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Home My WebLink AboutAddendum B - Gene Coulon Park North Walk - 8-15-2022GENE COULON MEMORIAL PARK NORTH WATER WALK IMPROVEMENTS BID PHASE ADDENDUM B 15 August 2022 Addendum B - Page 1 of 2 ADDENDUM – B TO THE CONTRACT DOCUMENTS FOR City of Renton GENE COULON MEMORIAL PARK NORTH WATER WALK IMPROVEMENTS Project Issued: July 25, 2022 Addendum A Issued: August 9, 2022 Addendum B Issued: August 15, 2022 Bid Opening Date: August 18 , 2022 To: All Holders of Bid/Contract Documents: This addendum forms part of the Contract Documents and modifies the original Plans and Specifications, for which proposals are due on the date and time above. Acknowledge receipt of this addendum on “Addenda Received” of the Bid Documents in the Contract Documents. Failure to do so might subject the bidder to disqualification. This addendum shall clarify the Contract Documents as follows: Item No. 1 - Bidder Questions & Responses Memorandum #2 Item No. 2 – Sheet S2.05 North Water Walk Pile Wrap Section and Details At the north end of the North Water Walk, Bent 36 on shore includes galvanized z-bracing which was not noted in the original bid plan set. This is in addition to Bents 34 and 35, which are much taller and include z-bracing over water. The changes necessary to include this detail at Bent 36 have been made to Sheet S2.05 and are attached. Item No. 3 – Appendix E As-Built Drawings 1. Replace attached Structural drawings from the Contract 2 Record Drawing pages, these scans are more legible. 2. Add attached Topographic Survey plans from April 15, 2021. Item No. 4 – New Appendix F – Structural Condition Assessment Report Add Appendix F: Structural Condition Assessment Report summarizing assessment conducted in 2020. The Dive videos (Report’s Appendix E) are labeled by bent and can be downloaded through the following FTP links: https://fileshare.rentonwa.gov:8443/?ShareToken=7862998EB713105E01F2A766FF309E1510 2633A7 https://fileshare.rentonwa.gov:8443/?ShareToken=DE0AB13C13B563DC2F104707209F80375 16096B5 GENE COULON MEMORIAL PARK NORTH WATER WALK IMPROVEMENTS BID PHASE ADDENDUM B 15 August 2022 Addendum B - Page 2 of 2 https://fileshare.rentonwa.gov:8443/?ShareToken=3553035A126B8473D90039485A0D265399 9DB581 https://fileshare.rentonwa.gov:8443/?ShareToken=18CECB9D61552187B9BAD314547CFC9D 950F2B94 https://fileshare.rentonwa.gov:8443/?ShareToken=463704DCD8A127F0329FE72B5983286128 38F005 Gene Coulon Memorial Park North Water Walk Improvements: CAG-22-014 Bidder Questions and Response PARKS and RECREATION DEPARTMENT M E M O R A N D U M #2 DATE: August 15, 2022 TO: Bidders CC: Colin Kuester, PND Engineers FROM: Betsy Severtsen, Capital Projects Coordinator SUBJECT: Gene Coulon Memorial Park North Water Walk Improvements – Bidder Questions & Responses (CAG-22-014) 1. Bidder’s Question: • The provided as-built drawing do not include precast plank schedule indicating sizes of hollow precast deck planks and weights. Please provide as-built precast member details including the precast pile cap details. Response: • Precise details of precast deck panels are unknown. As-Built sheets S21-S28 show the North Water Walk and show overall dimensions of the panels and caps, including the caps in some detail. Much of this detail is reproduced in the Demolition section of the design drawings as well. The panels are labeled “12” P/C Panel” on the drawings without much more detail. It is assumed that they were a standard detail specified in the contract documents of 1981, which have been lost to time. For demolition and weight-calculating purposes, it is known that they are hollow core and that they are partially filled with CIP concrete at the caps per the as-built and Demolition drawings. 2. Bidder’s Question: • Under the permit it requires debris boom or turbidity curtain. What depth is required? Response: • Provision 17 of the HPA requires installing a turbidity curtain or containment boom in a manner that surrounds the construction area for the duration of the project, and that is all that is specified. 3. Bidder’s Question: • Can the contract duration be extended into the available in water work from November 16th, 2023, to December 31st, 2023? Considering contract award date, pile sleave submittals and procurement of the pile sleeves and shipping they will likely not arrive until after the in-water work window starts in November of this year. Bidders Questions – Gene Coulon Memorial Park North Water Walk Improvements: CAG-22-014 Page 2 of 2 August 15, 2022 Gene Coulon Memorial Park North Water Walk Improvements: CAG-22-014 Bidder Questions and Response Response: • Owner and engineer were concerned about this timeline and have verified with specified sleeve supplier that sleeve materials can be delivered within 3 weeks of order placement. Engineer and owner will make every effort to expedite review of submittals immediately upon NTP. As a last resort, the summer 2023 in-water work window is available to complete work that is not completed in the fall 2022 window. 4. Bidder’s Question: • Please provide additional information regarding the Christmas light stands in order to estimate the level of effort more accurately. Approximately how many are there, and what do they look like. Response: • All the Holiday light brackets and chords are removed annually after their use in December. The Contractor will not need to salvage or reinstall these items. 5. Bidder’s Question: • Please confirm that all special inspections will be covered by the owner, or advice if differently. Response: • The owner will employ and pay for independent testing/special inspection for items indicated under the Structural General Notes in the drawings. The Contractor is responsible for providing all other testing and inspection per 00 72 00 Section 5.15. Please see Section 01 40 00 Quality Requirements for Contractor responsibilities (e.g., scheduling, Owner/Engineer notification, etc.) in regard to Special Inspections. 6. Bidder’s Question: • A note is frequently encountered throughout the design drawing stating all steel welds to be 5/16 fillet all around. Please confirm this is intended for shop welds as there are no field weld indicated Response: • Yes, all joined edges shall be seal welded with a 5/16” fillet unless otherwise noted. Some welds are expected to have to be field welds and are labeled as such (S1.09, for example). Other welds are anticipated to be shop welds but may be submitted as field welds if there is benefit to the project. It is expected that field welds will be minimized to the greatest extent possible. End of Bidder's Questions & Responses VFt.x PrqiOzmF,5:1,-ii1F —1-o0>1 co) rn -4 r 0 zi tw -1 C 3 — = z A LAKE WASHINGTON(PARCEL 052305 HYDR)LEGENDGENE COULON PARKMEMORIAL BEACH PARKAPPROXIMATE SHORELINEBUILDINGPARCEL 334450-0775GENE COULONMEMORIAL PARKDOCK / PIERSCALE:GENERAL NOTES1. THE SOLE PURPOSE OF THIS SURVEY IS TO PRODUCED A MAP OF GENE COULON PARK - DOCK / PIER INRENTON, WASHINGTON, FOR PN&D ENGINEERING, INC., AS ILLUSTRATED HEREON.2. THIS SURVEY WAS BASED ON A RTK VRS SURVEY (USING TOPCON HYPER SR) IN COMBINATION WITH ACONVENTIONAL SURVEY (USING TOPCON DS-203, A 3-SECOND TOTAL STATION). THIS NETWORK MEETS OREXCEEDS THE ACCURACY STANDARDS SET BY WAC 332-130-090.3. ALL MONUMENTS WERE OCCUPIED OR OBSERVED DURING THE MONTH OF JUNE & JULY OF 2017.4. ALL MEASURING INSTRUMENTS AND EQUIPMENT USED FOR THIS SURVEY WERE MAINTAINED IN ADJUSTMENTACCORDING TO MANUFACTURER'S SPECIFICATIONS.5. ALL HORIZONTAL COORDINATES ARE BASED ON WASHINGTON STATE PLANE COORDINATE SYSTEM, NORTHZONE, EXPRESSED IN US SURVEY FEET. PROVIDED TO APS SURVEY & MAPPING, INC. IN A DRAWING BY PACEENGINEERING, PREPARED ON MAY 05, 2013.6. ALL VERTICAL ELEVATIONS ARE BASED ON A DRAWING BY PACE ENGINEERING, PREPARED IN MAY 05. 2013.THE DATUM IS PROBABLY IN NAVD88/2009.7. TO GO TO LAKE WASHINGTON SHIP CANAL DATUM, ADD 3.22'.TO GO FROM LAKE WASHINGTON SHIP CANAL DATUM TO NAVD88/2011, SUBTRACT 3.22'.SPECIAL SURVEY NOTETHIS SURVEY WAS PREPARED FOR THE EXCLUSIVE USE OF PN&D ENGINEERING, INC., AND DOES NOT EXTENDTO ANY UNNAMED PARTY WITHOUT EXPRESS RECERTIFICATION BY APS SURVEY & MAPPING AND/OR THEPROFESSIONAL LAND SURVEYOR NAMED HEREON, NAMING SAID PARTY.Exceptional Service Has No Boundaries 13221 S.E. 26TH STREET, SUITE A , BELLEVUE, WA 98005 TEL: (425) 746-3200 WWW.APSSM.COM S U R V E Y & M A P P I N G TOPOGRAPHIC SURVEY GENE COULON MEMORIAL PARK DOCK / PIER MAPPING FOR 1 2 PARCEL NO. 3344500775 P/N/D ENGINEERING, INC.MATCH LINE(SEE SHEET 2 OF 2)GENE COULON MEMORIAL PARK DOCK / PIER OF CITY OF RENTONA PORTION OF THE SW1/4 OF SECTION 05, TOWNSHIP 23 NORTH, RANGE 05 EAST, W.M., IN KING COUNTY, WASHINGTON LEGEND GENE COULON MEMORIAL PARK DOCK / PIER GENE COULON PARK MEMORIAL BEACH PARK APPROXIMATE SHORELINEBUILDINGBUILDI N G BUILDI N G LAKE WASHINGTON (PARCEL 052305 HYDR)Exceptional Service Has No Boundaries13221 S.E. 26TH STREET, SUITE A , BELLEVUE, WA 98005TEL: (425) 746-3200 WWW.APSSM.COMS U R V E Y & M A P P I N GTOPOGRAPHIC SURVEYGENE COULON MEMORIAL PARK DOCK / PIER MAPPINGFOR22PARCEL NO. 3344500775P/N/D ENGINEERING, INC.SCALE: GENE COULON MEMORIAL PARK DOCK / PIER OF CITY OF RENTON A PORTION OF THE SW1/4 OF SECTION 05, TOWNSHIP 23 NORTH, RANGE 05 EAST, W.M., IN KING COUNTY, WASHINGTON GENERAL NOTES 1. THE SOLE PURPOSE OF THIS SURVEY IS TO PRODUCED A MAP OF GENE COULON PARK - DOCK / PIER IN RENTON, WASHINGTON, FOR PN&D ENGINEERING, INC., AS ILLUSTRATED HEREON. 