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STRUCTURAL GENERAL NOTES SEISMIC LOAD(PACIFIC RIM PLAZA): PRECAST PRESTRESSED CONCRETE (FOR DECK PANELS)
<br /> SEISMIC LOADS BASED ON 200YR EVENT: CEMENT SHALL CONFORM TO ASTM C150 TYPE II, OR TYPE I OR III WITH TRI-CALCIUM ALUMINATE CONTENT BELOW 8%.
<br /> THE FOLLOWING GENERAL NOTES ARE APPLICABLE AND SHALL BE CONSIDERED PART OF THIS SPECIFICATION FOR ALL SITE CLASS: D AGGREGATE SHALL CONFORM TO ASTM C33 WITH MAXIMUM SIZE OF 3/4-INCH. CONCRETE SHALL BE STANDARD WEIGHT,
<br /> DRAWINGS SHEETS. -MAPPED SPECTRAL ACCELERATIONS: PORTLAND CEMENT CONCRETE APPROPRIATELY PROPORTIONED TO MEET OR EXCEED THE FOLLOWING MINIMUM
<br /> SS = 0.42G REQUIREMENTS FOR STRENGTH AND SERVICEABILITY:
<br /> APPLICABLE CODES AND STANDARDS S1 = 0.146
<br /> -SITE COEFFICIENTS: 1. MINIMUM 28 DAY COMPRESSIVE STRENGTH F'C = 6,000 PSI.
<br /> 1. AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS (AASHTO). (2012). LRFD BRIDGE DESIGN FA = 1.46 2. MINIMUM COMPRESSIVE STRENGTH AT RELEASE F'CI = 4,800 PSI.
<br /> FV SPECIFICATIONS, 6TH EDITION (AASHTO-12). 2.30 3. MINIMUM CEMENT CONTENT = 7.0 SACK PER CUBIC YARD
<br /> ( ) -DESIGN SPECTRAL RESPONSE ACCELERATIONS: 4. MAXIMUM WATER CEMENT RATIO = 0.40
<br /> 2. AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC). (2010). SPECIFICATION FOR STRUCTURAL STEEL BUILDING, 14TH SDS = 0.409G 5. AIR ENTRAINMENT = 5% - 8%
<br /> EDITION (AISC 360-10). SD1 = 0.215G
<br /> 3. AMERICAN SOCIETY OF CIVIL ENGINEERS (ASCE). (2010). MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER DESIGN IS BASED ON THE FOLLOWING STEEL STRESSES:
<br /> STRUCTURES (ASCE 7-10). MATERIALS AND CONSTRUCTION PRESTRESSING-JACKING STRESS = 216 KSI
<br /> 4. AMERICAN SOCIETY OF TESTING AND MATERIALS (ASTM). (2015). ANNUAL BOOK OF STANDARDS. -AFTER INITIAL LOSSES = 189 KSI
<br /> 5. AMERICAN WELDING SOCIETY(AWS). (2010). STRUCTURAL WELDING CODE -STEEL (D1.1-10). STRUCTURAL STEEL -AFTER ALL LOSSES = 179 KSI
<br /> 6. AMERICAN WOOD COUNCIL (AWC). (2012). NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION WITH WIDE FLANGE SHAPES SHALL CONFORM TO ASTM A992 GRADE 50.
<br /> COMMENTARY, 2012 EDITION (NDS-2012). PLATE SHALL CONFORM TO ASTM A572 GRADE 50, UNLESS OTHERWISE NOTED. ALL EDGES OF PRECAST CONCRETE THAT WILL BE IN CONTACT WITH THE GROUT OR C.I.P. CONCRETE SHALL BE
<br /> 7. INTERNATIONAL CODE COUNCIL (ICC). (2012). INTERNATIONAL BUILDING CODE 2012 (IBC 12). FLATBAR SHALL CONFORM TO ASTM A36. AGGRESSIVELY SANDBLASTED.
