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GENERAL NOTES: STRUCTURAL NOTES: DEFORMED BARS:
<br /> DEFORMED WELDED WIRE ASTM A497 70 KSI YIELD
<br /> 1 . THESE NOTES CONTAIN GENERAL INFORMATION AND ARE NOT COMPLETE FOR CONSTRUCTION CODES & STANDARDS WELDED HEADED STUD ASTM A108
<br /> PURPOSES. CONTRACTOR SHALL VERIFY INFORMATION GIVEN HERE WITH SPECIFICATIONS SMOOTH WELDED WIRE ASTM A185 65 KSI YIELD
<br /> AND OTHER DOCUMENTS AND BRING ANY CONFLICTS TO THE ATTENTION OF THE PORT TIE WIRE 16-1/2 GAUGE OR HEAVIER, BLACK ANEALED
<br /> BEFORE BEGINNING AFFECTED WORK. THE PORT WlLL RESOLVE ANY SUCH CONFLICT. ALL WORK SHALL CONFORM TO THE MINIMUM REQUIREMENTS FOR THE FOLLOWING
<br /> CODES AND STANDARDS:
<br /> 2. IN THE EVENT OF CONFLICTING REQUIREMENTS BETWEEN THE CONTRACT DRAWINGS, GENERAL THE MINIMUM COVER OVER REINFORCING BARS SHALL BE 3 INCHES UNLESS
<br /> NOTES, AND SPECIFICATIONS, THE MORE STRINGENT SHALL CONTROL. INTERNATIONAL BUILDING CODE (IBC), 2012 EDITION, AS AMENDED AND ADOPTED BY OTHERWISE SHOWN ON THE DRAWINGS.
<br /> THE CITY OF EVERETT.
<br /> 3. ALL FEDERAL, STATE AND LOCAL SAFETY REGULATIONS ARE TO BE STRICTLY FOLLOWED. ALL EXPOSED CONCRETE EDGES SHALL BE CHAMFERED 1 INCH.
<br /> METHODS OF DEMOLITION, CONSTRUCTION, AND ERECTION OF STRUCTURAL MATERIAL ARE US ARMY CORPS OF ENGINEERS DESIGN OF SHEEf PILE WALLS EM 1110-2-2504.
<br /> THE CONTRACTOR'S RESPONSIBILIlY. � ALL REINFORCING BAR SPLICES SHALL BE CLASS "B" TENSION LAP SPLICES PER ACI
<br /> ALUMINUM ASSOCIATION - ALUMINUM STANDARDS AND DATA 2009 318 UNLESS OTHERWISE NOTED. SPLICES SHALL OCCUR AT 1/3 POINTS OF THE SPAN
<br /> 4. THE CONTRACTOR SHALL ENSURE ALL PERMITS REQUIRED BY ANY FEDERAL, STATE, OR PER ACI 318 CHAPTER 21 , SPLICING OVER JOINTS IS NOT PERMIITED.
<br /> LOCAL DEPARTMENTS, UTILITY COMPANIES OR JURISD{CTIONS AFFECTED BY THE WORK ARE AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC), STEEL CONSTRUCTION MANUAL,
<br /> OBTAINED. 14TH EDITION. EMBEDDED ITEMS: CONDUIT AND SLEEVES SHALL NOT BE EMBEDDED IN OR PASS
<br /> THROUGH CONCRETE WITHOUT APPROVAL. ALUMINUM ITEMS SHALL NOT BE EMBEDDED
<br /> 5. IN CASE OF DISCREPANCIES BEfWEEN DRAWINGS, SPECIFICATIONS, REFERENCE STANDARDS, IN CONCRETE. SUBMIT CONDUIT LAYOUT AND EMBEDDED ITEM PLANS FOR REVIEW
<br /> OR GOVERNING CODE, THE MORE STRINGENT REQUIREMENTS SHALL GOVERN. CONTRACTOR ANSI/AISC 360, SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS. PRIOR TO PLACING CONCRETE.
