This document provides a final design report for the renewal of the Tin Shed building in Santa Barbara, CA. It includes background on the building codes, a purpose statement for the new design, and calculations of design loads like dead loads, live loads, wind loads, and seismic loads. Design loads were calculated based on the building's dimensions, location in Santa Barbara, and its intended use. The report also includes the column and girder layout, tributary load maps and tables, selections of beams and columns, and appendix with calculations to support the design.

1. Fall
2015
1
LOYOLA
MARYMOUNT
UNIVERSITY
The Renewal of the Tin Shed Building
Santa Barbara, CA
Final
draft
design
report
Loyola Marymount University
Bader Alghunaim
November 30, 2015
Civil 305: Structural Analysis

2. Fall
2015
2
LOYOLA
MARYMOUNT
UNIVERSITY
Department
of
Civil
Engineering
and
Environmental
Science
Loyola
Marymount
University
1
LMU
Drive
Los
Angeles,
CA
90045
Dear
Dr.
Manoogian,
Final
Report
of
the
Tin
Shed
Building
I
have
pleasure
in
submitting
the
enclosed
final
report
of
my
structural
project.
This
report
satisfies
the
requirements
and
instructions
you
provided.
Enclosed
is
the
primary
design
report
and
recommendations
for
the
project.
Included
in
this
report
is:
background
information
on
Santa
Barbara’s
building
codes,
the
purpose
of
the
building,
the
building’s
design
loads,
the
girder
and
column
layout,
the
tributary
load
maps,
and
the
beam
and
column
selections.
It
has
been
a
great
experience
to
work
on
this
project.
I
am
glad
to
say
that
my
structural
analysis
of
the
Tin
Shed
building
fulfills
the
reports
requirements.
Please
review
this
report
and
contact
me
with
your
questions,
comments
and
concerns
so
as
to
proceed
to
the
final
stage
of
the
construction
of
the
Tin
Shed.
Sincerely,
Bader
Alghunaim
Civil
Engineering
Associate

3. Fall
2015
3
Table of Contents
1. Introduction
1.1.Background……………………………………………………….4
1.2.Purpose…………………………………………………………….4
2. Design Loads
2.1.Assumptions……………………………………………………….8
2.2.Load Table………………………………………………………...10
2.3.Worst Case LRFD Load Combination Table………..…………….10
2.4.Material Selection………………………………………………….10
3. Tributary Loads
3.1.Column and Girder Layout………………………………...……….11
3.2.Tributary Load Maps……………………………………………….12
3.3.Tributary Load Tables…………………………………………..….15
4. Beam Selections
4.1.Beam Selections For EW Girders………………………………….18
4.2.Beam Selections for NS Girders……………………………………19
4.3.Column Selections……………………………….………………….20
4.4.Column and Girder Layout with Beam Selections………………….21
5. Appendix
5.1.Calculations……………………………….…………………..…….22
5.2.LRFD Load Combination Table………………….………………….24
6. References……………………………….…………………………….25

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2015
4
1. Introduction:
1.1.Background:
The new tin shed will be a redesigned version of the previous Engineering Design Center.
This new structure will consist mostly of a single floor for machining and material
processing, as well as a small second story for light storage. This new design center will
replace the previous one located at:
1230 Garden Street,
Santa Barbara, CA, 93101
Figure
1:
Geographic
map
of
the
location
of
the
Engineering
Design
Center
The new design center will be built with the dimensions 100’ W x 40’L x 30’H, identical to
the previous design center dimensions. The newly added second floor will be 50’W x 40’L x
12’H, and will be situated above the machining area. The new design center will be built in Santa
Barbara, therefore industry code for standard rain, wind and seismic conditions should be
applied. An emphasis on earthquake conditions should be taken into account during construction,
since the location is prone to earthquakes. Snow conditions should be ignored, as the area is not
prone to snowfall.
1.2.Purpose:
The new design of the Engineering Design Center, nicknamed the “Tin Shed” by students,
will create a more student friendly environment with a storage space on a second floor above the
machining area. This storage space on the second floor creates a space for the students to work
and utilize the machinery in place. The original design did not account for a separate floor for
storage and was therefore not as efficiently organized. The new design center will be divided into

