17.  SNOW DRIFT LOAD EAST OF GRIDLINE 15

The new drift wedge changes the way snow forces are
distributed to underlying supports.  The snow
loads are no longer applied to the original construction as a psf load.  The psf loads have been transferred to new pony
walls that then transfer loads to underlying structures as plf loads.  Show that the original framing can adequately
resist the snow load along these new pony wall lines, especially near the
intersection of gridlines 15 and I.

18.  FLOOR LIVE LOAD

Since Dave and Busters is an assembly use area, the live
load is 100 psf.  See Table 1607.1.  Prior occupancies may not have required this
live load.  Please provide copies of
original documents showing the live load for existing construction.  If not 100 psf, show that the current
construction can adequately carry this new load.

19.  FLOOR LIVE LOAD FOR WOOD PORTION

The Design Narrative says that the existing wood portion
of the new Dave and Busters was designed for 75 psf with a 10 psf partition
load.  The narrative says “In a previous
meeting with the MOA Building Official, it was agreed that this was an adequate
live load for the new occupancy.”  Please
provide a signed copy of this agreement along with a Request for Alternate
Design, Materials, or Methods of Construction showing how this load is
equivalent to what is required by code. 
The form can be found at this link:

http://www.muni.org/Departments/OCPD/development/BSD/Forms/alternate2.pdf

20.  ORDINARY CONCENTRICALLY BRACED FRAMES – NOT
ALLOWED OVER 35 FEET

The submitted seismic design is based on code provisions
for Ordinary Concentrically Braced Frames. 
However, ASCE Table 12.2-1 limits the allowed height to 35 feet.  The raised portion of this structure is approximately
37 feet (top of seismic deck diaphragm) which exceeds 35 feet.

21.  SEISMIC WEIGHT OF WALLS

Please show how the seismic weight of walls was
calculated.

22.  SEISMIC FORCES – VERTICAL REDISTRIBUTION

Please show how story shears were derived using the
actual heights of the structure, both before roof raising and after.  The calculations on page 10 use 12’ and 24’
as story heights, not the actual heights.

23.  SEISMIC FORCES FOR 2^ND FLOOR –
COMPUTER MODEL

Some computer output for seismic forces was provided starting
on calculation page 202 for both before and after modification.  Please show how the input forces were derived
and applied to the 2^nd floor diaphragm for both before and after
conditions.  Show how accidental torsion was
applied.

Provide input and output for the computer model,
including reactions or loads-per-frame-line for basic load cases.  Please provide a narrative explaining what
this output means and how it relates to vertically redistributed seismic roof
and 2^nd floor loads at brace lines.

24.  STIFFNESS OF 2^ND FLOOR SEISMIC
BRACES AND SHEAR WALLS

Please show how the stiffness values were determined and
input into the computer model.

25.  CMU WALL STIFFNESS CALCULATIONS

Calculation page 215 and 216 appear to show calculations
for Gridline R shear wall stiffness. 
Please provide an elevation view of existing construction showing the
dimensions used in the calculations.

26.  CMU WALL THICKNESS

The calculations show existing 12” CMU walls.  Please provide a copy of original documents
to verify wall thickness.

27.  SEISMIC FORCES FOR 2^ND FLOOR –
100% CONFORMANCE WITH CURRENT SEISMIC CODE REQUIRED

This structure’s seismic risk category has been increased
from II to III.  Accordingly all elements
in the existing seismic load resisting system must meet the requirements of the
current code.  No 10% overstress is
allowed.  See IEBC 407.4, or 1007.3.1 and
301.1.4.1.  It appears that there may be
overstress in some existing members.  See
for example, calculation page 208.

28.  VERTICAL IRREGULARITY – TYPE 4 – IN-PLANE
DISCONTINUITY IN LATERAL FORCE-RESISTING ELEMENT

In all brace lines, brace elements in the story above are
not aligned with at least some braces in the story below.  This constitutes in-plane
discontinuities.  Please show how the
provisions shown in ASCE 7 Table12.3-2 have been addressed.

