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HomeMy WebLinkAboutH_5259_S Page 1 of 81 Associated Pacific Constructors, Inc. 2901 West Coast Highway, Suite 374 Newport Beach, CA 92663 www.associatedpacific.com Central Avenue Public Dock Peter Tauscher, P.E. October 9, 2017 City of Newport Beach Public Works Department (949) 644-3316 ptauscher@newportbeachca.gov Contract No. 8197-1 SUBMITTAL 240 – 009 Vibratory Hammer for Bearing and Guide Pile Installation Central Avenue Public Dock Dear Peter, Please find the attached closing documents for the Central Dock Avenue project. This submittal includes the following information: - As-Built Drawings - Aluminum Dock (Warranty, maintenance, and as-built dock drawings) - Guardrail (Stamped drawings and load calculations) - Steel Piles (Pile Log Report, mill certificates, and Quality Control for coating paint) - Concrete (Inspection Report) Please let me know if there are any questions. Sincerely, Jorge Tomas Project Engineer Associated Pacific Constructors, Inc. California Class A General Engineering Lic. #394886 ..,,:-_-.,:_ -.. Associated ... ~ Pacific 1C : ~ Constructors, Inc . ........._ ...... ~ Dredging • Seawalls • Piers • Docks                     AS‐BUILT DRAWINGS  JOHN WAYNE :½ Al~T ~ ~~ ,$'·•· ~~··' ,'..-->·- ; ; ' • ' cnY~ COSTA MESA ;f" ~.· I cf_.··••.·•· I !$! • 171M ST ST ', .---. ' . --·,. - ' >· ' ,:_:_,-'"; ·" _" --•. t:/:~~ ·,:<_5::· .'>"· ,<·},.--: ,~>'-:c,:..,, PUBLIC WORKS DEPARTMENT . . ' . ' C c=:> PROJECT LOCATION VICINITY MAP NOTro SCA!.£ SYMBOL ABBREVIATIONS (IN A001110N TO WWW i.tclOf 1-3.2) -0-l'OEPOI.E • SEE CI.EAHOOT G SEE MM!HOI.E 0 STORM DRAIN MAtfflE IOI mE ll'illRMT 11111 WA'IER IAE'IER 1111 S'lll'lii I . IJQ,IT PULL IIOX Ill 'IIW'l'IC SIGIW. PW. IIOX ~ S'lll'liI i IJGHT 0 WATER VAi.VE 1:-OOYllRE " SUIMY~ I> SIGN • VAUI.T'o'BIT e '!IE 111111 MGA"IDf CCIN'IROl VAi.i/£ 11111 CM!l.EWPW.IIOX e CCRING LOCA'OON ~ El.£Cl'RICAI. MANIWI.E Ill W:CTRICAI. l'IJU. IIOX ~ut~ BUlDIHG ----DIS1ING CCNS'IRUC'OON ----l'ffllf'ERTVUNE ID C0NS'IRIIC'IICIN ---t---CEND.lNE -·-S---SEBLN: -·-W-WA"IER UIE ---G---GASM -E-EI.ECTRICAL LINE -T lEW'KON£ 11£ --<:ATV-~ UN£ -SP-SPl!lNKtm S'ffinf -x-x-x-ma 111..0(DAU. CALL TOLL FREE 1-800-227-2600 BEFORE YOU DIG NB AOOREGA'lt BASE MN AIR IE.&' VAi.'£ M'P ASSU.IC.SlllDTPK ~ ASPHALT~ BC E!EGIN WINE em BEGIN CIJiM l£IURN ~ IEllN WRTICIIL ClRM Ill.I( llLOOI( CAW CAIUW a CAST IRON t COOERi.lNE all CITYOf!Of'ORTBEACli a. a.ASS Q.R a.EAR C.tG WilB MID oonm E WT/E]Emle EC OOCUIM a:R 00 WlM l£IURN ~ 00 I01ICAI. CI.IM: Ell'IST ElGS1ING l'I.G FWIGE FE f1ANGEl'IOO Fl FLOWUNE Al FORCE lfNH G GAS fN GA'IE VAi.';'£ GI GRADE RAK GE GROOIJEI) 00 IP&T IRONl'!l'EANDTAG lT Lfl'f YAX ~ w ~ANICAl,.J()ffl 111N IAINllolW NG Nlt'IUIW. GRIIUND N N001H 1ml NOT'IOSCALE NO NUMIO 00 OfllGiNAI. GRIIUND l'E PI.AIN 00 l"RCP l'ROPOSm PB PW. BOX Ra> ~ CCMCRm: PR REY IIETMNING RT lmlT SCH saElW: s ma soo SE\U l'lEAIWT Slli Ea l.wlHOI.E !!HT SHEET SW SUWAI.K s SllU1i-l sa;: SW'IIGN CM.FOlffA Ellil!ON SQ SOU.ME mt S1W. T 1mPHOME w ET/WATER W/ \\ll'IH BASIS OF BEARINGS: NA BENCHMARK: VER1!CAI. DA'l'UM NAW88 LEGEND NEW ii; PAI/D.DT NEW Pee PA\IEliDT PAI/EMENT GRIND & OVEIUY CENTRAL AVENUE PUBLIC DOCK C-8197-1 /; () APPROVEO:. __ <::j).'"""""""'0""#-'!:M=-B·'"'"i .... 1 1/'"-~.;:;.~ .... ·~K_,.,{ .... ol ... ,~'I-/J,,,...4'--·~-R---- ~ 11 • APPROVED: • . 21/4 ~ . - DEPUTY PWD I CITYEGINEER R.C.E. NO. 61527 PROJECT SITE DATE: 2·2..f'·ZOI? EMERGENCY TELEPHONE NUMBERS SW1IERN ~A GAS CCIIAPANY ~ ~IA ElllOON COMPANY AT&T ~ OOMPANV CITY CF i'Dl'fflT llEACH UWilES IIEPAR"IMOIT ORANGE COUNTY SANITA11CN OlffllCT lllilEWA!iNERCAIJ.E COX COIMINICA'OOHS !ilil!il. (9411) 644-3717 LOCATION MAP NOT TO SCALE NOS PIO DX3665, FOUND \IER'IICAI. CON'l'ROI.. DISC STAMPED "lJ 1415 1988" SET IN RETAINING WAU. 2004 a.EV-9.20 FEET IIIA\'008 3780 KILROY AIRPORT WAY, STE 600 LONG BEACH, CA 90806 562-426-9551 GEORGE WRDOOI WNICIPAI. OPERA 'OONS IIEPAR'IMENT DIRECmR DA'IE: z.lU(!J GENERAL NOTES 1. AU. WOOi< DETAILa> ON lHESE Pl.ANS TO BE ~ UNDER CONTRACT SHAU. BE CONSTIWClEO IN ACCOROAl\!CE 'MTH "!HE •STANDARD SPECIFICATIONS FOR PUBUC WORKS CONSTRUCTION•, 2009 EDITION ANO SUPPLEllEHTS TO DAlE, EXCEPT AS OTHERWISE STAlEO IN '!HE CITY'S STANDARD SPECIAL PROVISIONS, OR IN THIS CONTRACT'S SPECIAL PROVISIONS. 2. EXISTING U~ U'IIIITIES ARE SHOWN NS PER AVA11..A131.£ RECORDS. THI:. CONTRACTOR SHAU. Bl:. RESPONSIBLE FOR VERIFYING 1Hl:. ACTUAL LOCATION ANO ELEVATION IN '!HE FIEID PRIOR TO BEGINNING CONSTRUCTION. 3. AU. EXPOSED CONCl«Eil:. SURFACES SHAU. ~ IN GRADE. COLOR, DIMENSION, ANO FINISH TO ADJOINING IMPROVEMa!TS. 4. P.C.C. SHAU. BE AS SPECIFIED. 5. ANY DISCREPANCY IN THI:. DAAWINGS OR SPECIFICATIONS SHAU. al:. C&f I m TO '!HE ATTENTION OF THE ENGINEER. FAIi.URE TO 00 SO WILi. Pl.ACE RESPONSIBILITY OF THE CON1RACTOR F"OR OOMl:.CTION •• 6.. ANY W0RK NOT INDICA'l'l:D ON lHE DRAWINGS BUT CAI.I.ED FOR IN 'THE SPECIFICATIONS, OR VICE-VERSA, SHAU. BE A.IRNISHED ANO PERl"ORMED NS '!HOUCH SPECll'lCAI.I..V INDICATED ANO CA!! FD FOR IN EIOTI-1. ANY WORK NOT INSTAI.I.FO ACCOROING TO DRAWINGS AND SPECIFICATIONS OR ORDINANCES ANO LAWS SHAU. l!E REPLACED AT CONTRACTOR'S EXPENSE. CONSTRUCTION NOTES t PROTECT IN PLACE 11-11:. EXISTING SUBMARINE WA TERI.IN£. 2 CONTRACTOR SHAU. INSTALL AND MAINTAIN A l'tOAllNG DEBRIS BARRIER AROUND THE CONSTRUCTION SITE THROUGHOUT '!HE CONSTRUCTION Pl:.RIOO. 3 CONTRACTOR SHAU. INSTALi. ANO MAINTAIN A SllT BARRIER AROIJNO THE CONS'IRUCTION SITE THROUGHOUT PILE DRIVING OPERATIONS. 4 CONCRETI:: FROM l'IUU<HEAD CN> PARTIAL DEMOUTION SHAU. al:. PREVENTED FROM ENlERING '!HE WA "IERS OF NEWPORT HARBOR. 5 '!HE OOARDRA!l SHAU. BE FABRICATED ANO INSTAIJ..EI) SO THAT IT MAY BE REMOVED ANO Rl:.-INSTAIJ..EI) WITHOUT DAMAGE ~ THE LANl)SIDE IM~TS ARE CONSlRUCTm IN '!HE FUTIJRI:.. 1 TITLE SHEET 2 i'll:.NERAL. &: CONSTRUCTION NOTES 3 i'll:.NERAI. Pl.AN 4 DEMWTION Pl.AN 5 000!< Pl.AN 81 OOIDE PII..ES 6 GANGWAY PI.ATF"ORM DETAILS 7 13UU<HEAD CAP MOOIFICA 110N 8 OOARl>RAIL Pl.AN ANO DETAII..S II WA YFINDING SIGNS RE1Elm: SHEET INDEX C-8197-1 TITLE SHEET ~~j--CENTRAL AVENUE PUBLIC DOCK PE1"ER TAUS!HR, RCE 7II012 sallOR CIW. ENGINEER llESKlNEI): .RC IJRAWH: .RC CHECKED: DATE: Ji SHEET INDEX CITY OF NEWPORT BEACH PUBLIC WORKS DEPARTMENT H-5259-S STANDARD HOOK DETAILS B. REINFORCEMENT: A. CONCRETE: STRUCTURAL NOTES #6 #8 #7 #5 #4 #3 10 1/2"6"6" 1 1/2" STRUCTURAL DESIGN CRITERIAGENERAL NOTES AIR QUALITY AND NOISE MITIGATION MEASURES COASTAL WAYFINDING SIGNS CENTRAL AVENUE PUBLIC DOCK NEWPORT BEACH, CALIFORNIA 2 H-5259-S 9 CITY OF NEWPORT BEACH PUBLIC WORKS DEPARTMENT C-8197-1 CENTRAL AVENUE PUBLIC DOCK >, " a. E 2 .!.I, "' iC 'O ~ z _g C: " (.) ... " ~ ~ ., ~ / C: .Q .... 0 E ... .g C: 7 C: "' 'iii " C> ~ 8 I 8 ..c: u 0 " ID ~ a. iC " z 1. THE CONTRACTOR SHALL VISIT THE SITE PRIOR TO BIDDING TO VERIFY CONDITIONS AND EXTENT OF WORK. 2. CONTRACTOR SHALL HAVE A VALID CALIFORNIA CONTRACTOR LICENSE, CLASS A. 3. ALL CONSTRUCTION SHALL CONFORM TO THE STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION" (SSPWC), 2009 EDITION; APPLICABLE CODES, ORDINANCES, REGULATIONS, AND THE PROJECT SPECIFICATIONS. 4. NOTIFY THE ENGINEER A MINIMUM OF 48 HOURS IN ADVANCE OF CONSTRUCTION. 5. THE CONTRACTOR SHALL PROTECT ADJACENT STRUCTURES DURING CONSTRUCTION. ANY DAMAGE CAUSED BY THE CONTRACTOR DURING WORK SHALL BE CORRECTED TO THE SATISFACTION OF THE OWNER AT THE CONTRACTOR'S EXPENSE. 6. THE ACCURACY OF EXISTING UTILITIES, AND STRUCTURES SHOWN ON PLANS ARE NOT GUARANTEED. ACTUAL FIELD CONDITIONS SHALL BE VERIFIED BY THE CONTRACTOR PRIOR TO FABRICATION OF MATERIALS, ORDERING MATERIALS, OR PERFORMING WORK. 7. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR THE SAFETY, SECURITY AND PROTECTION OF PERSONNEL, EQUIPMENT, CONSTRUCTION, AND ADJACENT FACILITIES FOR THE DURATION OF THIS CONTRACT. THE CONTRACTOR AND HIS SUBCONSUL TANTS SHALL PREPARE AND CONFORM TO A PROJECT SPECIFIC HEAL TH AND SAFETY PLAN. THE HEAL TH AND SAFETY PLAN SHALL INCLUDE APPLICABLE GUIDELINES AND REGULATIONS SET FORTH IN CURRENT O.S.H.A. REGULATIONS. THE ENGINEER OF RECORD AND THE CITY WILL NOT BE RESPONSIBLE FOR JOB SITE SAFETY PROCEDURES. 8. THE CONTRACTOR SHALL BECOME FULLY INFORMED OF ALL CONDITIONS AT THE WORK SITE THAT MAY OR COULD DELAY PROJECT COMPLETION, RESULT IN EXTRA WORK, OR COST AND SHALL ACCOUNT FOR THESE CONDITIONS IN THE BID. NO ADDITIONAL COMPENSATION WILL BE ALLOWED FOR NEGATIVE CONDITIONS THAT COULD HAVE REASONABLY BEEN IDENTIFIED BY A DILIGENT EXAMINATION OF THE SITE AND EXISTING CONDITIONS. 9. PRIOR TO THE START OF WORK THE OWNER WILL ARRANGE A PRECONSTRUCTION CONFERENCE. THE CONTRACTOR AND MAJOR SUB CONTRACTORS AND SUPPLIERS ARE REQUIRED TO ATTEND. THE CONTRACTOR SHALL PRESENT THE PRELIMINARY CONSTRUCTION SCHEDULE AT THIS CONFERENCE FOR REVIEW AND APPROVAL. NO WORK SHALL START UNTIL THE WORK SCHEDULE IS APPROVED. 10. CONTRACTOR SHALL PROVIDE RECORD DRAWINGS UPON COMPLETION, REFLECTING THE AS-BUILT CONDITION. 11. ALL DEBRIS FROM DEMOLITION AND CONSTRUCTION ACTIVITIES SHALL BE DISPOSED OF AT AN APPROVED UPLAND DISPOSAL SITE. ANY AND ALL DEBRIS THAT FALLS IN THE BAY SHALL BE IMMEDIATELY REMOVED. 1. THE CONTRACTOR SHALL FABRICATE AND INSTALL WAYFINDING SIGN IN CONFORMANCE WITH THE COASTAL ACCESS SIGNING PROGRAM OF THE CITY OF NEWPORT BEACH LCP IMPLEMENTATION PLAN. 2. CONTRACTOR SHALL HAVE A VALID CALIFORNIA CONTRACTOR LICENSE, CLASS A. 3. ALL CONSTRUCTION SHALL CONFORM TO THE STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION" (SSPWC), 2009 EDITION; APPLICABLE CODES, ORDINANCES, REGULATIONS, AND THE PROJECT SPECIFICATIONS. , d b 1. MINIMUM 28 DAY COMPRESSIVE STRENGTH, BULKHEAD AND PLATFORM DECK ------------5000 PSI 2. BULKHEAD AND PLATFORM CONCRETE SHALL HAVE A MAXIMUM WATER-CEMENT RATIO OF 0.38 3. CONCRETE COVER TO REINFORCEMENT SHALL BE 3" MIN UNLESS NOTED OTHERWISE. 4. ALL EXPOSED CONCRETE EDGES AND CORNERS TO BE CHAMFERED 3/ 4 IN x 3/ 4 IN UNLESS OTHERWISE NOTED. 1. REINFORCING BARS: EXCEPT AS NOTED, REINFORCING BARS SHALL BE DEFORMED AND SHALL CONFORM TO ASTM A615, GRADE 60. REINFORCING BARS SUBJECT TO WELDING SHALL CONFORM TO ASTM A706, GRADE 60. REINFORCING BARS 2. REINFORCING BARS, EXCEPT STAINLESS STEEL, SHALL BE EPOXY COATED. STRAIGHT BARS SHALL BE COATED IN CONFORMANCE WITH ASTM 775. BENT BARS SHALL BE FABRICATED PRIOR TO COATING AND COATING SHALL COMPLY WITH ASTM A934. THE MINIMUM COATING THICKNESS SHALL BE 7 MILS. COATED BARS SHALL BE HANDLED AND PROTECTED IN ACCORDANCE WITH THE PROVISIONS OF ASTM D3963. 3. WELDING OF REINFORCING BARS: WELDING OF BARS IS NOT PERMITED EXCEPT WHERE SHOWN OR APPROVED BY ENGINEER. ALL WELDING SHALL CONFORM TO AWS D1 .4 4. ALL REINFORCING STEEL HOOKS SHALL BE STANDARD HOOKS, AS FOLLOWS: HOOK~ A OR G '--'--" ' I D ( " V ') db= D = BAR DIAMETER FINISHED INSIDE --+---+-------,-....' D -+t~--l-----~ ('.) "' d b 0 <t 16 .!] ""CJ N ('.) ~"' Oo 0 C 'O 0--6 A. PARTIAL LIST OF CODES AND REFERENCES USED FOR DESIGN: 1. MUNICIPAL CODE OF NEWPORT BEACH, CALIFORNIA. 2. 3. 4. CALIFORNIA BUILDING STANDARDS CODE (CBC), CALIFORNIA CODE OF REGULATIONS, TITLE 24, 2013. AMERICAN CONCRETE INSTITUTE (ACI), BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE AND COMMENTARY, ACI 318-11, 2011. ANSI/ASCE-7, STANDARD, MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES, 2010. 5. AMERICAN INSTITUTE OF STEEL CONSTRUCTIONS (AISC), CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES 6. ANSI/ AWS D1.1 & 1 .4, STRUCTURAL WELDING CODE-2006 EDITION. 7. STEEL STRUCTURE PAINTING COUNCIL (SSPC) PAINTING MANUAL, VOLUME 2, 2005 EDITION. 8. NATIONAL DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION. 9. A GEOTECHNICAL INVESTIGATION WAS PREPARED FOR THE NEARBY LIDO MARINA VILLAGE PROJECT, PREPARED BY GEOTECHNICAL PROFESSIONALS, INC. AS PART OF THAT INVESTIGATION ONE CONE-PENETROMETER TEST WAS PERFORMED ON THE CENTRAL AVENUE SITE. DATED JANUARY 20, 2014 B. DESIGN LIVE LOADS: GANGWAY PLATFORM -100 PSF UNIFORM LIVE LOAD GANGWAY -100 PSF UNIFORM LIVE LOAD, 40 PSF FOR DOCK BOUYANCY CALCULATIONS FLOATING DOCK -40 PSF UNIFORM LIVE LOAD OR 400 POUNDS POINT LOAD 1. IF BULKHEAD AND DOCK CONSTRIUCTION OCCUR SIMULTANEOUSLY, DAILY NOx LEVELS COULD EXCEED THE APPLICABLE THRESHOLD RESULTING IN A SIGNIFICANT IMPACT. THE FOLLOWING MEASURES SHALL BE REQUIRED: A. ONLY ONE VIBRATORY HAMMER/IMPACT HAMMER SHALL BE USED FOR NO MORE THAN 8 HOURS ON ANY GIVEN DAY. B. HEAVY EQUIPMENT SHALL BE TUNED UP AND MAINTAINED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS. EQUIPMENT LOGS DEMONSTRATING PROPOER MAINTENANCE SHALL BE MAINTAINED AT THE SITE DURING CONSTRUCTION ACTIVITIES FOR CITY INSPECTION. 4d b OR BEND DIAMETER ~ ~----L __ _1_ C. HEAVY EQUIPMENT SHALL NOT BE ALLOWED TO REMAIN IDLING FOR MORE THAN A FIVE MINUTE DURATION. 2 1 /2"MIN. 0 180 BAR DIMENSIONS OF STANDARD SIZE 180-DEG.HOOKS, ALL GRADES A OR G J D #3 5" 3" 2 1 / 4" #4 6" 4" 3" #5 7" 5" 3 3/ 4" #6 8" 6" 4 1 /2" #7 1 o" 7" 5 1 / 4" #8 11 " 8" 6" #9 1'-3" 1 1 3/ 4" 9 1 /2" #10 1 '-5" 1 '-1 1 / 4" 10 3/4" #11 1 ' -7" 1 '-2 3/4" 1 2" 90° DIMENSIONS OF STANDARD 90-DEG.HOOKS,ALL GRADES BAR A OR G D SIZE 6" 2 1 / 4" 8" 3" 1 o" 3 3/ 4" 1 '-0" 4 1 /2" 2 1 '-2" 5 1 / 4" 4 1 '-4" 6" 5 1 ' -7" 9 1 /2" 1'-10" 10 3/4" 2' -0" 12" 135° 135" HOOKS D A OR G 4 1 /2" 2" 4 1 /2" 1 /2" 5 1 /2" 1 /2" 8" 1 /2" 9" H APPROX 3" 3" 3 3/ 4" 4 1 /2" 5 1 /2" D. TRUCKS SHALL NOT BE ALLOWED TO REMAIN IDLING FOR MORE THAN A TWO MINUTE DURATION. E. ELECTRIC POWER SHALL BE USED TO THE EXCLUSION OF GASOLINE OR DIESEL GENERATORS AND COMPRESSORS WHENEVER FEASIBLE. 2. THE CONSTRUCTION CONTRACTOR SHALL NOTIFY ALL PROPERTY OWNERS AND TENANTS LOCATED WITHIN 200 FEET OF THE PROJECT SITE AS TO ANY PROPOSED PILE DRIVING ACTIVITIES AND DAYS AND HOURS OF OPERATION. PRIOR TO PILE DRIVING ACTIVITIES, THE CONSTRUCTION CONTRACTOR SHALL INSPECT ALL STRUCTURES WITHIN 50 FEET OF PILE DRIVING OPERATIONS TO DOCUMENT EXISTING CHARACTERISTICS OF THE STRUCTURES. IF DAMAGES TO THE STRUCTURES OCCURS AS A RESULT OF CONSTRUCTION ACTIVITIES, THE PROPERTY OWNER SHALL BE FINANCIALLY COMPENSATED BY THE CONSTRUCTION CONTRACTOR TO REMEDIATE DAMAGES. FURTHERMORE, THE CONSTRUCTION CONTRACTOR SHALL ISSUE FLIERS TO ALL PROPERTY OWNERS WITHIN 200 FEET OF PILE DRIVING EFFORT OUTLINING THE PROPOSED CONSTRUCTION. (PROOF OF NOTIFICATION SHALL BE SUBMITTED TO THE CITY PRIOR TO PILE DRIVING.) f----+----+----------------1-------l;fj,a,Ess,o~'1, S I\. CRu#,,, ~ ,., VJ "<" 0 ~ ~ --::, --< r, f----+----+----------------1-------lw ~ °" No. 19871 GENERAL & CONSTRUCTION NOTES J 1 ~-CALE: 1 "=1 ~~-200 f--8--+--D-ATE---+------------------+A-P-PR-OVE---4D \: ~-:~~~;~~ J>-:-::-:-N~-D-i _JR_C+-:-:-:~-: _: _J_RC---a d:L-________________________________________________________________ _L __ N0.:_·_1.____:____:__.i..:..:DE--SC.:_R __ IP __ TIO.:_N __ O.:_F __ R:::.El/l.:.::Sl::.:O::.:NS=.._ ________ _L.::..:_:.:::..:_:::..L_ ~_::::s===:~:::::::_ _ _J_ ___ _!:'.R~S-~0S~l/.2_!JIJ_/l!..2_6L_ _________________ .J....:SH::E::E~T _ ___::O:_F _ _J -7 -7 -6 -5 -4 -3 -2 -2 Ex i s t i n g E l k s L o d g e B o a t D o c k s -2 Existing Sub-Marine Water Pipeline. Protect in Place New Gangway Platform New Floatin g P u b l i c D o c k 84' Long x 1 0 ' W i d e New 50' Lo n g x 4 ' W i d e G a n g w a y Guide Pile T y p i c a l Existing Concrete Bulkhead New Guardrail See Sheet 8 Approximate Existing Mudline Contours (Typ) Existing Public Parking Lot Southern Edge Central Channel 26' Boat 26' Boat 26' Boat 26' Boat Bike Rack N.I.C. Lighted Bollard (Typ) N.I.C. Existing Brass Cap Bench Mark # U1415 Protect in Place 3 H-5259-S 9 CITY OF NEWPORT BEACH PUBLIC WORKS DEPARTMENT C-8197-1 CENTRAL AVENUE PUBLIC DOCK LANDSIDE I M P R O V E M E N T S NOT IN CON T R A C T Wayfinding Signs See Sheet 9 >, " a. E 2 .!.!, E " ~ oo ~ ~ / 6 :g E ~ C: 7 6, 'iii " C I ~ 8 I C: 0 ii " " ID -5 a. ~ " z 2 co ,, a. I f I 1 I I I I I I - --- --------------- / \ \ \ \ \ \ ----, \ \ \ \ \ \ '- -------...._ ...._ ...._ \ -------------------- ..._ \ GENERAL .. f!LAN Scale 1 5 NO. DATE -- REVISIONS DESCRIPTION OF APPROVED I I I I I I I I I I I I I I I I I I I I ~~ ))) r I I I I r r, » I ~ ~ I I I I I I I I I I I I I I I I I I I I I I I I I I I \ , a,Ess,o,i,1, -,------i-------GE-'N ., ~E-'"R"IA "L PLAN • CRu,, ~ .., ,,, / Y'~ '<" -< ..,, --, "' * DESIGNED: DRA~: JRC JRC CHECKED: DATE: 08 31 16 RS SHEET OF 2'-8 3/8" 8'-1 3/8" A. Make 1" deep saw cut along perimeter of removal on top and water side face of existing concrete cap. 2. Concrete Cap Partial Demolition at Gangway Platform: C. Remove existing anchor bolts to 1" minimum below the concrete surface. Fill holes with non-shrink grout B. Cap the top rail of the portion remaining to the West of the project site at the existing joint. A. Remove existing rail and post from the East end of the site to the block wall at the West end. 1. Guardrail Removal: DEMOLITION & REMOVALS NOTES B. Remove concrete while preserving the existing reinforcing steel. C. Remove concrete to 12" below the existing top surface. Concrete Cap Partial Demolition, 12" Deep Existing Aluminum Guardrail To Be Removed Existing Joint In Top Rail Ex i s t i n g B l o c k S c r e e n W a l l Bench Mark U1415 Existing Cap Angle Point A. Bench Mark # U 1415 is set in the existing concrete cap near the west end of the site. 4. Existing Brass Cap Bench Mark: B. Protect the existing Bench Mark in place during demolition and construction. Revision Text101/01/01 4 H-5259-S 9 CITY OF NEWPORT BEACH PUBLIC WORKS DEPARTMENT C-8197-1 CENTRAL AVENUE PUBLIC DOCK A. Remove a minimum of 3/4" of concrete from top of existing concrete cap. 3. Concrete Cap Partial Demolition From Gangway Platform to East End: B. Remove sufficient concrete to provide a minimum of 2.5" new concrete in cap build-up (See Sheet 7). Concrete Cap Partial Demolition, 3/4" Deep 89'-3" ± Area of Proposed Gangway Platform Cable Box Existing Cable TV Conduit on Face Of Cap Protect In Place 15'-0"± EL. 9.14 (E) EL. 8.93 (N) EL. 8.94 (E) EL. 8.88 (N) EL. 8.06 (E) EL. 8.00 (N) Removal De p t h V a r i e s Remove Top 3 / 4 " o f C a p C o n c r e t e C. Leave roughened, sound, clean surface for cap build-up.. EL. X.XX (E) Indicates Existing Top of Concrete EL. X.XX (N) Indicates Top of Concrete After Removals Existing Cable Box Protect In Place Protect In Place E ~ ci:i ~ "C C 0 a. C 0 ~ 0 ~ □ " ... ., ~ a i '.;- c 0 :;; 0 E ./2 C 7 §, "j □ I / 0 () I C a ..c g CD t:'. 