South Halls: “Building Z”
Outline
- Introduction
[-The Author-]
[The Building]
[Gravity Alternatives]
[Proposal]
- Structural Redesign
- Mechanical Redesign
- Conclusion
- Renderings Courtesy of Clark Nexsen
Exterior Rendering
Thesis Redesign
- Jonathan Gallis
- Structural Option BAE/MAE
- Professor Parfitt
- Spring 2013 Senior Thesis
South Halls: “Building Z”
Outline
- Introduction
[The Author]
[-The Building-]
[Gravity Alternatives]
[Proposal]
- Structural Redesign
- Mechanical Redesign
- Conclusion
- Renderings Courtesy of Clark Nexsen
Site Location
Renovation Planning
South Halls: “Building Z”
Outline
- Introduction
[The Author]
[-The Building-]
[Gravity Alternatives]
[Proposal]
- Structural Redesign
- Mechanical Redesign
- Conclusion
- Renderings Courtesy of Clark Nexsen
Exterior Rendering
Thesis Redesign
- Owner
[Penn State]
- CM
[Barton Malow]
- Design
[Clark Nexsen ]
- Assoc Arch [APArchitects]
- Civil Eng [Sweetland]
- GeoTech [CMT Labs]
South Halls: “Building Z”
Outline
- Introduction
[The Author]
[-The Building-]
[Gravity Alternatives]
[Proposal]
- Structural Redesign
- Mechanical Redesign
- Conclusion
- Navisworks model courtesy of Clark Nexsen and
Barton Malow
Structural Layout: Gravity
Architectural Plan
South Halls: “Building Z”
Outline
- Introduction
[The Author]
[-The Building-]
[Gravity Alternatives]
[Proposal]
- Structural Redesign
- Mechanical Redesign
- Conclusion
Structural Layout: Lateral
Brace Layout
South Halls: “Building Z”
Summary of Alternatives
Structural
Architectural General
Weight
Cost/ft2
Depth
Girder Depth
Fire Rating
50.2
$15.63
17.5
19.5
(1 hr req.)
1
2
4
Other
(baseline)
4
Foundation
(baseline)
1
Lateral
(baseline)
1
(Medium)
3
No Camber Provided
Live Load
Deflections
Total Deflections
notes
Vibration Control
Schedule
Constructability
Avg Rank
3
2.0
4
1.5
2.5
Flat Plate
131
$15.45
10
10
(2hr)
4
1
2
3
One-Way Slab on
Beams
108.0
$15.75
17
17
(2hr)
3.0
3
3
Rank
Rank
Precast Hollow core/
GirderSlab
90.0
$17.26
10
10
(2hr)
Reduced depth may
help blend structure
into surrounding
buildings
Requires Larger
Foundation
Gusset extend past
thinner slab; braces
resized for larger
weight
Rank
Composite Steel
Rank
System
Consideration
Serviceability
- Introduction
[The Author]
[The Building]
[-Gravity Alternatives-]
[Proposal]
- Structural Redesign
- Mechanical Redesign
- Conclusion
Tech II: Concrete Alternatives
Constr.
