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FINAL SI Port of Edmonds Admin Building Construction SummaryFf UT DBE/MWBE February 9, 2024 HWA Project No. 2024-057-21 Landau Project No. 0173039.030 Port of Edmonds 336 Admiral Way Edmonds, Washington 98020 Attention: Angela Harris, Executive Director Subject: Summary Report of Geotechnical Construction Observation Port of Edmonds Administrative Building Edmonds, Washington Dear Ms. Harris, Landau Associates, Inc. (Landau) provided geotechnical observation and testing services during construction of the Port of Edmonds' Administrative Building in Edmonds, Washington (site). Services were provided in general accordance with the scope outlined in a professional services agreement between the Port of Edmonds and Landau, executed April 22, 2021 and amended on August 9, 2022. In the time since completing its geotechnical observation and testing services, the Landau geotechnical engineering group was acquired by HWA GeoSciences Inc. (HWA). Between August 26, 2022 and January 18, 2023, Landau personnel (all of whom are now employees of HWA) made 7 part- and full-time site visits. During these visits, the following activities were observed: • Aggregate pier installation. • Fill placement and compaction for certain underground utilities. The General Contractor for the project is Spee West Construction Company. Aggregate pier installation was performed by Michels Construction, Inc. Aggregate Pier Installation Landau provided full-time monitoring during installation of aggregate piers beneath the new Administrative Building. A total of 156 aggregate piers were installed between August 26, 2022 and September 1, 2022. One load test was performed on aggregate pier AP 113. Landau's construction field observations for these activities are provided in Construction Field Reports (CFR) 1 through 6 (included in Appendix A). 21312 30th Dr. 5E, 5TE.110, Bothell, WA 980211425.774.01061 hwageo.com February 9, 2024 HWA Project No. 2024-057-21 Landau Project No. 0173039.030 Fill Placement and Compaction Landau conducted a part-time site visit on January 18, 2023 to observe fill placement and compaction activities for an underground utility trench. During the site visit, the area requested to be tested (sanitary sewer tie-in) did not meet the compaction requirement specified in the project specifications. Landau's observations and corrective recommendations were summarized in CFR 7 (included in Appendix A), which was distributed to the Port of Edmonds and CG Engineering, PLLC. To this date, we are not aware of any action taken to implement the recommended corrective measures. O.O In summary, to the best of our knowledge, the aggregate piers observed by Landau's staff were completed in general accordance with the approved project plans and specifications. This conclusion applies only to construction activities completed under Landau's observation. We cannot provide opinions about construction activities that were not observed by Landau's geotechnical staff. The geotechnical observations described in this letter do not relieve the contractor of the responsibility to produce a complete project that conforms to the project plans and specifications. We appreciate the opportunity to provide geotechnical construction observation and testing services for this project. If you have questions or comments, please contact the undersigned at 425-476-5543. Sincerely, HWA GEOSCIENCES INC. Sean M. Gertz, P.E. Steven R. Wright, P.E. Senior Geotechnical Engineer Geotechnical Engineer, Vice President Enclosures: Appendix A — Construction Field Reports 1 through 7 SMG/SRW Port of Edmonds Administrative Building 2 HWA GeoSciences Inc. APPENDIX A Construction Field Reports LALSANDAU Construction Field Report Project No.: 0173039.030 Report No.: 1 Client/Owner: Port of Edmonds Date: 8/26/22 Project Name: Port of Edmonds Administrative Building Permit No.: BLD2021-1385 Location: 471 Admiral Way, Edmonds, WA 98020 Weather Conditions: overcast, cool Prepared By: CTM Reviewed By: SMG SITE OBSERVATIONS At 0700, Friday, August 26, Landau Associates, Inc. (Landau) arrived at the referenced project site, located at 471 Admiral Way, Edmonds, Washington. The purpose of today's visit was to observe installation of grouted aggregate piers (AP). Landau departed the site at 1430. Upon arrival, Landau met with the SpeeWest superintendent and the Michels foreman and crew. Most of the building site had been graded to approximate elevation +12 feet, and the SpeeWest superintendent had marked many of the planned aggregate pier locations along the south half of building Gridline "A". Equipment on -site included a grout batching and pumping plant, telescopic forklift with 1.8 cubic yard (nominal) aggregate bucket, a Bauer BG15H with 30-inch diameter continuous flight auger, and Michel's aggregate pier vibration probe rig mounted to a John Deere 470G chassis. The probe includes a vibrator assembly with an outer diameter of approximately 12-inches plus and aggregate tube with a similar outer diameter; the two are mounted in a combined, oval -shaped housing measuring approximately 12-inches by 24-inches. Michels installed aggregate piers today to a depth of 12 feet, corresponding to a tip elevation of +0 feet, as based on the working grade. Each pier location was pre -drilled to the finish depth with the auger rig, the vibratory probe was installed to the tip elevation, and then the approved aggregate was installed in approximately 18-inch "lifts", with grout being pumped into the aggregate during the lower half of pier installation. According to Michels, 62 gallons are batched for each pier. Each "lift" consisted of the probe being withdrawn approximately 18 inches, allowing aggregate and grout to flow into the withdrawal void, then crowding the probe downwards again to provide compaction and develop the "bulb" of grout and aggregate. Considerable resistance to the vibratory probe's entry was noted within a foot or two of the tip elevation of each pier installed today. During compaction of subsequent lifts we noted relatively little resistance to probe re- entry in the lower half of each pier, followed by considerable resistance to probe re-entry in the upper half of the pier. This is interpreted to reflect the relative resistance to lateral displacement of the brown, gravelly sand fill at the top of the soil column (as encountered during site exploration, and a lower lateral resistance for the underlying soft, organic -rich soil. Each AP was installed using two buckets of aggregate (approximately 3'/2 cubic yards of gravel); however after factoring in spillage from loading the aggregate hopper, underfilled buckets, and surplus aggregate after withdrawal of the probe, the utilized aggregate volume of each pier is likely 2 to 2'/2 cubic yards, in total. Aggregate piers installed today were constructed in accordance with the project plans and specifications. Conditions observed were consistent Landau's geotechnical findings and recommendations for this project site. Michels experienced several equipment challenges today, including circulation and over -heating problems with the grout plant, plus damage to a rubber vibration isolation boot on the gravel delivery chute. None of these challenges impacted the satisfactory installation of the aggregate piers; however, the expected production rate was affected. Michels installed a total of 7 aggregate piers today, listed as follows: 128 130 132 135 129 131 133 A plan of the aggregate piers completed today is included as an attachment to this construction field report. 