607 RIVERSIDE RD 2018 Plans 2022-11-02

1. STRUCTURAL NOTES F. T'IL7 UP WALLS 3.3.5 GFtOUND GRANULA7ED SLAS7 FURNACE SLAG(GGBFB):SHALL NOT BE 3.18.7 GENERAL CON7RACTOR SHALL INCLUDE AN ALLOWANCE FOR G. POWDER ACTUATED FASTENERS: PDF'S OR PAF'S SHALL BE A 5.7 STcEL DECKING USED. STACKING UF PANELS OR RAT SLABS AS REQUIRED WHERE MINIMUM 0.157"DIA KNURLED SHANK�ASTENER AS NOTED IN TNE ` 1.1 ANY DISCREPANCY FOUND AfV1�NG THE DRAWINGS,SPECIFICATIONS,THESE G. PRE-ENGINEERED SHORING SYSTEMS` ADEQUATE CAS7ING AREA IS NOT AVAIIABLE AT INTERIOR BUILDING FOLLOWING TABLE,UNLESS NOTED OTHERWiSE. FAS7ENERS 5.7.1 ALL STEEL DECKING SHALL BE FORMED FROM S7�EL SHEETS NOTES,AND THE SITE CONDI�fION�SHALL BE REPd�tTED TO TH�ARCHITECT 3.4 AL7MIXTUftES SLAB ON GRADE AREAS. DRIVEN INTO STEEL SHALL BE DRIVEN SQ THAT 7HE POINT OF 7HE CONFORMING TO ASTM A-653,Fy=38 KSI,AS A MINIMUM.ThIE AND THE STRUCTURAL ENGIN�ER,WHO SHALL CORREC7 SUCH DISCREPANCY IN k DEFERRED SUBMI77ALS: PRE-ENGINEERED 17EMS SHALL BE FASTENER COMPLETELY PENETRATES THE STEEL BASE MATERIAL. GALVANIZED COATING SHALL CONFORM TO ASTM A-653,G-60 OR G-90 ;yW� �T �, WRITWG.ANY WORK DONE BY THE CON7RACT(7R AFTEF2 nISCOVERY OF SUCH SUBMITTED 70 7HE BUILDWG UFFIC►AL AFTER REVIEW BY THE 3.4.1 WA7ER REDUCING ADMIXTURE: AS7M C494.ADMIXTURES SHALL BE 3.22 ARCHITECTURALLY EXPOSED CAS7 IN PLACE C�NCRETE A7 TOPPING 81ABS,PT SlABS OR SLABS WITH RADIANT HEAT SPECIFICA710NS AS APPLICA�LE. � � .�L`�__1� 'T T O ["�1 � . QISCREPANCY SHALL BE DONE AT THE CONTRACTOR'S RISK. THE CONTRACTOR ENGINEER OR RECORD AS A DEFERRED SUBMIT7AL. USED I�J EXACT ACCORDANCE WITH MANUFAGTURER'S TUBES EMBEDDED WITHIN THE SLAB,LIMIT THE PDF PENETRATION SHALL VERIFY AND COORDINATE THE DIMENSIONS AMONG ALL DRAWINGS PRIOR INSTRUCTIONS. 3.22.1 WHERE INDICATED ON ARCHITECTURAL AND STRUCTURAL DRAWINGS, TO 3l4"MAXINiUM AND COORDINATE WITH TENDON/TUBE 5.7.2 ALL STEEL DECKING SHALL BE PlACED ON SUPPORTWG FRAMEWORK , 70 PROCEEDING WITH ANY WORK OR FABRICATION. THE CONTRf1CTOR IS 1.7.3 SHOP DRAWING REVIEW NOTES THE APPEARANCE OF ARCNITECTURALLY EXPOSED CONCRETE PLACEMENT AND COVER. WITH A MINIMUM END LAP OF TWO WCHES CENTERED OVER • RESPONSIBLE FOR ALL ERECT�4N�RACING,FORMWQRK AND TEMPORARY 3.4,2 WATER REDUCING At7MIX7URES SHALL BE USED AT ALL HEAVILY ELEMENTS(BEAMS,COLUMNS AND�NALLS)IS CRITICAL. EXTRA CARE SUPPORTS. THE DECK SHALL BE ATl'ACHED 70 SUPPORTS AND CONSTRUCTION SHORING. A. ENGINEER OF RECORD SHALL REVIEW SHOP DRAWINGS FOR CONGESTED AREAS(I.E.CONCRETE BEAMS,COLUMNS AND WALLS SHALL BE TAKEN BY THE GONTRACTOR TO ENSURE THAT FAS7ENED AT SIDE LAPS PER THE DIAPHF7AGM SCHEDULE. GENERAL CONF(7RMANCE WITH 7HE PROJECT CONSTRUCTION WITH REINFORCING SPACING OF 4"OR LESSj APPEARANCE OF THESE NOTED ELEMENTS MEE7 THE POWDER ACTUATED FASTENERS CODE REPORT 1.2.9 THE CON7RACTOR ACKNOWLEDGES 7HAT 7EMPORARY SHORING DOCUMENTS(PLAN5 AND SPECIFICATIONS). ARCHITECTURAL REQUIREMEN75. 5.7.3 DECKING SHALL�E AS MANUFACTURED BY A5C PROFILES,INC.OR ' AND/OR BRACING MAY BE REQUIRED TO COMPLETE THE f'ROJECT. 3.4.3 CONCRETE USING ADM►Xl'URES TO PRODUCE FLOWABLE CONCRETE EC�UIVALENT. ALTERNATE MANUFACTURERS SHALL BE PERMITTED � QESIGN AND IMPLEMENTATION OF TEMPORARY SHORING AND/OR B. ENGINEER OF RECORD REVIEW OF SHOP DRAWINGS SHALL NOT MAY BE USED SUBJEC7 TO ENGINEER'S APPROVAL. 