Outline
2.5
3
Reduced depth; drop
ceiling not required;
No frames
1
drop ceiling not
required; no frames
2
2.5
Requires Much Larger
Foundation
4
Requires Larger
Foundation
2.5
2
Redesign w/ Shear
Walls or MRF; Much
larger weight
4
Redesign w/ Shear
Walls or MRF; larger
weight
3
0.44" (Medium)
3
(Good)
2
(Very Good)
1
1
1.7" total, can be
reduced with camber
3
Creep Effects Should
be considered
4
Reduced Creep
Effects
2
Average
4
Very Good
2
Very Good
2
Very Good
2
(baseline)
2
1
Will extend duration
4
Medium
3
4
Easy
2
2.38
May Reduce
Construction
Schedule
Difficult
2.54
2.58
Will extend duration 3.5
Easy
1.5
2.42
South Halls: “Building Z”
Outline
- Introduction
[The Author]
[The Building]
[Gravity Alternatives]
[-Proposal-]
- Structural Redesign
- Mechanical Redesign
- Conclusion
- Courtesy of the Bulletin Seismological Society of
America
- Courtesy of Google Maps
Proposal: Relocation
Berkley, CA
South Halls: “Building Z”
Outline
- Introduction
- Structural Redesign
[-New Loads-]
[Computer Modeling]
[OCBF]
[EBF]
- Mechanical Redesign
- Conclusion
- Taken From ASCE 7-05
Proposal: Relocation
Berkley, CA
SDC
CS
T
PA
A
2.3%
.82 s
CA R=3.25
D
47.4%
.63 s
CA R=8
D
18.4%
.69 s
South Halls: “Building Z”
Outline
- Introduction
- Structural Redesign
[New Loads]
[-Computer Modeling-]
[OCBF]
[EBF]
- Mechanical Redesign
- Conclusion
Existing Model: ETABS
Assumptions
- Rigid Diaphragm
[Two 1st floor assignments]
- Rigid roof trusses
- End offsets
- Pinned connections
- Eccentric shear wall
- Lack of retaining wall
- P-Δ assumed negligible
- Lumped point mass
South Halls: “Building Z”
Outline
- Introduction
- Structural Redesign
[New Loads]
[-Computer Modeling-]
[OCBF]
[EBF]
- Mechanical Redesign
- Conclusion
New Model: SAP2000
Assumptions
- Flexible diaphragm – no roof
- Roof trusses modeled explicitly
- End offsets
- Pinned connections
[Panel zone for fixed]
- Eccentric shear wall
- Retaining wall modeled explicitly
- Includes P-Δ effects
- Distributed line and area mass
South Halls: “Building Z”
Outline
- Introduction
- Structural Redesign
[New Loads]
[Computer Modeling]
[-OCBF-]
[EBF]
- Mechanical Redesign
- Conclusion
Design Process
ELF: each system
Resize
Members
Find new
member
forces
Find ELF
Find
Natural
Periods
Find
deflections,
determine
tors. amp.
South Halls: “Building Z”
Outline
04 - Fourth
05 - Attic
Case
Floor
Loading
03 - Third
- Introduction
- Structural Redesign
[New Loads]
[Computer Modeling]
[-OCBF-]
[EBF]
- Mechanical Redesign
- Conclusion
Torsion Analysis
Applied Forces
NS (y direction)
Direction of loading
Fy
kip
1
1
2
2
2
2
3
3
1
1
2
2
2
2
3
3
1
1
2
2
2
2
3
3
100% NS+
100% EW+
100% NS+
100% NS-
30% NS+
+
100% NS
100% NS+
100%
100%
100%
30%
EW+
EWEW+
EW+
100% EW+
100% NS+
100% NS-
+
30% NS
+
100% NS
100% NS+
100%
100%
100%
30%
EW+
EWEW+
EW+
100% EW+
100% NS+
100% NS-
+
30% NS
+
100% NS
Thesis Redesign
100%
100%
100%
30%
EW+
EWEW+
EW+
214.2
0.0
214.2
214.2
0.0
0.0
64.3
214.2
398.1
0.0
398.1
398.1
0.0
0.0
119.4
398.1
532.3
0.0
532.3
532.3
0.0
0.0
159.7
532.3
eacc.y Mom.Arm Fx
in
0
0
97
-97
0
0
0
0
0
0
97
-97
0
0
0
0
0
0
97
-97
0
0
0
0
in
-2
0
94
-99
0
0
-2
-2
2
0
99
-95
0
0
2
2
-1
0
96
-97
0
0
-1
-1
Reactions (kips)
EW (x direction)
kip
0.0
214.2
0.0
0.0
214.2
214.2
214.2
64.3
0.0
398.1
0.0
0.0
398.1
398.1
398.1
119.4
0.0
532.3
0.0
0.0
532.3
532.3
532.3
159.7
eacc.x Mom.Arm
in
0
0
0
0
54
-54
0
0
0
0
0
0
54
-54
0
0
0
0
0
0
54
-54
0
0
in
0
-7
0
0
47
-61
-7
-7
0
-5
0
0
49
-59
-5
-5
0
-2
0
0
52
-56
-2
-2
Mom.