155 Northeast 100th Street • Seattle, WA 98125 9 (206) 631-8680 • fax (425) 778-3650 . www.landauinc.com Visitors: Unsatisfactory Conditions & Recommended Correction: None Attachments: Site Plan Sheet AP-1 Distribution: Port of Edmonds, SpeeWest, Michels Landau Associates' representatives are onsite solely to observe operations of the contractor identified, to form opinions about the adequacy of those operations, and report those opinions to our client. The presence and activities of our field representative do not relieve the contractor from its obligation to meet contractual requirements. The contractor retains sole responsibility for site safety and the methods, operations, and sequences of construction. A preliminary copy of the Field Report maybe provided solely as evidence that field observation was performed. Observations and/or conclusions and/or recommendations conveyed in the Field Report are subject to review and revision by Landau Associates' project manager or designee. A reviewed Field Report shall take precedence over a preliminary report. Signed: 155 Northeast 100th Street 9 Seattle, WA 98125 9 (206) 631-8680 • fax (425) 778-3650 . www.landauinc.com LEGEND w M 0 z Q n N 0 N N N 0 N 00 n I Ln N N O D 13 g — 86 14 15 I I I 38 I I I I I Ell O ASSUMED WORKING GRADE = 13.0 TIP ELEVATION = 0.0 TOP OF GROUT ELEVATION = 7.0 3 I 5 6 � I 22 TOP OF SLAB = 14'-0" 6" SLAB ON GRADE PER STRUCTURAL NOTES 41 VOID SPACE IN SLAB PER ARCH PLANS ---- Aggregate Pier installed today 40'-4" DROP FTG AS REQ'D BRICK FACING C 1 O PER ARCH ELEV. cti �Ac 29 -- 26 28 --------- - - - - - --- ---I-- 25 n27 F4 30 31 C66) 65 67 68 I (: ) 7L 1/L I II�I \_F5 -10" I I I 92 88 89 90 91 I I I I TOP OF SLAB = 14'-2 1/2" 93 94 V-0 1/2" SLAB ON GRADE PER STRUCTURAL NOTES I I I 107 108 109 110 106 - I F3 1 I � I I I 1 I 117 I ' 118 119 I 120 121 I SLOPED SLAB TOWARI TRENCH DRAIN I I 1 I IL - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 127 129 126 128 F3 F4 I 146 147 I 148 149 NOTE: TIP ELEVATIONS ARE APPROXIMATE, ACTUAL TIP ELEVATIONS WILL BE BASED ON CONDITIONS ENCOUNTERED AND MAY BE HIGHER OR LOWER THAN ESTIMATED. S LJ F9 +21/2" 111- 0 a m = N LU U _ az w J � rl N H DROP FOOTING AS REQ'D FOR TRENCH DRAIN, TYP 33 32 -- --� D 34 35 36 F8 F8 45 46 47 FOOTING TO BE POURED MONOLITHICALLY W/ ELEVATOR SLAB ti Q>Q� OQ I 73 7I 5 ---- 71111111111 76 — - 72 r ii u i u ii a ii ii 79 LR G u ii u u ii a ii ii u ii u i u ii a ii ii u �Q � D i u ii a ii ii u i i u ii a ii u i F10 u ii a ii ii a ii � u ii \_Fy -ION JOIST PER D, L 6/S5.1, TYP 113 TOP OF SLAB = 14'-2 1/2" 8 1/2" SLAB ON GRADP PER STRUCTURAL N 122 123 - 1/811 / 1'-011 SLOPED SLAB TOWARD TRENCH DRAIN 131 1134 133 I _ M137 I 130 132 C1351136 F8 F8 I I 150 151 152 3 4 PLAN N AP-1 SCALE: 3/16" = 1'-0" 0 5-4 ,o-$° 139 138 I I I I I 48 1 49 I I I I 80 100 101 103 102 G F4 I I 1114 L� I F3 F3 I I I I 124 1 1 I I I 142 I L------- 141 I 140 143 144 Landau Associates, Inc. Construction Field Report #01 08/26/2022 Port of Edmonds Admin. Bldg Project No. 0173039.030 MICHEI.S° 8021 S. 222nd Street 253.220.8004 Kent, WA 98032 www.michels.us LEGAL DISCLAIMER This drawing was produced by and remains the property of Michels Construction, Inc. ("Michels") unless otherwise agreed to by Michels. This drawing is based upon analysis and calculations specifically associated with the project and its site conditions and should not be used to make any determinations related to other projects or sites. Any revisions of this drawing or the calculations associated with it without the prior written consent of Michels are strictly forbidden and Michels disclaims any liability whatsoever associated with such revisions or other unauthorized use of this drawing. REFERENCES This drawing may contain or be based upon drawings received from another source. Michels hereby disclaims any and all liability whatsoever to the extent caused by information of drawings received from other sources and makes no representations or warranties regarding the accuracy of such drawings or any calculations associated with such drawings. DISCIPLINE DESCRIPTION SEE AGGREGATE PIER CONSTRUCTION NOTES, SECTION 1.1 ON AP-0 0 08/09/22 APPROVED FOR CONST. NO I DATE DESCRIPTION ISSUANCES AGGREGATE PIER OVERALL PLAN PORT OF EDMONDS 417 ADMIRAL WAY EDMONDS, WA JOB/DOC NO. SEAL 22217518.00.00 LIC. NO. 52460 SEAL DATE 08/09/2022 SEAL EXP. 05/27/2024 DRAWN BY SHEET NUMBER XXX AP-1 DWG SIZE 22x34 i - 2of3 LALSANDAU Construction Field Report Project No.: 0173039.030 Report No.: 2 Client/Owner: CG Engineering/Port of Edmonds Date: 8/27/22 Project Name: Port of Edmonds Administrative Building Permit No.: BLD2021-1385 Location: 471 Admiral Way, Edmonds, WA 98020 Weather Conditions: overcast, cool Prepared By: CTM Reviewed By: SMG SITE OBSERVATIONS At 0700, Saturday, August 27, Landau Associates, Inc. (Landau) arrived at the referenced project site, located at 471 Admiral Way, Edmonds, Washington. The purpose of today's visit was to observe installation of grouted aggregate piers (AP). Landau departed the site at 1430. Upon arrival, Landau met with the SpeeWest superintendent and the Michels foreman and crew. Most of the building site had been previously graded to approximate elevation +12 feet. On the previous day the SpeeWest superintendent had marked many of the planned aggregate pier locations along the south half of building Gridline "A". The remainder of AP locations along Gridline "A" were marked during the progress of work today, and some of the exterior APs south of Gridline 1" were also marked. Equipment on -site included a grout batching and pumping plant, telescopic forklift with 1.8 cubic yard (nominal) aggregate bucket, a Bauer BG15H with 30-inch diameter continuous flight auger, and Michel's aggregate pier vibration probe rig mounted to a John Deere 470G chassis. The probe includes a vibrator assembly with an outer diameter of approximately 12-inches plus and aggregate tube with a similar outer diameter; the two are mounted in a combined, oval -shaped housing measuring approximately 12-inches by 24-inches. Michels installed aggregate piers today to a depth of 12 feet, corresponding to a tip elevation of +0 feet, as based on the working grade. Each pier location was pre -drilled to the finish depth with the auger rig, the vibratory probe was installed to the tip elevation, and then the approved aggregate was installed in approximately 18-inch "lifts", with grout being pumped into the aggregate during the lower half of pier installation. According to Michels, 62 gallons are batched for each pier. Each "lift" consisted of the probe being withdrawn approximately 18 inches, allowing aggregate and grout to flow into the withdrawal void, then crowding the probe downwards again to provide compaction and develop the "bulb" of grout and aggregate. Considerable resistance to the vibratory probe's entry was noted within a foot or two of the tip elevation of each pier installed today. During compaction of subsequent lifts we noted relatively little resistance to probe re- entry