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2010-0092 OV Water Structural.pdfIr6R%fv6gd I � 0 ikf�j if [dbi, �� 9 � 6 1 i ki6irW] mkfiw4j i 6 ImW'61N N J kwdiiix FkM 69a0 wllNWuw06w Wams aAmi !rnuiijiw6 i ii6miji"kim! air!wuraowrrawmuwramrcr�rweuraumumrremrrxnrwuuurmmuwmu n"I'll I SCD( � Erigcneerlr,ng PLLC A Structural Engineering Company 16121 N. Meadowdale Rd, Edmonds, WA 98026 23 Feb, 2010 Leif Bjorback Building Official Development Services Department City of Edmonds Office of the Building Official 121 Fifth Avenue North Edmonds, Washington 98020-3145 Reference: StrLlCtUralPlain 1"Zevk,,nt�RSorvicw,,,,; Subject: 20100092 OVWD 23725 Edmonds Way Mr. Bjorback: SCBC Engineering, PLLC. welcomes the opportunity to provide Structural Plan Review Consulting Services to assist the City of Edmonds for the above noted subject project. Our comments are noted as follows: Stiri",Aural Projcrecl St,irrurriary- This project consists of the change of use of an interior mezzanine from office to storage. In addition some exterior screen/retaining walls have been added around the site as well as a vactor decant canopy. Structural Review Comments 1. What exactly does "Archive Storage" consist of? Are you certain 125 psf is appropriate? Please verify. Has there been a review of the cut sheets on the storage rack system? 2. Place note on drawings that the live load limit shall be posted at all storage locations in a conspicuous location per IBC 1603. 3. The "as -built Demo Mezzanine plan" on sheet A2.0 designates the area above the mud room and elevator machine room as having been a storage area. I did not see this designation on any of the as-builts provided to me by the city. Please verify 4. Who is responsible for the design of the mezzanine guardrail shown on detail 1/a3.1, between GLs C -D? Structural Engineer? Architect? Also is this guard rail compatible with the new storage system in this location? 5. Please define gridlines (or column centerlines) for the new Decant Station columns, then provide dimensions for the overhang of the roof on all sides (North, East, South, and West). 6. Sheet S1.0: update the Geotechnical Info to match the existing submitted report. 7. Sheet S1.0: Update the seismic design criteria to match this facility. It is not a "light framed wall with wood structural panels." Edmonds Plan Check #:20100092 Olympic View Water District Structural Plan Review Consulting Services SCB(',,',' EincOneedrig, FILLC. WIN, Mly waftEmi Eimil 6wkaiiwu�Mv 4bnem 8. Please note on the structural drawings that the Structural Engineer of Record should provide structural observation for the strengthened wide flange beams, and column connection upgrades. 9. On the drawings clarify the 6 typical locations that the existing connection is retrofitted. Is there any retrofit occurring at (5,A),or (2,13) or (2,C) or (2,D)? 10. Detail 11S2.0 calls out a %" thick cover plate, detail 5/S2.0 calls out a 3/8" thick cover plate, please coordinate details. 11. Detail 9/S2.0: I imagine that the existing shear tab is to remain and that the bolt pattern of the doubler plate should match the location and spacing of the existing shear tab pattern. Please clarify. 12. The architectural section through the Decant Canopy calls out an elevation of T/steel= 17'-4", whereas the Structural drawings call out a T/Steel = 17'-6". Please coordinate. 13. Has the bottom of steel of the high end of the Decant Canopy been verified with the height of the actual vehicles that will need to use it. 14. Dimension all overhangs on Decant Roof framing plan, sheet S2.1. 15. On detail 1/s2.0 provide a reference callout to see 2/S3.0 for Cover Plate Splice info. 16. Please provide a detail for the top of the brace on the structural drawings -see also item 23, show its work point. 17. Doesn't ACI recommend a curtain of reinforcing at each face of the wall for walls 10" and thicker? Please verify for 12" thick walls, and adjust details accordingly. 18.Verify that the footing drain shown on 9/S3.0 and 11/S3.0 can be sloped as is indicated on the detail. Otherwise it may be preferable to place it next to the footing and not the wall. 19. What is the thickness of the soil cap above the 12" free draining gravel backfill, please note on drawings. 