Chiller Plant Chase Hall Renovations US Coast Guard Academy 6.15.2011

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Chiller Plant

Chase Hall Renovations

US Coast Guard Academy

6
.
15
.2011


Structural


Project Design Criteria:


A. Codes


The design of the project facility shall be based upon the applicable codes and standards,
including (but not limited to) the following:


IBC 200
9

International Building Code, 200
9
.

ASCE 7
-
05

“Minimum Design
Loads for Buildings and Other Structures”

ACI 318
-
0
8

“Building Code Requirements for
Structural Concrete”

AISC 360
-
05

“Specifications for Structural Steel Buildings”

AWS D1.1
-
04

“Structural Welding Code
-
Steel”

ACI 530
-
0
8

“Building Code Requirements for Mas
onry Structures”


B. Materials


1.

Cast
-
in
-
place concrete (general):



f`
c
=4000 psi

2.

Concrete, footings





f`
c
=3000 psi

3.

Concrete, frost, foundation, basement walls:


f`
c
=4000 psi

4.

Concrete, slabs on grade:




f`
c
=3500 psi

5.

Concrete, slabs on metal deck:



f`
c
=
3500 psi

6.

Reinforcing Steel:





ASTM A615, Grade 60

7.

Welded Wire Reinforcement:




ASTM A185

8.

Structural Steel:





ASTM A992

9.

Steel Tubes:






ASTM A500, Grade B

10.

Steel plates and angles:




ASTM A36

11.

Anchor rods:






ASTM F1554, Grade 36

12.

High strength bolts
:





ASTM A325

13.

Vapor Retarder





1
5

mil reinforced


C. Live Loads


1.

Roof







150

psf

or weight of Equipment

2.

Floors







1
5
0 psf

3.

Storage

Mezzanine





125 psf

4.

Stairs/Exits






100 psf


D. Snow Loads


1.

Ground snow load:





p
g
=30 psf

2.

Flat roof snow loa
d:





p
f

=21
psf

3.

Snow load importance:




I=1.
0

4.

Snow exposure factor

:




C
e
=1.0

5.

Thermal factor

:





C
t
=1.0



Chiller Plant

Chase Hall Renovations

US Coast Guard Academy

6
.
15
.2011


E. Wind Loads


1.

Basic Wind Speed (3
-
second gust):



120

mph

2.

Exposure:






C

3.

Wind Importance Factor, I:




1.
0

4.

Internal pressure coefficient:




0.18 (Enclosed Structure)


F. Seismic Loads


1.

Seismic Occupancy Category
:



I
I

2.

Seismic Importance Factor
:




1.
0

3.

Site Class
:






B

4.

Tabulated spectral response acceleration:


S
s

=.
21








S
1

=.0
6

5.

Spectral response coefficients:



S
ds

=.1
4









S
d
1

=.0
4

6.

Seismic Design Category
:




A


G. Live Load Reductions


Live Load reductions
will not be used for this building
.


Basis of Design
:


The new building
roof
construction will be framed utilizing cast
-
in
-
place concrete slabs on
composite metal deck sup
ported by steel wide flange beam and girder framing. Shear
connectors on the beam top flanges will be used to create composite action between the
concrete slabs and the steel beams.

The roof beam system will be supported by cast in place
concrete walls,
which will also serve as earth retaining walls.

All sizes will be verified in the final
design.


Foundations
:


A conventional concrete spread footing foundation will be used to support the foundation walls
and columns. The design Allowable Net Bearing cap
acity of the soil is
10
,
000 psf
, or as
determined by the final Geotechnical report.


The below grade portions of the building
are anticipated to

be

1
8
-
inch thick cast
-
in
-
place
concrete foundation walls, which will step down to
12
-
inch thick at finish grade

to provide a
brick ledge.

The foundation walls will be supported by strip footings,
2’
-
6” wide

by 1
8
-
inches
thick.


A foundation drain will be provided around the perimeter of the foundation walls consisting of 6”
perforated PVC drain pipe. The foundati
on drain will drain by gravity.





Chiller Plant

Chase Hall Renovations

US Coast Guard Academy

6
.
15
.2011



Slab
-
on
-
Grade
:


T
he building typical s
lab
-
on
-
grade will consist of a
6
-
inches thick concrete slab reinforced with
#4 bars at 18” on center.

An under slab drain will be provided consisting of 4” perforated PVC
drain pip
e. The under slab drain will drain by gravity.




Roof

Construction:


The proposed typical fr
aming

system for the
roof
area consists of a
6½”
thick slab comprised of
4½”

normal weight concrete over 2”
, 20
-
gage

composite metal deck on wide flange beams.
T
he structural deck supports a layer of rigid insulation, roofing, and a 4” concrete topping slab.

The roof will be framed using W16x26 and W18x40 beams on 6’
-
0” centers. The beam
spacing will be coordinated with the cooling tower dunnage and the screen wa
ll bracing.

The
center girders will be W24x84 and W27x102. The roof beams will be attached to the exterior
walls with embedded weld plates. The girder ends will rest in wall pockets at the exterior walls.


The center line of girders will be supported b
y HSS10x10x½” columns.


Lateral Force Resistance System


Ordinary reinforced concrete shear walls

are used at the perimeter of the building to provide
lateral resistance.


Overall building lateral deflection due t
o wind will be limited to H/500
. The allo
wable story drift
due to seismic load is to be H/250.


Screen Wall Brace Structure


The
add
-
alternate screen wall will be supported by welded frames consisting of HSS 7x7x5/16”
vertical tubes, and HSS5x5x3/8” angled struts. The braces will be placed at 12’
-
0” o.c. The
braces will support 2 HSS8x8x5/16” girts which will carry the precast screen wall panels.

The

girts will be connected to the braces by all bolted connections to reduce field welding. All
screen wall support steel shall be hot
-
dipped galvani
zed.


Optional, alternate screen wall construction consists of extending the cast in place concrete
perimeter walls to the screen wall height. This alternate eliminates the steel bracing and steel
tube frame required to carry the precast wall scheme.


Mec
hanical Equipment Dunnage


T
he
cooling tower dunnage will consist of W12x53 beams supported by
HSS 4x4x5
/16” posts
supported directly by the floor beams below. All roof top equipment dunnage steel will be hot
-
dipped galvanized.



Chiller Plant

Chase Hall Renovations

US Coast Guard Academy

6
.
15
.2011


Storage Mezzanine


The st
orage mezzanine floor will consist of a 4” thick slab comprised of 2” normal weight
concrete over 2”, 20
-
gage composite metal deck supported by 8” reinforced CMU walls.
W6x20 beams pocketed into the CMU bearing walls will be provided at mid
-
span of the
co
ncrete floor for additional support.