Model File: , Revision 05/15/2014
Page 2 of 25
Table of Contents
1. Structure Data 4
1.1 Story Data 4
1.2 Grid Data 4
1.3 Point Coordinates 4
2. Properties 5
2.1 Materials 5
2.2 Frame Sections 5
2.3 Shell Sections 5
3. Loads 6
3.1 Load Patterns 6
3.2 Auto Seismic Loading 6
3.3 Functions 19
3.3.1 Response Spectrum Functions 19
3.4 Load Cases 20
4. Design Data 21
4.1 Concrete Frame Design 21
Page 3 of 25
List of Tables
Table 1.1 Story Data 4
Table 1.2 Grid Systems 4
Table 1.3 Grid Lines 4
Table 1.4 Joint Coordinates Data 4
Table 2.1 Material Properties - Summary 5
Table 2.2 Frame Sections - Summary 5
Table 2.3 Shell Sections - Summary 5
Table 3.1 Load Patterns 6
Table 3.6 Response Spectrum Function - ASCE 7-05 19
Table 3.7 Load Cases - Summary 20
Table 4.1 Concrete Frame Preferences - ACI 318-08 21
Table 4.2 Concrete Column Overwrites - ACI 318-08 21
Table 4.3 Concrete Beam Overwrites - ACI 318-08 21
Table 4.4 Concrete Column Summary - ACI 318-08 21
Table 4.5 Concrete Beam Summary - ACI 318-08 22
Table 4.6 Concrete Joint Summary - ACI 318-08 25
Structure Data 5/15/2014
Page 4 of 25
1 Structure Data
This chapter provides model geometry information, including items such as story levels, point coordinates, andelement connectivity.
1.1 Story Data
Table 1.1 - Story Data
NameHeight
inElevation
inMasterStory
SimilarTo
SpliceStory
ROOF 114 114 No None No
BASE 0 0 No None No
1.2 Grid Data
Table 1.2 - Grid Systems
Name TypeStoryRange
XOrigin
ft
YOrigin
ft
Rotationdeg
BubbleSizein
Color
G1 Cartesian Default 0 0 0 60 ffa0a0a0
Table 1.3 - Grid Lines
GridSystem
GridDirection
Grid ID VisibleBubble
LocationOrdinate
ft
G1 X 1 Yes End 0
G1 X 2 Yes End 20
G1 Y B Yes Start 0
G1 Y A Yes Start 26.67
1.3 Point Coordinates
Table 1.4 - Joint Coordinates Data
LabelXin
Yin
ΔZBelow
in
2587 0 320.04 0
2588 240 320.04 0
2589 240 0 0
2590 0 0 0
2591 -12 320.004 0
2592 276 0 0
2593 276 320.04 0
2594 -12 -36 0
2595 276 -36 0
2596 -12 0 0
Properties 5/15/2014
Page 5 of 25
2 Properties
This chapter provides property information for materials, frame sections, shell sections, and links.
2.1 Materials
Table 2.1 - Material Properties - Summary
Name TypeE
lb/in²ν
UnitWeight
lb/ft³Design Strengths
A615Gr60 Rebar 29000000 0.3 490 Fy=60000 lb/in², Fu=90000 lb/in²
CONC Concrete 3600000 0.2 150 Fc=3000 lb/in²
2.2 Frame Sections
Table 2.2 - Frame Sections - Summary
Name Material Shape
C1 CONC Concrete Rectangular
RB-1 CONC Concrete Rectangular
RB-2 CONC Concrete Rectangular
2.3 Shell Sections
Table 2.3 - Shell Sections - Summary
NameDesignType
ElementType
MaterialTotal
Thicknessin
SLAB6 Slab Membrane CONC 6.5
Loads 5/15/2014
Page 6 of 25
3 Loads
This chapter provides loading information as applied to the model.
3.1 Load Patterns
Table 3.1 - Load Patterns
Name TypeSelf
WeightMultiplier
Auto Load
DEAD Dead 1
LIVE Live 0
EQXPOS Seismic 0 ASCE 7-05
EQXNEG Seismic 0 ASCE 7-05
EQYPOS Seismic 0 ASCE 7-05
EQYNEG Seismic 0 ASCE 7-05
W Wind 0 ASCE 7-05
W-2 Wind 0 ASCE 7-05
W-3 Wind 0 ASCE 7-05
W-4 Wind 0 ASCE 7-05
W-5 Wind 0 ASCE 7-05
W-6 Wind 0 ASCE 7-05
W-7 Wind 0 ASCE 7-05
W-8 Wind 0 ASCE 7-05
W-9 Wind 0 ASCE 7-05
W-10 Wind 0 ASCE 7-05
W-11 Wind 0 ASCE 7-05
W-12 Wind 0 ASCE 7-05
3.2 Auto Seismic Loading
Loads 5/15/2014
Page 7 of 25
ASCE 7-05 Auto Seismic Load Calculation
This calculation presents the automatically generated lateral seismic loads for load pattern EQXPOS accordingto ASCE 7-05, as calculated by ETABS.