0 a. 3: ., z a ~ ,. 0..: 96 D cuA,Ro RA,;l . 78 58 Bulk HtA,o WA, it1y 57 DEMOLIT/0~. ~LAN Scale 1 / 4" NO. DATE DESCRIPTION OF REVISIONS \'-Ql'ESSto,v~,1 It Cf?u1, 't, C, ,¢ / Y'~ '<' -< f"\ 52 ~ ::;o ~ No. 19871 * EXP. 9/30/17 * I~ C/V\\_~"~ .. -.1 ~~ OF CALI~~ APPROVED Q6 DESIGNED: JRC J DRAWN RC DATE: CHECKED: RS 08/31 /16 I I I I ,,;;.(c.i'; ~ 5.08 I .................. I I I I \ ......... DEMOLITIO N PLAN SHEET I I I I I ......... OF Iii a: g Cl L .. ~ 0 "ii ~ / C 0 :;; a E ... -2 C 7 C 2 ., ~ I / 0 0 I C 0 ~ l! ID t: 0 f :z Partially Expose d Existing Sub-Marine Waterline Protect In Place Existing Bulkhaa DockL d Cap Angle Point ayout Control Point • IO MINIMUM TOP \ ELEV. +13 MLLW ( = ~ @ .... ~ I<. i',. ::c u I--~ I") ;i. ...J ~ .... r'- • ~ @ IO i,: SPECIFIED TIP • .. ELEV. -22 MLLW ~ <( fr'. 0 ~ z [/) u <( N a.. ~ [/) f I} " I cc ...J u h . ' J J 14• 10· 84'-0" ._______ -' / --✓ '8!.Q" 8'-0~ 8'-0" 8'-0" 8'-0" 8'-0" .•✓a·-o· 8'-0" 8'-0" 2·-0· ~ ---' __.,,.. ------/ -~ L 2'-0" 8'-0" --.,,.,,, .,,.,,, --~ / --" -----------. --......._ y-' 10'-3"+ ' / ---"' p p ---c;p ~ -----~ q p -~1.r' '"-"" q "', n "' ., @: 1 1 1 --" 1 / , 1 ~1 ~ ---------------~ Cleat This Side (Typ) " ~ I ~ uide Pile w/ CNB Public [lock Blue Finial 13 Total I Guide Pile w/ CNB Public Dock BILie-finiai Finial To Be Supplied & Installed ~~~ (Finial To Be Supplied & Installed By CityJ ' ➔ ~ ✓ " ~ ;-------'-... / ~ .. ----I '-... / "-10'x84' Floating Dock --I -------'---/ " 12" Cleat-This Side (Typ) -' " ~ ~ ' " .,,.,,, --'\ ~/ • '-16 Tot,I' ' " ----\ 12'---" " " , __ ,~ 12 12 12 ~ 12 .J~ .J'b. I 12 .J't. .}~ Ji,.....__ -/ -;__ ~ ~ ----...;;;.__ " ~ ' ~/ --. \ 7~ =--.,-/ -r----------/ --.._______ __....,..,.,, ------✓ '-... / "' ...__ ~-------- / -'4•-0· ----:::i --~ 4'-0" 4'-0" 4•,ot1• 4'-0" 4'-0" 4'-0" 4'-0" 4'-0" 4 '-0;;--.__ ----' 2'-0" 4'-0" 4'-0" ---- ~ ---,_ _,.._,-----:.. / -----------.._ ./ ' / ----_,.._,-\ ---:::-11 / / / " ----/ ~ ~ '-... ~ _,.._,-/ ■• -----1\ -___,, , ~ " / ~ --------/ " ..,___.,, ........_ _____.. ~ ~ ----------------- - " --------Gangway Landing Float with' " _,.._,-1413".1 _,.._,---~ '----~ Pile Guide and Comer-Fillet -------;.g Atlju~§i~~· ~ry for '--.,,.,,, -'------• C:,3(¥1 ----"' _,.._,-,...,.<GJJ _ ___,. f reeboard equirements. "--.._ -~ -~-.,,.,,, ------2 " -2 ---2--------_,.._,-4•-3• 3'-! -------.________.. ~__.::::-------Guide Pile w/ White Pyramidal Pile Gap ___. _,--~ .,,.,,, ----....._ 2'-S 3/8 ~ .,,.,,, ___,-- ------___,-· ----_,.._,- ' c/ .,,.,,, ...._ ---"--------_,.._,- ----Gangway Platfonn -- \ 1 l/2• CHAMFER-TYP ~ 0 W(l:'. zo 21- CCU w<C 1-ll;:; wl-oz 0 WU rn >- I I. om I-I~ SE SC H. 40 GALV. TEEL PIPE & FITTINGS BOVE THIS LIN E. I ' I f T~/ . "' ' ,.·~I \.__ . .J '-.,_ \ / ~REMOVE TO A DEPT H OF 1" MIN. & FILL FTER DRIVING PILE IF EVATION W/EPOXY GROUT A BELOW CUT -OFF EL 7-1 /2" r/J PRESTRESSI NG STRANDS EQUALLY SPACED c---2 1 /2" MIN CLEARANCE TO W3 SPIRAL ~2"11l SCH . 80 PVC PIPE JET TUBE _,.._,-_,.._,- _,.._,-37'-9" 8'-0" -------~ _,.._,- ---- Existing Concrete Bulkhead Gap DOCK PLAN Scole 1/4"=1'-0" PRESTRESSED CONCRETE PILE NOTES 1. CONCRETE: @ TRANSFER @ TIME OF MOVING PILE A. F'CI MIN = 4000 PSI F'C MIN = 4000 PSI F'C MIN = 6000 PSI @ 28 DAYS & TIME OF DRIVING PILES B. EFFECTIVE CONCRETE PRESlRESS AFTER LOSSES; 958 PSI 2. REINFORCING: A. PRESTRESSING STEEL SHALL CONFORM TO ASTM A416, GRADE 270 B. MILD STEEL SPIRALS ASTM A-82, EPOXY COATED 3. FINAL STRESS IN PRESTRESSING STEEL: AFTER LOSSES ............... 1744 KSI ESTIMATED LOSSES ........ 28.1 KSI 4. SEC TION PROPERTIES: A =194.9 IN2 I =3,150 IN4 S = 450 IN 3 5. PILES WILL BE RE JECTED IF CONCRETE COVER IS LESS THAN 2 1/2 INCHES. ..---- 3'-0" 15-7" Walking SUJface "-c--- ""1 "" ;:! 1 ~ '-... . ~ - 0 • ' f-- '-" '--. !"D ~ __ 12_ ~ " ' '-2'-0" '--"- " " " ----- Wale or Dock Framing Cont. Vinyl Dock Bumper Facia 20'± To Exlstil Elks Club £\pelt • 0 ' '° • 9 0 ~ • 0 _, LO b ' <I" 9 21 -3" 0 <'I W3 'MRE SPIRAL 6. PILES SHALL BE DRIVEN TO THE SPECIFIED TIP ELEVA TION. JETTING MAY BE USED TO ADVANCE THE PILE S IN CONJUNCTION WITH AN APPROPRIATE HAMMER. JETTI NG, IF USED, SHALL BE THROUGH AN INTERNAL JET PIPE CAST INTO THE PILES. DOCK EDG E & FR EEB OA RD DE T Al L , r ' I I I . I ' I . ' I I . I ' I . ' I I . I II 2"0 INTERNALLY THR EADED TTING GALVANIZED STEEL Fl FOR NOZZLE -TYP . 1 1/2" CHAMFER-TYP JETTING MUST BE TERMINATED WHEN THE PILE REACHES FOUR FEE T ABOVE SPECIFIED TIP . --, f[SS1 ~ C Scale 1'-1/2"=1'-0" C-8197-1 PR EC AST PR ESTRE SSE D CONC RE TE PILE &'J l-----il-----t-------------------+----11"" No. 198TI CENTRAL AV ENUE PUBLIC DOCK DOCK PLAN & GUI DE PILE S NOT TO SCALE * EXP 9/30/ll ( & C/Vll DESIIKD: JRC ORAWt JRC CITY OF NEWPORT BEACH H-5259-S , !1' CHECKED: DATE: a:, ________________________________________________________________ L:.:N.::.:0._1 _ _::D.::.:ATE:::___1.::.:DESCRl:::.::.:_:.:_P.::_llON::.:_:OF~RE't'l=Sl::.::ON:.:_S:__ ________ J..:.::APP:.:..:.::ROVED:.:=L _...:::::s~::::::._ _ _l_ ___ ~RS:u__OB~/3~1/C.l~B ____ P:_U.::_B.::.L=l..::_C_:W_:_O.::.:_:R:._:K.::_S_:D_:E::_P.:_~::_R:.:_T.::_M:_:E::_N:.:_T ___ J __::StlEET=_:__:5~_:llf~9~_J 1-1/4" Electrical Conduit >-, .. ii E .[ E ~ 6o ..... g 0 ,... - \ I I 1:12 .. ..... PLAN Scale 1 /2 " =1 '-o• B Concrete Platform ( 116xC":>@6" 0 . C. ----..__ #4@12"O.C ~--Existing Cable TV Conduit on Face of Gap, Protect lh Place .,,---Existing Concrete Bulkhead -~ ( ~ 'I'- \ I X .5 1pe 10 W/2-#6 Horiz. Dowels .., -- 14'0 p· P"I , \'1 ------ ,, -'~ _\\ ____ --~· --,_ -~ ~ ' --~' -----, -1---• -I -/ \ ' '\ 4'x50' Gangway r-... / ---\ -/ -Al \'', ---Gu I'-~ \----. uminum Handrail/ ardrail Post Bracket (T yp) 1 ---------f------>-- TOP REINFORCING PLAN Temporary Concrete Ramp ~----1 Install Building Paper On All Existing Surfaces To Be In Contact Wilh Temporary Concrete Ad ded #6 x 5'-0" ~ ~ -,. - 3'-0" \ ... Scale 1/2"=1'-0" Precast Concrete Pavers-~ / Concre1e Platform 8' 1 3/8" / - Aluminum Handrail/ --... Guardrail Post Bracket (Typ) 5'-2 3/4" ' 'J'-2" 8 5/8" I I I -~ #6 x 5'-0" Dowel I V " #6 Edge Bar " ,, Concrete Gangway Platfonn #4 X )"'. @8" O.C. Precast Concrete Pavers Not $hclWt1 fur Clarity --WT9x17.5 --Gunnebo Johnson UKN-4 Weid-0n Hook. (Typ) GANGWAY HINGE SUPPORT PLAN Sc ale 1/2"=1 '-o" ~-Aluminum HandraiV Guardrail Post Bracket (T yp) ~~ WT9x17.5 -----------------------· ----------------------- " " Concrete Gangway Platform Precast Concrete Pavers -~ ' Gunnebo Johnson UKN-4 Wekl-0n Hook '------Bar 5/8"x3"x0'-5.5"---~ #f6 Xe:) @6" O.C. #6@ 6" O.G.--+- . I . ..: (.) ~ ..: 0 f,. Added 116 X 5'-0" --#4@ 12" o.c. ,.,---Concrete Platform ~--+-Existing Cable TV Conduit on Faca Of Cap Protect lt1 Plaoo Existin Concre'fe Bulkhead ~-14"0 x .5 Pipe Pile ~-Approximate Existing Ground Surfaca SECTION A Scale 1/2"=1'~o• b -,--._ ~ ' <D ~ "" Added 116 x 5'-0" 14"0 X .5 P ..... ' \ • 'st- #6@6"O.C . lpe PIie 1--.. -#4@12"O.C . - -C: 1 I c::::11 11 ':I ..!" ! = :::::i - ,_ ----- I I" ... Move Bar to Clear Pile __/ ~ Cut Bar to Clear Pile BOTTOM REINFORCING PLAN Sc ale 1/2"=1 '-o" Aluminum Gangway I I . . . \ /,. Conctate Gangway Platform --°\ -------, I ~::t== _J I I \ ~-Gangway Hanger Plate Welded to Gangway Each side 1 SECTION B GANGWAY HINGE SUPPORT ELEVATION WT9x.17.5 -~ Precast Concrete Pavers #4 x ~ @8" O.C. -------. :\. Concrete Gangway Platform~ f ESS1 \l. en .._ ~-~ M <> "' Scale 1 /2" =1 '-0" -5/-1~6~--< Typ. DETAIL Scale 3"=1 '-0" (i) _,,---Gunnebo Johnson UKN-4 Weld-on Hook ----Bar 5/8"x3"x0'-5.5" _.,---G-403 HOG 314" Jaw End Swivel Grosby Stock# 1016493 C-8197-1 CENTRAL AVENUE PUBLIC DOCK 1---1-----i------------------+----i~ ~ No, 19871 GANGWAY PLATFORM DETA ILS 1---1-------1---------------------I\\ * £XP 9/30/17 i ~ DESIGNED: .RC DRAIN: .flC CITY OF NEWPORT BEACH H-5259-S ~ NO. DAlE llESCRIPllON Of REVISIONS APPROVED CHECKED: DAT£: PUBLIC WORKS DEPARTMENT SHEET 6 OF 9 n. L _________________________________________________________________ _l_:::::___J__.:::_:::::__i:::::::::_=:_:_--=:::==----------_i:_::.:.:.:::.:::::i__~:::',;;~2::::__1__ __ ~R~S _ _Q08~31~161__ ___ _:_==-=-=-=--=-:...=-=--=-:=-:-=--:..:.:.::.=-:_:_ __ _l_=-:=:_~---=~~_J E 0 ~ '° 0, 3c .,, .,, 0 ., ~ :, Ill e .... i u ,.._ l k 0 .,, ! <= 0 .... 0 E .. ,2 C 7 S' .. .. a I !> 0 0 I 8 ~ Existing Bulkhead -- Cap Angle Point A Protect Existing _ _,, Bench Mark EL. 9.17 (N) 2'--8 3/8 Gangway Platfonn SeeSheet6 EL. 9.15 (N) EL. 8.14 (E) Bulkhead Cap Extension 2 1/2" Depth Concrete Bulkhead Cap ,----Existing Cable TV Conduit on Face Of Cap Protect In Place EL. 9.14 (N) ~ ----v-------------,---------,----------+-________L____---.f-----------1D 8'-1 3/8" EL. 9.17 (N} EL. 8.1 7 (E} G>rg a, Plalbm N 15'± EL. 9.14 (N) EL. 8.93 (E) N 88'·2"± PLAN Bulkhead Cap Extension Existing Concmle Bulkhead Cap LAND SIDE ELEVATION Scale 1/4"=1'-0" 3-#3 Cont. #3xl7@18"O.C.-- Epoxy Set In Drilled Holes i----·1 '-8"'-+---. Concrete Cap Build-up -~ Height Varies Roughened & Cleaned Surface __ ,,., Existing Cap -~,,., SECTION Scale 1 "=1 • -0" A C :!E "' • '1> N ·i:: -0) ~ > "' 21/2" Cir. Typ. Ea.Face Bulkhead Cap Extension Depth Varies EL. x.xx (N) Indicates Top of Concrete Build-up EL. 8.77 (N} EL. 8.00 (E) EL. X.XX (E) Indicates Existing Top af Concrete After Removals BULKHEAD CAP EXTENSION NOTES 1. Remove Top Surface of Exisiing Gap, See Demolition Plan Sheet 4. 2. Remaining Top Surface Shall be Roughened, Cleaned, and Goaled With a Bonding Agent Prior tp Placing New Concrete. 3. Reinforcing Stool Shall be Stainless Stool or Stainless Steel Clad. 4. Transverse Reinforcing Shall be Set in Drilled Holes Using an Epoxy Adhesive Such as Hilti HIT-RE 500-SD or Equal. Install per the Adhesive Manufacturer's Recommended Procedures. 5. New Concrete Shall Have a Minimum Compressive Strength af 5000 psi 0 I After 28 Days, a Maximum Water/Cement Ratio of0.40, and a Coarse Aggregate Grading #4 per 1he Standard Specification (Grading ·c· ASTM 131). 6. Do Not Chamfer the Top Edges of the Cap Extension Concrete. C -8197-1 § m fESS/ 1; \I.. CR CENTRAL AVENUE PU BLIC DOCK a. I ~~ ~~ 2 s ~ I t---+----+-------------------1-----1 '"' No. 19871 :u BULKHEAD CAP MO DI FICATION t-:--t----+------------------+----1\\ * EXP 9/30/17 J 8. DrnCNEO: JRC CJRA\lj: JRC CITY OF NEWPORT BEACH H-5259-S a.:~ ________________________________________________________________ __1.__N.:_O·_J__::D.:_AlE.:=__J__=-:DESCRP=-:::.:::....::ll=OO.:...Of=---:RE'ft=-:::Sl=:ON:=_S _________ _LAPP:.:_~RO:_::_.::VEO=-t _ _:::::::::;;;;;;;;;;2:::::_ _ _LOIE __ CKED_:___BR~SLDA_lE:___Q·08~/~31!L/!"l 61_ ___ _:P_:U::_:B::_:L:::_IC::::_:W~O:_R:_:K:_:S:::__:D:_::E::_P:___'AR~T_:_:M::_::E::_N:::__:T~--__LSH~EET':'._· _!_7___'.CF~9~j Gangway Platform Existing Concrete Bulkhead Cap Existing Bulkhead Cap Angle Point 17 Spaces @ 6'-0" = 102'-0"10'-1 5/16"1'-9"1'-3 1/2" 2'-7 1/2" 5' - 1 3 / 8 " 10 " 4 3 / 4 " 5 7 / 8 " 2'-7 1/4" 1'-6" Protect Existing Bench Mark --- 8 H-5259-S 9 CITY OF NEWPORT BEACH PUBLIC WORKS DEPARTMENT C-8197-1 CENTRAL AVENUE PUBLIC DOCK Concrete Paver Future Paver Grout Concrete Cap Build-up Existing Cap New Guardrail Height Varies Future Precast Temporary Concrete Ramp 1: 1 2 1:12 1:12 3x8 Timber Curb 7 1/2"x12"x1/2"Thick Hardwood or Plastic Spacer 3x8 Timber Curb 7 1/2"x12"x1/2"Thick Hardwood or Plastic Spacer (Typ) 3x8 Timber Curb 3 1/2"6 1/4" 1/2"Ø SS Threaded Anchor Rod Epoxy Set in Drilled Hole (Typical) 4" M i n i m u m Em b e d m e n t Note: The size and spacing of anchors shall be revised as necessary per final guardrail calculations by the Contractor, except the minimum embedment into the concrete shall not be less than 4". E " ~ cxi _g C: " (.) I I' .>t. ., ~ / 6 :;::; " E ~ C: 7 C: . !1' ., " C ~ 8 I C: 0 .c: u " " ID -5 a. ~ " z . ,,.--,,.--,,.---- ,c-, v -,,.-- \ ,,.-- '+--,,.--,,.--,,.--,,.-- \ ,,.--,,.-- ~ \...' \~ f I. "' - -I/ \ " -\ INTERNATIONAL BUILDING CODE (IBC-2O06) SUGGESTED DESIGN SPECIFICATIONS FOR PUBLIC ACCESS APPLICATIONS 1. Guardrails and Handrails shall be the product of a company normally engaged in the manufacture of pipe railing. Railing shall be shop assembled in lengths not to exceed 24 feet for field erection. 2. The handrail shall be made of pipes joined together with component fittings. Samples of all components, bases, and pipe shall be submitted for approval at the request of the engineer. Components that are pop-riveted or glued at the joints will not be acceptable. All components must be mechanically fastened with stainless steel hardware. Rail configuartion is based on TUFRAIL as manufactured by Thompson Fabricating, LLC (Birmingham, Alabama). ,,.-- ~ 3. Intermediate rails and pickets shall be Schedule 40 aluminum pipe alloy 6105-T5, ASTM-B-429 or ASTM-B-221. Posts & top and bottom rails shall be Schedule 80 aluminum pipe of the same alloy. Post spacing shall be a maximum of 6' -0". 4. Guardrails and Handrails shall be designed to withstand a 200 lb concentrated load applied in any direction and at any point on the top rail. Guardrails shall also be designed to withstand a uniform load of 50 lb/ft applied horizontally to the top rail. Uniform loads are not to be applied simultaneously with the concentrated loads. 5. Pickets and intermediate railings shall be provided such that a 4-inch diameter sphere cannot pass through any opening up to a height of 34 inches. From a height of 36 inches to 42 inches above the adjacent walking surface, a sphere 4 3/8 inches in diameter shall not pass. 6. Pickets and intermediate railings shall be designed to withstand a horizontally applied normal load of 50 lb on an area not to exceed one square foot including openings and space between rails. 7. The manufacturer shall submit calculations for approval at the request of the Engineer . Testing of base castings or base extrusions by an independent lab or manufacturer's lab (if manufacturer's lab meets the requirements of the Aluminum Association) will be an acceptable substitute for calculations. Calculations will be required far approval of all other design aspects. 8. Posts shall not interrupt the continuation of the top rail at any point along the railing, including corners and end terminations (OSHA 1910.23). The top surface of the top railing shall be smooth and shall not be interrupted by projected fittings . 9. The mid-rail at a corner return shall be able to withstand a 200 lb load without loosening. The manufacturer is to determine this dimension far their system and provide physical laboratory tests to confirm compliance. 10. Concrete anchors shall be stainless steel type 304 or 316 and shall be furnished by the handrail manufacturer. The anchor design shall include the appropriate reduction factors for spacing and edge distances in accordance with the manufacturer's published data. 11. Finish shall be Aluminum Association M10-C22-A41 (215-R1 ). The pipe shall be plastic-wrapped. The plastic wrap is to be removed after erection. ' --E tJ I\ ~ ◄/ A ' ' .,- I "' ~ GUARDRAIL PLAN Scale 1/4"=1'-0" 6'-o" SECTION Scale 1"=1'-0" , A', '-....___..,,. - TYPICAL ELEVATION Scale 1"=1'-0" 1---+-----+------------------+-----1#)afESS/o,v.~< S It CRu '4,c 4'.-0 "' / "' '<' Y' ~ z; -::, -< f"'7 t., "' 12. Aluminum surfaces in contact with concrete, grout or dissimilar metals will be protected 1---+-----+---------------------+-----1 "' No. 19871 < 4" (TYP) SEE NOTE 5 I I 0 I SEE NOTE 9 I 0 I /#TE-1 CORNER ELL I J I J I J " 0-1 z <( :r: I- U1 U1 w _J t • 0 I ·..,.., GUARDRAIL PLAN • <D I n AND DETAILS with a coat of epoxy paint, bituminous paint, mylar isolators or other approved material. ~EXP 9/30/17 * J 1--;-o_-+--D-ATE __ ... D_E_sc_R_IP_11_o_N_O_F_R_E_I/I_S1_0N_s __________ __,_A_P-PR_o_VE_D.... o~~~~~~ 1/>-:-:-:CK-GN-~-D:_: _J_RRcs--+-:-::-~-: _: __ JR_,c SHEET OF a: L ______________________________________________________________________ _.1_~.:......1_...::..:..:...::..:..:_JL..::..::.:..:.:_:::....:.:..:..:_.:..:_:..:=..:.:.:::.:.:..:.::.__ _________ _J...:..::...~_.:.=_1._ _ _:::s=c::~::::::... __ L_ __ _i::21._--':'.:08?.L./2.31cL_/"-'16:1._ ___________________ _1._ _____ __J X X X N E W P O R T B E A C H Central Ave. Public Dock N E W P O R T B E A C H Lido Marina Village Shopping Restaurants N E W P O RT BEACH Central Ave. Public Dock N E W P OR T BEACH Central Ave. Public Dock 9 9 CITY OF NEWPORT BEACH PUBLIC WORKS DEPARTMENT WAYFINDING SIGNS H-5259-S C-8197-1 CENTRAL AVENUE PUBLIC DOCK NEW CENTR A L A V E N U E P U B L I C D O C K GANGWAY CE N T R A L A V E N U E VIA O P O R T O V I A O P O R T O Existing Shops & Parking Structure Elks Lodge Lido Marina Village Shop & Restaurants Sign Type 1 Sign Type 1 Sign Type 2 TEXT STYLE SCHEDULE Key Font Name Capital Letter Height Color Code A B C Bembo SC ClearviewHwy-2-W Futura Bold 4.75" 22.25" 11.1" COLOR SCHEDULE Code Color No. Color Name Finish 1 2 3 3M Process Color Series 880 3M Diamond Grade VIP 3M Process Color Transparent InkPMS 1225c Yellow -3990 White PMS 2728c Lighter Blue 4 5 3M Process Color *Opaque paint to match PMS 2728c Dark Blue Semi GlossMO02098 "Blue Funk" Transparent Ink Transparent Ink Reflective Sheeting 2'-0" 1' - 6 " 2'-0" 1' - 6 " A B C A B 1.76" 1.76" .42" 1.34" 1. 7 6 " 1. 7 6 " 1. 3 4 " . 4 2 " .42 " Color Code 2 .375" Border Color Code 1 .375" Border Color Code 1 Location 1 Location 2 Existing Light Pole ELEVATION ELEVATIONSIDE VIEW TOP VIEW 5' - 8 " 1'-6"Ø 4' - 3 " 2' - 6 " 2' - 0 " 6 " Signfix Extruded Aluminum Frame with Stainless Steel Corner Angle Braces and Signfix Mounting Hardware Stainless Steel Universal Channel Clamps with Band-It Stainless Steel Strapping & Buckle. Existing Light Pole SIGN PANEL 1. Sign panels to be 1/8" thick flat cut out aluminum with painted edges and back. 2. Face background to be surface applied 3M Scotchlite Diamond grade reflective vinyl with 3M translucent inks surface screened over vinyl. 3. Apply 1160 Clear 3M anti-graffiti sheeting to face, and clear anti-graffiti spray coating to back, or equal. 4. Sign colors and lettering styles shall conforn to City of Newport Beach "Wayfinding & Directional Signage Program" (LCP Implementation Plan). 