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2515.11_Geotechnical Special Inspection Summary Letter_Permit_BLD2021-0815 _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 71 93 Pine Street Edmonds, Washington 98020 City of Edmonds Permit # BLD2021-0815 Dear Ms. Carter, Zipper Geo Associates, LLC (ZGA) provided geotechnical construction observation services for the Point Edwards Condominium's Building 71 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 5, 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. BLD2021-0815 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 Attachments: ZGA Daily Field Reports 1 through 5 Distribution: Addressee (1 electronic copy) 2115122 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 71, 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.: BLD2021-0815 ........ ......... .......... Date: ........ .......... ........ ........ .............. 01.07.2022 ....... ... .......... ......... ..: Arr./Dep. Time: ........ ........ ........ ........ ........ ........ ......... 8:40 am / 12:00 pm ........ ........ ........ ........ ........ ........ ..... Weather Overcast, breezy,low 40s Equipment CAT 315E tracked excavators, Vulcan Used: Iron Works D6H100 Hammer We visited the project site at 8:40 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 four 4-inch diameter holes through the Building 71 abutment concrete footings at the approximate pipe pile locations shown on the approved plans. 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 less than 1 inch of penetration during 20 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 20 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. 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 Building 71, SE pipe pile on existing abutment. 14%: 25 P2 Building 71, NE pipe pile on existing abutment. 16 30 P3 Building 71, SW pipe pile on existing abutment 16 20 P4 Building 71, NW pipe pile on existing entry bridge. N/A N/A 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.: 2515.01 002 Page: 2 of 2 No.. ................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................... Project: Point Edwards Condos Date: 01.07.2022 While attempting to drive the fourth pile (NW pile location on Building 71 abutment), the pile impacted and broke what appeared to be a 3 to 4 -inch water pipe (reportedly associated with the building fire suppression system) at a depth of about 5 feet below the top of footing. Work on pipe pile installation stopped for the day and an effort was started to shut off and fix the broken water pipe. Water filled the abutment footing excavation, and some water overtopped the concrete retaining wall to the north before the water was turned off. The water was turned off before reaching the condominium building. At about noon, a representative with Charter Construction indicated that no further pile work would be completed today and that ZGA would be contacted to schedule resumption of work. 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. The project plans specify the use of 3-inch diameter, extra strong, ASTM A53 (standard 02, 2022 current) Grade B, FY=35,000 PSI, galvanized steel pipe. After review of steel pipe classifications, ZGA determined that the Schedule 40 steel pipe provided by the contractor was not consistent with the project requirement for extra strong pipe. Extra strong pipe is Schedule 80 (thicker wall section). We informed the contractor and project structural engineer Pacific Engineering Technologies (PET) regarding the discrepancy in pipe pile material. PET determined that the Schedule 40 pipe delivered to the site would be an acceptable substitution provided a total of 6 piles are installed to support the abutment instead of four as shown on the plans. Charter Construction took field measurements of site conditions including the location of the repaired water pipe and coordinated locations for the fourth planned pile and two additional piles with PET and ZGA. Recommendations for the remaining 3 piles for the Building 71 abutment provided by PET via email are presented below. The pile that previously struck the underground pipe should be relocated and installed at 4.5 feet from the sidewalk end of the abutment. Two additional piles shall be installed 1 foot away from the other piles and closer to the building, one on each side (6 total piles). The brackets should be raised up and bolted to the concrete above the adjacent brackets. It is acceptable to use galvanized schedule 40 pipe. 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 2 page: 1 of 1 No.: ........ ......... .......... ......... ......... ......... .......... Report No.: ........ ......... .......... ........................................................... .......... ........ .................................... Point Edwards 85 Pine Street, Building 71, 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.: ......... ..: BLD2021-0815 ........ ........ ........ ........ ........ ........ ......... Date: ........ .......... 01.27.2022 ....... ... .......... Arr./Dep. Time: 11:40 am / 2:20 pm ........ ........ ........ ........ ........ ........ ..... Weather Overcast, breezy,low 40s Equipment CAT 315E tracked excavators, Vulcan Used: Iron Works D61­1100 Hammer 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 three additional 4-inch diameter holes through the Building 71 abutment concrete footings at the approximate pipe pile locations shown on the revised plans dated 1/24/22. 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. This was a reduction in the refusal criteria of less than 1 inch of penetration during 20 seconds of driving used by SFR to install piles P1 through P3 at this abutment on 01-07-2022. 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. Note that pile P4 was in conflict with a utility and was cut off and abandoned in place without being attached to the abutment. 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.: 2515.01 002 Page: 2 of 2 No.. ............................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................... Project: Point Edwards Condos Date: 01.27.2022 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) P5 See Figure 1 of this report. 15 % 15 P6 See Figure 1 of this report. 16 15 P7 See Figure 1 of this report. 17 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 3/ inch epoxied tread bar. Fieure 1: Pin pile numbers and locations Most CCN=. FlPaStRIAN BR GO! TO BUILD ABOYE Ex st. ccNc. W.&H Y ax ST. CpY. POOTMOl ..sLL plI CU. � .• .' S W 3" PIPE PIES LOGATCH SLCPED P7 ` - J j P5 LARWAMP6 I _ AMA, rrP I 1 P2 e. at. ccrL. rrilsl L y J JHuoQ PlRhlflR — — — — — — d SAP-ffrXHT P3 P1 Er 5T. 9 C!