<br /> RECTANGULAR AND SQUARE HSS SHALL CONFORM TO ASTM A500 GRADE C, FY MIN = 50 KSI.
<br /> THE INFORMATION THESE GENERAL NOTES IS IN ADDITION TO THE DETAILS AND NOTES THE PIPE SECTIONS WITH 12-INCHES 0.D. OR LESS SHALL CONFORM TO ASTM A53 GRADE B, TYPE E OR S. KEYWAYS SHALL BE AGGRESSIVELY SANDBLASTED, LEAVING A NON-CARBONATED SUBSTRATE, PRIOR TO DECK PANEL
<br /> THE INFOR SHEETS.CONTAINED INNSE OF CONFLICT NOTATIONINDIIN THE ABOVE REFERENCES,ILSAN THESE PROVIDEDDED ONL NOTES, ANGLES SHALL CONFORM TO ASTM A36 AT A MINIMUM. DELIVERY TO THE JOB SITE. ADEQUACY OF SANDBLASTING SHALL BE CHECKED AT EACH KEYWAY WITH PHENOLPHTHALEIN
<br /> INDIAND NOTESALPLANAN SHEIN ON INDIVIDUALAE NSLICTETS, THE BETWEEN FOLLOWING PRIORITY SHALL BE FOLLOWED: PIPE SECTION GREATER THAN 12-INCHES 0.D. SHALL CONFROM TO ASTM A252, GRADE 3 STEEL, FY MIN = 50KSI. INDICATOR TO ASSURE COMPLETE REMOVAL OF CARBONATED SUBSTRATE PRIOR TO LEAVING MANUFACTURER'S PLANT. THE
<br /> SHEET PILE SHALL CONFORM TO ASTM A328 AND ASTM A572 GRADE 60, FY MIN = 60KS1, UNLESS OTHERWISE NOTED. CONTRACTOR SHALL CLEAN SANDBLASTED SURFACES FREE OF DUST AND DIRT USING HIGH-PRESSURE POTABLE WATER
<br /> 1. ALL PROJECT PERMIT REQUIREMENTS. TIMBER DECK PRIOR TO PLACING GROUT.
<br /> 2. NOTES ON INDIVIDUAL PLAN SHEETS. ALL TIMBER SHALL BE COAST REGION DOUGLAS FIR SELECT DEX, ACCORDING TO WCLIB GRADING RULES, STANDARD NO. 17 REINFORCING STEEL
<br /> 3. DETAILS AND CALLOUTS ON INDIVIDUAL PLAN SHEETS. AND SHALL BE PRESSURE TREATED IN ACCORDANCE WITH ACZA PER AWPA CI TO A NET RETENTION OF 0.6 LBS./C.F. REINFORCING STEEL SHALL BE ASTM A615, GRADE 60 DEFORMED BARS, GALVANIZED. REINFORCING STEEL THAT IS TO BE
<br /> 4. THESE GENERAL NOTES. WELDED SHALL BE ASTM A706, GRADE 60 DEFORMED BARS. ALL REINFORCING STEEL SHALL BE GALVANIZED IN
<br /> 5. LOCAL CODES. GLUE-LAMINATED TIMBER ACCORDANCE WITH ASTM A767. GALVANIZED BARS REQUIRING BENDS SHALL HAVE RADII TO ACCOUNT FOR GALVANIZING
<br /> 6. THE SPECIFICATIONS AND STANDARDS LISTED ABOVE IN ORDER OF APPEARANCE. ALL GLUE-LAMINATED MEMBERS SHALL BE MANUFACTURED WITH COAST REGION DOUGLAS FIR THAT CONFORMS TO AITC EMBRITTLEMENT PER ASTM A767.
<br /> DESIGN CRITERIA 117 SPECIFICATIONS.
<br /> SHEAR STUDS
<br /> GRADE SYMBOL = 24F-V8 SHEAR STUDS SHALL BE ASTM A108, GRADE 1015, WELDED FULL-STRENGTH.