Q+
(kip-in)
-527
-1,566
20,186
-21,240
10,000
-13,133
-1,725
-997
815
-1,980
39,312
-37,681
19,517
-23,478
-1,736
221
-307
-1,209
51,167
-51,782
27,536
-29,954
-1,301
-670
BF-1
x
38.4
0.0
38.4
38.4
0.0
0.0
11.5
38.4
75.6
0.0
75.6
75.6
0.0
0.0
22.7
75.6
104.8
0.0
104.8
104.8
0.0
0.0
31.5
104.8
BF-4 CW-4.1 BF-8
x
x
x
66.3 0.0 64.4
0.0 0.0 0.0
66.3 0.0 64.4
66.3 0.0 64.4
0.0 0.0 0.0
0.0 0.0 0.0
19.9 0.0 19.3
66.3 0.0 64.4
120.5 0.0 116.2
0.0 0.0 0.0
120.5 0.0 116.2
120.5 0.0 116.2
0.0 0.0 0.0
0.0 0.0 0.0
36.2 0.0 34.9
120.5 0.0 116.2
152.1 0.0 160.0
0.0 0.0 0.0
152.1 0.0 160.0
152.1 0.0 160.0
0.0 0.0 0.0
0.0 0.0 0.0
45.6 0.0 48.0
152.1 0.0 160.0
Direct Shear (Vd)
BF-12 CW-K BF-H CW-F CW-E BF-C CW-A
x
y
y
y
y
y
y
45.1 0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 99.3 0.0 0.0 114.9 0.0
45.1 0.0 0.0 0.0 0.0 0.0 0.0
45.1 0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 99.3 0.0 0.0 114.9 0.0
0.0 0.0 99.3 0.0 0.0 114.9 0.0
13.5 0.0 99.3 0.0 0.0 114.9 0.0
45.1 0.0 29.8 0.0 0.0 34.5 0.0
85.8 0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 186.4 0.0 0.0 211.7 0.0
85.8 0.0 0.0 0.0 0.0 0.0 0.0
85.8 0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 186.4 0.0 0.0 211.7 0.0
0.0 0.0 186.4 0.0 0.0 211.7 0.0
25.7 0.0 186.4 0.0 0.0 211.7 0.0
85.8 0.0 55.9 0.0 0.0 63.5 0.0
115.4 0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 252.0 0.0 0.0 280.3 0.0
115.4 0.0 0.0 0.0 0.0 0.0 0.0
115.4 0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 252.0 0.0 0.0 280.3 0.0
0.0 0.0 252.0 0.0 0.0 280.3 0.0
34.6 0.0 252.0 0.0 0.0 280.3 0.0
115.4 0.0 75.6 0.0 0.0 84.1 0.0
BF-1 BF-4 CW-4.1 BF-8
x
x
x
x
0.2 0.1 0.0 -0.1
0.5 0.4 0.0 -0.2
-7.0 -4.5 0.0 3.0
7.4 4.8 0.0 -3.1
-3.5 -2.2 0.0 1.5
4.6 3.0 0.0 -1.9
0.6 0.4 0.0 -0.3
0.3 0.2 0.0 -0.1
-0.3 -0.2 0.0 0.1
0.7 0.4 0.0 -0.3
-14.0 -8.3 0.0 5.6
13.4 8.0 0.0 -5.3
-7.0 -4.1 0.0 2.8
8.4 5.0 0.0 -3.3
0.6 0.4 0.0 -0.2
-0.1 0.0 0.0 0.0
0.1 0.1 0.0 0.0
0.4 0.2 0.0 -0.2
-18.8 -10.2 0.0 7.3
19.0 10.3 0.0 -7.4
-10.1 -5.5 0.0 3.9
11.0 6.0 0.0 -4.3
0.5 0.3 0.0 -0.2
0.2 0.1 0.0 -0.1
