Review Comments

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Permit Number:	06 5269
Permit Type:	Commercial Building Permit - None BldgNew
Address:	3645 AIRCRAFT DR Anchorage
Location:	changed from 3635 Aircraft 6/3/14, K.Wilson
Work Description:	Work Descr: 6000 sq ftNPDES PAID UNDER PERMIT 06-5266TB, Remarks: tb 12/6/2011 transferred elec to 06-5266tb 8/19/2013 OK to reactivate permit per S. Walsh / tb
Status:	Closed
Project Name:	AIRCRAFT DRIVE HANGAR #2
Review Type:	Structural
Result:	Approved
Result Date:	9/26/2006 12:00:00 AM

Comments:

	Code Section	Review Comment	Status

Advisory Information:
. C(1): PROJECT STATUS 4/28/2006 – 1st review, comments issued. /13/206 - Approved for Footing and Foundation. Full review needed. C(2): This review is based on the requirements of the 2003 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 the plans and specifications does not permit the violation of the codes, or any federal, state or local regulations. C(3): APRON SECTION Reference detail 3.1/C8.1. The referenced detail indicates 24" of Type IIA fill under 4" of levelling course and 2" of asphalt. Shannon & Wilson's Geotechnical Report, Lot 11B, Block 16, Anchorage International Airport dated August 2005 section 6.5 requires 28" of Type II/IIA of base course fill under 4" of levelling course and 2" of asphalt. Please revise the apron section to match the Geotechnical Engineer's requirements. Reference Anchorage Grading, Excavation and Fill Code section 23.105.106.3.1.D.6. C(4): SPECIAL INSPECTIONS Please provide the name(s) and resume(s) of the individual(s) providing special inspection services for this project. If the inspector(s) is/are on MOA’s list of pre-approved inspectors, then the name(s) will satisfy the comment. C(5): AISC OR ICBO CERTIFICATION R & M Steel Company does not appear to be AISC or ICBO certified. Per IBC section 1704.2.1, a special inspector must be employed to verify that the fabricator maintains detailed fabrication and quality control procedures that provide a basis for inspection control of the workmanship and the fabricator's ability to conform to approved construction documents and reference standards. The special inspector must be employed by the Owner. C(6): CERTIFICATE OF COMPLIANCE At the completion of fabrication, the approved fabricator shall submit a certificate of compliance to Building Safety stating that the work was performed in accordance with the approved construction documents. Reference IBC 03 section 1704.2.2. C(7): CONTRACTOR RESPONSIBILITY Each contractor responsible for the construction of a seismic-force-resisting system, designated seismic system, or component listed in the Quality Assurance Plan shall submit a written contractor’s statement of responsibility containing the information required by IBC 03 section 1705.3 to Building Safety and the Owner before work can begin on the system or component. C(8): QUALITY ASSURANCE PLAN Please provide a Quality Assurance Plan for the metal building containing the information required by IBC 03 section 1705.2 C(9): SPECIAL INSPECTION FINAL REPORT A final report documenting required special inspections and correction of any discrepancies noted in the inspections must be submitted to Building Safety for processing. Reference IBC section 1704.1.2. C(10): INCONSISTENT CODE CYCLES Reference the metal building calculations and drawings. It appears there are inconsistencies in the code cycles being used. If the 2003 IBC is to be used, all codes referenced by the that code should be used, i.e. the 2003 IBC references the 2002 AISC 341, and not the 2005 AISC 341. If the 2005 AISC 341 is to be used, the 2006 IBC and all codesreferenced by it should be used too. Reference IBC section 102. C(11): SEISMIC WEIGHT Reference Seismic Load calculation in the building building calculations. The wall dead load contributing to the seismic weight appears to be significantly underestimated. Please provide substantiating data for the weights used or revise and resubmit. Please not it appears the interior wall hasn't been included at all. Reference IBC sections 1604.4 and 1606. C(12): DESIGN OF CABLES It appears the cables have been indicated as ASTM A475. This specification can not be designed using AISC-LRFD or AISC-ASD. Please provide design reference used to design the cables and submit an Alternate Materials and Method's Form for approval. Reference AISC-LRFD section A6, AISC-ASD section A6 and the Anchorage Administrative Code section 23.10.108. C(13): MOMENT FRAME CONNECTION DESIGN Please provide complete moment frame design (not just computer output). This design should show how the following items and limit states are determined or checked: A) Design of bolts. B) Design of end plates. C) Design of welds. D) Panel zone shear limit state. E) Web Local Yielding limit state. F) Web Crippling limit state. Please note that the Tee-stub analogy is not permitted in the design of the connection when R is taken as greater than 3. Connections with R taken as greater than 3 are required to be designed to AISC design guide 4 or 16. Reference AISC 341-02 section 11.2. C(14): CABLE BRACED FRAME DESIGN Please provide the design of the cables used in the braced frames (roof and wall) per ASCE 19. Reference IBC section 2207.1. It should be noted that the cable generally can not be designed to AISC-ASD or AISC-LRFD, and so the requirements of AISC 341-02 can not be directly used. In order to avoid categorizing this system as a "Structural SteelSystem Not Specifically Detailed for Seismic Resistance" the following method can be used to design the cables: first, the capacity side can be taken as the combined breaking strengths of the cables, second, to calculate the load side, determine the ASD seismic force and amplify it by omega and use this number for T in the appropriate load combinations found in ASCE 19. If the breaking strength is greater than the applied load then the cable is sufficient for the required loads. C(15): BRACED FRAME CONNECTION DESIGN Reference the design for the braced frame connection. It doesn't appears as if the brace connection matches thebrace type indicated in the drawings. The drawings indicate cable braces while the calculations appear to show double angle bracing. Please clarify. Please note that if angle bracing is being used more substantiating data needs to be submitted such as tensile fracture of the brace at the connection, tensile yield and fracture in the gusset, gusset to beam or column connection, and the various limit states in the web of the beam or column. If cables are used with the hillside washers as shown in the drawings these limits states should be checked: yielding in the eyebolt, and the various limit states that could control the design of the column or rafter web. Please note that the connection is required to be designed to the capacity of the brace. Reference AISC 341-02 section 14.2. C(16): DRIFT Please provide substantiating data showing the drift at the center of mass of the structure as determined by ASCE 7-02 section 9.5.5.7.1does not exceed the allowable story drifts set in ASCE 7-02 table 9.5.2.8. C(17): CALCULATION FOR UPLIFT Reference the spreadsheet used to design the footings for uplift. Please provide example calculations showing how each cell in the spreadsheet is determined. Please note that additional comments may be generated from the response of this comment. Reference IBC section 1604.4. C(18): CALCULATION FOR UPLIFT Reference page FTG-18 of the calculations. Please clarify the following items in this calculation: A) There should be no volume of wall for the interior case. Could this be referring to the grade beam? B) How can the following values be negative: Volume of earth above pad, Total volume of earth, Volume of earth above pad, less wall, and Weight of earth. C) How can the total weight be 18.59 kips when the weight of the pad, pedestal, wall, and slab is 17.57 kips and the weight of the earth is -5.53 kips. Reference IBC section 1604.4. C(19): ANCHOR BOLT EMBEDMENT DESIGN Please provide the design for the anchor bolts per ACI 318-02, Appendix P.