2. THIS SURVEY WAS BASED ON A RTK VRS SURVEY (USING TOPCON HYPER SR) IN COMBINATION WITH A CONVENTIONAL SURVEY (USING TOPCON DS-203, A 3-SECOND TOTAL STATION). THIS NETWORK MEETS OR EXCEEDS THE ACCURACY STANDARDS SET BY WAC 332-130-090. 3. ALL MONUMENTS WERE OCCUPIED OR OBSERVED DURING THE MONTH OF JUNE & JULY OF 2017. 4. ALL MEASURING INSTRUMENTS AND EQUIPMENT USED FOR THIS SURVEY WERE MAINTAINED IN ADJUSTMENT ACCORDING TO MANUFACTURER'S SPECIFICATIONS. 5. ALL HORIZONTAL COORDINATES ARE BASED ON WASHINGTON STATE PLANE COORDINATE SYSTEM, NORTH ZONE, EXPRESSED IN US SURVEY FEET. PROVIDED TO APS SURVEY & MAPPING, INC. IN A DRAWING BY PACE ENGINEERING, PREPARED ON MAY 05, 2013. 6. ALL VERTICAL ELEVATIONS ARE BASED ON A DRAWING BY PACE ENGINEERING, PREPARED IN MAY 05. 2013. THE DATUM IS PROBABLY IN NAVD88/2009. 7. TO GO TO LAKE WASHINGTON SHIP CANAL DATUM, ADD 3.22'. TO GO FROM LAKE WASHINGTON SHIP CANAL DATUM TO NAVD88/2011, SUBTRACT 3.22'. SPECIAL SURVEY NOTE THIS SURVEY WAS PREPARED FOR THE EXCLUSIVE USE OF PN&D ENGINEERING, INC., AND DOES NOT EXTEND TO ANY UNNAMED PARTY WITHOUT EXPRESS RECERTIFICATION BY APS SURVEY & MAPPING AND/OR THE PROFESSIONAL LAND SURVEYOR NAMED HEREON, NAMING SAID PARTY. MATCH LINE (SEE SHEET 1 OF 2) APPENDIX F: STRUCTURAL CONDITION ASSESSMENT REPORT August 14, 2020 PREPARED FOR: THE CITY OF RENTON COMMUNITY SERVICES DEPARTMENT 1055 South Grady Way Renton, WA 98057 GENE COULON MEMORIAL BEACH PARK NORTH WATER WALK STRUCTURAL CONDITION ASSESSMENT REPORT 1736 Fourth Avenue S, Suite A | Seattle, WA 98134 | 206.624.1387 PND No. 204013 Gene Coulon Memorial Beach Park Structural Condition Assessment i August 2020 Executive Summary PND Engineers, Inc. (PND) contracted to the City of Renton to provide a structural assessment of the current condition of the fixed-pier North Water Walk and each of two attached picnic floats, located in Gene Coulon Memorial Beach Park in Renton, Washington. The intent of this assessment is to identify any immediate repairs, address known concerns, and to evaluate/confirm the structural integrity of the North Water Walk’s substructure, as well as the two picnic floats attached to the water walk. The structural assessments were performed by PND and Global Diving and Salvage in January and February, 2020. This report contains descriptions of the facilities, assessment summaries, facility observations, and recommended repairs. The scope of the assessment includes only the North Water Walk’s pile caps and piles, and the two picnic floats attached to the water walk. The concrete deck members were not inspected because they will be replaced as part of scheduled facility upgrades. The assessments were performed in accordance with the American Society of Civil Engineers (ASCE) Manual for Waterfront Facilities Inspection and Assessment. This is an industry-accepted standard for use in assessing waterfront facilities. Structures were assessed from the underside utilizing qualified assessment personnel. Divers assessed the North Water Walk’s substructure from cap to mudline, as well as the below- water portions of the picnic floats. In general, all structural components are in fair condition, meaning they are serviceable in their current state but require maintenance to extend their design life. Deficiencies and recommended actions are detailed in this report. Please feel free to contact PND with any questions regarding these assessments. PND No. 204013 Gene Coulon Memorial Beach Park Structural Condition Assessment ii August 2020 REPORT CONTENTS Executive Summary ............................................................................................................................................................. i 1. Scope ............................................................................................................................................................................ 1 2. Site Description .......................................................................................................................................................... 1 3. Inspection Methodology ........................................................................................................................................... 2 3.1. Personnel ............................................................................................................................................................ 3 3.2. Dive Methodology ............................................................................................................................................ 3 3.3. Assessment Tiers .............................................................................................................................................. 3 3.4. Damage Ratings ................................................................................................................................................ 4 3.5. Condition Assessment Ratings ....................................................................................................................... 6 4. Observed Conditions ................................................................................................................................................ 7 4.1. Piles ..................................................................................................................................................................... 7 4.2. Concrete Pile Caps ........................................................................................................................................... 8 4.3. North and West Picnic Floats ........................................................................................................................ 9 4.4. Other .................................................................................................................................................................. 9 5. Pile Corrosion Analysis ............................................................................................................................................. 9 6. Recommended Repairs ........................................................................................................................................... 11 6.1. Piles ................................................................................................................................................................... 11 6.2. Concrete Pile Caps ......................................................................................................................................... 12 6.3. North and West Picnic Floats ...................................................................................................................... 12 6.4. Impacts of Repairs .......................................................................................................................................... 12 7. Photo Log ................................................................................................................................................................. 14 LIST OF TABLES Table 1. ASCE Manual damage ratings for steel elements ........................................................................................... 5 Table 2. Damage ratings for reinforced concrete elements ......................................................................................... 5 Table 3. Condition assessment ratings ............................................................................................................................ 6 Table 4. Average pile steel thickness ................................................................................................................................ 7 Table 5. Pile corrosion summary with depth .................................................................................................................. 8 Table 6. Pile corrosion summary with past comparison ............................................................................................... 9 LIST OF FIGURES Figure 1. Aerial view of park ............................................................................................................................................. 2 Figure 2. Site plan ............................................................................................................................................................... 2 Figure 3. Recorded pile wall thickness by year ............................................................................................................. 10 Figure 4. Recorded pile wall thickness by year, extrapolated ..................................................................................... 