5. Lettering sizes shall be as shown on the "Text Style Schedule" on this sheet. SIDE VIEW Existing Light Pole HSS3x3x3/16 3/8"Ø SS Bolt & Nut (Typ) Unreinforce Concrete Post Footing HSS3x3x3/16 HSS3x3x3/16 L2 1/2x2 1/2x3/16 L2 1/2x2 1/2x3/16 RS1x1x.125 (Typ) Sign Type 1 Sign Type 2 L2 1/2x2 1/2x3/16 3/8"Ø SS Bolt & Nut Sign Type 1 Sign Type 2 Opposite Side L2 1/2x2 1/2x3/16 Sign Type 1 Sign Type 2 Aluminum Square Tube Aluminum Square End Angle RS1x1x.125 (Typ)Aluminum Square Tube Galvanized Aluminum Square End Angle Aluminum Square End Angle SIGN LOCATION 2 PANEL BACKING FRAMES NOTES 1. Backing Frame square tubs and conncting angles shall be aluminum, and painted to match back of sign panels. 2. All aluminum to come into direct contact with the galvanized steel post shall be painted with an epoxy paint to create an electrcal separation. 3. Aluminum square tubes shall be tack welded to the sign panels. 4. Aluminum angles shall be welded all-around to the square tubes at each contact. >, ., C. E ::, ... -~ E C -v I iii I r--7 -' N N ' N 0 Cl ;, ..., ai C Cl iii Cl .5 ..., C ~ i Cl Cl < (.) / w ~ V) ~ ...: 0 0 Cl .!a! .0 ::, a.. ~ < C ... -C ., (.) r--... ., ~ 0 ...: ., ~ C 0 :;:; 0 E .e C 7 C .S!' ., ., Cl I !> 0 (.) I C 0 .J: 0 C ., CD -... 0 C. ;, ., z I 0 IX) IX) IX) / a.. I I I I I I ---- // I I I I I O;'G I /0 / I I , I I I I I I I I I I Cj / I I I I I I I I ------------------------+ 0 • --- ~{] + +~ 0 0 ----------- 0 WA YFINDING SIGN LOCATION PLAN Scale 1 "=20' • * 0 0 ., I I I I (_) \ ....................... ..,,,,.J 0 0 0 0 A * I I I I I ( ------ \ \ \ \ ? I I ( I ) I I ------ / / -.... I '.J \ ------ / / ,I / SIGN TYPE 1 (2 Scale 2"=1'-0" 0 0 0 0 0 0 0 0 Scale 1 /2"=1'-0" SIGN MOUNTING NO. DATE DESCRIPTION OF REVISIONS Total) • 0 0 0 Scale 1 "=1'-0" LOCATION 1 APPROVED No. 19871 0 SIGN TYPE 2 (1 Total) • Scale 2"=1'-0" 0 PROJECT ARROWFORM Full Scale Scale 1/2"=1'-0" Scale 1 "=1 '-0" SIGN MOUNTING LOCATION 2 * EXP.9/30/17 *ttf------~----+-----------------~~--------l DESIGNED: DRAWN: JRC JRC CHECKED: DA TE: XXX 12 14 2016 SHEET OF                     ALUMINUM DOCK  CENTRAL AVENUE PUBLIC DOCKNEWPORT BEACH, CA CITY OF BEWPORT BEACHPUBLIC WORKS DEPARTMENTCONTRACT NO. :8197-1 BLUEWATER MARINE JOB NO. :S17-280 GENERAL NOTES (CONT.): FLOATING DOCK DESIGN BASIS VERTICAL LOADS:A. DEAD LOAD: ACTUAL WEIGHT OF ALL PERMANENT COMPONENTS OF THE STRUCTURE, INCLUDING PARTS TO BE PLACED ON OR ATTACHED TO THE STRUCTURE. THIS WILL INCLUDE UTILITIES, LIGHTS, DECKING,GANGWAYS, ETC. B. UNIFORMLY DISTRIBUTED LIVE LOAD: 40 PSF. PER SQUARE FOOT. C. CONCENTRATED LIVE LOAD: POINT LOAD 400 LBS., PLACED AT ANY LOCATION ON THE DOCK SURFACE. HORIZONTAL LOADS:A. WIND LOAD ON VESSEL: 85MPH, OR 15 PSF MINIMU X PROFILE AREA OF VESSEL (26‛ VESSEL – BROADSIDE AREA 169 FT2, BEAM AREA 94 FT2) B. CURRENT: CURRENT SPEED OF 1 FEET PER SECOND C. WAVE LOAD: WAVE HEIGHT EQUAL TO 1.0 FEET, WAVE LENGTH EQUAL TO 55 FEET OR MAXIMUM FRAME LENGTH D. HORIZONTAL IMPACT: 10.5 KIP VESSEL AT 2 FEET PER SECOND 10˚ FROM THE PIER FACE LOAD COMBINATIONS:THE FOLLOWING LIST OF LOADING COMBINATIONS WERE CONSIDERED: A. LOAD COMBINATION NO. 1: DEAD LOAD ONLY. THE MINIMUM AND MAXIMUM FREEBOARD FOR THIS LOAD CASE AS STATED BELOW. FREEBOARD SHALL NOT VARY OVER THE ENTIRE FLOATING DOCK BY MORE THAN 1 INCH. B. LOAD COMBINATION NO. 2: DEAD LOAD AND 400 LB CONCENTRATED LIVE. THE MINIMUM AND MAXIMUM FREEBOARD FOR THIS LOAD CASE AS STATED BELOW. FREEBOARD SHALL NOT VARY OVER THE ENTIRE FLOATING DOCK BY MORE THAN 1 INCH. C. LOAD COMBINATION NO. 3: DEAD LOAD AND UNIFORMLY DISTRIBUTED LIVE LOAD. THE MINIMUM AND MAXIMUM FREEBOARD FOR THIS LOAD CASE AS STATED BELOW. D. LOAD COMBINATION NO. 4: COMBINED WIND, WAVE, AND CURRENT FORCES ACTING TRANSVERSELY ON DOCK + BERTHING IMPACT. E. LOAD COMBINATION NO. 5: COMBINED WIND, WAVE, AND CURRENT FORCES ACTING LONGITUDINALLY ON DOCK + BERTHING IMPACT. F. LOAD COMBINATION NO. 6: BERTHING IMPACT. FREEBOARD:A. THE FREEBOARD OF THE FLOATING DOCK UNDER DEAD LOAD SHALL BE 18” TO 24”. B. THE FREEBOARD OF THE FLOATING DOCK UNDER DEAD LOAD PLUS LIVE LOAD SHALL BE 9” MINIMUM. GANGWAY DESIGN BASIS VERTICAL LOADS:A. DEAD LOAD: ACTUAL WEIGHT OF ALL PERMANENT COMPONENTS OF THE STRUCTURE. B. UNIFORMLY DISTRIBUTED LIVE LOAD: 100 LBS. PER SQUARE FOOT. C. POINT LIVE LOAD: 650 LBS APPLIED ANYWHERE ON THE DECK. HORIZONTAL LOADS:A. UNIFORM HANDRAIL LOAD: 50 LBS. PER LINEAR FOOT. B. HANDRAIL POINT LOAD: 200 LBS. VERTICAL. C. LATERAL WIND LOAD: 15 PSF APPLIED TO SIDE OF GANGWAY. DESIGN CODES:THE PIER, GANGWAY, AND FLOATING DOCK SYSTEM HAVE BEEN DESIGNED IN ACCORDANCE WITH THEFOLLOWING CODES: • ALUMINUM DESIGN MANUAL 2010• ASCE 7-10• UNIFIED FACILITIES CRITERIA, UFC 4-152-07, DESIGN: SMALL CRAFT BERTHING FACILITIES, SEPTEMBER 2012.• CALIFORNIA 2005 LAYOUT & DESIGN GUIDELINES FOR MARINA BERTHING FACILITIES• ASCE MANUALS AND REPORTS ON ENGINEERING PRACTICE NO. 129 - MOORING OF SHIPS TO PIERS AND WHARVES• DESIGN OF MARINE FACILITIES FOR THE BERTHING, MOORING, AND REPAIR OF VESSELS, ASCE PRESS •CITY OF NEWPORT BEACH WATERFRONT PROJECT GUIDELINES AND STANDARDS, HARBOR DESIGN CRITERIA. MARH 14 2017 GENERAL NOTES: STRUCTURAL ALUMINUM FABRICATION AND ERECTION OF STRUCTURAL ALUMINUM SHALL1.CONFORM TO THE ALUMINUM DESIGN MANUAL 2010 EDITION. ALL MATERIAL SHALL ME MARINE GRADE 6000 SERIES ALUMINUM,2.UNLESS OTHERWISE NOTED. ALL FASTENERS SHALL BE 316SS AND SHALL CONFORM TO ASTM3.F593 AND F594, UNLESS OTHERWISE SPECIFIED. WELDS AND WELDING PROCEDURES SHALL CONFORM TO 4.STRUCTURAL WELDING CODE AWS D1.2 OF THE AMERICAN WELDING SOCIETY AND WELDING SHALL BE PERFORMED BY WELDERS PREQUALIFIED FOR WELDING PROCEDURES TO BE USED. ALL WELDS SHALL BE CONTINUOUS 1/4" FILLET USING 4043 FILLER 5.METAL, UNLESS OTHERWISE NOTED. ALL ALUMINUM SURFACES IN CONTACT WITH CONCRETE ARE EPOXY 6.COATED. ALL MEASUREMENTS NEED TO BE FIELD VERIFIED PRIOR TO 7.FABRICATION. EMBEDDED ANCHORS EPOXY FOR EMBEDDED ANCHORS SHALL BE HILTI HIT-RE 5OO V3.1. ALL THREADED ROD SHALL BE 316 STAINLESS STEEL.2. AREA MAPVICINITY MAP TABLE OF CONTENTS PAGE CONTENTS GA-1 NEWPORT BEACH CENTRAL AVE. PIER LAYOUT GA-2 PIER AND GANGWAY DETAILS AT LLW GA-3 PIER AND GANGWAY DETAILS AT HHW GA-4 PROJECT SPECIFIC CONNECTION DETAILS GA-5 TYPICAL CONNECTION DETAILS GA-6 TYPICAL FLOAT INSTALLATION GA-7 MAINWALK ASSEMBLY LAYOUT GA-8 M1033BE MAINWALK RIGHT HAND ASSEMBLY GA-9 M1033BE MAINWALK LEFT HAND ASSEMBLY GA-10 M1033BE MAINWALK FLOAT LAYOUT GA-11 M1033BE TYPICAL WELD DETAILS GA-12 M109BT MAINWALK ASSEMBLY RIGHT & LEFT HAND GA-13 M109BT MAINWALK RIGHT & LEFT FLOAT LAYOUTS GA-14 M109BT MAINWALK WELDMENT ASSEMBLY RIGHT & LEFT HAND GA-15 PG14SB PILE GUIDE ASSEMBLY GA-16 GW4_0X50_0PW GANGWAY WELDMENT ASSEMBLY GA-17 AB4_3CV2 ABUTMENT BRACKET WELDMENT ASSEMBLY GA-18 L3_5X4_0 LINK ASSEMBLY GA-19 TP4_0X1_3SP TRANSITION PLATE ASSEMBLY-SHORE GA-20 TP4_0X3_7PP TRANSITION PLATE ASSEMBLY-PIER GA-21 BP4_7X4_0S BEARING PLATE ASSEMBLY D C A B C D 45678 8 7 6 5 4 3 2 1 E F E F B OR I G I N A L R E L E A S E D A T E : PR O J E C T N A M E : DR A W I N G T I T L E : SH E E T : DO C K A N D G A N G W A Y M A N U F A C T U R E R : EN G I N E E R O F R E C O R D : 35 0 W A R D A V E . S U I T E 1 0 6 HO N O L U L U , H I 9 6 8 1 4 OF F I C E : ( 8 0 8 ) 2 3 7 - 4 5 0 4 IN F O @ B L U E W A T E R D O C K S . C O M NE W P O R T B E A C H C E N T R A L A V E P U B L I C PI E R TI T L E P A G E T- 1 5/ 2 3 / 2 0 1 7 RE V I S I O N D A T E BY NO . A BW M J o b N o . S 1 7 - 2 8 0 23 1 D SI Z E : JOB # S17-280, AS-BUILT DWGS 8/14/2017, Page 1 of 23 CITY rl COSTAIIElll!. JOHN WAYNE d)-AIRP()ltT ,.~ UPPER NEWPORT BAY C:) PROJECT LOCATION VICINITY MAP NOT TO SCALE ' aTY rl 4p IM£ ,.. 'I' ~ I ' f 20'-0" 10'-1 58 " 14'-1 58 " 20° 0 " 0" 84'-0" 14'-0" 1 5 ' - 2 78 " 5 6 ' - 0 " 9 6 ' - 9 18 " 14'-9 34 " 25'-1316 " A B M1033BEMAINWALK PIER ASSEMBLYRIGHT HAND ASSEMBLY M1033BEMAINWALK PIER ASSEMBLYLEFT HAND ASSEMBLY GW50_0X4_0PWGANGWAY ASSEMBLY M109BTMAINWALK PIER ASSEMBLYLEFT HAND M109BTMAINWALK PIER ASSEMBLYRIGHT HAND PILE14" STEEL PIPE WITHCONCRETE CORETYP NEWPORT BEACHCENTRAL AVENUEBULKHEAD TP4_0X1_3PWTRANSITION PLATE TP4_0X3_7PSTRANSITION PLATE BP4_7X4_0SBEARING PLATE ASSEMBLY AB4_3CV2 ABUTMENT BRACKETWELDMENT ASSEMBLY1X AND L3_5X4_0 LINK ASSEMBLY2X 26' CENTER CONSOLETYP 12" BWM ALMAG CLEAT(SHORE SIDE AND ONEACH END) 15" BWM ALMAG CLEAT(BAY SIDE AND ONEACH END) NEWPORT BEACH CENTRAL AVENUEPUBLIC PIER(MLLW)SCALE 1 : 50 PILE14" STEEL PIPE WITHCONCRETE CORETYP M1033BEMAINWALK PIER ASSEMBLYRIGHT HAND ASSEMBLY M1033BEMAINWALK PIER ASSEMBLYLEFT HAND ASSEMBLY GW50_0X4_0PWGANGWAY ASSEMBLYNEWPORT BEACHCENTRAL AVENUEBULKHEAD M109BTMAINWALK PIER ASSEMBLYLEFT HAND M109BTMAINWALK PIER ASSEMBLYRIGHT HAND SCALE 1 : 50 4' X 6' X 16" 3' X 6' X 16"3' X 8' X 16" 4' X 6' X 16"3' X 4'X 16" 4' X 4' X20" 3' X 6' X 16"3' X 6' X 16"3' X 6' X 16" 3' X 6' X 16" 3' X 6' X 16"3' X 6' X 16"3' X 6' X 16" 4' X 4' X20" 4' X 6' X 16"3' X 4'X 16" 3' X 8' X 16"3' X 6' X 16" 3' X 6' X 16" 4' X 6' X 16" 3' X 6' X 16" 3' X 6' X 16"3' X 6' X 16" 3' X 6' X 16" 3' X 6' X 16"3' X 6' X 16" 3' X 4' X20"3' X 4' X16"3' X 4' X20"3' X 4' X16" 4' X 8' X 16"4' X 8' X 16"4' X 8' X 16"4' X 8' X 16"4' X 8' X 16"4' X 8' X 16" 3' X 4' X20" 3' X 4' X20" 3' X 4'X 16" 3' X 4'X 16" 3' X 4' X20" 3' X 4' X20"3' X 4'X 16" 3' X 4'X 16" D C A B C D 45678 8 7 6 5 4 3 2 1 E F E F B OR I G I N A L R E L E A S E D A T E : PR O J E C T N A M E : DR A W I N G T I T L E : SH E E T : DO C K A N D G A N G W A Y M A N U F A C T U R E R : EN G I N E E R O F R E C O R D : 35 0 W A R D A V E . S U I T E 1 0 6 HO N O L U L U , H I 9 6 8 1 4 OF F I C E : ( 8 0 8 ) 2 3 7 - 4 5 0 4 IN F O @ B L U E W A T E R D O C K S . C O M NE W P O R T B E A C H C E N T R A L AV E P U B L I C P I E R NE W P O R T B E A C H C E N T R A L A V E . P I E R L A Y O U T GA - 1 5/ 2 3 / 2 0 1 7 RE V I S I O N D A T E BY NO . A BW M J o b N o . S 1 7 - 2 8 0 23 1 D SI Z E : JOB # S17-280, AS-BUILT DWGS 8/14/2017, Page 2 of 23 ,---- OI // " -, ,I , I = G ~~ ,~ ~~ h _, • D ~w 1/-0{ = • ~ ll ---~ "" ~"-----7 0 -'-'-'' L ~ II ~ . ' I f 50'-0" SLOPE = 14% 3'-2 116 " 1'-8" +/- D.L. FREEBOARD 3'-1 316 " + 11° 11'-3 34 " C D ELEVATION VIEW(LLW= -2.14') SCALE 1 : 25 TOP OF BULKHEADELEV. 9.15' SEA LEVEL DETAIL CSCALE 1 : 8 M1033BE OR M109BT MAINWALK PIER ASSEMBLY RECT. TUBE 6" X 3" X 1/4" 6"UHMW WHEELTYP GW4_0X50_0PWGANGWAY WELDMENT ASSEMBLY UHMW RUB STRIPPART OF TP4_0X3_7PS 6"UHMW WHEELTYP BP4_7X4_0SBEARING PLATE ASSEMBLY DETAIL DSCALE 1 : 8 SHORE ABUTMENT AB4_3CV2CAST INTO SHORE ABUTMENT TRANSITION PLATE 1/4" PLATEPART OF TP4_0X1_3PP TRANSITION PLATE ASSEMBLY HINGE PIN 1/2" ROUND BAR AND FASTENERSPART OF TP4_0X1_3PP TRANSITION PLATE ASSEMBLY GW4_0X50_0PWGANGWAY WELDMENT ASSEMBLY (AB4_3CV2 SHORE ABUTMENT BRACKET) 1" 316 SS ROUND BAR PART OFL3_5X4_0 LINK ASSEMBLY 3/4" ALU. PLATE PART OFL3_5X4_0 LINK ASSEMBLY D C A B C D 45678 8 7 6 5 4 3 2 1 E F E F B OR I G I N A L R E L E A S E D A T E : PR O J E C T N A M E : DR A W I N G T I T L E : SH E E T : DO C K A N D G A N G W A Y M A N U F A C T U R E R : EN G I N E E R O F R E C O R D : 35 0 W A R D A V E . S U I T E 1 0 6 HO N O L U L U , H I 9 6 8 1 4 OF F I C E : ( 8 0 8 ) 2 3 7 - 4 5 0 4 IN F O @ B L U E W A T E R D O C K S . C O M NE W P O R T B E A C H C E N T R A L AV E P U B L I C P I E R GA - 2 5/ 2 3 / 2 0 1 7 RE V I S I O N D A T E BY NO . A BW M J o b N o . S 1 7 - 2 8 0 23 1 D SI Z E : PI E R G A N G W A Y D E T A I L S A T L L W JOB # S17-280, AS-BUILT DWGS 8/14/2017, Page 3 of 23 ; f a: 11 1 Ii i5 9 .:a DP DP SCALE 1 : 150 3'-0" 50'-0" SLOPE = 3% 3'-5 34 " - 1° 1'-8" +/- D.L. FREEBOARD 1'-3 34 " E F ELEVATION VIEW(HHW = 7.86') SCALE 1 : 25 TOP OF BULKHEADELEV. 9.15' SEA LEVEL DETAIL ESCALE 1 : 8 M1033BE OR M109BT MAINWALK PIER ASSEMBLY RECT. TUBE 6" X 3" X 1/4" 1/2" SS 316 ROUND BARWITH 2 WELDED FLAT WASHERS 6"UHMW WHEELTYP BP4_7X4_0SBEARING PLATE ASSEMBLY UHMW RUB STRIPPART OF TP4_0X3_7PS GW4_0X50_0PWGANGWAY WELDMENT ASSEMBLY DETAIL FSCALE 1 : 8 SHORE ABUTMENT AB4_3CV2CAST INTO SHORE ABUTMENT TRANSITION PLATE 1/4" PLATEPART OF TP4_0X1_3PP TRANSITION PLATE ASSEMBLY (AB4_3CV2 SHORE ABUTMENT BRACKET) 1" 316 SS ROUND BAR PART OFL3_5X4_0 LINK ASSEMBLY 3/4" ALU. PLATE PART OFL3_5X4_0 LINK ASSEMBLY GW4_0X50_0PWGANGWAY WELDMENT ASSEMBLY HINGE PIN 1/2" ROUND BAR AND FASTENERSPART OF TP4_0X1_3PP TRANSITION PLATE ASSEMBLY D C A B C D 45678 8 7 6 5 4 3 2 1 E F E F B OR I G I N A L R E L E A S E D A T E : PR O J E C T N A M E : DR A W I N G T I T L E : SH E E T : DO C K A N D G A N G W A Y M A N U F A C T U R E R : EN G I N E E R O F R E C O R D : 35 0 W A R D A V E . S U I T E 1 0 6 HO N O L U L U , H I 9 6 8 1 4 OF F I C E : ( 8 0 8 ) 2 3 7 - 4 5 0 4 IN F O @ B L U E W A T E R D O C K S . C O M NE W P O R T B E A C H C E N T R A L AV E P U B L I C P I E R PI E R A N D G A N G W A Y D E T I L A A T H H W GA - 3 5/ 2 3 / 2 0 1 7 RE V I S I O N D A T E BY NO . A BW M J o b N o . S 1 7 - 2 8 0 23 1 D SI Z E : JOB # S17-280, AS-BUILT DWGS 8/14/2017, Page 4 of 23 ' T /~ ~' //4 '' //4 ~' '' ~' // ' '' // '' // ,, // ,, // ,, // '' // '' // '' // '' 7/ '' // ,, // ,, -// ~ '' <:., // '' '' /, // ,, '' // ' ' .I ~ '/, ,, ~/ '~ ~/ \ '~ "k. 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'\. ~ ,, / ,v ''~ I ' ' \ I L ~~ \ I ~ / ~ I ~- -- I T -------==-=~L-~ l r 1/2" X 5.5" L BOLT & WASHERTYP 1/2" WASHER & NUTTYP UHMW RUB BLOCKTYP M1033BE MAINWALK PIER ASSEMBLYTYP H-BEAM AND NAILERTYP 1'-4" FLAT BAR OPENING 1'-3" ROLLER OPENING 12 " ROLLER CLEARANCE 12 " ROLLER CLEARANCE 12 " ROLLER CLEARANCE 1'-3" ROLLER OPENING 1" FLAT BAR CLEARANCE 1" FLAT BAR CLEARANCE 12 " ROLLER CLEARANCE 1'-4" FLAT BAR OPENING 1" FLAT BAR CLEARANCE 1" FLAT BAR CLEARANCE CC DETAIL APILE COVER PLATE REMOVED FOR CLARITYSCALE 1:8 M1033BE MAINWALK PIER ASSEMBLYTYP UHMW RUB BLOCKTYP PILE14" STEEL PIPE WITHCONCRETE CORETYP 12 " TYP CLEARANCE TO ALL ROLLERS 1'-8" +/- D.L. FREEBOARD 1'-2" PILE 1" TYP CLEARANCE TO ALL ROLLER FLAT BAR SECTION C-C PILE ROLLERTYP M1033BE MAINWALK PIER ASSEMBLYTYP PILE14" STEEL PIPE WITHCONCRETE CORETYP SEA LEVEL PILE GUIDE & RUB BLOCK CONNECTION DETAILMAINWALK TO PILE GUIDE ANDUHMW RUB BLOCK INSTALLATION PILE AND PILE COLLAR NOT SHOWN FOR CLARITYSCALE NTS MAINWALK PILE GUIDESTYPICAL FOR ALL MAINWALK PILE INSTALLATIONS PILE COLLAR AND PILE NOT SHOWN FOR CLARITYSCALE NTS 1/2" WASHER & NUT (UHMW RUB BLOCK)TYP UHMW RUB BLOCKTYP 1/2" X 5.5" L BOLT & WASHER (UHMW RUB BLOCK)TYP 1/2" X 1.25" L BOLT & WASHER (TRACK MOUNTING)TYP 1/2" TRACK NUT (TRACK MOUNTING)TYP 1/2" X 4.0" L BOLT & WASHER(FRAME BOLT)TYP 1/2" WASHER & NUT (FRAME BOLT)TYP M109T MAINWALK PIER ASSEMBLYTYP M109BT MAINWALK PIER ASSEMBLYTYP PG14SB PILE GUIDE ASSEMBLYTYP H-BEAM AND NAILERTYP D C A B C D 45678 8 7 6 5 4 3 2 1 E F E F B OR I G I N A L R E L E A S E D A T E : PR O J E C T N A M E : DR A W I N G T I T L E : SH E E T : DO C K A N D G A N G W A Y M A N U F A C T U R E R : EN G I N E E R O F R E C O R D : 35 0 W A R D A V E . S U I T E 1 0 6 HO N O L U L U , H I 9 6 8 1 4 OF F I C E : ( 8 0 8 ) 2 3 7 - 4 5 0 4 IN F O @ B L U E W A T E R D O C K S . C O M NE W P O R T B E A C H C E N T R A L AV E P U B L I C P I E R PR O J E C T S P E C I F I C C O N N E C T I O N D E T A I L S GA - 4 5/ 2 3 / 2 0 1 7 RE V I S I O N D A T E BY NO . A BW M J o b N o . S 1 7 - 2 8 0 23 1 D SI Z E : JOB # S17-280, AS-BUILT DWGS 8/14/2017, Page 5 of 23 • • • • • ' ---AZ.__ ____,,,z__ ~_______£_ ___ L1 • • • • .- ______Ji--0 ---1 J.___ f 20° 1'-11 1116 " 5 18 " DETAIL BBEARING PLATE INSTALLATION VIEWSCALE 1 : 25 GW50_0X4_0PWGANGWAY ASSEMBLY BP4_7X4_0SBEARING PLATE ASSEMBLY TP4_0X3_7PSTRANSITION PLATE M109BTMAINWALK PIER ASSEMBLYRIGHT HAND M109BTMAINWALK PIER ASSEMBLYLEFT HAND CORNER OF M109BT MAINWALKWELDMENT ASSEMBLYLEFT HAND ASSEMBLY 1/2"-13 HEX BOLT, 1-3/4" LONGWITH WASHER(TYP) BWM ALMAG 535 CLEAT 1/2"-13 TRACK NUT BWM 4"x9" EXTRUSION SCALE: N.T.S TYPICAL CLEAT ASSEMBLY4 #12 COUNTERSUNK DECK SCREW, 2-1/2" LONG#3 SQUARE DRIVE(TYP) MOISTURESHIELD COMPOSITE DECKBOARD SCALE: N.T.S TYPICAL COMPOSITE DECKBOARD FASTENING6 1/2" WASHER & NUTTYP 1/2" X 5.0" L BOLT & WASHERTYP M1033BE MAINWALK PIER ASSEMBLYTYP M109BT MAINWALK PIER ASSEMBLYTYP MAINWALK CONNECTION DETAIL TYPICAL FOR ALL MAINWALK PIER TO MAINWALK PIER D C A B C D 45678 8 7 6 5 4 3 2 1 E F E F B OR I G I N A L R E L E A S E D A T E : PR O J E C T N A M E : DR A W I N G T I T L E : SH E E T : DO C K A N D G A N G W A Y M A N U F A C T U R E R : EN G I N E E R O F R E C O R D : 35 0 W A R D A V E . S U I T E 1 0 6 HO N O L U L U , H I 9 6 8 1 4 OF F I C E : ( 8 0 8 ) 2 3 7 - 4 5 0 4 IN F O @ B L U E W A T E R D O C K S . C O M NE W P O R T B E A C H C E N T R A L AV E P U B L I C P I E R TY P I C A L C O N N E C T I O N D E T A I L S GA - 5 5/ 2 3 / 2 0 1 7 RE V I S I O N D A T E BY NO . A BW M J o b N o . S 1 7 - 2 8 0 23 1 D SI Z E : JOB # S17-280, AS-BUILT DWGS 8/14/2017, Page 6 of 23 I I f MAINWALK FLOAT INSTALLATIONSCALE 1 : 16 1033BE MAINWALKWELDMENT ASSEMBLY 3/8" HEX LAG BOLT, 2-1/2" LONGWITH FENDER WASHERTYP FOAM FILLED POLYETHYLENE FLOATTYP D C A B C D 45678 8 7 6 5 4 3 2 1 E F E F B OR I G I N A L R E L E A S E D A T E : PR O J E C T N A M E : DR A W I N G T I T L E : SH E E T : DO C K A N D G A N G W A Y M A N U F A C T U R E R : EN G I N E E R O F R E C O R D : 35 0 W A R D A V E . S U I T E 1 0 6 HO N O L U L U , H I 9 6 8 1 4 OF F I C E : ( 8 0 8 ) 2 3 7 - 4 5 0 4 IN F O @ B L U E W A T E R D O C K S . C O M NE W P O R T B E A C H C E N T R A L AV E P U B L I C P I E R TY P I C A L F L O A T I N S T A L L A T I O N GA - 6 5/ 2 3 / 2 0 1 7 RE V I S I O N D A T E BY NO . A BW M J o b N o . S 1 7 - 2 8 0 23 1 D SI Z E : JOB # S17-280, AS-BUILT DWGS 8/14/2017, Page 7 of 23 _/ ! --,r- t M1033BE (RIGHT) 33'-0" MW109BT (RIGHT) 9'-0" MW109BT (LEFT) 9'-0" M1033BE (LEFT) 33'-0" 10'-1 58 " 14'-1 58 " MAINWALK ASSEMBLY LAYOUTSCALE 1 : 36 MW 1 MW 2 MW 3 MW 4 ASSEMBLY SPLIT LINES AND BOLT INTERFACE PG14SBPILE GUIDE D C A B C D 45678 8 7 6 5 4 3 2 1 E F E F B OR I G I N A L R E L E A S E D A T E : PR O J E C T N A M E : DR A W I N G T I T L E : SH E E T : DO C K A N D G A N G W A Y M A N U F A C T U R E R : EN G I N E E R O F R E C O R D : 35 0 W A R D A V E . S U I T E 1 0 6 HO N O L U L U , H I 9 6 8 1 4 OF F I C E : ( 8 0 8 ) 2 3 7 - 4 5 0 4 IN F O @ B L U E W A T E R D O C K S . C O M NE W P O R T B E A C H C E N T R A L AV E P U B L I C P I E R MA I N W A L K A S S E M B L Y L A Y O U T GA - 7 5/ 2 3 / 2 0 1 7 RE V I S I O N D A T E BY NO . A BW M J o b N o . S 1 7 - 2 8 0 23 1 D SI Z E : JOB # S17-280, AS-BUILT DWGS 8/14/2017, Page 8 of 23 V I -:·o: ----------------------------------------------------------------· -------------------------------------· ---------------------------------------------------------------o·: I --.