Direction and Eccentricity
Direction = X + Eccentricity Y
Eccentricity Ratio = 5% for all diaphragms
Structural Period
Period Calculation Method = Program Calculated
Coefficient, C t [ASCE Table 12.8-2] Ct = 0.028ft
Coefficient, x [ASCE Table 12.8-2] x = 0.8
Structure Height Above Base, h n hn = 9.5 ft
Long-Period Transition Period, TL [ASCE11.4.5]
TL = 12 sec
Factors and Coefficients
Response Modification Factor, R [ASCETable 12.2-1]
R = 5
System Overstrength Factor, Ω0 [ASCETable 12.2-1]
Ω0 = 3
Deflection Amplification Factor, Cd [ASCETable 12.2-1]
Cd = 5.5
Importance Factor, I [ASCE Table 11.5-1] I = 1
Ss and S1 Source = User Specified
Mapped MCE Spectral ResponseAcceleration, S s [ASCE 11.4.1]
Ss = 1.5g
Mapped MCE Spectral ResponseAcceleration, S 1 [ASCE 11.4.1]
S1 = 0.6g
Site Class [ASCE Table 20.3-1] = D - StiffSoil
Site Coefficient, Fa [ASCE Table 11.4-1] Fa = 1
Site Coefficient, Fv [ASCE Table 11.4-2] Fv = 1.5
Seismic Response
MCE Spectral Response Acceleration,S MS [ASCE 11.4.3, Eq. 11.4-1]
SMS = Fa SS SMS = 1.5g
MCE Spectral Response Acceleration,S M1 [ASCE 11.4.3, Eq. 11.4-2]
SM1 = Fv S1 SM1 =0.9g
Design Spectral Response Acceleration,S DS [ASCE 11.4.4, Eq. 11.4-3]
SDS =23SMS SDS = 1g
Design Spectral Response Acceleration,S D1 [ASCE 11.4.4, Eq. 11.4-4]
SD1 =23SM1 SD1 =0.6g
Loads 5/15/2014
Page 8 of 25
Equivalent Lateral Forces
Seismic Response Coefficient, CS [ASCE12.8.1.1, Eq. 12.8-2]
CS =SDS
(RI
)
[ASCE 12.8.1.1, Eq. 12.8-3] CS,max =SD1
T (RI
)
[ASCE 12.8.1.1, Eq. 12.8-5] CS,min = 0.01
CS,min ≤ Cs ≤ CS,max
Calculated Base Shear
DirectionPeriod Used
(sec)C s
W(kip)
V(kip)
X + Ecc. Y 0.058 0.2 101.706 20.3412
Applied Story Forces
Loads 5/15/2014
Page 9 of 25
Lateral Load to Stories - X
Force, kip
0.0 3.0 6.0 9.0 12.0 15.0 18.0 21.0 24.0
ROOF
BASE
20.341kip
Story Elevation X-Dir Y-Dir
ft kip kip
ROOF 9.5 20.341 0
BASE 0 0 0
Loads 5/15/2014
Page 10 of 25
ASCE 7-05 Auto Seismic Load Calculation
This calculation presents the automatically generated lateral seismic loads for load pattern EQXNEG accordingto ASCE 7-05, as calculated by ETABS.
Direction and Eccentricity
Direction = X - Eccentricity Y
Eccentricity Ratio = 5% for all diaphragms
Structural Period
Period Calculation Method = Program Calculated
Coefficient, C t [ASCE Table 12.8-2] Ct = 0.028ft
Coefficient, x [ASCE Table 12.8-2] x = 0.8
Structure Height Above Base, h n hn = 9.5 ft
Long-Period Transition Period, TL [ASCE11.4.5]
TL = 12 sec
Factors and Coefficients
Response Modification Factor, R [ASCETable 12.2-1]
R = 5
System Overstrength Factor, Ω0 [ASCETable 12.2-1]
Ω0 = 3
Deflection Amplification Factor, Cd [ASCETable 12.2-1]
Cd = 5.5
Importance Factor, I [ASCE Table 11.5-1] I = 1
Ss and S1 Source = User Specified
Mapped MCE Spectral ResponseAcceleration, S s [ASCE 11.4.1]
Ss = 1.5g
Mapped MCE Spectral ResponseAcceleration, S 1 [ASCE 11.4.1]
S1 = 0.6g
Site Class [ASCE Table 20.3-1] = D - StiffSoil
Site Coefficient, Fa [ASCE Table 11.4-1] Fa = 1
Site Coefficient, Fv [ASCE Table 11.4-2] Fv = 1.5
Seismic Response
MCE Spectral Response Acceleration,S MS [ASCE 11.4.3, Eq. 11.4-1]
SMS = Fa SS SMS = 1.5g
MCE Spectral Response Acceleration,S M1 [ASCE 11.4.3, Eq. 11.4-2]
SM1 = Fv S1 SM1 =0.9g
Design Spectral Response Acceleration,S DS [ASCE 11.4.4, Eq. 11.4-3]
SDS =23SMS SDS = 1g
Design Spectral Response Acceleration,S D1 [ASCE 11.4.4, Eq. 11.4-4]
SD1 =23SM1 SD1 =0.6g
Loads 5/15/2014
Page 11 of 25
Equivalent Lateral Forces
Seismic Response Coefficient, CS [ASCE12.8.1.1, Eq. 12.8-2]
CS =SDS
(RI
)
[ASCE 12.8.1.1, Eq. 12.8-3] CS,max =SD1
T (RI
)
[ASCE 12.8.1.1, Eq. 12.8-5] CS,min = 0.01
CS,min ≤ Cs ≤ CS,max
Calculated Base Shear
DirectionPeriod Used
(sec)C s
W(kip)
V(kip)
X - Ecc. Y 0.058 0.2 101.706 20.3412
Applied Story Forces
Loads 5/15/2014
Page 12 of 25
Lateral Load to Stories - X
Force, kip
0.0 3.0 6.0 9.0 12.0 15.0 18.0 21.0 24.0
ROOF
BASE
20.341kip
Story Elevation X-Dir Y-Dir
ft kip kip
ROOF 9.5 20.341 0
BASE 0 0 0
Loads 5/15/2014
Page 13 of 25
ASCE 7-05 Auto Seismic Load Calculation
This calculation presents the automatically generated lateral seismic loads for load pattern EQYPOS accordingto ASCE 7-05, as calculated by ETABS.