3.23 GONCRETE COORDINATIOl+1 DRAWINGS HIL`fl X-U ICC ESR-2269 PROVIDED TNE DECK MEETB OR EXCEEDS TNE SECTION PROPERTIES BRACING DURING CONSTRUCTION IS THE 50LE RESPONSISILITY OF RELIEVE THE GENERAL CONTRACTOR OF THEIR RESPONSIBILITY QF THE SPECIFlED OECK AND 7HE ALLOWABLE SHEAR CAPACITY � THE CONTRACTOR. FOR REVIEW OF THE SHOP DRAWINGS FOR COMPLIANCE WITH 3.4.4 AIR ENTRP�IN�IENT: ASTM C260 AND ASTM C494 ENTRAIN 5°lo PRIOR TO THE START OF CONCRETE WALL OR ELEVATED SLAB CONSTRUCTION SIMPSON PDPA ICC ESR-2138 SPECIFIED IN THE DECK ATTACHMENT SCHEDULE. 7HE PROJECT REQlJIFZEMENTS. PLUS/MINUS 1.5%BY VOLUME IN ALL CONCRETE EXPOSED TO 7HE CONTRACTOR SNALL SUBMIT CONCRETE COORDINATION DRAWIN(US TO THE t`� �' � I'1 I t � C t S 1.2.12 ELECTRONIC COPIES OF THE STRUCTURAL DRAWINGS(PDF'S,CAD WEATHER. ARCHI7ECTIENGINEER FOR REVIEW AND APPROVAL. COORDINATION DRAWINGS DEWALT/POWERS CSI PIN ICC ESR-2024 5.7.5 CONTRACTOR SHALL BE RESPONSIBLE TO COORDINATE WITH DRAWINGS OR BIM MODELS)MAY BE PROVIDED TO THE CON7RAC70R C. APPROVAL OF THE SHOP DRAWINGS BY THE ENGINEER OF SHALL INCLUDE DIMENSIONS AiVD SIZES FOR EMBED LOCATIONS,DOOR AND ARCHITECTURAL DRAWINGS ANQ SPECIFICATIONS FOR ANY SPECIAL . FOR THEIR USE. THESE FILES MAY BE PROVIDED AT 7HE REQUEST OF RECORD SHALL NOT BE CONSIDERED AS A GUARANTEE BY TNE 3.4.5 NO OTHER ADMIX7URES PERMI7TED UNLESS APPROVED�Y 1"HE WINDbW OPENIiVGS,MECHANICAL PENETRATIONS,AND OTHER APPROPRIATE REQUIREMENTS, 2505 `Th i rd Aven ue THE CONTRACTOR FOR TNEIR CONVENIENCE ONLY. THE E�IGINEER 7HAT THE SHOP DRAWINGS COMPLY WITH ALL ENCINEER. 17EMS. 5.2.7 ME7AL PROTECTI�N: ALL STEEL EXPOSED TO V�lEATHER,MOISTURE, Suite 324 CONTRACTOR AGREES THAT THESE FILES SHALL NOT SUPERCEDE PROJECT REQUIR�MEN7S. SOIL,OR AS NOTED SHALL BE GALVANIZED PER ASTM A-123 OR A153 5.7.6 CONTRACT�R SHALL INSTALL DECKING A5 REQUIRED TO PREVENT Seattle, WA 98121 , ' INFORMATION SHOWN ON THE ORIGINAL BIDI CONSTRUCTION 3.10 FORMWORK AND SHORING 5. METALS AS APPLICABLE. ALL OTHER STEEL SURFACES SHALL BE SHOP MARRWG/DAMAGING DECKING Al'LOCATIONS EXPOSED 70 VIEW DOCUMENTS. THE CONTRACTOR AGREES TO HOLD THE STRUCTURAL D. CONCURRENT SHOP DRAWING REVIEW SHALL ONLY E3E 5.1 STRUCTURAL STEEL GENERAL ftEQUIREMENTS PRIMED AFTER FABRICATION. FROM BELOW. 20fi.720.7t701 pl�ot�� ENGINEER HARMLESS FOR ANY ERRORS QR DISCREPANCIES PERMITTED IF APPROVED BY THE ARCHITECT/ENGINEER qF 3.1d.1 FOLLQW RECOMMENDED PRACTICE FOR CONCRETE FORMWORK CONTAINED WITHIN THESE ELECTRONIC FILES. RECO�tl7 PRIOR TO 7HE START OF SHOP Df�AWING REVIEW. (ACI-347). REPAIR ALL DAMAGED AREA5 OF GALVANIZED PARTS SUCH AS FIELD �• CARPEN7'RY 206.7��.�949 fax 5.1.1 ALL DETAILING,FA�RICATION,AND ER�C710N SHALL CONFORM 70 WE�DS ETC. APPLY REPAIR COATING THICKNESS GREATER THAN OR A1SC 360-10"SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS", ' DIMEN510N LUMBER SHALL BE DF#2. SAWN LUMBER BEAMS,HEADERS AND COLUMNS 1.4 CODES 1.8 MISGELLANEOUS 3.10.4 ALL 5HORING SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. AISC 341-10"SEISMIC PROVISIONS�OR STRUC7URAL STEEL EQUAL TO ORIGINAL ZING COATING THICKNESS. www.craftarchi�ec#s.com FORM�NORK SUPPORTS AND SHORING SHALL BE DESIGNED TQ SHALL BE DF#2 OR AS SHOWN ON 7HE DRAWINGS. ALL 2"NOMINAL LUMBER SHALL BE 1.4.1 ALL METHODS,MATERIALS AND WORKMANSHIP SHALL CONFORM TO 1.8.1 VERIFY ALL DIMENSIONS AND CONDITIONa IN THE FIELD. PROVIDE FINISHED CONCRE7E SURFACES AT ALL FACES LEVEL, BUILDINGS"AND AISC 303-10°CODE OF STANDARD PRACTICE FOR 5.2.8 STEEL COLUMNS:ALL VERTICAL LOAD CARRYING MEMBERS HAVE KILN DRIED(KD). EAGH PIECE OF LUMBER SHALL BEAR STAMP OF WEST COAST LUMBER ' THE 2015 INTERNATIONAL BUILDWG CODE(IBC)AS AiNENDED AND PWMB AND TRUE TO THE DIMENSIONS AND ELEVATIOP�S SHOWN. STEEL BUILDINGS AND BRIDGES"EXGEPT AS AMENDED BY SECTION BEEN NOTED AS"COLUMNS"ON THE S7RUCTURAL DRAWINGS. THIS INSPECTION BUREAU(4VCLIB)AND/OR WESTERN WOOD PRODUCTS A5SOCIAT►ON ADOPTED BY THE LOCAL BUILDING AUTHORITY. 