appartment building#

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


TANKSLAB 600 1800 No None No

Story5 3400 17400 No Story3 No


Story3 3500 10500 Yes None No



Base 0 0 No None No

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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






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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


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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)


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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

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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,


EQX2 Seismic X - Ecc. Y 5 NoProgram

Calculated0.016ft,


EQY2 Seismic Y - Ecc. X 5 NoProgram

Calculated0.016ft,


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


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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Fig.3.3.1 Lateral seismic loads for load pattern EQX1

Table 3.3.2- Lateral seismic loads for load pattern EQX1

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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


This calculation presents the automatically generated lateral seismic loads for load pattern EQY1 according to ASCE 7-05, as calculated by ETABS.


Direction = Y + Eccentricity X


Structural Period

















Seismic Response




SM 1=Fv S1 SM 1=0.257676 g




SD1=23SM 1 SD1=0.171784 g



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


Table 3.3.2- Base Shear for load pattern EQY1


(sec)Cs

W (kN)

V (kN)

Y + Ecc. X 0.122 0.078 51505.7631 4017.4495


Fig.3.3.2 Lateral seismic loads for load pattern EQY1

Table 3.3.2- Lateral seismic loads for load pattern EQY1

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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


This calculation presents the automatically generated lateral seismic loads for load pattern EQX2 according to ASCE 7-05, as calculated by ETABS.


Direction = X - Eccentricity Y


Structural Period

















Seismic Response




SM 1=Fv S1 SM 1=0.257676 g




SD1=23SM 1 SD1=0.171784 g



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





(sec)Cs

W (kN)

V (kN)

X - Ecc. Y 0.125 0.078 51505.7631 4017.4495


Fig.3.3.3 Lateral seismic loads for load pattern EQX2

Table 3.3.3- Lateral seismic loads for load pattern EQX2


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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m kN kN

Base 0 0 0

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This calculation presents the automatically generated lateral seismic loads for load pattern EQY2 according to ASCE 7-05, as calculated by ETABS.


Direction = Y - Eccentricity X


Structural Period

















Seismic Response


SMS=FaSSSMS=0.468 g


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



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




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

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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 Live 1.6 No


DCon3 Live 1 No

DCon3 WX 1 No


DCon4 Live 1 No

DCon4 WX -1 No


DCon5 Live 1 No

DCon5 WY 1 No


DCon6 Live 1 No

DCon6 WY -1 No


DCon7 WX 1 No


DCon8 WX -1 No


DCon9 WY 1 No


DCon10 WY -1 No


DCon11 Live 1 No

DCon11 EQX1 1 No


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Loads 3/14/2015

NameLoad


Type Auto

DCon12 Live 1 No

DCon12 EQX1 -1 No


DCon13 Live 1 No

DCon13 EQX2 1 No


DCon14 Live 1 No

DCon14 EQX2 -1 No


DCon15 Live 1 No

DCon15 EQY1 1 No


DCon16 Live 1 No

DCon16 EQY1 -1 No


DCon17 Live 1 No

DCon17 EQY2 1 No


DCon18 Live 1 No

DCon18 EQY2 -1 No


DCon19 EQX1 1 No


DCon20 EQX1 -1 No


DCon21 EQX2 1 No


DCon22 EQX2 -1 No


DCon23 EQY1 1 No


DCon24 EQY1 -1 No


DCon25 EQY2 1 No


DCon26 EQY2 -1 No

DWal1 Dead 1.4 Linear Add Yes


DWal2 Live 1.6 No


DWal3 Live 1 No

DWal3 WX 1 No


DWal4 Live 1 No

DWal4 WX -1 No


DWal5 Live 1 No

DWal5 WY 1 No


DWal6 Live 1 No

DWal6 WY -1 No


DWal7 WX 1 No


DWal8 WX -1 No


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Loads 3/14/2015

NameLoad


Type Auto

DWal9 WY 1 No


DWal10 WY -1 No


DWal11 Live 1 No

DWal11 EQX1 1 No


DWal12 Live 1 No

DWal12 EQX1 -1 No


DWal13 Live 1 No

DWal13 EQX2 1 No


DWal14 Live 1 No

DWal14 EQX2 -1 No


DWal15 Live 1 No

DWal15 EQY1 1 No


DWal16 Live 1 No

DWal16 EQY1 -1 No


DWal17 Live 1 No

DWal17 EQY2 1 No


DWal18 Live 1 No

DWal18 EQY2 -1 No


DWal19 EQX1 1 No


DWal20 EQX1 -1 No


DWal21 EQX2 1 No


DWal22 EQX2 -1 No


DWal23 EQY1 1 No


DWal24 EQY1 -1 No


DWal25 EQY2 1 No


DWal26 EQY2 -1 No

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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