Direction and Eccentricity
Direction = Y + Eccentricity X
Eccentricity Ratio = 5% for all diaphragms
Structural Period
Period Calculation Method = Program Calculated
Coefficient, C t [ASCE Table 12.8-2] Ct = 0.028ft
Coefficient, x [ASCE Table 12.8-2] x = 0.8
Structure Height Above Base, h n hn = 9.5 ft
Long-Period Transition Period, TL [ASCE11.4.5]
TL = 12 sec
Factors and Coefficients
Response Modification Factor, R [ASCETable 12.2-1]
R = 5
System Overstrength Factor, Ω0 [ASCETable 12.2-1]
Ω0 = 3
Deflection Amplification Factor, Cd [ASCETable 12.2-1]
Cd = 5.5
Importance Factor, I [ASCE Table 11.5-1] I = 1
Ss and S1 Source = User Specified
Mapped MCE Spectral ResponseAcceleration, S s [ASCE 11.4.1]
Ss = 1.5g
Mapped MCE Spectral ResponseAcceleration, S 1 [ASCE 11.4.1]
S1 = 0.6g
Site Class [ASCE Table 20.3-1] = D - StiffSoil
Site Coefficient, Fa [ASCE Table 11.4-1] Fa = 1
Site Coefficient, Fv [ASCE Table 11.4-2] Fv = 1.5
Seismic Response
MCE Spectral Response Acceleration,S MS [ASCE 11.4.3, Eq. 11.4-1]
SMS = Fa SS SMS = 1.5g
MCE Spectral Response Acceleration,S M1 [ASCE 11.4.3, Eq. 11.4-2]
SM1 = Fv S1 SM1 =0.9g
Design Spectral Response Acceleration,S DS [ASCE 11.4.4, Eq. 11.4-3]
SDS =23SMS SDS = 1g
Design Spectral Response Acceleration,S D1 [ASCE 11.4.4, Eq. 11.4-4]
SD1 =23SM1 SD1 =0.6g
Loads 5/15/2014
Page 14 of 25
Equivalent Lateral Forces
Seismic Response Coefficient, CS [ASCE12.8.1.1, Eq. 12.8-2]
CS =SDS
(RI
)
[ASCE 12.8.1.1, Eq. 12.8-3] CS,max =SD1
T (RI
)
[ASCE 12.8.1.1, Eq. 12.8-5] CS,min = 0.01
CS,min ≤ Cs ≤ CS,max
Calculated Base Shear
DirectionPeriod Used
(sec)C s
W(kip)
V(kip)
Y + Ecc. X 0.095 0.2 101.706 20.3412
Applied Story Forces
Loads 5/15/2014
Page 15 of 25
Lateral Load to Stories - Y
Force, kip
0.0 3.0 6.0 9.0 12.0 15.0 18.0 21.0 24.0
ROOF
BASE
20.341kip
Story Elevation X-Dir Y-Dir
ft kip kip
ROOF 9.5 0 20.341
BASE 0 0 0
Loads 5/15/2014
Page 16 of 25
ASCE 7-05 Auto Seismic Load Calculation
This calculation presents the automatically generated lateral seismic loads for load pattern EQYNEG accordingto ASCE 7-05, as calculated by ETABS.