11 APPENDICES A. Site Plan B. Ultrasonic Thickness Readings C. Pile Inspection Notes D. Pile Cap Inspection Notes E. Dive Videos (provided separately) PND No. 204013 Gene Coulon Memorial Beach Park Structural Condition Assessment August 2020 1. Scope PND Engineers, Inc. (PND) contracted to the City of Renton Parks Planning & Natural Resources Division (PPNR) to conduct a structural assessment to identify any special conditions of three structures at Gene Coulon Memorial Beach Park: The North Water Walk and the connected North Picnic Float and West Picnic Float. The intent of the assessment is to confirm the condition of all steel piles, concrete pile caps, and the overall condition/integrity of the two picnic floats. Inspection of the concrete deck was not included because it is scheduled to be replaced by the City. Site investigations were performed to confirm the condition of each structure. PND coordinated underwater site investigations with our sub-consultant, Global Diving and Salvage (Global), to determine conditions of the structures below and near water. All structural assessments were performed following the industry- accepted American Society of Civil Engineers (ASCE) manual for Waterfront Facilities Inspection and Assessment (2015 Manual). Pile caps received Level I & II assessments, and Level I, II & III assessments were conducted on the steel piles. Descriptions of each level of assessment are described in the Inspection Methodology section below. Items that require maintenance or repairs were noted and are documented within this report. An assessment of pile wall thickness included background information from 2005, 2011, and 2017 assessments performed by PND. 2. Site Description All structures are located within Gene Coulon Memorial Beach Park in Renton, Washington. The park is located along Lake Washington Boulevard at the southern shore of Lake Washington, east of the Boeing Plant and Renton Municipal Airport. All of the structures are located in the central portion of the park. Figure 1 provides an overall view of the park, and Figure 2 provides an enlarged image of the area where assessments occurred. The North Water Walk is located at coordinates 47°30'25"N, 122°12'13"W. PND No. 204013 Gene Coulon Memorial Beach Park Structural Condition Assessment August 2020 Figure 1. Aerial view of park Figure 2. Site plan 3. Inspection Methodology Global observed the structures as part of a team led by PND for the design of rehabilitation of the North Water Walk and Picnic Floats. Assessments were performed in accordance with the 2015 American Society of Civil Engineers Manual for Waterfront Facilities Inspection and Assessment (ASCE Manual), which provides a tiered assessment methodology for the primary components of the structures. Utilization of this methodology provides a common method among inspectors to describe the overall conditions of the components. North Water Walk North Picnic Float West Picnic Float North Water Walk Gene Coulon Memorial Beach Park PND No. 204013 Gene Coulon Memorial Beach Park Structural Condition Assessment August 2020 PND previously performed visual assessments of the topsides of the structures in 2005, 2011, and 2017. The substructures and undersides of the superstructures were concurrently spot-checked by a diving subcontractor, including limited Level II and Level III inspections. 3.1. Personnel The current assessments were conducted by experienced personnel as detailed below: PND – Colin Kuester, P.E. Senior Engineer Licensed WA Professional Engineer NHI Certified Bridge Inspector PND – Andrew Murphy, E.I.T. Staff Engineer Registered Engineer-in-Training Global – Spencer Smith Project Manager Global – Erik Woltjen Diving Supervisor Global – Cale Hoffman Diver/Tender Global – Ian Fairbanks Diver/Tender 3.2. Dive Methodology and Safety Water depths, measured in feet of fresh water (FFW), ranged from approximately 4 FFW to 27 FFW. Visibility at the time of the dives was typically greater than 10 feet, except at the mudline. All diving conducted was within the no-decompression limits defined by the United States Navy Diving Manual Revision Six and Global’s own Manual of Safe Diving Practices (MSDP). The underwater work was completed utilizing a 3-person dive team working off of the dive support vessel “Munson”. The divers used surface-supplied shallow water air diving gear with full two-way communications and a laptop computer with video recording software. Kirby Morgan deep sea diving helmets and a 7 mm neoprene dry suit were utilized as life support and thermal protection for the diver. A helmet-mounted camera and light set up was used to view and document the dive inspections as well as capture the video for recording on the laptop video system. Hand-held small inspection tools were utilized to clean the piles for the Ultra-Sonic Thickness (UT) measurements. A Cygnus I Underwater UT meter was used with a 2.25 MHz - ½” Underwater Remote Probe to capture the UT readings. Global adheres to USCG, OSHA, ADCI and IMCA regulations. All of Global’s dive operation equipment meets OSHA requirements and Global’s own Manual of Safe Diving Practices. All of Global’s divers maintain current ‘fit to dive’ status and ADCI certification; all personnel physicals, ADCI certifications and training log, valid CPR/First Aid and O2 Provider certifications are available upon request. As a member of ISNetworld and PICS, a third-party auditor, Global’s safety policies and procedures are reviewed on an ongoing basis. For this project, all the crew members involved have logged over a combined 30 years of industry experience. This dive team is also trained in conducting underwater surveys in lieu of dry-dock to ABS, LR, and DNV-GL standards. 3.3. Assessment Tiers Below is a description of the tiered assessment methodology used to assess and describe the overall condition of the structures from the ASCE Manual. PND No. 204013 Gene Coulon Memorial Beach Park Structural Condition Assessment August 2020 • Level I Assessment: Includes visual structural assessment of all visible parts of the structure. Findings are documented, recorded, and summarized in a report including general findings and specific individual member findings. • Level II Assessment: Includes a more detailed assessment. The objective is to identify and detect damaged or deteriorated areas that may be hidden by removing surface bio-fouling, coatings or corrosion. Inspection may also include striking with a hammer to detect hollow areas or voids without damaging the member. Assessments for this level typically include fewer areas, but are more detailed. This level of assessment typically focuses on areas of weakness, connections, attachment points, welds, or in the splash zone. • Level III Assessment: Includes a more detailed assessment. Like a Level II, even fewer areas, typically the areas of most concern, are assessed. This level includes nondestructive or minimally destructive testing to detect hidden damage. Often, Level III Assessments include coating thickness measurements, base material thickness measurements, and may be conducted utilizing UT, coring or boring, or physical sampling. Piles were given full Level I/II assessments, meaning that their full heights were examined visually and tactilely by striking with a hammer to test soundness. They were also given Level III assessments, ultrasonic thickness measurements, at four elevations for each pile: 1) below the cap, 2) at the waterline, 3) mid-water column, and 4) just above mudline. Thickness measurements were recorded at two or three points around the circumference at each elevation. Global’s divers intentionally chose to measure the points with what appeared to be the thickest corrosion scale at each elevation, providing a conservative view of the pile wall thicknesses. Caps were given full Level I/II assessments, meaning that their full surface areas were examined visually and tactilely. Level III assessments are not recommended by the ASCE Manual for concrete because any effort to examine the interior of the concrete results in destruction that is not easily repaired. 3.4. Damage Ratings Table 1 and Table 2 provide descriptions of the damage ratings as outlined in the ASCE Manual. These prescribe specific levels of corrosion, or section loss, to categorize the steel piles and concrete caps. Since the piles at the North Water Walk were originally 3/8” (0.375”) thick, the following ratings apply based on minimum steel thickness measurements: • Minor damage (up to 15% loss): 0.319” – 0.375” • Moderate damage (up to 30% loss): 0.263” – 0.319” • Major damage (over 30% loss): < 0.263” PND No. 204013 Gene Coulon Memorial Beach Park Structural Condition Assessment August 2020 Table 1. ASCE Manual damage ratings for steel elements Rating Description No Defects • Protective coating or wrap intact • Light surface rust • No apparent loss of material Minor • Protective coating or wrap damaged and loss of thickness up to 15% of nominal at any location • Less than 50% of perimeter or circumference affected by corrosion at any elevation or cross section • Loss of thickness up to 15% of nominal at any location Moderate • Protective coating or wrap damaged and loss of thickness 15 to 30% of nominal at any location • More than 50% of perimeter or circumference affected by corrosion at any elevation or cross section • Loss of thickness 15 to 30% of nominal at any location Major • Protective coating or wrap damaged and loss of nominal thickness 30 to 50% at any location • Partial loss of flange edges or visible reduction of wall thickness on pipe piles • Loss of nominal thickness 30 to 50% at any location Severe • Protective coating or wrap damaged and loss of wall thickness exceeding 50% of nominal at any location • Structural bends or buckling, breakage and displacement at supports, loose or lost connections • Loss of wall thickness exceeding 50% of nominal at any location Table 2. Damage ratings for reinforced concrete elements Rating Description No Defects • Good original hard surface, hard material, sound Minor • Mechanical abrasion or impact spalls up to 1 in. in depth • Occasional corrosion stains or small pop-out corrosion spalls • General cracks up to 1/16 in: in width Moderate • Structural cracks up to 1/16 in. in width • Corrosion cracks up to 1/4 in. in width • Chemical deterioration: Random cracks up to 1/16 in. in width; “Soft” concrete and/or rounding of corners up to 1 in. deep • Mechanical abrasion or