Review Comments

Click Here To Go Back To Permit Information

Permit Number:	07 5726
Permit Type:	Commercial Building Permit - None BldgAlter
Address:	W 5000 INTERNATIONAL AIRPORT RD Anchorage
Location:
Work Description:	Work Descr: phase 2 seismic/structural upgrades for b - hex b concourse, food court an dticketing portion of south terminal building and remodel of all areas identified, Remarks: jrd
Status:	Closed
Project Name:	ANC SOUTH TERMINAL SEISMIC & S
Review Type:	Structural
Result:	Approved
Result Date:	1/11/2010 12:00:00 AM

Comments:

	Code Section	Review Comment	Status

Advisory Information:
. PERMIT STATUS (no response required) 9/23/2009: Review completed, comments issued. 11/4/2009 - Responses reviewed. Comments issued. 1/11/2010 - Approved Advisory Comment (no response required): This review is based on the requirements of the Anchorage Administrative Code (AAC), 2006 International Building Code (IBC) and all adopted references thereto as amended by MOA. The following comments must be addressed before a permit can be issued. The approval of plans and specifications does not permit the violation of the codes, or any federal, state or local regulations. ANCHORAGE of Z-1011 SNUBBER Reference the design of the anchors for the Z-1011 Snubber. IBC section 1912 requires anchorage to concrete that are design to the load combination including seismic forces be designed to the strength design load combinations. Please revise and resubmit. ACI 318-05 sections D.3.3.4 and D.3.3.5 require anchorage to concrete be controlled by a ductile limit state either in the anchor itself or in the element the anchor is connecting to the concrete. Please provide substantiating data showing this has been met. If this can not be met, IBC section 1608.1.16 allows a non ductile limit state to control the design of the connection provided the connection is designed for 2.5 times the factored forces. Comment remains. The requirements of ACI 318-05 are separate of ASCE 7-05. ASCE 7-05 does not tell you how to design the anchors onlyto what load they must be designed. Please provide anchors designed as requested in the original comment. ACI 318-08 has not been adopted by the Municipality of Anchorage. Design must be to ACI 318-05. WAB - 11/4/2009 Comment resolved. Response accepted. WAB - 12/7/2009 ANCHORAGE OF RF-007 Reference the design of the anchorage for RF-007. Please provide substantiating data showing the anchorage of this unit meets the ductile yielding requirements of ACI 318-05 section D.3.3.4 or D.3.3.5 or the non ductile yielding provision of IBC section 1908.1.16. Comment resolved. Response accepted. WAB - 11/4/2009 ANCHORAGE OF EF-01B Reference the design of the anchorage for EF-01B. Please indicate the anchor type to be used in the anchorage of this equipment. Reference AAC section 23.10.104.8. Comment resolved; however please verify there is no EF-01B. Generally if the combined stress indicated in the calculations was less than 0.4 no comment was made. EF-018 had a combined stress of 0.2 in the original submittal; however the reviewer was unable to locate a EF-01B. WAB - 11/4/2009 RESTRAINT OF EF-009, 010, 012, 013, 014, 015 Reference the seismic restraint design of EF-009, 010, 012, 013, 014, and 015. It appears that ITW Ramset/Redhead Tapcon screws are being indicated to restraint these fans to CMU walls. It does not appear that ITW Ramset/Redhead Tapcon screws have a current approved third party report. Please provide a fastener that has a current third party approval. Reference IBC section 1703.4. Comment resolved. Response accepted. WAB - 11/4/2009 ANCHORAGE PER SR-6070 AND SR-6072 Reference sheets SR-6070 and SR-6072. The ITW Ramset/Readhead Trubolts are not controlled by a ductile steel element in tension so they must be designed to meet the non ductile yielding provisions of IBC section 1608.1.16. Please provide substantiating data showing this is met. Each unit that requires anchorage must have the number of anchors and layout of anchors specified as it is not the responsibility of the Contractor, Special or MOA inspector to determine these requirements. Please provide. Reference AAC section 23.10.104.8. Comment remains. No post installed anchor is designed to yield in tension. They are all controlled by concrete strength (generally breakout). Please clarify the response. Please note that anchor layout must be provided as it must be verified that anchors are spaced greater than or equal to 3*embedment depth to ensure that the anchors act indepedently of each other. This requirement can also be stated in the drawings. WAB - 11/4/2009 Comment remains. Response to the first part of this comment was not provided. Please note that we have accepted the 2007 Supplement to the 2006 IBC that exempts anchors supporting non structural elements from the ductile yielding requirement; however an Alternate Means and Methods form must be provided for approval. On the second item it is still not clear