1.8.2 VERIFY 51ZE AND LOCATION OF ALL QPENINGS IN 7HE FLOQRS,ROOF TOLERANCES AND VARIATIONS SHALL�E A8 SPECIFI�D. A SHORING 1.1 OF THESE STRUC7URA1.NOTES. NOTATION DOES NOT IDEN7IFY THESE MEMBERS AS"POSTS"OR (WWPA)SHOWING GRADE MARK. AND WALLS WITH ARCHITECTURAL,MECHANICAL AND ELECTRICAL PLAN,STAMPEd BY A LIGENSED PROFESSIONAL ENGWEER SHALL BE 5.2 STRUC7URAL STEEL "COLUMNS"AS DEFINED BY TH�LATEST OSHA RULES REGARDING g.2 CAFtPENTRY NARDWARE • 1.4.2 ALL REFERENCES TO OTHER CODES,STANDARDS AND DRAWINGS. SUBMITTED TO 7HE ENGINEER FOR APPROVAL. COLUMN ANCHORAGE REQUIREMEfVTS{OSHA 29 CFR PARTS 1926.751 SPECIFICATIONS,(ACI,AS7M,ETC.},SHALL BE FOR THE EDITION 5,2.1 STEEL W SHAPES SHALL BE ASTM A992 F -50 KSI.OTHER SHAPES AND AND 1926.755).THE GENERAL CONTRACTOR,STEEL DETAILER,AND CURREN7LY REFERENCED�Y IBC AS AMENDED AND ADOPTED 8Y THE 1,$,3 CONSTRUCTION DETAILS N07 SPECIFICALLY SHOWry ON THE 3.11 REINFORCING S7EEL: y STEEL ERECTOR SHALL BE RESPQNSIBLE TO DETERiNINE THE 6.2.1 MACHINE BOLTS SHALL BE ASTM A-307. . PLATES SHALL BE ASTM A3S Fy=38 ICSL � LOCAL BUILDING AUTHORIT`(. DRAWINGS SHALL FOLLOW SIMILAR DETAILS OF SECTIONS OF THIS CORRECT OSHA DESIGNATION OF EACH MEMBER REGARDLESS OF 6.2.2 PROVIDE MALLEABLE IRON WASHERS(MIW)OR HEAVY PLATE CUT PROJECT AS APPROVED BY THE ARCHITECTI ENGINEER. 3.11.1 DETAIL,FABRICATE,AND PLACE PER ACI-315 AND ACI-318. SUPPOR7 5.2.3 RECTANGULAR AND ROUN[7 HOLLOW S7EEL SECTIONS(HSS)OR TUBE THE NOTA7IQN SHOWN QN THE STRUCTURAL DRAWINGS. WASHERS WHE�E BOLT HEAQS,NUTS QR LAG SCREWS BEAR ON 1.5 DESIGN CRITERIA REINFORCEMENT NITH APPROUED CHAIRS,SPACERS,OR 1'IES. STEEL SECTIONS(TS)SHALL SE ASTM A500,GRADE B,Fy-46 KSI(Fy=42 WOOD. 1.8.4 SEE ARCHITECTURAL,MECI-IANICAL AND ELECTRIGAL DRAWINGS FOR 5.2.11 f'RE-ENGINEERED STEEL STAIRS:THE STEEL STAIR MANUFACTURER KSI FOR ROUND SECTIONS) ' 1.5.2 UNIFORM LOADS: DIMENSIONS AND LOCATIONS OF OPENINGS NOT DIMENSIONED OR 3.11.2 DEFORMED BAR REINFORCEMENT: ASTM A615 GR 60 SHALL SUBMIT SHOP DRAWINGS AND CALCULATIONS SEALED 8Y A SHOWN ON STRUCTURAL PLANS. PROFESSIONAL ENGI(�EER LICENSED IN 7HE STATE OF THE PROJECT. �•�•3 NAILS ShiALL BE COMMON,AMERICAN OR CANADIAN 3.11.3 WELDABLE DEFORMED BAR REINFORCEMENT: AS7M A706 GR 60 5.2•4 MACNINE BOLT5 MANUFACTURER ONLY WITN MIN.DIAMETERS A5 FOLLOWS: 1.$.5 SEE AI�CHITECTURAL,MECHANICAL AND ELECTRICAL DRAWWGS FOR WHERE NOTED ON STRUCTURAL DRAWINGS A. MACHINE BOLTS NOT SPEGFIED AS HIGH STRENGTH SHALL BE 5.3 WELDIN� NAIL MINEMUM MINIMUM ' LOCATION LIVE LOAD DEAD LOAD LOCATIONB AND WEIGHTS OF ALL MECHANICAL AND ELECTRICAL � EQUIPMENT INCLUDING HOUSEKEEPING PADS. 3.11.5 WELDED WIRE FABRIG: ASTM A-1$5&ASTM A-$2 Fy=65 KSI ASTM A-3Q7. SIZE NAIL SHANK NAIL 5.3.1 ALL WELDING SHALL BE IN ACCORDANCE WITH THE°STRUCTURAL WELDING CODE,"AWS D1.1,AWS D1.4 AND AWS D1.8 AS APPROPRIAT�, DIAMETER LENGTH KOOF 25 PSF(SNQW*) AC7UAL 1.