Reviewed by: Bolen, Wayne A. Permit #: C12-1325
Phone: 343-8072 Date: 4/19/2012
Fax: 249-7393
Email: BolenWA@muni.org
Permit Manager: Tony Barganier
Phone: 343-8339
Email: BarganierTA@muni.org
Project: Sam’s Club Fueling Module and Canopy
Review Number: 289827
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PERMIT STATUS
4/19/2012 – Permit reviewed. 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. LATERAL SYSTEM
Reference the calculations and sheet 1 of the canopy drawings. The lateral system has been taken as a Cantilevered Column System Intermediate Steel Moment Frames using an R equal to 1.5. Please clarify how the Intermediate Steel Moment Frame part is met. This would be done by showing the beams and columns used in the system meet the requirements for beams and columns used in an Intermediate Steel Moment Frame. Reference AISC 341-05 section 10.4, and ASCE 7-05 table 12.2-1. Please note that this system has been removed from the 2010 ASCE 7 leaving only the Special and Ordinary Options, and that the 2010 AISC 341 has specific requirements for Special and Ordinary. It is recommended that one of those systems is chosen, and the detailing per AISC 341-10 is met.
2. FOUNDATION DRAWINGS
Please provide foundation drawings for review. Additional comment may be generated from the response to this comment. Reference AAC section 23.10.104.8.
3. LATERAL LOAD
Reference “Loads and Applied Forces” in the RAM input/output. Please clarify how the applied story forces were determined. The value used in the X direction appears to be 28.7 kips and the value in the y direction appears to be 25.63 kips. Sheet 1 of the canopy drawings and the sheet titled “ASCE 7-05 Seismic Force Calculation” appears to indicate a base shear of 42.6 kips. Please clarify.
4. REDUNDANCY FACTOR
Please clarify where the redundancy factor requirements of ASCE 7-05 section 12.3.4.2 have been checked.
5. COLUMNS IN CANTILEVEL COLUMN SYSTEMS
ASCE 7-05 section 12.2.5.2 limits the axial load in columns to 15% of the column design strength. Please clarify that this has been met.
6. COLUMN DESIGN
Reference the Column Member Code Check in the RAM input/output. The column appears to have been designed using an effective length factor equal to 1 in both the X and Y directions. This is not correct. For a fixed-free system the effective length factor is 2, and it is recommended that 2.1 is used for design. Please clarify. Reference AISC 360-05 table C-C2.2. It may be possible, if a full fixed connection is provided at the beam-column interface, to determine the effective length factor per the nomograph in AISC 360-05 Fig. C-C2.4.
7. FOOTING DESIGN
Reference the canopy calculations. Please clarify where the footing calculations have been provided. Reference IBC section 1808.3.
8. ANCHORAGE DESIGN
The anchorage design could not be verified as no foundation design was provided. No edge distances could be determined. It could not be determined if breakout was precluded by reinforcement or what type of heads are on the anchors. The anchor bolt material specification has not been given. Please provide all information required to verify the anchorage design. Please also verify the reactions used to design the anchors are strength level reactions. See comment 9.
9. LOAD COMBINATIONS
Reference the Frame Reactions section of the RAM input/output. Please clarify the load combinations including earthquake and overstrength. The overstrength factor for the system chosen is 1.25 yet all of the earthquake loads have the load factor of 1.05 or 0.788. For LRFD load combinations the factor should be 1.25.
10. ANGLE CONNECTION
Reference detail AP1S on sheet 3 of the canopy drawings. Please clarify if the bolts in this detail need to be fully pretensioned with faying surfaces prepared as Class A slip critical or better. Reference AISC 341-05 section 7.2.
11. STATEMENT OF SPECIAL INSPECTIONS
Please provide a statement of special inspections with the information required by IBC Chapter 17. The statement of special inspections must include both the type and frequency of inspections. Please also include the inspection requirements of AISC 341-05 Appendix Q where applicable. Reference to these documents is not sufficient to resolve this comment.