<br /> DEAD LOAD: BENDING (FB) = 2,400 PSI
<br /> WEIGHT OF ALL MATERIALS OF CONSTRUCTION HORIZONTAL SHEAR (FV) = 265 PSI ADHESIVE ANCHORS
<br /> IIVE LOAD: MODULUS OF ELASTICITY(E) = 1,800,000 PSI ALL ADHESIVE ANCHORS SHALL BE HILTI HIT-HY 200 MAX ADHESIVE AND INSTALLED PER MANUFACTURER
<br /> 100 PSF UNIFORM RECOMMENDATIONS UNLESS OTHERWISE NOTED.
<br /> FASTENING HARDWARE
<br /> VEHICLE LOADING (NOT USED IN COMBINATION WITH UNIFORM LIVE LOAD): ALL FRAMING NAILING SHALL CONFORM TO IBC TABLE 2304.9.1 FASTENING SCHEDULE, UNLESS OTHERWISE NOTED. UHMW
<br /> ALL ULTRA HIGH MOLECULAR WEIGHT (UHMW) POLYETHYLENE SHALL BE EQUIVALENT TO TIVART,UV RESISTANT OR
<br /> 3 4k 16k P P BOLTS AND OTHER HARDWARE APPROVED EQUAL, AND BE SUITABLE FOR THE MARINE ENVIRONMENT.
<br /> o ALL CONNECTING BOLTS FOR STEEL TO STEEL SHALL BE ASTM A325 WITH THREADS EXCLUDED FROM THE SHEAR PLANE.
<br /> E: 1 I i i ALL STEEL TO CONCRETE AND ANCHOR BOLTS SHALL BE ASTM F1554, GRADE 105, OR AS SPECIFIED ON THE DRAWINGS.
<br /> " I 14' I 6 I ALL OTHER BOLTS SHALL BE ASTM A307 WITH HEAVY HEX NUTS OR AS OTHERWISE SHOWN ON THE DRAWINGS. ALL BOLTS
<br /> AASHTO H10 TRUCK TYPICAL VEHICLE WHEEL SHALL BE GALVANIZED, UNLESS OTHERWISE NOTED. FOR BOLTS IN TREATED WOOD, SWAB FIELD-DRILLED BOLT HOLES WITH
<br /> o LOAD SPACING PRESERVATIVE BEFORE INSTALLING BOLTS.
<br /> 0 (AXLE LOADING) P=(AXLE LOAD)/2
<br /> In
<br /> ce GROUNDSNOW LOAD:
<br /> ALL STAINLESS STEEL BOLTS, SCREWS, NUTS, WASHERS AND MISCELLANEOUS HARDWARE CALLED OUT AS STAINLESS STEEL
<br /> a
<br /> w 20 PSF UNIFORM, OCCUPANCY CATEGORY II STRUCTURE. (S.S.) SHALL BE TYPE 316.
<br /> re
<br /> 0 WIND LOAD: CAST-IN-PLACE (C.I.P.) CONCRETE
<br /> w110 MPH 3-SEC GUST, EXPOSURE C UNLESS OTHERWISE NOTED, OCCUPANCY CATEGORY II STRUCTURE PER IBC-12/ASCE ALL CAST-IN-PLACE CONCRETE SHALL CONFORM TO ASTM C150 TYPE II, OR TYPE I OR III WITH TRI-CALCIUM ALUMINATE
<br /> 7-10. CONTENT BELOW 8% AGGREGATE SHALL CONFORM TO ASTM C33 WITH MAXIMUM SIZE OF 3/4-INCH. CONCRETE SHALL BE
<br /> w STANDARD WEIGHT, PORTLAND CEMENT CONCRETE APPROPRIATELY PROPORTIONED TO MEET OR EXCEED THE FOLLOWING
<br /> SEISMIC LOAD(GUEST DOCK 5 APPROACH PIER): MINIMUM REQUIREMENTS FOR STRENGTH AND SERVICEABILITY:
<br /> o SEISMIC LOADS BASED ON 200YR EVENT:
<br /> o
<br /> SITE CLASS: D 1. MINIMUM 28 DAY COMPRESSIVE STRENGTH F'C = 4,000 PSI.