that the spacing of the anchors precludes group effect. Per sheet SR-6072 it doesn't appear as if attachment levels F, G, or H meet spacings of 3*embedmentdepth (for these levels the embedment depth is given as 3, 4.625 and 5.5 while the spacing f is 7, 8 and 10.5 none of which meet 3*embedment depth). WAB - 12/17/2009 ANCHORAGE FOR SOUND ATTENUATOR Reference drawing A-71410-30 of tab 7 of the submittal. Please provide design of the anchors shown in the detail. If this unit is mounted to the floor and is less than 400 lbs no design is required. If design is required, the anchorage must meet the requirements of ACI 318-05 section D.3.3.4 or D.3.3.5 or IBC section 1608.1.16. Comment resolved. Response accepted. WAB - 11/4/2009 ANCHORAGE OF SF-1A,-2A, SF-5A,-5B, SF-5A,-5B DISCH Reference drawing 71410 sheet 31 of tab 7. Please provide substantiating data showing the anchorage of the equipment on the referenced sheet meets the ductile yielding requirements of ACI 318-05 section D.3.3.4 or D.3.3.5 or the non ductile yielding provision of IBC section 1608.1.16. Comment resolved. Please note that for future reference that all post installed anchors must be designed using strength design. Please also note that the 2.5 factor applies after the loads are inputted into the load combination. The method used is conservative so again this if for future consideration only. WAB - 11/4/2009 ANCHORAGE OF 7, M8, M8-AH-1D Reference drawing 71410 sheet 34 of tab 7. Please provide substantiating data showing the anchorage of the equipment on the referenced sheet meets the ductile yielding requirements of ACI 318-05 section D.3.3.4 or D.3.3.5 or the non ductile yielding provision of IBC section 1608.1.16. Comment resolved. Response accepted. WAB - 11/4/2009 COOLING TOWER BASE DESIGN Reference tab 10 of the submittal. Please provide the following: A) Per the submittal it has been indicated that the spring does not meet the requirements of the specifications. Please clarify. Item resolved; however please modify the submittal to only include the final construction and submittal documents. WAB - 11/4/2009 B) Reference sheet 7 of 25 of the calculations. The load combination including seismic must also include the vertical load effect from seismic so (0.9-0.2*SDS)*DL is 116.8 k-ft as compare to the 141.6 k-ft overturning moment. Ther will be a net tension/compression from overturning of (141.6-116.8)/11.83 = 2.1 kips. Please revise the affected elements of the design and resubmit (will mainly affect anchorage requirements). Item resolved; however ASCE 7-05 section 12.4.2 clearly indicates that the seismic load effect includes both a horizontal and vertical component, and that the vertical component is taken as 0.2*SDS*DL. You do not add this affect to the horizontal component of the seismic force. In this case it appears that when the vertical affect is removed from the horizontal and the dead load reduced appropriately that there is no net uplift; however this will not always be the case. WAB - 11/4/2009 C) Reference page 11 of the design. Please provide material specifications on the drawings to ensurethat the 6" standard pipe is provided at 46 ksi material as assumed in the design of the pipe. Please note that the standard specification for 6" STD pipe is ASTM A53 with Fy = 35 ksi. Item remains. This is an issue regardless of the stress in the material. The Special and MOA Inspector will be inspecting from approved construction documents and do not know anything about the stress in the elements. If an incorrect material is specified in the plans it could lead to unnecessary delays. Please indicate the correct materials on the drawings. WAB - 11/4/2009 Item resolved. WAB - 12/17/2009 D) Reference the anchor design. Hilti RE500 is not an approved epoxy. Please select an approved epoxy and provide designper the appropriate third party report (ICC ES ESR or another approve third party). Please note that RE500-SD is approved, and design would need to be per ICC ES report ESR-2322. Items remains. Please indicate the correct epoxy on the drawings. Again, the MOA and Special Inspector inspect from the approved construction documents. WAB - 11/4/2009 Item resolved. WAB - 12/17/2009 E) Please provide a drawing that can be easily read. The one provided is extremely difficult to read. Please include the anchor bolt size and embedment depth (there are several different ones indicated among the three revisions submitted). Please clarify how shear loads are transferred from the column base plate. Item resolved. Please note that the drawings provided are still difficult to read. WAB - 11/4/2009 F) Please provide stamped and signeddrawing. WAB - 12/17/2009 Please provide written response to the comments above and include one copy of additional or revise calculations and two copies of additional or revise drawings. While not required it is extremely helpful to the reviewer if the response indicates where each comment has been addressed.