20. Detail 3/S3.0 what is the spacing of the %" diameter bolts in each direction? Also because of the dynamic nature of the wind uplift loads, you may want to consider adding a jam nut below the regular nut. 21. If you look at detail 11/S3.0 you will not be able to make the moment connection you are showing in detail 4/S3.0 because of the sloping column cap plate. Please review and correct. The typical moment connection detail would benefit from both a section and elevation view. 22. Detail 4/S3.0: There is likely a Y2" gap between the beam web and the column flange, also please callout the bolt spacings and edge distance. 23. Detail 6/S3.0 where is the detail for the other end of the x -bracing to the top of the column? 24. Please provide a section detail through the central w8x21 beam of the Decant roof framing plan. In the detail show the connection of the light gage purlins and blocking between purlins to this w8x. 25. Show a similar section detail as noted in item 24 above, through the w8x1 5, show the purlin cantilever and the edge condition of the eave. 26. Please call out the metal roof deck for the Decant roof. Isn't this deck being used as a diaphragm? I would guess that the original pre-engineered metal building on site has horizontal x -bracing to provide diaphragm action. I do not see any horizontal x -bracing on the Decant Roof framing plan. If you are using the metal deck as a diaphragm you need to specify it and call out its fastening pattern, 27. Please provide a section detail at the north and south roof edge to show connection of roof deck to light gage purlin. 28. CaIcs: It seems that only beams B-1, B-3 and B-4 apply to this project, the non -applicable caics should be removed or clearly voided out. ,Rm I(pw, '1N1Jnqtn �mnnmmq"fmII Edmonds Plan Check #:20100092 Olympic View Wafer District Structural Plan Review Consulting Services SCBEFILLC. kikkiO�Rfin ON006i WiNibuli ilisibffifiiiifiim I W dii'AN-1 NAM I I I &N I ii0immiEW I 0-1116M AI -91N, NKAI 6"Phffl) ;Et", K 29. CaIcs: Beam B-1 (a W10x22) is indicated to have a connection capacity of 8.2k. For Calc B-3 (a W10x12) is also indicated to have the same connection capacity. Its web is about 75% as thick as the W10x22. Please Verify. 30. CaIcs: The gravity column check does not seem to account for any nominal moment caused by the column possibly being out of plumb by U500 or Y2". Please review. Also what happens at the moment frame columns undergoing a seismic event? 31. What is the lateral load path for the mezzanine along gridline 6 for an east -west seismic event? 32. Calcs: How is the thickness of the beam seat angle leg determined? How is the beam seat going to be installed to load share as the calculation indicates? 33. CaIcs: The dead load of this structure is very light. The actual roof dead load is probably on the order of 5 or 6 psf. This means it is likely that wind load is going to govern the lateral analysis. Because it is an open structure uplift is also going to be an issue. Please provide a load diagram sketch of wind loads to the braced frame running in the east -west direction. The Architectural drawings indicate the fence on the east side of the structure is to be covered with plantings, that means it will transfer wind load to these braced frames. Indicate the horizontal and uplift reaction to the anchor bolts from the combination horizontal wind plus uplift. 34. CaIcs: Review the implications of the wind uplift on the light gage purlins of the Decant Roof. This will place the bottom flange in compression. Note it will not have the continuous lateral bracing from the roof deck like the top flange of the purlin will have. 35. Review your connection 6/S3.0 for these new uplift forces. Verify the use of J -bolts; in a tension connection in concrete. Provide a calculation for this anchor bolt group for shear and tension at the top of the concrete wall. 36. Is there a possibility that the site retain ing/screen walls will be impacted by the vehicles loading and unloading material? 37. Please review the 12" Decant walls for Horizontal wind load being applied to the Decant canopy and transferred to the top of the wall from the fence post and columns. Also the uplift from the canopy will reduce the available dead load for items such as friction resistance and restoring moment. As always, it has been enjoyable working with the City of Edmonds. Please feel free to contact me with any questions you may have. Sincerely, '�E'J 1 11 Brian E. Moll PE,SE,SECB Principal -in -Charge SCBC Engirieeriun IPUC A Structural Engineering Company 16121 N. Meadowdale Rd. Edmonds, WA 98026 206.351.2217 'b- i I c-1 TW. mvgfflG"AMR Edmonds Plan Check #:20100092 Olympic View Water District Structural Plan Review Consulting Services SCBC' Eng4ieeHng, FIX.