impact spalls greater than 1 in. in depth PND No. 204013 Gene Coulon Memorial Beach Park Structural Condition Assessment August 2020 Major • Structural cracks 1/16 in to 1/4 in. in width and partial breakage (through section cracking with structural spalls) • Corrosion cracks wider than 1/4 in. and open or closed corrosion spalls (excluding pop- outs) • Multiple cracks and disintegration of surface layer due to chemical deterioration • Mechanical abrasion or impact spalls exposing the reinforcing Severe • Structural cracks wider than 1/4 in. or complete breakage • Complete loss of concrete cover due to corrosion of reinforcing steel with more than 30% of diameter loss for any main reinforcing bar • Loss of bearing and displacement at connections • Loss of concrete cover (exposed steel) due to chemical deterioration • Loss of more 30% of cross section due to any cause 3.5. Condition Assessment Ratings The condition assessment ratings in Table 3 are assigned in the ASCE Manual, and are used to assign a quick numerical and qualitative value to the overall condition of a member and recommend repairs if necessary. Condition ratings pertain specifically to the current noted state of each member, and therefore the ratings are independent of whether the damage was caused by deterioration over time, or a specific destructive event. Piles and caps were assigned one of these ratings by PND after Global completed inspection and reported the level of damage at particular points on each member. These ratings are reported in Section 4 below. Table 3. Condition assessment ratings Rating Description 6 Good No visible damage or only minor damage noted. Structural elements may show very minor deterioration, but no overstressing observed. No repairs are required. 5 Satisfactory Limited minor to moderate defects or deterioration observed but no overstressing observed. No repairs are required. 4 Fair All primary structural elements are sound but minor to moderate defects or deterioration observed. Localized areas of moderate to advanced deterioration may be present but do not significantly reduce the load-bearing capacity of the structure. Repairs are recommended, but the priority of the recommended repairs is low. 3 Poor Advanced deterioration or overstressing observed on widespread portions of the structure but does not significantly reduce the load-bearing capacity of the structure. Repairs may need to be carried out with moderate urgency. 2 Serious Advanced deterioration, overstressing, or breakage may have significantly affected the load-bearing capacity of primary structural components. Local failures are possible, and loading restrictions may be necessary. Repairs may need to be carried out on a high-priority basis with urgency. 1 Critical Very advanced deterioration, overstressing, or breakage has resulted in localized failure(s) of primary structural components. More widespread failures are possible or likely to occur, and load restrictions should be implemented as necessary. Repairs may need to be carried out on a very high-priority basis with strong urgency. PND No. 204013 Gene Coulon Memorial Beach Park Structural Condition Assessment August 2020 4. Observed Conditions The following sections report conditions observed during the assessment. If applicable, the associated recommended repairs are detailed in Section 6. 4.1. Piles The piles supporting the North Water Walk are 12 3/4-inch outside diameter steel pipe piles with a 3/8” (0.375”) original wall thickness. All piles were struck with a hammer when inspected and were found to be concrete-filled to mudline. The piles are uncoated and have no cathodic protection system. Level III UT measurements were taken on bare metal after rust scale was scraped away. Note that thickness measurements were generally taken at local thin areas where the rust scale appeared thickest, meaning that these measurements represent a worst-case impression of pile thicknesses. A total of 99 piles were assessed and they were found to be in generally fair condition. This is based on the generally minor (< 15%), but sometimes moderate (< 30%) to major (> 30%), section loss due to corrosion. Piles are generally coated with a solid layer of corrosion around 100% of their circumference, with pitting and blistering typically noted. Recorded thicknesses of remaining steel are summarized in the tables below and generally fall between 80-90% of original thickness. According to the ASCE Manual for fair condition piles, repairs are recommended at the current time. Table 4 summarizes the average thickness for all the measurements taken on each pile regardless of depth, as well as damage and condition rating levels based on the thickness of section loss. All but six piles had average thicknesses of 0.30” or more, and since the thinnest areas on each pile were measured it is likely that these six piles also exceed 0.30” in average thickness when the whole surface area is considered. Thus, PND recommends conservatively using a thickness of 0.30” for analysis of the existing piles. Table 4. Average pile steel thickness Average Thickness No. of Piles 0.35” - 0.375” 0 0.34” - 0.35” 3 0.33” - 0.34” 5 0.32” - 0.33” 32 0.31” - 0.32” 39 0.30” - 0.31” 14 0.29” - 0.30” 6 < 0.29” 0 Table 5 summarizes the data recorded in this inspection by depth, which reveals consistent corrosion at all depths, with slightly more corrosion noted at the middle of the water column. Appendix B contains Global’s raw data for the thickness measurements. In the appendix, the data is noted in bold where moderate section loss has been noted, and red where major section loss has been noted. PND No. 204013 Gene Coulon Memorial Beach Park Structural Condition Assessment August 2020 Table 5. Pile corrosion summary with depth Location Number of Readings Obtained Average Thickness (in) Median Thickness (in) Minimum Recorded Thickness (in) % of Thickness Readings < 0.30” Cap 211 0.326 0.320 0.216 17% Water Line 206 0.319 0.318 0.216 6% Mid Pile 209 0.308 0.312 0.166 22% Mudline 204 0.322 0.316 0.262 3% All 830 0.319 0.316 0.166 12% Global noted the following individual issues with the piles in addition to the widespread corrosion. Their field notes for each pile are provided in Appendix C. Recommended repairs are provided in Section 6. • Pile 1-1B is not fully bearing on the concrete pile cap and it appears that it was cut off during construction below the level of the bottom of the cap (it was designed to extend into a pocket in the cap, then joined with concrete filling the pocket). There is also severe loss of concrete in the pocket. • Piles 10-3, 10-3B, and 25-2 were reported to have possibly non-bearing piles at the cap. Unlike Pile 1- 1B, these piles appear to have been cut off at the appropriate elevation during construction, but severe spalling of the concrete in the pocket has exposed the tops of the piles. 4.2. Concrete Pile Caps The North Water Walk’s superstructure consists of pre-cast concrete caps and pre-cast deck panels. The deck panels will be removed as part of planned reconstruction so they were not inspected. The caps are precast with pile pockets that were filled with cast-in-place concrete during construction. The caps were typically in fair to satisfactory condition. Spalling at the pile-to-cap connection, typically within the bounds of the original cast-in-place pile pocket, was noted on 88% of the connections. The degree of spalling ranged from minor to severe, and minor cracking was noted on six caps. Caps without spalling or cracking are rated to be in good condition. Global noted the following issues with the pile caps. Their field notes for each pile cap (by pile location) are provided in Appendix D, color-coded to match the list below. Recommended repairs are provided in Section 6. • Spalling at the pile-to-cap connection, typically within the bounds of the original cast-in-place pile pocket, was noted on 88% of the connections. Spalling damage ranged from minor to severe. • Pile Caps 10 and 25 were noted to have severe enough spalling of the pocket concrete that the tops of the piles could be seen. Possible non-bearing piles were reported but not verified. Pile Cap 1 had one non-bearing pile which was cut off below the bottom of the cap. • Pile Caps 13, 18, 19, 22, 24, and 25 were found to still have steel framing and plywood forms in place from concrete forming during construction. In these locations, the level of spalling of the pocket concrete is unknown. • Pile Caps 3, 5, 7, 9, 11, 19, and 22 were found to have minor cracking on the pile caps. • At Piles 7-1, 8-1, 8-3, 9-1, 9-3, 27-2, and 31-2, exposed rebar could be seen at the top of the pocket spalling. PND No. 204013 Gene Coulon Memorial Beach Park Structural Condition Assessment August 2020 4.3. North and West Picnic Floats The exteriors of the North and West picnic floats were inspected on the underwater surfaces and they were found to be in fair to satisfactory condition with only minor visual damage noted. Light marine growth coats the underwater surfaces. Some minor spalling was found on the north float, including spalls of 1” and 5” lengths on the south chamfer and a spall 1” in length on the south face. The west float had one area of exposed steel on the west face without any spalling; it appears that this bar was touching the formwork when the float was cast. The floats were noted to list approximately 2” each, indicating that water intrusion of the interior floatation is likely. The floats are therefore rated in fair condition. 