<br /> SHALL NOTIFY THE ENGINEER OF DISCREPANCIES AND OBTAIN DIRECTION PRIOR TO '
<br /> PROCEEDING. NOTES ON INDIVIDUAL STRUCTURAL DRAWINGS SHALL TAKE PRIORITY OVER ASTM F593 - STANDARD SPECIFICATION FOR STAINLESS STEEL BOLTS, HEX CAP EMBEDDED ITEMS: CONDUIT AND SLEEVES SHALL NOT BE EMBEDDED IN OR PASS
<br /> GENERAL STRUCTURAL NOTES. NOTED DIMENSIONS TAKE PRECEDENCE OVER SCALED SCREWS, AND STUDS THROUGH CONCRETE WITNOUT APPROVAL. ALUMINUM ITEMS SHALL NOT BE EMBEDDED
<br /> DIMENSIONS. DO NOT SCALE DRAWINGS. IN CONCRETE. SUBMIT CONDUIT LAYOUT AND EMBEDDED ITEM PLANS FOR REVIEW
<br /> ASTM F594 - STANDARD SPECIFICATION FOR STAINLESS STEEL NUTS PRIOR TO PLACING CONCRETE.
<br /> 6. THE CONTRACTOR SHALL ABIDE BY ALL APPLICABLE FEDERAL, STATE, AND LOCAL
<br /> ENVIRONMENTAL PROTECTION STANDARDS, PERMITS, LAWS, AND REGULATIONS. AMERICAN WELDING SOCIEfY (AWS), STRUCTURAL WELDING CODE - STEEL AND (30NDING AGENT SHALL BE "ARMATEC 110 EPOCEM" BY SIKA, OR APPROVED EQUAL, '
<br /> ALUMINUM, AWS. D1 .1 , D1 .2, D1 .4, D1 .8, A5.10 AND SHALL BE USED WHERE NEW CONCRETE IS PLACED AGAINST EXISTING CONCRETE.
<br /> 7. THE CONTRACTOR SHALL PLACE CONSTRUCTION DEBRIS CONTROL DEVICES, BOOMS, PLACE IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS, INCLUDING PREPARATION
<br /> ' TARPAULINS, AND OTHER DEVICES AS NECESSARY TO PREVENT DEBRIS FROM ENTERING THE AMERICAN CONCRETE INSTITUTE (ACI) 318- BUILDING CODE REQUIREMENTS FOR OF EXISTING SURFACES.
<br /> WATER, AND AIR BORNE MATERIALS FROM LEAVWG THE IMMEDIATE VICINITY OF THE SITE. THE STRUCTURAL CONCRETE & COMMENTARY.
<br /> CONTRACTOR SHALL BE RESPONSIBLE FOR CLEANUP OF ANY MATERIALS DEPOSITED OUTSIDE NON-SHRINK GROUT SHALL BE "CONSTRUCTION GROUT" BY MASTER BUILDERS, INC.,
<br /> THE WORK AREA. OR APPROVED EQUAL, AND SHALL BE MIXED AND PLACED IN ACCORDANCE WITH
<br /> UNITED STATES STEEL (USS), STEEL SHEET PILING DESIGN MANUAL, 1984. MANUFACTURER'S INSTRUCTIONS. GROUT STRENGTH SHALL BE AT LEAST EQUAL TO
<br /> 8. ALL HAZARDOUS/NON-HAZARDOUS AND REGULATED OR NON-REGULATED DEBRIS SHALL BE WSDOT SPECIFICATIONS FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION, 2012 THE MATERIAL ON WHICH IT IS PLACED (3,000 PSI MINIMUM).
<br /> DISPOSED OF OFF THE PROJECT SITE IN A PERMITTED LANDFILL BY CONTRACTOR. PROOF
<br /> ' OF DISPOSAL AND QUANTITIES SHALL BE PROVIDED TO THE PORT. EDITION. AS SPECIFICALLY REFERENCED ON DRAWINGS OR IN SPECIFICATIONS.
<br /> FORM CAMBER: CONCRETE FORMWORK SHALL HAVE BUILT-IN CAMBER TO
<br /> 9. COORDINATE ACCESS TO THE SITE WITH THE PORT. DESIGN CRITERIA - BULKHEAD SEGMENT C coMPENSATE FOR FORM SAG UNDER WET CONCRETE LOAD. IN ADDITION TO
<br /> STRUCTURAL CAMBER NOTED ON DRAWINGS, ONE-WAY SLABS SHALL BE CAMBERED
<br /> 1/1000 OF THE SPAN, UNLESS NOTED OTHERWISE
<br /> 10. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS FOR COMPATIBILITY BEFORE BULKHEAD: THE BULKHEAD IS DESIGNED FOR STATIC & SEISMIC EARTH PRESSURES AS
<br /> PROCEEDING. ANY DISCREPANCIES IN DIMENSIONS OR SITE CONDITIONS SHALL BE BROUGHT SPECIFIED IN THE GEOTECHNICAL REPORT BY SHANNON & WILSON. CONSTRUCTION JOINTS SHALL BE KEYED IN ACCORDANCE WITH TYPICAL .