Direction and Eccentricity
Direction = Y - Eccentricity X
Eccentricity Ratio = 5% for all diaphragms
Structural Period
Period Calculation Method = Program Calculated
Coefficient, C t [ASCE Table 12.8-2] Ct = 0.028ft
Coefficient, x [ASCE Table 12.8-2] x = 0.8
Structure Height Above Base, h n hn = 9.5 ft
Long-Period Transition Period, TL [ASCE11.4.5]
TL = 12 sec
Factors and Coefficients
Response Modification Factor, R [ASCETable 12.2-1]
R = 5
System Overstrength Factor, Ω0 [ASCETable 12.2-1]
Ω0 = 3
Deflection Amplification Factor, Cd [ASCETable 12.2-1]
Cd = 5.5
Importance Factor, I [ASCE Table 11.5-1] I = 1
Ss and S1 Source = User Specified
Mapped MCE Spectral ResponseAcceleration, S s [ASCE 11.4.1]
Ss = 1.5g
Mapped MCE Spectral ResponseAcceleration, S 1 [ASCE 11.4.1]
S1 = 0.6g
Site Class [ASCE Table 20.3-1] = D - StiffSoil
Site Coefficient, Fa [ASCE Table 11.4-1] Fa = 1
Site Coefficient, Fv [ASCE Table 11.4-2] Fv = 1.5
Seismic Response
MCE Spectral Response Acceleration,S MS [ASCE 11.4.3, Eq. 11.4-1]
SMS = Fa SS SMS = 1.5g
MCE Spectral Response Acceleration,S M1 [ASCE 11.4.3, Eq. 11.4-2]
SM1 = Fv S1 SM1 =0.9g
Design Spectral Response Acceleration,S DS [ASCE 11.4.4, Eq. 11.4-3]
SDS =23SMS SDS = 1g
Design Spectral Response Acceleration,S D1 [ASCE 11.4.4, Eq. 11.4-4]
SD1 =23SM1 SD1 =0.6g
Loads 5/15/2014
Page 17 of 25
Equivalent Lateral Forces
Seismic Response Coefficient, CS [ASCE12.8.1.1, Eq. 12.8-2]
CS =SDS
(RI
)
[ASCE 12.8.1.1, Eq. 12.8-3] CS,max =SD1
T (RI
)
[ASCE 12.8.1.1, Eq. 12.8-5] CS,min = 0.01
CS,min ≤ Cs ≤ CS,max
Calculated Base Shear
DirectionPeriod Used
(sec)C s
W(kip)
V(kip)
Y - Ecc. X 0.095 0.2 101.706 20.3412
Applied Story Forces
Loads 5/15/2014
Page 18 of 25
Lateral Load to Stories - Y
Force, kip
0.0 3.0 6.0 9.0 12.0 15.0 18.0 21.0 24.0
ROOF
BASE
20.341kip
Story Elevation X-Dir Y-Dir
ft kip kip
ROOF 9.5 0 20.341
BASE 0 0 0
Loads 5/15/2014
Page 19 of 25
3.3 Functions
3.3.1 Response Spectrum Functions
Table 3.6 - Response Spectrum Function - ASCE 7-05 (Part 1 of 2)
NamePeriod
secAcceleration Damping Latitude Longitude Ss S1
TLsec
SiteClass
Fa Fv
IBC2009 0 0.744 5 0 0 2.79 0.68 12 D 1 1.5
IBC2009 0.073 1.86
IBC2009 0.366 1.86
IBC2009 0.6 1.133333
IBC2009 0.8 0.85
IBC2009 1 0.68
IBC2009 1.2 0.566667
IBC2009 1.4 0.485714
IBC2009 1.6 0.425
IBC2009 1.8 0.377778
IBC2009 2 0.34
IBC2009 2.5 0.272
IBC2009 3 0.226667
IBC2009 3.5 0.194286
IBC2009 4 0.17
IBC2009 4.5 0.151111
IBC2009 5 0.136
IBC2009 5.5 0.123636
IBC2009 6 0.113333
IBC2009 6.5 0.104615
IBC2009 7 0.097143
IBC2009 7.5 0.090667
IBC2009 8 0.085
IBC2009 8.5 0.08
IBC2009 9 0.075556
IBC2009 9.5 0.071579
IBC2009 10 0.068
Table 3.6 - Response Spectrum Function - ASCE 7-05 (Part 2 of 2)
Name SDS SD1
IBC2009 1.86 0.68
IBC2009
IBC2009
IBC2009
IBC2009
IBC2009
IBC2009
IBC2009
IBC2009
IBC2009
IBC2009
IBC2009
Loads 5/15/2014
Page 20 of 25
Table 3.6 - Response Spectrum Function - ASCE 7-05 (Part 2 of 2, continued)
Name SDS SD1
IBC2009
IBC2009
IBC2009
IBC2009
IBC2009
IBC2009
IBC2009
IBC2009
IBC2009
IBC2009
IBC2009
IBC2009
IBC2009
IBC2009
IBC2009
3.4 Load Cases
Table 3.7 - Load Cases - Summary
Name Type
DEAD Linear Static
LIVE Linear Static
EQXPOS Linear Static
EQXNEG Linear Static
EQYPOS Linear Static
EQYNEG Linear Static
W Linear Static
W-2 Linear Static
W-3 Linear Static
W-4 Linear Static
W-5 Linear Static
W-6 Linear Static
W-7 Linear Static
W-8 Linear Static
W-9 Linear Static
W-10 Linear Static
W-11 Linear Static
W-12 Linear Static
RSX Response Spectrum
RSY Response Spectrum
Design Data 5/15/2014
Page 21 of 25
4 Design Data
This chapter provides design data and results.