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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

of 114


Fig.4.1 Base Reactions for COMB1- kN

of 114


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

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


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


of 114


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


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


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


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


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


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


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

of 114


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


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


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


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


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


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


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

of 114


Load Case/Combo

DirectionMaximum

mmAverage

mmRatio


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


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


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


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


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


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


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

of 114


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


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


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


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


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


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

of 114


Load Case/Combo

DirectionMaximum

mmAverage

mmRatio

Story6 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


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


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


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


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


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


Story5 DWal9 X 0.1 0.1 1.382989

Story4 DWal9 X 0.1 0.03381 1.527048

of 114


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


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


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


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


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


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


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

of 114


Load Case/Combo

DirectionMaximum

mmAverage

mmRatio

Story7 DWal16 Y 0 0

Story6 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


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


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


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


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


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


Story5 DWal22 X 0.6 0.5 1.076647

of 114


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


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


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


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


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

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Fig.4.2 Story Displacement for COMB1- mm

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5. ETABS Analysis and Design

5.1 Frame Analysis Results

Fig.5.1.1 Moment diagram (M22) for COMB2- kN.m

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Fig. 5.1.2 Moment diagram (M33) for COMB2- kN.m

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Fig. 5.1.3 Shear Force diagram (V22) for COMB2- kN

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Fig. 5.1.4 Shear Force diagram (V33) for COMB2- kN

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Fig. 5.1.5 Axial Force diagram for COMB2-kN

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Fig. 5.1.6 Moment diagram (M22) for DCON13 - kN.m

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Fig. 5.1.7 Moment diagram (M33) for DCON13 - kN.

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Fig. 5.1.8 Shear Force diagram (V22) for DCON13 - kN.m

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Fig. 5.1.9 Shear Force diagram (V33) for DCON13 - kN.m

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5.2 Frame Design

Fig. 5.2 Longitudinal Reinforcement (ACI 318-11) – mm

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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

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Fig. 5.3.2 Resultant Mmax Diagram (DWAl26) - kN.m/m for W3-A

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Fig. 5.3.3 Resultant Vmax Diagram (DWAl26) - kN/m for W3-A

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Fig. 5.3.4 Pier Longitudinal Reinforcement (ACI 318-11) – mm2 for W3-A

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Fig. 5.3.5 Pier Shear Reinforcement (ACI 318-11) – mm2 for W3-A

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Fig. 5.3.6 Spandrel Longitudinal Reinforcement (ACI 318-11) – mm2 for W3-

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Fig. 5.3.7 Spandrel Shear Reinforcement (ACI 318-11) – mm2 for W3-A

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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–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

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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


34000 35 1 413.69 413.69


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

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Analysis Results 3/14/2015Elevator core

Fig. 5.3.8 Pier W1 and Spandrel S6 for Elevator Core

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Fig. 5.3.9 Resultant Mmax Diagram (DWAl26) - kN.m/m for Elevator Core

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Fig. 5.3.10 Resultant Vmax Diagram (DWAl26) - kN/m for Elevator Core

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Fig. 5.3.11 Pier Longitudinal Reinforcement (ACI 318-11) – mm2 for Elevator Core

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Fig. 5.3.12 Pier Shear Reinforcement (ACI 318-11) – mm2 for Elevator C

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Fig. 5.3.13 Spandrel Longitudinal Reinforcement (ACI 318-11) – mm2 for Elevator Core

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Fig. 5.3.14 Spandrel Shear Reinforcement (ACI 318-11) – mm2 for Elevator Core

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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


34000 35 1 413.69 413.69


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

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Analysis Results 3/14/2015Station

LocationID

Edge Length (mm)

Governing Combo

Pu

kNMu

kN-mStress Comp

MPaStress Limit

MPaC Depth

mmC Limit

mm










Top–Right Leg 5 0 DWal16 1344.623 39.2595 2 7 Not Required Not Required















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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


34000 35 1 413.69 413.69


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

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Analysis Results 3/14/2015Wall along grid line G10

Fig.15 Pier and Spandrel label for shear wall along Grid line 10

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Fig.16 Resultant Mmax Diagram (DWAl26) - kN.m/m for shear wall along G-10

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Fig.17 Resultant Vmax Diagram (DWAl26) - kN/m for shear wall along G-10

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Fig.18 Pier Longitudinal Reinforcement (ACI 318-11) – mm2 for shear wall along G-10

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Fig.19 Pier Shear Reinforcement (ACI 318-11) – mm2 for shear wall along G-10

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Fig.20Spandrel Longitudinal Reinforcement (ACI 318-11) – mm2 for shear wall along G-10

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Fig.21 Spandrel Shear Reinforcement (ACI 318-11) – mm2 for shear wall along G-10

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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 DWal11 Top -917.39 51.61 2.64 1.25 -2.51 -10.09


Story3 W22 Comb2 Top -789.67 32.77 2.45 0.61 -0.86 5.13


Story3 W22 DWal11 Top -658.09 67.75 4.36 0.55 -4.16 -61.93


Story4 W22 Comb2 Top -493.77 34.89 2.97 -0.22 -0.99 -22.94


Story4 W22 DWal11 Top -388.85 63.44 5.45 -0.73 -4.56 -85.42


Story5 W22 Comb2 Top -140.66 64.54 4.83 -2.60 -1.43 -127.13


Story5 W22 DWal11 Top -81.86 90.51 7.96 -3.39 -5.30 -186.15


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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


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


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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 DWal11 Top -1132.07 187.09 0.83 5.13 -11.57 -100.30


Story3 W24 Comb2 Top -909.98 -1.48 -2.37 6.13 -9.79 -3.88


Story3 W24 DWal11 Top -793.93 28.19 -2.12 5.48 -8.89 -40.16


Story4 W24 Comb2 Top -564.50 -4.57 -4.35 6.82 -9.39 -7.13


Story4 W24 DWal11 Top -493.02 19.70 -3.83 6.10 -8.65 -40.67


Story5 W24 Comb2 Top -246.31 35.41 -0.34 8.89 -20.71 -49.00


Story5 W24 DWal11 Top -221.03 59.50 -0.78 7.91 -17.80 -80.06


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TABLE: Pier Forces - W25

Story PierLoad Case/

Combo Location P V2 V3 T M2 M3


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


Story4 W25 Comb2 Top -193.13 -2.24 9.41 -1.91 -18.00 -0.07


Story4 W25 DWal11 Top -169.35 5.12 8.48 -1.67 -16.28 -5.93


Story5 W25 Comb2 Top -112.98 -12.34 14.11 -3.98 -24.21 2.37


Story5 W25 DWal11 Top -98.30 -4.02 12.60 -3.48 -21.58 -4.29


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Story1 W26 Comb2 Top 29.08 115.42 -18.81 -8.44 4.79 -43.13


Story1 W26 DWal11 Top 30.07 81.26 -16.29 -7.40 3.87 -29.08


Story2 W26 Comb2 Top -366.31 -29.05 1.59 -0.79 -5.37 4.12


Story2 W26 DWal11 Top -313.16 -26.42 1.48 -0.61 -5.04 4.70


Story3 W26 Comb2 Top -201.69 13.45 -0.45 -1.52 -5.42 -9.83


Story3 W26 DWal11 Top -178.71 13.89 -0.33 -1.25 -5.06 -8.41


Story4 W26 Comb2 Top -129.08 18.46 -7.60 -3.22 -3.98 -10.87


Story4 W26 DWal11 Top -116.73 16.36 -6.64 -2.75 -3.81 -7.45


Story5 W26 Comb2 Top -22.03 -6.91 -9.77 -6.86 -5.93 24.29


Story5 W26 DWal11 Top -46.45 8.68 -8.79 -6.06 -5.33 -1.77



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Analysis Results 3/14/2015TABLE: Pier Forces -W27

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Story1 W27 Comb2 Top -325.28 53.67 3.43 -2.60 -0.59 -19.14


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 DWal11 Top -222.26 13.78 1.21 -1.71 -0.14 -10.09


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


Story4 W27 Comb2 Top -130.99 2.94 8.73 -2.80 -1.35 -0.31


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 DWal11 Top -82.44 -5.82 7.22 -3.55 0.57 -1.25




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Story1 W28 Comb2 Top -356.56 29.06 -4.12 -1.70 5.80 -27.29


Story1 W28 DWal11 Top -301.96 16.30 -2.62 -1.15 3.82 -18.56


Story2 W28 Comb2 Top -290.18 17.59 -5.46 -1.09 8.78 -19.29


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 DWal11 Top -184.21 8.90 -4.52 -1.02 6.85 -9.35


Story4 W28 Comb2 Top -103.98 7.43 -7.77 -1.88 10.47 -1.12


Story4 W28 DWal11 Top -102.09 6.52 -5.59 -1.42 7.59 -3.02


Story5 W28 Comb2 Top 39.52 -35.46 -12.11 -3.33 11.44 19.35


Story5 W28 DWal11 Top 8.44 -20.09 -9.30 -2.63 8.98 11.54


Spandrel Analysis Detail

Table: Spandrel Forces Detail - for S1

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Analysis Results 3/14/2015TABLE: Spandrel Forces - S1

Story Spandrel Load Case/Combo Location P V2 V3 T M2 M3


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 DWal13 Left -79.01 79.65 -1.15 2.15 2.04 33.16


Story4 S1 Comb2 Left -30.22 -26.93 -1.17 2.30 2.25 -3.50


Story4 S1 DWal13 Left -41.34 61.91 -1.04 1.99 2.05 28.20


Story5 S1 Comb2 Left -2.03 -34.72 -6.71 3.46 -0.39 -5.88


Story5 S1 DWal13 Left -7.12 24.23 -5.96 3.06 -0.33 14.15



TABLE: Spandrel Forces - S3

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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 DWal13 Left -39.45 -1.29 -0.85 -0.36 -1.72 10.22


Story3 S3 Comb2 Left -39.32 -135.86 -1.23 -1.04 -2.42 -59.20


Story3 S3 DWal13 Left -20.58 -60.91 -0.85 -0.64 -1.77 -18.79


Story4 S3 Comb2 Left -22.30 -171.01 -1.25 -1.30 -2.50 -77.27


Story4 S3 DWal13 Left -8.43 -97.32 -0.91 -0.87 -1.88 -37.85


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 – S4



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

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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







Table: Pier Design Detail (ACI 318-11) - for W23TABLE: Shear Wall Pier (W23) Summary - ACI 318-11


Design Type

Req. Reinf



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

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Design Type

Req. Reinf



Shear Rebar

Boundary Zone Left

Boundary Zone Right


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



Design Type

Req. Reinf

Current Reinf Pier Leg Leg X1 Leg Y1

Leg X2 Leg Y2

Shear Rebar

Boundary Zone Left

Boundary Zone Right


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

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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



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



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

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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



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



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





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



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

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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





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Table 6.2: Surface Loads for Roof Slab Area Label LoadPat Dir UnifLoad

kN/m2







6.3 Analysis & Design Results

6.3.1Raft

Fig.6.1 Displacement for COMB1- mm

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Fig.6.2 Soil Pressure Diagram for COMB1- kN/m

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Fig.6.3 Strip Moment diagram for COMB2- kN.m

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Fig.6.4 Strip Shear Force diagram for COMB2- kN

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Fig.6.5 Top and Bottom Reinforcement for Layer A – mm2

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Fig.6.6 Top and Bottom Reinforcement for Layer B – mm2

6.3.2 Story 1 Slab

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6.3.3 Story 2 Slab (Typical) of 114



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6.3.3 Roof Slab

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Fig.6.21Top and Bottom Reinforcement for Layer A – mm2

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appartment building#

Documents

frame sections table

load combinations20

shell sections table

load patterns table

story data4 table

table of contents

load cases summary19

auto wind loading table