<br /> TO THE ATfENTION OF THE PORT'S REPRESENTATIVE BEFORE PROCEEDING. THE CONTRACTOR CONSTRUCTION JOINT DETAILS SHOWN ON DRAWINGS OR, AT CONTRACTOR'S OPTION,
<br /> SHALL NOT BEGIN CONSTRUC710N UNTIL THE DISCREPANCY HAS BEEN RESOLVED BY THE BULKHEAD SURCHARGE SHALL BE AN INTENTiONALLY ROUGHENED CONSTRUCTION JOINT DEFINED BY THE
<br /> PORT. STATIC LOAD CASE = 250 PSF FOLLOWING:
<br /> SEISMIC LOAD CASE = 100 PSF
<br /> 11 . LOCATIONS OF EXISTING STRUCTURES AND UTILITIES ON THE DRAWINGS ARE APPROXIMATE. SURFACE OF JOINT SHALL BE SAND BLASTED OR ROUGHENED WITH A CHIPPING
<br /> THE CONTRACTOR IS RESPONSIf LE FOR LOCATING AL� EXISTING STRUCTURES AND UTILITIES. BULKHEAD DESIGN IS IN ACCORDANCE WITH US ARMY CORPS OF ENGINEERS - DESIGN HAMMER TO EXPOSE AGGREGATE EMBEDDED IN PREVIOUS POUR.
<br /> THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING DISCREPANCIES WITH THE PORT. OF SHEEf PILE WALLS (EM 1110-2-2504) AND UNITEDSSTATES STEEL (USS), STEEL
<br /> SHEET PILING DESIGN MANUAL, 1984. EXPOSED AGGREGATE SHALL PROTRUDE 1/4" MINIMUM.
<br /> 12. CONTRACTOR INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE PORT FOR
<br /> APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS EqRTHQUAKE DESIGN DATA 200 YEAR RETURN PERIOD
<br /> ONLY WILL NOT SATISFY THIS REQUIREMENT. � � JOINT SURFACE SHALL BE CLEANED AND LAITANCE REMOVED.
<br /> a. OCCUPANCY CATEGORY II
<br /> 13. CONTRACTOR SHALL BE RESPONSIBLE FOR ERECTION STABILITY AND TEMPORARY SUPPORT b. IMPORTANCE FACTOR = 1 .0 JOINT SHALL BE WETfED AND STANDING WATER REMOVED IMMEDIATELY BEFORE NEW
<br /> AS NECESSARY. DETAILED CONSTRUCTION PLANS SNALL BE PREPARED BY THE CONTRACTOR c. MAPPED SPECTRAL RESPONSE ACCELERATIONS: S = 0.42g CONCRETE IS PLACED.
<br /> AND APPROVED BY THE PORT PRIOR TO MOBILIZATION. d. S = 0.14g
<br /> e. SITE CLASS D SUBMIT CONSTRUCTION JOWT LAYOUT PLAN FOR REVIEW PRIOR TO PLACING CONCREfE.
<br /> 14. IN THE EVENT THAT EXISTING CONDITIONS DIFFER FROM THE PROJECT DRAWINGS, CONTACT f. SPECTRAL RESPONSE COEFFICIENTS: S MS= 0.62g, S M� = 0.32g �
<br /> THE PORT PRIOR TO INITIATING CONSTRUCTION. g. sE�sM�c oEs��N cATE�oRY � FILL - BULKHEAD SEGMENT C
<br /> h. CANTILEVER COLUMN SYSTEM DETAILED AS AN INTERMEDIATE MOMENT FRAME
<br /> 15. CONTRACTOR SHA�L BE RESPONSIBLE TO PROTECT ALL EXISTING SURFACES OR STRUCTURES i. RESPONSE MODIFICATION FACTOR: R = 1 .5 BACKFILL BEHIND THE BULKHEAD WALL SHALL CONFORM TO STRUCTURAL FILL MATERIAL
<br /> THAT WILL REMAIN. j. MODAL RESPONSE SPECTRUM ANALYSIS USED. AND GRAVEL BACKFILL FOR DRAIN AS DESCRIBED IN THE SPECIFICATIONS.