4.1 Concrete Frame Design
Table 4.1 - Concrete Frame Preferences - ACI 318-08
Item Value
Multi-Response Design Step-by-Step
Seismic Design Category D
# Interaction Curves 24
# Interaction Points 11
Minimum Eccentricity Yes
Phi (Tension) 0.9
Phi (Compression Tied) 0.65
Phi (Compresseion Spiral) 0.7
Phi (Shear and Torsion) 0.85
Phi (Shear Seismic) 0.6
Phi (Shear Joint) 0.85
Pattern Live Load Factor 0.75
D/C Ratio Limit 1
Table 4.2 - Concrete Column Overwrites - ACI 318-08 (Part 1 of 2)
Story LabelUniqueName
DesignType
Design Section LLRF LMajor LMinor KMajor KMinor CmMajor
ROOF C56 12 Column Program Determined 1 0.824561 0.824561 1 1 1
ROOF C57 13 Column Program Determined 0.978495 0.824561 0.824561 1 1 1
ROOF C58 14 Column Program Determined 0.952699 0.824561 0.824561 1 1 1
ROOF C59 15 Column Program Determined 0.97491 0.824561 0.824561 1 1 1
Table 4.2 - Concrete Column Overwrites - ACI 318-08 (Part 2 of 2)
Story LabelUniqueName
CmMinor DnsMajor DnsMinor DsMajor DsMinor
ROOF C56 12 1 1 1 1 1
ROOF C57 13 1 1 1 1 1
ROOF C58 14 1 1 1 1 1
ROOF C59 15 1 1 1 1 1
Table 4.3 - Concrete Beam Overwrites - ACI 318-08
Story LabelUniqueName
DesignType
Design Section LLRF LMajor LMinor
ROOF B355 16 Beam Program Determined 0.965305 0.956254 0.956254
ROOF B356 17 Beam Program Determined 0.922632 0.956254 0.956254
ROOF B357 18 Beam Program Determined 1 0.941665 0.941665
ROOF B358 19 Beam Program Determined 1 0.941665 0.941665
Design Data 5/15/2014
Page 22 of 25
Table 4.4 - Concrete Column Summary - ACI 318-08 (Part 1 of 2)
Story LabelUniqueName
Stationin
DesignSection
Design/Check StatusPMMRatio
PMMCombo
As,minin²
Asin²
ROOF C56 12 0 C1 Design No Message ULTSPE8 1.9601 1.9601
ROOF C56 12 47 C1 Design No Message ULTSPE8 1.9601 1.9601
ROOF C56 12 94 C1 Design See Warnings ULTE05 1.9601 5.0251
ROOF C57 13 0 C1 Design No Message ULTSPE8 1.9601 1.9601
ROOF C57 13 47 C1 Design No Message ULTSPE8 1.9601 1.9601
ROOF C57 13 94 C1 Design See Warnings ULTE07 1.9601 5.5859
ROOF C58 14 0 C1 Design No Message ULTSPE8 1.9601 1.9601
ROOF C58 14 47 C1 Design No Message ULTSPE8 1.9601 1.9601
ROOF C58 14 94 C1 Design See Warnings ULTE08 1.9601 5.7514
ROOF C59 15 0 C1 Design No Message ULTSPE8 1.9601 1.9601
ROOF C59 15 47 C1 Design No Message ULTSPE8 1.9601 1.9601
ROOF C59 15 94 C1 Design No Message ULTE06 1.9601 5.2619
Table 4.4 - Concrete Column Summary - ACI 318-08 (Part 2 of 2)
Story LabelUniqueName
Stationin
Mid BarAsin²
CornerBar As
in²
V MajorCombo
At VMajorin²/ft
V MinorCombo
At VMinorin²/ft
Warnings Errors
ROOF C56 12 0 0.245 0.245 ULTSPE8 0.4247 ULTE08 0.6321 No Message No Message
ROOF C56 12 47 0.245 0.245 ULTSPE8 0.4247 ULTE08 0.6307 No Message No Message
ROOF C56 12 94 0.6281 0.6281 ULTSPE8 0.4247 ULTSPE4 0.634 -33 No Message
ROOF C57 13 0 0.245 0.245 ULTSPE8 0.4268 ULTE09 0.6685 No Message No Message
ROOF C57 13 47 0.245 0.245 ULTSPE8 0.4268 ULTE09 0.6674 No Message No Message
ROOF C57 13 94 0.6982 0.6982 ULTSPE8 0.4268 ULTE04 0.6684 -33 No Message
ROOF C58 14 0 0.245 0.245 ULTSPE8 0.4903 ULTSPE8 0.6756 No Message No Message
ROOF C58 14 47 0.245 0.245 ULTSPE8 0.4903 ULTSPE8 0.6746 No Message No Message
ROOF C58 14 94 0.7189 0.7189 ULTSPE8 0.4903 ULTE16 0.679 -33 No Message
ROOF C59 15 0 0.245 0.245 ULTSPE8 0.4675 ULTSPE8 0.6353 No Message No Message