5. Fall
2015
5
three sections. The first half of the first floor will be the student work area, the second half of the
first floor will be the machining area, and the third section will be the second floor storage area.
Figures 2, 3, 4, 5, 6, and 7 show the skeletal drawing, exterior views, and floor plans of the
building.
Figure
2:
Skeletal
Drawing
for
new
design
Figure
3:
Top
view
of
new
design

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2015
6
Figure
4:
Exterior
view
of
new
design
Figure
5:
Exterior
view
with
wall
removed

7. Fall
2015
7
Figure
6:
2nd
Floor
floorplan
Figure
7:
1st
Floor
floorplan

8. Fall
2015
8
2. Design Loads:
2.1. Assumptions
The location for the New Design Center is Santa Barbara. The primary sources for the loads
on the building are the IBC 2012 and ASCE 7-10. These sources will help determine the
minimum design loads caused by the wind, seismic, rain, dead, and live loads acting on the
building. The Design Center will be designed as a Risk Category 3, fully exposed, Exposure
Category B, Terrain Category B, fully enclosed building. The loads applied to each floor are
uniform.
Dead Loads (D)
The dead load assumed for the roof is 60 psf. This assumption was made after calculating
the weight of the roof itself and adding it to the weight of the ceiling. Assuming a 4inch thick
concrete slab (with 9.6 pounds per square foot per inch of thickness), a steel deck, steel joists,
insulation, and a bituminous smooth surface membrane; the roof is calculated to weigh 50.9psf
(ASCE 7-10, C3-1). The remaining dead loads are from the ceiling. Assuming a suspended steel
channel system, acoustical tile, lights and ducting, the remaining dead load is calculated to 8 psf
(ASCE 7-10, C3-1). The total dead load is calculated to be 58.9 psf. This number was then
rounded up to 60psf. See Appendix for calculations.
The dead load assumed for the 2nd
floor is 60 psf. This assumption was made after
calculating the weight of the 2nd
floor itself and adding it to the weight of the ceiling. Assuming a
4inch thick concrete slab (with 9.6 pounds per square foot per inch of thickness), a steel deck,
steel joists, carpeting and padding; the 2nd
floor is calculated to weigh 49.4psf (ASCE 7-10, C3-
1). The remaining dead loads are from the ceiling. Assuming a suspended steel channel system,
acoustical tile, lights and ducting, the remaining dead load is calculated to 8 psf (ASCE 7-10,
C3-1). The total dead load is calculated to be 57.4 psf. This number was then rounded up to
60psf. See Appendix for calculations.
Live Loads (L)
The live load for the 2nd
floor is assumed to be 125psf. This is the industry standard
loading for light storage areas (IBC 2012, Table 4-1). The live load for the roof is assumed to be
0psf. This is under the assumption that there will be no consistent live loads on the roof.
Roof Live Loads (𝑳 𝑹)
The roof live load is assumed to be 20psf. This is the industry standard minimum design
load for all roofs (IBC 2012).