Torsional Shear (Vt)
BF-12 CW-K BF-H CW-F CW-E BF-C CW-A
x
y
y
y
y
y
y
-0.2 0.0 0.1 0.0 0.0 -0.1 0.0
-0.7 0.0 0.4 0.0 0.0 -0.4 0.0
8.6 0.0 -5.3 0.0 0.0 5.3 0.0
-9.0 0.0 5.6 0.0 0.0 -5.6 0.0
4.3 0.0 -2.6 0.0 0.0 2.6 0.0
-5.6 0.0 3.5 0.0 0.0 -3.5 0.0
-0.7 0.0 0.5 0.0 0.0 -0.5 0.0
-0.4 0.0 0.3 0.0 0.0 -0.3 0.0
0.3 0.0 -0.2 0.0 0.0 0.2 0.0
-0.8 0.0 0.5 0.0 0.0 -0.5 0.0
16.8 0.0 -10.1 0.0 0.0 10.1 0.0
-16.1 0.0 9.7 0.0 0.0 -9.7 0.0
8.3 0.0 -5.0 0.0 0.0 5.0 0.0
-10.0 0.0 6.0 0.0 0.0 -6.0 0.0
-0.7 0.0 0.4 0.0 0.0 -0.4 0.0
0.1 0.0 -0.1 0.0 0.0 0.1 0.0
-0.1 0.0 0.1 0.0 0.0 -0.1 0.0
-0.5 0.0 0.3 0.0 0.0 -0.3 0.0
21.7 0.0 -12.8 0.0 0.0 12.8 0.0
-22.0 0.0 12.9 0.0 0.0 -12.9 0.0
11.7 0.0 -6.9 0.0 0.0 6.9 0.0
-12.7 0.0 7.5 0.0 0.0 -7.5 0.0
-0.6 0.0 0.3 0.0 0.0 -0.3 0.0
-0.3 0.0 0.2 0.0 0.0 -0.2 0.0
BF-1
x
38.6
0.5
31.4
45.8
-3.5
4.6
12.1
38.8
75.3
0.7
61.5
89.0
-7.0
8.4
23.3
75.5
105.0
0.4
86.0
123.9
-10.1
11.0
31.9
105.1
Combined (Vd + α*Vt)
BF-4 CW-4.1 BF-8 BF-12 CW-K BF-H CW-F CW-E BF-C CW-A
x
x
x
x
y
y
y
y
y
y
66.4 64.3 44.9 0.1 -0.1 0.4 -0.2 -0.7 99.7 114.5 61.8 67.3 53.7 -5.3 5.3 71.1 61.3 36.0 5.6 -5.6 -2.2 1.5 4.3 96.7 117.5 3.0 -1.9 -5.6 102.8 111.4 20.3 19.1 12.8 99.8 114.4 66.5 64.2 44.7 30.1 34.2 120.4 116.3 86.1 -0.2 0.2 0.4 -0.3 -0.8 186.9 211.2 112.2 121.8 102.6 -10.1 10.1 128.5 110.9 69.7 9.7 -9.7 -4.1 2.8 8.3 181.4 216.7 5.0 -3.3 -10.0 192.4 205.7 36.5 34.6 25.0 186.8 211.3 120.5 116.3 85.9 55.9 63.6 152.1 159.9 115.3 0.1 -0.1 0.2 -0.2 -0.5 252.3 280.0 141.9 167.3 137.1 -12.8 12.8 162.4 152.6 93.5 12.9 -12.9 -5.5 3.9 11.7 245.1 287.2 6.0 -4.3 -12.7 259.5 272.8 45.9 47.8 34.1 252.3 280.0 152.2 159.9 115.1 75.8 83.9 -
Frame Shear (kips)
Level
06N - Roof
06S - Roof
05 - Attic
04 - Fourth
03 - Third
02 - Second
01N - First
01S - First
BF-1
BF-4
CW-4.1 BF-8
0.0
40.1
45.8
89.0
123.9
138.3
0.0
72.4
45.1 0.0 0.0
0.0 0.0 40.3
71.1 0.0 67.3
128.5 0.0 121.8
162.4 0.0 167.3
214.7 0.0 160.0
240.6 69.9 0.0
0.0 0.0 63.0
BF-12
CW-K
Key:
BF-H
CW-F
CW-E
43.6 0.0 0.0 0.0 0.0
0.0 34.1 43.9 0.0 0.0
53.7 0.0 102.8 0.0 0.0
102.6 0.0 192.4 0.0 0.0
