Review Comments

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Permit Number:	09 5019
Permit Type:	Commercial Building Permit - None BldgNew
Address:	6000 SOUTH AIRPARK PL Anchorage
Location:
Work Description:	Work Descr: 2745 sq ft VB 6/18/10 144 sq ft S2 & 151 sq ft U for Observation Tower per CO#3tb, Remarks: tb
Status:	Issued
Project Name:	FBI CLASSROOM AND RANGE FACILI
Review Type:	Structural
Result:	Approved
Result Date:	5/26/2010 12:00:00 AM

Comments:

	Code Section	Review Comment	Status

Advisory Information:
. PERMIT STATUS (no response required) 11/30/2009: Review completed, comments issued. 4/22/2010 - Responses reviewed. Comments issued. 5/12/2010 - Approved pending special inspection letter. 5/26/2010 - 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. STATEMENT OF SPECIAL INSPECTIONS Please provide a Statement of Special Inspections containing all the information required by IBC sections 1704, 1705, 1706, and 1707. Please note that there are wood inspection requirements for seismic. Comment remains. Reference to the IBC is not sufficient to resolve this comment. All inspection requirements (type and frequency) must be submitted as part of the construction package. The statement of special inspections can be included on the drawings or as a separate document. Please provide. WAB - 4/22/2010 Comment resolved. Response accepted. WAB - 5/12/2010 SPECIAL INSPECTORS Please provide a letter from the Owner, Owner's Representative (can not be the Contractor unless Owner/Builder in which case the Special Inspectors must be approved by the Building Official Ron Thompson), or the Special Inspection Agency stating that the Owner (please include Owner's name) has hired the Special Inspection Agency to perform the special inspection services for this project. Please note that special inspectors must be MOA licensed in the inspection type. See the following link for licensed Special Inspectors: http://bsd.muni.org/ContractorLicensing/sisearch.aspx Comment remains.The response indicates that the Owner will provide this information; however it has not been provided. Please provided. WAB - 4/22/2010 Comment remains. No special inspection letter has been provided. Please note that structural can not approve any permits until this information is submitted. WAB - 5/12/2010 STHD8 HOLDOWNS Reference sheet S1 of the drawings. Simpson STHD8 holdowns have been indicated to be used in several locations as shear wall uplift anchorage. These anchors do not have a current ICC ES or other approved third party report. Please revise to an anchor with current approval or provide an approved third party report for review. Reference IBC section 1703.4.2. Comment resolved. response accepted. WAB - 4/22/2010 SSTB ANCHORS Reference sheet S1 of the drawings. The drawings reference Simpson SSTB anchors to be used for the HDU holdowns. SSTB anchors do not have a current ICC ES or other approved third party report (the LA Building Department report expired in April). Please provide a standard anchor that can be designed per ACI 318-05 Appendix D, provide an anchor with a current approved report or provide an approved third party report for the SSTB anchors. Reference IBC section 1703.4.2. The design of the anchors needs to be provided as well. Reference AAC section 23.10.104.8. Please note that even though wind controls the lateral design that the anchors must still be detailed for the seismic loads. Reference IBC section 1604.10. Comment resolved. Please note that since these comments were issued Simpson SSTB bolts have now received their ICC ES approval, and are now approved anchors for use. WAB - 4/22/2010 DEFERRED SUBMITTALS Design items that are not required to be included in the initial permit submittal package may bereviewed and approved on a deferred submittal basis. Before they are submitted for review, deferred submittals shall be reviewed by the registered design professional and affixed with a notation indicating that the deferred submittal documents have beenreviewed and have been found to be in conformance with the construction documents. Deferred submittals shall be identified on the plans. The following items have been found to be or are indicated as deferred submittals: A) Pre-manufactured trusses B) Storage tank anchorage The above items must be reviewed, approved, and installed correctly before a C.O. can be issued. Reference Anchorage Administrative Code section 23.10.302.4.2. Comment resolved. Response accepted. WAB - 4/22/2010 TOP OF FOOTING Reference sheet S1 of the drawings. The top of footing for the exterior strip footings is indicated as -2'-0". The Geotechnical Reports the bottom of footings to be located at least 42" below grade. 24+10 is only 34" below grade. Please revise and resubmit (either to meet the geotechnical report or design as a shallow foundation per ASCE 32). Please provide top of footing for the interior footing shown approximately 12' east of the west side of the structure. Reference IBC section 1805.2.1 and AAC section 23.10.104.8. Comment resolved. Response accepted. WAB - 4/22/2010 SHEAR TRANSFER FROM ROOF Reference detail 5 on sheet S2.2 of the drawings. This detail calls for 2X blocking to transfer loads from the roof to the shear walls. Please note that at several locations it is likely that 2x blocking can not be used (due to distance from bottom of plywood to top of wall...see canopies on both sides at north end of structure and at overhangat the west side of the structure). Please clarify. Please note that detail cuts on sheet S2 of the drawings appear to reference incorrect details in many cases, i.e. the cut on the east side indicates detail 4 on sheet S2.2 when it appears it should be detail 5 on sheet S2.2. On the south side of the structure detail 3 on sheet S2.2 is reference, and it appears this should be detail 4 on sheet S2.2. The detail 5 on sheet S2.2 shown on the norteast part of the structure appears as if it should reference detail 6 on sheet S2.2. Please correct the detail references as required. Reference AAC section 23.10.104.8. Comment remains. Response accepted; however please specify the design load the truss manufacturer must design the truss heal blocking for.WAB - 4/22/2010 SHEAR TRANSFER FROM ROOF TO INTERIOR SHEAR WALL Reference detail 3 on sheet S2.2 of the drawings. It appears that itis intended to use truss diagonal bracing to transfer loads from the roof to the interior shear wall running north and south. If this is the case, please provide the load to be used to design this bracing. Please provide the attachment of the bracing at the roof and top of wall levels. Reference AAC section 23.10.104.8. Comment resolved. Response accepted. WAB - 4/22/2010 TRUSS TIE DOWNS Please provide design of the truss tie downs for the load combinations including wind uplift. Reference IBC section 1605. Comment resolved. Please note that for future submittals the truss ties downs must be design for components and cladding wind forces. In this case, the tie downs still work. WAB - 4/22/2010 BEAM TIE DOWNS Reference detail 6 on sheet S2.2 of the drawings. Please provide design of the ECC column cap for theload combinations including wind uplift. Reference IBC section 1605. Comment resolved. Response accepted. WAB - 4/22/2010 COLLECTORS Reference the roof framing plan on sheet S2 of the drawings. There is a shear wall located approximately 15'3" from the north end of the building. Please clarify how loads from the east portion of the structure are transferred to this wall. This also applies to the shear wall approximately 20' from the north end of the building and 27'-2" from the south end of the building. Reference ASCE 7-05 section 12.10. Comment resolved. Response accepted. WAB - 4/22/2010 TYING STRUCTURE TOGETHER FOR SEISMIC Please provide ties at two reentrant corners on the east side of the building and the single reentrant corner on the west side of the structure. Reference ASCE 7-05 section 12.1.3 (for force) and 12.12.3 (general requirement). Comment resolved. Response accepted. WAB - 4/22/2010 HEADER TIE DOWNS Please indicate the header tie downs on the drawings and show the connection has the capacity to transfer the forces generated by the load combinations including wind uplift. Reference AAC section 23.10.104.8 and IBC section 1605. Comment resolved. Response accepted. WAB - 4/22/2010 Please provide a written response to the comments above and include one copy of additional or revise calculations and three copies of additional or revise drawings. While not required it is extremely helpful to the reviewer if the response includes where in the submittal each comment has been resolved.