9. Fall
2015
9
Rain Loads (R)
The flow rate is dependent of the area of the building and the rain intensity (i), which was
taken form Figure 1611.1 to be 3 in/hr. The total area (A) of the roof is 4000𝑓𝑡!
. Implementing a
two-drain system, the area served by each drain will then be 2000 𝑓𝑡!
. Therefore flow rate (Q) of
rain was calculated to be 62.4 gpm. Assuming 4 inch drain diameters and using table 2.5 (Mike
11), dh=1’’ A ds of 2’’ was then assumed and the rain load was calculated to be 15.6psf. See
Appendix for calculations.
Rain loads on the 2nd
floor are assumed to be 0psf since the design center is a fully enclosed
building.
Snow Loads (S)
Snow Loads on the roof were calculated to be 0 psf. For snow loads, the snow importance
factor 𝐼!, exposure factor 𝐶!, thermal factor 𝐶!, and ground snow load 𝑝! are all required to
calculate snow load (S). The design center is assumed to be a risk category 3 building and will
therefore have an 𝐼!of 1.1 (ASCE 7-10 1.5-2). It is also assumed to be a Category B fully
exposed building and will therefore have a 𝐶!of 0.9 (ASCE 7-10, Table 7-2). Since the structure
is heated and is not a greenhouse, its 𝐶!is 1.0 (ASCE 7-10, Table 7-3). As for the ground snow
loads, since Santa Barbara has an elevation of 3ft above sea level (far below 1500 ft) 𝑝!=0 (IBC
2012). When all of these factors are taken into consideration the assumed snow load is
calculated to be 0psf. Calculations in Appendix
Snow loads on the 2nd
floor are assumed to be 0psf since the design center is a fully
enclosed building.
Wind Loads (W)
The wind loads were calculated to be 25.8psf. In order to calculate this load the wind speed
of Santa Barbara was determined to be 115mph (IBC 2012, Figure 1609B). The topographical
factor (𝑘!") was assumed to be 1.0 since the design center was built on flat land. And k1 and k2
were taken from ASCE 27.3.1 to be 0.6 and 0.7 respectively. With all of these assumptions taken
into consideration, the calculated wind load was 25.8psf.
Wind loads on the 2nd
floor are assumed to be 0psf since the design center is a fully enclosed
building.
Earthquake Loads (E)
The seismic/earthquake loads were assumed to be 10psf. These values were given.

10. Fall
2015
10
2.2.Load Table
Table 1, below, presents the calculated loads given by dead (D), live (L), live roof (𝐿!),
rain(R), snow (S), wind (W), and seismic stresses (E). Calculations can be found in the
Appendix (section 5.1).
Table
1:
Load
Table
Load
2nd
Floor
(psf)
Roof
(psf)
Source
D
60
60
ASCE
7-­‐10,
Table
C3-­‐
1
L
125
0
IBC
2012,
pg19,
Table
4-­‐1
Lr
0
20
IBC
2012,
pg
333
R
0
15.6
IBC
2012,
pg
360
S
0
0
ASCE
7-­‐10,
29-­‐34
W
0
25.8
ASCE
7-­‐10,
27.3.1,pg
261
IBC
Figure
1609B
pg
351
E
10
10
Given
2.3.Worst Case LRFD Load Combination Table
Table 2, below, uses the highest valued combination of the values in Table 1 to predict
the LRFD worst-case load combination for both the roof and 2nd
floor. Calculations can be found
in the Appendix (section 5.2).
Table
2:
Worst
Case
Scenario
LRFD
Table
Floor
Design
Load
(psf)
Roof
116.9
2nd
Floor
272
2.4.Material Selection
The material used for this building are Wide-flange Steel beams, and columns made out of
Structural Steel, ASTM A529 Grade 50, Yield Stress of 50,000 lb/in2

11. Fall
2015
11
3. Tributary Loads
3.1. Column and Girder Layout
The column and girder layouts for the roof and 2nd
floor can be seen in frame format in
Figures 8 and 9, respectively. Each column is 1ft by 1ft. Girders in the North-South direction
are 20 ft long, and girders in the East-West direction are 25 ft long.
Figure
8:
Frame
of
Roof
Figure
9:
Frame
of
2nd
Floor

12. Fall
2015
12
3.2. Tributary Load Maps
This section contains the tributary load maps. Figures 10 and 11 show the tributary loads on
the EW and NS girders on the roof respectively. Figure 12 shows the tributary loads on the
columns of the roof. The 2nd
floor tributary girder load maps are shown in figures 13 and 14,
and the 2nd
floor tributary load map for the columns is shown in figure 15.
Figure
10:Tributary
Load
For
Girders
on
Roof
East-­‐West
Figure
11:Tributary
Loads
For
Girders
on
Roof
North-­‐South

