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2515.11_Geotechnical Special Inspection Summary Letter_Permit_BLD2021-0819 _02-15-2022Zipp Geo Geoprofessional Consultants ZGA Project No. 2515.11 February 15, 2022 Point Edwards Condominium HOA 3109 Franklin Ave East Seattle, Washington 98102 Attention: Ms. Debre Carter Subject: Summary of Geotechnical Construction Observation Services Point Edwards Condominiums, Building 61 93 Pine Street Edmonds, Washington 98020 City of Edmonds Permit # BLD2021-0819 Dear Ms. Carter, Zipper Geo Associates, LLC (ZGA) provided geotechnical construction observation services for the Point Edwards Condominium's Building 61 Pedestrian Bridge Abutment Foundation Repair Project located at 93 Pine Street in Edmonds, Washington. Our site observations and recommendations have been summarized in Daily Field Reports (DFRs) 1 through 7, which have been transmitted to you, the structural engineer, and the contractor over the course of the construction. ZGA was designated geotechnical "special inspector" by the City of Edmonds in an undated Special Inspection and Testing Agreement letter. Our responsibilities included: • Monitor Driven Pipe Pile Installations - ZGA monitored the installation of all six production pipe piles. Pile and pile bracket components were observed to be in general accordance with the project plans and alternates approved by the structural engineer. The pipe piles were installed to relatively consistent depth and refusal values. • Monitor Pile Load Test - One production pile was load tested to 200 percent of the design load in general accordance with ASTM D 1143-07. The test pile appeared to be representative of the other production piles and suitable for load testing, in our opinion. Test results indicated an ultimate capacity of at least twice the design load in accordance with project requirements. Based on our installation observations and the results of the load test, it is our opinion that the production pipe piles have been installed in general accordance with the approved plans and are adequate to support the design axial compressive load. • Monitor Pile Bracket and Adhesive Anchor Bolt Installation - ZGA monitored the installation of the adhesive anchor bolts and brackets for all six piles. The anchor bolts and brackets were installed in general accordance with the manufacturer's directions, the project plans, and recommendations of the project structural engineer. 19019 36th Avenue West, Suite E Lynnwood, Washington 98036 (425) 582-9928 Page 1 Point Edwards Condominiums ZGA Project Number: 2515.11 February 15, 2022 ZipperGeo Geoprofessional Consultants • Monitor Corrosion Protection Coating Installation - ZGA observed that the pile brackets and the exposed portions of the anchor bolts were covered with an approved corrosion protection coating of asphalt emulsion. Based on our observations, the corrosion protection coating installation appeared to be in general accordance with the approved plans. Based upon our observations, the contractor completed the tasks described in the City approved plans under City of Edmonds Permit No. BLD2021-0819 and also implemented recommendations made by the project geotechnical engineer and structural engineer during construction which reflected field - adjustments to meet site conditions. CLOSURE We appreciate the opportunity to be of assistance and we hope that this letter meets your current needs. If you have any questions or comments, please call us at (425) 582-9928. Respectfully Submitted, Zipper Geo Associates, LLC o1 W ash' 1783 ed G{ JAMES P. GEORGIS James P. Georgis, LEG Principal 1'2 at4m-A - Attachments: ZGA Daily Field Reports 1 through 7 Distribution: Addressee (1 electronic copy) Robert A. Ross, PE Principal Page 2 Zipper Geo Associates Daily Field Report ZGA Project 2515.11 Daily Field 1 Page: 1 of 1 No.: Report No.: ........ ......... ......... ......... ......... ........ ......... ........ ........ ......... Point Edwards 85 Pine Street, Building 61, Edmonds, Project: Condominiums Location: WA ........ ..... Cartercon (General), Waeco Point Edwards Condominium Construction LLC (earthwork), Seattle Client: Contractor: Homeowners' Association Foundation Repair (piling subcontractor) ...................................... ZGA Field Rep: Bryan Fowler Permit No.: BLD2021-0819 ........ ......... ........ ......... ........ ........ ........ ........ ........ ........ ......... Date: 1.06.2022 Arr./Dep. Time: 8:30 am / 12:00 pm ........ ......... .......... ........ ......... .......... ........ ........ ........ ........ ........ ........ ......... Weather Overcast, breezy, low to mid Equipment CAT 304E and CAT 315E tracked 40s Used: excavators We visited the site at 8:30 am at the request of the contractor and on behalf of the owner to observe the installation of project pin piles. A summary of our observations, recommendations, and conclusions is presented below. Upon arrival, we observed that the earthwork contractor Waeco Construction LLC had cored four 4-inch diameter holes through the concrete/footings at the pin pile locations for Building 61 as shown on the approved plans. The piling subcontractor Seattle Foundation Repair arrived on site at approximately 9:30 am. Only one employee with Seattle Foundation Repair had arrived at that time and delivered to the site the drive hammer to install the pin piles. The piling contractor representative indicated that the pile material and other supplies needed to install the pin piles would be delivered to the site later in the morning. We remained onsite at the request of the contractor until the pin pile material arrived onsite at approximately 11:15 am. We observed that the piling contractor had delivered to the site 3-inch diameter non -galvanized pin pile material, which does not meet project specifications per sheet S1.0, 3" Pipe Piling section of the approved plans. We informed the subcontractors and site superintendent Daniel Jenkins with Charter Construction of our observations and incorrect piling material and recommended that the material that was delivered to the site not be used for the project. We also indicated to the general contractor and subcontractor's that piling for the project should consist of 3-inch diameter, extra strong, ASTM A53, Grade B, 35,000 psi strength, hot dipped galvanized steel per project plans and specification. Additionally, we recommended that pile couplers, if used between successive pile sections, also be hot dip galvanized. Mr. Jenkins with Charter Construction indicated that he would contact ZGA if the appropriate piling material could be acquired by the subcontractor and would schedule ZGA for special inspection when that occurs. Reviewed by This field report presents the results of our on -site testing as well as the observations and opinions of the field representative regarding the contractor's activities. The contractor is responsible to complete the project in accordance with the approved plans and specifications regardless of our presence on site and our observations and test results. Our services do not include supervision or direction of the contractor's work of that of its subcontractors or responsibility for job site safety. Zipper Geo Associates Daily Field Report ZGA Project 2515.11 Daily Field 2 page: 1 of 1 No.: ........ ......... .......... ......... ......... ......... .......... Report No.: ........ ......... .......... ........................................................... .......... ........ .................................... Point Edwards 85 Pine Street, Building 61, Edmonds, Project: Location: Condominiums WA ........ ..... Cartercon (General), Waeco Point Edwards Condominium Construction LLC (earthwork), Seattle Client: Homeowners' Association Contractor: Foundation Repair (piling subcontractor)........ ZGA Field Rep: Tanner Wagoner Permit No.: BLD2021-0819 ........ ......... .......... Date: ........ .......... ........ ........ ................ 1.27.2022 ...... ......... ..: Arr./Dep. Time: ........ ......... ........ ........ ........ ........ ........ ........ ......... 11:40 am / 2:20 pm ........ ........ ........ ........ ........ ........ ..... Overcast, breezy, low to mid Equipment CAT 304E and CAT 315E tracked Weather 40s Used: excavators We visited the project site at 11:40 am at the request of the contractor and on behalf of the owner to observe the installation of pipe piles. A summary of our observations, recommendations, and conclusions is presented below. Upon arrival, we observed that the earthwork contractor Waeco Construction LLC had cored two additional 4-inch diameter holes through the Building 61 abutment concrete footings at the approximate pipe pile locations shown on the revised plans dated 1/24/22 (pin pile locations P3 and P6 shown on the enclosed Figure 1). The approved plans indicate that pipe piles shall be driven to substantial refusal with a 350-pound rated hammer (actual hammer weight 400 pounds), with refusal defined as less than 1 inch of penetration for 30 seconds of driving. The pile