in the lower half of each pier, followed by considerable resistance to probe re-entry in the upper half of the pier. It is interpreted that this reflects the relative resistance to lateral displacement of the brown, gravelly sand fill at the top of the soil column (as encountered during site exploration, and a lower lateral resistance for the underlying soft, organic -rich soil. Each AP was installed using two buckets of aggregate (approximately 3'/2 cubic yards of gravel); however after factoring in spillage from loading the aggregate hopper, underfilled buckets, and surplus aggregate after withdrawal of the probe, the utilized aggregate volume of each pier is likely 2 to 2'/z cubic yards, in total. Aggregate piers installed today were constructed in general accordance with the project plans and specifications. Conditions observed were consistent our geotechnical findings and recommendations for this project site. Michels installed a total of 31 aggregate piers today, listed as follows: 86 127 142 150 105 134 143 151 116 136 144 152 119 137 145 153 155 Northeast 100th Street • Seattle, WA 98125 9 (206) 631-8680 . fax (425) 778-3650 . www.landauinc.com 120 138 146 154 121 139 147 155 125 140 148 156 126 141 149 A plan of the aggregate piers completed today is included as an attachment to this construction field report. Visitors: Unsatisfactory Conditions & Recommended Correction: None Attachments: Site Plan Sheet AP-01 Distribution: Port of Edmonds, SpeeWest, Michels Landau Associates' representatives are onsite solely to observe operations of the contractor identified, to form opinions about the adequacy of those operations, and report those opinions to our client. The presence and activities of our field representative do not relieve the contractor from its obligation to meet contractual requirements. The contractor retains sole responsibility for site safety and the methods, operations, and sequences of construction. A preliminary copy of the Field Report may be provided solely as evidence that field observation was performed. Observations and/or conclusions and/or recommendations conveyed in the Field Report are subject to review and revision by Landau Associates' project manager or designee. A reviewed Field Report shall take precedence over a preliminary report. Signed: 155 Northeast 100th Street • Seattle, WA 98125 9 (206) 631-8680 e fax (425) 778-3650 . www.landauinc.com LEGEND w m 0 z Q n N 0 N N N 0 N 00 n Q I Ln N N ASSUMED WORKING GRADE = 13.0 TIP ELEVATION = 0.0 TOP OF GROUT ELEVATION = 7.0 1 2 1 I 2 3 I 4 5 CFF8 14 Q18 741 I 8 _g„ A0_' F n26 3 I 6 I n22 15 16 19 (:20) F8 F8 I TOP OF SLAB = 14'-0" 6" SLAB ON GRADE PER STRUCTURAL NOTES 38 37 I 39 40 I 41 42 I I — I I I I VOID SPACE IN SLAB 51 o io PER ARCH PLANS � = I 4 j F7 F8 N I 50 52 53 58 59 62 63 �F8 C66) 54 55 = I I II II II II II II 60 � I I I I II II II II II II II II II II II cal �' +71 I I I I I II I II 64 65 l i 4 ii u u 67 68 F7 - -II u - - 61 " - IL _i, 57 �� 56 TL 1/L q F5 F5 -10 I I I I I I 92 I I 88 89 90 91 B- 87 - - - - - - - - --� - - I 86 I TOP OF SLAB = 14'-2 1/2" 93 94 V-0 1/2" SLAB ON GRADE PER STRUCTURAL NOTES I I F3 I 107 108 106 - F3 I I � I I I I I 117 ' 118 119 I SLOPED SLAB TOWARI TRENCH DRAIN QJ F3 ------ � 2 �4 --- �25) (!2 7 S- F. 4 __�) LJ F9 109 110 0 I a +2 1/2" Q < - JD I ?_ LU U _ az 00 - w O� �L� I 120 121 I I I ------------------------- ---------- a -------- 127 I 128 145 I 146 147 I 1 NOTE: TIP ELEVATIONS ARE APPROXIMATE, ACTUAL TIP ELEVATIONS WILL BE BASED ON CONDITIONS ENCOUNTERED AND MAY BE HIGHER OR LOWER THAN ESTIMATED. DROP FOOTING AS REQ'D FOR TRENCH DRAIN, TYP ---- Aggregate Pier installed today ---- Aggregate Pier installed previously 5 40'-4" DROP FTG AS REQ'I IMICHELF BRICK FACING C PER ARCH ELEV 1 O 11 12 9 0KINQ F8 c�Q� F 29 33' F4 36 30 31 34 35 F8 I F8 F4 45 46 47 OOTING TO BE POURED MONOLITHICALLY W/ ELEVATOR SLAB Q�b �'73 74 I 11 = � I I II N 75 I I I I Oti 76 72 _ r 79 II II I II �R � II II II I II II II II II II II II II i II II II I II II II II II II I II II II II II I F10 II II II II u II II II II II II I� II II II II � II II II II II II II II II II II II II II II II II II II II+ II II II �� II II II II -- JL JI-A-E-11-A-1L-IL-A-11L II II II I II II II \ry -ION JOIST PER 134 133 I 130 e 13 136 F8 F8 I I 150 151 152 3 4 1/8" / LID" SLOPED SLAB TOWARD TRENCH DRAIN 1 PLAN N AP-1 _) SCALE: 3/16" = 1'-0" 0 S-4" 10.-$° i, " :R STRUCTURAL N I I I I I I 48 49 I I I I 80 100 F8 125 8021 S. 222nd Street 253.220.8004 Kent, WA 98032 www.michels.us LEGAL DISCLAIMER This drawing was produced by and remains the property of Michels Construction, Inc. ("Michels") unless otherwise agreed to by Michels. This drawing is based upon analysis and calculations specifically associated with the project and its site conditions and should not be used to make any determinations related to other projects or sites. Any revisions of this drawing or the calculations associated with it without the prior written consent of Michels are strictly forbidden and Michels disclaims any liability whatsoever associated with such revisions or other unauthorized use of this drawing. REFERENCES This drawing may contain or be based upon drawings received from another source. Michels hereby disclaims any and all liability whatsoever to the extent caused by information of drawings received from other sources and makes no representations or warranties regarding the accuracy of such drawings or any calculations associated with such drawings. DISCIPLINE I DESCRIPTION SEE AGGREGATE PIER CONSTRUCTION NOTES, SECTION 1.1 ON AP-0 0 08/09/22 APPROVED FOR CONST. NO I DATE DESCRIPTION ISSUANCES AGGREGATE PIER OVERALL PLAN PORT OF EDMONDS 417 ADMIRAL WAY EDMONDS, WA JOB/DOC NO. SEAL F8 F8 22217518.00.00 LIC. NO. 153 154 155 n15 52460 SEAL DATE 08/09/2022 5 Landau Associates, Inc. SEAL EXP. Construction Field Report #02 05/27/2024 08/27/2022 DRAWN BY SHEET NUMBER Port of Edmonds Admin. Bldg XXX AP-1 Project No. 0173039.030 DWG SIZE 22x34 2of3 LALSANDAU Construction Field Report Project No.: 0173039.030 Report No.: 3 Client/Owner: CG Engineering/Port of Edmonds Date: 8/29/22 Project Name: Port of Edmonds Administrative Building Permit No.: BLD2021-1385 Location: 471 Admiral Way, Edmonds, WA 98020 Weather Conditions: Clear, Low 60s Prepared By: SC Reviewed By: SMG SITE OBSERVATIONS At 0700, Monday, August 29, Landau Associates, Inc. (Landau) arrived at the referenced project site, located at 471 Admiral Way, Edmonds, Washington. The purpose of today's visit was to continue observing installation of grouted aggregate piers (AP). Landau departed the site at 1430. Upon arrival, Landau met with the SpeeWest (General Contractor) superintendent and the Michels (AP Contractor) foreman and crew. The SpeeWest superintendent had marked some of the planned aggregate pier locations along the south half of building Gridline "B". SpeeWest planned to mark the remainder of AP locations along Gridline "B" during the progress of work today. Equipment on -site included a grout batching and pumping plant, telescopic forklift with 1.8 cubic yard (nominal) aggregate bucket, a Bauer BG15H with 30- inch diameter continuous flight auger, and Michel's aggregate pier vibration probe rig mounted to a John Deere 470G chassis. The probe includes a vibrator assembly with an outer