13. Fall
2015
13
Figure
12:Tributary
Loads
For
Columns
on
Roof
Figure
13:
Tributary
Loads
For
Girders
on
2nd
Floor
East-­‐West

14. Fall
2015
14
Figure
14:Tributary
Loads
For
Girders
on
2nd
Floor
North-­‐South
Figure
15:
Tributary
Loads
For
Columns
on
2nd
Floor

15. Fall
2015
15
3.3. Tributary Load Tables
The implemented design load combination for the 272psf for the 2nd
floor and 116.9psf
for the roof. The implemented load combinations take into account the live, dead, snow,
wind, earthquake and rain loads acting on the building. Tables 3 and 4 depict the tributary
load effect on the EW girders on the roof and second floor respectively. Tables 5 and 6 show
the tributary load effect on the NS girders on the roof and second floor respectively. These
four tables show the calculated weight and moment due to the tributary load on each girder.
Table 7 shows the force on each column due to the tributary loads.
Table
3:
Tributary
Loads
For
EW
Girders
on
Roof
Design
Load
Length
Weight
Moment
Girder
(kip/ft^2)
(ft)
(kips/ft)
(kips-­‐ft)
A1B1
0.1169
20
1.46
73.1
A2B2
0.1169
20
2.92
146
A3B3
0.1169
20
2.92
146
A4B4
0.1169
20
2.92
146
A5B5
0.1169
20
1.46
73.1
B1C1
0.1169
20
1.46
73.1
B2C2
0.1169
20
2.92
146
B3C3
0.1169
20
2.92
146
B4C4
0.1169
20
2.92
146
B5C5
0.1169
20
1.46
73.1

16. Fall
2015
16
Table
4:
Tributary
Loads
for
EW
Girders
on
2nd
Floor
Design
Load
Length
Weight
Moment
Girder
(kip/ft^2)
(ft)
(kips/ft)
(kips-­‐ft)
A1B1
0.272
20
3.4
170
A2B2
0.272
20
6.8
340
A3B3
0.272
20
3.4
170
B1C1
0.272
20
3.4
170
B2C2
0.272
20
6.8
340
B3C3
0.272
20
3.4
170
Table
5:
Tributary
Load
Table
for
NS
Girders
on
Roof
Design
Load
Length
Weight
Moment
Girder
(kip/ft^2)
(ft)
(kips/ft)
(kips-­‐ft)
A12
0.1169
25
1.169
91.3
A23
0.1169
25
1.169
91.3
A34
0.1169
25
1.169
91.3
A45
0.1169
25
1.169
91.3
B12
0.1169
25
2.338
183
B23
0.1169
25
2.338
183
B34
0.1169
25
2.338
183
B45
0.1169
25
2.338
183
C12
0.1169
25
1.169
91.3
C23
0.1169
25
1.169
91.3
C34
0.1169
25
1.169
91.3
C45
0.1169
25
1.169
91.3

17. Fall
2015
17
Table
6:
Tributary
Loads
for
NS
Girders
on
2nd
Floor
Girder
Design
Load
Length
Weight
Moment
(kip/ft^2)
(ft)
(kips/ft)
(kips-­‐ft)
A12
0.272
25
2.72
213
A23
0.272
25
2.72
213
B12
0.272
25
5.44
425
B23
0.272
25
5.44
425
C12
0.272
25
2.72
213
C23
0.272
25
2.72
213
Table
7:
Tributary
Loads
on
Columns
Columns
Pr
(kips)
Ps(kips)
Pt(kips)
Eff.
Length
(ft)
A1
14.6
34
48.6
18
A2
29.2
68
97.2
18
A3
29.2
34
63.2
18
A4
29.2
0
29.2
30
A5
14.6
0
14.6
30
B1
29.2
68
97.2
18
B2
58.4
136
194.4
18
B3
58.4
68
126.4
18
B4
58.4
0
58.4
30
B5
29.2
0
29.2
30
C1
14.6
34
48.6
18
C2
29.2
68
97.2
18

