PERMIT STATUS

07/13/2011 – Initial review (278112).  Comments issued.

GENERAL

This review is code compliance review based on the requirements of the International Building Code (IBC), 2006 Edition, and all adopted references thereto, as amended by the Municipality of Anchorage in Anchorage Municipal Code (AMC) Title 23.  This review does not permit the violation of the building codes, nor any federal, state, or municipal regulation.

The following comments must be addressed before a permit may be issued.  Please note that additional comments may be generated based on the review of submitted information.

1. DEFERRED SUBMITTALS
The following items have been noted on the plans to be submitted under deferred status:

a. Anchorage of mechanical equipment

b. Roofing attachment system

c. Stairway attachment system

d. Wall panel attachment system

e. Window attachment system

All deferred submittals must be sealed by a Professional Engineer licensed in the State of Alaska.  Submittals must be reviewed for general conformance by the Registered Design Professional prior to submitting to Building Safety for review.  Deferred submittals must be reviewed and approved by Building Safety prior to installation/construction.

Reference:  AMC 23.10.104.9

2. SPECIAL INSPECTION PERSONNEL

Please provide a letter from the Owner/Owner's Representative, or Special Inspection Agency stating that the Special Inspection Agency has been retained by the Owner to provide special inspection services for the project as required by IBC Chapter 17.

Reference: AMC 23.15.1704.1.4

3. STEEL FABRICATOR QUALIFICATIONS

Please provide a copy of the steel fabricator certification from AISC, IAS, or MOA for fabrication of structural steel without special inspection required by IBC Chapter 17.  In lieu of certification, please submit the name(s) and resume(s) of the individual(s) providing shop special inspection for review.

Reference:  IBC Section 1704.2.2; AMC 23.15.1704.1.4

4. SEISMIC ANALYSIS

Refer to Sheet S0.1, Calculations Pg. 122, 123, 134.  The plans note that Cs = 0.125 (SDS/(R/I)) with a base shear of 186 kips.  The calculations, however, calculate the base shear using allowable stress Cs = 0.087.  The base shear should be 0.125 (2,131 kips) = 266 kips.  The concern is that the seismic design is based on a significantly lower base shear than required; none of the load inputs were provided.  All of the load combinations shown in the calculations for the analysis model are strength design equations.  Please clarify the loads used in the analysis model, and provide revised designs and details as necessary.

Reference:  IBC Section 1604.4; ASCE 7 Sections 12.4, 12.8

5. SPECIAL INSPECTION – WELDING

Refer to Sheet S0.2.  Please clarify the frequency of inspection for groove welds, multi-pass fillet welds, and fillet welds greater than 5/16”; continuous inspection is required for these welds.

Reference:  IBC Section 1704.3

6. AISC QUALITY ASSURANCE PLAN

Please note on the plans the requirements for inspection and documentation in accordance with AISC 341 Section 18.

Reference: AISC 341 Section 18.1

7. GRADE BEAM INTERSECTIONS

Refer to Sheet S1.1.  Along the intersections of Grids 1 and 4 at Grids B, C and D, there are (3) grade beams intersecting at the column.  Detail 6/S2.4 does not address this condition.

Reference:  IBC Section 1603.1; AMC 23.10.104.8.1

8. FLOOR LOAD RATING

Refer to Sheets S1.2, 1.3.  Please clarify the load rating for the high-density storage area.

Reference:  IBC Section 1603.1.7

9. OUTRIGGER FRAMING AT ENTRY

Refer to Sheet S1.2, Detail 3/S2.6.  The plans show a W18 girder with a W16 roof joist and W12 outrigger.  Detail 6/S2.6 shows all beams as equal depth.  Please clarify design, and provide revised details as necessary.

Reference:  IBC Section 1603.1

10. WELD AT COLUMN

Refer to Sheet S1.2.  Detail 1 notes a weld from the plate to the column flange with a fillet notation.  It also has a tail note that is assumed to be “partial penetration”.  Please clarify, and provide type and size if a partial penetration weld is intended.

Reference:  IBC Section 1603.1; AMC 23.10.104.8.1

11. COLLECTOR CONNECTIONS

Refer to Sheet S1.4.  The beams along the interior east-west moment frames appear to be standard shear tab connections.  Please provide design analysis showing the adequacy of the connection for collector loads.  Please also note that bolted connections in the seismic load resisting system loaded in shear are to be installed slip critically, including Class A or better faying surface.

Reference:  ASCE 7 Section 12.10.2; AISC 341 Section 7.2

12. OUTRIGGER CONNECTION

Refer to Details 3/ and 7/S2.1.  Please clarify the length of the weld required for the flange plate-to-beam and flange plate-to-column stiffener.

Reference:  IBC Section 1603.1; AMC 23.10.104.8.1

13. GRADE BEAM CLARIFICATION

Refer to Detail 2/S2.3.  Please clarify whether the grade beam shown in the detail is required for resisting seismic loads; it appears that it is.  If it is, the shear reinforcing spacing exceeds the maximum permitted by ACI.

Reference:  ACI 318 Section 21.10.3.2

14. FALL RESTRAINT – ADVISORY

No response required.

Refer to Detail 6/S3.6.  Please note that OSHA requires fall restraint to be designed for 5,000 lbs; no design analysis is provided to verify loads.

Reference:  IBC Section 1603.1.7