---+------11;.,~ ,=!Y/~5iiiii~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~=-iii~~~~~~~~~~~~~~~~~~~~~~~~ f 33'-0" 2'-0" CLEAT 2'-0" CLEAT 10'-9 58 " 8'-9 58 " RUBRAIL 34'-2" 32'-4" RUBRAIL 10'-1 58 " 0 " 2 ' - 0 " 0 " 2 ' - 0 " 1 0 ' - 0 " 1 8 ' - 0 " 2 6 ' - 0 " 6 ' - 0 " 1 0 ' - 0 " 1 4 ' - 0 " 1 8 ' - 0 " 2 2 ' - 0 " 2 6 ' - 0 " 3 0 ' - 0 " 15" BWM ALMAG CLEAT FIBERFORCE DECK BOARD75X COMPOSITE BOARD(14" PILE COLLAR) M1033BE MAINWALK WELDMENT ASSEMBLY RIGHT WELDMENT ASSEMBLY INFLATABLE CORNERBUMPER TYP15" BWM ALMAG CLEAT 15" BWM ALMAG CLEAT 15" BWM ALMAG CLEAT 15" BWM ALMAG CLEAT 12" BWM ALMAG CLEAT 9 PLACES 1'-8" +/- D.L. FREEBOARD A A RUBRAIL 5008TYP FOAM FILLED FLOATS M1033BE MAINWALKRIGHT HAND ASSEMBLYSCALE 1 : 18 M1033BE MAINWALK WELDMENT ASSEMBLY RIGHT WELDMENT ASSEMNLY 10'-1 58 " 10'-9 58 " 9'-8 58 " DECKING 18 " GAP SECTION A-ASCALE 1 : 12 M1033BE MAINWALK WELDMENT ASSEMBLY RIGHT WELDMENT ASSEMBLY FOAM FILLED FLOATS SCALE 1 : 48 D C A B C D 45678 8 7 6 5 4 3 2 1 E F E F B OR I G I N A L R E L E A S E D A T E : PR O J E C T N A M E : DR A W I N G T I T L E : SH E E T : DO C K A N D G A N G W A Y M A N U F A C T U R E R : EN G I N E E R O F R E C O R D : 35 0 W A R D A V E . S U I T E 1 0 6 HO N O L U L U , H I 9 6 8 1 4 OF F I C E : ( 8 0 8 ) 2 3 7 - 4 5 0 4 IN F O @ B L U E W A T E R D O C K S . C O M NE W P O R T B E A C H C E N T R A L AV E . P U B L I C K D O C K M1 0 3 3 B E M A I N W A L K R I G H T H A N D A S S E M B L Y GA - 8 5/ 2 3 / 2 0 1 6 RE V I S I O N D A T E BY NO . A DL N R J o b N o . S 1 7 - 2 8 0 23 1 D SI Z E : JOB # S17-280, AS-BUILT DWGS 8/14/2017, Page 9 of 23 I I I I I I I I ' ~~~~~-------------~l~B / I I I I r r r . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . \" . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . -. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ~ \ \ ) _I LJ L., _I LJ \.._, _I LJ \.._, _I LJ \.._, _I LJ \.._, _I LJ \.._, I ------ \ • \_ t . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ~ _I LJ \.._, - . . . . . . . . . . . . . . . . . . . . . . . • . . . . . . . . . . . . . . . . . . . . . _I LJ \.._, I I 1 k1/ . . C - I ~ V . . ✓ • . l/ 1· -. . C I \I ,, ( 'a (/) -( ) I cc: LLII ta I =» I l:a 10'-9 58 " 8'-9 58 " RUBRAIL 2'-0" CLEAT 2'-0" CLEAT 32'-4" RUBRAIL 32'-11 58 " 34'-2" 10'-1 58 " 0 " 2 ' - 0 " 1 0 ' - 0 " 1 4 ' - 0 " 1 8 ' - 0 " 6 ' - 0 " 0 " 2 ' - 0 " 1 0 ' - 0 " 1 8 ' - 0 " 2 6 ' - 0 " M1033BE MAINWALK WELDMENT ASSEMBLY LEFT WELDMENT ASSEMBLY FIBERFORCE DECK BOARD 75X COMPOSITE BOARD(14" PILE COLLAR) BLUEWATER MARINE 12" CLEAT TYP INFLATABLE CORNER BUMPER TYP 12" BWM ALMAG CLEAT 6 PLACES 15" BWM ALMAG CLEAT 15" BWM ALMAG CLEAT15" BWM ALMAG CLEAT15" BWM ALMAG CLEAT 15" BWM ALMAG CLEAT 1'-8" +/- D.L. FREEBOARD B B M1033BE MAINWALKLEFT HAND ASSEMBLY SCALE 1 : 18 RUBRAIL 5008TYP M1033BE MAINWALK WELDMENT ASSEMBLY LEFT WELDMENT ASSEMBLY FOAM FILLED FLOATS 10'-1 58 " 10'-9 58 " 9'-8 58 " DECKING 18 " GAP SECTION B-BSCALE 1 : 18 M1033BE MAINWALK WELDMENT ASSEMBLY LEFT WELDMENT ASSEMBLY FOAM FILLED FLOATS D C A B C D 45678 8 7 6 5 4 3 2 1 E F E F B OR I G I N A L R E L E A S E D A T E : PR O J E C T N A M E : DR A W I N G T I T L E : SH E E T : DO C K A N D G A N G W A Y M A N U F A C T U R E R : EN G I N E E R O F R E C O R D : 35 0 W A R D A V E . S U I T E 1 0 6 HO N O L U L U , H I 9 6 8 1 4 OF F I C E : ( 8 0 8 ) 2 3 7 - 4 5 0 4 IN F O @ B L U E W A T E R D O C K S . C O M NE W P O R T B E A C H C E N T R A L AV E . P U B L I C K D O C K M1 0 3 3 B E M A I N W A L K L E F T H A N D A S S E M B L Y GA - 9 5/ 2 3 / 2 0 1 6 RE V I S I O N D A T E BY NO . A DL N R J o b N o . S 1 7 - 2 8 0 23 1 D SI Z E : JOB # S17-280, AS-BUILT DWGS 8/14/2017, Page 10 of 23 I • • <._:: • • J V _/ I I - • ' ~ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . • . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . -. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . I ~ ~ \_ \_ - \ ) .. ...J L.J L ...J L.J L I --- .. - \ -) - ~ .....,, • ' • r:> • ' • I I I I ~ ~ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ~ ~ I ...J L.J L . - \ \_ t ~ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . I - ~ . . . . . . . . . . . . . . . . . . . . • . . • • . . . . . . . . . . . . . . . . . . . . ~ ...J L.J L I j . . • . / • • . . I l J ( i ~ ij .... -f- ~ V 0 - V f- j::: " , -----1 ( ) I cc: LLII ta I =» I l:a 11 316 " TYP 2'-1 38 " 10 18 " M1033BE MAINWALK ASSEMBLY RIGHT FLOAT LAYOUTSCALE 1 : 18 FLOAT4' X 8' X 16" FLOAT 3' X 6' X 16" FLOAT4' X 8' X 16"FLOAT4' X 8' X 16"FLOAT4' X 6' X 16" FLOAT 3' X 6' X 16" FLOAT 3' X 6' X 16" FLOAT 3' X 6' X 16" FLOAT 3' X 6' X 16" FLOAT 3' X 6' X 16" FLOAT 3' X 6' X 16" FLOAT 3' X 6' X 16" FLOAT 3' X 4' X 16" FLOAT 3' X 4' X 20" M1033BE MAINWALK ASSEMBLYLEFT FLOAT LAYOUT(LEFT FLOAT LAYOUT IS THE SAME AS THE RIGHT FLOAT LAYOUT BUT OPPOSITE HAND)SCALE 1 : 18 FLOAT3' X 4' X 16"FLOAT3' X 4' X 20" D C A B C D 45678 8 7 6 5 4 3 2 1 E F E F B OR I G I N A L R E L E A S E D A T E : PR O J E C T N A M E : DR A W I N G T I T L E : SH E E T : DO C K A N D G A N G W A Y M A N U F A C T U R E R : EN G I N E E R O F R E C O R D : 35 0 W A R D A V E . S U I T E 1 0 6 HO N O L U L U , H I 9 6 8 1 4 OF F I C E : ( 8 0 8 ) 2 3 7 - 4 5 0 4 IN F O @ B L U E W A T E R D O C K S . C O M NE W P O R T B E A C H C E N T R A L AV E . P U B L I C K D O C K M1 0 3 3 B E M A I N W A L K F L A O T L A Y O U T GA - 1 0 5/ 2 3 / 2 0 1 6 RE V I S I O N D A T E BY NO . A DL N R J o b N o . S 1 7 - 2 8 0 23 1 D SI Z E : JOB # S17-280, AS-BUILT DWGS 8/14/2017, Page 11 of 23 JJ ,?' . ~ ~ '-ll./ --' ~ 'JI/ _) --' ' V ~ ,v --L ./ r- ) ( ) I) ' ) I~ E s E _G: b) _G: ...£'.IQ _.c: b) -DD _J , ' --' _j_ _.c: Q_ , . , . , ' _{ D ~ ~ D , ' -' \.::f-/ ""' ·d/ '-ll./ 'JI/ ,· '.) 'JI/ 'JI/ -r- \ ._ ,...:) 'JI/ 'JI/ ") "1/ II I== µ,"" .. ;!:I/ ;!:I EJ I E SJ E s ~ / F'l'~'"li' l6 = ~ ~ r r _ill L'l , . ~ R1 ...l'.lL'l m m r-r-m m J_ .-' • I ...l'.lL'l " _ill m ·_l ~ ,...:) ~ '-~ 'JI/ ':.. -r- / --' f-/ '-'-_,, _/ ) I) (jJ l " l) I~ E s € \ -r .-:: ~ L., '.--~ _{_ P.i I • ' • I r11, .ill .I:::, ,\ r ...I rl1 _L__', D ,\ .L-' _L I ~ D _L__', ' I N j -) ,---- t 8 1316 " 2 14 " BWM 2"x9" EXTRUSIONCROSS SECTION VIEWMATERIAL: 6005-T5 AL 3 78 " 8 1516 " 3 116 " 4" BWM 4"x9" EXTRUSIONCROSS SECTION VIEWMATERIAL: 6005-T5 AL TYPICAL CROSS AND DIAGONAL MEMBER WELDING SCALE NTS 3" X 1.6 LB/FT CHANNEL (AA)DIAGONALS 3" X 1.6 LB/FT CHANNEL (AA)CROSS 4"x9" BWM EXTRUSION 1/4 TYPCROSS 1/4 TYPDIA 1/4 TYPDIA A A BB M1033BE TYPICAL WELD DETAILSSCALE 1 : 16 DIAGONALS 3" X 1.75 LB CHANNEL TYP CROSS MEMBERS 3" X 1.75 LB CHANNEL TYP 3" X 2" X 1/4" RECT. TUBE GUSSET6" X 6" X 1/4 TYP CROSS MEMBERS3" X 1.75 LB CHANNELTYP H-BEAM WITH NAILER4" X 9" BWM STD. STRAIGHTTYP 4" X 9" BWM STD. STRAIGHTTYP 4" X 9" BWMSTD. STRAIGHTTYP 5" X 1.75 LB CHANNELTYP 1/8 TYP1/8 1/8 TYP1/8 TYP SECTION A-A SCALE 1 : 8 H-BEAM WITH NAILER4" X 2" X 1/4" RECT TUBE TYP 3" X 2" X 1/4" RECT TUBE TYP 4" X 9" BWM STD. STRAIGHT TYP 4" X 1/4" FLAT BARTYP 1/8 1/8 TYP 1/4 1/4 TYP 1/8 1/8TYP 1/4 TYP SECTION B-B SCALE 1 : 8 4" X 1/4" FLAT BARTYP H-BEAM (NO LEGS) WITH NAILER TYP 4" X 9" BWM STD. STRAIGHTTYP 3" X 2" X 1/4" RECT TUBETYP 4" X 2" X 1/4" RECT TUBETYP (3" X 2" X 1/4" RECT TUBE) 1/8 1/8 TYP 3/16 3/16 TYP D C A B C D 45678 8 7 6 5 4 3 2 1 E F E F B OR I G I N A L R E L E A S E D A T E : PR O J E C T N A M E : DR A W I N G T I T L E : SH E E T : DO C K A N D G A N G W A Y M A N U F A C T U R E R : EN G I N E E R O F R E C O R D : 35 0 W A R D A V E . S U I T E 1 0 6 HO N O L U L U , H I 9 6 8 1 4 OF F I C E : ( 8 0 8 ) 2 3 7 - 4 5 0 4 IN F O @ B L U E W A T E R D O C K S . C O M NE W P O R T B E A C H C E N T R A L AV E . P U B L I C K D O C K GA - 1 1 5/ 2 3 / 2 0 1 6 RE V I S I O N D A T E BY NO . A DL N R J o b N o . S 1 7 - 2 8 0 23 1 D SI Z E : M1 0 3 3 B E T Y P I C A L W E L D D E T A I L S JOB # S17-280, AS-BUILT DWGS 8/14/2017, Page 12 of 23 r I \ L L \ ~ \ I " Ii \ ' IL ! 11 I/_ 1 I ~ / I V L , \ j \ /I_ \ /j_ ' \I I \ J L --1\ JL 1L _\ \ J j\ J L --1\ /j_ JL _\ \ ~ _/ L l \ JL jJ _\ \ ~ ,--- j\ jj_ ~ I' ~ IC I I Ii \ /I_ F" \ # \ 1 F jj_ ~ I I 1 /j_ V 1 \ Ll \ i\ / IL i\ \\ IL - i\ VI •_j \\ IL ~ I i\ JI '_] j\ I ' I JI ' \ _\,\ _L I _] \ ,--- \1 \ Ii_' \ /I_ I I \ f \ 1\ \ I I \ \ Ii \ ~ \ /i_ ~ I;; I \ G v ' [:::, V <, '-' V I L ___ --------------------11 -=-II--------------------□ ___ ----11 II IL=JI Q _________________________ ,,---,, ----:L JI o :,-,: I: :: +- t 14'-1 58 " 10'-1 58 " 4'-0" 8'-0" 9'-0" 1'-10" BUMPER OPENING FOR PG14SB 9'-8 916 " DECKING 3'-5 78 " DECKING M109BT MAINWALKRIGHT ASSEMBLYSCALE 1 : 18 15" BWM ALMAG CLEATFIBERFORCE DECK BOARD20X15" BWM ALMAG CLEAT THIS CLEAT WILL BE IN THIS LOCATION WHEN BOTH M109BT'S ARE BOLTED TOGETHER. 1'-10" BUMPER OPENING FOR PG14SB 4'-0" 8'-0" 9'-0" 9'-8 916 " DECKING 3'-5 78 " DECKING 14'-1 58 " 10'-1 58 " M109BT MAINWALKLEFT ASSEMBLY(MIRROR OF RIGHT ASSEMBLY)SCALE 1 : 18 FIBERFORCE DECK BOARD 20X15" BWM ALMAG CLEAT 1'-8" +/- D.L. FREEBOARD FOAM FILLED FLOATS M109BT MAINWALK LEFT WELDMENT ASSEMBLY RUBRAIL 5008 1'-8" +/- D.L. FREEBOARD A A B B FOAM FILLED FLOATS RUBRAIL 5008 M109BT MAINWALK RIGHT WELDMENT ASSEMBLY D C A B C D 45678 8 7 6 5 4 3 2 1 E F E F B OR I G I N A L R E L E A S E D A T E : PR O J E C T N A M E : DR A W I N G T I T L E : SH E E T : DO C K A N D G A N G W A Y M A N U F A C T U R E R : EN G I N E E R O F R E C O R D : 35 0 W A R D A V E . S U I T E 1 0 6 HO N O L U L U , H I 9 6 8 1 4 OF F I C E : ( 8 0 8 ) 2 3 7 - 4 5 0 4 IN F O @ B L U E W A T E R D O C K S . C O M NE W P O R T B E A C H CE N T R A L AV E PU B L I C PI E R MA I N W A L K 1 0 X 9 T R A N S I T I O N GA - 1 2 4/ 1 1 / 2 0 1 6 RE V I S I O N D A T E BY NO . A DL N R J o b N o . S 1 7 - 2 8 0 23 1 D SI Z E : JOB # S17-280, AS-BUILT DWGS 8/14/2017, Page 13 of 23 ~ ~ == I \ ~ r ~ == j ' . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . -- -- -. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . - . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . - - • • • • • • • • • • • • • • • • • • • • . . . . . I \ ) \ ) \ I .. r , '' , ' ' - .. a: Il l . 0 0 I L -- . I -----1 Ii == Ill • =» I .:a t M109BT MAINWALKLEFT ASSEMBLYBOTTOM VIEWSCALE 1 : 18 3X8X16 FLOAT 4X6X16 FLOAT 3X4X20FLOAT M109BT MAINWALK LEFT WELDMENT ASSEMBLY 3X4X16FLOAT M109BT MAINWALKRIGHT ASSEMBLY BOTTOM VIEW SCALE 1 : 18 M109BT MAINWALK RIGHT WELDMENT ASSEMBLY 3X4X20 FLOAT 4X6X16 FLOAT 3X4X16 FLOAT 3X4X16 FLOAT 3X8X16 FLOAT 4x4x20 FLOAT 3X4X16FLOAT 4x4x20FLOAT D C A B C D 45678 8 7 6 5 4 3 2 1 E F E F B OR I G I N A L R E L E A S E D A T E : PR O J E C T N A M E : DR A W I N G T I T L E : SH E E T : DO C K A N D G A N G W A Y M A N U F A C T U R E R : EN G I N E E R O F R E C O R D : 35 0 W A R D A V E . S U I T E 1 0 6 HO N O L U L U , H I 9 6 8 1 4 OF F I C E : ( 8 0 8 ) 2 3 7 - 4 5 0 4 IN F O @ B L U E W A T E R D O C K S . C O M NE W P O R T B E A C H C E N T R A L AV E P U B L I C P I E R MA I N W A L K 1 0 X 9 T R A N S I T I O N GA - 1 3 4/ 1 1 / 2 0 1 6 RE V I S I O N D A T E BY NO . A DL N R J o b N o . S 1 7 - 2 8 0 23 1 D SI Z E : JOB # S17-280, AS-BUILT DWGS 8/14/2017, Page 14 of 23 I t 14'-1 58 " 9'-0" AA M109BT MAINWALK WELDMENT ASSEMBLYRIGHT HAND WELDMENTSCALE 1 : 12 4" X 9" BWM STD. STRAIGHTTYP DIAGONALS3" X 1.75 LB CHANNELTYP CROSS MEMBERS3" X 1.75 LB CHANNELTYP GUSSET6" X 6" X 1/4TYP 4" X 9" BWMSTD. STRAIGHTTYP 4" X 9" BWM STD. STRAIGHTTYP 4" X 2" X 1/4" RECT. TUBETYP SUPPORTS3" X 1.75 LB CHANNELTYP H-BEAM WITH NAILERTYP 5" X 3.11 LB CHANNEL 1/8 1/8 TYP 3/16 TYP 3/16 TYP 1/8 1-6 1/8 1-6 TYP 4" X 2" X 1/4" RECT TUBETYP 4" X 9" BWM STD. STRAIGHTTYP 3" X 2" X 1/4" RECT TUBETYP 4" X 1/4" FLAT BARTYP H-BEAM WITH NAILER 1/4 1/4 TYP 1/8 1/8 TYP 1/4 1-4 1/4 1-4 TYP 1/4 TYP 0 " 3' - 1 0 1316 " 7' - 9 38 " 8 ' - 1 0 " 9 ' - 0 " SECTION EC-ECSCALE 1 : 12 CROSS MEMBERS3" X 1.75 LB CHANNELTYP 4" X 9" BWM STD. STRAIGHTTYP GUSSET6" X 6" X 1/4TYP 4" X 2" X 1/4" RECT TUBETYP 3" X 2" X 1/4" RECT TUBETYP 5" X 3.11 LB CHANNEL M109BT MAINWALK WELDMENT ASSEMBLYLEFT HAND WELDMENTMIRROR IMAGE OF RIGHT HAND WELDMENTSCALE 1 : 12 D C A B C D 45678 8 7 6 5 4 3 2 1 E F E F B OR I G I N A L R E L E A S E D A T E : PR O J E C T N A M E : DR A W I N G T I T L E : SH E E T : DO C K A N D G A N G W A Y M A N U F A C T U R E R : EN G I N E E R O F R E C O R D : 35 0 W A R D A V E . S U I T E 1 0 6 HO N O L U L U , H I 9 6 8 1 4 OF F I C E : ( 8 0 8 ) 2 3 7 - 4 5 0 4 IN F O @ B L U E W A T E R D O C K S . C O M NE W P O R T B E A C H CE N T R A L AV E P U B L I C P I E R MA I N W A L K 1 0 X 9 T R A N S I T I O N GA - 1 4 4/ 1 1 / 2 0 1 6 RE V I S I O N D A T E BY NO . A DL N R J o b N o . S 1 7 - 2 8 0 23 1 D SI Z E : JOB # S17-280, AS-BUILT DWGS 8/14/2017, Page 15 of 23 V I " " V ~ \ ~ ' / ji L_ I L " " ~--1 IL //_ J L r -IL --i\ <i> " ~ "' 1'1~ !,, 1 --,r- + + 'A :i J; + + + + t A A B B GW4_0X50_0PW GANGWAY WELDMENT ASSEMBLY(DECKING NOT SHOWN)SCALE 1 : 26 3" X 2" X 1/4"ANGLE (AA) HANDRAIL 1-1/2" SCH 40 PIPETYP CROSS MEMBERS3" X 1/8" SQ. TUBETYP 2" LG HANDRAIL BRACKETTYP STRINGERS2" X 2" X 1/4" ANGLETYP CHORD SPLICE (NOT SHOWN) TYP PIPE SCH 40 1/2" (HINGE LEAF)WITH ROUND ROD 3/8" (HINGE PIN) DIAGONAL MEMBERS2" X 1/4" SQ. TUBETYP 50'-0" 1'-6 1116 " SECTION A-ASCALE 1 : 26 FLAT BAR 6" X 3/8" PIPE SCH 40 1 1/2"TYP TOP CHORD 3" X 1/8" SQ. TUBE (AA) TYP 3" X 1/8" SQ. TUBE TYP VERTICALS AND DIAGONALS2" X 3/16" SQ. TUBETYP LOWER CHORD6" X 3" X 3/16" RECT. TUBETYP END MEMBERS3" X 1/8" SQ. TUBETYP 3" x 1" X 1/8" RECT. TUBETYP1/4" PLATETYP 3'-5 58 " HANDRAIL OPENING 4'-14 " 4'-6 14 " 4'-1 14 " 3 516 " 3 14 " GAP TYP 4'-6 34 " 3 34 " 1" MINI MESH DECKING 3'-0" 3'-6" A SECTION B-BSCALE 1 : 8 3" X 3" X 1/4" SQ. TUBE 1/4" PLATETYP 2" X 2" X 1/4" ANGLE TYP 1" X 3" X 1/8" RECT. TUBE TYP PIPE SCH 40 1 1/2" TYP 3" X 3" X 1/8" SQ TUBE TYP HANDRAIL BRACKET TYP 6" X 3" X 3/16" RECT. TUBE TYP 1/4" PLATE TYP DETAIL ASCALE 1 : 4 "M" CLIP WITH #12 FASTENER TYP GLOBALGRID MINI-MESH GRATING 1" THK. 4' X 12' SIZE, 40% OPEN AREA (GRAY) 2" X 2" X 1/4" ANGLETYP GW4_0X50_0PWF GANGWAY WITH 1" THK GLOBAL GRID MINI-MESH WEIGHT: 2551.0 LBS. D C A B C D 45678 8 7 6 5 4 3 2 1 E F E F B OR I G I N A L R E L E A S E D A T E : PR O J E C T N A M E : DR A W I N G T I T L E : SH E E T : DO C K A N D G A N G W A Y M A N U F A C T U R E R : EN G I N E E R O F R E C O R D : 35 0 W A R D A V E . S U I T E 1 0 6 HO N O L U L U , H I 9 6 8 1 4 OF F I C E : ( 8 0 8 ) 2 3 7 - 4 5 0 4 IN F O @ B L U E W A T E R D O C K S . C O M NE W P O R T B E A C H C E N T R A L AV E P U B L I C P I E R 50 ' x 4 ' G A N G W A Y W E L D M E N T A S S E M B L Y GA - 1 6 5/ 2 3 / 2 0 1 6 RE V I S I O N D A T E BY NO . A DL N R J o b N o . S 1 7 - 2 8 0 23 1 D SI Z E : JOB # S17-280, AS-BUILT DWGS 8/14/2017, Page 16 of 23 r - I I I ;f I ~ L I ;l -II ~ , II ' I --"-- r (/J I I / I , / / I I '\. '-I I / / I I '-"\. I I // ''-'-/ I I I Ff Ff Fl Ff F / Ff ./ // I I ''-I I // I I '' I I // I '-, ,. // // I I '-'-I I // I I '' I I // I I ''-I I // // I I '' I I // 11 '' 11 // I '' 11 // // I I '' I I // 11 '' 11 // I '' 11 // // I I , , I I / / 11 '\.'\. 11 // I "'-'II// I ~-J ~ J > /~ - / ~-(/J --r - -........ - [ - .I [ V ' - I - - -~ I --II [ .. / I / I / I I / / I I '\. '\. I I // I '-'-I I Ff Ff F Ff I I ''-I I // I '-' I I I I '-'-I I // I I '' I I I I '' I I // I '' 11 I I '' I I // I '-'-11 // I I , , I I / / I '-' 11 // I ~ - - -/ - .,,., ~ ,, ~ - - ,,-- ] ] - -- - I ~ _/ -\~ ------------------\-,1' t r I \\ V '\ \\ \\ // I I"\."-I I ;/II'-'\. Ff Ff Ff // I I '-' I I // I I ''- // I I ''-' I I // I I '-'- \ // 11 ~ '' I I // 11 '' \ \ 11 \. \ \ '-I I // 11 '-'- \ \ \ 11 '\.\\\ "-..'\,.II// 11 '-\ \ \ -I ~ - • _J ' V I '' 0 I a: ,,, Ii == ,,, =» • • .:a 3'-7 12 " 2'-3 12 " 2 58 " 1'-10" 1'-2" AA PG14SB PILE GUIDE ASSEMBLYSCALE 1:4 COMPOSITE BOARD (14" PILE COLLAR) UHMW RUB BLOCKTYP #12 COUNTERSUNK SCREW X 2-1/2" L TYP 6" X 3" X 1/4" RECT. TUBETYP 4" X 9" BWM STD. STRAIGHT 6" 2'-6 18 " 9 316 " SECTION A-A 3/4" PIN X 9" L WITHFLAT WASHER AND COTTER PINTYP COMPOSITE BOARD(14" PILE COLLAR) 3" PILE GUIDE ROLLER TYP PG14SB PILE GUIDE WELDMENT ASSEMBLY PG14SB PILE GUIDE ASSEMBLYISOMETRIC VIEWSCALE 1 : 8 D C A B C D 45678 8 7 6 5 4 3 2 1 E F E F B OR I G I N A L R E L E A S E D A T E : PR O J E C T N A M E : DR A W I N G T I T L E : SH E E T : DO C K A N D G A N G W A Y M A N U F A C T U R E R : EN G I N E E R O F R E C O R D : 35 0 W A R D A V E . S U I T E 1 0 6 HO N O L U L U , H I 9 6 8 1 4 OF F I C E : ( 8 0 8 ) 2 3 7 - 4 5 0 4 IN F O @ B L U E W A T E R D O C K S . C O M NE W P O R T B E A C H C E N T R A L AV E . P U B L I C K D O C K PG 1 4 S B P I L E G U I D E A S S E M B L Y GA - 1 5 08 / 0 5 / 2 0 1 6 RE V I S I O N D A T E BY NO . A DL N R J o b N o . S 1 7 - 2 8 0 23 1 D SI Z E : JOB # S17-280, AS-BUILT DWGS 8/14/2017, Page 17 of 23 r 0 ~ /0 r 0 I~ I I / "" 7 ' / rt ~~ I/ "' '11 L I I J:1 a I I I I I --+------ I ' ' 'L::f I tr _J + -- - I -,\ -~ U, L~ / I/ "' 0 I/ \ ~ I -~ / -c 0 (-- ~ - ( L ( @ ~ l ~ @ -) D C ' ' \ ' ~0 .