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2015
18
C3
29.2
34
63.2
18
C4
29.2
0
29.2
30
C5
14.6
0
14.6
30
4. Beam Selection
4.1. Beam Selections for EW Girders
Using the calculated moments from the previous section, beams were selected for the EW girders
based on the moment due to the tributary load acting on the beams. The beams were selected using the
AISC Steel Manual, 14th
edition. Tables 8 and 9 show the beams selected for each girder, on the roof and
second floor respectively, as well its maximum bending moment, moment of inertia, and maximum
displacement due to the load acting on it.
Table
8:
EW
Beam
Selection
Table
for
Roof
Girder
Length
(ft)
Weight
(kip/ft)
Selection
Bending
Moment
(kips-­‐ft)
E
(ksi)
Moment
of
inertia
(in^4)
Max
Displacement
(in)
A1B1
20
1.169
W12
x
16
75.4
29000
103
1.76
A2B2
20
1.169
W14
x
26
151
29000
245
1.48
A3B3
20
1.169
W14
x
26
151
29000
245
1.48
A4B4
20
1.169
W14
x
26
151
29000
245
1.48
A5B5
20
2.338
W12
x
16
75.4
29000
103
1.76
B1C1
20
2.338
W12
x
16
75.4
29000
103
1.76
B2C2
20
2.338
W14
x
26
151
29000
245
1.48
B3C3
20
2.338
W14
x
26
151
29000
245
1.48
B4C4
20
1.169
W14
x
26
151
29000
245
1.48
B5C5
20
1.169
W12
x
16
75.4
29000
103
1.76
Table
9:
EW
Beam
Selection
Table
for
2
nd
Floor
Girder
Length
(ft)
Weight
(kip/ft)
Selection
Bending
Moment
(kips-­‐ft)
E
(ksi)
Moment
of
inertia
(in^4)
Max
Displacement
(in)
A1B1
20
3.4
W14
x
30
177
29000
291
1.45
A2B2
20
6.8
W21
x
44
358
29000
843
1.00
A3B3
20
3.4
W14
x
30
177
29000
291
1.45
B1C1
20
3.4
W14
x
30
177
29000
291
1.45
B2C2
20
6.8
W21
x
44
358
29000
843
1.00
B3C3
20
3.4
W14
x
30
177
29000
291
1.45

19. Fall
2015
19
4.2. Beam Selections for NS Girders
Using the calculated moments from the previous section, beams were selected for the NS girders based
on the moment due to the tributary load acting on the beams. The beams were selected using the AISC
Steel Manual, 14th
edition. Tables 10 and 11 show the beams selected for each girder, on the roof and
second floor respectively, as well its maximum bending moment, moment of inertia, and maximum
displacement due to the load acting on it.
Table
10:
NS
Beam
Selection
Table
for
Roof
Girder
Length
(ft)
Weight
(kip/ft)
Selection
Bending
Moment
(kips-­‐ft)
E
(ksi)
Moment
of
inertia
(in^4)
Max
Displacement
(in)
A12
25
1.169
W12
x
19
92.6
29000
130
2.73
A23
25
1.169
W12
x
19
92.6
29000
130
2.73
A34
25
1.169
W12
x
19
92.6
29000
130
2.73
A45
25
1.169
W12
x
19
92.6
29000
130
2.73
B12
25
2.338
W16
x
31
203
29000
375
1.89
B23
25
2.338
W16
x
31
203
29000
375
1.89
B34
25
2.338
W16
x
31
203
29000
375
1.89
B45
25
2.338
W16
x
31
203
29000
375
1.89
C12
25
1.169
W12
x
19
92.6
29000
130
2.73
C23
25
1.169
W12
x
19
92.6
29000
130
2.73
C34
25
1.169
W12
x
19
92.6
29000
130
2.73
C45
25
1.169
W12
x
19
92.6
29000
130
2.73
Table
11:
NS
Beam
Selection
Table
for
2
nd
Floor
Girder
Length
(ft)
Weight
(kip/ft)
Selection
Bending
Moment
(kips-­‐ft)
E
(ksi)
Moment
of
inertia
(in^4)
Max
Displacement
(in)
A12
25
2.72
W18
x
35
249
29000
510
1.62
A23
25
2.72
W18
x
35
249
29000
510
1.62
B12
25
5.44
W21
x
55
473
29000
1330
1.24
B23
25
5.44
W21
x
55
473
29000
1330
1.24
C12
25
2.72
W18
x
35
249
29000
510
1.62
C23
25
2.72
W18
x
35
249
29000
510
1.62