12. DEFERRED SUBMITTALS
It appears the following items have been deferred: Parapet design and details, and tank design and details. Please indicate these items as deferred on the drawings. Deferred submittals must be submitted to MOA for review and approval prior to commencing work on the deferred item. Reference AAC section 23.10.104.9.
13. SPECIAL INSPECTORS
Please provide a letter from the Owner indicating who they will be hiring to provide special inspections on this project. The special inspector(s) must be licensed by MOA in the type of inspection(s) to be performed.
14. SEISMIC LOAD
Reference the seismic load determination. None of Anchorage, AK is Seismic Design Category C. Seismic Design Category D is the lowest category in Anchorage. Please clarify. Please clarify what lateral system is being used. For masonry only Special Reinforced Masonry Shear walls are permitted in seismic design category D. While wind may control the design forces, it is likely prescriptive seismic requirements will control detailing. Where wind controls, structures must still be detailed as required for seismic. Reference IBC section 1604.10.
15. DRIFT AGAINST PARAPETS
Please verify no snow drift loads apply against the parapets along the 24’ length of the building. Reference ASCE 7-05 section 7.8.
16. DESIGN WIND SPEED
The design wind speed has been taken as 150 mph. While this is conservative it leads to a base design pressure of 39.66 psf (qp) or 59.5 psf on windward parapets and 39.7 psf on leeward parapets (these are main wind force resisting loads…components and cladding would be worse). It is possible that the 45 psf used is conservative, but this must be shown. If the intent is not to design to 150 mph wind, please revise the calculations and resubmit. Reference ASCE 7-05 section 6.5.12.2.4.
17. DESIGN OF C5X6.7
Reference the calculations and the drawings. It appears that the calculations provide a design of a C5X9, but not C5X6.7. Please clarify. Reference AAC section 23.10.104.8.
18. LINTEL
Reference the building sections. The building sections appear to require the general contractor to provide the lintels at the openings in the CMU. Please verify this is the intent. If so, this must listed as a deferred submittal. Please note that work above the foundation level can not commence without lintels so deferring this item would delay full approval of the module.
19. FOUNDATION REQUIREMENTS
Reference sheet 7 of the module drawings. Please clarify the foundation requirements. Is the building being supported by a series of 2’X2’ footings? What spans between these footings? What keeps frost heaving from occurring on whatever spans between the footings? How deep are the 2’X2’ footings? What’s the reinforcing requirements. Reference AAC section 23.10.104.8. Response to this comment may generate additional comments. Please note that the floor of the module is insulated which is would likely keep heat from the soil so the foundations will need to be as if for a cold foundation.
20. REINFORCEMENT OF CMU WALLS
Reference the drawings. Please clarify where the masonry reinforcement has been indicated. CMU shear walls must be reinforced per ACI 530-08 sections 1.17.4.3.1 and 1.17.3.2.6 at a minimum, and shear design must be per ACI 530-08 section 2.3.5 or 3.3.4.1.2 depending on if ASD or LRFD design procedures are used.
21. PARAPET DESIGN
Reference the calculations. Please clarify where the design of the parapets and their connections have been provided. Design of parapets must meet the load requirements of ASCE 7-05 section 6.5.12.4.4.
22. OUT-OF-PLANE SUPPORT OF CMU
Reference the calculations and details. Please clarify how the CMU walls are restrained for the out-of-plane forces 12.11.2.1 as well the design wind forces. For the out-of-plane seismic load, the requirements of ASCE 7-05 section 12.11.2.2 must also be met.
23. LATERAL LOAD PATH
Please clarify the lateral load path from the roof diaphragm to the CMU walls. Please clarify the lateral load path for the lateral loads from the floor to the foundation. Reference ASCE 7-05 section 12.1.3 and AAC section 23.10.104.8.
24. CONCRETE FLOOR
Please indicate the concrete floor thickness and reinforcement requirements or clarify where this information has been provided. Reference AAC section 23.10.104.8.
25. STATEMENT OF SPECIAL INSPECTIONS
Please provide a statement of special inspections with the information required by IBC Chapter 17. The statement of special inspections must include both the type and frequency of inspections. Reference to this document is not sufficient to resolve this comment.
26. SPECIAL INSPECTORS
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.
