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<br />GENERALTES®
<br />1. THESE NOTES CONTAIN GENERAL INFORMATION AND ARE NOT COMPLETE FOR CONSTRUCTION
<br />PURPOSES. CONTRACTOR SHALL VERIFY INFORMATION GIVEN HERE WITH SPECIFICATIONS AND OTHER
<br />DOCUMENTS AND BRING ANY CONFLICTS TO THE ATTENTION OF THE PORT BEFORE BEGINNING
<br />AFFECTED WORK. THE ENGINEER WILL RESOLVE ANY SUCH CONFLICT.
<br />2. ALL DIMENSIONS AND DETAILS SHALL BE VERIFIED BY THE CONTRACTOR PRIOR TO FABRICATION AND
<br />CONSTRUCTION.
<br />3. ALL SHOP DRAWINGS FOR PRECAST CONCRETE ELEMENTS, REINFORCING STEEL AND MISCELLANEOUS
<br />STEEL SHALL BE SUBMITTED TO, AND REVIEWED BY, THE ENGINEER PRIOR TO FABRICATION.
<br />4. VERTICAL DATUM: SEE SHEET G3.1.
<br />5. THE FOLLOWING REFERENCE DOCUMENTS WERE UTILIZED IN THE DEVELOPMENT OF THESE DRAWING'S:
<br />A. WEYERHAEUSER COMPANY CARGO DOCK AND WAREHOUSE ADDITION, EVERETT, WASHINGTON, "AS
<br />BUILT" DRAWINGS, DATED DECEMBER 8, 1978.
<br />B. SOUTH TERMINAL WHARF UPGRADES FOR RO/RO, RECORD DRAWINGS, DATED SEPTEMBER 10,
<br />2015 (CIP NO. 1-8----002-02, PROJECT NO. MT-ST-2014-17).
<br />C. DOLPHIN BERTH IMPROVEMENTS, RECORD DRAWINGS, DATED MAY 15, 2013 (CIP NO.
<br />1 -8-001 -02, PROJECT NO. MT-ST-201 1 -04).
<br />D. MARINE TERMINALS FENDER PILE REPLACEMENT 2014/2015, RECORD DRAWINGS, DATED MAY 8,
<br />2015 (CIP NO. 1-0-007-03, PROJECT NO. MT-P1-2014-18).
<br />E. GEOTECHNICAL ENGINEERING DESIGN STUDY, PORT OF EVERETT -- SOUTH TERMINAL WHARF AND
<br />ELECTRICAL UPGRADES -- PHASE II, EVERETT, WA BY HART CROWSER, DATED DEC 06, 2017.
<br />F. PILE AND SUPERSTRUCTURE INVESTIGATION - SOUTH TERMINAL WHARF, PORT OF EVERETT, VVA,
<br />BY ECHELON ENGINEERING, INC., DATED JULY 2017
<br />6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THAT EQUIPMENT UTILIZED AND
<br />CONSTRUCTION ACTIVITIES PERFORMED ON THE WHARF STRUCTURE WILL NOT OVERSTRESS ANY
<br />PORTION OF THE STRUCTURE IN THE CONDITION IT IS IN AT THE TIME OF THE EQUIPMENT UTILIZATION
<br />OR CONSTRUCTION ACTIVITY, ESPECIALLY AT TIMES WHEN PORTIONS OF THE WHARF HAVE BEEN
<br />DEMOLISHED, VERIFICATION SHALL BE PERFORMED BY A LICENSED PROFESSIONAL ENGINEER
<br />REGISTERED IN THE STATE OF WASHINGTON AND SUBMITTED TO THE PORT FOR RECORD.
<br />1. STRUCTURAL
<br />A. ALL METHODS AND MATERIALS SHALL CONFORM TO THE INTERNATIONAL BUILDING CODE, 2015
<br />EDITION, AS AMENDED AND ADOPTED BY THE CITY OF EVERETT.
<br />B. REINFORCED CONCRETE WORK SHALL CONFORM TO THE REQUIREMENTS OF ACI 301
<br />"SPECIFICATIONS FOR STRUCTURAL CONCRETE" AND ACI 318 "BUILDING CODE REQUIREMENTS FOR
<br />STRUCTURAL CONCRETE".
<br />C. STRUCTURAL AND MISCELLANEOUS STEEL FABRICATION AND ERECTION SHALL CONFORM TO THE AISC
<br />"CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES" 2010.