contractor Seattle Foundation Repair (SFR) indicated that the hammer delivered to the site was a 900-pound hammer and not a 350-pound hammer. The hammer weight was not indicated on the equipment and SFR had no supporting documentation on site. SFR asked ZGA what the refusal criteria was for a 900-pound hammer. We informed SFR that it was the contractor's responsibility to install the piles to an allowable design axial capacity of 12 kips per pile in accordance with the approved plans and that refusal can vary based on equipment used and its efficiency. Ultimately, the capacity of the piles will need to be verified by the contractor via load testing in accordance with the approved plans. We informed SFR that in our experience other contractors have used a refusal criteria of less that 1 inch of penetration in 10 seconds of driving with an 850-pound hammer for 3-inch pipes with a 12 kip allowable capacity. SFR elected to use a refusal criteria of 1 inch or less of penetration during 15 seconds of driving with the onsite hammer reportedly rated at 900-pounds. We observed SFR drive three piles to the refusal criteria of less than 1 inch of penetration during 15 seconds of driving with the hammer reportedly rated at 900-pounds. Pile locations, drive depths, and penetration rates at refusal are presented in the table below. Reviewed by: �°`"`"" z,� This field report presents the results of our on -site testing as well as the observations and opinions of the field representative regarding the contractor's activities. The contractor is responsible to complete the project in accordance with the approved plans and specifications regardless of our presence on site and our observations and test results. Our services do not include supervision or direction of the contractor's work of that of its subcontractors or responsibility for job site Zipper Geo Associates Daily Field Report Daily Field Report ZGA Project No.: 2515.11 002 Page: 2 of 2 No.. ...................................................................................................................................................................................................................................................................................................................................................................................................................................................................................... Project: Point Edwards, Building 61 Date: 1.27.2022 Table 1: Pin Pile Installation Record for Building 71 Pin Pile Number Pin Pile Location Pile Embedment Depth from Top of Footing (feet) Time Taken to Drive the Last 1-inch (seconds) P1 See Figure 1 of this report. 17 15 P2 See Figure 1 of this report. 17.5 15 P3 See Figure 1 of this report. 18.3 15 P4 See Figure 1 of this report. 17.3 15 P5 See Figure 1 of this report. 19.4 15 P6 See Figure 1 of this report. 19 15 SFR used 10-foot sections of 3-inch diameter, Schedule 40, Grade A, galvanized steel pipe based on manufacturer stamps on the pipe. Galvanized steel compression couples were used to joint pipe sections. While onsite we observed the SFR planned to use Simpson Strong -Tie SET-XP epoxy for the pile bracket anchor bolts and that this material did not match the plan specifications, which require Simpson Strong -Tie AT-XP. We later spoke with the project structural engineer Mr. Kyle Bozick about this change, and Mr. Bozick indicated that SET-XP was not an approved substitution. We also spoke with Mr. Bozick about SFR's plan to react against the existing pedestrian bridge abutment for the load test using 5/8x4 SB+ bolts to attach the load test bracket to the foundation. Mr. Bozick indicated that PET has not completed engineering calculations for the referenced 5/8-inch bolts and recommended that the load test setup use the plan specified % inch epoxied tread bar. Figure 1: Pin pile numbers and locations E T 1I I EI E TI JI T I I L1 r -I £ E - IT • ' 11'. RETSWNG _LLIEL •.• ' „I 1 I':: t Ex 9T. CCW F"7 11 �� I •L t6: 3" PPE I LE- t: I I P3 F t P6 I I _ I� I �FEI rrF A P5 - P2 I L J — — z P4 - P1 E, 9T Can -.LLB NPW F wWUR I — — — — — Cr-P.Mlmir 2 Ex sr sPR. AU. -t £I BUILDING 61 FEDE lr RZAN BRIDG3= ABUTMENT PLAN 4" . -.. 19019 361h Avenue W., Suite E, Lynnwood, WA 98036 P (425) 582-9928 F (425) 582-9930 Zipper Geo Associates Daily Field Report ZGA Project 2515.11 Daily Field 3 Page: 1 of 1 No.: ........ ......... .......... ......... ......... ......... .......... Report No.: ........ ......... .......... ........................................................... .......... ........ .................................... Point Edwards 85 Pine Street, Building 61, Edmonds, Project: Condominiums Location: WA ........ ..... Cartercon (General), Waeco Client: Point Edwards Condominium Contractor: Construction LLC (earthwork), Seattle Homeowners' Association Foundation Repair (piling subcontractor)........ ZGA Field Rep: Tanner Wagoner Permit No.: BLD2021-0819 ........ ......... .......... Date: ........ ........ ................ 1.31.2022 ......... ..: Arr./Dep. Time: ........ ........ ........ ........ ........ ........ ......... 11:40 am / 2:35 pm ........ .......... ...... Overcast, breezy, low to mid ........ ......... Equipment ........ ........ ........ ........ ........ ........ ..... N/A Weather 40s Used: We visited the site at 11:40 am at the request of the contractor and on behalf of the owner to monitor a pile load test for the pedestrian abutment to Building 61. A summary of our observations, recommendations, and conclusions is presented below. Upon arrival, we spoke with both Waeco and Seattle Foundation Repair regarding the pile load test. We were informed that the % inch bolts and epoxy used to mount the test bracket for pile P3 were installed today and have not had an adequate amount of time to cure. Waeco and Seattle Foundation Repair plan to perform the pile load test tomorrow. Seattle Foundation Repair informed us that they would be ready to test pile P3 at 8 am tomorrow and requested that we return at that time. Reviewed by /I This field report presents the results of our on -site testing as well as the observations and opinions of the field representative regarding the contractor's activities. The contractor is responsible to complete the project in accordance with the approved plans and specifications regardless of our presence on site and our observations and test results. Our services do not include supervision or direction of the contractor's work of that of its subcontractors or responsibility for job site cAfaty Zipper Geo Associates Daily Field Report ZGA Project 2515.11 Daily Field 4 Page: 1 of 2 No.: ........ ......... .......... ......... ......... ......... .......... Report No.: ........ ......... .......... ........................................................... .......... ........ .................................... Point Edwards 85 Pine Street, Building 61, Edmonds, Project: Condominiums Location: WA .... Charter Construction (General), Waeco Client: Point Edwards Condominium Contractor: Construction (earthwork), Seattle ........ Homeowners' Association Foundation Repair (pile contractor) ZGA Field Rep: Tanner Wagoner Permit No.: BLD2021-0819 ........ ......... .......... Date: ........ .......... ........ ........ .............. 02.01.2022 ....... ........ ......... ...... ......... ..: Arr./Dep. Time: ........ ........ ........ ........ ........ ........ ......... 8:00 am /10:30 am ........ ........ ........ ........ ........ ........ ..... Weather Partly Cloud Mid 40s y y, Equipment Hydraulic Jack, Dial Gauge, Pressure Used: gauge au e We visited the project site at 8:00 am at the request of the contractor and on behalf of the owner to monitor a load test on pile P3. A summary of our observations, recommendations, and conclusions is presented below. Pile Load Test Upon arrival, we observed that Seattle Foundation Repair (SFR) was setting up to complete a load test on pile P3 (pile location shown in Figure 1 of this report). Pile P3 was driven to a refusal criteria of less than one inch of penetration during 15 seconds of sustained driving with a 900 pound hammer and to a depth of about 18.3 feet below the top of the foundation. Based on our pile installation observations, it is our opinion that pile p3 is representative of the other Building 61 abutment piles and is suitable for pile load testing. SFR used a Power Team cylinder and pump with a Wika pressure gauge that had current calibration results and matching certificate numbers of 359828381 by Jacking Solutions. SFR used a production bracket and four % inch epoxied bolts to secure the bracket to the pedestrian bridge for the load test. SFR set up a dial gauge that was mounted on a support that wis independent of the test pile and abutment. A pressure gauge was placed in line to the cylinder to read the pressure that the cylinder. A laser level was used to monitor the abutment foundation for possible movement during the load test. Pile P3 was loaded in 25 percent increments to a maximum test load at 200 percent