□ - t A A B B GW4_0X50_0PW GANGWAY WELDMENT ASSEMBLY(DECKING NOT SHOWN)SCALE 1 : 26 3" X 2" X 1/4"ANGLE (AA) HANDRAIL 1-1/2" SCH 40 PIPETYP CROSS MEMBERS3" X 1/8" SQ. TUBETYP 2" LG HANDRAIL BRACKETTYP STRINGERS2" X 2" X 1/4" ANGLETYP CHORD SPLICE (NOT SHOWN) TYP PIPE SCH 40 1/2" (HINGE LEAF)WITH ROUND ROD 3/8" (HINGE PIN) DIAGONAL MEMBERS2" X 1/4" SQ. TUBETYP 50'-0" 1'-6 1116 " SECTION A-ASCALE 1 : 26 FLAT BAR 6" X 3/8" PIPE SCH 40 1 1/2"TYP TOP CHORD 3" X 1/8" SQ. TUBE (AA) TYP 3" X 1/8" SQ. TUBE TYP VERTICALS AND DIAGONALS2" X 3/16" SQ. TUBETYP LOWER CHORD6" X 3" X 3/16" RECT. TUBETYP END MEMBERS3" X 1/8" SQ. TUBETYP 3" x 1" X 1/8" RECT. TUBETYP1/4" PLATETYP 3'-5 58 " HANDRAIL OPENING 4'-14 " 4'-6 14 " 4'-1 14 " 3 516 " 3 14 " GAP TYP 4'-6 34 " 3 34 " 1" MINI MESH DECKING 3'-0" 3'-6" A SECTION B-BSCALE 1 : 8 3" X 3" X 1/4" SQ. TUBE 1/4" PLATETYP 2" X 2" X 1/4" ANGLE TYP 1" X 3" X 1/8" RECT. TUBE TYP PIPE SCH 40 1 1/2" TYP 3" X 3" X 1/8" SQ TUBE TYP HANDRAIL BRACKET TYP 6" X 3" X 3/16" RECT. TUBE TYP 1/4" PLATE TYP DETAIL ASCALE 1 : 4 "M" CLIP WITH #12 FASTENER TYP GLOBALGRID MINI-MESH GRATING 1" THK. 4' X 12' SIZE, 40% OPEN AREA (GRAY) 2" X 2" X 1/4" ANGLETYP GW4_0X50_0PWF GANGWAY WITH 1" THK GLOBAL GRID MINI-MESH WEIGHT: 2551.0 LBS. D C A B C D 45678 8 7 6 5 4 3 2 1 E F E F B OR I G I N A L R E L E A S E D A T E : PR O J E C T N A M E : DR A W I N G T I T L E : SH E E T : DO C K A N D G A N G W A Y M A N U F A C T U R E R : EN G I N E E R O F R E C O R D : 35 0 W A R D A V E . S U I T E 1 0 6 HO N O L U L U , H I 9 6 8 1 4 OF F I C E : ( 8 0 8 ) 2 3 7 - 4 5 0 4 IN F O @ B L U E W A T E R D O C K S . C O M NE W P O R T B E A C H C E N T R A L AV E P U B L I C P I E R 50 ' x 4 ' G A N G W A Y W E L D M E N T A S S E M B L Y GA - 1 6 5/ 2 3 / 2 0 1 6 RE V I S I O N D A T E BY NO . A DL N R J o b N o . S 1 7 - 2 8 0 23 1 D SI Z E : JOB # S17-280, AS-BUILT DWGS 8/14/2017, Page 18 of 23 r - I I I ;f I ~ L I ;l -II ~ , II ' I --"-- r (/J I I / I , / / I I '\. '-I I / / I I '-"\. I I // ''-'-/ I I I Ff Ff Fl Ff F / Ff ./ // I I ''-I I // I I '' I I // I '-, ,. // // I I '-'-I I // I I '' I I // I I ''-I I // // I I '' I I // 11 '' 11 // I '' 11 // // I I '' I I // 11 '' 11 // I '' 11 // // I I , , I I / / 11 '\.'\. 11 // I "'-'II// I ~-J ~ J > /~ - / ~-(/J --r - -........ - [ - .I [ V ' - I - - -~ I --II [ .. / I / I / I I / / I I '\. '\. I I // I '-'-I I Ff Ff F Ff I I ''-I I // I '-' I I I I '-'-I I // I I '' I I I I '' I I // I '' 11 I I '' I I // I '-'-11 // I I , , I I / / I '-' 11 // I ~ - - -/ - .,,., ~ ,, ~ - - ,,-- ] ] - -- - I ~ _/ -\~ ------------------\-,1' t r I \\ V '\ \\ \\ // I I"\."-I I ;/II'-'\. Ff Ff Ff // I I '-' I I // I I ''- // I I ''-' I I // I I '-'- \ // 11 ~ '' I I // 11 '' \ \ 11 \. \ \ '-I I // 11 '-'- \ \ \ 11 '\.\\\ "-..'\,.II// 11 '-\ \ \ -I ~ - • _J ' V I '' 0 I a: ,,, Ii == ,,, =» • • .:a 4'-10 34 " AB4_3CV2 ABUTMENT BRACKET WELDMENT ASSEMBLYALL COMPONENTS ARE MADE FROM A-36 STEEL HDGALL SURFACES IN CONTACT WITH CONCRETE WILL BE COATED IN BITUMASTIC 300M COAL TAR EPOXYSCALE 1 : 4 W9X17.5 LB1/4 1/4 TYP 4'-8 34 " 5 12 " TYP 4'-3 14 " 3/8" PLATE TYP #4 REBAR TYP 1'-1 38 " 1 116 " THRU TYP 30° TYP 8 78 " 1'-78 " 6" 9 1116 " 1/4 TYP AB4_3CV2 ABUTMENT BRACKET WELDMENT ASSEBLYISOMETRIC VIEWSCALE 1:4 D C A B C D 45678 8 7 6 5 4 3 2 1 E F E F B OR I G I N A L R E L E A S E D A T E : PR O J E C T N A M E : DR A W I N G T I T L E : SH E E T : DO C K A N D G A N G W A Y M A N U F A C T U R E R : EN G I N E E R O F R E C O R D : 35 0 W A R D A V E . S U I T E 1 0 6 HO N O L U L U , H I 9 6 8 1 4 OF F I C E : ( 8 0 8 ) 2 3 7 - 4 5 0 4 IN F O @ B L U E W A T E R D O C K S . C O M NE W P O R T B E A C H C E N T R A L AV E P U B L I C P I E R AB 4 _ 3 C V 2 A B U T M E N T B R A C K E T W E L D M E N T A S S E M B L Y GA - 1 7 08 / 0 5 / 2 0 1 6 RE V I S I O N D A T E BY NO . A DL N R J o b N o . S 1 7 - 2 8 0 23 1 D SI Z E : JOB # S17-280, AS-BUILT DWGS 8/14/2017, Page 19 of 23 A A A A A A 8 8 8 B r=i 8 r=i I I I I I I I I n n n ,-, n ,-, n I I I I I I I I I I I I I I ' ; ' ; ' ; ' ; '; ' ; ' ; e-----e- 0-----0- ~ ~ ~ ~ ~ --~ '-------+ I ~ / V ~ ~ -/ -~ ~ --~ r---r---~ ~ r---r---c-- I-I---I-I-I- t:: t:: c:: c:: t:: t:: t:: t 7 12 " 6 58 " 5 716 " 3 916 " 4" 1" LINK ASSEMBLYL3_5X4_0SCALE 1 : 1.5 ROUND BAR 1" X 7 1/2" LG SS ROUND BAR 1" X 6" LG SS COUTER PIN SS TYP FLAT WASHER 1" X 2" X 3/16" THK SSTYP FLAT WASHER 1" X 2" X 1/16" THK SS TYP 1/2" X 3" FLAT BAR 3" 6 34 " 1/2" X 3" FLAT BAR ROUND BAR 1" X 6" LG SS COTTER PIN SS TYP FLAT WASHER 1" X 2" X 1/16" THK SSTYP ROUND BAR 1" X 7 1/2" LG SS LINK ASSEMBLYL3_5X4_0ISOMETRIC VIEW SCALE 1 : 1.5 D C A B C D 45678 8 7 6 5 4 3 2 1 E F E F B OR I G I N A L R E L E A S E D A T E : PR O J E C T N A M E : DR A W I N G T I T L E : SH E E T : DO C K A N D G A N G W A Y M A N U F A C T U R E R : EN G I N E E R O F R E C O R D : 35 0 W A R D A V E . S U I T E 1 0 6 HO N O L U L U , H I 9 6 8 1 4 OF F I C E : ( 8 0 8 ) 2 3 7 - 4 5 0 4 IN F O @ B L U E W A T E R D O C K S . C O M NE W P O R T B E A C H C E N T R A L AV E P U B L I C P I E R L3 _ 5 X 4 _ 0 L I N K A S S E M B L Y GA - 1 8 5/ 2 3 / 2 0 1 6 RE V I S I O N D A T E BY NO . A DL N R J o b N o . S 1 7 - 2 8 0 23 1 D SI Z E : JOB # S17-280, AS-BUILT DWGS 8/14/2017, Page 20 of 23 j -j .________.,_ 11:a t 3'-11 12 " 3'-11 14 " 18 " TP4_0X1_3ASPTRANSITION PLATE WELDMENT ASSEMBLYSCALE 1 : 3 PLATE 1/4" THK FLAME SPRAY ALL COMPONENTS ON THIS SURFACE TO ADD "HEAVY" NON-SKID TEXTURE SCH 40 1/2" PIPEPIN 1/2" 3/16" COTTER PIN1 1/2" LG UHMW WEAR STRIP 1/4" CSK SCREW, X 1" LG WITH NYLOCK NUT AND WASHER. "TRIM EXCESS BOLT AS REQUIRED. 716 " TP4_0X1_3ASPTRANSITION PLATE WELDMENT ASSEMBLYISOMETRIC VIEW D C A B C D 45678 8 7 6 5 4 3 2 1 E F E F B OR I G I N A L R E L E A S E D A T E : PR O J E C T N A M E : DR A W I N G T I T L E : SH E E T : DO C K A N D G A N G W A Y M A N U F A C T U R E R : EN G I N E E R O F R E C O R D : 35 0 W A R D A V E . S U I T E 1 0 6 HO N O L U L U , H I 9 6 8 1 4 OF F I C E : ( 8 0 8 ) 2 3 7 - 4 5 0 4 IN F O @ B L U E W A T E R D O C K S . C O M NE W P O R T B E A C H C E N T R A L AV E P U B L I C P I E R TP 4 _ 0 X 1 _ 3 S P T R A N S I T I O N P L A T E GA - 1 9 5/ 2 3 / 2 0 1 6 RE V I S I O N D A T E BY NO . A DL N R J o b N o . s 1 7 - 2 8 0 23 1 D SI Z E : JOB # S17-280, AS-BUILT DWGS 8/14/2017, Page 21 of 23 r I I I @ (Q) @ @ (g) @ @ I © @ I - \_ 0 \_ 0 La - - t 3'-11 14 " 3'-6 1316 " 3'-3" TRANSITION PLATE ASSEMBLYTP4_0X3_7PPSCALE 1 : 5 1/4" THK PLATEFLAME SPRAY ALL COMPONENTS ON THIS SURFACE TO ADD "HEAVY" NON-SKID TEXTURE UHMW WEAR STRIP 1/4" CSK SCREW, X 1" LG WITH NYLOCK NUT AND WASHER. "TRIM EXCESS BOLT AS REQUIRED. 1/2" AL. PIN ANGLE 2" X 2" X 1/4" THK SCH 40 1/2" PIPE TYP 3/16" COTTER PIN 1 1/2" LG TRANSITION PLATE ASSEMBLYTP4_0X3_7PPISOMETRIC VIEWSCALE 1 : 5 SQR TUBE 1" x 0.125" THK TYP D C A B C D 45678 8 7 6 5 4 3 2 1 E F E F B OR I G I N A L R E L E A S E D A T E : PR O J E C T N A M E : DR A W I N G T I T L E : SH E E T : DO C K A N D G A N G W A Y M A N U F A C T U R E R : EN G I N E E R O F R E C O R D : 35 0 W A R D A V E . S U I T E 1 0 6 HO N O L U L U , H I 9 6 8 1 4 OF F I C E : ( 8 0 8 ) 2 3 7 - 4 5 0 4 IN F O @ B L U E W A T E R D O C K S . C O M NE W P O R T B E A C H C E N T R A L AV E P U B L I C P I E R TP 4 _ 0 X 3 _ 7 P P T R A N S I T I O N P L A T E A S S E M B L Y GA - 2 0 5/ 2 3 / 2 0 1 6 RE V I S I O N D A T E BY NO . A DL N R J o b N o . S 1 7 - 2 8 0 23 1 D SI Z E : JOB # S17-280, AS-BUILT DWGS 8/14/2017, Page 22 of 23 7 @ @ @ ' ' ' " ' ' ' " ~ ~ @ @ @ @ @ @! ~ - r I @ ' ' ' ' ' ' @ @ \ \_ @ ( ) @ C □ t I a: Il l ~- ; I I I .. =» -•I : .:a 4'-11 14 " 4'-0" 316 " THRU 82 5/16" TYP 5'-4" BEARING PLATE ASSEMBLYBP4_7X4_0SSCALE 1 : 6 1/4" THK PLATE ANGLE (AS) 2" X 2" X 1/4" THKTYP UHMW WEAR STRIP TYP 2 14 " 1/4" COUNTERSUNK SCREW X 1"LONK WITH NYLOCK NUT. TRIM EXCESS SCREW BEYOUND NUT. TYP. BP4_7X4_02BEARING PLATE ASSEMBLYISOMETRIC VIEWSCALE 1 : 6 D C A B C D 45678 8 7 6 5 4 3 2 1 E F E F B OR I G I N A L R E L E A S E D A T E : PR O J E C T N A M E : DR A W I N G T I T L E : SH E E T : DO C K A N D G A N G W A Y M A N U F A C T U R E R : EN G I N E E R O F R E C O R D : 35 0 W A R D A V E . S U I T E 1 0 6 HO N O L U L U , H I 9 6 8 1 4 OF F I C E : ( 8 0 8 ) 2 3 7 - 4 5 0 4 IN F O @ B L U E W A T E R D O C K S . C O M NE W P O R T B E A C H C E N T R A L AV E P U B L I C P I E R BP 4 _ 7 X 4 _ 0 S B E A R I N G P L A T E A S S E M B L Y GA - 2 1 5/ 2 3 / 2 0 1 6 RE V I S I O N D A T E BY NO . A DL N R J o b N o . 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SUITE 106HONOLULU, HI 96814OFFICE: (808) 237-4504INFO@BLUEWATERDOCKS.COM NEWPORT BEACH CENTRAL AVE DOCK 50' x 4' GANGWAY WELDMENT ASSEMBLY FB-MOD 5/26/2016 REVISION DATE BYNO. 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If -l. ; ; I\ I I ,-I I / ; ; ; ; ; ; I ; i 7 I I I \ \ I \ f \ \ (\ ✓ \ \ \ \ \ \ \ I I \ I ---+ 3" 3" 38 " 34 " 1 116 " 1 12 " 1 12 " 34 " GANGWAY HANGING EAR (x1)SCALE 1 : 2 6 58 " 6 78 " 34 " 3 34 " 4° 3" 3" 38 " 1 12 " 1 12 " 34 " 34 " GANGWAY HANGING EAR (x1) SCALE 1 : 2 2 78 " 2 58 " 1 34 " 34 " 4° 2 1516 " 14 " 2 12 " 1'-1316 " 6 1316 " 6" 6" 6 58 " 2 12 " 4° 2 1516 " UPPER AND LOWER SPLICE BLOCK PLATES (x2)SCALE 1 : 2 THIS END INSERTS INTO EAR THIS END INSERTS INTO GWY 2" 1'-1316 " 1 116 " DRILLED AFTER WELDING 6 58 " 1" 1" 14 " 3" INSIDE FISH PLATE (x1)SCALE 1 : 2 6 78 " 3" 1 116 " DRILLED AFTER WELDING 14 " 3" OUTSIDE FISH PLATE (x1)SCALE 1 : 2 14 " INTERNAL SPLICE BLOCK PLATES (x2)SCALE 1 : 2 1 116 " DRILLED AFTER WELDING 2 78 " 3" 14 " 3" OUTSIDE FISH PLATE (x1)SCALE 1 : 2 2 78 " 6" 6" 2 58 " 8 1316 " 2 12 " 2 12 " 4° 2 1516 " 716 " UPPER AND LOWER SPLICE BLOCK PLATES (x2)SCALE 1 : 2 14 " 2 1516 " 3" 2 58 " 1 116 " DRILLED AFTER WELDING 3" 14 " INSIDE FISH PLATE (x1)SCALE 1 : 2 8 1316 " 14 " 2" INTERNAL SPLICE BLOCK PLATES (x2)SCALE 1 : 2 LEFT GANGWAY HANGING EAR RIGHT GANGWAY HANGING EAR D C A B C D 45678 8 7 6 5 4 3 2 1 E F E F B OR I G I N A L R E L E A S E D A T E : PR O J E C T N A M E : DR A W I N G T I T L E : SH E E T : DO C K A N D G A N G W A Y M A N U F A C T U R E R : EN G I N E E R O F R E C O R D : 35 0 W A R D A V E . S U I T E 1 0 6 HO N O L U L U , H I 9 6 8 1 4 OF F I C E : ( 8 0 8 ) 2 3 7 - 4 5 0 4 IN F O @ B L U E W A T E R D O C K S . C O M NE W P O R T B E A C H C E N T R A L AV E D O C K 50 ' x 4 ' G A N G W A Y W E L D M E N T A S S E M B L Y FB - M O D - 2 5/ 2 6 / 2 0 1 6 RE V I S I O N D A T E BY NO . A DL N R J o b N o . S 1 7 - 2 8 0 23 1 D SI Z E : -t~-. --l - -I~ ' / ' I ' ' ' - - -l \ \ J_ F======:r:::::i _ri_ _ _j (/) - -r '-------------1 -f- I ' - -it-- ' ' ' ' ' ' ' ' '' ,A_ ' ' VJ ' ' ' ' ' ' ' ' ' ' ' ' __ j_~r-----r-----------------------------~ ---------~----~ -it-- 1 I (/) - - - - -t=-- l -1-- - -- - j C - --+----F======I:J t_ _ _j (/) - : : C- ' '-- I ' -, - - (/) - -it-----r _J --7-+_j ______ 1 __ ' ' ' ' ' ' ' ' J-[--,A - ' ' VJ ' ' ' ' i i ~ ' ' ' ' ' ' ' ' ' ' __ J._L I -,-------,--- i- ________ L ___ L__ ----1 $----++--------- ,----,-- ~ ~ • • • • BLUEWATER MARINE & DOCK SPECIALTIES October 6, 2017 Jorge Tomas Associated Pacific Constructors, Inc. 10520 Kenney St, Santee, CA 92071 PHONE: (808) 237-4504 FAX: (808) 237-4545 Email: info@bluewaterdocks.com Website: Bluewaterdocks.com LIMITED WARRANTY Re: Job S17-280 Central Avenue Floating dock and Gangway Bluewater Marine and Dock Specialties, Inc. warrants that its product will be free from defects in materials and workmanship for a period of ten (10) year from the date of its delivery to the project site. This warranty does not extend to equipment not originally manufactured by Bluewater Marine. The manufacturers of such equipment provide their own warranties from which the buyer may benefit insofar as said warranties permit. Bluewater Marine gives this warranty subject to the following limitations: 1. The Buyer shall promptly notify Bluewater Marine in writing within the warranty period of any defect; 2. Repair or replacement, at Bluewater Marine's option, for breach of this warranty shall be the exclusive remedy available to the Buyer; 3. The total liability of Bluewater Marine to the Buyer shall not exceed the total amount invoiced and paid for the Product; 4. Bluewater Marine has been paid in full for the Product; 5. The Product has been properly installed and maintained in accordance with Bluewater Marine's directions and specifications, and has not been subject to any site conditions beyond specified design criteria; 6. The buyer is performing inspection as per maintenance manual and complies with such instructions; 7. Bluewater Marine assumes no liability for any deficiency or damage resulting or arising from: Normal wear and tear; Any repair, alteration or modification of the Product where such repair, alteration or modification has not been performed by Bluewater Marine or one of its authorized re presentatives, or has not been expressly authorized by Bluewater Marine; Any intentional or unintentional use or event-including but not limited to, any weather or wave conditions-that exceeds the design criteria for the Product; Any errors or omissions in the plans or information provided to Bluewater Marine by the Buyer or by any third party acting on the Buyers behalf. This warranty is in lieu of all other warranties, expressed or implied, including, but not limited to, implied warranties of merchantability and/or fitness for a particular purpose. Bluewater Marine shall not be liable for incidental or consequential damages. Billy Elatm, General Manager BLUEWATER MARINE & DOCK SPECIALTIES 10520 Kenney St, Santee, CA 92071 PHONE: (808) 237-4504 FAX: (808) 237-4545 Email: info@bluewaterdocks.com Website: Bluewaterdocks.com Thank you for purchasing our premium BWM 'Bluewater' floating dock system. Our aluminum framed dock system is engineered to provide long term reliable performance with very little maintenance required. However, even the best designed and strongest built docks still require proper care and safety in their usage. The following serves to inform you, as the owner/user, the basic safety and maintenance recommendations. Safety: 1) Do not use the dock if there are visible signs of damage or danger prevalent. 2) Do not weld or otherwise modify the dock without specific approval by BWM. 3) Do not install any docking accessories without notification and approval of BWM . 4) Do not exceed the specified loads. 5) Do not leave objects on dock surface as this can cause tripping hazard and possible injury. 6) Docks should not be used in an electrical storm. 7) Do not allow swimming around or under the dock. 8) No galvanized or steel items should be added to dock in any way. Maintenance: 1) Periodic cleaning of surfaces. As with any item in the harsh marine environment, docks also get salty and dirty from normal weather and use. A simple hosing off with water and scrubbing of decking surface as well as any dock appurtenances such as dock boxes, and power pedestals, etc. will allow boaters to enjoy the docks with a nice clean appearance. 2) Periodic inspections should be done to include the following; The following components make up the Bluewater floating dock system and over the lifetime of the dock will require the following maintenance; 1. Decking The primary decking is Fiberforce Embossed 5/4x6 deck boards made from recycled HOPE. This material will gray with time and requires very little maintenance other than periodic washingjust for aesthetics. It will not burn, but if enough heat is applied it can melt, such as barbeque coals, etc ... in which case the deck board should be removed and replaced. It will not splinter or cup and should provide 25 years of good appearance and usage. The decking is attached to the aluminum dock frame with #10 stainless steel deck screws. Th ese walking surfaces should be smooth and free of any trip hazards. Make sure all deck screws are sufficiently flush to deck. When removing any deck board, care should be given to replace exact board back in the exact position so screws will line back up to their respective holes. Should a board need to be replaced then new holes will need to be pre drilled into deck board and aluminum dock frame with 7 /32" drill bit. Screws are a T-20 Torx head driver. 2. Utility Trough Cot1ers. 3. Cleats. Cleats are 12" & 15" cast aluminum bollard style, thru bolted through the sliding track in the dock frame with 1/2" x 1-3/4" stainless steel bolts. Should a cleat break for any reason then the cleat can be replaced by removing the bolts with a 5/16" hex alien socket. Replace the broken cleat and reinstall the 1/2" bolts back into the track nuts. Be sure to use TEFGEL anti- seize lubricant in the bolt before re-installing. No other maintenance required. It is a common practice to use chain for mooring dock lines to cleats. This should not be allowed with this system as the chain will on corrode and rust all over the cleat and cause unnecessary wear on the cleat. This dock floats and boats will not need the chain as the dock will be riding up with the boat in rough conditions. 4. Floats. Floats are standard commercial grade foam filled polyethylene encased float drums. These are attached with 3/8" x 3" stainless steel lag bolts bolted to dock frame. These floats require no maintenance. Should a float get punctured by a propeller or other device, then the foam inside will only absorb a minimal amount of sea water and should not require replacement unless it is extremely damaged. Growth on the float is common and will not affect the float. In extreme cases it may cause the dock to slowly lose some free board but this should be very minimal. 5. UHMW Pile Guide Rub Blocks and Plates. UHMW rub blocks are used to interface the dock frame with the concrete piles and allow the dock to freely move with wave and tidal movements while remaining securely moored. These blocks are held in place with two 1/2" x 5-1/2" stainless steel hex bolts. Over time, the rub blocks are going to wear down until there is insufficient padding between the pile and aluminum dock frame. An annual inspection should be completed of all rub blocks and plates. Replacing worn blocks requires removal of the #12 x 2-1/2 deck screws securing the HDPE cover panel using a #3 square drive bit. Lift the cover panel to expose the blocks. Use a 3/4" hex socket and wrench to remove the 1/2" x 5-1/2" hex bolt. Lift the worn rub block vertically and replace it with a new rub block. Re-fasten the 1/2" hex bolts (making sure to use TEFGEL anti-seize) and re-install the HDPE cover panel. 6. Banding (Fascia) 7. Rub rail. Entire perimeter of dock is protected by non-marring PVC rub rail attached to banding which is pre-installed into the aluminum side rail of the dock. This is the most abused component of the dock system as boats will come into contact with this bumper entering and exiting the slip. They will also tend to rub on it as the boat is tied in the slip. This contact will not cause any damage to the rub fender however it is important to check periodically for wear in high use areas. Should the rub fender be warn or damage, sections of the fender can be replaced and re-packed into the aluminum dock side rail. 8. Hinge bleeks. 9. Sea FleK Aneher System. 