$.6 FOR PIPES,CONDUITS,DUCTS AND MECHANICAL EQUIPMENT 3.11.6 DEFORMEQ BAR ANCHORS: ASTM A-496 B. H�GH STRENGTN BOLTS SHALL BE ASTM A-325 AND ASTM A-490 AS , INDICATED ON STRUCTURAL DRAWINGS. ALL BOLTS SHALL BE 8d 0.131" 2112" SUPPORTED OR BRACED FRQM STftUCTURE: CONFORM TQ SMEET 5.3.2 ALL WELDING SHAI.L BE BY CERfiIFIED WELDERS;USE 70 K51 LOW " STRUCTURAL 250 PSF ACTUAL METAL AND AIR CONDITIONING CONTRACI'ORS NATIONAL 3.11.8 EXCEPT AS N4TED SPECIFIGALLY ON THE DRAWINGS,ALL CONCRETE GONSIDERED BEARING TYPE WITH 1'HREADS INCLUDED IN SHEAR HYDROGEN FILLER METAL AND SHALL BE PROTECTED PER AWS D1.1 �� 0.148" 3" , PLANE(CONNECTION TYPE N)UNLESS NOTED 07HERWISE. ALL ' 12d 0.148" 31t4" SLAB ON GRADE AS50CIATION WC. PUBLICATION"APPENDIX E:SEIBMIC RESTRAIN7 REINFORCEMEN7 SHALL BE LAP-SPLICED AS FOLLOWS: UNTIL USE. FORALL FULL PENETRATION WELDS,FILLER M�1'AL SHALL � ' ' HIGH STRENGTH BOLTED CONNECTIONS SFfALL BE INSTALLED 16d SINKER 0.148" 31/4" MANU�L GUIDELINES FOR MECHANICAL SYSTEMS." ALL BRACING AND BE NOTCH TOUGH TO MEET CHARPY V-NOTCH OF 20 FOOT-POUNQ AT *THIS IS NOT A GROUND SNOW LOAD SUPPORTS SHALL BE DESIGNED FOR SEISMIC HAZARD LEVEL(SHL)B. #6 AND SMALLER 48 X BAR DIAMETER WITH NUTS CONFORMING TO ASTM A563 AND HARDENED 16d 0.162" 31/2" 'NASHERS CO�fFORMING 7'0 ASTM F436. �20�� SPRINKI.ER LINE ATTACHMEN7S SHALL CONFORM 70 NFPA PAMPHLET #7 AND LARGER 56 X BAR DIAMETER 20d 0.�92" 4" WHERE LIVE LOADS OF A COMMERCIAL OR INDUSTRIAL BUILDINGS EXCEEQ 50 13, 5.3.3 NO WELDIN�OF REINFORCING STEEL SNALL�E ALLOWED EXCEPT PSF,SUCH DESIGN LOADS SHALL BE POSTED IN THAT PART OF EACH STORY IN NO M4RE 7HAN 50%HORIZONTAL QR VERTICAL BARS SHALL BE C. ALL HIGH S7RENGTH BOLTS SFiALL BE INSTALLED PER THE WHERE SHOWN. ALL WELDING OF REINFORCEMENT WHICH THEY APPLY 1.8.7 THE 57RUCTURE HAS BEEN DESIGNED TO RESIST CODE REQUIREQ SPLICED AT OiVE L�CATION SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A-325 OR 6.2.4 L�,G SCREWS SHALL MEE7 THE REQUIREMENTS OF ANSI/ASME 618.2.1. SHALL BE PER ANSI/AWS D1.4. THE FOLLOWING FILLER VERTICAL AND LATERAL FORCEB AFTER 7HE CONSTRUC710N�F ALL A-490�OLTS(LATEST EDITI4N)BY THE RESEARCN COUNCIL ON METAL SHALL 6E USED WHEN WELDING REINFORCEMENT: WOOD SCREWS SHALL MEET TNE REQUIREMENTS OF ANSI/ASME STRUC7URAL ELEMENTS HAS BEEN COMPLETED. STABILITY OF THE 3.11.1d EXCEPT AS NOTED SPECIFICALLY ON 1'HE DRAWINGS,PROVIDE STRUC7URAL GONNECTIONS(WWW.BOLTCOUNCIL,ORG). B18.6,1. ' 1.5.4 CONCENTRATED LOADS:ALL MANUFACTURERS flF PRE-ENGINEERED STRUCTURE PRIOR TO COMPLETION IS THE SOLE RESPONSIBILlTY OF CORNER BARS TO MATCN QUANTITY AND DIAMETER OF HORIZONTAL A. FOR WELDING OF ASTM A706 GR 60 RE�AR,$0 KSI FILLER METAL. COMPONENTS OR SYSTEMS SHALL LOCATE,COORDINATE,VERIFY THE GENERAL CONTRACTOR. ?HIS RESPONSI�ILITY INCLUDES BU7 IS REINFORCEMENT AND LAP WITH HORIZONTAL REINFORCEMEN7 AS 6.2.5 ANCHORS AND CONNECTIONS SHALL BE SIMPSON,USP,OR ICC WEIGHTS,ETC.,OF MECMANIGAL UNI7�OR�THER CONCENTRATED NOT LIMI7ED TO JOB SITE SAFETY: ERECTION MEANS,METHODS,AND FOLLOWS: 5.2.5 STEEL ANCHOR�IGE ELEMENTS: (INTERNATIONAL CODE GOUNCIL)APPROVED. ALL FASTENERS SHALL . B. FOR WELDING OF ASTM A615 Cft 60 REBAR,NOT PERMITTED. gE INSTALLEQ PER MANUFACTURER'S RECOMMENDATIONS UNLESS LOADS AND DESIGN 7HEIR SYS7EM FqR 7HESE LOADS. SEQUENCES;1'EMPORARY SHORING,FORMWORK,AND BRACING;USE OF EQUIPMENT AND CONSTRUCTION PROCEDURES. WHERE SHORWG #6 AND SMALLER 48 X BAR DIAMETER A. THREADED RODS SHALL BE ALL-7HREAD.