ROOF C59 15 47 0.245 0.245 ULTSPE8 0.4675 ULTSPE8 0.6353 No Message No Message
ROOF C59 15 94 0.6577 0.6577 ULTSPE8 0.4675 ULTSPE8 0.6353 No Message No Message
Table 4.5 - Concrete Beam Summary - ACI 318-08 (Part 1 of 2)
Story LabelUniqueName
Stationin
DesignSection
StatusAs TopCombo
As,minTopin²
As Topin²
AsBottomCombo
As,minBottom
in²
AsBottom
in²
ROOF B355 16 7.0002 RB-1 No Message ULTE08 0.7075 1.2932 ULTE08 0.7275 0.7275
ROOF B355 16 30.5417 RB-1 No Message ULTE16 0.7075 0.7075 ULTE15 0.5238 0.5238
ROOF B355 16 54.0832 RB-1 No Message ULTE08 0.4071 0.4071 ULTE15 0.7275 0.7275
ROOF B355 16 77.6247 RB-1 No Message ULTE08 0.4071 0.4071 ULTE07 0.7275 0.8952
ROOF B355 16 101.1662 RB-1 No Message ULTE08 0.4071 0.4071 ULTE07 0.7275 1.0851
ROOF B355 16 124.7077 RB-1 No Message ULTE08 0.4071 0.4071 ULTE07 0.7275 1.1877
ROOF B355 16 148.2492 RB-1 No Message ULTE08 0.4071 0.4071 ULTV2 0.7275 1.2531
ROOF B355 16 171.7908 RB-1 No Message ULTE08 0.4071 0.4071 ULTV2 0.7275 1.2533
ROOF B355 16 195.3323 RB-1 No Message ULTE08 0.4071 0.4071 ULTE08 0.7275 1.1885
ROOF B355 16 218.8738 RB-1 No Message ULTE08 0.4071 0.4071 ULTE08 0.7275 1.0863
ROOF B355 16 242.4153 RB-1 No Message ULTE08 0.4071 0.4071 ULTE08 0.7275 0.8968
Design Data 5/15/2014
Page 23 of 25
Table 4.5 - Concrete Beam Summary - ACI 318-08 (Part 1 of 2, continued)
Story LabelUniqueName
Stationin
DesignSection
StatusAs TopCombo
As,minTopin²
As Topin²
AsBottomCombo
As,minBottom
in²
AsBottom
in²
ROOF B355 16 265.9568 RB-1 No Message ULTE08 0.4071 0.4071 ULTE16 0.7275 0.7275
ROOF B355 16 289.4983 RB-1 No Message ULTE15 0.7075 0.7075 ULTE16 0.5258 0.5258
ROOF B355 16 313.0398 RB-1 No Message ULTE07 0.7075 1.2902 ULTE07 0.7275 0.7275
ROOF B356 17 7.0002 RB-1 No Message ULTE06 0.7075 1.4711 ULTE14 0.7275 0.7275
ROOF B356 17 30.5417 RB-1 No Message ULTE06 0.7075 0.7709 ULTE13 0.5228 0.5228
ROOF B356 17 54.0832 RB-1 No Message ULTE05 0.4601 0.4601 ULTE15 0.7275 0.7275
ROOF B356 17 77.6247 RB-1 No Message ULTE05 0.4601 0.4601 ULTE05 0.7275 1.0155
ROOF B356 17 101.1662 RB-1 No Message ULTE05 0.4601 0.4601 ULTE05 0.7275 1.253
ROOF B356 17 124.7077 RB-1 No Message ULTE05 0.4601 0.4601 ULTE05 0.7275 1.3864
ROOF B356 17 148.2492 RB-1 No Message ULTE05 0.4601 0.4601 ULTV2 0.7275 1.4926
ROOF B356 17 171.7908 RB-1 No Message ULTE05 0.4601 0.4601 ULTV2 0.7275 1.4924
ROOF B356 17 195.3323 RB-1 No Message ULTE05 0.4601 0.4601 ULTE06 0.7275 1.3859
ROOF B356 17 218.8738 RB-1 No Message ULTE05 0.4601 0.4601 ULTE06 0.7275 1.252
ROOF B356 17 242.4153 RB-1 No Message ULTE05 0.4601 0.4601 ULTE06 0.7275 1.0141
ROOF B356 17 265.9568 RB-1 No Message ULTE05 0.4601 0.4601 ULTE16 0.7275 0.7275
ROOF B356 17 289.4983 RB-1 No Message ULTE05 0.7075 0.7734 ULTE14 0.5211 0.5211
ROOF B356 17 313.0398 RB-1 No Message ULTE05 0.7075 1.4744 ULTE13 0.7275 0.7275
ROOF B357 18 7.0002 RB-2 No Message ULTE04 0.7075 0.9259 ULTE11 0.6664 0.6664
ROOF B357 18 29.6002 RB-2 No Message ULTE12 0.675 0.675 ULTE11 0.7275 0.7275
ROOF B357 18 52.2001 RB-2 No Message ULTE03 0.3113 0.3113 ULTE11 0.7275 0.7275
ROOF B357 18 74.8001 RB-2 No Message ULTE03 0.3113 0.3113 ULTE11 0.7275 0.7275
ROOF B357 18 97.4 RB-2 No Message ULTE03 0.3113 0.3113 ULTSPE4 0.7275 0.7275
ROOF B357 18 120 RB-2 No Message ULTE03 0.3113 0.3113 ULTSPE4 0.7275 0.7275
