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HomeMy WebLinkAboutSTRUCTURAL STEEL - F241078-1531823 - 3-13-2024Our test results and reports are for the exclusive use of the client (and their designated recipients on file in our office) and shall not be reproduced and/or distributed except with express approval of UES. The use of our name and test results must receive our written approval. Test results and reports apply only to the samples tested and/or observed, and are not indicative of the qualities of apparently identical or similar specimens. January 23, 2025 GTIS Acquisitions, LLC 787 Seventh Avenue, 50th Floor New York, NY 10019 Attention: Kyle Roberson Re: Field Inspection of Structural Steel 121 Commerce Center Addition (Lot 1) Grapevine, Texas UES Report No. F241078-1531823 UES arrived on site to perform a Visual Structural Steel Inspection/Re-Inspection for the above referenced project. Results of the inspection are as follows: RE-INSPECTION of OPEN STRUCTURAL STEEL ITEMS NOTED ON REPORT F241078/1485293 (10/28/2024) AND REPORT F241078/1528313 (1/16/2025) I *NOTE(1): Re-inspected NOTE(4) from report 1528313 (1/16/25) and NOTE(4) from report 1485293 (10/28/24) - referencing the deck support angles at the expansion joints in lines 7/A, 7/F, 13/A and 13/F. In lines F/7 and F/13, the welding contractor slotted the holes in the deck edge angle with a torch and the angles and anchor bolts at these locations are now in general compliance with the contract drawings. In lines 13/A and 13/F, the angles are installed vertical leg up. The anchor bolts for the deck support angle are covered over with roof material and UES cannot confirm that the anchor bolts for the edge angle are installed in slotted holes. See details 216/S5.01 and 217/S5.01. Refer to EOR II *NOTE(2): Re-inspected NOTE(5) from report 1528313, NOTE(5) from report 1485393, item 1(C) from the report dated 10/18/24, and item 1(C) from report dated 10/14/24 – referencing the joist seat to precast panel at panel joint welded connection at panels P34 & P35. The welding contractor has installed (2) ¾” diameter anchors on the non-welded side. Per detail 206/S5.01 – anchors should be 1” diameter. Will require EOR approval on the use of smaller diameter anchors. III NOTE(6): The A325 bolted connections, diagonal brace welded connections, column anchor bolt connections, beam to panel connections, and joist girder to beam connections (sliding side and fixed side) at the expansion joints in lines 7 and 13 were inspected per the contract drawings on 1/16/25. Non-compliant issues found during the inspection, and noted by NOTE(6) on report 1528313, are as follows: In line 7 – the bolted connections for the joist girder to columns connections on the sliding side have not been tack welded as per detail. See detail 227/S502 – note (7). This issue was re- inspected on 1/23/2025 and found to be compliant. *The column anchor bolt connections are not ready for inspection. Remedial work on anchor bolt connections that are below flush nut needs to be completed, and the fix used needs to be approved by the EOR. The welding contractor used ELCONE nuts to correct the below flush nut anchor bolt connections but they also torch cut oversized holes in the column baseplates where the below flush nut anchor bolt connections occurred. See details 104/S4.01 and 20/S0.04. Issues regarding the column anchor bolt connections described by NOTE(6) on report 1528313 remain open. Our test results and reports are for the exclusive use of the client (and their designated recipients on file in our office) and shall not be reproduced and/or distributed except with express approval of UES. The use of our name and test results must receive our written approval. Test results and reports apply only to the samples tested and/or observed, and are not indicative of the qualities of apparently identical or similar specimens. IV StoreFront/Canopy Steel – Northwest, Northeast, and West – sheets S2.03 & S5.02 A Re-inspected item 1(A) from report 1528313 - referencing the canopy framing welded connections. It was noted during today’s inspection that the (6”x4”) angle to precast panel embed welded connections have not been welded out as per details 1 & 2 on sheet E2004 Connections are to be welded all the way around with ¼” fillet welds. Additionally, the angle to column connections were to be bolted with ½” diameter A307 thru-bolts. As built - the angles have been welded to the columns in lieu of bolting. See details 1 & 2 on sheet E2004 and referenced detail 233/S5.02. Field modifications for the angle to column connections will require EOR approval and the missing welds for the angle precast panel connections need to be added and inspected. The noted damage/gouging caused to the HSS columns for the West Canopy – lines A & 9 to 11 – where the HSS(12”x6”) beams (HI & LOW) were cut free and moved to a different elevation - appears to have been addressed. *Discrepancies, if any, are noted above in bold. INSPECTOR: Chris Lalic CWI#16010691 We are pleased to be of service on this project and if you have any questions, please contact our office. Sincerely, UES Professional Solutions 44, LLC (Formerly Alpha Testing) Ronnie Yeoman Project Manager