137.1 0.0 259.5 0.0 0.0
173.1 0.0 302.7 0.0 0.0
285.6 0.0 0.0 0.0 22.1
0.0 0.0 168.9 167.2 0.0
BF-C
CW-A
48.5 37.0
0.0 0.0
117.5 0.0
216.7 0.0
287.2 0.0
331.5 0.0
77.0 238.3
0.0 0.0
no force
Case 1
Case 2
Case 3
Case 4
South Halls: “Building Z”
Outline
- Introduction
- Structural Redesign
[New Loads]
[Computer Modeling]
[-OCBF-]
[EBF]
- Mechanical Redesign
- Conclusion
Layout Modifications
Thesis Redesign
South Halls: “Building Z”
Outline
- Introduction
- Structural Redesign
[New Loads]
[Computer Modeling]
[-OCBF-]
[EBF]
- Mechanical Redesign
- Conclusion
Layout Modifications
Thesis Redesign
South Halls: “Building Z”
Outline
- Introduction
- Structural Redesign
[New Loads]
[Computer Modeling]
[-OCBF-]
[EBF]
- Mechanical Redesign
- Conclusion
OCBF Connection
Detail
South Halls: “Building Z”
Outline
- Introduction
- Structural Redesign
[New Loads]
[Computer Modeling]
[-OCBF-]
[EBF]
- Mechanical Redesign
- Conclusion
EBF Layout Modifications
WF Column Design
South Halls: “Building Z”
Outline
- Introduction
- Structural Redesign
[New Loads]
[Computer Modeling]
[OCBF]
[-EBF-]
- Mechanical Redesign
- Conclusion
EBF Process
Size Plastic Link
EBF Frame
Check Link
Rotation
Add Sufficient
Stiffeners to
Link
Size other
members on
Link Yielding +
strain
hardening
South Halls: “Building Z”
Outline
- Introduction
- Structural Redesign
[New Loads]
[Computer Modeling]
[OCBF]
[-EBF-]
- Mechanical Redesign
- Conclusion
EBF Process
WF Column Design
South Halls: “Building Z”
Outline
- Introduction
- Structural Redesign
[New Loads]
[Computer Modeling]
[OCBF]
[-EBF-]
- Mechanical Redesign
- Conclusion
Comparison?
OCBF
Roof Disp
Structure Cost
Detailing
Welding
Architecture
Foundation
Legality
EBF
6.24"
3.97"
$ 1,010,000 $
910,000
By Fabrictor
By EOR
Heavy Weld
No Field Weld
Usage
Negative
No Impact
Impact
Major Impact Smaller Impact
Illegal
legal
South Halls: “Building Z”
Outline
State College, PA
Berkley, CA
Summer Heat Gain for "Building Z" Located in State College PA
Wall
Q=
NW ?
NE?
SE?
SW?
Windows
Q=
NW ?
NE?
SE?
SW?
Lighting
Q=
(Elec. Sched.)