4.4. Other A small sunken vessel was discovered, half buried in the lake mud, between Bents 31 and 32. It was not noted to be causing any damage to adjacent piles. 5. Pile Corrosion Analysis Using the data acquired from the 2005, 2011, 2017, and 2020 structural assessments, a corrosion analysis was performed on the piles. The assessment was done to determine the approximate corrosion rate of the steel piles in inches per year. With this data, presented in Table 6, the corrosion rate can be extrapolated to estimate the pile steel thickness at any given year. Table 6. Pile corrosion summary with past comparison Pile Identification Location (El 0.0 ft = Water Line) Remaining Wall Thickness (in) Bent Pile 2005 2011 2017 2020 (minimum) 1 2 Waterline - 0.335 0.300 0.320 Mid Pile - 0.310 0.300 0.312 Mudline 0.328 0.335 0.320 0.302 3 2 Waterline 0.350 0.310 0.300 0.302 Mid Pile 0.308 0.320 0.300 0.314 Mudline 0.323 0.325 0.310 0.312 26 1 Waterline 0.347 0.295 0.290 0.308 Mid Pile 0.308 0.318 0.297 0.300 Mudline 0.323 0.308 0.310 0.308 26 2 Waterline 0.345 0.307 0.285 0.308 Mid Pile 0.327 0.312 0.310 0.304 Mudline 0.323 0.312 0.310 0.308 32 2 Waterline - 0.320 0.320 0.314 Mid Pile - 0.303 0.315 0.286 Mudline - 0.328 0.320 0.306 PND No. 204013 Gene Coulon Memorial Beach Park Structural Condition Assessment August 2020 Figure 3 below shows measured pile thicknesses with respect to the year the thickness was measured. Note that there is significant “noise” in the data; there is no way of knowing which locations on each pile were measured at each inspection, so the exact same locations could not be measured from year to year. Nonetheless, a clear trend showing the steel thinning over time was able to confirmed. The data from each assessment (2005, 2011, 2017 and 2020) was averaged, and a linear trendline was fit to the average. As shown, the average corrosion rate is approximately 0.0015 in/year. With this rate, the wall thickness of the steel pile when installed in about 1982 can be back-estimated. Similarly, the average corrosion rate can estimate the deterioration of the steel piles into the future. Figure 4 below shows the estimated pile wall thickness at twenty-year increments starting in 1982. Extrapolating with the linear trendline that was fit to the data, the predicted wall thickness when the pile was installed in 1982 is near the original thickness 3/8”. This provides another data point in support of the trendline’s accuracy. After a preliminary structural analysis using a pile thickness of 0.30”, the piles can meet the current structural design criteria and codes. However, with the current corrosion rate, the piles need to be protected to inhibit further corrosion and extend the piles’ useful lives. It can be seen that if historic corrosion rates continue, the average steel thickness will be under 0.30” in less than 5 years. After that, the structural integrity will be in question during a design-level seismic event. If the pile corrosion is arrested and the average thickness kept above 0.30”, a design life of 30-40 years is expected as long as the corrosion protection system is properly maintained. Figure 3. Recorded pile wall thickness by year PND No. 204013 Gene Coulon Memorial Beach Park Structural Condition Assessment August 2020 Figure 4. Recorded pile wall thickness by year, extrapolated 6. Recommended Repairs The following is a list of recommended repairs that should be made based on the findings of the structural assessment. 6.1. Piles 1. Surface Corrosion – The moderate deterioration that was found on all piles is normal, and is expected for the age of the piles. However, with the section loss due to corrosion, the piles are at theie design life span and the structure will be compromised if the corrosion is allowed to continue. The structure is still safe, but remediation to the piles will be required to extend the life of the structure. At a minimum, the following list of remediations should be made within 5 years: • A corrosion protection system should be installed on all piles within the water column to prevent further corrosion and section loss. A separate study and analysis are recommended to determine the most effective corrosion protection system. • If a cathodic system is chosen for pile protection, all piles should be either wrapped or coated with a corrosion-resistant material above the low-water line to seal out oxygen and prevent further corrosion where a cathodic protection system will not work. • Any further modification to the entire North Water Walk structure should consider a reduced pile thickness as design criteria. 2. Batter Pile at Bent 1 – The batter pile at Bent 1 appears to have been cut off below the pile cap during construction. It is possible that an extension of the concrete cap was constructed to encase PND No. 204013 Gene Coulon Memorial Beach Park Structural Condition Assessment August 2020 the top of the pile, but if that extension was ever present, it has now spalled away. To ensure an adequate connection to the pile cap, further design is required. At a minimum, this would entail design of a new connection detail between the pile and cap including a downward extension of the pile cap to encase the exposed top of the pile. This repair should be completed as soon as possible. 6.2. Concrete Pile Caps 1. Spalling Concrete at the Pile-to-Cap Connection – Concrete spalling was noted at 88% of the pile-to- cap connections. The most severe cases were noted at Bents 10 and 25, where the spalling extended up into the caps beyond the tops of the piles. At a minimum, the following list of repairs should be made to extend the life of the structure. • All formwork left in place should be removed to evaluate those concrete pockets for spalling or exposed steel. • Loose, deteriorated, or compromised concrete inside of the connection should be removed by mechanical means, and edges squared off to the greatest extent possible, prior to making any repair. • Exposed steel, including the surfaces of piles and reinforcing bar, inside of the connection should be cleaned by blasting or mechanical means to remove any rust scale, debris, or contamination. The steel should be sealed with a corrosion resistant material to inhibit further corrosion. • The areas of spalled concrete should be repaired per an approved repair procedure. At a minimum, the areas of spalled concrete should be replaced with grout or concrete. 2. Cracks in Pile Caps – Cracks that are classified larger than hairline should be repaired per an approved repair procedure such as epoxy injection. 6.3. North and West Picnic Floats Despite no major cracks or other damage found from the exterior, the floats are still listing and the interior foam is likely becoming waterlogged. Additional floatation can be added to level out the floats, but water will continue to find its way into the interior foam, requiring more floatation to be added periodically. This is typical of foam-filled concrete floats, as they have a 25-30-year design life. These floats are currently nearly 40 years old, and cracking, water intrusion, and concrete spalling will continue to increase. Additionally, the timber decking conceals the top concrete surface and cracks and damage are unknown. No deterioration was noted to the connections at the struts. As the City currently plans to replace these floats as part of over-water coverage reduction required by the DNR, it is recommended to continue with that plan and install new floats. 6.4. Impacts of Repairs The repairs detailed in this section would restore the structure to its originally constructed state and therefore would typically not require new construction permits. Contracts for repairs should stipulate that best environmental practices shall be followed, including prevention of foreign substances entering the lake water. A possible exception is the corrosion protection system, which would not be a replacement or restoration but a new addition to the project that may require agency review. However, since a major structural overhaul is currently being planned that requires permitting, it is recommended to include repairs and corrosion protection systems as part of the permitted work. PND No. 204013 Gene Coulon Memorial Beach Park Structural Condition Assessment August 2020 Ongoing maintenance is recommended after repairs, including inspections at regular 3-5-year intervals, including measurements of pile thicknesses. PND No. 204013 Gene Coulon Memorial Beach Park Structural Condition Assessment August 2020 7. Photo Log Phots below are screenshots taken from Global’s dive videos. Photograph No. 1 Description: Typical scaling on piles. Photograph No. 2 Description: Typical blistering on piles. Photograph No. 3 Description: Typical pitting on piles. PND No. 204013 Gene Coulon Memorial Beach Park Structural Condition Assessment August 2020 Photograph No. 4 Description: Typical pile condition post-cleaning. Photograph No. 5 Description: Typical spalling at pile/cap connection. Photograph No. 6 Description: Minor cracking of Pile Cap 9. Similar cracks noted on Caps 3, 5, 7, and 11. PND No. 204013 Gene Coulon Memorial Beach Park Structural Condition Assessment August 2020 Photograph No. 7 Description: Typical pile cap crack repair at Pile Cap 19. Photograph No. 8 Description: Non-bearing batter pile at Pile Cap 1. Similar conditions noted at Bent 10, 25, and 31. Photograph No. 9 Description: Typical form work left in place on multiple caps. PND No. 204013 Gene Coulon Memorial Beach Park Structural Condition Assessment August 2020 Photograph No. 