10. Aluminum Dock Frame. The last and perhaps most significant component is the aluminum structural frame. There is no maintenance required, but it is recommended that vigilance is exerted so that boaters and other dock users do not attach any unauthorized materials to the dock. Things like galvanized cleats, or other types of steel items should especially not be permitted. Only high grade 316 stainless steel fasteners should be used with any types of add-on's to the docks such as dock boxes, fish cleaning stands, etc. Thank you and enjoy your new dock! Bluewater Marine & Dock Specialties 10/6/2017 Care & Maintenance for ipe decking and exotic hardwood http://www.eastteak.com/all-resources/care/1/2 Care & Maintenance Home All Resources Care & Maintenance Deck Cleaning and Maintenance Consumer Expectations Care for All Wood Floors Periodic cleaning with simple soap and water and a sti brush will keep your deck looking new. Pressure washers are not recommended. Using a pressure washer can have a sand blasting eect and tear wood bers, causing a course and uneven surface. A simple garden hose with a spray nozzle should be sucient. If you need to remove aged or failing stains or nishes, use a good commercial cleaner designed for hardwoods, such as Woodrich Brand EFC-38. Use of a cleaning and brightening two-part system, such as Messmer’s Part A ( Cleaner and Part B ) Brightener, or Woodrich’s EFC-38 Wood Deck and Siding Cleaner/Stripper and Citralic Wood // Teak Ipe Millwork Decking Siding Exotic Lumber Domestic Lumber Certied Hardwoods Resources Care & Maintenance Ipe Decking Installation Instructions & Tips Data Sheets Environment Fastener Information Teak Ipe Millwork Decking Siding Exotic Lumber Domestic Lumber Certied Hardwoods Resources Projects & Inspiration Blog For Pros Contact Us  Q f in w a g+ (Y <p a V V V V V V V 0 0 0 0 II 10/6/2017 Care & Maintenance for ipe decking and exotic hardwood http://www.eastteak.com/all-resources/care/2/2 Deck and Siding Restorer. These 2-part products will return silver/gray wood to its near-original color. Solid color stains (if you can’t see the wood under the stain) should be removed using a stripper such as Woodrich Brand HD- 80. Follow all manufacturers’ instructions for applying cleaners and brighteners. Share this page  Glossary of Wood and Woodworking Terms FAQ All Resources Projects & Inspiration Blog For Pros Contact Us © 2015 East Teak Fine Hardwoods. Trademarks and brands are the property of their respective owners. About Us Privacy Contact Us facebook Twitter Links 0 0 V D C ID EAS T tlTEA ~ \ FINE HARDWOODS, I NC , II                     GUARDRAIL  WALKWAY PLAN - RAILING LAYOUT -- - - - - RS RS SCALE: 38" = 1'-0" 104'-6" 1 ' - 9 " 9 " 4'-718" 6' - 5 " 2'-11" 2 E Q . S P A C E S (≈ 3 ' - 2 12") 1 ' - 4 1 2" 41 2" 51 3 1 6 " 21 EQ. SPACES (≈ 4'-1112") 4'-4316"3" 33 1 6 " E RUN ARUN B RUN D RU N C A AA A A A A A C A A A A A A A A A B AA A DB 5916" 414" 5'-23 4" 412" P1 P2 E1 A1 -- - - - - RS RS A -- - - - - RS RS A -- - - - - RS RS A -- - - - - RS RS A 912" TYPICAL ISOMETRIC VIEW D1 A1 D9 A1 BUTTON TERMINAL D7 A1 D2 A1 D3 A1 D5 A1 D8 A1 TOGGLE TERMINAL D4 A1 D6 A1 DOUBLE-POST CORNER NOTE: THE SIZE AND SPACING OF ANCHORS SHALL BE REVISED AS NECESSARY PER FINAL GUARDRAIL CALCULATIONS BY THE CONTRACTOR EXCEPT THE MIN. EMBEDMENT INTO THE CONCRETE SHALL NOT BE LESS THAN 4". TYPICAL ELEVATION VIEW 60" MAX. POST SPAN (SPREADER NOT REQUIRED FOR SPANS LESS THAN 3') Ø18" SS CABLES FINISH FLOOR 4" SPHERE SHALL NOT PASS THRU 3" O . C . ( T Y P . ) 2516 " BOTTOM RAIL 34" SQ. CABLE SPREADER TYPICAL SECTION VIEW 42 " M I N . H E I G H T F R O M F I N I S H F L O O R NOTE: 11 CABLES FOR 42" SYSTEM WITH BOTTOM RAIL 4" SPHERE SHALL NOT PASS THRU FINISH FLOOR 36 15 16 " T O P O F F I N I S H P O S T TO C E N T E R O F R C B H O L E S 3 4" SQ. CABLE SPREADER SERIES 300X TOP RAIL SERIES 300X TOP RAIL Ø18" SS CABLES 38" SS THREADED ANCHOR ROD (BY OTHERS)912" 4 ½" M I N . STD. POST, FIELD TRIM HEIGHT AS NECESSARY TO ASSURE LEVEL TOP RAIL. TRIM BOTTOM ONLY (BEFORE ATTACHING TO BASE PLATE) (6 EA.) (4 EA.) VINYL BUTTON CAP (4 EA.) D1 TYP. SURFACE MOUNT CONNECTION D6 TYP. TOP RAIL CORNER CONNECTION (DOUBLE POST) 110° SPLICE PLATES (2 EA.) STD. POST #14 X 34" SS TRUSS HEAD SCREW (4 EA.) #10 X 34" SS TEK SCREWS (12 EA.)NOTE: DOUBLE-POST BASE PLATE CONNECTION SIMILAR SERIES 300X TOP RAIL D3 TYP. TOP RAIL INLINE CONNECTION #10 X 3 4" SS TEK SCREW (4 EA.) #14 X 34" SS TRUSS HEAD SCREW (4 EA.) X BRACKETS (2 EA.) STD. POST SERIES 300X TOP RAIL D4 TYP. TOP RAIL SPLICE CONNECTION STD. POST 2 34" X 4" SPLICE PLATE (1 EA.) #10 X 34" SS TEK SCREW (4 EA.) SERIES 300X TOP RAILS SERIES 300X END PLATE (1 EA.) SERIES 300X TOP RAIL #12 X 34" SS FLAT HEAD SCREW (2 EA.) D2 TYP. TOP RAIL END CONNECTION #10 X 34" SS TEK SCREW (4 EA.) X BRACKET. FIELD DRILL FLANGES FOR #10 SCREWS (1 EA.) #14 X 34" SS TRUSS HEAD SCREW (2 EA.) STD. POST #10 X 3 4" SS TEK SCREW (8 EA.) D5 TYP. TOP RAIL CORNER CONNECTION Ø34" ROUND PICKET (1 EA.) INSERT INSIDE OF POST AFTER CABLE IS INSTALLED BUT NOT TENSIONED. POST 'D' ONLY STD. POST #14 X 34" SS TRUSS HEAD SCREW (3 EA.) LEFT HAND X BRACKET - CLIP CORNER @ GROOVE, FIELD DRILL FLANGES FOR #10 SCREWS (1 EA.) RIGHT HAND X BRACKET - CLIP CORNER @ GROOVE, FIELD DRILL FLANGES FOR #10 SCREWS (1 EA.) SERIES 300X TOP RAILS D9 TYP. BUTTON TERMINAL END CONNECTION BUTTON TERMINAL HEAD (1 EA.) CABLE ASSEMBLY SEQUENCE: 1 PULL CABLE THROUGH END POST AS TIGHTLY AS POSSIBLE, MAKING SURE CABLE IS TIGHT THROUGH ANY CORNER POSTS AS WELL. 2. MARK AND CUT CABLE AT THE POINT IT ENTERS LAST POST. 3. ATTACH THE THREADED TERMINAL TO END OF CABLE WITH SWAGING TOOL (2-3 CRIMPS). 4. PASS CABLE WITH TERMINAL BACK THROUGH END POST AND INSTALL, BUT NOT TIGHTEN THREADED TERMINAL ON END OF THREADED END. 5. MAKE SURE THAT THE FIRST CABLE IS INSTALLED PROPERLY THEN REPEAT STEPS 1-4 WITH ALL CABLES. 6. TENSION CABLES AFTER THE INFILL HAS BEEN INSTALLED. START WITH THE CENTER CABLES AND WORK OUTWARDS TOWARDS TOP AND BOTTOM CABLES. TENSION ALL CABLES EVENLY, AND SMALL AMOUNTS AT A TIME. CABLES ARE PROPERLY TENSIONED WHEN END POST JUST STARTS TO BOW. D8 TYP. FLIP TOGGLE END CONNECTION Ø18" SS CABLE Ø14" SS FLIP TOGGLE (1 EA.) STD. POST D7 TYP. CABLE SPREADER CONNECTION 34" SQ. PICKET STD. INFILL #10 X 3 4" SS TEK SCREW #10 X 34" SS TEK SCREW BOTTOM RAIL 1. CUT STD. INFILL AND BOTTOM RAIL TO FIT BETWEEN POSTS. 2. FIELD DRILL HOLE FOR #10 SCREW ON THE MIDDLE OF STD. INFILL AND ON BOTTOM RAIL. 3. INSTALL CABLE SPREADER (34" SQ. PICKET) TO STD. INFILL AND BOTTOM RAIL USING TWO (2) #10 X 34" SS TEK SCREWS AS SHOWN. THIS COMPLETES THE CABLE SPREADER ASSEMBLY. 4. INSTALL RCBs TO THE POST USING TWO (2) #10 X 1 12" SS TEK SCREWS AS SHOWN. 5. SNAP INFILL OF CABLE SPREADER ASSEMBLY UNDER THE TOP RAIL. 6. SECURE BOTTOM RAIL OF CABLE SPREADER ASSEMBLY TO THE RCBs USING TWO (2) #10 X 34" SS TEK SCREWS PER RCB AS SHOWN. #10 X 3 4" SS TEK SCREW STD. POST CABLE SPREADER ASSEMBLY RCB #10 X 1 12" SS TEK SCREW Ø18" SS CABLE 4 12" LONG SS THREADED TERMINAL (1 EA.) PULL C A B L E TIGHT CUT C A B L E ½" FRO M H E R E ½" E1 CLOSURE PANEL ELEVATION VIEW (OTHER PANEL SIMILAR) 42 " RAMP Ø18" SS CABLES SERIES 300X TOP RAIL 4" SPHERE SHALL NOT PASS THRU FABRICATED CLOSURE PANEL 19" 39 11 16 " 2516 " MARK ANY REVISIONS OR ALTERATIONS IN RED INK AND RETURN TO HANSEN ARCHITECTURAL SYSTEMS. IF THERE ARE NO REVISIONS AND THE CLIENT HAS VERIFIED ALL INFORMATION AS ACCURATE. CLIENT SIGNOFF, DATE AND RETURN SIGNED COPY AND FABRICATION WILL BEGIN. X DATE: GENERAL NOTES: 1. HANSEN IS NOT A WATERPROOFING CONTRACTOR / CONSULTANT. IF THIS PROJECT REQUIRES THE PENETRATION OF AN EXISTING WATERPROOF SURFACE, WE SUGGEST THAT YOU INVOLVE YOUR WATERPROOFING CONTRACTOR / CONSULTANT TO ENSURE THE LONG-TERM EFFECTIVENESS OF SUCH AN INSTALLATION. HANSEN WILL TAKE ALL PRECAUTIONS TO AVOID WATER ISSUES, BUT DOES NOT WARRANT THE SYSTEM AGAINST WATER INTRUSION. 2. ALL INSTALLATION AND PRODUCT QUESTIONS SHOULD BE ADDRESSED TO HANSEN ARCHITECTURAL SYSTEMS PROJECT MANAGER AT: TEL - 503.356.0959 FAX - 503.356.8478 3. ENGINEERING OF GUARDRAILS / HANDRAILS DOES NOT WARRANT, EITHER EXPRESSLY OR IMPLIED, THE STRUCTURAL INTEGRITY OF THE SUBSTRATE TO WHICH OUR RAILING IS ATTACHED. 4. SEE PAGE F1 FOR PART PROFILES, PARTS LIST & FABRICATION. INSTALLATION NOTE: TOP RAIL AND INFILL MUST BE INSTALLED PRIOR TO TENSIONING THE CABLES. INFILL SNAPS INTO BOTTOM OF TOP RAIL AFTER TOP RAIL IS INSTALLED TO THE POSTS. FOR MORE DETAILS AND A SIMILAR CABLE RAILING INSTALLATION VIDEO, PLEASE VISIT THE FOLLOWING SITE: http://www.aluminumrailing.com/residential/cable-railing-installation NOTE: LAYOUT IS BASED ON BEST MEASUREMENTS AVAILABLE AT TIME OF DRAWING CREATION. FIELD VERIFY ALL DIMENSIONS AND ADJUST AS NECESSARY TO FIT EXISTING CONDITIONS. NOTE: APPLICABLE BUILDING CODES VARY BY JURISDICTION. IT IS THE CUSTOMERS RESPONSIBILITY TO VERIFY RAILING IS COMPLIANT WITH LOCAL CODES PRIOR TO AUTHORIZING MANUFACTURE. WEEP HOLES FOR POSTS: UNDER CERTAIN CONDITIONS WATER CAN ENTER THE POSTS IN THE ALUMINUM RAILING AND WINDSCREEN SYSTEMS. IN COLDER CLIMATES, THE WATER CAN FREEZE, DAMAGING THE POSTS. PROVIDE A WEEP HOLE MADE WITH A 14" DRILL BIT, ELONGATED SLIGHTLY BY MOVING THE BIT SIDE TO SIDE WHILE DRILLING THE HOLE. THE WEEP HOLE NEEDS TO BE WITHIN 12" OF THE BOTTOM OF THE POST IN A BASE PLATE MOUNTED SYSTEM. = POST TAG- = TOGGLE = CABLE RUN LEGEND: = TOP RAIL SPLICE (APPROXIMATE) RS RS I I I INSTALLATION NOTE: ANTI-SEIZE MUST BE APPLIED ON THE THREADED TERMINAL TO PREVENT SEIZING WHILE TIGHTENING. DATE ISSUED 5500 SE ALEXANDER ST. HILLSBORO, OR 97123 P. 503.356.0959 F. 503.356.8478 WWW.ALUMINUMRAILING.COM REVISIONSHEET POWDER COATED BY: FABRICATED BY: PROJECT MANAGER: PRODUCTION CHECKOFF DATE REV DESCRIPTION DATE PROJECT NAME CLIENT INFORMATION PROJECT SPECIFICS RAIL HEIGHT & TYPE A.F.F. - LEVEL: RAIL HEIGHT & TYPE A.F.F. - STAIRS: MOUNTING TYPE & SURFACE: RAIL INFILL TYPE: PACKING, LONG PARTS: PACKING, SMALL PARTS: PHOTOS TAKEN: YES: NO: CUSTOM FAB NOTES & BACKORDER NOTES INITIALS CHECKED BY: DRAFTED BY: SHOP DESIGN SHIPPING ADDRESS PROJECT COLOR HANSEN INSTALL: YES: NO: INSTALLED BY: DUE DATE: SHIPPING CONTAINER INFORMATION TYPE SIZE WEIGHT lbs. lbs. SHIPPING CARRIER CARRIER: SHIP DATE: PRO #: VERIFIED BY: lbs. lbs. SHOP MATERIAL RELEASE: (LOCAL PICKUPS) SIGNATURE: LOCAL PICKUPS CAN NOT BE RELEASED WITHOUT THIS BOX SIGNED OFF. I HEREBY SIGNOFF ON THE ACCURACY OF THE PARTS LIST AGAINST MATERIALS RECEIVED. ANY DISCREPANCY SHORTAGES OR QUESTIONS TO BE ADDRESSED AT THE TIME OF PICKUP. HANSEN NOT RESPONSIBLE FOR MATERIAL SHORTAGES AFTER MATERIAL HAS LEFT OUR PLANT PRINT NAME:DATE: WORK ORDER STICKER CENTRAL AVE. PUBLIC DOCK CABLE RAILING ASSOCIATED PACIFIC CONSTRUCTORS, INC. (949) 258-4410 NEWPORT BEACH, CA JORGE TOMAS - jtomas@associatedpacific.com 42" / SERIES 300X N/A SURFACE TO CONCRETE CABLE CLEAR ANODIZED, CLASS 1 JORGE TOMAS NEWPORT BEACH, CA (949) 258-4410 jtomas@associatedpacific.com 08/07/17 A1 of 1 4 #17229 1 REVISED MOUNTING 07/21/17 07/17/17 JLG 07/10/17 TH = BUTTON TERMINAL 2 REVISED PER MARK-UPS 07/26/17 3 CLOSURE PANELS ADDED 08/01/17 4 WALKWAY ADJUSTMENT 08/07/17 50# PRETENSION 200# PRETENSION 225# PRETENSION 225# PRETENSION Edward C. Robison, PE 10012 Creviston DR NW Gig Harbor, WA 98329 253-858-0855, Fax 253-858-0856 SEALED 11 AUG 2017 I I I I I 3/a" SS HEX NUT (4 EA_ -BY OlHERS) 121½" ID SS BUTTON CAPWASHER #14X1¾"SS RATHEADSCREW I 0 001 0 I---+-" . . ~ . ~ . . I . . . . \_ "..( , I , C , 0___; I I I I I 0 ",:;. '-.. , ~ I Oo I t > • 5" XS" BASE PLATE (1 EA_) NEOPRENE GASKET (1 EA_ -OPTIONAL) 3/a" SS THREADED ANCHOR ROD (4 EA_ -BY OTHERS) I I I \ • _/ I \ rl I I I I I < ,- \ ' , ,-, ..... . • I \ ' , _/ I I ~ T -~ I I I I I -----........_ ---... ........._ ~ ~ " ,_ ' \ ' , ,-' I. ; _J I " • @ 0 --' I I 0 WOl'ILO~C LASS ALUMINUM. RAILIN G HANSEN ARCHI TEC TURA L S Y S T E M S , I N C. □ □ □ □ PART PROFILES 212" 516 " STD. INFILL 23 8" 238" STD. POST 5" 5" BASE PLATE 3" 2316 " SERIES 300X TOP RAIL 3 4" 3 4" SQ. PICKET BOTTOM RAIL 11116" 111 16 " 1" 1" 112" RAIL CONNECTION BLOCK (RCB) PQTYLENGTHNAMEIMAGEPART# PARTS LIST INFILL, STD.20-02 7FULL STOCK (20') BASE PLATE, 5" X 5" X 38"04-02 29 SCREW, FLAT HEAD, #12 X 3 4" SS16-07 6(END PLATE TO TOP RAIL) SCREW, FLAT HEAD, #14 X1 3 4" SS16-08 200(BASE PLATE TO POST) WASHER, BUTTON CAP, 3 8" ID, SS16-26 136 SPLICE PLATE, 2 3 4" X 4"08-18 5 NEOPRENE GASKET, 5" X 5"38-06 29 46" 1 46" 1 A B C D E 146" PICKET, Ø3 4" ROUND30-03 144" X BRACKET, LEFT08-01 27 X BRACKET, RIGHT08-02 27 SCREW, TRUSS HEAD, #14 X 3 4" SS, TEK16-14 120(X BRACKET TO POST) SCREW, PAN HEAD, #10 X 3 4" SS, TEK16-12 370(GENERAL USE) 36-06 SERIES 300X TOP RAIL 7FULL STOCK (20') END PLATE, SERIES 300X14-06 2 RUN C 12'-0"11 RUN D 10'-0"11 BUTTON CAP, VINYL, SILVER16-33 136 SCREW, PAN HEAD, #10 X1 12" SS, TEK16-11 120(RCB TO POST) ANTI-SEIZE LUBRICANT, NICKEL-GRAPHITE10-20 1 FLIP TOGGLE, SS, 18" CABLE (10-29 44FACTORY SWAGED) CABLE, Ø18" SS (F.TOGGLE 1 END)10-01 RUN A 57'-0"11 RUN B 56'-0"11 POST, STD. (PRE-DRILLED)32-02 46" 24 46" 2 BUTTON TERMINAL HEAD, SS, 14" (18" CABLE)10-23 44 THREADED TERMINAL, SS, 14"-20 X 4 12" (18" CABLE)10-02 44 CUST.BASE PLATE, 110° CORNER, DOUBLE POST 1 BOTTOM RAIL, STD.06-02 7FULL STOCK (20') PICKET, 34" SQ. (CABLE SPREADER)30-01 2436" RAIL CONNECTION BLOCK (RCB), STD., 1"08-09 54 CUST.NEOPRENE GASKET, 110° CORNER 1 CUST.2SPLICE PLATE, 110° CUST.CLOSURE PANEL (SEE F1) 1 1 P1 P2 PRE-DRILLED POSTS FABRICATION 3516" 46" (FIELD TRIM THIS END ONLY) 407 8" FIELD CUT (FIELD VERIFY) 3" O . C . (1 1 H O L E S ) 0" DRILLED CABLE HOLE (SEE CHART) STD. POST A B C D TYPE TAG QTY HOLE SIZE & TYPE 24 Ø316", THRU 4 (1) Ø38" - BUTTON HEAD (2) Ø932" - BUTTON TERM. 1 Ø932", OPPOSITE SIDES 1 Ø9 32", ADJACENT 1 Ø9 32", ADJACENT 1 2 E Ø3 4" ROUND PICKET 5" 4916 " 47 16 " 49 16" 5 " 110 ° 3" 4" QTY: 1 110° DOUBLE-POST BASE PLATE QTY: 2 110° SPLICE PLATE FABRICATION 11 2"11 2" 2 3 4"2 3 4" 110° 0" 318" 36" QTY: 24 PRE-DRILLED CABLE SPREADER CABLE HOLE (Ø316"), THRU 34" SQ. PICKET 3" O . C . (1 1 H O L E S ) 3916" 46" (FIELD TRIM THIS END ONLY) 3" O . C . (1 1 H O L E S ) 0" CORNER CABLE HOLE, Ø9 32", ADJACENT STD. POST STD. POST BUTTON TERMINAL HOLE, Ø38", THIS SIDE, Ø932", OPPOSITE SIDE WELDED JOINT BOTTOM RAIL WELDED JOINT 3916" 3" O . C . (1 1 H O L E S ) 0" 19" POST O.C. 1658" WELDED JOINT WELDED JOINT 38116" POST SERIES 300X TOP RAIL WELDED JOINT SERIES 300X TOP RAIL SERIES 300X TOP RAIL 30 " 211116" SERIES 300X END PLATE QTY: 1 EA. CLOSURE PANELS FABRICATION 3916" 46" (FIELD TRIM THIS END ONLY) 3" O . C . (1 1 H O L E S ) 0" CORNER CABLE HOLE, Ø932", ADJACENT STD. POSTSTD. POST BUTTON TERMINAL HOLE, Ø38", THIS SIDE, Ø932", OPPOSITE SIDE WELDED JOINT BOTTOM RAIL WELDED JOINT 3916" 3" O . C . (1 1 H O L E S ) 0" 19" POST O.C. 165 8" WELDED JOINT WELDED JOINT 38116" POST SERIES 300X TOP RAIL WELDED JOINT SERIES 300X TOP RAIL SERIES 300X TOP RAIL 16 " 211116" SERIES 300X END PLATE P1 P2 MARK ANY REVISIONS OR ALTERATIONS IN RED INK AND RETURN TO HANSEN ARCHITECTURAL SYSTEMS. IF THERE ARE NO REVISIONS AND THE CLIENT HAS VERIFIED ALL INFORMATION AS ACCURATE. CLIENT SIGNOFF, DATE AND RETURN SIGNED COPY AND FABRICATION WILL BEGIN. X DATE: NOTE: POSTS SUPPLIED LONG. FIELD TRIM TO HEIGHT REQUIRED. TOPS OF POSTS MUST BE LEVEL. DATE ISSUED 5500 SE ALEXANDER ST. HILLSBORO, OR 97123 P. 503.356.0959 F. 503.356.8478 WWW.ALUMINUMRAILING.COM REVISIONSHEET POWDER COATED BY: FABRICATED BY: PROJECT MANAGER: PRODUCTION CHECKOFF DATE REV DESCRIPTION DATE PROJECT NAME CLIENT INFORMATION PROJECT SPECIFICS RAIL HEIGHT & TYPE A.F.F. - LEVEL: RAIL HEIGHT & TYPE A.F.F. - STAIRS: MOUNTING TYPE & SURFACE: RAIL INFILL TYPE: PACKING, LONG PARTS: PACKING, SMALL PARTS: PHOTOS TAKEN: YES: NO: CUSTOM FAB NOTES & BACKORDER NOTES INITIALS CHECKED BY: DRAFTED BY: SHOP DESIGN SHIPPING ADDRESS PROJECT COLOR HANSEN INSTALL: YES: NO: INSTALLED BY: DUE DATE: SHIPPING CONTAINER INFORMATION TYPE SIZE WEIGHT lbs. lbs. SHIPPING CARRIER CARRIER: SHIP DATE: PRO #: VERIFIED BY: lbs. lbs. SHOP MATERIAL RELEASE: (LOCAL PICKUPS) SIGNATURE: LOCAL PICKUPS CAN NOT BE RELEASED WITHOUT THIS BOX SIGNED OFF. I HEREBY SIGNOFF ON THE ACCURACY OF THE PARTS LIST AGAINST MATERIALS RECEIVED. ANY DISCREPANCY SHORTAGES OR QUESTIONS TO BE ADDRESSED AT THE TIME OF PICKUP. HANSEN NOT RESPONSIBLE FOR MATERIAL SHORTAGES AFTER MATERIAL HAS LEFT OUR PLANT PRINT NAME:DATE: WORK ORDER STICKER CENTRAL AVE. PUBLIC DOCK CABLE RAILING ASSOCIATED PACIFIC CONSTRUCTORS, INC. (949) 258-4410 NEWPORT BEACH, CA JORGE TOMAS - jtomas@associatedpacific.com 42" / SERIES 300X N/A SURFACE TO CONCRETE CABLE CLEAR ANODIZED, CLASS 1 JORGE TOMAS NEWPORT BEACH, CA (949) 258-4410 jtomas@associatedpacific.com 08/07/17 F1 of 1 4 #17229 1 REVISED MOUNTING 07/21/17 07/17/17 JLG 07/10/17 TH 2 REVISED PER MARK-UPS 07/26/17 3 CLOSURE PANELS ADDED 08/01/17 4 WALKWAY ADJUSTMENT 08/07/17 SEALED 11 AUG 2017 Edward C. Robison, PE 10012 Creviston DR NW Gig Harbor, WA 98329 253-858-0855, Fax 253-858-0856 I 91 0 ~ ~ ~ &' ~ 4-. 0 I l r r r ~ r ~--, ; .. L. ,) I 0 0 0 0 0 V ' I I'--_ 0 I 0 0 ---------.. 0 l,r 0 I -----..___ ~ '--,,. I/ ~ I 0 I .. 0 I 0 I I I I □ $ 0 Ep 0 I I: : 0 ~ ~o I ~o I l \ ~ \_ 0 0 0 0 0 I 0 - - r -cf3 \_ I I ' D ✓--, l'-.,j - n i;i I I . _,,,,-I g I -i,,r I □ ~ 0 .a::: \E:: ,, □ C:, □ ~ 1 I ~ I I I = I 1 T I \ I ' ' !! 0 0 - I I 0 0 0 0 0 0 0 I I \ I I I I I I I I I ES c. l?o .. 'tl> 0 . C 65883 Z - Cf;.