diameter of approximately 12- inches plus and aggregate tube with a similar outer diameter; the two are mounted in a combined, oval -shaped housing measuring approximately 12-inches by 24-inches. Michels continued the installed aggregate piers today to a depth of 12 feet, corresponding to a tip elevation of +0 feet, as based on the working grade. Each pier location was pre -drilled to the finish depth with the auger rig, the vibratory probe was installed to the tip elevation, and then the approved aggregate was installed in approximately 18-inch "lifts", with grout being pumped into the aggregate during the lower half of pier installation. According to Michels, 62 gallons are batched for each pier. Each "lift" consisted of the probe being withdrawn approximately 18 inches, allowing aggregate and grout to flow into the withdrawal void, then crowding the probe downwards again to provide compaction and develop the "bulb" of grout and aggregate. Each AP was installed generally using two buckets of aggregate (approximately 3'/z cubic yards of gravel); however after factoring in spillage from loading the aggregate hopper, underfilled buckets, and surplus aggregate after withdrawal of the probe, the utilized aggregate volume of each pier is likely 2 to 2'/z cubic yards, in total. Pier 118 was the only AP to use three buckets of aggregate in today's observations. While pre -drilling of pier 114, it was noted that drilling had to be repeated due to excessive caving when the first auger flight was removed from the excavation. At approximately 0850, the AP vibration probe experienced an air jet problem which delayed the completion of pier 117 by approximately 20 minutes. Specific construction procedures were noted as inconsistent with approach presented in the approved Rammed Aggregate Pier Installation Plan submittal (Plan). Through follow-up discussion with the design team and Michels, it is understood that the approach that has been implemented generally satisfies the intent of the approach outlined in the Plan. Additionally, Michels has confirmed that the results of their design calculations are not impacted by this change in construction procedure. Aggregate piers installed today were constructed in general accordance with the project plans and specifications. Conditions observed were consistent our geotechnical findings and recommendations for this project site. Michels installed a total of 16 complete aggregate piers today, listed as follows: 109 108 107 106 118 117 101 103 155 Northeast 100th Street 9 Seattle, WA 98125 9 (206) 631-8680 . fax (425) 778-3650 . www.landauinc.com 104 114 102 124 115 113 112 111 Additionally, Michels pre -drilled 7 incomplete aggregate piers today, listed as follows: 50 56 87 88 89 90 110 At approximately 1130, the grout plant suffered a mechanical failure and a mechanic was called to the site. The machine wasn't fixed by the end of the day and no additional aggregate piers were installed. A plan of the aggregate piers completed today is included as an attachment to this construction field report. Visitors: Unsatisfactory Conditions & Recommended Correction: None Attachments: Site Plan Sheet AP-01 Distribution: Port of Edmonds. SoeeWest. Michels Landau Associates' representatives are onsite solely to observe operations of the contractor identified, to form opinions about the adequacy of those operations, and report those opinions to our client. The presence and activities of our field representative do not relieve the contractor from its obligation to meet contractual requirements. The contractor retains sole responsibility for site safety and the methods, operations, and sequences of construction. A preliminary copy of the Field Report may be provided solely as evidence that field observation was performed. Observations and/or conclusions and/or recommendations conveyed in the Field Report are subject to review and revision by Landau Associates' project manager or designee. A reviewed Field Report shall take precedence over a preliminary report. 155 Northeast 100th Street 9 Seattle, WA 98125 9 (206) 631-8680 • fax (425) 778-3650 . www.landauinc.com LEGEND ---- Aggregate Pier installed today ASSUMED WORKING GRADE = 13.0 TIP ELEVATION = 0.0 TOP OF GROUT ELEVATION = 7.0 O ---- Aggregate Pier installed previously c ) -- Incomplete Aggregate Pier installed today 21'-9" 16'-2" 40'-4" DROP FTG AS BRICK FACIN( 10 11 12 PER ARCH ELL O O O O O O TO O O O F8 F8 BELOW NEF. 33 14 18 �e 22 ��Q F4 " -26 28 32 c1 o E D 13 ----- �� ----- 1 ------ -21----------- ----- 24----II-- 25 27 F 30 31 34 35 36 D 15 16 19 20 ~ 23 F8 I FS C, co F4 AC' c' F4 F8 18 F7 j I TOP OF SLAB = 14'-]PER I 6" SLAB ON GRADE STRUCTURAL NOTE48 38 40 1 42 - i - - 43 44 - - 45 - - - 46 47 I 4 49 0 — — — — — —C.1 — — — I FS FOOTING TO BE POURED CZ VOID SPACE IN SLAB I MONOLITHICALLY W/ epF 51 0 PER ARCH PLANS ELEVATOR SLAB 80 C�' Lti Q� 0 F7 F7 F8 �1 •C58 + 1 62 I F9 F9 73 u 74 1 �QE O 1 84 52 D53 59 63 81 82 �', 66 69 0 � � i I F C 60 �` --- - - -- - -- - - -- - - - - F9 C �" I I i II 4 I' it u F7 54 55 I� 75 �I 1 I I F71 67 68 70 71 76 Q° c1- 57 61 --- --_ O� /v I F9 F9 O oe I 72 79 85 O FS ,� � G Q F5 S F5 m it o u- o u- o o -._-Jr= o 92 95 F10 10 0 o u o u u iw o ® 89 90 91 n o o u o it a n` u 0 0 o u o u u o'1 0 I1 • TOP OF SLAB = 14' 21/2" 93 94 96 9 • 1'-0 1/2" SLAB ON GRADE O O 1 PER STRUCTURAL NOTES F9 F9 I I F9 F3 DETAIL 6/55.1, TYP _4„ FS 98 99 0Q� F4 0 1'- 4 v I I 0Q F3 a +2 1/2 z SQL m �• = g TOP OF SLAB = 14'-2 1/2" Gti F3 N 10" 10 8 1/2" SLAB ON GRADE PER STRUCTURAL NO _ a z - o � 122 123 • 121 DROP FOU I SLOPED SLAB TOWARD REQ'D FOR TRENCH DRAINTYP SLOPED SLAP —_, , • TRENCH DRAIN TRENCH DL I 125 - F3 ______ _____-- 131 134 ----- 138 142 ----- --------------------- — ----------- q G — 12 129 F3 c,�Qc, Fa Gle C135 136 G 140 Aft Aft F8 F8 F8 FS ® 1 • NOTE: TIP ELEVATIONS ARE APPROXIMATE, ACTUAL TIP ELEVATIONS WILL BE BASED ON CONDITIONS ENCOUNTERED AND MAY BE HIGHER OR LOWER THAN ESTIMATED. G 150 ® © G G 3 4 1 PLAN N AP-1 SCALE: 3/16" = V-0" c 514• 101-81 MICHELS @ CONSTRUCTION, INC. 8021 S. 222nd Street 253.220.8004 Kent, WA 98032 www.michels.us LEGAL DISCLAIMER This drawing was produced by and remains the property of Michels Construction, Inc. ("Michels") unless otherwise agreed to by Michels. This drawing is based upon analysis and calculations specifically associated with the project and its site conditions and should not be used to make any determinations related to other projects or sites. Any revisions of this drawing or the calculations associated with it without the prior written consent of Michels are strictly forbidden and Michels disclaims any liability whatsoever associated with such revisions or other unauthorized use of this drawing. REFERENCES This drawing may contain or be based upon drawings received from another source. Michels hereby disclaims any and all liability whatsoever to the extent caused by information of drawings received from other sources and makes no representations or warranties regarding the accuracy of such drawings or any calculations associated with such drawings. DISCIPLINE I DESCRIPTION SEE AGGREGATE PIER CONSTRUCTION NOTES, SECTION 1.1 ON AP-0 0 108/09/221 APPROVED FOR CONST. NO I DATE I DESCRIPTION ISSUANCES AGGREGATE PIER OVERALLPLAN PORT OF EDMONDS 417 ADMIRAL WAY EDMONDS,WA JOB/DOC