<br /> � s. FOR STRUCTURAL DRAWINGS OF THE EXISTING BULKHEAD WALL, CONTACT THE PORT. CONCRETE - CENTRAL MARINA I DOCK AND BULKHEAD SEGMENT C GEOTECHNICAL DATA REPORTS:
<br /> 17. THE CONTRACTOR SHALL TAKE NECESSARY MEASURES TO PREVENT INTERRUPTION OF ALL CONCRETE WORK SHALL BE PERFORMED IN ACCORDANCE WITH ACI 301 , UNLESS GEOTECHNICAL REPORT 14th STREET AND 16th STREET MARINA DISTRICT EAST MARINA
<br /> OPERRTIONS AND PROTECT ALL EXISTING STRUCTURES AT THE FACILITY DURING OTHERWISE NOTED. BULKHEAD REPLACEMENT EVERETT, WASHINGTON, DATED JANUARY 31 , 20�4, BY
<br /> ' CONSTRUCTION. DETAILS SHALL BE PRESENTED ON THE CONTRACTOR'S CONSTRUCTION SHANNON & WILSON INC.
<br /> PLANS. ALL DETAILING, FABRICATION AND ERECTION OF REINFORCING STEEL SHALL CONFORM
<br /> TO ACI 315 AND ACI SP-66. REPORT OF GEOTECHNICAL INVESTIGATION, NORTH MARINA BULKHEAD, DECEMBER 30,
<br /> � 18. SUBMITfALS SHALL BE SUBMITTED FOR REVIEW PRIOR TO FABRICATION OR CONSTRUCTION IN 2002, BY URS
<br /> a ACCORDANCE WITH THE SPECIFICATIONS.
<br /> N MATERIALS SHALL CONFORM TO THE FOLLOWING UNLESS OTHERWISE NOTED.
<br /> �
<br /> � USEFUL TIDEWATER ELEVATIONS (MLLW
<br /> 19. CONTRACTOR SHALL REVIEW AND STAMP SUBMITTALS PRIOR TO SUBMISSION. IF SHOP CONCRETE: 28 DAY STRENGTH: �
<br /> " DRAWINGS DIFFER FROM DESIGN SHOWN ON STRUCTURAL DRAWINGS THEY SHALL BE SEALED
<br /> Z BY THE WASHINGTON STATE REGISTERED PROFESSIONAL ENGINEER RESPONSIBLE FOR THE CAST-IN-PLACE CONCRETE 5,000 PSI EXTREME HIGH WATER........................... 14.5 FEET
<br /> W DESIGN. DIMENSIONS AND QUANTITIES ARE CONTRACTOR'S RESPONSIBILITY AND WILL NOT BE PRECAST CONCRETE 5,000 PSI MEAN HIGHER HIGH WATER (MHHW).... 11.11 FEEi'
<br /> o MEAN HIGH WATER (MHW) .................... 10.25 FEEf
<br /> W REVIEWED. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL MATERIALS PIACED PRIOR TO REINFORCING STEEL: MEAN LOW WATER (MLW) . .... . . . . 2.80 FEET
<br /> � RECEIPT OF SUBMITTAL. CONTRACTOR SHALL ALLOW A MINIMUM OF 10 WORKING DAYS FOR ASTM A615 OR A706 GRADE 60 ' ' ' ' """"'
<br /> MEAN LOWER LOW WATER (MLLW) ...... 0.00 FEET "L"
<br /> m REVIEW PER SPECIFICATION. EXTREME LOW WATER...o........................ -4.5 FEEi� NOTE:
<br /> �
<br /> � � IF "L" DOES NOT MEASURE 1 "
<br /> Q
<br /> � ADJUST SCALES ACCORDINGLY
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<br /> LL
<br /> DWG. NO.
<br /> W PROJECT ENGINEER: SCALE: P O RT O F EV E R ETT
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<br /> = 7�$ �34thst�eetsW S��te2oo � �- BULKHEAD SEGMENT C, PA IFIC RIM PLAZA PLATFORM
<br /> W Everett, Washington 98204 �(�� DRAWN BY: CHECKED BY: 2-0-02�-02 2-0-045-��
<br /> �� � D. OLSEN
<br /> 3°z62 ww S. K'NSE`�A G E N E R A L N OT E S PROJECT
<br /> � Ph:425 741-3800 � �� �
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<br /> a EVERETT, WA 98206 � 4/28115 SMK ISSUED FOR BID 8� CONSTRUCTION �`�stoNAL E�� APPRovEo . MR-CM-2015-0�
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<br /> gPh:425-259-3164 No. �ATE aY REvis�oN SHEET NO. 3 OF 63
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