\.'fi 1-- I-- 1-- I-- I-- 1-- I-- 1-- ~l~ WOl'ILO~C LASS ALUMINUM. RAILIN G HANSEN A RCHI T EC T URA L S Y S T E M S. I N C. □ □ □ □ 25 July 2017 Hansen Architectural Systems 5500 SE Alexander ST Hillsboro, OR 97124 SUBJ: CVR CABLE RAIL CENTRAL AVE. PUBLIC DOCK NEWPORT BEACH, CA The project is proposing installing a Series 300X aluminum frame with horizontal cable infill to construct guard rails. The railing is an engineered system designed for the following criteria: The design loading conditions are: On Top Rail: Concentrated load = 200 lbs any direction, any location. Uniform load = 50 plf perpendicular to rail. On In-fill Panels: Concentrated load = 50# on one sf. Distributed load = 25 psf on area of in-fill, including spaces. Wind load: V3S = 110 mph ASD (190 mph ult.) exposure D, Kzt = 1.0. Seismic: Ss = 0.24 Refer to IBC Section 1607.7.1 for loading. The railing system will meet all applicable requirements of the 2012 and 2015 International Building Codes as adopted in the 2013 and 2016 California Building Codes. Item Page Guard Loads 2 Cable Infill 3 - 8 Posts and Anchorage 9 - 12 Top Rail and Insert 13 - 16 Bottom Rail 17 Picket/spreader 18 Edward Robison, P.E. EDWARD C. ROBISON, PE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com Sealed 31 July 2017 Newport Central Ave Public Dock Cable Infill Guards Page of 2 18 LOAD CASES: Dead load = 5 plf for 42” rail height or less. Total height above base plate = 42” Maximum post spacing used on this project: 5’-0” Loading: Horizontal load to top rail from in-fill: 25 psf*H/2 Post moments Mi = 25 psf*H*S*H/2 = = 12.5*S*H2 M = 12.5*5’*3.52 = 765.6’# = 9,188”# For top rail loads: Mc = 200#*H Mu = 50plf*S*H (not applicable to private residence) M = 200*42” = 8,400”# or M = 50plf*5’*42” = 10,500”# For wind load surface area: Solid area: A = 11*0.125+1.75”+2.88” + 1.75” = 7.755” full height: ϵ = s/h= 7.755/42 = 0.185 < 0.7 therefore open sign/lattice work wind case applies. qh = 0.00256*0.85*1.0*1.03*1102*1 = 27.1 F = qhGCfAs = 27.1*0.85*1.8*7.755/12 = 26.8 plf Mw = 27.1*0.185*3.5’2*0.55*5’*12” = 2,027”# Wind load is trivial on a cable rail system. Seismic loads are trivial on cable rail system because of very small dead loads. EDWARD C. ROBISON, PE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com Newport Central Ave Public Dock Cable Infill Guards Page of 3 18 STAINLESS STEEL CABLE IN-FILL:NOTE: Typical post spacing check for 5’ o.c. maximum spacing. Cable railing- Deflection/ Preload/ Loading relationship Cable Strain = ∈= Cta • L A•E Ct = Ctl + Cta Cti = installation tension Cta = ∈EA = Cable tension increase from loading L From cable theory Ct = l•p for concentrated load 4Δ To calculate allowable load for a given deflection: Calculate ∈ = [[(l/2)2 + Δ2]1/2 •2 –l] Then calculateCta = ∈AE L Then calculateCt = Ctl + Cta Then calculate load to give the assumed Δ for concentrated load P = Ct4Δ l For uniform load – idealize deflection as triangular applying cable theory Ct = Wl2 8Δ EDWARD C. ROBISON, PE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com S: MAX. 5' O.C. SPACING POSTS ... f " I MAX. 3 FT. O.C. SPACING VERTICAL SPACER I/ I; II,. I pIDTE: SEE SEPARATE TOP RAIL CALCS / ~ I I ,. " ~ 'I■-■-■ " "' ,1 11'\Jl , 'A II AH tao: H -i -Q~01'1NECT£M------NOTE:-SEE _, _ -------~~~ruD-/- FITTING 0JStFitr00R SEPARATE BOTTO M NOTE: SEE SEPARATE RAILCALCS POST CALCULATIONS ,..~_C_a_b_le_a_n_c-1-f o,,..._ ~-~-~_ ..... ]..,.~/-~ ~-~...,..-L ..... l -----t------~ Cable anchored i f/2 I l Newport Central Ave Public Dock Cable Infill Guards Page of 4 18 Solving for W = Ct 8 Δ l2 See spreadsheet pages based on 54.5’ maximum cable length and 3” clear cable spacing. Cable rail loading requirements Guardrail components 25 psf over entire area IBC 1607.7.1.2 Components 50 lbs Conc. load over 1 sf Application to cables -Uniform load = 25 psf •3” = 6.25 plf 12” -Concentrated load 1 sf 3 cables minimum 50/3 = 16.7 lbs on 4” sphere Produces 8.63 lb upward and downward on adjacent cables. Deflection – since cables are 3” O.C. and maximum opening width = 4” Δall = 4” – (3- 3/16) = 1 3/16” Cable Strain: ε = σ/E and ΔL = L ε ΔL = L(T/A)/E = L(T/0.0276 in2)/27 x 106 psi Maximum cable free span length = 60”/2-2.375” = 27.625” Additionally Cable should be able to safely support 200 lb point load such as someone standing on a cable. This is not a code requirement but is recommended to assure a safe installation. Cable strength = 1,869# EDWARD C. ROBISON, PE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com 12 " S Q U A R E 50# 4" BALL LOAD = 50 = 16.7# 12/4 16.7# Px = 16.7/2 = 8.33# Py = tan46*8.33 = 8.63# Px = 8.33# Py = -8.63# 46° =.2 9 0 3. 4 5 5 4" Diam Ball Newport Central Ave Public Dock Cable Infill Guards Page of 5 18 Run A Increase pretension to 225#Post strength; Maxx = 15,937”#; Mayy = 14,216 #” allowable moment. End post reinforcement is not required. Verify cable strength: Fy = 110 ksi øTn = 0.85*1,869# = 1,589# Ts = øTn/1.6 = 1,589#/1.6 = 993# > 501# (200# load with 200# pretension load) cable strength okay. Maximum post moment from 200# load: M = 501*36”/4 = 4,509”#: since concentrated load will reduce tension from adjacent cables due to post deflection it won’t cause significantly higher post moment than uniform load does. EDWARD C. ROBISON, PE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com Cable Deflection Calculations Cable= 1/8" dia (area in2)= 0.0123 Modulus of Elasticity (E, psi)= 27000000 Cable Strain = Lct/(AE)=Additional strain from imposed load Ing Cable installation load (lbs)= 225 Total Cable Length (ft)= 54.5 Cable free span (inches)= 27 .625 Calculate Strain for a given displacement (one span) Delta (in) Strain (in) Ct net {lb) ct tot (lbs) Cone. Load (lb) Uniform load (plf) 0.22 0.0035 1.79 226.79 7.25 6.30 0.25 0.0045 2.30 227.30 8.23 7.15 0.49 0.0176 8.93 233.93 16.70 14.51 0.50 0.0181 9.19 234.19 16.95 14.73 0.75 0.0407 20.66 245.66 26.68 23.18 1.00 0.0723 36.72 261.72 37.90 32.92 2.00 0.2881 146.29 371.29 107.52 93.41 2.76 0.5442 276.34 501.34 200.00 173.76 End Post Cable Loading Number of Cables 11 Clear Distance (in) 36 Distributed Load (pll) 68.75 Distributed Load W/ infill Id (pli) 71.48 Post Moments (in-lb): Cable Tension: 11137.50 W/infillload: 11579.70 Newport Central Ave Public Dock Cable Infill Guards Page of 6 18 Run B Increase Pretension to 225#!Post strength; Maxx = 15,937”#; Mayy = 14,216#” allowable moment. End post reinforcement is not required. Verify cable strength: Fy = 110 ksi øTn = 0.85*1,869# = 1,589# Ts = øTn/1.6 = 1,589#/1.6 = 993# > 510# (200# load with 200# pretension load) cable strength okay. Maximum post moment from 200# load: M = 510*36”/4 = 4,590”#: since concentrated load will reduce tension from adjacent cables due to post deflection it won’t cause significantly higher post moment than uniform load does.
 EDWARD C. ROBISON, PE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com Cable Deflection Calculations Cable = 1/8" dia (area in2)= Modulus of Elasticity (E, psi)= 0.0123 27000000 Cable Strain = LCt/(AE)=Additional strain from imposed loading Cable installation load (lbs)= 225 Total Cable Length (ft)= 51.3 Cable free span (inches)= 27.625 Calculate Strain for a given displacement (one span) Delta (In) Strain (in) Ct net (lb) Ct tot (lbs) Cone. Load (lb) Uniform load (plf) 0.22 0.0035 1.90 226.90 7.25 6.30 0.25 0.0045 2.44 227.44 8.23 7.15 0.49 0.0175 9.45 234.45 16.70 14.51 a.so 0.0181 9.76 234.76 17.00 14.77 0.75 0.0407 21.95 246.95 26.82 23.30 1.00 0.0723 39.01 264.01 38.23 33.21 2.00 0.2881 155.42 380.42 110.17 95.71 2.71 0.5272 284.42 509.42 200.00 173.76 End Post Cable Loading Number of Cables 11 Clear Distance (in) 36 Distributed Load (pli) 68.75 Distributed Load W/ infill Id (pli) 71.64 Post Moments (in-lb): Cable Tension: 11137.50 W/ Infill load: 11605.23 Newport Central Ave Public Dock Cable Infill Guards Page of 7 18 Run C Lower Pretension to 50#!Post strength; Maxx = 15,937”#; Mayy = 14,216#” allowable moment. Corner post experience biaxial bending: 7300”#/15,937”#+7300”#/14,216#”=0.97 OK but pretension higher than 50# will over stress corner post. End post reinforcement is not required. Allowable cable deflection = (4”-3”+0.125”)/2 = 0.5625”>0.54” OK Verify cable strength: Fy = 110 ksi øTn = 0.85*1,869# = 1,589# Ts = øTn/1.6 = 1,589#/1.6 = 993# > 689# (200# load with 200# pretension load) cable strength okay. Maximum post moment from 200# load: M = 689*36”/4 = 6,201”#: since concentrated load will reduce tension from adjacent cables due to post deflection it won’t cause significantly higher post moment than uniform load does.
 EDWARD C. ROBISON, PE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com cable Deflection calculations cable = 1/8" dia (area in2)= 0.0123 Modulus of Elasticity (E, psi)= 27000000 cable Strain= lCt/(AE)=Additional strain from imposed loading cable installation load (lbs) = SO Total cable length (ft)= 8.667 cable free span (inches)= 19.06 calculate Strain for a given displacement (one span) Delta (in) Strain (in) Ct net (lb) Ct tot (lbs) Cone. load (lb) Uniform load (plf) 0.25 0.0066 20.94 70.94 3.72 4.69 0.30 0.0094 29.86 79.86 5.00 6.30 a.so 0.0262 83.71 133.71 14.03 17.67 0.54 0.0305 97.48 147.48 16.70 21.03 0.75 0.0589 188.18 238.18 37.49 47.21 1.00 0.1046 334.15 384.15 80.62 101.51 1.38 0.2000 638.54 688.54 200.00 251.84 2.00 0.4152 1325.81 1375.81 577.46 727.13 End Post Cable loading Number of cables 11 Clear Distance (in) 36 Distributed load (pli) 15.28 Distributed load W/ infill Id (pli) 45.06 Post Moments (in-lb): cable Tension: 2475.00 W/ infill load: 7300.09 Newport Central Ave Public Dock Cable Infill Guards Page of 8 18 Run D 200# pretension OK !Post strength; Maxx = 15,937”#; Mayy = 14,216#” allowable moment. End post reinforcement is not required. Verify cable strength: Fy = 110 ksi øTn = 0.85*1,869# = 1,589# Ts = øTn/1.6 = 1,589#/1.6 = 993# > 756# (200# load with 200# pretension load) cable strength okay. Maximum post moment from 200# load: M = 756*36”/4 = 6,804”#: since concentrated load will reduce tension from adjacent cables due to post deflection it won’t cause significantly higher post moment than uniform load does.
 EDWARD C. ROBISON, PE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com Cable Deflection Calculations Cable= 1/8" dia (area ln2)= 0.0123 Modulus of Elasticity (E, psi)= 27000000 Cable Strain = LCt/(AE)=Additional strain from Imposed loading Cable installation load (lbs)= 200 Total Cable Length (ft)= 12 Cable free span (inches)= 27 .625 Calculate Strain for a given displacement (one span) Delta (in) Strain (in) Ct net (lb) Ct tot (lbs) Cone. Load (lb) Uniform load (plf) 0.24 0.0041 9.54 209.54 7.25 6.30 0.25 0.0045 10.43 210.43 7.62 6.62 0.48 0.0169 38.90 238.90 16.70 14.51 0.50 0.0181 41.73 241.73 17.50 15.20 0.75 0.0407 93.85 293.85 31.91 27.72 1.00 0.0723 166.75 366.75 53.10 46.14 1.83 0.2409 555.57 755.57 200.00 173.76 2.00 0.2881 664.41 864.41 250.33 217.48 End Post Cable Loading Number of Cables 11 Clear Distance (in) 36 Distributed Load (pli) 61.11 Distributed Load W/ infill Id (pli) 73.00 Post Moments (In-lb): Cable Tension: 9900.00 W/ infill load: 11825.77 Newport Central Ave Public Dock Cable Infill Guards Page of 9 18 SIX SCREW POST – 2-3/8” Square Post Strength 6005-T5 or 6061-T6 Post -Area 1.1482” Ixx = 0.9971 in4 Iyy = 0.8890 in4 Sxx = 0.8388 in3 Syy = 0.7482 in3 rxx = 0.9319 in ryy = 0.8799 in J = 0.986 in k ≤ 1 for all applications Allowable bending stress ADM Table 2-21 Ftb = 19 ksi S1 = LB SC = LB • 0.726 = 1.551 LB 0.5√[ Iy J] 0.5*√[0.889•0.986] for LB ≤ 146 = 94.1” → FCB = 21 ksi 1.551 for LB > 94.1” FCB= 2.39–0.24(1.551LB)1/2 Strong axis bending (typically perpendicular to rail) Mall = 0.8388 • 19ksi = 15,937 #” = 1,328.1’# Weak axis bending (typically parallel to rail) Mall = 0.7482 • 19ksi = 14,216 #” = 1,184.65’# EDWARD C. ROBISON, PE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com 0.1000"-~- 0.2130" -"fl'"-t----1.9500" ----i o co r--C") N Ne w p o r t C e n t r a l A v e P u b l i c D o c k C a b l e I n fi l l G u a r d s P a g e o f 10 18 SI X S C R E W CO N N E C T I O N T O B A S E P L A T E Sc r e w e m b e d m e n t l e n g t h i n t o t h e s c r e w s l o t s i s ad e q u a t e t o d e v e l o p t h e f u l l s c r e w t e n s i o n s t r e n g t h . Ta = 2 , 2 9 3 # p e r s c r e w Va = 9 1 7 # p e r s c r e w Vde s = 6 * 9 1 7 = 5 , 5 0 2 # li m i t i n g s h e a r l o a d o n p o s t s o t h a t s c r e w s h e a r s t r e s s do e s n ’ t r e d u c e t h e a l l o w a b l e t e n s i o n : V0. 2 = 0 . 2 * 5 , 5 0 2 # = 1 , 1 0 0 # Al l o w a b l e m o m e n t o n t h e p o s t s b a s e d o n s c r e w te n s i o n s t r e n g t h : St r o n g a x i s b e n d i n g - Mba s e = 3 s c r e w s * 2 , 2 9 3 # * 2 . 3 8 ” = 1 6 , 3 7 2 ” # > 15 , 9 3 7 ” # 6 s c r e w c o n n e c t i o n w i l l d e v e l o p t h e f u l l p o s t s t r e n g t h . We a k a x i s b e n d i n g - Mba s e = 2 s c r e w s * 2 , 2 9 3 # * 2 . 3 8 ” + 2 s c r e w s * 0 . 5 * 2 , 2 9 3 # * 2 . 3 8 ” / 2 + = 1 3 , 6 4 3 ” # ≤ 1 4 , 2 1 6 ” # 6 s c r e w c o n n e c t i o n w o n ’ t d e v e l o p t h e f u l l p o s t s t r e n g t h f o r w e a k a x i s b e n d i n g . LI M I T I N G P O S T M O M E N T S F O R S I X S C R E W C O N N E C T I O N : ST R O N G A X I S B E N D I N G M A = 1 5 , 9 3 7 ” # = 1 , 3 2 8 . 1 ’ # WE A K A X I S B E N D I N G M A = 1 3 , 6 4 3 ” # = 1 , 1 3 6 . 9 ’ # ED W A R D C . R O B I S O N , P E 10 0 1 2 C r e v i s t o n D r N W Gi g H a r b o r , W A 9 8 3 2 9 25 3 - 8 5 8 - 0 8 5 5 / F a x 2 5 3 - 8 5 8 - 0 8 5 6 el r o b i s o n @ n a r r o w s . c o m 4.375" 2.28" .8125" 1.3125" 5" .375" Cp Ts Cb Tb H Newport Central Ave Public Dock Cable Infill Guards Page of 11 18 BASE PLATE MOUNTED TO CONCRETE Base plate mounted to concrete with 3/8” wedge anchor with 3” effective embedment. Determine strength according to ACI 318-14 Chapter 17. 
 EDWARD C. ROBISON, PE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com Baseplate Concrete Anchor Strength Calculate strength according to ACI 318·14 Chapter 17. Assumed Values hel Cal ca2 2.625 Ca3 12 Spacing cast or Post Bsplate Wdth cone Depth (In) 3.75 Post 5 12 ,~ oa 3 0.375 Cac fc 1 3000 4.125 Imposed loads: T (lbs) V (lbs) M (ln~bs) 0 250 10500 1.Shef Ca min 4.5 2.625 Concrete Breakout Strength: Anc Anco 114.75 81 11/ed,N 11/c,N 0.875 Nb Ncbg 11/cp,N 1 4838.28482 5997.45722 Side Face Breakout Strength: Ave Avco 218.742188 182.882813 11/ed,V 11/c,V 11/h,V 1 1 1 1 Vb Vcbg 5728.12626 6851.28827 Pryout Strength: Kcp 2 Vcpg 11994.9144 Kc ca4 12 12 Cracked/Uncracl<ed Cracked 17 Newport Central Ave Public Dock Cable Infill Guards Page of 12 18 Stainless Steel wedge anchors- 3/8” x 4” anchor Redhead Trubolt ESR 2427 or ESR 2251 Simpson Wedge-All Hilti Kwik-bolt TZ ESR1917 EDWARD C. ROBISON, PE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com Area calcs: Anc Ave Segment: w B H 1 4.5 4.5 9.5625 2 3.75 3 4.5 4.5 Total: 9 12.75 9.5625 To find allowable tension load multiply by cp=0.65 and divide by 1.6 to convert to ASD level loading All tens 2436.467 To find allowable tension load multiply by cp=0.7 and divide by 1.6 to convert to ASD level loading AIIV 2997.43862 Tension caused by moment T= 2400 Interaction: Check interaction, V/Va+T/Ta<l.2 V/Va+T/Ta= 1.06843738 Anchor Adequacy: PASS w 9.5625 3.75 9.5625 22.875 Newport Central Ave Public Dock Cable Infill Guards Page of 13 18 Top rail 300X Wall thickness t = 0.09375” min. Allowable stresses ADM Table 2-24 FCb → L/ ry = (72 – 2 3/8” – 2.1”) = 59.4 line 11 1.137 Based on 72” max post spacing FCb = 16.7 – 0.073(59.4) = 12.36 ksi Mall horiz = 12.36ksi • (0.656) = 8,111”# Vertical loads shared with bottom rail For vertical load → bottom in tension top comp. Fb = 18 ksi line 3 Fc = 18 ksi line 16.1 Mall vert = (0.309in4) • 18 ksi = 5,562”# Allowable loads Horizontal → uniform → W= 8,111 • 8 = 12.5 #/in = W = 150 plf 722 PH = 4 • 8,111 = 451 # 72 Vertical → W = 5,562 • 8 = 5.6 #/in = 103 plf (Top rail alone) 722 P = 5,562 • 4 = 309 # 72
2 3/16 3 Area: 0.761 sq in Perim: 17.924 in Ixx: 0.347 in^4 Iyy: 0.984 in^4 Kxx: 0.675 in Kyy: 1.137 in Cxx: 1.124 in Cyy: 1.500 in Sxx: 0.309 in^3 Syy: 0.656 in^3 EDWARD C. ROBISON, PE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com Newport Central Ave Public Dock Cable Infill Guards Page of 14 18 PICKET INFILL INSERT: Series 200, 300, 350 and 400 top rails Either infill option may be used as strength is equivalent for each style. Insert channel for picket infill Iyy = 0.144 in4 Ixx = 0.0013in4 Syy = 0.115 in3 Sxx = 0.0057 in4 Insert compression locks into top rail Horizontal forces transferred between insert and top rail by direct bearing on locking tabs. Bearing area = 1/8” width Allowable bearing load will be controlled by spreading of top rail Check significance of circumferential stress: R/t = 3”/0.09375 = 32 > 5 therefore can assume plane bending and error will be minimal M = 2.08”*W Mall = S*Fb Fb = 20 ksi for flat element bending in own plane, ADM Table 2-24 S = 12”/ft*(0.094)2/6 = 0.0177 in3 Wall = Mall/2.08” = (S* Fb)/2.08” = (0.0177 in3*20 ksi)/2.08” = 170 plf For 36” panel height – 1/2 will be tributary to top rail: Maximum live load = 170 plf/(3’/2) = 113 psf. Check deflection: ∆ = WL3/(3EI) I = 12”*0.093753/12 = .000824 in4 ∆ = 170plf*2.08”3/(3*10.1x106*.000824) = 0.06” The required deflection to cause the infill to disengage: 0.05” Reduce allowable load to limit total deflection: 0.05/0.06*113 plf = 94 plf Maximum horizontal load on infill piece is 94 plf EDWARD C. ROBISON, PE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com 0.86750 0.86750 2.50000t Kr ~I .---I -=====;-11 I t'----------t 1 Newport Central Ave Public Dock Cable Infill Guards Page of 15 18 TOP RAIL TO POST CONNECTION: Series 300X top rails. Direct bearing for downward forces and horizontal forces: For uplift connected by (2) #8 Tek screws each post: 2x Fupostx dia screw x Post thickness / SF (ADM 5.4.3) V= 2*30 ksi *0.1379” * 0.09” * 1 = 325#/screw 3 (FS) For Vertical upward loads top rail is restrained by (2) #8 tek screws each side. Connection of bracket to post is with (2) #14 screws so is stronger. For horizontal loads the top rail directly bears on side of post. Tek screw strength: Check shear @ rail (6063-T6) 2x Furailx dia screw x Rail thickness x SF V= 2*30 ksi *0.1379” * 0.09” * 1 = 325#/screw 3 (FS) Since minimum of 2 screws used for each Allowable load = 2*325# = 650# Post bearing strength Vall = Abearing*FB Abearing = 0.09”*2.25” = 0.2025 in2 FB = 21 ksi Vall = 0.2025 in2 * 21 ksi = 4.25 k EDWARD C. ROBISON, PE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com TOP RAIL (VARIES) .098 THICK ~ 6061 ALUMINUM SPLICE PLATE 2 3/8" SQUARE STANDARD POST TOP RAIL INFILL #8 TEKSCREW (TYP) Newport Central Ave Public Dock Cable Infill Guards Page of 16 18 RAIL SPLICES: Splice plate strength: Vertical load will be direct bearing from rail/plate to post no bending or shear in plate. Horizontal load will be transferred by shear in the fasteners: Rail to splice plates: Tek screw strength: Check shear @ rail (6063-T6) 2x Furailx dia screw x rail thickness x SF V= 2*30 ksi *0.1379” * 0.09” * 1 = 325#/screw; for two screws = 650# 3 (FS) or Furplatex dia screw x plate thickness x SF V= 38 ksi *0.1379” * 0.098” * 1 = 171#/screw; for two screws = 342# 3 (FS) Post to splice plate: Screws into post screw chase so screw to post connection will not control. splice plate screw shear strength 2x Fuplatex dia screw x plate thickness x SF V= 2*38 ksi*0.1379”*0.098”* 1 = 326#/screw; 3 (FS) for two screws = 652# Check moment from horizontal load: M = P*0.75”. For 200# maximum load from a single rail on to splice plates M = 0.75*200 = 150#” S = 0.098*(2.5)2/6 = 0.6125 in3 fb = 150#”/(0.6125) = 245 psi For corner brackets screw strength and bending strength will be the same. EDWARD C. ROBISON, PE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com BUTT SPLICE ---4.0000"--t STANDARD SPLICE PLATE Newport Central Ave Public Dock Cable Infill Guards Page of 17 18 PICKET BOTTOM RAIL Bottom rail strength 6063-T6 Aluminum alloy For 60” on center posts; L = 60”-2.375”-1”x2 = 55.625” ; Lb = 1/2L = 27.81” Fbc = 16.7-0.073*27.81 = 13.61 ksi From 0.658 ADM Table 2-24 line 11 for compression or line 2 for tension Ft = 15 ksi Allowable Moments: Horiz.= 0.227in3*13.61 ksi =3,090”# Maximum allowable load for 60” o.c. post spacing W = 3,090”#*8/(55.625”2) = 8 pli = 96 plf P = 3,090”#*4/55.625” = 222# For vertical load: Allowable Moments: Mxx= 0.125in3*13.61 ksi =1,701”# Maximum allowable load for 60” o.c. post spacing W = 1,701”#*8/(55.625”2) = 4.4 pli = 52.8 plf P = 1,701”#*4/55.625” = 122# Rail fasteners -Bottom rail connection block to post #10x1.5” 55 PHP SMS Screw Check shear @ post (6005-T5) 2x Fupostx dia screw x Post thickness x SF Eq 5.4.3-2 V= 38 ksi*0.19”* 0.1” * 1 = 3 (FS) V = 240#/screw Since minimum of 2 screws used for each Allowable load = 2*240# = 480# Rail Connection to RCB 2 screws each end #8 Tek screw to 6063-T6 ADM Eq. 5.4.3-1 2*30ksi*0.1248”*0.07”* 1 = 175#/screw 3 Allowable shear = 2*175 = 350# OK
