4201 RUCKER AVE 2017 COMMUNITY HEALTH CENTER Plans 2022-11-21

General Structural Notes THE FOLLOWING APPLY UNLESS SHOWN OTHERWISE ON THE DRAWINGS STRUCTURAL CRITERIA ENGINEERING 1. ALL MATER I ALS, WORKMANSH I P, DES I GN, AND CONSTRUCT I ON SHALL CONFORM TO THE 11. SHOP DRAWI NG REV I EW: D I MENS I ONS AND QUANT I T I ES ARE NOT REV I EWED BY THE PROOF TEST I NG: PROOF TEST I NG SHALL BE PERFORMED ON A M I N I MUM OF ( 1� OF THE 27. NON-SHR I NK GROUT SHALL BE FURN I SHED BY AN APPROVED I�ANUFACTURER AND SHALL z�z4 Third Avenue-Suite�oo-Seattle,WA g8�z� DRAWINGS, SPECIFICATIONS, THE INTERNATIONAL BUILDING CODE (2015 EDITION�, ENGINEER OF RECORD, THEREFORE MUST BE VERIFIED BY THE CONTRACTOR. INSTALLED MICROPILES. MICROPILES SHALL BE PROOF TESTED IN ACCORDANCE WITH BE MIXED AND PLACED IN STRICT ACCORDANCE WITH THE MANUFACTURER� S PUBLISHED P:2o6•443•6z�z ssfengineers.com AND THE INTERNATIONAL EXISTING BUILDING CODE (2015 EDITIONS). THIS PROJECT CONTRACTOR SHALL REVIEW AND STAI�P DRAWINGS PRIOR TO REVIEW BY ENGINEER OF ASTM D 1143-07 PROCEDURE "A" QUICK TEST TO 200 PERCENT OF THE DESIGN LOAD IN RECOMMENDATIONS. GROUT STRENGTH SHALL BE AT LEAST EQUAL TO THE MATERIAL � I S A VOLUNTARY SE I SM I C RETROF I T OF AN EX I ST I NG STEEL MOMENT FRAME BU I LD I NG RECORD. CONTRACTOR SHALL REV I EW DRAWI NGS FOR CONFORMANCE WI TH THE MEANS, ACCORDANCE W I TH THE GEOTECHN I CAL REPORT. ON WH I CH I T I S PLACED (3000 PS I M I N I MUM�. �opyright zo��swenson say Faget-�u��tights Reserved THAT DOES NOT MEET CURRENT EARTHQUAKE CODE REQUIREMENTS. IT HAS BEEN METHODS, TECHNIQUES, SEQUENCES AND OPERATIONS OF CONSTRUCTION, AND ALL ANALYZED AND REINFORCED FOR MINIMUM �IAINTENANCE IN ACCORDANCE WITH SAFETY PRECAUTIONS AND PROGRAMS INCIDENTAL THERETO. SUBMITTALS SHALL 28. MECHANICAL SPLICING OF REINFORCING BARS, WHERE INDICATED ON THE DRAWIN�S, INTERNATIONAL EXISTING BUILDING CODE, AND IS WITHIN THE CURRENT PRACTICE INCLUDE A REPRODUCIBLE AND ONE COPY; REPRODUCIBLE WILL BE MARKED AND RE N OVATIO N SHALL BE BY AN ICC-ES APPROVED SYSTEM (SUCH AS LENTON, FOX-HOWLETT, ETC. ) � J, s+ FOR THE RENOVATION OF EXISTING BUILDINGS OF THIS AGE AND TYPE OF RETURNED WITHIN TWO WEEKS OF RECEIPT WITH A NOTATION INDICATING THAT THE AND SHALL DEVELOP 125% OF THE SPECIFIED YIELD STRENGTH OF THE BARS. ,�� '9 CONSTRUCTION. SUBMITTAL HAS BEEN FOUND TO BE IN GENERAL CONFORMANCE WITH THE DESIGN OF 16. DEMOLITION: CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS BEFORE SPLICE LOCATIONS OF ALTERNATE BARS SHALL BE OFFSET BY A DISTANCE WHICH THE BUILDING. THE SUBMITTED ITEMS SHALL NOT BE INSTALLED UNTIL THEY HAVE COMMENCIN6 ANY DEMOLITION. SHORIN6 SHALL BE INSTALLED TO