NO. SEAL LIC18.00.00 N00Upoo 52460 y SEAL DATE 08/09/2022 ° rs 0 SEAL EXP. ss y�S 05/27/2024 DRAWN BY SHEET NUMBER Xxx AP-1 DWG SIZE 22x34 2of3 LALSANDAU Construction Field Report Project No.: 0173039.030 Client/Owner: CG Engineering/Port of Edmonds Project Name: Port of Edmonds Administrative Building Location: 471 Admiral Way, Edmonds, WA 98020 Report No.: 4 Date: 8/30/22 Permit No.: BLD2021-1385 Weather Conditions: Clear, 60s Prepared By: SC Reviewed By: SMG SITE OBSERVATIONS At 0710, Tuesday, August 30, Landau Associates, Inc. (Landau) arrived at the referenced project site, located at 471 Admiral Way, Edmonds, Washington. The purpose of today's visit was to continue observing installation of grouted aggregate piers (AP). Landau departed the site at 1625. Upon arrival, Landau met with the SpeeWest (General Contractor) superintendent and the Michels (AP Contractor) foreman and crew. The SpeeWest superintendent had marked some of the planned aggregate pier locations along the rest of the south half of building Gridline "B". SpeeWest planned to mark the remainder of AP locations along Gridline "C" during the progress of work today. Equipment on -site included a grout batching and pumping plant, telescopic forklift with 1.8 cubic yard (nominal) aggregate bucket, a Bauer BG15H with 30-inch diameter continuous flight auger, and Michel's aggregate pier vibration probe rig mounted to a John Deere 470G chassis. The probe includes a vibrator assembly with an outer diameter of approximately 12-inches plus and aggregate tube with a similar outer diameter; the two are mounted in a combined, oval - shaped housing measuring approximately 12-inches by 24-inches. At the beginning of the day, Michels prepared a concrete footing for the modulus load test on pier 113. Michels excavated the upper 18 inches and placed a 30-inch diameter sono-tube form. Grout and aggregates were mixed inside the sono-tube and were placed in thin lifts. Soil backfill was placed around the footing and the steel test place was placed on the footing. Landau asked Michels when the loading test was scheduled to occur, and they responded that the test will be performed on Thursday morning, September 1. Michels continued the installed aggregate piers today to a depth of 12 feet, corresponding to a tip elevation of +0 feet, as based on the working grade. Each pier location was pre -drilled to the finish depth with the auger rig, the vibratory probe was installed to the tip elevation, and then the approved aggregate was installed in approximately 18-inch "lifts", with grout being pumped into the aggregate during the lower half of pier installation. According to Michels, 62 gallons are batched for each pier. Each "lift" consisted of the probe being withdrawn approximately 18 inches, allowing aggregate and grout to flow into the withdrawal void, then crowding the probe downwards again to provide compaction and develop the "bulb" of grout and aggregate. Each AP was installed generally using two buckets of aggregate (approximately 3'/z cubic yards of gravel); however, after factoring in spillage from loading the aggregate hopper, underfilled buckets, and surplus aggregate after withdrawal of the probe, the utilized aggregate volume of each pier is likely 2 to 2'/z cubic yards, in total. Pier 63 was the only AP to use three buckets of aggregate in today's observations. While pre -drilling of pier 68, it was noted that drilling had to be repeated due to excessive caving when the first auger flight was removed from the excavation. Aggregate piers installed today were constructed in general accordance with the project plans and specifications. Conditions observed were consistent our geotechnical findings and recommendations for this project site. Michels installed a total of 42 complete aggregate piers today, listed as follows: 155 Northeast 1001h Street • Seattle, WA 98125 • (206) 631-8680 • fax (425) 778-3650 • www.landauinc.com 110 90 89 88 87 56 50 91 93 92 94 96 95 97 98 99 123 122 61 60 59 58 53 51 54 62 64 65 63 67 66 68 70 69 71 72 73 75 74 77 78 76 A plan of the aggregate piers completed today is included as an attachment to this construction field report. Visitors: Unsatisfactory Conditions & Recommended Correction: None Attachments: Site Plan Sheet AP-01 Distribution: Port of Edmonds. CG Enaineerina Landau Associates' representatives are onsite solely to observe operations of the contractor identified, to form opinions about the adequacy of those operations, and report those opinions to our client. The presence and activities of our field representative do not relieve the contractor from its obligation to meet contractual requirements. The contractor retains sole responsibility for site safety and the methods, operations, and sequences of construction. A preliminary copy of the Field Report may be provided solely as evidence that field observation was performed. Observations and/or conclusions and/or recommendations conveyed in the Field Report are subject to review and revision by Landau Associates' project manager or designee. A reviewed Field Report shall take precedence over a preliminary report. 155 Northeast 100th Street • Seattle, WA 98125 • (206) 631-8680 • fax (425) 778-3650 • www.landauinc.com LEGEND 1 I TO 1 2 BELOW NEF. A17 -- a ASSUMED WORKING GRADE = 13.0 TIP ELEVATION = 0.0 TOP OF GROUT ELEVATION = 7.0 ---- Aggregate Pier installed today O---- Aggregate Pier installed previously 2 3 4 21'-9" 16'-2" 40'-4" DROP FTG AS REQ'D BRICK FACING @ P"AOS PER ARCH ELEVA C1 O O O O O O 2 O O I FS 18 �e (i) ��Q F4 " -26 28 - F - - ----- --- ----- ---------- -21 24 ---------- I I I 25 27 F 30 19 20 c�� 23 ti v c, co F4 q� c' F4 F7 F8 i TOP OF SLAB = 14'-0" 6" SLAB ON GRADE PER STRUCTURAL NOTES 39 40 1 e cJ 42 VOID SPACE IN SLAB PER ARCH PLANS 0 1D F7 F7 F8 i I i i I I_ II ii o i o ii ii li � i i u u o 0 o u ii ii i F7 F +2 1/2" FS F5 -10" 1 I I 88 • • • T8 7 �L - - L - TOP OF SLAB = 14'-2 1/2" 1'-0 1/2" SLAB ON GRADE • P ER STRUCTURAL NOTES 45 D10O Mom 11' I I I I I I I I I I I 104 \_t9_ -ION JOIST PER L F3 6/S5.1, TYP 14W1, 4„ F8 109 0Q� F4 - I I I F3 a 8I +2 1/z ° z SQL m 1�0 3 112 113 TOP OF SLAB = 14'-2 1/2" Gti F3 -10" 8 1/2" SLAB ON GRADE U PER STRUCTURAL NO 117 z 118 0 121 jROP FOOTING AS REQ'D FOR TRENCH DRAIN, TYP - SLOPED SLA' TRENCH DF \ ® I 125 I F3 _______ 131 134 ------ 138 G 129 I F3 01 Fa ° G 132 135 13 139 140 43 ® • • • F8 F F8 F8 F8 149 150 • 153 154 155 • 1 2 3 4 5 1 PLAN NOTE: TIP ELEVATIONS ARE APPROXIMATE, ACTUAL TIP ELEVATIONS WILL BE BASED ON CONDITIONS ENCOUNTERED N AP-1 SCALE: 3/16" = 1'-0" 0 514• a-e^ AND MAY BE HIGHER OR LOWER THAN ESTIMATED. MICHELS @ CONSTRUCTION, INC. 8021 S. 222nd Street 253.220.8004 Kent, WA 98032 www.michels.us LEGAL DISCLAIMER This drawing was produced by and remains the property of Michels Construction, Inc. ("Michels") unless otherwise agreed to by Michels. This drawing is based upon analysis and calculations specifically associated with the project and its site conditions and should not be used to make any determinations related to other projects or sites. Any revisions of this drawing or the calculations associated with it without the prior written consent of Michels are strictly forbidden and Michels disclaims any liability whatsoever associated with such revisions or other unauthorized use of