-.:LK els; .e J ' BI.IILDING T1 P�D�STRIAN BRIDGE ABUTMENT PLAN 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 No.: Report No.: .....................................................................................:.................................................................................................................................................................:................................................................. Point Edwards Project: Location: Condominiums Point Edwards Condominium Client: Contractor: Homeowners' Association ZGA Field Rep:: Tanner Wagoner / James G. Permit No.: ........ ......... ...... ......... ........ ......... ......... Date: 01.31.2022 Arr./Dep. Time: ........ .......... ...... y ....... ........ ......... Weather PartlyCloud Mid 40s Equipment Used: 3 Page: 1 of 4 85 Pine Street, Building 71, Edmonds, WA ................. Charter Construction (General), Waeco Construction (earthwork), Seattle Foundation Repair (pile contractor) BLD2021-0815 11:40am/2:35_pm Hydraulic Jack, Dial Gauge, Pressure u 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 epoxy anchor bolts and monitor a load testing on pile P5. 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 P5 (pile location shown in Figure 1 of this report). Pile P5 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 15% feet below the top of the foundation. Based on our pile installation observations, it is our opinion that pile P5 is representative of the other Building 71 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 was 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 P5 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). A plunging failure was recorded at about 175 percent of the design load of 12 kips. 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. The pile contractor thought the failure may have been due to a misreading of the displacement dial gauge. At the contractor request, we repeated the load test and got similar results. The results of the first and second load test on pile P5 are presented below. Based on our pile installation observations and the load test results, it is our opinion that piles P1, P2, P3, P5, P6, and P7 at the abutment for Building 71 are adequate to support an allowable design load of 10.5 kips per pile with a safety factor of at least 2. Pile P4 was abandoned in place and not used for abutment support. We contacted the project structural engineer Mr. Kyle Bozick with Pacific Engineering Technologies and relayed our findings and opinion regarding the 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 �^������� o����� ������~����� ~~.���. .~�� AssociatesDaily Field Report Daily Field Report Project: Point Edwards Condos 01.31.2022 allowable pile capacity of1U.5kips per pile based onthe test results. Mr. Bozickindicated that due toachange inthe pile material, two additional piles have been added to the abutment resulting in a revised design axial load of kips per pile and that anallowable capacity of1U.5kips per pile isacceptable. Figure 1: Pin pile numbers and locations P7 P6 P4 M MAI`nW Lr,wmAA ttc A P3 E,or*Ve_u-K A15--'l-r I PS PZ P1 ='e st ccH= FWN-ww= � � PEDESTRIAN 5RIDGE A5UTMENT FLAN Zipper Geo Associates Daily Field Report Daily Field Report ZGA Project No.: 2515.01 003 Page: 3 of 4 No.. ................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................. Project: Point Edwards Condos Date: 01.31.2022 Figure 2: Pile P5 Quick Load Test, Test #1 Load (kips) 0 5 10 15 20 25 30 0.00 0.10 0.20 JL .S 0.30 c m aEi 0.40 U 0 0.50 0.60 f Displace. (inch) 0.70 — —Theor. Elastic Pile Comp. — f — Theor. Pile Failure 0.80 Figure 3: Pile P5 Quick Load Test, Test #2 Load (kips) 0 5 10 15 20 25 30 0.00 0.10 0.20 � 0.30 c E 0.40 m U n 0.50 i] 0.60 0.70 0.80 f Displace. (inch) — f —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 Daily Field Report ZGA Project No.: 2515.01 003 Page: 4 of 4 No.. ............................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................... Project: Point Edwards Condos Date: 01.31.2022 Pile Bracket Anchor Bolts After the pile load tests, we prepared to monitor the installation of pile bracket anchor bolts. We observed that the contractor had replaced the out -of -spec Simpson Strong -Tie SET-XP epoxy previously delivered to the site with Simpson Strong -Tie AT-XP acrylic adhesive in accordance with the project plans and specifications. We also noted that most of the holes for the bracket anchors had been drilled prior to our arrival. We noted that the anchor holes were drilled with a 7/8- inch bit. This does not comply with the manufacture's recommendations for Simpson AT-XP with %-inch diameter threaded bar. The manufacturer requires a 13/16-inch bit. We contacted Simpson to determine if a 7/8-inch diameter hole was acceptable. The engineering group at Simpson indicated that the oversized hole could result in a reduced anchor capacity and is not considered acceptable. We also noted that the contractor did not have the "Piston Plug" installation pack for horizontal and overhead anchorage, as recommended by Simpson. Other Simpson Adhesives were considered for use with the existing 7/8-inch holes and 3/-inch threaded rod, but did not appear applicable given the current temperatures in the mid 30's to mid 40's Fahrenheit. We understand that the contractor plans to discuss possibly shifting the brackets up a few inches and redrilling the appreciate diameter anchor holes with the project structural engineer. 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 4 Page: 1 of 1 No.: ........ ......... .......... ......... ......... ......... .......... Report No.: ........ ......... .......... ........................................................... .......... ........ .................................... Point Edwards 85 Pine Street, Building 71, 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.: ......... ..: BLD2021-0815 ........ ........ ........ ........ ........ ........ ......... Date: ........ .......... 02.04.2022 ...... ....... ........ ......... Arr./Dep. Time: 11:00 am / 2:35 pm ........ ........ ........ ........ ........ ........ ..... Weather PartlyCloud Mid 40s y, 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 71 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 X-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 per abutment 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 drilled anchor holes met the revised criteria. The anchor holes met the manufactures minimum required anchor to anchor spacing and critical edge distance criteria. 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 for all 6 brackets. 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 ZGA Project 2515.11 Daily Field 5 Page: 1 of 1 No.: ........ ...... ......... ......... .......... Report No.: ........ ......... ..................................... . ... ......... Point Edwards 85 Pine Street, Building 71, 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.: BLD2021-0815 .................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................... 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