10 Description: Spall on north float Photograph No. 11 Description: Exposed steel on west float Photograph No. 12 Description: Sunken vessel between Bents 31 and 32 PND No. 204013 Gene Coulon Memorial Beach Park Structural Condition Assessment August 2020 Appendix A Site Plan PND No. 204013 Gene Coulon Memorial Beach Park Structural Condition Assessment August 2020 Appendix B Ultrasonic Thickness Readings (by Global) Ultrasonic Thickness Readings W/O: 31292‐001 DATE: 1/21/20‐1/24/20 Customer: PND Engineers, Inc. Project: Gene Coulon Park Inspection Location: Renton, WA Note:Measurements in BOLD indicate between 15% and 30% section loss from 0.375", thickness between 0.263" and 0.318". Measurements in RED indicate greater than 30% section loss from 0.375", thickness less than 0.263". Bent 1 Pile 1B W 0.266''N 0.322'' E 0.268''W 0.324'' N 0.370'' E 0.320'' W 0.304''N 0.166''E 0.262''W 0.316''N 0.370'' E 0.312'' 1W0.272''S 0.366'' E 0.260''W 0.320'' S 0.216''E 0.316''W 0.266''S 0.312''E 0.310''W 0.368'' S 0.314''E 0.302'' 2 W 0.372'' N 0.370'' E 0.372'' W 0.320'' N 0.326'' E 0.364'' W 0.312''N 0.324'' E 0.316''W 0.306''N 0.312''E 0.314'' Bent 2 Pile 1 W 0.366'' N 0.368'' E 0.362'' W 0.320'' N 0.316''E 0.312''W 0.360'' N 0.292''E 0.302''W 0.304''N 0.362'' E 0.361'' 2 W 0.374'' N 0.266''E 0.260''W 0.260''N 0.312''E 0.316''W 0.302''N 0.318''E 0.312''W 0.316''N 0.312''E 0.310'' Bent 3 Pile 1B W 0.370'' N 0.366'' E 0.372'' W 0.322'' N 0.312''E 0.312''W 0.316''N 0.302''E 0.292''W 0.334'' N 0.296''E 0.324'' 1 W 0.320'' N 0.316''E 0.364'' W 0.320'' N 0.322'' E 0.312''W 0.310''N 0.316''E 0.362'' W 0.312''S 0.324'' E 0.374'' 2W0.316''S 0.316''E 0.374'' W 0.314''S 0.308''E 0.302''W 0.314''S 0.316''E 0.328'' W 0.320'' S 0.364'' E 0.312'' Bent 4 Pile 1W0.266''N 0.360'' E 0.316''W 0.314''N 0.316''E 0.318''W 0.324'' N 0.316''E 0.302''W 0.312''N 0.310''E 0.322'' 2 W 0.344'' N 0.368'' E 0.346'' W 0.312''N 0.316''E 0.340'' W 0.320'' N 0.302''E 0.310''W 0.318''N 0.316''E 0.312'' Bent 5 Pile 1B W 0.340'' N 0.342'' E 0.344'' W 0.326'' N 0.316''E 0.312''W 0.312''N 0.322'' E 0.318''W 0.310''N 0.312''E 0.316'' 1 W 0.324'' S 0.316''E 0.320'' W 0.324'' S 0.322'' E 0.320'' W 0.312''S 0.302''E 0.308''W 0.366'' N 0.318''E 0.324'' 2 W 0.344'' N 0.312''E 0.346'' W 0.312''N 0.316''E 0.324'' W 0.302''N 0.284''E 0.308''W 0.324'' N 0.320'' E 0.366'' Bent 6 Pile 1 E 0.366'' S 0.372'' W 0.368'' N 0.362'' E 0.362'' S 0.320'' W 0.318''N 0.312'' 2E0.316''S 0.320'' W 0.306''N 0.314''E 0.318''S 0.318''W 0.360'' N 0.362'' Bent 7 Pile 1B W 0.366'' N 0.320'' E 0.320'' S 0.320'' E 0.318''N 0.336'' W 0.326'' S 0.310'' 1E0.316''S 0.310''W 0.316''N 0.312''E 0.322'' S 0.318''W 0.314''N 0.316'' 2 W 0.320'' N 0.316''E 0.316''S 0.314''W 0.282''N 0.316''E 0.308''S 0.308'' Bent 8 Pile 1E0.216''S 0.314''W 0.322'' N 0.336'' E 0.316''S 0.318''W 0.312''N o.318 2 N 0.320'' S 0.308''W 0.332'' N 0.312''E 0.314''S 0.314''W 0.312''N 0.316'' 3 E 0.370'' S 0.368'' W 0.320'' N 0.326'' E 0.314''S 0.292''W 0.322'' N 0.312'' Bent 9 Pile 1 E 0.320'' S 0.320'' W 0.340'' N 0.330'' E 0.316''S 0.316''W 0.322'' N 0.358'' 2 E 0.320'' S 0.320'' W 0.318''N 0.328'' E 0.320'' S 0.316''W 0.312''N 0.314'' 3 E 0.366'' S 0.364'' W 0.314''N 0.316''E 0.316''S 0.294''W 0.318''N 0.312'' Bent 10 Pile 1E0.310''S 0.318''W 0.324'' N 0.314''E 0.310''S 0.314''W 0.316''N 0.316'' 1B E 0.320'' S 0.318''W 0.306''N 0.320'' E 0.326'' S 0.302''W 0.322'' N 0.328'' 2 E 0.366'' S 0.368'' W 0.322'' N 0.312''E 0.314''S 0.262''W 0.314''N 0.310'' 2B E 0.316''S 0.318''W 0.316' N 0.324'' E 0.316''S 0.316''W 0.318''N 0.312'' 3 E 0.366'' S 0.350'' W 0.314''N 0.312''E 0.316''S 0.316''W 0.320'' N 0.314'' 3B W 0.368'' N 0.318''W 0.316''N 0.312''W 0.362'' N 0.308''W 0.320'' N 0.316'' Cap Water Line Mid Cap Water Line Mid Mud Line Mud Line Cap Cap Water Line Mid Cap Water Line Mid Cap Water Line Mid Cap Water Line Mid Cap Water Line Mid Cap Water Line Mid Cap Water Line Mid Mud Line Mud Line Mud Line Mud Line Water Line Mid Mud Line Mud Line Mud Line Mud Line Page 1 of 4 Ultrasonic Thickness Readings W/O: 31292‐001 DATE: 1/21/20‐1/24/20 Customer: PND Engineers, Inc. Project: Gene Coulon Park Inspection Location: Renton, WA Note:Measurements in BOLD indicate between 15% and 30% section loss from 0.375", thickness between 0.263" and 0.318". Measurements in RED indicate greater than 30% section loss from 0.375", thickness less than 0.263". Bent 11 Pile 1 W 0.368'' N 0.362'' W 0.318''N 0.312''W 0.326'' N 0.312''W 0.318''N 0.314'' 2 W 0.364'' N 0.366'' W 0.330'' N 0.312''W 0.324'' N 0.318''W 0.366'' N 0.316'' Bent 12 Pile 1 W 0.368'' N 0.366'' W 0.334'' N 0.338'' W 0.308''N 0.318''W 0.312''N 0.320'' 2E0.316''N 0.322'' E 0.326'' N 0.322'' E 0.322'' N 0.310''E 0.312''N 0.316'' 2B W 0.366'' N 0.352'' W 0.340'' N 0.334'' W 0.304''N 0.308''W 0.314''N 0.322'' Bent 13 Pile 1W0.314''N 0.320'' W 0.320'' N 0.312''W 0.308''N 0.320'' W 0.344'' N 0.318'' 2 W 0.322'' N 0.324'' W 0.338'' N 0.332'' W 0.304''N 0.308''W 0.322'' N 0.314'' Bent 14 Pile 1W0.280''N 0.310''W 0.330'' N 0.318''W 0.312''N 0.314''W 0.324'' N 0.318'' 2 E 0.322'' N 0.326'' E 0.334'' N 0.322'' E 0.308''N 0.312''E 0.326'' N 0.314'' 2B W 0.360'' N 0.356'' W 0.334'' N 0.328'' W 0.312''N 0.302''W 0.316''N 0.320'' Bent 15 Pile 1 W 0.322'' N 0.342'' W 0.362'' N 0.328'' W 0.308''N 0.312''W 0.314''N 0.320'' 2 W 0.324'' N 0.322'' W 0.318''N 0.318''W 0.294''N 0.314''W 0.364'' N 0.310'' Bent 16 Pile 1W0.316''N 0.312''W 0.318''N 0.320'' W 0.326'' N 0.320'' W 0.318''N 0.322'' 2E0.302''N 0.324'' E 0.326'' N 0.326'' E 0.320'' N 0.298''E 0.318''N 0.338'' 2B W 0.290''N 0.324'' W 0.320'' N 0.324'' W 0.298''N 0.310''W 0.316''N 0.314'' Bent 17 Pile 1 W 0.322'' N 0.362'' W 0.318''N 0.368'' W 0.304''N 0.312''W 0.308''N 0.318'' 2 W 0.336'' N 0.316''W 0.314''N 0.328'' W 0.314''N 0.312''W 0.320'' N 0.322'' Bent 18 Pile 1W0.302''N 0.322'' W 0.320'' N 0.334'' W 0.316''N 0.314''W 0.318''N 0.314'' 2 E 0.322'' S 0.308''W 0.314''N 0.320'' E 0.308''S 0.320'' W 0.318''N 0.316'' 2B W 0.316''N 0.316''E 0.318''S 0.314''E 0.316''N 0.312''W 0.316''S 0.320'' Bent 19 Pile 1B E 0.368'' S 0.368'' W 0.312''N 0.314''E 0.290''S 0.302''W 0.312''N 0.316'' 1W0.266''N 0.316''E 0.322'' S 0.322'' W 0.332'' N 0.328'' E 0.316''S 0.368'' 2B E 0.320'' S 0.266''W 0.316''N 0.322'' E 0.304''S 0.258''W 0.366'' N 0.362'' 2W0.316''N 0.314''E 0.318''S 0.310''W 0.358'' N 0.354'' E 0.312''S 0.314'' 3B E 0.320'' S 0.364'' W 0.318''N 0.364'' E 0.266''S 0.280''W 0.364'' N 0.322'' 3W0.316''N 0.258''E 0.264''S 0.266''W 0.254''N 0.302''E 0.352'' S 0.364'' Bent 20 Pile 1 W 0.320'' N 0.314''W 0.326'' S 0.326'' E 0.312''S 0.290''W 0.362'' N 0.312'' 2 W 0.334'' S 0.314''W 0.316''N 0.312''W 0.268''N 0.328'' E 0.356'' N 0.318'' 3E0.276''S 0.320'' W 0.324'' N 0.312''E 0.356'' N 0.294''S 0.326'' N 0.326'' Cap Water Line Mid Cap Water Line Mid Cap Water Line Mid Cap Water Line Mid Cap Water Line Mid Cap Water Line Mid Cap Water Line Mid Cap Water Line Mid Cap Water Line Mid Cap Water Line Mid Mud Line Mud Line Mud Line Mud Line Mud Line Mud Line Mud Line Mud Line Mud Line Mud Line Page 2 of 4 Ultrasonic Thickness Readings W/O: 31292‐001 DATE: 1/21/20‐1/24/20 Customer: PND Engineers, Inc. Project: Gene Coulon Park Inspection Location: Renton, WA Note:Measurements in BOLD indicate between 15% and 30% section loss from 0.375", thickness between 0.263" and 0.318". Measurements in RED indicate greater than 30% section loss from 0.375", thickness less than 0.263". Bent 21 Pile 1S0.316''N 0.366'' W 0.336'' S 0.266''E 0.280''S 0.294''S 0.312''N 0.312'' 2 E 0.321'' S 0.320'' W 0.334'' N 0.322'' W 0.278''E 0.302''S 0.316''N 0.304'' 2B W 0.314''S 0.366'' W 0.316''E 0.324'' W 0.298''S 0.284''E 0.308''W 0.298'' Bent 22 Pile 1W0.314''N 0.368'' S 0.322'' N 0.312''E 0.264''W 0.306''W 0.268''E 0.316'' 2W0.312''E 0.324'' W 0.322'' N 0.324'' W 0.304''S 0.316''W 0.312''S 0.312'' Bent 23 Pile 1W0.274''N 0.246''W 0.316''S 0.330'' E 0.286''W 0.316''W 0.312''S 0.318'' 2W0.268''S 0.320'' W 0.304''E 0.316''W 0.312''N 0.298''S 0.354'' N 0.314'' 2B W 0.318''S 0.296''N 0.324'' S 0.306''W 0.298''E 0.314''W 0.318''S 0.316'' Bent 24 Pile 1S0.262''N 0.320'' W 0.358'' E 0.266''W 0.304''N 0.324'' W 0.324'' N 0.308'' 2W0.278''E 0.268''W 0.314''S 0.312''E 0.324'' N 0.310''W 0.320'' E 0.308'' Bent 25 Pile 1E0.262''N 0.284''S 0.326'' N 0.370'' W 0.302''N 0.304''W 0.306''N 0.320'' 1B N 0.266''S 0.282''W 0.288''S 0.318''N 0.268''S 0.286''W 0.306''S 0.312'' 2E0.266''N 0.324'' S 0.312''N 0.324'' W 0.286''E 0.308''W 0.320'' S 0.316'' 2B W 0.310''S 0.316''W 0.314''S 0.266''W 0.272''E 0.314''W 0.272''N 0.324'' Bent 26 Pile 1W0.276''E 0.266''N 0.328'' S 0.308''E 0.300''W 0.302''S 0.308''N 0.366'' 2 E 0.324'' S 0.334'' E 0.308''S 0.366'' E 0.324'' N 0.304''W 0.308''N 0.356'' 2B E 0.278''N 0.316''W 0.312''N 0.322'' W 0.312''S 0.308''W 0.304''S 0.310'' Bent 27 Pile 1E0.268''S 0.266''W 0.318''N 0.324'' E 0.302''N 0.312''E 0.322'' S 0.308'' 2W0.308''N 0.276''E 0.304''S 0.312''E 0.316''W 0.306''S 0.266''N 0.316'' Bent 28 Pile 1 E 0.360'' W 0.316''N 0.314''S 0.316''W 0.280''E 0.306''S 0.314''N 0.316'' 2 E 0.346'' W 0.310''N 0.312''S 0.316''S 0.298''N 0.316''W 0.314''E 0.316'' 2B E 0.310''W 0.316''E 0.316''S 0.304''W 0.320'' N 0.312''S 0.320'' N 0.316'' Bent 29 Pile 1E0.312''N 0.314''E 0.312''S 0.324'' W 0.312''S 0.262''W 0.368'' N 0.312'' 2 E 0.344'' N 0.314''W 0.324'' S 0.318''W 0.268''N 0.314''E 0.308''S 0.310'' Bent 30 Pile 1 E 0.358'' S 0.294''W 0.320'' E 0.276''W 0.296''S 0.296''S 0.316''N 0.324'' 2W0.306''E 0.316''N 0.338'' S 0.298''W 0.304''E 0.308''S 0.312''N 0.308'' 2B E 0.300''W 0.244''E 0.316''N 0.308''W 