this drawing. REFERENCES This drawing may contain or be based upon drawings received from another source. Michels hereby disclaims any and all liability whatsoever to the extent caused by information of drawings received from other sources and makes no representations or warranties regarding the accuracy of such drawings or any calculations associated with such drawings. DISCIPLINE I DESCRIPTION SEE AGGREGATE PIER CONSTRUCTION NOTES, SECTION 1.1 ON AP-0 0 108/09/221 APPROVED FOR CONST. NO I DATE I DESCRIPTION ISSUANCES AGGREGATE PIER OVERALLPLAN PORT OF EDMONDS 417 ADMIRAL WAY EDMONDS,WA JOB/DOC NO. SEAL LIC18.00.00 N00Upoo 52460 y SEAL DATE 08/09/2022 ° 2 0 SEAL EXP. ss y�S 05/27/2024 DRAWN BY SHEET NUMBER Xxx AP-1 DWG SIZE 22x34 2of3 LALSANDAU Construction Field Report Project No.: 0173039.030 Client/Owner: CG Engineering/Port of Edmonds Project Name: Port of Edmonds Administrative Building Location: 471 Admiral Way, Edmonds, WA 98020 Report No.: 5 Date: 8/31 /22 Permit No.: BLD2021-1385 Weather Conditions: Partly Cloudy, High 60s Prepared By: SC Reviewed By: SMG SITE OBSERVATIONS At 0710, Wednesday, August 31, Landau Associates, Inc. (Landau) arrived at the referenced project site, located at 471 Admiral Way, Edmonds, Washington. The purpose of today's visit was to continue observing installation of grouted aggregate piers (AP). Landau departed the site at 1720. Upon arrival, Landau met with the SpeeWest (General Contractor) superintendent and the Michels (AP Contractor) foreman and crew. The SpeeWest superintendent had marked some of the planned aggregate pier locations along the north half of building Gridline "C". SpeeWest planned to mark the remainder of AP locations along Gridline "D" during the progress of work today. Equipment on -site included a grout batching and pumping plant, telescopic forklift with 1.8 cubic yard (nominal) aggregate bucket, a Bauer BG15H with 30- inch diameter continuous flight auger, and Michel's aggregate pier vibration probe rig mounted to a John Deere 470G chassis. The probe includes a vibrator assembly with an outer diameter of approximately 12- inches plus and aggregate tube with a similar outer diameter; the two are mounted in a combined, oval -shaped housing measuring approximately 12-inches by 24-inches. Michels continued the installed aggregate piers today to a depth of 12 feet, corresponding to a tip elevation of +0 feet, as based on the working grade. Each pier location was pre -drilled to the finish depth with the auger rig, the vibratory probe was installed to the tip elevation, and then the approved aggregate was installed in approximately 18-inch "lifts", with grout being pumped into the aggregate during the lower half of pier installation. According to Michels, 62 gallons are batched for each pier. Each "lift" consisted of the probe being withdrawn approximately 18 inches, allowing aggregate and grout to flow into the withdrawal void, then crowding the probe downwards again to provide compaction and develop the "bulb" of grout and aggregate. Each AP was installed generally using two buckets of aggregate (approximately 3'/2 cubic yards of gravel); however, after factoring in spillage from loading the aggregate hopper, underfilled buckets, and surplus aggregate after withdrawal of the probe, the utilized aggregate volume of each pier is likely 2 to 2'/2 cubic yards, in total. Pier 43 was the only AP to use an additional half bucket of aggregate in today's observations. While pre -drilling of piers 24, 26, and 28, it was noted that drilling had to be repeated due to excessive caving when the first auger flight was removed from the excavation. Michels decided to reinstall pier 77 as the vibratory installation did not completely compact the soil to satisfactory conditions. At approximately 1105, the AP vibration probe became plugged which delayed the completion of pier 44 by approximately 30 minutes. Additionally, Michels and SpeeWest excavated to subgrade elevation for the proposed elevator pit. SpeeWest marked the locations of piers 73 through 76, which were previously installed. Michels used the drill rig to loosen the soil and grout at these locations to approximately 4 ft below grade. Aggregate piers installed today were constructed in general accordance with the project plans and specifications. Conditions observed were consistent our geotechnical findings and recommendations for this project site. Michels installed a total of 40 complete aggregate piers today, including the reinstalled pier 77, listed as follows: 155 Northeast 100th Street • Seattle, WA 98125 • (206) 631-8680 • fax (425) 778-3650 • www.landauinc.com 83 82 100 77 85 39 17 18 57 52 37 15 43 22 44 45 46 47 48 49 80 55 38 16 14 24 26 28 29 42 41 40 2 79 81 84 27 31 33 36 A plan of the aggregate piers completed today is included as an attachment to this construction field report. Visitors: Unsatisfactory Conditions & Recommended Correction: None Attachments: Site Plan Sheet AP-01 Distribution: Port of Edmonds. CG Enaineerina Landau Associates' representatives are onsite solely to observe operations of the contractor identified, to form opinions about the adequacy of those operations, and report those opinions to our client. The presence and activities of our field representative do not relieve the contractor from its obligation to meet contractual requirements. The contractor retains sole responsibility for site safety and the methods, operations, and sequences of construction. A preliminary copy of the Field Report may be provided solely as evidence that field observation was performed. Observations and/or conclusions and/or recommendations conveyed in the Field Report are subject to review and revision by Landau Associates' project manager or designee. A reviewed Field Report shall take precedence over a preliminary report. 155 Northeast 100th Street • Seattle, WA 98125 • (206) 631-8680 • fax (425) 778-3650 • www.landauinc.com LEGEND ASSUMED WORKING GRADE = 13.0 TIP ELEVATION = 0.0 TOP OF GROUT ELEVATION = 7.0 ---- Aggregate Pier installed today O---- Aggregate Pier installed previously 1 T T 4 5 21'-9" 21'-9" 16'-2" 40'-4" DROP FTG AS REQ'D BRICK FACING C- P"AOS O PER ARCH ELEVA C1 O 11 O ® O O O O TO O O O F8 F8 BELOW NEF. Fg F8 C"� F4 v 32 - - ---- -- --- -- - 21 ----- 4 - M - - - O r ---------- ------------- 13 � I I Gti �I-- 25 30 34 • 19 20 c� 23 o F8 ti v F8 C �QF F8 F8 F7 F4 AC F4 I I TOP OF SLAB = 14'-0" 6" SLAB ON GRADE PER STRUCTURAL NOTES ® • • _ • C1 • ® • • • I I I I FS r FOOTING TO BE POURED C VOID SPACE IN SLAB I I MONOLITHICALLY W/ spl _ = PER ARCH PLANS F�.EVATOR SLAB o � F8 r------------- pQ \ I I I I 73 I • 58 � I O I O 59 66 69 li F8 tli ' F7 v�C. F9 F9 �Q ail t II FS O,V QO F5 FS L�QL ii a ii 92 95 co F10 10 0 0 o u o u u iw o 871 a u o u o u u o o TOP OF SLAB = 14'-2 1/2" 93 97 1'-0 1/2" SLAB ON GRADE O • • O 101 PER STRUCTURAL NOTES F9 F9 I F9 6/S5.1, TYP F3 109 I I I F3 105 I _ �c 112 G TOP OF SLAB = 14'-2 1/2" G Q F3 j 8 1/2" SLAB ON GRADE PER STRUCTURAL NO I 117 G 118 0 121 jROP FOOTING AS 1 REQ'D FOR TRENCH SLOPED / 1 S LAI DRAIN, TYP - TRENCH DF \ I I I I F3 I _______ 131 134 ------ ------ 138 142 129 I F3 c �Qc Fa ° G G 135 13 G G 43 ` ® • • • F8 F F8 F8 S G • 153 154 G • 1 2 3 4 5 1 PLAN NOTE: TIP ELEVATIONS ARE APPROXIMATE, ACTUAL TIP ELEVATIONS WILL BE BASED ON CONDITIONS