Appliances
Q=
(Elec. Sched.)
Occupants
Q=
Infiltration
Q=
Ventilation
Q=
Fan Heat
Q=
U
0.032
U
0.054
0.060
0.059
0.060
(U
X
X
A
10,604 ft²
A
8,140 ft²
5,520 ft²
10,175 ft²
5,520 ft²
A
X
TETD
43
X
TETD
19
19
23
21
X
(A
SHGF)
1,465
38.8
(U x A x TETD was incorporated into wall
1,322
38.8
assembly)
1,832
46.8
1,322
46.8
lamps
watts
X
X Ballast Factor
(fixtures X
3.41
/fix.
/lamp) X
(
3.41
1.05
13,600 W
)
X
X
Watt.
3.41
(1
- efficiency)
1
0.7
216,400 W
3.41
X
Btuh/ person
# of occupants
250
211
X (A.C./hour X
X
1.1
Volume) /
60
ΔT
1.1
0.34
245,316 ft³
60
12
X
X
X
Wheel efficiency)
1.1
CFM
TD
(1
1.1
7,256
12
1
0.52
X
/ efficiency
HP
2545
15
2,545
0.95
X
X
TETD)
+
Latent
Occupants
Q=
Infiltration
Q=
Ventilation
Q=
Btuh/ person
250
X (A.C./hour
4500
4500
0.34
X
4500
CFM
4500
7,256
X
X
X
# of occupants
211
Volume) /
60
245,316 ft³
60
(Woa
Wroom)
0.0144
0.009
(Woa
0.0144
(1
1
-
Wroom)
0.009
- Wheel Eff.)
74.5%
Verify
enthalpy
MechSched.
2-pipe FCU
4-pipe FCU
ERV-1
%Difference
52,750
52,750
33,691
33,691
44,826
44,826
131,266
Total Latent
Hand Calcs
Roof
Q=
Qsensible
733,158
+
Qlatent
131,266
X
X
X efficiency
Q=
500
GPM
(Tsupply
Treturn)
500
108
57
45
85.3%
500
77
57
45
85.3%
500
32.1
60
45
85.3%
(or can be treated as the allowance for efficiency losses through heat loss through insulation and at
the air-water hx of the FCU's)
864,424
864,424
947,263
552,997
394,266
205,454
9%
Sub-Components
Q=
roof
Wall
Q=
NW ?
NE?
SE?
SW?
Windows
Q=
NW ?
NE?
SE?
SW?
Lighting
Q=
(Elec. Sched.)
Appliances
Q=
(Elec. Sched.)
Occupants
Q=
Infiltration
Q=
Ventilation
Q=
Fan Heat
Q=
U
0.032
U
0.054
0.060
0.059
0.060
(U
X
X
A
10,604 ft²
A
8,140 ft²
5,520 ft²
10,175 ft²
5,520 ft²
A
X
Totals
TETD
33
X
TETD
9
9
13
11
X
(A
SHGF)
1,465
36.0
(U x A x TETD was incorporated into wall
1,322
36.0
assembly)
1,832
44.0
1,322
44.0
lamps
watts
X
X Ballast Factor
(fixtures X
3.41
/fix.
/lamp) X
(
3.41
1.05
13,600 W
)
X
X
Watt.
3.41
(1
- efficiency)
1
0.7
216,400 W
3.41
X
Btuh/ person
# of occupants
250
211
X (A.C./hour X
X
1.1
Volume) /
60
TD
1.1
0.34
245,316 ft³
60
5
X
X
X
Wheel efficiency)
1.1
CFM
TD
(1
1.1
7,256
5
1
0.52
X
/ efficiency
HP
2545
15
2,545
0.95
X
X
TETD)
+
Occupants
Q=
Infiltration
Q=
Ventilation
Q=
Btuh/ person
250
X (A.C./hour
4500
4500
0.34
X
4500
CFM
4500
7,256
X
X
X
# of occupants
211
Volume) /
60
245,316 ft³
60
(Woa
Wroom)
0.0084
0.008
(Woa
0.0084
(1
1
-
Wroom)
0.008
- Wheel Eff.)