(Fy=36 KSI)U.N.O. C. FOR WELDING OF ASTM A615 GR 40 REBAR,NOT PERNIITTED. OTHERWISE SHOWN. SUBSTITUTED CONNECTIQNS SHALL HAVE A , 1.5.6 WIND LOADS(PER IBC SECTION 1fi09 AND ASCE 7 CHAPTERS 26 THRU IS REQUIRED,A SHORING PLAN,STAMPED�Y A LICENSED #7 AND LARGER 56 X BAR DIAMETER TABULATED CAPACITY EQUAL TO 4R GREATER 7HAN 7HE SPECIFIED . 30): PROFESSIONAUSTRUCTURAL�NGINEER SHALL B�SUBiNITTED TO B. WELDED HEIaDED S7UDS:"NELSON STUDS"SHALL BE 6Y NELSON 5.3.4 ALL FULL PENETRATION FIELD AND SHOP WELDS SHALL BE FULL TIME CONNECTOR. TNE ENGINEER F(7R APPROVAL. THESE CORNEft BARS SHALL BE PLACED AT ALL CORNERS AND STUD WELDING,INC.OR APPROVED EQUIVALENT COMPLYWG INBPEGTED AND TESTED SY NON-DESTRUCTIVE PRQCEDURES. ULTIMATE DESIGN WIND SPEED(Vuit): 110 MPH INTER5ECTIONS IN CONCRETE FOOTINGS AND WALL�. WITH ASTM A108.STUDS SHALL HAVE A MINIMUM F�OF 65 KSI. I�ESULTS OF TESTS SHALL BE SUBMITTED FOR REVIEW BY 7HE 6.3 MINIMIJM NAILWG:PER IBC TABLE 2304.9.1 FASTENING SCHEDULE. 2. SITE PFtEPARA710N/S01L REMEDIATION S7RUCTURAL ENGINEER. � RISK CATEGORY 11 G. ANCHOR RODS: ANCHOR RODS SHALL BE ASTM F 1554,Fy=36 KSI 2.1 SOIL DATA 3.11.12 LAP WELDED WIRE FABRIC 12"OR ONE SPAGING PLUS 2",WHICHEVER WITH HOOKED END AT STUD WALL CONNECTIONS UNLESS NOTED 5.4 WELDING PROCEDURE SPECIFICATION(WPS) 6.5 SFiEATHING(PLYWOOD/ORIENTED STRAND�OARD) WIND EXPOSURE: C ��QR�, 07HERWISE. A7 COLUMN LOCATIONS ANCHOR RODS SHALL B� ALLOWABLE SQIL PRES�URE 250Q PSF AFTER PRE-LOAD AND DDC. ALLOW ASTM F1554,Fy=36 KSI WITH HEADED OR THREADEDINUTTED END. EACH SHEET SHALL BEAR THE TRADEMARK+�F THE AMERICAN PLYWOOD � APPLICABLE INTERNAL 33-113%INCI�FASE FOR LOADS FROM WIND OR SEISMIC ORIGIN. SEE 7ACK WELD NUT TO ANCHOR ROD UNLESS NOTED OTHEfZWISE. �.4.1 FUR ALL WELDING OF I�EINFURCING STEEL AI�1D NON PRE�UALIFIED ASSOCIATION;ALL SHEATNING SHALL CONFORM TO STANDARD PS 2 OR PRP-108. �'e�N�'ULT�NY 3.12 CONCRET�COVER ON f2EINFORCING SHALL 8E AS FOLLOWS(UNLESS SHOWN WELDS,CON7RAC70R SHALL SUBMIT A WELDING PROCEDURE PRESSURE COEFFICIENT: +/-p.18 GEOTECHNICAL ENGINEERING REPORT BY TERRA AND ASSOCIA7ES DATED OTHERWISE): WHERE NOTE�,HIGH STRENG7H ANCHOR RODS SHALL BE ASTM SPECIFICAI'ION(WPS)70 ENGINEER FOR AF'PROVAL.PRIOR TO THICKNESS,NUMBER OF PLIES,AND LAY-UP AS SHOWN. ALL PLYUV(}OD SHALL MARCH 22,2017. SEE GEOTECN REPORT FOR ALL SUBGRADE PREPARATION F1554,Fy=105 KSI WITH DOUBLE NUTfED PIATE WASHER. WELDING,EACH WPS SHALL INCLUDE ALL NECESSARY INFORMATIQN ��S7RUGI WITH EXTERIOR GLUE OR AS NOl'EC?ON THE DRAWINGS AND SHALL ENCLQSED STRUCTURE REQUIREMEN7S AS WELL AS CAPILLARY BREAK AND VAPOR BARRIER BOTTOM OF FOOTINGS 3" REQUIRED$Y AWS a1.1,AWS D1.4 AND AWS D1.$AND A8 FOLLOWS: BE GROUP I OR II SPECIES. EXCEPT AS�THERWISE SNOWN,PROVIDE THE RECOMMENDATIONS. FORMED EARTH FACE 2" D. EXPANSI�N ANCHORS SNALL BE CAR80N STEEL AS NOTED IN THE FOLLOWING MINIMUM NAILING:PANEL EDGES 10d AT 6"ON CENTER, TOPOGRAPHIC FACTOR(K�) 1.Q WALLS,WEATHER FACE 1-112" FOLLOWING 1'A�LE. ANCHORS IN CONCRETE SHALL HAUE BEEN A. APPLICA6LE BASE METAL TYPES AND TNICKNESSES. INTERMEDIATE SUPPORT 10d AY�2"ON CENTER. GAP SHEETS 1/8"�OR 4'X$' . " 2.2 EXCAVATION WALLS,IN51DE FACE 1" TES7ED IN ACCORDANCE N/ITH ACI 355.2 ANDIOR ICC-ES AC193 SHEETS AND 1/4" FOR$'X8'AND LARGER SHEETS. THE MOISTURE CONTENT COMPONENTS AND CLADDING:ULTIMATE DESIGN WIND PRESSURES FOR CRACKEI�CONCRETE AND SEISMIC APPLICATIONS. ANCHORS B. SKETCH OF JOWT INDICATI�IG APF'LICABLE DIMENSIONS. SHALL NOT BE GREATER THAN 15°10 AT 71ME OF ROOFING. � TO BE US�D FOR THE DESIGN OF EXTERIOR COMPONENT AND EXCAVA7E 70 DEPTH SHOWN AND TO FIRM UNDISTURBED MA7ERIAL. 