20. Fall
2015
20
4.3. Column Selections
Using the calculated forces from the previous section, columns were. The beams were selected
using the AISC Steel Manual, 14th
edition. Table 12 shows the selected columns.
Table
12:
Column
Selections
Columns
Pr
(kips)
Ps(kips)
Pt(kips)
Eff.
Length
(ft)
Selection
A1
14.6
34
48.6
18
W8
x
31
A2
29.2
68
97.2
18
W8
x
31
A3
29.2
34
63.2
18
W8
x
31
A4
29.2
0
29.2
30
W8
x
31
A5
14.6
0
14.6
30
W8
x
31
B1
29.2
68
97.2
18
W8
x
31
B2
58.4
136
194.4
18
W8
x
35
B3
58.4
68
126.4
18
W8
x
31
B4
58.4
0
58.4
30
W8
x
31
B5
29.2
0
29.2
30
W8
x
31
C1
14.6
34
48.6
18
W8
x
31
C2
29.2
68
97.2
18
W8
x
31
C3
29.2
34
63.2
18
W8
x
31
C4
29.2
0
29.2
30
W8
x
31
C5
14.6
0
14.6
30
W8
x
31

21. Fall
2015
21
4.4. Column and Girder Layout with Beam Selections
Figures 16 and 17 show the girder layout with their selected beams for the roof and
second floor respectively. Figure 18 shows the column layout with the selected columns.
Figure
16:
Girder
Layout
for
Roof
with
Labeled
Girders
Figure
17:
Girder
Layout
for
2nd
Floor
with
Labeled
Girders
Figure
18:Column
Layout
with
labeled
columns