74.5%
52,750
52,750
-
52,750
Total Latent
Total Loads
11,310
11,310
18,359
3,982
2,984
3,647
7,746
239,061
52,747
47,578
80,586
58,150
48,695
48,695
221,377
221,377
52,750
52,750
7,646
7,646
19,166
19,166
40,184
40,184
658,548
Total Sens
733,158
Total Sens
- Procedure and Data from:
MEEB Stein, et al.
Mech . And Elec. Systems in Buildings Janis, Tao
14,737
14,737
35,373
8,406
6,300
6,963
13,705
255,693
56,850
51,278
85,714
61,851
48,695
48,695
221,377
221,377
52,750
52,750
18,350
18,350
45,999
45,999
40,184
40,184
Component
Sensible Heat Loads
Q=
Totals
Latent
Roof
Sub-Components
roof
Sensible Heat Loads
- Introduction
- Structural Redesign
- Mechanical Redesign
[-New Loads-]
[Existing Layout]
[Proposed Layout]
- Conclusion
Component
Summer Heat Gain for"Building Z" Located in Berkley CA
Total Approximate California Summer Loads (rounded)
710,000
Total Approximate Pennsylvania Loads (rounded)
860,000
Total Approximate Reduction in Cooling Loads
-17%
South Halls: “Building Z”
Outline
- Introduction
- Structural Redesign
- Mechanical Redesign
[New Loads]
[-Existing Layout-]
[Proposed Layout]
- Conclusion
Existing Hybrid
Berkley, CA
South Halls: “Building Z”
Outline
- Introduction
- Structural Redesign
- Mechanical Redesign
- Conclusion/Thank You
Existing Hybrid
Berkley, CA
South Halls: “Building Z”
Outline
Existing Hybrid
Berkley, CA
Questions?
South Halls: “Building Z”
Outline
- Introduction
- Structural Redesign
- Mechanical Redesign
[-New Loads-]
[Existing Layout]
[Proposed Layout]
- Conclusion
Alternative
Cost
South Halls: “Building Z”
- Introduction
- Structural Redesign
[New Loads]
[Computer Modeling]
[OCBF]
[-EBF-]
- Mechanical Redesign
- Conclusion
PA
CA R=3.25
CA R=8
NS↕↕↕
EW↔↔↔
NS↕↕↕
EW↔↔↔
NS↕↕↕
EW↔↔↔
94701
11.4 .1 Accel
SS
S1
.2 Site
.3 Max
Fa
Fv
SMS
SM1
.4 Desig
SDS
SD1
0.15
0.05
3.0532
1.1739
3.0532
1.1739
C
C
C
1.2
1.7
0.180
0.085
1.0
1.3
3.053
1.526
1.0
1.3
3.053
1.526
0.120
0.057
2.035
1.017
2.035
1.017
.5 Desig
T0
0.094
0.100
0.100
Ts
0.472
0.500
0.500
1
1.000
1.000
1.000
TL
6.000
9.000
9.000
Sa
11.5 .1 Impor
Occu
II
II
II
I
1
1
1
1
1
1
11.6
Seismic Design Category
D
Table 11.6-1A
D
Table 11.6-2A
D
D
12.8
EQUIVELENT LATERAL FORCE PROCEDURE
.1 Seisic
R
3
3 3.25 3.25
8
8
Cs
0.040 0.040 0.626 0.626 0.254 0.254
Cs,max 0.023 0.023 0.474 0.474 0.184 0.184
Cs,min 0.01 0.01 0.01 0.01 0.01 0.01
Cs,actua 0.023 0.023 0.474 0.474 0.184 0.184