SUPPORT EXISTING CONFORMS TO THE ICC-ES REPORT OF THE SPLICE USED. REFER TO THE STRUCTURAL �� 2. DESIGN LOADING CRITERIA: BEEN APPROVED BY THE BUILDING OFFICIAL. CONSTRUCTION AS REQUIRED AND IN A MANNER SUITABLE TO THE WORK SEQUENCES. PLANS FOR LIMITATIONS ON PLACEMENT OF I�ECHANICAL SPLICES. DE�IOLITION DEBRIS SHALL NOT BE ALLOWED TO DAMAGE OR OVERLOAD TNE EXISTING �, 300 � HANDRAILS AND GUARDS SHOP DRAWING SUBMITTALS PROCESSED BY THE ENGINEER ARE NOT CHANGE ORDERS. STRUCTURE. LIMIT CONSTRUCTION LOADING ( INCLUDING DEMOLITION DEBRIS) ON 29. HIGH STRENGTH THREADED RODS (STRESSED AND NON-STRESSED) SHALL BE DYWIDAG o� 6UARDRAILS/BALCONY RAILS . . . . . . . . . . . . . . . . . . . . 50 PLF THE PURPOSE OF SHOP DRAWING SUBMITTALS BY THE CONTRACTOR IS TO DEMONSTRATE EXISTING FLOOR SYSTEMS TO 40 PSF. THREADBARS WITH APPROPRIATE ANCHORAGE PLATES, NUTS, AND COUPLERS AS '�sj0 � GUARDRAILS/BALCONY RAILS CONCENTRATED LOAD . . . . . . . . . . 200 LBS TO THE ENGINEER THAT THE CONTRACTOR UNDERSTANDS THE DESIGN CONCEPT, BY MANUFACTURED BY DICKERHOFF AND WIDMANN, INC. , IN CONFORMANCE WITH ASTM INDICATING WHICH MATERIAL IS INTENDED TO BE FURNISHED AND INSTALLED AND BY A-722 (FU - 75 KSI). OFFICES 17. CONTRACTOR SHALL VERIFY ALL EXISTING DII�ENSIONS, ME�IBER SIZES, AND DETAILING THE INTENDED FABRICATION AND INSTALLATION METHODS. IF - FLOOR LIVE LOAD . . . . . . . . . . . . . . . . . . . . . . . . 50 PSF CONDITIONS PRIOR TO COMMENCING ANY WORK. ALL DIMENSIONS OF EXISTING � FLOOR LIVE LOAD CORRIDORS ABOVE FIRST FLOOR . . . DEVIATIONS DISCREPANCIES OR CONFLICTS BETWEEN SHOP DRAWING SUBMITTALS ( ) . . . . . . 80 PSF AND THE CONTRACT DOCUMENTS ARE DISCOVERED EITHER PRIOR TO OR AFTER SHOP CONSTRUCTION SHOWN ON THE DRAWINGS ARE INTENDED AS GUIDELINES ONLY AND DRAWN: FLOOR LIVE LOAD (LOBBIES AND FIRST-FLOOR CORRIDORS) . . . . . . 100 PSF MUST BE VERIFIED. THE CONTRACTOR SHALL NOTIFY THE ARCHITECT AND STRUCTURAL AN C H O RAG E RWG FLOOR CONCENTRATED LOAD . . . . . . . . . . . . . . . . . . . 2000 LBS DRAWING SUBMITTALS ARE PROCESSED BY THE ENGINEER, THE DESIGN DRAWINGS AND ENGINEER IF EXISTING CONDITIONS DETERMINED DURING WORK VARY FROM THE DESIGN: ROOF SPECIFICATIONS SHALL CONTROL AND SHALL BE FOLLOWED. EXISTING CONSTRUCTION SHOWN ON THE DRAWINGS. 30. EPDXY-GROUTED ITEMS (THREADED RODS OR REINFORCING BAR) INTO CONCRETE DVM ROOF LIVE LOAD . . . . . . . . . . . . . . . . . . . . . . . . . 25 PSF � � CHECKED: 12. SHOP DRAWINGS OF DESIGN BUILD COMPONENTS INCLUDING CANOPIES, BALCONIES, 18. EXISTING REINFORCING SHALL BE SAVED WHERE AND AS NOTED ON THE PLANS. SAW SPECIFIED ON THE DRAWINGS SHALL BE INSTALLED USING HIT RE 500-SD AS DVM ROOF LIVE LOAD (TENANT ACCESSIBLE) . . . . . . . . . . . . . . . 