22. Fall
2015
22
5. Appendix
5.1. Load Calculations
• Dead
Loads:
♦ 𝑅𝑜𝑜𝑓 𝐷𝑒𝑎𝑑 𝐿𝑜𝑎𝑑 = 𝑅𝑜𝑜𝑓 𝑊𝑒𝑖𝑔ℎ𝑡 + 𝐶𝑒𝑖𝑙𝑖𝑛𝑔 𝑊𝑒𝑖𝑔ℎ𝑡
Ø Roof:
§ 4in
thick
concrete
slab
(9.6
psf
per
inch
of
thickness)
§ Steel
deck
=
5psf
§ Steel
Joists
=
5
psf
§ Insulation
=
1
psf
§ Bituminous
smooth
surface
membrane
(1.5psf)
§ 𝑤𝑒𝑖𝑔ℎ𝑡 = 9.6
!"#
!"
4𝑖𝑛 + 5𝑝𝑠𝑓 + 5𝑝𝑠𝑓 + 1𝑝𝑠𝑓 + 1.5𝑝𝑠𝑓
§ 𝑤𝑒𝑖𝑔ℎ𝑡 = 50.9𝑝𝑠𝑓
Ø Ceiling
§ Suspended
steel
channel
system
=
2
psf
§ Acoustic
tile
=
1
psf
§ Ducting
=
4psf
§ Lighting
=
1psf
§ 𝑤𝑒𝑖𝑔ℎ𝑡 = 2𝑝𝑠𝑓 + 1𝑝𝑠𝑓 + 4𝑝𝑠𝑓 + 1𝑝𝑠𝑓
§ 𝑤𝑒𝑖𝑔ℎ𝑡 = 8𝑝𝑠𝑓
♦ 𝐷𝑒𝑎𝑑 𝐿𝑜𝑎𝑑 = 50.9𝑝𝑠𝑓 + 8𝑝𝑠𝑓
♦ 𝐷𝑒𝑎𝑑 𝐿𝑜𝑎𝑑 = 58.9𝑝𝑠𝑓~60𝑝𝑠𝑓
• 2nd
floor
Dead
Loads
♦ 𝐷𝑒𝑎𝑑 𝐿𝑜𝑎𝑑 = 2𝑛𝑑 𝐹𝑙𝑜𝑜𝑟 𝑊𝑒𝑖𝑔ℎ𝑡 + 𝐶𝑒𝑖𝑙𝑖𝑛𝑔 𝑊𝑒𝑖𝑔ℎ𝑡
Ø 2nd
floor:
§ 4in
thick
concrete
slab
(9.6
psf
per
inch
of
thickness)
§ Steel
deck
=
5psf
§ Steel
Joists
=
5
psf
§ Carpeting
and
padding
=
1
psf
§ 𝑤𝑒𝑖𝑔ℎ𝑡 = 9.6
!"#
!"
4𝑖𝑛 + 5𝑝𝑠𝑓 + 5𝑝𝑠𝑓 + 1𝑝𝑠𝑓
§ 𝑤𝑒𝑖𝑔ℎ𝑡 = 49.4𝑝𝑠𝑓
Ø Ceiling
§ Suspended
steel
channel
system
=
2
psf
§ Acoustic
tile
=
1
psf
§ Ducting
=
4psf
§ Lighting
=
1psf
§ 𝑤𝑒𝑖𝑔ℎ𝑡 = 2𝑝𝑠𝑓 + 1𝑝𝑠𝑓 + 4𝑝𝑠𝑓 + 1𝑝𝑠𝑓
§ 𝑤𝑒𝑖𝑔ℎ𝑡 = 8𝑝𝑠𝑓
♦ 𝐷𝑒𝑎𝑑 𝐿𝑜𝑎𝑑 = 49.4𝑝𝑠𝑓 + 8𝑝𝑠𝑓
♦ 𝐷𝑒𝑎𝑑 𝐿𝑜𝑎𝑑 = 57.4𝑝𝑠𝑓~60𝑝𝑠𝑓
• Roof
Live
Loads:
♦ 𝐿! = 20𝑝𝑠𝑓
Ø Industry
standard
• Live
Load
Second
Floor:
♦ Light
storage