<br />D. WELDING OF STRUCTURAL AND MISCELLANEOUS STEEL SHALL CONFORM TO THE AWS D1.1, 2010.
<br />E. WELDING OF REINFORCING STEEL SHALL CONFORM TO THE AWS D1.4, 2010.
<br />REIN -FORCED
<br />i CONCRETE,:
<br />i
<br />1. REINFORCING STEEL
<br />A. ALL REINFORCING STEEL SHALL BE DEFORMED STEEL BARS CONFORMING TO ASTM A615-GRADE
<br />60, EXCEPT AS NOTED.
<br />a. ALL REINFORCING
<br />STEEL TO BE WELDED
<br />SHALL BE
<br />ASTM A706-GRADE 60.
<br />b. DOWEL BARS FOR
<br />PILE TO PILE CAP CONNECTIONS
<br />SHALL BE ASTM A706-GRADE 60.
<br />c. ASTM A 615 GRADE 60 REINFORCEMENT
<br />SHALL BE
<br />PERMITTED FOR USE AS DOWEL BARS FOR
<br />PILE TO PILE CAP
<br />CONNECTIONS IF THE
<br />FOLLOWING
<br />ARE MET:
<br />i. THE ACTUAL
<br />YIELD STRENGTH BASED
<br />ON MILL
<br />TESTS DOES NOT EXCEED Fy BY MORE THAN
<br />18,000 PSI
<br />(RETESTS SHALL NOT EXCEED THIS VALUE BY MORE THAN AN ADDITIONAL 3000
<br />PSI); AND
<br />ii. THE RATIO OF THE ACTUAL_ TENSILE
<br />STRENGTH
<br />TO THE ACTUAL YIELD STRENGTH IS NOT
<br />LESS THAN
<br />1.25
<br />1601 Sth Avenue, Suite 1300
<br />Seattle, Washington 98101
<br />(206) 382-0600 Fax (206) 382-0500
<br />PROJECT NO. 1600120
<br />B. LAP ALL REINFORCING BARS AS NOTED ON THE DRAWINGS. DEFORMED BAR LAP SPLICES SHALL
<br />CONFORM TO THE FOLLOWING, UNLESS OTHERWISE SHOWN.
<br />SCHEDULE
<br />OF
<br />MINIMUM LAP
<br />SPLICE
<br />AND
<br />DEVELOPMENT
<br />LENGTHS
<br />BAR SIZE
<br />f'c 5000 PSI
<br />TOP
<br />PARS
<br />O,HER STRAIGHT BARS
<br />HOOKED PARS
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<br />NOTES:
<br />1. LENGTHS ARE BASED ON CLASS "B", CASE 1 SPLICES (MAX OF 50% OF
<br />BARS SPLICED AT ONE LOCATION.
<br />2. DEVELOPMENT LENGTHS ARE SHOWN IN BRACKETS (#)
<br />3. TOP BARS ARE DEFINED AS ANY HORIZONTAL BAR PLACED SUCH THAT
<br />MORE THAN 12" OF FRESH CONCRETE IS CAST IN THE MEMBER BELOW
<br />THE BAR IN ANY SINGLE POUR.
<br />4. STAGGER ALL LAP SPLICES IN ADJACENT BARS BY ONE LAP LENGTH
<br />+V-0" MINIMUM.
<br />5. NO MORE THAN 50% OF THE REINFORCING BARS IN ANY LAYER SHALL BE
<br />SPLICED AT ONE LOCATION.
<br />6. FOR EPDXY COATED BARS, LAP SPLICE AND DEVELOPMENT LENGTHS SHALL
<br />BE 1.5 TIMES THE VALUES IDENTIFIED IN THE SCHEDULE OF MINIMUM LAP
<br />SPLICE AND DEVELOPMENT LENGTHS ABOVE.
<br />7. DEVELOPMENT & SPLICE LENGTHS ARE APPLICABLE FOR TENSION OR
<br />COMPRESSION.