ENCOUNTERED N AP-1 SCALE: 3/16" = 1'-0" 0 514• a-e^ AND MAY BE HIGHER OR LOWER THAN ESTIMATED. MICHELS @ CONSTRUCTION, INC. 8021 S. 222nd Street 253.220.8004 Kent, WA 98032 www.michels.us LEGAL DISCLAIMER This drawing was produced by and remains the property of Michels Construction, Inc. ("Michels") unless otherwise agreed to by Michels. This drawing is based upon analysis and calculations specifically associated with the project and its site conditions and should not be used to make any determinations related to other projects or sites. Any revisions of this drawing or the calculations associated with it without the prior written consent of Michels are strictly forbidden and Michels disclaims any liability whatsoever associated with such revisions or other unauthorized use of this drawing. REFERENCES This drawing may contain or be based upon drawings received from another source. Michels hereby disclaims any and all liability whatsoever to the extent caused by information of drawings received from other sources and makes no representations or warranties regarding the accuracy of such drawings or any calculations associated with such drawings. DISCIPLINE I DESCRIPTION SEE AGGREGATE PIER CONSTRUCTION NOTES, SECTION 1.1 ON AP-0 0 108/09/221 APPROVED FOR CONST. NO I DATE I DESCRIPTION ISSUANCES AGGREGATE PIER OVERALLPLAN PORT OF EDMONDS 417 ADMIRAL WAY EDMONDS,WA JOB/DOC NO. SEAL LIC18.00.00 N00Upoo 52460 y SEAL DATE 08/09/2022 ° 2 0 SEAL EXP. ss y�S 05/27/2024 DRAWN BY SHEET NUMBER Xxx AP-1 DWG SIZE 22x34 2of3 LALSANDAU Construction Field Report Project No.: 0173039.030 Client/Owner: CG Engineering/Port of Edmonds Project Name: Port of Edmonds Administrative Building Location: 471 Admiral Way, Edmonds, WA 98020 Report No.: 6 Date: 9/1 /22 Permit No.: BLD2021-1385 Weather Conditions: Overcast, 60s Prepared By: SC Reviewed By: SMG SITE OBSERVATIONS At 0710, Thursday, September 1, Landau Associates, Inc. (Landau) arrived at the referenced project site, located at 471 Admiral Way, Edmonds, Washington. The purpose of today's visit was to continue observing installation of grouted aggregate piers (AP). Landau departed the site at 1535. Upon arrival, Landau met with the SpeeWest (General Contractor) superintendent and the Michels (AP Contractor) foreman and crew. The SpeeWest superintendent had marked some of the planned aggregate pier locations along the rest of the north half of building Gridline "D". SpeeWest planned to mark the remainder of AP locations along Gridline "D" during the progress of work today. Equipment on -site included a grout batching and pumping plant, telescopic forklift with 1.8 cubic yard (nominal) aggregate bucket, a Bauer BG15H with 30-inch diameter continuous flight auger, and Michel's aggregate pier vibration probe rig mounted to a John Deere 470G chassis. The probe includes a vibrator assembly with an outer diameter of approximately 12-inches plus and aggregate tube with a similar outer diameter; the two are mounted in a combined, oval - shaped housing measuring approximately 12-inches by 24-inches. At the beginning of the day, Michels prepared the modulus load test apparatus on the concrete footing on pier 113. Michels placed the hydraulic ram on the leveled metal plate and the continuous flight auger drill rig was used as a reaction load. The testing apparatus included two gauges to measure the amount of deflection in inches after every applied load in set time intervals. The load test was completed in general accordance with the load test schedule outlined in Michels' approved Technical Submittal for Aggregate Piers. Landau observed and recorded the following load test results: Pier 113 Load Test Results: SN: MC55674 Calibration Date: 8/17/2022 TIME TIME STEP min PRESSURE sf LOAD (kips) GAUGE 1 (in) GAUGE 2 (in) 8:00 0 200 2.8 0 0 8:05 5 600 7.4 0.001 0 8:10 10 925 11.8 0.002 0.001 8:15 15 1325 16.5 0.001 0.004 8:20 20 1750 21.2 0.001 0.007 8:25 25 2075 25.6 0.001 0.01 8:30 30 2225 27.5 0.01 0.012 8:35 35 2650 32.2 0.01 0.04 9:05 65 2975 36.6 0.01 0.04 9:10 70 3375 41.3 0.01 0.042 9:15 75 2225 27.5 0.01 0.043 9:20 80 1100 13.8 0.01 0.038 9:25 85 0 0 0.011 0.025 Following completion of the modulus load test, Michels continued installing aggregate piers to a depth of 12 feet, corresponding to a tip elevation of +0 feet, as based on the working grade. Each pier location was pre - drilled to the finish depth with the auger rig, the vibratory probe was installed to the tip elevation, and then the approved aggregate was installed in approximately 18-inch "lifts", with grout being pumped into the aggregate during the lower half of pier installation. According to Michels, 62 gallons are batched for each pier. Each "lift" 155 Northeast 100th Street • Seattle, WA 98125 • (206) 631-8680 • fax (425) 778-3650 • www.landauinc.com consisted of the probe being withdrawn approximately 18 inches, allowing aggregate and grout to flow into the withdrawal void, then crowding the probe downwards again to provide compaction and develop the "bulb" of grout and aggregate. Each AP was installed generally using two buckets of aggregate (approximately 3'/2 cubic yards of gravel); however, after factoring in spillage from loading the aggregate hopper, underfilled buckets, and surplus aggregate after withdrawal of the probe, the utilized aggregate volume of each pier is likely 2 to 2'h cubic yards, in total. Pier 1 was the only pier to use three buckets of aggregate today. Landau observed Michels excavate approximately 2.5 feet of pier 2. This was done to loosen soils and remove the aggregate and grout mixture for the presumed preparation of the fire vault excavation at pier 2. At approximately 1030 after completing pier 6, the grouting tube in the vibratory probe became plugged with aggregate. Michels rerouted the grouting tube instead top feed into the aggregate hopper. The issue delayed the installation of the following pier by approximately one hour. After the installation of six piers, Michels noticed that the initial grouting tube connector on the vibratory probe was unplugged and spilling grout. Michels decided to reroute the grouting tube back into the original vibratory probe connector and continue the pier installations. At approximately 1150, the vibratory probe air jet became plugged with aggregate after installation of pier 8. Michels partially unplugged the air jet and decided to pre -drill each following pier one at a time to avoid excessive caving from the vibratory probe. Aggregate piers installed today were constructed in general accordance with the project plans and specifications. Conditions observed were consistent to Landau's geotechnical findings and recommendations for this project site. Michels installed a total of 21 complete aggregate piers today, listed as follows. These were marked as the last aggregate piers needed to be installed for the project site: 5 6 7 8 9 10 11 12 4 3 1 13 23 25 30 32 34 35 21 20 19 A plan of the aggregate piers completed today is included as an attachment to this construction field report. Visitors: Unsatisfactory Conditions & Recommended Correction: None Attachments: Site Plan Sheet AP-01 Distribution: Port of Edmonds. CG Enaineerina Landau Associates' representatives are onsite solely to observe operations of the contractor identified, to form opinions about the adequacy of those operations, and report those opinions to our client. The presence and activities of our field representative do not relieve the contractor from its obligation to meet contractual requirements. The contractor retains sole responsibility for site safety and the methods, operations, and sequences of construction. A preliminary copy of the Field Report may be provided solely as evidence that field observation was performed. Observations and/or conclusions and/or recommendations conveyed in the Field Report are subject to review and revision by Landau Associates' project manager or designee. A reviewed Field Report shall take precedence over a preliminary report. 