60 PSF COLD FORM STEEL FRAMING, TEMPORARY SHORING, CURTAIN WALL SYSTE�IS, SKYLIGHT MANUFACTURED BY HILTI CORP. INSTALL IN STRICT ACCORDANCE WITH ICC-ES APPROVED: ROOF LIVE LOAD (PUBLIC ACCESSIBLE) . . . . . . . . . . . . . . . 100 PSF FRAMES, PREFABRICATED STAIR SYSTEMS, EXTERIOR CLADDING, AND PRE-ENGINEERED CUTTING, IF AND WHERE USED, SHALL NOT CUT EXISTING REINFORCING THAT IS TO REPORT N0. ESR-2322. MINIMUM BASE MATERIAL TEMPERATURE IS 41 DEGREES, F. DJS ROOF LIVE LOAD (ACCESSIBLE AREAS LESS THAN 750 SQUARE FEET). . . 60 PSF SYSTEM SHALL BE STAMPED AND SIGNED BY A STRUCTURAL ENGINEER LICENSED IN BE SAVED. RODS SHALL BE ASTM A-36 UNLESS OTHERWISE NOTED. PERIODIC SPECIAL MISCELLANEOUS LOADS THE STATE OF WASHINGTON. SHOP DRAWINGS SHALL BE APPROVED BY THE COMPONENT A. ALL NEW OPENINGS THROUGH EXISTING WALLS, SLABS AND BEA�IS SHALL BE INSPECTION OF INSTALLATION IS REQUIRED TO VERIFY ANCHOR OR EMBEDED BAR STAIR AND CORRIDOR LIVE LOAD (UNLESS OTHERWISE INDICATED) . . . 100 PSF DESIGNER PRIOR TO REVIEW OF THE ARCHITECT OR ENGINEER OF RECORD FOR ACCOMPLISHED BY SAW CUTTING WHEREVER POSSIBLE. CORNERS SHALL NOT BE TYPE AND DIMENSIONS, LOCATION, ADHESIVE IDENTIFICATION AND EXPIRATION, PARTITION LOADING . . . . . . . . . . . . . . . . . . . . . . . 15 PSF GENERAL CONFORMANCE WITH THE DESIGN OF THE BUILDING. THE COMPONENT OVERCUT. HOLE DIMENSIONS, HOLE CLEANING PROCEDURE, ANCHOR EMBEDMENT, AND ADHERENCE MECHANICAL UNITS . . . . . . . . . . WEIGHTS FURNISHED BY MANUFACTURER DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE AND ALL NECESSARY CONNECTIONS g. CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS AND LOCATION OF MEMBERS TO THE INSTALLATION INSTRUCTIONS. CONTINUOUS SPECIAL INSPECTION IS DEFLECTION CRITERIA NOT SPECIFICALLY CALLED OUT ON ARCHITECTURAL OR STRUCTURAL DRAWINGS. SHOP PRIOR TO CUTTING ANY OPENINGS. REQUIRED FOR HORIZONTAL AND OVERHEAD INSTALLATIONS. LIVE LOAD DEFLECTION . . . . . . . . . . . . . . . . . . . . . L 360 DRAWINGS SHALL INDICATE MAGNITUDE AND DIRECTION OF ALL LOADS I�IPOSED ON / BASIC STRUCTURE. DESIGN CALCULATIONS SHALL BE SUBMITTED WITH THE SHOP C. SMALL ROUND OPENINGS SHALL BE ACCOMPLISHED BY CORE DRILLING. 31. EXPANSION BOLTS INTO CONCRETE SHALL BE nSTRONG-BOLT 2" WEDGE ANCHORS AS TOTAL LOAD DEFLECTION . . . . . . . . . . . . . . . . . . . . . L/240 DRAWINGS. D. WHERE NEW REINFORCING TERMINATES AT EXISTING CONCRETE, DRILL AND EPDXY MANUFACTURED BY THE SIMPSON STRONG TIE COMPANY AND INSTALLED IN STRICT R ONS: ENVIRONMENTAL LOADS DOWELS MATCHING THE NEW REINFORCING INTO THE EXISTING CONCRETE WITH 6 CONFORMANCE TO ICC-ES REPORT NUMBER ESR-3037 INCLUDING MINIMUM EMBEDMENT Foundation Only SNOW . . . . . . . . . . . CE=1. 