.2 Perio
Cu
hn
Ct
x
Ta
min Ta/Cu
Tmodel
max Ta*Cu
Tused
k
n
1.7
76.13
0.02
0.75
0.515
0.418
0.834
0.876
1.7
76.13
0.03
0.75
0.773
0.455
0.808
1.314
1.4 1.4 1.4 1.4
76.13 76.13 76.13 76.13
0.02 0.03 0.03 0.03
0.75 0.75 0.75 0.75
0.515
0.368
0.626
0.722
0.773
0.552
0.626
1.082
0.773
0.552
0.690
1.082
0.773
0.552
0.690
1.082
0.834 0.808 0.660 0.660 0.690 0.690
1.167 1.154 1.063 1.063 1.095 1.095
1.141 0.761 1.386 0.924 0.924 0.924
South Halls: “Building Z”
Outline
- Introduction
- Structural Redesign
[New Loads]
[Computer Modeling]
[OCBF]
[-EBF-]
- Mechanical Redesign
- Conclusion
OCBF
EBF
Torsion
Analysis
South Wing
Story Level
06 - Roof
05 - Attic
04 - Fourth
03 - Third
02 - Second
01 - First
Torsion
Analysis
SPEC_CA_yy_R-3.25
BF-1
SW point
BF-8
NE point
δA
δb
pt.
112.5 1527
144
109
144 344
144 238
144 190
138.5 169
pt.
2.1666 3915
1.9394
85
1.3984 313
0.8773 207
0.4663
60
0.0838 130
1.6735
1.5407
1.0060
0.6362
0.2540
0.0435
SPEC_CA_yy_R-3.25
North Wing
δavg
1.9201
1.7400
1.2022
0.7567
0.3602
0.0637
Ax
BF-4
SW point
BF-12
NE point
δA
δb
pt.
0.884 1527
0.863 109
0.940 344
0.933 238
1.164 190
1.204 169
pt.
2.1666 3915
1.9394
85
1.3984 313
0.8773 207
0.4663
60
0.0838 130
1.6735
1.5407
1.0060
0.6362
0.2540
0.0435
South Wing
δavg
Ax
δavg
Ax
1.9201
1.7400
1.2022
0.7567
0.3602
0.0637
0.884
0.863
0.940
0.933
1.164
1.204
1.9201
1.7400
1.2022
0.7567
0.3602
0.0637
0.884
0.863
0.940
0.933
1.164
1.204
drift (<.02*h)
Cd * δstory
0.585
1.748
1.448
1.289
0.964
0.207
.02*h
2.250
2.880
2.880
2.880
2.880
2.770
Story Level
06 - Roof
05 - Attic
04 - Fourth
03 - Third
02 - Second
01 - First
BF-1
SW point
BF-8
NE point
δA
δb
pt.
112.5 1527
144
109
144 344
144 238
144 190
138.5 169
pt.
0.8912 3915
0.8191
85
0.6477 313
0.4391 207
0.2272
60
0.0402 130
1.0945
0.9995
0.7912
0.5352
0.2706
0.0147
North Wing
δavg
0.9928
0.9093
0.7195
0.4872
0.2489
0.0275
Ax
BF-4
SW point
BF-12
NE point
δA
δb
pt.
0.844 1527
0.839 109
0.840 344
0.838 238
0.821 190
1.488 169
pt.
0.8912 3915
0.8191
85
0.6477 313
0.4391 207
0.2272
60
0.0402 130
1.0945
0.9995
0.7912
0.5352
0.2706
0.0147
δavg
Ax
δavg
Ax
0.9928
0.9093
0.7195
0.4872
0.2489
0.0275
0.844
0.839
0.840
0.838
0.821
1.488
0.9928
0.9093
0.7195
0.4872
0.2489
0.0275
0.844
0.839
0.840
0.838
0.821
1.488
drift (<.02*h)
Cd * δstory
0.334
0.759
0.929
0.953
0.886
0.110
.02*h
2.250
2.880
2.880
2.880
2.880
2.770