 EDWARD C. ROBISON, PE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com Area: 0.446 s • Perim: 9.940 i~ m lxx· 01 " • 25 jnA4 lyy: 0.193 inA4 Kxx: 0.529 in Kyy: 0.658 in Cxx: 1151 • C . • m yy. 0.852 in Sxx· 0 1 • • 08 jnAJ Syy: 0.227 inAJ ~~~ _,,,,,,-PICKET BOTTOM RAIL • TEK Newport Central Ave Public Dock Cable Infill Guards Page of 18 18 PICKETS 3/4” SQUARE Loading: 25 psf @ 4 1/2” O.C = 25psf*.375=9.4 plf M= 9.4/12 (42”-6”)2 = 127 lb-in 8 or concentrated = 50# on 1 sf For 3/4 square pickets t=0.062” S=0.05in3 fb = 127 lb-in = 2538 psi 0.05in3 For 50 lb conc load 1 SF - min 2 pickets M= 50/2*36”= 225 lb-in 4 fb= 225 lb-in = 4,500 psi 0.05 in3 Fb= 15 ksi – compression ADM Table 2-24 line 14 15 ksi –tension ADM Table 2-24 line 2 Maximum allowable moment on picket = 15 ksi *0.05 in3 = 750 in-lb Maximum span = 750 in-lb*4/25 lb = 120” – concentrated load or (750inlb*8/0.783 lb/in)1/2 = 87.5 in - controls Connections Pickets to top and bottom rails direct bearing for lateral loads –ok #10 screw in to top and bottom infill pieces. Shear strength = 2x Fupostx dia screw x trail x SF ADM Eq 5.4.3-2 V= 38 ksi *0.19” * 0.1” * 1 = 240# 3 (FS) Lap into top and bottom rail – 1/8” into bottom rail and 1/8” into top rail. Allowable bearing pressure = 21 ksi (ADM Table 2-24 line 6 Picket filler snaps between pickets to pressure lock pickets in place. Bearing surface = 1.375”*. 062” = 0.085 in2 Allowable bearing = 0.085 in2*21 ksi = 1,785# Withdrawal prevented by depth into rails. EDWARD C. ROBISON, PE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com Area: 0.288 sq in Perim: 6.03 in hex: 0.0196 inl\4 lyy: 0.0190 inl\4 Kxx: 0.261 in Kyy: 0.257 in Cxx: 0.392 in Cyy: 0.376 in Sxx: 0.050 inA3 Syy: 0.051 inA3 I 3/4 I -r--r [GJ r PICKET                     STEEL PILES  JobName:StartDate: JobNumber:CraneOperator: PileType:VibratoryHammer: PileNumber DateofInstallation Embedm ent ButtElevation CutoffElevatio n MudlineElevation Diameter Deviation 1 2 3 4 CENTRALDOCKAVENUEPILEINSTALLATIONLOG Comments CentralDockAvenue 240 TubularSteelPile HPSI200V ibro&Powerpack 3FTPERMINUTEOPTIMALPENETRATION/1FTOFPENETRATIONIN3MINUTESREFUSALRemarks: 8-17-2017 Daniel Contreras 8-17-2017 -26 MLLW +8.7' MLLW +8.7' MLLW -1 MLLW 14" with 1/2" wall coated steel 0 15 mins installation 8-18-2017 -25 MLLW +13 MLLW +13 MLLW -4 MLLW 14" with 3/8" wall coated steel 4" North, 2" East Obstruction found at -4MLLW. 40 mins Installation 8-18-2017 -25 MLLW +13 MLLW +13 MLLW -5 MLLW 14" with 3/8" wall coated steel 0 30 mins installation 8-18-2017 -25 MLLW +13 MLLW +13 MLLW -6.6 MLLW 14" with 3/8" wall coated steel 0 30 mins installation ~:-:... 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' .; .~ . • • • .. •. ·,~ .i -. 0'Mro • I! ~AfHlA-1!:: lfil!«cl c1:qli!A-1(~:QA-12' ~!;! !i!lt)~l;lEI 11118 Atl!~4Q. c1;1;11i!AiQI lff82 !!lltllll :il~!i!WOIIAi ll«clllt{II ,;. ~il.lQ.(http://sm.hyundal-steel.com/cs/cm/loglnJsp) • This MIii Test Certificate Is a copy that has been printed from original electronlc document(wlth digital slonfng), You ere ~ble to check an orfglnal electronic document at hyundalsteel's customer portal.( http://sm.hyundal-steel.com/cs/cm/logln.Jsp) • QRcode scanner App : 'QReal' \ DAILY INSPECTION REPORT REPORT # 9573-20171005-1, APPROVED ASSOCIATED PACIFIC CONSTRUCTORS, ANAHEIM, CALIFORNIA, UNITED STATES Started: 10/05/2017, 2:52 PM PDT - Location: 33.8146,-117.9011 Submitted: 10/05/2017, 3:25 PM PDT - Location: 33.8142,-117.9009 Approved: 10/06/2017, 8:30 AM PDT GENERAL Report Date: 08/11/2017, PDT Description of Items and/or Areas of Work: Blast and coat 4 pipe piles. PRE-WORK SURFACE CONDITIONS Substrate: Steel General Description: Blast and coat 4 pipe piles w/ Interzone 485 and Interthane 990. Primed for Subsequent Coats: No Previously Painted-Degree of Corrosion: Mill Scale CONTRACT REQUIREMENTS / APPLICABLE STANDARDS SPECIFIED Job Specifications Only: Yes Specified Surface Profile: 2.00 - 3.00 Mils Average Surface Profile: 3.58 Mils Profile Accomplished By: Testex Tape Specified Coating Thickness Range Required: SSPC: Yes: SSPC-SP 1 Solvent Cleaning, SSPC-SP 10 Near- White Metal Blast Cleaning NACE: N/A ASTM: N/A ISO: N/A AWWA: N/A Other: N/A Thickness: 95.00 - Mils, International Paints Interzone 485 Thickness: 6.00 - Mils, International Interthane 990 OBSERVED DEFECTS Oil and Grease: No Moisture: No Weld Spatter: No Sharp Edges: No Contamination Tested: No CL: N/A SO4 (Sulfate): N/A CSN: N/A Nitrates: N/A The information contained herein is confidential and cannot be reproduced or distributed without prior written consent. © 2017 Page 1 of 10 ENVIRONMENTAL CONDITIONS READING 1 Description: Techno west main bay Date / Time: 08/11/2017, 7:00 AM PDT Air Temperature: 81.00°F Surface Temperature: 81.00°F Wet Bulb Temperature: 70.00°F Delta: 16.3°F Relative Humidity: 57.7% Wind Direction: N/A Dew Point: 64.7°F Wind Speed: N/A READING 2 Description: Techno west main bay Date / Time: 08/11/2017, 11:00 AM PDT Air Temperature: 89.00°F Surface Temperature: 89.00°F Wet Bulb Temperature: 73.00°F Delta: 23.3°F Relative Humidity: 46.3% Wind Direction: N/A Dew Point: 65.7°F Wind Speed: N/A READING 3 Description: Techno west main bay Date / Time: 08/11/2017, 2:00 PM PDT Air Temperature: 92.00°F Surface Temperature: 92.00°F Wet Bulb Temperature: 74.00°F Delta: 26.0°F Relative Humidity: 42.5% Wind Direction: N/A Dew Point: 66.0°F Wind Speed: N/A READING 4 Description: Techno west main bay Date / Time: 08/15/2017, 7:00 AM PDT Air Temperature: 73.00°F Surface Temperature: 71.00°F Wet Bulb Temperature: 64.00°F Delta: 12.2°F Relative Humidity: 61.1% Wind Direction: N/A Dew Point: 58.8°F Wind Speed: N/A READING 5 Description: Techno west main bay Date / Time: 08/15/2017, 11:00 AM PDT Air Temperature: 76.00°F Surface Temperature: 75.00°F Wet Bulb Temperature: 67.00°F Delta: 12.7°F Relative Humidity: 62.5% Wind Direction: N/A Dew Point: 62.3°F Wind Speed: N/A The information contained herein is confidential and cannot be reproduced or distributed without prior written consent. © 2017 Page 2 of 10 READING 6 Description: Techno west main bay Date / Time: 08/15/2017, 2:00 PM PDT Air Temperature: 82.00°F Surface Temperature: 80.00°F Wet Bulb Temperature: 68.00°F Delta: 19.4°F Relative Humidity: 48.4% Wind Direction: N/A Dew Point: 60.6°F Wind Speed: N/A HOLD POINT INSPECTIONS PERFORMED Pre-Surface Prep/Condition and Cleanliness: Yes Post-Surface Prep/Condition and Profile: Yes Application Monitoring/WFT/Mist Coat: Yes Post-Cure/DFT/Visual Coverage: Yes Final Inspection: Yes Surface Prep Monitoring: No Pre-Application Prep/Surface Cleanliness: Yes Post-Application/Application Deficiencies: No Nonconformances/Corrective Action Follow-up: No Lighting/Inspections min. 50 ft. Candles: Yes SURFACE PREPARATION Start Date/Time: 08/11/2017, 7:00 AM PDT Stop Date/Time: 08/11/2017, 10:00 AM PDT Area Prepared: N/A DFT gage calibrated on: Shim Solvent Clean: Yes Solvent Used: N/A Abrasive Blast: Yes Abrasive Used: Steel grit Blast Hose Size: 2 Air Supply: 125 Blast Nozzle Pressure: N/A Multiple Compressors Used: 2 compressors Nozzle Size: 8 Compressed Air Cleanliness: Satisfactory Hand Tool: No Hand Tool Types: N/A Power Tool: No Power Tool Types: N/A Low Pressure Wash: Yes Degree Cleanliness: SP10/NACE 2 Near-White Metal Blast Cleaning HP Water Wash: No Substrate Exposed: Yes Lighting Conditions Surface Prep within 10-20 Ft. Candles: Yes BMR: N/A # of Candles: N/A SPG Readings (Mils)Total (Mils)Average (Mils) 3.70, 3.60, 3.30 10.60 3.53 10.60 3.53 The information contained herein is confidential and cannot be reproduced or distributed without prior written consent. © 2017 Page 3 of 10 TESTEX TESTEX Tape Profile Achieved: 3.70 Mils PAINTED SURFACE CONDITION Painted Surface Condition: Bare Surface To Be Coated Dry To: Cure Coats Being Applied: Prime, Finish Photo Description: 8/11/17 After abrasive blast staged for coating process. The information contained herein is confidential and cannot be reproduced or distributed without prior written consent. © 2017 Page 4 of 10 Photo Description: 8/11/17 After abrasive blast staged for coating process. Photo Description: 8/11/17 Interzone 485 application process Photo Description: 8/11/17 Interzone 485 application process. The information contained herein is confidential and cannot be reproduced or distributed without prior written consent. © 2017 Page 5 of 10 Photo Description: 8/15/17 Interthane 990 application process. Photo Description: 8/15/17 Interthane 990 application process Photo Description: 8/15/17 Interthane 990 application process. PRODUCT / MIXING The information contained herein is confidential and cannot be reproduced or distributed without prior written consent. © 2017 Page 6 of 10 PRODUCT / MIXING 1 Coating Product Type: Epoxy Manufacturer: International Catalog No. / Name: Interzone 485 Color: Grey Batch # Part A: Sf6861uh Batch # Part B: Se6352uh Batch # Part C: N/A Batch # Part D: N/A Material Temperature: 70 °F Date / Time Mixed: 08/11/2017, 12:30 PM PDT Kit Size: 5 gallons Caulk Applied (tubes): N/A Type of Thinner Added: Gta056 Thinner Batch #: Tc2352yx Percentage Thinner Added: 10 Mixing Method: High Speed Power Agitated Sweat-In Time: No Duration of Sweat-In Time: N/A Pot Life: 45 min Start Application: 08/11/2017, 12:30 PM PDT Stop Application: 08/11/2017, 3:00 PM PDT Application Equipment Used: Airless - Pump Size Quantity Mixed / Applied: 40 Gallons Spray Tip Size: 321 Approximate Coverage by Coating Applied: N/A Lighting Conditions During Application 20-50 Ft. Candles: Yes Number of Ft. Candles: N/A PRODUCT / MIXING 2 Coating Product Type: Urethane Manufacturer: International Catalog No. / Name: Interthane 990 Color: Black Batch # Part A: Th0065vz Batch # Part B: Te4084yx Batch # Part C: N/A Batch # Part D: N/A Material Temperature: 70 °F Date / Time Mixed: 08/15/2017, 8:00 AM PDT Kit Size: 5 Caulk Applied (tubes): N/A Type of Thinner Added: Gta056 Thinner Batch #: Tc2352yx Percentage Thinner Added: 10 Mixing Method: High Speed Power Agitated Sweat-In Time: No Duration of Sweat-In Time: N/A Pot Life: 4 hr Start Application: 08/15/2017, 8:00 AM PDT Stop Application: 08/15/2017, 10:00 AM PDT Application Equipment Used: Airless - Pump Size Quantity Mixed / Applied: 5 Gallons Spray Tip Size: 316 Approximate Coverage by Coating Applied: N/A Lighting Conditions During Application 20-50 Ft. Candles: Yes Number of Ft. Candles: N/A The information contained herein is confidential and cannot be reproduced or distributed without prior written consent. © 2017 Page 7 of 10 WET / DRY FILM THICKNESS MIX 1 Coating: Interzone 485 Location: Techno west main bay Application Date: 08/11/2017, PDT Application Time: 12:30 PM PDT Approximate Area: N/A Specified (Mils): 95.00 - N/A Description: Dfts taken using pa-2 high and low readings deemed spot readings not affecting the protection of the coating following readings are overall average for 4 pipe piles. Range Achieved (Mils): 90.10 - 102.60 Area Spot Reading 1 Spot Reading 2 Spot Reading 3 Total Average Area 1 91.20 96.70 102.00 289.9 96.63 100.30 97.90 96.10 294.3 98.1 102.60 101.00 99.80 303.4 101.13 97.60 92.60 100.30 290.5 96.83 93.10 95.00 102.30 290.4 96.8 Total 1468.5 97.9 Area 2 98.40 100.20 96.30 294.9 98.3 92.00 102.00 95.60 289.6 96.53 99.70 101.60 92.30 293.6 97.87 90.10 97.40 97.00 284.5 94.83 102.30 100.00 98.50 300.8 100.27 Total 1463.4 97.56 Total 2931.9 97.73 The information contained herein is confidential and cannot be reproduced or distributed without prior written consent. © 2017 Page 8 of 10 MIX 2 Coating: Interthane 990 Location: Techno west main bay Application Date: 08/15/2017, PDT Application Time: 8:00 AM PDT Approximate Area: N/A Specified (Mils): 10.00 - N/A Description: Dfts taken using pa-2 high and low readings deemed spot readings not affecting the protection of the coating following readings are overall average for 4 pipe piles. Range Achieved (Mils): 100.30 - 112.00 Area Spot Reading 1 Spot Reading 2 Spot Reading 3 Total Average Area 1 108.60 100.30 108.70 317.6 105.87 111.30 107.40 104.30 323 107.67 102.30 101.00 110.60 313.9 104.63 107.30 110.00 103.40 320.7 106.9 111.90 102.50 105.00 319.4 106.47 Total 1594.6 106.31 Area 2 107.90 101.30 104.00 313.2 104.4 100.90 110.90 104.60 316.4 105.47 111.30 112.00 106.90 330.2 110.07 103.50 100.70 102.50 306.7 102.23 101.30 107.60 109.50 318.4 106.13 Total 1584.9 105.66 Total 3179.5 105.98 INSTRUMENT HISTORY SHEET INSTRUMENT 1 Instrument Type: Mil Gage Serial Number: 702912 Instrument Brand: Positest Instrument Model: Positector advanced Remarks Codes: N/A Calibration Due: 01/10/2018, PST Completed By: A-cal Comments: N/A INSTRUMENT 2 Instrument Type: Dry Film Thickness Gage Serial Number: 201450 Instrument Brand: Positest Instrument Model: Fts Remarks Codes: N/A Calibration Due: 01/10/2018, PST Completed By: A-cal Comments: N/A The information contained herein is confidential and cannot be reproduced or distributed without prior written consent. © 2017 Page 9 of 10 INSTRUMENT 3 Instrument Type: DPM Probe Serial Number: 194643 Instrument Brand: Positest Instrument Model: Dpm Remarks Codes: N/A Calibration Due: 01/19/2018, PST Completed By: Defelsko Comments: N/A INSPECTOR REMARKS AND SIGNATURES Remarks: All procedures preformed on pipe piles were done following the specs requirements. Dfts taken using pa-2 high and low readings deemed spot readings not affecting the protection of the coating. All touch up was done using rollers were piles rested during coating process. Overall process of piles was satisfactory. Name: Joaquin Moreno, NACE Coating Inspector Level 1- Certified Type: Quality Control Inspector Date: N/A DAILY INSPECTION REPORT APPROVAL SIGNATURE Name: Chris Radovich, NACE Certified Coating Inspector - Level 3 #28721 Date: 10/06/2017, 8:30 AM PDT The information contained herein is confidential and cannot be reproduced or distributed without prior written consent. © 2017 Page 10 of 10 J1                     CONCRETE  Field Technician's Daily Report 2013 v 1.1 Page 1 of 1 475 Goddard, Suite 200, Irvine, CA 92618 FIELD TECHNICIAN’S DAILY REPORT Report Date: August 22, 2017; Tuesday Project Name: Newport Beach/Central Avenue Public Dock Project No: 209796005 Jurisdiction: Permit No.: Project Street Address: Central ave & Via Oporto Plan File No.: Newport Beach, Ca 92661 Contractor: Associated Pacific Constructors, Inc. Approved Documents: Plans & Specs CODE DESCRIPTIONS OF WORK PERFORMED, SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. Arrived at office to pick up testing equipment, and as requested by client I was present at 12:00 for concrete testing/observation. Upon arriving onsite I spoke with Jorge Tomas with Associated pacific Constructor’s, Inc. to discuss the scope of work for the day. Concrete placement for 112’ Long X 20.5” Wide Wall Cap: Gary Bales Ready Mix Irvine was the concrete supplier with mix #GB500038 5,000 psi. Concrete was placed via a 3/8 trailer pump. Miscellaneous hand tools and a mechanical vibrator were used to con- solidate the concrete. Load#1 was sampled and tested at the middle portion of batch at approximately 50’ from the N/W corner of the Elks Lodge. Load was tested for the correct temperature and slump. One set of 6 6X12 concrete specimens were cast. An estimated 8cyds were placed. Load#1: Truck#:521 Ticket#257942 H20 added:8 Gallons Batch: 12:27 Sample: 1:14 Slump:5.0 Temperature:89 Ambient: 80 I then packed up gear and returned to lab where equipment was stowed and report written and files downloaded to server. Weather: Sunny/warm Attachments: STAFF START TIME STOP TIME REG. HOURS O.T. HOURS # OF TEST SPECIMENS RandyEngel Name of Field Technician S17 11:30 3:30 4 6 CODE: RW = Rework NIC = Not In Contract ST = Standby WC = Work Cancelled Code - (No. of hours) Signature of Field Technician THE WORK was was not tested in accordance with the approved documents. 8/22/2017 Date Certification Number THE WORK TESTED met did not meet the requirements of the approved documents. JOB SITE CONTACT IS ASKED TO SIGN TO VERIFY INSPECTION HOURS ONLY. THE CONTENT OF THIS REPORT AND FEE CHARGES ARE THE RESPONSIBILITY OF OTHERS. MATERIAL SAMPLING was was not N/A performed in accordance with the approved documents. Signature: Owner-Authorized Job Site Contact