3.13 CONS7RUCTION AND CONTRnL JOINTS SHALL HAVE A CURRENT CODE REPORT 7HAT COMPLIES WITH THE WDIVIDUAL PASSES SHALL BE IDENTIFIED AND NUMBERED 70 CLADDING MATERIALS IS AS FOLLOWS: OVER-EXCAVATIONS SHALL BE BACKFILLED WITH�EAN CONCRETE(f�=500-12Q0 CURREN7 EDITION OF THE 18C AND SHALL BE RATED FOR USE IN racoMA • s�arr�e � sPOKauE • TRi-ciTies PSI OR STRUCTURAL FILL AT THE CON7RACTOR'S EXPENSE. SEE GEOTECH THE SE�SMIC D�SIGN CATEGORY NOTED IN SECTION 1.5 OF THESE IDENTIFY THE SEQUENCE. THE SKETCH SHALL IDENTIFY THE ) 3.13.1 UNLESS NQTED OTHERWISE,LOCATIUIV OF THE CON5TRUCTION OR MAXIMUM THICKNESS AND BEAD WIDTH. IN NO GASE SHALL THE 2215 North 30th Street,suite 30o Tacoma,WA 98403 ZONE:1 +/-31.8 PSF(10 SQ FT) REPOR`f FOR STRUCTURAL FILL REQUIREMENTS.EXERCISE EXTREME CARE CONTROL JOINTS IN SLAB ON GRADE SHALL NOT EXCEEQ THE NOTES. IAYER THICKNESS EXCEED�/4"NQR THE BEAD WIDTH EXCEED 253.383.2422 TEL 253.383.2572 FAX www.ahbl.cam wee ZONE:2 +/-53.4 PSF(10 SQ F7) DURING EXCAVATION TO AVOID DAMAGE TO BURIED LINES,TANKS,AND OTHER DISTANCES N07ED BELOW. JOINTS SHALL BE LOCATED ON COLUMN 518." + ZONE:3 +/-53.4 PSF(10 SQ FT) CONCEALED ITEMS. UPON DISCOVERY,DO N07 PROCEED WITH WOf2K UN71L GRIDS OFt UNDER PERMANENT PARTITIONS TO THE GREATEST ZONE:4 +/-31.5 PSF(10 SQ FT) RECEIVING WRITTEN INSTRUCTIONS FROM 7HE ARCNITECT. A COMPETENT EXTENT POSSIBLE. ADDITIQNAL J91NTS SHALL SE REQUIRED AT EXPANSION ANCHORS CODE C. PREHEAT REQUIREMENTS. ZONE;5 +(-3$.$PSF(10 SQ FT) REPRESENTATIVE OF THE OWNER SHALL INSPECT ALL FOQ7ING FJCCAVAT10N5 REEN7RANT CpRNERS AND CORNERS OF SLAB DEPRESSIONS OR IN CONCRE7E REPORT .��,, L. �� FOR BUITABILITY OF 6EARING SURFACES PRIOR TO PLACEMENT OF PENETRATIONS. SEE ARCHITECTURAL DRAWING5 FOR JQINT LAYOUT D. ELECTRICAL CHARACTERISTICS(I.E.,CURRENT,VOLTAGE,TRAVEL ��o� �Asg��,�0�,� 1.5.7 SEISMIC LOADS(PER IBG SECTION 1613 AND ASCE 7 CHAPTEFtS 11 REINFORCING STEEL. PROVIDE DRAINAGE AS NECESSARY TO AVOID AT EXPOSED CONCRETE CONDITIONS. PROVIDE JOINT SEALAN7 i'ER SPEED,ETC.). � �° �°.�. THRU 13): WATER-SOFTENED SUBGRADE. SPECIFICATIONS-INSTALL PER MANUF'AC7URER RECOMMENDATIONS. HILTI KWIK BOL7 TZ ICC ESR-1917 RISK CATEGORY: II 2.3 FILL,BACKFILL AND COMPACTION �� SIMPSON STRONG-BOL7 2 ICC ESR-3037 E, ELECTRODE REQUIREMENTS SHALL MEET THE REQUIREMENTS OF - . � 7 SLA�(7N GRADE 21-0 O.C. AWS A5.1,AWS A5.5,AWS A5.17,AWS A5.23,AWS A5.18,AWS A5.20, ' SEISMIC IMPORTANCE FACTOR{le): �.d AWS A5.28,AND AWS A5.29,AS APPLICABL�FOR WELDING METHOD ``'� " � gs; 1,22g BACK�ILL AGAINST WALLB SHALL NOT BE PLACED UNTIL AFTER THE REMOVAL OF � DEWALT/POWERS POWER-STUD+SD2 ICC ESR-2502 '�'o `�o� 2�8 �1�' ;' 3.13.2 CONSTRUCTION JOINT SPACING IN WALLS SHALL NOT EXCEED 50 ON USED. TtrR�L�� S�: 0.470 ALL MATERIAL SUBJECT TO ROT OR CORROSION. ALL FILL PLACED AGAINS7 CENTER EXCEPT AS DIRECTED BY THE ARCHITECT/ENGif�lEEFt. ��'Sjp�� . SITE CLASS: D RETAINING WALLS OR BASEMENT WALLS SHALL BE FREE DRAININ�GF2ANULAR 5.6 S7�EL JOISTS AND JOIST GIRDERS gps; p,826 MATERIAL. STRUCTURAL FILL OTHER THAN PEA GRAVEL SHALL BE GRANl11AR 3.14 CONDUIT AND PIPING EMBEDDED IN CONCRETE E. HEAVY DUIY CONCRETEIMASONRY SCREW ANCHORS SHALL BE ��; q,479 PLACED IN 6-INCH LIFTS AND COiNPAGTED TO A7 LEAST 9�°lo OF ITS MAXIMUM USED IN DRY INTERIOR CONDII'IONS AND SHALL BE AS NOTED IN 5.6.1 DE51GN LOADS SHALL BE AS STATED IN SECTION 1.5 I'LU5 ANY S u b m