Review Comments

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Permit Number:	08 5134
Permit Type:	Commercial Building Permit - None BldgAdd
Address:	1076 OCEAN DOCK RD Anchorage
Location:
Work Description:	Work Descr: 146.2 sq ft canopy, Remarks: JRD
Status:	Issued
Project Name:	ULSD UPGRADE
Review Type:	Structural
Result:	Approved
Result Date:	1/7/2009 12:00:00 AM

Comments:

	Code Section	Review Comment	Status

Advisory Information:
. C(1): PERMIT STATUS (no response required) 10/27/2008: F&F review completed, comments issued. Full submittal not provided. /29/2008 - Approved for F&F. Full submittal not provided. 12/31/2008 - Resubmittal reviewed. comments issued. REW C(2): 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. C(3): EFFECTIVE LENGTH OF COLUMN Reference page 2 of the calculations. The effective length factor for a column that is fixed at the base, and "fixed" at the top must be determined using the nomograph in Figure C-C2.4 of AISC 360-05 Section C2.2b. Please revise the effective length used to check the columns and resubmit for review. C(4): DESIGN OF ANCHORAGE Reference pages 4 and 5 of the calculations. Please clarify the anchroagecalculations. The reviewer was not able to reproduce most of the numbers determined on the referenced pages. It also appears that hef has been taken as 12". Please note that ACI 318-05 section D5.2.3 requires hef to be taken as Ca,max where three or moreedges are located within 1.5*hef of the anchor or anchor group. It appears that while two of the anchors are not within 1.5*hef of three or more edges, the other two anchors are (looking in both directions). Please revise hef to the appropriate value, and provide verification that the spreadsheet is calculating the correct values. For example, the steel strength should be calculated per ACI 318-05 section D.5.1.2. The equation given is phi*n*Ase*futa = 0.75*2*0.334*60 = 30.33 kips and not 28.858 kips. Inthe concrete breakout strength using hef = 12" (which isn't correct case here), ANo = 9*12^2 = 1296 in^2, and the max An can be is 30*26 (this a C(5): DETAIL CLARIFICATION: Please revisit the detail 10/ D-30-1523. The weld callouts are not complete, revision is required. REW