'-0"11"x17" SCALE: 1/4" = 1'-0"3SHELTER PILE CAP PLAN22"x34" SCALE: 1/2" = 1'-0"11"x17" SCALE: 1/4" = 1'-0"STRUCTURALPLANSG-2.1Network Services, LLCSOLUTIONSMOTOROLASHEET NUMBERSUBMITTALSDATE:DRAWN BY:CHECKED BY:SITEDESCRIPTIONBYDATESHEET TITLEREVAPPROVAL STAMPwww.LDCcorp.com20210 142nd Avenue NEWoodinville, WA 98072F 425.482.2893T 425.806.1869SurveyingEngineeringPlanningWoodinville1851 Central Pl S, #101Kent, WA 98030KentT
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3" CLR 2" CLR
GENERATOR, SEE ARCH,w/(8)1/2"Ø SIMPSONSTRONG-TIE STRONG BOLT 2EXPANSION ANCHORS w/2-3/4"EMBEDMENTGENERATOR(MAX 2697#)SEE PLAN3" CLR3" CLR4'-9 1/2" MAX3'-0"
2'-0"
6"FINISHED GRADE, SEEGRADING PLAN.(12)#5 T&B, EVENLYSPACED (24 TOTAL)STD HOOKS INTO PILECAP, MATCH SIZE ANDSPACING OF PIER#5 @ 9" o.c.TRANSVERSE T&B~~BATTERY RACK,SEE PLAN7'-0" MAX(4)5/8"Ø F1554 Gr36 ANCHOR RODw/SIMPSON STRONG-TIE SET-3GADHESIVE w/4" MIN EMBEDMENT1'-3" MINBATTERY RACK(MAX 2100#)(E)6-3/4" F'c=5000psiSHELTER FLOORFINISHED GRADE,SEE CIVILPREFABRICATEDSHELTER PERMANUFACTURER.1'-0"2'-0" MAX.COORDw/ ARCH
NEW FOUNDATION SLAB, SEEPLAN FOR TYPICAL SIZE &REINFORCEMENTBUILDING ATTACHMENTTO FOUNDATION. SEE1/S-3.16"1(6)#6LONGITUDINALBARS T&B,EVENLY SPACED(12 TOTAL)SLABREINFORCEMENTw/90 DEG HOOK1'-6"CONCRETE PIER, SEEPLAN & ELEVATION.#3 CIRCULAR TIES @12" o.c. VERTICAL(4)#6 LONGITUDINALBARS, EQUALLY SPACED.CONTRACTOR NOTE:CONSECUTIVE TIES SHALL BEALTERNATED END FOR ENDALONG THE LONGITUDINALREINFORCEMENT SUCH THATNO TWO ADJACENT TIESHOOK THE SAMELONGITUDINAL BARS.3"CLR. MIN.500GAL PROPANE TANKw/(4)5/8"Ø SIMPSONSTRONG-TIE STRONG-BOLT 2w/4-1/8" EMBEDMENTFINISHED GRADE, SEEGRADING PLAN.2'-0"3'-0"SEE PLAN3" CLR3" CLR(5)#5 T&B, EVENLYSPACED (10 TOTAL)4'-0" MAX2'-3 3/8" VIF(2'-2" MIN)6"2" CLR STD HOOKS INTO PILECAP, MATCH SIZE ANDSPACING OF PIER2"#5 @ 9" o.c.TRANSVERSE T&B~4GENERATOR PILE CAP & ANCHORAGE22"x34" SCALE: 1" = 1'-0"11"x17" SCALE: 1/2" = 1'-0"1BATTERY RACK ANCHORAGE22"x34" SCALE: 1" = 1'-0"11"x17" SCALE: 1/2" = 1'-0"2SHELTER PILE CAP DETAIL22"x34" SCALE: 1 1/2" = 1'-0"11"x17" SCALE: 3/4" = 1'-0"6FUEL TANK PILE CAP & ANCHORAGE22"x34" SCALE: 1" = 1'-0"11"x17" SCALE: 1/2" = 1'-0"3CONCRETE PIER CROSS SECTION22"x34" SCALE: 3" = 1'-0"11"x17" SCALE: 1 1/2" = 1'-0"STRUCTURALDETAILSSG-3.0Network Services, LLCSOLUTIONSMOTOROLASHEET NUMBERSUBMITTALSDATE:DRAWN BY:CHECKED BY:SITEDESCRIPTIONBYDATESHEET TITLEREVAPPROVAL STAMPwww.LDCcorp.com20210 142nd Avenue NEWoodinville, WA 98072F 425.482.2893T 425.806.1869SurveyingEngineeringPlanningWoodinville1851 Central Pl S, #101Kent, WA 98030KentT
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MM9-1-1POLICE ·FIRE ·MEDICAL9 · 1 · 1YELM WATER TANK901 RHOTON RD NWYELM, WA 985975-28-20ENSRBH
TOP OF CONCRETETURNDOWN4"TOP OF PREFABRICATEDSHELTER SLAB &CONTINUOUS PERIMETERANGLEINTERIOR TIE-DOWN PLATEPROVIDED BY SHELTERMANUFACTURER. ATTACH TOSHELTER PERMANUFACTURER.SEE PLANTOP OF CONCRETEPILE CAPSEE PLAN4"CORNER PLATE PL1/2"x10"x1'-0" (LSH)w/(2)3/4"Ø F1554 ANCHOR ROD SET INSIMPSON STRONG-TIE SET-3G EPOXYw/8" MIN EMBEDMENTSEE PLAN(1)3/4"Ø F1554 ANCHOR ROD SET INSIMPSON STRONG-TIE SET-3GEPOXY w/8" MIN EMBEDMENTCONNECTION TOSHELTER PERMANUFACTURER2"3"3"3"3"1 1/4"3 1/2"2"STRUCTURALDETAILSSG-3.1NOT USED41SHELTER ANCHORAGE22"x34" SCALE: 3" = 1'-0"11"x17" SCALE: 1 1/2" = 1'-0"NOT USED5NOT USED6NOT USED3Network Services, LLCSOLUTIONSMOTOROLASHEET NUMBERSUBMITTALSDATE:DRAWN BY:CHECKED BY:SITEDESCRIPTIONBYDATESHEET TITLEREVAPPROVAL STAMPwww.LDCcorp.com20210 142nd Avenue NEWoodinville, WA 98072F 425.482.2893T 425.806.1869SurveyingEngineeringPlanningWoodinville1851 Central Pl S, #101Kent, WA 98030KentT
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MM9-1-1POLICE ·FIRE ·MEDICAL9 · 1 · 1YELM WATER TANK901 RHOTON RD NWYELM, WA 985975-28-20ENSRBH