of the design load (12 kip allowable design Load) in general accordance with the Standard Test Method for Piles under Static Axial Compressive load, Quick Load Test Method for Individual Piles (ASTM D1143). Recorded pile displacement at 100 and 200 percent of the design load were 0.065 and 0.126 inches, respectively. No movement of the abutment was observed during the load test. Pile acceptance was determined in accordance with Figure 6 of the Navel Facility Engineering Command Foundations & Earth Structures, Design Manual 7.02. Based on our pile installation observations and the load test results, it is our opinion that piles P1 through P6 at the abutment for Building 61 are adequate to support the allowable design load of 12 kips per pile with a safety factor of at least 2. Reviewed by: This field report presents the results of our on -site testing as well as the observations and opinions of the field representative regarding the contractor's activities. The contractor is responsible to complete the project in accordance with the approved plans and specifications regardless of our presence on site and our observations and test results. Our services do not include supervision or direction of the contractor's work of that of its subcontractors or responsibility for job site Zipper Geo Associates Daily Field Report Daily Field Report ZGA Project No.: 2515.01 004 Page: 2 of 2 No.. ................................................................................................................................................................................................................................................................................................................................................................................................................................................................................. Project: Point Edwards Condos Date: 02.01.2022 Figure 1: Pin Pile Numbers and Locations Ei ST. CGTY'. PMESW -it I-F Pol Tom4LPW -I £ E1 sT"flf- MET-HW, _.LL I EL TT J ExST CCNC FxTMI rb) 3" P'FE P1E51 :" F P6 P3 .:FE I ...T P5 I� I - P2 ��T AMA h'P r L---J J1 P4 -_ P 1 E/ ST CONC _iLLS J 0 'NPER PER MOR I — — — — — — _ ' • -t. R1m7T J 1.£--.k -1- £I 7 BUILDING &I PDE$TRIAN BRIDGE ABUTMENT PLAN BCiLF. II;" • 1'-0" Figure 2: Pile P3 Quick Load Test Load (kips) 0 5 10 15 20 25 30 0.00 1111 0.10 0.20 c:0.30 C aai0.40 E a3 00.50 a p0.60 0.70 0.80 � Displace. (inch) — ■ —Theor. Elastic Pile Comp. — � —Theor. Pile Failure 19019 36t" Avenue W., Suite E, Lynnwood, WA 98036 P (425) 582-9928 F (425) 582-9930 Zipper Geo Associates Daily Field Report ZGA Project 2515.11 Daily Field 5 Page: 1 of 2 No.: ........ ......... .......... ......... ......... ......... .......... Report No.: ........ ......... .......... ........................................................... .......... ........ .................................... Point Edwards 85 Pine Street, Building 61, Edmonds, Project: Condominiums Location: WA .... Charter Construction (General), Waeco Client: Point Edwards Condominium Contractor: Construction (earthwork), Seattle ........ Homeowners' Association Foundation Repair (pile contractor) ZGA Field Rep:: James Georges Permit No.: BLD2021-0819 ........ ......... .......... Date: ........ ........ ................ 02.04.2022 ......... ..: Arr./Dep. Time: ........ ........ ........ ........ ........ ........ ......... 11:00 am /2:35 pm ........ .......... Weather ...... y, ....... ........ ......... PartlyCloud Mid 40s Equipment ........ ........ ........ ........ ........ ........ ..... -Hammer Used: We visited the project site at 11:00 am at the request of the contractor and on behalf of the owner to monitor the installation of adhesive anchor bolts for the pile brackets at the Building 61 pedestrian bridge abutment. A summary of our observations, recommendations, and conclusions is presented below. Pile Brackets Pile brackets consisted of 5/8-inch steel plate with %-inch fillet welds. The brackets were coated with a galvanized spray paint. The brackets appeared to be in general accordance with the PET approved submittal. We understand that the brackets will be painted with coal tar pitch after the anchor bold adhesive has cured and the anchor bolts have been tightened. Anchor Bolts Upon arrival, we observed that the contractor had shifted the bracket locations vertically by about 3 to 12 inches and drilled new anchor holes. The new anchor holes were drilled with a 13/16-inch bit in accordance with the manufacturer's directions for the project