Structural Comments

Reviewed by: Hellman, Becky A.                                               Permit
#: C16-1680

Phone: 343-8237                                                                      
               First Review     

Fax: 249-7400                                                            
                    Date: 7-19-16

Email: hellmanba@muni.org

Permit Manager: Bob Parker

Phone: 343-8391

Email: Parkerrw@muni.org

Project: Airport
Travel Service Center Lot 1A – 4901 Spenard Rd. – Courtyard By Marriott
Exercise Room

____________________________________________________________________________________

Plan review
comments:

1.  This review is a
code compliance review based on the requirements of the 2012 International
Building Code (IBC) and all adopted references thereto as amended by the
Municipality of Anchorage in the Anchorage Municipal Code (AMC) Title 23.  This review does not permit the violation of
the building codes, nor any federal, state, or municipal regulation.

2.  Special inspections are not
noted on the structural plans.  Please
list all required special inspection items to be performed for this new
construction per chapter 17.  I.E.
Concrete, post installed anchors and shear walls, etc.

3.  See the plan set.  Policy AG.39 requires that all drawings have
a minimum size of 3/32”on the lettering of words.  The details, schedules and such are very
difficult to read as the lettering is less than 3/32” and the copy quality was
light.  Please increase the size of the
lettering and make sure that the copying of the structural information is dark
enough to read.

4.  See the details on sheets 4 and
5.  It appears that the 14” lap length
for the vertical #5 bar in the wall with the vertical bar from the footing is
not adequate per ACI 318-08 12.2.2 or 12.2.3. 
Please provide an adequate lap length per this section for the
situation.

5.  See the roof framing plan,
sheet 3. 

A.  In the Architectural section
1/A301, there is a flat ceiling in this space, the only structural item shown
on the left side of the space is 2x12 rafters, what will the ceiling joist be?

B.  I’m assuming that the truss
noted to align with the shear wall is to be a drag truss, what is the load for
the drag truss?  What is the attachment
of the drag truss to the top of the shear wall for the distribution of the
lateral load to the top of the wall? 

C.  Are the trusses to be provided
as a deferred submittal?  It’s not noted
on the plan set nor where the truss design packet provided for review.

D.  What is the roof sheathing and
nailing?

E.  It’s noted that there is to be blocking provided on the left side of the roof framing and (2) A35 clips at 12” o.c. There is no section for detailing this information so I’m guessing as to how this is to be actually installed in the field.  I’m assuming too much, so please provide a
section to demonstrate what these notes are talking about.  I’m assuming that this will address, rotation
of trusses and shear transfer to wall sheathing from the roof plywood. 

F.  The detail 1/A301 shows a
parapet, the structural sheets do not address a parapet.  Please provide attachments of the parapet to
the eave as shown and show shear transfer and uplift connections.  This detail maybe in conflict to how the comment
E above is addressed; detailing the two together would be helpful.

6.  See the shear wall plan, sheet
2.

A.  Please make it clear in the
note that the double 2x6 stud walls will be Doug Fir-Larch #2 per the
calculations. 

No sure if someone will get confused that in the drawing 10, studs are
not shown as doubled, tough required by the calculations.  Please consider showing the required double
members to be clear on requirement in the drawing 10.

B.  Either on this plan, or in the
holdown schedule, please include the information for the post installed anchor
requirement for the HDU4’s that are to be installed in the existing foundation;
the information is buried in the calculations and need to be clearly on the
plan where the information is needed for construction.

C.  Please detail the shear
transfer from the roof diaphragm to the shear walls under in grid lines A and
2.  At this time there is no information
for the shear transfer down to the shear walls of grid line A; gridline 2 may
have a drag truss, but yet to know, plus the attachment would be needed or
other solution.

D.  At the intersection of grid
lines 1 and B, it appears that a shared holdown for the overturning will be
used in this corner, please detail the load path from the chord of the HDU8
holdown to the perpendicular wall of grid line 1 for sharing the uplift load.

7.  See the typical holdown detail
on sheet 8 and the holdown schedule on sheet 7. 
All holdowns are shown to be embedded 10” into a stem wall per the
detail on sheet 8.  No calculations were
provided for review of this 10” embedment depth in this installation as
shown.  Please provide the calculations
and show that ACI 318-08 appendix D  D.5.2.9 has been met for the anchor and rebar
has enough tension capacity is that length of lap.

Address all comments above to complete the permit process.  Please provide corresponding letter that
describes how comments have been addressed and where on the plans the changes
have occurred.  Any additional
information that is provided to address the above comments could result in
additional comments based on the new information provided for review.   All
submittals should be sent or given to the permit manager for this project.