<br /> -MAPPED SPECTRAL ACCELERATIONS: 2. MINIMUM CEMENT CONTENT = 6.0 SACK PER CUBIC YARD
<br /> z SS = 0.411G 3. MAXIMUM WATER CEMENT RATIO = 0.40
<br /> o S1 = 0.13G 4. AIR ENTRAINMENT = 5% - 8%
<br /> o -SITE COEFFICIENTS:
<br /> a FA = 1.5
<br /> o FV = 2.3
<br /> m -DESIGN SPECTRAL RESPONSE ACCELERATIONS:
<br /> S SDS = 0.403G
<br /> SDI = 0.198G
<br /> 0
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<br /> N SEISMIC LOAD(SEINER WHARF-SEGMENT D):
<br /> SEISMIC LOADS BASED ON IBC-12/ASCE7-10:
<br /> c. SITE CLASS: D
<br /> i -MAPPED SPECTRAL ACCELERATIONS:
<br /> c, SS = 1.297G
<br /> K S1 = 0.493G
<br /> vw -SITE COEFFICIENTS:
<br /> cr FA = 1.00
<br /> FV = 1.51
<br /> I -DESIGN SPECTRAL RESPONSE ACCELERATIONS:
<br /> r
<br /> S SDS = 0.865G
<br /> N SD1 = 0.496G
<br /> o -HORIZONTAL SEISMIC COEFFICIENT 17)KH= 0.18Gr:77
<br /> w
<br /> w IF THIS DRAWING IS NOT
<br /> 0 22"x34" SCALE ACCORDINGLY.
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<br /> PROJECT ENGINEER. SCALE: PORT OF EVERETT DWG: NO. -
<br /> a PND INCORPORATED IS NOT RESPONSIBLE FOR SAFETY ��� T. BELSICK NOTED S1.01
<br /> n PROGRAMS,METHODS OR PROCEDURES OF OPERATION,OR THE �.�W' SEINER WHARF SEGMENT
<br /> DESIGNED BY: DATE:
<br /> /j CONSTRUCTION OF THE DESIGN SHOWN ON THESE DRAWINGS. ,/,),�n
<br /> 1 Port of'
<br /> 1736 Fourth Avenue.ti.,A,,.\ WHERE SPECIFICATIONS ARE GENERAL OR NOT CALLED OUT, • if � V. NGUYEN JUNE 13, 2016 CIP NO. 2-0-023-01
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<br /> �,�� EVERETT © © © Scurcic,Wa.hh,pun inu4 THE SPECIFICATIONS SHALL CONFORM TO STANDARDS OF '��I �-�� � , PACIFIC RIM PLAZA PLATFORM 2-0-044-01, 6-8-001-09
<br /> _ DRAWN BY: CHECKED BY:
<br /> P:pu6.6z4.13x' INDUSTRY.DRAWINGS ARE FOR USE ON THIS PROJECT ONLY
<br /> N �T • LiN(:1NI'.I:RS,IHC. www.pndiuc.r..c„m AND ARE NOT INTENDED FOR REUSE WITHOUT WRITTEN A 0317<0 Z� G. DEAN T. BELSICK PROJECT MR-CM-2016-06
<br /> o �/ P.O. BOX 53B (A06/13/16 NP ANY VMANNER THAT WOULD CONSTAL FROM PND. DRAWINGS ITUTE ALSOE DETRIMENNOT TO BE USED 4T,1 'AL t APPROVED BY: NO.
<br /> EVERETT.WA 98206 TB ISSUED FOR BID AND CONSTRUCTION
<br /> (425) 259-3164 NO. DATE BY REVISION DIRECTLY OR INDIRECTLY TO PND. b//3/46 GENERAL NOTES SHEET NO. 20 OF 71
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