specified Simpson Strong Tie AT-XP acrylic adhesive. We checked the expiration date of the onsite AT-XP adhesive. The onsite adhesive was within the expiration dates, which ranged from February to March of 2023. The AT-XP adhesive tubes and the concrete substrate both ranged from about 42 to 45 degrees Fahrenheit. This is within the manufacture's allowable installation and curing limits for AT-XP adhesive. The project plans require a minimum anchor embedment depth of 5% inches. Measured anchor hole depths ranged from 4% to 6 inches in depth. The contractor indicated that they could not drill deeper due to refusal on rebar. We contacted the project structural engineer Pacific Engineering Technologies (PET) and inquired if the reduced embedment depths were adequate. PET indicated that the increased number of piles resulted in a reduced capacity per pile and that a minimum anchor embedment of 4% inches was acceptable provided the average anchor embedment depth per bracket was at least 5 inches. Based on our field measurements, the anchor holes for 5 of the 6 brackets met the revised criteria. The bracket for pile P4 (the southernmost pile on the west side of the abutment) did not meet the embedment criteria and had anchor embedment depths of about 4%, 4, 4%, and 3% inches. The anchor holes met the manufactures minimum required anchor to anchor spacing and critical edge distance criteria. For the pile P4 bracket, we recommended that the contractor increase the anchor embedment's or submit an alternate anchor system to the structural engineer for approval. Reviewed by This field report presents the results of our on -site testing as well as the observations and opinions of the field representative regarding the contractor's activities. The contractor is responsible to complete the project in accordance with the approved plans and specifications regardless of our presence on site and our observations and test results. Our services do not include supervision or direction of the contractor's work of that of its subcontractors or responsibility for job site Zipper Geo Associates Daily Field Report Daily Field Report ZGA Project No.: 2515.01 005 Page: 2 of 2 No.. ............................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................. Project: Point Edwards Condos Date: 02.04.2022 We observed the contractor clean and install the bracket anchors for piles P1, P2, P3, P5, and P6. We observed the contractor clean each anchor hole with a combination of compressed air and a nylon brush in accordance with the manufacturer's directions. The contractor then applied Simpson AT-XP acrylic adhesive using the Simpson piston plug system and %-inch diameter galvanized thread bar in general accordance with the manufacturer's recommendations for horizontal installations. We understand that the contractor will fix the anchor embedment depths for the pile P4 bracket and reschedule ZGA to monitor its installation at a later time. 19019 36t" Avenue W., Suite E, Lynnwood, WA 98036 P (425) 582-9928 F (425) 582-9930 Zipper Geo Associates Daily Field Report ZGA Project 2515.11 Daily Field 6 Page: 1 of 1 No.: ........ ......... .......... ......... ......... ......... .......... Report No.: ........ ......... .......... ........................................................... .......... ........ .................................... Point Edwards 85 Pine Street, Building 61, Edmonds, Project: Condominiums Location: WA .... Charter Construction (General), Waeco Client: Point Edwards Condominium Contractor: Construction (earthwork), Seattle ........ Homeowners' Association Foundation Repair (pile contractor) ZGA Field Rep:: ........ ......... .......... James Georges ........ ........ ................ Permit No.: ......... ..: BLD2021-0819 ........ ........ ........ ........ ........ ........ ......... Date: ........ .......... 02.07.2022 ....... ........ ......... ...... Arr./Dep. Time: ........ 11:00 am /11:30 am ........ ........ ........ ........ ........ ........ ..... Weather PartlyCloud Mid 40s y, Equipment None Used: We visited the project site at 11:00 am at the request of the contractor and on behalf of the owner to monitor the installation of adhesive anchor bolts for the pile P4 bracket at the Building 61 pedestrian bridge abutment. During our site visit on February 4, 202 we had noted that the anchor holes for this bracket were shorted than required and recommended that they be deepened prior to anchor installation. A summary of our observations, recommendations, and conclusions is presented below. Anchor Bolts for Pile P4 Upon arrival, we observed that the contractor had deepened the new anchor holes to allow for at lest 5 % inches of embedment for the anchors in accordance with the project plans. The new anchor holes were drilled with a 13/16-inch bit in accordance with the manufacturer's directions for the project specified Simpson Strong Tie AT-XP acrylic adhesive. We checked the expiration date of the onsite AT-XP adhesive. The onsite adhesive was within the expiration date of March 23, 2023. The AT-XP adhesive tubes and the concrete substrate both ranged from about 43 to 46 degrees Fahrenheit. This is within the manufacture's allowable installation and curing limits for AT-XP adhesive. The anchor holes met the manufactures minimum required anchor to anchor spacing and critical edge distance criteria. We observed the contractor install the bracket anchors for pile P4. We observed the contractor clean and prepare each of the four anchor holes then apply Simpson AT-XP acrylic adhesive using the Simpson piston plug system and %-inch diameter galvanized thread bar in general accordance with the manufacturer's recommendations for horizontal installations. Reviewed by: JP ) r This field report presents the results of our on -site testing as well as the observations and opinions of the field representative regarding the contractor's activities. The contractor is responsible to complete the project in accordance with the approved plans and specifications regardless of our presence on site and our observations and test results. Our services do not include supervision or direction of the contractor's work of that of its subcontractors or responsibility for job site Zipper Geo Associates Daily Field Report ZGA Project 2515.11 Daily Field 7 Page: 1 of 1 No.: ........ ...... ......... ......... .......... Report No.: ........ ......... .......... .......... ............................ ... ......... Point Edwards 85 Pine Street, Building 61, Edmonds, Project: Location: Condominiums WA ........ ............................................... ...... ................................ Point Edwards Condominium ..... ......... ......... ......... .............................................. Charter Construction (General), Client: ........ ......... ........: Homeowners' Association Contractor: Waeco Construction (earthwork), ZGA Field Rep:: ........ ........ ........ ......................................................................................................................:.................................................................................................................................................................................................................. Tanner Wagoner Permit No.: BLD2021-0819 .................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................... Date: 02.09.2022 Arr./Dep. Time: 8:00 am /8:45 am .................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................... Equipment None Weather Partly Cloudy, Low 40s Used: We visited the project site at 8:00 am at the request of the contractor and on behalf of the owner to confirm that the approved asphalt emulsion corrosion protection has been applied to the pile brackets and that the annular space between the footing and the piles has been filled with grout. A summary of our observations, recommendations, and conclusions is presented below. Pile Brackets Upon arrival, a representative from Waeco informed us that the anchor bolts for the pile brackets had been tightened after the anchor adhesive had cured in accordance with the manufacturer's directions. We observed that all six pile brackets and mounting bolts had been painted with Henry Asphalt Emulsion Sealer and Dampproffer in accordance with the plans and specifications. Pile Grouting We observed that Waeco had grouted the annular space between piles and the holes cored through the concrete footing for the abutment in general accordance with the project plans. Reviewed by: � This field report presents the results of our on -site testing as well as the observations and opinions of the field representative regarding the contractor's activities. The contractor is responsible to complete the project in accordance with the approved plans and specifications regardless of our presence on site and our observations and test results. Our services do not include supervision or direction of the contractor's work of that of its subcontractors or responsibility for job site