155 Northeast 100th Street • Seattle, WA 98125 • (206) 631-8680 • fax (425) 778-3650 • www.landauinc.com LEGEND ASSUMED WORKING GRADE = 13.0 TIP ELEVATION = 0.0 TOP OF GROUT ELEVATION = 7.0 ---- Aggregate Pier installed today O---- Aggregate Pier installed previously 1 T T 4 21'-9" 21'-9" 16'-2" 40'-4" DROP FTG AS REQ' BRICK FACING @ PER ARCH ELF • 4 • '• 1 - BELO�. • ® • 4 0 8 F8 F8 F8 �00 F4 lO n 22 F4 r, e'' • Ole • �/� I F8 Vti QG F8 "�Q� f F8 F77�,LF4 F8 TOP OF SLAB = 14'-0" I 6" SLAB ON GRADE PER STRUCTURAL NOTES 37 38 39 I I 44 — �— — —• — — . —C1 • • — — .— — —• — — FS FOOTING TO BE POURED C VV� VOID SPACE IN SLAB I MONOLITHICALLY W/ PER ARCH PLANS F EVATOR SLAB F7 F7 F8 r---- ---- � I I I I 73 74 II 59 6 50 52 53 58 _r 66 69 II I O I F8 i i i i� 4 o i o II �i i i i u u of �i ii 67 68 70 I �'QO oe I F9 F9 FS ,V O ii i ii o u ii o i� F5 FS O o u o u o o u o coFS n u o u o 0 0- o , 92 95 Flo n o o u o u u iw o 88 89 B 871 ——LEI—�—�—I TOP OF SLAB = 14'-2 1/2" 1'-0 1/2" SLAB ON GRADE PERSTRUCTURALNOTES I F3 I 0 F3 a 105 I _ I i I 117 118 ®0 121 ® I I I I F3--------------------------------------- --------- 129 J L�QG F3ah F4 g0 149 1 2 NOTE: TIP ELEVATIONS ARE APPROXIMATE, ACTUAL TIP ELEVATIONS WILL BE BASED ON CONDITIONS ENCOUNTERED AND MAY BE HIGHER OR LOWER THAN ESTIMATED. PER STRUCTURAL G SLOPED SLA' — TRENCH DF • • —40 G 4 J I I 150 • 153 154 155 • 3 4 5 1 PLAN N AP_1 SCALE: 3/16" = V-0-- 0 514" 0-e° MICHELS @ CONSTRUCTION, INC. 8021 S. 222nd Street 253.220.8004 Kent, WA 98032 www.michels.us LEGAL DISCLAIMER This drawing was produced by and remains the property of Michels Construction, Inc. ("Michels") unless otherwise agreed to by Michels. This drawing is based upon analysis and calculations specifically associated with the project and its site conditions and should not be used to make any determinations related to other projects or sites. Any revisions of this drawing or the calculations associated with it without the prior written consent of Michels are strictly forbidden and Michels disclaims any liability whatsoever associated with such revisions or other unauthorized use of this drawing. REFERENCES This drawing may contain or be based upon drawings received from another source. Michels hereby disclaims any and all liability whatsoever to the extent caused by information of drawings received from other sources and makes no representations or warranties regarding the accuracy of such drawings or any calculations associated with such drawings. DISCIPLINE I DESCRIPTION SEE AGGREGATE PIER CONSTRUCTION NOTES, SECTION 1.1 ON AP-0 AGGREGATE PIER OVERALLPLAN PORT OF EDMONDS 417 ADMIRAL WAY EDMONDS,WA JOB/DOC NO. SEAL 1U 8.00.00p LICN0oo 52460 y SEAL DATE 08/09/2022 SEAL EXP. ss y�S 05/27/2024 DRAWN BY SHEET NUMBER Xxx AP-1 DWG SIZE 22x34 2of3 LALSANDAU Construction Field Report Project No.: 0173039.030 Report No.: 7 Client/Owner: CG Engineering/Port of Edmonds Date: 1/18/2023 Project Name: Port of Edmonds Administrative Building Permit No.: BLD2021-1385 Location: 471 Admiral Way, Edmonds, WA 98020 Weather Conditions: Rainy, 50s Prepared By: TGC Reviewed By: SMG SITE OBSERVATIONS Landau Associates, Inc. (Landau) arrived at the project site at 0930. The purpose of today's visit was to document compaction of backfilled soils within the sanitary sewer tie-in trench and obtain a sample of the backfill material for proctor testing. Upon arrival, Landau met with the General Contractor (Spee West) superintendent to confirm the area for compaction testing. The test locations are shown in Figure 1. Landau conducted two density tests within the compacted crushed surfacing base course (CSBC) backfilled area using a Troxler nuclear densometer. The tests were performed at a depth of approximately 3 feet below the ground surface. The test results are shown in Table 1. At the time of writing this report, a proctor test has yet to be completed on the CSBC backfill. While onsite Landau also collected a sample of the CSBC to perform a proctor test to obtain the Maximum Dry Density (MDD) to use in evaluating the density test results. Following Landau's site visit, a modified Proctor test was completed, in accordance with ASTM D1557. The results of the proctor test indicated that the maximum dry density (MDD) of the CSBC is 141 pounds per cubic foot (pcf) and that the optimum moisture content is 6 percent. Table 1: Results from Troxler nuclear densometer tests performed 1/18/2023. Test Number Dry Density cf Moisture Content % % of MDD 1 122.4 6.1 86 2 124.9 4.7 88 Landau understands that the trench backfill must be compacted to at least 95 percent of the MDD. Because the density tests completed during this site visit did not meet the required 95 percent compaction, Landau recommends additional compactive effort be applied and the material be tested again. 155 Northeast 100th Street 9 Seattle, WA 98125 9 (206) 631-8680 • fax (425) 778-3650 . www.landauinc.com ASPHALT I• > 1 > .� �4 a —w i 1 ANTHOM' GUEST s J ` (�*, ,• :: -z a — _ _ _ ( 1-,+f PARKING — I' I;eSAVMIRAL WAY — --f , -77 f.�:foa n� ''!'1"' 1 din S r •� 1 A bA. A. f�. :'l gyp. p —.•! — —_ O 'CO — LF ffnex,v.<en - � + � ` 1 nme,. um .{,' ti I • • ne�.i w e � '. —� _--fib•-- � 'L�': fnf..re n.. PROPOSED BUILDING ,. R•,•' ,,,, I . _.,,. '- FFE: 14.0 A, A. -------- yam\ f..f�nr i RECYCLE AR(.n � I GRADING AND DRAINAGE PLAN Figure 1: Locations of the Troxler nuclear densometer tests performed 1/18/2023. Landau departed the site at 1015. Visitors: None Unsatisfactory Conditions & Recommended Correction: Trench backfill within the sanitary sewer tie-in should be recompacted until it meets the required 95 percent compaction specification. Attachments: None Distribution: Port of Edmonds. CG Enaineerina Landau Associates' representatives are onsite solely to observe operations of the contractor identified, to form opinions about the adequacy of those operations, and report those opinions to our client. The presence and activities of our field representative do not relieve the contractor from its obligation to meet contractual requirements. The contractor retains sole responsibility for site safety and the methods, operations, and sequences of construction. A preliminary copy of the Field Report may be provided solely as evidence that field observation was performed. Observations and/or conclusions and/or recommendations conveyed in the Field Report are subject to review and revision by Landau Associates' project manager or designee. A reviewed Field Report shall take precedence over a preliminary report. 155 Northeast 100th Street 9 Seattle, WA 98125 9 (206) 631-8680 • fax (425) 778-3650 . www.landauinc.com