ROOF B357 18 142.6 RB-2 No Message ULTE03 0.3113 0.3113 ULTSPE4 0.7275 0.7275
ROOF B357 18 165.1999 RB-2 No Message ULTE03 0.3113 0.3113 ULTE12 0.7275 0.7275
ROOF B357 18 187.7999 RB-2 No Message ULTE03 0.3113 0.3113 ULTE12 0.7275 0.7275
ROOF B357 18 210.3998 RB-2 No Message ULTE11 0.7068 0.7068 ULTE04 0.7077 0.7077
ROOF B357 18 232.9998 RB-2 No Message ULTE03 0.7075 0.9745 ULTE12 0.6276 0.6276
ROOF B358 19 7.0002 RB-2 No Message ULTE02 0.7075 0.8354 ULTE09 0.6045 0.6045
ROOF B358 19 29.6002 RB-2 No Message ULTE10 0.6245 0.6245 ULTE01 0.6651 0.6651
ROOF B358 19 52.2001 RB-2 No Message ULTE10 0.2742 0.2742 ULTE01 0.7275 0.7275
ROOF B358 19 74.8001 RB-2 No Message ULTE01 0.2699 0.2699 ULTE03 0.7275 0.7275
ROOF B358 19 97.4 RB-2 No Message ULTE01 0.2699 0.2699 ULTE03 0.7275 0.7275
ROOF B358 19 120 RB-2 No Message ULTE01 0.2699 0.2699 ULTV2 0.7275 0.7275
ROOF B358 19 142.6 RB-2 No Message ULTE01 0.2699 0.2699 ULTE04 0.7275 0.7275
ROOF B358 19 165.1999 RB-2 No Message ULTE01 0.2699 0.2699 ULTE04 0.7275 0.7275
ROOF B358 19 187.7999 RB-2 No Message ULTE09 0.2762 0.2762 ULTE02 0.7275 0.7275
ROOF B358 19 210.3998 RB-2 No Message ULTE09 0.6274 0.6274 ULTE02 0.6605 0.6605
ROOF B358 19 232.9998 RB-2 No Message ULTE01 0.7075 0.8397 ULTE10 0.6008 0.6008
Design Data 5/15/2014
Page 24 of 25
Table 4.5 - Concrete Beam Summary - ACI 318-08 (Part 2 of 2)
Story LabelUniqueName
Stationin
V ComboAt
Shearin²/ft
TorsionLong
Combo
AlTorsion
in²
TorsionTran
Combo
AtTorsion
in²/ftWarnings Errors
ROOF B355 16 7.0002 ULTE08 0.147 ULTSPE8 0 ULTSPE8 0 No Message No Message
ROOF B355 16 30.5417 ULTE08 0.1219 ULTSPE8 0 ULTSPE8 0 No Message No Message
ROOF B355 16 54.0832 ULTSPE8 0.12 ULTSPE8 0 ULTSPE8 0 No Message No Message
ROOF B355 16 77.6247 ULTSPE8 0.12 ULTSPE8 0 ULTSPE8 0 No Message No Message
ROOF B355 16 101.1662 ULTSPE8 0.12 ULTSPE8 0 ULTSPE8 0 No Message No Message
ROOF B355 16 124.7077 ULTSPE8 0.12 ULTSPE8 0 ULTSPE8 0 No Message No Message
ROOF B355 16 148.2492 ULTSPE8 0.12 ULTSPE8 0 ULTSPE8 0 No Message No Message
ROOF B355 16 171.7908 ULTSPE8 0.12 ULTSPE8 0 ULTSPE8 0 No Message No Message
ROOF B355 16 195.3323 ULTSPE8 0.12 ULTSPE8 0 ULTSPE8 0 No Message No Message
ROOF B355 16 218.8738 ULTSPE8 0.12 ULTSPE8 0 ULTSPE8 0 No Message No Message
ROOF B355 16 242.4153 ULTSPE8 0.12 ULTSPE8 0 ULTSPE8 0 No Message No Message
ROOF B355 16 265.9568 ULTSPE8 0.12 ULTSPE8 0 ULTSPE8 0 No Message No Message
ROOF B355 16 289.4983 ULTE07 0.1216 ULTSPE8 0 ULTSPE8 0 No Message No Message
ROOF B355 16 313.0398 ULTE07 0.1467 ULTSPE8 0 ULTSPE8 0 No Message No Message
ROOF B356 17 7.0002 ULTE06 0.2223 ULTSPE8 0 ULTSPE8 0 No Message No Message
ROOF B356 17 30.5417 ULTE06 0.187 ULTSPE8 0 ULTSPE8 0 No Message No Message
ROOF B356 17 54.0832 ULTE06 0.1398 ULTSPE8 0 ULTSPE8 0 No Message No Message
ROOF B356 17 77.6247 ULTSPE8 0.12 ULTSPE8 0 ULTSPE8 0 No Message No Message
ROOF B356 17 101.1662 ULTSPE8 0.12 ULTSPE8 0 ULTSPE8 0 No Message No Message
ROOF B356 17 124.7077 ULTSPE8 0.12 ULTSPE8 0 ULTSPE8 0 No Message No Message
ROOF B356 17 148.2492 ULTSPE8 0.12 ULTSPE8 0 ULTSPE8 0 No Message No Message
ROOF B356 17 171.7908 ULTSPE8 0.12 ULTSPE8 0 ULTSPE8 0 No Message No Message
ROOF B356 17 195.3323 ULTSPE8 0.12 ULTSPE8 0 ULTSPE8 0 No Message No Message