23. Fall
2015
23
♦ 𝐿 = 125 𝑝𝑠𝑓
• Rain
Loads:
♦ 𝑄 = 0.0104𝐴𝑖
Ø A=
Total
area
of
roof
=100!
𝑥 40!
= 4000 𝑓𝑡!
§ Implement
2
drain
system
§ Area
served
by
drain
=
2000𝑓𝑡!
Ø 𝑖=
rainfall
intensity=
3
inches
per
hour
♦ 𝑄 = 0.0104(2000)(3)
♦ 𝑄 = 62.4 𝑔𝑝𝑚
♦ Using
Table
2.5
in
notes,
𝑑! = 1𝑖𝑛,
and
assuming
4
inch
diameter
drain
♦ 𝑅 = 5.2(𝑑! + 𝑑!)
Ø 𝑑! = 1 𝑖𝑛,
from
table
2.5
in
Mike
11.
Ø 𝑑! = 2 𝑖𝑛,
given
in
example
Mike
11.
♦ 𝑅 = 5.2 1+2
♦ 𝑅 = 15.6 𝑝𝑠𝑓
• Snow
Loads
♦ 𝑆 = 𝑝! = 0.7𝐶! 𝐶! 𝐼! 𝑝!
Ø 𝐶! = 0.9
§ Since
the
Engineering
design
center
is
a
Category
B,
Fully
Exposed
structure.
(ASCE
7-­‐10,
26.7.3,
pg
251)
Ø 𝐶! = 1
Ø 𝐼! = 1.1
§ Since
the
structure
is
a
risk
category
3
building
Ø 𝑝! = 0
§ Since
the
elevation
of
the
building
is
3
ft
and
well
below
the
threshold
elevation
of
1500
ft
required
for
a
basic
ground
snow
load
in
Santa
Barbara.
♦ 𝑆 = 𝑝! = 0.7 0.9 1 1.1 0
♦ 𝑆 = 0𝑝𝑠𝑓
• Wind
Loads:
♦ Done
using
excel
table
below.
Highest
absolute
value
was
selected
(highlighted
below)
♦
• Seismic
Loads:
♦ 𝑆 = 10𝑝𝑠𝑓
♦ Given
Constants h"18 h""30
Risk"Category"III
V=115"mph 115
Kzt=1.0 1
Kz"(18')=0.60 0.6
Kz"(30')=0.70 0.7
Cnet"Windward"Wall"+"Int"Pressure 0.43 8.734848 10.190656
Cnet"Windward"Wall"K"Internal"Pressure 0.73 0.00112128 17.300416
Cnet"Leeward"Wall"+"Int"Pressure K0.51 K12.086592
Cnet"Leeward"Wall"K"Int"Pressure K0.21 K4.976832
Cnet"Side"Walls"+"Internal"Pressure K0.66 K15.641472
Cnet"Side"Walls"K"Internal"Pressure K0.35 K8.29472
Flat"Roof"+"Internal"Pressure K1.09 K25.832128
Flat"Roof"K"Internal"Pressure K0.79 K18.722368
2nd"Floor Roof

24. Fall
2015
24
5.2. LRFD Load Combination Table
Table
13:
LRFD
Worst
Case
Scenario
Excel
Sheet
Roof (psf)
D 60
L 0
Lr 20
R 15.6
W 25.8
S 0
f1 0.5
f2 0.2
H 0
E Assumed 10
1.4D 84
1.2D+1.6(L+H)+.5Lr 82
1.2D+1.6(L+H)+.5S 72
1.2D+1.6(L+H)+.5R 79.8
1.2D+1.6Lr+1.6H+f1(L) 104
1.2D+1.6S+1.6H+f1L 72
1.2D+1.6R+1.6H+f1L 97.0
1.2D+1.6Lr+1.6H+0.5W 116.9
1.2D+1.6S+1.6H+0.5W 84.9
1.2D+1.6R+1.6H+0.5W 109.9
1.2D+W+f1L+1.6H+.5*Lr 108.6
1.2D+W+f1L+1.6H+.5*S 97.8
1.2D+W+f1L+1.6H+.5*R 105.6
1.2D+1E+f1L++1.6H+f2S 82
0.9D+W+1.6H 95.3
.9D+1.0E+1.6H 64
2nd floor Storage Area (psf)
D 60
L 125
E 10
f1 0.5
1.4D 84
1.2D+1.6L 272
1.2D+E+f1L 144.5

25. Fall
2015
25
6. References
American Institute of Steel Construction. Steel Construction Manual. 14th ed. N.p.:
American Institute of Steel Construction, 2010. Print.
American Society of Civil Engineers. Minimum Design Loads for Buildings and Other
Structures. Reston, VA: American Society of Civil Engineers/Structural
Engineering Institute, 2010. Print.
International Code Council. 2012 International Building Code. Country Club Hills, IL:
International Code Council, 2011. Print.