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Home My WebLink AboutSTRUCTURAL STEEL - F241078-1528313 - 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 16, 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. F241078-1528313 UES arrived on site to perform a Visual Structural Steel 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) NOTE(1): The ¾”x6”x6” joist girder stabilizer plates – lines 19 & B to E and lines 1 & B to E have been installed. See detail 207/S5.01. This clears NOTE(1) from the report dated 10/18/24 and NOTE(1) from report 1485293 (10/28/24). NOTE(2): The welding of the deck support angles in lines 1 & A to F, lines 1 to 7 & F and lines 1 to 7 & A was inspected and cleared on report 1490667. See details 202/S5.01, 203/S5.01, 205/S5.01, 213/S5.01 and 214/S5.01. This clears NOTE(2) from report 1485293 NOTE(3): The bridging terminations along line 19 and along line 1 have been completed per plan. This clears NOTE(3) from report dated 10/18/24 and NOTE(3) from report 1485293 (10/28/24) *NOTE(4): The deck support angles at the expansion joint in lines 7/A and 7/F and 13/A and 13/F have not been installed per details 216/S5.01 and 217/S5.01. Deck ledger angles do not have long slotted holes in them. Screw anchors, in what appears to be standard size holes, were used to attach the angles to the precast panels. Details call for long slotted holes in the deck ledger angle and ¾” diameter threaded studs welded to the precast panel embeds. Refer to EOR. See NOTE(4) from report 1485293 (10/28/24) *NOTE(5): The joist seat to precast panel at panel joist welded connection at panels P34 & P35 - is incomplete. Joist is welded to one panel as per plan. On the non-welded side, 1” diameter threaded rods are not welded to an embed. No anchors are installed on the non- welded side of the joist seat. See detail 206/S5.01, item 1(C) from report dated 10/18/24 and item 1(C) from report dated 10/14/24 and NOTE (5) from report 1485293 (10/28/24). *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. Non-compliant issue found during the inspection are as follows - In line 7 – the bolted connections for the joist girder to columns connections on the sliding have not been tack welded as per detail. See detail 227/S502 – note (7). The column anchor bolt connections are not ready for inspection. Remedial work on anchor bolt connections that are below flush 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. 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 were the below flush nut anchor bolt connections occurred. See details 104/S4.01 and 20/S0.04 and attached picture for clarification. NOTE(6) from report 1485293 remains open. I StoreFront/Canopy Steel – Northwest, Northeast, and West – sheets S2.03 & S5.02 A Welded connections for the referenced framing were inspected per RUSSELVILE STEEL COMPANY, INC sheets E6000, E6001, the RFI response concerning the column connections at roof level and the structural sheets. At inspected locations, the angle to panel embed welded connections and angle to column welded connections were not welded out per the typical details provided for other similar connections. Weld details/weld requirements were not shown on the details provide to UES. Structural Steel Note(6) on sheet S0.01 refers this issue to AISC table J2.4. Per AWS - if the fillet weld length is not explicitly shown it is to be understood that the weld should be applied to the full length of the joint. Require clarification on weld requirements. Additionally, it was noted that there was some damage/gouging caused to the HSS columns for the West Canopy – lines A & 9 to 11 – when the HSS(12”x6”) beams (HI & LOW) were cut free and moved to a different elevation. *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 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. Figure 1 - Torch Cut Oversized Holes in column baseplates at expansion joint