29.  BRACE CONNECTION FORCES – GRID 14, BETWEEN
GRIDLINES K AND M

The forces in the braces and their connections are higher
than the calculations shown on page 222. 
The load for the southern brace is shown as only for the drag forces
south of gridline M.  These braces also need
to include some seismic weight from the high roof north of grid line M.

30.  ALL BRACE CONNECTIONS

It was hard to follow the brace connection design
calculations.  Please provide design for
all brace connections showing how the forces are distributed and resisted.  Show that all shear force, moment, and gusset
compression have been accounted for. 

Where there is a typical connection detail, show that it adequately
covers all brace connections it represents.

31.  SEISMIC DIAPHRAGMS

Please show how the forces in the diaphragms, chords, and
collectors have been derived.  All forces
have been increased by 25 percent since the building is now risk category
III.  Of special concern are the collector
and drag strut connections.  Provide
information about the forces and details of both new and existing
connections.  Show that they meet
requirements of the IBC for the new loads.

32.  SLIP CRITICAL CONNECTIONS

I understand that all new bolted connections will be slip
critical with Class A faying surfaces whether required by code or not.

All shear connections in the seismic force resisting
system need to be pre-tensioned with Class A faying surfaces.  See Seismic Provisions for Structural Steel
Buildings D2.2(4).  Since this project
has been increased to Seismic Risk Category III show that all such existing connections
meet this requirement.

33.  PLYWOOD SHEAR WALL AT GRIDLINE A

Please provide a design for the plywood shear wall along
Gridline A.  Include connections and
blocking at panel edges.

34.  CMU SHEAR WALL AT GRID A

The calculations show two CMU walls, one 14.5 feet long
at the west, the other 39.3 feet long at the east.  Detail 4/S5.04 is confusing because the drawing
seems to end at gridline 13 without showing that the stud wall extends
beyond.  Showing gridline 14 in the
detail would help clarify that both the stud shear wall and the CMU wall extend
to gridline 14.

35.  CMU SHEAR WALL AT GRID A – COLLECTOR ELEMENT

Where there is a gap in the CMU shear wall, there needs
to be some collector element, near the top of the CMU shear walls to transmit
the shear from the plywood shear wall above into the CMU shear walls.  This would delineate the shear wall above
from the infill wall below.

36.  CMU SHEAR WALL REINFORCING

The calculation pages show existing horizontal
reinforcing at 32” o.c.  Please provide
information from original documents showing this reinforcing.  48 inches o.c. was more typical.

37.  DRAWINGS SHEET S2.03 – BRACED FRAMES SHOWN IN
DETAILS 1, 2, AND 3

No calculations or design were found for these braces or
the related diaphragm.  Please show how
forces were derived and applied to these braces, and how the forces distribute
to foundation elements.

38.  COLUMN SPLICES – DETAIL 1/S5.01

Please show that the detail is adequate for column buckling
forces.

39.  COLUMN SPLICES – DETAIL 3/S5.01

Please provide the design basis for this detail.  The height of this splice is not clear.  If this is a reinforcement of an existing
column, show how the capacity was derived.

40.  NEW COLUMNS IN GRIDLINES 11 AND 14

Where new columns are indicated, show how the connections
are to be made at the base.  For example
the new HSS 7x7s at gridlines E and F.

41.  DETAIL 3/S5.04 – WALL STUD REINFORCING

Please indicate where these stud walls are located, what
forces are on them, and the design basis for the detail.

42.  DETAIL 4/S5.04 – STL STUD WALL INFILL.

Please explain how the forces on this detail were derived
and applied, and the design basis for this detail.  The collector element should be at the top of
the CMU wall so that shear wall studs are uniform in height.

43.  DETAIL 6/S5.04 – JOIST REINFORCING AT
CONCENTRATED LOAD

Please show where this detail applies and how the forces were
derived and applied.  Please provide the design
basis for this detail.

44.  SHEET S5.03

CHANGE ORDER FOR
DIMOND CENTER INFILL 2^ND FLOOR

At our express plan review session, two details were
going to be added to S5.03.  Only Detail
7/S5.3 has been added to this sheet. 
Either add the other detail or submit it as a change order to the
previous permit.