<br />8. FOR NON -CONTACT LAP SPLICES THE TRANSVERSE CENTER---TO-CENTER
<br />SPACING OF SPLICED BARS SHALL NOT EXCEED THE LESSER OF ONE -FIFTH
<br />THE REQUIRED LAP SPLICE LENGTH AND 61N,
<br />C. EPDXY COATED REINFORCING BARS SHALL CONFORM TO ASTM A934. ALL CRANE BEAM AND PILE
<br />CAP BOTTOM LONGITUDINAL BARS AND STIRRUPS, INCLUDING MECHANICAL COUPLERS, BUT
<br />EXCLUDING PILE DOWELS AND SPIRALS SHALL BE EPDXY COATED, THE CONTRACTOR SHOULD BE
<br />AWARE THAT EPDXY COATED REINFORCING BARS CONFORMING TO ASTM A934 MAY REQUIRE
<br />LONGER LEAD TIMES FOR PROCUREMENT THAN BLACK BAR OR OTHER COATED REINFORCEMENT.
<br />D. MECHANICAL SPLICES SHALL DEVELOP AT LEAST 125 PERCENT OF THE YIELD STRENGTH OF THE
<br />BAR IN TENSION.
<br />E. REINFORCING SHALL BE SUPPORTED AS SPECIFIED BY THE PROJECT SPECIFICATIONS AND THE
<br />CRSI "MANUAL OF STANDARD PRACTICE, "(MSP). REINFORCING STEEL SHALL BE DETAILED IN
<br />ACCORDANCE WITH" ACI DETAILING MANUAL," ACI SP-66.
<br />F. ALL HORIZONTAL_ REINFORCEMENT AT DISCONTINUITIES AND CORNERS SHALL END WITH STANDARD
<br />90° HOOKS IN ACCORDANCE WITH ACI SP-66, UNLESS SHOWN OTHERWISE.
<br />2. CAST -IN -PLACE CONCRETE MINIMUM COMPRESSIVE
<br />STRENGTH AT 28 DAYS
<br />A. CAST--IN--PLACE CONCRETE PILE CAPS 5000 PSI
<br />B. PULLRAIL AND BOLLARD FILL 5000 PSI
<br />C. CAST -IN -PLACE CONCRETE CRANE BEAMS 5000 PSI
<br />3. ALL EXPOSED CORNERS SHALL BE CHAMFERED 3/4 IN.
<br />4. CONSTRUCTION JOINTS SHALL BE PROVIDED ONLY AS NOTED ON THE DRAWINGS AND AS SPECIFICALLY
<br />PERMITTED BY THE ENGINEER,
<br />5. CONCRETE MIX SHALL HAVE A MAXIMUM WATER CEMENT RATIO OF 0.40 UNLESS NOTED OTHERWISE.
<br />SEE SPECIFICATIONS.
<br />6. ALL CONCRETE SHALL BE AIR ENTRAINED WITH A TARGET OF 5% ± 1 1 /2% UNLESS NOTED
<br />OTHERWISE IN THE SPECIFICATIONS,
<br />L
<br />12/08/17
<br />SK
<br />ISSUED FOR DID AND PERMIT.
<br />NO.
<br />DATE I
<br />BY
<br />REVISION
<br />NO. I DATE I BY
<br />REVISION
<br />PROJECT ENGINEER:
<br />A. BERGMAN
<br />DESIGNED BY:
<br />S. STORY
<br />DRAWN BY:
<br />T. LEMONS
<br />APPROVED
<br />7. UNLESS NOTED OTHERWISE ON THE DRAWINGS, CONCRETE COVER SHALL BE AS FOLLOWS:
<br />A. CONCRETE CAST AGAINST AND PERMANENTLY IN CONTACT WITH GROUND 377 CLEAR
<br />B. CONCRETE EXPOSED TO WEATHER OR IN CONTACT WITH GROUND 2" CLEAR
<br />C. NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND 1 1 /2" CLEAR
<br />1. USE OF DRILLED ADHESIVE CONCRETE ANCHORS, WHERE NOT SPECIFIED IN THE DOCUMENTS,
<br />SHALL BE SUBJECT TO APPROVAL BY THE ENGINEER.
<br />2. EPDXY OR ADHESIVE -TYPE ANCHORS SHALL BE INSTALLED PER THE MANUFACTURER'S
<br />RECOMMENDATION. SPECIAL INSPECTION IS REQUIRED FOR ALL ADHESIVE ANCHORS.
<br />3. ACCEPTABLE ADHESIVES ARE HILTI HIT RE 500 OR RE 500 SD OR SIMPSON SET-XP SYSTEM. ICBO
<br />OR ICC REPORTS SHALL BE SUBMITTED FOR ALL ADHESIVE ANCHOR PRODUCTS.