0, IS=1. 0, CT=1. 1, PG=25 PSF, PF=20 PSF QUALITY ASSURANCE EMBED, UNLESS OTHERWISE NOTED ON PLANS. REQUIREMENTS. BOLTS INTO CONCRETE MASONRY OR� BRICK MASONRY UNITS SHALL BE � Permit Comments 7/11/2017 WIND . . . . . . . GCPI=0. 18, 110 MPH, RISK CATEGORY II, EXPOSURE n6" INTO FULLY GROUTED CELLS. PERIODIC SPECIAL INSPECTION IS REQUIRED TO � Building Permit EARTHQUAKE . ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE 13. SPECIAL INSPECTION SHALL BE PROVIDED IN ACCORDANCE WITH THE PROJECT VERIFY ANCHOR TYPE, ANCHOR DIMENSIONS, ANCHOR LOCATION, TIGHTENING TORQUE, Comments 7/11/2017 LATERAL SYSTEM: STEEL CONCENTRICALLY BRACED FRAMES, SPECIFICATIONS AND SECTIONS 110 AND 1705 OF THE INTERNATIONAL BUILDING C O N C RETE HOLE DIMENSIONS, ANCHOR EMBEDMENT, AND ADHERENCE TO THE INSTALLATION VS = 260. 6 KIPS CODE BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE ARCHITECT AND INSTRUCTIONS. S I TE CLASS=D, SS=1. 3353, SDS=O. 902, S 1=0. 514, SD 1=0. 514, CS=O. 150 ' 19. CONCRETE SHALL BE M I XED, PROPORT I ONED, CONVEYED AND PLACED I N ACCORDANCE RETAINED BY THE BUILDING OWNER. THE ARCHITECT STRUCTURAL ENGINEER AND SDC D, IE=1. 0, R=6. 0 ' ' WITH ACI 301 INCLUDING TESTING PROCEDURES. CONCRETE SHALL ATTAIN A 28-DAY SEE PLANS FOR ADDITIONAL LOADING CRITERIA BUILDING DEPARTMENT SHALL BE FURNISHED WITH COPIES OF ALL INSPECTION AND STRENGTH OF F' C = 3, 000 PSI AND MIX SHALL CONTAIN NOT LESS THAN 5-1/2 32. EXPANSION BOLTS INTO CONCRETE MASONRY UNITS SHALL BE °WEDGE-ALL" ANCHORS TEST RESULTS. SPECIAL INSPECTION OF THE FOLLOWING TYPES OF CONSTRUCTION AS MANUFACTURED BY THE SIMPSON STRONG TIE COMPANY AND INSTALLED IN STRICT SACKS OF CEI�ENT PER CUBIC YARD AND SHALL BE PROPORTIONED TO PRODUCE A 3. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL IS REQUIRED UNLESS NOTED OTHERWISE. SLUMP OF 5" OR LESS. REQUIRED CONCRETE STRENGTH IS BASED ON THE DURABILITY CONFORMANCE TO ICC-ES REPORT NUMBER ESR-1396, INCLUDING MINIMUM E�IBEDMENT DRAWINGS FOR BIDDING AND CONSTRUCTION. ARCHITECTURAL DRAWINGS ARE THE REQUIREMENTS. BOLTS INTO CONCRETE MASONRY OR BRICK MASONRY UNITS SHALL BE PRIME CONTRACT DRAWINGS. ANY DISCREPANCIES FOUND AMONG THE DRAWINGS, THE STRUCTURAL STEEL FABRICATION AND ERECTION PER AISC 360 REQUIREMENTS OF SECTION 1904 OF THE IBC. DESIGN STRENGTH IS F' C = 2, 500 INTO FULLY GROUTED CELLS. PERIODIC SPECIAL INSPECTION IS REQUIRED TO SPECIFICATION, THESE GENERAL NOTES AND THE SITE CONDITIONS SHALL BE CONCRETE CONSTRUCTION PER TABLE 1705. 