itta I s�R2VI S1011 S: SEISMIC DESIGN CATEGORY: D DRY DENSITY AS DETERMINED BY ASTM D-1557(MOD PROCT�Rj. PEA GRAVEL 3.14.) ELECTRICAL CONDUIT SHALL NOT BE PLACED WITHIN A SLAB ON THE FOLLOWING TABLE: SPECIAL LOADS INDICATED ON THE DRAWINGS. UNLESS OTHERWISE � SEISMIC RESPONSE COEFFICIENT(CS): 0.165 FILL SHALL HAVE A MAXIMUM PARTICLE SIZE OF 318"DIAME7ER. GRADE,BUT PtAGED SELOW THE SLAB IN THE SUB-BASE. NOTED,MWIMUM DE81GN LOADS SHALL INCLUDE: 1 CITY COMMENTS, VE 5-10- 2018 ANALYSIS PROCEDURE USED: EQUIVALENT 3. STRUCTURAL CONCRE7E LATERAL FORCE 3.15 GROUT FOR BEARING PLATES HEAVY DUTY CONCRETEI CODE REPORT A. WHERE PRIMARY ROOF MEMBERS ARE EXPOSED TO A WORK PROCEDURE 3.1 GENERAL MASONRY SCREW ANCHORS FLOOR A SINGLE NON-CONCURRENT CONCENTRATED LIVE LOAD THE NON-SHRINK GROUT SHALL MEE7 ASTM C11Q7 GRADE B OR EQUIVALEN1' OF 2000 LBS SHALL BE LOCATED AT AT ANY PANEL POINT ALONG ALL CONCRETE SHALL BE HARD ROCK CONCRETE MEETING THE REQUIREMENTS (MASTERFLOW 928 BY BASF OR APPRdVED EQUIVALENT).GROU7 SHALL BE A HILTI KWIK HUS-EZ ICC�SR-3027(COiVC) THE TRUSS BQTTOM CHORD, . ' SEISMIC FORCE- RESPONSE OVERSTRENGTH OF ACI-301,"SF'ECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS." PRE-PACKAGED HYDRAULIC CEMENT BASED MINERAL AGGREGATE GROUT, ICG ESR-3056(CMU) RESISTING SYSTEM MODIFICATION FACTOR,f�p PROPORTIONING OF INGREDIENTS FOR EACH CONCRETE MIX SHALL BE BY MIXED,PLACED AND CURED AS ftECOMMENDED�3Y 7HE MANUFACTURER. B. AT ROOF JOISTS AND JOIST GIRDERS,A MINIMUM NET UPLIFT CO�FFICIENT,R METHflD 2 OR THE ALTERNATE PROCEDURE GIVEN IN ACI-301. PLACE COMPRESSIVE STRENGTH SHALL EXCEED 60Q0 PSI AT 28 DAYS. SIMP50N TITEN HD ICC ESR-2713(CONC) LOAD OF 1q PSF. CONCRETE PER ACI-304 AND CONFORM TO ACI-604(306)FOR WINTER ICC ESR-1056(CMU) ' CONCRE7ING AND ACI-605(305)FOR H07 WEATHER CONGRETING. USE 3•18 TILT-UP CONCRETE WALLS 5.6.2 STEEL JOISTS AND JOIST GIRDERS SHALL BE MANUFACTURED PER A.BEARING WALL SYSTEMS: INTERIOR MECHANICAL VIBRATORS WITH 7,�40 RPM MINIMUM FREQUENCY. DO 7HE LATEST EDITION OF THE STANDARD SPECIFICATIONS FOR STEEL 3.18.1 TYPICAL AND SPECIAL REINFORCEMEN7 SHOWN ON PANEL DEWALT/POWERS WEDGE BOLT+ ICC ESR-2526(CONC) JOISTS AND,JOIST GIRDERS PU�LISHED BY THE STEEL JOIST NOT OVER-VIBRATE. CONCRETE SHALL BE PLACED MONOLITHICALLY BETWEEN ICC ESR-1678(CMU) ° 1.SPECIAL REINFORCED CONSTRUCTION OR CONTROL JOINTS. F'ROTECT ALL CONCRETE�ROM ELEVATIONS IS DESIGNED FOR FORCES OCCURRING AFTER PANEL IS INSTITUTE. CONCRETE SHEAR WALLS 5 2 pREMATURE DRYING,EXCESSIVE H07 OR COLD TEIv1PERATURE FOR SEVEN IN PLACE AND TIED 70 ROOF AND FLOQR DIAPHRAGMS. USE DAYS AFTER PLACING. STR�NGBACKS AND EXTRA REINFORCEMENT AS REQUIRED AND �', ADHESIVE ANCNORS SHALL 6E THREADED ANCHOR RODS OR 5.6.3 ALL STEEL JOISTS AND JOISTS GIRDERS SHALL BE MaNUFACTURED DIRECTED BY PANEL LIFT INSERT MANUFACTURERISUPPLIER FOR REBAR DOWELS US1NG AN INJECTABLE ADHESIUE AS NOTEO IN �Y A FABRICA70R CUftRENTLY APPROV�D BY ICC(INTERNATIONAL NOTE:TABULATED OVERSTRENGTH FACTOR HAS BEEN REDUCED IN 3.2 STRENG7H ERECTION PURPOSES. LIFT INSERT MANUFAC7UREWSUPPLIER SHALL CODE COUNCIL). MANUFACTURER SHALL BE A MEMBER OF SJI,AND � ACCORDANCE WITH ASCE 7 TA�LE 12.2-1 FOOTNOTE G FOR S7RUCTURES WITH ANALYZE PANELS FOR ADEQUACY DURING COMPLETE LIFTING THE FOLLOWING TABLE. APICNORS IN CONCRETE SHALL HAVE ALL STEEL J015TS AND JOIST GIRDERS SHALL BE SJI APPROVEQ. FLEXIBLE DIAPHRAGMS. OPERATION FROM HORIZON7AL TO VERTICAL,INCLUDING LATERAL BEEN 7ESTED IN ACCORDANCE WI7H ACI 355.4 ANn/OR ICGES Sheet Title: ' TWEN7Y-EIGHT DAY COMPRESSIVE STRENGTHS SHA�L BE AS FOLLOWS: AC-308 FOR CRACKED CONCRETE AND SEISMIC APPLICATIONS. TRANSPORT(WALKING)QF PANELS. 