Reviewed by: Bolen, Wayne A.                                                  Permit #: C14-1705

Phone: 343-8072                                                                        Date: 9/9/2014

Fax: 249-7393

Email: BolenWA@muni.org

Permit Manager: Tony Barganier

Phone: 343-8339

Email: BarganierTA@muni.org

Project: Romig Middle School Addition/Renovations

Review Number: 337011

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PERMIT STATUS

9/9/2014 – F&F review complete. Comments issued.

Advisory Comment (no response required):  This review is based on the requirements of the Anchorage Administrative Code (AAC), 2009 International Building Code (IBC), 2009 International Residential Code (IRC) 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.

1. DESIGN OF ANCHORS

Reference page 192 of the calculations. Where punching shear is checked, the capacity appears to be 196304 lbs of capacity with a Vu = 262600 lbs, but the design indicates “OK.” Please clarify. Please note that f’c on this design appears to be 3000 psi where elsewhere the strength has been taken as 4000 psi. It may be beneficial to be consistent with the concrete strengths.

2. DESIGN OF SHEAR FRICTION AT BASE OF PEDASTAL

Reference page 193 of the calculations. Shear friction requires the rebar being used to transfer the shear to be fully developed above and below the shear plane. It does not appear as if the #8 bars can be developed above the shear plane here since the pedastals appear to only be 2’-0” tall for the interior braced framed footings (T.O.F is -3’-0” and T.O.P. is -1’-0” for the interior condition). Please verify. It appears the development length for a #8 bar in this condition as around 29”. Reference ACI 318-08 sections 11.6.8 and 12.2.3. Please note that the load that these elements need to be designed for would be just the normal load combinations. Based on the applied load used in the calculation it appears the load needed to yield the brace was used. Once the column has been anchored to yield the brace the rest of the elements of the load path only need to be designed for the regular load combinations. Since the tension load is being developed in punching shear the verticals are not needed for tension loads (although depending on the response to comment 1 this may change).

3. LATERAL AT FOUNDATION

It appears the intent from the design is to transfer the shear loads into the combined footings. Please provide substantiating data showing the footings have enough combined friction and passive pressure on them to resist the lateral loads or clarify the load path for the lateral loads into the soil. Reference ASCE -05 section 12.1.3.

4. DRIFT

Reference the calculations. Please clarify where in the calculations drift have been checked. Please keep in mind that where the structure has a type 1a or type 1b horizontal irregularity that ASCE 7-05 section 12.12.1 must be met for drift.

Please provide a written response to the comments 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 in the submittal each comments has been addressed.

All submittals should be sent to the permit manager.