3 PSI. VERIFY ANCHOR TYPE, ANCHOR DIMENSIONS, ANCHOR LOCATION, TIGHTENING TORQUE, � MASONRY CONSTRUCTION PER TMS 402-13 TABLE HOLE DIMENSIONS, ANCHOR EMBEDMENT, AND ADHERENCE TO THE INSTALLATION DPD: REPORTED TO THE ARCH I TECT, WHO SHALL CORRECT SUCH D I SCREPANCY I N WR I T I NG. 3. 1-3. 3 20. A CONCRETE PERFORMANCE M I X SHALL BE SUBI�I TTED TO THE STRUCTURAL ENG I NEER ANY WORK DONE BY THE GENERAL CONTRACTOR AFTER DISCOVERY OF SUCH INSTRUCTIONS. DISCREPANCY SHALL BE DONE AT THE GENERAL CONTRACTOR' S RISK. SOIL CONDITIONS, FILL PLACEMENT, AND DENSITY PER TABLE 1705. 6 AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING ANY MICROPILE INSTALLATION CONTINUOUS CONCRETE. THE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE 33. DRIVE PINS AND OTHER POWDER-ACTUATED FASTENERS SHALL BE LOW VELOCITY TYPE EXPANSION BOLTS AND THREADED EXPANSION INSERTS PER MANUFACTURER AND COARSE A66REGATE WATER AND ADMIXTURES AS WELL AS THE WATER CEMENT SERIES X-U 0. 157 DIAMETER STEEL 4. PRIMARY STRUCTURAL ELEMENTS NOT DIMENSIONED ON THE STRUCTURAL PLANS AND ' ( , » ( ), UNLESS OTHERWISE NOTED) AS DETAILS SHALL BE LOCATED BY THE ARCHITECTURAL PLANS AND DETAILS. VERTICAL EPDXY GROUTED INSTALLATIONS PER MANUFACTURER RATIO, SLU�IP, CONCRETE YIELD AND SUBSTANTIATING STRENGTH DATA IN MANUFACTURED BY THE HILTI CORP. OR AN APPROVED EQUIVALENT IN STRENGTH AND ACCORDANCE WITH ACI 318, SECTION 5. 3. THE USE OF A PERFORMANCE I�IX EMBEDMENT. INSTALL IN STRICT ACCORDANCE WITH ICC-ES REPORT N0. ESR-1663. DIMENSION CONTROL IS DEFINED BY THE ARCHITECTURAL WALL SECTIONS, BUILDING PERIODIC INSPECTION: INSPECTION SHALL BE PERFORI�ED AT INTERVALS NECESSARY REQUIRES BATCH PLANT INSPECTION, THE COST OF WHICH SHALL BE PAID BY THE MINIMUM EMBEDMENT IN CONCRETE SHALL BE 1" UNLESS OTHERWISE NOTED. SECTION, AND PLANS. DETAILING AND SHOP DRAWING PRODUCTION FOR STRUCTURAL TO CONFIRM THAT WORK REQUIRING SPECIAL INSPECTION IS IN COMPLIANCE WITH GENERAL CONTRACTOR. REVIEW OF MIX SUB�IITTALS BY THE ENGINEER OF RECORD ELEMENTS WILL REQUIRE DIMENSIONAL INFORMATION CONTAINED IN BOTH REQUIREMENTS. INDICATES ONLY THAT INFORMATION PRESENTED CONFORMS GENERALLY WITH CONTRACT MAINTAIN AT LEAST 3" TO NEAREST CONCRETE EDGE. ARCHITECTURAL AND STRUCTURAL DRAWINGS. CONTINUOUS INSPECTION: INSPECTOR SHALL BE ONSITE AND OBSERVE THE WORK DOCUMENTS. CONTRACTOR OR SUPPLIER �IAINTAINS FULL RESPONSIBILITY FOR REQUIRING INSPECTION AT ALL TIMES THAT WORK IS PERFORMED. SPECIFIED PERFORMANCE. 34. EPDXY RENOVATION ANCHORS TO HOLLOW OR GROUTED CMU, AND HOLLOW BRICK 5. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE MASONRY WALLS SPECIFIED ON THE DRAWINGS SHALL BE INSTALLED USING METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE 21. ALL CONCRETE WITH SURFACES EXPOSED TO WEATHER OR STANDING WATER SHALL BE nHIT-HY70" AS MANUFACTURED BY THE HILTI CORP. SCREEN TUBE IS REQUIRED IN CONTRACTORS WORK. THE STRUCTURAL ENGINEER HAS NO OVERALL SUPERVISORY 14. UNLESS OTHERWISE NOTED, THE FOLLOWING ELEMENTS COMPRISE THE UNGROUTED CMU AND HOLLOW BRICK. INSTALL IN STRICT ACCORDANCE WITH ICC-ES SEISMIC-FORCE-RESISTING SYSTEI� AND ARE SUBJECT TO SPECIAL INSPECTION FOR AIR-ENTRAINED WITH AN AIR-ENTRAINING AGENT CONFORMING TO ASTM C260, C494, REPORT N0. ESR-2682. MINIMUM BASE MATERIAL TEMPERATURE IS 23 DEGREES, F. AUTHORITY OR ACTUAL AND/OR DIRECT RESPONSIBILITY FOR THE SPECIFIC WORKING SEISMIC RESISTANCE IN ACCORDANCE WITH SECTION 1705. 12 OF THE INTERNATIONAL AND C618. TOTAL AIR CONTENT FOR FROST-RESISTANT CONCRETE SHALL BE IN HOLES IN UNGROUTED CMU AND HOLLOW BRICK SHALL BE DRILLED ONLY. COND I T I ONS AT THE S I TE AND/OR FOR ANY HAZARDS RESULT I NG FROM THE ACT I ONS BU I LD I NG CODE. ACCORDANCE WI TH AC I 318, TABLE 19. 3. 2. 1 �IODERATE EXPOSURE, F l. OF ANY TRADE CONTRACTOR. THE STRUCTURAL ENGINEER HAS NO DUTY TO INSPECT, ROTO-HAI�MERS SHALL HAVE THE HAMMER OPTION TURNED OFF. SPECIAL INSPECTION SUPERVISE, NOTE, CORRECT, OR REPORT ANY HEALTH OR SAFETY DEFICIENCIES TO A. STRUCTURAL STEEL BRACED FRAMES REQUIRE CONTINUOUS INSPECTION FOR 22. REINFORCING STEEL SHALL CONFORM TO ASTM A615 ( INCLUDING SUPPLEMENT S1), OF INSTALLATION IS REQUIRED. RODS SHALL BE OF THREADED ASTM-A36 MATERIAL � THE OWNER, CONTRACTORS, OR OTHER ENTITIES OR PERSONS AT THE PROJECT SITE. WELDING PER AISC 341 EXCEPT SINGLE PASS FILLET WELDS NOT EXCEEDING GRADE 60, FY = 60, 000 PSI. EXCEPTIONS: ANY BARS SPECIFICALLY SO NOTED ON UNLESS OTHERWISE NOTED. PRo�Ecrr�T�E: 5/16-INCH. THE DRAWINGS SHALL BE GRADE 40, FY = 40, 000 PSI. WELDED WIRE FABRIC SHALL CHC BSB 6. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND CONFORM TO ASTM A-185. SPIRAL REINFORCEMENT SHALL BE DEFORMED WIRE STRUCTURAL COMPONENTS UNT I L ALL F I NAL CONNECT I ONS HAVE BEEN COMPLETED I N CONFORM I N6 TO ASTM A615, GRADE 60, FY = 60, o0o PS I. BSB CENTER ACCORDANCE WITH THE PLANS. CONFORM TO ASCE 37-14 "DESI6N LOADS ON G EOTEC H NICAL STRUCTURES DUR I NG CONSTRUCT I ON°. 23. DETA I L I NG OF RE I NFORC I NG STEEL ( I NCLUD I NG HOOKS AND BENDS) SHALL BE I N Gen e ra I Stru ctu ra I N otes C o nti n u ed o n S 1 .2 4205 Rucker Avenue 15. FOUNDATION NOTES: SUBGRADE PREPARATION INCLUDING DRAINAGE, EXCAVATION, ACCORDANCE WITH ACI 315-99 AND 318-14. „ LAP ALL CONTINUOUS REINFORCEMENT Everett, WA 98203 7. CONTRACTOR-INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE COMPACTION, AND FILLING REQUIREMENTS, SHALL CONFORM STRICTLY WITH #5 AND SMALLER 40 BAR DIAMETERS OR 2 -0 MINIMUM. PROVIDE CORNER BARS AT ARCHITECT AND STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR RECOMMENDATIONS GIVEN IN THE SOILS REPORT OR AS DIRECTED BY THE SOILS ALL WALL AND FOOTING INTERSECTIONS. LAP CORNER BARS #5 AND S�IALLER 40 BAR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS ONLY WILL NOT SATISFY THIS ENGINEER. FOOTINGS SHALL BEAR ON SOLID UNDISTURBED EARTH OR COMPACTED DIAMETERS OR 2' -0" MINIMU�I. LAPS OF LARGER BARS SHALL BE �IADE IN REQUIREMENT. STRUCTURAL FILL AT LEAST 18» BELOW LOWEST ADJACENT FINISHED GRADE. ACCORDANCE WITH ACI 318-14, CLASS B. LAP ADJACENT MATS OF WELDED WIRE � ARCHITECT: FOOTING DEPTHS/ELEVATIONS SHOWN ON PLANS (OR IN DETAILS) ARE MINIMUM AND FABRIC A MINIMUM OF 8° AT SIDES AND ENDS. 8. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE FOR GUIDANCE ONLY; THE ACTUAL ELEVATIONS OF FOOTINGS MUST BE ESTABLISHED AWI CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO BY THE CONTRACTOR IN THE FIELD WORKING WITH THE TESTING LAB AND SOILS NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT UNLESS DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO ENGINEER. BACKFILL BEHIND ALL RETAINING WALLS WITH FREE DRAINING GRANULAR SPECIFICALLY SO DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER. Architectu ral Werks, I nC. REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL ENGINEER. ALL FILL AND PROVIDE FOR SUBSURFACE DRAINAGE AS NOTED IN THE SOILS REPORT. 11416 98th Ave N E, Suite 200 TYPICAL NOTES AND DETAILS SHOWN ON DRAWINGS SHALL APPLY, UNLESS NOTED 24. CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS: Kirkland, WA 98033 OTHERWISE. TYPICAL DETAILS I�AY NOT NECESSARILY BE INDICATED ON THE PLANS ALLOWABLE SOIL PRESSURE (NATIVE SOILS) . . . . . . . . . . . . . 5000 PSF PH 425 823 2244 BUT SHALL STILL APPLY AS SHOWN OR DESCRIBED IN THE DETAILS. WHERE TYPICAL LATERAL EARTH PRESSURE (RESTRAINED/UNRESTRAINED). . . . . . . 55 PCF/35 PCF FOOTINGS AND OTHER UNFORMED SURFACES CAST AGAINST AND PERMANENTLY EXPOSED DETAILS ARE NOTED ON THE PLANS, THE SPECIFIED TYPICAL DETAIL SHALL BE pLLOWABLE PASSIVE EARTH PRESSURE (FS OF 1. 5 INCLUDED). . . . . . . 300 PCF TO EARTH . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3" �'Y� �a� ��,��=�� USED. WHERE NO TYPICAL DETAIL IS NOTED, IT SHALL BE THE CONTRACTOR' S � � � h �� ' , :�� f r��'� �i..i`"{'.;� ��,�+.� 9 RESPONSIBILITY TO CHOOSE THE APPROPRIATE TYPICAL DETAIL FROM THOSE COEFFICIENT OF FRICTION (FS OF 1. 5 INCLUDED). . . . . . . . . . . . . . 0. 3 FORMED SURFACES EXPOSED TO EARTH OR WEATHER (#6 BARS OR LARGER) . . . . 2 : }_:��I�F � PROVIDED OR REQUEST ADDITIONAL INFORMATION. THE CONTRACTOR SHALL SUBMIT TRAFFIC SURCHARGE PRESSURE (UNIFORM LOAD) . . . . . . . . . . . . . 