5.8.4 THE MAIVUFACTURER SHALL SUBMIT SHOP DRAWINGS AND � ANCHORS SHALL HAVE A CURRENT CODE REPORl'THAT CflMPLIES SLABS QN GRADE 4000 PSI WITH 7HE CURR�NT EDI710N OF THE 16C AND SHALL BE RA7ED CALCULATIONS SEALED BY A PROFESSIONAL ENGINEER LICENSED IN GENERAL NOTES 1.6 STATEMENT OF SPECIAL INSPECTIONS FOOTINGS 3000 PSI 3.18.2 ALL PANEL DIMENSIONS ON FQUNDATION PLANS ARE TO CENTER FpR U5E IN THE SEISMIC DESIGN CATEGORY NOTED IN SECTION THE STATE OF THE PROJECT. VERTICALLY FORMED WALLS 4000 PSI LINES OF C4NNECTIONS UiVLESS NOTED OTHERWISE. DO NOT SCALE 1.6 0�TH�SE NOTES. DQte: � SEE STATEMENT OF SPECIAL INSPECTION AND TESTWG SHEET 50.02. TILT UP WALL PANELS �ppq pS► PANEL ELEVATIONS. 5.6.5 IT SHALL BE THE RESPONSI�ILITY OF THE MANUFACTURER,TH� 1/22/18 GENERAL CONTRACTOR,AND THE ERECTOR TO MANUFACI'URE AND 1.7 SHOP DRAV+IINGS CONGRETE BUPPLIER TO PROVIDE TEST RECORDS PER SECTION 5.3 OF ACI 318. 3.18.3 DO NOT GUT OR DRILL PANELS WITHOUT APPROVAL OF ENGINEER ADHESIVE ANCHORS CODE INSTALL ALL S7EEL JOISTS AND JOIST GIRDERS IN CONFOf2MANCE Des i g n: �qH , WHEN NO PRIOR EXPERIENCE OR TRIAL MIXTURE DATA ARE AVAIIABLE, UNLESS SHOWN OR INDICA7ED ON STRUCTURAL DRAWINGS. WITH 7HE MOST CURRENT OSHA RULES(OSHA 29 CFR PART 1926.757). 1.7.1 SUBMIT SHOP DRAWINGS TO THE ARCHI7ECT/ENCINEER FOR THE IN CONCRETE REPORT CQNTACTTHE ENGINEEROF RECORD. DraWn: CLR m FOLLOWING: . 3.18.4 SEE SPECIFICATIONS FOR FWISHES,CURING,ETC. 5.6.7 LIMIT DEAD LOAD+LNE LOAD AND/OR SNOW LOAD DEFLECTION TO - 3.3 MATERIALS I�ILTI HIT HY-200 SAFE SET ICC ESR•3187 Ll240 FOR R00�FRAMWG M�MSERS. a � A. CONCRETE MIX DESIGN SU6MI?TALS 3.18.5 GROUT UNDER PANEL WITH A 9-SACK PEA GRAVEL CONCRETE GROU7 P roject No: 17-109�AHBL 2170746 N � 0 3.3.1 CEMENT: ASTM C150,TYPE I OR TYPE II. MIX(f'c=5000 PSI AT 2�DAY5). SIMP50N Al'-XP* IAPMO ER-263 5.6.8 THE JOIST MANUFAC7UREFt SHALL DESIGN THE JOISTS FOR UNIFORM ~ v, B. REINFORCING STEEL LOADS INDICA7ED ON THE S7RUCTURAL DRAWINGS AS WELL AS ALL � � Appraved: ��g o r 3.3.2 COARSE AND FINE AGGREGATE: ASTM C33. 3.19.6 PANELS DRAWN SHOW TYPICAL LOCA710NS OF PANEL CONNECTIONS SPECIAL LOADS NOTEb ON 7HE STRUCTURAL PLANS AND DETAILS. � Q DEWALT/POWEFtS PURE 110+ ICC ESR-3298 � C. STRUCTURAL AND MISCELLANEOUS STEEL INCLUDING WELD AND ADDITIONAL REINFflRCING FOFt MOST PANEL OPENINGS. NOT SPECIAL LOADS SHALL INCI.UDE PQINT LOADS FOR SUPPORT OF Bu i Id i n g N o: � �'� INSERTS AND ANCHqRS 3.�.3 WATER SHALL�E CLEAN AND POTABLE. ALL EDABEdDED 17EMS AND MECHANICAL AND ELECTRICAL SECONDARY FRANIING,OVERFRAMING AND SUPPORTED EQUIPMENT PENE7RATIONS ARE SHOWN.CONTRACTOR SHALL COORDIfVA7E (M�CHANICAL UNITS SUSPEN[�ED EQUIPMENT ETC.). a �- D. STEEL FLOOR��K PENETRATIONS WITH MECHANICAL AND ELEC7RICAL AND ' SIMPSON SET-XP MAY 8E USED WHERE BASE MATERIAL � � � � �, 3.3.4 FLYASH: ASTM C618 CLASS C(CLASS F SHALL BE ALLOWED IF TEMPERATURE IS ABOVE 50 DEGREES FAHRENHEIT OR FOR � PERMITTED BY THE S7RUGTURAL ENGINEER) REINFORCING PER PLANS. EMBEDMENT GR�ATEf2 THAN 12-INCHES FOR LONGEi2 GEL TIME. SI1 eet N0: a �, Q E. PRE-ENGINEERED STEEL JOISI'S AND JOIST GIRDERS* SEE ICC ESR-2508(CONG)AND IAPMO ER-265(MASONRY). ,M , �� � CQPYRIGHT CRAFT ARCHITEGTS 2017 �o �� a� ;,