ROOF B356 17 218.8738 ULTSPE8 0.12 ULTSPE8 0 ULTSPE8 0 No Message No Message
ROOF B356 17 242.4153 ULTSPE8 0.12 ULTSPE8 0 ULTSPE8 0 No Message No Message
ROOF B356 17 265.9568 ULTE05 0.1401 ULTSPE8 0 ULTSPE8 0 No Message No Message
ROOF B356 17 289.4983 ULTE05 0.1873 ULTSPE8 0 ULTSPE8 0 No Message No Message
ROOF B356 17 313.0398 ULTE05 0.2226 ULTSPE8 0 ULTSPE8 0 No Message No Message
ROOF B357 18 7.0002 ULTSPE8 0.2607 ULTSPE8 0 ULTSPE8 0 No Message No Message
ROOF B357 18 29.6002 ULTE14 0.2461 ULTSPE8 0 ULTSPE8 0 No Message No Message
ROOF B357 18 52.2001 ULTE12 0.2264 ULTSPE8 0 ULTSPE8 0 No Message No Message
ROOF B357 18 74.8001 ULTSPE8 0.196 ULTSPE8 0 ULTSPE8 0 No Message No Message
ROOF B357 18 97.4 ULTSPE8 0.1669 ULTSPE8 0 ULTSPE8 0 No Message No Message
ROOF B357 18 120 ULTSPE8 0.1363 ULTSPE8 0 ULTSPE8 0 No Message No Message
ROOF B357 18 142.6 ULTSPE8 0.1704 ULTSPE8 0 ULTSPE8 0 No Message No Message
ROOF B357 18 165.1999 ULTSPE8 0.1995 ULTSPE8 0 ULTSPE8 0 No Message No Message
ROOF B357 18 187.7999 ULTE11 0.23 ULTSPE8 0 ULTSPE8 0 No Message No Message
ROOF B357 18 210.3998 ULTE16 0.2497 ULTSPE8 0 ULTSPE8 0 No Message No Message
ROOF B357 18 232.9998 ULTSPE8 0.2643 ULTSPE8 0 ULTSPE8 0 No Message No Message
ROOF B358 19 7.0002 ULTSPE8 0.2264 ULTSPE8 0 ULTSPE8 0 No Message No Message
ROOF B358 19 29.6002 ULTE13 0.2158 ULTSPE8 0 ULTSPE8 0 No Message No Message
ROOF B358 19 52.2001 ULTE12 0.2002 ULTSPE8 0 ULTSPE8 0 No Message No Message
ROOF B358 19 74.8001 ULTSPE8 0.1745 ULTSPE8 0 ULTSPE8 0 No Message No Message
ROOF B358 19 97.4 ULTSPE8 0.1494 ULTSPE8 0 ULTSPE8 0 No Message No Message
Design Data 5/15/2014
Page 25 of 25
Table 4.5 - Concrete Beam Summary - ACI 318-08 (Part 2 of 2, continued)
Story LabelUniqueName
Stationin
V ComboAt
Shearin²/ft
TorsionLong
Combo
AlTorsion
in²
TorsionTran
Combo
AtTorsion
in²/ftWarnings Errors
ROOF B358 19 120 ULTSPE8 0.12 ULTSPE8 0 ULTSPE8 0 No Message No Message
ROOF B358 19 142.6 ULTSPE8 0.1497 ULTSPE8 0 ULTSPE8 0 No Message No Message
ROOF B358 19 165.1999 ULTSPE8 0.1748 ULTSPE8 0 ULTSPE8 0 No Message No Message
ROOF B358 19 187.7999 ULTE11 0.2005 ULTSPE8 0 ULTSPE8 0 No Message No Message
ROOF B358 19 210.3998 ULTE14 0.2162 ULTSPE8 0 ULTSPE8 0 No Message No Message
ROOF B358 19 232.9998 ULTSPE8 0.2267 ULTSPE8 0 ULTSPE8 0 No Message No Message
Table 4.6 - Concrete Joint Summary - ACI 318-08 (Part 1 of 2)
Story LabelUniqueName
DesignSection
StatusB/C
MajorCombo
B/CMajorRatio
B/CMinor
Combo
B/CMinorRatio
ROOF C56 12 C1 See ErrMsg/WarnMsg ULTE09 0.689 ULTE01 1.022
ROOF C57 13 C1 See ErrMsg/WarnMsg ULTE10 0.638 ULTE01 1.051
ROOF C58 14 C1 See ErrMsg/WarnMsg ULTE12 0.717 ULTE01 1.021
ROOF C59 15 C1 No Message ULTE11 0.731 ULTE11 0.999
Table 4.6 - Concrete Joint Summary - ACI 318-08 (Part 2 of 2)
Story LabelUniqueName
JSMajor
Combo
JSMajorRatio
JSMinor
Combo
JSMinorRatio
Warnings Errors
ROOF C56 12 ULTE01 0.343 ULTE01 0.53 Beam/Column capacity ratio exceeds limit No Message
ROOF C57 13 ULTE01 0.345 ULTE01 0.606 Beam/Column capacity ratio exceeds limit No Message
ROOF C58 14 ULTE01 0.4 ULTE01 0.605 Beam/Column capacity ratio exceeds limit No Message
ROOF C59 15 ULTE01 0.38 ULTE01 0.531 No Message No Message
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