75 PSF FORMED SURFACES EXPOSED TO EARTH OR WEATHER (#5 BARS OR SMALLER). . 1-1/2n ISSUE: ALL PROPOSED ALTERNATE TYPICAL DETAILS TO THOSE PROVIDED WITH RELATED SEISMIC SURCHAR6E PRESSURE (UNIFORM LOAD) . . . . . . . . . . . . . 7H PSF COLUMN TIES OR SPIRALS AND BEAM STIRRUPS . . . . . . . . . . . . . 1-1/2" . . . CALCULATIONS TO THE ENGINEER FOR APPROVAL PRIOR TO SHOP DRAWING PRODUCTION MICROPILE CAPACITY (COMPRESSION/TENSION) . . . . . . . . . . . . . 50k/PILE SLABS AND WALLS ( INT. FACE). . . . GREATER OF BAR DIAMETER PLUS 1/8» OR U I i n g Pe rm it AND FIELD USE. (ASSUMED AND MUST BE VERIFIED) 3/4" S TITLE: 9. ALL STRUCTURAL SYSTEMS, WHICH ARE TO BE COMPOSED OF COMPONENTS TO BE FIELD 25. CONCRETE WALL REINFORCING--PROVIDE THE FOLLOWING UNLESS DETAILED ERECTED, SHALL BE SUPERVISED BY THE SUPPLIER DURING MANUFACTURING, OTHERWISE: G@tl @t"C1I DELIVERY, HANDLING, STORAGE AND ERECTION IN ACCORDANCE WITH INSTRUCTIONS SOILS REPORT REFERENCE: ORIGINAL CONSTRUCTION DRAWINGS DATED 2-2-1973 PREPARED BY THE SUPPL I ER. 6" WALLS #4 @ 16 HOR I Z. #4 @ 18 VERT I CAL 1 CURTA I N Stru ctu ra I �I I CROP I LES 8" WALLS #4 @ 12 HOR I Z. #4 @ 18 VERT I CAL 1 CURTA I N N otes 10. SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE ARCHITECT 10" WALLS #4 @ 18 HORIZ. #4 @ 18 VERTICAL 2 CURTAINS � AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION OF THESE ITE�IS. MICROPILE INSTALLATION SHALL CONFORM TO THE RECOMMENDATIONS 6IVEN IN THE 12" WALLS #4 @ 16 HORIZ. #4 @ 18 VERTICAL 2 CURTAINS sca�-E: SOILS REPORT. MICROPILES SHALL BE 6° �IINIMUM DIAMETER WITH API CASING WHERE METAL DECKING REQUIRED. GROUT FOR MICROPILE INSTALLATION SHALL HAVE A 28-DAY I�INIMUM 26. CAST-IN-PLACE CONCRETE: SEE ARCHITECTURAL DRAWINGS FOR EXACT LOCATIONS AND DATE: LIGHT GAUGE STRUCTURAL FRAMING COMPRESSIVE STRENGTH OF 3, 000 PSI. THE GEOTECHNICAL SPECIAL INSPECTOR SHALL DI�IENSIONS OF DOOR AND WINDOW OPENINGS IN ALL CONCRETE WALLS. SEE May 4, 2017 REINFORCING STEEL (FOR BOTH CONCRETE AND MASONRY CONSTRUCTION) BE CONTINUOUSLY PRESENT DURING PILE INSTALLATION AND TESTING. �IECHANICAL DRAWINGS FOR SIZE AND LOCATION OF �IISCELLANEOUS MECHANICAL PROJECT NO: STRUCTURAL STEEL 11221-2017-01 DESIGN BUILD ELEMENTS DYWIDAG THREADED BAR SHALL CONFORI� TO ASTM SPECIFICATION A-722 FOR HOT OPENINGS THROUGH CONCRETE WALLS. SEE ARCHITECTURAL DRAWINGS FOR ALL SHEET NO: ROLLED, PROOF STRESSED ALLOY STEEL, FU - 75 KSI. GROOVES, NOTCHES, CHAI�FERS, FEATURE STRIPS, COLOR, TEXTURE, AND OTHER APPROVED SETS OF ALL SHOP DRAWINGS SHALL ALSO BE SUBMITTED TO THE BUILDING FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES, BOTH CAST-IN-PLACE AND DEPARTMENT. PRECAST. • NO: OF SHEEfS: