appartment building#
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APPARTMENT BUILDINGModel File: CAP2E, Revision 0
03/14/2015
Table of Contents
1. Structure Data 4
1.1 Story Data 4
2. Properties 5
2.1 Materials 5
2.2 Frame Section 5
2.3 Shell Sections 5
3. Loads 6
3.1 Load Patterns 6
3.2 Auto Wind Loading 6
3.3 Auto Seismic Loading 11
3.4 Load Cases 19
3.5 Load Combinations 20
4. Analysis Results 23
4.1 Structure Results 23
4.2 Storey Results 25
5. ETABS Analysis and Design 39-87
5.1 Frame Analysis 5.2 Frame Design 5.3 Shear Wall
6.SAFE Analysis and Design 88-107
6.1 Soil Properties 6.2 Load Assignments - Surface Load 6.3 Analysis and Design Results
List of Tables
Table 1.1 Story 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
Table3.2 Auto Wind - ASCE 7-05 6
Table 3.3 Auto Seismic - ASCE 7-05 11
Table 3.4 Load Cases - Summary 19
Table 3.5 Load Combinations 20
Table 4.1 Base Reactions 23
Table 4.2 Story Max/Avg Displacements 25
Structure Data 3/14/2015
1 Structure Data
This chapter provides model geometry information, including items such as story levels, point coordinates, and element connectivity.
1.1 Story Data
Table 1.1 - Story Data
NameHeight
mmElevation
mmMaster Story
Similar ToSplice Story
Story7 750 21150 No None No
Story6 2400 20400 No None No
TANKSLAB 600 1800 No None No
Story5 3400 17400 No Story3 No
Story4 3500 14000 No Story3 No
Story3 3500 10500 Yes None No
Story2 3500 7000 No Story3 No
Story1 3500 3500 No None No
Base 0 0 No None No
Page 4 of 114
Properties 3/14/2015
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
MPaν
Unit WeightkN/m³
Design Strengths
C35/45 Concrete 34000 0.2 24.9926 Fc=35 MPa
Rebar Rebar 199947.98 0 76.9729Fy=413.69 MPa, Fu=620.53
MPa
2.2 Frame Sections
Table 2.2 - Frame Sections - Summary
Name Material Shape
B500X150 C35/45 Concrete Rectangular
B500X200 C35/45 Concrete Rectangular
C450X300 C35/45 Concrete Rectangular
C500X300 C35/45 Concrete Rectangular
Slab beam C35/45 Concrete Rectangular
2.3 Shell Sections
Table 2.3 - Shell Sections - Summary
NameDesign Type
Element Type
MaterialTotal
Thicknessmm
Slab220 Slab Shell-Thin C35/45 220
TANKSLAB300 Slab Shell-Thin C35/45 300
Wall1 Wall Shell-Thin C35/45 150
Wall2 Wall Shell-Thin C35/45 200
Wall3 Wall Shell-Thin C35/45 150
Wall4 Wall Shell-Thin C35/45 200
Wall5 Wall Shell-Thin C35/45 300
Wall6 Wall Shell-Thin C35/45 300
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3 Loads
This chapter provides loading information as applied to the model.
3.1 Load Patterns
Table 3.1 - Load Patterns
Name TypeSelf
Weight Multiplier
Auto Load
Dead Dead 1
Live Live 0
WX Wind 0 ASCE 7-05
WY Wind 0 ASCE 7-05
EQX1 Seismic 0 ASCE 7-05
EQY1 Seismic 0 ASCE 7-05
EQX2 Seismic 0 ASCE 7-05
EQY2 Seismic 0 ASCE 7-05
3.2 Auto Wind Loading
Table 3.2 - Auto Wind - ASCE 7-05 (Part 1 of 2)Load
PatternLoading Method
Exposure Width Type
Angledeg
Cp,wind Cp,leeASCE Case
e1 e2Top
StoryBottom Story
Include Parapet
WX DiaphragmsFrom
Diaphragms0 0.8 0.5 Case 1 0 0 Story5 Story1 Yes
WY DiaphragmsFrom
Diaphragms90 0.8 0.5 Case 1 0 0 Story5 Story1 Yes
Table 3.2 - Auto Wind - ASCE 7-05 (Part 2 of 2)Parapet Height
m
Wind Speedmph
Exposure Type
I Kzt G Kd
3 95 C 1.15 1 0.85 0.8
3 95 C 1.15 1 0.85 0.8
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3.2.1 ASCE 7-05 Auto Wind Load Calculation
This calculation presents the automatically generated lateral wind loads for load pattern WX according to ASCE 7-05, as calculated by ETABS.
Exposure Parameters
Exposure From = Diaphragms
Exposure Category = C
Wind Direction = 0 degrees
Basic Wind Speed, V [ASCE 6.5.4] V=95mph
Windward Coefficient, Cp,wind [ASCE 6.5.11.2.1] Cq , wind=0.8
Leeward Coefficient, Cp,lee [ASCE 6.5.11.2.1] Cq ,lee=0.5
Wind Case = Case 1
Top Story = Story5
Bottom Story = Story1
Include Parapet = Yes, Parapet Height = 3
Factors and Coefficients
Gradient Height, zg [ASCE Table 6-2] zg=900
Emperical Exponent, α [ASCE Table 6-2] α=9.5Velocity Pressure Exposure Coefficient, Kz; [ASCE Table 6-3]
K z=2.01¿¿ for 15 ft ≤ z ≤ z g
K z=2.01¿¿ for z≤15 ft
Topographical Factor, Kzt [ASCE 6.5.7.2] K zt=1
Directionality Factor, Kd [ASCE 6.5.4.4] Kd=0.8
Importance Factor, I [ASCE 6.5.5] I=1.15
Gust Effect Factor, G [ASCE 6.5.8] G=0.85
Lateral Loading
Velocity Pressure, qz [ASCE 6.5.10 Eq. 6-15] qz=0.00256 K zK zt KdV2 I
Design Wind Pressure, p [ASCE 6.5.12.2.1 Eq. 6-17] p=qGC p , wind+qh(GC p ,lee)
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Applied Story Forces
Fig. 3.2.1 Lateral wind loads for load pattern WX
Table 3.2.1 - Lateral wind loads for load pattern WX
Story Elevation X-Dir Y-Dir
m kN kN
Story7 21.15 0 0
Story6 20.4 0 0
TANKSLAB 18 0 0
Story5 17.4 274.1489 0
Story4 14 104.2606 0
Story3 10.5 100.5332 0
Story2 7 96.1236 0
Story1 3.5 47.8429 0
Base 0 0 0
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3.2.2 ASCE 7-05 Auto Wind Load Calculation
This calculation presents the automatically generated lateral wind loads for load pattern WY according to ASCE 7-05, as calculated by ETABS.
Exposure Parameters
Exposure From = Diaphragms
Exposure Category = C
Wind Direction = 90 degrees
Basic Wind Speed, V [ASCE 6.5.4] V=95mphWindward Coefficient, Cp,wind [ASCE 6.5.11.2.1] Cq , wind=0.8Leeward Coefficient, Cp,lee [ASCE 6.5.11.2.1] Cq ,lee=0.5
Wind Case = Case 1
Top Story = Story5
Bottom Story = Story1
Include Parapet = Yes, Parapet Height = 3
Factors and Coefficients
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Gradient Height, zg [ASCE Table 6-2] zg=900
Emperical Exponent, α [ASCE Table 6-2] α=9.5Velocity Pressure Exposure Coefficient, Kz; [ASCE Table 6-3]
K z=2.01¿¿ for 15 ft ≤ z ≤ z g
K z=2.01¿¿ for z≤15 ft
Topographical Factor, Kzt [ASCE 6.5.7.2] K zt=1
Directionality Factor, Kd [ASCE 6.5.4.4] Kd=0.8
Importance Factor, I [ASCE 6.5.5] I=1.15
Gust Effect Factor, G [ASCE 6.5.8] G=0.85
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Lateral Loading
Velocity Pressure, qz [ASCE 6.5.10 Eq. 6-15] qz=0.00256 K zK zt KdV2 I
Design Wind Pressure, p [ASCE 6.5.12.2.1 Eq. 6-17] p=qGC p , wind+qh(GC p ,lee)
Applied Story Forces
Page 11 of 114
Fig.3.2.2 Lateral wind loads for load pattern WY
Table 3.2.1- Lateral wind loads for load pattern WY
3/14/2015
Page 12 of 114
Story Elevation X-Dir Y-Dirm kN kN
Story7 21.15 0 0Story6 20.4 0 0
TANKSLAB 18 0 0Story5 17.4 0 495.5769Story4 14 0 188.4711Story3 10.5 0 181.7331Story2 7 0 173.7619Story1 3.5 0 86.4852Base 0 0 0
3/14/2015
3.3 Auto Seismic Loading
Table 3.3 - Auto Seismic - ASCE 7-05 (Part 1 of 2)
Load Pattern
TypeDirectio
n
Eccentricity%
Ecc. Overridde
n
Period Method
Ct (ft), xTop
StoryBottom Story
R Ω Cd
EQX1 Seismic X + Ecc. Y 5 NoProgram
Calculated0.016ft,
0.9Story7 Base 5 2.5 5
EQY1 Seismic Y + Ecc. X 5 NoProgram
Calculated0.016ft,
0.9Story7 Base 5 2.5 5
EQX2 Seismic X - Ecc. Y 5 NoProgram
Calculated0.016ft,
0.9Story7 Base 5 2.5 5
EQY2 Seismic Y - Ecc. X 5 NoProgram
Calculated0.016ft,
0.9Story7 Base 5 2.5 5
Table 3.3 - Auto Seismic - ASCE 7-05 (Part 2 of 2)
ISs/S1
SourceSs S1
TLsec
Site Class
Fa Fv SDS SD1Period Usedsec
Coeff Used
Weight Used
kN
Base Shear
kN
1.25User
Specified0.3 0.109 1 D 1.56 2.364 0.312 0.171784 0.125 0.078
51505.7631
4017.4495
1.25User
Specified0.3 0.109 1 D 1.56 2.364 0.312 0.171784 0.122 0.078
51505.7631
4017.4495
1.25User
Specified0.3 0.109 1 D 1.56 2.364 0.312 0.171784 0.125 0.078
51505.7631
4017.4495
1.25User
Specified0.3 0.109 1 D 1.56 2.364 0.312 0.171784 0.122 0.078
51505.7631
4017.4495
3.3.1 ASCE 7-05 Auto Seismic Load Calculation
This calculation presents the automatically generated lateral seismic loads for load pattern EQX1 according to 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, Ct [ASCE Table 12.8-2] C t=0.016 ft
Coefficient, x [ASCE Table 12.8-2] x=0.9
Structure Height Above Base, hn hn=21.15m
Long-Period Transition Period, TL [ASCE 11.4.5] T L=1 sec
Factors and Coefficients
Response Modification Factor, R [ASCE Table 12.2-1] R=5
System Overstrength Factor, Ω0 [ASCE Table 12.2-1] Ω0=2.5
Deflection Amplification Factor, Cd [ASCE Table 12.2-1] Cd=5
Importance Factor, I [ASCE Table 11.5-1] I=1.25
Ss and S1 Source = User Specified
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Mapped MCE Spectral Response Acceleration, Ss [ASCE 11.4.1] Ss=0.3 g
Mapped MCE Spectral Response Acceleration, S1 [ASCE 11.4.1] S1=0.109g
Site Class [ASCE Table 20.3-1] = D - Stiff Soil
Site Coefficient, Fa [ASCE Table 11.4-1] Fa=1.56
Site Coefficient, Fv [ASCE Table 11.4-2] F v=2.364
Seismic Response
MCE Spectral Response Acceleration, SMS [ASCE 11.4.3, Eq. 11.4-1]
SMS=FaSS SMS=0.468 g
MCE Spectral Response Acceleration, SM1 [ASCE 11.4.3, Eq. 11.4-2]
SM 1=Fv S1 SM 1=0.257676 g
Design Spectral Response Acceleration, SDS [ASCE 11.4.4, Eq. 11.4-3]
SDS=23SMS SDS=0.312 g
Design Spectral Response Acceleration, SD1 [ASCE 11.4.4, Eq. 11.4-4]
SD1=23SM 1 SD1=0.171784 g
Equivalent Lateral Forces
Seismic Response Coefficient, CS [ASCE 12.8.1.1, 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≤C s≤CS ,max
Calculated Base Shear
Table 3.3.1- Base Shear for load pattern EQX1
DirectionPeriod Used
(sec)Cs
W (kN)
V (kN)
X + Ecc. Y 0.125 0.078 51505.7631 4017.4495
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Applied Story Forces
Fig.3.3.1 Lateral seismic loads for load pattern EQX1
Table 3.3.2- Lateral seismic loads for load pattern EQX1
Page 15 of 114
Story Elevation X-Dir Y-Dir
m kN kN
Story7 21.15 23.8076 0
Story6 20.4 68.0614 0
TANKSLAB 18 71.9288 0
Story5 17.4 1078.4367 0
Story4 14 1107.6444 0
Story3 10.5 832.8674 0
Story2 7 555.316 0
Story1 3.5 279.3872 0
Base 0 0 0
3/16/2015
3.3.2 ASCE 7-05 Auto Seismic Load Calculation
This calculation presents the automatically generated lateral seismic loads for load pattern EQY1 according to 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, Ct [ASCE Table 12.8-2] C t=0.016 ft
Coefficient, x [ASCE Table 12.8-2] x=0.9
Structure Height Above Base, hn hn=21.15m
Long-Period Transition Period, TL [ASCE 11.4.5] T L=1 sec
Factors and Coefficients
Response Modification Factor, R [ASCE Table 12.2-1] R=5
System Overstrength Factor, Ω0 [ASCE Table 12.2-1] Ω0=2.5
Deflection Amplification Factor, Cd [ASCE Table 12.2-1] Cd=5
Importance Factor, I [ASCE Table 11.5-1] I=1.25
Ss and S1 Source = User Specified
Mapped MCE Spectral Response Acceleration, Ss [ASCE 11.4.1] Ss=0.3 g
Mapped MCE Spectral Response Acceleration, S1 [ASCE 11.4.1] S1=0.109g
Site Class [ASCE Table 20.3-1] = D - Stiff Soil
Site Coefficient, Fa [ASCE Table 11.4-1] Fa=1.56
Site Coefficient, Fv [ASCE Table 11.4-2] F v=2.364
Seismic Response
MCE Spectral Response Acceleration, SMS [ASCE 11.4.3, Eq. 11.4-1]
SMS=FaSS SMS=0.468 g
MCE Spectral Response Acceleration, SM1 [ASCE 11.4.3, Eq. 11.4-2]
SM 1=Fv S1 SM 1=0.257676 g
Design Spectral Response Acceleration, SDS [ASCE 11.4.4, Eq. 11.4-3]
SDS=23SMS SDS=0.312 g
Design Spectral Response Acceleration, SD1 [ASCE 11.4.4, Eq. 11.4-4]
SD1=23SM 1 SD1=0.171784 g
Equivalent Lateral Forces
Seismic Response Coefficient, CS [ASCE 12.8.1.1, Eq. 12.8-2]CS=
SDS
(RI)
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[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=0.01CS , min≤C s≤CS ,max
Calculated Base Shear
Table 3.3.2- Base Shear for load pattern EQY1
DirectionPeriod Used
(sec)Cs
W (kN)
V (kN)
Y + Ecc. X 0.122 0.078 51505.7631 4017.4495
Applied Story Forces
Fig.3.3.2 Lateral seismic loads for load pattern EQY1
Table 3.3.2- Lateral seismic loads for load pattern EQY1
Page 17 of 114
Story Elevation X-Dir Y-Dir
m kN kNStory7 21.15 0 23.8076
Story6 20.4 0 68.0614
TANKSLAB 18 0 71.9288
Story5 17.4 0 1078.4367
Story4 14 0 1107.6444
Story3 10.5 0 832.8674
Story2 7 0 555.316
Story1 3.5 0 279.3872Base 0 0 0
3/16/2015
3.3.3 ASCE 7-05 Auto Seismic Load Calculation
This calculation presents the automatically generated lateral seismic loads for load pattern EQX2 according to 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, Ct [ASCE Table 12.8-2] C t=0.016 ft
Coefficient, x [ASCE Table 12.8-2] x=0.9
Structure Height Above Base, hn hn=21.15m
Long-Period Transition Period, TL [ASCE 11.4.5] T L=1 sec
Factors and Coefficients
Response Modification Factor, R [ASCE Table 12.2-1] R=5
System Overstrength Factor, Ω0 [ASCE Table 12.2-1] Ω0=2.5
Deflection Amplification Factor, Cd [ASCE Table 12.2-1] Cd=5
Importance Factor, I [ASCE Table 11.5-1] I=1.25
Ss and S1 Source = User Specified
Mapped MCE Spectral Response Acceleration, Ss [ASCE 11.4.1] Ss=0.3 g
Mapped MCE Spectral Response Acceleration, S1 [ASCE 11.4.1] S1=0.109g
Site Class [ASCE Table 20.3-1] = D - Stiff Soil
Site Coefficient, Fa [ASCE Table 11.4-1] Fa=1.56
Site Coefficient, Fv [ASCE Table 11.4-2] F v=2.364
Seismic Response
MCE Spectral Response Acceleration, SMS [ASCE 11.4.3, Eq. 11.4-1]
SMS=FaSS SMS=0.468 g
MCE Spectral Response Acceleration, SM1 [ASCE 11.4.3, Eq. 11.4-2]
SM 1=Fv S1 SM 1=0.257676 g
Design Spectral Response Acceleration, SDS [ASCE 11.4.4, Eq. 11.4-3]
SDS=23SMS SDS=0.312 g
Design Spectral Response Acceleration, SD1 [ASCE 11.4.4, Eq. 11.4-4]
SD1=23SM 1 SD1=0.171784 g
Equivalent Lateral Forces
Seismic Response Coefficient, CS [ASCE 12.8.1.1, Eq. 12.8-2]CS=
SDS
(RI)
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[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≤C s≤CS ,max
Calculated Base Shear
Table 3.3.3- Base Shear for load pattern EQY1
DirectionPeriod Used
(sec)Cs
W (kN)
V (kN)
X - Ecc. Y 0.125 0.078 51505.7631 4017.4495
Applied Story Forces
Fig.3.3.3 Lateral seismic loads for load pattern EQX2
Table 3.3.3- Lateral seismic loads for load pattern EQX2
Story Elevation X-Dir Y-Dir
m kN kN
Story7 21.15 23.8076 0
Story6 20.4 68.0614 0TANKSLA
B18 71.9288 0
Story5 17.4 1078.4367 0
Story4 14 1107.6444 0
Story3 10.5 832.8674 0
Story2 7 555.316 0
Story1 3.5 279.3872 0
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Story Elevation X-Dir Y-Dir
m kN kN
Base 0 0 0
Page 20 of 114
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Page 21 of 114
3.3.4 ASCE 7-05 Auto Seismic Load Calculation
This calculation presents the automatically generated lateral seismic loads for load pattern EQY2 according to 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, Ct [ASCE Table 12.8-2] C t=0.016 ft
Coefficient, x [ASCE Table 12.8-2] x=0.9
Structure Height Above Base, hn hn=21.15m
Long-Period Transition Period, TL [ASCE 11.4.5] T L=1 sec
Factors and Coefficients
Response Modification Factor, R [ASCE Table 12.2-1] R=5
System Overstrength Factor, Ω0 [ASCE Table 12.2-1] Ω0=2.5
Deflection Amplification Factor, Cd [ASCE Table 12.2-1] Cd=5
Importance Factor, I [ASCE Table 11.5-1] I=1.25
Ss and S1 Source = User Specified
Mapped MCE Spectral Response Acceleration, Ss [ASCE 11.4.1] Ss=0.3 g
Mapped MCE Spectral Response Acceleration, S1 [ASCE 11.4.1] S1=0.109g
Site Class [ASCE Table 20.3-1] = D - Stiff Soil
Site Coefficient, Fa [ASCE Table 11.4-1] Fa=1.56
Site Coefficient, Fv [ASCE Table 11.4-2] F v=2.364
Seismic Response
MCE Spectral Response Acceleration, SMS [ASCE 11.4.3, Eq. 11.4-1]
SMS=FaSSSMS=0.468 g
MCE Spectral Response Acceleration, SM1 [ASCE 11.4.3, Eq. 11.4-2]
SM 1=Fv S1SM 1=0.257676 g
Design Spectral Response Acceleration, SDS
[ASCE 11.4.4, Eq. 11.4-3]SDS=
23SMSSDS=0.312 g
Design Spectral Response Acceleration, SD1
[ASCE 11.4.4, Eq. 11.4-4]SD1=
23SM 1SD1=0.171784 g
Equivalent Lateral Forces
Seismic Response Coefficient, CS [ASCE 12.8.1.1, 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≤C s≤CS ,max
Calculated Base Shear
Table 3.3.4- Base Shear for load pattern EQY2
3/16/2015
Fig.3.3.4 Lateral seismic loads for load pattern EQY2
Table 3.3.4- Lateral seismic loads for load pattern EQY2
Page 22 of 114
Story Elevation X-Dir Y-Dirm kN kN
Story7 21.15 0 23.8076Story6 20.4 0 68.0614
TANKSLAB 18 0 71.9288Story5 17.4 0 1078.4367Story4 14 0 1107.6444Story3 10.5 0 832.8674Story2 7 0 555.316Story1 3.5 0 279.3872Base 0 0 0
Loads 3/14/2015
3.4 Load Cases
Table 3.4 - Load Cases - Summary
Name Type
Dead Linear Static
Live Linear Static
EQX1 Linear Static
EQX2 Linear Static
EQY1 Linear Static
EQY2 Linear Static
WX Linear Static
WY Linear Static
3.5Load Combinations
Table 3.5 - Load Combinations
NameLoad
Case/ComboScale Factor
Type Auto
Comb1 Dead 1 Linear Add No
Comb1 Live 1 No
Comb2 Dead 1.4 Linear Add No
Comb2 Live 1.6 No
DCon1 Dead 1.4 Linear Add Yes
DCon2 Dead 1.2 Linear Add Yes
DCon2 Live 1.6 No
DCon3 Dead 1.2 Linear Add Yes
DCon3 Live 1 No
DCon3 WX 1 No
DCon4 Dead 1.2 Linear Add Yes
DCon4 Live 1 No
DCon4 WX -1 No
DCon5 Dead 1.2 Linear Add Yes
DCon5 Live 1 No
DCon5 WY 1 No
DCon6 Dead 1.2 Linear Add Yes
DCon6 Live 1 No
DCon6 WY -1 No
DCon7 Dead 0.9 Linear Add Yes
DCon7 WX 1 No
DCon8 Dead 0.9 Linear Add Yes
DCon8 WX -1 No
DCon9 Dead 0.9 Linear Add Yes
DCon9 WY 1 No
DCon10 Dead 0.9 Linear Add Yes
DCon10 WY -1 No
DCon11 Dead 1.3 Linear Add Yes
DCon11 Live 1 No
DCon11 EQX1 1 No
DCon12 Dead 1.3 Linear Add Yes
Page 23 of 114
Loads 3/14/2015
NameLoad
Case/ComboScale Factor
Type Auto
DCon12 Live 1 No
DCon12 EQX1 -1 No
DCon13 Dead 1.3 Linear Add Yes
DCon13 Live 1 No
DCon13 EQX2 1 No
DCon14 Dead 1.3 Linear Add Yes
DCon14 Live 1 No
DCon14 EQX2 -1 No
DCon15 Dead 1.3 Linear Add Yes
DCon15 Live 1 No
DCon15 EQY1 1 No
DCon16 Dead 1.3 Linear Add Yes
DCon16 Live 1 No
DCon16 EQY1 -1 No
DCon17 Dead 1.3 Linear Add Yes
DCon17 Live 1 No
DCon17 EQY2 1 No
DCon18 Dead 1.3 Linear Add Yes
DCon18 Live 1 No
DCon18 EQY2 -1 No
DCon19 Dead 0.8 Linear Add Yes
DCon19 EQX1 1 No
DCon20 Dead 0.8 Linear Add Yes
DCon20 EQX1 -1 No
DCon21 Dead 0.8 Linear Add Yes
DCon21 EQX2 1 No
DCon22 Dead 0.8 Linear Add Yes
DCon22 EQX2 -1 No
DCon23 Dead 0.8 Linear Add Yes
DCon23 EQY1 1 No
DCon24 Dead 0.8 Linear Add Yes
DCon24 EQY1 -1 No
DCon25 Dead 0.8 Linear Add Yes
DCon25 EQY2 1 No
DCon26 Dead 0.8 Linear Add Yes
DCon26 EQY2 -1 No
DWal1 Dead 1.4 Linear Add Yes
DWal2 Dead 1.2 Linear Add Yes
DWal2 Live 1.6 No
DWal3 Dead 1.2 Linear Add Yes
DWal3 Live 1 No
DWal3 WX 1 No
DWal4 Dead 1.2 Linear Add Yes
DWal4 Live 1 No
DWal4 WX -1 No
DWal5 Dead 1.2 Linear Add Yes
DWal5 Live 1 No
DWal5 WY 1 No
DWal6 Dead 1.2 Linear Add Yes
DWal6 Live 1 No
DWal6 WY -1 No
DWal7 Dead 0.9 Linear Add Yes
DWal7 WX 1 No
DWal8 Dead 0.9 Linear Add Yes
DWal8 WX -1 No
DWal9 Dead 0.9 Linear Add Yes
Page 24 of 114
Loads 3/14/2015
NameLoad
Case/ComboScale Factor
Type Auto
DWal9 WY 1 No
DWal10 Dead 0.9 Linear Add Yes
DWal10 WY -1 No
DWal11 Dead 1.3 Linear Add Yes
DWal11 Live 1 No
DWal11 EQX1 1 No
DWal12 Dead 1.3 Linear Add Yes
DWal12 Live 1 No
DWal12 EQX1 -1 No
DWal13 Dead 1.3 Linear Add Yes
DWal13 Live 1 No
DWal13 EQX2 1 No
DWal14 Dead 1.3 Linear Add Yes
DWal14 Live 1 No
DWal14 EQX2 -1 No
DWal15 Dead 1.3 Linear Add Yes
DWal15 Live 1 No
DWal15 EQY1 1 No
DWal16 Dead 1.3 Linear Add Yes
DWal16 Live 1 No
DWal16 EQY1 -1 No
DWal17 Dead 1.3 Linear Add Yes
DWal17 Live 1 No
DWal17 EQY2 1 No
DWal18 Dead 1.3 Linear Add Yes
DWal18 Live 1 No
DWal18 EQY2 -1 No
DWal19 Dead 0.8 Linear Add Yes
DWal19 EQX1 1 No
DWal20 Dead 0.8 Linear Add Yes
DWal20 EQX1 -1 No
DWal21 Dead 0.8 Linear Add Yes
DWal21 EQX2 1 No
DWal22 Dead 0.8 Linear Add Yes
DWal22 EQX2 -1 No
DWal23 Dead 0.8 Linear Add Yes
DWal23 EQY1 1 No
DWal24 Dead 0.8 Linear Add Yes
DWal24 EQY1 -1 No
DWal25 Dead 0.8 Linear Add Yes
DWal25 EQY2 1 No
DWal26 Dead 0.8 Linear Add Yes
DWal26 EQY2 -1 No
Page 25 of 114
Analysis Results 3/14/2015
4 Analysis Results
This chapter provides analysis results.
4.1 Structure Results
Table 4.1 - Base ReactionsLoad
Case/ComboFXkN
FYkN
FZkN
MXkN-m
MYkN-m
MZkN-m
Xm
Ym
Zm
Dead -1.618E-05 2.128E-05 91572.3821 1405.5066 -14614.8386 -0.0006 0 0 0
Live -2.644E-06 1.093E-06 11592.4899 -316.812 -18.3221 -0.0001 0 0 0
EQX1 -4017.4493 -0.0001 -0.001 0.0004 -51068.7109 5116.5517 0 0 0
EQX2 -4017.4493 0.0002 -0.0008 -0.0008 -51068.7075 -4902.9343 0 0 0
EQY1 -5.344E-06 -4017.4489 -0.0005 51068.6952 -0.0079 -9596.6945 0 0 0
EQY2 -4.684E-06 -4017.4495 -0.0009 51068.6973 -0.0141 8515.454 0 0 0
WX -622.9091 6.291E-06 -0.0002 -2.817E-05 -8125.7549 0.0001 0 0 0
WY -1.445E-06 -1126.028 -0.0002 14688.8613 -0.0032 0.003 0 0 0
Comb1 -1.882E-05 2.237E-05 103164.872 1088.6945 -14633.1607 -0.0007 0 0 0
Comb2 -2.688E-05 3.154E-05 146749.3188 1460.8099 -20490.0894 -0.0011 0 0 0
DCon1 -2.265E-05 2.979E-05 128201.335 1967.7092 -20460.7741 -0.0009 0 0 0
DCon2 -2.364E-05 2.728E-05 128434.8424 1179.7086 -17567.1216 -0.0009 0 0 0
DCon3 -622.9091 3.292E-05 121479.3483 1369.7958 -25681.8833 -0.0008 0 0 0
DCon4 622.9091 2.034E-05 121479.3486 1369.7959 -9430.3735 -0.001 0 0 0
DCon5 -2.35E-05 -1126.028 121479.3483 16058.6572 -17556.1316 0.0021 0 0 0
DCon6 -2.061E-05 1126.0281 121479.3487 -13319.0655 -17556.1252 -0.0038 0 0 0
DCon7 -622.9091 2.544E-05 82415.1438 1264.9559 -21279.1096 -0.0005 0 0 0
DCon8 622.9091 1.286E-05 82415.1441 1264.9559 -5027.5999 -0.0007 0 0 0
DCon9 -1.6E-05 -1126.028 82415.1437 15953.8173 -13153.3579 0.0024 0 0 0
DCon10 -1.311E-05 1126.0281 82415.1441 -13423.9054 -13153.3516 -0.0035 0 0 0
DCon11 -4017.4493 -0.0001 130636.5856 1510.3469 -70086.3232 5116.5508 0 0 0
DCon12 4017.4493 0.0002 130636.5877 1510.3461 32051.0986 -5116.5526 0 0 0
DCon13 -4017.4493 0.0003 130636.5859 1510.3457 -70086.3197 -4902.9352 0 0 0
DCon14 4017.4493 -0.0002 130636.5875 1510.3473 32051.0952 4902.9333 0 0 0
DCon15 -2.902E-05 -4017.4488 130636.5862 52579.0417 -19017.6202 -9596.6954 0 0 0
DCon16 -1.833E-05 4017.4489 130636.5872 -49558.3487 -19017.6044 9596.6936 0 0 0
DCon17 -2.836E-05 -4017.4495 130636.5858 52579.0438 -19017.6263 8515.4531 0 0 0
DCon18 -1.899E-05 4017.4496 130636.5876 -49558.3508 -19017.5982 -8515.455 0 0 0
DCon19 -4017.4493 -0.0001 73257.9047 1124.4057 -62760.5818 5116.5512 0 0 0
DCon20 4017.4493 0.0002 73257.9068 1124.4048 39376.84 -5116.5522 0 0 0
DCon21 -4017.4493 0.0002 73257.9049 1124.4045 -62760.5784 -4902.9348 0 0 0
DCon22 4017.4493 -0.0002 73257.9065 1124.406 39376.8366 4902.9338 0 0 0
DCon23 -1.828E-05 -4017.4488 73257.9052 52193.1004 -11691.8788 -9596.695 0 0 0
DCon24 -7.596E-06 4017.4489 73257.9062 -49944.2899 -11691.863 9596.694 0 0 0
DCon25 -1.762E-05 -4017.4495 73257.9048 52193.1026 -11691.885 8515.4535 0 0 0
DCon26 -8.256E-06 4017.4496 73257.9066 -49944.2921 -11691.8568 -8515.4545 0 0 0
DWal1 -2.265E-05 2.979E-05 128201.335 1967.7092 -20460.7741 -0.0009 0 0 0
DWal2 -2.364E-05 2.728E-05 128434.8424 1179.7086 -17567.1216 -0.0009 0 0 0
DWal3 -622.9091 3.292E-05 121479.3483 1369.7958 -25681.8833 -0.0008 0 0 0
DWal4 622.9091 2.034E-05 121479.3486 1369.7959 -9430.3735 -0.001 0 0 0
DWal5 -2.35E-05 -1126.028 121479.3483 16058.6572 -17556.1316 0.0021 0 0 0
DWal6 -2.061E-05 1126.0281 121479.3487 -13319.0655 -17556.1252 -0.0038 0 0 0
DWal7 -622.9091 2.544E-05 82415.1438 1264.9559 -21279.1096 -0.0005 0 0 0
DWal8 622.9091 1.286E-05 82415.1441 1264.9559 -5027.5999 -0.0007 0 0 0
DWal9 -1.6E-05 -1126.028 82415.1437 15953.8173 -13153.3579 0.0024 0 0 0
DWal10 -1.311E-05 1126.0281 82415.1441 -13423.9054 -13153.3516 -0.0035 0 0 0
DWal11 -4017.4493 -0.0001 130636.5856 1510.3469 -70086.3232 5116.5508 0 0 0
DWal12 4017.4493 0.0002 130636.5877 1510.3461 32051.0986 -5116.5526 0 0 0
Page 26 of 114
Analysis Results 3/14/2015Load
Case/ComboFXkN
FYkN
FZkN
MXkN-m
MYkN-m
MZkN-m
Xm
Ym
Zm
DWal13 -4017.4493 0.0003 130636.5859 1510.3457 -70086.3197 -4902.9352 0 0 0
DWal14 4017.4493 -0.0002 130636.5875 1510.3473 32051.0952 4902.9333 0 0 0
DWal15 -2.902E-05 -4017.4488 130636.5862 52579.0417 -19017.6202 -9596.6954 0 0 0
DWal16 -1.833E-05 4017.4489 130636.5872 -49558.3487 -19017.6044 9596.6936 0 0 0
DWal17 -2.836E-05 -4017.4495 130636.5858 52579.0438 -19017.6263 8515.4531 0 0 0
DWal18 -1.899E-05 4017.4496 130636.5876 -49558.3508 -19017.5982 -8515.455 0 0 0
DWal19 -4017.4493 -0.0001 73257.9047 1124.4057 -62760.5818 5116.5512 0 0 0
DWal20 4017.4493 0.0002 73257.9068 1124.4048 39376.84 -5116.5522 0 0 0
DWal21 -4017.4493 0.0002 73257.9049 1124.4045 -62760.5784 -4902.9348 0 0 0
DWal22 4017.4493 -0.0002 73257.9065 1124.406 39376.8366 4902.9338 0 0 0
DWal23 -1.828E-05 -4017.4488 73257.9052 52193.1004 -11691.8788 -9596.695 0 0 0
DWal24 -7.596E-06 4017.4489 73257.9062 -49944.2899 -11691.863 9596.694 0 0 0
DWal25 -1.762E-05 -4017.4495 73257.9048 52193.1026 -11691.885 8515.4535 0 0 0
DWal26 -8.256E-06 4017.4496 73257.9066 -49944.2921 -11691.8568 -8515.4545 0 0 0
Page 27 of 114
Analysis Results 3/14/2015
Fig.4.1 Base Reactions for COMB1- kN
Page 28 of 114
Analysis Results 3/14/2015
4.2 Story Results
Table 4.2 - Story Max/Avg Displacements
StoryLoad
Case/ComboDirection
Maximummm
Averagemm
Ratio
Story7 Dead Y 0 0
Story6 Dead Y 0 0
TANKSLAB Dead Y 0 0
Story5 Dead Y 0.2 0.1 1.349221
Story4 Dead Y 0.2 0.1 1.386999
Story3 Dead Y 0.1 0.1 1.438876
Story2 Dead Y 0.1 0.0483 1.505115
Story1 Dead Y 0.01738 0.01003 1.733535
Base Dead Y 0 0
Story7 Live Y 0 0
Story6 Live Y 0 0
TANKSLAB Live Y 0 0
Story5 Live Y 0.02432 0.02039 1.192582
Story4 Live Y 0.01984 0.01599 1.240943
Story3 Live Y 0.01483 0.01138 1.303201
Story2 Live Y 0.009142 0.006617 1.381676
Story1 Live Y 0.002043 0.001267 1.612218
Base Live Y 0 0
Story7 EQX1 Y 0 0
Story6 EQX1 Y 0 0
TANKSLAB EQX1 Y 0 0
Story5 EQX1 X 0.5 0.5 1.104073
Story4 EQX1 X 0.5 0.4 1.101759
Story3 EQX1 X 0.3 0.3 1.099958
Story2 EQX1 X 0.2 0.2 1.096756
Story1 EQX1 X 0.1 0.1 1.088057
Base EQX1 Y 0 0
Story7 EQX2 Y 0 0
Story6 EQX2 Y 0 0
TANKSLAB EQX2 Y 0 0
Story5 EQX2 X 0.6 0.5 1.127965
Story4 EQX2 X 0.5 0.4 1.129009
Story3 EQX2 X 0.4 0.3 1.129853
Story2 EQX2 X 0.2 0.2 1.131928
Story1 EQX2 X 0.1 0.1 1.137852
Base EQX2 Y 0 0
Story7 EQY1 Y 0 0
Story6 EQY1 Y 0 0
TANKSLAB EQY1 Y 0 0
Story5 EQY1 Y 0.7 0.5 1.355682
Story4 EQY1 Y 0.6 0.4 1.363519
Story3 EQY1 Y 0.4 0.3 1.367213
Story2 EQY1 Y 0.2 0.2 1.367921
Story1 EQY1 Y 0.1 0.1 1.3586
Base EQY1 Y 0 0
Story7 EQY2 Y 0 0
Story6 EQY2 Y 0 0
TANKSLAB EQY2 Y 0 0
Story5 EQY2 Y 0.7 0.5 1.404095
Story4 EQY2 Y 0.6 0.4 1.411875
Story3 EQY2 Y 0.4 0.3 1.427591
Story2 EQY2 Y 0.3 0.2 1.458517
Story1 EQY2 Y 0.1 0.1 1.566507
Page 29 of 114
Analysis Results 3/14/2015Story
Load Case/Combo
DirectionMaximum
mmAverage
mmRatio
Base EQY2 Y 0 0
Story7 WX Y 0 0
Story6 WX Y 0 0
TANKSLAB WX Y 0 0
Story5 WX X 0.1 0.1 1.014131
Story4 WX X 0.1 0.1 1.015971
Story3 WX X 0.04942 0.04857 1.01742
Story2 WX X 0.03131 0.03069 1.020146
Story1 WX X 0.01332 0.01296 1.027451
Base WX Y 0 0
Story7 WY Y 0 0
Story6 WY Y 0 0
TANKSLAB WY Y 0 0
Story5 WY Y 0.2 0.1 1.060023
Story4 WY Y 0.1 0.1 1.057527
Story3 WY Y 0.1 0.1 1.062289
Story2 WY Y 0.1 0.1 1.077159
Story1 WY Y 0.02175 0.01908 1.140068
Base WY Y 0 0
Story7 Comb1 Y 0 0
Story6 Comb1 Y 0 0
TANKSLAB Comb1 Y 0 0
Story5 Comb1 Y 0.2 0.2 1.329879
Story4 Comb1 Y 0.2 0.1 1.368993
Story3 Comb1 Y 0.1 0.1 1.422272
Story2 Comb1 Y 0.1 0.1 1.490243
Story1 Comb1 Y 0.01942 0.01129 1.719923
Base Comb1 Y 0 0
Story7 Comb2 Y 0 0
Story6 Comb2 Y 0 0
TANKSLAB Comb2 Y 0 0
Story5 Comb2 Y 0.3 0.2 1.327499
Story4 Comb2 Y 0.3 0.2 1.366777
Story3 Comb2 Y 0.2 0.1 1.420226
Story2 Comb2 Y 0.1 0.1 1.488406
Story1 Comb2 Y 0.0276 0.01606 1.718224
Base Comb2 Y 0 0
Story7 DCon1 Y 0 0
Story6 DCon1 Y 0 0
TANKSLAB DCon1 Y 0 0
Story5 DCon1 Y 0.3 0.2 1.349221
Story4 DCon1 Y 0.2 0.2 1.386999
Story3 DCon1 Y 0.2 0.1 1.438876
Story2 DCon1 Y 0.1 0.1 1.505115
Story1 DCon1 Y 0.02433 0.01404 1.733535
Base DCon1 Y 0 0
Story7 DCon2 Y 0 0
Story6 DCon2 Y 0 0
TANKSLAB DCon2 Y 0 0
Story5 DCon2 Y 0.3 0.2 1.324452
Story4 DCon2 Y 0.2 0.2 1.363939
Story3 DCon2 Y 0.2 0.1 1.417605
Story2 DCon2 Y 0.1 0.1 1.486052
Story1 DCon2 Y 0.02413 0.01406 1.716041
Base DCon2 Y 0 0
Story7 DCon3 Y 0 0
Story6 DCon3 Y 0 0
TANKSLAB DCon3 Y 0 0
Page 30 of 114
Analysis Results 3/14/2015Story
Load Case/Combo
DirectionMaximum
mmAverage
mmRatio
Story5 DCon3 Y 0.3 0.2 1.339553
Story4 DCon3 Y 0.2 0.2 1.380551
Story3 DCon3 Y 0.2 0.1 1.435442
Story2 DCon3 Y 0.1 0.1 1.506647
Story1 DCon3 Y 0.0237 0.01345 1.76276
Base DCon3 Y 0 0
Story7 DCon4 Y 0 0
Story6 DCon4 Y 0 0
TANKSLAB DCon4 Y 0 0
Story5 DCon4 Y 0.3 0.2 1.325822
Story4 DCon4 Y 0.2 0.2 1.362634
Story3 DCon4 Y 0.2 0.1 1.413884
Story2 DCon4 Y 0.1 0.1 1.478094
Story1 DCon4 X 0.01814 0.01328 1.365406
Base DCon4 Y 0 0
Story7 DCon5 Y 0 0
Story6 DCon5 Y 0 0
TANKSLAB DCon5 Y 0 0
Story5 DCon5 X 0.1 0.1 1.398617
Story4 DCon5 X 0.1 0.04969 1.544883
Story3 DCon5 X 0.04818 0.02588 1.862197
Story2 DCon5 Y 0.04107 0.01323 3.104988
Story1 DCon5 Y 0.01271 0.005777 2.199569
Base DCon5 Y 0 0
Story7 DCon6 Y 0 0
Story6 DCon6 Y 0 0
TANKSLAB DCon6 Y 0 0
Story5 DCon6 Y 0.4 0.3 1.215965
Story4 DCon6 Y 0.3 0.3 1.235048
Story3 DCon6 Y 0.2 0.2 1.266089
Story2 DCon6 Y 0.2 0.1 1.308504
Story1 DCon6 Y 0.04465 0.03237 1.379106
Base DCon6 Y 0 0
Story7 DCon7 Y 0 0
Story6 DCon7 Y 0 0
TANKSLAB DCon7 Y 0 0
Story5 DCon7 Y 0.2 0.1 1.359011
Story4 DCon7 Y 0.1 0.1 1.399933
Story3 DCon7 Y 0.1 0.1 1.454552
Story2 DCon7 Y 0.1 0.04392 1.525981
Story1 DCon7 X 0.0168 0.01285 1.307123
Base DCon7 Y 0 0
Story7 DCon8 Y 0 0
Story6 DCon8 Y 0 0
TANKSLAB DCon8 Y 0 0
Story5 DCon8 Y 0.2 0.1 1.339099
Story4 DCon8 Y 0.1 0.1 1.373685
Story3 DCon8 Y 0.1 0.1 1.422811
Story2 DCon8 Y 0.1 0.04303 1.48382
Story1 DCon8 X 0.01631 0.01307 1.247521
Base DCon8 Y 0 0
Story7 DCon9 Y 0 0
Story6 DCon9 Y 0 0
TANKSLAB DCon9 Y 0 0
Story5 DCon9 X 0.1 0.1 1.382989
Story4 DCon9 X 0.1 0.03381 1.527048
Story3 DCon9 X 0.03203 0.01742 1.838675
Story2 DCon9 Y 0.02588 0.007881 3.283475
Page 31 of 114
Analysis Results 3/14/2015Story
Load Case/Combo
DirectionMaximum
mmAverage
mmRatio
Story1 DCon9 Y 0.014 0.01005 1.392708
Base DCon9 Y 0 0
Story7 DCon10 Y 0 0
Story6 DCon10 Y 0 0
TANKSLAB DCon10 Y 0 0
Story5 DCon10 Y 0.3 0.3 1.196702
Story4 DCon10 Y 0.3 0.2 1.211021
Story3 DCon10 Y 0.2 0.2 1.236744
Story2 DCon10 Y 0.1 0.1 1.273353
Story1 DCon10 Y 0.03739 0.0281 1.330653
Base DCon10 Y 0 0
Story7 DCon11 Y 0 0
Story6 DCon11 Y 0 0
TANKSLAB DCon11 Y 0 0
Story5 DCon11 X 0.4 0.4 1.0321
Story4 DCon11 X 0.4 0.4 1.024635
Story3 DCon11 X 0.3 0.3 1.014177
Story2 DCon11 X 0.2 0.2 1.002611
Story1 DCon11 X 0.1 0.1 1.020723
Base DCon11 Y 0 0
Story7 DCon12 Y 0 0
Story6 DCon12 Y 0 0
TANKSLAB DCon12 Y 0 0
Story5 DCon12 X 0.7 0.6 1.15638
Story4 DCon12 X 0.5 0.5 1.162119
Story3 DCon12 X 0.4 0.3 1.172599
Story2 DCon12 X 0.2 0.2 1.182809
Story1 DCon12 X 0.1 0.1 1.154854
Base DCon12 Y 0 0
Story7 DCon13 Y 0 0
Story6 DCon13 Y 0 0
TANKSLAB DCon13 Y 0 0
Story5 DCon13 X 0.5 0.4 1.243199
Story4 DCon13 X 0.5 0.4 1.237796
Story3 DCon13 X 0.4 0.3 1.235994
Story2 DCon13 X 0.2 0.2 1.236316
Story1 DCon13 X 0.1 0.1 1.205717
Base DCon13 Y 0 0
Story7 DCon14 Y 0 0
Story6 DCon14 Y 0 0
TANKSLAB DCon14 Y 0 0
Story5 DCon14 X 0.6 0.6 1.044146
Story4 DCon14 X 0.5 0.5 1.043804
Story3 DCon14 X 0.4 0.3 1.039916
Story2 DCon14 X 0.2 0.2 1.036473
Story1 DCon14 X 0.1 0.1 1.070525
Base DCon14 Y 0 0
Story7 DCon15 Y 0 0
Story6 DCon15 Y 0 0
TANKSLAB DCon15 Y 0 0
Story5 DCon15 Y 0.5 0.3 1.854688
Story4 DCon15 Y 0.5 0.2 1.856922
Story3 DCon15 Y 0.3 0.2 1.879525
Story2 DCon15 Y 0.2 0.1 1.905006
Story1 DCon15 Y 0.1 0.1 1.653242
Base DCon15 Y 0 0
Story7 DCon16 Y 0 0
Story6 DCon16 Y 0 0
Page 32 of 114
Analysis Results 3/14/2015Story
Load Case/Combo
DirectionMaximum
mmAverage
mmRatio
TANKSLAB DCon16 Y 0 0
Story5 DCon16 Y 0.8 0.7 1.151778
Story4 DCon16 Y 0.7 0.6 1.152689
Story3 DCon16 Y 0.5 0.4 1.143708
Story2 DCon16 Y 0.3 0.3 1.128918
Story1 DCon16 Y 0.1 0.1 1.167886
Base DCon16 Y 0 0
Story7 DCon17 Y 0 0
Story6 DCon17 Y 0 0
TANKSLAB DCon17 Y 0 0
Story5 DCon17 Y 0.4 0.3 1.453939
Story4 DCon17 Y 0.4 0.2 1.437619
Story3 DCon17 Y 0.3 0.2 1.428769
Story2 DCon17 Y 0.2 0.1 1.437308
Story1 DCon17 Y 0.1 0.1 1.525362
Base DCon17 Y 0 0
Story7 DCon18 Y 0 0
Story6 DCon18 Y 0 0
TANKSLAB DCon18 Y 0 0
Story5 DCon18 Y 1 0.7 1.3835
Story4 DCon18 Y 0.8 0.6 1.400758
Story3 DCon18 Y 0.6 0.4 1.427072
Story2 DCon18 Y 0.4 0.3 1.468081
Story1 DCon18 Y 0.1 0.1 1.59346
Base DCon18 Y 0 0
Story7 DCon19 Y 0 0
Story6 DCon19 Y 0 0
TANKSLAB DCon19 Y 0 0
Story5 DCon19 X 0.5 0.4 1.065021
Story4 DCon19 X 0.4 0.4 1.05954
Story3 DCon19 X 0.3 0.3 1.052482
Story2 DCon19 X 0.2 0.2 1.044055
Story1 DCon19 X 0.1 0.1 1.049742
Base DCon19 Y 0 0
Story7 DCon20 Y 0 0
Story6 DCon20 Y 0 0
TANKSLAB DCon20 Y 0 0
Story5 DCon20 X 0.6 0.5 1.136839
Story4 DCon20 X 0.5 0.4 1.138688
Story3 DCon20 X 0.4 0.3 1.143373
Story2 DCon20 X 0.2 0.2 1.147052
Story1 DCon20 X 0.1 0.1 1.126283
Base DCon20 Y 0 0
Story7 DCon21 Y 0 0
Story6 DCon21 Y 0 0
TANKSLAB DCon21 Y 0 0
Story5 DCon21 X 0.5 0.4 1.1891
Story4 DCon21 X 0.5 0.4 1.187561
Story3 DCon21 X 0.4 0.3 1.187852
Story2 DCon21 X 0.2 0.2 1.189821
Story1 DCon21 X 0.1 0.1 1.17622
Base DCon21 Y 0 0
Story7 DCon22 Y 0 0
Story6 DCon22 Y 0 0
TANKSLAB DCon22 Y 0 0
Story5 DCon22 X 0.6 0.5 1.076647
Story4 DCon22 X 0.5 0.4 1.077772
Story3 DCon22 X 0.4 0.3 1.076797
Page 33 of 114
Analysis Results 3/14/2015Story
Load Case/Combo
DirectionMaximum
mmAverage
mmRatio
Story2 DCon22 X 0.2 0.2 1.076666
Story1 DCon22 X 0.1 0.1 1.099573
Base DCon22 Y 0 0
Story7 DCon23 Y 0 0
Story6 DCon23 Y 0 0
TANKSLAB DCon23 Y 0 0
Story5 DCon23 Y 0.6 0.4 1.569934
Story4 DCon23 Y 0.5 0.3 1.578696
Story3 DCon23 Y 0.4 0.2 1.592112
Story2 DCon23 Y 0.2 0.1 1.605375
Story1 DCon23 Y 0.1 0.1 1.507661
Base DCon23 Y 0 0
Story7 DCon24 Y 0 0
Story6 DCon24 Y 0 0
TANKSLAB DCon24 Y 0 0
Story5 DCon24 Y 0.7 0.6 1.222432
Story4 DCon24 Y 0.6 0.5 1.22676
Story3 DCon24 Y 0.4 0.4 1.222862
Story2 DCon24 Y 0.3 0.2 1.214126
Story1 DCon24 Y 0.1 0.1 1.241504
Base DCon24 Y 0 0
Story7 DCon25 Y 0 0
Story6 DCon25 Y 0 0
TANKSLAB DCon25 Y 0 0
Story5 DCon25 Y 0.5 0.4 1.420537
Story4 DCon25 Y 0.5 0.3 1.418906
Story3 DCon25 Y 0.3 0.2 1.424491
Story2 DCon25 Y 0.2 0.1 1.446078
Story1 DCon25 Y 0.1 0.1 1.544399
Base DCon25 Y 0 0
Story7 DCon26 Y 0 0
Story6 DCon26 Y 0 0
TANKSLAB DCon26 Y 0 0
Story5 DCon26 Y 0.9 0.6 1.393813
Story4 DCon26 Y 0.7 0.5 1.407383
Story3 DCon26 Y 0.5 0.4 1.429592
Story2 DCon26 Y 0.3 0.2 1.466627
Story1 DCon26 Y 0.1 0.1 1.583987
Base DCon26 Y 0 0
Story7 DWal1 Y 0 0
Story6 DWal1 Y 0 0
TANKSLAB DWal1 Y 0 0
Story5 DWal1 Y 0.3 0.2 1.349221
Story4 DWal1 Y 0.2 0.2 1.386999
Story3 DWal1 Y 0.2 0.1 1.438876
Story2 DWal1 Y 0.1 0.1 1.505115
Story1 DWal1 Y 0.02433 0.01404 1.733535
Base DWal1 Y 0 0
Story7 DWal2 Y 0 0
Story6 DWal2 Y 0 0
TANKSLAB DWal2 Y 0 0
Story5 DWal2 Y 0.3 0.2 1.324452
Story4 DWal2 Y 0.2 0.2 1.363939
Story3 DWal2 Y 0.2 0.1 1.417605
Story2 DWal2 Y 0.1 0.1 1.486052
Story1 DWal2 Y 0.02413 0.01406 1.716041
Base DWal2 Y 0 0
Story7 DWal3 Y 0 0
Page 34 of 114
Analysis Results 3/14/2015Story
Load Case/Combo
DirectionMaximum
mmAverage
mmRatio
Story6 DWal3 Y 0 0
TANKSLAB DWal3 Y 0 0
Story5 DWal3 Y 0.3 0.2 1.339553
Story4 DWal3 Y 0.2 0.2 1.380551
Story3 DWal3 Y 0.2 0.1 1.435442
Story2 DWal3 Y 0.1 0.1 1.506647
Story1 DWal3 Y 0.0237 0.01345 1.76276
Base DWal3 Y 0 0
Story7 DWal4 Y 0 0
Story6 DWal4 Y 0 0
TANKSLAB DWal4 Y 0 0
Story5 DWal4 Y 0.3 0.2 1.325822
Story4 DWal4 Y 0.2 0.2 1.362634
Story3 DWal4 Y 0.2 0.1 1.413884
Story2 DWal4 Y 0.1 0.1 1.478094
Story1 DWal4 X 0.01814 0.01328 1.365406
Base DWal4 Y 0 0
Story7 DWal5 Y 0 0
Story6 DWal5 Y 0 0
TANKSLAB DWal5 Y 0 0
Story5 DWal5 X 0.1 0.1 1.398617
Story4 DWal5 X 0.1 0.04969 1.544883
Story3 DWal5 X 0.04818 0.02588 1.862197
Story2 DWal5 Y 0.04107 0.01323 3.104988
Story1 DWal5 Y 0.01271 0.005777 2.199569
Base DWal5 Y 0 0
Story7 DWal6 Y 0 0
Story6 DWal6 Y 0 0
TANKSLAB DWal6 Y 0 0
Story5 DWal6 Y 0.4 0.3 1.215965
Story4 DWal6 Y 0.3 0.3 1.235048
Story3 DWal6 Y 0.2 0.2 1.266089
Story2 DWal6 Y 0.2 0.1 1.308504
Story1 DWal6 Y 0.04465 0.03237 1.379106
Base DWal6 Y 0 0
Story7 DWal7 Y 0 0
Story6 DWal7 Y 0 0
TANKSLAB DWal7 Y 0 0
Story5 DWal7 Y 0.2 0.1 1.359011
Story4 DWal7 Y 0.1 0.1 1.399933
Story3 DWal7 Y 0.1 0.1 1.454552
Story2 DWal7 Y 0.1 0.04392 1.525981
Story1 DWal7 X 0.0168 0.01285 1.307123
Base DWal7 Y 0 0
Story7 DWal8 Y 0 0
Story6 DWal8 Y 0 0
TANKSLAB DWal8 Y 0 0
Story5 DWal8 Y 0.2 0.1 1.339099
Story4 DWal8 Y 0.1 0.1 1.373685
Story3 DWal8 Y 0.1 0.1 1.422811
Story2 DWal8 Y 0.1 0.04303 1.48382
Story1 DWal8 X 0.01631 0.01307 1.247521
Base DWal8 Y 0 0
Story7 DWal9 Y 0 0
Story6 DWal9 Y 0 0
TANKSLAB DWal9 Y 0 0
Story5 DWal9 X 0.1 0.1 1.382989
Story4 DWal9 X 0.1 0.03381 1.527048
Page 35 of 114
Analysis Results 3/14/2015Story
Load Case/Combo
DirectionMaximum
mmAverage
mmRatio
Story3 DWal9 X 0.03203 0.01742 1.838675
Story2 DWal9 Y 0.02588 0.007881 3.283475
Story1 DWal9 Y 0.014 0.01005 1.392708
Base DWal9 Y 0 0
Story7 DWal10 Y 0 0
Story6 DWal10 Y 0 0
TANKSLAB DWal10 Y 0 0
Story5 DWal10 Y 0.3 0.3 1.196702
Story4 DWal10 Y 0.3 0.2 1.211021
Story3 DWal10 Y 0.2 0.2 1.236744
Story2 DWal10 Y 0.1 0.1 1.273353
Story1 DWal10 Y 0.03739 0.0281 1.330653
Base DWal10 Y 0 0
Story7 DWal11 Y 0 0
Story6 DWal11 Y 0 0
TANKSLAB DWal11 Y 0 0
Story5 DWal11 X 0.4 0.4 1.0321
Story4 DWal11 X 0.4 0.4 1.024635
Story3 DWal11 X 0.3 0.3 1.014177
Story2 DWal11 X 0.2 0.2 1.002611
Story1 DWal11 X 0.1 0.1 1.020723
Base DWal11 Y 0 0
Story7 DWal12 Y 0 0
Story6 DWal12 Y 0 0
TANKSLAB DWal12 Y 0 0
Story5 DWal12 X 0.7 0.6 1.15638
Story4 DWal12 X 0.5 0.5 1.162119
Story3 DWal12 X 0.4 0.3 1.172599
Story2 DWal12 X 0.2 0.2 1.182809
Story1 DWal12 X 0.1 0.1 1.154854
Base DWal12 Y 0 0
Story7 DWal13 Y 0 0
Story6 DWal13 Y 0 0
TANKSLAB DWal13 Y 0 0
Story5 DWal13 X 0.5 0.4 1.243199
Story4 DWal13 X 0.5 0.4 1.237796
Story3 DWal13 X 0.4 0.3 1.235994
Story2 DWal13 X 0.2 0.2 1.236316
Story1 DWal13 X 0.1 0.1 1.205717
Base DWal13 Y 0 0
Story7 DWal14 Y 0 0
Story6 DWal14 Y 0 0
TANKSLAB DWal14 Y 0 0
Story5 DWal14 X 0.6 0.6 1.044146
Story4 DWal14 X 0.5 0.5 1.043804
Story3 DWal14 X 0.4 0.3 1.039916
Story2 DWal14 X 0.2 0.2 1.036473
Story1 DWal14 X 0.1 0.1 1.070525
Base DWal14 Y 0 0
Story7 DWal15 Y 0 0
Story6 DWal15 Y 0 0
TANKSLAB DWal15 Y 0 0
Story5 DWal15 Y 0.5 0.3 1.854688
Story4 DWal15 Y 0.5 0.2 1.856922
Story3 DWal15 Y 0.3 0.2 1.879525
Story2 DWal15 Y 0.2 0.1 1.905006
Story1 DWal15 Y 0.1 0.1 1.653242
Base DWal15 Y 0 0
Page 36 of 114
Analysis Results 3/14/2015Story
Load Case/Combo
DirectionMaximum
mmAverage
mmRatio
Story7 DWal16 Y 0 0
Story6 DWal16 Y 0 0
TANKSLAB DWal16 Y 0 0
Story5 DWal16 Y 0.8 0.7 1.151778
Story4 DWal16 Y 0.7 0.6 1.152689
Story3 DWal16 Y 0.5 0.4 1.143708
Story2 DWal16 Y 0.3 0.3 1.128918
Story1 DWal16 Y 0.1 0.1 1.167886
Base DWal16 Y 0 0
Story7 DWal17 Y 0 0
Story6 DWal17 Y 0 0
TANKSLAB DWal17 Y 0 0
Story5 DWal17 Y 0.4 0.3 1.453939
Story4 DWal17 Y 0.4 0.2 1.437619
Story3 DWal17 Y 0.3 0.2 1.428769
Story2 DWal17 Y 0.2 0.1 1.437308
Story1 DWal17 Y 0.1 0.1 1.525362
Base DWal17 Y 0 0
Story7 DWal18 Y 0 0
Story6 DWal18 Y 0 0
TANKSLAB DWal18 Y 0 0
Story5 DWal18 Y 1 0.7 1.3835
Story4 DWal18 Y 0.8 0.6 1.400758
Story3 DWal18 Y 0.6 0.4 1.427072
Story2 DWal18 Y 0.4 0.3 1.468081
Story1 DWal18 Y 0.1 0.1 1.59346
Base DWal18 Y 0 0
Story7 DWal19 Y 0 0
Story6 DWal19 Y 0 0
TANKSLAB DWal19 Y 0 0
Story5 DWal19 X 0.5 0.4 1.065021
Story4 DWal19 X 0.4 0.4 1.05954
Story3 DWal19 X 0.3 0.3 1.052482
Story2 DWal19 X 0.2 0.2 1.044055
Story1 DWal19 X 0.1 0.1 1.049742
Base DWal19 Y 0 0
Story7 DWal20 Y 0 0
Story6 DWal20 Y 0 0
TANKSLAB DWal20 Y 0 0
Story5 DWal20 X 0.6 0.5 1.136839
Story4 DWal20 X 0.5 0.4 1.138688
Story3 DWal20 X 0.4 0.3 1.143373
Story2 DWal20 X 0.2 0.2 1.147052
Story1 DWal20 X 0.1 0.1 1.126283
Base DWal20 Y 0 0
Story7 DWal21 Y 0 0
Story6 DWal21 Y 0 0
TANKSLAB DWal21 Y 0 0
Story5 DWal21 X 0.5 0.4 1.1891
Story4 DWal21 X 0.5 0.4 1.187561
Story3 DWal21 X 0.4 0.3 1.187852
Story2 DWal21 X 0.2 0.2 1.189821
Story1 DWal21 X 0.1 0.1 1.17622
Base DWal21 Y 0 0
Story7 DWal22 Y 0 0
Story6 DWal22 Y 0 0
TANKSLAB DWal22 Y 0 0
Story5 DWal22 X 0.6 0.5 1.076647
Page 37 of 114
Analysis Results 3/14/2015Story
Load Case/Combo
DirectionMaximum
mmAverage
mmRatio
Story4 DWal22 X 0.5 0.4 1.077772
Story3 DWal22 X 0.4 0.3 1.076797
Story2 DWal22 X 0.2 0.2 1.076666
Story1 DWal22 X 0.1 0.1 1.099573
Base DWal22 Y 0 0
Story7 DWal23 Y 0 0
Story6 DWal23 Y 0 0
TANKSLAB DWal23 Y 0 0
Story5 DWal23 Y 0.6 0.4 1.569934
Story4 DWal23 Y 0.5 0.3 1.578696
Story3 DWal23 Y 0.4 0.2 1.592112
Story2 DWal23 Y 0.2 0.1 1.605375
Story1 DWal23 Y 0.1 0.1 1.507661
Base DWal23 Y 0 0
Story7 DWal24 Y 0 0
Story6 DWal24 Y 0 0
TANKSLAB DWal24 Y 0 0
Story5 DWal24 Y 0.7 0.6 1.222432
Story4 DWal24 Y 0.6 0.5 1.22676
Story3 DWal24 Y 0.4 0.4 1.222862
Story2 DWal24 Y 0.3 0.2 1.214126
Story1 DWal24 Y 0.1 0.1 1.241504
Base DWal24 Y 0 0
Story7 DWal25 Y 0 0
Story6 DWal25 Y 0 0
TANKSLAB DWal25 Y 0 0
Story5 DWal25 Y 0.5 0.4 1.420537
Story4 DWal25 Y 0.5 0.3 1.418906
Story3 DWal25 Y 0.3 0.2 1.424491
Story2 DWal25 Y 0.2 0.1 1.446078
Story1 DWal25 Y 0.1 0.1 1.544399
Base DWal25 Y 0 0
Story7 DWal26 Y 0 0
Story6 DWal26 Y 0 0
TANKSLAB DWal26 Y 0 0
Story5 DWal26 Y 0.9 0.6 1.393813
Story4 DWal26 Y 0.7 0.5 1.407383
Story3 DWal26 Y 0.5 0.4 1.429592
Story2 DWal26 Y 0.3 0.2 1.466627
Story1 DWal26 Y 0.1 0.1 1.583987
Base DWal26 Y 0 0
Page 38 of 114
Analysis Results 3/14/2015
Fig.4.2 Story Displacement for COMB1- mm
Page 39 of 114
Analysis Results 3/14/2015
5. ETABS Analysis and Design
5.1 Frame Analysis Results
Fig.5.1.1 Moment diagram (M22) for COMB2- kN.m
Page 40 of 114
Analysis Results 3/14/2015
Fig. 5.1.2 Moment diagram (M33) for COMB2- kN.m
Page 41 of 114
Analysis Results 3/14/2015
Fig. 5.1.3 Shear Force diagram (V22) for COMB2- kN
Page 42 of 114
Analysis Results 3/14/2015
Fig. 5.1.4 Shear Force diagram (V33) for COMB2- kN
Page 43 of 114
Analysis Results 3/14/2015
Fig. 5.1.5 Axial Force diagram for COMB2-kN
Page 44 of 114
Analysis Results 3/14/2015
Fig. 5.1.6 Moment diagram (M22) for DCON13 - kN.m
Page 45 of 114
Analysis Results 3/14/2015
Fig. 5.1.7 Moment diagram (M33) for DCON13 - kN.
Page 46 of 114
Analysis Results 3/14/2015
Fig. 5.1.8 Shear Force diagram (V22) for DCON13 - kN.m
Page 47 of 114
Analysis Results 3/14/2015
Fig. 5.1.9 Shear Force diagram (V33) for DCON13 - kN.m
Page 48 of 114
Analysis Results 3/14/2015
5.2 Frame Design
Fig. 5.2 Longitudinal Reinforcement (ACI 318-11) – mm
Page 49 of 114
Analysis Results 3/14/2015
5.3 ETABS Shear Wall
The analysis and design of walls along grid line G5, G10 and elevator core are presented below.
5.3.1 Shear Wall Analysis and Design
Wall along grid line G5
Fig.5.3.1 Pier W3-A and Spandrel S2 for shear wall along Grid line 5
Page 50 of 114
Analysis Results 3/14/2015
Fig. 5.3.2 Resultant Mmax Diagram (DWAl26) - kN.m/m for W3-A
Page 51 of 114
Analysis Results 3/14/2015
Fig. 5.3.3 Resultant Vmax Diagram (DWAl26) - kN/m for W3-A
Page 52 of 114
Analysis Results 3/14/2015
Fig. 5.3.4 Pier Longitudinal Reinforcement (ACI 318-11) – mm2 for W3-A
Page 53 of 114
Analysis Results 3/14/2015
Fig. 5.3.5 Pier Shear Reinforcement (ACI 318-11) – mm2 for W3-A
Page 54 of 114
Analysis Results 3/14/2015
Fig. 5.3.6 Spandrel Longitudinal Reinforcement (ACI 318-11) – mm2 for W3-
Page 55 of 114
Analysis Results 3/14/2015
Fig. 5.3.7 Spandrel Shear Reinforcement (ACI 318-11) – mm2 for W3-A
Page 56 of 114
Analysis Results 3/14/2015
Shear Wall Design Detail
Pier Design
Pier Details
Story ID Pier ID Centroid X (mm) Centroid Y (mm) Length (mm) Thickness (mm) LLRF
Story1 W3-A -19308.3 4175 4800 150 0.578
Material Properties
Ec (MPa) f'c (MPa) Lt.Wt Factor (Unitless) fy (MPa) fys (MPa)
34000 35 1 413.69 413.69
Design Code Parameters
ΦT ΦC Φv Φv (Seismic) IPMAX IPMIN PMAX
0.9 0.65 0.75 0.6 0.04 0.0025 0.8
Pier Leg Location, Length and Thickness
Station Location
ID Left X1
mmLeft Y1
mmRight X2
mmRight Y2
mmLength
mmThickness
mm
Top Leg 1 -16150 4175 -15950 4175 200 150
Top Leg 2 -21750 4175 -17150 4175 4600 150
Bottom Leg 1 -16150 4175 -15950 4175 200 150
Bottom Leg 2 -21750 4175 -17150 4175 4600 150
Flexural Design for Pu, Mu2 and Mu3
Station Location
Required Rebar Area (mm²)
Required Reinf Ratio
Current Reinf Ratio
Flexural Combo
Pu
kNMu2
kN-mMu3
kN-mPier Ag
mm²
Top 1800 0.0025 0.0017 DWal26 989.5571 1.8143 -280.7579 720000
Bottom 1800 0.0025 0.0017 DWal26 1125.6535 -2.5071 -55.8477 720000
Shear Design
Station Location
ID Rebar mm²/m
Shear Combo Pu
kNMu
kN-mVu
kNΦVc
kNΦVn
kN
Top Leg 1 375 DWal14 26.7548 4.87 9.4954 12.2147 30.8308
Top Leg 2 375 DWal11 1805.5718 -148.2694 97.2925 610.1198 1038.289
Bottom Leg 1 375 DWal11 106.5372 2.3312 2.2352 10.3613 28.9773
Bottom Leg 2 375 DWal12 2305.1514 -433.4861 138.2906 610.1198 1038.289
Boundary Element Check
Station Location
ID Edge
Length (mm)Governing
ComboPu
kNMu
kN-mStress Comp
MPaStress Limit
MPaC Depth
mmC Limit
mm
Top–Left Leg 1 0 DWal11 10.072 -0.1428 0.48 7 Not Required Not Required
Top–Right Leg 1 0 DWal11 28.3351 3.7587 4.7 7 Not Required Not Required
Top–Left Leg 2 0 DWal14 2081.4826 -374.4784 3.72 7 Not Required Not Required
Top–Right Leg 2 0 DWal14 0 0 0 0 Not Needed Not Needed
Bottom–Left Leg 1 0 Comb1 0 0 0 0 Not Needed Not Needed
Botttom–Right Leg 1 0 Comb1 106.5372 2.3312 5.88 7 Not Required Not Required
Bottom–Left Leg 2 0 DWal14 2322.7277 -399.1122 4.12 7 Not Required Not Required
Botttom–Right Leg 2 0 DWal14 2266.7086 69.3501 3.42 7 Not Required Not Required
Page 57 of 114
Analysis Results 3/14/2015Spandrel Design
Spandrel Details
Story ID Spandrel ID Centroid X (mm) Centroid Y (mm) Depth (mm) Width (mm) LLRF
Story1 S2 -17150 4175 1200 150 1
Material Properties
Ec (MPa) f'c (MPa) Lt.Wt Factor (Unitless) fy (MPa) fys (MPa)
34000 35 1 413.69 413.69
Design Code Parameters
ΦT ΦC ΦV ΦV (Seismic)
0.9 0.65 0.75 0.6
Spandrel Flexural Design—Top Reinforcement
Station Location
Reinf Area mm²
Reinf Percentage
Reinf Combo
Moment, Mu
kN-m
Left 163 0.09 DWal14 -48.986
Right 33 0.02 DWal21 -10.0393
Spandrel Flexural Design—Bottom Reinforcement
Station Location
Reinf Area mm²
Reinf Percentage
Reinf Combo
Moment, Mu
kN-m
Left 94 0.05 DWal21 28.2218
Right 58 0.03 DWal14 17.41
Spandrel Shear Design
Station Location
Avert
mm²/mAhoriz
mm²/mShearCombo
Vu
kNϕVc
kNϕVs
kNϕVn
kN
Left 375 225 DWal14 77.9188 97.7939 100.5267 198.3206
Right 375 225 DWal14 49.0086 97.7939 100.5267 198.3206
Spandrel Shear Design—Diagonal Reinforcement
Station Location
Adiag
mm²Shear
ComboVu
kNVuLimit
kNL/H
RatioSeismic Design
Diag Reinf Mandatory
Left 227 DWal14 77.9188 318.3234 0.833 Yes No
Right 143 DWal14 49.0086 318.3234 0.833 Yes No
Page 58 of 114
Analysis Results 3/14/2015Elevator core
Fig. 5.3.8 Pier W1 and Spandrel S6 for Elevator Core
Page 59 of 114
Analysis Results 3/14/2015
Fig. 5.3.9 Resultant Mmax Diagram (DWAl26) - kN.m/m for Elevator Core
Page 60 of 114
Analysis Results 3/14/2015
Fig. 5.3.10 Resultant Vmax Diagram (DWAl26) - kN/m for Elevator Core
Page 61 of 114
Analysis Results 3/14/2015
Fig. 5.3.11 Pier Longitudinal Reinforcement (ACI 318-11) – mm2 for Elevator Core
Page 62 of 114
Analysis Results 3/14/2015
Fig. 5.3.12 Pier Shear Reinforcement (ACI 318-11) – mm2 for Elevator C
Page 63 of 114
Analysis Results 3/14/2015
Fig. 5.3.13 Spandrel Longitudinal Reinforcement (ACI 318-11) – mm2 for Elevator Core
Page 64 of 114
Analysis Results 3/14/2015
Fig. 5.3.14 Spandrel Shear Reinforcement (ACI 318-11) – mm2 for Elevator Core
Page 65 of 114
Analysis Results 3/14/2015Shear Wall Design Detail
Pier Design
Pier Details
Story ID Pier ID Centroid X (mm) Centroid Y (mm) Length (mm) Thickness (mm) LLRF
Story1 W1 4.898E-02 2517.4 11719.8 279.4 0.486
Material Properties
Ec (MPa) f'c (MPa) Lt.Wt Factor (Unitless) fy (MPa) fys (MPa)
34000 35 1 413.69 413.69
Design Code Parameters
ΦT ΦC Φv Φv (Seismic) IPMAX IPMIN PMAX
0.9 0.65 0.75 0.6 0.04 0.0025 0.8
Pier Leg Location, Length and Thickness
Station Location
ID Left X1
mmLeft Y1
mmRight X2
mmRight Y2
mmLength
mmThickness
mm
Top Leg 1 -2249.9 1000 -1549.9 1000 700 200
Top Leg 2 -2249.9 1000 -2249.9 3400 2400 300
Top Leg 3 -509.9 1000 510.1 1000 1020 200
Top Leg 4 1550.1 1000 2250 1000 699.9 200
Top Leg 5 2250 1000 2250 3400 2400 300
Top Leg 6 -2249.9 3400 2250 3400 4499.9 300
Bottom Leg 1 -2249.9 1000 -1549.9 1000 700 200
Bottom Leg 2 -2249.9 1000 -2249.9 3400 2400 300
Bottom Leg 3 -509.9 1000 510.1 1000 1020 200
Bottom Leg 4 1550.1 1000 2250 1000 699.9 200
Bottom Leg 5 2250 1000 2250 3400 2400 300
Bottom Leg 6 -2249.9 3400 2250 3400 4499.9 300
Flexural Design for Pu, Mu2 and Mu3
Station Location
Required Rebar Area (mm²)
Required Reinf Ratio
Current Reinf Ratio
Flexural Combo
Pu
kNMu2
kN-mMu3
kN-mPier Ag
mm²
Top 8110 0.0025 0.0064 DWal26 2794.6024 -266.7935 -122.2053 3243945
Bottom 8110 0.0025 0.0064 DWal26 3278.8513 -1186.9558 -182.3809 3243945
Shear Design
Station Location
ID Rebar mm²/m
Shear Combo Pu
kNMu
kN-mVu
kNΦVc
kNΦVn
kN
Top Leg 1 500 DWal21 71.2021 -7.1761 6.2964 78.0528 164.9277
Top Leg 2 750 DWal17 1073.0391 -120.6906 101.9758 861.2673 1308.0525
Top Leg 3 500 DWal11 206.2499 -7.9364 10.7237 120.2555 246.8446
Top Leg 4 500 DWal13 207.7856 5.1404 6.1915 82.5151 169.376
Top Leg 5 750 DWal15 1013.5122 -111.5594 97.9271 852.3383 1299.1235
Top Leg 6 750 DWal11 2001.1049 -222.4256 328.9158 1613.2169 2450.9183
Bottom Leg 1 500 DWal14 288.7836 -33.366 33.4181 117.8493 204.7242
Bottom Leg 2 750 DWal17 1184.1168 220.8417 110.0032 877.9289 1324.7141
Bottom Leg 3 500 DWal13 404.7704 43.8984 35.438 120.2555 246.8446
Bottom Leg 4 500 DWal13 281.0066 34.6531 34.7845 117.1223 203.9833
Bottom Leg 5 750 DWal15 1127.9815 212.2398 106.1515 869.5086 1316.2938
Bottom Leg 6 750 DWal11 2154.6182 928.7797 328.9158 1636.2439 2473.9453
Boundary Element Check
Page 66 of 114
Analysis Results 3/14/2015Station
LocationID
Edge Length (mm)
Governing Combo
Pu
kNMu
kN-mStress Comp
MPaStress Limit
MPaC Depth
mmC Limit
mm
Top–Left Leg 1 0 DWal18 226.3174 -13.2749 2.43 7 Not Required Not Required
Top–Right Leg 1 0 DWal18 57.5906 0.1894 0.42 7 Not Required Not Required
Top–Left Leg 2 0 DWal16 1270.5429 -13.9252 1.81 7 Not Required Not Required
Top–Right Leg 2 0 DWal16 1394.9217 42.6985 2.09 7 Not Required Not Required
Top–Left Leg 3 0 DWal18 236.3517 -0.0757 1.16 7 Not Required Not Required
Top–Right Leg 3 0 DWal18 205.3613 7.5377 1.22 7 Not Required Not Required
Top–Left Leg 4 0 DWal25 58.6295 -0.3109 0.44 7 Not Required Not Required
Top–Right Leg 4 0 DWal25 220.0366 12.2392 2.32 7 Not Required Not Required
Top–Left Leg 5 0 DWal16 1253.5148 -2.4955 1.75 7 Not Required Not Required
Top–Right Leg 5 0 DWal16 1344.623 39.2595 2 7 Not Required Not Required
Top–Left Leg 6 0 DWal17 2220.3179 -70.7846 1.71 7 Not Required Not Required
Top–Right Leg 6 0 DWal17 2005.6761 122.8492 1.61 7 Not Required Not Required
Bottom–Left Leg 1 0 DWal18 335.6168 -5.6834 2.75 7 Not Required Not Required
Botttom–Right Leg 1 0 DWal18 256.9704 18.7608 2.98 7 Not Required Not Required
Bottom–Left Leg 2 0 DWal12 1551.7806 -78.9576 2.43 7 Not Required Not Required
Botttom–Right Leg 2 0 DWal12 1212.8043 187.4992 2.34 7 Not Required Not Required
Bottom–Left Leg 3 0 DWal12 402.3848 -40.5239 3.14 7 Not Required Not Required
Botttom–Right Leg 3 0 DWal12 475.8078 2.2347 2.4 7 Not Required Not Required
Bottom–Left Leg 4 0 DWal14 244.6136 -17.3869 2.81 7 Not Required Not Required
Botttom–Right Leg 4 0 DWal14 325.5874 7.3577 2.78 7 Not Required Not Required
Bottom–Left Leg 5 0 DWal11 1505.677 -74.8576 2.35 7 Not Required Not Required
Botttom–Right Leg 5 0 DWal11 1155.1552 194.7394 2.28 7 Not Required Not Required
Bottom–Left Leg 6 0 DWal15 2369.8699 -69.7552 1.82 7 Not Required Not Required
Botttom–Right Leg 6 0 DWal15 2373.8312 20.2946 1.78 7 Not Required Not Required
Page 67 of 114
Analysis Results 3/14/2015Spandrel Design
Spandrel Details
Story ID Spandrel ID Centroid X (mm) Centroid Y (mm) Depth (mm) Width (mm) LLRF
Story1 S6 -1549.9 1000 1200 200 1
Material Properties
Ec (MPa) f'c (MPa) Lt.Wt Factor (Unitless) fy (MPa) fys (MPa)
34000 35 1 413.69 413.69
Design Code Parameters
ΦT ΦC ΦV ΦV (Seismic)
0.9 0.65 0.75 0.6
Spandrel Flexural Design—Top Reinforcement
Station Location
Reinf Area mm²
Reinf Percentage
Reinf Combo
Moment, Mu
kN-m
Left 175 0.07 DWal14 -52.694
Right 180 0.08 DWal13 -54.1746
Spandrel Flexural Design—Bottom Reinforcement
Station Location
Reinf Area mm²
Reinf Percentage
Reinf Combo
Moment, Mu
kN-m
Left 99 0.04 DWal21 29.7068
Right 95 0.04 DWal22 28.4665
Spandrel Shear Design
Station Location
Avert
mm²/mAhoriz
mm²/mShearCombo
Vu
kNϕVc
kNϕVs
kNϕVn
kN
Left 500 300 DWal14 88.7322 130.8463 134.0356 264.8818
Right 500 300 DWal13 87.2757 130.8533 134.0356 264.8888
Spandrel Shear Design—Diagonal Reinforcement
Station Location
Adiag
mm²Shear
ComboVu
kNVuLimit
kNL/H
RatioSeismic Design
Diag Reinf Mandatory
Left 604 DWal14 88.7322 424.4312 2.583 Yes No
Right 594 DWal13 87.2757 424.4312 2.583 Yes No
Page 68 of 114
Analysis Results 3/14/2015Wall along grid line G10
Fig.15 Pier and Spandrel label for shear wall along Grid line 10
Page 69 of 114
Analysis Results 3/14/2015
Fig.16 Resultant Mmax Diagram (DWAl26) - kN.m/m for shear wall along G-10
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Analysis Results 3/14/2015
Fig.17 Resultant Vmax Diagram (DWAl26) - kN/m for shear wall along G-10
Page 71 of 114
Analysis Results 3/14/2015
Fig.18 Pier Longitudinal Reinforcement (ACI 318-11) – mm2 for shear wall along G-10
Page 72 of 114
Analysis Results 3/14/2015
Fig.19 Pier Shear Reinforcement (ACI 318-11) – mm2 for shear wall along G-10
Page 73 of 114
Analysis Results 3/14/2015
Fig.20Spandrel Longitudinal Reinforcement (ACI 318-11) – mm2 for shear wall along G-10
Page 74 of 114
Analysis Results 3/14/2015
Fig.21 Spandrel Shear Reinforcement (ACI 318-11) – mm2 for shear wall along G-10
Page 75 of 114
Analysis Results 3/14/2015
Shear Wall Analysis Detail
Table: Pier Forces Detail - for W22
TABLE: Pier Forces -W22
Story PierLoad Case/ Combo Location P V2 V3 T M2 M3
kN kN kN kN-m kN-m kN-m
Story1 W22 Comb2 Top -1289.36 2.12 0.95 1.17 -0.06 127.83
Story1 W22 Comb2 Bottom -1635.41 103.15 -0.59 1.65 -0.75 40.67
Story1 W22 DWal11 Top -1110.50 34.66 1.80 0.86 -1.91 104.76
Story1 W22 DWal11 Bottom -1484.56 192.69 0.26 1.55 0.20 221.02
Story2 W22 Comb2 Top -1069.05 14.77 0.81 1.38 0.78 57.42
Story2 W22 Comb2 Bottom -1395.39 152.60 -1.41 3.20 -2.18 97.27
Story2 W22 DWal11 Top -917.39 51.61 2.64 1.25 -2.51 -10.09
Story2 W22 DWal11 Bottom -1272.23 243.09 0.55 3.07 1.05 237.14
Story3 W22 Comb2 Top -789.67 32.77 2.45 0.61 -0.86 5.13
Story3 W22 Comb2 Bottom -1101.67 186.09 -0.72 3.46 -1.27 167.58
Story3 W22 DWal11 Top -658.09 67.75 4.36 0.55 -4.16 -61.93
Story3 W22 DWal11 Bottom -1001.28 271.93 1.35 3.36 2.31 293.70
Story4 W22 Comb2 Top -493.77 34.89 2.97 -0.22 -0.99 -22.94
Story4 W22 Comb2 Bottom -766.93 190.28 -0.22 2.88 -0.10 210.53
Story4 W22 DWal11 Top -388.85 63.44 5.45 -0.73 -4.56 -85.42
Story4 W22 DWal11 Bottom -690.64 262.10 1.86 2.96 3.40 308.02
Story5 W22 Comb2 Top -140.66 64.54 4.83 -2.60 -1.43 -127.13
Story5 W22 Comb2 Bottom -368.29 204.46 -0.22 2.76 -0.22 221.26
Story5 W22 DWal11 Top -81.86 90.51 7.96 -3.39 -5.30 -186.15
Story5 W22 DWal11 Bottom -336.07 264.71 2.05 3.14 3.58 290.69
Page 76 of 114
Analysis Results 3/14/2015
Table: Pier Forces Detail - for W23
TABLE: Pier Forces -W23
Story PierLoad Case/ Combo Location P V2 V3 T M2 M3
kN kN kN kN-m kN-m kN-m
Story1 W23 Comb2 Top -316.43 -25.67 2.04 1.63 -0.14 10.83
Story1 W23 Comb2 Bottom -528.05 -23.06 -0.03 -0.62 -0.12 -24.83
Story1 W23 DWal11 Top -276.28 -9.43 1.75 1.37 -0.20 9.59
Story1 W23 DWal11 Bottom -456.05 8.36 0.11 -0.51 0.02 12.62
Story2 W23 Comb2 Top -251.33 15.23 2.41 0.24 -0.96 -5.05
Story2 W23 Comb2 Bottom -542.45 1.59 -1.03 -0.13 -1.39 -4.06
Story2 W23 DWal11 Top -225.05 23.05 2.16 0.17 -1.00 -11.15
Story2 W23 DWal11 Bottom -477.48 38.86 -0.67 -0.08 -0.88 40.06
Story3 W23 Comb2 Top -194.71 7.00 3.98 0.89 -1.32 -3.01
Story3 W23 Comb2 Bottom -383.31 30.94 -0.35 -0.36 -0.54 35.06
Story3 W23 DWal11 Top -176.30 16.31 3.49 0.75 -1.30 -9.19
Story3 W23 DWal11 Bottom -338.12 68.84 -0.09 -0.29 -0.16 80.50
Story4 W23 Comb2 Top -137.84 7.93 8.53 1.33 -2.17 -2.48
Story4 W23 Comb2 Bottom -241.12 36.66 -0.06 -0.28 -0.05 42.18
Story4 W23 DWal11 Top -125.38 14.34 7.47 1.15 -2.06 -6.75
Story4 W23 DWal11 Bottom -212.22 68.05 0.15 -0.22 0.25 79.93
Story5 W23 Comb2 Top -104.28 26.38 5.95 2.15 0.24 -4.58
Story5 W23 Comb2 Bottom -91.65 46.44 0.39 -0.61 0.46 50.94
Story5 W23 DWal11 Top -100.77 37.54 5.37 1.80 0.17 -9.67
Story5 W23 DWal11 Bottom -80.82 71.92 0.43 -0.49 0.58 79.70
Page 77 of 114
Analysis Results 3/14/2015
Table: Pier Forces Detail - for W24
TABLE: Pier Forces -W24
Story PierLoad Case/ Combo Location P V2 V3 T M2 M3
kN kN kN kN-m kN-m kN-m
Story1 W24 Comb2 Top -73.56 -50.71 -1.65 3.65 -1.67 6.61
Story1 W24 Comb2 Bottom -644.16 -44.32 3.91 -2.32 3.78 -36.87
Story1 W24 DWal11 Top -82.60 -47.24 -1.43 3.25 -1.56 7.11
Story1 W24 DWal11 Bottom -536.06 -1.94 3.61 -2.05 3.48 21.59
Story2 W24 Comb2 Top -1288.15 184.89 0.82 5.76 -12.64 -78.76
Story2 W24 Comb2 Bottom -1751.11 406.56 20.12 -9.98 35.49 949.93
Story2 W24 DWal11 Top -1132.07 187.09 0.83 5.13 -11.57 -100.30
Story2 W24 DWal11 Bottom -1547.56 483.67 18.30 -8.91 32.25 983.21
Story3 W24 Comb2 Top -909.98 -1.48 -2.37 6.13 -9.79 -3.88
Story3 W24 Comb2 Bottom -1227.60 48.69 13.29 -8.20 20.12 41.55
Story3 W24 DWal11 Top -793.93 28.19 -2.12 5.48 -8.89 -40.16
Story3 W24 DWal11 Bottom -1074.95 172.35 12.09 -7.32 18.32 195.70
Story4 W24 Comb2 Top -564.50 -4.57 -4.35 6.82 -9.39 -7.13
Story4 W24 Comb2 Bottom -797.46 56.70 14.04 -7.95 22.12 60.37
Story4 W24 DWal11 Top -493.02 19.70 -3.83 6.10 -8.65 -40.67
Story4 W24 DWal11 Bottom -699.08 158.34 12.77 -7.11 20.10 181.61
Story5 W24 Comb2 Top -246.31 35.41 -0.34 8.89 -20.71 -49.00
Story5 W24 Comb2 Bottom -395.61 86.71 19.46 -10.26 27.35 80.33
Story5 W24 DWal11 Top -221.03 59.50 -0.78 7.91 -17.80 -80.06
Story5 W24 DWal11 Bottom -351.18 163.20 17.16 -9.14 24.32 161.44
Page 78 of 114
Analysis Results 3/14/2015
Table: Pier Forces Detail - for W25
TABLE: Pier Forces - W25
Story PierLoad Case/
Combo Location P V2 V3 T M2 M3
kN kN kN kN-m kN-m kN-m
Story2 W25 Comb2 Top -271.58 14.74 9.70 -0.33 -18.50 4.24
Story2 W25 Comb2 Bottom -406.23 -122.29 14.79 0.14 23.45 -178.03
Story2 W25 DWal11 Top -225.15 25.03 8.76 -0.27 -16.75 -5.59
Story2 W25 DWal11 Bottom -329.02 -47.24 13.46 0.08 21.35 -84.54
Story3 W25 Comb2 Top -282.66 -3.95 9.11 -1.56 -18.20 0.48
Story3 W25 Comb2 Bottom -512.59 4.00 15.69 0.75 24.56 4.82
Story3 W25 DWal11 Top -243.28 8.28 8.21 -1.36 -16.44 -7.96
Story3 W25 DWal11 Bottom -442.45 60.13 14.21 0.63 22.23 71.92
Story4 W25 Comb2 Top -193.13 -2.24 9.41 -1.91 -18.00 -0.07
Story4 W25 Comb2 Bottom -345.78 1.46 15.61 0.69 24.68 1.31
Story4 W25 DWal11 Top -169.35 5.12 8.48 -1.67 -16.28 -5.93
Story4 W25 DWal11 Bottom -305.97 47.92 14.15 0.58 22.36 56.84
Story5 W25 Comb2 Top -112.98 -12.34 14.11 -3.98 -24.21 2.37
Story5 W25 Comb2 Bottom -179.12 -1.64 18.74 1.34 27.51 -1.59
Story5 W25 DWal11 Top -98.30 -4.02 12.60 -3.48 -21.58 -4.29
Story5 W25 DWal11 Bottom -163.35 37.96 16.73 1.16 24.66 42.47
Page 79 of 114
Analysis Results 3/14/2015
Table: Pier Forces Detail - for W26
TABLE: Pier Forces -W26
Story PierLoad Case/ Combo Location P V2 V3 T M2 M3
kN kN kN kN-m kN-m kN-m
Story1 W26 Comb2 Top 29.08 115.42 -18.81 -8.44 4.79 -43.13
Story1 W26 Comb2 Bottom -666.82 14.94 4.63 3.68 5.04 7.55
Story1 W26 DWal11 Top 30.07 81.26 -16.29 -7.40 3.87 -29.08
Story1 W26 DWal11 Bottom -570.84 57.43 4.37 3.25 4.73 68.97
Story2 W26 Comb2 Top -366.31 -29.05 1.59 -0.79 -5.37 4.12
Story2 W26 Comb2 Bottom -935.21 11.77 5.47 1.46 7.70 18.78
Story2 W26 DWal11 Top -313.16 -26.42 1.48 -0.61 -5.04 4.70
Story2 W26 DWal11 Bottom -787.71 50.28 5.23 1.25 7.43 62.51
Story3 W26 Comb2 Top -201.69 13.45 -0.45 -1.52 -5.42 -9.83
Story3 W26 Comb2 Bottom -477.10 -20.10 6.91 1.35 10.42 -27.24
Story3 W26 DWal11 Top -178.71 13.89 -0.33 -1.25 -5.06 -8.41
Story3 W26 DWal11 Bottom -407.75 29.88 6.48 1.16 9.76 32.88
Story4 W26 Comb2 Top -129.08 18.46 -7.60 -3.22 -3.98 -10.87
Story4 W26 Comb2 Bottom -303.83 -17.38 6.82 1.30 10.39 -21.62
Story4 W26 DWal11 Top -116.73 16.36 -6.64 -2.75 -3.81 -7.45
Story4 W26 DWal11 Bottom -264.89 25.02 6.40 1.12 9.74 29.19
Story5 W26 Comb2 Top -22.03 -6.91 -9.77 -6.86 -5.93 24.29
Story5 W26 Comb2 Bottom -164.62 -34.31 10.22 2.98 13.61 -49.58
Story5 W26 DWal11 Top -46.45 8.68 -8.79 -6.06 -5.33 -1.77
Story5 W26 DWal11 Bottom -141.63 6.70 9.27 2.61 12.43 7.27
Table: Pier Forces Detail - for W27
Page 80 of 114
Analysis Results 3/14/2015TABLE: Pier Forces -W27
Page 81 of 114
Analysis Results 3/14/2015
Story PierLoad Case/ Combo Location P V2 V3 T M2 M3
kN kN kN kN-m kN-m kN-m
Story1 W27 Comb2 Top -325.28 53.67 3.43 -2.60 -0.59 -19.14
Story1 W27 Comb2 Bottom -551.31 34.40 -0.72 1.00 -0.78 36.80
Story1 W27 DWal11 Top -277.41 50.54 2.63 -2.08 -0.50 -15.06
Story1 W27 DWal11 Bottom -458.38 52.01 -0.29 0.80 -0.33 59.52
Story2 W27 Comb2 Top -258.30 16.94 1.28 -2.02 0.22 -9.44
Story2 W27 Comb2 Bottom -581.97 8.47 -1.07 1.18 -1.78 15.57
Story2 W27 DWal11 Top -222.26 13.78 1.21 -1.71 -0.14 -10.09
Story2 W27 DWal11 Bottom -488.29 39.02 -0.38 0.95 -0.78 50.70
Story3 W27 Comb2 Top -200.48 6.35 3.76 -2.14 -0.62 -1.44
Story3 W27 Comb2 Bottom -437.78 -24.49 -0.80 1.26 -1.12 -27.00
Story3 W27 DWal11 Top -174.42 7.56 3.50 -1.85 -0.94 -4.55
Story3 W27 DWal11 Bottom -369.46 13.14 -0.09 1.02 -0.12 17.54
Story4 W27 Comb2 Top -130.99 2.94 8.73 -2.80 -1.35 -0.31
Story4 W27 Comb2 Bottom -267.81 -38.61 -0.93 1.24 -1.29 -44.68
Story4 W27 DWal11 Top -116.74 5.36 8.13 -2.46 -1.65 -3.27
Story4 W27 DWal11 Bottom -228.35 -2.80 -0.22 1.02 -0.27 -2.23
Story5 W27 Comb2 Top -85.20 -13.79 7.98 -4.08 0.93 3.66
Story5 W27 Comb2 Bottom -102.38 -57.36 -0.81 1.52 -1.21 -62.53
Story5 W27 DWal11 Top -82.44 -5.82 7.22 -3.55 0.57 -1.25
Story5 W27 DWal11 Bottom -91.01 -20.06 -0.33 1.30 -0.44 -21.18
Table: Pier Forces Detail - for W28
TABLE: Pier Forces -W28
Page 82 of 114
Analysis Results 3/14/2015
Story PierLoad Case/ Combo Location P V2 V3 T M2 M3
kN kN kN kN-m kN-m kN-m
Story1 W28 Comb2 Top -356.56 29.06 -4.12 -1.70 5.80 -27.29
Story1 W28 Comb2 Bottom -570.26 -32.24 -2.46 0.37 -2.84 -33.08
Story1 W28 DWal11 Top -301.96 16.30 -2.62 -1.15 3.82 -18.56
Story1 W28 DWal11 Bottom -453.60 -9.88 -1.62 0.25 -1.87 -5.53
Story2 W28 Comb2 Top -290.18 17.59 -5.46 -1.09 8.78 -19.29
Story2 W28 Comb2 Bottom -463.91 -27.91 -5.61 0.32 -9.08 -22.54
Story2 W28 DWal11 Top -251.80 10.83 -3.69 -0.81 6.02 -16.54
Story2 W28 DWal11 Bottom -376.50 -5.20 -3.77 0.24 -6.11 3.10
Story3 W28 Comb2 Top -202.27 11.52 -6.51 -1.37 9.76 -8.47
Story3 W28 Comb2 Bottom -383.66 -45.39 -6.34 0.31 -10.31 -47.59
Story3 W28 DWal11 Top -184.21 8.90 -4.52 -1.02 6.85 -9.35
Story3 W28 DWal11 Bottom -316.77 -19.25 -4.36 0.24 -7.10 -16.65
Story4 W28 Comb2 Top -103.98 7.43 -7.77 -1.88 10.47 -1.12
Story4 W28 Comb2 Bottom -262.31 -50.87 -6.83 0.31 -11.17 -57.78
Story4 W28 DWal11 Top -102.09 6.52 -5.59 -1.42 7.59 -3.02
Story4 W28 DWal11 Bottom -220.79 -26.66 -4.84 0.25 -7.92 -28.65
Story5 W28 Comb2 Top 39.52 -35.46 -12.11 -3.33 11.44 19.35
Story5 W28 Comb2 Bottom -123.97 -63.30 -7.70 0.36 -12.17 -70.73
Story5 W28 DWal11 Top 8.44 -20.09 -9.30 -2.63 8.98 11.54
Story5 W28 DWal11 Bottom -109.45 -37.11 -5.89 0.31 -9.18 -41.02
Spandrel Analysis Detail
Table: Spandrel Forces Detail - for S1
Page 83 of 114
Analysis Results 3/14/2015TABLE: Spandrel Forces - S1
Story Spandrel Load Case/Combo Location P V2 V3 T M2 M3
kN kN kN kN-m kN-m kN-m
Story2 S1 Comb2 Left -31.45 -206.11 -1.65 1.67 2.05 -57.23
Story2 S1 Comb2 Right -289.43 213.14 14.23 -5.64 0.72 -105.04
Story2 S1 DWal13 Left -44.61 -71.85 -1.46 1.42 1.87 -11.26
Story2 S1 DWal13 Right -301.50 315.36 12.79 -5.08 0.64 -141.85
Story3 S1 Comb2 Left -70.92 -26.73 -1.28 2.49 2.24 -4.37
Story3 S1 Comb2 Right -91.06 119.26 11.93 -3.57 1.81 -41.65
Story3 S1 DWal13 Left -79.01 79.65 -1.15 2.15 2.04 33.16
Story3 S1 DWal13 Right -124.72 217.22 10.72 -3.24 1.61 -80.06
Story4 S1 Comb2 Left -30.22 -26.93 -1.17 2.30 2.25 -3.50
Story4 S1 Comb2 Right -60.39 109.17 12.14 -3.65 1.62 -36.07
Story4 S1 DWal13 Left -41.34 61.91 -1.04 1.99 2.05 28.20
Story4 S1 DWal13 Right -89.54 185.18 10.90 -3.30 1.45 -65.83
Story5 S1 Comb2 Left -2.03 -34.72 -6.71 3.46 -0.39 -5.88
Story5 S1 Comb2 Right -25.83 90.73 12.65 -4.07 2.58 -25.75
Story5 S1 DWal13 Left -7.12 24.23 -5.96 3.06 -0.33 14.15
Story5 S1 DWal13 Right -44.40 132.46 11.30 -3.66 2.23 -42.30
Table: Spandrel Forces Detail - for S3
TABLE: Spandrel Forces - S3
Page 84 of 114
Analysis Results 3/14/2015
Story Spandrel Load Case/Combo Location P V2 V3 T M2 M3
kN kN kN kN-m kN-m kN-m
Story1 S3 Comb2 Left -69.50 -47.67 -1.58 0.29 -1.97 -7.51
Story1 S3 Comb2 Right -90.60 106.42 0.52 0.82 -1.41 -48.18
Story1 S3 DWal13 Left -45.65 8.33 -0.97 0.14 -1.38 22.39
Story1 S3 DWal13 Right -118.66 192.90 0.40 0.47 -1.15 -102.40
Story2 S3 Comb2 Left -63.23 -66.79 -1.25 -0.66 -2.36 -25.70
Story2 S3 Comb2 Right -142.11 181.53 1.02 1.27 -1.35 -97.73
Story2 S3 DWal13 Left -39.45 -1.29 -0.85 -0.36 -1.72 10.22
Story2 S3 DWal13 Right -173.60 283.36 0.89 0.86 -1.10 -159.78
Story3 S3 Comb2 Left -39.32 -135.86 -1.23 -1.04 -2.42 -59.20
Story3 S3 Comb2 Right -123.82 230.12 0.72 1.15 -1.30 -122.17
Story3 S3 DWal13 Left -20.58 -60.91 -0.85 -0.64 -1.77 -18.79
Story3 S3 DWal13 Right -151.25 322.78 0.64 0.72 -1.06 -178.22
Story4 S3 Comb2 Left -22.30 -171.01 -1.25 -1.30 -2.50 -77.27
Story4 S3 Comb2 Right -98.79 247.28 0.38 1.24 -0.87 -132.20
Story4 S3 DWal13 Left -8.43 -97.32 -0.91 -0.87 -1.88 -37.85
Story4 S3 DWal13 Right -120.57 318.98 0.42 0.79 -0.76 -175.51
Story5 S3 Comb2 Left -6.49 -144.54 -1.04 -0.89 -2.77 -68.47
Story5 S3 Comb2 Right -64.27 182.35 -0.17 1.21 -0.92 -103.92
Story5 S3 DWal13 Left 2.46 -89.91 -0.84 -0.57 -2.27 -37.91
Story5 S3 DWal13 Right -79.06 230.07 -0.16 1.08 -0.78 -133.73
Table: Spandrel Forces Detail - for S4
TABLE: Spandrel Forces – S4
Story Spandrel Load Case/Combo Location P V2 V3 T M2 M3
kN kN kN kN-m kN-m kN-m
Story1 S4 Comb2 Left -121.15 -240.35 4.99 3.54 2.99 -125.18
Story1 S4 Comb2 Right -35.21 42.54 -2.15 -8.62 0.79 -96.98
Story1 S4 DWal13 Left -93.41 -189.83 4.39 3.10 2.62 -97.45
Story1 S4 DWal13 Right -40.93 20.11 -1.96 -7.61 0.73 -73.50
Shear Wall Design Detail
Table: Pier Design Detail (ACI 318-11) - for W22TABLE: Shear Wall Pier(W22) Summary - ACI 318-11
Page 85 of 114
Analysis Results 3/14/2015
StoryPier Label Station
Design Type
Req. Reinf
Current Reinf Pier Leg
Leg X1 Leg Y1 Leg X2 Leg Y2
Shear Rebar
Boundary Zone Left
Boundary Zone Right
% % mm mm mm mm mm²/m mm mm
Story1 W22 TopUniform 0.25 0.22 Top Leg 1 5550 -2200 8036.5 -2200 500
Story1 W22 BottomUniform 0.25 0.22 Bot. Leg 1 5550 -2200 8036.5 -2200 500
Story2 W22 TopUniform 0.25 0.22 Top Leg 1 5550 -2200 8050 -2200 500
Story2 W22 BottomUniform 0.25 0.22 Bot. Leg 1 5550 -2200 8050 -2200 500
Story3 W22 TopUniform 0.25 0.22 Top Leg 1 5550 -2200 8050 -2200 500
Story3 W22 BottomUniform 0.25 0.22 Bot. Leg 1 5550 -2200 8050 -2200 500
Story4 W22 TopUniform 0.25 0.22 Top Leg 1 5550 -2200 8050 -2200 500
Story4 W22 BottomUniform 0.25 0.22 Bot. Leg 1 5550 -2200 8050 -2200 500
Story5 W22 TopUniform 0.25 0.22 Top Leg 1 5550 -2200 8050 -2200 500
Story5 W22 BottomUniform 0.25 0.22 Bot. Leg 1 5550 -2200 8050 -2200 500
Table: Pier Design Detail (ACI 318-11) - for W23TABLE: Shear Wall Pier (W23) Summary - ACI 318-11
StoryPier Label Station
Design Type
Req. Reinf
Current Reinf Pier Leg
Leg X1 Leg Y1 Leg X2 Leg Y2
Shear Rebar
Boundary Zone Left
Boundary Zone Right
% % mm mm mm mm mm²/m mm mmStory1 W23 Top
Uniform 0.25 0.29 Top Leg 1 3850 -2200 4550 -2200 500
Story1 W23 Bottom
Uniform 0.25 0.29 Bot. Leg 1 3850 -2200 4550 -2200 500
Story2 W23 Top
Uniform 0.25 0.29 Top Leg 1 3850 -2200 4550 -2200 500
Story2 W23 Bottom
Uniform 0.25 0.29 Bot. Leg 1 3850 -2200 4550 -2200 500
Story3 W23 Top
Uniform 0.25 0.29 Top Leg 1 3850 -2200 4550 -2200 500
Story3 W23 Bottom
Uniform 0.25 0.29 Bot. Leg 1 3850 -2200 4550 -2200 500
Story4 W23 Top
Uniform 0.25 0.29 Top Leg 1 3850 -2200 4550 -2200 500
Story4 W23 Bottom
Uniform 0.25 0.29 Bot. Leg 1 3850 -2200 4550 -2200 500
Story5 W23 Top
Uniform 0.25 0.29 Top Leg 1 3850 -2200 4550 -2200 500
Story5 W23 Bottom
Uniform 0.4 0.29 Bot.Leg 1 3850 -2200 4550 -2200 500
Page 86 of 114
Analysis Results 3/14/2015
Table: Pier Design Detail (ACI 318-11) - for W24TABLE: Shear Wall Pier (W24) Summary - ACI 318-11
StoryPier Label Station
Design Type
Req. Reinf
Current Reinf Pier Leg
Leg X1 Leg Y1 Leg X2 Leg Y2
Shear Rebar
Boundary Zone Left
Boundary Zone Right
% % mm mm mm mm mm²/m mm mmStory1 W24 Top
Uniform 0.25 0.26 Top Leg 1 2275 -2200 2850 -2200 500
Story1 W24 Bottom
Uniform 0.25 0.25 Bot. Leg 1 1650 -2200 2850 -2200 500
Story2 W24 Top
Uniform 0.25 0.24 Top Leg 1 500 -2200 2850 -2200 500
Story2 W24 Bottom
Uniform 0.25 0.24 Bot. Leg 1 500 -2200 2850 -2200 500
Story3 W24 Top
Uniform 0.25 0.24 Top Leg 1 500 -2200 2850 -2200 500
Story3 W24 Bottom
Uniform 0.25 0.24 Bot. Leg 1 500 -2200 2850 -2200 500
Story4 W24 Top
Uniform 0.25 0.24 Top Leg 1 500 -2200 2850 -2200 500
Story4 W24 Bottom
Uniform 0.25 0.24 Bot. Leg 1 500 -2200 2850 -2200 500
Story5 W24 Top
Uniform 0.25 0.24 Top Leg 1 500 -2200 2850 -2200 500
Story5 W24 Bottom
Uniform 0.25 0.24 Bot.Leg 1 500 -2200 2850 -2200 500
Table: Pier Design Detail (ACI 318-11) - for W25TABLE: Shear Wall Pier (W25) Summary - ACI 318-11
StoryPier Label Station
Design Type
Req. Reinf
Current Reinf Pier Leg Leg X1 Leg Y1
Leg X2 Leg Y2
Shear Rebar
Boundary Zone Left
Boundary Zone Right
% % mm mm mm mm mm²/m mm mmStory2 W25 Top
Uniform 0.25 0.28 Top Leg 1 -1300 -2200 -400 -2200 500
Story2 W25 Bottom
Uniform 0.41 0.28 Bot.Leg 1 -1300 -2200 -400 -2200 500
Story3 W25 Top
Uniform 0.25 0.28 Top Leg 1 -1300 -2200 -400 -2200 500
Story3 W25 Bottom
Uniform 0.25 0.28 Bot.Leg 1 -1300 -2200 -400 -2200 500
Story4 W25 Top
Uniform 0.25 0.28 Top Leg 1 -1300 -2200 -400 -2200 500
Story4 W25 Bottom
Uniform 0.25 0.28 Bot. Leg 1 -1300 -2200 -400 -2200 500
Page 87 of 114
Analysis Results 3/14/2015Story5 W25 Top
Uniform 0.25 0.28 Top Leg 1 -1300 -2200 -400 -2200 500
Story5 W25 Bottom
Uniform 0.25 0.28 Bot. Leg 1 -1300 -2200 -400 -2200 500
Table: Pier Design Detail (ACI 318-11) - for W26TABLE: Shear Wall Pier (W26) Summary - ACI 318-11
StoryPier Label Station
Design Type
Req. Reinf
Current Reinf Pier Leg Leg X1 Leg Y1 Leg X2 Leg Y2
Shear Rebar
Boundary Zone Left
Boundary Zone Right
% % mm mm mm mm mm²/m mm mmStory1 W26 Top Uniform 0.35 0.27 Top Leg 1 -2850 -2200 -2100 -2200 500 Story1 W26 Bottom Uniform 0.25 0.25 Bot. Leg 1 -2850 -2200 -1650 -2200 500 Story2 W26 Top Uniform 0.25 0.27 Top Leg 1 -2850 -2200 -2100 -2200 500 Story2 W26 Bottom Uniform 0.25 0.27 Bot. Leg 1 -2850 -2200 -2100 -2200 500 139.89 137.1Story3 W26 Top Uniform 0.25 0.27 Top Leg 1 -2850 -2200 -2100 -2200 500 Story3 W26 Bottom Uniform 0.25 0.27 Bot. Leg 1 -2850 -2200 -2100 -2200 500 Story4 W26 Top Uniform 0.25 0.27 Top Leg 1 -2850 -2200 -2100 -2200 500 Story4 W26 Bottom Uniform 0.25 0.27 Bot.Leg 1 -2850 -2200 -2100 -2200 500 Story5 W26 Top Uniform 0.26 0.27 Top Leg 1 -2850 -2200 -2100 -2200 500 Story5 W26 Bottom Uniform 0.26 0.27 Bot. Leg 1 -2850 -2200 -2100 -2200 500
Table: Pier Design Detail (ACI 318-11) - for W27TABLE: Shear Wall Pier (W27) Summary - ACI 318-11
StoryPier Label Station
Design Type
Req. Reinf
Current Reinf Pier Leg Leg X1 Leg Y1
Leg X2
Leg Y2
Shear Rebar
Boundary Zone Left
Boundary Zone Right
% % mm mm mm mm mm²/m mm mmStory1 W27 Top Uniform 0.25 0.29 Top Leg 1 -4550 -2200 -3850 -2200 500 Story1 W27 Bottom Uniform 0.25 0.29 Bot. Leg 1 -4550 -2200 -3850 -2200 500 Story2 W27 Top Uniform 0.25 0.29 Top Leg 1 -4550 -2200 -3850 -2200 500 Story2 W27 Bottom Uniform 0.25 0.29 Bot. Leg 1 -4550 -2200 -3850 -2200 500 Story3 W27 Top Uniform 0.25 0.29 Top Leg 1 -4550 -2200 -3850 -2200 500 Story3 W27 Bottom Uniform 0.25 0.29 Bot.Leg 1 -4550 -2200 -3850 -2200 500 Story4 W27 Top Uniform 0.25 0.29 Top Leg 1 -4550 -2200 -3850 -2200 500 Story4 W27 Bottom Uniform 0.25 0.29 Bot. Leg 1 -4550 -2200 -3850 -2200 500
Page 88 of 114
Analysis Results 3/14/2015Story5 W27 Top Uniform 0.42 0.29 Top Leg 1 -4550 -2200 -3850 -2200 500 Story5 W27 Bottom Uniform 0.25 0.29 Bot. Leg 1 -4550 -2200 -3850 -2200 500
Table: Pier Design Detail (ACI 318-11) - for W28TABLE: Shear Wall Pier (W28) Summary - ACI 318-11
StoryPier Label Station
Design Type
Req. Reinf
Current Reinf Pier Leg Leg X1 Leg Y1 Leg X2 Leg Y2
Shear Rebar
Boundary Zone Left
Boundary Zone Right
% % mm mm mm mm mm²/m mm mmStory1 W28 Top Uniform 0.25 0.29 Top Leg 1 -6245.3 -2200 -5550 -2200 500 Story1 W28 Bottom Uniform 0.25 0.29 Bot. Leg 1 -6245.3 -2200 -5550 -2200 500 Story2 W28 Top Uniform 0.25 0.29 Top Leg 1 -6250 -2200 -5550 -2200 500 Story2 W28 Bottom Uniform 0.25 0.29 Bot. Leg 1 -6250 -2200 -5550 -2200 500 Story3 W28 Top Uniform 0.25 0.29 Top Leg 1 -6250 -2200 -5550 -2200 500 Story3 W28 Bottom Uniform 0.25 0.29 Bot.Leg 1 -6250 -2200 -5550 -2200 500 Story4 W28 Top Uniform 0.25 0.29 Top Leg 1 -6250 -2200 -5550 -2200 500 Story4 W28 Bottom Uniform 0.25 0.29 Bot. Leg 1 -6250 -2200 -5550 -2200 500 Story5 W28 Top Uniform 0.43 0.29 Top Leg 1 -6250 -2200 -5550 -2200 500 Story5 W28 Bottom Uniform 0.36 0.29 Bot. Leg 1 -6250 -2200 -5550 -2200 500
Spandrel Design Detail
Table: Spandrel Design Detail (ACI 318-11) - for S1
TABLE: Shear Wall Spandrel Summary - ACI 318-11
StorySpandrel
Label Stn
Top Reba
r
Top Rebar Ratio
Top Rebar
Combo
Top Design
MomentBottom Rebar
Bottom Rebar Ratio
Bottom Rebar
Combo
Bottom Design
Moment Av VertAv
HorzShear
ComboDesign Shear
mm² kN-m mm² kN-m mm²/m mm²/m kNStory2 S1 Left 300 0.001251 DWal14 -89.93 38 0.000158 DWal21 11.43 611.8 300 DWal14 291.78Story2 S1 Right 476 0.001983 DWal13 -141.85 658.2 300 DWal13 315.36Story3 S1 Left 137 0.000572 DWal14 -41.29 115 0.000481 DWal21 34.72 500 300 DWal14 127.59Story3 S1 Right 267 0.001113 DWal13 -80.06 81 0.000338 DWal22 24.38 500 300 DWal13 217.22Story S1 Left 116 0.000484 DWal14 -34.90 98 0.000407 DWal21 29.36 500 300 DWal14 110.48
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Analysis Results 3/14/20154Story4 S1 Right 219 0.000914 DWal13 -65.83 59 0.000248 DWal22 17.92 500 300 DWal13 185.18Story5 S1 Left 82 0.000344 DWal14 -24.81 54 0.000226 DWal21 16.37 500 300 DWal14 86.30Story5 S1 Right 141 0.000586 DWal13 -42.30 23 0.000097 DWal22 7.01 500 300 DWal13 132.46
Table: Spandrel Design Detail (ACI 318-11) - for S3
TABLE: Shear Wall Spandrel Summary - ACI 318-11
StorySpandrel Label Stn
Top Reba
r
Top Rebar Ratio
Top Rebar
Combo
Top Design
MomentBottomRebar
Bottom Rebar Ratio
Bottom Rebar
Combo
Bottom Design
Moment Av VertAv
HorzShear
ComboDesign Shear
mm² kN-m mm² kN-m mm²/m mm²/m kN
Story1 S3 Left 121 0.000502 DWal14 -36.25 83 0.000348DWal21 25.12 178.12 0 DWal14 93.45
Story1 S3 Right 342 0.001427 DWal13 -102.41 125 0.000521DWal22 37.60 227.59 0 DWal13 192.90
Story2 S3 Left 189 0.000789 DWal14 -56.82 66 0.000275DWal21 19.90 178.12 0 DWal14 118.81
Story2 S3 Right 537 0.002237 DWal13 -159.78 96 0.000401DWal22 28.93 557.12 0 DWal13 283.36
Story3 S3 Left 291 0.001211 DWal14 -87.01 14 0.000058DWal21 4.17 194.28 0 DWal14 181.28
Story3 S3 Right 600 0.002498 DWal13 -178.22 50 0.000208DWal22 15.03 707.39 0 DWal13 322.78
Story4 S3 Left 333 0.001387 DWal14 -99.62 289.82 0 DWal14 206.22
Story4 S3 Right 590 0.00246 DWal13 -175.51 697.64 0 DWal13 318.98
Story5 S3 Left 278 0.001157 DWal14 -83.17 178.12 0 DWal14 166.45
Story5 S3 Right 448 0.001868 DWal13 -133.73 371.91 0 DWal13 230.07
Table: Spandrel Design Detail (ACI 318-11) - for S4
TABLE: Shear Wall Spandrel Summary - ACI 318-11
StorySpandrel
Label StationTop
Rebar
Top Rebar Ratio
Top Rebar
Combo
Top Design
MomentBottom Rebar
Bottom Rebar Ratio
Bottom Rebar
Combo
Bottom Design
Moment Av VertAv
HorzShear
ComboDesign Shear
mm² kN-m mm² kN-m mm²/mmm²/m kN
Story1 S4 Left 650 0.00542 Comb2 -125.18 1231.8 0 DWal14 233.37
Page 90 of 114
Analysis Results 3/14/2015Story1 S4 Right 502 0.00418 DWal14 -97.60 178.12 0 DWal14 55.77
6. SAFE Analysis & Design Results
6.1 Soil Properties
Table 6.1: Soil PropertiesSoil Sub grade
kN/m3
SOIL1 3.0000E+04
6.2 Load Assignments - Surface Load
The floor slabs are divided into three parts such as F1, F2, and F3.
Table6.2: Surface Loads for Raft Area Label LoadPat Dir UnifLoad
kN/m2
R1 Dead Gravity 6.50
R1 Live Gravity 2.00
Table 6.2: Surface Loads for Typical Story Slab (story1-story4)Area Label LoadPat Dir UnifLoad
kN/m2
F1 Dead Gravity 6.50
F1 Live Gravity 2.00
F2 Dead Gravity 6.50
F2 Live Gravity 5.00
F3 Dead Gravity 6.50
F3 Live Gravity 2.00
Page 91 of 114
Analysis Results 3/14/2015
Table 6.2: Surface Loads for Roof Slab Area Label LoadPat Dir UnifLoad
kN/m2
F1 Dead Gravity 9.50
F1 Live Gravity 2.00
F2 Dead Gravity 9.50
F2 Live Gravity 2.00
F3 Dead Gravity 9.50
F3 Live Gravity 2.00
6.3 Analysis & Design Results
6.3.1Raft
Fig.6.1 Displacement for COMB1- mm
Page 92 of 114
Analysis Results 3/14/2015
Fig.6.2 Soil Pressure Diagram for COMB1- kN/m
Page 93 of 114
Analysis Results 3/14/2015
Fig.6.3 Strip Moment diagram for COMB2- kN.m
Page 94 of 114
Analysis Results 3/14/2015
Fig.6.4 Strip Shear Force diagram for COMB2- kN
Page 95 of 114
Analysis Results 3/14/2015
Fig.6.5 Top and Bottom Reinforcement for Layer A – mm2
Page 96 of 114
Analysis Results 3/14/2015
Fig.6.6 Top and Bottom Reinforcement for Layer B – mm2
6.3.2 Story 1 Slab
Page 97 of 114
Analysis Results 3/14/2015
Fig.6.7 Displacement for COMB2- mm
Page 98 of 114
Analysis Results 3/14/2015
Fig.6.8 Strip Moment diagram for COMB2- kN.m
Page 99 of 114
Analysis Results 3/14/2015
Fig.6.9 Strip Shear Force diagram for COMB2- kN
Page 100 of 114
Analysis Results 3/14/2015
Fig.6.10 Top and Bottom Reinforcement for Layer A – mm2
Page 101 of 114
Analysis Results 3/14/2015
Fig.6.11 Top and Bottom Reinforcement for Layer B – mm2
6.3.3 Story 2 Slab (Typical)Page 102 of 114
Analysis Results 3/14/2015
Fig.6.12 Displacement for COMB2- mm
Page 103 of 114
Analysis Results 3/14/2015
Fig.6.13 Strip Moment diagram for COMB2- kN.m
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Analysis Results 3/14/2015
Fig.6.14 Strip Shear Force diagram for COMB2- kN
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Analysis Results 3/14/2015
Fig.6.15 Top and Bottom Reinforcement for Layer A – mm2
Page 106 of 114
Analysis Results 3/14/2015
Fig.6.17 Top and Bottom Reinforcement for Layer B – mm2
6.3.3 Roof Slab
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Analysis Results 3/14/2015
Fig.6.18 Displacement for COMB2- mm
Page 108 of 114
Analysis Results 3/14/2015
Fig.6.19 Strip Moment diagram for COMB2- kN.m
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Analysis Results 3/14/2015
Fig.6.20 Strip Shear Force diagram for COMB2- kN
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Analysis Results 3/14/2015
Fig.6.21Top and Bottom Reinforcement for Layer A – mm2
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Analysis Results 3/14/2015
Fig.6.22 Top and Bottom Reinforcement for Layer B – mm2
Page 112 of 114
Analysis Results 3/14/2015
Page 113 of 114
Analysis Results 3/14/2015
Page 114 of 114