<br />RUNG-
<br />1. PILES SHALL BE DRIVEN TO THE MINIMUM TIP ELEVATIONS AND REQUIRED GEOTECHNICAL CAPACITIES
<br />INDICATED ON SHEET 56.1.
<br />2 PILES SHALL BE 50KSI MATERIAL. SEE SPECIFICATIONS FOR PILE MATERIAL, COATING AND DRIVING
<br />REQUIREMENTS.
<br />MISCEL.LANEOUS STEEL:
<br />1. ALL MISCELLANEOUS STEEL SHAPES AND PLATES, EXCEPT AS NOTED BELOW SHALL CONFORM TO
<br />ASTM A 36,
<br />2. STEEL PLATE NOTED AS GRADE 50 SHALL CONFORM TO ASTM A572, GRADE 50.
<br />3. ALL HSS SHAPES SHALL CONFORM 1-0 ASTM A500, GRADE B.
<br />4. ECONOMY BOLTS SHALL CONFORM TO ASTM A 307, UNLESS SPECIFICALLY NOTED OTHERWISE ON
<br />THE DRAWINGS.
<br />5. ALL ANCHOR BOLTS SHALL CONFORM TO ASTM F 1554, GRADE 36 (TYPICAL), AND GRADE 105 AS
<br />INDICATED ON THESE DRAWINGS.
<br />6. HIGH STRENGTH THREADED BAR SHALL CONFORM TO ASTM A615, GRADE 75.
<br />7. PROVIDE BLEED HOLES IN EMBEDDED PLATES AND SHAPES AT 24---IN. ON CENTER MAXIMUM UNLESS
<br />NOTED OTHERWISE.
<br />8. ALL MISCELLANEOUS PIPES AND SLEEVES SHALL CONFORM TO ASTM A 53, GRADE B.
<br />9. HIGH STRENGTH BOLTS FOR STEEL -TO -STEEL CONNECTIONS SHALL BE ASTM A325X.
<br />10. ALL NUTS SHALL BE ASTM A 563, UNLESS NOTED OTHERWISE.
<br />11. ALL WASHERS SHALL BE ASTM F 436, UNLESS NOTED OTHERWISE.
<br />12. ALL STEEL ITEMS SHALL BE HOT -DIP GALVANIZED AND/OR COATED IN ACCORDANCE WITH THE
<br />CONTRACT SPECIFICATIONS, UNLESS NOTED OTHERWISE.
<br />13. SEE THE CONTRACT SPECIFICATIONS FOR WHICH STEEL ITEMS ARE TO RECEIVE HIGH PERFORMANCE
<br />COATING IN ADDITION TO GALVANIZING.
<br />WELDING:
<br />1. ALL WELDING SHALL BE PERFORMED BY WELDERS QUALIFIED FOR THE WELD AND POSITION SHOWN
<br />IN ACCORDANCE WITH AWS AND HAVING CURRENT CERTIFICATION FROM WABO.
<br />2. ALL WELDS SHALL BE PERFORMED WITH PROCEDURES PREQUALIFIED OR QUALIFIED IN ACCORDANCE
<br />WITH AWS D1 .1 OR D1 ,4,
<br />3. THE WELDS SHOWN ARE FOR THE FINAL CONNECTIONS. FIELD WELD SYMBOLS ARE SHOWN WHERE
<br />FIELD WELDS ARE REQUIRED BY THE STRUCTURAL DESIGN. THE CONTRACTOR IS RESPONSIBLE FOR
<br />DETERMINING IF A WELD SHOULD BE SHOP -WELDED OR FIELD -WELDED IN ORDER TO FACILITATE
<br />THE STRUCTURAL STEEL ERECTION.
<br />4. WELDING ELECTRODES SHALL BE 70 KSI STRENGTH AND SHALL BE "LOW- HYDROGEN" ELECTRODES.
<br />SCALE:
<br />AS SHOWN
<br />DATE:
<br />12/08/2017
<br />CHECKED BY:
<br />S. KUEBLER
<br />ACCORDINGLY'F SHEET IS LESS THAN 22x3M
<br />REDUCE SCALE
<br />I � �
<br />I
<br />SHEET NO, 58 OF 176
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