0.292''N 0.298''W 0.322'' S 0.304'' Cap Water Line Mid Cap Water Line Mid Cap Water Line Mid Cap Water Line Mid Cap Water Line Mid Cap Water Line Mid Cap Water Line Mid Cap Water Line Mid Cap Water Line Mid Cap Water Line Mid Mud Line Mud Line Mud Line Mud Line Mud Line Mud Line Mud Line Mud Line Mud Line Mud Line Page 3 of 4 Ultrasonic Thickness Readings W/O: 31292‐001 DATE: 1/21/20‐1/24/20 Customer: PND Engineers, Inc. Project: Gene Coulon Park Inspection Location: Renton, WA Note:Measurements in BOLD indicate between 15% and 30% section loss from 0.375", thickness between 0.263" and 0.318". Measurements in RED indicate greater than 30% section loss from 0.375", thickness less than 0.263". Bent 31 Pile 1N0.316''S 0.320'' W 0.316''E 0.310''E 0.310''S 0.304''W 0.316''N 0.320'' 2E0.306''S 0.318''E 0.316''S 0.330'' W 0.222''N 0.262''S 0.320'' N 0.322'' Bent 32 Pile 1W0.284''E 0.316''N 0.334'' S 0.318''E 0.308''S 0.304''W 0.262''N 0.316'' 2E0.318''S 0.324'' E 0.314''S 0.316''E 0.286''N 0.306''W 0.306''N 0.324'' 2B W 0.324'' N 0.322'' E 0.308''S 0.314''W 0.306''N 0.284''E 0.326'' N 0.320'' Bent 33 Pile 1 W 0.344'' E 0.350'' N 0.316''S 0.282''E 0.322'' W 0.296''S 0.308''N 0.321'' 2 E 0.356'' W 0.350'' N 0.312''S 0.320'' W 0.312''E 0.312''S 0.308''N 0.314'' Bent 34 Pile 1 E 0.345'' W 0.344'' N 0.302''S 0.298''W 0.316''E 0.320'' S 0.308''N 0.314'' 2 E 0.342'' W 0.350'' N 0.308''S 0.310''W 0.314''E 0.304''S 0.304''N 0.316'' Bent 35 Pile 1 W 0.344'' S 0.340'' S 0.330'' N 0.332'' N/A ‐ Very shallow water W 0.312''N 0.312'' 2 W 0.348'' S 0.348'' S 0.326'' N 0.316''W 0.324'' N 0.314'' Bent 36 Pile 1 W 0.342'' S 0.348'' N/A ‐ Bent above lake level S 0.348'' E 0.348'' 2 W 0.344'' S 0.344'' S 0.344'' E 0.344'' Cap Water Line Mid Cap Water Line Mid Cap Water Line Mid Cap Water Line Mid Cap Water Line Mid Cap Water Line Mid Mud Line Mud Line Mud Line Mud Line Mud Line Mud Line Page 4 of 4 PND No. 204013 Gene Coulon Memorial Beach Park Structural Condition Assessment August 2020 Appendix C Pile Inspection Notes (by Global) Pile Inspection ReportW/O: 31292‐001 DATE: 1/21/20 ‐ 1/24/20Customer: PND Engineers, Inc. Project: Gene Coulon Park Inspection Location: Renton, WANOTES:Structure Bent Pile Mudline Type Rating Time Tide DiverPile 1 1B 15FFW SL MJ 956 N/A CH 50% NBR (No contact at cap), SV material loss, BLPile 1 1 15FFW SL MJ 1041 N/A CH SL MD TO, BL SP TOPile 1 2 15FFW SL MD 1058 N/A CH SL MD TO, Rust scale TO, Scale TO, BLPile 2 1 16FFW SL MD 1126 N/A CH Rust scale TO, SL MJ TO, BLPile 2 2 16FFW SL MD 1141 N/A CH SL MD TO,Scale TO, BLPile 3 1B 18FFW SL MD 1159 N/A CH SL MD TO, Scale TO, BLPile 3 1 18FFW SL MD 1221 N/A CH SV scale at mid, MD scale TO,SL MD TO, BLPile 3 2 18FFW SL MD 1236 N/A CH SL MD TO, Scale TO, BLPile 4 1 20FFW SL MD 1357 N/A IF SL MD TO, Scale TO, BLPile 4 2 20FFW SL MD 1414 N/A IF SL MD TO, Scale TO, BLPile 5 1B 21FFW SL MD 1430 N/A IF SL MD TO, Scale TO, BLPile 5 1 21FFW SL MD 1455 N/A IF SL MD TO, Scale TO, BL SP TOPile 5 2 21FFW SL MD 1511 N/A IF SL MD TO, Scale TO, BL SP TOPile 6 1 22FFW SL MN 1033 N/A CH SL MD TO, Scale TO, BL SP TOPile 6 2 22FFW SL MD 1041 N/A CH Scale TO, BL SP TO, SL MD TOPile 7 1B 25FFW SL MD 1055 N/A CH SL MD TO (less SL from Mid to ML), Scale TO, BL SP TOPile 7 1 25FFW SL MD 1105 N/A CH SL MD TO, BL SP TO, Scale TOPile 7 2 25FFW SL MD 1123 N/A CH Scale TO, BL SP TOPile 8 3 26FFW SL MD 1145 N/A CH Scale TO, BL SP TOPile 8 2 26FFW SL MD 1154 N/A CH SL MD TO, Scale MD TO, BL SP TOPile 8 1 26FFW SL MD 1207 N/A CH Rust scale TO, BL SP TOPile 9 1 26FFW SL MD 1220 N/A CH Scale TO, SL TO, BL SP TOPile 9 2 26FFW SL MD 1233 N/A CH Scale TO, SL TO, BL SP TOPile 9 3 26FFW SL MD 1245 N/A CH SL TO, BL SP TO, Scale TOPile 10 1 27FFW SL MD 1301 N/A CH Scale TO, SL MD TO, BL SP TOPile 10 1B 27FFW SL MD 1313 N/A CH Scale TO, SL MD TO, BL SP TOPile 10 2 27FFW SL MD 1325 N/A CH Scale TO, BL SP TO, SL MD TOLOCATION DAMAGE REFERENCEKEY: W/L=Water Line: MID=Mid Line: M/L=Mud line: MN=Minimal: MD=Moderate: MJ=Major: SV= Severe: MBR=Marine Boring Activity: NBR=Non‐Bearing: DET=Deterioration TO=Throughout: SP=Sporadic: SC=Surface Cracking: SPL=Splits: N=North: S=South: E=East: W=West: BATT=Batter: BL=Blisters: SL=Section Loss, FFW=Feet of Free WaterPage 1 of 4 Pile Inspection ReportW/O: 31292‐001 DATE: 1/21/20 ‐ 1/24/20Customer: PND Engineers, Inc. Project: Gene Coulon Park Inspection Location: Renton, WANOTES:Structure Bent Pile Mudline Type Rating Time Tide DiverLOCATION DAMAGE REFERENCEPile 10 2B 27FFW SL MD 1338 N/A CH Scale TO, BL SP TO, SL MD TOPile 10 3 27FFW SL MD 1355 N/A CH Scale TO, BL SP TO, SL MD TO, Possible NBRPile 10 3B 28FFW SL MD 1407 N/A CH Scale TO, BL SP TO, SL MD TO, Possible NBRPile 11 2 25FFW SL MD 1515 N/A IF Scale TO, BL SP TO, SL MD TOPile 11 1 25FFW SL MD 1535 N/A IF Scale TO, BL SP TO, SL MD TOPile 12 2 25FFW SL MD 1621 N/A IF Scale TO, BL SP TO, SL MD TOPile 12 2B 25FFW SL MD 1630 N/A IF Scale TO, SL MD TO, BL SP TOPile 12 1 25FFW SL MD 1600 N/A IF Scale TO, BL SP TO,SL MD TOPile 13 1 25FFW SL MD 809 N/A IF Scale To, SL MD TO, BL SP TOPile 13 2 25FFW SL MD 824 N/A IF Scale TO, SL MD TO, BL SP TOPile 14 1 26FFW SL MD 842 N/A IF Scale To, SL MD TO, BL SP TOPile 14 2 26FFW SL MD 856 N/A IF Scale TO, SL MD TO, BL SP TOPile 14 2B 26FFW SL MD 907 N/A IF Scale TO, SL MD TO, BL SP TOPile 15 1 26FFW SL MD 924 N/A IF Scale To, SL MD TO, BL SP TOPile 15 2 26FFW SL MD 937 N/A IF Scale To, SL MD TO, BL SP TOPile 16 1 26FFW SL MD 958 N/A IF Scale TO,SL MD TO, BL SP TOPile 16 2 26FFW SL MD 1010 N/A IF Scale TO, SL MD TO, BL SP TOPile 16 2B 26FFW SL MD 1022 N/A IF Scale TO, SL MD TO, BL SP TOPile 17 1 26FFW SL MD 1100 N/A IF Scale TO, SL MD TO, BL SP TOPile 17 2 26FFW SL MD 1120 N/A IF Scale TO, SL MD TO, BL SP TOPile 18 1 26FFW SL MD 1137 N/A IF Scale TO, SL MD TO, BL SP TOPile 18 2 26FFW SL MD 1235 N/A CH Scale TO, SL MD TO, BL SP TOPile 18 2B 26FFW SL MD 1314 N/A CH Scale TO, SL MD TO, BL SP TOPile 19 1B 26FFW SL MD 1326 N/A Ch Scale TO, SL MD TO, BL SP TOPile 19 1 26FFW SL MD 1342 N/A CH Scale TO, SL MD TO, BL SP TOPile 19 2B 26FFW SL MD 1357 N/A CH SV scale TO, SL MD TO, BL SP TOPile 19 2 26FFW SL MD 1411 N/A CH SV scale TO, SL MD TO, BL SP TOKEY: W/L=Water Line: MID=Mid Line: M/L=Mud line: MN=Minimal: MD=Moderate: MJ=Major: SV= Severe: MBR=Marine Boring Activity: NBR=Non‐Bearing: DET=Deterioration TO=Throughout: SP=Sporadic: SC=Surface Cracking: SPL=Splits: N=North: S=South: E=East: W=West: BATT=Batter: BL=Blisters: SL=Section Loss, FFW=Feet of Free WaterPage 2 of 4 Pile Inspection ReportW/O: 31292‐001 DATE: 1/21/20 ‐ 1/24/20Customer: PND Engineers, Inc. Project: Gene Coulon Park Inspection Location: Renton, WANOTES:Structure Bent Pile Mudline Type Rating Time Tide DiverLOCATION DAMAGE REFERENCEPile 19 3B 26FFW SL MD 1432 N/A CH Scale TO, SL MD TO, BL SP TO, Pitting at MidPile 19 3 26FFW SL MD 1444 N/A CH Scale TO, SL MD TO, BL SP TO, Pitting at MidPile 20 1 26FFW SL MD 815 N/A IF Scale TO, SL MD TO, BL SP TOPile 20 2 26FFW SL MD 824 N/A IF Scale TO, SL MD TO, BL SP TOPile 20 3 26FFW SL MD 832 N/A IF Scale TO, SL MD TO, BL SP TOPile 21 1 26FFW SL MD 843 N/A IF Scale TO, SL MD TO, BL SP TOPile 21 2 26FFW SL MD 853 N/A IF Scale TO, SL MD TO, BL SP TOPile 21 2B 26FFW SL MD 903 N/A IF Scale TO, SL MD TO, BL SP TOPile 22 1 26FFW SL MD 920 N/A IF Scale TO, SL MD TO, BL SP TOPile 22 2 26FFW SL MD 932 N/A IF Scale TO, SL MD TO, BL SP TOPile 23 1 27FFW SL MD 1000 N/A IF Scale TO, SL MD TO, BL SP TOPile 23 2 27FFW SL MD 1022 N/A IF Scale TO, SL MD TO, BL SP TOPile 23 2B 27FFW SL MD 1030 N/A IF Scale TO, SL MD TO, BL SP TOPile 24 1 26FFW SL MD 1140 N/A IF Scale TO, SL MD TO, BL SP TOPile 24 2 26FFW SL MD 1146 N/A IF Scale TO, SL MD TO, BL SP TOPile 25 1B 27FFW SL MD 1043 N/A IF Scale TO, BL SP TO, SL MD TOPile 25 1 27FFW SL MD 1054 N/A IF Scale TO, BL SP TO, SL MD TOPile 25 2B 27FFW SL MD 1108 N/A IF BL SP TO, Scale TO, SL MD TOPile 25 2 27FFW SL MD 1115 N/A IF Possible NBR (can not touch connection), Scale TO, SL MD TO, BL SP TOPile 26 2B 26FFW SL MD 1231 N/A CH Scale TO, BL SP TO, SL MD TOPile 26 2 26FFW SL MD 1235 N/A CH Scale TO, BL SP TO, SL MD TOPile 26 1 26FFW SL MD 1340 N/A CH Scale TO, BL SP TO, SL MD TOPile 27 2 25FFW SL MD 1300 N/A CH Scale TO, SV scale at mid, SL MD TO, BL SP TOPile 27 1 25FFW SL MD 1304 N/A CH Scale TO, SL MD TO, BL SP TOPile 28 2B 20FFW SL MD 1308 N/A CH Scale TO, BL SP TO, SL MD TOPile 28 2 20FFW SL MD 1316 N/A CH Scale TO, BL SP TO, SL MD TOPile 28 1 20FFW SL MD 1319 N/A CH Scale TO, SL MD TO, BL SP TOKEY: W/L=Water Line: MID=Mid Line: M/L=Mud line: MN=Minimal: MD=Moderate: MJ=Major: SV= Severe: MBR=Marine Boring Activity: NBR=Non‐Bearing: DET=Deterioration TO=Throughout: SP=Sporadic: SC=Surface Cracking: SPL=Splits: N=North: S=South: E=East: W=West: BATT=Batter: BL=Blisters: SL=Section Loss, FFW=Feet of Free WaterPage 3 of 4 Pile Inspection ReportW/O: 31292‐001 DATE: 1/21/20 ‐ 1/24/20Customer: PND Engineers, Inc. Project: Gene Coulon Park Inspection Location: Renton, WANOTES:Structure Bent Pile Mudline Type Rating Time Tide DiverLOCATION DAMAGE REFERENCEPile 29 2 19FFW SL MD 1329 N/A CH SL MD TO, BL SP TO, Scale TOPile 29 1 19FFW SL MD 1335 N/A CH Scale TO, BL SP TO, SL MD TO, Deep pitting at MIDPile 30 2B 21FFW SL MD 1344 N/A CH Scale TO, BL SP TO, SL MD TOPile 30 2 21FFW SL MD 1350 N/A CH Scale TO, BL SP TO, SL MD TOPile 30 1 21FFW SL MD 1414 N/A CH Scale TO, BL SP TO, SL MD TOPile 31 2 24FFW SL MD 1423 N/A CH Scale TO, SL MD TO, BL SP TOPile 31 1 24FFW SL MD 1431 N/A CH Scale TO, SL MD TO, BL SP TOPile 32 2B 23FFW SL MD 1447 N/A CH Scale TO, BL SP TO, SL MD TOPile 32 2 23FFW SL MD 1500 N/A CH Scale TO, BL SP TO, SL MD TOPile 32 1 23FFW SL MD 1508 N/A CH Scale TO, BL SP TO, SL MD TOPile 33 2 21FFW SL MD 1516 N/A CH Scale TO, BL SP TO, SL MD TO, 4' of pile above W/LPile 33 1 21FFW SL MD 1519 N/A CH Sacle TO, BL SP TO, SL MD TO, 4' of pile above W/LPile 34 2 14FFW SL MD 1530 N/A CH Scale TO, Bl SP TO, SL MD TO, 8' of pile above W/LPile 34 1 14FFW SL MD 1535 N/A CH Scale TO, Bl SP TO, SL MD TO, 8' of pile above W/LPile 35 2 4FFW SL MD 1543 N/A CH Scale TO, BL SP TO, SL MD TO, 8' of pile above W/LPile 35 1 4FFW SL MD 1549 N/A CH Scale TO, BL SP TO, SL MD TO, 8' of pile above W/LPile 36 2 N/A SL MN 1600 N/A CH MN SL TO, Pile above W/LPile 36 1 N/A SL MN 1604 N/A CH MN SL TO, Pile above W/LKEY: W/L=Water Line: MID=Mid Line: M/L=Mud line: MN=Minimal: MD=Moderate: MJ=Major: SV= Severe: MBR=Marine Boring Activity: NBR=Non‐Bearing: DET=Deterioration TO=Throughout: SP=Sporadic: SC=Surface Cracking: SPL=Splits: N=North: S=South: E=East: W=West: BATT=Batter: BL=Blisters: SL=Section Loss, FFW=Feet of Free WaterPage 4 of 4 PND No. 204013 Gene Coulon Memorial Beach Park Structural Condition Assessment August 2020 Appendix D Pile Cap Inspection Notes (by Global) Pile Inspection ReportW/O: 31292‐001 DATE: 1/21/20 ‐ 1/24/20Customer: PND Engineers, Inc. Project: Gene Coulon Park Inspection Location: Renton, WANOTES:Structure Bent Pile Mudline Type Rating Time Tide DiverCap 1 1B N/A Spalling MJ 956 N/A CH 50% NBR (No contact at cap)Cap 1 1 N/A Spalling MN 1041 N/A CH Spall at capCap 1 2 N/A Spalling SV 1058 N/A CH SV spall at cap with SLCap 2 1 N/A None MN 1126 N/A CH Cap ok at insertCap 2 2 N/A None MN 1141 N/A CH Cap ok at insertCap 3 1B N/A Spalling MN 1159 N/A CH MN spalls at capCap 3 1 N/A Crack MN 1221 N/A CH Crack on capCap 3 2 N/A None MN 1236 N/A CH Cap okCap 4 1 N/A Spalling MD 1357 N/A IF Spall at cap inset 5" deepCap 4 2 N/A Spalling MD 1414 N/A IF Spall at cap inset west sideCap 5 1B N/A Spalling MD 1430 N/A IF Spalling at cap inset 5" deepCap 5 1 N/A Spalling MD 1455 N/A IF Spalling at cap inset, crack on capCap 5 2 N/A Spalling MD 1511 N/A IF Spalling at cap insetCap 6 1 N/A Spalling MN 1033 N/A CH MN spalls at cap insetCap 6 2 N/A Spalling SV 1041 N/A CH SV spalling at cap insetCap 7 1B N/A Spalling MD 1055 N/A CH Spalling at cap insetCap 7 1 N/A Spalling SV 1105 N/A CH SV spall and exposed steel at cap, crack on capCap 7 2 N/A Spalling MD 1123 N/A CH Spalling at cap inset west side 5" deepCap 8 3 N/A Spalling SV 1145 N/A CH Spalling at cap inset and exposed steelCap 8 2 N/A Spalling MD 1154 N/A CH Spalling MD at insetCap 8 1 N/A Spalling MD 1207 N/A CH Spalling at cap with exposed tie insCap 9 1 N/A Spalling MD 1220 N/A CH Inset looks bad, Tie in visibleCap 9 2 N/A Crack MN 1233 N/A CH Inset ok, crack on capCap 9 3 N/A Spalling MJ 1245 N/A CH MJ spalling at cap inset, Tie in exposed at insetCap 10 1 N/A Spalling MN 1301 N/A CH Spalling MNCap 10 1B N/A Spalling MJ 1313 N/A CH MJ spallingCap 10 2 N/A Spalling MN 1325 N/A CH Spalling at insetColor Code ReferenceLOCATION DAMAGE REFERENCEKEY: W/L=Water Line: MID=Mid Line: M/L=Mud line: MN=Minimal: MD=Moderate: MJ=Major: SV= Severe: MBR=Marine Boring Activity: NBR=Non‐Bearing: DET=Deterioration TO=Throughout: SP=Sporadic: SC=Surface Cracking: SPL=Splits: N=North: S=South: E=East: W=West: BATT=Batter: BL=Blisters: SL=Section Loss, FFW=Feet of Free WaterPage 1 of 4 Pile Inspection ReportW/O: 31292‐001 DATE: 1/21/20 ‐ 1/24/20Customer: PND Engineers, Inc. Project: Gene Coulon Park Inspection Location: Renton, WANOTES:Structure Bent Pile Mudline Type Rating Time Tide DiverColor Code ReferenceLOCATION DAMAGE REFERENCECap 10 2B N/A Spalling MD 1338 N/A CH Spalling at cap insetCap 10 3 N/A Spalling MD 1355 N/A CH Possible NBRCap 10 3B N/A Spalling MD 1407 N/A CH Possible NBRCap 11 2 N/A Spalling MD 1515 N/A IF Spalling at cap inset about 5" deepCap 11 1 N/A Spalling MN 1535 N/A IF Spalling at cap inset, crack on capCap 12 2 N/A Spalling SV 1621 N/A IF SV spalling at cap insetCap 12 2B N/A Spalling SV 1630 N/A IF SV Spalling at cap insetCap 12 1 N/A None MN 1600 N/A IF Cap looks goodCap 13 1 N/A Spalling MN 809 N/A IF MN spalling at cap insetCap 13 2 N/A Forms N/A 824 N/A IF Form in place at capCap 14 1 N/A Spalling MN 842 N/A IF MN spalling at cap insetCap 14 2 N/A Spalling SV 856 N/A IF SV Spalling at cap insetCap 14 2B N/A Spalling SV 907 N/A IF SV Spalling at cap insetCap 15 1 N/A Spalling MN 924 N/A IF MN spalling at cap insetCap 15 2 N/A Spalling MN 937 N/A IF MN spalling at cap insetCap 16 1 N/A Spalling MD 958 N/A IF MD spalling at cap insetCap 16 2 N/A Spalling SV 1010 N/A IF SV Spalling at cap insetCap 16 2B N/A Spalling SV 1022 N/A IF SV Spalling at cap insetCap 17 1 N/A Spalling MN 1100 N/A IF MN spalling at cap insetCap 17 2 N/A Spalling MN 1120 N/A IF MN spalling at cap insetCap 18 1 N/A Spalling MN 1137 N/A IF No spalling at cap insetCap 18 2 N/A Forms N/A 1235 N/A CH Forms cover cap insetCap 18 2B N/A Forms N/A 1314 N/A CH Forms cover cap insetCap 19 1B N/A Spalling SV 1326 N/A Ch SV Spalling at cap insetCap 19 1 N/A Spalling SV 1342 N/A CH SV Spalling at cap insetCap 19 2B N/A Spalling SV 1357 N/A CH SV Spalling /Cracking at capCap 19 2 N/A Spalling SV 1411 N/A CH SV Spalling/Cracking at cap insetKEY: W/L=Water Line: MID=Mid Line: M/L=Mud line: MN=Minimal: MD=Moderate: MJ=Major: SV= Severe: MBR=Marine Boring Activity: NBR=Non‐Bearing: DET=Deterioration TO=Throughout: SP=Sporadic: SC=Surface Cracking: SPL=Splits: N=North: S=South: E=East: W=West: BATT=Batter: BL=Blisters: SL=Section Loss, FFW=Feet of Free WaterPage 2 of 4 Pile Inspection ReportW/O: 31292‐001 DATE: 1/21/20 ‐ 1/24/20Customer: PND Engineers, Inc. Project: Gene Coulon Park Inspection Location: Renton, WANOTES:Structure Bent Pile Mudline Type Rating Time Tide DiverColor Code ReferenceLOCATION DAMAGE REFERENCECap 19 3B N/A Forms MN 1432 N/A CH Forms intactCap 19 3 N/A Forms MN 1444 N/A CH Forms intactCap 20 1 N/A Spalling MD 815 N/A IF MD spalling at cap insetCap 20 2 N/A Spalling MN 824 N/A IF Cap inset ok, MN SP spallsCap 20 3 N/A Spalling MD 832 N/A IF MD spalling at cap insetCap 21 1 N/A Spalling MN 843 N/A IF MN spalling at cap insetCap 21 2 N/A Spalling MN 853 N/A IF Forms and iron in placeCap 21 2B N/A Spalling MN 903 N/A IF Forms and iron in placeCap 22 1 N/A Spalling MN 920 N/A IF MN spalling at cap inset, crack on capCap 22 2 N/A Forms MN 932 N/A IF Inset covered by formCap 23 1 N/A Spalling MN 1000 N/A IF MN spalling at cap insetCap 23 2 N/A Spalling MN 1022 N/A IF MN spalling between 2 and 2BCap 23 2B N/A Spalling MN 1030 N/A IF MN spalling between 2 and 2BCap 24 1 N/A Spalling MN 1140 N/A IF MN spalling at cap inset, formwork left in placeCap 24 2 N/A Spalling MN 1146 N/A IF MN spalling at cap insetCap 25 1B N/A Forms MN 1043 N/A IF Forms at inset, MN spalling betweenCap 25 1 N/A Spalling MN 1054 N/A IF MN spalling, Forms cover cap insetCap 25 2B N/A Spalling SV 1108 N/A IF SV spalling/DET at cap insetCap 25 2 N/A Spalling SV 1115 N/A IF Possible NBR (can not touch connection)Cap 26 2B N/A Spalling MN 1231 N/A CH MN spalling at cap insetCap 26 2 N/A Spalling MN 1235 N/A CH MN spalling at cap insetCap 26 1 N/A Spalling MN 1340 N/A CH MN spalling at cap insetCap 27 2 N/A Spalling MD 1300 N/A CH MD spalling at cap inset, Tie in exposedCap 27 1 N/A Spalling MD 1304 N/A CH MD spalling at cap insetCap 28 2B N/A Spalling MJ 1308 N/A CH MJ spalling at cap insetCap 28 2 N/A Spalling MJ 1316 N/A CH MJ spalling at cap insetCap 28 1 N/A Spalling MN 1319 N/A CH MN spalling at cap insetKEY: W/L=Water Line: MID=Mid Line: M/L=Mud line: MN=Minimal: MD=Moderate: MJ=Major: SV= Severe: MBR=Marine Boring Activity: NBR=Non‐Bearing: DET=Deterioration TO=Throughout: SP=Sporadic: SC=Surface Cracking: SPL=Splits: N=North: S=South: E=East: W=West: BATT=Batter: BL=Blisters: SL=Section Loss, FFW=Feet of Free WaterPage 3 of 4 Pile Inspection ReportW/O: 31292‐001 DATE: 1/21/20 ‐ 1/24/20Customer: PND Engineers, Inc. Project: Gene Coulon Park Inspection Location: Renton, WANOTES:Structure Bent Pile Mudline Type Rating Time Tide DiverColor Code ReferenceLOCATION DAMAGE REFERENCECap 29 2 N/A Spalling MN 1329 N/A CH Cap inset intactCap 29 1 N/A Spalling MD 1335 N/A CH MD spalling at cap insetCap 30 2B N/A Spalling MN 1344 N/A CH MN Spalling at cap insetCap 30 2 N/A Spalling MN 1350 N/A CH MN Spalling at cap insetCap 30 1 N/A None MN 1414 N/A CH Cap inset looks goodCap 31 2 N/A Spalling SV 1423 N/A CH SV spalling at cap inset with exposed rebarCap 31 1 N/A Spalling MN 1431 N/A CH MN spalling at cap insetCap 32 2B N/A Spalling SV 1447 N/A CH SV spalling at cap insetCap 32 2 N/A Spalling SV 1500 N/A CH SV spalling at cap insetCap 32 1 N/A Spalling MD 1508 N/A CH MD spalling at cap insetCap 33 2 N/A None MN 1516 N/A CH Cap inset okCap 33 1 N/A Spalling MN 1519 N/A CH Spalling at NW cap insetCap 34 2 N/A None MN 1530 N/A CH Cap okCap 34 1 N/A None MN 1535 N/A CH Cap okCap 35 2 N/A None MN 1543 N/A CH Cap okCap 35 1 N/A None MN 1549 N/A CH Cap okCap 36 2 N/A None MN 1600 N/A CH Cap okCap 36 1 N/A None MN 1604 N/A CH Cap okKEY: W/L=Water Line: MID=Mid Line: M/L=Mud line: MN=Minimal: MD=Moderate: MJ=Major: SV= Severe: MBR=Marine Boring Activity: NBR=Non‐Bearing: DET=Deterioration TO=Throughout: SP=Sporadic: SC=Surface Cracking: SPL=Splits: N=North: S=South: E=East: W=West: BATT=Batter: BL=Blisters: SL=Section Loss, FFW=Feet of Free WaterPage 4 of 4 PND No. 204013 Gene Coulon Memorial Beach Park Structural Condition Assessment August 2020 Appendix E Dive Videos (by Global, provided separately)